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HomeMy WebLinkAbout18215 59th Ave Ne_BLD2209_2026 GENERAL PROJECT NOTES 1147 REGISTER® I. ALL WORK IS TO COMPLY WITH NATIONAL,STATE AND LOCAL ORDINANCES. ANY SPEGIFIGS/DETAILS FOR ALL UNDERWRITERS LAB(UL),GYPSUM AS50G.(GA),ETC.FOR FIRE RATED ASSEMBLIES INDICATED ON THE GONTRAGT DOGUMENT5 SHALL BE AVAILABLE ON 51TE BY THE GONTRAGTOR FOR THE IN5PEGTOR'5 REVIEW. D. K 2. ALL MATERIALS SHALL CONFORM TO STANDARD SPEGIFIGATION5 OF A5TM. STATE OF WASHINGTYNI 3. IN GASES OF GONFLIGT WITHIN THE GONSTRUGTION DOGUMENTS,THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. to/o`'A8 4. ALL DESIGNS,DRAWINGS,AND DETAILS REPRESENT COMPLETED IN PLACE WORK. ARCHITECT SHALL HAVE NO CONTROL OR CHARGE OF AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS,METHODS,TECHNIQUES, SEQUENCES,OR PROCEDURES OR FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK,FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR,SUBCONTRACTOR OR ANY OTHER PERSON PERFORMING ANY OTHER PORTION OF THE WORK OR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN CONFORMANCE WITH THE CONTRACT DOCUMENTS OR INSTRUCTIONS BY THE OWNER'S REPRESENTATIVE. 5. ON SITE VERIFICATION OF ALL DIMENSIONS,ELEVATIONS,PROPERTY LINES AND GONDITIONS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SUBCONTRACTORS. NOTED DIMENSIONS TAKE PRECEDENT OVER SCALE. z EAGH CONTRACTOR OR 505GONTRAGTOR SHALL REPORT TO THE PROJECT SUPERINTENDENT ALL CONDITIONS WHIGH o PREVENT THE PROPER EXECUTION OF THEIR WORK. rn 6. THE ARCHITECT 15 TO BE NOTIFIED IMMEDIATELY BY CONTRACTOR OR 5U5GONTRAGTOR SHOULD ANY DISCREPANCY OR OTHER QUESTION ARISE PERTAINING TO THE WORKING DRAWINGS AND/OR SPECIFICATIONS. THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS,DISCREPANCIES,OR OMISSIONS WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARGHITEGT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. 1. DO NOT SEPARATE INDIVIDUAL SHEETS FROM COMPLETE SETS OF DRAWINGS. ONLY THE MOST CURRENT REVISED SETS OF DRAWINGS SHALL BE AT THE JOB SITE. THE ARGHITEGT 15 NOT RESPONSIBLE FOR PROBLEMS ARISING BECAUSE OF THE USE OF OUTDATED OR SUPERSEDED SETS OF CONSTRUCTION DRAWINGS. DO NOT 51-ALE DRAWINGS. WRITTEN DIMENSION TAKES PRECEDENCE OVER ACTUAL SCALED MEASUREMENT. b. NO ATTEMPT HAS BEEN MADE IN THESE PLANS TO DEFINE OR SEPARATE AREAS OF RESPONSIBILITY BETWEEN GENERAL CONTRACTOR,SUBCONTRACTOR OR THE OWNER'S EQUIPMENT VENDOR/INSTALLER. IT 15 THE RESPONSIBILITY OF THESE PARTIES TO COORDINATE THEIR RESPECTIVE PORTIONS OF THE WORK WITH THE OTHER TO AVOID DUPLICATIONS, SCHEDULING PROBLEMS,AND OMISSIONS. 9. THE GENERAL CONTRACTOR IS EXPECTED TO VISIT THE SITE TO FORM IT OWN GONGLUSIONS AS TO THE GHARAGTER OF THE WORK. CONTRACTOR SHALL R IEPORT ANY INGONS5TENGIES TO THE ARCHITECT BEFORE CONSTRUCTION BEGINS 0 AND CHECK WITH THE ARCHITECT FOR ANY OTHER GONDITONS THAT HE MAY DEEM NECESSARY. WORK IS TO BE DONE 1. IN ACCORDANCE WITH ALL APPLICABLE CODES AND ORDINANCES. _ �//////y_ a C �/�I ' a 10. CONTRACTOR TO COORDINATE W/OWNER ALL DOORS,FIXTURES,EQUIPMENT,ETC TO BE SALVAGED FOR REUSE OR w STORAGE.UNLESS SPECIFICALLY SCHEDULED FOR REUSE BY THE OWNER,ALL DEMOLISHED MATERIALS SHALL BECOME J THE PROPERTY OF THE CONTRACTOR AND SHALL BE REMOVED FROM THE SITE. .W., rag 11. RESTORE,REPAIR OR REPLACE THOSE ITEMS OR PORTIONS OF EXISTING STRUCTURE, PAVEMENT,ETC.,DAMAGED OR NECESSARILY DEMOLISHED FOR CONSTRUCTION. PATCH, REPAIR,GAP OFF AND ADAPT AS NECESSARY,ALL MEGHANIGAL,PLUMBING AND ELECTRICAL SYSTEMS REQUIRED TO BE ALTERED DUE TO THE EXECUTION OF THE NEW SWIRE COCA-COLA, USA m WORK. w 12. CONTRACTOR 15 TO COORDINATE ANY REQUIRED INSTALLATION OF OWNER SUPPLIED NEW EQUIPMENT WITH OWNER'S J FIXTURE SUPPLIER. INSTALLATION IS TO BE IN ACCORDANCE WITH MANUFACTURER'S AND OWNER'S INSTRUCTIONS,AT 3 IND R ICATED LOCATIONS.CONTRACTOR IS TO COORDINATE ARCHITECTURAL,MEGHANIGAL AND ELECTRICAL DAWINGS WITH ANY EQUIPMENT REQUIREMENTS. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF ARCHITECT BEFORE PROCEEDING WITH WORK. NEW �Y DISTRIBUTION I T R I U T I �, m CENTER m 13. WHEN A MATERIAL,EQUIPMENT,MEGHANIGAL AND ELECTRICAL SYSTEM IS NOTED,ALL PARTS AND MATERIALS REQUIRED C V TIV,NM'' IRII®01Yll' IVIII'W",�IWII IWII"0",.VIWII _ TO COMPLETE THE SYSTEM SHALL BE FURNISHED AND INSTALLED,PER THE MANUFAGTURER'5 INSTRUCTIONS. 14. GENERAL SC IS , SUBMIT SHOP DRAWINGS OF ALL PREFAB ITEMS,APPROVAL DI SHOP DRAWINGS WILL COVER ONLY CITY o f A R L I N T N V�A I N T N GENERAL SCHEME,DESIGN AND CHARACTER 5F DETAILS,BUT NOT CHECKING OF DIMENSIONS,NOR WILL SUCH APPROVAL RELIEVE CONTRACTOR FROM RESPONSIBILITY FOR EXECUTING WORK IN ACCORDANCE WITH DRAWINGS. , a 15. ALL EXPOSED UTILITY SYSTEMS,GONDUIT,DUCT WORK,WIRE MOLDING,PIPING,ETC.,15 TO BE INSTALLED IN A NEAT, ORDERLY MANNER FOR A"FINISHED"APPEARANCE AND TO BE PAINTED TO MATCH ADJACENT SURFACES. FILE NO. ### m 0 16. CONTRACTOR 15 TO MAINTAIN PROPER LIGHTING,VENTILATION,AND SANITATION AT ALL TIMES DURING CONSTRUCTION.11. REPORT ANY BUILDING DEFIGIENGY OR UNSAFE CONDITION OF ANY KIND TO THE ARGHITEGT AND OWNER. C V.2 2/T.31/R-5 E 15. DO NOT GOVER WORK UNTIL APPROVED BY CITY BUILDING INSPECTOR. 18 215 5 9 T H AVENUE NE 0 19. PROVIDE ADEQUATE CONGEALED BLOGKING AND ANCHORING FOR CEILING AND WALL MOUNTED EQUIPMENT AND ACCESSORIES. ARLINGTON WA 98223 W 20. SIGNAGE REQUIRES SEPARATE APPROVALS AND PERMITS. > > 3 21. EXISTING FIRE SPRINKLER SYSTEM SHALL BE EXTENDEO/MODIFIED PER NFPA 13 22. ALL UTILITY SYSTEMS,CONDUIT,PIPING,ETC.ARE TO BE INSTALLED CONGEALED AT THE NEW WALLS. ARCHITECTURAL SYMBOLS INDEX OF DRAWINGS INDEX OF DRAWINGS PROJECT DESCRIPTION _ 23. SEAL UP ALL ROOF PENETRATIONS WITH SPRAY FOAM ROOFING. A NEW WAREHOUSE DISTRIBUTION FAGILITY FOR SHIRE GOGA-COLA IS 11 24. ALL ROOF REPAIR WORK DONE BY OWNER-APPROVED ROOFING CONTRACTOR. TO BE CONSTRUCTED ON(2)ADJACENT PARCELS OF LAND TOTALING 6 ELEVATION INOICATIOR: APPROXIMATELY 20 ACRES. THE NEW BUILDING IS APPROXIMATELY NN/A-N.NN ELEVATION NUMBER-SHEET 155,200 SQUARE FEET AND INCLUDES OFFICE FAGITLIIE5,A VENDING 3 NUMBER MACHINES SERVICE AREA AND 5HIPPING/REGEIVING OFFIGE5 IN ADDITION TO THE WAREHOUSE SPACE. THE WAREHOUSE HAS(12) _ 3 LOADING PLATFORMS AS WELL AS A VEHIGIULAR RAMP FOR(1) a SECTION INDICATOR: SHEET SHEET DESCRIPTION SHEET SHEET DESCRIPTION INTERIOR LOADING BAY. SITE IMPROVEMENTS INCLUDE AN ABBREVIATIONS NN DRAWING NUMBER EMPLOYEE/PUBLIG PARKING AREA OF 115 5PAGE5 ON EITHER SIDE OF A-NN GOV COVER SHEET THE OFFICE BUILDING WITH A DRIVE ON TO 59TH AVENUE. THE PAVED SHEET NUMBER GOOI CODE DATA 8 OCCUPANCY LOAD SERVICE YARD PROVIDES FOR A SHIPPING/GHEGK-IN AREA,TRAILER GIOI ADA CLEARANCE PLAN STAGING AREAS AND THE LOADING DOCK AREA MENTIONED ABOVE 0 ADJ ADJACENT GA GAUGE OTY QUANTITY ENLARGED PLAN/DETAIL: `^ AFF ABOVE FINISH FLOOR G.G. GENERAL CONTRACTOR REF REFRIGERATOR -'� GLI GENERAL INFORMATION w AFG ABOVE FINISH GRADE GALV GALVANIZED REQ REOURED NN DRAWING NUMBER GL2 GENERAL NOTESIgHTINr ALUM ALUMINUM GWB GYPSUM WALL BOARD REV REVISION/REVISED A-TUTU SHEET NUMBER G2.1 SWPPPNOTES DESIGN TEAM APPROX APPROXIMATE HDW HARDWARE RM ROOM C2.2 5WPPP _ 10 ARCH ARCHITECTURAL HM HOLLOW METAL PHL RAIN WATER LEADER G3.1 PAVING DETAILS AVG AVERAGE ELEVATION HEIGHT INDICATOR G3.2 PAVING DETAILS INT INTERIOR 5AN SANITARY XXX HEIGHT G3.3 PAVING DETAILS ARCHITECT: DANIEL D.FILUK,ARGHITEGT BLDG BUILDING SCH.. SCHEDULE � DESCRIPTION G4.1 GRADING 8 STORM PLANIMM Z o BOT BOTTOM JAN JANITOR SEC SECRETARY XXX G4.2 GRADING d STORM PLAN 300 WEST GLARENDON AVE,SUITE 320 J5T JOI5T PHOENIX,ARIZONA 05015 0 B.O. BOTTOM OF 5F SQUARE FOOT G4.5 GRADING 8 STORM PLAN FIREFP FR 1" O JJNG -UNCTION (602)234-1868 FAX:(602)234-1413 GP7 CARPET 51M SIMILAR G5.1 UTILITY PLANPIPING CCE CODA COLA ENTEPPR15E5 SPF SPRAYED POLYURETHANE FOAM ALIGN ALIGN ELEMENTS G6.1 5WPPP DETAILS Z LAM LAMINATED G.F.6, CONTRACTOR FURNISHED- LAA LAVATORY 5PEC5 SPECIFICATIONS G6.2 PAVING DETAILS STRUCTURAL ENGINEER: 6ARU50 TURLEY SGOTT CONTRACTOR INSTALLED SQ SQUARE G6.5 DETAILS 1215 WEST RIO SALADO PKWY.,SUITE 200 Q ST STAIN G6.4 STORM STANDARD DETAILS TEMPE,ARIZONA 85281 G.LP. GENT IN PLACE MAX MAXIMUM 55 STAINLESS STEEL O KEYNOTE G6.5 STORM STANDARD DETAILS (480)114-1-100 FAX:(450)114-T01 x GL CENTERLINE MEGH MEGHANIGAL CLG CEILING 5TD STANDARD G6.6 WATER STANDARD DETAILS LA CLGHT GEILING HEIGHT MEZZ MEZZANINE W 5TN STONE Gl.l SECTIONS GLR CLEAR HER MANUFACTURER STOP STORAGE O MEGHANIGAL/PLUMBING TIGLAS ENGINEERING ASSOCIATES GONE CONFERENCE MGR MANAGER $ DOOR NUMBER LI 60VER5HEET KEY MAP AND NOTES ENGINEER: 8O9 WEST MARYLAND AVENUE CON CONTINUOUS H15C MISCELLANEOUS TV TELEVISION L2 PLANTING PLAN PHOENIX,ARIZONA 9,5015 Q W o GORR GORRIDOR MIN MINIMUM T.O. TOP OF L3 PLANTING AND SITE DETAILS (602)992-3900 FAX:(602)992-1541 a ML MATCH LINE TYP TYPICAL IRI IRRIGATION PLAN Z C/N COMPLETE WITH,COMES WITH NAME DIA DIAMETER O ROOM NAME AND NUMBER IR2 IRRIGATION PLAN ELECTRICAL ENGINEER: W V UN DOWN NC NOT IN CONTRACT UL UNDERWRITER'S LABORATORY NN.NNN IRS IRRIGATION DETAILS HE CH 8 SANDON DESIGN,LLG. c NT5 NOT TO SCALE UNO UNLESS NOTED OTHERWISE 4864 E BASELINE RP 5TE#103 J DR DOOR NOM NOMINAL AI00 FLOOR PLAN MESA,ARIZONA 85206 (480) t DET DETAIL 641-6383 'Q, Z Cl REVISION NUMBER w DF DRINKING FOUNTAIN VGT VINYL COMPOSITION TILEAl AIOI PARTIAL ENLARGED FLOOR PLAN N - W o DWG DRAWING OC ON CENTER VENT VENTILATION A102 PARTIAL ENLARGED FLOOR PLAN O � O.F.O.I. OWNER FURNISHED- VERT VERTICAL AI20 REFLECTED GEILING PLAN CIVIL ENGINEER: TERRA VISTA NW CONSULTING ENGINEERS O Q o EDE ELECTRIC DRINKING FOUNTAIN OWNER INSTALLED VW6 VINYL WALLGOVERING A121 PARTIAL REFLECTED CEILING PLAN 5204 5MOKEY POINT DR.#201 EL ELEVATION O.F.G.1. OWNER FURNI5HED- VEST VESTIBULE x EQUIPMENT NOTE A122 PARTIAL REFLECTED GEILING PLAN ARLINGTON,WA 98223 U = Z ELEV ELEVATOR CONTRACTOR INSTALLED Z w A130 ROOF PLAN EO EGIUAL W/ WITH PHONE:425.422.0840 W OPNG OPENING WC WALLCOVERING A201 EXTERIOR ELEVATIONS � > 0 EQUIP EQUIPMENT A201 EXTERIOR ELEVATIONS _ u OPP OPPOSITE ¢ �ry WD WOOD X WINDOW TYPE A202 ENLARGED EXTERIOR ELEVATIONS LANDSCAPING EGGOSDESIGN, C. EXST ENG EXISTNG WATER COOLER PLAN PLASTIC LAMINATE O ® F_ Z 0 WKS WORKSTATION 505 SOUTH FIRST STREET,STE B U) EXT EXTERIOR PLYWD PLYWOOD A501 BUILDING SECTIONS J A301 BUILDING SECTIONS MOUNT VERNON,WA 98213 Q � G FDN FOUNDATION A400 WALL SECTIONS FE FIRE EXTINGUI5HER PREFAB PREFABRICATED A401 WALL SECTIONS PHONE: 60.419.1400 PROV'D PROVIDED ELF FLOOR PT PAINT A402 WALL SECTIONS CTIONS GENERAL CONTRACTOR: BIG-D GONSTRUGTION w F.O. FACE OF A410 INTERIO ELEVATIONS 51( SOUTH 1415 EAST a FURN FURNITURE A411 INTERIOR ELEVATIONS cp OLDEN,UT 84403 A412 INTERIOR ELEVATIONS A415 INTERIOR ELEVATIONS PHONE:b01.392.3200 FAX:801.629.2100 Q <n 3 0 A414 INTERIOR ELEVATIONS VICINITY MAP A415 INTERIOR ELEVATIONS FIRE PROTEGTION: FIRE PROTECTION ENGINEERING SERVICES A416 INTERIOR ELEVATIONS 4242 WEST TOPEKA DRIVE A500 DETAILS GLENOATE,AZ 85308 0 A501 DETAILS PHONE:623.581.1844 FAX:623.581.1992 A502 DETAILS A505 DETAILS Registered Architect in: - A600 DOOR d WINDOW SCHEDULES AZ,Co,FL,MT,NV,NM,0K,0R,TX,UT,WA A610 FINISH SCHEDULE A620 EQUIPMENT PLAN o m 11111 1NE A621 EQUIPMENT PLAN PROJECT REFERENCE Y A630 EQUIPMENT SCHEDULE - v a A700 SITE DETAILS :2 0 3 5101 G.S.N. DEFERRED SUBMITTALS: Q w o tD p Q 5102 TYPIGAL DETAILS J SITE 5105 TYPICAL DETAILS -FIRE ALARM SYSTEM l0 5104 SCHEDULES -FIRE PROTECTION SYSTEM 5201 FOUNDATION PLAN -RACKING ° 5202 ROOF FRAMING PLAN 5205 FRAMING PLAN SPECIAL USE PERMIT#416 IBOTH 5T NE 5204 PANEL ELEVATIONS DESIGN REVIEW PERMIT#4-M E 3 `w J z 5205 PANEL ELEVATIONS m m u o IY z z 5301 FOUNDATION DETAILS 5 w w 5502 FOUNDATION DETAILS o O C Q 5401 ROOF FRAMING DETAILS 5402 ROOF FRAMING DETAILS o 2 COVER 5501 PRECAST DETAILS SHEET M-0 MEGHANIGAL EQUIPMENT LI5T a a 112ND ST NE SR 53U M-1 MEGHANIGAL FLOOR PLAN J M-3 ENLARGED MEGHANIGAL FLOOR PLAN P-O PLUMBING EQUIPMENT LIST w P-1 PLUMBING FLOOR d) P-2 PLUMBING ROOF PLANN a o NORTH P-3 ENLARGED SEWER PLAN cov z P-4 ENLARGED DOMESTIC WATER PLAN MP5 MEGHANIGAL 4 PLUMBING SPECIFICATIONS o PROJECT DATA OWNER: SWIRE PACIFIC HOLDINGS INC. 9947 REGISTERED 12654 S.265 W. DRAPER,UTAH 84020 DAN REID D. UK &01-816-5160 STATE OF WASHINGTON 2 ✓ O PROJECT ADDRESS: 5gTH AVENUE N.E. w/01/0 ARLINGTON,WA.98223 "B"OGGUPANCY ' 108 S.F./100 31 OGG. ', �38 OGG. ', LEGAL DESCRIPTION: =1 OCCUPANT EXIT EXIT PARCEL A: - _ _ _ _ _ _ _ - _ -�-_ _ _ _ - _ ® ° THE WEST 981.00'OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF I ,m_., I, I Ii SECTION 22,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.,IN SNOHOMISH COUNTY,WASHINGTON. ' p EXCEPT ROADS. "B"OCCUPANCY • (CONTAINING APPROXIMATELY 653,59E 50.FT./15.00 ACRES) U1 �f - - \ S-I"OCCUPANCY ___-____-__._._- �___-____-____-____-__ PARCEL B: o U S.F./500- �_ -_ I L- - - > c� _ - - - ______-__ ___�_� __________ -___-____-_i THE NORTH HALF H,THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22, 10 OCCUPANTS 7 OCCUPANTS r TOWNSHIP 31 NORTH RANGE 5 EAST,W.M.,IN NORTH HALF COUNTY,WASHINT QUA 10 COS" 280 S.F.X IS= �' F � �'�'F'�', EXCEPT THE WEST 9HI.00 FEET OF SAID NORTH HALF OF THE SOUTHWEST QUARTER OF THE Iq _ 19 OGGUP NTS - NORTHEAST QUARTER OF SECTION 22. 74'-6' I O O (CONTAINING APPROXIMATELY 1g4,4b4 50.FT./4.4(AGRE5) MAX.TRAVEL - 100'-6" I A, A.P.N.: PARCEL A:31052200101200$ PARCEL B:31052200101300 MAX.TRAVEL J J ': F 1 ZONING: GI AREA: PARCEL A: 15 AGRE5 I i Y_ > I PARCEL B: 4.46 ACRES Ig.46 AGRE5 2q OGG. 3b OGG I i i � EXIT Exlr e I'. Q BUILDING GODE: 2015 INTERNATIONAL BUILDING CODE(IBG) 2015 INTERNATIONAL MEGHANIGAL GODE(IMG) B� ®' < j 2015 NATIONAL ELEGTRIG GODE/NFPA-10(NEC) mm! o d' 2015 UNIFORM PLUMBING CODE(UPG) a 2015 INTERNATIONAL ENERGY CONSERVATION CODE(IEGG) Q � I, I I I I I I I I I, ; 2015 INTERNATIONAL FUEL GAS CODE(IEGG) u =Q q I <oNd,�, j 2015 INTERNATIONAL FIRE CODE(IFG) J -- - SA moo„ 200q ACCESSIBLE 4 USABLE BUILDINGS AND FACILITIES I I I � : I I I I I I O ; (IGG/ANSI II1.0 G I I i -�_ _ _ _ _ _ _ _ _ _ _ _�_ _ _ _ _ _ _ _ _ _ _ _�_ _ _ _ WASHINGTON STATE AMENDMENTS: WAG 51-50 WASHINGTON STATE BUILDING CODE � I-� � � I I � I I_ I I I I I� wAG 51-52 WASHINGTON STATE MECHANICAL CODE ny Mr. T"i WAG 51-54 WA5HINGTON STATE FIRE GODE m WAG 51-56 4 51-51 WASHINGTON STATE PLUMBING CODE AND I' - 3 STANDARDS z WAG 51-II WASHINGTON STATE ENERGY CODE 874E SF✓100= - WAG 2q6-46B ELEGTRIGAL SAFETY STANDARDS, ❑ li ; I I I I ADMINISTRATION AND INSTALLATION u r T I I z 163 OGG. ° "S-I"OCCUPANCY I j CITY OF ARLINGTON DESIGN REQUIREMENTS: z j"•s� -j i� �'� I14,132 S.F./500= ! j� 6 - DESIGN WIND SPEED: 85MILE5 PER HOUR(EXPOSURE G) T -- -- 22q OCCUPANTS 'z- I GROUND SNOW LOAD: 25 POUNDS PER SQUARE FOOT b�,i7 \,l : 38 or-G. SEISMIC ZONE: 02 I° I li, P I I li, EXIT RAINFALL: 2 INCHES PER HOURS FOR ROOF a I ____ ___- _ _ _ _ _ _ _ _ _ _ _ _ _ _�rt� �}�� _ -_ -{-T-_�- _ _ _ _ _ DRAINAGE DESIGN. � � Or!1 x- FROST LINE DEPTH: 12 INCHES - �� - CC•�y`"' ! I ! 11 ! ! ! SOIL BEARING CAPACITY:ISOOP5F UNLE55 A CEO-TEGHNIGAL TT r ' 30 ._ 0�, : W REPORT 15 PROVIDED.(IBG TABLE ° rt'� r 1804.2 8 IRG R401.4.1) J� Y O"Jr,""X.T ,�VEL I I I I I I I I I I I I I, 2,50OPSF PER CEO-TECHNICAL 1® - j REPORT 18-0318,DATED o6/12/18, - D/ _-- -- - .T ____ _ I SUBMITTED WITH THESE DOCUMENTS. z �--"--_-- t:� �, �, �, II, � I I I I � I I - TYPE OF CONSTRUCTION: III-B NON SPRINKLED �.I Z. BUILDING HEIGHT: ±55'-0" w 33 OGG. 33 p - bl'-3"COMMON BUILDING AREA: 135209 S.F.SPRINKLERED E EXIT PATH OF TRAVEL ' : O I 3 l ® OCCUPANCY TYPE "A"OCCUPANCY TOTAL: 3,118 S.F. 0 Q �a X T - �_ ___-- > - _�_ „B„OGGUPANGY TOTAL: I If, S.F. 4 "S-I"OGGUPANGY TOTAL: II-II Ib S.F. - •Y 1 ¢ I z BUILDING CONTAINS NON-SEPARATED OGGUPANGIE5(PER IBG 508.3) z MAX.TRAVE EXIT �. gg ALLOWABLE AREA 76 p - (IBC SECTION 507) 3 p w 4 11 ALLOWABLE AREA PER TABLE 501 TYPE III-B UNLIMITED:135,20q S.F. - Z��PV1 <oNG W FRONTAGE:60'YARD MIN.ALL(4)SIDES T 6•, I I I I I - b i 0 a °° G PLUMBING FIXTURES N ! I o ---_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ l- J----L_,I 1--- --1 - _ U _ _ _ _ _---_ _ _�_ _ _ _�._---_ _ _ _ _ _ _ _ _ ----+_ -- C (PER IBC TABLE 2902.1) "A"OGGUPANGY L+ OGGUP. REQUIRED REQUIRED PROVIDED PROVIDED REQ'D SERV. 228E S.F./ISI'I= - OCCUPANCY LOAD WG/URNL LAVS WG/URNL LAVS DRNK SINK o 153 6 S.F./15i M 4 W MEN WOMEN MEN WOMEN MEN OMEN MEN WOMEN Np (A)ASSEMBLY 213/2= 107 .86 1.65 .045 .045 - - - - .45 0 "B"OGGUPANGY (B)OFFICE 155/2=-15 256 256 1.g5 1.95 - - - - 1.55 513'S.F./IS= - - - 1. - 3b GGUPANTS "g"OGGUPANGY I (5)WAREHOUSE 236/2= 118 1.15 1.10 1.10 1.15 .24 Z 36 occ 9ql S.F./ICo- 1 TOTAL - 4.60 5.3-1 3.b1 2.22 -1/5 1 5 5 2.22' 2 O 0 ExIT 10 OGGUPA TS 'Y 0 - NOTE: ONE(1)5ERVIGE OR JANITOR'S SINK REQUIRED ON EACH FLOOR OR BUILDING (n 5'-6"MAX.PATH OF ONE(I)HI-LO DRINKING FOUNTAIN ON EACH FLOOR OR BUILDING WHEN MORE Z TRAVEL TO EXIT b �.� b `- THAN 50 OGGUPANTS Q _I g a d - - - - ---- - - - (1)HI-LOW DRINKING FOUNTAIN PROVIDED.WATER DISPENSER AVAILABLE FOR /1 x I q STAFF USE IN THE BREAKROOMS:BI32 4 DIOq y D w 48 FIRE RESISTIVE REQUIREMENTS °C w -- --_- -- _ -_ (PER IBC TABLE 601) Q a ! d ° EXIT BUILDING ELEMENTS (PER TYPE 111-5) REQUIRED PROVIDED Z 38 OGG.I O STRUCTURAL FRAME O O U w - EXIT ""42,01GG o I� BEARING WALL5-EXTERIOR 2 2 1 U LL Z N o BEARING WALLS-INTERIOR O O NON-BEARING WALLS-EXTERIOR O O O O Q o ., FLOORS CONSTRUCTION O O ROOF CONSTRUCTION O O m z Z w > Or ° OCCUPANT LOAD & REQUIRED EXITS I � U) � Z (PER CHAPTER 10 IBC PER IBC 1004,1005 AND TABLE 1004.1.1,1005.1,1015.1 PER IBC 1015) '^ Q EXIT PLAN ROOM EXITS REQ'D EXITS WIDTH WIDTH v' + C, NUMBER OCCUPANCY SF/FACTOR OCCUPANTS 1018.1,1018.2 PROVIDED REQUIRED PROVIDED SCALE; I/I6"=1'_O" a AI00 (5-1)WAREHOUSE 114,152/100 22g 2 6 45.3" Iq2" `9 o I 3 NORTH H n a =o } B102 (B)MAIN OFFICE 8746/100 88 2 3 1-1.61 `06„ o O v 5150 (A)GONFERENCE 2286/15 155 2 2 30.6" 64" z B131 (13)PANTRY 212/100 3 1 1 0". 32" 0 BI32 (A)BREAK 892/15 60 2 2 12" 64" °o v 0 5-I VENDINGZ. GI00FARTS 3546/500 1 2 1.4" 64" Registered Architect in: - Q C102 (B)CONFERENCE 280/15 Ig I I 3.8" 32" Az,co,FL,MTNv,NM,oK,OR,TXUTWA QB P.O.S. p GI03 q7q/100 10 2" 32" o Lu GI04 (B)OFFIGE 108/100 1 0.2" 32" y OU 0101 a (B)SHIPPING qql/100 10 2" 32" L ry i n DI09 (B)BREAK 354/IS 24 I I 4.8" 32" J INTERIOR FINISHES THERMAL & SOUND-INSULATING MAT'L 3 a N z REQUIRED FLAME SPREAD CLASS RATING-IBC TABLE 803.9,SECTIONS 804 AND 806 REQUIRED FLAME SPREAD CLASS RATING-OSSC SECTION 720 i.i o OCCUPANCY EXIT ENCLOSURES AND CORRIDORS ROOMS AND FLOORING MATERIAL REQUIREMENT a^�'' m EXIT PASSAGEWAYS ENCLOSED SPACES E " x Z. .� 3 v (B)BUSINESS GLA55 5 26-15 GLASS G 26-15 CLASS G 26-15 GLASS 11 CONGEALED INSTALLATION CLASS A:FLAME SPREAD 0-25,SMOKE-DEVELOPED 0-450 o d o s Qj (F)FAGTORY GLASS G 26-15 GLASS C 26-15 GLA55 G 26-15 GLASS 11 EXPOSED INSTALLATION GLA55 A:FLAME SPREAD 0-25,SMOKE-DEVELOPED 0-450 g (5)STORAGE CLASS G 26-75 GLASS G 26-15 CLASS G 26-15 GLASS 11 PIPE 4 TUBING INSULATION CLASS A:FLAME SPREAD 0-25,SMOKE-DEVELOPED 0-450 CODE DATA & GLASS A:FLAME SPREAD 0-25,SMOKE-DEVELOPED 0-450 GLASS A:FLAME SPREAD 0-25,SMOKE-DEVELOPED 0-450 LL GLASS B:FLAME SPREAD 26-15,SMOKE-DEVELOPED 0-450 GLA55 B:FLAME SPREAD 26-75,SMOKE-DEVELOPED 0-450 OCCUPANCYGLA z (PER BG TABLE 803.5 A)RATING 15 REDUCED BY ONE CLASS,,NOT LESS THAN G, CLASS G:FLAME SPREAD 16-200,SMOKE-DEVELOPED 0-450 LOAD J WHEN SPRINKLERED) w G001 0 1147 REGISTERED STATE OF WASHINGTON L———————————— L————————————— ————————————————tJ L—————————————t———————————————j 0 0 > 6 JLA E o Q-j 32 Q Liu Ell e --------- L �41 J 6 iH A I L m T- r- -5a-: 10 o .1 o o 1. L- __j L- __j L- __j L- __j L- -i L- -j L---j z 0 o U) z < LA X w Z) < LU z 0 w cli z Co cl L J7 qj M F-1 j 0 < u ED wz Lu Z > 0 F T T- - - - °- - - - - C4 ® �� :C F- to z o < 9TS LU o z Registered Architect in: ADA CLEARANCE PLAN Azco,FLMTNVNM,OKORTXUTWA < L _�SEE 0101 FOR ADA GLEAPNAGE NOTES SCALE: 1/16"= 1'-0" < -u C, NORTH B a !E C) (3 < f z-o E ooao 0 I (3 ADA LL CLEARANCE PLANS G100 PARCEL#31052200101000 C •°-_ YLOX ARLINGTON AIR ILL p RE A SEC 22 TWP 31 RGE 5E BRW/CAP Q FND REBAR W/CAP FNCONT ENG 8568' 4 — j— — — — a '2�6.o.,2'N.o=6'E • PARCEL#31052200103200 ---�.— 30 . 0,32S.Dt2E(t 2/t2) J I'{ �( N88'07'59"W 1278.02'(RI x127796') (t2/t7) PEDERSON ARNOLD TRUST _I_ _ Wcom 1 ;I arc •12 m+ " RCOX moox '.ca irz cary • Y•• cox P°c—— o'cox— (zNto ate iVcox ox e— a I" I FND RE 27 BA CAP I 1 I 1 (,2/17) j I HMA TYPE 1 C6.2 � Ir � , I 2 �/ � � - � • FENCE AND GATES,— GATE AND WALL, SEE A700 SEE A700 T' II i I I I 3 L' 1 CONIC PAVEMENT C6.2 I 0 11�I a• k e I ' F'. 3 4 � I { C7.1 '�LI I 27 C7.1 If III I Via. Q I I f I I N R37.1 I k G�GRAN I N N, BUILDING GRID IS PARALLEL PROVIDE GAP IN GUARDRAIL FOR ELECTRICAL I� II h 1 S9 AND PERPENDICULAR WITH BOX. PROVIDE THREE STEEL BOLLARDS. k = I T WESTERN PROPERTY LINE. 4 ' I ® ' W—BEAM GUARDRAIL, FACE I I SHALL BE 3' CLEAR FROM { FACE OF BLDG g I F I I C7.1 I k T ; k" I Ilk � I I MI k' 1 a sg C7.1 12.5' I t I 47' 4" WHITE STRIPING, TYP° E Z TYPE 2 CURB AND 4 GUTTER, TYP ADJ TO m I f { CONCRETE PAVEMENT, C6.2 F ` I SEE NOTE 3 I PROPERTY CORNER I FENCE, SEE A700 I I D REB W/GAP I CpNi:ENG a, [ 1 G3<s:.aegE mD reEGAR I I >. to 0.39'S,(12/17) :. 'FND BA 0 CAP 30' 30'. ----W-----W-��� 8.8' "E 12 .51'(R 12 .47' W----_�_---_W----- FND REBARW/ W-----W——— W-----W---__W - - - - - - - - -■� — _ _ - - - - - - - - - __ �W— - - - ---W-----W--_--W 1 ————— r' PARCEL#31052200102100 -- - - - _ - - W—————W—————W YL — - - - _ - NANDER PROPERTY LLC — — - 18021 59TH AVE NE — — G - - - - - - - - - - %'✓-_-_ - - -----W_----W NR RiN=136.25 ARLINGTON,WA.98223 } - - - - - - - - -----W-----W-----(/,I O U 0 0 40 80 NOTES: CONSTRUCTION DRAWING APPROVAL 1. SEE SHEET C1.1, C1.2, AND C1.3 4. FOR JOINTING WITHIN CONCRETE , THIS PLAN SHEET HAS BEEN REVIEWED AND Scale in Feet FOR GENERAL INFORMATION. PAVEMENT, REFER TO DETAILS SHEET a APPROVED PER THE CONDITIONS ON THE TITLE C6.2. CONTRACTOR SHALL PROVIDE A SHEEP. 2. DIMENSIONS ARE TO FACE OF CURB, JOINTING PLAN FOR REVIEW BY THE a UNLESS NOTED OTHERWISE ENGINEER PRIOR TO PAVING. BY. H CRY ENGINEER,CRY OF ARLINGTON 3. CURB AND GUTTER ADJACENT TO W BIOSWALES (SEE SHEET C4.2) SHALL Know WI18t'S a OW. DATE: E HAVE 12" CURB CHASE AT 10' OC. Call before you dig. THIS APPROVAL VALID FOR 18 MONTHS PLAN CHECK BY DATE �A �'�'� RLINGTON DISTRIBUTION FACILITY F. a. JOB N0.IR g —� 180301 Cq Daniel D.Filuk,Architect _ �(� 59TH AVE, ARLINGTON, WA 98223 /12/1 1 CIVIL PERMIT EJS I ® �� Terra Vista NW., BIG-v o . SWIRE COCA-COLA USA Consulting Engineers DATE NO. REVISION BY 300 W.nix,Areona,85enue,Suite320 a I I -12041_%MrYRO/NTOR VO7 PAVING PLAN Phoenix,Arizona,85013 ARL/N07ZW WA 98223 a DESIGNED BY: REVIEWED BY: 0:602-234-1868/F:602-234-1413 n f25.22_Oe� k C3 . 1 OW.)ZWA 4ISTANW06V 1 2 1 8 - — — , • MAI . _ Fill CONIC ' I JI ' © %/o l000000 E AND WALL, i 811 APPAWTED-PER-TPI BY: CITY ENGINEER,CITY OF MUNI 7 THIS APPROVAL VAUD FOR 18 MONTHS JOB NO. DISTRIBUTION FACILITY CSC: CC - - :. . Consulting Engineers 300 W.Clarendon Avenue,Suite 32000NSTRUCTIONSWIRE COCA-COLA, MM�� DESIGNED ADA REACH RANGE ADA DOOR CLEARANCES ACCESSIBILITY NOTES SIGNS AND IDENTIFICATION 1147 REGISTER® 20 max Obstructed High I. THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL BE THE STANDARD USED TO IDENTIFY FACILITIES THAT ARE AGGESSIBLE TO AND USABLE BY 510 Z IH" A. ACCESSIBILITY SHALL BE PROVIDED IN ACCORDANCE PHYSICALLY DISABLED PERSONS AS SET FORTH IN AMERICANS WITH ' Side Read--- kE ? f MIN WITH IBC SECTION 1101 AS AMENDED,THE ADA,AND DISABILITIES ACT AND AS 5PEGIFICALLY REQUIRED IN THI5 SECTION. IS. UK Y p ADAA5 2. THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL CONSIST OF A STATE OF WASHINGTON .p WHITE FIGURE ON A BLUE BACKGROUND. THE BLUE SHALL BE EQUAL TO A B B. AN AGGE551BLE ROUTE OF TRAVEL SHALL BE PROVIDED COLOR NO.15090 IN FEDERAL STANDARD 599B. a/o5/itis TO ALL PORTIONS OF THE BUILDING AND BETWEEN THE 3. LETTERS AND NUMBERS ON SI6N5 SHALL HAVE A WIDTH THE HEIGHT RATIO cE o o Y-0"OR BUILDING AND THE PUBLIC,WAY. OF BETWEEN 3:5 AND I:1 AND A STROKE WIDTH TO HEIGHT RATIO BETWEEN E N oR 2"MIN IF DOOR HAS A 1:5 AND 1:10. E m CLOSER AND A LATCH FRONT APPROACH,PULL 51DE G. ACCESSIBLE MEANS OF EGRESS SHALL BE PROVIDED IN 4. GHARAGTER5 AND NUMBERS ON SIGNS SHALL BE SIZED AGGORDING TO WOMEN FRONT APPROACH,PUSH SIDE THE SAME NUMBER AS REQUIRED FOR EXITS BY IBC, THE VIEWINO DISTANCE FROM WHICH THEY ARE TO BE READ. THE MINIMUM CHAPTER 10. HEIGHT 15 MEASURED U51NG AN UPPER GASP X,LOWER CASE GHARAGTER5 ARE PROHIBITED. FOR SIGNS SUSPENDED OR PROJECTED ABOVE THE Y D. TOILETS ARE DESIGNED FOR ACCESSIBILITY FOR THE FINISH FLOOR IN GOMPLIANGE,THE MINIMUM GHARAGTER HEIGHT SHALL BE (a) 22 DISABLED PER 2003 IGG/ANSI AI17.1. 3. 7"X 10"SIGNS >10-24 max MIN. X X 5. CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND. BLACK BACKGROUND 255610 D E. AN ACCESSIBLE ROUTE OF TRAVEL SHALL NOT PASS 6. WHEN RAISED GHARAGTER5 OR SYMBOLS ARE USED,THEY SHALL SIGN A 0 (b) O THROUGH KITCHENS,STORA6E ROOMS,TOILETS AND CONFORM TO THE FOLLOWING. 0 >20-25 max OTHER SIMILAR 5PAGE5. �. LETTERS AND NUMBERS ON SIGNS SHALL BE RAISED I/32"MINIMUM AND w SHALL BE SANS-SERIF UPPERCASE GHARAGTER5 AGGOMPANIED BY 510-535 X 42"MIN.OR Y=36"IF"X"IS 60"MIN.OR F. THE PRIMARY ENTRY TO THE BUILDING OR SUITES SHALL GRADE 2 BRAILLE. RAISED CHARACTERS OR SYMBOLS SHALL BE A 48"MIN IF DOOR HAS A 42"IF"X"IS 54"MIN. BE ACCESSIBLE.ALL OTHER ENTRANCES WHICH ARE MINIMUM OF 5/&"HIGH. PIGTORIAL SYMBOL SIGNS(PIGTOGRAMS)SHALL GL05ER AND A LATGH LOGATED WITHIN 12 INCHES OF ADJACENT GROUND SHALL BE ACCOMPANIED BY THE EQUIVALENT VERBAL DE56RIPTION PLACED HINGE APPROACH,PUSH SIDE HINGE APPROACH,FULL SIDE BE ACCESSIBLE. DIRECTLY BELOW THE PIGTOCRAM. THE BORDER DIMENSION OF THE PIGTOGRAM SHALL BE A MINIMUM OF 6"IN HEIGHT. U��U io 24' �24"� 5. ACCESSIBLE ENTRANCES TO THE BUILDING SHALL BE 5. CONTRACTED GRADE 2 BRAILLE SHALL BE USED WHENEVER BRAILLE E E E H MIN. M1 IN 1 IDENTIFIED BY THE INTERNATIONAL SYMBOL OF SYMBOLS ARE 5PEGIFIGALLY REQUIRED IN OTHER PORTIONS OF THESE co AGGE551BILITY. REGULATIONS. DOTS SHALL BE 1/10"ON CENTER IN EAGH GELL WITH 2110" v' 5PAGE BETWEEN CELLS. DOTS SHALL BE RAISED A MINIMUM OF I/40" H. EXTERIOR EXITS WHICH ARE LOGATED ADJAGENT TO ABOVE THE BACKGROUND. MEN X < X AGGESSIBLE AREAS AND WITHIN 12 INCHES OF ADJACENT 9. WHEN PERMANENT IDENTIFICATION IS PROVIDED FOR ROOMS AND SPACES, , F GROUND LEVEL SHALL BE AGGESSIBLE. RAISED LETTERS SHALL BE ACCOMPANIED BY BRAILLE. SIGNS SHALL BE (b) E INSTALLED ON THE WALL ADJAGENT TO THE LATCH SIDE OF THE DOOR. 1. SIGNS DESIGNATING GOMMON USE ROOMS AND SPAGES WHERE THERE 15 NO WALL SPACE ON THE LATGH SIDE,INCLUDING DOUBLE T"X 10"516N5 Obstructed High Unobstructed SHALL MEET ADAA5 705M REQU I REMENT5. LEAF DOORS,SIGNS SHALL BE PLACED ON THE NEAREST ADJACENT WALL, BLACK BAGKGROUND X=4b"MIN.OR X 42"MIN.OR PREFERABLY ON THE RIGHT. MOUNTING HEIGHT SHALL BE 60"ABOVE THE 516N B 6 Forward Reach Forward Reach 54"MIN IF DOOR HAS A 48"MIN IF DOOR HAS A FINISHED FLOOR TO THE CENTERLINE OF THE SIGN. MOUNTING LOCATION 1. CLOSER CLOSER SHALL BE DETERMINED 50 THAT A PERSON MAY APPROACH WITHIN 3"OF THE 516NAGE WITHOUT ENCOUNTERING PROTRUDING OBJECTS OR STANDING LATCH APPROACH,PULL 51DE LATCH APPROACH,PUSH 51DE WITHIN THE SWING OF A DOOR. w POOR WIDE 10. ALL BUILDING ENTRANCES THAT ARE AGGESSIBLE TO AND USABLE G, 0 1 1 1 1 PERSONS WITH DISABILITIES AND AT EVERY MAJOR JUNCTION ALONG OR EXIT I LEADING TO AN ACCESSIBLE ROUTE OF TRAVEL SHALL BE IDENTIFIED WITH A SIGN DISPLAYING THE INTERNATIONAL SYMBOL OF ACCESSIBILITY AND x 6O z z ADDITIONAL DIRECTIONAL SIGNS,AS REQUIRED,TO BE VISIBLE TO X E m E f Oa g PERSONS ALONG APPROACHING PEDESTRIAN WAYS. E m " - IL CENTER OF SIGNS A AND B SHOULD BE PLACED 60"(5')TO THE BASELINE 1 O OF THE HIGHEST TACTILE CHARACTER ON THE SIGN FROM THE FINISH t�i m G FLOOR AND 9"TO THE GENTER OF THE SIGN FROM THE DOOR ON THE b"X b"516N5 m WHEELCHAIR TURNING RADIUS H LATCH SIDE. BLAGK BA6K6ROUND 3 12. PLACE SIGN G,THE EXIT SIGN 60"(5)TO THE BASELINE OF THE HIGHEST 516N G �8�� Y=59"MIN.FLOOR TACTILE CHARACTER FROM THE FINISH FLOOR. 1 1 MOUNTED TOILET w 10 max 10 max 56"MIN.WALL HUNG TOILET 17—k--k3. ALL SIGNS ARE TO HAVE WHITE RAISED LETTERING AND SYMBOLS(TYP.) p5,5 255 p TOILET STALL DOUBLE DOOR APPROACH 14. SIIONAOE PRTH CLEAR O IIDED BY QTL INSTALLED BY CONTRACTOR. 4 (a) Unobstructed m ON EITHER 51DE OF DOOR 'z Side Reach WHEELGHAIR CLEARANCE a 0 0 3 0 0 3 [9 �� 3 a 0 0 0 0 Z ° O a < p- LA w < w - � a U U t 04 o N U O o � U � a m Z w _ � � ¢ ® '~'/^� f Z w vJ J o A toa a 6 p 3 Z � kryQzO 0 06 n O8 J O — CL V U Z Q O Q W J Registered Architect in: p AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA Q o m Q v p + _ v a l� u ry z O Q m 3 O a Y W O u J 3 a'�� z " o 0 o vQa Ul u x Z. 3 v x m z Mao 0 g 3 °o ADA o LL CLEARANCE NOTES a w G101 0 0 2 (D 4 5 I3 6 7 8 G 10 II WALL LEGEND 72'-II" 40 -0" 9947 REGISTERED DENOTES METAL STUD 50--0" 50'-0.. 50'-0.. 50'-O" 50--0" 50.-0" 50'-0" 50'-O" PARTITION WALL WITH 5/b"GYP. II BD.BOTH SIDES-SEE WALL b ———— 9 6 TYPES FOR STUD SIZE AND IS.. INSULATION REQUIREMENTS IN H 7"c .0 DENOTES CONCRETE TILT WALL b 2 ® I N DENOTES CONCRETE TILT WALL 5 5 WITH METAL STUD WALL FURRING b l 4 1 AND 5/8"GYP.BD. -SEE WALL I I 1 q3 ---• I 1 I I I I I TYPES FOR SND SIZE AND 1 INSULATION REQUIREMENTS 1 TL �owPa I L--- ______-- L------_ ___-- --------------- J L-------- ---- DENOTES STRUCTURAL BRICK I I I I I I Q WALL WITH METAL STUD WALL O FURRING AND 5/8"GYP.BD. o VENDING I I� Il I� m SEE WALL TYPES FOR STUD 51ZE as. 0 PARTS 1 5 AND INSULATION REQUIREMENTS w 1 1,500 S.F. 1 r XX DENOTES NEW GALVANIZED 1 CHAIN LINK FENCE I I B — — 1 44 f 41 39 I — — — — — — — — — — � — �X - �—r — � r—, r=ram�—r r—r � r—r r—��— B c A301 A --------------- ---------------� A A3oo N A3oo m -- ----------- --------- 1 5 1 I I I I I I I I I I I I I I I I o I I 5 LEGEND w r I n n n n n n o w I 6 H 9 II 1 ® NEW RECESSED FIRE EXTINGUISHER O , 1 NE NOR RELOCATED WALL HUNG FIRE O I EXTINGUISHER G - - - - - - - - - - - - - - - - - - 4 �o- I G O 13 I 13 # DOOR NUMBER-SEE SHEET A600 1 LLI T7Ll jI TYR. 3 5OFFICE 1 O WINDOW TYPES-SEE SHEET A600 AIN 1 O I —A X WALL TYPES-SEE WALL 5GHEDULE AI10 w N I o 12 655 5. ::j 4 I p m O 2 O A I I p g KEY TO ROOM FINISH SCHEDULE d 3 Ip L]Ip 1 H O G INTERIOR ELEVATIONS 'z I p I 13 15FYP a C C g l 3 - 1 n I I I I I I I I I I I I I I I I I L - 1 1 Eq o, 1 - - - - - - - - - - - p ° 1 �� Tom' i 13 ° z m wA HOUSE o = I 14, 21 I o - o- I I I I I I I I I I I I I I I I 14'-5^ 14'-5" L 21'-2" 0 I m I � ❑ I I I I I I I I I I I I I I I I I I I I I KEYNOTES O m 1 z 29 1 I. CONCRETE TILT STRUCTURE-SEE STRUCTURAL — __ 3 1 �� E FOR REINFORCING 3 3. b"CONCRETE FLOOR-SEE STRUCTURAL FOR 2. VEHICULAR CONCRETE RAMP o REINFORGING = o - 4 I 4. 5TRucruRAL BRICK OFFICE BUILDING sTRUGTURE 5. CONCRETE SAFETY GURBING AROUND m m PERIMETER EXTERIOR WALLS AND AT ALL m m DRYWALL PARTITIONS ON WAREHOUSE SIDE 1 I O b. DOCKS AND EQUIPMENT 1 �. GHAINLINK FENCE ENCLOSURE o N b. b"DIAMETER STEEL BOLLARD WITH WELDED = I I I I I I I I I I I I I I I I I I I I I I I I I GAP-PAINTED SAFEN YELLOW U v l m A3ol I it I A301 Il - q. OVERHEAD DOOR-SEE DOOR SCHEDULE m 10. MAN DOOR-SEE DOOR SCHEDULE O I Z AD-SEE CIVIL EXTERIOR CONCRETE P o I2. METAL DEGK-EXTEND TO EDGE OF GONGRETE 0 S RAMP. CONCRETE RAMP TO WARP 50 El I y TRANSITION TO METAL DECK PROVIDES<5.0% _ _ _ _ _ _ _ _ _ _ _ _ [— _ RUNNING SLOPE AND<2.0%GROSS SLOPE. Z C L—J L L—J L—J L—J L—J L—J L—J i m 13. STRUCTURAL STEEL COLUMN-SEE STRUCTURAL Q 15, EXTERIOR STEEL STAIR-PAINT TO MATCH X `F / 13 = BUILDING YP� — O BATTERY CHARGING AREA- W J LOCATION O O `-9 19 PROVIDE TWO 24"DEEP METAL SHELVES Alol A301 N 'C ALONG LENGTH OF CHARGING AREA,ONE MOUNTED AT 2'-0"A.F.F.AND THE SECOND i ——————————— ——— ———— — —————————— ��— ———— ———— — ———— m MOUNTED AT 5'-0"A.F.F. 1 5 SHIPPING 1 b. PROVIDE A MIN.4-A:203C FIRE EXTINGUISHER a A301 5 OFFICE I Q WITHIN 20'-0"OF BATTERY CHARGING AREA O Z Y O I�. WAREHOUSE RAGKING-APPROXIMATE w - 2,015 _ — — ——— — l LOCATION ONLY. FINAL DESIGN AND U U rho) __ PERMITTING BY OTHERS. t 2 dC/� '_" H � � 5 g I/ � � IB. KNOX-BOX-FINAL LOCATION TO BE VERIFIED cli � m i W/AHJ cmPRIOR TO INSTALLATION r�l w f 51' b 0 6 6 Iq. TRUCK STAGING AREA.SLOPE G U O 4 � DRAINS. O Q q o 2 X 0 10 ---- O P. TYP. TYP. L 10 20.FLOOR DRAIN-SEE PLUMBING.TOP OF DRAIN } r———— TYP. 21'2'BELOW FINISHED FLOOR. B m Z 3 2L SPARE Z 22.METAL AWNING AOVE _ � LU O o —a e �e a 4 i 25.FIRE SPROTECTION RINKLER RISERS-COORDINATE WITH P Q u FIRE DESIGN. PROVIDE 36" U = Z w MINIMUM CLEAR IN FRONT OF RISERS. _ o 24.5"DIAMETER STEEL BOLLARD WITH WELDEDto E E 1 1 GAP-PAINTED 5AF BO YELLOW II I4 2 A301 25.OSHA APPROVED EYEWASH STATION _'�` o O 3s'-0. sq'-1o" z" GENERAL NOTES w 2 a A102 �y A102 A. ALL DIMENSIONS ARE FROM FAGE OF STUD oo 6 "I OR FACE OF WALL B. F.V.=FIELD VERIFY EXISTING LOCATIONS/ Registered Architect in: - z DIMENSIONS PRIOR TO NEW WORK,NOTIFY AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA 4 ARCHITECT OF ANY 0I5CREPANGIE5. a m 0 l'-10" 21'-0" 0 ti o KEY PLAN r - a FLOOR PLAN ° a `" z NORTH " o 0 o vav Ul u x o E 3 v x m z Mao 0 g 3 o FLOOR LL PLAN 0 3 a J w A100 0 0 T D 4 KEYNOTES O 9947 REGISTERED 100'-O" I. STRUCTURAL BRICK OFFICE BUILDING STRUCTURE 2. STOREFRONT UNIT-SEE WINDOW 56HEOULE 42'-6" 2q'-8" I'-3" I'-I" 3. STEEL STAIRS AND GUARDRAIL 20'-5" 10'-5" b'-5" 8'-5" 50'-O" 4. VEHICULAR CONCRETE RAMP D. UK 5. HOLLOW METAL FRAME WINDOW STATE OF WASHINGTON 5'-5" 10'-5" 10'-5" IT-044H 6. 6"CONCRETE FLOOR-SEE STRUCTURAL FOR �53 RE I NFORG I NG a/01/0 A400 T. DOOR AND FRAME-COORDINATE WITH DOOR SCHEDULE q. BARN DOOR AND HARDWARE-SEE DOOR SCHEDULE �, 2 q. WINDOW AND SHELF-SEE WINDOW SCHEDULE A30I10SOLID SURFACE COUNTERTOPS OVER BASE CABINETS 11. MILLWORK-CONTRACTOR TO PROVIDE SHOP DRAWINGS 12. COPIER BY OTHERS r 13. FLOORING-SEE FINISH SCHEDULE F D 5 D s D s i H 3 4 14. DATA CABINET BY OTHERS \ ____ ___ _ H E7 I5. HANDHELD LOCATION-4'X5'X3/4"PAINTED PLYWOOD / ( PANEL MOUNTED TO WALL. Z HALL OFFICE OFFICE OFFICE OFFICE - 16. 6'TALL STAINLESS STEEL CORNER GUARDS o BI0-7 BIOS BIOq E BI10 E BIII B N B I el BI I7. BREAK ROOM EQUIPMENT PROVIDED BY OWNER 0 m BR ROOM UT D N Iq B _ SERVICE I .R€5T9POM RE57ROOM 5 b b 1&. MODULAR FURNITURE BY OTHERS w MANAGERI GI05 GIO6 Iq. STEEL COLUMN-SEE STRUCTURAL BIO6 D H 500 __, A402 29 IO 24 20.STEEL LADDER O O D D GI04 1 46 '-- O y A501 50 00 21. FIRE SPRINKLER RISERS-COORDINATE WITH FIRE cV cv -- __ _-_- _ 4� O -- O Oq 13 1 -- - TYP. TYP. TYP. FRONECOP RISERS N. PROVIDE 36"MINIMUM CLEAR IN 5 11 TEAM 45 -7 22.ELEGTRIGAL EQUIPMENT-SEE ELECTRICAL D p p - -�-- -- --� 23.SOFFIT ABOVE D -I D BI12 B H - 43 5 5 1 24.LAUNDRY BINS BY OTHERS N Os TYP. l A402 16 A4o2 A410 25.LOCKER ROOM BENCH PROVIDED BY OWNER r 26.LOGKER5 PROVIDED BY OWNER 27.STEEL SAFE BY OTHERS-ANCHOR TO CONCRETE SLAB D D B 0 ttl I OFFICE TEAM 25.6ONGRETE SAFETY CURBING CTIONS A501 2q.GHAINLINK FENGE ENGL05URE .p ui N 5 BIOS BI13 N TYP. J 4 - - VENDING PARTS 30.'HAIM_NK FENCE GATE DOOR N - - \ AREA 51. GHAINLINK FENCE ROLLING GATE E O A / COO Q 32.OVERHEAD DOOR-SEE DOOR SCHEDULE o 1O q 24 O 33.6"DIAMETER STEEL BOLLARD WITH WELDED GAP-PAINT D A414 13 B 500 SAFETY YELLOW 54.EYE WASH STATION BY OTHERS p _ _ CONFERENCE 6 a OFFICE -- OFFICE N = G102 35.2 COMPARTMENT STAINLESS STEEL SINK w N 5 BI04 \ BI14 0 56.ROOF DRAIN DOWN SPOUT w N D TRAINING �I x 3l.BALER PROVIDED BY OWNER o p D I 12 38.TIME CLOGK PROVIDED BY OWNER 30 I I I C103 D J p O 3q.LOCATION OF BATTERY GHARGING AREA-PROVIDE TWO N A501 6 3 I 24"DEEP METAL SHELVES ALONG LENGTH OF CHARGING ry 1 1 13 AREA,ONE MOUNTED AT 2'-0"A.F.F.AND THE SECOND OF ICE 1 1 MOUNTED AT 5'-0"A.F.F. O I OFFICE B 5 40.FLOOR SCRUBBER DUMP WITH FLOOR DRAIN.PROVIDE A BI03 / BIIS N B A402 m i � D 24"DEEP X 36"LONG PLASTIC LAMINATE SHELF � 13'-O" 3T-8" q'-q" 12'-0" O 18 MOUNTED TO THE EXTERIOR WALL ABOVE PIT 3 41. ACTION BOARD PROVIDED BY OWNER z D D RhA501 E EGTRIGAL 42.CONCRETE TILT PANEL w O - GIOI 43.HYDRAULIC DOCK LEVELER-SEE DETAILS ON SHEET �X_ 31A-502. PAINT ALL STEEL ANGLES AT LEVELER PITS44.MOP SINK D2 - _ X - X- X _ L� 45.HI/LOW DRINKING FOUNTAIN WITH WATER BOTTLE FILLER z 1 1 OPEN GOODIES / B 46.RE INFORGED GONGRETE GUARD WALLS AT RAMP- 'z 0 o A501 A501 / 2 BI00 D OFFICE D BI 14_2, B m 300 \ 20'-5" J A402 I'-II" 50'-O° 4a.8,"DIAMETER a = cN 4�.FLOOR DRAIN-SEE PLUMBING H 48.b"DIAMETER STEEL BOLLARD WITH WELDED GAP-PAINT ttl 26 25 LOBBY G D - I O AFETY YELLOW r 5 'W x 6"H CONCRETE CURB 2 3 HALL T 100-0" o IP_ - q 17 ELECT. JE 2 FLOOR PLAN - VENDING PARTS AREA 13 w c p E DI AN191 R O DATA t0 SCALE: Ile,"=I'-O" A414 44 D Bllq EI REGEPT. A411 NORTH 20 Aso1 'n I A501 I " MEN; I 1 T EI EI CLO.2 I ,� BI21; ---_ x ♦ 45 --------- Ll LOI 3 F G N 23 i' 6 GENERAL NOTES 5 OFFICE A501 a A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FACE OF z r I. -f ry WALL _ 3 N 7 E D IT 11 B. F.V.=FIELD VERIFY LOCATIONS/DIMENSIONS PRIOR TO _ 1 WORK,NOTIFY ARCHITECT OF ANY DISCREPANCIES. A501 24 A501 }q- - _1 r . NOTE:CONTRACTOR SHALL PROVIDE SHOP DRAWINGS T 1 G O D O - D2 A501 Ib � 1 6 BE APPROVED BY ARCHITECT AND ENGINEER PRIOR TO F FABRICATION OF DETACHED METAL STORAGE BUILDINGS F I• BI22 I B 1 0 D D 1qo E 122 8136 O O 5 12� A416 m r I OFFICE _ OFFICE TRAINING MOTH I WALL LEGEND ,p 6 '� BI35 BI34 BI33_ I I o a - N GORRI SETTLE = O 12'-5" - 10-5" q'-s" "I,.. b' --- BI'�24 BI23 1 N (� DENOTES METAL STUD PARTITION WALL o 0 I 10 IH WITH 5/8"GYP.BD.BOTH SIDES-SEE o - -------- 1 WALL TYPES FOR STUD SIZE AND Z INSULATION REQUIREMENTS O o DENOTES CONCRETE TILT WALL Z I 7 BREAK �� I 1 1 1 � � DENOTES CONCRETE TILT WALL WITH Q LOGKE � METAL STUD WALL FURRING AND 5/5" Q a B132 1 I 6 6 2 GYP.BD. -SEE WALL TYPES FOR STUD x 2 I 1 D IVER'S ❑ A416 B SIZE AND I ��////111 NSULATION REQUIREMENTS o I I OOM _ TTTTTI�A531 1 I I B12s 5 1 m DENOTES STRUCTURAL BRICK WALL WITH U O I METAL STUD WALL FURRING AND 5/&" GYP.BD. -SEE WALL TYPES FOR STUD W N O 1 L --•I I 1 I SIZE AND INSULATION REQUIREMENTS a o I 1 Z E2 29 I D2 `__ 10 _ ©� _♦ XX DENOTES NEW GALVANIZED GHAIN LINK O W c BI31 E 35 1 3 GORRI DOR = FENCE U U 6 O 1 10 I' 31, 1O I A416 I6 BIpT q .9 co d LEGEND U O E1 I o 6 --- NEH RECESSED FIRE EXTINGUISHER U H a o - - - - - - �- - D CABINET W 3 -- - ------ ® NEW OR RELOCATED WALL HUNG FIREIt D2 24 4 EXTINGUISHER m W Z A413 b 2 1q A501 8 O DOOR NUMBER-SEE SHEET A600 Q 0 ° 20'-s" A413 22'-3" �'-I" 10'-8" ' " I In = Z w STORAGE < J WINDOW TYPES-SEE SHEET A600 S F- o BI28 n ° (/� a X WALL TYPES-SEE WALL SCHEDULE AI l0 EXISTING FIRE PULL AND STROBE/SIREN B COMBINATION-SEE ELEGTRIGAL FOR a EI EXTENSION REQUIREMENTS AND oc0 o El DEFERRED FIRE PLANS FOR <ry a O CONFERENCE RELOCATION REQUIREMENTS ° °v o Q D BI30 D O EXISTING STROBE/SIREN COMBINATION- m A3ol E B A301 SEE ELECTRICAL FOR EXTENSION Cl REQUIREMENTS AND DEFERRED FIRE o PLANS FOR RELOCATION REQUIREMENTS u p H - STORAGE = DAB Azco,FL,MTNVNIM,0K,0R,TX,UT,WA B 2q O KEY TO ROOM FINISH SCHEDULE 8 1 3 N G INTERIOR ELEVATIONS G o m Z W y ry KEY PLAN - � 4 u z Y v O u LL p 60'-8" II'-8" Q o ayo Ul -12,_4" " x o x .� 3 v m 4 C a 0 0 A501 A A501 0 o PARTIAL LL FLOOR PLAN FLOOR PLAN - OFFICE AREA A101 U ° SCALE: I/8"= 1'-0" 0 NORTH KEYNOTES O 1147 REGISTER® I. STRUCTURAL BRICK OFFICE BUILDING STRUCTURE 2. STOREFRONT UNIT-SEE WINDOW SCHEDULE 3. STEEL STAIRS AND GUARDRAIL 4. VEHICULAR GONGRETE RAMP T). UK 5. HOLLOW METAL FRAME WINDOW STATE OF WASHINGTON 6. 6"CONCRETE FLOOR-SEE STRUCTURAL FOR RE I NFORG I NG a/o5/0 �. DOOR AND FRAME-COORDINATE WITH DOOR SCHEDULE S. BARN DOOR AND HARDWARE-SEE DOOR SCHEDULE 9. WINDOW AND SHELF-SEE WINDOW SCHEDULE 10. SOLID SURFACE COUNTERTOPS OVER BASE CABINETS II. MILLWORK-CONTRACTOR TO PROVIDE SHOP DRAWINGS 12. COPIER BY OTHERS 13. FLOORING-SEE FINISH SCHEDULE 14. DATA CABINET BY OTHERS 15. HANDHELD LOCATION-4'X5'X3/4"PAINTED PLYWOOD 4 5 PANEL MOUNTED TO WALL. I6. 6'TALL STAINLESS STEEL GORNER GUARDS o I_7. BREAK ROOM EQUIPMENT PROVIDED BY OWNER I&. MODULAR FURNITURE BY OTHERS w 50'-0" 50'-O" 50'-O" 50'-O" 19. STEEL COLUMN-SEE STRUCTURAL 20.STEEL LADDER 21. FIRE SPRINKLER RISERS-COORDINATE WITH FIRE PROTECTION DESIGN. PROVIDE 36"MINIMUM CLEAR IN FRONT OF RISERS 22.ELEGTRIGAL EQUIPMENT-SEE ELECTRICAL H F 23.SOFFIT ABOVE A301 24.LAUNDRY BINS BY OTHERS 25.LOCKE ROOM BENCH PROVIDED BY OWNER g 65'-2" 26.LOGKERR S PROVIDED BY OWNER 27.STEEL SAFE BY OTHERS-ANCHOR TO CONCRETE SLAB q TYP. PER MANUFACTURER'S INSTRUCTIONS 30-6" 6-5" L 25.6ONGRETE SAFETY CURBING 8 29.GHAINLINK FENCE ENGLOSURE A415 II'-II" 3'-3"3'-3" I2'-I" 31. GHAINLINK FENCE GATE DOOTIMER CLOCK 6 I6 DI DI 5 3 6 31. GHAINLINK FENGE ROLLING GATE 6 3 5 32.OVERHEAD DOOR-SEE DOOR SCHEDULE 6 _ _ _ 35.6"DIAMETER STEEL BOLLARD WITH WELDED GAP-PAINT o m I 4 J i 6,_3„ SAFETY YELLOW C-A41 � 4'-�� b'-5,� 34.EYE WASH STATION BY OTHERS r 2 i J 10 II 4 1 ----- I6 A402 56Ld .2 COMPARTMENT STAINLESS STEEL SINK J 5 q 36.ROOF DRAIN DOWN SPOUT 40 I -- ___ _ 3l.BALER PROVIDED BY OWNER o E I �� 38.TIME GLOGK PROVIDED BY OWNER BREAK _ 39.LOCATION OF BATTERY GHARGING AREA-PROVIDE TWO O 8 I ROOM 13 5I 1 DI - 43 `K \ FORKLIFT 2'-10" DI08 ELECT _ 24"DEEP METAL SHELVES ALONG LENGTH OF GHARGING x X GHARGING 1 O RRIDOR 1 J I - AREA,ONE MOUNTED AT 2'-0"A.F.F.AND THE SECOND DI05 TYP.OF 12 48 'm p I DI00 1 1 N TYP.® MOUNTEDA.F.F. w 2 FIRE i-C6Y x 24 0 ____ ---1 p O = b 16 DOCK 40.FLOOR SGRUBBER DUMP WITH FLOOR DRAIN.PROVIDE A p L RISER tC REPACK II ! -- ry 24"DEEP X 36"LONG PLASTIC LAMINATE SHELF w OFF GE 500 3l 3l J I Il 0102 w O AIOI g O 12 1O ----- 1 -tl 1 J m MOUNTED TO THE EXTERIOR WALL ABOVE PIT 3 O D d� 41. ACTION BOARD PROVIDED BY OWNER / h----21- / TYP. 4 6 502 1 L - 44 �;'/ 52 1 �6 1 42.6 ONCRETE TILT PANEL ---- x 5 DI I 5� 45.HYDRAULIC,DOCK LEVELER-SEE DETAILS ON SHEET _ o o w -� o u - - - � A-5E2. PAINT ALL STEEL ANGLES AT LEVELER PITS _ --- 11tF"OF MOP SINK \' 4 , BI 13 WDMMEEN 6 F JANITOR -- 4i 111 I 11 55 DIE�BI 22 22 22 45.HI OH DRINKING FOUNTAIN WITH WATER BOTTLE FILLER 3 DIET I• 1 09 L 46 REINFORCED CONCRETE GUARD WALLS AT RAMP- 'z 19 I8'-0" 26'-5" 4'-2" 4,-5" 26'-O" 1 ----- - - - - - - - - - - PAINTED a 13 500 VERIFY EQUIPMENT I G FI -� --R.y 1 t - p 4�.FLOOR DRAIN-SEE PLUMBING1DSHIPPING N O 4b.b"DIAMETER STEEL BOLLARD WITH WELDED GAP-PAINT CLEARANCES 3REGEIVINB m134,_4" O _____ I in I g, , DIOI O m 49.6"W x 6"H CONCRETE CURB 11 SAFETY YELLOW6 O 1 tid9 E4E MEF'' FI11, 10 II 13 E DI p A301 3 BI gI DIGS', 13 '-p'2 - 1 F-1; B 5 g A30I - -_-- 1, D 1 D 5 v -- w � � w I z 412 --------- .' S0 A415 w C o A300 A301 - GENERAL NOTES ° 3 A. ALL DIMENSIONS ARE FROM FAGE OF STUD OR FACE OF u WALL _ 3 1 FLOOR PLAN - SHIPPING / RECEIVING AREA B. F.V.=FIELD VERIFY LEGATIONS/DIMENSIONS PRIOR TO WORK,NOTIFY ARCHITECT OF ANY DISGREPANGIES. G. NOTE:CONTRACTORA SHALL PROVIDE SHOP DRAWINGS TO Tv SGALE: I/8"= I'-0" BE APPROVED BY RGHITEGT AND ENGINEER PRIOR TO FABRIGATION OF DETACHED METAL STORAGE BUILDINGS o NORTH WALL LEGEND B q 10 II ° DENOTES METAL STUD PARTITION WALL o WITH 5/b"GYP.BD.BOTH SIDES-SEE WALL TYPES FOR STUD SIZE AND Z INSULATION FOR O o 50--0' 50'-0' 50--0" DENOTES CONCRETE TILT WALL Z DENOTES CONCRETE TILT WALL WITH Q METAL STUD WALL FURRING AND 5/5" Q a GYP.BD. -SEE WALL TYPES FOR STUD LA X SIZE AND INSULATION REQUIREMENTS w TTTTTI� DENOTES STRUCTURAL BRICK WALL WITH METAL STUD WALL FURRING AND 5/&" ~ H GYP.BD. -SEE WALL TYPES FOR STUD L SIZE AND INSULATION REQUIREMENTS a 4 Z XX DENOTES NEW GALVANIZED GHAIN LINK O W _ FENCE U V t c) o D 48 43 LEGEND U O_ � o TYP.® b DOCK TYP. TYP.OF I2 2q L- NEW RECESSED FIRE EXTINGUISHER CABINET / � ~ Q o 500 I9 ® NEW OR RELOCATED WALL HUNG FIRE U � W 3 500 EXTINGUISHER m W w DOOR NUMBER-SEE SHEET A600 �••� Q 0 0 ° � lJ O WINDOW TYPES-SEE SHEET A600 ® � � � � o _ _ J L _ 3 - J 4 -A X WALL TYPES-SEE WALL SCHEDULE Al l0 0 EXISTING FIRE PULL AND STROBE/SIREN 50 COMBINATION-SEE ELEGTRIGAL FOR a 3 p EXTENSION REQUIREMENTS AND oc0 3 O T DEFERRED FIRE PLANS FOR R 4 a :O o RAMP N �- RELOCATION REQUIREMENTS O - O EXISTING STROBE/SIREN COMBINATION- 3 SEE ELECTRICAL FOR EXTENSION a REQUIREMENTS AND DEFERRED FIRE PLANS FOR RELOCATION REQUIREMENTS u 6`t A Registered Architect in: 3 4 D B KEY TO ROOM FINISH SCHEDULE$ AZ,OO,FL,MT,NV,NM,0K,0RR,TX,UT,WA J � G INTERIOR ELEVATIONS ro W Y o o KEY PLAN -L Q Q m b a O 46 46 'c a m Ul " x Z.3 v o g 3 m g PARTIAL FLOOR J 3 3 PLAN w Q 2 FLOOR PLAN - SHIPPING / RECEIVING AREA Al O 2 p SCALE: /8„= I,_0" 0 0 NORTH (z) —2 4 5 O "2'-8" B q 10 II WALL LEGEND 9947 -72'_&" 40 '_O" REGISTERED DENOTES METAL STUD 6" 30'-3" 50'-0" 50'-0" 50'-0" 50.-0" 50'-0" 50'-0.. 50'-0" 50.-0" PARTITION WALL WITH 5/b"GYP. BD.BOTH SIDES-SEE WALL TYPES FOR STUD SIZE AND IS.. UK ° ° INSULATION REQUIREMENTS STATE OF WASHINGTON DENOTES CONCRETE TILT WALL ® r------------- ---------------- r------------- , a/az/is DENOTES GONGRETE TILT WALL AIOI ..55 ..? 1 WITH METAL STUD WALL FURRING � ® ® ® ® ® AND 5/8"GYP.BD. -SEE WALL TYPES FOR STUD SIZE AND 1 /I INSULATION REQUIREMENTS I I TYp, VENDING I L------------ L------------- ------TMP_------- J L------------- - DENOTES STRUCTURAL BRICK —————————_J ,SO i WALL WITH METAL STUD WALL z O FURRING AND 5/b"GYP.BD. 0 SEE WALL TYPES FOR STUD SIZE AND INSULATION REQUIREMENTS ® ® ® 1 ® ® ® ® ® ® ® ® ® ® ® ® ® F-1 X X DHAIINTL NKE EN ELVANIZED I I I I —— x — — — —� —A3A00 ( — --— F__7 I —7 -- — A30 0 LEGEND A5 kA _ _____ 1Ir11II DENOTES 2'X 4' TEGULAR___________ �- - ----------- --------- ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ff-I GEILINOTILES 1 BS - I O DENOTES 5/a'GYP CEILING o 1 1 i Q (SMOOTH FINISH-PAINTBD.ED) a 1 I I ® DENOTE SLIG HT STRIP-SEE ELEGTRIGAL ■ s ■ ■ DENOTES ILLUMINATED EXIT SIGN 0 NEW GAN LIGHT-SEE RELEGTIGAL1 wo I I O DENOTES 2'X2'LIGHTING-SEE All I • • I ❑ ELEGTRIGAL DENOTES 2'X4'LIGHTING-SEE s I ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ® ❑ ELECTRICAL N I ■ 1 DENOTES EXHAUST FAN-RE: m I I ® ELEGTRIGAL - ro I I o z 1 O DENOTES MEGHANIGAL SUPPLY 'z 1 ■ ■ ■ 1 ® III:MEGHANIGAL 1 I I I I I I I I I I I I I I I I I DENOTES MEGH MEGHANIGAL ANIGAL RETURNEl m -410 a TYP. L J DENOTES 2x2'soLATueE FIXTURE ■ ■ ■ : WAREHOUSE + T — DENOTES 6"DIAMETER - p' 0 SOLATUBE FIXTURE u4�aa s.F. 9 z � I ® ® ® ® ® ® ® I I ® I I ® I I ® I I ® I I ® I I ® I I ® I I ® ® ® I I m � • • �': I KEYNOTES CD 1 ° o 1 I I I I I I I I I I I I I I I I I I I O I LIGHT FIXTURE-SEE ELEGTRIGAL s. HVAG UNITS Aeon E OFF GELGEILLINS, - I 4. GAMBRIDOE HEATER-COORDINATE EXAGT LOGATION WITH GAMBRIDGE& METAL BUILDING ro I ■ ■ I ® ® ® ® ® ® MANUFACTURER o 6 I • • 1 I I I I I I I I I I I I I I I I I I I I I I I I II I a I ■ ■ I I I till, 1 I ® ® ® ® ® ® ® ® ® ® ® ® ®I ® ® ® ® 10 O I I I I I I I I I I I I I I I I I I I I O ° 1 1 a $ o p I D I I I I I I I I I I I I I I I I I I U m A3oll I A3o1 o 1 o 1 1 Z L L -J L-J Q W ------------- --------- -' LA W A121 G ® ® rYP. A301 ��— ---------------------------------------------- ______- 1 � TYP. _ < W � a 1 A3—F-01 I O Z Y 1 SHIPPING ® i O O W 1 ° ai6 OFFICE __ J N U V ' ^--------------- ---------------------------------- a ® / i ^1 Q Z M I ® ® ® ® ■ ® ®I ® 4 ® ® ® ® 1 U Oo o LJ z U � 1 1 I m Z > 0 o r= E ° E I 1 GENERAL NOTES A301 A301 I 1 A I N A FA F a 3 I I ALL DIMENS O S RE FROM GE O STUD 1 I I OR FAGE OF WALL L0 6,q ° B. F.V.=FIELD VERIFY LOGATION5/DIMENSIONS ry u =Oo 1 B F I PRIOR TO WORK,NOTIFY ARGHITEGT OF ANY �-J ______________ ________________ _____ A3oo ___ A501 ________________ ____________�.. — -------------------------------- -- ------ ------ DI5GREPANGIE5. o r 59'-10" G. NOTE:CONTRACTOR SHALL PROVIDE SHOP DRAWINGS TO BE APPROVED BY ARGHITEGT AND ENGINEER PRIOR TO FABRICATION OF o �} DETAGHED METAL 5TORAOE BUILDINGS ° 5.-7 1 O. I 2 AI22 AI22 ° ° Registered Architect in: - o ° AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA REFLECTED CEILING PLAN o U O m KEY PLAN r - a NORTH o a u mT 3 'c a Y W O Z LL W O p Q V 4J U x O J p oao 0 g 3 °o REFLECTED LL CEILING PLAN w A120 0 0 KEYNOTES 0 TT47 REGISTER® 16 I. 2X4 GEILING TILES AND GRID,CENTER IN ROOM A501 2. 6YP BD GEILING S. 5 LATUBE FIXTURE-SEE ELEGTRIGAL ' SIM. 4. LIGHT FIXTURE,TYP-SEE ELECTRICAL D. K 5. MEGHANIGAL DIFFUSER,TYR-SEE MECHANICAL STATE OF WASHINGTON RESTROOM RESTROOM O b. LINE OF CANOPY OVERHEAD A501 GIOS GIO6 P# ROOF ACCESS HATCH A30I a/a5/is OFFICE HALL OFFIG OFFICE ® ® TYP. BIOS BI08 BI09iFFBI10 BIII IF. 0 ® SERVICE Zj�(4) G MANAGER GI04 NP. BREAK-OUT ROOM 4 BIOb 4 ri 4 N i � I VENDING PARTS L- -- -- TEAM O AREA I5 4 B112 TRAINING GI00 A501 ■ ■ ■ 1O P. CONFERENCE "Jr,OFFICE 4 TEAM G102 P. BIOS i BI13 r_ T T P. OFFICE OFFICE ELEGTRIGAL w BI14 GIOI BI04 0 I 4 I--- -T 4 OFFICE - - - - - - - TYP., OFFICE BIIS J BI03 3 4 A501 GENERAL NOTES d3 O O O FI E LOBO DIES RCP — VENDING PARTS AREA A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FACE OF BIO 10 2 WALL a A501 O O B. F.V.=FIELD VERIFY LOCATIONS/DIMENSIONS PRIOR TO a 4 WORK,NOTIFY ARCHITECT OF ANY DI5CREPANGIE5. 8 4 NORTH G. NOTE:CONTRACTOR SHALL PROVIDE SHOP DRAWINGS TO A501 __ o O o BE APPROVED BY ARGHITEGT AND ENGINEER PRIOR TO m FABRIGATION OF DETACHED METAL STORAGE BUILDINGS o I O _O O _ _ ■ _ ■ _ _ ■ BII T. NOTE: 9 O I.SYSTEM 15 TO BE INTERMEDIATE DUTY CAPABLE PER TABLE I ASTM Cb35. O O O NCI OR 2.GEILING FIXTURES SHALL NOT BE SUSPENDED FROM MAIN OR CRO55 WALL LEGEND D T RUNNERS. O O O 9 _W 5.SYSTEM SHALL MEET STANDARDS:CURRENT JURISDIGTION IBG,SECTION STEEL JOIST(SEE STRUGT.) REGEPT. ® _ _ DENOTES METAL STUD PARTITION WALL ~ BIOI I613.1 8 ASGE-7 SECTION 13.5.6.2.1 INSTALLATION STANDARD IS GISGA O-2. WITH 5/8"GYP.BD.BOTH SIDES-SEE 3 7T 5"X I/4"PIA.GLO5ED WALL TYPES FOR STUD SIZE AND A501 GLO.2 ® O O X -- `—' EYE 5GREW WITH I" d MCN `� HORIZONTAL RESTRAINT INSULATION REQUIRE ENTS BI39 .� 6121 }. WIRES IN PLANE OF g„ MIN.PENETRATION � ® ° EAGH RUNNER PERIMETER SUPPORT INTO HD.-TYP. w GLO.I 2g O.� MAX. WIRE DENOTES CONCRETE TILT WALL F BI38 5 O YP ACOUSTICAL 45" I/4"CLEARANCE LAY-IN PANELS DENOTES CONCRETE TILT WALL WITH 'o DENOTES STEEL JOIST METAL STUD WALL FURRING AND 5/8" OFFICE 2 WALL MOLDING (SEE STRUCTURAL) GYP.BD. -SEE WALL TYPES FOR STUD 3 BI3l SIZE AND INSULATION REQUIREMENTS z 45° ■ ■ ■ ® N DENOTTAL STUD STRUCTURAL CTUHALLR URR FURRING,AND 5/8"ITH 4 z 0 B HANGER WIRE GYP.BD. -SEE WALL TYPES FOR STUD m 5 OI® 2 MAX 24"O.G. SIZE AND INSULATION REQUIREMENTS 10 i o WOKE r- -- -- , HILL MAIN RUNNER XX DENOTES NEW GALVANIZED GHAIN LINK L B 13 BI (DIRECT SUSPENDED) NO.12 GA. HANGER FENCE - ----- O RI O ,(,�� POP RI OR SPLAY WIRE T CROSS RUNNER `—' SPANNING MAIN WHERE OCCURS 0 2 RUNNER LEGEND ' OFFICE o Blsb tTT_ DIRECT ALIGNED CEILING SYSTEM 6123 DENOTES 2'X 4'TEGUL R GEILING ° S l SGAL6 N.T.S. U A501 � - TILES Z 0 4 DENOTES 5/8"GYP BD.GEILING Z ® ■ P. ■ (SMOOTH FINISH-PAINTED) Q _ B E K ■ ■ R' LOCKERS 0 DENOTES LIGHT STRIP-SEE W y x ■ 13 ■ O M BI26 ELEGTRIGAL D Tr ® DENOTES ILLUMINATED EXIT SIGN 4. B 0 NEW CAN LIGHT-SEE ELEGTRIGAL < Lu L a - - P 4 Q Z❑ DENOTES 2'X2'LIGHTING-SEE W PANTRY ■ ■ O RI O ELEGTRIGAL ( 1 U 12 DENOTES 2'X4'LIGHTING-SEE \J M BI31 4 / ELEGTRIGAL w' Z N U O o DENOTES EXHAUST FAN-RE: O o ELEGTRIGAL Q 3 ® DENOTES MECHANICAL SUPPLY-RE: � rU', m Z w MECHANICAL J O o TYP. STORAGE DENOTES MECHANICAL RETURN-RE: ® (n J o BI28 MEGHANIGAL N Q Ir DENOTES 2'X2'50L4TUBE FIXTURE r a ® DENOTES b"DIAMETER 0`9 3 r SOLATUBE FIXTURE <1 kn o x° ONFNG i o °v A301 BI 30 A301 O T 0 (L O TYR STORAGE Registered Architect in: - BI29 AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA Q o Z � U W Y � N KEY PLAN s - N Q m ub 3 'c a Y W O Z LL o o d v"a �am v � x o v 'E 3 v e o � Sao g 3 m g G PARTIAL RCP IL 3 p a J CRCP - OFFICE AREA A121 O SGALE: I/b"= I'-0" Z. NORTH KEYNOTES 0 w I. 2X4 GEILING TILES AND GRID,CENTER IN ROOM 2. 6YP BD GEILING 3. 50LATUBE FIXTURE-SEE ELEGTRIGAL 4. LIGHT FIXTURE,TYP-SEE ELEGTRIGAL 5. MEGHANIGAL DI FFU5ER,TYR-SEE MECHANICAL b. LINE OF CANOPY OVERHEAD �. ROOF ACCESS HATGH 0 0 0 a a 0 F 0 A30I I I I BREAK TIME ROOM m CLOCK DIOH 3 O ® CORRIDOR DI00 w j GENERAL NOTES p 4 - OFFICE A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FACE OF Q �V}�(��T/ ■ 0102 VJ TY--p WALL IF B. F.V.=FIELD VERIFY LOCATIONS/DIMENSIONS PRIOR TO Y ELECT WORK,NOTIFY ARCHITECT OF ANY DI5CREPANGIE5. FIRE FORKLIFT DI05 G. NOTE:CONTRACTOR SHALL PROVIDE SHOP DRAWINGS TO F RISER GNARLING 4 BE APPROVED BY ARGHITEGT AND ENGINEER PRIOR TO m _ �,p FABRICATION OF DETACHED METAL STORAGE BUILDINGS o AIOI 0 REPACK L—J O 5 4 ✓. GOODIES rl T7 0 p P DI09 ® 0,a JAN TOR IC 0 ©2 b WOMEN D WALL LEGEND ° DIO6 �3. 5 4 DENOTES METAL STUD PARTITION WALL 3 4 b WITH 5 8"GYP.BD.BOTH SIDES-SEE 5 4 TYP. TYP. / TTFA501 WALL TYPES FOR STUD SIZE AND o SIM. INSULATION REQUIREMENTS E MEN ® P _ __ OFFI E E 4 --.7 4 DIO DENOTES GONGRETE TILT WALL i A301 DIOS O. "® ,` O A301 64 DENOTES CONCRETE TILT WALL WITH 'o _ _ _ _ _ _ _ _ ___ METAL STUD WALL FURRING AND 5/0" GYP.BD. -SEE WALL TYPES FOR STUD 3 SIZE AND INSULATION REOUIREMENTS z SHIPPING/ RECEIVING DENOTES STRUCTURAL BRICK WALL WITH a DIOI METAL STUD WALL FURRING AND 5/0" GYP.BD. -SEE WALL TYPES FOR STUD SIZE AND INSULATION REQUIREMENTS B F XX DENOTES NEW GALVANIZED GHAIN LINK 0 A300 A FENCE LEGEND o DENOTES 2'X 4'TEGULAR GEILING TILES 1 RCP — SHIPPING / RECEIVING AREA O SCALE: /H"= I'-O"NORTH DENOTES GYP BD.GEILING z F (SMOOTH FINIIN1 SH-PAINTED) �/1 Q 0 DENOTES LIGHT STRIP-SEE y A W ELEGTRIGAL �1 DENOTES ILLUMINATED EXIT SIGN ✓., Q8Q� IQ� 0 NEW CAN LIGHT-SEE ELEGTRIGAL < Lu L Z ElDENOTES 2'X2'LIGHTING-SEE 4 ELEGTRIGAL T 1 U DENOTES EGTR GAL Z 4'LIGHTING-SEE Q N E d i U O o DENOTES ELECTRICAL FAN-RE; CTRICAL 0 Q o R } U Z > ® DENOTES MECHANICAL SUPPLY MEGHANIGAL -> O o DENOTES MECHANICAL RETURN-RE: ® (n 2 Z w MECHANICAL F- J j A to < DENOTES 2'X2'50LATUBE FIXTURE L—J i a T71- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o DENOTES 6"DIAMETER `� �-•o U�< p x- -T - 6 ® 50LATUBE FIXTURE o� 06 N o i i 0 L YP. 0 0 4 IS TYP. b 4 Registered Architect in: - AZCO,FLMTNVNM,OKORTXUTWA i U ro z o 0 w i Y CA KEY PLAN r - a - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - � I I LL voLL 3 QaO� Z o ao Ul u x o .E 3 v J p oao 0 a' g 3 m g PARTIAL LL RCP 3 j FRCP — SHIPPING / RECEIVING AREA o w SCALE: I/b"= I'-O" NORTH Al2 2 0 0 0 KEYNOTES(!) w I. ROOF RIDGE 2 4 5 C 7 8 O T TELECTRICAL 3. ROOF HATCH 4. DOCK CANOPY 5. MECHANICAL UNIT-SEE MECHANICAL Ib 6, A501 1. ROOF DRAIN AND OVERFLOW 4 T8. T.P.O.SYSTEM OVER RIGID INSULATION SIM. BOARD ON STEEL DEGK SEE SPECS. +52'-4" +31'-b" +32'-10" +32'-10" +31'-b" +32'-10" +31'-b" +35'-4" q. STANDING SEAM METAL ROOF T/CRICKET SLOE T/DECK T/GRIGKET T/DECK T/GRIGKET T/DEGK T/GRIGKET T/DECK T/GRIGKET Yam � s -7 SLOPE Y z s S SLR SK LOPE SLR S SLR p Ya":12" Ya":12" Ya'':12" Ya'':12" Ya":12" Ya":12" +32'-10" +32'-10" +32-10" T/CRICKET T/CRICKET T/GRIGKET 5 s Is q A501 I I I I I I I I I I a a BS — 0 0 I I I I I I I IS 3 - 5 ® - GENERAL NOTES w A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FAGE OF - q WALL S. F.V.=FIELD VERIFY LOCATIONS/DIMENSIONS PRIOR TO WORK,NOTIFY ARCHITECT OF ANY DISGREPANGIES. a G. NOTE GONTRAGTOR SHALL PROVIDE SHOP DRAWINGS TO OJ N l SLOPE BE APPROVED BY ARCHITECT AND ENGINEER PRIOR TO a FABRICATION OF DETACHED METAL STORAGE BUILDINGS T�YP). GC 34'-10 1/2" _ la-al dry T/RIDGE q N I I I I I I o p I I I I 3 q 5 WALL LEGEND - D6 DENOTES METAL STUD 'o 4 PARTITION WALL WITH 5/&"GYP. BD.BOTH SIDES-SEE WALLTYPES FOR a S A501 -If Y402E INSULATIOND D REQUIREMENTS DENOTES CONCRETE TILT WALL +14'-II I T/DEC — — — — — — — — — — — — ` DENOTES CONCRETE TILT HALL — NITH METAL STUD HALL FU INC, � � AND 5/H"GYP.BD. -SEE WALL TYPES FOR STUD SIZE AND INSULATION REQUIREMENTS L T —TTTTT DENOTES STRUCTURAL BRICK o WALL WITH METAL STUD WALL FURRING AND 5/B"GYP.BD. o 8 SEE WALL TYPES FOR STUD SIZE AND INSULATION REQUIREMENTS Z ° 0 o XX DENOTES NEW GALVANIZED CHAIN LINK FENCE 5 LEGEND Q a — — — — — — — — — — — — — — — — —I — — —`—� — — Z) w W T/PARAPET Z0 w a 3z-Io" +32'-10" 32-10" U V T/GRIGKET T/GRIGKET T/GRIGKET r l U O o : 2 .sLOPE Ya":12" E Ya°:12" Ya'':12 �( O ¢ o q E y402E Y4OZE, 5 Ya' 2 SLOPE, �141 SLOPE SLOP >ORTIM T/DEG JJb.. /DEGK Ya'`2 ¢ ~ A501 SLR +3z'-10" +32'-10" = Z u > w f J o Y4":12" 5 T/CRICKET T/CRICKET ,^ Q N < m v/ w * +32'-4" +32'-10" +33'-4" + T/GRIGKET T/GRIGKET +31 b W TA T i T/CRICKET w T/DECK a 27 T/PARAPET SLOP N 3 I6 I6 c0 6,) 500 +Ib'-3" o a°:I2o SLOPE A501 4 A501 Cl) <cv u =O i TYP. T/GRIGKET C�4 - � - - Y - - - - - -I _ sIM. +14'-I 11/2" T/PARAPET T/DEGK /GRIGKET 0 Registered Architect in: - AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA Z Jo m o KEY PLAN - L C) ROOF PLAN a �m� 3 1 p z NORTH " o 0 o vav o .E 3 v x m z g 3 o ROOF LL PLAN 0 a J w 0 A13 0 1147 REGISTER® T). UK STATE OF WASHINGTON a/a5/is z 0 lam) `ts/ BS GI GS D6 E3 FI lc�) 8 A 10 18 10 D I 3 E 30 A301 TYp. A301 I I I T/PARAPET 10 0 +Iq'-6"R � f f f T/PAAPET a +IT-O" B/CANOPY I I o T/SGREEN WALL I I FIN.FLOOR I I 3 II 2 10 I6 Iq 6 6 IS 4 10 4 II TYP. I 20 - WEST ELEVATION 0 0 3 0 0 3 [9 �� 3 a 0 0 0 o K A J 3 2 16 10 0 TYP. TYP. 3B0 2 A501 O 0 I I � +BS'-RAPET O" Z + T/PA ��/��/�/ a f f f f f K 10 D G E +Iq'-6" LA W T/PARAPET W +II'_O° B/BEAM O Z Y 3 T- L U U 4 FIN.FLOOR FIN.FLOOR O (r/ :ODm Z O H a TYP. V o M F I6 J 4 H IS D 10 V U Z. w 3 21 J 4 B 21 4 21 � 5 � 4 21 � Q 0 a 2 NORTH ELEVATION I t A ~ J ea SCALE: 1/16"= 1'-0" a 6 p 3 " :p O z COLORS & MATERIALS KEY NOTES O KEYNOTES(t) GENERAL NOTES Q wRegistered Architect in: - J AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA W A. CONCRETE TILT WALL-MAIN BODY H. STOREFRONT DOORS$ WINDOWS: I. GONGRETE TILT PANEL,TYP.-SEE 11. SCREEN WALL-FINISH TO MATCH I. - O COLOR:DE XXXX ANODIZED ALUMINUM,ARGADIA STRUCTURAL BUILDING o STANDARD MEDIUM BRONZE AB-5. B. CONCRETE TILT WALL-ACCENT COLOR 2. CONCRETE TILT PANEL CONNECTION 12. DOCK DOOR 8 ENCLOSURE-SEE INSULATED GLAZING PER Y + W JOINT.-SEE STRUCTURAL DOOR SCHEDULE v a X G. STRUCTURAL BRIGK WALL-MAIN BODY T500-OPG-2561086000 THERMALLY uJ COLOR: INTERSTATE BROKEN FRAME,TINTED 3. RUSTICATION JOINT IN CONCRETE IS. METAL CONCRETE PAN STAIR WITH u z XXXXXXXXX TILT PANEL.-SEE STRUCTURAL I Y"m STEEL PIPE RAILING-PAINT I. HOLLOW METAL DOORS d WINDOWS: 2 Q O ELEVATIONS FOR LOCATIONS,TYP. TO MATGH BUILDING, D. STRUCTURAL BRIGK WALL-ACCENT POWDERED COATED,TO MATCH Y as \ g COLOR: INTERSTATE XXXXXXXXX ARGADIA STANDARD MEDIUM BRONZE 4. HOLLOW MTL.DOOR 4 FRAME 14. 1 Y2'm STEEL PIPE GUARDRAIL 3 _ IV AB-5.EINSFRAME,TINTED.ULATED GLAZING,THERMALLY — 00 Z E. STANDING BROK N SEAM METAL ROOF-OFFICE 5. OVERHEAD DOOR 15. STRUGTURAL BRICK WALL LL o do ENTRY:MBGI SIGNATURE 300,BRITE () O CONSTRUCTION-SEE DETAIL 3/A401 p d RED SR.4q/SRI 55 J. EXPOSED TRIM,FLASHING,PARAPET 6. STOREFRONT DOOR 8 WINDOW GAPS:ANODIZED ALUMINUM,FINISH TO SYSTEM-SEE DOOR SCHEDULE 16. ALUMINUM WINDOW FRAME WITH Ul " x o F. STANDING SEAM METAL ROOF-SHADE TINTED LOW E INSULATED GLASS. .� 3 `w AWNINGS:MBGI SIGNATURE 500, MATCH MBGI SIGNATURE 300,MEDIUM 1. GALVANIZED STEEL BOLLARD WITH J BRONZE SK.2q/SRI 28 WELDED GAP-SEE DETAIL I/A502 I7. STANDING SEAM MTL.ROOF p Map g MEDIUM BRONZE SK.2q/SRI 28 0 K. EXPOSED HEAVY TIMBER:FIR,SELEGT 8. SIGNAGE TO BE SUBMITTED BY 0. HEAVY TIMBER FRAMING WITH 3 G. GRADE,STAINED"ANTIQUE CHERRY" OTHERS. ARCHITECTURAL CONNECTORS.SEE ° 0 (FIELD MOGK UP OF FINISH REQUIRED) q. DOCK CANOPY-BY OTHERS STRUCTURAL DWGS. EXTERIOR LL L. COLUMN GAPSFFEGAST GGETE SILLS XXXANDX7 10. STANDING SEAM MTL.AWNING Iq. HEAVY TIMBER COLUMN ELEVATIONS 6 f] 20. BRICK COLUMN 3 J 21. ROOF DRAIN OUTLET-SEE DETAIL 15/A500,25/A500 8 25/A500 0 A200 1147 REGISTER® T). UK STATE OF WASHINGTON a/a5/is z 0 04 E TYP. A A301 300 +35'-O" T/PARAPET 10 0 +1q'-6" l TT__ f l T/PARAPET 10 a 0+I"1'-O" B/CANOPY 13 B/CANOPY O T/WAS +O'-O"h FIN.FLOOR/ � —————— FIN.GRADE m FIN.GRADE 3 14 4 3 2 4 4 l BTEAST ELEVATION SCALE: I/I6" 0 0 3 0 0 3 [9 �� 3 a 0 0 T 2 IT 3 2 IT T 16 10 10 10 11 O 0 8 30 A301 1. TYP. O 0 A301 T/PARAPET ®� Q a- +Iq'-6" � W PARAPET +I�'-O" O B/CAN ^ W E O +15'-0"h a +I I'-O" B/CANOPY O Z B/BEAM U U t FIN.FLOOR FIN.FLOOR U O o 4'-0" FIN.GRADE O P a 0 �l U Z 10 IS 21 2 3 21 3, 4 13 I6 12 21 21 4 13 L 14 w m W 0 w TYP. a/ Q SOUTH ELEVATION I A ~ J o to �J SCALE: 1/16"= I'-0" a 6 p 3 H :p O z COLORS & MATERIALS KEY NOTES O KEYNOTES(t) GENERAL NOTES Q wRegistered Architect in: - J AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA W A. GONCRETE TILT WALL-MAIN BODY H. STOREFRONT DOORS$ WINDOWS: I. GONGRETE TILT PANEL,TYP.-SEE 11. SCREEN WALL-FINISH TO MATCH I. - O COLOR:DE XXXX ANODIZED ALUMINUM,ARGADIA STRUCTURAL BUILDING o STANDARD MEDIUM BRONZE AB-5. B. CONCRETE TILT WALL-ACCENT COLOR 2. CONCRETE TILT PANEL CONNECTION 12. DOCK DOOR 8 ENCLOSURE-SEE INSULATED GLAZING PER Y + W JOINT.-SEE STRUCTURAL DOOR SCHEDULE v a X G. STRUCTURAL BRICK WALL-MAIN BODY T50C-OPG-2561086000 THERMALLY uJ COLOR: INTERSTATE BROKEN FRAME,TINTED 3. RUSTICATION JOINT IN CONCRETE 13. METAL CONCRETE PAN STAIR WITH u z XXXXXXXXX TILT PANEL.-SEE STRUCTURAL I Y"m STEEL PIPE RAILING-PAINT I. HOLLOW METAL DOORS d WINDOWS: 2 Q O ELEVATIONS FOR LOCATIONS,TYP. TO MATGH BUILDING, D. STRUCTURAL BRIGK WALL-ACCENT POWDERED COATED,TO MATCH Y as \ g COLOR: INTERSTATE XXXXXXXXX ARGADIA STANDARD MEDIUM BRONZE 4. HOLLOW MTL.DOOR 4 FRAME 14. 1 Y2':o STEEL PIPE GUARDRAIL 3 _ IV AB-5.EINSFRAME,TINTED.ULATED GLAZING,THERMALLY — 00 Z E. STANDING BROK N SEAM METAL ROOF-OFFICE 5. OVERHEAD DOOR 15. STRUGTURAL BRICK WALL ENTRY:MBGI SIGNATURE 300,BRITE LL o ayo () CONSTRUCTION-SEE DETAIL 3/A401 p d RED SR.4q/SRI 55 J. EXPOSED TRIM,FLASHING,PARAPET 6. STOREFRONT DOOR 8 WINDOW GAPS:ANODIZED ALUMINUM,FINISH TO SYSTEM-SEE DOOR SCHEDULE 16. ALUMINUM WINDOW FRAME WITH Ul " x o F. STANDING SEAM METAL ROOF-SHADE TINTED LOW E INSULATED GLASS. .� 3 `w AWNINGS:MBGI SIGNATURE 500, MATCH MBGI SIGNATURE 300,MEDIUM 1. GALVANIZED STEEL BOLLARD WITH o J BRONZE SK.2q/SRI 28 WELDED GAP-SEE DETAIL I/A502 I7. STANDING SEAM MTL.ROOF p Map g MEDIUM BRONZE SK.2q/SRI 28 0 K. EXPOSED HEAVY TIMBER:FIR,SELEGT 8. SIGNAGE TO BE SUBMITTED BY 0. HEAVY TIMBER FRAMING WITH 3 G. GRADE,STAINED"ANTIQUE CHERRY" OTHERS. ARCHITECTURAL CONNECTORS.SEE ° 0 (FIELD MOGK UP OF FINISH REQUIRED) q. DOCK CANOPY-BY OTHERS STRUCTURAL DWGS. EXTERIOR LL L. COLUMN GAPSGGETE SILLS XXXANDX7 10. STANDING SEAM MTL.AWNING 19. HEAVY TIMBER COLUMN ELEVATIONS f] 20. BRICK COLUMN 3 J 21. ROOF DRAIN OUTLET-SEE DETAIL 15/A500,25/A500 8 25/A500 0 A201 1147 REGISTER® T). UK B5 G G8 D6 E3 FI STATE OF WASHINGTON a/a5/is I I I I I I A D 300 A301 z 0 TYP. TYP. w T/PARAPET I L I I 3 K 10 I� +11'-o' L ^� 10 B/BEAM T/PARAPET 0 � I B/CANOPY � J 0 T/SILL 17 T� Ell F71 f/o/ All FIN.FLOOR J l 1 3 J 3 F M I6 6 G IS D 4 3 w H 6 TYP. 3 20 a WEST OFFICE ELEVATION - �� 0 Q3 2 I 3 o 'o I I G 10 D K L I7 18 IQ IS 10 3 z �� 3 �+w'_6" I a T/PARAPET I I 0 35'-O" I PARAPET F I G I $ A301 0 '-O" B/BEAM D F K 10 IS G 10 E I_1 19 6" Z f/ �/ �/ T/PARAPET Q + W T4 /BASE // ftru B/BEAM- 9 O W +3 O' B/CANOPY Z T/SILL - - � O Y J \ Mw FO.OLOOR :iERIEMT S-0 t ° Q Z N J w U O Cm, o FIN.FLOOR 1 _ D M H H 6 I6 I I M D J H 6 I6 0 H a 0 TYP. TYP. U = z 3 w m Z Q f ° vJ J o ENLARGED ENTRY ELEVATION NORTH OFFICE ELEVATION w a SCALE: 1/4"= 1'-O" SCALE: 1/0" I'-O" `� o<0 3 k'ryu :p O z COLORS & MATERIALS KEY NOTES O KEYNOTES(!) GENERAL NOTES Q wRegistered Architect in: - J AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA W A. CONCRETE TILT WALL-MAIN BODY H. STOREFRONT DOORS$ WINDOWS: I. GONGRETE TILT PANEL,TYP.-SEE 11. SCREEN WALL-FINISH TO MATCH I. - O COLOR:DE XXXX ANODIZED ALUMINUM,ARGADIA STRUCTURAL BUILDING o STANDARD MEDIUM BRONZE AB-5. B. CONCRETE TILT WALL-ACCENT COLOR 2. CONCRETE TILT PANEL CONNECTION 12. DOCK DOOR 8 ENCLOSURE-SEE INSULATED GLAZING PER Y + W JOINT.-SEE STRUCTURAL DOOR SCHEDULE v a X G. STRUCTURAL BRIGK WALL-MAIN BODY T50C-OPG-2561086000 THERMALLY uJ COLOR: INTERSTATE BROKEN FRAME,TINTED 3. RUSTICATION JOINT IN CONCRETE 13. METAL I. HOLLOW METAL DOORS d WINDOWS: TILT CONCRETE PAN STAIR WITH u z XXXXXXXXX TILT PANEL.-SEE STRUCTURAL I Y"m STEEL PIPE RAILING-PAINT O ELEVATIONS FOR LOCATIONS,TYP. TO MATCH BUILDING, D. STRUCTURAL BRICK WALL-ACCENT POWDERED COATED,TO MATCH Y g COLOR: INTERSTATE XXXXXXXXX ARGADIA STANDARD MEDIUM BRONZE 4. HOLLOW MTL.DOOR 4 FRAME 14. 1 Y2'm STEEL PIPE GUARDRAIL 3 _ IV AB-5.EINSFRAME,TINTED.ULATED GLAZING,THERMALLY - 00 Z E. STANDING BROK N SEAM METAL ROOF-OFFICE 5. OVERHEAD DOOR 15. STRUGTURAL BRICK WALL ENTRY:MBGI SIGNATURE 300,BRITE LL o ayo () CONSTRUCTION-SEE DETAIL 3/A401 p d RED SR.49/SRI 55 J. EXPOSED TRIM,FLASHING,PARAPET 6. STOREFRONT DOOR 8 WINDOW GAPS:ANODIZED ALUMINUM,FINISH TO B SYSTEM-SEE DOOR SCHEDULE 16. ALUMINUM WINDOW FRAME WITH F. STANDING SEAM METAL ROOF-SHADE TINTED LOW E INSULATED GLASS. .� 3 `w AWNINGS:MGI SIGNATURE 300, MATCH MBGI SIGNATURE 300,MEDIUM 1 BRONZE SK.29/SRI 2H WELDED GAP SEE D TANDING SEAM MTL.ROOF. GALVANIZED STEEL BOLLARD WITH m J - -TAIL I/A502 I7. S p d p g MEDIUM BRONZE SK.29/SRI 28 K. EXPOSED HEAVY TIMBER:FIR,SELEGT H. SIGNAGE TO BE SUBMITTED BY IH. HEAVY TIMBER FRAMING WITH G. GRADE,STAINED"ANTIQUE CHERRY" OTHERS. ARCHITECTURAL CONNECTORS.SEE 0 (FIELD HOGK UP OF FINISH REQUIRED) 9. DOCK CANOPY-BY OTHERS STRUCTURAL DINGS. ENLARGED L. PREGAST CONCRETE SILLS AND 10. STANDING SEAM MTL.AWNING 19. HEAVY TIMBER COLUMN 5 QCOLUMN GAPS:COLOR XXXXXXX7 EXTERIOR z f] 20. BRICK COLUMN 3 J 21. ROOF DRAIN OUTLET-SEE DETAIL ELEVATIONS 15/A500,23/A500 8 25/A500 A202 0 0 KEYNOTES O I. STEEL COLUMNS-SEE STRUCTURAL w 2. 6"REINFORCED CONCRETE-SEE STRUCTURAL 3. STEEL ROOF JOISTS-SEE STRUCTURAL 4. TPO ROOF SYSTEM OVER RIGID INSULATION BOARD OVER STEEL DECK-SEE STRUCTURAL 5. FINISHED CEILING-SEE SGHEDULE OF 7 �� b. ROOFTOP MEGHANIGAL UNIT-SEE MEGHANIGAL 400 I I I 4 +35'-0" I I TYP. T/PARAPET VE POINT ————————————————— —————————————— ———————————————————————————————— I I Lu I I w I I I I 0 J zzm 2mo z W J Q Lu d) �� Q �Qa f �_� ui o W GENERAL NOTES z I I x o TYP. o FIN.FLR. a a w 0 � � BUILDING SECTION � 8 T 9 10 T W z I I 400 a 3 4 I I6 TYR TYP. I I �55'-0"� I I T/AAAA AAPARAPET Y - 0 I VARIES I I BEARING POINT -lz ----- ----- ---------------- Z. I I I I 3 I I C3 I I 3 Qozm I I o � Q WJp I I � ry puQ I I I o _ TYP I I a . I I � W F pZW I I z 2 a TYP. n n I I I I I I o-o" FIN.FLR. ° I I I 0 l 1 0v BUILDING SECTION — CONTINUED 0 Z ° O a < a- LA w w - � � a A w B U 4 T T T T T Z N o O a o 1 5 I 1 U w 3 40 q 40 400 m W z w SLOB PE /4"/FT TYP. P. SLOPE 1/47FT I ¢ Z f� 1 2 w T/PARAPET / Q a o I I +----------------------------- ------ -------------------------- -------------------------------- ——— I BEARING a ———————————————————————————————— ————— ——— —————————————————————————— ————— POINT z a ° Zzm I o I QQ Registered Architect in: KF� LL1 W J p I AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA z I I N FQ� 1 I I v >� TYP. ro ZOO I u z p Fzw I ¢ mg a C) I Y ^ o LL m < 3 TYP. I _ ao� oI o'-o" p J I FIN.FLR. � u x rvZ. I 3v m u o 0 FIN.GRADE 3 BUILDING SECTION I B I ° SCALE: vg"=1'-0" BUILDING o SECTIONS 0 a J w 0 A300 BS GI ".' Db E3 F1 KEYNOTES O 1. STEEL GOLIJI SEE STRUCTURAL 1147 REGISTERED 2. &"REINFORGED GONGRETE-SEE 5TRUGTURAL 3. STEEL ROOF JOISTS-SEE STRUCTURAL I^ 4. TPO ROOF SYSTEM OVER RI SIP INSULATION BOARD OVER D.. UK STEEL DEGK-SEE 5TRUCTURAL 5. FINISHED GEILINC-SEE SGHEDULE STATE OF WASHINGTON A401 TYP A401 I b. ROOFTOP MEGHANIGAL UNIT-SEE MEGHANIGAL SIM.i +I I F 1 Lr F 1 — T/PARAPET I I I I I I I I I I I I I I I API 0� .. .. u. FARING I POINT I I I 0 I I s I I � Np. I I I I I I I I I I FIN.FLR. I I 2 I I I I I �;1BUILDING SECTION TYP I I ^———�I \ — 2 3 S.T GENERAL NOTES I I A401 55'-0" a T/PARAPET I I VAR1� o BEARING POINT A401 — A4 i b A4Si 3 TMP SIM. SIM. +NF-E—T J� + T/PY ARAPET TYP. r SLOPET /4"/FT FT r- 1 T/PARAPET W 4'-8 I/2' L BEARING rc BEARING POINT POINT "' """" ""'""" V� ARIE`�J� z BEARING 'z I I I I POINT I I I I I I 5 s s rYP. TYP TYP I I I I I I I I I I I I $ 0'— , 0'o"J FIN.FLR. FIN.FLR. FIN.FLR. I I 2 TYP. TYP. _4_0BILDINGETIN71"7117 I i E BUILDING SECTION i i FI".GRADE w 'o 4 3 A401 TYP. B I I TYP. VARIES I IIA IN 16 - POINT 10 I I I 0 A401 i I O T P. TMPI 0 BEARING I 40 POINT I I I +12'-6" Z I T/DECK O o U) I s l I Z 5 I I Q P. I YP. I Q d I I X I I I I I I o FI'_o'N.FLR. I FIN.FLR. Q' W I I I I I-----I 4'-o I I 2 O Z FIN.GRADE I TYP U U 4 cl) o 1� y, BUILDING SECTION �`'' 0 O a o F / WALL TYPES U m IL LL] SEE FINISH SGHEDULE FOR FINAL al! j 0Z 0 FIN15H MATERIAL SEE 2/A500 FOR DETAIL SEE b/A500 FOR DETAIL LG Q �~iy a 2 EXT. INT. f J o EXT. INT. ,^ v/ to a CONCRETE TILT HALL(a - 5TRUGTURAL BRICK CONCRETE TILT HALL(8 a 3/4"THICK)R.2.64 w a 3/4"THICK)R.2.b4 FULL DE POLYI50GYANURATE(FOIL a DEPTH BATT INSULATION FADED)R-1070 MIN. (FOIL TO CONCRETE FACE) � EXTERIOR PAINT MIN.I GOAT R-11 MIN. I/2"MIN FURRING <n o PRIMER,2 GOATS FIN15H 3 5/b"METAL STUD 3 5/8"METAL STUD 4"O.G o o _TYp. 3 1/2'MIN.METAL STUDS 2 .a r m ®24"O.C. BATT INSULATION BA INSULATION 5/8"GYP.BD. 5/a"TYPE X GYP.BD. 5/8"GYP.BD. 5/8"GYP.BD. 0 Z U Cl F Registered Architect in: - NOTE:BI U5E5 GREENBOARD® TOILET HALLS NOTE:DI ELIMINATE5 BATT INSULATION NOTE:El ELIMINATES BATT INSULATION AZ,Co,FL,MT,NV,NM,0K,0R,TX,UT,WA 02 REPLACES 3 5/8"5TUD KITH b" E2 REPLAGE5 3 5/5"STUD WITH 6' 0 9 WALL TYPE A 1 1/2"= 1'-0" FURRING B/B1 1 1/2"= 1'-0" WALL TYPE C 1 1/2"= 1'-0" DEMISING D/D1/D2 I /z= 1'-0" DEMISING E/E1/E2 11/2"= 1-o" _ v a L m i Nai � z 0 3 SEE FINISH SCHEDULE FOR FINAL 5EE2/A500 SIM.FOR DETAIL Q w o rc gFINISH MATERIAL 3 a Z EXT. INT. 5/a'TYPE X GYP. LL RE51ROOM 5/8"GREENBOARD BD. -Fo ¢v 5/b"TYPE X GYP.BD. _ CONCRETE TILT HALL I/2"AP5(R 1.5 MIND u x N Z. c (8 3/4"THICK)R.2.64 3 0$ ACOUSTIC BAT INSULATION ACOUSTIC BATT INSULATION RIGID BOARD tp R-11 BATT INSULATION Mao 0 EXTERIOR PAINT MIN I 3 3 5/8"STUDS b"METAL STUDS COAT PRIMER 2 GOATS I/2""G"STUD o O PANELS ROM+10-O 5/5"GREENBOARD 2 INSULATED METAL 3 5/8"METAL STUDS ®Ib" BUILDING O ". PLYWOOD-SEE STRUGTURAL o " A.F.F.TO UNDEFROM 1 '- of SECTIONS a J DECK NOTE:JI U5E5 SAY GREENBOARD NOTE:A USES GREENBOARD BOTH SIDES IN LIEU OF GYP.BD. A3 01 o PARTITION F/F1/F2 1 1/2"= r o-' PARTITION G 11/2"= 1'-1" WALL TYPE H 1 1/2"= 1'-0" PARTITION J/J1 1147 REGISTER® T). UK STATE OF WASHINGTON a/a5/ia z 0 n » a PANEL COATING BACKSIDE GONT.GALV.FLASHING GONT.GALV.FLASHING CONT.GALV.FLASHING / "� OF PARAPET 35'-O" \ /`35'-O" 1 SINGLE PLY ROOF MEMBRANE ON T/PANEL 1 T�T/PANEL L 1 T/PANEL 1 T/PANEL r 5"OF RIGID STRUCTURAL ON METAL DECK-SEE SIRUCTURAL 500 500 500 500 500 p 00 SINGLE PLY ROOF MEMBRANE ON 5"OF 00 SINGLE PLY ROOF MEMBRANE ON 5"OF \ 2� SINGLE PLY ROOF MEMBRANE ON 5"OF r RIGID INSULATION ON METAL DECK-SEE RIGID INSULATION ON METAL DECK-SEE I 500 RIGID INSULATION ON METAL DECK-SEE Q STRUCTURAL STRUCTURAL \ STRUCTURAL \ 8 w 500 500 500 0 VARIES r 31'-O" 31'-O" 31'-O" -- -_ ---- _ - ------ BEARING POINT BEARING POINT BEARING POINT BEARING POINT w TYPICAL RWL REFER TO - ROOF PLAN FOR LOGATION za-o" 2s'-o" ze'_o" ze'_o" _ MINIMUM GLEARANGE T�MINIMUM GLEARANGE MINIMUM GLEARANGE MINIMUM GLEARANGE NO HVAG,PLUMBING, NO HVAG,PLUMBING, NO HVAG,PLUMBING, NO HVAG,PLUMBING, / ELECT.ALLOWED ELECT.ALLOWED ELECT.ALLOWED ELECT.ALLOWED 'z BELOW BELOW BELOW BELOW 1 Q CONCRETE TILT UP CONCRETE TILT UP \ 6 a PANEL-SEE PANEL-SEE 503 STRUCTURAL STRUCTURAL 0 I 1 1 T/WINDOW SILL I z tIHAIT 13 13 13 12 � 500 00 500 503 3 12 0 500 PREMANUFAGTURERED SHAFT METAL AWNING-INSTALL - - PER MANUFACTURER'S SPEGIFIGATIONS 'o 1 / 500 00 1 / 500 3 z_ PREMANUFAGTURERED 3 a METAL AWNING-INSTALL PER MANUFACTURER'S LIFT GLEARANGE DOOR SYSTEM SPECIFICATIONS REFER TO DOOR SCHEDULE. INSTALL AS PER MANUF.REGOMM. CONCRETE TILT UP 0 PANEL-SEE 4'-O" STRUCTURAL PAINT CANOPY B.O.AWNING o STRUCTURE EPT-3(RED) y 0 HEADER REINF.SEE MANUFACTURER'S DETAIL. -r° B.O.AWNING O VERTIGAL LIFT Z DOOR(TYP.OF 12) Q PAINT CANOPY REFER TO DOOR STRUCTURE EPT-3(RED) SCHEDULE Q a (INSTALLATION AS /) X PER MANUF. L! W RECOMMENDATION) CONCRETE TILT UP ✓1 PANEL-SEE W 0 5TRUGTURAL a HEADER REINF.SEE O Z w STRUCTURAL DETAIL. o U U I\;yIy��jTT t OPENING U O m o ~ a STEEL GUIDE STEEL COL.(BEYOND) U � Q Z 3 � GHANNEL JAMB m W Z w O SECURED TO P.G.PANEL STEEL GUIDE Q ° p ® = Z w DOOR SHELTER,FOLLOW 121 v Q Lo < o MANUFACTURER MOUNTING I / DETAIL. TYPICAL GONG.BUMPER PIPE BOLLARD BEYOND. w SEE DETAIL AT 5HT.A-15 a PIPE BOLLARD(TYP) cp SEE STRUGT.DETAIL °`q 3 3 3 � Pry u O 1. o STEEL BASE BUMPER GONG.FLOOR SLAB o6 o GONT.6ALV.STL L GONG.CLOSURE P p r a (TWO PER DOCK.SEE I w GONG.FLOOR SLAB SEE ELEVATION) (I x 6"x 3/8"W/1/2"DIA. - REINF.GONG.SLAB. 3'-O" A501 FOUNDATION PLAN 8,� DOCK LEVELER PIT P.M.J. LUG5 AT 12"O.G. II 7 SEE FOUNDATION PLAN o 11 (SEE STRUGT.DWGS) 50 O O'-Oo" O'-O" O'-O" m L _ _ _ _ Registered Architect in: - / NG.SLAB ; - •^ - ti T/GONG.SLAB ,!a .. T/GONG.SLAB T/GONG.SLAB - AZ CO FL MT oR Tx v EXTERIOR GRADE ELEV. l - P 5TL.L REINFORGING •' - ,NV,NM,OK, ,UT,WA uJ VARIE5 SEE FLR.PLAN - = - - - (SEE STRUGT.DWGS) o m J III=1 111 III III=1 III III-11I-11= SLOPE x III=1 FI III=11I III=1 III-III=1 u ti o I' SYSTEM"POCK-LOCK" SAFETY GONGRETE FTC.SEE �. Q = III - =I I I - - RITE-HITE" FOUNDATION PLAN& DETAIL F -III =III III III =III L M a =III -III =1 i' AGGREGATE BASE. III I� III=1 i' z 0 r PROVIDE UNIT PR1GE) III=III III III III=I ¢ @^ a -III =III O I I I�111=I III - � AGGREGATE BASE. o -' g - -4'-O" FOUNDATION INSULATION III=III- WELL COMPACTED SOIL FINISH GRADE III-III III III ¢' m -- - - I-III-1 -III- - 1=1 I I 11�I�1=I�1 I I1= AGGREGATE BASE. _ l i a III l ry W -- 7" AGGREGATE BASE. VARIES -��'-"'-"' WELL COMPACTED SOIL o ayo () FOUNDATION INSULATION '- FINISH GRADE FOUNDATION INSULATION °a m w� uZO = CONTINUOUS GONGRETE m 3 o e FOOTING SEE FOUNDATION TRENGH DRAIN SEE PET w v m u o 0 g PLAN AT STRUCTURAL 01,105. N� 3 O � o WALL o LL SECTIONS 0 3 a J w t /-1 WALL SECTION - WALL SECTION - AT LOADING DOCK 3 WALL SECTION - OVERHEAD DOOR WALL SECTION e 400 r SCALE: 1/2"= I'-0" 51-ALE: 1/2"=1'-0" SCALE: I/2"= 1'-0" O w TYPICAL WAREHOUSE EXTERIOR LOAD BEARING WALLS: -8 5/4"REINFORCED PRE-GAST TILT-UP CONCRETE PANELS -REQUIRED TO BE 2-HR.RATED PER IBC,TABLES 601 4 602 -ALL JOINTS BETWEEN WALL PANELS ARE UNPROTECTED PER IBC STATE OF WASHINGTON ,04.I3. MINIMUM FINISHED THIGKNE55 FACE-TO-FACE (INCHES) MATERIAL GONSTRUGTION 2 HOUR 4.SOLID GONGRETE 51LIGEOU5 AGGREGATE GONGRETE 5.0 CARBONATE AGGREGATE CONCRETE 4.6 'CONCRETE WALLS SHALL BE REINFORCED WITH HORIZONTAL AND VERTICAL TEMPERATURE REINFORCEMENT AS REQUIRED BY CHAPTER Iq. z 0 3 G CONT.GALV. FLASHING CONT.GALV. FLASHING T5;A /PNEL I 1 , SINGLE PLY ROOF MEMBRANE 500 SINGLE PLY ROOF MEMBRANE 500 ON 5"OF RIGID INSULATION ON ON 5"OF RIGID INSULATION ON g METAL DECK-SEE METAL DECK-SEE 500 STRUCTURAL STRUCTURAL o 8 ( 500 GAP FLASHING GAP FLASHING a VARIES 3 3 a BEARING POINT 31'-O" EXTEND 51N6LE PLY ROOF 500 EXTEND 51N6LE PLY ROOF 500 w BEARING POINT MEMBRANE UP FACE OF PARAPET MEMBRANE UP FACE OF PARAPET o UNDER GAP AND DOWN FRONT FACE +Iq'-6" UNDER GAP AND DOWN FRONT FACE OF PARAPET TO BOTTOM OF 2X PT T/PARAPET OF PARAPET TO BOTTOM OF 2X PT T/PARAPET BLOCKING — BLOCKING — +Iq'-4" +Iq'-4" T/BRICK T/BRICK 28'-O" T/SOLDIER BRICK T/SOLDIER BRICK 3 MINIMUM CLEARANCE MINIMUM CLEARANCE BRICK,SUPER AT 3-5LOT FOR BRICK,SUPER ATLAS 3-5LOT FOR NO HVAG,PLUMBING, NO HVAG,PLUMBING, SOLDIER COURSE APPEARANCE. SOLDIER COURSE APPEARANCE. w ELECT.ALLOWED ELECT.ALLOWED GROUT SLOTS TO MATCH NORMAL - GROUT SLOTS TO MATCH NORMAL BELOW BELOW BUILDING GROUT BUILDING GROUT. _ GONGRETE TILT UP 'z PANEL-SEE �f ,l a STRUCTURAL I a 500 BRICK-SEE STRUCTURE FOR CELL 500 BRIGK-SEE STRUCTURE FOR DELL li GROUTING AND ALL VERT,4 HORIZ. GROUTING AND ALL VERT.4 HORIZ. m 1 SINGLE PLY ROOF MEMBRANE ON 5" REINFORCING INFORMATION SINGLE PLY ROOF MEMBRANE ON 5" REINFORCING INFORMATION OF RI61D INSULATION ON METAL DECK OF R1610 INSULATION ON METAL DECK p 13 13 -SEE STRUCTURAL -SEE STRUCTURAL _ 500 500 I/2"h +14'-8 I/2"h m BEARING POINT BEARING POINT Mw WAREHOUSE I I 3 STANDING SEAM AWNING WITH METAL \ SUPPORTS 4 INTEGRAL SOFFIT 4 d III/ INSULATION Yz LIGHTS-SEE WITH Y� M I 1 — 1\ 'FOIL FACEDD Y2"RI6 METAL"Z" 500 500 ID STEEL BAR JOISTS, STEEL BAR JOISTS, -SEE STRUCTURAL -SEE STRUCTURAL \ � RIN6 CHANNELS(INSTALL RIZONTALLY)®24"O.G. x+° \� 4 I}"FOIL FACED RI61D z 500 / \ 503 \ 1 \ \\ INSULATION WITH I E"METAL LL — a FURRING CHANNELS(INSTALL I , 1 HORIZONTALLY)®24"O.G. 500 / STOP 6P.B .AND TRANSITION m / BEARING POINT \ FROM REGG66��LLAR NSULATION TO FOIL _ STOP GYP.BD.AND TRANSITION � 1 I————IT\I FACED INEULATII _ FROM REGULAR INSULATION TO FOIL IS'- /b" \� `D FACED INSULATION ° BEARING POINT V/y ° AGOU5TIGAL GEILING o TILE GRID SEE REFLECTED GONGRETE TILT UP GEILING PLAN AGOU5TIGAL GEILING ° HVAG DUCTWORK AND DIFFUSER- TILE GRID SEE REFLECTED PANEL-SEE CEILING PLAN ° STRUCTURAL SEE MECHANICAL +8'-O"h +8'-0"h Z T/WINDOW T/BRIGK AGGENT O ° B/BRIGK BRIGK,SUPER ATLAS 3-5LOT FOR Q SOLDIER COURSE APPEARANCE. a GROUT SLOTS TO MATCH NORMAL "GYP.BOARD ON I}"RI61D BUILDING GROUT. LA W INSULATION WITH I�"METAL"Z" FURRING CHANNELS(INSTALL 77 HOLLOW METAL WINDOW SYSTEM, HORIZONTALLY)®24"O.G. Q W SEE-DOOR/WINDOW SCHEDULE a BRICK-SEE STRUCTURE FOR CELL O Z GROUTING AND ALL VERT.4 HORIZ. _ REINFORGIN6 INFORMATION U V 0 Z c`7 w CONFERENCE WAREHOUSE WOMEN'S RESTROOM BREAK ROOM 503 BRICK ROWLOCK AT WINDOW BASE , cm, w BRIGK,SUPER ATLAS 3-5LOT FOR o BR BE SOLID SILL ACCENT COLORED SOLDIER COURSE APPEARANCE. O O Q o BRICK(TYP.) GROUT SLOTS TO MATCH NORMAL (r &11LDIN66ROUT. V U W > 0 0 V-" A501 A501 +3'-O" +3'-O" m Z Z ~ 6YP.BD.ON I Y2`RIGID T/BRIGK SILL T/BRIGK AGGENT j O w SIM. INSULATION WITH I Y"METAL"Z" BRICK-SEE STRUCTURE FOR GELL U) Q Z w FURRING CHANNELS(INSTALL GROUTING AND ALL VERT.4 HORIZ. ® _� f J o HORIZONTALLY)®24"O.G. REINFORCING INFORMATION RUBBER BASE-SEE ,^ Q SCHEDULE v/ RUBBER BASE-SEE SCHEDULE FLOORING-SEE SGHEDULE a FLOORING-SEE SCHEDULE cp BLACK 15LB FELT BUILDING PAPER BLACK 15LB FELT BUILDING PAPER i GONGRETE SLAB ON VAPOR BETWEEN CONCRETE AND BRIGK CONCRETE SLAB ON VAPOR BETWEEN CONCRETE AND BRICK `�" 06 o O BARRIER ON GRAVEL-SEE BARRIER ON GRAVEL-SEE p° r m 5TRUCTURAL CONCRETE SIDEWALK-5EE CIVIL STRUCTURAL CONCRETE SIDEWALK-SEE CIVIL O'-O' w FINISH FLOOR - a"° FINISH FLOOR o +O'O"h ° /t,/.OUT AL Registered Architect in: - %�U/� ��/ \V/� �tiw \ ..\\,.\\,\\\\, \\\i\�%�\%\\j\\j\\\j\\j\\j \ GROUT ALL COURSES BELOW GRADE \,�\\\\i\�%�\%\\%\\%\�\%\\%\\% \ i GROUT ALL COURSES BELOW GRADE AZ,CO,FL,MT,NV,NM,OK,OR.TX.UT,WA /� ///// /. /��//� v \,VA��/\�/ a�VA SOLID,RE:STRUCTURE \,A ;�VAj� SOLID,RE:STRUCTURE w / / S�\� FOOTING AND REINFORGIN6,RE: y / FOOTING AND REINFORCING:RE: o� o' STRUCTURE VA/ \�\ STRUCTURE GONT.INSULATION AT INSIDE �/ _ 3"CONT.INSULATION AT INSIDEFACE OF � `/� �� :� °� VA/%� EXTEND 18FACE OF FOO�INBELOW INSULATION TO ° VA EXTEND 18"M N�BELCH LOWEST TO ADJACENT GRADE ADJACENT GRADE ¢' z iz o 0 o vav o E 3 v x m 0 a z g 3 o WALL o o WALL SECTION — WALL SECTION — WALL SECTION — WL SECTION — SECTIONS 3 4 ) —AL a / / / / tt SGAL6 I/2"= I'-O" �/ SGAL6 I/2"= I'-O" �/ SGAL6 3/4"= I'-O" �/ SCALE; 3/4"= I'-O" o w 0 A401 1147 REGISTER® SINGLE PLY ROOF MEMBRANE ON 5" IS.. UK OF RI61D INSULATION ON METAL STATE OF WASHINGTON DECK-SEE STRUCTURAL ELEV ELEV2 RIGID INSULATION z 0 STEEL BEAM STEEL J0I5T STEEL JOIST 5'-0"O/G 5EE ROOF FRAMING FOR GONNEGTION PLAN SEE STRUG.DH6S. 0 a a 0 0 RIDGE DETAIL 56ALE: 1/2" 1'-0" 3 SINGLE PLY ROOF MEMBRANE SINGLE PLY ROOF MEMBRANE SINGLE PLY ROOF MEMBRANE ON 5"OF R161D INSULATION ON ON 5"OF RI6ID INSULATION ON ON 5"OF RIGID INSULATION ON METAL DECK-SEE METAL DECK-SEE METAL DECK-SEE a 5TRUCTURAL STRUCTURAL STRUCTURAL STEEL DECK STEEL DECK STEEL DECK ° A5fDl o � VARIES VARIES VARIES ---------- — ————— T.O.DECK T.O.STEEL DECK T.O.STEEL DECK / \ � 3 0 0 3 U �� 3 a GYP.BD.GAP H/METAL CORNER BEADS _ PLYWOOD DECK 13'-8" SEE STRUCTURAL o T.O.WALL R-38 INSULATION 0 0 0 T.O.DECK 0 Z ° II II 0 0 A5�1 M. 4501 M. A5�1 61M. Z Iiiio'-a' } Io'-o" J 10'-0" o'-o" CA W B.O.CEILING TILE \ �B.O.GEILIN6 TILE \ / B.O.GEILIN6 TILE \ B.O.CEILING TILE �) \ \ ACOUSTICAL GEILIN6 TILE-SEE / \ / ACOUSTICAL GEILIN6 Q W TED AGOUSTIGAL GEILIN6 TILE REFLEGTED GEILIN6 PLAN TILE GRID 5EE REFLEC GEILIN6 PLAN 2 SEE REFLECTED GEILIN6 PLAN Z a ACOUSTICAL GEILIN6 TILE-SEEY 0 REFLEGTED GEILIN6 PLAN AS(D U U w t M 0 N uO 0 04 U H a o � w3 NEW OFFICE NEW OFFICE NEW OFFICE NEW OFFICE NEW OFFICE NEW OFFICE NEW OFFICE ; 0 0 0: IF- ())A a a BATT INSULATION o p 0 BATT INSULATION BATT INSULATION BATT INSULATION GYP BOARD-EACH SIDE <ry a ° O/METAL STUDS GYP BOARD(BOTH SIDES) GYP BOARD(BOTH SIDES) GYP BOARD EA.SIDE OVER METAL STUDS OVER METAL STUDS O/METAL STUDS 0 U Z Registered Architect in: - Q AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA F V o m N 12 12 J 2 RUBBER BASE EA.51DE 14501 A5DI SEE FINISH SGHEDULE ry z O A5�1 Q m a CONCRETE SLAB CONCRETE SLAB CONCRETE SLAB CONCRETE SLAB 5 a�� 0 �J��1 0'-0" I J,o'_o" 1 I ho'-o" � o'-a' Y FINISHED FLOOR \ V FINISHED FLOOR V FINISHED FLOOR \\_ FINISH FLOOR \ / Ul " x o Mao 3 o WALL o 0 1 WALL SECTION WALL SECTION WALL SECTION WALL SECTION SECTIONS a J 56ALE: 5/4"= I'-O" SGALE: 3/4"= 1'-O" — SCALE: 3/4"= 1'-0" w o A402Z 0 KEYNOTES O 1. 72"HIGH TILE WAINSCOT-SEE INTERIOR FINISH SCHEDULE 2. PAINTED GYPSUM BOARD-SEE INTERIOR FINISH SCHEDULE 99$7 3. PROVIDE PIPE WRAP INSULATION AT UNDERSIDE OF SINK REGISTERED DRAIN PIPE AND SUPPLY FIXTURES AND LINES 4. DOOR AND FRAME SEE SCHEDULE 5. 30 X 48 CLEAR SPAGE 6. 48"X 48"GLEAR SPACE D. UK 7. 54"X 60"CLEAR SPACE STATE OF WASHINGTON a/a5/ia m O 145 146 143 143 146 145 13l 135 4b 142 142 144 6 DAB �14T - 14T�DA 4T WOMEN'S MEWS 134 145 G GIOS 1144 144 G GIO6 T 3 143 140 ISO 140 r IO O 134 1 � a 4 MEN'S RESTROOM ELEV. 'C' 3 MEN'S RESTROOM ELEV. 'D' 2 MEN'S RESTROOM ELEV. 'A' ¢ L_ 36 J 4 o -- - - = -- SCALE: I/2"= I'-O" SCALE: I/2"= I'-O" ° 135 13l w L - - - - J L - - - - J a ENLARGED FLOOR PLAN GENERAL NOTES i SCALE. I/2"= I'-O" A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FACE OF WALL ° NORTH B. F.V.=FIELD VERIFY LOCATIONS/DIMENSIONS PRIOR TO WORK,NOTIFY ARGHITEGT OF ANY DISCREPANGIES.G. PROVIDE BLOCKING AT UPPER AND LOWER GABINET5 AS REQUIRED FOR ATTACHMENT. D. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR o APPROVAL PRIOR TO FABRICATION OF ALL MILLWORK E. SEE 0I01 FOR ADA GLEARANGES REQUIRED. E� i a � I 136 I 3 v H6 135 13l a 6 144 0 - 4Tj T� 4 0 34 145 O o � 143 3 o 42 0 Z ° O �WOMEN'S RESTROOM ELEV. 'A' �WOMEN'S RESTROOM ELEV. 'B' �WOMEN'S RESTROOM ELEV. 'C' �WOMEN'S RESTROOM ELEV. 'D' z SCALE: 1/2"= 1'-0" / SGALE: 1/2"= 1'-0" SCALE: 1/2"= 1'-0" �/ SGAL6 I/2"= I'-O" Q < a LA w < w - � a U U ' o N U O � o � U a 0 � Z3 m Z w � a ADA SINK LOGATED ® ��1 Lo JZ o ADA-COMPLIANT PER MNFR.PRINTED LEGEND UNDERSINK PIPING INSTRUCTIONS. v/ a PROTECTION 1"ADX PLYWOOD WATERGLOSET FLUSH ADJAGENT V'VERTIGAL OVER PIPES- SUBSTRATE-VERIFY w GONTROL TO BE LOGATEO WALL AS GRAB BAR SEE PLUMBING WITH COUNTER TOP A Q a KEY TO ROOM FINISH SCHEDULE& ON THE WIDE SIDE OF OGGUR5 MANUFACTURER. D B INTERIOR ELEVATIONS TH15 SHEET °`� 3 HANDIGAP STALL FIXTURE KNEE CLEARANCE G � <ry u =O o o� 3q"-41" GRAB BAR - W GRAB TOILET PAPER b D w EQUIPMENT NUMBERS w N IS" IS" BAR DISPENSER I I o SEE EQUIPMENT SCHEDULE-SHEET A650 o z m GLR. GLR. w Q 22 O MIN. MIN. Ww " ' " =Q 36" Q) X STAINLESS STEEL CORNER GUARDS Q O O Q Q AZCIO,FL,M steredTNVNIM,OK,OR,TX,UT,WA W � °XW Z� ) T Q o m X tiw Z .p Q, Qj qX X _ mFJI WV "M Z U CA - �z � F� m o Q� F KEYPLAN Y - a�� r 7 COMBINATION GOAT SIGNAGE SEAT COVER SOAP I6-18" z MINMAXMIN. GLR. 7"-q" P.T.DISP. HOOK DI5P. DISP. 11"MIN. LL o vav ATYPICAL TOILET ACCESSORY DIMENSIONS 3 m t o 0 g 3 o INTERIOR LL ELEVATIONS 0 a J w A410 o KEYNOTES O I. l2'.HIGH TILE WAINSCOT-SEE INTERIOR FIN15H SGHEDULE 2. PAINTED GYPSUM BOARD-SEE INTERIOR FINISH SGHEDULE w 3. PROVIDE PIPE WRAP INSULATION AT UNDERSIDE OF SINK DRAIN PIPE AND SUPPLY FIXTURES AND LINES 4. DOOR AND FRAME SEE SGHEDULE 5. 30 X 4&"GLEAR 5PAGE 6. 48"X 60"GLEAR SPACE 7. 56"X 60'.GLEAR SPACE OF b. 60.DIAMETER TURNING RADIUS 9. ACCESSIBILITY 516NACE-SEE 51ON5& IDENTIFICATION, SHEET 6101 FOR ADDITIONAL INFORMATION 10. 28"X 4b"CLEAR SPACE 11. FLOOR DRAIN SEE PLUMBING SGHEDULE - 0 2 155 144 33 o 3 139 131 p r_ _ � a 134 N a w 141 142 T. J 0 (—,--�WOMEN'S RESTROOM ELEV. 'A' DRINKING FOUNTAIN 0 35 I N r � II 136 I J m w m SGALE: I/2"=I'-O" `T � = it I J m i (5D _ 140 3 1'-10" L 24 5'-1" i 5'-11" J 5'-4" — DGB MEWS L w BI21 rc I I I I 139 145 0 9 + , 141 GENERAL NOTES A. ALL DIMENSIONS ARE FROM FACE OF STUD OR PAGE OF 139 143 WALL ° B. F.V.=FIELD VERIFY LOCATIONS/DIMENSIONS PRIOR TO 138 138 142 WORK,NOTIFY ARGHITEGT OF ANY DISGREPANGIES. - G. PROVIDE BLOGKIN6 AT UPPER AND LOWER CABINETS AS 144 147 REQUIRED FOR ATTACHMENT. 133 D. GONTRAGTOR SHALL PROVIDE SHOP DRAWINGS FOR o O APPROVAL PRIOR TO FABRIGATION OF ALL MILLWORK L L L w O E. SEE 6101 FOR ADA GLEARANGE5 REQUIRED. z O O DN 0 a p :. r. L J r ______ _______ ____________ 136 . - _ N m 131 135 O ry 4 ° 41 3 7 9 z q 43 3 I I d) 13 � _ Q V I 10 OI O OS 139 I I 140 140 I I = h O I O 4 ' 7 A 134 rn O i o N � K� o .OMEN'S O L_ BI22 4 MEWS RESTROOM ELEV. 'A' LA W w 1 ENLARGED FLOOR PLAN < H 7T7SGALE I/2"= I'-O" O Z NORTH U V L t M o N U O ,0 o U H a o �,vTr � Z3 > m Z w � > � a U � Z LEGEND I A a a A KEY TO ROOM FINISH SGHEDULE d \p 139 - 2 2 - DGB INTERIOR ELEVATIONS TH15 SHEET y o6 N o o = EQUIPMENT NUMBERS z SEE EQUIPMENT SGHEDULE-SHEET A650 0 O 39 H Q STAINLESS STEEL CORNER GUARDS Registered Architect in: z. W 146 36 AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA J w 44 0 z y ti 147 4 KEY PLAN Y _ a a fill G] 143 4 3 awe 42 Ci vav 141 138 139 138 Ul L' x o _ c 3v m Mao 0 /--- ,MEN'S RESTROOM ELEV. 'B' ,MEN'S RESTROOM ELEV. 'C' OMEN'S RESTROOM ELEV. 'D' o (3SGALE: /2"= I'-O" �� SGALE: I/2"= I'-O" �/ SGALE: I/2"= I'-O" INTERIOR p FOR TO ACCESSORY SGHEDULE I ELEVATIONS a JREFER TO DWG.NO.A410 A411 o KEYNOTES O 1. 72'.HIGH TILE WAINSCOT-SEE INTERIOR FINISH SCHEDULE 2. PAINTED GYPSUM BOARD-SEE INTERIOR FINISH SCHEDULE 9947 3. PROVIDE PIPE WRAP INSULATION AT UNDERSIDE OF SINK REGISTERED DRAIN PIPE AND SUPPLY FIXTURES AND LINES 4 DOOR AND FRAME SEE SCHEDULE 5. 30"X 4�""CLEAR SPACE 6. 4b"X 60CLEAR SPACE D. UK ,. 54"X 60"GLEAR SPACE STATE OF WASHINGTON 5. 60"DIAMETER TURNING RADIUS 9. 4b"X 42>"CLEAR SPAGE 10. ACCESSIBILITY Y 516NAGE-SEE SIGNS$ IDENTIFICATION, SHEET GI01 FOR ADDITIONAL INFORMATION I II II I I I I I WOMEN-5 L 0 140 0 DIO, I O w - JANITOR 139 � � 13T DIOb -n m 145 � Ir i I O dJ 140 �O _ L 5 141 143 F. 35 9 4 9 146 144 - / o � d a O J a N �------------- �___________-, q J o ------------ ° O 144 141 i 138 � 139 136 138 �j I I I z � 5 136 134 I 134 142 139 140 J 7 -1 GENERAL NOTES A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FACE OF m — — — — IOl WALL ° B. F.V.=FIELD VERIFY LOGATIONS/DIMENSIONS PRIOR TO WORK,NOTIFY ARCHITECT OF ANY DISCREPANCIES. 140 I - G. PROVIDE BLOGKING AT UPPER AND LOWER GABINETS AS tv REQUIRED FOR ATTACHMENT. r0o D. GONTRAGTOR SHALL PROVIDE SHOP DRAWINGS FOR o APPROVAL PRIOR TO FABRICATION OF ALL MILLWORK I� E. SEE GIOI FOR ADA CLEARANCES REQUIRED. II 3 ENLARGED FLOOR PLAN 0 NORTH 0 3 [9 �� 3 a 2 ... .. 138 139 138 136 5 2 o 0 39 Z u Oo 146 44 Z 141 a ~ W 138 143 34 Cr W 42 41 O W * 7 OMEN'S RESTROOM ELEV. 'B' OMEN'S RESTROOM ELEV. 'D' OMEN'S RESTROOM ELEV. 'A' U U 4 t o / / Z N Y I S I / w �/ SCALE: I/2"= I'-O" U O_ � o N/ F- u Q o �c\fig,► \J = Z 3 "7 m Z w S o LEGEND I A a a A KEY TO ROOM FINISH SCHEDULE 4 dp INTERIOR ELEVATIONS THIS SHEET y �ry a Q O EQUIPMENT NUMBERS SEE EQUIPMENT SCHEDULE-SHEET A650 ZO - - - - o STAINLESS STEEL CORNER GUARDS Registered Architect in: ° m W AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA p I W 136 o m ZTl Ol ) a o 0 0 0 o 0 KEY PLAN r ° m v a .o O i ry 0 4 135 QP71 O O 3 0 O 4l LL m Z � 134 p 45 Ci m 0 0 0 0 0 4 143 3. o 0 x m e z 4f 42 0 gb C, a bbb b INTERIOR �WOMEN'S RESTROOM ELEV. 'A' , )WOMEN'S RESTROOM ELEV. 'B' �WOMEN'S RESTROOM ELEV. 'G ELEVATIONS _?� SCALE 1/2"= 1'-O" J w EllA412 KEYNOTES(t) I II II I I I � I J I. PAINTED GYPSUM BOARD 1147 2. DOOR AND FRAME-SEE SGHEDULE REGISTERED 5. 50 X 48 CLEAR SPACE 4. 48"X 48"GLEAR 5PAGE 5. 54'.X&0"GLEAR 5PAGE b. BARN DOOR AND HARDWARE-SEE SGHEDULE T). UK STATE OF WASHINGTON a/a5/is z 0 126 = > 0 a a w BREAK ROOM o B132 N ry r m r 3 O z a 15'_0" 5'_0" GENERAL NOTES A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FAGE OF m WALL ° B. F.V.=FIELD VERIFY LOCATIONS/DIMENSIONS PRIOR TO WORK,NOTIFY ARGMTEGT OF ANY 015GREFANGIES. - 3 G. PROVIDE BLOGKING AT UPPER AND LOWER CABINETS AS p REQUIRED FOR ATTACHMENT. z i W ry 123 D. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR o z AL 2 APPROVAL PRIOR TO FABRIGATION OF ALL MILLWORK ° E. SEE GIOI FOR ADA CLEARANCES REQUIRED. z 3 ° 103 5 125 124 i 121 i 103 105 122 / _ x A / o PANTRY4-ly � in B131 D �- J 3 �� 3 rc m 2'-0" 3'- " L 6'-0" 8'-10' I O'-4" 0 b 0 o 1 PANTRY AND BREAK ROOM ENLARGED FLOOR PLAN SGAL6 I/2"= I'-O" g Z ° NORTH O ° a Q a LA w w - � � a U cw.� 4 t U a O Z o � U a e e e e e e e e e e IL � w mZZ ¢ Z a ry 104 > (n J o a LEGEND ® V) to < (,,1PANTRY ELEVATION 'C' PANTRY ELEVATION 'D' A KEY To Roots P1N15H SCHEDULE a o o a SCALE: I/2"= I'-O" SGAL6 1/2"= I'-0" D G B INTERIOR ELEVATIONS THI5 SHEET y �ry a z O EQUIPMENT NUMBERS N 1 125 SEE EOUIPMENT SGHEDULE-SHEET A630 ° 126 r o Q U uJ r� STAINLESS STEEL CORNER GUARDS Registered Architect in: J \ / ZZ AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA W 00 00 00 m r Z o 0 105 Y ti 124 KEY PLAN r N - oa T�g 21 Y mom rc 123 LL a'o ao p 103 ' / � o av . Ul " E i i i e e e e - � � - e e e e e e e e e � c 0000 I — — —ou —uu —uu —uu —uu u o Mao 3 o — O2 — INTERIOR ELEVATIONS o BREAK ROOM ELEVATION 'B' BREAK ROOM ELEVATION 'C' z C SGAL6 1/2"=1'-0" SGAL6 1/2"=1'-0" A413 0 0 KEYNOTES O I. PAINTED GYPSUM BOARD 1147 6 O (� O I 2. LAMINATE GOUNTER SUPPORT REGISTER® 5. DOOR AND FRAME-SEE SGHEDULE T). UK STATE OF WASHINGTON a/a5/is O N Z O.. O N tt 102 101 O B RECEPTION 101 - - Cl . - a 2 _ e N 2'-0" 4b"-O.G.MAX.. RECEPTION ELEVATION 'A' RECEPTION ELEVATION 'B' RECEPTION ENLARGED FLOOR PLAN w NORTH > a GENERAL NOTES A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FACE OF - WALL ° B. F.V.=FIELD VERIFY LOCATIONS/DIMENSIONS PRIOR TO WORK,NOTIFY ARGHITEGT OF ANY 0I5CREPANGIES.G. PROVIDE BLOGKING AT UPPER AND LOWER GABINETS A5 REQUIRED FOR ATTACHMENT. D. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR o APPROVAL PRIOR TO FABRICATION OF ALL MILLWORK E. SEE'OVAL FOR ADA GLEARANGE5 REQUIRED. 3 0 0 3 [9 �� 3 a 0 0 0 0 Z ° O a OFFIGE a 103 104 B114 LA x S Q W 105 0 z a GOPY GENTER U U 4 o 0 o N 04 U O 0 o C H Q o 06 DZ3 I OFFIGE m Z w B115 > O o a LL � QZ a 05 U) W S o 05 LEGEND ® (n Q 106 w o0 00 A KEY TO ROOM FINISH SCHEDULE 4 104 DCB INTERIOR ELEVATIONS THIS SHEET z O o EQUIPMENT NUMBERS N SEE EQUIPMENT SCHEDULE-SHEET Ab5O 0 o 0 0 0 r - 5TAINLE55 STEEL GOPHER GUARD5 Registered Architect in: W 0 O O 0 AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA J W o m Z Y � r KEY PLAN _ °v a Q Q �me a PRINT/COPY ELEVATION 'B' PRINT/COPY ENLARGED FLOOR PLAN 3 v�LL o LL o o NORTH ci ¢m Ul u x o _ c 3E m Mao 0 g 3 o INTERIOR LL ELEVATIONS 0 a J w A414 KEYNOTES O I. PAINTED GYPSUM BOARD 1147 2. LAMINATE COUNTER SUPPORT REGISTER® 2q_g: 3. DOOR AND FRAME SEE SCHEDULE 4. WINDOW AND FRAME SEE SCHEDULE 5. 30"X 4a"CLEAR SPACE 6. 54"X 60"CLEAR 5PAGE D. UK L 12'-6" 8'-a" 7. 42"X 4a"CLEAR SPACE STATE OF WASHINGTON a/a5/is 25 3 rc� 0 124 122 BREAK ROOM I o D IOa a D a v G I 0 101 S S II 103 104 ` 3 i i F o 21 26 — GENERAL NOTES 97 123 I I A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FACE OF - HALL ° B. F.V.-FIELD VERIFY LOCATIONS/DIMENSIONS PRIOR TO WORK,NOTIFY ARCHITECT OF ANY 0I51-REFANGIE5. - 3 I Cl. PROVIDE BLOGKIN6 AT UPPER AND LOWER GABINET5 AS _ REQUIRED FOR ATTACHMENT. D. GONTRAGTOR SHALL PROVIDE SHOP DRAWINGS FOR o APPROVAL PRIOR TO FABRICATION OF ALL MILLWORK E. SEE GI01 FOR ADA GLEARANGE5 REQUIRED. 3 0 b_q' 20 11' _ i 'o BREAK ROOM ENLARGED FLOOR PLAN 3 �� 3 a NORTH 0 0 0 - - - - o 126 O o o0 00 00 105 LA W 103 103 / / Q W w J 121 149 O Z JI ¢ z co o 104 104 O O Q o V U =m Z 3 w Z _ al! j 0 0 SHIPPING/ ¢ (7 /^^ \BREAK ROOM ELEVATION 'C' BREAK ROOM ELEVATION 'D' REG DOI lol ® 2 � i � o EIV i' l i ; / � SCALE: 1/2" 1'-0" SCALE: 1/2" 1'-0" / GENERAL NOTES V) to < A a G KEY TO ROOM FINISH SCHEDULE 4 Q c0 o Q 1 D C B INTERIOR ELEVATIONS THIS SHEET ��y �ry u z O = EQUIPMENT NUMBERS N - - - - SEE EOUIPMENT SCHEDULE-SHEET Ab30 0 3 Q / U STAINLESS STEEL CORNER GUARDS Registered Architect in: W - - - - - AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA J � o dJ m Z 4 100 - o 0 KEY PLAN 41 _ _ 7 a a 101 4 102 L Q i 0 3 3 O S ZO m I N u x ry 48 O.G.MAX. - 102 tv L 4a"O.G.MAX. 3 0 g � 3 -6" M, INTERIOR o SHIPPING/ RECEIVING ROOM ELEVATION 'C' ELEVATIONS SHIPPING/ RECEIVING ROOM ELEVATION 'D' SHIPPING/ RECEIVING ROOM ENLARGED FLOOR PLAN SCALE: 1/2' - 1'-0"+ p a J NORTH A415 0 KEYNOTES O I. PAINTED GYPSUM BOARD 1147 2. DOOR AND FRAME SEE SCHEDULE REGISTER® 5. LAMINATE COUNTER SUPPORT T). UK STATE OF WASHINGTON ip/p5/Is tt� c� 0 0 O � p SETTLEMENT 113 109 10T 5125 LOCKERS O D B 5120 C ro � 101 A 112 ° D B B - G a m 108 IOl - � w N 101 113 102 101 III � r- 0 O DRIVER'S ROOM E3125 101 115 � m Tl 3 IOl 2 I14 y 0 9'_1 2'_5" 2'_0" z a ( GENERAL NOTES -lo" 21'-4" A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FACE OF WALL ° B. F.V.-FIELD VERIFY LOCATIONS/DIMENSIONS PRIOR TO WORK,NOTIFY ARGHITEGT OF ANY DISGREPANGIES.G. PROVIDE BLOGKING AT UPPER AND LONER CABINETS AS REQUIRED FOR ATTACHMENT. 1DRIVER'S ROOM ENLARGED FLOOR PLAN LOCKERS ENLARGED FLOOR PLAN �� SETTLEMENT ENLARGED FLOOR PLAN D. GONTrzAGroR SHALL PROVIDE SHOP DRANINcs FOR APPROVAL PRIOR TO FABRICATION OF ALL MILLWORK i 2 i E. SEE'OVAL FOR ADA CLEARANCES REQUIRED. z NORTH NORTH NORTH 3 0 'o �. O - - 0 y l02 - III - 101 102 - 101 _ 0 - - _ Z o O 0 e � e �Q1/ a IO2 v) W I2 2 Q H Owlz 6 SCALE: 1/2"= I'-D" 5 SCALE: I/2"= I o' 4 SETTLEMENT #B123 ELEVATION %B'- o U U 4 L L Z N O 0 � o � U C a � Z3 CoZ w Z GENERAL NOTES (n a w A KEY TO ROOM FINISH SCHEDULE 1 dp INTERIOR ELEVATIONS THIS SHEET y ��w z O = gl 101 101 - o IF, o Q EQUIPMENT NUMBERS SEE EOUIPMENT SCHEDULE-SHEET Ab5O 0 115 2 Q 101 - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 STAINLESS STEEL CORNER GUARDS Registered Architect in: AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA J - W _ o ZU ~o f� E KEY PLAN _ N a _ z 3 Z - - - - LL o m Q m o E DRIVER'S RM. #B125 ELEV. 'D' DRIVER'S RM. #6125 ELEV. 'B' DRIVER'S RM. #6125 ELEV. 'A' LOCKERS #6126 ELEV. 'D' LOCKERS #6126 ELEV. 'B' `° o Mao 0 o INTERIOR LL ELEVATIONS 0 a J w o A416Z ° SAFETY PRE-FAB METAL ROOF HATGH 1147 REGISTERED POST SPIPE PENETRATION,EXTEND METAL 51NOLE PLY-ROOFING, CONCRETE TILT COL AS NEGESSARY TO MAINTAIN LADDER .a°' INSTALL PER ROOFING 2X PRESSURE MANUFACTURER'S 5/8"GYP.BD A MIN.e"HT.ABOVE ROOF T). UK TREATED BLOCKING UP PANEL STATE OF WASHINGTGN TI6 2X PRESSURE TREATED ALL-PURPOSE SEALANT,PER SPEGIFIGATIONS BLOCKING ROOFING MANUFACTURER'S _ 3/4"x3/4"CHAMFER METAL STUD FRAMING SPECIFICATIONS PPEFIN15HEP METAL -SEE STIR PREFINISHED METAL GAP GAP FLASHING FLASHING RIGID INSULATION PER I"BEVEL • LESS STEEL SGREW ENERGY CALCULATIONS, TOP OF MASONRY BAIT INSULATIONEL:I6-O" CLAMP SLOPE AS NEEDED FOR POSITIVE WATER "J-BOLT ANCHOR AT 48"G�C. _ FLASHING PER O DRAINAGE MANUFACTURER'SttH SPEGI FIGATIONS METAL DECK,SEE EXTEND SINGLE PLY ROO ... STRUCTURAL DRAWINGS -- ' SINGLE-PLY ROOFING,MEMBRANE UP FAGE OF BRICK,SUPER ATLAS I/2"RIGID INSULATION I" 2" INSTALL PER ROOFINGI/2"JOINT W/BACKE O 2'O" ROOF DEGK SUPPORT, o ROD d SEALANT PARAPET AND UNDER GAP 3-5LOT FOR SOLDIER MIN. MANUFACTURER'S SEE STRUCTURAL EXTEND DOWN FRONT FAGE OF COURSE APPEARANCE SPECIFICATIONS DRAWINGS TILT-UP PANEL PARAPET TO BOTTOM OF 2X PT GROUT SLOTS TO MATCH BRICK - N w BLOGKING NORMAL BUILDING GROUT. CONCRETE WALLS FASTENER BACKER ROD d 4 LATION PER SEE STRUGTURAL SEE STRUCTURAL SEALANT ENERGY RIOID GJALGULLATIIONS DIA.RUNGS S� CONCRETE TILT-UP WALL PARAPET PANEL JOINT WALL JOINT PARAPET 4)BRICK/ WALL 5 ROOF PENETRATION PROOF HATCH & LADDER @ WAREHOUSE I/2"=I'-O" I I\ ca / SCALE:3"= I'-O" CONT.BEAD OF SEALANT O FASTENER FASTENER®12"0.6. COUNTER-FLASHING MAX LINE OF ROOF STRUCTURE-SEE a MEGH UNIT CONT.BEAD OF I J PRE-FABRICATED STEEL DTL.28/A500 FOR ADDITIONAL w WATERBLOCK 20 - J SINGLE PLY CONT.BEAD OF SEALANT 500 CURB WITH RIGID INSULATION INFO. I f ' AND WOOD NAILER o ROOF FASTENER®12"0.6. BRICK,-SEE STRUCTURAL MEMBRANE MAX. FOR CELL GROUTING AND O ^� TERMINATION BAR ALL VERT.d HORIZ. b" e I. RE I NFORG I N6 INFORMATION 500 {. GONT.BEAD OF J- WATERBLOGK _ 3 METAL 60UNTERFLA5HIN6 (3"MIN.FACE) w 1 n " " n a it i� b I/2"x2 I/2`xl/4"x2"LONG BENT PLATE y TOP,BOTTOM d(2)INTERMEDIATE r ¢ SINGLE PLY ROOF MEMBRANE \� Y Y LOGATIONS.WELD TO LADDER d BOLT INTO O v - - SINGLE PLY ROOF ON 3"OF RIGID INSULATION ON 1L - CONCRETE WALL w/5/8"DIA.HILTI z MEMBRANE METAL DECK,SEE STRUCTURAL MIK-BOLT II EXPANSION ANCHOREMBED -4" R-3b ENT BATT INSULATION }"FOIL FACED RIGID CONCRETE FLOOR INSULATION WITH I}"METAL"P' SLAB a FURRING CHANNELS(INSTALL SEE STRUCTURAL HORIZONTALLY)®24"O.G. /L O'-O w SEE STRUCTURAL T/GONG.SLAB O o 7 ROOF $ ROOF FLASHING 9 ROOF a e 11 ROOF CURB DETAIL SGAL6 I/2"= I'-O" SCALE:6- I'-O" 1 1/2"- 1'-O" I/2"= I'-O' F M� ROOF LADDER-18"WIDE w/b"MIN. TOE KICK. 3"x3/8"STL.BARS® w LADDER VERTICALS. o 23 I 500 3 CONDUIT OR CONDENSATE LINE 3/Ib"FILLETIT7 ° 3/4"REGE55 "GYP.BOARD ON I}"R161D - \ / LOOSE FIT GALVANIZED a 1"- - INSULATION WITH I}"METAL"Z" -" METAL STRAP WITH LAG - _I --` SCREWS I"DIAMETER STEEL RUN65®12" FURRING CHANNELS(INSTALL _ 7 RUBBER BLOGK O.G.-WELD TO VERTICALS V HORIZONTALLY)®24"O.G. .I, m _4�_SH (PAINT SAFETY YELLOW) 'o _ FINISH GRADE BLOGKI REDWOOD ry n dye BLOCKING 'AT - 4'-O"TO 10'-O" a .� BACKER ROD&SEALANTBRIC m 2"REGE55 CELL ROU-SE STRUCTURAL FOR - DELL GROUTING AND ALL VERT. a a O - d HORIZ.REINFORGING INFORMATION 1/2"MIN.ROOF o PROTECTION MATERIAL O 0 SEE STRUCTURAL PLASTIC CEMENT y SEE STRUCTURAL BETWEEN PAD m o AND BLOCK 0 REVEAL AT CONCRETE WALL REVEAL AT CONCRETE WALL EXPANSION JOINT AT BRICK WALL j ROOF LEADER AT CONCRETE SLAB PIPE SUPPORT PROOF LADDER TO WALL Z 12 13 I 14 I 15 I R] I 1. O °O I/2"=I'-O" '� I/2"= '-COT SGAL6 I/2"= I'-0" SGAL6 3/4"= I'-O" SGAL6 3"= I'-O" REFER TO ELEVATIONS d DOME WITH CURB Z SECTIONS FOR WALL COORDINATE WITH ROOF ACCESS Q FINISH OPTIONAL INNER DOME HATCH,7 MIN.TO EDGE OF HATCH < a 60NT.BEAD OF SEALANT OR BACK WALL. //1 x FASTENER®12"O.G. v, W MAX. FLASHING - - Q GONT.BEAD OF Imo' Lu 4 WATERBLOGK ` ° SEE STRUCTURAL z 60NT.BEAD OF SEALANT _ TPO SYSTEM a p FASTENER 0 12"O.G. - ` Lu U _ MAX. v c7 o- 2-1/2"X 3"X 1/4"THK.BENT GONGRETt WALL LL w F TERMINATION BAR t 4 -w METAL WITH I/2"X 3-3/4" w 4 GONT.BEAD OF EXPANSION BOLT AT 32"O.G. U O N - CO o o HE AL LOCK TYP.EACH SIDE. O Q o p w METAL GOUNTERFLASHING TUBE ANGLE ADAPTER N/ w (3"MIN.FACE) V a m Q v k' BRICK EXPANSION JOINT v m Z. 3 LL SINGLE PLY ROOF w W 0 w a/ o BACKER ROD d o MEMBRANE EXTENSION TUBE I"DIAMETER STEEL LADDER Q F SEALANT RUNG AT 12"O.G. ® F- Z w w � eta NOTE:CONTRACTOR TO FIELD VERIFY ROOFING CONDITIONS PRIOR TO INSTALLATION a SNOT USED PROOF FLASHING �SOLATUBE SNOT USED SCORNER JOINT AT CONCRETE WALL 3 Hryu :p ° I 1�5 ■y I /1/ I %1 !� SCALE: 5- 1'-O" SGAL6 1/2"= 1'-O" SCALE:3"=I'-O' - 0 SOLATUBE DOME ° NOTE: ASSEMBLY OR ® 3"X 3/B"SIDE RAILS ® Registered Architect in: N MEGHANIGAL EXHAUST I. SEE PLUMB.DWGS. T O - J FOR DRAIN d PIPE SIZES SYSTEM AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA 4 AS OCCURS � w 2.ROOF DRAIN FITTINGS o m PREFAB METAL GURB SHALL BE GOMPATIB RO F DRAIN _u o m WITH ROOF SYSTEM. SEEI PLUMBING DWGS. y _ '" O VERIFY WITH POOR G ® L ry ° Q WOOD CURB CANT z INTERIOR FACE SEE STRUCTURAL FOR MNFR. TRANSITION i Cl (POURED UP) ALL PANEL REINFORGING > FIBERGANT OR BACKER ALL AROUND Q w o Y � O g I II ,. ROD 3 a I I z a - SINGLE PLY ROOFI. PIPING -------- I"DIAMETER STEEL m MEMBRANE OVER RUNG AT 12"ER O.G. �I LL v INSULATION BOARD a o ry a`„�.� 6 JOSAM SPOUT WITH TRIM - a - JOSAM SPOUT WITH TRIM RING, MEGHANIGALLY FASTENED N " x o RING,MAST BRONZE ° ° CAST BRONZE ]DECK ® .� EXTERIOR FACE W AG DTH,UP ROD.ISO%OF JOINT m c tO METAL ROOF DEGK o 5"GHAMFER AT FILL JOINT WITH SEALANT DECK CLAMP o ALL EXPOSED I "FOIL FACED RI61D BLOCKING PER HUB(Y) -1 DETAILS o O - PANEL EDGES INSULATION WITH 1 j'METAL Z STRUCTURAL - r FURRING GHANNELS(INSTALL �15LOGKINO AS REO'D 5 SOLATQ - ADDITIONAL NOTES AT DETAIL 2 OR HORIZONTALLY)®24"O.C. ME6HA IC L A5O1 MEGHANIGAL DUCT AS OGGURS o :. = SEE STRUCTURAL -- W W W QO) ^o o �O/F ROOF DRAIN — CONCRETE �TILT—UP WALL JOINT �O/F ROOF DRAIN — MASONRY ROOF CURB DETAIL PROOF DRAIN ROOF LADDER (TOTAL HEIGHT Jy 23 24� 26 28 O �� I/2"= I'-O" �� SGAL6 "=1'-O" �� „1 I/2"= 1'-O" SCALE:3"= I'-O" �� 1 1/2"= P-O" SCALE: 1 1/2"=1'-O" MTL.ROOF RIDGE GAP STANDING SEAM MTL. 1147 REGISTER® ROOF POWDER COATED ARCHITECTURAL D. UK CONNECTOR PLATE STATE OF WASHINGTGN DENS DECK a/a5/0 HEAVY TIMBER TRUSS FRAMING POWDER COATED ARCHITECTURAL CONNECTOR PLATE EXISTING ROOF BENT METAL FLASHING EXISTING OR NEW ROOF DECK z 18 GA GONT SLIP TRACK C WITH#10 3/4"SELF MTL STUD BRAGING AT m TAPPING SCREWS®24" 48"O.G.ALTERNATING � O.G.ANGHOR TO DIREGTIONS.SHOOT TO STRUCTURE A50VE WITH UNDERSIDE OF ROOF USP STRUCTURAL DECKING CONNECTORS HEAVY TIMBER BEAM 45° HEAVY TIMBER TRUSS — FRONT SIDE SNOT USED SNOT USED SCALE: 1/2"-1'-0" � BENT METAL FLASHING SCHEDULED CEILING SCHEDULED CEILING 2x FASCIA SYSTEM NOTE:CEILING SYSTEM NOTE:GEILING SYSTEM DOES NOT OGGUR SYSTEM DOES NOT OGGUR STANDING SEAM MTL.ROOF RIDGE GAP - IF IN ALL AREAS-SEE RGP IN ALL AREAS-SEE RGP o MTL.ROOF PROVIDE BATT AS NOTED PROVIDE BATT AS NOTED 1. EXTERIOR FACE ON WALL TYPE ON WALL TYPE a STANDING SEAM MTL. w 1/2"CHANNEL AT 4b"O.G. v 1 1/2"CHANNEL AT 4b"O.G. w ROOF dl MAX FOR LATERAL r MAX FOR LATERAL DENS DECK w BRAGING w BRAGING o B DECK ROOF DENS DECK R-11 BATT INSULATION 5/S"GYP.BD.ON METAL N 5/b"GYP.BD.ON METAL DEGK STUD STUD B DECK ROOF DECK HEAVY TIMBER TRUSS POWDER COATED FLOORING AS 5GHEDULED SEE STRUCTURAL FLOORING AS SCHEDULED - °. ARCHITECTURAL BEAM WALL BASE AS WALL BASE AS o HEAVY TIMBER BEAM HANGER N s/e'GYP.BD.OVER 3%l'METAL STUDS 5GHEDULED SCHEDULED m -SEE STRUCTURAL 3 HEAVY TIMBER FLOORING AS SCHEDULED FLOORING AS SCHEDULED POWDER COATED BEAM z ARCHITECTURAL POST GAP HEAVY TIMBER TRUSS w ° CONCRETE TILT WALL CONNECTOR BOLTS-SEE ANCHOR RUNNER TO SLAB ANCHOR RUNNER TO SLAB STRUCTURAL - WITH FASTENERS AT WITH FASTENERS AT y 24"O.G. 24"O.G. HEAVY TIMBER NOTE-WALL TYPE E33 COLUMN POST-SEE ELIMINATES GYP.BD ON GAVITY STRUCTURAL SIDE a BRAKE @ HEAVY TIMBER TRUSSHEAVY TIMBER TRUSS — BACK SIDE SNOT USEDFURRED WALL PARTITION WALL "D/D1/D2" PARTITION WALL "B/B1/B2/B3" o SCALE:3/4"=1'-O" SCALE:3/4"=1'-O" SCALE: "=1'-O" SCALE: 1 1/2"= 1'-0" SCALE: 1 1/2"= 1'-0" a 5TRUGTURAL SEALANT PREFINISHED METAL BRICK WALL FLASHING TO MATCH ROOF SEALANT PREFIN15HED METAL o COMPLETE PREFIN15HED FLASHING TO MATCH ROOF STANDING SEAM MTL. 12' COMPLETE PREFIN15HED ° ROOF METAL ROOFING SYSTEM ° STANDING SEAM 12 %a"METAL HAT CHANNEL (2J LS"xL5'x.25' 12" METAL ROOFING SYSTEM _W 2" MTL ROOF (2)1.5"x1.5"x.25" s a ~ DENS DECK OVER 18 GA.UNISTRUT /a"METAL HAT CHANNEL EXTERIOR FACE 3 CLIP L(ONE GANOPY FRAME®48"O.G. OVER III GA.UNISTRUT 19 CLIP L(ONE > o EA.SIDE)EXP. CANOPY FRAME®48"O.G. a A501 DENS PECK B DECK ROOF DECK EA.SIDE)EXP. /a'CHAMFER AT - BOLT TO STRUCTURAL BRICK WALL B DECK ROOF GROUT FILLED BOLT TO DECK DELL W/HILT NEW R.G.P.AND GRID ALL EXPOSED o SYSTEM GROUT FILLED GONGRETE TILT WALL WIRE TIED ABOVE-TYP. ° PANEL EDGES - I o LIGHT FIXTURE REFER TO CELL[IV HILTI HEAVY TIMBER TRUSS KB-II ELECTRICAL PLANS STEEL ANGLE LEDGER o K13_II LIGHT FIXTURE REFER TO � FILL JOINT WITH SEALANT 'o -SEE 5TRUGTURAL RIB COVER TO ELECTRICAL PLANS a HEAVY TIMBER TRUSS ° ° POWDER COATED 0 GA. CONFORM TO RIB COVER TO SLOPE OF ROOF 18 6A. z o -SEE STRUCTURAL ARCHITECTURAL UN15TRUT SLOPE OF ROOF _ HEAVY TIMBER BEAM CONNECTOR PLATE CANOPY UNISTRUT B.O.GEILI G BACKER ROD.I50% 0 0 0 o FRAMING® CANOPY OF JOINT WIDTH. — 3 -SEE STRUCTURAL HEAVY TIMBER = - e ° a POWDER COATED BEAM FRAMING 48"O.G. O 48"O.G. b 5/0 GYP.BD.OVER ARGHITEGTURAL E BOLTS SEE PREFlNISHED — METAL STUDS ° POST GAP STRUCTURAL - PREFINISHED !' •` VARIES 3 5A5 METAL STUDS 5/e"GYP.BD.OVER METAL TRIM METAL CORNER BEAD GO TO MATCH 3'-b" METAL TRIM SEE WALL BOTH SIDES o POWDER COATED 3'-b" R-11 BATT INSULATION o SOFFIT DOLOR PREFINISHED METAL SOFFIT TO MATCH SECTIONS _ w BOLTS-SEE o ARCHITECTURAL POST TO MATCH ROOF COLOR SOFFIT COLOR 5TRUGTURAL GAP CONNECTOR PREFIN15HED METAL SOFFIT S'-b"J. 50LID FILL BRICK CELLS AS TO MATCH ROOF DOLOR B.O.B o HEAVY TIMBER REQUIRED-SEE 5TRUGTURAL VARIES GOLUMN P05T- HEAVY TIMBER ONLY.1/4"BENT PL.WITH BACKER ROD d SEALANT y SEE STRUCTURAL GOLUMN POST STOREFRONT SYSTEM SEE WALL p -SEE DOOR/WINDOW SECTIONS 1/2"LUGS®24"O.G.DOOR EDGE GUARD CAST IN ABEAM TO BRICK WALL DETAIL HEAVE @ HEAVY TIMBER TRUSS DAWNING DETAIL SCHEDULE DAWNING DETAIL PANEL BULKHEAD INTERIOR WALL @TILT PANEL . L1 14 17 �� �, Ilf Z ° SCALE:3/4"=1'-O" " " 5GALE: 3/4"=1'-O" SCALE:3/4"=1'-O" 56ALE:3/4"=1'-O" "� 5GALE: 1 1/2"= I'-O" w O ° HEAVY TIMBER Z COLUMN POST a SEALANT BAGKER ROD AND x LA STRUCTURAL BRICK �/ WALL PRE-CAST CONCRETE W GAP,SLOPE FOR Z) BENT MTL FLASHING DRAINAGE STRUCTURAL BRICK,SUPER A.G.T.AS SCHEDULED Q' W STANDING SEAM I" I" ATLAS 3-5LOT FOR MTL ROOFING O SOLDIER COURSE i9 -�' APPEARANCE. GROUT O Z 4 SLOTS TO MATCH NORMAL U U BUILDING GROUT. VARIES(SEE RGP) R-11 BATT INSULATION o 0 STRUCTURAL BRICK A.F.R U O N - DENS DECK _ ° N.5TRUGTURAL P05T o GYP.BD.OVER 6" O 3 0 BASE METAL STUD TO UNDER 5/&"GYP.BD.OVER 3 5/5". y • ` •• - SIDE OF DECK-SEE METAL STUDS V m Z STRUCTURAL BD EC D KGK ROOF ° a CORNER BEAD 5"X5"STEEL COLUMN Q 0, ° GONGRETE FOOTING- (SEE STRUCTURAL DRAWING) = Z u STEEL ANGLE ° SEE 5TRUGTURAL _ f J o LEDGER-SEE • - VARIES(SEE RGP) ® ,^ Q < m to 5TRUGTURAL °4. P v/ AGOUSTIGAL CEILING TILE a FLASHING DETAIL COLUMN BASE %.S SNOT USED SNOT USED G SOFFIT INTERIOR WALL @COLUMN ° 3 =Q o 11 9 1 SCALE:3"=I'-O" 56ALE:3/4"-1'-0" �` CEILIN NEW GONGRETE TILT WALL o o NEW CONCRETE CURB POUR BACK- 2"DIAMETER �j SEE STRUCTURAL FOR REINFORCING Registered Architect in: 11 J GUARDRAIL 3y2" 71 OR 5)/2" AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA F w NEW 3 1/2"X 3 1/2"STEEL ANGLE o m EO. EQ. IRON PAINTED OSHA YELLOW- ro SEE 5TRUGTURAL FOR EMBED ++ _ v Q ro INFORMATION L ry z O POST BASE CONCRETE TILT NEW b"CONCRETE FLOOR-SEE i o p PANEL 5TRUGTURAL Q w e`° a In N NEW FOOTING& INSULATION s/g"GYP.BD.OVER p HT.VARIES DOOR S OCCURS - 35/e METAL STUDS aj TYP. A Z _ ° e a. 12" 12" GPO. 12" 12" R 11 BATT INSULATION LL STRUCTURAL BRICK WALL NEW 3 1/2"X 3 1/2"STEEL ROOF DRAIN PIPES x N '� ANGLE IRON PAINTED (SEE PLUMBING DRAWING) N " x o p, GONGRETE OSHA YELLOW.SEE E 3 `w ry 20 20 RAMP STRUCTURAL FOR EMBED o a p s A501 SIN. A501 ANCHOR RUNNER AT ENDS AND AT 24" 5 .a. INFORMATION p STORUG BRICK STRUCTURAL BRICK BASE — — — I_ ° 4'-011 O.G.WITH RAMSET 1500 3 - FIN.GRADE TURAL ° NEW GONGRETE CURB POUR POWDER AGTUATED HEADS OR EQUAL o ' BACK SEE STRUCTURAL O -SEE STRUCTURAL -SEE STRUCTURAL -:9 FOR REINFORGING ACOUSTIC SEALANT DETAILS EO. EQ. FOR REINFORGING FOR REINFORGING a EXISTING CONCRETE TILT z y .s .. , WALL PLAN a 2_8 COMPACTED GRAVEL FILL A5 01 � 25 ENGAGED COLUMN BASE 26 FREE STANDING COLUMN BASE 27 CONCRETE RAMP -5EE STRUCTURAL SANITARY CURB 30 INTERIOR WALL @ROOF DRAIN SCALE:3/4"=1'-O" SCALE;3/4"=1'-O" SCALE: 1/2"= I'-0" 29 SCALE:5/4"= 1'-0" O 6y"MIN.GLE R GAP BOLLARD WITH BOL ARP/ 1147 REGISTER® EDGE OF SGHEDULE 40 DOOR OP'G. ROUND GAP. WELD 6"O.D.STEEL PIPE BOLLARD. 3/8" GONNEGTIONS AND _ MINIMUM WALL THICKNESS. SEE DETAIL D. UK GRIND SMOOTH. —� I/A502 FOR ADDITIONAL INFORMATION. STATE OF WASHINGTON PAINT BOLLARD /� SAFETY YELLOW // \ a/a''/s 3"OVERHEAD TRACK,DOOR,AND 6"OR&"O.D.STEEL / \� ANGLE GONNEGTIONS TO P.G.WALL PIPE BOLLARD. I I BY DOOR GONTRAGTOR. 3/B"MINIMUM WALL Z3/8 680 D. 3/8 NO GONGRETE FILL. - \\\ \_ / - ADD r-ONDUIT FEED UNDER SLAB TO l"MIN. T GNOTE: M LEVELER BY E.G. SEE DETAILS THIS CLEAR SHEET AND ELEGTRIGAL DWGS.FOR ttl 'L INFO. NOTE:9'-6"CLEAR OM DOOR OPENING WIDTH BOLL RDS/ Oi Q -_ — TO BE VERIFIED IAV GLIENT EDGE OF 6"O.D.STEEL PIPE z `r N LEVELER CONTROL BOX BY LEVELER DOOR OP'C,. BOLLARD. 3/b" o O CONTRACTOR. _ _ MINIMUM WALL j THIGKNESS. SEE ~O EDGE GUARD-SEE I/A503 �� DETAIL Ib/A500 P'-6"CLEAR OVERHEAD DOOR OPENING / FOR ADDITIONAL g. \ INFORMATION. < 8 I'-2 1/2" T-I"CLEAR PIT DIMENSION I'-2 1/2" / _P EXISTING PRECAST CONCRETE WALL I 3"OVERHEAD TRACK,DOOR,AND I PIT ANGLE CONNECTIONS f DOCK LEVELER/ / TO P.G.WALL BY STEEL LEVELER PIT ANGLES BY 6G. 2 DOCK OPENING/ DOCK SHELTER IN FOREGROUND \ DOOR CONTRACTOR. 4 A400 DOCK SHELTER SHOWN DASHED. SEE DWGS.B/A500 \ n ° ° ° - °° DOCK SHELTER. AND I6/A500.ANGLE 3'X 3"X 1/4"X I-l"LONG = CONDUIT FEED TO Q 4 REQUIRED PER PIT MOTOR OPERATOR a.$- WITH PULL 5TRING5 w ~ BY E.G. WIRING AND >O AGE OF DOCK BELOW. v _ CONTROLS BY DOORLL O CONTRACTOR.V _ ______ ___ NOTE:ALL 3"X 3"CURB ANGLES TO HAVE BOLTED CONNECTION AT BUMPER SIDE d ANCHORS I/2"DIA.x 6"LONG ON 12"MAXIMUM DOOR OPERATOREa. EQ. AWAY FROM OPENING. (TYPICAL) - O GENTERS ALL 4"X 4"CURB ANGLES TO HAVE ANCHOR5Yz"DIA.X b"LONG ON 6"MAX. ° CONTRACTOR.DOORo GENTERSALL ANGLES PAINTED P-____AMINATED RUBBER DOGK BUMPER ro 9 o0 oo ° EXISTING PREGA5T STEEL SHELTER PROTECTOR a '- WALL WELD BUMPER TO PIT ANGLE AT DOCK SIDE.(TYPICAL) a n I'-4"DIA. GONGRETE BASE. GONDUIT RUN FROM OPERATOR BY El. EDGE GUARD-SEE REFER TO ELECTRICAL DWG5. I/A503 m <. w V-I"GLEAR LEVELER PIT OP'G. ANGLE 4"X 4"X Y4"X T-1"LONG - // q 6"CLEAR OVERHEAD DOOR OPENING \\ r II'-3" OVERALL SHELTER WIDTH a BOLLARD DETAIL PLAN DETAIL AT DOCK DOOR JAMB 1LEVELER PIT ELEVATION DETAIL -DETAIL AT OVHD. JAMB SCALE: 1 1/2"= I'-O" �/ SCALE 1 1/2"= I'-0" �/ SGAL6 I/2"= I'-O" 2 40o CANOPY ABOVE. SEE 5EGTION w ANGLE 3"X 3"X 3/16"X-P 7"LON6 15"MIN. 6" 3'- L CLEAR L3 0 PALLETJAGK GHARGER, ____ __ ———— NOTE;ALL 3"X 3"CURB ANGLES TO HAVE COORDINATE LOCATION 2 �� ANGHOR5 1/2"DIA.x 6" WITH OWNER LONG ON 12"MAXIMUM IL gaoo GENTERS.ALL 4"X 4"CURB ANGLES TO HAVE ANCHORSY�'DIA.X b"LONG ON 6"MAX. Q GENTERSALL ANGLES PAINTED P-_- �' S ~'o BUILDING WALL DOCK SHELTER. CONDUIT RUN TO CONTROL BOX BY E.G. B 6A.PRE-GALV.OPEN p II NUMBER OF CONDUITS WILL VARY WITH LOGAL GRATING-AT ALL TREADS N CODES. 5/4"CONDUIT REGOMMENDED BY MFR. AND LANDING. w E.G.TO PROVIDE J-BOXES AS REO'D BY MFR. o CL PIT/ INSULATED STEEL SECTIONAL F II DOCK LEVELER/ OVERHEAD DOOR. SHOP PRIMED FOR ANGLE 3"X 3"X.3/16"X T LONG,(2)REQUIRED PER PIT - m DOCK OPENING/ FIELD PAINTING. r CL PIT/ 2 II 1 II O DOCK SHELTE DOCK LEVELER/ A502 _ BOLLARD. SEE DETAIL. HANDRAIL RETURN TO GUARDRAIL DOGK OPENING/ I =— 0 W I ® 1 DOCK SHELTER I / }"O.D.METAL HANDRAIL-TYP. o ANGLE 4"X 4 X 1/4"X T-I"LONG 1-1/2"O.D.STEEL TUBE,42"HIGH GUARDRAIL,GALV. Q 4 w Z I r N N 0 O 6 LINE OF DOOR OPENING BEYOND, S 4 Z w "D �`_ _ OUTLINE OF DOOR SEAL < a ~ ry DOCK LEVELER W w A502 LAMINATED RUBBER BUMPER I/2"GAP BETWEEN LAMINATED RUBBER DOCK BUMPER. NDRAIL& GUARDRAIL W 5 STEEL SHELTER PROTECTOR ,DEL.=O'-O" T/GONSLAB - O a Aso2 SHELTER FACE CURTAIN Z UP(b)RISERS U U 4 101/2"10 I/2" (FIELD VERIFY) 1� d STEEL SHELTER PROTECTOR HANDRAIL RETURN TO GUARDRAIL Q Z co w V-q"CLEAR SH LTER OPENING I'-/ r 1 O clI O LEVELER PIT AN6LE5 SHOP PRIMED 12 N o 0 FOR FIELD FINISH BY OTHERS. REFER 10 1/2" q'-6"CLEAR OVHD.DOOR OP'G 3'6"(TYPICAL) 50 O Q o TO DETAIL O/A500 FOR ADDITIONAL ( ) r 0o ee INFORMATION. II'-3"SHELTER F ME DIMENSION v m Z 3 W Z EXISTING CONCRETE DOCK FACE 12'-6"CENTER OF DOCK TO CENTER OF DOCK(TYP) 12'-6"CENTER OF DOCK TO CENTER OF DOGK(T(P) 6,O„ :.7 Q 0 Ee An TIGONG.SLAB NOTE GALV.STL.POST ALL STEELQ <TYP.OF(2)-PAINTED SURFAGES TO 20 BE GALVANIZED. / / \ ` / a LOADING DOCK ELEVATION PLAN DETAIL AT DOCK LEVELER PIT STAIR PLAN SCALE: 1/2"= T-O" I6/ SCALE: 1/2"= I'-0' Imo/ SCALE: 1/2"= I'-0' z Z6,) 3 :O O 4 T TREAD e II"EA. 12" }"5TD.PIPE GUARDRAIL o ROLL-UP DR.8 JAMB 4 d - }"POSTS 6'-0"O.G.MAX O SEGURE JAMB INTO Registered Architect in: i0 GONG.TILT PANEL - WALL J SEE STRUCTURAL PER STRUCTURAL HANDRAIL Az,co,R,MT,NV,NM,oK,oR,Tx,UT,WA INTERIOR wa s EXTERIOR DOOR,SEE DOOR - z o m ° SCHEDULE f u Y O DOOR GUIDE II" v a Q a TREAD L ry z Cl - BENT PLATE AT WIDTH U m Q 'c"'e a O a s 4 a JAMB BEYOND - - - - Z GALV.I/4"BENT PL.WITH p WEATHERSTRIP Q LL o FLEXIBLE ASTRAGAL J p LL_u 1/2"LU05®24"O.G.DOOR a EDGE GUARD CAST IN FIN.FLR. N ro z u a"r a. Q PANEL \ a _ SLF OBE w HANDRAIL = TO HANDRAIL RETURN3. 0 0 N RETURN TO J - a w GALV.1/4"BENT PL.WITH 1/2" 3 1/2 X 3 1/2 X n X RETURN TO a o g GUARD G4"OIN POOR EDGE _ a a- 1/4 W/1/2"DIA. Q o N a� X 6"LONG F LINE OF WALL 3 Q �. _a\ a d= STEEL CHANNEL STRINGER O Q _ a (MAX.)WELDED DETAILS C) a SEE PLAN -\ - - - STUDS AT 12" "TRACTION TREAD",TYR. o r PER PLAN VER.WITH STRUGT. y2 ° O.G. CONCRETE PAVING GONGRETE SLOPED TO DRAIN 5 LL NEW TILT-UP OPENING - SEALANT OVER f -SEE CIVIL a �I GONG.WALL 1/2"EXP.JOINT I"OFFSET,TIP. MATERIAL NOT USED COILING DOOR JAMB (HEAD SIM) �O/H DOOR GUARD DETAIL DOOR GUARD DETAIL DOOR SILL @OVERHEAD DOOR A502 � \ STAIR SECTION A1� 11� �12 SCALE: I I/2"=1'-O' SCALE:3"=1'-O" SGAL6 I/2"= I'-O" z O O SEE STRUGTURAL SEE STRUCTURAL H.M.FRAME OFFSET 5/8" I}"FOIL FADED RIGID 9947REGISTERED FOR FLUSH GYP.BD. INSULATION WITH I}" ° ° BATT INSTALLATION METAL 2"FURRING B - a a OMIT DOOR STOP AT CHANNELS(INSTALL GONGRETE WALL - INSULATION PIVOT JAMB AND HEAD HORIZONTALLY)®24" a o GONGRETE WALL D. UK STATE GF WASHINGTON O.G. 3 5/8" d° ATM SIDE WEATHER STRIP °cd METAL BRICK,-SEE EXTEND GYP BD. STRUCTURAL FOR SNDS ABOVE CEILING(TYP.) CELL GROUTING AND 5/8„ DOOR ALL VERT.8 HORIZ. AND SEALANT a° OQ GYP.BD. AND SEALANTBACKER OD .�° O° SHIM AS REC•1'D REINFORCING a a INFORMATION EXTERIOR d INTERIOR EXTERIOR d - INTERIOR ACOUSTICAL CEILING 3/4" da BENT METAL a 5/4" TILES "TAPGON SCREW5 - ° - ° ° FLA5HING ° ° ° PIVOT HINGE TOP AND BOND BEAM,-SEE _ o ALIGN BOTTOM-HAGER 500 STRUCTURAL w SERIES(80tt DOOR MAX.) BALKER ROD BLDG.LINE /a"CHAMFER, BLDG.LINE 3/a°CHAMFER, GONE.ROOM SIDE PAINT GRADE CAULKING BOTH SIDES BEYOND T-p BEYOND TYp OF BACKER SHIM AS REO'D J. BEAD AT GYP.BD. 5/b"GYP.BD. INSULATED ALUMINUM INSULATED ALUMINUM STOREFRONT GLA55 STOREFRONT GLASS STOREFRONT 5Y5TEM SYSTEM SYSTEM -5EE DOOR/WINDOW SNOT USED SNOT USED DOOR JAMB (HEAD SIM) WINDOW HEAD DETAIL SGHEDOLE WINDOW HEAD W/ FURRING (JAMB SIMJ WINDOW HEAD ( AMB SIMJ INSULATED INSULATED GLASS ALUMINUM GLA55 0 DOOR HINGE B BLDG.LINE STOREFRONT STOREFRONT 5YSTEM-SEE SYSTEM BLO6.LINE a BACKER ROD 8 DOORhJINDOW SCHEDULE BEYOND s BEYOND SEALANT TYP HAMPER, MEER HOLES, w HOLLOW METAL DOOR ALUMINUM OR 50LID WOOD DOOR STOREFRONT J AS SGHEDULED BLOCKING BACKER ROD 8 SEALANT 5HIM AS GOORDINATE SYSTEM ° BREAK MTL TYR BOTH SIDES REQUIRED BENT METAL WITH SEALANT (SILL ONLY) FLASHING 3/a"GHAMFER, 50LID BRICK ROWLOCK TYP. COURSE,ADJJST GROUT TO WEEP HOLES, 2X PRESSURE COORDINATE 5/8" m HOLLOW METAL DOOR TREATED BLOCKING PROVIDE P051TIVE 5LOPE - BACKER ROD - m AWAY FROM STOREFRONT WITH SEALANT - ° GYP.BD. AND SEALANT FRAME AS SCHEDULED- 4 3 d � � 3�4: �4. a. PROVIDE GONT. "DIA.THREADED ROD®I6" OVERHANG ROWLOCK TYP, a _ �, a a - a 3 SEALANT ALL SIDE O.G.DRILL INTO BOND BEAM AT ALL WINDOW SILLS FROM FRAME TO GYP. AND ADHERE WITH HILTI HIT HY ° ° ° 3 5/8"MTL. ° °. ° SHIM AE BD. 150 ADHESIVE-SEE BOND BEAM,-SEE EXTERIOR - STUDS REQUIRED w STRUCTURAL STRUCTURAL EXTERIOR a INTERIOR 5/b"GYP.BD.OVER ° - - -- BATT BRICK,-SEE 5TRUCTURAL INSULATION BOTH METAL STUDS BACKER ROD ° z BOTH SIDES e"GYP.BD.ON }"RIGID FOR DELL GROUTING AND AND SEALANT d ° a d .4 e _ d .° d ° GONGRETE - INSULATION WITH I}"METAL 2" ALL VERT.8 HORIZ. a a - a - WALL 'z FURRING CHANNELS(INSTALL REINFORGIN6 INFORMATION .a INTERIOR .a HORIZONTALLY)®24"O.G. GONGRETE WALL - m I II I a L SEE SRTUGTURAL L SEE SRTUGTURAL L NOT USED �\NOT USED �1DOOR JAMB (H.MJ �;,1WINDOW SILL DETAIL WINDOW SILL W/ FURRING WINDOW SILL r m SEE STR GTURAL d p ANCHOR BOLT BATT INSULATION w a V a TILT-UP GONG.WALL t d ttl 3 d MINIMUM 3 5 3 5/8"METAL STUDS PER - d d EP 51D ° P SIDE d < _ SEALANT 8 BALKER LINE OF TILT WALL GYP.BD.- ROD BEYOND AS OGGURS - — _ BRICK,R6 STRUGNRE �� - a _ H.M.DOOR FRAME FOR CELL GROUTING AND - d- `r H.M.DOOR FRAME ALL VERT.8 HORIZ. d BENT METAL ALUMINUM DRIP EDGE 'o REINFORCING FLASHING LINE OF DOOR FRAME INFORMATION v 3 BEYOND m ° LINE OF DOOR STOP "GYP.BD. BEYOND M. 2X PRESSURE H. � _ TREATED BLOCKING H.M.DOOR FRAME HOLLOW METAL FRAME, 4 FULL HEIGHT OF TILT UP GONG.WALL DOOR GROUT JAMB SOLID X ADA APPROVED WALL MOUNTED Q THRESHOLD SET IN ONLY ANCHOR BOLT ° F SEALANT WHERE OGGURS USING O"BUILDER 5HIM A5 TAPCON ANCHORS® REpUIRED SEALANT 8 BALKER 140 DEGREE SWING DOOR 12'O.G. ROD o -SEE DOOR SCHEDULE SEALANT AND H.M.DOOR FRAME a BACKER ROD H.M.DOOR b„ o BOTH SIDES SNOT USED SNOT USED DOOR THRESHOLD OHM JAMB @BRICK OHM AMB @ CO CRETE WALL OHM HEAD DETAIL @CONCRETE WALL �� SCALE: �� SCALE: �� 16 SCALE: 1 1/2"=1'-O" / SCALE:3"=1'-O" O ° 0 PROVIDE�"CONDUIT AT LINE OF CHAMFERED Z CENTER OF DOOR FRAME REVEAL Q WIRERAIR DO FLUSH TO FRP 1AND d EXTENDS INTO DOOR PROVIDE F ANCHOR BOLT x INSIDE FACE OF MASONRY FRAME CAVITY TEMPORARY PULL a � W STRING d TILT-UP GONG.WALL TURE MASONRY BEYO�D SEE DOOR SCHEDULE REINFORCING INFICK-SEE ORMATION RICO FOIL ON FACED m a d Q' LLI OUTS PE FACE FOR CELL GROUTING AND PLYWOOD ON DOOR- ALL VERT.8 HORIZ. IGID FOIL FAG GLAZING AS SGHEDULED IN "Z" = SEALANT 8 BALKER ►-� a BRICK LINTEL r CHANNELS AT o Z 24" ROD Lu SET THRESHOLD IN 3 -SEE STRUCTURAL Aj; o O.G.HORIZ r l U 4 H.M.DOOR FRAME `/ CONTINUOUS BEADS 'l� F T-4"AFFT t J GLAZING STOP SEALANT L7 LT MASONRY OR ¢ Z N WITH BACKER ROD < HEAD HEIGHT N w GONGRETE SIDEWALK TILE TO CONTINUE BOTH 51DE5 U o HOLLOW METAL WINDOW -SEE CIVIL UNDER THRESHOLD O Q o FRAME AS SGHEDULED- CONTINUOUS METAL DRIP PROVIDE C_ T. GAP TREATED PRESSURE r H W 3 SEALANT ALL SIDES FINISH FLOOR TREATED BLOCKING �./ m Z w WEATHER STRIPPING Z UHMW POLYETHYLENE 2" 24" H.M.DOOR > O o RIGID INSULATION FILLER�' 140 DEGREE 5WIN6 DOOR DRILL J'HOLE AT Q Z a -SEE DOOR SCHEDULE CENTER OF DOOR ® > U� f J o AIR DOOR MA6NETIG FRAME FOR AIR > 5WITCHES MOUNTED TO DOOR SWITCH WIRE A � N Q F1w5HEo PLooR DOOR AND FRAME,OVER NOTE:DOOR FRAME GROUTED I" WEATHERSTRIPPING SOLID EXCEPT FOR HEAD a SNOT USED SNOT USED INTERIOR WINDOW SILL STOREFRONT DOOR SILL @BRICK nq HM HEADER @ BRICK OHM JAMB DETAIL @CONCRETE WALL= 06 N m o N 19 SCALE: i�L SGALE: �� 22 SGAL6 I/2"=1'-O" GJ SCALE: I/2"=1'-O" �4 SCALE:3"=1'-O" O - b" o U N Registered Architect in: 11 J AZ,CO,FL,MT,NV,NM,0K,0R,TX,UT,WA F W o m U m Y m O TILT-UP GONG.WALL a Q Nai � z O ON BACKER ROD 8 Y w c LL G] SEALANT 7 a LL J p H.M.DOOR FRAME o �av Z.E E v x . 3 o J p oao 0 ALUMINUM DRIP EDGE O 7-7 ALUMINUM THRESHOLD DETAILS =SILL@ (ADA APPROVED) SET THRESHOLD INSEALANT 2 25 6 ��NOT USED r� NOT USED OT USED NOT USED ANOT USED HM DOOR CONCRETE WALL A503 m SGALE: SGALE: 27 SGALE: SCALE: 29 SCALE: 30 5GALE:3"=1'-O" z° O o DOOR SCHEDULE O HARDWARE SCHEDULE 9147 REGISTER® DOOR DOOR 0 DOOR x FRAME HDWR GROUP I GROUP 4 MILL FINISH NUMBER SIZE TYPE MAT'L. FINISH TYPE FINISH GROUP REMARKS ELEGTRIFIED LEVER LATCH SET LEVER LOGK5ET GROUP l El 3'-O"X l'-O" A HM PTO A PTD I ELECTRIFIED PUSH BAR PANIC 4 HINGES PER DOOR LEVER LATCH 1 G. K KEY FOB SILENCERS MAG LOCK $TA51=0R WASFIINGYGN E2 3'-0"X l'LO" G ALUM PREFIN J PREFIN ALUMINUM THRESHOLD WALL STOP REQUEST TO EXIT E3 3'-0" l X '-10" G-PR ALUM PREFIN H PREFIN SILENCERS KEY FOB AT DRIVERS SIDE 4 HINGE5/DOOR GROUP 5 4 HINGES PER DOOR a/05/o E4 3'-0..X l'-10" G ALUM PREFIN F PREFIN CLOSER LOGKSET SILENCERS E5 3'-0..X l'-O" A HM PTO A PTO FULL GASKET PUSH BAR PANIC GLO5ER EXTERIOR PULL WALL STOP E6 3'-0"X l'-O" A HM PTO A PTO b 36"STAINLESS STEEL KICK PLATE INTERIOR SIDES ONLY GROUP 2 SILENCER El X l'-O" A HM PTO A PTO 6 36"STAINLESS STEEL KICK PLATE INTERIOR SIDES ONLY STORAGE ROOM LEVER LOCK SET 4 HINGES/DOOR GROUP 8 WALL STOP CLOSER ELEGTRIFIED LEVER LATCH E8 I6-0"X I6'-O" E ALUM PREFIN 5TL - SILENCERS WALL STOP 4 HINGES PER DOOR Eq 3'-0..X l'-O" A HM PTO A PTO 6 36"5TAINLE55 STEEL KICK PLATE INTERIOR SIDES ONLY 4 HINGE5/VOOR HOLD OPEN SILENCERS CLOSER 56'5TAINLE55 STEEL KICK PLATE BOTH SIDES CLOSER N EIO I6'-0"X I6'-0" E ALUM PREFIN STL - HOLD OPEN DOOR BOTTOM SWEEP WALL STOP z El 3'-O"X l'-O" A HM PTO A PTD 6 36"STAINLESS STEEL KICK PLATE INTERIOR SIDES ONLY DOOR BOTTOM SWEEP FULL GASKET CARD READER BY OTHERS 36"5TAINLE55 STEEL KICK PLATE BOTH SIDES m E12 q'-O"X q'-O" F ALUM PREFIN STL I - OF DOOR-MILL FINISH GROUP 6 GROUP 9 w EI3 q'-O"X q'_O.. F ALUM PREFIN STL - KEY FOB(WAREHOUSE SIDE) STORAGE ROOM LEVER LOGKSET GROUP 3 PUSH/PULL ACTIVE LEAF 4 HINGES PER DOOR E14 q'-O"X q.-O.. F ALUM PREFIN 5TL - PUSH PLATE/PULL REQUEST TO EXIT SILENCERS E15 q'-O"X q.-O.. F ALUM PREFIN STL - SILENCER MAG LOCK WALL STOP WALL STOP GROUP 10 Elb q'-O"X q'-O" F ALUM PREFIN 5TL - 4 HINGE5/DOOR 4 HINGES/DOOR ELEGTRIFIED LEVER LATCH SET Ell q'-O"X q.-O.. F ALUM PREFIN 5TL - CL05ER GL05ER ELECTRIFIED PUSH BAR PANIC, DOOR BOTTOM SWEEP HOLD OPEN EIB q'-O"X q'-O" F ALUM PREFIN STL - 36"5TAINLE55 STEEL KIGK PLATE BOTH SIDES- ALUMINUM THRESHOLD Elq T-O"X q'-O" F ALUM PREFIN STL - MILL FINISH FULL GASKET 56"STAINLESS STEEL KICK PLATE BOTH SIDES- E20 SPARE E21 q'-O"X q'-O" F ALUM PREFIN 5TL - E22 q'-O"X q'-O" F ALUM PREFIN STL - E23 q'-O"X q.-O.. F ALUM PREFIN STL - o_ E24 q'-O"X q.-O., F ALUM PREFIN STL - ABBREVIATIONS: E25 3'-0..X 1'-0" B HM PTO A PTV 6 36"STAINLESS STEEL KICK PLATE INTERIOR SIDES ONLY NOTE: 4. EXIT DOORS TO OPEN BY LEVER OR OTHER 6. ALL DOORS TO HAVE BEST LOCK GORES a 1. ALL EXTERIOR DOORS NOT TO EXCEED(I5) ACCESSIBLE HARDWARE,BY ONE OPERATION OF ALUM ALUMINUM STOREFRONT a E26 3'-O"X l'-O" A HM PTD A PTD 6 36"5TAINLE55 STEEL KIGK PLATE INTERIOR SIDES ONLY POUNDS PRESSURE,(5)POUNDS PRESSURE AT THE HAND TO UNLOCK AND UNLATCH. PROVIDE TACTILE SIGNS AT RESTROOMS AND CAN CLEAR ANODIZED E27 3'-O"X l'-O" A HM PTO A PTO 6 36"STAINLESS STEEL KICK PLATE INTERIOR SIDES ONLY INTERIOR DOORS 8 (I5)POUNDS PRESSURE FOR REQUIRED ROOMS PER 2010 ADASAD,1011.4 AND FG FIBERGLASS w FIRE DOORS AS REQ'D 5. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR I110 OF THE 2014 055G AND OREGON CODES HM HOLLOW METAL ° E28 3'-0..X 1'-0" A HM PTO A PTO 6 36"STAINLESS STEEL KICK PLATE INTERIOR SIDES ONLY ALL DOORS,FRAMES AND HARDWARE IR IMPACT RESISTANT 2. EXIT DOORS ARE TO BE OPERABLE FROM IN51DE -1. PROVIDE 2 X 8 BLOGKING AT WALL STOPS FOR KD KNOCK DOWN w WITHOUT THE USE OF A KEY OR SPECIAL 6. PER 2014 OSSG 605.3.1 ALL DOORS INTO DOORS MG METAL COILING KNOWLEDGE OF EFFORT PER SECTION ELEGTRICAL PANEL ROOM5 SHALL BE MARKED OD OVERHEAD DOOR I 3'-0" l X '-0" G-PR G ALUM PREFIN PREFIN 1008.1. .3.2.2 2014 055C PROVIDE 51 GN OVER WITH A 51 GN STATING"ELECTRICAL ROOM" PTO PAINTED EXIT DOOR NO.I,"THIS DOOR TO REMAIN PREFIN PREFINISHED m 2 3'-0..X l'-O" A 5C WV B PTO 4 UNLOCKED WHEN BUILDING 15 OCCUPIED." 5. ALL WOOD DOORS TO BE PRE-FINISHED RED-OAK 5C SOLID GORE WOOD 3 3'-0"X l'-O" A 56 WV B PTO 4 VENEER WITH PARTICLE WOOD GORE.STAIN 55 STAINLESS STEEL 3. SEE MECHANICAL PLANS TO COORDINATE DOORS COLOR SHALL BE MARSHFIELD"HONEY"26-q5 VAR VARNISH 4 3'-0..X l'-O" A SG WV B FTC 4 REQUIRING UNDERCUT SILLS. WITH SATIN FINISH WI WROUGHT IRON 5 3'-O"X l'-O" A SG WV B PTD 4 WV WOOD VENEER GL GHAINLINK ° 6 3'-0..X 1'-0" A 5C WV B PTD 4 rc z l 3'-0..X l'-O" A SG WV B PTO 4 e 3'-0"X l'-O" A SG WV B PTO 4 a 9 3'-0"X l'-O" A SG WV B PTO 4 DOOR TYPES OA (T)-TEMPERED GLASS ° a 10 SPARE II 3'-O"X 1'-0" A SG WV B PTO 4 12 3'-0..X 1'-0" A SG WV B PTO 4 0 13 3'-0"X l'-0" A SG WV B PTO 4 E:DOO E:POORE:DOO 14 3'-O"X l'-O" A SG WV B PTO 4 HEDUL GHEDUL GHEDUL R6 DOOR - 2-O SCHEDULElz IS 3'-0"X l'-O" A SG WV B PTO 2 X 1'-0" A SC WV A PTO 2 \ Il 3.-0..X l'-O" A SG WV A PTD 2 \ > > °zw Ib 3'-0" l X '-0" A 5C WV A PTO 3 \ W \ W W \ Iq 3'-O"X l'-0" A 5C WV A PTO 3 N \ 0 (T) In 20 SPARE of / O EQ. E Di / o_ 21 3'-0"X 1'-0" A SG WV B PTO 4 O 22 3'-0"X 1'-0" A SG WV B PTO 4 w / u:i m / ai (Td 0 23 S.-O..X l'-O" A 5G WV B PTO 4 / 4-' / K 24 2-0"X 7'-0"-PR A 5C WV G PTO q i 25 2-0"X 7'-0"-PR A 56 WV G PTO q O O O O O O ~3 26 3'-0..X l'-O" A 56 WV B PTO 4 2l 3'-O"X l'-O" A SG WV B PTO L 2B SPARE DOOR/WINDOW FRAME TYPES O (T)-TEMPERED GLASS 2q 3'-0..X 1'-0" A 51- WV A PTD 2 30 SPARE 0 31 2'-0..X 1'-0" A 56 WV A PTO q WIC, DTH �, WIDTH L WIDTH 5'-O' j 32 5.-0..X l'-O" A SG WV A FTC 3 -} �- 33 3'-0"X 7'-0"-PR B HM PTO G FTC 6 WIDTH - 0 (V (V (V > 34 3'-0"X l'-O"-PR A SG WV G PTO q - 0 35 3'-0" l X '-0"-PR B SG WV G PTO 5 0 36 3'-0"X T-0"-PR A SG WV G PTO BARN DOOR HARDWARE O O O \\ // K 7 O ° 3l 3'-O"X T-O"-PR A SG WV G PTO q K - K \ / O (3al (3Z DOOR OPENING O __ 7v ~ 00 5b SPARE tV - tV cv cV tV 3q 4'-0"X1'-0" D 10 GHAINLINK GATE r r r r Jlw -------- (n w 40 SPARE // \\ m O O ry O F Z F 41 3'-0" l X '-0" A HM PTO A PTO 2 H V O Q LA 42 3'-O"X 1'-0" A HM PTO B PTO 4 / x 43 3'-0"X l D1'-0" A HM PTO A PTO 4 O O O O O v/ W 44 2'-b"X 1'-0"-PR A HM PTO G PTO 5 H.M. H.M. H.M. ALUM ALUM ALUM 45 3'-O"X l'-O" A HM PTO B PTO 4 WIDTH WIDTH Q' W u 46 3'-O"X 1'-0" A HM PTO A PTO 2 rc a 4l 3'-0"X l'-0" A HM PTO A PTO 2 -10" WIDTHL 4 10' O 5'-10" O Z r 4b SPARE WIDTH WIDTH U " U 4q 3'-O X l'-0" D 10 GHAINLINK GATE O' 1 50 SPARE WIDTH -2" O" WIDTH O" N Q Z O N w a 0 51 3'-O"X l'-O" O �B HM PTO A PTV 6 52 3'-0..X l'-O" B HM PTO A PTO 6 W ?� 53 3'-O"X l'-O" G ALUM PREFIN F PREFIN p A / OOi O (T) AV // (T) O O m 2 2 V/ (T) (T) (T O V/ (T) W W O w 54 2'-O"X l'-O" A HM FTC, A FTC) q 2 \ / - > o 55 3'-O"X l'-O" A HM PTO A FTC H N D&J. N DOOR OPPENING //\\ N -——————-1EOi �^ ~ Q Z a 56 3'-O"X l'-0" A HM PTO B PTO 4 r / \ P / \ / \ - N F - w `p - ® 3 J 0 Sl 3'-O"X l'-O" A SC WV A PTD 2 / \ / \ Z O O z ry W D: 5b 3'-0..X l'-O" A SG WV B PTD 2 / \ / \ / \ m O (T) (� h 5q 3'-0"X l'-O" A SC WV B PTO 4 a (10SPARE O O ON OI OJ _� o`p 3 61 3'-0"X l'-O" A HM PTO A PTO 3 ALUM ALUM ALUM 62 3'_O..X l'-0" A HM PTO A PTO 2 ALUM ALUM o6 O - = 63 3'-0..X l'-O" A HM PTO A PTD 3 W. z WINDOW SCHEDULE O W 3 Registered Architect in: N O FRAME DETAILS WINDO W NDOW AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA p Z NUMBERW SIIZE TYPE MAT-L. FINISH HEAD JAMB SILL REMARKS 3 A p B 10"x l'-O" B HM PTD BULLET RESISTANT FIXED 6LAZING/FRAME WITH TELLER DRAWER BELOW-SEE 00 D 6'-0..x 5'-0" D ALUM PREFIN - Q '^S. a g w o LL o DI 6'-O"x 3'-6" DI ALUM PREFIN l� E 5'-0"X 4'-0" E HM PTO 5'-0"X 2'-4"SLIDER WITH 5'-0"X I'-8"TRANSOM ABOVE p P 1'_2"X T-O" F HM PTOvi G 10"X I.-O" G ALUM PREFIN - v :m o H I'-10"X 8'_O.. H ALUM PREFIN - 3 m Ua' 1 4'-0"X 4'-6" 1 ALUM PREFIN - m d o s X 8'-0" J ALUM PREFIN INTERMEDIATE MULLION 0 o DOOR AND o LL WINDOW SCHEDULE o w A6001. 0 0 FINISH SCHEDULE MATERIALS X ROOM FINISH SCHEDULE WALLS 9147E REGISTERED PAINT D CEILING, FLOOR CEILING,ROOM ROOM NAME BASE NOTES: MTL FIN MTL FIN MTL FIN MTL FIN MTL FIN MTL FIN I HOT U. UK NO. BRAND COLOR FINISH LOCATION AGO EXISTING HAREHOUSE GONG. 5G - GTP PT GTP PT GTP PT GTP PT EXP IVAPIE5 STATE OF WASHINGTON AIOI FIRE RISER GONG. - - GL - GL - GL - GL - ACT - 10.-0.. PT-I 5HERHIN HILLIAM5 RAVE RED bbOb X X PT-2 EHERHIN HILLIAM5 ALABASTER 1031 X X E3100 LOBBY GONG. LVT RUB GB PT GB FT GB PT ACT 5101 REGEPTION GONG. GAR RUB GB PT GB FT GB PT GB FT ACT PT-3 SHERHIN HILLIAM5 BALANCED BEIGE 1031 X X 5102 OPEN OFFICE GONG. LVT RUB OB PT GB PT GB PT GB PT ACT BIOB OFFICE GONG. GAR RUB GB PT GB PT GB PT GB PT ACT - 10.-0.. PT-4 51HERHIN HILLIAM5 SVELTE SAGE blb4 X X E3104 OFFICE GONG. GAR RUB GB PT GB PT GB PT GB PT ACT - 10.-0.. z E3105 OFFICE GONG. GAR RUB GB PT GB PT 65 PT GB PT ACT - 10.-0., O PT-5 SHERNIN HILLIAM5 MEGA GREIGE 1031 X X BIOb BREAK ROOM GONG. LVT RUB GB PT GB PT 65 PT 6B PT ACT - 10.-0., w BI01 OFFICE GONG. GAR RUB 6B PT 6B PT GB PT 6B PT ACT - 10.-1" WALL BASE BIG& HALL GONG. LVT RUB GB PT GB PT GB PT GB PT ACT BIOq OFFICE GONG. GAR RUB GB PT GB FT GB PT GB FT ACT NO. BRAND SERIES SIZE THICKNESS TYPE COLOR LOCATION B110 OFFICE GONG. GAR RUB GB PT GB FT GB PT GB FT ACT - 10'-1" BIII OFFICE GONG. GAR RUB GB PT GB PT GB PT GB PT ACT RUB-I JOHN50NITE X X X # RUBBER CHARCOAL#20 SEE ROOM FINISH SCHEDULE E3112 TEAM GONG. GAR RUB GB PT GB PT GB PT GB PT ACT - 10.-0., B113 TEAM GONG. GAR RUB GB PT GB PT GB PT GB PT ACT - 10.-0.. RUB-2 JOHNSONITE X X X # RUBBER MATCH EXISTING SEE ROOM FINISH SCHEDULE BI14 OFFICE GONG. GAR RUB 05 PT GB PT 35 PT GB PT ACT - 10.-0., BITS COPY CENTER GONG. GAR RUB GB PT GB PT GB PT 6B PT ACT - 10'-0" FIBERGLASS REINFORCED PANELS B11 GOODIES GONG. RUB 6B PT 6B PT GB PT GB PT ACT 0'-0., BIII HALL GONG. LVT RUB GB PT GB PT GB PT GB PT ACT - 10'-0" 0 Bllb JANITOR'S ROOM GONG. SG RUB B/FR PT B/FRP PT B/FRP PT 5/FRP PT GB PT q'-O" FRP UP TO 48"AFF - SERIES 51ZE COLOR COLOR NO. FINISH LOG ION a NO. BRAND BI19 DATA GONG. SG RUB GB PT GB PT GB PT GB PT ACT - 10'-O" B120 ELECTRICAL ROOM GONG. 56 RUB GB PT GB PT GB PT GB PT ACT - 10'-0" w FRP-I MARLITE STANDARD 4'X&' WHITE P100 PEBBLE JANITOR'S ROOM B121 MEN'S RE5TROOM GONG. GT GT GB/GT PT GB/GT PT GB/GT PT GB/CT PT GB PT 1.-0" J O CEILING TILE B122 NOMEN'S RESTROOM GONG. GT GT GB/GT PT GB/CT PT GB/CT PT GB/CT PT 6B PT E3125 SETTLEMENT GONG. LVT RUB GB PT GB PT GB PT GB PT ACT 10.-1" B124 CORRIDOR GONG. LVT RUB GB PT - - 65 PT - - ACT - 10.-0., NO. BRAND SERIES SIZE COLOR EDGE GRID E3125 DRIVER'S ROOM GONG. LVT RUB 0E3 PT 6B PT 6B PT 6B PT ACT - 10.-0., E3126 LOCKER ROOM GONG. LVT RUB 0E3 PT 6B PT 6B PT 6B PT ACT - 10.-1" AGT-I ARMSTRONG GORTE&A 660b 2X4 WHITE SQUARE ARMSTRONG PRELUDE XL B121 CORRIDOR GONG. LVT RUB GB PT - - GB PT - - ACT - 10.-O" 3 z BI2b STORAGE GONG. LVT RUB GB PT GB PT GB PT GB PT ACT TILE B1211 STORAGE GONG. LVT RUB G "B PT GB FT G5 PT GB FT ACT 10'-O B150 CONFERENCE ROOM GONG. GAR RUB GB PT GB PT GB PT GB FT ACT _ 10'-1" 5151 PANTRY GONG. LVT RUB OB PT GB PT GB PT 6B PT ACT NO. BRAND SERIES SIZE COLOR COLOR NO. GROUT/COLOR LOCATION E3132 BREAK ROOM GONG. LVT RUB GB PT GB PT GB PT GB PT ACT 10'-0" E3133 MOTHER GONG. LVT RUB GB PT GB PT GB PT GB PT ACT _ 10.-0" GT-I DALTILE PARKWAY 12XI2 GRAY PKgB MAPEI KERAGOLORS SEE ROOM FINISH SCHEDULE a BI34 TRAINING GONG. LVT RUB GB PT GB PT GB PT GB PT ACT 10'-0" MODERN E3155 OFFICE GONG. GAR RUB GB PT GB PT GB PT 6B PT ACT - 1Ol C', _ GWT-1 DALTILE DIMENSIONS 4XI2 GRAY X114 MAPEI KERAGOLORS SEE ROOM FINISH SCHEDULE E3156 OFFICE GONG. GAR RUB 6B PT 6B PT GB PT 6B PT ACT 0 B151 OFFICE GONG. GAR RUB GB PT GB PT GB PT GB PT ACT - 10'-0" GWT-2 DALTILE SEMI-GLOSS 4X4 VERMILLION ODMI MAPEI KERAGOLORS SEE ROOM FINISH SCHEDULE B138 CLOSET I GONG. GAR RUB GB PT GB FT 05 PT GB FT ACT - 10'-0" - 51311 CLOSET 2 GONG. GAR RUB GB PT GB FT GB PT GB FT ACT - 10'-1" GWT-3 DALTILE SEMI-GLOSS 4X4 WHITE NO MAPEI KERAGOLORS SEE ROOM FINISH SCHEDULE '^ 0 SCHLUTER CI00 VENDING PARTS GONG. LVT RUB GB PT GB PT GB PT GB PT ACT 10'-0" G101 ELEGTRIGAL ROOM GONG. SG RUB GB PT GB PT 65 PT GB PT ACT 10.-0.. 3 NO. BRAND SERIES FINISH G102 CONFERENCE ROOM GONG. GAR RUB GB PT GB PT 65 PT 6B PT ACT _ 10.-0., o G 103 TRAINING GONG. LVT RUB 0E3 PT 6B PT 6B PT 6B PT ACT - 10'-0" _ SGH-I X X X G104 OFFICE GONG. GAR RUB GB PT GB PT GB PT GB PT ACT - 10.-O" G105 NOMEN'5 RE5TROOM GONG. GT GT GB/GT PT GB/GT FT GB/GT PT GB/GT FT OB PT q'-O" X X GI06 MEWS RE5TROOM GONG GT GT GB/GT PT GB/GT FT GB/GT PT GB/GT FT GB PT SGH-2 X 3 U CARPET D100 CORRIDOR GONG. LVT RUB GB PT GB PT - ACT C.-O.. — a 0101 SHIPPING/RECEIVING OFFICE GONG. GAR RUB GB PT GB PT GB PT GB PT - - 10'-O" NO. BRAND SERIES SIZE GOLOR COLOR NO. X D102 OFFICE GONG. GAR RUB GB PT GB PT GB PT GB PT - - 10'-O" - 0103 ELECTRICAL ROOM GONG. 5G RUB GB PT GB PT 65 PT GB PT ACT _ 10.-1" o 6AR-1 INTERFACE GEOMETRY 11 X ARC gg45 CARPET TILE 0104 OFFICE GONG. GAR RUB GB PT 6B PT 65 PT 6B PT 10.-O" D105 MEWS RE5TROOM GONG. GT GT 6B/6T PT 613/6T PT 6B/GT PT 6B/6T PT GB PT q'-O., GAR-2 INTERFACE GRADIENT 11 X ARG gg5H CARPET TILE DIO6 NOMEN'5 RE5TROOM GONG. GT GT GB/GT PT GB/GT PT GB/GT PT GB/GT PT OB PT q'-O" 0 0107 JANITOR'S ROOM GONG. SG RUB /rFF PT B/F RP FT B/FRP PT B/PRP FT GB PT T-O" FRP UP TO 4LY AFF 10 VINYL TILE DIOb BREAK ROOM GONG. LVT RUB GB PT GB FT GB PT GB FT ACT 10'-1" O DIOq GOODIES GONG. SG RUB GB PT GB PT GB PT GB PT I ACT I 1 0.-0.- NO. BRAND STYLE SIZE COLOR COLOR NO. LOCATION Z O 0 ABBREVIATIONS: GTP GONGRETE TILT PANEL EXF EXPOSED STRUCTURE RUB RUBBER BASE Z AGT ACOUSTICAL CEILING TILE G.T. CERAMIC TILE FRP FIBER REINFORCED PANEL SG CONCRETE-EXPOSED 8 Q AP-I ACCENT PAINT G.U. GHAINLINK FENCING GB GYPSUM BOARD SEALED a AP-2 ACCENT PAINT GHT CERAMIC WALL TILE GL GLAZING SSGT CONCRETE-SEALED 8 x AF-3 ACCENT FAINT GMU CONCRETE MASONRY UNIT MRG METAL PANEL CEILING STAINED LA GAR CARPET EFG EPDXY FLOOR COATING MR6B MOISTURE RESISTANT GYP VGT VINYL COMPOSITE TILE W GB GEMETITIOUS BOARD EPP EPDXY PAINT BD. HD PLYWOOD SHEATHING GONG CONCRETE-EXPOSED EXIST EXISTING PT PAINT WR6B WATER RESISTANT GYP BD. GENERAL ROOM FINISH NOTES: Q w a A. FLAME SPREAD RATINGS FOR INTERIOR FINISHES SHALL NOT EXCEED GLA55 B OR A FLAME SPREAD INDEX OF 200. ►-1 Z lz B. SEE LARGE SCALE RE5TROOM AND INTERIOR ELEVATIONS-SHEET A2.2 AND 2.5 FOR LOGATION d HEIGHT OF CERAMIC TILE HAIN5GOT U U w G. ALL HALLS SHALL RECEIVE TEXTURE TO MATCH EXISTING ADJAGENT NALL5 UNLESS NOTED OTHERWISE. t d LVT D. ALL HALLS SHALL BE PRIMED AND PAINTED PER THE FINISH SCHEDULE.ALL HALLS TO RECEIVE A SATIN PAINT FINISH U O C o NO. BRAND STYLE SIZE COLOR COLOR NO. LOCATION O Q o VI, DZ3 LVT-I ALLURA LVTHQ 41"X8" GREY COLLAGE OAK W60315 SEE ROOM FINISH SCHEDULE LU O o LLLLLLLL Q I.- a ® Zir w f J o a 6 p 3 Eryu :p O STAINED AND SEALED CONCRETE Q 0 U d NO. BRAND INFORMATION Registered Architect in: - AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA = SSG-I ASHFORD FORMULA GRIND CONCRETE TO SALT AND PEPPER FINISH.PROVIDE ASHFORD SEALER v o m N ti LAMINATE z v a i Q ^ e u ai C) NO. BRAND STYLE SIZE COLOR COLOR NO. LOCATION w c 1 5 Z LAM-1 HIL50NART LINEN X FINE VELVET 4g43-5b X LL o �av SOLID SURFACE U X o c 3vo Mao 0 g NO. BRAND STYLE SIZE COLOR COLOR NO. LOCATION g 55-I SAMSUNG STARLON X ASPEN BROWN A3652 X FINIS H SCHEDULES 0 a J w 0 A610 L KEYNOTES(!) 9947 REGISTERED D. UK STATE OF WASHINGTON I I — — — _ — — — 14s B� 46 r 66 143 Ibb OFFICE HALL OFFIGE OFFIGE OFFIGE o BI07 BIOS BI09 BIIO BIII I41 1- BREAK-OUT _ ROOM SE RV ICE BIOb4 � Ob O MANAGER GI05 GI GI04 131 T60FFIGE 12 j 13l 134 I� 13s € 31 I OFFIGE BIOS II II II IVENDINO GI00 OFFIGE [ Tr � - 131GONNGE 0 0 P.O.S. O 116 104105 TRAINING x � GI03 IIL r 7 1 105 OFFIGE �� Iob OFFICE 5105 II II II BIIS F^'YT -n+Tz QQ��-Y`e q 131 z II sx� W� III =__= ELEGO L w tr yl GIOI ri z X— z o E E GOODIES — X X f�F €BBIIO2� BI I6 LOBBY IIf JI L JIIL JI JIII a 40 �� m p, I II I HALL I00-0, o - I II II 131 yII� III ELECT. EQUIPMENT PLAN - VENDING PARTS AREA II II rJANI�: R DATA BI20 0 o L Ll E ___�_ BI19 �{� SCALE: /e" I'-O" z 0 — — REGEPT. 14e SI so NORTH BIOI 101 102 IIb I r r1T7 �� 3514 ' B121 GENERAL NOTES I ,jgq 143 141 II 139140 a A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FAGE OF — - 139 II I _____ WALL 45 i i 142 146 B. F.V.-FIELD VERIFY EXISTING LOGATIONS/DIMENSIONS 34GLO II ac II ------ 143 PRIOR TO NEW WORK,NOTIFY ARCHITECT OF ANY ~'o BI3 DISCREPANCIES. x OFFIGE 132 33- 1q� GALL NEW PARTITION/DEMISING WALL CONNECTIONS TO 3 O II _ EXISTING WALLS SHALL BE ALIGNED WITH EXISTING WALL z BI37 Ilr �7ilr,l �,II ------ 144 141 GONDI TIONS UNLESS NOTED OTHERWISE. _ 3 l� �1 ----- 141 143 D. PROVIDE BLOCKING AT UPPER AND LOWER CABINETS AS 13& REQUIRED FOR ATTACHMENT. rcO 131 142--_- 146 E. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRIGATION OF ALL MILLWORK 11 IIb WOMEN 136 14' - 145 F. SEE 6101 FOR ADA GLEARANGES REQUIRED. 10 BI22 ---------- t34 13q 140 131 o I 1 r 0 OFFIGE OFFIGE TRAININQ, MOTHER_ I o o col_ , _ 0RPIDO 2 SETTLE WALL LEGEND BI36 BI35 BI34 BIIb BI'�24 BI23 101 z I I I o ' - --- 101 113 101 102 III DENOTES METAL STUD PARTITION WALL Z WITH 5/b"GYP.BD.BOTH SIDES-SEE O o WALL TYPES FOR STUD SIZE AND INSULATION REQUIREMENTS 131 Z 126 DENOTES GONGRETE TILT WALL Q BREAK 114 B132 IOT LOGKERS DENOTES CONCRETE TILT WALL WITH /�LA/� x D IVER'S 105 BI26 METAL STUD WALL FURRING AND 5/e" V/ W OOM 131 B125 GYP.BD. -SEE WALL TYPES FOR STUD 101 Ioq SIZE AND INSULATION REQUIREMENTS Er IIS )� DENOTES NEW GALVANIZED GHAIN LINK 'mil, 23 1O1 W ----_. o 122 131 131 FENCE O W a 04 U V 4 125 124 121 103 CORRIDOR d PANTRY __ 105 131 B121 LEGEND U O Co _ O a o 101 BI31 1 ---- 07 KEY TO ROOM FINISH SCHEDULE$ W 3 ' D C B INTERIOR ELEVATIONS THIS SHEET [U[LL]] m_ Z Z I 126 :.7 j OI_ o LLLL Q o a EQUIPMENT NUMBERS I U) � Z o STORAGE J B128 SEE EQUIPMENT SCHEDULE-SHEET A630 ,^ Q F r� to STAINLESS STEEL GORNER GUARDS v/ a 6 p 3 " u :O O CONFERENCE o 06 o q BI30 O Z Q 0 J U Z Registered Architect in: W STORAGE Az,co,FL,MT,NV,NM,OK,OR,TX,UT,WA 7 BI29 o m d U CA a KEY PLAN r - v O Q m ? rc N Y y o u 0 o vQa v � x o .E 3 v m � z J I I � Mao 0 O � EQUIPMENT LL PLAN 0 3 a J EQUIPMENT PLAN - OFFICE AREA A6 2 0 U O SCALE 1/ -= 1'-0" z° 0 NORTH KEYNOTES(!) 9947 REGISTER® T). UK STATE OF WASHINGTON z 0 T I I I � VA I I I I Ibl TIME GLOGK 0 I I Ibb o I Ibb I o I68 a r 125 J GORRI O a u 100 � DIO o I I 12a I I 2 i Ibb ------- FORKLIFT 122 101 xXX CHARGING BREA O 104 ROOM OFFICE 166 FIRE x L RIO I65 164 RED DIOb --- 121 12H 126 ---- _-----_-f. DI02 ELECT m DIOb AIOI 163 163 162 _ I61 ---- - - 3 WOMEN - r----------Tx ____i I50 D103 z _ 48 1 0 0El 17 146 YOl JANITOR 139 140; 13T DIOT OOOVIES DI09 - 143 134 ® _ I I 'z 135 - B1 SHIPPING/ i144 �;®. 12l REGEIVINO a DIOI 45 OFFICE 142 1131 0104 o 141 13 o4 100 101 102 l4 , % — — — — — — — — — — — — — — 146 — _ — 136 135 -J411____ — — — — — — — - C4 0 MEN bb 40139 DIGS Ibb GENERAL NOTES 0 I66 Ibb 3 A. ALL DIMENSIONS ARE FROM FACE OF STUD OR FAGE OF — WALL B. F.V.=FIELD VERIFY EXISTING LOCATIONS/DIMENSIONS PRIOR TO NEW WORK,NOTIFY ARGHITEGT OF ANY ~'o DISCREPANCIES. C. ALL NEW PARTITION/DEMISING WALL CONNECTIONS TO 3 EXISTING WALLS SHALL BE ALIGNED WITH EXISTING WALL u GONDITIONS UNLESS NOTED OTHERWISE. D. PROVIDE BLOCKING AT UPPER AND LOWER GABINET5 AS — 3 EQUIPMENT PLAN — SHIPPING / RECEIVING AREA REQUIRED FOR ATTACHMENT. � / E. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR �/ 5GALE: 1/5"= 1'-0" APPROVAL PRIOR TO FABRICATION OF ALL MILLWORK F. SEE 6101 FOR ADA CLEARANCES REQUIRED. NORTH 0 WALL LEGEND o 0 DENOTES METAL STUD PARTITION WALL Z WALLSTYPES FOR STBUDT51Z AND SEE O o INSULATION REQUIREMENTS U) DENOTES GONGRETE TILT WALL Q a DENOTES GONGRETE TILT WALL WITH �/1 x METAL STUD WALL FURRING AND 5/8" �! w GYP.BD. -SEE WALL TYPES FOR STUD ✓1 SIZE AND INSULATION REQUIREMENTS Er)� DENOTES NEW GALVANIZED GHAIN LINK Q W FENCE O Z a U U LEGEND Q z N V O o O a DOCKS KEY TO ROOM FINISH SCHEDULE$ U W 3 O D G B INTERIOR ELEVATIONS THIS SHEET m W Z w a F- 0 X EQUIPMENT NUMBERS U) J o SEE EQUIPMENT SCHEDULE F -SHEET A630 ,^ QIr F� STAINLESS STEEL GORNER GUARDSF71 El FF7,..,.,FF Il- F] oFF 10 FF7..—,.FF7..,.F7'F F I/lip v/ a II — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J _ L 06 n O� Q O J U F RAMP W 0 Registered Architect in: - AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA 7 Lu o m o C4 Y CA KEY PLAN _ a a a N Y y o u 5 a�� Z LL o o d vam F1 u x o E 3 E g 3 o EQUIPMENT PLAN IL 3 (] a J I66 I66 � w 2 EQUIPMENT PLAN — SHIPPING / RECEIVING AREA A621 p 5GAL6 1/5"= 1'-0" o NORTH EQUIPMENT SCHEDULE 0 1147 REGISTER® NO. DESGRIFTION LOGATION FURNISHED INSTALLED REMARKS NO. DESGRIFTION LOCATION FURNISHED INSTALLED REMARKS D. UK 100 WINDOW AND SHELF RECEPTION,SHIPPING 8 RECEIVING - - Ibl 2 COMPARTMENT STAINLESS STEEL SINK REPACK AREA STATE OF WASHINGTON 101 SOLID SURFACE COUNTER TOP/MILLWORK REGEPTION,SHIPPING 8 REGEIVING,HAND HELD,SETTLEMENT,PANTRY 8 BREAK ROOM 162 F FLOLOOR DRAIN OR SCRUBBER DUMP WITH REPACK AREA �/01 102 0"WIDTH DRAWER RECEPTION,SHIPPING 8 RECEIVING, 163 BALER REPACK AREA SETTLEMENT,PANTRY 8 BREAK ROOM 103 SOLID SURFACE GOUNTER TOP WITH Ib" BREAK ROOM 8 COPY CENTER 164 EYE WASH STATION REPACK AREA 50LID SURFACE BAGK5PLA5H 104 I24"DEEP BASE GABINET WITH BREAK ROOM 8 GOPY CENTER I65 BATTERY CHARGING REFAGK AREA ADJUSTABLE SHELVES 12"DEEP UPPER CABINET WITH 105 BREAK ROOM 8 COPY CENTER 166 6"DIAMETER CONCRETE FILLED B 0 BOLLARD GENERAL WAREHOUSE AREA 0 2 ADJUSTABLE SHELVES 106 COPIER 8 PRINTER COPY CENTER Ibl TIME CLOCK GENERAL WAREHOUSE AREA IOl LOGKER5 LOCKER ROOM,SETTLEMENT,MENS 168 AGTION BOARD GENERAL WAREHOUSE AREA 8 WOMEN'S RESTROOM 108 BENCHES LOCKER ROOM 109 LAUNDRY BINS LOCKER ROOM O SPARE III SAFE BOX SETTLEMENT ROOM 112 SAFE WITH DROP DOOR SETTLEMENT ROOM p 113 WINDOW WITH BULLETPROOF GLASS 8 SETTLEMENT ROOM TELLER DRAWER a a 0 114 SAFE DEPOSIT BOXES SETTLEMENT ROOM J 0 IIS TABLET GHARGING SHELVING HAND HELD 116 MODULAR FURNITURE WORK ROOM 8 TRAINING AREA l SPARE m 3 8 SPARE w , SPARE 20 SPARE z 121 UNDERMOUNT STAINLESS STEEL SINK BREAK ROOM 0 a 122 GOFFEEMAKER WITH WATERLINE HOOK-UP BREAK ROOM 123 MICROWAVE BREAK ROOM p 124 SODA FOUNTAIN BREAK ROOM 125 602 TANK STORAGE BREAK ROOM 126 COOLER UNIT BREAK ROOM 3 12T VENDING MACHINE BREAK ROOM o 12g ICE MAKER BREAK ROOM — - 12q SPARE 'o 130 SPARE ° 131 6'TALL STAINLESS STEEL CORNER GUARD GENERAL AREA a I32 ADA SIGNAGE RESTROOMS I33 HI/LOW DRINKING FOUNTAIN WITH BOTTLE RESTROOMS HALL 0 FLL DISPENSER 134 UNDERMOUNT LAV.MOUNTED IN SOLID MEN'S B WOMEN'S RESTROOM SURFAGE GOUNTERTOP ° 135 50AP DISPENSER MEN'S 8 WOMEN'S RESTROOM o 136 CHANNEL FRAMED MIRROR MEN'S 8 WOMEN'S RESTROOM Z ° 13l TOWEL 015P/WA5TE REGEPT. MEWS 8 WOMEN'S RE5TROOM O ° Igg URINAL MEN'S RESTROOM Z F a 139 STAINLESS STEEL PARTITION MEWS 8 WOMEN'S RESTROOM Q X LA 140 GOAT HOOK AND BUMPER MEN'S 8 WOMEN'S RESTROOM '-1 W 141 WALL MOUNTED FLUSH VALVE TOILET MEWS 8 WOMEN'S RESTROOM ✓ w W ACCESSIBLE WALL MOUNTED FLUSH ~ a 142 VALVE TOILET MEWS 8 WOMEN'S RESTROOM O W 143 TOILET TISSUE DISPENSER MEN'S 8 WOMEN'S RESTROOM t�;t, U V N w o 144 SEAT COVER DISPENSER MEN'S 8 WOMEN'S RESTROOM 04 145 42"HORIZONTAL GRAB BAR MEWS 8 WOMEN'S RESTROOM (Oj ~ a o �./ = Z 3 146 18"VERTICAL GRAB BAR MEN'S 8 WOMEN'S RESTROOM Lu L^L� Q o ® Z a 141 36"HORIZONTAL GRAB BAR MEWS 8 WOMEN'S RESTROOM f > (n w '>1 J o 148 MOP SINK JANITOR ROOM v' to I4q ACCESS LADDER JANITOR ROOM a 6`) 3 I50 ELECTRICAL EQUIPMENT ELECTRICAL ROOM <ry o p o 00 151 DATA CABINET DATA CENTER J 152 SPARE w Registered Architect in: - U IS3 SPARE Az co,FL,MT,NV,NM,0K,0R,TX,UT,WA N N 154 SPARE u o a Y 0 SPARE W L 0 151 Q c m b Q I56 SPAREiz Y w c LL Z 15l SPARE 158 SPARE o 3 v g59 SPARE � SPARE o EQUIPMENTS ° LL SCHEDULE 0 a J w FOR EQUIPMENT PLAN ' REFER TO DWG.NO.A620 8 A621 A 6^O a zo O ° 1147 REGISTER® T). UK KNOX BOX o 0 STATE OF WASHINGTON 16"XI6"PILLAR BRICK,SUPER ATLAS 3-5LOT FOR SOLDIER COURSE APPEARANCE. HINGED STEEL GATE(PAINTED) - BUIL MATCH NORMAL D NG GROU. CURB AND GUTTER PLAN 0 0 2T-0"GLEAR BETWEEN PILLARS GROUT ALL CELLS 50LID STEEL TUBE -SEE STRUCTURAL PAINTED 8 BRACKETED TO I6"XI6"PILLAR PAINTED STI;GGO ON 8"GMU I6"XI6"PILLAR 6 5/4" X 3/4"STEEL PIGKET5 6"O.G.STEEL 4'X2"STEEL TUBE PAINTED BOTH 51DE5 OF PICKETS PAINTED 1/2"X3"STEEL PLATE STEEL-PAINTED NOT USED 6 NOT USED i a / �/ SGAL6 �/ SGAL6 BRICK,SUPER ATLAS 3-5LOT FOR SOLDIER COURSE APPEARANCE. GROUT SLOTS TO MATCH NORMAL BUILDING GROUT. O O a MASONRY WALL REINFORCING -SEE STRUCTURAL a 0 KNOX BOX 0 TYP.2 LOCATIONS -------L--Iu---- J— 1------- ° ° z HINGED STEEL GATE(PAINTED) FOOTING FOR HALL I6"XI6"PILLAR BELOW GRADE w 25'-O"DRIVE. ACCESS ELEVATION ATION CONCRETE FOOTINGS z AND REBAR -SEE STRUCTURAL a AGATE ELEVATION & PLAN SITE WALL SECTION SNOT USED SNOT USED 1L, t SCALE:3/8"= 1'-0" SCALE:3/4"= 1'-0" �� SCALE: SGRLE: 0 3 0 0 3 U �� 3 a 0 0 0 SNOT USED SNOT USED SNOT USED SNOT USED SNOT USED SNOT USED is �u to m t i �n Z �� SCALE: �� SCALE: SGAL6 SGAL6 �� SCALE: SCALE: O 0 a < a- LA w w - � � a U U t o N U O � o � U a 0 � Z3 m Z w _ � ¢ 0 vJ f J o V � � a a SNOT USED NOT USED OT USED SNOT USED SNOT USED NOT USED 6`p 3 21 == 24 � a�a o 0 0 SCALE: SCALE: SCALE: SCALE: SCALE: SCALE: ° °� 0 U Q QRegistered Architect in: - O Az,CO,FL,MT,NV,NM,0K,0R,TX,UT,WA Q o m U L _ v a Q i z O Q ^ b O Y vo 5 a�� o d vQa v � x Z. .E 3 E x m z g 3 g SITE DETAILS 0 a SNOT USED SNOT USED 1NOT USED NOT USED NOT USED NOT USED A70 0 SCALE: SCALE: SCALE: SCALE: SCALE: SCALE: L O �,QHER AT ABBREVIATIONS ABBREv, GENERAL STRUCTURAL NOTES Applies unless noted otherwise on drawings 0f. OF WASH/y �- NOTE: ABBREVIATIONS MAY OR MAY NOT HAVE J_,5 PERIoos,BUT SHALL BE READ As SAME. BUILDING CODE: MASONRY: POST- INSTALLED ANCHORS: WALLS: SPECIAL INSPECTION - STRUCTURAL ONLY: ootA i 2015 EDITION OF THE INTERNATIONAL BUILDING CODE AND STANDARDS REFERENCED THEREIN, GENERAL: GENERAL STRUCTURAL STEEL STUD WALLS SHOWN ON PLAN SHALL BE INSTALLED PER STUD/SPACING AS SPECIAL INSPECTIONS SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A STATE �O�ygcG 360 �4r/ A.B. ANCHOR BOLT WITH CITY OF ARLINGTON,WA AMENDMENTS. NOTED BELOW,AND BOTTOM TRACKS SHALL BE INSTALLED WITH 1/2"DIA ANCHOR BOLTS AT 32" REGISTERED STRUCTURAL ENGINEER WHO IS FAMILIAR WITH THE STRUCTURAL DESIGN OF THIS �P-ti A.B.C.-----AGGREGATE BASE COURSE ALL MASONRY CONSTRUCTION SHALL BE PER REFERENCED ACI 530/530.1 AND TMS 402/602. ALL POST-INSTALLED ANCHORS SHALL UTILIZE THE EXACT ANCHORAGE SYSTEM SPECIFIED IN D.C.TYPICAL U.N.O. ATTACHMENT OF STUDS TO TRACKS PER TYPICAL DETAILS U.N.O. ALL PROJECT. THE SUPERVISING STRUCTURAL ENGINEER SHALL SEAL THE SPECIAL INSPECTION / ACI AMERICAN CONCRETE INSTITUTE LOADS: BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES. CONCRETE THE STRUCTURAL DETAILS.WHERE ANCHORAGE"PER GSN"IS SPECIFIED,SEE BELOW. STUDS SHALL BE SECURELY SEATED FOR FULL END BEARING ON TOP AND BOTTOM TRACK. CERTIFICATE. A/C AIR CONDITIONER MASONRY ASSEMBLY SHALL BE PLACED IN A RUNNING BOND PATTERN AND HAVE A NET ANCHORAGE PRODUCTS MAY NOT BE SWAPPED BETWEEN MANUFACTURERS WITHOUT APPROVAL UNLESS NOTED OTHERWISE,INSTALL DOUBLE STUDS AT ALL JAMBS,CORNERS,INTERSECTIONS A.F.F.-----ABOVE FINISHED FLOOR ROOFS: COMPRESSIVE STRENGTH OF F'm=1,500 PSI AND BE COMPRISED OF THE FOLLOWING OF THE ENGINEER OF RECORD.ALL REQUESTS FOR EQUIVALENT ANCHORAGE PRODUCTS MUST AND ISOLATED BEARING POINTS OF FRAMING MEMBERS ABOVE. BRIDGING SHALL BE INSTALLED SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED BELOW IN ADDITION TO THE AISC- AMERICAN INSTITUTE OF STEEL COMPONENTS: MEDIUM WEIGHT,GRADE N,HOLLOW CONCRETE MASONRY UNITS PER ASTM C90 BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO BEING INSTALLED IN THE PER MANUFACTURER'S RECOMMENDATION WITH THE FOLLOWING MINIMUM REQUIREMENTS: INSPECTIONS CONDUCTED BY THE BUILDING JURISDICTION. "SPECIAL STRUCTURAL INSPECTION" CONSTRUCTION ROOF LIVE LOAD=20 PSF(REDUCIBLE). WITH A NET COMPRESSIVE STRENGTH OF 1,900 PSI,MORTAR SHALL BE TYPE S PER ASTM C270 FIELD. SHALL NOT RELIEVE THE OWNER OR THEIR AGENT FROM REQUESTING THE BUILDING AISI AMERICAN IRON AND STEEL GROUND SNOW LOAD,Pg=15 PSF. WITH A MINIMUM COMPRESSIVE STRENGTH OF 1,800 PSI,GROUT SHALL BE PER ASTM C476 WITH FOR AXIAL LOAD BEARING WALLS,INSTALL BRIDGING PER TYPICAL DETAILS. FOR WALLS WITH NO JURISDICTION INSPECTIONS REQUIRED BY SECTION 110 OF THE INTERNATIONAL BUILDING CODE. INSTITUTE FLAT-ROOF SNOW LOAD,Pf=11 PSF(NON-REDUCIBLE). A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI.DETERMINATION OF COMPRESSIVE STRENGTH UNLESS NOTED OTHERWISE POST INSTALLED ANCHORS SHALL NOT BE INSTALLED UNTIL AXIAL LOAD,INSTALL BRIDGING AT MID-HEIGHT FOR WALLS LESS THAN OR EQUAL TO 10'-O"HIGH, SPECIAL INSPECTION IS REQUIRED PER CHAPTER 17 FOR THE FOLLOWING: AITC- AMERICAN INSTITUTE OF TIMBER SNOW EXPOSURE FACTOR,Ce=1.0. FOR EACH CONCRETE MASONRY ASSEMBLY SHALL BE PER THE UNIT STRENGTH METHOD OR THE CONCRETE OR MASONRY MATERIAL HAVE REACHED DESIGN STRENGTH AND HAVE BEEN FULLY AND 5'-O"O.C.MAXIMUM FOR WALLS GREATER THAN 10'-O"HIGH. IN ADDITION,BRIDGING SHALL BE CONSTRUCTION SNOW RISK CATEGORY,II. PRISM TEST METHOD PER IBC SECTION)TMS 602.PRISM TESTING IS NOT REQUIRED IF THE UNIT CURED FOR A MINIMUM OF 21 DAYS. INSTALLED AT ROOF LINES AND ELSEWHERE AS NOTED ON THE DRAWINGS. SOLID BLOCKING CONCRETE CONSTRUCTION: ALT. ALTERNATE SNOW THERMAL FACTOR,Ct=1.0. STRENGTH METHOD IS USED. SHALL BE INSTALLED IN LIEU OF BRIDGING WHERE NOTED ON THE DRAWINGS.FOR NON-BEARING ANSI------AMERICAN NATIONAL STANDARDS SNOW SLOPE FACTOR,Cs=1.0. MANUFACTURER'S INSTALLATION TRAINING AND CERTIFICATE ARE REQUIRED FOR ALL PARTITIONS AND SOFFITS,SEE ARCHITECTURAL DRAWINGS. 1. CONCRETE: SNOW DRIFT LOADS: SEE SNOW DRIFT LOAD SCHEDULE ON PLAN(S). MECHANICALLY VIBRATE GROUT IMMEDIATELY AFTER GROUTING AND AGAIN 5 TO 10 MINUTES INSTALLERS OF POST-INSTALLED ANCHORS. ALL ANCHORS SHALL BE INSTALLED WITH STEEL A. DURING THE TAKING OF TEST SPECIMENS. INSTITUTE ROOF DEAD LOAD=20 PSF. LATER. PROVIDE CLEANOUTS IF GROUT LIFT EXCEEDS 5'-0"IN BLOCK WALLS. MAXIMUM GROUT WASHERS AT SHORT SLOTTED HOLES IN ACCORDANCE WITH THE MANUFACTURERS PRINTED SSMA STRUCTURAL STEEL STUDS AND TRACKS SHALL BE AS FOLLOWS-TYPICAL U.N.O.: B. CONTINUOUS INSPECTION DURING THE PLACEMENT OF ALL REINFORCED CONCRETE,UNLESS Z APA AMERICAN PLYWOOD ASSOCIATION NET WIND UPLIFT=10 PSF.(DESIGN BASED ON 0.6D-0.6W) LIFT SHALL BE 5'-0". WHEN APPROVED BY THE STRUCTURAL ENGINEER AND BUILDING OFFICIAL, INSTALLATION INSTRUCTIONS(MPIR.ALL ANCHORS SHALL TIGHTENED/TORQUED AS REQUIRED NOTED OTHERWISE. 0 ARCH'L ----ARCHITECNRAL STEEL ROOF JOISTS SHALL BE DESIGNED FOR A GROUT LIFTS MAY BE GREATER THAN 5'-0"IF IT CAN BE DEMONSTRATED BY THE CONTRACTOR PER MANUFACTURERS INSTRUCTIONS AND EVALUATION REPORTS. STUD SIZE-MILS SPACING TRACK SIZE-MILS C. CONTINUOUS INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING 0 ASTM-----AMERICAN SOCIETY FOR TESTING SUPERIMPOSED FUTURE MECHANICAL LOAD OF 700 LBS.AT ANY PANEL POINT. THAT THE GROUT SPACES CAN BE PROPERLY FILLED. FILL CELLS SOLIDLY WITH GROUT IN LIFTS THE PLACEMENT OF CONCRETE AROUND BOLTS. j AND MATERIALS STEEL ROOF JOIST GIRDERS SHALL BE DESIGNED FOR A SUPERIMPOSED FUTURE MECHANICAL AND STOP POURS 1 1/2"BELOW THE TOP OF A COURSE TO FORM A KEY AT POUR POINTS. POST-INSTALLED ANCHORS IN CONCRETE: 3 5/8" -362S162-43 16"O.0 362T125-54 (EXCEPTION: NO INSPECTION IS REQUIRED FOR PLACEMENT OF CONCRETE AROUND W AWS AMERICAN WELDING SOCIETY LOAD OF 1.000 LBS.AT EACH PANEL POINT. UNLESS NOTED OTHERWISE ON THE PLANS,PLACE CONTROL JOINTS IN MASONRY WALLS SUCH 4" -40OS162-43 16"O.C. 40OT125-54 FOUNDATION ANCHOR BOLTS.) m A.W.H.S.-----AUTOMATIC WELDED HEADED MECHANICAL LOADS SHOWN ON PLANS SHALL BE IN ADDITION TO THE REQUIREMENTS NOTED THAT NO STRAIGHT RUNS OF WALL EXCEEDS 24'-0". CONTROL JOINTS SHALL NOT OCCUR AT ALL EXPANSION TYPE ANCHORAGE FOR CONCRETE INSTALLATION ONLY SHALL BE PER HILTI 6" -60OS162-43 16"O.C. 60OT125-54 D. NO INSPECTION IS REQUIRED FOR PLACEMENT OF SLAB ON GRADE CONCRETE. INSPECTION STUDS ABOVE. WALL CORNERS,INTERSECTIONS,ENDS,WITHIN 24-OF CONCENTRATED POINTS OF BEARING OR 'KWIK BOLT-TZ'EXPANSION ANCHOR PER ICC ESR-1917 OR APPROVED ICC EQUIVALENT. ALL OF SLAB ON GRADE REINFORCING IS REQUIRED PER"REINFORCING STEEL"SECTION BELOW. A.W.T.S.-----AUTOMATIC WELDED THREADED MECHANICAL UNIT WEIGHTS SHOWN ON FRAMING PLANS HAVE BEEN INCREASED BV A FACTOR OF JAMBS,OR OVER OPENINGS UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS. EPDXY ADHESIVE TYPE ANCHORAGE FOR CONCRETE INSTALLATION ONLY SHALL BE PER HILTI SSMA NON-STRUCTURAL/NON-BEARING INTERIOR STEEL STUDS AND TRACKS SHALL BE AS E. NO INSPECTION IS REQUIRED FOR THE PLACEMENT OF FOUNDATION CONCRETE. INSPECTION STUDS 1.2. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. 'HIT-RE 500 VS ADHESIVE ANCHORS PER ICC ESR-3814 OR APPROVED ICC EQUIVALENT.ALL FOLLOWS-TYPICAL U.N.O.: (DESIGN BASIS=5 PSF INTERIOR LOAD,DEFLECTION LIMIT=L/240). OF FOUNDATION REINFORCING IS REQUIRED PER"REINFORCING STEEL"SECTION BELOW. BM BEAM SCREW TYPE ANCHORAGE FOR CONCRETE INSTALLATION ONLY SHALL BE PER HILTI'KWIK HUS- ROOF LOADS INCLUDE 1.5 PSF ALLOWANCE FOR FIRE SPRINKLER PIPE BRANCH LINES.DESIGNERS HOLLOW BRICK MASONRY SHALL CONFORM TO ASTM C652 GRADE MW TYPE HBS F'm=2500 PSI EZ'SCREW ANCHOR PER ICC ESR-3027 OR APPROVED ICC EQUIVALENT. MAX WALL HEIGHT STUD SIZE-MILS STUD SPACING TRACK SIZE-MILS 2. REINFORCING STEEL: INSPECTION OF IN-PLACE REINFORCING FOR CONFORMANCE PRIOR TO B.K -----BELOW FINISHED FLOOR OF STRUCTURAL MEMBERS ENGINEERED BY OTHERS SHALL COORDINATE WITH CONTRACTOR RUNNING BOND,MORTAR TYPE S,1,800 PSI. GROUT 3,000 PSI. FOR ADDITIONAL INFORMATION, THE CLOSING OF FORMS OR THE DELIVERY OF CONCRETE TO THE JOBSITE FOR THE FOLLOWING: BLK BLOCK THE WEIGHTS AND LOCATIONS OF ALL FIRE SPRINKLER BRANCH LINES GREATER THAN 3"DIA. SEE GENERAL SECTION ABOVE. POST-INSTALLED ANCHORS IN MASONRY: O'-O"TO 12'-8" 3 5/8"362S125-27 24"O.0 362T125-27 A. REINFORCING FOR ALL CONCRETE REQUIRED TO HAVE INSPECTION NOTED ABOVE. B.O.B.-----BOTTOM OF BEAM THESE BRANCH LINES SHALL BE SHOWN ON SHOP DRAWINGS SUBMITTED FOR REVIEW. 12'-9"TO 14'-6" 3 5/8"362S125-27 16"O.C. 362T125-27 B. REINFORCING FOR CONCRETE FOUNDATIONS. B.O.D. BOTTOM OF DECK COORDINATE WITH ARCHITECTURAL DRAWINGS FOR LOCATIONS OF CONVENTIONAL MASONRY ALL EXPANSION TYPE ANCHORAGE FOR MASONRY INSTALLATION ONLY SHALL BE PER HILTI'KWIK 14'-7"TO 19'-6" 6"60OS125-33 24"O.C. 60OT125-33 C. REINFORCING FOR SLABS ON GRADE. B.O.F. BOTTOM OF FOOTING LATERAL: CONSTRUCTION VERSUS HOLLOW BRICK MASONRY CONSTRUCTION. BOLT 3'EXPANSION ANCHOR PER ICC ESR-1385 OR APPROVED ICC EQUIVALENT. ALL EPDXY 19'-7"TO 22'-4" 6"60OS125-33 16"O.C. 60OT125-33 D. REINFORCING FOR ALL MASONRY REQUIRED TO HAVE INSPECTION NOTED BELOW. ERG BEARING ADHESIVE TYPE ANCHORAGE FOR MASONRY INSTALLATION ONLY SHALL BE PER HILTI'HIT-HV 270' 22'-5"AND GREATER-NOTIFY STRUCTURAL ENGINEER C CAMBER WIND: VERTICAL REINFORCING: ADHESIVE ANCHOR ICC ESR-4143 OR APPROVED ICC EQUIVALENT. ALL SCREW TYPE FOR ADDITIONAL INFORMATION,SEE ARCHITECTURAL DRAWINGS. 3. PRECAST CONCRETE: PERIODIC INSPECTION DURING THE ERECTION OF PRECAST MEMBERS. C.C. CENTERLINE TO CENTERLINE ANCHORAGE FOR MASONRY INSTALLATION ONLY SHALL BE PER HILTI'KWIK NUS-EZ'SCREW CFS------COLD FORMED STEEL ULTIMATE DESIGN WIND SPEED(3-SECOND GUST),V(JIt)=110 MPH. 1#5 IN CENTER OF GROUT AT CENTER OF WALL,CONTINUOUS FULL HEIGHT OF WALL AT ALL ANCHOR PER ICC ESR-3056 OR APPROVED ICC EQUIVALENT. JOISTS: STEEL CONSTRUCTION: C.G. CENTER OF GRAVITY RISK CATEGORY,II. CORNERS,INTERSECTIONS,WALL ENDS,BEAM BEARINGS,JAMBS,EACH SIDE OF CONTROL C.I.P. -----CAST IN PLACE EXPOSURE C. JOINTS AND AT INTERVALS NOT TO EXCEED 48"O.C.UNLESS NOTED OTHERWISE.TIE AT 8'-O" STRUCTURAL STEEL: SSMA JOIST SIZE AND SPACING SHALL BE AS NOTED ON PLANS OR DETAILS. ALL JOISTS SHALL BE 1. WELDING: C.L. CENTERLINE VERTICALLY,WITH SINGLE WIRE LOOP TIE BV A.A.WIRE PRODUCTS COMPANY. DOWEL VERTICAL SECURELY SEATED FOR FULL END BEARING AT SUPPORTING MEMBER. PROVIDE BLOCKING AT A. VERIFICATION OF VALID WELDER'S CERTIFICATES. C.L.B. CENTERLINE OF BEAM SEISMIC: REINFORCING TO FOUNDATION WITH DOWELS TO MATCH VERTICAL REINFORCING. GENERAL: SUPPORTS OF ALL JOISTS. DOUBLE UP FLOOR JOISTS AND BLOCKING UNDER LOAD BEARING B. PERIODIC VISUAL INSPECTION OF ALL SHOP AND FIELD WELDS. C.L.C.-----CENTERLINE OF COLUMN PARTITIONS UNLESS NOTED OTHERWISE. C. ALL STRUCTURAL STEEL FABRICATORS SHALL EMPLOY AN AWS CERTIFIED INDEPENDENT O C.L.F. CENTERLINE OF FOOTING RISK CATEGORY,II. HORIZONTAL REINFORCING: ALL STEEL CONSTRUCTION PER REFERENCED AISC STEEL CONSTRUCTION MANUAL. ALL WIDE TESTING AGENCY TO PROVIDE SHOP WELD INSPECTIONS PER CODE. INSPECTION REPORTS AND I C.L.W.-----CENTERLINE OF WALL SEISMIC IMPORTANCE FACTOR,I=1.0. FLANGE STEEL SHALL BE ASTM A992(Fy=50 KSI). ALL PIPE STEEL SHALL BE ASTM A500(Fy=42 WOOD: REQUIRED DOCUMENTATION SHALL BE SUBMITTED TO ENGINEER OF RECORD PRIOR TO STEEL CLR- CLEAR MAPPED SHORT PERIOD SPECTRAL ACCELERATION,Ss=1.07g. 2#5 IN MINIMUM 16"DEEP GROUTED CONTINUOUS BOND BEAM AT ELEVATED FRAMING KSI)OR ASTM A53,TYPE E OR S,GRADE B(Fy=35 KSI). ALL TUBE STEEL SHALL BE ASTM A500(Fy INSTALLATION. MAPPED ONE SECOND SPECTRAL ACCELERATION,S1=0.417g. ASSEMBLIES. 1#5 IN MINIMUM 8"DEEP GROUTED CONTINUOUS BOND BEAM AT TOP OF =46 KSI).ALL MISCELLANEOUS STEEL UNLESS NOTED OTHERWISE SHALL BE ASTM A36(Fy=36 GENERAL: D. CONTINUOUS INSPECTION OF ALL MULTIPASS FILLET WELDS,SINGLE PASS FILLET WELDS a CONC-----CONCRETE w CDNG C.J.----CONCRETE CONTROL JOINT SOIL SITE CLASS,D. PARAPETS AND FREESTANDING WALLS. PLACE THESE BARS CONTINUOUS THRU CONTROL KSI). THE TERMS PIPE AND ROUND HOLLOW STRUCTURAL SECTIONS(HSS)ARE USED LARGER THAN 5/16",COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS,PLUG AND -- DESIGN SHORT PERIOD SPECTRAL ACCELERATION,Sd.=0.765g. JOINTS PER TYPICAL DETAIL.TO MAINTAIN BOND BEAM CONTINUITY,INSTALL BENT BARS PER SYNONYMOUSLY THROUGHOUT THESE DOCUMENTS ALONG WITH THE TERMS TUBE STEEL AND WOOD FRAMING MEMBERS SHALL NOT BE NOTCHED OR DRILLED WITHOUT PRIOR APPROVAL OF SLOT WELDS. CORD S.J.- -CONCRETE SAWCUT JOINT DESIGN ONE SECOND SPECTRAL ACCELERATION,Sd1=0.440g. TYPICAL DETAILS TO MATCH HORIZONTAL BOND BEAM REINFORCING AT CORNERS AND RECTANGULAR OR SQUARE HSS. THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT. ALL NAILING NOT NOTED SHALL BE PER E. NON-DESTRUCTIVE TESTING OF ALL COMPLETE PENETRATION WELDS BY AN AWS CERTIFIED o C.M.U.-----CONCRETE MASONRY UNIT SEISMIC DESIGN CATEGORY,D. INTERSECTIONS. STANDARD WEIGHT(NO.9 GAGE WIRE)HOHMANN AND BARNARD INC.OR TYPICAL DETAIL AND COMMON NAIL DIAMETER TABLE BELOW. ALL BOLTING SHALL BE PER INDEPENDENT TESTING AGENCY AT THE CONTRACTORS EXPENSE. CONN CONNECTION BASIC SEISMIC-FORCE-RESISTING SYSTEM=INTERMEDIATE PRECAST SHEAR WALLS AND EQUIVALENT LADDER MESH TYPE JOINT REINFORCEMENT AT 16"O.C.ALL JOINT REINFORCING ALL STRUCTURAL ROLLED STEEL MEMBERS WITH Fy GREATER THAN 36 KSI ARE TO BE IDENTIFIED STRUCTURAL STEEL SECTION ABOVE. WOOD CONNECTORS SHALL BE AS MANUFACTURED BY U CONT-----CONTINUOUS INTERMEDIATE REINFORCED MASONRY SHEAR WALLS SHALL BE EITHER HOT-DIPPED GALVANIZED OR STAINLESS STEEL.FOR INTERIOR WALLS ONLY- WITH AN ASTM SPECIFICATION MARK OR TAG PER IBC SEC.2203.1. SIMPSON STRONG-TIE COMPANY,INC.OR OTHER MANUFACTURER WITH CURRENT AND 2. STEEL FRAMES: VERIFICATION OF BRACING,STIFFENING,MEMBER LOCATIONS,AND PROPER w CRSI------CONCRETE REINFORCING STEEL DESIGN BASE SHEAR=1320k (INCLUDES 100'FUTURE EXPANSION AT EAST WALL). JOINT REINFORCING MAY BE MILL GALVANIZED AT CONTRACTORS OPTION. EQUIVALENT ICC APPROVAL. WHERE"TYPE"OF CONNECTOR IS INDICATED ON THE DRAWINGS, JOINT DETAIL APPLICATION AT ALL STEEL FRAME CONNECTIONS. m INSTITUTE SEISMIC RESPONSE COEFFICIENT,Cs=0.19. UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE ASTM A307. A325 BOLTS MAY BE THE CONNECTOR AND ATTACHMENT SHALL BE PER THE MAXIMUM MODEL NUMBER BASED ON THE D.F.(D.F.L.)---DOUGLAS FIR LARCH RESPONSE MODIFICATION FACTOR(R)=4. LAP SPLICE$: SUBSTITUTED FOR A307 BOLTS AT THE CONTRACTOR'S OPTION,REVERSE SUBSTITUTION IS NOT SIZE OF THE MEMBERS CONNECTED. MASONRY CONSTRUCTION: DL ------DEAD LOAD ANALYSIS PROCEDURE USED=EQUIVALENT LATERAL FORCE PROCEDURE PERMITTED. ALL BOLTS SHALL BE INSTALLED WITH STEEL WASHERS AT SHORT SLOTTED HOLES DIA------DIAMETER LAP SPLICES FOR VERTICAL AND HORIZONTAL REINFORCING SHALL BE PER TYPICAL DETAIL. DO USING SNUG TIGHT INSTALLATION,UNLESS NOTED OTHERWISE. NAIL TYPE REQ'D DIA REQ'D GA LENGTH NAIL TYPE REQ'D DIA REQ'D GA LENGTH 1. STRUCTURAL MASONRY: m DN ------DOWN FOR DEFLECTION/CAMBER CRITERIA OF STRUCTURAL MEMBERS ENGINEERED BY OTHERS,SEE NOT SPLICE WITHIN 8'-O"OF CONTROL JOINTS. LAP HORIZONTAL LADDER TYPE JOINT 6d 0.113" 11 1/2 2" 12d 0.148" 9 3 1/4" A. DURING PREPARATION OF PRISMS. 3 DWG(S) ----DRAWINGS) SPECIFIC MEMBER'S SECTION BELOW. REINFORCING 12"MINIMUM. STEEL ERECTION NOTE: 8d 0.131" 10 1/4 2 1/2" 16d DABS" 8 3 1/2- B. INSPECTION OF IN-PLACE REINFORCING FOR CONFORMANCE PRIOR TO THE DELIVERY OF E.C. END TO CENTERLINE 10d 0.148" 9 3" 20d 0.192" 6 4" GROUT TO THE JOBSITE. z E.E.------END TO END FOR ADDITIONAL REINFORCING INFORMATION,SEE REINFORCING SECTION OF G.S.N.,PLANS, PER OSHA,STEEL MEMBERS AND DIAGONAL BRACING CANNOT BE RELEASED FROM HOISTING C. CONTINUOUS INSPECTION DURING PLACEMENT OF GROUT. w E.O.S.-----EDGE OF SLAB FOUNDATIONS: SCHEDULES AND DETAILS. CABLES UNTIL ALL BOLTS OR WELDS AT MEMBER ENDS ARE COMPLETE. PRESERVATIVE-TREATED WOOD: D. CLEANOUTS PRIOR TO CLOSING. w EQ EQUAL GEOTECHNICAL REPORT BY GEOTEST SERVICES,INC.; JOB NO.18-0318. ISOLATED AND VENEER TIES: WELDING: ALL SILL PLATES IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE-TREATED WOOD. WOOD SPECIAL CASES: - EQUIP-----EQUIPMENT CONTINUOUS FOOTINGS SHALL BEAR ON NATIVE,MEDIUM-DENSE,GRAVELLY SAND SOIL OR ON FRAMING MEMBERS ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR MASONRY OR EXP.BOLT(E.B.)-EXPANSION BOLT COMPACTED STRUCTURAL FILL PLACED OVER COMPETENT,NATIVE SOILS 18"MINIMUM BELOW TYPICAL VENEER ATTACHMENT TO STEEL STUD WALLS SHALL CONSIST OF GALVANIZED STEEL UNLESS NOTED OTHERWISE,ALL SHOP AND FIELD WELDS PER REFERENCED EDITION OF THE AWS CONCRETE WALLS BELOW GRADE SHALL BE PRESERVATIVE-TREATED WOOD. 1. EXPANSION,EPDXY,ADHESIVE,AND SCREW ANCHORS: DURING THE PLACEMENT OF ALL - EXP.JT(E.J.)--EXPANSION JOINT ADJACENT FINISHED GRADE,PAD GRADE OR EXISTING GRADE AS STATED IN GEOTECHNICAL HB-213 VENEER ANCHORAGE SYSTEM MANUFACTURED BY HOHMANN AND BARNARD,INC. STANDARDS. ALL WELDING SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES ANCHORS SHOWN ON STRUCTURAL DRAWINGS. ADDITIONAL INSPECTIONS REQUIRED FOR E.W. EACH WAY REPORT. FINISHED GRADE(PAD GRADE)IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS ANCHORS CONSIST OF A 3/16"ROUND WIRE PINTLE EXTENDING 3"INTO VENEER AND A 14 GAGE L- AND HAVING DOCUMENTED CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE ALL WOOD FRAMING MEMBERS,INCLUDING WOOD SHEATHING THAT ARE LOCATED AT EXTERIOR REPAIR DETAILS SHALL BE PERFORMED AT THE CONTRACTOR'S EXPENSE. Y F.F.------FINISHED FLOOR AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL SHAPED STEEL PLATE ATTACHED TO STUDS AT 16"O.C.EACH WAY. STEEL PLATES SHALL BE DRAWINGS OR NOTES. CERTIFICATES SHALL BE THOSE ISSUED BY AN ACCEPTED TESTING WALLS THAT ARE LESS THAN 8 INCHES FROM FINISHED GRADE SHALL BE PRESERVATIVE- A. INSPECTION OF HOLE DIAMETER,HOLE DEPTH AND DRILL BIT CONFORMANCE. 4 F.O.M.-----FACE OF MEMBER BEARING VALUE=2500 PSF. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION ATTACHED TO STUDS NTH 2-#,2 GALVANIZED STEEL SCREWS. INSTALL PER MANUFACTURER'S AGENCY. ALL WELDING DONE BY E70 SERIES LOW HYDROGEN RODS UNLESS NOTED OTHERWISE. TREATED WOOD. B. INSPECTION OF HOLE CLEANING NTH WIRE BRUSH AND COMPRESSED AIR. F.O.S. FACE OF STEEL PRIOR TO COMMENCEMENT OF EARTHWORK. GEOTECHNICAL ENGINEER SHALL INSPECT SPECIFICATIONS. ALTERNATE ATTACHMENT SYSTEM MAY BE SUBMITTED BY CONTRACTOR TO FOR GRADE 60 REINFORCING BARS,USE E90 SERIES. THESE DRAWINGS DO NOT DISTINGUISH C. INSPECTION OF ANCHOR INSTALLATION USING SPECIFIED PRODUCT AND MANUFACTURER'S a F.O.W.-----FACE OF WALL FOUNDATION EXCAVATIONS PRIOR TO PLACEMENT OF CONCRETE. ARCHITECT/ENGINEER FOR APPROVAL AND SHALL CONFORM TO THE APPLICABLE CHAPTER OF BETWEEN SHOP AND FIELD WELDS; THE CONTRACTOR MAY SHOP WELD OR FIELD WELD AT THEIR ALL FASTENERS INCLUDING NUTS AND WASHERS IN CONTACT WITH PRESERVATIVE-TREATED RECOMMENDED INSTALLATION PROCEDURES. GA------GAGE(UNIT OF MEASUREMENT) THE BUILDING CODE. DISCRETION. SHOP WELDS AND FIELD WELDS SHALL BE SHOWN ON THE SHOP DRAWINGS WOOD SHALL BE HOT-DIPPED ZINC-COATED GALVANIZED STEEL OR STAINLESS STEEL. THE D. INSPECTION OF EXPANSION ANCHORS SHALL INCLUDE THE VERIFICATION OF THE TIGHTENING GALV-----GALVANIZED CONCRETE: SUBMITTED FOR REVIEW. COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE PER ASTM A153.FASTENERS OTHER TORQUE FLAT IS SPECIFIED BY THE ANCHOR MANUFACTURER. G.S.N.-----GENERAL STRUCTURAL NOTES TYPICAL VENEER ATTACHMENT TO MASONRY WALLS SHALL CONSIST OF GALVANIZED STEEL HB- THAN NAILS,WOOD SCREWS AND LAG SCREWS ARE PERMITTED TO BE OF MECHANICALLY _ SPECIFIED 28 DAY COMPRESSIVE STRENGTH F'c: 5213-2X ADJUSTABLE VENEER ANCHORAGE SYSTEM MANUFACTURED BV HOHMANN AND HIGH STRENGTH'HEADED STUDS SHALL BE AUTOMATIC WELDED CONFORMING TO ALL DEPOSITED ZINC-COATED STEEL WITH COATING WEIGHTS PER ASTM B695,CLASS 55 MINIMUM. SPECIAL INSPECTIONS-NON STRUCTURAL(PERFORMED BY OTHERS): m GLB(GLULAM)--GLUED-LAMINATED BEAM o H.F.------HEM FIR BARNARD,INC. ANCHORS CONSIST OF A 3/16"ROUND WIRE PINTLE UNIT E%TENDING 3"INTO REQUIREMENTS OF Th'E REFERENCED EDITION OF THE'RECOMMENDED PRACTICES FOR STUD rc FOUNDATIONS(DESIGN BASED ON 2,500 PSI)(W/C=.045 MAX)6%AIR ENTRAINMENT-3,000 PSI VENEER ANO 14 GAGE STEEL L-SHAPED PLATE ATTACHED TO THE MASONRY WALL AT 16'O.C. WELDING'. CONFORMANCE SHALL INCLUDE,BUT NOT BE LIMITED T0,ALL QUALITY CONTROL $AWN LUMBER: GEOTECHNICAL INSPECTIONS-SOILS: a HORIZ-----HORIZONTAL REINFORCING SLAB ON GRADE----------------------------------------------3,500 PSI EACH WAY. STEEL PLATES SHALL BE ATTACHED TO MASONRY WALLS WITH 523 BRASS TESTING PROVISIONS OF THE AFOREMENTIONED PUBLICATIONS m H.S.----- HEADED STUDS PRECAST CONCRETE WALL PANELS(W/C=.045 MAX)6%AIR ENTRAINMENT--SEE PANEL ELEVATION NOTES EXPANSION BOLT AS MANUFACTURED BY HOHMANN AND BARNARD,INC.INSTALL PER FRAMING LUMBER SHALL COMPLY WITH THE REFERENCED EDITION OF THE GRADING RULES OF 1.PERIODIC VERIFICATION THAT MATERIALS BELOW GRADE ARE ADEQUATE TO ACHIEVE THE IBC - -INTERNATIONAL BUILDING CODE MANUFACTURER'S SPECIFICATIONS. ALTERNATE ATTACHMENT SYSTEM MAY BE SUBMITTED BY QUICKFRAMES ADJUSTABLE STEEL ROOF FRAMES: THE WWPA OR THE WCLIB. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN DESIGN BEARING CAPACITY. CBO INTERNATIONAL CONFERENCE OF GENERAL: CONTRACTOR TO ARCHITECT/ENGINEER FOR APPROVAL AND SHALL CONFORM TO THE (ALTERNATE TO TYPICAL STEEL OPENING FRAMES) APPROVED LUMBER GRADING AGENCY AND SHALL HAVE MINIMUM PROPERTIES WHICH MEET OR 2.PERIODIC VERIFICATION THAT EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE BUILDING OFFICIALS APPLICABLE CHAPTER OF THE BUILDING CODE. EXCEED THE FOLLOWING WOOD TYPES: REACHED PROPER MATERIAL. ICC INTERNATIONAL CODE COUNCIL ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE REFERENCED EDITION OF THE ACI UNLESS SPECIFICALLY EXCLUDED ON PLAN,CONTRACTOR MAY PROVIDE SEALED SHOP WOOD TYPE 3.PERFORM PERIODIC CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. o ICF INSULATED CONCRETE FORMS STANDARDS. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED UNLESS NOTED MISCELLANEOUS LINTELS: DRAWINGS AND CALCULATIONS FOR 16,12 OR 10 GAGE(30 KSI)QUICKFRAMES ADJUSTABLE BEAMS 4.CONTINUOUS VERIFICATION THAT USE OF PROPER MATERIALS,DENSITIES AND LIFT I.F.W. INSIDE FACE OF WALL OTIHERWISE. ADMIXTURES CONTAINING CHLORIDES SHALL NOT BE USED. NO OTHER FRAMES AT THE MECHANICAL ROOFTOP UNITS AND/OR ROOF PENETRATIONS. (NOTE: THIS MUST WIDTH 4"OR LESS- D.F.L.#1 THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL. I.O.D.------INTERPRETATION OF DRAWINGS ADMIXTURES PERMITTED WITHOUT APPROVAL. FOR CONCRETE WITHOUT PLASTICIZER, UNLESS NOTED OTHERWISE OR SHOWN,PROVIDE THE FOLLOWING LINTELS IN 8"MASONRY BE SUBMITTED AS A DEFERRED SUBMITTAL PER REQUIREMENTS BELOW.) WIDTH GREATER 5.PERIODIC VERIFICATION PRIOR TO PLACEMENT OF COMPACTED FILL,OBSERVE SUBGRADE AND JET JOIST MAXIMUM SLUMP 4 1/2"AT POINT OF PLACEMENT U.N.O. IF PLASTICIZER IS USED,A HIGHER FINAL WALLS. USE THESE LINTEL ANGLES FOR OPENINGS REQUIRED BY OTHER DISCIPLINES TIHAN 4" D.F.L.#1 VERIFY THAT SITE HAS BEEN PREPARED PROPERLY. - K(KIP) -----1000 POUNDS SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. (MECHANICAL,ELECTRICAL,PLUMBING,ETC.). PROVIDE MINIMUM 5"BEARING OF ANGLES ON THESE QUICKFRAMES,OR TIHE OPENING THEY SPAN,SHALL NOT BE PLACED SO AS TO INTERFERE POSTS - - - - - - - - 3 KLF KIPS PER LINEAR FOOT JAMBS. SEE SKETCH BELOW WHERE THESE LINTEL ANGLES MAY BE USED. (NOTE: WHERE THE WITH THE REQUIREMENTS OF OTHER STRUCTURAL ELEMENTS H.E.DRAG STRUTS,BEAMS, 6 X 6 OR LARGER- -D.F.L.#2 DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR: LBS(#)-----POUNDS FOR REINFORCING INFORMATION,SEE REINFORCING SECTION OF G.S.N.,PLANS,SCHEDULES AND REQUIREMENTS OF THIS SKETCH ARE NOT POSSIBLE,NOTIFY THE STRUCTURAL ENGINEER PRIOR PURLINS,SUBPURLINS,ANGLES,ETC.)WITHOUT TILE PRIOR APPROVAL OF THE STRUCTURAL O_ LGR LEDGER DETAILS. TO START OF MASONRY CONSTRUCTION.) ENGINEER. PLYWOOD: A. THE SPECIAL INSPECTOR SHALL OBSERVE TILE WORK ASSIGNED TO BE CERTAIN IT CONFORMS TO THE APPROVED DESIGN DRAWINGS AND SPECIFICATION. LGS ------LIGHT GAGE STEEL --- _ UNLESS NOTED OTHERWISE LL TILE DRAWINGS THE EMBEDMENT OF CONDUITS PIPES SLEEVES OPENING WIDTH LINTEL ANGLES ---- FOR ADDITIONAL INFORMATION AT OPENINGS IN STEEL ROOF FRAMING SEE TYPICAL DETAILS. ALL PLYWOOD SHALL BE APA"CD%"RATED SHEATHING OR BETTER AND SHALL BEAR THE STAMP B. THE SPECIAL INSPECTOR IS NOT AUTHORIZED TO APPROVE DEVIATIONS FROM Th'E DESIGN LGSEA -----LIGHT GAGE STEEL ENGINEERS LINE OF 7zom ETC.OF ANV MATERIAL SHALL NOT BE PERMITTED WITHIN ANY CONCRETE STRUCTURAL ELEMENT OF AN APPROVED TESTING AGENCY. LAV UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO DRAWINGS OR SPECIFICATIONS AND ALL DEVIATIONS MUST BE APPROVED BV THE STRUCTURAL ASSOCIATION BEARING IE: COLUMNS BEAMS ELEVATED SLABS ETC. OR STRUCTURAL CONCRETE TOPPINGS WITh'OUT 0'-0'TO 3'-4' 2-3 1 E X 2 1 8"X 1 4" SLV - QUICKFRAMES ADJUSTABLE FRAMES SHALL BE AS MANUFACTURED 'S QUICKFRAMES USA LLC SUPPORTS. STAGGER JOINTS. ALL NAILING COMMON NAILS. WHERE SCREWS ARE INDICATED ENGINEER NI RECORD PRIOR TO PROCEEDING WITH THE WORK. ALL REQUESTS FOR DEVIATIONS L.O.D. LOCATION OF DETAILS THE EXPRESSED APPROVAL OF Th'E STRUCTURAL ENGINEER. OR POWERS PS8/B" / ( ) '�" w MESA,ARIZONA. IT SHALL BE INSTALLED PER ALL MANUFACTURER'S RECOMMENDATIONS FOR WOOD TO WOOD ATTACHMENTS,USE WOOD SCREWS. ALL PLYWOOD SHALL BE OF THE SHALL BE INITIATED BY THE CONTRACTOR V1A WRITTEN REQUEST FOR INFORMATION(RFQ. LL- LIVE LOAD 3'-5"TO 4'-8" 2-3 1/2 X 3"X 1/4"(SLV) R-. FOLLOWING NOMINAL THICKNESS,SPAN/INDEX RATIO AND SHALL BE ATTACHED AS FOLLOWS C. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, o LLH ------LONG LEG HORIZONTAL FLY ASH-IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS,SHALL BE LIMITED TO 25%OF OR POWERS PS8-8" STEEL DECKING: UNLESS NOTED OTHERWISE: AND TO THE ENGINEER OR ARCHITECT OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO LLV ------LONG LEG VERTICAL TOTAL CEMENTITOUS MATERIALS BY WEIGHT. FLY ASH SHALL BE INCLUDED IN THE 4'-9"TO 6'-O" 2-3 1/2"X 3 1/2"X 1/4" � THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION,THEN,IF UNCORRECTED,TO 3 MAS------MASONRY CALCULATION OF W/C RATIOS SPECIFIED ABOVE. FLY ASH ADDITIVES SHALL NOT BE USED ON OR POWERS PS8-12" GENERAL• THICKNESS NOTED SPAN/INDEX EDGE INTERMEDIATE THE DESIGN AUTHORITY AND THE BUILDING OFFICIAL. PENING MAS C.J.----MASONRY CONTROL JOINT SLABS WITH A BURNISHED OR ACID FINISH. 6'-1"OR GREATER NOTIFY STRUCTURAL ENGINEER USE ON DRAWINGS RATIO ATTACHMENT ATTACHMENT D. TIHE CONTRACTOR SHALL PROVIDE THE SPECIAL INSPECTOR ACCESS TO ALL ITEMS _ MAX ------MAXIMUM `MOTH ALL STEEL DECK SHALL BE MANUFACTURED AND ERECTED IN ACCORDANCE WITH REFERENCED REQUIRING SPECIAL INSPECTION. ACCESS SHALL BE PROVIDED BV IN-PLACE LADDERS, ,I ------ TEST DATA FOR EACH CONCRETE MIX SHALL BE SUBMITTED FOR REVIEW PER CHAPTER 5 OF ACI EDITION OF SDI AND MUMO F 2IN 7 S. APPROVED ICC EQUIVALENT. STEEL DECK SHALL BEAR ROOF --1 2 15 32 MIN --32 16-SCREWS AT 6 O.C. SCREWS AT 12 O.C. SCAFFOLDS LIFTS AND OR SERVA EQUIPMENT OPERATED BV THE CONTRACTOR 8 PERSONNEL ¢ MBMA METAL BUILDING MANUFACTURERS / ( / ) / / ASSOCIATION DESI REFERENCE FIGURE R5.3 FOR SUBMITTAL REQUIREMENTS AND OPTIONS. CONCRETE MIX TIHESE LINTELS,OR TILE OPENING THEY SPAN,SHALL NOT BE PLACED S,AS TO INTERFERE WITH I N SUPPORTS U MINIMUM OF 2 INCHES ENDS OF SHEETS MUST BE LAPPED A MINIMUM OF 2 AS REQUIRED FOR SAFE OBSERVATION. THE SPECIAL INSPECTOR IS NOT RESPONSIBLE OR MFR'D ----MECHANICAL DESIGNS THAT ARE SUBMITTED WITHOUT THE APPROPRIATE TEST DATA CANNOT BE REVIEWED. TILE REQUIREMENTS OF OTHER STRUCTURAL ELEMENTS(OU BOND BEAMS,LINTELS,CONTROL INCHES OVER SUPPORTS. ALL SHEATHING SHALL BE GAPPED 1/8"ON THE EDGES AND ENDS.ROOF SHEATHING SHALL HAVE AUTHORIZED M OPERATE CONTRACTOR'S EQUIPMENT. MFR'0 -----MANUFACTURERED JOINTS,CONCENTRATED POINTS OF BEARING,ETC.)WITHOUT THE PRIOR APPROVAL OF THE PANEL SHEATHING CLIPS APPROPRIATELY INSTALLED BETWEEN THE TRUSSES. E. UPON COMPLETION OF THE ASSIGNED WORK THE ENGINEER OR ARCHITECT SHALL COMPLETE - MFR('S)-----MANUFACTURER('S) SLABS ON GRADE: STRUCTURAL ENGINEER. WELDERS CERTIFIED IN LIGHT GAGE STEEL DECK WORK SHALL PERFORM ALL WELDING. DECK AND SIGN THE APPROPRIATE FORMS CERTIFYING THAT TO THE BEST OF THEIR KNOWLEDGE THE MIN MINIMUM WELDING MAY BE ACHIEVED WITH E60 SERIES NON LOW HYDROGEN RODS(MINIMUM). ALTERNATE: WORK IS IN CONFORMANCE WITH TILE APPROVED PLANS AND SPECIFICATIONS,AND THE N/A ------NOT APPLICABLE MAXIMUM SLUMP WITHOUT PLASTICIZER AT POINT OF PLACEMENT SHALL BE 5 INCHES. MI% SOLID GROUT SHALL BE PROVIDED BETWEEN WEBS AND MASONRY FACE SHELLS FOR FULL APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. DESIGN SHALL HAVE A MINIMUM AMOUNT OF CEMENTITIOUS MATERIALS(CEMENT PLUS FLY ASH), LENGTH OF ALL STEEL LINTELS. MORTAR MAY BE USED FOR GROUT FOR THIS PURPOSE ONLY. SCREWS WHERE INDICATED SHALL BE ITW BUILDE%TEKS SELF DRILLING FASTENERS PER ICC APA PERFORMANCE RATED SHEATHING(OSB)MAY BE USED AS AN ALTERNATE TO PLYWOOD N.T.S. NOT EN SCALE 540 POUNDS PER CUBIC YARD(FOR 3/4 INCH NOMINAL MAXIMUM AGGREGATE SIZE)PER ACI FACE UNITS,SOAPS,ROMANS,ETC.,SHALL BE LAID WITH FULL HEAD AND BED JOINTS. ESR-1976 OR APPROVED ICC EQUIVALENT. WITH PRIOR APPROVAL OF OWNER,ARCHITECT AND INSTALLING CONTRACTOR. WHERE O.C. ------ON CENTER 302.1R-15,FIGURE 8.9.2.3. MIX DESIGNS SHALL TAKE CARE TO PROVIDE TILE LARGEST POSSIBLE ROOFING,BALCONY WATERPROOFING,OR OUTDOOR DECK WATERPROOFING IS TO BE O.F.W.------OUTSIDE FACE OF WALL SIZE QF COARSE AGGREGATE WHILE MAINTAINING CONCRETE WORKABILITY. NOMINAL MAXIMUM FOR ADDITIONAL INFORMATION AT OPENINGS IN MASONRY WALLS,SEE TYPICAL DETAILS. ROOF DECK: GUARANTEED,IT MAY NOT BE USED WITHOUT PRIOR APPROVAL FROM ROOFING OR I OPP OPPOSITE AGGREGATE SIZE SHALL NOT BE LESS THAN 3/4 INCH NOR MORE THAN 1/3 THE DEPTH OF THE WATERPROOFING SYSTEM MANUFACTURER. RATED SHEATHING SHALL COMPLY WITH APA PRP- y OSHA------OCCUPATIONAL SAFETY AND SLAB. "POWERS"LINTELS SHALL BE AS MANUFACTURED BY POWERS STEEL AND WIRE PRODUCTS,INC., DECK SHALL BE 1 1/2"DEEP, 36"WIDE, 20 GAGE PAINTED STEEL,NTH MINIMUM YIELD STRESS OF 108,EXPOSURE 1,AND SHALL HAVE A SPAN RATING AND SHEAR VALUES EQUIVALENT TO OR a HEALTH ADMINISTRATION AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AND CITY OF PHOENIX 15004-LPST 50 KSI,MTH MINIMUM S=0.237 INS AND I=0.231 IN4 PER FOOT OF WIDTH. DECK SHALL BE BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS(WITHIN 1/32")SHALL PCI------PRECAST/PRESTRESSED CONCRETE FOR INTERIOR SLABS ON GRADE,PROVIDE CONCRETE WITH AN ULTIMATE SHRINKAGE LESS THAN PRODUCT APPROVAL STANDARD. EQUIVALENT LINTELS MANUFACTURED BY GA-PO STEEL OR ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 2 SPAN MINIMUM AND BE THE SAME AS THE PLYWOOD IT REPLACES. INSTALL PER MANUFACTURER'S INSTITUTE 0.05%AT 28 DAYS. LABORATORY TEST RESULTS SHALL BE SUBMITTED INDICATING THAT THE KACHINA STEEL SHALL BE DEEMED APPROVED EQUALS. OPTIONAL MANUFACTURED STEEL SHALL BE ATTACHED FOR A MINIMUM DIAPHRAGM SHEAR CAPACITY OF 1230 PLF USING THE RECOMMENDATIONS. P.C. PRECAST CONCRETE CONCRETE SLAB ON GRADE MIX DESIGN(OR COMPARABLE)MEETS THE ULTIMATE SHRINKAGE LINTELS SHALL BE SUBMITTED FOR APPROVAL. FOLLOWING MINIMUM ATTACHMENTS: o PCF------POUNDS PER CUBIC FOOT REQUIREMENTS.SHRINKAGE VALUES FOR CONCRETE SPECIMENS SHALL BE TESTED PER ASTM SHOP DRAWINGS: u PLF------POUNDS PER LINEAR FOOT C157 AND THE PROCEDURES IN ACI 209R TO PREDICT THE ULTIMATE DRYING SHRINKAGE. REINFORCING: ATTACH DECK TO SUPPORTING MEMBERS USING HILTI FASTENERS WITH 36/7 PATTERN AT SHEET Z i-------PLUS OR MINUS ENDS,END LAPS,AND AT INTERMEDIATE SUPPORTS,AND AT 6"O.C.AT PERIMETER BEAMS AND SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ITEMS O C, CONCRETE SHALL BE MIXED PLACED FINISHED AND CURED PER REFERENCED EDITION OF ACI ALL REINFORCING PER CRSI SPECIFICATIONS AND HANDBOOK. ASTM A615 F =60 KSI GRADE 60 OPENING EDGES RUNNING PARALLEL TO TIHE DECK.USE HILTI X-HSN 24 FOR BAR JOIST OR REQUIRED BY ARCHITECTURAL SPECIFICATIONS. CONTRACTOR SHALL PROVIDE A MINIMUM OF 2 PREFAB-----PREFABRICATED (y / ) 3OM FOR THE APPROPRIATE FLOOR CLASS TYPE PER TABLE 2.1 AND CHAPTER 7 AND 8. CURING DEFORMED BARS FOR ALL BARS. WHERE SHOWN ON DRAWINGS ALL GRADE 60 REINFORCING TO STRUCTURAL STEEL SHAPE WITH 1 8"<TF<3 8" OR X-ENP-19 4"FOR STRUCTURAL STEEL HARD COPY SUBMITTAL SETS OF EACH ITEM TO CTS FOR REVIEW UNLESS NOTED OTHERWISE IN PSF------POUNDS PER SQUARE FOOT COMPOUND SHALL , COMPATIBLE WITH ARCHITECTURAL FLOOR FINISH.SLABS SHALL BE BE WELDED SHALL BE ASTM A706. ORCING WIRE REINFORCING PER ASTM AREVI WIRE PER ASTM HARDENED STRUCTURAL STEEL HEAVY BAR JOIST WITH TF> RIFIE(TABLE 1 ON PAGE 5 OF ICC ARCHITECTURAL SPECIFICATIONS. ELECTRONIC SUBMITTALS ARE ALSO ACCEPTABLE. PSI------POUNDS PER SQUARE INCH PLACED ON A FLAT,SMOOTH,FIRM,COMPACTED SUBGRADE A1064. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF ESR-2197)ACTUAL BASE MATERIAL THICKNESS SHOULD BE VERIFIED ON-SITE PRIOR TO PT ------POST-TENSIONED PROCEDURE WITH THE STRUCTURAL ENGINEER. REFERENCED ACI STANDARDS AND DETAILING PURCHASING OR INSTALLING THE FASTENERS. SIDE SEAM ATTACHMENTS SHALL BE PUNCHLOK II TILE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN r PH ------POST-TENSIONING INSTITUTE SLABS ON GRADE SHALL BE VIBRATED ONLY AT TRENCHES,FLOOR DUCTS,TURNDOWNS,ETC. MANUAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS: SYSTEM(VSC2)AT 8"D.C. ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW. /^� REINF------REINFORCING CAST CLOSURE POUR AROUND COLUMNS AFTER COLUMN DEAD LOAD IS APPLIED. UNLESS < a- SDI------STEEL DECK INSTITUTE APPROVED OTHERWISE IN WRITING BY THE ARCHITECT ALL CONCRETE SLABS E GRADE SHALL CAST AGAINST AND PERMANENTLY EXPOSED TO EARTh' 3' CANOPY ROOF DECK: VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS AND FIELD CONDITIONS. SLV------SHORT LEG HORIZONTAL BE BOUND BN CONTROL JOINTS(CONSTRUCTION OR SAW CUT)PER TYPICAL DETAILS,AS SHOWN EXPOSED TO EARTH OR----R �//�/ X ti SLV------SHORT LEG VERTICAL ON THE FOUNDATION PLAN,SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED DUR SQUARE #5 OR LARGER-----------------------------------------2" DECK SHALL BE 1 1/IT DEEP, 36"WIDE, 20 GAGE GALVANIZED STEEL,WITH MINIMUM YIELD MANUFACTURER OR FABRICATOR SHALL CLOUD ANY CHANGES,SUBSTITUTIONS,OR DEVIATIONS - W c_ SJI ------STEEL JOIST INSTITUTE FEET. CONSTRUCTION CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING #5 AND SMALLER-------------------------------------1 1/2" STRESS OF 50 KSI,WITH MINIMUM E=0.237 IUF AND =0.231 IN4 PER FOOT OF WIDTH. DECK FROM CONTRACT DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY a POURING ALL OTHER JOINTS MAY BE SAW CUT. SLAB REINFORCING WHERE SHOWN SHALL NOT FLAT SLAB RECAST-NCRETE-LL PANE-----------------------L EL 3 4" SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 2 SPAN CHANGES APPROVALS AND THE COORDINATION OF TIRE WORK WITH ALL RELATED TRADES AND 1. SIM SIMILAR / � O SQ.------SQUARE EXTEND MORE THAN 125 FEET WITHOUT STOPPING THE REINFORCEMENT AT A CONTROL JOINT. SITE CAST PRECAST CONCRETE WALL PANELS- SEE PANEL ELEVATION DETAILS MINIMUM AND SHALL BE ATTACHED USING THE FOLLOWING MINIMUM ATTACHMENTS: SUPPLIERS. ANY S,THE AFOREMENTIONED WHICH ARE NOT CLOUDED GI FLAGGED IE W 0 SSMA-----STEEL STUD MANUFACTURERS ALL OTTER PER REFERENCED EDITION OF ACI 318 SUBMITTING PARTIES,SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, ASSOCIATION JOINTS SHALL BE FILLED OR SEALED O SPECIFIED IN ARCHITECTURAL SPECIFICATIONS. AT A SCREW DECK S,SUPPORTING MEMBERS MM 4 T SCREWS WITH NEOPRENE WASHERS PER UNLESS NOTED ACCORDINGLY. ,j STD STANDARD MINIMUM,JOINTS IN SLABS SUBJECT FI SOLID RUBBER,HARD URETHANE,OR NYLON CASTERS ALL REINFORCING SHALL BE CHAIRED OR POSITIONED USING REPAR SPACERS T ENSURE SHEET AT ENDS,END LAPS AND AT INTERMEDIATE SUPPORTS,AND AT EA O.C.AT PERIMETER STL------STEEL OR STEEL WHEEL TRAFFIC SHALL BE FILLED WITH ASEMI-RIGID EPDXY OR PA-80 A PROPER CLEARANCES. ALL REINFORCING SHALL IN SECURED IN PLACE PRIOR TO CONCRETE BEAMS AND OPENING EDGES RUNNING PARALLEL TO THE DECK. SIDE SEAM ATTACHMENT SHALL TILE ENGINEER HAS THE RIGHT TO APPROVE SH DISAPPROVE ANY CHANGES TO CONTRACT O Z TL ------TOTAL LOAD CONSISTING OF TAT PERCENT SOLIDS AND A MINIMUM SHORE HARDNESS OF A-80 PER ASTM PLACEMENT. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM BE SCREWS WITH NEOPRENE WASHERS SPACED AT 24"O.C. DOCUMENTS AT ANYTIME BEFORE OR AFTER SHOP DRAWING REVIEW. W T.O.B.-----TOP OF BEAM D2240.FILLER MATERIAL SHOULD A INSTALLED THE FULL JOINT DEPTH,WITHOUT A BACKER R00, MOISTURE/CORROSION BV USE OF A PLASTIC OR CONCRETE CHAIR. DUCT-TAPE COVERED r 1 /� - ANO FLUSH WITH THE FLOOR SURFACE VIA OVERFILLING THEN SH AVEO FLAT. JOINT FILLING REINFORCING IS NOT AN ACCEPTABLE CHAIR. STEEL JOISTS AND JOIST GIRDERS: THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR `/ V T.O.C.T. TOP OF CONCRETE TOPPING SHOULD BE DELAYED AS LONG AS POSSIBLE TO ACCOMMODATE THE MA%IMUM POSSIBLE SLAB SHOWN INCORRECTLY ANO ARE NOT FLAGGED BY TILE STRUCTURAL ENGINEER OR ARCHITECT M T.O.D.------TOP OF DECK SHRINKAGE. ALL DIMENSIONS REFERENCED IN DRAWINGS AS'CLEAR'SHALL BE FROM FACE OF STRUCTURE FRAMING MEMBERS SHALL BE DESIGNED,FABRICATED,WELDED AND ERECTED IN ACCORDANCE SHALL NOT BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S Z N G 1 T.O.F.------TOP OF FOOTING TO EDGE OF REINFORCING,AND SHALL NOT BE LESS THAN STATED,NOR GREATER THAN"CLEAR" WITH THE REFERENCED EDITION OF SJI"STANDARD SPECIFICATIONS",AND SHALL CONFORM TO RESPONSIBILITY TO ENSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS. ( N 6 T.O.L. -TOP OF LEDGER VAPOR BARRIER,IF REQUIRED BY ARCHITECTURAL SPECIFICATION OR SOILS REPORT SHALL DIMENSION PLUS 3/8". ALL OTHERS SHALL BE PLUS OR MINUS 1/4"TYPICAL UNLESS NOTED THE FIRE RATING SPECIFIED IN THE ARCHITECTURAL DOCUMENTS. FABRICATOR SHALL HAVE AN U OL W t� T.O.M.------TOP OF MASONRY CONSIST OF A MINIMUM 10 MIL MATERIAL LAPPED A MINIMUM OF 6 INCHES AND TAPED PER OTHERWISE. ICC APPROVAL OR BE AN APPROVED FABRICATOR ACCORDING TO THE BUILDING JURISDICTION. TILE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BV OTHERS RESTS WITH O r Q w0 k T.O.P.------TOP OF PLATE MANUFACTURER RECOMMENDATIONS. ANY DAMAGE TO VAPOR BARRIER SHALL BE REPAIRED THE DESIGNING OR SUBMITTING AUTHORITY. a T.O.P.C.-----TOP OF PRECAST CONCRETE PRIOR TO CONCRETE PLACEMENT.THE FLOOR SLAB SHALL BE PLACED DIRECTLY ON THE VAPOR FIELD BENDING QR STRAIGHTENING QF DEFORMED BARS SHALL BE LIMITED TO#5 BARS AND FRAMING MEMBER SIZES INDICATED ON PLANS ARE MINIMUMS. FABRICATOR SHALL ADD r l ' W T.O.S. TOP OF STEEL BARRIER.THE VAPOR BARRIER SHALL BE PLACED ON TOP OF A SMOOTH SIX INCH LAYER OF SMALLER AND SHALL BE FIELD BENT OR STRAIGHTENED ONLY ONCE. ANY BEND SHALL BE ADDITIONAL WEB MEMBERS AS REQUIRED AND ADJUST CHORD AND WEB SIZES ACCORDINGLY, REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP V M z �" COMPACTED AGGREGATE BASE COURSE. CARE SHALL BE TAKEN TO KEEP MOISTURE AWAY LIMITED TO 90 DEGREES. IF FIELD BENDING OR STRAIGHTENING OF#6 BARS OR LARGER IS BUT SHALL NOT ALTER DEPTH OF MEMBERS. LIVE LOAD(LL)AND TOTAL LOAD(TL)DEFLECTIONS, DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. W T.O.W.------TOP OF WALL Z , a TPI ------TRUSS PLATE INSTITUTE FROM THE COMPACTED SUBBASE. CLEAN FREE-DRAINING GRAVEL IS NOT AN ALTERNATIVE FOR REQUIRED,OR IF A SECOND BEND T REQUIRED FOR#5 BARS AND SMALLER,HEAT SHALL BE INCLUDING CAMBERING WHERE REQUIRED,SHALL BE ACCORDING TO STEEL JOIST INSTITUTE LLJ W 0 ao TYP ------TYPICAL THE BASE COURSE.GENERAL CONTRACTOR SHALL PROVIDE A LOW SHRINKAGE CONCRETE MIX DESIGN APPLIED FOR BENDING OR STRAIGHTENING. CONTRACTOR SHALL SUBMIT PROCEDURE FOR STANDARDS. ALL FRAMING MEMBERS OR OTHER POINT LOADS SHALL BEAR AT A PANEL POINT, DEFERRED SUBMITTALS: Q H 9 T&G------TONGUE AND GROOVE TO MINIMIZE POTENTIAL SLAB CURL.SLABS PLACED DIRECTLY ON VAPOR BARRIERS SHALL BE APPLYING HEAT TO ENGINEER FOR REVIEW AND APPROVAL PRIOR TO BENDING OR AND SHALL BE EQUALLY SPACED BETWEEN COLUMN LINES-TYPICAL U.N.O. WHERE BOTTOM 0 A LEG------UNIFORM BUILDING CODE REINFORCED,SEE FOUNDATION PLAN. STRAIGHTENING BARS. CHORD WELDING IS INDICATED,DO NOT WELD BOTTOM CHORD TO SUPPORT UNTIL FULL DEAD SHOP DRAWING SUBMITTALS REQUIRED BY THESE GENERAL STRUCTURAL NOTES WHICH ♦2 = z w U.N.O.------UNLESS NOTED OTHERWISE LOAD IS IN PLACE. CONTAIN DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER OTHER THAN THE 2) H J p SITE CAST PRECAST CONCRETE WALL PANELS: LAP SPLICES IN CONCRETE: ENGINEER OF RECORD,SHALL BE SUBMITTED DURING CONSTRUCTION TO THE CITY FIELD W It W VERT------VERTICAL REINFORCING VERIFY SIZE,WEIGHT AND LOCATION OF SUPPORTED EQUIPMENT WITH ARCHITECTURAL, INSPECTOR FOR REVIEW. THE DOCUMENTS WILL FIRST BE REVIEWED BY TIHE ENGINEER OF A to Q WCLA------WEST COAST LUMBER ASSOCIATION REINFORCING SHOWN ON DRAWINGS IS FOR IN-PLACE CONDITION. CONTRACTOR SHALL BE ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT MECHANICAL,PLUMBING,ELECTRICAL,SPRINKLER AND THEIR RELATED DRAWINGS. FABRICATOR RECORD AND DETERMINED TO BE IN GENERAL CONFORMANCE WITH THE BUILDING DESIGN. WCLIB WEST COAST LUMBER INSPECTION RESPONSIBLE FOR PICK UP POINT INSERTS AND LOCATIONS,SPECIAL PICK UP REINFORCING AND CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND SHALL DESIGN JOIST SHOES WHERE BEARING LENGTH IS LESS THAN 4"AT LH SERIES JOIST AND THESE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND BUREAU STRONG BACKS,AND ALL PICK UP AND PLACING OPERATIONS. INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MA%IMUM ON LESS THAN 3"AT K SERIES JOIST. UNLESS NOTED OTHERWISE ON DRAWINGS,WHERE DISSIMILAR SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. THE FOLLOWING ti W.W.F.------WELDED WIRE FABRIC CENTERS. DOWEL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90-DEGREE HOOKS SERIES JOISTS BEAR ON THE SAME FRAMING SUPPORT MEMBER,ALL SAID JOISTS SHALL HAVE ITEMS SHALL BE SUBMITTED PER THIS SECTION: WWPA------WESTERN WOOD PRODUCTS CONCRETE INSERTS: UNLESS NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. MATCHING BEARING SHOE DEPTH OF THE LARGEST SERIES. IF HIGH STRENGTH BOLTS OR FULL T ASSOCIATION PENETRATION WELDS ARE UTILIZED,CONTRACTOR SHALL RETAIN AN INDEPENDENT TESTING STEEL JOISTS AND JOIST GIRDERS -B d W/ WITH THIN SLAB TYPE INSERTS SHALL BE GALVANIZED AND HAVE THE FOLLOWING MINIMUM WORKING LAP SPLICES,UNLESS NOTED OTHERWISE,SHALL BE CLASS'B'TENSION LAP SPLICES PER LABORATORY TO CERTIFY COMPLIANCE WITH AISC AND AWS SPECIFICATIONS RESPECTIVELY. QUICKFRAMES ADJUSTABLE ROOF FRAMES BELOW ROOF TOP MECHANICAL UNITS OR OPENINGS rc s oOl m Q W/C------WATER TO CEMENT RATIO LOADS(4:1 RATIO OF ULTIMATE TO WORKING VALUES IS ASSUMED): REFERENCED EDITION OF ACI 318. W W/0------WITHOUT INSTALL BRIDGING AS REQUIRED PER SJI SPECIFICATIONS AND TYPICAL DETAILS. WHERE GENERAL NOTES: m 1- O WORKING LOAD LAPS IN WELDED WIRE REINFORCING SHALL BE MADE SO THAT THE OVERLAP,MEASURED BRIDGING INTERFERES WITH MECHANICAL INSTALLATIONS,REMOVE THIS BRIDGING AFTER TOTAL � BOLT DIAMETER BETWEEN OUTERMOST CROSS WIRES OF EACH REINFORCING SHEET,IS NOT LESS THAN THE DEAD LOAD IS APPLIED AND REPLACE WITH HORIZONTAL ANGLES 2"X 2"X 3/16"AT TOP AND THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. EXCEPT o] SHEAR TENSION SPACING OF CROSS WIRES PLUS 2 INCHES. BOTTOM CHORDS. WHERE NOTED,THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING o 1/2" 1,000 LBS. 650 LBS. CONTRACTOR SHALL SUBMIT LAYOUT SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. SUCH MEASURES SHALL INCLUDE,BUT NOT BE LIMITED TO,BRACING,SHORING U SZE: 1,250 LBS. 700 LBS. DRYPACK: FABRICATION.CONTRACTOR SHALL SUBMIT UPDATED LAYOUT SHOP DRAWINGS,WITH DESIGN FOR LOADS DUE TO CONSTRUCTION EQUIPMENT,ETC. THE STRUCTURAL ENGINEER OF RECORD no Registered Architect in: 3 3/4" 1,600 LBS. 850 LBS. CALCULATIONS SEALED BV A REGISTERED ENGINEER FOR ALL MEMBERS INSTALLED,FOR REVIEW SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS,METHODS,TECHNIQUES, LOCATION OF DETAILS .d DRYPACK SHALL BE 5,000 PSI NON-SHRINK GROUT,FIVE STAR OR EQUIVALENTS. INSTALL AND APPROVAL PRIOR TO ERECTION(EXCEPTION: PARALLEL CHORD JOISTS WITH UNIFORM SEQUENCES FOR PROCEDURE OF CONSTRUCTION,OR THE SAFETY PRECAUTIONS AND THE AZ,CO,FL,MT,NV,NN%OCOUTX,UT,WA COIL LOOP INSERTS SHALL BE GALVANIZED AND HAVE TILE FOLLOWING MINIMUM WORKING LOADS DRYPACK UNDER BEARING PLATES BEFORE FRAMING MEMBER IS INSTALLED. AT COLUMNS, LOADS AND CONTINUOUSLY SUPPORTED COMPRESSION CHORDS PER SJI STANDARD LOAD PROGRAMS INCIDENT THERETO(NOR SHALL OBSERVATION VISITS TO TILE SITE INCLUDE O (3:1 RATIO OF ULTIMATE TO WORKING VALUES IS ASSUMED): INSTALL DRYPACK UNDER BASE PLATES AFTER THE STRUCTURAL STEEL FRAME HAS BEEN TABLES). SHOP DRAWINGS AND CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER INSPECTION OF THESE ITEMS). DETAILS SHEET DESCRIPTION PLUMBED BUT PRIOR TO SUPPORTED DECKING BEING INSTALLED. REQUIREMENTS,DETAILS OF ANV OPTIONAL FIELD SPLICES AND SUPERIMPOSED LOADS FOR m � WORKING LOAD FRAMING SUPPORTED EQUIPMENT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS,SUCH STANDARDS Y N o V BOLT DIAMETER ANCHORAGE: SHALL BE THE REFERENCED EDITION AND/OR ADDENDA. ANV ENGINEERING DESIGN,PROVIDED --- S101 GENERAL STRUCTURAL NOTES _ � a t SHEAR TENSION COLD FORMED STRUCTURAL STEEL FRAMING: BY OTHERS AND SUBMITTED FOR REVIEW,SHALL BEAR THE SEAL OF A REGISTERED ENGINEER � ANCHOR RODS: RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. 01-19 S102 TYPICAL DETAILS U z 1/2" 2,200 LBS. 2,280 LBS. GENERAL' Q a 5Z 5/8" 3,000 LBS. 3,620 LBS. ANCHOR RODS INCLUDE HOOKED, HEADED, AND THREADED AND NUTTED ANCHORS. THE NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL 21-39 S103 TYPICAL DETAILS O 3/4' 3,100 LBS. 3,660 LBS. TERMS ANCHOR BOLT AND ANCHOR ROD ARE USED SYNONYMOUSLY THROUGHOUT THESE ALL COLD FORMED STEEL COMPONENTS INDICATED ON THE STRUCTURAL DRAWINGS SHALL BE NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN,CONSTRUCTION SHALL m o it U, DOCUMENTS. ALL ANCHOR ROD MATERIAL SHALL BE PER ASTM F1554 GRADE 36,U.N.O. A307 PER SSMA. COMPONENTS SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH CONFORM TO SIMILAR WORK ON THE PROJECT,AND/OR AS PROVIDED FOR IN THE CONTRACT 101-119 5301 FOUNDATION DETAILS � G w THREADED COIL RODS,COIL NUTS,ETC.,USED IN CONJUNCTION WITH CONCRETE INSERTS,SHALL ANCHOR RODS MAY BE SUBSTITUTED FOR ASTM F1554 GRADE 36 AT CONTRACTORS OPTION. ALL MANUFACTURER'S RECOMMENDATIONS AND IN ACCORDANCE WITH THE REFERENCED EDITION OF DOCUMENTS. WHERE DISCREPANCIES OCCUR BETWEEN PLANS,DETAILS,GENERAL 2 - HAVE A WORKING LOAD EQUAL TO OR GREATER THAN THE CORRESPONDING CONCRETE INSERT. ANCHOR RODS SHALL BE SECURED IN PLACE PRIOR TO CONCRETE PLACEMENT. ALL ANCHOR "SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS"BY THE AISI STRUCTURAL NOTES AND SPECIFICATIONS,THE GREATER REQUIREMENTS SHALL GOVERN. - w r "a CONTRACTOR SHALL SUBMIT MANUFACTURER'S SIZE AND STRENGTH DATA PRIOR TO RODS SHALL BE INSTALLED WITH STEEL WASHERS AT OVERSIZED ROUND HOLES USING SNUG AND ICC ESR-3064P OR APPROVED ICC EQUIVALENT. STEEL FOR COLD FORMED MEMBERS SHALL 201-219 S401 FLOOR FRAMING DETAILS o z CONSTRUCTION TO THE STRUCTURAL ENGINEER THRU THE ARCHITECT. VALUES LISTED ABOVE TIGHT INSTALLATION,UNLESS NOTED OTIHERWISE. HAVE A MINIMUM YIELD STRENGTH OF 33 KSI FOR 43 MIL THICKNESS AND LESS,AND MINIMUM VERIFY ALL DIMENSIONS AND ELEVATIONS WITH TIHE ARCHITECTURAL DRAWINGS AND FIELD 6 v G N I ARE FOR RICHMOND STRUCTURAL CONNECTION INSERTS. YIELD STRENGTH OF 50 KSI FOR 54 MIL THICKNESS AND GREATER. STEEL FOR BRIDGING SHALL CONDITIONS.BUILDING DIMENSIONS AND ELEVATIONS,WHERE SHOWN,WERE PROVIDED BV THE 221-239 S402 FLOOR FRAMING DETAILS v u . o Lj TIHE ANCHORING MECHANISM FOR NUTTED ANCHOR RODS SHALL CONSIST OF DOUBLE NUTS HAVE A MINIMUM YIELD STRENGTH OF 33 KSI. STEEL SHALL BE GALVANIZED AT LOCATIONS ARCHITECT AND IT IS THE CONTRACTOR?S RESPONSIBILITY TO VERIFY AND COORDINATE ALLE 3'� O UNLESS NOTED OTHERWISE ON TIHE DRAWINGS,MECHANICAL SPLICES FOR REINFORCING BARS WITH A WASHER BETWEEN. THE NUTS AND WASHER ARE TO BE EMBEDDED INTO THE CONCRETE EXPOSED TO WEATHER AND WHEREVER NOTED. DIMENSIONS PRIOR TO PROCEEDING WITH THE WORK.ANY DISCREPANCIES SHALL BE RESOLVED 301-319 S501 ROOF FRAMING DETAILS o U SHALL UTILIZE BAR-LOCK COUPLER SYSTEMS PER ICC ESR-2495 OR APPROVED EQUIVALENT. PER THE DETAILS AND PLANS. THE WASHER SHALL BE 1/4"X4"X4"U.N.O. THE CONTRACTOR THROUGH THE ARCHITECT.ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR M p O � SHALL PREVENT TILE NUTS FROM SPINNING OFF DURING THE VIBRATION OF THE CONCRETE. WHERE WELDING IS SHOWN ON DRAWINGS IT SHALL BE PERFORMED BY WELDERS CERTIFIED IN ARCHITECTURAL,CIVIL,MECHANICAL,PLUMBING AND ELECTRICAL ITEMS WITH THE APPROPRIATE FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL - n UNLESS NOTED OTHERWISE ON TILE DRAWINGS,"THREADED COUPLERS"WHERE INDICATED FOR THIS COULD BE ACCOMPLISHED BV TIGHTENING THE NUTS AGAINST EACH OTHER THEREBY LIGHT GAGE STRUCTURAL STEEL FRAMING WORK. DO NOT NOTCH FLANGES OF MEMBERS TRADE DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. STRUCTURAL NOTES ON SHEET S101 AND TYPICAL DETAIL SHEETS - M #11 BARS AND SMALLER SHALL BE DAYTON DBDI REINFORCING BAR MECHANICAL SPLICE SYSTEM LOCKING THEM IN PLACE OR BY TACK WELDING EACH NUT TO THE ANCHOR ROD. WITHOUT EXPRESSED APPROVAL OF TILE ENGINEER OF RECORD. o .+ PER ICC ESR-2649. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS,BUT APPLY UNLESS NOTED THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY-NOT FOR GENERAL J WHERE THE ANCHORS ARE TO BE GALVANIZED, THE ANCHOR R00 AND Th'E NUTS SHALL BE SCREWED COLD FORMED TO COLD FORMED CONNECTIONS(I.E.: 97 MIL TO 97 MIL MA%)SHALL BE OTHERWISE. CONSTRUCTION OR RECORDING UNLESS TI1E STRUCTURAL ENGINEER OF M GALVANIZED WITH THE SAME PROCESS TO ENSURE THE THREADS MATCH. HILTI SELF-DRILLING AND SELF-PIERCING SCREWS PER ICC ESR-2196,OR APPROVED ICC RECORD'S SEAL IS AFFIXED WITH WRITTEN SIGNATURE. EQUIVALENT. SCREW SIZE SHALL BE#10 X 3/4"MINIMUM AND MUST PROTRUDE THROUGH AND CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. STRUCTURAL 0 � AT CONTRACTOR'S OPTION HEADED ANCHORS PER ABOVE MAY BE SUBSTITUTED FOR BEYOND THE CONNECTED STEEL MEMBERS A MINIMUM OF THREE FULL THREADS. SCREWS LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROJECT NUMBER 18-741 PROJECT MANAGER RAD 3 CONVENTIONAL ANCHORS AND MACHINE BOLTS(REVERSE SUBSTITUTION NOT ALLOWABLE). SHALL BE INSTALLED WITH A MINIMUM EDGE AND END DISTANCE OF THREE SCREW DIAMETERS i COPTONS AND SUBSTITUTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION OR PROJECT ENGINEER MJM PROJECT DRAFTER SMV NOTES v MIL THICKNESS/GAGE NUMBER REFERENCE: SUBSTITUTION IS CHOSEN,CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY o CHANGES,APPROVALS AND THE COORDINATION OF THE WORK WITH ALL RELATED TRADES AND CARUSO•TURLEY•SCOTT• INC w 27 MIL--- -22 GA 54 MIL- ---16 GA SUPPLIERS. (] 43 MIL------18 GA 97 MIL------12 GA consulting structural engineers SWOT o O Tempe,Arimna 85281 I(480)7 4-00(774-17012FOAX) ~o _ctsaz.com Oo 7 U ,QTAER AT NOTES: NOTES: NOTES: NOTES: NOTES: °s�•'•FWASH/ TYP 3 16 (1) (2) 6„ (3) leis °_ 1. STEEL DECK WHERE OCCURS. 1. SEE PLAN FOR SPACING 8'-0" 1. PROVIDE ANCHORS ANCHOR RODS 1. CONSTRUCTION JOINT. V.( 1. LAP PER TYPICAL DETAIL(24"MIN) 2. (2)HILTI ON.148"DIA PINS OR MAXIMUM). BOLT VERT BOLT HORIZ BOLT ANCHOR AND ANCHOR BOLTS PER THIS MIN -TYP. (¢) 2. DIAMOND SHAPED LOAD PLATE. a.1a z 10 scREws To DECK. z. CENTERLINE of FRAMwc DIAMETER EMBEDMENT EMBEDMENT FILLET WELD SCHEDULE UNLESS NOTED 3. CONCRETE SLAB. OY 3 2. TOP OF WALL FOOTING. ( ( (2) (2) 3. CONCRETE SLAB WHERE OCCURS. (2) MEMBER. (db) LENGTH LENGTH SIZE, "S". OTHERWISE ON PLANS,SCHEDULES 3. PIPE THIRD STEM WALL AS OCCURS 2) 1) 4. EXPANSION SLEEVE. �p�k a�a60 4. STEEL ANGLE 1 1 2"X 18GA X 12" 3. ANGLE 4"x4"x1 4". OR DETAILS. 1�1 -SEE TYPICAL DETAIL. 5. SPACING PER SCHEDULE,LOCATE ' (1) �(3) (1) �(3) / (3) / LJ';; F LONG. 4. FACE OF FRAMING MEMBER. 1 2 6" 4" 1/4" 2. AUTOMATIC WELDED TO DEVELOP �_ 4. RETURN TO FOOTING THICKNESS AS 6"FROM CORNERS OR / •• ___ ___ _ __ 5. #12 GAGE WIRES LOOPED AROUND FULL CAPACITY OF HIGH STRENGTH ) SHOWN ON PLAN. TRANSVERSE JOINTS. TRACK AT STUD. i i " HEADED STUDS. (¢ 5. MAXIMUM SLOPE BETWEEN BOTTOM 6. TRANSVERSE JOINT AS OCCURS. ----- --------- ------ - --- 6. WALL COVERING WHERE OCCURS. 5/$ 6' 4' 5/16" 3. THICKNESS OF DRYPACK DOES NOT d OF FOOTINGS SHALL BE PER 1 7. 2#10 S.M.SCREWS AT EACH APPLY TOWARDS EMBEDMENT. SKETCH. STEP FOOTINGS AS (12) BRACE. 3�4" 7" 5" 5/16" 4. BOLT/PLATE EDGE CLEARANCES 2 X D REQUIRED,SEE TYPICAL DETAIL. (4) 11 8. CEILING LINE. TYP PER THE FOLLOWING-TYP U.N.O.: 6. BOTTOM OF CONCRETE FOOTING. / ` v 9. TOP TRACK. 3/16 ]�$" $" 6" 5�16" 3/4"DIA OR LESS-1 1/4" MIN 7. BOTTOM OF ADJACENT FOOTING OR \5/ , e 10. STUD AT BRACE ATTACH TO 7/8"DIA-------1 1/2' TYP TRENCH. WHERE LOW TRENCH �n _ TRACK. 1"DIA---------1 3/4" ONLY IS LOWER THAN SHOWN,SEE 1" 9" 7" 3 8 m r1 (5)� (11) (])/ 11. DIAGONAL TENSION BRACE. OPENING 1 1/8"DIA------2" DETAIL 05. z ( \ ; 358 IC 25GA STUD EACH SIDE. 1 1/4"DIA------2 1/4" TYPICAL STEP IN CONCRETE FOOTING 8. PIPE ADJACENT TO STEM WALL TO O_ `12)L ' `\ ; 12. "1"VERT WHERE"H"IS 8'-0"OR 1 1�$" 10" 8' ----- OVER 1 1/4"DIA--1.7501A NOT INTERFERE WITH FOOTING. (3) PLAN VIEW LESS. "2"MAX WHERE"H"IS 9. TYPICAL UNLESS NOTED OTHERWISE ---- -r ----- ----- r------- GREATER THAN 8'-0 9" ----- �(B),1 Ir IN SOIL REPORT. J FACE OF WALL, \` PLATE,ANGLE PLATE,ANGLE 0 (6) (9) 0 (6) TYP TOP OF WALL, CHANNEL,ETC. CHANNEL,ETC. l i SCHEDULE ((9) i� (]) I� 3(�16 COLUMN,ETC. SLAB THICKNESS DIAMOND PLATE SIZE DIAMOND PLATE SPACING 10 z ) 5"TO 6" 1/4"X 4 1/2"X 4 1/2" 18"O.C. z z 6 WIRE CONNECTION DIAGONAL BRACE CONNECTION NOTE: _ NOTE: o ii o ii STANDIARD o ii NOTE 1� .IL it NOTE: 7"TO 8" 3/8"X 41/2"X 41/z" 18"O.C. S.M.(SHEET METAL)SCREWS A. FOR CLARITY,ROOF DECK m m " "S" " # S 2 MIN D=2'-0"MAXIMUM. ALTERNATE"A" ALTERNATE"B, HOOK OR ii ( ) 9"TO 11" 3/4°X 4 1/2"X 4 1/2" 20"O.C. PER G.S.N. - OMITTED. I� BOLT HEAD FOR ADDITIONAL INFORMATION, B. VERIFY OPENING SIZE WITH IL-, -TYPICAL MAX SLOPE (7) SEE PLANS AND DETAILS. NOTE:INSTALL'PNA'DIAMOND PLATE DOWELS OR APPROVED MANUFACTURED APPROPRIATE TRADE EQUIVALENT PER MANUFACTURERS RECOMMENDATIONS. LOCATE AT MID 4'-0" ANCHOR ROD ANCHOR BOLT a ANCHOR HEADED STUD BETWEEN FOOTINGS HEIGHT of SLAB JOINT. ATTACH TO EDGE FORM WITH PREFABRICATED ALIGNMENT PIECE. MAX NOTE- SEE G.S.N FOR ADDITIONAL INFORMATION-TYPICAL TYPICAL STEP IN CONCRETE FOOTING 0 16 NON BEARING TOP TRACK SUPPORT DETAIL - TOP CONNECTION 12 PLAN - TYPICAL OPENING IN FRAMING 08 TYPICAL ANCHOR ROD, ANCHOR BOLT, ANCHOR AND HEADED STUD MAXIMUM SLOPE BETWEEN ADJACENT FOOTING OR TRENCH CONSTRUCTION JOINT DIAMOND PLATE DOWEL SCHEDULE 407-88 NO SCALE 401-55.01 NO SCALE SCHEDULE AND BOLT PLATE EDGE CLEARANCES 401-02 NO SCALE 105-10 NO SCALE 101-01.17 NO SCALE a a ° 0 NOTES: NOTES: CLASS B TENSION SPLICE LENGTHS COMP.BARS NOTES: (1) NOTES: CONIC PSI fc-2,500/3,000 PSI Pc=4,000 PSI Pc=5,000 PSI Pc=?3,000 1. DIAGONAL TENSION BRACING AT 1. STEEL DECK. 1. FINISHED GRADE. 1. "CONC.C.J."WHERE SHOWN ON SPACING AS SHOWN IN 2. ANGLE SUPPORT 2"x2"x3/16" BAR ENCLOSED 2. WALL AND FOOTING. (2) PLAN. SCHEDULE. BELOW DECK-ANGLE MAY BE LOCATION STD 3. BACKFILL AND RECOMPACT TRENCH 2. CENTERLINE OF COLUMN. m T SIZE REGULAR TOP REGULAR TOP REGULAR TOP W/SPIRAL J 2. STUDS FULL HEIGHT,T1P. GAGE PLACE ON TOP OF DECK WITH LAP TIES PER SOILS REPORT AND 3. BUTT JOINT WITH ELASTOMERIC AND SPACING AS REQUIRED IN PRIOR APPROVAL OF ARCHITECT (METRIC) SPECIFICATIONS JOINT SEALANT IN THE UPPER 1" 3 SCHEDULE. 1 -EXTEND ONE FULL RIB #3 (10) 24" 31" 19" 24" 17" 22" 12" 12" 4. 500 PSI SLURRY MIX. AND PREFORMED JOINT FILLER z 3. CEILING(NOT BRACED TO RESIST PEN BEYOND OPENING. (1) 5. SLEEVE-1/2' CLEAR ALL BELOW. w X X LATERAL LOAD OF STUD WALL). 3. WELD 2' AT EACH RIB- AROUND PIPE. - 4. RADIUS 1'-6"MINIMUM 3'-0" w TYPICAL. #4(13) 32" 41" 25" 32" 22" 29" 15" 12" (2) 6. PIPE. �J / ° MAXIMUM. z 7. TYPICAL UNLESS NOTED OTHERWISE ROOF OR FLOOR ROOF OR FLOOR #5 (16) 39" 51" 31" 40" 28" 36" 19" 14" ---- ---- - - -------- T 7- 7 ----� IN SOIL REPORT. 5. 2'-0"MINIMUM/4'-O"MAXIMUM. z -_____-__-__ _-__ J�l � 6. CONCRETE SLAB ON GRADE. - _ (2) X #6 (19) 47" 61" 37" 48" 33" 43" 23" 17" /\\j\\�j\\ 3 (1) 7 OR ES�ABCAS COCCURSRE LOSURE POUR Q =w (1) (3) ) O WEB RIB #7 (22) 69" 89" 54" 70" 49" 63" 26" 20" \\j�\j/\ ( ) (3) = 1 _ //8 (25) 78" 102" 62" 80" 55" 72" 30" 23" �jj�> (3) (6) (3) a TRACK - - - - TRACK (2) RIB TOP TOP #9 (29) 88" 115" 70" 91" 63" 81" 34" 25" >\//j N� (7) o l�x �SECTION 1/8 (3) TYPICAL DECK SECTION #10 (3z) 1 ` , \\ \\ \\ 4 (2) �I Q U #11 (36) 110" 143" 87" 113" 78"' 101" 42" 31" 2 MIN •��5) (1) o� m m NOTE: (6) U NOTES: AN OPENING WHICH CUTS ONE WEB(4"MAX DIMENSION PERPENDICULAR TO RIBS),MAY BE 1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12"OF FRESH CONCRETE CUT IN DECK WITHOUT ANY SPECIAL REINFORCING. IS CAST IN THE MEMBER BELOW THE REINFORCEMENT. 2. LAP SPLICES SHALL BE CLASS"B"TENSION LAP SPLICES PER LATEST EDITION OF ACI 318 x rc AN OPENING WHICH CUTS TWO WEBS(8"MAX DIMENSION PERPENDICULAR TO RIBS),WILL UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS OR SCHEDULES. BOTTOM TRACK BOTTOM TRACK REQUIRE ANGLE SUPPORT SHOWN ABOVE. 3. CONTACT STRUCTURAL ENGINEER IF CLEAR SPACING OF REINFORCEMENT IS LESS THAN OR s - �, NOTE: ° ALTERNATE "A" ALTERNATE "B" ANY OPENING WHICH CUTS MORE THAN TWO WEBS,FRAME OPENING WTH TYPICAL ANGLE EQUAL TO 2 BAR DIAMETERS(2db),OR IF CLEAR COVER IS LESS THAN THE BAR DIAMETER 8, FOR CLARITY,COLUMNS SUPPORT FRAME,SEE TYPICAL OPENING IN STEEL DECK DETAIL (db). OMITTED. FOR CONFIGURATION - FOR SECTION"X",SEE DETAIL 16. FOR SECTION"X",SEE DETAIL 15. 4. THIS TABLE IS BASED ON NORMAL WEIGHT CONCRETE. MIN OF SPECIFIC CLOSURE POURS, ELEVATION-NON BEARING 5. FOR ADDITIONAL INFORMATION,SEE G.S.N.,PLANS,SCHEDULES AND DETAILS. SEE PLAN. 17 CEILING HEIGHT INTERIOR WALL BRACING TO FLOOR ROOF 1$ TYPICAL SMALL OPENING IN STEEL DECK 09 LAP SCHEDULE FOR REINFORCING STEEL IN CONCRETE 05 PARALLEL PIPE TRENCH ADJACENT TO BUILDING FOOTING 02 TYPICAL COLUMN CLOSURE POUR AT CONCRETE SLAB ON GRADE 407-86 NO SCALE 401-55.21 NO SCALE 201-31.01 NO SCALE 105-16.76 NO SCALE 101-24.51 NO SCALE 3 �� a NOTES: NOTES: NOTES: (5) X NOTES: (1) NOTES: X 6 MIN 1. STEEL STUD. 1. STEEL STUDS AND TRACK. (1) (2) �1 1. LAP-SEE G.S.N. x 1. CONCRETE FOOTING. (2) 1. CORNER BARS SAME SIZE AND 2. UNPUNCHED STEEL STUD TRACK- ii ii (1) 2. FULL HEIGHT JAMB STUD. 2. MAXIMUM 1/5 LAP BUT NOT z� 2. SLEEVE-PROVIDE 1/2"MINIMUM SPACING AS HORIZONTAL ATTACHMENT REQUIRED 1/2"DIA. 3. ADDITIONAL FULL HEIGHT JAMB BAR OFFSET MORE THAN 6". g CLEARANCE AROUND PIPE OR REINFORCING.LAP PER TYPICAL EXPANSION BOLTS AT 48"O.C.12 (2) STUD PER BELOW. 3. WIRE TIES. _ ra CONDUIT. DETAIL(24°MINIMUM). MINIMUM)OR.148"x3/4"LONG 3 4. STEEL STUD LINTEL PER (3) (4) 4. ld(1"MINIMUM). "� 3. PIPE OR CONDUIT. -- -- 2. ALTERNATE BEND. rc POWDER DRIVEN PINS AT 12"O.C. 11 ( ) BELOW. J 5. RADIUS=3d FOR BARS NOT OVER 4. CONCRETE FILL TO BE PLACED __ ___ __ 3. CONCRETE STEM WALL OR FOOTING. ° --------------- FASTENER SHALL HAVE ICC REPORT �rL1 --- ----- 7i 5. SINGLE STUD UNDER LINTEL #8; 4d FOR#9,#10 AND#11 BEFORE FOOTING IS POURED- ---- --- t _r-- -- ----- 4. REINFORCING PER PLANS AND/OR 'a FOR SAME INSTALLATION. TYPICAL. INSTALL DOUBLE BARS; 5d FOR#14 AND#18 O FORM SAME AS FOOTING AND DETAILS. o . 3. MULTIPLE OR INTERSECTING STUDS �� �� STUD AT OPENINGS GREATER BARS. 5d FOR ALL GRADE 40 `,. 1 POUR FULL WIDTH OF PIPE 5. CORNER BARS AT MULTIPLE WHERE OCCUR. CONNECT WITH 2 THAN 5'-0". SPLICE DETAIL BAR CLEARANCE BARS WITH 180 DEGREE HOOK. (2) TRENCH. I' REINFORCING 9 (1) ROWS#10 S.M.SCREWS AT 24"O.C. i 6. 4d(4"MINIMUM). (3) 5. STEM WALL. (5) (3) Z o STAGGERED SPACING.AT (¢) (5) TYP 7. 12d(90 DEGREE HOOK). 6. V-6"MAXIMUM-WHERE TRENCH ¢ (3 INTERSECTING STUDS 1 ROW OF iii i' 1 $ 1 6 C� z ( ) ) / ( ) 8. 6d(4"MINIMUM). �- $" (¢) EXCEEDS 1'-6",NOTIFY ° SCREWS. �i �ii "d" d„ (5) 9. 135 DEGREE BEND. MIN (5) STRUCTURAL ENGINEER PRIOR TO (n 4. #10 S.M.SCREWS EACH SIDE,EACH d v 10. BEND AROUND 1 1/2"PIN FOR#3 PLACEMENT OF FOOTING. 5 ) " BACKFILL AND SOILS REPORT AND TRENCH ( )� 5. STUD. 0 S.M.SCREWS. BARS.BEND AROUND 2"PIN FOR (1) Z F (5) 6. 4#10 S.M.SCREWS. ROUGH 45� PIN FOR #5END BARSROUND 2 1/2" 4 (2) SPECIFICATIONS. 7. AND INTERSECTION (1) d 7. #10 S.M.SCREWS AT 12"O.C.AT OPENING WIDTH 11. ROTATE TIE LOCATION 90 ( ) (3) 7. BOTTOM OF TRENCH. x 13 DOUBLE STUDS. DEGREES EACH COURSE. (n a. STUD BLOCKING. (1) NOTE: BEND AND HOOK DETAILS (5) _ - - W ( 9. 18 GA CLIP ANGLE BY STUD MFR A.THIS SCHEDULE MAY BE B.VERTICAL STUD TO STUD `$) WITH 3#10 S.M.SCREWS AT EACH O _____ ° USED ONLY IN WALLS WHERE CONNECTION PER TYPICAL DETAIL. (B) ($) Q W i STUD WHERE SHOWN IN DETAILS. (5) I � 7) �-' (2) NO OTHER HAS BEEN CALLED C.FOR CONNECTIONS NOT (9) (9) OUT ON PLANS OR DETAILS. SHOWN,SEE TYPICAL STUD (1) ii Z a (4) DETAIL AND G.S.N. 1 SECTION f� 1/8 2-12 ( w ROUGH OPENING LINTEL AT LINTEL AT ADD'L JAMB �j �J (6) (5) j NOTE: WIDTH BEARING OR OTHER WALLS STUDS EACH (11)(9) (9) �U1 SHALLOW TRENCH (¢) Q, Z N ° X (6) A.FOR SIZE AND GAGE OF TYPICAL (4) SHEAR WALLS SIDE OF OPNG �VJ (3) C4 a STEEL STUDS,SEE GENERAL B.INSTALL ALL SCREWS PER 0'-0"TO S-0" 2 40OS162-43 2 4DOS162-33 U O OD o (10) (10) NOTE: W STRUCTURAL NOTES. SPECIAL STEEL STUD MANUFACTURES ��SECTION 3'-1"TO 6'-0" (2)6005162-43 (2)4005162-33 1 NO PIPE SHALL PASS THRU 0 w `-' (7) SIZES ARE CALLED OUT ASSOC.SPECIFICATIONS. ( X COLUMN TIES BEAM STIRRUPS O ? W 3 0 v �J 6'-1"TO 8'-0" 2 6005162-43 2 6005162-33 2 FOOTINGS OR UNDER COLUMN ¢ CORNER ON PLAN AND/OR DETAIL. C.S.M.(SHEET METAL)SCREWS T w w PER G.S.N. 8'-1"TO 10'-0" (2)8005162-43 (z)8005162-33 3 FOOTINGS. m Q DEEP TRENCH LLJ LU z w 18 TYPICAL STEEL STUD WALL - SCREW CONNECTION 14 TYPICAL LINTELS IN STRUCTURAL STEEL STUD WALL 10 TYPICAL CONCRETE REINFORCING BAR DETAILS �6 PIPE PASSING UNDER WALL FOOTING 03 PLAN - CORNER REINFORCING IN CONCRETE FOOTING, STEM OR WALL a o 407-22 NO SCALE 407-51 NO SCALE 401-07 NO SCALE 105-30 NO SCALE 105-02 NO SCALE E Z a A A �_� to 5� NOTES: ( ) NOTES: NOTES: a 1 6" 6" 1. STEEL DECK WHERE OCCURS. t CENTERLINE OF COLUMN AND (6) 1. FINISHED GRADE WHERE OCCURS. m (13)(6) (1) -- 2. 18 GA x14"x6"PLATE AT 48"O.C. 2 • �� d 3 m • • • STEEL BASE PLATE. 2. SLEEVE-PROVIDE 1/2'MINIMUMS TYPICAL STEEL STUD CEILING JOIST SCHEDULE 12 3 STUDAM G 14CAT SLIP TRACK OR: 7 z FOLLOWING BASE -PTYPATE.U.N.O.: (7) ($) CLEARANCE AROUND PIPE/CONDUIT. of a m ( ) DEEP LEG 14GA SLIP TRACK BY - 3. EDGE CLEARANCES PER THE ��" 3. HORIZONTAL PIPE OR CONDUIT. N 4. STEEL STUD TRACK - 3 4 DIA OR LESS-1 1 4" (1) 4. STEM WALL. w NOTES: / / 5. CONCRETE FOOTING. m , 5. STEEL STUD WALL. ( ) • 7/8"DIA-------1 1/2° 6. VERTICAL PIPE OR CONDUIT WHEN o 0 1. CEILING JOISTS AT 24'O.C.MAXIMUM. 6. 2#10 S.M.SCREWS EACH PLATE. ,�3 1�2" (3) 1"DIA---------1 3/4" /' LOCATED AT STEM WALL 2. CONTINUOUS BRIDGING TOP AND BOTTOM OF JOIST WITH 1 #10 S.M.SCREW 7. 3#10 S.M.SCREWS AT RIBS. '�W CLR 1 1/8"DIA------2 TRANSITION AT FLOOR LINE. z. h0 2 OMIT CENTER SCREW WHERE 1 1 4 DIA------2 1 4 Registered Architect in: - 3 PER JOIST SHALL BE PROVIDED AT INTERVALS NOT TO EXCEED S"(SPACING). ( ) PATTERN A MIN PATTERN AA /° /" 7. FINISHED FLOOR LINE. 'd BRIDGING MAY BE OMITTED ON SIDES WITH CONTINUOUS SHEATHING. 13 ] TRACK OCCURS AT FLUTE. OVER 1 1/4"DIA-1.75 x DIA. �/ AZ,CO,FL,MT,NV,NM,OK,0R,TX,UT,WA N ( )( ) ii�i (3) 8. 10 S.M.SCREWS AT 12"O.C.- 4. ON BEAM GAGE WHERE NOTED. ,/ 8. 1 1/2"MIN CLEAR EXTERIOR FACE p 3. F JOIST SPANS ARE ENCOUNTERED N EXCESS OF THOSE TABULATED BELOW, # / (2) OF WALL AND NOTCH. NO w NOTIFY THE STRUCTURAL ENGINEER. / 4 STAGGER SIDES. (1) j m 4. JOISTS DESIGNED FOR 5 PSF DEAD LOAD AND 10 PSF LIVE LOAD.IF LOADS ( ) 1 REINFORCING MAY L CUT. DAMAGE ° 9. 1"CLEAR MIN-TYP. NOTE: / TO STEM WALL SHALL BE REPAIRED y ENCOUNTERED ARE GREATER,NOTIFY THE STRUCTURAL ENGINEER. (11) (5) 10. 1"MIN-TYP. • - EXCEPT WHERE SHOWN, 1 MIN AND PATCHED TO MATCH ADJACENT - a 5. FOR GENERAL NOTES REGARDING LEDGERS,SEE LEDGER SCHEDULE. 11. WALL COVERING WHERE OCCURS- - _ COLUMN OMITTED FOR CLARITY. WALL.A v 6. S.M.(SHEET METAL)SCREWS PER G.S.N. PARALLEL DO NOT ATTACH TO SLIP TRACK FOR COLUMN TYPE,SIZE AND ____ _ 3 (13)(8) OR BENT PLATE. C3( , (2) ( BASE PLATE AND ANCHOR -- - -- z FOR ADDITIONAL INFORMATION,SEE TYPICAL STEEL STUD DETAILS,G.S.N.AND w N"IhX� Fkl v o ARCHITECTURAL DRAWINGS. (12) (1) 12. CONCRETE SLAB WHERE OCCURS. 3 3 �� BOLTS,SEE SCHEDULE. _Y M G w Cry 13. SUBSTITUTE HILTI ON 0.148"DIA ------ _ POWDER DRIVEN SCREWS AT 1 L�z MAXIMUM PATTERN B PATTERN BB () ° o JOIST MAXIMUM STEEL TRACK AT STEEL TRACK AT ------------ -- ------------- -------- CONCRETE SLAB SIZE SPAN SPACING CONCRETE WALL STUD WALL (1) (3) -x N "' --------------- - - ------------(3) U o 3 (2) v _ o O 362T125-43 WITH 3/4"DIA 362T125-43 WITH 2-#10 (4) m 3 0 z 0 362s137-33 8'-0' 4'-0" PATTERN D (POST 200 MAXI o o o ANCHOR BOLTS AT 32°O.C. S.M.SCREWS PER STUD (9) i i i - FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL ° v • 1 STRUCTURAL NOTES ON SHEET SIDI AND TYPICAL DETAIL SHEETS 3 60OT125-43 WITH 3/4"DIA 600T125-43 WITH 2-#10 (10) ¢ NOTE: C' -� vv O NOTE: ° 6005137-33 10'-0" 5'-0" iO ( ) S.M.(SHEET METAL)SCREWS J (2) A. NO PIPE SHALL PASS THRU THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PREIJMINARY-NOT FOR ANCHOR BOLTS AT 32"O.C. S.M.SCREWS PER STUD ( PER G.S.N. 3 \MIT r411'_ FOOTINGS OR UNDER COLUMN CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF TYPICAL o `5) (3) 1" MIN 1" MIN (3) C3 (5) FOOTINGS. RECORD'S SEAL IS AFFIXED WITH WRITTEN SIGNATURE. � i 80OT125-54 WITH 3/4"DIA 800T125-54 WITH 3-#10 (2) B. FOR ADDITIONAL INFORMATION, z 80OS137-43 16'-0" 6'-0" PROJECT NUMBER 18-741 PROJECT MANAGER RAID DETAILS ANCHOR BOLTS AT 32"O.C. S.M.SCREWS PER STUD PERPENDICULAR PATTERN C PATTERN CC (3) 1" MIN SEE PLANS AND DETAILS. a G PROJECT _ MJM PROJECT DRAFTER SMV PATTERN E(POST 200 MAX) CARUSO•TURLEY•SCOTT• INC TYPICAL STEEL STUD CEILING JOIST SCHEDULE TYPICAL NON-BEARING STEEL STUD TOP TRACK CONNECTION PLAN - TYPICAL STEEL COLUMN BASE PLATE PATTERNS PIPE AT FOUNDATION STEM WALL consulting structural engineers Q 1 407-91M NO SCALE 407-81 NO SCALE 401-31 NO SCALE 7 105-24 NO SCALE 215 wear Rio Salado Parkway, Suite zoo 0 O Tempe,Arizona 85281 (480)774-1700(774-1701 FAX) wsxv S1 O2 .ctsaz.com °o 7 U �,QHERAq NOTES: 3 NOTES: NOTES: ( ) TYP OFHZ (4) (5) (1) 3/16 2-12 1. MASONRY WALL. TYP 1. THREADED ROD 1/2"DIA WITH 1. PRECAST CONCRETE PANEL. 2. CONTROL JOINT. 3/16 DOUBLE NUTS.(MIN 4 RODS). (1) 2. FINISHED FLOOR LINE. �a_Ia } 3. CONTROL JOINT MATERIAL PER 2. STEEL BEAM OR JOIST SUPPORT. 3. PANEL SETTING PADS. ARCHITECTURAL DRAWINGS --------- 3. 1/4°STEEL EDGE PLATE AROUND 4. LAP PER TYPICAL DETAIL(24" �O�k,q,5ae0 ��wv = AND SPECIFICATIONS. OPENING,TYPICAL. MIN.)-TYPICAL. F ---- ----- - 3 4. VERTICAL REINFORCING TO X 4. 8'-0"MAXIMUM. 5. FOOTING REINFORCING. / •• 711777777� MATCH WALL REINFORCING 5. C8x11.5 STEEL BEAM. (2) 6. CONCRETE FOOTING. EACH SIDE OF CONTROL JOINT. PLAN 6. 8'-0"MAXIMUM. 7. RETURN TO FOOTING ( ) 5. CONTINUOUS BOND BEAM 7. STEEL JOIST OR BEAM. THICKNESS AS SHOWN ON PLAN. 1�X �PLAN BARS-WRAP BARS WITH Z 8. STEEL ANGLE 5"x5'x3/8"xO'-8". ---- ---- ----U MASTIC FOR BOND BREAK. 9. CHANNEL SUPPORTING SUSPENDED (3) LOAD,WHERE OCCURS,SEE (2) MECH'L.PLANS. (5) 10. STEEL ANGLE 4"x4"x3/8"xO'-4". _ -------- - ------- =ii 3/16 2D 2D (4) n o ------ ----- iN i ii (7) N OPEN � o X `o (6) \ Z SECTION (9) ---v- ---------V(2) _ ni (5) (5)NOTE: 3/16 ii (5) NOTE: BOND BEAM BARS SHALL NOT D=2'-0"MAXIMUM. BE LAPPED WITHIN 8'-0"OF (2) i�i CONTROL JOINT. NOTE. (10) (1) (6) 1'-6" (¢) FOR CLARITY,STEEL DECK NOT SHOWN. PLAN - TYPICAL FRAME OPENING AT LARGE OPENING OR MECH'L. o „e CONTROL JOINT IN MASONRY WALL SUPPORT, 2500#MAX. ,,, STEPPED WALL FOOTING AT PRECAST CONCRETE PANEL 507-01 NO SCALE 401-55.02 NO SCALE �� 30-01.21 NO SCALE a a u 0 (3) (1) NOTES: NOTES: NOTES: 1. MASONRY WALL. 1. CONCRETE WALL. 1. PRECAST CONCRETE PANEL. 2. BOND BEAM REINFORCING. 2. 1/2"DIA HOOKED THREADED ROD (1) 2. FINISHED FLOOR LINE. 3. CORNER BARS SAME SIZE AND AND CONCRETE INSERT AT 3. SETTING PAD AS REQUIRED. _ _ _ _ _ _ _ _ _ _ SPACING AS HORIZONTAL MASONRY WALL AT BOND BEAMS 4. CONCRETE FOOTING BEYOND. REINFORCING-LAP PER AND 48"O.C.VERTICALLY. 5. STEPPED CONCRETE FOOTING. 3 TYPICAL DETAIL(24"MINIMUM). 3. FOR JOINT REQUIREMENTS,SEE F 4. SINGLE BAR REINFORCING WHERE ARCHITECTURAL SPECIFICATIONS. �(2) OCCURS. ALTERNATE BEND OF (3) (1) 4. MASONRY WALL. CORNER BARS AT INTERSECTION. 5. REINFORCING IN GROUTED CELL AT z (¢) (2) (4) END OF WALL. ____ ______-3--------------- ( ) - a 0 z INTERSECTION (3) f(4) - (2) --f o (5)� - (5) (4)r(2) 2) NOTE: NOTE: 24" NOTE SEE TYPICAL DETAIL FOR THIS DETAIL FOR ABUTTING MIN FOR ADDITIONAL INFORMATION, 3 NON-TOOTHED ABUTTING WALLS ONLY. FOR WALL SEE TYPICAL STEPPED WALLS AS OCCURS. REINFORCING,SEE PLANS. FOOTING AT PRECAST PANEL o DETAIL. CORNER MASONRY BOND BEAM AT INTERSECTING WALLS PLAN - MASONRY WALL AT CONCRETE WALL STEPPED FOOTING AT CORNER 29 510-01 NO SCALE 25 501-21 NO SCALE 22 130-01.22 NO SCALE 3 NOTES: a MASONRY LAP SPLICE LENGTH REBAR STEEL AT FACE 1. LIGHT POLE PER LIGHT POLE MFR. SIZE REBAR STEEL AT CENTER OF WALL 2. DOUBLE NUTS. (METRIC) GRADE OF WALL & BOND BEAMS 3. 1 1/2°f DRYPACK. 4. 1"CHAMFER. 6" BLK 8" ELK 12" ELK 8" ELK 12" ELK 5. 3 ADDITIONAL TES IN TOP 5". (1) 6. 24"DIA CONCRETE PIER NTH o #4 (13) 40 20" 20" 20" 20" 20" 1< (10) (2) s2"D.CERTICALS AND#3 TIES AT a #4 (13) 60 26" 26" 26" 26" 26" v All, (3) 7. FINISHED GRADE OR CONCRETEo (4) SLAB AS OCCURS.#5 (16) 60 32" 32" 32" 40" 40" 8. STAGGER LAPS 180'AT #6 (19) 60 N/A 43" 43" 54" 54" (5) 9 1'-0"ALTERNOR#3. 00 #7 (22) 60 N/A 60" 60" N/A 63 o10. BASE PLATE AND A.B.PER LIGHTIII X , (6) POLE MFR. Z w rc #8 (25) 60 N/A N/A 72" N/A 72 I1 (7) w SPLICE BARS AS OCCURS ----- ¢ d F a (9� (5) c/) W r� LLI STEEL AT CENTER OF WALL STEEL AT FACE OF WALL NOTES: O Z Uj 1. LAPS APPLY TO BOTH VERTICAL AND HORIZONTAL REINFORCING. o U V _ 2. PROVIDE BENT BARS TO MATCH HORIZONTAL BOND BEAM REINFORCING,AT CORNERS AND WALL INTERSECTION TO MAINTAIN BOND BEAM CONTINUITY. co al a a OD 3. DO NOT SPLICE HORIZONTAL BARS WITHIN 8'-0"OF CONTROL JOINTS. y " (�x �SECTION ($) U 0 p 4. FOR LADDER TYPE HORIZONTAL REINFORCING,SEE G.S.N. U W 5. LAP LENGTHS ARE BASED ON A CALCULATED STEEL STRESS(fs)NOT EXCEEDING 80 PERCENT /�/ NOTE: O Q o N OF THE ALLOWABLE STEEL STRESS(Fs). ' W 3 a ADDITIONAL 1'-0"OF > w' ULTIMATE STRENGTH OR WORKING STRESS CONCRETE BASE DEPTH AT U m z I Ca LANDSCAPED AREAS. LLJ W Z o 26 MASONRY LAP SPLICES FOR REINFORCING STEEL - 2012/2015 IBC 23 FOUNDATION - 22'-0" (MAX) LIGHT POLE a p 501-105 NO SCALE 8-741 NO SCALE ® Cf) = Z w r J p Q to Q 5� NOTES: a (1) a (8) MASONRY WALL. co 2. DEPTH OF MASONRY LINTEL- w d o 0 SEE PLANS AND DETAILS. P. 3. LINTEL REINFORCING. °r 0 4. JAMB REINFORCING PER G.S.N. N Z OR DETAILS CUT ON PLAN. m 5. 2#5 BARS IN 8"DEEP SOLID o GROUTED BOND BEAM-HOOK H BARS UP AT WALL CORNERS h0 WHERE MINIMUM DIMENSION Registered Architect in. - N CANNOT BE ACHIEVED. AZ,CO,FL,MTNV,NM,OK,OR,TX,UT,WA mo a 6. OPENING WIDTH. 7. LINTEL BLOCK AT OPENING. 2m - �3) - 8. OPEN ENDED BLOCK FULL Y o DEPTH OF LINTEL.EXTEND 24" _ z (7) EACH SIDE. z z (4) ¢ a O Y v O LL z (5) o o v o c 3 Ei - m U FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL 0 a O o - STRUCTURAL NOTES ON SHEET SIDI AND TYPICAL DETAIL SHEETSo 3 THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY-NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF TYPICAL RECOF2D'S SEAL IS AFFIXED 1WIll WRITTEN SIGNATURE. DETAILS O z 24" (6) 24" PROJECT NUMBER 18-741 PROJECT MANAGER RAID G MIN MIN PROJECT ENGINEER MJM 1PROJECT DRAFTER SMV CARUSO•TURLEY•SCOTT• INC TYPICAL OPENING IN MASONRY WALL Q 27 505-01 NO SCALE consulting structural engineers O Tempe,Anzotna 85281 Parkway,RioI(480) 4-00(774-17012F0AX) wsxv.ctsaz.com O3 Oo 7 U �,QHER AT riF'OF WASHi'FCr NCO �5 360 Z O N SCHEDULES GIRDER (G) SCHEDULE SNOW DRIFT LOAD (DL) SCHEDULE COLUMN (C) SCHEDULE 928-26 940-21 910-01 NOTE: NOTE: NOTE: FOR ANCHOR BOLT PATTERN, SEE TYPICAL DETAIL 11 a FOR ADDITIONAL INFORMATION,SEE G.S.N.,PLAN(s) AND DETAILS. 1. LOADS SHOWN PER FRAMING MEMBER. BOLT PATTERN a 2. DRIFT LOADS ARE IN ADDITION TO UNIFORM SNOW LOADS PER G.S.N. MARK SIZE BASE CONNECTION KIP LOAD AND/OR REMARKS w AT PANEL POINT PARAPET WALL J JOIST o MARK DEPTH REMARKS 3/4"x16"x16"STEEL PLATE WITH SPACES C1 HSS 10x10x1/4" (4)3/4"DIA ANCHOR BOLTS A DEAD LIVE SNOW TRIANGULATED SNOW w DRIFT WEIGHT 3/4"x12"x12"STEEL PLATE WITH C2 HSS 5x5x5/16" 'A' G1 44" 7 7.1 4.3 5.4 --- (4)3/4"DIA ANCHOR BOLTS 6X6 UNIFORM SNOW LOAD PER G.S.N. C3 W000 SIMPSON'CBS'POST BASE --- 02 44" 7 7.1 4.3 16.5 --- COLUMN 3 LENGTH G3 54" 7 7.1 4.3 5.4 --- ROOF LINE w w c4 sa" 7 z1 4.3 1s5 --- t1l ISOLATED FOOTING (F) SCHEDULE 11 - s01-11 G5 66" 7 7.1 4.3 5.4 --- `--FOR CONSTRUCTION ABOVE Q FOOTING,SEE DETAILS. G6 66" 7 7.1 4.3 16.5 --- TOP REINFORCING WHERE NOTED. FOOTING REINFORCING.EQUAL SPACING U.N.O. G7 40" SEE PLAN 5.7 3.5 3.2 --- 3" NOTE:CLR1. FOR DEPTH OF FOOTING, SEE WIDTH LENGTH TyP G.S.N. U.N.O. 2. CENTER FOOTING ON CONSTRUCTION ABOVE U.N.O. JOIST (J) SCHEDULE DIMENSIONS oonNcMARK REMARKS928-22 HEIGHT WIDTH LENGTH REINFORCINGNOTE1. TYPICAL JOIST SPACING=8'-0"O.C.MAX. PROVIDE JOIST LAYOUT AS 8#6 EACH ___ r SHOWN ON PLAN. F1 18' 6'-6' 6'-6' WAY BOTTOM - 2. FOR ADDITIONAL INFORMATION, SEE G.S.N., PLAN(s)AND DETAILS. M 3 6#5 EACH o --- LOAD PILLF2 16" 5'-0" 5'-0"0L3 WAY BOTTOM - MARK DEPTH TYPE REMARKS DEAD LIVE UNIFORM SNOW F3 12" 3'-0" 3'-0" 4#5 EACH ESE WAY BOTTOM MARK LENGTH REMARKS J1 28 K 145 125 80 MAX SEE SNOW 0 J2 26 K 160 145 88 DRIFT DL1 53 26'-0" SCHEDULE 3 FOR CONTINUOUS FOOTING (WF) SCHEDULE J3 20 K 160 160 88 ADDITIONAL DL2 53 17'-0" LOADING 901-01 `FOR CONSTRUCTION ABOVE J4 16 K 160 160 88 DL3 27 7'-0" / FOOTING,SEE DETAILS. // TOP REINFORCING WHERE NOTED. LONGITUDINAL REINFORCING. c� EQUAL SPACING U.N.O. TRANSVERSE REINFORCING. MASONRY LINTEL ML SCHEDULE STEEL LEDGER L SCHEDULE 3" NOTE: ( ) ( ) - CLR 1. FOR DEPTH OF FOOTING, SEE o 937-01 934-03 "�U WIDTH TYP G.S.N. U.N.O. y NOTES: STEEL LEDGER NOTES: 2. CENTER FOOTING ON lo 1. VERTICAL WALL REINFORCING. 1. ALL LEDGERS SHALL HAVE MINIMUM OF 2 WELD PLATES OR ANCHOR CONSTRUCTION ABOVE U.N.O. (1) 3. EXTEND FOOTINGS 12"BEYOND 2. TOP OF SOLID GROUT. BOILAS NOTED BELOW. U (2) 3. TOP REINFORCING WHERE INDICATED 2. WELD PLATES OR ANCHOR BOLTS SHALL BE LOCATED NOT LESS THAN JAMBS U.N.O. TS p IN LINTEL SCHEDULE. 6"NOR MORE THAN 1'-4"FROM END OF LEDGER OR LEDGER SPLICE. DIMENSIONS FOOTING REINFORCING Z 4. OPEN END BLOCKS-BLOCKS OPEN 3. FOR ADDITIONAL INFORMATION, SEE PLAN AND TYPICAL DETAILS,AND MARK REMARKS (3) ONE SIDE. GENERAL STRUCTURAL NOTES. HEIGHT WIDTH LONGITUDINAL TRANSVERSE O c1 N PLAN (4) 5 REINFORCING SEE SCHEDULE 4. WELD PLATES OR HEADED STUDS MAY BE USED AT CONTRACTOR'S '^ (5) 6. LINTEL'U'BLOCK OPTION. 3#6 #5 AT 18"O.C. WE 16" 2'-6" TOP AND --- Z 7. SHORE LINTEL UNTIL GROUT REACHES BOTTOM DESIGN STRENGTH CONNECTION BOTTOM F (7) 8. FULL MORTAR JOINTS ON VERTICAL MARK SIZE 4#6 #5 AT TO O.C. ___ Q�-() AND HORIZONTAL FACE SHELLS. WELD PLATES HEADED STUDS WF2 16" 3'-3" TOP ANDBOTTOM BOTTOM 7 NOTE: WELD PLATES PER HEADED STUDS PER 6#8 #7 AT 12"O.C. ___ A. VERTICAL REINFORCING TO MATCH AND DETAIL 205 AT DETAIL 209 AT WF3 24" 5'-0" TOP AND BOTTOM a 8x4x9/16"(LLV) BOTTOM LAP WALL REINFORCING PER G.S.N. L1 HALFWAY POINTS 1/4 POINTS BETWEEN 1.EXTEND GROUT,OPEN END MASONRY BETWEEN JOISTS JOISTS ED UNITS AND REINFORCIN STEEL ANGLE G 24"PAST (48"O.C. MAX) (24"O.C.MAX) WF4 12" 2'-0" 3#5 --- --- ¢ ED u EACH JAMB. INSTALL CORNER BARS WELD PLATES HEADED STUDS a WHERE 24"CANNOT BE ACHIEVED. Sx3 1/2x1/4" PLAN (4) (8) C. DO NOT LAP SPLICE REINFORCING IN L2 STEEL ANGLE PER DETAIL 205 PER DETAIL 209 WF5 12" 4'-6" 4#5 --- --- O Z r SINGLE SPAN LINTELS. WHERE SPLICES AT 48"O.C. AT 48"O.C. U LU U ARE REQUIRED IN MULTIPLE SPANS,LAP 3x3x1/4'• WELD PLATES AT STUDS SEE G.S.N. FOR ADDITIONAL BOTTOM REINFORCING AT SUPPORTS L3 PER DETAIL 205 PER DETAIL 209 STEEL ANGLE 1 u INFORMATION. AND TOP REINFORCING AT MIDSPAN. AT 48"O.C. AT 48"O.C. Z C40 OD a WELD PLATES PER HEADED STUDS PER eq oQ DETAIL 205 AT DETAIL 209 AT MASONRY WALL REINFORCING W SCHEDULE U MARK HEIGHT REINFORCING REMARKS L4 S 3x3xEELANGLE HALFWAY POINTS HALFWAY POINTS ( ) 913-06 O Q o cV BETWEEN JOISTS BETWEEN JOISTS vl (48"O.C. MAX) (48"O.C.MAX) NOTE: _ r U LU 3: ' q ML1 32" 2#5 BOTTOM --- 1. ALL REINFORCING SHOWN ON PLAN AND AS NOTED BELOW SHALL BE V m Z Z w p FULL HEIGHT OF WALL U.N.O. Li.l jj 2 2. FOR LAP SPLICES,SEE TYPICAL DETAIL. Q/ jrL r MILE iJ" 2#5 BOTTOM --- 3. HORIZONTAL REINFORCING PER G.S.N.U.N.O. /~f^ Q Z w y! J MARK VERTICAL REINFORCING REMARKS ® C to Q U W W1 #5 AT 48"O.C. --- m a M TYPICAL JAMB REINFORCING - U.N.O. W t` rcJ w ory u m� N SEE LAP SPLICE M DETAIL FOR TYP CLEARANCES. o O ^ 2. 0" 3 I/ Registered Architect in: zo ,d 2#5 VERTS IN GROUTED AZ,CO,FL,MTNV,NM,OK,OR,TX,UT,WA CELL WHERE SHOWN. O GROUT ADDITIONAL CELLS AS SHOWN. U m Y � o v a 2'-8"OR GREATER � L O Y m O ii Q V OJ V'c 3.E� O_ m U FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL 0 a O o STRUCTURAL NOTES ON SHEET SID1 AND TYPICAL DETAIL SHEETSo 3 THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PREUMINARY-NOT FOR SCHEDULES o CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF 0 RECORD'S SEAL IS AFFIXED 1ffiH WRITTEN SIGNATURE. cs PROJECT NUMBER 18-741 PROJECT MANAGER RAID 3 G PROJECT ENGINEER MJM PROJECT DRAFTER SMV CARUSO•TURLEY•SCOTT• INC 0 g consulting Structural engineers _ a o O Tempe,Arimna 85281 I(480)7 4-00(774-17012F0AX) 5104 ~o wsxv.cts-com Oo 7 U �,QHER AT r`�OF WASH7,�T'1tpQ 5360 472-8' 42'-5' 50'-0" 50'-0' 50'-0" 50'-0" 50-01, 50'-0" 50'-0" 50'-0" 01 02 03 ® 111 48" ® ® 07 ® ® 10 11 12 13 14 15 16 104 �4 103 104 -T 103 - - - - WFi 96 6 _ -II WF3 ------- ------------ --------------W1------ -------------------- --------------------- -----`- es._6..- WFi-------- --------01 ------------- - - S N y� 114 36"MIN CONCRETE 1' I TU CLOSURE POUR,TVP i'• I I I :•i 600S162-33 STUDS CONC AT 16"D.C.,TYP 109 'I I 1_ IM 114 109 HCONC C.J. 'CONC C.J. I` I C � J - C 103 ---- 103 C1 C1 Ci C7 Ci C7 C1 C1 I JFL r JF1 ro�F1 ro�F1 ro�F1 roJF1 rpJF1 FI — — — — L J L J L J L J L J I a CONC �11 112 1c09 112 1 104 1 I; 123 124 WI/WF4 125V�5 WI/WF4C 109 1" I w m 1 •I I I 3 8CONC C.J. cwi CONC C.J. MAS C.J. 1 112 1 '-T 105 caxc ] I ms f C1 j r ,F1 r ,F1 r ,F1 r �F1 r �F1 r ,F1 rC11 ,F1 F1 �u F2L-*� ___, .r L�J L�J L�J L�J L�J L�J I Y a 6"CONCRETE SLAB ON GRADE WITH MIN CONCRETE 36 MIN CONCRETE 124 1 #4 AT 16"O.C.EACH WAY 1 -1 CLOSURE POUR,TYP 112 CLOSURE POUR,TYP . i a CENTERED IN SLAB OVER 2" Y GRANULAR CURING LAYER OVER 10 I' I15 MIL VAPOR BARRIER OVER 6"LAYER { OF COMPACTED,CLEAN, FREE-DRAINING GRAVEL,TYP,U.N.O. 100'-0". Y 6"CONCRETE SLAB ON GRADE WITH#4 I' MAS C.J. .1 AT 16' O.C.EACH WAY CENTERED IN f SLAB OVER 6"LAYER OF COMPACTED, I - So C3 C3 '� 1 Y,1 STEPPED FOOTING CLEAN,FREE-DRAINING GRAVEL,TYP, I I PER DETAIL 21 CONC U.N.O. T.O.S.=100' F3 F3 _1coNC C.J. 109 125 C2r-, - -__--_ f. ucoNC C.J. SCONC c.J. I I C3 C3 - F3 F3 110 f 3 `i 112 �,�'r- " �L---I :�' r ,C1 r ,C1 r ,C1 r AFT r �C7 r ,C7 r ,C1 C7Ir o 1 n F7 n F1 n F1 c Fi c F7 n F7 F7 F7 _ D - f L J L J L L J L J _ 0 d r � m MAS C.J. 1 -__—: 1 ::�. 112 09 T.O.F.- 112 .I. i 121 w C.J. 9 TOLE. ---- ,�' STEPPED FOOTING CDNC 1•; I 3 r-1C PER DETAIL 21 _ r = F2 - MAS C.J. 'I .I c� w 1; I z �CONC �GONG C.J. I I I 125 "Y 109 I II 109 1 J r 1C1 .7 1C1 c.J. r ,C1 r -C7 r �C7 r ,C7 r c1 n F1 n F1 n Fi n Fi n CFilli n CEll1 F7o F7 _ MAS C.J. 1 1 coNc C.J. = f L J L J L J L J L J L J -TII 112 I c it ` SHADED REGION INDICATES 8"CONCRETE U LSNJ — — IF2 SLAB ON GRADE WIFE #4 AT 16"O.C. Z --� EACH WAY CENTERED IN SLAB. SUB 1 I 00 { GRADE PER TYPICAL SLAB. #`. I 0 123 ] I 105 1: I Z MAS C.J. F` I Q a i. 1 8CONC C.J CONC C.J. ] I p LU ..f 1; I N 125 �- :. cJ. Ci Ci Ci C11 C7 FI Ci Ci 104 F r-Z _____W J .` rpJF1 roJF1 ro�F1 ro�F1 ro�F1 roJF1 r JF1_- __- -- F1 I - O W -s - L J L J L J L J L J I V U W1/WF4 WF5 W1/WF4 caxc 126 ,:1 112 109 112 I.' I I C4 T.O.F._ GJ I: I \?V V O_ aD a U 98-6 Y I I ¢ o OQ 24'-8" 24'-0" .I .I._ I W QN� > N 103 60OS162-33 STUDS I" 103 U :) W > } CHIM 114 AT 16"O.C.,TYP I. I Z Z w Ca 1 I 1` I M LL.i MU 31 1 -p SCONC C.J. GONG C.J. 117 117 1�3 _ y.. I ® ® V/ to a N 7 .. 114 CLOSURE R.TYP .. --- --- --- -- --- --- --- --- --- -- --- --- rc 36"MINE CONCRETE 1 POUR, __ �.. 7. L-- ---------------- ----------------------- - - -- -- -- --- - -- ------ s-- -�' - -- � o O rcJ w ory u � WF3 EK - WF3 ®, r WF2 WI 1 F-- 1yF; -1 r-- 3 STEPPED FDonrvc °r m f �_, I PER DETAIL zz STEPPED FOOTING 0 103 PER DETAIL 21 107 " C C C.J. 1p7 108 107 108 I I 107 w N r.aF. To.F. -- -- JI 'f la 118 T.O.F. o 98'-6• 94'_6° 107 L_�r 113 ..I I I 94-6" o 45 ERI ® EKI 41 /� ��51 L `.J�_�' .`_ __ _ ® 37 ® 35 32 �I I II ® o 1�31� ------ -- — ---�'— I LOCATION OF DETAILS Registered z. - WF4 I AZ,CO,FL N4ENV,NM,OK,OR,TX,UT,WA v 61 60 59 Now; I I I I C 107 T.O.F.= CONTRACTOR TO FIELD VERIFY T.O.F.LOCATIONS AND COORDINATE WITH MPE AND I DETAILS SHEET DESCRIPTION 0. 94'-6" CIVIL AS NEEDED. I `H (p� 118 I --- S101 GENERAL STRUCTURAL NOTES y, - m �oll �oc�/ I LE `ry z FOUNDATION NOTES - TYP U.N.O.: 01-19 S102 TYPICAL DETAILS I I I I 'zI VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS 7. M,F2 I ETC.-AS SHOWN ON PLAN INDICATES PRECAST CONCRETE PANEL I 21-39 S103 TYPICAL DETAILS cFJ AND FIELD CONDITIONS. BUILDING DIMENSIONS AND ELEVATIONS,WHERE SHOWN, ELEVATION-SEE ELEVATIONS ON SHEETS S204 AND S205. WERE PROVIDED BY THE ARCHITECT AND IT IS THE CONTRACTOR'S RESPONSIBILITY 101-119 S301 FOUNDATION DETAILS °� CD B. WF1,WF2,ETC-AS SHOWN ON PLAN INDICATES CONTINUOUS WALL FOOTING,SEE - z, TO VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO PROCEEDING WITH 1. SCHEDULE SHEET. - WORK. ANY DISCREPANCIES SHALL BE RESOLVED THROUGH THE ARCHITECT. SCHEDULE 5401 FLOOR FRAMING DETAILS o 9. F1,F2,ETC-AS SHOWN ON PLAN INDICATES ISOLATED FOOTING,SEE SCHEDULE 2. SCHEDULED MARK DESIGNATIONS ARE TYPIC,1_TO THE PROJECT AND MAY NOT SHEET. �°Q N m Q NECESSARILY BE FOUND ON THIS PLAN. 221-239 S402 FLOOR FRAMING DETAILS u x o U 10. UNLESS NOTED OTHERWISE ON PLANS AND/OR DETAILS.DEPTH OF FOOTING DIMENSIONS '� 2�.� N O INDICATED IN THE G.S.N.ARE MINIMUMS. FOUNDATION CONTRACTOR SHALL COORDINATE 301-319 S501 ROOF FRAMING DETAILS MC U 2L As SHOWN ON PLAN INDICATES STEEL STUD WALL,SEE PLAN FOR WITH SOIL REPORT AND ALL TRADES To INSURE THAT THESE MINIMUMS ARE SUFFICIENT FOUNDATION PLAN SIZES. STEEL STUDS SHALL BE SPACED AT 16"O.C. FOR LINTELS IN STEEL STUD FOR THE WORK. SEE TYPICAL DETAILS FOR ADDITIONAL REQUIREMENTS. FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL 0 m a O WALLS,SEE DETAIL 14-TYP U.N.O. SEE G.S.N.,TYPICAL DETAILS,PLANS AND S1RUCIURAL NOTES ON SHEET 5101 AND TYPICAL DETAIL SHEETS O O C` OTHER DETAILS FOR ADDITIONAL INFORMATION. 11. C1 C2 ETC-AS SHOWN ON PLAN INDICATES STEEL OR WOOD COLUMN SEE SCHEDULE O SHEET' SCALE:1/16"=1'-0" a. -As SHOWN ON PUN IRDADDIFL A MASONRYNFA WALL,SEE REINFORCING THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY-NOT FOR TYPICAL DETAILS,PUNS AND DETAILS EFULL FOR ADD OF AL -INFORMATION U,N. ALL ER ToaclNc 12. WI, DU ETC SH-As SHOWN ON PUN INDICATES MASONRY wqu REINFORCING,SEE CONSTRUCTION IIIIS RECORDING UNLESS THE STRUCTURAL ENGINEER OF FOUNDATION �p SHOWN AND/OR NOTED TRACE F FULL HEIGHT of WALL-TVP U.N.o. REFER To SCHEDULE SHEET FOR ADDmoNAL INFORMATION,SEE c.s.N. RECOF2D'S SEAL IS AFFIXED 3bIll WRITTEN SIGNATURE. ARIC DOGS FOR LOCATIONS OF CONVENTIONAL MASONRY CONSTRUCTION VS HOLLOW PLAN15 BRICK MASONRY corvsmucnoN_ 13. BUILDING CONCRETE SUB ON GRADE SHALL BE As rvoTEo ON PUN. VERIFY EXACT PROJECT NUMBER 18-741 PROJECT MANAGER RAID SIZE AND LOCATION OF DEPRESSED AND/OR RAISED SLABS WTH ARCH'L DRAWINGS. 3 y 5. _--_---- -As SHOWN ON PLAN INDICATES NON-STRUCTURAL ARCHITECTURAL FOR SIDEWALK LOCATION,SEE ARCH'L DRAWINGS. FOR ADDITIONAL INFORMATION, PROJECT ENGINEER MJM PROJECT DRAFTER SMV G WALL. FOR ADDITIONAL INFORMATION,SEE ARCH'L DRAWINGS,G.S.N.AND TYPICAL SEE G.S.N.AND TYPICAL DETAILS. DETAILS'OR AS NOTED ON PLANS AND DETAILS. CARUSO-TURLEY.SCOTT• INC 1. y 14. CONC C.J.-AS SHOWN ON PLAN INDICATES LOCATION OF EITHER KEYED OR SAWCUT 4 U 6. AS SHOWN, PLAN INDICATES(PRECAST)CONCRETE WALL,SEE CONTROL JOINT IN CONCRETE SLAB ON GRADE AT CONTRACTOR'S OPTION,SEE G.S.N. O G.S.N.,TYPICAL DETAILS,PLANS,ELEVATIONS ION DETAILS FOR ADDITIONAL AND TYPICAL DETAILS. consulting structural engineers S201 Ca INFORMATION. VERIFY EXACT SIZE AND LOCATION OF OPENINGS WITH ARCHITECTURAL DRAWINGS. 15. MAT C.J.-AS SHOWN ON PLAN INDICATES MASONRY CONTROL JOINT IN MASONRY 1215 West R8 Salado Parkway,, Suite-17200 A O p WALL AND/OR LINTEL,SEE G.S.N.AND TYPICAL DETAILS. JOINTT ARE FULL HEIGHT Tempe,Ari20n9 85281 (480)774-1700(774-1701 FAX) yy OF TTRUCTURE U.N.O. •O NM1xV.C[Sdz.00111 � U �,QNER AT riF'OFV7ASHi'PCr NCO 42'-54- W-2," 50'-0" 50'-0' 50'-0" 50'-0" 50'-0" 50'-0" 50'-0" 50'-0" EQUAL JOIST SPACING BETWEEN COLUMNS TYP(8'-0"O.G.MAX) PRE-MANUFACTURED 01 ® ® STEEL CANOPY BY ® 222 ® ® 07 A] ® 10 11 12 13 14 15 1fi 207 OTHERS 209 207 STEEL ROOF 209 DECK PER G.S.N _ Z O rl J � 215 208 208 � 208# 285# 209 250#I J1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I p - - - - - - - - - - - G2 -�- G1 -�- G1 -� - G1 -�- G1 -�- G1 - �- G1 -�- G2 ICI 206 203 i 213 o 1.1-2 opy �_ML2 MI-2 MI-2 MI-2 _ I I d l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I! 3 700# LL o � G4 7 mz7� ry _ 210_2 15 wm07- 6 # aa So Ji a SEE SHEET S203 FOR -- I -- J 700# PE SLO 3 a I _ BE, RIDGE uNE GS _ _ G5 _ P2.. G5 SL N w o I I N I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1i - D� -- -- -- BE I I i1w CµOPY BY—S, SEE BETNL 2. -- -- --LB® L700# G3 _ _ G3 _ _ G3 _ _ G3 _ _ G3 _ _ 03 _ _ G4 206 Z o 221 ® 0 o 700# Z it --I--- 24 206 J 215 w 213 0 STEEL ROOF I,^� V x r l V/ /` DECK PER -- -- -- W J G.S.N. 1 700# � 216 Fy- --LA® -- - 201 N ! Lu rc _ _ _ _ -2 _—_—___—_ _—_—_—_ _ L3 _— _—_—_� - N G2 -�- G7 -�- G7 -� - G1 -� - G1 -�- G1 - �- G1 -�- G2 - _ _ _ _ O W m 218 219 206 203 210 Z N a X >v U O W N 209 W ,'I IQ4 J1St. 24 m W Z w ® coH O p !`! V b Q � m--- 30#I AN208 207 215 207 ttl- 215 207aOpy By _ _ _ _ _ _ _ _ _ _ OTHERS �_ _ —_ _ _ _L'_ _ _ —_ _ _ _ _ _ �--j--- _ _ L L7 — —_———_ _ _ _ _ _1-1-1_L'_ _ _ _ _1-1-4-] _ _ _ _ _ _[It'A4_ _ _ _ — _ _ _ u M6 °O ,n STEE ROOF FRAMING NOTES TYP U.N.O.. Zoe DECK LER G.S.N. ! a 208 O 24 m 36 "�! 1 VERIFY ALL DIMENSIONS AND ELEVATIONS VATH THE ARCHITECTURAL DRAWINGS 209 n Low 111 I® PRE-MANUFACTURED J 222 AND FIELD CONDITIONS. BUILDING DIMENSIONS AND ELEVATIONS,WHERE SHOWN, STEEL CANOPY BY o WERE PROVIDED BY THE ARCHITECT AND IT IS THE CONTRACTOR'S RESPONSIBILITY 625# J4 6251 2pg OTHERS O TO VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO PROCEEDING PATH THEzo WORK. ANY DISCREPANCIES SHALL BE RESOLVED THROUGH THE ARCHITECT. ® ® 42 41 E _ __ _ _ _ _ L4 _ 37 ® 35 32 ® �29 Registered Architect in: - 3 2. SCHEDULED MARK DESGNATIONS ARE TYPICAL TO THE PROJECT AND MAT NOi LOCATION OF DETAILS .d NO BE FOUND ON THIS PLAN. 61 60 STEEL CANOPY 59 AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA 207 209 ROOF DECK PER C DETAILS SHEET DESCRIPTION m r 3. 1T�1 AS SHOWN ON PLAN INDICATES(PRECAST)CONCRETE WALL,SEE G.S.N. .SG N., TYPICAL DETAILS, PLANS, ELEVATIONS AND DETAILS FOR ADDITIONAL N o 'H INFORMATION. VERIFY EXACT SIZE AND LOCATION OF OPENINGS WITH ARCHITECTURAL --- S101 GENERAL STRUCTURAL NOTES cJ - a DRAWINGS. �j (� (p� �oll Voc�/ u z 4. �,�,ETC.-AS SHOWN ON PLAN 01-19 S102 TYPICAL DETAILS INDICATES PRECAST CONCRETE PANEL N Q m 0 Q ELEVATON-SEE ELEVATONS ON SHEETS 5204 AND 5205. v O 21-39 S103 TYPICAL DETAILS = F 5. J1.J2.ETC-AS SHOWN ON PLAN INDICATES STEEL JOIST.SEE SCHEDULE SHEET. Y a O LL U 101-119 S301 FOUNDATION DETAILS z 6. G1,G2,ETC-AS SHOWN ON PLAN INDICATES STEEL JOIST GIRDER,SEE SCHEDULE - F SHEET. L.L p 201-219 5401 FLOOR FRAMING DETAILS 7. L1,L2, ETC-AS SHOWN ON PLAN INDICATES STEEL LEDGER,SEE SCHEDULE SHEET, Q N GD.N.AND TYPICAL DETAILS. 221-239 S402 FLOOR FRAMING DETAILS x o 8. MIL 1,ML2, ETC-AS SHOWN ON PLAN INDICATES MASONRY LINTEL,SEE SCHEDULE E �i v THIS SHEET,G.S.N.AND TYPICAL DETAILS. 301-319 5501 ROOF FRAMING DETAILS 9. FOR MISCELLANEOUS LINTELS NOT SHOWN.SEE G.S.N.AND TYPICAL DETAILS. MASONRY ROOF FRAMING PLAN FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL m a o 0 CONTRACTOR SHALL COORDINATE WITH OTHER TRADES FOR EXACT SIZE AND LOCATION a D STRUCTURAL NOTES ON SHEET S101 AND TYPICAL DETAIL SHEETS 3 c0 REQUIREMENTS. p SCALE:1/16"=1-O" THESE DRAWINGSCU ATIONS ARE CONSIDERED PRELIMINARY-NOT FOR 10. MAs C.J.-As SHOWN ON PLAN INDICATES MAsonav CONTROL Jowl IN MASONRY CONSTRUCTION OR RE RECORDING UNLESS THE STRUCTURAL ENGINEER OF ROOF FRAMING WALL AND/OR UNTEL,SEE G.S.N.AND TYPICAL DETAILS. JOINTS MAY BE SHOWN, O BUT NOT NOTED,ON THIS PLAN. SEE ED NDATION PLAN FOR NOTED LOCATIONS. RECORD'S SEAL IS AFFIXED 1ffiH WRITTEN SIGNATURE. T. FOR CLARITY,DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING conoTTonS. ALL PROJECT NUMBER 18-7411 PROJECT MANAGER RAD PLAN 3 OPENINGS MA V NOT BE SHOWN ON THIS PLAN. FOR EXACT SIZE,NUMBER AND 4 C LOCATION OF OPENINGS,SEE ARCHITECTURAL,MECHANICAL,PLUMBING,ELECTRICAL, PROJECT ENGINEER MJM PROJECT DRAFTER SMV SPRINKLER AND THEIR RELATED DRAWINGS. FOR FRAMING AT OPENINGS,SEE TYPICAL DETAILS yy . CARUSO•TURLEY•SCOTT• INC O 12. VERIFY EXACT SIZE,WEIGHT AND LOCATION OF EQUIPMENT AND SUPPORTS INDICATED O Q TL PLAN ATE ARCHITECTURAL,MECHANICAL,INDICATED ARC,ELECTRICAL,SPRINKLER AND consulting structural engineers 1OAD RELATED DRAWINGS EQUIPMENT SUPPORT TEO ARE ONLY THOSE THAT EXCEED 1215 West Rio Salado Park ar LOADS SPECIFIED IN THE G.S.N. FOR SUPPORT OF EQUIPMENT.SEE TYPICAL DETAILS y. Suite 200 A p O AND OTHER TRADES. Tempe,Arizona 85281 (480)774-1700(774-1701 FAX) wrxv. 2 cts -rn Oo 7 U �,QNER AT riF'OF 1'7A4Hi'FCr NCO �5 360 Z O N G ti1 a 233 a w FRAMING DESIGNED FOR 1/2'PLYWOOD SHEATHING. STEEL CANOPY ROOF DECK PER G.S.N. 10 PSF DL/20 PSF LL ATTACHMENT PER G.S.N. USE#8 X 1 1/2"LONG WOOD SCREWS, ATTACHMENT PATTERN PER G.S.N. 80OS162-54 JOISTS AT 24"O.C. 8005162-97 JOISTS V � N 234 m DOUBLE UP JOISTS 37 3 AT 24"O.C. Pr 1,6X14 AT MECHANICAL 234 UNITS, TYP 8005162-54 JOISTS P J I w 234 -------- 233 1/2"PLYWOOD 211 229 n III SHEATHING. ATTACHMENT PER - 6X12 6X12 —— G.S.N. U a Q 219 232 o15 II 232 �U N a 3 FRAMING DESIGNED FOR TRUSSES PE11 214 DETAIL 227 PLYWOO < 235 0 10 PSF DL/20 PSF LL m D r o - r, SHEATHING. II _ O LL JJ ATTACHMENT PER o 211 G.S.N. a - 228 0 - - 3 D� o - -— IIIIIII_ _ — — 13 o D a 0 CEILING JOIST FRAMING PLAN FRONT ENTRANCE FRAMING PLAN CEILING JOIST FRAMING PLAN Z SCALE:1/8"=1'-0" SCALE:1/8"=1'-0" SCALE:1/8"=1'-0" O C, Q Q a v� cc 65 Q w � � a U v - I M U Q Z O N a N a W O wLLJm z w a — � Q ° ° I A Q to Q W C w 6 3 rcJ Pax 0 x M w ory um t` � P. r W O N M O U FRAMING NOTES — TYP U.N.O.: Registered Architetizo vj R: t. VERIFY ALL DIMENSIONS AND ELEVATIONS NTH THE ARCHITECTURAL DRAWINGS LOCATION OF DETAILS AZ,CO,FL,MTNV,NM,OK,OR,T,UT,WA 'd AND FIELD CONDITIONS. BUILDING DIMENSIONS AND ELEVATIONS,WHERE SHOWN, G WERE PROVIDED BY THE ARCHITECT AND IT IS THE CONTRACTOR'S RESPONSIBILITY DETAILS SHEET DESCRIPTION TO VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO PROCEEDING NTH THE v N --- S101 GENERAL STRUCTURAL NOTES y, WORK. ANY DISCREPANCIES SHALL BE RESOLVED THROUGH THE ARCHITECT. - 4 a u z 2. 01-19 S102 TYPICAL DETAILS -AS SHOWN ON PLAN INDICATES NON-STRUCTURAL ARCHITECTURAL N 3 WALL. FOR ADDITIONAL INFORMATION,SEE ARCH'L DRAWINGS,G.S.N.AND TYPICAL O F DETAILS,OR AS NOTED ON PLANS AND DETAILS. 21-39 S103 TYPICAL DETAILS Y v o LL z3. ---- -AS SHOWN ON PLAN INDICATES STRUCTURAL BEARING AND/OR 101-119 S301 FOUNDATION DETAILS °� F SHEAR WALL a BELOW. L.L o 201-219 S401 FLOOR FRAMING DETAILS 2 4. -AS SHOWN ON PLAN INDICATES(PRECAST)CONCRETE WALL,SEE 2 G 4 C.S.N. ,TYPICAL DETAILS,PLANS,ELEVATIONS AND DETAILS FOR ADDITIONAL 221-239 5402 FLOOR FRAMING DETAILS x o U INFORMATION. VERIFY EXACT SIZE AND LOCATION OF OPENINGS WITH ARCHITECTURAL 3'� O DRAWINGS. 301-319 S501 ROOF FRAMING DETAILS E o a o z 5. FOR MISCELLANEOUS LINTELS NOT SHOWN,SEE TYPICAL DETAILS. FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL o STRUCTURAL NOTES ON SHEET S101 AND TYPICAL DETAIL SHEETS 3 c0 6. LT L2, ETC-AS SHOWN ON PLAN INDICATES STEEL LEDGER,SEE SCHEDULE SHEET THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY-NOT FOR o GS.N.AND TYPICAL DETAILS. CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF PARTIAL o 7. FOR CLARITY,DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITIONS. ALL RECORD'S SEAL IS AFFIXED WTH WRITTEN SIGNATURE. 0 OPENINGS MAY NOT BE SHOWN ON THIS PLAN. FOR EXACT SIZE,NUMBER AND FRAMING PLANS= LOCATION OF OPENINGS,SEE ARCHITECTURAL,MECHANICAL,PLUMBING,ELECTRICAL, PROJECT NUMBER 18-741 TPROJECT MANAGER RAD 3 CSPRINKLER AND THEIR RELATED DRAWINGS. FOR FRAMING AT OPENINGS,SEE TYPICAL PROJECT ENGINEER MJM 1PROJECT DRAFTER SMV DETAILS. (` 8. VERIFY EXACT SIZE,WEIGHT AND LOCATION OF EQUIPMENT AND SUPPORTS INDICATED CARUSO'TU RLEY•SI.OTT• INC a ON PLAN WITH ARCHITECTURAL,MECHANICAL,PLUMBING,ELECTRICAL,SPRINKLER AND S203 (] THEIR RELATED DRAWINGS. EQUIPMENT INDICATED ARE ONLY THOSE THAT EXCEED consulting structural engineers LOADS SPECIFIED IN THE G.S.N. FOR SUPPORT OF EQUIPMENT,SEE TYPICAL DETAILS 1215 West Rio Salado Parkway, Suite 200 0 p AND OTHER TRADES. Tempe,Arizona 85281 (480)774-1700(774-1701 FAX) wsxv.cts—com Oo 7 U 0 5360 +35'-0' TOP OF PARAPET / •• - -r- - - -�- �- - r -�- r - - - - - - -�- -�- �- - -r-� -�- PRECAST CONCRETE PANEL NOTES: (1) (1) OPEN (1) OPEN (1) OPEN OP I. PANEL ELEVATIONS ARE FOR REINFORCING REQUIRED AND SHOWING ONLY PARTIAL LISTING OF EMBEDMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR LAYING OUT PANELS TO PROPER DIMENSIONS MATH REWIRED REINFORCING, OPENINGS AND EMBEDMENTS REQUIRED FOR EACH PANEL (2) (2) (5) 2. ALL PANEL ELEVATIONS ARE AS VIEWED FROM THE INTERIOR SIDE OF THE BUILDING Z SIM TO PANEL (5) SIM TO PANEL SIM TO PANEL SIM TO PANEL EXCEPT WHERE NOTED OTHERWISE. SEE ARCHITECTURAL EXTERIOR ELEVATIONS FOR 0 01 01 OS 01 LOCATIONS AND TYPES OF TEXTURES AND REVEALS. 3. DO NOT SCALE ANY PANEL ELEVATIONS SHOWN HEREIN. REFER TO PLANS AND PANEL ELEVATIONS FOR ALL DIMENSIONS. WHERE DIMENSIONS ARE SHOWN,IT IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN PROVIDING SHOP DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL BUILDING DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. ANY DISCREPANCIES SHALL BE RESOLVED THROUGH THE ARCHITECT. L 4. DIMENSIONS FROM BUILDING FINISHED FLOORS TO BOTTOM OF PANEL TO BE GOVERNED OPEN BY THE APPROPRIATELY FLAGGED FOUNDATION DETAIL FOR EACH PARTICULAR LOCATION, USED IN CONJUNCTION WITH FINISHED GRADES ADJACENT TO BUILDINGS SHOWN ON CIVIL L ENGINEERING DRAWINGS. VERIFY WITH FLAGGED DETAILS ON ARCHITECTURAL DRAWINGS. OP N OPEN 5. ALL PANEL OPENINGS MAY NOT NECESSARILY BE SHOWN ON THE ELEVATIONS. FOR EXACT SIZE,NUMBER AND LOCATION OF OPENINGS,SEE ARCHITECTURAL,MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS. RESOLVE ANY DISCREPANCY THRU THE ARCHITECT. +0' _ _ _ _ _ 6. SEE PLANS,ELEVATIONS,SECTIONS,NOTES AND/OR DETAILS FOR ALL HEIGHTS, FINISHED FLOOR OPENINGS,EMBEDDED ITEMS,ETC. 01 02 03 04 05 06 07 08 PROVIDE 3/4"X 3/4"CHAMFERS AT ALL EXPOSED PANEL EDGES AND CORNERS, o UNLESS NOTED OTHERWISE. 8. REINFORCING SHOWN IS FOR IN-PLACE CONDITION. CONTRACTOR SHALL BE RE- a �C=4,DO�PSI SO NSIBLE FOR PICK UP POINT INSERTS AND LOCATIONS,SPECIAL PICK UP REINFORCING AND STRONG BACKS,AND ALL PICK UP PLACING OPERATIONS. w 9. ALL"TYPICAL REINFORCING"OCCURS THROUGHOUT THE PANEL EXCEPT WHERE o "SPECIAL REINFORCING"IS SHOWN IN LIEU OF TYPICAL REINFORCING. SEE PANEL ELEVATIONS AND NOTES U Y Y Y 10 VERTICAL REINFORCING TO BE CENTERED IN DESIGN PANEL THICKNESS U.N.O. THE BE ED CLEARANCE OF ALL PERIMETER REINFORCING AT PANELS AND OPENINGS SHALL BE AS SHOWN IN DETAILS. ALL DOUBLE REINFORCING SHALL BE AS SHOWN IN DETAILS. +35'-0` n 11. ALL TOP AND BOTTOM PANEL PERIMETER BARS TO HAVE 18"HOOK AT EACH END. TOP OF OF P� ALL PERIMETER BARS AT OPENINGS SHALL BE AS INDICATED IN NOTES BELOW OR AS 3 DETAILED,AND PER TYPICAL OPENING IN CONCRETE PANEL DETAILS. 12. REINFORCING STEEL SHALL BE ASTM-A615 GRADE 60 U.N.O. 13. ALL REINFORCING SHOWN WELDED IN DETAILS SHALL BE ASTM A706 GRADE 60 USING o OPEN OPEN OPEN OPEN E90 SERIES LOW HYDROGEN RODS FOR WELDING. - 14. ALL HEADED STUDS SHALL BE PER GENERAL STRUCTURAL NOTES. - i PANEL ELEVATION LEGEND: I SIM TO PANEL SIM TO PANEL SIM TO PANEL SIM TO PANEL SIM TO PANEL SIM TO PANEL SIM TO PANEL SIM TO PANEL a 03 of 05 01 03 01 05 of (1) INDICATES TYPICAL PANEL REINFORCING UNLESS SPECIFICALLY NOTED OTHERWISE - �(2) INDICATES SPECIAL PANEL REINFORCING IN LIEU OF TYPICAL REINFORCING. o INDICATES SLAB DOWEL-COORDINATE WITH OTHER TRADES FOR EXACT PLACEMENT. - SEE DETAIL 102. I I ■ INDICATES EMBED PLATE AT CONCENTRATED BEARING-SEE PLAN,ELEVATIONS o AND DETAILS AS OCCURS. OPEN OPEN 3 E\ INDICATES OPENING IN PANEL-SEE TYPICAL REINFORCING NOTES U.N.O. o +0'-0' - _oqFINISHED FLOOR d OA INDICATES DETAIL 301 REFERENCE ON SHEET S501. - 09 10 11 F1 2-1 13 14 15 16 215 INDICATES DETAIL CUT FOR OTHER THAN ABOVE. o 3 TYPICAL AND SPECIAL REINFORCING NOTES: _ (1) TYPICAL REINFORCING U.N.O. rc DESIGN THICKNESS(NET) 8" - OVERALL THICKNESS(DESIGN THICKNESS PLUS REVEAL DEPTH) 8 3/4" +35'-O` VERTCAL BARS I5 EACH FACE AT 18-O.C. TOP OF PARAPET HORIZONTAL BARS I4 EACH FACE AT 18"O.C. PANEL PERIMETER BARS 2#5 MIN O SEE DETAIL 301A-TYR U.N.O. a OPEN OPEN OPEN OPENING PERIMETER BARS 2 I5 MIN o (1� SEE DETAILS 3010,301Z,302 AND 303 AS OCCURS-TYR U.N.O. U AT SMALL OPENINGS,SEE DETAILS 304 AND 306-TYR U.N.O. SLAB DOWELS I5 AT 36'O.C. Z CONCRETE PANEL COMPRESSIVE STRENGTH IS 3,000 PSI U.N.O. WHERE PANELS ARE O O REFERENCED TO OTHER PANELS,USE THE CONCRETE STRENGTH SHOWN ON THE SIM TO PANEL (5) SIM TO PANEL SIM TO PANEL SIM TO PANEL SIM TO PANEL SIM TO PANEL SIM TO PANEL SIM TO REFERENCED PANEL. 01 ELI ELI ELI ® ® 0 (2) VERTCAL BARS I5 EACH FACE AT 8-O.C. Q HORIZONTAL BARS I4 EACH FACE AT 18"O.C. (3) VERTICAL BARS I5 EACH FACE AT 4"O.C. W HORIZONTAL BARS I4 EACH FACE AT 18"O.C. . a I (4) VERTICAL BARS IS EACH FACE AT 8°O.C. ¢ LWL O HORIZONTAL BARS I3 TIES AT 6"O.C.FULL HEIGHT OF OPENINGS EXTENDED 24-ABOVE L AND BELOW OPENING PATH I4 EACH FACE AT 18"O.0 BEYOND O Z OLU PEN OPEN (5) VERTICAL BARS I5 EACH FACE AT 4"O.C. - HORIZONTAL BARS I3 TIES AT 6"O.C.FULL HEIGHT OF OPENINGS EXTENDED 2C ABOVE as +0'-O` AND BELOW OPENING WITH I4 EACH FACE AT 18"O.0 BEYOND Z N a aFINISHED FLOOR - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - (6) VERTCAL BARS o O HORIZONTAL BARS O r Q O k p I5 EACH FACE AT 3°O.C. r 1 O 24 17 18 19 20 21 22 23 24 I3 TIES AT 6"O.C.FULL HEIGHT OF OPENINGS EXTENDED 24°ABOVE �•J F AND BELOW OPENING NTH I4 EACH FACE AT 18°O.0 BEYOND LU w V mz w a _ � > 0 o � HacD w 2 x z L CC Q to Q NOTE: SEE ARCHITECTURAL FOR CHAMFER OR BENT STEEL PLATE AS OCCURS AT OPENINGS. w Q Q or o TOP OF PARAPET Registered Architect in: 6 v OPEN OPEN AZco,FL,M NVNM,OK,OR,TX,UT,WA LOCATION OF DETAILS 0. DETAILS SHEET DESCRIPTION U m o --- 5101 GENERAL STRUCTURAL NOTES � a SIM TO PANEL SIM TO PANEL SIM TO PANEL SIM TO PANEL 01-19 S102 TYPICAL DETAILS u z 'z 05 18 05 01 Fp 0 0 0 0 21-39 S103 TYPICAL DETAILS Y v O LL 101-119 S301 FOUNDATION DETAILS c- z 2 0 201-219 5401 FLOOR FRAMING DETAILS o vaN 221-239 1 5402 FLOOR FRAMING DETAILS O 301-319 1 S501 ROOF FRAMING DETAILS E 3 0 z U 0 0 o FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL - STRUCTURAL NOTES ON SHEET S101 AND TYPICAL DETAIL SHEETS. 3 OP N THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY-NOT FOR o CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF PANEL G1 RECORD'S SEAL IS AFFIXED WITH WRITTEN SIGNATURE. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ +0'-0` n PROJECT NUMBER 18-741 PROJECT MANAGER RAIDELEVATIONS q FlNISHE PROJECT ENGINEER MJM 1PROJECT DRAFTER SMV 25 26 27 28 CARUSO•TURLEY•SCOTT• INC 0 g consulting structural engineers 1215 West Rio Salado Parkway, Suite 200 p O Tempe,Arizona 85281 (480)774-1700(774-1701 FAX) wsxv.ctsaz.com Oo 7 U +35'-0• TOP OF PARAPET p3-ta - - 5 3I9 �44 OPEN OPEN OPEN PRECAST CONCRETE PANEL NOTES: 12 1. PANEL ELEVATIONS ARE FOR REINFORCING REQUIRED AND SHOWING ONLY (6) (6) (2) (5) (5) (5) (5) PARTIAL LISTING OF EMBEDMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR SIM TO PANEL SIM TO PANEL SIM TO PANEL SIM TO PANEL LAYING OUT PANELS TO PROPER DIMENSIONS MATH REWIRED REINFORCING, 32 33 32 33 OPENINGS AND EMBEDMENTS REQUIRED FOR EACH PANEL LJ LJ (2) ($) (5) 2. ALL PANEL ELEVATIONS ARE AS VIEWED FROM THE INTERIOR SIDE OF THE BUILDING Z - EXCEPT WHERE NOTED OTHERWISE. SEE ARCHITECTURAL EXTERIOR ELEVATIONS FOR 0 LOCATIONS AND TYPES OF TEXTURES AND REVEALS. N w 3. DO NOT SCALE ANY PANEL ELEVATIONS SHOWN HEREIN. REFER TO PLANS AND PANEL ELEVATIONS FOR ALL DIMENSIONS. WHERE DIMENSIONS ARE SHOWN,IT IS INTENDED j ONLY AS AN AID TO THE CONTRACTOR IN PROVIDING SHOP DRAWINGS. CONTRACTOR \ N \ / \ / \ / \ / \ / \ / \ / SHALL RESPONSIBLE FOR VERIFICATION OF ALL BUILDING DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. ANY DISCREPANCIES SHALL BE RESOLVEDHOPEN THROUH THE ARCHITECT. OPEN OPEN OPEN OPEN OPE OPEN OPEN OPEN OPEN OPEN OPEN OPEN 4. DIMENSIONS FROM BUILDING FINISHED FLOORS TO BOTTOM OF PANEL TO BE GOVERNED \ / \ / \ / \ / \ / \ / \ / \ / \ BY THE APPROPRIATELY FLAGGED FOUNDATION DETAIL FOR EACH PARTICULAR LOCATION, USED IN CONJUNCTION WITH FINISHED GRADES ADJACENT TO BUILDINGS SHOWN ON CIVIL L ENGINEERING DRAWINGS. VERIFY WITH FLAGGED DETAILS ON ARCHITECTURAL DRAWINGS. n +0'-0" V FINISHED FLOOR 5. ALL PANEL OPENINGS MAY NOT NECESSARILY BE SHOWN ON THE ELEVATIONS. FOR EXACT SIZE,NUMBER AND LOCATION OF OPENINGS,SEE ARCHITECTURAL,MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS. RESOLVE ANY DISCREPANCY THRU THE ARCHITECT. n -4'-0" V FINISHEDRADE G 6. SEE PLANS,ELEVATIONS,SECTIONS,NOTES AND/OR DETAILS FOR ALL HEIGHTS, OPENINGS,EMBEDDED ITEMS,ETC. 29 30 31 32 33 34 35 36 37 PROVIDE 3/4"X 3/4•CHAMFERS AT ALL EXPOSED PANEL EDGES AND CORNERS, zo UNLESS NOTED OTHERWISE. f c=4,000 Si f'C=4,000 Si f c=4,000 Si f c=4,000 Sl f'c=4,000 SI f'C=4,000 SI f'C=4,000 SI 8. REINFORCING SHOWN IS FOR IN-PLACE CONDITION. CONTRACTOR SHALL BE RE- a P P P P P P P SO NSIBLE FOR PICK UP POINT INSERTS AND LOCATIONS,SPECIAL PICK UP REINFORCING AND STRONG BACKS,AND ALL PICK UP PLACING OPERATIONS. w 9. ALL"TYPICAL REINFORCING"OCCURS THROUGHOUT THE PANEL EXCEPT WHERE o QI QI "SPECIAL REINFORCING"IS SHOWN IN LIEU OF TYPICAL REINFORCING. SEE PANEL ELEVATIONS AND NOTES U 10. VERTICAL REINFORCING TO BE CENTERED IN DESIGN PANEL THICKNESS U.N.O. THE EDGE CLEARANCE OF ALL PERIMETER REINFORCING AT PANELS AND OPENINGS SHALL DE BE AS SHOWN IN DETAILS. ALL DOUBLE REINFORCING SHALL BE AS SHOWN IN DETAILS. +35' AR\ 11. ALL TOP AND BOTTOM PANEL PERIMETER BARS TO HAVE 18"HOOK AT EACH END. TOP OF OF PARAPET ALL PERIMETER BARS AT OPENINGS SHALL BE AS INDICATED IN NOTES BELOW OR AS 3 DETAILED,AND PER TYPICAL OPENING IN CONCRETE PANEL DETAILS. 12. REINFORCING STEEL SHALL BE ASTM-A615 GRADE 60 U.N.O. 13. ALL REINFORCING SHOWN WELDED IN DETAILS SHALL BE ASTM A706 GRADE 60 USING (2) OPEN (2) (2) (T) OPEN OPEN (T) E90 SERIES LOW HYDROGEN RODS FOR WELDING. WE 14. ALL HEADED STUDS SHALL BE PER GENERAL STRUCTURAL NOTES. PANEL ELEVATION LEGEND: (6) (6) (4) SIM TO PANEL SIM TO PANEL SIM TO PANEL a 29 29 29 (1) INDICATES TYPICAL PANEL REINFORCING UNLESS SPECIFICALLY NOTED OTHERWISE (5) L u L IJ u u L J (2) INDICATES SPECIAL PANEL REINFORCING IN LIEU OF TYPICAL REINFORCING. INDICATES SLAB DOWEL-COORDINATE WITH OTHER TRADES FOR EXACT PLACEMENT. - SEE DETAIL 102. \ / ■ INDICATES EMBED PLATE AT CONCENTRATED BEARING-SEE PLAN,ELEVATIONS o AND DETAILS AS OCCURS. / \ OPEN r / \ E\ OPEN L H INDICATES OPENING IN PANEL-SEE TYPICAL REINFORCING NOTES U.N.O. 3 +0'-0" o • � FINISHED FLOOR 19j] HIL INDICATES DETAIL 301 REFERENCE ON SHEET S501.42 43 �� 45 INDICATES DETAIL CUT FOR OTHER THAN ABOVE.38 39 40 41 TYPICAL AND SPECIAL REINFORCING NOTES: a (1) TYPICAL REINFORCING U.N.O. QI DESIGN THICKNESS(NET) -11 OVERALL THICKNESS(DESIGN THICKNESS PLUS REVEAL DEPTH) 8 3 . o VERTICAL BARSBARS IS EACH FACE AT 18"O.C.O.0 HORIZONTAL BARS I4 EACH FACE AT 18"(ZC. +35'-0" PANEL PERIMETER BARS 2 p5 MIN o TOP OF PARAPET _ _ _ _ - -_-_ SEE DETAIL 301A-TYR U.N.O. a OPENING PERIMETER BARS 2 I5 MIN SEE DETAILS 3010,301Z,302 AND 303 AS OCCURS-TYR U.N.O. (2) (2) AT SMALL OPENINGS,SEE DETAILS 304 AND 306-TYR U.N.O. SLAB DOWELS I5 AT 36'O.C. Z O o 4'-0" 4'-0• 4'-0 4'-0• CONCRETE PANEL COMPRESSIVE STRENGTH IS 3,000 PSI U.N.O. WHERE PANELS ARE _ OPEN OPEN OPEN OPEN REFERENCED TO OTHER PANELS,USE THE CONCRETE STRENGTH SHOWN ON THE a) REFERENCED PANEL. Z (4) (3) (3) (6) (3) (3) (3) (3) (3) (2) VERTCAL BARS I5 EACH FACE AT 8"O.C. ^Q HORIZONTAL BARS I4 EACH FACE AT 18"O.C. (3) VERTICAL BARS I5 EACH FACE AT 4"O.C. W HORIZONTAL BARS 4EACH FACE AT I8"O.C. . a LJ LJ L LJ L J LJ LJ LJ LJ J LJ L LJ LJ LJ LJ J LJ I Ir o (4) VERTCAL BARS I5 EACH FACE AT 8"O.C. ¢ LLU o HORIZONTAL BARS I3 TIES AT 6"O.C.FULL HEIGHT OF OPENINGS EXTENDED 24•ABOVE AND BELOW OPENING PATH I4 EACH FACE AT 11'1.1 BEYOND O Z (5) VERTICAL BARS I5 EACH FACE AT 4"O.C. U L \L HORIZONTAL BARS I3 TIES AT 6"O.C.FULL HEIGHT OF OPENINGS EXTENDED 2C ABOVE AND BELOW OPENING PATH I4 EACH FACE AT 18"O.0 BEYOND � Z M a OPEN OPEN OPF�N\ (6) VERTCAL BARS I5 EACH FACE AT 3"O.C. r , O N w O / \ HORIZONTAL BARS I3 TIES AT 6"O.C.FULL HEIGHT OF OPENINGS EXTENDED 24"ABOVE O Q o M N +0'-0• AND BELOW OPENING PATH I4 EACH FACE AT 18.O.0 BEYOND ( } FINISHED FLOOR _ _ __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _• _ _ _ _ _ _ _ _ _ _ _ Al47 AlAl50l EKI 52 53 _ J � CL�na NOTE: SEE ARCHITECTURAL FOR CHAMFER OR BENT STEEL PLATE AS OCCURS AT OPENINGS. w m IY x i p a 0 o o �TOP OF P o r M -Jill- - ------ _ _ -__ - z. o 0 U 0.0 a (2) (1) LOCATION OF DETAILS AZCO,FL,M NVNM,OK,OR,TX,UT,WA Registered v 4-0• 4-0• OPEN a'—o• a'—o^ II 0. �� •� •� �� DETAILS SHEET DESCRIPTION U m w Y _(3) (3) (3) (3) --- 5101 GENERAL STRUCTURAL NOTES N z 01-19 S102 TYPICAL DETAILS SIM TO PANEL L u 29 +20'-0-0" 3 z TOP OF PARAPET 21-39 S103 TYPICAL DETAILS Q O a Y v O LJ LJ LJ - - - - - - - - 101-119 S301 FOUNDATION DETAILS (4) (4) (1) (4) 201-219 S401 FLOOR FRAMING DETAILS LL o Q 221-239 S402 FLOOR FRAMING DETAILS u x N o U SIM TO PANEL SIM TO PANEL r 3.E m O E\ /�pE\� E\� 301-319 01 ROOF FRAMING DETAILS (1) �P \ / \ �P \ (1) 29 29 S5 0 0 o FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL o 0 N STRUCTURAL NOTES ON SHEET SID1 AND TYPICAL DETAIL SHEETS. 3 m 0 N o THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY-NOT FOR CONSTRUCTION OR RECORDING UNLESS 1HE S1RUCIURAL ENGINEER OF PANEL RECORD'S SEAL IS AFFIXED WTH WRITTEN SIGNATURE. O - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i +0'-0• z FINISHED FLOOR � PROJECT NUMBER 18-741 PROJECT MANAGER RAID ELEVATIONS II FINISHED FLOOR a G PROJECT ENGINEER MJM 1PROJECT DRAFTER SMV o 54 55 56 57 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ — - - - . T FINISHES CARUSO•TURLEY•SCOTT^ INC Q consulting Structural engineers S205 1215 West Rio Salado Parkway, Suite 200 p 58 59 60 61 62 Tempe,Arizona 85281 (4B0)774-1700(774-1701 FAX) .ts—com g U OQNER ATk NOTES: NOTES: NOTES: NOTES: NOTES: 4 rti pF�H 1. PRECAST CONCRETE PANEL 1. STEEL COLUMN. 1. PRECAST CONCRETE PANEL 1. PRECAST CONCRETE PANEL 1. PRECAST CONCRETE PANEL. BEYOND. 2. CONCRETE CLOSURE POUR PER BEYOND. BEYOND. 2. MINIMUM 2,500 PSI CONCRETE �y.t } 2. DIAMOND PLATE SLAB DOWEL I�i TYPICAL DETAIL. 2 (1) 2. C12x20.7 STEEL CHANNEL WITH 2. TOOLED EDGE. WET GROUT-VIBRATE TO PER TYPICAL DETAIL. 3. STEEL BASE PLATE OVER 1 1/2"t (2)3/4"DIA x 6"LONG 3. FINISHED GRADE OR CONCRETE ENSURE FULL GROUTING UNDER Ok,q,560 �x4 3. CONCRETE CLOSURE POUR. (1) DRYPACK. ($) HEADED ANCHORS AT 18"O.C. SLAB WHERE OCCURS. PANEL. 4. 1 #4 X WIDTH OF OPENING TOP 4. 3"MIN CONCRETE COVER ALL 2 3. (1)#4 x WIDTH OF OPENING. 4. #4 x WIDTH OF OPENING. 3. TRENCH WALL. / (1) AND BOTTOM. AROUND STEEL BELOW GRADE. ( ) 4. PERIMETER REINFORCING AT 5. CONCRETE FOOTING. 4. SHIMS AS REQUIRED AT EACH 5. CONCRETE FOOTING. 5. CONCRETE FOOTING. 3 OPENING-SEE PANEL 6. SLAB DOWEL IN CONCRETE SLAB END OF PANEL AND AT MID 6. SLAB DOWELS IN CONCRETE 6. CONCRETE SLAB ON GRADE. ( ) ELEVATIONS AND DETAILS. ON GRADE CLOSURE POUR- SPAN. SLAB ON GRADE CLOSURE (2) 7. ANCHOR BOLTS WITH DOUBLE -- ------�� 5. CONCRETE SLAB WHERE OCCURS. SEE DETAIL 102. 5. CONCRETE FOOTING. POUR-SEE DETAIL 102. NUTS. (9) 6. FOR BOTTOM OF PANEL AT 6. CENTERLINE OF PANEL AND _ CONCRETE FOOTING,SEE FOOTING-TYPICAL U.N.O. (3) ,( DETAIL 101. 1 ¢ r ___ _ (4)ii 7. CONCRETE FOOTING. (1) (1) ( ) (3) ¢ / --- - 8. #5 SLAB DOWELS AT 48"O.C. 3 � i ( ) (6) (12) PROVIDE 8"EMBEDMENT INTO (6) ( ) (2) 2 z ( ) (5) PANEL. o (3) 9. DOCK LEVELER AND BUMPER BY (3) (3) w 4" OTHERS. (11) 10. #4 DOWEL AT 24"O.C.BENT AS i i o 11. CONCRETE CURB PER DETAIL (4) i 103. '/ PP %/ p -7, L- % 12. 1/2"EXPANSION JOINT MATERIAL (5) " WITH ELASTOMERIC JOINT (4) �i (6) SEALANT IN THE UPPER 1". x (4) (5) �� z a • aJ �� • �N (5) (7) (5) •(7) �(6) ,�� OPENING AT PRECAST CONCRETE PANEL AT CONCRETE FOOTING STEEL COLUMN FOOTING ,�� PRECAST CONCRETE PANEL FOOTING AT DOCK LEVELER , PRECAST CONCRETE PANEL FOOTING AT OPENING TYPICAL PRECAST CONCRETE PANEL AT CONCRETE FOOTING �1" 130-31.02M NO SCALE IIc 138-21 NO SCALE No 130-51.01M NO SCALE Ivor 130-11.02 NO SCALE 130-03.01 NO SCALE a a u 0 NOTES: NOTES: NOTES: NOTES: NOTES: U 1. CONTINUOUS STEEL ANGLE ( 1. PRECAST CONCRETE PANEL 1. CONCRETE SLAB ON GRADE. 1. PRECAST CONCRETE PANEL. ( 1. PRECAST CONCRETE PANEL. LONG HEADED STUD AT 12"O.C. (1) 2. TTOOBEYLED EDGE. FOR SEE PLANND. FOR T OF REINFORCING, 2 SLAB ONNSLAB WGRADEL IN CONCRETECLOSURE (1) 2 BARLOC AT OLABHDDOOW NTAL L. 2. 1 #4 CONTINUOUS. (8) ADDITIONAL INFORMATION (1) (2) 2. SAWCUT 1/8"WIDE X 1/4 POUR-SEE DETAIL 102. 3. SLAB DOWEL. 3. 6"CONCRETE SLAB WITH#4 AT (2) AT FACE OF OPENING,SEE SLAB THICKNESS IN DEPTH- 3. FOR BOTTOM OF PANEL AT (2) 4. 8'-0"LONG DOWELS TO 3 12"O.C.EACH WAY, ARCH'L DWGS. ¢ CUT SHALL BE MADE SOON (1) CONCRETE FOOTING,SEE DETAIL MATCH SIZE AND SPACING (4) (1) 4. CONCRETE SLAB ON GRADE. 3. 1 #4 X WIDTH OF OPENING. ( ) ENOUGH TO PREVENT 101. OF SLAB DOWELS-PROVIDE w 5. #4 X 24"X 24"SLAB DOWEL 4. PERIMETER REINFORCING AT SHRINKAGE CRACKING,BUT 4. CONCRETE FOOTING. (3) 16"LAP MINIMUM. w AT 48"O.C. OPENING-SEE PANEL NOT SO SOON AS TO CAUSE 5. THREADED REBAR AND 5. CONCRETE CLOSURE POUR- 6. 8"CONCRETE WALL WITH#4 AT ELEVATIONS AND DETAILS. SPALLING. WORK MUST BE CONCRETE INSERT ONE SIDE IN (¢) PROVIDE CONCRETE C.J.AT - i6"O.C.EACH WAY. N (3) 5. FINISHED GRADE OR ACCOMPLISHED WITHIN 4 TO LIEU OF SLAB DOWEL AT NOT MORE THAN 3 TIMES S (4) CONCRETE SLAB WHERE o o 12 HOURS OF CONCRETE CLOSURE POUR. THE WIDTH OF THE POUR y OCCURS. FINISH. 6. CONCRETE CURB PER DETAIL (5) O.C. a x (2) 6. FOR BOTTOM OF PANEL AT \ 3. DIAMOND PLATE SLAB DOWEL 103. 6. CONCRETE SLAB ON GRADE. T g (5) CONCRETE FOOTING,SEE SAW CUT JOINT PER TYPICAL DETAIL. (5) (2) 7. 1/2'EXPANSION JOINT 7. DIAMOND PLATE SLAB DOWEL (5 DETAIL 101. 4 REBAR OR MESH MATERIAL AS SHOWN. PER TYPICAL DETAIL DETAIL. a ) o �I 7. CONCRETE FOOTING. (5) REINFORCING PER PLAN. (�) 8. ALTERNATE LOCATION IF (9) _ 8. SLAB DOWEL IN CONCRETE 5. UNLESS NOTED OTHERWISE, REQUIRED. o (6) • / SLAB ON GRADE CLOSURE (3) Do NOT CONTINUE o ` POUR. SEE DETAIL 102. REINFORCEMENT THRU / MINIMUM 6"EMBEDMENT INTO (5) (3) • (1) (4) CONSTRUCTION Jowls. PANEL. (6) 9. CONCRETE CURB PER DETAIL /\ 103 (3) 3" j..• O � SEE PLAN I o 6 6 w PF;7ff77;7f_ ,/ ( ) 9 NOTE (7) THREADED RODS AND CONCRETE 3 INSERTS MAY BE USED IN LIEU • • • • OF SLAB DOWELS SHOWN,AT ° CONTRACTOR'S OPTION-SEE (�) CONSTRUCTION JOINT (4) (8) C.S.N. - CONCRETE SLAB N GRADE AT DOCK LEVELER PRECAST CONCRETE PANEL FOOTING AT OPENING CONTROL JOINTS IN MESH REINFORCED CONCRETE SLAB ON GRADE PRECAST CONCRETE PANEL FOOTING TYPICAL CONCRETE CLOSURE POUR AT PRECAST CONCRETE PANEL 117 18-741 NO SCALE 113 130-51.01M 'T SCALE 109 (L)l01-01.06 NO SCALE 105 130-30.02M NO SCALE 102 130-02.01 NO SCALE 3 �� a (10) NOTES: NOTES: NOTES: NOTES: NOTES: 3/16 (11) 1. FINISHED GRADE OR CONCRETE ii ii 1. STEEL STUD. 1. TOOLED EDGE. 1. PRECAST CONCRETE PANEL 1. PRECAST CONCRETE PANEL. �(]) SLAB AS OCCURS. 2. CONTINUOUS STEEL TRACK 2. DIAMOND PLATE SLAB DOWEL PER BEYOND. 2. FINISHED GRADE OR CONCRETE 2. 8"CONCRETE WALL WITH#5 (1) WITH HILTI X-U SHOT PINS TYPICAL DETAIL. 2. DIAMOND PLATE SLAB DOWEL SLAB WHERE OCCURS. w AT 16"O.C.EACH WAY, WITH 3/4"PENETRATION AT 3. REINFORCING PER PLAN. PER TYPICAL DETAIL. 3. CONTINUOUS#5 HORIZ AT (8) CENTERED IN WALL. i�i �ii 16"O.C. 4. CONCRETE SLAB ON GRADE. (1) 3. CONCRETE SLAB ON GRADE. SLAB DOWEL. 3. DOWELS TO MATCH AND LAP i�i 3. #10 SCREW CONNECTION AT 4. FOR BOTTOM OF PANEL AT (1) 4. CONCRETE FOOTING. ° VERTICAL WALL REINFORCING EACH STUD. CONCRETE FOOTING,SEE 5. CONCRETE SLAB ON GRADE 'a PER G.S.N. 0 4. CONCRETE SLAB ON GRADE. DETAIL 101. WITH 1/2"EXPANSION JOINT o • 4. #4 AT 16"O.C. (5) 5. SHEATHING MATERIAL AND 5. CONCRETE FOOTING. MATERIAL AS SHOWN. 5. 4#4 CONTINUOUS. ATTACHMENT PER ARCHT. (1) (7) 6. SLAB DOWEL IN CONCRETE (5) 6. #5 SLAB DOWEL WITH 12" o 6. CONTINUOUS FREE DRAINING (2) SLAB ON GRADE CLOSURE VERTICAL LEG IN PANEL AND Z j x (9) ROCK POCKET 12"x12"WTH POUR-SEE DETAIL 102. 180 DEGREE HOOK AT �(6) 3/4"DIA WEEP HOLES AT I�i I�i (6) 7. 1 #4 x WIDTH OF OPENING. 9 2 CLOSURE POUR. O ° (2) 48"O.C. (2) (3) 8. PERIMETER REINFORCING AT ( ) ( ) IN PANELS WHERE JAMB IS 48" 0 7. TOOLED EDGE. (2) (4) OPENING-SEE PANEL OR LESS,INSTALL AT 12"O.C. B. 8"CONCRETE SLAB ON GRADE i�i �ii ELEVATIONS AND DETAILS. I (3 MIN PER JAMB). AT Z WAY#4 AT 16"O.C.EACH (3) (3) (3) 9. CONCRETE CURB PER DETAIL - GREATER THAN 48"O.C., Q (1) • 9. #4 X 24' X 24"SLAB DOWEL 0 103. • / _______ INSTALL AT 12" O.C. d /, 7 12"WIDE X 12' HIGH MIN AT 48"O.C. (4) ° ° CONCRETE CURB WITH(4)#5 (n W ---- 10. 1 1/2'STD PIPE AT 48"O.C., F7���L12 • • • �� ° o HORIZ. MAX. �i • 8 8. 5 BENTVERTWITH STANDARDW(3) 11. 1/2"x6%8"STEEL PLATE WITH ( ) HOOK AND 180'HOOK AT (2)5/8"DIA EXPANSION (4) (¢) CLOSURE POUR TO MATCH Q(5) ANCHORS PER G.S.N. (6) SLAB DOWEL SPACING.(7) 9. SLAB DOWEL IN CONCRETE Z (4) (9) SLAB ON GRADE CLOSURE LU U NOTE: THIS DRAINAGE IS NOTE: POUR. SEE DETAIL 102. i w • CONSIDERED A MINIMUM AND FOR ADDITIONAL INFORMATION, (6) 1 M u w DOES NOT TAKE THE PLACE • a p, N OF NOR SUPERCEDE DETAIL.TYPICAL CONTROL JOINT NOTE: Q Z N • A. FOR ADDITIONAL INFORMATION, CJ O OD " SEE DETAIL 101. O Q o o REQUIREMENTS OF A SITE W SPECIFIC SOIL REPORT OR N MUNICIPALITY REQUIREMENT. 5 y B. PROVIDE MIN 3"COVERAGE ( ) c� AROUND ALL STEEL BELOW _ f z �i > 3'-0" CONTRACTOR UI VERIFY GRADE,TYP. \`\p/1 m Z a DRAINAGE REQUIREMENTS LU 0 o w FREE STANDING CONCRETE RETAINING WALL PRIOR TO CONSTRUCTION. STEEL STUD WALL BASE CONNECTION THICKNESS CHANGE IN CONCRETE SLAB ON GRADE PRECAST CONCRETE PANEL FOOTING AT OPENING PRECAST CONCRETE PANEL TO FOOTING CONNECTION m r 118 114 110 106 103 195-03M NO SCALE 18-941 NO SCALE (L)l01-31 NO SCALE 130-31.01M NO SCALE 18-741 NO SCALE ® = z A r It It o Q to Q 5� NOTES: NOTES: NOTES: NOTES: D a 0 1. TOP OF FINISHED WALL AS OCCURS. 4. FINISHED GRADE OR TOP OF PAVING AS 1. WOOD COLUMN. 1. PRECAST CONCRETE PANEL 1. PRECAST CONCRETE PANEL. co 2. 1 #5 CONTINUOUS IN 8"DEEP GROUTED OCCURS 2. COLUMN BASE. BEYOND. 2. FINISHED GRADE OR CONCRETE �_w iK d o BOND BEAM. 5. DOWELS TO MATCH AND LAP VERTICAL 3 3. PRECAST CONCRETE CAP BY 2. SLOPE 1"WITH TOOLED EDGE. SLAB WHERE OCCURS. x m 3. 8"MASONRY WALL WITH VERTICALS PER WALL REINFORCING PER TYPICAL DETAIL ( ) OTHERS. 3. FINISHED GRADE OR CONCRETE (5) 3. FOR BOTTOM OF PANEL AT SCHEDULE AND HORIZONTAL REINFORCING -ALTERNATE BENDS AT CENTERED ______---- _____________ 4. BOND BEAM PER G.S.N. (1) SLAB WHERE OCCURS. (1) CONCRETE FOOTING,SEE DETAIL N PER G.S.N.-GROUT SOLID BELOW BARS,OVERLAP BENDS AT EACH FACE - 5. 8"MASONRY PIER WITH#5 4. 1#4 x WIDTH OF OPENING. 101. a , w m GRADE. BARS. VERTICALS AT EACH CORNER 5. FOR BOTTOM of PANEL AT °.. 4. CONCRETE FOOTING. z p 6. 12"THICK MIN CONCRETE FOOTING WITH `- -- ----- -- -;-:'. (4 TOTAL)AND HORIZONTAL CONCRETE FOOTING,SEE DETAIL 5. SLAB DOWEL N CONCRETE H REINFORCING PER SCHEDULE. - - REINFORCING PER G.S.N. 101. SLAB ON GRADE CLOSURE 7. FOR DEPTH OF FOOTING,SEE G.S.N. _ = 6. FINISHED GRADE OR (7) (9) (2) 6. CONCRETE FOOTING. POUR. SEE DETAIL 102. Registered Architect n. - v CONCRETE SLAB AS OCCURS. 7. SLAB DOWEL IN CONCRETE SLAB 6. FOR DEPTH,SEE ARCH'L AZ,CO3FL,MT,NV,NM,0K,0R,TX,UT,WA (4) (1) 7. CONCRETE FOOTING. (¢) ON GRADE CLOSURE POUR- DRAWINGS. w i Ii (2) Q 8. HOOKED DOWELS TO MATCH _ SEE DETAIL 102. 7. CONCRETE CURB PER DETAIL m _ AND LAP VERTICAL N �(3) 8. PERIMETER REINFORCING AT �(2) 103. Y o o ,BAR A' (3) _ REINFORCING. OPENING-SEE PANEL _ M a CENTERED ELEVATIONS AND DETAILS. u v=i { 9. DIMENSION PER OWNER. a; i iT o z z (4) 10. CONCRETE CURB PER DETAIL ] Q 103. ( ) a w F H BAR A W BARB CO UP TO #5 AT 48"O.C. 1'-8" 2#5 (6) //r • 'BAR A' E.F.' t 4,-0, $ a o I CG 5 4'-1"TO ------- ---- -- a N m 2" CLR TYP t O 6,_O. #5 AT 48"O.C. 2'-2" 2#5 (5) (3) x o (6) 6'-1"TO #5 AT 40"O.C. ____ / (10) • •.. U i......i, 8'-O" FACE 2'-8- EACH 2#5 L rr. 0 O r o 8'-1"TO #5 AT 24'O.C. (7) z FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL BAR B N-3" 3#5 = J STRUCTURAL NOTES ON SHEET SIDI AND TYPICAL DETAIL SHEETS 3 10'-0" EACH FACE o 10'-1"TO "EACH'AT 6"O.C. w w THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY-NOT FOR 12'-O" FACE 4 0" 4#5 0 CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF FOUNDATION o 0 (8 • • • • RECORD'S SEAL IS AFFIXED WTH WRITTEN SIGNATURE. 15 i 3" CLR PROJECT NUMBER 18-741 PROJECT MANAGER RAD DETAILS 3 G WIDTH 'W' TYP (6) (4) PROJECT ENGINEER MUM PROJECT DRAFTER SMV CARUSO•TURLEY•SCOTT• INC 8" MASONRY FREE-STANDING WALL, FOOTING AND SCHEDULE WOOD COLUMN FOOTING PRECAST CONCRETE PANEL FOOTING AT OVERHEAD DOOR OPENING PRECAST CONCRETE PANEL FOOTING S301 Q 119 115 111 10] consulting structural engineers ALE 198-21 NO SCALE 18-741 NO SC 130-11.03M NO SCALE 130-50.01M NO SCALE 1215 Weat Rio Salado Parkway, Suite 200 o O Tempe,Arizona 85281 (480)774-1700(774-1701 FAX) wsxv.ctsaz.com o 7 U NOTES: (1) g1. NER,7T�r�N NOTES: @ r�OFH/,y4Jr0 r t Q _ 1. WINDOW AND/OR SILL-SEE i 1. CENTERLINE OF STEEL COLUMN O AND FOOTING. 1 ARCH'L DRAWINGS. p.p3-Ie 2. BOND BEAM PER TYPICAL DETAIL 3. FINISHED GRADCAST E OR CONCREETE WALL TE � �a60 ��wv OR G.S.N. r -- SLAB WHERE OCCURS. (2) 3. MASONRY WALL-GROUT SOLID F BELOW GRADE. P. 4. CONTINUOUS CLOSURE POUR PER /i 4. FINISHED GRADE OR CONCRETE TYPICAL DETAIL. (3 ) SLAB WHERE OCCURS. 5. CONCRETE FOOTING. 5. DOWELS TO MATCH AND LAP 6. STEEL BASE PLATE OVER 1 1/ 2"i VERTICAL WALL REINFORCING PER DRYPACK. TYPICAL DETAIL-ALTERNATE 1/4 * 7. CONCRETE CLOSURE POUR-SEE BENDS. (2) TYPICAL DETAIL. 6. CONCRETE FOOTING. (6) 8. CONCRETE SLAB ON GRADE. 7 7. CONCRETE SLAB ON GRADE. 9. 3°MINIMUM CONCRETE COVER v ( ) (4) ( )8. 1 #5 CONTINUOUS IN 8"DEEP AROUND ALL STEEL BELOW GRADE. i 10. SEE"TYPICAL PRECAST CONCRETE GROUTED BOND BEAM. z 'DRAW (3) PANEL AT CONCRETE FOOTING" 0 9. MAX.-SEE ARCH'L (8) DETAIL. M DRAWINGS. 11. CONCRETE FOOTING AND w REINFORCING CONTINUOUS FROM BEYOND. 12. ANCHOR BOLTS WITH DOUBLE (4) NUTS. f (8) (5) (6) --- ---- -- _� U (12) (10) (11) (5) MASONRY WALL FOOTING AT WINDOW OPENING STEEL COLUMN FOOTING 108-91.02 NO SCALE 138-45.52 NO SCALE a a u 0 NOTES: NOTES: U 1. MASONRY WALL BEYOND. 1. MASONRY WALL. 2. CONCRETE SLAB WHERE OCCURS. 2. HOOKED DOWEL TO MATCH 3. FINISHED GRADE. AND LAP VERTICAL 4. SOLID GROUTED MASONRY STEM REINFORCING. WALL AND CONCRETE FOOTING WITH _ ___- --- 3. CONCRETE SLAB ON GRADE. 3 REINFORCING CONTINUOUS FROM 4. CONCRETE FOOTING. (1) BEYOND. 5. WOOD COLUMN. z 5. CONCRETE SLAB ON GRADE, c 6. COLUMN BASE. w TOOLED EDGE AT OPENING. = 7. MASONRY PIER AND COLUMN 6. DEPRESS STEM WALL 8"MIN. CAP PER DETAIL 115. (5) 8. FINISHED GRADE OR CONCRETE SLAB AS OCCURS. (5) (2) a _ a (3) (1) (7) (6) (2) o (8) (3) -- x a �2 ---- i (6) (4) = a d � 3 w o (4) MASONRY WALL FOOTING AT OPENING WOOD COLUMN FOOTING 125 109-51 NO SCALE 122 18-741 NO SCALE 3 NOTES: NOTES: 1. MASONRY WALL. 1. MASONRY WALL-GROUT SOLID 2. 1 #5 VERTICAL CENTERED IN BELOW GRADE. EACH CELL AND PER TYPICAL 2. FINISHED GRADE OR CONCRETE LAP DETAIL. SLAB AS OCCURS. 3. CENTERLINE OF JOIST GIRDER 3. 1 #5 CONTINUOUS IN 8"DEEP o ABOVE. GROUTED BOND BEAM. y (4) 4. WALL CONTINUES AS SHOWN 4. DOWELS TO MATCH AND LAP ON PLAN. VERTICAL WALL REINFORCING PER TYPICAL DETAIL-ALTERNATE o (1) BENDS. o (1) 5. CONCRETE FOOTING. Z u 6. CONCRETE SLAB ON GRADE. O (6) o (2) Z w (3) H a • U v - (4) M Z N a ( ) V O a 5 O a 0 N a, U � wLLJ w m Z z a PLAN - SPECIAL MASONRY WALL REINFORCING MASONRY WALL FOOTING > 126 501-51.53 NO SCALE 123 108-51 NO SCALE ® a d Z w Q M) Q 5� NOTES: o 0 1. MASONRY WALL. z z co 2. MASONRY CONTROL JOINT. w d 3. WALL CONTINUOUS AS SHOWN p�x on`o m Q m ON PLAN N 4. 1 #5 VERTICAL CENTERED IN w EACH CELL AND PER TYPICAL m (1) LAP DETAIL. 0 5. CENTERLINE OF JOIST GIRDER ABOVE. zo no (2) Registered Architect in: - AZ,CO,FL,MT,NV,N IV,OK,OR,TX,UT,WA N ' W to / __ O M F _ U Y ElL Z O Y v O u - a (5)� �(4) (3) " o o 2a a` U N zi x o M 3 o U ° z FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL 0 m a O o STRUCTURAL NOTES ON SHEET SIDI AND TYPICAL DETAIL SHEETS 3 THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY-NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF FOUNDATION a1 RECORD'S SEAL IS AFFIXED 1ffiH WRITTEN SIGNATURE. DETAILS O z PROJECT NUMBER 18-741 PROJECT MANAGER BAD 3 G PROJECT ENGINEER MUM 1PROJECT DRAFTER SMV CARUSO•TURLEY•SCOTT• INC o PLAN - SPECIAL MASONRY WALL REINFORCING q 127 18-741 NO SCALE consulting Structural engineers 1215 O Tempe,Ari-85281 Salad.Rio Parkway, 7 4-00(774-17012F0AX) wsxv.ctsaz.com S302 Oo 7 U ,QNER AT NOTES: NOTES: NOTES: NOTES: NOTES: �°�r•••pFH/ (1) (3) ' r�`�[[�T�j o TYP 1. FORCE=2000#DUE TO WIND 1. ADDITIONAL MEMBER REQUIRED t PRECAST CONCRETE PANEL (2) 1. STEEL JOIST. 1. PRECAST CONCRETE PANEL chi sy R4 = 3/16 OR SEISMIC. WHEN LOAD IS MORE THAN 4" (1) AND JOINT. _ ]] 2. BRIDGING AS REQUIRED BY I I I (1) AND JOINT. �a.la } 2. STEEL ANGLE BRACE. FROM PANEL POINT. 2. STEEL JOIST. =7 JOIST MANUFACTURER. r I I 2. STEEL JOIST GIRDER. t (2 3. STEEL JOIST. 2. STEEL JOIST. a I 3. EMBED PLATE PER JOIST 3. WALL-FOR SIZE AND TYPE, I I I 3. STEEL BEARING SEAT PER ��" 5360 ) �- 5. TS 3x3x3/16 x12"LONG. ( 1) EACH SIDE ET BOTTOM CHORDCHORD �iN I 3 I (2) 4. STEEL BEARING SEAT x 18" 4. STEEL ANGLE 3"x3"x1/4"x AS =iN I EQ 3„ I I (3) TYPICAL DETAIL X ET LONG RFC 4. STEEL PLATE 4%4%1/4". ( 3. STEEL ANGLE 2%2%3/16" BEARING DETAIL EACH SIDE OF SEE PLAN. LQ .. INSTALL 3/ 1 5) 3/i6 2 I I (3) (2) REQUIRED WITH 3-5/8"DIA -�-' I I (3) PLATES AT 8'NDS SAND EACH 1� I 3/16 PANEL POINT. LONG. EXPANSION BOLTS. --- SIDE OF JOINT. 4. STEEL ANGLE 2%2%3/16" -- ---- INSTALL 3/8"GUSSET PLATES 5. STEEL ANGLE 3"x3"x1/4"x10" --- --I-=� �I-- �x=--- 4. 1/2"x20"x20"STEEL EMBED (¢) EACH SIDE FROM BOTTOM ----- =-I- J-= -y3r_ AT ENDS AND EACH SIDE OF �� •I LONG WITH 2-5/8"DIA __... - I---- PLATE WITH(9)3/4"DIA X CHORD TO NEAREST TOP I I \T/ JOINT. __ --� EXPANSION BOLT. --- �� 6"LONG HEADED STUDS AT CHORD PANEL POINT. --�.- 5. (2)3/4"DIA AUTO WELDED �"_ -x_--- 81 O.C.AND 2D5 BENT --- - 5. TYP EACH ANGLE EACH END. � ii I THREADED STUDS IN 1 1/2" (¢) 4 20"TOP AN BOTTOM(4 LONG SLOTTED HOLES- ---- I TOTAL). LOCATE PLATE ON (1) TIGHTEN NUTS FINGER TIGHT, BOLTED GROSS BRIDGING Cr C 7 EACH SIDE OF PANEL JOINT. PERPENDICULAR (3) - ---- (5) 13'I 6. WELD THIS SIDE ONLY. 1 ____ ____ DING THREADS. , ( --- 5. 1/2"x9%9"STEEL EMBED Z (5) I' 3 I \ 7. 2#3 x 48"HAIRPINS AT (1) (3) (9)� �(7) i„ 3„ (¢) SLA ONTE 6 HEADED SUDSATX o EACH SET OF STUDS. \ / I I I $ 6"O.C. (1) (7) I I (6) I I I I ( ) 6 ANGLE IN4LIEU OF STABILIZER (4) (2) I I = � I I I I PLATE. I 3 16 (3) I I (5) 7. (4)3/4"DIA AUTO WELDED (2) / THREADED STUDS IN 1 1/2" (2) TYP LONG SLOTTED HOLES- 3/16 TIGHTEN NUTS FINGER TIGHT, DING THREADS. + NOTE: NOTE: NOTE: ==� NOTE: (6) 8. WELD THIS SIDE ONLY. STEEL DECK NOT SHOWN FOR PROVIDE THIS DETAIL WHEN FOR ADDITIONAL INFORMATION, c. AT MASONRY WALLS,INSTALL 9. 2#3 x 48"HAIRPINS AT 3 CLARITY. CONCENTRATED LOAD SEE DETAIL 207. EPDXIED ANCHORS PER G.S.N. EACH SET OF STUDS. ( ) EXCEEDS 100 LBS.- DO NOT WELD ADJACENT (5) IN SOLID GROUTED CELLS,IN 3/16 NOTIFY ENGINEER WHEN LOAD LEDGER ANGLES TO PLATE OR LIEU OF EXPANSION BOLTS. NOTE: PARALLEL EXCEEDS 400 LBS. STEEL JOIST WELDED CROSS BRIDGING DO NOT WELD ADJACENT LEDGER ANGLES TO PLATES OR ADDITIONAL WEB MEMBERS FOR CONCENTRATED LOAD OCCURRING STEEL JOIST GIRDER o 216 STEEL ANGLE BRACE AT STEEL JOIST 212 AWAY FROM JOIST PANEL POINT 208 STEEL JOIST BEARING AT PRECAST PANEL JOINT 204 STEEL JOIST CROSS BRIDGING AT WALL 201 STEEL JOIST GIRDER BEARING AT PRECAST PANEL JOINT a 18-741 NO SCALE 434-01 NO SCALE 453-56 17 SCALE 434-41.02M NO SCALE 453-06M NO SCALE a u 0 NOTES: NOTES: NOTES: NOTES: 1/4 2 1/2 MAX (1) NOTES: u 1. MASONRY WALL. 1. PRECAST CONCRETE PANEL. 1. PRECAST CONCRETE PANEL. 1 1. PRECAST CONCRETE PANEL. (6) 1. 2 AUTOMATIC WELDED 2. GROUT CONTINUOUS FROM 2. STEEL LEDGER PER DETAIL 2. CONTINUOUS STEEL LEDGER. O 2. CONTINUOUS STEEL LEDGER. (2) THREADED STUDS PER MFR. (1) BOND BEAM TO 4"ABOVE (1) 209 OR 205. (1) 3. STEEL DECK-FOR DIRECTION 3/16 3 3. STEEL DECK-FOR DIRECTION IN 1 1/2"LONG HORIZ. w (4) ROOF LINE. 3. STEEL DECK. 7�� OF DECK,SEE PLANS. OF DECK,SEE PLANS. SLOTTED HOLES-TIGHTEN 3. BOND BEAM PER G.S.N. (2) 4. STEEL JOIST ON COLUMN (2) 4. LOCATE 1 HORIZONTAL BAR (2) 4. 3/8"x4%9"EMBED PLATE WITH $ NUTS FINGERTIGHT. 3 (5) 2 4. CONTINUOUS LEDGER ANGLE. CENTERLINE. AT ANCHORS. 2-1/2"DIA.x 4"LONG 1 2 TYP 3/16 ( ) 2. 3/8"STEEL STIFFENER PLATE ( ) 5. STEEL DECK-FOR 5. COLUMN CENTERLINE. a 5. 3/4"DIA X 4"LONG HEADED HEADED STUDS AT 6"O.C. X LENGTH OF ANGLE DIRECTION,SEE PLAN (3) (3) STUD. (3) - 5. LOCATE 1 HORIZONTAL BAR AT 3. STEEL ANGLE 5"x5"x1E w 6. STEEL PLATE 1/4%4"x9" ANCHORS. (3) AT ROOF ONLY -SEE PLAN WITH(2)1/2'DIA HEADED (4) BELOW. 11 (3) STUDS AT 6' O.C.-GROUT ------ ------- ti,. ------------- "' ---------- - 4. FACE OF STEEL COLUMN OR z 4"MIN ALL HEADED STUDS. 4 _ 'n' STEEL JOIST EMBED PLATE. y " ( ) 5. STEEL ANGLE 6"x8"x1 2" LLV) a 3/16 3 ( ) TYP 1/ (9) AT ROOF ONLY -SEE PLAN o 0 ' (5) 1/4 6. STEEL JOIST. a 5 ¢ 1/2" MAX 1 7. STEEL JOIST GIRDER. ( ) 8. ANGLE TO SUPPORT. (6) (¢) 1 4 3 9. 6"MIN(VERTICAL)STABILIZER m (7) PLATE PER JOIST MFR EXTENDED ° (2) 6"MIN BEYOND COLUMN FACE (¢)� WITH HOLE PER'OSHA'. DO NOT WELD BOTTOM CHORD (5) TO PLATE U.N.O.. (5) 1 2" TYP /2" 1� (3) w NOTE: NOTE: 1 (8) --- FOR WELD PLATE OPTION, FOR HEADED STUD OPTION, 3/$ (( 3 SEE DETAIL 205. SEE DETAIL 209. STEEL JOIST GIRDER TYP 1/4 (9) - 1/4 COLUMN PLAN LEDGER ANGLE AND STEEL DECK AT MASONRY WALL STEEL LEDGER AT STEEL JOIST STEEL DECK AT PRECAST CONCRETE PANEL STEEL DECK AT PRECAST CONCRETE PANEL TYP STEEL ROOF JOIST OR GIRDER TO STEEL MEMBER CONNECTION - U.N.O. 217 462-02M NO SCALE 213 18-741 NO SCALE 209 464-12M NO SCALE 205 464-11M NO SCALE 202 434-40M NO SCALE 3 �� a NOTES: NOTES: NOTES: NOTES: ( NOTES: 1. BOND BEAM PER G.S.N. 1. STEEL DECK. SEE PLAN FOR 1. STEEL JOIST GIRDER. 1. 1/2"MAXIMUM. `2) L 1/2"CLEAR. 2. (2)3/4"DIA AUTOMATIC DECK ATTACHMENT 2. 2 AUTOMATIC WELDED 2. STEEL JOIST. !! 2. CENTERLINE OF COLUMN. WELDED THREADED STUDS IN INFORMATION THREADED STUDS PER GIRDER 3. STEEL JOIST GIRDER. 3. STEEL JOIST GIRDER. w 1 1/2"LONG HORIZONTALLY 2 WOOD TRUSS. MFR IN 1 1/2"LONG HORIZ. 4. JOIST MFR TO DESIGN JOIST 4. 2-3/4"DIA.AUTOMATIC 6 (1) 12" MAX 1 4 2 1 SLOTTED HOLES-TIGHTEN 3 WOOD BEAM SLOTTED HOLES-TIGHTEN 4 BEARING SHOE AND TOP / ) ( ) WELDED THREADED STUDS IN rc ( ) NUTS FINGERTIGHT. 4. CONTINUOUS 3%3"x3/16" (1) NUTS FINGERTIGHT. (2) CHORD FOR 6000#AXIAL 4 1 1/2"LONG HORIZONTALLY ° (2) 3. 1"x6%14"STEEL BEARING STEEL ANGLE. 1/4 2 3. 1/2"CAP PLATE. LOAD DUE TO SEISMIC(ASD). X (3) SLOTTED HOLES-TIGHTEN o PLATE WITH(2)3/4"DIA. (4) (1) 5. #8 X 2 1/2"LONG WOOD 4. STEEL COLUMN. 1/8 2 _y�(1) JOIST GIRDER SHALL BE NUTS FINGERTIGHT. ° ANCHORS AT 8"O.C.OVER 1"t SCREWS AT 12"O.C. (2) 5. 6"MIN(VERTICAL)STABILIZER '71 DESIGNED TO TRANSFER LOAD 5. 3/4"CAP PLATE. (3) DRYPACK. (5) 6. CONTINUOUS 2X WOOD PLATE PER JOIST MFR ACROSS ITS TOP CHORD. 6. MIN.6%6"STEEL STABILIZER o 4. 2#5 x 5'-6"LONG IN 6'-0" FASCIA. EXTENDED 6"MIN BEYOND PLATE PER GIRDER MFR WITH Z (4) LONG x 8"DEEP BOND BEAM. COLUMN FACE WITH HOLE PER HOLE PER OSHA. O 5. MASONRY WALL. 'OSHA'.DO NOT WELD BOTTOM 7. STEEL COLUMN. _ ° € 6. STEEL JOIST GIRDER. CHORD TO PLATE U.N.O. I 7. STABILIZER PLATE PER GIRDER (3) (rJ) rc If /R (6) (2) Q(5) 8. 1 2'x8'x1"GREATER THAN i i 6" � HEIGHT OF STABILIZER PLATE 1 1/4 1/4 MIN ¢ d 3/16 = = WITH 2 3/4' DIA EXPANSION X ANCHORS AT 6"O.C.IN SOLID (3) W GROUTED CELLS(4"MIN a COVERAGE ALL AROUND). (5) IIr 1/4 (4) (3) Z a (7) W 1/4 _ - NOTE: NOTE: 6 U V - ($ ( ) ` ) i ii A. STEEL DECK NOT SHOWN FOR STEEL DECK NOT SHOWN - - CLARITY. FOR CLARITY. (7) Z N a - SEE INTERSECTING DETAIL. O O Q o 6. FOR ADDITIONAL INFORMATION, i 00 N 0 v V U w 3 w' `vt m ZZ 21S STEEL JOIST GIRDER AT MASONRY WALL 214 WOOD FASCIA AT WOOD TRUSS 210 STEEL JOIST GIRDER AT STEEL COLUMN 206 STEEL JOIST AT STEEL JOIST GIRDER 203 STEEL JOIST GIRDER AT STEEL COLUMN _ � a 447-21M NO SCALE 18-741 NO SCALE 443-51 NO SCALE 435-04M NO SCALE 444-51M NO SCALE ® Z a A A � toe 5� NOTES: NOTES: NOTES: NOTES: 0 1. MASONRY WALL. 1. PRECAST CONCRETE PANEL. t WOOD BEAM. (7) 3 16 1. PRECAST CONCRETE PANEL. a co (1) 2. BOND BEAM PER G.S.N. 2. 1/4"x4%9"EMBED PLATE WITH 2. SIMPSON CC TYPE COLUMN CAP / (1) 2. STEEL EMBED PLATE w d m 3. CONTINUOUS LEDGER ANGLE. ., (2)1/2"DIA X 4"HEADED WITH 6-3/4"DIA THRU BOLTS. (3) 1/2%12"x12"WITH(4)3/4" p�x on N z p m (3) 4. STEEL DECK-FOR DIRECTION, (1) STUDS AT 6"O.C. 3. WOOD COLUMN. DIA X 4"HEADED STUDS AT °r o SEE PLAN. 3. STEEL JOIST BEYOND. 9"O.C.AND 2#5 BENT a N 5. STEEL PLATE 1/4"x4%9"WITH (3) 4. 4%4"x1/4"STEEL ANGLE (1) (4) 16"x4"xl6". w m (4) (2) (2)1/2"DIA HEADED STUDS SPANNING BETWEEN JOISTS. 3. CONTINUOUS STEEL LEDGER. ° o z, AT 6"O.C.-GROUT 4"MIN (¢) CONNECT TO JOIST PER v' (2 4. STEEL DECK. ° ALL AROUND HEADED STUDS. TYPICAL DETAILS. CONNECT 5. JOIST CONNECTION AND SEAT a ----------- --__- ------------_- _ _ ' DECK TO STEEL ANGLE PER � .'� 4 PER TYPICAL DETAIL. Registered Architect in: - N b _.:r: .i .'. G.S.N. WHERE POSSIBLE .� .'. 6. STEEL JOIST. AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA o o STEEL ANGLE MAY BE OMITTED 7. DO NOT WELD TO EMBED (2) WITH BRACE CONNECTED PLATE WHEN JOIST CONNECTS to DIRECTLY TO PARALLEL JOIST - v AT PANEL JOINT. aa) PER DETAIL 216. 3/16 3 \ 5. 4%4%1/4"STEEL ANGLE (5) u ° -- BRACE WITH(1)3/4"DIA z (7) BOLT. Q a (5) _________ / m 6. 1 4"x4"x4"STEEL PLATE. 7. LOCATE PLATE SO THAT a (5) 28'-0"CLEAR TO FINISHED (2) i..� NCO FLOOR IS MAINTAINED. ----- (6) v a U (6) N x o 'c 3 E FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL m a o 0 (3) STRUCTURAL NOTES ON SHEET SIDI AND TYPICAL DETAIL SHEETS 3 NOTE: NOTE: NOTE: ° THIS DETAIL SHALL APPLY ADJACENT FRAMING NOT A. CONNECTION AT PANEL THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY-NOT FOR m AT ALL JAMBS THAT ARE SHOWN FOR CLARITY. JOINT PER DETAIL 208. N OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF ROOF FRAMING CONSTRUCTIO 4'-0"WIDE OR LESS AND B. DESIGN JOIST TOP RECORD'S SEAL IS AFFIXED WITH WRITTEN SIGNATURE. ARE ADJACENT TO OPENINGS CHORD AND SHOE FOR PROJECT NUMBER 18-741 PROJECT MANAGER RAID DETAILS = 6'-4"OR GREATER. 6000#AXIAL LOAD DUE a G TO SEISMIC(ASD). PROJECT ENGINEER MJM 1PROJECT DRAFTER SMV CARUSO•TURLEY•SCOTT• INC LEDGER ANGLE AND STEEL DECK AT MASONRY WALL STEEL BRACE ANGLE AT PRECAST CONCRETE PANEL WOOD BEAM AT WOOD COLUMN STEEL JOIST AT PRECAST CONCRETE PANEL q° consulting structural engineers 462-OIM NO SCALE NO SCALE 651-22.03 NO SCALE 453-51M NO SCALE 215 wear Rio Salado Parkway, Suite zoo 0 O Tempe,Arizona 85281 (480)774-1700(774-1701 FAX) S401 wsxv.cts-com °o 7 U NOTES: NOTES: NOTES: 'A, me?-o- 229 ? f[[W�AT;S�jBi'�T��'G 1. PLYWOOD SHEATHING AND 1. STEEL DECK. SEE PLAN FOR ($) 1. MASONRY WALL. (7) ATTACHMENT PER G.S.N. DECK ATTACHMENT INFORMATION. 2. GROUT SOLID. a Ili (3) FIRE TREATED PER ARCH'L 2. 6X8 WOOD TRUSS CHORD(MIN). (5) 3. 1/2%5%10"STEEL BEARING (12) loll (4) 2. DOUBLE STEEL STUD JOIST / 3. 6X6 WOOD TRUSS WEB MEMBER (6) (1) PLATE WITH(2)3/4"DIA x �p�k q5ae9 ��wv II II DIRECTLY BENEATH KICKER (MIN). 10'.ANCHORS AT 7 1/2"O.C. F (13) Ii li (11) BRACE. 4. WOOD BEAM. OVER 1"3 DRYPACK. / •• x 3. CONTINUOUS STEEL TRACK. 231 3�16 (2) 4. BOND BEAM PER G.S.N. < 4. 362S162-33 STEEL STUD \ // (3) 5. CONTINUOUS STEEL LEDGER. AT 16"O.C. - 6. STEEL DECK. Ii lii CD5. EDGE ATTACHMENT PER / \_ 7. STEEL JOIST. 8. 1 8 x2"AT K JOISTS. (12) �'' _ G.S.N. /' loll 1 6. #10 SCREW AT 8"O.C. (7) �(4) 7. SHEATHING PER ARCH'L. (1) (3) (1) (5) S. CEILING PER ARCH. \ -� (9) N 9. DOUBLE STEEL JOIST ONIrT / m TOP OF WALL. 0 10, STEEL STUD WALL. 1 / (6) 11 (. 16 GA CONTINUOUS - 2) j BLOCKING. 12. CONTINUOUS 14 GA.(MIN.) TRACK WITH 2#10 SCREWS AT 12"O.C.MAX. (2) AND AT EVERY STUD OR \ JOIST. (8) ii0lii 13. (2)362S162-54 STEEL / (0 4 "O.C.MAX. )�II Ili S UD KICKER BRACE AT '-0 \ / (1 ) li (2) � / NOTE: I� 230 228 \ / (7) �(7) \\,/ JOST MFR TDESIGN JOIST BEARING SHOE AND TOP CHORD FOR 6000#AXIAL (4) (4) LOAD(ASO SEISMIC). NOTE: VERIFY MEMBER SIZES WITH ARCH'L DWGS. 0 234 STEEL STUD JOIST PARALLEL WITH STEEL STUD WALL 227 WOOD TRUSS - ELEVATION VIEW 224 THIS DETAIL NOT USED 221 STEEL JOIST AT MASONRY WALL 8-741 NO SCALE 18-741 NO SCALE 18-741 NO SCALE 447-01M NO SCALE a a 0 0 NOTES: NOTES: NOTES: NOTES: U 1. PLYWOOD SHEATHING AND 1. WOOD TRUSS. 1. 1/4"STEEL PLATE EACH SIDE 1. PRE-MANUFACTURED STANDING ATTACHMENT PER G.S.N. 2. 1/4"STEEL PLATE EACH OF TRUSS WITH(2)3/4"DIA SEAM AWNING WITH METAL FIRE TREATED PER ARCH'L. SIDE OF TRUSS NTH(2) THRU BOLTS IN EACH TRUSS 1 SUPPORTS AND INTEGRAL w 2. STEEL STUD JOIST. 3/4"DIA THRU BOLTS IN MEMBER(4 TOTAL). \\�O SOFFIT. INSTALL PER MFR'S m (7) 3. CONTINUOUS STEEL TRACK. EACH TRUSS MEMBER(4 2. STEEL DECK. SPECS. FRAME TO BE AT 48" 3 4. STEEL STUD WALL. TOTAL). 3. 1/4"CONTINUOUS BENT STEEL �__= O.C.,MAX. (1) 5. CEILING PER ARCH AS OCCURS. 3. 5"EDGE DISTANCE. PLATE. VERTICAL LEG HEIGHT 2. CLIP ANGLE PER MFR EACH (2) 6. #10 SCREW AT EACH JOIST. PER ARCH'L. SIDE OF EACH FRAME. USE w 7. #10 SCREW AT 8"O.C. 4. WOOD BEAM. 1/2"DIA X 3 1/4"EMBED 8. SHEATHING PER ARCH'L. 5. SIMPSON H2.5A EACH SIDE OF HILTI KWIK BOLT TZ STAINLESS - 9. STEEL STUD BLOCKING. (2) BEAM. STEEL EXPANSION ANCHORS O O 6. WOOD TRUSS. EACH ANGLE. (1) 7. 5"EDGE DISTANCE. 3. TILT WALL. a ---- ---II II---- ---------- j' �� ,.A"" (5�--7---- - iOl I (9) 1 Q JT o O (3) (2) II 3 0 0 2 m ($) O (3) - OII (4) J w II II I I I Z IIOII (5) --- ----------------------------J---JI 3 II I 0 (4) (2) - 235 STEEL STUD JOIST AT STEEL STUD WALL 231 STEEL CONNECTOR PLATE AT WOOD TRUSS 228 WOOD TRUSS AT WOOD BEAM 225 THIS DETAIL NOT USED 222 AWNING DETAIL o 8-741 NO SCALE 18-741 NO SCALE 18-741 NO SCALE 18-741 NO SCALE 8-741 NO SCALE 3 �� a NOTES: NOTES: NOTES: (1) NOTES: NOTES: 1. CONCRETE WALL. 1. CONCRETE WALL. 1. 16 GA CONTINUOUS RIDGE PLATE. 1. PRECAST CONCRETE PANEL 1. PRE-MANUFACTURED STANDING 2. 3/4"DIA EXPANSION ANCHOR 2. S/LTT20 STRAP AT 8'-0"O.C. 2. (2)1/2"DIA.THRU BOLTS. (6) 3" AND JOINT. SEAM AWNING WITH METAL (4) PER G.S.N.AT 24"O.C. WITH 1/2"DIA EXPANSION 3. STEEL DECK. (2) 2. EMBED PLATE PER DETAIL 1 SUPPORTS AND INTEGRAL w (3) • (1) 3. CONTINUOUS STEEL LEDGER TO • ANCHOR PER G.S.N. 4. 1/4"STEEL PLATE EACH SIDE OF TRUSS WITH(2)3/4"DIA THRU BOLTS IN EACH TRUSS 225 EACH SIDE OF JOINT. `: O SOFFIT. INSTALL PER MFR'S MATCH STEEL STUD JOIST. 3. PLYWOOD SHEATHING. MEMBER(6 TOTAL). ---- r--- ---- 3. 2#3 X 48"HAIRPINS AT SPECS. FRAME TO BE AT 48" rc 3 MIN 2 O Jli I� EACH SET OF STUDS. c= ;`� O.C.,MAX. °/ 4. EDGE FASTENING. ( ) 1 4. STEEL STUD JOIST. 5. WOOD BEAM. -- y lo (5) 5. PLYWOOD SHEATHING. 5. CLIP ANGLE PER MFR AT EACH 6. 1/4"BENT STEEL'U'PLATE X 5' LONG. 4. (2)3/4"DIA AUTO WELDED 2. CLIP ANGLE PER MFR EACH 6. CLIP ANGLE EACH SIDE PER JOIST. 7. WOOD TRUSS. Ili THREADED STUDS IN 1 1/2' SIDE OF EACH FRAME. USE JOIST MFR.-SAME GAGE AS (3) 6. CONTINUOUS TRACK LEDGER TO 8. 5"EDGE DISTANCE,TYP. ill (3) LONG SLOTTED HOLES. 1/2"DIA X 3 5/8"EMBED o • JOIST. • MATCH JOISTS WITH 3/4"DIA (1) II • TIGHTEN NUTS FINGER TIGHT, HILTI KWIK BOLT TZ STAINLESS o 3 3 4" ---- -- - ---- DING THREADS. STEEL EXPANSION ANCHORS 7. STEEL STUD JOIST. (4) EXPANSION ANCHORS PER G.S.N. (S) �, (6) 'j 8. STEEL BLOCKING AT 4'-0"O.C. MIN AT 24"O.C. TYP ---- ------- `-- ---- 5. EMBED PLATE PER DETAIL \ ���\ EACH ANGLE. Z -SAME GAGE AS STEEL 1�8 2-12 224 EACH SIDE OF JOINT. 3. CMU WALL. O ° (2) JOIST. (6) 6. 1/2"xl O%18"STEEL PLATE (7) (LSH). CONNECT CANOPY (7) (8) (2) 4 TIE ROD TO PLATE PER 1 Z F 0 DETAIL 225. Q 5 7. WELD THIS SIDE ONLY. (3) 3 3" Q TYP ( ) 8. 1 2"x14"x18"STEEL PLATE (3) - SH). CONNECT CANOPY (n X W r O O - BEAM TO PLATE PER DETAIL O 1 O - - ---JII `--- --- 224. LLI (6) --- ---JI II I`--- F ' U v w X (4) --- --- ---" --- Q Z N a v m STEEL LEDGER AT MASONRY WALL STEEL STUD JOIST AT CONCRETE WALL WOOD RIDGE BEAM AT WOOD TRUSS ��V CANOPY EMBED PLATES AT PANEL JOINT AWNING DETAIL a 0 0 GJV LJL LL.7 GG LLJ ® a 458-351 NO SCALE 458-301M NO SCALE 8-741 NO SCALE 18-741 NO SCALE 8-741 NO SCALE z Q to a 5� NOTES: NOTES: NOTES: 0 1. PLYWOOD SHEATHING AND 1. PLYWOOD SHEATHING AND 1. 1/4"STEEL PLATE EACH a co ATTACHMENT PER G.S.N. (7) ATTACHMENT PER G.S.N. SIDE OF TRUSS WITH 3/4" �x m w o FIRE TREATED PER ARCH'L II II (3) FIRE TREATED PER ARCHI. DIA THRU BOLTS AS SHOWN p J w on N o O m 2. STEEL STUD JOIST. (13) \ 0 2. STEEL STUD JOIST. (10 TOTAL). r o (7) 3. CONTINUOUS STEEL TRACK. \\\ Ili (11) 3. CONTINUOUS STEEL TRACK. 2. WOOD TRUSS. P 4. STEEL STUD WALL. II 4. STEEL STUD WALL. 3. 5"EDGE DISTANCE,TYP. w m (1) 5. CEILING PER ARCH AS OCCURS. (14) (12) o 5 SCREWS INTO EACH (2) 6. #10 SCREW AT EACH JOIST. Q JOIST. o 7. #10 SCREW AT 8"O.C. 6. #10 SCREW AT EACHzo 3 8. SHEATHING PER ARCH'L. 1 o JOIST. Registered Architect in: - v 9. STEEL STUD BLOCKING. (13) _1 7. #10 SCREW AT 8"O.C. AZ,CO,FL,MT,NV,NM,OK,OR,TX,UT,WA a 0 0 IIOII = j 8. SHEATHING PER ARCH'L. it III = 9. STEEL STUD BLOCKING. v (5) 10. CEILING PER ARCH'L AS a U M I I II ' N DGGDR$. � M � Y a_ (5) IliOil (9) ___ _ _____________ _ ((9) 11. 362S162-33 STEEL STUD O L p (2) li ( ) O `6) 12, A6 GA CONTINUOUS a v o a O (6) li 3 ( ) ____ _ BLOCKING. O ______________ z ( ) 13. CONTINUOUS 14 GA.(MIN.) 0 F a 2 I I' TRACK WITH 2#10 i I (1) ���IIII I L.L 12 �II ill SCREWS AT 12"O.C.MAX. -_------- - a` Oi (¢) ( ) III AND AT EVERY STUD OR N x o UO ($) 10 ID (7) JOIST. .E 3 v z U ( 11 ( 14. (2)362S162-54 STEEL `3) (4) STUD KICKER BRACE AT FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL m a o - 4'-0"O.C.MAX. STRUCTURAL NOTES ON SHEET S101 AND TYPICAL DETAIL SHEETS o 3 /J THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY-NOT FOR Oi (B)J li�(8) 3" 3" CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF ROOF FRAMING O ' �(2) RECORD'S SEAL IS AFFIXED WTH WRITTEN SIGNATURE. MIN MIN =PROJECT NUMBER 18-7411 PROJECT MANAGER RAD DETAILS 3 G PROJECT ENGINEER MJM IPROJECT DRAFTER SMV CARUSO•TURLEY•SCOTT• INC STEEL STUD JOIST AT STEEL STUD WALL STEEL STUD JOIST AT STEEL STUD WALL STEEL CONNECTOR PLATE AT WOOD TRUSS consulting structural engineers 18-741 NO SCALE 18-741 NO SCALE 18-741 NO SCALE O Tempe,Arimna 85281 Salado(480)Parkway,4-00(774-17012F0AX) S4 O wsxv.ctsaz.com °o 7 U QNER AT NOTES: NOTES: (7) (q) NOTES: ie S pF WA3H7,�T��PO 1. PRECAST CONCRETE PANEL. 1. PERIMETER REINFORCING. 2. PLATE 3 8%4%8"WITH 2. OPENING HORIZONTAL ----------- ------- (13) 1. TYPICAL PANEL REINFORCING. c / / O 2. TYPICAL JAMB OR PERIMETER } 2-1 2"DIA x 4"HEADED REINFORCING. REINFORCING PER PANEL STUD BETWEEN 2#4 x 3. OPENING VERTICAL REINFORCING a ELEVATION. ��k,p,560 4"x20"(BEND AS SHOWN.). 1 -FULL HEIGHT. (2) 1 3. 18"MINIMUM LAP. F 3. ANGLE 4"x4"x1/4"xO'-4". �Q O 4. 24"MINIMUM EACH SIDE- O 4. ARCHITECTURAL REVEAL,AS / (1) EXTEND FULL PANEL WIDTH WHEN (7) (4) OCCURS. TYP �Q (2) OPENING IS GREATER THAN 1/3 ___________ _______ (13) S. HORIZONTAL REINFORCING EACH 3 PANEL LENGTH. © FACE PER PANEL NOTES. 5. 1 #5 x 4'-0"AT 45 DEGREE AT 0 6. SPECIAL REINFORCING. EACH ORNER. (2) . . -- -- 6. OBTAINED, BAR AS FAR ) 7. MAX CLEAR- 1 1/2"MIN//2" .. .. 3 P O ________ __ _____ (13) 8. MAX CLEAR- _ 2 1 TYP U.N.O. AS POSSIBLE AND HOOK OR (7) (4) 1"MIN/1 1/4" TY ¢ BEND REMAINING LENGTH. TYP U.N.O. ( ) 9. TYPICAL HEAD REINFORCING 7. FINISHED FLOOR LINE-WHERE (: m (5) OCCURS. (10) (6) • (1) a 10. 4"D.C. 00 (2) - 8. BOTTOM OF PANEL. 0 (6) (3) 11. CENTERLINE OF BEAM BEARING (3) OPEN (2) AS 4) 0 2. STEP OCCURS. THICKNESS. (3) 3/16 (2) (�)� (13) 3. CENERLINE N PANEL DESIGN (1) (1) (A) . . THICKNESS AND VERTICAL REINFORCING. (10) (6) (10) 14. ROTATETIES PER TYPICAL 3 MITERED CORNER - - - - - DETAIL. (2) (2) NOTE: NOTE: (7) (5) 4) A LOCATE CONNECTION A FOR PANELADDITTONALELEVATION INFORMATION, O (13) SQUARE CORNER BELOW TOP OF PANEL AND SEE PANEL ELEVATION NOTES, SEE ARCH'L FOR CHAMFER OR AT 48"O.C.VERTICALLY. ($) TYPICAL AND SPECIAL REINFORCING. (6) BENT STEEL PLATE AS OCCURS B. VERIFY CORNER r AT OPENING CONFORMATION WITH ARCHT q DRAWINGS. (7) �5� 11 (3) m (13) o PLAN - PRECAST CONCRETE PANELS AT CORNER ELEVATION - TYPICAL PRECAST CONCRETE PANEL OPENING REINFORCING 307 278-31.03M NO SCALE 303 278-03.02 NO SCALE (6) L, a u (11) (4) �• w (3) (3) TYPICAL AT MITER END. o NOTES: NOTES: 1. STEEL LEDGER ANGLE-FOR 1. PRECAST CONCRETE PANEL. O v(13) NOTE: o SIZE AND LOCATION,SEE PLAN. 2. 2#5 TOP AND BOTTOM. A. THIS DETAIL IS TO BE USED FOR (1) 2. 3/4"x6 1/2"X 24"LONG STEEL 3. 1 #4 x 2'-0"LONG CORNER (1)�5)�( _ REINFORCING PLACEMENT ONLY. PLATE CENTERED OVER GAP. BAR. FOR NUMBER AND SIZE OF m (2) 3. 1 2%3"X 24"LONG STEEL 4. 1 #4 EACH JAMB. w ELEVATIONS ANDENPANEL F PLATE CENTERED OVER GAP. 13 B. WHERE REVEALS OCCUR rj 16 4. 3/8"x3 1/2"X 12"LONG STEEL O ( ) INSIDE FACE N REVEAL(DESIGN w / (3) H CLEAR"DIMENSIONS REFER TO w PLATE CENTERED OVER GAP. 5. 1/4%3"X 12"LONG STEEL (1) (6) (1) PLATE CENTERED OVER GAP. (2) THICKNESS-NET). - 6. 3/8%2"X 12"LONG STEEL (7) (4) PLATE CENTERED OVER GAP. 7. 1/4%2"X 12"LONG STEEL J (13) 1" MAX PLATE CENTERED OVER GAP. \ / (3) O a OPEN a N r (7) (4) (1) EQ�i EQ�i m (1) 5/16 � 3 (1) K ---- ---- ------ L24p' , (4)L1 LEDGER TY v (4) (4) (7) (714) (1 ) 0 © (13) v (9) ( ) je NOTE 1 : (6) THIS DETAIL FOR OPENINGS ( 3 24"SQ.OR LESS. PLANS O O ° 1/4 (5) SECTIONS - TYPICAL REINFORCING AT SMALL OPENING SPECIAL PRECAST CONCRETE PANEL REINFORCING WITH REVEALS 304 278-02.01 NO SCALE 301 278-01M NO SCALE 3 <' 1" MAX a 32" MIN / 48" MAX NOES: NOTES: 1/4 (5) 1. CENTERLINE OF PRECAST PANEL 1. PERIMETER REINFORCING. (1) (4) (1) (2) 2. CENTERLINE OF EMBED 2 REINFORCING. OPENING ORIZONTAL PLATE/HEADED STUD. 3. OPENING VERTICAL REINFORCING 3. EMBED PLATE/HEADED STUD PER (1) FULL HEIGHT WITH 6"HOOK AT L2 LEDGER DETAIL OR LEDGER SCHEDULE. Q BOTTOM PARALLEL To BOTTOM ° 4. CONTINUOUS STEEL LEDGER PERIMETER REINFORCING. ANGLE. �Q (2) 4. 24"MINIMUM EACH SIDE- 5. 16"MIN/24"MAX.Do NOT WELD EXTEND FULL PANEL WIDTH o LEDGER ANGLE TO ANY OTHER - - WHEN OPENING IS GREATERo EMBED PLATE OR FRAMING -- -- THAN 1/3 PANEL LENGTH. j (1) TYP 3/16 (3) MEMBER BETWEEN THESE TWO 5. 1 #5 x 4'-0"AT 45 DEGREE AT Z (6) EMBED PLATES U.N.O. I EACH CORNER. Q ° CONTINUOUS LEDGER AT PANEL JOINT 6. SPLICE PLATES PER TYPICAL 6. WHERE 24"CANNOT BE DETAIL. (4) OBTAINED,EXTEND BAR AS FAR 3/16 (7) (5) AS POSSIBLE AND HOOK OR Z T 32" MIN / 48" MAX BEND 6 (3) T FINISHED REMAINING LINE WHERE d (5) ( ) OPEN OCCURS. Q X (1) (2) 8. BOTTOM OF PANEL. (n W ^\ (4) (7) o <' 1" MAX W R I I I I I I (2) O W 3/16 NOTE: (1) (6) (3) - - FOR ADDITONAL INFORMATION, V a TYP SEE PANEL ELEVATION NOTES, Z N o L3/L4 LEDGER VO O a o a TYPICAL AND SPECIAL REINFORCING. 00 C4 LEDGER SPLICE AT PANEL JOINT (8) (1) a, U � w3 w m zz r< w 308 TYPICAL SPLICE IN CONTINUOUS STEEL LEDGER ANGLE 305 ELEVATION - STEEL LEDGER AT PANEL JOINT 302 ELEVATION - TYPICAL PRECAST CONCRETE PANEL OPENING REINFORCING LLJ a 18-741 NO SCALE 278-09.51M NO SCALE 278-03.01 NO SCALE ® Z a A !♦ co = w (n C to, a 5� NOES: o (1) FLOOR ROOF LINE. co 2. 2 VERTICALS. x w O = 3. WHERE 2'-0"CANNOT BE p�w on& o p m OBTAINED,EXTEND BAR AS FAR < r - - - - - --� AS POSSIBLE AND HOOK OR o a BEND. w m (2) 4. 2#5 FOR OPENINGS 4'-0" o WIDE OR LESS.2#6 FOR OPENINGS WIDER THAN 4'-0". (3) 5. 2#5 TYPICAL CORNER Registered Architect in: - b DIAGONAL BARS. AZ,CO,FL,MT,NV,NM,OK,OR,TX,UI o `L 6. WHERE WIDTH OF OPENING EXCEEDS 2 TIMES WALL °+ �p (4) THICKNESS,JAMB BARS SHALL - o EXTEND FULL HEIGHT OF WALL. +�+ v 7. 2#5 UNLESS LARGER BARS ARE SHOWN ON PLANS OR Q a z DETAILS. 8. DOWELS SAME SIZE AS JAMB U I BARS. a°� 24° (6) (5) 9. EMBED AND LAP PER G.S.N. � vQa Of C 3 v FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,SEE GENERAL 0 a o STRUCTURAL NOTES ON SHEET SIDI AND TYPICAL DETAIL SHEETSo 3 (7) THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY-NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF PRECAST 0 (8) RECOF2D'S SEAL IS AFFIXED WITH WRITTEN SIGNATURE. DETAILS cs PROJECT NUMBER 18-741 PROJECT MANAGER BAD z 3 G PROJECT ENGINEER MJM IPROJECT DRAFTER SMV CARUSO•TURLEY•SCOTT• INC TYPICAL OPENING IN CONCRETE WALL q° 306 294-01 NO SCALE consulting structural engineers 1215 West Rio so Tempe,Arimna 85281 Salado(480)Parkway,4-00(774-17012F0AX) ~o wsxv.c[saz.com S501 Oo 7 U AC-# PACKAGED AIR-CONDITIONER SCHEDULE: MECHANICAL GENERAL NOTES s \N s a SEE ARGHITEGTURAL DRAWINGS FOR ANY NECESSARY 5GREENIN6 OF EQUIPMENT. .m FAN TOT.COOLING SEN.COOLING ARI COOLING HEATING CAPACITY ELECTRICAL: WEIGHT e 5 TAG MANUF. MODEL NUMBER PERFORMANCE CAPACITY CAPACITY EFFICIENCY 460V/30 WEBS) NOTES: (CFM) (MBH) (MBH) (SEER) FUEL INPUT(MBHO EFFICIENCY (FLA/MCA/MOCP) SEE ELECTRICAL DRAWINGS FOR WIRING.MEGHANIGAL GONTRACTOR SHALL VERIFY AND FIELD .g AC-3 LENNOX LGHO36S4T 1200 @ 0.5"ESP 36.9 27.5 15.0 GAS 70 80%AFUE 7/10/15 600 1,2,4,5,E COORDINATE WITH ELECTRICAL CONTRACTOR FOR ALL POWER REQUIREMENTS.PRIOR TO ORDERING ANY EQUIPMENT. 9 AC-4 LENNOX LGH048S4T 1600 @ 0.5'ESP 51.7 37.4 15.0 GAS 108.0 80%AFUE 9.1/II/15 625 1,2,4,5,E °F ReGisTEa¢o @`0 g AC-5A,B LENNOX LGHO60S4T 2000 @ 0.5'ESP 64.7 47.0 15.5 GAS 108.0 80%AFUE 12.4/13/15 700 1,2,4,5,6,7 CONTRACTOR SHALL PROVIDE TO CITY INSPECTORS THE AIR BALANCE REPORT. ass/oNpt bNQ1 NAC-5C-G LENNOX LGH060S4T 2000 @ 0.5'ESP 64.7 47.0 15.5 GAS 108.0 80%AFUE 12.4/13/15 700 1,2,4,5,E SUPPLY FANS FOR ALL AIR CONDITIONING EQUIPMENT ARE TO BE WIRED TO RUN WHEN SPACE lob°a/1s 15 OCCUPIED(U.N.0),TO PROVIDE FRE5H AIR AND MAKEUP AIR REQUIREMENTS. NOTES: I. DESIGN CONDITIONS: COOLING MODE=8OF/67F(DB/WB)EAT,82F AMBIENT,HEATING MODE=70F(DB)EAT,20F AMBIENT ELEVATION= 115'. SEE ARCHITECTURAL DRAWINGS FOR ALL EQUIPMENT/LOCATIONS. 2. INSTALL UNIT PER MANUFACTURER'S RECOMMENDATIONS m 3. PROVIDE MANUAL OSA INTAKE.BALANCE TO CFM RATE INDICATED ON PLANS. MECHANICAL FIXTURE LIST 4. PROVIDE 100%MODULATING OUTSIDE AIR ECONOMIZER WITH BAROMETRIC RELIEF,ENTHALPY CONTROL.BALANCE MINIMUM OSA INTAKE TO CFM RATE INDICATED ON SHEET'M-I'. o GO-1 TIT05 SERIES TOG GEILIN6 DIFFUSER WITH OBD,ALUMINUM CONSTRUCTION,SURFACE, 5. PROVIDE 14"FACTORY ROOF CURB,2'FILTER RACK,PROGRAMMABLE THERMOSTAT(WIFI ENABLEND AND REMOTE TEMPERATURE SENSOR N � CAPABILITY). ROUND NEGK ADAPTOR,OFF-WHITE. > ffi S' 6. PROVIDE DUCT SMOKE DETECTOR IN RETURN DUCTWORK,INTERLOCK WITH AIR MOVING EQUIPMENT TO SHUT UNIT DOWN UPON ACTIVATION. 7. ECONOMIZER TO BE FITTED WITH'DEMAND CONTROL VENTILATION',PROVIDE CO2 SENSOR IN SPACE. GD-2 TITUS SERIES OMNI GEILIN6 DIFFUSER WITH OBD,LAY-IN,ROUND NECK ADAPTOR, OFF-WHITE,24"X24"MODULE SIZE. a RG-I TITUS 5ERIE5 550 RL RETURN GRILLE,3/4"5PAGING,LAY IN,STEEL CONSTRUCTION. $ AH/CU-# SPLIT-SYSTEM A/C SCHEDULE: T6-I TITUS 5ERIE5 350 RL TRANSFER GRILLE,3/4"5PAGIN6,LAY-IN,STEEL CONSTRUCTION. c. FAN TOT.COOLING SEN.COOLING HTG.CAPCITY(BTU/H)96%AFUE INDOOR ELEC. OUTDOOR ELEC. INDOOR OUTDOOR COOLING TO-2 TITUS SERIES 350 RL TRANSFER GRILLE'3/4"5PAGIN6'SURFACE'STEEL rn 3 TAG MANUF. FURNACE INDOOR COIL OUTDOOR PERFORMANCE CAPACITY CAPACITY WEIGHT WEIGHT EFFICIENCY NOTES: CONSTRUCTION. g MODEL NUMBER MODEL NUMBER MODEL NUMBER (CFM) (MBH) (MBH) INPUT OUTPUT IWO) (HP) (V/0) (RLA/MCA/M OFF) (LBS) (LBS) (SEER) m AH/CU-3 LENNOX EL296UH07OXV36B CH33-36B-2F SSB0361­14-460 1200 @ 0.5"ESP 36.0 26.6 66,000 62,000 120V/10 .50 460V/30 -/8.0/10 I80 250 15 1,2,3 L-I RUSKIN ELF315 WALL LOWER WITH BIRD SCREEN,COORDINATE WITH ARCHITECT FOR AH/CU-5 LENNOX EL296UHI35XVbOD CH33-62D-2F SSB060H4-460 2000 @ 0.5-ESP 63.2 46.9 132,000 126,000 120V/10 L0 460V/30 -/10.1/20 285 332 IS 1,2,3 COLORS,AND LOCATIONS. ERH TITUS SERIES 3 FL EXHAUST REGISTER,SURFACE MOUNT,ODD,ALUMINUM CONSTRUCTION. $A NOTES: 1. DESIGN CONDITIONS: COOLING MODE=80F/67F(DB/WB)EAT,82F AMBIENT,HEATING MODE=70F(DB)EAT,20F AMBIENT 9 ELEVATION= 115'. SHIP TITUS SERIES 555 RL 511)EWALL RETURN,SURFACE,STEEL GON5TRUGTION,ODD. 0 2. INSTALL UNIT PER MANUFACTURER'S RECOMMENDATIONS. a 3. PROGRAMMABLE THERMOSTAT(WIFI ENABLEND AND REMOTE TEMPERATURE SENSOR CAPABILITY)WITH COOL-OFF-HEAT,FAN ON-AUTO,LOW AMBIENT HEAD PRESSURE CONTROL,VIBRATION ISOLATORS,ANTI-SHORT-CYCLE TIMER,TIME 8 DELAY RELAY KIT,FILTER AND RACK,AND CONCENTRIC VENT/INTAKE ROOF TERMINATION KIT,CONDENSATE NEUTRALIZATION KIT. OUTSIDE AIR CALCULATIONS (IMC 2015J g OCCUPANCY Az RA RP Pz CFM eg y� w.4RENglSE 1060005E X 0.06 LFM/5F 6360 d� H-# DIRECT-FIRED GAS HEATER SCHEDULE c E AIRFLOW INPUT OUTPUT PERFORMANCE ELECTRICAL DATA Nores: PROVIDED OSA=1TgbT GFM TAG MANUFACTURER MODEL WEIGHT CFM ESP (MBH) (MBH) EAT LAT VOETAGE FLA MCA MKI a H-1,2,3 CAMBRIDGE S950 1030 5,989 .6T 950 874 20F 140F 460V-3PH 8 10.4 15 1,2,3 E OSA CALCS: AC-3,4c 2 OCCUPANCY Az RA RP Pz CFM NOTES: 1. INSTALL PER MANUFACTURER'S REQUIREMENTS. CORRIDOR 245 5F X 0.06 GFM/SF 15 F� 2. PROVIDE FILTER SECTION/UNIT/DOWNTURN BOX/COLLAR,DIRECTIONAL ELBOWS,2-POSITION MOTORIZED DISCHARGE DAMPER,ROOF INTAKE HOOD,REMOTE CONTROL STATION WITH ELECTRONIC SET-BACK THERMOSTAT,FACTORY ROOF 5TORA6E 53 5F X 0.12 GFM/5F 6 g INTAKE HOOD,WITH FIELD INSTALLED PRESSURE REGULATOR AND VENT THRU ROOF KIT. OFFICE 460 5F X O.Ob GFM/SF + S.OGFrV PERSON X 5 PEOPLE/1000 SF 39 m= 3. UNIT SUPPLY FAN TO BE WIRED TO RUN CONTINUOUSLY FOR OUTSIDE AIR AND MAKE-UP AIR REQUIREMENTS.GAS HEATING SECTION TO MODULATE ON/OFF BASE ON THERMOSTAT. BREAK ROOM 550 5F X 0.0(i CFM/5F + 5.0GFM/PER50N X 25 PEOPLE/1000 5F 65 Az=zone floor area, Ra=outdoor airflow rate per unit area IMG EQ.4-1,TABLE 403.3 Pz=zone population, RID=outdoor airflow rate per per5on(IMG E0.4-1,TABLE 403.3 EON.4-1:VBz=RPPz+RAAz VBZ(UNCORRECTED OSA)= 125 CFM SAC/CU-# DUCTLESS MINI-SPLIT SCHEDULE I EON.4-2:Voz=VBZ/Ez Voz(CORRECTED OSA)= 156 CFM SHIPPING OFFICE AREA(SHEET 3/M-1) PROVIDED(MIN)OSA=q50 GFM COOLING HEATING EFFICIENCY ELECTRICAL DATA WEIGHT(LBS) NOTES: MARK MAKE MODEL NUMBER OUTDOOR UNIT INDOOR UNIT (MBH) (MBH) (SEER/HSPF) VOLTAGE MCA MOCP IDU ODU DAC/DCU-2 LG LC247HLV LUU247HV LCN247HV 24.0 27.0 17/9.7 208V-IPH 18 30 46 133 1,2,3,4 OSA CALCS: AH-2,4 NOTES: 1. DESIGN CONDITIONS: COOLING MODE=8OF/67F(DB/WB)EAT,82F AMBIENT,HEATING MODE=70F(DB)EAT,20F AMBIENT OCCUPANCY AZ RA I RP Pz CFM ELEVATION- 115'. OFFICE 100 5F X 0.06 GFM6F + 5.OGFW PERSON X 5 PEOPLE/1000 5F 9 2. INSTALL UNIT PER MANUFACTURER'S RECOMMENDATIONS CONFERENCE 281 SF X O.Ob GFM/SF + S.OGFrV PERSON X 50 PEOPLE/1000 SF ell 3. ELECTRICAL:SINGLE POINT POWER CONNECTION AT CONDENSING UNIT. TRAINING I q73 5F X O.O(i GFM/5F + 5.00FM/PER50N X 10 PEOPLE/1000 5F Cl1 4. PROVIDE LG PROGRAMMABLE THERMOSTAT(PREMTBIOU) Az=Zone floor area, Ra=Outdoor airflow rate per unit area(IMC,EQ.4-I,TABLE 403.3 Pz=zone o ulation, =outdoor alrflow rate er erson IMG EQ.4-1,TABLE 403.3 M _ EON.4-I:VBz=RPPz+RAAz VBZ(UNCORRECTED OSA)= qb CFM EON.4-2:Voz=VBZ/Ez Voz(CORRECTED OSA)= 253 CFM EF-# EXHAUST FAN SCHEDULE: VENDING PARTS AREA(SHEET 2/M-I) PROVIDED 05A=480 GFM TAG MFG. MODEL FLOW ESP CONFIGURATION MOTOR ELECTRICAL WEIGHT SONES NOTES: _ (CFM) (I N.WC) (W) (VOLTAGE) (LBS) OSA CALCS: AC-5a,5b EF-IA,C,D GREENHECK SP-AIIO 75 0.125' CEILING MOUNTED 48.7 120V-10 10 1.0 1,2,3 OCCUPANCY Az RA RP Pz CFM EF-2A-E GREENHECK SP-A200 200 0.125' CEILING MOUNTED 48.2 120V-10 24 2.0 1,2,3 CONFERENCE 1 2204 5F X 0.0(i CFM/SF + 5.OGFM/PLR50N X 50 PEOPLE/1000 SF 6H3 EF-4 GREENHECK G-099-A 725 0.25" DIRECT DRIVE DOWNBLAST 1/8HP 120V-10 22 8.8 1,2,3,4 Az=zone floor area, Ra=outdoor airflow rate per unit area IMG EQ.4-1,TABLE 403.3) EF-5A-D GREENHECK G-103-A 850 0.25" DIRECT DRIVE DOWNBLAST 1/4HP 120V-10 54 11.5 1,2,3,4 Pz=zone population, Fp=Outdoor alrflow rate per person(IMG E0.4-1,TABLE 403.3 EF-6A-E GREENHECK G-103-A 1200 0.25" DIRECT DRIVE DOWNBLAST I/4HP 120V-10 54 11.5 1,2,3,4 EON.4-1:VBZ=RPPz+RAAz VBZ(UNCORRECTED OSA)= b83 CFM EON.4-2:Voz=VBZ/Ez Voz(CORRECTED OSA)= b54 CFM EF-7 GREENHECK G-103-A 800 0.25' DIRECT DRIVE DOWNBLAST I/4HP 120V-10 54 11.5 1,2,3,4 MAIN OFFICE AREA(SHEET 17M-1) PROVIDED(MIN.)05A=300 GFM NOTES: I. INSTALL UNIT PER MANUFACTURER'S RECOMMENDATIONS. 2. PROVIDE BACKDRAFT DAMPER,SOLID STATE SPEED CONTROLLER. OSA CALCS: AC-5c,5d,5e,5f,5g,4a Z 3. FAN TO BE WIRED TO RUN CONTINUOUSLY(U.N.O.). 4. PROVIDE FACTORY ROOF CURB. OCCUPANCY I AZ RA RP Pz CFM O CORRIDOR 500 5F X 0.06 CFH6F 3o (n 5TORA6E q2b 5F X 0.12 CFH6F III Z OFFICE 66g3 5F X O.Ob CFM/SF + 5.00FM/PERSON X 5 PEOPLE/1000 5F 5bq Q LOBBIES 210 5F X O.Ob CFM/5F + 5.06FM/PERSON X IO PEOPLE/1000 5F 25 < IL GAULKINO MA5TIG BREAK ROOM bbl 5F X O.ob CFM/5F + 50cFM/PER50N X 25 PEOPLE/1000 5F 159 LA X (WATER TIGHT BEAU Az=zone floor area, Ra=outdoor airflow rate per unit area IMG EQ.4-1,TABLE 403.3 IjJ SECURE FAN TO CURB ROOF MOUNTED FAN VENT TERMINATION Pz=zone population, =outdoor airflow rate of person IMG E0.4-1,TABLE 403.3 (MIN.2 FASTENERS ACT.CONDITION MAY COUNTER FLASHING HEIGHT PER FAGroRY ROOF PRE SIDE®12°o.G) ---� occuR-SEE SGHED. SLEEVE LOCAL GODS EON.4-I:VBZ=RPPZ+RAAz VBz(UNCORRECTED OSA)= 8q3 CFM Ir TURN ROOFING GAP ATTAGH AND SEAL WATERTIGHT OVER CURB ro CURB lil REQu1REMENrS E.N.4-2:Voz=VBz/Ez Voz(CORRECTED OSA)= IIIb CFM NON-HARDENING MA5TIG FACTORY CURB MIN.24' ELA5TOMERIG SEALANT li MAIN OFFICE AREA(SHEET /M-) PROVIDED(MIN)OSA= bQ GFM Z 3"X3"CANT STRIP CURB GAP 2"X I/4"RUBBER PAD STEEL REINFORGIN_BOOT LLI ROOFING 'l ELA5TOMETRIG SEAL DUCT 8"MIN. I ROOFING 5 AND MATERIAL U ROOFING SYSTEM TO GAP OVER FLASHING SEAMLESS LEAD ROOF 5MOKE/FIRE DAMPER / ROOF FLASHING ROOF WAC CALCULATED Z 5TRUGTURE WHEN INDICATED MECHANICAL DUCT zsz RATED A55EMBLY BACKDRAFT DAMPER D ZE FANPE65 MECHANICAL. MOP HITTH ROOD IN FIN6 1 COOLING LOAD O EXHAUST WHEN INDICATED r T = W FAN BURGLAR BARS CALCULATED LOAD: e���j+ \./ EXHAUST DUCT WHERE INDICATED �+ z Mry.9 pq RooF CorlsrRucnoN, 459.4 MBH SENSIBLE w m Z D�SGki, CUNL�55 JY, > OTHERWISE NOTED 5EE ARCHITECTURAL GRILLE \ DRAWINGS --- 5EE PLAN .e ���>cc�oao°>`"u�E wi:xixEszoOiEa l"API Q FINISHED 6EILIN6 MD 0033 MD 0005 MD oo3l FOR SIZE PROVIDED CAPACITY: S F_ ? 504.8 MBH SENSIBLE 0 o) Q EXHAUST FAN DETAIL rrrn ROOF MTD. EXHAUST FAN DETAIL xrs TYPICAL VENT OR PIPE THRU ROOF EQUIPMENT WEATHERPROOF SEALING STRIP x € 24 GA.SHEET -{ {- 5UEPLY DUCT, ROOF CURB 5EE FLOOR PLAN METAL GO UN FOR DUCT 51ZE Registered Architect in: FLASHING. BY RQC, AZ,OO,FL,MT,NV,NM,OK,OR,TX,UT,WA 8" IN. BUILDING MANUFACTURER "x v'x I/5" IRON c HANGER(TYP.OF 4) 5.5.ROOFING u € 18"MIN. (A+B) 4 u NOTE: Q ALL GALVANIZED \ CONSTRUCTION. A+4"x B+4"PYRAMID Y ¢' e a D15CHARCE PLEAQUE#IH *GOORDINATE FULLY WITH 6AOF"PAINT LOG" ROOF GONSTRUGTION o H BUILDING MANUFACTURER m FOR FLASHING REQUIREMENTS °<ry MD o001 MD 0019 u K EQUIPMENT MOUNTING DETAIL EVAPORATIVE COOLER SUPPLY DIFFUSER xTs r,TS 0 "e g6� MECHANICAL EQUIPMENT Bowie Tiglas LIST g Engineering Inc. Consul(ingEngineers Phone:fi0 2.99.3900 S A O Jusdn@BowielFglas.com Fax:6092.1541 I`Y/I 809 W.Marvlan0 Ave. BTE#18104MPB Phoenix,AL85013 a MECHANICAL KEYNOTES _� 2 3 5 M_2 — — — — — I EXHAUST FAN(EF-6)MOUNTED ON FACTORY ROOF CURB WITH FULL t g b SIZE DUCT THRU ROOF WITH FLEXIBLE CONNECTION.PROVIDE SCREEN O" --- - T - DUCT,ROUTED DOWN COLUMN TO 12"AFF(U.N.OJ WITH I/4"SCREEN ON w� � 7 �O AH- 5 O 9 T INLET.FAN TO RUN CONTINUOUSLY. I AH-5 (05I60� ('12 A 3 2 MOTOR VEHICLE ACCESS LIMITED TO THI5 AREA.CONTINUOUS EXHAUST O PROVIDED IN ACGORDANGE WITH THE 2015 IMG TABLE 403.3.1.1: b/oa/Is EXHAUST 15 SET AT.15 PER SF. 3 HEATER(H-#).SUPPLY FAN TO BE WIRED TO RUN CONTINUOUSLY TO G• PROVIDE VENTILATION AIR,HEAT TO BE CYCLED OWOFF BY m VENDING//__ THERMOSTAT.SEE ARCHITECTURAL DRAWINGS FOR EXACT MOUNTING s I PARTS I LOCATION. z C 4 ROOF MOUNTED INTAKE HOOD.INSTALL IN ACCORDANCE WITH w MANUFACTURERS RECOMMENDATIONS. w m I I j 5 EXHAUST FAN(EF-5)MOUNTED ON FACTORY ROOF CURB WITH FULL " w 1 SIZE DUCT THRU ROOF WITH FLEXIBLE CONNECTION.PROVIDE 20"XIO" a DUCT,ROUTED DOWN COLUMN TO 12"AFF(U.N.OJ WITH 1/4"SCREEN ON B --- -------------------------------- - - 5 5 --------------------- - B INLET.FAN TO RUN CONTINUOUSLY. ------------------------- --------------------------------------------------------------------- =° EFEFSb EFEF5c I -- ----------------- s 8 j 6 CO2 DETECTOR,LO6IGOII-MK9 OR EQUIVALENT COMPLETE WITH t VISUAL AND AUDIBLE ALARM AND REMOTE MOUNTED UNIT.INSTALL m UNIT IN AGGORDANGE WITH MANUFACTURERS REQUIREMENTS AT 12" B5 --- - T HVAG UNIT BALANCE MIN.05A TO RATE INDIGATED ON PLANS.SEE ENLARGED PLANS AND EQUIPMENT SCHEDULE FOR ADDITIONAL INFORMATION. AG-Sf 8 SPACE HEATER REMOTE CONTROL STATION T-STAT.INSTALL IN M I 200 jL I ACCORDANCE WITH MANUFAGTURER'5 RECOMMENDATIONS.VERIFY 8 a (05A - LOCATION WITH OWNER PRIOR TO CONSTRICTION. E 9 ON/OFF THERMOSTAT/fEMPERATURE SENSOR.VERIFY LOCATION WITH g 1 -- 1 _——_——_—_—_—_—_— OWNER PRIOR TO CONSTRUCTION. GI — — AG-se ———— ———— — — —g�-------------------------------------------- ---------- ----------- -----------g----------- ----------- G 5 1 O e AC I 05A rQ—�O III I III j WAREHOUSE a� g I 0 �ig --� ----—AG�Sa-- - - --�--- --- ---- 1 j 200 O 05A MAIN L - - - - - - - - - - - EFI OFFICE 6 � Y� EF-be Lj:j :Y; AC-5,1 r j 1 osA —1 DC I i I I I I I I 1 I I I I I I z I I i I I I I L AG-5c 05A O 1 O — I E� I I I I I I AG-5b 1 1 (OIA)L I I I I i I I I I i I I I I AG-5o (OSA� OT EO Z Vr�I Q z = W 3 cc M/ M2 - - - - - M/ j w iO i 3 p z �. ■H-2 I a I ■H-3 U V j II ® z sH1PPw& IJ U ----- ------------------- ------------- '3 OFFICE 550 400 1 9 rO, I OSA I a a o o 0 ,�`/// U w II w m ; o 0 �--- I- ---- - OAG-4c - ---- I ---------------- ------ C4 — -- —SAG-5-3 L--- —�°— ° ---- —L C4 Cl) m 0toa 5 7 e'A I I I I I � I I I I I �LLy raa �o 1 MECHANICAL FLOOR Registered Architect in: A,W FL,MT,NV,NM,OK,OR,TX,U,,WA O U V OJ .y _ V L Q v Y Q� � O W �¢4 u o E m o0 0�o MECHANICAL Bowie Tiglas FLOOR PLAN g Engineering Inc. Consul(ingEngineers Rhone:fi02.992.3900 A Jusfin@BowieTglas.com Fax:fi02.992.1541 809 W.MarVland Ave. ITE#18104MPB Phoenix,AL 85013 MECHANICAL KEYNOTES Q'o I AIR CONDITIONIN6 UNIT(AC-#)MOUNTED ON FACTORY ROOF CURB WITH FULL \N S s a 51ZE DUGT5 THRU ROOF WITH FLEX GONNEGTOR5.DUCT SMOKE DETECTOR IN RETURN DUCT,INTERLOCK WITH AIR MOVING EQUIPMENT TO SHUT UNIT DOWN ON e g ACTIVATION. 3 �4 2 AIR HANDLING UNIT(AN-#)MOUNTED WITH SPRING TYPE VIBRATION ISOLATORS _$ SERVICE R6G,mRE9 tyF' RESTROOM RCSTRDOM WITH FULL SIZE DUCTS AND FLEX CONNECTORS. Egs r160 11 MANAGER CIOS CIOb TONAL b N24"x18"\OSA/ I6"x18" CI04 6 6 3 CONDENSING UNIT(GU-#)MOUNTED ON HIGH ROOF ON CURB/PAD WITH SPRING to/oa/Is 9 9A 19 19 TYPE VIBRATION I5OLATOR5.LIQUID/SUCTION PIPING,SIZED AND INSTALLED BrJ OFFIC RICE 16 EF-Ic—EF1d PER MANUFACTURERS RECOMMENDATIONS,FIELD ROUTE. s 18 24 2 15 115 RE)umK- UT l I6 Il Il Il 1/520 21 500 m I I 4 OUGTLE55 AIR CONDITIONING UNIT(DAG-2)WALL MOUNTED SPLIT SYSTEM. = lob 325 50 200 200 325 `�'A� 2 i 5O 50 INSTALL PER MANUFACTURERS RECOMMENDATION. OFF GE OFFICE -d m IS AH-5 _ 5 DUGTLESS GONDEN51N6 UNIT(OGU-2)MOUNTED ON ROOF WITH SPRING TYPE p 450 `3 VIBRATION ISOLATORS.LIQUID/SUCTION PIPING,SIZED AND INSTALLED PER N � 9 AGAG 5f H L 9 9 T GU S J MANUFACTURERS REGOMMENDATION5,FIELD ROUTE. i p Ib"x20" �x o, Ib"xl4" 6 EXHAUST FAN(EF-#),IN CEILING WITH FULL SIZE DUCT THRU ROOF TO GAP, w _� Ib"x1b" Ib"xI2" 8"xI2" ® MINIMUM OF 1O'FROM OUTSIDE AIR INTAKE.FAN TO RUN CONTINUOUSLY UNLESS a A IH"xlb" 16 j _ OTHERWISE NOTED ON PLANS. 9 125 B� O IG 4 I6 - - 18 14 \ 1 EXHAUST FAN(EF-#)ON FACTORY ROOF CURB WITH FULL SIZE DUCT THRU ROOF $ 105 S'xl4" 200 200 150 p 10"x20" 500 TH FLEXIBLE CONNECTION. t G -200 \ I6 200 - - - - - - g 16 3 14"xl4" Ig VENDIAARTS 8 X LL 10"xl4" N 6100 E DUCT CONNECTION. �L xl4" 9 125 GU-3 O E CE0 9 12�24"T6ERWITIIUMINSM X 12"TRANSFER DUCT WITH I/2"DUCT INSULATION TO 12" 'X 24'TO-I WITH 12 AG-Se UM OF I ELBOW. a B11 102 O 10 12"X 12"T6-2 WITH 8"X 8"TRANSFER DUCT WITH I/2"DUCT INSULATION TO 12"X m$ 18"xlb'i 1 9 16 500 12"T6-2 WITH MINIMUM OF I ELBOW. g I6"xl4" 14 16 16 I6 125 Ig II b"X 6"GD-I,b"ROUND NECK,4-WAY THROW. >& Il 16 200 200 200 I50 10"x14" 415 O.. 8' 200 OF ICE T INI 6 2 2"X 12"GD-1,8"ROUND NECK,4-WAY THROW. $s AG-4a E BI 4 9 14"xI2" 6 13 12"X 12"GD-1,10"ROUND NECK,4-WAY THROW. OF ICE / 'x18'l 14'xl4" 10"xI2" 225 EN R 14 18 500 EF 2e\ 26 UG I" CIOI e Il 14 24"X 24"RC-1,&'ROUND NECK. .s Il 14 9r 11 1 ELECTRICAL 15 12"X 24"RG-I,12"ROUND NECK. 200 9 200 200 x x x x— 16 24"X 24"CO-2,8"ROUND NECK,4-WAY THROW. 16 200 �+ a Ib"xI2" Il 24"X 24"GO-2,10"ROUND NECK,4-WAY THROW. 8 E. O 9 PEE 300 18 24"X 24"GD-2,12"ROUND NECK,4-WAY THROW. w Q IO 19 24"X 24"R6-I,FULL 51ZE DUCT CONNECTION. 6 16 ENLARGED MECHANICAL FLOOR PLAN ^ 20 NATURAL GAS WATER HEATER CONCENTRIC INTAKE/EXHAUST FLUE TO FACTORY o n —I50 zo 16 16 2 1/&,. -O" " ROOF GAP,INSTALL FER MANUFACTURERS RECOMMENDATIONS.COORDINATE 225 WITH PLUMBING CONTRACTOR. - 1 ELECT. 21 12"(1)OUTSIDE AIR DUCT UP TO GOOSENECK ON ROOF WITH 114"MESH SCREEN. A3 5a J O UG I" 191 1 6120 BALANCE TO GEM RATE INDICATED ON PLANS.LOCATE MINIMUM 1O'FROM ANY I\ O O EX AUST. 0 1V75--xv� I6'xlb" 16"A2' \ \DAI 2DGU 2 X" 24"T6-I WITH 10"X 10"TRANSFER DUCT WITH 112"DUCT INSULATION TO I2" � _ 50 22 1212"T6-2 WITH MINIMUM OF I ELBOW. 250 14 ®\ 1 16 I6 6 20 OO 23 12"X I2"ER-I,FULL 51ZE DUCT CONNECTION. CL I6 225 200 20O EF-la 12� 5 5 25 C ID 15 24 SUPPLY FAN TO BE WIRED TO RUN GONTINUOU5LY FOR EXHAUST FAN MAKE-UP 0"A2" 200 EN 6 515 i AIR. ELECT 9 1 - - - - I6 B 21400 Eq EFEF 2c 16 200 O2 EO DI03 26 25 224"X 24"GO-2,14"ROUND NECK,4-WAY THROW. 50 -CLO OF ICE l X 6"5WR WITH FULL SIZE TRANSFER DUCT WITH I/2"DUCT INSULATION TO 12"X BI3 11 B3T j 16 EF-5o i 14"xl0" u 20 14"x1b" 24 19 A 6"SWR. 4 lOo 12 200 -400 DIOb -l5 xI2" / 15 14 12" 200 14 200 16 16 Im 0 14"xl4" UG I" 10"xl4" NOTE:NOT ALL KEYNOTES MAY BE USED. x _ 18"xlb" 200 200 11 8 OMEN 50 280 b"xb" 12 23 II {ANI OR 14 x2 16 I2'xl2" 24 _J Ib"xlb" 12"xlb" WOMEN I50 50 GOO 15 0" DI _ 22 IN Il IS 10"AO" l 18 xlb 15 30O 350 g BI 14"xl 11 EF-4 I4"AW' IS B135 16 I6 0" I4IxI4" :-'. 24 1 I _ I 250 350 16 I50 I15 8 400 MEN 24 1 f 22 AG-3 O FIG 115 11 9 91 OTHER 16 45O - - DIGS 23 A6-4c 50 - �Q - - - 5ETTLE B123 Z Il Il Il 9 EF-2a O 325 10"xI2"— 325 Ib"xl4" 325 8"x14" R I/E1,15 (n 20"x20° R F 16 Z 200 Q 4 ® AGI5c 40o BI26 ENLARGED MECHANICAL FLOOR PLAN /� X 14 l 6 Q CC e EAK 325 F 2b 121 R B O Z 32 i PA TR I6 U W 33 _ __I50 _ _ _ 150LE 1 V O_ 28 Q b W I8"xlb" IS 360 / 12"xl4" 12"xl0' I6 U 411— m 200 Z IS 360 I6"xl4"J IS 360 IS 360 Z 4 _ 0 to Q I AG-Sb 20 x20 CONFERENCE LB 30 ov T Ap W F'a a zO om i W N Q y 20"x2O" 1 IS 0— AG 5n _ 12"A4" 12"x10" 4 -- 6 € S 200 360 IS 360 IS 360 18 360 Registered Architect in: 16"X14" A,W FL,MT,NV,NM,OK,OR,TX,U,,WA I6"x20" 9 rn •01+ v u i Q v a O W �¢4 ENLARGED MECHANICAL FLOOR PLAN ^0 rO o ENLARGED Bowie Tiglas FLOOR PILAN g Engineering Inc. ConsulringEngineers Rhone:fi02.992.3900 M 2 Jusfin@BoWeTglas.com Fax:602.992.1541 809 W.Marvian004e. ITE#18104MPB Phoenix,AL85013 VTR PLUMBING FIXTURE LIST Q E JIL WATER & WASTE CALCULATION (UPC) s a MARK FIXTURE NAME WATER F.U. WASTE F.U. WG SLOAN TOP SPUD WALL HUNG FLUSH-VALVE WATER CLOSET MODEL 5T-2459,MANUAL JS ZG� # F.U. Total F.U. Total ZURN FLUSH VALVE.ELONGATED BOWL WITH OPEN FRONT SEAT LE55 COVER(BEMIS e E #IQ55GT),VITREOUS CHINA WITH MANUAL OVERRIDE CAPABILITY.SATIN CHROME FINISH. -I/4" g WG WATER CLOSET(FV)(PUB) 12 10 120 4 48 SEE ARCHITECTURAL DRAWIN65 FOR NON-ADA MOUNTING HEIGHT 4 LOCATION. w a 100' H-5 UR URINAL(FV) 5 5 25 2 10 PROVIDE JR SMITH FIG.02ObDY SHALLOW ROUGH-IN TYPE,WALL HANGER FOR SIPHON '90 VENTED 6A5 PRESSURE (950 GFH) LAV LAVATORY(FOB) 11 2 22 1 II JET TOILET. `06 RForsTea�9O��'w g REGULATOR. sg/ONAL bN (2 P51 TO l"WG) I-1/4" 1" DF DRINKING FOUNTAIN 2 0.25 .5 05 1.0 ICE ICE,ETC. 4 0.5 2.0 - _ HWG SAME A5'WG'.SEE ARCHITECTURAL DRAWINGS FOR ADA COMPLIANT MOUNTING HEIGHT 281 GFH®60'TDL IS' 10' IS' 4 LOCATION. l'AG,.5"AG DROP PER M5 MOP SINK 3 3 9 3 9 '; 2015 IMG/IF6G TABLE 3/4" 45' g/4^ 3/4" 514" SK-1 I GOMP.SINK TRUE) 3 4 12 2 6 UR ZURN Z5158 HI-EFFIGIENGY URINAL SYSTEM COMPLETE WITH EGO5 BATTERY FLUSH A 402.4(2) 5K-2 2 COMP.SINK(FUB) 1 4 4 2 2 VALVE,ADA COMPLIANT,PROVIDE JR SMITH WALL HANGER. 2 z 100' WH-Ib AG-3 AG-4c HB H05E BIBB 13 2.5 32.5 - - (65 OFF) (l0 GFH) (108 - LAV-1 AMERIGAN STANDARD 0491.221 UNDERGOUNTER LAVATORY,VITREOUS CHINA,GHIGA60 GFH) F5 FLOOR SINKS 2 - 2 4 m m EO-GIIA-52ABGP SENSOR FAUCET,0.5 GPM,GRID STRAINER,6 VDG(UP TO 6 FAUCETS Z APPROVED 6A5 COCK, o DIRT LE6 4 UNION(TYPIGAL FP FLOOR DRAINS b - - 2 12 FED OFF OF LOW VOLTAGE TRANSFORMER),ADA COMPLIANT. N NEW FIXTURE UNITS - - 227.00 - 105.00 w ffi -I/2" I„ VENTED 6A5 PRE55URE REGULATOR. TOTAL FIXTURE UNIT5 22"1.00 103.00 LAV-2 AMERIGAN STANDARD 0355.012 LUCERNE WALL HUNG LAVATORY,VITREOUS CHINA, H-2 (2 P51 TO l"HIGHIGA60 EG-GIIA-52A5GP 5EN50R FAUCET WITH LEONARD#I10-LF(A55E 101 .9 w 50' (150 GFH) VTR VTR 198 GFH®45'TDL GPM(FLUSH VALVE) 94.0 TEMPERING VALVE,GRID STRAINER,ADA COMPLIANT,JR SMITH HANGER. T.WG,.5"WG DROP PER 2015 IMC/IF6C a JIL JIL TABLE 402.4(2) STREET PRESSURE 65 PSI LEGEND 5K-1 ELKAY MODEL LRAD252165PO STAINLESS STEEL LCOMPARTMENT SINK WITH ELKAY 1-1/4" 1-114' TOTAL DEVELOPED LENGTH 500 FT F.U.=FIXTURE UNIT5 MODEL LKD2433G GOOSENECK FAUCET,METAL WING HANDLES,GRID STRAINER,1.5 GPM $ 125' I60' 3/4 85' VERTICAL RISE IS FT (FV) FLUSH VALVE FLOW RESTRIGTOR.ADA COMPLIANT. _= 2 2-I/2" -I/4" (FT)=FLUSH TANK t A 2-1/2" VENTED GAS PRESSURE SK-2 ADVANCE TABOO MODEL 94-62-36-24RL 14 GAUGE STAINLESS STEEL, GU 5"W. TDL 55 2 I/2" 1 30, 3/4" H 1 LOSSES (PUB)=PUBLIC 2-COMPARTMENT SINK WITH ER,2.2 METAL IN RE5L WALL MOUNTED FAUCET,METAL s REGULATOR 35' (2 PSI TO l"WG) 3/4^ WING HANDLES,GRID STRAINER,2.2 GPM FLOW RESTRIGTOR. Ps.m 929 GFH @ NEW 2"WATER METER 1.00 P51 (PRI)=PRIVATE G DROP PER 2015 RPBP 12 PSI RPBP=REDUCED EDF ELKAY MODEL EZSTLDDWSLK ADA COMPLIANT BOTTLE FILLING STATION,HI-LO NEW 6AS METER WH-la 30 AH-3 (950 GFH) 5TATIG L055 6.45 PSI PRE551JRE ELECTRIC DRINKING FOUNTAIN,8.0 6PH OF 50 F WATER AT 80 F INLET TEMPERATURE, $`° 2 P51 MAIN SIZE PER IMG/IF1 4 TABILE402.4(2) 5 GFHJ (bb GFH) 5.0 FLA,120 V, PHASE.PROVIDE LKAPREZL APRON. g- 4220 GFH @ 550'TDL 1-112" 2' (2' 2" r2" -I/2" FIXTURE DEMAND 25 P51 BAGKFLOW _ 20' 10' 30' 25' S'+H25' 30' 20' TOTAL LOSSES 50.5 P51 PREVENTER M5 FIAT MODEL M55-2424 MOP 5ERVI6E DA51N WITH 830-AA 5ERVI6E FAUCET WITH 1= 2015 IMG/IFGG TABLE 402.4(5) -I/4° VACUUM BREAKER,51LIGONE SEALANT,H05E AND H05E BRAGKET,MOP HANGER, 8 - -I/4"~ -I/4' ALTERNATE STRAINER,AND 5TAINLE55-5TEEL BUMPER GUARD. 1' t`1L AH-4 LOSSES PER 00' OF PIPE 2.91 PSG PER UPG 2015 C� AG-5f AG-5e AG-4b AG-4o AG-5d AG-5c A6-5b A6-5a 032 OFF) ALL PIPE SIZED AT A MAXIMUM OF 2.5 P51 DROP PER 100' HB-I JR SMITH MODEL 5609 NON-FREEZE HYDRANT WITH INTEGRAL VACUUM BREAKER H05E I E rF J ` 08 GFH)(108 GFH)(108 GFH)(108 GFH)(108 GFH)(108 GFH)(108 GFH)(108 GFH) BIBS WITH CHROME PLATED,CHROME PLATED BACKER PLATE,T-HANDLE KEY. 8 ` J _ REGIRGULATTNC, HB-2 JR SMITH MODEL 5618 WARM CLIMATE HYDRANT WITH INTEGRAL VACUUM BREAKER s ` UNION(TYP) LINE HOSE BIBB WITH CHROME PLATED,T-HANDLE KEY. �€ (N)BUILDING SOV GOLD HATER TIIROUL8 AOU PUMP w -INLET DN JR SMITH MODEL ITfO DOWN SPOUT NOZZLE,CAST BRONZE. 2E TIMER 8 AQUASTAT C PROVIDE STRAPPING GHEGK VALVE ' SEGURED To WALL (TYP) OD JR SMITH MODEL 1010 LOW PROFILE DOME OVERFLOW ROOF DRAIN WITH CAST IRON a ' COVER. rn` EXPAN51ON� THERMISTOR NATURAL GAS RISER DIAGRAM TANK.INSTALL 5pV PER,INSTALL 50V ry INSULATE DGw w1THIN RD JR SMITH MODEL 1010 LOW PROFILE DOME ROOF DRAIN WITH CAST IRON COVER. 1 RECOMMENDATIONS .�a }' g'pF HEATER N.T.5. J UNION AP-I ZURN MODEL I800-125 5TAINLE55 STEAL FLOOR DRAIN,12"DIAMETER HEAVY DUTY g HOT WATER (DIELECTRIC) -� OUTLET ROUND GRATE(56H),304 5TAINLE55 STEEL CONSTRUCTION WITH SEDIMENT BUCKET. INSULATION -FULL�Z Ep PROVIDE PR05ET TRAP GUARD INSERT(A55E 1012 LISTED). PROVIDE 5EI51MIG WATER `FEE FLOOR PLAN 5TRAPPINe HEATER FOR corvrlrwAnoN AD-2 ZURN MODEL IS01 5TAINLE55 STEAL FLOOR DRAIN,6"DIAMETER HEAVY DUN SEGURED To HALL HATER PROOF ROUND GRATE(5GH),504 5TAINLE55 STEEL CONSTRUCTION WITH SEDIMENT BUCKET. DRAIN PAN PROVIDE PR05ET TRAP GUARD INSERT(A55E 1012 LISTED). 3/4"DRAIN. SEE FLOOR PLAN RP B S 6 MODEL NBF-22U LEAD FREE BRONZE 6IRGULATIN6 PUMP,120 VOLT,I PHASE,.8 FT'ooa6 FOR CONTINUATION AMPS,WITH AG-3/4"AOUA5TAT AND TG-I TIMER. WATER HEATER DETAIL W/ RECIRC. PUMP NTS EYE BRADLEY 51922455 EYE-WASH WITH CHROME PLATED BRA55 YOKE WITH TWIN AERATED EYEWASH HEADS,CHROME PLATED 1/2"STAY-OPEN VALVE WITH 55 FLAG HANDLE. PROVIDE BRADLEY NAVIGATOR 519-2000 EFXB(ANSI Z358.1)TEMPERING VALVE. PROVIDE STRAPPIN6 EXPAN51ON HG 5TRAHMAN M-150T6 HOT AND GOLD WATER MIXING UNIT WITH VACUUM BREAKER. SECURED TO WALL TANK.INSTALL PER MANUF. HEAT TRAP RECOMMENDATION5 FS JR SMITH MODEL 5110 FLOOR SINK WITH 1/2 GRATE,AND DOME BOTTOM STRAINER,WITH (TYPICAL) 50V 50V PR05ET TRAP GUARD INSERT. DOMESTIC ------ COLD HATER CLEANWT GAP DOMESTIC FO JR SMITH MODEL 2005-A FLOOR DRAIN,WITH PR05ET TRAP GUARD INSERT(A55E I0l2 ® ---- -- - TOP OF RUN HOT WATER INSULATE DGW WITHIN LISTED). INSULATION 8,'OF HEATER UNION WH-I BRADFORD WHITE MODEL TW3-505-65B-3N POWER DIRECT VENT NATURAL 6A5 FIRED DIELECTRIC) WATER HEATER,48 GALLON STORAGE TANK,65,000 BTU INPUT,63 6PH RECOVERY PIPE E TO JR FULL 51ZE RATE AT 100°TEMPERATURE RISE,PROVIDE:GONGENTRIG INTAKE EXHAUST KIT,2 CLOSE TO JOINT T4P RELIEF PROVIDE SEISMIC HATER 5M FLOOR PLAN GALLON EXPANSION TANK,600 L55 OPERATING WEIGHT. STRAPPING HEATER FOR CONTINUATION SECURED TO WALL WH-2 EEMAX MODEL 5P3512 INSTANTANEOUS UNDERGOUNTER WATER HEATER,120V,IPH,5.5 WATER PROOF KW. DRAIN PAN 3/4"DRAIN. WHA JR SMITH MODEL HYDROTROL 5000 SERIES WATER HAMMER ARRESTORS,PROVIDE ROOF/ovERFLow 5EE FLOOR PLAN ACCESS DOOR. DRAIN LEADER FOR CONTINUATIONJR SMITH#:WHA-A=5005,WHA-B=5010,HI5020,WHA-D=5030 EXTERIOR WALL PD 0016 51 JENSEN PIPE STRAPS TYPICAL WATER HEATER DETAIL N7! PROVIDE SEALED AGGE 5 COVERS. GALLON CAPACITY SAND AND OIL INTERCEPTOR, 5ECURED TO WALL GENERAL NOTES: EXPOSED TRIM AND APPURTENANCES WILL BE CHROME PLATED. PROVIDE 5EAL AN51oN LOOSE KEY OR SGREWDRIVER STOPS BALL VALVES AT ALL DOMESTIC WATER GONNEGTION5 TO FIXTURES.PROVIDE TRUEBRO HANDI LAY-GUARD KITS AT ALL ADA COMPLIANT LAYS.AIR FLOOR ROOF DRAIN:GASKET 4 UNDER-DECK CLAMP. GAPS TO BE A MINIMUM OF 2 PIPE SIZE DIAMETERS ABOVE RIM OF RECEPTOR. Z O ROOF DRAIN OVERFLOW, W/2"WATER DAM, GASKET 4 UNDER-DECK Q CLAMP. FOOTING < v- n• /� X PROVIDE -NU L V 1 BACKFILL 11.1 SEE CIVIL FOR CONTIMATION W ,e gd e�,> r� RECE55E0 = = = - - = = = =T Z DRAINAGE - - _ - - - - - - - - O U - - - -III- -III- -III- -III- -III- -III- ROOF DRAIN LEADERS.RN IN ATTIC SPACE, =1 =1 =1 =1 =1 =1 =1 =1 =1 =1 =1 =1 =1 =1 =1 I= DOWN WALL AND TERMINATE A5 PER DETAIL, III THIS SHEET.IAN PER FT.MIN.SLOPE ON HARIZaNT/._ Z RUN5. zsz ( ) O PD oOTH PD 0045 O ROOF DRAIN PIPING Kra ROOF DRAIN WELL DETAIL U b w 3 �J W In - 9 � a0 05 0 a zO Registered Architect in: AZ,CO,FL,MT,NV,N M,OK,OR,TX,UT,WA O U V 1u V L = Q v Y Qo LL o m\ O W �¢4 u o E m o0 o 0 m a O PLUMBING EQUIPMENT Bowie Tiglas LIST g Engineering Inc. Consul(ingEngineers Phone:fi02.992.3900 O Jusfin@BoWeTiglas.com Fax:602.992.1541 809 W.Maryland Ave. ITE#18104MPB Phoenix,AL85013 _____� HBI 5 Q Q q I O I PLUMBING KEYNOTES .�ao II 10 l II Im Q II 10 HB-I II Im /���\ JS /yam --- 14 0 4 HB-2 _ __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 14 — — — — — — 6"WASTE,WITH 2-WAY SURFACE GLEANOUT,SLOPE I/8"PER FOOT. �_ -1 l--'c J� N � �/ SEE CIVIL DRAWINGS FOR CONTINUATION. w� 2 2"DGW FROM 1 1/2"WATER METER,SEE CIVIL FOR CONTINUATION. s SST ��yG G G G G i i 3 SHUT OFF VALVE,(SOV)(FULL PORT BALL VALVE TYPE)IN CONCRETE VENDING H 1 oxpt P 3 P-4 PARTS 4'SGO YARD BOX WITH GAST IRON COVER, to/oa/�s m a 0 I O 4 3/4"DGW DOWN TO HB-#WITH VB AT lb"AF6. A 5 PROVIDE 6A5 COCK,UNION AND DIRT LEG,TYPICAL. 7 h 6 NEW 6A5 METER BY LOCAL UTILITY,CONTRACTOR SHALL m 4' COORDINATE FULLY.SEE'NATURAL 6A5 RISER DIA6RAM'SHEET'P-O'. p ICI c�2^ 4„ I �-T 4 3 l VENT THRU ROOF(VTR),LOCATE A MINIMUM OF 10'FROM A FRESH AIR w m j HgO-I 14 I I INTAKE. w B B 5 AREA DRAIN(AD-10,WITH 4"W 2"V.PROVIDE PR05ET TRAP GUARD a A 3 INSERT. ti 1 I I 9 SAND AND OIL INTERCEPTOR(510,4"W 4 4"V,INSTALL PER LOCAL $ P-3 P-Q I I -I/4 CODE REQUIREMENTS.SEE ARCHITECTURAL AND/OR CIVIL DRAWIN65 _ _ _ _ _ _ _ _ _ i 3 ' V FOR EXACT LOCATION. I HB I m 3 I I 14 44 10 8"OD LEADER(ODL)DOWN IN CHA5E TO DOWNSPOUT NOZZLE(DN)AT 8"AF6. 11 5"RD LEADER(RDL)DOWN IN CHASE,ROUTE UNDERGROUND TO STORM DRAIN SYSTEM.SEE CIVIL FOR CONTINUATION. A I I 3 12 6"OD LEADER(ODL)DOWN IN CHASE TO DOWNSPOUT NOZZLE ON)AT +18"AF6. s I I I 13 6"RE)LEADER(RDL)DOWN IN CHASE,ROUTE UNDERGROUND TO E �i ---r --- -------------�--------- --- -� >G- - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - -~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -�- � - G STORM DRAIN SYSTEM.SEE CIVIL FOR CONTINUATION. g 1 I 14 SHUT OFF VALVE ABOVE 6EILIN6,(FULL PORT BALL VALVE TYPE) PROVIDE ACCESS DOOR AS REQUIRE[). 5 I 12 I I 15 VENTED 6A5 PRESSURE REGULATOR(2 P51 TO l"AG).INSTALL IN E I I WAREHOUSE ACCORDANCE WITH MANUFACTURER'S REQUIREMENTS.PROVIDE 13 I FULL-51ZE VENT THRU ROOF. 16 4"OD LEADER(ODL)DOWN IN CHASE TO DOWNSPOUT NOZZLE ON)AT +18"AF6. 2 I Il 4"RE)LEADER(RDL)DOWN IN CHASE,ROUTE UNDER61ROUND TO G8 - -I D STORM DRAIN SYSTEM.SEE CIVIL FOR CONTINUATION. - - - - - - - --- --- f7l 4 4 MAIN -—-—-—- -—-—-—-—-—- — -------------------------------- ----------------------- ---------------------------------- - - - -OFFICE -� 4" F.F.=100' j C5 14 2-I/2" 12 I V I I � 13 - -------- 14 HB-I S HB 2 I 2"V(U/6)-10—2-I/2 — 4„ � " j � I i � F1 -r I -- - - - --------- -T------------- ---------- ----------- ----------- ------------- --- --- - Z I i I 1 �------------- i I i i i 2°V ro/6)�— � O 3 3 u4—T Z P-3 P-4 3 Q 4" I Q a- - — — — — — — — — - - LAX — — — — — — — L— — — — — I 4„ t4" j 15 1 1 U j Z 3 G G G r�I—G�a 1—G G G G—2 i 1—G G G G�G G G—q2"V(U/6) 8 fr W FG _ _._. SHIPPING `.4.—._. ._ —.�._. ._.—.—._._. O 2-1/2° 2-I/2" LLI � OFFICE II 10 1 1 1 4 1LH5- I EAFFJr_- 14 Hg-2 14 `Fl I 14 Hg-2 Z 10 j j m j O j0 6" j 0 'N �4�� I �I'I Ij I� �I scot I® sco H a 6^ Lu INV=92'-O" 2-WAY 4-4° 4°� U M LLJ z 5Go O j C 4 n 16 — ——— ----- ------°— ---------L C 4 — OC > 4 _ _ 4"SAND/OIL /� QQ GW�GW�GW� W�GW �G DGW GW GW GW�G GW�GW�GW�GW—GIB GW—GGI♦�GW— GW GW�GW�GW�GW I GWJTI-! VJ H J 4 2-WAY 2-WAY SGO 5 T 'G0 5GO 560 j to Q I 1 1 1 1 I � 1 1 I 1 PLUMBING FLOOR PLAN =o Registered Architect in: A,W FL,MT,NV,NM,OK,OR,TX,U,,WA O U V OJ .+ _ V L i = QS. v Y Q� O W �¢4 u o C m o0 0 0 � m a O PLUMBING Bowie Tiglas FLOOR PLAN g Engineering Inc. Consul(ingEngineers Rhone:fi02.992.3900 Jusfin@BowieTiglas.com Fax:fi02.992.1541 809 W.MarVlan00Ve. BTE#18104MPB Phoenix,AL85013 PLUMBING KEYNOTES I b"ROOF DRAIN(RD)AND OVERFLOW (D (D (D Q 2 6"ROOF DRAIN(RD)AND OVERFLOW DRAIN(OD). j (11250 sF) (15000 sF) j (1500o sF) (la-150 sF) �F R60I6'[ER09 j 3 4"ROOF DRAIN(RD)AND OVERFLOW DRAIN(OD). SS10 ti�G 4 5EE SHEET P-1 FOR CONTINUATION. b/oa/is �A III 0 0 N w — --------------------L--- - - - - --------------------a----------------------- -----------------------L---------------------------------------------- ----------------------a--------------------------------------------- .m a° "=s m$ j j j j j G ---- ---- -------------�-- - - - - 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -t- - - - - - - - - - - 1 - - - - - - - - - - - - - - - - - - - - - - - - G g -- (5Q22 SF) �_ ❑ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I D6 - - - - - - I I I I I I I I I I I I I I I I I I I I I I I I (&-n5 5F) j --------------------------------------------4----------------------------------------------I-----------------------+----------------------I--------------------------------------------- -- - - - - - - - - - - - --- - - - - - - j j j j j j ——————————--—————————— -----------------------T-----------------------j------------————— ———————————� 7----------------------- --- Z O U Z I I I I I I I I I ¢ < jLAw cc I I I I I I I I I Q w 01250 5F) (15000 5F) j (15000 5F) j j a so SF) 1 U t- - - - - - - - - --- - - - - Q Z � v bLu w O Vm (10111 sF1 ————— L-—-—-— ------------------L-----------------------L C 4 — Cr a o too) a PLUMBING ROOF PLAN Registered Architect in: A,W FL,MT,NV,NM,OK,OR,TX,U,,WA O U V OJ .y _ V L i QS. v Y Q� � O W �¢4 � u o E 3`o m o0 0�o PLUMBING ROOF PLAN Bowie Tiglas g Engineering Inc. Consul(ingEngineers Rhone:fi02.992.3900 P 2 Justin@BowieTglas.com Fax:fi02.992.1541 809 W.MarVland Ave. BTE#18104MPB Phoenix,AL85013 a PLUMBING KEYNOTES I WATER CL05ET(HWG),1-1/2"DGW,4"W,2"V. ;u g 2 2 WATER CLOSET(WG),I-I/2" " "DGW,4 W,2 V. _ 3 LAVATORY(LAV-#),1/2"DGW,1/2"DHW,2"W,1 1/2"V. �OF6 RsorsTea�O�' NV ti RE5TROOM RE5TROOM TONAL' y b N CIOS I0 GIOb 4 ELECTRIC DRINKING FOUNTAIN(EDF),I/2"DGW,2"W, I/2"V. 11 /o4119, A SERVICE I 1 5 URINAL(UR),3/4"DGW,2"W,I I/2"V. HALL OFFICE OFFICE OFFICE m MANAGER C o4 ❑ 4" 4 O 6 MOP SINK(MS),3/4"DGW,3/4"DHW,2"W, I/2"V. 2. OBFOICIE B108 31_q BIIO rin r O O l 2"FD WITH 2"W,1 1/2"V.PROVIDE PR05ET TRAP GUARD INSERT. BREAK-OUT x 19 La 19 LAV-2 LAV-2 z m ROOM Bill La�� o B106 co co co co 3/4 8 I-COMP.SINK(SK-1),1/2"DGW,1/2"PHA,2"W,1 1/2"V. o w q WATER HEATER(WH),I I/4"DGW,I I/4"DHW,MOUNT ON FRAME BY ARCHITECT WITH FULL � m F_ � 4" 51ZE T 4 P RELIEF TO'ELL'AT b"AF6,EXPAN51ON TANK.PROVIDE WATERPROOF DRAIN AG-Sf 19 PAN WITH I"DRAIN TO MOP SINK.SEE GORRE5PONDING WATER HEATER PIPING DETAIL ON w L EAM a„ - 8112 SHEET'P-O'FOR ADDITIONAL INFORMATION. ti o a 10 VENT THRU ROOF(VTR),LOCATE A MINIMUM OF 1O'FROM A FRESH AIR INTAKE. W I P.O.S. VENDING PAR - 3/4"- - - - - - - - - - - TRAINING AREA II I/2"DGW TO 3/8"FITTING AT FIXTURE(FBO).PROVIDE WATTS#LFOOI-QT DOUBLE CHECK TEAM G103 GI00 t FFICE o BAGKFLOW PREVENTER,(A55E 1015 LISTED),50V AND UNIONS,PER MANUFACTURERS CONFERENCE m� BIOS B113 C102 15 RECOMMENDATIONS.PROVIDE FULL SIZE DRAIN TO APPROVED RECEPTACLE. GI 42, - - - ❑- - - - - - - � I 12 I/2"DGW TO 3/8"FITTING AT FIXTURE(FBO).PROVIDE WATTS#LFOOq-QT REDUCED o PRE55URE BAGKFLOW PREVENTER,(A55E 1013 LISTED)(STAINLESS STEEL AT I AG-4b 19 1 CARBONATED DISPENSER),50V AND UNIONS,PER MANUFACTURERS REGOMMENDATION5. PROVIDE FULL 51ZE DRAIN TO APPROVED RECEPTACLE. S= OFFICE OFFICE a B104 13114 13 FLOOR SINK(F5),2"W,4 1 1/2"V. PROVIDE PROSET TRAP GUARD INSERT.ALL INDIRECT PIPING SHALL BE TRAPPED AND DISCHARGE TO FLOOR SINK WITH A MINIMUM AIR CAP. s �5/4" 2 ENLARGED PLUMBING FLOOR PLAN: SOIL & WASTE PIPING ' FLOOR SINK MUST BE AccesslBLE FOR CLEANING. .42 J E --- B 14 WATER HEATER(WH-2,INSTANTANEOUS TYPE),112"DGW,112"DHW. S E OFF16E I AG-4. 13 1 2$ B103 L--- COPY 15 SEE SHEET P-1 FOR CONTINUATION. 2 CENTER 5 BIIS Ib 3/4"DGW DOWN TO HB-I WITH VB AT 15"AF6. E IT SHUT OFF VALVE ABOVE CEILIN6,(FULL PORT BALL VALVE TYPE)PROVIDE ACCESS DOOR AS REQUIRED. BREAK ROOM 3/4 OPEN PIO& IS REGIRGULATIN6 PUMP(RP)COMPLETE WITH AQUASTAT 4 TIMER,INSTALL PER E. = oFFlGE GooDIES MANUFACTURERS RECOMMENDATIONS.MOUNT IN ACCESSIBLE LOCATION.SEE'TYPIGAL BII6 WATER HEATER DETAIL'ON SHEET'MP5'FOR PIPING DIAGRAM. .W Q I BI02 OFFICE 9 GORRID -€� LOBBY Dloo Iq AIR 6ONDITIONIN6 COIL,SEE MECHANICAL DRAWIN65,ROUTE 3/4"CONDENSATE TRAP BI00 AND VENT WITH DRAIN TO SLOPE AT I/&"PER FOOT TO'ELL'DOWN AT MOP SINK OR _I O 25 13 2l 8 ❑❑❑ JANITOR LAVATORY TAIL PIECE(A5 INDICATED ON PLANS). HALL �❑Rlt _ 5HUnNG/ _ _ _ DIOl 20 WATER HAMMER ARRESTOR(WHA-#),IN LOCKING ACCESS DOOR. g ❑ I I ELECT. 2" � Im 2" l WH 3/4" ❑ ELEG7 21 NEW VENTED 6AS PRESSURE REGULATOR(2 P51 TO l"NO).INSTALL IN ACGORDANCE REGEP7. O I" I" b g R DATA B 20 4 4 0 O O O 4 b 4" 9 4 g DI03 WITH MANUFACTURER'S REQUIREMENTS.PROVIDE FULL-SIZE VENT TO EXTERIOR OF AG-5 19 BII WOMEN co c BUILDING. o L WH Bllq 15 DIOb 2 AV-1 LA -I O113 O 22 PROVIDE CAS COCK,UNION AND DIRT �D—CD co co LAV-O3 3 MEN 10 L vJ D04 LEG,TYPICAL. BIOI ¢ ¢ OFFICE III 23 HOSE CONNECTION(HG),3/4"DGW,3/4"DHW. 4 4 ❑g LAV-I B121 ❑0 LAV-I REQUIREMENTS. GW,I"DHW,INSTALL PER MANUFACTURER 2 2 5 5 5 24 EMERCENGY EYE WASH(EYE),I"D GLO.2 I 2"-, ❑ l DI05 D2 - - - - -BLS- - - - - - - - - - - 69 - - - - - - - 25 AREA DRAIN(AD 2),WITH 4"W 2"V.PROVIDE PROSET TRAP GUARD INSERT. 2 2 I CLO I 4 O 5 1f 1m 26 2.5"DGW DOWN TO 2.5"DGW HEADER RAN LENGTH OF WET WALL. 813 I I OFFICE 15 .-I 21 2-60MP.SINK(SK-2),1/2"DGW,1/2"DHW,2" A.TO FLOOR SINK. BI3l o I I 4" 4" 4„ 4�� NOTE: NOT ALL KEYNOTES MAY BE USED. G-Sd re❑ LAY-I LAV- 2 2 ❑ 3 ENLARGED PLUMBING FLOOR PLAN: SOIL & WASTE PIPING L---J HOMEN T I/8"=1'-O'Ap - B122 D6 - - - - - _-- - - - — - - - - - OFFICE OFFICE TRAINING— MOTHER BI36 BI35 BI34 BI33 CORRIDOR SETTLE 8 BI24 BI23 ------ 7_1 --- --- Fl[ z BREAK ❑ LOCKERS O 5132 ❑� ❑ B126 ^r� 2"VTR r / RIVER'S J�� I$�� EDF Z r--- ROOM 2" a g r h J M5 �i .1 AG-5C O LBI25 \> p- I i L---� 2" 1 4"VTR I, WGO 2,'I � �I.� \ IL 21�_J J / L 2 VTR 2 \ 4 ��❑Ih�1 1h v I F5 ?Ih� I OI 1 O Ih�2"TRAP �� � w „ 3h" 3 BI31 BI2T / 2' I2 3o 1'' ""5�IK 2�� \ O AV-I / CORRIDOR �� O I 13 8 15 2' 2 rWGO y 2!z I� 3rL\'1"1" LAV-I „ 4/VTR FO W ❑_ e e 3/4" Im 2„ 2„ ❑ �/ 1h 10 FS 2„ �2 211''•WC HWG 4i WG Ofl UR LAV-I JIB 2 2 VTR //�'\ J4� i I I� 2 4 VTR AD-2 ED 2�� 4' UR 4 SK-I �I 1 2„ O �4„ i O 4' 2' CUR 4„ Iw�l'o r I LA IV-I l�3„T 4„ U b Lu STORAGE FD 2„ \ ;ff 4 FD '2" 1 3 112 SEE FLOOR PLAN m Z O 2' 4„/ly h 1��� 2 r5K 11 LAV-I I„�i f 211 D2,� 4 NTINUATION � Q O AG-Sb 19 1 \ �2' MS `i h 1 h 2 HWG1-1 BI26 �� cr i i FOR _ L--❑J 4 h FD I� �� O SEEFOO PLAN 2„ 2 E❑U h Q 2" ® � 0 to �� / R WG 4 O Iv_�u1 v „� l I I /ti " 4„ FD 4 HWG LL o GONFERENGE .p� FS v 3 O 2�3' WG 3/4" BI30 4 WGO 2„ 2 ' ,y_LLAI V-2 3 2" 2' 3 2 WG FO WGO 2 WGO /y rrrrrl LAHG FD NO y 2" LAV-I o W k'a< O � �� LAV- 4�� om �� o 2"` 57ORAGE SEE FLOOR PLAN 4 F­---❑ B12q FOR CONTINUATION SEE FLOOR PLAN F I AG-5ci Ig I FOR CONTINUATION Registered Architect in: SOIL, WASTE & VENT RISERS SOIL, WASTE & VENT RISERS SOIL, WASTE & VENT RISERS AZ,CA,FL,MT,NV,NM,OK,OR,X,U WA 4 0 SEE ENLARGED PLUMBING FLOOR PLAN(3) N.T.5. SEE ENLARGED PLUMBING FLOOR PLAN(2) N.T.S. 5EE ENLARGED PLUMBING FLOOR PLAN(1) N.T.5. Y ti € FOR REFERENCE FOR REFERENCE FOR REFERENCE _ �I t a € Y v o \ a � p LL c O W �¢4 _ Ir ENLARGED PLUMBING FLOOR PLAN: SOIL & WASTE PIPING u x � a O ENLARGED SEWER PLAN Bowie Tiglas g Engineering Inc. ConsulringEngineers Rhone:fi02.992.3900 P 3 Jusfin@BomeTglas.com Fax:602.992.1541 809 W.Marvian004e. BTE#18104MPB Phoenix,AL85013 a PLUMBING KEYNOTES I WATER CLOSET(HWG),1-1/2"DGW,4"W,2"V. of s"g 2 2 WATER CLOSET(WG),I-I/2"DGW,4"W,2"V. Q- 3 LAVATORY(LAV-#),I/2"DGW,I/2"DHW,2"W,I I/2"V. �OF6 RsorsTea�O♦� g RE5TROOM RESTROOM sgIONAL STyG GIGS WHA-B 2m Glob 4 ELECTRIC DRINKING FOUNTAIN(EDF),1/2"DGW,2"W,1 1/2"V. 11/o4119, m 9 MANAGER 5 URINAL(UR),3/4"DGW,2"W,1 1/2"V. o OFFICE HALL B08 OB109E OFFICE8110 r� r r .—. GIo4 —. 3.I- Il 3 � 15 6 M 11 II BREAK-OUT O OFFICE E L J I 22t L J LAOV-2 LAV-2 l 2 FD WITH 2 W, I/2 V.PROVIDE PROSET TRAP OP SINK(MS),3/4"DGW,3/4"DHW,2"W,1 1/2'V. 2. o -_ AP GUARD INSERT. N ROOM glpb Ut I z—G G G G 14 3/4 8 COMP.SINK(SK 1),1/2 DGW,1/2'PHA,2"W,1 1/2"V. N d 22 O w 21 WH-2b 15 q WATER HEATER(WH),1 1/4"DGW,1 1/4"DHW,MOUNT ON FRAME BY ARCHITECT WITH FULL G G y-2 SIZE T 4 P RELIEF TO'ELL'AT b"AF6,EXPANSION TANK.PROVIDE WATERPROOF DRAIN ` fBI13 I PAN WITH I"DRAIN TO MOP SINK.SEE GORRE5PONDIN6 WATER HEATER PIPING DETAIL ON w L---J SHEET'P-O'FOR ADDITIONAL INFORMATION. a- 22 a �t P.D.S. vEND1NG PART 10 VENT THRU ROOF(VTR),LOCATE A MINIMUM OF 1O'FROM A FRESH AIR INTAKE. TRAINING AREA 0103 GI00 II 1/2"DGW TO 3/b"FITTING AT FIXTURE(BO).PROVIDE WATT5#LFOOI-OT DOUBLE GHEGK t OFFICE CONFERENCE BAGKFLOW PREVENTER,(ASSE 1015 LISTED),SOV AND UNIONS,PER MANUFACTURERS m 3 BIOS I GI02 RECOMMENDATIONS.PROVIDE FULL SIZE DRAIN TO APPROVED RECEPTACLE. 12 112"DGW TO 3/b"FITTING AT FIXTURE(FBO).PROVIDE WATT5#LFOOq-OT REDUCED F- -1 15 15 PRESSURE BAGKFLOW PREVENTER,(A55E 1013 LISTED)(STAINLESS STEEL AT CARBONATED DISPENSER),50V AND UNIONS,PER MANUFACTURERS REGOMMENDATION5. PROVIDE FULL SIZE DRAIN TO APPROVED RECEPTACLE. $A OFRGE 22 OFFICE a 13I04 13114 13 FLOOR SINK(F5),2"W,4 1 1/2"V. PROVIDE PROSET TRAP 6UARD INSERT.ALL INDIREGT M 2 ENLARGED PLUMBING FLOOR PLAN 05 Nh PIPING SHALL BE TRAPPED AND DISCHARGE TO FLOOR SINK WITH A MINIMUM AIR CAP. FLOOR SINK MUST BE ACCESSIBLE FOR GLEANING. gs IE F----J 14 WATER HEATER(WH-2,INSTANTANEOUS TYPE),112"DGW,112"DHW. S E OFF16E .a-a 5103 L---J CENTER 15 SEE SHEET P-1 FOR CONTINUATION. 5 22 BIIS Ib 3/4"DGW DOWN TO HB-I WITH VB AT 15"AF6. E IS II SHUT OFF VALVE ABOVE CEILING,(FULL PORT BALL VALVE TYPE)PROVIDE ACCESS DOOR AS REQUIRED. OPEN //2-1/2' `2-1/2" /2-1/2" 2-1/2" 1-1/4" 1& REGIRGULATIN6 PUMP(RP)COMPLETE WITH AOJASTAT 4 TIMER,INSTALL PER a OFO GOODIES 15 r$ 15 � $ $ - - - — —.—.—.— � .—.—._ ,� MANUFACTURERS RECOMMENDATIONS.MOUNT IN ACCESSIBLE LOCATION.SEE'TYPICAL w s BI 2 BIIb O O TR Il BREAK z— 15 WATER HEATER DETAIL'ON SHEET'MP5'FOR PIPING DIAGRAM. B.Y �/2 TO...—...—... 1/y... $ 1 3�4� �.��I" 2-I/2" 71Iq AIR 6ONDITIONIN6 COIL,SEE MECHANICAL92 DRAWINGS,ROUTE 3/4"CONDENSATE TRAP BI00 /4" -t RECEIVING AND VENT WITH DRAIN TO SLOPE AT I/8"PER FOOT TO'ELL'DOWN AT MOP SINK OR �� DIOI LAVATORY TAIL PIECE N PLANS). m w I 1-9 I 1 1� ✓b 9 JANITOR JI - - - -rtL- - H Ifl -�CEGT 1 20 WATER HAMMER ARRESTOR(WHA-#),IN LOGKINC ACCESS DOOR. _ _ 22 18 � II BI2o 24 2I —..—..f .—.. I-I/4" 23 r JANITOR 1-1/4" ELECT 21 NEW VENTED 6A5 PRESSURE REGULATOR(2 P51 TO l"NO).INSTALL IN ACCORDANCE r � 8118 WH_1a DATA LAV-I(TYP.) 1„ O DI03 WITH MANUFACTURER'S REQUIREMENTS.PROVIDE FULL-SIZE VENT TO EXTERIOR OF BIIS 2 3 3 6 22 _ BUILDIN6. o L---J 9 WHA-D 2m O O I' 2-1/2"� r II 6 O O 3/4" G' 22 PROVIDE 6A5 COCK,UNION AND DIRT LEG,TIPIGAL. ...... E i0� 22 LAV-1 LAV-I , _ 122 �' —1 1 3/4" 23 HOSE CONNECTION(HG),3/4"DGW,3/4"DHW. G 22 Ji MEN 2-I/2" 5 5 5 L--1-I/2" 1 i BI21 1 2 O3 3 3 I OFFICE 24 EMERCENGY EYE WASH(EYE),I"DGW,I"DHW,INSTALL PER MANUFACTURER r 3/4' MEN P104 REQUIREMENTS. GLo.2 I 11 2-1/2" DIOS LAV-I(TYP) -RI?Q _ - - - _ i_ 1_5 25 AREA DRAIN(AD-2),WITH 4"W 2"V.PROVIDE PR05ET TRAP GUARD INSERT. II 2 2 1 D 2 GLO OPFIGE 2-1/2" 1 16 26 2.5"DGW DOWN TO 2.5"DGW HEADER RAN LENGTH OF WET WALL. BI3 - F2I 2-60MP.SINK(SK-2),1/2"DGW,1/2"DHW,2" A.TO FLOOR SINK. BI3l 2 2-I/2" 20 WHA-D rJ.� HOMEN DIO(' �J.� -- I NOTE: NOT ALL KEYNOTES MAY BE USED. F- -7 3 O 2 2 LAV-1 LAV-1 MEN 15 3 ENLARGED PLUMBING FLOOR PLAN - ' — OFFICE OFFICE T MOTHER 15 BI36 BI35 EIN I34 BI33 2-1/2„ CORRIDOR g BI24 4 B123 16 Il �WH20 i "� U LOCKERS 0 22 ❑ B126co RIVER'S r--- BREAK I ROOM Z 13132 7 L < LA X cc CORRIDOR w BI31 II (ICE) 1312-1 Z 12 (SODA) g I II (COFFEE) F0 W 3/4" 14 L. 0 WH-2a U D w 3 22 5TORH w M Z O B1 > � F- ~ a z ® ~ J L---J 0 to a i GONFERENOE 5130 om i 9 22 STORAGE F - L_———J Registered Architect in: A,W FL,MT,NV,NM,OK,OR,TX,U,,WA O m K C U U Q LL p o � O W �¢4 � u ENLARGED PLUMBING FLOOR PLAN o o r o ENLARGED DOMESTIC Bowie Tiglas WATER PLAN g Engineering Inc. Consul(ingEngineers Rhone:fi02.992.3900 Jusfin@BomeTglas.com Fax:fi02.992.1541 809 W.Marviand Ave. ITE#18104MPB Phoenix,AL85013 E SPECIFICATIONS TYPICAL SYMBOLS LIST tg 15010 GENERAL PROVISIONS: 15020 BASIC MATERIALS AND METHODS: 15050.5 TESTS AND INSPECTIONS NOTE: NOT ALL MAY APPLY 100 RBOI6'[CR9 1�W g 1. SCOPE: THIS SECTION ESTABLISHES AND DESCRIBES REQUIRED STANDARDS OF QUALITY AND SCOPE: THIS SECTION SETS FORTH PRODUCTS AND METHODS OF INSTALLATION FOR PLUMBING, L TEST SEWER,WASTE AND VENT PIPING UNDER A WATER PRESSURE EQUIVALENT TO THE HEIGHT ss/ONAL ECG PERFORMANGE FOR PRODUCTS,SYSTEMS AND METHODS ENCOMPASSED BY DIVISION 15000. HEATING,VENTILATION AND AIR CONDITIONING. OF THE HIGHEST VENT FOR NO LE55 THAN 6 HOURS. Low VOLTAGE THI5 SECTION ALSO SUMMARIZES THE VARIOUS SYSTEMS TO BE INSTALLED UNDER DIVISION DUCT SMOKE DETE TOR Sff FLOOR PLAN I5000. 15020.1 SLEEVES: 2. NOTIFY THE ARCHITECT PRIOR TO TESTING. APPROVAL WILL BE BY THE ARGHITECT,CITY SEE TIONETE FOR FOR Duce sizE m y LEGATION .S INSPECTOR OR BOTH AS DIRECTED. SPLITTER 15010.1 SPECIAL CONDITIONS: WHERE PIPING,DUCTWORK,5TAGK5,ETC.,PASSES THROUGH 5UGH BUILDING ELEMENTS AS WALLS, FLEX DAMPER ililA FLOORS,ROOFS,FOOTINGS,ETC.,PROVIDE SLEEVES UNLESS INDICATED OTHERWISE. 15055 OTHER PIPING SYSTEMS CoeNECnoN m I. THE 5PEGIFICATION5 AND ACCOMPANYING DRAWINGS ARE INTENDED TO COVER SYSTEMS WHICH Flex-4'MAX. - WILL FIT THE AVAILABLE SPACE,WHICH WILL NOT INTERFERE WITH THE GENERAL STRUCTURAL 15020.2 HANGERS AND SUPPORTS: I. GONDEN5ATE DRAIN(GD)8 DRAIN(D)PIPING SHALL BE COPPER TYPE'M' __ UNIT I s z DESIGN.CAREFULLY EXAMINE THE DRAWINGS FOR ALL BRANGHES OF WORK AND BE HARD DRAWN PIPE TRAPPED 8 VENTED EQUIPMENT,SLOPE I/8"/FT,PROVIDE AGEU5TIC DUET O RESPONSIBLE FOR THE PROPER FITTING OF MATERIAL AND APPARATUS INTO THE BUILDING. SUPPORT HANGERS OF HORIZONTAL PIPE WITH VERTICALLY ADJUSTABLE HANGERS ON LIMN&Io'MIN. REDU6ER m GLEANOUT GAP AT ENDS OF PIPE. E3RANGN P� ER51Z w� NOTIFY ENGINEER/ARGHITEGT OF ANY DISGREPANGIES,OMISSIONS OR QUESTIONS IMMEDIATELY. MALLEABLE SWIVEL RING OR WROUGHT STEEL GLEVIS TYPE HANGER SUSPENDED ON THREADED EENALs DIFFUIFFJ SER � ffi STEEL ROD HANGERS,EQUAL TO FEE AND MA50N FIG.199 AND FIG.239 RESPECTIVELY WITH 2. A. FUEL GAS PIPING ABOVE GROUND 2"AND SMALLER BLAGK STEEL NECK 51ZE 2. GONTRAGTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS AND NOTIFY ARCHITECT/ GLEV15 TYPE UTILIZED FOR LARGER PIPING. SCHEDULE 40 W/GLA55 150 MALLEABLE IRON THREADED FITTINGS. .9 S w ENGINEER OF ANY D15GREPANGIES PRIOR TO BIDDING.ANY EXTRA EXPENSES AS A RESULT OF PROVIDE SUPPORT EVERY b'. SroopGooP FAILURE TO ADEQUATELY REVIEW THE EX15TING CONDITIONS WILL BE BORNE BY THE 15020.5 VALVES: DAMPER 'd CONTRACTOR. B. FUEL GAS PIPING ABOVE GROUND 2 1/2"AND LARGER,BLACK STEEL 111RNIN6 VANE ALL VALVES SHALL BE CRANE,JENKINS,5TOGKHAM OR MUELLER,DESIGNED FOR 125 PSI SCHEDULE 40 W/WROUGHT STEEL BUTTWELDED FITTINGS.PROVIDE 3. ALL EQUIPMENT SHALL BE UL OR ETL LISTED. MINIMUM WORKING PRESSURE.ALL WATER VALVES SHALL BE FULL PORT BALL I/4 TURN VALVES $ UNLESS OTHERWISE SPECIFIED OR REQUIRED FOR 5PE61AL INSTALLATION OF FLOW CONTROL. SUPPORT EVERY 10'. DUCT CONSTRUCTION STANDARD 15010.2 REGULATIONS,CODES AND PERMITS: G TE . FUEL GA5 PIPING UNDERGROUND(NOT UNDER BUILDING)POLYETHYLENE M 15030 INSULATION: PE 3406 W/ANODELE55 RISERS. ®GIVE ALL NECESSARY NOTICES,OBTAIN ALL PERMITS,AND PAY ALL TAX FEES AND OTHER DUCT UP/DOWN �. COSTS IN CONNECTION WITH WORK;FILE ALL NECESSARY PLANS,PREPARE ALL DOCUMENTS AND 56OPE: FURNISH ALL LABOR,MATERIALS,EQUIPMENT AND SERVICES NECESSARY TO INSTALL 3. ROOF/OVERFLOW DRAIN PIPING SHALL BE STANDARD WEIGHT NO HUB CAST IRON. OBTAIN ALL NECESSARY APPROVALS OF ALL REGULATING AUTHORITIES HAVING JURISDICTION; INSULATION MATERIAL TO DUCTWORK,PIPES AS INDICATED ON DRAWINGS AND AS SPECIFIED $ EVAPORATIVE COOLER WALL 5WITGH OBTAIN ALL REQUIRED CERTIFICATES OF INSPECTION FOR WORK AND DELIVER SAME TO HEREIN.THI5 5EGTION SETS FORTH PRODUCTS AND METHODS OF INSTALLATION FOR PLUMBING, m$ ARCHITECT BEFORE REQUEST FOR AGGEPTANGE AND FINAL PAYMENT FOR WORK. AIR CONDITIONING,HEATING,AND VENTILATION SYSTEMS.FLAME-SPREAD INDEX OF LE55 THAN 4. GA5 FIRED CONDENSATE(GO)PIPING SHALL BE PVC,PIPE WITH TRAP,SLOPE /8"/FT,PROVIDE ® EXHAUST 25 AND SMOKE DEVELOPED RATING OF LE55 THAN 50. GLEANOUT GAP AT ENDS OF PIPE. CONDENSATE PIPING SHALL BE ROUTED THRU A g`° NEUTRALIZATION SYSTEM BEFORE BEING DISCHARGED. -L/s-LIQUID 5UGTION LINES �a 15010.3 COORDINATION OF WORK: 0 15030.1 DUGT INSULATION: a DRAWINGS ARE DIAGRAMMATIC,FOR PIPING,CONDUITS AND DUCTWORK THAT 15 NOT INDICATED 15060 PLUMBING SPECIALTIES: RETURN GRILLE 8 s IN DETAIL.SIZES OF PIPING,CONDUIT5,AND DUCTWORK AND THEIR LOCATIONS ARE INDICATED 1. ALL GONGEALED SUPPLY AND RETURN DUCT WORK SHALL BE EXTERNALLY WRAPPED WITH 2" SCOPE: PROVIDE NEW FIXTURES,DRAINS,AMC)OTHER PLUMBING EQUIPMENT AS SPECIFIED ® SUPPLY DIFFUSER(GO) 4-WAY THROW E AS INSIDE CLEAR DIMENSIONS,BIT 15 NOT INTENDED TO SHOW EVERY OFFSET OF FITTING OR THICK-2 POP DENSITY FIBERGLASS(FOIL BACKING),WIRING IN PLACE WITH IS GAUGE HEREIN AND ON PLANS AND INSTALL TO OPERATE AS INTENDED. GFM g T3 EVERY 5TRUCTURAL DIFFICULTY THAT MAY BE ENGOUNTEREO DURING INSTALLATION OF THE GALVANIZED WIRE,lb"O.G.(R-8) g WORK.THE AL16NMENT OF PIPING,CONDUIT,OR DUCTWORK SHALL BE VARIED FROM THAT ®15060.1 GLEANOUTS: SUPPLY DIFFUSER(GO) 3-WAY THROW .2 INDICATED ON THE DRAWINGS WITHOUT EXTRA EXPENSE TO THE OWNER WHERE NECESSARY TO 2. EXTERIOR DUCTWORK TO BE LINED WITH 2"ACOUSTICAL DUCT LINER(3 PGF)(R-8). GFM 5 AVOID STRUCTURAL OR MECHANICAL DIFFICULTIES,OR TO AVOID THE WORK OF ANY OTHER 1. INTERIOR FINISHED FLOORS OR SIDEWALKS. E TRADES. 3. LINE DUCTWORK WITHIN 1O'OF FAN W/2"ACOUSTICAL DUCT LINER(3 PGF)(R-8). 2. CONCRETE AND TILE FLOORS: "ZURN"A-1400-2 WITH 5GORIATED NICKEL BRONZE TOP. SUPPLY DIFFUSER(GO) 2-WAY THROW 15010.4 WORKMANSHIP: yGFM - 15030.2 PIPE INSULATION: a 3. INTERIOR FINISHED WALLS: "ZURN"Z-I445-1. p,s PERFORM LABOR IN A THOROUGH AND GOMPLETE WORKMANLIKE MANNER AND WITH ALL I. INSULATE GONDEN5ATE DRAIN PIPING WITH A5J/55L II 1"THICK FIBERGLASS PIPE INSULATION. Q THERMOSTAT MOUNTED @+4'-O"AFF REASONABLE RAPIDITY TO THE SATISFACTION of THE ARCHITECT. .4 OUTSIDE YARD GLEANOUT5:"ZURN"Z-1450-6 WITH 12"XI2"POURED CONCRETE PAD AT GRADE. (R-3)MANVILLE PIPE INSULATION OR OWENS-CORNING PIPE INSULATION.ALL INSULATION SHALL E EXISTING w I5010.5 EXCAVATION AND BAGKFILLING THEBE INSTALLED DE PRACTIIGE5 AND D HEREIN AND SHALL BE APPLIED MANUFACTURERS REGOMMEDATIOIN55TRIGT ACCORDANCE WITH NOTE: PROVIDE ALL GLEANOUTS WITH HEAVY THREADED BRONZE PLUGS. E/R EXISTING TO BE RELOCATED § PERFORM ALL NECESSARY EXCAVATION,SHORING AND BAGKFILLING REQUIRED FOR THE 2. INSULATE DOMESTIC,HOT/REGIRGULATING HATER PIPING WITH A5J/55L II 1"THICK FIBERGLASS 15010 AIR DISTRIBUTION R RELOCATED PROPER LAYING OF ALL PIPES AND CONDUITS INSIDE THE BUILDING AND PREMISES,AND PIPE INSULATION. (R-4)MANVILLE PIPE INSULATION OR OWENS-CORNING PIPE INSULATION.ALL OUTSIDE A5 MAY BE NEGE55ARY. D DEMOLITION OF EXISTING FIXTURE INSULATION SHALL BE INSTALLED AS DESCRIBED HEREIN AND SHALL BE APPLIED IN STRICT WORK SPECIFIED HEREIN: FURNISH ALL LABOR,MATERIALS,EQUIPMENT AND SERVICES 15010.6 ALTERNATES: AGGORDANGE WITH THE TRADE PRACTICES AND MANUFACTURERS RECOMMENDATIONS. NEGE55ARY TO INSTALL THE AIR DISTRIBUTION SYSTEM AND RELATED ITEMS IN ACCORDANCE N NEW,MATCH EXISTING WITH LATEST EDITION"5MACNA"5TANDAR05 AND/OR LOCAL CODE REQUIREMENTS AS I. ALTERNATE FIXTURES AND EQUIPMENT WILL BE AGCEPTED WITH PRIOR WRITTEN APPROVAL 3. REFRIGERANT PIPING(5UGTION)I",(R4)CLOSED CELLULAR FOAM RUBBER. SPECIFIED HEREIN AND INDICATED ON PLANS.(WHICHEVER 15 MORE STRINGENT)IN ACCORDANCE FBO FURNISHED BY OTHERS FROM THE ENGINEER. WITH ULISIA OR 01B.FLEXIBLE DUCT WILL BE GLA55 I(UL 151).ALL MATERIALS,PRODUCTS AND -CD-CONDENSATE DRAIN (GO) 15040 WATER SYSTEMS: SEALING,TO BE IN ACCORDANCE WITH UL ISIA OR UL 015. 2. ALTERNATE MATERIALS WILL ONLY BE AGGEPTABLE WITH PRIOR WRITTEN APPROVAL OF THE SCOPE: DETERMINE IN ADVANCE OF CONSTRUCTION,THE LEGATION OF ALL PIPING SLEEVES, -D-DRAIN (0) ENGINEER. 15010.1 DUCTWORK: HANGERS,FLOW LINE ELEVATION,ETC,.INSTALL PIPING SUBSTANTIALLY A5 INDICATED,PARALLEL DRAIN VALVE AT 4'-0"AFF WITH H05E END 3. ADDITIONAL ENGINEERING REQUIREMENTS DUE TO ALTERNATE MATERIALS,FIXTURES OR WITH THE BUILDING WALLS,UNLESS INDICATED OTHERWISE.PROVIDE PRV WHERE INCOMING THE DUCTWORK SHALL BE FABRIGATED AND INSTALLED BY SKILLED MEGHANIG5 IN A 7� EQUIPMENT WILL BE PERFORMED AT ENGINEERS STANDARD HOURLY RATES WITH A MINIMUM OF PRE55URE EXCEEDS 50 P51. WORKMAN LIKE MANNER U51NG THE BEST PRACTICES OF THE TRADE AND BE MADE OF $250.00 PAYABLE BY GONTRAGTOR PRIOR TO PERFORMANCE OF WORK. 15040.1 DOMESTIC WATER PIPING: GALVANIZED SHEET METAL"DUCT SHEET"SIZED FROM THE FOLLOWING TABLE: -CW-EXISTING GOLD WATER 15010.1 GUTTING AND PATCHING: DIAMETER OR GREATEST U.S.GAUGE FOR I"X 15 6A TRAVERSE JOINTS -HW-EXISTING HOT WATER 1. DOMESTIC WATER PIPING(ABOVE GROUND): WATER PIPING SHALL BE TYPE"L"COPPER. DUCT DIMENSION GALVANIZED DUCT SUPPORT AND GRAZING 1. GUT GOMPLETED GON5TRUGTION WORK ONLY IF SLEEVES,OPENING,CHASES,ETG.,WERE s-EXISTING 501L/WASTE INADVERTENTLY OMITTED AND ONLY WITH THE 5PEGIFIED APPROVAL OF THE ARCHITECT.IN NO 2. DOMESTIC WATER PIPING(BELOW GROUND): WATER PIPING SHALL BE TYPE"K" UP TO 12" 24 10'ON CENTER S-SLIP DRIVE SLIP CASE SHALL REINFORCING STEEL BE GUT WITHOUT THE SPECIFIC,PERM155ION OF THE ARCHITECT. (NO JOINTS)WROUGHT COPPER WITH TWO GOATS OF POLYVINYL BLACK TAPE. FITTINGS SHALL I"POCKET LOGK V-EXISTING VENT PIPING - BE GAST BRASS OF WROUGHT COPPER SUITABLE FOR SWEAT OR BRAZED CONNECTIONS. ON,5'GENTER. 2. WHERE GUTTING AND PATCHING OCCURS IN STREETS,51DEWALK5,ALLEYS,AND THE LIKE, SOLDER SHALL BE 95-5(95%TIN AND 5%ANTIMONY),FOR PIPES 1-I/2"AND SMALLER, USE 1050 -------DOMESTIC GOLD WATER (Dr-N) COOPERATE FULLY WITH THE OWNER AND MUNICIPAL AUTHORITIES TO MAINTAIN SAFE AND DEGREE SILVER SOLDER FOR ALL OTHER SIZES. GLEAN JOINTS AND APPLY NON-GORROSIVE UP TO 30" 22 10'ON GENTER 5-SLIP,I"POCKET REQUIRED TRAFFIC,FLOW5.NO EXTRAS WILL BE ALLOWED FOR TRAFFIC PATROLMEN OR FLUX BEFORE SOLDERING. ALL COPPER PIPE INSTALLATION SHALL MEET A5TM B-88,A5TM LOCK ON 8' ---..-DOMESTIC,HOT WATER (OHW) OVERTIME WORK IF SUCH 15 REQUIRED BY CITY,COUNTY,OR STATE OFFICIALS.PATCHING SHALL B-513,AND A5TM 5-&28 SPECIFICATIONS. CENTERS MEET ALL REQUIREMENTS OF MUNIGIPAL OR OTHER GOVERNMENT BODIES. -"'-"'-"'-HOT WATER RETURN (HWR) _ 3. HOT WATER TO BE LEFT FITTING AT ALL LOCATIONS. ISOl02 HVAG DUCT SMOKE DETECTORS: �Ann, 15010,b INSTALLATION INSTRUCTIONS: -TW-TEMPERED WATER (TI^U 4. PROVIDE DIELECTRIC INSULATOR ON ALL DISSIMILAR METALS. IN AIR MOVING SYSTEMS SUPPLYING AIR IN EXCESS OHM TO AN ENCLOSED SPACE, -H- HOSE BIBS WITH VACUUM BREAKER (HB W/VB) I. ALL EQUIPMENT SHALL BE UL LISTED 8 INSTALLED ACCORDING TO MANUFACTURER'S PROVIDE LISTED,COMPATIBLE SMOKE DETECTORS MOUNTEDNTED RIGIDLY IN THE DUCT IN INSTRUCTIONS AND RECOMMENDATIONS. SHOULD ANY VARIANCE BETWEEN PLANS AND 15040.2 TEST AND INSPECTION: AGGORDANGE WITH THE MANUFACTURERS INSTALLATION INSTRUCTIONS TO AUTOMATICALLY SHUT GAS GOGK 8 DIRT LEG SPECIFICATIONS OGGUR WITH THESE INSTRUCTIONS,THE ARCHITECT OR ENGINEER SHOULD BE OFF THE SYSTEM WITHIN 30 SECONDS BY INTERRUPTING THE POWER SOURCE OF THE AIR u CONTACTED IMMEDIATELY 50 THAT ANY VARIATIONS IN INSTALLATION GAN BE KNOWN BY I. DOMESTIC WATER PIPING SHALL BE PRESSURE TESTED AND PROVEN TIGHT WITH A MINIMUM OF MOVING EQUIPMENT.DUCT DETECTOR SHALL ACTIVATE A VISIBLE AND AUDIBLE SIGNAL -G-GAS PIPING ALL PARTIES GONGERNED. 100 PSI HYDROSTATIC TEST. PRIOR TO SETTING FIXTURES,FLASH CIRCUITS,TEST,THEN NORMALLY OGCUPIED LEGATIONS.WHERE FIRE DETECTION OR ALARM SYSTEMS ARE PROVIDED, BAGKFILL. THE SMOKE OETECTOR5 SHALL BE SUPERVISED BY SUCH SYSTEMS. SMOKE DETECTORS SHALL ��POINT OF CONNECTION 2. UNLESS OTHERWISE NOTED ON THE EQUIPMENT SCHEDULE,ALL MECHANIGAL EQUIPMENT SHALL BE BE READILY ACCESSIBLE INCLUDING AGGES5 DOORS,AND SHALL BE PERMANENTLY LABELED. MOUNTED ON VIBRATION ISOLATORS TO PREVENT THE TRANSM155ION OF VIBRATION AND 2. NOTIFY ARCHITECT PRIOR TO TESTING. FINAL APPROVAL SHALL BE BY THE GIN INSPECTOR. PROVIDE L.E.D.INDICATOR LIGHT @ CEILING UNDER THE PROTECTED UNIT.INSTALL IN o PIPE DOWN MEGHANIGALLY TRANSMITTED SOUND TO THE BUILDING STRUCTURE. VIBRATION ISOLATORS AGGORDANGE WITH 2OI2 IMG,SECTION 606 AND NFPA l2. SHALL BE SELECTED IN AGGORDANGE WITH THE WEIGHT DISTRIBUTION 50 A5 TO PRODUCE 15050 WASTE WATER SYSTEMS: e PIPE"T"DOWN REASONABLY UNIFORM DEFLECTION. 15G10.3 HI IDENTIFICATION: Z SCOPE DETERMINE IN ADVANCE OF CONSTRUCTION LOCATION OF ANY AND ALL EXISTING � PIPE UP O 3. INSTRUCT OWNER IN THE PROPER OPERATION AND MAINTENANCE OF EQUIPMENT.PROVIDE OWNER WASTE PIPING UNDERGROUND ON SITE,AND IN THE ADJOINING STREETS. PIPING WILL BE AS PROVIDE A SECURELY FASTENED NAME PLATE OF 1/I6"THICK BLACK BAKELITE WITH ENGRAVED WITH BOUND OPERATING AND MAINTENANCE MANUALS,INCLUDE PARTS LIST,MAINTENANCE INDICATED AND PARALLEL WITH BUILDING UNLESS OTHERWISE DIRECTED. FURNISH AND INSTALL WHITE GORE LETTERS AND 4 EDGE BEVEL,2 1/2"X 3/4"PERMANENTLY IDENTIFYING EACH UNIT N SHUT-OFF VALVE (5OV) 5GHEDULE,AND NAME,ADDRESS,AND PHONE NUMBER OF LOCAL PROOUGT REPRESENTATIVE. A COMPLETE SANITARY WASTE SYSTEM,INCLUDING CONNECTION TO CITY SEWERS AND BUILDING AND AREA SERVED. Z PLUMBING FIXTURES. SHUT-OFF VALVE IN CONCRETE YARD BOX Q 4. PAINT IN51DE OF ALL DUCTWORK EXPOSED TO VIEW THRU GRILLES,REGISTERS 8 DIFFUSERS 15010.4 AIR BALANGE: WITH CAST IRON GOVER a FLAT BLAGK, 15050.1 SOIL AND WASTE INSTALLATION: x PROVIDE COMPLETE AIR BALANCE BY INDEPENDENT AABG OR NEBB CONTRACTOR AND --- SHUT-OFF VALVE ABOVE CEILING WITH (n W 5. PROVIDE START-UP BY MANUFACTURER, 1. BURY ALL EXTERIOR 501L LINES A MINIMUM OF IS"BELOW FINISHED GRADE. PROVIDE REPORT TO OWNER AND ENGINEER,AND FOR REVIEW BY CITY IN AGGORDANCE WITH AGGE55 PANEL IMG 405.5.4. cc 15010A GUARANTEE: 2. SLOPE HORIZONTAL SOIL AND WASTE PIPES UNDER BUILDING I/4"PER FOOT,SLOPE SHALL BE 501L/WA5TE W UNIFORM AND FREE OF DIP-5,TRAPS,ETC. 150L30 CONTROL: -GW-GREASY WATER ►-1 Z EACH COMPLETED SYSTEM SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR FROM THE DATE OF AGGEPTANGE OF THE WORK BY THE OWNER. THE CONTRACTOR SHALL GUARANTEE 3. ALL VENTS TO BE LOCATED A MINIMUM OF 1O'FROM ANY M5IDE AIR INTAKE. WORK SPECIFIED HEREIN: FURNISH ALL LABOR,MATERIALS,EQUIPMENT,AND 5ERVIGE5 TO SURFACE GLEAN OUT (SOO) O W EAGH SYSTEM IN WRITING TO BE FREE OF DEFECTS OF MATERIAL AND WORKMANSHIP AND TO INSTALL A COMPLETE ELEGTRIGAL CONTROL SYSTEM AS SPECIFIED HEREIN,AND AS SHOWN ON `,J U PERFORM 5AT15FAGTORILY UNDER ALL GONDITION5 OF LOAD OR SERVICE. THE GUARANTEES 4. NOTIFY ENGINEER IMMEDIATELY IF UPPER MANHOLE RIM 15 ABOVE FINISHED FLOOR. PLANS. �i'1- 2-WAY SURFACE GLEAN OUT (SCO) 1 SHALL PROVIDE THAT ANY ADDITIONAL GONTROL5,PROTECTIVE DEVICES,OR EQUIPMENT WILL CONTRACTOR TO FIELD VERIFY. Z BE PROVIDED AS NECESSARY TO MAKE THE SYSTEMS OR EQUIPMENT OPERATE ��I-UNION u O SATISFACTORILY,THAT ANY FAULTY MATERIALS OR WORKMANSHIP WILL BE REPLAGED OR 5. UNDERGROUND NONMETALLIC SANITARY DRAINAGE PIPING SHALL BE INSTALLED WITH INSULATED REPAIRED,AND THAT ON FAILURE OF THE GUARANTOR TO DO THE ABOVE AFTER WRITTEN COPPER TRACER WIRE.PER LOCAL CODE. ---------VENT PIPING (V) Q NOTIGE FROM THE OWNER,THE OWNER MAY HAVE THE WORK DONE AT THE COST OF THE j� VENT THRU ROOF (VTR)LOCATE 10'FROM U = Z 3 GUARANTOR.PROVIDE EXTENDED 5 YEAR WARRANTY ON ALL AIR CONDITIONING COMPRESSORS 15050.2 PIPING: (,y� m W Z AND PARTS. FRESH AIR SOURCE 0./ 0 1. SCHEDULE 40 AB5 DWV(A5TM D 2661)OR PVC,DWV(A5TM D 2665). WALL GLEAN OUT (WGO) Q 0 2. MATGHING FITTINGS. = 9 0 to Q m zO - Registered Architect in: AZ,W FL,MT,NV,NM,OK,OR,TX,LrFWA O U V lu V L Q v Y Qo Ll O �\ O W w¢� u o .0 3`o m o0 0�o MECHANICAL & PLUMBING Bowie Tiglas SPECIFICATIONS Engineering Inc. M P S g Consul(ingEngineers Phone:602.992.3900 Jusfin@BomeTiglas.com Fax:602.992.1541 809 W.MarNand Ave. ITE#18104MPB Phoenix,AL65013 ELECTRICAL SPECIFICATIONS - NOT ALL MAY BE USED SYMBOLS LEGEND 1. SECT(k!1-GENERAL SPECIFICATIONS AND WARRANTY AGENCY SHALL TEST BOTH PHASE i0 GROUND AND PHASE TO PHASE FOR AT LEAST ONE MINUTE EACH. LIGHTING ABBREVIATIONS RO 1.1. ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL A COMPLETE ELECTRICAL SYSTEM THAT MEETS THE INTENT OF THESE CONSTRUCTION DOCUMENT$NOTES AND SPECIFICAPONS &A, INSULATON RESISTANCE LEST(MEGGER TEST)-TESTING AGENCY SHALL TEST AT 1000 VOLTS FOR ONE MINUTE WITH A MINIMUM OF 50 MEG40HMS OF RESISTANCE TO GROUND.TESTING AGENCY SHALL A AMPERE(AMP) V 1O Sy7- (C' T2 ELECTRICAL DRAWNGS ARE SCHEMATIC IN NATURE.ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE A COMPLETE,OPERATONAL,AND FUNCTIONAL SYSTEM.ANY AND ALL DEVICES,MATERIALS, PERFORM TEST ON BOTH PHASE TO GROUND AND PHASE TO PHASE === GRID MOUNTED TROFFER SEE LIGHT FIXTURE AIC AVAILABLE INTERRUPTING CURRENT ti fie4G, AND LABOR SHALL BE INCLUDED IN INITAL BID. 8.5. GROUND FAULT PROTECTION(GFP)TESTING-TESTING AGENCY SHALL TEST THE PRIMARY VOLTAGE.VOLTAGE SHALL NOT EXCEED 57X OF RATED VOLTAGE.VERIFY TIME-DELAY SETTING AND PICK-UP TIME �0� SCHEDULE FOR TYPE AND SPECIFICATION. AI ALUMINUM '3 "13PRIOR TO PROVIDING BID,THE ELECTRICAL CONTRACTOR SHALL CONDUCT ON-SITE FIELD INVESTIGATION TO BECOME FAMILIAR WTH EXISTING SITE CONDITIONS THERE WILL BE NO ALLOWANCES MADE FOR $ETRNG WITH COORDINATON STUDY 7ESTNG AGENCY$fA11 TEST THE GROUND FAULT PPOlECT10N RELAY TIMING.7ESTNG AGENCY$WLLL TEST THE GROUNDING CONDUCTOR AND THE INSULATON FOR AFC AVAILABLE FAULT CURRENT FAILURE i0 COMPLY RESISTANCE TO GROUND. SURFACE FLUORESCENT FIXTURE 1.4. ALL ELECTRICAL INSTALLATIONS SHALL COMPLY WITH THE CURRENT ADOPTED NATIONAL ELECTRIC CODE(NEC),INTERNATIONAL BUILDING CODE(IBC),INTERNATIONAL ENERGY CONSERVATOR CODE(IECC),ANY �= AFCI ARC FAULT CIRCUIT INTERRUPTER LOCAL AND STATE ADOPTED CODES AND ORDINANCES' AND LOCAL OPLITY COMPANY REQUIREMENTS 9. SECTION 9-ELECTRICAL DISTRIBUTION.PANELBOARDS.CIRCUIT BREAKERS.AND TRANSFORMERS e ^^ AFF ABOVE FINISHED FLOOR ADO 52403 1.5. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN CLARIFICATION O4 ANY CONFLICT IN THE CONSTRUCTION DOCUMENTS,ELECTRICAL SPECIFICATIONS OR DESIGN PRIOR TO HIS BID.THIS 9.1. LABELING: ®® SUSPENDED HIGH BAY AEG ABOVE FINISHED GRADE .0�, ISTER CLARIEICATONS SHALL BE MADE IN THE FORM OF A WRITTEN REL.ANY INTERPRETATIONS MADE BY THE CONTRACTOR NOT CLARIFIED IN WRITING SHALL BE HIS OR HER RESPONSIBILITY TO CORRECT(AT HIS 9.I.A.ALL NEW AND EXISTING PANEL BOARDS SHALL BE PROVIDED WITH NEW,TYPED PANEL BOARD DIRECTORY UNIQUELY LABELING WHAT EACH CIRCUIT BREAKER SERVES. APS ARIZONA PUBLIC SERVICE S,gl�ALyG COST)TO MEET THE INTENT OF THE CONSTRUCTION DOCUMENTS. 9.1.8 ALL ELECTRICAL EQUIPMENT(PANELS,SWITCHBOARDS,DISTRIBUTION BOARDS,TRANSFORMERS,DISCONNECT SWITCHES,MOTOR STARTER,ETC)SHALL BE LABELED WITH PERMANENT BLACK STOCK TAG WITH ©v SUSPENDED LINEAR LIGHT FIXTURE C CONDUIT 1.6. THE MATERIALS AND WORKMANSHIP MUST COMPLY WIN THE RECENT ADOPTED LOCAL CODES(NFPA,NEC,IBC,ADA. EPA,IECC,UTILITY COMPANY REQUIREMENTS,AND ANY AND ALL STATE AND LOCALLY X°TALL WHITE LETTERS LABEL SHALL INCLUDE NAME OF EQUIPMENT,VOLTAGE,AND PHASE IN ADDITION,ALL ELECTRICAL DISTRIBUTION EQUIPMENT SHALL BE PROVIDED WITH A WARNING LABEL READING �/� WALL MOUNTED LIGHT FIXTURE OCT CORRECTED COLOR TEMPERATURE 5I6NED: IO/05/0 ADOPTED CODES) AS FOLLOWS:'WARNING-ELECTRICAL EQUIPMENT-ONLY QUALIFIED PERSONNEL SHALL OPEN OR OPERATE EQUIPMENT." CRT COLOR RENDERING INDEX L7 ELECTRICAL CONTRACTOR SHALL OBTAIN A FULL SET OF CONSTRUCTION DOCUMENTS AND COORDINATE VAN ALL TRADES INCLUDING BUT NOT LIMITED TO,ARCHITECTURAL,OWL,MECHANICAL,PLUMBING, 9.2. ALL EQUIPMENT CONTROL PANELS SHALL HAVE A MINIMUM WITHSTAND RATNG OF 10,000 AIC FOR ONE HALF SECOND U.N.O. 8 WALL MOUNTED WALL PACK CU COPPER STRUCTURAL,LANDSCAPE,FIRE ALARM,AND EQUIPMENT VENDOR.NO PROVISIONS WLL BE MADE FOR FAILURE TO COMPLY. 9.3. EXISTING PANEL BOARDS: DED DEDICATED 1.8 THE ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFY EXACT LOCA PON OF ALL DEVICES AND LIGHT FIXTURES VAN OWNER/ARCHITECT PRIOR TO ROUGH-IN.ANY CONFLICTS SHALL BE PROVIDED IN 9J PROVIDE NEW CIRCUIT BREAKERS TO MATCH BRAND AND TYPE WITH AIC RATING AS INDICATED IN CONSTRUCTION DOCUMENTS. O Q() SURFACE OR RECESSED LIGHT FIXTURE E EXISTING WRITING TO THE ENGINEER 9.3.6..PROVIDE 60 DEGREE RATED TERMINATIONS,CONNECTORS,AND LUGS FOR ALL PANEL BOARDS 100 AMPERES AND LESS PROVIDE 75 DEGREE MINIMUM TERMINATIONS,CONNECTORS,AND LUGS FOR ALL EC ELECTRICAL CONTRACTOR 1.9. IT IS THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO CONTACT SERVING ELECTRICAL UTILITY COMPANY WITHIN FIVE 5 BUSINESS DAYS OF BEING AWARDED A CONTRACT.ELECTRICAL CONTRACTOR PANEL BOARDS GREATER THAN 100 AMPERES () SUSPENDED LIGHT FIXTURE EDF ELECTRIC DRINKING FOUNTAIN SHALL PROVIDE THE SERVING UTILITY COMPANY WN A COMPLETE SET OF ELECTRICAL CONSTRUCTION DOCUMENTS INCLUDING(BUT NOT LIMITED TO AN ELECTRICAL SITE PLAN ONE-LINE DIAGRAM,PANEL 9 4. NEW PANEL BOARDS: ) 9,4A.ALL NEW PANEL BOARDS SHALL BE U.L.LISTED.PROVIDE HAVE RATING AS REQUIRED FOR APPLICATIONS IN WHICH IT IS INSTALLED. ® ® EF EXHAUST FAN SCHEDULES,AND ONES'LOTH SUMMARY 94.B.ALL NEW PANEL BOARDS SHALL HAVE COPPER BUSSING,HAVE A HINGED COVER,AND BE DOOR-INDOOR CONSTRUCTION. SELF-CONTAINED EXIT LIGHT <5W PER SIDE) E.G. EQUIPMENT GROUND 0 1.I0. THE ELECTRICAL CONTRACTOR SHALL TAKE RESPONSIBILITY FOR ANY EQUIPMENT HE SUPPLIES.ALL EQUIPMENT SHALL BE INSTALLED PER MANUFACTURES RECOMMENDATIONS THE ELECTRICAL CONTRACTOR SHALL, 9.4.0 PROVIDE 60 DEGREE RATED TERMINATIONS,CONNECTORS,AND LUGS FOR ALL PANEL BOARDS 100 AMPERES AND LESS.PROVIDE IS DEGREE MINIMUM TERMINATIONS,CONNECTORS,AND LUGS FOR ALL S EM EMERGENCY.PROVIDE 90-MINUTE BATTERY AT HIS COST,CORRECT ANY FAILURE TO COMPLY. WHERE APPLICABLE,ARROWS NDICATE z PANEL BOARDS GREATER THAN iW AMPERES DIRECTION BACK-UP. 0 i.11. ANY DEVIATION FROM THE ELECTRICAL CONSTRUCTION DOCUMENTS SHALL BE APPROVED IN WRITING IN THE FORM OF AN REL 9.4.0.ACCEPTABLE MANUFACTURERS FOR PANEL BOARDS SHALL BE SIEMENS,SQUARE D,EATON.'CUNER HAMMER, AND GENERAL ELECTRIC(GE) GFCI GROUND FAULT CIRCUIT INTERRUPTER 1.I2. THE ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PERMITS AND VARIANCES NEEDED TO COMPLETE HIS SCOPE OF WORK. AS CIRCUIT BREAKERS , I OFF GROUND FAULT PROTECTION > 9.5A.ALL CIRCUIT BREAKERS SHALL BE FULL SIZED.NO PIGGY-BACK OR TANDEM BREAKERS WILL BE ACCEPTED o EMERGENCY BATTERY PACK(BUG-EYE") W 2. SECTION AL-REMODELS AND TENANT IMPROVEMENTS GND GROUND/BOND CONDUCTOR K 2.1. ELECTRICAL CONTRACTOR SHALL VERIFY THE EXACT SCOPE OF REMODEL PRIOR TO THE START OF WORK ELECTRICAL CONTRACTOR SHALL PROTECT ALL EXISTNC POWER AND LIGHTING THAT IS TO REMAIN AND 95.8 .ALL CIRCUIT BREAKERS FEEDI BE SWITCH RATED. IBC INTERNATIONAL BUILDING CODE KEEP ENERGIZED Duewc CONSTRICTION 9.5.0 ALL clRculT BREAKERS FEEDING HVAC MOTORS sHAu BE HCAR RATED. LC EXTERIOR EMERGENCY BATTERY PACK IECC INTERNATIONAL ENERGY CONSERVATION CODE 2.2. ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING A SAFE AND HAZARD FREE WORK ZONE.CONTRACTOR SHALL REMOVE ALL DEMOLISHED EQUIPMENT AT THE END OF EACH DAY TO MINIMIZE 95D.ALL CIRCUIT BREAKERS FEEDING LIGHTING CIRCUITS SHALL BE RATED FOR CONTINUOUS DUTY I.G. ISOLATED GROUND HAZARDS AND TO MAINTAIN A CLEAN WORK ENVIRONMENT 9.5.E ANY CIRCUIT BREAKER FEEDING A CLASS I OR CLASS 1 AREAS SHALL HAVE SWITCHED NEUTRALS. 0-0�0 POLE MOUNTED LIGHT FIXTURE.SEE LIGHT kVA KILOVOLT AMPERE 2.3. THE RECNICAL MAINTAIN SHALL BE RESPONSIBLE FOR: 9.6, 9.6 TRANSFORMERS: FIXTURE SCHEDULE FOR TYPE AND M.C.B. MAIN CIRCUIT BREAKER 2.4. VERIFY SERVICE ENTRANCE SECTION BONDING AND GROUNDING AND BRING INTO COMPLIANCE IF FOUND TO NOT MEET NEC CODE REQUIREMENTS. 9.6.A.ALL TRANSFORMERS ABOVE 15Kva SHALL BE RATED FOR A MINIMUM OF 150 DEGREE TEMPERATURE RISE ABOVE 40 DEGREES AMBIENT ❑i❑-■-❑ SPECIFICATION. M.C.C. MOTOR CONTROL CENTER 25. VERIFY ALL FEEDER SIZES AND BRING INTO COMPLIANCE IF FOUND TO NOT MEET NEC CODE REQUIREMENTS. 9.6.B.ALL TRANSFORMER 75Kw AND BELOW SHALL BE ABLE TO BE WALL,FLOOR,OR RACK MOUNTED. M.L.O. MAIN LUG ONLY 25.A.ALL ELECTRICAL DISTRIBUTION EQUIPMENT(SWITCHBOARDS,DISTRIBUTION PANELBOARDS AND TRANSFORMERS)IN THIS SCOPE OF WORK SHALL BE INSPECTED 70 ENSURE PROPER WORKING ORDER.ALL 9.6,C.ALL TRANSFORMERS SHALL BE U.L.LISTED. N NEW EQUIPMENT SHALL BE CLEANED AND HAVE LUGS RE-TORQUED. 9.6.0.ACCEPTABLE MANUFACTURERS FOR TRANSFORMERS SHALL BE SIEMENS,SQUARED,EATON:CUREA HAMMER,ACME TRANSFORMERS,AND GENERAL ELECTRIC(GE). CEILING FAN N.E.C. NATIONAL ELECTRIC CODE 2.5B ANY LIGHT FIXTURE THAT IS TO REMAIN OR BE RE-USED IN THIS SCOPE OF WORK SHALL BE CLEANED AND RE TAMPED NL NIGHT LIGHT-UN-SWITCHED 1O. SECTION 10-LUMINAIRES BALLASTS AND LAMPING R RELOCATED 2.S.C.ALL LIGHT FIXTURES WIN EMERGENCY FEATURES SHALL BE INSPECTED AND TESTED.ANY FIXTURE FOUND TO BE DAMAGED SHALL BE REPAIRED OR REPLACED AS REQUIRED.THE SAME SHALL BE TRACK FIXTURE,CONFIRM VOLTAGE& REQUIRED FOR EXIT SIGNAGE 70.1. ALL LUMINAIRES SHALL BE LISTED FOR THE USE IN WHICH THEY ARE INSTALLED.ANY LUMINAIRE INSTALLED OUTDOORS SFLllL BE LISTED AS FINER DAMP OR WET DEPENDING ON LOCATION OF INSTALLATON. QUANTITY OF TRACK HEADS.AIM PER R.F.I, REQUEST FOR INFORMATION 2.6. THE ELECTRICAL CONTRACTOR SHALL REPORT ALL DISCREPANCIES AND NON-COMPLIANT ITEMS TO THE OWNER AND ENGINEER IN WRITING. 10.2 ALL LUMINAIRES THAT ARE RECESSED SHALL EITHER BE LC RATED OR LOCATED A MINIMUM OF 3'AWAY FROM COMBUSTIBLE MATERIALS.RECESSED FIXTURES SHALL BE THERMALLY PROTECTED. ARCHITECT/OWNER. SES. SERVICE ENTRANCE SECTION 103. ALL FLUORESCENT FIXTURES THAT HAVE DOUBLE ENDED LUMPS SHALL HAVE INTEGRAL DISCONNECTING MEANS PER CURRENT ADOPTED EDITION OF IECC. CONTROLS SFD SMOKE FIRE DAMPER 3. SECTION 3-ELECTRICAL DEMOLITION 1U4. ALL LIGHT FIXTURES PROVIDED AND INSTALLED BY CONTRACTOR SHALL BE INSTALLED WIN LAMPS,WHIPS,AND ANY SPECIFIC ACCESSORIES. SPD SURGE SUPPRESSION DEVICE f0.5. THE ELECTRICAL CONTRACTOR SHALL COORDINATE EXACT MOUNTING,CEILING TYPE,AND MOUNTING HEIGHT WITH ARCHITECT PRIOR 7O ORDERING.ALL FIXTURES INSTALLED IN A GRID CEILING OR WITH A FIANCE SINGLE POLE SPEC GRADE TOGGLE SWITCH 3.1. ELECTRICAL ENERGIZED DURING SHALL VERIFY O THE EXACT SCOPE OF DEMOLITION PRIOR TO THE START OF WORK ELECTRICAL CONTRACTOR SHALL PROTECT ALL EXISTING POWER AND LIGHTING THAT IS TO REMAIN AND SRP SALT RIVER PROJECT KELP ENERGIZED DURING CONSNICTION KIT SHALL BE EQUIPPED WITH(4)FOUR EARTHQUAKE MOUNTING CLIPS.ALL HOLLERS INSTALLED IN A LAY-IN GRID SHALL BE SUPPORTED PER IBC REQUIREMENTS CONNECT A MINIMUM OF(2)19 WIRES TO MOUNTED AT+44 AFF TO CENTER OFCSON OPPOSITE CORNERS OF FIXTURE TO FIXTURE TAUGHT TO STRUCTURE AND 2 LOOSE WIRES AT OTHER CORNERS. DEVICE TEP TELEPH ELECTRIC POWER 3.2 ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING A SAFE AND HAZARD FREE WORK ZONE CONTRACTOR SHALL REMOVE ALL DEMOLISHED EQUIPMENT AT THE END OF EACH DAY TO MINIMIZE () TUBTIC TELEPHONE MOUNTING BOARD HAZARDS AND TO MAINTAIN A CLEAN WORK ENVIRONMENT 10.6. ANY PRISMATIC LENS SHALL BE A MINIMUM OF 0 125"NICK. RTC TELEPHONE TERMINAL CABINET 3.3 ANY DEMOLISHED CIRCUITS SHALL BE REMOVED COMPLETELY INCLUDING BUT NOT LINKED TO CONDUIT,WIRE,SUPPORT STRUCTURE,FASTENERS,AND JUNCTION BOXES.ALL REMOVED CIRCUITS SHALL BE 10.7. LAMPING SWITCH AS NOTED:MOUNTED AT+44°AFF 7O LIFER CONCRETE ENCASED ELECTRODE o RE-LABLED IN PANELBOARDS OR LOAD CENTER AS'SPARE'ELECTRICAL CONTRACTOR SHALL TRACE AN UN-MARKED BRANCH CIRCUITS AND PROVIDE A NEW,TYPED PANEL SCHEDULE DIRECTORY THAT CLEARLY 10.7A.ALL FLUORESCENT LAMPS SHALL BE A MINIMUM OF 3500 KELVIN(UNLESS NOTED OTHERWISE IN LUMINAIRE SCHEDULE)AND 80+CRI CENTER OF CENTER OF DEVICE U.G. UNDER GROUND a IDENTIFIES ALL BRANCH CIRCUITS. 10.7E ALL H.LD.LAMPS SHALL BE PULSE START TYPE NOTED IN LUMINA IRE SCHEDULE. $1 3-3-WAY LV=LOW-VOLTAGE ONO UNLESS NOTED OTHERWISE 3A. EXISTING ELECTRICAL EQUIPMENT THAT INTERFERES WITH CURRENT SCOPE OF WORK SHALL BE PROTECTED OR REMOVED AND RE INSTALLED UPON PROJECT COMPLETION.SUCH REMOVAL,DISCONNECTION, 107.C.ALL INCANDESCENT LAMPS SHALL BE 130V FOR'A"TYPE BASE 4=3-WAY K=KEYED VA VOLT AMPERES u RELOCATION,AND RE-INSTALLATION SHALL BE INCLUDED IN ELECTRICAL CONTRACTORS ORIGINAL BID FAILURE TO COMPLY SHALL NOT RESULT IN ADDED COST TO THE OWNER. 10.8. BALLASTS D=DIMMER(2000W SLIDE TYPE) W WATT 3.5. ANY DISTRIBUTION BOARDS,PANEL BOARDS,OR LOAD CENTERS AFFECTED UNDER THIS SCOPE SHALL HAVE THE LOADS OF EACH CIRCUIT AFFECTED AND FEEDERS TESTED TO VERIFY THEY DO NOT EXCEED 80% 1O8.A.ACCEPTABLE EALLAST MANUFACTURERS ARE:ADVANCED,GE,AND LUTRON. WP WEATHER PROOF-RAIN TIGHT 1D8.B.ALL BALLASTS SHALL BE UL LISTED,CBM CERTIFIED,AND ER TESTED.BALLASTS SHALL HAVE AN A'SOUND RATING,A THO OF LESS THAN 10%,AND A POWER FACTOR GREATER THAT 0.9. OCCUPANCY SENSOR SWITCH.MOUNTED AT NEMA 3R OR NEMA 4 OF THEIR STATED RATNG ANY DAMAGED CIRCUIT BREAKER OR FEEDERS SHALL BE REPLACED WITH NEW UNDER THIS SCOPE OF CONSTRUCTION. }44"AFF TO CENTER OF DEVICE SENSOR 0 3.6. ALL EXISTING EQUIPMENT AND DAMAGED SHALL BE VERIFIED TO BE IN COMPLIANCE WITH EXISTING CODES AND ORDINANCES.ALL NON-COMPLIANT INSTALLATIONS SHALL BE BROUGHT UP TO COMPLIANCE 1O8.C.ALL FLUORESCENT BALLASTS SHALL START AT 70 A7 LEAST 60 DEGREES E WHEN BALLASTS ARE LISTED IN LUMIN4IRE SCHEDULE AS'COLD WEATHER",INSTALLED IN COOLERS,OUTSIDE,OR OPEN WR WEATHER RESISTANT WIN EXISTING CODES. WAREHOUSE AREAS,BALLAST SHALL START AT 0 DEGREES F. os SHALL BE DUAL-TECHNOLOGYPROGRAMMED X EXISTING TO BE DEMOLISHED lO B.D.ALL H.LD.B4LIASTS SHALL BE PULSE START,START AT A MINIMUM OF-20 DEGREES F AND 131 DEGREES F. MANUAL ON-AUTO OFF XP EXPLOSION PROOF 11 1. 10.8.E ALL ELECTRONIC DIMMING BALLASTS SHALL DIM SMOOTHLY FROM 100%OUTPUT TO 10%OUTPUT.IN ADDITION,ELECTRONIC DIMMING BALLASTS SHALL LIMIT INRUSH CURRENT INTERNALLY TO A MAXIMUM ■ 4. SECTION 4-MEANS.METHODS AND MATERIALS ❑ LOW-VOLTAGE PUSH BUTTON CONTROL 4.I. ALL RECEPTACLES LOCATED WITHIN SIX FEET OF WATER OR A SINK SHALL BE PROTECTED BY EITHER A GFCI TYPE RECEPTACLE OR GFCI TYPE CIRCUIT BREAKER IN PANELBOARDS. OF 3 AMPS AT 27N AND 7 AMPS A7 120V HVAC 4.2. ALL EMT,°SEAUTGHT".RIGID NON-METALLIC CONDUIT,FLEXIBLE METALLIC CONDUIT,FLEXIBLE NON-METALLIC CONDUIT,AND ANY OTHER CONDUIT POUT DOES NOT THAT DOES NOT CONTAIN A GROUND WIRE ® PHOTOCELL(EXTERIOR)-AIM NORTH SHALL HAVE A BOND WIRE SIZED PER NEC INCLUDED AS PART OF BRANCH CIRCUIT CONDUCTORS. 11. SECTION 11-EMERGENCY LIGHTING AND BALLASTS ff� FUSIBLE DISCONNECT SWITCH W.P. WHERE 4.3. ALL EQUIPMENT AND MATERIALS SHALL BE A STANDARD PRODUCT MADE BY A REPUTABLE MANUFACTURE.INSTALL ALL EQUIPMENT AS RECOMMENDED BY MANUFACTURE SPECIFICATIONS. 11.1. EMERGENCY PATH OF EGRESS SHALL BE DESIGNED AND DESIGNATED BY ARCHITECT OF RECORD.ELECTRICAL CONTRACTOR SHALL PROVIDE A I FOOT CANDLE AVERAGE AND A 0.I FOOTCANDLE MINIMUM ON THE ® PHOTO SENSOR(INTERIOR) '1J INSTALLED OUTDOORS N.F.=NON-FUSED 4.4. ALL WIRING DEVICES SHALL BE SPEC GRADE BY PASS&SEYMOUR,HUBBELL,OR LEVITON ALL WIRING DEVICES SHALL BE RATED AT 20 AMPS OR GREATER WIRING DEVICES SHALL BE WHITE.CONTRACTOR PATH OF EGRESS PER IBC 1006. ® POWER PACK OR SLAVE PACK m SHALL VERIFY EXACT FINISH WITH ARCHITECT PRIOR To ORDERING. Ill.. ALL LIGHT FIXTURES DESIGNATED AS EMERGENCY(EMU OR NIGHTUNIT(NE)SHALL BE CONNECT AS UN-SWITCHED. U CEILING MOUNTED OCCUPANCY SENSOR FUSIBLE DISCONNECT SWITCH/MOTOR STARTER. 3 4.5. ELECTRICAL CONTRACTOR SHALL PROVIDE PERMANENT MARKING ON COVERPLATE INDICATING PANEL AND CIRCUIT NUMBER.COVERPLATES SHALL BE WHITE FOR OFFICE APPLICATIONS AND STAINLESS STEEL IN L 30A/3P WITH MINIMUM SIZE 1 MAGNETIC WiAREHOUSE/INDUSTRAL/MANUFACTURING AREAS.CONTRACTOR SHALL VERIFY EXACT FINISH WITH ARCHITECT PRIOR TO ORDERING. 12. SECTION 12-LIGHTING CONTROLS(SWITCIIES.DIMMERS OCCUPANCY SENSORS CONTROL PANELS.DA111GHPNG.CONTRACTOR) DUAL-TECHNOLOGY-360' STA TER OR U.N.O.N.F.=NON-FUSED z 4.6. ELECTRICAL CONTRACTOR MAY USE ELECTRICAL METALLIC TUBING('EMT")WHERE ACCEPTABLE BY THE NEC.EMT SHALL NOT BE USED WHERE INSTALLATON IS SUBJECT TO PHYSICAL DAMAGE.MINIMUM 12 t ALL LIGHT SWITCHES SHALL BE INSTALLED IN COMPLIANCE WITH NEC AND IECC FOR GROUPING AND ACCESSIBILITY TC ELECTRIC HME CLOCK(ASTRONOMICAL) w ACCEPTABLE SIZE FOR BRANCH CIRCUITS IS X"AND HOMERUNS IS N° 122. ALL OCCUPANCY SENSORS SHALL BE PROGRAMMED AS MANUAL'ON'AND VACANCY'OFF.' ROOM CONTROLLER MOTOR STARTER PROVIDE AND INSTALLED BY O 12.3. ALL LIGHTING CONTROL RELAY PANELS SHALL HAVE RELAYS RATED AT 14,000 AIC OR GREATER.ALL LIGHPNG CONTROL PANES SHALL BE PROGRAMMED BY ELECTRICAL CONTRACTOR ZONING AND TIMES SHALL POWER ® ® ELECTRICAL CONTRACTOR. _ 4.7 ALL EM7 Fl1TINC5 SHALL BE COMPRESSION TYPE.SET-SCREW FITTINGS SHALL ONLY BE ACCEPTED WITH WRITTEN APPROVAL FROM OWNER AND ENGINEER. BE COORDINATED WIN OWNER NAN7.ALL PROGRAMMING SWUL MEET THE REQUIREMENTS OF THE CURRENT ADOPTED IECC. 4.8. ALL CONDUCTORS SHALL BE COPPER AND RATED FOR 600V.THE MINIMUM LINE VOLTAGE CONDUCTOR SIZE SHALL BE 111 AWG COPPER.ALL CONDUCTORS 16 AND SMALLER SHALL HAVE THHN OR THHW 0 SURFACE MOUNTED PANEL BOARD CONTRACTOR FURNISHED AND INSTALLED BY 12A. ALL DAYLIGHT HARVESTING SENSORS$HALL AUTOMATICALLY CONTROL LIGHTING IN DESIGNATED ZONE TARGET LIGHTING LEVELS SHALL BE COORDINATE WITH OWNER/TEN4NT. ELECTRICAL CONTRACTOR.SEE PLAN FOR SIZE Z INSULATION.ALL CONDUCTORS 14 AWG AND LARGER 77LL HAVE CIRCUITS OR XHHW-2 TYPE INSULATION.ALL CONDUCTOR INSULATION SHALL BE RATED FOR 90 DECREES.ANY 120V BRANCH CIRCUIT FLUSH MOUNTED PANEL BOARD(MINIMUM 6" y OVER Too'-O'SHALL HAVE 110 AWG MINIMUM AND 277V BRANCH CIRCUITS OVER 200'-0°SHALL HAVE 110 AN;MINIMUM. 12A ALL LIGHTING CONTACTORS SHALL HAVE A WITHSTAND RATING OF 14,000 NC FOR A5 SECONDS UNLESS SPECIFICALLY NOTED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS, WALL DEPTH REQUIRED) AND REQUIREMENTS. 126. ACCEPTABLE OCCUPANCY SENSOR SWITCH,LOW VOLTAGE SWITCH,TOGGLE SWITCH,AND DIMMER SWITCH MANUFACTURES ARE LUTON LEVITON WATTS7OPPER,HUBBELL,OOUGLAS,AND LC AND D.ACCEPTABLE �,�, a 4.9. BRANCH CIRCUITS CONTAINING 7W0(1)OR MORE CURRENT CARRYING CONDUCTORS SHALL HAVE DEDICATED NEUTRALS. LIGHTING CONTROL RETRY PANELS ARE:WATT STOPPER,LUTON,HUBBELL,DOUGIAS,AND LC AND D 20A SPECIFICATION GRADE DUPLEX 0 MOTOR 4.70. ALL CONDUITS SHALL BE INSTALLED IN A NEAT AND ORGANIZED MANNER.CONDUITS SHALL BE RUN PARALLEL AND PERPENDICULAR TO BUILDING LINE CONDUIT SHALL NOT BE RUN ON EXTERIOR FACES OF THE 127 ALL DIMMER SWITCHES(LINE VOLTAGE,O-10V OR FORWARD PHASE)USED WIN LED TYPE LUMINAIRES OR LAPS SHALL BE LISTED FOR USE WIN SPECIFIC FIXTURE/LAMP.COORDINATE INRUSH CURRENT WITH � RECEPTACLE MOUNTED 15'AFF TO BOTTOM lz BUILDING U.N.O. ¢ 4.17. ALL CONDUIT SUPPORT SHALL BE INSTALLED ON THE STRUCTURE OF THE BUILDING BY WAY OF UNI-STRUCT OR EQUAL U.L.LISTED PRODUCT CONDUIT SHALL NOT BE SUPPORTED BY CEILING GRID SYSTEM,TIE DIMMER MANUFACTURE AND LED DRIVER MANUFACTURE H.P.RATED MOTOR RATED SWITCH WITH WIRES,OR ANY OTHER BUILDING PIPING ALL INSTALLATIONS AND SUPPORTING SHALL BE PER NEC APPROVED METHOD. 728. ALL SWITCHING DEVICES SHALL BE UL LISTED FOR SPECIFIC USE OF LOAD BEING CONTROLLED.ALL DIMMERS AND SWITCHES SHALL MEET U.L.,ANSI,AND IEEE STANDARDS 20A SPECIFICATION GRADE DUPLEX $M THERMAL OVERLOADS. lw 4.12. FLEXIBLE METAL CONDUIT SHALL BE USED TO CONNECT EQUIPMENT THAT MAY VIBRATE.MAXIMUM LENGTH SHALL BE 6'-O'.SUCH INSTALLATIONS MADE OUTDOORS SHALL UTILIZE SEAL LIGHT RECEPTACLE MOUNTED ABOVE COUNTER OR - 13. SECTION 13-TELEPHONE.DATA.AND I.T.SYSTEMS AT HEIGHT AS NOTED IN PLANS.4.13. MC CABLE MAY BE USED FOR CONCEALED BRANCH CIRCUITS ONLY.MC CABLE MAY NOT BE USED FOR EXPOSED BRANCH CIRCUITS,HOME RUNS,MEDICAL APPLICAPON$OR EXTERIOR INSTALLATIONS.THE USE TELE/DATA m 13L. ELECTRICAL CONTRACTOR SHALL PROVIDE EMPTY N'EMI CONDUIT WITH NYLON PULLSTRING STUBBED ABOVE ACCESSIBLE CEILING SPACE FOR ALL TELE/DATA DEVICES SHOWN IN ADDITION,THE ELECTRICAL / OF MEDICAL GRADE MC CABLE MAY BE USED FOR MEDICAL CONCEALED BRANCH CIRCUITS ONLY.R SHALL NOT BE USED FOR EXPOSED BRANCH CIRCUITS,HOME RUNS,OR EXTERIOR INSTALLATIONS THE USE 20A SPECIFICATION GRADE 1L2$WITCHED a CONTRACTOR SFLLLL BE RESPONSIBLE FOR PROVIDING JUNCTION BOX AND MUD-RING.COORDINATE ALL PHONE AND DATA REQUIREMENTS KITH OWNER/TENANT PRIOR TO ROUGH-IN. DUPLEX RECEPTACLE MOUNTED 15"AFF TO DATA OUTLET MOUNTE 15"JFF TO BOTTOM OF MC CABLE MUST BE ACCEPTED BY OWNER/7ENAM/LANDLORD IN WRITING PRIOR 70 USE 13.2. ALL TELEPHONE MOUNTING BOARDS SHOWN IN CONSTRUCTION DOCUMENTS SHALL HAVE 16 AND COPPER GROUND TIED TO MAIN SWITCH GEAR GROUNDING SYSTEM ALL TELEPHONE MOUNTING BOARDS SHALL BOTTOM U.N.O. U.N.O.PROVIDE WITH&)3/4 CONDUIT STUB 4 l4. ALL NEW FEEDERS SHALL BE CONTINUOUS.ANY SPLICE IN A NEW CONDUCTOR REQUIRES WRITTEN APPROVAL BY ENGINEER. D WITH NYLON PULLSTRI STUBBED MINIMUM OF 4.I5. ALL FEEDERS SHALL HAVE CONTINUOUS COLORED INSULATION BE'CDX°TYPE PLYWOOD PAINTED TO MATCH WALL.COORDINATE ALL PHONE AND DATA REQUIREMENTS WITH SERVING UTILITY COMPANY, ,�{� 20A SPECIFICATION GRADE ISOLATED GROUND 4"ABOVE CEILING. - 4.16 ALL FEEDER CONNECTIONS AND SPLICES SHALL BE EXOTHERMIC WELDS-NO EXCEPTIONS 44 =L RECEPTACLE MOUNTED 15"AFF TO BOTTOMlz 4.17. ALL CABLING INSTALLED IN A PLENUM CEILING SHALL BE PLENUM RATED ACCORDING TO THE ADOPTED NEC ARTICLE'WIRING METHODS." 14. SECTION 14-MOTORS HVAC AND PLUMBING SYSTEMS U.N.O.RECEPTACLE SHALL BE ORANGE. PHONE OUTLET MOUNTED 15"AFF TO BOTTOM 4,18, ALL NON-METALLIC CONDUIT(PVC-MINIMUM OF SCHEDULE 4O)SHALL BE INSTALLED A MINIMUM OF 24'BELOW GRADE OR SUB.P✓C MAY ONLY BE USED UNDER GROUND,IN CONCRETE,OR IN MASONRY 14A. ELECTRICAL CONTRACTOR SHALL COORDINATE ALL HVAC AND PLUMBING ELECTRICAL CONNECTIONS WITH MECHANICAL CONSTRUCTIONS DOCUMENTS AND MECHANICAL CONTRACTOR PRIOR TO ROUGH-IN.THIS U.N.O.PROVIDE WITH 11�3/4"CONDUIT$TUB INCLUDES COORDINATION OF POWER REQUIREMENTS,VOLTAGES,HORSEPOWER RATING,FLA,MCA,MOCP,AND LOCATORS OF ALL HVAC UNITS,EXHAUST FANS,EVAPORATIVE COOLERS,WATER HEATERS, 20A SPECIFICATION GRADE FOURPLEX � WITH NYLON PULLSTPo S BBED MINIMUM OF p Will Ls ALL CONDUIT INSTALLED UNDERGROUND SHALL CONTAIN A METALLIC TRACE WIRE THE METALLIC TRACER WIRE SHALL BE A MINIMUM OF 118 AWG COPPER.IT IS RECOMMENDED THE TRACER WIRE BE POINT-OF-USE WATER HEATERESMOKE DUCT DETECTORS,FIRE SMOKE DAMPERS,ETC.ELECTRICAL CONTRACTOR SHALL NOTIFY ENGINEER IN WRITING IMMEDIATELY OF ANY CHANGES IN HAD EQUIPMENT THAT WILL 4 RECEPTACLE MOUNTED 15 AFF TO BOTTOM 4 ABOVE CEILING. SECURED N THE TOP OF THE CONDUIT AT 6'-O'ON CENTER. IMPACT OR CHANGE THE ELECTRICAL CONSTRUCTION DOCUMENTS. U.N.O. TELE//DATA OUTLET MOUNTED 15"AFF TO 4.19. ALL CONDUCTORS 110 AND SMALLER SHALL BE SOLID COPPER.ALL CONDUCTORS 18 AND LARGER SHALL BE STRANDED COPPER 14.2. DISCONNECT SWITCHES FOR ALL HVAC EQUIPMENT SHALL BE HEAVY DUTY,COMMERCIAL GRADE,QUICK MAKE,QUICK BREAK TYPE ALL DISCONNECT SWITCHES LOCATED OUTSIDE SHALL BE NEMA 3R MINIMUM 20A SPECIFICATION GRADE DUPLEX BOTTOM U.N.O.PROVIDE W1TH((1))3��4" 4,20. ANY MATERIAL INSTALLED OUTSIDE SHAM BE O.L.LISTED FOR USE IN WET LOCATION. ANY DISCONNECT SWITCH LOCATED IN ENVIRONMENT SUBJECT TO DIRECT WATER SPRAY SHALL BE RATED NEMA 0..GENERAL DUTY DISCONNECTS SHALL ONLY BE USED WITH WRITTEN APPROVAL FROM ENGINEER RECEPTACLE MOUNTED ABOVE COUNTER OR CONDUIT STUB WITH NYLON PULLSTRING F 4,21. ALL CONDUCTORS SHALL BE LABELED A7 TERMINATION POINTS WITH PANEL AND CIRCUIT NUMBER THAT FEEDS EACH CONDUCTOR AND A CREDIT TO OWNER.BASE BID SHALL BE EASED ON HEAVY DUTY DISCONNECT SWITCHES. AT HEIGHT AS NOTED IN PLANS. STUBBED MINIMUM OF 4 ABOVE CEILING. 4.22. CONDUCTOR COLOR CODING: 143. ELECTRICAL CONTRACTOR SHALL PROVIDE APPROPRIATELY SIZED,TYPE,VOLTAGE,AND QUANTITY OF DUEL ELEMENT TIME-DELAY FUSES EACH HVAC UNIT.FUSES SHALL BE SIZED PER HVAC MANUFACTURE 20A SPECIFICATION GRADE SWITCHED TALL EQUIPMENT GROUNDING CONDUCTORS(EG)SHALL BE GREEN REQUIREMENTS AND/OR NAMEPLATE ON UNIT. �q} TELE/DATA OUTLET MOUNT IN SCRUB WATER a 'ALL ISOLATED GROUNDING CONDUCTORS(1 G.)SHALL BE GREEN WITH YELLOW STRIP 14.4. ELECTRICAL CONTRACTOR SHALL COORDINATE AND PROVIDE ANY NECESSARY EQUIPMENT,CONTACTORS,MOTOR STARTERS,RELAYS,ETC.NEEDED TO CONNECT TO FIRE ALARM SYSTEM OR BUILDING MANAGEMENT *C RECEPTACLE CONTROLLED VIA OCC.SENSOR, RATED FLUSH FLOOR BOX(FINISH BY - 422.A. I10V,2-WIRE:UNGROUNDED LEG=BLACK;GROUNDED NEUTRAL=WHITE SYSTEM NO PROVISIONS WILL BE MADE FOR FAILURE TO COMPLY. MOUNTED 1JV"AFF TO BOTTOM U.N.O. ARCHITECT)J.THOMAS&BE TS,HUBBELL,OR 4.22.A. 120/24OV,J-WIRE,1-PHASE:PHASE A=BLACK;PHASE B=RED;GROUNDED NEUTRAL=WHITE 145. ELECTRICAL CONTRACTOR SHALL PROVIDE MAGNETIC MOTOR STARTERS AT ALL MOTORS RATED BETWEEN DRELL)AND TWENTY-FIVE(25)HORSEPOWER MAGNETIC MOTOR STARTERS SHALL BE PROVIDED WITH ^ 20A SPECIFICATION GRADE SIMPLEX EQUAL.PKOVIDE WITH((1)T"CONDUIT STUB - 4.22B.240V DELTA,3-WIRE,3-PHASE:PHASE A=BLACK;PHASE 8-RED,PHASE C=BLUE THERMAL OVERLOADS,TWO(2)AUXILIARY CONTACTS,INTERNAL LINE VOLTAGE TO 24VOLT TRANSFORMER,AMBIENT COMPENSATION,RUNNING LIGHT(RED),HAND-OFF-AUTO ACROSS THE LINE STARTERS. p RECEPTACLE MOUNTED 15"APE TO BOTTOM WITH NYLON PLILLSTRING STUBBED MINIMUM OF 4.22.C. 120/24OV,4-WIRE,3-PHASE HIGH-LEG DELTA:PHASE A=BLACK;PHASE C=BLUE;HIGH LEG(208V TO NEUTRAL)=ORANGE,GROUNDED NEUTRAL=WHITE 14.6. ALL TAP CONDUCTOR SHALL BE A MAXIMUM OF 25'IN LENGTH AND NOT BE LESS THAN ONE THIRD(1/3)OF THE RATED AMPACITY OF THE FEEDER CONDUCTOR PER THE NEC. U.N.O. 4"ABOVE CEILING. (D" 4.22D.20BY/12OV,4-WIRE,3-PHASE:PHASE A=BLACK;PHASE B=RED;PHASE C=BLUE;GROUNDED NEUTRAL=WHITE 14.7. ELECTRICAL CONTRACTOR SHALL PROVIDE WEATHERPROOF(WP),WEATHER RESISTANT(OUR),GFCI,RECEPTACLE WITH METALLIC WHILE-IN-USE COVER WITH 25"-O'OF ALL MECHANICAL EQUIPMENT. SPECIAL RECEPTACLEzg� .SEE PLANS FOR TELE IATA OUTLET MOUNTED FLUSH IN - M 422E 480V DELTA,3-WIRE 3-PHASE:PHASE A=BROWN;PHASE B=ORANGE;PHASE C=YELLOW 14A ELECTRICAL CONTRACTOR SHALL PROVIDE MANUAL MOTOR STARTER WITH THERMAL OVERLOADS FOR ALL FRACTIONAL HORSEPOWER MOTORS GREATER THAN 11 HP.PROVIDE AMBIENT COMPENSATION AS REQUIRED REQUIREMENTS AND NEMA RATING. ® CEILING.CD=CORD DROP THOMA$&BETTS, CO o 4.22E 480Y/277V,4-WIRE,3-PHASE PHASE A=BROWN;PHASE B=ORANGE;PHASE C=YELLOW;GROUNDED NEUTRAL=GRAY 20A SPECIFICATION GRADE RECEPTACLE HUBBELL,OR EQUAL -, 15, SECTION 15-SURGE PROTECTION MOUNTED IN SCRUB WATER RATED FLUSH Ln� N TR1 &6 PR I aN WARRANP CABLE TV.OUTLET MOUNTED 15"AFF TO 5. 152 ALL SPD's SHALL BE UL.AND INSTALLED PER NEC 285. ®® FLOOR BOX(FINISH BY ARCHITECT). THOMAS u 0 BOTTOM U.N.O.PROVIDE W11H 1 3 4"5,1. ELECTRICAL CONTRACTOR SWLLL SUBMIT A COMPLETE ELECTRICAL SUBMITTAL TO ELECTRICAL ENGINEER FOR RENEW AND APPROVAL PRIOR TO ORDERING ANY EQUIPMENT SUBMITTAL SHALL INCLUDE ANY NEW y.�- 152. FOR ALL EXTERNALLY MOUNTED UM O THE ELECTRICAL CONTRACTOR SHALL ROUTE 7O MINIMIZE DISTANCE. &BETTS,H BBELL,OR EQUAL. () 'FF� SWITCHBOARDS, WITCHBOARDS MOUNTED AND EX STUDY IF REQUIRED PANEL BOARDS CIRCUIT BREAKERS LIGHT FIXTURE LIGHT POLES LIGHTING CONTROLS FIRE ALARM EQUIPMENT STARTERS DISCONNECT SWITCHES B CONDUIT STUB WITH NYLON PULCSTRING s ( )• � 15.3. ALL SPD's STALL HAVE A MINIMUM OF 5-YEAR WARRANTY,200k4 SCCR PROTECTION PER PHASE,BE 20kA LINE 70 NEUTRAL,HAVE A RESPONSE TIME OF LESS THAT 0.5 NANOSECONDS,AND CONTAIN LED m HMERNaf1r MOUNTED AND EXTERIOR MOUNTED sPD'S AND Huac EQUIPMENT INDICATOR LIGHTS IN SHOW CURRENT CONDmON. 20A SPECIFICATION GRADE RECEPTACLE STUBBED MINIMUM OF 4"ABOVE CEILING. - V a 5.2 SUBMITTAL MAY BE ENTAILED AS A.PDF DOCUMENT OR DELIVERED AS A HARD COPY.IF HARD COPIES ARE USED,A MINIMUM OF(2)TWO COPIES ARE REQUIRED;(1)ONE TO MARK-UP AND RETURN AND(1) ®® MOUNTED D FLUSH IN CEILING. ONE TO KEEP FOR ENGINEER'S RECORDS. M SECTION 16-ELEVATORS CD CORD DROP 1HOMA5&BE7T$ 3/4"•CDX•PLYWOOD TELEPHONE TERMINAL U O 76.1. R SHALL REMAIN THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE EXACT ELEVA70R REQUIREMENTS WIN VENDOR AND AHJ. HUBBELL,OR EQUAL BOARD TMB).PROVIDE iD �(6 AWG GND. TO 5.3. ALL SUBMITTALS AND/OR SHOP DRAWINGS SHAL INCLUDE COMPLETE DIMENSIONS FOR REFERENCE. $E$"S'ZE AS NOTED ON D AWINGS.INSTALL 5A THE CONTRACTOR STALL PROVIDE(2)TWO SETS OF MANUFACTURE AND SUPPLIER WARRANTIES,OPERATIONS MANUALS AND ALL OTHER MATERIAL TO OWNER/TENANT WITHIN TWO WEEKS OF FINAL CERTIFICATE OF 16.2 ALL INSTALLATIONS SHALL COMPLY WITH THE CURRENT ADOPTED NEC,LOCAL,AND STATE CODES. POWER AND COMMUNICATION POLE.PROVIDE PER PHONE Co.REQUIREMENTS. a OCCUPANCY. 763. ELECTRICAL CONTRACTOR SHALL PROVIDE THE FOLLOWING: [Ti WITH DUAL COMPARTMENTS FOR SEPARATION 55. THE ELECTRICAL CONTRACTOR SHALL PROVIDE A COMPLETE,ACCURATE,AND FINAL AS-BUILT TO THE ENGINEER AND OWNER WITHIN 2 WEEKS OF PROJECT COMPLETION.AS-BUILDING BY THE ENGINEER WILL BE i6.3.A.DEDICATED BRANCH CIRCUIT FOR ELEVATOR EQUIPMENT ROOM LIGHTING AND GFCI RECEPTACLE. OF POWER AND TELE/DATA. BILLED A STANDARD HOURLY RATES. 163.8..DEDICATED BRANCH CIRCUITS FOR ELEVATOR PR LIGHT(4'-O'E. RESCENT STRIP WITH 2-1AMPS AND WIRE GUARD),GFCI RECEPTACLE,AND SUMP PUMP(IF REQUIRED). CONDUIT SPECIAL SYSTEMS 5.6. THE ELECTRICAL CONTRACTOR SHALL TRANSFER ALL MANUFACTURE WARRANTIES N OWNER/TENANT AT COMPLETION OF PROJECT.THIS SHALL INCLUDE ALL WRITTEN DOCUMENTATION FURNISHED BY 163.C.DEDICATE BRANCH CIRCUIT TO ELEVATOR HVAC SYSTEM THAT CAN BE LOCKED IN THE OPEN POSITION THIS CIRCUIT SHALL FEED NO OTHER EQUIPMENT L SUPPLIER/MANUFACTUERER. 16.3.D.DEDICATED BRANCH CIRCUIT FOR ELEVATOR CAB LIGHTS,POWER, ,AND OPTIONAL EQUIPMENT AS REQUIRED.DISCONNECT SHALL BE LOCKABLE IN THE OPEN POSITION AND LOCATED WITHIN THE Q JUNCTION BOX(4"MINIMUM) 0CARBON MONOXIDE DETECTOR S7. THE OWNER ENANT RESERVES THE RIGHT TO REQUIRE THE CONTRACTOR TO REMOVE AND REPLACE AT HIS COST ANY EQUIPMENT OR INSTALLATIONS THAT DO NOT MEET THESE ELECTRICAL SPECIFICATIONS OR PROVIDER EQUIPMENT ROOM. CONCEALED CONDUIT 0 SMOKE DETECTOR ELECTRICAL CONSTRUCTION DOCUMENTS. ( ) 16.3.E PROVIDE SMOKE DETECTOR AT ALL ELEVATOR LOBBIES.EACH SMOKE DETECTOR SHALL BE PROVIDED WITH AUXILIARY CONTACTS THAT SHALL BE TIED INTO ELEVATOR CONTROLLER i0 RECALL OPERATION ------ UNDERGROUND CONDUIT o0 MODE IN CASE OK OF A FIRE Qp DUCT SMOKE DETECTOR 5.8. THE ELECTRICAL CONTRACTOR MSHALLTHAT PROVIDE A MINIMUM OF A TWO VE YEAR WARRANTY ON ALL WORK PERFORMED BY THE CONTRACTOR.THIS INCLUDES ALL MATERIAL AND EQUIPMENT FURNISHED AND INSTALLED 163.E PROVIDE SMOKE DETECTORS M TOP ET SHUT,BOTTOM OF SHAFT,AND IN THE ELEVATOR EQUIPMENT ROOM CONNECTED TO BUILDING FIRE ALARM CONTROL PANEL TO SERVE AS THE PRIMARY CONDUIT STUB WITH CAP By THE CONTRACTOR.ANY ITEM THAT FAILS OR IS FOUND TO HAVE A DEFECT SHALL BE REPAIRED OR REPLACED,AT THE CONTRACTORS,EXPENSE WITHIN WARRANT PERIOD. SHUT-DOWN OF ELEVATOR SMOKE DETECTORS SHALL ALSO CONNECT TO ELEVATOR CONTROLLER FOR RECALL OPERATION �S CONDUIT WITH SEAL-OFF HEAT DETECTOR p 6. SECTION 6-SERVICE ENTRANCE SECTION 163.G.PROVIDE HEAT DETECTORS(165 DEGREE RISE)AT TOP OF SHAFT BOTTOM OF SHAFT,AND IN THE ELEVATOR EQUIPMENT ROOM EACH HEAT DETECTOR SHALL BE PROWDED WITH AUXILIARY CONTACTS THAT 0 CONDUITHT STUBBED DOWN FIRE BELL 1. 6.1. ALL NEW SERVICE EQUIPMENT SHALL BE INSTALLED SUCH THAT IT MEETS ALL CLEARANCE REOUIREMENTS STATED IN NEC ARTCLE 110, SHALL BE TED INTO ELEVATOR CONTROLLER AND SHUNT TRIP FEATURES TO ACTIVE THE SHUNT TRIP OF THE ELEVATOR EQUIPMENT. � CONDUIT STUBBED UP Z I 164. THE CONTRACTOR(S)SHALL NOT RUN CONDUIT DUCT WORK,PIPING,OR ANY OTHER RACEWAY THROUGH THE ELEVATOR EQUIPMENT SHAFT,HOISTWAY,OR ELEVATOR EQUIPMENT ROOM THAT IS NOT PART OF OR PS FIRE ALARM PULL STATION AT 48"AFF a 6.2. ALL SERVICE EQUIPMENT REQUIRING SPECIAL INSPECTIONS AND/OR OBSERVATIONS SHALL BE COORDINATED WITH DESIGN ENGINEER,AHJ,AND SERVING UTILITY COMPANY.QUALIFIED 3RD PARTY SHALL CONDUCT ___ HOMERUN TO PANEL AS NOTED ARROWS O DIRECTLY RELATED TO THE ELEVATOR OPERATIONS THIS EXCLUDES REQUIRED FIRE SPRINKLER PIPES. �A yy FIRE ALARM HORN STROBE AT 80"AFF OR 6" HI-P0T VEST AND PROVIDE WRITTEN RESULTS TO ENGINEER SEE ADDITIONAL INFORMATION IN ELECTRICAL SPECIFICATION SECTION 8 REPRESENT QUANTITY OF CIRCUITS. LFJ BELOW CEILING LOWER OF THE TWO)CANDELA 0) 6.3. ELECTRICAL ENGINEER SHALL BE NOTIFIED UPON COMPLETE INSTALLATION OF ANY NEW OR RENOVATED ELECTRICAL DISTRIBUTION SYSTEM ELECTRICAL ENGINEER SHALL HAVE OPPORTUNITY TO INSPECT 165. IF FIRE SPRINKLERS ARE LOCATED WITHIN THE ELEVATOR EQUIPMENT ROOM OR SHALE,THE CONTRACTOR SHALL PROVIDE A NUNS OF SHUNT TRIPPING OFF ALL POWER TO THE ELEVATOR VINO ITS CONTROLS ( PRIOR 70 WATER BEING APPLIED TO THE AREA THIS ONLY APPLIES TO THE SPRINKLERS WITHIN THE ELEVATOR SHAFT AND ELEVATOR EQUIPMENT ROOM RA HNG AS NOTED ON PLAN INSTALLED SYSTEM PRIOR TO RATED 1000 SYSTEM REGARDLESS IF SPECIAL ITESECDI N IS REQUIRED. ISOLATED GROUND CONDUCTOR FIRE ALARM STROBE AT 80"AFF OR 6" 6.4. ALL ELECTRICAL EQUIPMENT RATED 1000 AMPERES OR GREATER SHALL BE TESTED IN COMPLIANCE WITH U.L.869 OR 891.THESE VESTS SHALL BE PERFORMED BY QUALIFIED TESTING AGENCY AND RESULTS f7. SECTION 17-FIRE ALARM SYSTEMS GROUNDING CONDUCTOR BELOW CEILING(LOWER OF THE TWO) Q APPROVED BY BUILDING LSflCIAL. 171. R SHALL REMAN THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE EXACT FIRE ALARM REQUIREMENTS WITH OWNER,TENANT,AHJ,AND LOCAL FIRE MARSHALL. 6,5. ALL GROUND FAULT SETTNGS SHALL BE SET PER MANUFACTURE'S RECOMMENDATIONS AS STATED IN COORDINATION STUDY 172 ALL SYSTEMS SHALL BE U.L.LISTED AND INSTALLED BE A U.L.CERTIFIED INSTALLER. BRANCH CIRCUIT CONDUCTORS TAMPER AND FLOW SWITCH v� 6.6 . FOR APPROVAL CONTRACTOR SHALL PROVIDE A COMPLETE SET OF SUBMITTALS TO ENGINEER TO RENEW PRIOR TO ORDERING ANY EQUIPMENT.SUBMITTALS SHALL ALSO BE FRONDED TO SERVING UTILITY COMPANY 173. CONTRACTOR SHALL PROVIDE AND INSTALL A COMPLETE CLASS'B'FIRE ALARM SYSTEM OR AS OTHERWISE INDICATED IN THESE CONSTRUCTION DOCUMENTS OR IN A DEFERRED SUBMITTAL BY CONTRACTOR. SHORT DASH=PHASE CONDUCTOR X FOR APPROVAL PRIOR TO ORDERING ANY EQUIPMENT 174, SPRINKLER SYSTEMS WITH LESS THAN 100 HEADS ONLY REQUIRE A MONITORED SYSTEM WITH CONNECTIONS TO TAMPER AND POW SWITCHES,ANY SPRINKLER SYSTEM NTH 100 HEADS OR GREATER SHALL �� LONG DASH=NEUTRAL CONDUCTOR FRCP FIRE ALARM CONTROL PANEL Ln w 11 li 6.7. ACCEPTABLE MANUFACTURERS FOR SWITCHGEAR SHALL BE SIEMENS,SQUARE D,EATON:CUTLER HAMMER,GENERAL ELECTRIC(GE),SUN VALLEY(AS SPECIFIED ON CONSTRUCTION DOCUMENTS),AND MYERS REQUIRE A MINIMUM OF A 6-ZONE CLASS"B'FIRE ALARM CONTROL PANEL AND AUTOMATIC DIALER. CHI GROUND CONDUCTOR NOT SHOW BUT REQUIRED. FAAP FIRE ALARM ANNUNCIATION PANEL POWER SYSTEMS(FOR SITE PEDESTAL SERVICES AS SPECIFIED IN DOCUMENTS). 175. ALL FIRE ALARM SYSTEM SHALL BE A MINIMUM OF 600V,PLENUM RATED,114 AND STRANDED COPPER WITH 105 DEGREE INSULATION a 6,8. ALL NEW SMTCHGEAR SHALL HAVE COPPER BUSSING(SILVER PLATED),HAVE U.L.LABEL,AND FULL SIZED BUSSING(HORIZONTAL AND VERTICAL)TAPERED BUSSES NOT PERMITTED. 176. ALL DEVICES SHALL BE FLUSH MOUNTED IN STANDARD BACK BOXES. FLEXIBLE CONDUIT PROVIDE SEAL TIGHT IN ALL O KEYPAD . 6.9. ALL UTILITY METERED SECTIONS AND UTILITY COMPLAINT PULL SECTIONS SHALL BE BARRIER FROM ALL OTHER WORK FINAL APPROVAL OF ALL SWITCH GEAR SHALL BE MADE BY AHJ AND/OR SERVING UTILITY 177 SMOKE DETECTORS SHALL BE LOCATED GREATER THAT 12'AWAY FROM ANY LIGHT FIXTURE AND 36'AWAY FROM ANY HVAC SUPPLY OR RETURN GRILLE ��Q EXTERIOR AND WET LOCATIONS.PROVIDE SEAL ® CARD READER a Lu COMPANY 778. ALL SYSTEMS SHALL BE MONITORED BY AN ACM REMOTE MONITORING STATION WITHIN THE CITY THE PROJECT IS LOCATED.THE MONITORING STATION MUST BE APPROVED BY U.L. `/ TIGHT TO TRANSFORMERS AND VIBRATING CCTV SECURITY CAMERA O 6,10. ALL SNATCH GEAR 480V LINE TO LINE WITH SWITCHES AND/OR CIRCUIT BREAKERS 1000 AMPS AND GREATER SHALL HAVE GROUND FAULT PROTECTION.ALL GROUND FAULT PROTECTED SYSTEMS SHALL BE 179, ACCEPTABLE MANUFACTURERS FOR FIRE ALARM SYSTEMS SHALL BE SIMPLEX,EDWARDS,AND FIRELRE EQUIPMENT UD PROVIDED WITH AUDIBLE AND VISIBLE ALARMS. 17 LY IN EXISTING BUILDINGS AND REMODELS,THE CONTRACTOR SHALL EXTEND EXISTING SYSTEM AS REQUIRED.CONNECT ANY NEW DEVICES AND/OR ZONES TO EXISTING FACE/FAAP AS REQUIRED.CONTRACTOR SHALL ONE-LINE O Z L 6.11. ALL SERVICE ENCLOSURES SHALL MEET ALL UL REQUIREMENTS AND SERVING UTILITY REQUIREMENTS.THERE SHALL BE A PHYSICAL BARRIER BETWEEN SECTIONS LINE AND LOAD.ALL SWTC HGEAR SHALL BE INCLUDE ANY ADDITIONAL CONTROL CARDS,ZONES,AND RUNS IN HIS INITIAL BID. W w U.L LISTED FOR FRONT ACCESS ONLY, xxx 3 AF CIRCUIT BREAKER ( A ' a. SECTION t8-MEDCAL REo REMEM$ / �� AF=AMP FRAME � FUSIBLE PULLOUT(SIZE AS SHOWN) \� (, - 6.12 NO COVERS SHALL BE GREATER THAN 1/3 OF THE TOTAL HEIGHT OF THE SW9TCHCEAR THE HEIGHT AND DEPTH OF ALL SWITCHGEAR SECTIONS SHALL BE CONSISTENT XXX/3 AT AT=AMP TRIP i m 6.13. CONTRACTOR SHALL PROVIDE A CONG2EIE HWSEKEEPINC PAD AT ALL FREE STANDING ELECTRICAL SVITCII(;EAR.COORDINATE EXACT REQUIREMENT AND SIZE WIN SERVING UTILITY COMPANY. 78.1. PATIENT CARE ARIA IS DEFINED AS ANY AREA WITHIN A HEALTH CARE FACILITY WHERE PATIENTS ARE BEING TREATED OR EXAMINED.ALL WORK WITHIN THESE AREAS SHALL COMPLY KITH APPLICABLE PORTIONS OF NEC 577 XXX/3 A FUSIBLE SWITCH "S"(SPARE) '•B"(BLANK)CURRENT Q Z ¢ As-AMP sw7cH M M TRANSFORMERS AS REQ•D.UTILITY METERING- 782. BRANCH CIRCUITS IN PATIENT CARE AREAS SHALL BE IN METALLIC CONDUIT ALL METALLIC RACEWAYS SWM1 MEET EQUIPMENT GROUNDING RETURN PAN REQUIREMENTS OF NEC 250.1I8. (\X' 7. sEcnav 7-cQORDwanav senor xxx/3 aF AF=AMP FUSE �O ONTO(METER), Nz U Q11 7I. WHEN REQUIRED.A COORDINATION STUDY SHALL BE REQUIRED WHEN A TWO!-PER GROUND FAULT PROTECTED SYSTEM OR CIRCUIT BREAKER WITH ADJUSTABLE TRIP IS SPECIFIED. 183. RECEPTACLES INSTALLED IN PATIENT CARE AREAS SHALL BE HOSPITAL GRADE IN COMPLIANCE WITH NEC 517.13(A)&(B). \�V.1 72. THE PURPOSE OF THE COORDINATION STUDY IS TOANALYZE ALL PROTECTIVE DEVICES IN THE SYSTEM AND DETERMINE THE CORRECT SETTING TO MINIMIZE DAMAGE CAUSED BY AN ELECTRICAL FAULT. 18.4. ELECTRICAL CONTRACTOR SHALL PROVIDE A MINIMUM OF A 112 AWG REDUNDANT GROUNDING CONDUCTOR 7O ALL RECEPTACLES AND FIXED ELECTRICAL EQUIPMENT O L Q Q 73 THE COORDINATION STUDY SHALL INCLUDE THE OVER-CURRENT DEVICE CLOSEST TO UPLITY COMPANY SERVICE,MAIN CIRCUIT BREAKERS AT ALL PANEL BOARDS,AND BRANCH CIRCUIT BREAKERS IN ALL PANEL r BOARDS.THE COORDINA PON STUDY SHALL INCLUDE BOTH NORMAL POWER AND EMERGENCY/STAND-BY SYSTEMS ALL PHASE AND GROUND OVER-CURRENT PR07ECRON SHALL BE INCLUDED IN THIS STUDY ILL SECTION 19-SITE AND UTILITY COMPANY t U 'SM W � > THIS WILL ENSURE PROPER COORDINATION FOR THE ELECTRICAL DISTRIBUTION SYSTEM. M 1. R IS THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO CONTACT TELEPHONE AND CABLE COMPANY TO DETERMINE EXACT LOCATION,ROUTING,AND REQUIREMENTS OF ALL CONDUITS REQUIRED FOR A � W Z 74. THE COORDINA PON STUDY SHALL BE REQUESTED BY THE ELECTRICAL CONTRACTOR AT THE TIME OF SHOP DRAWNG PREPARA PON.THE COORDINA PON STUDY SHALL BE DONE BY AN ELECTRICAL P.E IN THE COMPLETE OPERATIONAL SYSTEM.PROVIDE CONDUITS,TRENCHING,AND BACK FILL AS REQUIRED. I,1 /�/ Z w STATE IN M41C H THE PROJECT IS TO BE CONSTRUCTED.THE STUDY CAN BE COMPLETED BY EITHER AN INDEPENDENT CONSULTANT OR MANUFACTURE. 19.2 IT IS THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO CONTACT SERVING ELECTRICAL UTILITY COMPANY WITHIN FIVE(5)BUSINESS DAYS OF BEING AWARDED A CONTRACT.ELECTRICAL CONTRACTOR SHALL W ■y � 'o 00 75. COORDINATON STUDY SHALL PROVIDE ALL TRIP CURVES OF FUSES AND CIRCUIT BREAKERS IN THE SYSTEM INCLUDING THE AND CURRENT RATIOS FOR ALL CURVES. PROVIDE THE SERVING UTILITY COMPANY WITH A COMPLETE SET OF ELECTRICAL CONSTRUCTION DOCUMENTS INCLUDING(BUT NOT LIMITED TO)AN ELECTRICAL SITE PLAN,ONE-LINE DIAGRAM,PANEL H a c7 ]6. COORDINATON STUDY SHALL PROVIDE THE FOLLOWING ITEMS:GROUND FAULT PICKUP AND TIME DELAY CIRCUIT BREAKER SENSOR RATING LONG-TIME SHORT-TIME AND INSTANTANEOUS SETTINGS TIME SCHEDULES,AND OFFS°LOAD SUMMARY `/� = Z w BANDS FUSE RATING VINO TYPE(IF APPLICABLE),CURRENT TRANSFORMER RATIO,RELAY TAP,AND TIME DELAY. 19.3 PRIOR 70 START OF ELECTRICAL WORK,ELECTRICAL CONTRACTOR SHALL COORDINATE ALL CONDUIT,TRANSFORMER PAD,TRENCHING,AND METERING REQUIREMENTS WITH SERVING UTILITY COMPANY THE V J F J p 77 THE COORDINATON STUDY SHALL BE PROVIDED TO THE ENGINEER WITH SWTCHGEAR SUBMITTAL AND SHALL INCLUDE A SUMMARY NOTING ANY ITEMS THAT ARE NOT COORDINATED OR UNDER RATED. ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR CONDUITS,SECONDARY CONDUCTORS(WHERE NOT SIZED AND PROVIDED BY SERVING UTILITY COMPANY),AND TRANSFORMER PAD. I � 0 � ir 19A. WHEN ADDING LOAD,SWITCHES,OR METERS TO AN EXISTING"SES",R IS THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO COORDINATE WITH SERVING UTILITY COMPANY IF AN UPGRADE TO UTILITY 8. SECTION 8-ELECTRICAL TESTING TRANSFORMER OR SECONDARY CONDUITS AND CONDUCTORS IS REQUIRED.COST SHALL BE COORDINATED WITH UTILITY COMPANY AND PROVIDED TO THE GENERAL CONTRACTOR AND OWNER PRIOR TO START OF 11 8.1. AN INDEPENDENT TESTING AGENCY SHALL PROVIDE TEST RESULT TO ENGINEER ON THE ELECTRICAL°SES'AND ELECTRICAL DISTRIBUTION SYSTEM.TESTING SHALL BE MADE BY A CERTIFIED NETA OR NICET ANY WORK THESE COSTS SHALL NOT BE THE RESPONSIBILITY OF THE ELECTRICAL ENGINEER AS UTILITY COMPANY WORK IS BEYOND OUR SCOPE OF WORK AND CONTROL. CERTIFIED AGENCY TESTING SHALL COMPLY WITH MANUFACTURER RECOMMENDATIONS AND ALL NATIONAL RECOGNIZED PRACTICES AND STANDARDS 19A ALL WIRING LOCATED ON THE EXTERIOR OF A BUILDING SHALL BE A MINIMUM OF 110 AWG COPPER WITH THWN TYPE INSULATION.CONDUCTORS LARGER THAN 14 AND COPPER SHALL HAVE TYPE XHHW a 8.2. FALL OF POTENTIAL TESTING-ALL NEW SERVICES SHALL HAVE FALL OF POTEMWL TESTING(RESISTANCE TO GROUND)PERFORMED.THE GROUND SHALL HAVE 5 OHMS OR LESS RESISTANCE TO GROUND. INSULATOR ALL UNDERGROUND CIRCUITS SHALL BE INSTALLED IN PVC CONDUIT ALL UNDERGROUND CIRCUITS SHALL HAVE TRACER WIRE.SEE REQUIREMENTS IN THIS SPECIFICATION FOR TRACER WIRE. SYSTEM SHALL HAVE LESS THAN 0.5 OHMS POINT TO PoIM BETWEEN MAIN GROUNDING AND EQUIPMENT FRAMES,NEUTRAL,OR ANY DERIVED NEUTRAL.HI-POT TEST SHALL NOT BE COMPLETED IF THERE HAS BEEN RAINFALL WITHIN 24-HOURS BEFORE THE TEST m x H z 0 8.3. OVER-POTENTAL(HI-POT1 TESTING-ALL NEW SERVICES OR EXISTING SERVICES WITH NEW SWITCHES/BREAKERS ADDED TO IT SHALL HAVE HI-POT TEST PERFORMED IF IT IS OVER 1000 AMPS TESTING $3 i e - o O O - U O Registered Architect in: 6 AZ,CO,MT,NV,N M,OR,TX,UT,WA 1. U o m O 0- 11 U I ' " _ d a N L O W i a Q < 3 0 3 ,I 1. ICI lL O .W F Z ,11 O N O 6 .-a`h Pi z N u % O 3'v 1. 1.Z m o0 0 a o 0 oPROJECT INFO �LCH a SA■ DON DESIG ■■C� a 0 ELECTRICAL CONSULTING ENGINEERS V MUNICIPALITY: ARLINGTON, WA PROJECT CONTACT:WILLS BENBOW . NATIONAL ELECTRICAL CODE WAC 296 46B ® WSD PROJECT# 18-0114. E 1■ ¢ X ENERGY CODE: 2015 WSEC ¢ -- -- - -- - -- - - 4864 E. BASELINE ROAD, SUITE#103 _� MESA, AZ 85206 1 UTILITY COMPANY: SNOHOMISH COUNTY PUD PHONE 480,641.6383 0 www.welch-Bandon.com o HVAC EQUIPMENT SCHEDULE KEYED NOTES Ro TAG VOLTS ELECTRICAL DATA DISCONNECTING MEANS CONDUIT/CONDUCTOR SIZING TAG VOLTS ELECTRICAL DATA DISCONNECTING MEANS CONDUIT/CONDUCTOR SIZING TAG VOLTS ELECTRICAL DATA DISCONNECTING MEANS CONDUIT/CONDUCTOR SIZING ❑i REFER TO ENLARGED PLANS ON SHEET E2.2 FOR INFORMATION. v.�E° . S �'�r�C 2 PROVIDE 3 2 i 2"EMPTY CONDUITS BACK TO S.E.S. FOR FUTURE USE. COORDINATE EXACT LOCATION WITH FLA MCA MOCP HEAVY DUTY 30A, 3-POLE, (3)#1 O's Cu, MCA MOCP HEAVY DUTY 30A, 3-POLE, (3)#1 O's Cu, FLA H.P. (2)#12's Cu, ❑ O / AC CU EF T20AOGGLE MOTOR RATED ARCHITECT/OWNER PRIOR TO ROUGH-IN. 480/30 3-FUSE, GOON, NEMA 3R (7) #10 Cu. E.G., 480/30 3-FUSE, GOON, NEMA 3R (i) #10 Ca E.G., 120/10 (i) #10 Cu. E.G., �}. 3 5 is-2 TOGGLE SWITCH (WP) ,o ZO 10.0 75.0 DISCONNECT SWITCH. 3/4"CONDUIT. 10.1 20 DISCONNECT SWITCH. 3/4"CONDUIT. <1.0 FRACT. 3/4"CONDUIT ❑3 SECURITY CAMERA - PROVIDE 3/4"CONDUIT FROM NEAREST WIRING CLOSET. COORDINATE EXACT LOCATION �14StEA� FLA MCA MOCP 3 10's Cu, FLA H.P. MOCP 2 10's Cu, FLA H.P. (2)#1 O's Cu, AND ROUGH-IN REQUIREMENTS WITH SECURITY VENDOR PRIOR TO INSTALLATION (TYPICAL U.N.O.). �SSIONALG qC HEAVY DUTY 30A, 3-POLE, O# qH 30A, 1-POLE, O# [El:] 20A MOTOR RATED a PA DEVICE- COORDINATE DEVICE LOCATIONS WITH TENANT AND PA SYSTEM VENDOR. PROVIDE 3/4-CONDUIT 480/30 3-FUSE, 600V, NEMA 3R (1) #10 Cu. E.G., 120/10 120V MOTOR RATED (1) #10 Cu. E.G., 120/10 (1) #10 Cu. E.G., ❑ 4a-O 9.1 11.0 15.0 DISCONNECT SWITCH. 3/4"CONDUIT. 5 16.0 1 30 TOGGLE SWITCH 3/4"CONDUIT. 1 4 23 1/8 TOGGLE SWITCH (WP) 3/4"CONDUIT. FROM NEAREST WIRING CLOSET. COORDINATE EXACT LOCATION AND ROUGH-IN REQUIREMENTS WITH PA SYSTEM SIGNED: 10/OS/I8 VENDOR PRIOR TO INSTALLATION (TYPICAL U.N.O.). FLA MCA MOCP HEAVY DUTY 30A, 3-POLE, (3)#1 O's Cu, FLA MCA MOCP HEAVY DUTY 30A, 3-POLE, (3)#10's Cu, FLA H.P. (2)#1 O's Cu, ❑ CARD READER- PROVIDE JUNCTION BOX FOR CARD READER(BY OTHERS). PROVIDE(1) 3/4"EMPTY CONDUIT AC H EF T20AOGGLE MOTOR RATED STUB ABOVE ACCESSIBLE CEILING SPACE. COORDINATE EXACT LOCATION AND REQUIREMENTS WITH SECURITY 480/30 3-FUSE, GOON, NEMA 3R (i) #10 Cu. E.G., 480/30 3-FUSE, GOON, NEMA 3R (i) #10 Cu. E.G., 120/10 (7) #10 Cu. E.G., 5a-9 12.4 13.0 15.0 DISCONNECT SWITCH. 3/4"CONDUIT. 7_3 8.0 10.4 15.0 DISCONNECT SWITCH. 3/4"CONDUIT. 5a-� 5.8 i/4 TOGGLE SWITCH (WP) 3/4"CONDUIT. VENDOR. CU MCA MOCP HEAVY DUTY 30A, 2-POLE, (2)#1 O's Cu, DCU MCA MOCP HEAVY DUTY 30A, 2-POLE, (2)#1 O's Cu, WH kW 30A, 250V, 2-POLE DISCONNECT (2)#1 O's Cu, 208/10 2-FUSE, 250V, NEMA 3R (1) #10 Cu. E.G., 208/10 2-FUSE, 250V, NEMA 3R (1) #10 Cu. E.G., 208/10 (PASS&SEYMOUR (1) #10 Cu. E.G., z 3 8.0 10 DISCONNECT SWITCH. 3/4"CONDUIT. 2 18 30 DISCONNECT SWITCH. 3/4"CONDUIT. 2a-o 3.5 PS30AC2 OR EQUAL) 3/4"CONDUIT. UP TO SIX ADDITIONAL 0 SECURITY CAMERAS WILL BE j FLA H.P. MOCP 20A, 1-POLE, (2)#12's Cu, LOCATED IN THE WAREHOUSE w AH 120/10 120V MOTOR RATED (1) #12 Cu. E.G., DAC 208/10 FED FROM DCU-1 WIRING PER MANUFACTURER'S AREA. LOCATIONS TO BE 3 9.8 1/2 15.0 TOGGLE SWITCH 3/4"CONDUIT. 2 REQUIREMENTS. DETERMINED ONCE PRODUCT HAS BEEN DETERMINED. SCHEDULE NOTES: 1. ALL EQUIPMENT SHALL BE U.L. LISTED FOR THE USE FOR WHICH IT IS BEING INSTALLED. IY Y IY IY IY Y 7 2. ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE CORRECT TYPE, SIZE, QUANTITY OF DUAL ELEMENT TIME-DELAY FUSES PER MANUFACTURER RECOMMENDATIONS UNLESS NOTED OTHERWISE ON UNIT NAMEPLATE. NOTIFY ENGINEER IN WRITING OF ANY DISCREPANCY. 3. ALL CONDUCTOR TAPS SHALL COMPLY WITH NEC 24021(8)(2). I I I i I I I I I I I I S M M "LPV" I I VENDING J 250a I -I---II,II GFCI "L P_V'-22 23 WP (ROOFTOP ) ------------ ----- ------ B ---------- ------------------------ T_ ----------------- PARTS JliII I a�wF'u 0 GFCI 00 S.F. 1 WP LPV"-22 o O O (ROOFTOP) (2"-4`"6) TI I - � _ _ M M L5V 2 � i I II II I I I I I I II II II i i II I � "LPV" a CCTV 18 5b 5c - � I II III I I I I I I I I I III m lz Bs i I li i li i i li i li i II i I o o 0 i lil I o ELECTRICAL CONTRACTOR SHALL ROUTE AL _ _ _ _ _ _ __ CONS1�TS IN A MANNER TO AVOID ANY I CLASSVFI D - - - - - - - - - - LOCA�jIONS. PROVIDE SEAL-OFF DEVIC PER INQf,C o r REQUI EMENTS, IF ENTRY INTO A CLASSIFIED SPACE - ISINECESSARY. n MAIN o - O II II II II II II i � M z 5 F. CO a `❑ ` ❑ - m� EF EF LPW V6 28 I a 5 MMI #,Qs MM o O i i i . WP(o(ROOFTOP) HAo E II III,IgS S.F. III I I I 0 S `--o I III III IIII � III II II II Z I I I I I I I I I a EF x "L PW"" (n w III III IIII I III IIII III III � III IIII � 26 II 6c II #10"S M Q W 0 w ® J M Q U " � Z UQ Q "LPW"-33 G CI (ROOFTOP) WP x„ m Z w a EF 4 a o 6b Z i I I li i i I I li 2 _ I i I I I I I ® � o � a MM a - - - -„LPW"" "LPW" =O x 18 g a "HMW" O - `W a O (8-10-12) "LPW"-33 GFCI s l w (ROOFTOP) WP CI ° WP " " H LPW-33 Registered Architect in: 3 J "L GFCI PW" 3 WP 3 0(ROOFTOP) AZ,CO,MT,NVNM,OR,TX,UT,WA ❑ WP (ROOFTOP) "LPW" EF o1. m o ❑ � 3 l 7 /// z #10s A¢`N � "LPW"" v x z 22 ors d I } mf o 0 -_ _ _ - _ _a I17I1� o ° SEE UICLCFI 9 9ANDON DE913 LLC mom ELECTRICAL CONSULTING ENGINEERS z PROJECT CONTACT:WILLS BENBOW a MWSD PROJECT# 18-0114 F o WAREHOUSE POWER PLAN 4864 E. BASELINE ROAD, SUITE#103 MESA, AZ 85206 SCALE: I/Ib"=1'-O" 0PHONE 480,647,6383 NORTH www.welch-sondon.com o OFFICE KEYED NOTES BIo, ❑i RO UTILITY SERVICE CONDUITS FROM STREET FOR TELE/DATA (REFER TO SHEET ES1.1). PROVIDE 4"x 8'x 3/4" s TELEPHONE MOUNTING BOARD ("TMB"). ELECTRICAL CONTRACTOR SHALL PROVIDE(1) #6 AWG BOND TO ti F To P7 25 "HMO" A 21 BUILDING STEEL PER NEC 800. PROVIDE(3) INNER DUCTS IN EACH 4"CONDUIT TO ELECTRIC ROOMS IN " 2 x 27 (1-3- 23 21 AH AH RESTROOM EF WH EF STROOM WAREHOUSE AND VENDING PARTS. VERIFY EXACT LOCATION, REQUIREMENTS, AND SIZE WITH OWNER/ARCHITECT a��' AC HALL , OFFICE OFFICE OFFICE 5 3 GIOS 1c 2b 1d GIO6 O Q PRIOR TO ROUGH-IN. A u 27 25 B 25 BIOB BIOS BI1O 21 BIII ❑2 VENDING EQUIPMENT- ELECTRICAL CONTRACTOR TO PROVIDE 208V, 3 PHASE 20A CONNECTION FOR SOX, 14 � f Sf 4 23 23 23$f 21 4 19 i M,... M O O EQUIPMENT. CONFIRM NEMA 15-20R. FEED WITH (3)#12 (1)#12 GNO 3/4"CONDUIT. �SSj�AL yG 27 25 39 "LPO"" ig 7 7LPV El ELECTRICAL CONTRACTOR TO PROVIDE SUSPENDED RECEPTACLE AT THIS LOCATION. RECEPTACLE TO BE DANIEL L 2J7 - t7 25 21,23,25 SERVICE 4 (2-4) WOODHEAD#3000 BOX WITH (2)NEMA 5-20R RECEPTACLES. PROVIDE SUSPENDED BOX TO 6'ABOVE FINISHED 511 1O/O5/I8 MANAGE FLOOR WITH#12/3 SO CORD, CONFIRM LENGTH WITH OWNER AND PROVIDE STRAIN SUPPORT. 5 --- 79 GIO4 i FCI GFCI PROVIDE DUPLEX RECEPTACLE, TV OUTLET AND TELE/DATA OUTLET FOR TENANT PROVIDED TV VERIFY BREAK-ROOOUT "HMO"" 39 4 i 3 L MOUNTING HEIGHT WITH OWNER AND ARCHITECT. BIO6 (7-9-11) TEAM d �s ELECTRICAL CONTRACTOR TO PROVIDE POWER AND TELE/DATA FLOOR BOX, WIREMOLD#RFB4-SS OR EQUAL 29 [�QPO.FJ4 o1719TOP) BI12 19 "LPV' DUAL SERVICE RECESSED FLOOR BOX. 3/4"CONDUIT FOR POWER TO NEAREST WALL AND 1-i/4"FOR LP02 $=q g=, -- TELE/DATA (TYPICAL U.N.0.).-+ii � r� ""LPV'" 1,3.5 039WP I n 29 TEAM 16 �s PROVIDE DUAL COMPARTMENT FLOOR CORE FOR 4-CIRCUIT, 8-WIRE MODULAR FURNITURE. PROVIDE(1) 3/4"" 4` o EA 17 "LPV' CONDUIT FOR POWER&(1) 1-1/2"CONDUIT FOR TELE/DATA. FLOOR BOX SHALL BE LEGRAND WITH ALUMINUM j OFFICE 2,4 8_ ' it CUn�E 7 iii iii COVER. PROVIDE#10 CU. CONDUCTORS THRU-OUT. FURNITURE SHALL BE PROVIDED WITH QUICK DISCONNECT w P9 BIOS - -�- i_ `r r lii _ _ _ _ a 77_ _ "HL V" 5 PER NEC 605. w 28 �i i a - i i i i� (37-39-41) 17 19 El PROVIDE POWER CONNECTION FOR DEAL DRAWER/SAFE EQUIPMENT. VERIFY REQUIREMENTS AND LOCATIONS WITH Ul_ l n j�`A�` ih 3 VENDING FARTS EQUIPMENT SUPPLIER. _ �Y i n 6 Y > it 15 "LPV"-22 GFCI AREA r- -2929 i 11 i� (R00 TOP) CARD READER - PROVIDE JUNCTION BOX FOR CARD READER BY OTHERS). PROVIDE i 3 4"EMPTY CONDUIT F hP ea PO VE ACCESSIBLE CEILING SPACE. COORDINATE EXACT LOCATION AND REQUIREMENTS WITH SECURITY STUB ABOCUI� VENDOR. OFFICE (13-15-17) 15 "LPV'31 BIO4 AC + "HLV' � (10-12-14) a ELECTRICAL CONTRACTOR SHALL PROVIDE 120V CONNECTION TO PROTECTOR SCREEN. PROVIDE CONTROLS ARE 4° 15 FIGE (31-33-35) CONFERENCE GFCI LPV REQUIRED. COORDINATE WITH A/V VENDOR PRIOR TO ROUGH IN. PROVIDE RECEPTACLE AND TELE/DATA FLUSH 31 P= P=�i E3114 G1O2 15,17,19,21MOU i 7 g�1 iy 3 5 i 15 21 WITHNSED IN CEILING RID PRIOR TOO ROUGH-IN. PROJECTOR. COORDINATE EXACT LOCATION AND REQUIREMENTS OFFI E " VOR LP02"" i 31 272931 _- - 14,76'� W 1, ( �-� P.O.S. to PROVIDE RECEPTACLE AT 60"AFF FOR TIME CLOCK. _ 1 p'G i�i "LPO 7 OFFICE TRAINING g CCN is 1 rryrlT yam_n 39 BIIS 17 GIO3 / O#8 Cu., (1) #10 Cu. E.G. IN 1" o BI 3 LPO' 10 2.-„ �_ n t BAILER - PROVIDE GOON, 3P 3F, 60A FUSED DISCONNECT WITH 30A FUSES. 3 z 31 ` _ - _��-� 11 3 5 GFCI "LPV" CONDUIT. 31 ati�1y�_� IILi �j� 39 g 9,17 12 DOCK LEVELER EQUIPMENT- 1HP, 2.1A O 480V139. PROVIDE 600V, 3P/3F, 30A FUSED DISCONNECT WITH 30A a - U � OFEN � 1 FUSES. PROVIDE 3/4"CONDUIT FROM DOCK EQUIPMENT TO LEVELER PIT. WIRE DOCK LIGHT RECEPTACLE BELOW L37 "LP02" " OFFICE M EF CONTROLLER. w 33,35,37 i"µ 1 B1O2 -k -___ LPV t3 BATTERY CHARGER - 480V110 20A BRANCH CIRCUIT. PROVIDE NEMA L8-20 RECEPT (2) #12 Cu., (1) #12 a O 33 GOODIES ELECT. 1:13 e Cu. E.G. IN 3/4"CONDUIT. COORDINATE STACKED RECEPTACLE ELEVATIONS AND REQUIREMENTS WITH "HMO" B116 8120 _ HLV ARCHITECT AND EQUIPMENT PROVIDER PRIOR TO ROUGH-IN. (79-21-23) ROOFTOP iL�..�J� _ _ _ _ AC "LPO" D ,. [R t4 ELECTRICAL CONTRACTOR SHALL PROVIDE(i) 1-1/2"EMPTY CONDUIT FROM MAIN DATA ROOM TO ABOVE � GFCI 5 14 ACCESSIBLE CEILING SPACE FOR TELE/DATA CABLING. COORDINATE EXACT LOCATION, TERMINATION, AND -�� LD 5 sg IM1P -F I I 1 Cu2 13 a REQUIREMENTS WITH IT VENDOR PRIOR TO ROUGH-IN. m 'LP02" ELECTRICAL BIOO CC "LPO'-34 � O f5 SECURITY CAMERA - PROVIDE 3/4"CONDUIT FROM NEAREST WIRING CLOSET. COORDINATE EXACT LOCATION ` ""LP02" 0 ���JJJ��� HALL GIOI AND ROUGH-IN REQUIREMENTS WITH SECURITY VENDOR PRIOR TO INSTALLATION TYPICAL U.N.O. 3 �yr� n "LPO"" ( )� 1$20,22,24 82-8_4 S 's is PA DEVICE- COORDINATE DEVICE LOCATIONS WITH TENANT AND PA SYSTEM VENDOR. PROVIDE 3/4"CONDUIT w 33 - u_-il�=i i=�H � FROM NEAREST WIRING CLOSET. COORDINATE EXACT LOCATION AND ROUGH-IN REQUIREMENTS WITH PA SYSTEM --r JANITOR I" in t VENDOR PRIOR TO INSTALLATION (TYPICAL U.N.O.). z 1 HM n PROVIDE SWITCHED POWER ROUTE VIA ROOM CONTROLLER TO PROVIDE "VACANCY OFF-OPERATION (TYPICAL z o ELECTRICAL POWER PLAN NORTH OFFICE rnr-�i -�n ••LPO'" U.N.O. Du��i HLO ,h ). 33 �c'�1 71 - 71 B .ti, 71 3 w RECEIPT. +66" 1 �k�"�' � BIOI FCI "L O NORTH a 3 PO GLO.2 �-d i= € � 37 DAC GFCI o -�o-�i -� DATA 1 BREAK BI39 -�ii"LP02" I I 2 BI19 STAC ED (�1;.A � ROOM m 30,320E- -� �--N XF R' 4 '" D1O9 0 BI381 1 �r� o ,L�0„ OFRGE MEN GFCI M DIO2 g 1s 1___ 31 CCTV z - ' �_ ••67 BI21 ^.. LPO EF � � N i r i A u :GFCI 3 C 11 a 35 OBFI E �_ 7 _ iED - "LPO"-34 GFCI _'�' GFCI 2c 35 -ter_ __�_ i FTJ LPO""i i (�GF 35 (2 4 6 i��i r ii "'LPW" EF R0037�= 1== = �=� ii � LPW' LPW" ""HMW" ____ __- EF �23,25,,'7 77,19,27 „LPW^ (14-16-18) 17 HLWLRCP..AC 41,434597 11 is2BLPO" S° GFCI WOMEN DIOOFFICE P 23 D D HMW I - _GFCI,'',,, ��,�- �� i i I i 1i i�i-I i w 1:72 72 7272,7 f I 8 LPW' 7ii ii _72 74 ' GFCI) 45 63 63 WOMEN 1 13 'IGOODIE 74 OFFICE 74 '47AININ3 45 SETTLE CCN 15EF106 £DF 9 DIO9 I I�i IB155 AINI I ' MOTHER59 _ JANITOR A U54 -30 BI33 '"LPO 4 1 �C "1O, 7 74 41 43 GFCI 59,61,63 4c L30� „PW" I�i �i1 1 1 m rc 4s 611 Alt 7 47 61 OS LPWLPW' o �`f' ji U 47 47 47 WH 8 "LPO" �ERS 75 _ - 15- - 7 �iiy�l �I� p T59 61 59 �I 2c 6 CORRIDOR BREAK BI24 "'LPO"-34 GFCI 4 BI32 8 � LOCKERS EF (ROOFTOP) WP 76 ��� B1126 M 2a CCTV R I PING/ 0 0 D 88 69 15 EIVIN6 OFFICE p D AC "HMO" "LPO" 40 "LPO"" 69 101 DIO4 � t+-+-�- 5c rx/(8-10-12) 58,60,62,64 o 36,38,40 E u 60 49 62 69 ROUTE WITHIN BU)LDING. SHOWN OUTSIDE FOR CLARITY-7° "LPO 49 64 ELECTRICAL PO ER PLAN `- SOUTH OFFICECoo KEY PLAN z "LPO - o M 48,50,5 49 49 47,49 C O "LPO'" W,H "LPO" M +60� GORRIDO SCALE: I/8"='-O" SCALE: N.T.S. Z 54,56 7g-Sp 48 +36" 49 2n ( ) 5 BI2, e NORTH NORTH F GFCI 5 69 Q 42 OS Q PANTRY "LPO"" 5 44 69 r/1 X Ij 13 _ V2 w ccN ^5 1s 51 GFCI DOCKS 15 ELF TRICAL DEVICES INSTALLED AT ✓ rc +44 O IN TE IOR OF DOCKS SHALL BE SPRAY 17 . DOWN RATED (NEMA 44 Q W "LPO" "LED" 66,68,70 O "HMO" 42,44,46 STORAGE LPW" "HMW» "LPW"' ""HMW" »LPW'" "HMW" "'LPW" "HMW" "LPW" »HMW» "LPW» ""HMW" "LPW'" "PW" z 57 "LPO"-34 GFCI (14-16-18) CONFERENCE "LPO" 12 (20-22-24) 6 (26-28-30) 8 (32-34-36) 10 (38-40-42) 12 (44-45-48) 14 (50-52-54) 16 4 r , U F (ROOFTOP) WP BI3O 51,53,55,57 GFCI GFCI GF I GF I OF I GF 1 1 rc 51 57 2 +44" �+44 �+ " �+ �+ 4 ���ii U 12 t2 O_ 0 12 12 12 12 0 0 12 12 0 o t2 12 0 0 12 12 c �GFl -It S�I rfi 51 IGF I = f / Q o „HMO" WP WP WP- _ r U D Z r (20-PP-P4) 39 GFCI 41 GFCI 43 GFCI- 4 8 V z p C ORDINATE EXACT Wa O w AC y RECEPTACLE C N Fi ~ p 5° 55 OCA T ON S WITH 15 CCN ,5 � Z a 57 A CHITECT/OWNER. ® Co = w 0"LPW» "LPW» »LPW" "LPW" ,^ Q U) Ir 37,39,41 43,45,47 38,40,42 38,40,42 V STORAGE w 57 53 --_ 53 --- 53 B129 a e55 ss -- - - - - - - - - - - - -- -- - - - - - - - - - - - - ------- 51 57 57 ' S7 YIL ELECTRICAL POWER PLAN - SOUTH DOCKS N D wl SCALE: I/8"=1'-O" o O i LL w NORTH O A ELECTRICAL POWER PLAN - WEST OFFICE ° ..LPW"" Registered Architect in: AZ,CO,MT,NV,NM,OR,TX,UT,WA 3 o m SCALE: I/8"=1'-O" TIM3E O CLOCK o Y o N NORTH t � OCT FORKLIFT Q °m 3 p 6HAR6No a ro o 0 CONTRACTOR SHALL INCLUDE THE COSTS TO SINSTALL I o AMPLIFICATION SYSTEM APPROVED BY THE Q c o z .. ,,, ""HMW" " LOCAL FIRE DEPARTMENT. ° "LPW" FIRE 37-39 (13 35)29 31 25 27 21 23 17 19 13 15 9 1I 5 W„""HMW" HMW' REPACK LPW' N u x o "HMW""HMWHMW"HMW""HMW""HMW""HMW"HMW" H (68-70-72) 62-64-66 5 z Q 1 RIA OR ( )( )( )( - )( - )( )( )(- ) (LI) (1-3) ( ) 0 mro z o S �� n _ W 11-70—M 0 p GROW I G MEN WELCH 9 9AN00N DE91G LLD o O - ELECTRICAL CONSULTING ENGINEERS 7 15 CCN B ' 11 ® WSD PROJECT# 18-0114. E2 2 PROJECT CONTACT:WILLS BENBOW I *ELECTRICAL POWER PLAN - SOUTHWEST WALL 4864 E. BASELINE ROAD, SUITE#103 N SCALE: I/6"=1'D" 7,PHONE 480,647,6383 0 p NORTH www.welch-s°ndon.com o EMERGENCY LIGHTING AND EXIT SIGNAGE: KEYED NOTES xo THE ELECTRICAL CONTRACTOR SHALL PROVIDE EXIT SIGNAGE ALONG THE PATH OF EGRESS AS DEFINED BY THE ARCHITECT. THE ELECTRICAL CONTRACTOR SHALL ALSO PROVIDE A 1.0 FOOT-CANDLE AVERAGE WITH A o s 0.1 FOOT-CANDLE MINIMUM EMERGENCY ILLUMINATION LEVEL ALONG THE PATH OF EGRESS. ADD ADDITIONAL REFER TO ENLARGED PLANS ON SHEET E2.1 FOR INFORMATION. cTo x FIXTURES WHERE REQUIRED TO COMPLY WITH IBC 1006. 2 ROUTE VIA LIGHTING RELAY CONTROL PANEL ("LRCP"). �3 LOW-VOLTAGE, PUSH-BUTTON SWITCH FOR CONTROL OF LIGHTING RELAY IN "LRCP". 52403 ,o El ILDING MOUNTED SIGNAGE. ROVIDE TCH AS MEANS OF WAREHOUSE HIGH-BAY LIGHTS ARE EQUIPPED WITH INTEGRAL OCCUPANCY SENSOR. AUTO-ON/AUTO-DIM" IFUNONE PROVIDED WITH SIGN.PPROVIDE1 PHOTOCELLWEATHER PROOF TOGGLE FOR CONTROL. COORDINATE EXACT MOUNTING LOCATION DISCONNECT, CATTION �SSIONAL G TO LEVEL LESS THAN 50%COORDINATED WITH OWNER. LIGHTS ARE TO BE ROUTED TO LIGHTING RELAY WITH ARCHITECT. SIGNED: 10/OSAB CONTROL PANEL FOR MANUAL CONTROLS. COORDINATE EXACT PUSH-BUTTON LOCATIONS AND PROGRAMMING WITH OWNER. z 0 li i i li li i i li li I I I I I I I I < EAWP EW i LD1 EAWP EM1 EM EAWP EAWP #8 s - - - _ "LPW" s 32 WP III S7 Si S1EI EM S7 1E EM S7 S7 H S1 S1 S1E EM S1 S1 U I I I I I II Q I I III I I I I I I I EW2 ----- -------- wC--� ---------- -----wC ] C ] ---------------------- ------- -- ------- ----- I I I I I I I I I I I I I I S1E EM S7 S7 S7 S1 S7 S7 S1E EM S7 S1 S7 S1E EM #i o's #6's #1o's y AWP ,H�„ ,,72 H0 E 3 2 2 2 1 I I I F I z I I I I I I � w I 3 3 I I I I i r----, S1E EM S1 S7 S1E EM S1 S7 S1E EM S7 S1 S1E EM �1 S1 S1E EM S1 S1 S1 S1 EW7 U Q EM FF­ M €^-r' €DJI €D1 Ili li a ED1 S7 S7 S7 S7 S7 S7 S1 j S7 S7 S11 S7 S1 S7 S7 S1E EM S7 lz - - ED1 - - - - - - - - - - --� - Ir- -T77 w ED1 S7 S7 S7 S7 S7 S7 S7 S1 S7 S71 S7 S7 S7 S7 S7 'I j S1 �J ED1 � co E ED 1Ln IT 1 ED1 I S1E EM Sl S7 S1E EM S7 S1 S1E EM S1 S1 S1E EM 51 S7 S1E EM S1 1 S1 S7 SIE E 1 ED1 r 31- U� o EW1 U `� M ED1 I w EAWP a ED1 S1 S7 S7 S1 S7 S7 S7 S7 S7 S7 �1 S7 S1 S7 S7 S1 S7 $ Li #8s 2 #as - - -E - - li li li li li li "HL W ••HLW"" O o 8 6 ED1 S7 S7 S7 S7 S1 S1 S7 S7 S7 S11 S1 S1 S7 S7 S1E EM S7 Q ED1 1 W 3 w - w �� I I E _ _ _ S1E EM S1 S7 S1E EM S7 S7 S1E EM S7 S7 S1E EM 1 S1 S1E EM III S7 S1 S7 S1 0 Lu w Lj U V - I I II III II i I II I II II III a U 0 U 5 S1 S7 S7 q#11 q#i S7 q#l S7 S7 S7 '�I1 S1 S1 S1 S1 S1 S1E EM Ly] 10 p w EW1 2 #8's 0's 2 #10's 0's 2i #10's #10�_E #10's 2 #10"s 12 #10's 2 #8's 2 #8's 2 #8's 2 H o E ---- ir -"HLW"- - "HCW" - -J'HLY7�- -J'HCW" - -"FICW,_ _ "HLW„-�-�`HLW" - L__ J,F1 W.. -��-J,RCW" L___=J,HL�✓"____J y U) Q = EW2 28 26 24 41 39 37 35 33 31 29 27 25 113 L----- 21 19 S7 S1 S7 S1 S1 S7 S1E EM S1 S1 S1 S7 S1E EM S1 S1 S1 S7 wm x e =o r 10 ° EW2 w H �» U Q a E S1 S1 � S1 #1o's w�D��__ __�� w�—� � EAWP o 3 z 2 l Registered Architect in: S1E EM AZ,CO,MT,NV,NM,OR,TX,UT,WA a EE S7 S1E EM S1 #10's LW S1E EM ■ l''"" S1E EM S7 S1E EM vj HL6W S1 S7 S1 'HL .. S1E F S7 HL " #1O's #1 O's 4 O's H2 #10's �_ v o m U a d a I I EM EM I � 2 I 2 3 2 w Q M -� m 3 /WrWP EAWP EAWP D1 EAWP 3 a' °' ~ ���a #10's EW2 EW2 E 2 EW2 EW2 i o OF 34 2 #10's THROUGH OUT ,�`�a N ui -- - - - _�_ - _�I _ _ _ _ - _ _ __ _ _ o1 W„ _ _ _ _ _ _ _ _ _ --_ _ _ _ _ _a _ _ _ _4_ _ 6q 3 v� lz v 10's THROUGH OUT 2 13 WELCH 9 9M�ON1 D LLC a ELECTRICAL CO SULTING ENGINEERS V ti ° ELECTRICAL LIGHTING PLAN - WAREHOUSE PROJECT CONTACT.WILLS-0114 ® WSD PROJECT# 18-0114 o X SALE 1,16 E 3.1 w NORTH 4864 E. BASELINE ROAD, SUITE#103 MESA, AZ 85206 1 PHONE 480,641.6383 O www.welch-sondon.com o LIGHT FIXTURE TYPES KEYED NOTES Ro TYPIC L U.N.O. __ _ _ ROOM CONTROLLER - PROVIDE LOW-VOLTAGE WIRING TO LOW-VOLTAGE SWITCH(ES), OCCUPANCY SENSOR(S), °r T ZME /a T ZDNE 9 IO"T Zav SD URIJ ZONE AND PHOTOSENSOR(WHERE PRESENT) IN ROOM. PROGRAM AND PROVIDE NECESSARY DEVICES AND WIRING TO CONTROL LIGHTS AND SWITCHED RECEPTACLES(SEE SHEET E2.2)AS REQUIRED PER ADOPTED WASHINGTON STATE ENERGY CODES(TYPICAL U.N.O.). E FFIG FFIG - o 2� POWER-PACK - PROVIDE LOW VOLTAGE WIRING TO LOW VOLTAGE SMTCH(ES)AND OCCUPANCY SENSOR(S)IN A~p 52403 ROOM. PROGRAM AND PROVIDE NECESSARY DEVICES AND WIRING TO CONTROL LIGHTS AS REQUIRED PER O.o4, Tst�� ' B EAK- UT ■ o ADOPTED WASHINGTON STATE ENERGY CODES(TYPICAL U.N.O.). SSIONALG 00 L J L LV L UOM a CEILING MOUNTED OCCUPANCY SENSOR. TIE INTO ROOM CONTROLLER/POWER-PACK(TYPICAL U.N.O.). SIGNED: 10/05/18 0� 0® 0® C 0� ERV G 6 PHOTOSENSOR. TIE INTO ROOM CONTROLLER/POWER-PACK(TYPICAL U.N.O.). C J GI04 Vi Vi 5 J \ / M J C 05 LOW-VOLTAGE DIMMING WALL SWITCH. TIE INTO ROOM CONTROLLER/POWER-PACK(TYPICAL U.N.O.). TIE M Si Si EM EM �s LINE-VOLTAGE, WALL MOUNTED, DIMMING OCCUPANCY-SENSOR/SWITCH. PROGRAM FOR EM MANUAL-ON/AUTO-OFF"OPERATION (TYPICAL U.N.O.). EIDEL c"T ME J J J STEM EM In EIDEL c41 "T DNE 0 ❑i ROUTE VIA LIGHTING RELAY CONTROL PANEL ("LRCP"). o F G M M "HI e❑ LOW-VOLTAGE, PUSH-BUTTON SWITCH FOR CONTROL OF LIGHTING RELAY IN "LRCP". w BI 5 TE M tt J J J J DAriICHT SIDEIIO T ZONE F- VENDING PARTS 40EL G"i ONE _J G J J AREA G I G1O° LIGHT FIXTURE SCHEDULE F IG EM S L_ J CLAMPING F G a a BI 4 IN EM TAG VOLTS MANUFACTURER PART,y CCT/WATTS DESCRIPTION/NOTES BI 4 GI 3 0 O FE E REAL6 D6-MW-ESL- (1)11W LED M 0� GI 2 DI MVOLT LITHONIA 1000L-35K-.60SC 3500K/11W RECESSED DOWNLIGH7 - L7XLEDT24 0 REAL6 D6-MW-ESL- (1)11W LED soEic"r ONE _ G PY 0® Sl STEM EM Si DIEM MVOLT LITHONIA 1000LXLEDT240SC 3500K/11W RECESSED DOWNLIGH7 WITH EMERGENCY BACKUP G TER TZLIN-MvOL-35K- (1)42W LED o F G EM IIS F1 MVOLT LITHONIA FST-MVOLT-35K- 3500K/42W 4'LINEAR STRIP BI 3 J J J/10's 90CRI-WH o J TZLIN-L48-5000LM- (1)42W LED 4"LINEAR STRIP WITH EMERGENCY BATTERY C •• F1EM MVOLT ITTHONIA FST-MVOLT-35K- EM 'HLW 90CR1-WH J50OK142W BACKUP ON A 30 w TWUONT ZONE a 1 47W LED J TovucNTZONE e __ _ __ __ __ - 27L4-60L-Fw-Ais- O a UPE I' ', EL L ` R1 MVOLT L17HONIA MVOLT-EZI-LP835 350OK147W 2x4 RECESSED LENSED TROFFER HL 'ON'[B �o NL G M M EM DIE L 1 47W LED 9iV—DCHi ME O FI - RIEM MVOLT LITHONIA 2TL4-48L-FW-AI9-UVOLT O 2x4 RECESSED LENSED TROFFER KITH R1 II6 RI - - - ■- - - - - - -- -E71-LP835-ELI4L 350OK147W EMERGENCY BATTERY BACKUP TL4-48L-FW-A19- (1)47W LED J J J s R2 MVOLT LITHONIA 1x4 RECESSED LENSED TROFFER B MVOLT-EZI-LP835 3500K/47W 56TO DIE LV m NL NL- Q J R3 MVOLT LITHONA 2AVL4-40L-MDR- (1)48W LED 2x4 RECESSED DIRECT%NDIRECT TROFFER 3 EM ® EM 2 MVOLT-EZI-LP835 350OK/48W 2AVL4-40L-MDR-MVOLT (1)48W LED 2x4 RECESSED DIRECT INDIRECT TROFFER WITH w BII R3EM MVOLT LITHONIA / ° C - 5 EM -E71-LP835-ELI4L 3500K/48W EMERGENCY BATTERY BACKUP 1 _I _ 2TL2-40L-FW-A19- (1)35W LED ❑c M J EM 'IF A T ELECTRICAL LIGHTING PLAN OFFICES NORTH R4 MVOLT LITHONIA MVOL T-EZI-LP835 350oK/35W 2x2 RECESSED LENSED TROFFER } D1 SCALE! I/8"=1'-0" re R4E MVOLT LITHONIA 2TL2-40L-FW-AI9-MV0LT (1)35W LED 2x2 RECESSED LENSED TROFFER WITH a -EZI-LP835-ELI4L 3500K/35W EMERGENCY BATTERY BACKUP BIO J J J o NORTH IBG-36000L-SEF-PCL- (1)221W LED a SI MVOLT LITHONIA WD-MVOLT-GZ10-40K- 2x4 HIGH BAY IN7REGAL OCCUPANCY SENSOR D1 __ J50OK1221W DIE o CORRIDOR 80CR1-nMS1360D v EM DI00 IBG-36000E-SEF-PCL- (i)221W LED m GLO.2 ® 2x4 HIGH BAY INTREGAL OCCUPANCY SENSOR MEN 51EM MVOLT LITHONIA WD-MVOLT-GZ10-40K- o BI39 BI21D LDE 80CR1-PS30250-nMS1360D 350OK1221W K17H EMERGENCY BACKUP GLO.I __ D1 & V1 MVOLT AS SELECTED BY (1)25W LED WALL MOUNTED,LED VANITY LIGHT MOUNTED ARCHITECT 350OK125W ABOVE MIRRORzNLNL R2 R LQM-5-W-3-G- L.E.D. L.E.D.EXIT SIGN WITH 90-MINUTE EMERGENCY v' M EM MVOLT LITHONIA 120/277-EL-N-SD <5W PER SIDE BATTERY BACK-UP. o F G _ EM "HL W" z 'D1 ° INCLUDED w yC MVOLT LITHONIA AFN-DB-EX7 EXTERIOR EMERGENCY EGRESS UNIT W// 2-LAMP MIN 90-MINUTE EMERGENCY BATTERY HS UP. 0� J J J R2 R R2 � K ® EM o ( ) � W/ 1J E M SCHEDULE NOTES: 9DEL c"i ME A B IE Di A7_E FI 1. ALL EMERGENCY FIXTURE SHALL PROVIDE MINIMUM OF 90-MINUTE BATTERY BACK-UP.IF THE GENERAL LIGHTING IN THE AREA IS HID,ALL _ EM FIXTURES IN THE AREA SHALL HAVE A MINIMUM OF A 10-MINUTE TIME DELAY. _ EM WOME M - -- - 2. ELECTRICAL CONTRACTOR SHALL PROVIDE ABASE BID OFF THIS LIGHT FIXTURE SCHEDULE.ALTERNATES MAY BE SUBMITTED AFTER AWARD OF CONTRACT.PROVIDING THEY ARE SUBMITTED WITH WRITTEN OWNER APPROVAL AND ITEMIZED DEDUCT FROM THE BASE BID.ANY RE-DESIGN - rc LV "HLO" F7 REQUIRED BY AN ALTERNATE PACKAGE SHALL BE BILLED TO THE ELECTRICAL CONTRACTOR. (p 3 ® 0 1E CI,'I` 3. MODULAR WIRING IS ACCEPTABLE. _ M DIE Di D7 DiE D 06 NL ® os 0 RE EPIV COF EM _O BI 5-53 E EM DIO Ln B36 O R2 P IE O TYPICAL L.V. OCCUPANCY SENSOR WIRING _ m DI DIE Di L L J _ EM U—� SENSORS DEVICES i F - I DiE D i........D E� DIE Di DIE R4 POWER PACK DEVICE. o 5 L�- - M ® _ ---�—ENIL _ _ _— BRANCH CIRCUIT TO LIGHTS DELIcrlrz E-- DEL csrrzLwE M i � M R M O DASHED LINE INDICATES 0 LOW-VOLTAGE WIRING PER DEVICE y B a BI 6 O MANUFACTURER'S REQUIREMENTS. OCCUPANCY SENSOR, OVERRIDE I O ---1 0� '-- 0 SWITCH, PHOTOSENSOR, ETC). R4 4 R4 LI B 254 O 1 0 - 4-6 SENSORS/ DEVICES zz NL EM R4 4E M R4 O RI BRANCH CIRCUIT POWER PACK DEVICE. -r TO LIGHTS Z \\ ELECTRICAL LIGHTING PLAN OFFICES SOUTH DASHED LINE INDICATES 0 D Q d ° o EM ■ e DEVICE MANUFACTURER'S \:1 -�- OCCUPANCY PHOTOSENSOR, , ETC). Q TO DASHED VOLMANUFACTURER'. ��_` __- -el\---- SWITCH, PHOTOSENSOR, ETC). � x `J SGALE.- I/8"-I'�' 0GE WIRING PER 0 0 0 6 _ J W D Lv NORTH a I ELECTRICAL CONTRACTOR SHALL VERIFY EXACT WIRING REQUIREMENTS AND QUANTITY OF SENSORS EM ST E ACCEPTACLE PER POWER PACK WITH MANUFACTUER'S DATA SHEETS AND WIRING DIAGRAMS. O W w 0® 0 BI 8 u U - J J J J ZONE D R1 R1 < z::;5 11 f a EMERGENCY LIGHTING AND EXIT SIGNAGE: U O EM EM THE ELECTRICAL CONTRACTOR SHALL PROVIDE EXIT SIGNAGE ALONG THE PATH OF EGRESS AS DEFINED BY O P: G 0 L- THE ARCHITECT. THE ELECTRICAL CONTRACTOR SHALL ALSO PROVIDE A 1.0 FOOT-CANDLE AVERAGE WITH A ( ) y 0.1 FOOT-CANDLE MINIMUM EMERGENCY ILLUMINATION LEVEL ALONG THE PATH OF EGRESS. ADD ADDITIONAL v m Z 3 p FIXTURES WHERE REQUIRED TO COMPLY WITH IBC 1006. Z w Rl RI a 0 0 � I I■c. a O EM I E (n = Z w I J J J J ZON S E A U Q 5 0 w a EM EM 'CID RI 11m x e N z p m `g 3 o Q O - N W - U V _ LL I I °U Registered Architect in: z AZ,CO,MT,NV,NM,OR,TX,UT,WA a ELECTRICAL LIGHTING PLAN - OFFICES WEST ID SGALE: J v N NORTH ._ - d a tti u LEO W a Q 1. 3 0 3 &m via Z � O ID N u % O Z E 3'v m o0 0 � ao 0 w T-,�r,1 0 ClWELCH 6 EA1IDIDW DEMI■■e_ o ELECTRICAL CONSULTING ENGINEERS 3 PROJECT CONTACT:WILLS BENBOW 3 MWSD PROJECT# 18-0114 m X a 4864 E. BASELINE ROAD, SUITE J/103 m MESA, AZ 85206 PHONE 480,641.6383 ° O www.welch-sondon.c— o "SES" LOAD SUMMARY NEW PANELBOARD SCHEDULE "HMO" NEW PANELBOARD SCHEDULE "HMW" Ro 225A, 2771480 V,30,41 NEMA i SURFACE MOUNTED M.L.O. 6ODA, 2771480 V,30,41 NEMA i SURFACE MOUNTED M.L.O. v o srtL,V NEW PANEL"HMO" = 80175 VA °T t FULLY RATED 35K FULLY RATED ®35K NEW PANEL"HLO" = 90918 VA �~h °2 NEW PANEL""HMW" = 390918 VA # CIRCUIT DESCRIPTION CB A0 B0 CO CB CIRCUIT DESCRIPTION # # CIRCUIT DESCRIPTION CB A0 B0 C0 CB CIRCUIT DESCRIPTION # NEW PANEL"HL W" = 135724 VA 1 15 15 2 1 BATTERY CHARGER A 20 75 2 �}. NEW PANEL"HL V" = 38648 VA .o 3 AC-5f AC-5d 4 3 2 4 H-I 4 52403 TOTAL LOAD... 733791 VA 5 3 3 6 5 BATTERY CHARGER B 20 3 6 TOTAL LOAD ON"SES"IT 30 48OV 883 AMPS 34317 q q SIONAL / _.__.__._.__._.__._.__._. 7 15 15 8 7 2 30 8 9 AC-5e 3T AC-5c 10 9 BATTERY CHARGER C 4 H-2 AND H-3 10 SIGNED: 10/05/I8 11 3 20 3 12 11 2 3 12 13 15 3434 15 14 13 BATTERY CHARGER D 20 4q 30 14 NEW PANELBOARD SCHEDULE "HL V" 15 AG-'° AG-55 18 5 2 A°-3 AND AC-4c 6 17 3 4 4 3 18 17 BATTERY CHARGER E 20 44 3 18 225A, 2771480 V,30,41 NEMA i SURFACE MOUNTED M.L.O. 19 15 15 20 19 2 30 20 FULLY RATED O 14K 21 AC-5g 734WAC-5° 22 21 BATTERY CHARGER F 20 4 DOCK LEVELER A AND B 22 00 # CIRCUIT DESCRIPTION CB AO B0 CO CB CIRCUIT DESCRIPTION # 23 3 3 24 23 2 3 24 u, 1 LIGHTING- TRAINING/CONE./RR 020 1 _ BUSSED SPACE 2 25 BUSSED SPACE _ BUSSED SPACE 26 25 BATTERY CHARGER G 20 q 30 26 w 3 SPARE 20 _ BUSSED SPACE 4 -_ w 7 27 BUSSED SPACE BUSSED SPACE 28 27 2 DOCK LEVELER C AND D 28 5 SPARE 20 I -_ BUSSED SPACE 6 29 BUSSED SPACE _ BUSSED SPACE 30 29 BATTERY CHARGER H 20 4 3 30 7 BUSSED SPACE _ BUSSED SPACE 8 31 BUSSED SPACE - BUSSED SPACE 32 31 2 30 32 9 BUSSED SPACE -_ BUSSED SPACE 10 33 BUSSED SPACE _ BUSSED SPACE 34 33 BATTERY CHARGER J 20 DOCK LEVELER E AND F 34 11 BUSSED SPACE _ BUSSED SPACE 12 35 BUSSED SPACE -_ BUSSED SPACE 36 35 2 3 36 13 BUSSED SPACE - BUSSED SPACE 14 37 BUSSED SPACE _ BUSSED SPACE 38 37 BATTERY CHARGER K 20 30 38 15 BUSSED SPACE _ BUSSED SPACE 16 39 BUSSED SPACE _ BUSSED SPACE 40 39 2 DOCK LEVELER G AND H 40 17 BUSSED SPACE -_ BUSSED SPACE 18 41 BUSSED SPACE - BUSSED SPACE 42 41 BUSSED SPACE 3 42 19 BUSSED SPACE = BUSSED SPACE 20 TOTAL VA PER PHASE 26725 26725 25725 NOTES: 43 BUSSED SPACE 1 30 44 21 BUSSED SPACE BUSSED SPACE 22 - - - i' 45 BUSSED SPACE - DOCK LEVELER I AND J 46 - 2. 23 BUSSED SPACE -_ BUSSED SPACE 24 - - - 47 BUSSED SPACE 3 48 25 BUSSED SPACE -_ BUSSED SPACE 26 TOTAL AMPS PER PHASE 96.5 96.5 96.5 49 BUSSED SPACE - 30 50 0 27 BUSSED SPACE = BUSSED SPACE 28 ENEW CIRCUIT BREAKER BLOCK-ON OCK O TYPE ER CIRCI UITPBREAKER EXISTING C.B. EXISTING C.B. EXISTING C.B. 51 BUSSED SPACE DOCK LEVELER K AND LCIRC 52 a 29 BUSSED SPACE _ BUSSED SPACE 30 CONT. LOAD (®1257) LOCK-OFF TYPE GFCI TYPE RELABELED Q WITH LOAD ®WITH LOAD 53 BUSSED SPACE 3 54 31 ;13 _ BUSSED SPACE 32 QCIRCUIT VIA LTG. CNTL. eCIRCUIT BREAKER CIRCUIT BREAKER AS "SPARE' UNCHANGED CHANGING 55 BUSSED SPACE BUSSED SPACE 56 33 CU-3 _2216 BUSSED SPACE 34 57 BUSSED SPACE -_ BUSSED SPACE 58 ° 35 _2216 BUSSED SPACE 36 59 BUSSED SPACE -_ BUSSED SPACE 60 38 61 62 39 CU-5 •20 70 PANEL ""LPV'"(VIA 45KVA XFMR) 40 NEW PANELBOARD SCHEDULE "HL 0" 63 GATE NORTH 30 50 BAILER A 64 41 3 3 42 65 3 4 3 66 225A, 2771480 V,30,41 NEMA i SURFACE MOUNTED M.LO. TOTAL VA PER PHASE 15962 11024 11662 NOTES: SERIESRATED O 14K 67 30 50 68 _ _ 2. # CIRCUIT DESCRIPTION CB A0 B0 C0 CB CIRCUIT DESCRIPTION # 69 GATE SOUTH BAILER B 70 F 7 LIGHTING-CONFERENCE/BREAK 20 1 20 1 LIGHTING-OPEN OFFICE AREA 2 71 3 4 3 72 z TOTAL AMPS PER PHASE 57.6 39.8 42.1 3 LIGHTING-RESTROOM/SOUTH SUPPORT AREAS �20 1 _ 2p i SPARE 4 TOTAL VA PER PHASE 131586 131586 127746 NOTES: w NEW CIRCUIT BREAKER 8 CIRCCUIT BREAKER CIRCIUITPB1. REAKER EXISTING C.B. EXISTING C.B. EXISTING C.B. 5 LIGHTING-PERIMETER OFF7CES/LOBBY �20 I _ 20 1 SPARE 6 2. 4 GONT. LOAD (®125%) LOCK-OFF TYPE GFCI TYPE RELABELED ❑E WITH LOAD ®WITH LOAD 7 SPARE 20 - BUSSED SPACE 8 Q CIRCUIT VIA LTG. CNTL eCIRCUIT BREAKER CIRCUIT BREAKER AS SPARE" UNCHANGED CHANGING 20 1 - _ TOTAL AMPS PER PHASE 475.0 475.0 461.2 y 9 SPARE 1 _ BUSSED SPACE 10 ON TYPE 11 SPARE 20 1 = BUSSED SPACE 12 NEW CIRCUIT BREAKER 8 CIRCUI BREAKER *CIRCUIT UITPBREAKER EXISTING C.B. EXISTING C.B. EXISTING C.B. a 13 BUSSED SPACE -_ BUSSED SPACE 14 CON7. LOAD (®125%) LOCK-OFF TYPE GFCI TYPE RELABELED ❑E WITH LOAD ®WITH LOAD a NEW PANELBOARD SCHEDULE LPV" 15 BUSSED SPACE = BUSSED SPACE 16 QCIRCUIT VIA LTG. CNTL. eCIRCUIT BREAKER QCIRCUIT BREAKER AS SPARE" UNCHANGED CHANGING 17 BUSSED SPACE -_ BUSSED SPACE 18 225A, 120/208 V,3 0,4 W NEMA i SURFACE MOUNTED 150/3 M.C.B. 19 BUSSED SPACE BUSSED SPACE 20 a FULLY RATED O IOK 21 BUSSED SPACE BUSSED SPACE 22 NEW PANELBOARD SCHEDULE 'HL W" # CIRCUIT DESCRIPTION CB AO B0 CO CB CIRCUIT DESCRIPTION # 23 BUSSED SPACE -_ BUSSED SPACE 24 i RECEPTS-SERVICE MANAGER/P.O.S.TRAINING 20 I 30 WH-26 2 25 BUSSED SPACE _ BUSSED SPACE 26 225A, 277/480 V,30,41 NEMA i SURFACE MOUNTED M.L.O. wz 3 RECEPTS-P.as..TRAINING 20 7 2 4 27 BUSSED SPACE - BUSSED SPACE 28 SERIESRATED ®14K 1z - _ o 5 RECEPTS-CONFERENCE ROOM 20 I 11 20 i AH-3 6 29 BUSSED SPACE _ BUSSED SPACE 30 # CIRCUIT DESCRIPTION CB AO BO CO CB CIRCUIT DESCRIPTION f/ 7 RECEPTS-RESTROOMS 20 1 30 i AH-5 8 31 BUSSED SPACE _ BUSSED SPACE 32 1 LIGHTING-SITE SOUTHWEST PARKING Q 20 1 1 20 I LIGHTING-WAREHOUSE SOUTHEAST A Q 2 9 RECEPT-VENDING PARTS AREA A 20 1 1 20 10 33 BUSSED SPACE _- BUSSED SPACE 34 3 LIGHTING-SITE NORTHWEST PARKING p 20 1 20 i LIGHTING-WAREHOUSE SOUTHEAST B p 4 11 RECEPT-VENDING PARTS AREA B 20 1 RECEPT-VENDING PARTS DEDICATED 12 35 BUSSED SPACE _ BUSSED SPACE 36 5 LIGHTING-SITE TRUCK DRIVE NORTH Q 20 1 J3951 20 1 LIGHTING-WAREHOUSE NORTHEAST A Q 6 13 RECEPT-ELECTRICAL ROOM 20 1 3 14 37 70 100 38 7 LIGHTING-SITE TRUCK DRIVE EAST Q 20 1 20 i LIGHTING-WAREHOUSE NORTHEAST B Q 8 rc 15 RECEPT-VENDING PARTS CORD DROP A 20 1 _ 20 i SPARE 16 39 PANEL"LP02-(VIA 75KVA XFMR) PANEL"LPO"(VIA 75KVA XFMR) 40 9 LIGHTING-SITE TRUCK DRIVE SOUTH Q 20 1 4 20 i LIGHTING-WAREHOUSE NORTH A Q 10 17 RECEPT-VENDING PARTS CORD DROP A 20 1 20 i EF-56&Sc 18 41 3 3 42 11 LIGHTING-SITE BUILDING EAST Q 20 I 20 i LIGHTING-WAREHOUSE NORTH B Q 12 F 19 RECEPT-FENDING PARTS CORD DROP A 20 1 15 i EF-5d 20 TOTAL VA PER PHASE 30840 28660 28826 NOTES: 13 LIGHTING-SITE BUILDING WEST Q 20 1 20 i LIGHTING-WAREHOUSE NORTH C Q 14 M 21 RECEPT-VENDING PARTS CORD DROP A 20 7 20 i RECEPTS-ROOFTOP 22 - - - 1. 15 LIGHTING-WAREHOUSE OFFICES 20 1 I 20 1 LIGHTING-WAREHOUSE DOCKS A Q i6 CO 23 RECEPTS-WAREHOUSE NORTH WALL 20 I _ 20 i SPARE 24 - - - 17 LIGHTING RELAY CONTROL PANEL(LRCP) 20 1 20 i LIGHTING-WAREHOUSE DOCKS B Q 18 Ln 25 RECEPTS-WAREHOUSE GRIDLINE B 20 1 _ 20 i SPARE 26 TOTAL AMPS PER PHASE 111.3 103.5 104.1 19 LIGHTING-WAREHOUSE ISLES A Q 20 1 20 i LIGHTING-WAREHOUSE SOUTH A Q 20 ^° 27 SPARE 20 1 _ 20 i SPARE 28 NEW CIRCUIT BREAKER 8 LOCK-ON TYPE ♦AFCI TYPE EXISTING C.B. EXISTING C.B. EXISTING C.B. 21 LIGHTING-WAREHOUSE ISLES B 00 20 1 20 i LIGHTING-WAREHOUSE REPACK/CHARGING A Q 22 _ m 29 SPARE 20 1 = 20 i SPARE 30 CONT. LOAD (®1257) CIRCUIT BREAKER CIRCUIT BREAKER.RELABELED ❑E WITH LOAD ®WITH LOAD 23 LIGHTING-WAREHOUSE ISLES C Q 20 1 20 i LIGHTING-WAREHOUSE OPEN AREA D Q 24 LOCK-OFF TYPE GFCI TYPE AS SPARE' UNCHANGED CHANGING LIGHTING-WAREHOUSE OPEN AREA E Q 26 V° 31 BUSSED SPACE = BUSSED SPACE 32 QCIRCUIT VIA LTG. CNTL e CIRCUIT BREAKER 0 CIRCUIT BREAKER 25 LIGHTING-WAREHOUSE ISLES D Q 20 1 20 i (�i 33 BUSSED SPACE = BUSSED SPACE 34 27 LIGHTING-WAREHOUSE ISLES E 092 1 20 i LIGHTING-WAREHOUSE OPEN AREA F Q 28 35 BUSSED SPACE _ BUSSED SPACE 36 29 LIGHTING-WAREHOUSE ISLES F 0020 I - 20 1 LIGHTING-WAREHOUSE VENDING PARTS AREA Q 30 ° 37 BUSSED SPACE = BUSSED SPACE 38 31 LIGHTING-WAREHOUSE ISLES G 092 1 _ 20 1 SPARE 32 39 BUSSED SPACE = BUSSED SPACE 40 NEW PANELBOARD SCHEDULE "L P 0" 33 LIGHTING-WAREHOUSE ISLES H 0020 1 _ 20 1 SPARE 34 a 41 BUSSED SPACE = BUSSED SPACE 42 225A, 120/208 V,3 0,4 W NEMA i SURFACE MOUNTED 225/3 M.C.B. 35 LIGHTING-WAREHOUSE ISLES J 002 1 _ 20 i SPARE 36 a TOTAL VA PER PHASE 9706 6010 6648 NOTES: FULLY RATED O 1OK 37 LIGHTING-WAREHOUSE OPEN AREA A 0020 1 1 70 38 i 39 LIGHTING-WAREHOUSE OPEN AREA B 0020 13880 PANEL"LPW(VIA 45KVA XFMR) 40 2. # CIRCUIT DESCRIPTION CB A0 B0 CO CB CIRCUIT DESCRIPTION # o i RECEPT-BUILDING TMB 20 1 - 20 1 SPARE 2 41 LIGHTING-WAREHOUSE OPEN AREA C 0020 1 3 42 Z TOTAL AMPS PER PHASE 80.9 50.1 55.4 75 2p TOTAL VA PER PHASE 49542 45218 40964 NOTES: LOCK-ON TYPE AFCI TYPE 3 EF-5° 1 _ i SPARE 4 1 O $ NEW CIRCUIT BREAKER 8 CIRCUIT BREAKER *CIRCUIT BREAKER EXISTING C.B. EXISTING C.B. EXISTING C.B. 5 RECEPTS-GOODIES ROOM 20 1 900 v SPARE 6 2.CONT. LOAD (®125%) LOCK-OFF TYPE GFCI TYPE RLABELED ❑E WITH LOAD ®WITH LOAD 7 RECEPT-COPIER 20 SPARE 8 - - - V) QCIRCUIT VIA LTG. CNTL e 0 AS SPARE" UNCHANGED CHANGING QCIRCUIT BREAKER CIRCUIT BREAKER 79 RECEPT-COPIER COUNTER A 20 SPARE 10 TOTAL AMPS PER PHASE 1789 1632 14Z9 w. 11 RECEPTS-OFFICE 8115 20 SPARE 72 NEW CIRCUIT BREAKER 8 CIRCUIT BREAKER CIRCUIT BREAKER EXISTING C.B. EXISTING C.B. EXISTING C.B. a 13 RECEPT-PANTRY COOLER 20 1 1_ BUSSED SPACE 14 CONT LOAD (�125%) LOCK-OFF TYPE GFCI TYPE RELABELED UNCHA WITH ONGDED ®CHANG WITH ONGD X Ij NEW PANELBOARD SCHEDULE "LP02" 15 RECEPTS-OFFICE B114/EAM B113 20 I1080 BUSSED SPACE 6 QCIRCUIT VIA LTG. CNTL. eCIRCUIT BREAKER CIRCUIT BREAKER w a 17 RECEPTS-TEAM B113/TEAM B112 20 1 _ BUSSED SPACE 18 rc 225A, 120/208 V,3 0,4 W NEMA i SURFACE MOUNTED 150/3 M.C.B. 19 RECEPTS-TEAM B112/OFFICE B111 20 1 _ BUSSED SPACE 20 W ° SERIESRATED O 1OK 21 RECEPTS-OFFICE B111/OFFICE B110 20 1 1080_ BUSSED SPACE 22 a # CIRCUIT DESCRIPTION CB AO BO CO CB CIRCUIT DESCRIPTION # 23 RECEPTS-OFFICE BII0/0FFICE 8109 20 1 900_ BUSSED SPACE 24 NEW PANELBOARD SCHEDULE "LPW" O Z U 1 RECEPTS-DATA ROOM A 20 1 1 20 1 MODULAR FURNITURE OPEN OFFICE NORTH A 2 25 RECEPTS-OFFICE B107 20 1 _ BUSSED SPACE 26 225A, 120/208 V,3 0,4 W NEMA i SURFACE MOUNTED 150/3 M.C.B. ( 1 3 RECEPTS-DATA ROOM B 20 1 20 i MODULAR FURNITURE OPEN OFFICE NORTH B 4 27 RECEPTS-BREAK-OUT B106 20 1 1 30 WH-2c 28 FULLY RATED ®1OK \t 5 RECEPTS-DATA ROOM C 20 1 360 20 i MODULAR FURNITURE OPEN OFFICE NORTH C Q 6 29 RECEPTS-BREAK-OUT B106/OFFICE B105 20 I 2 30 # CIRCUIT DESCRIPTION CB AO BO CO CB CIRCUIT DESCRIPTION # I�, Z a 7 SPARE 20 1 - 20 i MODULAR FURNITURE OPEN OFFICE NORTH D Q 8 31 RECEPTS-OFFICE 8104/OFFICE B103 20 1 1_ 20 i SPARE 32 1 FIRE ALARM CONTROL PANEL 8 20 1 20 i RECEPTS-DOCKS WEST INDOOR GENERAL USE 2 9 SPARE 20 1 20 i MODULAR FURNITURE OPEN OFFICE MIDDLE NORTH A 10 33 RECEPTS-LORRY B100/RECEPTION 8101 20 I 20 i RECEPTS-ROOFTOP 34 3 RECEPT-TIME CLOCK 20 1 20 i RECEPTS-DOCKS EAST INDOOR GENERAL USE 4 ( O Q a 11 SPARE 20 1 - 20 i MODULAR FURNITURE OPEN OFFICE MIDDLE-NORTH 8 12 35 RECEPTS-OFFICE B137 20 1 20 i RECEPTS-BREAKROOM VENDING MACHINE A 36 5 RECEPTS-REPACK/BAILER AREA 20 1 20 i RECEPTS-DOCK A/B 6 _ r ( � W y 13 BUSSED SPACE 20 i MODULAR FURNITURE OPEN OFFICE MIDDLE NORTH C Q 14 37 RECEPTS-OPEN OFFICE GENERAL USE SOUTH 20 1 1 20 1 RECEPTS-BREAKROOM VENDING MACHINE B O 38 7 RECEPTS-OFFICE D104/GOODIES D1091ELECT DLOJ 20 1 20 i RECEPTS-DOCK CA 8 V v m Z Z w 15 BUSSED SPACE - 20 i MODULAR FURNITURE OPEN OFFICE MIDDLE-NORTH D p 16 39 RECEPTS-OPEN OFFICE GENERAL USE NORM 20 1 20 i RECEPTS-BREAKROOM VENDING MACHINE C Q 40 9 RECEPTS-SHIPPING D101 20 1 20 i RECEPTS-DOCK E/F 10 GJ..1 0 rc 17 BUSSED SPACE 20 i MODULAR FURNITURE OPEN OFFICE MIDDLE SOUTH A 18 41 RECEPTS-TRAINING WEST 20 1 1 20 1 RECEPTS-BREAKROOM DISPOSAL 42 11 RECEPTS-OFFICE D102 20 1 360 20 1 RECEPTS-DOCK G/H 12 19 BUSSED SPACE - 20 i MODULAR FURNITURE OPEN OFFICE MIDDY-SOUTH B 20 43 RECEPTS-TRAINING EAST 20 1 20 1 RECEPTS-BREAKROOM COUNTER A 44 13 RECEPT-EDF 20 1 20 i RECEPTS-DOCK I/J 14 =J o 21 BUSSED SPACE 20 i MODULAR FURNITURE OPEN OFFICE MIDDLE-SOUTH C p 22 45 RECEPTS-MOTHER/CORRIDOR 8124 20 1 20 i RECEPTS-BREAKROOM COUNTER B 46 15 RECEPTS-RESTROOMS/EF-2d&EF-4 20 1 20 i RECEPTS-DOCK K/L 16 I In Q 23 BUSSED SPACE 1 20 i MODULAR FURNITURE OPEN OFFICE MIDDLE-SOUTH D Q 24 47 RECEPTS-BREAKROOM NORTH WALL 20 1 20 i RECEPTS-BREAKROOM COUNTER C 48 17 RECEPTS-BREAKROOM VENDING A Q 20 1 20 i RECEPTS-WAREHOUSE WEST COLUMNS 18 25 BUSSED SPACE - 20 i MODULAR FURNITURE OPEN OFFICE SOUTH A 26 49 RECEPTS-BREAKROOM SOUTH WALL/PANTRY B731 20 1 20 i RECEPTS-BREAKROOM COUNTER D 50 19 RECEPTS-BREAKROOM VENDING B 20 7 1 20 i RECEPTS-WAREHOUSE EAST COLUMNS 20 a 27 BUSSED SPACE 20 i MODULAR FURNITURE OPEN OFFICE SOUTH 8 28 51 RECEPTS-CONFERENCE ROOM WALLS A 20 I 20 i RECEPTS-BREAKROOM COUNTER E 52 21 RECEPTS-BREAKROOM VENDING C Q 20 I 20 i RECEPTS-WAREHOUSE EAST WALL 22 W 29 BUSSED SPACE - 20 i MODULAR FURNITURE OPEN OFFICE SOUTH C Q 30 53 RECEPTS-CONFERENCE ROOM FLOOR 20 1 20 i RECEPTS-BREAKROOM COUNTER F 54 23 RECEPTS-BREAKROOM COUNTER A 20 7 1 2p i EF-6°&EF-66 24m x e�m z O i 31 BUSSED SPACE - 20 MODULAR FURNITURE OPEN OFFICE SOUTH D 32 20 20 20 20 g 3 o O i O 55 RECEPTS-CONFERENCE ROOM PROJECTOR/SCREEN I i RECEPTS-BREAKROOM COUNTER G 56 25 RECEPTS-BREAKROOM COUNTER B I i EF-6c&EF-6d 26 _ 33 BUSSED SPACE = BUSSED SPACE 34 57 RECEPTS-CONFERENCE ROOM WALLS B 20 1 20 i RECEPTS-HANDHELD CHARGER A 58 27 RECEPTS-BREAKROOM DISPOSAL 20 1 T 5 i EF-6e 28 N 35 BUSSED SPACE _ BUSSED SPACE 36 59 RECEPTS-SETTLE A 20 1 1 2G i RECEPTS-HANDHELD CHARGER B 60 29 RECEPTS-BREAKROOM COUNTER C 20 1 _ 20 1 RECEPT-HALL VENDING 0 30 i 37 BUSSED SPACE = BUSSED SPACE 38 61 RECEPTS-SETLE B 20 1 20 i RECEPTS-HANDHELD CHARGER C 62 31 RECEPTS-BREAKROOM COUNTER D 20 1 20 i BUILDING SIGN NORM 32 39 BUSSED SPACE _ BUSSED SPACE 40 63 RECEPTS-SETTLE C 20 1 20 i RECEPTS-HANDHELD CHARGER D 64 33 RECEPTS-ROOFTOP 20 1 20 i BUILDING SIGN SOUTH 34 i1 Registered Architect in: N 41 BUSSED SPACE _ BUSSED SPACE 42 65 RECEPTS-RESTROOMS 20 1 20 i RECEPTS-BREAKROOM CONFERENCE VENDING A Q 66 35 RECEPTS-BREAKROOM WALL 20 _ 20 SPARE 36 1 i AZ,CO,MT,NV,NM,OR,TX,UT,WA TOTAL VA PER PHASE 6360 5360 5360 NOTES: 67 RECEPT-EDF 20 1 1 20 i RECEPTS-BREAKROOM CONFERENCE VENDING B 68 37 RECEPTS-EXTERIOR DOCK A 20 1 1 20 i RECEPTS-EXTERIOR DOCK G 38 w. 69 RECEPTS-LOCKERS/STORAGES SOUTH/EF-2. 15 I 20 i RECEPTS-BREAKROOM CONFERENCE VENDING C p 70 39 RECEPTS-EXTERIOR DOCK B 20 1 20 i RECEPTS-EXTERIOR DOCK H 40 oN d - - - 71 RECEPT-JANITOR 20 I 20 i RECEPTS-OFFICE B136 72 41 RECEPTS-EXTERIOR DOCK C 20 1 1 80 20 1 RECEPTS-EXTERIOR DOCK 1 42 •�., _ a a LE TOTAL AMPS PER PHASE 53.0 44.7 44.7 73 SPARE 20 I - 20 i RECEPTS-OFFICE B135 74 43 RECEPTS-EXTERIOR DOCK D 20 I 20 i RECEPTS-EXTERIOR DOCK J 44 ° w NEW CIRCUIT BREAKER 8 LOCK-ON TYPE ♦AFCI TYPE EXISTING C.B. EXISTING C.B. EXISTING C.B. 75 SPARE 20 1 - 20 i RECEPTS-DRIVER'S ROOM WALL 76 45 RECEPTS-EXTERIOR DOCK E 20 1 20 i RECEPTS-EXTERIOR DOCK K 46 Q m 3 7 CIRCUIT BREAKER CIRCUIT BREAKER 1O CONT. LOAD (®125%) LOCK-OFF TYPE GFCI TYPE RELABELED ❑E WITH LOAD ®WITH LOAD 77 SPARE 20 I 1- 30 WH-2° 78 47 RECEPTS-EXTERIOR DOCK F 20 1 20 i RECEPTS-EXTERIOR DOCK L 48 y w o 0 O AS "SPARE" UNCHANGED CHANGING PANEL NAMING a Q CIRCUIT VIA LTG. CNTL. eCIRCUIT BREAKER 0 CIRCUIT BREAKER 79 SPARE 20 - 2 80 49 SPARE 20 20 SPARE 50 7 _ z 1 1 82 51 SPARE 20 - 20 SPARE 52HIL LL c c ti gi IRRIGATION CONTROLLER 20 1 30 DCH-2 AH-2 1 T LIM HIGH/LOW 1 - i L/M/P LIGHTING/MECH/POWER 83 MONUMENT SIGN 20 1 2 84 53 SPARE 20 1 = 20 i SPARE 54 0/W/V OFFICE/WAREHOUSE/VENDING � m Q N ui u x z TOTAL VA PER PHASE 18310 21478 21932 NOTES: 55 BUSSED SPACE _ BUSSED SPACE 56 F 3 a BUSSED SPACE _ BUSSED SPACE 58 m o o - - - 59 BUSSED SPACE - BUSSED SPACE 60 m a O - w TOTAL AMPS PER PHASE 1526 D9.0 182.8 TOTAL VA PER PHASE 11712 10130H1212NOTES: r�r�1_ 1. PROVIDE FEED THRU LUGS FOR FUTURE USE.O NEW CIRCUIT BREAKER 8CIRCCUI BR AON PKER CIRCAFCI UIT PBREAKER EXISTINGC.B. EXISTING C.B. EXISTING C.B. - - 2. UIELCFI99ANDON DE910 LLCCONT. LOAD (®125%) LOCK-OFF TYPE GFCI TYPE RELABELED ❑E WITH LOAD ®WITH LOAD - ELECTRICAL CONSULTING ENGINEERSQ CIRCUITVIALTG. CNTL e 0 AS "SPARE' UNCHANGED CHANGING CIRCUIT BREAKER CIRCUIT BREAKER TOTAL AMPS PER PHASE 9F 84.4 ® PROJECT CONTACT:WILLS BENBOW E4.1 3 NCI TYPE EW CIRCUIT BREAKER E] LOCK-O TYPE ER CIRCUIT BREAKER EXISTING C.B. EXISTING C.B. EXISTING C.B. ®ED MWSD PROJECT#18-0114-0114 FE X CONT. LOAD (@ 1257) CIRCUITRELABELED ❑E WITH LOAD WITH LOAD m LOCK-OFF TYPE GFCI TYPE AS ""SPARE" UNCHANGED CHANGING Q CIRCUIT VIA LTG. CNTL. e CIRCUIT BREAKER CIRCUIT BREAKER 4864 E. BASELINE ROAD, SUITE#103 MESA, AZ 85206 PHONE 480,641.6383 ° O www.welch-sondon.com ° GROUNDING AND BONDING DETAIL QUAD RECEPTACLE & TELEIDATA CORD DROP DETAIL FLUSH MOUNTED FLOOR BOX DETAIL NOT TO SCALE xo NOT TO SCALE V Eo S ------------ ti FP CTo PROVIDE FACTORY INSTALLED AND INTEGRATED COPPER GROUND BUS BAR. PROVIDE QUANTITY OF LUGS AS REQUIRE PER THIS DIAGRAM. 2403 �OFS,�O7stE1z®�� st BUS BAR CASE BOND INTEGRATED INTO "SES". (FACTORY BONDED) FLANGE TRIM SSIpNALE1yG (GROUNDING ELECTRODE#I) FINISHED FLOOR FINISHED FLOOR SIGNED: 10/05/I8 s1 PROVIDE A MINIMUM OF 20"-0"CONCRETE ENCASED ELECTRODE CONDUIT CONDUIT (LIFER). JUNCTION BOX JUNCTION BOX cs MOUNTED TO MOUNTED TO A GROUNDING ELECTRODE CONDUCTOR. STRUCTURE STRUCTURE ® CONDUIT(RIGID STEEL) ®- CONDUIT(RIGID STEEL) - ca PROVIDE 10'x5/8" 10 MIL ANNEALER COPPER CLAD STEEL GROUND THREADED AT EACH END. THREADED AT EACH END. _ _ Q Q ROD. SEE CHART FOR QUANTITY. (GROUNDING ELECTRODE#2). ® THREADED CORD -THREADED CORD - FLOOR BOX 0 CONNECTOR CONNECTOR _ z ❑ IF REQUIRED BASED ON CONSTRUCTION TYPE, PROVIDE A BUILDING G5 STEEL BOND WIRE. ® TYPE "SO"CORD ® TYPE "SO""CORD CONNECTOR CONNECTOR - w ❑ METALLIC PIPING BOND - BOND TO ALL METALLIC BUILDOING ^ _ - w cs SYSTEMS INCLUDING BUT NOT LIMITED TO FIRE SPRINKLER, GAS, WATER PIPING, COMPRESSED AIR WITHIN 5'-0"OF LINES ENTERING o 0 0 0 SUPPORT BOX WITH MASONRY BUILDING. 4 BELL BOX WITH O O BELL BOX W// DURING CONCRETE POURING& p TELE/DATA RECEPTACLE o0 pOp QUAD RECE%TACLE SETUP G7 FOR PROVIDE DERMINATION, SYSTEMS(SHALL BE NG BAR 1 CONNECTED TH A UW OF )POINTS AWG Cu. U.N.O. cs H MULTIPLE SERVICES ARE PRESENT PROVIDE BOND WIRE BETWEEN TRANSFORMER GROUNDING DETAIL TYPICAL L.V. OCCUPANCY SENSOR WIRING PROVIDE FACTORY INSTALLED AND INTEGRATED COPPER GROUND G9 BUS BAR MAIN BONDING JUMPER. AMPACITY SHALL BE RATED AT 1-3 SENSORS/ DEVICES GROUNDING AND BONDING DETAIL BASED ON NEC CODE ARTICLE 250 AND 450. ALL ALL DEVICES SHALL BE INSTALLATIONS SHALL COMPLY WITH SECTION 250 AND 450 IN ITS ENTIRITY OF THE POWER PACK DEVICE. LISTED FOR AND INSTALLED o URT AD CONDUCTOR SIZES BASES ON "SES" SIZE ANDTIT MOSTSTATE CODES.OPTED EDITION OF THE NATIONAL ELECTRIC CODE AND ALL LOCAL BRANCH CIRCUIT TO LIGHTS TI TLE IN COMPLIANCE PREQU�REMENTS. ALUMINUM CONDUCTORS SHALL NOT BE USED DASHED LINE INDICATES P LOW-VOLTAGE WIRING PER DEVICE LOW VOLTAGE DEVICE(I.E. w "SES"SIZE ct cz c3 ca cs cs cs cP TRANSF RM R GRO ND MANUFACTURER'S REQUIREMENTS. � OCSWICUPANCY SENSOR, E SOR,OVERRIDE a / # C SIZE kVA SIZE Cu. lll����"' 15k VA #8 3OkVA #8 4-6 SENSORS/ DEVICES 45kVA #4 75kVA #2 BRANCH CIRCUIT POWER PACK DEVICE. TO LIGHTS 112.5kVA #1/0 3 . -OR- 15Ok VA #2/0 I F DASHED LINE INDICATES i LOW VOLTAGE DEVICE(I.E. w 300k VA #3/0 OCCUPANCY SENSOR, OVERRIDE 1200 AMP 4 0 Cu. 4 Cu. 2 3 0 Cu. 3 0 Cu. 4 0 Cu. LOW-VOLTAGE WIRING PER (0 - (0k {0� 0 (0�k 0 SWITCH, PHOTOSENSOR, ETC). SOOk VA #4/0 DEVICE MANUFACTURERS T T i T_ #/ # #/ #/ #/ ___ _____________1 REQUIREMENTS.---'-, -------L___----- '.___ 0 P C 0 ci PROVIDE BUILDING STEEL BOND WIRE. IF BUILDING STEEL IS NOT PRESENT DUE TO CONSTRUCTION '�-----------------__-----------------------------_-- > TYPE- SEE NOTE G2. a 0 0 P C # O2 WATER PIPING BOND WIRE. THIS SHALL ONLY BE USED WHEN BUILDING STEEL IS NOT PRESENT DUE AUTOMATIC VACANCY-OFF LIGHTING AND POWER a 0 3 0 3 #p TO CONSTRUCTION TYPE. DUAL-TECHNOLOGY OCCUPANCY SENSOR BRANCH CIRCUIT®--" TO LIGHTS a KEYED NOTES BRANCH CIRCUIT TO SWITCHED RECEPTS _ GENERAL NOTES ❑i SECONDARY CONDUCTORS FROM UTILITY COMPANY TRANSFORMER. (4)PARALLEL SETS OF(4) #350's kCMIL Cu., POWER PACK DEVICE o 1. GROUNDING AND BONDING DETAIL BASED ON NEC CODE ARTICLE 250-50. ALL INSTALLATIONS SHALL COMPLY (1)#1 Cu. E.G. - 4"C. EACH. COORDINATE EXACT SPECIFICATIONS AND REQUIREMENTS WITH UTILITY COMPANY. ELECTRICAL CONTRACTOR SHALL VERIFY EXACT WIRING REQUIREMENTS AND QUANTITY OF SENSORS WITH SECTION 250 IN IT'S ENTIRITY OF THE MOST CURRENT ADOPTED EDITION OF THE NATIONAL ELECTRIC ❑z BONDING AND GROUNDING PER DETAIL THIS SHEET. ACCEPTACLE PER POWER PACK WITH MANUFACTUER"S DATA SHEETS AND WIRING DIAGRAMS. CODE AND ALL LOCAL AND STATE CODES. 2. THE GROUNDING SYSTEM SHALL HAVE NO GREATER THAN FIVE(5) OHMS OF RESISTANCE TO GROUND AT THE ❑3 (1)2 1/2"CONDUITS WITH PULL-STRING FOR FUTURE EXPANSION. REFER TO SHEET E2.1 FOR EXACT LOCATION. CONNECTION POINT TO SERVICE. THESE RESULTS SHALL BE TESTED BY A 3RD PARTY INDEPENDENT TESTING NEW 48-CIRCUIT, LIGHTING RELAY CONTROL PANEL. PROVIDE MIN. 10K AIC RATED RELAYS. PROVIDE VOLTAGE a AGENCY IN THE FORM OF A FALL OF-POTENTIAL TEST. SEE ELECTRICAL SPECIFICATIONS FOR ADDITIONAL FORMULA: 30 TRANSFORMER INFINITE FAULT CALCULATION BARRIER BETWEEN 277V AND 120V RELAYS. VERIFY NETWORKING REQUIREMENTS WITH OWNER/TENANT PRIOR TO 3 ELECTRICAL CONTRACTOR SHALL USE I I I INFORMATION. ORDERING. ALL CONTROLS PANELS SHALL BE PROGRAMMED BY ELECTRICAL CONTRACTOR. ALL ZONING AND POWER COMPANY FAULT CALCULATION (FI) . CONTROLS SCHEDULES SHALL BE COORDINATED WITH OWNER/TENANT PRIOR TO PROGRAMMING. ALL GROUND. CONNECTIONS TO GROUND RODS MADE ABOVE GROUND CAN BE MADE WITH A MECHANICAL CLAMP 4. CONNECTIONS GROUND RODS SHALLL EXOTHERMIC WELD WHEN SPLICING CONDUCTORS.BE MADE WITH AN EXOTHERMIC WELD WHEN IN CONCRETE EXCEPTIONS. OR BELOW PROGRAMMING SHALL BE COMPLIANT WITH CURRENT ADOPTED VERSION OF THE IECC. (D U. SERIES RATED PLACARD - REFER TO DETAIL THIS SHEET FOR MORE INFO. 100 M F L. LISTED FOR THIS USE. s - a 5. THE GROUNDING ELECTRODE SYSTEM SHALL INCLUDE: LIFER (G2), GROUNDING ELECTRODE CONDUCTOR (G3), ❑ MULTIPLIER= I F.L.A.FLA.- kVA X 1000 I S.C.-I FLA.XMULTIPLIER GROUND ROD(S) (G4), AND INTER-SYSTEM BONDING BAR(G7). METALLIC PIPING BOND, BUILDING STEEL BOND, IMP%X 0.9 EL_L X 1.732 Ln AND 2ND ""SES"BOND (IF REQUIRED) SHALL BE BONDED TOGETHER AND BONDED TO THE GROUNDING ELECTRODE SYSTEM. (WORST CASE=500k VA XFMR 6. G2, G3, G5, G6, AND G8 SHALL BE SEPARATE CONDUCTORS, THESE CONDUCTORS SHALL BE PROTECTED FROM 100 _ 1000 X 1000 ISC.I-1203AX 55.555 m Q THEFT AND/OR DAMAGE WHERE EXPOSED. MULTIPLIER= 207X 0.9 IF.L.A. 480 X 1.732 ISC2=1203AX4 - V PROVIDE THIS LABEL READILY PROVIDE THIS LABEL READILY WSABLE AT DISCONNECTING WSABLE AT DISCONNECTING 1 =66833 V MEANS AND PANELBOARD AS MEANS AND PANELBOARD AS MULTIPLIER= 55.555 IFLA= 1203A SC1 NOTED PER NEC 110.22& NOTED PER NEC 110.22& ISC2 =4812 'o 240.86(b). 240.86(b). IRMS =71645 lo COPPER FEEDER SCHEDULE Q CAUTION A CAUTION ° TAG WIRE SIZE TAG WIRE SIZE 'a FAULT CURRENT CALCULATION 3-70 (3)#4's Cu., (1)#8 Cu. E.G. - i"C. 4-200 (4)#3/0's Cu., (1)#4 Cu. E.G. - 2"C. o CONDUCTOR LENGTHS SHOWN IN CALCULATIONS ARE FOR ENGNIEERING PURPOSES ONLY. THESE LENGTHS SHALL NOT BE USED FOR BIDDING PURPOSES. THE ELECTRICAL CONTRACTOR SHALL VERIFY EXACT ROUTING OF FEEDERS AND LENGTH Z 3-110 (3)#I's Cu., (1) #6 Cu. E.G. - 1 1/2"C. 4-230X (4)#4/O's Cu., (i) #2 Cu. E.G. - 2 i/2""C. REQUIRED FOR FIELD CONDITIONS. NOTIFY ENGINEER IN WRITING OF ANY DISCREPANCIES. O a 2 SETS OF PANELBOARD"HLO" PANELBOARD"HLW" XF# POINT A POINT B Isc LENGTH WIRE SIZE N,NM "C"VALUE SETS VOLTSP VOL TSs 0 kVA Z% Isc (n 4-i50X (4)#1/0"s Cu., (1)#4 Cu. E.G. - 2"C. 4-620 (4)#350's kCMIL Cu., (1)#1 Cu. E.G. -3"C.EACH 65K 10K 65K 10K PRIMARY SECONDARY Z FUSE/BREAKER FUSE/BREAKER FO SES HMO 46954 160 #3/0 NM 13923 1 480 480 3 - - 15933 Q SERIES RATED SYSTEM SERIES RATED SYSTEM Fi SES HLO 46954 155 #3/0 NM 13923 1 480 480 3 - - 16269 '16269" A AVAILABLE. "15301" A AVAILABLE F2 HLO 75KVA 16269 5 #1 M 7293 1 480 480 3 - - 15639 X IDENTIFIED REPLACEMENT IDENTIFIED REPLACEMENT F3 75KVA LPO 15639 5 #4/0 M 15082 1 480 208 3 75 6 3165 Ln Ln w J COMPONENTS REQUIRED. COMPONENTS REQUIRED. F4 SES HMW 46954 175 #350 NM 22737 2 480 480 3 - - 28422 a F5 SES HLW 46954 170 #3/0 NM 13923 1 480 480 3 - - 15301 w rc W F6 HLW 45KVA 15301 5 #4 M 3806 1 480 480 3 - - 14266 a F7 45KVA LPW 14266 5 #1/0 M 8925 1 480 208 3 45 6 1958 O Z p F8 SES HLV 46954 253 #3/0 NM 13923 1 480 480 3 - - 11512 , \ W w F9 HLV 45KVA 11512 5 #4 M 3806 1 480 480 3 10916 v V t u F10 45KVA LPV 10916 5 #1/0 M 8925 1 480 208 3 45 6 1923 E11 HLW LRCP 15301 5 #10 M 981 1 277 277 1 - - r 1 9789 O a FI F12 HLO 45KVA 16269 5 #4 M 3806 1 480 480 3 - - 15104 O L Q Q F13 45KVA LP02 15104 5 #1/0 M 8925 1 480 208 3 45 6 2132 r NEW "SES" m z 1200A,277/480V,30,4W,NEMA 3R u"1 > z O 0 BRACED FOR 65,000 AIC �_ Q (~9ir a ® Z w 22013 200 3 5 to Q M 200 3 200 3 NEW 45 TVA NEW 75 TVA NEW 45 TVA NEW 45 TVA w NEW NEW TRANSFORMER NEW TRANSFORMER NEW NEW NEW TRANSFORMER NEW NEW TRANSFORMER NEW PANEL PANEL Z=<69,MIN PANEL Z=<69,MIN PANEL PANEL a PANEL Z=<69,MIN PANEL PANEL Z=<69,MIN PANEL a L 200/3 600 3 "HMO" "LP02' "HLO" LPO" HMW" "HLW' LPW" HLV' "LPV" e 3 SPA 200R3 200 3 / / / / F12 ❑5 70/3 150/3 70/3 150/3 3 1200/3 / C 70 3 100 3 C C C m x Q N G o MAIN SRW7ITCH SPARE SPARE 150 3 225 3 LRCP o O ~ O M..B. M..B. Fi F13 _ F72 F2 F3 'F4 F5 F6 F7 'F8 F9 10 GFP a GN 4-200 4-150X 3-70 4-200 3-ll0 4-230X 4-620 4-200 3-70 4-150X 4-200 3-70 4-150X Registered Architect in: Z FO AZ,CO,MT,NV,NM,OR,TX,UT,WA J i z V i w w o ELECTRICAL ONE-LINE DIAGRAM Y 3 SCALE: N.T.5. 3 `0 1p m F z' Z 0) V x O Z E 3'v m o0 0 w rA r�1 0 p WELCH 9 9ANDON DESIGN6 LLC o ELECTRICAL CONSULTING ENGINEERS 3 PROJECT CONTACT:WILLS BENBOW 3 MWSD PROJECT# 18-0114 F X ci)la 4864 E. BASELINE ROAD, SUITE#103 MESA, AZ 85206 PHONE 480,641.6383 O www.welch-sondon.com o RID COMcheck Software Version 4.0.8.1 v e° sin erior Lighting PASSES:Design 25%better than code �NQ��� Y 3~fi °2 Interior Lighting Compliance Certificate Interior Lighting Compliance Statement Compliance Statement:The proposed interior lighting design represented in this document is consistent with the building plans, �, specifications,and other calculations submitted with this permit application.The proposed interior lighting systems have been 'd 52403 Project Information designed to meet the 2015 IECC requirements in COMcheck Version 4.0.8.1 and to comply with any applicable mandatary �r0� /403 W' requirements listed in the Inspection Checklist. �S G SIONALE� Energy code: 2015 IECC Wills Berl-Electrical Designer WW'6af"1 s&ttb~try 08/02/2018 Project Title quikTrip#1407 G3S Name-Title Signature Date SIGNED: 10/OS/I8 : Project Type: New Construction Construclion Site: OwnerlAgent Designer/Contractor: SWC WATSON RD&SUNDANCE AVE QUIkTrlp Corporation Welch&Sandon Design,LLC BUCKEYE,AZ (Lighting) 4864 E Baseline Road,Suite 103 Mesa,AZ Z Additional Efficiency Packages) (480)641-6383 G Reduced interior lighting power.Requirements are implicitly enforced within interior lighting allowance calculations. W K Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts/ft2 (BXC) 1-Retail:Sales Area 4831 1.43 6908 Total Allowed Wafts= 6908 Proposed Interior Lighting Power A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. 1-Retail:Sales Area T8/T12 Fluorescent:C:Recessed in Utility Rooms:48"TB 28W(Super T8):Electronic 3 7 71 497 LED Strip:CL-25:Strip light at shelf:Other:Standard 1 2 25 50 LED Strip:CL40:Strip light at shelf:Other:Standard 1 2 40 8o O Exit Light:EXIT:Exit Light:Other: 1 4 4 16 U Sales Recessetl Directional:J:Flood Lights:Other:Standard 1 6 41 246 4 Compact Fluorescent:L:Pendant Hung in Sales:Triple 4-pin 18W:Electronic: 1 5 12 60 LED Can:LED:Recessed in Restrooms&Sales:Other:Standard: 1 53 18 954 LED Strip:LDS&Strap Ltg at Fountains:Other:Standard: 1 1 36 36 Track lighting Compact Fluor:N:Pendant Hung in Sales:Wattage based on 19.2 feet of track 0 0 576 576 LED Can P:Recessed Sign Lighter:Other.Standard: 1 2 14 28 LED SURFACE:QF1:Surface MTD in Coolers:Other:Electronic: 1 12 37 4" 4 LED:QL:Recessed in Sales:Other:Electronic: 1 36 29 10" 4-LED:QL2:Recessed in Sales:Other:Electronic: 1 4 17 68 LED DIRECTIONAL:T:Flood Lights:Other:Standard: 1 10 33 330 WILED:QLSA:Suspendetl in Sales:Other:Electronic: 1 1 1% 196 20'LED:QLSB:Suspendetl in Sales:Other:Electronic: 1 1 1% 196 20'LED:QLSC:Suspendetl in Sales:Other:Electronic: 1 1 1% 196 3 Compact Fluorescent:BL:Surface Bug Light:Triple 4-pin 13W:Electronic: 1 1 16 16 Compact Fluorescent:BLX:Surface Bug Light:Triple 4-pin 42W:Electronic: 1 2 54 108 T LED:SIGN:Suspended in Kitchen:Other:Electronic: 1 1 24 24 w Total Proposed We 5165 z Project Title: QuikTrip#1407 33S Report date:08/02/18 Project Title: QuikTrip#1407 G3S Report date:08/02/16 Data filename: XA18-0158 QT#1407\18-0158 P94 G3S COMcheck 2015 IECC MEP.cck Page 1 of 10 Data filename:X:\18-0158 QT#1407\18-0158 P94 33S COMcheck 2015 IECC MEP.cck Page 2 of 10 a 0 O COMcheck Software Version 4.0.8.1 A e c D E o Fixture ID:Description/Lamp/Watfage Per Lamp/Ballast Lamps/ #of Fixture (C X D) — Exterior Lighting Compliance Certificate Fixture Fixtures Watt. Exemptian:Trenspartation madeer,signal,and tlirectienal lighting Parking area(94 ):Tradable Wattage LED Site:A,B,C,D:LED Pole Lights:Other:Standard: 1 5 140 700 M Project Information C° LED Site:A,B,C,D:LED Pole Lights:Other:Standard: 1 6 140 840 r Energy Code: 2015 IECC WaIN kwav-10 feet wide(30�):Tradable Wattage ^� Perjec[Tine: QuikTrip#1407 33S Walkway<10 feet wide(52 ft of walkway Ienoth)Tradable Wattage � Project Type: New QOn$tfUCllen 3 Exterior Lighting Zone 2(Neighborhood business district) Illuminated area of facade wall or surface(1108 f )Non-tradable Watta ee LED Wall Pack:G-D:BLDG LED Wall Scences:Other: 1 3 29 87 U o Total Tradable Proposed Wafts= 5792 U dc - Constr WATSONptionQQuIkTrIp C Designer&San ctor: SWC WATON RD&SUNDANCE AVE QuikTrip Corporation Welch&Sandon Design,LLC Q BUCKEYE,AZ (Lighting) Exterior • • Design a 364 E Baseline Road,Suite 103 Exterior Lighting Compliance Statement Mesa,AZ Compliance Statement:The proposed exterior lighting design represented in this document is consistent with the building plans, (480)641-6383 specifications,and other calculations submitted with this permit application.The proposed exterior lighting systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.0.8.1 and to comply with any applicable mandatory ° requirements listed in the Inspection Checklist. a Allowed Exterior Lighting Power Wills Benbow-Electrical Designer wWA&w 1 8ettbrrar/y 08/02/2018 _ A B C D E Name-Title Signature Date Area/Surface Category Quantity Allowed Tradable Allowed Wafts Watts/Unit Wattage (BXC) Z Entry canopy 424ft2 0.25 Yes 106 O c Driveway, 31917 ft2 0.06 Yes 1915 Free standinglanached sales canopy 7345 f12 0.6 Yes 4407 Main entry 12 ft of door 20 Yes 240 Z Other door(not main entry) 3 ft of tlpor 20 Yes 60 Q Parking area 9447112 0.06 Yes 567 a Parking near 24-hour retail entrance 4train 800 No 3200 v Illuminated area of facade wall or surface 1108112 0.1 No 111 V) W `J Total Tradable Watts(a)= 7758 J Total Allowed Watts= 11068 O Total Allowed Supplemental Wafts(b)= 600 rc (a)Watfage tradeoffs are only allowed between tradable amawsurfaces. a W O (b)A supplemental allowance equal to 600 wafts may be applied toward compliance of both non-tradable and tradable areas/surfaces. a Proposed Exterior Lighting Power C) Z p A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) U — Fixture Fixtures Watt. I ° a Emry canopy_(424 ft2)'Tradable Wattage I 1 O o LED Soffit:SOFF:Bldg.LED Canopy Lts:Other:Standard: 1 13 60 780 U r Driveway�31917 R2)'Tradable Wattage = W ° LED Sile:A,B,C,D:LED Pole Lights:Other:Standard: 1 8 140 1120 F Free stand'rig/attached sales canopyj7345 ft2)'Tradable Wattage I'1 m Z w Recessed LED:E:Gas Canopy LED Lfs:Other Standard: 1 28 114 3192 W M LU 0 10 Main entry 112 ft of door w d111-Tradable Watier Q "' a LED Emerg.LL:LDEM:Emergency Light:OW Electronic: 1 4 15 Exempt ® An �/1 Z w Exempfion:Transponafion marker,signal,and directional lighting �// J Other door(not main entry)(3 ft of door width)'Tradable Wattage QQLED Emerg.Lt.:D-1:Emergency Light:Other:Electronic: 1 1 12 Exempt a 4 Project Title: QuikTrip#1407 335 Report date:08/02/18 Project Title: QuikTrip#1407635 Report date:08/02/16 �m y Q^m i Data filename: %:\18-0158 QT#1407\18-0158 P94 G35 COMcheck 2015 IECC MEP.cck Page 3 of 10 Data filename:X:\18-0158 QT#1407\18-0158 P94 G3S COMcheck 2015 IECC MEP.cck Page 4 of 10 $3 i �j o O O — W U Z Q 0- Registered Architect in: O AZ,CO,MT,NV,NM,OR,TX,UT,WA U V U O m m u._ v ° w a Q 3 0 M Q�w LL G "to F Z O N g Q zN u x O Z 'E 3'v no o0 0 � ao 0 w I up �r,1 0 p WELCH 9 9ANDON DESIGr46 LLC o ELECTRICAL CONSULTING ENGINEERS PROJECT CONTACT:WILLS BENBOW ®� 3 ci)-,*" �WSD PROJECT# 18-0114 FE X a 4864 E. BASELINE ROAD, SUITE J/103 MESA, AZ 85206 PHONE 480,641.6383 ° O www.welch—sondon.com ° POLE MOUNTED DETAIL NOT TO SCALE LIGHT FIXTURE SCHEDULE KEYED NOTES RO TAG VOLTS MANUFACTURER PART# CCT/WATTS LAMPING DESCRIPTION/NOTES El ELECTRICAL SERVICE ENTRANCE SECTION(SES) - REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MORE INFO. ti ¢� syrX 4"W STRAIGHT ti re o (1 SQUARE STEEL POLE ❑ SECONDARY CONDUCTORS FROM UTILITY TRANSFORMER - REFER TO ELECTRICAL ONE-LINE DIAGRAM FOR MORE ¢ ¢ CSX2-LED-12C-700-40K- LED(28,000 lumens) POLE MOUNTED LED AREA LIGHT®25'TO F' } j HANDHOLE NTH TAMPERPROOF EA3 277V LITHONIA T3M-MVOLT-SPA-DBLXD 4000K1268W BOTTOM OF FIXTURE TYPE 3 DISTRIBUTION INFO. ` z SCREWS PROVIDE GROUND LUG AT ❑3 POLE MOUNTED UTILITY COMPANY TRANSFORMER. VERIFY EXACT LOCATION AND REQUIREMENTS WITH UTILITY '0 sz4o3 m- HANDHOLE CSX2-LED-12C-700-40K- LED(28,000 lumens) POLE MOUNTED LED AREA LIGHT®25'TO "PO z m H EAS 277V L17HONIA T5M-MV0LT-SPA-DBLXD 4000K1268W BOTTOM OF FIXTURE. TYPE 5 DISTRIBUTION COMPANY .off, TSTER V BASE COLLAR NTH GUSSET PLATE. SSI�ALyG 28,0001umens ❑ MAIN BUILDING T.M.B. - REFER TO ELECTRICAL POWER PLAN FOR MORE INFORMATION. LED (4)HOT DIPPED GALVANIZED STEEL EAFT 277V LITHONIA CSX2-LED-12C-700-40K- ( ) POLE MOUNTED LED AREA LIGHT®25'TO w TFT-MVOLT-SPA-DBLXD 4000K1268W BOTTOM OF FIXTURE. TYPE FT DISTRIBUTION SIGNED: 10/OS/I8 o}'- ❑a (4) 4"EMPTY CONDUITS FOR TELE/DATA SERVICE. VERIFY EXACT REQUIREMENTS AND LOCATION WITH UTILITY m m w ANCHOR BOLTS FURNISHED KITH COMPANY, ARCHITECT AND OWNER. p m Z POLE EA 277V LITHONIA CSX2-LED-12C-700-40K- LED(28,000 lumens) WALL MOUNTED LED AREA LIGHT @ 25,TO TFT-MVOLT-SPA-DBLXD 4000K1268W BOTTOM OF FIXTURE. TYPE FT DISTRIBU7ON PROVIDE#2 TIES®12"O.C. ❑ MOTORIZED GATE- 13A @ 48OV/30. PROVIDE ALL NECESSARY WIRING BETWEEN CONTROL BOX, KEY PAD AND Cn o x XPWSJ-WT-LED-28-350- LED(2873 lumens) LED WALL PACK NTH EMERGENCY BATTERY OTHER NECESSARY COMPONENTS FOR A COMPLETE AND OPERABLE SYSTEM. COORDINATE EXACT REQUIREMENTS W o Z o N EW1 277V LSI NW-UE-BRZ-CW9B 4000K134W BACK-UP.MOUNT ABOVE EGRESS DOOR. WITH EQUIPMENT VENDOR. r"m�wN FINISHED GRADE XPN53-WT-LED-48-350- LED(4791 lumens) ❑ GATE KEYPAD - PROVIDE(1) 1-CONDUIT TO EACH CONTROLLER AND (1) 1"CONNECTION TO NEAREST m w o _ EW2 277V LSI LED WALL PACK.MOUNT PER ARCH ELEVATION. ELECTRICAL ROOM IN BUILDING. m NWTUE-BRZ 4000K/SSW z m= x z CONCRETE BASE LDN6 420 10-LOG-AR- LED(1082 lumens) LED WALL PACK KITH EMERGENCY BATTERY ❑ CAMERA LOCATION - LOCATE IN NEW CONCRETE ISLAND ADJACENT TO KEYPAD. PROVIDE(1) 1"CONDUIT TO u, EDI 277V LITHONIA NEAREST ELECTRICAL ROOM IN BUILDING. > PER STRUCTURAL LSS-2 7-E710-WL 4000K/13W BACK-UP.MOUNT ABOVE EGRESS DOOR. m > PVC CONDUIT WITH LED 10821umens ° TRAFFIC LOOP AT GATE EXIT. COORDINATE CONDUIT REQUIREMENTS WITH GATE INSTALLER. ¢ LDN6-40 10-LOG-AR- ( ) ❑ o m w 2 woU _ BOND WIRE TO RIGID ED1EM 277V LITHONIA LSS-277/EZ10-WL-ELR 4000K113W LED WALL PACK.MOUNT PER ARCH ELEVATION. J Q - FEMALE ADAPTER. 1a MONUMENT SIGN - LIGHT FIXTURES FOR NEW MONUMENT SIGN. COORDINATE LOCATION OF SIGN LIGHTS IN FIELD SCHEDULE NOTES WITH MONUMENT SIGN AND LANDSCAPING. 1. ALL EMERGENCY FIXTURE SHALL PROVIDE MINIMUM OF 90-MINUTE BATTERY BACK-UP.IF THE GENERAL LIGHTING IN THE AREA IS HID,ALL --- T"' IRRIGATION CONTROLLER - PROVIDE DEDICATED, 20A, 120V CIRCUIT. COORDINATE EXACT LOCATION WITH 2 DIA. FIXTURES IN THE AREA SHALL HAVE A MINIMUM OF A 10-MINUTE 2. ELECTRICAL CONTRACTOR SHALL PROVIDE A BASE BID OFF THIS LITIME DELAY. tt GHT FIXTURE SCHEDULE.ALTERNATES MAY BE SUBMITTED AFTER AWARD OF LANDSCAPING. CONTRACT.PROVIDING THEY ARE SUBMITTED WITH WRITTEN OWNER APPROVAL AND ITEMIZEq DEDUCT FROM THE BASE BID.ANY RE-DESIGN 12 ROUTE VIA LIGHTING RELAY CONTROL PANEL. WRED-B AN ALTERNATE PACKAGE SHALL BE BILLED TO THE ELECTRICAL CONTRACTOR: 3. MODULAR WIRING IS ACCEPTABLE: i ------------- - - 2 #85 O 4-------------- ------------------ E FT / i EFT •.HLW,. 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BASELINE ROAD, SUITE#103 I ------------- ----__ MESA, AZ 85206 � 5GALE: "=30'-O" PHONE 480,641.6383 O NORTH www.welch-sondon.com o - o Schedule Symbol Label QTY Catalog Number Description Lamp Numbe Lumens LLF Wattag RIDLamps per La p s 2 CSX2 LED 120C CONTOUR SERIES LED AREA LUMINAIRE LED 1 32726.97 0.9E 268 y���A�SO700 40K T3M WITH 120 4000K LEDS OPERATED AT � h °2 x ll 4 EA3 700mA AND PRECISION MOLDED ACRYLIC TYPE III LENS �OF, �O7stER® 7 CSX2 LED C1CONTOUR0 4000K LEOS OPERATED LUMINAIRE LED 1 33042.48 0.9E 268 700 40K TSM WITHAT �SSIONAL G 4 EA5 700mA AND PRECISION MOLDED ACRYLIC SIGNED: 0/OS/I8 TYPE V LENS 17 CSX2 LED 120C CONTOUR SERIES LED AREA LUMINAIRE LED 1 33372.05 0.96 268 700 40K TFTM WITH 120 4000K LEDS OPERATED AT 4 EAFT 700mA AND PRECISION MOLDED ACRYLIC FORWARD THROW LENS 0 11 CSX2 LED 120C CONTOUR SERIES LED AREA LUMINAIRE LED 1 33372.05 0.96 268 Z EA WP 700 40K TFTM WITH 120 4000K LEDS OPERATED AT o 4 70OmA AND PRECISION MOLDED ACRYLIC w FORWARD THROW LENS tt a EA/1 8 XPWS3-WT-LED- 1 2872.036 0.96 33.5 28-350-NW-UE 8 EW2 9 XPWS3-FT-LED- 1 4861.375 0.96 55 48-350-NW-UE 37 �LDN6 40110 �6IN LON WALLWASH, 4GOOK, 10OOLM, LED 1 953.9928 i 10.65 OEp7 LW6AR LSS CLEAR, SEMI-SPECULAR REFLECTOR Statistics 0 Description Symbol I Avg Max Min Max/Min Avg/Min u alc Zone#1 + 11.6 fc 21.8 fc 0.0 fc N/A I N/A a I 0 . 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BASELINE ROAD, SUITE#103 1 IIZI MESA, AZ 85206 z PHONE 480,641.6383 0 www.welch-sondon.com o CSX2 LED LED PATRIOT®WALL SCONCE(XPWS3) I�L/THON/A L/GHT/NG® �r v RO LED Area Luminaire US pamM)82UN,8002428 and CAN V3VUA2I36757 and MR palmed 22631 and ISRL aeon and AUS �~yP O Sy pTp2Cl 77 zooeslzsse ana us A Im'I.Pamnm pending Ni FEATURES&SPECIFICATIONS SMARIIECr•-LSI drivers feature integral sensor which reduces drive current,when ambient INTENDED USE-Ty plolappli mr,iadicarridorslobbies,m°ferenamomsandprivateoffias. - w temperatures exceed rated temperature [OxSTRU[iIOX-Galvanized steel mountinglpmster frame;galvanlred steel)union bon roil Air 52403 bottom-hingedamessmvers,,d spring larches.Reffil-*ermined by tmslonsprings. p p� Nam.,mwrymm^^.^�.,mrPaPrM,tt,ui�t<�tiwrem.�t. ENERGY SAVING CONTROL OPTIONS-DIM-0.10 suit dimming enabled with controls by .� 'cCTISFEtt Yen iwllyad)ustablemounting bMnemwBh mmmeMal Ear hangers provlde3-3/4"total adihstment. others. 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OPTICS/DISMIBLMONS-Ufim-highefficiency reflectorm provide three distributions.Choose 0-lwtlimmingfixture requirestwo(Z)atlditi4nal low-rolmgewiresto bepulled. ! ! m 1 •This Iuminaire is rtof an A+Certified solution for Visitw .lightingtacls.com lot specific catalog strings. _ I� > Well 59Ibs In from Wide Throw(WF),Forward Throw(FT)or Wall Wash(WLM1�. msTimen mainten,d I,Us ohpudi w ROAM®2 or XPointrM Wireless control networks, LISTINGS-[eptifiea to us and TAR-c n sally standardx Damp lomtian:random(wet Imaaon, K (mMx): asnyl pmvi you-o- compatibilitywi HW Mounting eiis rant ass steel or issmooelyceel.Hosontoured rectangular shape. din t fthe-box control with overed<eilingoptionap.ENERGYSTAA•cer0fied protlum. y simple commissioning when ordered with drivers and LIGHT OUTPUT-XPWS3 Mounting hardware is stainless sleet Oreleclro-zinc plated steel.Housing and optical unit wARMxiY-s-yearlimiree waxarm.[omplerewaaanryrermsmcaredac r5E16NT ®UEIDN' Control options marked by a shaded GackgrourrN DIM,Ibwi, m,,ns INommao are sealed with extruded silicone gasket;supply conductors with molded EPDM bushing. wwwacummandsmmrcusmme Resohrcesrtams and mntl run Millianps aML2Ds type FT Type YYT Type WW warm OPTICAL UNIT-Clear tempered optical-grade flat glass lens sealed to the aluminum optic Note:Actual performance may dlgerasa'armend-nseren.iRhmenlandappNcanon To learn more about A+, za aloo a000 a2oo 34 housing Creates an IP65 rated unit.Pressure stabilizing breather allows super-tight Allvaluesare designmtypicalval°es,meow�edunde,Iabgmmzymnd111gnsat25"C. mil'visit wwwacu tybrands corn/autos. s- 4s moo 5100 :zoo ss protection while preventing cycling from building up internal pressures and vacuums that spedfimomss abject W he's,withmmlorre. 1.See ordering tree for details. g E za a]m 6100 580o a4 ran stress optical unit seals. """e' "°• � 48 62m 610p 63pp R Z A+Certified Solutions for ROAM require the order ,� 28 29m 29D0 3100 34 VIAL M■INTINre-Galvantzed-steel universal Wall mounting plate easily mounts directly t0 A+capaelepptionsinaiama of one ROAM node per Iuminaire.Sold Separately: `s 4e 49m 4aoo 490o as 4"octagonal or square junction box.EPDM gasket is supplied to he installed between 'eymecnmmaagmhna. Linkto Roam Link to DTL DLL g za a600 ae¢0 s]oo a mounting plate and junction box,sealing junction box from entrance of Water.Universal L se0o A]D0 seoo ]z plate permits fixture to be mounted in upligMing(indoor only)or downlighting position. '"®" Leadfimewdllwryaepending on options sole[fedcesvdUwxhywa.I,,x,resentative. Ewmple:LDN635/15L06ARLSSMVOLTEZIO A+eapa-genemmrmee LEo cA'Ips amlmauemy ummmme,nae.Mues may'Inaeasa. POLE MOIINrING-XPMA(for square)or XPMAR(for round)allows mounting to poles in LDN6 Mmismlp,baa9rnMna. single and D180 configurations.Use with 3"reduced drilling pattern. cede telorcew Avenurertdm Lplo • EXAMPLE:CSX2 LED 120C 100040K T5 M MVOLT S PA DDBXD SEMPF.&-TWO-stage surge protection(including Separate surge protection built into Ul e'mhnd I]/ 2700K os soommens zs 2soolumas m5 Dnwnlgly AN near LS5 semi-npemmr MtroIT MmUwolt Also available in traditional NEE electronic driver)meets IEEE C62.41.2-2002,Location Category C.Available with universal 30/ 30DUK 10 toodomens 30 30oolumens LWG WAL,ash wR, White m ManediMse 120 120V MLED HERC voltage power supply 120-27NAC(50/60Hz input)or 347-480VAO o 35/ 3500K 15 15001umens 40 40001umens BA' Black LS Spemlar Zn 2]]V DRIVER-Available in 35OmA and 450mA drive currents(Drive currents are factory 40/ 0 ON zit 2000Iu '..so 500olumens 341' 347V a programmed).Components are fully encased in patting material for IP65 moisture 50/ 5000K resistance.Driver complies with IEC and FCC standards.Driver can be easily accessed. CM Up 130( 120 LEDs 100 100 mA 40K 90WK IN rypell MVOLi' ShlpPed innudetl Shipped installed Deal Diw IOW fool 50K SOOOK T3M Typelll If SPA Smmrepnn PM NEMA twist-mrkrecepudeony DBIXD 8lan U40UNCY OPTIONS-Optional integral emergency battery-hack-up options are available.BB IS (I AI T4M ryp V 20s'+ moIn uto Inecnmmisl _ DRAID Natural option operates in O°C to 6D°C ambient temperature and CWBB operates in-20°C to BWC miner o APA Round pine D. 11.hleanamnmllablevla alamin°m arrhMmteripem[ure.When primary AC povasmilure occurs,both options operate 10 GZ10 0-lOVdriveralmsm l0% 3F' singlemse NP580EZI Iight°dimmingp,krmmis O-IOV,ldoLEDdrivers TSM TypeV 240'' INAM'InOmnuols` (EZ10,Un. iHM Froward andng owhan White LEDs for minimum of 90 minutes. 6Z1 0-lOVdriverdlmsre l% iRW Whitepainted(lange mrwz Z11' Who Wall brabn DML 0-toValmming davel(no<onwls) DDmXD Rana dad, EZ10 0-IOV rdoLEDdriverwHER TRBLs Bladpaimed0ange Ni ughNAlmmingpamm�mis0-1weltloLEOtldven 3n NS HasL�aaeshiela' bmmx OPERATING TEMPEISANRE--40°C 10+50°C(-40°F to+122°F] smooth and Areker-0eeaeep IEZ1gfz11.wmntmisfmureson emagenry[irzub. Shipped kmrmelya This product,or selecletl vemions Of this protluch meat the EP Emeryenrybatterypadwith ianvaltotautm dimming penormancedown N80' nLigAtLumen Comensa0on 480' SPUMBA Square pole SF Singlelfull12o,Z]],,4M' DBIBXO Texmretl 318ntl8rtl81iS1etl belOw.tree83e.e.ull(artery for your SpECifiO FINISH-Fixtums are finished with LS§DUraGfip®p0y¢5tor powder coat finishing Process. GO Emeryenrybattery pamwim inregral tot switm DF Dwblemse¢ogd4o,4esv1' bhck qulremenm. The DumGI finish withstands extreme weather changes without cracking or peeling. nILI ELSD Emeryeainy i, erypa[kwlmself-diagnonks,imegraltenswitm NAOe High ambientoption El 0-IOVeId effi d,ivawim DNATXD :Irl WARRANEY-LSI LEDfIMures car rya omhantlAl[ker-freedeep ELRSD Emeryenrybattery pa[kwlthself-diagnostks,remmetest swit[h WE Chita Plenum W. aunntig DS Oual swit[hing°P � •Elva 9° daptor' BI30 RkWlswBmeddimminrynomiml R.oHS m E ® rY Y ly dmmin9 perfallanredown WL wet Lora6on grsa asp„ aluminu wet Oxam- tut% EtOW[P Emeryenrybat[erypa[k,low(onstantPomDCAiitleZOmmpliant ; APUMBA Ravi va-Iole PHOTOMETRICS-Please VlSlt Our Web Site at WWW.51-IndU51rIe5.Cunt for detailed photomehlC RILL RFLOI able asi RARE nivepal BLW IYJaelsrvamaldimming,ngminal DWHG%D Texmretlm x Iewmlipmpnyl NPP16D' nldrUD'd wri(power/relaypackwitM1 O-lwdimmingfornon- ntlmnslstentfa[rery installed option am....ABL r SW6nihn wM1ite A■BRA data. eldotepdmers(GZIpGZn. IUminairebrands.yi,ARo AALlor<om It an5n9 p e e nomem a- z atlapta' g ohm IP65 F SHIPPING WEIGHT(in celNn)-30 bS✓13.6Kg NPP16DEe nLighCnetwork powder/relaYparkwim 0-1W dimmingfornon- tore.Availableonly in AALA,RRLB,AAUE,and PPL(1Z5. w KMAB m eld,LEDddwrs(GZIO,GZI).Ell trolsfixtu...n emeryenrydrmlt USPOM USpoiuddonufamure DDBx)u mwtnong SM1imeaseparatelya LISTING-FTL listed to ANSNUL1598,UL8750 and other U.S.and intemationalsafety z Lwaaaare IS I'daI"ad standards.Suitable for Met locations in downlight position.Optional Class l Division spears.nlm9e.mm,memm9enemmrsnppyl:Mpnwer. alHanhta' BS Nlrbdelemm,Dkes (groups A,B,C&D)hazardous location rating is available(Select HL option).For a list an Millix,innmes deelent,ep cNa9<:rertnn Wnlrepmreanemer9mcrnmaea.na normalnmre:a of the specific products in this series that are DLC listed,please consult the LED Lighting wones:oreemssePamremmlognumber. mtnnpa9e3. ehad r section of our well or the Design Lights Websites at wov✓.designlights.mg. E9�}7i c°mpanimamptiAleemergenryACp°wersystem �aYaiu�^wi�finld,^s. HPseoEzo�rvPsaDr:Ee�onlrwalmmenwimOlDaneOl Q anmu:. ILU55M Compan'mtermpObleemergenrypCpowe,ryster, usts0etltyvohagelieer2]rY. ore M1NgAtIs63'faalllumenpa<mgeswnh NAO. GalOversized bimring wRM1 B'ou[sMetliameter' AvailablewithdearlAAl reAenoronly. t me,irywlmgemrlaaOlm.s0a0lmwim mad,eespa,- 4 '.L/THON/A ®202thonia Way•Conyers,Georgia wol2•Pnone.ao0.2n.8o41•wwwli,noniacom SCA6 Sloped reilingadapter.ReMmiEm-S(Abrmoreoptions. 6 Aad-lexdagn^nk^pnonli.eELsm Ing24Lx24Wx14U. L/GHT/NG zoteaaniry Brand:Eignunq,ln°.alagm:raaemaa. Protect Name Fixtum TYPe o728/16 02p11 DOWNLIGHTING LDN6 ED catalog I, LSI INDUSTRIES INC. O ' LED PATRIOT®WALL SCONCE(XPWS3) LDN6 "m„n 1 LUMINAIRE ORDERING INFORMATION BUG LISTING a Accessories csyzaA.manmpne almN pMmnwmae rez PHOTOMETRY pn.m.umnP, ° Drilling wERIVtmWspnUlYglbaNnAmMm anMa, a,mgnn anvh XPWS3-T Type M 9 mm,aa°» woxa. TYPICAL CONGER EXAMPLE XPWS3 FT LED 48 450 CW UE WHT BB DNYe ehmml cmerTem YP Distribution Curve Distribution Data Outputoata egeMdenrofupD:anon Illuminance Data 30'Above Floor Mmepmy'mg pnnt2o.ao°°B.2400r n]ondomonywb.n°,xrina mrb Mins6f.of p.' Lumem Watts LER BUG Rating z OLLt]]F1.SIU PAmaal-SSLtwlst luN130" WAI9ps Single nit purl, F zml° P wusu zmss°` CW 3055 34 90 B1-UO-G1 aSingle Luminaire DLL341f13(ULIU PAomMI-ML-1Ihnf3 )' WeieAs rent 1An ,m°^rem^nl:k Preflc DlnmuOpn I ngrerm I.ILEN Ddncumed eohr]emmrnure Input V°Imge Flnlm Optional Consult Optional amsorroptiom 350 5094 55 93 B1-UO-G1 ELMINFl.smuN P uma4wul° u 3mso°` W 2919 34 86 B1-UO-G1 :4nt sg°` XPWS3- wT-Wla¢Tmew LED 2B 350-35omA CW-Conwbbe HE ThwirlaI BLK-Black mmless CO.,.,Cl Grain sanepr LDN635/10 L06AR,input watts:12.75,delivered lumens:1082,LM/W=84.86,spacing criterion at 0=1.02,test no.ISF 30716P31. acceasmm,maamml�a�d�d aj�rr LED Fr-Fomard Throw 48 450-45omA (50001q Voltage BAZ-Bronm (bas eve IMS-IntegalMd"Seneo 4863 55 88 B1-UO-G1 KMAeooaKOu umngbradxtadaptar ., A'sai 12m" a Sir- m-M-cn�bld"..na,.I.Iovdmmin,-,b%,X Pat WN-Wall Wash NW-Neutral WAite (1202n) GET-Graphim Pi PMinum C°nlr°I System PCI120-120V Button-Type Procreate CW 3730 44 85 BI-UO-G1 zPre (spenity6ni nl' u DmnW+:SSIA4COMIx15D°H• Wall (COOK) MSV-Melallc Silver PCMH-NmlSaellAe Phonum PCI208-208V Btm°n-Type Phalocelle 450 6159 72 86 B2-UO-GI _ osuonrse%u PUMMDM%DU` Apund anawuereppleunrvaml cMO 2L]45°r ema,l.e��eaamserviar.net.WAwnM1 BL30,BI50. Stun N7480 PER Red-Plus CnMal6ymem PCI2O NOV BhnmrType PA mare, s4.s azs TTT WE SlInveme sell caE cgnwlsyvam Pmzn-znv aulmn-r Pnmgcens NW 3529 44 80 B1-U0-G1 Pe - aaapmrlwaNr r Aaw ,z�,sArm,b 'dam,aoaM® ne mat N•P°Rhaxa,.pa,aey ype G�°°° ceMH-HnbSavIIrr Gold Pm34]-34]VBOttooT epnmocells 5775 72 80 B1-UO-G1 (� rani:m mbm m,�isz�9mma Izo zn°rsn•nlmgeeponn.onnbMlnaewFl rp a." �de111elllill- Tenn Mounting SlipOtter , n,4wwl,nmi°^. WHT wrote comm system4. - 9meldl de: 50I°minaN/q We�ni ERvi°DeP,Mependem ddwrc on DIM D11.11ammin Dram"s - ~ cSx o Yaadalymmaao, ,iRnm. is P hairemmmreunerence) as eaharysa¢N.upa XPWS3-Type Wrll m eddRio^d awitcbnd li^e� Drive Cumenl Camrlom Lumem Wall LER BUG Ratio sx]BSU Mmaemmmspikaarres:py tbI ran urn CWBB-cold Weather Battery Ba¢kupn P• 9 p p_p '66 rr � �., tan�a a,. amm-alone cmm�l EMR2;Two Ememenw l2vclmuit PmvNions CW 2977 34 88 B7-U0-G1 a. w ° b emamwr ,h n,ss s, st ss s, w ss st 180 sa ,a.o be za.n b.s m to G.�a Ln fiad Ex°mron.odereda^dmim- (blank)-I wim l2)36wattxalaganlamm' 350 5095 55 93 B2-UO-G1 �u pa eAne need. DIM-O-tOvolttlimmings Had Class l,givi-2Haemoas LooaAOn (tram examal ag.) RN'to ULLiSWOULe44 NW 2873 34 86 B1-UO-G1 3 XPMT Pole MOUntlng Mao,wrFmlure ° Q Back Platemr use with Sahara voles' 4791 55 87 B1-U0-G1 _ m XiPole MounOnO Aaaprorwrfenve CW 3636 44 83 B1-UO-G1 V o hat.D'Usewim CO.D.Roxdi`cdes' 450 6144 72 85 B2-U0-G1 LDN6 35/301.061 in Spacing XiPole Moaminp Admm,w/Finme NW 3465 44 79 B1-UO-G1 put watts:34.69,delivered lumens:3033.9,LM/W=SZ45,s [in criterion at0=1.02,test no.ISF 30716P22. (�i Back Platamr Usuwim 30D.Rowd Pokes 5678 72 79 132-1.0-131 m - B- �IIIIIIIIIIIIIIIIIIIIIIMAIIII' (Accesaoriesarelieldi"Ided) arc p - Deeariptmn enter Rembm Desnripoon 10 ante,number XPWS3- eWWrl sa - mz - LumenOutput Lumen Ambient Temperatl(LAT)Multipliers xPwS3PbyP rwC sbieM z44e9 o6Kzos z4D Dnhbm Fusing marez4o10 Drlm Cumnl CUIm Temp. Lumem TyP Want LER BUG Rating _ °mpMmmroic me relame Wmen°°p°tmr a,.rae.amG.^tremp.mwre. xPWS3SWBLK-Smkacewidm Er,UMBIIabtelnbmUNv1yI 35e915BLK DFNdoD Dnubte Fusina DFK481110 CW 3161 34 93 B2-U0-GO Jibe^mnfiguraunowvaM1in�herale�a�es'.uo^see by trendng camw n pe m+ance dmz° m M1�a�o`c laxity°Fl.'r FK120-Simla Fusim FK12D10 FN34]SIn01e FNn0 FK34710 O g •^°' ^^ ne FK2n-slmle wsmg Fxzn10 350 5209 55 95 B2-UO-GO FoorxoTEs: NW 3074 34 90 B1-UO-GO ° m emn.r,ry n.n ,a.o toe n.o ]n - s puon. in I4881 55 89 B2-UO-GO CW 3844 44 87 B2-UO-GO:lslaeELOP:tra�orernaemwimo�em ram mole wltn tune baekp m o tb et as s1 at ss st en ss st ® 0 Fama�EM rekomion. p " p' - mmpmrm.xm awmbm wltn woalaea enmmla aymm,mnay baW up. 450 6315 72 88 B2-UO-GO o s ar-anaemewpn l-spark n. e-riota�walaoaMD_imele:moron°i:an 450 mtury rank-rap.pnomnelmrtMRz°mi°n. NW 3708 44 84 B2-UO-GO Z o,DIM. 9-E.-iler"wim Franz npunn.N,iUndtr,3PdrwadnILrgwmm.Fall IROmwntiagnadavhp°pnly. o zo 0 5 xm mmpaeme,wm FERznreiopal.n. ,n Fmm�gm be mmallna ana p mmnnbnn P.balpliea tar ammramnr. 5751 71 81 B2-UO-G0 O o Color Temperature:NW-4000K,CW-5000K LDN635/50 L06AR,input watts:55.56,delivered lumens:4922.1,LM/W=88.59,spacing criterion at 0=1.02,test no.ISF 30716P40. Projected LED Lumen Maintenance DIMENSIONS 0a. n,m uti�me`:��Iea°.a°ow ,.a°e'o r'beg`sxz LEotzec eaeeand,awed PerlFs b-d-10M'O °'"^(1-* ,e<lES nLM. Z lon- 120C10 0-K 11. 11. 0.11.1'.LLF del -, hnretm�t w,d t d b oration Bo us ma � ~ or. oloPerauryb°urs bel°w�F°rwerlumen maimenancewl...cenun bn°ry red^°m cr JCadeainex 5-11n8" - ° zs.000 sogoo tmuoo 43A oOo 1ldsmm) na a a_ re- I^ w 40 o_v4 aan osa (2D3mm) o a emc.ey a.o lea zaD toe le, zsn z4 a ]°3/4" tt Electrical Load pmmm) w o tg et ss st et ss st eo ss st 1e9mm) 12]9mm) Universal Mounting Plate � W 4amme a ® �Aa,3 ants t� t,w n9 n m 0 Z 11 11 U U Jumiion la U Centerline Q 44/6 U O ® (11711l 12D8mm) O Z)d ELL Q Cr m z 19-114• 12-1s. L_L,1 Z w (489mm) (a25mm) > 0 p SAhwn with HAS Dptihn Q ? w .L/THON/A one Gmona way•conyrs.centyia wolz•Pnone.emnveo4l• w �j,, fAL/THON/A L/GHT/NG mum '^ Q � Q � L/GNT/NG ®zo,z-zmeaa°iye,a^a.Listen^y,I^,.al ngm.,,•.•w.d. Protect Name Fixtum TYPe mw�0 Protect Name Fixture Type On2016 V' w 0ES INC IsES INC. 00WNLIGHTING: ORUNonia Wa C81810gp LSI INDUSTRIES INC C81810ga LSI INDUSTRIES INC y bnyers,W3m12 PMm:BOG315-0935 Fax]IDAGO-3129 www.l'nhmiamm ®211142m8Amiry Brands UghOrg,lnr.MlrghUmerved. Aev.04/IelIO Q m z 0 x O - U O F Registered Architect in: 1W AZ,CO,MT,NV,NM,OR,TX,UT,WA o m U �l GJ d a m L O N L W Q 3 7 W in O 7 a'bal Mr 5 rO l.L `o m X Z O N zFV u x O 1. 3'v . m o0 0 a 0 w T7r�1 0 p li WELCH 9 9ANDON DESIGr46 LLC o ELECTRICAL CONSULTING ENGINEERS PROJECT CONTACT:WILLS BENBOW i c9" WSO PROJECT# 18-0114FE 3■ a 4864 E. BASELINE ROAD, SUITE#103 1 MESA, AZ 85206 PHONE 480,641.6383 O www°welch-sendon°corn p Eo EQ CONTRACT REQUIREMENTS GENERAL NOTES TABLE 922.1(a) MAXIMUM DISTANCE BETWEEN HANGERS(FT-IN) A. PRIOR TO SUBMITTING A BID,INSTALLING CONTRACTOR IS 1. THIS WET SYSTEM SHALL BE INSTALLED PER NFPA-13 AND THE G e0F W EQ RESPONSIBLE FOR REVIEWING AND BECOMING FAMILIAR WITH ALL PLANS ARLINGTON FIRE DEPARTMENT. NOMINAL SIZE(IN) �4 1 1Y4 1Y2 2 2� 4 6 8 TO DETERMINE COORDINATION ISSUES WITH THE OWNER,ARCHITECT AND Q • ALL OTHER TRADES.INSTALLING CONTRACTOR MUST VERIFY ALL 2. THIS SYSTEM IS CALCULATED PER NFPA-13(SEE CALCULATION - STEEL PIPE N/A 12-0 12-0 15-0 15-0 15-0 15-0 15-0 15-0 DIMENSIONS AND DETERMINE PIPING ELEVATIONS.INSTALLING CONTRACTOR DESIGN INFORMATION). EQ MUST SUBMIT REQUESTS FOR INFORMATION TO FIRE PROTECTION LIGHTWALL N/A 12-0 12-0 12-0 12-0 12-0 N/A N/A N/A ENGINEERING SERVICES TO ENSURE COMPLIANCE WITH NATIONAL AND 101 * 49g� a• 3. FOR ALL INSPECTIONS AND TESTS,AN APPOINTMENT SHALL BE "n 6OA COPPER TUBE 8-0 8-0 10-0 10-0 12-0 12-0 15-0 15-0 15-0 LOCALADDITI CODE NAL FRESUIRE NTS AND APPROVED WAS A RESULT ATYPICALLY, MADE WITH THE APPROPRIATE FIRE PREVENTION OFFICE TWO DAYS �S`Y/ONE ENO $MIS y�E Metal Deck CPVC 5-6 6-0 6-6 7-0 8-0 9-0 N/A N/A N/A COORDINATION REV SIGNS. PRIOR TO SUCH. (22-16 gauge) FIGURE A-923.4 DISTANCE FROM SPRINKLER TO HANGER 4. ALL SYSTEM PIPING SHALL BE HYDROSTATICALLY TESTED 0 200 PSI ;1 11115 3fi'MAX fp7/"pA. B. THE INSTALLING CONTRACTOR MUST VERIFY AND ADHERE TO FOR TWO HOURS OR AT 50 PSI ABOVE THE OPERATIONAL STATIC r TRAPEZE TRAPEZE =F1B°MAx Fp7/%<°0/A I REQUIREMENTS OF ALL JURISDICTIONS BY OBTAINING(AND PAYING FOR) PRESSURE OF THE SYSTEM,WHICHEVER IS GREATER. L / nlcu cxlrND xcRc ANY AND ALL PERMITS NECESSARY; AND BY SUBMITTING PREPARED, 60°Mae FQ7 l%°aA.OR LARC{R _ COORDINATED SHOP(FABRICATION)DRAWINGS AS REQUIRED. 5. FIRE DEPARTMENT CONNECTIONS SHALL BE VISIBLE,ACCESSIBLE, OT07� Cb`PA��7-Ch^�t LOCATE SPRINKLERS IN THE CENTER Of DLE i 1"IN WITH NATIONAL STANDARD THREADS,FEMALE OUTLETS,PROTECTIVE PER TABU 4-5.2.2.1+--H IFTAIN R INAN 36°MAX R 1 I'DIA. xraEArER(RAN 4s°Mar.FOR lj�'qA. I� BOTH 2'_0"DIRECTIONS C. THE INSTALLING CONTRACTOR SHALL BE WHOLLY RESPONSIBLE FOR CAPS AND A CHECK VALVE LOCATED IN THE MAIN LINE. CHECK VALVE If GRAIN THAN 60"fOR l "0/A(N URIXR NOTE MAINTAIN SPRINKLER ALIGNMENT THROUGHOUT THE PREPARATION OF COORDINATED SHOP(FABRICATION]DRAWINGS IS TO BE LOCATED AS CLOSE TO THE F.D.C.AS POSSIBLE. OUTLET Z ENRRf ROW OF PIES IN EITHER DIRECTOR BASED ON THESE CONTRACT DOCUMENTS. CONNECTIONS TO BE LOCATED 3'-6"A.F.F.OR GRADE. p SAMMY XPRESS TABLE 9.121 HANGER ROD SIZE 0 o XP20 PIPE SIf DIA 9F ROD PPE SITE D/A.9F ROD PPE SZE DIA 9F ROD fQ fQ D. THE INSTALLING CONTRACTOR SHALL SUBMIT PREPARED COORDINATED 6. EACH VALVE SHALL HAVE A PERMANENTLY AFFIXED SIGN INDICATING w ATRw/RING SHOP(FABRICATION)DRAWINGS TO THE ARCHITECT AND ENGINEER OF ITS FUNCTION. ALL VALVE HANDLES TO BE LOCATED 7'-0"MAX.A.F.F. D: 90 4-AND LESS J/8" 6-AND 8' 112' 0'AND 12' S/8 RECORD WITHIN 30 DAYS OF AWARD OF CONTRACT.THESE DRAWINGS o� (USE ON 1"ARMOVERS TOP BEAM CLAMP SHALL BE MAINTAINED AND UPDATED FOR THE PURPOSES OF PROVIDING 7, A SUPPLY OF AT LEAST SIX SPARE SPRINKLERS(NEVER FEWER 1"-21/2"INTERMEDIATE ATRw/RING Q.P. • AS BUILT"RECORD DRAWINGS AND SUBMITTED TO OWNER WITHIN 30 d�THAN SIX)SHALL BE MAINTAINED ON THE PREMISES PER.NFPA 13 HANGERS ONLY) DAYS OF COMPLETION. 2007 ED.(6.2.9.2)IN ROOMS NOT EXCEEDING 100 DEGREES. TYPICAL STEEL STRUCTURE HANGER DETAILS TOLCO FIG 25 -� • DEFINITIONS 8. THIS SYSTEM IS TO BE SUPERVISED BY AN APPROVED CENTRAL, PROPRIETARY OR REMOTE STATION SERVICE OR A LOCAL ALARM WHICH SYSTEMS PIPING WILL BE SUPPORTED WITH HANGERS IN ACCORDANCE WITH N.T.S. WORKING DRAWINGS DRAWINGS DEVELOPED BY THE ENGINEERING FIRM WILL GIVE AN AUDIBLE SIGNAL AT A CONSTANTLY ATTENDED LOCATION. NFPA-13 AND STEEL MANUFACTURER'S REQUIREMENTS. Q.P. • WHICH REPRESENT THE DESIGN CONCEPTS AND RESTRICTIONS OF THE FIRE SPRINKLER SYSTEM. 9. ALL MATERIALS USED IN THE INSTALLATION OF THIS SYSTEM(S) SHOP DRAWINGS DRAWINGS DEVELOPED BY THE CONTRACTOR,BASED SHALL BE NEW AND OF CURRENT ISSUE. ALL MATERIALS SHALL BE UPON THE DESIGN CONCEPTS,WHICH DETAIL THE APPROVED BY U.L.(UNDERWRITERS LAB)AND BE IN CONFORMANCE WITH LAYOUT,COORDINATION AND INSTALLATION OF THE THE MOST CURRENT ISSUE OF THE NFPA-13 AS WELL AS THE SPRINKLER SYSTEM. THIS INCLUDES SUPPLEMENTAL AUTHORITY HAVING JURISDICTION. LOCATE SPRINKLERS IN 7HE CENTER OF 77LE t l"IN HYDRAUUC CALCULATIONS IF NECESSARY. 10. JOINING OF PIPE AND FITTINGS SHALL BE IN ACCORDANCE WITH 7HE 2'-0'0/RECTION SPRINKLERS MAYBE LOCATED F OCEI/TER OR WARIER POINTS i 1"lN THE 4''C ONISTON AS BUILT DRAWINGS UPDATED SHOP DRAWINGS,MAINTAINED BY THE NFPA-13. a SURGE RESTRAINER DETAIL NOE MAINTAIN SPRINKLER ALICNMfN7 HROUGHOU7 CONTRACTOR,WHICH REPRESENT ACTUAL INSTALLATION. 11. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH NFPA-13. a TOLCO FIG 25 IS TO BE INSTALLED TO SATISFY N.T.S. EN77RE ROW Of D[ES IN ETHER OIRECDON. W NFPA 13 REQUIREMENTS FOR SURGE RESTRAINT. PENDENT HEAD LOCATIONS FIRE PROTECTION SYMBOLS 12. ALL SYSTEM PIPING TO HAVE A CORROSION RESISTANCE RATIO J (CRR)OF 1.00 MIN. ALL MAIN PIPING TO BE'EDDY-FLOW PER SYMBOL DESCRIPTION ASTM-795 OR EQUIVALENT. PIPING UP TO 2"IN DIA.TO BE w EDDY-THREAD'PER ASTM-A795 OR EQUIVALENT. SCREWED FITTINGS • PENDENT TYPE SPRINKLER(SEE SPRINKLER LEGEND) 'm ( ) TO BE 125#CAST IRON. MAINS TO USE GROOVED FITTINGS. O UPRIGHT TYPE SPRINKLER(SEE SPRINKLER LEGEND) 13. SYSTEM PIPING WILL BE SUPPORTED WITH HANGERS IN i I It. SIDEWALL TYPE SPRINKLER(SEE SPRINKLER LEGEND) ACCORDANCE WITH NFPA-13 AND THE TRUSS MANUFACTURER'S----------------------- ANUFACTURER'S-----------------______ -- FIRE HYDRANT REQUIREMENTS. - FIRE HYDRANT 2-WAY SWAY BRACE z � ---------- 4-WAY SWAY BRACE 14. PROVISIONS OF SEISMIC SWAY BRACING SHALL BE IN ACCORDANCE w __________-___________________ ® WITH NFPA-13. w I ---___ FIRE SPRINKLER SYSTEM RISER 1 i -- _------ -_----------- �I}, INSPECTOR'S TEST CONNECTION AND/OR DRAIN OF PAINTING OF THE SYSTEM PIPING AND COMPONENTS NOT PART OF THIS SCOPE AND,IF REQUIRED,IT SHALL BE PERFORMED BY THE ___ FIRE HYDRANT AND CONTROL VALVE(REFERENCE ONLY) PAINT CONTRACTOR. r i XX HYIMAUUC CALCULATION NODE(REFERENCE PONT) 16. ELECTRICAL WORK IS NOT A PART OF THIS SCOPE AND SHALL BE o I RN RISER NIPPLE(BRANCH OR MAIN PIPE) PERFORMED BY THE ELECTRICAL CONTRACTOR. a i i Q fwovf DEDICATED UNDERGROUND FIRE UNE 17. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN THE d (E)� EXISTING PIPING(REFERENCE ONLY) INTEGRITY OF THE SPRINKLER SYSTEM DURING CONSTRUCTION. m x FIRE HYDRANT 18. ALL PIPE LENGTHS SHOWN ARE CENTER TO CENTER. rc t i Q YALUf WV LOCADOV b'= MAMffiER a P.P£ a i L NEW PIPING YALUf WI Lorwkw 2'= LawlH Or PIPE 19. ELEVATIONS AND DIMENSIONS SHOWN ON THESE DRAWINGS ARE t NOMINAL ACTUAL MEASUREMENTS MAY VARY AND SHALL BE z PIPE HANGER LOCATIONS DETERMINED BY THE INSTALLING CONTRACTOR. z z -F RISE OR DROP IN PIPING w/TEE RISE OR DROP IN PIPING w/ELBOW z 0 I a t i FLOW TEST tIS SUMMARY o I i AREA 1 J*STATIC PSI 84less 10R= 75.6 § ® :RESIDUAL PSI .. .. ... ..71.less 8.4,= 62.6 PITOT PSI. .. ... ..... ... . 82 - i z ORIFICE DIAMETER 4' a COEFFICIENT OF DISCHARGE •90 3 + „ GPM 3882 ,�� t• FLOW TEST HAS BEEN REDUCED 10%FOR CALCULATIONS emery o in DATE 7119118 LOCATION 0 S17E 0 S. _ BY WHO WATER SERVICES DEPT. - a o AREA 2 FIRE HYDRANT _ = Z i i Yt AREA 4 - z 0CID a a. LU ' LU i 21/2"x 21/2 x 4"F. .C. �:.;; - LU x w/N.S.T.AND HECK VALVE 7 W'- t ZLU i AREA 3 O Z x SMVEL END Fl1TNG VRAPAROUND BRACKET W Q FIRE HYDRANT ISU U ED V I L O O 7 AND WASHER f ' W - �- U o 21/2"RISE rm 6"RISER 4-WAY SWAY BRACE DETAIL VICINITY � O � W `3 10 C, i (SYSTEM 4 1 (SYSTEM 2) SYSTEMS PIPING WILL BE BRACED WITH N.T.S. V I C I N I I I MAP U m z N UG zz IN ACCORDANCE WITH NFPA-13. w W � a aI o S 111 12' " 6'RISER JMS1806742-18 a F' i i g g7 t (SYSTEM 3) These plans were prepared by. ~ 2n ul I a S S S Oxxx IQ. 6'EASY PAC PoSER ASSEMBLY 10. 24 HEAD SPARE SPRINKLER CARNET 0 to rn u ; 3 A Y Y Y W ROW SWXH TEST AND DRAIN W/SPARE READ WRENCHES FIRE (n w wi i TDE BY onERs E d ET vuI(WRING PROTECTION w 6'BATTERRY VALVE W TAMPER a mM �9 sWrcH(WIWICBrG ENGINEERING SERVIC4242 W.Topeka Dr.,Glendale.AZ ES d� o N 1 3 2 (623)587-1844 Fax.(623)587-7992 QFASY PAC fdSFR ASSEWBLY The standard of care for all professional services performed or N N I I 1 1 W ROWSWTO,IESTMD DRWN furnished by Fire Protection Engineering Services under this W 7 3 D Pf�AUfQ RELIEF VAL1f(WRING Agreement will be the skill and core sed by members of the Fire i BY DINES) Protection profession practicing unde.asim filar circumstances at the i C, ' it same time and in the same locality. Fire Protection Engineering O 2 7 Q4. 8'RISER MANIFOLD Seroices makes no warranties, expressed or implied, under this o Agreement or oth erwlse,in connection with Fire Protection ....ices. Z N Q VIES 8'MAM1M M200 DOUBLE CHECK Registered Architect in: o f 1 i IOBMW ASSEMBLY Copyright©by Fire Protection Engineering Services the contents A7,CO3FL,MTNV,NM,OK,OR,TK,UT,WA W A 4 O PROVIDE HYDRAULIC of this drawing shall not b. aiter.d or r.praduced without the o N I I 9 ®6'PPNG 70 REMOTE F.D.C. CALC.PLATE written of Fire Protection En services. ro permission Engineering v i PER NFPA 13-24.5 u no LU 5 F1 6 8 1O 1K BUTEARLY VALVE W/TAMPER ti o Z BF ®PIPPESTANWM1GBY°TIERS' APPROVAL STAMP - D w 'A O rn i ®6'DEG(VALVE Q w z Y <vW G I I FlRE HYDR t - FIRE HYD RISER DETAIL LL ° c _____-------__-_ _ o ao iZ COORDINATE FIRE CONTRACTOR'S POINT OF CONNECTION WITH N.T.S. u a N N W FIRE LINE SCHEMATIC AND CIVIL PLANS. 0 N FIRE LINE CALCULATION SCHEMATIC f 49 THIS SCHEMATIC IS USED FOR HYDRAULIC REFERENCE ONLY. SEE CIVIL SCALE: 1" = 40'-0' FIRE LINE o f PLANS FOR ACTUAL UNDERGROUND PIPING SIZES,TYPES AND LOCATIONS. / CALCULATION FLUSHING AND TESTING TO BE PERFORMED BY THE INSTALLER PRIOR TO NORTH 0 20' 80' SCHEMATIC CONNECTION WITH THE OVERHEAD SPRINKLER SYSTEM. a p 0 i FP1 10 o z 0 0 G �W i O1.��*Fo �� � SS+ONAI.ENO�A' 8�15`I9 STEEL ROOF DECK 3/8"BEAM CLAMP SEE TRAINING AREA PIPING THIS SHEET FOR SPRINKLER 1r ' PROTECTION THIS AREA ' ' rJ,I rJ, /J-��� --- - I - - 11h --------- - / W -8 _ 3/8"A.T.R. - I {}® ®O O SPRINKLER PIPING RING HANGER 10-4 5-0 2-1 6 9-6 - 1 JOIST CENTERLINE O I 77 I MIN. ESFR SPRINKLER HEAD q - �° J J J J J J J J J J 3 1" 5-0 +-0 s 9-6 7 h6 5-6 1" 9-0 0-6 9-6 l0-6 AE HANGER DETAIL - F tJ J J J J 3 3 3 J I a 10-4 h0 0-6 9-6 10-6 4-6 5-6 10-6 9-0 0-6 9-6 1 110-6 h6 5-6 O A3 BOTiQI CH0.D OF BAR JDIST 0 l w - 1R���e�e��e-��e kt" A 4 TOLCO FIG 25\ I ® I I 9 z w No.12,440 I.B.WIRE INSTALLED 4 ,ty7 I 'AT LEAST 45'FROM VERTICL iE PLANE •l, I z J �3 3 3 J 3 J J J J J J 3 3 z 10-4 5-0 h0 6 9-6 1" h6 5-6 10-6 9-0 0-6 9-6 10-6 4-6 5-6 ' ATTACH VINE 1O BRANCH LINE WITH 2 TIGHT TURNS AROUND THE PIPE AND FASTENED V11H 4 TIGHT a A 5 TRAINING AREA } TURNS WITHIN 1�'. l I < THIS RESTRAINT SHALL BE LOCATED WITHIN 24'FROM HANGER, I^ SCALE: 1/8" 1'-0" < WIRE RESTRAINT DETAIL SURGE RESTRAINER DETAIL J J 3 3 J J J J 3 \' J J J TOLCO FIG 25 IS TO BE INSTALLED TO SATISFY N.T.S. 1" 0 4-0 6 9-6 10-6 4-6 5-6 1" 9-0 0-6 94 10-6 4-6 5-6 rc NFPA 13 REQUIREMENTS FOR SURGE RESTRAINT. A 6 V I a I m _ SYSTEM 1 I w 3 J ®— J V J J ® J J J ®J J ! 3 1 ESFR SPACING NOTE: z 10-4 0 +-0 6 9-6 /0-6 hb 5-6 /0-6 9-0 0-6 9-6 10-6 4-6 5-6 PER NFPA 13,2010 ED.8.12.2.2.3 A 7 DEVIATIONS FROM THE MAXIMUM SPRINKLER SPACING SHALL BE PERMITTED TO ELIMINATE OBSTRUCTIONS CREATED BY STRUCTURAL MEMBERS,BY MOVING A SPRINKLER ALONG THE BRANCH LINE A MAXIMUM OF 1'-0" I\\JMS-JOHN SMALES\JMS-18\JMS742AI. \ I FROM THE ALLOWABLE SPACING PROVIDED COVERAGE FOR THAT SPRINKLER o Ina TTTI r: cutRc rnKI uASHINGTON 0 9,� DOES NOT EXCEED 110 SQ.FT.PER SPRINKLER. - O 3 �3 3 3 J J J J 3 J Jr J J J 10-4 5-0 4-0 6 9-6 l0-6 4-6 5-6 l0-6 9-0 0-6 9-6 10-6 Al 0 PI q 0 I PROJECT P 5 /. ,. 1 ,. /. ,. _ lI^l I SCOPE sk 3 J J 3 J J J I^ II J J 3 3 3 3 J o :. 10-4® A 9'�0 +-0 0-6 9-6 �0-6 4-6 5-6 10-6® 9-0 0-6 0-6 4-9-6 6 5-6 2 L 6 J I % L^ I o P6 e4AIIIIIIIIIDI 4-- ■ - - - - - 3 3 11 'T 3 3 J 3 J 3 3 J 3 J 3 3 74 0 +-0 6 9-6 /0-6 4-6 5-6 10-6 9-0 0-6 9-6 10-6 4-6 54 _F/Eno A10 fill,sl U G _ 1 "i�' O ■ ■ I "7o J 3 q 3 3 3 3 3 J J J J 3 J J J I a L i 10-4 5-0 +-0 0-6 9-6 1" 4-6 5-6 10-6 9-0 0-6 9-6 10-6 4-6 ® ® ^ I KEY PLAN ' W a 3 3 3 3 J 3 3 3 3 3 3 3 3 3 3 = cc 0 L - ■ ' ■ 1" 5-0 +-0 0-6 9-6 10-6 4-6 I 5-6 10-6 9-0 0-6 9-6 10-6 4-6 5-6 N.T.S. NORTH W JIS1806742-1B O Z j 17 177 / V I These plans were prepared by. W U �\ ` FIRE 1 0 T J 3 3 J J J 3 3 3 3 3 J J 3 1 J J ry G� ----------- --- - - - - - - - - - ' — ,6 4 O °-6 h6 5 6 '-° 6 6 7j, 6 CALCULATION PROTECTION z ° ■ ■ ■ O I DESIGN INFORMATION O < o o ENGINEERING SERVICES 4242 W.Topeka Dr.,Glendale,AZ 85308 SYSTEM 2 I ( 1 W 3 p — \� M \ TOTAL AREA OF SYSTEM 12994 SQ.FT. (623)587-1844 Fax.(623)587-7992 � W Z W - ,' � I OCCUPANCY B The standard of care for all professional services performed or W W '� a j .� ,• /�4 3 3 3 3 J J 3 3 3 3 J 3 3 3 3 HAZARD LIGHT furnished by Fire Protection Engineering Services under this LnL/ H a F� rc 10-4 5-0 4-0 0-6 9-6 0-6 h6 5-6 10-6 9-0 0-6 9-6 0-6 4-6 5-6 DENSITY .. .... .10 Agreement will be the skill and care used by To tiers of the Fire o. Protection profession practicing under s mil arc mst.ro-at the _ w I q AREA OF OPERATION *945 SO.FT. some time and in the he(ome locofity. Fire Protection Engineering F� d u O O - - - - - - 10-z 168 SO.FT 0 PIS does n w. r p AREA PER DEMANDING HEAD ser m.kes Dories, e.pressed o m lied, underthisO - A t or otherwise n connect..wth Fir.Protect onservicesof reemen HOSE WATER ALLOWANCE• 7f this t©by F h 1 not be lt—d r r services the ..tethe N0. OF FLOWING SPRINKLERS coth s draw ng shall not be altered or reproduced w thout the W ritten of Fire Protectors En Serviceso °' o J J 3 3 J 3 3 J 3 J J J J 3 J INSIDE 20 OUTSIDE f00.0 perm ss on g Weer ng L 10-4 5-0 h0 0-6 9-6 10-6 4-6 5-6 10-6 9-0 0-6 9-6 l0-6 ,-6 5-6 SYSTEM DEMAND pF w otL' z O ry �MATCHLINE SHEET FP2 J J-1— �r APPROVAL STAMP p" $ to - MATCHLINE SHEET FP3 REQUIRED ®� ®SOURCE W OF RISER ° m ° o ro 2, e*i d l l PSI 45.3 52.1 0 ■ I ■ C!o I GPM. 126.4 226.4 J 3 3 3 3 J 3 3 3 3 3 3 J 3 3 z 0 h 1 4-4 5-0 4-0 6 9-6 70-6 I-6 7, 10-6 9-0 0-6 9-6 l0-6 4-6 5-6 Registered Architect in: m PSI AVAILABLE 83.9 AZ,CO,FL,MTNV,NM,OK,OR,TX,UT,WA � GPM AVAILABLE 226.4�2 --------- - - - - - - - —_ - - - I I I . ILL10R+6f.04� 71.04% ® %SAFETY FACTOR. ly 2 �-� I V I SYSTEM: \\JMS-JOHN SMALES\JMS-18\JMS742A1.5OF Q In ■ 4 3 ® A 0 3 3 A ®— 3 13 3 J J J ®3 3 J I *REMOTE AREA REDUCED FOR QUICK RESPONSE HEADS PER _ 10-4 5-0 -0 0-6 9-6 /0-6 hb 5-6 10-6 9-0 0-6 9-6 10-6 4-6 5-6 NFPA 13(2007 EDITION)11.2.3.2.3.1FOR 10 FT.CEILING Y `a < M 1 ®® M 3 Q (1500 SQ.FT.LESS 40%= 900 SQ.FT.) N M O I l - L------� - - - - - ss.?-- - - - 2 21 \ SYSTEM 2 N 2- 4 14 1 /1- -10 13 I a N o 2U s= 3 a N $n7 o 55 z o a O Z G Q,In 3 FIRE SPRINKLER o FIRE SPRINKLER PIPING PLAN " T 8' SPRINKLER LEGEND SCALE: 1/8" = 1'-0" PIPING PLAN YMBOL MODEL K-FAC THREAD RATING DESCRIPTION FINISH QTV. < N NORTH 0' 4' 16' • VIKING SIN VK302 5.6 1/2" 155'A7 PENDENT IP/1 PC REC ESC 57 m VIKING SIN VK510 25.2 1' 165'fSrR PENDENT IV F P 2 A WKING SIN W273 8.0 1' 100'OR DRYSIDEWAIL 1 o TOTAL THIS SHEET 209 0 0 o G �W i I. *Fo49808� �4, F.Py.40NLN T1419 ;1 11119 �/ I• I• U — 0 O; o m u I J J J J J 3 3 3 3 J J 3 3 3 3 I 10-4 5-0 4-0 0-6 9-6 !0 6 4-6 $-6 10-6 9-0 0-6 9-6 10-6 4-6 5 6 Z seesMATwesCHLINE SwesHEETses FP2 I J- J-roI we MATCHLINE SHEET FP3 1 W ..� 1 O \" °j 3 3 3 J 3 J J J 3 J 3 STEEL ROOF DECK 1- o l0-{ 5-0 h0 0-0 9-6 /0-6 h6 5-6 /0-6 9-0 0-6 9-6 /0-6 4-6 5-6 3 D ° 3/8°BEAM CLAMP Ili--------- - - - - - \ ® ' J I / 3 A 3 3 3 J J 3 J J J 3 8°A.T.R. z 10-4 5-0 0 0-6 9-6 10-6 h6 5-6 10-6 9-0 0-6 9-6 10-6 4-6 5-6 \ A M M' e®® M1 A SYSTEM 2 1 17 1 1 2• 21 27 -10 13 � u i SPRINKLER PIPING - ' ' _ a N L`l II 3 3 J J J J 3 J J J 3 3 J 3 RING HANGER a d, I II 10-4 5-0 h0 0-0 9-s 10-6 4-6 5-6 /0-6 9-0 0-6 9-6 /0-6 4-6 A I J 1. L II V II O I 1 JOIST CENTERLINE t o o li A O I 1 1MIN° ESFR SPRINKLER HEAD 3 J J J J 3 J J I m --- 10-4 5-0 h0 0-6 9-6 0-6 h6 5-6 10-6 9-0 0-6 9-6 0-6 4-6 5-6 HANGER DETAIL ■ I ® "D♦, \ rc c,Z i c'4o 3 3 3 3 j J J J J J 3 J J 3 10-4 5-0 h0 0-6 9-6 10-6 4-6 5-6 176 9-0 0-6 A 10-6 4-6 5-6 1 s r I V 5-10 1 a 7141 9r/ ,� uL' d \ 1' ■ ■ I 3 \ 3 3 3 3 J J J J J 3 J J J 1 m 4 10-4 5-0 h0 0-6 9-6 176 h6 5-6 10-6 9-0 16 9-6 /0-6 4-6 5-6 rc a -0 ` 1 �� ----- - - - _ ---- ------ - - - A 1 0 z I ' /• 9,� 3 ® 0 3 J O3 3 J V 3 J ® J J 3 J J 3 z 71 ' 10-4 5-0 h0 0-0 9-s 10-6 h6 5-6 10-6 9-0 0-6 9-6 10-0 4-6 5-6 �q 0 V I n 4 111 3� 3 3 3 A 3 3 3 J J J J J 3 3 —" 1 0 10-4 5-0 h0 0-6 9-6 10-6 4-6 5-6 10-6 9-0 16 76 104 h6 1 5-6 — I � SYSTEM 3 I I I I f 0 �qo 3 "s J J 3 3 J 3 10-4 5-0 h0 0-0 9-s 0-6 4-0 I 5-6 176 9-0 0-6 9-6 0-6 4-6 5-6 - o N I PROJECT q u I SCOPE ° 0- 3 �3 3 3 3 o ' 1 0 10-4 5-0 4-0 0-6 9-6 /0-6 4-6 5-6 10-6 9-0 0-6 9-6 f0-6 h6 IN o 0 qdi I I I O 0 3 J 3 J J J 3 J J J 3 3 3 J u SYSTEM 4 5-0 h0 0-0 94 116 4-6 5-s 9 0 o-s 9 6 /0-0 4-6 5 6 4 Z rc -? II 1 - Q a. x OA ®_ ® ® I KEY PLAN t/) w a 3 3 '1 _Jr 'T 3 3 3 3 J J J 3 J J N.T.S. = o TOLCO FIG 25 10-4 5-0 h0 0-6 9-6 10-6 4-6 5-6 10-6 9-0 0-6 9-6 1" 4-6 5-6 NORTH i 1 NS1806742-1B O /z Lu x 4�J V 1 These plans were prepared by. U U J M1 3 J J j 3 J 3 J J 3 J 3 J AAAAAR EICTION Q Z 10-4 5-0 9-s 7 A 5-6 10-6 9-0 0-6 9-6 10-6 4-6 5-6 0 IENGINEER RING SERVICES o 4242 W.Topeka Dr.,Glendale,AZ 85308 M SURGE RESTRAINER DETAIL ,J \ 1 (623)587 1844 Fax.(623)587-7992 `� W Z. 3Y The standard of care for all professional services performed or a z I TOLCO FIG 25 IS TO BE INSTALLED TO SATISFY N.T.S. '' J 3 3 J furnished 5 Fire Protection En services under this F rc / NFPA 13 REQUIREMENTS FOR SURGE RESTRAINT. ® y are�n Bering e Q a 10-4 5-0 4-0 0-6 9-6 0-6 4-6 5-6 10-6 9-0 0-6 9-6 0-6 h6 54 Agreement will be the skill and c u d by members bers of the Fire I Protection profession practicing under s mil arc mstances at the _ W I 1 same time and in the same locality. Fire Protection Engineering W o go Services makes no warranties, expressed or implied, under this /� Q 10 Agreement or otherwise, In connection with Fire Protection services. V/ I4 BOTTM CHCtO OF BAR GIST Copyright©by Fire Protection Engineering Services the contents W I ♦j O of this drawing shall not be altered or reproduced without the w 9�40 I I I written permission of Fire Protection Engineering Services. N I 3 J 3 J 3 J J 3 J 3 3Ili J J 3 J z` a lo-a 1 ho o s 9 s /o-s 4 s ss /o-s 9-o s s fo s {s 5 s r-------- --------- - o � °PC APPROVAL STAMP ;� r to = w N I r � I l I a — T w I '014" I 6"RISER (SYSTEM 1) I I w 1 w F Na 12,440 LB. WIRE INSTALLED 10"ELECTRIC BELL w w Registered Architect in: 6"RISER AT LEAST 46'FRCX VERTICLE PLME Z I AZ,CO,FL,MT,NV,NM,OK,OR,T%,UT,WA W i I I (BARED BY ELECT.CONTRA TOR) (SYSTEM 3) � rn ti o w i ATTACH VIRE TII BRANCH LINE WITH 2 TIGHT TURNS AROUND THE PIPE AND FASTENED WITH 4 T'BIT 21/2"RISER 1 I 6"RISER o I o O TURNS WITHIN 1'. (SYSTEM 4) F- d z a i THIS RESTRAINT SHALL BELOCATEDVITHIN 24'FROM HANGER. , (SYSTEM 2) I I I s ry U In WIRE RESTRAINT DETAIL Y Q vfW G oo � \ y O N Il r N f0 Q m W N N FIRE SPRINKLER PIPING PLAN r o m=oz. 1O SCALE: 1/8" = l'-O" " o a a' 16'In FIRE SPRINKLER o NORTH PIPING PLAN SPRINKLER LEGEND Q SYMBOL MODEL IK-FACITHREADIRA-nNGI DESCRIPRON FINISH Ol rc • IRKING SIN W XJ02 5.6 112" 155'AP PDMT 112 PC BfC EX Mal 61 � VIKING SIN W K510 25.2 1' 1 165'fW PENDENT 150 F P 3 I TOTAL THIS SHEET 211 0 o 0 o Y W / SIEFL DECK OYFA (SLOPE I/4'iFT STEEL BAR mS1 514PE 1/4'rFT I BRINCHLIIE -------------------------------—-----—-----—--------_---------- -------------------------------------------------- ------ ASS/ON�ENO�� $ITS 4I9 ;1 11119 ESfR PFNOEHT 0 z 0 � o w rc - cm ol BUILDING SECTION A - A B I4 a 1w I� SCALE: 3/32" = 1'-0" en N I N Z I Z Z IZ ¢ ¢ I I \\JMS-JOHN SI �I� JDB TITLE S' � '--------------------- 0`®/ - B a J J J 3 J J J J J 3i J J J J J J J J J J J J J 4-6 5-6 10-6 9-0 0-6 9-s 10-6 4--6 ' 5-6 10-B 9-0 9-6 11 h6 15-6 ; l0-6 9-0 0-6 9-6 10-6 h6 5-6 II I jYy, P° STEEL ROOF DECK w 3/8"BEAM CLAMP in W. J J I J 3 J- J J J ® ® \ ® CALCULATION 9J6 /0 4 5-6 /0 0 6 9-6 /B-6 B156 /B-6 0-6 9-6 /0-B l0-B4-6 56 10-6 90 J9 DESIGN INFORMATION 3/8"A.T.R. ,1 _ w ` I TOTAL AREA OF SYSTEM 40,000 SQ.FT. i-------- -------------------------- ' --------------------- ------------------ ------ ------------ OCCUPANCY STORAGE HAZARD*• t— J J I J 3 J J J J P J 3 J 3 J J J J J J J J 3 3 J 3 SPRINKLER PIPING DENSITY EXIESFRAZ y a-s 5-6 o-6 9-0 0 6 9-s o-s hs s s lo-6 9 0 o s 9 6 /o s h6 ' o-s o-s 70 0 6 9-s o-s 4 6 s sL o-s AREA OF OPERATION 12 HEADS < AREA PER DEMANDING HEAD. ._ 100 SO.FT.NO. OF FLOWING SPRINKLERS. . 12 aIL.■ ..■... l I JOIST CENTERLINE �' HOSE WATER ALLOWANCE: H INSIDE 250.0 OUTSIDE 0.0 3 J I 3 3 J J J J J J J J J J J I J J J J J J J J J I 'MIN. ESFR SPRINKLER HEAD SYSTEM DEMAND a h6 5-6 /0-6 9-0 0-6 9-6 0-6 4-6 5-6 /0-6 9-0 o-6 9-6 0-6 h6 5-0 9-0 0-6 9- 10-6 4-6 5-6 /0-6 in 1 Q REQUIRED OF RISER ®SOURCE i /� a PSI .... . 62.1 69.2 0 GPM .. ... 356.2 1606.2 0 HANGER DETAIL z J J I J 3 J 3 J J J J J J J J J o J J J J J J 3 J 3 PSI AVAILABLE 73.1 4-6 5-6 10-6 9-0 0-6 9-6 fo-6 4-6 i 5-6 10-6 9-0 9-s 10-6 4-6 5-6 10-6 9-0 o-s 9-6 10-6 4-6 s-6 176 GPM AVAILABLE.. 1606.2 %SAFETY FACTOR. 10%+5.64%=15.64$ 0 _ ,_ —J _—_—J_ 1 ` J 3 SYSTEM: \\JMS-JOHN SMILES\JMS-18\JMS742A3.SDF l0-6 5-b 10-6 9-0 0-6 tr 56 /0-6 o9-0 0-6 -0 104-6 5-6 10-0 6 56 0 aJ j LYE JIii TM !I; PROJECT z SCOPE a in 10-67 J6 6 l06 06 96 lo-6 16 9-0 - 6 J0 5-6 i o I J J 6-0 0-6 f0 -4-6 Y5-6 10- 0 -0 107;-6 4dI-6 5J-6 10J-B;i p0 O 0'^ u J J J 3 J J 3 3 J J J i J Ji J I J Ji J i J J I J Y J J i 4-6 5-6 10-6 9-0 0-6 9-6 0-6 4-6 5-6 l0-6 9-0 i 9-f' 0-6 Ifee 4-6 5-� �NJ}{(II i 9-0 0-6 I lo-6 4i-6 5-6 10-6 . . . " L`u KEY PLAN = J WJ6 5J6 10J 6 93 6 /0- 4J6 -0 T. � 9-4 - 10-6 4-6 5-6 10-6 1 0-6 r � a 5-6 NORTH Z Lu J451BW742-16 w e O 1 M— ! ; ~— — —M— M—r— M—r—•Y— ; I ; The-plane re prepared by. U U o m 1w I 1 i 1 I I I 1 Q Z tv I i Ii I M < // P6 90 06 I 96 6 10-6 O9-0 106 -0 �9 0 0 RTECTION 4- FGINEERING SERVICES o it u 0 4242 W.Topeka Dr.,Glendale,AZ 85308 W Z W (623)587-1844 Fax.(623)587-7882 ] 8 0 I 1 I 1 I I 1 I 1 er �y F C Z I ® ® ® I i ® I ® i I ® ' ^ ' The standard of care for iallo professional s s performed is a d J i J J J J J J J J J 3 I J JI J J J I I J J J 'd J J i tarnished by Fire Protection Engineering se vices under this _ 4-6 5-6 10-6 9-0 0-6 9-6 11 30 4-0 5-0 10-B 9-0 9- /0-6 hB 10-6 9-0 0-6 9-6 1 B 4L6' 5-6 10-61 Agreement will ss the skill and care used ar it-memmsrs of uo Fire F W I I I Protection profession practicing under similar circa lances t the O) a) O I I 1 I 1 I I I I 1 same time and in the s e local it Fire Protection En Y Engineering M) w J I 1 I 1 I I I I 1 Services makes no warranties, expressed it implied, under this I 1 I 1 I I I I I 1 Agreement or otherwise, in connection with Fire Protection services. 1 ! ! ! I ! ! ! ! ! I I ! Copyright©by Fire Protection Engineering Services the contents of this drawing shall not be altered or reproduced without the N I I N I 1 I I 1 I I I ! 1 1 this permission of Fire Protection Engineering Services. ` Ii II I I II ` dto JJ 3J J J J J 90 9 9-0 0-6 10-6 5-6 0- ; 6 o- 4-64 6 5-6 10-6 51-6 10-6 -0 z I ! ! ! ! APPROVAL STAMP W U SYSTEM 2 I I I I I I I I I o i I I i F ! ! ! ! ! !!! ! I ! Registered Architect in: i J J J 3 J J J J J J J J 3 i J Ji J J JI J I J 7 J I I � I I J J AZ,CO,FL,MT,NV,NM,OK,OR,T%,UT,WA W W 4-6 5-6 1 10-6® 9-0 0-6 9-6 0-6 4-6 5-6 11® 9-0 I 9-�' ®0-6 ! 4-6 I 5-1 N10�1' i 9-5 0-6 9� 10-6 5-6I /0-6 u 1 G B ----- - 1 a m 1I1i Je.. JI1i J III J 6 /06 06 9J0 .I JIi J yr�IiI J J� J /�16� 10-6 9 0-6 - 4d;-6 �II 53-6 �10J-6 MATCHLN HEE P 9 LL7 4wo m y `- - - - - - - - - - - - - — — —— -—— — — — —— — — -————— MATCHLNE SHEET FP3 ¢G€ lu I I I a¢N i ! ! ! ! ! 1 I �' °'$ i N i OM J J J 3 J J 3 3 J J 3 I J e.r J y[! J J J ,., _� J O i Z �c�l�^�r�r Dc API r-I�■r� r6l��l�r�l r- --^-e"� c 5 4-6 5-6 10-6 9-0 0-6 9-6 /0-6 4-6 5-6 IO-6 9-0 �o-�� 9-�' 10-6 hB 5-6; f0-6 9-0 0-6 9-6 1+6 4F6 5-6 1 10-6 I I ; i ; 1 0 FIRE SPRINKLER o FIRE SPRINKLER PIPING PLAN PIPING PLAN 8' SPRINKLER LEGEND i SCALE: 1 8' = 1'-0" c N 0' 4' 16' 'IdBOL MODEL K-FAC THREAD RATING DESCRIP110N FlNISH OIY. w NORTH WING SIN VK510 25.2 7" 165'fSERPfNDfNT BRASS 1!0 F P 4 11 TOTAL THIS SHEET = 240 0 o 0 0 G �W i I. *Fo49808� �i• F.9y.70NLN T1419 BOTTOM CHB20 OF BAR JOIST a m I � � w a N I w I w l s I s I I TOLCO FIG 25\ Q Q Z NT112,440 I.B. WIRE INSTALLED N `o a I a \\JMS-JI 5 JOB TITL AT LEAST 45'FROM VERTICLE PLANE w IZ MATCHLINE SHEET F12 ATTACH WIRE TO BRANCH LINE WITH 2 TIGHT TU2NS AROUND TIE PIPE AND FASTENED WITH 4 TIGHT -- - - - J J J J 3 3 3 3 3 3 3 i3 Ji J J 3i J yi 3 J 3 }� } J VI �c �c �c �c Vt�c c �c•� � ��� ' +'�i _611 TIRMIS WITHIN 09. MATCHLINE SHEET FP3 = 5-6 r /=6 — ——9---——-——-———=6 5= ——l=———9-0 10-6 —=a= 4-0 5-P —l=6 — 9-0 i =— ` �6 5-6 —R THIS RESTRAINT SHALL BE LOCATED WITHIN 24'FROM HANGER eel T i i i i i i SURGE RESTRAINER DETAIL WIRE RESTRAINT DETAIL D 2 I i i i i i I TOLCO FIG 25 IS TO BE INSTALLED TO SATISFY N.T.S. J J J I J 3 J I J 31 3 Jr J I Jr I T 3 3 } Ir J NFPA 13 REQUIREMENTS FOR SURGE RESTRAINT. h6 5-6 lab 9-0 a6 a6 f0-0 h6 5-0 f0-0 9-0 I a6 9-¢ lab 44 5-0. lab I 9-0 9-0 fOfi 4-6 T 54 I it i i i y i t i i t I I I I I� I I I I I 11f !14 L1 fJ 11 2 8-0 ® ® I I ® I I ® I I ® I I I 10 < b 4-6 5-6 10-6a0 a6 9-6 lab 4-6 5-0 10-6 9-0 i 0-6 9-� lab 4-0 5-P lab 9-0 i 9-0 1 i h6 5-6 ll a i t i t i i t I SY9TEM 2 LidPf P 11 P f WI!4 u i i i i i i i 2 8-1 7-6 8 1-5 'm J I J h8 IaJ3 f 6 5 ffi 5- / 6 J 065 I --- DC/ 0'4 r4 J J I J J 3 3 ee 3 13 3 3 i 3 3i J Jr I 3i 3 i 3 J J } 'd J 8 - - 1 ® i 4-0 i 5-6 /a6® 9-0 a6 9-6 0-6 h6 5-6 10-6® 9-0 i 0-0 9-� �a6 ; 4-0 5-P RiD=k' i 9-0 a6 i 9l 1 i ;6 1 5-6 I it z I IIpI I I I l/ i f /+ o V i I i I i i I i I 6-7 10-J 1/ I a ® O J 3 3 3 3 e.r J 3 3 - a' o -��' o O h6 5-0 lab a0 a6 9-6 la6 h6 5-0 Tab 9-0 I0-6 /a6 a-��Ofe 5-E las I a0 a6 f0-6 » Q6 Y 5-0 I it o 0 i ioJ — J J J � 3 3 3 0 a 5-6 10-6 5 9 J �9 } C70 * 9J a J0' 3 a �9- 0 J i z i i i i i K OFFICE/RESTROOM PIPING PLAN o i i i i i i i n J J I 3 J J J J 3 i J 3 J I J J SCALE: 1/8" = 1'-0" h6 5-6 la6 9-0 a6 9-6 10-6 4-6 54 f0-6 9-0 10-0 9-¢ 10-6 41 5-6� lab I 9-0 a6 f0-0 !;6 5-0 it i i i I i i i i i I I o I I I I I I STEEL ROOF DECK § 3/8"BEAM CLAMP _ z 3 J J 3 J� J J i 3� Ji J yr J 3i 3 f3 J 6e —r������a�rrrccc ��c+�l����r� ter a 4-6 V 5-6 /0-6 9-0 a6 9-6 lab 4-6 5-6 10-6 9-0 10-6 9-� /a6 �r 5-6i 10-6 I 9-0 a6 � 9-6 /�6 5�+ it I I I I I Iin SYTEM 3 I i I I I 3/8'A.T.R. PROJECT €°I I I I I I I I I I I I I I I I Iu JJ II I SCOPE 4-6 56 10-6® 4-6 5-6 10-6a 0 06 E6 4-6 5-6� a0 aN !;6 54 o PRINKLER PIPINGS HANGER O O'tJOIST CENTERLNE 00 -6 5-6 1" 4-6 5-6 5-6i 10-6 1 4�6 56 16} d 2-11-r 0) eW3 J a 3 3 3 J 3 3-0iO3 9J 3 -0 33 90 6 96 0/a6 -6 lab - i MIN. HEAD SPRINKLER I YY - I Qa. J II J I J h6 J I J I N.T.S. WJ J J J J 1J J J KEY PLAN / 0 a J =56 116 9-0 a6 9 0-6 4-6 56 J 0-6 4-6 5-6 a C HANGER DETAIL u cc � i I I i I NORTH ¢ Lu I^ I I JIS1806742-18 rOl ♦Lu 3 II 3 I J ® 3 J J �J J J J 3 3 J ®J J J J ® 3 J J ®J J 3 u y @IR `mile�l�l—ear `�l�l—pe 9e�r `C�������r `�l�l—pe�� Theae plans wero prepared by. 1 o IY1 4-0 I 5-6 /a6 9-0 0-fi 9-6 /a6 4-6 5-6 10-6 9-0 a6 9-6 10-6 4-0 5-6 10-6 9-0 0-6 9-6 lo- 4-6 5-6 it W I FIRE U 0 PROTECTION o I ENGINEERING SERVICES u M w 3 N 3 J J J J J J J J J J J 3 3 J 3 3 3 3 J J J 3 4242 W.Topeka Dr.,Glendale,AZ 85308 W Z W F (623)587-1844 Fax.(623)587-7992 DWI W o 4-6 5-6 I 10-6 9-0 0-6 9-6 �'a6 4-6 5-6 la6 9-0 a6 a6 a6 h6 5-0 lab a0 a6 9-6 lab 4-6 5-6 lC care ervice r ^ '^ _y I The standard of c e for all professional s s performed o Q ~ R I^ furnished by Fire Protection Engineering Services under this Agreement will be the skill and care used by meu hers of the Fire F Protection profession practicing under s r lar c mstances of the W N e time and in the s e locality. Fire Protection EngineeringA M) w VI Services makes no wa unties, expressed or implied, under this Agreement or otherwise, in connection with Fire Protection services. w 3 J J 3 J J J J 3 J 3 J J J 3 3 3 3 J J J 3 Copyright©by Fire Protection Engineering services the contents a N 4-6 5-6 I /a6® 9-0 0-6 9-6 1 h6 i 5-0 10-0 9-0 16 9-0 /a6 4-6 5-6 /0-6 9-0 0-6 9-6 �0-6 4-6 5-6 I A of this drawing shall not be altered or reproduced without the o` o V $Q written permission of Fire Protection Engineering Services. rcF w \ O I r I 11 to APPROVAL STAMP - wo q I^ I J m J I� J J 3 J_ ' J 3 1-71 3 J 3 J 3 1:73 3 3 3 J J 0 to 4-6 5-6 10-6 9-0 0- 9-0 8-7 h 54 10-6 9-0 0-6 9-6 IA-6 h6 / 6 9-0 a6 1 6 ll z F � II I Registered Architect in: N ro AZ,CO,FL,MT,NV,NM,OK,OR,T%,UT,WA W F ti I 4-Q N Z a 1 L wIw SEE OFFICE/RESTROOM PIPING i i an en I THIS SHEET FOR SPRINKLER i i I Q z z i PROTECTION THIS AREA I I I Y a CO Il O I QIQ i I a 1� � 2_� m W i wIw N 4 x x •C 3 `w o = i i = = I I I UIU r FIRE SPRINKLER o PIPING PLAN SPRINKLER LEGEND < FIRE SPRINKLER PIPING PLAN 8' YMBCL MODEL K-FAC THREAD RATING DESCRIPTION EEO, NISH CITY. SCALE: 1/8" = Y-O' WING SlN VK510 25.2 1" 165'fS�RPfA'OFA'T F P 5 • WKING 5/N WJ01 5.6 1 2" 155' AP PBMT it 2 PC ESG 1J 11 o NOR/ a a s TOTAL THIS SHEET 26, i 0 o G �W i 1.� *Fo 9808� �i, ASS+�N L T1419 ;1 11119 < e SIN o Z I Z o QIQ X \\JMS-JOHN SMALES\JMS-18\JMS742A3�SDF I I 1"AUX.DRAIN JOB TITLE SHIRE COKE ESFR se Uo J J J 3 J J J J J 3 J J �J gI -6 4-6 /0-6 9-0 0-6 9-6 f0-6' 4-6 5-6; 10-6 9-0 o-6 9-6 l0-6 4-6 5-6 10-6 "IN 6-/0 - 8-0 4-0 4-0 -/0 P4 PB PB P1 i � i 1 I J J I J ® J J_ A J ,II^ J ® J J 90 0-6 4 Il is I6 8-0 BB\4-0 a-6 I-6 : fi -_________ L___________ -----_---------------------------—_ _________ J �5WJw %�IB J J J J J 3 J II J J J J J J J 3 3 J y J 4- J J� IRS c �c �c�C'c �� e �"']�� I 'm -6 4-6 5-6 10-6 9-0 0-6 9-6 1 41 1 16 9-0 0-6 9-6 l0-6 4-6 5-6 10-6 6-/0 8-0 4-0 4-0 -!0 p1? P11 P10 P9 , Y 63 t I in wm IL...1............................. V 1 I J J J J J J J J J J J J J J J J i J J3 J 3o d I-s 5-0 1" o-0 o-6 9-0 /10-6 4ip'li r✓-s 10-6 9- o-s 9-6 ro-s /-s 5-6 10-6 s-ro - w 6-o O h0 -fo I m B' I------ 1I-------------------B- - aA, S�—J J . — 4-6 5-6 10-6 610 6-0 4-06 /0-6 4-6 5-6 0 4 -106 J6 5-6 10-6 9-0 06 9J 0inJ wJ J J J ✓I I J I -6 6 5-6 90 0-6 7 5-6 - 4 o�m i i i i i i i i i B6 0 z I J ! 3 3 j J J;Ii U* J J �J J I o -6 4L,6 5-6 f0-6 I 0-6 9-6 I 10-6 4-6 5-6 , 10-6 I 9-0 ; 9-6 /0-6 4-6 5-6 /o-6 6-10 - s-0 4-0 4-0 -0. a — I I I I I I I I I I I El. ; STEEL ROOF DECK 3/8"BEAM CLAMP SoS I J 3 J I J J J J PROJECT -6 4�6 5-6 I 10-6 i S.0 o-6 9-0 i lo-6 i 4-0 5-6 lo-6 I 9-0 0-6 i 9-6 I io-6 4-6 5-0 lo-6 6-10 - o-0 4--0 4-0 -10; I i I Y I t I I i B B I SCOPE _ — 3/8"A.T.R. el 0 ' I- I in J J J 4J6 5-6 10-® 6-1 6-0 4-O -!06 6 5-6 10 I fl0 0-6 I 10-6 10-6 9- 0-6 9 SPRINKLER IN RING HANG E ER i 0 JOIST CENTERLINE p I J J I J J J I i 9j i i I i i J J ; J J lo-3s J J JI ESFR SPRINKLER HEAD B1\0 J ! I i •0 o-6 10-6 4-0 ss io- -6 0-6 6 5-6 /-0 " - 9 MIN F I I I I I I IN 3 J J HANGER DETAIL J J 1 X J ! S J ! I w 0-6 o- 0 6 5 0 Q � w 1 I 1 I I 1 I 1 I KEY PLAN " =NT O¢ W NORTH Z, -69�0 8-0 4-0 4 -4-0 !- -6 4-6 5fi io-si 90 o-s 9-0 10-6J 70 Lz ?x i ' d1S1806742-18 ( T I I I I I I I I I I i i I LU Them plane were prepared by. �•,/ d ' Sii I J I J iII ! 3 3 iI! J iI! J I iIII J iII J J iII 3 iI! 3 3 I J 3 J J \✓+ J J4 I J II Q Z AAAAME E 3 o ROTECTION N oGINEERING SERVICES 4f65-6 I 0- z 9-0 o- i9-6 /0-6 o-6 6-0 -!0 6 , 5J6 46 5 4242 W.Topeka Dr.,Glendale,AZ 853080 o- W (623)587-1844 Fax.(623)587-7992 '1(�IyJ1 > o The standard of care for all professional service formed or a ~ R Pro s Per SYSTEM2 I I -_ I furnished by Fire Protection Engin...Ing Services under this '^ _ J I ! I ! ! I I I I Agreement will be the skill and care used by members of the Fire S2 F W ; I I i ; I I Y ; I ; I I t\t �t 'J I Protection profession practicing under similar circumstances at the 41 fn 1 I 1 I I 1 I 1 I V '✓ same time and in the same I I I I I I locality. Fire Protection Engnen 10 J J J J J J J W Services makes no warranties, expressed or implied, a der tnis € N , , , , , _ Agreement or otherwise, in connection with Fire Protection services. -6 4-6 5-6 1" 91,0 o-6 9-0 lo-6 5-6 io-s 9-6 104 4-6 54 io-6 6-10 8-0 4-0 -f0' i Capyri ght©by Fire Protection Engineering Services the contents of this drawing shall not be altered or eproduced itho the witte permission Fire Protection Engineering Seices. w o„ to J i 3 J J iI J 3 , _ I - L/ APPROVAL STAMP 07 -6 46 5-6 1" 0 10-6 5-6 10-6 9-0 ; 9-6 10-6 4-6 5-6 /0 - 8-0 4-0 40 - I , sess sess sess , ti o ' MA SEE - sess � Registered Architect in: — A E HEET FP7 AZCO,FL,MTNVNM,OK,ORT%,UTWAiJ \ J J J J J J J 10-6 4-6 5-6 o- J J 9 0 -6 0mWm to IA 5-6 10-6 6-10 - 8-0 < N Y <vfW G N � \ ,L L L _m 4 oIn 05 m In a Q C N 0 FIRE SPRINKLER PIPING PLAN �R T 8 o mLo SCALE: 1/8" = l'-0" o NORTH a a16, FIRE SPRINKLER o PIPING PLAN SPRINKLER LEGEND YMBOL MODEL K-FAC THREAD I RATING I DESCRIPTION FlNISH OTY. m o 39 1 V/KING SIN W5101 25.2 1" 1 165-BW PfMT F P 6 m TOTAL THIS SHEET = Y25 0 0 m G �W i IOC *Fo49808� 4, I F.9y.40NLN T1419 ;1 11119 I zlz I I I 5-6 1"! 010 0-69-6 ! 10-6 ! 4-6 5-6 , 10-6 ! 9-O !; 9-6 , 10-6 4-6 5-6 fo-6 6-10 - 8-0 h0"I" 4-0 -10 ATGHUK SHEET FPS _ __ 4——--- - ATCRLINE HEET FP7 X 9� !_—t , 5-6 I 1"; 9i0 o-6 9-6 ; 10-6 ; 4-6 5-6 , 10-6 ; 9-0 9-6 fo-6 76 5-6 l0-6 6-/0 - 8-0 4-0 4-0 I I I I I II I I I ! I I I 5J J � I, J J6 'I' J 10J 6�V 6-Jl 0 J0 0 �05-6 10-6 0-6 4-0 0 -J1 0 I SYSTEM 2 I _ i F I II I < J J JJ J J I W 2"FROM SUPPLY 2"TO SYSTEM 5-6 /0-6; 9i0 0-6 9-6 ; 10-6 ; 4-6 I 5-6 , 10-6 ; 9-0 ; 9-6 fo-6 h6 I 5-6 fo-6 64p - e-0 4-0 4-9 -10! i KEYED NOTES i i i i i i i I 0 2"CONTROL VALVE i W/TAMPER SWITCH w V a i I 5'-0"MINIMUM Q 2"CHECK VALVE z� (3/32"HOLE IN CLAPPER) J J i S J j i J J J I J I J J J I J J ' 3 \J 3 J J J9 I (>1 OQ 1°DRAIN VALVE m 5-6 10-0 i0 0-6; 9 9-6 ; 10-6 ; 5.6 I 10-6 ; ; 9-6 , 10-6 4-6 5-6 10-6 6-10 - 8-0 4-0 -f0; Y (ALSO USED AS FILL PORT) J ! - ANTIFREEZE SOLUTION 3 MANUFACTURER: ARGCO 8riJ J J J J � 3 LYCO L 7 fo-6 i 1°AUX DRAIN5-s I o-s, o-6 9 6 Jo-6 4 6 5 s 10-6 4s 5s m 60 -0 - i PRE-MIXED SOLUTION ' ANTIFREEZE LOOP DETAIL FREEZE POINT: -O'F o ���1�.��!�..��!��,.�����.���� �r��,_��I ���,_ ) �,.�����•.._' ��....�.. t ' _ a ANTI FREEZE LOOP TOTAL GALLON CAPACITY=4 N.T.S. W'✓J m 3 J 3 J 3 J 3 J i J I J J J J J 5-6 I 10-6 I 9i0 0-6 9-6 I /0-6 I h6 5-6 ! 10-6 ; 9-0 0-6 9-6 I 10-6 4-6 5-6 10-6 6-10 - 8-0 4-0 4-0 IN 4 ' 1z o J J I J J 3 I J I J J J ' J I J J J J J J �J J I z 5-6 10-6; 9i0 0-6 9-6 ; 10-6 ; 4-6 5-6 10-6 ; 9-0 ; 9-6 104 4-6 5-6 10-6 6-/0 - 6-0 4-0 4-0 -10; i i i I i i i i i I o STEEL ROOF DECK J J J J I J J J J I J J J J 10- J 3 J J 3 3 J J 3/8"BEAM CLAMP 5-0 110-6; 9� 0-6 9-0 ; 10-6 ; 4-0 5-6 I 10-6 ; 9-0 9-6 6 4-6 5-0 10-6 6-10 &0 4-0 4-0 -10o ; PROJECT SCOPE i 3/8"A.T.R. _ z ! a 0-66 0 ® 6-J1 0J —J0- 05-6 10-6; -6 1O6 4 ` 5-6 9-6 10-6 w, JJ _.--J 0 _ II 0 SPRINKLER PIPING RING HANGER 4-6 5-6 h5-6 10 W0 9-6 4-6 6 9J J J6 9J6 06 0 4-0 - JOIST CENIERUNE i L_____—____u L___—______ FR SPRINKLER HEAD MIN. uZ0" J J J 6J09- / 65-6 10-6 930 7_6 10-6 06 4-0 Z N.T.S.HANGER DETAIL aX KEYPLANLu J J ®J 3 J 5-6 10-6 9-0 9-6 10-6 5-6 10-6 90 96 10-6 6-10 4 -10; W56 � .4 ; MSI806742-18 NORTH O W 3 These plans were prepared by. U U J J J J J J I J J 3 J J J J 3 J J �J 3 3� i FIRE ' W Iv 5-6 I 10-6 9-0 0-6 9-6 l0-6 4-6 5-6 /0-6 9-0 D- 9-6 10-6 4-6 5-6 Vlal-6 — - &0 4-0 4-0 -10; PROTECTION V O AENGINEERING SERVICESO H < o 4242 W.Topeka Dr.,Glendale,AZ 85308(623)587-1844 Fax.(623)587-7992 `� Z�' �tl The standardfcareforallprofessionalservicesperformed0furnished by Fire Protection Engineering Services under this LLJ J 3 J J J 3 J J JJJ J J 3 J J J J Agreement will be the skin and care used by members of the Fire ♦� a o. 5-6 1" 9-0 0-6 9-6 0-6 4-0 5-6 10-6 TO 0-6 9-6 0-0 4-6 5-6 10-6 6-10 - 8-0 4-0 -f0; I Protection profession practicing under similar circumstances at the v! _ W , same time and in the same locality. Fire Protection Engineering F I ; I Services makes no warranties, expressed or implied, under this /^ 0 ,� N p I Agreement or otherwise, in con ection with Fire Protection services. J W I f this drawing hall t be aIte d .produced th..t the w \ ! Wop t- pe by Fire Protection Fire nP Engineering g E,gi...r the Ser A.... contents perm isslon gineering o� a N 3 J J I J J J J 3-3 J J 3 Jo I 1 5- 1 9-0 0-6 9-6 - Q o 0 0 0 0 0 0 0 0 0 0 0 0 0 O 1"AUX.DRAIN 0 / 1 4-0. z F I I Registered Architect in: � j A,CO3FL,MTNV,NM,0K,0R,TX,UT,WA W F W I I NON COMBUSTIBLE CANOPYS SPRINKLERS SHALL BE INSTALLED c o UNDER CANOPIES GREATER THAN _ m z a 4'- OR LESS SHALL BE PERMITTED 2"ANTIFREEZE LOOP s ry a 2'-0"WHERE COMBUSTIBLES ARE ly TO BEPOMITTED PER NFPA 13,2010 ED. SEE DETAIL THIS SHEET CONCRETE STORED.PER NFPA 13,2010 ED. I Q n,In w l w 8.15.7.2 PLATFORM 8.15.7.4 `a" a N I N I O I Q G O J Z (V W ry ti InI I I �a� W <I I I I U z 3d� _ FIRE SPRINKLER PIPING PLAN � T B' 9 In SCALE: 1/8" = r-o° " FIRE SPRINKLER o NORTH " 4 6 SPRINKLER LEGEND PIPING PLANzf Q rA MODEL K-FAC THREAD RA11NG DESCRIPTION FINISH OTY. KING SIN VKJOO 5.6 112° 200'pPI�RNYIT offN KING SIN W510 25.2 1' 165 T 6PASS 115 o TOTAL THIS SHEET = 127 0 0 o NOTE: SYSTEM 4 CALC. SYSTEM 1 CALC. �W ELECTRICAL & HVAC CONTRACTOR TO COORDINATE WITH SPRINKLER CONTRACTOR FOR ANY VARIATIONS SPRINKLER svSTLM HY➢RAULIC ANALYSIS Pape: 44 FIXED PREssuRE Loss DEVICE\\JMS-JOHN SMALES\JMS-18\JMS742A3�SDF BFI 4.0 0.0 65,6 0.0 3.5 psi, 1356.2 g1 NEEDED IN LIGHTING FIXTURE & DUCT LOCATIONS AS A RESULT OF SPRINKLER PIPING OR HEAD LOCATIONS. rW SYSTEM HYDRAULIC ANALYSIS JOB mite .WIRE CAKE ESFR BOR 4.0 0.0 62.1 0.0 N SMALES\JMS-18\JMS742A1.SDF WATER SUPPLY DATA I pe: 45 -1356�2 8.249 PL 6.50 PF 0.5 •a NO FIXTURE SHALL BE WITHIN 2'-0" OF A SPRINKLER HEAD AS MEASURED HORIZONTALLY FROM : SWIRE COKE WASHINGIDN AFFICE CALC. SOURCE STATIC RESID. FLOW AVAIL. TOTAL REQ'D BFI 4.0 0.0 656 0.0 8 1 120 FIG 2E PE L1 Po * 49g08 i PLY DATA NODE PRESS. PRESS. @ PRESS. @DEMAND PRESS. BF2 p pe 40.5 0.0 61.7 0.01356�2 8.990 PL 34.00 PF 0.9 �Fd'ForsreR�?`O� I HEAD TO OUTERMOST EDGE OF FIXTURE. STATIC RESID. FLOW AVAIL. TOTAL REQ'D TAG (PSI) PSU GPM) PSU GPM) PSI) BF2 0.5 0.0 67,7 0.0 7 9 140 FTG TG PE 0.2 SI ALENC� SINS yl9 PRESS. PRESS. @ PRESS. @DEMAND PRESS. UG 0.0 D.0 68.8 0.0 0.010 TL 91J0 PV (PSU (PSU (GPM) (PSll (GPM) (PSll S 75.6 62.6 3882.0 13.1 1606.2 69.2 pipe: 41 -1356�2 11,161PL 17.11 PF 0.1 AGGREGATE FLUV ANALYSIS: UG 0.0 0.0 68.8 0.03�6140FTGPE0.084,0 7L 0 3882.0 83�9 226.4 52.I HYD 0.0 H�S. 68,9 250.0 0.001 TL 87.00 PVTOTALFLDVATSOURCE1606.2 GPM p;e 48 -1604�2 11,411 PL 92.00 PF 0.I HT p L CaFLOW ANALYSIS: TOTAL HOSE STREAM ALLOWANCE AT SOURCE 0.D GPM FIXTURE DUCT OTHER HOSE STREAM ALLOWANCES 2"o GPM HYD 0.0 H.S. 68,9 250.0 4 2 40 FTG G PE 0.0 TOTAL FLOW AT SOURCE 220�4 GPM S 0.0 SRCE 69,2 (N/A) 0.002 TL 184.00 PV 2'-0" 2'-0" TOTAL HOSE STREAM ALLOWANCE AT SOURCE 100�0 GPM TOTAL➢ISCHAI D FROM ACTIVE SPRINKLERS 1356.2 GPM OTHER HOSE STREAM ALLOWANCES 0�0 GPM NODE ANALYSIS DATA NOTES(HASSh MIN MIN TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 126�4 GPM NODE TA5 ELEVATION NO➢E TYPE PRESSURE DISCHARGE (ll Calculations were performed byy the HASS 8.8 computer program NODE ANALYSIS DATA (FD (PSI) (GPM) in accordance with NFPA13(20 6) z NO➢E TAG ELEVATION NODE TYPE PRESSURE DISCHARGE P1 30,7 K=25.20 20.1 113.0 under license no. 16121527 granted by p (FD (PSll (GPM) P2 30�7 K=25.20 20.0 112.8 HRS Systems, Inc rn PI ]0.0 K=5,60 8�3 16.2 P3 30�7 K=25.20 20.0 112.8 208 Southside Square P2 10.0 K=5�60 1�3 16.1 P4 30�1 K=25.20 20.1 113,1 Petersburp, TN 37144 o 0 P3 10.0 K=5�60 9�0 16.8 PS 31�0 K=25.20 20.1 113.0 (93U 659-9760 P4 10.0 K=5,60 10,2 17.1 P6 31�0 K=25.20 20.0 112,7 (2)The system has been calculated to provide an average o� PS 10.0 K=5�60 11.4 16.9 P7 31.0 K=25.20 20.D 111,7 imbalance at each node of 0.002 Dian and a maximum STEEL ROOF DECK P6 10.0 K=5�60 12 3 19.1 PB 31.0 K=25.20 20.1 113.0 imbalance at any node of 0 069 gpm L,o P7 to.0 K=5,60 12�9 20.9 P9 E D K=25.20 20.3 113.4 (3)Total pressure at each node is used in balancing the system. 3/B"BEAM CLAMP 1 12.5 ---- 8 0 --- P10 It.2 K=25.20 20.1 113.1 Maximum water velocity is 14.9 ft/sec at pipe 25. 2 12.5 ---- 8 2 --- Pll 31.2 K=25.20 20.1 113.I (4)a. System remote area HAS been proven or ppeaked'. 3 12.5 ---- 9�0 --- P12 31.2 K=25.20 20.3 113.4 b. Minimum pressure at any sprinkler: 20A 0 psi 4 12.5 ---- 10�4 --- Al 28,7 ---- 32.9 --- c. Minimum pressure with remote area shifted ___ A2 21.0 ---- 32.6 --- one sprinkler space toward left cross main: 20.002 psi 6 12.5 ---- 12�0 ___ A3 29.2 ---- 32.7 --- d. M;ninum pressure with remote area shifted R A4 29.4 ---- 32.8 --- one s rinkler s ace toward right cross main: 20�006 psi 3/8°A.T.R. _ 7 12.5 ---- 137 --- AS 29.6 ---- 32.9 --- (5)PIPE FIT INGS TABL "i 1 12.5 ---- 29�7 --- A6 29.8 ---- 33.0 --- User Pipe Table Name: FPES.PIP 13 12.1 ---- 34�I --- Al 30.1 ---- 33.2 --- PAGE: B MATERIAL: THNVL 1 120 TARN 28.5 ---- 32 6 --- AB 30�3 ---- 33.1 --- Diameter Equivalent Fitting Lengths in Feet MAN' 4.0 ---- 42�6 --- A9 30�5 ---- 33.6 --- (in) E T L C B G A D N BAR 4.0 ---- 45�3 --- A10 30J ---- 34.0 --- El I Tee 1-111 ChkVly BfVVIv GatVly AlmChk III Iv NPTee _ ___ Bl 28,7 ---- 27.2 --- 6.357 12.57 31.43 11.30 02. 20 13.95 3.77 34.60 23�50 8.60 SPRINKLER PIPING BFI �,0 --- 5�'8 B2 29.0 ---- 27.2 --- 6.249 16.13 41.Oo I5.30 52.80 12.66 4.96 43.30 33 40 10.58 is RING HANGER S 0.0 SOURCE 52�I 126.4 B3 29.2 ____ 27.5 ___ PAGE ➢ MATERIAL: DIRDN HWC: 140 u UG 0.0 52�I B4 29.4 28.3 8.41901 26.60 51.88 19.20 66.61 11,80 5.90 9.00 0�00 a B5 29.6 ---- 28.9 --- 12.460 37.60 83.60 25.10 90.60 29 30 8.40 13.00 0 00 PIPE DATA B6 29.8 ---- 29.3 --- PAG6 K MATERIAL E➢YFLA HWG 120 W PIPE TAG Q(GPM) DIA(IND LENGTH PRESS. B7 30�I ---- 29.5 --- 3.334 It,20 23.19 8�00 25.50 25�50 1.60 25.50 25�50 15.DO JOIST CENTERLINE END ELEV. I PT DISC. VEL(FPS)HW(C) (FT) SUM. BB 31 3 ---- 29.6 --- 4.310 14.00 28.10 8,40 30.90 30,90 2.80 30.90 30�90 16.73 0 Pipe: 1 -1 6.2 I.083 PL 3.00 PF 0.8 B9 30 5 ---- 29.6 --- WATER SUPPLY CURVE 1-3,� PI 10.0 0�6 6.3 16.2 5.6 121 FTG 2E PE -1.1 BID 31 ---- 29.5 --- u MIN ESFR SPRINKLER HEAD t 12.5 0�0 8.0 0.0 0.075 TL 10.20 PV TOR 31.0 ---- 46.6 --- 84+ w Pipe: 2 -16.1 1.083 PL 3.Oo PF 1.0 MAN 4.0 ---- 61.9 --- P2 10.0 5�6 8.3 16,1 5.6 120 FTG ET PE -1.1 BOR 4.0 =__= 62.1 =_= in m 2 12.5 0�0 8.2 0.0 0.075 TL 13.80 PV BFI 4.0 65.6 77+ w Pipe: 3 -16.8 1.083 PL 3.00 1.1 BF2 0.5 67J w\\\\\\\\ P3 10.0 5�6 9.o 16.8 5.9 120 FTG ET PRE' -1.1 UG 0.0 ---- 678 B --- \\\o\\\\\ 3 12.5 0�0 9.0 0.0 0.081 TL 13.80 PV HYD 0.0 HOSE STREAM 68.9 250.0 \\\\\\\\\ Pape: 4 -17.9 I.083 PL 3.0D PF 1.2 S 0.0 SOURCE 69.2 1606,2 70+ X \\\\\\\\ HANGER DETAIL P4 10.0 56 10.2 17.9 6.2 120 FIG ET PE -1.1 \\\\\\\\\ 4 12.5 0�0 10.4 0.0 0.091 TL 13.80 PV PIPE DATA \\\\\\\\ w Pipe: 5 -16.9 1.083 PL 6.58 PF 1.7 PIPE TAG Q(GPM) DIA(IM LENGTH PRESS 63+ 6.6 p ° PS ]0.0 5�6 11.4 11 01 6.6 120 FTG 3E PE -1.1 END ELEV. I PT DISC. VEL(FPS)HW(C) (FT) SUM. low est Point z 5 12.5 0�0 12.1 0.0 0.120 TL I7.30 PV Pipe: I 224.7 3.334 PL 103.00 IF 6�2 a Pipe: 6 -19.1 1.083 PL 2.50 PF 1.0 Bl 26J 0.0 21.2 0.0 8.3 120 FTG 2T PE -0�9 56+ i P6 10.0 5,6 12.3 19.7 6.9 120 FTG T PE -1.1 Pl 30.7 25.2 20.1 113.0 0.041 TL 150.80 PV 6 12.5 0�0 12.3 0.0 0.120 IL 9J0 PV Pipe: 2 11L6 3.334 PL 9.50 PF 0�1 r Pipe: 710. -20.9 1.111 PL 4.11 PF 1.1 Pi 30J 25.2 20.I 113 0 4,I l20 FTG ---- PE 0�0 a P7 710.0 5,6 13.9 20.9 7.3 120 FTG E PE -1.1 P2 30.7 25.2 20.0 112 8 0.011 TL 9.50 PV 49+ ° Pipe: 3 -1 1 3.334 PL 9.50 PF 0�0 7 12.5 0�0 13.7 0.0 0.418 TL 7.60 PV P2 30.7 25.2 20.0 112,8 0,0 l20 FTG ---- PE 0�0 a Pipe: 8 -16.3 I.418 PL 10.00 PF 0.2 t 12.5 It 0 8.0 0.0 3.3 120 FTG ---- PE 0.0 P3 30.7 25.2 20.0 112 6 0.134 TL 9.50 PV 42+ 2 12.5 0�0 8.2 0.0 0.020 TL 10.Oo PV Pipe -1'129 3.334 PL 10.50 PF 0 I � Pipe: 9 -32.3 1.418PL I1.17 PF 0.8 P3 340.1 25.2 20.0 1128 4.2 120FTG ---- PE 0,0 i 2 192.5 0�0 8.2 0.0 6.6 1281 FTG ---- PE D.0 P4 30.7 25.2 20,1 113�1 0.012 TL 111 50 PV 0 3 12.5 0�0 9.0 0.0 0.073 TL I1.I7 PV Plpe 5 -221.0 3.334 PL 236.50 PF ll�9 35i a Pipe: 10 -49.1 1.418 PL 8.42 PF 1.3 P4 350.7 25.2 20.t 113.I 8.3 l20 FTG 2T PE 0�9 3 12.5 0�0 9.0 0.0 10.0 120 FTG ---- PE 0.0 Al 28.7 U.0 32,9 0.0 0.042 TL 284.30 PV in 4 12.5 0�0 10.4 0.0 0.158 TL 8.42 PV Pipe: 6 125.2 3.334 PL 103.00 PF 6�2 28+ 1 1 P;pe: 11 -67.0 1.418 PL 61.42 PF 19.2 B2 29.0 0.0 27.2 IL 0 8.3 l20 FTG 2T PE _O�9 z /2"TOP BEAM CLAMP 4 12.5 0 0 10.4 0.0 13.6 120 FTG T PE 0.0 P5 31,0 25.2 20,1 113 0 0.041 TL 150 80 PV z MI 12.5 0,0 29.6 0.0 0.280 TL 68.50 PV Plpe 1 112.2 3.334 PL 9�50 PF 0�I 21+ u PI e: 12 _18.9 I.418 PL 8.83 PF 0.2 P5 31.0 25.2 20.t 113�0 4.I l20 Fib ---- PE 0�0 5 P 12.5 0�0 12.1 0.1 3.8 120 FTG - PE 0.0 P6 31,0 25.2 20.0 112�7 0,011 TL 9.50 PV z 6 12.5 0,0 12.3 0.0 0.021 TL 8.83 PV Pipe 8 -0.5 3.334 PL 9.50 PF 0 0 P e: 13 -38.6 I.418 PL 184 00 PF 1.4 P6 31.0 25.2 20.0 112�7 0.0 l20 FTG ---- PE 0�0 14+ LEGEND 1 P P7 31.0 25.2 20.0 112 7 0.000 TL 9.50 PV I /2"A.T.R. 6 12.5 0�0 12.3 0.0 7.8 120 FTG - PE 0.0 1 12.5 0�0 13.3 0.0 0.10 1 TL 14.0o PV PIpP'� 9 -113.2 3.334 PL 10.50 PF 0�I X= e ired at S p I Pipe: 14 -59.4 1.418 PL 64.Oo RE 16,0 P7 31.0 25.2 20.0 112�7 4.2 120 FTG ---- PE 0�0 7+ 6. psi I}ROr06 p PO A2 P e, 29.0 20.0 32.8 110.0 228J 0.041 TL 2(kL 30 PV PLO OF RE 0 103.00 PF 16 9 7.-� si @---6 Sa ly a SEE SCHEDULE M1 Pi pi 12.5 0�0 29.6 0.0 63.7 20..2225 TL FTG 71.83 PP p0,0 PB 31.0 25.2 20.I 113 0 0.334 TL 10.50 PV O+O+=-pp+ lab W+r 2 ppm M2 12.5 0 0 29.1 D.0 126.7 2J05 PL 83.00 PF 4.4 B3 p1. 3 p + + + + + M2 2.5 0 0 29.7 0.0 0.012 TL 10.83 PV p 6001200 1600 2000 2400 pp0 3200 3600 4000 29.2 0.0 27.5 0.0 8.4 l20 FT 2T PE -0�9 F��M(GPM) Pipe: 16 - P9 31.2 25.2 20.3 113.4 0.042 TL 1%80 PV ° 1 M2 12.5 0�0 29.7 0.0 7.1 120 FTG 3E PE 1.1 /2"NUT AND WASHER M3 12.5 0�0 34.1 0.0 0.039 TL 112.40 PV Pipe: 12 115.2 3.334 PL 9.51 PF 0�I 6"U-BOLT W/ Pipe: 17 -126.4 2.705 PL 128.33 PF 5.4 P9 31.2 25.2 20.3 113 4 4.2 l20 FTG -- PE 0�0 P10 31.2 25.2 20.t 113�1 0.012 TL 9.50 PV ° NUTS AND WASHERS M3 12.5 0�0 32.1 0.0 7.1 030 FTG E PE -6.9 z TORN 118 5 0�0 32.6 0.0 0.039 TL 138.13 PV Pipe: 13 2.I 3.334 PL 9.50 PF 0�0 _ 0 1 - 6" MAIN = 2N2" SCH 40 PIPE OR 3°x3"x �s" ANGLE IRON Pipe: 18 -126.4 2.705 PL 24.50 PF 2.t P10 31.2 25.2 20,I 113 I 0.I l20 FTG -- HE 0�0 a TARN 28.5 0�0 32.6 0.0 7.1 120 FTG TB PE 10.6 Pll 31.2 25.2 20.I 113 I 0.000 TL 9.50 PV g MANI 4.0 0�0 45.3 0.0 0.039 TL 54.92 PV Pipe: l4 3.334 PL 10.50 PF 0�I QB 2 - 6" MAINS= 3)4"SCH 40 PIPE OR 4"x4"x JIC ANGLE IRON Pit 31.2 25.2 20,1 113.1 4.1 l20 FTG ---- PE 0�0 Pipe: 19 -126.4 8.249 PL 6.00 IF 0.0 P12 31.2 25.2 20.3 1114 0.Oil TL 11150 PV € MANI 4.0 0�0 45.3 0.0 0.8 120 FTG 2E PE 0.0 Pie IS -224.4 3.334 PL 236.50 PF 11.6 BDR 4.0 0�0 45.3 0.0 0.00o TL 38,26 PV D o Pape: 20 FIXED PRESSURE LOSS DEVICE P12 31.2 25.2 20.3 111 4 8.2 l20 FTG 2T PE 0 9 TRAPEZE HANGER DETAIL BFI 4.1 0 o so.3 0.0 5.0 psi, 1264 gpm A3 29.2 0.0 32.7 0.0 0.041 TL 284AO PV BAR 4.0 It' 45.3 0.0 Pipe 16 -112.1 3.3341 369.00 PF 15 Pipe: 21 -126.4 8.249 PL 3.50 PF 0.0 B4 29.4 U. 28,3 (10 3.8 120 Fry 41 PE 0�0 0 BFI 4.0 0�0 50.3 0.0 0.8 120 FTG E PE 1.5 A4 29.4 0.0 32.8 0.0 0.010 TL 464.60 PV Pipe I7 -96,5 3.334 PL 369.00 PF I I > BF2 0.5 0�0 51.B 0.0 R 000 TL 19.63 PV a BS 29.6 0.0 28,9 0.0 3.5 120 FT5 4T PE 0 0 0 Pipe: 22 -126.4 8.390 PL 32.00 PF 0.0 ° BF2 0.5 0,0 51.6 0.0 0.7 140 FTG TO PE 0.2 A5 29.6 0.0 32.9 0.0 0.009 TL 464.60 PV SS= L 07 D D,S4 BDTIDX CNOR➢OF BAR JOIST UG 0.0 0�0 52.1 0.0 0.000 TL 89J0 PV Pipe l6 -11,1 3.334 PL 369.00 PF 3�7 i (LARGEST SYSTEM LOAD) LATERAL 9 p= B6 29.8 0.0 29,3 (10 3.4 l20 FTG 4r PE o 0 Pipe: 23 -126.4 12.161 PL 111,OD PF 1.1 F UG 0.0 0 0 52.1 0.0 0.3 140 FTG T6 PE 0.0 AG 29.8 0.0 33.0 (1 0 0.008 TL 464.60 PV o Sprinkler System Load Calculation{FP=0.54 CP (default is 0.5)) WP-Wt.of System Being Braced Pipe 19 -92.3 3.334 PL 369.00 PF 3�7 Z 'e Diameter Type Length ft Total ft Weight per W Total Weight S 0.0 SRCE 52.1 (N/A) 0.000 TL 271.00 PV B7 30.1 0.0 29.5 0.0 3.4 l20 FTG 4T PE 0�0 Yp 9 I 1 11 9 p p 9 0 6" EDDY-FLOW 25 25 23.03 Ibs 0.54 311 Has NOTES(HASS): Al 30.1 0.0 33.2 0.0 3.334 TL GO 60 PV W (D Calculations were performed by the HASS 8,8 computer program Pipe�� 20 -93.9 3.334 PL 369.00 PF 3 8 (n a TOTAL WEIGHT= 311 Has �. in accordance with NFPA13(20 6) BB 31.3 0.0 29,6 0,0 3.1 l20 FTG 4' PE 0,0 Z FP X 1.15= 358 Has CiXZ' under license no. 16121527 granted by AB 30.3 0.0 33.4 0.0 0,008 TL 464.60 PV € HRS Systems, Inc. Pipe: 21 -97.5 3.334 PL 369,00 PF 4 1 Q 2"Southside Square B9 10.5 0. 29.6 R l20 FTG 4' PE 0�0 a Petersburg IN 37144 A9 30.5 0.00 33.6 0.00 3.6 0.009 TL 464.60 PV Na 12,440 ED.. WIRE INSTALLED (93U 659-9760 Pipe: 22 -102.6 3.334 PL 369.00 PF 4�5 x AT LEAST 45'FROM VERTICLE PLANE (2)The system has been calculated to provide an average BID 30.7 0.0 29.5 R 0 3.8 t20 FTG 4T PE 0�0 LU imbalance at each node of 0.004 gpm and a maximum AID 30,7 0.0 34,0 (10 0.010 TL 464.60 PV (LARGEST SYSTEM LOAD) LONGITUDINAL Ss= 1,07g Cp=0,54 mba nnce at any node of 0.094 gpm. Pipe 23 -224.7 4.310 PL 10.00 PF 0.1 ATTACH WIRE TO BRANCH LINE WITH 2 TIGHT TURNS AROUND THE PIPE AND FASTENED WITH 4 TIGHT 13) Total pressure at each node is used in balancin the system, Bl 283.7 0.0 27.2 0.0 4.9 l20 FIG ---- PE -0�1 i Sprinkler System Load Calculation[FP 0.54 CP default is 0.5 WP-Wt.of System Being Braced Maximum water velocity;s 13.6 ft/sec of pipe 11q. B2 29.0 0.0 21.2 0.0 0.012 TL 10.00 PV Q LLI p y { ( )} y g TURNS WITHIN 1Ye'. (4)PIPE FITTINGS TABLE Piped 24 -449.9 4.3101 PL 10.00 PF 0�4 a Diameter Type Length(Pt) Total(ft) Weight per foot Wp Total Weight THIS RESTRAINT SHALL BE LOCATED WITHIN 24'FROM HANGER. User Pipe Table Name: FPES.PIP B2 29.0 0.0 27.2 0.0 9.9 l20 FTG ---- PE -0�1 �--) 6" EDDY-FLOW 50 50 23.03 Has 0.54 622 Ibs PAGE: B MATERIAL THNWL 1 120 B3 29.2 0.0 27.5 0.0 0.042 TL 10.00 PV O Z 3 Diameter Equivalent Fitting Lengths in Feet PIpP'� 25 -678.6 4.310 PL 10.00 PF 0�9 W TOTAL WEIGHT- 622 Has (in) E T L C B G A D N B3 29.2 0.0 27.5 0.0 14,9 t20 FTG ---- PE -0�1 WIRE RESTRAINT DETAIL EII Tee LnggEll ChkVly 11yyVly GatVly AtmChk DPVIv Ni .4 0.0 28,3 0,0 0.091 TL 10.00 PV V d ro FP X 1.1 5= 715 Has 8�249 16.13 41.00 I5.30 52 80 12.66 4.96 43.30 33.40 10.58 Pipe 26 -575.8 4.311 PL 111 00 PF 1�7 : TABLE 9,3.6.4(a)MAXIMUM SPACING OF PAGE: D MATERIAL DIRDN 1 140 B4 29.4 0.0 28.3 IL 0 12.7 120 FTG -- PE -0�I Q Z i ry 8�390 26�60 51.60 19.20 606 60 17.BO 5.90 9.00 0.00 BS 29.6 0.0 28.9 0.0 0.067 TL 10.00 PV (, O a v BRANCH LINE RESTRAINTS(ft.) 12 460 37 60 63.60 25.10 90�60 29.30 8.40 13.00 0.00 pipe! 27 -479.3 4.310 PL 10.00 PF 0�5 PIPE(In) SEISMIC COEFFICIENT=0.54 PAGE: J MATERIAL: EDYTH➢ 1 120 BS 29.6 0.0 28.9 0.0 10.5 120 FTG -- PE -0 1 O P o o NOTE 083 3 60 7.20 2.41 8 40 6.00 1.Oo 10.00 10.00 B6 29.8 0.0 29.3 R 0 0.048 TL 11100 PV �� LATERAL BRACES ON a AND 6'MAINS SHALL BE SPACED o 25'-0' I 36 I.418 3�50 7.00 2.30 II 20 6.00 1.00 10.00 l0.00 Pipe: 26 -386.3 4.310 PL 10.00 PF 0�3 pa"\, (J Z 3 it N I(' 39 PAGE: K MATERIAL: EDYFLO 1 120 B6 29.8 0.0 29.3 0.0 8.5 l20 FTG -- PE -0�1 �J m F LONGITUDINAL BRACES ON V AND 6'MAINS SHALL BE SPACED o 501 2,705 9,80 19.50 6.50 22�80 22.80 1.60 2E 80 22.80 10.92 B7 30.t 0.0 29.5 0.0 0.032 TL IR 00 PV LLi W a LONGITUDINAL BRACES ON 3'BRANCH LINES SHALL BE SPACED o 80'-0' 1�' 41 WATER SUPPLY CURVE Pipe: 29 -294.0 4.311 PL 11111 PF 0�2 0.! F rc 4-WAY BRACE SHALL BE LOCATED ON PIPING LARGER THAN 2'ON VERTICAL RISES EXCEEDING 36' 2' 45 B7 320.1 0.0 29.5 0.0 6.5 l20 FTG -- PE -0�1 JWSIB(I6742-18 _ ¢ a 84\\\\\\\\ BB 30.3 0.0 29.6 0.0 0.019 TL 10.00 PV These pions were prepared by. (n 2 PIPE USED FOR BRACING SHALL BE SCH.40 P \\\\\\\\\ Pie 30 _200.1 4.310 PL 10.00 PF 0 I 3 a RUN 3'BRANCH LINES a 7Yz E BELOW BOTTOM OF DECK \\\\\\\\ (n G w \\\\\\\\\ BB p 30.3 0.0 11.6 0.0 4.4 120 FTG ---- PE -0�1 `" v 17i \\\\\\\\\ B9 30.5 0.0 29.6 0.0 4.310 TL 10.00 PV FIRE w \\\\\\\\\ Pipe: 31 -102.6 4.310PL 1---- PF 0,0 € w \\\\\\\ B9 30.5 0.0 29.6 0.0 2.3 l20 FTG ---- PE -0 I PROTECTION CORR. METAL DECK o I{ set m>w BID 30.7 0.0 29.5 0.0 0.003 TL 111.00 PV 1/2"ALL THREAD ROD W! 70I �lowp es ointgp Pi e: 32 -227.0 6.311 PL 10.00 PF 0 0 lM ENGINEERING SERVICES m CORR. METAL DECK DOUBLE NUTS&WASHERSS Al p 28.7 0.0 32.9 0.0 2.3 l20 FTG PE -0 1 ° d 4242 W.To eka Dr.,Glendale,AZ 85308 1/2"ALL THREAD ROD W/ A2 29.0 0.0 32.8 (10 0.002 TL 11100 PV p O ° /7$ (623)587-1844 F.X.(623)587-7992 rcF w o�< p x DOUBLE NUTS&WASHER 63i Pipe 33 -453,2 1.317 PL 10'00 PF 0�1 o H & sa ry A2 239.0 0.0 32,8 (10 4.6 120 FTG ---- PE -0�I The standard of core far oil professional ....vices performed A3 29.2 0.0 32.7 (10 0.006 TL 11100 PV farnish.d by Fire Prot.ation En Servioes und-this w relnusering W Pipe 34 -671.6 6.357 PL 10.00 PF 0 I Agreement II be the skill and cn d or members of the Fire o �p� 56+ A3 29.2 0.0 32.7 0.0 6.8 120 FTG ---- PE -0 I Protectmn pro on practicing and..simna.d.camstances at rite i NA4 29.4 0.0 32.8 (10 0.014 TL 10.00 PV same time and in the so e locality. Fire Protection Engineering U p1 .M TOP CHORD OF BARJOIST Pipe 35 780.4 6."74 PL 10.00 PF 0 2 ...vice.-k-no warranties, expressed ar impli.d, under tni. 49+ A4 29.4 1.0 32.91 0.0 1.1 121 FTG ---- PE -0 I Agreement o,oth-i- in conn.ction with Fire P.ot.ction...vices. Registered Architect in: � j 9 0 ° TOP CHORD OF BARJOIST AS 29.6 0.0 32.9 0.0 0.018 TL 1D.QQ PV Copyright©by Fire Protection Engineering Services the contents AZ,CO,FL,MTNV,NM,OK,OR,TX,UT,WA W N 30'-90' 30'-90' BRACE FITTING Pipe -116.1 1.357 PL 10.00 PF 0 2 of this d.awing snail not be oit...d or r.produced with.,t tit. ° 42+ AS 239.6 0.0 32.9 0.0 8.9 l20 FT5 ---- PE -0,1 written permission of Fire Protection Engineering Se is e w BRACE FITTING A6 29.8 0.0 33.0 0.0 0.022 TL 11100 PV Pipe -161.1 1.357 PL 10.00 PF 0�3 o A6 279.8 0.0 33.0 0.0 9.8 l20 FT5 PE -0,1 m z a STEEL BARJ01$T 35i A7 30.1 U.0 33.2 (10 0.026 TL 11100 PV APPROVAL TAMP L STEEL BARJOIST Pipe: 38 -1062.2 6.357 PL 10.00 PF 0 3 ° m Al 30.t 0.0 33.2 R 0 10.7 l20 FTG ---- PE -0�1 =m$ z 28+ AB 31.3 0.0 33.4 (10 0.031 TL 10.00 PV Q `°" i 1"SCHAD PIPE(7-0°MAX. LENGTH) Pipe 39 1156,1 6.357 PL 10.00 PF 0 4 h ¢' c m 1"SCHAD PIPE(7'-0"MAX. LENGTH) Ae 30.3 D.0 33.4 0.0 It,7 l20 FTG ---- PE -0 1 a 1-1/4"SCHAD PIPE(9'-0-MAX.LENGTH) ni o MAIN PIPING 1-1/4"SCHAD PIPE(9'-0" MAX. LENGTH) 21I A9 30.5 0.0 33.6 0.0 0.037 TL 10.00 PV i.i € ry Pipe: 40 -1253.6 6.357 PL 10.00 PF 0�4 ` .. o A9 30.5 0.D 33.6 0.0 12.7 t20 FTG --- PE -0�1 a w ------------ ------------ AID 30.7 0.0 34,0 (10 0.042 TL 11100 PV v a >< si Q MAIN PIPING 14I LEGEND AID P:pe 340.7 0.0 34.0 0.01313.7 6.20 FTG 209�4� PE -0��9 � 3 0$ '^ m FIG.(212)CLAMP X=Re ired @a2ft6 upply OR 31.0 0.0 46.6 0.0 0.049 TL 259.78 PV p13 S o W -[:FOR LONGITUDINAL52.8i)psi g Pi e 42 -1356.2 6.357 PL 26.96 PF 3 6 FAST CLAMP 8001200 I600e 20t00r TOR AD( 3200 3608 4000 MAN p 34.0 0.0 6�.9 0.0 18.1 249 FTG 3.7 120 FTG IE PE B RE 10 7 3 0 0++-+-8+- p+-@----4-- Y--- GPM) +---------+-----------+ MAN 4.0 0.0 61.9 0.0 0.049 TL 72.34 PV o A P' 3 ___ _ ____ 43 1356.1 6.249 PL 1.25 PF 0�0 DETAILS / o BOR 4.0 0.0 62.1 0.0 0.014 TL 17.38 PV CALCULATIONS LONGITUDINAL SWAY BRACE DETAIL LATERAL SWAY BRACE DETAIL HYDRAULIC CALCULATIONS SEISMIC BRACING CALCULATION xa v NOTE: CONTRACTOR TO VERIFY DIMENSIONS AND v R o O COORDINATE SEISMIC LOADS AND ATTACHMENTS NTH z TRUSS MANUFACTURER. 0o 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com i� ADHESIVE ANCHOR INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: AA001 PERMIT#: 2209 DATE: 7/16/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Item(s) Inspected Location #5 Reinforcing Steel Dowels Drive-In Entry:Retaining Wall/Stair Tie-In with Building #5 Reinforcing Steel Dowels Drive-In Entry:Retaining Wall Footing Extension Reference Drawing(s): RFI#40 Item(s) Inspected Comments Base Material Condition Satisfactory,Dry,640 Cured Concrete Drill Bit Type Drilled Prior Hole Diameter/Depth /� 3/4",6" Hole Cleanliness Blown,Brushed,Blown Clean Anchor Spacing/Edge Distance /� Per Drawings Anchor Type /� Grade 60 Deformed Reinforcing Steel Anchor Diameter/Length 5/8",Varies Anchor Embedment 5-1/2 to 6-1/2" Adhesive Type Simpson Set-XP Adhesive Expiration Date 9-2020 Adhesive ICC-ES Report [� 2508 Other ❑ The above items were conforming &/ Nonconforming Items(see below) ❑ Comments: GeoTest was on site as requested to inspect the installation of the above mentioned epoxied reinforcing steel dowels. The dowels were installed as recommended by the manufacturer's published instructions. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com i� ADHESIVE ANCHOR INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: AA001 PERMIT#: 2209 DATE: 7/16/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Item(s) Inspected Location #5 Reinforcing Steel Dowels Drive-In Entry:Retaining Wall/Stair Tie-In with Building #5 Reinforcing Steel Dowels Drive-In Entry:Retaining Wall Footing Extension Reference Drawing(s): RFI#40 Item(s) Inspected Comments Base Material Condition Satisfactory,Dry,640 Cured Concrete Drill Bit Type Drilled Prior Hole Diameter/Depth /� 3/4",6" Hole Cleanliness Blown,Brushed,Blown Clean Anchor Spacing/Edge Distance /� Per Drawings Anchor Type /� Grade 60 Deformed Reinforcing Steel Anchor Diameter/Length 5/8",Varies Anchor Embedment 5-1/2 to 6-1/2" Adhesive Type Simpson Set-XP Adhesive Expiration Date 9-2020 Adhesive ICC-ES Report [� 2508 Other ❑ The above items were conforming &/ Nonconforming Items(see below) ❑ Comments: GeoTest was on site as requested to inspect the installation of the above mentioned epoxied reinforcing steel dowels. The dowels were installed as recommended by the manufacturer's published instructions. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com ADHESIVE ANCHOR INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: AA002 PERMIT#: 2209 DATE: 8/23/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Item(s) Inspected Location #4 Retaining Wall Slab Dowel Anchors Southeastern Loading Ramp Reference Drawing(s): Detail 118 Item(s) Inspected Comments Base Material Condition Sound Concrete Drill Bit Type Rotohammer Bit Hole Diameter/Depth /� 5/8"/F Hole Cleanliness Blow,Brush,Blow Anchor Spacing/Edge Distance /� 48"On Center Anchor Type /� Grade 60 Reinforced Steel Anchor Diameter/Length .5"/36" Anchor Embedment F Adhesive Type Hilti HIT-RE 500 V3 Adhesive Expiration Date 5/2020 Adhesive ICC-ES Report [� 3814 Other ❑ The above items were conforming V/ Nonconforming Items(see below) ❑ Comments: GeoTest was on site as requested to inspect the installation of the above mentioned epoxied reinforcing steel dowels. The contractor received approval to epoxy in the rebar at this location from Michael Mielke, PE, structural engineer via email. The dowels were installed as recommended by the manufacturer's published instructions. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vm w.geotest-inc.com ADHESIVE ANCHOR INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: AA003 PERMIT#: 2209 DATE: 9/27/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Item(s) Inspected Location (16)Galvanized Threaded Rod Anchor Bolts West of Line 1/C.6 and C.9,4 Locations Reference Drawing(s): Timber Framing Drawings Item(s) Inspected Comments Base Material Condition Concrete Spread Footing,Dry 670 Drill Bit Type Drilled Prior Hole Diameter/Depth /� 7/8" Hole Cleanliness Blown,Brushed,Blown Clean Anchor Spacing/Edge Distance /� Per Plan Anchor Type /� Galvanized Threaded Rod Anchor Diameter/Length 3/4"X 12" Anchor Embedment 8" Adhesive Type Hilti RE-500 V3 Adhesive Expiration Date 6/2020 Adhesive ICC-ES Report [� 3814 Other ❑ The above items were conforming &/ Nonconforming Items(see below) ❑ Comments: GeoTest was on site as requested to inspect the canopy column anchor bolts at the locations mentioned above. The anchor bolts were found to conform with the drawings and installed as recommended by the manufacturer's published recommendations. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB001 PERMIT M 2209 DATE: 4/2/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Placement Location: Type F1 Spread Footings at Lines 4 to 10/B to F (35 Total) Sample Location: 1 st Load, Placed at the Bottom Half of the Footings on Line F/4, 5, 6 and 7 Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.50 19 Mix# 0260A6C Air Content, %(C231) 5.4 2 Mix Description 6 Sack,7/8',WRA, HRWR,AEA Unit Weight,pcf(C138) NT Truck/Ticket# C139/219993 Air/Mix Temp.,°F(C1064) 43/58 TM06 Strength Required 3000 psi at 28 days Field Cure Temperature,°F 58/85 Quantity Placed,cy 123 Cure Method-Initial/Final Container/Water Tank Time Batched 6:47 AM Water Added on Job,gals 0 Time Sampled 7:23 AM Water Requested by NA Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 93948 7 04-09 71850 4.01 12.63 5690 TYPE 2: 93949 28 04-30 80720 4.00 12.57 6420 TYPE 3: 93950 28 04-30 82880 4.00 12.57 6590 TYPE 2: 93951 28 04-30 81820 4.00 12.57 6510 TYPE 2: 93952 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: Geotest was on site as requested to inspect the concrete placement at the above locations. The reinforcing steel was in place and was found to be in accordance with the isolated footing schedule on S104 and detail 112 on sheet S301. The concrete was placed directly from the mixer truck chute and was mechanically consolidated. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB001 CONTRACTOR: Big-D Construction PAGE M 2 of 2 Contractor Placing Concrete -r 2: GEOTEST 'IOakHarbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB002 PERMIT M 2209 DATE: 4/8/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Suzie Miller Placement Location: Continuous Footing at Grids A-G/3 and A/3-1 Sample Location: First Third of First Truck,At Gridline 3/F.5,Via Truck Chute Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.50 21 Mix# 0260A6C Air Content, %(C231) 5.8 15 Mix Description 6 Sack,7/8"Agg.,MB Poly 997,MBAE90,Glenium Unit Weight,pcf(C138) N/A Truck/Ticket# C141 /118853 Air/Mix Temp.,°F(C1064) 54.1 /63.5 SM5 Strength Required 3000 psi at 28 days Field Cure Temperature,°F 49/73 Quantity Placed,cy 166 Cure Method-Initial/Final Container/Water Tank Time Batched 10:02 AM Water Added on Job,gals 0 Time Sampled 10:38 AM Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 94156 7 04-15 57010 4.01 12.63 4510 TYPE 2: 94157 28 05-06 72200 4.00 12.57 5740 TYPE 2: 94158 28 05-06 70040 4.00 12.57 5570 TYPE 2: 94159 28 05-06 72900 4.00 12.57 5800 TYPE 2: 94160 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was onsite, as requested to test and observe the concrete placed at the above location. GeoTest had previously inspected the reinforcement and found that it conforms to plans. See GeoTest's Inspection Report IR001, dated April 8th, 2019. The concrete was placed via truck chute, mechanically consolidated and was hand finished. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr wvvw.geotest-i nc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB002 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: First Third of Load,via Truck Chute,Gridline 3/A.5 Field Data: Truck/Ticket# C011 /118865 Slump,in.(C143) 4.50 Time Batched 11:16 Air Content,%(C231) 6.1 Time Sampled 11:51 Unit Weight,pcf(C138) N/T Air Temperature,°F 56.3 Water Added on Job,gals 0 Mix Temp.°F(C1064) 64.4 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi)�Mdm Remarks 94161 7 04-15 56330 4.01 12.63 4460 TYPE 2:Set 2 94162 28 05-06 70560 4.00 12.57 5610 TYPE 3:Set 2 94163 28 05-06 72470 4.00 12.57 5770 TYPE 2:Set 2 94164 28 05-06 74310 4.00 12.57 5910 TYPE 3:Set 2 94165 Hold 00-00 0 0.00 0.00 0 Set 2 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc-com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB002 CONTRACTOR: Big-D Construction PAGE M 3 of 3 Figure 1 - Placement of E Concrete , z 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB003 PERMIT M 2209 DATE: 4/15/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Harrison Simons Placement Location: Perimeter Continuous Footing Sections-Gridline A- 10.5 to 11, Gridline 11 -A to G and Gridline G-5 to 11 Sample Location: 2nd Truck, Mid-load Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.25 6 Mix# 0260A6C Air Content, %(C231) 5.4 23 Mix Description 6 Sack,MB Poly 997,MBAE90,Glenium,Hot Water Unit Weight,pcf(C138) NT Truck/Ticket# C058/119294 Air/Mix Temp.,°F(C1064) 59/59 hs03 Strength Required 3000 psi at 28 days Field Cure Temperature,°F 52/71 Quantity Placed,cy -155 Cure Method-Initial/Final Water Immersed/Water Tank Time Batched 9:47 am Water Added on Job,gals 8 Time Sampled 10:30 am Water Requested by Contractor Laboratory Data: Test Age Test Total Load Avg.D Area Compressive Lab (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 94491 7 04-22 69330 4.00 12.57 5520 TYPE 2: 94492 28 05-13 80350 4.01 12.63 6360 TYPE 2: 94493 28 05-13 81190 4.01 12.63 6430 TYPE 3: 94494 28 05-13 83390 4.01 12.63 6600 TYPE 2: 94495 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest Services was on-site to provide special inspection for the reinforced concrete footing sections noted above. Steel reinforcement and formwork were inspected immediately prior to concrete placement. Steel reinforcement appeared to conform to the applicable schedules on S104, details on S102 and S301 and general notes on S101. Concrete was placed via truck chute and was mechanically consolidated. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB003 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: 11th Truck, Mid-Load Field Data: Truck/Ticket# C187/119312 Slump,in.(C143) 5.50 Time Batched 11:57 am Air Content,%(C231) 5.0 Time Sampled 1:00 pm Unit Weight,pcf(C138) NT Air Temperature,°F 60 Water Added on Job,gals 10 Mix Temp.°F(C1064) 59 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 94515 7 04-22 63720 4.00 12.57 5070 TYPE 3: 94516 28 05-13 80140 4.01 12.63 6350 TYPE 2: 94517 28 05-13 76330 4.01 12.63 6040 TYPE 3: 94518 28 05-13 78260 4.01 12.63 6200 TYPE 3: 94519 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB003 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 Figure 1 - Subject continuous footing section along gridline G. { , vill y.h yam__. �' �� - •�`t?"s s 51.5276 GEOTEST fI Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB004 PERMIT M 2209 DATE: 4/22/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Sean Rogerson Placement Location: Tilt Wall Perimeter Footings From G.5/11 To F1/3; CMU Wall Footings From 135/3 to F1/3 and G/5.7 to G/6.9; Column Footings Along 2 Line at C1, C8, D6, E3 Sample Location: First Lift in Footing at G/4, Second Load Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 4.25 17 Mix# 260A6C Air Content, %(C231) 4.5 Mix Description 6 Sack,7/8",3/8",Air, MRWR Unit Weight,pcf(C138) NT Truck/Ticket# 58/221148 Air/Mix Temp.,°F(C1064) 58/61 sdr1 Strength Required 3000 psi at 28 days Field Cure Temperature,°F 56.1/60.2 Quantity Placed,cy 93.75 Cure Method-Initial/Final Water Immersed/Water Tank Time Batched 9:37 AM Water Added on Job,gals 5 Time Sampled 10:25 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 94785 7 04-29 71680 4.01 12.63 5680 TYPE 2: 94786 28 05-20 85960 4.00 12.57 6840 TYPE 2: 94787 28 05-20 82220 4.00 12.57 6540 TYPE 2: 94788 28 05-20 84500 4.00 12.57 6720 TYPE 2: 94789 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site to provide special inspection of reinforced concrete. Reinforcement was inspected immediately prior to concrete placement and was found to be in conformance with the approved structural drawings. Concrete was placed via boom pump and was internally vibrated. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB005 PERMIT M 2209 DATE: 5/6/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 5 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Slab on Grade Grids A-D/7-11 Sample Location: SE Quadrant, First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.00 15 Mix# 025506C Air Content, %(C231) NT Mix Description 7/8"Aggregate,5.5 Sack Unit Weight,pcf(C138) NT Truck/Ticket# C115/221915 Air/Mix Temp.,°F(C1064) 41 /61 JM1 Strength Required 4000 psi at 28 days Field Cure Temperature,°F NT Quantity Placed,cy 530 Cure Method-Initial/Final Container/Water Tank Time Batched 4:24 AM Water Added on Job,gals 10 Time Sampled 5:10 AM Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 95572 7 05-13 55250 4.01 12.63 4370 TYPE 2: 95573 28 06-03 65730 4.01 12.63 5200 TYPE 2: 95574 28 06-03 67560 4.01 12.63 5350 TYPE 2: 95575 28 06-03 67680 4.01 12.63 5360 TYPE 2: 95576 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of concrete placed for the slab on grade referenced above. Reinforcing steel was previously inspected and was found to be in conformance with structural drawings. Verified final clearances prior to concrete placement. Consolidation was achieved using a laser screed. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. .5276 GO%F T ,I Oak arbor Bellingham I Arlington�Oak Harbor www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB005 CONTRACTOR: Big-D Construction PAGE #: 2 of 5 Sample Location: NE Quadrant, Load 6, Middle of the Batch Field Data: Truck/Ticket# C144/221920 Slump,in.(C143) 6.00 Time Batched 4:48 AM Air Content,%(C231) NT Time Sampled 5:35 AM Unit Weight,pcf(C138) NT Air Temperature,°F 42 Water Added on Job,gals 10 Mix Temp.°F(C1064) 60 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 95577 7 05-13 56270 4.01 12.63 4460 TYPE 3: 95578 28 06-03 68700 4.01 12.63 5440 TYPE 1: 95579 28 06-03 69720 4.01 12.63 5520 TYPE 2: 95580 28 06-03 67520 4.01 12.63 5350 TYPE 3: 95581 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Center South of Slab, Load 18, Middle of the Batch Field Data: Truck/Ticket# C185/221933 Slump,in.(C143) 6.00 Time Batched 5:45 AM Air Content,%(C231) NT Time Sampled 6:40 AM Unit Weight,pcf(C138) NT Air Temperature,°F 44 Water Added on Job,gals 10 Mix Temp.°F(C1064) 60 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 95582 7 05-13 56080 4.01 12.63 4440 TYPE 3: 95583 28 06-03 68360 4.01 12.63 5410 TYPE 2: 95584 28 06-03 67050 4.01 12.63 5310 TYPE 2: 95585 28 06-03 69850 4.01 12.63 5530 TYPE 3: 95586 Hold 00-00 0 0.00 0.00 0 GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB005 CONTRACTOR: Big-D Construction PAGE #: 3 of 5 Sample Location: Center North of Slab, Load 35, Middle of the Batch Field Data: Truck/Ticket# C1 38/221951 Slump,in.(C143) 6.50 Time Batched 7:07 AM Air Content,%(C231) NT Time Sampled 7:50 AM Unit Weight,pcf(C138) NT Air Temperature,°F 48 Water Added on Job,gals 10 Mix Temp.°F(C1064) 61 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 95587 7 05-13 52640 4.01 12.63 4170 TYPE 3: 95588 28 06-03 61040 4.01 12.63 4830 TYPE 2: 95589 28 06-03 63110 4.01 12.63 5000 TYPE 2: 95590 28 06-03 64400 4.01 12.63 5100 TYPE 2: 95591 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: SW Quadrant,Load 45,Middle of the Batch Field Data: Truck/Ticket# C115/221962 Slump,in.(C143) 5.50 Time Batched 8:03 AM Air Content,%(C231) NT Time Sampled 8:35 AM Unit Weight,pcf(C138) NT Air Temperature,°F 52 Water Added on Job,gals 5 Mix Temp.°F(C1064) 63 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 95592 7 05-13 53160 4.01 12.63 4210 TYPE 2: 95593 28 06-03 69350 4.01 12.63 5490 TYPE 2: 95594 28 06-03 67500 4.01 12.63 5340 TYPE 2: 95595 28 06-03 65810 4.01 12.63 5210 TYPE 5: 95596 Hold 00-00 0 0.00 0.00 0 GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB005 CONTRACTOR: Big-D Construction PAGE #: 4 of 5 Sample Location: Middle of 50th load Field Data: Truck/Ticket# C114/221965 Slump,in.(C143) 6.50 Time Batched 8:15 AM Air Content,%(C231) NT Time Sampled 8:45 AM Unit Weight,pcf(C138) NT Air Temperature,°F 53 Water Added on Job,gals 12 Mix Temp.°F(C1064) 63 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 95597 7 05-13 52330 4.01 12.63 4140 TYPE 2: 95598 28 06-03 67220 4.01 12.63 5320 TYPE 3: 95599 28 06-03 66690 4.01 12.63 5280 TYPE 2: 95600 28 06-03 67630 4.01 12.63 5350 TYPE 2: 95601 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB005 CONTRACTOR: Big-D Construction PAGE M 5 of 5 Concrete Placement and Consolidation r wi GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB006 PERMIT M 2209 DATE: 5/13/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 4 CONTRACTOR: Big-D Construction INSPECTOR: Wyatt Carstens Placement Location: Slab on Grade, Southeast Corner, See Figure 1 Sample Location: 2nd Truck Sampled Mid Load, See Figure 1 Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.25 22 Mix# 026006C Air Content, %(C231) NA Mix Description 6 Sack,Cement 3,MB Poly 997, Hot Water Unit Weight,pcf(C138) NA Truck/Ticket# C114/222340 Air/Mix Temp.,°F(C1064) 42/65 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 55/70 Quantity Placed,cy 470 Cure Method-Initial/Final Container/Water Tank Time Batched 4:31 am Water Added on Job,gals 8 Time Sampled 5:15 am Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 95944 7 05-20 71610 4.00 12.57 5700 TYPE 2:Set 1 95945 28 06-10 82390 4.01 12.63 6520 TYPE 2:Set 1 95946 28 06-10 83130 4.01 12.63 6580 TYPE 2:Set 1 95947 28 06-10 82770 4.01 12.63 6550 TYPE 2:Set 1 95948 Hold 00-00 0 0.00 0.00 0 Set 1 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: AMENDED 5/21/19 - Structural Engineer (Michael Mielke, PE) provided approval (via email dated 5/21/19) for use of mix #026006C for slab-on-grade, which rectifies the discrepancy noted on page 4. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. .5276 GO%F T ,I Oak arbor Bellingham I Arlington�Oak Harbor www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB006 CONTRACTOR: Big-D Construction PAGE #: 2 of 4 Sample Location: 15th Truck Sampled Mid Load, See Figure 1 Field Data: Truck/Ticket# C1 15/222354 Slump,in.(C143) 6.50 Time Batched 5:42 am Air Content,%(C231) NA Time Sampled 6:10 am Unit Weight,pcf(C138) NA Air Temperature,°F 47 Water Added on Job,gals 10 Mix Temp.°F(C1064) 64 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi)�Mdm Remarks 95949 7 05-20 64250 4.00 12.57 5110 TYPE 3:Set 2 95950 28 06-10 82300 4.01 12.63 6520 TYPE 2:Set 2 95951 28 06-10 77950 4.01 12.63 6170 TYPE 2:Set 2 95952 28 06-10 83110 4.01 12.63 6580 TYPE 2:Set 2 95953 Hold 00-00 0 0.00 0.00 0 Set 2 Comments: Sample Location: 30th Truck Sampled Mid Load,See Figure 1 Field Data: Truck/Ticket# C138/222370 Slump,in.(C143) 6.50 Time Batched 5:45 am Air Content,%(C231) NA Time Sampled 7:25 am Unit Weight,pcf(C138) NA Air Temperature,°F 55 Water Added on Job,gals 10 Mix Temp.°F(C1064) 65 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 95954 7 05-20 69670 4.00 12.57 5540 TYPE 2:Set 3 95955 28 06-10 89300 4.01 12.63 7070 TYPE 2:Set 3 95956 28 06-10 82580 4.01 12.63 6540 TYPE 2:Set 3 95957 28 06-10 82330 4.01 12.63 6520 TYPE 2:Set 3 95958 Hold 00-00 0 0.00 0.00 0 Set 3 GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB006 CONTRACTOR: Big-D Construction PAGE #: 3 of 4 Sample Location: 41 st Truck Sampled Mid Load, See Figure 1 Field Data: Truck/Ticket# C141 /616105 Slump,in.(C143) 6.25 Time Batched 7:34 am Air Content,%(C231) NA Time Sampled 8:20 am Unit Weight,pcf(C138) NA Air Temperature,°F 56 Water Added on Job,gals 10 Mix Temp.°F(C1064) 67 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 95959 7 05-20 65340 4.00 12.57 5200 TYPE 3:Set 4 95960 28 06-10 76680 4.01 12.63 6070 TYPE 2: Set 4 95961 28 06-10 80010 4.01 12.63 6330 TYPE 2:Set 4 95962 28 06-10 77640 4.01 12.63 6150 TYPE 2:Set 4 95963 Hold 00-00 0 0.00 0.00 0 Set 4 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB006 CONTRACTOR: Big-D Construction PAGE M 4 of 4 GeoTest was onsite as requested to inspect and test concrete. Rebar inspection was done prior to this date, refer to IR003 (5/9/19). Concrete was placed via pump truck and hand/mechanically finished. A small section was not poured and is outlined in Figure 1 on page 4. The approved mix design for Slab on Grade is mix #025506C. A discrepancy was noted in that the mix used on this date (mix #026006C) is not approved for use on slabs. The contractor was made aware of our results. • , _ Lj - I Mq FM . i i I I E _ •It�itf�^cmao ws1■�o■�� OD.e•..e w.. GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB007 PERMIT M 2209 DATE: 5/15/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 5 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Slab on Grade at Grids D-G/3-7 Sample Location: SE Quadrant of Slab, First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.50 9 Mix# 026006C Air Content, %(C231) NT Mix Description 7/8"Agg,6 Sack Unit Weight,pcf(C138) NT Truck/Ticket# C115/222464 Air/Mix Temp.,°F(C1064) 54/64 TC5 Strength Required 4000 psi at 28 days Field Cure Temperature,°F NT Quantity Placed,cy 500 Cure Method-Initial/Final Container/Water Tank Time Batched 4:26 AM Water Added on Job,gals 10 Time Sampled 4:58 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 96113 7 05-22 66640 4.00 12.57 5300 TYPE 3: 96114 28 06-12 78010 4.01 12.63 6180 TYPE 2: 96115 28 06-12 79820 4.01 12.63 6320 TYPE 2: 96116 28 06-12 77480 4.01 12.63 6130 TYPE 2: 96117 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: AMENDED 5/21/19 - Structural Engineer (Michael Mielke, PE) provided approval (via email dated 5/21/19) for use of mix #026006C for slab-on-grade, which rectifies the discrepancy noted on page 5. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB007 CONTRACTOR: Big-D Construction PAGE #: 2 of 5 Sample Location: South Center of Slab,7th Load, Middle of Batch Field Data: Truck/Ticket# C184/222470 Slump,in.(C143) 6.00 Time Batched 4:49 AM Air Content,%(C231) NT Time Sampled 5:30 AM Unit Weight,pcf(C138) NT Air Temperature,°F 56 Water Added on Job,gals 0 Mix Temp.°F(C1064) 64 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 96118 7 05-22 69300 4.00 12.57 5510 TYPE 3: 96119 28 06-12 83670 4.01 12.63 6620 TYPE 2: 96120 28 06-12 77590 4.01 12.63 6140 TYPE 2: 96121 28 06-12 82120 4.01 12.63 6500 TYPE 2: 96122 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: SW Quadrant,21st Load, Middle of the Batch Field Data: Truck/Ticket# C114/222480 Slump,in.(C143) 6.50 Time Batched 5:32 AM Air Content,%(C231) NT Time Sampled 6:20 AM Unit Weight,pcf(C138) NT Air Temperature,°F 54 Water Added on Job,gals 10 Mix Temp.°F(C1064) 67 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 96123 7 05-22 61280 4.00 12.57 4880 TYPE 3: 96124 28 06-12 72520 4.01 12.63 5740 TYPE 2: 96125 28 06-12 75580 4.01 12.63 5980 TYPE 2: 96126 28 06-12 73850 4.01 12.63 5850 TYPE 2: 96127 Hold 00-00 0 0.00 0.00 0 GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB007 CONTRACTOR: Big-D Construction PAGE #: 3 of 5 Sample Location: NE Quadrant,28th Load, Middle of the Batch Field Data: Truck/Ticket# C183/222487 Slump,in.(C143) 6.00 Time Batched 6:09 AM Air Content,%(C231) NT Time Sampled 6:55 AM Unit Weight,pcf(C138) NT Air Temperature,°F 55 Water Added on Job,gals 0 Mix Temp.°F(C1064) 66 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 96128 7 05-22 62590 4.00 12.57 4980 TYPE 2: 96129 28 06-12 73500 4.01 12.63 5820 TYPE 2: 96130 28 06-12 76790 4.01 12.63 6080 TYPE 2: 96131 28 06-12 74460 4.01 12.63 5900 TYPE 2: 96132 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: North Center,36th Load, Middle of the Batch Field Data: Truck/Ticket# C145/616146 Slump,in.(C143) 6.50 Time Batched 6:48 AM Air Content,%(C231) NT Time Sampled 7:30 AM Unit Weight,pcf(C138) NT Air Temperature,°F 55 Water Added on Job,gals 10 Mix Temp.°F(C1064) 67 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 96133 7 05-22 68250 4.00 12.57 5430 TYPE 2: 96134 28 06-12 75010 4.01 12.63 5940 TYPE 2: 96135 28 06-12 77190 4.01 12.63 6110 TYPE 2: 96136 28 06-12 76990 4.01 12.63 6100 TYPE 2: 96137 Hold 00-00 0 0.00 0.00 0 GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB007 CONTRACTOR: Big-D Construction PAGE #: 4 of 5 Sample Location: NW Quadrant,41st Load, Middle of the Batch Field Data: Truck/Ticket# C144/222501 Slump,in.(C143) 6.00 Time Batched 7:16 AM Air Content,%(C231) NT Time Sampled 8:05 AM Unit Weight,pcf(C138) NT Air Temperature,°F 60 Water Added on Job,gals 0 Mix Temp.°F(C1064) 65 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 96138 7 05-22 64900 4.00 12.57 5160 TYPE 2: 96139 28 06-12 74470 4.01 12.63 5900 TYPE 2: 96140 28 06-12 74390 4.01 12.63 5890 TYPE 2: 96141 28 06-12 73850 4.01 12.63 5850 TYPE 2: 96142 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB007 CONTRACTOR: Big-D Construction PAGE M 5 of 5 GeoTest on site for inspection of concrete placed for the slab referenced above. Reinforcing steel was previously inspected and in conformance with structural drawings. Concrete was placed by pump and consolidated by laser screed. The approved slab on grade mix is 025506C. Approval needed for the ordered and placed 026006C which was approved for tilt-up panels, not SOG. Concrete Placement in Progress 11 a ,,gip GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB008 PERMIT M 2209 DATE: 5/22/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 4 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Slab on Grade Grids A-D/3-7 Sample Location: SE Quadrant, First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.00 15 Mix# 026006C Air Content, %(C231) NT Mix Description 7/8"Agg.,6 Sack Unit Weight,pcf(C138) NT Truck/Ticket# C115/222863 Air/Mix Temp.,°F(C1064) 63/48 JM5 Strength Required 4000 psi at 28 days Field Cure Temperature,°F NT Quantity Placed,cy 500 Cure Method-Initial/Final Container/Water Tank Time Batched 4:24 AM Water Added on Job,gals 10 Time Sampled 5:15 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 96457 7 05-29 68710 4.00 12.57 5470 TYPE 2:Set 1 96458 28 06-19 81030 4.00 12.57 6450 TYPE 2:Set 1 96459 28 06-19 83950 4.00 12.57 6680 TYPE 2:Set 1 96460 28 06-19 84320 4.00 12.57 6710 TYPE 2:Set 1 96461 Hold 00-00 0 0.00 0.00 0 Set 1 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of the slab on grade referenced above. Concrete was placed by pump. 3" dobies were set in front of the laser screed as the concrete placement progressed. All elements were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GEOT E S T I Oak Harbor vmm.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB008 CONTRACTOR: Big-D Construction PAGE #: 2 of 4 Sample Location: SW Quadrant, Load 11, Middle of the Batch Field Data: Truck/Ticket# C139/222873 Slump,in.(C143) 6.50 Time Batched 5:03 AM Air Content,%(C231) NT Time Sampled 5:45 AM Unit Weight,pcf(C138) NT Air Temperature,°F 50 Water Added on Job,gals 10 Mix Temp.°F(C1064) 64 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in') Strength (psi) Remarks 96462 7 05-29 61860 4.00 12.57 4920 TYPE 2:Set 2 96463 28 06-19 77130 4.00 12.57 6140 TYPE 2:Set 2 96464 28 06-19 82830 4.00 12.57 6590 TYPE 2:Set 2 96465 28 06-19 84990 4.00 12.57 6760 TYPE 2:Set 2 96466 Hold 00-00 0 0.00 0.00 0 Set 2 Comments: Sample Location: South-Center of Slab,Load 20,Middle of the Batch Field Data: Truck/Ticket# C114/222883 Slump,in.(C143) 6.50 Time Batched 5:42 AM Air Content,%(C231) NT Time Sampled 6:25 AM Unit Weight,pcf(C138) NT Air Temperature,°F 51 Water Added on Job,gals 12 Mix Temp.°F(C1064) 64 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive IN No. (Days) Date (lbs) (in) (in 2) Strength (psi) d Remarks 96467 7 05-29 63870 4.00 12.57 5080 TYPE 2:Set 3 96468 28 06-19 77530 4.00 12.57 6170 TYPE 2:Set 3 96469 28 06-19 83240 4.00 12.57 6620 TYPE 2:Set 3 96470 28 06-19 80400 4.00 12.57 6400 TYPE 2:Set 3 96471 Hold 00-00 0 0.00 0.00 0 Set 3 GEOT E S T I Oak Harbor vmm.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB008 CONTRACTOR: Big-D Construction PAGE #: 3 of 4 Sample Location: NE Quadrant, Load 31, Middle of the Batch Field Data: Truck/Ticket# C057/222894 Slump,in.(C143) 6.00 Time Batched 6:28 AM Air Content,%(C231) NT Time Sampled 7:05 AM Unit Weight,pcf(C138) NT Air Temperature,°F 53 Water Added on Job,gals 10 Mix Temp.°F(C1064) 64 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in') Strength (psi) Remarks 96472 7 05-29 63610 4.00 12.57 5060 TYPE 2:Set 4 96473 28 06-19 73520 4.00 12.57 5850 TYPE 2:Set 4 96474 28 06-19 75760 4.00 12.57 6030 TYPE 2:Set 4 96475 28 06-19 78530 4.00 12.57 6250 TYPE 2:Set 4 96476 Hold 00-00 0 0.00 0.00 0 Set 4 Comments: Sample Location: North Center of Slab,Load 36,Middle of the Batch Field Data: Truck/Ticket# C013/222896 Slump,in.(C143) 7.00 Time Batched 6:48 AM Air Content,%(C231) NT Time Sampled 7:30 AM Unit Weight,pcf(C138) NT Air Temperature,°F 54 Water Added on Job,gals 20 Mix Temp.°F(C1064) 64 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 96477 7 05-29 64730 4.00 12.57 5150 TYPE 2:Set 5 96478 28 06-19 74450 4.00 12.57 5920 TYPE 2:Set 5 96479 28 06-19 72540 4.00 12.57 5770 TYPE 2:Set 5 96480 28 06-19 76830 4.00 12.57 6110 TYPE 2:Set 5 96481 Hold 00-00 0 0.00 0.00 0 Set 5 GEOT E S T I Oak Harbor vmm.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB008 CONTRACTOR: Big-D Construction PAGE #: 4 of 4 Sample Location: NW Quadrant, Middle of the Batch Field Data: Truck/Ticket# / Slump,in.(C143) 6.00 Time Batched Air Content,%(C231) NT Time Sampled 8:45 AM Unit Weight,pcf(C138) NT Air Temperature,°F 55 Water Added on Job,gals 15 Mix Temp.°F(C1064) 63 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in') Strength (psi) Remarks 96482 7 05-29 67520 4.00 12.57 5370 TYPE 2:Set 6 96483 28 06-19 80280 4.00 12.57 6390 TYPE 2:Set 6 96484 28 06-19 87060 4.00 12.57 6930 TYPE 2:Set 6 96485 28 06-19 81860 4.00 12.57 6510 TYPE 3:Set 6 96486 Hold 00-00 0 0.00 0.00 0 Set 6 Comments: Truck and batch information not available. Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 51.5276 GEOT E S T I Oak Hart Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB009 PERMIT M 2209 DATE: 6/12/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Placement Location: Tilt-Up Panels 9-29 Sample Location: 25th Truck, Mid-Load, Directly From Truck Chute Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 7.00 9 Mix# 026006C Air Content, %(C231) NT Mix Description 6 SK,7/8"Agg,Pea Agg,MB Poly 997,Hot Water Unit Weight,pcf(C138) NT Truck/Ticket# C184/224131 Air/Mix Temp.,°F(C1064) 63/68 TC01 Strength Required 3000 psi at 28 days Field Cure Temperature,°F 56/95 Quantity Placed,cy 458 Cure Method-Initial/Final Container/Water Tank Time Batched 6:07 AM Water Added on Job,gals 15 Time Sampled 6:30 AM Water Requested by Miles Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in2) trength (psi) Remarks 97339 2 06-14 40390 4.01 12.63 3200 TYPE 2:Set 1, Field Cure 97340 7 06-19 49450 4.00 12.57 3930 TYPE 2:Set 1, Field Cure 97341 7 06-19 63380 4.00 12.57 5040 TYPE 2:Set 1 97342 28 07-10 74260 4.00 12.57 5910 TYPE 2:Set 1 97343 28 07-10 71690 4.00 12.57 5700 TYPE 2:Set 1 97344 28 07-10 72530 4.00 12.57 5770 TYPE 2:Set 1 97345 Hold 00-00 0 0.00 0.00 0 Set 1 97346 Hold 00-00 0 0.00 0.00 0 Set 1, Field Cure Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site as requested to provide concrete placement observation, inspection, and testing services. All concrete was placed via boom truck, mechanically consolidated, and mechanically finished. For the reinforcement inspection, please refer to IR007, dated 6/7/2019. GeoTest will return for further inspection and observation as requested. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%FT Bellingham I Arlington I Oak Harbor www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB009 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: 31 st Truck, Mid-Load, Directly From Truck Chute Field Data: Truck/Ticket# C069/224139 Slump,in.(C143) 7.00 Time Batched 6:59 AM Air Content,%(C231) NT Time Sampled 7:35 AM Unit Weight,pcf(C138) NT Air Temperature,°F 67 Water Added on Job,gals 15 Mix Temp.°F(C1064) 69 Water Requested by Miles Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 97366 2 06-14 37490 4.01 12.63 2970 TYPE 2:Set 2,Field Cure 97367 7 06-19 49970 4.00 12.57 3980 TYPE 2:Set 2,Field Cure 97368 7 06-19 56980 4.00 12.57 4530 TYPE 2:Set 2 97369 28 07-10 74170 4.00 12.57 5900 TYPE 2:Set 2 97370 28 07-10 72950 4.00 12.57 5800 TYPE 2:Set 2 97371 28 07-10 73370 4.00 12.57 5840 TYPE 2:Set 2 97372 Hold 00-00 0 0.00 0.00 0 Set 2 97373 Hold 00-00 0 0.00 0.00 0 Set 2, Field Cure Comments: Sample Location: 43rd Truck, Mid-Load, Directly From Truck Chute Field Data: Truck/Ticket# C013/224155 Slump,in.(C143) 7.00 Time Batched 8:14 AM Air Content,%(C231) NT Time Sampled 9:30 AM Unit Weight,pcf(C138) NT Air Temperature,°F 81 Water Added on Job,gals 10 Mix Temp.°F(C1064) 75 Water Requested by Miles Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 97374 2 06-14 38770 4.01 12.63 3070 TYPE 2:Set 3,Field Cure 97375 7 06-19 53140 4.00 12.57 4230 TYPE 2:Set 3,Field Cure 97376 7 06-19 61050 4.00 12.57 4860 TYPE 2:Set 3 97377 28 07-10 72900 4.00 12.57 5800 TYPE 2:Set 3 97378 28 07-10 63070 4.00 12.57 5020 TYPE 2:Set 3 97379 28 07-10 70630 4.00 12.57 5620 TYPE 2:Set 3 97380 Hold 00-00 0 0.00 0.00 0 Set 3 97381 Hold 00-00 0 0.00 0.00 0 Set 3, Field Cure 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB009 CONTRACTOR: Big-D Construction PAGE M 3 of 3 Figure 1. Tilt-up panel concrete placement process (looking north). ) L _1 L 1 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB010 PERMIT M 2209 DATE: 6/17/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 4 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Tilt Up Panels 1-8,42-44,46-57 Sample Location: Panel 43,4th Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.00 15 Mix# 026006C Air Content, %(C231) NT Mix Description 7/8"Agg,6 Sack Unit Weight,pcf(C138) NT Truck/Ticket# C114/224308 Air/Mix Temp.,°F(C1064) 52/70 JM5 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 64/92 Quantity Placed,cy 550 Cure Method-Initial/Final Container/Water Tank Time Batched 4:42 AM Water Added on Job,gals 15 Time Sampled 5:30 AM Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 97550 7 06-24 45780 3.99 12.50 3660 TYPE 2:Field cure set 1 97551 7 06-24 46810 3.99 12.50 3740 TYPE 2:Field cure set 1 97552 7 06-24 58580 3.99 12.50 4690 TYPE 2:Set 1 97553 14 07-01 57330 3.99 12.50 4590 TYPE 2:Field cure set 1 97554 28 07-15 68510 4.00 12.57 5450 TYPE 2:Set 1 97555 28 07-15 69480 4.00 12.57 5530 TYPE 2:Set 1 97556 28 07-15 68750 4.00 12.57 5470 TYPE 2:Set 1 97557 Hold 00-00 0 0.00 0.00 0 Set 1 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of the tilt-up panels referenced above. The discrepancy noted in report IR008, dated 6-14-19, was found to have been fixed to be in conformance with structural drawings. Concrete was placed by pump and consolidated through vibration. 3 field cure cylinders were cast per set. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%FT Bellingham I Arlington I Oak Harbor www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB010 CONTRACTOR: Big-D Construction PAGE #: 2 of 4 Sample Location: Panel 52, Load 22, Middle of the Batch Field Data: Truck/Ticket# C139/224328 Slump,in.(C143) 6.00 Time Batched 6:09 AM Air Content,%(C231) NT Time Sampled 6:52 AM Unit Weight,pcf(C138) NT Air Temperature,°F 54 Water Added on Job,gals 15 Mix Temp.°F(C1064) 69 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 97558 7 06-24 55360 3.99 12.50 4430 TYPE 2:Field cure set 2 97559 7 06-24 51810 3.99 12.50 4140 TYPE 2: Field cure set 2 97560 7 06-24 54560 3.99 12.50 4360 TYPE 2:Set 2 97561 14 07-01 59890 3.99 12.50 4790 TYPE 2: Field cure set 2 97562 28 07-15 71890 4.00 12.57 5720 TYPE 2:Set 2 97563 28 07-15 71320 4.00 12.57 5670 TYPE 2:Set 2 97564 28 07-15 70180 4.00 12.57 5580 TYPE 2:Set 2 97565 Hold 00-00 0 0.00 0.00 0 Set 2 Comments: Sample Location: Panel 1, Load 33, Middle of the Batch Field Data: Truck/Ticket# C189/224346 Slump,in.(C143) 6.00 Time Batched 7:21 AM Air Content,%(C231) NT Time Sampled 7:57 AM Unit Weight,pcf(C138) NT Air Temperature,°F 60 Water Added on Job,gals 15 Mix Temp.°F(C1064) 69 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 97571 7 06-24 52600 3.99 12.50 4210 TYPE 2: Field cure set 3 97572 7 06-24 55570 3.99 12.50 4450 TYPE 2: Field cure set 3 97573 7 06-24 64610 3.99 12.50 5170 TYPE 2:Set 3 97574 14 07-01 61300 3.99 12.50 4900 TYPE 2: Field cure set 3 97575 28 07-15 76550 4.00 12.57 6090 TYPE 2:Set 3 97576 28 07-15 75860 4.00 12.57 6040 TYPE 2:Set 3 97577 28 07-15 81010 4.00 12.57 6440 TYPE 2:Set 3 97578 Hold 00-00 0 0.00 0.00 0 Set 3 GO%FT Bellingham I Arlington I Oak Harbor www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB010 CONTRACTOR: Big-D Construction PAGE #: 3 of 4 Sample Location: Panel 7, Load 47, Middle of the Batch Field Data: Truck/Ticket# C1 39/224363 Slump,in.(C143) 5.50 Time Batched 8:33 AM Air Content,%(C231) NT Time Sampled 9:07 AM Unit Weight,pcf(C138) NT Air Temperature,°F 60 Water Added on Job,gals 8 Mix Temp.°F(C1064) 69 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 97582 7 06-24 50480 3.99 12.50 4040 TYPE 2:Field cure set 4 97583 7 06-24 52700 3.99 12.50 4220 TYPE 2: Field cure set 4 97584 7 06-24 58820 3.99 12.50 4710 TYPE 2:Set 4 97585 14 07-01 56490 3.99 12.50 4520 TYPE 2: Field cure set 4 97586 28 07-15 74750 4.00 12.57 5950 TYPE 2:Set 4 97587 28 07-15 69730 4.00 12.57 5550 TYPE 2:Set 4 97588 28 07-15 80140 4.00 12.57 6380 TYPE 2:Set 4 97589 Hold 00-00 0 0.00 0.00 0 Set 4 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 1. -Arlington O@k Harbor www.geotest-inc-com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA -• - CB010 • . - : . of 4 Progress Concrete Placement in Panels 53 and 54 Added Bar 4' From Each Edge ri,,i�...z. !.�-+ate► \.sue-� �-e►��°- - 4 x`0 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB011 PERMIT M 2209 DATE: 6/21/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Tilt-Up Panels 45,41-31, 58-62, and Thickened Slab on Grade at Grids E-G/10-10.6 Sample Location: Slab on Grade, Load 2, Middle of Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.50 15 Mix# 026006C Air Content, %(C231) NT Mix Description 7/8"Agg,6 Sack Unit Weight,pcf(C138) NT Truck/Ticket# C141 /224701 Air/Mix Temp.,°F(C1064) 52/64 JM2 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 53-95 Quantity Placed,cy Cure Method-Initial/Final Container/Water Tank Time Batched 4:29 AM Water Added on Job,gals 8 Time Sampled 5:16 AM Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 97808 3 06-24 42810 3.99 12.50 3420 TYPE 3:Field cure set 1 97809 7 06-28 52320 4.00 12.57 4160 TYPE 2:Field cure set 1 97810 7 06-28 63690 4.00 12.57 5070 TYPE 2: 97811 14 07-05 62290 3.99 12.50 4980 TYPE 2: Field cure set 1 97812 28 07-19 79560 4.00 12.57 6330 TYPE 2: 97813 28 07-19 76710 4.00 12.57 6100 TYPE 2: 97814 28 07-19 73690 4.00 12.57 5860 TYPE 2: 97815 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of concrete placed for the tilt-up panels and slab on grade referenced above. Reinforcing steel was previously inspected and in conformance with structural drawings. Concrete was placed by pump and consolidated through vibration. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%FT Bellingham I Arlington I Oak Harbor www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB011 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: Panel 33, Load 17, Middle of the Batch Field Data: Truck/Ticket# C1 39/224717 Slump,in.(C143) 6.00 Time Batched 6:09 AM Air Content,%(C231) NT Time Sampled 6:46 AM Unit Weight,pcf(C138) NT Air Temperature,°F 53 Water Added on Job,gals 7 Mix Temp.°F(C1064) 67 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 97821 3 06-24 43070 3.99 12.50 3450 TYPE 2:Field cure set 2 97822 7 06-28 56120 4.00 12.57 4460 TYPE 3:Field cure set 2 97823 7 06-28 63290 4.00 12.57 5040 TYPE 2: 97824 14 07-05 62300 3.99 12.50 4980 TYPE 2:Field cure set 2 97825 28 07-19 76920 4.00 12.57 6120 TYPE 2: 97826 28 07-19 77850 4.00 12.57 6190 TYPE 2: 97827 28 07-19 78690 4.00 12.57 6260 TYPE 2: 97828 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# C183/224737 Slump,in.(C143) 6.00 Time Batched 7:45 AM Air Content,%(C231) NT Time Sampled 8:30 AM Unit Weight,pcf(C138) NT Air Temperature,°F 54 Water Added on Job,gals 12 Mix Temp.°F(C1064) 70 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 97887 3 06-24 43750 3.99 12.50 3500 TYPE 2: Field cure set 3 97888 7 06-28 55900 4.00 12.57 4450 TYPE 2: Field cure set 3 97889 7 06-28 64920 4.00 12.57 5160 TYPE 2: 97890 14 07-05 63040 3.99 12.50 5040 TYPE 2: Field cure set 3 97891 28 07-19 78600 4.00 12.57 6250 TYPE 2: 97892 28 07-19 75100 4.00 12.57 5970 TYPE 2: 97893 28 07-19 78280 4.00 12.57 6230 TYPE 2: 97894 Hold 00-00 0 0.00 0.00 0 GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB011 CONTRACTOR: Big-D Construction PAGE M 3 of 3 jw Concrete Placement and Consolidation in Progress GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB012 PERMIT M 2209 DATE: 6/28/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Ramp Footings, 10.5-10.8, South of Line G Sample Location: 10.8, First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.50 15 Mix# 026006C Air Content, %(C231) NT Mix Description 7/8"Agg,6.2 Sack Unit Weight,pcf(C138) NT Truck/Ticket# C062/225178 Air/Mix Temp.,°F(C1064) 68/69 JS1 Strength Required 3000 psi at 28 days Field Cure Temperature,°F NT Quantity Placed,cy 12 Cure Method-Initial/Final Container/Water Tank Time Batched 12:28 PM Water Added on Job,gals 10 Time Sampled 1:15 PM Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 98233 7 07-05 59340 3.99 12.50 4750 TYPE 2: 98234 28 07-26 70750 4.00 12.57 5630 TYPE 3: 98235 28 07-26 73950 4.00 12.57 5880 TYPE 2: 98236 28 07-26 71890 4.00 12.57 5720 TYPE 2: 98237 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of the footings referenced above. Reinforcing steel was in conformance per 118/S301. It was noted that 12 #4 rebar dowels had been installed with epoxy into the previously placed footing on line G, but no inspection was performed. Notified the contractor of the discrepancy prior to concrete placement. All other items were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB012 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Rebar Epoxied Into the = 4, r Previously Placed Footing y 6 l - � 1 GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB013 PERMIT M 2209 DATE: 7/11/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Interior Perimeter Tiebacks Sample Location: Southeast Corner, First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.50 15 Mix# 0260A6C Air Content, %(C231) NT Mix Description 7/8"Agg.,6 Sack Unit Weight,pcf(C138) NT Truck/Ticket# C185/225583 Air/Mix Temp.,°F(C1064) 66/65 JM3 Strength Required 5000 psi at 28 days Field Cure Temperature,°F NT Quantity Placed,cy 60 Cure Method-Initial/Final Container/Water Tank Time Batched 7:52 AM Water Added on Job,gals 10 Time Sampled 8:50 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 98744 7 07-18 60950 4.00 12.57 4850 TYPE 2: 98745 28 08-08 73330 4.00 12.57 5830 TYPE 2: 98746 28 08-08 74890 4.00 12.57 5960 TYPE 2: 98747 28 08-08 72560 4.00 12.57 5770 TYPE 2: 98748 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size NA Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of the tiebacks referenced above. Reinforcing steel was previously inspected and was in conformance with structural drawings. Concrete was placed by truck chute and consolidated through vibration. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB013 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 i � T Concrete Placement and - Consolidation in Progress r GEOTEST 'IOakHarbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB014 PERMIT M 2209 DATE: 7/19/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Office Slab on Grade Sample Location: North Half of Slab, First Load, Middle of the load Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.00 15 Mix# 02006C Air Content, %(C231) NT Mix Description 7/8"Agg,6 Sack Unit Weight,pcf(C138) NT Truck/Ticket# C143/616856 Air/Mix Temp.,°F(C1064) 54/69 JM3 Strength Required 4000 psi at 28 days Field Cure Temperature,°F NT Quantity Placed,cy 250 Cure Method-Initial/Final Container/Water Tank Time Batched 4:31 AM Water Added on Job,gals 10 Time Sampled 5:25 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 99178 7 07-26 57730 4.00 12.57 4590 TYPE 2: 99179 28 08-16 71490 4.00 12.57 5690 TYPE 2: 99180 28 08-16 68210 4.00 12.57 5430 TYPE 2: 99181 28 08-16 70930 4.00 12.57 5640 TYPE 2: 99182 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of the slab referenced above. Reinforcing steel was previously inspected and was in conformance with approved plans and drawings. Dobies were in place prior to concrete placement as the laser screed was not used. Concrete was placed by pump and was consolidated through rodding. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB014 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: South Half of Slab, Middle of the Batch Field Data: Truck/Ticket# C145/616968 Slump,in.(C143) 5.00 Time Batched 6:10 AM Air Content,%(C231) NT Time Sampled 6:55 AM Unit Weight,pcf(C138) NT Air Temperature,°F 62 Water Added on Job,gals 0 Mix Temp.°F(C1064) 70 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 99183 7 07-26 60610 4.00 12.57 4820 TYPE 2: 99184 28 08-16 67190 4.00 12.57 5350 TYPE 2: 99185 28 08-16 70660 4.00 12.57 5620 TYPE 2: 99186 28 08-16 67170 4.00 12.57 5340 TYPE 2: 99187 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB014 CONTRACTOR: Big-D Construction PAGE M 3 of 3 Concrete Placement and Consolidation in Progress GEOTEST 'IOakHarbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB015 PERMIT M 2209 DATE: 7/26/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Dan Weaver Placement Location: Loading Dock Walls Sample Location: 1st Truck 10 Cubic Yard Load Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.00 25 Mix# 0260A6C Air Content, %(C231) 5.2 4 Mix Description 6Sk,AEA,WRA&7/8"Aggregate Unit Weight,pcf(C138) N/T Truck/Ticket# C145/617125 Air/Mix Temp.,°F(C1064) 82/85 DW02 Strength Required 4500 psi at 28 days Field Cure Temperature,°F Dead Battery Quantity Placed,cy 14 Cure Method-Initial/Final Container/Water Tank Time Batched 3:15 PM Water Added on Job,gals 10 Time Sampled 3:50 PM Water Requested by Miles Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 99499 7 08-02 55590 4.00 12.57 4420 TYPE 5: 99500 28 08-23 66076 4.01 12.63 5230 TYPE 2: 99501 28 08-23 68820 4.01 12.63 5450 TYPE 2: 99502 28 08-23 71030 4.01 12.63 5620 TYPE 2: 99503 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site to perform reinforced concrete special inspection at the above location. The wall reinforcing steel was in place and found to conform to the approved plans. Concrete was placed via 36- meter boom pump and internally vibrated. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB016 PERMIT M 2209 DATE: 8/16/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Harrison Simons Placement Location: Architectural CMU Wall Footing-See Image 1 for Location Sample Location: 1 st Truck, Mid-load at Approximately 2.5 Cubic Yards Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.25 6 Mix# 026006C Air Content, %(C231) NT Mix Description 7/8"Agg,6 Sack, MB Poly 997 Unit Weight,pcf(C138) NT Truck/Ticket# C183/71697 Air/Mix Temp.,°F(C1064) 68.5/75.2 hs03 Strength Required 3000 psi at 28 days Field Cure Temperature,°F 62/74 Quantity Placed,cy 10 Cure Method-Initial/Final Water Immersed/Moist Room Time Batched 9:31 AM Water Added on Job,gals 0 Time Sampled 10:10 AM Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 100233 7 08-23 60270 4.01 12.63 4770 TYPE 2: 100234 28 09-13 80900 4.01 12.63 6410 TYPE 2: 100235 28 09-13 81500 4.01 12.63 6450 TYPE 2: 100236 28 09-13 79090 4.01 12.63 6260 TYPE 2: 100237 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on-site to provide special inspection for steel reinforcement and concrete to be used in the footing section noted above. Steel reinforcement was inspected prior to concrete placement and was found to conform to the approved structural plan set and applicable details. Concrete was placed via truck chute and was mechanically consolidated. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. (*,OWT 1.888.251.5276 Bellingham Arlington I Oak Harbor www.geotest-inc-com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB016 CONTRACTOR: Big-D Construction PAGE M 2 of 2 Image 1 - Subject CMU wall footing location shown in red. ic> -:F-- --- ----- ------------------ ARLI%TCPtCIST:BUT12tLFACIIJ Ism!i it W. Ty P;L GRADING&DRAINAGE PLAN C4 i GEOTEST I Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB017 PERMIT M 2209 DATE: 8/21/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Lynni Bennett Placement Location: Bottom of Dock Pits-7 Total-Gridlines G/8, G/8.25, G/8.5, G/8.75, G/9. G/9.25, G/9.75 Sample Location: Between Pits G/9.25&G/9.75, Mid-load via Truck Chute Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 3.25 10 Mix# 062006C Air Content, %(C231) NIT Mix Description 4000 with 7/8, MB Poly 997 Unit Weight,pcf(C138) NIT Truck/Ticket# 1155/227849 Air/Mix Temp.,°F(C1064) 64/74 LE62 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 65/70 Quantity Placed,cy 10.5 of 12.5 Cure Method-Initial/Final Container/Water Tank Time Batched 07:29 Water Added on Job,gals 15 Time Sampled 08:15 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 100424 7 08-28 59750 4.00 12.57 4750 TYPE 2: 100425 28 09-18 75190 4.00 12.57 5980 TYPE 2: 100426 28 09-18 73830 4.00 12.57 5870 TYPE 2: 100427 28 09-18 73150 4.00 12.57 5820 TYPE 2: 100428 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: Reinforcement conforms with approved project specifications. Concrete was placed via truck chute and mechanically consolidated. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. NOWT ,IO@kHarb r Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB017 CONTRACTOR: Big-D Construction PAGE M 2 of 2 F e GEOTEST 'IOakHarbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB018 PERMIT M 2209 DATE: 8/23/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Placement Location: Slab Pourback Gridlines A/5.25- 11, 3/13.75-G, G/3- 11, 11 A-G Sample Location: First Truck, Mid-Load, Directly From Truck Chute, SE Corner Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.00 9 Mix# 26006C Air Content, %(C231) NT Mix Description 6 sk,7/8"Agg, Pea Agg,MB Poly 997 Unit Weight,pcf(C138) Truck/Ticket# C115/227998 Air/Mix Temp.,°F(C1064) 57/71 TCO2 Strength Required 4000 psi at 28 days Field Cure Temperature,°F Quantity Placed,cy 100 Cure Method-Initial/Final Container/Water Tank Time Batched 4:52 AM Water Added on Job,gals 5 Time Sampled 5:35 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 100517 7 08-30 63730 4.00 12.57 5070 TYPE 2: 100518 28 09-20 76100 4.00 12.57 6050 TYPE 2: 100519 28 09-20 78290 4.00 12.57 6230 TYPE 2: 100520 28 09-20 76760 4.00 12.57 6110 TYPE 3: 100521 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site as requested to provide concrete placement observation and testing services at the above locations. All locations are approximate and were provided by the contractor. All concrete was placed directly via truck chute, mechanically consolidated, and hand finished (Image 1). GeoTest will return for further inspection as requested. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB018 CONTRACTOR: Big-D Construction PAGE M 2 of 2 Image 1. Concrete placement, consolidation, and finishing (looking east down G Line). NOW GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB019 PERMIT M 2209 DATE: 8/26/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: South Ramp Sample Location: First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.50 15 Mix# 0441ACL Air Content, %(C231) 3.7 8 Mix Description 7/8"Agg,6 Sack Unit Weight,pcf(C138) NT Truck/Ticket# C185/228113 Air/Mix Temp.,°F(C1064) 48/70 AS2 Strength Required 4000 psi at 28 days Field Cure Temperature,°F Quantity Placed,cy 30 Cure Method-Initial/Final Container/Moist Room Time Batched 6:07 AM Water Added on Job,gals 0 Time Sampled 7:10 AM Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in2) Strength (psi) Remarks 100694 7 09-02 61830 4.02 12.69 4870 TYPE 3: 100695 28 09-23 69690 4.01 12.63 5520 TYPE 3: 100696 28 09-23 72240 4.01 12.63 5720 TYPE 2: 100697 28 09-23 69730 4.01 12.63 5520 TYPE 3: 100698 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of the ramp referenced above. Reinforcing steel was inspected per structural drawing 118/S301. Concrete was placed by pump and consolidated through vibration. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB020 PERMIT M 2209 DATE: 8/28/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: NW Quadrant Driveway Sample Location: Third Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.00 15 Mix# 0441ACL Air Content, %(C231) 4.0 8 Mix Description 7/8"Agg,6.3 Sack Unit Weight,pcf(C138) NT Truck/Ticket# 1155/228299 Air/Mix Temp.,°F(C1064) 52/74 JM3 Strength Required 4000 psi at 28 days Field Cure Temperature,°F NT Quantity Placed,cy 300 Cure Method-Initial/Final Container/Water Tank Time Batched 4:40 AM Water Added on Job,gals 0 Time Sampled 5:00 AM Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 100841 7 09-04 65560 4.00 12.57 5220 TYPE 2: 100842 28 09-25 76100 4.00 12.57 6050 TYPE 3: 100843 28 09-25 78270 4.00 12.57 6230 TYPE 2: 100844 28 09-25 78410 4.00 12.57 6240 TYPE 2: 100845 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of concrete placed for the NW Quadrant Driveway. Concrete was placed by truck chute and consolidated through rodding. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB020 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: Load 15, Middle of the Batch Field Data: Truck/Ticket# 1155/228313 Slump,in.(C143) 6.50 Time Batched 6:07 AM Air Content,%(C231) 5.0 Time Sampled 6:45 AM Unit Weight,pcf(C138) NT Air Temperature,°F 56 Water Added on Job,gals 0 Mix Temp.°F(C1064) 70 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 100846 7 09-04 55210 4.00 12.57 4390 TYPE 2: 100847 28 09-25 75250 4.00 12.57 5990 TYPE 3: 100848 28 09-25 69580 4.00 12.57 5540 TYPE 2: 100849 28 09-25 75580 4.00 12.57 6010 TYPE 2: 100850 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB020 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 Concrete Placement and Consolidation in Progress ' �•'- It,,rY, _".\�l� I GEOTEST 'IOakHarbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB021 PERMIT M 2209 DATE: 8/30/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Devin Murphy Placement Location: Wind Screen Footings(See Image 1) Sample Location: North Footing Section, Sampled Front of a 10 CY Load at 10 CY Total Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.50 29 Mix# 026006C Air Content, %(C231) NT Mix Description 6 Sk,7/8"Agg w/MB Poly and Water Unit Weight,pcf(C138) NT Truck/Ticket# 143/61777 Air/Mix Temp.,°F(C1064) 66/77 DM8 Strength Required 3000 psi at 28 days Field Cure Temperature,°F NT Quantity Placed,cy 40 Cure Method-Initial/Final Container/Water Tank Time Batched 7:27 AM Water Added on Job,gals 10 Time Sampled 8:20 AM Water Requested by Pump Operator Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 100920 7 09-06 42410 4.00 12.57 3370 TYPE 2: 100921 28 09-27 69840 4.00 12.57 5560 TYPE 3: 100922 28 09-27 69380 4.00 12.57 5520 TYPE 2: 100923 28 09-27 66550 4.00 12.57 5290 TYPE 2: 100924 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: As requested, GeoTest was on-site to provide concrete testing and steel reinforcement inspection at the location stated above. The concrete was placed via boom pump and was mechanically consolidated. The steel reinforcement was found to conform to the approved project documents. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. (*,0VT ,IO@kHarb r Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB021 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Image 1. Wind screen footing locations poured on this date. ICE Z ' i r r .. d 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB022 PERMIT M 2209 DATE: 9/3/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 5 CONTRACTOR: Big-D Construction INSPECTOR: Gunnar Sterlington Placement Location: Northside of Building Sample Location: Middle of Load 3 Placed on the Western Edge of Slab Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.00 Mix# 0441ACL Air Content, %(C231) 4.0 Mix Description 6 SK,7/8 Agg, MB Polly 997 Unit Weight,pcf(C138) NT Truck/Ticket# C114/228532 Air/Mix Temp.,°F(C1064) 50/74 Strength Required 4000 psi at 28 days Field Cure Temperature,°F NA Quantity Placed,cy 628 Cure Method-Initial/Final Container/Water Tank Time Batched 4:44 AM Water Added on Job,gals 0 Time Sampled 5:28 AM Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 100950 7 09-10 60990 4.00 12.57 4850 TYPE 3:Set 1 100951 28 10-01 77050 4.00 12.57 6130 TYPE 2:Set 1 100952 28 10-01 73600 4.00 12.57 5860 TYPE 2:Set 1 100953 28 10-01 76210 4.00 12.57 6060 TYPE 3:Set 1 100954 Hold 00-00 0 0.00 0.00 0 Set 1 Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on-site to test the freshly placed concrete pavement on the north side of the building. Concrete was placed via chute and hand-finished. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%FT Bellingham I Arlington I Oak Harbor www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB022 CONTRACTOR: Big-D Construction PAGE #: 2 of 5 Sample Location: Middle of Load 16 Placed in the Middle of the Slab Along Southern Edge Field Data: Truck/Ticket# C144/228547 Slump,in.(C143) 5.75 Time Batched 5:57 AM Air Content,%(C231) 4.4 Time Sampled 6:36 AM Unit Weight,pcf(C138) NT Air Temperature,°F 54 Water Added on Job,gals 6 Mix Temp.°F(C1064) 73 Water Requested by QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi)�Mdm Remarks 100955 7 09-10 60190 4.00 12.57 4790 TYPE 3:Set 2 100956 28 10-01 73050 4.00 12.57 5810 TYPE 3:Set 2 100957 28 10-01 69660 4.00 12.57 5540 TYPE 2:Set 2 100958 28 10-01 71800 4.00 12.57 5710 TYPE 2:Set 2 100959 Hold 00-00 0 0.00 0.00 0 Set 2 Comments: Sample Location: Middle of Load 32 Placed in the Middle of the Slab Along Southern Edge Field Data: Truck/Ticket# C144/228566 Slump,in.(C143) 4.75 Time Batched 7:29 AM Air Content,%(C231) 4.8 Time Sampled 8:09 AM Unit Weight,pcf(C138) NT Air Temperature,°F 57 Water Added on Job,gals 5 Mix Temp.°F(C1064) 74 Water Requested by QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 100965 7 09-10 52870 4.00 12.57 4210 TYPE 2:Set 3 100966 28 10-01 67360 4.00 12.57 5360 TYPE 3:Set 3 100967 28 10-01 67300 4.00 12.57 5350 TYPE 3:Set 3 100968 28 10-01 68140 4.00 12.57 5420 TYPE 2:Set 3 100969 Hold 00-00 0 0.00 0.00 0 Set 3 .5276 GO%F T ,I Oak arbor Bellingham I Arlington�Oak Harbor www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB022 CONTRACTOR: Big-D Construction PAGE #: 3 of 5 Sample Location: Middle of Load 46 Placed in the Middle of the Slab Along Northern Edge Field Data: Truck/Ticket# C013/228584 Slump,in.(C143) 6.00 Time Batched 8:45 AM Air Content,%(C231) 4.8 Time Sampled 9:30 AM Unit Weight,pcf(C138) NT Air Temperature,°F 66 Water Added on Job,gals 6 Mix Temp.°F(C1064) 73 Water Requested by QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 100970 7 09-10 56420 4.00 12.57 4490 TYPE 1:Set 4 100971 28 10-01 67840 4.00 12.57 5400 TYPE 1:Set 4 100972 28 10-01 68160 4.00 12.57 5420 TYPE 2:Set 4 100973 28 10-01 66990 4.00 12.57 5330 TYPE 2:Set 4 100974 Hold 00-00 0 0.00 0.00 0 Set 4 Comments: Sample Location: Middle of Load 56 Placed on Southeastern Edge of Slab. Field Data: Truck/Ticket# CO13/228604 Slump,in.(C143) 4.50 Time Batched 10:45 AM Air Content,%(C231) 3.9 Time Sampled 11:35 AM Unit Weight,pcf(C138) NT Air Temperature,°F 74 Water Added on Job,gals 6.0 Mix Temp.°F(C1064) 76 Water Requested by QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 100975 7 09-10 52400 4.00 12.57 4170 TYPE 2:Set 5 100976 28 10-01 65430 4.00 12.57 5210 TYPE 3:Set 5 100977 28 10-01 67630 4.00 12.57 5380 TYPE 2:Set 5 100978 28 10-01 67220 4.00 12.57 5350 TYPE 2:Set 5 100979 Hold 00-00 0 0.00 0.00 0 Set 5 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB022 CONTRACTOR: Big-D Construction PAGE#: 4 of 5 Second Sample Location ,� 4 'its 1 t Ry Third Sample Location R GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB022 CONTRACTOR: Big-D Construction PAGE#: 5 of 5 Fourth Sample Location Aso �G 1 Fifth Sample Location ' ,_ QY Y et a� 4. 51.5276 GEOT E S T I Oak Hart Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB023 PERMIT M 2209 DATE: 9/5/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Slab Pour Back Strip, South Perimeter, Office Next to Docking Zone Sample Location: First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.50 15 Mix# 026006C Air Content, %(C231) NT Mix Description 7/8"Agg,6 Sack Unit Weight,pcf(C138) NT Truck/Ticket# C116/617879 Air/Mix Temp.,°F(C1064) 55/72 JM3 Strength Required 4000 psi at 28 days Field Cure Temperature,°F NT Quantity Placed,cy 50 Cure Method-Initial/Final Container/Water Tank Time Batched 5:22 AM Water Added on Job,gals 10 Time Sampled 6:10 AM Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 61 7 09-12 62790 4.00 12.57 5000 TYPE 2: 62 28 10-03 75410 4.00 12.57 6000 TYPE 2: 63 28 10-03 73350 4.00 12.57 5840 TYPE 2: 64 28 10-03 77800 4.00 12.57 6190 TYPE 3: 65 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of concrete placed for the pour back strip referenced above. Reinforcing steel was previously inspected and in conformance with structural drawings. Concrete was placed by truck chute and pump and consolidated through vibration. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. NOWT ,IO@kHarb r Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB023 CONTRACTOR: Big-D Construction PAGE M 2 of 2 Concrete Placement and -�— Consolidation in Progress _ _ GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB024 PERMIT M 2209 DATE: 9/9/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Placement Location: Slab Pour Back Strip- Eastern Perimeter and North Eastern Entrance Sample Location: First Truck, Mid-Load, Directly From Truck Chute Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 4.50 9 Mix# 026006C Air Content, %(C231) NT Mix Description 6 sk,7/8"Agg,Pea Agg,MB Poly 997,MB NC 534 Unit Weight,pcf(C138) NT Truck/Ticket# C116/617940 Air/Mix Temp.,°F(C1064) 60/70 TC4 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 57/82 Quantity Placed,cy 60 Cure Method-Initial/Final Container/Water Tank Time Batched 5:24 AM Water Added on Job,gals 10 Time Sampled 6:10 PM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 301 7 09-16 65940 4.00 12.57 5250 TYPE 2: 302 28 10-07 81350 4.01 12.63 6440 TYPE 2: 303 28 10-07 82320 4.01 12.63 6520 TYPE 2: 304 28 10-07 80520 4.01 12.63 6380 TYPE 3: 305 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site as requested to provide concrete reinforcement, placement, and testing inspection at the above locations. All locations are approximate and were provided by the contractor. All reinforcement was found to conform to the structural drawings and project specifications. All concrete was placed directly via truck chute, mechanically consolidated, and hand finished. GeoTest will return for further inspection as requested. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB024 CONTRACTOR: Big-D Construction PAGE M 2 of 2 Image 1. Pour back slab on grade reinforcement and concrete placement (looking south). WA y 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB025 PERMIT M 2209 DATE: 9/11/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Placement Location: Northwestern Concrete Pavement(North of NW Truck Entrance) Sample Location: Third Truck, Mid Load, Directly from Truck Chute Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 4.50 9 Mix# 0441ACL Air Content, %(C231) 4.6 1 Mix Description 6 sk,7/8"Agg, Pea Agg,MB Poly 997, MBAE90 Unit Weight,pcf(C138) NT Truck/Ticket# 1166/229149 Air/Mix Temp.,°F(C1064) 53/72 TC2 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 64-79 Quantity Placed,cy 212 Cure Method-Initial/Final Container/Moist Room Time Batched 4:41 AM Water Added on Job,gals 5 Time Sampled 5:20 AM Water Requested by Miles Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 376 7 09-18 64560 4.01 12.63 5110 TYPE 3: 377 28 10-09 78330 4.01 12.63 6200 TYPE 2: 378 28 10-09 72150 4.01 12.63 5710 TYPE 2: 379 28 10-09 75350 4.01 12.63 5970 TYPE 2: 380 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site as requested to provide concrete placement observation and testing inspection at the above locations. All locations are approximate and were provided by the contractor. All concrete was placed via pump truck and hand-finished. GeoTest will return for further inspection as requested. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB025 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: Fifteenth Truck, Mid Load, Directly from Truck Chute Field Data: Truck/Ticket# C143/228167 Slump,in.(C143) 4.00 Time Batched 5:59 Air Content,%(C231) 4.5 Time Sampled 6:34 Unit Weight,pcf(C138) NT Air Temperature,°F 55 Water Added on Job,gals 5 Mix Temp.°F(C1064) 74 Water Requested by Miles Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 399 7 09-18 70060 4.01 12.63 5550 TYPE 2: 400 28 10-09 79440 4.01 12.63 6290 TYPE 5: 401 28 10-09 79550 4.01 12.63 6300 TYPE 3: 402 28 10-09 81740 4.01 12.63 6470 TYPE 2: 403 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB025 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 t� Image 1. Concrete pavement placement via pump truck north of the northwestern entrance to the building. ' :w GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB026 PERMIT M 2209 DATE: 9/18/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Placement Location: Concrete Paving Northeast of Building From CMU Wall to East End Sample Location: Southwest Corner of the Poured Area Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 5.50 19 Mix# 0441ACI Air Content, %(C231) 5.0 2 Mix Description 6sk. 1-3/8",7/8",3/8",WRA Unit Weight,pcf(C138) NT Truck/Ticket# 1159/229571 Air/Mix Temp.,°F(C1064) 54/68 TM07 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 55-91 TM06 Quantity Placed,cy 355 Cure Method-Initial/Final Container/Water Tank Time Batched 4:16 A.M Water Added on Job,gals 10 Time Sampled 5:06 AN Water Requested by Supplier's QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 733 7 09-25 122540 6.00 28.27 4330 TYPE 2: 734 28 10-16 147710 6.00 28.27 5220 735 28 10-16 147880 6.00 28.27 5230 TYPE 2: 736 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 6"X 12" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site to inspect the concrete placement and to test the concrete as it was being placed. The concrete for the un-reinforced 8"thick paving slab was placed using a boom pump and was leveled by hand rodding. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GEOT E S T I Oak Harbor vmm.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB026 CONTRACTOR: Big-D Construction PAGE #: 2 of 2 Sample Location: 129.5 Yards Placed Field Data: Truck/Ticket# C140/229585 Slump,in.(C143) 5.50 Time Batched 5:25 AM Air Content,%(C231) 5.0 Time Sampled 6:13 AM Unit Weight,pcf(C138) NT Air Temperature,°F 54 Water Added on Job,gals 15 Mix Temp.°F(C1064) 70 Water Requested by Supplier's QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 737 7 09-25 130150 6.00 28.27 4600 TYPE 2: 738 28 10-16 163980 6.00 28.27 5800 TYPE 2: 739 28 10-16 145650 6.00 28.27 5150 TYPE 2: 740 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: 290 Yards Placed Field Data: Truck/Ticket# C057/229611 Slump,in.(C143) 5.50 Time Batched 7:16 AM Air Content,%(C231) 5.0 Time Sampled 8:08 AM Unit Weight,pcf(C138) NT Air Temperature,°F 56 Water Added on Job,gals 10 Mix Temp.°F(C1064) 69 Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive Remarks No. (Days) Date (lbs) (in) (in 2) Strength (psi) Mid 741 7 09-25 128720 6.00 28.27 4550 TYPE 3: 742 28 10-16 121400 6.00 28.27 4290 TYPE 2: 743 28 10-16 155860 6.00 28.27 5510 TYPE 2: 744 Hold 00-00 0 0.00 0.00 0 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB027 PERMIT M 2209 DATE: 9/21/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 4 CONTRACTOR: Big-D Construction INSPECTOR: Suzie Miller Placement Location: Concrete Paving East of Building Sample Location: First Third of Truck, via Truck Chute Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 7.00 21 Mix# 0441ACL Air Content, %(C231) 6.4 15 Mix Description 6 Sack,1 3/8"Agg.,7/8"Agg.,MBPOLY997,Glenium,MBAE90 Unit Weight,pcf(C138) NT Truck/Ticket# C139/128288 Air/Mix Temp.,°F(C1064) 53.6/70.7 SM5 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 66-78 Quantity Placed,cy 677.5 Cure Method-Initial/Final Container/Moist Room Time Batched 5:24 AM Water Added on Job,gals 10 Time Sampled 6:05 AM Water Requested by Forman Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 934 7 09-28 125520 6.00 28.27 4440 TYPE 2:Set 1 935 28 10-19 132050 6.00 28.27 4670 TYPE 2:Set 1 936 28 10-19 142610 6.00 28.27 5040 TYPE 5:Set 1 937 Hold 00-00 0 0.00 0.00 0 Set 1 Reinforcement Inspection NT n/a: not applicable Specimen Size 6"X 12" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was onsite, as requested to sample and inspect the concrete placed at the above location. The concrete for the un-reinforced 8" thick paving slab was placed via the truck chute to the east of the building and via boom pump to the southeast of the building. The concrete was hand and mechanically finished. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr wvvw.geotest-i nc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB027 CONTRACTOR: Big-D Construction PAGE #: 2 of 4 Sample Location: First Third of Truck,via Truck Chute Field Data: Truck/Ticket# C186/128296 Slump,in.(C143) 8.00 Time Batched 6:03 AM Air Content,%(C231) 5.2 Time Sampled 6:44 AM Unit Weight,pcf(C138) N/T Air Temperature,°F 51.9 Water Added on Job,gals 12 Mix Temp.°F(C1064) 69.4 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi)�Mdm Remarks 938 7 09-28 120360 6.00 28.27 4260 TYPE 2:Set 2 939 28 10-19 136630 6.00 28.27 4830 TYPE 2:Set 2 940 28 10-19 136930 6.00 28.27 4840 TYPE 3:Set 2 941 Hold 00-00 0 0.00 0.00 0 Set 2 Comments: Sample Location: First Third of Truck,via Truck Chute Field Data: Truck/Ticket# C139/128307 Slump,in.(C143) 7.50 Time Batched 7:01 AM Air Content,%(C231) 7.2 Time Sampled 7:36 AM Unit Weight,pcf(C138) N/T Air Temperature,°F 55.0 Water Added on Job,gals 0 Mix Temp.°F(C1064) 70.8 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 942 7 09-28 107790 6.00 28.27 3810 TYPE 2:Set 3 943 28 10-19 144650 6.00 28.27 5120 TYPE 2:Set 3 944 28 10-19 142300 6.00 28.27 5030 TYPE 2:Set 3 945 Hold 00-00 0 0.00 0.00 0 Set 3 GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr wvvw.geotest-i nc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB027 CONTRACTOR: Big-D Construction PAGE #: 3 of 4 Sample Location: First Third of Truck,via Truck Chute Field Data: Truck/Ticket# 058/128330 Slump,in.(C143) 8.00 Time Batched 9:15 AM Air Content,%(C231) 7.4 Time Sampled 9:50 AM Unit Weight,pcf(C138) N/T Air Temperature,°F 60.8 Water Added on Job,gals 0 Mix Temp.°F(C1064) 72.5 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 946 7 09-28 113660 6.00 28.27 4020 TYPE 2:Set 4 947 28 10-19 155680 6.00 28.27 5510 TYPE 3:Set 4 948 28 10-19 161270 6.00 28.27 5700 TYPE 2:Set 4 949 Hold 00-00 0 0.00 0.00 0 Set 4 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB027 CONTRACTOR: Big-D Construction PAGE M 4 of 4 Image 2 - Placement of concrete via truck chute. u I MIL AN=7 4 Image 2 - Placement of concrete via boom pump. 1� - 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB027 PERMIT M 2209 DATE: 9/21/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 4 CONTRACTOR: Big-D Construction INSPECTOR: Suzie Miller Placement Location: Concrete Paving East of Building Sample Location: First Third of Truck, via Truck Chute Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 7.00 21 Mix# 0441ACL Air Content, %(C231) 6.4 15 Mix Description 6 Sack,1 3/8"Agg.,7/8"Agg.,MBPOLY997,Glenium,MBAE90 Unit Weight,pcf(C138) NT Truck/Ticket# C139/128288 Air/Mix Temp.,°F(C1064) 53.6/70.7 SM5 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 66-78 Quantity Placed,cy 677.5 Cure Method-Initial/Final Container/Moist Room Time Batched 5:24 AM Water Added on Job,gals 10 Time Sampled 6:05 AM Water Requested by Forman Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in2) Strength (psi) Remarks 934 7 09-28 125520 6.00 28.27 4440 TYPE 2:Set 1 935 28 10-19 0 0.00 0.00 0 Set 1 936 28 10-19 0 0.00 0.00 0 Set 1 937 Hold 00-00 0 0.00 0.00 0 Set 1 Reinforcement Inspection NT n/a: not applicable Specimen Size 6"X 12" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was onsite, as requested to sample and inspect the concrete placed at the above location. The concrete for the un-reinforced 8" thick paving slab was placed via the truck chute to the east of the building and via boom pump to the southeast of the building. The concrete was hand and mechanically finished. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr wvvw.geotest-i nc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB027 CONTRACTOR: Big-D Construction PAGE #: 2 of 4 Sample Location: First Third of Truck,via Truck Chute Field Data: Truck/Ticket# C186/128296 Slump,in.(C143) 8.00 Time Batched 6:03 AM Air Content,%(C231) 5.2 Time Sampled 6:44 AM Unit Weight,pcf(C138) N/T Air Temperature,°F 51.9 Water Added on Job,gals 12 Mix Temp.°F(C1064) 69.4 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi)liddlMl Remarks 938 7 09-28 120360 6.00 28.27 4260 TYPE 2:Set 2 939 28 10-19 0 0.00 0.00 0 Set 2 940 28 10-19 0 0.00 0.00 0 Set 2 941 Hold 00-00 0 0.00 0.00 0 Set 2 Comments: Sample Location: First Third of Truck,via Truck Chute Field Data: Truck/Ticket# C139/128307 Slump,in.(C143) 7.50 Time Batched 7:01 AM Air Content,%(C231) 7.2 Time Sampled 7:36 AM Unit Weight,pcf(C138) N/T Air Temperature,°F 55.0 Water Added on Job,gals 0 Mix Temp.°F(C1064) 70.8 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 942 7 09-28 107790 6.00 28.27 3810 TYPE 2:Set 3 943 28 10-19 0 0.00 0.00 0 Set 3 944 28 10-19 0 0.00 0.00 0 Set 3 945 Hold 00-00 0 0.00 0.00 0 Set 3 GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr wvvw.geotest-i nc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB027 CONTRACTOR: Big-D Construction PAGE #: 3 of 4 Sample Location: First Third of Truck,via Truck Chute Field Data: Truck/Ticket# 058/128330 Slump,in.(C143) 8.00 Time Batched 9:15 AM Air Content,%(C231) 7.4 Time Sampled 9:50 AM Unit Weight,pcf(C138) N/T Air Temperature,°F 60.8 Water Added on Job,gals 0 Mix Temp.°F(C1064) 72.5 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (inZ) Strength (psi) Remarks 946 7 09-28 113660 6.00 28.27 4020 TYPE 2:Set 4 947 28 10-19 0 0.00 0.00 0 Set 4 948 28 10-19 0 0.00 0.00 0 Set 4 949 Hold 00-00 0 0.00 0.00 0 Set 4 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (inZ) Strength (psi) Remarks GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB027 CONTRACTOR: Big-D Construction PAGE M 4 of 4 Image 2 - Placement of concrete via truck chute. u I MIL AN=7 4 Image 2 - Placement of concrete via boom pump. 1� - 51.5276 GEOTEST I f aa.2Harb Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB028 PERMIT M 2209 DATE: 9/24/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Gunnar Sterlington Placement Location: Southeastern Corner of Building Sample Location: Middle of First Truck in Northeastern Edge of Paved Area Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 4.50 Mix# 0441ACI Air Content, %(C231) 4.5 14 Mix Description 1-3/8"Agg,6 Sk,MBPOLLY 997,Air Unit Weight,pcf(C138) NT Truck/Ticket# 1166/128466 Air/Mix Temp.,°F(C1064) 57/70 LB 7 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 57/73 LB 7 Quantity Placed,cy 430 Cure Method-Initial/Final Container/Water Tank Time Batched 4:22 AM Water Added on Job,gals 18 Time Sampled 5:18 AM Water Requested by Driver Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in') Strength (psi) Remarks 985 7 10-01 126450 6.00 28.27 4470 TYPE 2: 986 28 10-22 162930 6.01 28.37 5740 TYPE 2: 987 28 10-22 155850 6.01 28.37 5490 TYPE 2: 988 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 6"X 12" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site to sample and test placed concrete. Concrete was placed via pump truck and finished by hand. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 10 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GEOT E S T I Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB028 PERMIT M 2209 DATE: 9/24/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Gunnar Sterlington Placement Location: Southeastern Corner of Building Sample Location: Middle of First Truck in Northeastern Edge of Paved Area Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 4.50 Mix# 0441ACI Air Content, %(C231) 4.5 14 Mix Description 1-3/8"Agg,6 Sk,MBPOLLY 997,Air Unit Weight,pcf(C138) NT Truck/Ticket# 1166/128466 Air/Mix Temp.,°F(C1064) 57/70 LB 7 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 57/73 LB 7 Quantity Placed,cy 430 Cure Method-Initial/Final Container/Water Tank Time Batched 4:22 AM Water Added on Job,gals 18 Time Sampled 5:18 AM Water Requested by Driver Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in') Strength (psi) Remarks 985 7 10-01 126450 6.00 28.27 4470 TYPE 2: 986 28 10-22 0 0.00 0.00 0 987 28 10-22 0 0.00 0.00 0 988 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 6"X 12" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site to sample and test placed concrete. Concrete was placed via pump truck and finished by hand. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB029 PERMIT M 2209 DATE: 10/2/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Placement Location: Central Southern Perimeter Concrete Paving Sample Location: First Truck, Mid-Load, Directly From Truck Chute Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 7.00 9 Mix# 0441ACL Air Content, %(C231) 6.7 1 MIX Description 6 sk,7/8"Agg,Pea Agg,MB Poly 997,MBAE90,Glenium Unit Weight,pcf(C138) NT Truck/Ticket# 1164/230504 Air/Mix Temp.,°F(C1064) 43/64 TC03 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 37.7/66.2 Quantity Placed,cy 312.75 Cure Method-Initial/Final Container/Water Tank Time Batched 3:12 AM Water Added on Job,gals 13 Time Sampled 4:00 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in2) Strength (psi) Remarks 1476 7 10-09 118050 6.01 28.37 4160 TYPE 3: 1477 28 10-30 0 0.00 0.00 0 1478 28 10-30 0 0.00 0.00 0 1479 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 6"X 12" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site as requested to provide concrete reinforcement, placement, and testing inspection at the above locations. All locations are approximate and were provided by the contractor. All reinforcement was placed in accordance with the approved civil drawings. All concrete was placed directly via truck chute and hand finished. GeoTest will return for further inspection upon request. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB029 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: Fifteenth Truck, Mid-Load, Directly From Truck Chute Field Data: Truck/Ticket# C189/230518 Slump,in.(C143) 5.50 Time Batched 4:31 AM Air Content,%(C231) 4.7 Time Sampled 5:15 AM Unit Weight,pcf(C138) NT Air Temperature,°F 40 Water Added on Job,gals 0 Mix Temp.°F(C1064) 62 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (inZ) Strength (psi) Remarks 1480 7 10-09 146970 6.01 28.37 5180 TYPE 3: 1481 28 10-30 0 0.00 0.00 0 1482 28 10-30 0 0.00 0.00 0 1483 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (inZ) Strength (psi) Remarks 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB029 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 Image 1. Concrete placement via a truck chute and hand finishing process of concrete pavement (looking southwest). Rims 5311 t� MIS 5 Image 2. Concrete pavement • construction joint and reinforcement preparation (looking south). y{F R Y�t i y GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB029 PERMIT M 2209 DATE: 10/2/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Placement Location: Central Southern Perimeter Concrete Paving Sample Location: First Truck, Mid-Load, Directly From Truck Chute Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 7.00 9 Mix# 0441ACL Air Content, %(C231) 6.7 1 MIX Description 6 sk,7/8"Agg,Pea Agg,MB Poly 997,MBAE90,Glenium Unit Weight,pcf(C138) NT Truck/Ticket# 1164/230504 Air/Mix Temp.,°F(C1064) 43/64 TC03 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 37.7/66.2 Quantity Placed,cy 312.75 Cure Method-Initial/Final Container/Water Tank Time Batched 3:12 AM Water Added on Job,gals 13 Time Sampled 4:00 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 1476 7 10-09 118050 6.01 28.37 4160 TYPE 3: 1477 28 10-30 139530 6.03 28.57 4880 TYPE 2: 1478 28 10-30 140190 6.00 28.27 4960 TYPE 2: 1479 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 6"X 12" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site as requested to provide concrete reinforcement, placement, and testing inspection at the above locations. All locations are approximate and were provided by the contractor. All reinforcement was placed in accordance with the approved civil drawings. All concrete was placed directly via truck chute and hand finished. GeoTest will return for further inspection upon request. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 10 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB029 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: Fifteenth Truck, Mid-Load, Directly From Truck Chute Field Data: Truck/Ticket# C189/230518 Slump,in.(C143) 5.50 Time Batched 4:31 AM Air Content,%(C231) 4.7 Time Sampled 5:15 AM Unit Weight,pcf(C138) NT Air Temperature,°F 40 Water Added on Job,gals 0 Mix Temp.°F(C1064) 62 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 1480 7 10-09 146970 6.01 28.37 5180 TYPE 3: 1481 28 10-30 177030 6.00 28.27 6260 TYPE 2: 1482 28 10-30 177020 6.00 28.27 6260 TYPE 2: 1483 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB029 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 Image 1. Concrete placement via a truck chute and hand finishing process of concrete pavement (looking southwest). Rims 5311 t� MIS 5 Image 2. Concrete pavement • construction joint and reinforcement preparation (looking south). y{F R Y�t i y GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB029 PERMIT M 2209 DATE: 10/2/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Placement Location: Central Southern Perimeter Concrete Paving Sample Location: First Truck, Mid-Load, Directly From Truck Chute Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 7.00 9 Mix# 0441ACL Air Content, %(C231) 6.7 1 MIX Description 6 sk,7/8"Agg,Pea Agg,MB Poly 997,MBAE90,Glenium Unit Weight,pcf(C138) NT Truck/Ticket# 1164/230504 Air/Mix Temp.,°F(C1064) 43/64 TC03 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 37.7/66.2 Quantity Placed,cy 312.75 Cure Method-Initial/Final Container/Water Tank Time Batched 3:12 AM Water Added on Job,gals 13 Time Sampled 4:00 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in2) Strength (psi) Remarks 1476 7 10-09 118050 6.01 28.37 4160 TYPE 3: 1477 28 10-30 0 0.00 0.00 0 1478 28 10-30 0 0.00 0.00 0 1479 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 6"X 12" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest was on site as requested to provide concrete reinforcement, placement, and testing inspection at the above locations. All locations are approximate and were provided by the contractor. All reinforcement was placed in accordance with the approved civil drawings. All concrete was placed directly via truck chute and hand finished. GeoTest will return for further inspection upon request. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB029 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: Fifteenth Truck, Mid-Load, Directly From Truck Chute Field Data: Truck/Ticket# C189/230518 Slump,in.(C143) 5.50 Time Batched 4:31 AM Air Content,%(C231) 4.7 Time Sampled 5:15 AM Unit Weight,pcf(C138) NT Air Temperature,°F 40 Water Added on Job,gals 0 Mix Temp.°F(C1064) 62 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (inZ) Strength (psi) Remarks 1480 7 10-09 146970 6.01 28.37 5180 TYPE 3: 1481 28 10-30 0 0.00 0.00 0 1482 28 10-30 0 0.00 0.00 0 1483 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (inZ) Strength (psi) Remarks 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB029 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 Image 1. Concrete placement via a truck chute and hand finishing process of concrete pavement (looking southwest). Rims 5311 t� MIS 5 Image 2. Concrete pavement • construction joint and reinforcement preparation (looking south). y{F R Y�t i y GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB030 PERMIT M 2209 DATE: 10/24/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Exterior Slab on Grade, See Picture Below Sample Location: North Half, First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.50 15 Mix# 0441ACL Air Content, %(C231) 6.0 8 Mix Description 7/8"Agg.,MBAE90,6 Sack Unit Weight,pcf(C138) NT Truck/Ticket# 1164/231814 Air/Mix Temp.,°F(C1064) 41 /57 JM02 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 44.2-74.4 Quantity Placed,cy 300 Cure Method-Initial/Final Container/Water Tank Time Batched 3:12 AM Water Added on Job,gals 10 Time Sampled 3:50 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 2405 7 10-31 65460 4.00 12.57 5210 TYPE 3: 2406 28 11-21 69520 4.01 12.63 5500 TYPE 2: 2407 28 11-21 78110 4.01 12.63 6180 TYPE 2: 2408 28 11-21 73760 4.01 12.63 5840 TYPE 2: 2409 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: Geotest on site for inspection of concrete placed for the non-reinforced slab referenced above. Concrete was placed by boom pump and consolidated through rodding. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 10 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB030 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: Field Data: Truck/Ticket# C185/231837 Slump,in.(C143) 7.00 Time Batched 5:08 AM Air Content,%(C231) 5.3 Time Sampled 6:05 AM Unit Weight,pcf(C138) NT Air Temperature,°F 45 Water Added on Job,gals 2 Mix Temp.°F(C1064) 63 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 2410 7 10-31 64060 4.00 12.57 5100 TYPE 2: 2411 28 11-21 79630 4.01 12.63 6300 TYPE 2: 2412 28 11-21 81870 4.01 12.63 6480 TYPE 2: 2413 28 11-21 81960 4.01 12.63 6490 TYPE 2: 2414 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB030 CONTRACTOR: Big-D Construction PAGE M 3 of 3 Concrete Placement in Progress ' it i,•n� Pictured is the Location of the Slab GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB030 PERMIT M 2209 DATE: 10/24/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Exterior Slab on Grade, See Picture Below Sample Location: North Half, First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.50 15 Mix# 0441ACL Air Content, %(C231) 6.0 8 Mix Description 7/8"Agg.,MBAE90,6 Sack Unit Weight,pcf(C138) NT Truck/Ticket# 1164/231814 Air/Mix Temp.,°F(C1064) 41 /57 JM02 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 44.2-74.4 Quantity Placed,cy 300 Cure Method-Initial/Final Container/Water Tank Time Batched 3:12 AM Water Added on Job,gals 10 Time Sampled 3:50 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 2405 7 10-31 65460 4.00 12.57 5210 TYPE 3: 2406 28 11-21 69520 4.01 12.63 5500 TYPE 2: 2407 28 11-21 78110 4.01 12.63 6180 TYPE 2: 2408 28 11-21 73760 4.01 12.63 5840 TYPE 2: 2409 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: Geotest on site for inspection of concrete placed for the non-reinforced slab referenced above. Concrete was placed by boom pump and consolidated through rodding. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 10 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB030 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: Field Data: Truck/Ticket# C185/231837 Slump,in.(C143) 7.00 Time Batched 5:08 AM Air Content,%(C231) 5.3 Time Sampled 6:05 AM Unit Weight,pcf(C138) NT Air Temperature,°F 45 Water Added on Job,gals 2 Mix Temp.°F(C1064) 63 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 2410 7 10-31 64060 4.00 12.57 5100 TYPE 2: 2411 28 11-21 79630 4.01 12.63 6300 TYPE 2: 2412 28 11-21 81870 4.01 12.63 6480 TYPE 2: 2413 28 11-21 81960 4.01 12.63 6490 TYPE 2: 2414 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB030 CONTRACTOR: Big-D Construction PAGE M 3 of 3 Concrete Placement in Progress ' it i,•n� Pictured is the Location of the Slab GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB030 PERMIT M 2209 DATE: 10/24/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Exterior Slab on Grade, See Picture Below Sample Location: North Half, First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.50 15 Mix# 0441ACL Air Content, %(C231) 6.0 8 Mix Description 7/8"Agg.,MBAE90,6 Sack Unit Weight,pcf(C138) NT Truck/Ticket# 1164/231814 Air/Mix Temp.,°F(C1064) 41 /57 JM02 Strength Required 4000 psi at 28 days Field Cure Temperature,°F 44.2-74.4 Quantity Placed,cy 300 Cure Method-Initial/Final Container/Water Tank Time Batched 3:12 AM Water Added on Job,gals 10 Time Sampled 3:50 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 2405 7 10-31 65460 4.00 12.57 5210 TYPE 3: 2406 28 11-21 69520 4.01 12.63 5500 TYPE 2: 2407 28 11-21 78110 4.01 12.63 6180 TYPE 2: 2408 28 11-21 73760 4.01 12.63 5840 TYPE 2: 2409 Hold 00-00 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: Geotest on site for inspection of concrete placed for the non-reinforced slab referenced above. Concrete was placed by boom pump and consolidated through rodding. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 10 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. GO%F T I Oak Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB030 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: Field Data: Truck/Ticket# C185/231837 Slump,in.(C143) 7.00 Time Batched 5:08 AM Air Content,%(C231) 5.3 Time Sampled 6:05 AM Unit Weight,pcf(C138) NT Air Temperature,°F 45 Water Added on Job,gals 2 Mix Temp.°F(C1064) 63 Water Requested by Miles QC Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 2410 7 10-31 64060 4.00 12.57 5100 TYPE 2: 2411 28 11-21 79630 4.01 12.63 6300 TYPE 2: 2412 28 11-21 81870 4.01 12.63 6480 TYPE 2: 2413 28 11-21 81960 4.01 12.63 6490 TYPE 2: 2414 Hold 00-00 0 0.00 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB030 CONTRACTOR: Big-D Construction PAGE M 3 of 3 Concrete Placement in Progress ' it i,•n� Pictured is the Location of the Slab 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB031 PERMIT M 2209 DATE: 10/30/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Slab on Grade, SW Entrance to Site Sample Location: North Half of Slab, First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.00 15 Mix# 0441ACL Air Content, %(C231) 5.8 8 Mix Description 1 3/8"Agg,6 Sack,MBAE90,Glenium Unit Weight,pcf(C138) NT Truck/Ticket# C114/232218 Air/Mix Temp.,°F(C1064) 28/59 JM05 Strength Required 4000 psi at 28 days Field Cure Temperature,°F NT JM05 Quantity Placed,cy 314 Cure Method-Initial/Final Container/Water Tank Time Batched 3:22 AM Water Added on Job,gals 0 Time Sampled 4:05 AM Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in2) Strength (psi) Remarks 2660 7 11-06 59510 4.00 12.57 4730 TYPE 2: 1 2661 28 11-27 0 0.00 0.00 0 1 2662 28 11-27 0 0.00 0.00 0 1 2663 28 11-27 0 0.00 0.00 0 1 2664 Hold 00-00 0 0.00 0.00 0 1 Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of concrete placed for the pad in front of the southwest site entrance. Concrete was placed by truck chute and consolidated through rodding. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 10 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. .5276 GO%F T ,I Oak arbor Bellingham I Arlington�Oak Harbor www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB031 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: North Half of Pad,21 st Load, Middle of the Batch Field Data: Truck/Ticket# 1155/232238 Slump,in.(C143) 6.50 Time Batched 5:09 AM Air Content,%(C231) 4.3 Time Sampled 5:50 AM Unit Weight,pcf(C138) NT Air Temperature,°F 30 Water Added on Job,gals 0 Mix Temp.°F(C1064) 62 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi)liddlMl Remarks 2685 7 11-06 54900 4.00 12.57 4370 TYPE 2:2 2686 28 11-27 0 0.00 0.00 0 2 2687 28 11-27 0 0.00 0.00 0 2 2688 28 11-27 0 0.00 0.00 0 2 2689 Hold 00-00 0 0.00 0.00 0 2 Comments: Sample Location: SE Corner of Pad,28th Load, Middle of the Batch Field Data: Truck/Ticket# 1159 1232248 Slump,in.(C143) 6.50 Time Batched 6:34 AM Air Content,%(C231) 4.3 Time Sampled 7:25 AM Unit Weight,pcf(C138) NT Air Temperature,°F 30 Water Added on Job,gals 0 Mix Temp.°F(C1064) 62 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 2690 7 11-06 67810 4.00 12.57 5390 TYPE 2:3 2691 28 11-27 0 0.00 0.00 0 3 2692 28 11-27 0 0.00 0.00 0 3 2693 28 11-27 0 0.00 0.00 0 3 2694 Hold 00-00 0 0.00 0.00 0 3 GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB031 CONTRACTOR: Big-D Construction PAGE M 3 of 3 Concrete Placement in Progress 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB031 PERMIT M 2209 DATE: 10/30/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Slab on Grade, SW Entrance to Site Sample Location: North Half of Slab, First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.00 15 Mix# 0441ACL Air Content, %(C231) 5.8 8 Mix Description 1 3/8"Agg,6 Sack,MBAE90,Glenium Unit Weight,pcf(C138) NT Truck/Ticket# C114/232218 Air/Mix Temp.,°F(C1064) 28/59 JM05 Strength Required 4000 psi at 28 days Field Cure Temperature,°F NT JM05 Quantity Placed,cy 314 Cure Method-Initial/Final Container/Water Tank Time Batched 3:22 AM Water Added on Job,gals 0 Time Sampled 4:05 AM Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 2660 7 11-06 59510 4.00 12.57 4730 TYPE 2: 1 2661 28 11-27 68530 4.00 12.57 5450 TYPE 2: 1 2662 28 11-27 69510 4.00 12.57 5530 TYPE 2: 1 2663 28 11-27 70820 4.00 12.57 5630 TYPE 2: 1 2664 Hold 00-00 0 0.00 0.00 0 1 Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of concrete placed for the pad in front of the southwest site entrance. Concrete was placed by truck chute and consolidated through rodding. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 10 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. .5276 GO%F T ,I Oak arbor Bellingham I Arlington�Oak Harbor www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB031 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: North Half of Pad,21 st Load, Middle of the Batch Field Data: Truck/Ticket# 1155/232238 Slump,in.(C143) 6.50 Time Batched 5:09 AM Air Content,%(C231) 4.3 Time Sampled 5:50 AM Unit Weight,pcf(C138) NT Air Temperature,°F 30 Water Added on Job,gals 0 Mix Temp.°F(C1064) 62 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 2685 7 11-06 54900 4.00 12.57 4370 TYPE 2:2 2686 28 11-27 72360 4.00 12.57 5760 TYPE 2:2 2687 28 11-27 69880 4.00 12.57 5560 TYPE 2:2 2688 28 11-27 75250 4.00 12.57 5990 TYPE 2:2 2689 Hold 00-00 0 0.00 0.00 0 2 Comments: Sample Location: SE Corner of Pad,28th Load, Middle of the Batch Field Data: Truck/Ticket# 1159 1232248 Slump,in.(C143) 6.50 Time Batched 6:34 AM Air Content,%(C231) 4.3 Time Sampled 7:25 AM Unit Weight,pcf(C138) NT Air Temperature,°F 30 Water Added on Job,gals 0 Mix Temp.°F(C1064) 62 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 2690 7 11-06 67810 4.00 12.57 5390 TYPE 2:3 2691 28 11-27 80890 4.00 12.57 6440 TYPE 2:3 2692 28 11-27 77690 4.00 12.57 6180 TYPE 3:3 2693 28 11-27 84070 4.00 12.57 6690 TYPE 2:3 2694 Hold 00-00 0 0.00 0.00 0 3 GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB031 CONTRACTOR: Big-D Construction PAGE M 3 of 3 Concrete Placement in Progress 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB031 PERMIT M 2209 DATE: 10/30/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Placement Location: Slab on Grade, SW Entrance to Site Sample Location: North Half of Slab, First Load, Middle of the Batch Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 6.00 15 Mix# 0441ACL Air Content, %(C231) 5.8 8 Mix Description 1 3/8"Agg,6 Sack,MBAE90,Glenium Unit Weight,pcf(C138) NT Truck/Ticket# C114/232218 Air/Mix Temp.,°F(C1064) 28/59 JM05 Strength Required 4000 psi at 28 days Field Cure Temperature,°F NT JM05 Quantity Placed,cy 314 Cure Method-Initial/Final Container/Water Tank Time Batched 3:22 AM Water Added on Job,gals 0 Time Sampled 4:05 AM Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in2) Strength (psi) Remarks 2660 7 11-06 59510 4.00 12.57 4730 TYPE 2: 1 2661 28 11-27 0 0.00 0.00 0 1 2662 28 11-27 0 0.00 0.00 0 1 2663 28 11-27 0 0.00 0.00 0 1 2664 Hold 00-00 0 0.00 0.00 0 1 Reinforcement Inspection NT n/a: not applicable Specimen Size 4"X 8" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: GeoTest on site for inspection of concrete placed for the pad in front of the southwest site entrance. Concrete was placed by truck chute and consolidated through rodding. All elements inspected were in conformance with approved plans and drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 10 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. .5276 GO%F T ,I Oak arbor Bellingham I Arlington�Oak Harbor www.geotest-inc.com 1 Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion - Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB031 CONTRACTOR: Big-D Construction PAGE #: 2 of 3 Sample Location: North Half of Pad,21 st Load, Middle of the Batch Field Data: Truck/Ticket# 1155/232238 Slump,in.(C143) 6.50 Time Batched 5:09 AM Air Content,%(C231) 4.3 Time Sampled 5:50 AM Unit Weight,pcf(C138) NT Air Temperature,°F 30 Water Added on Job,gals 0 Mix Temp.°F(C1064) 62 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi)liddlMl Remarks 2685 7 11-06 54900 4.00 12.57 4370 TYPE 2:2 2686 28 11-27 0 0.00 0.00 0 2 2687 28 11-27 0 0.00 0.00 0 2 2688 28 11-27 0 0.00 0.00 0 2 2689 Hold 00-00 0 0.00 0.00 0 2 Comments: Sample Location: SE Corner of Pad,28th Load, Middle of the Batch Field Data: Truck/Ticket# 1159 1232248 Slump,in.(C143) 6.50 Time Batched 6:34 AM Air Content,%(C231) 4.3 Time Sampled 7:25 AM Unit Weight,pcf(C138) NT Air Temperature,°F 30 Water Added on Job,gals 0 Mix Temp.°F(C1064) 62 Water Requested by Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (lbs) (in) (in 2) Strength (psi) Remarks 2690 7 11-06 67810 4.00 12.57 5390 TYPE 2:3 2691 28 11-27 0 0.00 0.00 0 3 2692 28 11-27 0 0.00 0.00 0 3 2693 28 11-27 0 0.00 0.00 0 3 2694 Hold 00-00 0 0.00 0.00 0 3 GONT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Compressive Strength Test Report * Continuation PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB031 CONTRACTOR: Big-D Construction PAGE M 3 of 3 Concrete Placement in Progress 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB032 PERMIT M 2209 DATE: 11/13/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Carl Reynolds Placement Location: Concrete Paving for Driveway Entrance Sample Location: Sampled at Middle 1/3rd of Load at Approximately 20 feet East of 59th Ave NE Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 4.00 007 Mix# 0441ACL Air Content, %(C231) 6.0 20 Mix Description 7/8 Agg,Pea,3/8 Agg,MB POLY997,MBAE90,Glenium,MB NC 534 Unit Weight,pcf(C138) N/T Truck/Ticket# 1166/233078 Air/Mix Temp.,°F(C1064) 39/64 CR01 Strength Required 4000 psi at 28 days Field Cure Temperature,°F N/T Quantity Placed,cy 150 Cure Method-Initial/Final Container/Water Tank Time Batched 4:06 AM Water Added on Job,gals 7 Time Sampled 4:44 AM Water Requested by MSG Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 3430 7 11-20 153190 6.01 28.37 5400 TYPE 2: 3431 28 12-11 0 0.00 0.00 0 3432 28 12-11 0 0.00 0.00 0 3433 28 12-11 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 6"X 12" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: Monitored and tested placement of 150 cubic yards of Miles Concrete mix #0441ACL at driveway entrance off of 59th Ave. Concrete placed by boom pump and was mechanically consolidated. Reinforcing steel not required. One set of 4 - 6 X 12 concrete cylinders was cast for compression strength tests. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 10 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. NOWT ,IO@kHarb r Bellingham I Arlington I Oak Harbor www.geotest-inc-com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB032 CONTRACTOR: Big-D Construction PAGE M 2 of 2 Completed Concrete Placement f . 000 GEOTEST I f a Oak Bellingham I Arlington Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB032 PERMIT M 2209 DATE: 11/13/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Carl Reynolds Placement Location: Concrete Paving for Driveway Entrance Sample Location: Sampled at Middle 1/3rd of Load at Approximately 20 feet East of 59th Ave NE Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 4.00 007 Mix# 0441ACL Air Content, %(C231) 6.0 20 Mix Description 7/8 Agg,Pea,3/8 Agg,MB POLY997,MBAE90,Glenium,MB NC 534 Unit Weight,pcf(C138) N/T Truck/Ticket# 1166/233078 Air/Mix Temp.,°F(C1064) 39/64 CR01 Strength Required 4000 psi at 28 days Field Cure Temperature,°F N/T Quantity Placed,cy 150 Cure Method-Initial/Final Container/Water Tank Time Batched 4:06 AM Water Added on Job,gals 7 Time Sampled 4:44 AM Water Requested by MSG Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 3430 7 11-20 153190 6.01 28.37 5400 TYPE 2: 3431 28 12-11 191500 6.00 28.27 6770 TYPE 2: 3432 28 12-11 196100 6.00 28.27 6940 TYPE 2: 3433 28 12-11 189970 6.00 28.27 6720 TYPE 2: Reinforcement Inspection NT n/a: not applicable Specimen Size 6"X 12" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: Monitored and tested placement of 150 cubic yards of Miles Concrete mix #0441ACL at driveway entrance off of 59th Ave. Concrete placed by boom pump and was mechanically consolidated. Reinforcing steel not required. One set of 4 - 6 X 12 concrete cylinders was cast for compression strength tests. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 10 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. NOWT ,IO@kHarb r Bellingham I Arlington I Oak Harbor www.geotest-inc-com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB032 CONTRACTOR: Big-D Construction PAGE M 2 of 2 Completed Concrete Placement f . 000 51.5276 GEOT E S T 'I Oak Harbor Bellingham I Arlington I Oak Harbor www.geotest-inc.com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: CB032 PERMIT M 2209 DATE: 11/13/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Carl Reynolds Placement Location: Concrete Paving for Driveway Entrance Sample Location: Sampled at Middle 1/3rd of Load at Approximately 20 feet East of 59th Ave NE Field Data: Eq. No. Supplier Miles Sand and Gravel Company Slump, in.(C143) 4.00 007 Mix# 0441ACL Air Content, %(C231) 6.0 20 Mix Description 7/8 Agg,Pea,3/8 Agg,MB POLY997,MBAE90,Glenium,MB NC 534 Unit Weight,pcf(C138) N/T Truck/Ticket# 1166/233078 Air/Mix Temp.,°F(C1064) 39/64 CR01 Strength Required 4000 psi at 28 days Field Cure Temperature,°F N/T Quantity Placed,cy 150 Cure Method-Initial/Final Container/Water Tank Time Batched 4:06 AM Water Added on Job,gals 7 Time Sampled 4:44 AM Water Requested by MSG Laboratory Data: Lab Test Age Test Total Load Avg.D Area Compressive No. (Days) Date (Ibs) (in) (in 2) Strength (psi) Remarks 3430 7 11-20 153190 6.01 28.37 5400 TYPE 2: 3431 28 12-11 0 0.00 0.00 0 3432 28 12-11 0 0.00 0.00 0 3433 28 12-11 0 0.00 0.00 0 Reinforcement Inspection NT n/a: not applicable Specimen Size 6"X 12" Reinforcement Conforms NT n/t: not tested Test Reference ASTM C31/C39/C1231 Comments: Monitored and tested placement of 150 cubic yards of Miles Concrete mix #0441ACL at driveway entrance off of 59th Ave. Concrete placed by boom pump and was mechanically consolidated. Reinforcing steel not required. One set of 4 - 6 X 12 concrete cylinders was cast for compression strength tests. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 10 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. NOWT ,IO@kHarb r Bellingham I Arlington I Oak Harbor www.geotest-inc-com Concrete Inspection & Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: CB032 CONTRACTOR: Big-D Construction PAGE M 2 of 2 Completed Concrete Placement f . 000 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave. NE. Unit A.Arlington, WA 98223 CMG OTG'ST phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO02 PERMIT#: DATE: 3/14/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Erik Fulmer Compaction Of: Building Subgrade Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # - •� Fail 1 See Figure 1-Re-Test from FDO01 -.5 DT/12 134.0 7.2 125.0 1 96 95 P 2 See Figure 1-Re-Test from FDO01 -.5 DT/6 135.5 9.3 124.0 1 95 95 P 3 See Figure 1 -1 DT/6 132.9 8.6 122.4 1 94 95 F Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test # (pcf) M M Method 1-4354A PGS with Gravel Native 130.3 9.0 27 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: InstroTek/3500/3053 M/D Standard Count: 598/2173 Comments: Amended 3/20/2019: Please see GeoTest's Field Density Report FD004, dated 3/19/2019 for passing re-test results. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. 741 Marine Drive, Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave. NE. Unit A.Arlington, WA 98223 CyeOTeST phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT M FDO02 CONTRACTOR: Big-D Construction PAGE M 2 of 2 GeoTest was onsite, as requested to provide in-place density testing of the building subgrade at the above location. The native fill was compacted with large single drum vibrating rollers. Tests 1 and 2 are re-tests from GeoTest report FDO01 and effectively resolve the low tests noted in that report. Not all tests met compaction requirements. GeoTest will return upon request to provide further density testing and retest areas that did not meet 95% or greater per ASTM D1557/D4718. Figure 1: Approximate testing i '� locations indicated in red. I ' r 1 i 3 r 0VWEP0CM- l , eof AOY"`r me"�+wa0' `FOR s+M eawmD f-rW C M OWM FACE i t 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave. NE. Unit A.Arlington, WA 98223 CMG OTG'ST phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO03 PERMIT#: DATE: 3/15/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Suzie Miller Compaction Of: Building Subgrade Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # Fail 1 See Figure 1 TOG DT/12 128.3 7.0 119.0 1 91 95 F 2 See Figure 1 TOG DT/12 121.9 6.5 114.3 1 88 95 F 3 See Figure 1 TOG DT/12 122.2 7.1 114.1 1 88 95 F 4 See Figure 1 TOG DT/12 124.3 7.4 114.7 1 88 95 F 5 See Figure 1 TOG DT/12 132.7 6.2 124.9 1 96 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test # (pcf) M M Method 1-4354A PGS with Gravel Native 130.3 9.0 27 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Instrotek/3500/2082 M/D Standard Count: 408/3162 Comments: Amended 3/20/2019: Please see GeoTest's Field Density Report FD004, dated 3/19/2019 for passing re-test results. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 00y GG OTG ST 20611 67th Ave. NE. Unit A.Arlington, WA 98223 phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 lqft FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO03 CONTRACTOR: Big-D Construction PAGE#: 2 of 3 TOG - Top of Grade GeoTest was onsite, as requested, to provide in-place density testing of the building pad subgrade at the above location. The fill was compacted with large single drum vibrating rollers. Not all tests achieved compaction requirements. Passing test, #5 was achieved with the roller made several vibrating passes over the area followed by several static passes. GeoTest will return, upon request to provide further density testing and retest failing areas. Figure 1 - Approximate location of tests. % .t of ! F . . . . 5 _ II 3 4 II II - I II + u 7' �� 741 Marine Drive, Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave. NE. Unit A.Arlington, WA 98223 CyeOTeST phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO03 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 Figure 2 -- Compaction of subgrade with single drum vibrating roller. Y - t AL i _ -- 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave. NE. Unit A.Arlington, WA 98223 CMG OTG'ST phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO04 PERMIT#: DATE: 3/19/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Compaction Of: Building Pad Structural Fill Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # -A[= Fail 1 See Figure 1 TOG DT/12 135.1 8.0 125.1 1 96 95 P 2 See Figure 1 TOG DT/12 132.3 6.2 124.7 1 96 95 P 3 See Figure 1 TOG DT/12 132.8 5.2 126.2 1 97 95 P 4 See Figure 1 TOG DT/12 134.5 8.1 124.3 1 95 95 P 5 See Figure 1 TOG DT/12 132.7 5.9 125.3 1 96 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test # (pcf) M M Method 1-4354A PGS with Gravel Native 130.3 9.0 27 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Instro/3500/3052 M/D Standard Count: 421/3131 Comments: Please see page 2 for comments. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. 741 Marine Drive, Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave. NE. Unit A.Arlington, WA 98223 CyeOTeST phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT M FDO04 CONTRACTOR: Big-D Construction PAGE M 2 of 3 TOG - Top of Grade - Prior to crushed surfacing material below slabs on grade GeoTest was on site as requested to provide in-place density testing on native building pad structural fill at the above locations. All locations and elevations are approximate and were provided by the contractor, with elevations relative to the bottom of crushed surfacing material (Figure 1). Prior to our arrival, native soils had been excavated throughout the site and placed within the building pad area for grading and compaction. While on site, compaction was achieved with two large single-drum vibratory rollers following moisture conditioning with a water truck (Figure 2). Soils exhibited firm and unyielding conditions while meeting density and moisture content requirements. GeoTest observed lower densities in areas where cleaner and finer grained sands with little silt reside. These areas were rolled extensively and showed little to no signs of yielding. Satisfactory compaction was achieved. GeoTest obtained a sample of this cleaner sand for laboratory testing to better test this material during future visits. Sample 4368A was taken in-situ from the western quarter of building pad where these less dense sands were observed (Figure 3). This report resolves discrepancies noted in previous reports FDO02 and FD003. GeoTest will return for further inspection and observation as requested. Figure 1. Approximate i i I-- -------'!-----i- in-place density test locations. 9 I I I If i li i i i i I I I I I I II I I I I. I I I I I b l F I I 741 Marine Drive, Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave. NE. Unit A.Arlington, WA 98223 CyeOTeST phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT M FDO04 CONTRACTOR: Big-D Construction PAGE M 3 of 3 Figure 2. Grading, moisture conditioning, and compaction operations on the western half of the building pad (looking northeast). 7 _ _a. Figure 3. Sample 4368A taken in-situ near the western perimeter of the building pad in finer sands (looking south). 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave. NE. Unit A.Arlington, WA 98223 CMG OTG'ST phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO05 PERMIT#: DATE: 3/20/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Compaction Of: Building Pad Structural Fill Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # -A[= Fail 1 See Figure 1 TOG DT/12 136.6 7.2 127.4 1 98 95 P 2 See Figure 1 TOG DT/12 137.3 7.0 128.3 1 98 95 P 3 See Figure 1 TOG DT/12 133.4 6.7 125.0 1 96 95 P 4 See Figure 1 TOG DT/12 135.3 7.5 125.9 1 97 95 P 5 See Figure 1 TOG DT/12 135.1 6.9 126.4 1 97 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test # (pcf) M M Method 1-4354A PGS w/Sand Native 130.3 9.0 27 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Instro/3500/3052 M/D Standard Count: 421/3120 Comments: TOG - Top of Grade - Prior to crushed surfacing aggregate or slabs on grade. GeoTest was on site as requested to provide in-place density testing on native structural fill for the above locations (Figure 1). All elevations and locations are approximate. Prior to our arrival, native fill from the site perimeter had been excavated, graded, and then compacted with a single drum vibratory roller following moisture conditioning via water truck (Figure 2). All tests met compaction requirements. GeoTest will return for inspection and observation as requested. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. 741 Marine Drive, Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave. NE. Unit A.Arlington, WA 98223 CyeOTeST phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO05 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 4 o P T 1P o P 4 4 Figure 1. Approximate density L------i------ test locations. i j i i I i i i i i i i i i i i i i i i i i i j! I I I I I I I I I I O Figure 2. Compaction efforts of the eastern half of the A �; building pad following l� moisture conditioning via water truck (looking northeast). 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO06 PERMIT#: 2209 DATE: 4/24/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Compaction Of: Imported Capillary Break Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # • -�'- Fail 1 See Figure 1 TOG DT/12 133.2 4.7 127.7 1 88 95 F 2 See Figure 1 TOG DT/12 125.9 3.0 122.2 1 84 95 F 3 See Figure 1 TOG DT/12 129.2 3.7 124.6 1 86 95 F 4 See Figure 1 TOG DT/12 131.0 3.2 126.9 1 87 95 F Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) (%) (%) Method 1-4417A WGG w/Sand Smokey Point Concrete 145.6 5.4 68 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Instro/3500/3052 M/D Standard Count: 420/3119 Comments: Please see page 2 for comments. AMENDED 4/26/19: Please see FDO07 for passing retest results. AMENDED 5/1/19: Cap break thickness is incorrectly noted as 5 in. below. The actual thickness as measured in the field on 4/30/19 is 6 to 7 in. as is required by approved plans. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GEOTEST 'IO@kHarb Bellingham I Arlington I Oak Harbor www.geotest-inc-com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT M FDO06 CONTRACTOR: Big-D Construction PAGE M 2 of 3 TOG - Top of Grade CSBC - Crushed Surfacing Base Course GeoTest was on site as requested to provide in-place density testing at the above locations (Figure 1). All locations and elevations are approximate, with elevations relative to the top of finished grade prior to slab on grade. Prior to our arrival, the contractor had graded and compacted a 5" lift of CSBC as a capillary break. Compaction efforts were completed with two large single-drum vibratory rollers. While on site, GeoTest observed dry soil conditions as well as graded areas in which distribution of grain size was scattered, making the process of attaining required compaction difficult. GeoTest recommends that the contractor heavily moisture condition these soils prior to re-compaction efforts. No tests taken on this date met soil density or moisture level requirements. An additional sample of imported capillary break material was taken for laboratory testing in an effort to attain a more representative proctor in the field (Figure 2). GeoTest will return for further testing and inspection as required. Figure 1. Approximate in-place density testing 3 locations. �- �. i i i i i i i i o --r----� —L - -- r I I I I I I I I !I GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO06 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 Figure 2. Compaction efforts of capillary break material as well as the stockpile in which a sample was extracted from (looking north). r 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO08 PERMIT#: 2209 DATE: 4/26/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Compaction Of: Imported Capillary Break Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # Fail 1 See Figure 1 TOG DT/12 141.0 5.6 133.5 1 92 95 F 2 See Figure 1 TOG DT/12 140.1 6.1 132.0 1 91 95 F Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) (%) (%) Method 1-4418A WGG w/Sand Smokey Point Concrete 145.5 6.5 71 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Instro/3500/3053 M/D Standard Count: 403/3175 Comments: Please see page 2 for comments. AMENDED 5/1/19: Cap break thickness is incorrectly noted as 5 in. below. The actual thickness as measured in the field on 4/30/19 is 6 to 7 in. as is required by approved plans. Additionally, passing retests of the locations above were conducted on 4/29/19 as documented in FD009. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GEOTEST 'IO@kHarb Bellingham I Arlington I Oak Harbor www.geotest-inc-com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT M FDO08 CONTRACTOR: Big-D Construction PAGE M 2 of 3 TOG - Top of Grade CSBC - Crushed Surfacing Base Course GeoTest was on site as requested to provide in-place density testing at the above locations (Figure 1). All locations and elevations are approximate, with elevations relative to the top of finished grade prior to slab on grade concrete. Prior to our arrival, the contractor had graded and compacted a 5" lift of CSBC as a capillary break. Compaction was executed following moisture conditioning efforts via water truck and compaction with two large single-drum vibratory rollers (Figure 2). While on site, GeoTest observed dry soil conditions as well as graded areas in which distribution of grain size was scattered, making the process of attaining required compaction difficult. GeoTest recommends that the contractor heavily moisture condition these soils prior to re-compaction efforts. No tests taken on this date met soil density or moisture level requirements. GeoTest will return for further inspection and observation as required. V 4 V IV, Q 4 Figure 1. Approximate in-place density testing locations. I I I I I I I I I I I •I I I' I I I I I I I I I I !i ---_I-- I I I I I I � I I I I I b l • �I I I I I � GEOTEST 'IO@kHarb Bellingham I Arlington I Oak Harbor www.geotest-inc-com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT M FDO08 CONTRACTOR: Big-D Construction PAGE M 3 of 3 Figure 2. The placement, gradation, and compaction process of CSBC capillary break material within the - southeastern quadrant of the building pad (looking east). 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO09 PERMIT#: 2209 DATE: 4/29/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Compaction Of: Imported Capillary Break Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # - •� Fail 1 See Figure 1 TOG DTA 144.0 4.7 137.5 1 95 95 P 2 See Figure 1 TOG DTA 143.2 4.1 137.6 1 95 95 P 3 See Figure 1 TOG DTA 147.9 6.2 139.3 1 96 95 P 4 See Figure 1 TOG DTA 146.6 5.9 138.4 1 95 95 P 5 See Figure 1 TOG DTA 145.6 5.4 138.1 1 95 95 P 6 See Figure 1 TOG DTA 146.7 5.0 139.7 1 96 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) M M Method 1-4418A WGG w/Sand Smokey Point Concrete 145.5 6.5 71 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Instro/3500/3052 M/D Standard Count: 423/3105 Comments: Please see page 2 for comments. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GEOTEST 'IO@kHarb Bellingham I Arlington I Oak Harbor www.geotest-inc-com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT M FDO09 CONTRACTOR: Big-D Construction PAGE M 2 of 3 TOG - Top of Grade CSBC - Crushed Surfacing Base Course GeoTest was on site as requested to provide in-place density testing at the above locations (Figure 1). All locations and elevations are approximate, with elevations relative to the top of finished grade prior to slab on grade concrete. Prior to our arrival, the contractor had graded and compacted a 5" lift of CSBC as a capillary break. Compaction was achieved following moisture conditioning with two large single-drum vibratory rollers (Figure 2). These soils exhibited firm and unyielding conditions. Please note that this report resolves discrepancies noted in report FD008. GeoTest will return for further inspection and observation as requested. Figure 1. Approximate --- in-place density testing locations. i5 13 r---'t-- — -- o i i i I I i I i i 0— i— GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc-com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO09 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 Figure 2. Grading, moisture conditioning, and compaction efforts on the southeastern quadrant of the building pad (looking southeast). - ' ' ti= 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FD011 PERMIT#: 2209 DATE: 5/9/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Compaction Of: Slab on Grade Sub-Base at Grids A-D/3-7 Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # -- Fail 1 NW Quadrant -6" 4 146.1 7.1 136.4 1 95 95 P 2 SE Quadrant -6" 4 146.3 6.9 136.9 1 95 95 P 3 SW Quadrant -6" 4 145.3 6.3 136.7 1 95 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) M M Method 1-4430A WGG w/Sand Granite-Mandan Pit 143.5 7.6 64 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: InstroTek/3500/BG164 M/D Standard Count: 425/3137 Comments: GeoTest on site for nuclear density testing for the locations referenced above. Elevation was measured from the top of the finished slab on grade. Soils were watered using a water truck and compaction was applied using a smooth drum vibratory roller. Results met the minimum compaction requirements per project specifications. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc-com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FD011 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Compaction in Progress Watering and Compaction Process 51.5276 GEOT E S T I Oak Hart Bellingham I Arlington Oak Harbor vvww.geotest-i nc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO12 PERMIT#: 2209 DATE: 7/9/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Compaction Of: Office Slab on Grade Sub-Base Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # - = Fail 1 South Half of Office A" 12" 134.5 8.3 124.2 1 95 95 P 2 North Half of Office A" 12" 139.0 8.8 127.7 1 98 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) M M Method 1-4354A Native On-Site Stockpile 130.3 9.0 27 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Troxler/3440P/77-7582 M/D Standard Count: 646/2311 Comments: GeoTest on site for nuclear density testing of compacted soils in the office region. The material was compacted using a smooth drum vibratory roller. Elevation was measured from the top of CSTC placement. Results met the minimum 95% compaction required per project specifications. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO12 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Compaction of Soils in Progress 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO13 PERMIT#: 2209 DATE: 7/12/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Suzie Miller Compaction Of: Slab on Grade Subgrade Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # • -�'- Fail 1 See Figure 1 TOG DTA 150.0 7.4 139.6 1 96 95 P 2 See Figure 1 TOG DTA 147.7 6.6 138.6 1 95 95 P 3 See Figure 1 TOG DTA 147.0 6.7 137.7 1 95 95 P 4 See Figure 1 TOG DTA 150.4 6.9 140.7 1 97 95 P 5 See Figure 1 TOG DTA 149.3 7.7 138.7 1 95 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) N M Method 1-4418A CSBC Smokey Point Concrete 145.5 6.5 71 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Instrotek/3500/2082 M/D Standard Count: 399/3185 Comments: TOG - Top of Grade GeoTest was onsite, was requested to provide in-place density testing at the above location. Prior to GeoTest's arrival, the CSBC (crushed surfacing base course) had been placed and compacted. Initial density testing failed to meet compaction requirements. Water was added to the CSBC and it was recompacted with a single drum vibrating roller. All final tests met compaction requirements. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. 1.888.251.5276 GMYT Bellingham I Arlington I O@k Harbor vmw.geotest-inc-com DENSITY/MOISTUREFIELD P• R GaugeNuclear D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire • • • FDO13 • • ' • . Construction PAGE#: 2 of Figure 1 - Approximate location of tests. 4-L, '�■■■18_ '7■■■i!!!■■!!■■ °J,w■■■ram iT■��� ■■■■■■■ O ■�■I _11 AA■ .�. ° io----------------- w■� '�■■■■■■■■■ 0 0 Figure 2 - Compaction of COASTi � - I � ' 51.5276 GEOT E S T I Oak Hart Bellingham I Arlington Oak Harbor vvww.geotest-i nc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO14 PERMIT#: 2209 DATE: 7/30/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Compaction Of: Curb and Gutter, North Side of Site, See Picture Below Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # Fail 1 70'East of East Site Entrance +1 8 128.9 4.0 124.0 1 95 95 P 0 0.0 0.0 0 0 0 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) M M Method 1-4354A Native On-Site Stockpile 130.3 9.0 27 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Troxler/3440P/77-7582 M/D Standard Count: 640/2320 Comments: GeoTest on site for nuclear density testing of the curb and gutter subgrade referenced above. Test results met the minimum 95% compaction required per project specifications. Elevation was measured from the top of the existing grade. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO14 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Tested Region of Fill waki L I 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO15 PERMIT#: 2209 DATE: 8/7/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Suzie Miller Compaction Of: East Parking Lot Subgrade Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # - •� Fail 1 See Figure 1 -1.3 BS 135.0 8.6 124.3 1 95 95 P 2 See Figure 1 -1.3 BS 131.6 6.1 124.0 1 95 95 P 3 See Figure 1 -1.3 BS 130.2 4.5 124.6 1 96 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) M M Method 1-4234A Poorly Graded Sand w/Gravel Native 130.3 9.0 27 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Instrotek/3500/2082 M/D Standard Count: 403/3205 Comments: GeoTest was onsite, as requested to provide in-place density testing at the above location. The material had been placed and compacted prior to GeoTest's arrival. All tests met compaction requirements. GeoTest observed a proof roll performed over the subgrade with a fully loaded water truck. Not pumping or rutting was observed. The subgrade appears firm and unyielding. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO15 CONTRACTOR: Big-D Construction PAGE#: 2 of 3 `� •,�•ta �syy SJ Y'C,!�� F �L 1 j JN. 'ti!<'S�� C.• _ ai.�.�`_�.. p,,N '��t•_ '�v'' -.�. C6. � 3 ,e't'�,'S'.•�?Y�•xa•• �y-..r.�. .,y.F. L 1_e;.:"''tY:a-i`i�•ei!�!�s* qua%i;5:1n. •4!: °>!''•ti� ,�y�',-•:'�r�J.. r!rr�•ka+�•r�..yN' .T�. Figure 1 - Approximate LS•' Cli- !. ..i1L . .W.�T` s k_x Y7'...•••.. FENCE AND C, location of tests. ' , 'r: ���-Y -" n „ri; �, < � SEE A700 .:'c..`''-L•'S" :;�cs;j; yc"YfT��^I�a,•-;.,�• .F '?1PP :yy�`t, v-ti:;-'•.� rp -Fay��; �is>, s-;•• LDS.h, ti •�T =5.ii+' L'tiYle• N *;`hiieefSetFreerti3�vt �. ..�_,.�:'N ..�H v:®a,.r!,ciay'L;7�{'�%.+" .•�'sr '"�!s.a"' ''L"x����;- '�i`r`'Ls'v'�'Y•r ...' `\C."^k..}.".-4� m. CONC Pnv c7.1AL �.•xr+.::a,�,!:� are•..•'..»r-v,•Fa;,•,: ".S•s+�;.:+:���.x�.`ter •C��.r ',�•�Z,•`i^9•�?�,IJrJ f•��i r,f�j,\Y�til�::�:.. .t�1J'kH 4�• PRDMDE GAP IN GIYfiDRNL FOR B.EiCTRIGL y1. / BOX. PROVIDE:THREE STEEL BOLLARDS V kti- yir.`Fxrgjri e. w:•'ia`'re;.''.'`�• 1 'Ys�r M--BEAM Gukft0EW4 FACE ��� •+�. R.,:rti�``��vA� SHALL BE 3'CLEAR FTH7Y �N]�" .e '.'�.•..-,-.+r'3 wY '' FACE OF BLDO 3 rk:�v.r�,,,:r.•ea�•...�3_�y-S:v._�:-_ e..p • ,� _ fja, YrS'!!° 1�Y l5 Jrj Si..F.Yyti.'�•V�-..'w.. CT.1 F A.. E �y `..a�L ..�,,�� wit t•� ,ik „kH��°°r•.;;��,•. 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'2.1�S�vN.a'r;�4i�M41�V�Viral��+�tin:q2-. �A'.i•.Y'w: b`• "�S•'t'1e"�'+ �;'yz�.'"^i r "`e �3.i�<s,�av,-.?��A4'�'e:":w`�^3.i�.*`'S.:'tr'.y9' S,•o�¢i:�, TYPE x cuRe AND J1r y.`Yi�''-i,.Y':Sr.aL�:}y 5. a. ..,.•,>, „-.�+�i''»:R.+.,F4"fi J!aak.cr... ..s; y; x::.�/ .i•. V'r V GUTTER,T1'P VE TO AY r4•;� l-. d_ ..:nh:'.+P:',y�'!.J t^�•iY�4. <H'Y, C 1 _ d.- S yJj��• '+c CONCRETE PpVELEHF,� "i±Gs �ik",.w:]�:.•e�s�ti"''sY,.�F,�["y}f,ri ;Ai�jrL'FY%�.l•:...,F.: ,y�'�li:•'��'•3.!, 1 >,''- •C.TEs.�v,... .a�.**7••'.s�•��4ra:...w'fi:-r4�!':��,Kr.�G�:._.;1,x_r•,�::.. SEE NOTE 3 .�b r Figure 2 - Parking lot subgrade. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO15 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 Figure 3 - Full water truck used for proof roll. COASTBUILTFOR Now Amos 51.5276 GEOT E S T I Oak Hart Bellingham I Arlington Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO16 PERMIT#: 2209 DATE: 8/15/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Gunnar Sterlington Compaction Of: Capillary Break and Native Subgrade Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # - •� Fail 1 Figure 1 -2 6 144.1 5.6 136.5 1 95 95 P 2 Figure 1 -2 6 147.3 7.2 137.4 1 96 95 P 3 Figure 1 -2 6 145.8 7.0 136.3 1 95 95 P 4 Figure 1 -2 6 147.9 7.4 137.7 1 96 95 P 5 Figure 1 TOG 6 145.5 5.3 138.2 1 96 95 P 6 Figure 1 TOG 6 143.3 4.1 137.5 1 96 95 P 7 Figure 1 TOG 6 142.5 4.0 137.0 1 95 95 P 8 Figure 1 -1 12 131.1 5.9 123.8 2 95 95 P 9 Figure 1 -1 12 134.0 8.0 124.0 2 95 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test # (pcf) M M Method 1-4430A CSBC Granite-Mandan Pit 143.5 7.6 64 ASTM D1557/D4718 2-4234A PGS/w Gravel Native 130.3 9.0 27 ASTM D1557/D4718 3- 0.0 None Gauge Make/Model/Serial#: InstroTek/3500/2081 M/D Standard Count: 455/3027 Comments: TOG = Top of Grade CSBC = Crushed Surfacing Base Course GeoTest was on-site to perform density tests on CSBC and native fill used as backfill for the base and pour back areas indicated in figure 1. Test locations are approximate. Upon arrival, the material had been placed and compacted. Tests taken on this day met the minimum compaction requirement. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO16 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Figure1: Locations of Density - Tests ' s.. 7 -_ b�_. - 4 3 '1 1 51.5276 GEOT E S T I Oak Hart Bellingham I Arlington Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO17 PERMIT#: 2209 DATE: 8/16/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Harrison Simons Compaction Of: Structural Back-fill Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # Fail 1 See Figure 1 TOE DT/12 147.2 7.5 136.9 1 95 95 P 2 See Figure 1 TOE DT/12 148.0 8.0 137.1 1 96 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # IL (pcf) M M Method 1-4430A CSBC Granite-Mandan Pit 143.5 7.6 64 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Troxler/3440/22281 M/D Standard Count: 578/1826 Comments: TOE - Top of Existing - Tests were taken at the top of the proposed slab on grade base material elevation. GeoTest was on-site to provide in-place soil density and moisture testing on structural fill placed within the subject area noted in Figure 1. All compaction testing locations attained the required compaction. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc-com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO17 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Figure 1 i I Io O --- =_=� m i I r -t: 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO18 PERMIT#: 2209 DATE: 8/22/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Compaction Of: Southeastern Loading Dock Base Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # Fail 1 See Figure 1 FG DT/6 145.3 6.0 137.1 1 96 95 P 2 See Figure 1 FG DT/6 146.6 5.6 138.8 1 97 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) M M Method 1-4430A CSBC Granite-Mandan Pit(D-217) 143.5 7.6 64 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Instro/3500/3052 M/D Standard Count: 428/3086 Comments: FG - Finish Grade GeoTest was on site as requested to provide in-place density testing at the above locations (Image 1). All locations are approximate and were provided by the contractor. Prior to our arrival, the contractor had placed and compacted an 8" lift of base course for the loading ramp. Compaction was achieved with a single drum vibratory roller (Image 2). GeoTest will return for further inspection as requested. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO18 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 E Image 1. Approximate in-place density testing r 44 locations. ®• e - n. - --. _ _ . ._ __ _s____________________________ _ ___. _ _ _ __ wD a FOUNDATION PLAN ^^ BCKE 111E'•1'-0' (p6Ly pnYYY uua Image 2. Compaction of loading ramp crushed aggregate l northeast). =_a kin o0 G_ 51.5276 GEOT E S T I O 1@k Harbor Bellingham i Arlington Oak Harborr www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FDO19 PERMIT#: 2209 DATE: 8/27/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Zach Click Compaction Of: CSBC for Road Base(See Figure 1 for Testing Locations) Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # - •� Fail 1 See Figure 1 TOG DT/8 142.8 5.1 135.9 1 95 95 P 2 See Figure 1 TOG DT/8 143.5 4.2 137.8 1 96 95 P 3 See Figure 1 TOG DT/8 142.5 4.1 136.9 1 95 95 P 4 See Figure 1 TOG DT/8 146.9 4.9 140.1 1 98 95 P 5 See Figure 1 TOG DT/8 141.1 3.6 136.2 1 95 95 P 6 See Figure 1 TOG DT/8 141.2 3.5 136.5 1 95 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) M M Method 1-4430A CSBC Granite-Mandan Pit(D-217) 143.5 7.6 64 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: InstroTek/3500/1505 M/D Standard Count: 747/2483 Comments: TOG - Top of Grade GeoTest was on site, as requested, to perform in-place soil density testing at the locations noted in Figure 1. Locations and elevations are approximate. All tests attained the required level of compaction. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor vvww.geotest-i nc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FDO19 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Figure 1. Approximate testing locations are marked in red. A'DIRECTI:AI PER `� — _s, ..1_�• .'f - WSDO f0 T S PLA N F- 016-03 �;eh: - .ti r., � S t / J ; .y s 1 f �i.!. •I: t jt�tGr�r Sa, j.- rLL,,'.:s�•/jr_ ,, -;�-,�.'Ar ',mod• � -.. 4'WHITE STRIPE•° ! Y•• PERPENDICULAR RAMP C6.7 147 LF SCREEN WALL, S E A700 HAIR PAVE)AEM C6.2 •''�� THERMOPLASTIC STRIPING S NO 3 _ 2 - n o C7.1 7 STALLS O 9.5'-66.5' S' 7 STALLS O 9.5'=66.5' (2) 8 STALLS O 9.5•-76' .5' 27,64' 19' -. ,CO[I�f11Y•Fd�N'F'• •C6.2.. tA . r!• p 3 C7.•> iC o AR RAMP r• ♦ Z SEE NOTE 4, TYP IN PARKING AREA r-a`-' 12-64• a `,' .5' B' 19' 5' 7 STALLS O 9.5'=65.5 4 h C6. J I 20' C62 CONCRETE PAVEMENT q ' f • � cs C6.7 PARALLEL RAMP, SYM •y ADA PARKING SIGN m -� AND POST WITH - R7-801A PLAQUE �- m ADA PARKING SIGN AND POST WITH Ya v0 R7-801 PLAQUE. TYP UNO r _ N 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FD020 PERMIT#: 2209 DATE: 8/29/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Compaction Of: Northern Pavement Subgrade Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # • -�'- Fail 1 Northern Lot-NE Quadrant FG DT/6 143.4 5.4 136.1 1 95 95 P 2 Northern Lot-SE Quadrant FG DT/6 144.7 4.9 137.9 1 96 95 P 3 Northern Lot-NW Quadrant FG DT/6 145.6 5.3 138.3 1 96 95 P 4 Northern Lot-SW Quadrant FG DT/6 145.7 5.9 137.6 1 96 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) N M Method 1-4430A CSBC Granite-Mandan Pit(D-217) 143.5 7.6 64 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Instro/3500/3052 M/D Standard Count: 423/3059 Comments: GeoTest was on site as requested to provide in-place density testing at the above locations. All locations and elevations are approximate and were provided by the contractor. Prior to our arrival, the contractor had placed 8" of crushed aggregate and compacted it with a single drum vibratory roller. A proof roll exhibited firm and unyielding conditions. GeoTest will return for further inspection as requested. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc-com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FD020 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Image 1. Graded and compacted northern pavement area. ' id" rf d 1�.�.°'�a✓:craw..�.rt7�'Yt��-tt.�'�,.,3�.'-.�u��w��J1;w^,Tt x�.'�t�,r.-i C�"3.='^4�..:��_•.:.•c� .G'�y..» °r?:�rA1-wk.J.o�u�+:�i e`� � Image 2. Proof roll with a fully loaded water truck exhibiting 'y 5 firm and unyielding conditions. 4 13 kfi i + I 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FD021 PERMIT#: 2209 DATE: 9/4/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder Compaction Of: East Half of North Driveway and Northbound Shoulder of 59th Ave Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # Fail 1 North Driveway,East Side -6" 4 142.9 3.4 138.2 1 96 95 P 2 North Driveway,Middle -6" 4 145.1 4.0 139.6 1 97 95 P 3 North Driveway,West Side -61, 4 143.4 3.6 138.5 1 97 95 P 4 59th Ave Shoulder,North Half -6" 4 134.1 2.4 131.0 2 96 95 P 5 59th Ave Shoulder,Middle -6" 4 139.6 5.6 132.2 2 97 95 P 6 59th Ave Shoulder,South Half -6" 4 137.4 3.0 133.4 2 98 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test # (pcf) M M Method 1-4430A CSBC Granite-Mandan 143.5 7.6 64 ASTM D1557/D4718 2-4412A CSTC Smokey Point Concrete 136.2 5.8 N/A ASTM D1557 3- 0.0 None Gauge Make/Model/Serial#: Troxler/3440/40-1956 M/D Standard Count: 674/1690 Comments: GeoTest on site for nuclear density testing at the locations referenced above. Elevation was measured from the top of asphalt. All tests met the minimum 95% compaction required per project specifications. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FD021 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Subgrade For 59th Ave Shoulder 51.5276 GEOT E S T I Oak Hart Bellingham I Arlington Oak Harbor vvww.geotest-i nc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FD022 PERMIT#: 2209 DATE: 9/11/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Compaction Of: Concrete Pavement Subgrade Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # Fail 1 30'North of NW Truck Entrance FG DT/6 153.8 9.2 140.8 1 98 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) M M Method 1-4430A CSBC Granite-Mandan Pit(D-217) 143.5 7.6 64 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Troxler/3430/19417 M/D Standard Count: 563/1660 Comments: FG - Finished Grade GeoTest was on site as requested to provide in-place density testing at the above location. All locations and elevations are approximate and were provided by the contractor. Prior to our arrival, the contractor had re-graded crushed aggregate and compacted with a large single drum vibratory roller prior to concrete paving. All tests met compaction requirements. GeoTest will return for further inspection as requested. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FD023 PERMIT#: 2209 DATE: 9/19/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Larry Nichols Compaction Of: Subgrade for Concrete Pavement Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # - •� Fail 1 See Photo 1 TOG DT/8 140.0 3.9 134.7 1 96 95 P 2 See Photo 1 TOG DT/8 141.2 5.0 134.4 1 96 95 P 3 See Photo 1 TOG DT/8 139.2 4.2 133.7 1 95 95 P 4 See Photo 1 TOG DT/8 141.3 4.9 134.7 1 96 95 P 5 See Photo 1 TOG DT/8 140.2 4.1 134.6 1 96 95 P 6 See Photo 1 TOG' DT/8 140.3 4.8 133.8 1 95 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) M M Method 1-4675 CSTC Smokey Point Concrete 140.6 7.1 46 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: InstroTek/3500/2081 M/D Standard Count: 464/3012 Comments: TOG = Top of Grade GeoTest was onsite, as requested, to perform in-place density testing of the above locations. All tests attained the required compaction results. The client was notified prior to leaving the site. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc-com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FD023 CONTRACTOR: Big-D Construction PAGE#: 2 of 3 .JLV LL 1•71 171 11uL VL Photo 1: All approximate testing locations - - —.— —__. _�� y`I-~•• labeled in red. This is from the rear (east side) of the building. 4 s' �iYtR �y�y.+ �%i• o�:fk''lytiiF ?r �ql y(,v��� f ,yfry��.--[�.. TjrV t` .rv�q+.�%Fh �'I�k"Y•`al��rTJr w'.�g�'�r:?�•�L-`''J'• {,�,� ' '� it t" -•S`-�hll�``�„1•.s�, �- s �Y..t• .if����at��jCr.�c��y�bh�,k,�Sr, /.r��q�•c��'4 CLO .,X�•.x- � tiAL r. 7slc +M _-4`i4+k! .}�•.w=.._. 'Y4r,.y'4_i a"+xr�i�� C7.1 _'� ' lif �lti_L:{ti. _.+�l�Y°r•� v rt-r'�li'•�'i'rf: rn!+n��,fir. - r�t; 25, .. ��5}. .*titer' ?i-4• r fr 7 — C rc,k i•5�9.�ora!'.�'+�S.�rSrxf 7.1 5'iSi•cti iL r'�r Y T �si'ii p: �• K h •i�'•��• �f��4Y,y�4 �G.fQt�.Fr � � •,,, .at ry�,�r��o!°r{,� C •�'rihr ,}Syc`{rM 7ti 4�Dr {" •iitivy5xE4. ' 14J�j•r. 'Ysr �C�kC. �(±i�yGj ~* y..y Jf-1�r.4 J� ! SV'.y1M�•Ql }/L�=r `�4.,'tiv..jL_—• � / §.Ewe. rC ��'6y 3 S�' fri •ye�PJ�1ti str'r _:+�: 2� 71. •#• s,'�� �'�.`�w "'9'7:�S.ti. •�• rayi-: "' ri..�r��'�1'p^il,��. .,�••,+J�4` 4 A��'• ,� f �'�,,,'�ii ' j tli,i,'ff FiGLr r. ��`--vai+'s" F`• }* Co fir< � Fw%rr— t L ,>1 '•i;�cr"',ts. sp 4vroT- i �';w+sf;f57'. yU 4-':�•yy:7R n. r ��tiSf��Ei w �/xy.� `?rK Y,..H�' •w l /A.}„ .W`'xn;s'fi•s-�L��;� !.b'i� yr,='y=____ GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FD023 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 Photo 2: Testing location of subgrade for concrete pavement. 51.5276 GEOT E S T I O 1@k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: FD024 PERMIT#: 2209 DATE: 10/22/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo Compaction Of: Asphalt and Concrete Paving Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # - Fail 1 See Image 1 FG DT/6 149.6 8.1 138.4 1 96 95 P 2 See Image 1 FG DT/6 147.1 8.0 136.2 1 95 95 P 3 See Image 1 FG DT/6 147.1 6.8 137.8 1 96 95 P 4 See Image 1 FG DT/6 150.3 7.6 139.7 1 97 95 P 5 See Image 1 FG DT/6 144.8 5.7 136.9 1 95 95 P 6 See Image 1 FG DT/6 147.1 6.3 138.4 1 96 95 P 7 See Image 1 FG DT/6 146.1 6.4 137.3 1 96 95 P 8 See Image 1 FG DT/6 148.6 4.7 141.9 1 99 95 P Lab Max. Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test 16 # (pcf) M M Method 1-4430A CSBC Granite-Mandan Pit(D-217) 143.5 7.6 64 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Instro/3500/3052 M/D Standard Count: 425/3112 Comments: FG - Finished grade prior to asphalt or concrete paving GeoTest was on site as requested to provide in-place density testing at the above locations. All locations and elevations are approximate and were provided by the contractor. Prior to our arrival, the contractor had re-graded 6 to 8" crushed aggregate and compacted with a large single drum vibratory roller prior to concrete and asphalt paving. All tests met compaction requirements. GeoTest will return for further inspection as requested. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc-com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FD024 CONTRACTOR: Big-D Construction PAGE#: 2 of 3 If I i Image 1. Approximate in-place density testing ( _ locations. 3 ; 5 I . 6 IF � a.� Image 2. Southwestern concrete paving subgrade � prior to finish rolling (looking northwest). ;PP .,.zl zx GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: FD024 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 Image 3. Eastern paving subgrade finish rolling compaction efforts (looking northwest). ?.. 51.5276 GEOT E S T I Oak Hart Bellingham I Arlington Oak Harbor www.geotest-inc.com Grout Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: G13001 PERMIT#: 2209 DATE: 5/30/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Placement Location: 8"CMU Perimeter Walls at Office, Line B.5& F/1 to 2.9, 1/6.5 to F. 0'-0"to 1'-8" Field Data: Eq. No. Supplier Smokey Point Concrete/Skagit Read Slump, in.(C143) 8.75 19 Mix# PG65030 Air Content, %(C231) NT Mix Description 6.5sk.Pea.30% Unit Weight,pcf(C138) NT Truck/Ticket# 6486/169739 Air Temperature,°F 52 Strength Required 2000 psi at 28 days Mix Temperature,°F(C1064) 68 18 Quantity Placed,cy 6.5 Field Cure Temperature,°F 54/83 Time Batched 9:38 A.M Water Added on Job,gals 10 Time Sampled 10:40 A.M Water Requested by Masons Laboratory Data: Lab Test Age Test Total Load Area Corr. Compressive No. (Days) Date (lbs) (in') Factor Strength (psi) Remarks 96835 7 06-06 37570 12.96 1.00 2900 3.55x3.65x6.53 96836 28 06-27 44090 11.87 1.00 3710 3.40 x 3.49 x 6.19 96837 28 06-27 46170 12.43 1.00 3710 3.51 x 3.54 x 6.20 96838 Hold 00-00 0 0.00 1.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference C1019/C39 Comments: GeoTest was on site as requested to inspect the reinforcing steel and grout placement at the office area. The reinforcing steel was in place and was found to conform with the project's structural drawings (sheets S101, S103, S104, S302. The grout was placed using a line pump. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. T 1.888.251.5276 Go F Bellingham Arlington I Oak Harbor www.geotest-inc-com Grout Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: GB001 CONTRACTOR: Big-D Construction PAGE M 2 of 2 `n r-. ❑n r - Grouting - 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Grout Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: GB002 PERMIT#: 2209 DATE: 8/22/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: John Silk Placement Location: Grids(1-3/135-F1)CMU Walls, Elevation 4'-12' Field Data: Eq. No. Supplier Smokey Point Concrete/Skagit Read Slump, in.(C143) 9.00 Mix# PG65030 Air Content, %(C231) NA Mix Description 6.5 Sack Grout Unit Weight,pcf(C138) NT Truck/Ticket# 79080/178715 Air Temperature,°F 67 Strength Required 2000 psi at 28 days Mix Temperature,°F(C1064) 73 Quantity Placed,cy 8 Field Cure Temperature,°F Time Batched 1:25 pm Water Added on Job,gals 0 Time Sampled 2:40 pm Water Requested by Laboratory Data: Lab Test Age Test Total Load Area Corr. Compressive No. (Days) Date (lbs) (in 2) Factor Strength (psi) Remarks 100482 7 08-29 23840 11.66 1.00 2040 2.38x2.45x6.58 100483 28 09-19 34410 11.79 1.00 2920 3.45x3.42x6.53 100484 28 09-19 32770 11.36 1.00 2880 3.36x3.38x6.68 100485 Hold 00-00 0 0.00 1.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size NA Reinforcement Conforms Yes n/t: not tested Test Reference C1019/C39 Comments: Reinforcement was in place per plan. Grout was placed via line pump and mechanically consolidated with a high cycle vibrator. AMENDED 8/30/19: Grout required strength changed to 2000 psi per the plan general notes for CMU. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. 51.5276 GEOT E S T I O' @k Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com Grout Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT M G13002 CONTRACTOR: Big-D Construction PAGE M 2 of 2 1Cfl - 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Grout Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: G13003 PERMIT#: 2209 DATE: 8/27/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Zach Click Placement Location: CMU Wall at Grid Lines(1-3/135-F1), El. 12-16' Field Data: Eq. No. Supplier Smokey Point Concrete/Skagit Read Slump, in.(C143) 8.00 16 Mix# PG65030 Air Content, %(C231) NT Mix Description 6.5 Sack with Pea Rock Unit Weight,pcf(C138) NT Truck/Ticket# 78443/179263 Air Temperature,°F 82 Strength Required 2000 psi at 28 days Mix Temperature,°F(C1064) 81 Z01 Quantity Placed,cy —9 Field Cure Temperature,°F Time Batched 12:25 PM Water Added on Job,gals 0 Time Sampled 1:00 PM Water Requested by Laboratory Data: Lab Test Age Test Total Load Area Corr. Compressive No. (Days) Date (lbs) (in 2) Factor Strength (psi) Remarks 100763 7 09-03 20330 13.32 1.00 1530 3.45x3.86x6.71 100764 28 09-24 32970 13.02 1.00 2530 3.73x3.49x6.47 100765 28 09-24 24460 14.28 1.00 1710 3.68x3.88x6.64 100766 Hold 00-00 0 0.00 1.00 0 Reinforcement Inspection Yes n/a: not applicable Specimen Size 4"X 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference C1019/C39 Comments: GeoTest was on site, as requested, to sample grout and to inspect steel reinforcement for the above noted CMU wall locations. Reinforcement was found to conform with approved project documents. Grout was placed via line pump and was mechanically consolidated. AMENDED 8/30/19: Grout required strength changed to 2000 psi per the plan general notes for CMU. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc-com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR001 PERMIT#: 2209 DATE: 4/8/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder INSPECTION OF:Continuous Footing at Grids A-G/3 and A/3-11 GeoTest on site for inspection of the footing referenced above. Reviewed reinforcing steel per schedule on S104. No step footing was built on A Line in accordance with RFI 9. All items inspected this day were in conformance with approved plans and drawings. Type WF3 Footing Rebar Layout i COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, r Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR003 PERMIT#: 2209 DATE: 5/9/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder INSPECTION OF:Slab on Grade,D-G/7-11,Thickened Slab E-G/10.3-10.7 GeoTest on site for inspection of the items referenced above. Reviewed reinforcing steel for both slabs per the call-out on S201. Noted that the thickened slab is called out to be 8" thick but was measured to be 7". Notified the contractor. GeoTest will verify correct dimensions prior to concrete placement. All other elements were in conformance with approved plans and details. Rebar Layout, Dobies Will be Set During Concrete Placement I P - a COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR004 PERMIT#: 2209 DATE: 5/14/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin INSPECTION OF: Reinforcing Steel Placement GeoTest was on site as requested to inspect the placement of the reinforcing steel at the following locations. Interior Slab On Grade at Line D to G/3 to 7. The reinforcing steel was in place and was found to conform with notes on sheet S101 and S201, schedules on S102 and details on S301 of the structural drawings. While onsite Geotest reinspected the area of the slab (E to G/10 to 10.75) which was mentioned in GeoTest's Inspection Report IR003 as being too thin. The contractor removed some subgrade material at this location to attain the required thickness of eight inches. See note two and three for photos of this location. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: IR004 CONTRACTOR: Big-D Construction PAGE M 2 of 3 Closure strip at the slab south side. r See the following photo for an _-- average edge thickness at this area. E to G/10 to 10.75. - �� 51.5276 GEOT E S T I O' @k Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT M IR004 CONTRACTOR: Big-D Construction PAGE M 3 of 3 i This form board is 7-1/2". The slab thickness at this location appears to be 8" + or - 1/2". e , 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR005 PERMIT#: 2209 DATE: 5/17/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin INSPECTION OF: Reinforcing Steel Placement of Interior Slab on Grade GeoTest was on site as requested to inspect the placement of the steel reinforcement for the building's six-inch thick slab on grade between grid lines A and D from 3 to 7. The reinforcement was in place and was found to have been installed in accordance with the notes on drawings S101 and S201, details and schedules on drawing S102 and details on drawing S301. The reinforcing steel mat will be placed on top of the dobies in front of the laser screed. AMENDED 5/20/19: Slab thickness corrected to six inches as noted above. Original report incorrectly indicated an eight inch slab. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc-com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: IR005 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 This photo shows the _ - reinforcing steel mat with the dobles. - 1 it This picture shows the west - •'' - side of the slab alone grid line k 3. The continuous footing and slab dowels (for the closure strip pour-back) can be seen P� at the right side of the picture. (�� 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR006 PERMIT#: 2209 DATE: 5/31/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Lynni Bennett INSPECTION OF:Tilt Up Panels: 10-14, 17-29,42-45,58,60-62 Reinforcement at the above-referenced locations conforms with the following exceptions: Slab dowels not installed Additional reinforcing steel around doorways not installed (Panels 13, 18, 22, 26, 42 & 60). Confirm the addition of these items prior to concrete placement. Note slab dowels not installed at the time of our site visit. f COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 1. -Arlington O@k Harbor vmw.geotest-inc-com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA -• - -00. • . - : . Additional reinforcing steel not installed around doorways at the time of our site visit. Ilk— / 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR007 PERMIT#: 2209 DATE: 6/7/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder INSPECTION OF:Tilt-Up Panels 9-29 Geotest on site for inspection of reinforcing steel for tilt-up panels 9-29. Reviewed spacing, bar size, splicing, and clearances per S204 and S205. Inspected items were in conformance with approved plans and drawings. _ Rebar Layout for the Tilt Up - ,.a �a Panels - ---- - Ikk I COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR008 PERMIT#: 2209 DATE: 6/14/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder INSPECTION OF:Tilt-Up Panels 1-8 and 42-44,46-57 GeoTest on site for inspection of the tilt-up panels referenced above. Reviewed reinforcing steel per S204 and S205. Panels 53 and 54 were found to be missing vertical bar per detail 3 on S205. GeoTest Notified the contractor who indicated that they will fix it. GeoTest will verify that the bar was added prior to concrete placement All other panels were in conformance with approved panels and drawings. AMENDED 6/18/19: Please see CB010 for conforming reinspection. es Panels 53 (Left) and 54 (Right), the 4' of Bar From the Edge of Each Panel is Missing Vertical #5 at 4" on Center = r1. T h COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR009 PERMIT#: 2209 DATE: 6/20/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder INSPECTION OF:Tilt-Up Panels 45,41-31,58-62 GeoTest on site for inspection of the tilt-up panels referenced above. Reviewed reinforcing steel per S204 and S205. Panel 31 had different bar place around the door block out than what was shown on the drawings, however, it was approved by the engineer in an email to Big D construction from CTS Structural Engineers on 6-20-19. All elements inspected were in conformance with approved plans and drawings. Panel 31, #3 ties at 6" on center were in place. The plans called for #4 horizontal bars at 18" on center, however, the ties were approved by the engineer. f `- 1 i r COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: IR010 PERMIT#: 2209 DATE: 7/10/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo INSPECTION OF: Interior Tilt-Up Panel Tie-Back Footings(GL A-G/3-11) GeoTest was on site requested to provide concrete reinforcement inspection services at the above locations. All locations are approximate and were provided by the contractor. While on site, all inspected reinforcement was found to be constructed in conformance with the general notes and details 102-106 on S301 of the approved structural plans (Figure 1). GeoTest will return for further inspection as requested. Figure 1. Interior tilt-up panel tie-back reinforcement for T _ footings (looking west). wf f - vfj COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: IR011 PERMIT#: 2209 DATE: 7/16/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin INSPECTION OF: Structural Steel Pre-Con Comments: GeoTest was on site as requested to meet with the project structural steel erector and review the project drawings.While on-site GeoTest verified welders were certified through Washington State Building Official Welder Certification Program. GeoTest's schedule and inspection timeline were discussed. GeoTest intends to inspect the roof ledger and joist seat to the panel embed plate welds. Some of the embed plates were cast in the concrete panels at the wrong elevation. The contractor will request direction from the project structural engineer. Welders and Certifications: Pavel P.Anton W15977 exp.10/1/19, Jennifer Metter W21351 exp.4/1/20, Jolen L. Stevens W22304 exp. 4/1/20, Kirt J. Despres W05117 exp.4/1/20&Christopher M.Vinzant exp. 10/1/19 COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR012 PERMIT#: 2209 DATE: 7/18/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Sean Rogerson INSPECTION OF: Reinforcing Steel for Slab on Grade GeoTest was on site as requested to observe reinforcing bar for the slab on grade from 1 to 3 line. Rebar was inspected and found to conform to the approved structural drawings. Dobies will reportedly be installed during concrete placement to facilitate the laser screed driving on the grade. The contractor was verbally notified of inspection results. Photo of the slab area inspected. - - a COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, r Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR013 PERMIT#: 2209 DATE: 8/20/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin INSPECTION OF: Reinforcing Steel Placement GeoTest was on site as requested to inspect the placement of the reinforcing steel at the buildings dock levelers along Line G and the closure strip along Lines A and 11. Placement of the reinforcing steel was as detailed at the closure strips and at the dock leveler except for the wall dowels which were still being installed at the time of our visit, see photo. The reinforcing steel was found to conform with the projects structural drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc-com 1 Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: IR013 CONTRACTOR: Big-D Construction PAGE M 2 of 2 Dock Levelers _ l. - PW Closure Strip 4 51.5276 GEOT E S T I O' @k Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: IR014 PERMIT#: 2209 DATE: 8/21/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Lynni Bennett INSPECTION OF:Slab Pourback Gridlines A/5.25-11,3/13.75-G,G/3-11, 11 A-G Reinforcing steel at the above-referenced locations generally conforms with the approved project specifications. Confirm proper ground clearances are in place at the time of final inspection immediately prior to concrete placement. i COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR015 PERMIT#: 2209 DATE: 8/29/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin INSPECTION OF: Reinforcing Steel Placement Comments: Geotest was on site as requested to inspect the reinforcing steel at the interior slab on grade pour-backs at the buildings south and west sides(Line 3 and G). The reinforcing steel was in place and was found to conform with notes on S101, schedule on S102 and details on S301. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: IR016 PERMIT#: 2209 DATE: 9/4/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder INSPECTION OF:Slab North Perimeter Pour Back Strip GeoTest on site for inspection of the items referenced above. Reinforcing steel was reviewed per structural drawings. Bar placement matched the existing slab. All elements were in conformance with approved plans and drawings. Rebar Layout for the Pour - Back Strip o COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR017 PERMIT#: 2209 DATE: 12/3/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Sean Rogerson INSPECTION OF:Concrete Slab Moisture Inspection GeoTest was on site to install slab floor moisture tests at areas indicated by the general contractor. These areas included the main office from 1 to 3 Line and the shipping/receiving area between 5.6 and 7 Line. Thirteen new probes were installed on this date in the following rooms: Room # Probe Serial # D104 Y364134 D100 Y365085 D108 Y366180 B129 Y366245 B130 Y364410 B132 Y365037 B125 Y365243 B136 Y364203 B100 Y365163 B116 Y366185 B102 Y366132 B113 Y366251 B106 Y366306 GeoTest installed Wagner Rapid RH probes at random locations throughout the areas indicated by the contractor as requiring testing, with a frequency conforming to ASTM F2170. All slab thicknesses were determined from the structural drawings. GeoTest will return to collect readings from the probes after a minimum of 24 hours. A Rapid RH Easy Reader will be used to read the data. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com 1 Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: IR017 CONTRACTOR: Big-D Construction PAGE M 2 of 3 ----- - - Image indicating the locations of floor moisture probes installed on this date in area B. ,.: <::=<:.: c��ce }} TEM1 CEFI FFI 811, ,,•••• &l5 o [Fe � B116 BI00 r� ELBELTCL BIOI T. F BI - &36 8195, TRB Z 0139 �ORRIPiRi SETTLE B BI�4 n &31 n 5 LOGYEfiS B35 BIffi ":+IfiFr .. STORn6E I ___ U'XSEREIKE____ V I_ ______-_-.- Si II IF BI.9 i 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com 1 Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: IR017 CONTRACTOR: Big-D Construction PAGE M 3 of 3 I Image indicating the locations of floor moisture probes - BREAK O installed on this date in area °°g ORRID .'OFFICE- D. _ DI00 15IO2 ELECT B DI03 Li I JANITOR - "WGTREN- DIOI � SNIPPING/ 1. REGEIVIN& DIOI I OFFICE D104 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: IR018 PERMIT#: 2209 DATE: 12/4/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Sean Rogerson INSPECTION OF: Concrete Slab Moisture Inspection Comments: GeoTest was on site as requested by the general contractor to collect readings on slab floor moisture probes previously installed.The probes used were all Wagner Meters Rapid RH smart sensors; a Rapid RH Easy Reader was used to read the data. The probes were read with the following results: Room# Probe Serial# RH % Temp(°F) D104 Y364134 95 53 D100 Y365085 97 54 D108 Y366180 97 55 B100 Y365163 97 62 B102 Y366132 97 64 B106 Y366306 96 62 B113 Y366251 97 63 B116 Y366185 96 67 B125 Y365243 96 62 B129 Y366245 99 61 B130 Y364410 Error B132 Y365037 95 62 B136 Y364203 96 62 Ambient conditions within the building at the time readings were taken were approximately 55% RH, 667 in area B and 71% RH, 64°F in area D. Several pH readings were taken all recording a pH of 9. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR019 PERMIT#: 2209 DATE: 12/11/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: John Silk INSPECTION OF:Concrete Slab Moisture Inspection GeoTest was on site as requested by the general contractor to collect readings on slab floor moisture probes previously installed. The probes used were all Wagner Meters Rapid RH smart sensors; a Rapid RH Easy Reader was used to read the data. The probes were read with the following results: Room # Probe Serial # RH % Temp (°F) D104 Y364134 97 69 D100 Y365085 99 69 D108 Y366180 99 65 B100 Y365163 Tiled Over B102 Y366132 99 67 B106 Y366306 98 64 B113 Y366251 99 65 B116 Y366185 99 67 B125 Y365243 99 63 B129 Y366245 99 62 B130 Y364410 Error B132 Y365037 97 65 B136 Y364203 99 64 Ambient conditions within the building at the time readings were taken were approximately 50% RH, 68°F in area B and 68% RH, 67°F in area D. Several pH readings were taken all recording a pH of 8. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc-com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: IR019 CONTRACTOR: Big-D Construction PAGE M 2 of 3 ro 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com 1 Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: IR019 CONTRACTOR: Big-D Construction PAGE M 3 of 3 1 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: IR020 PERMIT#: 2209 DATE: 12/16/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Sean Rogerson INSPECTION OF: Concrete Slab Moisture Inspection Comments: GeoTest was on site as requested by the general contractor to collect readings on slab floor moisture probes previously installed.The probes used were all Wagner Meters Rapid RH smart sensors; a Rapid RH Easy Reader was used to read the data. The probes were read with the following results: Room# Probe Serial# RH % Temp(°F) D100 Y365085 99 69 D104 Y364134 96 65 D108 Y366180 99 68 B100 Y365163 Tiled Over B102 Y366132 98 70 B106 Y366306 99 67 B113 Y366251 99 68 B116 Y366185 99 70 B125 Y365243 99 68 B129 Y366245 99 66 B130 Y364410 Error B132 Y365037 97 71 B136 Y364203 98 68 Ambient conditions within the building at the time readings were taken were approximately 38% RH, 70°F in area B and 37% RH, 69°F in area D. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: IR021 PERMIT#: 2209 DATE: 12/19/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo INSPECTION OF: Slab Moisture Inspection Comments: GeoTest was on site as requested by the general contractor to collect readings on slab floor moisture probes previously installed.The probes used were all Wagner Meters Rapid RH smart sensors; a Rapid RH Easy Reader was used to read the data. The probes were read with the following results: Room# Probe Serial# RH % Temp (°F) D100 Y365085 Error/Dirty D104 Y364134 Error/Dirty D108 Y366180 99 66 B100 Y365163 Tiled Over B102 Y366132 99 71 B106 Y366306 Error/Dirty B113 Y366251 99 68 B116 Y366185 99 70 B125 Y365243 Error/Dirty B129 Y366245 99 62 B130 Y364410 Error/Dirty B132 Y365037 97 73 B136 Y364203 99 68 Ambient conditions within the building at the time readings were taken were approximately 36% RH, 697 in area B and 42% RH, 62°F in area D. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: IR022 PERMIT#: 2209 DATE: 12/23/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo INSPECTION OF:Concrete Slab Moisture GeoTest was on site as requested by the general contractor to collect readings on the second round of slab floor moisture probes previously installed on December 19th, 2019. The probes used were all Wagner Meters Rapid RH smart sensors; a Rapid RH Easy Reader was used to read the data. The probes were read with the following results: Room # Probe Serial # RH % Temp (°F) D100 Y364817 97 65 D101 Y363991 Error D108 Y365213 98 64 B102a Y366285 98 70 B102b Y366386 99 71 B103 Y364989 98 69 B107 Y364054 99 67 B125 Y366240 98 65 B130a Y365145 94 67 B130b Y364732 98 70 B132 Y365170 96 72 B135 Y365358 97 74 B137 Y366319 98 70 Ambient conditions within the building at the time readings were taken were approximately 40% RH, 77°F in Area B and 48% RH, 66°F in Area D. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc-com 1 Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: IR022 CONTRACTOR: Big-D Construction PAGE M 2 of 2 b A301 5 / Image 1. Approximate ° Y. 2,015 s.F. WMIDW installation locations of the oDM 5 8 second round of floor moisture 51 e probes in Area D. -- b-E Q3 56 D P3 p 5l 1 .• - -t - SMiGRN6/ Q •- I as"' 59 4 E A"� A301 _ A301 0 0 B I Awl I l 6 14 i 1 I 1 Image 2. Approximate installation locations of the second round of floor moisture probes in Area B. '5;rr33 1�� i 4 62 MAIN 1rL i2b%S- 1 - � r-.r. LA 1 15 � 1 1 1 Rif, +o- 21 I 1 1 1 ' � 4 _.. � I 1 I 1 I 1 I - - 1 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: IR023 PERMIT#: 2209 DATE: 12/30/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Sean Rogerson INSPECTION OF: Concrete Slab Moisture Inspection Comments: GeoTest was on site as requested by the general contractor to collect readings on slab floor moisture probes previously installed on December 19th, 2019. The probes used were all Wagner Meters Rapid RH smart sensors; a Rapid RH Easy Reader was used to read the data. The probes were read with the following results: Room# Probe Serial# RH % Temp(°F) D100 Y364817 99 66 D101 Y363991 99 67 D108 Y365213 99 63 B102a Y366285 99 70 13102b Y366386 99 72 B103 Y364989 99 69 B107 Y364054 99 68 B125 Y366240 99 72 B130a Y365145 94 67 B130b Y364732 99 71 B132 Y365170 96 72 B135 Y365358 98 75 B137 Y366319 99 71 Ambient conditions within the building at the time readings were taken were approximately 35% RH, 73°F in area B and 49% RH, 63°F in area D. See GeoTest's Inspection Report IR022 dated 12-23-19 for a plan showing the locations of probes. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: IR024 PERMIT#: 2209 DATE: 1/3/2020 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo INSPECTION OF: Concrete Slab Moisture Comments: GeoTest was on site as requested by the general contractor to collect readings on slab floor moisture probes previously installed on December 19th, 2019. The probes used were all Wagner Meters Rapid RH smart sensors; a Rapid RH Easy Reader was used to read the data. The probes were read with the following results: Room# Probe Serial# RH % Temp(°F) D100 Y364817 99 67 D101 Y363991 Error D108 Y365213 99 63 B102a Y366285 99 70 13102b Y366386 99 73 B103 Y364989 99 69 B107 Y364054 99 68 B125 Y366240 99 72 B130a Y365145 94 67 B130b Y364732 99 71 B132 Y365170 97 73 B135 Y365358 98 72 B137 Y366319 99 71 Ambient conditions within the building at the time readings were taken were approximately 42% RH, 69°F in Area B and 44% RH, 70°F in Area D. See GeoTest's Inspection report IR022 dated 12-23-19 for a plan showing the locations of probes. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: IR025 PERMIT#: 2209 DATE: 1/8/2020 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo INSPECTION OF: Slab Moisture Comments: GeoTest was on site as requested to collect readings on slab floor moisture probes previously installed on December 19th, 2019.The probes used were all Wagner Meters Rapid RH smart sensors; a Rapid RH Easy Reader was used to read the data.The probes were read with the following results: Room# Probe Serial# RH % Temp(°F) D100 Y364817 99 72 D101 Y363991 Error D108 Y365213 99 71 B102a Y366285 98 70 B102b Y366386 99 74 B103 Y364989 98 70 B107 Y364054 99 69 B125 Y366240 99 73 13130a Y365145 99 69 B130b Y364732 99 72 B132 Y365170 97 73 B135 Y365358 98 72 B137 Y366319 99 73 Ambient conditions within the building at the time readings were taken were approximately 32%% RH, 75.7°F in area B and 38% RH, 74.5°F in area D. See GeoTest's Inspection Report IR022 dated 12-23-19 for a plan showing the locations of probes. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Inspection Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: IR026 PERMIT#: 2209 DATE: 1/14/2020 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo INSPECTION OF: Slab Moisture Comments: GeoTest was on site as requested by the general contractor to collect readings on slab floor moisture probes previously installed on December 19th, 2019. The probes used were all Wagner Meters Rapid RH smart sensors; a Rapid RH Easy Reader was used to read the data. The probes were read with the following results: Room# Probe Serial# RH % Temp(°F) D100 Y364817 98 72 D101 Y363991 Error D108 Y365213 99 69 B102a Y366285 99 69 13102b Y366386 99 73 B103 Y364989 98 70 B107 Y364054 99 68 B125 Y366240 99 71 B130a Y365145 99 68 B130b Y364732 98 70 B132 Y365170 97 71 B135 Y365358 97 72 B137 Y366319 98 72 Ambient conditions within the building at the time readings were taken were approximately 28% RH, 74°F in Area B and 30% RH, 68°F in Area D. See GeoTest's Inspection Report IR022 dated 12-23-19 for a plan showing the locations of probes. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 9 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com MASONRY INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: M1001 PERMIT#: 2209 DATE: 8/20/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Item(s) Inspected Location Elevation Reinforcing Steel and Grout Placement Line B5 and F1/1 to 3, 1/13.5 to FA 4'to 8' Reference Drawings: Structural Drawings Items Inspected Comments Weather Conditions Overcast,Dry,67 Material Conditions Satisfactory Reinforcement /� As Detailed Grout Space Clear Grouting Procedures /� Line Pumped 8 Yards of Course Grout Mix#PG65030 Mechanical Consolidation /� Yes Test Specimens Grout Was Not Sampled Periodic Inspection V Continuous Inspection ❑ The above items were conforming V Nonconforming Items(see below) U Comments: GeoTest was on site as requested to inspect the placement of the reinforcing steel and grout at the above CMU walls. The reinforcing steel was placed in accordance with the project structural drawings. The grout was placed using a line pump and was mechanically consolidated. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, r Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. Geotest will not be responsible for layout of embeds and/or structure dimensions and locations. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com MASONRY INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: M1001 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 South Wall Facing North: Photo shows a wall section with a control joint and jamb reinforcement. - i' 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com MASONRY INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: M1002 PERMIT#: 2209 DATE: 8/22/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: John Silk Item(s) Inspected Location Elevation CMU Walls Grids(1-3/135-F1) 4'0"-12'0" Reference Drawings: S201 Items Inspected Comments Weather Conditions Sunny 60's Material Conditions Dry Reinforcement /� #5 Bars at 48"o.c.u.n.o. Grout Space Clear Grouting Procedures /� 8 Cubic Yards of Smokey Point Mix PG65030,6.5 Sack Pea Mechanical Consolidation /� High Cycle Vibratory Test Specimens Prisms(2 Sets)and Grout Periodic Inspection Continuous Inspection V The above items were conforming V Nonconforming Items(see below) U Comments: Reinforcement was in place per plan. Grout was placed via line pump and mechanically consolidated with a high cycle vibrator. Two sets of prisms were made for the 2,500 psi F'm requirement, see report PB001 dated 8/22/2019. One grout sample was also taken, see report GB002 dated 8/22/2019. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, r Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. Geotest will not be responsible for layout of embeds and/or structure dimensions and locations. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc-com 1 MASONRY INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: M1002 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 P 10 � f 51.5276 GEOT E S T I Oak Hart Bellingham I Arlington Oak Harbor vvww.geotest-i nc.com MASONRY INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: M1003 PERMIT#: 2209 DATE: 8/29/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Item(s) Inspected Location Elevation 8"CMU Walls: Reinforcing Steel&Grout Placement Line B.5 to F/1 to 3 Top 3'-8" Reference Drawings: S101, S103, S104, S201, S202, S302 Items Inspected Comments Weather Conditions Mostly Cloudy,69 Degrees Material Conditions Satisfactory Reinforcement /� In Place Per Plan Grout Space Adequate Grouting Procedures /� Line Pumped 7 Yards of Course Grout Mix Number PG65300 Mechanical Consolidation /� Yes Test Specimens No Samples Were Taken Periodic Inspection V Continuous Inspection ❑ The above items were conforming V Nonconforming Items(see below) U Comments: GeoTest was on site as requested to inspect the above items. The reinforcing steel was in place as detailed in the project structural drawings. The grout was line pumped filling all reinforced cells. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. Geotest will not be responsible for layout of embeds and/or structure dimensions and locations. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com MASONRY INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: M1004 PERMIT#: 2209 DATE: 9/12/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: John Silk Item(s) Inspected Location Elevation Hollow Brick Wall 7 Line Wall 0'-6' Reference Drawings: Sheet SP100, Detail on 119/S301 Items Inspected Comments Weather Conditions Overcast,60's Material Conditions Dry Reinforcement /� #5 Bars at 48"On Center Grout Space Mortar Fins Were Removed Grouting Procedures /� 5 Cubic Yards of Smokey Point Mix PG70030,7 Sack Pea Mechanical Consolidation High Cycle Vibratory Test Specimens ❑ None Taken Periodic Inspection V Continuous Inspection ❑ The above items were conforming V Nonconforming Items(see below) ❑ Comments: Reinforcement was in place per plan. Grout was placed via line pump and mechanically consolidated with a high cycle vibrator. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. Geotest will not be responsible for layout of embeds and/or structure dimensions and locations. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com 1 MASONRY INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: M1004 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 l b' 4 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com MASONRY INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: M1005 PERMIT#: 2209 DATE: 9/23/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: John Silk Item(s) Inspected Location Elevation Hollow Brick Wall Southwest Building Corner, South Half of Wall 0'-9'4" Reference Drawings: S301, Detail 119 Items Inspected Comments Weather Conditions Overcast 55° Material Conditions Covered Reinforcement /� #5 Bars at 48"On Center Grout Space Mortar Fins Removed Grouting Procedures /� 7.5 Cubic Yards of Smokey Point PG70020 Grout Mix Mechanical Consolidation High Cycle Vibratory Test Specimens 0 None Taken Periodic Inspection Continuous Inspection V The above items were conforming V Nonconforming Items(see below) Comments: Reinforcement was in place per plan. Grout was placed via line pump and was mechanically consolidated with a high cycle vibrator. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. Geotest will not be responsible for layout of embeds and/or structure dimensions and locations. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com 1 MASONRY INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: M1005 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 4 Y c f 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com MASONRY INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: M1006 PERMIT#: 2209 DATE: 10/17/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Carl Reynolds Item(s) Inspected Location Elevation Gate CMU Block Wall South End of Gate Along 59th Dr NE 0'-6' Gate CMU Block Wall North End of Gate Along 59th Dr NE 0'-6' Perimeter CMU Block Wall 59th Dr NE to 45 Feet East 0'-6' Reference Drawings: Detail 119/S301 Items Inspected Comments Weather Conditions Light Rain Material Conditions 8"CMU Block Wall Reinforcement /� As Per Detail 119/S301 Grout Space Clear of Mortar Fins Grouting Procedures /� 11 Cubic Yards of Smokey Point Grout Mix#PG70030 Placed by Pump Mechanical Consolidation Mechanical Consolidation Test Specimens None Periodic Inspection V Continuous Inspection ❑ The above items were conforming V Nonconforming Items(see below) U Comments: Monitored placement of 11 cubic yards of Smokey Point Grout mix #PG70030 at 8-inch CMU block walls for gate entrance and perimeter wall 59th Ave. east approx. 45 feet, full height of the wall. Grout placed by grout pump and was mechanically consolidated using an electric vibrator. Reinforcing steel inspected prior to grout placement and was found to be installed according to contract documents. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. Geotest will not be responsible for layout of embeds and/or structure dimensions and locations. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com 1 MASONRY INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: M1006 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Mechanical Consolidation of Grout - — D T l 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr vvww.geotest-i nc.com Composite Prism Compressive Strength Test Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington, WA REPORT#: P13001 PERMIT#: 2209 DATE: 8/22/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: John Silk Placement Location: Grids (1-3/135-F1)CMU Walls, Elevation 4'-12' Field Data: Eq. No. Prism Type Grouted Time Grout Batched 1:25 pm Unit Type N-1 Time Grout Sampled 2:40 pm Mortar Type S Grout Slump,in.(C143) 9.00 Grout Mix# PG65030 Air Temperature,°F 67 Grout Supplier Smokey Point Concrete/Skagit Read Grout Temperature,°F(C1064) 73 Strength Required,fm 1500 psi at 28 days Field Cure Temperature, °F NA Laboratory Data: Lab Test Age Test Total Load Area Corr. Compressive No. (Days) Date (Lbs.) (in 2) Factor Strength (psi) Remarks 100479 7 08-29 141740 54.96 1.00 2580 8x8x16 block 100480 28 09-19 167090 56.14 0.88 2620 8x8x16 block 100481 28 09-19 186560 54.28 0.88 3020 8x8x16 block 100491 7 08-29 137100 54.52 1.00 2510 4x8x16 block 100492 28 09-19 145160 55.48 1.00 2620 4x8x16 block 100493 28 09-19 143320 54.96 1.00 2610 4x8x16 block Reinforcement Inspection Yes n/a: not applicable Specimen Size Prism Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C1314/C39 Comments: Reinforcement was in place per plan. Grout was placed via line pump and mechanically consolidated with a high cycle vibrator. AMENDED 8/30/19: F(m) required strength changed to 1500 psi per the plan general notes for CMU. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, r Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. 1.888.251.5276 GEOTEST Bellingham Arlington O@k Harbor www.geotest-inc-com PROJECT: Composite Prism Compressive Strength Test Report • • •. • • • . JOB 1:4 CLIENT: Swire Coca-Cola, '• ' :11 • • ' : •-D Construction PAGE M 2 of I / A � f I - 1 � � 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave. NE. Unit A.Arlington, WA 98223 CMG OTG'ST phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 Soil Observation Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: S0002 PERMIT#: DATE: 3/11/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo OBSERVATION OF:Building Pad Structural Fill GeoTest Services, Inc. was on site as requested to provide in-place density testing on native structural fill for the building pad. Upon our arrival, native fill had been excavated from the southern perimeter of the site and transported to the building pad area for grading via dozer (Figure 1). Fill was then compacted with two single-drum vibratory rollers (Figure 2). Per the contractor, the first lift of material placed ranged from 18 inches deep in the west to 12 inches deep in the east. While on-site GeoTest observed sandier soils than what had been previously sampled and tested. Due to the change in soil composition, no in-place density tests were recorded, and an additional sample was taken and rushed for laboratory testing per the contractor (Sample 4354A - Figure 3). GeoTest will return for in-place density testing at a future date with a more representative proctor as requested. Figure 1. Excavation of native structural fill from the southern , perimeter of the site for building pad (looking northeast). ", COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GeoTest's representatives are on-site to observe,test and provide recommendations. The Contractor retains sole responsibility for the methods, operations and sequences of construction,including obtaining approval from the design authority and owner prior to proceeding with any change in the work scope and/or any associated costs. 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 00Y GG OTG ST 20611 67th Ave. NE. Unit A.Arlington, WA 98223 phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 lqft Soil Observation Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT M S0002 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Figure 2. The placement, gradation, and compaction process of the native structural fill for the building pad (looking A northeast). Figure 3. Transported and dumped stockpiles of native structural fill in which sample 4354A was extracted from (looking northeast). `� _ 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave. NE. Unit A.Arlington, WA 98223 CMG OTG'ST phone:(360) 733.7318 toll free:(888)251.5276 fax:(360) 733.7418 Soil Observation Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: S0003 PERMIT#: DATE: 3/18/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo OBSERVATION OF: Building Pad Structural Fill Compaction GeoTest Services, Inc. was on-site as requested to observe native structural fill being used to raise grades for the building pad. In-place density test results from previous Field-Density Moisture reports (FD002 & FD003) indicate unsatisfactory compaction within the building pad. Upon our arrival, the contractor had attempted to re-compact the building pad with a static single-drum roller. GeoTest observed that the soils were lower than the optimum moisture content on this date. During our site visit, we discussed our previous results with Big-D Construction and Coast Construction. Coast Construction has scheduled GeoTest for in-place density testing of failing compaction areas on March 19th, 2019. Coast indicated a water truck will be on site during our next visit for moisture conditioning of dry soils. GeoTest will return for further inspection and observation as requested. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GeoTest's representatives are on-site to observe,test and provide recommendations. The Contractor retains sole responsibility for the methods, operations and sequences of construction,including obtaining approval from the design authority and owner prior to proceeding with any change in the work scope and/or any associated costs. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Soil Observation Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: S0004 PERMIT#: 2209 DATE: 4/22/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo OBSERVATION OF: Imported Structural Fill GeoTest was on site as requested to provide soil observation and sampling services. Upon our arrival, stockpiles of crushed 1.25" minus from Smokey Point Concrete pit had been placed near the eastern perimeter of the building pad. Sample 4417A was taken directly from the stockpiles for rushed laboratory testing as requested. It is our understanding that this material will be utilized as capillary break material throughout most of the building pad. While on site, this material was undergoing grading into the northeastern corner of the building pad. GeoTest will return for further inspection and observation as requested. Figure 1. Stockpiles and lu grading processes of crushed 1.25" minus on the eastern half of the building pad (looking northwest). COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GeoTest's representatives are on-site to observe,test and provide recommendations. The Contractor retains sole responsibility for the methods, operations and sequences of construction,including obtaining approval from the design authority and owner prior to proceeding with any change in the work scope and/or any associated costs. 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Soil Observation Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: S0005 PERMIT#: 2209 DATE: 4/30/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tristan Coragiulo OBSERVATION OF:CSBC Capillary Break Lift Thickness CSBC - Crushed Surfacing Base Course GeoTest was on site as requested to verify lift thicknesses of CSBC being utilized as a capillary break for the building pad. Per the structural drawings and specifications, the capillary break lift thickness is to be 6" While on site, GeoTest measured a 6" thick lift in places where capillary break CSBC had been placed, graded, and compacted. These measurements and observations are consistent with the project specifications and drawings. GeoTest will return for further inspection and observation as requested. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GeoTest's representatives are on-site to observe,test and provide recommendations. The Contractor retains sole responsibility for the methods, operations and sequences of construction,including obtaining approval from the design authority and owner prior to proceeding with any change in the work scope and/or any associated costs. 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Soil Observation Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: S0005 CONTRACTOR: Big-D Construction PAGE#: 2 of 2 Figure 1. 6" CSBC capillary break lift measurement, conforming to project specifications and drawings (looking south). 4,. - ... �.p wb, �` 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com Soil Observation Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: S0006 PERMIT#: 2209 DATE: 7/30/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Joel Morder OBSERVATION OF: East and North Perimeters of the Parking Lot Subgrade GeoTest on site for inspection of the areas referenced above. Observed a proof roll conducted with a fully loaded 4000-gallon water truck. GeoTest randomly probed with a 3/8" T probe under full weight, achieving an average of 4-5" penetration. Subgrade appeared to be firm and stable. Native material consisted of coarse granular sand with gravel. Proofroll in Progress . d IOWA COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GeoTest's representatives are on-site to observe,test and provide recommendations. The Contractor retains sole responsibility for the methods, operations and sequences of construction,including obtaining approval from the design authority and owner prior to proceeding with any change in the work scope and/or any associated costs. 51.5276 GEOT E S T I O' @k Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com Soil Observation Report PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: S0007 PERMIT#: 2209 DATE: 8/5/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Sean Rogerson OBSERVATION OF:Curb and Gutter Subgrade GeoTest was on-site as requested to provide observation and documentation of site soil conditions. Weather conditions at the time of our visit were sunny and in the 70's. GeoTest observed a proof roll performed by a fully loaded dump truck driving on the proposed curb and gutter subgrade. GeoTest observed the soil to be firm and unyielding; the soil appeared to be suitable for continued construction. The earthwork contractor was verbally notified of inspection results. 3��---�-- Image indicating the locations of curb subgrade observed on this date highlighted in green. - S t t� r - ; t I COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swireco.com,dspencer@safebuilt.com, /Reviewed by'✓ EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GeoTest's representatives are on-site to observe,test and provide recommendations. The Contractor retains sole responsibility for the methods, operations and sequences of construction,including obtaining approval from the design authority and owner prior to proceeding with any change in the work scope and/or any associated costs. T 1.888.251.5276 G V Bellingham I Arlington I Oak Harbor www.geotest-inc.com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: SS001 PERMIT#: 2209 DATE: 6/7/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 3 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Type of Inspection: Visual Welding Item(s) Inspected Location Visual Inspection of Shop Fabricated Embed Plates Roof Ledger,Girder and Joist Seats Embed Plates Visual Inspection of Shop Fabricated Embed Plates Panel to Panel Connection and Canopy Embed Plates Reference Drawing(s): S101,S104,S202,S204,S401,S402,S501 W Reference Welders Comments E Inspection Code Certification Welders Name/Cert. No. L AWS D1.1 IBC WABO ❑ D AWS D1.3 ❑ AISC 360, N /� AWS-SMAW ❑ I AWS D1.4 AISC 341,J ❑ AWS-FCAW N AWS D1.8 AWS-GMAW G Procedures ❑ B Reference O Inspection Code Type Verification Method Comments L IBC ASTM A307 ❑ Turn-of-Nut ❑ T AISC 360,N U ASTM A325 Cal.Torque Wrench ❑ I ASTM A490 ❑ Snug-Tight ❑ N DTI ❑ Other ❑ G Twist-Off ❑ The above items were conforming Qr Nonconforming Items(see below) ❑ Comments: GeoTest was on site for an inspection of the embed plates to be cast in concrete panels. GeoTest inspected material sizes, weld sizes, and profiles. All items did conform to the project's structural drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(06-14-19) 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc-com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: SS001 CONTRACTOR: Big-D Construction PAGE#: 2 of 3 1 Joist Embed Seat at Concrete Panel Wall �`` sw ■M s Steel Joist Girder Bearing at Precast Panel Joint Embed Plate r� 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: SS001 CONTRACTOR: Big-D Construction PAGE#: 3 of 3 r` 'r Deck Ledger Connection Plates at Concrete Panel GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: SS002 PERMIT#: 2209 DATE: 7/25/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Dan Weaver Type of Inspection: Visual Field Welding Item(s) Inspected Location 1/4"Fillet Welds at Roof Joist to Embed A&3-11 1/4"Fillet Welds at Roof Joist to Girder B-D&3-11 1/4"Fillet Welds at Girder to Column/Wall B-D&3-11 1/4"Fillet Welds at Ledger Angle to Embed 3&A-D,11&A-D Reference Drawing(s): S401 W Reference Welders Comments E Inspection Code Certification Welders Name/Cert. No. L AWS D1.1 he IBC be WABO Previously Verified D AWS D1.3 EJ AISC 360, N Fof AWS-SMAW I AWS D1.4 AISC 341,J AWS-FCAW N AWS D1.8 AWS-GMAW G Procedures B Reference O Inspection Code Type Verification Method Comments L IBC ASTM A307 Turn-of-Nut El T AISC 360,N U ASTM A325 Cal.Torque Wrench I ASTM A490 0 Snug-Tight El N DTI ❑ Other G Twist-Off The above items were conforming Qr Nonconforming Items(see below) Comments: GeoTest was on site to perform visual weld special inspection for the above single pass fillet welds. The single-pass fillet welds were visually found to conform with the approved plans and table 6.1 of the AWS D1.1. The bridging and remaining roof joist are in process and will be inspected once completed. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(08-08-19) 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc-com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: SS003 PERMIT#: 2209 DATE: 8/5/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Sean Rogerson Type of Inspection: Roof Deck Structural Attachment Item(s) Inspected Location Roof Decking Hilti Pins,Punchlock Seams,Edge Fastening Main Roof A/3 to G/11 Reference Drawing(s): Approved Structural Drawings W Reference Welders Comments E Inspection Code Certification Welders Name/Cert. No. L AWS D1.1 U IBC U WABO ❑ D AWS D1.3 AISC 360, N AWS-SMAW ❑ I AWS D1.4 AISC 341,J AWS-FCAW ❑ N AWS D1.8 L AWS-GMAW G Procedures ❑ B Reference Type Verification Method Comments O Inspection Code L IBC J ASTM A307 U Turn-of-Nut ❑ T AISC 360, N ASTM A325 ❑ Cal.Torque Wrench ❑ I ASTM A490 ❑ Snug-Tight ❑ N DTI ❑ Other ❑ G Twist-Off ❑ The above items were conforming Qr Nonconforming Items(see below) ❑ Comments: GeoTest was on site to provide special inspection of the steel roof decking diaphragm for the main roof. Hilti pins and seam punch locks were complete per plan. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirecc.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(08-08-19) 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc-com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: SS004 PERMIT#: 2209 DATE: 8/6/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Type of Inspection: Steel Decking Item(s) Inspected Location Roof Deck:Hilti Powder Actuated Fasteners F.8 to G/8 to 9 Reference Drawing(s): Structural Drawings W Reference Welders Comments E Inspection Code Certification Welders Name/Cert. No. L AWS D1.1 U IBC WABO ❑ D AWS D1.3 AISC 360, N AWS-SMAW Ll I AWS D1.4 AISC 341,J AWS-FCAW N AWS D1.8 L AWS-GMAW G Procedures Ll B Reference Type Verification Method Comments O Inspection Code L IBC J ASTM A307 U Turn-of-Nut El T AISC 360, N ASTM A325 0 Cal.Torque Wrench El I ASTM A490 0 Snug-Tight El N DTI Other ❑ G Twist-Off The above items were conforming Qr Nonconforming Items(see below) Comments: GeoTest was on site as requested to inspect the above section of the steel roof deck. This section had not been completed at the time of our previous visit. The contractor has now completed installing the buildings steel decking at the main roof. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,DReid@swirece.com,dspencer@safebuilt.com, Reviewed by EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirecc.com,Jbrooks@big- d.com,kfoster@arlingtonwa.gov,kimf@kdf-architects.com...and 7 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(08-16-19) GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: SS005 PERMIT#: 2209 DATE: 8/16/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 2 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Type of Inspection: Visual Field Welding Item(s) Inspected Location Girder to Column Welded Connections Roof:Line E and F Joist to Girder Welded Connections Roof:Line E and F Joist to Joist Seat Welded Connections Roof:Line G Joist Seat to Embed Plate Welded Connections Roof:Line G Bent Plate Ledger to Embed Plate&Splice Connections Roof:Line 11/D to G,31D to G,G/3 to 11 Joist Bridging Welded Connections Roof:Line A to G/3 to 11 Diagonal Bracing(Kickers)Welded Connections Roof:Line F.9 to G13 to 11 Reference Drawing(s): S104,S401,S501 W Reference Welders Comments E Inspection Code Certification Welders Name/Cert. No. L AWS D1.1 /e IBC be WABO he WABO Certifications Verified D AWS D1.3 ❑ AISC 360, N Fof AWS-SMAW El I AWS D1.4 AISC 341,J ❑ AWS-FCAW if N AWS D1.8 AWS-GMAW ❑ G Procedures ❑ B Reference O Inspection Code Type Verification Method Comments L IBC ASTM A307 ❑ Turn-of-Nut ❑ T AISC 360,N U ASTM A325 Cal.Torque Wrench ❑ I ASTM A490 ❑ Snug-Tight ❑ N DTI ❑ Other ❑ G Twist-Off ❑ The above items were conforming Qr Nonconforming Items(see below) ❑ Comments: GeoTest was on site as requested to visually inspect the above items. All items listed above were found to be in conformance with the project drawings. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, r Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(08-26-19) 51.5276 G EOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB M 18-0841 CLIENT: Swire Coca-Cola, USA REPORT#: SS005 CONTRACTOR: Big-D Construction PAGE M 2 of 2 The joist was welded to the seat and seat was welded to embed plate at Line G. L ;_ i • Girder welded to columns top plate at Line 11. GMYT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: SS006 PERMIT#: 2209 DATE: 9/5/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Tim Martin Type of Inspection: Visual Field Welding Item(s) Inspected Location Joist to Girder Line 2/B.5 to F Joist to Joist Seats Line 3/B.5 to F Joist Seat to Embed Plate in Concrete Panel Line 3/B.5 to F Girder to Column Line 2 Girder to Embed Plate at CMU Wall Pocket Line 1/B.5 to F Ledger to Embed Plates&Ledger Splices Line 1,3 and F Joist Bridging Line 1 to 3/6.5 to F Joist to Embed Plates at CMU Wall Pockets Line 1/B.5 to F Reference Drawing(s): S104,S401 W Reference Welders Comments E Inspection Code Certification Welders Name/Cert. No. L AWS D1.1 he IBC be WABO Previously Verified D AWS D1.3 ❑ AISC 360, N Fof AWS-SMAW Fmf I AWS D1.4 AISC 341,J AWS-FCAW N AWS D1.8 AWS-GMAW G Procedures B Reference O Inspection Code Type Verification Method Comments L IBC ASTM A307 ❑ Turn-of-Nut ❑ T AISC 360,N U ASTM A325 Cal.Torque Wrench ❑ I ASTM A490 0 Snug-Tight El N DTI ❑ Other G Twist-Off ❑ The above items were conforming Qr Nonconforming Items(see below) ❑ Comments: GeoTest was on site as requested to inspect the above welded connections. The single pass fillet welds were found to be in conformance with the project structural drawings. The contractor plans to schedule a follow-up inspection to look at the roof deck and the deck ledger at line 13.5. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EdcS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(09-17-19) 51.5276 GEOT E S T I O' @k Harbor Bellingham I Arlington Oak Harborr www.geotest-inc.com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Distribution Center Expansion-Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA REPORT#: SS007 PERMIT#: 2209 DATE: 9/6/2019 CLIENT: Swire Coca-Cola, USA PAGE#: 1 of 1 CONTRACTOR: Big-D Construction INSPECTOR: Dan Weaver Type of Inspection: Roof Deck Structural Attachment Item(s) Inspected Location Roof Decking Hilit Pins X-HSN 24 Roof Deck at 1-3&3.5-F1 Reference Drawing(s): Approved Structural Drawings General Notes W Reference Welders Comments E Inspection Code Certification Welders Name/Cert. No. L AWS D1.1 U IBC U WABO ❑ D AWS D1.3 AISC 360, N AWS-SMAW ❑ I AWS D1.4 AISC 341,J AWS-FCAW ❑ N AWS D1.8 L AWS-GMAW G Procedures ❑ B Reference Type Verification Method Comments O Inspection Code L IBC J ASTM A307 U Turn-of-Nut ❑ T AISC 360, N ASTM A325 ❑ Cal.Torque Wrench ❑ I ASTM A490 ❑ Snug-Tight ❑ N DTI ❑ Other ❑ G Twist-Off ❑ The above items were conforming Qr Nonconforming Items(see below) ❑ Comments: GeoTest was on site to perform a special inspection for the above roof decking. The decking was installed and attached in accordance with project plans. The Hilti pins and punch lock seams were found to be complete in accordance with the manufacturers published instructions. COPIES:bldgdynamics@gmail.com,chumphrey@safebuilt.com,danf@kdf-architects.com,DReid@swirecc.com, Reviewed by dspencer@safebuilt.com,EricS@terravistanw.com,FMCnabb@big-d.com,grandon.rutter@big-d.com,jboettcher@swirec c.com,Jbrooks@big-d.com,kfoster@arlingtonwa.gov...and 8 more. This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(09-17-19) GEOTEST I Oak Bellingham �Arlington Oak Harbor www.geotest-inc.com SPECIAL INSPECTION SUMMARY PROJECT: Distribution Center Expansion -Swire Coca-Cola JOB#: 18-0841 ADDRESS: 59th Avenue NE,Arlington,WA 98233 DATE: 12-16-19 CLIENT: Swire Coca-Cola, USA PERMIT#: 2209 CONTRACTOR: Big-D Construction PAGE: 1 of 1 This letter summarizes our special inspection and testing efforts for the Distribution Center Expansion - Swire Coca-Cola project located in Arlington, Washington. GeoTest's services took place from March 5, 2019 through December 16, 2019. Our testing and inspections included the following scope of work: TEST/INSPECTION ITEM REFERENCE Field Density Moisture Reports FD001— • Earthwork FD024; Sieve Proctor Reports SP001—SP008 and Soil Observation Reports S0001—S0007 Concrete Break Reports CB001—CB032 and • Reinforced Concrete Inspection Reports IR001— IR016 Grout Break Reports GB001—GB003; Masonry • Structural Masonry Inspection Reports M1001—M1006 and Masonry Prism Break Report P13001 Miscellaneous Reports MR001 & MR002 and • Structural Steel Structural Steel Inspection Reports SS001— SS007 Adhesive Anchor Inspection Reports AA001- • Proprietary Anchors AA003 All work requiring special inspection for the project to date has been completed. To the best of our knowledge the inspected work is in conformance with the approved project plans and specifications and the applicable workmanship provisions of the International Building Code. All related laboratory tests performed by GeoTest have met or exceeded the minimum test requirements. Note that #4 rebar dowels were installed at G line footing intersection with ramp footings without special inspection (see report CB012 for details.) This is GeoTest's final special inspection and testing submittal forthe Distribution Center Expansion -Swire Coca-Cola project. If we can be of further assistance, please contact the undersigned. Copies: Swire Coca-Cola,USA Caruso Turley Scott,Inc KDF Architectual Group,LLC Coast Construction Group City of Arlington Terra Vista NW Big-D Construction Safe Built Logan Senrud Technical Director This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GMVT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Swire Project JOB#: 19-0621 ADDRESS: 5971 Guide Meridian, Bellingham,WA REPORT#: SS002 PERMIT#: 2209 DATE: 8/29/2019 CLIENT: Cascade Joinery PAGE#: 1 of 2 CONTRACTOR: Cascade Joinery INSPECTOR: Sean Rogerson Type of Inspection: Visual Welding at the Fabricator Item(s) Inspected Location HSS Columns-Base Plates&Beam Seats Mark#311735(2),311736(2),311515(2),311516(2) Beam Seats Mark#311511(4),311510(4) Reference Drawing(s): Fabricator Shop Drawings W Reference Welders Comments E Inspection Code Certification Welders Name/Cert. No. L AWS D1.1 /e IBC WABO he Pedro D Diaz-W21631 -7-1-20 p AWS D1.3 ❑ AISC 360, N /� AWS-SMAW El I AWS D1.4 AISC 341,J ❑ AWS-FCAW if IN AWS D1.8 AWS-GMAW ❑ G Procedures Cl B Reference O Inspection Code Type Verification Method Comments L IBC ASTM A307 ❑ Turn-of-Nut ❑ T AISC 360,N U ASTM A325 Cal.Torque Wrench ❑ I ASTM A490 ❑ Snug-Tight ❑ N DTI ❑ Other ❑ G Twist-Off ❑ The above items were conforming Qr Nonconforming Items(see below) ❑ Comments: GeoTest was on site to provide visual weld special inspection for fillet and CJP groove welds at the fabricator shop. The welds were visually found to conform with clause 6 of AWS D1.1 and the approved plans. COPIES:phil@cascadejoinery.com Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(09-06-19) 51.5276 G EOT E S T I O' @k Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 STRUCTURAL STEEL INSPECTION REPORT PROJECT: Swire Project JOB M 19-0621 CLIENT: Cascade Joinery REPORT#: SS002 CONTRACTOR: Cascade Joinery PAGE M 2 of 2 Photo of fillet and groove welds at a column cap beam ,� �►. , seat. - - - :-Mom GMVT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com STRUCTURAL STEEL INSPECTION REPORT PROJECT: Swire Project JOB#: 19-0621 ADDRESS: 5971 Guide Meridian, Bellingham,WA REPORT#: SS002 PERMIT#: 2209 DATE: 8/29/2019 CLIENT: Cascade Joinery PAGE#: 1 of 2 CONTRACTOR: Cascade Joinery INSPECTOR: Sean Rogerson Type of Inspection: Visual Welding at the Fabricator Item(s) Inspected Location HSS Columns-Base Plates&Beam Seats Mark#311735(2),311736(2),311515(2),311516(2) Beam Seats Mark#311511(4),311510(4) Reference Drawing(s): Fabricator Shop Drawings W Reference Welders Comments E Inspection Code Certification Welders Name/Cert. No. L AWS D1.1 /e IBC WABO he Pedro D Diaz-W21631 -7-1-20 p AWS D1.3 ❑ AISC 360, N /� AWS-SMAW El I AWS D1.4 AISC 341,J ❑ AWS-FCAW if IN AWS D1.8 AWS-GMAW ❑ G Procedures Cl B Reference O Inspection Code Type Verification Method Comments L IBC ASTM A307 ❑ Turn-of-Nut ❑ T AISC 360,N U ASTM A325 Cal.Torque Wrench ❑ I ASTM A490 ❑ Snug-Tight ❑ N DTI ❑ Other ❑ G Twist-Off ❑ The above items were conforming Qr Nonconforming Items(see below) ❑ Comments: GeoTest was on site to provide visual weld special inspection for fillet and CJP groove welds at the fabricator shop. The welds were visually found to conform with clause 6 of AWS D1.1 and the approved plans. COPIES:phil@cascadejoinery.com Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(09-06-19) 51.5276 G EOT E S T I O' @k Harbor Bellingham�Arlington Oak Harborr www.geotest-inc.com 1 STRUCTURAL STEEL INSPECTION REPORT PROJECT: Swire Project JOB M 19-0621 CLIENT: Cascade Joinery REPORT#: SS002 CONTRACTOR: Cascade Joinery PAGE M 2 of 2 Photo of fillet and groove welds at a column cap beam ,� �►. , seat. - - - :-Mom Sieve Analysis Test Report - C136/C117 O O O C C C C O O O O O O V O 100 so 80 70 w so ' LL z 50 w c W 40 c� 30 20 0 0 10 0 0 ' > 10 1 0.1 0 GRAIN SIZE-mm. +3" %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt 0 2 5 5 26 54 8 o SIEVE PERCENT SPEC.` PASS? Material Description SIZE FINER PERCENT (X=NO) Reference Geotech Report Dated June 12th,2018 2" 100 For Structural Fill 0 1" 99 Poorly graded sand with silt 3/4" 98 _ Atterberg Limits 3 1/2" 97 PL= LL= PI= 3/8" 96 Coefficients c #4 93 D90= 2.9383 D85= 1.1997 D60= 0.4051 #10 88 D50= 0.3327 D30= 0.2179 D15= 0.1220 a) #20 81 D10= 0.0892 Cu= 4.54 Cc= 1.31 a) #40 62 Classification #00 19 LISCS= AASHTO= � #200 7.6 Remarks oNo specification provided. a� ro e (no specification provided) 0 Location:Native-Sampled in-situ to compacted building pad E Sample Number:4368A Date: 03-19-19 o Client: Swire Coca-Cola,USA 141 Marine D-6 Project: Distribution Center Expansion-Swire Coca-Cola GeOTe ST .Goo saW��W Gooreslinc.�wn se. 59th Avenue NE,Arlington,WA 98233 fn Project No: 18-0841 Figure SP004 Tested By: JP/AH Checked By: BF Moisture-Density (Proctor) Report 117 11. ° 11 . 115.5 114 U Q 12. ° 113.5 c U �+ to � U 112.5 m H 0 ZD a� 0 > 111 0 cU ZAV for Sp.G. _ EIL a109.5 2.50 6 8 10 12 14 16 18 Water content, % Rock Corrected -Uncorrected 0 3 Test specification: ASTM D 1557-12 Method A Modified ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> %< -= Depth USCS AASHTO Moist. Sp.G. LL PI #4 No.200 a� X 7 7.6 c0i ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION U Maximum dry density= 116.0 pcf 113.5 pcf Reference Geotech Report Dated June 12th, 2018 a) Optimum moisture= 11.5 % 12.3 % For Structural Fill o Project No. 18-0841 Client: Swire Coca-Cola,USA Remarks: Project: Distribution Center Expansion-Swire Coca-Cola SPG:Assumed E 59th Avenue NE,Arlington,WA 98233 Date: 03-19-19 o Loc.:Native-Sampled in-situ to compacted building pad Sample No.:4368A 141 Mume Drv:. C;eOTe 5T Hwww ,.,'­«,,, Figure SP004 Tested By: AH/JP Checked By: BF Sieve Analysis Test Report - C136/C117 100 so 80 7o W 60 LL w i i i 1 Is ci IY i i i i i c W 40 i N 30 20 p 10 U 0 0i > 10 1 0.1 0 GRAIN SIZE-mm. %Gravel %Sand %Fines a� Coarse Fine Coarse Medium Fine Silt 20 48 12 11 5 4 o SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Capillary Break-Strucutral Fill 1-1/4" 100 Crushed Surfacing Base Course-Capillary Break � 1" 98 well-graded gravel with sand 3/4" 80 _ 68 Atterberg Limits 1/2" 58 PL= LL= PI= 3/8" 48 Coefficients c #4 32 D90= 21.7615 D85= 20.2645 D60= 13.4654 #10 20 D50= 10.0604 D80= 4.2281 D15= 1.2227 a) #20 13 D10= 0.4937 Cu= 27.27 Cc= 2.69 a) #40 9 Classification #00 6 USCS= GW AASHTO= #200 4.4 Remarks oNo specification provided. Sand Equivalent:54 %Fracture(Single Face):97% 2 (no specification provided) 0 C Location: Smokey Point Concrete-Smokey Point Pit-Site Stockpile E Sample Number:4417A Date: 4/22/2019 1= 1 Client: Swire Coca-Cola,USA 0 i aes 2515r 2 GEOTE S T Beiimgham I At i oak Hart Project: Distribution Center Expansion-Swire Coca-Cola 0) AN"geotest.nca 59th Avenue NE,Arlington,WA 98233 Project No: 18-0841 Figure SP005 Tested By: JC Checked By: BF Moisture-Density (Proctor) Report 150 a ° 141.4 145 140 U sZ _ y to � U � 135 (D 0 a� 0 > 130 o ZAV for Sp.G.CU _ 2.85 a� 3 `0 125 1 3 5 7 9 11 13 Water content, % -Rock Corrected -Uncorrected 0 3 Test specification: ASTM D 1557-12 Method C Modified ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> %< -= Depth USCS AASHTO Moist. Sp.G. LL PI 3/4 in. No.200 a� X GW 2.65 20 4.4 coi ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 145.6 pcf 141.4 pcf Capillary Break-Strucutral Fill Crushed Surfacing Base Course-Capillary a) Optimum moisture=5.4% 6.5 % Break o Project No. 18-0841 Client: Swire Coca-Cola,USA Remarks: Project: Distribution Center Expansion-Swire Coca-Cola SPG:Assumed E 59th Avenue NE,Arlington,WA 98233 Date: 4/22/2019 o Loc.: Smokey Point Concrete-Smokey Point Pit-Site Stockpile � t 888.25t 5I16 GEOTEST � iiellm9nam I�dmgto�I Oao.NarbO j www geotest•me com H Figure SP005 Tested By: AH Checked By: BF Sieve Analysis Test Report - C136/C117 O O O N t0 O (O�pp O V (0 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 90 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I w 60 Z I I I I I I I I I I I I I LL I I I I I I I I I I I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I w U I I I I I I I I I I I I C w 40 I I I I I I I I I I I I I I I (� 30 i I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I O r 0Q) 10 V I I I I I I I I I I I � I I I I I I I I I I Q I I 7 > 10 1 0.1 0 GRAIN SIZE-mm. %Gravel %Sand %Fines +3" Coarse Fine Coarse Medium Fine Silt N �L 0 23 48 10 9 6 4 o SIEVE PERCENT SPEC.' PASS? Material Description SIZE FINER PERCENT (X=NO) Capillary Break-Strucutral Fill y 1-1/2" 100 Crushed Surfacing Base Course 0 ill1 96 Poorly graded gravel with sand 3/4" 77 Atterberg Limits 3 1/2" 54 PL= LL= PI= 3/8" 45 Coefficients c_ #4 29 D90= 22.7540 D85= 21.1597 D60= 14.4261 #10 19 D50= 11.5233 D30= 4.8888 D15= 1.0960 a) #20 13 D10= 0.4171 Cu= 34.59 Cc= 3.97 #40 10 Classification #00 6 USCS= GP AASHTO= #200 4.5 Remarks oNo specification provided. a� 2 (no specification provided) 0 C Location: Smokey Point Concrete-Smokey Point Pit-Site Stockpile E Sample Number:4418A Date: 04-24-19 1= 1 Client: Swire Coca-Cola,USA 0 i aes 2515r 2 GEOTE S T Bellingham I At i oak Hart Project: Distribution Center Expansion-Swire Coca-Cola 0) AN"geotesl.nca 59th Avenue NE,Arlington,WA 98233 Project No: 18-0841 Figure SP006 Tested By: AH/JC Checked By: BF Moisture-Density (Proctor) Report 160 150 .5° 145.5 c 140 U sZ N 1° 140.4 c ZAV for coi Sp.G. _ 130 3.20 (D t- 0 a� 0 > 120 0 CU c a� 3 `0 110 3 5 7 9 11 13 15 Water content, % -Rock Corrected -Uncorrected 0 3 Test specification: ASTM D 1557-12 Method C Modified ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> %< -= Depth USCS AASHTO Moist. Sp.G. LL PI 3/4 in. No.200 a� X GP 23 4.5 coi ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 145.5 pcf 140.4 pcf Capillary Break-Strucutral Fill Crushed Surfacing Base Course-Capillary a) Optimum moisture=6.5 % 8.1 % Break o Project No. 18-0841 Client: Swire Coca-Cola,USA Remarks: Project: Distribution Center Expansion-Swire Coca-Cola SPG:Assumed E 59th Avenue NE,Arlington,WA 98233 Date: 04-24-19 o Loc.: Smokey Point Concrete-Smokey Point Pit-Site Stockpile � 18F38.251�. GEOTEST � iiellm9nam I�thngto�I Oao.t�ao- j www geotest•inc corn H Figure SP006 Tested By: AH Checked By: BF Sieve Analysis Test Report - ASTM C136/C117 O O O n � M 0 0 0 0 0 100 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 90 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I w 60 Z I I I I I I I I I I I I LL I I I I I I I I I I I I I I I I I I I I I I I I I I Z 50 I I I I I I I I I I I I I w U I I I I I I I I I I I I I Cw 40 I I I I I I I I I I I I I I I (� 30 i I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I O rQ) 10 V Q 0 > 10 1 0.1 0 GRAIN SIZE-mm. +3" o�Gravel %Sand %Fines % Coarse Fine Coarse Medium Fine Silt 0 13 51 13 13 5 5 o SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Capillary Break-Structural Fill 2" 100 Crushed Surfacing Base Course-Capillary Break I 1" 97 Well-graded gravel with sand 3/4" 87 _ 80 Atterberg Limits 3 1/2" 69 PL= LL= PI= 3/8" 56 Coefficients c #4 36 D90= 20.4444 D85= 17.9896 D60= 10.4094 #10 23 D50= 7.9472 D30= 3.3659 D15= 0.8701 a) #20 15 D10= 0.3912 Cu= 26.61 Cc= 2.78 #40 10 Classification #00 6 USCS= GW AASHTO= #200 4.9 Remarks oNo specification provided. Sand Equivalent:34 Percent Fracture(Single Face):76% 2 (no specification provided) O C Location:Granite Mandan Pit(D-217)-Sampled from site stockpile E Sample Number:4430A Date: 04-30-19 1= Client: Swire Coca-Cola,USA 0 J aaa 25151-7 GEOTE S T Bellingham I At i oak Hart Project: Distribution Center Expansion-Swire Coca-Cola AN"geoteel Mca 59th Avenue NE,Arlington,WA 98233 Project No: 18-0841 Figure SP007 Tested By: AH/JC Checked By: BF Moisture-Density (Proctor) Report 145 7. ° ,14P.51pc 142.5 .6° 140.7 c 7z--, 140 U sZ U to � U _0 137.5 (D H 0 a� 0 > 135 0 CU ZAV for Sp.G. _ a132.5 2.95 1 3 5 7 9 11 13 Water content, % -Rock Corrected -Uncorrected 0 3 Test specification: ASTM D 1557-12 Method C Modified ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> %< -= Depth USCS AASHTO Moist. Sp.G. LL PI 3/4 in. No.200 a� X GW 13 4.9 coi ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 143.5 pcf 140.7 pcf Capillary Break-Structural Fill Crushed Surfacing Base Course-Capillary a) Optimum moisture=7.6% 8.6% Break o Project No. 18-0841 Client: Swire Coca-Cola,USA Remarks: Project: Distribution Center Expansion-Swire Coca-Cola SPG:Assumed E 59th Avenue NE,Arlington,WA 98233 Date: 04-30-19 o Loc.: Granite Mandan Pit(D-217)-Sampled from site stockpile t 888.25157J6 GEOTEST to iiellm9nam I Adingw I Oao.NarbOl j wvw geotest•inc com H Figure SP007 Tested By: AH Checked By: BF Sieve Analysis Test Report - ASTM C136/C117 O O O O O O O O V O M \ � � in � 7k 100 WSDOT 9-03.9 3 Crushed Surfacing OD Course 90 80 n 70 I I I I I I I I I I I I I I I I I I I I I I W 60 Z li I I I I I Z 5l) w I I I I I I I I I I I I I c W 40 Q Q30 i I I I I I I I I I I I I I I I Q �T li 20 T Q �rQ V 10 Q -_ O > 10 1 0.1 0 Ca GRAIN SIZE-mm. +3" %Gravel %Sand %Fines %Q Coarse Fine Coarse Medium Fine Silt 0 0 46 20 19 8 7 Q SIEVE PERCENT SPEC.' PASS? Material Description Q SIZE FINER PERCENT (X=NO) Structural Fill :151" 100 Crushed Surfacing Top Coarse � 3/4" 100 99- 100 well-graded sand with silt and gravel 1/2" 93 80- 100 _ 80 Atterberg Limits #4 54 46-66 PL= LL= PI= #10 34 Coefficients c #20 22 D90= 11.7559 D85= 10.5018 D60= 5.6980 #40 15 8-24 D50= 4.1076 D30= 1.5400 D15= 0.4299 a) #60 11 D10= 0.2012 Cu= 28.32 Cc= 2.07 X #100 9 #200 6.5 0.0-10 Classification 0 USCS= SW-SM AASHTO= m Remarks oSample meets gradation/SE/fracture specification. y Sand Equivalent:40(Spec:40 min) %Fracture(Single Face):93%(Spec:75%min) WSDOT 9-03.9(3)Crushed Surfacing Top Course O C Location: Smokey Point Concrete-Smokey Point Pit-Sampled at site stockpile E Sample Number:4675A Date: 9-4-19 1= 1 Client: Swire Coca-Cola,USA 0 1.888.25151' GEOTE S T Bellingham I Atiingtort i Oak Hart Project: Distribution Center Expansion-Swire Coca-Cola AN"geotesl mca 59th Avenue NE,Arlington,WA 98233 Project No: 18-0841 Figure SP008 Tested By: MY Checked By: DB Moisture-Density (Proctor) Report 142 0 140 138 U sZ _ y to � U _0 136 6° 135.5 c m 0 a� 0 > 134 0 CU ZAV for •� Sp.G. _ `0 132 2.85 3 4.5 6 7.5 9 10.5 12 Water content, % -Rock Corrected -Uncorrected 0 3 Test specification: ASTM D 1557-12 Method B Modified ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> %< -= Depth USCS AASHTO Moist. Sp.G. LL PI 3/8 in. No.200 0 X SW-SM 2.65 20 6.5 c0i ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION 2 Maximum dry density= 140.6 pcf 135.5 pcf Structural Fill 0 Crushed Surfacing Top Course a) Optimum moisture=7.1 % 8.6% well-graded sand with silt and gravel o Project No. 18-0841 Client: Swire Coca-Cola,USA Remarks: Project: Distribution Center Expansion-Swire Coca-Cola SPG:Assumed E 59th Avenue NE,Arlington,WA 98233 Date: 9-4-19 o 0 Loc.: Smokey Point Concrete-Smokey Point Pit-Sampled at site stockpile 1888.251 sve GEOTEST � iiellm9nam I�dingto�I Oao.NarbO j wvnvgeotesninccom H Figure SP008 Tested By: MY Checked By: DB NOIlOV 1V031 Ol 103rens 38 11IM T-3 ONId3Nl ANV ONV '031181HOdd SI 1N3SNOO N31112:.1P. 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The permits referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Law W ki4 f 01r Senior Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com Permit Information Date 10/15/2018 Permit Number 2209 Project Name Swire Coca-Cola Applicant Name Daniel D.Filuk,Architect Applicant Address 300 W Clarendon Ave,Suite 320 City,State,Zip Phoenix,AZ 85013 Contact Luke Robins,Project Manager Phone 602-234-1868 Email luke@kdf-architects.com Permit Type Commercial New Site Address 18215 59th Avenue NE Valuation 0.00 Status Applied Permit Issued Permit Expires Square Feet 135209 Type of Construction/Occupancy Load A,B,S-1 Number of Stories 1 Proposed Use New warehouse/office building Assigned To Kristin Foster Property Owner Parcel Address Legal Owner Phone Zoning 31052200101200 18215 59TH SEC 22 TWP 31 RGE 05RT-6A)S1/2 N1/2 SW1/4 SWIRE PACIFIC AVENUE NE NE1/4 EXC RDS HOLDINGS Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# i -D Construction CorpJared Brooks 01-415-6056 brooks bi -d.com ICONTRACTOR Labor and Industries IGDCCN950JD Uploaded Files Upload File Date File Uploaded B 10/15/2018 8:45:02 AM 2209 FORM 001 -SPECIAL INSPECTIONS s. df Foster,Kristin 10/15/2018 8:45:02 AM 2209 Commercial Application Packet.pdf Foster, Kristin 10/15/2018 8:45:02 AM 2209 GeoTest-Certs-Accr ditation-2018.10.10.pdf Foster,Kristin 10/15/2018 8:45:02 AM 2209 FORM 002-DEFERRED SUBMITTAL.pdf Foster,Kristin X t� -- COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development p City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. X❑ One(1) City of Arlington Commercial/Multi-Family Permit Application (One(1) permit application per building or structure is required) ® One(1) City of Arlington Commercial/Multi-Family Submittal Requirements Form X❑ Two(2)Architectural Drawings 0 Two (2) Structural Drawings ® Two(2) Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) 0 One(1) NREC Code Compliance Forms © One(1) Special Inspection Requirements Forms ❑ One(1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to ced@arlingtonwa.plov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 COMMERCIAL APPLICATION W r PERMIT SUBMITTAL Tii'AL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone (360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(iRC) 3 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3 WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity- 1,500 psf unless a Gen-Terhnical Report is provided (IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line, or other professional media Plans will not be accepted that are marked preliminary or not for construction,that have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 . a COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. XD SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer,gas and electrical. 10 Flood hazard areas,floodways, and design flood elevations as applicable. B. LXI ARCHITECTURAL DRAWINGS 1. ® Cover Sheet a) Building Information 1 Specify model code information. 2 Construction Type. 3 Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7 Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6 Any other Design Team Members 2. ® Floor Plan a) Plan view 1/8"minimum scale. Details a minimum'/<-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new, existing or eliminated. 0 Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule REV 2015 Page 3 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL 7�l fYG�O Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 j) Show the location of all new walls,doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls, doors,windows and penetrations m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3 ® Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum'/-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details u/ onuw the location oil all cniclgeil%y lignuliy and cnn aiyuayc. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4 Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. 5 ® Storage Racks(if applicable) Will be submitted under deferred submittal a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. X❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. X❑ WASHINGTON STATE ENERGY CODE COMcheck forms submitted 1. One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1 The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 t r�r, -- COMMERCIAL APPLICATION PERMIT SUBMITTAL INC; Department of Community& Economic Development P City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at(425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Swire Coca-Cola New Distribution Center Valuation: $8.5M Project Address: 18215 59th Avenue NE, Arlington, WA 98223 Parcel ID#: PARCEL A: 31052200101200 Legal Description See Below PARCEL B: 31052200101300 Owner: Dan Reid, Swire Coca-Cola, USA Phone Number: 801-816-5760 Address: 12634 South 265 West City: Draper State: UT Zip Code: 84020 Engineer:Richard Dahlmann, Caruso Turley Scott Phone Number: 480-774-1705 Cell Phone: 602-370-2045 E-mail: rdahlmann@ctsaz.com Address: 1215 W Rio Salado Pkwy, suite 200 City: Tempe State: AZ Zip Code: 85281 General Contractor:Jared Brooks, Big-D Construction Phone Number: 801-415-6056 Cell Phone: 801-502-2528 E-mail: ibrook_s(ftiq-d.com Address: 404 W 400 S City: Salt Lake City State: UT Zip Code: 84101 Contractor's License Number: BIGDCC 111 KK Expiration 12/3/2018 Contact Person: Daniel D. Filuk,Architect Phone Number: 602-234-1868 Cell Phone: 602-370-3092 E-mail: danf@kdf-architects.com Address: 300 W Clarendon Ave, suite 320 City: Phoenix State: AZ Zip Code: 85013 Proposed Scope of Work:n NEW WAREHOUSE DISTRIBUTION FACILITY FOR SWIRE COCA-COLA IS TO BE CONSTRUCTED ON(2)ADJACENT PARCELS OF LAND TOTALING APPROXIMATELY 20 ACRES. THE NEW BUILDING IS APPROXIMATELY 135,200 SQUARE FEET AND INCLUDES OFFICE FACITUIES,A VENDING MACHINES SERVICE AREA AND SHIPPING/RECEIVING OFFICES IN ADDITION TO THE WAREHOUSE SPACE THE WAREHOUSE HAS(12)LOADING PLATFORMS AS WELL AS A VEHICIULAR RAMP FOR(1)INTERIOR LOADING BAY SITE IMPROVEMENTS INCLUDE AN EMPLOYEE/PUBLIC PARKING AREA OF 115 SPACES ON EITHER SIDE OF THE OFFICE BUILDING WITH A DRIVE ON TO 59TH AVENUE. THE PAVED SERVICE YARD PROVIDES FOR A SHIPPING/CHECK-IN AREA,TRAILER STAGING AREAS AND THE LOADING DOCK AREA MENTIONED ABOVE LEGAL DESCRIPTION PARCEL A: THE WEST 981.00'OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M., IN SNOHOMISH COUNTY,WASHINGTON.EXCEPT ROADS. (CONTAINING APPROXIMATELY 653,596 SQ.FT./15.00 ACRES) PARCEL B: THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22,TOWNSHIP 31 NORTH,RANGE 5 EAST, W.M.,IN SNOHOMISH COUNTY,WASHINGTON. EXCEPT THE WEST 981.00 FEET OF SAID NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22. (CONTAINING APPROXIMATELY 194,484 SQ.FT /4 46 ACRES) REV 2015 Page 6 of 9 COMMERCIAL APPLICATION e • PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone (360)403-3551 Project Name/Tenant Swire Coca-Cola New Distribution Center Site Address 18215 59th Avenue NE,Arlington, WA 98223 Bldg/Unit/Suite IBC Construction Type III-B non-sprinklered IBC Occupancy Type 'A', 'B', 'S-1' Description of Use New distribution warehouse and offices Building Square Footage 135,209 s.f. Number of Stories 1 Square Footage Per Floor 135,209 s.f. Will there be any installation, modification or removal of the following? (Check all that apply) ® Automatic fire extinguishing systems ❑ Compressed gas systems ® Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc...) ❑ Hazardous materials ® High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 1 V COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 Name of Project: Swire Coca-Cola New Distribution Center Project Address: 18215 59th Avenue NE,Arlington, WA 98223 Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed) ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved A daily record will be maintained on site itemizing the inspections performed, for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports, on site, for review. REV 2015 Page 8 of 9 Lit Y O� COMMERCIAL APPLICATION y,� o PERMIT SUBMITTAL L��GY Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have Head and agree(ii bomply with the terms and conditions of this agreement. Owner. Date: Ose I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. 0".-S 0 id Applicants Signature Daniel D. Filuk 10/12/18 Print Applicants Nam Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 � 1 •� � � SAFEbuilt/Washington 1621 114"'Ave SE.Ste 219 Bellevue,WA 98004 www.SAFEbuiltcom SAFEbuilt ,R FORM 001 SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17,where application is made for construction as described in this section,the owner or the registered design professional in responsible charge acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME Dan Reid PHONE 801-816-5760 EMAIL DReid@swirecc.com PRIMARY CONTACT Dan Filuk PHONE 602-234-1868 EMAIL danf(okdf-architects.com TAX I.D.NUMBER PROJECT NAME Swire Coca-Cola New Distribution Center PROJECT New distribution warehouse and DESCRIPTION offices and site work SITE ADDRESS 18215 59" Avenue NE Arlington,WA 98223 Before A permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete(2)copies of this agreement,including the required acknowledgements,and attach structural tests and inspections schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the Building Official prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2015 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Inspector a) Observe work: The Special Inspector shall observe the work for conformance with SAFEbuilt approved(stamped)design drawings and specifications and applicable workmanship provisions of the IBC the Architect/ Engineer-reviewed shop drawings and/ or placing drawings may be used only as an aid to inspection. 1 kb eived b) Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report.If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the SAFEbuilt by telephone or in person, and notify the project Architect or Engineer. Inspector Kevin Richardson Phone 360-733-7318 e) Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the iob site with the contractor for review by the Building Official. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the SAFEbuilt, project Architect/Engineer, and others as designated. These reports must include the following: i) Description of daily inspections and test made, with applicable locations. ii) Listing of all non-conforming items. iii) Report on how non-conforming items were resolved or unresolved, as applicable. iv) Itemize all changes authorized by the Architect/ Engineer of Record and Building Official if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to SAFEbuilt stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when continuous was required, etc.) shall be specifically itemized in this report. 2) Contractor Responsibilities a) Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the SAFEbuilt approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by SAFEbuilt upon request. 3) SAFEbuilt a) Approve Special Inspector: SAFEbuilt shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the SAFEbuilt. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. 2 1 P a g e c) Issue Certificate of Occupancy: SAFEbuilt may forward approval confirmation to the jurisdiction having authority that a Certificate of Occupancy can be issued after all Special Inspection reports and the final report have been submitted and accepted. 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction,testing of backfill and or road beds as recommended by the geo-tech engineer,and structural welding as work progresses. SPECIAL INSPECTION & STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. ®STRUCTURAL STEEL (IBC 1705.2.1 & 1705.12.1) ®STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) ®CONCRETE CONSTRUCTION (IBC 1705.3) ®MASONRY CONSTRUCTION(IBC 1705.4) ❑WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 & 1705.12.2) ®SOILS CONSTRUCTION(IBC 1705.6) ❑DRIVEN DEEP FOUNDATIONS (IBC 1705.7) ❑CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) ❑HELICAL PILE FOUNDATIONS (IBC 1705.9) El SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) ❑MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ❑EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) ❑FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) ➢ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑SMOKE CONTROL(IBC 1705.18) ❑ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ➢ Only required for buildings located within Seismic Design Category D,E, or F ❑PLUMBING,MECHANICAL & ELECTRICAL COMPONENTS (IBC 1705.12.6) ➢ Only required for buildings located within Seismic Design Category C, D, E, or F [I SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ®SPECIAL CASES (IBC 1705.1.1)—material alternatives or unusual design applications Expansion, Epoxy, Adhesive, and Screw Anchor Installation ❑MISCELLANEOUS AREAS--These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 4 1 P a g e SAFEbuilt/Washington SAFEbuilt® 1621114"Ave SE.Ste219 Bellevue,WA 98004 www.SAFEbuilt.com FORM 001 SPECIAL INSPECTION AND TESTING AGREEMENT Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner Dan Reid Date Signature , � 1 Contractor Jared Br Date Signature 101 1' j ❑ Submit tel stm&nfof responsibility in accordance with IBC Section 170 .4. Special Inspector Kevin Richardson Date 10/10/2018 Signature © Submit WABO certification for special inspection agency and inspectors, (or) ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector name Logan Senrud Scope of Work Technical Director Inspector name Tim Martin Scope of Work Concrete,Soils,Steel,Masonry Inspector name Dave Bufalini Scope of Work Super.Lab Tech,Concrete,Soils,Masonry Inspector name Scope of Work Inspector name Scope of Work Inspector name Scope of Work Architect/En ineer of Record Dan Filuk Date 10/12/1 s Signature 5 1 P a g e Structural Observer Date Signature ❑ Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑ Structural Observations required in accordance with IBC Section 1704.5. ACCEPTED BY SAFEBUILT SAFEbuilt Date Signature 6 1 P a g e SAFEbuilt/Washington 1621 1141 Ave SE.Ste 219 Bellevue,WA 98004 www.SAFEbuilt.com SAFEbuilt , FORM 002 DEFERRED SUBMITTAL REQUESTS The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. PERMIT NUMBER: N477 APPLICANTS NAME Dan Reid PHONE 801-816-5760 EMAIL DReid@swirecc.com PRIMARY CONTACT Dan Filuk PHONE 602-234-1868 EMAIL danf@kdf-architects.com TAX I.D.NUMBER PROJECT NAME Swire Coca-Cola New Distribution Center PROJECT New distribution warehouse and DESCRIPTION offices and site work SITE ADDRESS 18215 59t'Avenue NE Arlington,WA 98223 �. E?IVP0 1IPage ITEM:Storage Racking Date 10/12/2018 ITEM:Fire Alarm System Date 10/12/2018 ITEM:Fire Protection System Date 10/12/2018 ITEM: Date ITEM: Date ITEM: Date I hereby assume all risk, financially and otherwise, for any construction performed that nr1y need to be removed if the deferred submittals listed above are not appropriate.I understand that approval for the above deferred submittal(s) may take up to ten working days (or longer if there are problems with the submittal) from the date of submission. I understand that certain inspections will NOT be performed until the submissions are accepted. I understand additional fees will be required based on the additional time spent for plan review. All deferred submittals must be submitted to the design professional in responsible charge of the above project for written approval prior to submittal to SAFEbuilt. Architect/Engineer of Record Daniel D. Filuk Date 10/12/2018 Signature Owner Dan Reid Date Signature G4 /o ACCEPTED ON BEHALF OF THE SAFEBUILT SAFEbuilt Date Signature 2 1 P a g e COMPANY CERTIFICATIONS/ACCREDITATIONS Received n c-f 1. 2, 1018 OV7W 'n GeoTest is Certified, Registered or Accredited by the following: State of Washington-Certified: Certified Engineering Corporation — Practicing geotechnical engineering as well as engineering geology,construction inspection and materials testing Certified-Small Business Enterprise (SBE)-S000025122 nccR eo WABO(Washington Association of Building Officials)Registered:Since 1994 <:r.�� Registered as a Special Inspection Agency in the following categories: IES a • Reinforced Concrete • Prestressed Concrete • Shotcrete • Structural Masonry • Structural Steel&Welding TWO • Spray Applied Fire Resistive Materials • Lateral Framing(Wood&Steel) /'AM RL • Proprietary Anchors X14,17'"""''"''""" • Firestopping A21LA(American Association for Laboratory Accreditation)Accredited:Since 1994 A21LA has accredited GeoTest Services Inc. in Bellingham and Arlington, WA for technical competence in the field of Construction Materials Testing&Construction Materials Engineering. AASHTO(American Association of State& Highway Transportation Officials) AMRL Proficiency Sample Program CCRL(Cement&Concrete Reference Laboratory)-Concrete Proficiency Program ICC(International Code Council)Certified: Special Inspectors are certified in their respective inspection categories. ACI (American Concrete Institute)Certified: ACI Concrete Technician certification is required for ICC certification as a concrete special inspector NICET-Certification Program-Level I &II Certified personnel in Soils,Concrete&Asphalt Troxler—Certified personnel use of a Troxler Nuclear Densometer Gauge (soils&asphalt) WSDOE(Washington State Department of Ecology) Erosion &Sediment Control Lead Certified personnel Oil Refinery Standards - GeoTest maintains company and personnel safety standards compliant with four petro-chemical refineries in our region. Safety certification includes: C-Stop, HZWOPPER, independent refinery certification, E-Verify, CPR, TWIC, PICS and Company Safety Manual and annual safety training. BN Contractor ID Badge On-Line Course—GeoTest maintains company personnel that have completed the contractor orientation and badging through www.contractoi badge.com. Quality System-GeoTest maintains an annually audited Quality System & Manual since 1994. T. ,l I 1 �Ko& Aff Peace d eee AweK& t� tie Oo d 4 Z94c ,t za raw Pa4ec MWae 45"gZPt"zd "d ZaKd Seewerw aetarl mfdcz aaaaozety 4 el Tbf, 0 ;Ze,yw,d 4 7e1n,4 i 49to4, �ezc4 cezti w aae �6/07ea SewZw,, 49ac s &W449 eacee," 4 cat. ' d > ie zc Ito Etas �acu. dome &4r, 44 " &rule ed ou a 450#4"" &VA"A" ga44;CC( to �FieZ� its A-T4CccuaM-d C496 e" eenuccec coy fffe State Nft�14 ado f x 6`f o� " 1,999. fA Given under the,�lyind and seal of the Executive Director This MIN, of No. C 1334 I \f( I Ili f71RF,1`)l)R '� �l y� • r Washington Association of Building Officials Special Inspection Agency Certificate of Registration GeoTest Services, Inc. Arlington, Washington The premise of the Washington Association of Building Officials (WABO) special inspection registration program is that the "special inspector" referred to in the State Building Code is a quality control organization with management and supervisory personnel, special inspectors and laboratory technicians, and the appropriate equipment and facilities to conduct special inspection and material testing in accordance with those standards stipulated in the State Building Code. Types of Work RC REINFORCED CONCRETE PC PRESTRESSED CONCRETE SC SHOTCRETE SM STRUCTURAL MASONRY SSB STRUCTURAL STEEL AND BOLTING SW STRUCTURAL WELDING FP SPRAY-APPLIED FIRE-RESISTIVE MATERIALS PA PROPRIETARY ANCHORS --------------- - The agency name on this Certificate of Registration has, as prescribed in the State Building Code, demonstrated competence to the satisfaction of the building official specifying the services of a WABO registered special inspector, by qualifying for registration as an agency, as prescribed in the WABO Agency and Inspector perFormance Qualification Standard No. 1701 for the particular type(s) of work listed above. April 1, 2020 EXPIRATION DATE EXECI11W DIRECTOR J � 1 H � O u O O � = a N � � 00 ° ONE 0 O Q O V .v = O Q } V) Vf E _ L N L E a O o .� a o } a O n0 � Q = o L V C 52 O s E _ " O O W } a a i a o 0 � 0 3 O °� 3 a V >` '� 0 3 0 3 N v u a •� � . L O coo im } _ L 0 a c Cl �-+� O O L 3 u o O O . _ >, E a) = a & H u n = O a = c E } w •- a O _ L. uQ = E _ O a, - Q Z _ } 0 Q a u O 4— o Q Q ._ a v o a � 0 C3 ._ o o 4- o a N Q u ` La o s - z to O ~ � � 0 � m Q a a � Ul ~ ~ s s w _ LL V a -C LAJ D a ` o � m W a ■ ] • � fll I 1 Ln a) Lo ° E N oO w 0 L�i4n O C) O � Lb U U 0 Q LU C a 0 r\ 0 O p p E N U U — D U - 01 Q c CN O Cl _ 7 O rn07 00 0 O 0 V c U O N o p am - wLu D O O Q) c 0 -0 CO v z c W ° ° ° ° -0 o VQ �L N a 0 Q N N 0 N Q D c D CL 0- � U > 0 —' N o a •c a > O a) O E 0 W 0) E a -C o a � � U y o c Q a� g o � °Lu c -0 a L p cn U a� m fit, V O a� � a c � Q C) U O _l a I t L J a) O •� ^J Wit;�.L�i ..1�� �] ` L U O Q) �i �� I _ ii� ► SCOPE OF ACCREDITATION TO ISO/IEC 17025:2005 GEOTEST SERVICES, INC. 20611 —67`h Avenue NE,Unit A Arlington,WA 98223 Kevin Richardson Phone: 360 733 7318 Valid To: January 31, 2019 Certificate Number: 0489.02 In recognition of the successful completion of the A2LA evaluation process,accreditation is granted to this laboratory for: CONSTRUCTION MATERIALS ENGINEERING ASTM: C 1077 (Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation); D3666 (Agencies Testing and Inspecting Road and Paving Materials); D3740(Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction); E329 (Agencies Engaged in Construction Inspection and/or Testing) CONSTRUCTION MATERIALS TESTING Test Method: Test Description: A re rates: ASTM C40 Organic Impurities in Fine Aggregates for Concrete ASTM C 117 Materials Finer than 75-µm(No. 200) Sieve in Mineral Aggregates by Washing ASTM C 127 Density,Relative Density(Specific Gravity),and Absorption of Coarse Aggregate ASTM C 128 Density,Relative Density(Specific Gravity), and Absorption of Fine Aggregate ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates ASTM C566 Total Evaporable Moisture Content of Aggregate by Drying ASTM C702 Reducing Samples of Aggregate to Testing Size ASTM D75* Sampling Aggregates ASTM D2419 Sand Equivalent Value of Soils and Fine Aggregate Bituminous: ASTM D979/D979M* Sampling Bituminous Paving Mixtures ASTM D2041/D2041M Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures ASTM D2726 Bulk Specific Gravity and Density of Non-Absorptive Compacted Bituminous Mixtures ASTM D2950* Density of Bituminous Concrete in Place by Nuclear Methods ASTM D3549 Thickness or Height of Compacted Bituminous Paving Mixture Specimens ASTM D5444 Mechanical Size Analysis of Extracted Aggregate ASTM D6307 Asphalt Content of Hot-Mix Asphalt by Ignition Method (A2LA Cert. No. 0489.02)04/26/2017 Page t of 2 (1� !'re �isfttnI,, Cot? rl \_,I(-' G ,'I/0" W)l _ Phorii, �W hA4 i')S - f 'x 2,10 4')A ` 4 49 v., ;:A)I A tz}el r Test Method: Test Description: Concrete: ASTM C31/C31M* Making and Curing Concrete Test Specimens in the Field ASTM C39/C39M Compressive Strength of Cylindrical Concrete Specimens ASTM C138/C138M* Density(Unit Weight), Yield, and Air Content(Gravimetric)of Concrete ASTM C 143/C 143M* Slump of Hydraulic-Cement Concrete ASTM C172/C172M* Sampling Freshly Mixed Concrete ASTM C173* Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C231/C23IM* Air Content of Freshly Mixed Concrete by the Pressure Method ASTM C617 Capping Cylindrical Concrete Specimens ASTM C 1064/C 1064M* Temperature of Freshly Mixed Hydraulic-Cement Concrete ASTM C1140 Preparing and Testing Specimens from Shotcrete Test Panels ASTM C1231/C1231M Unbonded Caps in Determination of Compressive Strength of Hardened Concrete Cylinders Fire roofin : ASTM E605* Thickness and Density of Sprayed Fire-Resistive Material(SFRM) Applied to Structural Members ASTM E736* Cohesion/Adhesion of Sprayed Fire-Resistive Materials Applied to Structural Members Mason ASTM C109/C109M Compressive Strength of Hydraulic Cement Mortars(Using 2-in, or (Compressive Strength Only) [50-mml Cube Specimens) ASTM C579 Compressive Strength of Chemical-Resistant Mortars, Grouts, Monolithic Surfacin s, and Polymer Concretes ASTM C780* (Section A6) Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry ASTM CIO 19* Sampling and Testing Grout ASTM C 1314 Compressive Strength of Masonry Prisms Soils: ASTM D698 Laboratory Compaction Characteristics of Soil Using Standard Effort ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort ASTM D4718 Unit Weight and Water Content for Soils Containing Oversize Particles ASTM D6938* In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods Shallow Depth) Steel (Shop&Field)*. AWS DI,I Structural Welding Code—Steel (Clause 6, Inspection) AWS D1.3 Structural Welding Code—Sheet Steel Clause 6, Inspection) AWS D 1.4 Structural Welding Code—Reinforcin Steel Clause 6, Inspection) AWS D1.8 Structural Welding Code—Seismic Supplement(Clause 7, Inspection) AISC 360 Specification for Structural Steel Buildings (Chapter N,QA/QC Fabrication&Erection) RCSC Specification for Structural Joints Using High Strength Bolts(Section 9, Inspection) * This laboratory meets A2LA R104— General Requirements:Accreditation of Field Testing and Field Calibration Laboratories for these tests. (A2LA Cert. No. 0489.02)04/26/2017 j` Page 2 of 2 r Triton Mission Control Facility(13240) 1 2018 PERSONNEL CERTIFICATIONS I GGOTG'ST IP J b Washington Association of Building Oific P.O Box 7310,Olympia,WA 98507 888-884-9515 ♦ vMnr wabo oig Technical Director LOGAN SENRUD GEOTEST SERVICES,INC. 20611 67TH AVE NE#A ARLINGTON WA 98223 Expire :April 1,2019 RENEW ON OR BEFORE EXPIRATION OA' Certificate valid only when certificate holder is employed by a WABO Registered Agency. This card is the property of WABO I �oJ f r VJashingtor,Assoctaliori(.,I Building Offlc:als ,� P O Box 731fi Olympia WA WZ07 360-628-8669 . www wabo oro REGISTERED SPECIAL INSPECTOR LOGAN SENRUD 6311 216TH ST SE WOODINVILLE WA 98072 Expires. October 1,2019 SI 01TS1 RENFw ON ORBEFORE• EXPIRAT}gN OATS 'laud onry wnen coruncate holder is employed Dl'+wAF70 Reawsiered AQencY �. RC REINFORCED CONCRETE O SC SHOTCRETE H SM STRUCTURAL MASONRY SSB STRUCTURAL STEEL AND BOLTING do SW STRUCTURAL WELDING ac LW LATERAL WOOD O CF COLD-FORMED STEEL FRAMING 3 PA PROPRIETARY ANCHORS O W W Q T F- This card is the property of WABO i� I I 1 1 Washington Association of Building Officials i WABO Reciprocal Special Inspector Certificate of Registration DAVID P. BUFALINI Types of Work: SC SHOTCRETE LW LATERAL WOOD CF COLD-FORMED STEEL FRAMING PA PROPRIETARY ANCHORS ID Number: WABO 3464 Expiration Date: January 1, 2021 A WABO Special Inspection Reciprocal Inspector Certificate of Registration is valid For three years and should be renewed prior to its expiration date. It is your responsibility to maintain a current WABO Certificate ol'Registration. Renewals must be postmarked before the expiration date. Certificate of Registrations not renewed prior to the expiration date will be considered void and require reinstatement within sixty (60) days of the expiration date. (Reinstatement of an expired Certificate of Registration requires an additional $20 late fee). Certificate of Registrations not reinstated will require submittal of an Initial Application Form, along with appropriate fees and an interview. Certificate valid only when certificate holder is employed by a WABO Registered Agency. 0, �0Washington Association of Building Officia V� �J' P.O.Box 7310,Olympia,WA 98507 888.664-9515 • www.rrabo.org Supervising Laboratory Technician DAVID P. BUFALINI GEOTEST SERVICES. INC. 20611 67TH AVE NE#A ARLINGTON WA 98223 Expires:April 1,2019 RENEW ON OR BEFORE EXPIRATION ON Certificate valid only when certificate holder is employed by a WABO Registered Agency. This card is the property of WABO IP P 0 Boy 7310, CitmPoa -6 wwe, REGISTERED S P E C I N S P E C T R TIM J. W4kRTit,i! 18026 MCELRCY RLE) ARLINGTON ""A 9842-22) @No , Expires: A43ril 1, 2019 S101516 RENEW Ot4 OR BEFORE EXPIRATION 04TE on0y wt[�r cc-rnlicdw hower 1 1, 4�-IT.t,b4—r dy RC REINFORCED CONCR—E-TE'i PC PRESTRESSED CONCRE77 SC SHOTCRETE SM STRUCTURAL MASONRY SSB STRUCTURAL STEEL AND SW STRUCTURAL WELDING FP SPRAY-APPUEDFIRE-RESIS'T;�,i` ?-,,,--,ti'---� k,,, .", LW LATERAL WOOD CF COLD—FORMED STEEL FRAMING PA PROPRIETARY ANCHORS This card is the property of VYABO r I (1) v w a o a c v C) V G� Zcz Z c x O ) 4) VzQ � Z � � u � a z W w Z N V G Q a° a a, •x � rT to Ln > �/ F�•M Z ;4 ;a N a Q, cAn 14 Waw � x i..a E- W W W o z � 0-0z Ij•i Z `�' Z a Z Q E—o V W 6j H W pOq� oA z C) <� U ''" z zON o Ln LO N O Z c[-) ON Z 00 v.. Q W oC a 6 � W 0Ln x N � Z W can x / � Q U M �0.j E• in. \ % Ems•• w w I TRANSMITTAL LETTER _ TO: City of Arlington 18204 59th Ave NE Kristin Foster/Permit Technician J ATTN: ARCHITECTURAL 10-09-2018 G R O U P, L L C DATE: PROJECT NO: Permit #477 PROJECT: Swire Coca-Cola New Distribution Center WE TRANSMIT ❑enclosed 71attached ❑under separate cover ❑via fax ❑via e-mail total sheets including cover sheet. FOR YOUR: X❑approval ❑distribution Creview&comment ❑record Fuse/information ❑as requested THE FOLLOWING: X❑drawings ❑shop drawings/submittals ❑specifications ❑reproducibles ❑change order ❑Payment COPIES DESCRIPTION 2 sets Drawings (Architectural/Structural/Mechanical/Plumbing/Electrical) 2 sets Structural Calculations 1 set NREC Code Compliance forms (COMcheck) REMARKS Arriving Via email: City of Arlington Commercial/Multi-Family Permit Application City of Arlington Commercial/Multi-Family Submittal Requirements Form SAFEbuilt, Form 001, Special Inspection and Testing Agreement SAFEbuilt, Form 002, Deferred Submittals Requests COPIES TO: file BY: Luke Robins 300 W.Clarendon Avenue,Suite 320•Phoenix,Arizona 85013.602.234.1868•Fax 602.234.1413 E-mail luke@kdf-architects.com r Services From: Bills Blue Print <fetcher@billsblue.com> Sent: Monday, October 8, 2018 4:18 PM To: Services Subject: 20181008-021 Notification, 9 files received. files and information below were submitted-to F2 at 10/812018 4:16.-.35pm- ,on iising URL - http:l/billsblue.spinnerdog.net/Forms/`BillsB[ub/ You may download the files here 20181008- 21 _Contact Name : Luke Robins Company : KDF Architectural Group LLC Addr1 : 300 W Clarendon Ave Addr2 : suite 320 ) City : Phoenix State . AZ [[ 1 Zip : 85013 Phone : 602-234-1868 EmailAddr : luke@kdf-architects.com . Due Time : 12:30 pm -- -- — — ` -\— - - Date : 10/9/2018 i Accounting Payment : Bills Blue Account ProjName : Swire Coke Arlington, 17.0018 Production Department : BlacknWhite Binding : Staple Bind Size : As Provided Source : Files attached below. Orig : 8 pdfs 2 sets, 30x42, for files in "Drawings" folder 2 sets, 8.5x11, for files in "Calcs" folder 1 set, 8.5x11, for files in "COMcheck" folder. 1 copy, 8.5x11 for "Transmittal" Instructions Deliver to: Kristin Foster/Permit Technician City of Arlington 18204. 59th Ave NE 360-403-3549 Sets : 2 Delivery Via To My Address Attached Files 9 Drawings (30x42)/01 architectural drawings.pdf Drawings (30x42)/02 structural drawings.pdf Drawings (30x42)/03 mech-plumb drawings.pdf Drawings (30x42)/04 electrical drawings.pdf i �� � ��nr «vuJ�rli��x��m'�� � ����o������ /�\�� ���0/������v�� ----� �r-- �=�� u u ��u�� - uu u���= Public Works 238 N. Olympic * Arliugcon, TX6� 98225 DATE JQ JAJonioivtratiou LJMaiutvuxocc 8c {)yo,xtion, ATTENTION TO JEugiuccriug JlJ61i6ou ^� m� WE ARE SENDING YOU O Attached O Under separate cover via the following items: � O Shop drawings O Prints O Plans O Samples O Specifications U Copy ofletter O Change order O COPIES DATE NO. DESCRIPTION ' wA THESE ARE TRANSMITTED as checked below: O For approval O Approved assubmitted O Ronubmit-------_copiosfnrapprova| O For your use O Approved aonoted O Submit--------_oopiosfor distribution O As requested O Returned for corrections O Return—correctedprints » O For review and comment O O FORBIDS DUE 20 —_---_-- O PRINTS RETURNED AFTER LOAN T0US REMARKS COPY TO SIGNED: i . � _ . . . City of Arlington ILYTTEN OO IF 4� e MM VUZM • Public Works 'frtING,�o 238 N. Olympic •Arlington, WA 98223 DATE c JOB NO. ❑Administration ❑Maintenance & Operations ATTENTION TO ❑Engineering ❑Utilities WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: �- If enclosures are not as noted,kindly n`otifk us at once. vaSAFEbuilt, 1621 11411 Ave. SE, Suite 219 Bellevue, WA 98004 425-786-0001 www.SAFEbuilt.com PLAN REVIEW TRANSMITTAL Date: TUSDAY 3-12-2019 RETURN OF COCA-COLA ORIGINAL DATE OF BUILDING PERMIT# TYPE OF PERMIT RECEIPT REVIEW COMMENTS 1 2209 PLANS, CALCS, 3-8-2019 LOU (2) SETS OF APPROVED PLANS ENERGY REPORT 2 3 4 I 5 6 SAFEbuilt Contact Information: Main DAVID SPENCER Name: Lou Whitford Email: Lwhitford(a)safebuilt.com Phone: 206-503-5948 RECE V BY: z•l� n ure Date Printed Name SAFEbuilt Washington Bellevue Office✓ r Job No. 18-741 Sheet No. Cover � By MJM Cate 7118 QHER A INASy�Nco'f'J+Oy V .h • 2. x CARUSO 1 5360 T U RL EY £..I o,��'•.;>:Fc SCOTT KDF Architectural Group structural 300 W Clarendon Ave, Suite 320 engineers 10/8/18 Phoenix, AZ i PROJECT: Swire Coca-Cola - Arlington 591h Ave NE Arlington, WA I G;RucniRAt ENGNEERING EXCELLENCE ( P A.RTNERS iF:� E i a i R.Ichard Turley,PE "+ .� w, I FwlScoll.SE,PF BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE Sandra Herd,SE,PE,L EEO AP GEOTECHNICAL REPORT: Chris Alklnson,BE,PE,LEEDA° Geotest Services, Report No, 18-0318; June 12, 2018 Thomas Moms,BE,PE,LEED A." Richard Dahlmann,SL,PE Allowable Bearing Pressure = 2500 PSF Troy iu 1ey,SE,PE,LEEO AF Brady Nolhohm_SE,PE Received 1215 W.Rio Salado Pkwy. Suite200 OCT 0 9 HIS Tempe,AZ 85281 T:(480)774-1700 VQ 9" F:(480)774.1701 www.CTSAZ.cvm ..L.. t�k � � A.' 1 YOUR VISION IS OUR MISSION Job Name Coke -Arlington CARUSO 1215 W.Rio Salado Pkwy. Job No, 18-741 Sheet No. TURLEY suite 200 g MJM Date 7/18 SCOTT Tempe,AZ 85281 y - Consulting T:(480)774-1700 structural F:(480)774-1701 engineers CALCULATION INDEX SHEET i SHEET# T DESCRIPTION Index, Basis for Design ' Load Analysis 2.1 —2,13 Roof Framing Design 3.1 — 3.10 Column Design 4.1 —4.43 Concrete Tilt Panel and Masonry Wall Design 5.1 —5.13 Diaphragm Design 6.1 —6.36 Shear Wall Design 7.1 —7.7 Front Entrance Design 8.1 —8.5 IInnterior Office Framing Design 9.1 —9.16 I Canopy Design, Site Construction r'. 1 YOUR STRUCTURAL ENGINEERING EXPERTS Job Name Coke-Ariinaton CARUSO Job No, 18-741 Sheet No. II TURLEY 1215 W.Rio Salado Pkwy SCOTT Suite 200 By MJM Date 7/18 consulting Tempe,AZ 85281 structural T;(480)774-1700 engllieers F;(480)774-1701 BASIS FOR DESIGN BUILDING CODE: 2015 EDITION OF THE INTERNATIONAL BUILDING CODE LOADS: ROOF LIVE LOAD= 20 PSF(REDUCIBLE), ROOF DEAD LOAD= 20 PSF. WIND; 3 SECOND WIND GUST=110 MPH. WIND RISK CATEGORY= II. i EXPOSURE C, SEISMIC: SEISMIC IMPORTANCE FACTOR, I= 1,0, RISK CATEGORY, II. MAPPED SHORT PERIOD SPECTRAL ACCELERATION, Ss= 1,07g. MAPPED ONE SECOND SPECTRAL ACCELERATION, S1 =0.417g. SOIL SITE CLASS, D. DESIGN SHORT PERIOD SPECTRAL ACCELERATION, Sds=0.765g. DESIGN ONE SECOND SPECTRAL ACCELERATION, Sd1 =0,440g. SEISMIC DESIGN CATEGORY,D. BASIC SEISMIC-FORCE-RESISTING SYSTEM= INTERMEDIATE PRECAST SHEAR WALLS AND INTERMEDIATE REINFORCED MASONRY SHEAR WALLS, DESIGN BASE SHEAR= 1320k(INCLUDES 1 00' FUTURE EXPANSION AT EAST WALL). SEISMIC RESPONSE COEFFICIENT, Cs=0.19. RESPONSE MODIFICATION FACTOR(R)=4, ANALYSIS PROCEDURE USED=EQUIVALENT LATERAL FORCE PROCEDURE FOUNDATIONS: SOIL REPORT BY GEOTEST SERVICES;JOB NO.18-0318. SPREAD FOOTINGS SHALL BEAR AT 18" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE=2500 PSF, CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: TILTWALLS ----------------------------------------------------------------------—-------3,000 PSI SLABS ON GRADE --------------------•----—__.___.__ ...._—_—_ _ _.__3,000 PSI FOUNDATIONS AND CAISSONS -------------------•------ -----------3,000 PSI (DESIGN FOR FOUNDATIONS BASED ON 2,500 PSI) MASONRY: HOLLOW CONCRETE MASONRY UNITS:F'm= 1,500 PSI HOLLOW BRICK MASONRY DESIGNED WITH HOLLOW CONCRETE VALUES (DESIGN BASED ON INSPECTED VALUES) REINFORCING: BARS#5 AND LARGER;Fy=60,000 PSI. BARS#4 AND SMALLER:Fy=40,000 PSI. STRUCTURAL STEEL: MISC.STRUCTURAL STEEL(A36): Fy=36,000 PSI, WIDE FLANGE STEEL SECTIONS(A992): Fy=50,000 PSI. TUBULAR STEEL(A500 Gr. B):Fy=46,000 PSI. BOLTS: A307 WOOD: BEAMS WIDTH GREATER THAN 4"--------------------D.F.L.#1 POSTS 6 X 6 OR LARGER ----- ----- - D,F.L,#2 i Job Name Coke-Arlington CARU50 1215 W.Rio Salado Pkwy Job No 18-741 Sheet No. 1. TURLEY Suite 200 - SCOTT Tempe,AZ 85281 g MJM Date 6/18 consulting T:(480)774-1700 y _ structural F:(480)774-1701 engineers DESIGN LOADS , ROOF DEAD LOADS: B.U. ROOF 4.0 PSF R-30 INSULATION 2.0 STEEL DECK 2.5 MP&E 3.0 SPRINKLERS 1.5 STEEL JOISTS 3.0 STEEL GIRDER 2.0 MISC 2.0 20.0 PSF LIVE LOAD: 20 PSF(REDUCIBLE) l✓9 d(, , N e Job Name Coke-Arlington CARUSO 1215 W.Rio Salado Pkwy Job No. 18-741 Sheet No. TURLEY Suite 200 --' SCOTT Tempe,AZ 85281 consulting T:(480)774-1700 By MJM pate 6/18 — -- structural F:(480)774-1701 engineers ROOF LIVE LOAD REDUCTION 2012 IBC ROOF LIVE LOAD REDUCTION TABLE Minimum Roof Live Load Lo= 20 PSF (Table 1607.1) Reduced Values Based on IBC Section 1607.12.2.1: Lr = Lo Ri R2 (EQ 16-26) R1 = 1.2 - 0.001 At (EQ 16-28) R2 = 1.0 (Flat Roof - Slope Less Than 4:12) (EQ 16-30) I TRIB AREA (SF) ROOF LIVE LOAD (PSF) < 249 SF 20 PSF 250 - 299 19 300 -349 18 350 - 399 17 400 -449 16 450 - 499 15 500 - 549 14 550 - 600 13 > 600 12 1 n I '1 CARUSO TURLEY SC®TT Job Name - -- structural engineers _ 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 852B1 3 Job No. T:480 774-1700 • F:480 774-1701 i "7 I Sheet No. www.ctsaz.com By Ms�A Date 5c w 18741 Snow Loads-Drift Swire Coca Cola -Arlington 18-741 I i pg= 15 psf Cr= 1.0 pf = 0.7C,Ctlpy ps = Cspf (�{. pf= 11 psf Ce= 1.0 y = 0.13py + 14 N= 11 psf CS = 1.0 hb =pf Iy y= 15.95 pcf 1 = 1.0 he= 0.69 ft hd = 0.43 lu1�p�- 1.5 4hd, hd 15 he t w = 4hd/h,, hd > h, t 8h,, max ' Snow Drift: pd hdy Windward: location 1„ hd h, width max=8h, hd width pd ft ft ft ft ft ft ft psf 1 500,0 4.60 3.31 25.55 26.48 3.31 25.55 52.8 2 300.0 3.70 3.31 16.56 26.48 3.31 16.56 52.8 3 60.0 1.70 19.31 6.79 154.48 1.70 6.79 r _27.1 l t f t I i 1 I I 1 i t t 1 i "r I I /(I I CARUS0' TURLEY SOOTY' Job Name 7-W:TNkI it)0 structural engineers 1215 W. 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I 1 1 11I 11 A1t!Mp SUMER QsIN m alit all 1 31111 IIQR 1 € I1rful}ga�li�� ggaa U6181RIn H �t�l i�gt etRQ14E1tlE�tp II wa IIE€11R ttfll €t61y I�Idt��plIff�RllR�a4� v t zz It ggItg !< t tdatt RI'itt pp6GSHIH �QA �Bill 1d i!6l196�1@dBull , i18iScEC�lsll Ri RRRIIRI 1 tatt'lid;d0101111un O 111RRditRR9 to� c9 I �Flu ^: g65�� 1tillIR Lg t� NElE�y6dBRRRRmQ6E 666 A..�IH!lattlR4 as9lift 6�$fit IM 9 't1® €p 91116i51 �11 � i6 �� 61@Iel IRIIII'EeeAMn 66d E€61A161R�11116gafr6 � , G`66$�Dlts9rxH81ii6 Rs1�5[II R tl HOUR", �h�t�l�tli61R1i1i6�9E ^�R�AtHltrs 6 � t R1itP�ltt6lg 1 1R S I HR184tEHG69�taik@B& 1@HIM, la6flAe ul; CARUSO TURL.EY SCOTT Job Name (',OV—.-A11j_:_;+Ir -�j-3 structural engineers 1215 W.Rio Salado Parkway,Saiie 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. Ili" —)I-(9 Sheet No: .4 J www.ctsaz.com By f l Date (,• 6 LAY y rVAr"l�i��,r� tif 1 j % 1 0 71 Sol / a �i,r!'��J��o '' l. C{�t�"`C'It c,�.,t j 1 •{_�; �: C�s �, �� �� `aG p�,�'X�er•�.'�rC1 .k �IGt�NS ��h t1�r;CS�:�s'��J'' ZC1 {'t'e) .l Mb'I,J. 0•N'i'% "" - .(fn�il b}- 4Jtt�.�.G' - tt.c.,/ �.rr. a I Design Maps Summary Report httpsJ/prod02-earthqualce.cr.usgs.gov/designmaps/us/summary.php?t,.. USGS Design Maps Summary Report 's User--Specified Input Report Title Coca Cola Arlington Wed June 13, 2016 18:12:34 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 48,163810N, 122,1511°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III 5-0111 Wood. War +f y1�- 5r --3- a�i •> �� - - � a � 3dt'tle Falk 41 _ o o� � � • USGS-Provided Output SS = 1.070 g Sr,s = 1.147 g Sp,s = 0.765 g S1 = 0.417 g Sh11 = 0.660 g Soi = 0.440 g For Information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. 1ICEIt RespuaseSpectrum Dpusk�rm Response Spezinini LOIN l f..ig ,• u.: Wa i+s; w� ,.,7 ❑A IJ kk)tA rl,.pS U.3= 0.1` UJCO{ +F/.[I U:U 0:4J uFtl f+,i 0-4r 1.1Y ld+_i Ifo 1A 2.t-i +.1lel 11•3J ii:Ui 07_C+ i`Ki D_u 1.3 LUJ ldfl IHU Dbol Although this information is a product of the US, Geological Survey, we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substltute for technical subject-matter knowiedge. i of 1 6/1312018, 11:18 AM �. I D � s e fl � - � �•, It•� ��1 ( -- w.� I 1 (Ely to a � 6 4 - .�..uIL__�.-•-- -• 4 fay „ �nCAv01 R OEIMS ••�••.•i1r _ �r�e err INS/W I •6LG!:.:i::-�Tlt'.C6:'-`"' .�..0 �u:�'a�u 1 PI All i� 1� I CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. (I -Ili Sheet No. l T.480 774-1700 • F,480 774-1701 www.ttsaz.com B Date t 9� AL tqj 1!{ t y fir. ��5�5: •�''/�rt r,{ F -:, <:-f- q l a �•'� a 4Fc .. �/i.ay• { �t.�(S1 fc.tR; l y1 ri, r)JS.P1 V l-i 1 t 1 i:-t s i i- it Coo..:i' ►��.j:: t� Y..3V . 5ti'r `• .._..}r= .!._... lit-/I`1 t �..1/._._�`.' /c! '-!!I /.f�....r f-r,�[-<..L�•3� i.,�l..,. �illf�,.JS I I I I { www.hilti,us Profis Anchor 2.7.6 Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.; Phone I Fax: 480-774-1700 Date; 6/28/2018 E-Mall: Specifier's comments: i 1 Input data I Anchor type and diameter: AWS DIIA GR.B 3J4 Effective embedment depth: he,=4.000 in. Material; Proof: Design method ACI 318-141 CIP Stand-off installation: el,=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=12.000 In,x 12.000 in.x 0.500 In.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f,'=3,000 psi;h=8.000 in. Reinforcement: tension,condition B,shear:condition B; edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[lb,in.lb] zr r _ r r r r r r I o i r 9 ♦X Input data and results must be checked for agreement with the existing condlllons and for plausibililyl PROFIS Anchor(c)2003-2009 HIIII AG,FL-9494 Schaan Hfai 19 a registered Trademark or HIIII AG,Schaan 1+ II f L www.hilti,us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos,No,: Phone I Fax: 480-774-1700 1 Date: 6/28/2018 E-Mall: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity PN I py V/°] status t Tension Concrete Breakout Strength 3,674 12,882 29/- OK f Shear Pryout Strength 17,600 45,08g -140 OK Loading ON _pv C Utilization ON,v(%) status Combined tension and shear loads 0,285 0.390 6/3 34 OK , 3 Warnings • Please consider all details and hints/warnings given in the detailed report[ Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilb products and are based on the principles,formulas and security regulations in accordance with Hllti's technical directions and operating,mounting and assembly instructions,etc„that must be strictly complied with by the user. Ali figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilt!product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility, The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt!Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. -Input data and results must be checked for agreement with the existing conditions and for plausibility] PROFIS Anchor(c)2003-2009 Hdll AG,FL-9494 Schaan Witt is a registered Trademark of HIM AG,Schaan j I CARUSO TURLEY SCOTT Job Name C,CA"' structural engineers 1215 W. Rio Salado Parkway,suite 200 Tempe, Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. I� I Sheet No. riT•.�i— www.ctsaz.com BY t1TI-�. Date G !'`) ��. 11l...,T,�,•1.rl�, :SN) sag . . �1�-xrft�:J�- ��•'� �,�t�S?•1�i•I�GUl.1�� `�;� `v,Ri{,_-��'/;"Qx`p?5G. `•i•�ft%�.j 4}�::-i��: Lr�it�St'`i• �,�t-��+t V. .: ... .. '.. _ �-t '- �l,l•i'Si-:�: `7•!t-fit r '�;^.� Ui. �`� � {1a:� 5it� ;��`•Sr Grp, , �J . a 41KIR,�Icr�.. A hL-"L.—: .jb V?ALA, - (utA4, 51\"- jjV.s-1•fl ttA t1 �o=7•Iti ., 5 �!i Psr -r"7.1l:1t.•t.JC% - s.,t-''.� (I�) LESf"t (' I `�'�,�•' -.�ll� "j:. �1s.K`.t.; !�•p�• 'C r< ' 1-a�.(�t?V{�.4G.(.1.5 . rnvf�i � Fc�- T:�'•`r. ScSS'(. `•S'E.�'�.4t sCi'�<.�-tt,.lt'-3 1 M I I CARUSO TURLEY SCOTT Job Name (70V,` structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. (I -?LI i Sheet No. to 1480 774-1700 • F:480 774-1701 www,ctsuz.com By. rA Date 1 01: 55 �-(�S(:Rom.- : )�I•�.,j` a1 ��i�% ��Jc t/1� ��' f )�� r) ' � .d J'it1-,, 'A� �� j •%1.., ..j.�t � ,ILI` 41 1 Aif.. .V) U '� :� • ELIE www.hilti.us Profis Anchor 2.7.6 Company: CTS Page: 1 Specifier: Project: I Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pas.No.: Phone I Fax: 480-774-1700 Date: 6/28/2018 E-Mall: Specifler's comments: t 1 input data T �' ' Anchor type and diameter: AWS D1.1 GR.B 314 Effective embedment depth: hef=6.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off Installation: eh=0.000 in.(no stand-off);t=0.500 in. Anchor plate: IX x ly x t=20.000 in,x 20.000 in.x 0,500 in.; (Recommended plate thickness;not calculated Profile: no profile Base material: cracked concrete,3000,f,'=3,000 psi;h=8.000 in. t Reinforcement: tension:condition B,shear:condition A;anchor reinforcement:shear edge reinforcement none or<No.4 bar j Geometry[in.] & Loading[Ib,in.lb] I z 3 l - ev � i Y gvegg'74." gr-'C5 ' cs=+• - F Y;->+ ,� r. -• ..3r-! +s F• �e+B'z ., 'fir - tr.. s,.�E.�a�y- •�Q.w 4 7 ,x Input data and results must be checked for agreemen[with the existing conditions and far plausibllltyl PROFIS Anchor(c)2DD3-2DD9 Hilli AG,FL-9494 Schaan HIM Is a registered Trademark of Hilli AG,Schaan �� I www.hilti.us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: j Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 1 Date: 6/28/2018 E-Mall: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity ON 1 Pv V ] Status_ Tension Concrete Breakout Strength 7,361 20,587 361- OK Shear Pryout Strength 52,400 63,578 -/83 OK Loading ON 6v Utilization PN.y I%] Status Combined tension and shear loads 0,358 0,824 5/3 91 OK i 3 Warnings • Please consider all details and hints/warnings given in the detailed reportl Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained In the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations in accordance with Hid's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to us'Ing the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by HIM on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt!Webslte. Hlltl will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibllltyl PROFIS Anchor(c)200M009 Hiltl AG,FL-9494 Schaan Hilll is a registered Trademark of HIIII AG,Schaan i� �+� I I r CARUSO TURLEY SCOTT Job Name COL 'LwL structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona BS281 (� �Lt; Sheet No. T:480 774-1700 • F:480 774.1701 Job No, www.ctsaz.com By PVT1''� Date 6 I—x L r:- �. 1.cNC� 1�E/SJ1;tJ `iiZ.df? . `r f�° C>` C.C... i www_.hutims Profis Anchor 2.7.6 Company: CTS Page: i Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 1 Date: 7/2/2018 E-Mail: Specifier's comments: 9 Input data Anchor type and diameter: AWS DIA OR.B 314 Effective embedment depth: haf=4.000 in. Material: Proof: Design method ACI 318-141 CIP Stand-off installation: e6=0.000 in.(no stand-off);t=0,250 in. Anchor plate: Ix x lY x t=3.000 in.x 3,000 in.x 0.250 in.;(Recommended plate thickness;not calculated Profile: no profile Base material: cracked concrete,3000,f�'=3.000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition A; edge reinforcement:none or<No.4 bar Seismic loads(cat.C, D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(a)) Geometry[in.]&Loading[lb,in.lb] Z I 0 _00 � 025 :S'F' v =4 5. - l. . X Input data and results must be checked for agreement with the existing conditions and for plauslbiiityl PROFIS Anchor(c)2003-2009 Hill!AG,FL-9494 Schaan HIItI is a registered Trademark of HIM AG,Schaan r" M I I �. i www.hlltl.us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos,No.: Phone I Fax: 480-774-1700 J Date: 7/212018 E-Mail: i 2 Proof i Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity AN!pv[%] Status f Tension - -1- Shear Pryout Strength 2,000 14,723 414 OK Loading AN ]iv Utilization YN,y[%] Status Combined tension and shear loads - 3 Warnings • Please consider all details and hints/warnings given in the detailed reportl Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties I • Any and all Information and data contained In the Software concern solely the use of Hliti products and are based on the principles,formulas and security regulations In accordance with Hllb's technical directions and operating,mounting and assernbly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to he conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an export,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange far the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hiltl on a regular basis.If you do not use the AuloUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt!Website. Hilt!will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plauslbllityl PROFIS Anchor(c)2003-2009 Hill!AG,FL-9494 Schaan Hlltl Ise registered Trademark of Hilll AG,Schaan r I r CAR(1$® TURLEY $COTT Job Name Y)KIL fl.)L structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T. 480 774-1700 • F:480 774-1701 Job Na I`b -�� Sheet No. -1 www.ctsaz.com By M;M Date Ii 30141L. USf d�aca-''J1<�. l%��,L:=1�•J's �.� �1r�1� E/ s �E S�A. �1C�B:"F.. " h�1 f ( 1 / 3. �L i� 1 I� I CARUSO TURLEY SC®TT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T.480 774-1700 • F:480 774-1701 Job No. (d---1 -{ Sheet No. www.cisaz.com By 1 Date aoll (v}�1<t-���i � }�:,.{. i,- ;i f;:l ��.• ;��:� S(� �r I�;I CARUSO TURLEY SCOTT Job Name (�.r-Y-( structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 ft Sheet No. I, T-480 774-1700 - F:480 774-1701 Job No. I e www.clsaz.com By Data G I s• jv. } _.' .711,;/�-' ll• ���,� fit. 1_ % ��"a`, �(;FI�r/%.� Wj1fl �yN"I(�'°fine $.P. tJ! �41.� Ia �zA l;.Q•'� .IC/ � tft 1.4• ��� Ii�if� fell ( � L_.�l- _ '„ ` k•F' w�� � r�4 �jkl Caruso Turley Scott,Inc. Project Title; 1215 W.Rio Salado Pkwy,#200 Englneer; Tempe,AZ 85301 Protect ID: Tempe,AZ 8 Project Descr: 480-774-1701 ' www.cisaz.com Printed:27 JUN 2018, 8:05AM Steel Column Flle=G:1ENG_PR-1LC0026-111874IC-11-CALCUL-1-%18741C-1.EC6 I Description: Typical Warehouse Column Code References Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 -General Information Steel Section Name: HSS10x10x114 Overall Column Height 34.0 it Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(YAdth)axis: E;Elastic Bending Modulus 29,000,0 ksi Unbtaoed Length for X-XAxis buckling 34.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=34.0 ft,K=1.0 Applied Loads + ---- - Service loads entered.Load Factors will be applied for calculations, Column self weight included:1,1D8.31 Ibs"Dead Load Factor AXIAL LOADS... I Axial Load at 34.0 ft,Xecc=1.0 in,D=50.0,LR=30.0,S=37.50 k _ _ r DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8592 : 1 Maximum Load Reactions.. Load Combination +D+S+H Top along X-X 0.1225 k Location of max.above base 33.772 ft Bottom along X-X 0.1225 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 68.608 k Bottom along Y-Y 0.0 k Pn I Omeaa:Allowable 117.488 k Ma-x:Applied 0.0 k-$ Maximum Load Deflections... Mn-x I Omega:Allowable 61.297 k-ft Along Y Y 0.0 in at O,Ofi above base Ma-y�Applied -7.243 k-ft for load combination Mn-y I Omega:Allowable 61.297 k-ft Along X-X -0.2305 in at 19.852ft above base for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0,002994 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.2145 k Vn I Omega:Allowable 71.632 k IN Caruso Turley Scott,Inc. Project Title: 1215 VV.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 WWW.CtSaZ.COnI Printed:27 JUN 2018, 8:08AM St@@� BSS@ PI1�@ File=GAENG_PR-A-00026-1118741C-11CALCUL-W8741CAEC6 t.ttt. • 1 Description: Typical Warehouse Column Baseplate Code References Calculations per AISC Design Guide# 1, IBC 2DO9, CBC 2010,ASCE 7-05 Load Combination Set : IBC 2012 General information I` Material Properties; AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support f'c = 2.50 ksi S2 c :ASD Safety Factor, 2.50 Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 4.250 ksi Column &Plate r Column Propertied 11- 11 ` Steel Section. HSS10x10x114 Z Depth 10 in Area 8.96 inA2 .tea" .Aa.�•r=, :� �:. Width 10 in Ixx 141 in^4 h="WOr1 a VAI Flange Thickness 0.233 in In 141 inA4 " 5 Web Thickness 0 in Plate Dimensions Support Dimensions N:Length 16,0 in Width along"X" 48.0 in �_ ;�;r`:' + '°=`• `. B:Width 16.0 in Length along"Z' 48.0 in o Thickness 0.750 in ` �`�``�'' >. ' "olumn assumed welded to base plate. ' - ��d tom• M.i> a7y =t a4 'i +S k t` teyy t,�? 4_Q- i Applied Loads +P x was- � X +X D:Dead Load 50.0 k 0.0 k 0.0 Wt y •- - -.. Y Lr LRoof Live.,...,.,, 30.0 k 0.0 k 0.0 k-ft S:Snow......... .... 37.50 k 0.0 k 0.0 k-ft +VZ W:Wind. ............ 0.0 k 0,0 k 0.0 k-ft ' E:Earthquake 0.0 k 0.0 k 0.0 k-ft -' H:Lateral Earth... ,... 0.0 k 0.0 k 0.0 k-ft -i-Z _ "P"=Gravity load Y sign is downward. W' Moments create higher soil pressure at+Z edge, t � . Shears push plate towards+Z edge. GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max,Moment...............•,,.,. 1,805 k-in Plate Design Summary ib'.Max.Bending Stress............... 12.836 ksi Design Method Allowable Strength Design Fb:Allowable: 21.557 ksl Governing Load Combination •+D+S+H Fy/Omega Bending Stress Ratio 0,595 � Governing Load Case Type Axial I-oad Only Bending Stress OK Design Plate Size V-4"x V-4"x 0-314" Pa:Axial Load.... 0,000 k fu:Max.Plate Bearing Stress.•.. 0.342 ksi Ma:Moment,.,...., 0.000 k-ft Fp:Allowable: 1.700 ksl min(0,85*fc`sgrt(A21A1),1,7*fc)"Omega Bearing Stress Ratio 0,201 Bearing Stress OK M Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.4200 Engineer: Tempe,AZ 85301 Project ID: V p 480-774-1700 Project Descr: , 480-774-1701 www.ctsaz.com Printed;26 JUN 2016, 5:00PM General Footing . Fit=QIENo-PR-I\-CDD26-tU8741C-11CALCUL-1118741C-i.EC6 ' Description: Typical Warehouse Footing Code`Refererices Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General lirformation - Material Properties Soil Design Values f'c:Concrete 28 day strength 2.50 ksi Allowable Soil Bearing = 2.50 ksf fv:Rehar Yield - 60.0 ksi Increase Bearing By rooting Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145,0 pcf Soil/Concrete Friction Coeff. - 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Fooling base depth below soil surface = 1.50 ft Min Steel IN,Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0:1 Min.Sliding Safely Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability,moments&shears Yes - 0.0 ksf Add Pedestal Wt for Soil Pressure No when max,length or width is greaser than - 0.0 ft Use Pedestal wt for stability,mom&shear No Dinterisions - - Width parallel to X-X Axis = 6.50 ft Length parallel to Z-Z Axis = 6.60 ft z Footing Thickness = 18.0 in Pedestal dimensions,., __X px:parallel to X-X Axis = 0.0 in pz:parallel to Z-Z Axis 0.0 in Height 0.0 in Rehar Centerline to Edge of Concrete... ' at Bottom of fooling = 3.0 in - _ _- ,._• ,»- -o Reinforcing 6'`s' Bars parallel to X-X Axis - Number of Bars = 8 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size = # 6 I.Mtl Yew- Y •'i.,.W' ti "•a+ ._ -YlmpYyjTf�7ij __ Bandwidth Distribution Check (ACI 15.4.4.2) x-xsKUMLDOwa.e Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load _ 50.0 30.0 0.0 37.50 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-X - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz 0.0 0.0 0.0 '0.0 0.0 0.0 0.0 k-ft V-x _ 0.0 0.0 - 0.0 0.0 0,0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0,0 0.0 0.0 k I I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: - 480-774-1700 Project Descr: 480-774-1701 f wwW.ctsaz.com Printed:26 JUN 2016, 5:00PM General Footing He=c:1CNG-PP-1tc0376-1t18741C-1ncntCUL-1n1e741c-IXC6 Description: Typical Warehouse Footing DESIGN SUMMARY • ' Mtn.Ratio Item T Applied Capacity Governing Load Combination PASS 0.9156 Soll Bearing 2.289 ksf 2.50 ksf +D+S about Z-Z axis PASS nla Overturning-X-X 0.0 k4t 0.0 k-ft No Overturning PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k4t No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.4286 Z Flexure(+X) 15.0 k-ftlft 35,001 k-ftlft +1.20D+1.60S l PASS 0.4286 Z Flexure(A) 15.0 k-ftlft 35.001 k-f11ft +1,20D+1.60S PASS 0.4286 X Flexure(+Z) 15.0 k4ft 35,001 k4ft +1.20D+1,605 PASS 0.4286 X Flexure(-Z) 15.0 k4ft 35.001 k-fUfI +1,20D+1.60S PASS 0,4239 1-way Shear(+X) 31,795 psi 75,0 psi +1,20D+1.60S PASS 0,4239 1-way Shear(-X) 31.795 psi 75.0 psi +1,20D+1,605 PASS 0.4239 1-way Shear(+Z) 31.795 psi 75.0 psi +1.20D+1,60S PASS 0.4239 1-way Shear(-Z) 31,795 psi 75,0 psi +1,20D+1.60S PASS 0,8533 2-way Punching 128.0 psi 150.0 psi +1.20D+1,605 f M i CARUSO TURLEY SC®TT Job Name VU structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. 1'T- 714t Sheet No. 3.[n T.480 774.1700 • F;480 774-1701 www.clsuz.com By /'A M Date l f. � �� (TV i L)79�, 1 f Caruso Turley Scott, Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: , 480-774-1701 www.ctsaz.com Printed:28 JUN 2018, 4:14PM Steel Column File-G:IENG_PR-iLC0o26-1118741C-i1CALCUL-1118741C-i.EC6 ITENSMWi 4.r00. Description: Low Roof West Column Code References r Caiculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Steel Section Name; HSS5x5x5116 Overall Column Height 16.0 ft ' Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksl X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraeed Length for X-X Axis buckling=16.0 ft,K=1.0 Y-Y depth axis Lin Length for Y-Y Axis buckling=16.0 ft,K=1.0 '-Applied'Loads Service loads entered,Load Factors will be applied for calculations. Column self weight included:304.513 Ibs"Dead Load Factor AXIAL LOADS.. , r Axial Load at 16,0 ft,Xecc=1,0 in,D=27.70,LR=16.60,S=20.80 k E DES)Gkf UMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8392 :1 Maximum Load Reactions.. Load Combination +D+S+H Top along X-X 0.1443 k Location of max.above base 15,893 ft Bottom along X-X 0.1443 k At maximum looation values are... Top along Y-Y 0.0 k Pa:Axial 48.805 k Bottom along Y-Y 0.0 k Pin/Omega:Allowable 72.896 k Ma-x:Applied 0,0 k-ft Maximum Load Deflections... Mn-x 1 Omega:Allowable 21.026 k-ft Along Y Y 0.0 in at O.Oft above base r for load combination Ma-y:Applied -4.015 k-ft ; r Mn-y I Omega:Allowable 21.026 k-ft Along X-X -0.210 in at 9.342ft above base ' for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0.006363 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are,.. Va:Applied 0.2526 k Vn I Omega:Allowable 39,696 k r I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,9200 Engineer: Tempe,AZ 85301 Project ID: c. 480-774-1700 Project Descr: 4BO-774-1701 www.etsaLcom Printed:28 JUN 2018. 4:15PM I. Steed Base Pate FOe=G:1ENG-PR-1LG'0026-1118741C-i1CALCUL-•1118741G1.EC6 rrr. Description: Low Roof West Column Baseplate Code f Reerences _ I Calculations per AISC Design Guide#1, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: IBC 2012 General Information Material Properties i AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support f'c = 2.50 ksi n c :ASD Safety Factor. 2.50 Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 4,250 ksi Column &Plate ` i Column Properties Steel Section: HSS5x5x5/16 Depth 5in Area 5.26ln^2 Width 5 n in Ixx 19 in 4 Flange Thickness 0.291 In lyy 19 in^4 "�' •`Y ?'• ' ; ^`'Y� Web Thickness 0 in Plate Dimensions Support Dimensions , N:Length 12.0 in Width along"X" 48.0 in B:Width 12.0 in Length along"Z' 48.0 int— Thickness 0.750 in Column assumed welded to base plate. ">>�r{t�'.�r SY �}c 7r�': i��• •W� �r ktJl7' 1�, Applied Loads : - }P _��'= P-Y V•Z M-X j T�7 D:Dead Load 27.70 k k k-ft L:Live......, k k k-ft < c 16,60 k k k-tt S:Snow 20.80 k k k- -; ft Lr:Roof Live...,,.., 14 .Wind k k k-ft +�/Z E:Earthquake k k k-fl _ H:Lateral Earth,.,,,., k k k-fl r , _ ,l +Z r 't ty g "+" Moments create hi p "P"=Gravity load,'+'sign is downward, higher soil pressure at Shears push plate towards+Z edge. GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment..................... 2.213 k-In Plate Design Summary fb:Max.Bending Stress............... 15.736 ksi Design Method Allowable Strength Design Fb:Allowable: 21.557 ksi Governing Load Combination +D+S+H Fy/Omega Governing Load Case Type Axial Load Only Bending Stress Ratio Design Plate Size V.0"x V-0"x 0-3/4" Bending StresssK O OK Pa:Axial Load 0,000 k fu:Max,Plate Bearing Stress 0.337 ksi Ma:Moment 0.000 k-ft Fp:Allowable: 1.700 ksl min(0.85*fc"sgrt(A2JA1),1,7*fc)"Omega Bearing Stress Ratio 0,198 Bearing Stress OK m Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer:e y Tempe,AZ 85301 Project ID: i5' 480-774-1700 Project Descr; 480-774-1701 www.clsaz.com Printed:26 JUN 2016, 4:10PM General°Footing' - File`G:1E►�PR-,tcooic-��,e7a,c 11CALCUI-11187aiC-i•t c6 - . Description: Low RoDI West Column Footing Code References -. Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information ! Material Propetties Soil Design Values i f'c:Concrete 28 day strength = 2,50 ksi Allowable Soil Bearing = 2.50 ksf fy;Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf SoWConcrete Friction Coeff. = 0,30 cp Values Flexure = 0.90 Shear = 0,750 Increases based on footing Depth !analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 ; 1 Min.Sliding Safely Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than . _ ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel tc Z-Z Axis 5.0 ft Footing Thickness 16.0 in x w= x Pedestal dimensions.., _ _ , { Y px:parallel to X-X Axis _ in pz:parallel to Z-Z Axis In Height = In Rebar Centerline to Edge of Concrete... `=t� ' at Bottom of fooling = 3.0 in aY Reinforcing Bars parallel to X-X Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 , r Reinforcing Bar Size = # 5 `•= _ r :r, _ BandWdth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied'Loads D Lr L S W E H P;Column Load = 27.7 16.60 20.80 k OB:Overburden - _ ksf M-xx = k-ft M-zz - k-ft V-x = — _ ---- k V-z = k r I 1 I i Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: -7 480-774-1700 Project Descr: 480-774-1701 W1vw.ClSaZ.CO!>7 Printed:28 JUN 2018, 4:18PM Gen eral3Ca� Footing File=G:1ENG-PR-lk-COD16-1118741C-11CALCUL-1118741C-1.EC6 UIRM t.ttt. Description; Low Roof West Column Fooling DESIGN SUMMARY ommi i DesignO Min.Ratio Item Applied Capacity Governing toad Combination I PASS 0.8608 Soil Bearing 2,152 ksf 2.50 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0,0 k No Uplift PASS 0.3954 Z Flexure(+X) 8,315 k-ft/ft 21.029 k-f/ft +120D+1.605 PASS 0.3954 Z Flexure(-X) 8,315 WWI, 21.029 kRift +120D+1,60S PASS 0.3954 X Flexure(+Z) 8,315 k-ft/ft 21,029 k-ft/ft +1.20D+1,60S i PASS 0.3954 X Flexure(-Z) 8.315 WWI. 21.029 k-ftlft +1.20D+1.605 PASS 0.3184 1-way Shear(+X) 23.879 psi 75.0 psi +1,20D+1,605 PASS 0,3184 1-way Shear(-X) 23,879 psi 75.0 psi +1,20D+1,60S I PASS 0.3184 1-way Shear(+Z) 23,879 psi 75.0 psi +1.20D+1.605 PASS 0.3184 1-way Shear(-Z) 23,879 psi 75.0 psi +1.20D+1.609 PASS 0.6243 2-way Punching 93.640 psi 150.0 psi +1.20D+1.60S M kfA Ar- 1 i T 1 .4 F-I F'l r-1 rl Fl Fl F-I M F-1 r-1 r-1 Fl! XA . EMM A A. vW� 79\ 'WIV) 5_ CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. I(i -�]'1 l Sheet No. cj, T:480 774-1700 • F:480 774-1701 , www.ctsaz.com 6y Pal Date ..`G f=`f `f.t?f N Plq� i • I fV P'J Af I �= f/Ic VG,,�A'r °l tle ��c►•JrA L, Wk LA OVA I:: .-,-yam I d- rs' (:r' ��ii�3, S�%�J9.F t••til7 E�1} .�J�.fai)-t.V,t`.{.ia M Caruso Turley Scott, Inc, Project Title: 1215 W,Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project I D: 480-774-1700 Project Descr: Ri r 480-774-1701 WWW.ctsaZ•Corn Printed;29 JUN 2018,10:34AM Concrete Slender Wall - file=G1ENG-PR-1�-00028-1118741C-11CALCUL=111874iC•-1:EC8 Description: Typical Bearing Wall Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 i Load Combinations Used : IBC 2012 General Information fc:Concrete 28 day strength = 3.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy;Rebar Yield - 610 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L! 0 Ec:Concrete Elastic Modulus = 3.122.0 ksi Rebar"d"distance 1.80 in Minimum Vertical Steel% = 0.0020 % :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10,12.3 Fr:Rupture Modulus = 410.792 psi Bar Size # 5 Max%of p balanced = 0.01355 Bar Spacing 18.0 in Max PulAg=fc* = 0.060 Concrete Density - 150.0 pcf 1 Width of Design Strip = 12.0 in On"tory Wall Dimensions A Clear Height = 31.0 ft B Parapet height = 4.0 ft Wall Support Condition Top & Bottom Pinned' x — C' x VerUcal Loads Vertical Uniform Loads (Applied per foot of Strip Width) DL:Dead Lr� f Livg Lf Floor uve :Snow W:Wind Ledger Load Eccentricity 6.750 in 0,50 0.4350 0,8250 klft Concentric Load _ Mg Lateral Loads _ Wind Loads: Seismic Loads: Full area WIND load 27.60 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.60 psf Fp 1.0 = 30.60 psf (Applied to full"STRIP Width) U Lr t E try Endpoints from Base too bottom Distributed Lateral Load 0,02150 klft 35.0 31.0 ft .a I • Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID; ! F, 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed;29 JUN 2016,10:34AM Concrete Slender wall FIIe=G:1ENG-PR-11:C0026-1U8741C-11GALCUL-S118741C-.1.EC6 �.���. Description: Typical Bearing Wall DESIGN,SUMMARY. Results reported for"Strip Width"of 12.0 in Governing Load Combination.,. Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5411 ; +1.2DD+0.70S+E Max Mu 4,054 k-It Phi'Mn 7.492 k-ft i PASS Service Deflection Check Actual Defl.Ratio U 951 Allowable Defl,Ratio 150 +D+0.70E Max.Deflection 0,3912 in PASS Axial Load Check Max Pu/Ag 36.641 psi Max.Allow.Defl. 2,480 in +1.20D+0,7DS+E Location 16,017 ft 0.06*fc 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0,002778 Aslbd= 0.0 rho bal 0.01355 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.6340 k Base Horizontal E Only 0.4664 k Vertical Reaction D Only 4,0 k Design Maximum Combinations-Moments - Results reported for"Strip Width"=12 in. r Axial Load f Moment Values 0.6* i Load Combination Pu 0.06*fc*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ff k-h k-fr in^2 +1.20D+1.60Lr at 29.97 to 31.00 0.000 17.280 4.38 0.73 0.90 6,69 0.207 0,0028 0.0135 +1.20D+1.60Lr+0.50W al 16.53 to 17.57 3,512 17.280 4.38 2,04 0.90 7.49 0,207 0,0028 0.0135 +1.20D+1.60S at 29.97 to 31.00 0,000 17.280 4,38 1.08 0,90 6.69 0.207 0.0028 0,0135 +1.20D+1.60S+0.50W at 16.53 to 17.57 4,136 17.280 4.38 2.26 0.90 7.61 0.207 0.0028 0.0135 +1.20D+0.50Lr+W at 15.50 to 16.53 3,158 17.280 4.38 3.52 0,90 7.42 0,207 0.0028 0,0135 +1,20D+0.50S+W at 15.50 10 16.53 3.353 17.280 4,38 3.59 0.90 7.46 0.207 0.0028 0.0135 +1.20D+0.70S+E at 15.50 to 16.53 3.518 17.280 4.38 4.05 0.90 7.49 0.207 0.0028 0.0135 +0.90D+W at 14.47 to 15,50 2,298 17,280 4,38 3,37 0,90 7.23 0.207 0,0028 0.0135 +0,90D+E at 14.47 to 15,50 2.298 17.280 4.38 3.77 0.90 7.23 0.207 0.0028 0,0135 Design.Maximum Combinations-Deflections Results reported for"strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu i Mcr Mactual I gross I cracked I effective ; Deflection Defl, Ratio k i k-tt tc-ft Will in^4 in^4 in +D+0,60W at 15.50 to 16,53 2.450 4,38 2.1D 512.00 64.96 384.000 0.304 1,224.9 +D+0,70E at 15.50 to 16.53 2,450 4.38 2.70 512.00 64.98 384,000 0.391 950.9 +0.60D+0.60W at 14,47 to 15.50 1.532 4.38 2.01 512.00 62.65 384.000 0,290 1,281.7 +0,60D+0,70E at 14.47 to 15.50 1.532 4.38 2.61 512.00 62.65 384.000 0.377 987A +0.60W at 14.47 to 15.50 0,000 4,38 1.90 512.00 58,73 384,000 0,271 1,373.7 E Only*0.70 at 14.47 to 15.50 0,000 4,38 2.48 512.00 58.73 384,000 0,356 1,045.5 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 Ic 4,000 k Lr Only 0.0 k 0.01 k 0.435 k S Only 0.0 k 0.01 k 0.825 k W Only 0.4 I( 0.63 k 0.000 k E Only 0.5 k 0.60 k 0.000 k �n CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No, T:480 774-1700 • F:480 774-1701 www.ctsaz.com By Date (srP ° vv) i R� /-71 14- } b"NAL /ter j 51 p.� .l \1 �` , �i;;) .t l-'fir$ •5 `P.. ��� .0 . �I�C(I: r °"4, :Vj (tl (f. i I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: r C 480-774-1700 Project Descr: "l 480-774-1701 wNM.G1SaZ.^Om Printed:29 JUN 2018,10:35AM COI1C1@t@ Slender Wall File-G:IENG PR-ILCOWI%18741C-11CALCUL-1118741C-1.EC8- 000 Description: Non Bearing Wall with Low Roof Code Refere»ae.s i Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information f'c;Concrete 28 day strength = 3.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Deft Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122A ksi Rebar"d"distance 1.80 in Minimum Vertical Steel% = 0.0020 l,. :Lt Wt Conc Factor 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr;Rupture Modulus = 410.792 psi Bar Size # 5 Max%of p balanced 0,01355 Bar Spacing 12 in Max Pu/Ag=f'c" = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12,0 in 'fine=Story Wail Dimensions A Clear Height = 34,0 tl B Parapet height = 1.0 fl. B - 3 r - , Wall Support Condition Top& Bottom Pinned — i q - r ? SY _Vertical Loads Verllical Unitolm Loads.- (Applied per foot of Strip Width) DL:Dead Lr:Roof Live It:Floor L ve S Snow W:Wind Ledger Load Eccentricity 6.750 In 0.0710 0.0710 0.2280 kilt Concentric Load kfft Vertical Concentrated Loads... (Applied to full"Strip Width") DL:Dead Lr:Roof Live Lf�Fioz)r Live S:Snow W:Wind Beam Load#1 Eccentricity 6.750 in 0.30 0.30 0.570 k Dist.from Base 17.0 it 71 Lateral Loads Wind Loads: _ Seismic Loads; Full area WIND load psi Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.60 psi Fp 1.0 = 30.60 psf D Lr L E W Height (Applied to full"STRIP Width') Point Lateral Load 0.3050 0,2350 k 17.0 ft (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.02760 k/ft 35.0 17.0 ft i • Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer:Tempe,AZ 85301 Project ID: P 77 i 480-774-1700 Project Descr: "9 ' 480-774-1701 WWW,CtSaZ.Ct)m Printed:29 JUN 2018,10;35AM C011Cr@t@ SI@Ildelr'NIfBII FNe=GWNG-'R-k.C.0026-1%18741C�;IMCUL-1118741C-l.,c6 Descriplion: Non Bearing Wall with Low Roof DESIGN SUMMARY - Results reported for"Strip Width"of 12,0 in Governing Load Combination... Actual Values Allowable Values, PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.82 22 +1.20D+0.70S+E Max Mu 7,926 k-ft Phi'Mn 9.663 k-ft PASS Service Deflection Check Actual Defl.Ratio U 166 Allowable Defl,Ratio 150 +D+0.70E Max,Deflection 2.462 in PASS Axial Load Check Max Pu/Ag 35.777 psi Max.Allow,Defl. 2.720 in +1.20D+0.70S+E Location 15.30 it 0.06*f'c 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.004167 Aslbtl= 0.0 rho bal 0,01355 Maximum Reactions... for Load Combination.... j Top Horizontal E Only 0.7037 k Base Horizontal E Only 0.6723 k Vertical Reaction D Only 3.871 k Design Naximm n Combinations•Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* I Load Combination Pu 0.06*fc*b*t : Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in12 _. +1.20D+1.60Lr at 13.60 to 14,73 3.607 1T280 4.38 0.25 0,90 9.87 0,310 0.0042 0.0135 +1,20D+1.60Lr+0,50W at 13,60 to 14.73 3.607 17.280 4.38 1,99 0.90 9,87 0,310 0.0042 U135 +1.20D+1.60S at 13.60 to 14.73 4.290 17,280 4.38 0.41 0.90 10.00 0,310 0.0042 0,0135 +1.20D+1.60S+0,50W at 13.60 to 14.73 4.290 17,280 4.38 2.17 0.90 10,00 0.310 0,0042 0.0135 +1.20D+0.50Lr+W at 17.00 to 18.13 2,281 17.280 4.38 4.02 0.90 9,61 0.310 0,0042 0,0135 +1.20D+(150S+W at 17.00 to 18.13 2.359 17,280 4.36 4,02 0.90 9.63 0310 0.0042 0.0135 +1,20D+0.70S+E at 14.73 to 15.87 3.435 17.280 4.38 7.94 0,90 9.83 0,310 0.0042 0.0135 +0,90D+W at 17,00 to 18.13 1.684 17.280 4.38 4.03 0,90 9,50 0,310 0,0042 0,0135 .s0.90D+E at 1537 to 17.00 1,786 17.280 4,38 7.57 0.90 9.52 0.310 0.0042 0,0135 I)_esign Maximum Combinations•Deflections_ - Results reported for"Strip Width"=12 In. Axial Load Moment Values I Stiffness Deflections Load Combination Pu ! Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio 1( k-ft kt inA4 W4 1,N In +D+0.60W at 17.00 to 18,13 1.871 4.38 2,40 512.00 86.70 384,000 0,388 1,051.9 +D+0,70E at 15.87 to 17,00 1.984 4.38 5.20 512.00 86.97 159.291 2.462 165.7 +0.60D+0,60W at 17.00 to-18.13 1.123 4.38 240 512.00 84.95 384,000 0.383 1,065.7 +0.60D+0.70E at 15.87 to 17.00 1.190 4.38 5.02 512.00 85,12 175.399 2.132 191.4 +0.60W at 17.00 to 18.13 0.000 4.38 2,39 512.00 82.32 384,000 0,376 1,086.4 E Only'0,70 al 15.87 l0 17.00 0.000 4.38 4.84 512.00 82.32 198.251 1,713 238.1 `Re8C11116ns-Vertic8l&Horizontal Results reported for"Strip Width"=12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k 3,871 k Lr Only 0.0 k 0.01 I: 0,371 I: 8 Only 0.0 k 0.01 Ic 0.798 k W Only 0.2 i< 0.50 k 0,000 k E Only 0.7 k 0.70 k 0.000 k 04 CARUSO TURLEY SCOTT Job Name structural en9 ineers 1215 W.Rio Solodo Parkway, Suiie 200 Tempe,Arizona 11281 Job No, IT) -7L[l Sheet No. �! T:480 774-1700 . F:480 774.1701 r/ www.ctsaz.com By � .. Date Cih�S;G:� 944,:0 G� :.3 � �.�g rrYi 9/G ALL JG,, (w- \ 71ti / �•3�µ/tb• ° ,.��`3 �A'rJutb Pc n1TS/41/,) L f Xerwf(-) !!;•!'�h�, V / r 9 .: ,� �. )f . d_q .5 0. M Caruso Turley Scott,Inc. Project Title: 1215 W.Rlo Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 WWW,CIS8z.00rr1 Printed: 2 AUG 2018.12:16PM Cn11C1'@t@ Slender Wall Fttie=alENG-PR-4LCQD26-111874W-11CALCUL-11187411C-1.ECE o Description: Wall Under Girder Point Load Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Pc:Concrete 28 day strength = 3 ksl Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Deft Ratio = L 1 150 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.80 in Minimum Vertical Steel% = 0.0020 Lt Wt Conc Factor = 1,0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R,10.12.3 Fr:Rupture Modulus = 410.792 psi Bar Size # 5 Max%of p balanced = 0,01355 Bar Spacing 4 In Max PufAg=f'c' = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One,-Story Wall Dimensions + A Clear Height = 34.0 it B Parapet height = 1.0 ft B _ - Wall Support Condition Top & Bottom Pinned �-` at(AuaEnment A _z µ _= Ffnor Atla�hmon Velticall Loads Vertical Uniform toads... (Applied per foof of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 2.6625 1.6125 6.1875 kfh Concentric Load k/ft Vertical Coneentraled Loads (Applied 0 full"Strip Width') DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Beam Load#1 Eccentricity 6.750 in 0.30 0.30 0.570 Dist.from Base 17.0 fi Lateral Loads Wind Loads: _ Seismic Loads; Full area WIND load psi Wall Weight Seismic Load Input Method: Direct entry of Lateral Wail Weight Seismic Wall Lateral Load 30.60 psf Fp 1.0 = 30.60 psf D Lr L E W Height (Applied to full"STRIP Width') Point Lateral Load 0.3050 0.2350 k 17.0 it (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0,02760 klft 35.0 17.0 ft 1 Caruso Turley Scott, Inc. Project Title: 1215 W. Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project escr: 480-774-1700 Project D l 480-7 74-1701 wWW.c18az.c0M Printed: 2 AUG 2018,12:15PM Concrete Slender Wall File=G:4ENG_PR-1..C11026-11187411G-11CALCUL-1118746C-1.EC6 "WITM,slaw, Licensee cartisolurley Description: Wall Under Girder Point Load I DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6037 +1.20D+0.70S+E Max Mu 12.346 k-ft Phi*Mn 20.452 k-ft PASS Service Deflection Check Actual Defl,Ratio U 170 Allowable Defl,Ratio 150 +D+0,750S+0.5250E Max.Deflection 2.399 in PASS Axial Load Check Max Pu 1 Ag 100.898 psi Max.Allow,Defl. 2.720 In +1.20D+0.703+E Location 17.567 ft 0,06*f'c 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01250 Aslbd= 0,0 rho bat 0A1355 Maximum Reactions- for Load Combination..,, Top Horizontal E Only 0.7037 k Base Horizontal E Only 0,6723 k Vertical Reaction S Only 6.758 k Design Maximum Combinations-Moments Results reported for"Strip Width'=12 in. Axial Load Moment Values 0.6" Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k-ft lc.ft 012 +1.20D+1,60Lr at 32.87 to 34.00 0.000 17.280 4.38 3.25 0.90 20.66 0.930 0.0125 0,0135 +1,20D+1.60Lr+0.50W at 22,67 to 23.80 7.255 17 280 4,38 4.22 0.90 20.50 0.930 0,0125 0.0135 +1,20D+1.60S at 27.20 to 28,33 14.033 17.280 4,38 7.73 0.90 20.38 0.930 0.0125 0.0135 +1.20D+1.605+0.504V at 21.53 to 22.67 14,712 17,280 4,36 10.38 190 20.37 0.930 0,0125 0.0135 +1,200+0,50Lr+W at 18.13 to 19.27 6,02.5 17.280 4.38 6,02 0.90 20.52 0.930 0.0125 0,0135 +1,20D+0,50S+W at 19.27 to 20.40 8.177 17,280 4.38 7,49 0,90 20.48 0.930 0.0125 0.0135 +1,20D+0.70S+E at 17.00 to 18.13 9.686, 17,280 4.38 12.35 0,90 20.45 0,930 0.0125 0.0135 +0.90D+W at 18.13 to 19.27 3.914 17.280 4,38 5,07 0.90 20.57 0.930 0.0125 0.0135 +0.90D+E at 17.00 to 18.13 4.016 17.280 4.38 8.50 0.90 20.56 0.930 0.0125 0,0135 _Design Maximum Combinations_Deflections _ Results reported for"Strip Width"=12 in. Axial Load I Moment Values i Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio _ k k-ft k-fl in^A - W4 -- in^+I in +D+0.60W at 17.00 to 18.13 4.462 4.38 3.30 512.00 200.06 384,000 01566 720.4 +D+0,70E at 17.00 to 18.13 4.462 4.38 6.24 512.00 200.06 214.548 1.868 218A +D+0.750S+0.5250E at 17.00 to 18.13 9.103 4.38 7.42 512.00 207.61 207.610 2.399 170.1 +0.60D+0.60W at 17.00 to 18.13 2.677 438 2.92 512.00 197,14 384,000 0.487 837,8 +0,60D+0.70E at 17.00 to 18.13 2,677 4.38 5161 512,00 197.14 236.572 1.574 259.2 +0,60W at 17.00 to 18,13 0.000 4,38 2,39 512.00 192.69 384.000 0,376 1,086.4 E Only*0.70 at 15.87 to 17,00 0,000 4.38 04 512.00 192.69 295,967 1,079 378.1 Reactions=Vertical Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0,0 k 0,05 k 6,462 k LrOnly 0.0 k 0,03 k 1,912 is S Only 0.1 k 0,11 k 6.758 k W Only 0.2 K 0.50 k 0,000 k E Only 0.7 k 0,70 k 0.000 It M l CARUSO, TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suiie 200 Tempe,Arizona 85281 Job No.- I y `1 ill Sheet No. •I� T:480 774-1700 • F:480 774-1701 www.cisaz.com By M�-jf1 Dare ' _SA M 1 taRrc r.) _ A,S la 5^h� �i+' c'.c ,Acfl r f 6 v.f,v <�� �,v ��i'.�r�r•E�. �.;;y:.,��•� r..._,__,�21.E•�,1`��j li. q, _ �A� In Caruso Turley Scott, Inc. Project Title: 1 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:29 JUN 2018,10;37AM Ft1e _PR-,Lcooz�n,e7a,- C-1%M-CUL-11t8751C-i.EC6' Concrete Slender-Wall Description: Jamb 1 Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information fc:Concrete 28 day strength = 3.0 ksi Wall Thickness 8.0 in Temp Di f across thickness = deg F Fy;Reba.,Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Deft Ratio = L f 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.90 in Minimum Vertical Steel% = 0.0020 � :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff,Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus 410.792psi Bar Size # 5 Max%of p balanced 0.01365 Bar Spacing 4.0 in ! Max PufAg=f'c' = 0.060 Concrete Density - 150.0 pcf Width of Design Strip = 12.0 in One-Stoiy.Wall Dimensions.: ' A. Clear Height = 31.0 ft ` B B Parapet height = 4.0 ft � Rpo`Atl3ahrrPn! -- L Wall Support Condition Top& Bottom Finned - l 1 I'09 Nl10-t n'7enl Verfical Loads _ _- Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf hor LiyB S:Snow W:Wind Ledger Load Eccentricity 6.750in 1,40 1.218 2.310 k1ft Concentric Load 4,860 kfft Lateral-Loads Wind Loads: Seismic Loads: Full area WIND load 77,30 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 85.70 psf Fp 1.0 = 85.70 psf (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.02150 kIft 35.0 31.0 ft Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: ID: Tempe,AZ 85301 Project1 4�_ 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:29 JUN 2018.10;37AM 1 C6.nc`ete`.Slender wa11 Fite=G:IENG_PR-11:00025-1118741C-14CALCUL-1118741C-1.EC8 IF Description Jamb 1 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values,., Allowable Values-.- PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7268 +1.20D+0.70S+E Max Mu 14.985 k-ft Phi*Mn 20.619 k-ft PASS Service Deflection Check Actual Defl Ratio LL 150 Allowable Defl,Ratio 150 +D+0.70E Max.Deflection 2.479 in PASS Axial Load Check Max Pu 1 Ag 119.469 psi Max.Allow.Defl, 2.480 in +1.20D+0,70S+E Location 16.017ft 0.06"f'c 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01271 Asfbd= 0.0 rho bat 0,01355 Maximum Reactions-.. for Load Combination.... Top Horizontal E Only 1,693 k Base Horizontal E Only 1.306 k Vertical Reaction D Only 9.760 k -Design-Maximurn-Combinations-Moments Results reported for"Strip width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06'Tc*b't I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-fit k-fit k-h in12 +1.20D+1.60Lr at 29.97 to 31.00 r 0.000 17.280 4.38 2.04 0.90 20.82 0.930 0,0127 0.0135 +1.20D+1,60Lr+0,50W at 15.50 to 16.53 11.801 17.280 4.38 7.61 0.90 20.61 0.930 0,0127 0.0135 +1,20D+1.60S at 29.97 to 31.00 0,000 17.280 4.38 3.02 0,90 20.82 0,930 0.0127 0.0135 +•1.20D+1.60S+0.50W at 16,53 to 17.57 13,424 17.280 4.38 8.87 0.90 20.59 0,930 0.0127 0,0135 +1.20D+0.5DLr+W at 14.47 to 15.50 10.585 17,280 4.38 12.78 0.90 20.63 0,930 0.0127 0,0135 +1.20D+a50S+W at 15.50 to 16.53 11,007 17,280 4.38 13.21 0.90 20.63 0.930 0,0127 0.0135 +1.20D+0.708+E at 15,50 to 16.53 11,469 17.280 4.38 14.98 0.90 20.62 0.930 0.0127 0.0135 +0.90D+W at 14.47 to 15.50 7.482 17.280 4.38 11.33 0.90 20.68 0.930 0.0127 0.0135 +0.90D+E at 14.47 to 15.50 7.482 17.280 4.38 12.58 0.90 20.68 0.930 0,0127 0.0135 Design Maximum Combinations-Deflections Resuits reported for"Strip width"=12 in. Facial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio _ k k-ft k-ft inA4 in"4 inM in +D+0.60W at 15.50 to 16.53 6,210 4.36 7.03 512.00 198.32 198,324 1.875 198.4 +D+0.70E at 15,50 to 16.53 8.210 4.38 9.04 512,00 198.32 198,324 2.479 150.1 +0.60D+0.60W at 14.47 to 15.50 4.988 4.38 6.27 512.00 193.26 208,266 1.665 223.4 +0.60D+0.7DE at 14.47 to 15.50 4.988 4.38 8.12 512.00 193.26 193.264 2.258 164.7 +0,60W at 14.47 to 15.50 O.ODO 4.38 5,36 512,00 185.29 242,594 1.359 273.8 E Only*0,70 at 14.47 to 15.50 0.000 4.38 6,96 512.00 185.29 186.047 1.964 169A Reactions-Nertical&Horizontal Results reported for"Strip width"=12 in, Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0,02 k 9.760 k Lr Only 0.0 k 0.02 k 1,218 k S Only 0.0 k 0.04 k 2.310 i< W Only 1.2 k 1,62 k 0,000 k E Only 1.3 k 1,69 k 0.000 k M CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. :�Ll e 1 r. T: 480 774-1700 ® F:480 774-1701 SheetNo. 4•I www.Etsoz.com By Dote G-/12 1 II VLj �.7' ( "�� J &Ch V(,AFkAL %I// 11 E x--a Ir [Ass- T Yip. WML., (6CU411C, Caruso Turley Scott, Inc. Project Title: 1215 W,Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: I Project Descr: (�_f 480-774-1700 480-774-1701 www.ctsaz.com Printed:29 JUN 2018,11:57AM Concrete Slender Wall. File'GAENG_PR-11-00026-1118741C-ItCALCUL-1%10741C-1.EC6 Description: Jamb 2 Code'Refer�ences �- - - - , Calculations per ACI 318-08 Sec 14.8, IBC 2009,CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information' f'c:Concrete 28 day strength = 3 ksi Wall Thickness 8.0 In Temp Dlff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.90 in Minimum Vertical Steel% = 0.0020 k :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff,Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 410.792 psi Bar Size # 5 Max%of pbalanced = 0.01355 Bar Spacing 8 In Max Pu/Ag=f'c" 0.060 i Concrete Density - 150.0 pcf Width of Design Strip = 12.0 in one-Story WaII.Dimensions A Clear Height - 31.0 ft B Parapet height = 4.0 it B Wall Support Condition Top& Bottom Pinned A 77- E7, Ft o Ai ment Vertical Loads Ve[heal Unkirm Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf�Floor Lie S:Snow W:Wind Ledger Load Eccentricity 6,750 in 0.9150 0.80 1,510 loft Concentric Load 2.250 k/ft Lateral Loads Wind Loads: A Seismic Loads: Full area WIND load 50.50 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 56.0 psf Fp 1.0 = 56.0 psf (Applied to full"STRIP Width") D Lr L != W Endpoints from Base top bottom _ Distributed Lateral Load 0.02150 kilt 35.0 31,0 ft Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: L.r 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:29 JUN 2018.11:57AM Concrete lender Wall F0e=crENG-PR-1t-00026-1118741C-11CALCUL-111874IC 1,EC6 Descriplion: Jamb 2 i DESIGN SUMMARY_ _ Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values. . PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6916 +1.20D+0.70S+E Max Mu 9.509 k-ft Phi'Mn 13.749 k-ft PASS Service Deflection Check Actual Dell.Ratio U 166 Allowable Dell.Ratio 150 +D+0.70E Max.Deflection 2.238 in PASS Axial Load Check Max Pu 1 Ag 74.948 psi Max.Allow.Dell. 2.480 in +1.20D+0.70S+E Location 16.01711 0.0E'rc 180.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.006352 Aslbd= 0.0 rho bat O.Oi 355 ' Maximum Reactions... for Load Combination,,., Top Horizontal E Only 1,106 k Base Horizontal E Only 0,8536 k Vertical Reaction D Only 6,665 k _ Design Maximum Combinations•Moments Results reported for"strip Width"=12 in. Axial Load Moment Values 0.6" Load Combination Pu 0.06*f'c*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal --k _k k-rt k-it k-f 1n"2 +1.20D+1.601-r at 29.97 to 31,00 0.000 17.280 4.38 1.34 0.90 12.48 0.465 0.0064 0.0135 +1,20D+1.60Lr+0.50W at 16.53 to 17.57 7,294 17.280 4,38 3.95 0.90 13.77 0,465 0,0064 0,0135 i +1.20D+1.60S at 29,97 to 31.00 0.000 17,280 4,38 1.98 0.90 12,48 0.465 0.0064 0.0135 I +1.20D+1,60S+0.50W at 16,53 to 17,57 8.430 17,280 4.38 4.61 0.90 13.97 0,465 0.0064 0,0135 +1.20D+0.5OLr+W at 14.47 to 15.50 6,662 17.280 4.38 8.07 0.90 13.66 0,465 0,0064 0.0135 +1.20D+0.50S+W at 14.47 to 15.50 7.017 17,280 4,38 8.33 0.90 13,72 0,465 0.0064 0.0135 +1,20D+0.70S+E at 15.50 to 16.53 7.195 17.280 4.38 9.51 0.90 13,75 0.465 D.OD64 0.0135 +0,90D+W at 14.47 to 15.50 4.696 17.280 4,38 7,20 0.90 13.31 0.465 0.0064 0,0135 +0.901)+E at 14.47 to 15.50 4.696 17,280 4.38 8.04 0.90 13.31 0,465 0.0064 0.0135 fle$ign.Maximum Combinations•Deflections, Results reported orted for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual j I gross I cracked I effective I Deflection Defl.Ratio k-ft K-ft I iO4 in^4 in°4 I In +D+0.60W at 15,50 to 16,53 5.115 4.38 3.99 512.00 120,54 384.000 0,578 643,6 +D+0.70E at 15.50 to 16.53 51115 4.38 5.75 512.00 120.54 162.582 2.238 166.2 +0.60D40.60W at 14.47 to 15,50 3 131 4.38 3.78 512.00 116.56 384.000 0,545 682,5 +0.60D+0.70E at 14,47 to 15.50 3.131 4.38 5,17 512.00 116.56 196.394 1,841 202.1 40,60W at 14,47 to 15.50 0.000 4.38 3.49 512.00 110.21 384,000 0.499 745.4 E Only*0.70 at 14.47 to 15.50 0.000 4.38 4.55 512.00 110.21 304.781 0,976 381.1 Reactio-nS-Vertical&Horizontal Results reported for"Strip Width"=12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only--- - --• -- 0.0 k �--- 0,02 k 6.665 I; Lr Only 0.0 k 0.01 k 0,800 k S Only 0.0 k 0.03 k 1,510 k W Only 0.8 k 1.09 k 0,000 k E Only 0.9 k 1.11 k O.00D k CARUSO TURLEY SCOTT Job Name CDt=f ' AVL.- structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 �_ 1-�•i-7 T.480 774-1700 . F:480 774-1701 Job No. t�) i Sheet No. www.cisaz.com By. I N1 Date Lo 1 Q 1 r� I + J ' �t5 �k�- �LC) "J(,•(:• * �F- �% (+(. `�y r2ta. "( / / 1 r1 1j0 '?i:IG/�t.-: pl./J• 1 u �.L f. `j. ram,. �ry .r Y. � b.\.� e. R c t l�•__ �• �7..--,� Gc �a�. ''tiJ�-t�� , �..rr ` Cl�h1t��C,ltj. N Coticrete Slender Wall _ Fit'GaENv_PR-1hM-1118741C-11CALCUL-111-V41C.1.EC6 Description: Jamb 3 Code References - - Calculations per ACI 318-08 Sec 14.8, 1BC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 Generalanformatfon _ fc:Concrete 28 day strength = 4.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L! 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1,90 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12,3 Fr:Rupture Modulus = 474.342 psi Bar Size # 5 Max%of pbalanced = D.D1806 Bar Spacing 3.0 in Max PuiAg=f'c a = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One-Story Wall Dimensions - _- A Clear Height = 28.0 ft B Parapet height = 1.0 fi B i # Wall Support Condition Top& Bottom Pinned - r sIN 1 A x- 1ff Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor eve. :Snow :Win Ledger Load Eccentricity 6.750 in 1.54D 1.340 2.540 kilt Concentric Load 5.60 kift Vertical Concentrated Loads... (Applied to full"Strip Width") DL:Dead Lr:Roof Live Lf::Floor Live :Snow W:Wind Beam Load#1 Eccentricity 6,750 in 0.6150 0.6150 1.170 k Dist,from Base 17.0 it i Wind Loads: Seismic Loads: Full area WIND load psf Wall Weight Seismic Load input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 94.20 psf Fp 1.0 = 94.20 psf D Lr L E W Height (Applied to full"STRIP Width") Point Lateral Load 0.4750 k 17.0 It r I L-I,H ! Concrete Slender Wall File=G:IENc-FR-kCM26-t116741C-I%CALCUL- 1 11874*4-1ce I IM11, fi Description: Jamb 3 DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in _ 1. Governing Load Combination... Actual Values... Allowable Values... r PASS Moment Capacity Check Maximum Bending Stress Ratio = 0,6099 +1.20D+0.70S+E Max Mu 16.891 k-ft Phi*Mn 27.693 k-ft PASS Service Deflection Check Actual Deft.Ratio U 179 Allowable Defl,Ratio 150 +D+0,70E Max.Deflection 1.872 in PASS Axial Load Check Max Pu 1 Ag 141.579 psi Max.Allow,Defl, 2.240 In Location 15.40 It 0.06*f'c 240.0 psi +1,20D+0.70S+E PASS Reinforcing Limit Check j Controlling As/btl 0.01694 Aslbd= 0,0 rho bal 0.01806 Maximum Reactions... for Load Combination,... Top Horizontal E Only 1.703 k Base Horizontal E Only 1.504 k Vertical Reaction D Only 10.655 k Design Maximum Combinations•.Moments Results reported for"Strip Width"=12 In. Axial Load Moment Values 0.6" Load Combination Pu 0.06*Pc*b*t i Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-f1 k-ft 102 +1,20D+1,60Lr at 27.07 to 28.00 0.000 23.040 5.06 2,25 0.90 27,93 1.240 0.0169 0.0181 +1,20D+1.60S at 27.07 to 28.00 0.000 23.040 5.06 3.33 0.90 27.93 1.240 0,0169 0.0181 +1.20D-4501-r at 27.07 to 28.00 0,000 23.040 5,06 1.42 0.90 27.93 1.240 0.0169 0.0181 +1.200+0.505 at 27.07 to 28.00 0.000 23.040 5.06 1.75 0.90 27.93 1,240 0.0169 0.0181 +1,2C1D+0.70S+E at 14.93 to 15,67 13.592 23.040 5.06 16.89 0,90 27.69 1,240 0.0169 0.0181 +0.9CD at 27.07 to 28.00 0.000 23.040 5.06 0.78 0,90 27.93 1.240 0,0169 0.0181 +0.90D+E at 14.93 to 15.87 8.246 23.040 5.06 14,38 0.90 27.77 1.240 0,0169 0.0181 Design Maximum Combinatlons-Deflections Results reported for"Strip Width"-12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual i I gross I cracked I effective Deflection Defl.Ratio _ k k-ft k-ft i in"4 in"q In14 I in D Only at 14.00 to 14.93 9.255 5,06 0.68 512.00 240,59 384,000 0,074 4,519.5 +D+0.70E at 14.00 to 14,93 9.255 5.06 10.34 512.00 240.59 240.587 1.872 179.5 +0.60D at 14,00 to 14.93 5.553 5.06 0.39 512.00 235A0 384.000 0,043 7,812.3 +0.60D+0,70E at 14.00 to 14.93 5.553 5.06 9.47 512.00 235.40 235.401 1.740 1931 E Only*0.70 at 14.00 to 14.93 0.000 5.06 8.32 512,00 227.52 227,522 1.563 214.9 Reactions-_Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.04 k 10.655 k LrOniy 0.0 k 0.04 k 1.955 k S Only 0.1 k 0.07 k 3.710 k E Only 1.5 is 1.7D k 0.000 k M s CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 �_ T:480 774-1700 F:480 774-1701 Job No. I� i4 Sheet No. www.ctsoz.com By Date (o f P' A," LAI- 7. j. 7 �r�s Al' +-1��O.G Poo 77 ;0 Caruso Turley Scott, Inc. Project Title; l 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: r ; 480-774-1700 Project Descr: 480-774-1701 www.ctiaz.com Printed: 2 JUL 2018, 9:55AM Concrete Slertder:;1111aII File=G:IENG_PR-11,Coon-1118741C-7.ULCUL-1118741C-t.EC6 Description Jamb 4 Code References — Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General-Information Pc:Concrete 28 day strength = 3 ksi Wail Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Oul-of-Plane Defl Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.90 in Minimum Verlical Steel% = 0,0020 k :Ll Wl Conc Factor - 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per AGI R,10.12.3 Fr:Rupture Modulus - 410.792 psi Bar Size # 5 Max%of p balanced = 0,01355 Bar Spacing 4 In Max Pu/Ag=f'c` = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in 6rte-Story Wall Dimensions A Clear Hei hl = s Y- t 28 fl g i3 Parapet height = 4.0 fl 9 Wall Support Condition Top& Bottom Pinned - _- . Al __ rrht'sarrtii� � _ - Vertical Loads _ - Vertical Uniform Loads.. (Applied per foot of Strip Width) QL:Dead Lice Ll:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 1.785 1.553 2.945 klft Concentric Load 6.942 loft Lateral Loads Wind Loads; Seismic Loads: Full area WIND load 98.50 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 109.20 psf Fp 1.0 = 109,20 psf (Applied to full"STRIP Width') D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.02150 k/fl 35.0 31.0 ft Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pk #200 Engineer: Tempe,AZ 85301 Project ID: . 480-774 1700 Project Descr: 480-774-1701 www.ctsaz.com Printed: 2 JUL 2018, 9:55AM Concrete. Slender Wall z _ Description: Jamb 4 DESIGN:SUMMARY_ Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bedding Stress Ratio = 0.7729 +1,20D+0.70S+E Max Mu 15.905 k-ft Phi*Mn 20.579 k-ft PASS Service Deflection Check Actual Defl,Ratio Ll 160 Allowable Defl.Ratio 150 +D+0.70E Max.Deflection 2.098 in PASS Axial Load Check Max Pu/Ag 153.062 psi Max.Allow,Defl. 2.240 In +1,20D+0.70S+E Location 14.467 ft 0.06*fc 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01271 Aslbd= 0.D rho bal 0.01355 Maximum Reactions. for Load Combination.... Top Horizontal E Only 1.997 k Base Horizontal E Only 1.498 k Vertical Reaction D Only 11.927 k Design Maximum Combinations 'Moments.. Results reported for"Strip Width"=12 in. Axial Load i Moment Values 0,6* Load Combination Pu 0.061c*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k ft k-ft k-ft W2 +1.20D+1.60Lr at 27.07 to 28,00 0.000 17.280 4.38 2.60 0.90 20.82 0,930 0,0127 0.0135 +1,20D+1.60Lr+0.50W at 14.00 to 14.93 15,117 17.280 4.38 8.21 0.90 20.57 0.930 0,0127 0.0135 +1.20D+1.60S at 27,07 to 28.00 0,000 17,280 4.38 3.86 0.90 20.82 0.930 0,0127 0.0135 +1.20D+1.60S+0.50W at 14.93 to 15.87 17,232 17.280 4.38 9.72 0.90 20.55 0.930 0.0127 0.0135 +1.20 -+0,50Lr+W at 14.00 to 14.93 13,409 17.280 4.38 13.30 0.90 20.59 0.930 0.0127 0.0135 +1,20D+0.50S+VW at 14,00 to 14.93 14.105 17.280 4.38 13.81 0.90 20.59 0.930 0.0127 0.0135 +1.20D+0.70S+E at 14.00 to 14.93 14.694 17.280 438 15,90 0.90 20,58 0.930 0.0127 0.0135 +0.90D+W at 13.07 to 14.00 9,558 17,280 4.38 11.71 0.90 20.66 0.930 0.0127 D.0135 +0,90D+E at 13,07 to 14.00 9.558 17.280 4.38 13.16 0.90 20.65 0,930 0,0127 0,0135 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values I Stiffness ( Deflections Load Combination Pu I Mcr Mactual I gross I cracked I effective I Deflection Defl.Ratio k k-ft k-fl in^A in^4 h14 !!! In _ +D+0,60W at 14.00 to 103 10.527 4.38 7,32 512,00 201.89 201.892 1.573 213.6 +D+0.70E at 14.00 to 14.93 10.527 4,38 9.51 512.00 201.89 201.892 2,098 160.2 +0.60D+0.60W at 13.07 to 14.00 6.372 4.38 6.47 512.01) 195.45 204.502 1.391 241.6 +0.60D+0,70E at 13.07 to 14.00 6,372 4.38 8.47 512.00 195.45 195.454 1.903 176.5 +0.60W at 13.07 to 14.00 0,000 4.38 5.45 512.00 185.29 236.597 1,138 295.3 E Only*0.70 at 13.07 to 14.00 0.000 4.38 7.18 612.00 185.29 185,296 1.655 203.0 Reactions-Vertical&Horizontal - Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0,04 k 11.927 k LrOnly 0.0 k 0.03 k 1.553 k S Only 0.1 k 0,06 Ic 2.945 Ic W Only 1.3 k 1.90 Ic 0,000 k E Only 1.5 k 2.00 k 0,000 k h 1 CARUSO TURLEY SC®TT Job Name structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 lob No. I z; -t�(1 Sheet No. �� 9` T: 480 774-1700 a F:480 774-1701 www.dsoz.com By Date b0l, /16 (� pG r a i ' t '/!! (GG G,_ Cr.� )i',.}. `:,'S /tnit`I. C�i:�T`�, �i�:) ►�� 4 ;Al- .j` AZf:- (A L­ ri b- ,, }Ga!'t•.(L- �r,,'��r1, �1 �s t)t- 51•' � .�� •51.' \'1 /r� OV .. ���•�-- .11PtI � 5� {J Lf�r.11 jf c�'��_b�_..�� !� ��I y (c� a�t� )��^i��-S � sl-, �; @ Ir;���-,:1.. T�t�•J� w Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: f 1 f I Tempe,AZ 85301 Project ID: l 480 7741700 Project Descr: j 1 480-774-1701 www.ctsaz.com Printed: 2 JUL 201t:, 9:55AM Concrete Slender Wall File=c.IENapR-J%-CW2s`1na141C-ncnccUt-1tfe74tc-I.Ecs Description: Jamb 5 -Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 3 Load Combinations Used : IBC 2012 General Information — fc:Concrete 28 day strength = 4.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Reber at each face Min.Allow Out-of-Plane Defl Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar A"distance 1.880 in Minimum Vertical Steel% = 0.0020 k :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12,3 Fr:Rupture Modulus = 474,342 psi Bar Size # 5 Max%of p balanced = 0.01806 Bar Spacing 3 in Max PulAg=f'c` = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One;Stoy Wall Dimensions A Clear Height = B Parapet height = 4.0 ft ' Wall Support Condition Top& Bottom Pinned - t7cur�,liachnt9pt '', �� Vertical Loads _ —Vertical Uniform Loads. (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 2.10 1.827 3.465 kilt Concentric Load 9,10 kilt Lateral Loads — Wind Loads: Seismic Loads: Full area WIND load 116.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 129.0 psf Fp 1'0 = 129.0 psf (Applied to full"STRIP Width') D Lr L E �r Endpoints from Base _ top bottom Distributed Lateral Load 0.02150 kAt 35.0 31.Oft t Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer Project ID: 3- Tempe,AZ 85301 Project Descr: 480-774-1700 480-774-1701 YJWW.CtS2Z.Cdrn Printed: 2 JUL 2018, 9:55AM Concrete Stelnder Wall File G:IENG.PR-1LC0026-A78741C-11CALCUL-1118741C-1:EC6 Description: Jamb 5 •� DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6810 +1.20D+0.70S+E Max Mu 18.789 k-ft Phi"Mn 27,591 k-ft PASS Service Deflection Check Actual Dell.Ratio U 165 Allowable Defl.Ratio 150 +D+0.7DE Max.Deflection 2.031 in PASS Axial Load Check Max Pu/Ag 187.766 psi Max.Allow.Defl. 2.240 in +1.20D+0.70S+E Location 14,467 ft 0.06'Pc 240.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01689 Aslbd= 0.0 rho bat 0.01806 Maximum Reactions... for Load Combination,,., Top Horizontal E Only 2.359 k Base Horizontal E Only 1.769 k Vertical Reaction D Only 14.40 k Design Maximum Combinations-Moments Results reported for"Strip Width"-12 in. Axial Load Moment Values 0,6* Load Combination Pu 0.06*feb*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k-ft k-ft k-ft in12 +1.20D+1.60Lr at 27.07 to 28.00 0.000 23.040 5.06 3.06 0,90 27,89 1.240 0.0169 0.0181 +i.20D+1.60Lr+0,50W at 14.93 to 15.87 18,411 23.040 5.06 9.72 0.90 27.59 1.240 0.0169 0,0181 +120D+1.60S at 27.07 to 28.0D 0.000 21040 5.06 4.54 0.90 27.89 1,240 0.0169 0,0181 +1.217D+1.60S+0,50W at 14.93 to 15.87 21,032 23.040 5.06 11.51 0.90 27.56 1.240 0.0169 0.0181 +1.20D+0.50Lr+W at 14.00 to 14.93 16,513 23.040 5.06 15,72 0.90 27.61 1.240 0,0169 0.0181 +1.20D+0.50S+W at 14.00 to 14.93 17.333 23.040 5.06 16.32 0.90 27.60 1.240 0,0169 0,0181 +1,20D+0.70S+E at 14.00 to 14.93 18.026 23.040 5.06 18.79 0.90 27.59 1.240 0.0169 0,0181 +0.90D+W at 13.07 to 14,00 11,784 23,040 5.06 13,81 0.90 27,67 1.240 0.0169 0.0181 +0.90D+E at 13,07 to 14.00 11,784 23,040 5.06 15.53 0.90 27.67 1.240 0.0169 0.0181 Desigin:Maximum Combinations-DeflectionS.. Results reported for"Strip Width"=12 in. Axial Load I Moment Values Stiffness Deflections Load Combination Pu I Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio _ k k-•ft _ _ k_ft W4 in^4 in^4 i in +D+0.60W at 14.00 to 14.93 13.000 5.06 8,69 512,00 247.84 247,843 1.546 217.4 +D+0.70E at 14.00 to 14.93 13,000 5,06 11.26 512,00 247.84 247.843 2,031 165.5 +0.60W at 13.07 to 14,00 0,000 5,06 6.44 512.00 229.41 261.173 1,134 2962 E Only*0.70 at 13.07 to 14.00 0.000 5.06 8.48 512.00 229.41 229,415 1.606 209.2 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in, Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0,04 k 14.400 k Lr Only 0.0 k 0.04 k 1.827 k S Only 0.1 k 0.07 k 3.465 i� W Only 1.6 k 2.22 k 0,000 k E Only 1.8 k 2.36 k 0.000 k + CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. I�.-7�t( Sheet No. �•���.� T:480 774-1700 . F:480 774-1701 www.cisoz.com By h`t Date I-, /,At Rc�yW5/3-_"'Avt c: Lt: e.CW f'Tf \• ,may /?�(X)+y�`� �� !> � . �r 1 t + `�V=-..J .y->",o(.. `'l.r`�� 1.Uv/�L' l eta�ati�'i�L• j+lrcuv ��J:uy tr �/ ,1r.3 .��,� �� (rh C C, � �F-�.V-(:-f�- •�tiA r.;:- 1+� :fit �ci.9 Caruso Turley Scott, Inc. Project Title: 1215 W,Ric Salado Pkwy.#200 Engineer: t Tempe,AZ 85301 Project ID: 480 774 1700 Protect Descr: 480-774-1701 www.ctsaz.com Printed: 3 AUG 20-18, 7:43AM Concrete Slender Wall FI* G:IENG-PR•t�-CO026-fl1874oCrNCALCUL-1118740C-1.EC6 Description: Jamb 6 Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 _General Information i'c:Concrete 28 day strength = 4 ksl Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksl Rebar at each face Min Allow Out-of-Plane DO Ratio = L I 150 Ec;Concrete Elastic Modulus = 3,122.0 ksl Rebar"d"distance 1.90 in Minimum Vertical Steel% - 0.0020 2, :Lt UVt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10,12.3 Fr:Rupture Modulus = 474.342 psi Bar Size + 5 Max°o of p balanced = 0.01806 Bar Spacing 3 In Max Pu/Ag=f'c` - 0,060 Concrete Density = 150.0 pcf, Width of Design Strip = 12.0 in One-Story Wall Dimensions A Clear Height = 28.0 ft I ' z 1 B Parapet height = 1.0 ft Wall Support Condition Top & Bottom Pinned _ RaafA(cactroont _ I_ T; ai ao� Vertical Loads Vertical Uniform Loads... (Applied per foot of Skip Width) DL:Dead Lr:Root Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 3,99 2.415 9.27 kilt Concentric Load 3.20 krlt Vertical Concentrated Loads... (Applied to full"Strip K/Oh") DL:Dead Lr:Roof Live Lf Floor Live S:Snow W:Wind Beam Load#1 Eccentricity 6,750 in 0.6570 0.6570 1.248 k Dist.from Base 17.0 ft _ Lateral Loads Wind Loads: Seismic Loads Full area WIND load Psi Wall Weight Seismic Load Input Method Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 67.0 psf Fp 1.0 = 67,0 psi D Lr L E W Height (Applied to full"STRIP Width') Point Lateral Load 0.6680 k 17.0 ft M ` I Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy,4200 Engineer: r Tempe,AZ 85301 Project ID: !�( �-7 480-774-1700 Project Descr: 480-774-1701 .CISaZ.001T1 Printed; 3 AUG 201 a, 7:43AM WNM1N Orwfi az.comrete @P7C�@P all File -k00026-111B740C-11CALCUL-�111674LC-1.EC6 Description Jamb 6 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values .. Allowable Values. PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7162 +1.20D+0.70S+E Max Mu 19.792 k-ft Phi*Mn 27.633 Wl PASS Service Deflection Check Actual Defl.Ratio U 156 Allowable Deft.Ratio 150 +D+0.750S+0.525CE Max.Deflection 2.148 in PASS Axial Load Check Max Pu I Ag 192.378 psi Max,Allow,Defl. 2.240 in +1.20D+0.70S+E Location 15.40 It 0,06*f'c 240.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01694 As1bd= 0.0 rho bat 0.01806 Maximum Reactions-., for Load Combination- Top Horizontal E Only 1.412 k Base Horizontal E Only 1.199 k Vertical Reaction D Only 10.747 k Design Maximum Combinations•Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal �k i<-K _ iro2 - +1,20D+1.60Lr al 27.01 to 28.00 0.000 23.040 5.06 4.87 0.90 27.93 1.240 0.0169 0.0181 +1.20D+1.60S at 23.33 to 24,27 24A44 23.040 5.06 11.50 0.90 27.58 1.240 0,0169 0,0181 +1.20D+0.50Lr at 27.07 to 28.00 0.000 23.040 5.06 3.37 0.90 27.93 1,240 0.0169 0.0181 +1.20D+•0,50S at 27.07 to 28,00 0.000 23.040 5.06 5.30 0.90 27.93 1,240 0.0169 0.0181 +1,20D+0.70S+E al 14.93 to 15.87 18,468 23.040 5.06 19,79 0.90 27,63 1.240 0,0169 0.0181 +0.90D at 27.07 to 28.00 0.000 23.040 5.06 2.02 0.90 27.93 1.240 0.0169 0.0181 +0,90D+E at 14.93 to 15.87 8.329 23.040 5.06 13.50 0.90 27.77 1,240 0.0169 0.0181 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load i Moment Values Stiffness Deflections Load Combination Pu i Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k I<-li k-rt in14 in14 inN i in +D+0.70E at 14,00 to 14.93 9.347 5.06 9.93 512.00 240,73 240.731 1,800 186.7 +D+0.750S+0.5250E at 14.00 to 14.93 17.235 5.06 11.99 512.00 251.51 25126 2.148 156.4 +0.60D+0,70E at 14.00 to 14.93 5.608 5.06 8.75 612.00 235.51 235,508 1.590 211.3 E Only*0.70 at 14.00 to 14.93 0.000 5.06 7.23 512.00 227.52 234.399 1.302 258.0 Reactions•Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.1 k 0.09 li 10.747 k Lr Only 0.1 k 0.06 is 3.072 k S Only 0.2 k 0,21 k 10,518 1( E Only 1.2 is 1.41 k 0,000 k CARUSO TURLEY SCOTT Job Name . structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No, " �i� Sheet No. T:480 774-1700 • F:480 774-1701 i www.ctsaz.com By Date 16( T elk k - ,1'� L> " �.7.tj �l� bir �Z�. '.It''' y I t" /3 -7 p F�L - Wu7uit= 2Z-to 1 tn' .. - i 6 t1b I-ft5- I/Ke :• . .. ' . Sncw S l-5 11 I�"(;I v r-z��Z�; - ii Q�f �.�: ... . . • Yq + i.� F Caruso Turley Scott,Inc. Project Title: i 1215 W.Rio Salado Pkwy.4200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 www.cisaz.com Printed:25 JUL 2018,10:20AM Mason ry Slender Wall Re G:1E14G_PR--tI_CO028-1118741C-I\CALCUL-1118741C-1.ECG Description: Exterior Brick Wall Code References Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 G@ner81:Ir1formatl0n Calculations per Acl 530-08,IBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield _ 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 61.0 psi Rebar"T distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=Pm" = 900.0 Lower Level Rebar... Max%of p bal. - 0.1033 Bar Size # 5 Grout Density - 140 pcf Bar Spacing 48 in Block Weight Normal Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only Ori0-ttor Wall ltmensions�- A Clear Height = 16.0 ft B Parapet height = ft B Wall Support Condition Top& Bottom Pinned Ell a' `aa''k-x"G A I Ia- 1 Ffoor All9hmenl : - �. VerticahLoads. Vertical Uniform Loads... (Applied per fool of Strip Width) OL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity in 0.4250 0.4250 0.2340 kfft Concentric Load k1ft Lateral Loads Wind Loads: - Seismic Loads: Full area WIND load 27,60 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.6 psf Fp 1.0 = 30.60 psf Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 Printed:25 JUL 2018,10:20AM www.rAsaz.com Masonry Slender Wall - . Foe GaENG_PR-llco026-1118741C-'11CALCUC-9118741G-1.EC6 ITITM Description Exterior Brick Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in is Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6939 +0.90D+E Max Mu 1.042 k-ft Phi'Mn 1.502 k-ft PASS Service Deflection Check Actual Defl,Ratio LI 361 Allowable Defl.Ratio 150 +D+0.70E Max,Deflection 0.5313 In PASS Axial Load Check Max Pu 1 Ag 22.409 psi Max.Allow.Defl• 1,280 in +1.20D+0.70S+E Location 7.733 ft 0.2*f'm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.001667 Aslbd®.1033 rho bal 0.1034 Maximum Reactions... for Load Combination Top Horizontal E Only 0.2448 k j Base Horizontal E Only 0.2448 k Vertical Reaction D Only 1.305 k Design Maximum Combinations-`Moments Results reported for"Strip Width"=12 in. Axial Load i Moment Values o.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-fi k-t W2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0,0000 0.000 D.000 0.00 0.00 0.00 0.00 0.000 0X00 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0,000 0.0000 0.0000 I 0.000 0•000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.6OLr+0.5DW at 7,47 to 8.00 1.753 16.560 0.44 0.46 0.90 1.75 0.078 0.0017 0.1028 0.000 0.000 0.00 0,00 0.00 0.OD 0.000 0.0000 0.0000 +1.20D+1.60S+0.50W at 7.47 to 8.00 1.448 16.560 0.44 0.45 0.90 1.67 0.078 0.0017 0.1029 +1.20D450Lr+W at 7.47 to 8.00 1.286 16.560 0.44 0.97 D.90 1.63 0.078 0.0017 0.1030 +1.200+0,50S+W at 7.47 to 8,00 1.190 16.560 0.44 0.96 0.90 1.61 0.078 0.0017 0.1030 +1.20D+0,70S+E at 7.47 to 8.OD 1.237 16.560 0.44 1.08 0.90 1.62 0.078 0.0017 0.1030 +0.90D+W at 7.47 to 8.00 0,805 16,560 0,44 0.94 0190 1,51 0.078 0.0017 0.1031 +0.90D+E at 7.47 to 8.01) 0.805 16.560 0.44 1.04 0.90 1.51 0,078 0,0017 0.1031 i Design-Maximum,Combinations-Deflections- - Results reported for"Strip Width"=12 In. Axial Load Moment Values i Stiffness I Deflections Load Combination Pu Mcr Mactual i gross I cracked I effective Deflection Defl. Ratio _ k I I<-ft k-n in^4 in^4 In^4 in +D+0.60W at 8.00 to 8.53 0.865 0.44 G.54 331.10 20.31 25.970 0,187 1,026.9 +D+0.70E at 8.00 to 8.53 0.865 0.44 0.72 331.10 20.31 21.818 0.531 361.4 Reactions-Vertical$Horizontal Results reported for"Strip Width"=12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 Ic 1.305 k W Only 0,2 k 0.22 k 0.000 k E Only 0.2 k 0.24 k 0.000 k Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:25 JUL 2018.10:21AM Masonry Slender Wall Re=c:IENc-Pa-,�coozs-1n8741C�l1CALCUL-111874iC-1:EC6 Description: Masonry Jamb Design _`:Coale'References - - Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General tnformatlOn calculations per ACI 530-08,IBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom,Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksl Actual Thickness 7.625 in Min Allow Out-of-plane Deft Ratio= 0 Fr-Rupture - 61.0 psi Rebar'd'distance 2.813 in Minimum Vertical Steel% = 0,0020 Em=fm` = 900.0 Lower Level Rebar,, .. Max%of p bal. = 0.007214 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 8 in Block Weight Normal Weight Wall Weight = 84.0 psf Wall is grouted at rebar cells only 64'stor WalfDimensidns A Clear Height = 16.0 ft ' B Parapet height = ft B Wall Support Condition Top& Bottom Pinned Q A t Vertical Loads _ Vertical Uniform Loads... (Applied per foot of Sfrip Width) DL:Dea Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 4.0 in 0.2450 kilt Concentric Load kilt Vertical Concentrated Loads... (Applied to full"Strip Width") L•Dead Lr:Roof Live Lf:Floor Llve •Snow W:Wind Beam Load#1 Eccentricity in 1.673 1.062 0,8080 k Dist.from Base! 10,0 It Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 96.60 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight !! Seismic Wall Lateral Load psf Fp 1.0 = 0.0 psf Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 853D1 Protect ID: ff� Tempe,AZ 8 Project Descr: �'1 o J 480-774-1701 Printed:25 JUL 2018,1o:21AM vrww.dsaz.cnn', Masonry Slender Wall - Ene=c;tENG PR-1L=26-1%18741C-11CALCUL-11t8741C-1:EC& Description Masonry Jamb Design DESIGN SUMMARY ' Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values.. . PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3813 +1,20D+0,50S+W Max Mu 3,303 k-ft Phi'Mn 8.662 k-ft PASS Service Deflection Check Actual Deft,Ratio U 395 Allowable Deft,Ratio 150 +D+0.60W Max.Deflection 0.4858 in PASS Axial Load Check Max Pu I Ag 40,490 psi Max.Allow,Defl, 1.280 in +120D+0.50Lr+W Location 7.733 It 0,2*fm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0,008053 Aslbd007214 rho bat 0.008743 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0,7728 k Base Horizontal W Only 0.7728 k Vertical Reaction D Only 3.262 k u Combinations-.Moments• Results reported for"Strip Width"=12 in. :Design Maxim m Axial Load Moment Values 0.6" Load Combination Pu 0.2"fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal _ k k k-ft k-ft k-ft in"2 +1.40D at 15.47 to 16,00 0,406 27.360 0.59 0.11 0.90 8.22 0.465 0.0081 0.0073 +1,20D+0.5DLr at 16,47 to 16.00 0.348 27.360 0.59 0.10 0.90 8.21 0,465 0.0081 O,OD72 +1.20D+0.50S at 15.47 to 16.0D 0,348 27.360 0.59 0,10 0.90 8.21 0,465 0.0081 0.0072 +1,20D+1.6OLr at 15.47 to 16.00 0.348 27.360 0.59 0.10 0.90 6,21 0,465 0,0081 0.0072 +1,20D+1.60Lr+0,50W at 7.47 to 8.00 4.861 27,360 0.59 1.68 0.90 8.83 0.465 0.0081 0.0085 i +1,20D+1.60S at 15.47 to 16,00 0,346 27,360 0.59 0.10 0.90 8.21 0,465 0.0081 0.0072 I +1,20D+1.60S+0,50W at 7.47 to 8.00 4.455 27.360 0.59 1.68 0.90 8.78 0.465 0,0081 0.0084 *1.20D+0.50Lr+W at 7.47 to 8,00 3.693 27.360 0,59 3.31 0.90 8,68 0.465 0,0081 0,0082 +1,20D+0.50S+W at 7.47 to 8.00 3,566 27.360 0.59 3.30 0,90 8.66 0.465 0,0081 0.0082 +1.20D+0.70S+E at 15.47 to 16.00 0,348 27.360 0.59 0,10 0.90 8.21 0.465 0.0081 0,0072 i +0.90D+W at 7.47 to 8.00 2.371 27.360 0.59 3,24 0.90 8.50 0,465 0.0081 0.0078 +0.9DD+E at 16,47 to 16,00 0,261 27.360 0.59 0.07 0.90 8,20 0.465 0.0081 0.0072 -Design Maximum Combinations-Deflections . Results reported for"Strip Width"=12 In. Axial Load r Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k4t lc-it W4 tn14 in^4 in +D+0,60W at 8.00 to 8.53 2.590 0.59 1.96 443.30 117.06 117.634 0A86 395.2 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0,0 k 0.01 k 3.262 i� LrOnly 0.0 k 0.00 k 1,062 k S Only 0.0 k 0,00 ik 0.808 k W Only 0.8 I< 0,77 is 0,000 k E Only 0.0 k 0.00 k 0,000 k h i CARUSC', TURLEY SC®TT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1480 774-1700 • F:480 774-1701 Job No. Sheet No. www.ctsaz.com 6y Date i rrJJ ` W(v�J,: -r. : ,5,{.. X,. (L�h 4 .. �t,,,�. I�r `) Z 2�C� �! Z' ' L/h� Nl.LZ - C o Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project D 480-774-1700 Project escr: 480-774-1701 W1MW.CIS2LCOITI Printed:25 JUL 2018,10:22AM Masonry B@8ttl File=GlENG_PR-lLCD028'-1118741C-11CALCUL-1118741C-1:EC6 1:1IW Description ML1 Code References Calculations per AGl 530-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information f'm 1,500.0 psi Clear Span 10.0 ft Rebar Size 5 Fs 24,000.0 psi Beam Depth 2,670 ft #Bars EIF 1 Em=fm" 750.0 Thickness 8 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in I Block Type Normal Wt Equiv.Solid Thick 7.60 in #Bar Sets 1 Lateral Wind Load 110.40 psf Wall Weight 84.0 psf Bar Spacing 5.0 in Beam is Fully Braced? Yes E 1,125.0 ksi Lateral Wall Weight Seismic Factor 0.330 n 25,778 Calculate vertical beam weight? No Ld#1:D(0.670)L 0.4250 S 0.3230 '- 6 . ._._ �._ 'rc`��','�=;_ Uniform Loads Start X End X Dead Load L Floor Llve Lr:Roof Live S:Snow W:Wind E'Eanhauake #1 It 10,0 ft 0,670 0.4250 0,3230 k/ft #2 ft ft k/ft #3 ft ft k/ft #4 It ft k/ft DESIGN SUMMARY Maximum Stress Ratios..-Vprtical aleral SRSS Combiialwn Maximum Moment AAd2w Allowable k-ft fb/Fb 0.4952 0.6147- 0,7894 :1.00 Vertical Loads 15,387 k-ft 31.072 k-ft for Load Combination:+D+0.750L+D750S fv/Fv 0.7433 0.1129 0.7518 :1.00 Lateral Loads 2.210 k-ft 3.595 for Load Combination +D+0.6DW Maximum Shear Actual Allowable Vertical Loads 28.788 psi 38.730 psi for Load Combinallon: +D+0.750L+0.750S Minimum Mn =1.3*Fcr*S = 14.133 k-ft Lateral Loads 4.372 psi 38.730 psi for Load Combination: +D+0.60W Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.620 ln^2 As 0.310 in^2 rho 0.00290 rho 0.001533 np 0.07475 p 0,03951 k ((np)^2+2np)^.5-np 0,3191 k:(np^2+2np)^,5-np 0.2444 j=1-k/3 0.8936 j=1-k/3 0.9185 M:mas=Fb k j b dA212 35.256 k4l. Mamas=Fb k j b d^212 5.910 k-ft M:Stl=Fs As j d 31.072 k-ft M:Stl=Fs As 1 d 3,595 k-ft M Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 86301 Project ID: 480-774-1700 Project Descr: 480-774-170 VJWw.C1SaZ.COfn Printed:25 JUL 2618,10;22AM Masonry Beam File= %ENc,PR-iLC0026-1119741C-I%MCUL-1t1e741C-1:EC6 t Description Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv Wt k-ft psi psi k-ft k-ft psi psi D Only 8.37 31,07 15.67 38.73 0.00 3.59 0.00 38.73 +D+L 13.69 31.07 26,61 38.73 0.00 3.59 0.00 36.73 E +D+S 12.41 31.07 23.22 38.73 0.00 3.59 0.00 38.73 +D+0.750L 12.36 31.07 23.12 38.73 0.00 3.59 0.00 38.73 +D+0.750L+0.7505 15,39 31,07 28.79 38.73 0.00 3.59 0.00 38.73 +D+0.60W 8,37 31,07 15.67 38.73 2.21 3.59 4.37 38.73 +D-0,60W 8.37 31,07 15.67 38.73 2.21 3.59 4.37 38.73 +D+0,70E 8.37 31.07 15.67 38.73 0,65 3.59 1.28 38.73 +D-0.70E 8.37 31,07 15,67 38.73 0.65 3.59 1.28 3B.73 +D+0.750L+0.450W 12.36 31.07 23.12 38.73 1.66 3.59 3.28 38.73 +D+07501--0.450W 12.36 31.07 23.12 38.73 1.66 3.59 3.28 38.73 +D+0,7501--t0.7505+0.450VV 15.39 31.07 28.79 38.73 1.66 3.59 3.28 38,73 +D+0 750L+0.750S-0,450W 15.39 31.07 28,79 38.73 1.66 3.59 3.28 38.73 +D+0.750L+0.750S+0.5250E 15.39 31.07 28.79 38.73 0.49 3.59 0.96 38.73 +D-gU50L+0150S-0.5250E 15.39 31.07 28.79 38.73 0.49 3.59 0.96 38.73 +0,60D+0,60W 5.02 31.07 9.40 38.73 2.21 3.59 4,37 38.73 +0,60D-0.60W 5.02 31.07 9.40 38.73 2.21 3.59 4,37 38.73 +0,60D+0.70E 5.02 31,07 9.40 38.73 0.65 3,59 128 38,73 +0,60D-0.70E 5,02 31.07 9.40 38.73 0.65 3.59 1.28 38.73 M Masonry Beam Rea GWNG_PR-f'LC0 026-111 8 7 4 1C-11CALCUL7. -1118741C-1.EC6 1!831.tlt: Description: M1_2 Code References 1_ Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General information fm 1,500.0 psi Clear Span 6.0 ft Rebar Size 5 ` Fs 24,000.0 psi Beam Depth 2.0 ft #Bars EIF 1 I Em=f rn* 750,0 Thickness 8 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Normal Wt Equiv.Solid Thick 7.60 in #Bar Sets 1 i Lateral Wind Load 124.50 psf Wall Weight 84.0 psf Bar Spacing 5.0 in Beam is Fully Braced? Yes E 1.125,0 ksi Lateral Wall Weight Seismic Factor 0,330 n 25.778 Calculate vertical beam weight? No Ld 01:0(0.670)L(0 4280)3(0.3290) C _ -.A._ 1-0 5 bars I Uniform Loads Start X End X Dead Load L Floor Live Lr:Roof Live S:Snow W:Wind E:Earthquake #1 ft 10.0 ft 0.670 0.4250 0,3230 Off 42 ft ft klft #3 ft it k/fl #4 ft ft k/fl DESIGN SUMMARY Maximum Stress Ratios...vertical Lat ra RS SS Co, birr� nation Maximum Moment Ash! Allowable k-ft fb/Fb 0,2748 0.11891 0.3336 :1,00 Vertical Loads 5,539 k-ft 20.161 k-ft for Load Combination:+D+0,750L+0,750S fv/Fv 0,6253 0.07639 0.6299 :1,00 Lateral Loads 0.6720k-ft 3.553 for Load Combination: +D+0,60W Maximum Shear Actual Allowable Vertical Loads 24,216 psi 38.730 psi for Load Combination: +D+0,750L+0,75DS Minimum Mn=1.3*Fcr "S = 7.930 k-ft Lateral Loads 2,958 psi 38,730 psi for Load Combination: +D+0,60W Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.620 in12 As 0,310in^2 rho 0,004066 rho 0,002046 nip 0,1048 np 0.05275 k:((np)^2+2np)^.5-np 0,3649 k:(np"2+2np)1.5-np 0.2763 j=1-k/3 0.8784 j=1-k/3 0.9079 Mamas=Fb k j b d^2I2 20.161 k-ft Mamas=Fb k j b dA2/2 4.948 k-fl M:Sll=Fs As j d 21.784 k-fI. M:Stl=Fs As j d 3,553 k-ft h �+ CIRRUS® TURLEY SCOTT Job Name 044 ;�1�:r structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. f 6 .'ill l Sheet No. T:480 774-1700 • F:480 774.1701 www.ctsaz.com By M Date ! U�A).(;SZ.. 6, P14} 1�- �`a..1``�� /3.�ktA �r � pia rs`1.5��•'�.�'` := 'i-1.3�"�4 /J �•,r�t at / ML {- Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: L� 480-774-1700 Project Descr: 480-774-1701 Printed:25 JUL 2018,10:1 8AM www.clsaz.com Masonry Slender Wall- ��-c:►E�_�-,��s-11814tiG',>,cnt:ruL-111e7e1c�-I.Ecn Description: Exterior Brick Wall Under Girder Point Load 'Code References.= - — Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Calculations per ACI 530-08,113C 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Fm - 1 50 ksi Nom,Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane DO Ratio= D Fr-Rupture = 61.0 psi Rebar'd'distance 3.8125 in Minimum Vertical Steel% - 0.0020 Em=fm' = 900.0 Lower Level Rebar ,. Max%of p bal. = 0.008562 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 8 in Block Weight Normal Weight Wall Weight - 84.0 psf Wall is grouted at rebar cells only 009-Story Wall Dimensions A Clear Height = 16.0 fl B Parapet height = ft B - ' 9 Wall Support Condition Top & Bottom Pinned - 4 ,E A ;r .d '�.:�"�i_-:-its`--c !s�_.�> �r<:��"7•_ ._ _!x + Mils Vertical Loads Vertical Uniform Loads— (Applied per loot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Llve S:Snow W:Wind Ledger Load Eccentricity 2 in 4.3 2.6 0.2340 klft Concentric Load klft Lateral Loads- Wind Loads: Seismic Loads: Full area WIND load 27.60 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.6 psf Fp 1.0 = 30.60 psf 0 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Protect ID: 480-774-1700 Project Descr: 480-774-1701 wVAIXISaLconl Printed:25 JUL 2016,10:1 DAM MaSOnry Slender Wall FW=G:1E14G_PR-11-00026-1118741C-i1CALCUL-1118741C-1:EC6- Description: Exterior Brick Wall Under Girder Point Load DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values.. - Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.2799 +1.20D+0.5DLr+W Max Mu 1.772 k-ft Phi"Mn 6.329 k-ft PASS Service Deflection Check Actual Deft,Ratio LI 470 Allowable Defl.Ratio 150 +D+0.70E Max.Deflection 0.4089 in PASS Axial Load Check Max Pu 1 Ag 77.907 psi Max.Allow.Defl, 128D in +1.20D+0,50Lr+W Location 9,867 ft 0.2*f m 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01016 Aslbd008562 rho bat 0.01110 i Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.2448 k Base Horizontal E Only 0,2448 k Vertical Reaction D Only 5,644 k _pesign Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b"t i Mcr Mu Phi Phi Mn As As Ratio rho bat t k k k4 t k-y _-- -"_tt 402 i +1,40D at 15.47 to 16.00 6.083 27.360 0.59 1.00 0.90 6.28 0.465 0,0102 0,0094 +1.20D+0,50Lr at 15.47 to 16,00 6,514 27.360 0.59 1.08 0.90 6,30 0.465 0,0102 0.0095 I +1,20D+0.50S at 15.47 to 16.00 5.331 27.360 0.59 0.88 0.90 6.24 0.465 0,0102 0.0091 +1,20D+1.60Lr at 15,47 to 16,00 9.374 27,360 0.59 1.55 0.90 6.44 0.465 0.0102 0.0106 +1.20D+1.60Lr+0,50W at 11.73 to 12.27 9.750 27,360 0.59 1.74 0.90 6.46 0.465 0,0102 0.0107 +1,20D+1.60S at 15.47 to 16.00 5.588 27.360 0.59 0.92 0.90 6.26 0,465 0,0102 0,0092 +1,201)+1.60S+0.50W al 11,20 to 11.73 6,018 27,360 0.59 1.13 0.90 6.28 0.465 0.0102 0.0093 +1,20D+0.50Lr+W at 9,60 to 10.13 7,105 27.360 0.59 1,77 0,90 6.33 0.465 0.0102 0.0097 +1,20D+0,50S+W at 9.07 to 9.60 5.976 27,360 0.59 1.59 0.90 6.27 0.465 0.0102 0.0093 +1.20D+0,70S+E at 9,07 to 9.60 6.023 27.360 0.59 1.71 0.90 6,28 0.465 0.0102 0.0093 +0.90D+W at 9.07 to 9.60 4,394 27.360 0.59 1.37 0.90 6,20 0,465 0.0102 0.0087 +0.90D+E at 9.07 to 9.60 4,394 27,360 0.59 1.48 0.90 6.20 0.465 0,0102 0,0087 Design Maximum Combinations=Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio _ k _ k-it k-ft 1n14 In64 104 in +0+0.60W at 8.53 to 9.07 r 4.927 0.59 1.04 443.30 70.40 73.902 0,299 642.0 +M,70E at 8.53 to 9.07 4.927 0.59 1.24 443,30 70.40 72.255 0.409 469,5 Reacti-ons'-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only W 0.0 It 0,04 k 5,644 k Lr Only 0.0 k 0.03 k 2.600 k W Only 0.2 k 0,22 k 0.000 k E Only 0.2 k 0.24 k 0.000 k CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. 1480 774-1700 • F:480 774-1701 www.ctsaz.com By Date -t N - - I I.l ( /,r r y 1 - .VJES� ,��Cti� `t n1�1,� 'Ci1 �y4- 1 'i :'rl��lirl� ',1 •�' Ejl:f 1� � rC (> G\)c 1//01 Q 1 Kit w Vl y Wall Footing The aVNGLPR-i�-C4 s-1%18741c-laLCUL-tu674ICaEcs r.rrr. . tt Description: Girder Footing Code References — tl Calculations per ACI 318-08, IBC 2009, C B C 2010,ASCE 7-05 Load Combinations Used : IBC 2012 7General information Material Properties Soil Design Values f'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing - 2.50 ksf fy;Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145,0 pcf Soll/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0,75p Increases based on footing Depth Analysis Settings Reference Depth below Surface ft Min Steel Bending Reinf, - Allow.Pressure Increase per foot of depth ksf Min Allow%Temp Reinf, = 0,00180 when base footing is below ft Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow,Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Searing Pressure = 2.50 ksf Dimensions Reinforcing Footing Width = 4.50 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing - 12.00 Wall center offset at Bottom of footing = 3,0 in Reinforcing Bar Size = # 5 from center of footing = 0 in 7 :s J(*F 1 'Applied Loads - D Lr L S W E H P:Column Load = 5.10 5.10 2.70 k OB:Overburden = ksf V-x = k M-Z = k-ft Vx applied = in above top of footing i I t M fZ i WBIi Footing - Fth='GaENG�'R�1100026-1118741G 11CALCUL-1119741C-1;EC6 -Description: Girder Fooling DESIGN SUMMARY Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0,9647 Soil Bearing 2,412 ksf 2.50 ksf +D+Lr PASS 0.5068 Z Flexure(+X) 6,148 k4t 12.131 k-ft +1,20D+1.60Lr 'ASS 0,1742 Z Flexure(-X) 2.113 k-f1 12.131 k-ft +0.90D PASS 0,4301 1-way Shear(+X) 35.333 psi 82.156 psi +1.20D+1.60Lr PASS 0.4301 1-way Shear(-X) 35.333 psi 82.158 psi +1.20D+1,60Lr Detailed Results - Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination.., Gross Allowable Xecc -X +X Ratio D Onlv 2.50 ksf 0.0 in 1.278 ksf 1,278 ksf 0.511 +D+Lr 2.50 ksf 0.0 in 2.412 ksf 2,412 ksf 0.965 +D+S 2.50 ksf 0.0 in 1.878 ksf 1.878 ksf 0.761 C +D+0.750Lr 2.50 ksf 0.0 in 2.128 ksf 2.128 ksf 0.851 +D+0,750S 2.50 ksf 0.0 in 1.728 ksf 1.728 ksf 0,691 +0.60D _ 2.50 ksf 0.0 in 0.7670 ksf 0.7670 ksf 0.307 Overturning Stability Units:k ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning 'Sliding Stability - -. Force Application Axis Load Combination... _ Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding _ _ :Footing Flexure' Mu Which Tension @ Bot. As Req'd Gvrn.As Actual As Phi"Mn Flexure Axis&Load Combination Wt Side 7 or Top 7 in"2 inA2 in^2 k-ft Status +1,40D 3,287 -X Bottom 0.2592 Min Temo% 0.31 12.131 OK +1.40D 3,287 +X Bottom 0.2592 Min Temp% 0.31 12,131 OK `. +1.20D+0,5DLr 3.859 -X Bottom 0.2592 Min Temp% 0.31 12,131 OK +1,20D+0.50Lr 3.859 +X Bottom 0,2592 Min Temp% 0.31 12.131 OK j +1,20D+0.50S 3,369 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+0.50S 3.369 +X Bottom 0,2592 Min Temp% 0.31 12.131 OK +1.20D+1.60Lr 6.148 -X Bottom 0,2592 Min Temp% 0.31 12,131 OK +1.20D+1.60Lr 6.148 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1,20D+1.60S 4.581 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1,20D+1,60S 4,581 +X Bottom 0,2592 Min Temp% 0,31 12.131 OK +1.201)+0.70S 3.589 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20M.70S 3.589 +X Bottom 0,2592 Min Temp% 0.31 12.131 OK +0,90D 2.113 -X Bottom 0,2592 Min Temp% 0,31 12.131 OK +0_90D 2.113 .._... +X, Bottom 0.2692 Min Temp% 0.31 12.131 OK One_Way$hear- Units:k Load Combination Vu _X Vu 01+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 18.891 psi 18.891 psi 18,891 psi 82.158 psi 0,2299 OK +1.20D+0.50Lr 22,174psi 22.174nsi 22,174 psi 82.158 psi 0,2699 OK +1.20D+0.50S 19.359 psi 19.359 nsi 19,359 psi 82.158 psi 0.2356 OK +1.20D+1.60Lr 35.333 psi 35.333 psi 35.333 psi 82.158 osi 0,4301 OK +1.20D+1,60S 26.326 psi 26.326 psi 26.326 psi 82.158 vsi 0.3204 OK +1.20D+0.70S 20.626 psi 20.626 psl 20.626 Dsl 82.158 psl 0,251 OK +0.90D 12.144 psi 12.144 psi 12.144 psi 82,158 Dsl 0.1478 OK M M CARUSO TURLEY SC®TT Job Name C.GLf, — AV . structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. I% --7W Sheet No. �, t T:480 774-1700 • F:480 774-1701 www.ctsaz.com By P k-j M Date VAT D., APi'SAW.' D�SaG0 -70 ;.'7( 1r F 1 y J.A i �:�� \t�ri �" (�� It IftJ ;?�1 t�.3i1 t•1 ��S !i ?Y k. _�1�� `.r1a[:- •( .�6 C,C• e CARUSO TURLEY SC®TT Job Name "��(: -�f�L_ structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe Arizona 85281 Job No. I`G-- Q Sheer No. S-�— T:480 774-1700 • F:480 774-1701 www,ctsaz.com By l'M --Date t •Y ~�,'p+"it�l. Gi���'•f,) �'�'LG �-r.ii a, `:� ;.ia-'ly;•,t1�4`•t�1. " .� 9 �-1 SQ+j her�'-Y i�,' . .` 7•. �.. ''�. e'31 ��.. � �, ..-. -. . ,:� �w�`. •� �y/J, 5V1,}.C t_. A �, r .�� 11^'1+! ISM F �J.' "��I�'�.C/V ��.��`^• ,l tV' �i�: �r c+� Idt J A w www.hilti,us Profis Anchor 2.7.6 Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pus.No.: Phone I Fax: 480-774-1700 Date: 712/2018 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter AWS 01.1 GR.8 3/4 Effective embedment depth: het=4,000 In. Material: Proof: Design method ACI 318-141 CIP Stand-off installation: eb=0.000 In.(no stand-off);t=0.250 in, Anchor plate: IK x ly x t=3.000 in.x 3,000 in,x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f�=3,000 psl;h=8,000 in. Reinforcement: tension:condition B,shear:condition A; edge reinforcement:none or<No.4 bar Seismic loads(cat,C,D, E,or F) Tension toad:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3,5.3(a)) t Geometry[in.j&Loading jib,in.lb] Z, It �o co ' r Y- - t 0,25 X Input data and results must be clocked for agreenront with the eKlsting conditions and for pleusttAlityl PROMS Anchor(c)2003.2009 Kill AG.FL•9494 Schaan Hilo le a registered Tradomark of Hllti AG,Schaan I ' � L www.hilti,us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address; 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pas.No,: Phone I Fax: 480-774-1700 1 Date; 7l2/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity Status T ension ! Shear Pryout Strength 6,596 14,723 -!45 OK i Loading pN BV t Utilization hH,v[%] Status Combined tension and shear loads - r 3 Warnings Please consider all details and hints/warnings given In the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all Information and data contained In the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant HIM product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility, The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,cant'out the updates of the Software offered by Hilli on a regular basis.If you do not use Die AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the KID Website. KID will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. I input data and rosulls must be chosko0 for agreement with the existing condlllons erld for plausibility! PROFIS Anchor(c)2003.2009 HIIb AG,FL•9494 Schaan Hilt!is a registered TradelAork of Hill!AG,Schnan CARDS® TURLEY SC®TT Job Name Co`'I- structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 �, T:4$0 174-1700 • F:480 714•1701 Job No. 12 I !) Sheet No. www.ctsaz.com By Date n f Gllft.v- [f oi1 1(��.�!e �f%f`,.��0., :!@��\���. � �h ,'.: ii 'I c::, l'��r�c•`:.� V otj 7.7 j 1 a 1.i i;(,'!I: A.0(,lt i4/I •4.:A t t," n 1 3 S .F��= i, F l y�c� r i `pia s ~ �:, 41 K-wi F i, CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. I -�lt-I I Sheet No. wwvr.ctsaz.tom By /"l J r/1 Date t 5` •Qy��1�'i�EtGt� 1�1=, AV _f 3-7,9'75 1- or 514 erne$",. ' �. M ; I CARUSO TURLEY SCOTT Job Name jL-E -A01— structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 r_a T:480 774-1700 • F:480 774-1701 Job No. f t f Sheet No. www.cisaz.com By- �el 1". Date Jj 7l L�vki / (cc. �;) f�t yC__ f q t l;j t l'f:;iA)JZ `1 .�'a! f�t; � �`r► . '���t t'� . Ll,ctu5 - 1.9S ,� tt t a �.� { h of � � y- ✓ �a... Al (A A ., �ss , y c,1��:' % : �' P��t�t��l.�r.1'j �'t��� �-1,t.r,'���- ����� :C,�S� ,'.� =��C�S:,.`; ( , �6�•<,� t `\ CARUSO TURLEY SCOTT Job Name Structural engineers 1215 W.Rio Salado Parkway,Suiie 200 Tempe,Arizona 852B1 T:480 774-1700 ® F:4B0 774-1701 Job No. I �`i I Sheet No. www.ctsaz.com By 1 Date I .% i' , fir.-��. , <, f PLW "dl1L- !_cAD (ASD 5�0151.4r-) 1, 4 0- (JiJ{s �GI r i} i..I ,,jr w www.hilti.us Profis Anchor 2.7.6 i _ Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200.Tempe,AZ Sub-Project I Pos,No.: Phone I Fax: 480-774-1700 Date; 7/2/2018 E-Mail: i Specifier's comments; 1 Input data Anchor type and diameter: AWS D1.1 GR.B 314 Effective embedment depth: hat=4.000 in. Material: Proof: Design method ACI 318-14!CIP Stand-off installation: eb=0,000 in.(no stand-oft);t=0,500 in. Anchor plate: Ix x ly x t=12.000 in.x 12,000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f�=3,000 psi;In=8.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Geometry[in.] &Loading[Ib,in,lb] r Z� r r r r r r r r i r r r o 0 1 f �ia L M j �Ps+t r _ - - 1 ✓''A'-- , ;,try X Input data and results must be checked for agreement with the existing condlllons and for plauslbllltyl PROFIS Anchor(c)2003-2009 HOG AG,FL-9494 Schaan Hilti Is a registered Trademark or Hilli AG,Schaan a.. A M I _www.hilti,us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pas.No.: 1 Phone I Fax, 480-774-1700 Date: 7/2/2018 E-Mai!: 2 Proof I Utilization (Governing Cases) Design values fib] Utilization Loading Proof Load capacity ON f AV[%] Status Tension Concrete Breakout Strength 8,830 13,845 64/- OK Shear Pryout Strength 17,600 45,089 -/40 OK II_ Loading AN f1v Utilization ON,v[%] Status Combined tension and shear loads 0,638 0.390 5/3 69 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hild's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly _ complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hiiti product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore,you bear the sole responsibility for the absence of errors.the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantoe as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application, You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by Hilt!on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the H116 Website. Kill will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plauslhllllyl PROFIS Anolror(c)2003-2009 Hi(II AG.FL-9404 Schaan Hilll Is a registered Trademari(of Kill AG,Schaan M f. CARUSO TURLEY SC®TT Job Name r;",OiL.. - structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 r T:480 774-1700 o F:480 774-1701 lob No. I - l l( Sheet No. www.ctsaz.com By M-T t—A Date :2 I {al r.•114'1 4 tt'I:i;1- :[ICA1; (.; lfY; f y.tilC > U)W'1 SIA(.:o {1i}Q.�r�C . .. -Yj-. f;'l;�1•. .FE.�LP1�t�FlL\ i,`l-`PIx.1�s ��ij�o�f-4i j"C`S!'r j � .'i,!')��- �-r..�f t "Y7�::;��- _ ALW �n w r www.hilti.us Ill Anchor 2.7.6 of l Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos,No.: Phone I Fax: 480-774-1700 I Date: 712/2018 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 314 Effective embedment depth: her=4.000 in. Material: Proof: Design method ACI 318-141 CIP Stand-off installation; eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.000 in.x 3.000 in,x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3,000 psl;h W 8,000 In. Reinforcement: tension:condition B,shear:condition A; edge reinforcement:none or a No.4 bar �- Seismic loads(cat.C, D.E,or F) Tension load:yes(17.2.3.4.3(d)) i Shear load:yes(17.2.3.5.3(a)) Geometry[in.]&Loading fib,In.lb] r r i I r t r r r r r r r r pW Go r Q r 0 025 - •r .fs �—z � "c;•Cr Div. i .X Input data and results must be checked for agreement with the exlsling conditions and for plausibility! i PROM Anchor(c)2003-2009 Hilll AG,FL-9494 Schoen Hilli is a registered Trademark of HIIIi AG,Schaan www.hill!.us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pas.No.: Phone I Fax: 480-774-1700 Date: 7/2/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity ON!Ov[%] Status Tension Concrete Breakout Strength 4,800 6,521 87/- OK Shear Pryout Strength 2,000 14,723 414 14 OK Loading [tN PV, r; Utilization PN.v[%J Status Combined tension and shear loads 0,869 0.136 5/3 83 OK 3 Warnings • Please consider all details and hints/warnings given In the detailed report! Fastening meets the design criteria! i 4 Remarks; Your Cooperation Duties Any and all information and data contained In the Software concern solely the use of Hill products and are based on the principles,formulas and security regulations In accordance with Hlltl's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hlltl product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the cald,ilation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility, The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilt!on a regular basis,If YOU do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Websile. Hilt!will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duly by you. I Input date and results must be checked for agreement whit the existing condlllons and for plauslbllllyl PROMS Anchor(c)2003.2009 HNII AG,FL-9494 Schaan HIIII is a registered Trademark of Hilli AG,Schaan � .P A 6 ft, V j Op A tO�,,L,5)r_j F_j r, ri rl m r-I rm-1 rm-L 2 - t -.@ AAV� CARUSO TURLEY SCOTT Job Name << V Vi, structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No, (� � � Sheet No. U www,ctsaz.com By. I-A l M Date t o 54A-I- WAU,, Of z,�60 5, 1?) i 1 (fir-. 0, 1 ++ 7 r sr: w CARUSO TURLEY SCOTT Job Name <:- All structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheer No. (P3 1480 774-1700 • F:480 774-1701 www.ctsaz.com By Date 5t4'�AV WuL- C('��Qj� • p .v 1 . '• 'I•��,r.._Q��}tT•J% 7 '( t�' 1 -. f K�� 1,I� l t�� �•)(C.3� .w -Y. ��.� '� '�14•O,a-)�' ]5,C( 1� :�/CJ oma ' Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID. 480-774-1700 Project Descr: p/ 480-774-1701 wWw.ctsaz.com Printed: 3 JUL 2018, 5:02PM Concrete Shear Wall File=G-W:NG-PR-iLCO026~111874,c-RCALCUL--l%18I41Crt:EC6- Description: SW1A :Code References t Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 it Load Combinations Used : IBC 2012 General Information Wall Material CONCRETE Material Properties Sds 0,7650 fc 3,0 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248,0 ksi Density 150.0 pcf Phi-Shear U.650 Will Data Bottom Analysis Height 0.00 ft Wall Offset (datum) ft I Wall Length 25.0 ft Wall Thickness 8.0 in Structural Depth 20.0 ft - f i Uulu 26'-ff R ----------- .Applied-Distributed Vertical Loads Load Location (ft) Load Magnitude (kips) Star Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0,0 25.0 31,0 0,50 0.4350 0,0 0.8250 0.0 0.0 25.0 1.0 0,150 0.0 0.0 0.0 0.0 Applied Concentratw Lateral Loads Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 31.0 0.0 0.0 0,0 0.0 58,40 0.0 DESIGW UMMARY ` ttoLevel Vu;Story Shear 82.115+'!.35;D+117.50L-0 Mu Story Moment 1,810.40 -!.35rsD+0.50L+n Nu Axial 145.50+1,20t)Q,50L+-1.( Uplift @ Left End 46.750�-0.7470D+E-H)90 Uplift @ Right End 46.750-�0.74701D+E+0.90 vu:Applied 42,768 psi vc'Phi 127,338 psi vn:max=Phi'10"sgrt(1'c) 356,020 psi Horizontal As Req'd 0.1920 In^2 Vertical As Req'd 0.1152 In"2 Bending As Req'd 3.456 inA2 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: Tempe,AZ 8 Project Descr 480-774.1701 www.ctsaz.com Printed: 3 JUL 2018, 5:02PM Concrete Shear Wall File=GlENc_PR_alcoo26-n19741c-1tCnrcu��1118741C-t.EM Description SW1A Force.SUmMary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (fl) Ratio Left Right +1.20D+1,60Lr+0,50L+1,60H 129 900 Wall Level:1 +1,20D+0,50L+1.60S+1,60H 1 Wall Level:1 145.500 +1.353 D+0.50L+0.70S+E+1,60H Wall Level:1 82.115 1,810,400 141,281 12,814 0.976 2.219 2.219 +0.7470D+E+0.90H Wall Level:1 82.115 1,810.400 70,031 25.851 0,464 46.750 46,750 i E 1 .rt M Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 Www.ClSaz.Com Priniad: 3 JUL 2018, 2:59PM Get1P1"a� Footing _ Fite=G,�ENG_PR-kC002b-1118741C-1lCALCUL-1118741C 1.EC8:`' carLI50 Description: SW1A Fooling Code References-:':. _ _ _ _• - - Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information - Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.333 ksf ' fy:Rebaf Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density - 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Fooling base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is uelow = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - Use ftg wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure No when rnax,length or width is greater than - ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallei to X-X Axis = 38,50 fl Length parallel to Z-Z Axis = 5.0 ft j Footing Thickness = 24.0 in Pedestal dimensions... r LTx x.•••••-.••••--- f-• wr n M t �-- px:parallel to X-X Axis = 300.0 in _-• `: '.� s ='"w� pz:parallel to Z-Z Axis - 8.0 in Z Height 4.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing - 3.0 in '•`ReinfOrCing-' ---- - Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis nxr Number of Bars = 39.0 Reinforcing Bar Size = # 7 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation )g Z-Z Axis • w- #Bars required within zone 23.0 % #Bars required on each side of zone 77.0% Applied'LOads " D Lr L S W E_ H P:Column Load = 100.0 10.875 20.625 k OB:Overburden = __ ksf M-xx = k-ft M-zz = - 1,869.0 k-ft V-x = 58.40 k V-z = k M Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID Tempe,AZ 8 Project Descr: f, 480-774-1701 WWW.ClSa2:.COR1 Printed: 3 JUL 20'IE3, 2:59PM FIio=GaLNG_PR-r1LC"2S-N18741C-1{CALCUL-1N874"-1:EC6 General Footing Description; SW1AFooting DESIGN SUMMARY — e- Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8443 Soil Bearing 2.814 ksf 3,333 ksf +0.60D+0,70E about Z-Z axis PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overtuming i PASS 1.731 Overturning-Z-Z 1,052.77 k-ft 1,822.01 k-ft +0,60D+0.70E E I PASS Na Uplift 0.0 k 0.0 k No Uplift PASS 0.7736 Z Flexure(+X) 65.621 k-ftlft 84.828 k-ftlft +0.90D+E i PASS 0.2133 Z Flexure(-X) 18.094 k-ftlft 84,828 WWI: +1,20D+1,608 PASS 0.03362 X Flexure(+Z) 1,865 k-fl1ft 55,481 k-ft/fl +1.20D+1.60S PASS 0.03362 X Flexure(-Z) 1365 k-fYfl 55,481 k-ftlft +1.20D+1.60S LASS 0.7473 1-way Shear(+X) 56.048 psi 75,0 psi +0.90D+E !I BASS 0.2105 1-way Shear(-X) 15.786 psi 75.0 psi +1.20D+1,605 PASS 0,01682 1-way Shear(+Z) 1.262 psi 75.0 psi +1.20D+1,60S PASS 0.01682 1-way Shear(-Z) 1,262 psi 75.0 psi +1.20D+1.605 PASS 0.08748 2-way Punching 6.911 psi 79.0 psi +1,20D+1,605 f A N In II CARUSO TURLEY SCOTT Job Name (fk structural en 9 i n e e r s 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T.480 774-1700 - F:480 774-1701 Job No. `71A i Sheet No. b Z www.ctsaz.com By M-INI Date_? I~i f tin I i SaC L1�z F CA f ft L:DQ F I' t t` o 1,� �,ct !_e �� J •d.T.'+`- .Y- i .J-' L�`\ 1. Y� �!. •'1J� 1 N Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ect ID: 480-774-1700 480-774-1701 Printed: 3 JUL 2016, 2:59PM www.Clsat.corTl concrete Shear Wall He=G1ENG_PR-1L00026-111874tC-11CALCUL=1118741C-1,EO6 Description: SW1B Code References - Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information - Wall Material CONCRETE Material Properties Sds 0.7650 f'c 3.0 ksi Ec 3,120,0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 150.0 pcf Phi-Shear 0,650 Wall Data - BOttom - F Analysis Height 0,00 ft Wall Offset (datum) ft Wall Length 18.0 ft Wall Thickness 8,0 in Structural Depth 14.0 ft r I �a.a•n Applied Distributed Vertical Loads Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 18.0 31.0 0.50 0.4350 0.0 0.8250 0.0 0.0 18.0 1.0 0.150 0.0 0.0 0.0 0.0 Appiied`Concentrated Lateral Loads - Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 31,0 0.0 0,0 0,0 0.0 26.0 0.0 16.0 0.0 0.0 0.0 0.0 1.650 0.0 DESIGMSUMMARY _ Boltm Level Vu:Story Shear 44,725+'1.353D-i 0 50L+0 Mu:Story Moment 832.40+1.353D-450L-b Nu:Axial 104.760+1.20D+0,50L+1.( Uplift @ Left End 27,043 4-0.7470u+E•il).N Uplift @ Right End 27,043-W.7470D+E+0,90 vu:Applied 33.277 psi vc"Phi 121.242 psi vn:max=Phl'10*sgrt(fc) 356,020 psi Horizontal As Req'd 0.1920 in^2 Vertical As Req'd 0,1152 in12 Bending As Req'd 2,419 in12 D y. M 1 Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr; 480-774-1701 www.ctsaz.00m Printed: 3 JUL 2018, 2:58PM Concrete Shear Wall Flle=c:1ENG_PR-,+-co026-n1e741c-1kcALcuL la 18741c7-,:ec6 . tt- Description SW1B Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.20 D+1.60 L r+0,5 0 L+1.6 0 H Wall Level:1 93.528 +1,20D+0.50L+1,60S+1.60H Wall Level:1 104.760 t +1.353D+0.50L+0.70S+E+1,60H Wall Level:1 44.725 832.400 101.723 8,183 1.100 +0,7470D+E+0.90H Wall Level:1 44.725 832,400 50,423 16.509 0.545 27.043 27.043 i i 1 i I I I i Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: (p: 480-774-1701 www.Ctsaz.com Printed: 3 JUL 2018, 3:04PM " General Footing He=cENc-PR-1\-coots-IW874,-C-1 Ar,CUVW874lc- . c "rUSO tL' Description: SW16 Footing Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 I Load Combinations Used : IBC 2012 General information: i Material Properties Soil Design Values - ft:Concrete 28 day strength = 2.50 ksi Allowable Sal Bearing - 3.333 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pof Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 t cp Values Flexure - 0.90 Shear = 0.750 Increases based on footing Depth :analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0,00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - ft Use Pedestal Wt for stability,mom&shear No Dimensions i Width parallel to X-X Axis = 25.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 24.0 in Pedestal dimensions x............- f -X px:parallel to X-X Axis = 216.0 in �I pz:parallel to Z-Z Axis _ 8.0 in ' 6 Height 4.0 in UJ Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0in -Reinforcing Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 8 Bars parallel to Z-L Axis , �'• Number of Bars = 39.0 Reinforcing Bar Size - # 7 Bandwidth Distribution Check (AC115.4.4.2) , � `rSG` '"suers h�l�n"7 t l�ait93 Direction Requiring Closer Separation ig Z-Z Axis #Bars required within zone 33.3 % #Bars required on each side of zone 66.7 % Applied Loads — -- _ D Lr L S W E H P:Column Load = 72.0 7.830 14,850 k OB:Overburden = ksf M-xx = -� --- k-it M-Zz = _ - _---- 860,0 k-it V-x = 27,650 k V-z = k + W M Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,4200 Engineer: Tempe,AZ 85301 Protect ID: 480-774-1700 Project Descr: f - 480-774-1701 Printed: 3 JUL 2018, 3:04PM WWW.CISaZ.CCrTI General Footing FUe=G.'+ENG PR-Itco026�1%1874tC-nCALCUL-tul74tC71.Ec6 7.,t5. Description: SWIB footing DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9763 Soll Bearing 3.254 ksf 3.333 ksf +0,60D+0.70E about Z-Z axis PASS nla Overturning-X-X 0,0 k-ft 0.0 k-ft No Overturning PASS 1.692 Overturning-Z-Z 485.371 k-ft 821.25 k-ft +0.60D+0,70E PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.2467 Z Flexure(+X) 20,926 k-ftlfl 84,828 k-ftlft +0.90D+E PASS 0,06363 Z Flexure(-X) 5.398 k-f/ft 84.828 k-ftlft +1.20D+1.60S PASS 0.02468 X Flexure(+Z) 2.068 k-Rift 83.814 k-ft/ft +1.20D+1,60S PASS 0.02468 X Flexure(-Z) 2.068 k-fllft 83.814 k-ftfft +1.20D+1.60S PASS 0,3286 1-way Shear(A) 24.647 psi 75.0 psi +0.90D+E PASS 0,08160 1-way Shear(-X) 6.120 psi 75.0 psi +1.20D+1,60S PASS 0,01866 1-way Shear(+Z) 1.399 psi 75.0 psi +1.20D+1,60S PASS 0.01865 1-way Shear(-Z) 1.399 psi 75,0 psi +1.20D+1.60S PASS 0.07824 2-way Punching 6,302 psi 80.556 psi +0.90D+E b CARUSO TURLEY SCOTT Job Name 1. structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F,480 774-1701 Job No. Sheet No.1`6 �7►l l i� www.ctsaz.com by .7 N1 Date wAU.", ot-4i (1� 1-7/1t.�� c'ilft�t;! � t: � -�a�,��_ '�y, ��•ll¢=- 04 . ��� `l.r:154'f � �ft;�,�� [,or'1�/�Q��S.�- `�� �-:f1�1�: i�'. �di tom• �-�.:i.r•,1�r�ir r � ,+�,_ W/ ti �.. .. Caruso Turley Scott,Inc. Project Title: 1215 W,Rio Salado Pkwy,#200 Engineer: Tempe,AZ85301 Project ID: it 480-774-1700 Project Descr: 480-774-1701 wWW.C(SaZ COr11 Printed: 3 JUL 2018, 3:36PM i v@n@Pad Footing Fde=.G.IENG_Pg-11.00026-1118741C-11CALCUL-1118741C^1.ECG 1.111. a • • Description: SW2 Footing Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ks! Allowable Soil Bearing - 3.333 kst fy:Rebar Yield - 60.0 ks! Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ks! Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - 2.0 ft Min Steel%Bending Reinf. = Allow press,increase per foot of depth = ksf Min Allow%Temp Reinf. = 0,00180 when footing base Is below = ft Min.Overturning Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg WI for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wl for stability,moments&shears Yes ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greaser than ` ft Use Pedestal wt for stability,mom&shear No Dimensions: _ Width parallel to X-X Axis = 32.0 ft Length parallel to Z-Z Axis = 2.50 ft Footing Thickness = 16.0 in Pedestal dimensions... x............ _'- '° x _... ... � , wry- px:parallel to X-X Axis = 300.0 In ,, � _ --- -tam- pz;parallel to Z-Z Axis _ 8•0 In w Height 4.0 1n RebarCenterline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 33 6 r ` r Reinforcing Bar Size = # Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation 19 Z-Z Axis � htl;ITW #Bars required within zone 14,5 % #Bars required on each side of zone 85.5 % Applied-Loads _ D Lr L S W E - H P:Column Load - 100.0 10.875 20,625 k OB:Overburden - ksf M-xr. _ --- ---- —- k-ft M-zz = - — 976.0 k-fl__ V-x = 30,50 k V-z = k t F Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: r f 480-774-1700 Project Descr: lf� 480-774-1701 1 YNVw.ClSa2.CQn1 Printed: 3 JUL 2018, 3:38PM j Geln�az.com tICI�- file=G:1ENG PR-kCO02o-tU8741C-11CALCUL-11187MC-1.EC5 MA. Mg MIT 10-a11 Description: SW2 Footing DESIGN SUMMARY _ Design Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9562 Soil Bearing 3.187 ksf 3.333 ksf +D+0.70E about Z-Z axis PASS Ilia Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning C PASS 2.148 Overturning-Z-Z 539.09 k-fi 1,158.19 k-t +0.60D+0.70E Il PASS nla Uplift 0.0 k 0.0 k No Uplift I PASS 0.8196 Z Flexure(+X) 24.105 k fUft 29,412 k-tuft +1.20D+0.70S+E PASS 0.3944 Z Flexure(-X) 11.601 k-itlit 29,412 k-ftlfl +1.20D+1,60S PASS 0,03126 X Flexure(+Z) 0.7957 k-ftlft 25.454 k-fllft +1.20D+1.60S i PASS 0.03126 X Flexure(-Z) 0.7957 k-f/h 26,454 k-ft/ft +1.20D+1.60S PASS 0.8575 1-way Shear(+X) 64.309 psi 75.0 psi +1.20D+0.70S+E PASS 0.4145 1-way Shear(-X) 31.084 psi 75.0 psi +1.20D+1.605 i PASS nla 1-way Shear(+Z) 0.0 psi 75.0 psi nla PASS nla 1-way Shear(-Z) 0.0 psi 75.0 psi nla PASS 0.09410 2-way Punching 7.434 psi 79.0 psi +1:20D+1.605 w CARUSO TURLEY SC®TT Job Name �- structural engineers 1215 W.Rio Salado Parkway,Suite 200 _- Tempe,Arizona 85281 , T:480 774-1700 o F:480 774-1701 Job No. I�h ^7 I Sheet No. �,i.i� www.ctsaz.com By M M Date `7 1 F� 1-�� ' C,.iR �`a(�•�'.'sC)y`r�. ti i-i'�y� 1 `fin ':�4 �1'i`_;'�� ��.� ;'{ .�-. 51.J�� 'f,.r1GF.I�llE 5 $�'I'I'I !�{'v(13 �- �,:.�� '�rJ,•=f f_,r.,;/,ci 3 CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No, I " —7IA I Sheet No. T.480 774-1700 • F:480 774-1701 www.cisaz.com By Date 5F1�/�� t,•1r�Gt.� OC'�'LG�� t +- w 1 , Caruso Turley Scott,Inc. Project Title: I 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project I D: C 480-774-1700 Project Descr: 480-774-1701 Printed; 3 JUL 2018 5:07PM www.elsaz.com __ C� OIICI'@t@ Shear WallFIIe=G:1ENB_PR-11_C4026-'1118741C-11CAtCUL�1118741C-1[C�� ; Licensee caruso WHO, Description SW3A Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information Wall Material CONCRETE Material Properties Sds 0,7650 Pc 3.0 ksi Ec 3,120,0 ksi fy 60,0 ksi Ev 1,248.0 ksi Density 150.0 put Phi-Shear 0,650 Wall Data Bottom - Analysis Height 0.00 ft i Wall Offset (datum) ft $ Wall Length 25.0 ft Wall Thickness 8.0 in Structural Depth 20.0 ft " - C I OAIUnI �W 1 2s'.o-e -Applied Distributed Vertical Loads Load Location (tt) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 25.0 31.0 0.0710 0.0710 D.0 0.2280 0.0 0.0 25.0 1.0 0.150 0.0 0.0 0.0 0.0 Applied Coricentrated-Lateral Loads Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 32.50 0.0 0.0 0.0 0.0 52,20 0.0 [1ES1GId SUMMARY -Elatt m Cev' Vu:Story Shear 77.063 f'1.353D+0.50l_•r0 Mu:Story Moment 1,696.50+1,3531D-450L-tO Nu:Axial 121.397*1.353Di0.50L+0 Uplift @ Left End 44.312+a.74 70D+E�0.90 Uplift@Right End 44,312•FO,7470D+E+0.90 vu;Applied 40.137 psi vc Phi 125,706 psi vn:max=Phi'10"sgrt(fc) 356.020 psi Horizontal As Req'd 0.1920 in^2 Vertical As Req'd 0.1152 in42 Bending As Req'd 3,456 in"2 M Caruso Turley Scott, Inc. Project Title: 1215 W,Rio Salado Pkwy.#200 Engineer Tempe,AZ 85301 Project ID; 480 774-1700 Project Descr: �,q 480-774-1701 NlYJW.CIS82.fAm Printed: 3 JUL 2018, 5;07PM FUe=G:�r-PR-1L00026-1118741C-11CALCUL-1118741C-1.EC6 concrete Shear Wall Description; MA Force Summary Load Combination _ Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (it) Ratio Left Right +1.2 0 D+1.6 0 L r+0,5 0 L+1.6 0 H Wall Level ,1 106,970 +1.20D+0.501-+1.60S+1,601-1 Wall Level:1 113,250 +1.353 D+O,50 L+0.70S+E+1.60 H Wall Level;1 77.063 1,696,500 121.397 13,975 0,895 8.952 8.952 +0.7470D+E+0,90H i Wall Level:1 77,063 1,696.500 64,821 26.172 0,478 44.312 44,312 t i 4 � Caruso Turley Scott,Inc. Project Title: 1215 W,Rio Salado Pkwy.9200 Engineer: Tempe,AZ 85301 Protect ID; r 480-774-1700 Project Descr: r¢.9-' I 480-774-1701 �YWW.ClSa2.00m Punted: 3 JUL 2018, 5:10PM Re=G:tENG-PR-kCWzB-1t1874)C-laLCUL-1118741C-1.EC6 General Footing i.i�t: Description. S'W3A Footing Code References` -- Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soi!Bearing _ 3.333 ksf fy:Reber Yield = 60.0 ksi Increase Bearing By Footing Weight - No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pef Soil/Concrete Friction Coeff, = 0•30 i cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf, = Allow press.increase per fool of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions - Width parallel to X-X Axis = 38.50 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness - 24.0 in Pedestal dimensions.,, x•-•-•--•-••- ••• � , , ry- x px parallel to X-X Axis - 300.0 In _i1' ry- pz:parallel to Z-Z Axis = BA In Height 4.0 in W Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis _ Number of Bars 6.0 Reinforcing Bar Size - # 8 Bars parallel to Z-Z Axis z Number of Bars = 39,0 Reinforcing Bar Size = # 7 Bandwidth Distribution Check (ACI 15.4.4.2) . Direction Requiring Closer Separation rg Z-Z Axis #Bars required within zone 23.0% #Bars required on each side of zone 77.0% pp I Loads D Lr L S W E H _ P:Column Load - 89.275 1.775 5.70 k OB:Overburden ksf M-xx = k-ft M-zZ = 1,749.0 k-ft V-x = — — 52.20 k V-z = k Caruso TurleyScott, Inc, Project Title: t 1215 W.Rio Salado Pkwy.#200 Engineer, Tempe,AZ 85301 Project Descr: // 480-774-1700 Project l0, 480-774-1701 WWW.CIS2Z.COrn _ _ _ Printed: 3JUL2018, 5:10PM www.clsaz.com FOOtlllg Flle=G:1ENG_K-1L.00026-1t18741C-I%MCUL-1118741C-LECE �:irr: Description: SW3A footing DESIGN SUMMARY"1. ';_ - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7894 Soll Bearing 2,631 ksf 3333 ksf +0.60D+0,70E about Z-Z axis PASS n/a Overtuming-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.729 Overturning-Z-Z 982.17 k4t 1,698.14 k-ft +0.60D+0,70E PASS n/a Uplift 0.0 k 0,0 k No Uplift PASS 0,7179 Z Flexure(+X) 60.895 k-ft/fl 84.828 k-ft/ft +0,90D+E PASS 0,1621 Z Flexure(A) 13.748 k-ftlft 84,828 k-ft/fl +1.20D+1.60S PASS 0.02555 X Flexure(+Z) 1.417 k-fl/ft 55,481 k-ft/fI +1,20D+1,60S PASS 0,02555 X Flexure(-Z) 1,417 k4ft 56.481 k-ft/ft +1,20D+1.60S PASS 0.6933 1-way Shear(+X) 52.0 psi 75.0 psi +0,90D+E PASS 0.1599 1-way Shear(A) 11,994 psi 75.0 psi +120D+1,60S PASS 0.01278 1-way Shear(+Z) 0,9586 psi 75.0 psi +1.20D+1,60S PASS 0.01278 1-way Shear(-Z) 0,9586 psi 75.0 psi +120D+1.6DS PASS 0,074611 2-way Punching 5.894 psi 79.0 psi +0.90D+E M Job Name 'f �l, T � T s �% A C/�R�lS� U LEY SC®T structural i st ural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. 1ST "71d l Sheet No. T:480 774-1700 . F;480 774-1701 www.ctsuz.com By ��� P . Date t hk w v(ao� T.. Lip 3 Jry� �,. A Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project 1D: 480-774-1700 Project Descr: 480-774-1701 www_ctsaz.com Punted: 3 JUL 2018, 5:16PM I.COIICt"@>f@ Shear all File=GWNG_PR-1�C4026-1118741C-"CALCUL-1118741C-l.EC6 Description: SW3B Code References L Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General 40otmation Wall Material CONCRETE Material Properties Sds 0.7650 fc 3.0 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 150.0 pcf Phi-Shear 0,650 Wail:Data Bottom - - - - Analysis Height 0,00 ft Wall Offset (datum) ft Wall Length 25.0 ft i Wall Thickness 8.0 in i Structural Depth 20,0 ft I I I E I I I I I Applied Distributed Vertical Loads. ` Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 25.0 31.0 0.0710 0,0710 0.0 0.2280 0,0 0.0 25.0 1.0 0,150 0.0 0.0 0.0 0,0 0.0 25.0 16.0 0.30 0.30 0.0 0.570 0.0 `.Applied Concentrated Lateral Loads Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 32.50 0.0 0.0 0.0 0.0 52.20 0.0 16.0 0.0 0.0 0.0 0.0 5.60 0.0 r Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: l .�� 480 774 1700 Project Descr: l A i 480-774-1701 Printed: 3 JUL 2018. 5:16PM wM'CIsaZ.com Concrete Shear Wall— Description: SW36 DESIGN SUMMARY - Bottom Level Vu:Story Shear 82.663+1.353F40.5000 Mu:Story Moment 1,786.10+1.3530+0.501--r0 Nu:Axial 145.050+1.20D+0.50L-,1.( Uplift @ Left End 45.290+0.7470D+E+0.90 Uplift @ Right End 45,290+0.7470D+L+40.90 vu:Applied 43,053 psi vc"Phi 127.308 psi vwrnax=Phi`10"sgrt(f c) 356.020 psl Horizontal As Req'd 0,1920 inA2 i Vertical As Req'd 0.1152 inA2 Bending As Req'd 3.456 In^2 Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level V'u (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +i.20D+1.60 Lr+0,50L+1 6DH Wall Level:1 127.970 f +1,20D+0.50L+1.60S+1,60H 145.050 !I Wall Level:1 +1,353D+0.50L+0,70S+E+1.60H Wall Level:1 82.663 1,786.100 141.519 12.621 0.990 0.856 0.856 +0,7470D+E+0,90H Wall Levei:1 82.663 1,786,100 70.423 25,362 0.493 45.290 45.290 n n h Caruso Turley Scott,Inc. Project Title: r 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: Tempe,AZ 8 Project Descr; r7. 480-774-1701 VJww.ClSBZCgrri Printed: 3 JUL 2015, 5:22PM File=G-.UG.-PR-S1_COD26-1118741C-1lCALCUL-1118741C-1:EC6 Genera! Footing Description; SW313 Footing _ Code References i Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used ; IBC 2012 General information Material Properties Soil Design Values j fc:Concrete 28 day strength 2.50 ksi Allowable Soil Bearing - 3.333 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density - 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Fooling base depth below soil surface - 2.0 ft Min Steel%Bending Reinf, - Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0,00180 when footing base is below = 0.0 ft r Min.Overturning Safety Factor - 1.0 ;1 i Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - Use flg wt for stability,moments&shears Yes - 0.0 ksf Add Pedestal Wt for Soil Pressure No when max,length or width is greater than - 0.0 f1 Use Pedestal wl for stability,mom&shear No Dimensions Width parallel to X-X Axis = 38,50 fl Length parallel to Z-Z Axis = 5.0 it Footing Thickness = 24.0 in Pedestal dimensions- x_..•••••••••_.?EiE:E Tpx:parallel to X-XAxis = 300.0 in �- - pz;parallel to Z-ZAxis 8,0 in_ Height 4.0 in W Rebar Centerline to Edge of Concrete,.. at Bottom of fooling = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 6,0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis Number of Bars = 39•0 y� Reinforcing Bar Size # 7 x we«r�im.ow•z �"ryj.aSt�+�-i'�31.s�an.. � Bandwidth Distribution Check (ACI 15.4.4.2) - Direction Requiring Closer Separation 1g Z-Z Axis <,...n: . ,... #Bars required within zone 23.0% #Bars required on each side of zone 77.0% Applied:Loads• D Lr L S W E H P:Column Load = 96.775 9.275 0.0 20.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = _ 0.0 0.0 0.0 0.0 0.0 1,844.0 0.0 k-ft V-x 0.0 0.0 0.0 0.0 0.0 57.80 0.0 k V-z 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k � s M Caruso Turley Scott,Inc. Project Title: 1215 W.Ric Salado Pkwy.#/200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr. 480-774-1701 Primed: 3 JUL2018, 5:22PM w�wr.ctsaz.com General FootingFile=G:%ENG_PR-1kL000ss-1%1874IC-IT LCUL-A119741C--1.EC6 tv, Description: SW3B Footing DEStQN S�IMMARY - e Min,Ratio Item Applied Capacity Governing Load Combination PASS 0,8479 Soil Bearing 2.826 ksf 3.333 ksf +0,60D+0,70E about Z-Z axis PASS n/a Overturning-X-X 0.0 Ot 0.0 k-ft No Overturning PASS 1.718 Overturning-Z-Z 1,038.91 k-ft 1,784.76 k-ft +0,60D+0,70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.7706 Z Flexure(+X) 65,366 k-fVft 84.828 k-ft/ft +0.90D+E PASS 0.2065 Z Flexure(-X) 17.518 01111 84.828 k-ft/ft +1,20D+1.605 PASS 0.03255 X Flexure(+Z) 1.806 k-ft/H 55.481 k-ftlfi +1.20D+1,60S PASS 0.03255 X Flexure(-Z) 1,806 k4t/ft 55,481 k-ft/ff +1.20D+1.60S PASS 0.7440 1-way Shear(+X) 55,801 psi 75.0 psi +0,90D+E PASS 0,2038 1-way Shear(-X) 15.283 psi 75.0 psi +1.20D+1,60S PASS 0,01629 1-way Shear(+Z) 1.221 psi 75.0 psi +1,20D+1.60S PASS 0.01629 1-way Shear(-Z) 1.221 psi 75.0 psi +1.20D-+1.60S PASS 0,08470 2-way Punching 6,691 psi 79.0 psi +1.20D+1,60S i _ I I si ! ��) I 13 ��l _._.Y�_fir.�-:I•-S-_• { •-_ _ ..3.� S�-'r�• �.r� _��--�GW .1�:.'.. 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F - ._... {• - .iS3c'Y'.dt0 1W3 � I c I 1•. t i l i i 1 it � 'I l CARUSO TURLEY 5COTT Job Name j structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. Sheet No. ��• " T:480 774-1700 ® F:480 774-1701 www.ctsozsom By Date 5JAe I2(�� (;t1.;(a�'}��,: ! ,a.^�t' �.i., i • 1.: !,•t._, � �(' 1!n' �/a:�= G..is2 :l?� r 2•: l.�-1-7 - - g._ IGI ant ••1. •w6,11s y. -��.j 41(e;�-. ?�,Z�r, h '.r-,� S�,�e_ O�L�.c`ph r�ran 2-- �.S•��/� : , - :' _.. itln_,u t •tn-A-m:5 rink_ r 7 37.Z1 14/3 t; tt , Job Name: Coca Cola Arlington Job No,: 18-741 Sheet No,: It 29 CARUSO TU RLEY SCOTT By: KJN Date: JuM structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 F:480 774-1701 www.clsaz.com 2012 IBC Masonry Shear Wall Design Wall Label: SW1 Helghtof3h�rwall=2story Depth from Grade Level to Top of Footing(for wall talcs)_ 1 feet Desi n oadina on Wall "Mark 101 if the bui ding doesn't have that level Length of Haight of Shear Load from Line Load from Dead Load of Level Wall(ft) Wall'(ft) Shear Lead from Wind(k) Seismic(k) Dead load(pIQ Wall(pso Grade Level to 2nd Floor -19.5 :16 6.32 0.00 425 51 2nd Floor to Roof 19.5 51 0 0 0.00 `: 040 0 51 Parapet(for DL talcs) 1 0 0 51 Total Sheer to Shear Wall=V(k)= 6.3 U Overturning Moment=Mot(k-ft)= 107.4 0.0 ASD Load Combination Factor= 0.6 0.7 I Masonry,+Design Values Norrdnal Wall Thickness= 8 in b= 7.625 In fm=. 1500 psi d ASSUMED= 18.83 it Vertical Reinforcing fy=: .60 ksi Fs = 32 ksi Horizontal Reinforcing ly= 40 ksi FshwWn1.1= 20 ksi I Em=900"fm= i i350 ksi Assume Vertical Grout Spacing= 48,1a d.c. Es= 29,000 ksi Equivalent Thickness=t= 3.39 in'/ft Check Shear f Check Masonry Alone Design Steel Shear Reinforcing M _Vh_h _ Vd v Vd d— D.85 < 1 Fd<0.25—�Fv=3 f'm= 116.19 psi MINN.Fv= (1i3)(4-(MNd)1(fm)05 but shall not exceed 80-45(MNd)psi M Fv= 40.672 <= 41.770 =40.67 psi Vd >_1.0 a Fy=2 f'm= 77.46 psi MNd>=1,Fv= (fm)"but shall not exceed 35 psi Fv= <= 35,000 -- interpolate to find Fv= — psi Therefore, Fv= 40.67 psi Vxs=0.5 LV S -�fydy- A„= 5f 0. d I iv=V 1(bd)(where b=t)= 4.9 PSI f v tl A,f;,,o(in)= 0.000 in at 32 in-O.C.(horizontal) - Sbear Reinforcina is N0T rea lu red. i r t r�mu�o«updaed�/e/ta r Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: tr y' CARU SO TU RLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Ric Salado Parkway,Suite 200 i Tempe,Arizona 85281 1 480 774-1 700 F;480 774-1701 www.ctsoz.com 2012 IBC Masonry Shear Wall Design(page 2) Wall Label; SW1 Check In-Plane Bending of Wall E5 n——= 21.481 Ent M M 0.8F5=Asjd Rs ueQd=0.0F,jrt 1 ASSUMED= 0.9 As Reno= 0A49 in' (where Fs=0,8Fs for lap redudon factor) Bar Size Quantity Req'd i 4uantity Provided As -- .a d actual g 05 1 1 0,307 19.33 j n p=(n"As)I(b'd)= 0.0037 k= 0.0827 1 ACTUAL= 0.9724 2 r1k= 24.8769 fb=�x 2— 47 psi < Fb=0.45'Pm= 675 psi OKI b z j M f•=ASMd- 11.2 ksl < Fs=0,8'Fs= 25.6 ksl OKI r USE 1 # 5 BARS AT EACH END OF SHEAR WALL. lemylore tMeotd zshe Job Name: Coca Cola Arlington Job NO,: 18-741 Sheet Na,: 10,3 4 CARUSO TURLEY SCOTT By: KjN Date: Jul-18 structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 F: 480 774-1701 WWWAsaz,(om 2012 IBC Shear Wall Foundation Design Wall Label: SW1 Foundation Information getl= 1000 psf qg increase= 1(for laleral loads if permitted by geolech report) Width= 2 ft Depth to Blm of Ftg= `25 It Thickness= 1 ft Concrete Weight= 150 pef Extension= 2,00 ft F'c= 2.5 ksi Length= 23.5 It fy= §0 ksi Foundation OverturnincilResistance PaeS.F.finp= 7.05 k MRES,F.Wb,q= 53 k-ft M WM= 117 k-ft PRES-peed Fbw—- 8.29 k*" MRES,peed— 0 k-ft"' 0.6M Wind= 70 k-ft Paps Wd= 17.40 k MRES w"e= 204 k-ft M nW.= 0 k-ft PRKT"W= 32J4 k MREs,T"im= 287 k-ft 0.7 M seismic= 0 k-ft 0,6 PRES,Uld= 19.64 k 0.6 MRES.T"IN= 172 k-ft MOT M.= 70 k-ft -Ignore roof loads for wind uplift L Irdemelion= 2.5>1.0 OK Footing Overtuming Is Okay. N Soil Bearing-Eccentrically Loaded Footings Use"a"method since it can be used regardless of where"P"occurs, 9-� a DT7If a<3 ,then q=3bu Fl w Ifa=3 ,thenq=i. If a>a ,then q2=(4L-6a)rev and q,=(6a-2L)—P i L/3= 7,833 fl 172- 70 = 5,20 it — ------ - ------- MR a= P MOT= 19.64 Q 1258 psf >1000 psf Not good �b> i USE 12 IN THICK x 2 FT WIDE x 24 FT LONG (WITH 2 FT EXTENSIONS EACH END) CONCRETE FOOTING Trmpl"le Updcled 7/>i/le r Job Name: Coca Cola Arlington I Job No.: 18-741 Sheet No.: G CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 A Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1480 774-1700 F:480 774-1701 www.ctsoz.com 2012 IBC Shear Wall Foundation Design(page 2) Wall Label: SW1 Determine Foundellon Reinforcing ` 1 Max Soil Pressure=gmex= 1258 psf Min Sell Pressure=qm„= 0 psf Length of Soil Pressure= 15.61 ft Soil Pressure at Face of Masonry Wall= 1097 psf Moment at Face of Masonry Wall=M= 2.409 k4ft of width Mu=1.6M= 3,854 k-fVft of width M� c ! KtJ =�pbd — 0.03 2.36(rbd ) 1 — 1—• Amin — 0.0025 3 f e 20e 4f 0.0009 fy or f, or 3 pcutc = 0.0033 Pcatc = 1.1$fy/1, 0.0012 f A,s =pbd= 0.72 in Pm(n= 0.0033 Where Is reinforcing located? Top&Bottom `consider placing reinforcing lop&bottom If footing has large extension or is 18"lhd or more. ) Bar Size Quantity Req-d Quantity Prgvlded Asa avZ UaU#6 B TTOM #6- 1.6 2 1 0.814 LONGITUDINAL(CONTINUOUS REINFORCING) Find Minimum Transverse Reinforcing Required: A,=.0018bd= 0.173 ln2 at Bar Size A,{In'!fq A6 in O.C. TO &Bott0171 q4 0.196 OK tY 5 0.307 JOK i -116 0.442 JOK USE#4 TRANSVERSE BAR AT 16 in 04.Top&Bottom remnlare Updated Z/8/lb b Job Name: Coca Cola Arlington Job No,: 18-741 Sheet No.: ,,.'?, CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Serape,Arizona 85281 I: 480 774-1700 F:480 774-1701 WWW.0 2.cotn i 1-45- 2012 IBC Masonry Shear Wall Design Wall Label: Height of Shear Wall=.2 story Depth from Grade Level to Top of Footing(for wall talcs)_:_ 1 feet Desl n Loadin On all 'Mark"0'if the bullding doesn't have that level Length of Height of Shear Load from Line Load from Dead Load of Level Wall(ft) Wall"(ft) Shear Load from Wind(k) Seismic(k) Dead Load(pll) Wail(psi) Grade Level to 2nd Floor 24 16 9.16 0.00 425 51 2nd Floor to Roof 24 51 0 0 0.00 0.00 0 51 Parapet(for DL talcs) 0 0 Total Shear to Shear Wall=V(k)= 9.2 0.0 Overturning Moment::MOT(k-ft)= 155.7 0.0 ASD Load Combination Factor= 0.6 0.7 0,6 0.6 Masonry Design Values Nominal Wall Thickness= 8 in b= 7,625 in I'm= 1500 psi d AseUME)= 23.33 ft Vertical Reinforcing fy= ' 60_ksi Fs e u m= 32 ksi Horizontal Reinforcing fy= 40 ksi Fsh�&o�w= 20 ksi Em=900`fm= 1,350 ksi Assume Vertical Grout Spacing 48 in Qc.. Es= 29,000 ksl Equivalent Thickness=t= 3.39 in218 Check Shear Check Masonry Alone Design Steel$heir--eEnfaraina M Vh h d=Vd=d= 0,69 < 1 Vd<0.25—+Fv=3 f'm= 116,19 psi MNd<l,Fv= (1/3)i4-(MNd))(rm)p5 but shall not exceed 80.45(MNd)psi Fv= 42,787 <= 49,143 = 42,79 psi V>1.0—>Fv=2 f`m= 77.46 psi MNd-1,Fv= (finf-5but shall not exceed 35 psi Fv= -- <= 35.000 Interpolate to find Fv= _ psi Therefore, Fv= 42.79 psi Y s Y11 =0.5 sV fyd° �A°=0.5s fv=V/(bd)(where b=t)= 5.8 PSI fvd A,,Rond(in2)= 0,000 in2 at Masonry one Is oK - 32 In O.C.(horizontally) Shear Reinforcing is NOT required. remplme undorcd a/s/�a Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No,: CARUSO TURLEY SCOTT By KJN Date: Jul-18 i structural engineers , 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T.480 774-1700 F:480 774-1701 www.ctsoz.com f E 2012 IBC Masonry Shear Wall Design(page 2) Wall Label: SW1 Check In-Plane Bending of Wall El n=E= 21.481 m � M M 0,8Fs=A d-�AsR,gd—O,BF d 11 s! sl )ASSUMED= �9 As REDO= 0.174 in' (where Fs=0.8Fs for lap reduction factor) Bar size j Quantity Req'd Quantity Provided d actual 5 0,6 i 0.307 i 23.6� n p=(n"As)!(b'd)= 0.0030 k= 0.0748 AcNAL= 0.9751 21jk= 27,4285 M 2 fL=6d2 X jk= 49 psi < Fa=0.451rn= 675 psl OKI M fs=AsjdJ�= 13A ksi < Fs=O.B"Fs= 25.6 ksi OKI USE 1 # 5 BARS AT EACH END OF SHEAR WALL. Temp Me Upda,d 2181JS i Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: Ul"-, CARUSO TURLEY SCOTT By: KJN Date: Jul-18 i structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 F,480 774-1701 i www.ctsaz.com 2012 IBC Shear Wall Foundation Design Wall Label: SW1 Foundation Information 1000 psf %,increase=_ -_ :,!:(for lateral loads If permitted by geotech report) Width=; 2 1t Depth to Blm of Ftg= = itJ It Thickness= 1 it Concrete Weight= 150:pcf Extension= 2.00 ft Pc n 2.5:ksl Length= 28 ft fy= 60 ksi Foundation Overturning/Resistance PREs,F.Ow= 8.40 k MRES.F..Mq= 118 k-ft Mwlnd= 169 k-ft PREs,D"ad R-o 10.2o k" MRIS,Deed= 0 k-ft' 0.6M Wind= 102 k-ft PRFS weu= 21.42 k MRES.VdM .�I= 300 k-ft M W .= 0 k-ft _ PRES.TaId= 4o.oz k MRES,Tnle1= 417 k-ft 0.7 M seismic= 0 k-ft 0.6 PRER•T"W= 24.01 k 0.6 MRES.T.W= 250 k-ft MOT.Mu= 102 Wt Ignore roof loads for wind uplift L Interaction= 2.5>1.0 OK Fooang Overturning is Okay. M Soil Bearing-Eccentrically Loaded Footings Use"a"method since it can be used regardless of where"P"occurs. if ,then q= 2P r_ 3 9Dn' 9 w-•" A ...n,nM Ova Y emn let If a=3 ,dTen q=P. If a>s ,then q2=(4L—6a)1,=b and q,=(6a—2L)LP L13= 9,333 N 250- 102 = 6.20 ft at Mx—MOT — - ----—-• a= P = 24,01 a 1292 psf >1000 psf Not good .�•aP ,..nynni"atl aysµae n[as.o Ib) USE 12 IN THICK x 2 FT WIDE x 28 FT LONG (WrrH 2 FT EXTENSIONS EACH END) CONCRETE FOOTING Template Updated 2/6/28 y �� F Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: to Up CARUSO TURLEY SCOTT By: KJN Date: Jul-18 I structural engineers i 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1480 774-1700 F.480 774.1701 www,dsaz.com 2012 IBC Shear Wall Foundation Design(page 2) Wall Label, SW1 Determine Founuation Reinforcing Max Sal Pressure=qm, = 1292 psf Min Soil Pressure=qmjn= 0 psf Length of Soil Pressure= 18.59 It Soil Pressure at Face of Masonry Wall= 1153 psf Moment at Face of Masonry Wall=M= 2.490 k-fUft of width Mu=1.6M= 3.985 k•fUft of width i Mo Ku =rpbd2= 0.055 2.3r 6(4 bd Pmin— 0.0025 3 Jrc 200 4 J f C __ 0.0009 fY or fY or'3 Pcatc = 0.0033 PCALC 1.18jy/ 0.0012 . f�c A,=pbd= 0.72 in' Pmin= D.D033 Where is reinforcing located? Top&Bottom 'consider placing reinforcing top&bottom If fooling has large extension or Is 1l thick or more. Bar Size Quantity Req'd Quantity Provided 1 p6 USE 2 #6 BOTTOM ! #6 1.6 2 0.884 JLONGITUDINAL(CONTINUOUS REINFORCING Find Minimum Transverse Reinforcing Required: A,._.0019bd= 0.173 ln2 at Bar Size A.(In'ift) '16 in O.-C.- Top&Bottom #4 0.196 OK #5 0.307 OK #6 0.442 OK USE#4 TRANSVERSE BAR AT 16 In O.C.Top&Bottom T—pbt,trodm=d2AM c CARUSO TURLEY SC®TT Job Name t'-'1f n(aft— structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. (6 . 7u1 Sheet No. 1,i www.cisaz.com Li- 7 1 LA s 'JA 13L`l 1� 'F}CI)I P"lt r'1',ti;11 C'� f U6P �'i. J OV-- /1 . M t . . r _ j 1- ` o �i h i -.075k/ft J I y I I 1 J y� I �J1 yti1 iV1 N3 N2 t Loads: BL_C 1, DL CTS LK- 1 - - MJM Front Entrance Truss July 25, 2018 at 12:10 PM 18-741 Front Entrance TrussAd I i i f -,19k/ft /00 '1 N3 N2 Loads: BLC 2, SL _ SK- 2 CTS MJM Front Entrance Truss July 25, 2018 at 12:11 PM 18-741 Front Entrance TrussAd i X06 ap�h N1- N3 N2 Member Code Checks Displayed i Results for LC 1, D�+S CTS --- - i - - SK- 3 MJM Front Entrance Truss July 25, 2018 at 12:12 PM 18-741 Front Entrance Truss.r3d VBrace: M3 - Shape: 6X6 Material: DF DY in Length: 10.404 ft I Joint: N4 Dz — in J Joint: N1 LC 1: D+S Code Check: 0.296 (bending) -.041 at 2.384 ft Report Based On 97 Sections 4.424 at 10.404 ft 701 at 5.202 ft - Vy r—�, �-� k Vz - - _—. k A k -.677 at 5,094 ft 2.274 at 0 ft } .638 at 5.202 ft I f I �f' T --- k-ft Mz E ! �- ; k-ft My k-ft -.468 at 8,345 ft .276 at 5.202 ft .146 at 10.404 ft ft ksi A i ,& ' fa amv� ksi : 075 at 0 ft fc ksi -.276 at 5.202 ft I AWC NDS-12:ASD Code Check Max Bending Check 0.296 Max Shear Check 0.205 (y) Location 5.202 ft Location 5.202 ft Equation 3.9-3 Max Defl Ratio L/5619 CD 1 RB 4.764 CL 1 Cr 1 Cfu 1 CP .666 ksi Cm Ct CF y-y z-z Fc' .666 1 1 1 1 Lb 10.404 ft 10.404 ft Ft' 825 1 1 1 le/d 22.7 22.7 Fb1' 1.2 1 1 1 Sway No No Fb2' 1.2 1 Le-Bending Top 10.404 ft F' .17 1 1 - — Le-Bending Bot 10.404 ft E' 1600 1 1 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 WWW.CtS22.Com Printed:23 JUL 2018, 7:22AM WoodBeam -file=G:1ENG_PR-1CC0026-1118741C-1lCALCUL-1ti874t6.1.EC6 t:ttt: Licensee ciiWo turleyscoL Description: Front Entrance Wood Beam CODE-REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb+ 1000 psi E;Modulus of Elasticity Load Combination JBC 2012 Fb- 1000 psi Ebend-xx 1700ksi Fc-PrII 1500 psi Eminbend-xx 620ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade No.1 Fv 180 psi Ft 675 psi Density 31.2pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.318) S(0.8075) D(0.637) S(1.615) D(0.318)S(0.8075) 6x14 - Span= 10.0 ft 1 Applied Loads Service loads entered, Load Factors will be applied for calculations. Point Load: D=0,6370, S=1,615 k @ 5.0 ft Point Load: D=0.3180, S=0,8075 k @ 0.0 ft Point Load; D=0.3180, S=0.8075 k @ 10.0 ft .:DESJGN SUMMARY" Maximum Bending Stress Ratio = 0.356 1 Maximum Shear Stress Ratio Section used for this span 6x14 Section used for this span fix14 fb:Actual 404.40psi fv:Actual = 22.75 psi FIB :Allowable 1,135.05psi Fv:Allowable 207.00 psi Load Combination +D+S+H !oad Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = 0,000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 In Ratio= 3935>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0,043 In Ratio= 2822>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for-Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I C r C m C t C L - M fb Fb V fV Pv +D+S+H 0.00 0.00 0.00 0.00 Length=10.0 It 1 0.356 0.110 1.15 0.987 1.00 1.00 1.00 1.00 1.00 5.63 404.40 1135.05 1,13 22.75 207.00 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 www.ctSaz.com Printed;23 JUL 2015, 7:27AM Wood COiUfTlll -,Flle,::alENG_PR-1LCO026-1116741C•-11CALCUL-1U6741C-1.EC6 Description; Front Entrance Wood Column Code References - Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information _ Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn (Used;or non-slender calculations ) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 6.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 30,250 in12 Cf or Cv for Compression 1.0 Fb+ 900 psi Fv 180 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb- 900 psi Ft 575 psi ly 76.255 In^4 Cm:Wet Use Factor 1.0 '. Fc-Prll 1350 psi Density 31.2 pef Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity, ,, x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 15a.2 Basic 1600 1600 1600 ksi Use Cr;Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns X-X(width)axis: Unbraced Length for X-X Axis buckling=10.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=10.0 ft,K=1.0 Applied Loads ``' Service loads entered. Load Factors will be applied for calculations. Column self weight included : 65,542 Ibs*Dead Load Factor AXIAL LOADS. , , Axial Load at 10.0 ft,Xecc=2.0 in, D=0,640,S= 1.620 k DESIGN SUMMARY - Bending & Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1783:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp+ Myy, NDS Eq. 3.9-3 Top along X-X 0,0270 k Bottom along X-X D.0270 k Location of max.above base 9.933 ft Maximum SERVICE Load Lateral Deflections,.. At maximum location values are... Along Y-Y 0,0 in at 0.0 ft above base Applied Axial 2.326 k for load combination: nla Applied Mx 0.0 k-ft Along X-X -0.03452 in at 5.839 ft above base Applied My -0.3741 k-ft for load combination:+D+S+H Fc:Allowable 818.78 psi Other Factors used to calculate allowable stresses PASS Maximum Shear Stress Ratio= 0.009023 :1 Bendirw Cornnression Tension Load Combination, +D+S+H Location of max.above base 10.0 ft Applied Design Shear 1.868 psi Allowable Shear 207.0 psi Load Combination-Results: - Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio_ Status Location +D+S+H 1,150 0.527 0.1783 PASS 9.933 ft D.009023 PASS 10.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axls Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only -0,011 0.011 0,706 S Only -0,027 0.027 1,620 Maximum Deflections for Load Combinations _ Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+S+H -0,0345 in 5.839 it 0.000 in 0.000 ft r CARUSO TURLEY SC®TT Job Name L. structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona BS281 Job No. [� 7��t Sheet No. 1:480 774-1700 • F:480 774-1701 www.ctsaz.com By Date / Tcs�` �����'` .7 1.10- 'E.<•.r. , Uy;t. t..t; �� A. + �'' of il'"t aJ/alrL.. lip(ln`� w33 h� I G.. C.•C. ! r ID 1 i. At r . t Project Name: 18741 Coke Arlington Page 1 of 1 Model: 20'Joist Date:07126/2018 j - Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerTA° 2.0.3.0 Reactions ! Support Reactions (lb) f R1 600.00 R2 600.00 Shear and Web Crippling Checks 60.00 Bending and Shear 5.5% Stressed @R1 (Unstiffened): Bending and Shear NA (Stiffened): ro Web Stiffeners No RI R2 Required?: 20.00 Section : B00S162-97 Single C Stud Fy=50.0 ksi Maxo= 6058.7 Ft-Lb Moment of Intertia, 1=9.71 in^4 Va=10885.3 lb Loads have not been modified for strength checks Loads have been multiplied by 0,70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax! Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 3000.0 0.495 3000.0 60.0 4396,9 0.682 0.528 L1455 Distortional Bucklinci Check Span K-phi Lm Brac Ma-d Mmax! lb-in/in in Ft-Lb Ma-d Span 0,00 240.0 5994.6 0.500 i i SIMPSONSTRONG-TIE COMPANY INC. www,strongtlexom Project Name: 18741 Coke Arlington Page 1 of 1 Model: 20' Joist-with AC unit Date:07/26/2018 Code: 2012 NASPEC(AISI S100-2012) Simpson Strong-Tie®CFS DesignerTM 2.0.3.0 P Reactions Support Reactions(Ib) R1 700.00 R2 660.00 Shear and Web Crippling Checks 60.00 Bending and Shear 29.7% Stressed (Unstiffened): @P2 Bending and Shear NA (Stiffened): Web Stiffeners No R1 R2 Required?: 20.00 Point Loads P1 P2 Load(lb) 80 80 X-Dist.(ft) 5.00 10.00 Section : (2) 800S162-97 Back-To-Back C Stud Fy=50.0 ksi Maxo= 12117.3 Ft-Lb Moment of Intertia, 1=19.43 in"4 Va=21770.6 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 3600.0 0.297 3600.0 60,0 10361.1 0.347 0.311 L/771 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 240.0 11989.2 0,300 SIMPSON STRONG-TIE COPAPANY INC. www,strongtiexom r s Project Name: 18741 Coke Arlington Page 1 of 1 <� f I Model: 12' Joist Date:07l26/2018 o Code: 2012 NASPEC(AISI S100-2012] Simpson Strong-Tie®CFS DesignerT"^ 2.0.3.0 _ t �- - - Reactions Support Reactions(lb) R1 360.00 R2 360.00 Shear and Web Crippling Checks 60.00 Bending and Shear 17.2% Stressed (Unstiffened): @R2 Bending and Shear NA (Stiffened): ® ® Web Stiffeners No R1 R2 Required?: I 1 I I 12.00 Section : 80OS162-54 Single C Stud Fy=50.0 ksl Maxo = 3065.9 Ft-Lb Moment of Intertia, 1 =5.60 in"4 Va=2091,3 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1080,0 0,352 1080.0 60.0 2421.9 0.446 0.119 L/1214 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Span 0.00 144.0 2734,3 0.395 SIMPSON STRONG-TIE COMPANY INC. www,strongtio.com i Project Name: 18741 Coke Arlington Page 1 of 1Date;07l26/2018 Model: Stud ),... Code: 2012 NASPEC(AISI S100-2012) Simpson Strong-Tie(E)CFS DesignerT"' 2.0.3.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No.of No. of Simpson Req'd Req'd# Strong-Tie screws to 12-14 j Support Reaction (lb) Connector stud Anchors R1 40.02 No Solutions - - t' R2 40.02 SC1345.5 2 2 Total Vertical Shear Carried by Connectors (lb) : 0 Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/Cantilever Bridging Connector Stress Ratio 12.00 6.67 Span LSUBH3.25 (Min) 0.65 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 6.3% Stressed @R1 ' Bending and Shear(Stiffened): NA t; !r Web Stiffeners Required?: No f' I. - L; I Section : 60OS162-33 Single C Stud Fy=33.0 ksi Maxo= 950.6 Ft-Lb Moment of Intertia, i=1.79 in^4 Va=638.1 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 120.1 0.126 120.1 60.0 855.2 0.140 0.041 1_/3496 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ Ib-in/in in Ft-Lb Ma-d Span 0.00 144.0 788.8 0,152 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtU KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 1275.0(c) 60.0 60.0 103 0.0 144.0 2176.7(c) 0.59 0.75 SIMPSON STRONG-TIE COMPANY INC. www.strongtio.com �.- r .il CARUSO TURLEY SCOTT Job Name A v-L..x- structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 `(� .-7'1 1 Sheet No. T:480 774-1700 . F;480 774-1701 Job No. f www.ctsoz.com By Date f`, : i TA (177 i t ;fit. . --•4 ft;�.) - :! t� NOT USED - CANOPIES BY OTHERS a. r Caruso Turley Scott,Inc. Project Title: 1215 W,Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: C 480-774-1700 Project Descr: 480-774-1701 Primed:20 JUL 2018, 9:06AM W4YV1.Ct_SaZ.COrn Steel Beam File=.GIENG_PR-1LCM26-1118741C-IkCALCUL-1118?41C-1:EC6 0.000. . Descfiption: Canopy B1 ODEREFERENCES Cal lations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Oombination Set: IBC 2012 Mato ria roperties Analysis Me od: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing. Beam is Fully Braced against lateral-torsional buckling E:Modulus; 29,000.0 ksl Bending Axis: ajor Axis Bending D(0.0225)_%0.171) C7x12.2 - v- - Span = 18.0 ft - AppNed Loads - - _ _ Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT intemally calculated and add Uniform Load: D=0,02260, S=0.1710 kill, Tribu Width-1.0 ft `QEBLGN SUMMARY _ ®` Maximum Bending Stress Ratio = 0.516: Maximum Shear Stress Ratio= 0.061 : 1 Section used for this span C7xl2,2 Section used for this span C7x12.2 Me :Applied 7.837 k-ft Va:Applied 1,742 k Mn I Omega :Allowable 15,198 k-ft Vn/Omega ;Allowable 28.429 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 9,000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 an#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.578 in Ratio= 373> 60 Max Upward Transient Deflection 0.000 in Ratio= 0 <36 Max Downward Total Deflection 0.654 In Ratio= 330 >=180 Max Upward Total Deflection 0.000 In Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImurn 1759 1.539 Overall MINimum 0.203 0.203 D Only 0.203 0.203 S Only 1,539 1,539 NOT USED - CANOPIES BY OTHERS Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 WV�W.ClSa2.COm,coin Printed:20 JUL 2016, 9:06AM Steel FlIe=G:IENG_PR-1LC0026-1118741C-11CALCUL-11i8741C-1.EC6 Description: Canopy 62 CODE REFERENCES _ Iculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Loa Combination Set : IBC 2012 _Mate 'al Properties Analysis ,at : Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Brac Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29.000.0 ksi Bending Axis: Major Axis Bending D(0.06) S(0.456) - -t .�- _ �: iY HSS8x4x3/16 j Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and add- Uniform Load: D=0.060, S=0,4560 k/ft, Tribut Width=1.0 It DESIGN SUMMARY Maximum Bending Stress Ratio 0.275\1pan Maximum Shear Stress Ratio= 0.060 : 1 Section used for this span HSS8x4x3/1Sectlon used for this span HSS8x4x3/16 Ma:Applied 6.45Va:Applied 2.580 k Mn/Omega:Allowable 23,41Vn/Omega:Allowable 43.009 k Load Combination +D+S+ Load Combination +D+S+H Location of maximum on span 5.00Location of maximum on span 0,000 ft Span#where maximum occurs Span# pan#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.10o= 1,117 -360Max Upward Transient Deflection 0.00o= 0<3Max Downward Total Deflection 0.12o= 988 �=18Max Upward Total Deflection 0.00o= 0 <180 Vertical Reactions - Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.280 2.280 Overall h1lNimum 0.300 0,300 D Only 0,300 0.300 S Only 2.280 2,280 NOT USED - CANOPIES BY OTHERS 16 M r � CARUSO TURLEY SC®TT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85201 �( IV T:480 774-1700 . F:480 774-1701 Job No. (� �`�� Sheet No, www.ctsaz.com by t ./,-R Date r 51.'I T lt �t, ,, , rig 1r^,.y , R :� A Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: q.� CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 F:480 774-1701 www.ctsoz.com Site Wall Wind Loading per Section 29.3-ASCE 7.16 Site Address; 59th Ave NE Arlington, WA 98223 Wind Exposure C Velocity Pressure = qh = 0.00256 Kz Kzt Kd Ke V2 (ASCE 7-16 Eqn 26.10-1) i 3 -Sec Wind Gust= V= 110 mph Exposure Coeff= KZ= 0.85 (Table 26.10.1, h< 15 ft) Topographic Factor= KZt= 1,0 (Section 26.8,2) Directional Coeffecient= Kd = 0,85 (Section 26,6) Ground Elevation Coeffecient= Ke = 0.85 (Section 26,9 ASCE 7-16) qh= 19.0 psf From Section 29.4.1: Wind Load = F= qh G Cf A (Eqn 29,4-1) Gust Factor= G = 0.85 (Section 2611.1) Force Coeff= Cf= 1.3 (Fig 29.4-1, l3/s = 10) Wall Area = A = 1.0 ftz i 10% Increase per note below* = 1.1 Wind Pressure= F = 23.1 psf F = qh G Cf A * Per Footnote 3, Fig 29,4-1, resultant force of wind pressure is to act at 0.05 times the average height of the wail. To account for this, increase the wind load using equivalent moments. elz W1 Y +40.05)) 2 ( 2 A'e = 0.55w(2)= 1.1W Therefore, the wind is increased in chart above by 10% i Template Updaled 21&18 Page&R ;r•�, Caruso Turley Scott,Inc, Project Title: j. 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480 774 1700 Project Descr; 480.774-1701 I� WwW.CISaZ.COm Printed.19 JUL 2018. 9:24AM I CaCl1<1l@V@Ct3d Retaining Wall fIle=GaEIJG_PK-iLC0026-1118741C-11CALCUL-1\18741G-1.EC6 i Descriotion: 4'lviasonry Site Well Criteria J Soil Data Calculations per ACI 318.06, ACI530.08,IBC 2009, r. CBC 2010,ASCE 7.05 Re,ained Height = 0.00 it Allow Soil Bearing = 2,500.0 psi Wall height above soil = 4.50 it Equivaient Fluid Pressure Method Slope Behind Wall = 0.00:1 Heal Active Pressure = 45.0 psf(ft Height of Soil over Tog = 6.00 in Toe Active Pressure = 30.0 psflft i Water heignt over heel - 0.0 ft Passive Pressure = 300.0 psUft Vertical component of active Scil Density,Heel = 1102 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure, Friction Coeff blwn Fig&Soil = 0 400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0,0 Ibs I Used To Resist Sliding&Overturning ..,Height to Top = 0.00 it Footing Width = 0.00 ft f Surcharge Over Toe = 0.0 psi ,.,Height to Bottom = 0.00 it Eccentricity = 0.00 in Used for Slldira&Overturning Wall to Fig CL Dist = 0.00 it Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 it Axial Dead Load = 0.0 Ibs at Back of Wall Axial Live Load - 0.0 Ibs Wind on Exposed Stem = 23A psi Polsson's Ratio = 0,300 t Axial Load Eccentricity - 0.0 in i I i Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Project ID: Project bescr: 480-774-1700 480-774-1701 Printed:19 JUL 2018, 9:24AM www.c(saz.com cantilevered`Re1fdICllClg wall File GaENG-PR-ILCDD26-1118741C-11CALCUL-1118741C-1.EC6 Description: 4'Masonry Site Wall i Design Summary a Construction Top stem Bar Lap/Emb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning - 1,61 OK Wall Material Above"Ht' = Masonry Sliding = 4.85 OK Thickness In= 8.00 Rebar Size = # 5 Total Bearing Load = 656 Ibs Rebar Spacing In= 48.00 ...resultant ecc, = 6.31 In Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,420 psf OK ibfFB+falFa = 0A36 O.oDO Soil Pressure @ Heel - 0 psf OK Total Force @ Section Ibs= 100.2 Allowable = 2.500 psf Moment.,..Actual ft-I= 233,3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,704 psf Moment-Allowable ft-1 535,2 = ACI Factored @ Heel - 0 psf Shear,,,,,Actual psi= 2.2 Footing Shear @ Toe = 4.8 psi OK Shear,..,,Allowable psi= 38.7 Footing Shear @ Heel = 0.8 psi OK Wall Weighs psf= 84,0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.75 Lap splice if above in= 30.00 Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 92.7 Ibs Lap splice if below in= 30,00 less 100%Passive Force = 187.5 Ibs Hook embed into footing in= less 100%Friction Force = 262.2 Ibs Mmonry Data I'm psi= 1,500 Added Force Req'd = 0.0 Ibs OK Fy t psi= ....for 1,5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Load Factors Modular Ration' - 21.48 Dead Load 1.600 Short Term Factor - 1,000 Live Load 1 Equiv.Solid Thick. in= 7.60 Earth,H 1,60000 00 Masonry Block Type = 3 Wind,W 1 Masonry Design Method = ASD _ Seismic,E 1.000 Concrete Data f'c ps'_ Fy Ps Footing Dimensions&Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width - _- 1 17_- Factored Pressure = 1,704 0 psf Total Footing Width - 1.67 Mu':Upward - 288 0 ft-lb Footing Thickness = 12,00 in Mu':Downward = 55 40 fi-lb Mu: Design = 233 40 ft-lb Key Width - 0.00 in Actual 1-Way Shear = 4.76 0.79 psi Key Depth - 0.00 in Allow 1-Way Shear = 76.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 16.00 in ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 In Footing Concrete Density = 150.00 pef Key Reinforcing = None Spec'd Min.As% - 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S"Fr Heel: Not req'd,Mu<S*Fr Key: No key defined A Caruso Turley Scott,Inc, Project Title: 1215 W.Flo Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: ( , } 480-774-1700 Project Descr: 480-774-1701 Printed:19 JUL 2018. 9:24AM www.ctsaz.com F cantilevered Retaining Wall uo=c:ENc_PR--1t.coort;-1ueza,c-l+cnlcuL-nte7alc-1.E05 Description: 4'Masonry Site Wall summary of overturning&Resisting Forces&Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs it ft-lb ibs ft ft-lb Heel Active Pressure = 22,5 0.33 7.5 Soil Over Heel = 0.0 1.42 0.0 Surcharge over Heel = Sloped Soil Over Heel - Toe Active Pressure = -33.8 0.50 -16,9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stern = Added Lateral Load - "Axial Live Load on Stem = Load @ Stem Above Soil = 100 3.25 337.8 Soil Over Toe = 275 0.25 6.9 Surcharge Over Toe = Stem Weight(s) = 378.0 0.83 315.0 Earth @ Stem Transitions = Total = 92.7 O.T.M. = 328.5 Footing Weight = 250.0 0.83 208.3 Resisting/Overturning Ratio - 1.61 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 655.5 Ibs Vert.Component = (Total= 655.5 Ibs R.M.= 530.2 resistance,butNSOincluCUed for soiltpressuure calalculationn.for overturning I i I I y 'Y �_ i Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Project ID; P 480-774-1700 Project Descr: I 460-774-1701 www.ctsaz.com Printed:19 dUL 2018, 9:25AM Fib=c.A-roc-Pa-1�croo2r-naei4IC-UC:ALCUL-us.741C-�I.Ece Cantilevered Retaining Wall60 Description: 6'Masonry Site Wall Criteria Soil Data Calculations per ACI 318.08, ACI 530.08,IBC 2009, Retained Height = 0,00 ft Allow Soil Bearing = 2,500.0 psf CBC 2010,ASCE 7.05 Wall height above soil = 6.50 ft Equivalent Fluid Pressure Method ' Slope Behind Wall = 0.00:1 Heel Active Pressure = 45.0 psf/ft Height of Soil over Toe = 6,00 in Toe Active Pressure - 30.0 psflfl Water height over heel = 0,0 fi Passive Pressure = 300.0 psflfl Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 ! NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance, for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load f 0 plfd Loa = 0. Surcharge Over Heel = 0,0 psf LateralAdjacent Footing Load . = 0.0 Ibs , Used To Resist Sliding&Overturning ...Height to Top = 0,00 ft Fooling Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,,.Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load I! Base Above/Beiow Soil = 0,0 ft Axial Dead Load = 0.0 Ibs at Back of Wall Axial Live Load = 0.0 lbs Wind on Exposed Stem = 23.1 psf Polsson's Ratio = 0,300 Axial Load Eccentricity = 0.0 in , I Caruso Turley Scott,Inc. Project Title: 1215 W. Rio Salado Pkwy.#200 Engineer: 6- 1 o Tempe,AZ85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:l9 JUL 201B, 9:25AM i Cantilevered Retaining Wall FUe=:caEsuc_Pa-t�-000zs-1t18741CrIlGA000L-t118741C-1;Ec5 ►f. Description 6'Masonry Site Wall Design Summary Stem Construction Top stem Bar LaplEmb Wall Stability Ratios Design Height Above Fig ft= 0.00 Overturning = 1.53 OK Wall Material Above"Hr' = Masonry Sliding = 3.98 OK Thickness in= 8.00 Reber Size = # 5 Total Bearing Load = 912 Ibs Rebar Spacing in= 48.00 ...resultant ecc. = 8,65 in Rebar Placed at = Center Design Data Soll Pressure @ Toe - 1,679 psf OK fb1FB+falFa _ 0.9t1 0.000 Soil Pressure @ Heel = 0 psf OK Total Force @ Section Ibs= 146.4 Allowable - = 2,500 psf Moment..,.Actual ft-I= 487.4 Soil Pressure Less Than Allowable ACI Factored @ Toe - 2,015 psf Moment,.,,,Allowable ft-I= 535,2 ACI Factored @ Heel = 0 psf Shear,....Actual psi= 3.3 Footing Shear @ Toe = 7.7 psi OK Shear.,,,.Allowable psi= 38.7 Footing Shear @ Heel = 11 psi OK Wall Weight psf= 84.0 Allowable 75.0 psi Rebar Depth 'd' in= 3.75 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 45.00 Lateral Sliding Force = 138.9 Ibs Lap splice if below in= 45.00 less 160%Passive Force - - 187.5 Ibs Hook embed into fooling in= less 100%Friction Force = - 364.9 Ibs Masonry Data fm psi= 1,500 Added Force Req'd = 0,0 Ibs OK Fy psi= ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Load Factors - 21.48 Dead Load 1200 Modular Ration - Live Load 1.600 Short Term Factor - 1.000 Earth,H 1.600 Equiv,Solid Thick. In= 7,60 600 Masonry Block Type = 3 Wind,W 1. Seismic,E 1. 00 Masonry Design Method = ASD Concrete Data rc psi= Fy psi= Footing Dimensions&Strengths Footing Design Results Toe Width = 0.75 ft Tog Heel Heel Width = 1 A2 Factored Pressure = 2,015 0 psf Total Footing Width = 2.17 Mu':Upward - 609 0 ft-lb Footing Thickness - 12.00 in Mu':Downward = 103 76 ft-lb Mu: Design = 505 76 ft-lb Key Width = 0,00 in Actual 1-Way Shear = 7.73 1.18 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75,00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 16.00 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Fooling Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% - 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm,= 3.00 in Toe: Not req'd,Mu<S Fr Heel: Not req'd,Mu<S"Fr Key: No key defined n Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: 6 N f Tempe,AZ 85301 Project ID: i 480-774-1700 Project Descr: I( 480-774-1701 Printed:19 JUL 2018, 9:25AM mvw.ctsaz.com Cantilevered Retaining Wall Fig=c:,errc-PH-1\-cO026-1ti1874tc-ncnLcuL-1tt874tc-1.t:cs Description: 6'Masonry Site Wall Summary of Overturning & Resisting Forces&Moments ,,,..OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft it-lb Ibs fl 114b Heel Active Pressure 22.5 0.33 7.5 Soil Over Heel = 0.0 1.79 0.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure -33.8 0.50 -16.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = 150.2 4.25 638.1 Soil Over Toe = 41.3 0.38 15.5 Surcharge Over Toe = Stem Weight(s) = 546.0 1'08 591.6 Earth @ Stem Transitions = Total - 138.9 O,T.M. = 628.8 Footing Weight = 325.1 1.08 352,2 ResistinglOverturning Ratio = 1.53 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 912.3 Ibs Vert.Component = Total= 912.3 Ibs R.M.= 959.3 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure cak-,ulation. . .T�'-�. Caruso Turley Scott,Inc. Project Title: !I 1215 W.Rio Salado Pkwy.#200 Engineer: C" Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 wwW.GtSBZ.COm Printed10 JUL 2018 9:26AM Cantilevered Retaining Wald _ _ F1le=G1ENG_PR 1tCA02111874fC-11ChLCUL-11f8741G1,EC8 Description: 8'Masonry Site Wall I Criteria Soil Data Calculations per AC1318.08, ACI 530.08,IBC 2009, Retained Height - 0,00 ft Allow Soil Bearing = 2,500.0 psf CBC 2010,ASCE 7.05 Wall height above soil = 8.50€t Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 45.0 psflft Height of Soil over Toe = 6.00 in Toe Active Pressure - 30,0 psf/ft Water height over heel = 0.0 fl Passive Pressure = 300.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soll pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soll Pressure, Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load If 0 d Loa = 0. Surcharge Over Heel = 0,0 psf Lateralp Adjacent Footing Load = 0,0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0.00 ft Eccentricity - 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft d to St Axial Load Applieem— � Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 IDS of Back of Wall Axial Live Load = 0.0 Ibs Wind on Exposed Stem = 23.1 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 In A Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: 7 Tempe,AZ 85301 Project ID: { I 480 774 1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:19 JUL 2018, 9:26AM Fie=G:1ENG PR-PR -1\78741C-11CALCUL-1t18741C-I;EC6 Cantilevered Retaining WallLicensee caruso turley Scott Description: 8'Masonry Site Wall Desig Top Stem Stem Construction n Summary BarLap)Emb Wall Stability Ratios Design Height Above Ftq ft= 0,00 Overturning = 1.61 OK Wall Material Above"Ht" = Masonry Sliding - 3.60 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 1,199 Ibs Rebar Spacing in= 40.00 ...resultant ecc. = 10.75 in Rebar Placed at r Edge Design Data Soil Pressure @ Toe = 1,534 psi OK fb/FB+falFa = 0.922 a,9oo Sell Pressure @ Heel = 0 psf OK Total Force @ Section Ibs= 192.6 Allowable = 2,500 psf Moment..,.Actual ft-1= 833.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,841 psf Moment.....Allowable ft-I= 904.2 ACI Factored @ Heel = 0 psf Shear...,.Actual psi= 3.1 Footing Shear @ Toe = 9.9 psi OK Shear.....Allowable psi= 38.7 Footing Shear @ Heel = 1.7 psi OK Wall Weight psf= 84.0 II Allowable = 75.0 psi Rebar Depth 'd' in= 5.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 45.00 Lateral Sliding Force _ 185.1 Ibs Lap splice If below in= 45.00 less 100%Passive Force = •187,5 Ibs Hook embed into footing in= less 100%Friction Force = - 479.4 Ibs Masonry Data fm psi= 1,500 Added Force Req'd = 0.0 Ibs OK Fy psi= ....for 1.5:1 Stability - 0,0 Ibs OK Solid Grouting = Yes Load Factors - 21,48 Dead Load 1.200 Modular Ration' Live Load 1.600 Short Term Factor = 1.000 Earth,H 1.600 Equiv,Solid Thick. in= 7.60 .600 Masonry Block Type = 3 Wind,W 1 Seismic,E 1.600 Masonry Design Method = ASD Concrete Data fc psi- Fy psi Footing Dimensions Strengths --� Footing Design Results Toe Width = 1.08 ft Toe Heel Heel Width = 11.75 Factored Pressure = 1,841 0 psf Total Footing Width = 2.83 Mu':Upward = 1,055 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 192 141 ft-lb Key Width - O,00 DO in Actual Mu: Design 862 141 fl-lb y Depth = 0 Actual 1-Way Shear _ 9.93 1.71 psi Key Pt Allow 1-Way Shear - 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 16.00 in Pc = 2,500 psi Fy 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150,00 pcf Key Reinforcing = None Spec'd Min,As% = 0,0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S"Fr Heel: Not req'd,Mu<S k Fr Key: No key defined Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: ILl Tempe,AZ 85301 Project ID: 480 774 170D Project Descr: 480-774-1701 www.cisaz.com Printed:19 JUL 2018, 9:26AM Cantli@V2PeCi Retaining Wall File=G1ENG_PR^tl C9026-111674 C-1tCALCUI-7118741C-1.ECG i Description: 8'Masonry Site Wall Summary of Overturning &Resisting Forces&Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb _ lbs_ ft ft-Ib _ Heel Active Pressure = 22.5 0.33 T5 Soil Over Heel = 0.0 2.29 0.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -33.8 0.50 -16.9 Surcharge Over Heel = Surcharge Over Toe - Adjacent Footing Load - Adjacent Footing Load - Axial Dead Load on Stem = Added Lateral Load = "Axial lave Load on Stem = Load @ Stem Above Sotl = 196.4 5,25 1,030.8 Soll Over Toe = 59.6 0.54 32.3 Surcharge Over Toe = Stem Weights) = 714.0 1.42 1,011.5 Earth @ Stem Transitions = Total = 185.1 O.T.M. = 1,021.5 Footing Weight = 425.0 1.42 602.1 Resist!ngl0verturn1ng Ratio = 1.61 Key Weight - 2.00 Vertical Loads used for Soil Pressure= 1,198.6 Ibs Vert.Component - Total= 1,198.E Ibs R.M.= 1,645.9 i k Axial live load NOT inciu ed in total displayed,of used for overturning resistance,but is included for soil pressure calculation. /1""• r' � r i Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: J 480-774-1700 Project Descr; 480-774-1701 Printed:19 JUL 2016,12:36PM www.ctsaz.com Cantilevered Retaining Wall Foe=caENc_PR-1\_coots-tua7a1c r; �1lCALcuL-ltteza,c-t.Ec - Description: Concrete Retaining Wall at Ramp Criteria I Soil Data Calculations per ACI 318.08, ACI 530.08,IBC 2009, CBG 2010,ASCE 7.05 Retained Height = 5,00 ft Allow Soil Bearing = 2,500.0 psi Wall height above soil = 0,00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft + Height of Soil over Toe = 12,00 in Toe Active Pressure = 35.0 psflft r Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density,Heel = 110,00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance, for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load 1 Lateral Load = 0,0 plf Adjacent Footing Load = 0.0 Ibs Surchar e Over Heel = 10U.0 psf 1 9 i Used To Resist Sliding&Overturning ...Height to Top - 0,00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 psf ,.,Height to Bottom = 0.00 ft Eccentricily = 0.00 in Used for Sliding&Overturning � Wall to Fig CL Dist = 0.00 fl Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 Ibs at Back of Wall Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Deli n Sutnma Stem Construction Ton stem Bar Lap/Emb Wall Stability Ratios Design Height Above Ftg fi= 0.00 Overtuming - 1,87 OK Wall Material Above"Ht" = Concrete Sliding = 1,58 OK Thickness in= 8.00 Rebar Size - # 5 Total Bearing Load = 1,837 Ibs Rebar Spacing in= 16.00 ..,resultant ecc, = 7.90 in Rebar Placed at = Center _ Design Data Soil Pressure @ Toe = 1,454 psf OK fbIFB+falFa 0.460 Soil Pressure @ Heel - 0 psf OK Total Force @ Section Ibs= 926.5 Allowable = 2,500 psf Moment...Actual ft-I= 1,793.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,745 psf Moment Allowable it-I= 3,898,0 {I ACI Factored @ Heel = 0 psf Shear,..,.Actual psi= 19.3 Footing Shear @ Toe = 5,5 psi OK Shear,...,Allowable psi= 75.0 Footing Shear @ Heel = 10.2 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4,00 Sliding Caics (Vertical Component NOT Used) Lap splice if above in= 23.40 Lateral Sliding Force _ 750,9 Ibs Lap splice if below in= 10,50 less 100%Passive Force = - 450.0 Ibs Hook embed into footing in= 10.50 less 100%Friction Force = . 730.0 Ibs Concrete Data Added Force Req'd = 0.0 Ibs OK f o psi= 2,500.0 Fy psi= ....for 1,5:1 Stability = 0.0 Ibs OK Load Factors Dead Load 1,200 Live Load 1,600 Earth,H I,600 Wind,W 1.600 Seismic,E 1,000 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480.774-1700 Project Descr 480-774-1701 www.clsaz.com Printed:19 JUL 2018.12:36PM I File=G;1ENG-PR-1LC0926-1118741G-11CRLCUL-1U8741Cr1.ECo Cantilevered Retaining Wail Description: Concrete Retaining Wall at Ramp Footing Dimensions&Strengths Footing Design Results Toe Width = 1.17 ft T-0-9 Heel Heel Width = _ 1.83 Factored Pressure = 1,745 0 psf Total Footing Width = 3.00 Mu':Upward = 1,005 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 212 681 ft-lb Mu: Design = 792 681 ft-lb Key Width = 0,00 In Actual 1-Way Shear = 5.53 10.23 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75,00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in 1 fc = 2,500 Psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Bim,= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S Fr Key: No key defined Summa of Overturning&Resisting Forces&Moments .....OVERTURNING,.... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs It ft-lb i Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 641.7 2.42 1,550.7 Surcharge over Heel = 190.9 3.00 572.7 Sloped Soil Over Heel = Toe Active Pressure - -70.0 0.67 -46.7 Surcharge Over Heel = 116.7 2.42 281.9 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 128.3 0.58 74.9 Surcharge Over Toe Stem Weight(s) = 500.0 1.50 750.0 Earth @ Stem Transitions = Total = 750.9 O.T.M. = 1,786.1 Footing Weight = 450,0 1.50 675.0 Resisting/Overturning Ratio = 1.87 Key Weight = Vertical Loads used for Soil Pressure= 1,836.7 Ibs Vert.Component = Total= 1,836.7d Ibs R.M.= 3,332.5 *Axial but is included for soiltpresisurecalculatloe for overturning CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:18215 59th Avenue NE Permit#:2209 Parcel#:31052200101200 Valuation: 11353057.00 OWNER APPLICANT CONTRACTOR Name:SWIRE PACIFIC HOLDINGS Name:Daniel D.Filuk,Architect Name:Big-D Construction Corp Address: 12634 S 265 WEST Address:300 W Clarendon Ave,Suite 320 Address:404 W 400 S City,State Zip:DRAPER,UT 84020 City,State Zip:Phoenix,AZ 85013 City,State Zip:Salt Lake City,UT 84101 Phone: Phone:602-234-1868 Phone:801-415-6056 LIC:BIGDCCN950JD EXP:4/4/2019 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:Big-D Construction Corp Name:Big-D Construction Corp Address:404 W 400 S Address:404 W 400 S City,State,Zip:Salt Lake City,UT 84101 City,State,Zip:Salt Lake City,UT 94101 Phone:801-415-6056 Phone:801-415-6056 LIC#:BIGDCCN950JD EXP: 4/4/2019 LIC#:BIGDCCN950JD EXP:4/4/2019 JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: I CONST.TYPE: III-B Non-Sprinklered DWELLING UNITS: 0 OCC GROUP: A, B, S-1 BUILDINGS: I OCC LOAD: 604 total building PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI 10/IRC110. SALES TAX TI E:Sales tax relating to construction and construction materials in the City of Arlington must n your sales tax return form and cool Cit o251lington#3101. "A Qa Signature Print Name Date Released Date CONDITIONS Adhere to approved plans. Approved documents to remain onsite. Call for inspections. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 3/12/2019 Building Permit Fee $67,494.60 3/12/2019 Building Plan Review Fee $43,871.49 3/12/2019 Processing/Technology Fee $25.00 3/12/2019 State Surcharge-Commercial $25.00 3/12/2019 Traffic Mitigation $87,230.00 Total Due: $198,646.09 Total Payment: $198,646.09 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon r 1 ���" City of Arlin, `on URVIVIELu' C� 4 C�]�GV]O44La� • Public Works gRllNo�o2 238 N. Olympic - Arlington, WA 9822� DATE N A �.0 • . — QAdminl: ATTENTION TO RE: WE ARE SENDING YOL the following items: ❑ Shop dre ❑ Samples ❑ Specifications ❑ Copy of I COPIES DATE NO. DESCRIPTION [ l - THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS . COPY TO /�� SIGNED:L!� If enclosures are not as noted,kindly n sat once. i H U V) z o Lm W) a Ol N U �l O y `�" O •, N V z a H � 4-J c � o Oo ww 0 z z Q a a r4 F Z U ozH � L a LO � 0 w o a) cq 0 O o � 00 : F +� o � u z w C/] V] CY)d' 0. z F w y � U T" z N 2 O •� w N cu F O V z o H a z 3 �a z p V � Q V tic �. O co Q o r C7 r� a 4-J F---i � Z F, •� a, U w 0 w _ w E"'i ❑ C v -A F A w z � � z 0p c z V Zv o F rA 0�1 a > 2 z Z w F F Uo � F � a z Ln Cz � � a cq 00 � o � 00 F +� LW �' o �c � � u z l y V N w � wcnrx cn 2 w 'D w Q w r Q O O F r Codyright 2018 National Fire Prote',I x wsociadon(NFPA®).Licensed,by agreement,for Individual use and download on 0 311 4/2 01 8 to Cowl Development for dastgnateo user Jake Legler.No other reproducllw transmission In any form permitted without written permission of NFPA®.For Inquiries or to report unauMorized use,contact I"nsing@nfpa.org. 2¢18 INSTALLATION OF PRIVATE FIRE SERVICE MAINS AND THEIR APPURTENANCES t Contractor's Material and Test Certificate for Underground Piping PROCEDURE Upon completion of work,Inspection and tests shall be made by the contractor's representative and witnessed by an owner's representative.All defects shall be corrected and system left In service before contractor's personnel finally leave the job. A certificate shall be filled out and signed by both representatives. Copies shall be prepared for approving authorities,owners,and contractor. It is understood the owner's representative's signature In no way prejudices any claim against contractor for faulty material,poor workmanship,or failure to comply with approving authority's requirements or local ordinances. Property name Sw�r e GEC - C-41a Date Property address / I L r U/7!l z 2 Accepted by approving authorities(names) Address Plans — - - - — Installation conforms to accepted plans No Equipment used is approved Yes ❑ No If no,state deviations r� Has person in charge of fire equipment been instructed as to location of ❑ Yes LJ No control valves and care and maintenance of this new equipment? If no,explain - ���t r•v _ _,� S�� Go�-t pW e_ Instructions Have copies of appropriate Inst uctions and care and maintenance ❑ Yes .f No charts been left on premises? If no,explain }T it, , eem Cede Location Supplies buildings Pipe types and clas)2ac4i Le --V Reloov.) I Type joint r;ey Goe k Zr� 4 Pipe conforms to standard 1" -t Yes ❑ No Fittings conform to A"A—IAL standard -Yes Underground If no,explain ❑ No pipes and joints Joints needing anchorage clamped,strapped,or blocked In es ❑ No � accordance with ��FB4 27 standard If no,explain Flushing: Flow the required rate until water Is clear as Indicated by no collection of foreign material in burlap bags at outlets such as hydrants and blow-offs.Flush at one of the flow rates as specified In 10.10.2.1.3. H�rostatic. All piping and attached appurtenances subjected to system working pressure shall be hydrostatically tested at 200 psi (13.6 bar)or 50 psi(3.5 bar)In excess of the system working pressure,whichever is greater,and shall maintain that pressure t5 psi (0.35 bar)for 2 hours. Test Hydrostatic Testing Allowance Where additional water is added to the system to maintain the test pressures required by 10.10.2.2.1, description the amount of water shall be measured and shall not exceed the limits of the following equation(for metric equation,see 10.10.2.2.6): L_ 3D - L = testing allowance(makeup water),in gallons per hour S = length of pipe tested,in feel 148,000 D = nominal diameter of the pipe,in Inches P= average test pressure during the hydrostatic test,in pounds per square inch(gauge) New u�t le round piping flushed according to -�1 Yes ❑ No dLP standard by(company) If no,explain H flushing lbw was obtained 7 +TThrough what type opening Flushing Public water ❑Tank or reservoir ❑Fire pump ❑ Hydrant butt lul4en pipe tests Lead-Ins flushed according to standard by(company) ❑ No Yes If no,explain How flushing flow was obtalnad Through what type opening �' Public water ❑Tank or reservoir ❑ Z Fire pump ❑Y connection to flange Open pipe and spigot ®2012 National Fire Protection Association NFPA 24(p.1 of 2) FIGURE 10.10.1 Sample of Contractor's Material and Test Certificate for Underground Piping. 2013 Edition �.� ,-•. - r ,� Copyright 2018 National Fire Protection Association(NFPA&).Llour"d,by agreoment,for indiodual u»a and download on 03114reo1B to Coast Devetopmsnl for designated usur Jake Legler.No other reproductior trammisslon in any form peffn lod without written permission of NFPAor For inquiries or to report unautnortred use,conlaci I'can»ing�nfpa.o g. UNDERGROUND PIPING 24-19 All new underground piping hydrostatically lasted at Joints covered Hydrostatic �r test Z Q� psi for hours •CJ Yes ❑ No Total amount of leakage measured Leakage gallons hours test Allowable leakage gallons hours Forward flow Foward flow test performed In accordance with 10.10.2.5.2: test of backflow ❑ Yes No preventer Number installed Type and make All operate satisfactorily Hydrants ❑ Yes ❑ No Water control valves left wide open ❑ Yes .G-1 No If no,slate reason Control valves j?jA;j1,j1J01 S,V546-ts Nod G�i pGe1�� Hose threads of fire department connections and hydrants interchangeable with ET Yes ❑ No those of fire department answering alarm Date left in service Remarks Name of installing contractor Teets witnessed by Signatures For property owner(signed) Title Date For In Iling contractor ) Title / DateAll q Additional explaWion and notes • WASHINGTON STATE • • GERTR7ICATE OF COMPETENCr • • FMR PROTECTION SPRINKLER•YSTiftp • r r • JaCob Silver Legler • 2593-0818-D Level U . Coast Construction Group . CO TCCG865C • • r in ®2012 National Fire Protection Association NFPA 24(p.2 of 2) FIGURE 10.10.1 Continued 2013 Edition 91 January 18, 2019 Kim Filuk KDF Architectural Group 300 W. Clarendon Ave., Suite 320 Phoenix,AZ 85013 RE: Swire Coca-Cola Arlington,WA CARUSO CTS Job No. 18-741 TURLEY SCOTT structural Dear Ms. Filuk engineers At your request, we have reviewed the structural plan check comments for the above listed project. Permit #BID 2209. Please find below the city comments,followed by our responses in bold: Structural Comments: STRUCTURAL ENGINEERING EXPERTS 1. The City of Arlington has a minimum of 25# snow loading without reductions. The calculations PARTNERS show �d even further to 17#'s per page 2.2 of Richard Turley,SE the sl please show the use of the adopted Paul Scott,SE,PE minim with Chapter 7 of the American Society Sandra Herd,SE,PE,LEED AP of Civ arding Ponding Instability. This section Chris Atkinson,SE,PE,LEED AP addre: etlections caused by snow loads to be Thomas Morris,SE,LEED AP Richard Dahlmann,SE,PE unstat hood of ponding instability for this roof Troy Turley,SE,PE,LEED AP systen psf, with corresponding changes to Brady Notbohm,SE,PE roof f tpdated on the plans as necessary. The r( loes not require a ponding analysis per se a to prevent ponding instability. PROFESSIONAL 2. There' otured steel canopy is to be done "by REGISTRATION others' P, Deferred Submittal requests. Pre- 50States manut erred Submittal list in the General Washington D.C. Struct US Virgin Islands 3. Provid, t and joist with positive identification to Puerto Rico be she from the calculations to the structural roof fr G2, etc... Joist and joist girder calculations arelalle erre submittal, and will be supplied by the joist manufacturer, along with cut sheets and plan references. 4. Will the site have any other projects related to this site that are currently not shown on the plans such as signage or trash compound areas? If so, these items will need a separate permit to be submitted for each stand-alone project. Masonry site walls, including those for trash enclosures, have been included. Please see detail 1191S301. 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 T:(480)774-1700 F:(480)774-1701 � www.ctsaz.com • M CARUSO TURLEY SCOTT Swire Coca-Cola,Arlington YOUR STRUCTURAL CTS JOB#18-741 ENGINEERING EXPERTS Page Please contact our office with any questions or comments at 480.774.1700. Respectfully submitted, CARUSO TURLEY SCOTT Reviewed B Ae HER q p� �5 •oF'was ; iy Michael Mielke, PE x Structural Engineer -v ' T:(480)774-1752 Direct �0•'• 4, 53603— �•. � E:mmielke@ctsaz.com .C�'•• 1118119 Chris Atli inson, SE, PE, LEED-AP Partner w I NowieTiglaS Engineering Inc. Censull/nnfngineeis 3/1/2019 KDF Architectural Group,LLC Mrs. Kim Filuk 300 W. Clarendon Avenue Suite 320 Phoenix, Arizona 85013 Swire Coca-Cola Energy Analysis 59'Ave NE Arlington,WA 98223 BTE# 18104 Dear Kim, Per your request,we have performed a whole building/site energy analysis for the Swire Arlington distribution building Prescriptive VS Proposed design in accordance with the 2015 Washington State Energy Code Section C407 `Total Building Performance' compliance path. The Prescriptive design modeled a building in strict accordance with the minimum performance requirements of the 2015 WSEC Prescriptive conformance path. The Proposed design modeled a building as specified in the current Architectural,Mechanical,Plumbing&Electrical construction documents, as submitted to the city of Arlington for plan review. See attached Table C407.5.1(1) for additional information. Energy Analysis Results: Carrier's Hourly Analysis Program (HAP V5.11)was used to perform the energy analysis. Attached are the annual energy consumption reports for each occupancy classification(tabulated below for your convenience). Model Warehouse Main Office Shippinjg Office Vending Office Exterior Lighting Prescriptive 4,112,278.9 kBtu 306,602.3 kBtu 84,962.2 kBtu 53088.9 kBtu 273,325.1 kBtu . Proposed 3,501,879.1 kBtu 289,950.6kBtul 115,432.E kBtu 57994.9 kBtu 165,787.4 kBtu Model Total Prescriptive 4,830,257.4 kBtu Proposed 4,131,044.6 kBtu 4,131,044.6kBtu/4,830,257.4 kBtu=0.855 85.5%<87%, therefore the proposed design is in accordance with 2015 Washington State Energy Code, Section C407.3 Option#1. If you have any questions,please let me know. Sincerely Received Bowie Tiglas Engineering,Inc. MAR 0 6 ?019 Justin S. Bowie,P.E.,LEED AP tNOTA President 809 west maryland avenue•phoenix, Arizona 85013 • tel: (602) 992-3900• fax: (602) 992-1541 r owie Tigias Engineering Inc. 900111 0ligineers 3/1/2019 TABLE C407.5.1(1)—Office Energy Design SPECIFICATIONS FOR THE STANDARD REFERENCE AND PROPOSED DESIGNS BUILDING COMPONENT CHARACTERISTICS STANDARD REFERENCE DESIGN PROPOSED DESIGN Space use classification Office Building As Prescribed Roofs Type:Insulation entirely above deck As Prescribed Gross area: 13,000 sf 13,000 sf R-factor:R-38 R-38 Solar absorptance:0.75 As Prescribed Emittance:0.90 As Prescribed Walls,above-grade Type:Mass wall As Prescribed Gross area:5,052 sf 5,052 sf R-factor:R-9.5 R-11.1 Solar absorptance:0.75 As Prescribed Emittance:0.90 As Prescribed Floors,slab-on-grade Type:Unheated As Prescribed R-factor:R-10 As Prescribed Doors Type:Office Man Door Type:Office Man Door Area:26.7 sf Area:26.7 sf U-factor:U-.6 U-factor: U-.6 SHGC:0.64 SHGC:0.64 Type:Office Entry Type:Office Entry Area: 104 sf Area: 104 sf U-factor:U-38 U-factor:U-38 SHGC:.27(Shaded all day) SHGC:.27(Shaded all day) Fenestration Area:377 sf Area:377 sf U-factor:0.38 U-factor:0.26 SHGC:0.48 SHGC:0.27 External shading External shading Skylights Area: 128 sf Area: 128 sf U-factor:0.5 U-factor:0.5 SHGC:0.35 SHGC:0.35 Lighting,interior 0.75 Watt per square foot 0.66 Watt per square foot Lighting,exterior 18.3 KW 11.1 KW (continued) 809 west inaryland avenue•phoenix,Arizona 85013 9 tel: (602) 992-3900 • fax: (602) 992-1541 :� sl SwIeTiolaS Engineering Inc. Ce/1SO I&V fnAineeis 3/1/2019 TABLE C407.5.1(1)—continued SPECIFICATIONS FOR THE STANDARD REFERENCE AND PROPOSED DESIGNS BUILDING COMPONENT CHARACTERISTICS STANDARD REFERENCE DESIGN PROPOSED DESIGN Internal gains 0.75 Watt per square foot 0.75 Watt per square foot Schedules 7am to 7 pm lam to 7 pm Outdoor airflow rate 1200 cfin 1200 cfin Heating systems Fuel type:Fossil fuel Fossil fuel Equipment type:System 11 System 11 Efficiency:80%AFUE 80%AFUE Capacity:864 MBH 864 MBH Cooling systems Fuel type:Fossil fuel Fossil fuel Equipment type:System 11 As proposed Efficiency: 14 SEER 15.5 SEER Capacity:504.6 MBH 504.6 MBH Economized:Enthalpy control Enthalpy control (continued) TABLE C407.5.1(1)—continued SPECIFICATIONS FOR THE STANDARD REFERENCE AND PROPOSED DESIGNS Service water heating Fuel type:Fossil fuel Performance Required:0.67—0.0019*V,EF As Prescribed Capacity:<75,000 Btus per hour and>20 gal 809 west maryland avenue•phoenix,Arizona 85013 •tel: (602) 992-3900 • fax: (602) 992-1541 F Bowie Tiglas Engineering Inc. Cansultmonyineers 3/1/2019 TABLE C407.5.1(1)-Warehouse Energy Design SPECIFICATIONS FOR THE STANDARD REFERENCE AND PROPOSED DESIGNS BUILDING COMPONENT CHARACTERISTICS STANDARD REFERENCE DESIGN PROPOSED DESIGN Space use classification Warehouse As Prescribed Roofs Type:Insulation entirely above deck As Prescribed Gross area: 120,212 sf 120,212 sf R-factor:R-38 R-38 Solar absorptance:0.75 As Prescribed Emittance:0.90 As Prescribed Walls,above-grade Type:Mass wall As Prescribed Gross area:50,106.7 sf 50,106.7 sf R-30.86(4"Insulation board down to R-factor:R-9.5 10'AFF) R-2.64(Concrete wall) Solar absorptance:0.75 As Prescribed Emittance:0.90 As Prescribed Perimeter Stem Wall Insulation Type:Unheated As Prescribed R-factor:R-10 R-19.5 Doors Type:Swinging Type:Swinging Area:24 sf Area:24 sf U-factor:U-.37 U-37 Type:Roll-up Type:Roll-up Area: 1682 sf Area: 1682 sf U-factor:U-34 U-.057 Skylights Area: 1280 sf Area:512 sf U-factor:U-.5 U-factor:U-.5 SHGC:.35 SHGC:.35 Lighting,interior 0.59 Watt per square foot 0.36 Watt per square foot (continued) TABLE C407.5.1(1)—continued SPECIFICATIONS FOR THE STANDARD REFERENCE AND PROPOSED DESIGNS BUILDING COMPONENT CHARACTERISTICS STANDARD REFERENCE DESIGN PROPOSED DESIGN Internal gains 0 Watts per square foot 0 Watts per square foot Schedules 7am to 7 pm lam to 7 pm Outdoor airflow rate 17967 cfm 17967 cfm Heating systems Fuel type:Natural Gas Natural Gas Equipment type:Fossil Fuel Fossil Fuel Efficiency:80%AFUE 92%AFUE Capacity:2850 MBH 2850 MBH 809 west maryland avenue•phoenix, Arizona 85013 •tel: (602) 992-3900 • fax: (602) 992-1541 �C We Tiglas Engineering Inc. CensUllla9E091neers 3/1/2019 Prescriptive/Performance Energy Analysis 809 west maryland avenue •phoenix,Arizona 85013 •tel: (602) 992-3900 • fax: (602) 992-1541 Annual Energy and Emissions Summary 18104 Arlington Prescriptive BuildingN JUSTIN Prescriptive VendingOffices 01/11/201E Ti las Engineering reSCrl p 01:17PI. Table 1. Annual Costs Vending Component $� HVAC Com onents Electric 323 Natural Gas 131 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Remote CW 0 HVAC Sub-Total 454 Non-HVAC Components Electric 701 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Non-HVAC Sub-Total 701 Grand Total 1,155 Table 2. Annual EnergyConsum tion Component Vendin HVAC Components Electric(kWh) 3,230 Natural Gas(Therm) 182 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Non-HVAC Components Electric(kWh) 7,007 Natural Gas(Therm) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Totals Electric(kWh) 10,236 Natural Gas(Therm) 182 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Hourly Analysis Program 5.11 Page 2 of 6 t I Annual Energy and Emissions Summary 18104 Arlington Prescriptive BuildingN JUSTIN PreSCflptlV@ Shipping Offices01/11/201 Ti las Engineering 01:18P Table 1. Annual Costs Shipping Component $ HVAC Components Electric 442 Natural Gas 298 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Remote CW 0 HVAC Sub-Total 740 Non-HVAC Components Electric 842 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Non-HVAC Sub-Total 842 Grand Total 1,583 Table 2. Annual Energy Consum tion Component Shipping HVAC Components Electric(kWh) 4,421 Natural Gas(Therm) 412 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Non-HVAC Components Electric(kWh) 8,423 Natural Gas(Therm) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam (na) 0 Totals Electric(kWh) 12,844 Natural Gas(Therm) 412 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Hourly Analysis Program 5.11 Page 2 of 6 Annual Energy and Emissions Summary 18104 Arlington Prescriptive BuildingN JUSTIN Pr@SCfIptIV@ MainOffice1 01/ 1/20 Ti las Engineering Table 1. Annual Costs Main Office Component $ HVAC Components Electric 1,800 Natural Gas 368 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Remote CW 0 HVAC Sub-Total 2,167 Non-HVAC Components Electric 5,700 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Non-HVAC Sub-Total 5,700 Grand Total 7,868 Table 2. Annual Energy Consum tion Component Main Office HVAC Components Electric(kWh) 17,997 Natural Gas(Therm) 509 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Non-HVAC Components Electric(kWh) 57,002 Natural Gas(Therm) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Totals Electric(kWh) 74,999 Natural Gas(Therm) 509 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Hourly Analysis Program 5.11 Page 2 of 6 Annual Energy and Emissions Summary 18104 Arlington Prescriptive BuildingN JUSTIN Prescriptive Warehouse 01/11/201, Ti las Engineering 01:16P Table 1. Annual Costs Warehouse Component $ HVAC Components Electric 5,574 Natural Gas 23,649 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Remote CW 0 HVAC Sub-Total 29,223 Non-HVAC Components Electric 19,202 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Non-HVAC Sub-Total 19,202 Grand Total 48,424 Table 2. Annual Ener y Consum tion Component Warehouse HVAC Components Electric(kWh) 55,738 Natural Gas(Therm) 32,713 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Non-HVAC Components Electric(kWh) 192,018 Natural Gas(Therm) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Totals Electric(kWh) 247,756 Natural Gas(Therm) 32,713 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Hourly Analysis Program 5.11 Page 2 of 6 r `I I Annual Energy and Emissions Summary 18104 Arlington Prescriptive BuildingN JUSTIN Prescriptive External Lighting 01/11/201 Ti Ias Engineering 01:19P Table 1. Annual Costs _ LIGHTING Component HVAC Components Electric 0 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Remote CW 0 HVAC Sub-Total 0 Non-HVAC Components Electric 8,015 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Non-HVAC Sub-Total 8,015 Grand Total 8,015 Table 2. Annual Energy Co,nsum tion Component LIGHTING HVAC Components Electric(kWh) 0 Natural Gas(na) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Non-HVAC Components Electric(kWh) 80,154 Natural Gas(na) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Totals Electric(kWh) 80,154 Natural Gas(na) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Hourly Analysis Program 5.11 Page 2 of 6 r I Annual Energy and Emissions Summary 18104 Arlington KDF Proposed Proposed Vending Offices 01/ 1/20 Tiglas Engineering 1 Table 1. Annual Costs Vending Component $ HVAC Components Electric 422 Natural Gas 152 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Remote CW 0 HVAC Sub-Total 574 Non-HVAC Components Electric 661 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Non-HVAC Sub-Total 661 Grand Total 1,235 Table 2. Annual Energy Consum tion Component Vending HVAC Components Electric(kWh) 4,219 Natural Gas(Therm) 211 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 I Non-HVAC Components Electric(kWh) 6,606 Natural Gas(Therm) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Totals Electric(kWh) 10,825 Natural Gas(Therm) 211 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Hourly Analysis Program 5.11 Page 2 of 4 } 1 r �4 I Annual Energy and Emissions Summary 18104 Arlington KDF Proposed 01/11/201 Ti las Engineering PrOpOS@d ShIpplClg OffIC@S 01:21 Table 1. Annual Costs Shipping Component $ HVAC Components Electric 411 Natural Gas 538 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Remote CW 0 HVAC Sub-Total 949 Non-HVAC Components Electric 794 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Non-HVAC Sub-Total 794 Grand Total 1,743 Table 2. Annual Energy Consum tion Component Shipping HVAC Components Electric(kWh) 4,110 Natural Gas(Therm) 744 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Non-HVAC Components Electric(kWh) 7,942 Natural Gas(Therm) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 I Totals Electric(kWh) 12,052 Natural Gas(Therm) 744 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Hourly Analysis Program 5.11 Page 2 of 4 �Y �� I Annual Energy and Emissions Summary iglas Arlington KDF Proposed Proposed Main Offices 0101:22P1 Ti las Engineering Table 1. Annual Costs Main Office Component HVAC Components Electric 1,151 Natural Gas 488 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Remote CW 0 HVAC Sub-Total 1,639 Non-HVAC Components Electric 5,375 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Non-HVAC Sub-Total 5,375 Grand Total 7,014 Table 2. Annual Energy Consum tion Component Main Office HVAC Components Electric(kWh) 11,507 Natural Gas(Therm) 675 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Non-HVAC Components Electric(kWh) 53,745 Natural Gas(Therm) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Totals Electric(kWh) 65,252 Natural Gas(Therm) 675 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Hourly Analysis Program 5.11 Page 2 of 4 Annual Energy and Emissions Summary 18104 Arlington KDF Proposed 03/01/201 Ti las Engineering Proposed Warehouse 09 52M, Table 1. Annual Costs Warehouse) Component $ HVAC Components Electric 5,471 Natural Gas 21,015 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Remote CW 0 HVAC Sub-Total 26,486 Non-HVAC Components Electric 12,048 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Non-HVAC Sub-Total 12,048 Grand Total 38,535 Table 2. Annual Energy Consum tion Component Warehouse HVAC Components Electric(kWh) 54,711 Natural Gas(Therm) 29,070 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Non-HVAC Components Electric(kWh) 120,481 Natural Gas(Therm) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Totals Electric(kWh) 175,193 Natural Gas(Therm) 29,070 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam (na) 0 Remote CW(na) 0 Hourly Analysis Program 5.11 Page 2 of 4 r� �I I Annual Energy and Emissions Summary 18104 Arlington KDF Proposed Proposed Exterior Lighting 01/11/201 Ti las Engineering 01:22PIV Table 1. Annual Costs Exterior Lighting Component $ HVAC Components Electric 0 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Remote CW 0 HVAC Sub-Total 0 Non-HVAC Components Electric 4,862 Natural Gas 0 Fuel Oil 0 Propane 0 Remote HW 0 Remote Steam 0 Non-HVAC Sub-Total 4,862 Grand Total 4,862 Table 2. AnnualEnergyConsum tion Component Exterior Lighting HVAC Components Electric(kWh) 0 Natural Gas(na) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Non-HVAC Components Electric(kWh) 48,618 Natural Gas(na) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Totals Electric(kWh) 48,618 Natural Gas(na) 0 Fuel Oil(na) 0 Propane(na) 0 Remote HW(na) 0 Remote Steam(na) 0 Remote CW(na) 0 Hourly Analysis Program 5.11 Page 2 of 4 k �I I Bowie Tiglas Engineering Inc. Consullinyfiw1veers 3/1/2019 KDF Architectural Group, LLC Mrs. Kim Filuk 300 W. Clarendon Avenue Suite 320 Phoenix, Arizona 85013 Re: Swire Coca-Cola Distribution Center,Arlington,WA TEA# 18104 Dear Kim, I am writing to follow up on the City review comments: Energy Analysis Conunents 1. The office fenestration and the warehouse roll-up doors area has been updated. See attached analysis for updated numbers. 2. The warehouse roll-up doors U factor has been updated to 0.057 per manufacturers data. See attached cutsheet. 3. This warehouse wall insulation value has been increased from R-23.5 to R-30.86 to accurately reflect the 4" insulation board on the inside of the tilt-up wall down to 10' AFF. See updated architectural details for further information. Owner Changes 1. The owner has requested (16) 4' x 8' skylights to be installed in the warehouse. These were added to the simulation including daylight controls lighting reduction around each skylight. Any modification to original report has been highlighted for your convenience. If you should have any questions,please do not hesitate to call me at(602) 992-3900. Sincerely Bowie Tiglas Engineering,Inc. Justin S.Bowie,P.E.,LEED AP President Received MAR 6 6 2019 W'Z?-�j 809 west maryland avenue•phoenix,Arizona 85013 *tel: (602) 992-3900• fax: (602) 992-1541 f Daniel D. Filuk RA,AIA 01/23/2019 NCARB LEED Green Associate Licensed in the following states: City of Arlington/SAFEbuilt Arizona Colorado Attn: Building Plans Reviewer/Examiner Florida Nevada New Mexico Re:Swire Coca-Cola Oklahoma Permit Number: BID 2209 Oregon Montana Texas Utah Washington Please see below for the response to the Architectural Comments in red. Additional responses from other disciplines are attached. 1. Please submit an architectural site plan to scale showing all setbacks to the structure. Identify clearly the two parcels shown on the application. 1. See sheet SP100 which has been added as a new sheet. 2. Please make clear the note under project data for"TYPE OF CONSTRUCTION"that is showing Type 11113 NON-SPRINKLERED but under the Building Area, it reflects 135,209 sq.ft.SPRINKLERED. Please mark this as a "SPRINKLERED" building for clarity. 2. Building type has been changed to Type III-B SPRINKLERED. 3. The application states the building is 135,209 sq.ft. Compared to the total of the Occupancy Type uses,that figure comes out to 132,526 sq.ft. Please have all areas accounted for and/or classified as to the ultimate use so that the totals are matching. It is assumed that the extra square footage may be restrooms, halls, or similar use and should be accounted for in the final total so that they match. 3. Occupancy type uses have been corrected to reflect a total of 135,209 S.F. 4. STRUCTURAL: The City of Arlington has a minimum of 25#snow loading without reductions.The calculations show that a 20#load has been applied and that it is reduced even further to 17#'s per page 2.2 of the structural calculations. Due to snow occurrences, please show the use of the adopted minimum snow design load of 25#'s to include compliance with Chapter 7 of the American Society of Civil Engineers(ASCE)for snow loads Section 7.11 regarding Ponding Instability.This section address roofs where water can be impounded, and roof deflections caused by snow loads to be unstable. Daniel D. Filuk, Please provide an evaluation report of the likelihood of ponding instability for this roof system. 4. See comments from structural engineer. Architect 300 West Clarendon Avenue 5. DEFFERED SUBMITTAL REQUESTS: Suite 320 There's a note on page 5202 stating that the pre-manufactured steel canopy is to be done "by Phoenix, Arizona 55013 others". Please add this item to SAFEbuilt Form 002 FOR Deferred Submittal requests. (D 602,234.1868 5. Pre-manufactured steel canopies have been added to SAFEbuilt Form 002 for Deferred F 602.234.3-413 Submittal. See attached. ReC`Pmn ;MAR 0 6 7.019 oc WM 'r I 6. Provide all cut sheets and calculations for each girder beam and joist with positive identification to be shown. Cross reference all beams and joists cut-sheet from the calculations to the structural roof framing plan with a positive identifier such as G1,G2,etc. 6. See comments from structural engineer. 7. Submit the 2015 Non-Residential Energy Calculations (NREC) for this project. You may choose to add this to the SAFEbuilt Form 002 for Deferred Submittal requests with a note that the underslab may require insulation prior to pouring concrete. 7. 2015 Non-Residential Energy Calculations (NREC) for this project have been added to SAFEbuilt Form 002 for Deferred Submittal. See attached. 8. Will the site have any other projects related to this site that are currently not shown on the plans such as signage or trash compound areas? If so, these items will need a separate permit to be submitted for each stand-alone project. 8. Project will have signage that will be under a separate permit. Sincerely, KDF Architectural Group, L.L.C. Luke Robins Project Manager luke@kdf-architects.com cc: Kim Filuk h:\_ddf\17.0018\muni\19-0118 2nd city submittal\ddf 1st review response.docx Page 2 of 2 January 18, 2019 Kim Filuk KDF Architectural Group 300 W. Clarendon Ave., Suite 320 Phoenix,AZ 85013 RE: Swire Coca-Cola Arlington, WA CARUSO CTS Job No. 18-741 TURLEY SCOTT Dear Ms. Filuk At your request, we have reviewed the structural plan check comments for the above listed project. Permit # BID 2209. Please find below the city comments,followed by our responses in bold: Structural Comments: STRUCTURAL ENGINEERING EXPERTS 1. The City of Arlington has a minimum of 25# snow loading without reductions. The calculations PARTNERS show that a 20# load has been applied and that it is reduced even further to 17#'s per page 2.2 of Richard Turley,SE the structural calculations. Due to snow occurrences, please show the use of the adopted Paul Scott,SE,PE minimum snow design load of 25#'s to include compliance with Chapter 7 of the American Society Sandra Herd,SE,PE,LEED AP of Civil Engineers (ASCE) for snow loads Section 7.11 regarding Ponding Instability. This section Chris Atkinson,SE,PE,LEED AP address roofs where water can be impounded, and roof deflections caused by snow loads to be Thomas Morris,SE,LEED AP Richard Dahlmann,SE,PE unstable. Please provide an evaluation report of the likelihood of ponding instability for this roof Troy Turley,SE,PE,LEED AP system. The roof snow load has been updated to 25 psf, with corresponding changes to Brady Notbohm,SE,PE roof framing members, columns, walls, and footings updated on the plans as necessary. The roof slope for this building is '/4' per foot, which does not require a ponding analysis per section 7.11 of ASCE7,as there is adequate drainage to prevent ponding instability. PROFESSIONAL 2. There's a note on page S202 stating that the pre-manufactured steel canopy is to be done "by REGISTRATION others". Please add this item to SAFEbuilt Form 002 FOR Deferred Submittal requests. Pre- 50 States manufactured canopies have been added to the Deferred Submittal list in the General Washington D.C. Structural Notes. U.S.Virgin Islands 3. Provide all cut sheets and calculations for each girder beam and joist with positive identification to Puerto Rico be shown. Cross reference all beams and joists cut-sheet from the calculations to the structural roof framing plan with a positive identifier such as G1, G2, etc... Joist and joist girder calculations are a deferred submittal, and will be supplied by the joist manufacturer, along with cut sheets and plan references. 4. Will the site have any other projects related to this site that are currently not shown on the plans such as signage or trash compound areas? If so, these items will need a separate permit to be submitted for each stand-alone project. Masonry site walls, including those for trash enclosures, have been included. Please see detail 1191S301. 1215 W.Rio Salado Pkwy, Suite 200 Tempe,AZ 85281 T:(480)774-1700 r F:(480)774-1701 www.ctsaz.com v F 1 CARUSO TURLEY SCOTT Swire Coca-Cola,Arlington YOUR STRUCTURAL CTS JOB#18-741 ENGINEERING EXPERTS Page Please contact our office with any questions or comments at 480.774.1700. Respectfully submitted, CARUSO TURLEY SCOTT Reviewed By: IAZI WI AA_ '��e H E R g T k / V .h 2. Michael Mielke, PE x Structural Engineer -o T:(480)774-1752 Direct 13 53601- E:mmielke@ctsaz.com 0�t`�''�FG 1/1 V19 Chris At inson, SE, PE, LEED-AP Partner r MEYL SPA N CF MESA INSULATED WAL ,,,' 'ALL PANEL LOCK & GROOVE PANEL The Meal-Spars C/­_ Mesa insulated metal panel is well SYSTEM s t A fited for o0orior and interior i.4fallsand ceiling apolications. The lightly corrugated profile 017 both faces cl,eates syn7noetry or, the outside of the buil.ding and room To room within, The minor rib provides a- flattened appearance. Me so panels are ideal for cold stora,()ie, cormnercial, institutional and it apolicalions. PANEL PROFILE PRODUCT SPECIFICATIONS WIDTH 30",36",42-1 10 1 N T - Offset double tongue-and-groove with extended metal shelf for positive face fastening THICKNESS 2",21/2",3",4",5",6" U-FACTORS AND R-VALUES* LENGTH 8'-0"to 32'-0"for horizontal embossed U-FACTOR(9TU/h4t"-'F) RA(ALLA(h,ft'-T,0TU) 8'-0"to 16-0"for horizontal uneinbossed PANEL WIDTH:42" PANEL WIDTH:42" 75' 75' 8'-0"to 52'-0"for vertical embossed 2" 0.0706 21, I 6 8'-0"to 40'-0"for vertical unembossed 0.0516 2 19.38 311 0,0424 31, 23.58 E X T E R 10 R P R 0 F I L E , Longitudinal corrugations spaced at nominal 4" 0.0324 1 30.8b 04 4"on center,nominal W'deep,embossed or 5' 0.0264 51. 37.88 unembossed 6.1 0,0224 6" 44,64 E X T E R 10 R F A C E � G-90 galvanized or AZ-50 aluminum-zinc coated PANEL WIDTH:42" PANEL WIDTH:42" steel in 26,24 and 22 Ga. 40' 40' 2-1 0.0669 2" 14.9,1� VI-d I N T E R 10 R P R 0 F I L E ® Mesa,nominal 1/s"deep or Light Mesa,nominal 2 0.0491 ;1 'WAR 2 1/6"deep,embossed or unembossed 3" 0.040-1 3' 24.94 41, 0,0305 4" 32.79 INTERIOR FACE G-90 galvanized or AZ-50 aluminum-zinc coated 51, 0.0248 51 40.32 steel in 26,24 and 22 Ga. 6" 0,0210 614 47.62 'Based on ASTM C518,ASTM C1363 and thermal modeling,75'F and 40'F care mean temp. DESIGN FEATURES & BENEFITS Consistent high quality with foamed-in-place panel manufacturing Easy and fast installation,with reduced construction labor costs Easily washable Interior and exterior applications Utilizes concealed clips and eliminates thermal short circuits Meti-Span: Performance Redefined 1720 Lakepointe Drive,Suite 101,Lewisville,Texas 75057(p)877,585.9969(f)972.420.9382 metispan.corn '2018 Metl-Span-an NCI BuIlding Systerns Company.AAl rights reserved.Printed In the U.S,A. PART9 CrIVID501516 t `F I TESTING : GF MESA INSULATED METAL WALL PANEL TESTIAPPROVAL TEST METHOD TEST TITLE RESULTS Fire US I ASTM E84 Surface Burning Characteristics of Building Flame spread<25,smoke developed<450 Materials ASTM E119 Fire Tests of Building Construction Materials One hour non-load bearing rating with two layers of Type X Gypsum Vertical or horizontal installation FM 4880 Class 1 Fire Rating of Insulated Wall,Ceiling Product approved and Roof Panels Exterior wall requires FM 4881 approval NFPA 259 Test Method for Potential Heat of Building Potential heat of foam plastic insulation contained Materials in the assembly tested in accordance with NFPA 285 NFPA 285 Evaluation of Fire Propagation Characteristics Panel assembly met the requirements of the of Exterior Non-Load Bearing Wall Assemblies standard NFPA 286 Fire Tests for Evaluating Contribution of Wall Test specimen met the criteria of the IBC Section and Ceiling Finish to Roof Fire Growth 803.1.2.1 Fire Canada CAN%ULC S101 Fire Endurance Tests of Building Construction One hour non-load bearing fire rating with two and Materials layers of Type X Gypsum CAN/ULC S101 Fire Endurance Tests of Building Construction Meets 15 minute stay-in-place requirements and Materials CAN/ULC S102 Surface Burning Characteristics of Building Meets the National Building Code of Canada Materials and Assemblies requirements CAN/ULC S134 Fire Test of Exterior Wall Assemblies Complies with the fire-spread and heat-flux limitations required by the National Building Code of Canada CAN/ULC S138 Fire Growth of Insulated Building Panels in a Met the criteria of the standard Full-Scale Room Configuration Structural ASTM E72 Strength Tests of Panels for Building See Load Chart Construction ASTM E1592 Structural Performance of Metal Roof and See Load Chart Siding Systems by Uniform Static Air Pressure Differences FM 4881 Class 1 Exterior Wall-Structural Performance See FM Wall Load Chart Thermal ASTM C518 Steady-State Thermal Transmission Properties K-Factor of 0.126 BTU.in/hr.ft?°F at 40'F mean core Performance by Means of the Heat-Flow Meter Apparatus K-Factor of 0.14 BTU.in/hr.ftl`F at 75'F mean core ASTM C1363 Thermal Performance of Building Materials See Thermal Performance Guide and Envelope Assemblies Air Infiltration ASTM E283 Rate of Air Leakage Through Curtain Walls <0.01 cfm/ft1 at 20 psf Under Specified Pressure Differences Vertical or horizontal installation Water Infiltration ASTM E331 Water Penetration of Exterior Walls by Uniform No uncontrolled leakage when tested to a static Static Air Pressure Differences pressure of 20 psf Vertical or horizontal installation Special Approval Miami-Dade Product Approval for City of Miami and Product has City of Miami and Dade County Notice NCA Dade County of Acceptance State of Florida Product Approval for the State of Florida Product has State of Florida approval Descriptions and specifications contained herein were in effect at the time this publication was approved for printing.In a continuing effort to refine and improve products,Metl-Span reserves the right to discontinue products at any time or change specifications and/or designs without incurring obligation.To ensure you have the latest information available,please inquire or visit our website at metlspan.com. ii it IS104% L Joi�r: llftp. 18-741 Sheet No. Cover By MJM Date 7/18 �OQHER grj. ��5 .���F�NlASyjNc:yc!`O �. t � CARUSO - � .•1F 5360 TURLEY $;9 ,1_ '�'a, �F ''•�. .. ..•• �� SCOTT KDF Architectural Group / L— structural 300 W Clarendon Ave, Suite 320 engineers Phoenix, AZ 1/18/19 ROJPCT: Swire Coca-Cola - Arlington 59th Ave NE Arlington, WA STRUCTURAL ENGINEERING EXCELLENCE PARTNERS T RAL IF_ii"d. RhMT�: )N: ,..,.r ._ .,.,.mow_..,.:.... Richard Turley,PE BUILDING C Paul Scott,BE,PE ODE: 2015 INTERNATIONAL BUILDING CODE Sandra Hard,SE,PE,LEED AP GEOTECHNICAL REPORT: Chris Atkinson,SE,PE,LEED AP Geotest Services, Report No. 18-0318; June 12, 2018 Thomas Morris,SE,PE,LEED AP Richard Dahimann,SE,PE Allowable Bearing Pressure - 2500 PSI= Troy Turley,SE,PE,LEED AP Brady Nofthm:SE,PE. 0�7 CAD 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 T:(480)774-1700 F:(480)774-1701 www:CTSAZ.com T*Ffj YOUR VISION IS OUR MISSION Job Name Coke -Arlington CARUSO 1215 K Rio Salado Pkwy. Job No. 18-741 — Sheet No. I TURLEY Suite 200 g MJM Date 7/18 SCOTT Tempe,AZ 85281 y consulting T:(480)774-1700 structural F,(480)774-1701 engineers CALCULATION INDEX SHEET SHEET# DESCRIPTION I II Index, Basis for Design Load Analysis 2.1 —2.13 Roof Framing Design 3.1 — 3.10 Column Design 4.1 —4.43 Concrete Tilt Panel and Masonry Wall Design 5,1 — 5.13 Diaphragm Design 6.1 —6.36 Shear Wall Design /A — 7.7 Front Entrance Design 8.1 — 8.5 Interior Office Framing Design 9.1 — 9.16 Canopy Design, Site Construction YOUR STRUCTURAL ENGINEERING EXPERTS Job Name Coke -Arlington Job No, 18-741 Sheet No. II CARU50 ' CAREY 1215 W.Rio Salado Pkwy. w Suite 200 By MJM Date 7/18 sco cansul Tempe,AZ 85281 sttuctutal T'(480)774-1700 engineers F!(480)774.1701 BASIS FOR DESIGN BUILDING CODE: 2015 EDITION OF THE INTERNATIONAL BUILDING CODE LOADS: ROOF LIVE LOAD= 20 PSF(REDUCIBLE). ROOF DEAD LOAD= 20 PSF. WIND; 3 SECOND WIND GUST= 110 MPH. WIND RISK CATEGORY= ll. EXPOSURE C, SEISMIC, SEISMIC IMPORTANCE FACTOR, I =1.0. RISK CATEGORY, II. MAPPED SHORT PERIOD SPECTRAL ACCELERATION, Ss= 1.07g, MAPPED ONE SECOND SPECTRAL ACCELERATION, S1 =0.417g, SOIL SITE CLASS, D, DESIGN SHORT PERIOD SPECTRAL ACCELERATION, Sds=0.765g. DESIGN ONE SECOND SPECTRAL ACCELERATION, Sd1 =0.440g. SEISMIC DESIGN CATEGORY, D. BASIC SEISMIC-FORCE-RESISTING SYSTEM= INTERMEDIATE PRECAST SHEAR WALLS AND INTERMEDIATE REINFORCED MASONRY SHEAR WALLS. DESIGN BASE SHEAR= 1320k(INCLUDES 100'FUTURE EXPANSION AT EAST WALL). SEISMIC RESPONSE COEFFICIENT, Cs=0,19. RESPONSE MODIFICATION FACTOR(R)=4, ANALYSIS PROCEDURE USED=EQUIVALENT LATERAL FORCE PROCEDURE FOUNDATIONS: SOIL REPORT BY GEOTEST SERVICES;JOB NO. 18-0318. SPREAD FOOTINGS SHALL BEAR AT 18" MINIMUM BELOW FINISHED GRADE, ALLOWABLE BEARING VALUE=2500 PSF. CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: TILTWALLS ------------------------------------------------- _.___-------3,000 PSI SLABS ON GRADE ---------------_----------------------- -- _3,000 PSI FOUNDATIONS AND CAISSONS --- ---•------ ----------------------3,000 PSI (DESIGN FOR FOUNDATIONS BASED ON 2,500 PSI) MASONRY: HOLLOW CONCRETE MASONRY UNITS: F'm= 1,500 PSI HOLLOW BRICK MASONRY DESIGNED WITH HOLLOW CONCRETE VALUES (DESIGN BASED ON INSPECTED VALUES) REINFORCING: BARS#5 AND LARGER: Fy=60,000 PSI, BARS#4 AND SMALLER: Fy=40,000 PSI. STRUCTURAL STEEL: MISC. STRUCTURAL STEEL(A36): Fy=36,000 PSI, WIDE FLANGE STEEL SECTIONS(A992): Fy=50,000 PSI. TUBULAR STEEL(A500 Gr, B): Fy=46,000 PSI. BOLTS;A307 WOOD: BEAMS WIDTH GREATER THAN 4"---------------------D.F.L.#1 POSTS 6 X 6 OR LARGER ------—------------------------D.F,L.#2 Job Name Coke-Arlington _ CARUSO 1215 W.Rio Salado Pkwy Job No. 18-7.41 Sheet No. TURLEY Suite 200 SCOTT Tempe,AZ 85281 g MJM Date 6118 comuidn9 T'(480)774-1700 y — r structural F:(480)774-1701 cn9ineers DESIGN LOADS ROOF DEAD LOADS: b.U. ROOF 4.0 PSF R-30 INSULATION 2.0 STEEL DECK 2.5 MP&E 3.0 SPRINKLERS 1.5 STEEL JOISTS 3.0 STEEL GIRDER 2.0 I\AISC 2.0 --------------------- 20A PSF LIVE LOAD: 20 PSF (REDUCIBLE) TN11t:v,i1(41 0'i-f-(,c, i Job Name Coke -Arlington CARUSO 1215 W.Rio Salado Pkwy Job No. 18-741 Sheet No. TURLEY Suite 200 SCOTT Tempe,AZ 85281 B 11�1.1M Date 6118 consulting T:(480)774-1700 y structural F:(480)774-1701 engineers ROOF LIVE LOAD REDUCTION 2012 IBC ROOF LIVE LOAD REDUCTION TABLE Minimum Roof Live Load Lo= 20 PSF (Table 1607.1) Reduced Values Based on IBC Section 1607.12.2.1: Lr = Lo RjR2 (EQ 16-26) Ri = 1.2 - 0.001At (EQ 16-28) R2 = 1.0 (Flat Roof- Slope Less Than 4:12) (EQ 16-30) TRIB AREA (SF) ROOF LIVE LOAD (PSF) < 249 SF 20 PSF 250 - 299 19 300 -349 18 350 - 399 17 400 -449 16 450 - 499 15 500 - 549 14 550 - 600 13 > 600 12 CARUS�-'- `TURL Y SCCITT Job Name C�'�-y Aq.L-�, �`sr:,..,� structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. I'S c19 Sheet No. 3 T:480 774-1700 • F:480 774-1701 www.ctsuz.com By P� , Date (� I ........... ..... .... C_fl'3ij i'. 18741 Snow Loads - Drift Swire Coca Cola -Arlington 18-741 pg= 15 psf Ct= 1.0 pf = 0.7CeCtlpg ps = Cspf pf= 25 psf Ce= 1.0 y = 0.13py + 14 1 PS= 25 psf CS= 1.0 hb = pfly v= 15.95 pcf I = 1.0 ha = 0.433 I; py + 10 - 1.5 hb= 1.57 ft 4ha ha < he w = 4ha/h, ha > h, 8h, max Snow Drift: pa = hay Windward: location 1„ hd h, width max = 8hc hd width ~pd ft ft ft ft ft ft ft psf 1 500.0 4.60 2.43 34.77 19.46 2.43 19.46 38.8 2 300,0 3.70 2.43 22,54 19.46 2.43 19.46 38.8 3 60.0 1.70 18.43 6.79 147.46 1.70 6.79 27.1 CA USCG, TURL Y SCOTT Job Name (20- -- A-211 1610La structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 lob No. I - ��l I Sheet No. T: 480 774-1700 ® F:480 774-1701 www.ctsaz.com By rAITM Date t}K R]e.:n :ABM- '•� = -33.3 16 jt. r Job Name: Coke-Arlington CARUSO 1215 W.Rio Salado Pkwy TURLEY Suite200 Job No.: 18-741 Sheet No.: SCOTT — cansuldrig Tempe,AZ 85281 structural T: 480-774-1700 By: MJM Date: Jun-18 engineers P; 480-774-1701 � ac, a � � 8 `' �' .5'. " .-..:-' ^ � � N � .I � rri�'1 � •5 y w V A Ire V U y v G v d za v Z� ` v �i v v •°°o d v t c r- i� t- r .o. 3 = F, Lr h U `° 71P n v M M !` N V C1 r M � an N tV CJ O f; �° P. H w .;: eNo m � .a �i w o. � n �^ a ^\ g o-� k c � .h. .o, •o -.o •a a� .y � `"` � p ,n� o I-- N ! fH !- N r •-. v,O ? m fl u � r� t` N'f- V' r �•t � ,C y � � � c. 1 v � .7i vi .� v �. r.: � '� °vy� asn o d o .-7 .-: '� � •� �,� v e} .L„ G � � Epp ( i' `r,. r`� � l.1 � OI»0 1 � in 4� Cr,, U U t-. f� tw I- f? 1� Q � 0(i � e0 VJ GO � C. 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VI VI A VI VI n ' A A A Q A (m V `C `C V S a h V v C x H O O 4 N N \ C a `,U ` _{ r.b 4 �"'.,y T - _ -� +I it •N b +I �� x o � 4 .bo t�,H �i F_, .. iy ... rl 4� u 4 0 � N N 8 � •< N � 6 ' •z /L \'\r m a � o•o o / u C II II •� o II II II II m 0 0 1 ^ TM • M - v' r ..� �s-szisil i it•}L -F n ., 11 t � q ji r N tiH, * .- , o I ' •k III ! ' olo IT P. - a c N 0 o a o 0 0 0 0 o a �{sdj aanssaa�palms , Job Name: Coke-Arlington CARUSO 1215 W.Rio Salado Pkwy TURLEY Suite200 Job No.: 18-741 SheetNo.: SCOTT Tempe,AZ 65281 cansulting T; 4460-774-1700 By: MJM Date: Jun-18 structural engineers F: 4480-774-1701 s •s _ ` a Y o q n n w l N �,� ^ "' J � ro � w w I. ^, °9 n U m � o of ry •� ^� .a � tt. + + + w O W Po N ^i N Q ��� � em•-.K -�+ � � r o ' qo oq qq � ° oq N Y o��� oq..� qq •� U * q o o^� o a „N n o h z' o n o l9 g VI Fn VI h VI VI VI h `� VI o n VI n VI n vl 'In Vl � n van VI `C n V( � n V! `C n VI � n at C `CvtC � ve � v `C H QvQ � v7 v7Qv � a q o 5 o '�^,•Mo ,mc :4°•i�1 °'U •� o o `� o ..\ � w 2 e h p o 'r � •n c w 5 •+ l7 Y a 8 A c$ F O O h O _ P k I-.' 1 3 f- lV N o-1 r n 3 w•I 1', � � t 5 f _ !_ r_ a w _ II _ Nl] � ./•,-1 •t w � \_1 iii.._1._;_. � �_I.-. ( .1- 1 A lJ b _61 }. I PIT o m o U:4'r14 .I 1 i 1 I i.10 ( O '^ n Y o 0 0 o p o O O O O C P O O N N (7sdi amssotj pu(& i o on Mum. ie t' MOHAIR I bA � i5G!!$@a49 9��'Igg 9elal�p le o c W eaaai�raaa® ®aaaO 111 111h. 6ee1M6e a !e� !1 e!®g� It§toll _ o c 0 c G W%5pu11 1l,lg hie a A � �� ! ill!�11;�a�aaita�11� el'as�e 1 Blg� fsiileH!M R3 pp ii 5 II9A�l�QaaeilBSagdti� a15Afgel iIn s IHUH98ea �A �Hvq 11 WIFIRIM1! .bf' 11g1 itit#1lf11@aRA Llii�gfflAAel ! ! v � _ • ffaFa�g'A�p � i�eaal�A��� ��ieaalaaa - 11 gig - ! OV901MM r 1AAeAi fig & ggY lea+ , 1 r A as ! 11915 �{lA16g $gdg$ ee !ea I C!!!!Aq(o! �3gHQIRES111 Bill at gas" eaala Bill ° � eg §gg of lUbd CA USO TURLEY SCOTT Job Name ���/•�-��-�.,�=�1��t:zJ structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. 1 11'i Sheet No, 1,4� T:480 774-1700 o F:480 774-1701 www.ctsaz.com By Al Date •fGxi'�r`►�S•�r� rs ;, As 1 t r � : �. = r. c,c� ��►c��,�5 c,� 5 ISM CAI.( ; )� ®y � � F C - // k •�1GQ 7t1�, lMfiv.l , t;��a:) {�1Ai,n� 1-•1Pit-S� �� r �s.:<;) Design Maps Sunuiiary Report https://prod02-earthquake.er.usgs.gov/desigrunaps/us/summpry.php?t... Design Maps Summary Report = � User-Specified Input Report Title Coca Cola Arlington Wed June 13,2018 18;12;34 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 48.163811N, 122.15111W Site Soil Classification Site Class D -- "Stiff Soil" Risk Category I/II/III tan 00ci: 'r•a.r _ ICL�s PZ kno arm Beach Sk_!t�FCS Zt�i�91 hAh U III a lial 'tir iG ' qc t'iat[� USGS-Provided Output Ss = 1,070 g SMs = 1.147 g Sos = 0.765 g S1 = 0.417 g SM1 = 0.660 g Sol = 0.440 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. NIC ER Reslaome Spectrum Des kgn Response Speztnim WON r,.7a �e a.•as ,y.t, uxcl - I.itbi nJxJ j1/rsJ (LJJ Ia:UJ UF.0 AfTj ],ieI 1.�"1 IAka I"I IED D-0 mu) 0.3 pLCs OX 1J1u I._4] 1A1 1JYJ [W, 7A-) Although this Information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied,as to the accuracy of the data contained therein, This tool is not a substitute for technical subject-matter knowledge. 1 of 1 6/13/2018, 11:18 AM I i 1 i 1 q II m m� m A _ .— A e g g 1 — — B 11 a GO —'— -1L � a l r — 0 M — • 6 Y ( 9 Y IL r „ er w w « wIto m m m w m 64 m m w m m m m m ROOFFRAMMG FLANU—M CO CARUSO TURLEY SCGTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 1 Tempe,Arizona 85281 Job No. I� ^l�l Sheet No. . T:480 774-1700 - F:480 774-1701 www.ctsuz.com By } Date (aAY� k c"t IAA ,3 _t', .— — .:. . •_'.k-liC-K-- �—N1, G9� ill::: ry . 141 lay r It r, •;n1� '%a; {. L .n�) - {�{..lt f t tlt t � tl •' 11 �r It �r.- ���`i %y§_' lii�tt�. [)I tji7.-- ';,f` ,--:�r4� ��; I . , c, ? I� ¢}�•�f%� 5'`{�S • 11 www.hilti,us Profis Anchor 2.7.6 Company: CTS Page: Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 1 Date: 6/28/2018 E-Mall: Specifier's comments: 1 Input data Anchor type and diameter: AW5 D1.1 GR.B 3/4 Effective embedment depth: hef=4.000 in. Material: Proof: Design method ACI 318-141 CIP Stand-off installation: eh=0,000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=12,000 in,x 12.000 In.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f,'=3,000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No,4 bar Geometry[in.]&Loading[Ib,in.lb] r zi 0 _ A,S - - z_, - - — X Input data and results must be checked for agreement with the existing conditions and for plauslbllllyl PROFIS Anchor(c)2003-2009 Hilfl AG,FL-9494 Schaan Hilli is a registered Trademark of HIM AG,Schaan www.hilti.us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway, Suite 200,Tempe,Az Sub-Project I Pos,No.: Phone I Fax: 480-774-1700 1 Date: 6/28/2018 E-Ma(k 2 Proof 1 Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity ON I av[%] Status Tension J CencrPtP Rraaknni Strength 3,674 12,882 291- OK Shear Pryout Strength 1-7'' 45,089 -140 OK r�7r,•lJ i Loading ON Utilization v[%] status Combined tension and shear loads 0.285 0,390 513 34 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed repord 4( Fastening meets the design criteria! `_I� , 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Kill's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of me Software are based essentially un the daia you put In. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilt!on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus Up-to-date version of the Software in each case by carrying out manual updates via the Hilt!Webslte, Hllti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor(c)2003-2009 Hill!AG,R-9494 Schaan Hill!is a registered Trademark of HIM AG,Schaan CARUSO TURLEY SCI�JT Job Name 40.(4,jrt) structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. 1480 774-1700 ® F:480 774-1701 www.cfsaz.com By PA Date ILL, —7 PMA,15- h c 1A. t A \UA(J ki.L (I • :,td fUI,A. �r �,� :Ta`?'i�:`V �_c'AO • � iY 9 4G � �•:)�i�' (`obi )'r �r� ..I�15 +�- : 1!�- . \��i (�53 /.'f•~�'�(,�`{.`,�` � ��!�� \.�� .�l.S�-V .1..(..�� 1( 'i(:.�' •.11!.;�: 'I` •,•71•�"S••i .!L�V L II�E .,},) ^ C CARUSO TU L Y SCU'TT Job Name structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. f`� rl Gt 9 Sheet No. www.ctsaz.com By e Pk bate ✓ v �5W, T61!1� .. t-A 00 AT . PAs.1k=L bl . q as �tJ�/' `�'� �� i c'1� ,�•.�•c`" 't�1 l�14� // trt�' : �j�t -' i1 � �e It- i,s t•1(:.. -k6 a�/� !�I'. I I( .�,'Ll..i �'� .: ��I� �:,f.i'.�.� •�F"� `i � 1:` P r.f� i 4 ii.J_,Y WWW.hilti,us Profis Anchor 2.7.6 Company: CTS Page: Specifier: Project; Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pas.No.: Phone I Fax: 480-774-1700 Date: 6/28/2018 E-Mall: Specifier's comments: 1 Input data "- Anchor type and diameter: AWS DIA GR,B 314 Effective embedment depth: hef=6.000 In. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: es=0,000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=20.000 In.x 20.000 In.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile* Base material: cracked concrete,3000,f,'=3,000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition A;anchor reinforcement:shear edge reinforcement:none or<No.4 bar Geometry(in.)&Loading[lb,in.lb] z e� aif y 3C E >' 0.5 w - - z - r i... x Input data and results must be checked For agreement with the existing condlllons and for plausibllltyl PROFIS Anchor(c)2003-2009 Hiltl AG,FL-9494 Schaan Hiltl Is a registered Trademark of HiM AG,Schaan ELM 4) `91 www.hilti.us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pas.No.: Phone I Fax: 480-774-1700 1 Date: 6/2 812 0 1 8 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity fp;0 l'[%] Status Iension Concrete Breakout Stlenylli 7,3G1 20,587 36/ OK Shear Pryout Strength ft*D , 63,578 -18 t� OK Loading itn 13v r, Utilization Ny[%] Status Combined tension and shear loads 0.358 0.824 513 '1�1 OK - 3 Warnings ✓ i Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all Information and data contained In the Software concern solely the use of Hiltl products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly compilers with by IhA iisar. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant HIM product. The results of the calculations carried out by means of the Software are based essentially on the date you put In. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a speeifle application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by HIM on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Webslte. Hill!will not be liable for consequences,such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input dale and results must be checked for agreement with the existing condlllons and for plausibility] PROFIS Anchor(c)2003-2009 Hilli AG,FL-9494 Schaan Hill!is a registered Trademark of Hilli AG,Schaan CARUSO TURLEY SCOT'°T Job Name Ccy l �— structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 11211 �Q T:480 774-1700 ® F:480 774-1701 Job No. (�1 7 � Sheet No. Aq www.ctsaz.com By �'� �'� Date t,41 r�'-c`' G•C r J, www.hilti.us Profis Anchor 2.7.6 Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos,No.; Phone I Fax: 460-774-1700 1 Date: 71212018 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: AWS 131.1 GR.B 314 To� Effective embedment depth: her=4.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.000 In.x 3,000 in.x 0,250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f�=3,000 psi;h=8,000 in. Reinforcement: tension:condition B,shear:condition A; edge reinforcement:none or<No.4 bar Seismic loads(cat,C,D. E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5,3(a)) Geometry[in.] &Loading[lb,in.lb] r r r r r r Ot A]l r �r r 0 r N `� t zOW, , Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor(c)2003-2D09 HlIV AG,FL-9491 Schaan Hilti is a registered Trademark of Hill!AG,Schaan LM www.hiltLus Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1216 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 Date: 7/2/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity ON/jiv[%] Status Tension - -1- - Shear Pryout Strength 2,000 14,723 414 OK Loading RN Pv t: Utilization RN.v Io] Status Combined tension and shear loads - 3 Warnings Please consider all details and hints/warnings given in the detailed reportl Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained In the Software concern solely the use of Hilti products and are teased on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specifir.tests are to be conducted prior to using the relevant Kill product, The results of the calculations carried out by means of the Software are basod essentially on the data you put In. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Softwaro serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application, You must take all necessary and reasonable steps to prevent or limit damage caused by(lie Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilt!on a regular basis,If you do not use the AutoUodale function of the Software,you must ensure that you are using the current and thus up-to-dale version of the Softwaro in each case by carrying out manual updates via the Hilti Website. Hilt!will not be liable for consequences, such as the recovery of lost or damaged data or programs,arising from a culpable breach of duly by you. Input data and results most be checked for agreement with the existing conditions and for plauslbilltyl PROFIS Anchor(e)2003.2009 HIh!AG,FL-9404 Schaan Hilll is a registered Trademark of Hill!AG,Schaan CARUSO T RLEY SC TT Job Name ( fDV-, M U structural engineers ) 1215 W.Rio Salado Parkway,Suite 200 1 Tempe,Arizona 85281 Job No. 1-b — Sheet No. t 1480 774-1700 . F:480 774-1701 www.ctsaz.com By MI M Date I1� a�l fl-sx* .-tt fir• ht ., ,- .�`^ tY,, <Gr 7�.ic vn CE,,RUS0 TURLEY SCOTT Job Name zf-CyG AV_t— structural engineers \_•l 1215 W. Rio Salado Parkway,Suite 200 _! Tempe,Arizona 85281 Job No. (-j6'-`7 -(1 Sheet No. `ate-i T:480 774-1700 ® F:480 774-1701 www.cfsaz.com By M1 i A Date 1 Vj ) f yi t� t�r�J . - • -l)t t.V/S��L-/ \�, / % I.lo. ply�'� -bl' / ` st, CARUSO TURLEY SCOTT Job Name Lst-f 49L structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. I 2`'11 Sheet No. T.480 774-1700 ® F:480 774-1701 ��- www.ctsaz.com By ���J.G � Date I i o'C�CL .; 3.��ny -Z-} Caruso Turley Scott,Inc. Project Title: Heidi's Village 1215 W.Rio Salado Pkwy,4200 Engineer: MJM 43 Tempe,AZ 85301 Project ID: 18-076 480-774-1700 Project Descr: 480-774-1701 www.ctsaz,com Printed:16 NOV 2018, 9:45AM Steel Col u.mn File=0,%ENG_PR-1�_CD02S-1118741C-1UCALCU0%18741 COKE ARLINGTON,eC6. Igll m )t ht ENERCALC;INC.1983 2018.e0111V D.18.9.30. c c lit _.-_3Lic_s • Description: Typical Warehouse Column Code Peferences Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 ::General Information Steel Section Name: FtSSloxIU5116 Overall Column Height 34.0 ft Analysis Method; Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=34.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=34.0 ft,K=1.0 ;Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 1,370.18 Ibs*Dead Load Factor AXIAL LOADS . Axial Load at 34.0 ft,Xecc=1.0 in,D=50.0, LR=30.0,S=62.50 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8622. ;1 Maximum Load Reactions.. Load Combination +D+S+Ft Top along X-X 0.1532 k Location of max.above base 33.772 ft Bottom along X-X 0.1532 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 113.870 k Bottom along Y-Y 0.0 k Pn 1 Omega:Allowable 148,626 k Maximum Load Deflections... Ma-x:Applied 0.0 k-it Mn-x I Omega:Allowable 86.140 k-ft Along Y-Y 0.0 in at 0.0ft above base Ma-y:Applied -9,312 k-ft for load combination: Mn-y 1 Omega:Allowable 86.140 k4t Along X-X -0.2429 in at 19.852ft above base for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0.003141 : 1 Load Combination +D+S+H Location of max.above base 0.2282 ft At maximum location values are... Va:Applied 0.2757 k Vn I Omega:Allowable 87:790 k Caruso Turley Scott,Inc. Project Title; Heidi's Village 1215 W.Rio Salado Pkwy•#200 Engineer: MJM Tempe,AZ 85301 Project ID: 18-076 480-774-1700 Project Descr: 480-774-1701 ' www.ctsaz.Com Printed:16 NOV 2018. 9:46AM Steel Base Plate File=O:IENG_PR-1LC0026-�i118741G'1lCALCUL-1N8741COKEARLINGTON.o:6. _ C 8Oftware co h1 ENERCALC,INC.1983.2016,HuNd:10.18.9.311. . NNOW- c Description: Typical Warohouse Column Baseplate Code References Calculations per RISC Doeign Guide tt 1, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set : 113C 2012 General Information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy - 36.0 ksi Concrete Support f'c - 2.50 ksi n c :ASD Safety Factor. 2,50 Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 4.250 ksi Column&Plate Column Properties 1'-" Steel Section: HSS10x10x51-16 Depth 101n Area 11.1 in^2 i Width 10 In Ixx 172 in^4 Flange Thickness 0.291 In lyy 172 in^Q Web Thickness 0 in ` Plate Dimensions Support IDinictrisiorm, I ,C;:. N:Length '16.0 in Width along"X" 48.0 in A �y B Width 16.0 in Length along"Z' 48,0 in o I X r Thirknags 0.750 in Column assumed welded to ha!3F:date. --- 4_a _-. .. . Applied Loads —� F -_ — P-Y V-z M—x - -- — _ ct. +Mx +x D:Dead Load....... 50.0 k k k-ft xr L:Live....... k k k-ft Lr:Roof live.....,... 30.0 k k k-ft �- f S:Snow................ 62,50 k k k-ft tierce W:Wind.........••••.•. k k k-ft E:Earthquake.......•...••. k k k-ft H:Lateral Earth........• k k k-ft TZ +Z "P"=Gravity load,"+"sign is downward, "+" Moments create higher soil pressure at+Z edge. "+" Shears push plate towards+Z edge. Caruso Turley Scott,Inc. Project Title: Weidi's Village r 1215 W,Rio Salado Pkwy.#200 Engineer: MJM Tempe,AZ 85301 Project ID: 18-076 �� 480-774-1700 Project Descr: Ld[ 480-774-1701 www.clsaz.com Printed:16 NOV 2018, 9:46AM Steel Base Platy File=01ENG_NR-tl C0626-1118 SofkmeW I RCACLC INC.1902D 8,6uld:10,1 930. Description: Typical Warehouse Column Baseplate GOVERNING DESIGN LOAD CASE SUMMARY Me:Max.Moment 2.321 k-tt Plate Deslan Summary fb:Max.Bending Stress 11.003 ksi Design Method Allowable Strength Design Fb:Allowable: 21,557 ksi Governing Load Combination +D+S+H Fy/Omega Bending Stress Ratio 0,510 Governing Load Case Type Axial Load Only Bending Stress OK Governing STRESS RATIO 0.5104 Design Plate Size 1'4'x 1'-4"x 0-314" fu:Max.Plate Bearing Stress.... 0.439 ksi Pa:Axial Load..,. 0.000 k Fp:Allowable: 1,700 ksi Ma:Moment......., 0,000 k-tl min(0,85*Pc*sgrt(A2/A1),1.7*fc)IOmega Bearing Stress Ratio 0.259 Bearing Stress OK Caruso Turley Scott,Inc. Project Title: Heidi's Village 1215 W.Rio Salado Pkwy,#200 Engineer: MJM Tempe,AZ 85301 Project ID: 18-076 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:16 NOV 20-18, 9:47AM G@Ilel'a) Footing FOe=0:1ENG_PR-1LC002Q-1110T41C-2,MALCUUL 1118741 COKE ARUNGTGN.ec6 . 5ottwaroo0 htENEitCALC,INC.1963.20MBulid:10.18.9.30. �.�r�.4S,•. Description: Typical Warehouse Fooling 'Code References _ Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Proper;:l: lioil Design VaWe: f'c:Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing 2.50 ksf fy:Rebar Yield = 60,0 ksi Increase Bearing By Fooling Weight No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settlnt,:. Footing base depth below soil surface - 1.50 ft Min Steel%Bending Reinf, = Allow press,increase per foot of depth = ksi Min Allow%Temp Reinf. = 0,00180 when footing base is below = ft Min,Overturning Safely Factor = 1.0 :1 Min.Sliding Safely Factor = 1,0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel iu X-X Axis = 7.50 ft Length parallel to Z-Z Axis = 7.50 ft Footing Thickness - 20.0 in Pedestal dimensions,.. x.... L... . . 1 L.;.. '. x px:parallel to X-X Axis - in pz:parallel to Z-Z Axis in { ... Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Height _p �i v W Reinforcing Y 7* Bars parallel to X-X Axis Number of Bars = 8.0 Reinforcing Bar Size - # 6 Bars parallel to Z-Z Axis IJumber of Bars = 8.0 ; Reinforcing Bar Size - # 6 , i, Bandwidth Dlstr6tf;rU .:fl cs (At:l 11.`i.�.�) +_ � <: r,rrrmxmmv. cc<.. ra.rrrr--r..ir;�� +ts�S m��m.cr�i�ceean�rmz" Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone Wa :Applied Load D Lr L S W E H P:Column Load = 50.0 30.0 62.50 k OB:Overburden - ksf M-xx = k-ft M-zZ = k-ft V-z = k ` Caruso Turley Scott, hic, Projpct Title Haid[wVNoge 1215VK Rio Salado Pkwy.#20 mJm � x� Tampa-AZ Project|D: 18'076 ` Pn�ec\Desoc ���10U 480-774'1701 Printed: 1a NOV un10 y*rxw Ilona Description Tylpl'�:.,.fl VIarehouse Footing IDESIGN ' RY_______ Min.nmi" item Applied Capacity Governing Load Combination CARUSO TURL Y SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job Na. !�6- 1r Sheet No - 480 774-1700 • F:480 774-1701 f . T: 3 www.ctsaz.com By_ IIAA /"A Date to t YA .J - :�C :-.:`l��U"cam ��:d#�• _ ., .._.. _ ... _ Caruso Turley Scott,Inc. Project Title: Heidi's Village ` 1215 K Rio Salado Pkwy.#200 Engineer: MJM Tempe,AZ 85301 Project ID: 18-076 —] 480-774-1700 Project Descr: J 480-774-1701 www.ctsaz,com Printed:1C NOV 20'18, q:50AM - Software hIENCALCU rJ'�e@� COlUI'flll File=0:1ENG_PR-1LC0026-1118741C-11CALCUL-1118741,COKEARLINGTON.ec6. I C,Mt.1983-A18,Build:10.18 9.30. 1 r � • Description: Low Roof West Column Code References _ Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Steel Section Name : HSS5x5x112 Overall Column Height 16.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi UnbMW Length for X-X Axis buckling=16.0 it,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=16.0 ft,K=1.0 _ Applied Loads _ _ Service loads entered. Load tractors will be applied for calculations_ Column self weight included:452,862lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 16.0 ft,Xecc=1.0 in,D=27.70,LR=16.60,S=34.70 k DESIGN SUMMARY _ Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio 0.7649 ;1 Maximum Load Reactions.. Load Combination +D+S+H Top along X-X 0.1807 k Location of max.above base 15.893 ft Bottom along X-X 0.1807 k At maximum location values are—,. Top along Y-Y 0.0 k Pa:Axial 62.853 k Bottom along Y-Y 0.0 k Pn 1 Omega:Allowable 102.670 k Ma-x:Applied 0,0 k-ft Maximum Load Deflections... M Along Y-Y 0.0 in at O.Oft above base n-x I Omega:Allowable 30.070 k-ft Ma-Y:Applied -5.165 k-ft for load combination PP Mn-yI Omega:Allowable 30.070 k-ft Along X-X -0.1974 in at 9.342ft above base for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0.005866 :1 Load Combination +D+S+H Location of max.above base OA 074 ft At maximum location values are... Va:Applied 0.3250 k Vn I Omega:Allowable 55.409 k Caruso Turiey Scott,Inc. Project Title: Heidi's Village 1215 W.Rio Salado Pkwy.#200 Engineer: MJM Tempe,AZ 85301 Project ID: 18-076 3.� �1 480-774-1700 Project Descr: 480-774-1701 www.ctsaz,com rrirted:_iG NOV 2015, 9:,JOA i Steel Base Plate File=WENG_PR-il_C0026-1118741C-11CALCUL-1118741C0KEARLINGTON,ec6. Y Software t'ENERCALC,INC.1963-2018,Build:10.18.9.30. Description Low Roof West Column Baseplate Code References Calculations per AISC Design Guide# 1, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set : IBC 2012 Genera!information lViaterial Properties AISC Design Method Allowable Strength Design Steel Plate Fy - 36.0 ksi Concrete Support fc = 2.50 ksi Q c :ASD Safety Factor. 2.50 Assumed Bearing Area:Full Bearing Allowable Bearing Fp per JB 4.250 ksi Column &Plate Column Properties Steel Section: HSSbx6x5/16 Depth 5 in Area 5.26 in^2 Width 5 in Ixx 172 in^4 Flange Thickness 0.291 in lyy 172 in^4 Web Thickness in Plate Dimensions Support Dimensions N Length 12.0 in Width along"V 48.0 in X Z' B:Width 12.0 in Length along" 48.0 in o_ -- Thickness 0,750 in Colurnf-assumed welded to base plate. c 1'; 21'. 4'-0" Applied Loads +P P-Y V-Z M-X j +'M k D:Dead Load....... 27.70 k k k fl +Y �. +x L:Live....... k k k-ft Lr:Roof Live......... 16.60 k k k-ft S;Snow................ 34.70 k k k-ft +VZ W:Wind................ k k k-ft E:Earthquake k k k-ft H:Lateral Earth k k k-ft +Z -I-Z "P"=Gravity load,"+"sign is downward. "+" Moments create higher soil pressure at+Z edge. +" Shears push plate towards +Z edge, Caruso)Turley Scott,Inc. Project Title: Heidi's Village • 1215 W.Rio Salado Pkwy,#200 Engineer: MJM Tempe,AZ 85301 Project ID: 18-076 } 480-774-1700 Project Descr: 5 _) 480-774-1701 www.ctsaz,com _ Printea:,G NOV 2018, U'50AM r Steel Base Plate File=O:IENG_PR�1So(aware copyirig111874hlENERCALC,INC.19B320i$Bu d;GIC-1\CALCUL-i\18741 COKE�Og Description: Low Roof West Column Baseplate GOVERNING DESIGN LOAD CASE SUMMARY Ma:Max.Moment 2.847 k-ft Plate Design Surrimaiv fb:Max,Bending Stress............... 13.498 ksi Design Method Allowable Strength Design Fb:Allowable: 21.557 ksi Governing Load Combination +D+S+H Fy I Omega 626 Governing Load Case Type Axial Load Only Bending Stress Ratio Governing STRESS RATIO 0.6261 Bending Stresss OK Design Plate Size 1'•0"x 1'-0"x 0-3I4" fu:Max.Plate Bearing Stress.... 0.433 ksi Pa:Axial Load 0.000 k Fp:Allowable: 1.700 ksi Ma:Moment 0.000 k-ft min(0.85"fc"sgrt(A21A1),1,7•fc)lOmega Bearing Stress Ratio 0.255 Bearing Stress OK Caruso Turley Scott,Inc. Project Title: Heidi's Village ' 1215 K Rio Salado Pkwy,#200 Engineer: MJM ? ci Tempe,AZ 85301 Project ID: 18-076 480-774-1700 Project Descr: 480-774-1701 www,ctsaz.com Prw.ted:1ri NOV 201& 9:51AM General FOOtICI Y File=O.IENCPR-11CQ026-1118741C-11CAL(2U�1118741COKEARLINGTON.ec6 . - g Software oMr&ENF-RCALC.INC.10-2018,§4110.18.9.30. via I:tlri Description: Low Roof West Column Footing Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Valuer f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus - 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pct Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff, = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allnw press,incrPasa par font of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear No Dimensions Widih parallel to X-X Axis = 5.50 ft Length parallel to Z-Z Axis - 5.50 ft Z. Footing Thickness = 16.0 in :y I �� }; Pedestal dimensions... x....__..t� ... .._..-- } _. ' ` x px:parallel to X-XAxis = in " 1 pz:parallel to Z-Z Axis = in ) Height - in Rebar Centerline to Edge of Concrete... at Bottom of fooling = 3.0 in w Reinforcing Bars parallel to X-X Axis Number of Bars - 7 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 7 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15,4.4.2) Direction Requiring Closer Separation x-XSE.w��N gym, __ -•„p , n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _ - Lr L S .. W B - H — P:Column Load - 27.70 16.60 34.70 k OB:Overburden - ksf M-xx = k-ft M-zz — -— _ _ k-ft — V-x k V-z = k Carusd Turley Scott,Inc. Project Title: Heidi's Village ` 1215 W.Rio Salado Pkwy.#200 Engineer: MJM Tempe,AZ85301 Project ID: 18-076 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com f�rinted:lE NOV 20'Ifi, 9:51F1�" File=l 0:1ENG-PR--11_C0026-�1118741C-11CALCUL-1418741 COKE ARLINGTON.ecli .General Footing Software copyright ENERCALC.INC,19a2o18,BuIW:10.18.9.30. KW-06000624 c Description: Low Roof West Column Footing DESIGN SUMMARY • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9096 Soil Bearing 2,274 ksf 2.50 ksf +D+S about Z-Z axis PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0,0 k No Uplift PASS 0.4985 Z Flexure(+X) 11,095 k-ftlft 22,257 k-ftlft +1.20D+1.60S PASS 0A985 Z Flexure(-X) 11.095 k-ftlft 22,257 k ftlft +1.20D+1.60S PASS 0,4985 X Flexure(+Z) 11.095 k-ftlft 22.257 k-Rift +1.20D+1,60S PASS 0.4985 X Flexure(-Z) 11,095 k-ftlft 22,257 k-ft/ft +1.20D+1,60S PASS 0.4138 1-way Shear(+X) 31,035 psi 75.0 psi +1.20D+1.60S PASS 0,4138 1-way Shear(-X) 31.035 psi 75.0 psi +1,20D+1.60S PASS 0.4138 1-way Shear(+Z) 31.035 psi 75.0 psi +1.20D+1.60S PASS 0,4138 1-way Shear(-Z) 31.035 psl 75.0 psi +1.20D+1.60S PASS 0,8403 2-way Punching 126.050 psi 150,0 psi +1.20D+1.60S WAU, 4° T T, T T iP'JP D.. ....... --___ _---- -•- F4--- - Q -VA pm_) ')A m,% �� 1 l CARUSO TURLEY SCOTT Job Name I1SLL structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. (% Sheet No. T:480 774-1700 o f:480 774-1701 www.ctsaz.com By t-A Dare �A1J"ILN Q- �,f���M �3:1 ��, d� .c'1t5r, �'�.1r.1c;. 5c{;,�•, xd?�`��� .�'�-'�.� c) A (fit C:.c_ /#r4'�.FA Ov.1'SChl 1 � 1. A T r��� C>:.ry .F�:.] L.C'".ttr.}�t;�a�y Caruso Turley Scott,Inc. Project Title: 1215 W. Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 WWWCtS1ZC6ni Printed;29 JtJN 2018,10:34AM C011 az.com Slender WAIL= FIIo=GaENG-PR-1%,C0028-11i8741G11CALCUL-11187416-1.EC6 - rete �.�►� - Licensee.: Description; Typical Bearing Wall Code References - Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General-Information' fc Concrete 28 day strength = 3.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defi Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3.122.0 ksi Rebar"d"distance 1.80 in Minimum Vertical Steel% = 0,0020 % :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff,Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 410.792 psi Bar Size # 5 Max%of p balanced = 0.01355 Bar Spacing 18.0 in Max Pu/Ag=fc" = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One-Story.Wall Dimensions' - - -_ A Clear Height = 31.0 ft - ' B Parapet height = 4.0 fl - Wall Support Condition Top& Bottom Pinned A - - - Vertical.Loads Vertical Uniform Loads.... (Applied per loot of Strip Width) DL:DeadRoof Live Lf:Floor Live :Snow W:Wind Ledger Load Eccentricity 6.750 in 0.50 0.4350 0.8250 k/ft Concentric Load W8 Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 27.60 psf Wall Weight Seismic Load Input Method; Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.60 psf Fp 1.0 = 30.60 psf (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0,02150 klft 35.0 31.0 ft t T Caruso Turley Scott, Inc. Project Title: 1215 W,Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 .CISaZ.COm fit Printed:29 JUN 2018,1o:34AM C011 reteaz.com Slender Wall No 1.��1. Description: Typical Bearing Wall DESIGN.-SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values .. Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5411 +1.20D+0.70S+E Max Mu 4.054 k-ft Phi*Mn 7.492 k-ft PASS Service Deflection Check Actual Defl.Ratio LI 951 Allowable Defl.Ratio 150 +D+0.70E Max.Deflection 0.3912 in PASS Axial Load Check Max Pu/Ag 36.641 psi Max.Allow.Defl, 2.480 in +1.20D+0.70S+E Location 16.017 it 0,06*f'c 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.002778 Aslbd= 0,0 rho bat 0.01355 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.6340 k Base Horizontal E Only 0,4664 k Vertical Reaction D Only 4.0 k D_esign Maximum Combinations-Moments =, Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft i02 +1,20D+1.60Lr at 29.97 to 31,00 0.000 17.280 4.38 0.73 0.90 6.69 0.207 0,0028 0.0135 +1,20D+1,60Lr+0.50W at 16,53 to 17.57 3.512 17.280 4.38 2.04 0.90 7.49 0.207 0.0028 0.0135 +1,20D+1.60S at 29.97 to 31.00 0.000 17.280 4.38 1.08 0.90 6.69 0.207 0.0028 0.0135 +1.20D+1.60S+0.50W at 16.53 to 17.57 4,136 17,280 4.38 2.26 0,90 7.61 0,207 0,0028 0,0135 +1.20D+0.50Lr+W at 15,50 to 16.53 3.158 17.280 4.38 3.52 0,90 7.42 0,207 0.0028 0.0135 +1.20D+0.50S+W at 15.50 to 16.53 3.353 17,280 4.38 3.59 0.90 7.46 0.207 0,0028 0.0135 +1.20D+0,70S+E at 15,50 to 16,53 3.518 17,280 4,38 4,05 U0 7.49 0.207 0.0028 0.0135 +0.900+W at 14.47 to 15.50 2.298 17.280 4.38 3.37 0.90 7.23 0.207 0.0028 0.0135 +0.901)+E at 14.47 to 15,50 2.298 17,280 4.38 3.77 0.90 7.23 0,207 0.0028 0.0135 Design Maximum Corn inat€ons Deflections Results reported for"Strip Width' =12 in. Axial Load Moment Values I Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective fl Deflection Defl.Ratio k fff k-ft k-ft In14 in 4" Wil in +0+0.60W at 15.50 to 16.53 2.450 4.38 2.10 512.00 64.98 384.000 0,304 1,224.9 +D+0.70E at 15.50 to 16.53 2.450 4.38 2.70 512,00 64.98 384,000 0,391 950.9 +0,60D+0.60W at 14.47 to 15.50 1.532 4.38 2.01 512.00 62.65 384.000 0,290 1,281.7 +0.60D+0.70E at 14.47 to 15.50 1,532 4.38 2.61 512.00 62.65 384,000 0,377 987.4 +0.60W at 14.47 to 15.50 0.000 4.38 1.90 512.00 58.73 384.000 0.271 1,373.7 E Only*0.70 at 14.47 to 15.50 0.000 4.38 2.48 512.00 58.73 384,000 0.356 1,045.5 Reactions'.Ve-rUcal&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k 4.000 k Lr Only 0.0 k 0.01 k 0.435 k S Only 0.0 k 0.01 k 0.825 k W Only 0A k 0.63 k 0.000 k E Only 0.5 k 0.60 I< 0.000 k CARUSO TU LEY SCC t-TT Job Name.��LIIL --AL,_ structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 �_ ! .r T:480 774-1700 • F:480 774-1701 Job No. l�5-/ i1 Sheet No. www.ctsoz.com By M-3-M Date to 1 F 13 Ai r 069 (-1st Vf 4';4 to AT 6 O.L ; sic (I ,, ; c�c.,.,�k- 1 1 Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: r 1 480-774-1700 Project Descr; �l �'G 480-774-1701 www.ctsaz.Corn Printed:29 JUN 2D1 a,10:35AM Concrete Slender Wall Filo=G:1ENG..PR-SLCOo26-1118741C-11CALCUL-1118741C-1,EC6 /11 Description: Non Bearing Wall with Low Roof Coate References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General:lnformation fc:Concrete 28 day strength = 3.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy;Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Deft Ratio = L I 0 Ec;Concrete Elastic Modulus = 3,122,0 ksi Robar V'distance 1.80 in Minimum Vertical Steel% = 0,0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar,, Using Stiff,Reduction Factor per ACI R,10,12.3 Fr:Rupture Modulus 410.792 psi Bar Size # 5 Max%of pbalanced = 0,01355 Bar Spacing 12 in Max Pu/Ag=fc* — 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One=Story;Wall_Dimensions A Clear Height = 34.0 ft — B Parapet height = 1.0 ft B Wall Support Condition Top& Bottom Pinned �cal5ita ,me rt — i _ _ f - f r,cor/tlearernt_ °_ - --—L =-- - -- - - - Vertica],Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf;Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 0.0710 0.0710 0.2280 klft Concentric Load klft Vertical Concentrated Loads... (Applied to full"Strip Width") DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Beam Load#1 Eccentricity 6,750 in 0.30 0.30 0.570 k Dist.from Base 17.0 ft Lateralloads _- Wind Loads: Seismic Loads: Full area WIND load psf Wall Weight Seismic Load Input Method; Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.60 psf Fp 1.0 = 30.60 psf D Lr L E W Height (Applied to full"STRIP Width') Point Lateral Load 0.3050 0.2350 k 17.0 ft (Applied to full"STRIP Width') D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.02760 klft 35.0 17.0 ft Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: L 480-774-1700 Project Descr: t•' 480-774-1701 Printed:29 JUN 2018,10:35AM www.ctsaz.corn Concrete Slender Wall - File=aWac_eR-+t`coots-111674tC-1tcr+LcuL•-t\lsld;c-t.ecs i:ffl: Description: Non Bearing Wall with Low Roof `:DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values., Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0,8202 +1.20D+0.70S+E Max Mu 7.926 Wt Phi*Mn 9.663 k i. PASS Service Deflection Check Actual Defl,Ratio L! 166 Allowable Defl.Ratio 150 +D+0.70E Max,Deflection 2.462 in PASS Axial Load Check Max Pu 1Ag 35,777 psi Max.Allow,Dell. 2.720 in +1.20D+0,70S+E Location 15.30 ft 0.06*f'c 180.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.004167 Aslbtl= 0.0 rho ba! 0.01355 Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.7037 k Base Horizontal E Only 0.6723 k Vertical Reaction D Only 3.871 k Desi n Maximum Combinations-`Moments : ' Results reported for"Strip Width"=12 in. Axial Load i Moment Values 0.6" Load Combination Pu 0.05*f'c*b*t i Mcr Mu Phi Phi Mn As As Ratio rho bal _ k k k-ft k-ft k-ft in"2 +1.20D+1:60Lr at 13.60 to 14.73 3.607 17,280 4,38 0.25 0.90 9.87 0.310 0.0042 0,0135 +1.20D+1,60Lr+0.50W at 13.60 to 14.73 3,607 17.280 4.38 1.99 0.90 9,87 0310 0.0042 0.0135 +1.20D+1.60S at 13.60 to 14.73 4.290 17,280 4.38 0.41 Ho 10.00 0.310 0.0042 0.0135 +1.20D+1.60S+0,50W at 13.60 to 14.73 4.290 17.280 4.38 2.17 0,90 10.00 0.310 0.0042 0,0135 +1,20D+0.50Lr+W at 17.00 to 18.13 2.281 17.280 4.38 4.02 0.90 9.61 0.310 0.0042 0.0135 +1.20D+0.50S+W at 17,00 to 18,13 2.359 17.280 4.38 4.02 0.90 9.63 0.310 0,0042 0,0135 +1.20D+0.70S+E at 14.73 to 15.87 3.435 17.280 4,38 7.94 0,90 9.83 0.310 0,0042 0,0135 +0.90D+W at 17.00 to 18.13 1,684 17.280 4.38 4,03 0.90 9.50 0,310 0,0042 0,0135 +0,90D+E at 15.87 to 17.00 1,786 17.280 4.38 7.57 0.90 9,52 0,310 0.0042 0,0135 Design Maximum Combinations-Deflections Results reported for StripWidth"=12 in. Axial Load I Moment Values Stiffness 1 Deflections Load Combination Pu i Mcr Mactual I gross 1 cracked I effective Deflection Defl. Ratio Ic I k-lt k-ft Im^4 In^4 In^4 in +0+0.60W at 17.00 to 18.13 1.871 4.38 2.40 512.00 86.70 384,000 0.388 1,051.9 +D+0.70E at 15.87 to 17.00 1.984 4.38 5,20 512.00 86.97 169.291 2,462 1657 +0.60D+9:60W at 17.00 to 18.13 1,123 4.36 2.40 512,00 84.95 384,000 0.383 1,065.7 +0.60D+0.70E al 15.87 to 1T00 1.190 4.38 5.02 512.00 85,12 175,399 2.132 191.4 +0.60W at 17,00 to 18.13 0,000 4.38 2.39 512.00 82.32 384.000 0.376 1,086.4 Ew Only*0.70 at 15,87 to 17.00 0.000 4.38 4.84 512.00 82,32 198,251 1.713 238.1 Results reported for"Strip Width"=12 in. Reactions;=Vertical&'Horizontal,-_= Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k 3.871 k Lr Only 0.0 k 0.01 k 0.371 is S Only 0.0 k 0.01 If 0,798 k W Only 0.2 is 0.50 k 0.000 Ic E Only 07 k 0.70 k 0.000 k CARUSO TURLEY SCOTT Job Name CC u.-F; _A 911 structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. I `701 Sheet No, H.Y T:480 774-1700 • F:480 774-1701 G www.ctsaz.com 6y P'1 1`a1 Date c �i�ti (9 S�r�,h`4 t✓S �>1`/� E'r li ��,' �� 4.�l�r_./�� 34� /Ilp`-,�,,��`:a ��"n1i;EIS .�r�.rs'1��•�s/:�3 ':I��-'i.r,;���ry'r.� OA,i-,_ v f ply if P5�" q°' j 12" i - <<� �c :t Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID; t� 480-774-1700 Project Descr: 480-774-1701 VfflW.clsaz.com Printed: 2 AUG 2018,12:1GPM COnctrete Sender all File G;tENG_PR-1LC0026-1118740C-11CALCUL�-1118740C-1.EC6 /./!1 - Description Wall Under Girder Point Load Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General information f'c:Concrete 28 day strength = 3 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Deft Ratio = L 1 150 Ec:Concrete Elastic Modulus = 3.122.0 ksi Rebar"d"distance 1.80 in Minimum Vertical Steel% = 0.0020 �. :Lt Wt Conc Factor = 1.0 Lower Level Robar,,.. Using Stiff.Reduction Factor per ACI R.10.123 Fr:Rupture Modulus = 410.792 psi Bar Size # 5 Max%of pbalanced - 0.01355 Bar Spacing 4 in Max PulAg=f'c" = 0.060 Concrete Density - 150,0 pcf Width of Design Strip = 12.0 in One-Story Wall Dlmenslons r A Clear Height 34.0 ft B - 3 Parapet height = 1.0 ft - Wall Support Condition Top & Bottom Pinned _ __ Rcot Attacnmera �- �J I , _ - = l A rlm)r Atlachment Vertical.Loads Vertical Uniform Loads.. (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lt;Floor Live S:Snow W:Wlnd Ledger Load Eccentricity 6.750 in 2.6625 1,6125 6.1875 klft Concentric Load klft Vertical Concentrated Loads. {Applied to full"Strip Width") DL:Dead Lr:Root Live Lf:Floor--Jjv-Q S:Snow W:Wind Beam Load#1 Eccentricity 6.750 in 0.30 0.30 0,570 k Dist.from Base 17.0 It Lateral Loads Wind Loads: Seismic Loads: Full area WIND load psf Wall Weight Selsmlc Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.60 psf Fp 1.0 = 30.60 psf D Lr L E W Height (Applied to full"STRIP Width") Point Lateral Load 0,3050 0,2350 k 17.0 ft (Applied to full"STRIP Width') D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0,02760 klft 35.0 17.0 ft Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: - 480-774-1700 Project Descr: 480-774-1701 UVYVW ClS1Z Corn � Printed: 2 AUG 2018,12,15PM COgCP@t@ Slender Wall Foe=GaENGpR-1LCOD26-111B7gOC-tICALCilL-it18740C-1,EC8 Description: Wall Under Girder Point Load DESIGN SUMMARY _ Results reported for"Strip Width"of 12.0 in Governing Load Combination,,. Actual Values,,. Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6037 +1.20D+0.70S+E Max Mu 12.346 k-ft Phi*Mn 20.452 k-ft PASS Service Deflection Check Actual Defl,Ratio Ll 170 Allowable Defl.Ratio 150 +D+0.750S+0.5250E Max. Deflection 2,399 in PASS Axial Load Check Max Pu/Ag 100.898 psi Max.Allow,Defl. 2.720 in +1.20D+0.70S+E Location 17.567 It 0.06*fc 180.0 psi BASS Reinforcing Limit Check Controlling Aslbd 0.01250 As/bd= 0.0 rho bal 0.01355 Maximum Reactions... for Load Combination.,,, Top Horizontal E Only 0.7037 k Base Horizontal E Only 0.6723 k Vertical Reaction S Only 6,758 k Design Maximum Combinations=Mornents Results reported for"Strip Width"=12 In. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t i Mcr Mu Phi Phi Mn As As Ratio rho bat _--- -- --__- k _.-K g-r1 k-d -- k-ft in^2 +1.20D+1.60Lr at 32.87 to 34.00 0.000 17.280 4,38 3.25 0.90 20.66 0.930 0.0125 0.0135 +1.20D+1.60Lr+0,50W at 22,67 to 23,80 7.255 17.280 4,38 4.22 0.90 20.50 0.930 0.0125 0.0135 +1.20D+1.60S at 27.20 to 28.33 14,033 17.280 4.38 7,73 0.90 20.38 0.930 0.0125 0,0135 +1.20D+1.60S+0.50W at 21.53 to 22.67 14.712 17.280 4.38 10.38 0.90 20.37 0,930 0.0126 0.0135 +1.20D+0.50Lr+W at 18.13 to 19.27 6.025 17.280 4.38 6.02 0.90 20.52 0,930 0.0125 0.0135 +1.20D+0.50S+W at 19.27 to 20A0 8.177 17.280 4.38 7.49 0.90 20.48 0.930 0,0125 0.0135 +1,20D+0.70S+E at 17,00 to 18.13 9,686 17,280 4.38 12.35 0.90 20.45 0,930 0,0125 0.0135 +0,90D+W at 18.13 to 19.27 3,914 17.280 4.38 5.07 0,90 20.57 0.930 0.0125 0.0135 +0.90D+E at 17.00 to 18.13 4.016 17,280 4.38 8.50 0.90 20.56 0.930 0.0125 0,0135 Design Maximum Combinations--Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deftections Load Combination Pu Mcr Mactual I I gross I cracked I effective I Deflection Defl.Ratio _ k _ k-it k-ft W4 in^4 in14 in +D+0.60W at 17.00 to 18.13 4,462 4.38 3.30 512.00 200.06 384.000 0.566 720.4 +D+0,70E at 17.00 to 18.13 4.462 4,38 6.24 512.00 200.06 214.548 1.868 218A +D+0.750S+0.5250E at 17.00 to 18.13 9.103 4.38 7.42 512.00 207.61 207.610 2,399 170.1 +0.60D+0,60W at 17.00 to 18.13 2.677 4.38 2.92 512.00 197,14 384,000 0.487 837.8 +0.60D+0.70E at 17.00 to 18.13 2.677 4.38 5.61 512,00 197,14 236.572 1,574 259.2 +0.60W at 17.00 to 18,13 0,000 4.38 2.39 512.00 192.69 384.000 0,376 1,086.4 E Only*0,70 at 15.87 to 17.00 0,000 4.38 4.84 512.00 192.69 295.967 1.079 378.1 Reactions:-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 Ic 0.05 k 6,462 k Lr Only 0.0 k 0.03 k 1.912 Ic S Only 0.1 k 0.11 k 6.758 k W Only 0.2 K 0.50 k 0.000 k E Only 0.7 k 0.70 k 0,000 I; CARUSI?' T" RLEY SCIIDI ' Job Name C04 •Mu- structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. 1`�--1411 Sheet No. T:480 774-1700 ® F:480 774-1701 - www.ctsaz.com 6y MTPA Date L- -SA A�3' ; 77 , �: cl (. I t l o. rr , 1' rl��l�'�� Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Project ID: 480-774-1700 Project Descr: l 480-774-1701 www.ctsaLoonl Printed:29 JUN 2018,10:37AM C011CPEt6 Sl@I1d@I'"1Nal� File=G:1ENG_PR-kC082S-1118741G13CALCUL-111874SC-1.EC6 1-1c6onsee..: car Description Jamb 1 Code References Calculations per AC 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information _ rc:Concrete 28 day strength = 3.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy;Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Den Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1,90 in Minimum Vertical Steel% = 0.0020 �, :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 410.792 psi Bar Size # 5 Max%of pbalanced = 0.01355 Bar Spacing 4.0 in Max PulAg=f'c" = 0,060 Concrete Density - 160.0 pcf Width of Design Strip = 12.0 in One-Stgiy Wall Dimensions A Clear Height = 31.0 ft — B Parapet height = 4.0 ft B Wall Support Condition Top & Bottom Pinned A __ - rlOJ'i�lf;r.11R1tlril '... _V_eitical Loads Vertical Uniform Loads—,. (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 1.40 1,218 2.310 klft Concentric Load 4,860 kilt Wind Loads: Seismic Loads: Full area WIND load 77,30 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 85.70 psf Fp 1.0 = 86.70 psf (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0,02150 klft 35.0 31.0 ft Caruso Turley Scott,Inc. Project Title: 1215 W. Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 WWW.ClS2Z.COrn Printed:29 JUN 2018,1 0;37AM File=Gilf_NG_PR-1L00026•-1118741C-11CALCUL-1118741C-t.EC6 Concrete;Slender Wall Description: Jamb 1 DESIGN SUMMARY Results reported for"Strip Width"of 12,0 in Goveming Load Combination.. Actual Values, Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7268 +1.20D+0.70S+E Max Mu 14:985 k-ft Phi*Mn 20.619 k-ft PASS Service Deflection Check Actual Defl,Ratio U 160 Allowable Defl,Ratio 150 +D+0.70E Max.Deflection 2.479 in PASS Axial Load Check Max Pu/Ag 119.469 psi Max.Allow, Defl. 2.480 in +1.20D+0.70S+E Location 16.017 it 0.06*f'c 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01271 Aslbd= 0,0 rho bat 0,01355 Maximum Reactions... for Load Combination.... Top Horizontal E Only 1,693 k Base Horizontal E Only 1.306 k Vertical Reaction D Only 9.760 k '_besign,MaAr ium.Combinations-Moments` Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6" Load Combination Pu 0.06*fc*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft - k-ft k•ft. m"2 +1,20D+1.60Lr at 29.97 to 31,00 0,000 17,280 4,38 2.04 0,90 20.82 0.930 0.0127 0.0135 +1.20D+1,60Lr+0.50W at 15.50 to 16.53 11.801 17.280 4.38 7.61 0,90 20.61 0.930 0,0127 0.0135 +1.20D+1.60S at 29,97 to 31.00 0,000 17.280 4,38 3.02 0.90 20,82 0.930 0.0127 0,0135 +1.20D+1.60S+0,50W at 16.53 to 17.57 13,424 17.280 4,38 8.87 0,90 20.59 0,930 0.0127 0.0135 +1.20D+0,50Lr+W at 14,47 to 15.60 10.585 17,280 4.38 12.78 0.90 20,63 0.930 0.0127 0.0135 +1,20D+0.508+W at 16,50 to 16.53 11,007 17.280 4,38 13,21 0.90 20.63 0.930 0.0127 010135 +1.20D+0.708+E at 15.60 to 16,53 11,469 17,280 4.38 14,98 0.90 20,62 0,930 0.0127 0,0135 +0.90D+W at 14,47 to 15.50 7.482 17,280 4.38 11,33 0.90 20.68 0.930 0.0127 0,0135 +0,90D+E at 14.47 to 15.50 7.482 17,280 4,38 12.58 0,90 20.68 0.930 0.0127 0.0135 Design Maximum-Combinations-Deflections Results reported for"Strip Width"=12 in, Axial Load 1 Moment Values ' Stiffness I Deflections Load Combination Pu ! Mcr Mactual I gross I cracked I effective 1 Deflection Defl, Ratio It I k-It k-ft in"4 in'14 in"4 I III +D+0,60W at 15.50 to 16.53 8.210 4.36 7,03 512.00 198,32 198.324 1.875 198,4 +D+d.70E at 15.50 to 16.53 8.210 4.38 9.04 512,00 198,32 198.324 2.479 150,1 +0.60+0.60W at 14,47 to 15.50 4.988 4.38 6.27 512.00 193.26 208.266 1.665 223.4 +0,60D+0.70E at 14.47 to 15,50 4.988 4.38 8.12 512,00 193.26 193.264 2.258 164.7 +0.60W at 14.47 to 15,50 0.000 438 U6 512.00 185.29 242,594 1.359 273.8 E Only*0.70 at 14,47 to 15,50 0.000 4.38 6.96 512.00 185,29 186.047 1,964 189.4 Reactions-.Vertical&Horizontal Results reported for"Strip Width"=12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.02 k 9.760 k Lr Only 0,0 k 0.02 i< 1,218 k S Only 0.0 k 0.04 k 2.310 k W Only 1.2 k 1.62 k 0.000 k E Only 1.3 k 1.69 k 0,000 k , CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No, 100 774-1700 ® F:480 774-1701 www.ctsaz.com By M 0 Date is ITA M' r • L�15f, z5r ��c�i44� t•J_^^ J� �'_ �� 1�tt� r �r� �r(;: ��,��a1���. _ �!/ ,47 '� i.��.�; A 1t \ .Vt�,: Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project 1D: (` 480-774-1700 Project Descr: 480-774-1701 Printed:29 JUN 2018,11:57AM www.ctsaZ.com flIO=e,rENc-P o- a-1�coo2s-lttsza� ncnLcur.-1118741C-1.EC8 Concrete Slender Wall Description; Jamb 2 Code References Calculations per ACl 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information f'c:Concrete 28 day strength = 3 kst Wall Thickness 8,0 in Temp Diff across thickness = deg F Fy Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Deft Ratio = L! 0 Ec:Concrete Elastic Modulus = 3,122,0 ksi Rebar"d"distance 1.90 in Minimum Vertical Steel% = 0.0020 % :Lt Wt Conc Factor = 1.0 Lower Level Rebar... 5 Using Stiff,Reduction Factor per ACI R.10.12,3 Fr;Rupture Modulus = 410.792 psi Bar Size # Max%of p balanced 0.01355 Bar Spacing 8 In Max Pu/Ag=f'c* = 0.060 Concrete Density = 160.0 pcf Width of Design Strip = 12.0 in O"t4icr Wall Dimensions A Clear Height = 31.0 fl B Parapet height = 4,0 ft B Wall Support Condition Top & Bottom Pinned A C� — , Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead L.r:_Roof LN-e� Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 In 0.9150 0.80 1.510 kift Concenhic Load 2.250 loft lateral Loads - Wind Loads: Seismic Loads Full area WIND load 50.50 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Walt Lateral Load 56.0 psf Fp 1.0 = 56.0 psf (Applied to full"STRIP Width`) D Lr L E W Endpoints from Base top_ bottom Distributed Lateral Load 0.02150 klft !35.0 31.0 it Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: 480-774-1700 Protect Descr: 480-774-1701 WIMW.CtSi3Z.COm Printed:29 JLIN 2018,11:67AM Concrete Slender Wall Fite=G:1ENG_PR-11.00026-1118741C-11CALCUL-1116741C-1.EC6 Description: Jamb 2 DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values.. PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6916 +1.20D+0.70S+E Max Mu 9,509 k-ft Phi*Mn 13.749 k-ft PASS Service Deflection Check Actual Defl,Ratio U 166 Allowable Defl,Ratio 150 +D+0.70E Max.Deflection 2.238 in PASS Axial Load Check Max Pu IAg 74.948 psi Max.Allow.Defl. 2.480 in +1.20D+0.70S+E Location 16,017 ft 0.06*f'c 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.006352 Aslbd= 0,0 rho bat 0.01355 Maximum Reactions... for Load Combination.,,, Top Horizontal E Only 1.106 k Base Horizontal E Only 0.8536 k Vertical Reaction D Only 6.665 k Design Maximum Combinations-Moments' Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0,06*feb*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k ft k ft k-ft in"2 +1.20D+1.60Lr at 29.97 to 31.00 0.000 17.280 4.38 1.34 0.90 12.48 0.465 0.0064 0.0135 +1.20D+1.60Lr+0,50W at 16.53 to 17.57 7.294 17.280 4.38 3,95 0.90 13.77 0.465 0.0064 0,0135 +1.20D+1.60S at 29.97 to 31.00 0,000 17.280 4.38 1.98 0.90 12.48 0.465 0.0064 0.0135 +1.20D+1.60S+0.50W at 16.53 to 17.57 8,430 17.280 4,38 4.61 0.90 13.97 0.465 0.0064 0.0136 +1.20D+0,50Lr+W at 14.47 to 15.50 6.662 17.280 4.38 8.07 0,90 13.66 0.465 0.0064 0.0135 +1.20D+0.50S+W at 14.47 to 15,50 7.017 17.280 4.38 8.33 0.90 13.72 0,465 0.0064 0,0136 +1.200+0.70S+E at 15,50 to 16.53 7.195 17,280 4.38 9.51 0.90 13.75 0.465 0,0064 0.0135 +0,90D+W at 14.47 to 15.50 4.696 17,280 4,38 7.20 0.90 13.31 0.465 0.0064 0.0135 +0.90D+E at 14,47 to 15.50 4.696 17.280 4.38 8.04 0.90 13.31 0.465 0.0064 0,0135 Design Maxim m Combinations-Deflections Results reported for"Strip Width"=12 m. Axial Load I Moment Values I Stiffness Deflections Load Combination Pu I Mcr Mactual 1 I gross I cracked I effective I Deflection Defl. Ratio k k-n k-ft 111 in^4 Wit in^4 in +D+0,60W at 16,60 to 16.53 5.116 4.38 3.99 512.00 120.54 384,000 0,578 643.6 +D+0.70E at 15.50 to 16.53 5.115 4.38 5.75 512.00 120.54 162.582 2.238 166.2 +0.60D+0.60W at 14.47 to 15.50 3.131 4.38 3,78 512.00 116.56 384,000 0.545 682.5 +0.60D+0.70E at 14.47 to 15.50 3.131 4,38 5.17 512.00 116.56 196.394 1,841 202,1 +0.60W at 14.47 to 15.50 0.000 4.38 3.49 512.00 110.21 384.000 0.499 745.4 E Only*0.70 at 14.47 to 15.50 0.000 4.38 4.55 512.00 110,21 304.781 0.976 381.1 ..'React4cns=Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only _ 0.0 k 0.02 k 6.665 k Lr Only 0.0 k 0.01 k 0.800 1< S Only 0.0 k 0.03 k 1.510 k W Only 0.8 k 1.09 k 0.000 k E Only 0.9 Ic 1.11 k 0,000 k CARUSO TURL Y SCCPTT Job Name structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 �.l Job No. Sheet No. T:480 774-1700 ® F:480 774-1701 ( 7 l L www.ctsaz.com B 04vM Dote 1`� p l , Yd .�1,1 �0 �+' Bc,�(.'�jr. 1 I��'�'(-,��. �1�„��'�` �Y if-•� ` //y•� j�(,"`-'(:i /�V�J I .:�'.�.i, J- � ..t- I.�.n.l. 1 e�••I�V� ', .. n g, + Y�r✓r?hum �ll�Ctclk.- ���I'.i(,• LC�i I,' G^1C�:� �a(.!���• "' �i t �<<`.'t9 `,.!„' 4.t`i'.���� )�� �_ ,ifr.1� � 5 T �i5�. t /�0��� I.�I : C?•fi.. rhi f it 1Jt r��I '1 �. ,-7j 40,.;Xi, r rc t,� `� C t:F i'��IC �t� - = Re=LIEN(3_PR--11.00028-1118741C-11CAI.CUL-1118741C-1:EC8 Concrete::Slender-Wall - Description; Jamb 3 Coble References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 Gonera[Information fe Concrete 28 day strength = 4.0 ksi Wall Thickness 8.0 in Ternp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio W L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d'distance 1.90 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar.... Using Stiff.Reduction Factor per ACI R,10.12.3 Fr:Rupture Modulus = 474.342 psi Bar Size # 5 Max%of p balanced = 0.01806 Bar Spacing 3.0 in Max Pu/Ag=f'c. = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One-.Story Wall D.Imensions A Clear Height = 28.0 it - B Parapet height = 1.0 it B Wall Support Condition Top& Bottom Pinned A _ r=1a-at,lttarrmQr Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Ll Floor Live S:Snow W:Wind Ledgerl-oad Eccentricity 6750In 1.540 1,340 2.540 kfft Concentric Load 5.60 klft Vertical Concentrated Loads— (Applied to full"Strip Width") DL:Dead Lr:Roof Live Lf:Flog Live S:Snow W:Wind Beam Load#1 Eccentricity 6.750 in 0.6150 0.6150 1.170 k Dist,from Base 17.0 it Lateral Loads Wind Loads: Seismic Loads: Full area WIND load psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 94.20 psi Fp 1'0 = 94.20 psi D Lr L E W Height (Applied to full"STRIP Width") Point Lateral Load 0.4750 k 17.0 ft q, l Concrete Slender Wall File=clENc_pR-1 .Coots-1118741C-1lCALCUL-i%i8741Ga.eC6 Description: Jamb 3 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values.,. Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6099 +1.20D+0,70S+E Max Mu 16,891 k-ft Phi*Mn 27.693 k-ft PASS Service Deflection Check Actual Defl.Ratio IJ 179 Allowable Defl,Ratio 150 +D+0.70E Max.Deflection 1,872 in PASS Axial Load Check Max Pu 1 Ag 141.579 psi Max.Allow.Defl. 2.240 in +1.20D+0.70S+E Location 15.40 ft 0,06*f c 240.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0,01694 Aslbtl= 0,0 rho bal 0.01806 Maximum Reactions for-Load Combination,.,. Top Horizontal E Only 1,703 k Base Horizontal E Only 1.504 k Vertical Reaction D Only 10.656 k Design Maximum Combinations-Moments Results reported for"strip Width"= 2 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal _ k k k-ft -ft k-ft inA2 +1.20D+1.60Lr at 27.07 to 28.00 0.000 23.040 5.06 2.25 0.90 27.93 1.240 0,0169 0,0181 +1.20D+1,60S at 27,07 to 28.00 H00 23.040 5.06 3.33 0.90 27.93 1.240 0,0169 0.0181 +120D+0.50Lr at 27.07 to 28,00 0,000 23,040 5.06 1.42 0.90 27,93 1.240 0.0169 0,0181 +120D+0,50S at 27,07 to 28.00 0.000 23.040 5.06 1.75 0.90 27.93 1.240 0,0169 0,0181 +1.20D+0.70S+E at 14.93 to 15.87 13.592 23.040 5.06 16.89 0.90 27.69 1.240 0.0169 0,0181 +0.90D at 27,07 to 28,00 0.000 23040 5.06 0.78 0.90 27,93 1,240 0.0169 0,0181 +0,90D+E at 14,93 to 15.87 8,246 23.040 5.06 14.38 0,90 27.77 1.240 0.0169 0.0181 Design Maximum Combinations•Deflections _ Results reported for"strip Width"=12 in. Axial Load Moment Values Stiffness { Deflections Load Combination Pu Mcr Mactual I gross 1 cracked I effective I Deflection Deft,Ratio k k-ft k-ft inA4 iO4 inA4 in D Only at 14.00 to 14.93 9.255 5.06 0.68 512.00 240.59 384.000 0,074 4,519.5 +D+0.70E at 14.00 to 14.93 9.255 5.06 10.34 512.00 240.59 240.587 1.872 119.5 +0,60D at 14.00 to 14.93 5,553 5.06 0.39 512.00 235.40 364.000 0,043 7,812.3 +0.60D+0.70E at %00 to 14.93 5,553 5.06 9.47 512.00 235,40 235.401 1,740 193.1 E Only*0.70 a1 14.00 to 14.93 0.000 5.06 8.32 512.00 227.52 227,522 1.563 214.9 Reactions'-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.04 k 10.655 k Lr Only 0.0 k 0.04 k 1,955 k S Only 0.1 1< 0,07 k 3.710 k E Only 1,5 k 1.70 k 0.000 k CA USO TURLEY SCOTT Job Name _-- structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. Sheet No. �I T:480 774-1700 ® F:480 774-1701 www.ctsaz.com By Date o `" tleoy ii lL � �- 1• l 71 Is ��=��. � (����tip /�S�j�L./r7'�rl�y� <(•^1� 'Ar3t w 5 Ill �{ oG AC4 V' WO"S T AV.15. Pig G" %.� Yi►Gv rjr 1 q , �, ' Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: . 480-774-1701 www clsm-corn Printed: 2 JUL 2018, 9;56AM Concrete Slender all He-G:1ENG_PR-11-CW28-1U8141C-11CAt.CUL-1118141C-LECB Description Jamb 4 ..'Code References - Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information _ — f c:Concrete 28 day strength = 3 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane DO Ratio = L 1 0 Ec;Concrete Elastic Modulus = 3,122,0 ksi Rebar V'distance 1.90 in Minimum Vertical Steel% = 0,0020 �. :Lt Wt Conc Factor = 1.0 Lower Level Rebar, Using Stiff.Reduction Factor per ACI R.10,12.3 Fr:Rupture Modulus = 410.792 psi Bar Size # 5 Max%of pbalanced = 0,01355 Bar Spacing 4 In Max PulAg=fc' - 0.060 Concrete Density = 160.0 pcf Width of Design Strip = 12,0 in One Story Wall Dimensions A Clear Heighl - 28 ft B � -� �� >� B Parapet height - 4.0 ft Wall Support Condition Top & Bottom Pinned _ _ RoerAit chmsnl Floor/'itlr3rhme�! � _ Vertical-Loads _ Vertical Uniform Loads.. {Applied per foot of Strip Width) DL:Dead Lr;Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 0,750 In 1.785 1.553 2.945 klft Concentric Load 6,942 k!h Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 98.50 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 109.20 psf FP 1.0 = 109,20 psf (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.02150 k/ft 35.0 31.0 ft ` Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 Printed: 2 JUL 20'18, 9:55AM www.ctsaz.com Concrete Slender Wall Fiie=c:Uc_en-1\:.coo2c-1%1s7atc-t+caLcuL-nts74Ic-r.Ecs Description: Jamb 4 DESIf3N:SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values., Allowable Values. PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7729 +1.20D+0.70S+E Max Mu 15.905 Wt Phi*Mn 20.579 k-ft PASS Service Deflection Check Actual Deft.Ratio U 160 Allowable Defl,Ratio 150 +D+0.70E Max,Deflection 2.098 in PASS Axial Load Check Max Pu 1 Ag 153.062 psi Max,Allow.Defl, 2.240 in +1.20D+0.70S+E Location 14.467 ft 0.06*f'c 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01271 Aslbd= 0.0 rho bal 0.01355 Maximum Reactions. ., for Load Combination.... Top Horizontal E Only 1.997 k Base Horizontal E Only 1.498 k Vertical Reaction D Only 11,927 k Dgsign Mazimlam Combinations MomentS Results reported for"Strip Width' = n. Axial Load Moment Values 0.6" Load Combination Pu 0.06*fc*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft Ic-ft inA2 +1.20D+1,60Lr at 27.07 to 28,00 0.000 17.260 4.38 2.60 0.90 20.82 0.930 0.0127 0.0135 +1.20D+1.60Lr+0.50W at 14.00 to 14.93 15.117 17.280 4.38 8.21 0.90 20.57 0.930 0.0127 0.0135 +1.20D+1.60S at 27.07 to 28.00 0.000 17.280 4.38 3.86 0.90 20.82 0.930 0.0127 0.0135 +1.20D+1.60S+0.50W at 14.93 to 15.87 17.232 17,280 4.38 9.72 0.90 20.55 0.930 0.0127 0.0135 +1.20D+0.50Lr+W at 14.00 to 14.93 13.409 17.280 4.38 13.30 0.90 20.59 0.930 0.0127 0,0135 +1,20D+0,50S+W at 14.00 to 14.93 14.105 17.280 4.38 13.81 0.90 20.59 0330 0.0127 0.0135 +1.20D+0.70S+E at 14.00 to 14.93 14,694 17.280 4.38 15.90 0.90 20.58 0.930 0.0127 0.0135 +0.90D+W at 13.07 to 14.00 9.558 17.280 4.38 11.71 0.90 20.65 0.930 0.0127 0.0135 +0.90D+E at 13.07 to 14.00 9,558 17,280 4.38 13.16 0.90 20.65 0,930 0,0127 0,0135 Des II gn Maximum Combinatlons•Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness ! Deflections Load Combination Pu I Mcr Mactual I gross I cracked I effective I Deflection Defl, Ratio Ic k-fi k-ft I inA4 inA4 inA4 in +D+0.60W at 14.00 to 14.93 10.527 4.38 7.32 612.00 201.89 201,892 1.573 213.6 +D+0.70E at 14.00 to 14.93 10.527 4.38 9.51 512.00 201.89 201.892 21098 160.2 +0.60D+0.60W at 13.07 to 14.00 6.372 4,38 6.47 512.00 195.45 204,502 1.391 241.6 +0.60D+0.70E at 13.07 to 14.00 6,372 4.38 8.47 512.00 195.45 195A54 1,903 176.5 +0.60W at 13.07 to 14.00 0,000 4.38 5.45 512.00 185.29 236.597 1.138 295.3 E Only'0,70 at 13.07 to 14.00 0.000 4.38 7,18 512.00 186.29 185.295 1.655 203.0 Reactions-Vertical&Horizontal - Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.04 k 11.927 k Lr Only 0.0 k 0.03 k 1.553 k S Only 0.1 k 0.06 k 1945 k W Only 1.3 k 1.90 1c 0.000 k E Only 1.5 1( 2.00 k 0.000 k CAR SO TU L Y SCOTT Job NametlQlm- structural engineers �r 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85781 Job No � . T: Sheet No �. 480 774-1700 • F:480 774-1701 . f'�-rl1� . ��Z 11 www.ctsaz.cam By MI TM Date r Uf t l n � ��Li\14JC:./ 1�--�u /yl.-� � !J J/ �,.Al 201 �`:^� Via . 711f7— . /��/�) d 6+'11�I/fir I(r"li)-Mows �. Al j: Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: ��,9-1= 480-774-1700 Project Descr: 480-774-1701 WW1'J.CISdLCOm Printed: 2 JUL 2018, 9;55AM Concrete Slender Wall - File=QdENG-PR-1LC0026-1116741C-11CALCUL-1\i8T41Cr1EC6 Description', Jamb 5 Code References — Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information f'c:Concrete 28 day strength = 4.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy;Rebar Yield = 60.0 ksi Rebar at each face Min Allow Oul-of-Plane DefI Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.880 in Minimum Vertical Steel% = 0.0020 a. :Lt Wt Conc Factor = 1.0 Lower Level Rebar. Using Stiff,Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 474,342 psi Bar Size # 5 Max%of p balanced = 0.01806 Bar Spacing 3 in Max PulAg=f'c* = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One=Story Wall Dimensions —�—-- A Clear Height = 28.0 ft . B Parapet height = 4.0 ft - Wall Support Condition Top & Bottom Pinned �o_rrn�nrwnt l 1. L ON A L ��.ro.,_— 71 " Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S;Snow W;Wind Ledger Load Eccentricity 6.750 in 2.10 1.827 3.465 klft Concentric Load 9.10 klft _Lateral Loads - — Wind Loads: Seismic Loads; Full area WIND load 116.0 psf Walt Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 129.0 psi Fp 1.0 = 129.0 psf (Applied to full"STRIP Width") D Lr L E W Endpoints from Base _ _ top bottom Distributed Lateral Load 0.02150 klft 35.0 31.0 ft Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480 774 1700 Project Descr: 480-774-1701 www,ctsnz,com Printed; 2 JUL 2018, 9:SSAM COnCfete Slender Wall Fib=G:1ENG_PR-1t_CQD26-111874fG41CALCUL-1118741C-1,EC6 �.� Description: Jamb 5 DESIGN SUMMARY Results reported for"Strip Width" o€12.0 in _ Governing Load Combination.,. Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6810 +1,20D+0.70S+E Max Mu 18.789 k-ft Phi*Mn 27.591 k-ft PASS Service Deflection Check Actual Dell.Ratio LJ 165 Allowable Deft.Ratio 150 +D+0.70E Max.Deflection 2.031 in PASS Axial Load Check Max Pu I Ag 187.766 psi Max.Allow,Defl, 2.240 in +1.20D+0.70S+E Location 14.467 ft 0.06"f'c 240.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01689 Aslbd= 0.0 rho bal 0.01806 Maximum Reactions,,. for Load Combination.... Top Horizontal E Only 2.359 k Base Horizontal E Only 1.769 k Vertical Reaction D Only 14.40 k Design Maximum Combinations--Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft kdi k-ft in"2 +1.20D+1.60Lr ai 27,07 to 28.00 0,000 23.040 5.06 3.06 0.90 27.89 1.240 0.G 1109 v.01 +1.20D+1,60Lr+0.50W at 14.93 to 15,87 18,411 23.040 5.06 9.72 0.90 27,59 1.240 0.0169 0.0181 +1.20D+1.60S at 27.07 to 28.00 0,000 23.040 5.06 4.54 0.90 27.89 1.240 0.0169 0.0181 +1.20D+1.60S+0,50W at 14,93 to 15.87 21,032 23,040 5.06 11,51 0.90 27.56 1.240 0.0169 0.0181 +1,20D+0.50Lr+W at 14.00 to 14.93 16.513 23.040 5.06 15,72 0,90 27.61 1,240 0.0169 0.0181 +1.20D+0.50S+W at 14,00 to 14.93 17.333 23.040 5,06 16.32 0.90 27.60 1.240 0.0169 0,0181 +1.20D+0,70S+E at 14,00 to 14.93 18.026 23,040 5.06 16.79 0.90 27.59 1,240 0.0169 0.0181 +0.90D+W at 13.07 to 14.00 11.784 23,040 5.06 13.81 0.90 27.67 1.240 0.0169 0.0181 +0,901)+E at 13.07 to 14.00 11,784 23.040 5.06 15.53 0.90 27.67 1.240 0.0169 0.0181 -_g Desi n Maximum Combinations-.Deflections Results reported for"Strip Width'=12 in. Axial Load I Moment Values Stiffness Deflections Load Combination Pu I Mcr Mactual I gross I cracked I effective ( Defleotion Defl. Ratio I( t k-•ft k-ft I in14 W4 in14 In +D+0,60W at 14,00 to 14.93 13.000 5.06 8.69 512:00 247.84 247.843 1.546 217.4 +D+0.70E at 14,00 to 14.93 13.000 5.06 11.26 512.00 247.84 247,843 2.031 165.5 +0.60W at 13.07 to 14.00 0,000 5.06 6.44 512.00 229.41 261.173 1.134 296.2 E Only*0.70 at 13,07 to 14,00 0,000 5.06 8.48 512,00 229.41 229.415 1.606 209.2 Reactions•Vertical&Hbrizontal Results reported for"Strip Width"=12 in, Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.04 k 14,400 k Lr Only 0.0 k 0.04 1( 1.827 k S Only 0.1 k 0.07 I< 3.465 k W Only 1.6 1( 2.22 k 0.000 k E Only 1,8 k 2.36 k 0.000 k CARUSO TURLEY SCII`._yI7T Job Name (f2— structural engineers 1215 W. Rio Salado Parkway, Suiie 200 Tempe,Arizona 85281 Job No. IT) 2tl t Sheet No. 41j(n 1480 774-1700 • F:480 774-1701 www.ctsaz.com By Date f ���+• ��.� /'A' v y4/ju,. ) L yQ)�I`,•Y4;{% t1d/!- i q90 IC till P toy ►� , ( l r U5tj I0 W4 A tic.G. f;AAA 1.-06(- Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: '� 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed, 3 AUG 2018, 7:43AM Concrete i n d e r.W f Fne=GIENG_PR-t�eoozs-ItIB74oe-IIcAI UL-1%187aoc-11.Xcs 1.111: Description Jamb 6 Code,References - - CalcUlations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General information fc:Concrete 28 day strength = 4 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio L! 150 Ec:Concrete Elastic Modulus 3,122.0 ksi Rebar"d"distance 1.90 in Minimum Vertical Steel% = 0,0020 Ll Wt Coro Factor = 1.0 Lower Level Rebar... Using Stiff,Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus _ 474.342 psl Bar Size # 5 Max%of p balanced - 0.01806 Bar Spacing 3 In Max PulAg=f'c. = 0.060 Concrete Density - 150.0 pcf Width of Design Strip = 12.0 in One-Story Wal] Dimensions _ A Clear Height - 28.0 ft B Parapet height = 1.0 ft 3 Wall Support Condition Top& Bottom Pinned _- f RaorAuachmenr _ -s'`��� - Ffa�r�tla�hntonl Vertical Loads' Vertical Uniform Loads_ (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger I nad Eccentricity 6,750 in 3,99 2.415 9.27 kilt Concentric Load 3.20 kift Vortical Concentrated Loads.— (Applied to full"Strip Wift") DL:Dead r:Root Live Lf:Floor Live S:Snow W:Wind Beam Load#1 Eccentricity 6.750 in 0.6570 0.6570 1.248 k Dist,from Base 17.0 It _ Lateral Loads Wind Loads: Seismic Loads: Full area WIND load psf Wail Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 67.0 psf Fp 1.0 = 67.0 psf D Lr L E W Height (Applied to full"STRIP Width") Point Lateral Load 0.6680 k 17.0 ft Caruso Turley Scott, Inc. Project Title: 1215 W. Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 1 `� 480-774-1700 Project Descr: 480-774-1701 Printed: 3 AUG 2018, 7:43AM www.ctsaz.co Concrete Slender WallFile=G.*NG_PR-1LC0026-t118740C-11CALCUl-1\18740C-1.EC6; Description Jamb 6 DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in Governing Load Combination. , Actual Values. Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7162 +1.20D+0.70S+E Max Mu 19.792 k-tt Phi*Mn 27.633 k-ft PASS Service Defloction Check Actual Defl.Ratio U 156 Allowable Defl,Ratio 150 +D+0.750S+0.5250E Max.Deflection 2.148 in BASS Axial Load Check Max Pu 1 Ag 192.378 psi Max,Allow.Defl, 2.240 in +1.20 D+0.70S+E Location 15.40 It 0.06*fc 240.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01694 Aslbd= 0.0 rho bal 0.01806 Maximum Reactions. for Load Combination.... Top Horizontal E Only 1.412 k Base Horizontal E Only 1.199 k Vertical Reaction D Only 10.747 k ' 'Design Maximum Cambinatians--Moments Results reported for"Strip Width"=12 In. Axial Load t Moment Values 0.6 Load Combination Pu 0.06*f c*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k-_ k 1_--- _ !c-H 102 +1,20D+1.60Lr at 27.07 to 28.00 0,000 23,040 5.06 4.87 0.90 27.93 1,240 0,0169 0.0181 +1,20D+1.60S at 23,33 to 24,27 24.144 23.040 5.06 11.50 0.90 27.58 1,240 0.0169 0.0181 +1.20D+0.50Lr at 27.07 to 28.00 0.000 23.040 5.06 3,37 0,90 27.93 1,240 0,0169 0,0181 +1.20D+0.50S at 27.07 to 28.00 0,000 23.040 5.06 5.30 0.90 27,93 1.240 0.0169 0.0181 +1,20D+9.70S+E at 14.93 to 15.87 18.468 23.040 5.06 19.79 0.90 27.63 1.240 0.0169 0,0181 +0.901) at 27.07 to 28.00 0.000 23.040 5.06 2.02 0.90 27.93 1.240 0.0169 0.0181 +0.90D+E at 14.93 to 15.87 8.329 23.040 6.06 13.50 0,90 27.77 1.240 0,0169 0,0181 Design Maxinium'Combinations Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu j Mcr Mactual I I gross I cracked I effective Deflection Defl. Ratio _ lc I k-ft k-ft W4 In^4 inA4 i in +D+9:70E at 14.00 to 14.93 9.347 5,06 9,93 512.00 240.73 240.731 1.800 186.7 +0+0.750S+0.5250E at 14.00 to 14.93 17,235 5.06 11.99 512.00 251,51 251.506 2,148 156A +0.60D+0.70E at 14.00 to 14.93 5,608 5.06 8,75 512.00 235.51 235.508 1.590 211.3 E Only*0.70 at 14.00 to 14.93 0.000 5.06 7.23 512.00 227,52 234,399 1.302 258.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0:1 k •- .._ ----- - 0.09 k 10.747 k Lr Only 0.1 Ic 0.06 Ic 3.072 Ic S Only 0.2 k 0.21 k 10.518 is E Only 1:2 is 1.41 Ic 0.000 k CA US = TURLEY SC®TT Job Name structural engineers 1215 W.Rio Salado Parkway, Suiie 200 Tempe, Arizona 85281 Job No. 7+ f Sheet No. } T:480 774-1700 • F:480 774-1701 -- www.cisaz.com By Date � . ,�c r�+.(' ��o ( ���Z��Y-l tars-s�> `: �IZy {��� p�_ �.�2���I�= -, �Z•�i . IF Tor /�'+'- f�`�<�C to l f 4:(A)I 1-�I. 719,00 .cv, {- oid 1b�2. Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Protect ID: 480-774-1700 Project Deser: 480-774-1701 www.ctsa2.Comi Printed:25 JUL 2018,10:20AM Nl Ssgnry Slender Wall FIIe=G1ENG-PR-1LCQo26-1118741C-11CALCUL-1118741C-1.EC6 +.000. . tt Description: Exterior Brick Wall Code.References Calculations per ACI 530-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General lntormation calculations per ACI 530-08,IBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F rn = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness - deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture - 61.0 psi Rebar"d"distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=fm x - 900.0 Lower Level Rebar.. . Max%of p bal. = 0,1033 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 48 in Block Weight Normal Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only One=Story.Wal! Dimensions - OW A Clear Height = 16.0 ft B Parapet height = ft 8 �� Wall Support Condition Top & Bottom Pinned _-_ RooPt�ttact,ment z A - Vert1dalloads - - -- Vertical Uniform Loads.. (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity In 0.4250 0.4250 0.2340 kfff Concentric Load klft Lateral Loads- - - -- -- -- Wind Loads: Seismic Loads: Full area WIND load 27.60 psf Wall Weight Seismic Load Input Method; Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.6 psf Fp 1.0 = 30,60 psf 1 . , Caruso Turley Scott,Inc. Project Title: 1216 W. Rio Salado Pkwy.9200 Engineer: Tempe,AZ85301 Project ID: I � 480-774-1700 Project Descr: 480-774-1701 Printed:25 JUL 2018,10:2DAM www.ctsaz.com Wall File=G:IE4G_PR-1L00026-�t118741C-11GALCUL-11t8741C-1.[C6 masonry Sender YY-a Description: Exterior Brick Wall DESIGN SUMMARY = Results reported for"Strip Width" of 12.0 in _ Governing Load Combination. ,. Actual Values,., Allowable Values... PASS Moment Capacity Check Maximum Bendina Stress Ratio = 0.6939 +0.90D+E Max Mu 1.042 k-ft Phi*Mn 1.502 k-ft PASS Service Deflection Check Actual Defl,Ratio U 361 Allowable Defl,Ratio 160 +D+0.70E Max.Deflection 0.53,13 In PASS Axial Load Check Max Pu f Ag 22.409 psi Max,Allow,Defl. 1.280 in +1.2DD+0.70S+E Location 7.733 It 0.2*f'm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.001667 Aslbd 0,1033 rho bal 0.1034 Maximum Reactions,.. for Load Combination..., Top Horizontal E Only 0.2448 k Base Horizontal E Only 0.2448 k Vertical Reaction D Only 1.305 k De66n.Meximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6' Load Combination Pu 0.2*fm*b"t I Mcr Mu Phi Phi Mn As As Ratio rho bal k „k_ft W1 k-ft W2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 u.000 0,0000 0,0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0,0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W at 7.47 to 8.00 1.753 16.560 0.44 0.45 0.90 1.75 0.078 0.0017 0.1028 0.000 01000 0.00 0.00 0.00 0.00 01000 0.0000 0,0000 +1,20D+1,60S+0.50W at 7,47 to 8.00 1.448 16,560 0.44 0.45 0.90 1.67 0,078 0.0017 0.1029 +1.20D+0.50Lr+W at 7,47 to 8,00 1.286 16.560 0.44 0.97 0,90 1.63 0.078 0.0017 0.1030 +1.20D+0.50S+W at 7.47 to 8.00 1,190 16,560 0,44 0,96 0.90 1.61 0.078 0.0017 0.1030 +120D+0.708+E at 7.47 to 8.00 1.237 16.560 0.44 1.08 0.90 1.62 0,078 0,0017 0,1030 +0,90D+W at 7.47 to 8.00 0.806 16.560 0.44 0.94 0.90 1.51 0,078 D,0017 0,1031 +0.90D+E at 7.47 to 8.00 0.805 16.560 0.44 1.04 0.90 1.51 0.078 0.0017 0.1031 Ns!gr:MaXimum:Combinations-Deflect'ions Results reported for"Strip Width"=12 in. Axial Load Moment Values I Stiffness I Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective l Deflection Defl, Ratio _ _k k•ft k_-fi in44 in^4 inA4 1111 in +D+0.60W at 8.00 to 8.53 0.865 044 0.54 331.10 20.31 25.970 0,187 1,026.9 +D+0.70E at 8.00 to 8.53 0.865 044 0.72 331,10 20.31 21.818 0.531 361A Reactions-Vertical&HorizontalResults reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 1.305 k W Only 0.2 k 0.22 k 0,000 k E Only 0.2 k 0.24 k 0.000 k 1 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: Ll .- 480-774-1700 Protect Descr: �' 480-774-1701 www.olsaz.com Printed:25 JUL 2018.10:21AM Masgnry Slender Wall Foe=c:*N(cLPR-i�coo26-lt1874tc-1�CALcuL-1\18zatc-i.Ecs 1.111: . Description: Masonry Jamb Design to References Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Calculations per ACI 530-08, IBC 2009,C5C 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 61.0 psi RebarV distance 2.813 in Minimum Vertical Steel% = 0.0020 Em=fin' = 900.0 Lower Level Rebar... Max%of P bal. = 0.007214 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 8 In Block Weight Normal Weight Wall Weight — 84.0 psf Wall is grouted at rebar cells only `One 3toty Wall DtmenaiansV _ A Clear Height = 16.0 It B Parapet height = ft B Y � l Wall Support Condition Top & Bottom Pinned _ A _ - I I 'ierticai'Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W;Wind Ledger Load Eccentricity 4.0 in 0.2450 klft Concentric Load kfft Vgrtical Concentrated-Loads.-.. (Applied to full"Strip Width") DL;Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Beam Load#1 Eccentricity in 1.673 1.062 0.8080 k Dist.from Base 10.0 it Lateral.Loads' - Wind Loads: Seismic Loads: Full area WIND load 96.60 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf Fp 1.0 0.0 psf Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: 7 480-774-1700 Project Descr: J 480-774-1701 WWW.Ct$BZ,Com Printed:25 JUL 2018,10:21 AM - - Flle-G;1ENG3R-1LC0028-ibB741G11CALCUL-1118741C-1.EC8 Masonry Slender WallMWA-77111,13MM MOM = Description: Masonry Jamb Deslgn _DESIGN SUMhi_ARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values.., Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3813 +1.20D+0.50S+W Max Mu 3.303 k-ft Phi*Mn 8.662 k-ft PASS Service Deflection Check Actual Defl,Ratio U 395 Allowable Defl,Ratio 150 +D+0,60W Max.Deflection 0.4858 in PASS Axial Load Check Max Pu/Ag 40.490 psi Max.Allow,Defl. 1.280 in +1.20D+0.5OLr+W Location 7.733 ft 0.2*f'm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0,008053 Aslbtl007214 rho bat 0.008743 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.7728 k Base Horizontal W Only 0.7728 k Vertical Reaction D Only 3.262 k Design Maximum Combinations MomEntS Results reported for"Strip Width"=12 in. Axial Load 1 Moment Values 0.6 Load Combination Pu 0.2*f m"b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ff k_ff inA2_ - _ +1,40D at 15,47 to 16.00 0,406 27.360 0.59 0.11 0,90 8.22 0.465 0.0081 0.0073 +1.20D+0,50Lr at 15,47 to 16.00 0,348 27,360 0.59 0.10 0.90 821 0.465 0,0081 0.0072 +1.20D+0.50S at 15.47 to 16.00 0.348 27.360 0.59 0.10 0,90 8.21 0.465 0.0081 0.0072 +1.20D+1.60Lr at 15.47 to 16.00 0.348 27.360 0.59 0,10 0.90 8.21 0.465 0.0081 0,0072 +1,20D+1,60Lr+0.50W at 7.47 to 8.00 4.861 27,360 0,59 1.68 0.90 8.83 0.465 0,0081 0,0085 +1.20D+1.605 at 15.47 to 16,00 0,348 27,360 0.59 0.10 0,90 8.21 0,465 0,0081 0.0072 +1.20D+1.60S+0,50W at 7.47 to 8.00 4,455 27,360 0.69 1.68 0.90 8.79 0.465 0.0081 0.0084 +1,20D+0.50Lr+W at 7.47 to 8.00 3.693 27,360 0.59 3.31 0.90 6.68 0.465 0.0081 0.0082 +1,20D+0.50S+W at 7.47 to 8.00 3.566 27,360 0.59 3.30 0.90 8.66 0.465 0,0081 0.0082 +1,20D+0.70S+E at 15,47 to 16.00 0,348 27.360 0.59 0.10 0,90 8,21 0.465 0.0081 0.0072 +0.90D+W at 7.47 to 8.00 2.371 27.360 0.59 3.24 0.90 8.50 0.465 0.0081 0.0078 +0.90D+E at 15.47 to 16.00 0.261 27.360 0.59 0,07 0.90 8.20 0,465 0.0081 0.0072 Design Maximum Combinations-Deflections - Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k I<-ft k-ft lrA4 inA4 InA4 in +D+0.60W at 8.00 to 8.53 2.590 0,59 1.96 443.30 117.06 117,634 0.486 395.2 Reactions•Vertical$Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k 3,262 k Lr Only 0.0 k 0.00 k 1.062 k S Only 0.0 k 0.00 I< 0.808 I< W Only 0.8 I< 0,77 k 0.000 k E Only 0.0 k 0.00 k 0.000 k CARUSO TURLEY SC TT Job Name structural engineers _. 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. q"6v-1 T;480 774-1700 • F;480 774-1701 www.cisaz.com By Date AM. (A)6(A L: trv /I��:} OD Vol fill Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 Printed:25 JUL 2018,10:22AM www.ctsaz.com file=G:1ENG_PR-iLC0026-1118741C-1\CAI_CUL-tU 874tC'1.EC8 Masonry Sealln ,:o Description: ML1 Code References Calculations per ACI 530-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information f m 1,500.0 pel Clear Span 10.0 it Rebar Size 5 Fs 24,000.0 psi Beam Depth 2.670 ft #Bars E/F 1 Em=f'm" 750.0 Thickness 8 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Normal Wt Equiv.Solid Thick 7,60 in #Bar Sets 1 Lateral Wind Load 110.40 psf Wall Weight 84.0 psf Bar Spacing 5.0 in Beam is Fully Braced? Yes E 1,125.0 ksi Lateral Wall Weight Seismic Factor 0.330 n 25.778 Calculate vertical beam weight 7 No Ld#1:D(0.67_ 01 U0.4_250)S(0.3230 j Uniform Loads Stara X End X Dead Load L:Floor Live Lr Roof Live S:Snow W:Wind E larthquake #1 ft 10.0 ft 0.670 0,4250 0.3230 k/ft #2 tt ft klft #3 ft ft klft #4 ft ft klft DESIGN SUMMARY r Maximum Stress Ratios... al Lateral SRSS Combination Maximum Moment actual Allowable k-ft fb1Fb 0.4952 0.6147 0.7894 : 1,00 Vertical Loads 15,387 k-ft 31.072 k-ft for Load Combination: +D+0.750L+0.750S fvlFv 0.7433 0,1129 0.7518 :1.00 Lateral Loads 2.210k-ft 3.595 for Load Combination: +D+0.60W Maximum Shear Achral Allowable Vertical Loads 28.788 psi 38.730 psi for Load Combination: +D+0.750L+0.7508 Minimum Mn=1.3 Fcr*S = 14.133 k-ft Lateral Loads 4.372 psi 38,730 psi for Load Combination: +D+0,60W Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.620 inA2 As 0.310 in^2 rho 0.00290 rho 0.001533 np 0,07475 p 0.03951 k:((np)^2+2np)^.5-np 0.3191 k:(np^2+2np)^.5-np 0,2444 j=1-k/3 0,8936 j=1 -kl3 0,9185 Mamas=Fb k j b d12/2 35,256 k-ft M:mas=Fb k J b d"212 5.910 k-ft M:Stl=Fs As j d 31.072 k-ft M:Stl=Fs As j d 3,595 k-fl Caruso Turley Scott,Inc, Project Title: 1215 W,Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: � 480-774-1700 Project Descr: . 480-774-1701 www.ctsaz.com Printed:25 JUL 2018,10:22AM Masonry Beam File=G1ENG_PR-l\C002o-1\18741G1\CALCUL-i\18741C-1,EC8 r:rr0. ' ` Description: MI-1 Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft Wt psi psi k-ft k-ft psi psl D Only 8.37 31,07 15.67 38,73 0.00 3.59 0.00 38.73 +D+L 13.69 31.07 26.61 38,73 0.00 3.59 0,00 38.73 +D+S 12.41 31.07 23.22 38.73 0.00 3.59 0.00 38.73 +D+0.750L 12.36 31.07 23.12 38.73 0.00 3.59 0.00 38.73 +D+0,750L+0,750S 15.39 31.07 28.79 38.73 0,00 3.59 0,00 38.73 +D+O,GOW 8.37 31.07 15.67 38.73 2.21 3.59 4.37 38,73 +D-0.60W 8.37 31.07 15.67 38.73 2.21 3.59 4.37 38,73 +D+0.70E 8.37 31.07 15,67 38.73 0.65 3.59 1.28 38.73 +D-0,70E 8.37 31.07 15.67 38.73 0,65 3.59 1.28 38.73 +D-+0.750L+0,450W 12.36 31.07 2112 38,73 1,66 3.59 3.28 38.73 +D+0.750L-0.450W 12,36 31.07 23.12 38.73 1.66 3.59 3.28 38.73 +D+0.750L-+0.7505+0.450W 15.39 31.07 28.79 38.73 1.66 3.69 3.28 38.73 +D+0.750L+0.7505-0.45OW 15.39 31.07 28.79 38.73 1.66 159 3,28 38.73 +D+0.750L+0.750S+0.5250E 15.39 31.07 28.79 38.73 0.49 3.69 0.96 38,73 +D+0.750L+0,750S-0.5250E 15,39 31.07 28.79 38.73 0.49 3.59 0.96 38.73 +0,60D+0.60W 5,02 31.07 9.40 38.73 2.21 3.59 4.37 38.73 +0.60D-0,60W 5.02 31.07 9.40 38.73 2.21 3.59 4.37 38.73 +0.60D+0.70E 5.02 31.07 9.40 38,73 0,65 3.59 1,28 38.73 +0,60D-0.70E 5.02 31.07 9.40 38.73 0.65 3.59 1.28 38.73 Masonry Beam Elio=c:\ENG,PR-kCW26-111..814IC-i1CALCUL-1118741C-bEC6 WO" Description: ML2 Code References Calculations per ACI 530-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information I'm 1,500.0 psi Clear Span 6.0 ft Rebar Size 5 Fs 24,000.0 psi Beam Depth 2.0 ft #Bars EIF 1 Em=f'm* 750.0 Thickness 8 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Normal Wt Equiv.Solid Thick 7.60 in #Bar Sets 1 Lateral Wind Load 124.50 psf Wall Weight 84.0 psf Bar Spacing 5,0 in Beam is Fully Braced? Yes E 1,125.0 ksi Lateral Wall Weight Seismic Factor 0,330 n 25.778 Calculate vertical beam weight? No Ld 81:D(0.870)L(0.4250)S(0.3230) f i S t Uniform Loads Start X End X Dead Load L:Floor Live Lr:Roof Live S:Snow W:Wind E_Eartr hguake #1 ft 10.0 ft 0.670 0.4250 0,3230 klft #2 ft ft klft #3 ft ft klft #4 ft ft klft DESIGN SUMMARY a Maximum Stress Ratios— Vertical Latera SRSS Combination Maximum Moment >' Allowable k-ft fblFb 0,2748 0.1891 0.3336 : 1.00 Vertical Loads 5.539 k-ft 20.161 k-ft for Load Combination:+D+0.750L+0.7505 fvlFv 0.6253 0.07639 0.6299 :1,00 Lateral Loads 0.6720 k-ft 3.553 for Load Combination: +D+0.60W Maximum Shear Aglad Allowable Vertical Loads 24.216 psi 38.730 psi for Load Combination, +D+0.750L+0.750S Minimum Mn=1,3"For*S = 7.930 k-ft Lateral Loads 2.958 psi 38.730 psi for Load Combination: +D+0.60W Vertical Strength Lateral Strength (Checking lateral bending for span) As 0,620 in^2 As 0.310 in^2 rho 0,004066 rho 0.002046 np 0.1048 np 0.05275 k:((np)^2+2np)A.5-np 0.3649 k:(np^2+2np)^,5-np 0,2763 j=1 -kl3 0.8784 j=1 -k13 0.9079 M:mas=Fb k j b dA2l2 20,161 k-fI. M:mas=Fb k j b d^212 4.948 k-ft M:Stl=Fs As l d 21.784 k-ft M:Sll=Fs As j d 3.553 k-ft Job Name C CARUS'_:� TURLEY SCOTT r<<j: ,�1 f1-t. structural engineers 1215 W.Rio Salado Parkway,Suite 200 _ Tempe,Arizona 85281 Job No. if) Sheet No. t-I t T:480 774-1700 ® F:480 774-1701 www,ctsaz.com By M:I M Date fr C ti� �:.�4 Caruso Turley Scott, Inc, Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 WWW.ClSa2 CbFil Printed;25 JUL 2018,10:7 8AM Masonry Slender Wall Faa=G:1ENG-.PR-1tCO02&-111B7z1C-11CALCUL-1U8741C-1:EC5 Ilia M. f:llf: Description: Exterior Brick Wall Under Girder Point Load Code References - - - Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information calculations per ACI 530.08, IBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Fein 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 61.0 psi Rebar V distance 3.8125 in Minimum Vertical Steel% - 0.0020 Ern=Vrn* = 900.0 Lower Level Rebar... Max%of p bal. = 0,008562 Bar Size # 5 Grout Density = 140 pelf Bar Spacing 8 in Block Weight Normal Weight Wall Weight = 84.0 psf Wall is grouted at rebar cells only .- One-Story Wall Dimensions- A Clear Height = 16.0 ft B Parapet height = ft B Wall Support Condition Top & Bottom Pinned _ _ _ Rr.or huachmant 1 Vedical Loads Vortical Uniform Loads... (Applied per loot of strip Width) I :D? ri Lr;Roof Live ♦_f:Floor Live S;Snow W;Wind Ledger Load Eccentricity 2 in 4.3 2.6 0.2340 kilt Concentric Load kilt Lateral Loads = _ Wind Loads: Seismic Loads: Full area WIND load 27.60 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.6 psf Fp 1.0 30.60 psf Caruso Turley Scott,Inc. Project Title; 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: 480.774-1700 Project Descr: 480-774-1701 www.ctsaz,co m Printed:25 JUL 2018,10a8AM Mactsaz Slender Wall Flie=G:1ENG-PR-tlCa026-1t19741Cr11CALCUL-1�i874IC-I,Ec& � Description: Exterior Brick Wall Under Girder Point Load DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination-, Actual Values.,. Allowable Values.. PASS Moment Capacity Check Maximum Bending Stress Ratio = 0,2799 +1.20D+0.5OLr+W Max Mu 1.772 k-ft Phi'Mn 6,329 k-ft PASS Service Deflection Check Actual Defl.Ratio LI 470 Allowable Defl.Ratio 15G +D+0,70E Max,Deflection 0.4089 in PASS Axial Load Check Max Pu 1 Ag 77,907 psi Max.Allow,Dell, 1,280 in +1,20D+0.50Lr+W Location 9.867 ft 0.2*Pm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0,01016 As1bd008562 rho bat 0.01110 Maximum Reactions. for Load Combination,.., Top Horizontal E Only 0.2448 k Base Horizontal E Only 0.2448 k Vertical Reaction D Only 5.644 k _i]esign Maximum Combinations-Moments Results reported for"Strip Width" In. Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t l Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-9 k-y loft - W2 +1.40D at 15.47 to 16,00 6,083 27.360 0.59 1.00 0.90 6.28 0.465 0.0102 0.0094 +1.20D+0.50Lr at 15.47 to 16.00 6.514 27,36D 0.59 1.08 0.90 6.30 0,465 0.0102 0,0095 +1.20D+0,505 at 15.47 to 16.00 5,331 27.360 0.59 0.88 0.90 6.24 0.465 0,0102 0,0091 +1.20D+1.60Lr at 15,47 to 16.00 9,374 27.360 0.59 1.55 0.90 6.44 0,465 0.0102 0.0106 +1.20D+1.60Lr40.50W at 11.73 to 12.27 9,750 27.360 0.59 1.74 0.90 6.46 0.465 0.0102 0.0107 +1,20D+1.60S at 15,47 to 16.00 5.588 27.360 0.59 0.92 0.90 6,26 0.465 0.0102 0.0092 +1.20D+1.60Sa0.50W at 11.20 to 11,73 6.018 27.360 0.69 1.13 0.90 6.28 0.465 0.0102 0.0093 +1.20D+0,50Lr+W at 9.60 to 10.13 7,105 27.360 0,59 1.77 0.90 6.33 0.465 0,0102 0.0097 +1,20D+0.50S+W at 9,07 to 9.60 5,976 27.360 0,59 1,59 0.90 6.27 0.466 0,0102 0.0093 +1,20D+0.70S+E at 9.07 to 9.60 6.023 27,360 0,59 1.71 0.90 6,28 0.465 0.0102 0.0093 +0.90D+W at 9.07 to 9.60 4.394 27,360 0.59 1.37 0.90 6.20 0,465 0.0102 0.0087 +0.90D+E at 9.07 to 9.60 4,394 27.360 0.59 1.48 0.90 6.20 0.465 0,0102 0.0087 Design`Makimum Combinations-Deflections = i Results reported for"Strip Width"= 12 in. Axial Load Moment Values ' Stiffness Deflections Load Combination Pu I Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio _ k k-ft k-ft_ W4 in14 in^4 in +D+0,60W at 8.53 to 9.07 _ 4.927 0.59 1.04 443.30 70AG 73,902 0,299 642.0 +D+0,70E at 8.53 to 9.07 4,927 0.59 1.24 443.30 70.40 72.255 0A09 469.5 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base f D Only .. ------ .. .._. -0.0 k - --- -- 0.04 k 5.644 k Lr Only 0.0 k 0.03 k 2.600 k W Only 0.2 k 0,22 k 0.000 k E Only 0.2 k 0.24 k 0,000 k CARUS'`) TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 _ Tempe,Arizona 05281 Job No. Sheet No. T:480 774-1700 • F:480 774-1701 www.ctsaz.com By Date _ w�es� . 'Oc.�,x .f't?(J�` �, ,�(�� 'f. .�-r t r r y(,Z t l jf t �,fY,,F• �, Mix-/ -/q y t � :�� ,��•ail . U.1;.�.���_ -�Cr(>>•�V�Y ��� � �`"? _Ci-9 �U"�"�'Cari.'� wall Footing Fflo=GaENG_PR-11-Co026-1118741C-11CALCUL-1118741G-1;EC6 u.111. Description: Girder Footing Code References - Calculations per ACI 318-08, IBC 2009. CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 -general Informlafiion Material Properties Soil Design Values f'c:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing 2.50 ksf fy:Rebar Yleld - 60.0 ksi Increase Bearing By Footing Weight = No Ec;Concrete Elastic Modulus - 3,122.0 ksi Soil Passive Resistance(for Sliding) - 250.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Increases Shear = 0,750 based on footing Depth - Analysis Settings Reference Depth below Surface ft Min Sleet Bending Reinf, = Allow.Pressure Increase per fool of depth - ksf Min Allow%Temp Reinf. - 0.00180 when base footing is below ft Min.Overturning Safety Factor = 1.0;1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow,Pressure Increase per foot of width - ksf AutoCalc Footing Weight as DL Yes when fooling is vrider than - ft Adjusted Allowable Bearing Pressure = 2.50ksf Dimensions Reinforcing _ Footing Width = 4.50ft Footing Thickness = 12,0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing - 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in 'e�r r ;NZ _ ,jF !xN. �'<:2•:: #^!,'l l®f - .`.Applied Loads D Lr L S W E H P:Column Load = 5.10 5.10 2.70 k OB;Overburden = _ ksf V-x = k M-zz - k-ft Vx applied - in above top of footing Walt Foo ln,g -- File=GaENG-:PR-1�Coo26-+ktoi4+C^11CALCUL-111874ic-1.EC6 Description: Girder Footing DESIGN SUMMARY Factor of Safety Item Applied Capacity Governing Load Combination PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning MASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9647 Soil Bearing 2,412 ksf 2.50 ksf +D+Lr PASS 0 C .5068 Z Flexure(+X) 6.148 k-fl 12.131 k-ft +1,20D+1.60Lr PASS 0,1742 Z Flexure(-X) 2,113 k-fl 12.131 k-ft +0,90D PASS 0.4301 1-way Shear(+X) 35,333 psi 82.158 psi +1.20D+1,60Lr PASS 0.4301 1-way Shear(-X) 35.333 psi 82.158 psi +1.20D+1.60Lr Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual!Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Oniv 2.50 ksf 0.0 in 1,278 ksf 1.278 ksf 0.511 +D+Lr 2.50 ksf 0.0 in 2,412 ksf 2,412 ksf 0.965 +D+S 2.50 ksf 0.0 in 1.878 ksf 1,878 ksf 0,751 +D+0.750Lr 2.50 ksf 0,0 in 2.128 ksf 2.128 ksf 0,851 +D+0,750S 2.50 ksf 0,0 in 1,728 ksf 1.728 ksf 0,691 a0,60D 2.50 ksf 0.0 in 0.7670 ksf U.7670 ksf 0.307 Oxerturning Stability Units: k ft Rotation Axis& Load Combination- Overturning Moment Resisting Moment Stability ratio Status Footing Has NO Oveduming - Sliding Stability Force Application Axis Load Combination Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gvrn.As Actual As Phi"Mn k-it Side? or Top_7 In^2 inA2 inA2 k-ft Status +1.40D 3,287 -X Bottom 0,2592 Min Temp% 0.31 12.131 OK +1.40D 3.287 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+0,50Lr 3,859 -X Bottom 0,2592 Min Temp% 0.31 12.131 OK +1.20D+0.50Lr 3,859 +X Bottom 0,2592 Min Temp% 0.31 12.131 OK +1.20D+0.50S 3.369 -X Bottom 0,2592 Min Temp% 0.31 12,131 OK +1,20D+0.50S 3.369 +X Bottom 0.2592 Min Temp% 0.31 12,131 OK +1.20D+1.60Lr 6.148 -X Bottom 0,2592 Min Temp% 0,31 12,131 OK +1.20D+1.60Lr 6.148 +X Bottom 0,2692 Min Temp% 0,31 12,131 OK +1,20D+1,60S 4,581 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+1,60S 4,581 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+0.70S 3.589 -X Bottom 0,2592 Min Temp% 0.31 12.131 OK +1.20D+0,70S 3.589 +X Bottom 0,2592 Min Temp% 0.31 12.131 OK +0,90D 2.113 -X Bottom 0,2592 Min Temp% 0.31 12,131 OK +0,90D 2.113 . -...:tX Bottom 0.2592 Min Temp% 0,31 12.131 OK Units:k One-Way Shear - Load Combination_ Vu A-X Vu @+X VLrMax Phi Vn Vu!PhI*Vn Status_ +1.40D 18.891 psi 18.891 psi 18.891 psi 82.158 psi 0,2299 OK +1.20D+0.50Lr 22.174 psi 22.174 psi 22.174 psi 82,158 psi 0.2699 OK +1.20D+0.50S 19.369 psi 19.369 psi 19.359 psi 82,158 psi 0.2356 OK +1,20D+1.60Lr 35,333psi 35.333psi 35.333 psi 82.158 psi 0,4301 OK +1.20D+1.60S 26.326 psi 26.326 psi 26,326 psi 82.168 nsl 0,3204 OK +1.29D+0.70S 20.626 psi 20.626 psi 20.626 psi 82.158 psi 0.251 OK +0,90D 12.144 psi 12.144 psi 12.144 psi 82.158 psi 0.1478 OK C RUS�)� TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. I`ti TL4l Sheet No. ' T:480 774-1700 • F:480 774-1701 IK www.ctsoz.com By �` Date ! ten, f 11r41-44�.(ynC.df-ti/gtkff/j AP31(�lt<�p 1 � I� ( (J �If s' \-� i���i� I (�•�.:1L' 1 tC�. Oct: j�: ( •j ��)� %�1'� ls,l'`.1 PL C ` 1�{ '�C-S'•j�S� vl"1 ( - 1G 0 V.� G/�, .Jl��'e'�� ' ;.t?r� � t�1� 3.1./'7 I'�-�-1�1�- 2�� �.? 9-�? ,E Cat :: CARUSO TURLEY SCUTT Job Name C-qJ G 40L- structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. Sheet No. 5-�— T:480 774-1700 ® F:480 774-1701 www.ctsaz.com By P- I-t Date 2,61 L4•I��il 3� �ii�f�r I�,,j f ti;i',. "1 i CV ,( �- _ - tJG (} faq. GIl1(i� G lc' j t:;:a • 1�J F J ;J .j t;r ct't Sn•Y � C.I.9t4e ; i'`S l S.��' T �/!��/ )Ii. S,(,' ��+1: . !j r, t www.hilti.us _ Profis Anchor 2.7.6 Company: CTS Page: Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 1 Date: 7/2/2018 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter; AWS D1.1 GR,B 3/4 Effective embedment depth: hef=4.000 In. Material: Proof: Design method ACI 318-141 CIP Stand-off installation: eh=0,000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.000 in.x 3,000 in.x 0,250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3,000 psi;h=8.000 In. Reinforcement: tension:condition B,shear;condition A; edge reinforcement:none or<No.4 bar Seismic loads(cat. C, D, E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(a)) Geometry[in.]&Loading[Ib,In.lb] r Z; 3 r r r It r ,,..fi�r��,, C�,0 00 _— Y ..... '0,25 \ - V 00 X Input data and results must be checked for agreement with the existing conditions and for plauslbilityl PRGFIS Anchor(c)2003-2009 Hlltf AG,FL-9494 Schaan Hilli is a registered Trademark of Hilll AG,Schaan www.hilti,us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pas. No,: Phone I Fax: 480-774-1700 Date: 7/2/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity j3N/jtv[%] Status Tension - - - Shear Pryout Strength 6,596 14,723 446 45 OK Loading ON [f„ Utilization ON [%] Status Combined tension and shear loads 3 Warnings - Please consider all details and hints/warnings given in the detailed report[ Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all Information and data contained in the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations in accordance with Hilli's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly compiled with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hild product. The results of the calculations carded out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the dale to be put in by you. Moreover,you bear sate responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. - You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilt!on a regular basis.If you do not use the AuloUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the HIM Website. Hilt!will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checkod for agreemantwlth the existing conditions and for plausibility! PRoFIS Anclwr(c)2003.2009 H410 AG,FL•9494 Schaan HIM Ise registered Trademark of HIM AG,Schaan CA USO TURLEY SCOTT Job Name G ` (-- structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 G T:480 774-1700 • F:480 774-1701 Job No. Iq�- ? (! Sheet No. www.ctsaz.com By 'A 1 Dated C.k;C - Du!./Zi{(i3 ;J,GIj:A [vnfl Q{j I l� : E. (� �.t. 9;� E` � o s1 c_•// .� F r f;En�j: :3.'Af� '4 �-. 1FG(� r(+`) :, _f" itQ :GC/•lf� a r � 1/; ,��).. (>L�. —��o�� �a.5 - CrS" 4'I �! Eti•�c.G ") i%1tijt,.;. 1:�,`�.t� P ride,', f 2 �lt� c UCvl. .. c�{� M L CARUS,,, TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 „ Job No. Sheet No. 480 774-1100 � f:4$0 774-1701 �`��'7�-1 I T: 5� www.ctsaz.com By Date f., ir T.. _. F' (oil l CARUSO T RLEY SCOTT Job Name CC'-L -A-91_- structural engineers 1215 W. Rio Salado Parkway,Suite 200 _ Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. 1 6 ->�+� Sheet No. www.ctsaz.com 6y i� '4 Date / f`( i i Pt' V Le,, VL Alf A � �� � �>� n�E A. j D!\ lGnlC- ;fiE.� ; _ \ ) .E, (7- c„� =t� A r_".► L e, j t 3 I G .r t.r':E.\1 (n 'o lr - ',. - - .. . - .�IS� ( B ~ �;1J Y�����:�.I':f� fE�-:. ' _ �`.�.�"}L• 1\`3�j�� li-7< j• V•'�J .,� i { � /'\� 4Q/ ), CARUSC-i TU LEY SC%ITT Job Name ca KI—,--/4 91, structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. 1l�1-1 ti I Sheet No. T.480 774-1700 ® F:480 774-1701 www.ctsaz.com By 11 P�� _Date �1 I M-AV1-1�hqgt-� ;5!,.C� 10") s'`,47 ?AL Fay C;(',� �: Ay- -AD tfk�)1� E _GI�'rC� 1�l�t1i7. r www,hilti.us Profis Anchor 2.7.6 Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos. No.: Phone I Fax: 480-774-1700 1 Date: 7/2/2018 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter-, AWS D1.1 GR.B 314 Effective embedment depth: he(=4.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eh=0,000 in.(no stand-off);t=0.500 in. Anchor plate: I%x ly x t=12,000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness;not calculated Profile: no profile Base material: cracked concrete,3000,f�=3,000 psi;In=8.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[lb,in.ib] Z a g _� 1 •'� L - `, y. ,x Input data and results most be checked for agreament with the existing conditions and for plauslbllltyl PROFIS Anchor(c)2003.2009 HIM AO,FL•9494 Schaan Hill!Is a registered Trademark of HIM AG,Schaan www.hilti.us _ Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Ric Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone!Fax: 480-774-1700 Rate: 7/2/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[1b] Utilization Loading Proof Load Capacity _ ON!pv[%q] Status Tension Concrete Breakout Strength 8,830 13,845 641. OK Shear Pryout Strength 17,600 45,089 440 OK Loading ON Sv Utilization pN.v[%] Status Combined tension and shear loads 0,638 0.390 513 69 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties - Any and all information and data contained in the Software concern solely the use of HiIU products and are based on the principles,formulas and security regulations in accordance with 1-11110's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figlirps contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilli product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by Hill on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hllti Website. HIM will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plauslbllityl PROFIS Anchor(c)2003.2009 HIII1 AG,FL-9404 Schaan Hill!is a registered Trademark of Hill!AG,Schaan CARUSO TURLEY SCOTT Job Name �''-0 V-,r, _- structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 ; T.480 774-1700 • F:480 774-1701 Job No. Sheet No. www.ctsaz.com By _fv1,y i A .—Date �/ ! V 4JAw r.C•::f :;.�.� Y t�,�j"1 ,:Jt•�,.cE �rt1J� 1 t1 (.' S`y ,4.9{ ..�,r �.. ��'1'II� C:f1f1 qi�-•r4 ' , ...... ,SIS�S.�.ri}� �' t r.- �J 1 (,- , i c•.FJ,}f`p;� . �1� �: : I"G�' W�-`il✓ :.. . - www.hilti.us Profis Anchor 2.7.6 company: CTS Page: Speclfier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub Projoot I Poe,No,: Phone I Fax: 480-774-1700 1 Date: 7/2/2018 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: AWS DI A GR.B 3/4 Uteclive embedment depth: her=4.000 In. Material: Proof: Design method ACI 318-141 CIP Stand-off installation: eb=0.000 in. (no stand-off);t=0.250 In. Anchor plate: IX x ly x t=3.000 in.x 3,000 in.x 0.250 In,;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f,'=3,000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition A; edge reinforcement:none or<No,4 bar Seismic loads(cat,C. D, E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5,3(a)) Geometry[in.] & Loading[Ib, In,lb] z00 � I 8 CPO Do to _.. � p g` Lti 0 a X Input dala and results must be checked for agreement with the existing conditions and for plausibilltyl PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan HIM is a registered Trademark of HIN AG,Schaan LM6UWM=J www.hilti.us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Ric)Salado Parkway,Suite 200,Tempe,AZ Sup-Project I Pos.No.: Phone I Fax: 480-774-1700 E Date: 7/2/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[tb] Utilization Loading Proof Load Capacity ON 1(iv 1%] Status Tension Concrete Breakout Strength 4,800 5,521 87 1- OK Shear Pryout Strength 2,000 14,723 414 OK Loading (iN 6v Utilization i3N,v[%] Status Combined tension and shear loads 0,869 0.136 513 83 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of HII0 products and are based on the principles,formulas and security regulations In accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly compiled with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant HIM product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility, The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilt!on a regular basis.If you do not use the AutoUpdate function of the Software,you rnUst ensure that you are using the curront and thus up-to-date version of the Software in each case by carrying out manual updates via the HIM Website. Hllti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing condltlons and for plauslbilltyl PROFIS Anchor(c)2003-2009 Hlllf AG,FL-9494 Schaan Hilti is a registered Trademark orHllll AG,schaan i LJ O I 1--l- ................ IR�?- -. ._.-.---.-. .-.-.-.-.-.-.-. -.r♦ M I rN•f .--jvlJ O � CARUSO TURLEY SCOTT Job Name CC-1 r A Q r .. structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 " 0 T:480 774-1700 . F:480 774-1701 Job No, t"i� Sheet No. l�•�— www.ctsaz.com By' Date �Z 1f Yl'r 31 • .. s G I � ► �;, C l .r�'�i V ,(r�. C�)� �Zb) �`''. ,•� �'1'�YT \ i 6�..Y �.(po`)� �' �VL/>�) l �•-1� CARUSU TURLEY SCOTT Job Name -_AP structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. I Sheet No. �P-3 T:480 774-1700 ® F:480 774-1701 www,ctsaz.com By _Date ` 51•Iti��� ����;�� Ul<S1.G,t� . SW I A VA AS Qlal .`.'�� rn Il\ .�t'{i•ra3 r l � � t"�.1,J .� �.YL.. Caruso Turley Scott, Inc. Project Title: 1215 W,Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: r 480-774-1700 Project Descr; 0 A 480-774-1701 VJWW.Ct8a2.COm Printed: 3 JUL 2018, 5:02PM Concrete Shear Wald File=G:tENG.pR-1LCOO26-t118741C-1 ALCUL-tt118_741C^1.EC6 - KW-DBW0624 ' Description; SW1A Code.-References _ - Calculations per ACI 318-08. IBC 2009. CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information - Wall Material CONCRETE Material Properties Sds 0.7650 fc 3.0 ksi Ec 3,120.0 ksi ty 60.0 ksi Ev 1,248.0 ksi Density 15U,U pcf Phi-Shear U.65U Wall Data - -� Bottom - _-- Analysis Height 0.00 ft Wall Offset (datum) ft Wall Length 25.0 ft Wall Thickness 8.0 in Structural Depth 20.0 ft oelu - . zc.o•n Applied Distributed Vertical Loads , Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 25.0 31.0 0.50 0.4350 0.0 0.8250 0.0 0.0 25.0 1.0 0.150 0.0 0.0 0,0 0,0 Applied-Concentrated Lateral Loads Load Magnitude (kips) Load"Y"Location (tt) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 31.0 0.0 0.0 0.0 0.0 58.40 0.0 DES[GN SUMMARY 52 om Lovel - - Vu:Story Shear 82.116+1353D-F0.501-t0 Mu:Story Moment 1,810.40+'1.353D+0.50Li4.1 Nu:Axial 145.50+'1.20D+0.501-•r1.f Uplift @ Left End 46.750+0,74700+E+0.90 Uplift @ Right End 46.750+0.7470D+F{4).90 vu:Applied 42.768 psi vc*Phi 127.338 psi vwmax=Phi'10"sgrt(rc) 356,020 psi Horizontal As Req'd 0.1920 in^2 Vertical As Req'd 0.1152 In^2 Bending As Req'd 3.456 in"2 Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 Printed: 3 JUL 2018, 5:02PM www.cisaz.com Licensee:.caruso turley Scott �GMTMS rete Shear Wall � - Fue=G:�Nc_PR-1Lcoo2s-1118741C-1lCALCUL-1118741C—i.ECs .0cl He : SW1A Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.20D+1.60Lr+0,50L+1,60H Wall Level:1 129.900 +1,20D+0.50L+1.60S+1.60H Wall Level:1 145,500 +1.353D+0,50 L+0.70S+E+1.60H Wall Level: 1 82,115 1,810.400 141.281 12,814 0.976 2,219 2,219 +0.7470D+E+0,90H Wall Level:1 82,115 1,810.400 70.031 25.851 0.484 46.750 46,750 Caruso Turley Scott,Inc. Project Title: 1215 W,Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 Www CtSa�.COm Printed: 3 JUL 2018, 2:59PM -- FIIe G:1ENG_PR•1\-.00926-111@741Cr11CALCUL:11167410-1,EC6 General Footing il.es,: Description: SW1A Footing Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength - 2•50 ksi Allowable Soil Bearing 3.333 ksf fy;Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 030 cp Values Flexure 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Fooling base depth below soil surface = 2.0 ft Min Steel%Bending Reinf, Allow press.increase per fool of depth = ksf Min Allow%Temp Relnf, = 0.00180 when footing base is below - ft Min.Overturning Safety Factor - 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear No Dimensions - _ -- --- Width parallel to X-X Axis - 38.50 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness - 24.0 in Li9aPedestal dimensions„ x ............... -_x px:parallel to X X Axis = 300.0 in pz:parallel to Z-Z Axis = 8.0 in Height 4.0 In W Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 6.0 Reinforcing Bar Size - # 8 Bars parallel to Z-Z Axis 39.0 a � Number of Bars Reinforcing Bar Size = # 7 ---- Bandwidth Distribution Check (ACI 15.4.4,2) Direction Requiring Closer Separation ig Z-Z Axis t, ..,. .�.•, #Bars required within zone 23,0 % #Bars required on each side of zone 77.0% -AppIied'Loads -_- D Lr L _S W E H _ P:Column Load = 100.0 10.875 20.625 k OB:Overburden - ksf M-xx - -- k-ft M-zz - 1,869,0 - k-ft — V-x - — 58.40 k V-z = k Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: r 480-774-1700 Project Descr: t 7 480-774-1701 Printed: 3 JUL 2018. 2:59PM www.clsaz.com General Footing - FiIa=s:f14a PR-++-CO02c-i�tie7dtc-11CJ+LCUL=1�18741C-1.EC6 v Description: SWIIA Footing AES161 =SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8443 Soil Bearing 2.814 ksf 3.333 ksf +0,60D+0.70E about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.731 Overturning-Z-Z 1,052.77 k-ft 1,822.01 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k OA k No Uplift PASS 0.7736 Z Flexure(+X) 65.621 k-ft/ft 84.828 k-f/ft +0,90D+E PASS 0.2133 Z Flexure(-X) 18,094 k-ft/ft 84,828 k-ft/t +1.20D+1,60S PASS 0,03362 X Flexure(+Z) 1.865 k-ft/ft 55,481 k-ft/ft +1,20D+1.60S PASS 0.03362 X Flexure(-Z) 1.865 k-fVft 55.481 k-ft/ft +1.20D+1.60S PASS 0.7473 1-way Shear(+X) 56.048 psi 75.0 psi -r0.901)+E PASS 0.2105 1-way Shear(-X) 15,786 psi 75.0 psi +1,20D+1.60S PASS 0.01682 1-way Shear(+Z) 1,262 psi 75.0 psi +1.20D+1,60S PASS 0.01682 1-way Shear(-Z) 1.262 psi 75.0 psi +1.20D+1.60S PASS 0,08748 2-way Punching 6.911 psi 79.0 psi +1.20D+1.60S CARUSCI TURLEY SCOTT Job Name CCV-- All- structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 T: 480 774-1700 • F:480 774-1701 Job No. (�— 7�$ ! Sheet No. www.ctsaz.com By ATM Date / Iii -7�t � 1.9 Caruso Turley Scott,Inc, Project Title: 1215 W,Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: rCA 480-774-1700 Project Descr: [P 480-774-1701 I:nm,CISRZ Printed; 3 JUL 2018, 2:59PM WWNI, COCIgR7 to Shear wall file=G:1ENG_PR-1tC4026-1118741C-11CALCUL-d118741C-1.EC6 ' J Description: SW1B Code References _.._ Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information Wall Material CONCRETE Material Properties Sds 0.7650 f'c 3.0 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 150.0 pcf Phi-Shear 0.650 Bottom _ Analysis Height 0.00 ft Wall Offset (datum) it Wall Length 18.0 ft Wall Thickness 8.0 in Structural Depth 14.0 ft Ontu --- 1 W-0'ft Applied Distributed Vertical,Loads Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 18.0 31.0 0,50 0,4350 0.0 0,8250 0.0 0.0 18.0 1.0 0,150 0.0 0.0 0.0 0.0 Applied-Concentrated Lateral Loads: Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 31.0 0.0 0.0 0.0 0,0 26.0 0.0 16,0 0.0 0.0 0,0 0.0 1,650 0.0 DESIGN SUMMARY It m eve Vu Story Shear 44,725+'1.353Di0.501.+0 Mu Story Moment 832A0-0.353U+0.501--�J Nu;Axial 104.760+1,20D+0.50L+1,E Uplift @ Left End 27.043 i0.7470D+E+0,90 Uplift @ Right End 27.043 a0.0170C,+E40,90 vu;Applied 33,277 psi vc'Phi 121.242 psi vn:max=Phi"10"sgrt(fc) 356,020 psi Horizontal As Req'd 0.1920 In"2 Vertical As Req'd 0.1152 in^2 Bending As Req'd 2,419 in"2 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: (elP 480-774-1701 CiS3ZCOrr1 Printed: 3 JUL 2018, 2:59PM Concrete Shear Wall File=G:1ENG-PR-11 CCO26-1118741C 11CALCUL-tU8741C-1.EC6 Licensee cirusDlurleVs'OtV Description: SW1B Force:Summary,:_:, Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1,20D+1,60Lr+0.50L+1.60H Wall Level:1 93,528 +1.20D+0.50L+1.60S+1,60H Wall Level: 1 104.760 +1.353W.50L+0.70S+E+1.60 H Wall Level:1 44.725 832.400 101.723 8.183 1.100 +0.7470D+E+0,90H Wall Level;1 44.725 832.400 50.423 16.509 0.545 27,043 27,043 Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project I D: 1 1 480-774-1700 Project Descr: t 480-774-1701 www.ctsaz.com Printed: 3 JUL 2018, 3:04PM C7en@rai FootingFNo=G:1LNG.PR-iLC6026�1t18741C-11CALCUL-1118741C�1,EC6 Description: SW1B Footing Cade References _ Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General information Material Properties Soil Design Values - f c;Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing - 3.333 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 q� Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. - Allow press.Increase per toot of depth - kst Min Allow%Temp Reinf. 0,00180 when footing base is below = ft Min.Overturning Safety Factor - 1.0 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - Use ftg wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 25.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness 24.0 in Pedestal dimensions... x---..._.-.. .•--•• =14RIT -...x px;parallel to X-X Axis = 216.0 in pz:parallel to Z-Z Axis = 8.0 in 2 .� Height 4.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ' Reitiforcirig - . . - Bars parallel to X-X Axis Number of Bars 6.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis N - Number of Bars - 39•0 M.�� •�-� Reinforcing Bar Size = # � _ z -,� s Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation 1g Z-Z Axis ==s •°^x #Bars required within zone 33.3 % #Bars required on each side of zone 66.7 % Applied Loads D Lr L S W E H P:Column Load = 72.0 7.830 14.850 k OB:Overburden = _ ksf M-xx - k-ft M-zz = 860.0 k4t V-x = 27.650 k V-z = k ti Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: Tempe,AZ 8 Project Descr: - 480-774-1701 Printed: 9 JUL 2018, 3:04PM www.ctsaz.com Eflo=G:1ENG PR-11.Cd026-1118741C-1\CALCUL-1116741C-1.EC6 tGengegal�Footing Description: SW1 B Footing DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9763 Soil Bearing 3.254 ksf 3.333 ksf +0.60D+0.70E about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.692 Overturning-Z-Z 485.371 k-ft 821.25 k-ft +0,60D+0,70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2467 Z Flexure(+X) 20.926 k-ft/ft 84.828 k-ft/ft +0,90D+E PAS: 0.06363 Z Flexure(-X) 5,398 k-ft/ft 84.828 k-f/ft +1.20D+1.60S PASS 0.02468 X Flexure(+Z) 2,068 k-Rift 83.814 k-ft/ft +1.20D+1.60S PASS 0,02468 X Flexure(-Z) 2,068 k-ft/ft 83.814 k-ft/ft +1.20D+1.60S PASS 0.3286 1-way Shear(+X) 24.647 psi 75,0 psi +0,90D+E PASS 0,08160 1-way Shear(-X) 6.120 psi 75.0 psi +1,20D+1.60S PASS 0.01865 1-way Shear(+Z) 1.399 psi 75.0 psi +1,20D+1.60S PASS 0,01865 1-way Shear(-Z) 1.399 psi 75.0 psi +1.20D+1,60S PASS 0,07824 2-way Punching 6.302 psi 80.556 psi +0.90D+E CARUSO T RLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 _ Tempe,Arizona 85281 ') T:480 774-1700 • F:480 774-1701 Job No. _Sheet No. �Q 1.) www.ctsaz.com By i''' Date , + }ffI• _ COAL- Mv 0-1 A .. 119n��. ("A o(': Rx k 1.0 ., it-ki JS. : : Caruso Turley Scott,Inc, Project Title: 1215 W. Rio Salado Pkwy,#200 Engineer: Tempo,AZ 85301 Project ID: Tempe,AZ 8 Project Descr: � 480-774-1701 www.ctsaz.com. 00ting Printed: 3 JUL 2018, 3:3ePM General_ .Doting Rc=G:IENG_PR-1100026-1t18741C-1lCALCUL-1118741C-1.EC6` Description: SW2 Footing Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information - Material Properties Boil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing _ 3.333 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight - No Ec:Concrete Elastic Modulus - 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density - 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per fool of depth = ksf Min Allow%Temp Reinf. = 0,00180 when footing base Is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greaser than ft Use Pedestal wt for stability,mom&shear No .Dimensions' _. Width parallel to X-X Axis - 32.0 ft Length parallel to Z-Z Axis - 2.50 ft Footing Thickness = 16.0 in Pedestal dimensions.:. x ........ . -�T �' px:parallel to X-X Axis - 300.0 In •x pz:parallel to Z-Z Axis - 8,0 in Heigh[ 4.0 in W Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 3 ff' 'NIFF Reinforcing Bar Size # 61"' Bars parallel to Z-Z Axis Numberof Bars = 33r Reinforcing Bar Size = # 6 Band%4dth Distribution Gheck (ACI 15.4.4,2) Direction Requiring Closer Separation ig Z-Z Axis #Bars required within zone 14.5 % #Bars required on each side of zone 85.5 % Applied toads - - D Lr L S W E H P:Column Load = 100.0 10.875 20.625 k OB:Overburden = V _ ksi M-xx k-ft M-zz = _ _ 976.0 k-ft V-x - 30.50 k V-z = k Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: t9 480-774-1701 Printed: 3 JUL 2018, 3:36PM www.clsaz.com _—. Flle=G1ENG_PR-1LCD0Z6"5118%A1Cr1tCALGUL=1118%b1GLEC6 General FOOfiIIg � Lill: • e Description: SW2 Footing DESIGN SUMMARY: DesignO Min.Ratio Item Applied capacity Governing Load Combination PASS 0.9562 Soil Bearing 3.187 ksf 3.333 ksf +D+0.70E about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.148 Overturning-Z-Z 539,09 k-ft 1,158.19 k-ft +0.60D+0,70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.8196 Z Flexure(+X) 24.105 k-ft/ft 29.412 k-ft/ft +1.20D+0,70S+E PASS 0.3944 Z Flexure(A) 11.601 k-ftlft 29.412 k-ft/ft +1.20D+1,60S PASS 0.03126 X Flexure(+Z) 0,7957 k-fUft 26,454 k-fUft +1,20D+1,60S PASS 0.03126 X Flexure(-Z) 0,7957 k-fVft 25.454 k-ft(ft +1.20D+1,60S PASS 0.8575 1-way Shear(+X) 64.309 psi 75.0 psi +1.20D+0.70S+E PASS 0.4145 1-way Shear(-X) 31,084 psi 75,0 psi 41,20D+1.60S PASS n/a 1-way Shear(+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 75.0 psi n/a PASS 0,09410 2-way Punching 7.434 psi 79.0 psi +1.20D+1.60S CA►RUSO T'URLEY SCOTT Job Name (-C" — �•�y.a_. structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. i'', --_p I Sheet No. L,1L T:480 774-1700 • F:480 774-1701 _ www.ctsaz.com By. Date �6 E 1. � !. �!a ,'r11.E, S�.%C-NIj:a•1 CS 1-7 6k-PJA [- .^]1,:1.j ;' �.:' G4.L1 %�., a�f'f 1 j E•Cy�, �t>�;! j.r C;j- t. �'.�i CA►RUSO T RLEY SCOTT Job Name structural engineers _ 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No, Sheet No. •i^ 1480 774-1700 • f:480 774-1701 www.ctsuz.com By 1`A ) hA _Dote -.7 51.1tAf,- v.JAUL- 0(6614NJ 14 WA LL z. ��9 1�' c'.0 f, ��_ a r—Y—_.� _ -."_t sG� SAIL /0 ��A t Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project I D: 480-774-1700 Project Descr; 480-774-1701 Printed: 3 JUL 2018, 5:07PM wwww.c az.com File=G:1ENG_PR-ILCOA26-1118741C-11CALCUL-1118741c-i.ECB Concrete Shear Wall - Description: SW3A t;ode References. Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information - Wall Material CONCRETE Material Properties Sds 0.7650 i'c 3,0 ksi Ec 3,120,0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density '15U,0 pcf Phi-Shear 0.650 VIlall.pata . --- Bottom -- -- Analysis Height 0.00 ft Wall Offset (datum) ft Wall Length 25.0 ft Wall Thickness 8.0 in Structural Depth 20.0 ft Do 2s•o�e Applied Distributed Vertical Loads — Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0,0 25.0 31.0 0,0710 0.0710 0.0 0,2280 0,0 0.0 25.0 1.0 0150 0.0 0.0 0.0 0.0 -':Applied G.oncOntrated Lateral Loads Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Roor Live Load Wind Load Seismic Load Earth Load 32.50 0.0 0.0 0.0 0.0 52.20 0.0 DESIGN SUMMARY — - Bof o—r Level Vu:Story Shear 77,063 j 1.363U 0.50L;,) Mu:Story Moment 1,696.50+1.3531)+0.lif1L•l0 Nu:Axial 121.397+1,3'53D+0.50L+0 Uplift @ Left End 44,312+0.7470D+E+0.90 Uplift @ Right End 44,312+�)•74701) F+0.90 vu:Applied 40.137 psi vc Phi 125,706 psi vn:max=Phi*10*sgrt(fc) 356.020 psi Horizontal As Req'd 0.1920 in"2 Vertical As Req'd 0.1152 inA2 Bending As Req'd 3.456 102 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: (p {: 480-774-1701 www.clsaZ.0 M Printed: 3 JUL 2018, 5:07PM File=G:U NG_PR-1-00026-1U87A1C-11CALCUL-11187C1C-t.EC6 Concrete Shear:Wall., - Description: SMA Force Sujnmary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Lett Right +1,20D+1.60Lr+0.50L+1.60H Wall Level:1 106.970 +1.20D+0.50L+1,60S+1.60H 113,250 Wall Level: 1 +1.353D+0.50L+0.70S+E+1,60H Wall Level:1 77.063 1,696.500 121.397 13.975 0.895 8,952 8.952 +0.7470D+E+0.90H Wall Level: 1 77.063 1,696.500 64.821 26.172 0.478 44.312 44,312 • Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: r 480-774-1700 Project Descr: ' 480-774-1701 www.clsaZ.com Printed; 3 JUL 2018, 5:10PM General Footing File=G;1ENG_PR-t1..00028^tU8741C-11CALCUL=A18741C-1.EC6 Description: SW3A Fooling Code References - Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information - -- Material Properties Soil Design Values Pc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.333 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Fooling Weight No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 it Min Steel%Bending Reinf. - Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base Is below - ft Min,Overturning Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - Use ftg wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - it Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis - 38.50 ft Length parallel to Z-Z Axis - 5.0 fl Footing Thickness - 24.0 in Pedestal dimensions... x-...•.--•........t y px;parallel to X-X Axis = 300.0 in "'��-�� .:i�. pz:parallel to Z-Z Axis _ 8.0 in "— Height 4.0 in W Rebar Centerline to Edge of Concrete- at Bottom of footing - 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars 6.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis .� jW- .' Number of Bars - 39.0 1�{ Reinforcing Bar Size = # 7 > BandWdth Distribution Check (ACI 15.4.4.2) , M2 .�c. Direction Requiring Closer Separation ig Z-Z Axis a.ri,�••�•, #Bars required within zone 23.0 % #Bars required on each side of zone 77.0% -Applied Loads: - D Lr L S W E _ H P:Column Load = 89.275 1.775 5.70 k OB:Overburden = ksf M-xx = --- k-ft M-zz = _ 1,749.0 k-ft V-x - 52.20 k V-z = k Caruso Turley Scott,Inc. Project Title: 1215 K Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: �p 480-774-1701 www.ctsaz.cor11 Prin IVI ted' 3JUL2018, 5;tOP General FootingFile=G;1ENG-PR-1L00026-1118741E-1MCUL-1118741C-1;EC6C6 6. Description SW3A Footing DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing load Combination PASS 0.7894 Soil Bearing 2.631 ksf 3,333 ksf +0,60D+0.70E about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1,729 Overturning-Z-Z 982.17 k-ft 1,698.14 k-fl +0.60D+0,70E PASS nla Uplift 0.0 k 0.0 k No Uplift DHSS 0,7179 Z Flexure(+X) 60.895 k-fUft 84.828 k-fVtt +0,90D+E PASS 0,1621 Z Flexure(-X) 13,748 k-fUft 84,828 k-ftlft +1.20D+1.60S PASS 0.02565 X Flexure(+Z) 1,417 k-ftlft 55.481 MR +1.20D+1,60S PASS 0,02555 X Flexure(-Z) 1.417 WWI: 55,481 k-fUft +1.2DD+1,605 PASS 0.6933 1-way Shear(+X) 52.0 psi 75,0 psi +0.90D+E PASS 0.1599 1-way Shear(-X) 11.994 psi 75.0 psi +1.20D+1.60S PASS 0.01278 1-way Shear(+Z) 0.9586 psi 75,0 psi +1.20D+1.6DS PASS 0.01278 1-way Shear(-Z) 0,9586 psi 75.0 psi +1.20D+1,60S PASS 0.07461 2-way Punching 5.894 psi 79.0 psi +0.90D+E CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway, Suiie 200 Tempe,Arizona 85281 Job No. I �L'f i Sheet No. �o T:480 774-1700 ® F:480 774-1701 www.cisaz.com By h�� Ph Date �K 4� 1 ( i__ I-I_C- LEI l��� ?jlil�cJF ���',•,,/ r.) '`"','ot•` I ' WAI--t i.,l ��� 4l5 �`� ...r 1, (•( �C'' d "v p — Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: �pr 480-774-1701 Printed: 3 JUL 2018, 5:16PM www.Ctmcom - Concrete Shear Wail File C:,F.NG, PR-ItCW26-1118741C-11CALCUL-1118741Cr1.ecs Description SW313 Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 'General Information::: Wall Material CONCRETE Material Properties Sds 0,7650 ft 3.0 ksi Ec 3,120.0 ksi f 60.0 ksi Ev 1,248.0 ksi t ersit; 150.0 pcf Phi-Shear 0.65U Wall Data Bottom Analysis Height 0.00 ft Wall Offset (datum) ft Wall Length 25.0 ft - Wall Thickness 8.0 in Structural Depth 20.0 ft - 19 h3 260 0 - - Applied Dlstributed-Vertical Loads Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 25.0 31.0 0.0710 0,0710 0.0 0,2280 0.0 0.0 25.0 1.0 0,150 0.0 0.0 0.0 0.0 0.0 25.0 16.0 0.30 0,30 0.D 0.570 0.0 .Applied Concentrated Lateral Loads Load Magnitude (kips) Load"Y" Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 32.50 0.0 0.0 0.0 0.0 52.20 0.0 16.0 0.0 0.0 0.0 0.0 5,60 0.0 Caruso Turley Scott,Inc, Project Title: 1215 W,Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: A 480-774-1701 www.ctsaz.com Printed: 3 JUL 2018, 5:16PM Concrete Shear Wall File=G:IENG_PR-1LCOO26-1118741C-1tCALCUL-1118741C-1.EC6 KVV�06000524 Description: SW3B DESIGN SUMMARY Bottom Level Vu;Story Shear 82.663+1.353D+0:50L•FO Mu;Story Moment 1,786.10.0.353D+0.601-4 Nu:Axial 145.050+1.2.01)-4501-+I.E Uplift @ Left End 45.290+0.7470D+Ea0.90 Uplift @ Right End 45.290 40.747OD-1•E•i-0.90 vu:Applied 43.053 psi vc*Phi 127,308 psi vn:max=Phl"10`sgrt(fc) 356,020 psi Horizontal As Req'd 0.1920 inA2 Vertical As Req'd 0.1152 inA2 Bending As Req'd 3.456 in^2 _ Forte:Sul maty _ Load Cornbination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right_ +1.20D+1,6OLr+0,50L+1.60H Wall Level:1 127.970 +1.20D+0.50L+1,60S+1,60H Wall Level: 1 145.050 +1.353 D+0.50L+0.70 S+E+1.60H Wall Level:1 82.663 1,786.100 141,519 12.621 0.990 0.856 0.856 +01470D+E+0.90H Wail Level:1 82.663 1,786.100 70.423 25,362 0,493 45.290 46.290 Caruso Turley Scott,Inc. Project Title: 1215 W. Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: �I j3 480-774-1700 Project Descr: 480-774-1701 WWW.CISaZ.Com Printed: 3JUL2018, 5:22PM General Footing File=c.1ENQjR--tk.coo2s-,ua74,c=t%cALCUL-tiuei4tc-I.EC6 Description: SW3B Footing `Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material properties Soil Design Values f'c:Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing = 3,333 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus - 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff, = 0.30 N Values Flexure = 0.90 Shear = 0.750 Increases based on fooling Depth Analysis Settings Footing base depth below sot surface - 2•0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor _ 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max.length or width Is greater than - 0.0 ft Use Pedestal wt for stability,mom&shear No Dtmenslons -_- - Width parallel to X-X Axis = 38.50 i Length parallel to Z-Z Axis = 5.0 ft Footing Thickness - 24.0 in Pedestal dimensions., x •--•• •••• -•-• Y3r px:parallel to X-X Axis - 300.0 in pz:parallel to Z-Z Axis = 8.0 Ind-Li --� Height 4.0 in L Rebar Centerline to Edge of Concrete... 3.0 in at Bottom of fooling = Relnforcing. - _- Bars parallel to X-X Axis Number of Bars - 6.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis �� Number of Bars = 39.0 Y Reinforcing Bar Size = # 7 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation ig Z-Z Axis , ,•,w� #Bars required within zone 23.0 % #Bars required on each side of zone 77.0 % Applied Loads - _ D Lr _L S W E-- -- H P:Column Load 96.775 9,275 0.0 20.0 0.0 0.0 0.0 k OB:Overburden - 0.0 0.0 0.0 0.0 0.0 0.0 0,0 ksf M-xx = 0.0 - 00 -- 0.0 0.0 0.0 0.0 0.0 k-ft M-zz - 0.0 - 0,0 - 0.0 0.0 0_0 1,844.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 57.80 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 WwvJ,C;SaZ.�Om _ Printed: 3 JUL 2018, 5:22PM General Footing _ Fite=G:rENG_PR-iL.00026-1%18741C-I%CALCUL-i%t8741C-1.EC8 0.000 : ' Licensee carLISO Description; SW313 Footing DESIGN-SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,8479 Soil Bearing 2,826 ksf 3,333 ksf +0,60D+0.70E about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.718 Overturning-Z-Z 1,038.91 k-ft 1,784.76 k-ft +0.60D+0,70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.7706 Z Flexure(+X) 65.366 k-ft/ft 84,828 k-ft/ft +0.90D+E PASS 0.2065 Z Flexure(-X) 17.518 k-fl/ft 84.828 k-fait +1,20D+1.60S PASS 0,03255 X Flexure(+Z) 1.806k-ft/ft 55.481 k-fVft +1,20D+1,605 PASS 0,03255 X Flexure(-Z) 1.806 k-ft/ft 55.481 k-fVfl +1,20D+1.605 PASS 0.7440 1-way Shear(+X) 55.801 psi 75.0 psi +0,90D+E PASS 0.2038 1-way Shear(-X) 15.283 psi 75.0 psi +1.20DAWS PASS 0.01629 1-way Shear(+Z) 1,221 psi 75.0 psi +1,20D+1.60S PASS 0.01629 1-way Shear(-Z) 1,221 psi 75.0 psi +1.20D+1,60S PASS 0.08470 2-way Punching 6.691 psi 79.0 psi +1.200+1,60S 17jo: VS %W3 VOP3 ='i' rise . w. ••,� � � I � i k \��' � •� � , 77 7..77- pv'il"t, XIA 11 ANN AO CARUSO TURLEY SCUTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suiie 200 Tempe,Arizona 85281 Job No. Sheet No. 1480 774-1700 ® F:480 774-1701 www.ctsaz.com By Date lair'Sf .,t,t� 3r��Z'f 1 . t�a✓lYf AV CZ WC,l l c, o✓� r`.(�,I c �c : 1 to c. : : ; l;•.)r.�1c', • ` t ''S 1 !'.i•`` c . :�1.- 11�` -�IC� G,$"ti . (L� = �•. !�1'� : ' _- -14-515 ol 46 tip . .. . . . .. �ti5�l t;c;• 3"7.��.�I :� '�' �.C: (/� � �C'(Glr ryes�' /! : Job Name: Coca Cola Arlington Job No,: 18-741 Sheet No.: b, X) CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Ari7onn 85281 ` T:480 774-1700 F: 480 774-1701 www.ctsaz.com 2012 IBC Masonry Shear Wall Design Wall Label; SW1 He;ght of Shear wall=2 story Depth from Grade Level to Top of Footing(for wall talcs)= 1 feel Design Loadin-cion Wall *Mark"0"if the building doesn't have that level Length of I leight of Shear Load from Lino Load from Doad Load of Level Wall(ft) Wall*(ft) Shear Load from Wind(k) Seismic(k) Dead Load(pl0 Wall(psf) Grade Level to 2nd Floor 19,5 16 6.32 0.00 425 51 2nd Floor to Roof 19.5 51 0 V ' 0.00 0.00 0 51 Parapet(for DL talcs) p 1 0 Total Shear to Shear Wall=V(k)= 6.3 0.0 Overturning Moment=MOT(k ft)= 107.4 0.0 ASD Load Combination Factor= 0.6 0.7 0.6 0.6 Masonry Design Values Nominal Wall Thickness= 8 in b= 7,625 in I'm= 1500 psi d AssuMEo= 18.83 tt Vertical Reinforcing fy= 60 ksi FsV ea.1= 32 ksi Horizontal Reinforcing fy= 40'ksi Fsh i;,nw= 20 ksi Em=900*fm= 11350 ksi Assume Vertical Grout Spacing=. . 48:in;0 C.-' Es= 29,000 ksi Equivalent Thickness=t= 3,39 in21ft Check Shear Check Masonry Alone Desion Steel Shear Reinforcing M _Vh h_ Vd Vd d 0,85 < 1 d<0.25-�Fv=3'1-7-'M—= 116.19psi MNd<l,Fv= (113)(4-(MNd%fm)"'but shall not exceed 80.45(MNd)psi M Fv= 40.672 <= 41,770 = 40.67 psi Vd?1.0-4 Fv=2 f'm 77.46 psi MNd>=1,Fv= (4m)0-5 but shall not exceed 35 psi Fv= <= 35.000 Interpolate to find Fv= psi Therefore, Fv= 40,87 psi V6 =0.5 S"fy d"-A" _—OV''� fv fv=V 1(bd)(where b=t)= 4.9 PSI A,Regd(in')- 0.000 inz at p>�alon�it21t 32 In'.Q C (horizoritall Shear R jW9 clna is NOT u L2j iempfufe updcfed2/8118 1 Job Name; Coca Cola Arlington Job No,: 18-741 Sheet No,: Ir.�1P CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1 480 774-1 700 F:480 774-1701 www.ctsuz.com 2012 IBC Masonry Shear Wall Design(page 2) Wall Label; SW1 Check In-Plane Bending of Wall las n= = 21.481 m M M 0.8Fs=A dd—'As Aega —0.8F'd sj sl i ASSUMED= 0'9. As REQD= 0.149 in? (where Fs=0.81's for lap reduction factor) Bar 51ze Quantity Req'd I Quantity Provided A ...,d.d di ctual #5 0.5 1 0.307 19.33 n p=(n"As)1(b"d)= 0.0037 k= 0.0827 l ACTUAL= 0,9724 21 jk= 24.8769 fb =dZ x k= 47 psi < Fb=0.45*fM= 675 psi OKi 1 M = 11.2 ksi < FS=0.8"Fs= 25.6 ksl OK! fs =As/dd USE 1 # 5 BARS AT EACH END OF SHEAR WALL. T—pll Ll,d.t.dMans Job Name; Coca Cola Arlington Job No.: 18-741 Sheet No.: �3 CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1480 774-1700 F: 480 774-1701 www.ctsoz.{om 2012 IBC Shear Wall Foundation Design Wall Label; SW1 Foundation Information __• ge11= 1000 psf qei,increase= 1;(for lateral loads if permitted by geotech report) Width■ 2 ft Depth to Bhn of Fig= Thickness=, A ft Concrete Weight= 150.pcf Extension= 2.00 ft Pc= 2.5 ksi Length= 23.5 ft fy= 60 ksl Foundation OveriuminalResistance PRES.r.DOnp= 7.05 k MRES.F.dna= 83 k-ft M%;nd= 117 k-ft PRIS.O..d rwm= 8.29 k* MREs,o..d= 0 k-ft"" 0.6M Wind= 70 k-ft t'ms w.,= 17.40 k WES we= 204 k-ft M seiclnto= 0 k-ft PRES.Tol.1' 32.74k MRES.TWn1= 287k-ft 0.7M seismic= 0 k-ft 0.6 PRES,Two= 19,64 k 0.6 MRES.T",.i= 172 k-ft MOT.nr..= 70 k-ft "*Ignore roof loads for wind uplift i Interaction= 2.5>1.0 OK Footing Overturning is Okay. Soil Bearina-Eccentrically Loaded Footings Use"a"method since It can be used regardless of where"P"occurs. >•_r. If a<s ,then q=3La' lfa=3 ,then q=P. If a> then qZ=(4L— andq,=(6a-2W P ch LL L/3m 7.833 ft M MR_Mor 172- 70 = 5.20 ft --—-—- ---—-—-- a= P — 19.64 Q 125B psf 1000 psf Not 000d [n> USE 12 IN THICK x 2 FT WIDE x 24 FT LONG (WITH 2 FT EXTENSIONS EACH END) CONCRETE FOOTING T—pride Updoted 2/8/I8 Job Name: Coca Cola Arlington ' Job No.: 18-741 Sheet No.: CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 F:480 774-1701 www.clsuz.com 2012 IBC Shear Wall Foundation Design(page 2) Wall Label: 5W1 Determine Foundation Relnforcing Max Soil Pressure=q_= 1258 psf Min Soil Pressure=%nj�= 0 psf Length of Soil Pressure= 15.61 fl Soil Pressure at Face of Masonry Wall= 1097 psf Moment at Face of Masonry Wall=M= 2A09 k-f/ft of width Mu=1.6M= 3.854 k-itlft of width Ku = uZ = 0.053 Vb 2.36(Mom) _ 1— 1— bd2 Pmin— 0.0025 3 f!e L0 4 0.0009 f or fy or a Pcaic = 0,0033 PCALC= 1.1 y 8V - 0.0012 f" AS=pbd= 0.72 1n2 Pmin= 0.0033 Where is reinforcing located? Top&Bottom 'consider placing reinforcing top&bottom if fooling has large extension or is 18"thick or more. Bar Size Quantity Req'd Quantity Provided A ,K,d USE. #6 s 1TOM It 6 1.6 2 0.864 LONGITUDINAL CONTINUOUS REINFORCING) Find Minimum Transverse Reinforcing Required: AS=,OOlBbd= 0,173 inZ at Bar Size A.(Inxlft) 16 in O.C. To &Bottom #4 ::` 0.196 OK #5: 0.307 OK 416 0.442 OK USE#4 TRANSVERSE BAR AT 16 in O.C.Top&Bottom Templal a Updoted 7/8/18 Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.; CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe, Arizona 85281 1480 774-1700 F:480 774-1701 www.ctsaz.com 2012 IBC Masonry Shear Wall Design Wall Label: -Sw, Height of Shear_Wa_ll=lstory Depth from Grade Level to Top of Footing(for wall talcs)_.: 1feet Desl n Loadin o Wall 'Mark'0"It the buld doesn't have that level Lui iy ll i o d f I laight of Shear Load from Line Load from Dead Load of Level Wall(ft) Wall"(it) Shear Load from Win (k) Seismic(k) Dead Load(plf) Wall(psf) Grade Level to 2nd Floor .24 16 9.16 0.00 425 51 2nd Floor to Roof 24 51 0 0 0.00 0.00 0 51 Parapet(for DL talcs) 1 0 0 — - 51 Total Shear to Shear Wall=V(k)= 9.2 0.0 Overturning Moment=MOT(k-ft)= 155.7 0.0 ASD Load Combination Factor= 0.6 0.7 0.6 0.6 Masonryy Design Values Nominal Wall Thickness= 8 in b= 7,625 in f m= .:15.00 psi d ASSUMED= 23.33 It Vertical Reinforcing fy= 60 ksi Fs,„ .,= 32 ksi Horizontal Reinforcing fy= 40 ksi Fshodzoniai= _ 20 _ ksI E�7=90C"P-m_. 1,350 ksi Assume Vertical Grout Spadng='. .4$dnfi.C:: Es= 29,000 ksl Equivalent Thickness=t= 3,39 in21ft Check Shear Check Masonry Alone Design Steel Shear Reinforcing M _Vh_h Vd Vd^d 0.69 < 1 M Vd C 0.25 Fy=3 f'm= 116.19 psi MNd<i,Fv= (113)[4-(MNd)}(fm)05 but shall not exceed 60-45(MNd)psi M Fv= 42,787 <= 49,143 =42.79 psi Vd>_ 1.0 Fy=2 f'm= 77.46 psi MNd>=1,Fv= (fm)"5 but shall not exceed 35 psi Fv= -- <= 35.000 Interpolate to find Fv= — psi Tlieiefuie, Fv= 42.79 psi Vns =0.5 Svfydv �A,=O.Sfnsd V v fv=V 1(bd)(where b=t)= 5.8 PSI 32 in 0,C. horizontally Shear Re1nf9rcing Is NQL[tufdlrsl ,.,We Opdnfed Z/6/l a Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: 1,1', CARUSO TURLEY SCOTT By. KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 F.480 774-1701 www.ctsaz.com 2012 IBC Masonry Shear Wall Design(page 2) Wall Label: SWt Check In-Plane Bending of Wail E,s 21,481 Em M M 0,8F5=Asjd Asnegd=U.BFSjd j AMUMr c= 0.9 As Reap= 0.174 in' (where Fs=0,817s for lap reduction factor) Bar Size Quantlty Req'd Quantity Provided ., W d d actual #5 0,6 1 0.307 23.83 n p=(n*As)/(b*d)= 0.0030 k= 0.0748 j ACTUAL= 0.9751 21 jk= 27.4285 M 2 2 fn =bdz x = 49 psi Fp=0.45*Pm= 675 psi OKI M fs=Asfd = 13.1 ksi a Fs=0.8*Fs= 25.6 ksi OKI USE 1 #5 BARS AT EACH END OF SHEAR WALL. Templole Updofed 2/8/18 Job Name: Coca Cola Arlington f1 Job No,: 18-741 Sheet NO.: II CARUSO TURLEY SCOTT By: KJN Date: Jul•18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 u T:480.774-1700 F: 480 774-1701 www.ctsoz.com 2012 IBC Shear Wall Foundation Design Wall Label: SW1 Foundation Information q'11 1000.psf qpi,increase (for lateral loads if permitted by geotech report) Width= 2:it Doplh to Blur of Fig— 2.5:4 Thickness= 111 Concrete Weight= 150 pcf Extension= 2.00 it f'c= 2.5 ksi Length= 28 ft fy= 60 ksl Foundation Overturning/Resistance PRES,Fe.W= 8.40 k MKS.F"eanq` 118 k-ft M.W= 169 k-ft PRES,Dead Flm= 10.20 k MRES,O"ad 0 k-f- 0AM Wind= 102 k-ft Pws wea= 21.42_k MOR Wap= 300 k-ft _ M seismic' 0 k-ft PRES.Telsi= 40.02 k MREaT001= 417 k-ft 0.1 M seismic= 0 k-ft 0.6 PRES,Talal` 24.01 k 0.6 MRES.T.1.1= 250 k-ft MOT Max= 102 k-ft Ignore roof loads for wind uplift L Interaction= 2.5>1.0 OK Footing Overturning Is Okay. II Soll Bearing -Eccentrlc311v Loaded Footings Use"a"method since It can be used regardless of where"P"occurs. If a<a ,then q=3h. 4.w•' A .uu111A1 Luq 4,Futl (11 If a=s ,then q=L. If a>ae q2=(4L—6a) Zand q,=(6a—2L)=th ab rn L13= 9.333 R MR MaT 250 - 102 = 6.20 ft �xa — ----~ -- --- a= P — 24.01 Q 1202 pof 1000 psf Not good Yow•14�"IAve ouWda u�Wne �M) USE 12IN THICK x 2 FT WIDE x 28 FT LONG (WITH 2 FT EXTENSIONS EACH ENO) CONCRETE FOOTING iemp/ele l/pdaled 7/e/fie Job Name: Coca Cola Arlington (I Job No.: 18-741 Sheet Na.: to�'.h ' CARUSO TURLEY SCOTT By, KJN _. Date: Jul-18 n structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 i T:480 774.1700 F:480 774-1701 i www.itsuz.com 2012 IBC Shear Wall Foundation Design(page 2) Wall Label: sW1 Determine Foundation Reinforcing Max Soil Pressure 1292 psf Min Soil Pressure 0 psf Length of Soil Pressure= 18.59 ft Soil Pressure at Face of Masonry Wall= 1153 Psf Moment at Face of Masonry Wall=M= 2.490 k-fUft of width MU=1.6M= 3,985 k-Rift of width Mu Kf,=rpbd2= 0.056 2.36 h�/ bd Pmfn= 0.0025 — 3 frc 20U 4 f° 0.0009 f or 0 or a Peale = 0.0033 PcALc — 1.18fy/ 0.0012 f`, AS=pbd= 0.72 In2 Pmtn= 0.0033 Where is reinforcing located? Top&Bottom 'consider placing reinforcing top&bottom If fooling has large extension or is 18"thick or more, Bar Size Quantity Req-d Quantity Provided As USE 2 #6 . 1.6 2 0.884 LONGITUDINAL(CONTINUOUS REINFORCING) Find Minimum Transverse Reinforctnp Required: A,._.0018bd- 0.173 in at Bar Size A.(in2lft) 16 in O:G: Top&Bottorn 0.196 OK #5 0.307 OK #6 0.442 OK USE 44 TRANSVERSE BAR AT 16 in O.C.Top&Bottom rrmvro,e ubdamd 21911a Job Name CAR SO T'URLEY SCC-TT structural engineers 1215 W. Rio Salado Parkway,Suiie 200 Tempe,Arizona 85281 Job No, 16.7N i Sheet No. _7 I T:480 774-1700 m F:480 774.1701 www.ctsuz.com B Date (N: Z US� (R X:(�-• hlOGij ..�G r-, c'�r I `�.� :[,. 1';.� n`11J '�� ,i'�:,-,� plp.M��:JS t,./� �IUC II IL-: ��S P I.!! 7-,.1 J��, (?,��.<t F/jC�l /'r1 ►'tY,1:;iLr�i l7C t; uaS'i 44\ i' Vb�r�►���`� 5�- r, �„ is� �)'j -.075k/ft I I "Ni N3 N2 Loads: BLC 1, DL CTS SK- 1 MJM Front Entrance Truss July 25, 2018 at 12:10 PM 18-741 Front Entrance Truss.r3d x I -.19k/ft I i1 N N3 N2 f Loads: BLC 2, SL CTS - - -- - - - SK- 2 MJM Front Entrance Truss ER,ntEntrance 25, 2018 at 12:11 PM $-7A 1 Truss.r3d x 4 ry�Q o u'0 OS OIb `N1- N3 N2 Member Code Checks Displayed Results for LC 1, D+S CTS - - - �SK- 3 �. MJM Front Entrance Truss July 25, 2018 at 12:12 PM 18-741 Front Entrance Truss.r3d VBrace: M3 Shape: 6X6 Material: DF Dy Length: 10.404 ft in I Joint: N4 Dz J Joint: N1 LC 1: D+S Code Check: 0.296 (bending) 041 at 2.384 ft Report Based On 97 Sections 4.424'at')'10.404 ft .701 at 5,202 ft Vy k Vz k k -.677 at 5.094 ft 2.274 at 0 ft 638 at 5.202 ft T k4 My k mz k-ft 468 at 8,345 ft •276 at 5.1 202 ft ft ks! ,146 at 10.404 ft fa ks .075 at 0 ft fc ks! -.276 at 5.202 ft AWC NDS-12: ASD Code Check Max Bending Check 0.296 Max Shear Check 0.205 (y) Location 5.202 ft Location 5.202 ft Equation 3.9-3 Max Deft Ratio L15619 CD I RB 4.764 CL I Cr I Cfu I CP .666 (ksi) - Cm ot CIF Y-Y Z-Z Fc' F----.666 1 Lb 10.404 ft 10.404 ft Ft' .825 1 le/d 22.7 22.7 Fbl' — 1.2 Sway No No Fb2" 1.2 Le-Bending Top 10.404 ft Fv' —.17 1 1 Le-Bending Bot 10.404 ft E' 1600 -1 • Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 WWW.Ctsaz.COm Printed:23 JUL 201II, 7:22AM Wood BeamFIIe=G:1ENG_PR--tLC0826-1118741G11CALCUL-11i8741C-1.EC6 RIO 11•���. Description: Front Entrance Wood Beam CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set : IBC 2012 Material Properties _ - Analysis Method: Allowable Stress Design Fb+ 1000 psi E:Modulus of Elasticity Load Combination iBC 2012 Fb- 1000 psi Ebend-xx 1700ksi Fc-Prll 1500 psi Eminbend-xx 620ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.1 Fv 180 psi Ft 675 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.318)S(0.8075) D(0.637) S(1.615) D(0.318)S(0.8075) 6x14 , i Span = 10.0 ft "/ lli@d LoadsService loads entered, Load Factors will be applied for calculations._ Point Load: D=0.6370, S=1.615 k @ 5.0 ft Point Load: D=0.3180, S=0.8075 k @ 0.0 ft Point Load: D=0,3180, S=0.8075 k @ 10.0 ft ='• SIGN�SU II�ARY � � Maximum Bending Stress Ratio - 0.3561 Maximum Shear Stress Ratio = 0.110 : 1 Section used for this span 6x14 Section used for this span 6x14 fb:Actual = 404.40psi fv:Actual _ 22.75 psi FB:Allowable _ 1,135,05psi Fv:Allowable _ 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span - 5,000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 3935>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.043 in Ratio= 2822>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 :Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values _ Segment Length Span# M V C d C Fiv C i 0 r C m C t C L M fb Fb i V fv Fv +D+S+H 0.00 0.00 0,00 0.00 Length=10.0 ft 1 0.356 0.110 1.15 0,987 1.00 1.00 1.00 1.00 1.00 5.63 404.40 1135.05 1.13 22.75 207.00 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy #700 Engineer: Tempe,AZ 85301 Protect ID: 480-774-1700 Project Descr: 480-774-1701 'Jd4V.Ct3a .C�r11 _ _ Printed:23 JUL 201II, 7:27AM W FNr,=G:1ENG_PR-1LC0026-11187A1G11CALCUL-11tQ7 Wood Column41C-LECG _ Description: Front Entrance Wood Column CodeReferences Calculations per 2005 NDS, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood GradinglManiif, Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.60 in Of or Cv for Bending 1.0 Wood Grade No•2 Area 30.250 InA2 Of or Cv for Compression 1.0 Fb+ 900 psi Fv 180 psi Ix 76.255 in"4 Of or Cv for Tension 1.0 Fb- 900 psi Ft 575 psi ly 76,255 in"4 Cm:Wet Use Factor 1.0 Fc-Prll 1350 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity.. . x-x Bending y-y Bending Axial Kf:Built-up columns 1,0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=10,0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=10.0 ft,K=1.0 applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included :65.542 Ibs*Dead Load Factor AXIAL LOADS, . , Axial Load at 10.0 ft,Xecc=2.0 in, D 0.640, S_= 1.620 k DESIGN SUMMARY _ Bending & Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1783 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp+ Myy, NDS Eq. 3.9-3 Top along X-X 0.0270 k Bottom along X-X 0.0270 k Location of max,abovo base 9.933 it Maximum SERVICE Load Lateral Deflections... At maximum location values are,,, Along Y-Y 0.0 in at 0.0 it above base Applied Axial 2.326 k for load combination: nla Applied Mx 0.0 Wt Along X-X -0.03452 in at 5.839 ft above base Applied My -0.3741 k-ft Fc:Allowable 818.78 psi for load combination:+p+S+H Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.009023:1 Bending Compression Tension Load Combination +D+S+H Location of max.above base 10.0 ft Applied Design Shear 1.868 psi Allowable Shear 207.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+S+H 1.150 0.527 0.1783 PASS 9.933 ft D.009023 PASS 10.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only -0,011 0,011 0,706 S Only -0.027 D.027 1.620 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+S+H -0.0345 in 5,539 ft 0.000 in 0.000 ft CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No Sheet No. �i T:480 774-1700 F:480 774-1701 i�' www.ctsaz.com By Date � 1' �z:... .0 �. ,I �, 1 . ry fin. 1 r� lout_ VLS7/ 4�(J:_s ( C �E•�<jl I% �i? 1 ��1. f/.F'/J fJ n 32' �� a1 l� C, r;e /d 1.a► /I �' � •._ �� J - D Project Name: 18741 Coke Arlington Page 1 of 1 r Model: 20' Joist Date:07/26/2018 r -. Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0,3.0 Reactions Support Reactions (lb) R1 600.00 R2 600,00 _Shear and Web Crippling Checks 60,00 Bending and Shear 5.5% Stressed @R1 (Unstiffened): Bending and Shear NA (Stiffened): R1 M 2 Web Stiffeners No R!1 R Required?: f � 1 20.00 Section : 80OS162-97 Single C Stud Fy=50.0 ksi Maxo = 6058.7 Ft-Lb Moment of Intertia, 1 =9,71 in^4 Va=10885.3 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (In) Ft-Lb Ma(Src) (in) Ratio Span 3000.0 0.495 3000.0 60.0 4396,9 0.682 0.528 L/455 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 240.0 5994.6 0.500 SIMPSON STRONG-71E COMPANY INC. - - www.strongtlexom Project Name: 18741 Coke Arlington Page 1 of 1 Model: 20' Joist-with AC unit Date:07/26/2018 S Code: 2012 NASPEC[AISI S100-2012] Simpson Strang-Tie®CFS DesignerTm 2.0.3.0 Reactions Support Reactions (lb) R1 700.00 R2 660.00 Shear and Web Crippling Checks 60.00 Bending and Shear 29.7% Stressed (Unstiffened): @P2 Bending and Shear NA (Stiffened): Web Stiffeners No Rl R2 Required?: I I 20,00 �----► X Point Loads P1 P2 Load(lb) 80 80 X-Dist.(ft) 5.00 10.00 Section : (2) 80OS162-97 Back-To-Back C Stud Fy=50.0 ksi Maxo = 12117.3 Ft-Lb Moment of Intertia, 1=19.43 inA4 Va=21770.6 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax! Mpos Bracing Ma(Brc) Mpos! Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 3600.0 0,297 3600.0 60.0 10361.1 0.347 0,311 L1771 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax! lb-in/in in Ft-Lb Ma-d Span 0.00 240.0 11989.2 0.300 SIMPSON STRONG-TIE COMPANY INC. — www.strongtio.com Project Name: 18741 Coke Arlington Page 1 of 1 Model: 12'Jolst Date:07/26/2018 7; Code: 2012 NASPF0[AISI 5100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 Reactions Support Reactions (Ib) R1 360.00 R2 360.00 Shear and Web Crippling Checks 60.00 Bending and Shear 17.2% Stressed (Unstiffened): @R2 Bending and Shear NA (Stiffened): �19 Web Stiffeners No R1 R2 Required?: I I I 12.00 Section : 8003162-54 Single C Stud Fy=50.0 ksi Maxo = 3065.9 Ft-Lb Moment of Intertia, 1 =5.60 inA4 Va=2091.3 lb Loads have not been modified for strength checks Loads have been multiplied by 0,70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1080.0 0.352 1080.0 60.0 2421.9 0.446 0,119 L11214 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-In/in in Ft-Lb Ma-d Span 0.00 144.0 2734.3 0.395 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: 18741 Coke Arlington Page 1 of 1 Model: Stud - Date:07/2612018 ! _ �)i•..1 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTA9 2.0.3.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No. of No. of Simpson Req'd Req'd# Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors R1 40.02 No Solutions - - R2 40.02 SCI345.5 2 2 Total Vertical Shear Carried by Connectors(lb) : 0 _ Bridging Connectors-Design Method =AISI S100 Simpson Strong-Tie _ Span/CantiLever Bridging Connector Stress Ratio 12.00 6.67 Span LSUBH3.25 (Min) 0.65 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 6.3% Stressed @R1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No Lw t Section : 60OS162-33 Single C Stud Fy=33.0 ksi Maxo= 950.6 Ft-Lb Moment of Intertia, 1=1,79 in^4 Va=638.1 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1,0 for opposite load direction for connection design Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (In) Ft-Lb Ma(Brc) (in) Ratio Span 120.1 0.126 120.1 60.0 855.2 0.140 0.041 L/3496 _Distortional Buckling Check Span K-phl Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Span 0.00 144.0 788.8 0.152 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 1275.0(c) 60.0 60.0 103 0.0 144.0 2176.7(c) 0.59 0.75 SIMPSON STRONG-TIE COMPANY INC. www.strongtio.com 1 CARUS(-): TURLEY SCOTT Job Name Cry- structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. t 6 --7LI I Sheet No. 1480 774-1700 • F:480 774-1701 www.ctsaz.com By pate CAWOV, vtAu. u �-t t,,J - i �`t` }'` 1 7� `S �I_71 sly Ll ss PA T." Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: ��- 480-774-1700 Project Descr: 480-774-1701 WNNJ. t$aZ.Cor71 Primed:20 JUL 2018, 9;06AM Sfe@� Beam File=G1ENG_PR-1LC0026-1118741C-11CALCUL-1t18741C-1.EC6 Description : r Canopy 61 CQDE:;REFERENCES Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set : IBC 2012 Material Properties _ - Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksl Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.0225) S`0.171 — — C7x12.2 41) Span = 18.D ft Applled Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added _ Uniform Load: D=0.02250, S=0.1710 k/ft, Tributary Width=1.0 ft DESI.GNSUMMARY Maximum Bending Stress Ratio 0.516: 1 Maximum Shear Stress Ratio= 0.061 Section used for this span C7x12.2 Section used for this span C7x12.2 Me :Applied 7.837 k-ft Va:Applied 1.742 k Mn/Omega:Allowable 15.198 k-ft Vn/Omega:Allowable 28.429 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 9.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.578 in Ratio= 373>=360 Max Upward Transient Deflection 0,000 in Ratio= 0 <360 Max Downward Total Deflection 0,654 in Ratio= 330>=180 Max Upward Total Deflection 0.000 In Ratio= 0 <180 Vertical ReactlORS Support notation:Far left Is 41 Values in KIPS Load Combination Support 1 Support 2 Overall MAXmum 1,539 1.539 Overall MINimum 0,203 0,203 D Only 0,203 0.203 S Only 1.639 1.539 Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salarin Pkwy #200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 LtM1W.Cl$a7..COm Prrnled;20 JUL 2018, 9:06AM Sfeel Beam Fqe=c1ENG_PR-1LCD026`111B7A1C-11CALCUL-1t18741Cr1,ECfi Description Canopy B2 CODE,REFERENCES =_r Calculations per AISC 360-06, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: IBC 2012 Material Properties _ Analysis Method. Allowable Strength Design Fy;Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending O 0.08 S 0.456 - - HS58x4x3/16 Span = 10.0 ft Appl led LOads. j' Service loads entered. Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Uniform Load: D=0,060, S=0,4560 k/ft, Tributary Width=1,0 ft .DESIGN SUMMARY Maximum Bending Stress Ratio = _ 0.275: 1 Maximum Shear Stress Ratio= 0.060 : 1 Section used for this span HSS8x4x3/16 Section used for this span HSS8x4x3/16 Ma :Applied 6.450 k-ft Va:Applied 2,58D k Mn/Omega :Allowable 23.413 k-ft Vn/Omega :Allowable 43.009 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 5.000ft Location of maximum on span 0,000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.107 In Ratio= 1,117>=360 Max Upward Transient Deflection 0.000 In Ratio= 0 <360 Max Downward Total Deflecliuij 0.122 In Ratio= 988 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical,Reactions Support notation:Far left is 91 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 2,280 2,280 Overall MINimrim 0,300 0.300 D Only 0.300 0.300 S Only 2,280 2.280 CARUSO TURLEY SCOTT Job Name '2- --- - - structurai engineers 1215 W.Rio Saiado Parkway, Suite 200 Tempe,Arizona 85281 Job No. I `ll Sheet No. 1480 774-1700 • F:480 774-1701 www.ctsaz.com B Date '-7 f IS 6t-`, '{•0I`f/+1F"i� �.'f'���.. � I•.�L l�'�n1%J / ��`� f'4� �1 ,"�I�'GJ6:.i �\6„-!,_y . �LN�LY:1i:r1�'. :l�:li� Il.r� ��I�%f�l` �.i 1�1��.•. 1k' I -.r�J'&IA�i�1.� ..... .. - Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: i,�; CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 F:480 774-1701 www.ctsuz.com Site Wall Wind Loading per Section 29.3-ASCE 7-16 Site Address; 59th Ave NE Arlington, WA 98223 Wind Exposure C Velocity Pressure = qh = 0.00256 Kz Kzt Kd Ke VZ (ASCE 7-16 Eqn 26,10-1) 3 -Sec Wind Gust = V= 110 mph Exposure Coeff= Kz= 0.85 (Table 26,10.1, h< 15 ft) Topographic Factor= KZt= 1.0 (Section 26.8.2) Directional Coeffecient= Kd = 0.85 (Section 26.6) Ground Elevation Coeffecient= Ke = 0.85 (Section 26.9 ASCE 7-16) qh = 19.0 psf From Section 29.4.1: Wind Load = F = qh G CfA (Eqn 29.4-1) Gust Factor= G = 0.85 (Section 26.11.1) Force Coeff= Cf= 1.3 (Fig 29,4-1, Bls = 10) Wall Area= A = 1.0 ft2 10% Increase per note below* = 1.1 Wind Pressure= F = 23.1 psf F = qh G Cf A * Per Footnote 3, Fig 29.4-1, resultant force of wind pressure is to act at 0.05 times the average height of the wall. To account for this, increase the wind load using equivalent moments. N1ela = Wl 12 + 1(0.05)} 2 we = 0.55w(2) = 1.1w Therefore, the wind is increased in chart above by 10% Template Updaled 211VI8 Page&R Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: G (P Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 Pri www.ctS z.CORI nted,19 JUL 2018, 9:24AM File'a-kENG PR-1l.CU026-11t8741C-11cALCUL-1118741C-iiEC6 Cantilevered Retaining WallLicensee: - • ' tt Description: 4'Masonry Site Wall Criteria J Soil Bata _T Calculations per ACI 398.08, ACI 530.08,IBC zoos, CBc 2010,ASCE 7.05 Retained Height 0.00 ft Allow Soil Bearing = 2,500,0 psf Wall height above soil = 4.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 45,0 psf/ft Height of Soil over Toe - 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density, Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance, for passive pressure = 12,00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0,0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Fooling Width = 0,00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom 0.00 ft Eccentricity - 0.00 in Used for Sliclln2&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load 0,0 Ibs at Back of Wall Axial Live Load - 0.0 Ibs Wind on Exposed Stem = 23.1 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: f Tempe,AZ 85301 Project ID; Project Descr: 480-774-1700 480-774-1701 Printed:19 JUL 2018, 9:24AM WWW.ctSaZ.Cum Cantilevered Retaining Wall File=c;lENG_PR-1\.cao26-1118741C-10LCUL-1118741 11tEcs NINO! Description: 4'Masonry Site Wall Design summary Stem Construction �� rop Stem Bar LaplEmb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.61 OK Wall Material Above"Ht" = Masonry Sliding = 4.85 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 656 Ibs Rebar Spacing in= 48.00 ...resultant ecc. = 6.31 in Rebar Placed at - Center Design Data Soil Pressure @ Toe - 1,420 psf OK fb/FB+falFa = 8.436 0.000 Soil Pressure @ Heel - 0 psf OK Total Force @ Section Ibs= 100.2 Allowable = 2,500 psf Moment,,..Actual ft-I= 233.3 Soil Pressure Less Than Allowable ACI Factored @ Toe - 1,704 psf Moment Allowable fi I 535.2 = ACI Factored @ Heel - 0 psf Shear,,.,.Actual psi= 2.2 Footing Shear @ Toe - 4.8 psi OK Shear,,,,.Allowable psi= 38.7 Footing Shear @ Heel = 0.8 psi OK Wail Weight psf= 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.75 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 30.00 Lateral Sliding Force = 92.7 Ibs Lap splice if below in 30.00 less 100%Passive Force = - 187.5 Ibs Hook embed into footing in= Masonry Data less 100%Friction Force = 262.2 Ibs fin psi= 1,500 Added Force Req'd = 0.0 Ibs OK Fy psi= ....for 1.6:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Load Factors Modular Ration' 21.48 Dead Load 1.200 Short Term Factor - 1.000 Live Load 1,600 Equiv,Solid Thick. In= 7.60 Earth,H 1.600 Masonry Block Type = 3 Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1,000 Concrete Data f'c psi= Fy psi= Footing Dimensions&Strengths Footing Design Results 1 Toe Width = 0.50 ft Q Heel Heel Width - 1.17 Factored Pressure = 1,704 0 psf Total Footing Width = 1.67 Mu':Upward = 28B 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 55 40 ft-lb Mu: Design - 233 40 ft-lb Key Width - 0,00 in Actual 1-Way Shear = 4.78 0.79 psi Key Depth - 0.00 in Allow 1-Way Shear = 75.00 76.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 16.00 in f'c = 2,500 psf Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Fooling Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = D,0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3,00 in Toes Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: . R; 480-774-1700 Protect Descr; 480-774-1701 WWW.CfSdZ.CUIn Printed:19 JUL 2018, 9:24AM Cantilevered Retaining Wall FIleuG:I>Na_PR-�1LG0026-11f67410r11CALCUL-1118741GLEC6 1pgiii ignitmontingwaimm . Description: 4'Masonry Site Wall Summary of Overturning&Resisting Forces&Moments .....OVERTURNING..... .....RESISTING..,.. Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 22.5 0.33 7.5 Soil Over Heel = 0,0 1.42 0.0 Surcharge over Heel - Sloped Soil Over Heel = Toe Active Pressure = -33.8 0,50 -16.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load - Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = 104.0 3.25 337.8 Soil Over Toe = 27.5 0,25 6.9 Surcharge Over Toe = Stem Weight(s) = 378.0 0.83 315.0 -- Earth @ Stem Transitions = Total = 92.7 O.T.M. = 328.5 Footing Weight - 250.0 0,83 208,3 Resisting/Overturning Ratio = 1.61 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 655,5 Ibs Vert.Component = Total= 655.5 Ibs R.M.= 530.2 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Caruso Turley Scott,Inc, Project Title: 1215 W,Rio Salado Pkwy,#200 Engineer: P Proect ID: Tempe,AZ 85301 Project Descr: 480-774-1700 480-774-1701 WWW.ClS2Z.00m Printed:19 JUL 2018, 9:25AM Cantilevered Retaining wall - file=GIENG:PR-11.CA026-t118741C111CALCUL-1118141C-1.EC6 Description: 6'Masonry Site Wall I Criteria Soil Data Calculations perAC1318.08, ACI 530.08,iBC 2009, CBC 2010,ASCE 7-05 Retained Height - 0.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 6,50 ft Equivalent fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure - 45.0 psf/ft Height of Soil over Too = 6,00 in Toe Active Pressure = 30.0 psflft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options; Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Fl Load Applied to Stem Adjacent Footing Load —� Lateral Load = 0.0 plf Adjacent Footing Load - 0.0 ibs Surcharge Over Heel = 0.0 psf 1 g Used To Resist Sliding&Overturning ...Height to Top = 0,00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0,00 ft Eccentricity = 0,00 in Used for Sliding&Overturning Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 Ibs at Back of Wall Axial Live Load = 0.0 Ibs Wind an Exposed Stem = 23.1 psi Poisson's Ratio = 0.300 Axial Load Eccentricity - 0.0 in Caruso Turley Scott,Inc. Project Title: 1215 W,Rio Salado Pkwy,#200 Engineer, �' f Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 WWW.Ct3a2.COm Printed:19 JUL 2098, 9:25AM Cantilevered Retaining Wall Ro=a-►ENG-pR-+k- a coo2s-��ti�ra, ,tcALcuL-t%te7a1c-,.Ec6 Description: 6'Masonry Site Wall Design Summary Stem Construction Top Stem Bar LaplEmb Wall Stability Ratios Design Height Above Ftg it= 0.00 Overturning = 1.53 OK Wall Material Above"HV - Masonry Sliding = 3.98 OK Thickness in= 8.00 Reber Size - # 5 Total Bearing Load - 912 Ibs Rebar Spacing in= 48.00 ...resultant ecc. = 8,65 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,679 psf OK fb/FB+fa/Fa = 0,e11 0.000 Soil Pressure @ Heel = 0 psi OK Total Force @ Section Ibs= 146.4 Allowable = 2,500 Psf Moment...,Actual ft-I= 487A Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,015 psf Moment..-Allowable ft!= 535.2 ACI Factored @ Heel = 0 psi Shear.-Actual psi= 3.3 Footing Shear @ Toe = 7.7 psi OK Shear..,,.Allowable psi= 38.7 Footing Shear @ Heel = 1.2 psi OK Wall Weight psf= 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.75 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 45,00 Lateral Sliding Force = 138.9 Ibs Lap splice if below in= 45.00 less 100%Passive Force = 187.6 Ibs Hook embed into footing in= less 100%Friction Force = 364.9 Ibs Masonry Data fm psi= 1,500 Added Force Req'd = 0.0 Ibs OK Fy psi= ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting - Yes Load Factors - 21.48 Dead Load 1.200 Modular a - Live Load 1.600 Short Terrmm Factor - 1.000 Earth,H 1600 Equiv,Solid Thick, In= 7.60 .600 Masonry Block Type = 3 Wind,W 1 Seismic,E 1. 00 Masonry Design Method = ASD Concrete Data fc psi= Fy psi= Footing Dimensions&Strengths L Footing Design Results Toe Width - 0.75 it Toe Heel Heel Width 1.42 Factored Pressure = 2,015 0 ppsf Total Footing Width = 2.17 Mu' Upward = 609 0 ft-lb Footing Thickness = 12.00 in Mu':Downward - 103 76 ft-lb Mu: Design - 505 76 ft-lb Key Width - 0.00 in Actual 1-Way Shear = 7,73 1.18 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe - 2.00 it Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density - 150.00 pcf Key Reinforcing = None Spec'd Min,As% - 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S Fr Heel: Not req'd,Mu<S"Fr Key: No key defined Caruso Turley Scott, Inc. Project Title: 1215 W,Rio Salado Pkw .#200 Engineer; !: Tempe,AZ 85301 y Project I D: 480-774-1700 Project Descr: 480-774-1701 Printed:19 JUL 2018, 9:25AM www.ctsaz.co m - Cantilevered Retaining Wall FlIQ=G:►Frtc.PR-1'Lcoots-1Ne741c�11CALCUL-1118741C-4,EC6 ` Description: 6'Masonry Site Wall Summary of Overturning&Resisting Forces&Moments ..—OVERTURNING..,., .....RESISTING.,... Force Distance Moment Force Distance Moment Item lbs ft. 114b lbs fl ft-lb Heel Active Pressure = 22.5 0,33 7.5 Soil Over Heel = 0,0 1.79 0.0 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = -33.8 0.50 -16,9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load - Axial Dead Load on Stem = Added Lateral Load - *Axial Live Load on Stem = Load @ Stem Above Soil = 150.2 4.25 638.1 Soil Over Toe = 41.3 0.38 15.5 Surcharge Over Toe = Stem Weight(s) = 546,0 1,08 591.6 Earth @ Stem Transitions = Total = 138.9 O.T.M. = 628.8 Footing Weight = 325,1 1.08 352.2 Res istinglOverturnIng Ratio 1.53 Key Weight = 2,00 Vertical Loads used for Soil Pressure= 912.3 lbs Vert.Component - Total= 912.3 lbs R.M.= 959.3 resistance,Axial load NOT is Included forrsoiltpresisbre cal'cou�tion for overturning 1 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.corT1 Printed:19 JUL 2018, 9:26AM File=G:1ENG-PR-iLco026-i1 i8741C=11CALCUL-t118741GE-1. C6' Cantilevered Retaining Wall Description: 8'Masonry Site Wall Criteria Soil Data Calculations perACl318.08, ACI 530.08,IBC 2009, Retained Height - 0.00 ft Allow Soil Bearing = 2,500,0 psf CBC 2010,ASCE 7.05 Wall height above soil 8,50 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00:1 Heel Active Pressure - 45.0 psf/ft Height of Soil over Toe 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 It Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure, Friction Coeff btwn Fig&Soil = 0,400 NOT USED for Sliding Resistance, Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12,00 in Surcharge Loads r Lateral Load Applied to Stem J Adjacent Footing Load Surcharrgge Over Heel = 0,0 psf Lateral Load = 0.0 plf Adjacent Footing Load - 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Fooling Width - 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 Ibs at Back of Wall Axial Live Load - 0.0 Ibs Wind on Exposed Stem = 23.1 psf Poisson's Ratio = 0,300 Axial Load Eccentricity = 0.0 in Caruso Turley Scott,Inc, Project Title: '1215 W.Rio Salado Pkwy,9200 Engineer: q,[3 Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr. 480-774-1701 WWW.CISaz.COfn Printed 19JUL2018, 9;26AM Cantilevered Retaining Wall FllB=G:IENG_Pit-1 LCU026-1118T41C-11CALCUL-1118741C-LE C6 Description: 8'Masonry Site Wall Design Summary Fstern Construction JTop stem Bar Lap]Emb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning - 1.61 OK Wall Material Above"Ht" = Masonry Sliding = 3.60 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load - 1,199 Ibs Rebar Spacing in= 40.00 ...resultant ecc, - 10.75 in Rebar Placed at - Edge Design Data Soil Pressure @ Toe = 1,534 psf OK fb/FB+fa/Fa = 0,922 0.000 Soil Pressure @ Heel = 0 psf OK Total Force @ Section Ibs= 192.6 Allowable 2,500 psf Moment....Actual ft-I= 833.9 Soil Pressure Less Than Allowable = Moment..,-Allowable ft-1= 904,2 ACI Factored @ Toe 1,841 psf ACI Factored @ Heel - 0 psf Shear.,-Actual psi= 3.1 Footing Shear @ Toe - 9.9 psi OK Shear..,,,Allowable psi= 38.7 Footing Shear @ Heel = 1.7 psi OK Wall Weight psf= 84.0 Allowable - 75.0 psi Rebar Depth 'd' in= 5.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 45.00 Lateral Sliding Force = 185.1 Ibs Lap splice if below in= 45.00 less 100%Passive Force = 187.5 Ibs Hook embed into footing in= less 100%Friction Force = 479.4 Ibs Masonry Data f m psi= 1,500 Added Force Req'd - 0.0 Ibs OK Fy t psi= ....for 1.5: 1 Stability - 0,0 Ibs OK Solid Grouting = Yes Load Factors Modular Ration' = 21.48 Dead Load 1.200 Short Term Factor = 1,000 Live Load 1.600 Equiv,Solid Thick, in= 7,60 Earth,H 1.600 Masonry Block Type = 3 Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data f c psi= Fy psi= Footing Dimensions&Strengths Footing Design Results Toe Width = 1.08 ft LOME Heel Heel Width = 175 Factored Pressure = 1,841 0 psf Total Footing Width = 2.83 Mu';Upward - 1,055 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 192 141 ft-lb Key Width - 0,00 in Mu: Design 862 141 ft-Ib y Depth = 0.00 in Actual 1-Way Shear - 9.93 1.71 psi Key DeP Aliow 1-Way Shear 75.00 75.00 psi Key Distance from Toe = 2.00 ft Too Reinforcing = #7 @ 16.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16,00 in Footing Concrete Density - 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm,= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: jt 480-774-1700 Protect Descr: 480-774-1701 wtvw ctsaz'con" Printed:19 JUL 2018, 9:26AM Re=G:1ENG PR-1tC0026-1118741C-11CALCUL-1118741C-1 EC6 Cantilevered Retaining Wall Description: 8'Masonry Site Wall Summary of Overturning&Resisting Forces&Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs _ _ft_ ft-lb Ibs lit ft-lb Heel Active Pressure = 22.5 0.33 7.5 Soil Over Heel = 0.0 2,29 0.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -33.8 0.50 -16.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = 196.4 5,25 1,030.8 Soil Over Toe = 59.6 0.64 32.3 Surcharge Over Toe = Stem Weight(s) = 714.0 1.42 1,011.5 Earth @ Stem Transitions = Total = 1851 O.T.M. = 1,021.5 Footing Weight = 425,0 1.42 602.1 ResistinglOverturning Ratio = 1.61 Key Weight = 2A0 Vertical Loads used for Soil Pressure= 1,198.6 Ibs Vert,Component = Total= 1,198.6 Ibs R.M.= 1,645.9 *Mal live load NOT 1 icluded in total displayed,or used for overturning resistance,but is includded for soil pressure calculation. Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 4BO-774-1701 www.ctsaz.com Printed:19 JUL 2016,12:36PM 41C-1.EC6Ho G:IENG-PR-11`CO026-1118741C-11CALCUL-11187 Cantilevered R@ta1111J YcII � Description: Concrete Retaining Wall at Ramp Criteria Soil Data Calculations per ACI 318.08, ACI 530-08,ISC 2009, Retained Height = 5.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2010,ASCE 7.05 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Dehind Wall m 0.00: 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel - 0,0 ft Passive Pressure - 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance, Soil height to ignore - for passive pressure 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load = Surcharge Over Heel = 190,0 psf Lateral Load 0.0 pIf Adjacent Footing Load - 0,0 Ibs Used To Resist Sliding&Ovorturning ..,Height to Top = 0.00 ft Fooling Width - 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist - 0.00 ft Axial Load Applied to Stem� Footing Type Line Load Axial Dead Load = 0,0 Ibs Base Above/Below Soil = 0.0 ft Axial Live Load - 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio 0,300 - Axial Load Eccentricity 0.0 in Design SummaryStem Construction Top Stem Dar LaplEmb Wall Stability Ratios Design Height Above Ftq ft= 0.00 Overturning = 1.87 OK Wall Material Above"Ht" = Concrete Sliding = 1.58 OK Thickness in 8.00 Rebar Size = # 5 Total Bearing Load = 1,837 Ibs Rebar Spacing In= 16,00 ..,resultant ecc. = 7.90 in Rebar Placed at = Center - 1,454 psf OK Design Data Soil Pressure @ Toe =p fb1FB+fa1Fa 0,460 Soil Pressure @ Heel = 0 psf OK Total Force @ Section Ibs= 926.5 Allowable = 2,500 psf Moment..,.Actual ft-I= 1,793.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,745 psf Moment--Allowable ft-I= 3,898.0 ACI Factored @ I]eel W 0 psf Shear.....ACtual psi= 19.3 Footing Shear @ Toe - 5.5 psi OK Shear.....Allowable psi= 76.0 Footing Shear @ Heel = 10,2 psi OK Wall Weight psf= 100.0 Allowable = 75,0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 23.40 Lateral Sliding Force 750.9 Ibs Lap splice if below in= 10,50 less 100%Passive Force = 450.0 Ibs Hook embed into footing in= 10.50 less 100%Friction Force - 730.0 Ibs Concrete Data Added Force Req'd - 0.0 Ibs OK f'c psi= 2,500.0 ..,.for 1.5:1 Stability = 0.0 Ibs OK Fy psi Load Factors Dead Load 1,200 Live Load 1.600 Earth,H 1.600 Wind,W 1,600 Seismic,E 1 000 h, t Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkw ,#200 Engineer: v Tempe,AZ 85301 Protect ID: 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com - Printed:19 JUL 2018,12:3GPM [Cantilevered Retaining Wall FIie=G,1ENG_PR-1k-CW26-1118741C=11CALCUL-1118741C-1:EC8 RVV 0.006: Description: Concrete Retaining Wall at Ramp Footing Dimensions&Strengths Footing Design Results Toe Width = 1.17 ft Toe Heel Heel Width - 1.83 Factored Pressure = 1,745 0 psf Total Footing Width = 3.00 Mu':Upward = 1,005 0 ft-lb Footing Thickness - 12.00 in Mu':Downward = 212 681 ft-lb Mu: Design = 792 681 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 5.53 10.23 psi Key Depth - 0,00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in f'c = 2,500�psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm,= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summay of Overturning &Resisting Forces &Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb __ Ibs ft ft-Ib Heel Active Pressure - 630.0 2.00 1,260.0 Soil Over Heel = 641.7 2.42 1,550.7 Surcharge over Heel = 190.9 3.00 572.7 Sloped Soil Over Heel Too Active Pressure = -70.0 0.67 -46,7 Surcharge Over Heel = 116.7 2.42 281.9 Surcharge Over Toe - Adjacent Fooling Load - Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 128.3 0.58 74.9 Surcharge Over Toe = Stem Weight(s) - 500.0 1,50 750.0 Earth @ Stem Transitions = Total = 750.9 Q.T.M. = 1,786.1 Footing Weight = 450.0 1.50 675.0 ResistinglOverturnIng Ratio - 1.87 Key Weight = Vertical Loads used for Soil Pressure= 1,836.7 Ibs Vert.Component Total= 1,836.7 Ibs R.M.= 3,332.5 *Axial live load NOT Inc uded in total displayed,or used for overturning resistance,but Is inclucled for soil pressure calculation. Jots No. 18-741 Sheet No. Cover I By MJM Date 7118 �oQHER qlk ���F•WASyjyc i CARUSO - cc �p•'••. 5360 .; TURLEY Cl.,.i_ENT:_ .� •.Fc \tea SCOTT KDF Architectural Group ass structural 300 W Clarendon Ave, Suite 320 engineers Phoenix, AZ 1��8�18 f l i PROJECT: I Swire Coca-Cola - Arlington 591h Ave NE Arlington, WA STRUCTURAL ENGINEERING EXCELLENCE PARTNERS Richard Turley,PE Paul Scolt,BE,PE BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE Sandra Hero,BE,PE,LEEDAP GEOTECHNICAL REPORT: Chris Atkinson,BE,PE,LEEDAP Geotest Services, Report No. 18-0318: June 12, 2018 Thomas Morris,BE,PE,LEED AP Richard Dahlmann,BE,PE Allowable Bearing Pressure = 2500 PSF Troy Turley,BE,PE,LEER AP Brady Nothohm,BE,PE 1215 W.Rlo Salado Pkwy. Received Suite 200 Tempe,AZ 65281 O C T 0 9 2018 T;(480)774-1700 F;(460)774-1701 t(n TA www.CTSAZ.com :� i'l.� �, i I YOUR VISION IS OUR MISSION Job Name Coke -Arlington I CARUSO 1215 W.Rio Salado Pkwy. Job No, 18-741 Sheet No. - TURLEY Suite 200 g MJM Date 7/18 SCOTT Tempe,AZ 85281 y consulting T:(480)774-1700 structural F:(480)774-1701 i engineers a CALCULATION INDEX SHEET SHEET# DESCRIPTION —II Index, Basis for Design 1.1 1.11 Load Analysis i 2.1 —2.13 Roof Framing Design 3.1 —3.10 Column Design 4,1 —4.43 Concrete Tilt Panel and Masonry Wall Design 5A —6.13 Diaphragm Design 6.1 —6.36 Shear Wall Design 7.1 — 7.7 Front Entrance Design 8.1 —8.5 Interior Office Framing Design 9.1 — 9.16 Canopy Design, Site Construction I � .0' 1 t J I 1 YOUR STRUCTURAL ENGINEERING EXPERTS Job Name Coke-Arlington Job No, 18-741 Sheet No. II CARUSO 1215 W.Rio Salado Pkwy. scar Sulle 200 By MJM Date 7118 consul Tempe,AZ 65281 31f°"°rdl F:(480)774-1701 BASIS FOR DESIGN engineers ' BUILDING CODE: 2015 EDITION OF THE INTERNATIONAL BUILDING CODE LOADS: ROOF LIVE LOAD= 20 PSF(REDUCIBLE), ROOF DEAD LOAD= 20 PSF, ' WIND: 3 SECOND WIND GUST=110 MPH. WIND RISK CATEGORY=II, EXPOSURE C, / SEISMIC: SEISMIC IMPORTANCE FACTOR, I= 1.0, RISK CATEGORY, II. MAPPED SHORT PERIOD SPECTRAL ACCELERATION, Ss= 1,07g. MAPPED ONE SECOND SPECTRAL ACCELERATION, S1 =0.417g. SOIL SITE CLASS,D. ' DESIGN SHORT PERIOD SPECTRAL ACCELERATION,Sds=0.765g. DESIGN ONE SECOND SPECTRAL AQCELERATION, Sd1 =0.440g. SEISMIC DESIGN CATEGORY, D. -'" BASIC SEISMIC-FORCE-RESISTING SYSTEM= INTERMEDIATE PRECAST SHEAR WALLS AND INTERMEDIATE REINFORCED MASONRY SHEAR WALLS, DESIGN BASE SHEAR= 1320k(INCLUDES 100'FUTURE EXPANSION AT EAST WALL). SEISMIC RESPONSE COEFFICIENT, Cs=0.19. RESPONSE MODIFICATION FACTOR(R)=4, ANALYSIS PROCEDURE USED=EQUIVALENT LATERAL FORCE PROCEDURE FOUNDATIONS: SOIL REPORT BY GEOTEST SERVICES;JOB N0.18-0318.SPREAD FOOTINGS SHALL BEAR AT 18"MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE=2500 PSF, CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: TILT WALLS PSI SLABS ON GRADE --_---.--------------------- ..- -- — 3,000 PSI FOUNDATIONS AND CAISSONS --- -------------------------------------- 3,000 PSI (DESIGN FOR FOUNDATIONS BASED ON 2,500 PSI) MASONRY: HOLLOW CONCRETE MASONRY UNITS: F'm=1,500 PSI HOLLOW BRICK MASONRY DESIGNED WITH HOLLOW CONCRETE VALUES (DESIGN BASED ON INSPECTED VALUES) REINFORCING: BARS#5 AND LARGER:Fy=60,000 PSI, BARS#4 AND SMALLER: Fy=40,000 PSI, STRUCTURAL STEEL: MISC.STRUCTURAL STEEL(A36): Fy=36,000 PSI, WIDE FLANGE STEEL SECTIONS(A992):Fy=50,000 PSI. TUBULAR STEEL(A500 Gr. B): Fy=46,000 PSI. BOLTS:A307 WOOD: BEAMS WIDTH GREATER THAN 4"---------------------D,F.L.#1 POSTS 6 X 6 OR LARGER -----------------—---------D,F,L,#2 � r i I Job Name Coke-Arlinaton CARU50 1215 W.Rio Salado Pkwy Job No 18-741 Sheet No. TURLEY SOlte 200 —— SCOTT Tempe,AZ 85281 B MJM Date 6/18 consulting T:(480)774-1700 y -- - --- structural F:(480)774-1701 engineers DESIGN LOADS ROOF DEAD LOADS: B.U. ROOF 4.0 PSF R-30 INSULATION 2.0 STEEL DECK 2.5 MP&E 3.0 SPRINKLERS 1.5 STEEL JOISTS 3.0 STEEL GIRDER 2.0 MISC 2.0 -------------------- 20.0 PSF LIVE LOAD: 20 PSF(REDUCIBLE) •LJ�� ' l�i a,�'3- 4�: � Job Name Coke-Arlington CARUso 1215 W.Rio Salado Pkwy Job No. 18-741 Sheet No. -� TURLEY Suite 200 SCOTT Tempe,AZ 86281 g MJM Date 6/18 consulting T:(480)774-1700 Y — structural F:(480)774-1701 engineers ROOF LIVE LOAD REDUCTION 2^1? 1113C ROOF 1111P Innn RFn[lrTlr)kl TARI F Minimum Roof Live Load Lo= 20 PSF (Table 1607.1) Reduced Values Based on IBC Sectio 1607.12.2 1: Lr = Lo R,RZ (EQ 16-26) Ri = 1.2 - 0.001 At (EQ 16-28) R2 = 1.0 (Flat Roof - Slope Less Than 4:12) (EQ 16-30) TRIG AREA (SF) ROOF LIVE LOAD (PSF) < 249 SF 20 PSF 250 - 299 19 300 -349 18 350 - 399 17 400 - 449 166 450 - 499 1.5 500 - 549 E 4 550 - 600 13 > 600 12 ''� R r CARUSO TURLEY SCOTT Job Name CCY1- :t='►r.JC'�-e structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85261 Job No. IX--`•7�l I Sheet No. - T:480 774-1700 • F:480 774-1701 www.ctsaz.com - By N;,�A Date t" 1(, 18741 Snow Loads-Drift Swire Coca Cola-Arlington 18-741 pg= 15 psf Ct= 1.0 p f = 0.7CeCtlpg ps = Cspf (a'f pf= 11 psf Ce= 1.0 y = 0.13pg + 14 Ps= 11 psf CS = 1.0 hb = pf/Y V= 15.95 pcf I= 1.0 a + hd = 0.43 to p9+ 10- 1.5 he= 0.69 ft 4hd, hd < h, w = 4hd/h, hd > he Shy, max Snow Drift: pa - hdY Windward: location lU hd h, width max=8h, hd width pd ft ft ft ft ft ft ft psf 1 500.0 4.60 3.31 25.55 26.48 3.31 25.55 52.8 2 300.0 3.70 3.31 16.56 26.48 3.31 16.56 52.8 3 60.0 1.70 19.31 6.79 154.48 1.70 6.79 27.1 i I I i i !I i I I i 1 R k CARUSO TURLEY SC®TT Job Name TrIY4- - A-U structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 1480114-1700 o F.480 774-1701 Job No. IT, -� 1I Sheet No, !, www.ctsaz.com By (1 IA Date NIv:fF'Ja� i Pa- N M 7 Job Name: Coke-Arlington CARUSO 1215 W.Rio Salado Pkwy TURLEY Suite 200 Job No.: 18-741 Sheet No.: SCOTT consulting Tempe.AZ B6281 structural T: 4BO-774-1700 By: MJM Date: Jun-18 epglneers F: 480-774-1701 �2 R F-I r L r rmv nl r` m c �� hi T�T " rM1 J D� 3 v -:t .� Si °`-'4 -5 U 0 r- �7, N C', -to n O. 00, -s IA + A �7. q C A 4 el -of ^ 10 w 0 c ill ARUN 0 MIMI C q@q@ ����jjjjN PUR 1�50- ��pplrlM (g� yg7{pp ■ ~ WHO ¢¢¢¢ (F� a gs��¢¢�J$ �WW�}} xM 1.11 1 go oil I W FE41 1 HE o �= ll - 1 - � � 1IM 111111IN Minn 1"IM111 I 11MI Oug, M RUN in sgI It a 19 jh"IFF1111 lilt M IMP I IllIN i Am y" u _. ; llN � !!! Job Name: Coke-Arlington CARUSO 1215 W.Rio Salado Pkwy TURLEY Suite 200 Job No.: 18-741 Sheet No.: SCOTT Tempe,AZ B5281 consulting T: 4480-774-1700 By: MJM Date: Jun-18 structural F:4480-774-1701 engineers s s o v o c X II• VR T:,.i� � Mr b S Z� o N N cl ry ^ nN ^ c ~ o ~ o •, c.' _" - 19 '� a g of VI h , VI VI VI h VI ,� VI •, y' �- = iI 4, +� VI Q VI Q A VI A VI A VI A :VI .� A Vt n vl n LLn nov��q " l n C `Cv `C \ v � `Cv Avg C v `C � v Q ev Q gv " t" l„h F.. tw`Y P p V O b O O N O o c O N II U n II t v, c o 1 o V N •^ a E .d T N F a N _ - c -_ _ .c trl ��. If - 0. _ :•_ r _ -K. is q c F a OFF °� lY AW h TR- _ o e �r V II II II II I�_ ._.. . 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Eg.sqE $EitilI A 11 1IM-31HE R � M - -� ::� [� :� � •'' 1€5Q,Isi$ lt►��i€�liR@Ri;iik�8€I�E3l��EIrBF�i� bA :° ( dEi?2 "ea�eQSfi'@E➢iAi➢F€ntl E x481IMIN � 11 � .�, F�,� .:, !Ip➢ tl?I@@€I@I6:EE14E6 911 �19�ti1<9tl@IBR 'C► « - ;, ra 6 k diidl S Ed@SpQ@fi$ 81;I��i€d>k8k53k '_! '� - � dgl�r'!tl€d@�e_r_k6Ett�i➢�gtl8dt�3�9a>�i?RiElfEdiiEdbl c� d �' 3 AE ffoEO AQE �Q 6 F1��-d-1 d➢@ w i �a aQ€hG511$8d@4#dlt1H@➢gLtt 1@ ldl i8 9 +061111111 Q aMDtx4g�H198 Is Q;1u mI b a�e�.a '31; �aI :Qa� de;g. P� RI➢iRkRHE$@3d E d 1.0" 95f➢i>kI91;;#E@8E}@ 6 - Ill'-lid '� ' `� i� :,=.s I�@66�@IEC=➢➢Q;eDD! Rmp;g@I;ElD 1fk�iRN➢$@!s8€;;➢s'@EI IE �} � A��QIISEEQs@iI E9e5Muldn IdlD d i's? Q��f e � d$BE CiliaQ'►QI !!i 111EDH 1 6IQe�t I.$�� d¢iDH11 11"ES tE $d3 iECl1lE� 8!R➢iQRgig ��1€k �8 arl }�}°IIR IM11gil6Q2fi�@rb" gQ' ;4Q Q1!➢ !BlB�` 183CIe`a;igEPw�:� �fd� E • N&1E4HQD @91�e111�1� E1ii1 �➢R$3Abi1A881dA1&1➢gBrB@.�e �� � � ..,�� ;� a� CARDS® TURL.EY SCOTT Job Name AL:L'I::I,C-I�� • structural engineers 1215 W.Rio Salado Parkway,Suiie 200 Tempe,Arizona 85281 P ' Job No, IT) '7'1 I Sheet No. � .4 1480 774-1700 . F,480114-1701 i www.ctsaz.com By Nl Date 5 :� Jr?��.�tt•�-'u`1��`t;. '.P�4:G1�5i. a°�s=��" . ..f1��S '.J ;1-� I Fy T '� r Jil r L�,I : `)C% f�i1 ��(77�.r.'',;•Cj'� k ltcn (`.,'�f}-x`S�t1Jr(ccf.•t�CT , 3:.a' '`..�`� a- lk (:.S�tl/�; ,�C11 Gr,Abr.J: 3 � x.3�1.►-� fax- � „<,'� '�• � �l�5I � _ '� Design Maps'5ummaiy Report https://prod02-earthqualce,er,usgs.gov/designmaps/us/summary.php?t... r Design Maps Summary Report User-Specified Input Report Title Coca Cola Arlington Wed June 13, 2018 18:12:34 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) C Site Coordinates 48.163811N, 122.1511°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Stanwc 'Arl ington Warni Beach USGS-Provided Output SS = 1.070 g SN,s = 1,147 g So, = 0.765 g S1 = 0.417 g S,,11 = 0,660 g Sol = 0.440 g For Information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MC E11 Response 5pectram Dusan Rmporise Spezirani n� 1I.F{ ��k74 01.1 0,448 rl kal V0.12 llJ I it ill "•%� tl 7� U1CF5 L31t1 0J Xj t1i YO 0.2j 010 UP[? 11113r l..ci 1.23 1AH ISO IA) '— r;V0 +1.31 001 WA !fnl Ohl 1.31 Iki Ikq IXJ 21 k, NAM,T t"cg Although this information Is a product of the US, Geological Survey, we provide no warranty,expressed or implied, as to the accuracy of the data contained therein.This tool Is not a substltute for technical subject-matter knowledge. 1 of 1 6/13/2018, 11:18 AM • i .W a, a.� mQ m m m b m m mQ m Q® m IS Ix o B 8 e (t a [ e a ' e i e t t e w -�•� ter- ') m YMP Mr I. I.l1`I ROOF WFRgMWfiPLAN z �—� ems, i � . .� �� ., a: +it CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. (I _710 Sheet No, a. f 1480 774-1700 • F,4B0 774-1701 j www.ctsaz.com By Date G t . .�J• `��ry�.�a"7���r `i.1�1 � t�13s,,./1�a�u /�'�-+. "VAr.)rj[ 1 ou 1 r vct;� • z M a www.hilti,us Profis Anchor 2.7.6 , Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos,No.; Phone I Fax: 480-774-1700 1 Date: 6/28/2018 E-Mall: Specifier's comments: 1 Input data i Anchor type and diameter: AWS D1.1 GR.B 314 Effective embedment depth: her=4.000 In. Material; Proof: Design method ACI 318-141 CIP Stand-off installation: eb=0,000 in.(no stand-off);t=0.500 In. Anchor plate: Ix x ly x t=12.000 In.x 12,000 in.x 0.500 ln.;(Recommended plate thickness:not calculated Profile: no profile l Base material: cracked concrete,3000,f,'=3,000 psi;h=8.000 in. Reinforcement tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[Ib,in.lb] r Z � r r I r r r r r r r C co F+f' i= •,X Input data and results must be checked for agreement%vllh the existing conditions and for plausibiAlyl PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hilli is a registered Trademark of HIM AG,Schaan I i a www,hiltt,us Profis Anchor 2.7.6 I Company: CTS Page: 2 ! Specifier: Project: !I Address: 1215 W Ric Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos. No.: Phone I Fax: 480-774-1700 1 Date: 6/2 812 0 1 8 t E-Mall: 2 Proof I Utilization (Governing Cases) Design values[Ill Utilization Loading Proof Load Capacity p„/[iv 1%) Status Tension Concrete Breakout Strength 3,674 12,882 29/- OK i Shear Pryout Strength 17,600 45,089 440 40 OK Loading ON _pv C Utilization Status Combined tension and shear loads - 0,285 0.390 5/3 34 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed reportl Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties i Any and all information and data contained in the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations In accordance with Hllti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilli product, The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a soecifit, application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by HIM on a regular basis.If you do not use the AuloUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying out manual updates via the HIM Website. Hilli will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duly by you. Input data and rasulis must°o checkwd for agroament with the existing conditions mud for plaueibllityl PROFIS Ancho:(c)2003.2009 HOtI AG.FL-9494 Schaan HiM is a registered Tradomark of HIM AG,Schaan ,;: I a�. - CARUSO TURLEY SC®TT Job Name AIZL.I4,y6. structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. I� - c.�1 Sheet No. 1:480 774-1700 • f:480 774-1701 www.ctsaz.com By NA) rA Date h A.40 54A� - f)W--� _ At S-kn •.� ��` -f i 1.'�t.: sY 14 Ff •�k�i Y�Jd -f.�fl� , �J .d-,U LA [1 - 'KIT' 7°ail CQ (11Cl:t.EL jo �l, ld� --(UI.✓ �r�`f � ,LV`s�r'1r'k � MA CARUSO TURLEY SC®TT Job Name CCY.,: 1iV4, C,,) structural engineers _ 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. iI -1�f { T.,480 774-1700 - F:480 774-1701 n Sheet No. www.CtSQz,Com by !' �PA Date t`A ... _4 `7 ML_ 16,1S l ey AT O< A y .. a err ,`;rl" �t.�.•t t" �,� 4 i www.hilti.us Profis Anchor 2.7.6 Company, CTS Page: Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pus.No.: Phone I Fax: 480-774-1700 1 Date: 6/28/2018 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter; AWS D1,1 GR.B 314 Effective embedment depth: hef=6.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eh=0.000 in.(no stand-off);t=0,500 In. Anchor plate: Ix x ly x t=20,000 in.x 20.000 in.x 0,500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3,000 psi;h=8.000 in, Reinforcement: tension:condition B,shear:condition A;anchor reinforcement:shear edge reinforcement:none or<No.4 bar Geometry[in.]8 Loading[lb,in.lb] z: i I o� t3 0 8 •c fir:-"_-':� �;r YY mt}d--• �� } T -----.s � eu\ y x Input data and results must be checked for agreement with the existing conditions and for plauslhllllyl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan H91i Is a registered Trademark of HIM AG,Schaan i 1 Profis Anchor 2.7.6 www.hilti.us Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos,No.: i Phone I Fax: 480-774-1700 Date: 6128/2018 E-Mall: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PW I pr[°ti] Status Tension Concrete Breakout Strength 7,361 20,5B7 361- OK Shear Pryout Strength 52,400 63,578 -/83 OK Loading RN ov Utilization pa,v[%] Status Combined tension and shear loads 0,358 0,824 5/3 91 OK 3 Warnings Please consider all details and hints/warnings given in the detailed reportl Fastening meets the design criteria! i 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles.formulas and security regulations in accordance with Hllti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and Permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AuloUpdate function of the Software,you must ensure that you are using the current and thus up-lo-date version of the Software in each case by carrying out manual updates via the Hilli Webslle. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culoable breach of duty by you. Input data and results nwst be cnoeKed ror agroerientwith the existing conditions and for Plauslbllltyl PROMS Anchor(c)2003-2009 HA,AG.FL•9494 Schaan Hiltl is a registered Trademark of H!III AG,Schaan ,��� a �� �I CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1480 174-1100 • F:480 774-1701 Job No. (� "�`"� � Sheet No. �, I , blwww.ctsaz.com By Date i `?)F3 its'. Lct\1� I: f1S?t fJ ��1Z_�i} /�i:"I f�° C C`".0. i . : .; �. www.hilti.us Profis Anchor 2,7.6 Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No,; Phone I Fax: 480-774-1700 E Date: 7/2/2018 E-Mail: Specifier's comments: 9 Input data Anchor type and diameter: AWS DIA GR.B 314 Effective embedment depth: hat=4.000 in. Material: Proof: Design method ACI 318-141 CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0,250 in. Anchor plate: Ix x ly x t=3,000 in.x 3.000 in.x 0,25D in.;(Recommended plate thickness;not calculated Profile: no profile Base material: cracked concrete,3000,f,'=3,000 psi;h=8.000 in. Reinforcement: tension:condition B.shear:condition A• edge reinforcement:none or<No.4 bar Seismic loads(cat.C, D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17,2,3.5.3(a)) I Geometry[in]&Loading [lb,in.lb] Z� I r oCNO r r r x.. 3 ` 1 s �t Y x Input data and results must be clocked for agroarnent With the existing conditions and for plausibllltyl r ROFIS Anchor(c)2003.2009 Hlai AG.FL-9494 Schaan Hlltl is a registered Tradw=rk or Hill!AG,Schaan J . I www.hlltl.us Prof is Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Ric Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos,No.: Phone I Fax: 480-774-1700 1 Date: 7/2/2018 E-Mail: G 2 Proof i Utilization (Governing Cases) Design values[(b] Utilization Loading Proof Load Capacity BN 1 Rv I%] _ Status Tension - - - /- Shear Pryout Strength 2,000 14,723 414 OK Loading RN � � Utilization ANY[%] Status Combined tension and shear loads ' 3 Warnings • Please consider all details and hints/warnings given in the detailed report[ Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all Information and data contained In the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilli product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by HIM on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt!Websile. HIIti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checkud for agreement whh the existing conditions and for Plausibllityl PROFIS Anchor(c)2003.2009 HAd AG.FL•9494 Schaan Wills a registered Trademark of HIIII AG,Schaan ,� I a. CARUSO TURLEY SCOTT Job Name C_C0'1• - -M _-- structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. i —_70 i Sheet No. '9 T. 480 774-1700 • F:480 774-1701 www.Ctsaz.com By Date I 1 4 �.- � � �" I It-C NLI Lt. 3O ql L. U St: 03 STS �S nk�-�► i, , P►.F it. �► y��'t:;s3r1�u f -SPA ixr V /I.fi,,L �, r i tZ1;:t1 7 7 _ Wy ip ' :i a CARUSO TURLEY SCOTT Job Name — structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. `' T:480 774-1700 a F:480 774-1701 www.clsaz.com Date ,/I WIV �C:cyr 1 i% fit r,F(' tom v 1-f ,J� 4 �0:� - ....:�.�n :�""- ��=�.)�.:.1. t j rk-t�(.11�.. '6 l; i t..(' mil, ;i r3 .S/•Ptr l�Ul..t;-� . .. t a 'I• CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona B5281 .lob No. f —714.y Sheet No. T:480 774-1700 • F:480 774-1701 www.clsaz.com By d�'1J Date O ; 3/1',ljA„ ttq" 3.P. 14 + ,.'.0 b✓ �'I f�I ,�: b✓Fl � Y l Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project IDS 480-774-1700 Project Descr: 480-774-1701 WWlS Printed:27 JUN 2018. 8:05AM W .Cisa2.COm ww C0�Ut1111 File=G:lENGLPR`1LC0026-lkl8741C-tGALCU tsL-i NT-i.EC6 steelDescription: Typical Warehouse Column Code References — - Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 -General Information — Steel Section Name : HSS10x10x114 Overall Column Height 34.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000,0 ksi Unbraced Length for X-X Axis buckling=34.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=34.0 ft,K=1,0 Applled Loads Service loads entered. Load Factors will be applied for calculations. j Column self weight included: 1,108,31 Ibs"Dead Load Factor AXIAL LOADS... i Axial Load at 34.0 ft,Xecc=1,0 in,D=50.0, LR=30.0,S 37.50 k DESIGN SUMMARY I Bending& Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8592 :1 Maximum Load Reactions— Load Combination +D+S+H Top along X-X 0.1225 k Location of max,above base 33.772 ft Bottom along X-X 0.1225 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 88.608 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 117.488 k Maximum Load Deflections... Ma-x:Applied 0.0 k-ft Mn-x/Omega:Allowable 61.297 k-ft Along Y-Y 0.0 in at 0,0f1 above base Ma-y:Applied -7.243 k-ft for load combination Mn-y/Omega:Allowable 61.297 k-ft Along X-X -02305 in at 19.852ft above base for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0.002994 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum locatlon values are,.. Va:Applied 0.2145 k Vn/Omega:Allowable 71.632 k a iCaruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: 2 Project Descr: `"J 480-774-1700 480-774-1701 Printed:27 JUN 2018, 8:08AM www.ctsaZ-com Steel-Base Plate Ftle=cAENc_PR-,�- -ln coozss7n,G-ncALcuL-,ueia,a,,ecs Description: Typical Warehouse Column Baseplate Code References Calculations per AISC Design Guide# 1, IBC 2009, CBC 2010,ASCE 7-05 f Load Combination Set : IBC 2012 I General information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support f'c - 2.50 ksi S2 c :ASD Safety Factor. 2.50 Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 4.250 ksi Column &Plate Column Properties 16-:: Steel Soctlon: HSS10x10x114 Z De lh 10 in Area 8.96 in^2 Width 10 in Ixx 141 104 Flange Thickness 0.233 in lyy 141 in1,4 ;Web Thickness 0 in k > Plate Dimensions Support Dimensions V N:Length 16.0 in Width along X' 48.0 in a 16.0 In Length along"Z' 48.0 in o �^ " • �' �� - ; B:Width 9 9 '` .- Thickness 0.750 in °*' Column assumed welded to base.plate. ; xy,;,, �•.,Y'14 � t;�o c F..j..':'. rM Y. - ` 7 9 _ -s.. Applied Loads D:Dead Load 50.0 k 0.0 k 0.0 k-ft L.Live.....,, 0.0 k 0.0 k 0.0 k-ft Lr:Roof Live,.,..,.,, 30.0 k 0.0 k 0.0 k-ft r S.Snow................ 37.50 k 0.0 k 0.0 k-ft W:Wind 0.0 k 0.0 k 0.0 k-ft. E:Earthquake...........:. 0.0 k 0.0 k 0.0 k-ft H:Lateral Earth....,... 0,0 k 0.0 k 0.0 k-it w �_ S 1' z ' •ice - _ ; "P"=Gravity load,"+•sign is downward. W' Moments create higher soil pressure at+Z edge. •- +" Shears push plate towards+Z edge. GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max,Moment 1.805 k-in Plate Design Summary, fb:Max,Bending Stress 12.836 ksi Design Method Allowable Strength Design Fb:Allowable: 21,557 ksl Governing Load Combination +D+S+H Fy f Omega Governing Load Case Type Axial Load Only Bending Stress Ratio Design Plate Size V-4"x V-4"x 0.314" Bending Stress OK O OK Pa:Axial Load,.., 0.000 k fu:Max,Plate Bearing Stress 0.342 ksi Ma:Moment 0.000 k-ft Flo:Allowable: 1.700 ksl min(0.85*fc*sgr((A21A1),1,7*fc)*Omega Bearing Stress Ratio 0.201 Bearing Stress OK I I a� Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: i 480-774-1700 Project Descr: , 480-774-1701 www.ctsaZ com Printed:26 JUN 2018, 5:OOPM General Footing :. File=G1ENG_PR-11_CO026-1118741C-11CALCUL-1118741C-1.EC6 0:001). Description: Typical Warehouse Footing ;Cods References::y"- -- Calculations per ACI 318-08, IBC 2D09, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values f'c:Concrete 26 day slcength = 2.50 ksi Allowable Soil Beadn = 2.60 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing Byooting Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145,0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Fooling base depth below soil surface = 1,50 f1 Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 ;1 Min.Sliding Safety Factor = 1.0 :i Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability,moments&shears Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max,length or width is greaser than 0.0 ft Use Pedestal wl for stability,mom&shear No Dimensions.:: -- Width parallel to X-X Axis = 6.50 ft Z Length parallel to Z-Z Axis = 6.50 ft Footing Thickness _ 18.0 in Pedestal dimensions... X--"'-"� px:parallel to X-X Axis = 0.0 in 1 pz:parallel to Z-Z Axis 0.0 in Height 0.0 in j . Rebar Centerline to Edge of Concrete.., t` , at Bottom of footing = 3.0 in Reinforcing e Bars parallel to X-X Axis _ Number of Bars 8 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size = # 6 Bandvhdth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Ap_ _plied Loads - D Lr L S W E H P:Column Load = 50.0 30.0 0.0 37.50 0.0 0.0 0.0 k OB:Overburden - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 00 0.0 0.0 k-ft M-zz 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x - 0.0 0,0 0.0 0.0 0.0 0.0 0.0 k VV-z 0,0 0.0 0.0 0.0 0.0 0.0 0.0 k Caruso Turley Scott,Inc, Project Title: i 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: J 480-774-1700 Project Descr: 480-774-1701 www.ctsaZ.com Printed:26 JUN 2018, 5:00PM General Footing File=G:1ENG-PR-iL00026-1118741C--11CALCUL-1118741C-1.EC6 .e00< Description: Typical Warehouse Footing DESIGN SUMMARY • Min,Ratio Item Applied Capacity Governing toad Combination PASS 0.9156 Soil Bearing 2,289 ksf 2.50 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k4t 0.0 k-fi No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0,0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift I PASS 0.4286 Z Flexure(+X) 15.0 k-ft/ft 35.001 k-ft/ft +1.20D+1.605 PASS 0.4286 Z Flexure(-X) 16.0k-ft/ft 35.001 k-ftlft +1,20D+1,605 PASS 0,4286 X Flexure(+Z) 15.0 k-ft/ft 35.001 k-ft/ft +1.20D+1,60S PASS 0.4286 X Flexure(-Z) 15.0 k-fUft 35.001 k-fUft +1,20D+1.60S i PASS 0,4239 1-way Shear(+X) 31,795 psi 75,0 psi +1,20D+1.60S PASS 0,4239 1-way Shear(-X) 31.795 psi 75.0 psi +1.20D+1.605 PASS 0.4239 1-way Shear(+Z) 31,795 psi 75.0 psi +1.20D+1,605 PASS 0,4239 1-way Shear(-Z) 31,795 psi 75.0 psi +1,20D+1,60S PASS 0.8533 2-way Punching 128.0 psi 150.0 psi +1.20D+1,605 i i i �. CARUSO TU RLEY SC®TT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. I1--701 Sheet No. (�'T.480 774-1700 • F:480 774-1701 www.clsaz.com By /`MJ / Date Lv !`: JA t� L /-yj j ` Ai /•i.v, Ian ��r-••»--•--v,--�-. - .l ` ._.,.."�..._.. _ a '. � ,r 1; Caruso Turley Scott, Inc. Project Title; 1215 W.Rio Salado Pkwy.#200 Engineer; Tempe,AZ 85301 Project ID; 480-774-1700 Project Deser: , 480-774-1701 WWYIww.VClSaZ.COfn Printed:28 JUN 2018, 4:14PM Steel Column = Pile�alEkG-PR^'1\C002b-7118747C-i1CALCUI-1118741 C-'lie1.EC6 i 1:111: Description: Low Roof West Column Code References Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General lnf'ormation Steel Section Name: HSS5x5x5116 Overall Column Height 16.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=16.0 ft,K=1.0 Y-Y 'depth)axis: Unaced Length for Y-Y Axis buckling=16.0 ft,K=1.0 'Applied LOad8� Service loads entered. Load Factors will be applied for calculations. Column self weight included:304.513 Ibs"Dead Load Factor AXIAL LOADS— Axial . Axial Load at 16.0 fl,Xecc=1.0 in,D=27.70,LR=16.60,S=20.80 k DESIGN SUMMARY Bending & Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8392 :i Maximum Load Reactions.. Load Combination +D+S+H Top along X-X 0.1443 k Location of max.above base 15.893 ft Bottom along X-X 0.1443 k At maximum location values are Top along Y-Y 0.0 k Pa:Axial 48.805 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 72.896 k Ma-x:Applied 0.0 k-it Maximum Load Deflections... Mn-x 1 Omega:Allowable 21.026 k-ft Along Y Y 0.0 in at O.Oft above base for load combination Y� pp Ma- Applied -4.015 k-ft Mn-yl Omega:Allowable 21.026 k-ft Along X-X -0.210 in at 9.342ft above base for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0.006363 : 1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va;Applied 0.2526 k Vn!Omega:Allowable 39.696 k I • Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: l Tempe,AZ 85301 Project ID: �•Project Descr: 480-774-1700 3• O 480-774-1701 Printed:2e JUN 2018. 4:15PM www.ctsaz.com Steel:Base Plate FI!o=G'iENG_Pit-1tC0025-1118T41C-i1CALCUL-1;18741C-i.ECo i KW46000624 Description: Low Roof West Column Baseplate Code References _ Calculations per AISC Design Guide# 1, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set : IBC 2012 General information i I'Viaterial Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36,0 ksi Concrete Support f'c = 2.50 ksi S2 c :ASD Safety Factor, 2.50 Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 4.250 ksi Column b Plate Column Properties Steel Section: HSS5x5x5/16 Depth 5 in Area 5.26 in^2 Width 5 in Ixx 19 in 4 ;� y�;� ,•4 t Flange Thickness 0.291 in lyy 19 in"4 Web Thickness 0 in Plate Dimensions Support Dimensions N:Length 12.0 in Width along T 48.0 in B:Width 12.0 in Length along Z 48.0 in o cz, e• F Thickness 0.750 in Column assumed welded to base plate, r � L _�...��.� - _- �,�J��:�V°.`rji t f✓:Y �`C,r�fi LQ'G•1�--r$ Applied Loads AVE P-Y V-Z M-X + X=s D:Dead Load....... 27.70 k k k-ft +X +x L:Live...,... k k k-ft Lr:Roof Live,,....,,, 16.60 k k k-ft S:Snow 20.80 k k k-ft +1JZ W:Wind............... k k k ft E:Earthquake..,........ k k k-ft H:Lateral Earth... .., k k k-fl +Z "P"=Gravity load '+'sign is downward, "+" Moments create higher soil pressure at+Z edge, Shears push plate towards+Z edge. .. . GOVERNING DESIGN LOAD CASE SUMMARY._ -. .... — Mu;Max.Moment..................... 2.213 k-in Plate Design Summary fb:Max.Bending Stress............... 15,736 ksi Design Method Allowable Strength Design Fb:Allowable: 21.557 ksi Governing Load Combination +D+S+H Fy/Omega Governing Load Case Type Axial Load Only Bending Stress Ratio Design Plate Size 1'•0"x T-0"x 0.3/4" Bending StresssK O OK Pa:Axial Load.,.. 0.000 k fu:Max,Plate Bearing Stress 0.337 ksi Ma:Moment..,,,.., 0.000 k-It Fp:Allowable: 1.700 ksl min(0.85*fesgrt(A2/A1),1.7*fc)"0mega Bearing Stress Ratio 0,198 Bearing Stress OK I _ r :� _ • � - - ! �' • .� = i _ Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 7 ct 480-774-1700 Project Descr; 4BO-774-1701 ! www.ctsaz.com Printed:28 JUN 2018, 4:1 BPM General`-Footing Flle=GLEN^v_PR-t1C0026-1118741 CG-1tC4CUL-11t8741 C-I.EC6 mill '' Description: Low Root West Column Footing Gode References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information tVIaterial Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.50 ksf fy:RebarYield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksl Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, = 0.30 q) Values Flexure = 0.90 Shear = 0,750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when fooling base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safely Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase perfoot of depth Use fig wl for stability,moments&shears Yes = ksf when max length Add Pedestal Wt for Sall Pressure No , gth or width is greater than - ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis 5.0 ft ? Footing Thickness = 16.0 in t Pedestal dimensions.,, X......•••-N px:parallel to X-X Axis = in - pz:parallel to Z-Z Axis in Height - in ReberCenterllne to Edge of Concrete... at Bodom of fooling = 3.0 in Reinforcing ai - Bars parallel to X-X Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 Reinforcing Bar Size = # 5 " r Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a �Appiied Loads "' D Lr L S W E H P;Column Load - 27.7 16.60 20.80 k OB Overburden - ksf_ M-xx = -- - — - - - --- k-it �- M-zz = --k,-.ft V-Z - k .. �. � .r_. _ �� .i ' �' I a' Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: • 480-774-1700 Project Descr: 1 480 7741701 Printed:26 JUN 2018, 4:18PM I www.ctsaz.com � .,e PR - =� Nc_ -, 2s-1„8741c-liCAGcuu-,;i874•,C-1.[:- General Footing Description; Low Roof West Column Footing DESIGN SUMMARY Min,Ratlo Item Applied Capacity Governing Load Combination PASS 0.8608 Soil Bearing 2.152 ksf 2.50 ksf +D+S about Z-Z axis PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 Mt. 0.0 k-ft No Overturning PASS n(a Sliding-X-X 0.0 k 0.0 k No Sliding PASS nfa Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n1a Uplift 0.0 k 0.0 k No Uplift PASS 0.3954 Z Flexure(+X) 8,315 k-f/ft 21.029 k-f/ft +1.200+1.60S PASS 0,3954 Z Flexure(-X) 8,315 kfUfl 21.029 k fdit +1,20D+1.60S PASS 0.3954 X Flexure(+Z) 8.315 k-ftlft 21.029 k-Rift +1.200+1.60S PASS 0,3954 X Flexure(-Z) 8.315 k-ftJft 21,029 kftlft +1.20D+1,60S PASS 0.3184 1-way Shear(+X) 23.879 psi 75.0 psi +1,20D+1,60S PASS 0,3184 1-way Shear(-X) 23,879 psi 75.0 psi +1,20D+1.60S PASS 0.3184 -1-way Shear(+Z) 23,879 psi 75.0 psi +1.20D+1.60S PASS 0,3184 1-way Shear(-Z) 23,879 psi 75.0 psi +1.20D+1,60S PASS 0.6243 2-way Punching 93.640 psi 150.0 psi +1.20D+1.60S i � r - - . _.� { WAU- 0,-Y V^%n A b V4�- r m F-L m min m m m m F1 m F� __ - -- _- , Emmaus �A flAb ,,�3�:A,qj-t.C-, )A(Ab 171 Q Alt: AM V-) 1- 1 6 CARUSO TURLEY SC®TT Job Name • structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. I Yi -?'I I Sheet No. Iq T:480 774-1700 • F:480 774-1701 www.cisaz.com By PQ PAt Date - ll U PnOc�, %41 1 A t f-Igo,;.,;_tl.L 11 �� n'1 1<� 0.( .pv..,/V�tu� .k•/C a6 13 itr a,l•. t ( I �5&• p arc; t C Y �f� _ _ � w . . _ i n - - Kr t� { Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: L� Tempe,AZ 85301 Proect Project I D: • 480-774-1700 480-774-1701 Printed:2s JUN 2018,10:34AM www.ctsaz.com FlIB=GaENG_PR-1LCC076-11iH141C-11CALCUL-111H741C-1.EC6 Concrete`S{ender Wall Description: Typical Bearing Wall Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information �f'c:Concrete 28 day strength = 3.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy Reber Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L 1 0 J Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"T distance 1.80 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower ar Sizel Rebar... # 5 Using Stiff,Reduction Factor per ACI R.10,12.3 i Fr:Rupture Modulus = 410.792 psi Max%of p balanced = 0.01355 Bar Spacing 18.0 in Max PuIAg=fc. = 0,060 Concreto Density - 150.0 pcf Width of Design Strip = 12.0 in -069�Story.Waii dimensions A Clear Height = 31.0 ftY -' - a. B Parapet height = 4.0 ft B Wall Support Condition Top & Bottom Pinned - X \i tp 4 ( 7 ate- — Vertical Loads_ _ Vertical Uniform Loaas (Applied per foot of Strip Width) DL:Dee Lr:Roof Live Lf:Floor Live 5:Snow W:Wind Ledger Load Eccentricity 6.750 in 0.50 0.4350 0.8250 klft Concentric Load Wh Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 27,60 psf Wall Weight Seismic Load Input Method i Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.60 psf Fp 1.0 - 30.60 psf (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0,02150 klft 35.0 31.0 it j � i � i .1; i Caruso Turley Scott,Inc. Project Title: 1215 W.RID Salado Pk1ny.#200 Engineer: Tempe,AZ 85301 Protect ID: 1-114 I 480-774-1700 Project Descr: 4 480-774-1701 - wm*;ctsaz.com Printed:29 JUN 2018,10:34AM Concrete Slender Wall Fife=GaENGJ'R-1+LC0026-A18741Cr11CALCUL-1118741 C-1.EC8 ,.600 4 Licensee : ' Description: Typical Bearing Wall >DPSIGN,SUMMARY. Results reported for"Strip Width"of 12.0 in Governinc Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Raho = 0.5411 +1.20D+0.70S+E Max Mu 4.054 k-ft Phi*Mn 7.492 k-ft PASS Service Deflection Check Actual Defl.Ratio U 951 Allowable Deft Ratio 150 +D+0.70E Max.Deflection 0,3912 in PASS Axial Load Check Max Pu I Ag 36.641 psi Max,Allow.Dell. 2.480 in +1.20D+0.70S+E Location 16,017It 0.06*fc 180.0 psi PASS Reinforcing Limit Check Controlling Asibd 0,002778 Aslbtl= 0.0 rho bat 0.01355 Maximum Reactions... forLoad Combination.... Top Horizontal W Only 0.6340 k Base Horizontal E Only 0,4664 k Vertical Reaction D Only 4,0 k �-Design M.aximum_Combinations+:Moments Results reported for"strip width"=12 In. Axial Load Moment Values 0,6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-h in"2 - I +1.20D+1.60Lr at 29,97 to 31.00 0,000 17.280 4.38 0.73 0.90 6,69 0,207 0.0028 0.0135 +1.20D+1.60Lr+0,50W at 16.53 to 17,57 3.512 17.280 4.38 2.04 0.90 7.49 0,207 0,0028 0.0135 +1.20D+1.60S at 29.97 to 31.00 0,000 17.280 4.38 1.08 0,90 6.69 0.207 0.0028 0,0135 +1,20D+1.60S+0.50W at 16.53 to 17.57 4,136 17.280 4.38 2.26 0.90 7,61 0.207 0.0028 0,0135 +1.20D+0.50Lr+W at 15.50 to 16.53 3,158 17.280 4.38 3.52 0,90 7.42 0,207 0.0028 0.0135 +1,20D+0.508+W at 15.50 to 16.53 3.353 17,280 43B 3.59 0.90 7.46 0.207 0.0028 0.0135 +1.20D+0.70S+E at 15.50 to 16,53 3.518 17.280 4.38 4.05 0.90 7.49 0.207 0.0028 0.0135 +0.90D+Utz at 14.47 to 15.50 2.298 17.280 4,38 3.37 0,90 7.23 0,207 0.0028 0.0135 +0,90D+E at 14.47 to 15,50 2,298 17.280 4,38 3.77 0.90 7.23 0,207 0.0028 0,0135 Design Maximum Combinations•Deflections Results reported for"strip t =12 in. Axial Load Moment Values Stiffness i Deflections Load Combination Pu Mcr Mactual 1 gross I cracked I effective j Deflection Defl.Ratio k k-ft k-ft W4 in^4 in14 in +D+0,60W at 15,50 to 16,53 2.450 4.38 2.10 512.00 64.98 384.000 0.304 1,224.9 +D+0.70E al 15.50 to 16,53 2A50 4.38 2.70 512.00 64.98 384.000 0.391 950.9 +0,60D+&130W at 14.47 to 15.50 1.532 4.38 2.01 612.00 62.65 384.000 0.290 1,281.7 +0,60D+0,70E at 14,47 to 15.50 1.532 4.38 2.61 512.00 62.65 384.000 0,377 987.4 +0.60W at 14.47 to 15.50 0.000 4.36 1.90 512.00 58.73 384.000 0,271 1,373,7 E Only*0.70 at 14,47 to 15,50 0.000 4.38 2.48 512.00 58,73 384,000 0,356 1,045.5 Reactions-Vertical &Horizontal Results reported for"Strip Width"=12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 1( 4.000 k Lr Only 0.0 k 0.01 k 0.435 i< S Only 0.0 k 0.01 k 0.825 k W Only 0A k 0,63 k 0.000 k E Only 0.5 k 0,60 k 0,000 k ';a . :`��_ 'i. ,r� �. 1_..t�. r. : � 'bra . .ram i �c a. � 1 , Il I CARUSO TURLEY SC®TT Job Name • structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 s F:480 774-1701 Job No. I`( -71-11 Sheet No. L{.� www.ctsoz.com By M" Date (S'/11 %-j /ff�� -71�i` toIda v�ae? y .t j �y l -71 oor— �; II P. fl h� cT l ttC t i� -. )c I1 lxl V4T€1 45 Af 'T'C.0 . j AGE! F trf v 1.c.i - d'.;11 14 �1`I. ►(1{l o.(, , 1~A(€'1 (�_ P-- fc ' - "INT. 1 - - • 1 • _ II � - YL JI LP ►' C I • • I • II I • •. •. �� �. • �• 1 • ` • 1 • _ •_ • � • • Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr; l 480-774-1701 l W4YW.ClSaZCDm Printed:29 JUN 2018,10:35AM Concrete Slender Wall File-G:IENG_PR-1LCW2&-111B741C-11CALCUL-1118741C-i.EC6 Description; Non Bearing Wall with Low Roof Code References - Calculations per ACI 318-08 Sec 14.8, IBC 2009,CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Pc;Concrete 28 day strength = 3.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy;Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L/ 0 Ec;Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.80 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1,0 Lower Level Rebar,., Using Stiff.Reduction Factor per ACI R.10.12.3 Fr Rupture Modulus = 410,792 psi Bar Size # 5 Max%of p balanced = 0,01355 Bar Spacing 12 in Max Pu1Ag=f'c' = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in i One-Story Wall Dissensions A Clear Height = 34.0 ft B Parapet height = 1.0 ft s` h _ _ - Wall Support Condition Tap& Bottom Pinned �---- Wit''��.-s^`A'''•"'1 - =4g�.�'�. -_ =:i A .._ Vertical Loads ; Ve ical Uniform Loads.. (Applied per foot of Strip Width) DL:Dead Lr Roof Live Lf:Floor Live S;Snow W:Wind Ledger Load Eccentricity 6.750 in 0.0710 0,0710 0.2280 klft Concentric Load klft Vertical Concentrated Loads... (Applied to full"Strip Width') DL:Dead Lr:Roof Live Lf:Floor Live S•.Snow W:Wind Beam Load#1 Eccentricity 6.750 in 0.30 0.30 0,570 k Dist.from Base 17.0 ft Lateral Loads Wind Loads: Seismic Loads Full area WIND load psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.60 psf Fp 1.0 30.60 psf D Lr L E W Height (Applied to full"STRIP Width') Point Lateral Load 0.3050 0.2350 k 17.0 It (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed lateral Load 0.02760 kfft 35.0 17.0 ft _ ,tl _. L 14 I i S' i Caruso Turley Scott, Inc, Project Title: 1215 W,Rio Salado Pkwy,#200 Engineer: a Tempe,AZ 85301 Project ID: Y 480-774-1700 Project Descr: 'Jl 480-774-1701 www.ctsaz.cAm Printed;29 Jl1N 2018,10;35AM Concrete Slender Wail He=cWNG-Pa-1>~cows-1%1e74IC-t\cnl.cuc-tue74tC-r.Ecs i Description: Non Bearing Wall with Low Root DESIGN SUMMARY _ Results reported for"Strip Width" of 12,0 in Governino Load Combination... Actual Values . Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8202 +1.20D+0.70S+E Max Mu 7.926 k-ft Phi`Mn 9.663 k-ft PASS Service Deflection Check Actual Defl,Ratio U 166 Allowable Defl.Ratio 150 +D+0,70E Max.Deflection 2.462 in PASS Axial Load Check Max Pu!Ag 35,777 psl Max,Allow,Defl. 2.720 in +1.20D+0,70S+E Location 15.30 ft 0.06*f'c 180.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.004167 Aslbtl= 0.0 rho bat 0.01355 Maximum Reactions... for Load Combination..,. Top Horizontal E Only 0,7037 k i Base Horizontal E Only 0.6723 k Vertical Reaction D Only 3.871 k Design Maximum Combinations=Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc"b"t i Mcr Mu Phi Phi Mn As As Ratio rho bal k k _k-ft k-ft k-ft in^2 +120D+1.601-r at 13.60 to 14.73 3-607 17.280 4.38 0.25 0.90 9.87 0.310 0,0042 0,0135 +1,20D+1.60Lr+0,50W at 13,60 to 14.73 3.607 17,280 4.38 1,99 0.90 9.87 0,310 0,0042 0.0135 +1200+1,60S at 13.60 to 14.73 4.290 17.280 4.38 0.41 0.90 10.00 0.310 0.0042 0,0135 +1.20D+1.60S+0,50W at 13.60 to 14.73 4,290 17,280 4.38 2.17 0,90 10.00 0.310 0.0042 0.0135 +1,20D+0.50Lr+W at 17.00 to 18.13 2,281 17.280 4.38 4.02 0.90 9.61 0,310 0,0042 0.0135 +1,20D+0.50S+W at 17,00 to 18.13 2.359 17.280 4.38 4.02 0.90 9.63 0,310 0,0042 0.0135 020p+0.70S+E at 14.73 to 15.87 3,435 17,280 4.38 7.94 0.90 9.83 0.310 0,0042 0.0135 +0,90D+W at 17,00 to 18.13 1,684 17.280 4.38 4.03 0.90 9.60 0.310 0.0042 0.0135 +0,9DD+E at 15,87 to 17.00 1.786 17.280 4.38 7,57 0.90 9.52 0.310 0.0042 0^135 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load I Moment Values f Stiffness Deflections Load Combination Pu Mcr Mactual I 1 gross I cracked I effective Deflection Deft. Ratio k t k-ft k-ft t in-4 W4 W4 In +D+0.60W at 17.00 to 18,13 1,871 4.38 2.40 512.00 86,70 384,000 0.388 1,051.9 +0+0,70E at 15.87 to 17.00 1,984 4.38 5.20 512.00 86.97 159.291 2.462 165.7 +0,60D+0.60'W at 17.00 to 18.13 1.123 4.35 2,40 512.00 84.95 384.000 0.383 1,065.7 +0.60D+0.70E at 15.87 to 17.00 1.190 4.38 5.02 512.00 85.12 175.399 2.132 191.4 +0,60W at 17.00 to 1813 0.000 4,38 2.39 512.00 82.32 384,000 0.376 1,086.4 E Only'0.70 at 15,87 to 17.00 0,000 4,38 4,84 512.00 82.32 198.251 1.713 238.1 Reactions 4eftical-4_Horizo.ntal Results reported for"Strip Width"=12 in, Load Combination Base Horizontal Top Horizontal Vertical @a Wall Base D Only 0,0 k 0.01 k 3.871 k Lr Only 0.0 k 0.01 1: 0.371 I: S Only 0.0 k 0.01 Is 0.798 k W Only 0.2 k 0.50 k 0,000 k E Only 0.7 k 0.70 k 0.000 k _ i his :� 'M I r. ��. . r CARUSO TURLEY SCOTT Job Name 6DV • structural engineers 1215 W.Rio Salado Parkway,Suiie 200 Tempe,Arizona 85281 �� T:480 774-1700 • F.480 774-1701 Job No. I .'� l Sheet No. www,cisaz.com By Date �r ��r1J1`� 6-1).i,fyt�:r pe .7 1 ktiit.- .3µ /r14.•'�°,, x3 Pg�ul� 04.01 i'/r? I"�f 50;.d:� ��`� � r�(����u .I�n��.t--�/C.G1 G�lj ���(.�. ��!~Jor3-`t',�1•}''1 ti 1:� t 1�;.�,�� " - tA V-11 NNE•L ���, = ��" V.,. W v„ A�)t �-t Y 5-C, i�L i 0,3 1. !i 1 I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect e 46D-774-1700 Project Dscr: 480-774-1701 www.clsaz.corr-_ Printed: 2 AUG 2018,12:15PM Concrete Slender Wall Flee=G:IENG-PR-1LC002E-1t18740C-11CALCUL-1118740C-1.EC6 Description. Wall Under Girder Point Load Code References t Calculations per ACI 318-08 Sec 14_8, IBC 2009, CBC 2010, ASCE 7-05 ! Load Combinations Used : IBC 2012 GeneraFlnformation fc:Concrete 28 day strength = 3 ksi Wall Thickness 8.0 In Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Deft Ratio = L I 150 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"T distance 1.80 in Minimum Vertical Steel% = 0.0020 J,, :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.1 D.12.3 Fr:Rupture Modulus = 410,792 psi Bar Size # 5 Max%of pbalanced - 0.01355 Bar Spacing 4 In Max PulAg=f'c* = O.D60 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One-Story Wall Dimensions A Clear Height - 34.0 it - B Parapet height = 1.0 ft F3 1 Wall Support Condition Top & Bottom Pinned _ _ - = fto3rAuacnnzenl: s 14 Av �t ��Afta.hn,enl ---— t..._�— Vertical Loads Vertical Uniform loads... (Applied per foot of Strip Width) DL:Dead W Roof Livg Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 2.6625 1.6,125 6.1875 klft Concentric Load k/ft Vertical Concentrated Loads (Applied to full"Sirio Width") DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W Wind Beam Load#1 Eccentricity 6,750 in 0.30 0.30 0.570 k Dist lrom Base 17.0 it Lateral Loads _ Wind Loads: Seismic Loads Full area WIND load psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wail Lateral Load 30.60 psf Fp 1.0 = 30,60 psf D Lr L E W Height (Applied to futf"STRIP Width") Point Lateral Load 0.3050 0.2350 k 17.0 ft (Applied to fu!!"STRIP Width") D Lr L E Endpoints from Base top bottom Distributed Lateral Load 0.02760 kill 35.0 17,0 ft i �« _ � I � _ � .� i� � is ., i li i — . . i _ i i� � • . .. .. _ i �+ Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Proect ID: Tempe,AZ 85301 Project Descr: Lt 480-774-1700 ` 480-774-1701 Printed: 2 AUG 2018,12:15PM www.0 saz,Com fIW=G:IEMG_Pk-it_C002&-t118746C^11CALCiJL-111874ik^.-1,EC6 ' Concrete Slender Wall Description: Wall Under Girder Point Load DESIGN SUMMARY_ v Results reported for"Strip Width"of 12.0 in Goveming Load Combination... Actual Values,,, Allowable Values,., PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6037 +1.20D+0.70S+E Max Mu 12.346 k-ft Phi*Mn 20.452 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 170 Allowable Defl,Ratio 150 I +D+0.750S+0.5250E Max.Deflection 2.399 in PASS Axial Load Check Max Pu!Ag 100.898 psi Max.Allow.Defl. 2.720 In +1.20D+0.70S+E Location 17.567 It 0.06*f'c 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01250 Aslbd= 0.0 rho bat 0.01355 Maximum Reactions,.. for Load Combination..,, Top Horizontal E Only 0.7037 k Base Horizontal E Only 0,6723 k Vertical Reaction S Only 6.758 k i Design Maximum Combinations•Moments Results reported for"strip width"=12 in. r Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal rk i.ft k4i k ft in67. +1.20D+1.60Lr at 32.87 to 34.00 0.000 17,280 4.38 3.25 0.90 20,66 0.930 0.0125 0.0135 0,20D+1.60Lr+0.50W at 22.67 to 23,80 7.255 17280 4.38 4.22 0.90 20,50 0,930 0,0125 0.0135 +1.20D+1.60S at 27.20 to 28,33 14.033 17.280 4,38 7.73 0.90 20.38 0.930 0.0125 0.0135 +1.20D+1.60S+0.50W at 21.53 to 22.67 14.712 17.280 4.38 10,38 0,90 20.37 0,930 0.0125 0.0135 +1,2.0D+0.501-r+W at 18,13 10 19.27 6.025 17.280 4.38 6A2 0.90 20,52 0,930 0.0125 0.0135 i-1,20D+0,50S+W at 19,27 to 20.40 8.177 17.280 4.38 7,49 0.90 20.48 0,930 0,0125 0.0135 +1.201D+0.70S+E at 17.00 to 18.13 9.686 17.280 4,38 12.35 0,90 20.45 0,930 0.0125 0,0135 +0.90D+W at 18.13 to 19.21 3.914 17.280 4.38 5.07 0.90 20.57 0.930 0,0125 0.0135 +0.90D+E at 17,00 to 18.13 4.016 17.280 4.38 8.50 0.90 20.56 0.930 0.0125 0.0135 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I I gross I cracked I effective 1 Deflection Defl, Ratio _k k-tl ksft it1W tnm InA41 in +D+0.60W at 17.00 to 18.13 T 4,462 4.38 3.30 512.00 200.06 364,000 UK 720.4 +-D+0,70E at 1700 to 18.13 4,462 4.38 6.24 512,00 200.06 214.548 1,868 218A +D+0.7505+0.5250E at 17,00 to 18.13 9.103 4.38 7.42 512,00 207.61 207.610 2.399 170.1 +0,60D+0.60W at 17.00 to 18.13 2.677 4,38 2.92 512.00 197,14 384.000 0.487 837.8 -4-0,601)i-0.70E at 17.00 to 18.13 2.677 4,38 5,61 512.00 197.14 236.572 1.574 259.2 +0.60W at 17,00 to 18,13 0.000 4.38 2.39 512,00 192.69 384,000 0.376 1,086.4 E Only*0,70 at 15.87 to 17,00 0,000 4,38 4.84 512.00 192,69 295,967 1,079 378.1 Reactions rVertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only Y 0.0 k 0A5 k 6,462 k Lr Only 0.0 k 0,03 k 1,912 k S Only 01 k 0,11 k 6,758 k W Only 0.2 K 0.50 I; 0,000 k E Only 0.7 k 0.70 k 0.000 k I I 1 G 1', CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. 1 .f T:480 774-1700 , F:480 774-1701 www.ctsaz.com By Date I r/ 12 7At-At 1: L; �.r 1^, (\L�!y rl . . £ C j`•',�. 1�.`., �. i � ,�S mod' p I t �41�t 1 C :._ftC11 _ ov. V(.r.,,-,Cftl,_1�U�t T_yr -V 11W F _ LAST. ( wA1.k, (�-cl r - �, i i r. .. _ _ - (' _ i '� i .. .� r �' 1 1 •' • Caruso Turley Scott, Inc. Project Title: 11 1215 UV.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID; GI 480-774-1700 Project Descr: 480-774-1701 VAJVW.C1Sa2.0Om Printed:29 JUN 2018,10:37AM Concrete Slender Wall File=G:IENG_PR-1�-CW26-A18741CrflCALCUL-1118741C-LECe Description: Jamb 1 Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information - fc:Concrete 2B day strength = 3.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Reba.,Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.90 in Minlmum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar .. 5 Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 410.792 psi Bar Size # Max%of pbalanced = 0,01365 Bar Spacing 4.0 in Max PulAg=fc" = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One-Story.Wall Dimensions - .,- A. Clear Height = 31.0 ft '��. B Parapet height - 4.0 ft B Wall Support Condition Top & Bottom Pinned 4 A I Vertical loads Vertical rm Loads.., (Applied per foot of Strip Width) p :Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 1,40 1.218 2.310 klft Concentric Load 4,860 klft Wind Loads: Seismic Loads: Full area WIND load 77.30 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 85.70 psf Fp 1.0 = 85.70 psf (Applied to fulf"STRIP Width") D Lr L E W Endpoints from Base _ top bottom Distributed Lateral Load 0.02150 klft 35.0 31.0 ft L Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy,,9200 Engineer:Tempe,AZ 85301 Project ID: • 480-774-1700 Project Descr: 14 (_)p 480-774-1701 www.ctsaz.com Printed:29 JUN 2018,10:37AM File=Q1ENG-PR-,1LC0026-1118741C-11CALCUL-1118741C-1.EC6 Concrete�_Slender Wall Description: Jamb 1 DESIGN.SUMMAR.Y: _ Results reported for"Strip Width"of 12.0 in Governina toad Combination... Actual Values... Allowable Values. .. PASS Moment Capacity Check Maximum Bending Stress Ratio = o.7268 +1.20D+0.70S+E Max Mu 14.985 k-ft Phi.Mn 20.619 k-ft PASS Service Deflection Check Actual Defl, Ratio Ll 150 Allowable Defl,Ratio 150 +D+0.70E Max.Deflection 2.479 in PASS Axial Load Check Max Pu f Ag 119.469 psi Max.Allow.Defl, 2.480 in +1.20D+0,70S+E Location 16,017ft 0.06"fc 180.0 psi i PASS Reinforcing Limit Check Controlling Aslbd 0.01271 Aslbd= 0.0 rho bat 0,01355 Maximum Reactions-.. for Load Combination.... Top Horizontal E Only 1,693 k Base Horizontal E Only 1.306 k Vertical Reaction D Only 9.760 k Design Max imum-Combinations-Moments - Results reported for"Strip Width"-12 in. Axial Load Moment Values 0.6 Load Combination PU 0.06"fc'b't Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-A k-ft k-fi W2 +1,20D+1.60Lr at 29.97 to 31.00 0.000 17,280 4.38 2,04 0,90 20.82 0,930 0,0127 0,0135 +1.20D+1,601-r+0,50VV at 15.50 to 16,53 11.801 17.280 4.38 7.61 0.90 20.61 0.930 0.0127 0.0135 +1.20D+1.60S at 29,97 to 31.00 0.000 17.280 4.38 3,02 0.90 20.82 0,930 0,0127 0.0135 +1,20D+1.60S+0,50W at 16.53 to 17.57 13,424 17,280 4.38 8.87 0.90 20.59 0,930 0.0127 0.0135 t +1.20D+0.50Lr+W at 14.47 to 15.50 10.585 17.280 4.38 12,76 0.90 20.63 0.930 0,0127 0,0135 +1,20D+0.50S+W at 15.50 to 16.53 11,007 17,280 4.38 1321 0.90 20.63 0.930 0.0127 0.0135 +1,20D+0.70S+E at 15.50 to 16.53 11,469 17.280 4.38 14.98 0.90 20,62 0.930 0,0127 0,0135 +0,90D+W at 14.47 to 15.50 7.482 17.280 4.38 11.33 0.90 20,68 0.930 0.0127 0.0135 }U,90D+E at 14.47 to 15.50 7AB2 17.280 4.38 12.58 0.90 20.68 0.930 0,0127 0.0135 Design Maximum Combinations-Deflections Results reported for"strip Width"=12 in. Axial Load Moment Values i Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl, Ratio _ I< k-ft 101 in14 in"A in^4 in _ +D+0,60W at 15,50 to 16.53 6.210 4.38 7.03 512.00 198.32 198,324 1.875 198A +D+0,70E at 15.50 to 16.53 8.210 4.38 9.04 512.00 198.32 196,324 2.479 150.1 +O.60D+0,60W at 14.47 to 15.50 4.988 4.38 6,27 512.00 193.26 208.266 1.665 223.4 +U.60D+0.70E at 14.47 to 15.50 UN 4.38 8.12 512,00 193.26 193.264 2,258 164,7 +0,60W at 14.47 to 15.50 0.000 4.38 5,36 512.00 185.29 242.594 1.359 273.8 E Only*0,70 at 14A7 to 15.50 0.000 08 6,96 512.00 185.29 186,047 1,964 189.4 =Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only _- _- 0.0 k 0,02 k 9.760 k Lr Only 00 k 0.02 k 1,218 k S Only 0.0 k 0.04 k 2,310 I< W Only 1.2 i< 1,62 k 0,000 k E Only 1,3 k 1.69 k 0.000 k 'fir �' _ , w �� CARUSO TURLEY SCOTT Job Name • structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. —7q i. Sheet No, 14 ,111 T:480 774-1700 • F:480 774-1701 www.ctsoz.com By Nt.1 M Date TAt.4f P r J %+ .Ct1��i. rr�� Ar VCf . d �� � � _ 1 1 �, Caruso Turley Scott,Inc. Project Title: 1215 VV,Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: IJ } • 480-774-170G Project Descr: 480-774-1701 Printed:29 JUN 2018,11;57AM www.clsaz.com Concrete Slender Wall File-GIE"G-Pa-'\-C°°zs-'ua7d,c-11CALCUL-11187A1C-i.EG6 ►►► .- Description: Jamb 2 Zijifi'Refe onces; Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 Generai'Information t'c:Concrete 28 day strength = 3 ksi Wall Thickness 8.0 in Temp Dlff across thickness = deg F Fy:Rebar Yield - 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L/ 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.90 In Minimum Vertical Steel% = 0.0020 i 2,� : Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff. Reduction Facior per ACI R.10.12.3 Fr:Rupture Modulus = 410,792 psi Bar Size # 5 Max%of pbalanced = 0.01355 Bar Spacing 8 in Max PulAg=f'c" - 0,060 Concrete Density = 150.0 pcf 1 Width of Design Strip = 12.0 in One-Story Wall Dimensions A Clear Height = 31.0 f1 «- B Parapet height = 4.0 ft B Wall Support Condition Top& Bottom Pinned _ ' �. aa=s cam• -�#^�-, -s�,�'''�`+��'� .�£ -" , m WN-1—v Vertical loads Vertical Uniform Loads.— (Applied per loot of Strip Width) DL:Dead Lr:RQpf Uve Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6,750 in 0.9150 0.80 1,510 kilt Concentric Load 2.250 klft j Lateral:Loads Wind Loads: Seismic Loads: Full area WIND load 50,50 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 56.0 psf Fp 1.0 = 56.0 psf (Applied to full'STRIP Width") D D L E W Endpoints from Base tot) bottom Distributed Lateral Load OA2150 kilt 35,0 31.Oft . -�.• - k� I 1' � .. Caruso Turley Scott,inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: L� I 480-774-1700 Project Descr: - 480-774-1701 Printed:29 JUN 2018,11;57AM www.ctsa7.com Concrete lender Wall File=caENG2a-1LC0026-tue741e-11CALcl1L-1l1a74lal.ECG - Description; Jamb 2 i` "DESIGN SUMMARY_ Results reported for"Strip Width" of 12.0 in Governing Load Combination. Actual Values,.. Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6916 +1.20D+0.70S+E Max Mu 9.509 k-ft Phi*Mn 13.749 k-ft PASS Service Deflection Check Actual Defl,Ratio U 166 Allowable Defl.Ratio 150 +D+0.70E Max.Deflection 2,238 in PASS Axial Load Check Max Pu 1 Ag 74.948 psi Max.Allow,Defl. 2.480 in +1.20D+0.70S+E Location 16.017 It 0.06*Po 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.006352 Aslbd= 0.0 rho bat 0.01355 , Maximum Reactions... for Load Combination.,,, Top Horizontal E Only 1.106 k Base Horizontal E Only 0,8536 k Vertical Reaction D Only 6,665 k Design.Maximum-Combinations-Moments Results reported for"strip Width"=12 in. Axial Load Moment Values 0.6" Load Combination Pu 0.06*fleb*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-tt k-Tt k-ft in12 +1.20D+1,6OLr at 29.97 to 31.00 0.000 17.280 4.38 1.34 0,90 12.48 0.465 0.0064 0.0135 +1.20D+1,6OLr+0.50W at 16.53 to 17.57 7.294 17.280 4,38 3.95 0.90 13.77 0.465 0,0064 0.0135 +1,20D+1.60S at 29,97 to 31,00 D,000 17,280 4,38 1.98 0.90 12.48 0.465 0,0064 0,0135 +9,20D+1,60S+0.50W at 16.53 to 17,57 8,43D 17.280 4,38 4.61 0.90 13,97 0.465 0.0064 0.0135 +1.20D+0.50Lr+W at 14.47 to 15,50 6,662 17.280 4.38 8.07 0.90 13.66 0,465 0.0064 0.0135 +1.20D+0.50S+W at 14,47 to 15.50 7.017 17,280 4.38 8.33 0.90 13,72 0.465 0,0064 0.0135 +1,20D+0.708+E at 15.50 to 16.53 7,195 17.280 4.38 9.51 0.90 13.75 0.465 D.0064 0.0135 +0.90D+W at 14.47 to 15.50 4.696 17,280 4.38 7,20 0.90 13.31 0.465 O.OD64 0,0135 +0,901D+E at 14.41 to 15.50 4,696 17,280 4,38 6.04 0.90 13.31 0.465 0.0064 0.0135 _-D6siglh Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load I Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k•ft Wt inA4 inA4 In14 In +D+0,60W at 15.50 to 16,53 5.115 4.38 3,99 512.00 120,54 384.000 0,578 643.6 +D+0,70E at 15.50 to 16.53 5.115 4.38 5,75 512.00 120.54 162.582 2,238 166.2 +9.601)+0.60W at 14.47 to 15.50 3.131 4.38 3.78 512.00 116.56 384,000 0.545 682.5 +0.60D+0,70E at 14.47 to 16.50 3.131 4.38 5,17 512.00 116.56 196.394 1,841 202.1 +0,60W at 14,47 to 15.50 0.000 4.38 3.49 512.00 110.21 384,000 0.499 745.4 E Only*0.70 at 14.47 to 15.50 0,000 4.38 4,55 512.00 110.21 304.781 0,976 381.1 ReactlonS-;Vertical&Horizontal Results reported for"Strip Width"=12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only~ 0.0 k 0.02 k 6.665 k Lr Only 0.0 k 0,01 k 0.800 k S Only 0.0 k 0.03 k 1.510 k W Only 0.8 k 1.09 k 0,000 k E Only 0.9 k 1.11 K 0.000 k �, r �,. I I I I a CARUSO TURLEY SC®TT .lob Nome . Cc�=j A.V. - structural engineers 1215 W.Rio Salado Parkway,Suiie 200 Tempe,Arizona 85281 Job No, Sheet No. Lt•j-7 T.480 774-1700 • F:480 774.1701 www,ctsoz.com By I'\ Date ;4 _ TAM% 3; `O�.c•{ ' `,J��qL /�'�:'��>�/�6,)�S�.J�C.�� f J.{lr"7��/i?.fl�^l /J" iL V f 70& ♦1 tr.� �i "f �l. l.ii �Ve'l (.Y 7. / L1Sf v �'�r�►f��.�_�� �955-.�';_ 3 c.c �hc:t� F/�c-{: tlf 2�;:���t�.- 1. �. � �� Yc� . f 41 1`� %S � V t �, I �, a F Concrete Slender Wall File=G,1ENG_PR-11.CA026-1118741C-11CALCUL-1118741G1.EC6 KVV-060OU624 Description: Jamb 3 Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General_Information _ _ fc:Concrete 28 day strength = 4.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60,0 ksi Rebar at each face Min Allow Out-of-Plane DO Ratio = L 1 0 ! Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.90 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor - 1.0 Lower Level Rebar. Using Stiff.Reduction Factor per ACI R.10,123 Fr:Rupture Modulus - 474.342 psi Bar Size # 5 Max%of p balanced = 0.01806 Bar Spacing 3.0 in Max Pu/Ag=fc" = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One=Story Wall Dimensions A Clear Height = 28.0 ft _ B Parapet height = 1.0 ft 6 Wall Support Condition Top& Bottom Pinned - i vertical Uniform Wads,-. (Applied per foot of Ship Width) DL:Dead Lr Roof Live Lf:Floor Live now W:Wind Ledger Load Eccentricity 6.750 in 1,540 1,340 2.540 k/ft Concentric Load 5.60 k/fl Vertical Concentrated Loaas� (Applied to full"Strip Width") DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Beam Load#1 =ocentricity 6,750 in 0.6150 0,6150 1,170 k Dist from Base 17.0 ft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 94.20 psf Fp 1.0 = 94.20 psf D Lr L E W Height (Applied to full"STRIP Width") Point Lateral Load 0.4750 k 17.0 ft �, .� i i _ i _ . h� Concrete Slender Wall File=G-.%NGPR-ILC0026-1%18741C-tICALCUL-1118741C-1:EC6 Description: Jamb 3 DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in ^� Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6099 jt +1.20D+0.70S+E Max Mu 16.891 k-ft Phi"Mn 27,693 k-ft PASS Service Deflection Check Actual Defl,Ratio U 179 Allowable Defl,Ratio 150 +D+0,70E Max,Deflection 1.872 in PASS Axial Load Check Max Pu 1 Ag 141.579 psi Max.Allow,Defl. 2.240 In +1.20D+0.70S+E Location 15.40 it 0.06"fc 240.0 psi PASS Reinforcing Limit Check j Controlling As/btl 0.01694 Aslbd= 0,0 rho bat 0.01806 Maximum Reactions... for Load Combination,,.. Top Horizontal E Only 1,703 k Base Horizontal E Only 1.504 k Vertical Reaction D Only 10.655 k j Design.Maximum Combinations-.Moments Results reported for"strip Width"=12 In. Axial Load Moment Values 0.6 Load Combination Pu 0.06"fc"bxt I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-`t k-it k-ft in^2 +1.20+1.601-r at 27,07 to 28,00 0.000 23,040 5.06 2.25 0.90 27.93 1.240 0.0169 0,0181 +1,20D+1.60S at 27.07 to 28.00 0.000 23,040 5,06 3.33 0.90 27.93 1.240 0,0169 0.0181 +1.20D+0.50Lr at 27,07 to 28.00 0,000 23.040 5,06 1.42 0.90 27.93 1.240 0.0169 0.0181 -F1.200+0.50S at 27.07 to 28.00 0,000 23.040 5,06 1.75 0,90 27.93 1,240 0.0169 0.0181 +1,20D+0.70S+E at 14.93 to 16,87 13.592 23.040 5.06 16.89 0.90 27,69 1,240 0.0169 0.0181 +0,90D al 27,07 to 28.00 0,000 23.040 5.06 0.78 0,90 27,93 1,240 0.0169 0,0181 +0.90D+E at 14.93 to 15.87 8,246 23.040 5.06 14.38 0.90 27,77 1.240 0,0169 0.0181 i Design Maximum Combinations-Deflections Results reported for"strip Width"-12 in. i Axial Load i Moment Values t Stiffness j Deflections Load Combination Pu I Mcr Mactual i I gross I cracked I effective I Deflection Defl. Ratio _ k k-ft k-ft in^4 inA4 in14 in D Only at 14.00 to 14.93 9.255 5.06 0,68 512,00 240.59 384,000 0.074 4,519.5 +D-470E at 14,00 to 14.93 9,255 5.06 10.34 512.00 240.59 240.587 1.872 179.5 +0.60D at 14,00 to 14.93 5,553 5.06 0.39 512,00 235.40 384.000 0,043 7,812.3 +0.601D-�0,70E at 14,00 to 14.93 5.553 5.06 9.47 512.00 235.40 235,401 1.740 193.1 E Only'0,70 at 14,00 to 14.93 0.000 5.06 8.32 512,00 227.52 227.522 1,563 214.9 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.04 k 10,655 k LrOnly 0.0 k 0.04 k 1,955 k S Only 0.1 k 0.07 k 3.710 k E Only 1.5 k 1.70 k 0.000 k I I a; CARUSO TURLEY SCOTT Job Name 6_M- -AV L structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 L T:480 774-1700 • F:480 774-1701 Job No. I(�'� it Sheet No. � •a� www.ttsaz.com By Date o f TAO�) 0. �5' /+'� ' VWAI- O.C-• /iC€i j/IC s:. !!� �%, lx >t11A,i , - : :� - -� ., I 1 a Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 s61ZCWT1 Printed: 2 JUL 2018, 9:55AM i [concrete.slender all File=G:1EN(i_PR-1�,W026-1118741C-11CALCUL-f11874iC-1,EC6 t ' Description: Jamb 4 Code References Calculations per ACI 31 B-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General-Information - f'c:Concrete 28 day strength = 3 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L J 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.90 in Minimum Vertical Steel% = 0.0020 i X :Lt Wt Conc Factor = 1.0 Lower Level Rebar. Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus - 410.792 psi Bar Size # 5 i Max%of p balanced - 0.01355 Bar Spacing 4 in Max PulAg=f'c" = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in _'6newStory Wall Dimensions A Clear Height = 28 It -- T B Parapet height = 4.0 ft �~ fu;otAlla nme i Wall Support Condition Top& Bottom Pinned -- - A Vertical Loads _. Vertical Uniform Loads.. (Applied per foot of Strip Width) DL:Dead Lr:Roof Live 6f:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 1.785 1,553 2.945 klft Concentric Load 6,942 kill Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 98.50 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 109.20 psf Fp 1.0 = 109.20 psf (Applied to full"STRIP Width') D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.02150 kilt 35.0 31.0 ft .- � . -� � - ��� ., I �'� _ - _ _ �' �: t Caruso Turley Scott, Inc, Project Title: 1. 1215 W.Rio Salado Pkwy.#200 Engineer: [, Tempe,AZ 85301 Project ID: .: ` 480-774-1700 Project Descr: i 480-774-1701 www,ctsaz.com Printed: 2 JUL 2018, 9:55AM CiOI7Cret@•Sl@I1d@ wa�� nle=G:1ENG-PR-it_00026-1118741C-1%CALCUL-1119741C-t.ECG i Description: Jamb 4 DESIGN:SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination,.. Actual Values,.. Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7729 1 +1.20D+0.70S+E Max Mu 15.905 k-ft Phi'Mn 20.579 k-ft PASS Service Deflection Check Actual Defl,Ratio LJ 160 Allowable Defl.Ratio 150 +D+0.70E Max.Deflection 2.098 in PASS Axial Load Check Max Pu J Ag 153.062 psi Max.Allow.Defl. 2.240 In +1.20D+0.70S+E Location 14.467 ft 0.06*f'c 180.0 psi PASS Reinforcing Limit Check Controlling AsJbd 0.01271 Aslbd= 0.0 rho bat 0.01355 Maximum Reactions,., for Load Combination,,,. Top Horizontal E Only 1.997 k Base Horizontal E Only 1.498 k ; Vertical Reaction D Only 11.927 k Desigri Maximum Combinations-Moments- Results reported for"strip Width"=12 in. Axial Load I Moment Values 0.6" Load Combination Pu 0.06•fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-fl k-ft _ in12 *1.20D+1.60Lr at 27.07 to 26,00 0.000 17.280 4.38 2.60 0.90 20.82 0.930 0.0127 0,0135 +1,20D+1.60Lr+0.50W at 14,00 to 14.93 15.117 17,280 4.38 8.21 0.90 20.57 0.930 0.0127 0.0135 +1,20D+1.60S at 27.07 to 2&00 0,000 17.280 4.38 3.86 0.90 20.82 0.930 0,0127 0,0135 +1.20D+1.605+0.50W at 14.93 to 15.87 17,232 17.280 4.38 9.72 0.91) 20.55 0.930 0,0127 D.0135 +1.20D+0.50Lr+W at 14.00 to 14.93 13.409 17,280 4,38 13.30 0.90 20.59 0.930 D.0127 0.0135 +1,20D+0,50S+1A1 at 14.00 to 14,93 14.105 17.280 4,38 13.81 0.90 20.59 0.930 0.0127 0.0135 +1.20D+070S+E at 14.00 to 14.93 14.694 17.280 4,38 15,90 0.90 20,58 0,930 0,0127 0.0135 +0,90D+W at 13,07 to 14,00 9,556 17,280 4.38 11.71 0.90 20.65 0.930 0.0127 0.0135 +0,90D+E at 13.07 to 14.00 9.568 17.280 4.38 13,16 0.90 20,65 0.930 0,0127 0.0135 -Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values , Stiffness Deflections Load Combination Pu Mcr Mactual t I gross I cracked 1 effective Deflection Defl, Ratio k Wt k-fl t in"4 inA4 bA4 In +D+0.60W at 14,00 10 14.93 10,527 4.38 7,32 512.00 201,89 201.892 1.573 213.6 +D+0,70E at 14,00 to 14.93 10,527 4.38 9.51 512.00 201.89 201.892 2,098 160.2 +0.60D+0.60W at 13.07 to 14.00 6,372 4.38 6.47 512.00 •195,45 204.502 1.391 241,6 +0,60D+070E at 13.07 to 14,00 6.372 4.38 8.47 512.00 195A5 195.454 1,903 176.5 +0.6DW at 13.07 to 14.00 0.000 4,38 5.45 512.00 185.29 236.597 1.138 295.3 E Only*0.70 at 13.07 to 14.00 0,000 4.38 7,18 512.00 185.29 185,295 1,655 203,0 Reactions•Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.04 k 11.927 k Lr Only 0.0 k 0.03 k 1,553 k S Only 0.1 k 0,06 k 2.945 k W Only 1.3 k 1.90 k 0,000 k E Only 1.5 k 2.00 k 0.000 k �l�: CAaRUSO TURLEY SCOTT Job Name Cs-V-E --A9—L structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. 11-—)IA Sheet No. LI J 1480 774-1700 • F:480 774-1701 www.cisoz.com By M4,M Date <4_1) Plf'-•.�- / \�" 1L�/'4JJ��-�btl }VI.-)+ ��Y�IlV1f/+�J� ��-_ ��� e '_L' CI(010 �J .5 .� (r5 C. t `s f�1 �� < ( �lC.I I s fj t,l: 1 iz.1J.��t Al-vif k ft cr ^( , - 111 -� � w L� �1 �yc:,�,�t �.1�fA3 ,t= f'; /1�1 I�' 7�A►`�a JL Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer • Tempe,AZ 85301 Project ID: G, 9- • 480-774-1700 Project Descr; l 480-774-1701 Printed: 2 JUL 2018, 9:55AM wwwlctsaz.com - FIIe=G;1ENG-PR-1LC002G-1118741C-11CALCUL--1118741C-1,EC5 i Concrete Slender Wall Description: Jamb 5 -Code References ! Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information t c:Concrete 28 day strength = 4.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Reber at each face Min Allow Out-of-Plane DO Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar V'distance 1.880 in Minimum Vertical Steel% = 0.0020 k ;U Wl Cono Factor = 1.0 Lower Level Rebar... Using Stiff,Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 474,342 psl Bar Size # 5 Max%of pbalanced = 0.01806 Bar Spacing 3 in Max PuIAg=Pc" = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in 6ne4t6ry Wall Dimensions A Clear Height - 28.0 ft _ B Parapet height = 4.0 ft Bs� Wall Support Condition Top& Bottom Pinned :,ram _ s Vertical Loads �VerCicS Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Uve S:Snow W:Wind Ledger Load Eccentricity 6.750 in 2.10 1.827 3.465 klft Concentric Load 9•10 kilt Lateral.Loads Wind Loads: Seismic Loads Full area WIND load 116.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wail Lateral Load 129.0 psf Fp 1.0 = 129.0 psf (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.02150 kift 35.0 31.0ft _ a. I • � `�� I I _ u I I I _ I � I� I I �1 41, Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: - 480-774-1700 Protect Descr: i 480-774-1701 WWW.clsaz.com Printed: 2 JUL 2018, 9;55AM Concrete Slender Wall - Flie-GaENG3R-1t.CU026-1118741C-11CALCUL-ti1e741a,:EC6 Description: Jamb DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6810 +1.20D+0.70S+E Max Mu 18.789 Wt Phi'Mn 27.591 k-fl PASS Service Deflection Check Actual Defl.Ratio U 165 Allowable Defl.Ratio 150 +D+0.70E Max.Deflection 2.031 in PASS Axial Load Check Max Pu 1 Ag 187.766 psi Max.Allow.Defl. 2.240 in +1.20D+0.70S+E Location 14,467 ft 0.06'Pc 240.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01669 Aslbd= 0,0 rho bat 0.01806 Maximum Reactions... for Load Combination,,., Top Horizontal E Only 2.359 k Base Horizontal E Only 1.769 k Vertical Reaction D Only 14.40 k I Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06`fc"b1 1 Mcr Mu Phi Phi Mn As As Ratio rho bal K k k-ft k-ft 10t in^2 i +1.20D+1.601 r at 27,07 to 28.00 0.000 23.040 5.06 3.06 0.90 27.89 1,240 0.0169 0.0181 i +1.20D+1.60Lr+0.50W at 14.93 to 15.87 18,411 23.040 5.06 9.72 0.90 27.59 1,240 0.0169 0,0181 +1,20D+1,60S at 27.07 to 28.00 0.000 23,040 5.06 4.54 0,90 27.89 1.240 0.0169 0,0181 +1.20D+1.60S+0,50W at 14.93 to 15.87 21,032 23.040 5.06 11.51 0,90 27.56 1.240 0.0169 0.0181 +1.20D+0.50Lr+W at 14,00 to 14.93 16.513 23.040 5,06 15.72 0.90 27.61 1.240 0,0169 0.0181 +1.20D+0.50S+W at 14.00 to 14.93 17,333 23.040 5.06 16.32 0.90 27.60 1.240 0,0169 0.0181 +1.20D+0,70S+c at 14.00 to 14.93 18.026 23,040 5.06 18.79 0.90 27,59 1.240 0,0169 0.0181 +0.90D+W at 13.07 to 14,00 11.784 23.040 5.06 13,81 0.90 27.67 1.240 0.0169 0,0181 +0.90D+E at 13,07 to 14,00 11.784 23,040 5.06 15.53 0.90 27.67 1.240 0,0169 0,0181 Design-Maximum Combinations Deflections Results reported for"Strip Width"=12 in, Axial Load Moment Values 1 Stiffness I Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio I+ 1 k-.q k-ft in14 _in44 in14 I ill +D+0.60W al 14.00 to 14.93 V 13,000 5.06 8.69 512.00 247.84 247,843 1.546 217.4 +0+0.70E at 14,00 to 14.93 13.000 5.06 11,26 512.00 247.84 247.843 2,031 165.5 +0.60W at 13.07 to 14.00 0.000 5.06 6.44 512.00 229.41 261.173 1.134 296.2 E Only*0.70 at 13.07 to 14.00 0.000 5.06 8.48 512.00 229.41 229,415 1.606 209.2 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0,04 k 14.400 k Lr Only 0.0 I: 0.04 k 1.827 I: S Only 0.1 k 0.07 I< 3.465 k W Only 1.6 k 2.22 k 0.000 k E Only 1.8 k 2.36 k 0.000 k � �71 n.y � � �+ - I I t �l,; CARUSO TURLEY SCOTT Job Name Cc*— structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. �l Sheet No. Lt.A T:480 774-1700 o F:480 774-1701 1�--7 www.dsaz.com By h t Date 1.,A1 '3' fles/0- � . oil Tii U 'ye XC�:. ,flfi LS- 1- •�' n,_- �%ill,,.�� 1 )r1 t � ?ANAL t��� sii'; h'( 3'��• _rrr_ �a E ,� I :,r 1��tt�- r; J C'�' �• r ■ � r� h I� 1 7�i a i Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: ! ! Tempe,AZ 85301 Project ID: �t - 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Panted: 3 AUG 2018. 7143AM Concrete Slender_ Wall File=G:tENu v;s-t\-G5726-1%18740C-tICALgUL-1tl874OC-t.EC6 i Description : Jamb 6 Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 _General Information f'c:Concrete 28 day strength = 4 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L i 150 Ec Concrete Elastic Modulus = 3,122.0 ksi Rebar"T distance 1.90 in Minimum Vertical Steel% - 0,0020 k :Lt Wt Conc Factor = 1.0 Lower Level Rebar,.. Using Stiff.Reduction Factor per ACI R,10,12.3 Fr Rupture Modulus 474.342 psi Bar Size # 5 Max%of o balanced = 0.01806 Bar Spacing 3 In Max PufAg=f c' - 0,060 Concrete Density = 150.0 pcf j Width of Design Strip = 12.0 in One-Story-Wall Dimensions = _ A Clear Height - 28.0 ft B Parapet height 1.0 ft B _= Wall Support Condition Top & Bottom Pinned `~ RoozAtte nm°n !— �a •-- �,_r-cy -czm �r --� �� i ti i - I _ F3gQfAtla^hmenl Vertical Loads - _ Vertical Uniform Loads... (Applied per foot of Strip Width) DL Dead Lr-Roof Live Lf:FiooT Live S;Snow W:Wind Ledger Load Eccentricity 6.750 in 3,99 2,415 9.27 klt( Concentric Load 3,20 kfft Ver iCal Concentrated Loads (Applied to full"Strip Width") DL:Dead Lr:Root Live Lf:Floor Live S:Snow W:Wind Beam Load#1 Eccentricity 6.750 in 0.6570 0.6570 1,248 k Dist.from Base 17.0 ft Lateral Loads Wind Loads; Seismic Loads: Full area WIND load psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 67.0 psf Fp 1.0 = 67.0 psf D Lr L E W Height (Applied to full"STRIP Width") Point Lateral Load 0.6680 k 17.0 it � N �, 1 ,� 1 �. •2 �I �' i Caruso Turley Scott,Inc. Project Title: I 1215 W.Rio Salado Pkwy,4200 Engineer: � Tempe,AZ 85301 Protect ID: L� . 480-774-1700 Project Descr: 480-774-1701 www.etsaz.com Printed; 3 AUG 7:43AM Coricrete Slender Wall ��=c,IEIJG_PR�ILC{lOZfr-1118740G11CnLCUL-f1187401874D C-1.ECb Description: Jamb 6 DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in Goveming Load Combination... Actual Values... Allowable Values.. . _ PASS' Moment Capacity Check Maximum Bending Stress Ratio = 0.7162 +1.20D+0.70S+E Max Mu 19.792 k-ft Phi*Mn 27.633 k-ft PASS Service Deflection Check Actual Deft.Ratio U 156 Allowable Defl, Ratio 150 +D+0,750S+0.5250E Max,Deflection 2.148 in PASS Axial Load Check Max Pu I Ag 192.378 psi Max,Allow.Defl. 2.240 in +1.20D+070S+E Location 15.40 It 0.06"fc 240.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01694 Aslbtl= 0.0 rho bat 0A1806 Maximum Reactions. for Load Combination.... Top Horizontal E Only 1.412 k Base Horizontal E Only 1.199 k Vertical Reaction D Only 10.747 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal +1.20D+1.601-r al 27.07 to 28.00 0.000 23.040 5.06 4.87 0.90 27.93 1.240 0.0169 0.0181 +1.20D+1.60S at 23.33 to 24.27 24.144 23.040 5.06 11.50 0,90 27.68 1.240 0.0169 D.0181 +1.20D+0.50Lr at 27.07 to 28.00 0.000 23,040 5.06 3.37 0.90 27.93 1.240 0.0169 D.0181 +1.20D+0.50S at 27.07 to 28,00 0.000 23.040 5.06 5,30 0,90 27,93 1.240 0.0169 0.0181 +1,20D+0.70S+E at 14.93 to 15.87 18.468 23.040 5.06 19.79 0.90 27.63 1240 0.0169 0.0181 +0.90D at 27.07 to 28.00 0.000 23.040 5.06 2,02 0.90 27.93 1.240 0.0169 0,0181 +0.90D+E at 14.93 to 15.87 8.329 23.040 5.06 13.50 0.90 27.77 1.240 0.0169 0.0181 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness i Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective 1 Deflection Defl. Ratio k I(-tt k-rt In"4 1n14 inkl 1 in +D+0.70E at 14,00 to 14.93 9.347 5.06 9.93 512.00 240.73 240.731 1.800 1867 +D+0.750S+0.5250E at 14.00 to 14.93 17.235 5.06 11.99 512.00 251.51 251.506 2.148 156.4 +0.601)470E at 14.00 to 14.93 5.608 5.06 8.75 612.00 235.51 235,508 1.590 211.3 E Only*0.70 at 14.00 to 14,93 0,000 5.06 7.23 512.00 227.52 234.399 1.302 258,0 Reactions•Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal J Top Horizontal Vertical @ Wall Base QOnly .+�. ..v--• Y --• 0.1 k - _ 0.09 li � 10.747 k Lr Only 0.1 i; 0.06 Ic 3.072 k S Only 0.2 k 0.21 k 10,518 I; E Only 1.2 Ic 1.41 It 0,000 k a I CARUSO TURLEY SCOTT Job Name structural engineers i 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Sheet No, i.�.�� T:480 774-1700 • F:480 774-1701 Job No. i www.ctsaz.com By Date c�2� 3i h 3 if - l -far LOOL t _ o' c: UJ('t( P . nv L�v�i`G+- 16&CG f�! . tit lrf; t f. r,�U� i i i _ �._ 1 1 �', i �� Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: p 480-774-1700 Project Descr: �•` '�'"' 480-774-1701 N_ "cts2Z.com _ Printed:25 JUL 2018,10:20AM Masonry Slender Wall F118 G:1ENG_PR-I�-COD26-1U8741C-11CALCUL-1118741C-1.E:C6 K\Af-06000624 Description: Exterior Brick Wall f Code References -� - - Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General:InfOCmatlon - Calculations per ACI 530-08, IBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.5D ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield - 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Deft Ratio= 0 Fr-Rupture = 61.0 psi Rebar"d'distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=I'm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.1033 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 48 in Block Weight Normal Weight Wall Weight = 55.0 psf j Wall is grouted at rebar cells only "One-Story Wall Dimensions`- - A Clear Height = 16.0 ft � � B Parapet height = ft 8 Wall Support Condition Top& Bottom Pinned zr ; Vertical Loads Vertical Uniform toads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledgor Load Eccentricity in 0.4250 0,4250 0.2340 ldit Concentric Load wft Lateral Loads Wind Loads - ~ Seismic Loads: Full area WIND load 27.60 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.6 psf Fp 1.0 = 30.60 psf � i� 1 I Caruso Turley Scott,Inc, Project Title. 1215 W.Rio Salado Pkwy.,#200 Engineer: Tempe,AZ 85301 Project ID: Ll � Project Descr: • 480-774-1700 480-774-1701 Printed:25 JUL 2018,10:20AM www.ctsaz.com - Masonry Slender Wall Re-G:IENG-Pit-1LC0026-1118741C-I"LCUL-1116741C-1.ECfi Description Exterior Brick Wall _ DESIGN SUMMAR_ Y Results reported for"Strip Width"of 12:0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6939 +0.90D+E Max Mu 1.042 kit Phi*Mn 1,502 k-ft PASS Service Deflection Check Actual Deft Ratio D 361 Allowable Defl.Ratio 150 +D+0.70E Max.Deflection 0.5313 In PASS Axial Load Check Max Pu/Ag 22.409 psi Max,Allow.Defl, 1.280 in +1.20D+0.70S+E Location 7.733 it 0.2*fm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0,001667 Aslbd®.1033 rho bat 0,1034 Maximum Reactions... for Load Combination.... Top Horizontal E Only 0,2448 k Base Horizontal E Only 0.2448 k Vertical Reaction D Only 1.305 k Design Maximum Combinations-`Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-fl k-El _ k4t in12 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0,0000 0.0000 0.000 0.000 0.00 0100 0.00 0.00 0.000 0.0000 0,0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0,0000 +1.20D+1.601-r+0,50W at 7.47 10 8.00 1,753 16.560 0.44 0.45 0.90 1.75 0.078 0.0017 0.1028 0.000 0.000 0,00 0.00 0,00 0.00 0.000 0.0000 0.0000 i +1.20D+1.60S+0.50W at 7,47 to 8.00 1.448 16.560 0.44 0.45 0.90 1.67 0,078 0,0017 0.1029 +1,20D+0,50Lr+W at 7.47 to 8,00 1.286 16.560 0.44 0.97 0.90 1.63 0.078 0.0017 0.1030 +1.20D+0,50S+W at 7,47 to 8.00 1.190 16.560 0.44 0.96 0.90 1.61 0.078 0,0017 0.1030 +1.20D+U0S+E at 7.47 to 8.00 1.237 16.560 0.44 1.08 0.90 1.62 0.078 0.0017 0.1030 +0.90D+W at 7.47 to 8.00 0.805 16,560 0.44 0.94 0.90 1.51 0.078 0.0017 0.1031 +0.90D+E at 7.47 to 8.00 0.805 16.560 0.44 1.04 0,90 1.51 0.078 0,0017 0.1031 Desig_n:Maximum.Co_mbinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values I Stiffness I Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio l; k•ft k-n in^4 in^4 In^4 In +D+0,60W at 8.00 to 8.53 0.865 0,44 0.54 331.10 20.31 25.970 0.187 1,026.9 +D+0.70E at 8.00 to 8,53 0,865 0,44 0.72 331.10 20.31 21,818 0,531 361.4 Reactions-Vertical&Horizontal - Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 1.305 k W Only 0.2 k 0.22 k 0.000 k E Only 0.2 k 0.24 k 0.000 k � � - � ,.: �, f: �� Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer Tempe,AZ 85301 Project ID: Tempe,AZ 8 Project Descr: 480-774-1701 NR19Y.CtSaZ.COR Printed:25 JUL 2018,10:21AM mason r y Slender Wall F e=G:1ErvG_PR-1\_CW2s-1118741 C-1\CALCUL-1118741 C-S:ECS �_yc�0t Description: Masonry Jamb Design Code Referepces _ Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 j General information calculations per Act 530-08, lec Zoos,CIBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nam,Wall Thickness 8 in Temp Diff across thickness = deg F Fy•Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture - 61.0 psi Rebar V distance 2.813 in Minimum Vertical Steel% = 0.0020 Em=fm' = 900.0 Lower Level Rebar... Max%of p bal. = 0.007214 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 8 in i Block Weight Normal Weight Wall Weight = 84.0 psf Wall is grouted at rebar cells only One=StoryWall`Dimensions - A Clear Height = 16.0 ft B Parapet height = ft B — �_ Wall Support Condition Top& Bottom Pinned 7 .s A -_r r_�;..v_ +-part p. -- - :3-�=� •=c22+-=-= - Vehical Loads Vertical Uniform Loads... (Applied psf fool of Sffip Width) DL:Dead •Roof Lf:Fk1or Live S:Snow W:Wind Ledger Load Eccentricity 4.0 in 0.2450 kilt Concentric Load kilt Vertical Concentrated Loads... (Applied to full"Strip Width') DL:Dead Lr:Roof Live Lf:Floor Live 8:Snow W:Wind Beam Load#1 Eccentricity in 1.673 1,062 0,8080 k Dist,from Base 10,0 ft Later oads Wind Loads: Seismic Loads: Full area WIND load 96.60 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf Fp 1,0 = 0.0 psf u ,t, i � 1 �. ��� Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ853D1 Project ID: rr l v�� Project Descr: 480-774-1700 480-774-1701 Printed:25 JUL 2016,10:21AM www.cisaz.com file=0.1£Mf;.PR-1LC9026-1U8741C-11CA1.CUL-f1187A1C-1.ECfi Masonry Slender.Wall Description: Masonry Jamb Design DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values.-- Allowable Values,,, i PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3813 +1,20D+0,50S+W Max Mu 3.303 Wt Phi*Mn 8.662 k-ft PASS Service Deflection Check Actual Defl,Ratio U 395 Allowable Defl,Ratio 150 +D+0.60W Max.Deflection 0.4858 in PASS Axial Load Check Max Pu/Ag 40,490 psi Max.Allow.Dell. 1.280 in +1.20D+0.50Lr+W Location 7,733 it 0.2*fin 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0,008053 Asibd067214 rho bal 0.008743 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.7728 k Base Horizontal W Only 0.7728 k Vertical Reaction D Only 3.262 k ' m Ca binations-Moments Results reported for"Strip Width"=12 in. �sjn.M f Daximum Axial Load Moment Values 0.6" Load Combination Pu 0.2*fm*b*t i Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-tt k-t in12 +1,40D at 15,47 to 16,00 0,406 27.360 0.59 0,11 0.90 8.22 0.465 0,0081 0,0073 I +1.20D+0.5DLr at 15.47 to 16.00 0.348 27.360 0.59 0.10 0,90 8.21 0.465 0.0081 0.0072 +1.20D+0.50S at 15.47 to 16.00 0.348 27.360 0.59 0.10 D.90 8.21 0,465 0.0081 0.0072 +1,20D+1,BOLr at 15.47 to 16.00 0.348 27,360 0,59 0.10 0.90 8,21 0.465 0.0081 0.0072 +1,20D+1.60Lr+0,50W at 7.47 to 8.00 4,861 27,360 0.59 1.68 0.90 8.83 0.465 0.0081 0,0085 i +1,20D+1.60S at 15.47 to 16,00 0.348 27.360 0.59 0,10 0.90 8.21 0.465 0,0081 0.0072 +1,20D+1.60S+0,50W at 7.47 to 8.00 4,455 27.360 0.59 1.68 0.90 8,78 0.465 0.0081 0.0084 +1.20D+0.5OLr+W at 7.47 to 8.00 3,693 27.360 0.59 3.31 0.90 8,68 0.465 0.0081 0.0082 +1,20D+0.50S+W at 7,47 to 8.00 3,566 27.360 0.69 3.30 0,90 8.66 0.465 0,0081 0,0082 +1.20D+0.70S+E at 15,47 to 16.00 0,348 27,360 0,59 0.10 0,90 8.21 0.465 0,0081 0,0072 i +0.90D-FW at 7.47 to 8.00 2.371 27,360 0.59 3.24 0.90 8.50 0,465 0,0081 0,0078 I +0.90D+E at 15A7 to 16.00 0.261 27.360 0.59 0.07 0.90 8,20 0,465 0,0081 0.0072 :Design Maximum Combinations•Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections i Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio I: Mt k-t ( n^4 in44 in^4 in i +0+0.60W at 8.00 to 8.53 2.590 0.69 1,96 443.30 117.06 117.634 0.486 395.2 Reactions-.Vertical&Horizontal Results reported for"strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k 3.262 k LrOnly 0.0 1., 0.00 k 1,062 k S Only 0.0 k 0.00 I; 0,808 k W Only 0.8 Ic 0.77 is 0,000 k E Only 0.0 k 0.00 k 0.000 k .�i , J� I _ •1 I y� i � l CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. T:00 774-1700 d F:480 774-1701 www.cisaz.com 6y Date I' r r: ' r7�rvt �� wr r,�. s x (1D/- (� fir_ Zzp' F� � '. ll.D q s� : 1��'�• -.'<� G/`!:.�/!� �!t�,l;�! f-�� r� .�-t, � tvJ(�rre��ji.I :T'7•(�: r � Z 1 u.Ii/Z� i I I _ I r� f �: Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: ! Tempe,AZ85301 Project ID: 480-774-1700 Project Descr; i 480-774-1701 Printed:25 JUL 2018,10:22AM vvww.clsaz.com _. Masonry Beam -Flee-G.,WNG-PR-kOD026-1118741C-1ITALCUL-11/8741C-1:ecs - ruvsotufl Description ML1 Code References Calculations per ACI 530-08, IBC 2009, CBC 2010, ASCE 7-06 Load Combinations Used : IBC 2012 Genera!Information f'm 1,500.0 psi Clear Span 10.0 It Rebar Size 5 Fs 24,000.0 psi Beam Depth 2,670 ft #Bars EIF 1 Em=f m" 750.0 Thickness 8 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Normal Wt Equiv.Solid Thick 7.60 in #Bar Sets 1 Lateral Wind Load 110.40 psf Wall Weight 84.0 psf Bar Spacing 5.0 in Beam is Fully Braced? Yes E 1,125.0 ksi Lateral Wall Weight Seismic Factor 0.330 n 25.778 Calculate vertical beam weight? No Ld#1:D�0.670 L 0.4250Lsco.3230) �- 1 F� 1=#5 bars = i UnlForm Loads Star X End X Dead L:Floor Live Lr W Bye S Snow W:Wind E:Esrlhou*e #1 It 1D.D ft 0.670 0.4250 0,3230 k/ft #2 ft ft k/ft #3 It ft k/ft #4 ft ft k/ft DESIGN SUMMARY Maximum Stress Ratios...venkmi Lateral S Combinaton Maximum Moment 9QWW Allowable k-ft fb/Fb 0.4952 0.6147 0,7894 :1.00 Vertical Loads 15.387 k-ft 31,072Ot for Load Combination: +D+0,750L+0.7505 fv1Fv 0.7433 0,1129 0.7518 :1.00 Lateral Loads 2,210k-ft 3.595 for Load Combination: +D+0.60W Maximum Shear Actual Allowable Vertical Loads 28,788 psi 38.730 psi for Load Combination: +D+0.7501-+0.750S Minimum Mn =1.3 Fcr S = 14.133 k-ft Lateral Loads 4.372psi 38.730psi for Load Combination! +D+0.60W Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.620 inA2 As 0,310 inA2 rho 0.00290 rho 0.001533 np 0.07475 np 0.03951 k:((np)A2+2np)A,5-np 0.3191 k:(npA2+2np)A,5-np 0,2444 j=1-k/3 0,8936 j=1-k/3 0.9185 M:mas=Fb k j b dA212 35.256 k-ft M:mas=Fb k j b dA2/2 5.910 k-fi M:StI=Fs As j d 31,072 0t M:Stl=Fs As j d 3.595 k-ft - - � ' I ��, �; Caruso Turley Scott, Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project escr: 480-774-1700 Project D l 480-774-170 Www,CISaLCOrtt Printed:25 JUL 2018,10;22AM [masonry Beam_ Fil=GIEMG_PR-1l-00026-1118741C-11CALCUL-1118741Cr1.ECG i ��� - Description. ML1 Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactuat Mallow fv Fv i k-ft Wt psi psi k-ft k-ft psi psi D Only 8,37 31.07 15,67 38.73 0.00 3,59 0.00 38,73 +D+L 13,69 31.07 25,61 38.73 0.00 3.59 0.00 38.73 +D+S 12.41 31.07 23.22 38.73 0.00 3.59 0,00 38.73 +D+0.750L 12.36 31.07 23.12 38.73 0.00 3,59 Ho 38,73 +D+0,750L+0.750S 15.39 31,07 28,79 38,73 0.00 3.59 0.00 38.73 I +D+0.60W 8.37 31.07 15.67 38.73 2.21 3.59 4.37 38.73 +D-0.60W 8.37 31,07 15.67 38.73 2.21 3.59 4.37 38.73 +D+0.70E 8.37 31.07 15.67 38.73 0.65 3.59 1.28 38.73 +D-0.70E 8.37 31,07 15,67 38.73 0.65 3.59 1.28 38.73 +D+0.750L+0.450W 12.36 31.07 23.12 38.73 1.65 3.59 3.28 38.73 +D+0,750L-0.450W 12,36 31.07 23.12 38.73 1.66 3.59 3.28 38.73 +D+0.750L+0.7505+0.450VV 15.39 31.07 28.79 38.73 1.66 3,59 3.28 38.73 +D+0.7501-+0.750S-0,450W 15.39 31.07 28,79 38.73 1.66 3,59 3.28 38.73 +D+0.750L+0.7505+0.5250E 15.39 31,07 28.79 38,73 0.49 3.59 0.96 38.73 +D+0.750L+0,750S-0.5250E 15.39 31.07 28.79 38.73 0.49 3,59 0.96 3873 +0.60D+0,60W 5.02 31,07 9.40 38.73 2.21 3.59 4,37 38.73 +0,60D-0.60W 5.02 31.07 9.40 38.73 2.21 3.59 4,37 38.73 +0.60D+0.70E 5.02 31.07 9.40 38.73 0165 3.59 1.28 38.73 +0,60D-0,70E 5.02 31,07 9,40 38.73 0.65 3.59 1.28 38.73 �hR i or �r I i M �j fie=G:1ENG_PR-1\,C062o-1t18741C-1%CALCUL-1N8741C-1.EC6 Masonry Beam e Description: ML2 Code References Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information f m 1,500.0 psi Clear Span 6.0 ft Rebar Size 5 Fs 24,000,0 psi Beam Depth 2.0 it #Bars E/F 1 Em=frn* 750.0 Thickness 8 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Normal Wt Equiv.Solid Thick 7,60 in #Bar Sets 1 Lateral Wind Load 124.50 psf Wall Weight 84.0 psf Bar Spacing 5.0 in Beam is Fully Braced? Yes E 1,125,0 ksi Lateral Wall Weight Seismic Factor 0,330 n 25.778 Calculale vertical beam weight? No �- r 1— sou-°'°2so s) to'32sa2 � f 7:= Uniform Loads Start X End X Dead Load L:Floor Live Lr:Roof Live now W:Wind .Ealhauelm #1 ft 10.0 ft 0.670 0.4250 0.3230 k/ft #2 ft ft k/ft #3 ft it Of 94 it ft k/fl DESIGN SUMMARY Maxim- um StressRatios...Vey Lateral SRSS Combination Maximum Moment Actual Allowable k-ft fb/Fb 0.2748 0.'1891 0.3336 ;1.00 Vertical Loads 5.539 k-ft 20.161 k-ft for Load Combination:+D+0.750Li0,750S fv1Fv 0.6253 0.07639 0.6299 :1.00 Lateral Loads 0,6720 k-ft 3.553 for Load Combination: +D+0,60W Maximum Shear Actual Allowable Vertical Loads 24.216 psi 38.730 psi for Load Combination: +D+9,750L+0,750S Minimum Mn =1.3*Fcr S = 7.930 k-ft Lateral Loads 2,958 psi 38,730 psi for Load Combination: +D+0,60W Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.620 in"2 As 0.310ln^2 rho 0,004066 rho 0,002046 n 0,1048 np 0.05275 kp((np)^2+2np)^.5-np 0.3649 k:(np"2+2np)^.5-np 0.2763 j=1-0 0.8784 j=1-k/3 0.9079 Mamas=Fb k j b d12/2 20.161 k-ft Mamas=Fb k j b dA212 4.948 k-ft M:SII=Fs As j d 21.784 k-ft fvl:Sll=Fs As)d 3.553 k-ft �. i t �� CARUSO TURLEY SCOTT Job Name Cf, -f ,/ ft. structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No, i ��i I Sheet No. 11,Z T:400 774-1700 • F:480 774-1701 www.ctsaz.com 6y Date t-1.- W 717 IG 3c•ln ��' ` • fl �. �. • •. P �, I �'� ai Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 Printed:25 JUL 2018,10:18AM www.ctsaLconl - Masonry Slender Wall File=Gh 1EG_PR-11„CC92ir1118741C'-11CAlCU1-1N8741C-1.ECfi i ill Description: Exterior Brick Wall Under Girder Point Load t i Code References _ Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-06 Load Combinations Used : IBC 2012 Calculations per ACI 530-08,IBC 2009,CBC 2010,ASCE 7-05 Gerieral Information Construction Type:Grouted Hollow Concrete Masonry Fm - 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Deft Ratio= 0 Fr-Rupture = 61.0 psi Rebar"d'distance 3.8125 in Minimum Vertical Steel% = 0.0020 Em=fm' = 900.0 Lower Level Rebar... Max%of p bat. = 0.008562 Bar Size # 5 Grout Density = 140 pef Bar Spacing 8 in Block Weight Normal Weight Wall Weight - 84•D psf Wall is grouted at rbar cells only One=Stol';,I Wall Dimensions A Clear Height - 16.0 fl B Parapet height = ft 6 Wall Support Condition Top & Bottom Pinned - - - .c�.-•y-(^yam A u _ Vertical Loads Vertical Uni{orm Loads..- (Applied per foot of Strip Width) DL: Lr:Roof Live Lf Floor Live S:Snow W:Wind Ledger Load Eccentricity 2 in 4.3 2.6 0.2340 klft Concentric Load klit Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 27.60 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.6 psf Fp 1.0 = 30.60 psf I �i Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Project ID: 8 480-774-1700 Project Descr 480-774-1701 WVf1Y.ClSBZ.(JIIt Printed:25 JUL 2016 10:18AM MBS011r}J Slender Wall Re=G.IENG_PR-1LCO326-1118741C-1lCALCUL-111874IC-1.EC6 Description: Exterior Brick Wall Under Girder Point Load DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Goveming Load Combination... Actual Values,.. Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.2799 +1,20D+0.50Lr+W Max Mu 1.772 k-ft Phi*Mn 6.329 k-tt PASS Service Deflection Check Actual Deft.Ratio LI 470 Allowable Defl,Ratio 150 +D+0.70E Max.Deflection 0.4089 In PASS Axial Load Check Max Pu J Ag 77.907 psi Max,Allow.Deft, 1,280 in i +1,20D+0,5OLr+W Location 9,867 ft 0.2*fm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01016 AsIbd008562 rho bat 0.01110 I Maximum Reactions,., for toad Combination.,.. Top Horizontal E Only 0,2448 k Base Horizontal E Only 0,2448 k Vertical Reaction D Only 5.644 k .Design Maximum Combinations•Moments Results reported for"Strip width"=12 in, Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t i Mcr Mu Phi Phi Mn As As Ratio rho bat I k k k-It k-ii k-ft 102 +1.40D at 15.47 to 16.00 6.083 27.360 0.59 1.00 0.90 6.28 0,465 0,0102 0.0094 +120D+0,50Lr at 15.47 to 16.00 6,514 27.360 0.59 1.08 0.90 6.30 0.465 0,0102 0,0095 +1.200+0,50S at 15,47 to 16.00 5.331 27.360 0.59 0.88 0.90 6.24 0,465 0,0102 0.0091 +1.20D+1.60Lr at 15,47 to 16.00 9,374 27.360 0.59 1.55 0.90 6,44 0.465 0,0102 0.0106 +1.20D+1.601-r+0,50W at 11.73 to 12.27 9,750 27,360 0.59 1.74 0.90 6.46 0.465 0.0102 0.0107 +1,20D+1.60S at 15.47 to 16.00 5,588 27.360 0.59 0.92 0.90 6.26 0.465 0.0102 0.0092 +1,20D+1.60S+0.50W at 11.20 to 11.73 6,018 27.360 0.59 1.13 0190 6.28 0,465 0,0102 0.0093 +1.20D+0,50Lr+W at 9.60 to 10.13 7.105 27,360 0.59 1.77 0.90 6133 0.465 0.0102 0.0097 +1.20D+0,50S+W at 9,07 to 9.60 5,976 27.360 0.59 1,59 0.90 6,27 0.465 0,0102 0.0093 +1.20D+0.70S+E at 9.07 to 9.60 6.023 27.360 0.59 1.71 0.90 6,28 0.465 0.0102 0,0093 +0.90D+W at 9.07 to 9.60 4.394 27.360 0.59 137 0.90 6,20 0,465 0.0102 0.0087 +0.90D+E at 9.07 to 9.60 4,394 27.360 0.59 1.48 0.90 6,20 0.465 0,0102 0.0087 --.`Desigri Maximum Combinations Deflections Results reported for"Strip Width"=12 in. Axial Load I Moment Values Stiffness I Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k t k-ft k-ft 104 in14 in^4 in +D+0.60VV at 8,53 to 9.07 4.927 0.59 1.04 443.30 70.40 73.902 0,299 642.0 +D+0.70E at 8.53 to 9.07 4.927 0,59 1.24 443,30 70.40 72,255 0,409 469.5 Reactions-Vertical&Horizontal Results reported for"Strip Width"-12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 I< 0.04 r, 5.644 k Lr Only 0.0 k 0.03 k 2,600 k W Only 0.2 k 0.22 k 0.000 k E Only Q.2 k 0.24 k 0.000 k � � .. �� ,� I I. N� I �' a� f CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. Sheet No, 'I T:480 774-1700 • F.480 774-1701 www.ctsaz.com By Date oa t Aj6 DES°f 6 4 vo iv-q�: i i P U.Y�- t `�'. �tJlill,t �` Ui1✓1L. A) I, 1 a, r I Wall Footing File=G.ENG_PR-1k_C0026-n18741C-11CALCUL-106741C-1.EC6 Description: Girder Footing Code References _ I Calculations per ACI 318-06, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General-information Material Properties Soil Design Values f'c;Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No r Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soll/Concrete Friction Coeff, = 0.30 cp Values Flexure = 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Reference Depth belovr Surface ft Min Steel Bending Reinf. A low.Pressure Increase per iool of depth - ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below it Min.Overturning Safety Factor = 1.0;1 Increases based on footing Width Min,Sliding Safety Factor - 1.0:1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider Than = ft Adjusted Allowable Bearing Pressure = 2.50 ksf Qiinensions '-;Reinforcing.. _ Footing Width = 4.50 ft Footing Thickness - 12.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Botlom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in s;• N ' 9 S 1 Applied Loads i 0 Lr L S W E H P:Column Load 5.10 5.10 2.70 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing E r t . i 1NaIi Footing _ File='G:1ENG-PR-1l°COo26-fl18741C t1CN.CUL=1118741C-1.EC6 Description: Girder Footing DESIGN SUMMARY Design Factor of Safety Item Applied Capacity Governing Load Combination PASS 0a Overtuming-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9647 Soil Bearing 2Al2 ksf 2.50 ksf +D+Lr PASS 0,5068 Z Flexure(+X) 6.148 k-ft 12,131 k-ft +1,20D+1.60Lr PASS 0.1742 Z Flexure(-X) 2.113 k-ft 12.131 k-ft +0.90D PASS 0,4301 1-way Shear(+X) 35.333 psi 82.158 psi +1,20D+1.60Lr PASS 0.4301 1-way Shear(-X) 35,333 psi 82.158 psi +1.20D+1,60Lr i Detailed Results: Soil Bearing E Rotation Axis& Actual Soil Bearing Stress Actual f Allowable Load Combination.., Gross Allowable Xecc -X +X Ratio D Onlv 2.50 ksf 0.0 in 1.278 ksf 1,278 ksf H11 +D+Lr 2.50 ksf 0.0 in 2.412 ksf 2.412 ksf 0.965 +D+S 2.50 ksf 0.0 in 1,878 ksf 1.878 ksf 0.751 +D+0.750Lr 2.50 ksf 0.0 in 2,128 ksf 2,128 ksf 0,851 +D+0,750S 2.50 ksf 0.0 In 1.728 ksf 1.728 ksf 0.691 +0.6Q0. 2.50 ksf 0.0 in 0.7670 ksf 0.7670 ksf 0.307 :Overturning Stability Units k ft Rotation Axis& - -- - - Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability I Force Application Axis Load Combination... Sliding Force Desisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot, As Req'd Gvrn.As Actual As Phi*Mn k-ft Side 7 or Top 7 in"2 in^2 in^2 k-ft Status +1.40D 3.287 -X Bottom 0.2592 Min Temp% 0.31) 12.131 OK +1.40D 3,287 +X Bottom 0.2592 Min Temp% 0.31 12,131 OK +1.20D+0,50Lr 3,859 -X Bottom 0.2592 Min Temp% 0,31 12,131 OK +1.20D+0.50Lr 3,859 +X Bottom 0.2592 Min Tomp% 0.31 12.131 OK +1.20D+0.50S 3,369 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1,20D+0.50S 3,369 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+1.60Lr 6.148 -X Bottom 0,2592 Min Temo% 0,31 12.131 OK +1.20D+1.60Lr 6.148 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1,20D+1,60S 4.581 -X Bottom 0.2592 Min Temp% 0,31 12.131 OK +1.20D+1,60S 4.581 -+•X Bottom 0.2592 Min Temp% 0,31 12.131 OK +1.20D+0.70S 3.589 -X Bottom 0,2592 Min Temp% 0.31 12.131 OK +1.20D+0,70S 3.589 +X Bottom 0,2592 Min Temo% 0.31 12.131 OK +0,90D 2.113 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +0 90D _ 2,113. _____-tX_ Bottom 0,2592 Min Temp% 0.31 12,131 OK One.Way.Shear. Units;k Load Combination Vu @-X Vu @+X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 18.891 psi 18.891 psi 18,891 psi 82.158 psi 0,2299 OK +1.20D+0,50Lr 22.174 psi 22.174 psi 22.174 psi 82.158 psi 0,2699 OK +1,20D+0.50S 19.359 psl 19.359 psi 19.359 psi 82.158 osi 0.2356 OK +1.20D+1.60L r 35.333 osi 35.333 psi 35.333 psi 82.158 psi 0.4301 OK +1.20D+1.60S 26.326 psi 26.326 psi 26.326 osi 82.158 psi 0,3204 OK +1.201)•r0.70S 20.626 psi 20,626 psi 20.626 psi 82.158 psi 0.251 OK +0.90D 12.144 psi 12.144 psi 12.144 psi 82.158 nsi 0.1478 OK A CARDS® TURLEY SCOTT Job Name 6,,Ct( --AQ structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 lob No. I�,=�r'l1 Sheet No. C� 1480 774-1700 • F:480 774-1701 www.ctsaz.com By M)PA Date L: a y110ii �!' D 5 �1 i -7r 7t-, _ . . aA�l }} a- S �:t:- �ari� �`� ')�•�C�� IJI 1 1 '. yS�,'U: %:)y) 7) fit,• '7 vrjL:i I a � � 1 �S y �� �i CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. I`G �J'-i� Sheet No. T:480 774-1700 • F:480 774-1701 www,ctsuz.com By �`'�7 N� Date 1�( ill,:/`1..11,""•+.1'+7``...'ii-l�`J�T:��'±, f' r f - G v- As —(�I•yJi�1G- Gt#-�:.�.fj •4.�F� �t.i ;%. t:,l ,;•g: 4,[• �. �7 V• fig �i,;.l, 3 (i.19L�ICt �':.f- ,�`,'. •, '1 }}7�. : .� ,n.aS`. �.�;-,'J y.P;;1 � tip)1 'f�f �' r t ,1 'I r, 1 www.hilti.us Profis Anchor 2.7.6 Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 Date: 712/2018 E-Mail: i Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 314 Effective embedment depth: het=4.000 In. Material: Proof: Design method ACI 318-14/CIP i Stand-off installation: eb=0.000 In,(no stand-off);t=0.250 in. Anchor plate: Ix x I,,x t=3,000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile. no profile Base material: cracked concrete,3000,f,'=3,000 psi;h=8,000 in. Reinforcement: tension:condition B,shear:condition A; edge reinforcement;none or<No.4 bar Seismic loads(cat.C,D, E,or F) Tension load:yes(17.2.3.4,3(d)) Shear load:yes(17.2.3.6.3(a)) Geometry[in.]& Loading jib,it lb] i ! 1 1 1 1 1 1 1 1 1 i It T 1 0 . X Input data and results must be checked for agreement with the existing condtllons and for ptauslbllityl PROFIS Anchor t c)2003-2009 Hilt!AG,FL-9494 Schaan Hiltl is a registered Trademark of Hlltt AG,Schaan � i � � _ •R y �r 1 , - II wwtrw.hilti,us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project; Address; 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pas.No.; Phone I Fax: 480-774-1700 1 Date; 7/2/2018 E-Mail: 2 Proof I Utilization (Governing Cases) t. Design values[lb] Utilization f Loading Proof Load Capacity N I O,[%a] Status Tension - - Shear Pryout Strength 6,596 14,723 446 45 OK 1 Loading pN fjv r; Utilization DN,v[%] Status Combined tension and shear loads 3 Warnings • Please consider all details and hints/warnings given In the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all Information and data contained in the Software concern solely the use of Hllti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly I complied with by the user. All figures contained therein are average figures,and therefore use-speciflc tests are to be conducted prior to using the relevant Hill product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you boar the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility, The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software, in particular,you must arrange forthe regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates vla the HIM Website. HIM will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. t Input data and fesulte must be chocked for egfeamenl with the existing conditions and for plouslbliltyl - �^ PROFIS Andwr(c)2003.2009 Mib AG,FL-9404 Schaan HIM is a registered Tradentelk of Hill!AG,Schaan r r ,� �1 I I - - . I CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 0 110 Tempe, Arizona 85281 T;480114-1700 . F:4B0 774-1701 Job No, i`U "7rll Street No. www.ctsaz.com By •, Date 1/1i'ovo...oil srJ l7 t... . r jl.' �� ��,'.��,1f,-�.i�:/;rid: ,tom,• . . w b. v; � ��.- - �� ' C,`-; E't..,4�. jt;�c.l; ,1 1!•1;��1; 1;�,).t� -ni I (.� 111 +F 1 CARUSO ` URLEY SCOT'T Job Name �C`l—f, �L- structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No, I�� ^7t-11 Sheet No. t fo T:480 774-1700 ° F:480 774-1701 V www.dsaz.tom By /"l Sryl Date i 5� J y �� � t�i� ` (��Q f' .� [A L •,�ur1 ,i l 1. £c X3,?S' �� J � �� � � I •n. ;�- �k �� .� •. i l CARUSO TURLEY SCOTT Job Name • structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. I ��`�l Sheet No. www.ctsaz.com By. K4 Date .7/��{ 11 A1J ANC vIj:t t"C..► 1 LI r 14. A ) ,cam f, ��g' �`�, ?I-n-Ni- /V Q) %t`Y Nr_.)fi �r'4, P.3 , ; uf� G Y jf\ rfi V)f "3rS �a r 1 CARUSO TURLEY SC®TT Job Name structural engineers _J 1215 W.Rio Salado Parkway,Suiie 200 Tempe,Arizona 85281 T:480 774-1700 m F:480 774-1701 Job No. ! '�'���l Sheet No. www.ctsaz.com By I` T M Date 74-6 . �'��✓'7=�ii..r�C; a.�,�11.1-•"• `Ca C. - (-''I i ';77 1 r� U. LCkD 0 (<tj( • ' �'_ ■ _ - �k ��� ,� I '•� - r , [ till www.hilti.us Profis Anchor 2.7.6 Company: CTS Page: Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos,No.: Phone I Fax: 480-774-1700 1 Date; 7/2/2018 E-Mall: Specifier's comments: 1 Input data Anchor type and diameter: AWS 01.1 GR.B 314 Effective embedment depth: he}=4.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: et,=0.000 in.(no stand-off);t=0,500 in. Anchor plate: I,x ly x t=12.000 in.x 12.000 in.x 0.500 In.;(Recommended plate thickness:not calculated I Profile: no profile I Base material: cracked concrete,3000,f,'=3,000 psl;h=8.000 in. Reinforcement; tension:condition B,shear;condition B; edge reinforcement:none or<No._4 bar Geometry[in.] & Loading[Ib,in,lb] t Zi r I t r r r CO in S �� r > _ y B.5-'_ r j tY � 11 � Input data and results must he checked for agreement with the existing conditions and fei plauslbilltyl ^ PROFIS Anchor(c)2003-2009 Hill!AG,FL-949A Schaan Hilo Is a registered Trademark of Hilti AG,Schaan i - � _ i n W i n I - ,� i ._ www.hiiti,us _ _ Profts Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 Date: 7/2/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values Jib] Utilization Loading Proof Load Capacity IiN I [%a]_ Status _ IS„ i Tension Concrete Breakout Strength 8,830 13,845 641- 0K Shear Pryout Strength 17,600 45,089 -140 OK 1 Loading PN ¢v Utilization ON,V[%] Status Combined tension and shear loads 0,638 0.390 5/3 69 OK i f 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations In accordance with Hilli's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user, All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant HIM product- The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put In by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application, You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,cant'out the updates of the Software offered by MIN on a regular basis.If you do not use the AutoUpdale function of the Software,you must ensure that you are using the current and thus up-to-dale version of the Software in each case by carrying out manual updates via the HIM Website. Hiili will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. input data and results moat be clacked for egresnwnt with the existing conditions and for plauslbllilyl PROFIS Andwr(c)2001-2009 HUU AG.FL-9404 Schaan Hiltt Is a registered Tradenwrk o(Hilri AG,Schaan .�,�� �'I CARUSO TURLEY SC®TT Job Nome 0V, structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 r T:480 774-1700 ® F:480 774-1701 Job No. I�- l l l Sheet No. www.ctsaz.com By pA Date VJ�IL41 Grit:i c.�a l-�'•.;1f•S i.li{;� I? �-,Akr_f(4-� L A! i �-fvC� �A�'t11�`1{:ar''� 1��1p•'�''�+(r1't51�.;E1.lC. ••V�'�•�Gj�1.) C'i:" •�,�1i��L:' j-f5"���;�.�':i{.: • :r �L ,l I I r I � r _ _ � ;. i � i www.hilti.us Pil Anchor 2.7.6 J 1 Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos,No.: Phone I Fax: 480-774-1700 E Date: 712/2018 E-Mail: Spectfler's comments; I i 1 1 Input data Anchortype and diameter; AWS 1011.1 GR.B 314 Effective embedment depth: het=4.000 in. Material: Proof: Design method ACI 318-141 CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 In. Anchor plate: Ix x ly x t=3.000 in.x 3.000 in,x 0,250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f,'=3,000 psl;h=8.000 in. Reinforcement: tension:condition B,shear:condition A; edge reinforcement:none or<No.4 bar } Seismic loads(cat.C,D. E,or F) 'Tension load;yes(17.2.3,4.3(d)) Shear load:yes(17.2.3.5.3(a)) Geometry[in.]&Loading fib,ln.lb] r r I t 0 i ca Go - J 0 0 0,25 1. t w 1 r .14f?i' �l X Input dale and results must be checked for agreement with the existing conditions and for plausibility; PROFIS Anchor(c)2003-2009 Hilt(AG,FL-9494 Schaan Hilli is a registered Trademark of Hllli AG,Schaan ,� �'� i - _ i � - � a � fi � - www.hilti.us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pas.No.: Phone I Fax: 480-774-1700 1 Date: 7/212018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/Py[%] Status Tension Concrete Breakout Strength 4,800 6,521 87/- OK Shear Pryout Strength 2,000 14,723 414 OK Loading pN AV Utilization PN,v[%] Status Combined tenslon and shear loads 0.869 0.136 5/3 83 OK 3 Warnings • Please consider all details and hints/warnings given In the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilt!products and are based on the principles,formulas and security regulations In accordance with Hlltl's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using i the relevant Hilt]product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility, The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hllti on a regular basis,If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website, Hilli will not be liable for consequences,such as the recovery of lost or damaged data or programs,arlsing from a culpable breach of duty by you. Input data and results must be checked for agreement Win the existing condlllons and for plauslbllltyl PROFIS Afchnr(c)2003.2009 HiltI AG,FL-9494 Schaan HIIII Is a registered Trademark of Hilli AG,Schaan f�c i� � I) — ' — - T • I r .1 I CARUSO TURLEY SCQTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No, ITS —%;-1 Sheet No. �n 1480 774-1700 a F:480 774-1701 www.ctsaz.com By P""I M Date —7/' 6 �d Ji:�M�FICY1 J 1 y 1 i1 I '77r G_'I% 1. 5,�1 U" �y��. �.�> Se+,tirt{ cLJ Q.c•c#. n,' i, f•1` r y1�1 } s^ \h y' _ _ 1 .� it CARUSO TURLEY SC®TT Job Name c_����-f ��F! structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. I iu l Sheet No. (n, l ' T:480 774-1700 • F:480 774-1701 www.ctsaz.com By M yt'1 Date A ; s,J I nl S fell, Ar;S�,_ .... J �'I fiCi l,_-�'..I��✓lI.�CYr.J{� 'I'�/. .L.�G.P k.�'S� 7,1 AT %6*„ c.c. ii 04' ,r ��-,G "s( ,,M \ i — — — — ` � !•�ti i e* i A� • _ . i r ►. i i i .. � • � _ ..' � i � i i i �: _ • � Caruso Turley Scott,Inc. Project Title: 1215 W,Rio Salado Pkwy,#200 Engineer: Tempe,AZ 86301 Project ID: 480-774-1700 Project Descr: 0�` 460-774-1701 vAvw.clsa2.com Printed: 3 JUL 2018, 5:02PM Concrete Shear-Wall Ra G:iGNG_PR-1LCO.26-111fi741C-1tCAt.CIJL-1\18741C-1.ECG t 000 Description: SWIA Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 _ '"General information _ - Wall Material CONCRETE Material Properties Sds 0,7650 fc 3.0 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 150.0 pcf Phi-Shear 0.650 Watt Data -- Bottom Analysis Height 0.00 ft Wall Offset (datum) ft Wall Length 25.0 ft Wall Thickness 8.0 in Structural Depth 20.0 ft - i i i CIaW n� I MOM f• Applied Distributed Vertical Loads Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 25.0 31.0 0,50 0.4350 0.0 0.8250 0.0 0.0 25.0 1.0 0.150 0.0 0.0 0.0 0.0 Appiied.Concehtrate..d Lateral Loads Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Llve Load Wind Load Seismic Load Earth Load 31.0 0.0 0.0 0.0 0.0 58,40 0.0 DESIGN SUMMARY Bottoorn LeveF -- Vu:Story Shear 82.115 'I.3fi3U a0.50L+0 Mu:Story Moment 1.810.40'•053D+0.50L+0 Nu:Axial 145.50+1,20U+s�.50L+1.( Uplift @ Left End 46,750+0.7470D+E+0.90 Uplift @ Right End 46,750-f0.7470 -1F+0.90 vu:Applied 42.768 psi vc*Phi 127.338 psi vn:max=Phi*10"sgrt(fc) 356,020 psi Horizontal As Req'd 0,1920 In62 Vertical As Req'd 0.1152 In12 ®ending As Req'd 3,456 in12 .•i �r `I 1 i Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 www.Ctsaz.CUm Printed: 3 JUL 2018, 5:02PM Concrete Shear Wall 1=tie=G:1ENG_PR-1L00026-1U8741C-11CALCUL-1118I41C-1:EC6 1111111M Description: SW1A Force.Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.20D+1,60Lr+0.50L+1,60H Wall Level:1 129,900 +1,20D+0,50L+1,60S+1,60H Wall Level:1 145,500 +1.353D+0.50L+0,70S+E+1,60H Wall Level:1 82.115 1,810,400 141.281 12,814 0.976 2,219 2.219 +0.7470D+E+0.90H Wall Level:1 82.115 1,810.400 70.031 25.851 0.484 46.760 46,750 i i i i ,� � � - - i , r .i i - i i - � _'� .. -. � _ _ r i • - -.. Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 i www.Clsffi.com Printed: 3 JUL 2018, 2:59PM General Footing _ Ftle=G:%ENG-PR-1LCOO26-11i474tC-11CALCUL=1118741C-1:EC8 ' t tttAtt Description; SW1A Footing Code References-,. Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2,50 ksi Allowable Soil Bearing = 3.333 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus - 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 i Analysis Settings Increases based on footing Depth - Y S Footing base depth below soil surface 2.0 ft Min Steel%Bending Feint, - Al(ow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor - 1,0 :1 Increases based on footing plan dimension Add Flg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf Add Pedestal Wt for Soil Pressure No when max,length or width is greater than It Use Pedestal wl for stability,mom&shear No Dimensions --- Width parallel to X-X Axis = 38.50 fl Length parallel to Z-Z Axis = 6.0 ft Footing Thickness = 24.0 in Pedestal dimensions— x..........._..b1_. i � px:parallel to X-X Axis _ 300.0 in � pz:parallel to Z-Z Axis 8,0 in --z Height 4.0 in W Rebar Centerline to Edge of Concrete,.. at Bottom of footing = 3.0 in ReinfoFcing Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis Number of Bars = 39.0 { f Reinforcing Bar Size - # 7 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation )g Z-Z Axis =1�---�•• #Bars required within zone 23.0% #Bars required on each side of zone 77.0% Applied Loads -- --- - -- -- — _ D Lr L S W _ E H - P:Column Load = 100.0 10.875 20.625 k OB:Overburden = ksf M-xx = k-ft -- M-zz = 1,869.0 - k-ft V-x = 58.40 k V-z = k ' ti �. 1 S � i i I R I f f Caruso Turley Scott,Inc, Project Title: i 1215 W.Rio Salado Pkwy.#200 Engineer; Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr. L0 480-774-1701 Vlww.Ctsaz.Cori Printed: 3 JUL 2018, 2:59PM General Footing Flle=G:1ENG_PR-tt..00026-1118741C-1\CALCUL-1118741C-1,EC6 Description; SW1A Fooling DESIGN SUMMARY ' Min.Ratio item Applied Capacity Governing Load Combination PASS 0.8443 Soil Bearing 2.814 ksf 3.333 ksf +0.60D+0,70E about Z-Z axis PASS nla Overturning-X-X 0.0 Wt 0.0 k-ft No Overturning PASS 1,731 Overturning-Z-Z 1,052.77 k-ft 1,822.01 k-ft +0.60D+0.70E PASS nla Uplift 0.0 k 0,0 k No Uplift PASS 0.7736 Z Flexure(+X) 65.621 k-ftlft 84.828 k-ftlft +0,901D+E PASS 0.2133 Z Flexure(-X) 18.094 k-ftlft 84.828 k-ftlft +1,20D+1,60S PASS 0.03362 X Flexure(+Z) 1,865 WYft 55,481 k-ftlft +1.20D+1,60S PASS 0.03362 X Flexure(-Z) 1,865 k-fYft 55.481 k-fYft +1.200+1.60S PASS 0.7473 1-way Shear(+X) 56.048 psi 75,0 psi +0.90D+E PASS 0.2105 1-way Shear(-X) 15.786 psi 75.0 psi +1.20D+1,60S PASS 0,01682 1-way Shear(+Z) 1.262 psi 75.0 psi +1.20D+1,60S PASS 0,01682 1-way Shear(-Z) 1.262 psi 75.0 psi +1.20D+1.60S i PASS 0,08748 2-way Punching 6.911 psi 79.0 psi +1.20D+1,60S i i i t 'r CARUSO, TURLEY SCOTT Jab NameT- structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe, Arizona 85281 Job No. -7/4 i Sheet No. T:480 774-1700 - F:480 774.1701 www,ctsaz.com 0y M-1CNI Date 2 16 - -•Gr�ZG1L• I�t.t::4j F�;���.,f,;� '�c� �r°r.:v.;l �,4�: • w ,1 1 • � - ,,� - :t: Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: t 480-7 74-1701. www.ctsaz.com Printed: 3 JUL 2018, 2:59PM Concrete Shear Wall Fl!e=c:tENG-PR-ttc0026-+ae741c-1kCALCUL-111e74,e 1.E 1:111. . Description: SVViB Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information Wall Material CONCRETE Material Properties Sds 0.7650 f'c 3.0 ksi Ec 3,120,0 ksi fy 60.0 ksi Ev 1,246.0 ksi Density 150.0 pcf Phi-Shear 0,650 WAIL Data Bottom Analysis Height 0.00 ft Wall Offset (datum) ft Wall Length 18,0 ft Wall Thickness 8,0 in Structural Depth 14.0 ft A Qtl .� Applied Distributed Vertical Loads Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 18.0 31.0 0.50 0,4350 0,0 0.8250 0.0 0.0 18.0 1.0 0,150 00 0.0 0.0 0.0 Applied Concentrated Lateral Loads Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 31.0 0.0 0.0 0.0 0.0 26.0 0.0 16.0 0.0 0.0 0.0 0.0 1.650 0.0 DESIGN SUMMARY Bottom Level Vu:Story Shear 44,725+1.353D-10 501.+0 Mu:Story Moment 832.40+1.353D-4).50L-PJ Nu:Axial 104,760+•1.20D+0.501+1,E Uplift @ Left End 27,043+0.7470D+E•-A).90 Uplift @ Right End 27,043-i0.7470D+E40.90 vu:Applied 33,277 psi vc"Phi 121.242 psi vn:max=Ph1'10*sgrl(fc) 356.020 psi Horizontal As Req'd 0,1920 In"2 Vertical As Req'd 0.1152 in^2 Bending As Req'd 2.419 in^2 . ' Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ85301 Project ID: _ 480 774 1700 Project Descr. (t7, 480-774-1701 { WWW.ClS8Z.00rn Printed: 3 JUL 2018, 2:59PM Concrete Shear Wall FUe=caENc_PR-1�-,CO026-nie74iC-i1CALCUL�ili8741C-1.EC8. Description SM 8 Force Summary Load Combination Values for Wall sectlon _ Resultant Overtuming Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right I +1.20 D+1.60 L r+0,50 L+1.60 H Wall Level:1 93.528 +1,20D+0.50L+1,60S+1.60H Wall Level:1 104,760 +1.353D+0.50L+070S+E+1.6DH Wall Level:1 44.725 832,400 101.723 8.183 1.100 +0,7470D+E+,0.90H i Wall Level;1 44.725 832,400 50,423 16.509 0.545 27,043 27.043 i i E i i I - - '� �_• 'r i� _ � � .I ' I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID; ff 480-774-1700 Project Descr: 480-774-1701 V ClS Printed: 3 JUL 201B, 3:04PM WWLv.cts2Z COm i m Genrah �OOtIMg He=G:LNG_PR-1LCOO2 6-111 814 1C-1lCAlCUL-1118741C-1,EC6 t.00i. A Description: SW1B Footing Code References Calculations per ACI 318-08; IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General°Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3,333 ksf fy:Rebar Yield = 60.0 ksl Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Sol/Concrete Friction Coeff. = 0.30 W Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf, = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than fl Use Pedestal wt for stability,mom&shear No I Dimensions Width parallel to X-X Axis = 25.0 ft Length parallel to Z-Z Axis - 5.0 ft Footing Thickness = 24.0 in Pedestal dimensions.., x.........-.._ 4 x px:parallel to X-X Ails - 216.0 in pz:parallel to Z Z Axis = 8.0 in - Height = 4.0 in ` W Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in .Reinforcing Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z AxisNumber ofof Bars = 39.0 Reinforcing Bar Size = # 7 r __ Ft Ai i.awnu+nty ! g �I Bandwidth Distribution Check (ACI 15.4A.2) —&�S$5 L"EiB i+1 ti7a4Gd�.� Direction Requiring Closer Separation 1g Z-Z Axis - #Bars required within zone 33.3 % #Bars required on each side of zone 66.7 % Applie&Loads D Lr L S W E H P: Column Load = 72.0 7.830 14.850 k OB:Overburden = ksf M-xx = k-ft M-zZ = - _ _ 860.0 k4t V-x = 27,650 k V-Z - k r ' 1 r 1 i i I Caruso Turley Scott,inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr. - 480-774-1701 NNJW.CtSBZ.00Rl Printed: 3 JUL 2ot0, 3:04PM C7@Ilera) Footing File i Description: SW1B Footing DES/GN SUWARY Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9763 Soil Bearing 3.254 ksf 3.333 ksf +0.60D+0,70E about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.692 Overturning-Z-Z 485.371 k-ft 821.25 k ft +0,60D+070E PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.2467 Z Flexure(+X) 20.926 k-ftlft 84.828 k-ft/ft +0.90D+E PASS 0.06363 Z Flexure(-X) 5.398 k-ftlft 84.828 k-ft/ft +1,20D+1.60S PASS 0.02468 X Flexure(+Z) 2.068 k-ftlft 83.814 k-fUfI. +1.20D+1.605 PASS 0.02468 X Flexure(-Z) 2.068 k-ftlft 83.814 k-ftlft +1.20D+1.60S PASS 0.3286 1-way Shear(+X) 24.647 psi 75.0 psi +0.90D+E PASS 0,08160 1-way Shear(-X) 6.120 psi 75.0 psi +1.20D+1.60S PASS 0.01865 1-way Shear(+Z) 1.399 psi 75.0 psi +1.20D+1.60S PASS 0,01865 1-way Shear(-Z) 1.399 psi 75.0 psi +1.20D+1.60S PASS 0,07824 2-way Punching 6,302 psi 80,556 psi +0.90D+E • - • _ r I �( Job Name CARUSO TURLEY SCOT structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No, ! Sheet No. l ) T:480 774-1700 • F:480 774-1701 www.Etsaz.com By ,1 Ni. Date ' c� -) • - • - '. - '-- ' LIT I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe;AZ85301 Project ID: I� ICI 480-774-1700 Project Descr: t 480-774-1701 www.clsaz.com Printed: 3 JUL 2018, 3:38PM General Footing File'a,�-PR-1\:0002s-111e741c-ilCALCUL-1118741C-1.EC6 Licensee ♦ e 1.111. Description: SW2 Footing Code References Calculations per ACI 318-08, IBC 2009,CBC 2010,ASCE 7-05 Load Combinations Used: IBC 2012 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3,333 ksf fy;Rebar Yield - 60.0 ksi Increase Bearing By Footing Weight - No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below,soil surface = 2.0 ft Min Steel%Bending Reinf. - Allow press increase per foot of depth = ksf Min Allow%Temp Reinf. = 000180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - Use fig wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greaser than - ft Use Pedestal wt for stability,mom&shear No Dmme:nsions Width parallel to X-X Axis = 32.0 ft Length parallel to Z-Z Axis = 2.50 ft Footing Thickness = 16.0 in Pedestal dimensions.,. x-_....__....3�1... __ zr" , px:parallel to X-X Axis = 300.0 in N•-:.1•-- - - pz:parallel to Z-Z Axis = 8.0 in i Height 4.0 in Rebar Centerline to Edge of Concrete,,. atBodom of footing = 3.0 in Reinforcing _ Bars parallel to X-X Axis Number of Bars = 3 a " tg ,r ReinforcingBar Size = # 6 g, ` � Bars parallel to Z-Z Axis Number of Bars = 33 Reinforcing Bar Size = # MawawHk� ,..rtohta� �� `}^ Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation 1g Z-Z Axis q is '4 #Bars required within zone 14.5 % #Bars required on each side of zone 85.5 % " mob R Applied-1oads D Lr L 8 _ W E H _ P Column Load - 100.0 10.875 20,625 k OB:Overburden = _ ksf M-xx = k-ft M-zz = _ 976.0 k-ft V-x = 30,50 k V-z = k - - � � - ., �, Y �� I I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID:Project Descr: 480-774-1700 480-774-1701 WWW.CISa7..00111 Printed: 3 JUL 2018, 3:36PM _ 41C•i.EC6 Getlel'aj Footing File G.IENG_PR-1LC002e-11181A1C-11CALCUL-11187 Description: SW2 Footing DESIGN•SUMMARY' _- - Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9562 Soil Bearing 3.167 ksf 3,333 ksf +D+0.70E about Z-Z axis PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2,148 Overturning-Z-Z 539.09 k-ft 1,158.19 k-ft +0.50D+0.70E PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0,8196 Z Flexure(+X) 24.105 k-Rift 29.412 k-ftlft +1.20D+0.7DS+E PASS 0.3944 Z Flexure(-X) 11,6D1 k-ftlft 29.412 k-ftlft +1.20D+1.60S PASS 0.03126 X Flexure(+Z) 0.7957 k-ftlft 25,454 k-fUft +1.20D+1,60S PASS 0.03126 X Flexure(-Z) 0.7957 k-ftlft 25,454 WWI: +1.20D+1,60S PASS 0,8575 1-way Shear(+X) 64,309 psi 75.0 psi +1.20D+0.70S+E PASS 0.4145 1-way Shear(-X) 31,084 psi 75.0 psi +1,20D+1,60S PASS nla 1-way Shear(+Z) 0.0 psi 75.0 psi nla PASS nla 1-way Shear(-Z) 0.0 psi 75.0 psi n/a PASS 0.09410 2-way Punching 7,434 psi 79.0 psi +1.20D+1,60S _ - _ - i r _ � . - i ti _ �r CARUSO TURLEY SC®TT Job Name f P-L.- structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. I`�i PT 4 I Sheet No. (01 T:480 774-1700 • F:480 774.1701 www.ctsaz.com By M l,-1 Date -7 1 Z I 47 Ti 17 4ji.. C•L� �`����• �'�t,,/( (/ i 1..� '1y� 1 t,7f: :"��' i�"1 � )� � ��r� Nt•l•. . i 4' t-j' S��J' � !-r IGE:I�tiS ���'� ��"'ids�'� �- l.��W :�r.�('r ,f,�C•�,i�J M i� i) C CARUSO TURLEY SCOTT Job Name -AV-1-1 structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No, I( . 71-1 I Sheet No. LP AD L•480114-1700 o F:480 774-1701 www.ctsaz.com by Date —7 l 7-7 DU- As „n +� `-. }w ,a 1 • • �. • � • • ' • . • f• I • • � • 1 I • • • I ' Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project I D: I 480-774-1700 Project Descr: , , � 480-774-1701 WWW.CtS3Z.Com Pnnied: 3 JUL 2018 5;07PM ("— Fie=GaENG_PR-1\-00026-1U874IC-11CALCUL 1118741C-UG6- Concrete Shear Wall - Description: SW3A Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General information Wall Material CONCRETE Material Properties Sds 0,7650 fc 3.0 ksi Ec 3,120,0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 150.0 pcf Phi-Shear 0.65U Wall Data - Bottom Analysis Height 0,00 ft j Wall Offset (datum) ft 11 Wall Length 25.0 ft Wall Thickness 8.0 in i Structural Depth - 20.0 ft Applied Distributed Vertical Loads Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 25.0 31.0 0.0710 0,0710 0.0 0,2280 0.0 0.0 25.0 10 0.150 0.0 0.0 0.0 0.0 Applied Concentrated-Lateral Loads Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 32.50 O.C. 0.0 0,0 0.0 52.20 0.0 DESIGN SUMMARY Bottom Level-- — --� Vu:Story Shear 77,063+1.353D-F0..501.4 Mu:Story Moment 1,696.50-`1.353D+0.50L-f0 Nu:Axial 121,397+1,353Di,(1,50L+0 Uplift @ Left End 44.312-i0.7470D+E-!1J,90 Uplift @Right End 44.312-4).7470D+Et0.90 _ vu;Applied 40,137 psi vc Phi 125.706 psi vn:max=Ph1`10"sgn(fc) 356.020 psi Horizontal As Req'd 0,1920 in^2 Vertical As Req'd 0.1152 in^2 Bending As Req'd 3,456 in^2 i ._ � �1� �� .� Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: q 480-774-1700 Project Descr: �, 480-774-1701 www.ctsaZCom Printed: 3 JUL 2016, 5:07PM CiOr1Ct'@t@ $fl@81 W$�) File=G1ENG-PR-1t.00026-1118741Cr11CALCUL�1118741C-1.ECU I.tff: Description: SMA =Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Walt Level Vu (1<j Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.20 D+1.60Lr+0,50 L+1.60H Wall Level:1 106.970 +1.20D+0,50 L+1.60 S+1.60 H Wall Level:1 113,250 +1.353 D+0.50 L+0.70 S+E+1.60 H Wall Level:1 77.063 1,696.500 121.397 13,975 0.895 B.952 8,952 +0.7470D+E+0.90H Wall Level:1 77.063 1,696.600 64.821 26.172 0,478 44.312 44.312 i � - - - ,� � ,_ d � J Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 www.clsaZ.com Printed: 3JUL2018 5;10PM General FOOtltlg He=G:%ENG_PR-11_cW26-R1874IC:ITALCUL-111874fC'i-EC Description: SMA Footing Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Properties Sail Design Values f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.333 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No f Ec;Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff, _ cp Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 It Min Steel%Bending Reinf. = Allow press.increase per fool of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overtuming Safety Factor 1.0 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure No when max.length or width Is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis - 38.50 It Length parallel to Z-Z Axis = 5.0 It Footing Thickness - 24.0 in Pedestal dimensions... w •--• uk__ •+ px:parallel to X-X Axis = 300.0 in 1••- • pz:parallel to Z-Z Axis _ 8,0 in Height 4.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in .Re.inforcing Bars parallel to X-X Axis _ Number of Bars - 6.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis Number of Bars = 39.0 Reinforcing Bar Size = # 7 Bandwidth Distribution Check (ACI 15.4.4.2) - Direction Requiring Closer Separation Yg Z-Z Axis ••-� - #Bars required within zone 23.0% #Bars required on each side of zone 77.0 % A�SpliedLoads - _ - _ _ D _ Lr L S W E --H- P:Column Load = 89.275 1.775 5.70 k OB ;Overburden = ksf M-xx - i k4t M-zz = _ 1,749.0 k-ft V-x = 52.20 k V-z = k 11 Caruso'Turley Scott Inc. Project Title: I y i 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: Tempe,AZ 8 Project Descr: )A 480-774-1701 W4VW.CISBZ.COrn Printed: 3 JUL 2018, 5:10PM General Footing File=G.lENG PR-it_=6-1118141C-11CALCUL-1118741C-t:EC6 Description: SW3A Footing gn DESIGN SUMMARY _ Desis Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7894 Soli Bearing 2,631 ksf 3,333 ksf +0.60D+0,70E about Z-Z axis i PASS n(a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.729 Overturning-Z-Z 982.17 k4t 1,698.14 k-ft +0.60D+0.70E PASS nla Uplift 0.0 k 0.0 k No Uplift I PASS 0.7179 Z Flexure(+X) 60,895 k-fUfl 84.828 k-ft/ft +0.90D+E PASS 0,1621 Z Flexure(-X) 13.748 k-Rift K828 k-ftlft +1.20D+1 MS PASS 0.02555 X Flexure(+Z) 1.417 HIM 55.481 0/ft +120D+1,60S PASS 0.02555 X Flexure(-Z) 1,417 k-fUft 55.481 k-fllft +1.20D+1.60S PASS 0.6933 1-way Shear(+X) 52.0 psi 75.0 psi +0,90D+E PASS 0.1599 1-way Shear(A) 11,994 psi 75,0 psi +1,20D+1.60S PASS 0.01278 1-way Shear(+Z) 0,9586 psi 75.0 psi +1.20D+1,60S PASS 0,01278 1-way Shear(-Z) 0.9586 psi 75.0 psi +1.20D+1.60S PASS 0,07461 2-way Punching 5.894 psi 79.0 psi +0.90D+E _ . - ,� �) I I r CARUSO TURLEY SC®TT Job Name {i-iUI structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. 1'0 "11d( Sheet No. T:480 774-1700 • f:480 774-1701 www.ctsoz.com By Ml M Date --7 t .'7 ; _: I�7�14. l / �.:�r �� • i :, .� R � 1 I I Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado i kwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-7741700 Project Descr .' 480-774-1701 www.ctsaz.com Printed; 3 JUL 2018, 5:16PM Concrete Shear Wa Re=G,1EN6 PR 1\:,C08Y8-11i874iC 11CALCUL-111874iC-.1,EC6 Description: SW3B _Code References _ Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 GeneralInformation Wall Material CONCRETE Material Properties Sds 0.7650 fc 3.0 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 150.0 pcf Phi-Shear 0.55U Wall,Data Bottom Anaiysis Height 0.00 ft Wall Offset (datum) ft - Wall Length 25.0 ft - Wall Thickness 8.0 in Structural Depth 20,0 ft = _ I � i M I Zy'0 n l Applied Distributed Vertical Loads_. - Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 25.0 31.0 0.0710 0,0710 0.0 0.2280 0.0 0.0 25.0 1.0 0,150 0.0 0.0 0,0 0.0 0.0 26.0 16.0 0.30 0.30 0.0 0.570 0.0 .Applied Concentrated Lateran Loads____ Load Magnitude (kips) Load"Y"Location {ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 32.50 0.0 0.0 0.0 0.0 52.20 0.0 16.0 0.0 0.0 0.0 0.0 5.60 0.0 r - - • • i' �� ��i if �) I� I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: /I Tempe,AZ 8 Project Descr: V ' 480-774-1701 vWw,ctsa7.com Printed: 3 JUL 2018: 5:16PM Concrete Shear Wall, Fla G:1EN�_PR-i�C0026-1118741C-11CALCUL-�1118741G-1.EC6 - I.itr. Description: SW3B DESIGN SUMMARY Bo om Level Vu:Story Shear 82,663+1.3531)+0.501-10 Mu:Story Moment 1,786.10+1.353D+0.501-+0 Nu;Axlal 145.050+'1•201)+0.501-+1.E Uplift @ Left End 45.290+0.7470D+E+0.90 Uplift @ Right End 45.290 A.747ON-E;0.90 vu;Applied 43.053 psi i vc Phl 127.308 psi vn:max-Phi`10"sgrt(fc) 356.020 psi Horizontal As Req'd 0,1920 in^2 i Vertical As Req'd 0,1152 inA2 I{ Bending As Req'd 3.456 inA2 Force Summary Load Combination Values for Wall section Resuitant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Leff Right +1.20D+1.60Lr+0.50L+1.60H Wall Level: 1 127.970 +1,20D+0.50L+1.60S+1,60H 145.050 Wall Level:1 +1.353M.50L+0.70S+E+1.60H Wall Level:1 82.663 1,786.100 141.619 12.621 0.990 0.856 01856 +0.7470D+E+0,90H Wall Level:1 82.663 1,786,100 70.423 25,362 0,493 45.290 45.290 ' � �; i 1 1 I '1 i i _ . Caruso Turley Scott,Inc. Project Title; 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: 480 774-1700 r; J Project Desc 480-774-1701 WWW.C1Sa2.COm Printed: 3 JUL 2018, 5:22PM General footing - Fits=G:%NG_PR-11.0002S-1118741C-11CALCUL-1118741C-1:E06 Description; SW36 Footing _ 'COde References - Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used ; IBC 2012 EI General Information Material Properties Soil Design Values f c:Concrete 28 day strength 2.50 ksi Allowable Soil Bearing = 3.333 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight - No Ec:Concrete Elastic Modulus - 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf, = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when fooling base is below = 0.0 ft Min.Overturning Safety Factor = 1.0;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - Use ftg wt for stability,moments&shears Yes - 0.0 ksi l Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - 0.0 fi Use Pedestal wt for stability,mom&shear No 'Diirnenslons Width parallel to X-X Axis = 38.50 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 24.0 in Pedestal dimensions... x......... +-•• _ _ --x px:parallel to X-X Axis = 300.0 in pz;parallel to Z-Z Axis = 8,0 in Height 4,0 in w Rebar Centerline to Edge of Concrete.., at Bottom of footing = 3.0 in Reinforcing Bars parallel to X X Axis Number of Bars 6.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis Number of Bars = 39.0 K Reinforcing Bar Size # 7 rxs..,..c.<o'�•: L ur�-s'•-rro3/ht Mira,....-,J}.' y/ Bandwidth Distribution Check (ACE 15.4.4.2) �+ Direction Requiring Closer Separation Ig Z-Z Axis #Bars required within zone 23.0% #Bars required on each side of zone 77.0% Applied Loads - D Lr L S W E H P:Column Load = 96.775 9.275 0.0 20.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0,0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 1,844.0 0.0 k-ft V-x - 0.0 0.0 0.0 0.0 0.0 57.80 0.0 k V-z 0.0 0.0 0,0 0.0 0.0 0.0 0.0 k • . •L, �, i r ' Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 VVWW.CI382. Arinled: 3 dUL 2018, 5;22Pt`h_ File=G:� RNG_P 1[-coots-1%1974IC-t�ca CLi. -:',,o741C-,.Ea, General Footing t Description SW36 Footing DESIGN WWARY ' • Min,Ratio Item Applied Capacity Governing Load Combination PASS 0.8479 Soil Bearing 2.826 ksf 3,333 ksf +0,60D+0.70E about Z-Z axis PASS n/a Overturning-X-X 0.0 k-fl 0.0 k-ft No Overturning PASS 1,718 Overturning-Z-Z 1,038.91 k-fl 1,784.76 k-ft +0.60D+0,70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.7706 Z Flexure(+X) 65.366 k-ftfft 84.826 k-ftlft +0.90D+E PASS 0.2065 Z Flexure(-X) 17.518 k-Rift 84,828 k-ftlft +1,20D+1.605 PASS 0.03255 X Flexure(+Z) 1.806 k-ft/fl 65.481 k-ft/ft +1.20D+1,60S PASS 0.03255 X Flexure(-Z) 1.806 k-fflft 55,481 k-ftlft +1.20D+1,60S PASS 0.7440 1-way Shear(+X) 55.801 psi 75.0 psi +0.90D+E PASS 0.2038 1-way Shear(-X) 15.283 psi 75.0 psi +1,20D+1.60S PASS 0,01629 1-way Shear(+Z) 1.221 psi 75,0 psi +1.20D+1.60S PASS 0,01629 1-way Shear(-Z) 1.221 psi 75.0 psi +1,20D-t-IMS PASS 0.08470 2-way Punching 6.691 psi 79.0 psi +1.20D+1.605 L �1 1 C.a eca) em !N I i Sln1l_.�8 •.'�`jW L� � Kea f YW2 FTJ--�i t JT- Y 9 I -7 1w .0: ►,[a'acrw-s»�:� h Y tl�YAYIM�, •�'f_ E �— y ---�..�'tma: - _-y •"'li'rl^:. •I t r� •� � t •I- G � Yri w j I p I I Ar f• � I f I A r 4 I CA RUSO TURLEY SCOTT Job Name -- ' structural engineers 1215 W. Rio Salado Parkway, Suiie 200 Tempe,Arizona 85281 Job No. Sheet No. T:480 774-1700 • F:480 774-1701 www.ctsaz.com By Date 6.87. ly WIA - � ti '4 �� Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: tc 29 CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 F:480 774-1701 www.(1saz.(om 2012 IBC Masonry Shear Wall Design Wall Label: SW1 Height of Shear wall=2story Depth from Grade Level to Top of Footing(for wall talcs)= 1 feet Desi n oadine on Wall `Mafk"V it the tAj'i ing doesn't have that level Length of Height of Shear Load from Line Load from Dead Load of Level Wall(ft) Wall"(ft) Shear Load from Wind(k) Seismic(k) Dead Load(plq Wall(psf) Grade Level to 2nd Floor ojq,5 16 6.32 0.00 425 51 2nd Floor to Roof 19.5 51 — 0 0 0.00 0,00 .: 0 51 i Parapet(for DL talcs) 0 0 51 Total Shear to Shear Wall=V(k)= 6.3 0.0 Overturning Moment=MoT(k-ft)= 107A 0.0 i ASD Load Combination Factor= 0.6 0.7 0,6 0.6 Masonry Design Values Nominal Wall Thickness= 8 in b= 7.625 In fm= 1600 psi d ASSUMED= 18.83 R Vertical Reinforcing fy= .-60 ksi Fs.*.,= 32 ksi Horizontal Reinforcing fy= 40 ksi = 20 ksi Ern=900"fm= �1,350 ksl Assume Vertical Grout Spacing= _:Ag lwO,C. Es= 29,000 ksi Equivalent Thickness=t= 3.39 inZlft i Check Shear Check Masonry Alone Design Steel Shear Reinforcing M Vh h vd Vd d Vd<0.25 Fv=3 f'm= 116,19 psi MNd<l,Fv= (V3)I4-(MNd)i(fm)0S butshall not exceed 6045(MNd)psi Fv= 40,672 <= 41.770 =40.67 psi d > 1.0 Fy=2 f'm = 77,46 psi MNd>=1,Fv= (fm)"but shall not exceed 35 psi Fv= — <= 35.000 Interpolate to find Fv= psi Therefore, Fv= 40.67 psi i S fidv A� 0.5 d fv=V I(bd)(where b=t)= 4.9 PSI fv A,,Regd(in)= 0,000 to at Masonry alone is oft 32 in O.C.(horizontal) Sboar ReJuNicloa 1LXQLmgWrjL ii i , I t I h—J—updn,ee7/8/1a Job Name: Coca Cola Arlington r Job No.: 18-741 Sheet No.: 1e!0 CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 ' Tempe,Arizona 85281 1480 774-1700 F:480 774-1701 www.ctsaz.com 2012 IBC Masonry Shear Wall Design(page 2) Wall Label: SW1 Check In-Plane Bendina of Wall E,s n=E = 21.481 m M dF A M 0.8F,s = r1-—�AS uegd —o.B s1 sj 1 ASSUMED= 0.9 As Reno= 0,149 in2 (where Fs=0.8Fs for lap reduction factor) Bar Size Quantlty Req'd Quantity Provided A, ,w,d d actual f<5 0.5 1 0,307 19.33 n p=(n*As)I(b*d)= 0.0037 k= 0.0627 (ACTUAL= 0.9724 21 jk= 24.8769 M 2 fb=bdz x j1,= 47 psi < Fo=0.45*rm= 675 psi OKI M _ f, ASjd 11.2 W < Fs=0.8*Fs= 25.6 ksl OK! USE 1 # 5 BARS AT EACH END OF SHEAR WALL. re pkHo Updated 218/18 ,•, r �I I Job Name: Coca Cola Arlington Jab No.: 18-741 Sheet NO,: CARUSO TURLEY SCOTT By: KJN Date: Jul 18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe, Arizona 85281 l; T.480 774-1700 F:480 774-1701 WWWAsaz.com 2012 IBC Shear Wall Foundation Design Wall Label: SW1 Foundation Information qd= 1000 psf q,,,increase= : _ 1:(for lateral loads if permitted by geotech report) Width= 2 ft Depth to Btm of Fig= 2,5 ft Thickness= 1 ft Corm-ele Weight= :- 160..pof Extension= 2.0041 Pc- .2.5 ksi Length= 23.5 ft fy= .760:ksi Foundation OverturninglResistance PRES Fndnp= 7.05 k MRES,Rdm= 83 k-ft Nw;,d= 117 k-ft PALS"D..dFim= 8.29 k r4 MRES,Pned= 0 k-ft*" 0.6M Wind= 70 k-ft j PAE&wit= 17.40 k MRFS WA= 204 k-ft M„1mb= 0 k-ft i PRFSJ.d= 32.74 k MAES.T.1W= 287 k-ft 0.7 M seismic= 0 k-ft 0.6 PRES.Tolel— — 19.64 k 0.6 MASS,T.1.1= 172 k-ft MOT M.= 70 k-ft -Ignore roof loads for wind uplift L Interaction= 2.5>1.0 OK i Footing Overtuming is Okay. ----- --- Sol Beadnq-Ennui ft Loaded Fvdnas Use"a"method since It can be used regardless of where"P°occurs. o, L f If a<3 ,then q= 2P 3ba' If a=3 ,then d= . L If a>a ,then q2=(4L—6a)LZn and q,=(60—2L)LP ----- _---- —L/3= 7,833 ft i MR—MOT 172- 70 = 5,20 ft � N a— P 19.64 I Q 1258 psf >1000 psf Notgood lbl i USE 12 IN THICK x 2 FT WIDE x 24 FT LONG (WITH 2 FT EXTENSIONS EACH END) CONCRETE FOOTING T,,M1W0 Vpdn1,d 2AIM • � �' :J ,F �I I I 1 Job Name: Coca Cola Arlington 'I Job No.: 18-741 Sheet No.: %,.3�— CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1480 774-1700 F: 480 774.1701 www.ctsoz.com 2012 IBC Shear Wall Foundation Design(page 27) Wall Label: SW1 Determine Foundation ite nforcina i Max Soil Pressure=q_,= 1258 psf Min Soil Pressure=q,k,= 0 psf Length of Soil Pressure= 15,61 ft Soil Pressure at Face of Masonry Wall= 1097 psi Moment at Face of Masonry Wall=M= 2.409 k-fUft of width Mu=1.6M= 3.854 k-Rift of width M_ K,) —Wbd2 _ 0.053 i M 2.36( tybdz Pmin= 0.0025 f 0.0009 3 f'or zoa or°Pcorc = 0.0033 PCAGr. — — J7, 3 0.0012 1.1efy/ f7 c fy A, =Pbd= 0.72 in2 Pmin= 0.0033 Where Is reinforcing located?- : Top&Bo(lom `consider placing reinforcing top&bottom If footing has large extension oris 18"thlck or more. Bar Size quantity Req'd Quantity Provided AS_.WOd usu 11116 BOTTOM #6' 1 1.6 1 2 0.804 I LONGITUDINAL(CONTINUOUS REINFORCING) Find Minimum Transverse Reinforcing Required: A,=.0018bd= 0.173 In2 at Bar Size A,(In'Ift) 16 in O.C. Top&Bottofn #4 0.196 OK #5 0.307 OK 96 0,442 OK USE#4 TRANSVERSE BAR AT 16 in O.C.Top&Bottom 7em➢Ia7e Uptloled 2/6/16 I Job Name: Coca Cola Arlington Job No,: 18-741 Sheet No.: i CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W,Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T: 480 774-1700 F:480 774-1701 www.clsuz.com 2012 IBC Masonry Shear Wall Design Wail Label: Height of Shear_Wa_ll=2 Story Depth from Grade Level to Top of Footing(for wall calcs)_;._ 1 feel esi n oadina on Wall `Mark a0"if the bui ino doesn't have that level Length of Height of Shear Load from Line Load from Dead Load of Level Wail(ft) Wall*(ft) Shear Load from Wind(k) Seismic(k) Dead Load(plf) Wall(psl) Grade Level to 2nd Floor 24 16 9.16 -.0.00 425 51 2nd Floor to Roof 24 51 0 0 0.00 0.00-::. 0 - 51 Parapet(for DL calcs) 1 0 0 51 Total Shear to Shear Wall=V(k)= 9.2 0.0 Overturning Moment=N1oT(k-ft)= 155.7 0, ASD Load Combination Factor- 0.6 0.7 0.6 0,6 Masonry Design Values Nominal Wait Thickness= 6 in b= 7,625 In I'm= 1500 psi d ASSUEo= 23.33 8 Vertical Reinforcing fy= 60.ksi Fs�fta= 32 ksi Horizontal Reinforcing ly= 40 ksi Fs spa = 20 ksi l Ern=900efm= 1,350 ksi Assume Vertical Grout Spacing 48 in O;C:._ Es= 29,000 ksl Equivalent Thickness=t= 3.39 in'1ft Chnk$ ear Check Masonry Alone Dftn Steel Shear ReInfordno M _Vh_h _ _ Vd Vd d 0.69 < I M Vd<0,25-Fv=3 f'm= 116.19 psi. MNd<l,Fv= (113)[4-(MNd))(f m)"but shall not exceed 80-45(MNd)psi M Fv= 42.787 <= 49,143 = 42,79 psi Vd >1.0-a Fr,=2 f'm= 77.46 psi MNd—1,Fv= (fm)05but shall not exceed 35 psi Fv= <= 35,000 Interpolate to rind Fv= - psi Therefore, Fv= 42.79 psi � s V"=0.5 sp fy dr, �Ai,=05rtad = IV v fv=V I(bd)(where b=t)= 5,8 PSI AnR,,d(in)= 0.000 in at Masonry alone l _32 In O.C.(horizon ally) Shear.R inforcina is NOT rgaulred, Template Upd,ted 219115 ' r �� �I F r� Job Name: Coca Cola Arlington I' Job No.: 18-741 Sheet No.: 1,',- i CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1480 774-1700 F:480 774-1701 www.ctsoz.com 2012 IBC Masonry Shear Wall Design(page 2) Wall Label: SW1 Check In-Plane Bendingo f Wall k, n=E= 21.481 m M M 0.8F,.=Asjd,ASRegd —0.8Fsjd 1 nssuMea= 0,9 As aeon= 0.174 in (where rs=0.8Fs for lap reduction factor) Bar Size Quantity Req'd Quantity Provided d actual �15 0,G 0.307 23,83 n p=(n'As)I(b'd)= 0.0030 k= 0.0748 J AONAI= 0.9751 21jk= 27.4285 M 2 A=a x—= 49 psi � Fp=0,45"fm= 675 psi OK! bd jk M _ fs=Asjd 13.1 ksi < Fs=0.8"1's= 25.6 ksi OK! USE 1 # 5 BARS AT EACH END OF SHEAR WALL. Rmplm.UpM..r yarya ... r I, ... �. `� f I I L Job Name: Coca Cola Arlington i Job No.; 18-741 Sheet No.: to-1 CARUSO TURLEY SCOTT By: KJN Date: Jul-18 I structural engineers i 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 ' T:480 774-1700 F:480 774.1701 www.ctsaz.com 2012 IBC Shear Wall Foundation Design Wall Label: SW1 Foundation Information qd= 1000 psf %di increase 1;(for lateral loads If permitted by geotech report) Width= 2.ft Depth to Blm of Fig= 2,5'ft Thickness= .1 ft ConcreieWelght= <-150:pcf Extension= :2.00ft f'c= 2.5_.ksl Length= 28 ft fy= 60 ksi Foundation OverturninalResistance PRES.Fnc4AA= 8.40 k MREs,F-WA= 116 k-ft Mind= 169 k-ft PREs.D,.dFr-= 10.2o k'" MRE&Dend= 0 k-ft" 0.6M Wind= 102 k-ft PREr wa= 21.42 k MR-Fs Wa= 300 k-ft M olimb= 0 k-ft pws.l.w= 40.02 k IVIREs.Tw"i= 417 k-ft 0.7 M seismic= 0 k-ft 0.6 PREs,T.w= 24.01 k 0.6 MRss,Tani= 25D k-ft MOT,a,,,= 102 k-ft -Ignore roof loads for wind uplift L Interaction- 2.5>1.0 OK Footing Overturning Is Okay. AI Soil Bearing-Eccentrically Loaded Footings Use"a"method since it can be used regardless of where"P"occurs. If <3 ,thenq=2 9N• A i raMeM kvd 1"k� 1" Ifa=3 ,then q=i. If a>3 ,then qZ=(4L-6a)r.2b and g>=tdO-2L)L,r, L 13= 9.333 ft MR—MOT 250- 102 = 6.20 ft n, - -- - ---- a= P = 24,01 .W Q 1292 psf >1000 psf Not good /m USE 12 IN THICK x 2 FT WIDE x 28 FT LONG (WITH 2 FT EXTENSIONS EACH END) CONCRETE FOOTING Template upe"eee2/5/1e I M }'. Job Name: Coca Cola Arlington ` Job No.: 18-741 Sheet No.: to ay CARUSO TURLEY SCOTT By: KJN Date: Jul-18 i structural engineers I 1215 W.Rio Salado Parkway,Suite 200 Tempe, Arizona 85281 i I T:480 774-1700 F:480 774-1701 Vwww.cisaz.com 2012 IBC Shear Wall Foundation Design(page 2) Wall Label; SW1 Determine Foundation Relnlorclna Max Soil Pressure=qm�= 1292 psf Min Soil Pressure=q„�= 0 psf Length of Soil Pressure= 16.59 It Soil Pressure at Face of Masonry wall= 1153 psf Moment at Face of Masonry wall=M= 2.490 k-fVft of width Mu=1.6M= 3.985 k-ft1ft of width M u rpbdZ— 0.055 r- 2.36(�bd ) pmtn — 0.0025 1— 1-- ` 0.0009 s Ef,or o or z peak = 0.0033 pCALL— 1.18fy/ 0.0012 fl c A,=pbd= 0 72 in' pmin' 0.0033 Where is reinforcing located? Top&Bottom 'consider placing relnforcing lop&boilom If fooling has large extension or is 1 B"thick or more. Bar Size ;QuantityReq'd I Quantlty �E26 Provided S BOOM ' #6 1.6 i 2 0.8R LONGITUDINAL(CONTINUOUS REINFORCING) Find Minimum Transverse Reinforcing Required: A,.=.001Sbd= 0,173 W at Bar Size A.(In'!ft) -16 in O:C. Top&Bottom #4 0.196 OK #5 0.307 OK #.6 0.442 CK USE#4 TRANSVERSE BAR AT 16 In O.C.Top&Bottom T—ploI,Updated 2lfilm � i � _ y ,r .1 1 - �i i I i _. _ � i CARUSO, TURLEY SCOTT Job Name ( .C-)'r{f nPI structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 1 T:480 774-1700 . F:480 774.1701 Job No. l� 7U( Sheet No. www.ctsnz.com By Date 7 1"7, z ��i�r � 71 1t WOOD j( �IJ.. ,L A^>) I�1 r� `r V � rI I.Nl�1 �5 1„!/ �4t1�.I'III �r Ir-t:�l' .(� ! I ,j': •1 C'.r:p ��I'�1 S�// �• 7�ti!" U'J.1�, 1�t'I�1� ' tj�l' "14J,Y,t;.tl Cl1;I"�}(71: .� iv'�. . I _ • - - � r �f it - i ., ' - - - - - _ r - -.. � .. _ i Y 1 , -.075k/ft \ l "• E I 1 N3 N2 Loads: BLC 1, DL CTS SK- I MJM Front Entrance Truss July 25, 2018 at 12:10 PM 18-741 Front Entrance Truss,r3d -.19k1ft zz I ! i `1V1 N3 N2 i _Loads: BLC 2, SL CTS -- — - ._ 5K-2 MJM Front Entrance Truss July 25, 2018 at 12:11 PM 18-741 Front Entrance Truss.r3d - � � T f �� i • � '• _ _ _ _- �_ I I E 1 E K 1 3� O V'p �ps ph 1 v N3 N2 i Member Code Checks Displayed Results for LC 1, D+S CTS - - ------ SK- 3 MJM Front Entrance Truss July 25, 2418 at 12:12 PM 18-741 Front Entrance Truss.r3d l 715 VBrace: M3 - — Shape: 6X6 Material: DF DY in Length: 10.404 ft I Joint: N4 Dz in j J Joint: N1 LC 1: D+S Code Check: 0.296 (bending) -,041 at 2.384 ft Report Based On 97 Sections �4.42�410.404 ft i .701 at 6.202 ft V ��`� k Vz - — --- k A k -.677 at 6.094 ft 2.274 at 0 ft i I .638 at 5.202 ft r: T -- k-ft Mz - - k-ft My k-ft -.468 at 8,345 ft i .276 at 5.202 ft 146 at 10,404 ft ft r� -x ksi v f�{` 1 ' A � < PW fa ksi 075 at 0 ft fc ksi ' -,276 at 5.202 ft AWC NDS-12: ASD Code Check Max Bending Check 0.296 Max Shear Check 0.205 (y) Location 5.202 ft Location 5.202 ft Equation 3.9-3 Max Defl Ratio LI5619 CI? 1 RB 4.764 CL 'I Cr 1 Cfu 1 CP .666 ksi Cm Ct CIF y-y z-z Fc' .666 1 1 1 Lb 10.404 ft 10.404 ft Ft' .825 1 1 1 le/d 22.7 22.7 Fb1' 1.2 1 1 1- Sway No No Fb2' 1.2 1 1 _� Le-Bending Top 10.404 ft FV .17 1 1 Le-Bending Bot 10.404 ft E' 1600 1 1 • 5 �� ' � � � � 1 �� - _ 1 �. � 1 � ._ 1 • . �� � � ' ' Caruso Turley Scott,Inc, Project Title: i 1215 W.Rio Salado Pkwy,#200 Engineer: j Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 • www.�SBT.Cflm _ Printed:23 JUL 2018, 7:22AM WoodBeam 'file=GfNG-PR-11_CM76-1118741C-11CALCUL-1118741Cr-1EC8 , r' Description Front Entrance Wood Beam CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb+ 1000 psi E;Modulus of Elasticity Load Combination iBC 2012 Fb- 1000 psi Ebend-xx 1700ksi Fc-Prll 1500 psi Eminbend-xx 620ksi Wood Species Douglas Fir- Larch Fc-Perp 625 psi Wood Grade No.1 Fv 180 psi Ft 675 psi Density 31,2 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.318)S(0.8075) D(0.637) S(1.615) D(0.318)S(0.8075) 6x 14 , Span = 10.0 ft il oil _Applied Loads _ service loads entered, Load Factors will be applied for calculations. Point Load: D=0.6370, S=1,615 k @ 5.0 ft Point Load: D=0,3180, S=0.8075 k @ 0.0 ft Point Load: D=0.3180, S=0.8075 k @ 10.0 ft -QESIGN-3UMMARY _ _ `• Maximum Bending Stress Ratio = 0.351112 1 Maximum Shear Stress Ratio = 0.110 : 1 Section used for this span 6x14 Section used for this span 6x14 fb:Actual 404.40psi fv:Actual = 22.75 psi FB :Allowable 1,135.05psi Fv:Allowable 207.00 psi Load Combination +D+S+H -oad Combination +D+S+H Location of maximum on span = 5,O00ft Location of maximum on span = 0,000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 In Ratio= 3935>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0,043 in Ratio= 2822>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 :Maximum Forces &Stresses for Load.Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C I Cr C m C t C L M fb F'b V fV Fv +p+S+H 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.356 0,110 1.15 0,987 1.00 1.00 1.00 1.00 1.00 5.63 404,40 1135.05 1.13 22.75 207,00 .; �r I 1 Caruso Turley Scott, Inc, Project Title: 1215 W,Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: l 480-774-1701 www.ctsaz.com Printed:23 JUL 2018, 7:27AM WOOCI ColumnYvi�oFlle.=G:IENG-PR-1LCW26-1118741G-llCALCUL-1118741C-1.EC6 J Description Front Entrance Wood Column Code References - Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 10.0 ft Wood MemberType Sawn (Used for non-slender cai'culations ) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Of or Cv for Bending 1.0 Wood Grade No.2 Area 30,250 lnn2 Of or Cv for Compression 1.0 Fb+ 900 psi Fv 180 psi Ix 76.255 inn4 Of or Cv for Tension 1.0 Fb- 900 psi Ft 575 psi ly 76.255 In n4 Cm:Wet Use Factor 1,0 Fc-Prll 1350 psi Density 31.2 pcf Cl:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity.,. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=10.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=10.0 ft,K=1.0 4 1166`LoadS - Service loads entered. Load Factors will be applied for calculations. Column self weight included: 65,542 Ibs*Dead Load Factor AXIAL LOADS—, , Axial Load at 10,0 ft, Xecc=2.0 in, D=0,640, S=1.620 k DESIGN SUMMARY - - Bending & Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0A783:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +O+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp+ Myy, NDS Eq. 3.9-3 Top along X-X 0,0270 k Bottom along X-X 0.0270 k Location of max.above base 9.933 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are—., Along Y-Y 0,0 in at 0,0 It above base Applied Axial 2326 k for load combination: nla Applied Mx 0.0 k-ft Along X-X -0.03452 in at 5,839 ft above base Applied My -0,3741 k-ft for load combination:+D+S+H Fc:Allowable 818.78 psi Other Factors used to calculate allowable stresses.,. PASS Maximum Shear Stress Ratio= 0.009023 :1 Bending on Tension Load Combination +D+S+H Location of max.above base 10.0 ft Applied Design Shear 1,868 psi Allowable Shear 207.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combinatior. C D C P Stress Ratio Status Location Stress Ratio Status Location +D+S+H 1.150 0.527 0.1783 PASS 9.933 ft D.009023 PASS 10.0 ft maximltm Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only -0,011 0,011 0.706 — S Only -0.027 0,027 1,620 Maximum Deflections for Load Combinations Load Combinatlon Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+S+H -0,0345 in 5.839 it 0,000 in 0.000 It :. - .- y. I .. f CARUSO TURLEY SC®TT Job Name -LL"_"LL ALL structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. i 1:480 774-1700 • F:480 774-1701 www.ctsaz.com By Date �l P6� ) ',��-.ire- /�;•. )'� � G'.?*-'- �, / {• ,� ('j xal r to�4 W LO L� r � ■ r� i� _� I I I I Project Name: 18741 Coke Arlington Page 1 of 1 Model: 20' Joist Date;07/26/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 Reactions I Support Reactions (lb) R1 600,00 R2 600.00 Shear and Web Crippling Checks 60.00 Bending and Shear 5.5% Stressed @R1 (Unstiffened): Bending and Shear NA (Stiffened): i Web Stiffeners No R1 R2 Required?: I 20,00 Section : BOOS162-97 Single C Stud Fy=50.0 ksi Maxo = 6058.7 Ft-Lb Moment of Intertia, 1=9.71 E04 Va=10885.3 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 3000.0 0,495 3000,0 60.0 4396.9 0,682 0.528 L/455 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 240.0 5994.6 0.500 E 't SINIPSON STRONG-TiE CONIPANY INC, www.strongtie.com - Y .� I I Project Name: 18741 Coke Arlington Page 1 of 1 Model: 20' Joist-with AC unit Date:07/26/2018 _'; S Code: 2012 NASPEC[A]S1 S100-2012j Simpson Strong-Tie(D CFS DesignerTm 2.0,3.0 p2 Reactions i Support Reactions (lb) I R1 700.00 + i R2 660.00 Shear and Web Crippling Checks 60.00 Bending and Shear 29.7% Stressed (Unstiffened): @P2 Bending and Shear NA (Stiffened): t fib Web Stiffeners No Rl R2 Required?, 20.00 X Point Loads P1 P2 Load(lb) 80 80 X-Dist.(ft) 5.00 10.00 Section : (2) 800S 162-97 Back-To-Back C Stud Fy=50.0 ksi Maxo= 12117.3 Ft-Lb Moment of Intertia, 1 =19.43 inA4 Va=21770.6 Ib Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 3600.0 0,297 3600.0 60.0 10361,1 0.347 0.311 L/771 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Span 0.00 240.0 11989.2 0.300 SIMPS014 STRONG-TIE COPAPANY INC. www,strongtie,com - :.- �.� �r I I ' � C i 1 ' Project Name: 18741 Coke Arlington Page 1 of 1 t I Model: 12' Joist Date:0.7 26/2018 Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designer TM 2.0.3.0 - Reactions j Support Reactions (tb) R1 360.00 R2 360.00 Shear and Web Crippling Checks 60.00 Bending and Shear 17.2% Stressed (Unstiffened): @R2 Bending and Shear NA (Stiffened): Web Stiffeners No R1 R2 Required?: 12.00 i Section : 8005162-54 Single C Stud Fy=50.0 ksi Maxo= 3065.9 Ft-Lb Moment of Intertia, i =5.60 in"4 Va=2091.3 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax! Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1080.0 0,352 1080.0 60.0 2421.9 0.446 0.119 L/1214 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 144.0 2734.3 0.395 SIMPSON STRONG-TIE COMPANY INC. — - _ www,strongtio.com ., �r� .� I _ _. I Y 1 I Project Name: 18741 Coke Arlington Page 1 of 1 Date:07/2612018 Model: Stud Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerT14 2.0.3.0 Reactions and Connections i Number of Connectors Required at each Reaction: 1 No.of No. of Simpson Req'd Req'd# Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors R1 40.02 No Solutions - - R2 40.02 SC1345.5 2 2 Total Vertical Shear Carried by Connectors (lb): 0 Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 12.00 6.67 Span LSUBN3.25 (Min) 0.65 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 6.3% Stressed @R1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I Section : 6003162-33 Single C Stud Fy=33.0 ksi Maxo= 950.6 Ft-Lb Moment of Intertia, I=1.79 in14 Va=638.1 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 120.1 0.126 120.1 60.0 855.2 0.140 0.041 L13496 Distortional Buckling Check Span K-phl Lm Brac Ma-d Mmax/ lb-inlin in Ft-Lb Ma-d Span 0.00 144.0 788.8 0.152 Combined Bendinq and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL1r (lb-inlin) (in) load(lb) P/Pa Value Span 1275.0(c) 60.0 60.0 103 0.0 144.0 2176.7(c) 0.59 0.75 SIMPSON STRONG-TIE COMPANY INC. - - - www.strongtia.com �: I I CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. --7'4 f Sheet No. T:480 774-1700 o F:480 774-1701 www.ctsuz.com By Dote G =�t r- 1-71 � i NOT USED - CANOPIES BY OTHERS ; < fe 1/ 1 ` '01A. uK Mir • `r I 1 Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy,#20D Engineer: �. Tempe,AZ 85301 Project ID: 480-7741700 Project Descr: 480-774-1701 www.clsaz.com Printed:20 JUL 2018, 9:06AM Steel Beam — Fue ctFNa,PR-tuM26»tna74lc-l'CALcuL-u18r41c-f.ec6 Description: Canopy 131 ODE._REFERENCES Cal lations per A]SC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load mbination Set: IBC 2012 Materia roperties - Analysis Me od: Allowable Strength Design Fy Steel Yield: 36.0 ksi Beam Bracing. Beam is Fully Braced against lateral-torsional buckling E:Modulus; 29,000.0 ksl Bending Axis: ajor Axis Bending i _-- D(0.0225)S(O-171) -- C7x12.2 - Span = 111,0 ft Applied LOadS Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT intemaliy calculated and a ' Uniform Load: D=0.02250, S=0.1710 klft, Tribu\Widtl=1.0 ft �.DtESI�N�SIIMMARY _ Maximum Bending Stress Ratio = 0.516: Maximum Shear Stress Ratio= 0.061 : 1 Section used for this span C7x12.2 Section used for this span C7x12.2 Ma:Applied 7.837 k-f. Va:Applied 1.742 k Mn 1 Omega :Allowable 15.198 k-ft Vn/Omega :Allowable 28.429 k Load Combination +b+S+H Load Combination +D+S+H Location of maximum on span 9.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 an#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.578 in Ratio= 373> Max Upward Transient Deflection 0.000 in Ratio= 0 <3 Max Downward Total Deflection 0.654 in Ratio= 330 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 V@IrtiCal ReacdonS Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall Xlmum 11539 1.53 Overall MINlmum 0.203 0.203 D Only 0.203 0,203 S Only 1.539 1.539 =OTHERS ' .. �� .� I ,� Caruso Turley Scott,Inc. Project Title: _ 1215 W.Rio Salado Pkwy.#200 Engineer Tempe,AZ 85301 Project ID: ?� 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:20 JUL 2018, 9:06AM Steel Beam FlIe=G1ENG_PR-1LC002S-1118741C-11CALCUL-S118741c-1.ECG Description: Canopy B2 .CODE REFERENCES �? _ Iculations per AISC 360-05, IBC 2009, CBC 20101 ASCE 7-05 Loa Combination Set : IBC 2012 Mate 'al Properties _ Analysis ethod: Allowable Strength Design Fy:Steel Yield 46.0 ksi Beam Brad Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Banding Axis: Major Axis Bending Q 0.08 S 0.458 a— H SS8x4x3/16 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and add Uniform Load: D=0.060, S=0.4560 k/ft, Tribu Width=1.0 ft DESIGN SUMMARY _ Maximum Bending Stress Ratio = 0.275. 1 Maximum Shear Stress Ratio= 0.060 : 1 Section used for this spars HSS8x4x3/16 Section used for this span HSS8x4x3/16 Ma:Applied 6.450 k-ft Va:Applied 2.580 k ' Mn/Omega:Allowable 23.413 k-ft Vn/Omega:Allowable 43,009 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 5,00oft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.107 In Ratio= 1,117 -360 Max Upward Transient Deflection 0.000 iin Ratio= 0<3 Max Downward Total Deflection 0.122 in Ratio= 988 >=18 Max Upward Total Deflection 0.000 In Ratio= 0 <180 V@rtlCal Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 _ wereli MAXimum 2.280 2.280 Overall MINimum 0,300 0,300 D Only 0.300 0.300 S Only 2,280 2.280 CNOT USED - CANOPIES BY OTHERS 1 III 1 • CARUSO TURLEY SC®TT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. f`f Sheet No. ~�`« r'1 www.ctsaz.com By 1U11 l�1 Date .� t G �l/".IVL' ilr•rI V ,`,j-�Jf� (`��•� l is i';.��7 .1111 �.A IJ.,I, yr..A Ay .,T: a f -6i-A'IIA. 1,1,`:>f j `U� �����C_�.� r���_•._.►.����w5 �1' �l�r_f.r.._.r.._t:-R�rt.... ., �� ---------------- L- - - � �` �� �1 I Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: 61,% i CARUSO TURLEY SCOTT By: KJN Date: Jul-18 i structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 F:480 774-1701 www.ctsaz.com Site Wall Wind Loading per Section 29.3-ASCE 7.16 Site Address; 59th Ave NE Arlington, WA 98223 Wind Exposure C Velocity Pressure = qh = 0,00256 Kz Kzt Kd Ke V2 (ASCE 7-16 Eqn 26.10-1) 3 -Sec Wind Gust = V = 110 mph Exposure Coeff= KZ= 0.85 (Table 26.10.1, h< 15 ft) Topographic Factor= KZ[= 1.0 (Section 26.8.2) Directional Coeffecient= Ko = 0.85 (Section 26,6) Ground Elevation Coeffecient= Ke = 0.85 (Section 26.9 ASCE 7-16) qh= 19.0 psf i From Section 29.4.1: Wind Load = F=qh G CfA (Eqn 29.4-1) I Gust Factor= G = 0,85 (Section 26,11.1) Force Coeff= Cf= 1,3 (Fig 29.4-1, 61s = 10) i Wall Area = A = 1.0 ft2 10% Increase per note below* = 1.1 Wind Pressure = F = 23.1 psf F = qh G Cf A * Per Footnote 3, Fig 29,4-1, resultant force of wind pressure is to act at 0.05 times the average height of the wall, To account for this, increase the wind load using equivalent moments. M"lz = Wl(12 +40.05)) 2 We = 0.55W(2)= t.IW Therefore, the wind is increased in chart above by 10% Template Updated 2/a48 Page&R ��: �� �� I I I i i Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.4200 Engineer: 4 Tempe,AZ 85301 Protect ID; 480 774-1700 Project Descr: _ 480-774-1701 WWW.ct9aZ.00n1 Printed:19 JUL 2018, 9:24AM Catl�IjeV>'r@d Retaining Wall File=G:1GNG-PR-iLCO026-1118741C-RCALCUL-1118741G1:EC8 E Description: 4'Masonry Site Wall l Criteria Soil Data Calculations perAC1318.08, ACI530.08,IBC 2009, Retained Height = 0.00 ft Allow Soil Bearing = 2,500.0 psf cec 2010,ASCE 7-05 Wall height above soil = 4.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 45.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psflit Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110,00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. Sol!height to ignore NOT USED for Overturning Resistance, for passive pressure = 12.00 in Surcharge Loads _ _ Lateral Load Applied to Stem Adjacent Footing Load Surchargge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe - 0.0 psf ..Height to Bottom = 0,00 ft Eccentricity = 0.00 in Used for Sliding&.Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 Ibs at Back of Wall Axial Live Load = 0.0 Ibs Wind on Exposed Stem = 23,1 psi Polsson's Ratio = 0,300 Axial Load Eccentricity - 0.0 in - i .,= c ... i auk r I 1 �. _ �I • i Caruso Turley Scott,Inc. Project Title: _ 1215 W,Rio Salado Pkwy.#200 Engineer: (' Tempe,AZ85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 www.CISa_z.com Printed:19 JUL 201B, 9:24AM FNe=G:16NG_-PR-1tC0026-1118741C-11CALCUL-1118741C^1.EC6 Cantilevered Retaining Wall ! :rrr.r .. I Description: 4'Masonry Site Wall Design Summary em Construction _ Top Bar Lap/Emb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.61 OK Wall Material Above"Ht' = Masonry Sliding = 4,85 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 656 Ibs Rebar Spacing in= 48.00 ...resultant ecc, = 6.31 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,420 psf OK fb/FB+fafFa 0.436 0.000 Soil Pressure @ Heel = 0 psf OK Total Force @ Section Ibs= 100.2 Allowable = 2,500 psf Moment.,„Actual ft-I= 2313 Soil Pressure Less Than Allowable ACI Factored @ Toe - 1,704 osf Moment,,.,.Allowable ft-I= 535.2 ACI Factored @ Heel = 0 psf Shear..-Actual psi= 2.2 Footing Shear @ Toe = 4.8 psi OK Shear...,,Allowable psi= 38.7 I Footing Shear @ Heel = 0.8 psi OK Wall Weight psf= 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.76 Sliding Caics (Vertical Component NOT Used) Lap splice If above in= 30.00Lap splice if below in= 30,00 Lateral Sliding Force = 92.7 lbs Hook embed into footing in= less 100%Passive Force = 187.5 Ibs Mason Data - less 100%Friction Force = 262.2 ibs as ry psi= 1,500 Added Force Req'd = 0.0 Ibs OK Fy t psi= ....for 1,5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes ! Load Factors _ Modular Ration' _ 21�48 Dead Load 1,200 Live Load 1.6D0 Short Term Factor - 1,000 Earth,H 1.600 Equiv.Solid Thick In= 7.60 Wind W 100 Masonry Block Type = 3 Wind,,Seismic,E 1,600 Masonry Design Method = ASD Concrete Data f c psi= Fy psi= _Footing Dimenslons&Strengths Footing Design Results Toe Width = 0.50 ft oe Heel Heel Width - _ 1.17 Factored Pressure = 1,704 0 psf Total Footing Width - 1.67 Mu':Upward = 288 D ft-lb Footing Thickness = 12.00 in Mu':Downward = 55 40 ft-lb Key Ullldlh = O,DO in Mu: Design = 233 40 ft-lb Y Actual 1-Way Shear - 4.78 0.79 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 16.00 in f'c = 2,500 psi Fy = 60 UDO psi Heel Reinforcing = #6 @ 16.00 In Footing Concrete DDeensity = 166.00 pcf Key Reinforcing = None Speed Min.As% - 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2,00 @ Btm,= 3.00 in Toe: Nol req'd,Mu<S Fr Heel: Not req'd,Mu<S"Fr Key: No key defined r • �� �, I �- 1 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr; d 480-774-1701 vrrrtv.clsaz.com Printea:1s JUL zota, 9:24AM �Cantilevered Retaining Wall Flb=t3aENG_PR-1LC0026-1118741C-15CACCUL 1118741C-1.EC6 Description: 4'Masonry Site Wall t Summary of Overturning&Resisting Forces&Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft4b Ifs ft ft-lb Heel Active Pressure = 22.5 0.33 7.5 Sell Over Heel - 0.0 1.42 0.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -33.8 0.50 -16,9 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = f Added Lateral Load - Axial Live Load on Stem = I Load @ Stem Above Soil = 104.0 3.25 337.8 Soil Over Toe = 27.5 0.25 6.9 Surcharge Over Toe = Stem Weight(s) = 378.0 0.83 315.0 Earth @ Stem Transitions = Total = 927 O.T.M. = 328.5 Footing Weight = 250.0 0.83 208.3 Resisting/Overturning Ratio = 1,61 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 655.5 Ibs Vert.Component = Total= 655.5 Ibs R.M.= 530.2 Axial live for overturning resistance, t i included or o prsreacaion r .c• r l i I) i _ � , i ' — - � � i Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Protect ID: 1( 480-7741700 Project Descr: 480-774-1701 ! WWW.CtSaZ.COm Printed:19 JUL 2018, 9:25AM Cantilevered Retaining Wall File=G:1ENG_PH-1L0002s-1118741c-11CALCl7L-1118741C 1.EC6 ic KW �:ir�. . Description: 6'Masonry Site Wall Criteria Soil Data Calculations per ACI 318.08, ACI 530.08,IBC 2009, Retained Height = 0.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2010,ASCE 7-0 5 Wall height above soil = 6.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0,00:1 Heel Active Pressure = 45.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure - 30.0 psflft Water height over heel = 0,0 fl Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pof Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure, Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 In Surcharge Loads FLateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 Ibs Used Igo Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom = 0.00 ft Eccentricity - 0.00 in Used for Sliding&Overturning Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem I Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Wind on Exposed Stem = 23.1 psf Poisson's Ratio = 0,300 Axial Load Eccentricity = 0.0 in t 1 _ _ ... • 1 I 1 1 Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: 6-1 a Tempe,AZ 85301 Project ID; 11 480-774-1700 Project DeSCr: 480-774-1701 www.ClSa2.com Printed:19 JUL 2018, 9:25AM � Cad- ntilevered Retaining Watl _ Fua°'c;tENG-PR~1�coo2s"1118741G-11CALCUL-1118741C-t,Ecs . Description T Masonry Site Wall Design Summary FSt7e7m7 Construction T�stem Bar LaplEmb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.53 OK Wall Material Above°Ht" = Masonry Sliding = 3.98 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load - 912 Ibs Rebar Spacing in= 48.00 ...resultant ecc. = 8.65 in Rebar Placed at = Center Soil Pressure @Toe - 1,679 psf OK Design Datafb/FB+fa/Fa _ ostt o.000 Soil Pressure @ Heel = 0 psf OK Total Force @ Section Ibs= 146.4 Allowable = 2,500 psf Moment,.,,Actual ft-I= 487.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,015 psf Moment.,,,,Allowable ft-I= 535.2 ACI Factored @ Heel = 0 psf Shear.,.,.Actual psi= 3.3 Footing Shear @ Toe = 7.7 psi OK Shear.-Allowable psi= 38.7 Footing Shear @ Heel = 1.2 psi OK Wall Weight psf= 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.75 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 45.00 Lateral Sliding Force 138.9 Ibs Lap splice if below in= 45.00 less 100%Passive Force = 187.5 Ibs Hook embed into fooling in= Masonry Data less 100%Friction Force = 364.9 Ibs fm psi= 1,500 � Added Force Req'd = 0.0 Ibs OK Fy psi= ,...for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Load Factors - 21.48 Dead Load 1.200 Modular Ration' - Live Load 1.600 Short Term Factor - 1,000 Earth,H 1.600 Equiv,Solid Thick. In= 7,60 Wind,W 1.600 Masonry Block Type = 3 Seismic,E 1.000 Masonry Design Method = ASD Concrete Data Fc psi= Fy psi= Footing Dimensions&Strengths FoOting Design Results Toe Width = 0.75 ft Toe Heel Heel Width = 1.42 Factored Pressure = 2,015 0 psf Total Footing Width = 2.17 Mu':Upward = 609 0 ft4b Footing Thickness = 12.00 in Mu':Downward = 103 76 ft-lb Mu: Design = 505 76 ft-lb Key Width = 0,00 in Actual 1-Way Shear = 7.73 1.18 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 16.00 in ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Speed Min,As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm,= 3.00 in Tee: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined . • r • - �- + - i -. �� - _ _ �, 1 I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: ! 480-774-1701 ! - vrww.clsaz.com _ Printed:19 JUL 2018, s:zs,4nn Cantilevered Retaining Wall Fero=c:�eNc_Pri-;La0zs-1ua7atc-ucALcut-nta7atc-1.IcCti _ Description: 6'Masonry Site Wall Summary of Overturning & Resisting Forces&Moments OVERTURNING..... --RESISTING..... Force Distance Moment Force Distance Moment Item _ Ibs ft� _ ft-Ib Ibs ft_ ft4b Heei Active Pressure = 22.5 0.33 7.5 Soil Over Heel = 0.0 1.79 0.0 i Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure - -33.8 0.50 -16.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Fooling Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = "Axial Live Load on Stem = Load @ Stem Above Soil = 150.2 4.25 638,1 Soil Over Toe = 41.3 0.38 15.5 Surcharge Over Toe = i Stem Weight(s) = 546.0 1.08 591.6 Earth @ Stem Transitions = Total 138.9 O.T.M. = 628.8 Footing Weight = 325.1 1.08 352,2 Resisting/Overturning Ratio = 1.53 Key Weight - 2.00 Vertical Loads used for Soil Pressure= 912.3 Ibs Vert.Component = Total= 9123 Ibs R.M.= 959.3 r Axial live load NOT included in total displayed,or used for overturning resistance:but is included for soll pressure calculation. M Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy,f1200 Engineer: Tempe,AZ 85301 Protect ID: 4ot ; 480-774-1700 Project Descr: 480-774-1701 VJWW Ct3a2 COr'1 Printed:19 JUL 2018, 9:26AM Ca11t1l@V@r@'d.R@talnlllg wall- FlIe=G,1[NG_PR-1t_CW26-111874SC-11CAtCUL-11f8741C-1.ECC+ Licensee ' Description: 8'Masonry Site Well Criteria Soil Data --� Calculations per ACl318-08, ACI530.08,IBC 2009, Retained Height = 0.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2010,ASCE 7.05 Wall height above soil = 8.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0,00:1 Heel Active Pressure - 45.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure - 30,0 psflft Water height over heel = 0.0 ft Passive Pressure 300.0 psf/ft i Vertical component of active Soil Density,Heel = 110,00 pcf Lateral soil pressure options; Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance, for passive pressure = 12.00 in Surcharge Loads rLateral Load Applied to Stem1 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning .,.Height to Top = 0.00 it Footing Width = 0.00 it Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0,00 it Eccentricity - 0.00 in Used for Sliding&Overturning Wall to Fig CL Dist = 0.00 it Axial Load Applied to Stem ---� Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs at Back of Wail Axial Live Load - 0.0 Ibs Wind on Exposed Stem = 23.1 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in _ t � .y��1 , I Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: n Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 www.Clsaz.conl Printed:18 JUL 2016, 9:26AM He Q%ENS-PR-I\-�26-ik1a7a,C-t{ca.cUL-1118741C-1.EC6 Cantilevered Retaining Wall i l Description: 8'Masonry Site Wall Design Summary Stem Construction Top stem _ Bar Lap)Emb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overluming = 1.61 OK Wall Material Above"Ht" = Masonry Sliding = 3,60 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 1,199 Ibs Rebar Spacing in= 40.00 ...resultant ecc. = 10.75 in Rebar Placed at = Edge n Data Soil Pressure @ Toe = 1,534 psi OK Design Data _ 0.922 0.000 Soil Pressure @Heel = 0 psf OK Total Force @ Section lbs= 192.6 JJ Allowable = 2,500 psf Moment..,.Actual ft-I= 833.9 I Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,841 psf Moment.....Allowable ft-I= 904.2 NCI Factored @ Heel = 0 psf Shear.-Actual psi= 3.1 Footing Shear @ Toe = 9.9 psi OK Shear.....Allowable psi= 38.7 Footing Shear @ Heel = 1.7 psi OK Wall Weight psf= 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.25 Sliding Calcs (Vertical Component NOT Used) Lap splice If above in= 45.00 i Lateral Sliding Force 185:1 Ibs Lap splice If below in= 45.00 less 100%Passive Force = 187.5 Ibs Hook embed into fooling in= less 100%Friction Force = - 479.4 Ibs Masonry Data frn psi= 1,500 Added Force Req'd a 0,0 Ibs OK Fy psi= I for 1.5: 1 Stability = 0.0 Ibs OK Solid Grouting a Yes Load Factors _ Dead Load 1,200 Modular Rafio'n' - 21,48 Live Load 1. 00 Short Term Factor a 1.000 Earth,H 1.600 Equiv.Solid Thick. In= 7.60 Wind,W 100 Masonry Block Type 3 Seismic„E 1.600 Masonry Design Method = ASD Concrete Data f'c psi= Fy psi= Footing Dimensions&Strengths --] Footing Design Results Toe Width = 1.08 ft Toe Heel Heel Width = 1.75 Factored Pressure = 1,841 0 psf Total Footing Width = 2.83 Mu':Upward = 1,055 0 fl-Ib Footing Thickness = 12.00 in Mu';Downward = 192 141 ft-lb Key Width - 0,00 in Mu: Design _ 862 141 ft-lb Y Actual 1-Way Shear - 9.93 1.71 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe - 2.00 It Toe Reinforcing = #7 @ 16.00 in f'c = 2,500p� Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Cfensity - 150.00 pcf Key Reinforcing = None Speed Min.As% - 0,0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm,= 3.00 in Toe: Not req'd,Mu<S"Fr Heel: Not req'd,Mu<S"Fr Key: No key defined `!1►.: . .•h� »�, r i Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: I 480-774-1700 Project Descr; 480-774-1701 www.c!saz.corn Printed:19 JUL 2018, 9:26AM rue=Q1ENC�PR-11:C11026-1l%1 i741 C-1%CALCWt-i118741C-1.EG6 Cantilevered Retaining Wall Description: 8'Masonry Site Wall Summary of Overturning&Resisting Forces&Moments ..•.•OVERTURNING..,,, ....,RESISTING.,... Force Distance Moment Force Distance Moment Item ibs ft ft4b Ibs fl ft-lb Heel Active Pressure = 22,5 0.33 7.5 Soil Over Heel = 0.0 2.29 0.0 t Surcharge over Heel = Sloped Soil Over Heel = i Toe Active Pressure = -33.8 0,50 -16.9 Surcharge Over Heel = € Surcharge Over Toe - Adjacent Footing Load - ! Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = "Axial Live Load on Stem = Load @ Stem Above Soil = 196.4 5.25 1,030,E Soil Over Toe = 59.6 0,54 32,3 Surcharge Over Toe = Stem Weights) = 714.0 1.42 1,011.5 Earth @ Stem Transitions = Total 185,1 O.T.M. = 1,021.5 Footing Weight = 425.0 1.42 602.1 ResistinglOverturning Ratio = 1.61 Key Weigh! w 2.00 Vertical Loads used for Soil Pressure= 1,198.6 Ib.s Vert.Component Total= 1.198.6 Ihs R.M.= 1,645.9 Axial live load NOT included in total displayed,or used for overturning i resistance,but is included for soil pressure calculation. C - • yr. - r Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: (' F<- Tempe,AZ85301 Protect ID: i 480-774-1700 Project Descr: 480-774-1701 w".clsaz.Com Printed:19 JUL 2U1 a,12:36PM Cantilevered Retaining Wall . _ File-o�ENG_PR-1\-00426-111874tCr11CJUCUL-i1t8741C-i.EC6 Description: Concrete Retaining Wall at Ramp Criteria _ Soil Data Calculations per ACI 318.08, ACI 530.08,IBC 2009, Retained Height = 5.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2010,ASCE 7•05 Wall height above soil = 0,00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0,00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35,0 psf/ft Water height over heel = 0,0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for paSive aSSive pressure = 12.00 In Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load 0 0. If= Sufehar a Over Heel = 100.0 psf Lateral Load p Adjacent Footing Load = 0.0Ibs Used To Resist Sliding&Overturning .,.Height to Top = 0.00 ft Footing Width - 0.00 ft !Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 Ibs at Back of Wall Axial Live Load - 0.0 Ibs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0,300 Axial Load Eccentricity 0.0 in Design Summary Stem Construction Top Stem Bar LaplEmb Wall Stability Ratios Design Height Above Ftg It 0,00 Overturning - 1,87 OK Wall Material Above"Ht" = Concrete Sliding = 1.58 OK Thickness in= 8.00 Rebar Size - # 5 Total Bearing Load = 11837 Ibs Rebar Spacing in= 16,00 ..,resultant ecc, = 7.90 in Rebar Placed at = Center Design Data Solt Pressure @ Toe = 1,454 psf OK fblFB+fa1Fa 0.460 Soil Pressure @ Heel - 0 psf OK Total Force @ Section Ibs= 926,5 Allowable = 2,500 psf Moment....Actual ft-I= 1,793.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,746 psf Moment Allowable ft-1= 3,898.0 ACI Factored Co,Heel = 0 psf Shear--Actual psi= 193 Footing Shear @ Toe = 5.5 psi OK Shear,....Allowable psi= 75,0 Footing Shear @ Heel = 10.2 psi OK Wall Weight psf= 100.0 Allowable = 75,0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 23,40 Lateral Sliding Force _ 750.9 Ibs Lap splice if below in= 10.50 less 100%Passive Force = 450.0 Ibs Hook embed into footing in= 10.50 less 100%Friction Force = 730,0 Ibs Concrete Data Added Force Req'd = 0.0 Ibs OK f'c psi= 2,500.0 ....for 1,5:1 Stability = 0,0 Ibs OK Fy psi= Load Factors Dead Load 1,200 Live Load 1,600 Earth,H 1,600 Wind,W 1.600 Seismic,E 1.000 �. �•N� �� • rInc. ro Caruso Turley Scott, ect Title:I 1 1215 W.Rio Salado Pkwy.9200 Engineer: c=1 1 T empe,AZ 85341 Project ID: 480-774-1700 Protect Descr: 480-774-1701 www.clsaz.com Printed:19 JUL 2018,12:36PM Cantilevered Retaining Wall File=GAEttG_PR-ILODD26-111B741C-11Cd�LCUI 11187A1C 1.ECb IM Description: Concrete Retaining Wall at Ramp Footing Dimensions&Strengths Footing Design Results Toe Width = 1.17 ft Tae Heel r Heel Width = 1.93 Factored Pressure = 1,745 0 psf Total Footing Width = 3,00 Mu':Upward = 1,005 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 212 681 ft-lb Key Width = 0.00 in Mu: Design 792 681 ft-lb Y Actual 1-Way Shear 5.53 10.23 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.D0 psi i Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in I rc = 2,500p:7 Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150,00 pcf Key Reinforcing = None Speed Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm,= 3.00 in Toe: Not req'd,Mu<S°Fr Heel: Not req'd,Mu<S x Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments _ .....OVERTURNING..,.. .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 641.7 2.42 1,550.7 Surcharge over Heel - 190.9 3.00 572.7 Sloped Soil Over Heel = i 'Toe Active Pressure - -70.0 0.67 -46.7 Surcharge Over Heel = 116.7 2.42 281.9 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stern = Added Lateral Load = 'Axial Live Load on Stem = Load @ Stem,Above Soil = Soil Over Toe = 1283 0.58 74.9 Surcharge Over Toe = Stem Weight(s) - 500.0 1.50 750.0 i Earth @ Stern Transitions = Total = 750.9 O.T.M. = 1,786.1 Footing Weight = 450.0 1.50 675.0 Resisting/Overturning Rafio = 1.87 Key Weight = Vertical Loads used for Soil Pressure= 1,836.7 Ibs Vert.Component = Total= 1,836.7 Ibs R.M.= 3,332.5 Axial live load NOT Included in total displayed,o[used for overturning resistance,but is included for soil pressure calcu{abon. � . r 1 15U*Wr 0c; 0 P401 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Swire Coca-Cola New Distribution Center Valuation: $8.5M Project Address: 18215 59th Avenue NE, Arlington, WA 98223 Parcel ID#: PARCEL A: 31052200101200' • Legal Description See Below PARCEL 13: 31052200101300 `�> e I Owner: Dan Reid, Swire Coca-Cola, USA ) Phone Number: 801-816-5760 Address: 12634 South 265 West City: Draper State: UT Zip Code: 84020 Engineer:Richard Dahlmann, Caruso Turley Scott Phone Number: 480-774-1705 Cell Phone: 602-370-2045 E-mail: rdahlmann@ctsaz.com Address: 1215 W Rio Salado Pkwv, suite 200 City: Tempe State: AZ Zip Code: 85281 General Contractor:Jared Brooks, Big-D Construction Phone Number: 801-415-6056 Cell Phone: 801-502-2528 E-mail: _Ibrooks(a�big-d.com Address: 404 W 400 S City: Salt Lake City State: UT Zip Code: 84101 Contractor's License Number: BIGDCC 111 KK Expiration: 12/3/2018 Contact Person: Daniel D. Filuk, Architect Phone Number: 602-234-1868 Cell Phone: 602-370-3092 E-mail: danf@kdf-architects.com Address: 300 W Clarendon Ave, suite 320 City: Phoenix State: AZ Zip Code: 85013 Proposed Scope of Work:A NEW WAREHOUSE DISTRIBUTION FACILITY FOR SWIRE COCA-COLA IS TO BE CONSTRUCTED ON(2)ADJACENT PARCELS OF LAND TOTALING APPROXIMATELY 20 ACRES. THE NEW BUILDING IS APPROXIMATELY 135,200 SQUARE FEET AND INCLUDES OFFICE FACITUIES,A VENDING MACHINES SERVICE AREA AND SHIPPING/RECEIVING OFFICES IN ADDITION TO THE WAREHOUSE SPACE. THE WAREHOUSE HAS(12)LOADING PLATFORMS AS WELL AS A VEHICIULAR RAMP FOR(1)INTERIOR LOADING BAY. SITE IMPROVEMENTS INCLUDE AN EMPLOYEE/PUBLIC PARKING AREA OF 115 SPACES ON EITHER SIDE OF THE OFFICE BUILDING WITH A DRIVE ON TO 59TH AVENUE. THE PAVED SERVICE YARD PROVIDES FOR A SHIPPING/CHECK-IN AREA,TRAILER STAGING AREAS AND THE LOADING DOCK AREA MENTIONED ABOVE LEGAL DESCRIPTION: PARCEL A: THE WEST 981.00'OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22,TOWNSHIP 31 NORTH, RANGE 5 EAST,W.M.,IN SNOHOMISH COUNTY,WASHINGTON.EXCEPT ROADS. (CONTAINING APPROXIMATELY 653,596 SQ.FT./15.00 ACRES) PARCEL B: THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22,TOWNSHIP 31 NORTH,RANGE 5 EAST, W.M.,IN SNOHOMISH COUNTY,WASHINGTON. EXCEPT THE WEST 981.00 FEET OF SAID NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22. (CONTAINING APPROXIMATELY 194,484 SQ.FT./4.46 ACRES) REV 2015 Page 6 of 9 00 Y 0 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington - 18204 59th Ave NE -Arlington,WA 98223 - Phone (360)403-3551 Project Name/Tenant Swire Coca-Cola New Distribution Center Site Address 18215 59th Avenue NE, Arlington, WA 98223 Bldg/Unit/Suite IBC Construction Type III-B Von-sprinklered IBC Occupancy Type 'A', 'B', 'S-1' Description of Use New distribution warehouse and offices Building Square Foot a 135,209 s.f. t >>'.) c}_� Number of Stories 1 Square Footage Per Floor 135,209 s.f. Will there be any installation, modification or removal of the following? (Check all that apply) ® Automatic fire extinguishing systems ❑ Compressed gas systems IN Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc...) ❑ Hazardous materials IN High piled/rack storage ❑ Industrial ovens/fumace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Name of Project: Swire Coca-Cola New Distribution Center Project Address: 18215 59th Avenue NE, Arlington, WA 98223 Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspec : The Special inspection Firm of &V_Wn -- will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 8 of 9 i1 1 t: �a7� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 - Phone (360)403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. X❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) © One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form El Two (2)Architectural Drawings 0 Two (2) Structural Drawings ® Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) 0 One (1) NREC Code Compliance Forms El One (1)Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to ced(W-arlinatonwa.uov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 k, COMMERCIAL APPLICATION ��ilNG�o� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration,and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot / Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 t COMMERCIAL APPLICATION NG�o� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. XD SITE PLAN —REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer,gas and electrical. 10. Flood hazard areas,floodways, and design flood elevations as applicable. B. El ARCHITECTURAL DRAWINGS 1. IN Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type (show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ® Floor Plan a) Plan view 1/8"minimum scale. Details a minimum'/.-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 G1�y Off' COMMERCIAL APPLICATION VMS Department P RMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 j) Show the location of all new walls,doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls, doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ® Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum'/<-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1.Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ® Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run,landings, headroom, handrail and guardrail dimensions. 5. ® Storage Racks (if applicable) Will be submitted under deferred submittal a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. NO SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704, the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. X❑ WASHINGTON STATE ENERGY CODE COMcheck forms submitted 1. One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 IING YCOMMERCIAL APPLICATION Ip PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained,prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree the teens and conditions of this agreement. 2 Owner. Date: O I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. 0,..p 0.,�yk Applicants Signature Daniel D. Filuk 10/12/18 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 di WIN:1 U� COMMERCIAL APPLICATION 7�ifNG�o�ePERMIT SUBMITTAL Department of Community$ Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at(425)339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 SAFEbuilt PLAN REVIEW COMMENTS DATE: 3/11/2019 TO: SWIRE COCA-COLA DISTRIBUTION FROM: Lou Whitford PHONE: 801-816-5760 PHONE: 206-503-5948 EMAIL: danf@kdf-architects.com EMAIL: Iwhitford@safebuilt.com PERMITS#: BLDG-2209 OCCUPANCY GROUP: A, B, S-1 PROJECT: SWIRE COCA-COLA DISTRIBUTION TYPE OF CONSTRUCTION: III-B ADDRESS: 18215 59TH AVE NE NUMBER OF STORIES: 1 SAFEbuilt Inc. has reviewed the projects below documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permits referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w W ki4fiorrd. Senior Plans Examiner 1621 11411 Ave SE, Ste 219 Bellevue, WA 98004 Iwhitford@safebuilt.com 5 r y COMMERCIAL APPLICATION ��ljNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. X❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) El One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form El Two (2)Architectural Drawings El Two (2) Structural Drawings ® Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) One (1) NREC Code Compliance Forms 0 One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to ced(aD_arlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 G1�Y Off' COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code (IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible& Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2 & IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42" paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. RI SITE PLAN —.REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer, gas and electrical. 10. Flood hazard areas,floodways, and design flood elevations as applicable. B. RI ARCHITECTURAL DRAWINGS 1. IN Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type (show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ® Floor Plan a) Plan view 1/8"minimum scale. Details a minimum '/4-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new, existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 G1�Y Off' COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls, doors,windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3. ® Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum '/4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ® Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. 5. ® Storage Racks (if applicable) Will be submitted under deferred submittal a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less, show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. FRI SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. RI WASHINGTON STATE ENERGY CODE COMcheck forms submitted 1. One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 G1�y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Swire Coca-Cola New Distribution Center Valuation: $8.5M Project Address: 18215 59th Avenue NE, Arlington, WA 98223 Parcel ID#: PARCEL A: 31052200101200 Legal Description See Below PARCEL B: 31052200101300 Owner: Dan Reid, Swire Coca-Cola, USA Phone Number: 801-816-5760 Address: 12634 South 265 West City: Draper State: UT Zip Code: 84020 Engineer:Richard Dahlmann, Caruso Turley Scott Phone Number: 480-774-1705 Cell Phone: 602-370-2045 E-mail: rdahlmann@ctsaz.com Address: 1215 W Rio Salado Pkwv, suite 200 City: Tempe State: AZ Zip Code: 85281 General Contractor: Jared Brooks, Big-D Construction Phone Number: 801-415-6056 Cell Phone: 801-502-2528 E-mail: jbrooks .big-d.com Address:404 W 400 S City: Salt Lake City State: UT Zip Code: 84101 Contractor's License Number: BIGDCC 111 KK Expiration: 12/3/2018 Contact Person: Daniel D. Filuk, Architect Phone Number: 602-234-1868 Cell Phone: 602-370-3092 E-mail: danf@kdf-architects.com Address: 300 W Clarendon Ave, suite 320 City: Phoenix State: AZ Zip Code: 85013 Proposed Scope of Work:A NEW WAREHOUSE DISTRIBUTION FACILITY FOR SWIRE COCA-COLA IS TO BE CONSTRUCTED ON(2)ADJACENT PARCELS OF LAND TOTALING APPROXIMATELY 20 ACRES. THE NEW BUILDING IS APPROXIMATELY 135,200 SQUARE FEET AND INCLUDES OFFICE FACITLIIES,A VENDING MACHINES SERVICE AREA AND SHIPPING/RECEIVING OFFICES IN ADDITION TO THE WAREHOUSE SPACE. THE WAREHOUSE HAS(12)LOADING PLATFORMS AS WELL AS A VEHICIULAR RAMP FOR(1)INTERIOR LOADING BAY. SITE IMPROVEMENTS INCLUDE AN EMPLOYEE/PUBLIC PARKING AREA OF 115 SPACES ON EITHER SIDE OF THE OFFICE BUILDING WITH A DRIVE ON TO 59TH AVENUE. THE PAVED SERVICE YARD PROVIDES FOR A SHIPPING/CHECK-IN AREA,TRAILER STAGING AREAS AND THE LOADING DOCK AREA MENTIONED ABOVE LEGAL DESCRIPTION: PARCEL A: THE WEST 981.00'OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M., IN SNOHOMISH COUNTY,WASHINGTON. EXCEPT ROADS. (CONTAINING APPROXIMATELY 653,596 SQ.FT./15.00 ACRES) PARCEL B: THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22,TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., IN SNOHOMISH COUNTY,WASHINGTON. EXCEPT THE WEST 981.00 FEET OF SAID NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22. (CONTAINING APPROXIMATELY 194,484 SQ.FT./4.46 ACRES) REV 2015 Page 6 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Project Name/Tenant Swire Coca-Cola New Distribution Center Site Address 18215 59th Avenue NE, Arlington, WA 98223 Bldg/Unit/Suite IBC Construction Type III-B non-sprinklered IBC Occupancy Type 'A', 'B', 'S-1' Description of Use New distribution warehouse and offices Building Square Footage 135,209 s.f. Number of Stories 1 Square Footage Per Floor 135,209 s.f. Will there be any installation, modification or removal of the following? (Check all that apply) ® Automatic fire extinguishing systems ❑ Compressed gas systems IN Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ® High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents (>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Name of Project: Swire Coca-Cola New Distribution Center Project Address: 18215 59th Avenue NE, Arlington, WA 98223 Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted. The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site, for review. REV 2015 Page 8 of 9 G1�Y COMMERCIAL APPLICATION 7�LjNG�p� PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree ply with the terms and conditions of this agreement. Owner. Date: /o r A7//z I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. 0'.-P 0.J� Applicants Signature Daniel D. Filuk 10/12/18 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Y� Amount Received Receipt# Y Date Received REV 2015 Page 9 of 9 SAFEbuilt/Washington 1621 114'Ave SE.Ste 219 Bellevue,WA 98004 www.SAFEbuilt.com SAFEbuilt , E RM 001 SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17,where application is made for construction as described in this section, the owner or the registered design professional in responsible charge acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME Dan Reid PHONE 801-816-5760 EMAIL DReid*swirecc.com PRIMARY CONTACT Dan Filuk PHONE 602-234-1868 EMAIL danf@kdf-architects.com TAX I.D.NUMBER PROJECT NAME Swire Coca-Cola New Distribution Center PROJECT New distribution warehouse and DESCRIPTION offices and site work SITE ADDRESS 18215 59th Avenue NE Arlington,WA 98223 Before A permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete(2)copies of this agreement,including the required acknowledgements,and attach structural tests and inspections schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the Building Official prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2015 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Inspector a) Observe work: The Special Inspector shall observe the work for conformance with SAFEbuilt approved(stamped)design drawings and specifications and applicable workmanship provisions of the IBC the Architect/ Engineer-reviewed shop drawings and/ or placing drawings may be used only as an aid to inspection. 11Page b) Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report.If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the SAFEbuilt by telephone or in person, and notify the project Architect or Engineer. Inspector I Kevin Richardson Phone 360-733-7318 c) Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the job site with the contractor for review by the Building Official. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the SAFEbuilt,project Architect/Engineer, and others as designated. These reports must include the following: i) Description of daily inspections and test made, with applicable locations. ii) Listing of all non-conforming items. iii) Report on how non-conforming items were resolved or unresolved, as applicable. iv) Itemize all changes authorized by the Architect/ Engineer of Record and Building Official if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to SAFEbuilt stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when continuous was required, etc.) shall be specifically itemized in this report. 2) Contractor Responsibilities a) Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the SAFEbuilt approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by SAFEbuilt upon request. 3) SAFEbuilt a) Approve Special Inspector: SAFEbuilt shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the SAFEbuilt. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. 2 1 P a g e c) Issue Certificate of Occupancy: SAFEbuilt may forward approval confirmation to the jurisdiction having authority that a Certificate of Occupancy can be issued after all Special Inspection reports and the final report have been submitted and accepted. 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction,testing of backfill and or road beds as recommended by the geo-tech engineer,and structural welding as work progresses. SPECIAL INSPECTION & STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. ®STRUCTURAL STEEL (IBC 1705.2.1 & 1705.12.1) ®STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) ®CONCRETE CONSTRUCTION (IBC 1705.3) ®MASONRY CONSTRUCTION (IBC 1705.4) ❑WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 & 1705.12.2) ®SOILS CONSTRUCTION (IBC 1705.6) [--I DRIVEN DEEP FOUNDATIONS (IBC 1705.7) 3 1 P a g e ❑CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) ❑HELICAL PILE FOUNDATIONS (IBC 1705.9) El SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) ❑MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ❑EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) ❑FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) ➢ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑SMOKE CONTROL (IBC 1705.18) ❑ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ➢ Only required for buildings located within Seismic Design Category D, E, or F ❑PLUMBING, MECHANICAL & ELECTRICAL COMPONENTS (IBC 1705.12.6) ➢ Only required for buildings located within Seismic Design Category C, D, E, or F ❑SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ®SPECIAL CASES (IBC 1705.1.1)—material alternatives or unusual design applications Expansion, Epoxy, Adhesive, and Screw Anchor Installation El MISCELLANEOUS AREAS -- These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 4 1 P a g e SAFEbuilt/Washington SAFEbuilt. 1621114`h Ave SE.Ste 219 Bellevue,WA 98004 www.SAFEbuilt.com FORM 001 SPECIAL INSPECTION AND TESTING AGREEMENT Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner Dan Reid - Date Signature Contractor Jared Br Date Signature 3 ❑ Submit to st n of responsibility in accordance with IBC Section 170 .4. Special Inspector Kevin Richardson Date 10/10/2018 Signature N Submit WABO certification for special inspection agency and inspectors, (or) ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector name Logan Senrud Scope of Work Technical Director Inspector name Tim Martin Scope of Work Concrete,Soils,Steel,Masonry Inspector name Dave Bufalini Scope of Work Super.Lab Tech,Concrete,Soils,Masonry Inspector name Scope of Work Inspector name Scope of Work Inspector name Scope of Work Architect/Engineer of Record Dan Filuk Date 10/12/18 Signature 0"o 5 1 P a g e Structural Observer Date Signature ❑ Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑ Structural Observations required in accordance with IBC Section 1704.5. ACCEPTED BY SAFEBUILT SAFEbuilt Date Signature 6 1 P a g e SAFEbuilt/Washington 1621 114'Ave SE.Ste 219 VM Bellevue,WA 98004 www.SAFEbuilt.com SAFEbuilt , FORM 0 0 2 DEFERRED SUBMITTAL REQUESTS The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. PERMIT NUMBER: #47 APPLICANTS NAME Dan Reid PHONE 801-816.5760 EMAIL DReid@swirecc.com PRIMARY CONTACT Dan Filuk PHONE 602-234-1868 EMAIL danf@kdf-architects.com TAX I.D.NUMBER PROJECT NAME Swire Coca-Cola New Distribution Center PROJECT New distribution warehouse and DESCRIPTION offices and site work SITE ADDRESS 18215 59th Avenue NE Arlington,WA 98223 1 Page ITEM :Storage Racking Date 10/12/2018 ITEM :Fire Alarm System Date 10/12/2018 ITEM : Fire Protection System Date 10/12/2018 ITEM : Date ITEM : Date ITEM : Date I hereby assume all risk, financially and otherwise, for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate.I understand that approval for the above deferred submittal(s)may take up to ten working days (or longer if there are problems with the submittal) from the date of submission. I understand that certain inspections will NOT be performed until the submissions are accepted. I understand additional fees will be required based on the additional time spent for plan review. All deferred submittals must be submitted to the design professional in responsible charge of the above project for written approval prior to submittal to SAFEbuilt. Architect/Engineer of Record Daniel D. Filuk Date 10/12/2018 Signature Owner Dan Reid 40 Date Signature /o ZI ACCEPTED ON BEHALF OF THE SAFEBUILT SAFEbuilt Date Signature 2 1 P a g e COMPANY CERTIFICATIONS/ACCREDITATIONS GeoTest is Certified, Registered or Accredited by the following: State of Washington-Certified: Certified Engineering Corporation — Practicing geotechnical engineering as well as engineering geology, construction inspection and materials testing Certified -Small Business Enterprise (SBE)-S000025122 ACCREDITED WABO(Washington Association of Building Officials) Registered: Since 1994 Registered as a Special Inspection Agency in the following categories: MkIt JIF6 81 • Reinforced Concrete • Prestressed Concrete • Shotcrete • Structural Masonry MAP• Structural Steel &Welding • Spray Applied Fire Resistive Materials ✓MS,�TG AMRL • Lateral Framing(Wood&Steel) • Proprietary Anchors • Firestopping A2LA(American Association for Laboratory Accreditation)Accredited: Since 1994 A2LA has accredited GeoTest Services Inc. in Bellingham and Arlington, WA for technical competence in the field of Construction Materials Testing& Construction Materials Engineering. AASHTO(American Association of State& Highway Transportation Officials) AMRL Proficiency Sample Program CCRL(Cement&Concrete Reference Laboratory) -Concrete Proficiency Program ICC(International Code Council) Certified: Special Inspectors are certified in their respective inspection categories. ACI (American Concrete Institute)Certified: ACI Concrete Technician certification is required for ICC certification as a concrete special inspector NICET-Certification Program - Level I & II Certified personnel in Soils, Concrete &Asphalt Troxler—Certified personnel use of a Troxler Nuclear Densometer Gauge (soils& asphalt) WSDOE (Washington State Department of Ecology) Erosion &Sediment Control Lead Certified personnel Oil Refinery Standards - GeoTest maintains company and personnel safety standards compliant with four petro-chemical refineries in our region. Safety certification includes: C-Stop, HZWOPPER, independent refinery certification, E-Verify, CPR, TWIC, PICS and Company Safety Manual and annual safety training. BN Contractor ID Badge On-Line Course— GeoTest maintains company personnel that have completed the contractor orientation and badging through www.contractorbadge.com. Quality System-GeoTest maintains an annually audited Quality System & Manual since 1994. r� 41 I)i:I',��fZ`1'1It:,1'"i� (_)f� LICENSING ri r 7e1aj&*49t'4Cq, 7ea Sew.6w, / . . . r d4&40ed i r i . keg eaw&�d / r r 44J fftC / / r p� I I y,M rn�c r1t�,r�, GIN-ell UlIder tllejlylllLi and seal (if-the Executive Directoi r e o" �q"e`pjtXP1«� o / ,l 1 / / st:�mL� �� Washington Association of Building Officials IN& Special Inspection Agency Certificate of Registration GeoTest Services, Inc. Arlington, Washington The premise of the Washington Association of Building Officials (WABO) special inspection registration program is that the "special inspector" referred to in the State Building Code is a quality control organization with management and supervisory personnel, special inspectors and laboratory technicians, and the appropriate equipment and facilities to conduct special inspection and material testing in accordance with those standards stipulated in the State Building Code. Types of Work RC REINFORCED CONCRETE PC PRESTRESSED CONCRETE SC SHOTCRETE SM STRUCTURAL MASONRY SSB STRUCTURAL STEEL AND BOLTING SW STRUCTURAL WELDING FP SPRAY-APPLIED FIRE-RESISTIVE MATERIALS PA PROPRIETARY ANCHORS The agency name on this Certificate of Registration has, as prescribed in the State Building Code, demonstrated competence to the satisfaction of the building official specifying the services of a WABO registered special inspector, by qualifying for registration as an agency, as prescribed in the WABO Agency and Inspector performance Qualification Standard No. 1701 for the particular type(s) of work listed above. April 1, 2020 �. EXPIRATION DATE EXECUTIVE DIRECTOR American Association of State Highway and Transportation Officials AASHTO Accreditation Program Certificate of Accreditation This is to signify that Geo/Test Services, Inc. in Arlington, Washington has demonstrated proficiency for the testing of construction materials and has conformed to the minimum requirements established in AASHTO R 18 set forth by the AASHTO Highway Subcommittee on Materials (HSOM). The scope of accreditation can be viewed on the AAP Directory of Accredited Laboratories on www.amrl.net. Bud Wright, Exec tie Director Moe Jamshidi, AASHTO HSOM Chair AASH O Akl% THE VOICE OF TRANSPOR ATION AASHTO R18 Accredited Laboratory A21-A has accredited GEOTEST SERVICES INC. Arlington, WA for technical competence in the field of r Construction Materials Testing This laboratory is accredited in accordance with the recognized International Standard ISO/IEC 17025:2005 General requirements for the competence of testing and calibration laboratories. This accreditation demonstrates technical competence for a defined scope and the operation of a laboratory quality management system (refer to joint ISO-ILAC-IAF Communique dated 8 January 2009). Presented this 261h day of April 2017. OF {% President and CEO For the Accreditation Council - 2 f" Certificate Number 0489.02 ` Valid to January 31, 2019 For the tests to which this accreditation applies, please refer to the laboratory's Construction Materials Scope of Accreditation. SCOPE OF ACCREDITATION TO ISOJEC 17025:2005 GEOTEST SERVICES, INC. 20611 —67`h Avenue NE,Unit A Arlington,WA 98223 Kevin Richardson Phone: 360 733 7318 Valid To: January 31, 2019 Certificate Number: 0489.02 In recognition of the successful completion of the A2LA evaluation process, accreditation is granted to this laboratory for: CONSTRUCTION MATERIALS ENGINEERING ASTM: C 1077 (Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation); D3666 (Agencies Testing and Inspecting Road and Paving Materials); D3740(Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction); E329 (Agencies Engaged in Construction Inspection and/or Testing) CONSTRUCTION MATERIALS TESTING Test Method: Test Description: A re ates: ASTM C40 Organic Impurities in Fine Aggregates for Concrete ASTM C117 Materials Finer than 75-µm(No. 200) Sieve in Mineral Aggregates by Washing ASTM C 127 Density, Relative Density(Specific Gravity),and Absorption of Coarse Aggregate ASTM C 128 Density,Relative Density(Specific Gravity), and Absorption of Fine Aggregate ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates ASTM C566 Total Evaporable Moisture Content of Aggregate by Drying ASTM C702 Reducing Samples of Aggregate to Testing Size ASTM D75* Sampling Aggregates ASTM D2419 Sand Equivalent Value of Soils and Fine Aggregate Bituminous: ASTM D979/D979M* Sampling Bituminous Paving Mixtures ASTM D2041/D2041M Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures ASTM D2726 Bulk Specific Gravity and Density of Non-Absorptive Compacted Bituminous Mixtures ASTM D2950* Density of Bituminous Concrete in Place by Nuclear Methods ASTM D3549 Thickness or Height of Compacted Bituminous Paving Mixture Specimens ASTM D5444 Mechanical Size Analysis of Extracted Aggregate ASTM D6307 Asphalt Content of Hot-Mix Asphalt by Ignition Method (A2LA Cert.No. 0489.02)04/26/2017 Page 1 of 2 5202 Presidents Court, Suite 220 1 Frederick, MD 21703-8515 1 Phone:301 644 3248 1 Fax:240 454 9449 1 wwwA2LA.org Test Method: Test Description: Concrete: ASTM C31/C31M* Making and Curing Concrete Test Specimens in the Field ASTM C39/C39M Compressive Strength of Cylindrical Concrete Specimens ASTM C138/C138M* Density(Unit Weight), Yield,and Air Content(Gravimetric)of Concrete ASTM C143/C143M* Slump of Hydraulic-Cement Concrete ASTM C172/CI72M* Sampling Freshly Mixed Concrete ASTM C173* Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C231/C231M* Air Content of Freshly Mixed Concrete by the Pressure Method ASTM C617 Capping Cylindrical Concrete Specimens ASTM C 1064/C 1064M* Temperature of Freshly Mixed Hydraulic-Cement Concrete ASTM C 1140 Preparing and Testing Specimens from Shotcrete Test Panels ASTM C1231/C1231M Unbonded Caps in Determination of Compressive Strength of Hardened Concrete Cylinders Fireproofing: ASTM E605* Thickness and Density of Sprayed Fire-Resistive Material (SFRM) Applied to Structural Members ASTM E736* Cohesion/Adhesion of Sprayed Fire-Resistive Materials Applied to Structural Members Mason ASTM C109/C109M Compressive Strength of Hydraulic Cement Mortars(Using 2-in. or (Compressive Strength Only) 50-mm Cube Specimens) ASTM C579 Compressive Strength of Chemical-Resistant Mortars, Grouts, Monolithic Surfacin s, and Polymer Concretes ASTM C780* (Section A6) Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry ASTM C1019* Sampling and Testing Grout ASTM C 1314 Compressive Strength of Masonry Prisms Soils: ASTM D698 Laboratory Compaction Characteristics of Soil Using Standard Effort ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort ASTM D4718 Unit Weight and Water Content for Soils Containing Oversize Particles ASTM D6938* In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods Shallow Depth) Steel(Shop & Field)*: AWS D L I Structural Welding Code—Steel Clause 6, Inspection) AWS D1.3 Structural Welding Code—Sheet Steel Clause 6, Inspection) AWS DIA Structural Welding Code—Reinforcing Steel Clause 6, Inspection) AWS D1.8 Structural Welding Code—Seismic Supplement Clause 7, Inspection) AISC 360 Specification for Structural Steel Buildings(Chapter N, QA/QC Fabrication&Erection) RCSC Specification for Structural Joints Using High Strength Bolts(Section 9, Ins ection * This laboratory meets A2LA R104— General Requirements:Accreditation of Field Testing and Field Calibration Laboratories for these tests. (AMA Cert.No.0489.02)04/26/2017 Page 2 of 2 Triton Mission Control Facility(P240) 12018 PERSONNEL CERTIFICATIONS 009 GeOTe5T Washington Association of Building Offic P O Box 7310,Olympia,WA 98507 888-664-9515 ♦ wwvw.vmbo.org Technical Director LOGAN SENRUD GEOTEST SERVICES. INC. 20611 67TH AVE NE #A ARLINGTON WA 98223 Expire S:April 1,2019 RENEW ON OR BEFORE EXPIRATION DA' Certificate valid only when certificate holder is employed by a WABO Registered Agency. This card is the property of WABO ;r Washington Association of Building Officials 1 P O Box 7310 Olympia.WA 98507 360-621-8659 . vemy wabo_ora REGISTERED SPECIAL INSPECTOR LOGAN SENRUD 6311 216TH ST SE WOODINVILLE WA 98072 _ Expires: October 1.2019 ~SIU175'1 RENEW ON OR BEFORE EXPIRATION DATE Valid only when certificate holder Is employed by a WABO Rewstered Aqency. Q RC REINFORCED CONCRETE m SC SHOTCRETE in SM STRUCTURAL MASONRY SSB STRUCTURAL STEEL AND BOLT114G SW STRUCTURAL WELDING s LW LATERAL WOOD CF COLD-FORMED STEEL FRAMING PA PROPRIETARY ANCHORS 0 H G a H This card is the property of WABO Washington Association of Building Officials e� WABO Reciprocal Special Inspector Certificate of Registration DAVID P. BUFALINI i Types of Work: SC SHOTCRETE LW LATERAL WOOD CF COLD-FORMED STEEL FRAMING PA PROPRIETARY ANCHORS ID Number: WABO 3464 Expiration Date: January 1, 2021 A WABO Special Inspection Reciprocal Inspector Certificate of Registration is valid for three years and should be renewed prior to its expiration date. /t is your responsibility to maintain a current WABO Certificate of Registration. Renewals must be postmarked before the expiration date. Certificate of Registrations not renewed prior to the expiration date will be considered void and require reinstatement within sixty (60) days of the expiration date. (Reinstatement of an expired Certificate of Registration requires an additional $20 late fee). Certificate of Registrations not reinstated will require submittal of an Initial Application form, along with appropriate fees and an interview. Certificate valid only when certificate holder is employed by a WABO Registered Agency. Washington Association of Building Officia IiiiII )( f l P O.Box 7310,Olympia,WA 98507 888-664-9515 • v"m.%,mbc.org Supervising Laboratory Technician DAVID P. BUFALINI GEOTEST SERVICES. INC. 20611 67TH AVE NE#A ARLINGTON WA 98223 Expires:April 1,2019 RENEW ON OR BEFORE EXPIRATION DA Certificate valid only when certificate holder is employed by a WABO Registered Agency. This card is the property of WABO REGISTERED SPECIAL INSPECTOR TIM J. MARTIN 18026 MCELROY RD ARLINGTON WA 98223 ID Number: Expires: April 1, 2019 SI 01516 RENEW ON OR BEFORE EXPIRATION DATE alid only when certificate holder is employed by a 'w, y RC REINFORCED CONCRETE y PC PRESTRESSED CONCRETE .in SC SHOTCRETE C SM STRUCTURAL MASONRY SSB STRUCTURAL STEEL AND BOLTING �c SW STRUCTURAL WELDING o FP SPRAY-APPLIED FIRE-RESISTIVE MATERIALS 3: LW LATERAL WOOD p CF COLD—FORMED STEEL FRAMING PA PROPRIETARY ANCHORS s2 F— This card is the property of W CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:18215 59th Avenue NE Permit#:2209 Parcel#:31052200101200 Valuation: 11353057.00 OWNER APPLICANT CONTRACTOR Name:S WIRE PACIFIC HOLDINGS Name:Daniel D.Filuk,Architect Name:Big-D Construction Corp Address: 12634 S 265 WEST Address:300 W Clarendon Ave,Suite 320 Address:404 W 400 S City,State Zip:DRAPER,UT 84020 City,State Zip:Phoenix,AZ 85013 City,State Zip:Salt Lake City,UT 84101 Phone: Phone:602-234-1868 Phone:801-415-6056 LIC:BIGDCCN950JD EXP:4/4/2019 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:Big-D Construction Corp Name:Big-D Construction Corp Address:404 W 400 S Address:404 W 400 S City,State,Zip:Salt Lake City,UT 84101 City,State,Zip: Salt Lake City,UT 84101 Phone:801-415-6056 Phone:801-415-6056 LIC#:BIGDCCN950JD EXP: 4/4/2019 LIC#:BIGDCCN950JD EXP:4/4/2019 JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: I CONST.TYPE: III-B DWELLING UNITS: 0 OCC GROUP: A, B,S-1 BUILDINGS: 1 OCC LOAD: 604 total building PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC1 l0/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must n your sales tax return form and co Ci o lington#3101. Signature Print Name Date Released IJ§ ate CONDITIONS Adhere to approved plans. Approved documents to remain onsite. Call for inspections. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQiIF.F.S,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 3/12/2019 Building Permit Fee $67,494.60 3/12/2019 Building Plan Review Fee $43,871.49 3/12/2019 Processing/Technology Fee $25.00 3/12/2019 State Surcharge-Commercial $25.00 3/12/2019 Traffic Mitigation $87,230.00 Total Due: $198,646.09 Total Payment: $198,646.09 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon SAFEbul It . APPLICATION STATUS ❑ Revisions Required — Hold Lou Whitford ❑ Initial Review ❑ 2nd Review ❑x 3rd Review Sr. Plans Examiner ❑ Approved With Conditions Phone:206-503-5948 1621 1141hAve SE, Ste 219 ❑ APPROVED Bellevue WA 98004 Iwhitford@safebuilt.com DATE: 1-24-2019 Safebuiltbellevue@safebuilt.com IMPORTANT REVISION SUBMITTAL INFORMATION To Whom It May Concern: The energy report submitted by Bowle Tiglas Engineering has triggered additional information needed to be reflected in both the report and plans submitted for the Swire Coca-Cola Distribution/Permit#BID 2209 . This comment letter is in response to the Energy Code report sent on 1/14/2019. Please review the comments listed below and make corrections to the drawings as necessary. Instructions for submitting Revisions • Identify revised/added information by circling,noting, or otherwise consistently marking changes on the plans. • Please respond in writing to each comment by marking the attached list or creating a response letter. Remember to indicate which plan sheet,detail, specification,or calculation shows the requested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. • Submit your new set of revised plan corrections c/o: Lou Whitford- Safebuilt at the City of Arlington with a copy of this letter. PLEASE NOTE: Further review and correction may be necessary as a result of submitting this additional information. If you have questions concerning the review of this project of the information contained in this letter, you may contact SAFEbuilt as shown above. Sincerely, Law W ki f f oroG Senior Plans Examiner 1 I P a g e COMMENTS TRIGGERED BY ENERGY REPORT DATED 1/14/2019 ARE AS FOLLOWS; 1. The energy report submitted by Bowle Tiglas Engineering reflects a few inaccurate area square footages represented for both fenestration and roll-up doors. The fenestration should be a minimum of 374 sq. ft. of area in the Office Building (vs. 120 sf) and 1,484 sq. ft of area for the roll-up doors located in the Warehouse (vs. 284 sf). 2. The roll-up doors in the warehouse indicate a U Factor of.071 (equal to R-14). I'm unable o locate information on the internet for a door with that rating. Please provide product information for the doors intended to be purchased for this application. 3. Energy Code compliance must be reflected on the plans. Show cross sections that reflect he energy options chosen. Show the following information on the plans; • Page A500—Add details to this page reflecting R-23.5 wall insulation as the 1 %" ridged board with Gypsum does not equate to R-23.5 per detail 9 & 14. It looks like furred walls of 2x6 may need to be added throughout the warehouse to meet this requirement. • Page A500—Add detail to the minimum of R-10 throughout the exterior foundation equating to 24" as prescribed for the Proposed Design. • Page A600—Add U-Factor column to the Window Schedule of 0.26. • Page A600—Add U-Factor column to the Door Schedule of 0.37 (R-2.7) for man doors and 0.71 (R-14) for the roll-up doors. 2 P a g e 6 COMcheck Software Version 4.0.8.2 �( Envelope Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Swire Coca-Cola Arlington WA Location: Arlington,Washington Climate Zone: 4c Project Type: New Construction Vertical Glazing/Wall Area: 7% Construction Site: Owner/Agent: Designer/Contractor: North of 59th Ave NE& 180 St NE Dan Reid Daniel Filuk Arlington, WA 98223 Swire Coca-Cola, USA Daniel D. Filuk, Architect 12634 South 265 West 300 West Clarendon Building B Suite 320 Draper, UT 84020 Phoenix,AZ 85013 1-801-816-5760 602-234-1868 dreid@swirecc.com danf@kdf-architects.com Additional Efficiency Package(s) Reduced interior lighting power.Requirements are implicitly enforced within interior lighting allowance calculations. Building Area Floor Area 1-MAIN OFFICE (Office) : Nonresidential 13098 2-POS Offices (Office) : Nonresidential 1738 3-Support Offices(Office) : Nonresidential 1935 Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor(a) Perimeter Roof-Main Office:Attic Roof with Steel Joists,[Bldg.Use 1 -MAIN 13098 11.0 38.0 0.020 0.027 OFFICE] Floor-Main Office:Slab-On-Grade:Un heated,Vertical 2 ft., [Bldg.Use 503 --- 10.7 0.537 0.540 1 -MAIN OFFICE](c) Roof-POS Office:Attic Roof with Steel Joists, [Bldg. Use 2-POS 1738 38.0 0.0 0.035 0.027 Offices] Floor-Main Office copy 1:Slab-On-Grade:Unheated,Vertical 2 ft., 99 --- 10.7 0.537 0.540 [Bldg. Use 2-POS Offices](c) Roof-Support Office:Attic Roof with Steel Joists,[Bldg. Use 3- 757 38.0 0.0 0.035 0.027 Support Offices] Roof-Support Office:Attic Roof with Steel Joists,[Bldg. Use 3- 1148 11.0 38.0 0.020 0.027 Support Offices] Floor-Support Office:Slab-On-Grade:Unheated,Vertical 2 ft.,[Bldg. 99 --- 10.7 0.537 0.540 Use 3-Support Offices](c) NORTH Exterior Wall-North:Concrete Block:8", Partially Grouted,Cells 1090 1.1 10.7 0.069 0.090 Insulated,Normal Density, Furring: Metal,[Bldg.Use 1 -MAIN OFFICE] Storefront:Metal Frame with Thermal Break,Pert.Specs.:Product ID 120 --- --- 0.260 0.380 solarban 70x1,SHGC 0.27, PF 0.49,[Bldg. Use 1 -MAIN OFFICE](b) Door-storefront:Glass(>50%glazing):Metal Frame, Entrance Door, 39 --- --- 0.260 0.770 Project Title: Swire Coca-Cola Arlington WA Report date: 08/24/18 Data filename: H:\_DDF\17.0018\comcheck\Swire Coke Arlington.cck Page 1 of 10 Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor(.) Perimeter Perf.Specs.: Product ID soarban 70x1,SHGC 0.27, PF 0.33, [Bldg.Use 1 -MAIN OFFICE](b) Exterior Wall-POS office:Solid Concrete:8"Thickness, Normal 745 0.0 6.6 0.108 0.090 Density, Furring:Metal,[Bldg. Use 2-POS Offices] Exterior Wall-POS office copy 1:Steel-Framed, 16"o.c., [Bldg. Use 2- 144 11.0 7.5 0.066 0.064 POS Offices] Exterior Wall-Support office:Steel-Framed, 16"o.c., [Bldg. Use 3- 722 11.0 7.5 0.066 0.064 Support Offices] Storefront copy 1: Metal Frame with Thermal Break:Fixed, Perf.Specs.: 87 --- --- 0.260 0.380 Product ID soarban 70x1,SHGC 0.27,PF 1.00,[Bldg.Use 3-Support Offices](b) Door-HM insulated copy 2: Insulated Metal,Swinging, [Bldg. Use 3- 50 --- --- 0.167 0.370 Support Offices] EAST Exterior Wall-East:Solid Concrete:8"Thickness,Normal Density, 2660 0.0 6.6 0.108 0.090 Furring:Metal,[Bldg. Use 1 -MAIN OFFICE] Door-HM insulated: Insulated Metal,Swinging,[Bldg.Use 1 -MAIN 42 --- --- 0.167 0.370 OFFICE] Exterior Wall-POS office:Steel-Framed, 16"o.c.,[Bldg.Use 2-POS 606 11.0 7.5 0.066 0.064 Offices] Door-HM insulated copy 1: Insulated Metal,Swinging, [Bldg. Use 2- 70 --- --- 0.167 0.370 POS Offices] Exterior Wall-Support office:Steel-Framed, 16"o.c., [Bldg. Use 3- 150 11.0 7.5 0.066 0.064 Support Offices] Storefront copy 2: Metal Frame with Thermal Break:Fixed, Perf.Specs.: 24 --- --- 0.260 0.380 Product ID soarban 70x1,SHGC 0.27,PF 1.00,[Bldg.Use 3-Support Offices](b) Exterior Wall-Support Office:Solid Concrete:8"Thickness, Normal 228 0.0 6.6 0.108 0.090 Density, Furring:Metal,[Bldg. Use 3-Support Offices] Storefront copy 3: Metal Frame with Thermal Break:Fixed, Perf.Specs.: 24 --- --- 0.260 0.380 Product ID soarban 70x1,SHGC 0.27,[Bldg. Use 3-Support Offices](b) SOUTH Ext.Wall/Whse-South:Concrete Block:8", Partially Grouted,Cells 1090 1.1 10.7 0.069 0.090 Insulated,Normal Density, Furring: Metal,[Bldg.Use 1 -MAIN OFFICE] Exterior Wall-POS office:Steel-Framed, 16"o.c.,[Bldg.Use 2-POS 732 11.0 7.5 0.066 0.064 Offices] Door-HM insulated copy 2: Insulated Metal,Swinging, [Bldg. Use 2- 105 --- --- 0.167 0.370 POS Offices] Exterior Wall-Support Office:Solid Concrete:8"Thickness, Normal 732 0.0 6.6 0.108 0.090 Density, Furring:Metal,[Bldg. Use 3-Support Offices] Storefront copy 4: Metal Frame with Thermal Break:Fixed, Perf.Specs.: 60 --- --- 0.260 0.380 Product ID soarban 70x1,SHGC 0.27,[Bldg. Use 3-Support Offices](b) Door-HM insulated copy 3: Insulated Metal,Swinging, [Bldg. Use 3- 21 --- --- 0.167 0.370 Support Offices] WEST Ext.Wall/Whse-West:Concrete Block:8", Partially Grouted,Cells 536 1.1 10.7 0.069 0.090 Insulated,Normal Density, Furring: Metal,[Bldg.Use 1 -MAIN OFFICE] Storefront:Metal Frame with Thermal Break:Fixed, Perf.Specs.: 210 --- --- 0.260 0.380 Product ID soarban 70x1,SHGC 0.27,PF 0.49,[Bldg.Use 1 -MAIN OFFICE](b) Door-storefront:Glass(>50%glazing):Metal Frame, Entrance Door, 103 --- --- 0.260 0.770 Perf.Specs.: Product ID solarban 70x1,SHGC 0.27, PF 1.00,[Bldg. Use 1 -MAIN OFFICE](b) Door-HM insulated: Insulated Metal,Swinging,[Bldg.Use 1 -MAIN 24 --- --- 0.167 0.370 OFFICE] Project Title: Swire Coca-Cola Arlington WA Report date: 08/24/18 Data filename: H:\_DDF\17.0018\comcheck\Swire Coke Arlington.cck Page 2 of 10 Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor(.) Perimeter Door-storefront:Glass(>50%glazing):Metal Frame, Entrance Door, 73 --- --- 0.260 0.770 Perf.Specs.: Product ID solarban 70x1,SHGC 0.27, PF 0.33,[Bldg. Use 1 -MAIN OFFICE](b) Exterior Wall-POS office:Solid Concrete:8"Thickness, Normal 612 0.0 6.6 0.108 0.090 Density, Furring:Metal,[Bldg. Use 2-POS Offices] Exterior Wall-Support Office:Solid Concrete:8"Thickness, Normal 228 0.0 6.6 0.108 0.090 Density, Furring:Metal,[Bldg. Use 3-Support Offices] Exterior Wall-Support office:Steel-Framed, 16"o.c., [Bldg. Use 3- 150 11.0 7.5 0.066 0.064 Support Offices] (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. (b)Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. (c)Slab-On-Grade proposed and budget U-factors shown in table are F-factors. Project Notes Envelope . better than code Envelope Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed envelope systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.0.8.2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Daniel D. Filuk, Architect 08/24/18 Name-Title Signature Date Daniel D. Filuk, Architect MP: Bowie Tiglas Engineering Inc. Elec: Welch & Sandon Design, LLC DDF Project No. 17.0018 Note: this analysis based on premise that the warehouse portion of the project is "unconditioned" space. Thru ASHRAE 90.1-2010/90.1-2013 5.1.2.4 we understand that this space can be designated as unconditioned when in Climate Zones 3-8; Arlington/Snohomish County is in Climate Zone 4c. For the purposes of energy analysis we are working with the understanding that the warehouse space is "unconditioned" and therefore it was not factored into the COMcheck report, however the "interior" walls of the offices exposed to warehouse climate are detailed to comply with exterior exposure requirements. Project Title: Swire Coca-Cola Arlington WA Report date: 08/24/18 Data filename: H:\_DDF\17.0018\comcheck\Swire Coke Arlington.cck Page 3 of 10 COMcheck Software Version 4.0.8.2 Inspection Checklist Energy Code: 2015 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Req.ID C103.2 Plans and/or specifications provide all ❑Complies [PR1]1 information with which compliance ❑Does Not can be determined for the building envelope and document where ❑Not Observable exceptions to the standard are ❑Not Applicable claimed. C402.4.1 The vertical fenestration area <= 30 ❑Complies [PR10]1 percent of the gross above-grade wall ❑Does Not area. ❑Not Observable ❑Not Applicable C402.4.1 The skylight area <= 3 percent of the ❑Complies [PR11]1 gross roof area. ❑Does Not ❑Not Observable ❑Not Applicable C402.4.2 In enclosed spaces > 2,500 ft2 ❑Complies [PR14]1 directly under a roof with ceiling ❑Does Not heights >15 ft. and used as an office, lobby, atrium, concourse, corridor, ❑Not Observable storage, gymnasium/exercise center, ❑Not Applicable convention center, automotive service, manufacturing, non- refrigerated warehouse, retail store, distribution/sorting area, transportation, or workshop, the following requirements apply: (a)the daylight zone under skylights is >= half the floor area; (b)the skylight area to daylight zone is >= 3 percent with a skylight VT>= 0.40; or a minimum skylight effective aperture >= 1 percent. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be determined for the additional energy ❑Not Observable efficiency package options. ❑Not Applicable Additional Comments/Assumptions: 111 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Swire Coca-Cola Arlington WA Report date: 08/24/18 Data filename: H:\_DDF\17.0018\comcheck\Swire Coke Arlington.cck Page 4 of 10 Section # Footing/Foundation Inspection Complies? Comments/Assumptions & Req.ID C303.2 Slab edge insulation installed per ❑Complies [FO4]2 manufacturer's instructions. j❑Does Not ❑Not Observable j❑Not Applicable C303.2.1 Exterior insulation protected against ❑Complies [FO6]1 damage, sunlight, moisture,wind, I❑Does Not landscaping and equipment maintenance activities. ❑Not Observable ❑Not Applicable C402.2.5 Slab edge insulation R-value. ❑Complies see the Envelope Assemblies table for values. [FO3]2 j❑Does Not ❑Not Observable, ❑Not Applicable C402.2.6 Radiant heating systems panels ❑Complies See the Envelope Assemblies table for values. [FO12]3 insulated to >=R-3.5 on face opposite ❑Does Not space being heated. ❑Not Observable', ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: Swire Coca-Cola Arlington WA Report date: 08/24/18 Data filename: H:\_DDF\17.0018\comcheck\Swire Coke Arlington.cck Page 5 of 10 Section # Framing /Rough-In Inspection Complies? Comments/Assumptions & Req.ID C303.1.3 ;Fenestration products rated in ❑Complies [FR12]2 :accordance with NFRC. j❑Does Not , ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products are certified as ❑Complies [FR13]1 to performance labels or certificates ❑Does Not provided. ❑Not Observable ❑Not Applicable C402.4.3 Vertical fenestration SHGC value. ;❑Complies See the Envelope Assemblies table for values. [FR10]1 j❑Does Not ❑Not Observable ❑Not Applicable C402.4.3, Vertical fenestration U-Factor. ❑Complies See the Envelope Assemblies table for values. C402.4.3. ❑Does Not 4 ❑ [FR8]1 Not Observable ❑Not Applicable C402.4.4 U-factor of opaque doors associated ❑Complies See the Envelope Assemblies table for values. [FR14]2 :with the building thermal envelope ❑Does Not :meets requirements. ❑Not Observable ❑Not Applicable C402.5.1. ;The building envelope contains a ;❑Complies 2.2 continuous air barrier that is sealed in ❑Does Not [FR20]1 an approved manner and average ❑Not Observable assembly air leakage <= 0.04 cfm/ft2. Air barrier penetrations are sealed in ❑Not Applicable �an approved manner. , C402.5.2, I Factory-built fenestration and doors ❑Complies C402.5.4 :are labeled as meeting air leakage :❑Does Not [FR18]3 requirements. ❑Not Observable ❑Not Applicable C402.5.7 jVestibules are installed on all building ❑Complies [FR17]3 entrances. Doors have self-closing I❑Does Not devices. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: r1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Swire Coca-Cola Arlington WA Report date: 08/24/18 Data filename: H:\_DDF\17.0018\comcheck\Swire Coke Arlington.cck Page 6 of 10 Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Req.ID C402.5.5, Stair and elevator shaft vents have ❑Complies C403.2.4. motorized dampers that automatically :❑Does Not 3 close. [ME3]3 ❑Not Observable ❑Not Applicable C402.5.5, Outdoor air and exhaust systems have;❑Complies C403.2.4. motorized dampers that automatically :❑Does Not 3 1 shut when not in use and meet [ME58]3 maximum leakage rates. Check ❑Not Observable gravity dampers where allowed. :,❑Not Applicable ; Additional Comments/Assumptions: r1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Swire Coca-Cola Arlington WA Report date: 08/24/18 Data filename: H:\_DDF\17.0018\comcheck\Swire Coke Arlington.cck Page 7 of 10 Section # Insulation Inspection Complies? Comments/Assumptions & Req.ID C303.1 Roof insulation installed per ❑Complies [IN3]1 manufacturer's instructions. Blown or :❑Does Not poured loose-fill insulation is installed only where the roof slope is <=3 in ❑Not Observable 12. ;❑Not Applicable Building envelope insulation is labeled ❑Complies [IN10 with R-value or insulation certificate ❑Does Not providing R-value and other relevant data. ❑Not Observable ❑Not Applicable C303.2 (Above-grade wall insulation installed ;❑Complies [IN7]1 per manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C303.2.1 Exterior insulation is protected from ❑Complies [IN14]2 damage with a protective material. ❑Does Not Verification for exposed foundation insulation may need to occur during ❑Not Observable Foundation Inspection. ❑Not Applicable C402.2.1 Insulation intended to meet the roof ❑Complies [IN17]3 insulation requirements cannot be ❑Does Not installed on top of a suspended ceiling. Mark this requirement ❑Not Observable compliant if insulation is installed ❑Not Applicable accordingly. C402.2.3 Above-grade wall insulation R-value. ❑Complies See the Envelope Assemblies table for values. [IN6]1 ❑Does Not ❑Not Observable ❑Not Applicable C402.2.5 Floor insulation R-value. ❑Complies See the Envelope Assemblies table for values. [IN8]2 ❑Does Not ❑Not Observable ❑Not Applicable C402.2.6 Radiant panels and associated ❑Complies [IN18]3 components, designed for heat :❑Does Not transfer from the panel surfaces to the occupants or indoor space are ❑Not Observable insulated with a minimum of R-3.5. ;❑Not Applicable C402.2.2 Roof R-value. For some ceiling ❑Complies See the Envelope Assemblies table for values. [IN2]1 systems,verification may need to j❑Does Not occur during Framing Inspection. ❑Not Observable ❑Not Applicable C402.5.1. All sources of air leakage in the ❑Complies 1 building thermal envelope are sealed, :❑Does Not [IN1]1 caulked, gasketed,weather stripped or wrapped with moisture vapor- ❑Not Observable permeable wrapping material to :❑Not Applicable minimize air leakage. Additional Comments/Assumptions: F I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Swire Coca-Cola Arlington WA Report date: 08/24/18 Data filename: H:\_DDF\17.0018\comcheck\Swire Coke Arlington.cck Page 8 of 10 Section # Final Inspection Complies? Comments/Assumptions & Req.ID C402.5.3 Where open combustion air ducts ❑Complies [F151]3 provide combustion air to open j❑Does Not combustion fuel burning appliances, the appliances and combustion air ❑Not Observable opening are located outside the ;❑Not Applicable building thermal envelope or enclosed :in a room, isolated from inside the thermal envelope. Such rooms are sealed and insulated. C402.5.6 Weatherseals installed on all loading ❑Complies [F137]1 dock cargo doors. ❑Does Not ❑Not Observable ❑Not Applicable C402.5.8 Recessed luminaires in thermal ❑Complies [1`126]3 envelope to limit infiltration and be IC ❑Does Not rated and labeled. Seal between interior finish and luminaire housing. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Swire Coca-Cola Arlington WA Report date: 08/24/18 Data filename: H:\_DDF\17.0018\comcheck\Swire Coke Arlington.cck Page 9 of 10 Project Title: Swire Coca-Cola Arlington WA Report date: 08/24/18 Data filename: H:\_DDF\17.0018\comcheck\Swire Coke Arlington.cck Page 10 of 10 6 COMcheck Software Version 4.0.8.1 �( Interior Lighting Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: SWIRE COCA-COLA, USA DISTRIBUTION CENTER EXPANSION Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: 59 AVE NE WELCH & SANDON DESIGN, LLC ARLINGTON, WA 4864 E BASELINE ROAD MESA, AZ 85206 Additional Efficiency Package(s) Reduced interior lighting power.Requirements are implicitly enforced within interior lighting allowance calculations. Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts/ft2 (B X C) 1-Office 15560 0.74 11483 2-Warehouse 117609 0.59 69860 Total Allowed Watts= 81343 Proposed Interior Lighting Power A B C D E Fixture ID : Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. 1-Office D1/D1E: D1/D1 E:Other: 1 45 11 495 F1/F1E: F1/F1E:Other: 1 5 42 210 R1/R1E: R1/R1 E:Other: 1 15 47 705 R2: R2:Other: 1 12 47 564 R3/R3E: R3/R3E:Other: 1 167 48 8016 R4/R4E: R4/R4E:Other: 1 7 35 245 V1:V1:Other: 1 2 25 50 2-Warehouse S1/S1EM:S1/S1EM:Other: 1 221 221 48841 Total Proposed Watts= 59126 Interior Lighting • better than code Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed interior lighting systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.0.8.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Wills Benbow - Electrical Designer ww'i v 'J 8fftbuwr (Y 10/04/2018 Name-Title Signature Date Project Title: SWIRE COCA-COLA, USA DISTRIBUTION CENTER EXPANSION Report date: 10/04/18 Data filename: X:\18-0114 Coke-Arlington\18-0114 Coke-Arlington Compliance.cck Page 1 of 8 6 COMcheck Software Version 4.0.8.1 �( Exterior Lighting Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: SWIRE COCA-COLA, USA DISTRIBUTION CENTER EXPANSION Project Type: New Construction Exterior Lighting Zone 2 (Light industrial area with limited nighttime use) Construction Site: Owner/Agent: Designer/Contractor: 59 AVE NE WELCH & SANDON DESIGN, LLC ARLINGTON, WA 4864 E BASELINE ROAD MESA, AZ 85206 Allowed Exterior Lighting Power A B C D E Area/Surface Category Quantity Allowed Tradable Allowed Watts Watts/Unit Wattage (B X C) Driveway 263244 ft2 0.06 Yes 15795 Parking area 21096 ft2 0.06 Yes 1266 Entry canopy 2546 ft2 0.25 Yes 636 Total Tradable Watts(a)= 17697 Total Allowed Watts= 17697 Total Allowed Supplemental Watts(b)= 600 (a)Wattage tradeoffs are only allowed between tradable areas/surfaces. (b)A supplemental allowance equal to 600 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Proposed Exterior Lighting Power A B C D E Fixture ID : Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Driveway_(263244 ft2):Tradable Wattage EAWP: EAWP:Other: 1 11 268 2948 EAFT: EAFT:Other: 1 17 268 4556 EW1: EW1:Other: 1 8 28 224 EW2: EW2:Other: 1 9 55 495 Parking area (21096 ft2): Tradable Wattage EA3:EA3:Other: 1 2 268 536 EA5:EA5:Other: 1 7 268 1876 Entry canopy(2546 ft2):Tradable Wattage ED1: ED1:Other: 1 37 13 481 Total Tradable Proposed Watts= 11116 Exteriorbetter than code Exterior Lighting Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed exterior lighting systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.0.8.1 and to comply with any applicable mandatory Project Title: SWIRE COCA-COLA, USA DISTRIBUTION CENTER EXPANSION Report date: 10/04/18 Data filename: X:\18-0114 Coke-Arlington\18-0114 Coke-Arlington Compliance.cck Page 2 of 8 requirements listed in the Inspection Checklist. Wills Benbow - Electrical Designer 'W'Wi t _i 8mbaK- (Y 10/04/2018 Name-Title Signature Date Project Title: SWIRE COCA-COLA, USA DISTRIBUTION CENTER EXPANSION Report date: 10/04/18 Data filename: X:\18-0114 Coke-Arlington\18-0114 Coke-Arlington Compliance.cck Page 3 of 8 COMcheck Software Version 4.0.8.1 Inspection Checklist Energy Code: 2015 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Req.ID C103.2 Plans, specifications, and/or ❑Complies [PR4]1 calculations provide all information ❑Does Not with which compliance can be determined for the interior lighting ❑Not Observable and electrical systems and equipment ❑Not Applicable and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts,transformers and control devices. C103.2 Plans, specifications, and/or ❑Complies [PR8]1 calculations provide all information ❑Does Not with which compliance can be determined for the exterior lighting ❑Not Observable and electrical systems and equipment ❑Not Applicable and document where exceptions to the standard are claimed. Information provided should include exterior lighting power calculations, wattage of bulbs and ballasts,transformers and control devices. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be determined for the additional energy ❑Not Observable efficiency package options. ❑Not Applicable Additional Comments/Assumptions: 111 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: SWIRE COCA-COLA, USA DISTRIBUTION CENTER EXPANSION Report date: 10/04/18 Data filename: X:\18-0114 Coke-Arlington\18-0114 Coke-Arlington Compliance.cck Page 4 of 8 Section # Rough-In Electrical Inspection Complies? Comments/Assumptions & Req.ID C405.2.1 Lighting controls installed to uniformly ,❑Complies [EL15]1 reduce the lighting load by at least I❑Does Not 1 50%. ❑Not Observable ❑Not Applicable C405.2.1 ,Occupancy sensors installed in ;❑Complies [EL18]1 required spaces. ❑Does Not ❑Not Observable ❑Not Applicable C405.2.1, Independent lighting controls installed ❑Complies C405.2.2. per approved lighting plans and all I❑Does Not 3 2 manual controls readily accessible and'❑Not Observable [EL23] visible to occupants. ❑Not Applicable � C405.2.2. Automatic controls to shut off all ;❑Complies 1 :building lighting installed in all ❑Does Not [EL22]2 buildings. ❑Not Observable ❑Not Applicable 3 Daylight zones provided with ;❑Complies individual controls that control the ❑Does Not lights independent of general area lighting. ❑Not Observable ❑Not Applicable C405.2.3, Primary sidelighted areas are :❑Complies C405.2.3. equipped with required lighting ❑Does Not 1, controls. ❑ C405.2.3. Not Observable 2 ❑Not Applicable [EL20]1 C405.2.3, Enclosed spaces with daylight area ❑Complies C405.2.3. under skylights and rooftop monitors ❑Does Not 1, are equipped with required lighting ❑Not Observable C405.2.3. controls. 3 ;❑Not Applicable [EL21]1 C405.2.4 Separate lighting control devices for ❑Complies [EL4]1 specific uses installed per approved :❑Does Not lighting plans. ❑Not Observable ❑Not Applicable C405.2.4 Additional interior lighting power ❑Complies [EL8]1 allowed for special functions per the ❑Does Not approved lighting plans and is automatically controlled and :❑Not Observable separated from general lighting. ❑Not Applicable C405.2.5 Automatic lighting controls for exterior;❑Complies [EL25]nu° lighting installed. Controls will be j❑Does Not daylight controlled, set based on business operation time-of-day, or ❑Not Observable reduce connected lighting > 30%. I❑Not Applicable C405.3 Exit signs do not exceed 5 watts per ❑Complies [EL6]1 face. ❑Does Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 111 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: SWIRE COCA-COLA, USA DISTRIBUTION CENTER EXPANSION Report date: 10/04/18 Data filename: X:\18-0114 Coke-Arlington\18-0114 Coke-Arlington Compliance.cck Page 5 of 8 111 High Impact(Tier 1) 1 2 1 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: SWIRE COCA-COLA, USA DISTRIBUTION CENTER EXPANSION Report date: 10/04/18 Data filename: X:\18-0114 Coke-Arlington\18-0114 Coke-Arlington Compliance.cck Page 6 of 8 Section # Final Inspection Complies? Comments/Assumptions & Req.ID C303.3, Furnished O&M instructions for ❑Complies C408.2.5. systems and equipment to the j❑Does Not 2 building owner or designated [F117]3 representative. ❑Not Observable ; ❑Not Applicable C405.4.1 Interior installed lamp and fixture ❑Complies see the Interior Lighting fixture schedule for values. [F118]1 lighting power is consistent with what :❑Does Not is shown on the approved lighting plans, demonstrating proposed watts ❑Not Observable are less than or equal to allowed ❑Not Applicable watts. C405.5.1 Exterior lighting power is consistent ❑Complies See the Exterior Lighting fixture schedule for values. [F119]1 with what is shown on the approved ❑Does Not lighting plans, demonstrating proposed watts are less than or equal ❑Not Observable to allowed watts. ;❑Not Applicable C408. Furnished as-built drawings for ❑Complies 1 electric power systems within 90 days ❑Does Not [FI16]3 of system acceptance. ❑Not Observable ❑Not Applicable C408.3 Lighting systems have been tested to ❑Complies [FI33]1 ensure proper calibration, adjustment, ❑Does Not programming, and operation. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: SWIRE COCA-COLA, USA DISTRIBUTION CENTER EXPANSION Report date: 10/04/18 Data filename: X:\18-0114 Coke-Arlington\18-0114 Coke-Arlington Compliance.cck Page 7 of 8 Project Title: SWIRE COCA-COLA, USA DISTRIBUTION CENTER EXPANSION Report date: 10/04/18 Data filename: X:\18-0114 Coke-Arlington\18-0114 Coke-Arlington Compliance.cck Page 8 of 8 6 COMcheck Software Version 4.3.5.1 �( Mechanical Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: 18104 Coke Arlington Location: Arlington,Washington Climate Zone: 4c Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: Additional Efficiency Package(s) Reduced interior lighting power.Requirements are implicitly enforced within interior lighting allowance calculations. Mechanical Systems List Quantity System Type&Description 1 AC-3(Single Zone): Cooling: 1 each-Single Package DX Unit,Capacity=36 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=15.00 SEER, Required Efficiency: 14.00 SEER Fan System: FAN SYSTEM 1 --Compliance(Motor nameplate HP method): Passes Fans: FAN 1 Supply,Constant Volume, 1200 CFM, 1.0 motor nameplate hp, 1.0 fan efficiency grade 2 AC-4(Single Zone): Cooling: 1 each-Single Package DX Unit,Capacity=51 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=15.00 SEER, Required Efficiency: 14.00 SEER Fan System: FAN SYSTEM 2--Compliance(Motor nameplate HP method): Passes Fans: FAN 2 Supply,Constant Volume, 1600 CFM, 1.0 motor nameplate hp, 1.0 fan efficiency grade 7 AC-5(Single Zone): Cooling: 1 each-Single Package DX Unit,Capacity= 15 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=15.50 SEER, Required Efficiency: 14.00 SEER Fan System: FAN SYSTEM 3--Compliance(Motor nameplate HP method): Passes Fans: FAN 3 Supply,Constant Volume,2000 CFM, 1.0 motor nameplate hp, 1.0 fan efficiency grade 1 AH-3(Single Zone): Cooling: 1 each-Split System,Capacity=25 kBtu/h,Air-Cooled Condenser, No Economizer,Economizer exception: None Proposed Efficiency=16.00 SEER, Required Efficiency: 13.00 SEER Fan System: FAN SYSTEM 1 --Compliance(Motor nameplate HP method): Passes Fans: FAN 1 Supply,Constant Volume, 1200 CFM, 1.0 motor nameplate hp, 1.0 fan efficiency grade 1 AH-5(Single Zone): Cooling: 1 each-Split System,Capacity=50 kBtu/h,Air-Cooled Condenser, No Economizer,Economizer exception: None Proposed Efficiency=15.50 SEER, Required Efficiency: 13.00 SEER Fan System: FAN SYSTEM 3--Compliance(Motor nameplate HP method): Passes Fans: FAN 3 Supply,Constant Volume,2000 CFM, 1.0 motor nameplate hp, 1.0 fan efficiency grade Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 1 of 15 Quantity System Type&Description 2 WH-1b: Gas Storage Water Heater,Capacity:48 gallons, Input Rating:65 kBtu/h w/Circulation Pump Proposed Efficiency:96.00 EF, Required Efficiency:0.58 EF 2 WH-2: Electric Instantaneous Water Heater,Capacity: 1 gallons No minimum efficiency requirement applies 2 WH-1a: Gas Storage Water Heater,Capacity:48 gallons, Input Rating:65 kBtu/h Proposed Efficiency:96.00 EF, Required Efficiency:0.58 EF Mechanical Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed mechanical systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.3.5.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Justin Bowie, P.E. President 10/4/18 Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 2 of 15 COMcheck Software Version 4.3.5.1 Inspection Checklist Energy Code: 2015 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Req.ID C103.2 Plans, specifications, and/or ❑Complies [PR2]1 !calculations provide all information ❑Does Not with which compliance can be determined for the mechanical ❑Not Observable systems and equipment and ❑Not Applicable document where exceptions to the standard are claimed. Load calculations per acceptable !engineering standards and ;handbooks. C103.2 i Plans, specifications, and/or ❑Complies [PR3]1 !calculations provide all information ❑Does Not !with which compliance can be !determined for the service water ❑Not Observable heating systems and equipment and ❑Not Applicable document where exceptions to the standard are claimed. Hot water system sized per manufacturer's ;sizing guide. Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 3 of 15 Section # Footing/Foundation Inspection Complies? Comments/Assumptions & Req.ID C403.2.4. 'Snow/ice melting system sensors for ❑Complies 5, future connection to controls. Freeze :❑Does Not C403.2.4. protection systems have automatic 6 controls installed. ❑Not Observable [FO9]3 '❑Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 4 of 15 Section # Plumbing Rough-In Inspection Complies? Comments/Assumptions & Req.ID C404.5, 'Heated water supply piping conforms ❑Complies C404.5.1, to pipe length and volume j❑Does Not C404.5.2 requirements. Refer to section details. ❑ [PL6]3 Not Observable ❑Not Applicable C404.5, Heated water supply piping conforms ❑Complies C404.5.1, to pipe length and volume :❑Does Not C404.5.2 requirements. Refer to section details.[PL6]3 ❑Not Observable ❑Not Applicable i C404.5, Heated water supply piping conforms ❑Complies C404.5.1, to pipe length and volume ❑Does Not C404.5.2 requirements. Refer to section details. ❑ [PL6]3 Not Observable ❑Not Applicable C404.5, Heated water supply piping conforms ;❑Complies C404.5.1, to pipe length and volume ;❑Does Not C404.5.2 requirements. Refer to section details. [PL6]3 ❑Not Observable ❑Not Applicable C404.5, Heated water supply piping conforms ;❑Complies C404.5.1, to pipe length and volume ❑Does Not C404.5.2 requirements. Refer to section details. [PL6]3 ❑Not Observable I❑Not Applicable C404.5, I Heated water supply piping conforms I❑Complies C404.5.1, !to pipe length and volume ;❑Does Not C404.5.2 I requirements. Refer to section details. ❑Not Observable [PL6]3 ;❑Not Applicable C404.5, ,Heated water supply piping conforms ❑Complies C404.5.1, :to pipe length and volume ❑Does Not C404.5.2 :requirements. Refer to section details. [PL6]3 ❑Not Observable ❑Not Applicable C404.5, Heated water supply piping conforms ❑Complies C404.5.1, to pipe length and volume ❑Does Not C404.5.2 requirements. Refer to section details. ❑ [PL6]3 Not Observable ❑Not Applicable C404.6.1, Automatic time switches installed to ❑Complies C404.6.2 automatically switch off the ❑Does Not [PL3]1 recirculating hot-water system or heat ❑ trace. Not Observable ❑Not Applicable C404.6 Pumps that circulate water between a ❑Complies [PL7]3 heater and storage tank have controls ❑Does Not that limit operation from startup to <= 5 minutes after end of heating ❑Not Observable cycle. ❑Not Applicable C404.6.3 Pumps that circulate water between a ❑Complies [PL7]3 heater and storage tank have controls ❑Does Not that limit operation from startup to <= 5 minutes after end of heating :❑Not Observable cycle. ItINot Applicable 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 5 of 15 Section # Plumbing Rough-In Inspection Complies? Comments/Assumptions & Req.ID C404.6.3 Pumps that circulate water between a ❑Complies [PL7]3 heater and storage tank have controls :❑Does Not ;that limit operation from startup to <= 5 minutes after end of heating ❑Not Observable cycle. ;❑Not Applicable C404.6.3 Pumps that circulate water between a ❑Complies [PL7]3 heater and storage tank have controls :❑Does Not that limit operation from startup to <= 5 minutes after end of heating ❑Not Observable cycle. ;❑Not Applicable C404.6 Pumps that circulate water between a ❑Complies [PL7]3 heater and storage tank have controls :❑Does Not that limit operation from startup to <= 5 minutes after end of heating ❑Not Observable cycle. ❑Not Applicable C404.6.3 Pumps that circulate water between a ❑Complies [PL7]3 heater and storage tank have controls '❑Does Not mg that limit operation from startup to <= 5 minutes after end of heating ❑Not Observable cycle. ❑Not Applicable C404.6.3 Pumps that circulate water between a ,❑Complies [PL7]3 heater and storage tank have controls ❑Does Not that limit operation from startup to <= 5 minutes after end of heating ❑Not Observable cycle. ;❑Not Applicable C404.6.3 Pumps that circulate water between a ❑Complies [PL7]3 heater and storage tank have controls :❑Does Not that limit operation from startup to <= 5 minutes after end of heating ❑Not Observable cycle. ,❑Not Applicable C404.7 Water distribution system that pumps ❑Complies [PL8]3 water from a heated-water supply :❑Does Not pipe back to the heated-water source through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. I❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and :limits the temperature of the water :entering the cold-water piping to 104°F. C404.7 Water distribution system that pumps :, Complies [PL8]3 water from a heated-water supply :❑Does Not pipe back to the heated-water source through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. ❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water :entering the cold-water piping to 1 104°F. 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 6 of 15 Section # Plumbing Rough-In Inspection Complies? Comments/Assumptions & Req.ID C404.7 Water distribution system that pumps ❑Complies [PL8]3 water from a heated-water supply I❑Does Not pipe back to the heated-water source through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. ❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 1 104°F. C404.7 Water distribution system that pumps ❑Complies [PL8]3 water from a heated-water supply ❑Does Not pipe back to the heated-water source i through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. ❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. C404.7 Water distribution system that pumps ❑Complies [PL8]3 water from a heated-water supply ❑Does Not pipe back to the heated-water source through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. ❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water :entering the cold-water piping to 104°F. C404.7 Water distribution system that pumps ❑Complies [PL8]3 water from a heated-water supply ❑Does Not pipe back to the heated-water source through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. ❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. C404.7 :Water distribution system that pumps I❑Complies [PL8]3 :water from a heated-water supply ❑Does Not pipe back to the heated-water source through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. ❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 7 of 15 Section # Plumbing Rough-In Inspection Complies? Comments/Assumptions & Req.ID C404.7 Water distribution system that pumps ❑Complies [PL8]3 water from a heated-water supply I❑Does Not pipe back to the heated-water source through a cold-water supply pipe is a ❑Not Observable demand recirculation water system. ❑Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water :entering the cold-water piping to 104°F. Additional Comments/Assumptions: r1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 8 of 15 Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Req.ID C402.2.6 ;Thermally ineffective panel surfaces of,❑Complies [ME41]3 :sensible heating panels have j❑Does Not insulation >= R-3.5. ❑Not Observable ❑Not Applicable C403.2.13 Unenclosed spaces that are heated ❑Complies [ME71]2 :use only radiant heat. j❑Does Not ❑Not Observable ❑Not Applicable C403.2.3 'HVAC equipment efficiency verified. :❑Complies See the Mechanical Systems list for values. [ME55]2 j❑Does Not ❑Not Observable ❑Not Applicable C403.2.6. Demand control ventilation provided ❑Complies 1 for spaces >500 ft2 and >25 :❑Does Not [ME59]1 people/1000 ft2 occupant density and ; ❑Not Observable served by systems with air side economizer, auto modulating outside ❑Not Applicable air damper control, or design airflow >3,000 cfm. C403.2.6. Enclosed parking garage ventilation ❑Complies 2 has automatic contaminant detection ❑Does Not [ME115]3 and capacity to stage or modulate fans to 50%or less of design capacity. ❑Not Observable ❑Not Applicable C403.2.7 Exhaust air energy recovery on ❑Complies [ME57]1 systems meeting Table C403.2.7(1) ❑Does Not and C403.2.7(2). ❑Not Observable ❑Not Applicable C403.2.8 Kitchen exhaust systems comply with ❑Complies [ME116]3 replacement air and conditioned ❑Does Not supply air limitations, and satisfy hood rating requirements and maximum ❑Not Observable exhaust rate criteria. ❑Not Applicable C403.2.9 ;HVAC ducts and plenums insulated. ;❑Complies [ME60]2 Where ducts or plenums are installed :❑Does Not :in or under a slab,verification may ❑Not Observable ,need to occur during Foundation :Inspection. ❑Not Applicable i C403.2.9 Ducts and plenums sealed based on ❑Complies [ME10]z static pressure and location. :❑Does Not ❑Not Observable ❑Not Applicable C403.2.9. Ductwork operating >3 in. water ❑Complies 1.3 column requires air leakage testing. '❑Does Not [ME11]3 ❑Not Observable ❑Not Applicable C403.2.9. Ductwork operating >3 in. water ❑Complies 1.3 column requires air leakage testing. :❑Does Not [ME11]3 : ❑Not Observable ❑Not Applicable C403.2.9. Ductwork operating >3 in. water ❑Complies 1.3 :column requires air leakage testing. :❑Does Not [ME11]3 ❑Not Observable j❑Not Applicable 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 9 of 15 Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Req.ID C403.2.9. ;Ductwork operating >3 in. water ❑Complies 1.3 :column requires air leakage testing. I❑Does Not [ME11]3 ❑Not Observable ❑Not Applicable C403.2.9. Ductwork operating >3 in. water ❑Complies 1.3 Icolumn requires air leakage testing. I❑Does Not [ME11]3 ❑Not Observable ❑Not Applicable C403.4.4. Multiple zone VAV systems with DDC ;❑Complies See the Mechanical Systems list for values. 6 of individual zone boxes have static ❑Does Not [M pressure setpoint reset controls. ❑Not Observable, j❑Not Applicable C403.4.4. Multiple zone VAV systems with DDC ❑Complies See the Mechanical Systems list for values. 6 of individual zone boxes have static :❑Does Not [ME110]3 pressure setpoint reset controls. ❑Not Observable j❑Not Applicable C403.4.4. Multiple zone VAV systems with DDC ❑Complies See the Mechanical Systems list for values. 6 :of individual zone boxes have static ❑Does Not [ME110]3 :pressure setpoint reset controls. ❑Not Observable j❑Not Applicable C403.4.4. Multiple zone VAV systems with DDC ❑Complies See the Mechanical Systems list for values. 6 of individual zone boxes have static ❑Does Not [ME110]3 :pressure setpoint reset controls. ❑Not Observable ❑Not Applicable C403.4.4. Multiple zone VAV systems with DDC ❑Complies See the Mechanical Systems list for values. 6 of individual zone boxes have static ❑Does Not [ME110]3 pressure setpoint reset controls. ❑Not Observable ❑Not Applicable C404.2.1 ;Gas-fired water-heating equipment ❑Complies [ME111]2 :installed in new buildings: where a :❑Does Not singular piece of water-heating equipment >= 1,000 kBtu/h serves UNot Observable the entire building,thermal efficiency ❑Not Applicable >= 90 Et. Where multiple pieces of water-heating equipment serve the building with combined rating >_ 1,000 kBtu/h,the combined input- capacity-weighted-average thermal efficiency >= 90 Et. Exclude input rating of equipment in individual ;dwelling units and equipment <= 100 kBtu/h. C404.2.1 Gas-fired water-heating equipment ❑Complies [ME111 z installed in new buildings: where a ❑Does Not singular piece of water-heating equipment >= 1,000 kBtu/h serves ❑Not Observable the entire building,thermal efficiency ❑Not Applicable >= 90 Et. Where multiple pieces of water-heating equipment serve the building with combined rating >_ 1,000 kBtu/h,the combined input- capacity-weighted-average thermal efficiency >= 90 Et. Exclude input rating of equipment in individual dwelling units and equipment <= 100 kBtu/h. 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 10 of 15 Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Req.ID C408.2.2. ;Air outlets and zone terminal devices ❑Complies 1 :have means for air balancing. j❑Does Not [ME53]3 ❑Not Observable j❑Not Applicable C403.5, Refrigerated display cases, walk-in ❑Complies C403.5.1, coolers or walk-in freezers served by I❑Does Not C403.5.2 remote compressors and remote [ME123]3 condensers not located in a ❑Not Observable condensing unit, have fan-powered ❑Not Applicable condensers that comply with Sections mi C403.5.1 and refrigeration compressor; systems that comply with C403.5.2.. Additional Comments/Assumptions: r1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 11 of 15 Section # Final Inspection Complies? Comments/Assumptions & Req.ID C303.3, ;Furnished O&M manuals for HVAC ❑Complies C408.2.5. systems within 90 days of system :❑Does Not 3 :acceptance. [F18]3 ❑Not Observable :❑Not Applicable C403.2.2 HVAC systems and equipment ;❑Complies [F127]3 capacity does not exceed calculated :❑Does Not loads. ❑Not Observable ❑Not Applicable C403.2.4. Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not [F147]3 Minimum one humidity control device ❑Not Observable per installed humidification/dehumidification ❑Not Applicable system. C403.2.4. j Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not [F147]3 Minimum one humidity control device per installed ❑Not Observable humidification/dehumidification ❑Not Applicable system. C403.2.4. Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not [F147]3 :Minimum one humidity control device per installed ❑Not Observable humidification/dehumidification ❑Not Applicable ;system. C403.2.4. Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not [F147]3 Minimum one humidity control device per installed ❑Not Observable humidification/dehumidification ❑Not Applicable system. C403.2.4. Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not [F147]3 Minimum one humidity control device per installed ❑Not Observable humidification/dehumidification ❑Not Applicable system. C403.2.4. Thermostatic controls have a 5 °F I❑Complies 1.2 deadband. ❑Does Not [F138]3 ❑Not Observable :❑Not Applicable C403.2.4. Temperature controls have setpoint '❑Complies 1.3 overlap restrictions. ❑Does Not [F120]3 ❑Not Observable ❑Not Applicable C403.2.4. Each zone equipped with setback ❑Complies 2 controls using automatic time clock or ❑Does Not [F139]3 programmable control system. ❑Not Observable :❑Not Applicable C403.2.4. :Automatic Controls: Setback to 55°F ❑Complies 2.1, :(heat) and 85°F (cool); 7-day clock, 2- ❑Does Not C403.2.4. :hour occupant override, 10-hour ❑Not Observable 2.2 :backup [F140]3 ;❑Not Applicable 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 12 of 15 Section # Final Inspection Complies? Comments/Assumptions & Req.ID C403.2.4. Systems include optimum start ❑Complies 2.3 controls. j❑Does Not [F141]3 ❑Not Observable ❑Not Applicable C403.2.4. :Systems include optimum start ❑Complies 2.3 :controls. ❑Does Not [F141]3 ❑Not Observable ❑Not Applicable C403.2.4. Systems include optimum start ;❑Complies 2.3 controls. j❑Does Not [F141]3 ❑Not Observable ❑Not Applicable C403.2.4. Systems include optimum start ❑Complies 2.3 controls. :❑Does Not [F141]3 ❑Not Observable j❑Not Applicable C403.2.4. :Systems include optimum start ❑Complies 2.3 controls. ❑Does Not [F141]3 ❑Not Observable ❑Not Applicable C404.3 Heat traps installed on supply and ❑Complies [FI11]3 :discharge piping of non-circulating ❑Does Not systems. ❑Not Observable ❑Not Applicable C404.3 Heat traps installed on supply and ❑Complies [FI11]3 discharge piping of non-circulating ❑Does Not systems. ❑Not Observable ❑Not Applicable C404.3 Heat traps installed on supply and ❑Complies [FI11]3 :discharge piping of non-circulating :❑Does Not systems. ❑Not Observable ❑Not Applicable C404.4 :All piping insulated in accordance with ;❑Complies [F125]2 section details and Table C403.2.10. :❑Does Not ; ❑Not Observable j❑Not Applicable C404.4 :All piping insulated in accordance with ❑Complies [F125]2 section details and Table C403.2.10. :❑Does Not ; ❑Not Observable ❑Not Applicable C404.4 :All piping insulated in accordance with ❑Complies [F125]2 :section details and Table C403.2.10. :❑Does Not ❑Not Observable ❑Not Applicable C404.6.1 Controls are installed that limit the ❑Complies [F112]3 operation of a recirculation pump ❑Does Not installed to maintain temperature of a storage tank. System return pipe is a ❑Not Observable dedicated return pipe or a cold water ❑Not Applicable ,supply pipe. 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 13 of 15 Section # Final Inspection Complies? Comments/Assumptions & Req.ID C408.2.1 ,Commissioning plan developed by ❑Complies [F128]1 I registered design professional or j❑Does Not approved agency. ❑Not Observable j❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies 1 ensure proper operation. ❑Does Not [F131]1 ❑Not Observable ❑Not Applicable C408.2.3. HVAC control systems have been ❑Complies 2 tested to ensure proper operation, :❑Does Not [FI10]1 calibration and adjustment of controls. ❑Not Observable ❑Not Applicable C408.2.4 Preliminary commissioning report ;❑Complies [F129]1 completed and certified by registered :❑Does Not design professional or approved agency. ❑Not Observable ❑Not Applicable C408.2.5. Furnished HVAC as-built drawings ❑Complies 1 submitted within 90 days of system :❑Does Not [F17]3 acceptance. ❑Not Observable ❑Not Applicable C408.2.5. An air and/or hydronic system ❑Complies 3 balancing report is provided for HVAC I❑Does Not [F143]1 systems. ❑Not Observable ❑Not Applicable j C408.2.5. Final commissioning report due to ❑Complies 4 building owner within 90 days of ❑Does Not [F130]1 receipt of certificate of occupancy. ❑Not Observable j❑Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 14 of 15 Project Title: 18104 Coke Arlington Report date: 10/04/18 Data filename: Page 15 of 15 CITY OF ARLINGTON INSPECTION CARD No building construction shall be commenced until permit holder INSPECTION RECORD SHALL or his agent has posted this Inspection Record Card in a REMAIN AT JOB SITE conspicuous place on the premises. OWNER: SWIRE COCA-COLA CONTRACTOR: BIG-D CONSTRUCTION/COAST CONSTRUCITON JOB ADDRESS: 18215 59TH AVENUE NE LOT NUMBER TYPE GROUP NATURE of WORK: NEW COMMERCIAL STRUCTURE USE of BUILDING: DISTRIBUTION 111-B A,B,S-1 PERMIT No: BLD-2209 DATE ISSUED: 3/12/2019 INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS FOOTING BUILDING FOUNDATION (360)403-3417 UNDERFLOOR SHEARWALL PLUMBING(groundwork) ROUGH PLUMBING GAS PIPING ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD(SHEAR/RATED WALLS) CEILING GRID STRUCTURALSLAB CROSS CONNECTION CONTROL IN PREMISE (360)403-3417 GRADING TEMPORARY TECSP ASBUILTS APPROVED MAINTENANCE BOND STORM DRAINAGE SYSTEM PAVING,SIGNAGE&MARKINGS LANDSCAPING CONDITIONS ONSITE UTILITIES WATER ONSITE UTILITIES SEWER Sewer OFFSITE UTILITIES WATER (360)403-3508 OFFSITE UTILITIES SEWER SEWER PRETREATMENT Water CROSS CONNECTION CONTROL PREMISE (360)403-3526 SIDE SEWER/CLEANOUT/FINAL WATER SERVICE INSTALLATION WATER SERVICE FINAL (360)403-3417 HYDRO/FLUSH UNDERGROUND**INCL FDC FIRE ALARM /AUTOMATIC SPRINKLER HOOD SUPPRESSION SYSTEM FINAL FIRE WALK-THROUGH (360)403-3417 FINAL INSPECTION ALL SIGNATURE BLOCKS MUST BE COMPLETE y COMMERCIAL APPLICATION ��ljNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. X❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) El One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form El Two (2)Architectural Drawings El Two (2) Structural Drawings ® Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) One (1) NREC Code Compliance Forms 0 One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to ced(aD_arlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 G1�Y Off' COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code (IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible& Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2 & IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42" paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. RI SITE PLAN —.REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer, gas and electrical. 10. Flood hazard areas,floodways, and design flood elevations as applicable. B. RI ARCHITECTURAL DRAWINGS 1. IN Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type (show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ® Floor Plan a) Plan view 1/8"minimum scale. Details a minimum '/4-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new, existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 G1�Y Off' COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls, doors,windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3. ® Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum '/4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ® Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. 5. ® Storage Racks (if applicable) Will be submitted under deferred submittal a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less, show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. FRI SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. RI WASHINGTON STATE ENERGY CODE COMcheck forms submitted 1. One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 G1�y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Swire Coca-Cola New Distribution Center Valuation: $8.5M Project Address: 18215 59th Avenue NE, Arlington, WA 98223 Parcel ID#: PARCEL A: 31052200101200 Legal Description See Below PARCEL B: 31052200101300 Owner: Dan Reid, Swire Coca-Cola, USA Phone Number: 801-816-5760 Address: 12634 South 265 West City: Draper State: UT Zip Code: 84020 Engineer:Richard Dahlmann, Caruso Turley Scott Phone Number: 480-774-1705 Cell Phone: 602-370-2045 E-mail: rdahlmann@ctsaz.com Address: 1215 W Rio Salado Pkwv, suite 200 City: Tempe State: AZ Zip Code: 85281 General Contractor: Jared Brooks, Big-D Construction Phone Number: 801-415-6056 Cell Phone: 801-502-2528 E-mail: jbrooks .big-d.com Address:404 W 400 S City: Salt Lake City State: UT Zip Code: 84101 Contractor's License Number: BIGDCC 111 KK Expiration: 12/3/2018 Contact Person: Daniel D. Filuk, Architect Phone Number: 602-234-1868 Cell Phone: 602-370-3092 E-mail: danf@kdf-architects.com Address: 300 W Clarendon Ave, suite 320 City: Phoenix State: AZ Zip Code: 85013 Proposed Scope of Work:A NEW WAREHOUSE DISTRIBUTION FACILITY FOR SWIRE COCA-COLA IS TO BE CONSTRUCTED ON(2)ADJACENT PARCELS OF LAND TOTALING APPROXIMATELY 20 ACRES. THE NEW BUILDING IS APPROXIMATELY 135,200 SQUARE FEET AND INCLUDES OFFICE FACITLIIES,A VENDING MACHINES SERVICE AREA AND SHIPPING/RECEIVING OFFICES IN ADDITION TO THE WAREHOUSE SPACE. THE WAREHOUSE HAS(12)LOADING PLATFORMS AS WELL AS A VEHICIULAR RAMP FOR(1)INTERIOR LOADING BAY. SITE IMPROVEMENTS INCLUDE AN EMPLOYEE/PUBLIC PARKING AREA OF 115 SPACES ON EITHER SIDE OF THE OFFICE BUILDING WITH A DRIVE ON TO 59TH AVENUE. THE PAVED SERVICE YARD PROVIDES FOR A SHIPPING/CHECK-IN AREA,TRAILER STAGING AREAS AND THE LOADING DOCK AREA MENTIONED ABOVE LEGAL DESCRIPTION: PARCEL A: THE WEST 981.00'OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M., IN SNOHOMISH COUNTY,WASHINGTON. EXCEPT ROADS. (CONTAINING APPROXIMATELY 653,596 SQ.FT./15.00 ACRES) PARCEL B: THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22,TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., IN SNOHOMISH COUNTY,WASHINGTON. EXCEPT THE WEST 981.00 FEET OF SAID NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22. (CONTAINING APPROXIMATELY 194,484 SQ.FT./4.46 ACRES) REV 2015 Page 6 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Project Name/Tenant Swire Coca-Cola New Distribution Center Site Address 18215 59th Avenue NE, Arlington, WA 98223 Bldg/Unit/Suite IBC Construction Type III-B non-sprinklered IBC Occupancy Type 'A', 'B', 'S-1' Description of Use New distribution warehouse and offices Building Square Footage 135,209 s.f. Number of Stories 1 Square Footage Per Floor 135,209 s.f. Will there be any installation, modification or removal of the following? (Check all that apply) ® Automatic fire extinguishing systems ❑ Compressed gas systems IN Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ® High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents (>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 G1�Y COMMERCIAL APPLICATION ��LjNG�p� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Name of Project: Swire Coca-Cola New Distribution Center Project Address: 18215 59th Avenue NE, Arlington, WA 98223 Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted. The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site, for review. REV 2015 Page 8 of 9 G1�Y COMMERCIAL APPLICATION 7�LjNG�p� PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree ply with the terms and conditions of this agreement. Owner. Date: /o r A7//z I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. 0'.-P 0.J� Applicants Signature Daniel D. Filuk 10/12/18 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Y� Amount Received Receipt# Y Date Received REV 2015 Page 9 of 9 F : y :;r` �; - i I_ .. Jim OR Ir . � Amp ,0�: Io% I r ,- ,'1 a ��� � �1 er�� '�. � : , ;`ie�_ • 7M Tw�, i 1 r I_Ink-Belt (i) Qo�I'�''_ •fir. -- 4\y , • , � de t wVIP a + IWY lot �V E•' � P t ;i-'�- r ;r• �w r �I a�j0 ' PW r � Y � n , 1�a EW. OWN 7 it '•�� ,, � 4 i n � ® J ` � \ �\ \� I r `` �- F�� '..t� °-Y a � � - -. .� �� ., � r _ r S ' 0 ... 1 w 1 ;A�!�� 1 . . i. • - III A �� 9 r � .. r � � ..� v � � � _ *, �_ r ',IiUF o ✓j�li� '�r � ® ® ' 1Ii ■ ♦iji t 4 - �.� .. �r: •tee �'�i r• �.* �. # � i\ &�\ s�s &%\ ■.= iI\ 7�. ■f�2 '-� _. . • � . . , , >/ . « U � `- - r�► / 0- V-0-969 0. o I�_ IPA I/ 1. a a, ir! 'Irk,'`•, ►jam Ake AIM VA FWW r4p Lim IF ink �IA��I/1 awl �� �� -A I _AIA %K s 'w ^-'"+� i s!: l ►a Evli� " , � 'j _ �• *,� l 2/�. lam• .�I�•, .Y �r _}� � '. y , 4 F,��� Ir ' �•-YY•� ►,� . , :'KAL w�I ,I ps x � i;�k•. r SAFEbuilt/Washington 1621 114'Ave SE.Ste 219 Bellevue,WA 98004 www.SAFEbuilt.com SAFEbuilt , E RM 001 SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17,where application is made for construction as described in this section, the owner or the registered design professional in responsible charge acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME Dan Reid PHONE 801-816-5760 EMAIL DReid*swirecc.com PRIMARY CONTACT Dan Filuk PHONE 602-234-1868 EMAIL danf@kdf-architects.com TAX I.D.NUMBER PROJECT NAME Swire Coca-Cola New Distribution Center PROJECT New distribution warehouse and DESCRIPTION offices and site work SITE ADDRESS 18215 59th Avenue NE Arlington,WA 98223 Before A permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete(2)copies of this agreement,including the required acknowledgements,and attach structural tests and inspections schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the Building Official prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2015 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Inspector a) Observe work: The Special Inspector shall observe the work for conformance with SAFEbuilt approved(stamped)design drawings and specifications and applicable workmanship provisions of the IBC the Architect/ Engineer-reviewed shop drawings and/ or placing drawings may be used only as an aid to inspection. 11Page b) Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report.If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the SAFEbuilt by telephone or in person, and notify the project Architect or Engineer. Inspector I Kevin Richardson Phone 360-733-7318 c) Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the job site with the contractor for review by the Building Official. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the SAFEbuilt,project Architect/Engineer, and others as designated. These reports must include the following: i) Description of daily inspections and test made, with applicable locations. ii) Listing of all non-conforming items. iii) Report on how non-conforming items were resolved or unresolved, as applicable. iv) Itemize all changes authorized by the Architect/ Engineer of Record and Building Official if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to SAFEbuilt stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when continuous was required, etc.) shall be specifically itemized in this report. 2) Contractor Responsibilities a) Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the SAFEbuilt approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by SAFEbuilt upon request. 3) SAFEbuilt a) Approve Special Inspector: SAFEbuilt shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the SAFEbuilt. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. 2 1 P a g e c) Issue Certificate of Occupancy: SAFEbuilt may forward approval confirmation to the jurisdiction having authority that a Certificate of Occupancy can be issued after all Special Inspection reports and the final report have been submitted and accepted. 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction,testing of backfill and or road beds as recommended by the geo-tech engineer,and structural welding as work progresses. SPECIAL INSPECTION & STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. ®STRUCTURAL STEEL (IBC 1705.2.1 & 1705.12.1) ®STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) ®CONCRETE CONSTRUCTION (IBC 1705.3) ®MASONRY CONSTRUCTION (IBC 1705.4) ❑WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 & 1705.12.2) ®SOILS CONSTRUCTION (IBC 1705.6) [--I DRIVEN DEEP FOUNDATIONS (IBC 1705.7) 3 1 P a g e ❑CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) ❑HELICAL PILE FOUNDATIONS (IBC 1705.9) El SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) ❑MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ❑EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) ❑FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) ➢ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑SMOKE CONTROL (IBC 1705.18) ❑ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ➢ Only required for buildings located within Seismic Design Category D, E, or F ❑PLUMBING, MECHANICAL & ELECTRICAL COMPONENTS (IBC 1705.12.6) ➢ Only required for buildings located within Seismic Design Category C, D, E, or F ❑SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ®SPECIAL CASES (IBC 1705.1.1)—material alternatives or unusual design applications Expansion, Epoxy, Adhesive, and Screw Anchor Installation El MISCELLANEOUS AREAS -- These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 4 1 P a g e SAFEbuilt/Washington SAFEbuilt. 1621114`h Ave SE.Ste 219 Bellevue,WA 98004 www.SAFEbuilt.com FORM 001 SPECIAL INSPECTION AND TESTING AGREEMENT Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner Dan Reid - Date Signature Contractor Jared Br Date Signature 3 ❑ Submit to st n of responsibility in accordance with IBC Section 170 .4. Special Inspector Kevin Richardson Date 10/10/2018 Signature N Submit WABO certification for special inspection agency and inspectors, (or) ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector name Logan Senrud Scope of Work Technical Director Inspector name Tim Martin Scope of Work Concrete,Soils,Steel,Masonry Inspector name Dave Bufalini Scope of Work Super.Lab Tech,Concrete,Soils,Masonry Inspector name Scope of Work Inspector name Scope of Work Inspector name Scope of Work Architect/Engineer of Record Dan Filuk Date 10/12/18 Signature 0"o 5 1 P a g e Structural Observer Date Signature ❑ Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑ Structural Observations required in accordance with IBC Section 1704.5. ACCEPTED BY SAFEBUILT SAFEbuilt Date Signature 6 1 P a g e SAFEbuilt/Washington 1621 114'Ave SE.Ste 219 VM Bellevue,WA 98004 www.SAFEbuilt.com SAFEbuilt , FORM 0 0 2 DEFERRED SUBMITTAL REQUESTS The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. PERMIT NUMBER: #47 APPLICANTS NAME Dan Reid PHONE 801-816.5760 EMAIL DReid@swirecc.com PRIMARY CONTACT Dan Filuk PHONE 602-234-1868 EMAIL danf@kdf-architects.com TAX I.D.NUMBER PROJECT NAME Swire Coca-Cola New Distribution Center PROJECT New distribution warehouse and DESCRIPTION offices and site work SITE ADDRESS 18215 59th Avenue NE Arlington,WA 98223 1 Page ITEM :Storage Racking Date 10/12/2018 ITEM :Fire Alarm System Date 10/12/2018 ITEM : Fire Protection System Date 10/12/2018 ITEM : Date ITEM : Date ITEM : Date I hereby assume all risk, financially and otherwise, for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate.I understand that approval for the above deferred submittal(s)may take up to ten working days (or longer if there are problems with the submittal) from the date of submission. I understand that certain inspections will NOT be performed until the submissions are accepted. I understand additional fees will be required based on the additional time spent for plan review. All deferred submittals must be submitted to the design professional in responsible charge of the above project for written approval prior to submittal to SAFEbuilt. Architect/Engineer of Record Daniel D. Filuk Date 10/12/2018 Signature Owner Dan Reid 40 Date Signature /o ZI ACCEPTED ON BEHALF OF THE SAFEBUILT SAFEbuilt Date Signature 2 1 P a g e Permit#: 2209 Permit Date: 10/15/18 Permit Type: COMMERCIAL BUILDING Project Name: Swire Coca-Cola Applicant Name: Daniel D. Filuk,Architect Applicant Address: 300 W Clarendon Ave, Suite 320 Applicant, City, State, Zip: Phoenix,AZ 85013 Contact: Luke Robins, Project Manager Phone: 602-234-1868 Email: luke@kdf-architects.com Scope of Work: New warehouse/office building Valuation: 11353057.00 Square Feet: 135209 Number of Stories: 1 Construction Type: Occupancy Group: ID Code: Permit Issued: 03/12/2019 Permit Expires: Form Permit Type: Status: Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning SEC 22 TWP 31 RGE 05RT- SWIRE PACIFIC 31052200101200 18215 59TH AVENUE NE 6A)S1/2N1/2 SW1/4 HOLDINGS NE1/4 EXC RDS Contractors Contractor Primary Contact Phone Address Contractor Type License License# Big-D Construction Corp Jared Brooks 801-415-6056 404 W 400 S CONSTRUCTION Labor a CONTRACTOR Industri nd es BIGDCCN950JD Fees Fee Description Notes Amount Building Plan Review Table 4-2 $43,871.49 Building Pen-nit Table 4-1 $67,494.60 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Traffic Mitigation-C/MF Commercial/Multi-family $87,230.00 Total $198,646.09 Attached Letters Date Letter Description 03/12/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 12/05/2018 Swire Coca-Cola Check Raelynn Jones $198,646.09 Outstanding Balance $0.00 Uploaded Files Date File Name 03/28/2019 4694056-2209 Issued Permit.pdf 10/15/2018 4044731-2209 FORM 002-DEFERRED SUBMITTAL.pdf 10/15/2018 4044732-2209 GeoTest-Certs-Accreditation-2018.10.10.pdf 10/15/2018 4044733-2209 Commercial Application Packet.pdf 10/15/2018 4044734-2209 FORM 001 -SPECIAL INSPECTIONS s.pdf TRANSMITTAL LETTER 0 - TO: City of Arlington 18204 59th Ave NE Kristin Foster/Permit Technician J ATTN: ARCHITECTURAL 10-09-2018 G R O U P, L L C DATE: PROJECT NO: Permit #477 PROJECT: SWire Coca-Cola New Distribution Center WE TRANSMIT ❑enclosed ❑X attached ❑under separate cover ❑via fax ❑via e-mail total sheets including cover sheet. FOR YOUR: ❑X approval ❑distribution ❑review&comment ❑record ❑use/information ❑as requested THE FOLLOWING: X❑drawings ❑shop drawings/submittals ❑specifications ❑reproducibles ❑change order ❑Payment COPIES DESCRIPTION 2 sets Drawings (Architectural/Structural/Mechanical/Plumbing/Electrical) 2 sets Structural Calculations 1 set NREC Code Compliance forms (COMcheck) REMARKS Arriving Via email: City of Arlington Commercial/Multi-Family Permit Application City of Arlington Commercial/Multi-Family Submittal Requirements Form SAFEbuilt, Form 001, Special Inspection and Testing Agreement SAFEbuilt, Form 002, Deferred Submittals Requests COPIES TO: file BY: Luke Robins 300 W.Clarendon Avenue,Suite 320•Phoenix,Arizona 85013.602.234.1868•Fax 602.234.1413 E-mail luke @kdf-architects.com 18-741 ;�heat No. Cover � d,r MJM Date 7118 1. y� . oQNER ATk �. vim:yP ,� goy.• 2 s CARUSO -0 TURLEY ,P 5360 5COTT KDF Architectural Group F ' " structural 300 W Clarendon Ave, Suite 320 1OW18 engineers Phoenix, AZ f 3 PROJECT: Coca-Cola - Arlington 591h Ave NF Arlington; WA STRUCTURAL ENGINEERING EXCELLENCE l l PARTNERS MrE R A L IMF0RW1 A T I")N. I Rfrfiard Turley,PE P[chardaul Turley, E BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE Sandra Herd,BE,PE,LEEDAP GEOTECHNICAL REPORT: Chris Atklnson,BE,PE,LEE D AP Geotest Services, Report No. 18-0318; June 12, 2018 Thomas Morris,BE,PE,LEER AP Richard Dahlmann,BE,PE Allowable Bearing Pressure = 2500 PSF Troy Turley,BE,PE,LEE AP Brady Nothol,m.BE,PE f[ f 1215 W.Rio Salado Pkwy. Suite 200 Tempe,AZ 85281 T:(480)774-1700 F;(480)774-1701 www.CTSAZ.com i YOUR VISION 1S OUR MISSION Job Name Coke -Arlington CARUSO 1215 W.Rio Salado Pkwy. Job No. 18-741 Sheet No. TURLEY suite 200 g MJM Date 7/18 SCOTT Tempe,AZ 85281 Y consulting F.(480)774-1700 774-17011 structural engineers CALCULATION INDEX SHEET SHEET# DESCRIPTION Index, Basis for Design Load Analysis 2.1 —2.13 Roof Framing Design 3.1 —3.14 Column Design 4.1 —4.43 Concrete Tilt Panel and Masonry Wall Design 5A —6.13 Diaphragm Design 6.1 —6.36 Shear Wall Design 7.1 —7.7 Front Entrance Design 8.1 —8.5 Interior Office Framing Design 9.1 — 9.16 Canopy Design, Site Construction YOUR STRUCTURAL ENGINEERING EXPERTS Job Name Coke -Arlington Job No. 18-741 Sheet No. II CARUSO i:Y 1215 W.Rio Salado Pkwy. TURL SCOTE suite 200 By MJM Date 7/18 consuE Tempe,AZ 85281 ti�g slructting T:(480)774-1700 engluecrs F:(480)774-1701 BASIS FOR DESIGN BUILDING CODE: 2015 EDITION OF THE INTERNATIONAL BUILDING CODE LOADS: ROOF LIVE LOAD= 20 PSF(REDUCIBLE), ROOF DEAD LOAD= 20 PSF. WIND: 3 SECOND WIND GUST= 110 MPH. WIND RISK CATEGORY= II, EXPOSURE C, SEISMIC: SEZMIC IMPORTANCE FACTOR, I = 1.0. RISK CATEGORY, 11. MAPPED SHORT PERIOD SPECTRAL ACCELERATION, Ss= 1,07g. MAPPED ONE SECOND SPECTRAL ACCELERATION, S1 =0.417g. SOIL SITE CLASS, D. DESIGN SHORT PERIOD SPECTRAL ACCELERATION, Sds=0,765g. DESIGN ONE SECOND SPECTRAL ACCELERATION, Sd1 =0,440g, SEISMIC DESIGN CATEGORY, D. BASIC SEISMIC-FORCE-RESISTING SYSTEM = INTERMEDIATE PRECAST SHEAR WALLS AND INTERMEDIATE REINFORCED MASONRY SHEAR WALLS. DESIGN BASE SHEAR= 1320k(INCLUDES 1 00' FUTURE EXPANSION AT EAST WALL). SEISMIC RESPONSE COEFFICIENT, Cs=0.19. RESPONSE MODIFICATION FACTOR(R)=4, ANALYSIS PROCEDURE USED=EQUIVALENT LATERAL FORCE PROCEDURE FOUNDATIONS: SOIL REPORT BY GEOTEST SERVICES;JOB NO. 18-0318. SPREAD FOOTINGS SHALL BEAR AT 18" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE=2500 PSF. CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: TILTWALLS -------------------------------------------------------------------------------3,000 PSI SLABSON GRADE ----------------------------------------------------------------------3,000 PSI FOUNDATIONS AND CAISSONS ---------------------------------------------------3,000 PSI (DESIGN FOR FOUNDATIONS BASED ON 2,500 PSI) MASONRY: HOLLOW CONCRETE MASONRY UNITS: F'm= 1,500 PSI HOLLOW BRICK MASONRY DESIGNED WITH HOLLOW CONCRETE VALUES (DESIGN BASED ON INSPECTED VALUES) REINFORCING: BARS#5 AND LARGER: Fy=60,000 PSI. BARS#4 AND SMALLER: Fy=40,000 PSI, STRUCTURAL STEEL: M1SC, STRUCTURAL STEEL(A36): Fy=36,000 PSI, WIDE FLANGE STEEL SECTIONS(A992): Fy=50,000 PSI, TUBULAR STEEL(A500 Gs. B): Fy=46,000 PSI. BOLTS: A307 WOOD: BEAMS WIDTH GREATER THAN 4"---------------------D.F.L.#1 POSTS 6 X 6 OR LARGER --------------------------------D.F,L.#2 f i Job Name Coke-Arlington CARUso 1215 W.Rio Salado Pkwy Job No. 18-741 Sheet No. TURLEY Suite 200 SCOTT Tempe,Az 85281 g MJM Date 6/18 consulting T:(480)774-1700 y structural F:(480)774-1701 engineers DESIGN LOADS I ROOF DEAD LOADS: j B.U. ROOF 4.0 PSF R-30 INSULATION 2.0 STEEL DECK 2.5 MP&E 3.0 SPRINKLERS 1.5 STEEL JOISTS 3.0 STEEL GIRDER 2.0 MISC 2.0 --------------------- 20.0 PSF LIVE LOAD: 20 PSF (REDUCIBLE) 1 Job Name Coke -Arlington CARUSO 1215 W.Rio Salado Pkwy Job No. 18-741 Sheet No. I J- TURLEY Suite 200 SCOTT Tempe,AZ 85281 6 MJM Date 6/18 consulting T;(480)774-1700 y structural F:(480)774-1701 engineers ROOF LIVE LOAD REDUCTION 2012 IBC ROOF LIVE LOAD REDUCTION TABLE Minimum Roof Live Load Lo= 20 PSF (Table 1607.1) Reduced Values Based on IBC Section 1607.12.2.1: Lr = Lo R,Rz (EQ 16-26) R, = 1.2 - 0.001 At (EQ 16-28) R2 = 1.0 (Flat Roof - Slope Less Than 4:12) (EQ 16-30) TRIB AREA (SF) ROOF LIVE LOAD (PSF) < 249 SF 20 PSF 250 - 299 19 300 -349 18 350 - 399 17 400 - 449 16 450 - 499 15 500 - 549 14 550 - 600 13 > 600 12 CARUSO LEY SCOTT Job Name CC4fine 1c'i-er,� structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 fob No. i -"71� Sheet No. - 2j T:480 774-1700 • F:480 774-1701 ---- www.ctsaz.com by Date C� 51ra�:,1 . t<c' :.. .... . . ... vt .....:..: .. .... . . . . ... ............ — - - ... ... ...:...... ; ..... . . /. Sr . :...:...... ............ .. . . ... . M. .. . M .. ......:..... ........... . . . .. .. : .... ... .... . . . . ._.:.._:.._:_.:..., .....:....:.�..�...,,:....:r.�.._�.,... _ 18741 Snow Loads- Drift Swire Coca Cola -Arlington 18-741 pg= 15 psf Ct= 1.0 p f = 0.7CeCtlp9 ps = Cspf pf= 11 psf Ce= 1.0 y = 0.13pg + 14 p5= 11 psf CS = 1.0 hf, = pf/y y= 15.95 pcf I = 1.0 3 4 hd = 0.43 d1L p� + 10 - 1.5 he= 0.69 ft 4hd, ha 5 hc w = 4hdlhc, hd > hc Shy, max t Snow Drift: pa = hdy Windward: location 1„ hd he width max = 8h,; hd width pd Ei ft ft ft ft ft ft ft psf 1 500.0 4.60 3.31 25.55 26.48 3.31 25.55 52.8 2 300.0 3.70 3.31 16,56 26.48 3.31 16.56 52.8 3 60.0 1.70 19.31 6,79 154.48 1.70 6.79 27.1 i i i i CARUSO TURLEYT Job Name l 2Y-L -A.912 n.IC tits�1 ---------- structural engineers 1215 W. Rio Salado Parkway, Suite 200 _ Tempe,Arizona 85281 Job No, I Sheet No. 1: 1480 774-1700 ® F: 480 774-1701 www.ctsoz.com Byt P"k Date ... . . .... ........ ..:... .. .... . . . . .. .. . . .. . ...... ...... ......... . . I. Job Name: Coke-Arlington CARUSO 1215 W.Rio Salado Pkwy TURLEY Job No.: 18-741 Sheet No.: Suite 200 SCOTT Tempe,AZ 85281 consulting structural T: 4BO-774-1700 By: MJM Date: Jun-18 F: 480-774-1701 lo— 16 cq V� 4 .d A N t-- q .,I 75 o 7 N c\1 lilt r-� r.— II ti71� 12 cq Gil Z3 + Iz t '�aI t P c" �n�tD n In 'I, 's x c4 11 V 11 II IN 'N cl SyN Ga Vv: ......... ............. Job Naive: Coke-Arlington CARUSO 1215 W.Rio Salado Pkwy Job No.: 18-741 Sheet No.: TURLEY SUlte 200 SCOTT Tempe,AZ 65261 COM16n9 T; 4480-774-1700 By: MJM Date: Jun-18 structural engineers F:4480-774-1701 Ll� IA + + + + 8 'Zi 'A A Is cs Z A A A A p V N V `GH Q V V +I A, h.4 114 A A j! 14 o kV II II II Sc: +1 II 11 II IIq 7 .6 i 7 �7 7 of cq -77 oN z' 0" t R-11 LLI ............... F­'A u A -7 0 J, 3 _P +1 1 IFTM J J 0 Usd]ainss2id pu% I I i Job Name: Coke-Arlington CARUSQ 1215 W.Rio Salado Pkwy 7URLEY Sults200 Job No.: 18-741 Sheet No.: SCOT? Tempe,AZ 85281 i consulting T:4480-774-1700 By: MJM Date: Jun-18 structural - engineers F:4480-774-1701 �I .�1 O n i�C h S N Nl O N V Ql V C1 } x tl 1 F .: oo � QoogooQo •F �S `O pgpg pb ` ON. 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Rio Salado Parkway,Suiie 200 Tempe,Arizona 85281 Job No. 11• —71-11 Sheet No. I AO 1480 774-1700 ® F:480 774-1701 www.ctsaz.com By 4\11-1 bate 44- .. �,�... • ut; -- ---- 1 TNT it 1J.' l r.:.. s..{1.C 1 L•l(°/..:.. 77 °c :. i 0:"7.i P'?.A w, r' >•.. fit. ...; .....0 µ r �/ tG: .. ::) .. ... ..:. ... : : . . ..... . .. .: : .. . ,fit,:.... :..: . .... : 0�syr�f;...•..k.. a ' . • s�� ).. . icy Design Maps Summary Report h�Ps://Prod02-earth ualce.cr.us s. ov/desi nmaPs/us/summarY•PhP?t... i l Design Maps Summary Report User—Specified Input Report Title Coca Cola Arlington Wed June 13, 2018 18:12:34 UTC Building Code Reference Document 2012/2015 International Building Code r (which utilizes USGS hazard data available in 2008) Site Coordinates 48.163810N, 122.1511°W i. i Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/I11 e», r ArtlnJtp'n , W USGS-Provided Output SS = 1.070 g SN,S = 1.147 g SoS = 0.765 g Sl = 0.417 g S,,11 = 0,660 g So., = 0.440 g For Information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. i MCE,, Respo11I,'tie perlirLIT17 De-skrm Roponse Spectrum Elm 1.3'6i rim ldaS 0.72 - -- - DA4 i#Ll 11 9F p I Aki1 G7 u.H� QAN i.k 3e Yi it. ry•'al 19117 �J>!? nj)a LUD 0A-- Ohl r1a, lxu 1 M, 1Ar1 ILo7 I 1'D.1 FOX) A-D WK. liffile f4m I Is IAk lfe-i I 2io-1 Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. , 1 of 1 6/13/2018, 11:18 AM VA, LA j j "-B.�.€�'..' I I I j m m ® a j ao m �m m m�.� m � j p>m j m a m l Ol 4....... ..... LE _JL I a loll 1 i I T11------ w RAF ROOF FRAMING PLAN T��,S�JVRLEY-SCOT CARUSO TURLEY SCOTT Job Name AIM structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe Arizona 85281 Job No, (6 - W Sheet No, T: 480 774-1700 ® F:480 774-1701 ` www.rtsaz.com By ®ate 9� r ..... _ . ... . ;r �a : .' s. l � � . . . :. ....::.:.... '.. . . : . ..:. ... ... . .... .. ... .. . .. . ............. ...:.... :. ... . .. ... .... .. . `• .�..; is L .'. .... ..... ..... .. .. .. \\. .... ... .. ... .. ...... .. �,;. �•a. . ..... . . ... .. ..: . .. .......... .. .. ... ..... ... .. ;.. . ::. .. . .... .. .... . .... ..... .. . .. .. ..... ..... .... . F•. 1 � A . �: .�.::. .. .<:. ....�....�.:.. ... ..::. .�... .............. , ...: � 1, +�� t I i wluw.hiiti,us Profis Anchor 2.7.6 Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos,No.: Phone I Fax: 480.774-1700 Date: 6r28i201 B E-Mail: Speciflees comments: 1 Input data Anchor type and diameter: AWS DIA GR,B 314 Effective embedment depth: her=4.000 in. Material: Proof: Design method ACI 318-141 CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0,500 in. Anchor plate: Ix x ly x t=12.000 In.x 12,000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fa=3,000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[Ib,in.lb] z i i i 9 It r u — d t a x Input data and results must he checked for agreement with the existing conditions and for plausbilityl PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hilti Is a registered Trademark of HIIII AG,Schaan www.hilti.us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 1 Date: 6/28/2018 l E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization ! Loading Proof Load Capacity PN/[iV[%] Status ! Tension _ Concrete Breakout Strength 3,674 12,882 29/- OK i Shear Pryout Strength 17,600 45,089 -/40 OK Loading __ ON Av Utilization IiN•v[%] Status Combined tension and shear loads 0.285 0.390 513 34 OK t t 3 Warnings • Please consider all details and hints/warnings given in the detailed report) Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties I • Any and all information and data contained in the Software concern solely the use of HlIU products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant HIM product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilt!on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the HIM Website. HIM will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibllityl - PROMS Anchor(c)2003-2009 Will AG,FL-9494 Schaan Hilti is a registered Trademark of HN AG,Schaan CARUSO TURLEY SCOTT Job Name 6-01Lt= structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Sheet No. I� .��I' 1480114-1700 - F:480114-1701 Job No. www.cisaz.com By NUJ Date G t : ' 7:PA0r�:<.�. . . . :. .. ... : .... . 1-. .TL•Y �%�' ��i?J� ��,:6•,'�f�.(.t.A0 �..:�' ��:'j.�„:?�}r-�*y } .. . 07. . ... .:.�` . ...(p.A1xh L : �o , AU- —.(urn =.�.i �. :.. .;. .. ..;..... . '. � :.: . �I�C �.Ji' "f�7,4�ti,F J �.., .. �` •.. i'���s5��A �::��: ��, �y?��-: :.]1��,: -�' ..fi�*;�• l._,C:,.�.:k; €.. y... � .. ... _ _ CARUSO TURLEY SCOTT Job Nome structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. rI :-741 Sheet No, d,tr T:480 774-1700 • F:480 774-1701 www.ctsaz.com By PA Date (` G?i„ t . E ( :. . y { j ..: .:..: .:. �'_.:../. :::6� :•a5:tom .... ......... .. ..... .. • A 'A ii . ..... — — ...�. R . .:. .... ... 1'. 0� .............:: . ......... .. .,mot,..- .. ._s:. .... . . . ....:.. .. ... - i • A i ff 1 .. .......... :.........• .... . .. ............ ....... ............. . ......... :. 1 www.hilti,us Profis Anchor 2.7.6 Company: �CTS Page: 1 I Specifier: Project: 1 Address: 1215 W Rio Salado Parkway,Su)te 200,Tempe,AZ Sub-Project I Pos.No.: j Phone I Fax: 480-774-1700 Date: 6,128/2018 E-Mail: Specifier's comments: 1 input data Anchor type and diameter: AWS D1.1 GR.B 314 Effective embedment depth: %f=6.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off Installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I,x ly x t=20.000 in,x 20.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fo=3,000 psi;In=8.000 in. Reinforcement: tension:condition B,shear.condition A;anchor reinforcement:shear edge reinforcement:none or<No.4 bar i I Geometry[in.]8 Loading[lb,in.lb] Z 4 �- 0 CA, Y �. 4 xL tp r f I 1 x h, i Input data and results must be checked for agreement with the existing conditions and for plausibllltyl PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schean Hilt!Is a registered Trademark of Kill AG,Schaan i wvrtw.hilti.us Profis Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: I Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 1 Date: 612812018 E-Mall: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity [SN!fiv[°/] Status Tension Concrete Breakout Strength 7,361 20,587 36/- OK Shear Pryout Strength 52,400 63,678 -!83 OK Loading PN [IV Utillzation pN,v Status Combined tension and shear loads 0.358 0,824 5/3 91 OK 3 Warnings - Please consider all details and hints/wamings given in the detailed reportl Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties i • Any and all information and data contained in the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations In accordance with Hilli's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilt product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,cant'out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt!Websits. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the exlst]ng conditions and for plaus]bl]Ityl PROFIS Anchor(c)2003.2009 Hilt]AG,FL-9494 Schaan Hill]is a registered Trademark of HIItl AG,Schaan CARUSO TURLEY SCOTT Job Nape LLV-_fie i� �-------------- structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona B5281 T.-480 774-1700 ® F: 480 774-1701 Job No. f —1 Sheet No. " wvM.ds0z.coM By e �' Date :.. ......... . t iA l4 : S ; - ...... ...,.�. H.... .... ... li 1 a U� : ., sap' r� c �. . i ME— I. 9 �dr it www.hltti.us Profis Anchor 2.7.6 Company: CTS Page: 1 Specifier. Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No,: Phone I Fax: 480-774-1700 Date: 702018 E-Mail: ! Specifier's comments: 'FT 1 Input data Anchor type and diameter: AWS D1.1 GR.B 314 Effective embedment depth: hef=4.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.000 In.x 3.000 in.x 0,250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f,'=3,000 psi;h=8.000 in. Reinforcement: tension:conditlon B,shear:condition A; edge reinforcement:none or<No.4 bar Seismic loads(cat.C, D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(a)) Geometry[in.]&Loading[lb,in.lb] 1 Z, I 4 14�10 ov a I _ V � N X Input data and results must be checked for agreement With the existing conditions and for plausibilltyl PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schean Hiiti Is a registered Trademark of HIIII AG,Schaan n ELM Ed www.hilti.us Profls Anchor 2.7.6 Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: I Phone I Fax: 480-774-1700 Date; 712/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN f PV t°/.] Status Tension 4- - - Shear Pryout Strength 2,000 '14,723 414 OK Loading PN py Utilization$N,v Lie] Status Combined tension and shear loads - I 3 Warnings • Please consider all details and hints/warnings given in the detailed reportl Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all Information and data contained in the Software concern solely the use of Hifti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product, The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by HIM on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt!Website. Hilt!will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility] - Y PROMS Anchor(c)2003-2009 Hill!AG,FL-9494 Schaan HIM Is a registered Trademark of HIM AG,Schaan CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. T: 480 774-1700 ® F:480 774-1701 www,ctsaz.com By ®ate_ ?L 2) f JR • oo :. r . . . .. ....... ..... ........ .... ✓ '1-6+'S'_ �1,... �T�-Q�2 �.?,�•'i'�5`lyi./=�,-'F�./P : . .. : . ....... : .... ;. . ... .. : :. z•, . t•.,. f: ..:...... .'.. .. ::....... " i. : .... ....... 3. CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. 45-�z1 Sheet No. :y � T: 480 774-1700 ® F: 480 774-1701 www.cisaz.com By_ 01 yl\ __Date Pit ,!-/ip.4�'_c, C 7-c000-j U��i.:(.�o:'�. ..�.=�. ?,�::..... �r�1C_I,�;��: �� * '�t!;� �� 1.:t•;:}: <f•J'1r�l:.40 : ) CARUSO TURLEY SCOTTJob Name - structural engineers 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 ��� T:480 774-1700 • F.480 774-1701 Job No. I . Sheet No. www.ctsaz.com By _,Date_ -• .. ,y . ... .... . ..... ...... . . ..:.. �en9 a........ .... . �f74i { Caruso Turley Scott,Inc. Project Title: 1215 K Rio Salado Pkwy.#200 Engineer: I.. Tempe,AZ 85301 Protect ID: , 480 774-1700 Project Descr: i ;. 480-774-1701 Printed: M www.ctsaz.com 1 Alg= li.�htGf�� CD028119741C 41CALCUL�1tf8749C 1��6 . Steel Column + B:Ole. -- Description: Typical Warehouse Column Code.References Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 General Wormation Steel Section Name: 1HSS10x10x114 Overall Column Height 34.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=34.0 fl,K=1.0 Y-Y((depth axis: Unbrace Length for Y-Y Axis buckling=34.0 k K=1.0 ! Applied Loads, ::.:: Service loads entered.Load Factors will be applied for calculations. j Column self weight included:1,108.31 Ibs*Dead Load Factor AXIAL LOADS... Axial Load at 34.0 ft,Xecc=1.0 In,D=50.0,LR=30.0,S M 37.50 k DESIGN SUMMARY': Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8592 : 1 Maximum Load Reactions.. Load Combination +D+S+H Top along X-X 0.1225 k Location of max.above base 33.772 ft Bottom along X-X 0.1225 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 88.608 k Bottom along Y-Y 0.0 k Pn I Omega:Allowable 117.488 k Maximum Load Deflections... Ma-x:Applied 0.0 k-it Mn x!omega:Allowable 61.297 k fi Along Y-Y 0.0 in at O.Oft above base for load combination Ma-y:Applied -7.243 k-ft Mn-y1 Omega:Allowable 61.297 k-ft Along X-X -0.2305 in at 19.852ft above base for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0.002994 1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.2145 k Vn I Omega:Allowable 71.632 k Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 2� 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:27 JUN 2018, 8:08 pR-1..{7A026''i 97ti1.Ct.T�likXal.:'11.8741>; Mi Bse Plate :>:,,.;:: ,.:. ::.:.: ..,.--.Y: :: :::, Description: Typical Warehouse Column Baseplate Code References Calculations per AISC Design Guide#1, IBC 2009,CBC 2010, ASCE 7-05 Load Combination Set: IBC 2012 r General Information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support fc - 2,60 ksi 92 c :ASD Safety Factor. 2.50 Assumed Bearing Area:Full l3earing Allowable Bearing Fp per J8 4.250 ksi Column$Plate i Column Properties V-41N Steel Section: HSS10x10x1/4 Depth 10 in Area 8.96 in^2 - t Width 101n Ixx 141 in Flange Thickness 0.233 in lyy 141 in^4 i � • Web Thickness 0 in Plate Dimensions Support Dimensions N:Length 16.0 in Width along"X" 48.0 in 4�k lgg r k 8:Width16.0 in Length along"Z' 48.0 in o ' Thickness 0.750 in Column assumed welded to base plate. ° f Applied Loads F � P-Y V-Z M-XIY D:Dead Load,:..... 50.0 k 0.0 k 0.0 k-ft L•Live 0.0 k 0.0 k 0.0 k-fl Lr:Roof Live......... 30.0 k 0.0 k 0.0 k ft S:Snow................ 37.50 k 0.0 k 0.0 k-ft n W:Wind................ 0.0 k 0,0 k 0.0 k-ft E:Earthquake.............. 0.0 k 0.0 k 0.0 k-ft H:Lateral Earth....:.... 0.0 k 0.0 k 0.0 k-ft = f "P'=Gravity load,"+"sign is downward. "+" Moments create higher soil pressure at+Z edge. "+" Shears push plate towards+Z edge. GOVERNING DESIGN LOAD CASE SUMMARY Mu.Max.Moment..... 1.805 k-in Plate Deslgn Summary tb:Max.Bending Stress............... 12.836 ksi Design Method Allowable Strength Design Fb:Allowable: 21,557 ksl Governing Load Combination -+D+S+H Fy I Omega Governing Load Case Type Axial Load Only Bending Stress Ratio Design Plate Size V-4"x V-4"x 0.314" Bending StresssK O OK Pa:Axial Load:,.. 0.000 k fu:Max.Plate Bearing Stress.... 0.342 ksi Ma:Moment 0.000 k-ft Fp:Allowable: 1.700 ksl min(0.85*fc*sgrt(A21A1),1.7*fc)"Omega Bearing Stress Ratio 0.201 Bearing Stress OK Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: I' Tempe,AZ 85301 Project ID: 'I 480-774-1700 Project Descr: 480-774-1701 WWW,GtSaZ.COm Printed:263UN2018, b:ODPM 7. 111874t :1.. .CCU `.111i37. �.... F l eneral. o .. G Foot* _ ..:.. . .............................:.. Description: Typical Warehouse Footing Code rrces Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values fc:Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soll Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure - 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 1 increases based on footing plan dimension Add Fig Wit for Soil Pressure Yes Allowable pressure increase per foot of depth i Use fig wt for stability,moments&shears Yes - 0.0 ksf Add Pedestal Wt for Soil Pressure No when max,length or width is greater than - 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions.::.:. .- Width parallel to X-X Axis = 6.50 tt Length parallel to Z-Z Axis = 6.50 ft Footing Thickness = 18.0 in 4 I Pedestal dimensions... x px:parallel to X-X Axis = 0.0 in pz:parallel to Z-Z Axis = 0.0 in ght 0.0 in 1 I RebarlCenterline to Edge of Concrete... f at Bottom of footing = 3.0 in .I Q. Reinforcing Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars - 8 r W n,Reinforcing Bar Size W # 6 - Bandwidth Distribution Check (ACI 15.4.4.2) X-XS,ckn ° VI,4z Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W _ E H P:Column Load - 50.0 30.0 0.0 37.50 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k i Caruso Turley Scott,Inc, Project Title: 1216 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: - .J 480-774-1700 Project Descr: 480-774-1701 www,ctsaz.com Printed:26 JUN 2018, 5:o0PM r .... . ... ... :. ,: •;,.•::)ley?Cy1NG�PRr1LCA026-1118741C-StAL,UL1118741C=1:EC6 r General .-.0 :.: .:..;°:.:...:: - Description: Typical Warehouse Footing DESIGN_ SUMMARY Design Min.Ratio Item Applied Capacity Governing toad Combination PASS 0,9156 Sall Bearing 2.289 ksf 2.50 ksf +D+S about Z-Z axis PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift i PASS 0.4286 Z Flexure(+X) 15.0 k-ftlft 35.001 k-ftlft +1.20D+1.60S PASS 0.4286 Z Flexure(-X) 16.0 k-ftlft 35.001 k-ft/ft +1.20D+1.60S PASS 0.4286 X Flexure(+Z) 15.0 k-ftlft 35.001 k-fdit +1.20D+1.60S PASS 0.4286 X Flexure(-Z) 15.0 k-fYff 35.001 k-ft/ft +1.20D+1.60S I PASS 0.4239 1-way Shear(+X) 31,795 psi 75.0 psi +1.20D+1.60S PASS 0.4239 1-way Shear(-X) 31.795 psi 75.0 psi +1.201)+1.606 PASS 0.4239 1-way Shear(+Z) 31.795 psi 75.0 psi +1.20D+1.60S PASS 0:4239 1-way Shear(-Z) 31.795 psi 75.0 psi +1.20D+1.60S PASS 0.8533 2-way Punching 128.0 psi 150.0 psi +1.20D+1.60S CARUSO TURLEY SCOTT Job Name C;�k/•i. structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. I'l-71A 4 Sheet No, 751) 1480 774-1700 • F:480 774-1701 www.ctsaz.com By --Date to e 41` Crt "1't 16ytil:. 'PIL_1 �6.T. fir.:.. . t , . gyp,b _, ,•�,� .. . . . : ..� . af-7,7 . .. . . a-°l�^Y � .L:.. ..� � ��. .... .... ... .... .. .. 5} - IV f, NOW Y "KI b 11, i /t( o.M Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer; Tempe,AZ 85301 Project ID; i 480-774-1700 Project Descr: 1-7 480-774-1701 • ed:za dur�zap www.ctsaz.com 's l Colum E— S tee ............ ..............:.. ..., :..::..:.. Description: Low Roof West Column Code References Calculations per AISC 360-06, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 Steel Section Name; HSS5x5x5116 Overall Column Height 16.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksl X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis budding=16.0 ft,K=1.0 Y-Y(depth)axis; Lin raced Length for Y-Y Axis buckling=16.0 ft,K=1.0 Service loads entered. Load Factors will be applied for calculations. I Column self weight included:304,513 lbs"Dead Load Factor AXIAL LOADS... Axial Load at 16,0 ft,Xecc=1.0 in,D=27.70,LR=16.60,S.=20.80 k --DESIGN'SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8392 ;; Maximum Load Reactions.. Load Combination +D+S+H Top along X-X 0.1443 k Location of max.above base 15.893 ft Bottom along X-X 0.1443 k At maximum location values are.,. Top along Y-Y 0.0 k Pa:Axial 48.805 k Bottom along Y-Y 0.0 k Pn 1 Omega:Allowable 72.896 k Ma-x:Applied 0.0 k_ft Maximum Load Deflections... above base Mn-x!Omega:Allowable 21.026 k-ft Along Y-Y 0.0 in at 0.0 ff Ma-y:Applied -4.015 k-ft for load combination Mn-y I Omega:Allowable 21.026 k-ft Along X-X -0.210 in at 9.342 ft above base for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0.006363 ; 1 Load Combination +D+S+H Location of max.above base 0.0 ft At maxlmum location values are,.. Va:Applied 0.2526 k Vn I Omega:Allowable 39.696 k Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Tempe,AZ 85301 Project ID: 4-1 480-774-1700 Project Descr: 116 480-774-1701 Printed:28 JUN 2018, 4:1 SPM www,ctsaz.com ........ .... M1;N9WPW1.... ............... ....... .. ........... ........... . .............. JU2�Lu L=�!Suqj Description: Low Roof West Column Baseplate Code References Calculations per AISC Design Guide#1, IBC 2009,CIBC 2010, ASCE 7-05 Load Combination Set: IBC 2012 General information Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support f'c = 2.50 ksi n c :ASD Safety Factor. 2,50 Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 4,250 ksi Column &Plate Column Properties Steel Section: HSS5x5x5/16 Depth 5 in Area 5.26 lnA2 Width 6 in Ixx 19 inA 4 Flange Thickness 0.291 19 inA In lyy 4 Web Thickness 0 in Plate Dimensions Support Dimensions N:Length 12.0 in Width along'X 48-0 in B Width 12.0 in Length along 7 48-0 in Thickness 0.750 in Column assumed welded to base plate. 4#-Opl Applied Loads P-Y V-Z IVI-X D:Dead Load 27.70 k k k-ft L:Live....... k k k-ft Lr:Roof Live......... 16.60 k k k-ft k-ft k S Snow 20.80 W:Wind k k k-ft E Earthquake.............. k k k-ft S H:Lateral Earth......... k k k ................. P Gravity load,"Y'sign Is downward, 'Y' Moments create higher soil pressure at+Z edge. Shears push plate towards+Z edge. GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment..................... 2,213 k-In Plate LeAsn Summary tb:Max.Bending Stress............... 15.736 ksi Design Method Allowable Strenqth Design Fb:Allowable: 21.557 ksi Governing Load Combination +D+S+H Fy I Omega Bending Stress Ratio G.730 Governing Load Case Type Axial Load Only Bending Stress OK Des lgn Plate Size V-01'x V-0"x 0-34' Pa:Axial Load 0.000 k fu:Max.Plate Bearing Stress.... 0.337 ksi Ma:Moment........ 0.000 Wit Fp:Allowable: 1.700 ksi mIn(0.85*fesqrI(A2/A1),1,7*fc)*Omega Bearing Stress Ratio 0.198 Bearing Stress OK Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr; 480-774-1701 www.ctsaz.com 1 8PM 28JUN20 8 1 4: Printed.' _. C D28..%i8741:G 1.. ...CU`..1.S87A9.C.1:EC6::: F.00tln Genera Description: Low Roof West Column Footing Gode Rea<erences. ::-......:- Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values 2.50 ksf Allowable Soil Bearing - 2.50 ksf t c:Concrete 28 day strength = - fy;Rebar Yield = 60.0 ksf Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksf Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 I Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. - Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 ; 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft i Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 16.0 in j 1 _ i 1 X - Pedestal dimensions.., x...•......q px:parallel to X-X Axis = in LO I _. pz;parallel to Z-Z Axis _ in ; 1 Height In _ }_ Rebar Centerine to Edge of Concrete... at Bottom of footing = 3,0 in -- 1.. . , 2. : w Reinforcing _ Bars parallel to X-X Axis _ 6 Number of Bars - - Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars - 6 Reinforcing Bar Size = # 5r Bandwidth Distribution Check (ACI15.4.4.2) x.x �kk'w.z Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a = Applied`Loads D Lr L S W E H P:Column Load w 27.7 16.60 20.80 k OB;Overburden - ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: f Tempe,AZ 85301 Project ID: 7J 10 480-774-1700 Project Descr: 480 774-1701 Printed:28 JUN 2018, 4:18PM www.ctsaz.com ....:....:. .:.: :..,::: _ _........::.:::.::.........:.:.:.....: :.::,:::,._..::.:::...:. Ie::G'ENd:RRI TA0263118741C11CALCUL n :rl:: ::. in _ e .eaFat a.ara Description: Low Roof West Column Footing Min.Ratio Item Applied Capacity Governing toad Combination PASS 0.8608 Soil Bearing 2.152 ksf 2.50 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding i PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3954 Z Flexure(+X) 8.315 k-ftlft 21,029 k-ftlft +1.200+1.60S PASS 0.3954 Z Flexure(-X) 8.315 k-ftlfl 21,029 k-ft/ft +1,20D+1.60S PASS 0.3954 X Flexure(+Z) 8.316 k-ftlft 21.029 k-ft/ft +1.20D+1,60S I PASS 0.3954 X Flexure(-Z) 8.316 k-ftlft 21.029 k-ftlft +1.20D+1,60S PASS 0.3184 1-way Shear(+X) 23.879 psi 75.0 psi +1,20D+1,60S PASS 0.3184 1-way Shear(-X) 23.879 psi 75.0 psi +1,20D+1.60S PASS 0.3184 1-way Shear(+Z) 23.879 psi 75.0 psi +1.20D+1.60S MASS 0.3184 1-way Shear(-Z) 23.879 psi 75.0 psi +1.20D+1.60S PASS 0,6243 2-way Punching 93.640 psi 150.0 psi +1,20D+1.60S Ll Whi O Y NAFOY r� ----- ----- ------- -- -E- L -t .......... Ki ,-J L i I I �-- - --------- ! --- -- -------- ---- I -------- ---------- �a %3:R,V-i.rsC, j Attu . e ' CARUSO TU LEY SC TT Job Name L27L . (19 structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No, f T?l1 I, Sheet No. T:480 774-1700 • F:480 774-1701 www.clsuz.com By Pll Date l A F;:. ` :. : . .r .A. 1"r J • v J , J• �. 4 .. ...... .. Kam: / a Caruso Turley Scott, Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: r t Project ID: Tempe,AZ85301 Project Descr: '�✓ 480-774-1700 480-774-1701 WWW,CfSaZ COm Printed 29 JUN 2018,10:34AM COInCifete SI@IIS�@1'WaII Flle=G1ENG PR:`1�C0026-1U8741C 11CAlAUtr*t11874,9�,Cr1,�G�.:.. Description: Typical Bearing Wall Code References , Calculations per ACI 318-08 Sec 14.8, IBC 2009,CSC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 Gefteral Information; fc:Concrete 28 day strength = 3.0 ksi Wall Thickness 8.0 In Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L! 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.80 to Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus _ 41 G.792 psi Bar Size # 5 Max%of pbalanced = 0.01355 Bar Spacing 18.0 in Max PulAg=fc = 0,060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in - One-Story Wall Dime_nslons' r - --A Clear Height = 31.0 ft B Parapet height 4.0 ft = ... Wall Support Condition Top & Bottom Pinned �pf#lft7 - _ -- A. eh-men{ Vertical Loads:. Vertical Uniform Loads. (AP-P edperfootofStrip Width) DL:Nad Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 0.50 0.4350 0.8250 kilt Concentric Load klft Latelral.Loads. . _ Wind Loads: W Seismic Loads: Full area WIND load 27.60 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.60 psf Fp 1.0 = 30.60 psi fApplled to full"STRIP Width') D Lr L E yy Endpoints from Base top bottom Distributed Lateral Load 0.02150 klft 35.0 31.0 ft Caruso Turley Scott,Inc. Project Title: it 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: 1 f,l 480 774 1700 Project Descr: l 480-774-1701 www,ctsaz.com Printed 29 JUN 2016,10:34AM Flls G:IENG R�11_fAQ2Cr1118741C-11CACCUL�_W8141C�:7:E06;::.: I Concretei`Sllende:Ir : . Description : Typical Bearing Wall Results reported for"Strip Width"of 12.0 in -. Governing Load Combination... Actual Values... Allowable Values,,,-.. PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5411 +1.20D+0.70S+E Max Mu 4.054 k-ft Phi*Mn 7.492 k-ft PASS Service Deflection Check Actual Defl.Ratio Li 951 Allowable Defl,Ratio 150 +D+0,70E Max.Deflection 0.3912 in PASS Axial Load Check Max Pu/Ag 36.641 psi Max.Allow.Defl. 2.480 in +1.20D+0.70S+E Location 16,017 ft 0.06*f'c 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.002778 Aslhd= 0.0 rho bal 0.01355 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0,6340 k Base Horizontal E Only 0.4664 k Vertical Reaction D Only 4,0 k _,Design Maximum Combinations-:Moments: Results reported for"Strip Width"=12 in. Axial Load I Moment Values 0.6 Load Combination Pu 0.06*fc*b*t i Mcr Mu Phi Phi Mn As As Ratio rho bal Ic k li k-ft k-rt in^2 +1.200+1.60Lr at 29.97 to 31.00 0.000 17.280 4.38 0.73 0.90 6.69 0,207 0.0028 0.0135 +1.200+1.60Lr+0.50W at 16.53 to 17.57 3.512 17.280 4.38 2.04 0.90 7.49 0,207 0.0028 0.0135 +1.20D+1.60S at 29.97 to 31.00 0.000 17.280 4.38 1.08 0.90 6.69 0,207 0.0028 0,0135 +1,20D+1.60S+0.50W at 16.63 to 17.57 4.136 17.280 4.38 2.26 0.90 7.61 0.207 0.0028 0.0135 +1.20D+0.50Lr+W at 15.50 to 16.53 3,158 17,280 4.38 3.52 0.90 7.42 0.207 0.0028 0.0135 +1.20D+0.50S+W at 15.50 to 16.53 3.353 17.280 4.38 3.59 0.90 7.46 0.207 0.0028 0,0135 +1.20D+0.70S+E at 15.50 to 16.53 3.518 17.280 4,38 4,05 0,90 7.49 0.207 0.0028 0.0135 +0.90D+W at 14.47 to 15.50 2.298 17.280 08 3.37 0.90 7.23 0.207 0.0028 0.0135 +0.90D+E at 14.47 to 15.50 2,298 17.280 4,38 3.77 0.90 7.23 0.207 0.0028 0,0135 Design.Maximum Combinations-Deflections ' '` ' ' Results reported for"Strip t =12 in. Axial Load i Moment Values Stiffness k Deflections Load Combination Pu I Mcr Mactual I I gross I cracked I effective I Deflection Defl. Ratio _ k I k-ft k-ft in^4 inA4 inA4 IIII in _ +D+0.60W at 15.50 to 16.53 2.450 4.38 2.10 512.00 64.98 384.000 0.304 1,224.9 +D+0,70E at 15.50 to 16.53 2.450 4.38 2.70 512.00 64.98 384,000 0.391 950.9 +0.60D+0.60W at 14,47 to 15.50 1.532 4.38 2,01 612.00 62.65 384.000 0.290 1,281.7 +0.60D+0.70E at 14.47 to 15.50 1.632 4.38 2,61 512.00 62.65 384.000 0.377 987.4 +0.60W at 14.47 to 15.50 0.000 4,38 1.90 512.00 58.73 384.000 0.271 1,373.7 E Only*0.70 at 14.47 to 15,50 0,000 4.38 2.48 512.00 58.73 384,000 0,356 1,045.5 Reactions�Vertical Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k 4.000 k Lr Only 0.0 k 0,01 k 0.435 k S Only 0.0 k 0.01 k 0.825 k W Only 0.4 Ic 0.63 k 0.000 k E Only 0,5 k 0.60 k 0.000 k CARUSO TURLEY SCOTT Job Name s t r u c t u r a l engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T.480 774-1700 • F:480 774-1701 Job No. �`6--7a-tI Sheet No. {. F www.ctsaz.com by jkQ-VA Date (�2/I-? �,' � urn'/�'��-6•��. S� p'` �/ e, �q, ...... --7 4 µ?9 .. .�. .. �.y.. mn :. 1. .. 1.. 4' r q F �}� to � �Y i l� ' `�its .� ., . � r I s ; .. � Won . � .. b' 4 A- f�� .- :. . -77777: .. >; . ... ... ..... . Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project I D: ,t G 480-774-1700 Project Descr: �l 480-774--1701 1 www.ctsaz.com File G1EIdG PR 11�COQ26�f118741C•11CALCU L11 8741 r1.EC�i �MTAS-3u' rete.Slender. Na�I I .0 • Description; Non Bearing Wall with Low Roof I Coale References.i i Calculations per ACI 318-08 Sec 14.8, IBC 2009,CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General:Information PC:Concrete 28 day strength = 3.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy;Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L I 0 Ec;Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.80 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr;Rupture Modulus = 410,792 psi Bar Size # 5 Max%of pbalanced - 0.01355 Bar Spacing 12 in Max Pu/Ag=fc" = 0.060 Concrete Density = 150.0 pcf i Width of Design Strip = 12.0 in Qne-Story.Wail Dimenstpns : - • ~ = - A Clear Height = 34.0 ft B Parapet height = 1.0 ft B — tRborpltagf?ment _ Wall Support Condition Top&Bottom Pinned L _ A Floor Atta�hma'it'. - - - Verticil oads Vertical Uniform Loads.. (Applk�dper foot of Strip Mdth) DL:Dead Lr:Roof Live Lf Floor L tie S:Snow W:Wind Ledger Load Eccentricity 6.750 in 0.0710 0,0710 0.2280 k/ft Concentric Load k/ft Vertical Concentrated Loads... (Applied to full"Strip Width`) DL:Dead Lr:Roof Live Lf:Floor Live s_Srow W:Wind Beam Load#1 Eccentricity 6.750 in 0.30 0.30 0.570 k Dist.from Base 17.0 ft .:...Lateral Loa S=: .:;.: ,:.: ......:_.._::.;. .:. ...... Wind Loads: Seismic Loads: Full area WIND load psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.60 psf Fp 1.0 = 30.60 psf D Lr L E W Height (Applied to full"STRIP Width") Point Lateral Load 0.3050 0.2350 k 17.0 ft (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.02760 loft 35.0 17.0 ft Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect I D: 480 774-1700 Project Descr: 480-774-1701 www.etsaz.com File .. G1ENG PR=7 COD25�11� 741GI. L 1C1$791G-1;9C6_. Concrete Slender Wall = 1.111. - -• s • ' Description: Non Bearing Wall with Low Roof 77 DE516N SUMMARY'.:.:' Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values, PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8202 +1.20D+0.70S+E Max Mu 7.926 Wt Phi*Mn 9.663 k-ft PASS Service Deflection Check Actual Defl.Ratio U 166 Allowable Dell.Ratio 150 +D+0.70E Max.Deflection 2.462 in PASS Axial Load Check Max Pu!Ag 35.777 psi Max.Allow.Defl. 2.720 in +1.20D+0.70S+E Location 15.30 ft 0.06*fc 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.004167 Aslbd= 0.0 rho bal 0.01355 Maximum Reactions.., for Load Combination.... Top Horizontal E Only 0,7037 k Base Horizontal E Only 0,6723 k Vertical Reaction D Only 3.871 k - -. € _ Design Maxlmtiin Combinations.Moments' Results reported for Strip Width -12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.061c*b*t i Mcr Mu Phi Phi Mn As As Ratio rho bal k_ k k-ft k-ft- k-ft in"2 +1.20D+1.60Lr at 13.60 to 14.73 3.607 17,280 4.38 0.25 0.90 9.87 0,310 0,0042 0.0135 +1,20D+1.60Lr+0,50W at 13.60 to 14.73 3.607 17,280 4.38 1.99 0.90 9.87 0,310 0,0042 0.0135 +1.20D+1.60S at 13.60 to 14.73 4.290 17.280 4.38 0.41 0.90 10.00 0.310 0.0042 0.0135 +1.20D+1.60S+0,50W at 13.60 to 14.73 4.290 17.280 4.38 2.17 0.90 10.00 0.310 0.0042 0.0135 +1.20D+0,50Lr+W at 17.00 to 18.13 2.281 17.280 4.38 4.02 0.90 9.61 0.310 0.0042 0.0135 +1.20D+0.50S+W at 17.00 to 18.13 2.359 17.280 4.38 4,02 0.90 9,63 0.310 0.0042 0.0135 +1,20D+0.70S+E at 14,73 to 15.87 3.435 17.280 4.38 7.94 0.90 9.83 0.310 0.0042 0.0135 +0.90D+W at 17.00 to 18.13 1,684 17.280 4.38 4.03 0.90 9.50 0.310 0.0042 0.0135 +0.90D+E at 15,87 to 17.00 1.786 17.280 4.38 7.57 0.90 9.52 0.310 0.0042 0.0135 Design MaXim.um Combinations-Deflections -. Results reported for"Strip Wit In. Axial Load Moment Values Stiffness Deflections Load Combination Pu ! Mcr Mactual ; I gross I cracked I effective Deflection Defl. Ratio k k-ft I<-ft in^4 in^4 in^4 in +D+0.60W at 17.00 to 18,13 1.871 4.38 2.40 512.00 86.70 384.000 0,388 1,051.9 +0+0,70E at 15.87 to 17.00 1.984 4.38 5.20 512.00 86.97 159.291 2.462 165.7 +0.60D+0,60W at 17.00 to 18.13 1.123 4.38 2.40 512.00 84.95 384.000 0.383 1,065.7 +0.60D+0.70E at 15.87 to 17.00 1.190 4.38 5.02 512.00 85.12 175.399 2.132 191.4 +0,60W at 17.00 to 18.13 0.000 4.38 2.39 512.00 82.32 384.000 0.376 1,086.4 E Only*0.70 at 15.87 to 17.00 0.000 4.38 4.84 512.00 82.32 198.251 1.713 238,1 Reactions.-Vertical&Horizontal '.: Results reported for"strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0,0 k 0,01 k 3.871 k Lr Only 0,0 k 0,01 k 0,371 k S Only 0.0 k 0.01 I< 0.798 k W Only 0.2 I< 0.50 k 0.000 k E Only 0.7 k 0,70 k 0.000 k CARUSO TURLEY SCOTT Job Nome &�,4-r structural engineers e_ 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No._ �LI I Sheet No. T:480 774-1700 • F.480 774-1701 www.ctsaz.com By M 1-f'A Date (Val " Y �C....g-1 ](°S E '9�ti3: (l}x rC"L& [ � r E. �C " . /. • � 17�i .� �Ir✓ , •�lkf- yc�y��'t.g. . . .. .. i . . . ����• Ac� £ . .... :. .... :. . ... .'. . .. ............ . ..:.. :....:: .. ... - . ... .... . .. ..... . mar _ y.. t .... ... .... ;. Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: I Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 Printed: 2 AUG 2018 2 5PM wwwctsaz com COncrete:'Sle . ...:..:... .:::...:. ..:.:.:.. : . •eNG .'I�00026�t118�40t;�11QALt,lll:'1199740G 9.EC6 Description Wall Under Girder Point toad Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 _General lnformatiorr:.::::...:::.. :. fc:Concrete 28 day strength = 3 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Deft Ratio = L 1 150 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar'd"distance 1.80 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 410.792 psi Bar Size # 5 Max%of pbalanced = 0,01355 Bar Spacing 4 in Max PulAg=fc* = 0.060 Concrete Density = 160.0 pcf Width of Design Strip = 12.0 in _One=Story Wall Dimensions A Clear Height = 34.0 ft B Parapet height = 1.0 It B _ Wall Support Condition Top&Bottom Pinned _ RtArtaGtamFm A i Fl;orAttaChr�Onl Vertical_Loads' Ve_ ftl,al Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 In 2.6625 1,6125 6.1876 k1ft Concentric Load kift Vertical Concentrated Loads... (Applied to full"Strip Width") DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Beam Load#1 Eccentricity 6.750 in 0.30 0.30 0.570 k Dist.from Base 17.0 ft Lateral Loads; Wind Loads: Seismic Loads: Full area WIND load psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.60 psi Fp 1.0 - 30.60 psi D Lr L E W Height (Applied to full"STRIP WOW) Pant Lateral Load 0.3050 0.2350 k 17.0 ft (Applied to fug"STRIP W!d!h") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.02760 klft 35.0 17.Oft Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: r t LOW 480-774-1700 Project Descr: `mil 480-774-1701 www.ctsaz.com -1118 40Gr11CAlC.U.W874.0C.LEC6>'r; Concrete S.lende. MW bescription. Wall Under Girder Point Load 6#SIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6037 +1.20D+0.70S+E Max Mu 12.346 k•ft Phi*Mn 20.452 Mt PASS Service Deflection Check Actual Deft,Ratio U 170 Allowable Defl.Ratio 150 +D+0.750S+0.5250E Max.Deflection 2.399 in PASS Axial Load Check Max Pu!Ag 100.898 psi Max.Allow.Defl. 2.720 In +1.20D+0.70S+E Location 17.567 ft 0.06*fc 180.0 psi PASS Reinforcing Limit Check Controlling As1bd 0.01250 Aslbd= 0.0 rho bat 0.01355 'i Maximum Reactions.,. for toad Combination.... Top Horizontal E Only 0.7037 k Base Horizontal E Only 0.6723 k Vertical Reaction S Only 6.758 k Design Maximum Combin4tiol �Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t i Mcr Mu Phi Phi Mn As As Ratio rho bal K_.._..._.__k _r-f k-ii k_ft in^2 +1.20D+1.60Lr at 32.87 to 34.00 0.000 17,280 4.38 3.25 0.90 20.66 0.930 0.0125 0.0135 +1:20D+1.60Lr+0.50W at 22,67 to 23,80 7.255 17.280 4.38 4,22 0.90 20.50 0.930 0.0125 0.0135 +1.20D+1.60S at 27.20 to 28.33 14.033 17.280 4.38 7.73 0.90 20.38 0.930 0.0125 0.0135 +1.20D+1.605+0.50W at 21.53 to 22.67 %712 17.280 4.38 10.38 0.90 20.37 0,930 0.0125 0.0135 +1.20D+0.50Lr+W at 18.13 to 19.27 6.025 17.280 4.38 6.02 0.90 20.52 0.930 0.0125 0.0135 +1.20D+0.50S+W at 19.27 to 20.40 8.177 17.280 4.38 7,49 0.90 20.48 0.930 0.0125 0.0135 +1.200+0.70S+E at 17.00 to 18.13 9.686 17.280 4.38 12.35 0.90 20.45 0.930 0.0125 0.0135 +0.90D+W at 18.13 to 19.27 3.914 17.280 4.38 5.07 0.90 20.57 0.930 0.0125 0.0135 +0.90D+E at 17.00 to 18.13 4.016 17.280 4.38 8.50 0.90 20.56 0.930 0.0125 0.0135 Design Maximum Combinations-_Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective I Deflection Deft.Ratio k k-ft k-ff in"4 in"4 in^4 in ..........-..- - -- _........--- - +D+0.60W at 17.00 to 18.13 4.462 4.38 3.30 512.00 200.06 384.000 0.566 720.4 +D+O.lOE at 17.00 to 18.13 4.462 4.38 624 512.00 200.06 214.548 1.868 218.4 +D+0.750S+0.5250E at 17.00 to 18.13 9A03 4.38 7.42 512.00 207.61 207.610 2.399 170.1 +0.60D+O.60W at 17.00 to 18,13 2.677 4.38 2:92 512.00 197.14 384.000 0.487 837.8 +0.60D+0.70E at 17.00 to 18.13 2.677 4.38 5.61 612.00 197.14 236,572 1.574 259.2 +0:60W at 17,00 to 18.13 0.000 4:38 2.39 512.00 192.69 384.000 0.376 1,086A E Only*0.70 at 15.87 to 17.00 0.000 4.38 4.84 512,00 192.69 295,967 1,079 378.1 RBactions,4ertical.&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical aQ Wall Base D Only 0.0 k 0.05 k 6.462 k Lr Only 0.0 k 0.03 k 1.912 k S Only 0.1 k 0.11 k 6.758 k W Only 0.2 k 0.50 k 0.000 l E Only 0.7 k 0.70 k 0.000 k CARUSO TURLEY SCOTT Job Name (P�I-F- 'W. structural engineers 1215 W. Rio Salado Parkway,SuRe 200 Tempe,Arizona 85281 Job No. I`i "lql Sheer No. T:480 774-1700 ® P:480 774-1701 www.ctsaz.eom By 1 IA Date_ .^ I/ QAG�r 4:k `1F l r. l-J. � . { k .St . .: s . F` C i00- 7741, n. . ITT nnl On :k�: Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: �. Tempe,AZ 85301 Project ID:Project 480-774-1700 Project Descr: 480-774-1701 www.ctsaz_oonl Printed.29 JUN 2M 10:37AM ;; r ;klie=.GIENGR-11_CQR26 1ttQ74ft`r41�=ALCUL�at9979�r1,ECfi': te'Slend er Wall Description: Jamb 1 Coda References _ Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 i General lnkrmation fc:Concrete 28 day strength = 3.0 ksi Wail Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.90 in Minimum Vertical Steel% = 0.0020 U Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff,Reduction Factor per ACI R.10.12.3 Fr,.Rupture Modulus = 410.792 psi Bar Size # 5 Max%of pbalanced = 0.01355 Bar Spacing 4.0 in Max Pu/Ag=Pc" = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in -.One-Story-Wall.Dimensions.::..::..., A Clear Height - 31.0 ft - II B Parapet height = 4.0 ft B Wall Support Condition Top & Bottom Pinned �tootAtiaohent - T. A Flao'-Atte hmeat _ Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:9oor.,L_ive S:Snow W:Wind Ledger Load Eccentricity 6.750 In 1,40 1.218 2.310 k/ft Concentric Load 4.860 Wind Loads: - Seismic Loads: Full area WIND load 77.30 psi Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 85.70 psf Fp 1.0 = 85.70 psf (Applied to full'STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0,02150 klft 35.0 31.0 ft i Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy,#200 Engineer: Project ID: Tempe,AZ 85301 Project Descr: ( l 480-774-1700 480-774-1701 www.ctsaz.com Printed:29 JUN 2018 10.37AM - _ -File GAENG PR 1L(A0 26-111 8 74Ic 11C EC8 r. C.oncrete°:Slender Walf. .: Descr:pf;on : Jamb 1 DESIGN:SUMMARY i.` Results reported for"Strip Width"of 12.0 in Governing Load Combination,., Actual Values... Allowable Values. . PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7268 +1.20D+0.70S+E Max Mu 14.985 k-ft Phi*Mn 20.619 k-ft PASS Service Deflection Check Actual Defl,Ratio U 150 Allowable Deft,Ratio 150 +D+0.70E Max.Deflection 2.479 in PASS Axial load Check Max Pu/Ag 119.469 psi Max.Allow.Defl, 2,480 in +1.20D+030S+E Location 16.017ft 0.06*fc 180.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01271 Aslbd= 0.0 rho bal 0.01355 Maximum Reactions... for Load Combination.... Top Horizontal E Only 1,693 k Base Horizontal E Only 1.306 k Vertical Reaction D Only 9.760 k D.e&ign-:MaximumCornbinations Moments Results reported for"Strip Width" 12 in. Axial Load I Moment Values 0.6 Load Combination Pu 0.06*fc*b*t i Mcr Mu Phi Phi Mn As As Ratio rho bal _ k k k-rt k-ft k-ft in^2 +1.20D+1.60Lr at 29.97 to 31.00 'T 0.000 17.280 4,38 2.04 0.90 20,82 0.930 0.0127 0.0135 +1.20D+1,60Lr+0,50W at 15.50 to 16.53 11.801 17.280 438 7.61 0.90 20.61 0.930 0.0127 0,0135 +1.20D+1.60S at 29.97 to 31.00 0.000 17.280 4.38 3.02 0.90 20.82 0.930 0.0127 0,0135 +1.20D+1.60S+0.50W at 16,53 to 17.57 13,424 17,280 4.38 8.87 0.90 20.59 0.930 0.0127 0.0135 +1.20D+0.50Lr+W at 14.47 to 15.50 10.585 17.280 4.38 12.78 0.90 20.63 0.930 0,0127 010135 +1,20D+0.508+W at 15.50 to 16.53 11.007 17.280 4.38 13.21 0.90 20.63 0.930 0.0127 0.0135 +1,20D+0.70S+E at 15.50 to 16,53 11.469 17.280 4,38 14.98 0.90 20.62 0.930 0,0127 0.0135 +0,90D+W at 14.47 to 15.50 7.482 17.280 4,38 11.33 0,90 20.68 0.930 0.0127 0.0135 +0.90D+E at 14.47 to 15.50 7.482 17.280 4.38 12.58 0,90 20.68 0.930 0,0127 0.0135 Design Maximum Combinations Deflections : Results reported for"Strip Width"=12 in. Axial Load ' Moment Values Stiffness i Deflections Load Combination Pu Mcr Mactual 1 gross I cracked I effective Deflection Defl, Ratio _ _ k k-ft k-ft in^4 1M4 in"4 in +D+0,60W at 15.50 to 16.53 8.210 4.38 7.03 512.00 198.32 198.324 1,875 198A +D+0.70E at 15.50 to 16.53 8.210 4.38 9.04 512.00 198.32 198.324 2,479 150.1 +0.60D+0.60W at 14.47 to 15.60 4.988 4.38 6.27 512.00 193.26 208.266 1.665 223.4 +0.60D+0,70E at 14.47 t0 16.50 4.988 4.38 8.12 512,00 193.26 193.264 2.258 164,7 +0.60W at 14.47 to 15.50 0,000 4.38 5.36 512.00 185.29 242.594 1.359 273.8 E Only*0.70 at 14,47 to 15.50 0.000 4.38 6.96 512.00 185.29 186.047 1.964 189.4 Reactions:=:Vel#ical&Hot Izorttal.: '-.: : � :'': ":;:;: Results reported for"StripWidth"= n. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.02 k 9.760 k Lr Only 0.0 k 0.02 k 1.218 k S Only 0.0 k 0.04 k 2,310 k W Only 1.2 k 1.62 k 0.000 k E Only 1.3 ;( 1.69 k 0.000 k CA T LEY TT job Name (-,G'-f--A k .. structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 job No. Sheet No. 1: 480 774-1700 ® F:480 774-1701 www.ctsoz.com By M. f-A Date U= c- .:......:. . .... . . . .. a.7 3.5 AM- ®J ; .. -71 L.j. {J+S A fit :J f 9 �� _ . "> z r r _.� ._. _�. ' .... L . . .. . . As: .. .. .....'.... ....: - ............ WY .. ....:.........:.. ....... . ; Caruso Turley Scott,Inc. Project Title: 1215 W,Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project I D: L L J ! 480-774-1700 Project Descr: 480-774-1701 Printed:29 JUN 2018,11:57AM www.ctsaz.com : . . . :... File G,IENG PR i400026�1',18741C-11CALCUI--1 874 C c>rete Slender Wall Description: Jamb 2 -.—. Code:References..;�.� .: - Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General information' ft:Concrete 28 day strength = 3 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3.122.0 ksi Rebar"d"distance 1.90 in Minimum Vertical Steel% = 0,0020 i X :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 410.792 psi Bar Size # 5 Max%of pbalanced = 0.01355 Bar Spacing 8 in Max Pu/Ag=f`c* - 0.060 Concrete Density = 150.0 pcf Width of Design Strip - 12.0 in Qne-Story Wall Dimensions - - A Clear Height = 31.0 ft B - B Parapet height = 4.0 ft - Wall Support Condition Top& Bottom Pinned x Hoof�+lt�chmsni T A FtoorAtta hmant`_ Vertical toads. Vertical Uniform Loads..: (Applied per foot of Strip Width) DL:Dead Lr:Roof Live U:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 0.9150 0.80 1.510 klft Concentric Load 2.250 klfl Wind Loads: Seismic Loads: Full area WIND load 50.50 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wail Lateral Load 56.0 psf Fp 1.0 = 56.0 psf (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0$02150 0 35.0 31,0 ft 7 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: �` �. p 480-774-1700 Project Descr: I• 480-774-1701 wWW.CtSaz.Com Printed:29 JUN 2018,11:57AM t Ple G;1ENG PR�1LC0026 9;418741C ttCA�CUL1]�74.1G.1,6G6 Corc.rete'Slend.elr Wall 1 9.BFF a s Description: Jamb 2 __. ............ ..::• '.... .... is DESIGN SUMMARY Results reported for""Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6916 +1.20D+0.70S+E Max Mu 9.609 k-ft Phi*Mn 13.749 k-ft i> PASS Service Deflection Check Actual Defl.Ratio U 166 Allowable Deft.Ratio 150 +D+0.70E Max.Deflection 2,238 in PASS Axial Load Check Max Pu/Ag 74.948 psi Max.Allow,Defl. 2.480 in +1.20D+0.705+E Location 16.017 ft 0.06*f'c 180.0 psi I PASS Reinforcing Limit Check Controlling Aslbd 0.006352 Aslbtl= 0:0 rho bal 0.01355 Maximum Reactions... for Load Combination.... Top Horizontal E Only 1,106 k Base Horizontal E Only 0,8536 k i Vertical Reaction D Only 6,665 k i Desi ri.Mdximum-Combinations Moments:: Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*f'c*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft inA2 +1.20D+1.60Lr at 29.97 to 31.00 0,000 17.280 4.38 1.34 0:90 12.48 0,465 0.0064 0.0135 i +1,20D+1.601-r+0.50W at 16.53 to 17.57 7.294 17.280 4.38 3.95 0,90 13.77 0,465 0.0064 0,0135 +1.20D+1.60S at 29,97 to 31.00 0.000 17.280 4,38 1.98 0.90 12.48 0.465 0.0064 0.0135 +1.20D+1.60S+0.50W at 16.53 to 17.57 8.430 17.280 4,38 4.61 0.90 13.97 0.465 0.0064 0.0135 +1.20D+0.5OLr+W at 14.47 to 15.50 6.662 17.280 4.38 8.07 0.90 13.66 0,465 0A064 0.0135 +1.20D+0.50S+W at 14.47 to 15.50 7.017 17.280 438 8.33 0.90 13.72 0.465 0.0064 0.0135 +1.20D+0.708+E at 15.50 to 16.53 7.195 17.280 4.38 9.51 0.90 13,76 0.465 0.0064 0.0135 +0,90D+W at 14.47 to 15.50 4.696 17.280 4.38 7.20 0.90 13.31 0.465 0.0064 0.0135 +0.90D+-E at 14.47 to 15.50 4,696 17,280 4.38 8.04 0.90 13.31 0.465 0,0064 0.0135 Des ign.Maxifnum.Combina#ions-Deflections--. Results reported for Strip Width"=12 in. Axial Load 4 Moment Values Stiffness Deflections Load Combination Pu ' Mcr Mactual i 1 gross I cracked I effective Deflection Deft. Ratio k k•ft k-ft I in^4 in44 inA4 In +D+0.60W at 15.50 to 16,53 _ 5.115 4.38 3.99 512.00 120.54 384.000 0,578 643.6 +D+0,70E at 15.50 to 16.53 5.115 438 5.75 512.00 120.54 162.582 2,238 166.2 +0.60D40.60W at 14.47 to 15.50 3.131 4,38 3.78 512.00 116.56 384.000 0.545 682.5 +0.60D+0.70E at 14.47 to 15.50 3.131 4.38 5.17 512.00 116.56 196.394 1.841 202.1 +0.60W at 14,47 to 15.50 0.000 4.38 3.49 512.00 110.21 384,000 0.499 745.4 E Only*0.70 at 14,47 to 15.50 0.000 4.38 4.55 512.00 110.21 304.781 0.976 381.1 Reactions'=.Vertical&Horizontal ' Results reported for"Strip Width"=12 In. .. ...... ........ Load Combination _ Base Horizontal Top Horizontal Vertical @ Wall Base_ D Only f T 0.0 k 0,02 k 6.665 k Lr Only 0.0 k 0.01 k 0.800 k S Only 0.0 k 0.03 k 1.510 k W Only 0.8 k 1.09 k 0.000 k E Only 0.9 I< 1.11 k 0.000 k CARUSO TURLEY SCOTT Job Name C©Vf= structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. (1- /j Sheet No. T.480 774-1700 • F:480 774-1701 — -- www.ctsoz.com By j,n i `k Date I_ i .. C7C7 ` :IL c�. „ E._, r F Ire -�.. -�: � , :� . .. - r - . .. ... .. . . . . .. ... .. v ... ... 56:�. Nic Ci :. . :.. . :.... . .. . :.... FU :. .. :. . ....:. .. . :. . ... . ...�. `4S .:.:. . :: .. .:... MAY g .¢. . tt. . ......... .. ... . ... ...... . I . ... .. `' '' File=�;]ENGPii�t1�c0026 111B741C-11CA1.CUL 11tQ741C Ti:G6'` Concrete;Slender Wail i Description: Jamb 3 Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 l Load Combinations Used : IBC 2012 fc:Concrete 28 day strength = 4.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yleld = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Dell Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.90 in Minimum Vertical Steel% = 0.0020 '. Lt Wt Conc Factor - 1.0 Lower Level Rebar. ,, Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 474.342 psi Bar Size # 5 Max%of p balanced = 0.01806 Bar Spacing 3.0 in Max Pu/Ag=fc' = 0.060 Concrete Density = 150.0 pcf Width of Deslgn Strip - 12.0 in One-Story Wall dimensions ; A Clear Height = 28.0 ft _ B Parapet height - 1.0 ft ® _ Wall Support Condition Top& Bottom Pinned - FtnotAttaotime�t - A - - - _- .Floor Attachment _ _ Veit ca oa s ,_.�.. . _ _.. . Vertical Uniform Loads_ (Applied per loot of Strip Width) DL:Dead Lr:Roof Lave Lf:Floor Live S:Snow :Wind Ledger Load Eccentricity 6,750 in 1,540 1.340 2.540 k/ft Concentric Load 5.60 kfft Vertical Concentrated Loads,.. (Applied to full"Strip Width") D ad Lr:Roof Live U:Floor Live S:Snow W Wind Beam Load#1 Eccentricity 6,750 in 0.6150 0.6150 1.170 k Dist,from Base 17.0 ft Latoral loads:.._ ; :=:.::..........::.:.... Wind Loads: Seismic Loads Full area WIND load psf Wall Weght Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 94.20 psf Fp 1.0 - 94.20 psf D Lr L E W Height (Applied to full"STRIP Width") Point Lateral Load 0.4750 k 17.0 ft I Concrete Slender Wall FIB= aErIoTPRtii02s=�la�atG-l�caaLut:.l►fz10-l. cs.. .'..:BOB .... Description: Jamb 3 Results reported for"Strip Width" o in DE5lGNSUMM,gRY p Governing Load Combination... Actual Values, ,. Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0. m F +1.20D+0.70S+E Max Mu 16.891 k-ft Phi*Mn 27.693 k-ft PASS Service Deflection Check Actual Defl.Ratio U 179 Allowable Defl,Ratio 150 +D+0.70E Max.Deflection 1,872 in PASS Axial Load Check Max Pu 1 Ag 141,579 psi Max.Allow,Defl. 2.240 In +1.20D+0.70S+E Location 15.40 ft 0,06*f'c 240.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01694 Aslbd= 0,0 rho bal 0.01806 Maximum Reactions... for Load Combination.... Top Horizontal E Only 1,703 k Base Horizontal E Only 1,504 k Vertical Reaction D Only 10.655 k ationS-.[dlomentS '' :' Results reported for"strip Width"= 2 n. Design Maximum C:ombin Axial Load Moment Values 0.6 Load Combination Pu 0.06*Pc*b*t ! Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in^2 +1.20D+1,60Lr at 27.07 to 28.00 0.000 23.040 5.06 2.25 0.90 27.93 1.240 0.0169 0.0181 +1,20D+1.60S at 27.07 to 28.00 0.000 23.040 5.06 3.33 0,90 27.93 1.240 0,0169 0.0181 +1.20D+0.50Lr at 27.07 to 28.00 0.000 23.040 5,06 1.42 0.90 27.93 1.240 0.0169 0,0181 +1.200+0.50S at 27,07 to 28.00 0,000 23.040 5.06 1,75 0.90 27.93 1.240 0.0169 0.0181 +1,200+0.70S+E at 14.93 to 15.87 13.592 23.040 5.06 16.89 0.90 27.69 1,240 0.0169 0.0181 +U.90D at 27.07 to 28.00 0.000 23.040 5.06 0.78 0.90 2T93 1.240 0,0169 0,0181 +0.90D+E at 14.93 to 15.87 8.246 23.040 5.06 14.38 0.90 27.77 1.240 0,0169 0.0181 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 In. Axial Loan Moment Values Stiffness I Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft in^4 W4 in"4 in D Only at 14.00 to 14.93 9.255 5.06 0168 512.00 240.59 384.000 0,074 4,519.5 +D+0.70E at 14.00 to 14.93 9.255 5.06 10.34 512.00 240.59 240.587 1.872 179.5 +0.60D at 14.00 to 14.93 6,653 5.06 0.39 612.00 235.40 384.000 0.043 7,812.3 +0.60D+0.70E at 14.00 to 14.93 5.553 5.06 9.47 512.00 235.40 235.401 1,740 193.1 E Only*0.70 at 14.00 to 14.93 0.000 5.06 8.32 512.00 227.52 227,522 1,563 214.9 Ructions-.Vertical&Horizontal Results reported for"StripWidth"= in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.04 k 10,655 k LrOnly 0.0 k 0.04 k 1.955 k S Only 0.1 k 0.07 k 3.710 k E Only 1.5 K 1.70 k 0.000 k CARUSO TURLEY SCOTT Job Name structural engineers _ 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. Sheet No. 1480 774-1700 - F: 480 774-1701 www.ctsaz.(om By Date i li TA � . t 0f i; fix` 1.�7 N `z cc- ..'.. ....... . . . r p aFY; . ......... L —_ :.. _ _. ....... .......... f .... .... ... .. .. ... .....:.... ..: . ..:. ' :I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado PII#200 Engineer: Tempe,AZ 85301 Project ID: Protect 480-774-1700 Descr: , 480-774-1701 www•ctsaz.com Printed. 2 • r JUL 2018 9.5�AM ......:.. ... .......... :....:..........:.-.:•.:.::.:;:.....:::;:::;::::::::::,:File.-.:6;1ENG.ISR•-:1.::COQ?fi.�.a11B�41G.�1.1.CA1;�.4�L:..9S18J4..:1;C1EC6;:s;':' concrete Slender<Wali ::::.... Description: Jamb 4 Code.Fi!eferences Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 Goneral.I inform ation tic:Concrete 28 day strength = 3 ks! Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksl Rebar at each face Min Allow Out-of-Plane Di Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ks! Rebar"d"distance 1.90 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conic Factor - 1.0 Lower Level Rebar,,, Using Stiff.Reduction Factor per ACI R,10.12.3 Fr:Rupture Modulus = 410.792 psi Bar Size # 5 Max%of p balanced - 0.01355 Bar Spacing 4 in Max Pu/Ag=f'c* 0.060 Concrete Density = 150.0 pcf Width of Design Strip - 12.0 in __OrieTSto Wall Dimensions. :. A Clear Height = 28 ft �— B Parapet height = 4.0 ft B _-. Wall Support Condition Top& Bottom Pinned __ RaarAitaahmalt A - - - - - F;o-ar h?tach,ronl - - Vertical Loads . Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf;Floor Live S:Snow W:Wind Ledger Load Eccentrli 6.750 In 1.785 1.553 2.945 klft Concentric Load 6.942 kilt Lateral Loads Wind Loads: Seismic Loads Full area WIND load 98.50 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 109.20 psf Fp 1.0 = 109.20 psf (Applied to full"STRIP Width') D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.02150 klft 36.0 31.0 it Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pk #200 Engineer: F. I Tempe,AZ 85301 Protect ID: Project Descr: ! 480-774-1700 480-774-1701 Printed: 2 JUL 2018, 9:55AM www ctsaz com File GII:HG_PR�1LCQQ13 f}10749E IN CA C LCL1L:11t8744Crt.EC6 oncrete Slender Wall=.. I Description: Jamb 4 DESIGN SUMMARY Results reported for"StripWidth"of 12,0 in Governing Load Combination... Actual Values... Allowablo Values., PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7729 +1.20D+0.70S+E Max Mu 15.905 k-ft Phi*Mn 20.579 k-ft PASS Service Deflection Check Actual Defl.Ratio U 160 Allowable Deft.Ratio 150 +D+0.70E Max.Deflection 2.098 in PASS Axial Load Check Max Pu 1 Ag 153.062 psi Max.Allow.Defl, 2.240 In - +1.20D+0.70S+E Location 14.467 ft 0.06*fc 180.0 Psi PASS Reinforcing Limit Check Controlling Aslbd 0.01271 Aslbd= 0.0 rho bal 0.01355 Maximum Reactions,.. for Load Combination,.., Top Horizontal E Only 1.997 k Base Horizontal E Only 1,498 k Vertical Reaction D Only 11.927 k - Results reported for"Strip Width"=12 in. ' Desr n Maximu.m Combinations..Moments..* _ Axial Load ! Moment Values 0.6* Load Combination Pu 0.06*fc*b*t i Mcr Mu Phi Phi Mn As As Ratio rho bal _ k k k-ft k-ft k-ft in12 +1,20D+1.60Lr at 27.07 to 28.00 0.000 17.260 4.38 2.60 0.90 20.82 0,930 0.0127 0,0135 +1,20D+1.60Lr+0.50W at 14.00 to 14.93 15.117 17.280 4.38 8.21 0.90 20.57 0.930 0.0127 0.0135 +1.20D+1.60S at 27.07 to 28.00 0.000 17,280 4.38 3.86 0.90 20.82 0.930 0.0127 0,0135 +1.20D+1,605+0.50W at 14.93 to 15.87 17.232 17.280 4.38 9.72 0.90 20.55 0.930 0.0127 0.0135 +1,20D+0.50Lr+W at 14.00 to 14.93 13.409 17,280 4.38 13.30 0,90 20.59 0,930 0.0127 0.0135 +1,20D+0.50S+W at 14.00 to 14.93 14.105 17.280 4,38 13.81 0.90 20.59 0.930 0.0127 0.0135 +1.200+0.70S+E at 14.00 to 14.93 14.694 17.280 4,38 15.90 0,90 20.58 0,930 0.0127 0.0135 +0.90D+W at 13.07 to 14.00 9,558 17.280 4.38 11.71 0.90 20.66 0.930 0.0127 0.0135 +0,90D+E at 13,07 to 14.00 9.558 17,280 4.38 13.16 0.90 20.65 01930 0.0127 0,0136 -Design ilAazimum Combinations-De€lections Results reported for"Strip Width"=12 n. Axial Load Moment Values I Stiffness Deflections Load Combination Pu I Mcr Mach I gross I cracked I effective Deflection Defl.Ratio _ k I k-ft k-ft inA4 inA4 inA4 In +D+0.60W at 14.00 to 14.93 10.527 4.38 7.32 512.00 201.89 201.892 1.573 213.6 +D+0.70E at 14.00 to 14.93 10.527 4.38 9.51 512.00 201.89 201.892 2.098 160.2 +0.60D+0.60W at 13.07 to 14.00 6.372 4.38 6.47 512.00 195.45 204.502 1.391 241.6 +0,60D+0,70E at 13.07 to 14.00 6.372 4.39 8.47 512.00 195.45 195.454 1.903 176.5 +0.60W at 13.07 to 14.00 0.000 4.38 5.45 512.00 185.29 236.597 1.138 295.3 E Only*0.70 at 13.07 to 14.00 0,000 4.38 7.18 512.00 185.29 185.296 1,655 203.0 Reactions-Yertical&kortzOntal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.04 k 11.927 k Lr Only 0.0 k 0.03 k 1.553 k S Only 0.1 sc 0,06 k 2.945 k W Only 1.3 k 1.90 I< 0.000 Ic E Only 1.5 k 2.00 k 0,000 k CARUSO TURLEY SCOTT Job Named structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 y L T: 480 774-1700 • F:480 774-1701 Job No. 6-'1 (k Sheet No. k. � � www.ctsaz.com By l AJ'.r^ Date f) _ r Ufa w'4 MAT VAN VISIT _ :.. �:1k�L-. .Y✓pit 1-hl�, Y 1: ,. . t. 11 T. � Grti�- ��� ,1� ��� w� L�, �� ���;� a•i� � �`•a: 1�t �:;�:..T�'A r��.�: _. ;�__� i Caruso Turley Scott,Inc. Project Title: 1215 W.No Salado Pkwy.#200 Engineer: r i Tempe,AZ85301 Project 1D: L.k )LA Project Descr; 480-774-1700 480-774-1701 ! WWW,CtBaZ,Com Printed: 2 JUL 2018, 9:66AM File pR 1LC0028 1418747C�11CALCUL�1MMIC-1,EC6 Cone:re e.SI-e.....1 Wall 1 fIF ® Description: Jamb 5 Code References - — Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 Generai:lnformation ' ':;. `. fc:Concrete 28 day strength = 4.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar V distance 1.880 in Minimum Vertical Steel% = 0.0020 Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus 474.342 psi Bar Size # 5 Max%of pbaianced = 0.01806 Bar Spacing 3 in Max Pu/Ag=fc* = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in ! One-Sto Wall bimensions A Clear Height = 28.0 ft B - a Parapet height - 4.0 ft Wall Support Condition Top&Bottom Pinned A _ F g--rAtaofrlcnt,_ - — Vertical Loads. Vertical Uniform Loads.,. (Applfed per foot of Strip Width) DL:Dyad Lr:Roof Live Lf:Rcor Lire S:Snow W:Wind Ledger Load Eccentricity 6.750 in 2.10 1.827 3.465 klft Concentric Load 9.10 k/f t Lateral.Loads Wind Loads: Seismic Loads; Full area WIND bad 116.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 129.0 psf Fp 1.0 = 129.0 psf (Applied to full"STRIP Width') D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.02150 klft 35.0 31.0 ft Caruso Turley Scott,Inc. Project Title: 1216 W.Rio Salado Pkwy,#200 Engineer Tempe,AZ 85301 Project escr: 480-774-1700 Project D 480-774-1701 Printed-. 11'f874aC9 www.ctsaz.com EC6 . ,- - Description: Jamb 5 Results reported for"Strip Width ' DESIGN SUMMARY .:.,:,:......i,..,;:: P ��of 12.0 in Governing Load Combination.,. Actual Values.., Allowable Values. .. PASS Moment Capacity Check Maximum Bending Stress Ratio = 4.6810 +1.20D+0.70S+E Max Mu 18.789 k-ft Phi*Mn 27.591 k-ft PASS Service Deflection Check Actual Defl.Ratio U 165 Allowable Defl.Ratio 150 +D+0.70E Max.Deflection 2.031 in PASS Axial Load Check Max Pu 1 Ag 187.766 psi Max.Allow,Defl. 2.240 in +1.20D+0.70S+E Location 14.467 ft 0.06*fc 240.0 Psi PASS Reinforcing Limit Check Controlling Aslbd 0.01689 Aslbtl= 0.0 rho bal 0.01806 Maximum Reactions... for toad Combination.... Top Horizontal E Only 2.359 k Base Horizontal E Only 1.769 k Vertical Reaction D Only 14.40 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values p,6 Load Combination Pu 0.06*fc*b*t I Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft loft k-ft 1n^2 +1.20D+1.60Lr at 27.07 to 28.00 0.000 23.040 5.06 3.06 0,90 27.89 1.240 0.0169 0.0181 +1,20D+1.60Lr+0.50W at 14.93 to 15.87 18,411 23,040 5.06 9.72 0.90 27.69 1.240 0.0169 0.0181 +1,20D+1.60S at 27.07 to 28.00 0,000 23,040 5.06 4.54 0.90 27.89 1.240 0.0169 0.0181 +1.201)+1.60S+0,50W at 14.93 to 15.87 21.032 23.040 5.06 11.51 0.90 27.56 1,240 0.0169 0.0181 +1.20D+0.50Lr+W at 14.00 to 14.93 16,613 23,040 5.06 15.72 0.90 27.61 1.240 0.0169 0.0181 +1.20D+0.50S+W at 14.00 to 14.93 17,333 23.040 5.06 16.32 0.90 27.60 1.240 0,0169 0,0181 +1.20D+0,70S+E at 14,00 to 14.93 18.026 23.040 5.06 18.79 0.90 27.59 1,240 0.0169 0,0181 +0.90D+W at 13.07 to 14.00 11.784 23.040 5.06 13.81 0,90 27.67 1,240 0.0169 0.0181 +0.901)+E at 13.07 to 14.00 11,784 23.040 5.06 15.53 0.90 27.67 1.240 0.0169 0.0181 Design-Maximum Combinations Results reported far"Strip Width"=12 in. Axial Load 1. Moment Values I Stiffness ! Deflections Load Combination Pu Mcr Mactual 1 I gross I cracked I effective 1 Deflection Defl.Ratio --__ ..............---.�........._ k k_rl k-ft ---__in"4 in14 in"4 I in +D+0.60W at 14.00 to 14.93 13,000 5.06 8,69 512.00 247.84 247,843 1.546 217.4 +0+0.70E at 14.00 to 14.93 13.000 5.06 11.26 512.00 247.84 247.843 2.031 165.5 +0.60W at 13.07 to 14.00 0.000 6,06 6.44 512,00 229.41 261.173 1,134 296.2 E Only*0.70 at 13.07 to 14.00 0.000 5.06 8.48 512.00 229A1 229.415 1.606 209.2 React!ons.-_Vertical.&HorizontalResults reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.04 k 14.400 k Lr Only 0.0 k 0.04 is 1.827 k S Only 0.1 k 0.07 i< 3.465 k W Only 1.6 Ic 222 k 0,000 k E Only 1.8 k 2.36 k 0.000 k CARUSO TURLEY `"T Job Name GC- E. -A iI .: structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. _2-11 Sheet No. T:480 774-1700 ® F:480 774-1701 www.(tsaz.com By Date l_ � lfl Vf'`' i.o . .... ........ .. ... . .. .. .. .. . ....... ..... . ... . . 7r. r : .. . ... ... .... . ....... : :. .. . ... .. .. vi ).L�(b . . . /�f !� � lei( f { r r Pic wt _ r sue•' V .... . . a`� VA f Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: . Tempe,AZ 85361 Project ID: Project Descr: 480-774-1700 480-774-1701 www.ctsaz.com Printed: 3 AUG 2018, 7:43AM j -- - - - FIIe=.G:1ENG_PR-1LCD026-111e�aac 1�CALCUL�N9874oc I,E,C6. 6 Description: Jamb i. Code References Calculations per ACt 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2012 _General Information_ f'c:Concrete 28 day strength = 4 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F �. Fy Reber Yield = 60.0 ksl Rebar at each face Min Allow Out-of-Plane Defl Ratio = L 1 150 I Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance 1.90 in Minimum Vertical Steel% = 0,0020 i X :Lt Wt Conc Factor = 1.0 Lower Level Reber,.. Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 474.342 psi Bar Size # 5 Max%of p balanced = 0.01806 Bar Spacing 3 in Max PulAg=f'c* = 0.060 Concrete Density = 150.0 pef i Width of Design Strip = 12.0 in One-Story Wall Dimensions A Clear Height 28.0 f# B B Parapet height - 1.0 ft Wall Support Condition Top & Bottom Pinned —_-- RosfAtkachr,nnt - -- - i I A t - _ I Vertical Loads - Vertical Uniform Loads (Applied per toot of Strip Width) DL:Dead Lr:Roof live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 6.750 in 3.99 2.415 9.27 klit Concentric Load 3.20 klit Vertical Concentrated Loads... (Applied to full"Strip Width") DL:Dead Lr:Roof Live Lf i Floor Live S:Snow W:Wind Beam Load#1 Eccentrldty 6,750 in 0.6570 0.6570 1.248 k Dist.from Base 17.0 ft Lateral Loads - Wind Loads: _ Seismic Loads: Full area WIND load psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 67.0 psf Fp 1.0 = 67.0 psf D Lr L E W Height (Applied to full"STRIP Width") Point Lateral Load 0.6680 k 17.0 ft Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Saiado Pkwy.#200 Engineer: _ Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480 774 1701 www,ctsaz com Printed. 3 AUG 2018, 7.43AM File..=GIENG PR�iLC002fi 1118740Cr 10ALCt1L 1118740E-1.ECfi Concrete Slender Wall Description Jamb 6 i DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values.. . PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7162 +1.20D+0.70S+E Max Mu 19.792 k-ft Phi*Mn 27,633 k-ft PASS Service Deflection Check Actual Defl.Ratio U 156 Allowable Defl,Ratio 150 +D+0.7505+0.5250E Max.Deflection 2.148 in PASS Axial Load Check Max Pu 1 Ag 192.378 psi Max,Allow,Defl. 2,240 in +1.20D+0.70S+E Location 15.40 ft 0.06*fc 240.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01694 Aslbd= 0.0 rho bal 0.01806 Maximum Reactions... for Load Combination.... Top Horizontal E Only 1.412 k Base Horizontal E Only 1.199 k Vertical Reaction D Only 10.747 k Design Maximum Combinations-Moment$ ` r Results reported for"Strip Width"=12 in. Axial Load l Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k 1c k'rt-•_,.-- k-it k-ft n"2 +1,20+1.601-r at 27.07 to 28.00 0.000 23.040 6.06 4.87 0.90 27.93 1.240 0.0169 0.0181 +1.20D+1.60S at 23.33 to 24,27 24.144 23.040 5.06 11.50 0.90 27.68 1.240 0.0169 0.0181 +1.20D+0.50Lr at 27.07 to 28.00 0.000 23,040 5.06 3.37 0.90 27.93 1,240 0.0169 0.0181 +1,20D+0,505 at 27.07 to 28,00 0,000 23.040 5.06 5.30 0.90 27.93 1.240 0.0169 0.0181 +1,20D+0.70S+E at 14.93 to 15.87 18.468 23.040 5.06 1919 0.90 27.63 1.240 0.0169 0.0181 +0.90D at 27.07 to 28.00 0,000 23.040 5.06 2.02 0.90 27.93 1.240 0.0169 0.0181 +•0.90D+E at 14.93 to 15.87 8,329 23.040 5,06 13.60 0.90 27.77 1.240 0.0169 0.0181 Design Maximum Combinations-Deflections _ Results reported for"Strip Width"-12 in. Axial Load Moment Values i Stiffness i Deflections Load Combination Pu Mcr Mactual I gross i cracked I effective 1 Deflection Defl.Ratio k _ k-ft k-ft in"4 in"4 in"4 in +D+0.70E at 14,00 to 14.93 9.347 5.06 9.93 512.00 240.73 240.731 1.800 186.7 +D+0.750S+0.5250E at 14.00 to 14.93 17.235 5.06 11.99 512.00 251.51 251.506 2.148 156.4 +0.60D+0,70E at 14.00 to 14.93 5.608 5.06 8.75 512.00 235.51 235,508 1.590 211.3 E Only*0.70 at 14.00 to 14.93 0,000 5.06 7.23 512.00 227.52 234.399 1.302 258.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 In. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.1 k 0.09 I: 10.747 k Lr Only 0.1 is 0.06 k 3.072 k S Only 0.2 I; 0.21 k 10.518 k E Only 1.2 i< 1.41 k 0.000 k e i CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway, Suite 200 I Tempe, Arizona 85281 Job No. �� �t� Sheet No. T:480 774-1700 ® F:480 774-1701 _ www.ctsaz.com By Date 4 WOW HIM .......;.. .. WITT Z lHAS k; l :. . . 47 ITS 11 RAN. ........ .. t 1 Its WK .:... ...... .. ....... .. .... ......:. K All . ........ ITS NATO!, : -• � fib:ter • �• .�:�:: .� ......:::::::.:... { : ; : .. ; ;.. :.....:..:.. .............:....�....:......:.....;..:.....•.�..�.:..,.A.#" .. .� r ,�. { e r ..�a ...: .... . ... ... .. .. . .....:...:........ ,I 17 A "TAN Off- 4 MITI* IOWA . ... VAN?, T7 7 .........:..:.. .:................ t11.i..;..'..-':. ...:..............:.. ........... : ' Caruso Turley Scott,Inc. Project Title: 1215 W.No Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 I. www.ctsaz.com Printed:25 JUL 2018,10.20AM C . . . ......... _0026 ................. .......... r-Y Description Exterior Brick Wall :::.Code References: Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used IBC 2012 Goner a.]In Orjn.4flon.� Calculations per ACI 530-08, IBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Fm 1.50 ks! Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield 60.0 ksl Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=f m* 900.0 Lower Level Reber... Max%of p bal. = 0.1033 Bar Size # 5 Grout Density 1401 Bar Spacing 48 in Block Weight Normal Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only -One.Story WaILDitnenslons 7-' A Clear Height 16.0 ft B Parapet height = ft B ­_'� Wall Support Condition Top& Bottom Pinned Roof Atta*mm A Vertical Uniform Loads (Applied per foot of Strip Width) DL:Dead Lr Roof Live Lf Floor Live S:Snow W:Wind Ledger Load Eccentricity In 0,4250 0.4250 0.2340 k/ft Concentric Load k1ft La-te-rii Loads Wind Loads: Seismic Loads: Full area WIND load 27,60 Psf Wag Weight Seismic Load InputMethod: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.6 Psf Fp 1.0 30,60 psi i Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 Printed:25 JUL 2018,10:20AM www ctsaZ com2 . Mason ty S r te lende Wall 1=3x�lCtV�,�P1j874"1C-:1.1CALG`�1L= alai Description: Exterior Brick Wail is Results reported for"Strip Width of 12:0 in DESIGN SUMMARY `:`...,.`: :- p P Governing Load Combination... Actual Values... Allowable Values.,. PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6939 +0.90D+E Max Mu 1.042 k-ft Phi*Mn 1.502 k-ft } PASS Service Deflection Check Actual Defl.Ratio U 361 Allowable Defl.Ratio 150 +D+0.70E Max.Deflection 0.5313 in PASS Axial Load Check Max Pu 1 Ag 22.409 psi Max.Allow,Dell, 1.280 in +1.20D+0.70S+E Location 7.733 ft 0.2*fm 300.0 psi PASS Reinforcing Limit Check € Controlling Aslbd 0.001667 Aslbd®.1033 rho bal 0,1034 Maximum Reactions... for Load Combination..., Top Horizontal E Only 0.2448 k Base Horizontal E Only 0.2448 k Vertical Reaction D Only 1.306 k _...... ..... .._.. :-- :........-..:,:. Results reported for"Strip Width"=12 in. 6slgn MaximumCombinations Moments. i Axial Load Moment Values o.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k __----k-ft Mi. k-ft in"2 0.000 0.000 0.00 0.00 0.00 0,00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0,000 0,0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1,60Lr+0.50W at 7.47 to 8.00 1.753 16.560 0.44 0.45 0.90 1.75 0.078 0.0017 0.1028 0.000 0.000 0,00 0.00 0.00 0.00 0.000 0.0000 0.0000 j +1.20D+1.60S+0.50W at 7.47 to 8.00 1.448 16.560 0.44 0.45 0.90 1.67 0,078 0.0017 0.1029 +1.20D+0,501x+W at 7.47 to 8.00 1.286 16.560 0.44 0.97 0.90 1.63 0.078 0.0017 0.1030 +1.200+0.50S+W at 7.47 to 8.00 1.190 16.560 0.44 0.96 0.90 1.61 0.078 0.0017 0.1030 +1.200+0.70S+E at 7.47 to 8.00 1.237 16.560 0.44 1.08 0.90 1.62 0.078 0.0017 0.1030 +0.90D+W at 7.47 to 8,00 0.805 16.560 0.44 0.94 0.90 1.51 0.078 0.0017 0.1031 +0.90D+E at 7.47 to 8.00 0.805 16.560 0.44 1.04 0.90 1.51 0.078 0.0017 0.1031 l)el igr Maximum.Combinations-Deflectlons Results reported for Strip Width =12 in. Axial Load Moment Values 1 Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k I<-it k-ft ` InA4 in"4 €n^4 In +D+0.60W at 8.00 to 8.53 0.865 0,44 0.54 331.10 20.31 25.970 0.187 1,026.9 +D+0.70E at 8.00 to 8.53 0.865 0.44 0.72 331.10 20.31 21.818 0.531 361.4 >- Results reported for"Strip Width"=12 in. .Reactions.-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wail Base D Only 0.0 k 0.00 €< 1.305 k W Only 0.2 k 0.22 k 0.000 k E Only 02 k 0.24 k 0.000 k Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: I1 Tempe,AZ 85301 Project D: 1 480-774-1700 Project Descr: 480-774-1701 Printed:25 JUL 2018,10:21 AM all %E -1 www.ctsaz.com -- -EC ............. 26-M8741CLI 8741C-1,EC6 ............ F.-N... ....6�R' ir W. . ..... .... MaSonry .10nde Description: Masonry Jamb Design Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-06 Load Combinations Used IBC 2012 General information Calculations per ACI 530-08, IBC 2009,C13C 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Frn = 1.50 ks! Nom.Wall Thickness 8 In Temp Diff across thickness = deg F Fy-Yield = 60.0 ksl Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture 61.0 psi Rebar"T distance 2.813 In Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.007214 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 8 in Block Weight Normal Weight Wall Weight = 84.0 psf Wall is grouted at rebar cells only i. One Story Wal[Dimensions A Clear Height = 16.0 ft B -------------- - ft B Parapet height Wall Support Condition Top& Bottom Pinned A .-Vialcal Lba-ds. Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 4.0 in 0.2450 k/ft Concentric Load kilt Vertical Concentrated Loads.,. (Applied to lull'Strip Width") DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Beam Load#1 Eccentricity in 1+673 1,062 0,8080 k Dist.from Base 10.0 ft ..Lateral Wind Loads: Seismic Loads: Full area WIND load 96.60 psf Wall WeightSeismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf Fp 1.0 = 0.0 psi Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 86301 Project ID: ll� 480 774-1700 Project Descr: 480-774-1701 Printed:25 JUL 2018,10:21AM www.ctsaz,com Masonry $1eildeP'Wali :,. ffie G,4£NGYR-::1LC9028-111$74tG 1tCALCUL-t1t.8741C t EG6, I Descripi n j1 Masonry Jamb Design DESIGN SUMMARY Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values.,, PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3813 +1,20D+0.50S+W Max Mu 3.303 k•ft Phi*Mn 8.662 k-ft PASS Service Deflection Check Actual Defl,Ratio U 395 Allowable Defl,Ratio 150 +D+0,60W Max.Deflection 0.4858 in PASS Axial Load Check Max Pu 1 Ag 40.490 psi Max,Allow.Defl. 1.280 in +1.20D+0.5OLr+W Location 7.733 ft 0.2*f m 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0,008053 Aslbd0t17214 rho bat 0.008743 Maximum Reactions,., for Load Combination.... Top Horizontal W Only 0.7728 k Base Horizontal W Only 0,7728 k Vertical Reaction D Only 3.262 k ;.:.-Deslgn.MgxImum.Combinations-Moments_ Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t i' Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-tt k- k-ft in"2 +1.40D at 15.47 to 16.00 0,406 27.360 0,59 0.11 0,90 8.22 0.465 0.0081 0.0073 +1,20D+0.50Lr at 15.47 to 16.00 0.348 27.360 0.59 0.10 0.90 8.21 0.465 0.0081 0.0072 +1.20D+0.50S at 15.47 to 16.00 0.348 27,360 0.59 0.10 0.90 8.21 0A65 0.0081 0,0072 +1,20D+1.60Lr at 15.47 to 16.00 0.348 27.360 0.59 0.10 0.90 8,21 0.465 0.0081 0,0072 +1,20D+1.60Lr+0,50W at 7,47 to 8.00 4.861 27.360 0.59 1.68 0.90 8.83 0.465 0.0081 0.0085 +1.20D+1.60S at 15,47 to 16.00 0.348 27.360 0.59 0.10 0.90 8.21 0.465 0.0081 0.0072 +1.20D+1.60S+0,50W at 7.47 to 8.00 4.456 27.360 0.59 1.68 0.90 8.78 0.465 0.0081 0.0084 +1.20D+0.50Lr+W at 7.47 to 8.00 3.693 27.360 0.59 3.31 0.90 8.68 0.465 0.0081 0.0082 +1,20D+0,50S+W at 7.47 to 8.00 3.566 27.360 0.59 3.30 0,90 8.66 0.465 0.0081 0.0082 +1.20D+0,70S+E at 15.47 to 16.00 0.348 27.360 0.59 0.10 0.90 8.21 0.465 0.0081 0.0072 j +0.90D+W at 7.47 to 8.00 2.371 27.360 0.69 3.24 0.90 8.60 0A65 0.0081 0.0078 +0.90D+E at 16.47 to 16.00 0.261 27,360 0.59 0.07 0.90 8.20 0.465 0,0081 0.0072 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness 1 Deflections Load Combination Pu i Mot Mactual I gross I cracked I effective I Deflection Defl.Ratio k i k•ft k-q i inA4 InA4 MA4 in +D+0.60W at 8.00 to 8.53 _ 2.590 0.59 1.96 443.30 117.06 117.634 0.486 395.2 R4+ctiOns.-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only --- 0.0 k 0.01 k 3.262 k Lr Only 0.0 k 0,00 k 1,062 k S Only 0.0 k 0,00 k 0,808 k W Only 0.8 k 0.77 Ic 0,000 k E Only 0.0 k 0.00 k 0.000 k I I CARUSO TU L Y SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. Sheet No. www.ctsaz.com By Date . .. p.... .4... • ������.Ir tea 0._.t.�J°i. k t7 �: �)l�t�f�� �'"9;�... �. . � - .......... 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Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Protect ID: J 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:25 JUL 2018,10.22AM 8::4Bo Description ML1 i Code References Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 Genera!Information i fm 1,500.0 psi Clear Span 10.0 ft Rebar Size 5 Fs 24,000.0 psi Beam Depth 2,670 ft #Bars E1F 1 Em=fm' 750.0 Thickness 8 In Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4D in i Block Type Normal Wt Equiv.Solid Thick 7.60 in #Bar Sets 1 Lateral Wind Load 110.40 psf Wall Weight 84.0 psf Bar Spacing 5.0 in Beam is Fully Braced 7 Yes E 1,125.0 ksi Lateral Wall Weight Seismic Factor 0.330 n 25,778 Calculate vertical beam weight? No Ld#1:D„0.670 L 0.4250 S Q.32301 z it � � _�• Uniform_Loads f start End X Dead Load L:Floor Live Lr: t e S:Snow W:Wind E:Earthquake #1 ft 10.0 ft 0.670 0.4250 0,3230 klft #2 ft ft klft #3 ft ft klft #4 ft ft k1ft DESIGN SUMMARY $ O Maximum Stress Ratios...Vertical Jalgol SRSS Combination Maximum Moment Actual Allowable k-ft fb1Fb 0.4952 0.6147 0,7894 :1.00 Vertical Loads 15.387 k-ft 31.072 k-ft for Load Combination:+D+0,750L+0.750S fv1Fv 0,7433 0.1129 0.7518 :1.00 Lateral Loads 2.210 k-ft 3.595 for Load Combination: +D+0.60W Maximum Shear Actual Allowable Vertical Loads 28.788 psi 38.730 psi for Load Combination: +D+0.750L+0.750S Minimum Mn =1.3*Fcr*S = 14.133 k-ft Lateral Loads 4.372 psi 38.730 psi for Load Combination: +D+0.60W Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.620 1n^2 As 0.310 in^2 rho 0.00290 rho 0.001533 np 0.07475 p 0.03951 k:((np)^2+2np)^.5-np 0,3191 k:(np"2+2np)^.5-np 0.2444 j=1-k13 0.8936 j=1-k/3 0.9185 Mamas=Fb k j b d^212 36.256 Ot Mamas=Fb k j b dA212 5.910 k-ff M:StI=Fs As j d 31,072 k-ft M:Stl=Fs As]d 3,596 k-ft i 1 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480 774-1700 Project Descr: �, g 480-774-1701 www,ctsaz.com • JUL26'f e 1 U: Printed: J 2 .. .. .. .......:......::...:.::,.:;::::;.,-.::;'_ 874. 'i"LLe:=;GaEA}G:;:PR-1'�bOD2$"1]1.874]C`11CAi.CU,:: Masonry Beam - b.11 Description: ML1 i Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv I k-ft k-ft psi psi k-ft k-ft psi psi D Only 8.37 31.07 15.67 38.73 0.00 3.59 0.00 38.73 +D+L 13.69 31.07 25.61 38.73 0.00 3.59 0,00 38:73 +D+S 12.41 31.07 23.22 38.73 0.00 3.59 0.00 38.73 +D+0.750L 12.36 31.07 23.12 38.73 0,00 159 0.00 38,73 +D+0.750L+0.750S 15.39 31,07 28.79 38.73 0.00 3.59 0.00 38.73 +D+0.60W 8.37 31.07 15.67 38.73 2.21 3.59 4.37 38.73 +0-0.60W 8.37 31.07 15.67 38.73 2.21 3.59 4.37 38.73 +D+0,70E 8.37 31.07 15,67 38.73 0,65 3.59 1.28 38.73 +D-0.70E 8.37 31.07 15,67 38.73 0.65 3.59 1.28 38:73 +D+0.750L+0.450W 12.36 31.07 23.12 38.73 1.66 3.59 3.28 38:73 +D+0.750L-0.450W 12,36 31.07 23.12 38.73 1.66 3.59 3.28 38.73 +D+0.750L+0.750S+0.450W 15.39 31:07 28.79 38.73 1.66 3.59 3.28 38.73 +D+0,750L+0.750S-0.450W 15.39 31,07 28.79 38.73 166 3.59 3.28 38.73 +D+0.750L+0.750S+0.5250E 15.39 31.07 28.79 38.73 0.49 3,59 0.96 38.73 +D+0.750L+0.750S-0.5250E 15.39 31.07 28.79 38.73 0.49 3.59 0.96 38.73 +0.60D+0.60W 5,02 31.07 9.40 38.73 2.21 3.59 4.37 38.73 +0,60D-0.60W 5.02 31.07 9,40 38.73 2.21 3.59 4,37 38.73 +0.60D+0.70E 5.02 31.07 9.40 38.73 0.65 3.59 1.28 38.73 +0.60D-0.70E 5.02 31.07 9,40 38.73 0.65 3.59 1.28 38.73 I i i - :.FtIe.G_�ENG�.P.�=91:�OU26-�11t8741G=11CALCl)1�11�87A'lQY1, I Masonry;Beam` . a.arr. Description' ML2 Code References Calculations per ACI 530-08, IBC 2009,CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 Genera!Information Pm 1,500.0 psi Clear Span 6.0 ft Rebar Size 5 Fs 24,000.0 psi Beam Depth 2.0 It #Bars E1F 1 Em=fm* 750.0 Thickness 8 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Normal Wt Equiv.Solid Thick 7,60 In #Bar Sets 1 Lateral Wind Load 124.50 psf Wall Weight 84.0 psf Bar Spacing 5.0 in i Beam Is Fully Braced? Yes E 1,125.0 ksi Lateral Wall Weight Seismic Factor 0,330 n 25.778 Calculate vertical beam weight? No Ii4 Ld#1:0(0.670)L(0.4250)S(0.32301 I a " 1 #............................. iiars Uniform Loads Start X 9ndX Dead Load L:Floor Live Lr:Roof Live S:Snow W:Wind E:Earthquake ft 10.0 ft 0.670 0.4250 0.3230 klft #2 ft ft klft #3 it ft klft #4 ft ft klft DESIGN SUMMARY Maximum Stress Ratios...Ma k Al Latera SRSS Combination Maximum Moment A94 Allowable 0 fb/Fb 0.2748 0.1891 0.3336 :1.00 Vertical Loads 6,539 k-ft 20.161 k-ft for Load Combination:+D+0.750L+0.7505 fv/Fv 0,6253 0.07639 0.6299 :1.00 Lateral Loads 0.6720 k-ft 3.553 for Load Combination: +D+0.60W Maximum Shear Actual Allowable Vertical Loads 24.216 psi 38.730 psi for Load Combination: +D+0.750L+0.750S Minimum Mn=1.3*Fcr*S = 7,930 k-ft Lateral Loads 2.958 psi 38,730 psi for Load Combination: +D+0.60W Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.620 in^2 As 0.310in^2 rho 0.004066 rho 0.002046 np 0.1048 np 0,05275 k:((np)^2+2np)^.5-np 0.3649 k:(np^2+2np)^.5-np 0.2763 j=1-k13 0.8784 j=1-k13 0.9079 M:mas=Fb k j b d^212 20.161 k-ft Mamas=Fb k j b d^212 4.948 k-ft M:StI=Fs As j d 21.784 k-ft M:Stl=Fs As j d 3.553 k-ft CARUSO TURLEY SCOTT .lob Name 4 - -tt-t,- structural engineers 1215 W. Rio Saluda Parkway, SuRe 200 _ Tempe,Arizona 85281 Job No. Sheet No. 3 1480 774-1700 • F:480 774-1701 www.ctsaz.com By —Date��t�� �jCll L.IAtt )fors0 -. Yf " r: t Caruso Turley Scott,Inc, Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: L ` 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com 84tCr1CAC U L11t.7A.1C:1ti C8M O,IEtdC,_PR1: COD2& 111...: .....:.�.::.:,:.G..::. �.:......::::.:::.:::..:::..: I. anony.Slende .... .. Description: Exterior Brick Wall Under Girder Point Load Calculations per ACI 530-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 Calculations per ACI 530 O8, IBC 2009,CBC 2010,ASCE 7-05 - Generai Information:. p r Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield - 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane DeFl Ratio= 0 r Fr-Rupture = 61.0 psi Rebar"d"distance 3.8125 In Minimum Vertical Steel% - 0.0020 Em=fm' - 900.0 Lower Level Rebar... fi Max%of p bal. = 0.008562 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 8 in Block Weight Normal Weight Wall Weight = 84.0 psf Wall is grouted at rebar cells only One=Story Wall Dimensions A Clear Height = 16.0 ft B Parapet height = ft a Wall Support Condition Top & Bottom Pinned A _ Floor VlechTent' Vertical Uniform Loads,—.. (Applied per loot ofStnp Width) D :Dead Lr;_i�cof Live Lf Ficor Live S i Snow W:Wind Ledger Load Eccentricity 2 in 4.3 2.6 0.2340 k1ft Concentric Load Wit Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 27.60 psf Wall WeghtSelsmic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 30.6 psf Fp 1.0 = 30.60 psf Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: bk -10 480 774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:25 JUL 2016,10:16AM 6741G 11!A4CUL 1U8141C-1.ECfi Masotl>i Sl.e:ndelr Wall ::... Y .. : i .: ....:..... . .: Ig Description: Exterior Brick Wall Under Girder Point Load I. DESIGN SUMMARY: . . Results reported for"StripWidth"of'12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximurn Bending Stress Ratio = 0.2799 +1.20D+0.50Lr+W Max Mu 1.772 k-ft Phi*Mn 6.329 k-ft PASS Service Deflection Check Actual Defl.Ratio LI 470 Allowable Deft,Ratio 150 +D+0.70E Max.Deflection 0.4089 in PASS Axial Load Check Max Pu 1 Ag 77.907 psi Max,Allow.Defl. 1:280 in +1.20D+0,5OLr+W Location 9.867 ft 0.2*fm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.01016 AsIbd008562 rho bal 0.01110 I Maximum Reactions.,, for Load Combination.... Top Horizontal E Only 0.2448 k Base Horizontal E Only 0.2448 k Vertical Reaction D Only 5.644 k i :Design Maximum.Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k_t k-ft --- k-ft inA2 - +1,40D at 15.47 to 16.00 6.083 27.360 0.59 1.00 0.90 6.28 0.465 0.0102 0.0094 +1.20D+0,501-r at 15.47 to 16.00 6.514 27.360 0.59 1.08 0,90 6.30 0.465 0.0102 0.0095 +1.20D+0.50S at 15,47 to 16.00 5.331 27.360 0,59 0.88 0.90 6.24 OA65 0.0102 0.0091 +1,20D+1.60Lr at 15,47 to 16.00 9.374 27.360 0.59 1.55 0.90 6.44 0.465 0.0102 0.0106 +1.20D+1.60Lr+0.50vv at 11.73 to 12.27 9.750 27.360 0.59 1.74 0.90 6.46 0.465 0.0102 0.0107 +1,20D+1.60S at 15.47 to 16.00 5.588 27.360 0.59 0.92 0.90 6.26 0.465 0.0102 0.0092 +1,20D+1.60S+0,50W at 11,20 to 11.73 6,018 27.360 0.59 1.13 0.90 6.28 0.465 0.0102 0.0093 +1.20D+0,50Lr+W at 9.60 to 10.13 7.105 27,360 0.59 1.77 0.90 6.33 0.465 0.0102 0.0097 +1.200+0.50S+W at 9.07 to 9.60 5.976 27,360 0.59 1.59 0.90 6,27 0.465 0.0102 0.0093 +1.20D+0.70S+E at 9.07 to 9,60 6.023 27.360 0.59 1.71 0.90 6.28 0.465 0.0102 0.0093 +0.901D+W at 9.07 to 9.60 4.394 27.360 0.59 1.37 0.90 6.20 0,465 0.0102 0.0087 +0.90D+E at 9.07 to 9.60 4,394 27.360 0.59 1.48 0,90 6.20 0.465 0.0102 0.0087 DesignN8X1mrn Combinations_-Deflections. . '.i. Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness I Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective 1 Deflection Defl. Ratio _ k_ i k-ft k-ft ! 1nA4 104 In'14 in +0+0.60W at 8.53 to 9.07 4.927 0.59 1.04 443.30 70.40 73.902 0.299 642,0 +D+0.70E at 8.53 to 9.07 4,927 0.59 1.24 443.30 70.40 72.255 0.409 469.5 _ .". BaC}fOt1S r VI t1C1I&Horl ntaj. Results reported for"Strip Width"= n. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.04 k 5.644 k Lr Only 0,0 k 0.03 k 2.600 k W Only 0.2 k 0:22 I< 0.000 k E Only 0.2 k 0,24 k 0.000 k 1 CARUSO TU LEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. Sheet No. T:480 774-1700 • F:480 774-1701 www.ctsaz.com By pate ..: - JAW7S :: nil MIT; MINDY& ;� fiVMS '. ) llLiwl -. (�r .?. Ct 1G 1 1i An 6t fS p[ : 01 What MIA A ' 1.:F 41 4 } I i { t p 9 , to 0, : VITT I/it ...... ...... PASS AM. KANTO K. M 1 ITO ,W ITT K snoo NAT JAI TWA T HIM a UPS! lot ky NAME v 1111 k ASIA! 2 AMC& w1h[TIT ..:...... ....::.:;.: I q I LI,i-� 'I Wall Footling 4 111la � ® s Description: Girder Footing j Cade:Reterences.;:' Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 J Load Combinations Used :IBC 2012 ........ I General Infarmation ' Material Properties Soil Design Values f'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing - 2.50 ksf �I fy:Rebar Yleld = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 i cp Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Reference Depth below Surface ft Analysts Settings Min Steel%Bending Reinf, - Allow.Pressure Increase per foot of depth - ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below ft Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of width = ksf jl AutoCalc Footing Weight as DL Yes when foaling is wider than - ft l Adjusted Allowable Bearing Pressure = 2.50 ksf '� Dimensions :: Reinttrcing i Footing Width = 4.50 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness - 8.01n Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in k `r � 1? - F d:"s6ela�tzln6! i it -� � Al2p116d Loads D Lr L S W E H P:Column Load - 5.10 5.10 2.70 k OB:Overburden = ksf V-x - k M-zz = k-ft Vx applied = in above top of footing I, i I i f ,.................:..:.:..:... ..........:...:.....-......:.,.,...:..,.........File... G::..R-:.�G9 Des&ption: Girder Footing ` DESIGN Sl1MMMY .- . • Factor of Safety Item Applied Capacity Governing Load Combination PASS nla Overturning-Z-Z 0,0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9647 Soll Bearing 2,412 ksf 2.50 ksf +D+Lr PASS 0.5068 Z Flexure(+X) 6.148 k-ft 12.131 k-ft +1,20D+1.60Lr PASS 0.1742 Z Flexure(-X) 2.113 k-ft 12,131 kit +0.90D PASS 0,4301 1-way Shear(+X) 35.333 psi 82,158 psi +1.20D+1.60Lr PASS 0.4301 1-way Shear(-X) 35.333 psi 82,158 psi +1.20D+1,60Lr i Detailed Results: Soil Bearing Rotation Ayis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc -X +X Ratio D Only 2.50 ksf 0.0 in 1.278 ksf 1278 ksf 0.511 +D+Lr 2.50 ksf 0.0 in 2.412 ksf 2.412 ksf 0,965 +D+S 2.50 ksf 0.0 in 1.878 ksf 1.878 ksf 0.751 I +D+0.750Lr 2.50 ksf 0.0 In 2.128 ksf 2.126 ksf 0,851 +D+0,750S 2.50 ksf 0.0 in 1,728 ksf 1.728 ksf 0.691 +0.60D,_... _ 2.50 ksf 0.0 in 0.7670 ksf 0.7670 ksf 0.307 :�Oveitiiirning Stability Units;k ft Rotation Axis& Load Combination overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning. . j Sliding Stability Force Application Axis 4 l Load Combination... Sliding Force Resisting Force Sliding Safe Ratio Status Footing Has NO Sliding k-ft Side? or Top? in 2 in 2 in 2 k-ft StatuCombinationbination Mu Which Tension Bot. As ReQ,d Gvrn.As Actual As Phi Mn Flexure Axis&Load Combination +1.40D 3,287 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.40D 3.287 +X Bottom 0.2692 Min Temo% 0,31 12.131 OK +1.20D+0.50Lr 3,859 -X Bottom 0.2592 Min Temo% 0.31 12.131 OK +1.20D+0.50Lr 3.859 +X Bottom 0.2692 Min Temp% 0,31 12,131 OK +1.20D+0.50S 3.369 -X Bottom 0.2592 Min Terno% 0.31 12.131 OK +1.20D+0.50S 3.369 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+1.60Lr 6.148 -X Bottom 0,2592 Min Temp% 0.31 12.131 OK +1.20D+1.60Lr 6.148 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1,20D+1.60S 4.581 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.200+1.60S 4.581 +X Bottom 0.2592 Min Temo% 0.31 12.131 OK +1.20D+0.70S 3.589 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +1.20D+0.70S 3.589 +X Bottom 0.2592 Min Temp% 0.31 12.131 OK +0,90D 2.113 -X Bottom 0.2592 Min Temp% 0.31 12.131 OK +0.,Q0D _._._._... 2..113.._..______+X. Bottom 0,2592 Min Temp% 0.31 12,131 OK ...... y.Shear::: :::.:•.::.„ :':.:.:.: ;:- Units; Load Combination Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 18.891081 18.891 psi 18,891 psi 82,158 psi 0.2299 OK +1,20D+0.50Lr 22.174psi 22.174psi 22,174 psi 82.158 psi 0.2699 OK +1,200+0.50S 19.369 psl 19.359 osi 19.359 psi 82.158 nsl 0.2356 OK +1.20D+1.60Lr 35.333 osi 35.333 psi 35.333 psi 82.158 psi 0.4301 OK +1.20D+1.60S 26.326 psi 26.326 psi 26.326 psi 82.158 osi 0.3204 OK +1.20D+0:70S 20.626 psi 20.626 osl 20.626 psi 82.168 osi 0.251 OK +0.90D 12.144 psi 12,144 psi 12.144 psi 82,158 psi 0.1478 OK CARUSO TURLEYSCOTT Job Name Lclf-_; A Q.0 stru(tural engineers 1215 W. Rio Salado Parkway, Suiie 200 Tempe,Arizona 85281 �. T.480 774-1700 • F:480 774-1701 Job No. f '-7 ll _Sheet No. 1. www.ctsaz.com By Date Lj GGL: :. . . ..... .. :. .l.. M1 .... . ..:. . . .. .. . .. .. ... ... . . .. ... .. . T r 0- V ..14S... .. .. .. .... ... .. ..... . l - t, .':.�,�ft;�.. l{�Ci:��K�:i l�� �t ;a��' �:�•>. �':.��'" . ��'�`*` I' •r��G4� a(`�;c" .�.1� :�`�"" �',�,l:F,� ;'•`'a( } ( \ .. . .... ..... .. ..... .. .... N.. Y _ - ;f 1 5: n ?j ). CARUSO TURLEYSCOT SCOTT Job Name CW;- -A-V-L structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. Sheet No. f- 480 774-1700 • F:480 774-1701 ! S-�1 ll T: ,�— www.ctsaz.com By Date Via.' �'��. ..:. : . .:..,...: .. DA, AT .V f. 1 r, .. ..... .. :. n �ti� �. .. r' L ..: . .... i6 / .. : .. . ..... . J::P'v 4:; � : :ti;e... °: '1 : • ; .: .:.. .:...: . .:..:..... :.. ......:..:..:.....:...:.. :. :. ..:.. .:... .:..:..: ..:.:.:. :. ... .. _ .. .. - S[ey ly { i www.hitti,us Profis Anchor 2.7.6 Company: CTS Page: 1 Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone i Fax: 480-774-1700 1 Date: 7i2/2018 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 314 Effective embedment depth: hef-4.000 in. TM I Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x iy x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,%'=3,000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition A; i edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(a)) Geometry[in.]&Loading fib, in.lb] z ; a a x Input data and results must be checked for agreement with the existing conditions and for plausibitityl PROMS Anchor(c)2003-2009 Hiltl AG,FL-9494 Schaan HIM is a registered Trademark of Hill!AG,Schean 'I I: Is �L I wvrw.hilti.us Profis Anchor 2.7.6 I company: CTS Page: 2 Specifier: Project: Address; 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 i Date; 7/2/2018 E-Mall: 2 Proof I Utilization (Governing Cases) i� Design values(lb] Utilization Loading Proof Load Capacity f,N!j3v i%] Status Tension / I Shear Pryout st'er)gth 6,596 14,723 -/45 OK i 1 Loading 13N Utilization VN,v["/o] Status Combined tension and shear loads 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilt!products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant HIM product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. l Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your speck facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt!Website. HIM will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plauslbliltyl PROMS Anchor(c)2003-2009 HIM AG,FL-9494 Schaen HAti Is a registered Trademark of Hilti AG,Schaan CARUSO TURLEYSCOTT Job Name structural engineers _ 1215 W.Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. $� ��11 Sheet No. T:480 774-1700 • F:480 774.1701 ---- _ www.ctsaz.com gy Date '� f V. ... .. .. .. ...... ... . .. ... ........ . .. ... ... ..ad 4--�j, .. .... .. .. . ... ....... . . .. ... .... - Ll Pit K . . .. . : .:.. TIT QAT Y ITS. : .. . ... .....:.. :.: :.... CARUSO TURLEY SCOTT Job Name structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 • F:480 774-1701 Job No. I�-m7a I f Sheet No. `) www.ctsaz.wm By Date it 3-7',3 .:..y Z3:: rajtR ._@ . .s`:l1fti`z;.i. . l�l401 :..;.. . ....... ... .. :. .. . ..:. .. , ... ... CARUSO TURLEY SCOTT Job Name CAL -/kt)A— structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. I -N7t�Q Sheer No. T:480 774-1700 • F:480 774-1701 _ _ www.ctsaz.com By A K Date .. ... . ............. ... : .. .. - /J ... .. .. ... . !!pp .... . . .. ... :. : :. .. . ..... .. :. 15 L 1/( ... ... '''!Z�o Q'n l i lip. lJ�1je rt 6i ,G ` . � � ' , � P�g 5 r^''r • /f fL . .. . ( ......... .. .:. .... .. :... .... ,f C — . "..:... .i�' ,� k CARUSO TURLEY SCOTT' Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 �- T:480 774-1700 ® F:480 774-1701 Job No. I`K���`I� Sheet No. J, � www.(tsaz.com By ! `�'� Date .. ` l Al `7'14��:: ... .... i k 4 www'hilti,us Profis Anchor 2.7.6 Company: CTS Page: 1 l Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos.No.: Phone I Fax: 480-774-1700 I Date: 7/2;2018 E-Mail: Specifier's comments; i 1 Input data Anchor type and diameter: AWS DIA GR.B 314 Effective embedment depth: her=4.000 in. Material: Proof: Design method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=12.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated i Profile: no profile Base material: cracked concrete,3000,fe'=3,000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[lb,In,lb] 2 i g 5 r $ r ' �-- n * 7 \ s°= - _ x Input data and results must be checked for agreement with the existing conditions and for plausibility[ PROFIS Anchor(c)2003-2009 HOO AG,FL-9494 Schaan H to is a registered Trademark of Hilli AG,Schaan i www.hilti,ue Profis Anchor 2.7.16 D Company: CTS Page: 2. I Specifier: Project: Address: 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pas.No.: Phone I Fax: 480-774-1700 1 Date: 7/212018 I' I.. E-Mai!: is 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity fin![iv[%] Status Tension Concrete Breakout Strength 8,830 13,845 64/- OK Shear Pryout Strength 17,600 45,089 440 OK Loading PN Pv Utilization PN,v[°k] Status Combined tension and shear loads 0.638 0.390 6/3 69 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all Information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hild's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a speck application, l • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by Hilt]on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hild Website. HIM will not be liable for consequences,such as the recovery of lost of damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plauslbllltyl PROMS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan HIM Is a registered Trademark of Hilli Ara,Schaan CARUSO TURLEY SCOTT Job Name ) structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 .T T:480 774-1700 ® F:480 774-1701 Job No. I - t Sheet No. 1: . www.ctsoz.com By M-SrA -_Date I t WAS eWAQ, rSG ' Ili 6.1,. ........ .... ..... .... . .... �AMI }�.. 1:4.'rlt��i ����j,+_v4�4j%' IL `C'i�:.�r .:.. ... ... ....... ... ..... = .... : . . 1 I www.hilti.ae Ill Anchor 2.7.6 Company: CTS Page: 1 Specifier: Project: I Address; 1215 W Rio Salado Parkway,Suite 200,Tempe,AZ Sub-Project I Pos,No.: Phone I Fax: 480-774-1700[ Date: 712/201 S E-Mail: Spectfler's comments: I. I 1 Input data Anchor type and diameter; AWS Ill OR.B 314 Effective embedment depth: ll=4.000 in. TT Material: Proof: Design method ACI 318-14/CIP Stand-off Installation: eb=0.000 in.(no stand-off);t=0.250 in. i Anchor plate: Ix x ly x t=3.000 in.x 3.000 In,x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f,:'=3,000 psi;h=8.000 in. Reinforcement: tension:condition B,shear.condition A; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(a)) Geometry[in.]&Loading ll in.lbj z� 1:F I I 8 i o go 0 .-- Rk 4� x� Inpul data and results must be checked for agreement with the existing conditions and for plausibililyl PROFIS Anchor(c)2003-2009 Hilt[AG,FL-9494 Schaan Hiiti is a registered Trademark of Hltii AG,schaan i ELM www.hilti.us _ _ Profis Anchor 2.7.6 t ,]`I i. Company: CTS Page: 2 Specifier: Project: Address: 1215 W Rio Salado Parkway,Sulte 200,Tempe,AZ Sub-Project I Pos.No.: Phone 1 Fax: 480-774-1700 i Date; 7/2/2018 E-Mail: i 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capachy AN!iiv[%] Status Tension ^Concrete Breakout Strength 4,800 5,521 87/- OK Shear Pryout Strength 2,000 14,723 414 OK Loading PIN Av i Utilization pN,v[%] Status Combined tenslon and shear loads 0.869 0.136 5/3 83 OK 3 Warnings • Please consider all details and hints/wamings given In the detailed report! Fastening meets the design criteria! i 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hlltl's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility, The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilt!will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plauslbhltyl PROMS Anchor(c)2003.2009 Hilt!AG,FL-9494 Schaan HIIII Is a registered Trademark of HIIII AG,Schean WALL- VAY 'PLAO ----- ----- —fi—— _ __ _ low . __.. ¢�.�_ N ...w e r... _ -------- --- ---------- ------------------------- -.4f.Eff il L, OV MOW> z-4A CARUSO TURLEY SCOTT Job Nome dIff A Vi., structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 e. T:480 774-1700 • F:480 774-1701 lob No, i tier Sheet No. www.ctsaz.com By LAI M. Dote ...... ,.. C l AT q . . ... .. . . . ..... .. �: ..:1. �.. �:;� .. J: .. y_ f U. .... CARUSO TURLEY SCOTT Job Name 0 structural engineers 1215 W. Rio Salado Parkway,Suite 200 _ Tempe,Arizona 85281 lob No. I r!�a I Sheet No. (P T:480 774-1700 • F:480 774-1701 www.ttsaz.com By "I to _Date 7 Z 1,cx .77 SM VA MAQ 7 777. .. .. ......... 5 r� .:... r . r r ... . .. . ...4 CAI kit 040 :... . ... ... .. .... ...... .. .. .. .. .. Caruso Turley Scott,Inc. Project Title: I 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 1 I 480-774-1701 www,ctsaz.com : ,. ... ...'. ... ::. . ' :.•.....,.. .:� •: ,. ....-.:.,. r-.'.. . : R:1L00026;1,1874 1C tICALCIlti 1t18741C^1 EC6-: Concrete Shear.�Nall . 1.181 Description: SW1A - — .. ... —:.... -: Calculations per ACI 318-08, IBC 2009,CBC 2010,ASCE 7-05 l Load Combinations Used : IBC 2012 General lnformation Wall Material CONCRETE Material Properties Sds 0.7650 fc 3.0 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 15U,U pcf Phi-Shear U.b50 --- ,-:::: ::::.:::: :.:::._..,.,:.........,.....:: _:: Bo�L6 Analysis Height 0.00 ft Wall Offset (datum) ft Wall length 25.0 ft Wall Thickness 8.0 in Structural Depth 20.0 ft W-0'ft Applied.Distributed Vertical Loads Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live toad Live Load Snow Load Earth Load 0.0 25.0 31,0 0,50 0.4350 0,0 0.8250 0.0 0.0 25.0 1,0 0.150 0.0 0.0 0.0 0.0 -Ap.plied Canceritrated Lateral Loads _. Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 31.0 0.0 00 0.0 0.0 58.40 0,0 Dk&1d-N.:.SUMMAR.Y Bottom Level Vu Story Shear 82.115-1-1.35313+0.501-+O Mu:Story Moment 1,810.40+1.353D+0.50L+0 Nu:Axial 145.50+1,20DQ,50L+1.( Uplift @ Left End 46.750+0.74700+E+0.90 Uplift @ Right End 46.760+0.7470D+E+0.00 vu:Applied 42,768 psi vc*Phi 127,338 psi vn:max=Phi 10*sgrt(fc) 356,020 psi Horizontal As Req'd 0.1920 in^2 Vertical As Req'd 0.1152 in"2 Bending As Req'd 3.456 in^2 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Protect Descr: J 480-774-1701 Printed: 3 JUL 2018 5:02PM www,ctsaz.com .:.,:..:;;.....::..:.:FiFa.=cG"ENO-MOxtLC2.6.;,�11874a :11C( L �187SC .Er .. Concrete She;�r..iNall _ Descri tion: SW1A �. 3 Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +Il.20D+1.60Lr+0.50L+1.60H 129.900 i Wall Level:1 +1,20D+0.50L+1.60S+1,60H 145.500 Wall Level:1 +1.353 D+0.50L+0.70S+E+1.60 H Wall Level:1 82.115 1,810.400 141.281 12,814 0.976 2.219 2.219 +0.7470D+E+0.90H Wall Level:1 82.115 1,810.400 70.031 25.851 0.484 46.750 46.750 i i Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy,#2{10 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 WWW.ClSBZ,CQm Printed: 3.JUL2018, 2:59PM fC e .e :..: - 79tC�1 oralFain 1CAL G l7�111B7k�C-i 6" :.:;...: .. _... :. :; Description: SW1A Footing Code ReWences'=. Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values i fc:Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing = 3.333 ksf fy:Rebar Yield - 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Mcdulus - 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 it Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1:0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes - ksf f Add Pedestal Wt for Soil Pressure No when max,length or width is greater than - It i Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis - 38.50 ft 17 Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 24.0 in r Pedestal dimensions... x_.... ....__�_.�. f► � � t �« x px:parallel to X-X Axis = 300.0 in = �lua- pz:parallel to Z-Z Axis = 8.0 in —' Height 4.0 in Rebar Centerline to Edge of Concrete,.. 3.0 in at Bottom of footing = Reinforcing01 Bars parallel to X-X Axis - -- Number of Bars - 6.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis - ` Number of Bars = 39.0 Reinforcing Bar Size = # 7 _., . . . . r-- Bandv4dth Distribution Check (ACI 15.4.4.2) M Direction Requiring Closer Separation ig Z-Z Axis 4, x #Bars required within zone 23.0 #Bars required on each side of zone 77.0 -A lied'Loads.:'" = D Lr L S W B H P:Column Load = 100.0 10.875 20.625 k 08:Overburden = ksf M-xx - k-ft M-zz = - _ _ 1,869.0 k-ft V-x = 58.40 k V-z = k Caruso Turley Scott,Inc, Project Title: ti 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project iD: / 480-774-1700 Project Descr: I � ' 480-774-1701 Printed: 3 JUL 2018, 2:69PM www.ctsaz.com Genera :Footling : .. .:.:File=G:1ENG PR�1LC0426-1118741G11CALCWL W8741c-1.FC6 9.111. .e Description; SW1A Footing INNEWDSlGN:SUMMARY: :. ®-ISM.MWTW� Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8443 Soil Bearing 2.814 ksf 3.333 ksf +0.60D+0,70E about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0,0 k-ft No Overturning i PASS 1.731 Overturning-Z-Z 1,052.77 k-ft 1,822.01 k-ft +0.60D+0.70E I i PAS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.7736 Z Flexure(+X) 65.621 k-fUft 84.828 k-ftlft +0.90D+E PASS 0.2133 Z Flexure(-X) 18.094 k-fYft 84,828 k-fflft +1.20D+1.60S PASS 0.03362 X Flexure(+Z) 1.865 k-ftlft 65.481 k-filft +1.20D+1.60S PASS 0.03362 X Flexure(-Z) 1,865 k-fUft 55,481 k-fYft +1.200+1,60S PASS 0.7473 1-way Shear(+X) 56.048 psi 75.0 psi +0.90D+E PASS 0.2105 1-way Shear(-X) 15.786 psi 75.0 psi +1.20D+1.60S PASS 0.01682 1-way Shear(+Z) 1.262 psi 75.0 psi +1.20D+1.60S PASS 0.01682 1-way Shear(-Z) 1.262 psi 75.0 psi +1.20D+1.60S PASS 0.08748 2-way Punching 6.911 psi 79.0 psi +1.20D+1.60S CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 , T.480114-1700 ® F:480114.1701 Job No. ( % f o Sheet No. � www.ctsaz.com By MZNt Date —7 il(, t ff FFF 77 jT `�.anilkt 1� ::. soJ ... ... ......... .:. .. .. ... . . .. .. .. .. . . . ' Pon d `T J s'..\:'a I Caruso Turley Scott,Inc: Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project escr: r 480-774-1700 Project D (� 480-774-1701 Printed: 3 www.ctsaz.com Flle WENG PR'iti_C002$ 1;11874iGt CALCULI 11 8741C 1�tCB I .C. n e,Shear.W 11 . A•AAI• Description: SW1B - Code.References:.:.., Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 .General Information . . Wall Material CONCRETE Material Properties Sds 0,7650 fc 3.0 ksi Ec 3,120.0 ksi ty 60.0 ksi Ev 1,248.0 ksi ... ....::::.... Density 150.0 pcf Phi-Shear U.650 Wall..Data Bottom Analysis Height 0.00 ft Wail Offset (datum) ft Wall Length 18.0 ft Wall Thickness 8,0 in Structural Depth 14.0 ft a± :. Appfied Distributed Vertical -Loads -_- Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Lead Earth Load 0.0 18.0 31.0 0.50 0,4350 0:0 0.8250 0.0 0.0 18.0 1.0 0150 0.0 0.0 0.0 0.0 Appl.led,ConcentratedLate raI Loads= Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 31.0 0.0 0.0 0.0 0.0 26.0 0.0 16.0 0.0 0.0 0.0 0.0 1,650 0.0 04slGN,,SUMMARY Bottom Level Vu:Story Shear 44.725+'1.3530+0.50L+0 Mu:Story Moment 832.40+1.353Q+0.50L+0 Nu:Axial 104.760+1.20D+0.50L+1.f Uplift @ Left End 27.043-0.7470D+E,k).90 Uplift @ Right End 27.043-t1.7470D+E+0.90 vu:Applied 33,277 psi vc*Phi 121.242 psi vn:max=Phi*10*sgd(fc) 356.020 psi Horizontal As Req'd 0.1920 in^2 Vertical As Req'd 0.1152 in^2 Bending As Req'd 2.419 inA2 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: Project Descr: 480-774-1700 i ,17, � 480-774-1701 www,ctsaz.com _ Concrete Shear`V41a1.1 -:, elle a,IENG�R'ftirCoo2s`tlleTdfc-�tcai.cu�=11ta741c=a i Description SW113 Force Su.mm_ary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.20 D+1.60 L r-t 0,50 L+1.6 0 H Wall Level:1 93.528 +1,20D+0.50L+1,60S+1.60H Wall Level:1 104.760 +1.353D+0.50 L+0,70S+E+1.60H Wall Level:1 44.725 832.400 101.723 8.183 1.100 +0,7470D+E+0.90H Wall Level:1 44.725 832.400 50.423 16.509 0.545 27.043 27.043 l Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Project ID: ff� 480-774-1700 Project Descr: t+Z• 480-774-1701 www.clsaz,com Printed: 3 JUL 2018, 3:04PM ... .. File PJG PFt�44G0U28µ�a1,$741C"1�CALWL-VJ.0741Cw1.�C9:: Genelral Footing :: : - _.. . . . .. ....: ...:... . Description: SW18 Footing Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General°Information :.. Material Properties Soil Design Values ft:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3,333 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0,750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press,increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when fooling base is below = ft Min.Overtuming Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability,moments&shears Yes = ksf Add Pedestal WtforSoil Pressure No when max.length or width is greater than - ft Use Pedestal wt for stability,mom&shear No Dimensions.. Width parallel to X-X Axis - 25.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 24.0 in Pedestal dimensions.. x___._:....- x:parallel to X-X Axis = 216.0 In - pz:parallel to Z-Z Axis 8.0 in p,. a Height 4.0 in Rebar Centedlne to Edge of Concrete.,. w. at Bottom of footing = 3.0 in Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 8 Bars paral lei to Z-Z Axis Number of Bars .. r� = 39.0 Reinforcing Bar Size = # 7 „ �, q� r x-x s�� �mm.z BandvAdth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation ig Z-Z Axis #Bars required within zone 33.3 #Bars required on each side of zone 66.7 D Lr L S W E H P:Column Load = 72.0 7.830 14.850 k OB:Overburden = ksf M-xx = k-ft M-zz = 860.0 k-ft V-x = 27.650 k V-z - k Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer. Tempe,AZ 85301 Project I D: j 480-774-1700 Project Descr: (` I 480-774-1701 Printed: 3 JUL 2018, 3:04PM www.ctsaz.com :.:.:.. ....... .. .. General:FQoiln :-. :. .........:.. :. :_.w G;IENG PR 1LC0026 1i18741C 1CML�C -t1 r.It1 Descrlption: SW B Footing `DESIGN SUMMARY~. ''. ,.-.. : •' • Min.Ratio Item Applied Capacity Governing Load Combination s PASS 0.9763 Soil Bearing 3.254 ksf 3.333 ksf +0.60D+0.70E about Z-Z axis PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.692 Overturning-Z-Z 486.371 k-ft 821.25 k-ft +0.60D+0.70E PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.2467 Z Flexure(+X) 20.926 k-ftlft 84.828 k-fYft +0.90D+E PASS 0,06363 Z Flexure(-X) 5.398 k-f/ft 84.828 k-ftlff +1.20D+1.60S PASS 0.02468 X Flexure(+Z) 2.068 k-fYft 83,814 k-fYft +1.20D+1.60S PASS 0.02468 X Flexure(-Z) 2.068 k-fYft 83.814 k-ftlft +1.20D+1.60S PASS 0.3286 1-way Shear(+X) 24.647 psi 75.0 psi +0.90D+E PASS 0,08160 1-way Shear(-X) 6.120 psi 75.0 psi +1.20D+1.60S PASS 0.01865 1-way Shear(+Z) 1.399 psi 75.0 psi +1.20D+1.60S PASS 0.01865 1-way Shear(-Z) 1.399 psi 75.0 psi +1.20D+1.60S PASS 0.07824 2-way Punching 6.302 psi 80.556 psi +0.90D+E CARUSO TURLEY SCOTT Job Name ff-14 M. , structural engineers 1215 W. Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. 5heet No. L' 1480 774-1700 • F:480 774-1701 www.ctsaz.com BY R 1. ®ate (®6 . . ✓ i� �• `�'�;: "l T :r.`�a (�oMYA(L. i :: a l:l :a: `1 '��%: got MAI or : :. . . spool!<= Caruso Turley Scott,Inc. Project Title: 1215 W,Rio Salado Pkwy.#200 Engineer: �. Tempe,AZ 85301 Project ID: jrt 480 774-1700 Project Descr: !!�° 480-774-1701 www.ctsaz.00m Printed: 3 JUL 2018, 3 36PM I - File i�'G:IENQRFt 1�00028.�.>1Q741C^�1CALCUL�1f1874f G�1 C8 Ge;raetr���Footing: . _ - • Description: SW2 Footing E .,Code.References:=:- Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General.Information Material Properties Soil Design Values fc;Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing - 3.333 ksf j fy:Rebar Yield = 60.0 ksf Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksf Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 i cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth - ksf Min Allow%Temp Reinf. = 0,00180 when footing base is below = ft Min.Overturning Safety Factor - 1.0 :1 increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - Use fig wt for stability,moments&shears Yes - ksf when max.length or width is greater than Add Pedestal Wt for Soil Pressure No - ft Use Pedestal wt for stability,mom&shear No Dimensllons.. . . ... .: ....... . . -.. .. Width parallel to X-X Axis - 32.0 f Length parallel to Z-Z Axis = 2.50 ff Footing Thickness 16.0 in Pedestal dimensions... x.................._,.j.-- x.: px:parallel to X-X Axis = 300.0 in N pz;parallel to Z-Z Axis = 8.0 in Height - 4.0 in Rebar Cenieriine to Edge of Concrete... - at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 3 s-� R ; �u u, Reinforcing Bar Size = # 6 „ 1q! Bars parallel to Z-Z Axis t' - Number of Bars = 33 Reinforcing Bar Size = # 6 _ w,X XS�o �b:Z Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation ig Z-Z Axis ,y, � #Bars required within zone 14.5% #Bars required on each side of zone 85.5% Applied-Loads D Lr L S W E H P:Column Load = 100.0 10.875 20,625 k OB:Overburden - ksf - -. .M-xx k-ft -M-zz 976.0 k-ft = _ _ — _ _. V-x = 30,50 k V-z - k i Caruso Turley Scott,Inc. Project Title: I Engineer: 1215 W.Rio Salado Pkwy,#200 En 9 f Tempe,AZ 85301 Protect ID:Project Descr: 480-774-1700 480-774-1701 Printed 3 JUL 2018, 3 36Piv1 www.ctsaz.com File=G.IENG_PR-1LC0026-t1t6741C 11CALCUL 1118741C 1 General Foo#ing Description: SW2 Footing DESIGN-.SUMMARY` t:,:';::,>=._ Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9562 Soil Bearing 3.187 ksf 3,333 ksf +D+0.70E about Z-Z axis PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.148 Overturning-Z-Z 539.09 k-ft 1,158.19 k-fl +0.60D+0.70E i PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.8196 Z Flexure(+X) 24.105 k-ftlft 29.412 k-ftlft +1.20D+0.70S+E PASS 0.3944 Z Flexure(-X) 11.601 k-ftlft 29.412 k-ft/ft +1.20D+1,60S PASS 0.03126 X Flexure(+Z) 0.7957 k-ftlft 25.454 k-f/ft +1.20D+1.606 PASS 0.03126 X Flexure(-Z) 0.7957 k-f/ft 25.454 k-f ift +1.20D+1,60S PASS 0.8575 1-way Shear(+X) 64.309 psi 75.0 psi +1.20D+0.70S+E PASS 0.4145 1-way Shear(-X) 31.084 psi 75.0 psi +1,20D+1.60S PASS nla 1-way Shear(+Z) 0.0 psi 75.0 psi nla PASS nla 1-way Shear(-Z) 0.0 psi 75.0 psi n/a PASS 0.09410 2-way Punching 7.434 psi 79.0 psi +1.20D+1,60S CARUSO TURLEY SCOTT Job Name CC-L -A structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. I� --741 Sheet No. (PAl 1:480114-1700 • F:480 774-1701 www.cisaz.com By tA A M Date F .... 1d e . ... . :U .. ..... ...... . .... .. ...... .. .[�. ... . : ... ... . .. .. .. ... .. .. .. .. L . : .. . .. . ...... :`: CARUSO TURLEY SC TT Job Name /!'V.1..,, structural engineers 1215 W. Rio Salado Parkway,Suite 200 _ Tempe,Arizona 85281 c T:480 774-1700 • F:480 774-1701 Job No. I 7 ! I Sheet No. L i`- www.ctsaz.com By - J A f,'\ ®ate ;.. ...:..; .. ..... .... . . . I t y - - Ala 4 t, ( ) f1 1 I.... ,...,_...,. ...,.. rT '�_..- -_ ..�, .. ... AAA _ ... ...... ZV LA TL VLKAI . . f+ 'SG +Jf lc : :. : . :.: . ... .. .. . .... . ........ .. :.: ..... .. .. . . --=- — -= Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project I D: dd 480-774-1700 Project Descr: 4BO-774-1701 www.ctsaz.com i Printed: 3 UL 201 B 6:07PM Concrete hkirm—ill . - - - Flee G;IENG;;I?R�1L(;Q02fir'i118741C-flCALC Description: SW3A j Cool..References. Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 I :Ganeral;information......: Wall Material CONCRETE Material Properties Sds 0.7650 f'c 3.0 ksi Ec 3.120.0 ksi i fy 60.0 ksi Ev 1,248.0 ksi Density 150,0 pcf Phi-Shear 0.650 W;3r1! Data : . .:. .: ...: Bottom Analysis Height 0.00 ft Wall Offset (datum) ft Wall Length 25.0 ft Wall Thickness 8.0 in Structural Depth 20.0 ft I Data 25'-0'ft . ....., _-413111led Distributed Vertical Loads Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application bead Load Roof Live Load Live Load Snow Load Earth Load 0.0 25.0 31.0 0.0710 0.0710 0.0 0.2280 0.0 0.0 25.0 1.0 0.150 0.0 0,0 0.0 0.0 Applied.Coricentrated-Lateral Loads Load Magnitude (kips) Load"Y"Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 32,50 0.0 0.0 0.0 0.0 52,20 0.0 DESIGN SUMMARY Bottom evel Vu:Story Shear 77.063'+1.353D+0.501-+0 Mu:Story Moment 1,696,50+1,353D-0.50L+0 Nu;Axial 121,397+1.353D+0.50L+0 Uplift @ Left End 44.312+0.7470D+E+0,90 Uplift @Right End 44.312-r0.7470D+E+0.90 vu:Applied 40,137 psi vc•Phi 125.706 psi vn:max=Phi'10`sgrt(fc) 356.020 psi Horizontal As Req'd 0.1920 102 Vertical As Req'd 0.1152 in^2 Bending As Req'd 3,456 in^2 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: � Tempe,AZ 85301 Project I D: f �, 480-774-1700 Project Descr: (c) (, 480-774-1701 Printed: 3 JUL 2018, 5:07PM www.ctsaz.com File GIENG-PR-1Lc0026-1118741c-MALCUL 1119741Cr1 ECfi Concrete ��ear�fVall I.e11 Description: SW3A i'Orce Summary I Load Combination Values for Wall section Resultant Overturning Uplift (k) Waft Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.20D+1,60Lr+0,50L+1.60H Wall Level:1 106.970 +1.200+0.50L+1.60S+1,60 H Wall Level:1 113,250 +1.353D+0,50L+0.70S+E+1.60 H Wall Level:1 77.063 1,696500 121.397 13.975 0,895 8.952 8.952 i +0.7470D+E+0.90H Wall Level:1 77.063 1,696.500 64.821 26.172 0,478 44,312 44,312 i i I Caruso Turley Scoff,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: r 480-7741700 Project Descr: cf. 480-774-1701 www.ctsaz.com Printed: 3 JUL 20 E8, 5 1oPM GSENG�R 1XAtY18�111$741C-11CALCtJL 11f87A1C�1.EC6..; A Description: SW3A Footing Eode References ' Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 G.enerai information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ks' Allowable Soil Bearing 3.333 ksf fy Rebar Yield = 60.0 ks: Increase Bearing By Footing Weight - No Ec:Concrete Elastic Modulus = 3,122,0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. _ cp Values Flexure = 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on tooting plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - Use ftg wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure N o when max.length or width is greater than _ ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 38.50 ft Length parallel to Z-Z Axis = 5.0 It Footing Thickness - 24.0 In Pedestal dimensions.., x x __. .:.=. px:parallel to X-X Axis = 300.0 in -.-R "' `�_ - ��t' pz:parallel to Z-Z Axis = 8:0 In Height - 4,0 in _ Rebar Centerline to Edge of Concrete... at Bottom of footing = 3:0 in Reinforcing - . _. ... ...: Bars parallel to X-X Axis Number of Bars - 6.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis Number of Bars = 39.0 ` Reinforcing Bar Size = # 7 %X9e,lbnlavtln01o+2 - �.y Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation tg Z-Z Axis #Bars required within zone 23.0% #Bars required on each side of zone 77.0 D Lr L S W E H P:Column Load - 89.275 1.775 5.70 k OB:Overburden = ksf M-xx - k-ft M-zz - 1,749.0 h-ft V-x = 52.20 k V-z = k Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer; Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr; �p 480-774-1701 www ctsaz.com Printed 3 JUL 2018 5;10PM Ffle G1ENG_PR�31 Co026-1119741C-t1CALCUL-111874tG 1. C6 eneiral.Foo#i ng. :.. .. t.oas. lig Description; SW3A Footing DESIGN SUMMARY Min.Ratio Item Applied Capacity Governing Load Combination j PASS 0.7894 Soil Bearing 2.631 ksf 3.333 ksf +0.601)+0.70E about Z-Z axis PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.729 Overturning-Z-Z 982.17 Vt 1,698.14 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.7179 Z Flexure(+X) 60.895 k-ftlft 84.828 k-ftlft +0.90D+E PASS 0.1621 Z Flexure(-X) 13,748 k-fYft 84.828 k-ftlft +1.20D+1.60S PASS 0,02565 X Flexure(+Z) 1.417 k-ftlft 55.481 k-fYft +1.20D+1.60S PASS 0,02555 X Flexure(-Z) 1.417 k-ft/ft 55.481 k-ftlft +1.20D+1.60S PASS 0.6933 1-way Shear(+X) 52.0 psi 75.0 psi +0.90D+E PASS 0.1599 1-way Shear(A) 11,994 psi 75.0 psi +1.20D+1.60S PASS 0.01278 1-way Shear(+Z) 0.9586 psi 75.0 psi +1.20D+1,60S PASS 0,01278 1-way Shear(-Z) 0.9586 psi 75.0 psi +1.20D+1.60S PASS 0,07461 2-way Punching 5.894 psi 79.0 psi +0.90D+E CARUSO TURLEY SCOT SCOTT Job Name 60k(- — 641-1. structural engineers _ 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 Job No. I`( "11{i Sheet No. ((I• T:480 774-1700 ® F:480 774-1701 www.ctsnz.com By f i T''� Date s/ 1 i -- . u tt - --. t& r7 _ i �g L J � ..:..:. . . :.... . . TV Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Protect ID: 480-774-1700 Project Descr: to, i 480-774-1701 www.ctsaz.com nn e a 5:16 _:....:..:...:.: ...: :... ................-...:..................-v..:......._........ ..,..:......:_:...�..._....::::._...._:...-.........tl R,.i 78Z 1C-]1GAlGllL 1#1.8Z41. how e r;..C n .rete.S a al. - Description: SW3B _Code.References Calculations per ACI 318-08, IBC 2009,CBC 2010,ASCE 7-05 r Load Combinations Used : IBC 2012 Wall Material CONCRETE Material Properties Sds 0.7650 fc 3.0 ksi Ec 3,120.0 ksi fy 60.0 ksi Ev 1,248.0 ksi Density 150.0 pcf Phi-Shear U.650 :.Vail-Data Bottom - Analysis Height 0.00 ft Wall Offset (datum} ft Wall Length 25.0 ft Wall Thickness 8.0 in Structural Depth 20.0 ft :... ... .. DsW _ Z5,-0*n i�pplied Aistributed:Vertical Loads Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 25,0 31.0 0.0710 0.0710 0.0 0.2280 0.0 0.0 25.0 1.0 0,150 0.0 0.0 0,0 0.0 0,0 25.0 16.0 0.30 0.30 0.0 0.570 0.0 .Applied'Concentrated Lateral Loads Load Magnitude (kips) Load'Y'Location (ft) Dead Load Roof Live Load Floor Llve Load Wind Load Seismic toad Earth Load 32.50 0.0 0.0 0.0 0.0 52.20 0,0 16.0 0.0 0.0 0.0 0.0 5.60 0.0 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Satado Pkwy.#200 Engineer: I. Tempe,AZ 85301 Project ID: e 1 I 480-774-1700 Project Descr: 480-774-1701 www,ctsaz,com Printed 3JUL2018, 5:1ePM FaGIENG PR^iLC'A02G�1jt8iAG11_�A�4UL 4�141C�ii,EC6 Concrete Shear Wall Description: SW3B DESIGN SUMMARY _ �m Level Vu:Story Shear 82,663+1,3531).450L-0 Mu:Story Moment 1,786.10+1.353D+0.50L+0 i I Nu:Axial 145.050+'1.20D•t0.50L+1 k Uplift @ Left End 45.290+0,7470D+E+0.90 Uplift @ Right End 45.290+0.7470N-E 0.90 vu:Applied 43.053 psi vc*Phi 127.308 psi vn:max-Phi*10*sgrt(fc) 356.020 psi Horizontal As Req'd 0.1920 inA2 Vertical As Req'd 0.1152 InA2 Bending As Req'd 3.456 inA2 ' ;Force-Summary_ ..:� � Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.20D+1.60Lr+0,50L+1.60H Wall Level:1 127,970 +1,20D+0.50L+1.60S+1.60H Wall Level:1 145.050 +1.353D+0,50L+0.70S+E+1.60H Wall Level:1 82,663 1,786.100 141.519 12.621 0,990 0.856 0.856 +0.7470D+E+0.90H Wall Level:1 82.663 1,786.100 70.423 25,362 0,493 45.290 45.290 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 Panted 3 JUL2018, 5:22PM www.ctsaz.com File=G,IENC_PR-�1LC3)028-1196749C 11CAI.CU� i198791C 1.EC6 ' I Geneiral Footing Description; SW313 Footing -- Code,References -- Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used ; IBC 2012 General Information.,- - i Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 3.3�o3 ksf fy:Rebar Yield - 60.0 ksi Increase Bearing By Footing Weight - Ec:Concrete Elastic Modulus - 3,122.0 ksi Soil Passive Resistance(for Sliding) - 250.0 pcf Concrete Density 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface - 2.0 ft Min Steel%Bending Relnf, = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability,moments&shears Yes - 0.0 ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions -~: .- ... .. Width parallel to X-X Axis = 38,50 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thickness = 24.0 in Pedestal dimensions.., x--- -- - '�-x r px:parallel to X-X Axis = 300.0 in . amm pz;parallel to Z-Z Axis 8.0 In Height 4.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing - 3.0 in Reinfordin Bars parallel to X-X Axis - Number of Bars = 6,0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis - Number of Bars = 39.0 = Reinforcing Bar Size = # 7 %%eeclknlmNNOWrZ Bandwidth Distribution Check (ACI 15.4.4.2) ` Direction Requiring Closer Separation ig Z-Z Axis «° x #Bars required within zone 23.0% #Bars required on each side of zone 77.0 Applied Loads :.. ... : ...... .:: ......... ...., ..,-. D Lr L S W E H P:Column Load = 96.775 9.275 0.0 20.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz - _0.0 0.0 0.0 0.0 0.0 1,844.0 0.0 k-ft V-x = -� 0.0 0.0 0.0 0.0 0.0 57.80 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Caruso Turley Scott,Inc. Project Title: 1215 W.No Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: r 480-774-1700 Project Descr. 480-774-1701 Printed: 318741C t�CALCl3Lwww.ctsaz,com Ile- TNG_ R�1�Co026G -1 111874tCr1';EC6 G-.Oeral Footing eMot, - Description: SW3B Footing DESIGN`SUMMARK - ®- Min.Ratio Item Applied Capacity Goveming Load Combination PASS 0.8479 Soil Bearing 2.826 kst 3.333 ksf +0.60D+0.70E about Z-Z axis PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.718 Overturning-Z-Z 1,038.91 k-ft 1,784.76 k-ft +0.60D+0.70E `ASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.7706 Z Flexure(+X) 65.366 k-f/ft 84.828 k-f 1ft +0.90D+E i PASS 0.2065 Z Flexure(-X) 17.518 k-Rift 84.828 k-fR +1.20D+1.60S PASS 0.03255 X Flexure(+Z) 1.806 k-Rift 55.481 k-fVft +1.20D+1.60S PASS 0.03255 X Flexure(-Z) 1.806 k4Yft 55.481 k-ftlft +1.20D+1.60S LASS 0.7440 1-way Shear(+X) 55.801 psi 75.0 psi +0.90D+E PASS 0.2038 1-way Shear(A) 15.283 psi 75.0 psi +1.20D+1.60S PASS 0,01629 1-way Shear(+Z) 1.221 psi 75.0 psi +1.20D+1.60S PASS 0.01629 1-way Shear(-Z) 1.221 psi 75.0 psi +1.20D+1.605 PASS 0.08470 2-way Punching 6.691 psi 79.0 psi +1.20D+1.60S I � 13 (aRl) R 3... ` J l .�'. _-..,-.�-r-.._;�.. .m._._._.?_��. �iy�_z-. - - - - .==a=�'.Y��.sa-r—_'•:a.-wy-.= -=-- -�-=-_-- y-"`.'-: r 41 17. WF3 ma 7777-. 15 77 -' 1.�:. + _._' ._ `.'_.._____ ---- -�-- - •--�— .._ ._•-- -`ice'-r - ----- •ter"'`:.'.- i': } r : i s J i i v I 1 } IM •IR.� r �1 3 w 33 E t r �� II �.M'Of 114 A(,v ,ab y CXA +�jl,�FYla.1��7, ''='���-�PF' ���`*i�'1�" 1��4;'•��'�-�"��., �,!u 0�'�,r �,�// ��~,1 �t.�':(�''x-`R `• r�� i I I f I f CARUSO TURLEYSCOTT Job Name structural engineers 1215 W. Rio Salado Parkway, Suiie 200 Tempe,Arizona 85281 T: 480 774-1700 ® F: 480 774-1701 Job No. Sheet No. wwWASaz.(om By Date ;..:. .:....'... ...........:..... ..:..:...:. " . . . . : .. :. _ . ..w . ....:. : .. .. : Vl :� A r l�,(� : : : ..: .: . . . . . . . . . : -: �� t 2 .. ..... t , :. . ...:.:.. :...... � � r . . . . . . . . . . . i . . . .. . ... ................ :�: ...; ,. ;P :.<..:..:. .:..... :�y ...gin:; . .> u 3. . . �.... ..-....: . ... .. : . . . : . . ...:.. .. ....... .... ...:.:.. :.:c' .: S(.�.3 .:.... ....... ..... f � „ �;: �. ,. ...........' ......:... :..:..:..:.....:...:.:. ..:. . ..: . :... ..;..:. :......:...... ..:........ f� 1. .. E :.. .rf-. :... . .. . . .. .......... .. . . . . . . . . . . .:. Job Name: Coca Cola Arlington Job No,: 18-741 Sheet No,: V21 CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T:480 774-1700 F:480 774-1701 www,clsoz.com 2012 IBC Masonry Shear Wall Design I. Wall Label: SW1 Height of Shear Wall=2story Depth from Grade Level to Top of Footing(for wall calcs)- 1+feet Desi n oadinci on Wall "Mark"0"if the building doesdt have that level Level Length of Height of Shear Load from Wind(k) Shear Load from Line Load from Dead Load of Wall(ft) Wall"(ft) Seismic(k) Dead Load(plf) Wall(pst) Grade Level to 2nd Floor 10.5 16 8.32 0,00 425 51 2nd Floor to Roof 19.5 51 0 0 :0.00 0.00 0 51 Parapet(for DL calos) 1 p p --- --- 51 Total Shear to Shear Wall=V(k)= 6.3 0.0 Overturning Moment=Mar(k-ft)=t 107.4 0.0 AS Load Combination Factor=1 0.6 0.7 0.6 0.6 Masonry Design Values Nominal Wall Thickness= 6 in b= 7.625 in fm=: 1600 psi d ASSUMED= 18.83 ft Vertical Reinforcing fy=:;_.'>. ..60 ksi Fs.&,= 32 ksi Horizontal Reinforcing ty= 40 ksl Fsmrj�,,,w= 20 ksl Em=900"fm G 11350 ksi Assume vertical Grout Spacing Es= 29,000 ksi Equivalent Thickness=t= 339 in'/ft Check Shear Check Masonry Alone Design Steel Shear Reinforcina M _Vh_h_ Vd_Vd d— 0•86 < 1 d<0.25 Fv 3 f`nt= 116.19 psi MNd<1,Fv= (113)(4-(MNd)](fmf 5 but shall not exceed 80-45(MlVd)psi M Fv= 40.672 <= 41.770 = 40.67 psi Vd>_1.0 >Fv=2 f`m= 77.46 ps} MNd>=1,Fv= (fm)°'6 but shall not exceed 35 psi ! Fv= — <= 35.000 Interpolate to find Fv= psi Therefore, Fv= 40.67 psi Vn' 0.5 VS S"fy d„-- A,=0.5"d I fv=V J(bd)(where b=t)= 4.9 PSI fv v Aqd(in2)= 0.000 in at Masonry 32 in.O,C; horizontally Shear Reinforcing is NOT requkecL Trmp)w.Up&W 1/8118 I Job Name: Coca Cola Arlington ,lob No.: 18-741 Sheet No.: CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1480 774-1700 F:480 774-1701 www.(tsaz.com 2012 IBC Masonry Shear Wall Design(page 2) Wall Label: SW1 Check In-Plane Sending of Wall 6s n=$ = 21 AB1 m M M 0.8F,s=A d As uegdF=0.8 d s1 s� 1 AWUWV= 0.9. As rEoo= 0.149 in2 (where Fs=0.81's for lap reduction factor) Bar Size Quantity Req'd Quantity Provided As ,, d,d d actual #5 0,6 1 0.307 19.33 n p=(n"As)I Vd)= 0.0037 k= 0.0827 j Ate= 0.9724 21jk= 24.8769 fb= X = 47 psi Fb=0.45"fm= 675 psi OKI dZ 1 M f=ASjd= 11.2 ksi Fs=0 8'Fs= 25.6 ksi OKI I USE 1 # 5 BARS AT EACH END OF SHEAR WALL. ' mmv+om vPdamd z/ane Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: ( _? CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W. Rio Salado Parkway,Suite 200 j Tempe,Arizona 85281 T:480 774-1700 F: 480 774-1701 www.ctsuz.com 2012 IBC Shear Wall Foundation Design Wall Label: SW1 Foundation Information q,,= 1000 psf q,,,increase= 1:(for lateral loads if permitted by geotech report) Width= 2 ft Depth to Btm of Ftg= '- 15 ft Thickness= .1 ft Concrete Weight= 1.60.,pof Extension 2.00 ft f c- 2.5.ksi Length= 23.6 ft fy= ti0:ksi Foundation OverturninalResistance Pis.F"otina= 7.05 k MKS.FaCna= 83 k-ft Mwd= 117 k-ft PRES,Deed Floor= 8.29 k** MKS.owed= 0 k-ft- 0.6M Wind= 70 k-ft f REs WWI= 17.40 k MKS weir= 204 k-ft M W.Ml.= 0 k-ft PREs.Taat= 32.74 k MRES,T.W= 287 k-ft 0.7 M seismic= 0 k-ft 0.6 PREs.Tolnl= 19.64 k 0.6 MKS.Tow= 172 k-ft MOT.Max= 70 k-ft "Ignore roof loads for wind uplift L Interaction= 2.5>1.0 OK Footing Overturning is Okay. �d, l -- Soil Bearing-Eccentrically Loaded Footings I Use"a"method since it can be used regardless of where"P"occurs. If a<a =,Then za a q 3bu' If a=3 ,then q--P. If a> then qz=(4L—6a) zand q,=(6a—20 Lb ao L/3= 7.833 ft 172- 70 = 5.20 ft ., MR—Mor ,zr Q 1258 psf >1000 psf Notgood le> USE 12 IN THICK x 2 FT WIDE x 24 FT LONG (WITH 2 FT EXTENSIONS EACH END) CONCRETE FOOTING Tempfate Updated 2/E/18 Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: L.,`t CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1480 774-1700 F: 480 774-1701 www.ctsuz.coni I: i 2012 IBC Shear Wall Foundation Design (page 2) Wall Label: SW1 f Determine Foundation Reinforcina S i Max Soil Pressure=qm,K= 1258 psf Min Soil Pressure=q In= 0 psf Length of Soil Pressure= 15.61 a r Soil Pressure at Face of Masonry Wall= 1097 psf Moment at Face of Masonry Wall=M= 2.409 k-1Vft of width Mu=1.6M= 3,854 k-Rift of width _ M K°_rpbdz— 0.053 I jj(Lbd —Pmin— 0.0025 f, _ 0 3 fry 0009 ty ar Mee it or 34 pcaic = 0.0033 PCALc_ 1.18 fy/ 0.0012 f'c AS=pbd= 0.72 in' Pmin= 0.0033 Where Is reinforcing located? -Top&Bottom `consider placing reinforcing top&bottom if footing has large extension or is 18"thick or more. Bar Size Quantity Req'd Quantity Provided AS rov�aee USE 2 6 BI #6- 1.6 .2 0.884 LONGITUDINAL(CONTINUOUS REINFORCING) Find Minimum Transverse Reinforcing Required: i AS=.0018bd= 0,173 in2 at gar Size A.(in'Jft) 16 in O.C. Top&Bottom . :#4 0.196 OK I #5 0.307 OK I 6 ,. 0.442 OK USE#4 TRANSVERSE BAR AT 16In O,C,Top&Bottom remPmm uvd��e z/x/]x Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1480 774-1700 F:480 774-1701 www.ctsaz.1om I i 2012 IBC Masonry Shear Wall Design Wail Label: S k1 Height of Shear Waii :z 8taay Depth from Grade Level to Top of Footing(for wall calcs)_ 'feet Design Loading on Wall *Mark"O"Ifthe buiding doesn't have that level Length of Height of Shear Load from Line Load from Dead Load of Level Wail(ft) Wall*(ft) Shear Load from Wind(k) Seismic(k) Dead Load(00 Wall(psi) Grade Level to 2nd Floor 24 16 9.16 0,00 426' 51 2nd Floor to Roof 24 51 0 0 .: 0.00 ...: : .'... 0.00 0 51 Parapet(for DL talcs) 0 0 --- --- 51 Total Shear to Shear Wall=V(k)= 9.2 0.0 Overturning Moment=MOT(k-ft)= 155.7 0.0 ASD Load Combination Factor= 0.6 0.7 0,6 0.6 Masonry Design Values Nominal Wall Thickness= 8 in b= 7.625 In fm= 150.0psi dassuMo= 23.33 ft Vertical Reinforcing fy= 60_ksi Fs�a u; ,= 32 ksi Horizontal Reinforcing fy= 40 ksi FShmmnw __.. ., __ I(sl Em=900`fm=. 1,350 ksi Assume Vertical Grout Spacing :'A$in.O:O: Es= 29,000 ksi Equivalent Thickness=t= 3.39 ln1lft Check Shear Check Masonry Alone Design Steel Shear Reinforcing M _Vh_h_ Vd Vd d 0.69 < 1 Vd<0.25 >Fv 3 m- —= yf 116.19psi MNd<1,Fv= (113)[4-(MNd)Xfmp'but shall not exceed 80-45(MNd)psi M Fv= 42.787 <= 49.143 = 42.79 psi Vd>_1.0— Fv=2 f'm= 77A6 psi MNd-1,Fv= (fm)05but shall not exceed 35 psi Fv= -- <= 35.000 Interpolate to find Fv= — psi Therefore, Fv= 42.79 psi V,u =0.5 fyd,— A,,=05 3. d f� v fv=V/(bd)(where b=t)= 5,0 PSI AnRegd(in)= 0.000 in at Masonry alone Is s OK 32 In O,C,(horizontally) Shear Reinforcing is NOT required. T-pfO,Upd.ted?/B/18 Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.; 1,-`` CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W. Rio Salado parkway,Suite 200 Tempe,Arizona 85281 1480 774-1700 F:480 774-1701 www.ctsoz.com 2012 IBC Masonry Shear Walk Design (page 2) Wall Label SW1 Check In-Plane Bending of Wall ES n=E= 21.481 m M M 0.8Fs=g d-As ae d—a.BFj d S1 4 s Assun o= 0.9 AS rv:ao= 0.174!n2 (where Fs=0,81's for lap reduction factor) Bar Size Quantity Req'd Quantity Provided Ag avlded d actual #5 0.6 1 . 0.307 23.83 n p=WAs)1 Vd)= 0.0030 k= 0.0748 l ACTUAL= 0.9751 21jk= 274285 _ M 2 _ fb bdz x— 49 psi < Fb=0.45*Pm= 675 psi OK! jk fs=ASjdd= 13.1 ksi < Fs=0.8"Fs= 25.6 ksi OK! USE 1 # 5 BARS AT EACH END OF SHEAR WALL. T-pIOe Updated 218113 i Job Name; Coca Cola Arlington Job No.; 18-741 Sheet No,: Cv.35 CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 1.480 774-1700 F.480 774-1701 i www,(tsaz.com 2012 IBC Shear Wall Foundation Design Wall Label: SW1 Foundation Information qaq= 1000 psf cWj increase= 1.(for lateral loads If permitted by geotech report) 's Width=. 2 ft Depth to etm of Ftg= 2,5 It Thickness= 1.ft Concrete Weight= 160 pcf Extension= 2.00 ft fc= 2.5 ksi Length= 28 R fy= 60 ksi Foundation Overtur!i Resistance PREs,Foolno— 9.40 k MREs.Foounn- 118 k-ft M.1m= 169 k-ft PRES.NW Fi"a= 10.20 k"' Mr+Es,oa"d= 0 k-ft" 0.6M Wind= 102 k-ft PRE w n= 21.42 k MREs well__ 300 k-ft M.01SM10= 0 k-ft PREs.row= 40.02 k MREs.T.W1= 417 k-ft 0.7 M seismic= 0 k-ft 0.6 PREs.road= 24.01 k 0.6 MREs.Tulel= 25D k-ft MOT.M.= 102 k-ft Ignore roof bads for wind uplift L Interaction= 2.5>1.0 OK Footing Overturning is Okay. .N Soil Bearing-Eccentrically Loaded Footings Use"a"method since it can be used regardless of where"P"occurs. If a<t ,then q=2P AL ffe ....,d..,i w P 3 ,then q=P. If a>s ,then q2=(4L—6a)- and q,=(6a—2L)Leo L/3= 9.333 R M M 250 - 102 = 6.20 it --- -—-—-- a= x P or= 24:01 a 1292 psf >1000 psf Not good IN USE 12IN THICK x 2 FT WIDE x 28 FT LONG (WITH 2 FT EXTENSIONS EACH END) CONCRETE FOOTING i Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.: CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 j Tempe,Arizona 85281 T:480 774-1700 f:480 774-1701 •, www.cisoz.com I I i 2012 IBC Shear Wall Foundation Design(page 2) Wall Label' SW1 Determine Foundation Relnforcing Max Soil Pressure=qm�= 1292 psf Min Soil Pressure 0 psf Length of Sal Pressure= 18.59 ft i Soil Pressure at Face of Masonry Wall= 1153 psf Moment at Face of Masonry Wall=M= 2.490 k4ft of width MU=1.6M= 3,9B5 k-fUft of width I M Ku—Vbdl= 0.056 F2.36 lamz! rpbd Pmtn— 0.0025 f` 0.0009 a f'`or 0y or s Pcale = 0.0033 PCar.0= 1.18 fy/ 0.0012 As=Pbd= 0.72 in' Pmrn= 0.0033 Where is reinforcing located? Tap&Bottom 'consider placing reinforcing top&bottom If footing has large extension or Is 1 B"[hick or more. Bar Size Quantity Req'd Quantity Provided p .aru.a USE 2 #fOM #6 1.6 2 0.884 LONGITUDINAL(CONTINUOUS REINFORCING) Find Minimum Transverse Reinforcing Required: A,=,0018bd= 0.173 in at Bar Siza A.(in2ift) -16 in O.C. ',Top&Bottom #m: .; 0.196 OK `#5 . 0.307 OK #:6. 0.442 OK USE#4 TRANSVERSE BAR AT 16 In O.C.Top&Bottom Tcmy.0 f P UpAnIfR l�R/IR i CARUSO TU L. 'Y SCOTT Job Name A01__ structural engineers _ 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. IT F`714I Sheet No. —7, 1 1:480 774-1700 • F:480 774-1701 www.ctsaz.com By_______ MA M. Date :... ... ISM.. ... - .... ...... :... .. ... a .. . :.. y .....'...... .. . .... � A t<'h1.ti';. •1 g�°'��) J, Qw.. ! / P'.-. c.1G m �. .. . . . .. . . I i I i -.075k/rt IN 1 N3 N2 Loads: BLC 1, DL CTS SK- I MJM Front Entrance Truss July 25, 2018 at 12:10 PM 18_741 Front Entrance Truss.r3d I i i i i -.19k/ft I i I 1 N3 N2 Loads: BLC 2, SL CTS - SK- 2 MJM Front Entrance Truss July 25, 2018 at 12:11 PM 18-741 Front Entrance TrussAd i L I If[ Y S !1J0 O i IN i 1 N3 N2 Member Code Checks Displayed Results for LC 1, D+S CTS SK- 3 MJM Front Entrance Truss July 25, 2018 at 12:12 PM 18-741 Front Entrance Truss.r3d 7,5 VBrace: M3 _e _..... Shape: 6X6 Material: DF Dy �n Length: 10.404 ft Joint: N4 Dz - in J Joint: N1 '� LC 1: D+S Code Check: 0.296 (bending) -.041 at 2,384 ft Report Based On 97 Sections i 4.424 at l0.404 ft .701 at 5.202 ft Vy i. -a ry._:,. �: k Vz ._ k A k -.677 at 5,094 ft 2.274 at 0 ft I .638 at 5.202 ft T - k-ft Mz k-ft My k-ft i -.468 at 8,345 ft ,276 at 5.202 ft .146 at 10.404 ft ft r ksi famodw, ksi j .075 at 0 ft fc ksi -.276 at 5.202 ft I AWC NDS-12: ASD Code Check Max Bending Check 0.296 Max Shear Check 0.205 (y) Location 5.202 ft Location 5.202 ft Equation 3.9-3 Max Defl Ratio 11-15619 CD 1 RB 4.764 CL 1 Cr 1 Cfu 1 CP .666 ksi Cm Ct CF y-y z-z Fc' .666 1 1 1 Lb 10.404 ft 10.404 ft Ft' .825 1 1 1 le/d 22.7 22.7 Fb1' 1.2 1 1 1 Sway No No Fb2' 1.2 1 1 1 Le-Bending Top 10.404 ft FV .17 1 1 Le-Bending Bot 10.404 ft E' 1600 1 1 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: -� 480-774 1700 Project Descr: 480-774-1701 Prigte www.ctsaz.com : :::.• i .�G:1ENG F!R�9LCQD26�ta187A�C�11CALCUL-111874=C�1 EC6 Vllood Beam :.. :... ... : :: Description; Front Entrance Woad Beam CODE_REFERE11tCES. Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb+ 1000 psi E:Modulus of Elasticity Load Combination 1BC 2012 Fb- 1000psi Ebend-xx 1700ksi Fc-Prll 1500 psi Eminbend-xx 620ksl Wood Species ; Douglas Fir- Larch Fc-Perp 625 psi Wood Grade ; No.1 Fv 180 psi Ft 675psi Density 31.2pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.318)S(0.8075) D(0.637) S(1.615) D(0.318)S(0.8075) 6x 14 _ Span = 10.0 ft -� Service loads entered Load Factors will a applied or calculations. liesl4oad Point Load: D=0,6370, S=1.615 k @ 5.0 ft Point Load: D=0.3180, S=0.8075 k @ 0.0 ft Point Load: D=0.3180, S=0.8075 k @ 10.0 ft DESIQN SUMVfi4RY:'.: _:..._ Maximum Bending Stress Ratio = 0.356 1 Maximum Shear Stress Ratio = 0.110 : 1 Section used for this span 6xl4 Section used for this span 6x14 fb:Actual 404.40psi fv:Actual = 22.75 psi FB:Allowable 1,135.05psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = Hoot Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 3935>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.043 in Ratio= 2822>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximurrii Forces&Stresses for Load.Com.binations Load Combination Max Stress Ratios Moment Values She_ar Values Segment Length Span# M V C d C FN C I Or C m C t C L M fb Fb V fv Fv 0,0 +D+S+H 0.00 0,00 0 0,00 Length=10.0 it 1 0.356 0.110 1.15 0,987 1.00 1,00 1.00 1.00 1.00 5.63 404.40 1135.05 1.13 22.75 207,00 Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Project ID: 480-774-1700 Project Descr: 480-774-1701 UlWW.CtSaZCOm Printed 23 JUL 2018 7 27AM VIIOOd CO�U11ill Flie G1El�G PR!1LC0026-108741C t1GALCUL 1U87d1G 1 Elf • oseaao Description; Front Entrance Wood Column Code References., Calculations per 2005 NDS, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used : IBC 2012 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column height 10.0 ft Wood Member Type Sawn (Used for non-slender calcuiations ) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.60 in Of or Cv for Bending 1.0 Wood Grade No.2 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb+ 900 psi Fv 180 psi Ix 76.255 in"4 Of or Cv for Tension 1.0 Fb- 900 psi Ft 575 psi ly 76.255 In^4 Cm:Wet Use Factor 1.0 Fc-Prli 1350 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fe-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity,., x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Nos 15.a2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=10.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=10,0 ft,K=1.0 Applied:Ldad8 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 65.542 Ibs*Dead Load Factor AXIAL LOADS, • . Axial Load at 10.0 ft,Xecc=2.0 in, D=0.640,S=1.620 k DESIGN SUMMARY. Bending & Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1783:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3 Top along X-X 0.0270 k Bottom along X-X 0.0270 k Location of max.above base 9.933 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0,0 in at 0.0 ft above base Applied Axial 2.326 k for load combination: nla Applied Mx 0.0 k-ft Along X-X -0.03452 in at 5,839 ft above base Applied My -0.3741 k-ft Fc:Allowable 818.78 psi for load combination:+D+S+H Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratlo= 0.009023 :1 Bending Compression Tension Load Combination +D+S+H Location of max.above base 10.0 ft Applied Design Shear 1.868 psi Allowable Shear 207.0 psi ._........- Load Combination Results_..:' Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+S+H 1.150 0.527 0.1783 PASS 9.933 ft 0.009023 PASS 10,0 ft Mixi um Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only -0.011 0,011 0.706 S Only -0.027 0.027 1,620 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max•Y-Y Deflection Distance +D+S+H -0.0345 in 5.839 ft 0,000 in 0.000 ft CARUSO TURLEY SCOTT .lob Name structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona85281 lob No. � '�Li� Sheet No. 1:480 774-1700 . F:480 774-1701 www.ctsaz.com --Date �:. G `�} ' Cl G( E ... ..... . w ..... ... .... .. ..: '.. ... .... f ........ ........ .. .. . tt� �. 4�,;: ..... rvla•o Uo MAW 4 - . / :t, 'e4` Project Name: 18741 Coke Arlington Page 1 of 1 Model: 20' Joist Date:07126/2018 +�-T Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerT" 2.0.3.0 Reactions Support Reactions (lb) R1 600.00 R2 600.00 Shear and Web Crippling Checks 60.00 Bending and Shear 5.5% Stressed @R1 (Unstiffened): Bending and Shear NA (Stiffened): Web Stiffeners No R1 R2 Required?: I 20.00 Section : 800S162-97 Single C Stud Fy=50.0 ksi Maxo = 6058.7 Ft-Lb Moment of Intertia, 1=9.71 in^4 Va=10885.3 lb i Loads have not been modified for strength checks Loads have been multiplied by 0,70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 3000.0 0,495 3000.0 60.0 4396.9 0.682 0,528 Ll455 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxt lb-in/in in Ft-Lb Ma-d Span 0.00 240.0 5994.6 0.500 SI PSON STRONG-TIE COMPANY ING, www.strongtie.com i Project Name: 18741 Coke Arlington Page 1 of 1 Model: 20' Joist-with AC unit Date:07/26/2018 Code: 2012 NASPEC[AISI S100-20121 Simpson Strong-Tie®CFS DesignerTI" 2.0.3.0 i Reactions pl Pz i Support Reactions (lb) I I R1 700.00 + j R2 660.00 Shear and Web Crippling Checks 60.00 Bending and Shear 29.7% Stressed (Unstiffened): @P2 Bending and Shear NA WIN (Stiffened): R1 R2 Web Stiffeners No j Required?: 20.00 X i Point Loads P1 P2 Load(lb) 80 80 X-Dist.(ft) 5.00 10.00 Section : (2)800S162-97 Back-To-Back C Stud Fy=50.0 ksi Maxo= 12117.3 Ft-Lb Moment of Intertia, 1 =19.43 inA4 Va=21770.6 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(BCC) (in) Ratio Span 3600.0 0.297 3600.0 60.0 10361.1 0.347 0.311 L/771 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 240.0 11989.2 0,300 SIMPS014 STRONG-TIE COMPANY Nc. — www,strongtie,com I- li Project Name: 18741 Coke Arlington Page 1 of 1 ! Model: 12' Joist Date:07/26/2018 l Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerTI 2.0.3.0 Reactions Support Reactions (Ib) R1 360.00 R2 360.00 Shear and Web Crippling Checks 60.00 Bending and Shear 17.2% Stressed (Unstiffened): @R2 Bending and Shear NA (Stiffened): R2 Web Stiffeners No R1 Required?: 12.00 1 Section : 8005162-54 Single C Stud Fy=50.0 ksi Maxo W 3065.9 Ft-Lb Moment of Intertia, 1 =5.60 inA4 Va=2091.3 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations 1 Flexural and Deflection Check Deflection Mmax Mmaxt Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1080.0 0,352 1080.0 60.0 2421.9 0.446 0.119 L/1214 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 144.0 2734,3 0.395 SPAPSON STRONG-TIE COMPANY INC. www.strongtio.com 'i Project Name: 18741 Coke Arlington Page 1 of 1 Model: Stud Date:07126/20181 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No.of No.of Simpson Req'd Req'd# �a Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors R1 40.02 No Solutions - - R2 40.02 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (lb) ; 0 Bridqinq Connectors -Design Method =AISI S100 Simpson Strong-Tie Span/Cantil-ever Bridging Connector Stress Ratio 12.00 6.67 Span LSUBH3.25 (Min) 0.65 Shear and Web-Crippling Checks Bending and Shear(Unstiffened): 6.3% Stressed @R1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No Section : 60OS162-33 Single C Stud Fy=33.0 ksi Maxo= 950.6 Ft-Lb Moment of Intertia, I =1.79 in^4 Va=638.1 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos! Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 120.1 0.126 120.1 60.0 855.2 0.140 0.041 1_/3496 Distortional Bucklinq Check Span K-phi Lm Brac Ma-d Mmaxl lb-inlin in Ft-Lb Ma-d Span 0.00 144.0 788.8 0.152 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KLIr (lb-in/in) (in) load(lb) PIPa Value Span 1275.0(c) 60.0 60.0 103 0.0 144.0 2176.7(c) 0.59 0.75 SIM9PSON STRONG-TIE COMPANY INC. - www.strongtie.com CARUSO TURLEY SCOTT Job Name structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 Job No. f�--7�11 Sheet No. r T:480 774-1700 • F:480 774-1701 www.ctsnz.com _Date 71<1 o1 . ..... � .1.3 i .... . . ` ( _ (// 4 [A,to �i� . E�.;.'� r �. .; . .. . NOT USED;-..CANOPIES,*. . �. . ... �. . . '.B`( OTHERS .... . . a_ C �f -y .....:. ..... .. - .... .. .. f Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: i. Tempe,AZ 85301 Project ID: Cl 480-7741700 Project Descr: 480-774-1701 www.ctsaz.com Printed:20 gut 2018, s:osAM . ._ ..; .:.. : .:::, ::.. . : . ::: e.=•:G:IENG_PR-.I.LCA026�1.41.87A1C.�11GA4Ci1L�11187.4.1..C^:1;:.....::.:;.:. Steel Beam :.... _ :.. . . .. ... . ... . .... Description: Canopy 131 j ODE REFERENCES .:..: Cal lations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load mbination Set: IBC 2012 Materi2t roperties° " Analysis Me od: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing. Beam is Fully Braced against lateral-torsional budding E:Modulus: 29,000.0 ksi Bending Axis: ajor Axis Bending I D(0.0225 S 0.171) —� I C7x12..2 Span = 18.0 ft Applied LOadS Service loads entered, Load Factors will be applied for calculations. --- - Beam self weiqht NOT internally calculated and adde Uniform Load: D=0,02250, S=0.1710 k/ft, Tribu Witlth=1'0 ft -_=_Q:ESIGN':SUMMARY:-.:�;...:: . .....:.......... Maximum Bending Stress Ratio = 0.516: Maximum Shear Stress Ratio= 0,061 : 1 Section used for this span C7x12.2 Section used for this span CW2.2 Ma:Applied 7.837 k-ft Va:Applied 1.742 k Mn/Omega:Allowable 15.198 k-ft Vn/Omega:Allowable 28.429 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 9.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 an#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.578 in Ratio= 373> 60 Max Upward Transient Deflection 0.000 in Ratio= 0<36 Max Downward Total Deflection 0.654 in Ratio= 330>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 .Verkicai:0. ctio'ns _ Support notat�n:Far left is#1 Values in P Load Combination y Support 1 Support 2 Overall MAXlmum 1.539 1.539 Overall MlNimum 0.203 0.203 D Only 0.203 0.203 S Only 1.539 1.539 NOT USED - CANOPIES BY OTHERS i Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Protect ID: 3 480-774-1700 Project Descr: 480-774-1701 Printed:20 JU L 20 18 9.06AM www.ctsaz.com -`RIe.=G1Nt�??= CAQ2&-1,a48741�=:11CALGULytl1$741Cr1 Steel Beam gI.Q 6 k. • e Description: Canopy B2 COD ;:REFERENCES.. - i Iculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Loa Combination Set: IBC 2012 Mate 'al Properties Analysis ethod: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Brad Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D 0.06 S 0.456 - _ HSS8x4x3/16 Span = 10.0 ft _I Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and add Uniform Load: D=0.060, S=0,4560 k/ft, Tribut Width=1,0 ft i `DESI W SUMMARY Maximum Bending Stress Ratio = 0.275. 1 Maximum Shear Stress Ratio= 0.060 : 1 Section used for this span HSS8x4x3ll6 Section used for this span HSS8x4x3116 Me:Applied 6.450 k-ft Va:Applied 2.580 k Mn/Omega:Allowable 23.413 k-ft Vn/Omega:Allowable 43,009 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 5.000ft Location of maximum on span 0.000 it Span#where maximum occurs Span#1 pan#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.107 in Ratio= 1,117 -360 Max Upward Transient Deflection 0.000 in Ratio= 0<3 Max Downward Total Deflection 0.122 in Ratio= 988>=18 Max Upward Total Deflection 0.000 in Ratio= 0<180 -.. Vertlaai ReaCtiO:1S. :'...` Support notation:Far left is#1 Values in KIPS Load Combinatlon Support 1 Support 2 Overall MA mum 2.280 2.280 - Overall MINimum 0,300 0,300 D Only 0.300 0.300 S Only 2.280 2,280 NOT USED - CANOPIES BY OTHERS CARUSO TURLEYSCOTT Job Name 6721-t= -A f L structural engineers 1215 W. Rio Salado Parkway, Suite 200 Tempe,Arizona 85281 1480 774-1700 • F:480 774-1701 lob No. ^1`�� _Sheet No. �L www.cisaz.com By_ Date 77 ........ `� �i4� ail�f��lk•�'� �r$i ,.:�, ,s�', - ;+;�.�. , . . 1�9.. MCI /�.�I E . r Ai. Iffy . ...: .:... .. ..:. . :��`,/.�"..L.fi�•�[..r ��'F1.4�-{, Y.: r :...: ... - - . . . . _ .. ... .. .. .... . Job Name: Coca Cola Arlington Job No.: 18-741 Sheet No.; . CARUSO TURLEY SCOTT By: KJN Date: Jul-18 structural engineers 1215 W.Rio Salado Parkway,Suite 200 Tempe,Arizona 85281 T: 480 774-1700 F:480 774-1701 i www.cfscz.com Site Wall Wind Loading per Section 29.3-ASCE 7-16 59th Ave NE Site Address: Arlington, WA 98223 Wind Exposure C Velocity Pressure = qh = 0.00256 Kz Kzt Kd Ke V2 (ASCE 7-16 Eqn 26,10-1) 3 -Sec Wind Gust = V = 110 mph i Exposure Coeff= KZ= 0.85 (Table 26.10.1, h< 15 ft) Topographic Factor= KZt= 1.0 (Section 26.8,2) Directional Coeffecient= Kd = 0.85 (Section 26.6) Ground Elevation Coeffecient= Ke = 0.85 (Section 26,9 ASCE 7-16) qh = 19.0 psf From Section 29.4.1: Wind Load = F = qh G CfA (Eqn 29.4-1) Gust Factor= G = 0.85 (Section 26A 1.1) Force Coeff= Cf= 1:3 (Fig 29.4-1, Bls = 10) Wall Area = A = 1.0 ft2 10% Increase per note below* = 1 A Wind Pressure = F = 23.1 psf F = qh G Cf A * Per Footnote 3, Fig 29.4-1, resultant force of wind pressure is to act at 0.05 times the average height of the wall. To account for this, increase the wind load using equivalent moments. well 2 _ wl(� +1(0.05)} We = 0.55w(2)= 1.1w Therefore, the wind is increased in chart above by 10% Templale Updaled 218118 Page&R Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: (� Project ID: 1'I Tempe,AZ 85301 Project Descr: i! 480-774-1700 480-774-1701 WWw.CtSaZ.Cem Printed 19 JUL 2018 9 24AM Can t11eVered Reta[nling Wa�� F{le=G.1ENG_PR-1LC0026 ]110.41C i1CALCUL 1118741C.-1 ..0 6. Description: 4'Masonry Site Wall Criteria $011 Data Calculations per ACI 318.08, ACI 530.08,IBC 2009, Retained Height = 0.00 ft Allow Soil Bearing = 2,600.0 psf CBc 2010,ASCE 7.05 Wall height above soil = 4.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 45.0 psflft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel - 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 Ibs Surcharge Over Neel = 0.0 psf 1 9 Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psi ,..Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.01bs at Back of Wall Axial Live Load = 0.0 ibs Wind on Exposed Stem = 23.1 psi Polsson's Ratio = 0,300 Axial Load Eccentricity - 0.0 in i I i Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: '' Tempe,AZ85301 Project ID: ' 480-774-1700 Project Descr: 480-774-1701 1 www.ctsaz.com Panted 19 JUL 2018 9 24AM I Cantilevered Retaining Wall. . = Ala G#ENG PR''VLCaQ26 1118741C�11CALCUL 1118741C 1 EC6 a:saa. Description: 4'Masonry Site Wall Design Summary Stem Construction Top stem _ s Bar Lap/Emb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning - 1.61 OK Wall Material Above"Ht' = Masonry Sliding = 4.85 OK Thickness in= 8.00 Rebar Size - # 5 Total Bearing Load = 656 Ibs Rebar Spacing in= 48.00 ...resultant ecc. = 6.31 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,420 psf OK fb/FB+fa/Fa 0436 0.000 Soil Pressure @ Heel - 0 psi OK Total Force @ Section Ibs= 100.2 Allowable 2,500 psf Moment....Actual ft-I= 233.3 Soil Pressure Less Than Allowable - Moment,,...Allowable ft-I= 535.2 ACI Factored @ Toe 1,704 psf ACI Factored @ Heel = 0 psf Shear....,Actual psi= 2.2 Footing Shear @ Toe = 4.8 psi OK Shear.....Allowable psi= 38.7 Footing Shear @ Heel = 0.8 psi OK Wall Weight psf= 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.76 Sliding Cates (Vertical Component NOT Used) Lap splice if above in= 30.00 Lateral Sliding Force 92.7 Ibs Lap splice below in= 30.00 less 100%Passive Force = - 187.5 Ibs Hook embed into footing in= Masonry Data less 100%Friction Force = 262.2 Ibs f'm psi= 1,500 Added Force Req'd = 0.0 Ibs OK Fy psi= ....for 1,5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Load Factors Modular Ration" = 21.48 Dead Load 1. 00 Short Term Factor = 1,000 Earth,Live Load 1600 Equiv.Solid Thick. in= 7.60 Eh,H 1.600 Masonry Block Type = 3 Wind,W 1.600 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data f c psi= Fy psi= Footing Dimensions &Strengths Footing Design Results Toe Width = 0.50 ft Toe 1aet Heel Width = 1.17 Factored Pressure - 1,704 0 psf Total Footing Width - 1.67 Mu':Upward = 288 0 ft4b Footing Thickness = 12.00 in Mu':Downward = 55 40 ft-lb Mu: Design = 233 40 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 4.78 0.79 psi Key Depth = 0.00 in Allow 1-Way Shear - 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 16.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 In Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req`d,Mu<S*Fr Key: No key defined _... _ _ .. .. ........... Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: rr Tempe,AZ 85301 Protect ID: ' , } 480-774-1700 Project Descr: 480-774-1701 Printed:19 JUL 2018. 9:24RA www.ctsaz com 26 Flle- :1MG PRtC00111B791t #AtUL 1Ii8741C 1'EC6 Cain#ilevered Retaining Wall - e.ree • Descriptlon: 4'Masonry Site Wall j Summary of Overturning&Resisting Forces&Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft f-lb lbs _ fi fl-lb Heel Active Pressure = 22.5 0.33 7.5 Soil Over Heel - 0.0 1.42 0.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -33.8 0.50 -16.9 Surcharge Over Heel - Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load - "Axial Live Load on Stem = Load @ Stem Above Soll = 104,0 3.25 337.8 Soil Over Toe - 27.5 0.25 6.9 Surcharge Over Toe = Stem Weights) = 378.0 0.83 315.0 Earth @ Stem Transitions = Total = 92.7 O.T.M. = 328.5 Footing Weight = 250.0 0.83 2083 Resisting/Overturning Ratio = 1.61 Key Weight - 2.00 Vertical Loads used for Soil Pressure= 655.5 Ibs Vert.Component = Total= 655.5 Ibs R.M.= 530.2 "Axial live load NOT included in total displayed,o[used for overturning i resistance,but is included for soil pressure calcu anon. I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: (� Tempe,AZ86301 Protect ID: 480-7741700 Project Descr: 480-774-1701 i www.ctsaz.com v red R nt _ `:Etle:c,ti�rc�R-��caozs�tt1�34t�� cuiM1tti��r�tc�t�� B:fEb. • • Description: 6'Masonry Site Wall Criteria Soil Data Calculations per ACI 318-08, ACI 530.08,IBC 2009, Retained Height = 0.00 ft Allow Soil Bearing = 2,500.0 psf cec 2010,ASCU 7 05 i Wall height above soil = 6.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0,00:1 Heel Active Pressure = 45.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure - 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure - 12.00 in Surcharge Loads LLateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf .,.Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist - 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0,0 Ibs at Back of Wall Axial Live load = 0.0 lbs Wind on Exposed Stem = 23.1 psf Polsson's Ratio = 0.300 Axial Load Eccentricity - 0.0 in I Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Project ID: i 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com Printed:19 JUL 2018, 9.25AM Fjle GtEIJG�A JLC0026,1118741C�1lCALCUL 1118741G1•EC6 Cantilevered Retal.A.ng Wall Description 6 Masonry Site Wall Desi n Summary i Stem Construction Top Stem ; Bar LaplEmb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overurning = 1.63 OK Wall Material Above"Ht' = Masonry Sliding = 3.98 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 912 Ibs Rebar Spacing in= 48.00 ..•resultant ecc. - 8.65 in Rebar Placed at = Center Soil p ib1FB+fa/FaPressure @ Toe - 1,679 sf OK Design Data - 0.211 0.000 Soil Pressure @ Heel = 0 psi OK Total Force @ Section Ibs= 146A Allowable = 2,500 psf Moment....Actual ft-I= 487.4 Soil Pressure Less Than Allowable = Moment.....Allowable ft-I= 535.2 ACI Factored @ Toe 2,015 psf ACI Factored @Heel = 0 psf SheaShear.....Actual psi= 3.3 i Footing Shear @ Toe = 7.7 psi OK Wall ....Allowable psi= 84. Footing Shear @ Heel = 1.2 psi OK Wall Weight psf= .0 Allowable - 75,0 psi Rebar Depth 'd' in= 3.75 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 45.00 Lateral Sliding Force 138.9 Ibs Lap splice if below in= 45.00 less 100%Passive Force = - 187.6 Ibs Hook embed into fooling in= less 100%Friction Force = - 364.9 lbs Masonry Data f'm psi= 1,500 Added Force Req'd = 0.0 Ibs OK Fy 1 psi= ....for 1.5:1 Stability = 0.0 Ibs OK Solid Grouting = Yes Load Factors Modular Ration' - 21.48 Dead Load 1.200 Short Term Factor = 1.000 Live Load 1.600 Equiv.Solid Thick. in= 7.60 Earth,H 1.600 Masonry Block Type = 3 Wind,W 1. Masonry Design Method = ASD Seismic,E 1.000 00 Concrete Data Yc psi= Fy psi= Footing Dimensions&Strengths Footing Design Results Toe Width = 0.75 ft Toe Heel Heel Width = 1.42 Factored Pressure - 2,015 0 psf Total Footing Width = 2.17 Mu':Upward = 609 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 103 76 ft-lb Mu: Design = 505 76 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 7.73 1.18 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 16.00 in Pc = 2,600 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm•= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Caruso Turley Scott,Inc. Project Title: �. 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: r 480-774 1700 Project Descr: f i 480-774-1701 Printed: www.ctsaz.com -~i�- oohs f11041CyCR4Gll 11..18741C tC : - 1 Descriptior: 6'Ma onry Site Wall Summary of Overturning&Resisting Forces&Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb lbs ft _ ft-lb Heel Active Pressure = 22.5 0.33 7.5 Soil Over Heel = H 1,79 0.0 Surcharge over Heel w Sloped Soil Over Heel = Toe Active Pressure - -33,8 0.50 -16.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load - Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = 150.2 4.25 638.1 Soil Over Toe = 41.3 0.38 15.5 Surcharge Over Toe = Stem Weight(s) = 646.0 1.08 591.6 Earth @ Stem Transitions = Total = 138.9 O.T.M. = 628.8 Footing Weight = 325.1 1,08 352.2 ResisianglOvertuming Ratio = 1.53 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 912.3 Ibs Vert.Component = Total= 912.3 Ibs R.M.= 959.3 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Caruso Turley Scott,Inc. Project Title: I 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ85301 Protect ID: 480-774-1700 Project Descr: 480-774-1701 JUL01s 9:26A www,ctsaz.com Panted 19 M File G 1ENC PR 1LC0026 1118741G-11CALCUL-1118741Cr1 fC6 +Card# Iwt red Reta.inino Wall Description: 8'Masonry Site Wall Criteria Soil t)ata Calculations per ACI 318-08, ACI 530.08,IBC 2009, cec 2010,ASCE 7.05 Retained Height = 0.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 8.50 ft Equivalent Fluid Pressure Method Slope Behind Wall - 0.00:1 Heel Active Pressure = 45.0 psflft Height of Soil over Toe = 6.00 in Toe Active Pressure - 30,0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0,0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width - 0.00 ft Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 It Axial Dead Load = 0.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Wind on Exposed Stem = 23.1 psf Poisson's Ratio = 0.300 Axial Load Eccentricity - 0.0 in I. Caruso Turley Scott,Inc. Project Title: 1215 W.Rio Salado Pkwy.#200 Engineer: Tempe,AZ 85301 Project ID: , 480-774-1700 Project Descr: I i 480-774-1701 j www.ctsaz.com Printed:19 JUL 2018,C9:26AM Ede=G1ENG PR 1LC0028-fl18741C=1A �f.EC6 Gritileve'red Detaining Wall e.e�e Description Masonry 8'Mason Site Wall : Design Summary Stem Construction J Top Stem - 9ar LaplEmb Wall Stability Ratios Design Height Above Ftq ft= 0.00 Overturning = 1.61 OK Wall Material Above"Ht" = Masonry Sliding = 3.60 OK Thickness in= 8.00 Reber Size = # 5 Total Bearing Load = 1,199 lbs Reber Spacing in= 40.00 ...resultant ecc. = 10.75 in Reber Placed at Edge Design Data Soil Pressure @ Toe = 1,534 psf OK fb/FB+fa/Fa _ 0.922 aaoa Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 192.6 Allowable = 2,500 psf Moment...Actual ft-1= 833.9 Soil Pressure Less Than Allowable ACI Factored @Toe = 1,841 psf Moment.....Allowable ft-I= 904.2 ACI Factored @ Heel = 0 psf Shear...,.Actual psi= 3.1 Fooling Shear @ Toe = 9.9 psi OK Shear.....Allowable psi= 38.7 Footing Shear @ Heel = 1.7 psi OK Wall Weight psf= 84.0 Allowable = 75.0 psi Reber Depth 'd' in= 5.25 Sliding Cales (Vertical Component NOT Used) Lap splice If above in= 45.00 I Lateral Sliding Force _ 185.1 lbs Lap splice If below in= 45.00 less 100%Passive Force = 187.5 lbs Hook embed into footing In= less 100%Friction Force = - 479.4 lbs Masonry Data f'm psi= 1,500 Added Force Req'd = 0,0 lbs OK Fy psi= ....for 1,5: 1 Stability = 0.0 lbs OK Solid Grouting - Yes Load Factors Modular Ration' = 21.48 Dead Ladd 1 Short Term Factor = 1.000 Live load 1.600 00 Equiv.Solid Thick. in= 7.60 Earth,H 1.600 Masonry Block Type = 3 Wind,W 1. Masonry Design Method = ASD Seismic,!w 1.000 00 Concrete Data f'c psi= Fy psi= Footing Dimensions&Strengths Footing Design Results Toe Width = 1.08 ft Toe Heel Heel Width = 1.75 Factored Pressure = 1,841 0 psf Total Footing Width = 2.83 Mu':Upward = 1,055 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 192 141 ft-lb Mu: Design - 862 141 ft4b Key Width = 0,00 in Actual 1-Way Shear = 9.93 1.71 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 16.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16,00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min,As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req`d,Mu<S`Fr Heel: Not req'd,Mu<S"Fr Key: No key defined Caruso Turley Scott,Inc. Project Title: 1216 W.Rio Salado Pkwy.#200 Engineer: L( Tempe,AZ85301 Project 1D: 480-774-1700 Project Descr: 480-774-1701 www.ctsaz.com . 9 L 2010 9:26AM Printed.1 JU ;:::: :.1<CO 7118TASCrt1t:A$ULr'11t874tCrt;fG6 :.:..:.:.:...:..:::: >.:: .:..:.:.: ..::.,...:..,...:....:......... ..,.........: F.IIe=G;iENG_P12.:1..—,. .: ..:.......:.,.::.: ..:...:....:::.._:......:....:....:.:.:•: Can.tilever�gd.Retaining .. . . . ... Description: 8'Masonry Site Wall Summary of Overturning&Resisting Forces&Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment item lbs ft ft-lb Ibs ft ft-lb Heel Active Pressure M 22; C.33 7.5 Soil Over Heel = 0.0 2.29 0.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -33 8 0, C -16.9 Surcharge Over Heel = Surcharge Over Toe - Adjacent Footing Load - Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = 196.4 5.25 1,030.8 Soil Over Toe = 59.6 0.54 32.3 Surcharge Over Toe = Stem Weight(s) = 714.0 1.42 1,011.5 Earth @ Stem Transitions = Total - 185.1 O.T.M. = 1,021.5 Footing Weight = 426.0 1.42 602.1 ResistinglOvertuming Ratio = 1.61 Key Weight - 2.00 Vertical Loads used for Soil Pressure= 1,198.6 Ibs Vert.Component = Total= 1,198.6 Ibs R.M.= 1,645.9 *Axial live load NOT lncluaed in toltal displayed,of used for overturning resistance,but is include tl for soi pressure calcu of, i Caruso Turley Scott,Inc. Project Title: 1216 W.No Salado Pkwy.#200 Engineer: fc-' Tempe,AZ 85301 Project ID: J 480-774-1700 Project Descr: f i 480-774-1701 Printed:19 JUL 2018,12:36PM www.ctsaz,com ti file 0:OG RR,LC002&-11t8741C 11CALCUL 1118741C�1.fC6. Cantilevered Retaining Wall aeearo - Description: Concrete Retaining Wall at Ramp Criteria Soil Data Calculations per ACI 318-08, ACI 530-08,IBC 2009, CBC 2010,ASCE 7-05 Retained Height = 5.00 ft Allow Soil Bearing = 2,600.0 psf i Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00In Surcharge Loads lliterall Load Applied to Stem FA pacent Footing Load Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 Ibs Surcharge Over Heel = 100.0 psf j 9 I Used To Resist Sliding&Overturning ...Height to Top - 0.00 ft Footing Width - 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0,00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load - 0,0 Ibs at Back of Wall Axial Live Load = OD Ibs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0,0 in Desi n SummaryStem Construction Top Stem Bar LaplEmb � Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning - 1.87 OK Wall Material Above"Ht" = Concrete Sliding = 1.58 OK Thickness in= 8.00 Rebar Size - # 5 Total Bearing Load = 1,837 Ibs Rebar Spacing in= 16.00 ..,resultant ecc, - 7.90 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,454 psf OK fb/FB+fa/Fa _ 0.460 Soil Pressure @ Heel = 0 psf OK Total Force @ Section Ibs= 926.5 Allowable2,500 s Moment Actual ft-1= 1,793.7 o psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,745 psf Moment Allowable ft-1= 3,898.0 ACI Factored @ Heel = 0 psf Shear,....Actual psi= 19.3 Footing Shear @ Toe = 5.5 psi OK Shear,....Allowable psi= 75.0 Footing Shear @ Heel = 10.2 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component NOT U§ed) Lap splice If above in= 23.40 Lateral Sliding Force = 750.9 Ibs Lap splice if below in= 10.50 less 100%Passive Force = - 450.0 Ibs Hook embed into footing in= 10.50 Concrete Data less 100%Friction Force = 730.0 Ibs Added Force Req'd = 0.0 Ibs OK Fy P 2,50a.0 PSI_ ....for 1.5:1 Stability = 0.0 €bs OK y Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1,000 I Caruso Turley Scott,Inc. Project Title: ! 1215 W.Rio Salado Pkwy.#200 Engineer: Project ID: Tempe,AZ 85301 Project Descr: 480-774-1700 480-774-1701 ' UVWW CISaZ COm Printed:19 JUL 2018,12:36PM File=G1ENG PR-iLC0626-1118741C-11CALCUL 1118741C-1 EC6 Can ered R #�ining Wall B 6 e.ereo Description; Concrete Retaining Wall at Ramp i Footing Dimensions&Strengths Footing Design Results Toe Width = 1.17 ft T-022 Heel is Heel Width - 1.8 Factored Pressure = 1,745 0 ppsf i' Total Footing Width = 3.00 Mu':Upward = 1,005 0 ft-Ib Footing Thickness = 12.00 in Mu':Downward = 212 681 ft-lb Mu: Design = 792 681 ft-lb Key Width - 0.00 in Actual 1-Way Shear = 5.53 10.23 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe - 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16,00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm,= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined F-Surrimary of Overturning&Resisting Forces& Moments - .....OVERTURNING,.,.. ....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 6417 242 1,550.7 Surcharge over Heel - 190.9 3.00 572.7 Sloped Soil Over Heel = Toe Active Pressure = -70.0 0.67 -46.7 Surcharge Over Heel - 116.7 2.42 281,9 i Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load - *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe - 128.3 0.58 74.9 Surcharge Over Toe = Stem Weight(s) = 500.0 1.50 750.0 - Earth @ Stem Transitions = Total = 7509 O.T.M. = 1,786.1 Footing Weight = 450.0 1.50 675.0 Res isting/Overturn 1 ng Ratio = 1.87 Key Weight = Vertical Loads used for Soil Pressure 1,836,7 Ibs Vert.Component - Total= 1,836.7 Ibs R.M.= 3,332.5 *Axial live load NOT Inc uded in total displayed,or used for overturning resistance,but is included for soil pressure calculation. �f �T 0 ` CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 18215 59th Avenue NE Building Permit Number 2209 Name&Address of Owner Occupant Load Number of Stories SWIRE PACIFIC HOLDINGS INC Warehouse/229; Vending and Parts/7; Office, Shipping, 1 12634 S 265 WEST Pantry and Training/112; Conference/172; Break Room/84 DRAPER, UT 84020 Type of Construction/ Sprinkler System Required Use III-B/Yes Warehouse and Office THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP S-1; B; A OCCUPANCY ISSUED March 25, 2020 BY BUILDING OFFICIAL CITY OF ARLINGTON TEMPORARY CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 18215 59TH Avenue NE Building Permit Number 2209 Name &Address of Owner Occupant Load Number of Stories SWIRE PACIFIC HOLDINGS INC Office, Shipping, Pantry and Training/112; 1 12634 S 265 WEST Conference/172; Break/84 DRAPER, UT 84020 Type of Construction/Sprinkler system required Use III-B/YES Office THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP B; A OCCUPANCY ISSUED: February 26, 2020 BY �il.G�i� Building Official 0 CITY ) FAI LINGTON TEMPORARY CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 1821S S9TH Avenue NE Building Permit Number 2209 Name &Address of Owner Occupant Load Number of Stories SWIRE PACIFIC HOLDINGS INC Warehouse/229; Vending and Parts/7 1 12634 S 265 WEST Type of Construction/Sprinkler system required Use DRAPER,UT 84020 III-B/YIsS Warehouse THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP S-1 OCCUPANCY ISSUED: February 26, 2020 BY � �-> Building Official