Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
19406 68TH DRIVE NE_BLD2224_2026
° °PILLAR IIII CONSULTING GROUP, INC. Professional Engineering and Project Management CONSTRUCTION MEMORANDUM TO Ches Piercy,Project Manager T RE FROM Joe McCormick,PE, SE 20 °11 , 36E' �00' PROJECT Western Forest Products Arlington Mill—Computer Room '" SUBJECT Crawl Space Access Door Relocation I EXPIRES: 11-06-2020 DATE 11/30/2018 PROJECT# 2018035 MEMO # CM-004 At your request, we have relocated the crawl space access hatch to the south wall of the computer room and revised our drawings accordingly. A new header under the floor rim joist and over the crawl space access door is required with this revision, since the south wall of the room is load bearing. Structural calculations are attached to this memo for your review and records. Drawings that have been clouded and revised (sent under separate cover) include: No. Sheet Name Revision Change Al Cover Sheet Rev 0 + Rev 1 A5 Details Rev 0 4 Rev 1 S4 Framing Elevations Rev 0 -* Rev 1 S5 Framing Elevations Rev 0 4 Rev 1 S7 Framing Sections & Details Rev 0 4 Rev 1 CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED RED' DAT E 5 � BY � ISED NO CHANGES AUTHORIZED UNLESS APPROVEDeBY THE BUILDING INSPECTOR JOB COPY Or 7a4 Page 1 of 1 1 835 NW 23'd Street ■ Corvallis, Oregon 97330 ■ www.pillar-inc.com Telephone: (541) 752-9202 ■ Fax: (541) 752-2587 0iPILLAR III CONSULTING GROUP, INC. Professional Engineering and Project Management «. . " '3 \2.S'�j 92.6 Uk Li Se'e m-B% r!. GAS SaFTw*� USE �Z) 660 !67- L SUBJECT: PROJECT#: Ze l o 31' DATE: A-Vt—A BY: SHEET: OF t www.pillar-inc.com (541) 752-9202 Project Name: Crawl Space Access Header Page 1 of 1 Model: Crawl Space Access Header Date:11/29/2018 Code: 2012 NASPEC(AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 1.5.0.0 Reactions P, Support Reactions(Ib) R1 734.85 R2 746.53 Shear and Web Crippling Checks 20.00 Bending and Shear 44.2%Stressed (Unstiffened): @P1 Bending and Shear NA (Stiffened): R1 R2 Web Stiffeners Yes @R1,R2,P1 Required?: 1 2.57 X Point Loads P1 Load(lb) 1430 X-Dist.(ft) 1.30 Section : (2)800S162-43 Boxed C Stud Fy=33.0 ksi Maxo= 3356.8 Ft-Lb Moment of Intertia,1=9.00 inA4 Va=2102.3 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 934.9 0.278 934.9 None 3356.8 0.278 0.002 U13103 SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com CITY OF ARLINGTON ' VICINITY MAP I OCCUPANCY & EGRESS DATA • �,zSINE z TRAVEL DISTANCE -APPROVE-[� PILLAR a OCCUPANT LOAD DATA EXIT DATA MAX LOWABLES CONSULTING e' a ROOM OCCUP OCC.LOAD OCCUPANT REpD EXITS TRAVEL MAXCOMMO DATE /v v/e BY GROUP, INC. ---.-----.-- - �w ROOM# NAME AREA FACTOR LOAD EXITS PROVIDID DIST. PATH ^ P 101 VESTIBULE 493E I F7 100SF o 1 i 250 101 O O P 102 _"SUMMl99noll"FICE 1066F Ft 100 OF 1 1 1 250 tar-o I_ No �Rg��&� ' m COMPIJIER ROOM 127 SF F1 100 SF 1 / 1 250 tOD'•0- B�r' 103 104 AREAh 115911111 Sle Fi 100 SF 160 2 2 2% 100'•P SOS 2 94105F Fit. 100 SF 94 2 2 250 100'-0• 11I BLDGA 106 'AREA5 4006 SF F1 199 SF 46 1 2 250 107 � 21865E Ft t00 SF 22 1 2 250 100•-P BL.DG L. --_'-_- /01 AREA4 1839 SF F4 1008F 18 1 2 250 10P•0` B�GB Ar PROJECT LOCATION GMReatel9 34513SF 3N 835NW', dST. WESTERN FORECT PRODUCTS MILL CCRVALLIS,OR 97330 TRAVEL PATH SCHEDULE CONTROLLING TRAVEL PATH'DKT 541-752-9202 �7ay 19408 66TH DRIVE NE NNJW,pIUAR-INC.CCM BQ�F - / B�GD ARLINGTON,WA 98233 � PATH PATH SEG OCC. COMMON TRAVEL EGRESS CAPACITY CALC REQ'D MIN CALC REO'D MIN PATH OCCUPANT COMMON TRAVEL ID # LOCATION LOAD PATH DISTANCE WIDTH WIDTH WIDTH WIDTH cnwwnurwnou..< (� ID LOAD PATH DISTANCE OTHERFAC STAIRS ORS EGRESS DOOR CLR STAIR STAIR n,I � r wEsr \OA Z 1 No D roses Dam Z A 254 35 149 q COMPUTER ROOK{ 2 14 T ft 14.7 R 0,151e Q201n 43 in -V 04 do Y•0• EXIT �c� m I I B 254 35 184 A 2 SUPERVISORS OFFICE 3 11.8ft 116R 0.151n 0.2D 41 0.6In 7•B• "in Y•0- 1 CRAWLSPACE 11/30/1B #1 ENO 32.p2 _ C S1 35 197 A 3 VESTIBULE 3 87ft A78 0.151n 0.20m 0.5 in 7-e' OAlo 3-0 ACCESS IO 6 (VERIFy� D g1 35 164 q A AREA4 3 0.04 3104 0.15in 0.21D111 0.51" 7-B 0.61n 3'•P BO1LE7t `��� A 5 AREA4 12 0.0R "Is 0,ISM 0.201n lain 7-t 24 in 3'-G' A g AREA2 ZS 0.0R ILSR 0.151n 0.2010 3.51a 7-B' 4.6 in 3'-0- p4.^ ' A 7 AREA2 h 0.04 769ft 0.151n 0.201n 1O7,n 142lo 3'•8• rnN[ A 8 .11`01 251 0.01t 7.1R 0.15N 0.20 in 3e.ta1 7-2T SOIN P-23N- �` _� GnrlO tobLB 352ft 1024 PROJECT DATA TEST PROJECT OWNER: BUILDING INFORMATION: EV e WESTERN FOREST PRODl1CTS L- ,' PROPERTYBOUNDARY _ 800_1005W GEORGIAST CONSTRUCTION TYPE II-B(FACILITY) OCCUPANCY:F1 ESTABLISHED BY OTHERS VANCOUVER.BC V6E3P3 CANADA (CITY GIS INFO SHOWN W [NE ROJECT AREA: E CONTACT INFORMATION: SPINKLERED:YES Fned OR REFERENCE-THIS IS Z CHES PIERCY TOTAL 1ST FLOOR AREA 157,486 SF(est) NOTABOUNDARY 01 W COMPUTER �' �pyNf PHONE 541-917-8MI TOTAL MEZZANINE FLOOR AREA:157,4486 FIlest) _ '`" "12�',1.•,:5 SURVEY) Q ROOM 8 -,-/ PROJECT LOCATION: NUMBER OF STORIES:1 MAIN SITE ACCES £ Q - C -�� TAX MAP. NUMB1 SW QUARTER BUILDING HEIGHT:Not Determined ALLOWABLE AREA Not Determined FROM PULIC R.O.W. � _ l_ PROJECT PHYSICAL ADDRESS ALLOWABLE STORIES:2 FIRE-RESISTANCE RATINGS: ( _ 1940668THDRIVE ALLOWABLE HEIGHT:55420'=79 PRIMARY STRUCTURAL FRAME:0.HR JA Y�1 1�1 J ARLINGTON.WA 9B233 (w/Automatic BEARING WALLS: �SMINAI1.50 Sprinkler) EXTERIOR2-HR �wVICINITY MAP f IY 9ITDARDS: IGWAILS:O R }f1//,�-1 -8//Tf//7/_/'2075 5 AMMEND NON-BEARING WALLS: 3 P SCALE I"=NTS I WAC51-11 AMMEND 15 CO�Wy EXTERIOR:O-HR INTERIOR:0-HR A7 1"Ic 200'•0" FLOORS&SECONDARIES:0.HR r` '�1 _ y I _ ! _ I ROOFS&SECONDARIES:O-HR V EGRESS/FLS SUMMARY GENERAL NOTES oROL,p,usE AREA•ALTERED N AREAI TOTALAREAI%USE T.Sw At: B ALLOW Ad'NOTES Arranged try 2015 IBC section as applicable: THIS DRAWING SET APPLIES TO THE ARLINGTON COMPUTER ROOM STRUCTURE BUSIN S -I PROJECTONLY- -~ 1 INDUST 14BBSFI 348 SF -i 157,t�6i�11 000 I 1 �..1 Section 306: Group F-1 occupancy:Manufacturing ofwood products _ HM"AZARD "I O ATTENTION:WASHINGTON LAW REOl1fRE5 YOU TO FOLLOW RULES ADOPTED BY THE !AW HIGH-HAZARD WASHINGTON _I -I 0% - U WASHINGTON UTILITIES&TRANSPORTATION COMMISSION.THOSE RULES ARE SET MGH-HAZARD Section 506: Building area-unchanged (4._........ r -i---STORAIa�i OSi' I-F FORTH IN ROW 111 92010 THROUGH 19122 901.YOU MAY OBTAIN COPIES OF THE Section 602. Construchen Type RULES BY CALLING THE UTILITY NOTIFICATION CENTER(NOTE:THE TELEPHONE -•- 1 - ExistvpBUt6n0 OB pro-oglneered steel bu-'Mng NUMBER FOR THE UTILITY NOTIFICATION CENTER IS(503)232-1987). •'• 1. EJtWTNG,ALTERED&NEWAREASARE GROUND FLOOR FOOMRINT 9Va01NGCOAY`LEX GROSS FLOOR AREAS New Ccvn{xiter Room.NIB,CFS Lghi-fnrrwlp w+th GFR concret0 flow and roof - ----mot 2 NOTM ALTERED MEASINCLWEALLWORK ASSOCIATED THE NEWCOLmUTER ROOM SNOATL T1os MAN SET sheath panes and eneotmM:Y mhearwalls CALL FOR UNDERGROUND LOCATES(811)OR(1-800-424-5555)A MINIMUM OF 48 HOURS ....... 3. 2WILED AREA AND CODE STUOYFOR THE ENTULE niDO&fIML COMVLE%AND OVEINLL 9UILmNGM W1nCH THE EC UT_ ll C -Eve raswance rating of WAaing elements,0-hours(ia.601) PRIOR TO UNDERGROUND CONSTRUCTION(IF REQUIRED). EGRESS I -I: Bo0M19 PR HAS NOT BEEN CONDUCTED 9r OUR OFFICE F011 TM WNOR ALTERATION PR0IECT iNEREFORE.THE EfiTniE y� -oomblabllm malarial In Type It cofsNGWn I>b esalon 603-1 ( AREA 1 BY80a10 NA8 EEeNA59UGEDTO B£tXXr0OSED Oy A£ANGLE 0'OCCUVANCY USE GRGDp. 1� Table 602:Exterior"It fire rating;none required. THE CONTRACTOR SHALL MAINTAIN ONE COMPLETE SET OF APPROVED DRAWINGS 15,981 SF I F a. 1FMSYRpNG AREA AI INDICATED hB BASSOON FGOrlIOTE sl fOA[STORY FULLY tiP T NO KED BUILDI63.RE MNN INGAD G ON-SITE AT ALL TIMES WHEREON A RECORD OF APPROVED DEVIATIONS IN _ -� ANVAI�VN�U9 AREA HAS NOT SEEN CALCIAATE0FOR TH[s WNORALTERATION vROJECT.NO NEW BUILpNGAREA,B EEING ADDED Section 803.11 Interiorwas and ceiling f4Aah reouraments per Table 80311 for Group F sprinklered building CONSTRUCTION FROM THE APPROVED DRAWINGS.AS WELL AS LOCATIONS AND f ! - OOCLWA Y=ERALL GROSUDUP OF THE OVHE ERALL OF THE ALTERED AREA AflAlWS WKJrAr4GED fN04A EXIsiINO �1 Walter exit stairways.ramps Witt exe passageways:Class C DEPTHS SHALL BE RECORDED. - OCgIPAHCYAWE GROUP OF THE OYERAlt BulOWO � fff777�111 Corlidom aria ad enclosures to StalrWW"and ramps;Class C O Rooms and enclosed spaces:Class C ALL WORK SHALL BE IN ACCORDANCE WITH THE 2015 INTERNATIONAL BUILDING CODES(IBC)INCLUDING THE 2015 INTERNATIONAL EXISTING BUILDING CODE AND 2009 p U Section 603.13 Set-out construction of computer room walls require Class A finish materials(Type X GWB OK) ICC/ANSI At 17.1 AND OTHER GOVERNING..CODES,LAWS,RULES AND REGULATIONS. � DRAWINGS as SUBMITTALS � r-7 O Section 903: Sprinkler system required throughout entire existing building&new computer room(by others) THE WORK INCLUDED IN THIS PROJECT SHALL COMPLY WrI H THE 1990 AMERICAN _ _ O WITH DISABILITIES ACT{ADA)AND20151BC,CHAPTER tt. o - REQUESTED DEFERRFDSUBMITTALS �9y Section 1D04: Occup4M load See room schedule.Occupant load factor=100 gross"Industrial Areas"for all pwoons of buidng analyzed per Table WD4.1 2 MECHANICAL ELECTRICAL AND PLUMBING SYSTEMS SHALL BE DESIGN-BUILD BY EXIT#1 A)ELECTRICAL DESIGN(BYOW OTHERS) w ^/ OTHERS,COORDINATED BY THE GENERAL CONTRACTOR AND OWNER SUBMIT I B}-N18)r- B)EOUFNICALPOWERBLIGHTING(BY OTHERS) h+l Section 1005: Means of egress swrg based on Groty F•1 oocupancy for lift winklered EWMg MECHMIICAL AND ELECTRICAL.PLANS TO ENGINEER-OF-RECORD FOR REVIEW. =..t. _ C)ENERGY CT ANCHORAGE h� W Catculated egress saing usiarm Exception et of Sections 1005 3.1&1005 32 - S G D)ENERGY CODE COMPLIANCE APPLICATION r✓ Exis[ng bul"e7est canpment Wes shall oompy,with rogWramarss Vda"toof lo the SHE LAYOUT,AMTHPLANNING AND CIVIL ENGINEERING DESIGN BY OTHERS.COORDINATE - - -{- 1 - E)FIRE SPRINKLER DESIGN 6 SHOP DRAWINGS THESE PLANS AM THE BUILDING DESIGN WITH SITE CIVIL REQUIREMENTS AND LAND- I U] Egress Planar"best motlAuq lo compy as raaurcad(by others) L• � USE CONDffIONS OF APPROVAL I Section 1006: Number of exits and exit access doorways for Foccupancy,based on Table 1006 2.1 with 1 I A I 23 EGAESS 1 DRAWING UST-COMPLETE SET sprinkler system - v 15 Section 10OB: LU Egress illumination shall be providetl See electrical(by others) I - }I I-(71 - g f21B8S '® LU Section 1010: NI egress doom mom new conpnna room to be min 36'wide.Ex4:6ng buAdag egress - ecmponoN6 are W others and eras comply w.IBC.111equ1remems and,at a IFIlmum,the 1 EGRESS _ U3 W j W I MCCC &, widtho irxU21od m this Egress plan shot n for this pr n4F�23 aicd AREA 2 } W W W J y � I � -panic hodwara rid on as doom smmg occupant load of 50 W more 0,417 SF . 13 ] W 2 Q e o - -r�*4/' -Provide exit panic haroware on ALL EXITS shown ss m In Egre Plan(by olhem) !-I - _ - rn K 18 3 W (r p • Q� 6',,• Section 1013: Exit signs.Exit and us 30 0 doors shall be marked by an approved exit sign readily visible e • /f�� s� • from ony d"Woin of egress travel TU W U) 1 1 •Room which require*NY one exit(see schedule)are not required to have an exit PROJECT LOCATION EGRESS 1 g sign NEW COMPUTER ROOM ,A D ' � I Z = t�.l SHEET NAME N in ISSUE STATUS • •' Syr ya All exterior doors shall be provided with a Belt-Illuminated,battery backed up extt sign 1,8995 Yes Yes 1 1 COVER SHEET No 10118n9 /1FAne ISSUED REVISED 0..i V t+4'Gc�: D I _ Yes I A2 FLOOR PLAN B SECTIONS Me 1W18F7g ISSUED FOR PERMIT /u,�11.k-'' Section 1016,2 Exit thru Intervening spaces Is not prohibited In Group F when adjoining space Is same or lesser - 13 I "-� Yes A3 IXTERIOR ELEVATIONS No 10F1.. ISSUED FOR PERMIT 41 0'1� hazard per Exception#2 of Section 1016.2 2 D- Yes A4 SCHEDULES a LEGENDS No IWISMO I ISSUED FOR PERMIT E Pmc. t n r,.X1207 Section 1017: Exit travel distance is c 250 feet for F-1 sprindered building.The new computer room compiles `C t Yes Yu at t OETAIW NO jElar 11pOn8 ISSUED REVISED �" _'� t Yes 61STRUCTURJIL NOTES NO 10/1W9 ISSUED FOR PERMIT Chapter It: New construction required to comply w/Chapter 11. - _ Yas 82 MOM PLAN 8 SCHEDULES No 10n8/19 ISSUED FDA PERMIT Project number 2016035 Chapter 12: Inmlror environment requirements of IBC 2015 are rsgUned Vanala0on.temperature control EXIT#3 $ C !EGRESS AREA 6( D } EXIT#2 yp y g,4 1 !FRAMING ELEVATIONS No tprtSfl9S I No 10f '11A0/16)IISSUED REVISEDFOR Mn Date 10/18/19 and llghtl g shall be provided In accordance with the fegrudemeNA for the new Computer room 4�gg gE c Drawn by JNC Yes Yq S6 1 FRAMING ELEVATIONS No tOnen9 11/JO71e IISSUED REVISED (by others) '-o-re uiL'...car YN 66. -FRAMING SECTIONS No tOnd19 ISSUEDFORPI IT Checked by JWM 2 Chapter lit: Metal bulWing ClassA Yes YH $7 1 'FRAMING SECTIONS B DETAR,S No t0nen9 110Wt8 ISSUED REVS S� n yes Be �DETAIL6 No tOn8n9 ISSUED FORPERMrt Revision 1 Chapter 24: Section 24064 requires safety glazing In hazardous locations Hazardous locations and safety glazing requirements for this project Include: Grand toW 13 -_ -__ - - -- - -'-_ - _ - - - - Al -Lees In doors:doors 101A and 101C-Class A \�/yJI�/�/j m -Glazing adjacent to doors:windows W 1,W2,W7 V// _J1 _ 2 EGRESS PLAN FROM N COMPUTER ROOM Chapter 25: Gypsum Board and Panel Products shall comply with Ta 25062 and construction with 2508 At 1"=30'-0" Scale As indicated O PILLAR DOOR CONSULTING ACCESSIBLE DOOR GROUP, INC. THRESHOLD INSTALL PER MANUFACTURERS HEADER PER 12 f S7 NSTR TYP FLOOR PER PLAN I 2(4,FR WALL WALLFRAMING B35NW, xIST. PER 1FRA�MING -- I� 2q"MINCER ! PER 1/S4 RC-1 PRO RESILIENT CHANNEL0IF'TC.SECURE USG STRUCTURALPANELWIACRYLICPAINTCOATING CORVALLIS,OR97330 GWB TO RC-1W/DRYWALL SCREWS NOT TO EXCEED 541-752-9202 \ i 1"IN LENGTH DRYWALL SCREWS SHALL NOT COME .S ACCESSIBLE ESHOLD - WWW.PILLAR INC.COM \ / INTO CONTACT WIROOF STUD FRAMING 1 ! SECURE 2A TO METAL WALL + ACOUSTIC SEALANT ATWALLTO-ROOF FRAMING W)#10x2'LONG - - ---- SHEATHING INTERFACE SEE WALL SCHEDULE __ °nwtarwaronar•rc Z CRAWL SPACE SDST SCREWS®16'O.0 SECURE HM FRAME TO JAMB OPENING MIN TYP OPNG , . \ 5.2'UNFACED FIBERGLASS ACOUSTICAL BATT MIN a / \ No. Deecrlp0on Dale ! \ INSULLATION,FILL CAVITY(R-19 MIN).SUBMIT _ 24"O.C.&12'FROM T&B MAX PRODUCT DATA TO E,O.R FOR APPROVAL WIHM VENDOR SUPPLIED CLIPS CRAWLSPACE 11MOMS ACOUSTIC SEALANT@CEILING PANEL W/(2)#10 SCREWS EA SIDE ACCESS ! EDGE INTERFACE TYP TYF. RC-1 PRO RESILIENT CHANNEL @ 24"O.0 SECUREGWB $7 CAULK SEAM AROUND DOOR j SECURE 2(4 TO CONCRETE 6 MIL VAPOR RETARDER TO RC-1 WIDRYWALL SCREWS NOT TO EXCEED 1"IN BOTHWIAP SIDES CAULK TYP / \ FLOOR W1777 @ 16'O.C.MIN LENGTH DRYWALL SCREWS SHALL NOT COME INTO BOTH SIDES 116'PANEL GAP IN CEILING GWB PANELS CONTACT W/WALL STUD FRAMING !! 4 F \ FILL GAP W/ACOUSTIC SEALANT 8-1fY'UNFACED FIBERGLASS SOUND ATTENUATION _ _�-0 ACOUSTIC SEALANT @ WALL PANEL- BATT INSULLATION(R-19 MIN}SUBMIT PRODUCT DATA o. TO E.0 R FOR APPROVAL TO-CEILING PANEL INTERFACE rn 6 MIL VAPOR RETARDER DOOR PER SCHEDULE .�1 HM DOOR FRAME PER SCHEDULE(16Ga MIN T1� fZ 115 1BACKBEND, UnO) RABBET.TV TYP AN OUSTIC SEALENT IN PANEL GAPS TO BE AS REQ'D INSTALLED PRIOR TO MUD,TAPE,&FINISH, �/ SEE WALL SCHD TYP. \ 1 10� CRAWL SPACE ACCESS 4 INTERIOR HM HEAD/JAMB AS 1 IM=1'-0" (Re(Bev 1 1 vaorl el WALL BASE PER ROOM FINISH SCHEDULE—�_ RC-1 @ BOTTOM OF PANEL MAYBE INSTALLED UPSIDE DOWN ACOUSTIC SEALANT @ WALL-TO-FLOOR INTERFACE, EXTERIOR GWB INTERIOR GWB FULL PERIMETER SHEATHING SHEATHING PARTITION WALL RC-1 RESILIENT CHANNEL FLOOR ASSEMBLY PER 21 A2 FRAMING PER PLAN PER DETAILS LG FRAMING PER&DETAILS 1/6'PANEL GAP W/ACOUSTIC SEALANT PLANISECTION U EXTERIOR GWB GATT INSULATION F„� b12'UNFACED FIBERGLASS ACOUSTICAL BATT _ - M. NSULLATK)N(R-19 MIN}SUBMIT PRODUCT DATA TO SECURE PARTITION WALL TRACK TO EO,R FORAPPROVAL ATTACH FIN OFVINYLWINDOWTO URETHANE INSULATION STRUCTURAL WALL @ EACH RC-1 FRAMING PER MANF. @ GAP AS REQ'D O [� Wl(2)BOST SCREWS NOT TO EXCEED ACOUSTIC SEALANT @CRAWL SPACE CEILINGTO- CAULK JOINT.MIN 114'CLEAR 1"IN LENGTH.SCREWS SHALL NOT 1/B"PANEL GAP IN CEILING GWB PANELS. WALL TRACK INTERFACE OF VINYL FRAME OR PER SIDING -'!! :'_!_�, O COME INTO CONTACT WITH FILL GAP WI ACOUSTIC SEALANT MANF RECOMMENDATIONS OPENING FRAMING PER �/ STRUCTURAL WALL FRAMING. ACOUSTIC SEALANT @CRAWL SPACE CEILINGTO- B/57 OR ACOUSTIC SEALANT @ WALL PANEL INTERFACE F-A WALL PANEL-TO-WALL DUAL PANE WINDOW WITH LAMINATED GLASS INTERFACE,TYP-- O PER DETAIL 2/A2 GWB EXTERIOR WALL FILLER BETWEEN �]„I FRAMING PER PLAN ` GLASS TO BE SAFETY GLASS WHERE &DETAIL WINDOW S IN S AND DETAILS CHEDULEE&DETAIL -CAULK JOINT r'�ARTITION W L TO-STRUCTURAL WALL INTERFACE 3 N W SILLIJAMBMEAD-DOUBLE04 ND W 5-10 UNFACED FIBERGLASS SOUND ATTENUATON BATT INSUU ATION(R-19 MIN) SUBMIT PRODUCT DATA O W TO E D R,FOR APPROVAL EXTERIOR GWB INTERIOR GWB SHEATHING SHEATHING U ACOUSTIC SEALANT @ PANEL BASE-TOCONCRETE V1 rTO tiff (E)CONCRETE FLOOR SLAB SLAB INTERFACE,TYP. PER O PLAN/SECTION W 00 � z U BATT INSULATION S s ATTACH FIN OF VINYL WINDOW TO URETHANE v W FRAMING PER MANE. r INSULATION @ GAP ASCAULK INT. MIN. L� r GWB CORNER PROTECTION, oo OF VINYL�FRAME OR PER SIDDIN REQ'D rl rl TYP(3)SIDES ti MANS RECOMMENDATIONS /" OPENING FRAMING PER w 9157 OR -I- 00 -- #10 X 3'LONG SDST SCREW @ 16'O.G DUAL PANE WINDOW WITH SAFETY GLASS TO SECURE COVER TO ROUGH PER DETAIL 2/A2 EILDG OPENING FRAMING,TYP(4)SIDES INTO WRAP OPENING TYPICAL EXTERI R WALL SECTION INTO WINDOW OPENING CAULK JOINT #10 x 3'LONG SDST SCREW @16'O.C. 11n"=1.�. �•`•� TO SECURE GWB AND PLYWOOD TO COVER FRAME,TYP(4)SIDES ATTACH(2)HANDLES 2 WINDOW JAMB/HEAD-SINGLE WINDOW TO COVER BLK'G MATERIALTO BE AS . 7/6'FR PLYWOOD,SIZE TO BE 1S GA(43 MIL OR THICKER) PROD.NOT NT.LKG FLANGES r 1l4'SMALLER THAN ROUGH TRACK OR STUD.NOTCH FLANGE REQ'D.NOTCH G TO FLANGES y q r ' OPENING IN ALL DIRECTIONS CLARKDIETRICH OF BLK'G STUD @CONN.TO &SE)#10SC E TO EA STUD DUAL PANE WINDOW WITHSAFETYGLAS6 CLARKDIETROH BUILDING SYSTEMS FRAMING TYP U.N O. WI(3)#10 SCREWSTYP. PER DETAIL 2/A2 APPROVED ACOUSTICAL I SEALANT 5/6'GWB TYPE X,SIZE TO BE BUILDING RESILIENT CHANNEL PROVIDE DBL STUDS �SA0 AL 1/4"SMALLER THAN ROUGH TYPICAL WALL STUD,SIZE (SINGLE OR DOUBLE) GAP PER SIDING MANS /,:,:%, rr—1"P-LAM SILL EL OPENING IN ALL DIRECTIONS AND GAGE AS REQUIRED WHERE INDICATED ATTACH FIN OF VINYL WINDOW TO f9CPIREs: 11-06207D 5.10 UNFACED FIBERGLASS NOTCH BLICG FLANGES FRAMING PER MANE URETHANE AASINSULATION i SOUND AT BATT 8 SECURE W%3)#10 SOUND (R-19 MIN) b SCREWS @ EA STUD BATT INSULATION Project number 2018035 INSULLSTAPLED TO PLYWOOD TYP.@ DBL STUDS 2(4 FR COVER FRAME SECURE BLK'G PLAN/SECTIONLG FRAMING E& Date 10/18/19 - TO STUDS Wf(3)#10 OPENING FRAMING Dravmby JNC SCREWS TYP I PER 9G _ PROVIDE SLK'G WHERE REQ'D Checked by JWM Q FOR SUPPORT OF FIXTURES OR Revision 1 'R _ - WALL MOUNTED ACCESSORIES TYP EXTERIOR GWB SHEATHING— INTERIOR GWB SHEATHING /� e: I40TE: A 5 THIS DETAIL APPLIES ONLY TO THE(2)INTERIOR PARTITION WALLS(WALLS ON GRIDS 2&3)IN THIS PROJECT. 11 CRAWL SPACE ACCESS SECTION 8 RESILIENT CHANNEL APPLICATION DETAIL 6 LG. KING As)1;WINDOW SILL-SINGLE WINDOW Scsle AS indicated e AS r 1 1/T'=1'-0" AS 31,r=1'-0' As 1"=1'-0" 3"=1'-6" 4 PILLAR TYP CONSULTING 60OT15D54 I t-CSHEAR WALL 60OT150-33 RIM JST rt1'r GROUP, INC. �_-1� IF HE - - --�--� - - - -- — --� -_ TRACK - _ _— WALL TOP PL O O 60OT15033 /3' !3f8" I i II• I ( 15160i1. I TYP 007 ' '�O sALII L I I S8 600T15043 SOOT7 swi 3 6GOT15043 60DT/50-M13 r.. GWISD43 � 6=15043 _ 835 NW 231d ST. Y CONT.STRAP I �Ij Y 3 CORVALLIS,OR 97330 1� �YYaYa f� '7Ya � cYigj, cYi¢ ua t mcYirc I 541-752-9202WW. u ar3 _ I le gQaFi Soa� I r m I ar r 11d mr a¢ wN f��( tppw w mww w� w, WPILLAR-INC.COM �aF �� I'Orc•- I 3 3U I m'D� °.' OwF. D:F u�10•LL' m r Si d� p s gg r� r r�o 1 mdm I. xNB I gff�' m`J¢ I L3 ai$ 1~a-�$ Xm N'Yo$' Ixm8 io� oom .c AMYOMa�AOMW.R II SUO ILgmo owo�' �� -< Ill $F I I No. D—Ipti.n Date II m U I X Y N I ... J 600T150-03 600i150-43 I 600T150-03 „•, c�O O 600T150-03 600T150-03 I CRAWL SPACE 11/30/16 !I mU I tLKKO TYP Ii _ - lOOT15033 t,610 6T7663I3- - I I gP0_g B 5W.�� � II tF --------- ACCESS 600T150-43 BLKG, 10 12 OFCEF 41/F 11 -64" n 60Ti50 COMPRESSION ER 9Y DTL�TPr ELI I 1 I YV' I "lI 1 I p 3 S Y I I II II yt �m r 57 K I I 5 r 7 I g !! n 600T15037Tyr7 _------ PLANTFF r -—-—-—-—-—-—-—-—- t: -----'------- ��. - r 0_0 V STANDARDSILLPLATEANCHORS@4S'O,C.MAX STANDARDSILLPLATEANCHDRS ST` S"RIWCHORS@4W0.C,MAX r_) @78'0G MAX@SW 3 PARTITION FRAMING ELEV-GRID 2 21 WALL FRA ING ELEV-GRID B Cu s4 tn"=1'o 54 ,n�=,.-0., a 600T150.54 4••a,WEARWA7II 5033 RIM JST I WALL TOP P FD L w 600T150-33 I I !B TYP W L — —— O F�-I LX9i1LLA— vim StKG I I OWT15043 60OT1 600T15043 50-43 Ir I Y 3X 3X I � O O Y I Y 2V Y i?iVKm YQm / `TO�"� RpG R i�'td{tla� NN3cY�y,Q�{(�, "i R Iti m paZ Idea I ��njw°o Nr°�~ $m$��wF $ON VO� Ym 0 Tu I l �p� i`i rYjO I r3 r� m va ({ D I tt _-QOg N<O mU U �m U I 1 m O GOOT15043 m O 6DOT15D43 I lLKO I'••�I BLKG CONT. 1 I NDT100.0 r� I BLKG 7VPALL I "T In 1 N g � 80 awl -— — — OFFICE FF 4'-61/4"I. COMPRESSION BLKG toy' Gwlisc 3w i I i PER DTL 9/SO.TYP Ip ��-' Ig I EXPIRES: 11-06JRJG x 3� L� i Project number 2018035 7 3 I 87 87, 2' -3 Y1 I- , 900T16033� I _ PLAQQFF Date 10/18119 H6 87 EWTt6633 I _ ------ D—by JWM I -------- ----- ---------- -- I _ _ < ..-. a �� Cb-redby JWM s ... .. I Revision 1 STANDARD SILL PLATE ANCHORS 049'O.0 MAX STANDARD SILL PLATE ANCHORS 10 1 STANDARD SILL PLATE ANCHORS®9B'OC MAX �� @ 1"..G MAXQSW 4 PARTITION FRAMING ELEV-GRID 3 1 WALL FRAMING ELEV-GRID A Scale 1/2"=V-0" e 84 1/2"=1'0" 94 1/2"=V-0" Me A-,I V 10I STUDS Floor Material Takeoff PILLAR� swa Member Material: Material: CONSULTING Type Count I Length W Weight Type Malarial:Name Area Description Material:Comments I HEAR WALL' GROUP, INC. RlMaar 600SI62-33 72 9'-1 1/81, 1.17 766.06 Ibf Office Floor System Metal-Stud Layer 348 SF _-_- I _ __ _____ WALL TOP PL 60OS162-33 10 8'-11/81, 1.17 94.701bf OfficeFlof DSystem Gypslrm Wall Board 348 SF Interior finish ���-1-- - - 13•-7318 '� O O 60DS162-33 2 9-1" 11.17 18.92 Ibf Office Floor System I GFRC- Glass Fiber Reinforced Concrete 348 SF (Exterior finish I 6ODS162-33 6 3'-91 1.17 26.331bf OfficeFloor S tem �GFRG- Glass Fiber Reinforced Gypsum 348 SF Interiorfinish Undedaymenl 60OS162-33 88 3'-8 7/8" 1.17 385.031bf Offxa Floor System VCT-Vinyl Composition Tile 1348 SF Ilintedorfinish II I I 60OS162-33 2 3'-2 718" 1.17 7.59 Ibf 60OS162-33 15 3'-W 1.17 52.56lbf Roof Material Takeoff 835 NW 23rd ST 600S162-33 1 2'-11 7/8" 1.17 3.49 Ibf i ; I 3 CORVALLIS,OR 97330 600S162-33 22 2'-11 3/4" 1.17 76.68 lbf Material: Material: 541-752-9202 600S162-33 3 Y-1" 1.17 7.31 Ibf Type Material:Name I Area Description Material:Comments a B m I w WWW.PILLAR-INC.COM 600S162-33 5 l'-11 3/4" 11.17 11.58 Ibf ° 600S162-33 16 1'-1' 1.17 20.28 Ibf Office Roof System Metal-Stud Layer 348 SIF I $Y �L � "o NQ � ICPNARCGN9ULiRGGNGUP,NL 600S162-33 7 1'-0 7/8" 1.17 6.79 Ibf Office Roof System Metal-FunrWg 348 SF m 6005162 33 3 0'-11 7/6" 1.17 3.46 Ibf Office Roof System Gypsum Wall Board 348 SF Interiorfinish No. Daanlptlon Dam 6005162-33 16 0'-a, 1.17 12.481bf Olfice Roof System GFRC- Glass Fiber Reinforced Concrete 348 SF Exterior finish 1 CRAWLSPACE 11r30HS ACCESS 60OS162-33 1 0'-5 7/B" 1.17 0.58 Ibf 600S162-43 12 9'-1 1/6" 1.52 165.87 Ibf 60DS162-43 4 8'-1 1/8" 1.52 49.21 Ibf Wall Material Takeoff 1z 14 16 6OOS162-43 8 3'-8 7/8" 1.52 45.47 Ibf Material: Material: Material: SS 6OOS162-43 8 (Y-8` 1.52 8.11lbf Type Material:Name Area Description Comments _ _ _ i i dDOT16633 __9FfICE-FF LAH 60OS162-54 B 3'-87/8" 1.89 56.541bf a 0i MJST 600S162-54 14 0'-13" 1.89 17.64 lbf Exterior 6"Stud Wall Gypsum Wall Board 1500 SF Interiorfinish RI83 M JST _ 600T150 33 2 9'-1 5/6" 1.06 19.37 Ibf Exterior 6"Stud Wall Gypsum Wall Board 385 SF Intenorfinish 71 3 Y BLKGPINSTAL R DTL,COMPRESSION 60OT150-33 7 9'-1 118- 1.06 67.48 Ibf eucG PER DTI s se TVP Exterior 6"Stud Wall Gypsum Wall Board 175 SF Interiorfinish l f{Y 600T150 33 16 8'-1 1/8" 1.06 137.27 Ibf interior 6"Stud Gypsum Wall Board 129 SF Interior finish g" BT4=^'owe-i2 3' " Exterior 6"Stud Wall Gypsum Wall Board 140 SF Interiorfinish r g Grand total:350 FRAMING 2070.71 Ibf Interior 6"Stud Gypsum Wall Board 96 SF Interior finish t ^ Member Exterior 6"Stud Cripple Wall Gypsum Wall Board 1234 SF Interiorfinish all.; I Type Count Length W Weight Exterior 6"Stud Cripple Wall Gypsum Wall Board 234 SF Interiorfinish _ _ _� 1 - ___ PLANT FF ,S Exterior 6"Stud Cripple Wall Gypsum Wall Board 72 SF Interiorfinish + ROS2O 4 2 4'-9 1/4" 3.05 29.12 Ibf Exterior 6"Stud Cripple Wall Gypsum Wall Board 72 SF Interiorfinish c 1 54 2 4'-9" 3.05 28.98 Ibf Exterior 6"Stud Wall Metal-Furring 250 SF54 4 4'-B 7/6" 3.05 57.79 Ibf Exterior 6"Stud Wall 1 Metal-Furring193 SF srAxawos uPUTEANcaoRs sTANOAROsaLPUTEAHCHORS54 2 4'-8 5/8" 3.05 28.81 Ibf Exterior 6"Stud Wall Metal-Furring 87 SF 54 2 3'-7 1/2" 3.05 22.12 Ibf Exterior 6"Stud Wall Metal-Furring 70 SF �54 6 Y-8` 3.05 45.75lbf Exterior6"Stud Well Metal-Stud Layer 250SF 44 WALLFRW4{INGELEV-GRID44 29 10'-10 5/8" 2.47 779.93 lbf Exterior 6"Stud Wall Metal-Stud Layer 193 SF 80OT150-54 1 31'-6 1/2" 2.12 66.87 Ibf Exterior 6"Stud Wall Metal-Stud Layer 87 SF O ~ 800T150-54 1 31'-6 3/8" 2.12 '66.85 Ibf Interior 6"Stud Metal-Stud Layer 65 SF A B O H BOOTII 50-54 2 10'-10 5/8" 2.12 46.17 Ibf Exterior 6"Stud Wall Metal-Stud Layer 70 SF </\ � O U 600S200-54 35 10'-10 3/4" 2.09 796.75 Ibf Interior 6"Stud Metal-Stud Layer 48 SF 1, T x 60OT150-54 1 31'-6 518" 1.73 54.58 Ibf Exterior 6"Stud Cripple Wall Metal-Stud Layer 117 SF W O 600T150-54 1 31'-6 1/2" 1.73 54.57 Ibf Exterior 6"Stud Cripple Wall Metal-Stud Layer 117 SF s-�SHEARWA11 SMT15D54 RIM JSr 600T150 54 2 10'-10 3/4" 1.73 37.69 Ibf Exterior 6"Stud Cripple Wall Metal-Stud Layer 36 SF + _ - - -- Wq��TOP PL I a 600T150-43 1 10'-10 3/4" 1.38 15.03 Ibf Exterior 6"Stud Cripple Wall Metal-Stud Layer 36 SF -- -- ----- 13'.j 318' l- 60OT150-43 1 6'-0 1/4" 1.38 8.31 Ibf 5/8"Sureboard SW Panel SureBoard Structural 77 SF coonsoaa I 60OT150-43 1 4'-6 5/8" 1.38 6.28 Ibf Sheathing Panel I I I owl_I I TYPCONT. w ,60OT150-43 2 4'-5 518" 1.38 12.32 Ibf 5/8"Sureboard SW Panel Sureboard Structural 77 SF P.Typ Sheathing Panel sTRAP•TrP 10 60OT150-43 14 4'-5 1/4" 1.38 85.73 Ibf sxs sw SO T O 600T150-43 3 3'-3 3/4" 1.38 13.71 Ibf 5/8"Sureboard SW Panel Sureboard Structural 64 SF 6DDT1saa3 I I v 600T150 43 1 1'-10 1/8" 1.38 2.54 Ibf Sheathing Panel 600T150-03 18 1'-2 3!B" 1.36 29.77 Ibf I518"Sureboard SW Panel SureBoard Structural 64 SF Y ;, f- w Sheathing Panel I q I M� O 600T15043 3 1'-1` 1.38 4.50Ibf 600T150 43 2 0'-11 1/8" 1.38 2.56 lbf m tit t °� �O� I r�rrr�•1 600T150-43 2 0'-11` 1.38 :2.54 Ibf 60OT150-43 5 0'-7 3/4" 1.38 4.46 Ibf ° C ° -fig 60OT150-43 1 0'-4 1/2" 1.38 0.52 Ibf 33 600TI50-43 4 0'-2 5/8" 1.38 1.23 Ibf - - saorlsoa3 600T750�3 2 (r-1" 1.38 0.24lbf EWT15Y4� r ' euwxPAu t I ispcs W svr r , 80OT15Q-33 8 1'-2" 1.29 12.04lbf BOOT150-33 2 0'-11 1/4" 1.29 2.42 Ibf BOOT150-33 20'-9 1/4" 1.29 1.991bf 4 I r a 800T150 33 2 0'-4 112" 1.29 0.96 Ibf ' $ r 1 9!t 800T15033 2 0'-31/2" 1.29 0.76Ibf _- _-_ T1 ______ r r OFFICE- V�yi p� - 4'-61/4� ��,.sa g�� 600TI50-33 5 131'-6 1/2" 1.06 167.17 Ibf ESSION aim t 60QT150-33 11 31'-3 1/2" 1.06 33.17 Ibf INSTALL COMPR 600T150 33 1 31'-01/2" 1.06 32.90 Ibf BLKG PER DTL �Tt 60OT150-33 11 15'-10 3/4" 1.06 16.85 Ibf 9 r Se TVP ' 600T15Q-33 1 13'-41/2" 1.06 14.18Ibf I ggg �rox�L£ 600T150 33 6 10'-10 3/4" 1.06 69.29 Ibf q�~ I gt �• q I rj yl EXPIRES: 11-0G2720 60OT150-33 2 9'-8 1/2" 1.06 20.5E Ibf 6Q 1Q5 00T1 e 50 33 1 6'-4" 1.06 6.71 Ibf 1 3 s :00T15a33 1 4'-8 5/8" 1.D6 5.01 IbfowI e00T - PLANT FF I1 Projwl number 2018035 600T150-33 11 4'-6 3/4" 1.06 14.84 lbf ----- i +_. _ _ Date 10/18/19 600T150-33 2 Y-8' 1.06 5.661bf ' orawnby JWM Q 600T150-33 13 1'-2" 1.06 16.08 Ibf 600T150-33 $ 1'-1" 1.06 5.741bf Checked by JWM STANOMOSILL PLATE ANCHORS STANOPROSNL PUTS ANCHORS �-y 60OT15D-33 2 0'-111/4" 1.06 2.00lbf ®taco�$HEARWALL 04WOCMAX S5 6GOT150-33 1 0'-10 1/4" 1.06 0.91 Ibf r•� 600T150-33 1 0'-9 1/4" 1.06 0.82 Ibf 1 WALL FRAMING ELEV-GRID 1 600T150 39 1B 0'-5 114" 1.06 8.35 Ibf Scala 1/2"=1'-0" e 1/2`=1'_Q• (R^I Re+l 11�]0/1S) 60OS162-43 3 2'-6 3/8" 0 0.00 Ibf Grand total:231 2734.141bf + • TRACK BLOCK PIECE TO MATCH WALL STUD 4 (2)W%162.43 P I L LA R CUP FLANGE AND BEND INSTALL 8'40"0,C MAX, �/ Imo) ( ,'BACK•T"ACKWf CONSULTING MINIMUM TWO TRACK BLOCK PIECES PER WALL SECTION I /' ' CLOSURE TRACK GROUP, INC. FRAMED WALL A73 � — — _O ;A3ithP33 I FINISH SURFACE —� + ANCHOR FLAT STRAP TO TRACK BLOCKWI(4)#10 ANCHOR B35NW231dST. TRACK TO STUD W/(4)#10® CORVALLiS.OR 97330 EACH END THRU BENT&FORMED 1 \ 541-752-9202 LEGS AS INDICATED. _ �/O WWW,pILLAR-INC.COM IROF! I I TAUT,PRE-TENSIONED 18 Ge FLAT STRAP (GWRCF) (1)#10®EA STUD,TYP ( �"IWNu.ItI,OGP..K No. De=Iptim Date TRACK BLOCKING WI STRAP BRIDGING 4 1 SWA RIGHT q"QRD INFILL STUD PER PLANS OR 1 PACE 11lJOHB ACCESS ACCESS MATCH FULL HEIGHT STUDS CRIPPLE STUD,43-MIL W/ 'USED ONE SIDE,U NANSTALL ROWS OF BRACING @ 48"0 C TYP U.N.O. (3)#10 TO JAMB&(1)#10 WHERE WALLS ARE SHEATHED ONE-SIDE TO EA.LEG OF TRACK ONLY,OR WHERE RESILIENT CHANNEL IS ,�43 mll MIN {/ TFOCKNE53 HEADER PER PLANS,54 MIL(16 Ga)x 1-1/4" FLANGE U.N.O BUILT-UP JAMB PER SYIA PLANS USE WELDED (2)6005162.54 BOX JAMB,(2)69-MILX BACK-TO-SACK (1)#10 EA FUG.TYP, 1-5/6FLANGE MATCHING (SWE F21 U H0. STUD DEPTH U.N.0. V/ HEADER PER PLANS,54—� MIL(16 Ga)x 1-1/4" CRIPPLE STUD,43-MILI LSCREW 80�) ATTACHMENT , ( FLANGE U.N.O (3)#10 TO JAMB&(1) M� #10 TO EA LEG OF TRACK INFILL STUD PER PLANS CLIP ANGLE A21 O fil OR MATCH FULL HEIGHT -BASE TRACK PER ILE=D DEPTH STUDS TYP U.N,O- PLANS MATCH GAGE OF STUD DEPTH(A)] AND DEPTH W/STUDS x t Ir 1-1/4"FLANGE,U N O. COLD-ROLLED CHANNEL BRIDGING PER MFG INSTRUCTIONS,INSTALL ROWS @ 46'VERT SPACING MAX U.N O 600S16Z33J COLD-ROLLED CHANNEL WICLIP ANGLE BRIDGINGF) - -y-.�-- --�', "�---', ,—�r—�`r", .,�—"V-' • (LIMITED TO NOMINAL&'DEEP STUDS MAX) U #10 SCREWS @ S' 6GOT150-43 U N O. , CFS STUD LATERAL BRACING _ ! 3 SW-A RIGHT CHORD ft CRIPPLE WALL 9 CFS FRAMED OPENING(48"OR LESS) Vl O.C.(BOTH $] 1"=1'-0" •� 3"=1'-0" u!I FLANGES) � 3/'4"-1'-� X)QCDOO(-54+(MIN.54 MIL) 6DOS200-54 ATTACHED W/(3)#10 TRACK RED D ON OPENING \ O O U 600S162S4 SCREWS TO 1200C WEB8(6)#10 - FACE UP TO 1"ABOVE T/HEADER X)ORK10(-54 /gW.;, y REO'D FULL HEIGHT BETWEEN (2AO05162A3 / �� / ' 1--1 SCREWS TO KING STUD 2ND&3RD STUD /^^ ` SACK-TO-BACK rr----�t 1--2 II/ STUDS XN.MIN. HI ` 6 #10 Q B"O.C. , PER PLAN.MIN.THICKNESS 3RD STUD Y — CFS WALL PER PLANS I } FASTEN TRACK D( ) 54 MIL LINO FOR OPENINGS>4' THROUGHEWS FLANGES A - W Q THROUGH FLANGES KING STUD(S)PER 1 - ( _ I (4)04 CONT.LONGIT.BARS T&BD I ^ • I FRAMING ELEV WI CL B SPLICES PROVIDE V —1 600T150-33,U.N.O. ' DOWELS®CORNERS ORTHOGONAL BA LEGS SPLICE TO LAP ORTHOGONAL BARS FASTEN TRACK W/#10 SCREWS I TYP(4)RCS.PER DTL i t/S7 + O A13� , TO STUD THROUGH FLANGES OR 60OS16233 CRIPPLE STUD,U.N.O. BENT WEB I 1 O O (2)tl&SCREWS®12' ) i,- JACK STUD PER FRAMING ELEV O.0 600T16243 CRAWL SPACE ` L Iol W .: OPENING HEAD,U.N.O. TIE(N)STRIP FTG INTO CONIC 1 GRADE WI DRILLEDRILUED 1 1 600Bt6L•3f- \ "F' O (` ADHESIVE DOWELS - b5 I 1 ((iVV1TOF) E-•i FASTEN TRACK TO CRIPPLE 1 PER DTL 5/57 U r (• STUD W/#10 SCREWS Q TOP 8 1T O.C.TYR#BSCREWS i BOTTOM(BOTH SIDES) 2-STUD JAMB FOR OPENINGS 3-STUD JAMB FOR OPENINGS 1• I ` 12 G"CFS BOX HEADER 6f1 CRAWL SPACE ACCESS 4$ e 17 � 1 12'p I• S7 1"=S B (Ref Rev 1 71230r16) 1'•0• 35181 B 3/B" Typ UR z SWA LEFT CHORD FF+M 8 CFS STUD JAMB DETAILS STANDARD U.N.O. ri 1 s7 3"=1'0 �T, 87 3"-V-0" 7.7 1�1 + 10N STRIP FOOTING DETAIL t- 11* r MIN.(4)SCREWS®CORNER CUP TRACK AS RED D @ CORNER 1 1/2"'1'-0' (Fier cM00t ttl2snal (2A=16254 •`� ,o\�r - TO MAKE LAP BACK-TO-BACK 'SW-A CORNER STUDS PER DETAIL• ( �)- SECTION INDICATED ON FRAMING 1 EXISTING NEW PLANS AND ELEVATIONS. ei't _ WHERE SPECIFIC SECTION NOT NOTED,CORNER STUDS SHALL BE PER STANDARD DETAILS r (ONE) NEW STRIP �'A ' /0X,1L M•`�-� STRIP FTG PER PLANS / GRADEFOOTING (mil OfANER 1t-067000 / O 4 TOP TRACK PER PLAN— w O Att ' CORNERDOEWLST&B,TYP Project number 2018035 - 2r FRAMING PER PLAN J .'.,•- Date 10/18/19 I Drawn by JWM FOG LONGITUDINAL BARS w PER PLANS - I.• Checked by JWM #4�17'O C DRILL&EPDXY INTO (E)SIAB WAT'EMBED USING HILTI Revision 1 .� GWBFI EACH SIDE OF HY-200 ADHESM PER ES114VOCK 0005182.33 PLAN VIEW OF STING RIP FTG CORNER(TYP) GWB OR SHEATHING i (TAGGER DOWELS) S 7 11 STRIP FOOTING CORNER DOWELS 7 CORNER FRAMING 5 FOUNDATION TO(E)SLAB DOWELS 1 SWA LEFT CHORD CRIPPLE WALL scale As indicated e S7 1"=1'-0" (Ref.CMQ0I 10,2sn6) 'r 57 3I4"=1'-0" S7 l 1"=1'-D` 67 3"=1'-0" NOTICE j TO PERMITEE AND/OR OWNER ! I PARTIAL APPROVAL O CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 17 APPROVED PERMIT#: 2"/ LOT#: I DATE: JOB ADDRESS: FAL-j( 1r. l{?--.,1.1 L—y K+ TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE Q.BUILDING DEPT. 10 PLANNING DEPT. CITY OF ARLINGTON �c I NOTICE TO PERMITEE AND/OR O l/ OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ ZO NOT OCCUPY O APPROVED PERMIT#: L LOT#: f DATE: JOB ADDRESS: lj 7�f o TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. Cl CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE ` Y O CBUILDING DEPT. (°PLANNING DEPT. CITY OF ARLINGTON '�. NOTICE �Zl�" TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY A APPROVED PERMIT#: ZZZ'-I LOT#: I DATE: .JOB ADDRESS: 1 't�IC,I a � fi` TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION r THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. o PLANNING DEPT. CITY OF ARLINGTON ' 0 & I i NOTICE rD�u C TO PERMITEE AND/OR OWNER " ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 9fAPPROVED PERMIT#: - _ I LOT#: DATE: JOB ADDRESS: (q L ) ,-i TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE �L]BUILDING DEPT. PLANNING DEPT. CITY OF ARLINGTON I CITY OF ARLINGTON a, 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:19406 68th Drive NE Permit#:2224 Parcel#:31051400300200 Valuation:50000.00 OWNER APPLICANT CONTRACTOR Name:WESTERN FOREST PRODUCTS US Name:Dave Garcia Name:West Coast Industrial System Inc LLC y Address:800-1055 W GEORGIA STREET Address:19406 68th Drive NE Address:PO Box 2067 City,State Zip:VANCOUVER,BC V6E3P3 City,State Zip:Arlington,WA 98223 City,State Zip:Lebanon,OR 97355 Phone: Phone:360-333-0688 Phone:541-451-6644 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Alteration CODE YEAR: STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: 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 CCUPANCY HAS BEEN GRANTED. IBCI 10/IRC110. SALES T E:Sales tax relating to nstruction and nstruction materials in the City of Arlington must be reported on your sales tax return form and cod City lington#3101. q t ture Print Name Date Released By Da e CONDITIONS Adhere to approved plans. Stair details will need to be provided and approved prior to final inspection approval. 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 10/23/2018 Building Permit Fee $1,031.83 10/23/2018 Building Plan Review Fee $670.69 10/23/2018 State Surcharge-Commercial $25.00 Total Due: $1,727.52 Total Payment: $0.00 Balance Due: $1,727.52 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 i Permit Information Date 10/19/2018 Permit Number 2224 Project Name Western Forest Products Applicant Name Dave Garcia Applicant Address 19406 68th Drive NE City,State,Zip Arlington,WA 98223 Contact Dave Garcia Phone 360-333-0688 Email dgarcia@westernforest.com Permit Type Commercial Alteration Site Address 19406 68th Drive NE Valuation 50000.00 Status Applied Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Number of Stories 0 Proposed Use Equipment Computer Room Assigned To Kristin Foster Property Parcel Address IlLegal Owner Owner Phone Zoning 31051400300200 119406 68TH DRIVE NE WESTERN FOREST PRODUCTS US LLC 1242 Sawmills&Planing Mills Review Date Type Description I Target Date Completed Date Assi ned To Status '10/19/2018 [Commercial Other 10/26/2018 Ouilding In Review Uploaded Files Upload File Date File Uploaded B 10/19/2018 8:56:03 AM 1,L224 Plans.pdf I Foster,Kristin I To: Kevin Olander, Building Inspector City of Arlington From: David Garcia, Operations Manager, Western Forest Products Date: October 20, 2108 Re: Building Permit Information for Review—Planermill Computer Room Please see attached Building Permit information for the computer room building for your review. On our walk through early this week, I showed you the area inside the planermill building where this structure proposed to be built. I trust the information provided will meet your needs in giving us a green light to proceed. Any questions, please call. Tha D id rcia anager Western Forest Products Arlington Operations C360-333-0688 Received OCT 19 2018 F'ip 7-0 `�.:t� 1 � . 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. ❑ 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 ❑ Two(2)Architectural Drawings Two(2) Structural Drawings 0 Two(2) Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) ❑ 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(Warlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 , COMMERCIAL APPLICATION PERMIT SUBMITTAL I-NCb 0 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 �N 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. ❑ 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. ❑ 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. 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 eat o COMMERCIAL APPLICATION PERMIT SUBMITTAL �lING� 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) 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. ❑ 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. ❑ WASHINGTON STATE ENERGY CODE 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 �- COMMERCIAL APPLICATION 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 Y °^ 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: !LJ,(ulmo ��1 /l���r� (/ / . Valuation: !C601.000YIL Project Address: �a ��/)f U/�l�f N� I✓C,%Zyj A4- 5?,V-23 Parcel ID#: Legal Description Owner: /Jig/ Pev (/�1 Phone Number: ( —3'J —U�r Address: I i ' Z 7�/„� _ /�/("' City: State:� Zip Code:r Engineer: (L& Phone Number: / r `-Z - 22G 2- Cell Phone: f-!Wf/- 3(O-CS - -51-of E-mail: IOIE i J-V c . Address: �� Kw 'Z3�j Si City: State: 6\4e_ Zip Code: General Contractor: Ste(//G Phone Number: ;5ql- (64 T Cell Phone: 5< /-402 71 E-mail: Address: �Qi�!� Agavi 2 City: --State: GV�— Zip Code: 17 72311� Contractor's License Number: �V&�51 Expiration: Contact Person: 0,., ,N'`�1 7 Phone Number: Cell Phone: 5D3- 5 /- g ` L E-mail: , (M _ —� G ryr� Address: 19�i'S' fifl✓AG� I City: A State: Zip Code: 3 Proposed Scope of Work: ��S .UC' �vr�2 oi �Z �GIM/a f y�ic/Lt REV 2015 Page 6 of 9 Y 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: � I /V(:5, J fltl- CAL ��i ��i tJli' /fLt��6GU�� �2L!✓l�/�� /j'w1 Project Address: 6YQ4, k l)fAg. ti& - &ee&41Z`7 4XIA ���L L Z, Special Inspection Firm: Address: Contact Person: l��/� Lr�iL<i..9� Phone: 5JL,0 -333 0 Email: d�; Cc'rn Gt/L�7 h cllgi Gd"�t 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 - ~ 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 �t/Ft �G�y /z(,f�`Si rZU,()," ` Ae4t.Giiy-i a4✓ l? Site Address 1 g4I06 w X 1)F AM V& Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type >4::�/ Description of Use r0TJ1AV7;r-t, -zW / 4 r-�,' Building Square Footage_3 2�O Sci E t _ Number of Stories Square Footage Per Floor 3 �14� Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems C� 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 Lt1 Y ` COMMERCIAL APPLICATION .y 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 have read and agree to comply with the terms and conditions of this agreement. // r _ Owner, l�/ �lGc( ?_ . l�vlSj %ZN �2�V1G,c/ O Date: lb / J I hei by certify that the ab 'information is correct and that the construction on, and the occupancy and the use of the above-described property will be in aCCo ce with the laws, rules and regulation of the State of Washington. ;ra,n/l " nature Print Applicants Name Date FOR STAFF USE ONLY Permit# pted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 �J clwcl PILLAR (III CONSULTING GROUP, INC. Professional Engineering and Project Management CONSTRUCTION MEMORANDUM TO Ches Piercy,Project Manager oo,4Q� V.me FROM Joe McCormick, PE, SE ON �.II IUR[ 20 113 1�:3610 00. PROJECT Western Forest Products Arlington Mill—Computer Room �otwi. SUBJECT Crawl Space Access Door Relocation EXPIRES: 11-06-2020 DATE 11/30/2018 PROJECT# 2018035 MEMO # CM-004 At your request, we have relocated the crawl space access hatch to the south wall of the computer room and revised our drawings accordingly. A new header under the floor rim joist and over the crawl space access door is required with this revision, since the south wall of the room is load bearing. Structural calculations are attached to this memo for your review and records. Drawings that have been clouded and revised (sent under separate cover) include: No. Sheet Name Revision Change Al Cover Sheet Rev 0 4 Rev 1 A5 Details Rev 0 4 Rev 1 S4 Framing Elevations Rev 0 4 Rev 1 S5 Framing Elevations Rev 0 4 Rev 1 S7 Framing Sections & Details Rev 0 4 Rev 1 CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED REVISED DATE �Z S /� BY NO CHANGES AUTHORIZED Received UNLESS APPROVED by THE BUILDING INSPECTOR 11r=(' (I Q 7f118 NFICE COPY [ Page 1 of 1 I 835 NW 23'' Street ■ Corvallis, Oregon 97330 ■ www.pillar-inc.com Telephone: (541) 752-9202 ■ Fax: (541) 752-2587 lc'1'I < • 1�t] "O'PILLAR CONSULTING I GROUP, INC. --Professional Engineering and Project Management 0 -i c��,R p = L 3 l'�- PU t� (.oPsi d o cat. �t 3 O qf- i�r Sew S �QSO �+ CAS SaF r1+-RE H-4 P— C-Pct�S C �-Z) 6cos 162-- ql 60"<Cp wl W44 . ;T f— 1t-5 SUBJECT: PROJECT M 20 O T" DATE: I1.-ZN—1® BY: SHEET: OF www.pillar-Inc.com (541) 752-9202 le Project Name: Crawl Space Access Header Page 1 of 1 Model: Crawl Space Access Header Date:11/29/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTm 1.5.0.0 Reactions Support Reactions(Ib) R1 734.85 R2 746.53 Shear and Web Crippling Checks Bending and Shear 44.2%Stressed (Unstiffened): @P1 Bending and Shear NA (Stiffened): Web Stiffeners Yes @R1,R2,P1 Required?: Point Loads P1 Load(lb) 1430 X-Dist.(ft) 1.30 Section: (2)800S162-43 Boxed C Stud Fy=33.0 ksi Maxo= 3356.8 Ft-Lb Moment of Intertia,1=9.00 in"4 Va=2102.3 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 934.9 0.278 934.9 None 3356.8 0.278 0.002 U13103 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com I — PILLAR III CONSULTING GROUP, INC. Professional Engineering and Project Management Structural Calculations Computer Room Structure Western Forest Products LLC 19406 68th Drive NE,Arlington,WA 98233IT URE) Engineer-of-Record: Joe McCormick, PE,SE (D'101 11 00 A0173 October 18, 2018 �� 'taAL SIGNAL Project 2018035 EXPIRES: 11-06-2020 Table of Contents Section Description Page 1 Loads and Basis of Design x 2 Shearwalls, Holdowns, Diaphgram,Chords and Collector Design x 3 Cold Formed Steel Member Design x 4 Foundation Design and Anchor Bolts x 5 Fall Protection Anchors x OFFICE COPY CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED DA oY ���iv�� NO CHANGES AUTHORIZED O CT 19 2 018 UNLESS APPROVED BY THE �� BUILDING INSPECTOR �_]�(�-1`/ i rL �11 h J ��1Ma�1.MwM/4:i...�... �• �..`.Ym..��.ri...v...b.�..m.:Fa�.�"M SECTION 1 Leads and Basis of Design Received OP, 19 mq .�,. . ,- s. �l' �. , ° PILLAR IICONSULTING I GROUP, INC. Professional Engineering and Project Management 71 � I € _.�. �f _L_ � lY _.L.J_.l i '___�•_..i � �T_f� i ! I -I i _ _ I 1 I o, 0 , _ r 011� Ilk —1- V - P S ( I - - �-- - - --1 - —�••.)--•, -j 47 �sl=I ! ;_...L.,..._.._;_- _..3__►---•€€--- �__.�___..I-'- ; _I 1 I E.^1'EY ,_-�-._.. i 1 �,M I f I - .pr _ COL-. �.�,�,�,' - VA-�.r� =' -€ -i-- ' (L @ Poor- U( Cy_:,f*Z'/.T. Gw8 C5rI' � �_��PS�-N ~ SUBJECT: PROJECT M 20 ', DATE: •-2 8-( BY:`1� SHEET: OF www.piIIar-inc.com (541) 752-9202 d 0 L' c m otl N 0 N C O yp N CD O 0 O 1 H Cl) U C a� N C cn (D 10 ++ U N an i a m ..+i` y41 jK .`i c C 1 I N Ol 00 •�',E1� Mnw N O M 0O � 4 i0 u�i 00 p V C to Z ^I O O a $ v t > s. ¢ %D M E ai sy m o CDw I� O W06 m i U - o o w C l0 c v M o w C a) i E c ^' o rn cn p II II a M t o o L t N d 7 IA W U N Ali N N _ a� EA r1i En -1 0 Ln v o a •Q z a�i E a ci t E ,-i N N a v o c = � a N3 N � o--i C L E Z a Im m ,� u *i N M n > v E N 3 (n r>r rr_ -- - -1 t0 O Ln c H II II > W a w c �� a O 16 G y V v' ►- C 4! V H ► C c c al cn CL N °� ' O rn rn 3 E c Q 9 *�' _ w m y •ul 9 o It 0C :3 Z m a Im O G = d II II E co W V1 O 'E +6 U' c t Fla � m to � � I° v (n r i . q § k 0 2 k k § i k ) / / J \ a � £ ¥ � a § ! q Ln ro ■ 913 (D E _ -0 / ! 2 E $ [ ! k k ) 77 � U) § � a 7 ] o | @ ; ) f - - } { mn u k ■ & E (2 A / n t ! | a E CM E § 0 CL { � � � } � ■ ! � �° / ■ I © � & CL | - § J � o ° k } k § k Cr ƒ f ! ! f f 2 2 "on 0 f § CD _ n [ J m� k � / # k f I °= PILLAR IIII CONSULTING GROUP, INC. Professional Engineering and Project Management op �.... i--�- ,�n/'1•Y�S I} ��p P s�=>Cq:oa 3�'S�� C_i I_��`�� 1- C30,3 o2>CZ-� y,, 6 Zr oLl...._!..} �____ I_ (CSC"1 Q3 5 W(2\ .t. �30 3oE,C21' fJ �- 1y-., - - P s '3_ ! ,. -'—' -'Z i 2- 6! �' } i - s PIT 0.14 V n 5 eat - - --- L; _._,.._.�._.�-��Fp.,�2'o-��.w^o,2(';o:�-G 2�C��C e�-�?1 '`i-�����_��. _}._..• I I_ _�-;` F* J .I t It SUBJECT: PROJECT#: DATE: 9-28-I Q L'o PMf BY: '_T v- �, SHEET: rc_'_OF www.pillar-inc.com (541) 752-9202 i ° ° PILLAR le�l CONSULTING GROUP, INC. Professional Engineering and Project Management Val —1 _ �-��._._.�—„; 1 II _:� � F i__I ` S� i—_ } I { 1 ice• I soi- 7. 1 I ( O�ISS 61 _j4 �___:___�- �_._I••—.2c�_Gtori-�_- C/�,c�9-s i` ., �--f�'t � ' �I_�,!�8�S X�'S � =i �`, �o j I 1 . I _'-1 14 HIJ SUBJECT: PROJECT M Z-q DATE: BY: SHEET: OF `3 www.pillar-inc.com (541) 752-9202 ° PILLAR CONSULTING GROUP, INC. Professional Engineering and Project Management ip -t qo t (5 oo�(l�(z� l•_ -_ - :�-. _.vI�P CL = LASE 600 S: 161-33 ca (6" D,C, .,i-• ' -- � ..:_..! � -- �� o•Qo�►--G S , �- Cam, ivs�.pF� --t`{�-r6 wr-Q� = `(_�'S�, t ��2�a.51 e)o — ��-t 8Ll pt �3 .0�, 3`3 �� � �-��-� _.�. ..:j.�' _� I Y � � I -f• _� mil- Lc,� O+ L ���r" �s IG(1� I P5r- +yo 9sr1t ti�(2� (� = 38i (16SKwo , '�r C6�12)�ISfs�+ (oo Psr>�it(��� R.r,A,c �13 �'X� SZdO-Sy fGr,d.c. Dr-4 o SUBJECT: PROJECT M 1 0 n _ DATE: BY: /M SHEET: ( OF www.piIIar-inc.com (541) 752-9202 I ° PILLAR CONSULTING GROUP, INC. Professional Engineering and Project Management r`tc t = a ry Z�2 43 2mod f< cN 60 32o 4t Ld : i SUBJECT: PROJECT DATE: BY: T- SHEET: OF www.pillar-inc.com (541) 752-9202 SECTION 2 Shearwalls, Holdowns, Diaphgram, Chords and Collector Design I PILLAR 101� CONSULTING GROUP, INC. Professional Engineering and Project Management ICJ if ouo a -+-rr Co MP(L 5z7V D S rI�SSVM E O (L `�yN c�rr� c�PNZO�S j .SC.p Qom^ Vz (0`(1y\'L;_ V, (9.6S6') _ ('r, o.312S o.'tsC2S' _ w� L — FO(R wA-u,s o�I G 14Q S:I �P W r 41sv (�2 - O.'9 D - �_2 Sns!� Sos DWI (nT2= 0347; D D= l2 PSF IR-r6 w�o,8gi L.A. A Vr 2 0, 4 2 Fsf=�O. T� C l Dw2 " 0, t1a,6 Do. �a6(8Ps� - 6 pSF Lerw z 2 T2 ^ 9. 656'. ZqZi 165) (5.z fLF 2 .e28(S 6PsF> ` o.��� C2= T2+ W,L + D,,2 C I.Y`i•6S 6� InM�re (_2 D+ a. 2 SCRs 1 T y �.?S 1tjZ = l 352L1 D = (,3S2N �tz PsF>�o,SB�' �w2. l.2 0 ��LiPAR + wool Dwz = 1,3S2`i 0 a_ Q PsF `C2 = 572 6Li 4::Z.,,- t I-rY Lo o cq -s E C2 5264 I bs -I- S 1.9-RLS' f- 5��+'?A�s =E' r L 1+4 SUBJECT: PROJECT#: (80 DATE: l 0-?,k 9 45 lam/ C BY: SHEET: ` OF www.pillar-inc.com (541) 752-9202 — cPILLAR BOO) CONSULTING GROUP, INC. Professional Engineering and Project Management 2- 2 f...- ,0TM i _ Vz 14,1L�) t V,(y.s21) _ +;W�) �� (4,28 0w2-+ z z6 Dwo); L L-A, tee,��;69�� , I �� 14 2J-F `I S 1 C;� �< i'�ZJ �"�' •?.�Dw2 + O; it 64�� Ljft-u,s oN GP*1p3 1 (2921) + 4_Tzi �Nq3 . — `\6 +SZxs`rz� Z t C4i '6�fi2_26C61�C5'�21 '' - ► �-- I I Viz— cs.u6$�\ ro(� WA,,LS ON I'(3: �z Q yet; D = O_�,�{$G�f2PSF)(�1f�21 = 4I9,3 Puc ..° ._.i___... — l • s2�t = 1.3rzK"�12�('3r>(«���1 = 8 `l -3 o-q-4,46 I I f t .35Vk0 (1Ts c (iSPS�kt���z� (II , � Ps'� (a's err r 63 2 Otis T, - I o q -` c2.^ �l SUBJECT: PROJECT M 7,o(8o3Y DATE: to•-fir-(& BY: <--1.v M SHEET: 2OF www.pillar-inc.com (5 41) 752-9202 �! i PILLAR III CONSULTING GROUP, INC. Professional Engineering and Project Management flOf C C- I C w� L.L �ns'��ece� i (Z w1°fu-s' 6N A $ 6 �C3C�F y o l o i o (' S F, g cc-eS S irw sir, v s LC A `s Ii 0i, L (AYSCE -10 !I2',N' Z3 Fv(L ItaC' . j 11 F,cj2 — (1.3 524 0 + L 613,3'-PLF t 1.352L4 0 I a L Ill ,G PLIF loo,013 T'Cr�-�� LL> 28 Zv 5— 304 N ��� — `f -824�(ktr��(10:8 PsF t168-4 ( Cf�-�,Y i✓c�c� W 8 oS- 9,41 PcF Cat It?. C,rvy wi c.� - 8�Y 2 ,Q6s• 611 8 ,ass �w cHutZp SvrtimPyC��' sr� 0 w+P�u.S Taz; 54(G Cy2= 598 Fo(L Rs 0 �xV �t ,fit 5-1-0E rq<us z= 6!�2? u� IIo9'(* Cw� r (S6RA'"+ Ca WTT r0aas� c*h-1(Laf T*� A,9' �.3SVA(12 PSF)(S'�,J(y 3�'/�l Aso ""o 1,OG n 0.Ws L--t 0-sZSJt-qc- + I. o( y o Ps r)o"I./Y4- `?1z) —�i 1IN4 0'L RA wI Dow SUBJECT: PROJECT#: EOF DATE: IO , �BY:SHEET: www.piIIar-1nc.com (541) 752-9202 I Connectors for rnied Steel Construction • ci�iila S/HDU Holdowns , The S/HDU series of holdowns combines performance with ease of installation.The pre-deflected geometry ��'� virtually eliminates material stretch,resulting in low o • deflection under load.Installation using self-drilling screws Into the studs reduces installation time and • saves labor cost. ° S/HDU Material:118 mil(10 ga.) Pot how for ° ® U.S.Patents ® • 5,979,130 and Finish:Galvanized menutafiut9 6,112,495 PLKPOSCS Installation: OSWW ° riotr"Ireil) • Use all specified fasteners;see General Notes ° • Use standard#14 self-drilling screws to fasten to studs • Anchor bolt washer is not required i_r.A; •, • See SB,SSTB and PAB anchor bolts on pp.236-241 for cast-in-place anchorage optionsot • See SET-XP®and AT-XP•adhesive products for Ia /. .• '� anchor bolt retrofit options /a 'o' Codes:See p.11 for Code Reference Key Chart Typical S/HDU Installation Fasteners ASD(lb.) LRFD(lb.) Stud Member Model H Anchor Bolt Stud Thickness2 Nominal Code d (in.) Diameter' Tension Defection at Tension Deflection at Tension Load (In.) Fasteners' mil(ga.) Lead ASD Loads Lead LRFD Load° 6(lb.) Rel. f" 2-3 2-20) 2,320 0.093 3 705 0.149 5,685 G 2-43 2-18 3,825 0.115 105, 0.190 9,3G5 N S/HDU4 7'/� 5/s (6)#14 2-54(2-16) 3.970 0.093 6,345 0.156 9,730 FN Steel fixture 4,470 0.063 7,165 0.103 12,120 2-33( -20 4,895 0.125 8,495 0.250 10,470 C `SIHDUS 03fi (12)#14 6,125 0.119 0 0.250 15,460 2—WR76-T 6,125 0.108 785 0.234 15,005 N Steel fixture 5,995 0.060 9.580 0.136 14,695 = 2-33(2-20) 6,965 0.103 11125 0.189 13,165 IP1, ,Oa0 S/HDU9 12'/e '/a (18)#14 � 9,255 0.125 1 0.250 21,810 L2,FL -""2 5`(2-16) 9.990 0.106 1 ,960 0:225 24,480 Steel fixture 12,715 0.125 79X10 0.177 31,455 = 2-33(2-20) 6,965 0,103 11,125 0.189 13,165 'A (27)#14 2-43(2-18) 9,595 0.096 15,330 0.162 23,515 o S/HDU11 16% 2-54(2-16) 9,675 0,110 15,460 0.158 23,710 W 7/6 2-43(2-18)6 11,100 1 .125 17,500 0.250 24,955 r with heavy (27)#14 2-54(2-16)6 12,175 0.125 19,445 0.243 29,825 Z hex nut Steel fixtures 12,945 0.111 20,680 0.163 31,715 11 -These products are available with additional corrosion protection.Additional products on Z this page may also be available with this option.Check with Simpson Strong lie for details. 0 1.The Designer shall specify the foundation anchor Cl) material type,embedment and configuration.Some of a Sheerwall Typical S-HDU the tabulated holdown tension loads exceed the tension { chord studs Floor-Floor N strength of typical ASTM A36 or A307 anchor bolts. i r Installation 6 2.Stud design by Specifier.Tabulated loads are based , rk on a minimum stud thickness for fastener connection. Holdown 9 3.1/,°self-drilling screws may be substituted for bearing ( Holdown 9 #14 self-tapping screws, plate 4.A heavy hex nut for the anchor bolt is required to achieve the table loads for S/HDU11. ( Rod 5.Deflection at ASD or LRFD Includes fastener slip, K holdown deformation and anchor rod elongation for 18'max, holdowns Installed up to 4"above top of concrete. {j 12L Holdowns may be installed raised,up to 18°above 5°slope max.( top of concrete,with no load reduction provided that ? Coupler additional elongation of the anchor rod is accounted for. 6.The Nominal Tension Load is based on the tested Top of8otlom average ultimate(peak)load and is provided for concrete a 1.5'max.a track design in accordance with section C5 of AISI S213 4 a Compression that requires a holdown to have a nominal strength a 4 member blockingg to resist the lesser of the amplified seismic load or ° per design a a n the maximum force the system can deliver. 7.See pp.138 through 171 for more information on Holdown Raised Off Simpson Strong-Tie fasteners. CFS Bottom Track 243 °—' PILLAR III CONSULTING GROUP, INC. Professional Engineering and Project Management 5 r, 'ri�� w��l� U�..r~.I•G!!J R 1✓�''f�Z:� -- 5:�� �(.✓fl'K-�. I �' OK < Z�51UO5 God 5162 33 Za lb"t9 C J. z - - f - b(1,hC--t4& Ca 60�NK (fVtA-'D 'H1-r� SP€G rrvFCH-'99Ac�caG R TA; S416-#'(LR.M) 51KWL{ w(C6� 1�! '����f� Rao.. V/ IT I t (Z�Coo S162.-43 PCa=89.°(a (srcAPscN CFV 5-0M.1w4 o� 5rv05 6co5162-330 1.6"o.C. I 7u 899� Cuci<n� S��iDuG w�4z� r4 .s/�� (�•oA. �lr Co. (DCP, q 3`(0 ✓"K = � VLA = 1' 8,2 Cant Sz0 E{Z S v°� V,� = 0.6 I5Y3 o/') = 92 F-,PL IZ6 w( ?..o Gcz: 3 op, Tr f1,.�Kvtz F Sig�'�r RTi`M r-(S5'y w( H-vN H-fK fff--0 a 8'1smw- S~PC f-'�u� �'l.of�:T:Sv9'�•t�P-� O�ll-�vT Cc�S�OFfZ L�4�I �t w Pi rivQ� W " SUBJECT: PROJECT M _ / S DATE: SHEET: OF www.pillar-inc.com (541) 752-9202 f '1 ° PILLAR III) CONSULTING GROUP, INC. Professional Engineering and Project Management I 5 < Z 4O �S u(t£t'ae�11P�P t� ��• �Srill�S 60DS(62-?i3 @ I'6 �'oiC.. � � � • 2 coo, r62-�l3 kA= 93°�0` v� 1 I Ty _. 6?-Z' 4fi' S�N,Du b w`C1 Z> I W s/gi. Ro 0 c"2pg (2) '600 S16 54 DCR 3o .) " servo 5 60 o s► r;2 -3 3 it 09t t6o (�Fo� S�kt-D�R (l 6�. K 74$I I o O� V SE. F'i 57(1, •�� � (�7C i^;-�H� �f�lbL..{7 S �` t�'l"!~ta1 Ste► �l�� `� '�S� SUBJECT: PROJECT M �--- DATE: C nI S (i'1 BY: SHEET: OF www.pilIar-inc.com (541) 752-9202 i 1 ° PILLAR lel� CONSULTING GROUP, INC. Professional Engineering and Project Management _ H — i _ I !�Tl —� !_..L ._._.� (b 'z9�(2-6) = 3 L?o Pu= —'.��,� -��IU� _�__ �. I GI 'RA, ��. ►�sit �X ! 243Qs. ! p�'R� o Wi C CA€r r (Yocf f- C; G�' ,- O 4 i r-I - -� ;Alw -- �fli '�Q�2�� ...L..:X�\��O•I�'1 -_ - C�� \"� C� Lo nJ(i l^/�-Vli� i I -} ► 'tit �I- M -- eH�lb.6S6� 1\ ��1� 9Lr - - _ I I _ nn�s cc-�cz cl _.- 1 ' 2- — - - --' cz6S �s SUBJECT: PROJECT#: 1 �357 DATE: 1 ca 16( c8 SHEET: I OF www.piIIar-inc.com (541) 752-9202 i °= PILLAR IIICONSULTING I GROUP, INC. Professional Engineering and Project Management 16 rr-1 i. I I I --_=i i i l i ► i-I -�-- , , I' I (z_07 'c�.�ct- �vc�S, twrr�...r � n�.•rr�r ...��+�..rl..fi## ' __i__--I'— .—i—_f—..i.._�.___L__.'.-.__i._. ---��_I��� _��i1�_� "'�C���1`1 -�1 ^I--S�w �i _ Mi !_�__ —�� •f_�( I `..�•vI- I— � ' �,�= ��S�• 1br rSs s 16s��'crc,,,� = � -8 �— � � i I i • r1 - Ile Lffi-J FF1 SUBJECT: PROJECT#: 20 18d 1.T DATE: \o l t,- 1 Pp BY: 5W� t" �� � � SHEET: `L OF www.pillar-inc.com (541) 752-9202 i SECTION 3 Cold Formed Steel Member Design i Project Name: CFS Designs Page 1 of 1 Model: SW Chords Endwall Upper Date:10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS Designer TM 1.5.0.0 Reactions and Connections Number of Connectors Required at each Reaction: 2 No.of No.of 1 Simpson Req'd Req'd# Strong-Tie screws to 12-14 Support Reaction(lb) Connector stud Anchors R1 31.83 No Solutions - - R2 31.83 No Solutions - - Total Vertical Shear Carried by Connectors(lb): 0 Bridging Connectors-Design Method =AISI S0100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 9.09 7.00 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 1.1%Stressed @R2 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I Section : (2)600S162-43 Back-To-Back C Stud Fy=33.0 ksi Maxo= 2779.9 Ft-Lb Moment of Intertia,I=4.63 in"4 Va=2831.3 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 72.4 0.026 72.4 60.0 2471.9 0.029 0.006 U19774 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 109.1 2410.3 0.030 Combined Sendinq and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KUr (lb-in/in) (in) load(lb) P/Pa Value Span 4122.0(c) 60.0 60.0 87 0.0 109.1 6859.6(c) 0.60 0.63 Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: CFS Designs Page 1 of 1 Model: SW Chords Endwall Lower Date:10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTm 1.5.0,0 Reactions and Connections I Number of Connectors Required at each Reaction: 2 ♦I No.of No.of Simpson Req'd Req'd# N Strong-Tie screws to 12-14 Support Reaction(Ib) Connector stud Anchors R1 13.13 No Solutions - - R2 13.13 No Solutions - - Total Vertical Shear Carried by Connectors(lb): 0 Bridging Connectors-Design Method=AISI S211 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 3.75 7.00 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.5%Stressed @R1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No t Section : (2)600S162-43 Back-To-Back C Stud Fy=33.0 ksi Maxo= 2779.9 Ft-Lb Moment of Intertia,I=4.63 inA4 Va=2831.3 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 12.3 0.004 12.3 None 2542.3 0.005 0.000 L/282008 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Maid Span 0.00 45.0 2410.3 0.005 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 6966.0(c) None None 64 0.0 45.0 7914.4(c) 0.88 0.89 Member Interconnection Spacing= 5.5 in See NASPEC D1.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 1 1 �1 . t• ■ ■ ■� I I I I Project Name: CFS Designs Page 1 of 1 Model: SW Chords Endwall Upper(Max T) Date:10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTm 1.5.0.0 Reactions and Connections I Number of Connectors Required at each Reaction: 2 ♦I No.of No.of Simpson Req'd Req'd# r N Strong-Tie screws to 12-14 Support Reaction(lb) Connector stud Anchors R1 31.83 No Solutions - R2 31.83 No Solutions - Total Vertical Shear Carried by Connectors(lb): 0 Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 9.09 7.00 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 1.1%Stressed @R2 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No 1 Section : (2)600S162-43 Back-To-Back C Stud Fy=33.0 ksi Maxo= 2779.9 Ft-Lb Moment of Intertia,I=4.63 inA4 Va=2831.3 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 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 72.4 0.026 72.4 None 1758.5 0.041 0.006 L/19774 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/In in Ft-Lb Ma-d Span 0.00 109.1 2410.3 0.030 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 3791.0(t) None None N/A 0.0 109.1 14987.5(t) 0.25 0.28 Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com i Project Name: US Designs Page 1 of 1 Model: SW Chords Endwall Lower(Max T) Date: 10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS Designer TM 1.5.0.0 Reactions and Connections I Number of Connectors Required at each Reaction: 2 ♦I No.of No.of ' Simpson Req'd Req'd# Strong-Tie screws to 12-14 NJ Support Reaction(lb) Connector stud Anchors R1 13.13 No Solutions - R2 13.13 No Solutions - Total Vertical Shear Carried by Connectors(lb): 0 Bridging Connectors-Design Method=AISI S211 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 3.75 7.00 Span N/A Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.5% Stressed @R1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I Section : (2)600S162-43 Back-To-Back C Stud Fy=33.0 ksi Maxo= 2779.9 Ft-Lb Moment of Intertia,I=4.63 in^4 Va=2831.3 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 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 12.3 0.004 12.3 None 2542.3 0.005 0.000 L/262008 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 45.0 2410.3 0.005 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 6298.0(t) Sheathed Sheathed N/A 0.0 45.0 14987.5(t) 0.42 0.42 Member Interconnection Spacing= 5.5 in See NASPEC D1.2 for additional interconnection requirements Sheathing braced design based on 5/8 inch Gypsum Sheathing, No.8 Screws See AISI S211-07 for Sheathinq Braced desiqn limitations. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: CFS Designs Page 1 of 1 Model: SW Chords Sidewall Upper Date: 10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 1.5.0.0 Reactions and Connections I Number of Connectors Required at each Reaction: 2 +I No.of No.of ' Simpson Req'd Req'd# - NJ Support screws to 12-14 Support Reaction(lb) Connector stud Anchors R1 31.83 No Solutions - - R2 31.83 No Solutions - - Total Vertical Shear Carried by Connectors(lb): 0 Bridging Connectors-Design Method=AISI S211 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 9.09 7.00 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 1.1%Stressed @R2 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I Section : (2)600S162-43 Back-To-Back C Stud Fy=33.0 ksi Maxo= 2779.9 Ft-Lb Moment of Intertia,I=4.63 in^4 Va=2831.3 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 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 72.4 0.026 72.4 None 1758.5 0.041 0.006 L/19774 Distortional Bucklinq Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 109.1 2410.3 0.030 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 5472.0(c) 60.0 60.0 87 0.0 109.1 6859.6(c) 0.80 0.84 Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: CFS Designs Page 1 of 1 Model: SW Chords Sidewall Upper(Max T) Date: 10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTm 1.5.0.0 Reactions and Connections Number of Connectors Required at each Reaction: 2 No.of No.of t Simpson Req'd Req'd# ° Strong-Tie screws to 12-14 Support Reaction(lb) Connector stud Anchors R1 31.83 No Solutions - R2 31.83 No Solutions - Total Vertical Shear Carried by Connectors(lb): 0 Bridqinq Connectors -Design Method=AISI S211 Simpson Strong-Tie Span/Cantilever Bridging Connector Stress Ratio 9.09 7.00 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 1.1% Stressed @R2 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I Section : (2)600S162-43 Back-To-Back C Stud Fy=33.0 ksi Maxo= 2779.9 Ft-Lb Moment of Intertia,I=4.63 inA4 Va=2831.3 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 72.4 0.026 72.4 None 1758.5 0.041 0.006 U19774 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 109.1 2410.3 0.030 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 4709.0(t) Mid-Pt Mid-Pt N/A 0.0 109.1 14987.5(t) 0.31 0.34 Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: CFS Designs Page 1 of 1 Model: SW Chords Sidewall Lower Date: 1 0/1 812 0 1 8 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'"' 1.5.0.0 Reactions and Connections I Number of Connectors Required at each Reaction: 2 ♦I No.of No.of Simpson Req'd Req'd# N J •— Strong-Tie screws to 12-14 Support Reaction(lb) Connector stud Anchors R1 1313 No Solutions - - R2 13.13 No Solutions - - Total Vertical Shear Carried by Connectors(lb): 0 Bridging Connectors -Design Method=AISI S211 Simpson Strong-Tie Span/Cantilever Bridging Connector Stress Ratio 3.75 7.00 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.2%Stressed @R1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No E , I Section : (2)600S162-54 Back-To-Back C Stud Fy=50.0 ksi Maxo= 5054 2 Ft-Lb Moment of Intertia,I=5.72 in14 Va=5645.8 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 12.3 0.002 12.3 None 4626.7 0.003 0.000 U348326 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 45.0 4316.7 0.003 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KUr (lb-in/in) (in) load(lb) P/Pa Value Span 9589.0(c) None None 65 0.0 45.0 13730.1(c) 0.70 0.70 Member Interconnection Spacing= 5.5 in See NASPEC D1.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com I i II I Project Name: CFS Designs Page 1 of 1 Model: Brg Wall Studs Lower Date:10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 1.5.0.0 Reactions and Connections I Number of Connectors Required at each Reaction: 1 ♦I No.of No.of ' Simpson Req'd Req'd# N Strong-Tie screws to 12-14 Support Reaction(lb) Connector stud Anchors R1 37.50 No Solutions - R2 37.50 No Solutions - Total Vertical Shear Carried by Connectors(lb): 0 Bridging Connectors-Design Method=AISI S211 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 3.75 20.00 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 5.9%Stressed @R1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I Section : 60OS162-33 Single C Stud Fy=33.0 ksi Maxo= 950.6 Ft-Lb Moment of Intertia,I=1.79 inA4 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 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 35.2 0.037 35.2 None 945.9 0.037 0.001 U38206 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 45.0 788.8 0.045 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 1410.0(c) None None 77 0.0 45.0 2646.5(c) 0.53 0.58 SIMPSON STRONG-TIE COMPANY INC. www.strongtio.com Project Name: CFS Designs Page 1 of 1 Model: Brg Wall Studs Upper Date:10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTm 1.5.0.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No.of No.of Simpson Req'd Req'd# N Strong-Tie screws to 12-14 Support Reaction(lb) Connector stud Anchors R1 90.90 No Solutions - R2 90.90 No Solutions - Total Vertical Shear Carried by Connectors(lb): 0 Bridging Connectors -Design Method=AISI S100 Simpson Strong-Tie Span/Cantilever Bridging Connector Stress Ratio 9.09 20.00 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 14.2% Stressed @R1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I Section : 60OS162-33 Single C Stud Fy=33.0 ksi Maxo= 950.6 Ft-Lb Moment of Intertia,I=1.79 inA4 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 206.6 0.217 206.6 None 454.9 0.454 0.041 U2682 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 109.1 788.8 0.262 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 484.0(c) None None 188 0.0 109.1 909.9(c) 0.53 1.00 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 1 Project Name: CFS Designs Page 1 of 1 Model: Brg Wall Studs Upper Jambs Date: 10/18/2018 Code: 2012 NASPEC[AISI S100-20121 Simpson Strong-Tie®CFS Designer TM 1.5.0.0 Reactions and Connections I Number of Connectors Required at each Reaction: 2 ♦I No.of No.of ' Simpson Req'd Req'd# Strong-Tie screws to 12-14 Support Reaction(lb) Connector stud Anchors R1 90.90 No Solutions - R2 90.90 No Solutions - Total Vertical Shear Carried by Connectors(lb): 0 Bridging Connectors -Design Method =AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio 9.09 20.00 Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 7.1%Stressed @R1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No I Section : (2)600S162-33 Back-To-Back C Stud Fy=33.0 ksi Maxo= 1901.3 Ft-Lb Moment of Intertia,1=3.59 inA4 Va=1276.1 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 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 206.6 0.109 206.6 None 1365.8 0.151 0.020 L/5365 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 109.1 1577.7 0.131 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KUr (lb-in/in) (in) load(lb) P/Pa Value Span 1471.0(c) None None 154 0.0 109.1 2541.0(c) 0.58 0.73 Member Interconnection Spacing= 12 in See NASPEC D1 2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtio.com Project Name: CFS Designs Page 1 of 1 Model: Roof Joists Date:10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS Designeff" 1.5.0.0 Reactions Support Reactions(lb) R1 381.15 R2 381.15 Shear and Web Crippling Checks 69.30 Bending and Shear 13.5%Stressed (Unstiffened): a@R1 Bending and Shear NA (Stiffened): R1 R2 Web Stiffeners No Required?: 11.00 Section : 60OS200-54 Single C Stud Fy=50.0 ksi Maxo= 2532.9 Ft-Lb Moment of Intertia,1=3.32 inA4 Va=2822.9 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1048.2 0.414 1048.2 Full 2532.9 0.414 0.163 L/809 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 132.0 2281.9 0.459 SIMPSON STRONG-TIE COMPANY INC. www.strongtio.com I I Project Name: US Designs Page 1 of 1 Model: Floor Joists Date:10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 1.5.0.0 P, Reactions Support Reactions(lb) R 1 1529.84 R2 1529.84 Shear and Web Crippling Checks 153.00 Bending and Shear 73.2%Stressed (Unstiffened): @R1 Bending and Shear NA (Stiffened): R1 R2 Web Stiffeners Yes @R1,R2,P1,P2 Required?: 10.39 hX Point Loads P1 P2 Load(lb) 735 735 X-Dist.(ft) 0.13 10.27 Section : 800S200-54 Single C Stud Fy=50.0 ksi Maxo= 3738.9 Ft-Lb Moment of Intertia,1=6.57 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 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2156.5 0.577 2156.5 Full 3738.9 0.577 0.153 U817 Distortional Bucklinq Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 99.20 124.7 3345.5 0.645 SIMPSON STRONG-TIE COMPANY INC, www.strongtie.com r Project Name: US Designs Page 1 of 1 Model: Floor Joists Conc LL Date:10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTm 1.5.0.0 P, Pz Reactions Support Reactions(lb) R1 1195.90 R2 1195.90 Shear and Web Crippling Checks Bending and Shear 79.9%Stressed @ (Unstiffened): Within Span 20.00 Bending and Shear NA (Stiffened): Web Stiffeners Yes @R1,R2 Required?: R1 R2 ` I 10.39 ' X Point Loads P7 P2 Load(lb) 432 432 X-Dist.(ft) 0.13 10.27 Sloped/Partial Loads Case X1 ft W(X1) lb/ft X2 ft W(X2) lb/ft 1 3.95 528.0 6.45 528.0 Section : 800S200-54 Single C Stud Fy=50.0 ksi Maxo= 3738.9 Ft-Lb Moment of Intertia,1 6.57 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 Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 3342.2 0.894 3342.2 Full 3738.9 0.894 0.211 U591 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-In/in in Ft-Lb Ma-d Span 99.20 19.4 3345.5 0.999 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com .� s: Project Name: US Designs Page 1 of 1 Model: ROOF FALL PRO JOISTS Date:10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer TM 1.5.0.0 Section Designation: (2)600S200-54 Back-To-Back C Stud INPUT PROPERTIES: Web Height= 6.0000 in Steel Thickness= 0.0566 in Top Flange= 2.0000 in Inside Comer Radius= 0.0849 in Bottom Flange= 2.0000 in Yield Stress,Fy= 50.0000 ksi Stiffening Lip= 0.6250 in Fy With Cold-Work,Fya= 50.0000 ksi Punchout Width= 1.5000 in Punchout Length= 4.0000 in GENERAL INTERACTION ANALYSIS Bending Inputs and Results Input Moment,Mx= 3125 Ft-Lb Flexural Bracing= 48 in Cb= 1 Load Multiplier for Strength Checks= 1.0 Allowable Moment,Ma(Fy)(x)= 5066 Ft-Lb Allowable Moment,Ma(brc)(x)= 5066 Ft-Lb K-phi(distortional)= 0 lb-in/in Distortional Restraint,Lm= None Allowable Moment(distortional),Ma(dist)(x)= 4564 Ft-Lb Moment Ratio,Mx/Ma(x)(including load multiplier)= 0.685 Input Moment,My= 0 Ft-Lb Allowable Moment,Ma(y)= N/A Moment Ratio,My/Ma(y)(including load multiplier)= N/A Axial Inputs and Results Input Axial Load(+Comp,-Tens)= 3125 lb Unbraced Length,KxLx= 96 in Unbraced Length,KyLy= 48 in Unbraced Length,KtLt= 48 in Allowable Pure Axial Load,Pa= 16852 lb K-phi(distortional)= 0 lb-in/in Distortional Restraint,Lm= None Allowable Distortional Axial Load,Pa= 20626 lb Load Multiplier for Strength Checks= 1.0 Axial Load Ratio,P/Pa(including load multiplier)= 0.185 Maximum KL/r ratio= 54 Bending and Axial Interactions Axial Load Ratio,P/Pa(including load multiplier)= 0.185>0.15 Pcr(x)= 209730 Ib Alpha(x)= 0.973 Pcr(y)= 134019 lb Alpha(y)= 0.958 Interaction C5.2.1-1 = 0.889 Pao= 18467 lb Interaction C5.2.1-2= 0.854 SIMPSON STRONG-TIE COMPANY INC. www.strongtle.com I Project Name: CFS Designs Page 1 of 1 Model: RJ COLLECTORS @ ROOF(COMPR) Date: 10/18/2018 Code: 2012 NASPEC[AISI S100-20121 Simpson Strong-Tie®CFS Designer'"' 1.5.0.0 Section Designation : 600TI60-64 Single Track INPUT PROPERTIES : Web Height= 6.1981 in Steel Thickness= 0.0566 in Top Flange= 1.5000 in Inside Corner Radius= 0.0849 in Bottom Flange= 1.5000 in Yield Stress,Fy= 50.0000 ksi Fy With Cold-Work,Fya= 50.0000 ksi GENERAL INTERACTION ANALYSIS Axial Inputs and Results Input Axial Load(+Comp,-Tens)= 1860 lb Unbraced Length,KxLx= 48 in Unbraced Length,KyLy= 48 in Unbraced Length,KtLt= 48 in Allowable Pure Axial Load,Pa= 3723 lb Load Multiplier for Strength Checks= 1.0 Axial Load Ratio,P/Pa(including load multiplier)= 0.500 Maximum KL/r ratio= 114 SIMPSON STRONG-TIE COMPANY INC, www.strongtie.com I Project Name: US Designs Page 1 of 1 Model: RJ COLLECTORS @ ROOF (TENS) Date: 10/18/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 1.5.0.0 Section Designation : 600T150-64 Single Track INPUT PROPERTIES: Web Height= 6.1981 in Steel Thickness= 0.0566 in Top Flange= 1.5000 in Inside Corner Radius= 0.0849 in Bottom Flange= 1.5000 in Yield Stress,Fy= 50.0000 ksi Fy With Cold-Work,Fya= 50.0000 ksi GENERAL INTERACTION ANALYSIS Axial Inputs and Results Input Axial Load(+Comp,-Tens)_ -1860 lb Unbraced Length,KxLx= 48 in Unbraced Length,KyLy= 48 in Unbraced Length,KtLt= 48 in Allowable Pure Axial Load,Pa= 15231 lb Load Multiplier for Strength Checks= 1.0 Axial Load Ratio,P/Pa(including load multiplier)= 0.122 Maximum KL/r ratio= NA SIMPSON STRONG-TIE COMPANY INC. www.strongtio.com lipiFillar Consulting Group, Inc. Description: Floor joists JOB#: 2018035 www.pillar-inc.com DESIGNER: JWM CONTINUOUSLY BRACED DESIGN FOR DISTORTIONAL BUCKLING STRENGTH(AISI 240-15 AAR 11 Rotational Restraint Provided By Sheathing L,:=8 in One-half joist spacing to the first side x x L2:=8 in One-half joist spacing to the second side x x /- ��'•� x r x Li,/. �,yk►x i Joist Member Type: Interior Spacingkk / ,oistFiaming x �3 InterlorJolst �" • Connection Rotational Restraint Example Exterior Joist Example T(mils) t(in.) k4,,(Ibf-in/in/rad) Figure 1-1 Illustration of Li and Ly for Sheathing Rotational Restraint 54 0.054 1 IL05 Sheathing Bending Rigidity Sheathing description El.(Ibf-in2/in) Plywood, 3- 14-ply or 5-ply w/ 24/16Span Rating w/stress parallel to strength axis 7167 EIw=7167 lb( ,o [sheathing bending rigidity,AISI S240-15,App 1, Ta. 1-1 or Ta. 1-1(b)] in lbf-in k�=105 [connection rotational restrain,AISI5240-15,App 1, Ta. 1-2 for fasteners spaced 12"o.c. in E-tw EI EI k,,w:=if MemberType="Interior", + w , w 1792 lbf•in rotational restraint,AISI L, L2 L, in 5240-15, Eq. 1-2&1-3] _1 _r 1 do, + 99.2 --' rotational stiffness,AISI5240-15,Eq. 1-1) kow Distortional Buckling Strength(AISI 240-15,App. 1).mcdx 10/04/2018 Page 1 of 1 SECTION 4 Foundation & Anchors ilT Pillar Consulting Group, Inc. JOB#: 2018035 460 SW Madision Ave,Suite 1 GRADE BEAM: side wall strip footing of shear wall Corvallis,OR 97333 DESIGNER: JWM Phone:(541)752-9202 jmccormick@proaxis.com GRADE BEAM DESIGN: This template calculates the sod pressure,deflection,shear and moment about the center of rotation for a beam on an elastic foundation of"infinite length"with an applied moment(at x=0)in accordance with DM 7.2. Center of rotation is not near end of infinite beam. Mo:= 20.3 applied moment at x=0 in kip-feet M O k:= 4000 concrete compressive strength,psi / I:= 0.525 moment of inertia,feetA4 intemnediate calculations b:= 1.5 overall beam width,feet E:= 57•J E=3.605 x 103 ksi K„:= 200 modulus of subgrade reaction for 1 sq-ft in kiptft3 4 X:= K„ X=0.116 x:= 0..20 =27 req'd length to qualify as"infinite beam" 4•(E•144)•I - x ( ) ( )) �O = - x ( ) ), (x) = - x( ( ) -sin(X.x))Dax(x) := e-a x cos(a•x, A>„,(x) := a •(cos �.•x + sin �•x B x :- a sin �•x C x :- e • cos �•x M.. >,2 Mo Mo.X K, Ax) - B X(x) M(x) :_ —•D>,x(x) Xx) := - •AXx(x) P(x) := y(x)•—•1000 K`, 2 2 b y(x),M(x),V(x)Functions Soil Pressure(PSF) 1 60 A>,x(x) Bax(x) 0.5 w 40 P----- (x) Cax(x) �� \ \ � �20 D>,x(x) 0 0 5 10 15 20 -Q:5 0 5 10 15 20 x x ft ft y(6) =4.397 x 10 4 M(0) = 10.15 V(0) =-1.181 Deflection(ft) Moment(k-ft) Shear(kips) 5x 10 4 15 0 4x 10 4 Ill•, 3x 10-�1 ` -0.5 y(x) _4 M(x) 5 VW 2x10 - 1 1x10 4 fl 00 5 10 15 20 - �0 5 10 15 20 1.50 5 10 15 20 +y is downward deflection +M is clockwise left of section +V is upward shear left of section x x x i i ° ° PILLAR III CONSULTING GROUP, INC. Professional Engineering and Project Management j •ME S , (�rrG 1'2''w I L -i .! B2G tirM.lS D C1�2�C(z PSr t 'Is'PSr) ,+ 05F(14 J117 P�F �PxcQ• fir. :� O PLF I41 01" - ;Eo,SS 'P 4E kx 0- Ole �. !___J•-_ � � ' w izi .� o,t�'�'•Q�•_ o.S'.d'!�(.3��Z3� 5'1� .i.. ► . ' . 1._ @ No r�-(.Q, � wA .-S - p - a.Sg��z.esr- + tsar r-)+ i- - . ' i. ► I i_ 12 9 Pc.T O.SSC19vPsp) 8( PLF tA Zo28S �b r US I;o q0 ps[ R- A'u.-n w (3 2G �P>�s ►-✓�� Scsy� �•P�'^. T cr .. 52 S oe ecr SUBJECT: PROJECT#: W I O flr /� DATE: E' S C,�I' BY: JM SHEET: OF www.piIIar-inc.com (541) 752-9202 °I PILLAR III CONSULTING GROUP, INC. Professional Engineering and Project Management E��; veal' T - I I- �:OrIYh." : ',�7^M�ICS'J`M� j 1��2.0V �Lr;�• -' !l a4 �248 �_-^��'� i i i i ', � a�-© „ � �' '�'�(►g1�';�- ASP=�'�C �iH�2ti� �--� �--��--� ! - � 6 I—, _i 8 71 6-1 � ••_- __ .__ t _... ' __ Imo---� ,01 f i L { i '_�__��;� V S►��C�7Tlh �S'��-e1r c �. _, ;2�7'R`�/6s. �2:3 4� � - - __i y 2c�o 1b•; I I i zrs �' !� i it i ! `~i ► 'PUS eL As2.0 28S C) 158 n �! 1 I �!' ! I � �"'r1; �i �_ -ice I-•2�fiez;�-•�- ---i0-64 AS- - ;k' r O Od SUBJECT: PROJECT M DATE: v r r BY: SHEET: OF www.pillar-ine.com (541) 752-9202 I ELM Ell www.hilti.us Profis Anchor 2.7.8 Company: Pillar Consulting Group,Inc. Page: 1 Specifier: Joe McCormick,PE,SE Project: SW HD Bolts Address: Sub-Project I Pos.No.: 2018035 Phone I Fax: 541-752-9202 1 Date: 10/3/2018 E-Mail: joe@pillar-inc.com Specifier's comments:Worst case uplfit condition for Seismic Overstrength Load Combos 1 Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR.36 718 Effective embedment depth: her=8.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-14/CIP Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,f,=4,000 psi;h=12.000 in Reinforcement: tension:condition B,shear:condition A; edge reinforcement:—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(c)) R-user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions(stiffeners,...) Geometry[in.]&Loading[lb,in.lb] Z; V CF,1O 00 90 Y ,- p 0 J \9 - A O V Input data and results must be checked for agreement with the existing conditions and for plausibility PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan HIM is a registered Trademark of Hilti AG,Schaan i i www.hilti.us Profs Anchor 2.7.8 Company: Pillar Consulting Group,Inc. Page: 2 Specifier: Joe McCormick,PE,SE Project: SW HD Bolts Address: Sub-Project I Pos.No.: 2018035 Phone I Fax: 541-752-9202 1 Date: 10/3/2018 E-Mail: joe@pillar-inc.com 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 8,997 0 0 0 max.concrete compressive strain: -N1 max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0 000/0.000): 0[lb] resulting compression force in(x/y)=(0.000/0.000): 0[lb] Anchor torces based on a rigid base plate assumption! 3 Tension load Load Na,[lb] Capacity}Na jib] Utilization pN=N1J#Nn Status Steel Strength* 8,997 20,097 45 OK Pullout Strength" 8,997 19,958 46 OK Concrete Breakout Strength** 8,997 11,712 77 OK Concrete Side-Face Blowout,direction N/A N/A N/A N/A *anchor having the highest loading "anchor group(anchors intension) 3.1 Steel Strength Nsa =Ase,N futa ACI 318-14 Eq.(17.4.1.2) � Nsa z N s ACI 318-14 Table 17.3.1.1 Variables Ase N[In 2] ft.[psi] 0.46 58,000 Calculations Nsa[lb] 26,796 Results Nsa[lb] steal Nsa[lb] Nu.(Ib] 26,796 0.750 20,097 8,997 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor(c)2003-20D9 Hiltl AG,FL-9494 Screen Hilti is a registered Trademark of Hilti AG,Schaan I in www.hilti.us I Profis Anchor 2.7.8 Company: Pillar Consulting Group,Inc. Page: 3 Specifier: Joe McCormick,PE,SE Project: SW HD Bolts Address: Sub-Project I Pos.No.: 2018035 Phone I Fax: 541-752-9202 1 Date: 10/3/2018 E-Mail: joe@pillar-inc.com 3.2 Pullout Strength NpN =W c,p Np ACI 318-14 Eq.(17.4.3.1) NP =8 k'fc ACI 318-14 Eq.(17.4.3.4) � NpN Z Nua ACI 318-14 Table 17.3.1.1 Variables W c.P Abrc[in.2] x a fc[psi] 1.000 1.19 1.000 4,000 Calculations Np[lb] 38,016 Results Npn[lb] concrete seismic nonducfle Nan[lb] Nu.[lb] 38,016 0.700 0.750 1.000 19,958 8,997 3.3 Concrete Breakout Strength Ncb _ AANC—�ANCUce�W etl,N w c,N w cp,N Nb ACI 318 14 Eq.(17.4.2.1 a) Ncb Z NuuaaN ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANco =9 her ACI 318-14 Eq.(17.4.2.1c) 1 V/ec,N = l 1 +2 eN 5 1.0 ACI 318-14 Eq.(17.4.2.4) ` 3 hef W ed.N =0.7+0.3 (Ca min):5 1.0 ACI 318-14 Eq.(17.4.2.5b) 1.5haf cp,N =MAX2a=min 1 Cac Car w )5 1.0 ACI 318-14 Eq.(17.4.2.7b) � Car Nb =kc 21 a 1'rc hers ACI 318-14 Eq.(17.4.2.2a) Variables her[in.] ec,,N[in.] ec2 N[in.] ca,min[in.] kV c,N 6.000 0.000 0.000 9.000 1.000 ca.[In.] kc X a fc[psi] 24 1.000 4,000 Calculations ANc[in.21 ANtO[In2] 4r ec1 N III ec2 N W ed N W cP N No[lb] 324.00 324.00 1.000 1.000 1.000 1.000 22,308 Results A A w Ncb[lb] y concrete W seismic W nonductlle NO[lb] Nu.[lb] 22,308 0.700 0.750 1.000 11,712 8,997 Input data and results must be checked for agreement with the existing conditions and for plausibility PROFIS Anchor(c)2003-2009 Hill!AG,FL-9494 Schean HIM is a registered Trademark of Hild AG,Schaan www.hilti.us Profis Anchor 2.7.8 Company: Pillar Consulting Group,Inc. Page: 4 Specifier: Joe McCormick,PE,SE Project: SW HD Bolts Address: Sub-Project I Pos.No.: 2018035 Phone I Fax: 541-752-9202 1 Date: 10/3/2018 E-Mail: joe@pillar-inc.com 4 Shear load Load Vua[lb] Capacity 4 Vn[lb] Utilization pv=V18/#Vn Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* NIA N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROMS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2 3.4.3(d) The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)/Section 17.2.3.5.3 (b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by coo Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hill]AG,Schaan i www.hilti.us Profis Anchor 2.7.8 Company: Pillar Consulting Group,Inc. Page: 5 Specifier: Joe McCormick,PE,SE Project: SW HD Bolts Address: Sub-Project I Pos.No.: 2018035 Phone I Fax: 541-752-9202 1 Date: 10/3/2018 E-Mail: joe@pillar-inc.com 6 Installation data Anchor plate,steel:- Anchor type and diameter:Heavy Hex Head ASTM F 1554 GR.36 7/8 Profile:- Installation torque:- Hole diameter in the fixture:- Hole diameter in the base material:-in. Plate thickness(input):- Hole depth in the base material:8.000 in. Recommended plate thickness:- Minimum thickness of the base material:9.052 in. 11-user is responsible to ensure a rigid base plate for the entered thickness with appropriate Solutions(stiffeners,...) Coordinates Anchor in. Anchor x y c-x c.x c_„ C+y 1 0.000 0.000 9.000 9.000 9.000 - 7 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 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 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 Hilti 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! PROMS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt!Is a registered Trademark of Hild AG,Schaan i �� i www.hilti.us Profis Anchor 2.7.8 Company: Pillar Consulting Group,Inc. Page: 1 Specifier: Joe McCormick,PE,SE Project: SW HD Bolts Address: Sub-Project I Pos.No.: 2018035 Phone I Fax: 541-752-9202 1 Date: 10/3/2018 E-Mail: joe@pillar-inc.com Specifier's comments:Worst case uplftt condition for Seismic Overstrength Load Combos 1 Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR.36 718 Effective embedment depth: hef=8.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-14/CIP Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,f,;'=4,000 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition A; edge reinforcement:>=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(c)) R-user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions(stiffeners,...) Geometry[in.]8r Loading jib,in.lb] Z JT J a 'I CF1O 1 �♦ O *woo Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schean Hilt!is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.7.8 Company: Pillar Consulting Group,Inc. Page: 2 Specifier: Joe McCormick,PE,SE Project: SW HD Bolts Address: Sub-Project I Pos.No.: 2018035 Phone I Fax: 541-752-9202 1 Date: 10/3/2018 E-Mail: joe@pillar-inc.com 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 11,091 0 0 0 max concrete compressive strain: -[eke] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[lb] resulting compression force in(x/y)=(0.000/0.000): 0[lb] Anchor forces based on a rigid ease plate assumption! 3 Tension load Load Nua[lb] Capacity;Na[lb] Utilization f=Naal;N„ Status Steel Strength* 11,091 20,097 56 OK Pullout Strength* 11,091 19,958 56 OK Concrete Breakout Strength** 11,091 12,509 89 OK Concrete Side-Face Blowout,direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =Ase,N full ACI 318-14 Eq.(17A.1.2) 0 Nsa z Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N[in-2] fut.[psi] 0.46 58,000 Calculations Ns.[lb] 26,796 Results Nsa[lb] 0 steel Nsa[lb] Nu.[lb] _ 26,796 0.750 20,097 11,091 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hill!Is a registered Trademark of Hilti AG,Schaan i �� �� www.hilti.us Profis Anchor 2.7.8 Company: Pillar Consulting Group,Inc. Page: 3 Specifier: Joe McCormick,PE,SE Project: SW HD Bolts Address: Sub-Project I Pos.No. 2018035 Phone I Fax: 541-752-9202 Date: 10/3/2018 E-Mail: joe@pillar-inc.com 3.2 Pullout Strength NPN —W c,p Np ACI 318-14 Eq.(17.4.3.1) Np =8 Abrg fc ACI 318-14 Eq.(17.4.3.4) 0 NPN z Nua ACI 318-14 Table 17.3.1.1 Variables W e p Ab,[in.2] a fc[psi] 1.000 1.19 1.000 4,000 Calculations Np[lb] 38,016 Results Non[lb] 0 concrete 0 seismic Itl nonductiie Non[lb] Nua[lb] 38,016 0.700 0.750 1.000 19,958 11,091 3.3 Concrete Breakout Strength Ncb = \ANcoANC)W ed,N W c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1 a) NO z Nca ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N — 1 +2 eN 5 1.0 ACI 318-14 Eq.(17.4.2.4) 3 hefef W ad,N =0.7+0.3 \ca min/51.0 ACI 318-14 Eq.(17.4.2.5b) 1.5het W cp,N =MAX(c—min 1.5h 51.0 ACI 318-14 Eq.(17.4.2.7b) ��cac cac ) Nb =kc k a Y c hef5 ACI 318-14 Eq.(17.4.2.2a) Variables hef[in.] ec,.N[in.] ec2,N[in.] ca,min[in.) W c,N 8.000 0.000 0.000 9.000 1.000 c_ac[in.] kc k a fc[psi] - 24 1.000 4,000 Calculations ANc[in.2] ANco[in•2] W ec1 N W act N W ed.N W cp.N Nb[lb] 432.00 576.00 1.000 1.000 0.925 1.000 34,346 Results A NO(lb] w w concrete 0 seismic W wridudlie Nb[lb] Nu.[lb] 23,828 0.700 0.750 1.000 12,509 11,091 Input data and results must be chocked for agreement with the existing conditions and for plausiblillyl PROMS Anchor(c)2003.2009 Hllh AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan f 1 www.hilti.us Profis Anchor 2.7.8 Company: Pillar Consulting Group,Inc. Page: 4 Specifier: Joe McCormick,PE,SE Project: SW HD Bolts Address: Sub-Project I Pos.No. 2018035 Phone I Fax: 541-752-9202 Date: 10/3/2018 E-Mail: joe@pillar-inc.com 4 Shear load Load Vu.[lb] Capacity 4 Vn[lb] Utilization 0V=V a/4 Vn Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction"' N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 5 Warnings • The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The(D factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3(d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)/Section 17.2.3.5.3 (b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by wo. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor(c)2003-2009 Hilli AG,FL-9494 Schaan Hilti is a registered Trademark of Hilli AG,Sehean I www.hilti.us Profis Anchor 2.7.8 Company: Pillar Consulting Group,Inc. Page: 5 Specifier: Joe McCormick,PE,SE Project: SW HD Bolts Address: Sub-Project I Pos.No.: 2018035 Phone I Fax: 541-752-9202 1 Date: 10/3/2018 E-Mail: joe@pillar-inc.com 6 Installation data Anchor plate,steel:- Anchor type and diameter:Heavy Hex Head ASTM F 1554 GR.36 7/8 Profile:- Installation torque:- Hole diameter in the fixture:- Hole diameter in the base material:-in. Plate thickness(input):- Hole depth in the base material:8.000 in. Recommended plate thickness:- Minimum thickness of the base material:9.052 in. 11-user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions(stiffeners,...) Coordinates Anchor in. Anchor x y c-x c.x c-y c.y 1 0.000 0.000 9.000 9.000 - - 7 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 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 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. 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 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schean i SECTION 5 Fall Protection Anchors � ° PILLAR IIII CONSULTING GROUP, INC. Professional Engineering and Project Management 6�-Oor- A-'fc un S rt sC�sK, SUBJECT: PROJECTM 1 9 s?f n DATE: (u —I Jl2o r6 (�-c�o F, BY: -T— SHEET: I OF www.piIIar-inc.com (541) 752-9202 i GUARDIAN j Product Name: CB Anchor Series Part#:00645;00656;00657;00680;00690;10645;10656;10681;10683; 00651;00652; 00653; 10651; 10652;00600;00610 Instruction Manual Do not throw away these instructions! Read and understand these instructions before using equipment! Introduction _ — — — — — — — — — — — — — — — — — — — — — — — — — — — — -- 1 Applicable Safety Standards _ — — — — — — — — —— — — — — — — — — — — — — — _ 1 Worker Classifications _—— — — — — — — — — — — — — — — — — — — — — — — — —_ 1 Product Specific Applications_________ _ _ _ _ _ _ _ _ _ _ _ _ . 1-2 Limitations - _ — — — — _ — 2.3 - - — — — — — — — — — — — — — —— — — — — — — Components and Specifications _ _ _ ____________ _ _ _ _ _ _ _ __ 3 Installation and Use _— — — — — — — — — — —— — — — — — — — — — — — — — -- 4-5 Maintenance,Cleaning,and Storage _ — — — — — — — — — — — — — — — — — — — - 5 Inspection - — — — — — — — — — — — — — — — — — — — — —— — — — — — — — -- 6 Inspection Log - — — — — — — — — — — — — — — — — — — — — — — — — — — — -- 6 Safety Information- — — — — — — — — — — ———— — —— — —— — — — — — — — - 6_7 Labels - — — — — — — — — — — — —— — — — — — — — — — — — — — — —— — — — - 7 i GUARDIAN Two or more snap hooks or _ Connector carabiners directly to connecled to /� webbing. each other.No. \ NO. Two connectors t Application to same that places D-ring,NO. t� load an gale. N0. Incompatible or irregular j Connector application, < directly to which may \ __ horizontal increase risk lifeline.No. of(ollout.NO. Correct Anchorage Positioning: This chart details allowable working tones required to reduce risk of swing lalls and improper side loading. ALWAYS adhere to information specified by than. Anchor DltUna Working olt(ame Working Angle tl:Total Working Angle Train Along Roo)edge from x:Total rinngaisia n tending idea(y) (Nlher Directlotl)(t) perpendicular(0) x:wo Leading Edge Y:Uclance Flom iG 11.1. 45' 6' 8 ' leading Edge \ 15' 11'-7" 38' Y A• 20' TV-3' 33'- 0•�'1 25' 14'-6" 30' I 30' Ile 26' f.,A 35' 17'-2" 26" a*= I 45' 19'-4' 23' ♦ X I s0 - 55' 21'-4" 21` 6W 22'-3" 21° rot example,it the anchorage Connector is Chain the leading edge(Y),the working distance(x)is 8'in each direction from the perpendicular,which translates to a 53°working angle- Components and Specifications Materials:galvanized steel or powder-coated steel. Connecron Point Standard swivel iop poll Rase odmdpt;m 000645 k00651 12" 16"x 16" CB-12 Ian Hoof,steel,anti mnacte wood/metal fastener _ Anchor Past 000656 ►bD652 18' 12"x it t8]B la c0lictel6 Installation holes $00690 400653 24" 12"x 12" (11441or slecl and concrete (x40/x60) 41111111157 18' 16"x16' 0e•18 for wood and steel Concrete \ 910645 810651 11- (0-11 Weld-On Port fastener 1 \\+' i0656 a106S2 tlr tR-18 Wekl•On trot installation Base Plate 010631 16"x 16' Backer Plate for(B92 holes(x8) 14A P10693 12'x 12" Wet Plate la ca-us m 9006B0 /whel lop agskm for ca•17/(8.111 1y�y � _ 000610 2K"Jiamclel (B-1-LY Weld-Un An[Itaf -- i GUARDIAN Installation and Use All installation of CB Anchors MUST be performed by a Competent or AWARNINC Qualified Person,or by a Guardian Fall Protection certified installer. Refer to Guardian's Absorbinator instructions for information regarding the use of CB Anchors in combination with horizontal lifelines. Prior to use,plan your system: 1.Ensure all PFAS equipment is selected and deemed compatible with CB Anchor by a Competent Person. 2.Eliminate or minimize all risk of swing fall. 3.Ensure structure to which CO Anchor Is to be attached,and on which work is to be performed,is free of all hazards,including,but not limited to,debris,rot,rust,sharp or abrasive edges and surfaces,and hazardous materials.Ensure substrate meets or exceeds all applicable requirements specified by this instruction manual. For all CB Anchors,all applicable fastener holes MUST be used. Substrate on which CB Anchor is to be installed must withstand MINIMUM load of 5,000 lbs. Installation,wood substrate: MINIMUM substrate requirement:3/4"COX. If minimum deck requirements are not met,it is permissible to reinforce decking through the use of an overlay of additional plywood sheeting. All listeners fully embedded in substrate 3/4"COX CB-1-B Fasteners:DO NOT INSTALL CB-1-8 ON WOOD SUBSTRATE CB-12 Fasteners:(40)#14-10 2"screws for wood decking. CB-18 Fasteners:(60)#14-10 2"screws for wood decking. CB-24 Fasteners:00 NOT INSTALL CB-24 ON WOOD SUBSTRATE. 1)Place CB Anchor at selected installation location;2)Install all listeners until snug,and ensure CO Anchor is fully secured to substrate;3)All fasteners MUST be fully embedded in wood decking. Installation,metal substrate: MINIMUM substrate requirement:20 gauge. •CB-1-ft Fasteners:Install onto structural steel beam only.(4)1/2"structural bolt assemblies:(4)A325,A407, or grade 8 bolts,(8)Hex lock Nuts,and(8)F436 flat washers. CB-12 Fasteners:(40)#14-10 2"screws for metal decking. CB-18 Fasteners:(60)#14.10 2"screws for metal decking. CB-24 Fasteners:00 NOT install CB-24 on metal decking.Installation onto structural metal beams is permitted. See backer plate install on pg.5. 1)Place C8 Anchor at selected installation location.If attaching to structural beam,MINIMUM flange width is 6";2)Install all fasteners until snug,and ensure CB Anchor is fully secured to substrate;3)All fasteners Must penetrate metal decking by at least 1/4'. GPARDIAN CO Anchor Weld-on Posts and CB-1-W Anchor must be installed by a certified welder according to all applicable welding regulations.Guardian recommends using a 5/16"fillet weld for Weld-On Posts,and 1/4"fillet weld for CB-1-W. All fasteners penetrate Welding must 20 gauge substrate by at least 1/4" be done by certified welder. Installation,concrete substrate: / MINIMUM substrate requirement:6"thick,and 2,000 p.s.i. Installation must be done a MINIMUM 8"from all edges.Hilt!HIT-HY 200 epoxy or equivalent is required for installation of HIM Has-E Rods. CB-1-8 Fasteners:(4)1/2"Hilti Has-E Rods,with minimum 3-1/2"embedment. CB-12 Fasteners:(8)1/2"Hilti Has-E Rods,with minimum 3-1/2"embedment. CB-18 and CB-24 Fasteners:(8)1/2"HIM Has-E Rods,with minimum 3--1/2"embedment. 1)Place CB Anchor at selected installation location;2)Install all fasteners until snug, All fasteners embedded into substrate. and ensure CB Anchor Is fully secured to Minimum 6"thick. substrate minimum 3-1/2". Installation,CB Anchor Backer Plates: Fasteners MUST be(12)1/2"lock Washers,(12)1/2"Hex Nuts, (2)1/2"Lock Washers and(minimum 6)1/2",A307 Threaded Rods,cut in the field to o and(2)1/2"Hex Nuts the proper length. per Threaded Rod. 1)Place CB Anchor at compatible installation location; 2)secure Backer Plate to CB Anchor with all required fasteners;3)Tighten all fasteners until snug,and ensure CB Anchor Is secured to substrate;4)Deform threads on all fasteners to prevent tampering. Maintenance, Cleaning, and Storage If CB Anchor fails inspection in any way,immediately remove it from service,and contact Guardian to inquire about its return or repair. Cleaning after use is important lot maintaining the safety and longevity of CB Anchor.Remove all(lift, corrosives,and contaminants from CO Anchor before and after each use.If CB Anchor cannot be cleaned with plain water,use mild soap and water,[hen rinse and wipe dry.NEVER clean CB Anchor with corrosive substances. When not in use,store equipment where it will not be affected by heat,light,excessive moisture,chemicals, or other degrading elements. David Garcia From: David Garcia Sent: December-17-18 5:16 PM To: 'kolander@arlingtonwa.gov' Subject: Western Forest Products - Arlington Operations Permit#2224 Attachments: IMG_1749jpeg; IMG_1749jpeg; IMG_1750jpeg;IMG_1751jpeg; IMG_1752jpeg Good afternoon Kevin: Attached are the required/requested pictures for the computer room build. You specifically asked for pictures of the hold downs with bolting in place and strapping on the underside of the floor joists. There will be a total of 3 emails to send all the pictures. If you have any questions, please do not hesitate to contact me. Thanks, David Garcia Operations Manager, Arlington Tel 604-648-4638 DGarcia@westernforest.com westernfo rest.com 0000 L Sk P Western Forest Products DEFINING A HIGHER STANDARD' NOTICE OF CONFIDENTIAL TRANSMISSION. This message and any accompanying attachments are intended only for the intended recipient named above and may contain information that is privileged and confidential and protected by copyright. Any dissemination, distribution, copying or action taken in reliance on this email or any accompanying attachments by anyone other than the intended recipient is prohibited. If you are not the intended recipient, please notify us of the error in communication by return e-mail and destroy all copies of this communication and any accompanying attachments without using or disclosing them. Thank you. I Received DEC I 20�� i lk Oak _ r � i f , y ' I � L 1 ? 0 � a i � r Ilk ,,t t 'o JAI a ' . 1 1 1 ( � 1� r I � _ 1 ' 1 �• I I�W I• i y I.L• � L '~�'t� tr I _s � � GCS a ♦'•.� '` II1i N r 1I 1 -1 f , J 1. I� r• f r , J: I i- gin' _ 1 ti> A�w ,I :77- } 1 I � ■ • 1111 `cam I! I >rV� I PIP J L Ja 4 •� 1 1' i i " i` I I 1 L' -- _ , i � 4 ,1 a — 1 00 •� rj6 ••iti y:41 l' • _I. If ilf r � _ 11 � .. � • �, ,`��� � ��' 'fit ' n A - i I t. C - � ti i 1 i k lik L l ., AF IL .4 r f UVMS- f ! S. i. -� r_ �r l� 1 . t - J � r"�• � Ic r� of ,y J- 1 t 1 1 N r: Vw, 1 1 �t i ' / •' `�- i Mr J I I r i ;i Z�O � i r u' en . . VICINITY MAP OCCUPANCY s EGRESS DATA F ARLINGTON PILLAR x11r.1stNF LU TRAVEL DISTAN BUILDING DEPARTMENT OCCUPANT LOAD DATA EXIT DATA ALLOWABLES CONSULTING i I MAX ROOM OCCUP OCC.LOAD OCCUPANT REO'D EXITS TRAVEL MAX MON APPROVED GROUP, INC. ROOM# NAME AREA FACTOR LOAD EXITS PROVIDED DIST. PA O_MMENTS -101 VESTIBULE _ 49SF F1 8F 0 1 1 250 -I) 102 SUPERVISOR'S OFFICE 1D8 SF 1008E 1 1 1 2W 107 - BLDG ! ( � 163 COMPUTER ROOM 127 SF F/ 1 SF 1 1 1 250 low _ 104 AREA#1 159815E F7 'IOOSF 180 2 2 250 100, I EGA 105 (Et 2 94166E Fi 1005F 99 2 2 250 IRS __.�1�j 106 AREA "GOOF F7 1�RF 48 1 2 250. 100, --UNLCt7J�1rr RV YG1J_ Tj�E 1113 21868E F1 1008E 22 T 2 250 100' DFNGJNSPECMFt-- 835 NW 23rd ST. Bf-DGC 108 AREA4 1B39 SF F1 100 SF IS 1 2 250 100' q' SLID 100 PROJECT LOCATION Grand total:5 34613 SF 344 A10I STOPAGe WESTERN FOR CT PRODUCTS MILL CORVALLIS.OR 97330 BLDG1) 19408 68TH DRIVE NE - TRAVEL PATH SCHEDULE CONTROLLING TRAVEL __ _ 541-752-9202 sQxS7oF ARLINGTON,WA98233 WWW.PILLAR-IPATH NC.COM PI A� PATH OCCUPANT COMMON TRAVEL PATH SEG LOCATION OCC. COMMON TRAVEL EGRESS`C C ' MI D MIN "wr.4 ID # LOAD PATH DISTANCE T FA AIR WEST Eli Izu ID LOAD PATH DISTANCE OTHER IRS1 am "nlus oxa nnmoaaw,w EXIT - m ' I A 254 J 35 199 A / COMPUTER ROOM 2 14.711 /1011 018M 0.20 in "i11 S•6• ^0.4 Y1 3'-0• _ �, Descrlptlon Dale #1 ST INC 3z 02 < B 259 35 1B4 p 2 R_UPEIlVI80R80FFICE 3 /1,8 it 11SR 415in 0201n 45in 7•R a81n 3-01 (VERIFY) m C 61 35 197 A 3 VEBTIBUIP 9 6,7R 47R G161n 0.201n 0.6D1 T•8' 08in 8'-0' KNA/s& J D 81 35 154 A q AREA 3 0.0ft $OR 0.151n Q20 in 45in 7-C 081n 3'- CRAWLSPACE 11/30/1B A 5 AREA4 /2 0.09 9,SR 0.15 fe D20 in 1.B In 'L-6' 241n T-0 ACCESS A 8 AREA 23 0.0R 1L5R 415 in 0201n 35m 7-8` 481n 3'-0" row A 7 AREA2 71 ROR 7&9e 0:16M �020tn 1o.7 in 2'- 142in 3'-e' 1,., PI NF A. 6 EXIT#1 2S4 Q0R 71R 415in 020in 39.1m 3'-21I6" 50Bin 4'-23/4" v� = woot a 3524 149.2R 2 L.- c PROJECT - ff TEST �® I L+J3WECT OWNER: BUILDING INFORMATION: EY c WESTERN FOREST PRODUCTS PROPERTY BOUNDARY 800-1005 W GEORGIA ST CONSTRUCTION TYPE:NIA(FACILITY) OCCUPANCY:F7 ISED ESTABLISHED BY OTHERS VANCOUVER,BC V6E3P3 CANADA 1 CONTACT INFORMATION: SPINKLERED:YES (CITY GIS INFO SHOWN PROJECT AREA: 1 _ CHES PIERCY TOTAL 1ST FLOOR AREA:157,486 SF(est) FOR REFERENCE-THIS IS Z 1 TOTAL MEZZANINE FLOOR AREA:Not Determined Received 1 PHONE:541-917-8331 NOTA BOUNDARY m NEW COMPUTER BONI py TOTAL FLOOR AREA:157,4865E(est) SURVEY) Q ROOM NF `�� MAIN SITE ACCES $ 4 PROJECT LQCATIDN: NUMBER OF STORIES:1 li TAX MAP NUM5114 SW 3 QUARTER RRD300200 BUILDING HEIGHT:Not Determined ALLOWABLE AREA:Not Determined FROM PULIC R.O.W. EU� �5- •• 1� , ?AIR t, TO PROJECT DRIVE AL ADDRESS: ALLOWABLE HEIGHT:2 FIRE-RESISTANCE STRUCTURAL TANG AL FRAME: Ill_( h 5 /�(}E 1940668TH DRIVE ALLOWABLE HEIGHT:SS+2p'=75' PRIMARY STRUCTURAL FRAME:0-HR l+ 1 ARLINGTON,WA98233 (w/Automatic BEARING WALLS: VICINITY MAP Sprinkler) EXTERIOR:2-HR ^ CODES&STANDARDS: INTERIOR:O-HR a J 20151BC WI WAC 5150 AMMEND NON-BEARING WALLS: 2015 WA ST ENGERY CODE W/ EXTERIOR:0-HR 3 ITE PLAN SCALE:1"=NTS WAG 51-11 AMMEND INTERIOR:0-HR At i"at 2W4r I FLOORS&SECONDARIES:0-HR ROOFS&SECONDARES:0-HR U � USE E AREA,ALTERED. N AREA'TOTAL AREA V6£+ Te.503 Al R�ALLOW Ae NOTES F•H EGRESS/FLSSUM GENEWING SET APPLIES TO RAL NOTES THE ARLINGTON COMPUTER ROOM STRUCTURE • _ - CROUP S21- o E 62,DOOSF: Not Delerm 1,2J3,4 Arranged bysection applicable: s�` tY O 1 8, I`1EASF 3485 1 157.4 _ PROJECT ONLY. - ,B�Q �.. _ H2 Section 306: Group F-1 occupancy:Manufactunng of wood products ATTENTION:WASHINGTON LAW REQUIRES YOU TO FOLLOW RULES ADOPTED BY THE _ _ JII - �R• aI I-UF�-� Section 506: Building area-unchanged WASHINGTON UTILITIES&TRANSPORTATION COMMISSION.THOSE RULES ARE SET L9 .•1..•�� { OTs •I ) F� FORTH IN RCW 19.122 010 THROUGH 19.122 901.YOU MAY OBTAIN COPIES OF THE Section 602: Construction Type RULES BY CALLING THE UTILITY NOTIFICATION CENTER(NOTE:THE TELEPHONE F��/•1 Existing B4Ai01n0.IIB,pre-engineered steel building NUMBER FOR THE UTILITY NOTIFICATION CENTER IS(503)232-1987) 1 LUSt11q,AliENE06 NEWAREA6ARE OnOUIN ROORiODiPRINTMmWtO COMPLE%GROb6 FLOOR AREAS rrl O New Computes Room:IS,CFS light-framing with GFR concrete floor and roof - _ 2 ALTERED ARFJIn INCLUDE Ail-11AISSDI;IAtED TIE NEW Cd1IUTER ROOM 5H01YN,TM6PlAN SET W sheelNrlg panels and sheetmetal shearwalls CALL FOR UNDERGROUND LOCATES(811)OR(1500-424-5555)A MINIMUM OF 4B HOURS ...II i••1 3 ADETAEEO AREA AND CODE STUDY FOR THE ENTIRE INgUSTRML COMPLEX AND OVERALL BUILDING IN WHICH THE COMPUTER -flee resllisnce rating of elements,0-hours Ta.601 PRIOR TO UNDERGROUND CONSTRUCTION REQUIRED) EGRESS ^•_ NOW 15 PROPOSED PAS NOT BEEN CONDUCTED 6Y OUR OFFICE FOR THIS IANOR ALTERATION PROJECT THEREFORE.THEENTIRE ng o building ( ) NtEA,t �) OUILUN0I SEEN ASSUMED TOI E COMPOSED OF A SINGLE it OCCUPANCY USE GROUP W h+l -Combustible material in Type II conatuction per section 603.1 ._...1 4 THE BUILDING AREA At INDICATED 16 BASEOON FOOTNOTE 61 FOR 13TORY FILLY SPIbWIERED UL LOING TIE MAIN BUXDNO ^ Table 602:Extedor wall fire rating;none required THE CONTRACTOR SHALL MAINTAIN ONE COMPLETE SET OF APPROVED DRAWINGS 76,991 SP ALLOWABLE AREA INS NOT BE£NCALCULATED FOR T109 Ma4DRALTEItA110NPRO/ECT.NO NEWBURDINGAAEA IS BEING ADDED r, Y•I•Y r ON-SITE AT ALL TIMES WHEREON A RECORD OF APPROVED DEVIATIONS IN :•'�"t� TO ME OVERLIE NADINrO AND THE OOCWANCV,t1SE OF THE ALTERED AREA REAWNB WGUNGED FROM Ex161ufG r1 Section 803.11 Interior wall and ceiling finish requirements per Table 80311 for Group F sprinklered building CONSTRUCTION FROM THE APPROVED DRAWINGS,AS WELL AS LOCATIONS AND _ J" OCCUPNICYAISE GROUP OF THE OVERALL BUILD- ON-SITE �] Interior exit stairways,ramps and exit passageways:Class C DEPTHS SHALL BE RECORDED, ^• WW Corridor;and exH enclosures for stairways and ramps:Class C '•"' N+•y O AA/ Rooms and enclosed spaces:Class C ALL WORK SHALL BE IN ACCORDANCE WITH THE 2015 INTERNATIONAL BUILDING U Il�i4t CODES(IBC)INCLUDING THE 2015 INTERNATIONAL EXISTING BUILDING CODE AND 2009 .• 1 f- pw p �/1 O Section 803.13 Sel-out construction of computer room walls require Class A finish materials(Type X GINS OK) ICCIANSI A117.1 AND OTHER GOVERNING.,CODES,LAWS,RULES AND REGULATIONS. . _i„J DRAWINGS CI SUBMITTALS, Section 903: Sprinkler system required throughout entire existing building&new computer room b others THE WORK INCLUDED IN THIS PROJECT SHALL COMPLY WITH THE 1990 AMERICAN _ :"'I"'�` O w p ys eq ug 0g 9 Pct l Y ) 1 J '� RFAI IFRTPD DEF€RRED SUBMITTMS WITH DISABILITIES ACT(ADA)AND 20151BC,CHAPTER 11 �J Section 1004: Occupant load See room schedule-Occupant load factor=100 gross"Industrial Areas"for all portions of building analyzed per Table 1004.12 MECHANICAL,ELECTRICAL AND PLUMBING SYSTEMS SHAM BE DESIGN43UILD BY A)HELECTRICAL VAC DESIGN POWER&LIGHTING(BY OTHERS) OTHERS) OTHERS,COORDINATED BY THE GENERAL COMPACTOR AND OWNER.SUBMIT EXlT#{ r S 183� B) Section 1005: Means of egress sizing based on Group F-1 occupancy for fully-eprinklered building MECHANICAL AND ELECTRICAL PLANS TO ENGINEER-OF-RECORD FOR REVIEW - C)E13UPMENT ANCHORAGE W Calculated egress Sizing Utilizes Exception#1 of Sections 1005 3,1&1005 3 2 /`I j D)ENERGY CODE COMPLIANCE APPLICATK)N Existing building egress component sizes shall comply with requirements Indicated In the SITE LAYOUT,PLANNING AND CIVIL ENGINEERING DESIGN BY OTHERS.COORDINATE I` - B I - - ^fir E)FIRE SPRINKLER DESIGN&SHOP DRAWINGS O Egress Plan or shall be modified to comply as required(by others) THESE PLANS AND THE BUILDING DESIGN WITH SITE CIVIL REQUIREMENTS AND LAND- I USE CONDITIONS OF APPROVAL. 1=.TJi DRAWING LIST-COMPLETE SET Section 1006: Number of exits and exit axes doorways for Foccupancy,based on Table 1006 2 1 with r 1 T r� sprinkler system 1 - - I A - 1 :23 FA 4ARFA� EGf I V y✓C ❑ W Section 1008: Egress illumination shall be provided.See electrical(by others) D 2,188 SF 1 - UJ Q J\ I Z) ZZZ ❑ Section 1010: A9 egrllse dome from new computer room to be min.36'wlde.Existng building egress I -•� \N I _- - y ❑ M M A OOr1lpatum are by others and shall comply with IBC 2015 requirements and,at a minimum,the ESRE88 1 1 W > W ♦� n Nnf widths Indicated In the Egress Plan shown for this project AREA 2 ( - _ � ��2•1 N5S W W W IX D -panic harawam mind on all dWs Itclvlllg occupant load of 50 w more. I 9,417 SF (� 13 TA W 0. Q I 4J� M U$'�4,�'bZ 7/ -Provide Oxit panic hardware on ALL EXITS shown In Egress Plan(by others) _ to K � � L ❑ *1 � V� s 1 Section 1013: Exitsigns:Exit and exit access doors shall be marked by an approved exit sign readilyvlslbley from anydirectlon of egress Irsvel 1 EGRESS frjhl ISSUE STATUS �'e 1r"� i0'T -ROD a which require onlyone exit(see schedule are not required to have an exit PROJECT LOCATION ZZZ SHEET NAME T•TIpL • ) I � C AREA 4J 0. � d L l���' Sign NEW COMPUTER ROOM A 1,659 SF I Yu Ya Al 1 COVER SHEET N0 16NDR8 1175WI8 ISSUED KWW.O -All exterior doors shall be provided with a self-Illuminated,battery backed up exit sign I I D I - Yet A2. FI:OOR PLANS SECTIONS No 1d1RF19 ISSUED FOR PERM? ♦��yPoA�I.Y Section 1016 2 Exit thru Intervening spaces Is not prohibited In Group F when adjoining space Is same or lesser I 13 Iffillr Yes AS EXTERIOR ELEVATIONS No 10F19N9 ISSUED FOR PERMIT •• hazard per Exception#2 of Section 1016.22 } O YN A4 SoMOLLESi LEGENDS No 19M9R9 188VE0 FOR PER6UT O(DwE6: 11.ga•7az0� Yea Yea 1 DETAILS No 19N&19 t1130/1e ISSUED REVISED Sedlon 1017; Exlt travel tllelenca Is<250 Feet for F-1 spinklered building The new computer room compiles ' C - J Yp 81 Still UR7iL NDTEs No IWi9{1S. 18tTIJEO FOR PERMIT Chapter 11: New construction required to Comply w/Chapter 11. I- _ Yes *. , iOLR7DATXM"P 8 SCIIEDILEB NO 1WIN19 i85llE0FOR PERMIT Project number 2018D35 X - _ Chapter 12: Inlekor envlronmanl requirements of IBC 2015 are D I EXIT#2 ) YoFRAI M1DPl/VN NO 10I ISSUED PERMR Dale 10/18/19 eq IsQ1Al'e4 Volllallon,temperature control C EGRESS AREA 5 t>S Yes FRAMING ELEVATIONS W 1011 9 11A0F18 188UW REVlBED and sghtrig shall be provided In accordance with 01!fegRlYoMonts for the new computer room EXIT#3 L 4A08 SF YES FRAMINGELEVATIONR No 10/1e/19 nwis IMSUEOREVU3EDDravm byJNC (by others) .-...9 es.I.,..e,.1 YrFRAMING SECTIONS No ]FIG ISSUED FOR F£RMR Checked by JWM a Chapter 15: Metal building ClassA Yoe FRIIMN1Ci 8£CTiON6d OETMB No 7gR81T9 71AWf,18 ISSUED REVWE0YMDETAR9 Ne td19 - MSUEOFOR PERMIT Revision 1 �' Chapter 24: Section 2406 4 requires safety glazing In hazardous locations.Hazardous locations and safety GrendlolslY3 A 1 glazing requirements for this project include: - t - - A 1 m -Lima In doors:doors 101A and 101C-Class A Glazing adjacent to doors:windows W1,W2,W7 2 E SSPLAN FROM COMPUTER ROOM scale As indicated e Chapter 25: Gypsum Board and Panel Products shall comply with Ta 2SD62 and construction with 2508 A/ 1"-W-W PILLAR AS -I CONSULTING - - ACCESSIBLE DOOR GROUP, INC. THRESHOLD.INSTALL HEADER PER 12/57 PER MANUFACTURER'S O O INSTR. FLOOR PER PLAN I 2x4,FR � WALL FRAMING 24"MIN CLR WALL FRAMING 535 NW 23rd ST. PER 1/S4 PER 1/S4 RC-1 PRO RESILIENT CHANNEL @ 16"O.C.SECURE -USG STRUCTURAL PANEL W/ACRYLIC PAINT COATING CORVALLIS,OR 97330 GWB TO RC-1 W/DRYWALL SCREWS NOT TO EXCEED 541-752-9202 i 1"IN LENGTH DRYWALL SCREWS SHALL NOT COME // 5 ACCES$kBLE TF�RESHOW \ A - INTO CONTACTW/ROOF STUD FRAMING j AS I�nw �.-0,'.� WWW.PILLAR-INC.COM 1 -SECURE 2x4 TO METAL WALL -ACOUSTIC SEALANT AT WALL-TO-ROOF rLL U o! FRAMING W/#10xZ'LONG SHEATHING INTERFACE z SEE WALL SCHEDULE CRAWL SPACE LL BOST SCREWS@j 16"O-C- (ol vnuncoxeuurxrsxwr,nc OPENING MIN 7yp, SECURE HM FRAME TO JAMB b - SV2"UNFACED FIBERGLASS ACOUSTICAL BATT MIN No. Descrlptlon Dale INSULLATION,FILL CAVITY(R-19 MIN) SUBMIT 24"O C.&12"FROM T&B MAX PRODUCT DATA TO E O.R FOR APPROVAL -- W/HM VENDOR SUPPLIED CLIPS 1 CRAWL SPACE 11/30H8 / \ ACOUSTIC SEALANT 0 CEILING PANEL I 1 W/(2)#10 SCREWS EA SIDE ACCESS EDGEINTERFACE 9 TYP TYP / SECURE 2x4 TO CONCRETE RC-1 PRO RESILIENT CHANNEL Q 24"O C SECURE GWB 87 �'CAULK SEAM AROUND DOOR FLOOR W1777 Q 16,0.C.MIN 6 MIL VAPOR RETARDER - TO RC-1 W/DRYWALL SCREWS NOT TO EXCEED 1"IN BOTH WIAPSIDESD CAULK TYP. LENGTH DRYWALL SCREWS SHALL NOT COME INTO - ,+- 1/6"PANEL GAP IN CEILING GWB PANELS CONTACT W/WALL STUD FRAMING 1 FILL GAP W/ACOUSTIC SEALANT iI / Iy4 5-1/2'UNFACED FIBERGLASS SOUND ATTENUATION _I $ a I - ACOUSTIC SEALANT 0 WALL PANEL- I GATT INSULLATION(R-19 MIN) SUBMIT PRODUCT DATA TO-CEILING PANEL INTERFACE-J f TOE O.R.FOR APPROVAL Z 6 MIL VAPOR RETARDER DOOR PER SCHEDULE—• I HM DOOR FRAME PER SCHEDULE(16 Ga MIN 115/16' 1/2"BACKBENO, UnO) ACOUSTIC SEALENT IN PANEL GAPS TO BE ' RABBET,7YP TYP AS REOD INSTALLED PRIOR TO MUD,TAPE,&FINISH, SEE WALL SCHD TYP. 10 CRAWL SPACE ACCESS 4 NT OR HM HEAD/JAMB AS 1 1/2"=1'-0" (Ref 6ev I I v3011e) WALL BASE PER ROOM FINISH SCHEDULE r RC-1 Q BOTTOM OF PANEL MAY BE INSTALLED -1•-D" -1 UPSIDE DOWN _ — ACOUSTIC SEALANT @ WALL-TO-FLOOR INTERFACE, EXTERIOR GWB '4 INTERIOR GWB FULL PERIMETER SHEATHING SHEATHING PARTITION WALL _ - FLOOR ASSEMBLY PER 21 A2 FRAMING PER PLAN RC-1 RESILIENT CHANNEL _ - / PER DETAILS k. - 8 DETAILS LG FRAMING PER r � EXTERIOR GWB - 1/B"PANEL GAP W!ACOUSTIC SEALANT PLAN/SECTION �,/ '�-5-1l2'UNFACED FIBERGLASS ACOUSTICAL BATT BAIT INSULATION a _ INSULLATION(R-19 MIN). SUBMIT PRODUCT DATA TO a SECURE PARTITION WALL TRACK TO E OR FOR APPROVAL ATTACH FIN OF VINYL WINDOW TO URETHANE INSULATION STRUCTURAL WALL @ EACH RC-1 FRAMING PER MANF @ GAP AS REQ'D. O W/(2)SDST SCREWS NOT TO EXCEED ACOUSTIC SEALANT @ CRAWL SPACE CEILING-TO- CAULKJOINL MIN-1M"CLEAR-' 1"IN LENGTH.SCREWS SHALL NOT 1/8"PANEL GAP IN CEILING GWB PANELS. WALL TRACK INTERFACE OF VINYL FRAME OR PER SIDING O Y\ COME INTO CONTACT WITH FILL GAP W/ACOUSTIC SEALANT- MANF.RECOMMENDATIONS - OPENING FRAMING PER v STRUCTURAL WALL FRAMING ACOUSTIC SEALANT @ CRAWL SPACE CEILING-TO- 91 S7 OR ACOUSTIC SEALANT @ WALL PANEL INTERFACE WALL PANEL-TO-WALL DUAL PANE WINDOW WITH LAMINATED GLASS- - INTERFACE,TYP PER DETAIL 2/A2 GWB FILLER BETWEEN EXTERIOR WALL GLASS TO BE SAFETY GLASS WHERE SPECIFIED WINDOWS Ft1 FRAMING PER PLAN W SCHEDULE&DETAIL - CAULK JOINT AND DETAILS � f�l 9 PARTITION WALL-TO-STRUCTURAL WALL INTERFACE �3 _WI(Io�wrLLI�AMB/HEAD-DOUBLE WINDOW` AS! 3"—1'-U" A5 1 1/2"=1'-0" 5-112"UNFACED FIBERGLASS SOUND ATTENUATION -- _ O BATT INSULLATION(R-19 MIN) SUBMIT PRODUCT DATA LwZ]J TO E.0 R.FOR APPROVAL EXTERK)RGWB- INTERIOR GWB SHEATHING SHEATHING U ACOUSTIC SEALANT 0 PANEL BASE-TO-CONCRETE V�1 O O u u (E)CONCRETE FLOOR SLAB SLAB INTERFACE,TYP. - LG FRAMING PER PLAN/SECTION 00 m - GATT INSULATION r��F� ve `/ ATTACH FIN OF VINYL WINDOW TO URETHANE N FRAMING PER MANE INSULATION®GAP AS CAULK JOINT MIN 114"CLEAR _ REQ'D GWB CORNER PROTECTION, o TYP(3)SIDES OF VINYL FRAME OR PER SIDING ¢¢ MANE.RECOMMENDATIONS OPENING FRAMING PER �J #10x 3'LONG BOST SCREW®16'O.C. TO SECURE COVER TO ROUGH DUAL PANE WINDOW WITH SAFETY GLASS / OPENING FRAMING,TYP(4)SIDES PER DETAIL 2/A2 BLDG WRAP EXTENED 7 TYPICAL EXTERIOR WALL SECTfON- INTO WINDOW OPENING #10 x 3'LONG SDST SCREW @ 16'O.C. CAULK JOINT C A5 �iJl"� -d" �>•�t TO SECURE GWB AND PLYWOOD TO 1.Ate COVER FRAME,TYP(4)SIDES dQ ATTACH(2)HANDLES � 2 WINDOW JAMBI�I,F�D^$INGLE WIND `p��� TO COVER BLK'G MATERIAL R)- PROVIDE CONT BLK'G WHERE 3w 7/S"FIR PLYWOOD,SIZE TO BE 1S GA(43 MIL NOTCH THICKER) REQ'D.NOTCH BLK'G FLANGES 1/4"SMALLER THAN ROUGH TRACK OR STUD NOTCH FLANGE &SECURE BUVG TO EA STUD OPENING IN ALL DIRECTIONS C f KDIETRICH OF BLK'G STUD 0 CONN TO DUAL PANE WINDOW WITH SAFETY GLASS 4 r CLARKOIETRICH BUILDING SYSTEMS FRAMING TYP.U,NO. WI(3)#10 SCREWS TYP PER DETAIL 21 A2 APPROVED ACOUSTICAL •�5/6"GWB TYPE X,SIZE TO BE BUILDING SYSTEMS RESILIENT CHANNEL SEALANT --\ 114"SMALLER THAN ROUGH TYPICAL WALL STUD,SIZE (SINGLE OR DOUBLE) PROVIDE DBL STUDS GAP PER SIDING MANF / OPENING IN ALL DIRECTIONS AND GAGE AS REQUIREDE INDICATED - 1"P-LAM SILL WHERE t K ATTACH FIN OF VINYL WINDOW TO --_ �MIiFA 11416,'IO>0 5-112'UNFACED FIBERGLASS — NOTCH BLK'G FLANGES FRAMING PER MANF URETHANE INSULATION i SOUND ATTENUATION BATT &SECURE W/(3)#10 / @ GAP AS REQ'D INSULLATION(R-19 MIN) b SCREWS(M EA STUD BATT INSULATION Project number 2018035 Jl STAPLED TO PLYWOOD TYP.®DBL STUDS 2A FR COVER FRAME SECURE BLK'G— LG FRAMING PER Dale 10/16/19 r TO STUDS WI(3)#10 I OP N/IN FRAMING N& Drawn by JNC OPENING FRAMING _ SCREWS TYP. PER 91S7 Checked by JWM E PROVIDE BLK'G WHERE REQ'D a FOR SUPPORT OF FIXTURES OR Revision 1 '� WALL W MOUNTED ACCESSORIES TYP EXTERIOR GWB SHEATHING - INTERIOR GWB SHEATHING • •,+ TH�13 DETAIL APPLIES ONLY TO THE(2)INTERIOR PARTITION A5 WALLS(WALLS ON GRIDS 2&3)IN THIS PROJECT, Q 11 CRAWL SPACE ACCESS SECTION 8 RESILIENT CHANNELAPPLICATION DETAIL �8 L.G.BACKING NDOW SIU-$1_N�sLF VNIQDOW Scale As indicated e A5 1 1/2"=V-0" 314"a 1'-0w As T�•s�t�' As 3"-l-w - (P3 I �W S TYP PILLAR I.-S BHE ALL B� I CONSULTING 60OT150-33 6 OT150-54 —_ GROUP, INC. TRACKFJ__—_ —__- - _ - - -- -... I __ — — -- - - - - _— J'—_—h►�•?�P�-� O O 1 _ 10 TMP 107f114�t( `f 600T150-43 tl00Ttl J OWT150.43 600T150-03 ' 600T150A3 SMISD.19 835NW, dST. y CONT.STRAP I Y #Y Y I Y Y Y CORVALLIS,OR 97330 ; u a 511-752-1211 G m d 3 3 y w vd n°l w o D•- d F d VJWW.PILLAR-INC.COM Y ITS w� IO�F S NUU T N�OU � UIc FtOm NUU 'C 1�WiUntl/4151101M.IC Noo U �� ode U —mU m U a76U U U � g ' I I No Description D. 600T150-03 C+u N U o 6DOT150-03 600T150-03 - 600T150-03 600T150-03 �G roD e- 400n" 1 CRAWLSPACE 11/30HB a 600T150-03 8M TYP ap" uL ACCESS BLKG,TYP 8L11 tD8 I I S, g0 1� S6 — —— —-— OODT1wJ3 —(1�— — — — — -- OFFICE 4'61 4F� 60OT15043 ILII am -L 10MAT I 1 I owls" - - - -- COMPRESSION IO SB.TYP 1 I h Y 1 1 N 10 �1m7 I y 719. 11 1 ' YY9hll LL i BwTtw.91 � PLANT FF STANDARD SILL PLATE ANCHORS QAS"OC.MAX STANDARDSILL PLATE ANCHORS tIT YJ.0.INCIgRIS�4MQC.MAX �/' ®1S'0C.MAX@SW 3 _PARTITION_FRAMING E-L�--_GR(O 2 2 WALL_FRAMING ELEV-GRID B U I Ll S4 112"=14 S4 Iff,-114r O C) U TYP I i 600T150.54 I W O 4'•tl'tlHEARWNJ3 >'� r_`t 600T150-33 RIM JET w TROMM -� — — -- WALL TOP PLAL wortw•33 1 to 'YP F+1 � � 000T1IIG50. I I _ SB - ` O rTl WTI BI TYPAtt JV/'1 AFF`++/yi BLKG 3PC3@bW _ BLKG I` OWT1504" —— — —_ — — 60OT150-43 600T150-43 I V� rTO Q'w!P 3 rRXl�p�j $y u I I IryQ.�O� QN,OjQ� �ON $II 'NYOI� aUO1 1 13 v 1 aQ0 �¢� mV _'mm(j 1 1 m U mU BLKG I I 600T150-43 600T150-03 ! BLKG OO�NTp T LK0 A KC TYPYP A SPCS@S i I ll 1 a R "� 1s 2 4 I z �� tl,ur(•0 — --------- — S° 300T19033 s7 s7 - —56------- OFFICEFFF —- 4'-6 /4' RIMJtlT eoMJW h � ny tl00T1'30+13 •1 COMPRESSION BLKG .'1jj'.(�,_ ♦, ' PER DTL 9 158 TYP � ``''��LLt q 17g) 1 tri 1 Project number 2018035 88 7 `� _g_e tlwTtw33 S7 87 /r 33fl Ss p Dale 10/18/19 r 0. -6 Dr—I b9 JWM L - A t• ._. Checked by JWM 1. (• + • !y •.I. I, ... � •.. .. - .•I Revision 1 IN STANDARD SILL PLATE ANCHORS @4W0 C.MAX •STANDARDSILLPIATEANCHORS STANDARD SILL PLATE ANCHORS 648"0C MAX l S4 �1B'OCMAX@SW �4�PARTITION FRAMING ELEV-GRID 3 ! T 1 WALL FRAMING ELEV_GRID A v scale 1/2"=1'-D" e 1/2"=V-0" 8�112'�=1'D" wr wv1 rTno'ra1 STUDS Floor Material Takeoff lgyy-0 Q PILLAR Member Material: Material: SH � CONSULTING ING 5'-e"SHEAR WALL I Type Count f Ih I W Weight T Materiel:Name Area Description Material:Comments i l .RIM JST GROUP_ _ _ , INC. 60OS162-33 72 9'-1 1/8" 1.17 766.06 Ibf Office Floor System Metal-Stud Layer 1348 SF __ WALL TOP PL L] 6DOS162-33 10 B'-1 1/8" 1.17 94.70 Ibf Office Floor System Gypsum Wall Board 1348 SF Interior finish GMT150-33 60OS162-33 2 8-1" 1.17 18.92 Ibf Office Floor System GFRC- Glass Fiber Reinforced Concrete 348 SF Exterior finish 6ODS162-33 6 3'•9 1.17 26.33lbf Office Floor System GFRG- Glass Fiber Reinforced Gypsum 348 SF Interior finish Underlayment I 60OS162-33 88 IS-8 7/8 1.17 385.03 Ibf Office Floor System VCT-Vinyl Composition Tile 348 SF Interior finish 60 I i 0S162-33 2 3'-2 7/8" �1.17 7.59 Ibf 60DS162-33 15 3'•f3 1.17 62.56 Ibf � I 600$162-33 1 2'-11 7/8" 1.17 3.49 Ibf Roof Material Takeoff 635 NW 23rd ST 600S162-33 22 2'-11 374" 1.17 76.68 Ibf Material: Material: CORVALLIS,OR97330 » T e Material:Name Area Description Material:Comments 541-752.9202 I 4� 60OS162-33 3 2'-1 1.17 7.31lbf YP d WWW.PILLAR-INC.COM 60OS162-33 5 V-113/4" 1.17 11.58lbf 60OS162-33 16 1'-1" 1.17 20.2E Ibf Office Roof stem Metal-Stud Layer 348 SF a ueeN yo 600S162-33 7 V-0 718" 1.17 8.79 Ibf Office Roof System Metal-Funin 348 SF V ¢Au ncoxax,Nooear,r I 4 ✓ 60OS162-33 3 0'-11 7/8" 1.17 3.46 Ibf Office Roof stem Gypsum Wall Board 348 SF Interior finish l l No. D-1pson Dale 600S162-33 16 0'-80 1.17 12.48lbf Office Roof System GFRC- Glass Fiber Reinforced Concrete 348 SF Exterior finish j 1 CRAWLSPACE 11/30/18 60OS162-33 1 0'-5 7/8" 1.17 0.58 lbf i41 -i ACCESS 60OS162-43 12 9'-1 1/8" 1.52 165.87 Ibf l60OS162-43 4 8'-1 1/8" 1.52 49.21 Ibf Wall Material Takeoff tiZ t N t 1600S162-43 8 T-8 7/8" 1.52 45,47 Ibf .Material: Material: Material: I6005162-43 8 0-8" 1.52 8.11 Ibf tta33 _. Qf1E.F.F.,1 Type Meterial:Name Area Descri lion Comments ____-___ 600S162-54 8 3'-8 7/8" 1.89 56.54 Ibf 4',$V4" 600S162-54 14 0'-8" 1.89 17.64IV Exterior 6"Stud Wall Gypsum Wall Board 500 SF Interiorfinish tlooTtt t 60OT150-33 2 9'-1 5/8" 1.06 19.37 Ibf Exterior 6"Stud Wall G sum Wall Board 385 SF Interior finish fleOTtSP43 >< INSTALL COMPRESSION 60OT150-33 7 9'-1 1/6" 1.06 67.48 Ibf Exterior 6"Stud Wall Gypsum Wall Board 175 SF Interior finish r{ BLKG PER DTL 9!S8 TYP 60OT150-33 16 8'-1 1/8" 1.06 137.27 Ibf Interior 6"Stud Gypsum Wall Boats 129 SF Interior finish 7�33I Exterior 6"Stud Wall Gypsum Wall Board 140 SF Weriorfinish Grand total:350 FRAMING 2070.71 Ibf Interior 6"Stud Gypsum Wall Board 96 SF Interior finish s Member Exterior 6"Stud Cripple Wall Gypsum Wall Board 234 SF Interior finish tt t3 i Type Count I Length W Weight Exterior 6"Stud Cripple Wall G"sum Wall Board 234 SF Interior finish �_Tt ___ PLANT FF Il Exterior 6"Stud Cripple Wall Gypsum Wall Board 72 SF Interiorfinish v i200S162-54 2 4'-9 1/4" 3.05 29.12 Ibf Exterior 6"Stud Cripple Wall Gypsum Wall Board 72 SF Interior finish r 120OS162-54 2 4-90 3.05 28.98 Ibf Exterior 6"Stud Wall Metal-Furring 250 SF 1200S162-54 4 4'-8 7/8" 3.05 57.791bf Exterior 6"Stud Well Metal-Furring 193 SF 1 STANMRO91LLPlATEANC110R8 STANDARD8ILLP ATEANCN016 120OS162-54 2 4'-8818" 3.05 28.81 Ibf Exterior 6"Stud Well Metal-Furring 87 SF G, Qr MA e$rOC gBNGAWALL ~J 120OS162-54 2 T-7 1/2" 3.05 22.12 Ibf Exterior 6"Stud Wall Metal-Furring 70 SF 12005182-54 6 7-6* 3.05 45.75 Ibf Exterior 6"Stud Wall Metal-Stud Layer 250 SF l 4 WALL.FRAMING ELEV.-GRID 4 - 85, 80OS200-54 29 10'-10 5/8" 2.47 779.93 lbf Exterior 6"Stud Wall Metal-Stud Layer 193 SF 1-� 800T150-54 1 31'-6 1/2" 2.12 66.87 Ibf Exterior 6"Stud Wall Metal-Stud Layer 87 SF 01111110111 800T150-54 1 31'-6 3/8" 2.12 66.85 Ibf Interior 6"Stud Metal-Stud Layer 65 SF B O A rl E-I 800T1150-54 2 10'-10 5/8" 2.12 46.17 Ibf Exterior 6"Stud Wall Metal-Stud Layer 70 SF 0 U 60OS200-54 35 10'-10 3/4" 2.09 '796.75 Ibf Interior 6"Stud Metal-Stud Layer 48 SF sw-1 1 TYP 60OT150-54 1 31'-6 5/8" 1.73 54.58 lbf Exterior 6"Stud Cripple Wall Metal-Stud Layer 117 SF Q 60OT150-54 1 31'-6 1/2" 1.73 54.57 Ibf Exterior 6"Stud Cripple Wall Metal-Stud Layer 117 SF s s SNEAK WALL GWTTIW W O 600T150-64 2 10'-10 3/4" 1.73 37.69 Ibf (Exterior 6"Stud Cripple Well Metal-Stud Layer 36 SFR9M - 0 600T150-43 1 10'-10 3/4" 1.38 15.03 Ibf Exterior 6"Stud Cripple Wall Metal-Stud Le er 36 SF _ ---_ _ _ ___ - _ WALL'-7 PL a 600T150-43 1 6'-0 1/4" 1.38 8.31 Ibf 5/8"Sureboard SW Panel Sureboard Structural 77 SF soDTt5033 t , 13'-7 3/8" 51 OOT150-43 1 4'-6 5/8" 1.38 6.28 Ibf Sheathing Panel i _ ; i TYP w 60OT150-43 2 4'-5 5/8" 1.38 12.32 Ibf 5/8"Sureboard SW Panel Sureboard Structural 77 SF sTRAp°n",p 8LKO rYPAALL 600T150-43 14 4'-51/4" 1.38 85.73lbf Sheathing Panel aPcsesw 600T150-43 3 3'-3 3/4" 1.38 13.71 Ibf 5/8"Sureboard SW Panel Sureboard Structural 64 SF V 600-T150-43 1 1'-10 118" 1.38 2.54 Ibf Sheathing Panel saorlso a3 l 600T150-43 18 1'-2 3!8" 1.38 29.77 Ibf 5/8"Sureboard SW Panel Sureboard Structural 64 SF I Z 4-4 O Sheathing Panel q Y 600T150-43 3 1'-1" 1.38 4.50lbf - O 600T15043 2 0'-111/8" 1.38 2.56Ibf m ID ow 60 T150-43 2 9'-11" 1.38 2.54 lbf I �o� M i i v7 600TI50-43 5 0'-7 3/4" 1.38 4.46 Ibf 600T150-43 1 0'-4 1/2" 1.38 0.52 Ibf 600T150A3 600T150-43 4 0'-2 5/8" 1.38 1.23 Ibf m -- 0' 1 60OT150-43 2 -1" 1.38 0.241bf r TY L l l 800T150-33 8 V-2" 1.29 12.04 Ibf 80OT150-33 2 0'-11 1/4" 1.29 2.42 Ibf I l I 80OT150-33 2 0'-9 1/4" 1.29 1.99 Ibf 2 80OT150-33 2 0'-4 1/2" 1.29 0.96 lbf ss ee 1 I ss 4•McCp BOOT150.33 2 0'-31/2" 1.29 0.761bf r I 9n s00T15eJ3 OFFICE FF .a�W�,yi 60OT150-33 5 31'-6 1/2" 1.06 167.17 lbf 15"4 1 q+$ �g f 60OT150-33 1 31'-3 1/2" 1.06 33.17 Ibf INSTALL eppTi, rI a IA" 600T150 33 1 31'-0 1/2" 1.06 32.90 Ibf BLKG PER DTLIAt tp COMPRESSION 60OT150-33 1 15'-10 3/4" 1.06 16.85 Ibf s/Se TYP 60OT150-33 1 13'-4 1/2" 1.06 14.18 Ibf l 60OT150-33 6 10'-10 3/4" 1.06 69.29 Ibf OOOT150-33 2 9'-81/2" 1.06 20.58lbf \ 5 BOOT150-33 1 8'-4' 1.06 6.71lbF BOOT150-33 1 4'-B 5/8" 1.06 5.01 Ibf ! WIGtti33 seorlso s9 600T750 33 1 4'-6 3%4 1.06 4.841bf - - - A �,. 1 ,L _ PLANT FF t1 Dates number 2018035 as 60OT150-33 2 2'-Ir 1.06 5.661bf O 0�7 10/18/19 :'{ t- Drawn by JWM 600T150-33 13 1'-2" 106 16.08lbf 600T150-33 5 1'-1" 1.06 5.741bf cneckedM JWM BTANDARD8ILL PIATE ANCHORS eTANDARD e1LL PUTE ANCNORB 60071M33 2 0'-111/4" 1.06 2.00lbf @1aoC.QaeEARWALL ®4S•ocMAX S5 600T150 33 1 0'-10 1/4" 1.06 0.91 Ibf IJ 60OT150-33 1 O'-91/4 1.06 0.82lbf 1 WALL rscale 1/2"=V-0" e 60OT150-33 18 0'-5 1/4" 1.06 8.35 Ibf 95 1/2"=V411" I1W Rry r"MIWI, 6DOS162-43 3 IT 6 3/8" 0 10.00 Ibf Grand total:231 2734.141bf �/�\ P I L LA R e TRACK BLOCK PIECE TO MATCH WALL STUD 4-•y (ZK-TO-B C.43 CLIP MINIMUM TWO AND BEND INSTALL OCKPIECES PER MAX, 1/ (gW�) ( ) BACK-TOE TRACK CONSULTING MINIMUM TWO TRACK BLOCK PIECES PER WALL SECTION CLOSURE TRACK �)- __ GROUP, INC. FRAMED WALL FINISH SURFACE Imo!—+•� -ANCHOR FLAT STRAP TO TRACK BLOCK W/(4)#10 ANCHOR 935 NW 23rd ST. TRACK TO STUD W/(4)#10 @ CORVALLIS,OR 97330 EACH END THRU BENT&FORMED 541.752.9202 LEGS AS INDICATED (g�),�I ( \ _ (OW') WWW.PILLAR-INC.COM TAUT.PRE-TENSIONED 18 Ga FLAT STRAP -(ON?4CFi (1)#10 @ EA STUD,TYP I (�)mlte ccwaxrwsawwr,we TRACK BLOCKING W/STRAP BRIDGING No. De Iptl- Date (/-4 _S1 I�Wt�HT CNQRD INFILL STUD PER PLANS OR `,87 3"=1'-O" CRAWLSPACE 11/30/18 ACCESS MATCH FULL HEIGHT STUDS CRIPPLE STUD,43-MIL W/ TYP U N O. (3)#10 TO JAMB&(1)#10 INSTALL ROWS OF BRACING 0 41"O C TO EA LEG OF TRACK WHERE WALLS ARE SHEATHED ONE-BIDE ONLY,OR WHERE RESILIENT CHANNEL IS 43 mN MIN HEADER PER PLANS,54 USED ONE SIDE,U.N.O .THICKNESS MIL(16 Ga)x 1-1/4" FLANGE UN_O. BUILT-UP JAMB PER (SW PLANS USE WELDED (2)600S162S4 BOX JAMB,(2)68-MIL x BACK-TO-BACK (1)#10 E4FLG 1S18'FLANGE MATCHING STUD DEPTH U N O A HEADER PER PLANS,54 MIL(16 Ga.)x 1-1/4" FLANGE U.N.O CRIPPLE STUD,43-MILSCREW(3)#10TO JAMB&(1)#10 TO EA LEG OF TRACK ATTACHMENT INFILL STUD PER PLANS CLIP ANGLEOR MATCH FULL HEIGHT BASE TRACK PER (LENGTH=80% STUDS TYPU,N.O. PLANS MATCH GAGE OF STUD DEPTH(d)) AND DEPTH W/STUDS x 1-1/4"FLANGE,U.N.O. w COLD-ROLLED CHANNEL BRIDGING PER MFG INSTRUCTIONS,INSTALL ROWS @ 46'VERT A SPACING MAX U NO 6005162-33 1(-71 COLD-ROLLED CHANNEL WICLIP ANGLE BRIDGING 1GWSF1 (LIMITED TO NOMINAL B'DEEP STUDS MAXI U #10 SCREWS 0 S' 60OT15043 U N O. � / 3 $W_ IiDRD CRI W— a o.c(BOTH 9 CFS FRAMED OPENING 43"OR LESS) 8 T D LATERAL BRACING l _�A13LGI�T C__,�Q.G CPJP_P_t FALL. FLANGES) - / S7 3/4"=1'-0" 87 1'=1'-0" S7 -� XXXTXXX-54+(MIR 54 MIL) � O 6005200-54 ATTACHED W!(3)#10 TRACK REO'D ON OPENNG O 60OS162-54 - 1 FACE UP TO 1"ABOVE T/HEADER XXXTXXX-54+TRACK SCREWS TO 1200C WEB&(8)#10 U - SCREWS TO KING STUD REQND&3RD STUD D FULL HT BETWEEN g II t- STUDS XXXSXXX-Xx CPS WALL PER PLANS � K Q #10 a 8'O.C, t FASTEN TRACK W/#10 - PER PLAN,MIN.THICKNESS 3RD STUD O SCREWS TO STUD(S) 54 MIL LIND FOR OPENINGS>4' t THROUGH FLANGES / A '— KING STUD(S)PER �-I 60OT150-33,U N.O. FRAMING ELEV -- I' w)CL COW, trT}l DOWELS®CORNERS W124"LEGS FASTEN TRACK W/#10 SCREWS SPLICE TO LAP ORTHOGONAL BARS -I h / •�_TO STUD THROUGH FLANGES OR f' I TVP(4)PLCS.PER DTL 11!S7 + O A13 60OS162-33 CRIPPLE STUD,U.N.O, BENT WEB ( 1 W (2)4B SCREWS @17,C' O _ _ + 1�1 600T16243 CRAWL SPACE JACK STUD PER FRAMING ELEV O- TYP. ___ LANQ�' F OPENING HEAD,LLN_O. -I \ �-- - -a1 / O TIE(N)STRIP FTG INTO _ � z w (E)CONC SLAB-ON- 5 GRADE W/DRILLED _ O 6 _-_-�vv // FASTEN TRACK TO CRIPPLE ADHESIVE DOWELS _ aYO STUD W/#10 SCREW9 TOP B i PER DTL 5187 -.- ` . • - •" I -1 IrFF`-...►►r`///11T f�-�/i BOTTOM(BOTH SIDES) #8 SCREWS 0 12'O.0 TYP (7� 2-STUD JAMB FOR OPENINGS 3-STUD JAMB FOR OPENINGS 12 N 5-CF_S BOX HEADER_ CRAWL SPACE ACCESS 4'�' 1 12 cLR B7 1"a j'•Q" (Ref Rev 1 11230n8) 9-6- 3 Sre" 6 sre• TYP 2 SWvA LEF C►10RD 8 CF D_JAM8 DETAILS STANDARD U.N.O. E t 51 3"=1'0' rT et 3"=1=0" r_�. F•� ,.■.l — 1'-0" (Rel CM-1 1-115)10 STRIP 1 1/2"FOOTING DETAIL = - MIN(4)SCREWS®CORNER CLIP TRACK AS REO'D®CORNER (2)GLfOS182-S4 i CORNER STUDS PER DETAIL TO MAKE LAP (SWEf2) BACK-TO•BACK `.`W' 1 f• SECTION INDICATED ON FRAMING EXISTING NEW M I PLANS AND ELEVATIONS i WHERE SPECIFIC SECTION NOT _ NOTED,CORNER STUDS SHALL /L �, BE PER STANDARD DETAILS A - of 4 STRIP FTG PER PLANS I GRAD NEW STRIP law FOOTING ' t own "L.ORNERDOEWLST&B,TYP li) TOP TRACK PER PLAN 'w - O A11 24° �) Project number 201905 FRAMING PER PLAN Date 10/18119_ i FDG LONGITUDINAL BARS a by JWM PER PLANS w Dram #4a 12'O.C.DRILL&EPDXYINTO Checked by JWM a (E)SLAB W/6'EMBED USING HILT[ } 1'•S. Revision HY-200 ADHESIVE PER ESR-XXXX- l008le m (amlil) 1 PLAN VIEW OF STRIP FTG CORNER(TYP) GWB OR SHEATHING EACH SIDE OF FOOTING ///��� 1 (STAGGER DOWELS) 'I c 11 STRIP FOOTING CORNER DOWELS 7 y CORNER FRAMING D 1 FOUNDATION TO(E)SLAB DOWELS r 1 SW-A I.9FT C1H_ORQJSCWPPLE WALL 60aa qs cated �I S7 1"=V-O" Ref CM001 ml2511B) ) 87y- L3/4"=1'•0" 1"s 1'.,O• \`W J 3"-V-V Pa;e°IPuI Sy aleOS /L u0( u lY BOSZ 41m uolpn,IsuoO pue Z 909Z e141 m AldwoO Ileya spnpo,d laved Pue p,eog wnedAO SZ,e de40 OON a31ndWOO N Woad NV1d 9S3g3V �� L V-10M 1,01,pm sot olpawoo BlselO- 2�0103dSNl JNIa` me tlsselO OLOpnjowpOLwaop:oleluo In O1 UOlslnaa llWa3d HOd 03nSS1 6l/BL/0L ON S11V130 BS seA 3H1 AS a3AOMddV SS3-INn Ala;ea pue suo!leool snop,ezeH'suo!leOol snopleze4 ul Bu!zelB/gales sa,...1 46up uoIpaS :bZ,aldsqo wo g LWb3dtI2d o3nB81 BtANOI sN 9LV13049NW1038flNItWN! LO NA Qr7L�oVrY.1 YV 6iiA'dHV V91 VseelO BUIPllnq l¢laW :SL,elde40 WMr Aq ip.o.qO iIV483d NOB 03nSs1 GwevOL ON S_N01103S ONIWtlad BS seA ow r w o ONr Aq ume,0 11Wa3d a0!03n9e1 Ouglrol QIM sHOLIVA3130MV(gVd 99 NA ds B08'b Im aoue,000e ul PePlno,d aq Ilegs Bu!a611 Pue llWa3d HOd 03nss1 6L/BL/0L ON SNOI1VA313 ONIWVad bs seA S V3aV SS3aO3 f#11X3 woe uoo si jemaw agl,ol sluawa,!wba,egl gl P W 61/8�/Ot ale0 Z#11X 10 VA laluoownle,adwal'uo0e10uaq pa,Inba,a,eSLOZOBIIoepawa,Inba,pewuminua,ogaWl ZL,aldey0 11Yta3d and 031�c81 BlAtro/ eW gHvtd 6HWVNd C9 NA A2 �N SEMOZ ,agwnu loslo,d llWa3d 80AI 03nSSl BL/gL/0L ON S31n03HOS8 NVld N0I1VONnoA ZS seA LL,aldey0/m A!dwoo of pa,Inbw uolpn,lsuoo MON L,aldey0 1MILL3d b0d COMM OIA1101 sN 93L0N TRg110ntl19 11Wa3d aOd 03nSSl el/BL/OL ON SlIV130 5 seA 0 a� ` Ot . r�V sa!Idwoo woa,aNdwoa Mau eyl Bu!pllnq pa,aMUPds L-d,ol Taal pgZ>el aouele!p lane,l llx3 :LLOL uoIpaS seoe r.ii sle.,rwa 11Wtl3d MOd 03AM Bl9lMl eN- SM43MV931n MWW W 10A - _ ° t.y__. _ " 7Md v Z Z9LOL uoIpaS Jo Z#uolldaox3,ad P,ezey llWa3d aOd 03nS91 6L/BL/0L ON SNOUVA313 H0183DM SV NA _ Eir I ' N3 W12lHdi aesaUo ewes el weds Bululo(Pe uaym d dno,O Pa1191ymd pu s saoeds Buluan alul m41 IIx3 Z 9LOL uoIpaS 113d Ifod Oan881 6L/Bl/OL ON SN01103S8Nb'Id a00ld ssA !'+� U 1 1 11Wa3d a0d 03nSSl ustpl /N 133HB tl3A00 W 1aA uB1s Uxa do paXOeq A,aReq'paleulwnlll-Iles a ylVn papino,d aq Ileys swoP,ol,alxa IIV- SnIV1S 3nSSl w in 3WVN 133HS n rn cn -0 Z I V3tltl tl W00212131ndWOO M3N I uBa av �o a l I C y U) e 2 2 x7 m gg3tl03 NOIIVOOI I'J3r021d NQ�jD � M�O ID l!xa ue aney of pa,lnba,pu we(alnpayos ass)llxa auo NIo"ok&Da to waoa- w. A] C C ;o m m IT] wNn aN,ea'Io uaLw,�Aue woy A of ;u m Illv M m M Sp - '_- Iry ..!y aWlSln AI!Pea,UBls yxa pano,dde ue Aq Pa>I,ew aq Ileys woop maooe 1!xa pue U.x3:suBls llx3 :FLOE uoIpaS �a z o z � c ' D m m C It ttIII -- (s,aglo Aq)uMdssoL03quVogsS11X3jWwu) we;ouedvzospinad- 11'8 I N m --I fl 1 As it J a1tlw,M OS IO peq luedmoo 11Mn 9 coop m uo PAW ommp,eq gsld m r m N Z V3Hv Pols,d sNI Mj avaV9 ueld sso,03 ou1111 PoMolplll WOW m MUM syl'wnwu!w e M-pus gwws pbow SLOZ OBI VW3A14uoa llego ewe slow Aq am llepwduge p O U) I - I j. - - millo OwRlnq OuPel•a spm qC Lew aq QI WOW Js A"D wsu uwA WOOF Nalft IV :O LOL uopaS m { m m '(�. __ - _� V3lIV} 8` l4 1 •t._. I ( S wegjo Aq)!eoppalaaa paP!nwd m Ilegs ua!leulwnlllssa,63 :Boot uo!paS — SS3tl0 CL 3r walsAs,aPlupde 139 3131dW00•Al-I°JNIMV80 -—ka Y L I 1 1 ,( ! 301 en 41!m L Z soot e1ge1 uo peseq'Aousdnwo-d,o;sAsm,00p—me{xa Pue qxe to,.gwnN .gpOL uoIpaS _ MOO d0 IIold 3 3HIAq)ICI gWWar4.d���IIII I -ElIV IUM 00-S 3 HIO)J3 NE)IS 3LS H11M NION31ONI°11 V 3H1 ONV SNVId 353H1 (uaVW IWA AOUCOJ M AjdwooPQV.U IOd=W s4 AO ,o X1�3 I S°NIMVa°dOHS 9 NOIS30 a31NNIadS 3ald(3 — I B 1 I — 1 I 31tlN1@JO°O Sa3Hl0 AB N°IS30 JNIa33Nl`JN311A10 OMJ JNINNVId'1110Atl13LS ayl q{wimc ul ss auagMs,V W A1iwo>IIeVs ana pauodumo seaAo d lty nq 0u lux3 `J N011VOI1ddV 3ONtlndW00 3000 AOa3N3(0 �4� - - If/ Z f SOOt Y I E 1001 Wlapos to la wwao*g so.-Nm dn!>9"oz.WLetmle0 30VaOHONV1N3Wd1n03(0 �- 'NLUA3H Noj(I 03a•30'M33Nl9N301 SNV-1d WDIUMBCINV TYOINVH03W Wptnq owWWudbA!sV,ol Aouadrox Lydro,<jw paseq 0ua!a ssa0a to 9Usori :SOOT uoIpaS /H 4O1 �Ta) (Sa3H1°AB)ONUH`01l S 83MOd 1V01a10313(B LWens 83NM°ONV aOJWUINOOlVa3N3°3Hl AB031VNLOL1000'Sa3H10 (Sa3H10 AB)NJISM OVAH(V L#lIX3 AB O11nB-N01S30 39llVHS SW3ISAS'JNIBWnId ONV ltlOR110313'1tl01NVH03W Z L M&opel,ad pazAleue Bu!pl!nq p suovod ���� ��-.' 1 _ lie „sea,V IePlsnpul„ssmB OOL=,Opel peol pedrmo'oppayos wow ass Peq pEdnNO :boot uoIpaS �� 1 a _ .- _ a Li,a31db'HO'O91 SLOZ OM/(tlOtl)lOV 331E-1IBVSIO HAM y ® NVOIa3WV O66L 3H1 H1MAldWOO1TLHS 103rOad SIHl NI°3(]MONl MHOM 3H1 (slal0o Aq)wow,alndwoo mau g Bu!ppnq Bu!ls!xa anlua NoyBno,yl pa,!nba,wals6s,aMuudS Cos uoIpaS l J Sl`d11mens y S°JNimvma O y....�...,�.. x 'SNOIlYIn'J3a ONV S3lna'SMVI'S3000`ONINa3A0O a3H10 ONtl LYLLV ISNV/:Y01 (MO 9MO XadAD s!epalew ye!uoVssepa,lnba,sllem woo„alndwoo;o uoOomisuoo lno-laS ECEOB uoIpaS 600Z ONV 3oo0 ONIOIIne ONIlSIX3-WNOIlVNa31N19LOZ 3H1 ONI(IMDNI(OBI)83000 ON,aline SLOZ 3H1 HIM 30NVON033V N13B IIVHSM O sselO sdwa,Pue aA9ru!e1f,q solnooHOM IItl 0sse10 KAOpu01x9 pue swquo0 Pasolouapueswoon .....-..... : O3ON003a 3B T1tlH5 SH1d30 0 sse10 U"a6essed exo cue odulel'Memeals llxa miaWl CIO7 f ONV SNOI1tlOOl SV ll3M SV'SONIMValO O3AOaddtl 3Hl Woad N0110na1SN00 Bu!pl!nq pejelNupds d dnmO,ol µ fog Opel,d WuatiWim pl 4"Wip-Pm IUM,opalul L 1,E09 uoIpaS y ONIO NV lltl03 Hl(INV dnOinoiiv ONVdnOOO '_.-.. ONIV3d oNiainamaHONn SNIVW3g NOLLH3ilVV3H1 SI3 NW 03dIn003H10Ntl ONIl01ng38Va103H1Ol NI SNOIIVIA3003AOaddV d0 OH03M V NO3a3HM 93WIl IN ltl 3-US-NO 0300VONI3B SI tl3,LONia,gnBM3NON'1O3f09d NOLLVa31ltlaONIWSIHltlOd N003S01b'ON33B10N SVH'dVE31iine3Htl palsum 11 ad:BUIIe,ote Ill!lsng3- Bq¢l b� I� ONIOIInB NIVW 3H1'DNIOIInS 03a3'dnoNcS Allnd NVdnO l NOd 1310N100!NO dWOD SI Oi O3 ONI1VNa3G ONIOIInB 3H1 '4 1 �6 lY0'9L S°NIMV80 03AOaddtl j0139 ELLMMOO 3NO NIV-N0/W llb'HS a01OVa1N00 3H1 L tog wD am,ad uo!pnl op II a pnq u!&Aejw eW!gm an- V lrlJI dnOgO3Sn AONVdnOOO aOIAJO O AG 03SOdWOO 3B0103WOSStllag dOH 81 V10OU 1 �.-. l � (L09'a1)alnOq•0'sWSUgN 0uy11mq 1P Qlpal a�INMia!aaf al!I' 3gI1N3 3H1'390d3a3H1'lO3rOtld NOI1Vg311V gONIW SIHl aOd 3OIdd0 an0 AB 031OnONOO N33B lON SVH 03SOdOBd SI WOOg SS3803 (O3aln03a dl)NOIlOnalSNOOONnOaOa30Nn Ol aOlad 9yKINNg9 Rpwbioy9 P161 eNlred GLNleoya O H B31ndW0O 3HL HOIHM NI ONIOIIna llV83A00NV X3ldW001viui5nON13aI1N3 3HI80A AOnlS 3000 ONV V98V 031IV130 tl e — t _ 1 SanOH Bb jO WnWINIW V(SSSS-bZVMI8 L)a0(LLB)SaiVDOl ONnoHoa3ONn aOd lltlO FI yTJI 135 Ntlld SIH1 NMOHSWOOg g31ndWOO M3N 3H1031tlI30SStl JIgOMlltl 30nlONI Stl3gtl 038311tl Z Jett pue,00B a1aYJum aj0 g0!M 0ulwall'%1011530 Bil 1 alal�! J�N Stl38tl a00lj SSOa0 X3ldW000NIOlInB lNIadLOOj a001d ONOOaO 3atl SV3aVM3N S038311V'ONILSIx3 'L ..-.., (LBGL-ZEZ(fOS)SI a31N3O NOIltlOIdIlON Allllln 3Hl a°d a39WON 0lnppnq lao39 paaoUAlua,ad l311 OuroVl!B 0UTg3 MUM 3NOHd31313H1:31014 H31N33 NOIMI=UiON A1r111n 3H1 ONn lVD AB SE lna adAl ugiOn,lsuOO :Z09 uolpaS I];� 9 3'3VtlO1Si ► -......-. 3Hl d0 S3ld00 NIVl90 dVW nOA'L06 ZZL 6L HOn08Hl OLO ZZ1,'61,MOa NI H1aOd bN _ : 1393LN 93lntl 3SOH1'NOISSIW M'W00 NOI1VM0dStl18 S31IlIln N01°NIHSVM pa6ueyoun-ea,e 6u!pl!nB :gpS uoIpaS Eli 31t1 AS 031dOOV 93Y1tl mollw 01 nOA S3a11103aMYI N010NIHSVM'W- 611Wmv spnpo,d poom;o Bul,npelnueW:Aouedn000 L-d dno,O :90E uoIpaS 1 I zl1 � A1N0103rOad O YE I• _11M ol-0 ION _d omp_ mb- �9BVL91, _ IjS gaV'LSl -TI�tZI$!)ONI• IA _____ _ -ypf _ 3an10nalS WOOa a31ndW00 NOlONllatl 3H1 Ol S31lddV 13S ONIMtl21O SIHl :alq¢olldde se uo!pas 0BI SLOZ AQ pa6ua,M MON MOIIV n Iv Cog 91 3sn%lY3tNlMlol Y3tltl N a3tl311Y`�tl3av 3 3sn'dnOaO - �'" S310N 1VZI3N3O AmVWWnS S1d/SS32193 l ' aH-o S31 aVON003S 8 Sd00a aH9:S31 HVON00:16 SbOOld 8H-o:a01a31N1 "a'O a J IY NH-0:aOla31X3 (N3)N3 LL-L50VM S1N=.t:3lVOS `.� ® NV1d31 $ :SIItlM ONIaV3B-NON /M 3000 Aa3ON31S VM SLOZ aH-0:601*dm N1 ON3WWtl OS-Lg OVM IM O91 SLOZ 6H-Z:a01a3,1LX3 papppds ,.I6 dVW A11NIOIA :SIIVM ONldV3e ollewol vM EEZ06 VM'N010NIl8V 8H-0:31Nb2idlvHn10nHis),wWlad ESL=.OZ1.S9:IHOI3H9l9VM0llV 3AIa0 H1B990b61, � :SONI1Va 30NVISiS3U-381d Z:93WOlS 318VMOIIV :SS3a00V IVOISAHd lO3rOad $O OOzo0E004LgOLE:a3BWnN 130'dVd 'M'O a 011nd Woad Paulw,alaO ION:V38V 3l9VM0llV Peu!w,al¢O ION:iWD131101gG" a31aVn0 MS btgote:dVW XVl S300V 3118 N1vw L:s31a°1S d0 83BWnN Woolf ()13AanS (I9w dS 9B4'LSL:V3aV a001d 1V101 XVi 9,y < pau!w,alaO ION:V3Lfd a00ld 3NINVZZ3W 1V101 LEEB-LL6-Lbg:3NOHd � 61 M31ndWOO M3N Aatl°NnoetlloW (]sa)dS 9Bb'LSL:V3atl a001d 1SL-M101 S3A:03a3-INNUS :NOUVWa�n11 iDViNO3 A V38V io3road 1 SINM°HS OdNI S`E)A OOd VOVNVO EdE39A OB'a3MO0NVA b // Sa3H10 AS O3HSI1BV1S3 Ld:AONVdn000 (ALIIIOVd)9-11 3dAl Nouona1SN03 1S VIOB030 M Soo I-OOB AaVONOOB Ala3dOad S10n00ad 1S3a0d N831S3AA viva loaroad F I m oz-opt 4?9E 8 191a1 W WIO 2 ^ b/E L-,b ul B'o9 „B/L Z-.E ul V96 u!Oz'o u1gVo aL'L III co I bsZ I#11X3 B v 3N1dpQ61 Alai .9-.% gZ1l A-Z 44'01 a10S0 a1910 80'Ot ao-o _IL Zvlbv 1 Y .0-t ul 9-17 .4-Z u!S•E u!OZ'0 ul91,'0 s 9'Ll u To a Z V96V 9 V d•S qre A-Z 1491 WOro 149VO go Ito-0 ZL btl38V 9 Y �/'���'�� pa3110B .0.4 ul 9•o A-.Z ul -0 u!oz-o u!SL'0 BO'E So-0 9 btl38 b V Oak SE to (I m SNbIf A-8 u!BO J•b u!To u!OZ'0 WSL'0 sL'B oL'B E 31n911S3A S tl Is 0 �A,6y ln7 GM uO1tdl,OeaO ON A•R R9'0 A•.Z IN W.0 III we 119t'0 90111, a$41, 9 30"SAMA111I3d119 Z V! �L 9E b9Z El I � � ZL,;L °1OpNO 11X3 A•.5. ul b'0 A•.Z wE'o WOz'0 u!SL'0 I)L'bt I,L'bI Z W008 H31ndWOO L Y apt SE mY �"'d^xs¢Nnsmxmuc'I H1OIM HIM H101M H1oIM SLIMS LI3H10 3ONVISIO MVd OVO-1 of l J ^� H 1s3H /r3n) LIIVIS LIro1S LIIO LI000 SS3LI°J3 SLIOlOtld 3ONV1SI0 HlVd OVOI NOIlVO01 # of 13AVS1 NOWWOO mvdn330 HlVd —— as ld gz Ha 13AVUi NOWWOO '000 eJ3S H1Vd W00'ONI-1dY111d'MA(M NIW 0.03M OIVO NIW an321 O PdO Al1OVdVO SS3L1°J3 H1Vd INV zozszSL-(49 VIV HVd 13AVHJL 9N1110HIN03 31namos HlVd 1 a0 3AVHJL E3N 3ANH1 9 91046E °p 3 1SN1/pS OE'APJZMN EB00 Al 111WS1On00ad103NO.4Na31S3M a19 °�°1Sl�yaoN i08 Magog *WOO"" NO(1VOOI 1O3r02id B0079 A-.00I OBL S L at dsool Al As oegoegI vv31M—8N Me „O-.00t o9z z L zz ;800I. LA doosit Etl3W Lot A-ADt m L t 0 A00t u ds9ogb 9V3HV got_ b OOIB ..o-.00L o5Z Z Z 68 dS OOL LA d99lYg Z`o9atl SOL .0-mt OSZ Z Z. ass Soot Ld dS 0691 t#V38tl I'm .A-.00L o9z t L L AS 001, Ld dSLU _ WOOa a3LndWo9 E0t :3°OlB co Q d• t on it 1 t ADot td is BOL 3OIdd0&NOSIA113dnS Zol - OSZ t { o As oat LA dS 61, 31n91.1W Lot S1N3WOO H1Vd 1SIa 030 IX3 oV01 L0OVd V3LV 3WVN WOOL 'ON NOWWOOXW SlX3 0,032 1NVdn000 OtlOI'OOO dnOOO W002 sIO JNuinSN00 ""W `v S319vmolly V1VO 11X3 VIVO OVOI INVdn000V m -IN IS isl0z � �, l l I a J 30NVISIOl3AVM1 Q V1Va SS3H93 V AONVdn000 - dVW AMN131A .0-A=..M ale.S � � NvId a0 01d U fuao��NiHOdSFIOLL'S3S wooa t NZv -S1N3W3HIH038 ONV SlIV130 I,OOV IAfM(` ,tq paHxyO HOd S139HS 93183S-S 33S'(ONIOVHS 111J AVHO AS 0310N30)SIIVM HVDHS d0 30Vd HOI831X3 ® _ 3H1 NO O3M011V lON 38V SNOI1VH13N3d IIVM'dAl'SNMOO OIOH(INV SOHOHO Of11S 3lB(100 ONP 6q ume p M ONIWVHd anis S30.8 H3AO 30Vd HOIa31X3 NO S13NVd lVHf110f1H1S a8voo-3HHS..a/9 ` WSW/OL alep _ - 9EOBLOZ agwnu oafmd I l lStl3 o�1 o (8)IIVM 8V3HS..9-.9 I 1NV 1 eWlMH iiMpfi I JS LZL 4 £OL woos 1 a31ndW00 II dAL A S H O y r O 0 y r m „aa-.6 Ile A pdd011l�lNt _ !� .�1� zd p dA1 d -6 r� r A .- O 1SBIM A0 l Il0 3�Jtd Z dS BOL Az _ 301dd0 SAOS1AHUnS �i - - -- - - - �= jo ( I 1 I S038 3OVHOHONV ONtl NOIlVONHOd 80d S133HS S31H3S-S 339'30V60-NO-e IS 313HONOO(3) 1 ) ZV Z E I I NOIlMHSN111VBNOI1Vf1N31Ltl ONlIOS SSM0H3BId © (SH3H10 AS NOIS30) I A1BW3SSV 8001A H3OM7 Z dnOHO OdVZVH ✓S/M 30NVld 30 SNI BMO.G9 H11M O'O 9t 09on1S Sd0,9 H3A0 BMO,a/S A I I AHVNIpHO HOd SN3-INNI8dS 3pIAOHd 3JNVlj W01108 Ol 031'1ddV BMO X 3dAl.A/9/M'(6L-H)NOIIMOSNI 1LVB 1VOI1SnO0V SSVIOEl3W4..%9 ONV SLSIOr Sd0..a 83AO H38bW aOd VA IIW 9 H3AO I - "13NVdltlHp10na18313110N0o d3A0UN3lVAlno3 o3A08ddV No NOOH3ad osnl t9 .ti— - 1N3WAMH30Nn.A/EH3AOlANll 13EIH63(]VH°J-IVIOH3WW0039ITVHSONIH3AOOHOOIj Z -- --- �_ — - — __ (6L-H)NOI1VInSNl 11VB NOIIVHN31LV 0Nnos-—-— —-—--- Ssvl% Bid 3S91M 3AWld 301SM HMO.S19 HllM 00_%0 SOUS Sd0.9 H3AO SM0.9/9 Z � 301S 9 1V-ld NO S31Md N01N N0110310Hd a000 301AOHd L'LLL ISM/H11M 1NVI1dW00 VOV 3Ob'NOVd I, H3SOlO 800o 30VdaflS Alflo AAV3H 318VLSI1fOV b'S9tV ISNV 031311H30 VWHB 301AOHd / �.` \ _ W31SAS 1V393NOWSONV d33M5 WO110B 3d1 HLM'11H013H.%)olOHSaWl 31OOVS slap uolldNaSaO 'oN \ - 30lM,S30lAOHd ONIHV38-TIVBSS 39TIVHSS3ONIH'L'LLLVISNVH3d1NVIldW00VOV h (INV L 30tla0'OODV S31H3S'Z'99LV ISNV O31dI1H30 VWHB 3B IIVHS Sa3A3I S3WVad IIVMAHO meoonrnraxman a= ( I OMp3H33NIJN3-3Hd1331Sp3lIOHpl00 eO9LNIS3111-d1VHH11M3H00311SOdWOO 64 NDIS 1X3 B 1NI 1331S 0311OH 0100 eO aL N0110HH1SN00 Hsn „b/E-L 3B IIVHS SH000 Q� d W t 3ln0O'ONI-8011d'MMM �p 111 9 ZOMML-M \ - l _ kAN' a SsnO LOZL laud Hd09t 0Sd0 Hp V SSMO OEEL6 a0'smvnaoo CL6Z ISNV ONI133W ONIZMO A13dVS 3AVH IIVHS SH000 AO bZ NIH11M 031VOOl SMOONIM 1S P/£Z MN 96B '(MOONIM Had SE=01S)1N37Vw003 03AOHddV NO SH1d30 3WVHd OHVONVIS.B/L-Z H11M SSVlO o31VNBVV13NVd•IV/IO H11M LW M13S 3Nll3M1S OHV07W 38 TMHS SMOONIM IIVM i0 3OV3 HO.a311C3 ONV Hp1a31M 031NNOW SMOOMM 38n101d OAd Nld NO'-aVN WAl ® (b9=O1Si9OWl)NOI1MpSM11VBNOI1VfIN311VpN00SSSV'FJa38:1.Y.90NV 3'0.8L I (tl)lltlM HV3HS..9-,S - gl Zl ISH31i10A8 NOIS3O)Z dnoHO(IWZVH l3 NNVHO 1N3f11S3H.X e0R NO BMIO BIS H11M 0'O..9L 8 S01116 S90.9 H3A08MO„a/5 ZV_1 1S3M ( AHVNIOHO HOd SHTNNIHdS 3OIAOHd OIJ Ov I 1 I 7 5d k IIVM - - N. Ols 13OHV1) ."NI a^0a^ I 9Z NoSME)913 Hil z,o,00VSistors ..9N AO NVd rPJ l3NNVH01N3ONO „Y'e0 J I I J � SZ NO BMO�9IS H11M 0 0�9L @ S1SIOf Sd0�.9 a3A0I3NVd ltlHf110f1H1S 313a0N00 JNmnSN00 I ! 1 gns - - - .0-11=.Z 1 L 0 L?.Z/l SY1 LLVA313�dEfIX3H18ON`•,,� I VA313a01MIX31Sd3 £ w E ♦ uoianaa - 3 WN1P AqP-1-40 � 1N - -—-—- — - — — — — -------- ONr ng-0 t 5£Og OZ aagwnu toafad I I �R:GIIPLL aumca ' i \ ,a���11'► �G' WMOHS 10N) S?J3H10 A9 L NnVMLVO M01831X3 ---- y -- ---------'-.. ------'- ! -- --- ------- Id d0l� ldd011lVM ----- — � --- — — -- -- - � .&99-z I RIC e s L „dn a .e „eye e a RIL u-z i ,ave LL-.S _ BIE a-.Ll A-.6L A-ALL r' .o-Lt=„A 9V no NOLLVA319 a Ia31R3 HUnos 'a a01�131k3.l`SIN I I I I I I I I A A'49-3? — ----- — — — — — — — ---- V d13013zl0 — — — — — — --- — } ------------------------- �— — — — — — — — — — — —..—. —. I I I I I I ` wRa uWldli�0 •11 ' I t aw'anoxowuirarimxmu 0t I ® ® I wOD'ONI-U 111d'MMM ZOZ6-ZSNK I I O66L6 LI0'S111MLIOO IS PJBZ MN M I --- ---------------------------- -- L - - I --- - - - - ------- - - ------- ------ ---- _ L. }��� � I---- -- I' I -- ------ 7 l dOl£11 M— O 'ONI 'dno2io L � .,eree-.s .� .mc -s 3 JNiiinSNOO a B6 LL-s .0-U ZV ,J Paleolpw sV qJ.s N01103810 ONINIVM kW&Nldd Ol dVlnO10N3d83d HSINIe WOOde 11-191I H11M 313dON00 See tiv 83NMO dad Nd311Vd ONV 80100'SS3NNOIHI.ASO'O'9NIHOOId 133HSIANIA Vee d3NMO dad Nd311Vd(INV 8O100'S83NN3IHI..9W3IIl NOlilSOdWOO IANIA 1N311153d Eee uolslnad 9 WMr Aq pa�oa40 d3NMO dad 8O100'W31SAS 1NIVd AXOd3 OINS-NON H11M 031VOO HSINId I3MOdl O8VH Zee ONr Aq u ja 83N3OdVH/d3lV38 30VednS HV310 HAM 313dON00 HSINW 13MOd10dVH Lee WOVOL ale0 MGM aq—Palmd - - - — - 3SVa 3AOO.a zee Nmand„b Lee SSA N0113 awe11TR tea. �dp�J�.�•Qbb 9N1730 O1WMA('AInC)3 03A0MddV 80 VS-3 W1SV dad 0 SSV-IO'13M/d ddd S31ISOdWO3 3NVd0)MAASIBM 1WM 311SOdW009I1SV1d SnOHOd-NON+3AOaV ZdM 83d HSIMA aM9 Z lwal VAM SIVOO Z'1NIVd X31Vl+d3WIddTVMAaO'311HM 031NIVd HSINIe 038n1X3l WnI03W'HSINIe eM9 E l3A31 EdM 1NIVd ON'ONnOdWO01N10r NI 03003e1/3 SOV31-1 MAHOSONV 93l014V 3903'3dV1'H8INIe eM9 Z 13ABI ZeM SIVVM nW0 031VEIS ONV 031NIVd LAM 301432134321 N LLVA3l3 MOONIM H I�—J—� �I�I' /9 X bZ X bZ 03dnssle 3NIe Odtln9VWVd30 NI-AYI OS/M dOId31X3 HoA lX Snld 30n13dd„9L/5L 9NOd1SMV �I ICI SNOI1VOOl 601831X3 dOe 3leV11nSIVN01103810-NON•Old903SOdn Z X Z'9NI1310 NO11SnO0V O30N3dsnS be0 „44 9-.94 j$LZL Lj9 lj0 4�� CAM EOL W00212131ndW00 „S/S XOZ X VZ❑3dnSSId 9NId O8Vn9VWV830 N1-AVl aawnOS/M IX Snld 30nl3dd„9L/9L 9NOd1SWdV ,.b/LL-.It d$80L L3B l33 bdj EdN1 ZOL 30WO S.MOSlAH3dnS SNOIIVOOl 1SIOW HOe 3leVllnS WN01103810-NON'01d903SOdX3 Z X VE)NI13101V011SnOOV 030N3dSnS Ee0 9-.BZ AS O4 LAB L33 43d CAM LOL 3lnBI1S3A L� O 01d903SOdX3bXZ'9NIl31O lVOI1SnO0V O30N3dSnS Ze0 Jelawuadl eaJF/ 4Slulj ySILIIj 4s!u!=l yslulj JagwnN MOO ) ���7--111 SIVOO Z 1NIVd X3lVl 183Wldd IIVMAdO'311HM 031NIVd aM9 HSINU NM00-NOONN UO aSBe 6u11180 JOOU IIBM Otaaaq 'J 31na3HOS HSINLA WO011 Z/L L L-,9 IANIA NOVBAS NId,.9/E-L H11M M9 S31M3S MOONM 3Nn101d OMV9IIW Z/L L L-,E ..Z/L E-.6 Z 9M a� y b T^ WLBZ ISNV jed y sselO paJ)nbea ssa10 a;eS qv ,.Z/l L L-.9 IANIA NOHBAS Nld,.9/E-L HIM OL£9 SA183S MOONIM 3un131d 021V`JIIW ..Z/L L L-,E ..Z/L E-.4 Z LM — �.Z/L L L-.9 IANIA MOVBAS Nld.ME-L HIM ME9 S31MM MOONIM 3a11101d OLNeIIW ,.Z/L L L-.E .,Z/L E-.Y Z 9M - - O /y «Z/LlL .9 IANIA NOVBI3SNld..9/E-LH11M MCI SM3S MOONIM 3un1O1d auveIIW Z/LLL-,E ziLE-.6 Z SM �V .,Z/L L L-9 IANIA 310VB13S Nld„9/E-L H1Wl OLE9 S31M31S MOONIM 3UMOld auVJIIW .,Z/L L L-.E „Z/L E-.4 Z 6M ZA L L-.9 IANIA NOV13I3S NIA..9/£-L HIM OLE9 1331MM MOONIPA 3Nn1Old 0MV9lIW ..Z/L L L-,E ..Z/L£-.4 Z EM ` 4'L6Z ISNV Jad y ssalO)paJlnbaa ssa10 fGa;eS Z/L l l ,9 IANIA NOVBI3S Nld.9/E L HlIM OLE9 S31a3S MOONIM 321n101d O2iV�JlIW .,Z/L L L-,E «Z/L£ .4 L ZM OtL'L8Z ISNV 1a y sselO)paJlnbaM ssel0 fqa/eS „Z/L L L-,9 -UNIA NOVBI3S NI3«9/E-L H.LM OL£9 S31N3S MOONIM 3Un101d 021V`1 y ZIL L L-.E .,Z/L E-5], L LM H SV Sd ^ S1NMNOO 1HE)13H 3dA SSMNOIHl IIIS BWVr OV3H HSINId IVINOiVN 3dA1MO0NM N`JdW 1H9I3H I H10IM AlO N2NW E ao OV3H ulzelJ O.M r r 31nO3HOS MOON WI d000 80I831NI-V d0003laa HOOO MOMS O Itll3O S j v o G � i �o 0 .101 � /` � N A 9NIN3d0 M000 V/N 1NIVd O V/N 3NON V/N V/N V/N V/N 4/L L .L,Z/L Z .E bEOL w p c V 1NIHd WH 0 9 1NIVd WH «Wc L-,0 «0•.L «0-,E OLOL = V 1NFVd WH O 9 1NIHd WH «4/£l-;0 w0',L «0-,E VLOL sluawwoO ON3931 SUA13rMH�11000 l > 4 4 IelaO _e J000 31.n aweJd NgW6asy J000 y l3MVd SSVl9 NOISIA MOddVN l3NVd HSnld iOW J N 31n(13HOS NOOO 83NM0 HIM 9NIA3N lVNle9 N011Ond1SN0031VNI0d000'6 031d103dS 30V89 dOe 1,48 VWWH WWWN dad TV15NI 6 � S3dnSS3dd OVAHIM01d31N1 HOe 03dInO3d SV 3HVMOdVH woo isnrOV-9 Z S1H91103ZV19 TV e0 3015 03woM-NON NO 3ISVAMM-NON 30IA08d S - Oun'SS31 dO SONnOd 9 3e ITAHS HOW V N3d0 OI 03mn038 3080d-L A-LNVddVM WnWINIW HV3AE V 3AVH TVHS S13SHO1VINOOI L ONn 13S-3dd 39 TVHS SIVVM AdNOSVW NI 03TIV1SNI S3WVde L Oun'NOlIOW 3I0NIS HIM 301SNI VdOdd 319Vd3d0 39 TVHS SdOOO ilX3'9 N01103108d SnONIW T nIIe IM SVM A8NOSVW NI S3We d Vd0 801831NI 1V00 9 ele0 uogdljmma •oN ((1,03dS ION 383HM Z 30Vd9 39n)VWHe 83d 3e TVHS S30Vd9'S STIVM AaNOSVW NI 0311V1SNl 83WVde 80d SOdVn9 dV1dOW 301AOdd S '031e103,IS S3000 111'991 ISNV HIM 30NVod000V N13e IIVHS S3HSINId'b Oun'sS10 03d3dW31311 TVHS 811-101103Z'dl9 b VWWH'I IH0 HIM 30NVIIH000V NI 3e-11VHS NOI1VllVd3dd 3HVMOdVH b \ \ SV y�rasoun.w V� 9NldSVd9 3d1n03d ION ONV'1SINM AG 3letld3dO 30 TVHS STnd H000'E 031e103dS SI HOOO 031Vd-3d1e 3d3HM AlGVGSSV 031VH 30IAO8d £ O31e103dS SI HSINIe 031NIVd 383HM HSINIe 03WIdd ANO-LOVA 301AOdd E \ �' S3NI130ln9 V0V HIM 3ONVIldWOO NI'3dA1-d3A3139 T1VHS S19SHO1Vl Z 0.03dS SI W011Oa d000 OI1VWOlnV 383HM HOOD 031vingNl 301A08d Z SHOOO d0 e3003 HIOa IV 911d08d 3903 0313A30 301A08d Z H03011V111Wens3OJAO8d'N01S30d3O01e SI3HVMOdVH L Oun'099VWWHWWVVN 30Vd9d0008O1831NI'L S1N3W3dln038ALIllelss307d L LLLVOOIBSNVHJIMAlmoa w00'3N1-8vllld'MMM ZOM-ML-M 3MVMOMVH 9 S3WVM3'SM000 :S3LON lVM3N39 CIN3931 93dA1 M000 SdnOM91IV13(l MOOD OEEL6 210'SnitlA210O '19 WEZ MN RJR S3A S1lOB HSnl3 dV31 3ALLOVNI ONI _ M3ON311S WN WN. ON ON 99 d Jd313AI13V NO 13SUNVH 39NIH SS MdN WOOM M3AM3S 6 63A 13NSVE)213H1V3M 2UN WN IIVM U3SOI3 9L-� 13SONVH EJNIN301 NON 3`JNIH SS dllN AINO 3EJVSSVd 9 I - S3A ANSVO M3H1V3M WN MIN' N/N M3SOl3 48 d NOOINn 01.13N S3MIn03M 13SONVH 39NIH SS dMN 301jd0/1NVld L ON H30N311S N/N ON IIVM ON Z9-3 NMn1eWnH1/M 13SONVH 39NIH SS dMN NOOI 301330 9 ON M33N311S WN MIN M00Ij M39013 L9-3 NMn1eWr1H1/M 13SONVH 39NIH SS dMN AM1N3 NOIU31NI 9 O O S8n0H SS3NISne 39NIH J _ 9NIHn0 03NOOINn NIVW3M 01 M000 S3A 13NSV9 M3H-LV3M M/N V/N S3A a3sol3 L4LZ3/ l wA AAN Ae 03NOOINn 1I0B-OV30 031V33NO3 AN-LN3 331dd0 b �NI1df102i" ON WN WN WN V/N M3SOl3 9L 13SONVH 39NIH SS dMN 39VSSVd E ^ �J 3NI-4 3HI3 N/N WN V/N a3SOl3 13SONVH NO NOOI ON 9L-d U01831Nl-3SONVH/M'1NI 3N13/3INVd 39NIH SS dUN OINVd/3M13 MORI31NI Z `JN Ill(1SN00 - d1M0 NJ" S3, 13NSV9 M3H1V31M IVONVA MIN S3A a3S013 (A3N S3MIn03M SAVMW 3OISlnO 99-d 1360NVH 39NIH SS dMN AINO llX3 L ,� I S1N3WW03 SMIVd 8000 38VM0MVH'OSIW 0lOHS38Hl 9NllV3S T S13NSV9 NO 83010H dO1S M3N3d0/M3SOl0 N0110Nnd ISNV 13SHDIVl/NOOI 301A30 9NI9NVH 3dA13MVMOMVH dnOM9 ' ]1rV1 I LL0310Nd 3In03HOS dnO89 38VMOMVH 8000-M L-90 , paleolpul Sy alrag .0.L=,E SV &4 .L f�511 ') .•0-•L=•r/E L L / MOONIM 310NIS IIIS MOONIM L ONINJV8'�J 19 J 1M130 NOUVOIlddV l3NNVH01N311IS3a 9 N 11035 SS30'3V 30VdS 1MVlYJ «, 1 OIH31 I(Z) NI(CS Z SOIaO NO SII1V1 0 SlHi Y N011l Latld aOla3lNl(Z)3H1 Ol AlNO S31lddV 1IV130 SIHl /l I 7.1M . p1 ONIHIV3H8 eMO a01831Nl— •� ONIHIV3HS 8MO HOla31X3 dAl S31aOS930OV 031N11019 T1VM - ' v uolslnaa - a0 saurLD0d dO lNOdd118 ma WMr Aq Pa„-40 LS 16 NEW 0 .D3a 383HM ONlB 301AOad ONr Aq-.0 ONIWVad ONIN3d0 dAl SmaHos '8 N0I103S/NVId - OL#(£)/Msonlsol 6 L/8 NOL also aid ONlWVad E01 —aN1e38n03S 3WV8d 83AOO ad Pn 9E09 LOZ lagwnu loafwd NOI1VlnSNI 11Ve SOn1S l80 O'dAl OOOMAId 01031dV15 On1S V3 0 SM380S 9 (NIW 6L-a)NOIlb'1lnSNl '0,03a etl dVO - U#(E)/M 38no3S 8 LVe NOI1VnN311V ONnos - NOI1VlnSNI 3NtlH13an 'dNtlri ll3dENEWVMd S3ONVId O.NIB HOION—•' SSVl0a3eId O30VdNn.Z/L9 Ml1PL 01 MOONIM IANIA d0 Nld HOtl11V IIIS WVl-d..L- / C13-LVOIONI 3a3HM O3aln03a SV 30VO ONV SNOI10381a 1IV NI ONIN3dO .�/� 'dNVW ONIOIS aid dtlO SOn1S 180301AOad— (318n00 NO 31ONIS) 3ZI5'On13 T1VM lVOIdA"L HOfIOa NVHl a3lT1WS,.b/L 1NV-1 13NNVHO IN311I83N SW3ms ON107ne 39013ZIS'X 3dAL 8MO..B/S 1V011Sf100V 03AOaddV FZ'o/Z 1Itl130 aid "O N'n dA1 ONIWVad SW3ISAS ONIUIIne H0Ia131ONaV-10 'dAl SM3805 Ow(E)/M SNO110 3 81 0 11V NI ONIN3dO SSb'lO AL3dtlS H11M MOONIM 3NVd lVnO 30'NNOO On1S is N d0 HOIa131ONaVlO III^^^'^^• On1S V3 Ol O,NlB 3an0,0 8 3ONVld HOlON'On1S a0 NOtlal HOfIOa NVH1 a3I1VWS AIL ` S3ONb'ld Oboe HOlON'0,03a (a3N01H1 aO IIW Eb)-VO 9L �O 3a3HM O�NIe'1N00 301AOad 38 01IVIa31VW O�N18 3s 013ZIS'000MAId WAIL�r _ y3AO0 Ol '�` S3lONVH(Z)HOV11V oaf 0 M00NW131flNf5 3 4Vb'P NI AA M Z 93018 W dAl'3WV8d 83AO0 � O"l M 3an03S Ol iNIOrNlntlo 0- =..Z/ 0O„9LCMgHOsiSas ENOI£x0# ONIN3dO MOONIM O1NI N0I103S IIVM H01831X3 IVOId.0�LJ 03N31X3 dVHM OOle Ztl/Z 11V130 aid S301S(>)dAl'ONIWVad ONIN3dO I1 SSYIO A13dV9 H1IM MOONIM 3NVd lVno HOf1 3 Ol 1SOS E 3an03S Ol 1 �/-�v.1 --1- 80 LS/6 �{'y 00.�9L�M3210S 1SOS ONOI�£XOL#— I L-I a3d ONIWtlaj ONIN3d0 SNOIIVON3WW003a'dNVW Q H H l� ONIOIS aid NO 3Wad I VANIA d0 n •0.03a NV310,.b/L'NIW'1NIOr mvo 5301S(E)dAl F�•d SV dVO 0 NOI1 nSNI ' - 'dNVW aid ONIWVad o 'N0110310?Jd 83N800 aMO-' lil 3NVH138n—I• \ OI MOONIM IANIA dO NId HOVLLV �O NOIlY1nSNl LLV9 - N011038/NVId t• �- o aid ONIWVad Ol— 0V3a31N1 WS pp \\\ BVIS a001d 313aON00(3) O INV- 1...1 313aON00-Ol-3SVe 0 1NVl l3Ntld V3S OI1Snoov O0V- y�/ O 1L1 ONIHIV3HS 0NIHIV3HS„ly 8MO aOla3lNl eMO a0Ia31X3 IVAOaddV NOj'LY0 3 Ol i V1VO 10nooNd llWens (NIW 6L-a)NOI1VIInSNI 11Ve NOIltlnN311V ONnos SSY19H391d 030VdNn,Z/L9— MOONIM 319noa-OV3H/OWVr/IIIS MOONIM77 30V3N31N111VM lVa:inio HiS-01-11VM N0I111NVd�6J O 1NI0r NlnVO __ NVld aid ONlWVad 1Pd1308SI 3H 8NI IIVM 9NlVfVX31 SMOONIM 031d103d53a3HM SSb'IO A13dVS 3801 SSVlO �� dAl'30tlda31Nl N33ML38 a3llld 8MO ZV'/Z 1Itl130 aid T1tl '33VA3NVd llb'M /•••1 -SSVIO 03iVNIWYI H1IM MOONIM 3NVd IVnO l�] O -/-Va OLs 16 lMVa30V1a31NI 13NVd llVM 1NY1tl3S D1S100V aid O NIWadl NIN3d0 SNOIIVON3WW003a dNVW -Ol-ONI113030VdS O a 1NVlV3S O1Sf00V ONIWVadTNMlVanlOnals ON10I9 83d 80 3W b=l IANIA d0 1NVIV3S ousnOOV/M dVO llld H11M10V1N00 O1NI 3W00 _ HV310„h1L NIW'1NIOr NInVO 30Vda31Nl N0Val llVM Sl3NVd 8MO ON11130 NI dVO 13NVd„B/L ION INNS SM3a0S H1ON31 NI..L '0.038 SV dV0 _ 'dNVW aid ONIWVaj "01-ONIIlaO 30VdS IMVaO 01NVIV3S ousnoov 0330X3 01 ION SM3a051SOS(Z)/M L-oa HOV3 0IIVM Ivmniona1S NOIlVlnSN13NtlH13an Ol MOONIM IANIA dO NId HOVLLV IVAOaddV aOd'YU3 Ol NOV81 T1VM N01111aVd 3an033 l Ol VIVO 10n00ad llWens (NIW BL-a)NOI1VllnSNl NOI1VlnSNI llV8 _ 11V81tlOI1SflOOV SSb"1Oa381d 030VdNn�,Z/L9 NOI103S/NVId r 8M0 aOla31X3 J aid ONIWVad 0l 1NVlV3S DIlSnOOV/M d'dO l3NVd��B/L SlIV130 aid =..dINVIC-0ZV 1Z aidAleW3SSV a001d-- I3NNVHO IN31IIS38 VON ONIHIV3HS ONIHIV3HS a313W1a3d llnd - 8MO aOla3lNl —8MO 801831X3 '30Vda3INI a001d_01_1'dM 1NVIV3S DI1SnooV- L NMOO 3OISdn � sv O3-nV1SNI 3e AVW IANVd d0 WO1106 C L-Da- 3In03HOS HSINU WOON a38 3SVG IIVM 9WVr/0V3H WH HORl31NI b SS333V 30VdS 1MVN0 OL OHOS T1VM 39S "dAL _ -H.It' 8-3-1'OlW Ol a01ad 03TItl1SNl 0.03a SV 38 Ol SdVO 13NVd NI 1N3IV3s 3asnoov dAL dAL'1398Va I •31bIQ (0un 'ON35NOVe..Z/l „9L/Bl L 'NIW'eO 90 31n03HOS aid 3WV8d a000 WH 31n03H09 aid a000 N30HV13H HOdVA IIW 9 'IVAOaddV NOd'a'O 3 01 r-`. 3oVda31NI l3NVd ONn130-01 VIVO IOnooad llWens'(NIW 6L-8)NOIlV'11nSNl 11Ve -13NVd-nVM 01NVTd3S ousnooV Y NOI1VnN311V ONnos 9SV1O8381d 030VdNn,Z/vg NET m ^' l 1MdlV3S ousnOOV/M dV011ld _ - 'ONIWVad On15 lTLM/M 10V1N00 'Sl3NVd BMO ON11I30 NI dVO 13NVd„B/L / S301S H10S O1NI 3WOO ION 11VHS SM380S-nVMANO H1ON31 NIW-aO.X C U•/M a001d \ / 'd,U NlnVO 03AO6ddV/M / NIA O330X3 01 ION SM3808-nVMAHCVM VON Ol \a30aV1311 aOdVA IIW 9 a000 ONfIOaV WV3S XlnVO—'I {$ eMO 3an03S'0 O„bZ 0I3NNVHO IN311IS38 Oad L9a 313aON00 Ol 6>¢3anO3S 'dAl 30Vda31N13O03 / 3015 tl3 SM3a05 ow(Z)/M l3NVd ONIII30 0INV IV3S ollsnOOV — SdnO 03nddns a00N3A WH/M �- \ / XVW 981 WOad.,Z18'O'O�bZ IVAOaddV aOd'a'O'3 Ol viva ionO0ad ele0 uoBdPowO o NIW llWens-(NIW 6L-a)AlIAVO IIId'NOIlVIIn8NI N llVe IVOIlsnOOV Ssb'1Oa3813030VdNn.Z/L9 e dAl'NUR ONIN3d0 Wtlr 01 3WVa3WH3an93S J O'O.SL@SM3a0S 1sas AOVdS 1MV z al'IE�Oe4WY0DalY l� 31n03H0511VM 33S 33VAH31NI ONIHIV3HS - ONOI.ZxOI#/M ONIWVad dOOa-Ol-T1VM1V1NV-lV3SousnooV TIVM IV13W Ol bR 3111103S- A W00'ONI-'d llld'MMM .0-32 W l SV L'ONIWVad Onls dOOa/M 13V1N00 O1NI ZOZHU-L69 010H 3a�HI.319ISS lJ 3W00ION INNS 9M3a0S TM NA8G H1ON31 NI A OCU6HO'S111VAH00 ONIIVOO1NIVdOIIAHOV/Ml3NVdlVan10na1SOSn O33OX301 ION 8WHOSIIVWNG/MV08018MO '1S PJR MN 9E9 3an03S'0'0„9L 013NNVHO 1N3IIIS3a Oad L-ON al0 NIW.bZ I is --• "'JJ - �/ ad 6l¢ /L a3d SSL aid NV'ld aid a001d dAl _� ONIWtlad 7WM ONIWVaId IIVM a1SNl 1 0 0 S.a3anlOVdnNVW aid ITd1SNl-QIOHS38H1 �N� 'df10a0 80003lelss3ootl sv JNmnSN03 LL aooa • �' 31SOg 31Va300W'LO 3H3A39'ZO 31Va300W M O,D3N ION'00 31Va300W'IO - uVG3a JO NOIS08800'Mm 3anSOdX3 03tlg103a'Ld 03MN03a'Ld 0319R03a'Ld 0.03a 1ON'od 003tl 1ON'od uIlWV3Wa3d MOl'sstllD 3an3od%3 (WOO'S3-ODI MMM'0N'901AH3S NOI1Vt11VA3001)69ZZ-89 NI 03BIa0S30 SV C13TIVISNI �� 3LVa300W'LS 3LV8300#J'18 3LVa300W'lS 0.03a 1ON'OS 31Va30O/V'LS (009LL IOV)31VJIne,Mv10 3anSOdX3 803Hn10VdnNVW ITLHS Sa3N919Vj'3SIMa3HIO 03ION SS3lNn Ld9L'O Ban'031d1D3dS 3IVU30oW'tj 3iV8MOW'Li 31V830OVY A 0.D38 lON'OJ 0,031110N'Oi DNMtlH19DNIZ33UJ'SSVIO3anSOdX3 ION SI H313WVI03H3HM-SONIMVHO NO 031d103dS SO n-x IlIIH VIO.ISL'O NO VIQ.L4103B T1VHS I'a 3NON(t'Zd .b/E -1" "WE .,a/c ,NC 321s 3IVD3a00V WnwIXtlW '(S83N31SVd)LL10Ol3A M01)s.dAlHOa.dV d SY 1L1003TN0'Sa3N3ISVd 03iovn10V-a30MOd - N OIlVOI1S3ANl 1VOINH03103O Z'd �Z�/+,.9 ,.1-/..b .I-/+,.b ,z-/+„S z-/+.a dvinls 03a1nO3a %S I-/+%Z %S 1'I+%Z %S l-/+%S %S 4'/+%Z %S'l-/+%Z - - LN3iNOO altl v WMr A9 p.X.go JSd OOOZ SN0IIVNI8W00 OYOl 01WS13S(INV QNIM'WH31-laOHS(Z-1'd A/o 113dU AJu 113dAL A'V 113dA.L II1o13dAL AJO 11 UA1 03MO11VS3dA11N3W3O S (03WnSSY)dsd OosL SOVOlLNH31-ONOI(L'L'd OVO ov0 9b0 090 090 OLLVB WolM WnWIXVW WMr Aq—.C] Al10VdV0 ONIHV3e 3leVMO11V VA !doao 1d00o1 11d 010 Sd o9a Sd 000s >J J,O��N3aLS3kS8311jdR""AYO qt� Sa3eW3WONIWVaA1331S03Wa0j-Oloo NoA(PEOLuaien003B1Snv(PSL)S310tl1 N13ONVIS103O03WnWNIW.... :ALIOVdY00NO1Y3B lIOS(d '9'Z .I).3 .�>,1 Xvdan7�iC1'.fVa7>�vIY.51A53a 7ABW963B3d ALIOVdv3 a3A0-llnd 3113N31 NO In0'llnd 311SN3L 61/$(/QL ale0 'HION3UIS ONINV9GN301SNOO ION S300'(Of=AL3dVSlOSOlOtld)AlNOH3NALStl!lOHLDN3HIS919tlMOIIV-. E=2Joi3V3 H10N3a1SH3AO(Z'L'93 S1N3W31303LO9NN003HL j0 SS3NNoIHL IV=3HL j0lIWn 3HL S1N3S3ad3N 0NV OC9Z 0]QQ$(QZ I9GWnu}1af01d %9=H HD10Vd NOIlY01d100W 3SNOd93a(L'L'S'3 tl GNOLLVOOI 11V IM30 IGYND ONV Siftimi ORLS Cmnwo ON 0103IV3HI IV3H MUDS 90 N0I180d 030tl3NRL 3Hl AO H1DN31 NO 039N SI V3NV ONRItl36 QVOI AO HLDN3l.. (91Y)S13BHS 1331S/M 03H1V3HS llVM ONIHY3S Sd03WYZL!'IH`Jll(L'S'3 (ON n)V 214OLLVW 11V (S3D03>IHI IONI)99Y11 MIn13MUS'SONLL00I OV3adS 'Ga033OX3SIkLIOVdVON3HMCI.03a SIE)Nl'nrdQ-3Hd SLtltld O3Niorio SS3NNOIMIV101=ALIDVdVDTlaO. (I-Z ZL Bl'0 L-L 30Sb')SW31SAS lYHf110nH1S 93 0 031V3Sa0031VOONn 3a3HM'SNOLLVDOI UOla31111 (INAY0Ra19-HONI30Ya7IM'60V1S :S310F! Y 031Y31aD03LV003a30%'011DLLV001110a3LNl tlVanLDnalb`NOtn 3DYaD NXr O ❑ AH0031V0 NOIS30 DIVIS13S b 3 3 G 'ul Sz'L '40080 '4 ZIe0 4u0 b Zxbz9Ll5 uIELEo 9L5 (L5 L'el'OL-L Eosv)II kHOD3IVONSI8 03 ,ZE/SL AISL Sel Bl6z sBl bzel madwo t 0 tt Ix -ous (03mssv)a:SSV10 311S E'3 3000 ONIminB IVNOUVNa31Nl 1 '0 YI L t I X9191J3 pCOt-qll fealAf] 9E0'0=1OS'NOUVH 100V 38NOdSaM-IV8103dS 03d WVO%9 NOIS90(9TZ 9 SLOZ ONV tI GW 1Otl HIM 30NVON000V NI SAIN3W03a 031d103dS a3H10 ONV H10NMIS 3AlMaNdWOO WVN2AV a3Nino3a Z9L 0=-S'NOI1VN31300V 3SNOda8 IV8103dS 03dWV0%S NDIS90(9'1 Za 3H13A31HOV IIM 3an1XIW G3SWOad DMINamo003dkLX1W IL380NOO HOV3VOA Aa01SIH ONI1S31 OIAIJ ONV Aa01tlHOBVI u1O9f 4011SO UIZLCO u1L{0 b pXU"/L ONV NOI1VWa0iNl NOIS30 XIW'NOLLVOIlIla3O J0 a31131 3iVUVd3e lIWBns-M013B 031JI03dS 3dAL HOV3 HOJ SLN3W3ulnD3a Ml OEEI MI GL9L LS90=1NS'03dWY0%S130W 0315nfOY(b'L-Z3 9ONVWa0ja3d3H1H1M3ONVUU000VNIa33NION31VNOISSaAOad O3B31S1D3NY 003 303611*1 XY/31 a0KK1D 401Z -4pp50 -01OtZO-UILLO C CxOZ-OIL • EbC7=sNa o3dWV0%9130W 031Snrov(ETZ 3 OY7 gOC1 p91 'NOCO MOgIA r4 0 4{' Nppyt 'It, S'03dWV0%SJ30W03ddVW(Z'rZ3 L V t (1 TitO�i$ b901=sS'03dWVO%S J30W03ddVW(ITZ"3 a O'33H1 AS NOaona1SNOD 4i t -om" 41tro 1M1wo 4 Z-ffin .SIE .bA.' SSIOECL SBl BL51 SNOIlOW ONnOaO(03D?JVl-NS LI)3NVL10H1NY3 032J301SNOO W 03dS W IS30 Ol VId 0 NOIU 93Vld N1(3311 9 IIVHS j NON00 N113S ag 013 d MO6V.D 3HIO(INV 9„108 HO ONV 31000N00 U1909,Am 40050 u1 LL p O L L x08wt t :SNOIlYH31300Y 1YH103dS NOIS30 Z 3 j01N3W3DYId Ol aOlad 3DYId NI 03113E IIVHS 313aONOD NI 135 3S 013atlM0atlH a3H100Ntl SlIOB aOHONtl'S13M0011tl 1• 0 IN It �0 goo OOH13W 3080A IVH31Vl 1N3lmn030L'L 30SV OOH13W 1'3 � 1 I t x t-w '40GzO .W1 mod' '1331 DNI(IONa00-NON 3AVH IIVHS SHIVHO'N011ona15N0o DN1an0 SNVld NO MOHS NOIlISOd NI ON10a0dN13a NOIIVWHS(INIMOl0IWS 3S(3 SBIbS1,L SBIL09 'ul9WO 40090 'u10LL0-4LL0 C kn LxbbHL laOddnS Ol AatlSS3D3N S31a0553ODtl llV 301AOad N01110 3 15 31V7'ltlnNVW DNIlItl13010tl HLM 3oNV0aOD0tl NI Satle lltl130 HdW OZL=XMKnin a ormsiE'O33dSONIM 0WV8 Z'0 '4 90'0 u10090 UI otSo"4 LCU ¢ I-n-wt (3anSS3Hd NIW dSd 5 aOd O3NOI830 STYM)ON10ll(1B 3OISN SI 3an10n H1S-3NO1(t'0 'OO„bZ j0 DNIDtldS WRWIXVW tlltl atle MONO tl 0103aM 3B IIVHS atle DNIOaOjNl3a HDtl3 �O'doI ONIM(0 SSl ze st MIN* -uI OS'0 "4sN"0 uI ODSU'4 LLU s Ixyz-zLll ONIO11ne 301SNI SI 3an10Lla1S-3NON WO HION31 dV103a1n03a 3H1 NIH1M03O1ldS SI 1NAN90a01N13a IVIOI 3H1 JO SS31 NO JIMA 3NO3a3HM Z SLZL N011039 gt-91E IOtl IL1SE'Z --I ID i NII'0 C s 1 OYOI MONs Z1008(0 H1M30NVON000V N103NDIS30 S3OIldS 038300VIs iw130 AlIVOH103dS SONMVN0 dOHS 553INn B SStl1039 IIVHS S3011dS dVl '4041 4SIVO UILSLO-4LL0 E ZXVI-ZL# �1 'w jSd9 1(OVOl lVN31b'IIOO DN10nlONl'V38V 0310DPONd)OV3O lIVM�V10L(9'B Ave .Bust SBIZLAI SB1099 >'I OD -ISWO 'uI LBL'0 '4 LL0 E ttlzVI-m 'uI BLZO LLR jSdL 1'd32N 03103f02Jd)OYOl OV30llb'M lY2J31Y1100(5'B 'Aa3An300Ntl NOI1VOIBBtlj Ol aOlad a'033H101 M31A3a a0j 03llIWB053B lltlHS SIF S -y '0 -ul SL9'0 �I i �llvo C 16I- i dSd SL:(OVOI Ti831V_I100 ONIOnIONO OVOI OV30 HOOld lV101(b'B L 49e0 u1Swo U'L910'4ll'0 E 91GxbL-ZM dSd L'ZBONYMO11V OVOI OY30 HOOld IVN31V1100(E'B S300a13313 XXO63 NVG38 01 UV63a HE,, l Call 'U16WO 'Ulmt,o-4LLO E /Izx9votu 1 dad ZL (OVOI T1a31VI100 ONIOn 10NI)OVO-I OV30 d008 IVlol(Z'B S30Oa10313XXO63 'V038NVHi UnV3HDUOIS)4O9Jq HIDN3a1SO191AIMS1991S),011VMOI'HLDN3a1S-HDIH'ONOSHvo l 45L4'0 OI OSL'0'VILLO E LxBl9t 406L0 at# jSd 9'Z 130NVMOlIV OYOI Ob'30 jO0a IVN31v`1100(L'B S3OOa103l3 XXOL3 HV83H 90LV WLSV 011231S 9Etl WLeV 9L/9 ,.M Sal 69L Sol 9Bb .0.0 i i5-!1:SMOIIOJ Stl SH1ON3NiS S900a10313 H1M'P W SMtl a3d 03Wa0ja3d 3B IIVHS SatleDNIDBO jj j0DN1013MOVOI OV30 IV1O10NV 1VH31V_Il00(B I u16SC0 ulo9Y0 U11rol f Pif x BL9L! d8dL:(V36V 03103rOHd)anTVM d00YOl OY30(Ed LS103003 DNIDtldS NO13N3-L 11113HS ..1110N3111313-0 XVW NIW 3ZIS 1313Y 1n011V0 dSd6E1 S1SIOf(NV DNIHlY3HS'DNI80Old dO(Vol OY30(ZY USN LIB)90Ltl WIStl 813M008DNIDa0dN138 1N3B O131j SWRWINIW ...HLDN3a1S,,V a,OVOI tl3H .W01/d1/J 79W M3tlO3 )WVH3 1tl01dA1 dSd S 6 S1SIOf 8 DNIHlY3HS'ONIdOOH d0 OYOI OV30(IV 0SJ10o9g))9OIV W1Stl SN.1L03NNOO 3A331S 3011dS o3lnoHo HOJ S13MOO DNIOMOJN13H 03XOOH 031tlOINBV!dOHS OVOl ovao(V (ISX 90Ltl WISV - 03013M'1331S DNIONOJN13a O31tl01BBtlj d— :ASIM83H1003ION 897M'MO13931nO3H3S 3Hl H11A% O OB'/D'SL9tl W1SV 3SMa3H10031ONSS3INn'oN1013M1nOHLM'13313DN1Da0jNI3a031tlO1aBtlddDH3 30NV0a000VNI_IIVHSSNOII03NNO03SIMH3H10❑310NSS3lNn'(W0093.0DI'MMM-0N'33omm NOIlVWif03NI8SOHOl N°JIS30 NOI1Vn1VA3000ZEEE-HS3NI03BIHOS30SVOaIIVISN1@a3miovdnNVW DN11LItHAB'SH3N31SY4 O �--1 VIH311H0NDIS308SOVOINDIS3ODNIQ1InBaOd030N3H3d38SVMOLOZ-L30SV DNIIIHID-jl3SX3ld-XIMXBOS10nCIOUd N0110nN1SN000Ol3AB'983N31fiYd IVLtnLOMLs>3l:, R S3ZIS llV'lllj aVlnNtlaO a0 HLatl315NIVOV 1Stlo uva m'3ovjunLLOOj S1N3WON3WWY NOIDNIHSVM d0 31Y1S H11M 3000 DNIOIInB IVNOIlYNa31Nl StOZ � -lIHO 30 IIVHS SM3H09-03M011V ION 3HY 531VNa31Tl NO SNOIln111SBOS'0313103d3 SI M3a06 3'�5 z a11VNS ONV S8VB S#-30VJUnS d01 O S02iHONV1S 8 S3000 11 I a3llVW5 ONtl save Sa'3Otljans d01 OId103dS V 3a3HM'03a1n03a SV H31T11SNl a0 H010Ya1N003H1 AB 03103135 33219 M3HOS 03151 z I 3321s atle llV'S301S o3Wa0j 3H1 d0 ANV 3S AVW M0130 3lnO3HOS 3H1 NI NMOHS 1nOT1Vo 1V01dA13H1 DNISn 1n003T1Yo SM3HOS O N n AlddV SIIV130 OHVONVIS 8 S310N_IVa3N3O Z - 930VANn5301S 03WNOJ ONV dOl a01a31X3 H z a308Vl(INV SNVO B#'3otljans dOI NOIN31NI JI0V0=3ZIS 013M :"30I1VO ZL=SIIW L6 b dIa31R13 NJIS341yu n1Onmis ZLL U3IIV1S ONV SNVe S#'3otljun d01 a01a31N1 XLL00=3ZIS 013M 30nVO bL=SIIW 99 y..,.1 ��••(( 1 „9990'0=3ZIS 013M ""'3DnVD 9L=Olin bS ,f - dAl'lllj aMnNVaD a0 tl31SNIVDV lStl0 Sjan5313aDNOD ..LS600=3ZIS Ol3M ..........'3OntlD BL=SIIW Et,�I NOIlW Vd3f lo,s 03;fOX30110N H1a 3Otl :'O'N'n E'LO MStl 89d'S30ONI0319 XXO93 ONISn l2Nd 03NI01'J.S3NNIH13Hl ZIOzI OH ` H1DN313011d503aIRD3a 3H1 S/L NVHL latldtla3HlanjlON tl019Y1N09 NI3BI1YW488V60HOIldS(b '0301AOad3GIIVHSNOOHOatlONViSSV'03A31HOV38IONNVOSDNIN3dO4OS3OVAONOA3B1N3WdOl3A30NVGiHolvuis3a3HM M0138 G31j103dS 3ZIS 3H1 JO 39-nVHS DNIMVUCI BH1 NO NMOHS SN01103NN0003013M L�1 m SatlB MOI3S 03Dbld a0(S)NOOH HIM SNVId NO NMOHS 38V Satle 383HM ZOL9jWjA,,jWlVDkI 1 IN OONY Ond9 a 3S „9960 0=SS3NX01H11Y13W 3SYB W(1W N W "3DnVO ZL=SIIW L6 L / S1313a0NODjOSLNVHiaNOWN3WSUVOlV1NOZIBOHa0j3l9V011ddtl SINOI1DOINVB.dOl.(f ,.LL90'0=SS3NX01H11Y13W 3SYB WnWINIW "3DnVD 4L=S7W B8 e vJ 'MOl3B n a N H S33 lO 3 S S S NVId3HLNO BESO'0=SS3NX01H1 1 3 WnWIMW Aldd 3I 031V010NIAlltlDIi103dS553lNn'08003a-jD-893NION33H1k303n0HddVa@IIVHSS1NIOrGlODU3HI0NOS1NiorNOI1Dna5No0 BZb00=SS3NX01H1W13W 3W8 INW —339m B9L-SS1I1WW U OI9IO3dsONH1M(6ID)„esstllO.ao(tllD).,tlsSVID.,SV031V010NtUV SWIV"l 3011WR3a3HM(Z 6ZE0'0=SS3NX01H1Y13W 3YB MnMINIW '" 3nV0Z=SIIWEE S3SS315N0153033SSH O d SOaVONV15Lbf 9lf'9006 LOEIOt101ONIWB03No0 "-30rWCIZZ=SIIWLZ 3 dNa3A0 ON3l 8a33NIDN3l0a1N0o3L360NOOVJONOIeIAHanS3RLa3ONn03DV dONV03XIWNDLLLMDdOad3BlltlH333a0N00l1tl „69Z00=SS3NN01H11V13W 3SYB WnWINIW . 30LMDS =SI3SOH1'SNVld N0031tlolONI AlIYD1j1D3dS 3atl SH1DN3l 3olldS NO IN NOISN313a3M L „BLLO'0=S83NNDIHI IV13W 3SYB WnWINIW IW BL !SS3NXOIHI SIIW NO 3DnVO HVInOILHVd Y SV O31d103dS SH3BW3W 13315 aOd 03OIAOHd LL9AOD 9310N NOI.LOnVASN00 NANUONO3 3S11VHS SS3NX01HllV18BIVW WnWINIW ONIM011Od 3H1'3SIMa3H10 O N 3I999INn NIW.S LB t� a Nit MOL ,116E '4ZL An [,Wong M1C "4 BZ a3H10 `TJ I= -ulbf 11 IZ UIR 'UIBZ 'ul Lb 'U1 le '11 Gh "W d4 PIn'SON31SIOf 1tl O301A0iJd 3B IIVHS DNIXOOIB ON3 r( a3AOO.Z/L'NIW MIZ M01 v¢ V B Y42C met YR I V. "UO . . SONIMVHO3H1N0031V010N13a3HM031WISN139TWME)NID01aB1S10f /1 Nw003-{•9 '49t '4K NOt 11Q '4EE 4SL 'UI tM 'u!eZ dOl ,.ZJ L-1 Sdn?J2JI1S'S311'1N3W30aOdN1321 AaVWI21d (L'Z0 l J SNWnl00'SWV3B(Z0 ONn'SNinund ow S1211D'S1SIOflly NOd OVOl 031VU130NOD HVWOJVCPOW_'u19L 'UIZI 'UILI 1 'u!OZ 'u1SL "ulfd "WLt Y3NL0 PIE 8311VV4SGNV8VG1,W (ZL0 d0 S1NIOd 1V a0lONV S1NIOd DNIHV3BTIV IV 03OIAO8d 39-nVH6 S213N3=1JUS Elam NIVIML'I=S 41t VI66 wcz V1L v1L 46L ul bi 'W LZ d01 £# ,ZIL-L ' ' ' . ' .SHVBBL#ONVVW (L't0 a3AOD 0.03tl 1110 -13 610 V'10 6l0 Y,0 ■-m r10 MOLL S1SIOr(INV STIVM'SBV1S(LO SIT/M ONIHV3B l-N d0 d013Hl1Y O301AOtld 3B T1tlHS ON1Drds Lt03a ISd 0009 ISd 0001 ISd 000► ISd 000E aYe 3z13 ONnOaO HIM lOV1N00 NI HO H3H1V3M 0103SOdX310N 313aON00 10 a3BW3W NOI1nBIa151O ovol Y NO SOn1S a3A0 Allo38I0031V00138 TNHS S1SIOr 1Z(I-L ' ' . a31_IVWS(INV' UH A LEG HO LEM'SHVS a3IIVWS(INV S#(ZB 031L1W213d 39 ION IIVHS Some 030YOl AINIXtl NI S3011d5 S3JIldS dY1 T Hl°JN311NMdO1n3 Z3a ZYSM ' ' ' save 91#HDnO8H19#(LB 031VOIONI 383HM 0301AOad 38 1TLHSLN3M9AOW lV011113ADHnonNis 80d SNOISIAOHd 8aH1V3M NO HINV3 01 03SOdX3 313MONOO (B 0'O,b@SOn1S 90VHB),IIVOINIVH03W'031jID3dS36IMa3H10S93INn EON011038,1SIV „E H18V30103SOdX3A11NVNVWH3d81SNIVOV1SVO31380N00 (V O1WHOdNOOIIVHSDNIOVHS S13NNVHDO3TM)H-GIO38OSdV211SIVINOZINOHAB 'NIW,E HO DNIHIV3HS HO OHVOB IIVM dhD j0 3Sn AB O3OIAONd 3B TIVHS ONIOVaB 1Va3ivI HO P9 jO H3DHVl 3H13B 1T1HS �` 'L WVIO ONDS=.A- :ONIMOII.13H1 NVHl SS3l 3B ION IIVHS W39898i93HdNON)313HNO030V1d SH3BW3W ONI103NNOO Ol 03HOVIlY A138n03S 39 1lVHS a SOVDH HOOD ONV X move l0Y ESOLE 01.NOIHd H1ON3aIS 313HONOD SDA NOISN31X3 XOOH WnWINIW WVIO HVB=.P,. -NI-1SVO NI 1N3W30aOdN13a NOd a3AOD'SNVId Had O31AI03dS SI H3AOD H31V3HD V SS3lNn MOONIM 3AOBV'SIIIS MOONIM M013B OTnVISN 3B T FVHS S3lddlUD a0 SOnLSXovr SNOISN3WIO L IS 3Hl'�.01AS13S..SV 031VN01830 IIVAdR13A X :BLE 10Y EBOLL NHOMWHOJ JO NOIIVOIdIa3A 93A SXOOH 33HO30-SEI and(Z �� 'SX0tlH1 NO SH3NNna Hamm ONV Naddn 11+ H10B d0 S30NVId 0103H0VILV A13Hno3S(INV 03NENW'03BWnld 38 TWO SOn1S E 3 'EL t '03M011V SI P9'SaVB dDlIVWS a XOOH H O 3 3H1 AB 03AOadd`d 'P ZE L EL-WsosL ONIano OM/5#aOd NOISN31X3 NOOH OHVONVIS HO 031-A103dS SSBINn BOVA 3e ION IIVHS S3011dS S310N 31BV01lddV ONV 31BV1..S9011dS dYl SM3HOS OL#(b)/M NIW..B 03011dS a0'O3o13M-11ne IN3W313 lvanionalS X :BLE 10V E-901L 3138010HS I D1380NOD S3A 8 H1ON311N3Wd0'13A30 HVnN..3H1 H11M 3ONVOHODOV NI'O33n 38 IIVHS 30IldS dVl..B SSMO.. NOWWOO V 0103HOHONV AI3an033 3B-nVHS N0Ya1 d0 SHION3I 0NIIIn8V 3118 dnHHI1S 33aD3096(L 33HD305Ev '3ZIS gm �3 NOISN3NI0 DNIlIV130- V'031V'010NI A11V01j103dS ION 3NV(B SSV10'V SSV-10 TO SSV10 30IldS dYl 383HM'8310N BLE 10V 0061 31GVOIIddV ONV 318V1..830IIdS dVl 8 HISN311N3WdOIDA30 HVB3H.,3H1 NI 031dI03dS SV Be 3anionalS DNI1HOddnS 3H1o109HOHONVAl3HnOnS 39 TIVHS SXOVHI 0NVA111Ntln0 X �6E0 W18V 'C,90LL Sisal H1DN3818 313dONOO SBA gJ11 1Q 91 �, IIVHS H1ON31 3H1'SH1DN31 dYI 01j103dS 301AOHd ON 00 SNVId 3H3HM SNVId Had 031d103dS 'S3dA1 M983S 03AOHddV HOd 3lnO3HOS 33S'03a1noaN SV 1NIVd HLM do 03HDnDl H3ONnAD SV 3B IIVHS S1N3W31331380N0003080AN13a NI 1N3W30a0JN13a SnOnNI1NOD NI S301ldS 3BIIVHS l331S NOBaY0 d0 SOl3MllV'LVI'dd H012YJNIZV HLM do O3H00013B HOB bZ 99 IIVHS S013M 11V N01103NNOO 3H1 d0 H1ON3a1S 3H13HnSN1013ZIS 1N3101ddns dO BLE101 33S WU ,fL£0{ 0{# m/, '03111Wa3d 'Z SSBLEIOY '— '- �c ION SI.,ONIBSVIS..NO.,ONI113S IDA&, 3H0N00 dO 1N3W30V1d Ol HOlad 30V1d NI 031138 'O'N'n'DNIQl3M a0 SM3aOS DNIIIIHO-dl3S H11M 3B IT/HS S13NOdW00 d0 DNIN31Stld Had S3ldW'dS S o n- - -1� 0 NOOH 71V'HS 313a0N00 NI IDS 3B 0138VMOHVH 8DH10(INV S110e HOHONV'Sl3MO0 TV'00.,bZ NVHI 09Sn Sa3BW3W 1331S 3H180d a3an10tljnMLW WnWINIW 3NVl lid 9 _ 1 F 3B3HO30 O6 831V3aD ON ONIOVdS V 1V HVB SSOHO V 0103HIM 39 IIVHS HVB DNIOHOAN138 HOV3'1VIH31tlW 3HI AS G30N3WM003N SV ONtl'NOIIV1T ISN1 H3dO11d ONV 3131dW00 V 80d 03OV1d mm NOISN3WI0 ONI11V130- oNVS 011SY1d-I1VH0313HON001SV03ad'3HIM t SSV1038 IIVHS Suva 031VOONn HOASINOddnS 03a1nO3H S3al8OSS3DOYa3HlOONV'Shc101N311IS3a'S301A3ODNINaLSVj'SH3N3jdIlS SI 313HONOD E .ZlL Z „b!E E 9# HVB'SNMd NO MOHS NOI11SOd NI ON1080ANIBN laOddns Ol ANVSS303N S3I8OSS300V 03M'SdIlO'SXOVal:01 CI LIWIl ION NB ONI011lONl S3180S9300V T1V 301AO8d HS3ad 3WIl 'EnbLo S1S31 H1DN3H1S HOd DNIIdWVS ,Z ,.E b# 'mM..Z/vZ,-Pb IIV30IAOHd'SNH1d(INV SONIMVHO 1N3W30V1d/dOHS O3AOHddV QNV'L a31dVHO'BLE 10V'LOE IV SN31R10BdS 'Ico WL0 d03WIl1V 38n1V83dW31 .Z/1 L .,b/l Z E# 10V d0 N0111031S31V13H1 H11M 30M/OH000V NI 3B IIVHS 1331S DNIOHOINI3H dO 1N3W3DYld O N'n'S3dVHS OHVONVIS VWSS 38 T1VHS S1SIOf 8 SNOVNl'san1S(H 31tl01HBVd X MISV ESOLL 1N31N00 81V'dINnIS SDA O Nn'Sa3BW3W 13DIS 09HONnd OHVQNtl1S 301AOHd SlltlM OfllS lVI3W aOd(DUML sdooH9 sl3moOV 7301IBIHNl 1Sna VHLM 031V003B TVHS ltlIa3IVW l331S NOBatlOIT/(d 'DZE'L dnaaas save au 3ZIS �=O NOON 'OH003a-d0-H33NION33Hl AB lVAOaddV aOIHd 1nOH11M H31HEN 930nVOb1 HOjISXEEaDOLSVW1SV:133HS1331SNOBHVD(3 X :am10V ESOLL 313HONOO JO 1N3W3OV1d SBA e1B0 Lrood11De90 '0N ..0„ .0. HVS QaV01W15 031191HOHd S1313a0N0001NI 1SV0%IIV1INVd LJ3W30NOAN13a d0 ONINDIHOWHISHO ONIQN3B lVIH31VW 3DnVOZL HOdISX OS NO 0L9V W1SY 133HS 13315 NOBHIYJ(O NOISN3W10 DNnIV130 338030 O9v O131d-dOHS 3H1 NI O3AOHddV 3SIMH3Hl0 SS3lNn O1001N3W30HOdNl3a QN38-LI t 10V d0 H3LJOIl ONV 3DnVD BL a0d ISNEE=Ad ES9`d MIS 133LS A-VO(0 SNOISN3WI0 ON38 S30N3H31013Hi ONV WE IOV HAM 30NV0a000V NI 3B 1IVHS DN3W0bo=03H d0 NOIIVDIHBVd L'E'L06L oln'anous9Nnr#rpUVrnH=I 3OnVD 9v 8 bL HOA LON 09=Ad NOV WISV:1331s AIVD(B 'E'LLBL S�OOH aab/aN1d1S 21H8321 30nVDZLaod IdWoSM Ad HssislOroNVSoniS-(Y 'NOIIVTNI3NI Ol HOIHd lVAOaddV HOd OH003H-do-H33NIDN3 ti9-Z9 'ZOL6t 3H1O1 V1VO10nOOHd11WBnS_IIVHS M01OV81NOO 3H1'031j103dS 38V Sa3ldnoo IVOINVH03W :SMOTIO-4 SV SNOI1V01j103dS T/IH31VW H11M S963 W1SV H11M AldW001lVH5 S1SI01'ONV 3OnLS T113W 'q HO bO6L (SINOIS30 WOO'ONI-8Y11Id'MMM 3a3HM 8301ldS d1Ll d0 H1ON3I(INV S3011dS dVl d0 SSV10'S3011dS dVl IIV d0 NOIIVOOI DNIWVHd 1331S 03WHOdIIX)O 80d SONVONVIS ISIV 031.dOCIV 8 X X :BLE IoV 'E"90LL XIW 03HInD38 d0 3Sn.1HI83A SBA ZOZB-UL V$ 3HI 31VOIONI IIVHS SDNIMVHO 1N3W30YId ONV dOHS 1331S DNI08O.AN136-SNO111031S31V1 3000 ONIOIIne 3H1 d0 SN0111O31N3aan0 ISOW 3Hl H11MAldWOD IIVHS N011DnHISNOO TlV OCCL6 80'SmVAW0 BLE IOV ONV'IVnNVW DNIlIV13O 10V H11M30NVOH000V NI SHVBlIV13O 1331S Z)WaNOdNGN 03I03dSNI E'L'B L'sosL 1$PJCZ/IM1�9 d0 AH3AL1300NV NOI1V01HBVd 01 aOlad M31A3H HOd 031LWBn53B 71VHS SDNIMtlaO dOHS S310N ONId00H $ ONIGIS `-mils a3W210d 410d.� of SNOB IIV X IBLE 10tl 'E SOLE NI 03Titl1SNI S1lOB jO 1N3W30V1d SBA 09 No'Sv9V WLSV SdnaMlsaNVS311 09 awsm W1SV (3S1MH3H-LOG310NSST WI)SWG-nV L'L-L'L ZE"L06L I 1N3W30V1d:03WHOd30 VC NOON3I ONISSBH1S38d Be 1T/HS 3HM❑INV SNdB DNIOHOjN13a IIV'3SIMa3HIO 0310N AIIYDIdID3dS S89INn X We 10V 'E 90LL (INV 1331S DNIONCANI3a S3A 'MOl3B 031010NI SV 39 IIVHS AHNOSVW 80 313HON00 HOd 1V1a31VW 1N3W30NOdN13H 1331S SIN 0 S 1 ]T7 a 9310N '13315 ON10aOdN13H 313210NOO 0 0 'LL L31dVH05LOZ OBI dO81NW3aNW3 a 3H1 H1N30NVWHOndN00 NI 39 TIVH SS 0d3H ONVSI03dN'310NBE)V 3NO103MW3HlGWOH003HdOH33NIDN33H1""=dO ONIOIna 31oI8AbOd3aQA02 V ONI1S31NV SNO10 SH0103dSHll1039H31H0' M9 Y(01d�O1d0SOa003ad33NIIVHS^^NI 'df0 LOZaid 09NIj30 SnN 100 NO(d)01OOla3d I1� O� H3H113 Stl O3Nj30 3NV SNOI103dSNl 3H1 SNO1103dSNl 1V103dS ONIHInD3H XHOM 3H1 j0 SNOI1HOd S313103dS MOl3B 1SIl 3H1 SdjO-NO3HO IIWH3d ONIOIIOB(INV SN01103dSNl AON3Otl lVd101NnW 03NIn03H OI NOI1100V NI(INV WO8J 31VHVd3S 38V SN01103dSNl 1V103dS'N01103dSNl `v/� I HOnSONIHIn03HXHOM3HldOSNOlid0d103dSNl Ol'-MDliaODNIOIInB3HIAB03AOHddV 'AON3Dtl NOII03dSN11N3ON3d30N1 NV 381H IIVHS 3AI1V N3S3ad3H S,HBNMO HO 89NMO 3H1 } ON!.' 11 GNV N01133dSNI 1V133dS pa)ea(pui gy CC aleae R I� IVM-I 3 fi 5F OLL VONI1}` D ZIJ 81L L'bNff � uolslnaH `� _ vqm Rq PaN�40 j._ I '>S 7 lilt FIY� LL1 WMf Aq-e O tt ' 91 61/B1/OL ale0 O'N'n BST6 IlOH3d(SNO11VA13DNIWVHj 339)3AO8V HOOIj 3H1 AB 031HOddnS 38V SOn1S do MOW agwnu laalwd -lllne 3H3HM S1SIOf WIH lV ONIXOOIS NOISS3HdW0030lAO8d L L l.� c ON-n'AIddV IIVHS LSTB 11V1300HVONd1S 31-11'SlIVI30 \ eWVf 31V31ONl A11V0I31013dS ION 00 SNOUVA313 ONIWVHj owe n u eaua*� 3H3HM'SNOI1VA313 ONIWVHj NO GAIVOIGNI SV SNO11038 do 1IIne d01SISN00 TIVHS 91TVM Ni S0NIN3dO 1V SBWVf 8d0 OL 1Sf WIH MOl3883A0etl 03HWd w4zi,d H3/sluaddo oseau al'�annY/: 4 S1nN X3H AAH/M OOH nHH1030tl3HH19EV W1Stl .B/9 bL#ZLI 9nOW3l AUedwoo ell-—le uos wIS EZB_ 0'Nn L NI NMOHS SlIV130 0HtlONtl1S ISf WWM0138 1 3AOSV 03HItld I IO 3M '*VAWW: s1nN mH AAH/M OOH nHH103aV3HHi GCV N115V .9/9 ►1/Lt gnaws OVL�Voauo9-"-ML�wLB u ZZ's Had 09OV8039-nVHS SOn1S'ONIOVH931VOICINI A-nVOIdloadS l _}`yip yyq.OgOry ngy�"jiµ'yvy;�jjq Oli N1038W3.A IM OV3H X31-1 AAH 9C*M 099 LA Wlgtl 7i7i bl#BL snow s fAmIme*att-flumle UOWPWOB LZS ION 00 SNOIiVA313 ONIWVHd 38BHM SNOIIVA313 ,".•".i „"Y,°y ONIWVN=J NO 031VOlONI SV 03OV8938 TIVHS Sallie 11VM �8 1WVAUA{OTd893A0BY0atlIVd ips'SlLO F137sSti��O�+as�y3R'#/>�rY=d'.14 g1nN X3HAAH/M OOH nHH1 o3O'o'3HH19Etl W1Stl .919 bl#(ZLI gnaws 'oul Ml LSV tt'B A IV WM M01N 93AOBVO3HIVd HICIPCLO t13/g90Nn04QId1a% 'WA%W' - amnHAANANOov nwtG33V3i91K W1" Al9 bl#ZL gnaws 'eW �MI--�uVg8 8 ZL8 '0NIH1V'3HS HIM ONI113A03 018018d µT'WiON31V----M-Cb R VO -W 01j NI 038W3.9/M 0tl31-1 X3H AAH 9E-'s mw W-LsV WL ►1#81 Bt10We .&A 011•1114w it's 03NO1eN31-38d39 lTdHSSdVH1S'03M011V3SIMH3H10 let•y411 MO3B13AO8tl031iWd- y10�13!!AMw�jlA+o se r+iM'1�9V S1nN X3H AAH/M OOH n8H103OV3HH19EV W1S .RN bL#ZL gnaws ..I Auedwo0 all-11-19 U09dW1S EZtl H0031dI03dS SI ONIXOOIB dVHlS lb-1d 3H3HM'`JNIXOOIB 15f WIN MOl3883A08tl 03Hltld Jpd YZLO H3M +na oaeowdel,wnny/=dBV 91fLN X3H AAH IM 00L10BH1030tl3HH19EV W1 -e/9 4L#ZL 9n 3WS 'oul ue woo ell-S-Is UOsawlS ZZV DNIHIVlnd 0N19n a3N0018AISL1V31ONI BS 39 MN31VHSS31Nn ) RtC)a3P'L�--II+ -o"9a i j. Old N1038W3.Y/MOMnH MN K 10 Y99td W18V .21L bl#(90 anOWS '�1 OU 18�ae8 LZV 0NIH1V3HS 11VM HV3HS lltl'031V010NI 3SIMH3H10 SS3lNn B lsf WIH A1013e 83A0etl 03Hltld 'OL{0 YaLd q'ALw�q $1nN X3H AAH/M OOH nHILL 030V3HH10EVW13Y „9/9 bL#Zt 9/laws 'out uedwo0 ell-uwlS uos wlsF.-V. (318V'1d300V ION 38V SAA380S OV3H X3H) lsf WIH AA013e 13A0etl 03HIVd 'YLt0H3fgVwtuOp�wtlpoW_ r-*WW4" 91nN X3H AAH/M WH nUL11 Q301 1N1 WV W19V .B9 bL#(ZL) 9nOWS W1 RWO6 Ott- WU �I 03Sn 30 IIVHe SM30S 31U08d MO-1 S1SIOf HO SOn1S 3H1 'Kt0 H37gVOWroo011 -L�ILLtfA D"R03CM3.g IM OV3H X8N AAH 9C'q 4'9941 W19V ..e/L ►L#BL OrOM '0N WOO OU 18 y 83AO 0311V1SN138 IIIM 0NIH1tl3HS IV13W 133HS HO STANVd 1Sf WIHM013e 83A0etl03Hl'#d '1WL0 H3fqueuuldd0/eld ab0w0 l S1/1NX3H AAH OOH nHH103atl3HHI KVW18V AAi ►t9 ► gnaws 'ouI. VO VIl• O"M IF.Gl..JI) TJHn10nH1S OSn 3H3HM N0110nH1SN0001 HOW aH003H 4q By L,N{tMOpy ryy{O Q3pyeBNj phr WlgV ,B/S bl#IZL gnaws '0W -NL L9 /; JJif WR1 Mp73B93AOBtlWHItld IPa'bZL0 H3/gdewnOo osaow0errnmxy/:a 10 H33 HM EIABIVB O3A1V 31 V id3O3V V 81W838 S31N VNI OOHd uewroo0 o aeow el a WT Did Ni C138W3.e/M OV3H X3H AAH 9E'aO 699 Ld W1Stl A/L Yt/(el) 4nowe ouI ue woO ell- S uos wig 3H3HM31M'eE tl nis N iSl NV SI SH38W3W ONIX001S Ip'bZLO H31q y dO11ONIG nbH SMEIND Ot#HO 1SIi BHI N MOON 1GaM JSp W18M013893AOSV03HIVd JPd bAO H3/quewnOoO/ eaawdel canny/: y S11IN X3H AAH/M OOH fAIRLC WMM KV KM .8/5 bl#ZL gnaws �1 iI 060NS Lg1�8 3H1 nHHl SM3HOS OL#(Z)NVHl SS3l 10N M011tl 0183M lSf WIHMOl3B 83AOetl 03Hltld 'Kt0 M31quRULna�p q�+VOuidMWvfl�dR4 B1nN%3VI AALLIMOOLfWI/1030V3tlN19Etl W1SV •Al5 ►L4 { f110LY8 -ouI uedwo�all-Buw}"-guosawig ONV'S9ONVld•JNIN00183H10NION380NV ONIdd1l0 AS 91SIOf 3 '►ZL3 f+N>✓IF V Old N1038W9.B/MOV3HX3HAAH e6'aD►99tj Wl A/1 bt#Bl snows "ouI ue woo all-ubgg uba-is (INV son1S 0103Hn03S 3e llVHS ONIXOOl8 H1d30 T1nj 'L ISC WIH M0138 13AOEIV 03HIVd 1 'OL{0 pOVI�eC� aLnNX3H AAHAN00b nimcB wu KY W1SV .am bl#TZL i We 'dW LIar-imkQOp96 EZL yO N n 3ONVld HOV3 n8Hl M360S OL#(L) ier WIH MOTee a 3AO9V 032,1IVd P&OU0 N3iLLs dq' a•H d9V 91nN X3H kAH/M OOH nHH103Otl3HH19EV MM .W9 Y-t LPL- Bna WS 'ouI ua wo0 ell-ualS uos w1s Q•L O II /M S1510P WIH Ol 038n03S 38 IIV'HS S1SIOf dOOH ONV 800-U 9 Ipd'bZLO H3hlua uwoapo seewdel maWj:d9q Old NI 038W3.B/M0tl3H X3H AAH 9E IE)bSSld W1Stl .,B/L bL#B L a110We 'ouI Auedwo0 e11-uogq uoe w1S LZ L 1..,.I 1 -) 'O'NT 30NYld HOV3 Isr WIH A1013e 83AOetl(3HIVd 1 a►Z{0 sew ii-Wr s1nNX3HAAH/MOOHOHH103OV3NH19EVWIW AI9 VIB LI gnaws 'ouI ue w00 ell--Is uos wlS tilt leP WW MOl3B9 O3MVd 1P'4ZLOa3lquewnao0 o seowdel�w//:d9V s-LnN X3H AAH/M WH nHH103aV3HH1 gcv n-Lev .8/9 O ZN gnaws 'oul Auedwoo eU-uwjS uosdWIS ZLL O !� 0M3HOS OL#(L)/M SXOVHI 0103HnO3S 31371VHS Sams Ipd'4ZL0 H3/sluewnao oaeowdel/wr-d9V OJJM 03eW3.9/M OV3H X3H AAH 9C-xD 099Ld WIStl AIL }Leet '0q 1' NL 1{'L i -IOW CINV'O'Nn LS/fi 110 H3d Sallie 8WVP01 O3HOHONd e Q 39lIVHS SN0VH11lls(INV OV3H H000(INV MOONIM 9 NOLWHOS30 1/10 1� — S1N3WWOO 1MOd3M3000i13dlli/1SN1 SM3MOS 3dA1 213t1f11OVjf1NdW Al" �J LZ's 'oN n es/e SO02!a0 S1lOB aOHO1Vtl 110 HAM 90NVOH000V NI O3llV1SNl 9cl TlVHS SM360S 'NOI10nH1SN000I HONdTVAO8ddVHOj SH3N31SVd nnamos NmomgN 17VM avaHe I� o B•tW8 31VN831ltl HOd OH0038 d0 833NION3 O1lvjI1W8nS 301A08d' LS 133HS NO NMOHS S31ON 1331S 03W8OA 0l0031-11 HAM 3ONVOH000V N138 TIVH9 SM3HOS -b NIW.SYLEO:VIO NI .9EL0 'a1O3 31S133 NiSV (tll0aV3H ZZ Ol a3-NI.V .— _-_-_ - _._ - .B-.b M 3Hf5'O'N'n Ipd 9ZL0 H3"mu...a o cewdel-Wi:dgq SHOHONV s-A SM38391NIOd lIIHO ZLS'0tl3H ltllj n .9 1 -4 le 110 H11M 30NVOH000V NI 0311V1SNl 38 TIVHS SH3NH00 .b•.{ 0HVONVIS 1NIOd 1011d Z'ON JSOSLx 90 WqF M=S31H3S OHVO8 X0tl61 dO--nVMnVH8'O'N'n 9S/G 110 H3d Oi-3E)S HO (tll0 OV3H'NIW.S4LE'0 ZtS'a W IVl=I h33131031V ESBO W1S SnOnNI1NOO 38 TIVHS SXOb211 TVM W011099d013ONb'ld 1pd"9ZL0 H3lquewnooOtBjo sedwdel. .W/:d94 SHOHONtl deA gM3H03lNIOd T11HO ZL3'Otl3H ltlld .ZL .9 L 'eO ZZ 01031VNIWVIeMO .9•,b 7M3 C- - •7091tON1l� HOV3 IV M380S OL#(t)ONISn S30N'd'1d 31b'ld lltlM WO1108 .4•.{ ills ONVONV13 1NIOd 1011d Z"dN 1903 ONO1.4lL-L x9# .e/g/M OOZ S31H330HVOi}3Hn9 J (INV dial 0103H0V11V3811VHS S30NV U SOn1511tlM 'E (-VIOOtl31-1 NIW..B4LE0VIO'NIW. VO) 11331S 133HS C990 W1SV w 1pd'9ZL0 H3lquewnao0/O.o seowdel AkmW/:dAV sHOHONV -A SM3H0S 1NIOd 11111O ZLS'Otl3H IVld .ZL .9 L eO ZZ 01031VNIAVI SMO „9/E 9-,5 4-Me LS_'1 y O'Nn .v-.1 IIISOMWIS 1NIOd 1011dZ ON 16030NO1.b/L-1,x 00 .9/9/M OOZ 83183S auvoe-3Hns 9T9 110 H3d 03011dS HO SnonNI1NOO 38llVHS SISIOP (Via 0tl3H NIW.54LE 0:tlla'NIW.9EL'O) (1331S 133Hs 600 W1SV n WIN'SIIVM ONIHtl301tl SlSIOf d0„E NIH11M 031tl001 SM3H0S g tpd gZLp H3/s]uawnao0/B�o saowdelx�mny/:dA4 SHOHONtl aeA SM3HOS 1NIOd lI C 0:VIC'OV3H ltllj .ZL .9 L BO ZZ 01 a31tlNIWVI eMD „B/E S-,S L-MS H11M l'O'N'N 3SIMH3H10 0310N SS3lNn'OO„9L OL#/M -b•.L TIIS OHtl0NV19 JNIOd 1011d Z dN is ONOl.4/L-L xg# „B/5/M OOZ S31H3S OHV00-3Hn9 z S31'd1d d01 ONV I118 IIVM 0103HOV11V 39 I1VHS S1SIOf WIH Z r EJNIOWdS NOLLd Hma S301S �1 'sV SI11Hvd in 0N1Wvad l iu3Lvw Hls 8=10dAI 1MOd3M 3000 Mad-IWISNI EM-18 3dA1 O131j S3`J03 # NIH3dA Hl�JN3l 118:1319V01B31 03VYHOJ 00 0 O A SlVIH31.tlW 133HS 338 �JN'1B ( , HOj 9310N 13315 03WHOd O100 HOd—Le 133HS 33S 'L SMOHONtl Mtl3HS SM3N31Stlj M3MOS `JNIH1tl3HS T^ S310N NOLLOf1M1SNOO`JNIWVH:i 1931S(13WMOd OIOO mnamos IIVM vv3H9 l 1 s1N3w3aInD Nou-jnalsN'03 rnrM avaHs x M1 _ 133HS �TI AHS NOHOW IIIS OHVONVls- � _ • Had 01n03H0S 01 S 0HON " H3d 313H0NOO Ol SHOHONV dAl 4 �• NO1VON Od 031V1d-niss vm 'O'Nn 00„b tPJ l OL#/M 1SIOf WIH Ol C1980HONV 31n03HOS 83d 11VM Htl3H5 �V-MSJ . 'SN-IVd H3d 31V1d d0l lltlM 31n03H M HVHS 0S H3d NM0010H TlV3 LCI03 -� 0 N n 110 H3d 3 T^ � sNvld H3d 1sLer W1H snonNLl>�Noo 1c�a • _ 'O N'n'0'O„b@OL#/M1SIOf 0'N n 013ld NI,ZL 8 93003IEINVd 1V„B=ONIOVdS'9#=3ZIS • • i WIH Ol n8HIDNIH(]3HOHDK[V dVlO ONIXOOl91V1NOZIHOH ONV X0VH1'SOn1S Ol OHVOe 11VM HO • , HOOId nHHl03HOHONV 31V1d IIIS IIVM 031VA313 ONIH1tl3HS WnSdA01V 0311V1SNI SM3838 OV3H 310ne S 3dA1 .H3N319Vj OHVO9 T lVM dAEL (d8M0) . • H007j MO138 , 'O'Nn'0'0.9=0N10VdS'0W=3ZIS"NOI103S03XO9WHOd01 ONV 3AOBV SONaM T1VMMHS 3H31-11M • 1510PWIH@SH3N31SVd On1S d0 3ONdlj Ol NOV81 H3AO0 d0 30NY1d ONINIOf SM3H0S .l SH3N3Jstld onls-Ol-movNi. UmISI) 13NVd V3 0 SH3N31SV3 3003 H11M . • 3E103 H11M'SNYId 83d ete0 uolldlj aea •ON S1SIor WIH Itl dVI Ol ONIHIV3H9 011am • ONIHIV3H8 WOVHHdVIO 8001d O 3M (NOLLVD01300313NVd d0 S93l0HVJ3H) x.',Inorawnruwrnu OO,ZL=0Noimo NiNoZIS sANO 10 0NVIJ NINIO Vd083M S31V1d T118-IWM 0 983N319Vj 3903 HV1n010N3d Ol NOVHl HO On1S 3N0 d0 30Nb'ld SrNINIO SM3H0S ,Z 83N31Stld On1SOl-On19.. (Z3S9) W00'ON1'dY111d'MMM r O N'n O N n'SH38W3W ONIWVHd q .4A:b•.OL 0'O,ZL 3811VH9 MOH HOV3 NIH11M ONIOVdS'OW 3911VHS 3ZIS Tltl ltl Sl3Ntld NIH11M SH3N315tl3 O131d ZOWNL-109 H1d30 anls=„0„383HM 30NYIJ an1S HOV3 WONT OE£L6 NO'S111VAa00 - b/0 NVHI 380114 HO WO NVHl S93I ION 031VO013811VHS IS W£Z MN 9£0 Y 9N M'MOH HOV3 NI SM380S H3DDVI9'NMOHS 3HV SMOH dAl S300313NVd ONIHIV3HS - - I R7 7-7714 Z9_ OMl3H31-IM'SOn1SXONa'Ol•110V83OSe3M0NINLOfaM3H08 ,91,191,1319VA OnJSXOtle-Ol--NOtld, Usele) 1V3LLH3A 0 SNAN31SVj 3003 '- -� 1� SNaN31Stld H31V3HO Sl H3A3H0IHM O131j HOj 311103H0S lltlM Htl3H5 H3d ONOVdS 8 3ZIS ONIX0018 'NOISN3WIO WOWIWIW.bZ HO 1HOd3H 3000 H3d I q s ONV SOn1.8 O1813NVdjOO13d3H1NW11M0311VISNI SMA80S ,.HE1N31SVd 0131d TIVM HV3HS. WMS) aR dA11_. 1 SNOISNMI l3 l l ON O S3HS l3NVIW 81sior IHM f\ 9 I E g ( I L WIH IV 3IVNIWH313d DMIS Id90 3Mld 3H O8d a 'SH3N31Stld 3003 HOd 31n03H05 IIVM HV3NS H3d ON10VdS 9 3YIS'SOn1S OML N33M138 1(I H3d OXIa H1d3O Tlnd 19 1AOHd 03H300tl1S11VM W3HBjo S300313NVd 1V O31'IVISNI SM3HO9 ,Z H3N31SVj 3003 TIVM HV3H3.. (Zj3MS) 3lnO3HO5 ONtl SNtlld H3d ONIH1tl3HS T3N'dd i .�7y SH3N31SVj 3003 x C•WC E HOj 3V)03HOS IIVM W3HS 83d ONIOVdS 8 3ZIS On18 3N0 Ol N 'd f 102i J L .e L Z ,S 03103NW)T1VM HV3Hs�S300319NVd 1V M11VISM SM3H0S H3N319tld 3003ITJM HV3HS.. (L33M5) 13A31 d008 IV SHEIN31SVA 3003 HLM 1SIOf INCH j0 d01 OI W11-11V3HS ON31X3 w — JNiiinSN0D 1 1 �031V010NI 0NI0VdS(INV 3ZI5'3000 H3d H3N31SVd M3H0S 11V1SNI= ---4 (NOIltl00-1300313Ntld jO 98310Htl03H) �/� I S31Vld d01 TTVM 0 SU3N31SVA 3003 v Q L - 1910f WIH 'SH3ld'dBd a ON39311no-nvo SNOLLO3S'DNIWtlMd 1331S 03WMOd-0103 3003 H11M'9NVld H3d _ ` _ ONIH1tl3HS WOVHHdtlIO jOOH g A:��«7J� aeog .0J .Zft £s _ —ES NVId�NIWVlId ld L NVId ONIVY"A IWM `Z / Mdld ONIMHA-008 E/ fs WMf Ag PeAw40 - WMf Aa,, Cl F L a(z) .at/e5-,L„9L/L>-,t 6NBL/OL ayep I I I VS 9E09 LOZ agwnn Pam,d -—-— — — — b -- — ' - _ ts05u009 ZSLL-HS3 NI NMOHS e -- Na311tld M3809 83d b OIaO CV► ® ' ---- otfcpu f3rrars 0 WoUsoo9 ZS009 Sl3Ntld 03a300V1S b9_00 I I � (' /M O13=1 l3NVd Z Old Z6LL-aS3 NI NMOHS S Na3LLVd NIH11M'Ob,ZL ONV ♦r8�laa�u}w.ry•+c ��,a 5300313NVdo1V'O'O lMMMS a3d Sl3NVd 03aOOV1 S/M „90(0I99LBLH90 bS-OOS009 1d l3NVd NIH11M 3O,ZL OW 93003 I bbOZS009 tl 13Ntl8 ltl 00.9®IOIBSBHOO ON 'ONI SionNl0aad Vd ONI'sionOOad NouonalSNOO 1NOIl 838sV80) z6L-e93 om a3d03V1SN aOOlanS a SM3a0S„9/S-L bSU0ZS009 4SbOZS009 -a — X 9p/M Z6L L-NS3 I 31MONOO l3NVd lv Lnona1S Osn 7 001 aid OEIIVISNI aooldenS 31380N00 I3NVd I bSbOZS00B I I K-OOZS009 IV I LTL alnOnalS OSn -NMOHS S-ld W dAl Il/—NI a bSbOZS009 bSbOZS009 NI S1SIOf NO sn nmH sm33 d(E) 00 'l3M/d ltlanlOnalS OSn naHl SM3OS bL#1061 2 I I HOd 31V1d aOHONV a3ONn ONINOOIe H1d30 I ( I y ��I-yyy---III llnd e0 OZ OIIOS HLM S1SIOf dOOa G31dlal L� I bSO0ZS009 I aAAN01 3 daTVj ZL-ddV NoSONVI(SMOVIlaVnO3OlA0ad ese b5U0ZS009 I 4SOOZS009(E) I z of b990ZS00B ;j - - __I LL l K-ooZS009 O L^, HLam( I bSbOZSo09 I n �° bS�OZS009 a �[ HOVal 1 vq-oo 009 --- k ------- — bs�zsaoe - -- ---- - ----- 9 m IIA -- - - ------- - -- --- —dolNOLLLRLVd-�I' -- --- --- -- -- ------ / EEbSLlA09 / - ,...I T^ rgbpygppglE b9roozsooe — _ .►r£ - .4•.t } Iv I CC99ii00clt yB gOpp C, Vl 1 j OO�(_ .4•r{ .b•.l .b•.L .► .b/Ee-.e Fry I eamL9o09(EI y O I 09UOZS009 I 1¢ 0 o n , d B/L S- , , s I a G)g cL 7 1 n DO r( I bS00ZS00B I D O w A I I O9b0¢6009(E) I wp m m0 1 09b.-sooe I I x O 4 O I I vg-ws009 E plao 1 09-WZS009 I m Y I 09UOZSM I . es I b5-o0ZS0o9 ( I Z OIaO£ i aS — - I bSO0zS009 dAl` z E;� II I dAl z I I bl 9-OOZS009 65-eOZS009 b5-DOZSO09[EJ I bSU0ZS009 I MOM E-b9UM ♦-- __ \(� / EEostl6oet —.►s•oxsooelE�.- - �/ -------- - -�-- -?I ----'— `/ vg-ooz 008 .0-.t �) 'Wj0� I „b/e E-,E , bSbOZs009 dAl�ONINOOIe OIIOS S310N30 I „b/L 0,d dAl'ONINOOIS OIIOS 5310N3O 09-WZSOOO I SMOG Z'dA1 BST- SMOG I OS-OOZSO09 I - etep uolLdl,acep ON - r _110 aid ONINOOIe O Z'dA1 BS/£ Ila aid ONMOOIS .11 SnONI1N00 yc SnONILNOOONIHIV3HSdO0a I - Wdnoeroox,vre-m—) 0NIHIV3HS a00ld --� 4S-OOZS008 4SbOZS009 WOO'ONI-21V11 UMM L plao t ZOZ6-Z9L-Lt9 __ I ► OUL6NO'SII1VAN00 65bOZS00B EZL aL ?� 4svozsoo9 A PJCZ MN M I 11 HIMr I - bSUS LloOB \/ I I I ►9LlOdAl r r 7j aOHONV 4IE b dAl dAl I r aA.► t----1 r dAl •.5- r r 49 L IS dAl / dAl I ( OOa aOHONV.9/L L-.9 1 •ONI Ldnoao I I ( 48L10d)d I i JNIllnSN00 I ( .b-d a(Z) JYQ oL IWMHV3HS..9-.9 , e 6 (S-) be � 1 .0.l=.Z/l OO elms o,l IWM 21t ►a C 0-�j�313ON�y�fd NOLLIJ.UVd MS I 4 fps - V OILI�J-A313-'JNIWVLId'1 L MW ..SI %VW O O.,Sb 0 SNOHONV 31Vld 11I2 ONVONVIS SNOHONtl aLvl ills amulv1S XVW OOB6�SNOHONtl 3lVld lIISONVONtl13 uolslnaa W/Vd' Rq.—,O .9-0 --- - - 1• L , - �. ----------- -—-—-—-—-—-—-—-—- — A-V d ss 6L/9l/OL a{ep —_—_—ss 9£O9LOZ egwnu{a lwd I a 5L 1 $ l �L I OIOCgII �i]tlYki NI I I m W �. �JpJ� (� N' N � N ,p .S sld du s l8 aid N I �%L JNIe OISs3adw00 _^--- I� nrwkis-Da{Ire9 \ 1N19-31 _ 30G -—-—-—-— 1 is f cs 1 ccrosuoo9 / -- — — — — ---- is -- — - _ os Mil I Ev-09L1009 Eb-OSL1009 I w ONL 0— p 1 NOKI 65 O N SO IA I I O /1 _ -- — EIr09UO0s EbU5L1009 I T-F — — -- — Eo-os{la0s O _ I tulle I - M90 sOas - 1 i meuovw ]� I H dAl °L I..91E d01 L-�£ 'V ld IIVM - O bP W1R{ �R EN09U009 9S mvf*B.Y'.b 5 { /eT 601 ID A3'13ONIWVIId IIVM Z Z 0180 A313 t)NIWV" NOLLIlaVd LT^� MSSX *OO SL01 IMW'0'0 90 SNOHONV Id 79Q 1C SHOHONV 31Y1d Ills ONVONViS XVW OOA»SNOHONV 91VId ills ONVONVIS cC•osttoo�9, _ u ss 9S zS 1 dAl BSTs ll(1 8'1 I X h V Mne NOISS3IWWOO EC94t100B I _ II - - 1ClWRI _ _ L 9-,4 _ w�Llaoo I -—-—-——- —-—- — — — � iJ 3�Ijd0 -------- Ct•09/1000 f � .., ZL oL N ns+o coes � du'mne 7 rw du UM7s E�OSL1009 T�Ini o m 14tl0 -RdN��W 'WJ Ebro9L1009 Ebro9L L009 [[p0Eb-O9L1O09 Eb9SL1009 OL, giax el-OSL1aos w �Id'dlgtlDON111161pJ tlnlN(o) p➢_. p nD� p➢ y ¢ p➢ O mmg yOy $ ONmo {@.1 ofppg $ '"S� mF $AF I $�➢� t"� 6W� g°y� $mmCti 75C� $0NF $ cao �C� }J sue+ by m -' mpy�10 z10 �Ap rn �OOm sm m0 ,UON W00'ONINblld'MMM m�� tutu mW� m�� mZOZ6-ZSL-L49 ��� ma➢ AWN �n^mo pc➢i� $OCEL6N0'SI M100 �x� �w1S P{£Z MN GCO x F 1El,-Mio09 C►-09L100D L 8F0➢11009dA1USL1009 O O 1d dOlEi 1�IIA— — — — - — - - — - ^ �— - 1 eero9u9os - - J N I 1 d 1n 10 a�1n�./ vSrosLloos os VM1 Yi11pA'i JNIllf1SN0� � dA1t �_ ! e-MS> � .0-A=.Z/L oleos .0-3 Z/L ss L a1i19-A313 JNIINVHJ IIVM L lql 9 L'L ELZ 9LL qmm PURJ9 SSlgI96,9 90'L I .44 9-0 9L EE-09L1009 pq 9O'L „b/L6-,0 L EE-09L1009 17 WMf Agpa>foay0 6aOHONtl31V1dllISONVONVIS SHOHONV31V1dll1SONVONtll3 901 ��4/LOL-10 L EE-09L1009 s UGMP 6qumesO g0'L 4/L LL-.0 Z EE-OSL1009 6L/9L/0L r { 0'A ` } 90'L .L L 9 EE 05L1009 9E09LOZ agwwloarmd - — — — 90'L .Z'd EL EE 05L1009 1NVld tl ` suee t 9s CC09i1009 e9 90'L .d'.9 L CE-09L1009 e t 90'L .44 9-Z L ££-05L1009 x I A I pjqj�9*00Z, 90'L 1.8/98-.4 L EE-05L10O9 3 g0'L ..B/95_.9 L EE_05L1009 i tip I Y� 90'L Z/L g 6 Z EE 05L1009 1 du'es i s Asa aid�Nse 90'L '4/£OL Ol 9 EE 09L1009 NOISS32JdW00 903 Z/L 0-IL£ L ES-09L1009 0% �64t�009 1TV1SNI 903 .Z/L E-.LE L £E-09L1009 e 6� 4/L 9 ,4 _ " _ __ _ 90'L ,.Z/L 9-3cl 9 EE-05L1009 dd 3oIdd0 I orogtlooa Al9L'O 6Z'L Z/L£-A Z EE-09L100B ss I ss 99 1gI96'O 6Z'L Z/L 4-.0 Z EE-09L100B 9 I I Y L 1g166'L 6Z'L .4/L6-P Z EE-05L1008 lglZVZ 6Z'L .4/L LL-.0 Z EE-090008 Imoesaso N bgI40'ZL 'L g EE-05L1008 ge A-0 fC[Z Jy nrauoils crasuaas _ 1g14Z'0 9E'L .L . Z E4-09L1009 eV-osuo°s lql£Z'L ge,L ..B/9 Z-,ol 4 E4-09 L1009 I-•] 1 n lgIZ9'0 8E'L Z/[17-.01 £4-09L1009 a 1gI 94'4 ge,t 4/E L 0 5 Eb 05 L1009 41 n. N� co �A 1gI49'Z 9E'L «�f'A Z E405L1009 ymD� �m �, 1g195'Z 9E'L .194 LL-.0 Z £4-09L1009 eld a x Al 09'4 9E'L E £4-09L1009 O Z I I x I Iaued 6ulyleegS I js 49 lesnlorul pseo asn laue seo asn g/g lql LL'6Z 9E'L .81£Z'.l 9L £4 05L1009 I S fl S dMSP q S er�uoos I ' Iaued 6ulyleays 1g145'Z BE'L .8/L OL-d L E4-05L1009 es i jS jig lesnlonslS eogasnS Iaued MS WeogasnS„g/9 lql LL'EL 8E'L .4/E E-.E E E4-09 L1009 H _ t7VdAiDM 8 dU'dVa1S Iaued 6u141e94s lgl EL'98 BE'L b1L 5 4 bL Eb O5L1009 dAl °L r1O0s 1NO0 jS LL leinlonslS WeogasnS hued MS pseogasnS.,9/5 lgl ZE'ZL 8E'L .19/9 9-I4 Z E4-09L1009 hued 6ulyleays lql 8Z'9 8E'L .9/9 9-I4 L E4-09L1009 Id dpl lltlM I - t - - — — dS LL Ie�nlons/S P°eogalns Iaued MS PjeogasnS„g/5 LQI L£'g 9E'L .4/L 0-.9 L E4-05L1009 jS 9£ JeAel pniS-IelaIN lleM elddu0 pn1S.,9 o0uapc3 Lql EO'S L 9E'L .4/E OL-.OL L E17-05 L1009 0 — sage n o PnIS..9 1ql 6910 EL'L .4/E OL-M Z 49-09L1009 18f 11rL jS 9E l P lS-IeleW IIBM alddu souapg as F1 /I'� I bS�961°°s lltlM tltl3HS.A-,S dS LL L saiel pnlS-IelaW IIBM alddu0 pnlS„g soualx3 ;ql L9'45 EL'L .Z/L 9-ILE L 45-09L1009 dS LL L se el PnIS-IeleW ULM el p0 Pn1S.9 s0ualx3 ;ql 99'49 EL'L A/5 9-.LE L 45-09L1009 O du l n s jS B4 Sahel pnlS-LelaW pnlS„g soualul lqI 9L'96L 60'Z .4/£OL-.OL 9£ 44-OOZS009 jS OLI saRel PnIS-IelaW IIBM PnIS„g soualx3 lqI LL'94 ZL'Z .9/9 OL-M Z 49-09 L1009 jS 99 sa el PnIS-IelaW PnIS.,9 soualul LQI Sg'99 ZL'Z A/C 9-ALE L 45-09L1006 r S MCI jS Lg sa el pnlS-lelaIN IIBM PnIS„g s0ualx3 Lql L8'99 ZL'Z M 9-dE L 49-09L1009 o 9s jS M saRe I pnlS-lelaW IIBM pn1S.,9 souapc3 lql£6'6LL LVZ A/9 M-AL 6Z 49-OOZSOOB r n 4 CRUD-A313 ONIW1dMd-lWM�,!,j jS 09Z Wel PnIS-IelaW IIBM PnIS,,9 soualx3 )ql 9L'S4 g0'E .9-2 9 49-Z9Ls00ZL lltlmatl3Hs3S ro'o,31� xrw Oo..er� jS OL Buwnj-lelaW IIBM pnIS„9 soualx3 AZVZZ 90'E .Z/L L-.E Z 49-Z9L SON L T^ is L8 Bu.wnj-IelaW UBM pnlS„9 soualx3 ;ql L8'8Z 90'E 1.9/9 9-,4 Z 45-Z9LSOOZL V1 S80H3NVl—dll160aVONVlS SHOHONV31V,dllISONVONtl1S i �OPelx3 jS E6L uwn j-lelaW IIBM PnIS,.9 1ql 6G'G9 90'E .8/L B-34 4 49-Z9LSOOZL is 09Z Buwnj-lelaiN IIBM PnIS„g souapg lql 86'9Z 50'E .8 .► Z 49 Z9LSOOZL ysluysoualul AS ZL Pseog IIeM wns hE) IIeM alddup pnlS.9 soualx3 lql ZV6Z 90'E .4/L 6-.01 ZI 49-Z9LSOOZL ysluysoualul is ZL Weog IIBM wnsdhp lleM alddu0 PnIS.9 soualx3 jj 1NVld 9s i �`, ec99t ss s soualx3 ysluysoualul jS bEZ P Bog IIBM wnsdJLp IIBM eldduo Pn1S,9 l4B!eM M yl ual woo adR1 sL et LL Ilspu soualul jS 4EZ Weog IIeM wns p IIeM al duo PnIS,,9 s0uapg sagwaW a ysluy soualul jS 96 Weog IIeM wnsdAE) pnlS„g soualul E)NIWVdJ y I 4sluysolsalul jSO4L pueoEl lleM wnsdAJ IIBM PnIS.gsouGW3 Qqo i y9lu9 soualul jS 6ZL Weog UeM wns J pnlS„g soualul Al E6'L 90'L .9/L a-X Z EE-09 L1009 dAleT'i1oaidONIe L4S!uqj0!jq4ull jS9LL Weog UeMwnsd0 UeMpnlS„gsoualx3 )glLZ'LEL 90'L .94L-.9 9L 62-09LIO09 NOISS3?JdWOO TV1SNl x ysluysoualul jS 59E Weog IIeM wns 9 IIeM PnIS,.9 s0lsalx3 LL EYo4t100o lql B4'L9 90'L B/L L 6 L EE 09L1009 WIL — — ysluysoualul jS 009 Weog peM wnsd,(p IIeM Pn1S. soualx3 9 Iql LE'6L 901 ..9/5 L-,6 Z EE-09L1009 181' is p/L 9'.► _ _ _ tl ______ _ 1g1 b9'LL 681 .9-.0 bL 45-MS009 dd 3J1d36 sr rL er99t1oo9 rI I' - , s uewwo0 uol duosaa BeSV aweN:I eualepy lql 499 681 „B/L 8-.E 8 4-Z9LS009 9� :Ielsale :leale :leual lql LL'B Z9'Lss .8-A 9 CO-M8009 at 90aslel IeualeW IIeM lql L4'S4 Z5'L .8/L B-le 9 E4-Z9LSOOg lqI LZ'6b Z91 .8/L L-le V E4-Z9LS009 A L9'99L Z91 A/L L-.6 ZL E4-Z9LS009 yslu9soualx3 is OvEl lasouoopaosoluleasagljsselp 08jJ t.jsA Slooaaoylp 1g184'ZL LL'L A•A 9L EEZ9LS009 era uo9dpoeep 'ON I I o I I ysluysoualul jS94E pseoglleMwnsd�Tp slooaaoylp JQIL9'4 LL'L .,8/LLL-.0 b £E-Z9LS009 �u amxooxii,cenm.ma=I N fiai om >N i i jS g4E uwn j-IelaW s loos aoylp lql 6L'9 L L'L ��8/L 0-�L L EE-Z9 LS009 A '�$� IV dU s+so �� I I jS84E sadelpnlS IelaW wals(slooaaoylp 1g18Z'OZ LL'L .t-d 9tj EEZ9LS009 W070NI-8Vllld'MMM m m� jql g9'L L L L'L .4/E L L-.L 9 cc-MS009 Z0Z6Z9L L45 ax� sluawwoo aeualeW uoyduosaa easy aweN:IeualeW a 1 lql L£'L LL'L .�"Z £ EE Z9LS009 OE£L680'SIIIVMt100 xf I I :IeualeW :leualeW 1gltV9 LL'L .8'Z Z EE-ZM009 1S Ps6Z MN 5EB I 110amelleualeWloos jql LV .4/ELL IZ ZZ EE-Z9LS009 I I lg164'E LL' -IZ L EE-Z9LS009 I r l jglg5'Z9 LL'L .0-x 9L EE-Z9LS009 r I slur soualul jS 84E I.l uoylso wo & wals! s0olj OO lqI EO'99E LL'L .B/L B-.E 98 EE-ZM009 I I 4 . ! el 0 /�-10M S ll0 r I luaw euapu(1 ysluysoualul iSB4£ wnsdAE)peosolulaasagljsselE) -pajp welstSsooljaoylp IgIEE'9Z LL'L A-Z 9 cc-Z9LS009 eEdltloo0 ' ' 491ugs0u8lx3 jS84E alasouoopaosolupNsagljsselp pajJ wetsSsooljaoyp I lgIZ6'8L LL'L A-A Z EEZ9LS009 O O -weL .EL -___- _ _ ______ yslug soualul is BK Weog IIeM wns AE) walsAS soot j aoylp lql OL'48 LL'L .B/L L-,8 OL EE-Z2LS009 Id dOl IIVM jS 84E mgwi PnIS IelaW waig6Q soolj eoUlO lgl 90'99L LL'L .B/L L 8 Ul EE MS009 ONE 'dnan lsrwrri -_ _ —_ n n ^ M,dSt109e JN�lll ISNQJ llVMavaHs,s-s sluaww00:leuelejN uopduosea easy OMN:leual IN adFl lyBlaM M y1Bua1 lunoo a 1 `J�•�'H :leualeW aeualeW sagwaW :] V l l I b'MS yoamel leualeW soolj Sa(IlS �" J J oleos »0 t=«£ M 0•.t=,�£ 98 0.t=.£ .0d=.£ ( '^! 1 .0 _•£ >L� t U3NLI--OD-IWM I D 9- a3NL{OO l'iVNI 3lddI80 s 9 IIVM 3ldd[80 00 8 HO1HOW 9-MS�B I l 3lddrd 'J1d31 R £t N 9" E£$9LS006� i 1d888) t3plrWl uoIsnaa � ''l N�VB'Ol•N�VS 130M110) 1g P"qo ♦.'!L{8 •138M9) (3gMp ff•L9LS009IL1 WMf Ra Ala -- [d8M9}- 6L/AL/OL a)e EE L9t900D 5£OAtoZ .q—P-fold Id�1— � i3eM9) �s99) IdBtit9}— 1 ETZao9ao41Z� fl'JVB•Ol•NJYS_ _ EE-Z9LS009 - LdBS) .--'4L34S) EC-ZStS009 U —�, O — IZy3MS) Oror�oii sawxa O fC-ZSL4009 //,-��� 1p/ /M NOVB-Oilwo _ (Z3ss) ~J —_ D-Z .>,'�'� EE•04l L94S009 I I tL_d�iML.-H_•1•/ L LL'Y (dBM9) EC'LSL900'$. - Y9-Z9LS009 4 t3669) mmsomKz) M_Z91s009 0 HJ 1H0 a i. x d0.t=»£ if4 j V-L U3Na00 IIVM Z 9-L U U NNOO JJVM�9J t7210H�J�31►MS 4t Id4gg1 IdOsl) ud4tJ—, cc rs,i_w9 (:Out a391) � 9 •11d81) t ) NOVa13ansoio ) O /M mov"l-Na" H t�'�� I _ IL381) EE•LSLS009EZ1 L-1 N EE-ZSLSOa 1[O � (^�) I �\r/3Ja1 -29LS009 I NOYB•Ol'N5V8 11J O LI 91 EEUSL10a?- O CLe/ / Eb•L9LS008ft) ( ILeJ O I —tL•I44) C�tg00E� (Z33MSI Notlal3anso�o h'd EvZ9LS009������ /� � __—_— _ eevsttoort I •L9L5009 �-—-— `./ /" IZ13MS) tdBI1MJ) ` -EE•z9ts999 (d9M9) M [dsBB) (3BM9) c" -- \7 — � fZ33MS a mo941NO 9 a-- (� 39Mfl ErLSLSoaaz) CI'`L ".unsoiojS ,L. r O /MEAovs E Z9LSo0g(Z)V9 EEZ9t9009 _J r FG� T/� o-,►=.s 93 x0.t=..£ BBB n0.�=.s 94 0,t=.s nV 1 l M and M 1—RJ MW� -I lddta0 LIOHO JJfl SW 2! a0 IIVM 3Id�>i0 L L 6®�3N21O'Sl IHN13Iddla� til LZL I (z3ss) iZ3s$I (,�9 tdBM9) t ` (3L1M9) EE-z9LS009— (jeMo - — O EEYA/9005 Q It'9 (d99B) H9VB'OL•NOVB -V,Z9LS009(Z) Etl-MS009 d4t'B) fddMel 1 EEIZ9LS003 \ Naro8W01'tIaVB ECL9L90D➢ I cc-o•llIM9 q I• ' / 8•Ms; Y9•z9t400Y(Z) /1'� 1 N s�zn,soo9W »D.t=,£ ss 99 owa wildl—a •ON a 10143 IHVILI -Ms 6 am-0 am -3 o tS s, e-o®L13Na00llHM1+,.Zt V•V��ti40 IlVM 9�� �'L ) I I IZ3341 (ZdSSI� td pCZ9L1909B a.'emaooxinrexw er,ud W) ) (3aaMfl) IN00'ONI-2fd IUMMM I I t3oa } ILdsl} EE z94so99 I t3oa1 (down 9} EZro ZOZ625111VA I ---(L-MS) (dOn)� I I I f30arn9) (dDaM9 OEEL6a0'SllltlAaOO I (3emo) I U PIEZ MN M (L3S1) ld3MS1 O I 13ses1 Notlal3anso�o � -�� �CCU 1 (may) ! I I (d�aMflh IM NOVB-ol•NJVB I I EY•z9tsoo9(Z) EE•Z91 EE'09L1009 EE-Z9LStI09 I -CE11009 p I Izd3nns) olo �- — — _ SN9V8 O O icesii (d9M9) I E►•L9LSOOWLI 'ONI Ldnodo i \ --- -(e) e} - - - WSW/ J N Ill n S N 00 ,,,, (39M9) M)40VWan4U,0 f£9BL1008 1 NOVal3ansO�o r EE-Z9LS009(Z) E[•Z9LS909� ` Y V ll I J 1' /MNOtla-ooq(z) - a >love i-,A) fE`O'L100B paleolpuf SV a1eoS d-.1 Ls A d=.Y16 Ls S 11VM 31dd1H3 (W0H0ld3l V'MS l 913M00 BVIS 3 Ol N0I1V0Nf10A B `JN W A M3NUDD L 1/AJ (S13M00 830E)tl15) 'JNIHIV3HS a0 eM0 uolalnaa (38MO1 EE•ZeLS(10e OY)O(X-883 aid 3A S3HOV OOZ-AH WMf 6q pa�oayO 111IH ONISf103eW3..9/M e'd1S(3) '9•'L O1NI AXOd3 8llla0'O.O.zl b# WMr Aq—0 WNW Iagwnu W-f-M - - -"?` NV'ld aid ONIWVad /1 v O . NY1d 83d NOVbI d01 _ ONI100d f 30VaO -( 4 dIa1S M3N NO BtlIS(3) eb3NNOO O OatlONV1S aid 38 sanis NSN800'0310N OI109S 01d103dS 383HM VA319 ONV SNVId �{_M M3N ONIISIX3 ad NO 031VOIONI NOII03S `� • .Eon NJVB'Ol-N0tl0 � L aid sonis 83NHOO �gPJ7N•�' K+-Z0LSOOS(L) „0-�L=��Z/L L LS a3Na00 0�03a S dN Val dIIOO 0 SM3a0S(b)NIW 1IV130 9NI100=1 dI1J1S OL ,1 sX /,g '0'N'fl O8V0NV1S SlIV130 BWVf 0f11S SO B M10HO 1A31 V-MS 7T7 du alo,z/L L y Zl-,e .e-Z SONIN3dO NoA eWVf Of11SS S0NIN3dO a0d BWVr Of11S-Z .�• - '-r _'. r dAl'O'O,zL0SM3a0S eif LS 19 110 aid 9 S13M00 3AIS3HaV 11 7 ^ A '�' •.. .-. NO-W ONO(3) 1 (/O l , •.0 i + —� :'-,.-,.�. —01NI Old d181S(N)311 O ���••--111 ( ���INd�d -T4-- dAl 00 H '^ e1v ' zL�sMda sea IU— Vl sold(b)dAl Sl VN000Hla0dV1 01 901ldS 903l..bZ/M Sa3NaOO 0 SIRMO0 V 0.301AOad'S3OIldS 810/M 981 SaVB'lIONOI 1N00 6#(b) SNdld aid IIVM Sd0 , -.1<SONIN310 11.1 ONn im bS iI FTi �y HOV'8-Ol•N0V0 a Of11S 0aE SS3NN0XX_MIS�donIs /Or O E►•Z9LSO�Lz) N33ML381H013H llfld m03a H NOV61+vS->=I)= a3GV3W13AO8V Ol df130Vd 0NIN3d0 NO 0,038 x0tl8l hIW 69 NIW)+b5-XXXIXXX r YC.4=.S Is .0.1=.1 �te, 0-1Ln.Y/fi es f/�V�Vl IIVM 3lddIHO 9 G80HO 1H91H V-MS E smame lVll31V1 ams sau9 531210 8YUNIN3dO 09 :1 Sa B (Xb'W S0f11S d330,,0IVNIWON 01 MIM11) o) ON150WEI 3l 1tD00Y '0 N'n XVW ONIOVds u •183A.MV @ SMOG llV1SN1'SNO1IonHI8NI `TJ '03W aid ONIOOIa8 l3NNVHO 03110&GIW 0 N f1'30NVld,N/L-L x sanis/M H1d30 ONV y D)H1d30 Of11S d0 r 30V0 HOIVW SNVId O'N'n dAL Sams 1� %OB-H1ON311 aid xOVal 3SVe IHOI3H llfld HO1VW 80 L A V3 3 VNb'dll0 SNVld aid Oflls RANI 1N3WHOVIIV / NOVal AO 031 V3010 L# (Ilse) (0,8 8WVr Ol OL#(E) /lim- 'Oflls 3lddla0 0 N n 30NVld .,bIL-L x(-e0 SO lIW -b5'SNVId aid 830tl3H 'O'N fl H1d30 Of11S 'O N n (Z33MO / ONIHOlVW3ON'dld��elS-L 'dAl'01dtl30WG) vs-mS M0Y8 x im-e9(Z)'swr XO8 K'•Z9tS00BfZ) 03019M3Sf1 SNVId ' 83d BWVr cn-lllfle / 'O'N n:0Em-td ,A/L-L x(e0 90lIW SS3N)401141 'O N fl'30IS 3NO 03Sf1 1'9'SNVId aid a30V3H NIW IIW Cr j.1l-3NNV.0iN3nls3a 383HMa0'AINO 301S-3NO 03H1V3HS 38V SIIVM 383HM N0Va1 d0 03l'b3 Ol 00.bb @ ONIOV80 d 1l 0 SMOa V1SNl OL#(L)8 BWVr Ol ow(E) 'O'N'fl du - /M1IW-Eb'af11S 31ddla0 sOf11S 1HOI3H mnA HO1VW ..0-.L=X ` LyS I —a0 SNVld aid Or11S llldNI eLeO uopoliaeeO OaOH01H`EAH V-MS ONID0188 dVHIS/M ONIM0018 MOTU 'oN oM'drptl'J wellfWNm tlVllld(07 (low" ( � dA1'Of115 V300L#G)-\ IN070NI-aYPUMMM ( dv8is lVld'e0%03NOISN31-3ad'1f1V1 I I((dam) 031VOIONI SV S031 Z(110'S111L9 03WaOd 81N3e nbHI0N3 H0V3 /fC oeeLs ao$Illvnaoo NOW(b)/M a 11S Ol N0tla1 1SWEZMN5E8 aOHONV OL#(b)/Mx0018 )4OVaI Ol dtla18 lVld 8OHONV i 30Vdaf1S I EEd91 - - C- - IIy ELV HSINIJ � - T lltlM 03Wtlad ['ONI ''7d/�n[ajo / JN�l II 1�7N0�1 N0Va13aflsolo NO1103S11'dMa3dS3031dNooieXOValOMLWf1WINIW /M WJYB'OL'A0V0 (Zd3MSl (3•1AR91 'XVW 0'O..A-.911V1SN1 ON30 aNV 30NVld 610 Eb•ZBLsO091Z) � Of11S TVM HO1VW 01303Id N0018 NOVal 2JVI-lId � 1 pahlpul sy ales .0•.L-A Y9 .0-3=.E_1�BS�-, 0 L= ZL es 83OV3H X08 SAO.Zl 3E)VNOHONV 31VId IIIS SJO 8M3NOS CINVONVIS 9 8S t; (8301S H109)WO110S 03alno3a WMr R4 paM..40 ddOlDSM3aO90L#/M On1S SV INMr /I4 O 9lddl80 Ol NOVal N31SVd 3OV3aH1 O3 6U9L/0L 91e0 9E09LOZ iagwnu loafoJd A31A DNIWVad aid on1S NoVr —'O'Mn'OV3H MOONIM 80 a000 E V-MiO09 NMOHS SV 83M 1N38 -IV3S IIIS O3AOaddV 1331S a3NDIH1011331S lie 80 S3DNVld Hom8H10n1S of 'O'N'n'Onls 3lddl8D EE-Z8L9009 a3NNIH1 nuKL O3N31.SVd 'o,arotxu e3wassn SM3HOS OL#IM NOV81 N31SVd A3l3 ONIWVad aid N0VallllS M3aOSAT1VOIdA1— 'O'0'H'a3HSVM Id E x E Sd9 NOSdWIS- OV3H M3aDS IT A313 DNIWVad 'O'N'n'EEUSL1009 OV3H M3639 a3A00 a3AOD ION 'D'O'H'a3HSVM lns O1S - TIIM Sl3NVdlllafllonmis TIIMONIHIV3HS aid(S)Onl3 DNIN SNVId 113d OSn3a3HMO3alno3a III la SNOIlVA3l3 O=io X NI aid ONIOV81 3a3HM S30NVId HDf10aH1 'On15llVM d0��E NIH11M S X0Va1 SM3aDS ONV OV3H 3lldOad MOl—� 3l9V1d3s0V (S)On1S Ol SM3aoS NI 03a31N301109 31VId 1119 DNIHIV3HS OV9H X3H OL#/M>lov8i N31SVd '►• s LZOE IS aid(b/L b)Z/L Z3-SnH XIMN I1IIH(Z On1S ONIX Ol sM3ass 30VId NI-1SVO 03OV3H X3H AAH GOEV WiSV.a x (L 0L#(9)'d 93M 000ZL Ol SM380S f OL#(E)IM 03HOV11V iKOMS009 bS Z9LDOOZL (S30NVld M�•f o'N n Eo-o9L1o09 rtuos oL# 1N130'JNtaV381SI0P 03N3ddI1S Sn Z N01MNNOo—&0O 1SIbf'13TIb21VdDwwvad F WnININIW SOV3HH1 LI1 On1S ry 11b•M 3 (DNl9 H11M 03NOIlV)DNIWVad aid On1S NVId Mad SM3MOS l3NYd ZO3SOdX3 e3M anlsol-dll0 oI#(Z)-� ! dA1301S V3'N0V81-Ol-Old On1S OL#--� iJ ld dOl lltlM I \ \\\ A313 DNIWVad aid Id d01 O rrw nMHldll001-dnOOL#(Z)--\ I I (ld dOl BDli/e lSf WIM nMH13NO)ld d0191�JJ11e 01#(E) dI101N39.Nl x.E x wJ bl -- ', 1SIOr HOMY 01 Hld30 —31Yld dOlolSM3M0S 9D03l3NVd 1SIOr SnonNI1NOD WIa IIWb9 dIlO 1N3S.HL x.Ex eDb4 ldd0191-1SIOr WIM OO..9001# SS3NN'JIHl v, (ld d.lg and/e lSf WIM �-L#Z NOISN3WI0 13NVd NIN)1SIOr WIM d0 d0101 DN HIV3HS I� nNHLlsrol-dnO 04Mlis�) I nMH13N0)1d d0101 SNVld aid isior �.` �I� Id 101 IIVM Md SnonNLLN00'SNVId Mad DNIH1V3HS l VM DIdIB 1Sf doOM OL#(Z) e3MlsroriiusDl#(z)-- - - pJ' �d01 dO.HL NIHINA 1SIOf WIM'O1SM3MOS 3D03l3Ntld /, — SNYId Mad 1SIOf It` -- NVId Had 1SIOf WIM of SM3NDS 9DO3 13NVd WDVNHdVIa O m 'SI Dld isr d008 %1SIOr uM lsr dooNol-Jld lsior WIM o I# u 8343ddLLS ECZ9L8009 1 O101i 1SI0f WIM OI# ` `---NYM Mad SM3NDS WDVNHdVIO B3/E 110 Mad SdtlM1S8 _ _ (iSIOr:JOON A313 d0 WV8=I Had On1S —NVis Mad MMM06I3L1Vd ONDImie 15IOr SnONI1N00 WSW MIS 3ldlll 8 SOa3H3a�a'i ON l N I 8 H O d0 93M NDnV)A313 ONIWVad aid Cl is I / O AM3 ONIWVNd aid Id d01 (ld d018 Dli/e 1Sf WIM nMH13N0)ld d01 Ol Oli/e 1Sf i00M Dlq(Z) r O N n*lsior DNIH0IVW H1d30 31tl1d dOl -SM3a0S 3DD3l3Ntld } '3DNYla„YL'NIW IM 1SIOr WIa IIW-bs 3 (� g'I�rLy 2�',. 9 / NO aaOHO TIVM 8V3HS H33MOl NMOOIOH MS 83ddn (31Yld dOl - Id d0191-islor WIN OO.B 0 o I# 9HSHM)SNYld aid J M0138 8 3A09V)dn0 Id AM BEE b6 --(,bZ NOISN3WIO 13Ntld NIW)1SIOf WIM i0 d01 Ol NMOOIOH I1VMaV3HS a3N3ddI1S - ( Id dOl iivM lstld SnonlNuNoo'SNVIdl Mad DNIH1V3HS 11VM SnONI1NOO'1SIOr WIa Old„XL xIIW-b9 SNVld aid XOtlal dOl TIVM a3MOl -Ol-IIVMaV3HS DNIaV39 Hld30llnd Eb-Z9L5009 - d01 JO.%l NIHIIM 1SIOr WIMo1SM3MOS 3D0313NV.1 SNVId aid`ONIHIV3HS aOOld SNVId aid lslOf dOOa— — Ntlld Mad 1SIOf WIM Ol SM3M0S 3DO313NVd WDtlMHdtlIO V1�'��i�y DXl9 — SNVId aid D1118r d00MU1-Dld l8lor W,M o l# a_.( dO WOLL09 OM/dOl dO NO NIHIIM 1SIOr WIN Y OW(Z)d0 SMOG OML/M a3H13D01 \ f + 5Xl9 XOV9-01-MV9103NNOD"N79 (3I9VollddV N Vld Mad SM3M0S W9VNHdVI0 T V3 a ow(Z)/M 93M 1SIor Wla Ol 383HM)OOa NOISN31 Old HOV-LLV V TNM O3WVad On1S aOHONV NMOOIOH MS 30nds j0 301S �� ' a3M010Isod do-111119 HDIVW 01 HDV3®(Z)d0 SM08 I ONN0019 NOISS31fdWOO IIVISNI �NrHSoie snSnNuNo�lsior s e 33aH1 NI 93M HDf108141 III sM3aos m#(sJ SNVId aid Slom T1IS TNM a3ddn XVW'3OVdS Isar XXX Aa3A3 bs-09Ll'H1d3O 1SIOr HD1VW \ SNVld 83d.LSOd OnIS (319VOIlddV 3a3HM) N.N�I:H l ONIN0019 H1d30-Ilnd 3ldamw NO OHOHD-nVM aV3HS a3ddn SNVId aid NMOOIOH NOVal Ho1VW T1VM W3HS a3ddn dA1'W19 8 dol OL#(Z)/M 01 H1d30'3031d i 1V011a3A WNOd 013ONVli 3011dS 1SIOr d110 a0 N01103S ON39 Dld.ZxIIW-bs S30NVld N01109 1SIOrSSOaOV dVa1S SflOf1NI1NOsdV81S!`��` 1100 ZZSO NOSdWIS JNINOOl9 dvmiS IV1d Or)S�1IVM3311dSNOVNl VJoll B 11YOn1S-Ol-dVa1s HOV3 uoOdl/oce0 'oNW19 9 d01 dAl'ONIN aO.o3N SV(S)M3aOS H1d30llnd Ol dwoadSM3a0SOXSValOA3a SV A11N311Iwa31NI S dAl'Old1SI01`Ol-dV (L):dVH1S W190 tl3'3OIS V3 DVNi dYals d0 SON3®DNIH00-19 lN00'0Nl-dY Id'MMM d1J'DldislOrOldVW:dVNiSdoiZOZO-M-09 (ONINOOI9 dVa1S 1Vl11 NI Man 39 AVWOEEL6 NO'S111VA800 S90VdS 1SIor1SloI DNIX0019 H1d30A PIEZ MN M -lend TI6ROVOo'AIVD oss/M301M.Y dVa1S I331SOd-0100 EE 30VasSNV'Id aidX0Va1 1 '0'N n DNIWVNA-nVM 'S1SIOrd0 d01IN00I9 ONIHIV3HS SNVId aid 1SIOr dOOa ONOI,ZL'Eb-MS009 IMWOVNHdV10 dVa1S OOf1NIlNOO IIW bs \ O3NIor 39-1 OMJ SOn1S I \`OMl IN ML39 03a31N3s 39 I-TVHS S3011dS MOVal dVNJS 1Vld Q Q IV01183A WaOd 013ONVId dllD a0 N01103S 0N39 'ONI 'dnan JNvnSNOO ��n U(x -'�J NOTICE fy-0 u( TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 2fAPPROVED PERMIT#: -) -I 1 LOT#: DATE: JOB ADDRESS: Lf ) . b.ff) TYPE OF INSPECTION: 1 Q ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION I THEACTIONSORCORRECTIONSINDICATEDABOVEAREREQUIREDWITHIN DAYS OR PENALTIES IMPOSED BYLAW MAY APPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY ❑ APPROVED PERMIT#: LOT#: JDATE. JOB ADDRESS: 1,93 /, TYPE OF INSPECTION: ��,>13 ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION LJ I3 THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. I FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATEf y BUILDING DEPT. o PLANNING DEPT CITY OF ARLINGTON • OF i i NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 0 APPROVED PERMIT#: 22 LA LOT#: DATE: 'L LC,,, JOB ADDRESS: 1"1-IC TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE I1 ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. Cl CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION i THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 /z Azr r e INSPECTOR DATE BUILDING DEPT. o PLANNING DEPT. CITY OF ARLINGTON „�. N 0 T I C E TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: LOT#: DATE: JOBADDRESS: TYPE OF INSPECTION: lr�n A� ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. Cl CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE Q41.111,DING DEPT. -6 PLANNING DEPT. CITY OF ARLINGTON ., . Y Dr, 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. ❑ 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 ❑ Two(2)Architectural Drawings Two(2) Structural Drawings © Two(2) Structural Calculations ❑ One(1) Project Specification Manuals(if applicable) ❑ 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 SEPARATELYBY 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(a)arlinAtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 - COMMERCIAL APPLICATION n 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 LtT Y 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. ❑ 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. ❑ 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 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) 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. ❑ 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. ❑ WASHINGTON STATE ENERGY CODE 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 Y U�, COMMERCIAL APPLICATION 'oij��,�o� 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 COMMERCIAL APPLICATION Al 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 INTffeAllad4d: NDED USE. Name of Project: �I�//72�—�(/►U�.. Valuation: Project Address: / 1 W)L V 'U1f l L.1Z: Al,'__ �4%Z-I A&4 �,WZS Parcel ID#: Legal Description Owner: Phone Number: ( Address: City: State: Zip Code: g&-,e?Z Engineer: (2ewA M L Phone Number:/ Cell Phone: I'®( E-mail: IMF &kAJ�J-,&JC - cewl Address: S3< OU 23 S/ City: II- C State: Zip Code: C/ .;"330' General Contractor: �/iS'/ �J /Yl(1 �f � (✓� Phone Number: 664 T Cell Phone: z( /.- E-mail: 115 YLt Address: r2 City: State: Gt Zip Code: Contractor's License Number: Gt1&:�;-% Expiration: 251/!S11Z 201 Contact Person: LL/� A &J J Phone Number: Cell Phone: 5O3- /— E-mail: L,/L , r Address: ���/S _ City: a State: 40Q Zip Code: 1/Gr Proposed Scope of Work: d44tl�(/T�.Z -�(JC4f/f /N >�-!(�.t: 6% / REV 2015 Page 6 of 9 l� Y COMMERCIAL APPLICATION PERMIT SUBMITTAL !'yG�C� Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone (360)403-3551 Name of Project: ���i _�i�iS — fi��Ct6t aC-� lW zwu 4-0, Project Address: --6 5�Ue, k l ybg AU& ��1 -f i L`'1 wi4 Z 2 Special Inspection Firm: Address: Contact Person: Phone: T 333 06- kg- Email: a/e1.ALGl,4 (-5?GVI-s.1�.1 ftZ(45 n/l,t 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 G�`�Y Off, COMMERCIAL APPLICATION PERMIT SUBMITTAL ��lING�O Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 Project Name/Tenant &/;e-9V ) pia-:5i �7U�i�=r� - / �'!n,iZvr 614"f �ii7-'.C- Z ,'7 Site Address M'V(76 w 0�1)0t t/ham Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type �i Description of Use �74111)07-91, C(lki Building Square Footage_3 2-,0 S�h Number of Stories Square Footage Per Floor 3 k i5i'a- f=i 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 V �^ COMMERCIAL APPLICATION PERMIT SUBMITTAL �lING 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 re d-and agree to comply with the terms and conditions of this agreement. O er 1�� ��/CSj %ZN �-rkg c% �/lc7 Date he' by 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 accor r(ce with the laws, rules and regulation of the State of Washington. nt nature Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 i VICINITY MAP OCCUPANCY S EGRESS DATA PILLAR L TRAVEL DISTANCE zatal st NE �'' OCCUPANT LOAD DATA_EXIT DATA ALLOWABLES ROOM OCCUP OCC.LOAD OCCUPANT REO'D EXITS TRAVEL MAXCOMMON CONSULTING _ROOM# NAME AREA FACTOR LOAD EXITS PROVIDED DIST. PATH COMMENTS GROUP, INC. N \ _ 101 VESTIBULE 49 SF F1 1008F 0 1 1 250 100'-0' _102 'iUPFF 80R8 CFFICE 10BSF F1 _1 SF 1 1 1 2W 1 2.;_Ir 103 COMPUTER ROOM 127 OF Fl 100 SF 1 1 1 250 100'-0- 104 4REA#1 _76981 BE F7 100 SF 16 2 2 250 100'-q I _ 94 BLOGA 100 AREAS �4eBO65F F7 100 gF 4B 2 2 2260 100-0' BIpGC t07 AREAS 218E 8i it fOD SF 22 1 2 2s0 100'-0' stoGg PROJECT LOCATION (i tow 8AREA4 34513SF F7 mosF 344 1 z 2W 100'-9 Nth'S"DRAGF WESTERN FORECT PRODUCTS MILL 835 NW 23rd ST. 19406 68TH DRIVE NE TRAVEL PATH SCHEDULE CONTROLLING TRAVEL PATH DATA CORVALLIS, )R97330 sot,TMsr, Gr &OGD ARLINGTON,WA 98233 541-752.9202 PATH EGRESS CAPACITY CALC REQ'D MIN CALC iREO'D MIN WWW.PILLAR-INC.COM PATH SEG OCC. COMMON TRAVEL (vC�krr) ,� PLgNER t1¢ST Pt.W� PATH OCCUPANT COMMON TRAVEL ID # LOCATION LOAD PATH DISTANCE FACTORS EGRESS DOOR CLR STAIR STAIR ELsr v1 r 1 ID LOAD PATH DISTANCE OTHER STAIRS WIDTH WIDTH WIDTH WIDTH rmnwBcassalrwwwFnc. EXJT __1C A 254 35 149 A' 1 COMPUTER ROOM 2 14.70 14J8 aisle 0.20N a3N 7.0' OAle 3.0# fG�LBYQ 3z.02 r I I B 2a4 $6 1B4 A 2 SUPERVISOR'S OFFICE 3 11.8 R 11 B ft 0.151n 0.201n 0.5in 7-0 Qe in 7-0^ No. Description Date KI (VENIry) 1`e I C 61 35 197 A S VESTIBULE 3 e.71 li aisle am In 0.6N 7•e' 0-B In 3'.0• 0 61 36 18l A 4 AREA 3 OOR Soft U.151. 0201n 0.5in 7•S• Be In X-7 - A AREA 12 0A0 9.60 0./6le 0.20N IIAN 7•e• 2.4 In -T vtl A 6 AREA 23 0.0it 17.5it (list. 0.20 in 35 in 7•M LeN Y•O" A 7 AREA2 71 0.00 7SBA 0.15in 020 in 10.7 to r_r 14,2 in 31.0 v� 9",,:;.1;,1_ A e EXIte1 eat 0.0e 7.1It OASIS 02oin 3e1le S-21A1' 50,11111. a-2SW Qeed et a 35,211 14022 � PROJECT DATA - - TEST PROJECT OWNER: BUIlDINO INFORMATION: PROPERTYBOUNDARJ�w T� m WESTERN FOREST PRODUCTS ESTABLISHED BY OTHE BOD-1005 W GEORGIA ST CONSTRUCTION TYPE:II-B(FACILITY) OCCUPANCY:F1 (CITY GIB INFO SHOWVANCOUVER,BC VeE3P3 CANADA FOR REFERENCE-THIS PROJECT AREA: -- CONTACT INFORMATION: SPINKLERER YES NOTS ROEYDARY ! NEW COMPUTER �-- CHES PIERCY TOTAL 1ST FLOOR AREA:157,486 SF lestROOM r"1' PHONE:541-917-6331 TOTAL MEZZANINE FLOOR AREA:NotDetermined 2 � _ l TOTAL FLOOR AREA:157,486 SF lest) MAIN SITE ACCES ``_ PROJECT LOCATION: NUMBER IN SHEIG :1 FROM PULIC R.O.W. W 1-8 TAX MAP'NUMBER: :3 QUARTER BUILDING HEIGHT:Not Determined ALLOWABLE AREA:Not Determined 76 � 1r PARCEL NUMBER:31051400300200 J PROJECT PHYSICAL ADDRESS: ALLOWABLE STORIES 2 FIRE-RESISTANCE RATINGS: \ (- _ 19406 68 TH DRIVE ALLOWABLE HEIGHT:56429=76 PRIMARY STRUCTURAL FRAME:0-HR ( - ARLINGTON,WA98233 (wl Automatic BEARING WALLS: VICINITY MAP CQDES&$TANDARD$: Sprinkler) EXTERIOR:2-HR 20151BC W/WAC 51-50 AMMEND INTERIOR:0-HR 3 t_5—� SCALE I"=NTS 2015 WA ST ENGERY CODE W/ NON-BEARING 0-HR ••I 1 206'4a" I WAC 51-11 AMMEND INTERIOR:0-HR _ FLOORS&SECONDARIES:O-HR I, �--_ .• _ i - 1 �, - ROOFS&SECONDARIES:0-HR EGRESS/FLS SUMMARY' - GENERAL NOTES a OROUP USE E AREA,ALTERED: N AREA I TOTALAREA USE 1 Ta.503 At AI ALLOW AREA 8r NOTES Arranged by 2015 IBC section as applicable: THIS DRAWING SET APPLIES TO THE ARLINGTON COMPUTER ROOM STRUCTURE -- ' - PROJECT ONLY. 1 04,01i STROLL 169�78g _ { �(i 82.000 Oels.rNnod' 1,7.3 a {Of Section 306: Group F-1 occupancy:Manufacturing of wood products Rf__1iR�li•,tiAZAliO j _•� O ATTENTION:WASHINGTON LAW REQUIRES YOU TO FOLLOW RULES ADOPTED BY THE �I FIA7�LRb' _ _ _ - U Section 506: Building area-unchanged WASHINGTON UTILITIES&TRANSPORTATION COMMISSION.THOSE RULES ARE SET 'j l �• t• 0' 'j FORTH IN RCW 19.122,010 THROUGH 19.122.901.YOU MAY OBTAIN COPIES OF THE Section 602: Construction Type RULES BY CALLING THE UTILITY NOTIFICATION CENTER,(NOTE:THE TELEPHONE --.•. .}. Existing Biulding:LIB,pre-engineered steel building NUMBER FOR THE UTILITY NOTIFICATION CENTER IS(503)232-1987), wy NSIF&: 04 New Computer Room:IIB,CFS light-framing with GFR concrete floor and roof _ }•I� 1 EXISTING,ALTERED NEW AREAS ARE GROUND FLOOR FOOTPRINT BUILDING COMPLEX GROSS FLOOR AREAS rT, O sheathing panels and eheelmetal shearwalls CALL FOR UNDERGROUND LOCATES(811)OR(1-800-024-5555)AMINIMUM OF 48 HOURS 2 ALTERED AREAS INCLUDE ALL WORKASSOCIATED THE NEW COMPUTER ROOM SHOWN,THIS PLAN SET F"�"I �� 3 ADETAILED AREAAND CODE STUDY FOR THE ENTIRE INDUSTRIAL COMPLEX AND OVERALL BUILDING IN WHICH THE COMPUTER -fire resistance rallrg ofbullding elements,0-hours ITS 601) PRIOR TO UNDERGROUND CONSTRUCTION(IF REQUIRED), EG' RESS, I ROOM IS PROPOSEDHAS NOT BEEN CONDUCTED BY OUR OFFICE FOR THIS MINOR ALTERATION PROJECT.THEREFORE,THE ENTIRE -combustible material In Type ll consluctlon per section 6031 AREAL BUILgNO HAS BEEN ASSUMED TO BE COMPOSED OF A SINGLE FI OCCUPANCY USE GROUP. w ^ Table 602:Exterior wall fire rating;none required. THE CONTRACTOR SHALL MAINTAIN ONE COMPLETE SET OF APPROVED DRAWINGS I 15,981 SF I I 4 THE BUILDING AREA At INDICATED IS BASED ON FOOTNOTE S1 FOR 1-STORY FULLY SPRINKLERED BUILDING THE MAIN BUILDING F+•1 ON-SITE AT ALL TIMES WHEREON A RECORD OF APPROVED DEVIATIONS IN ALLOWABLE AREA HAS NOT BEEN CALCULATED FOR THIS MINOR ALTERATION PROJECT.NO NEW BUILDING AREA IS BEING ADDED Section 00311 Interior wall and ceiling finish requirements per Table 803 11 for Group F sprinklered building CONSTRUCTION FROM THE APPROVED DRAWINGS,AS WELL AS LOCATIONS AND I' TO THE OVERALL BLADLING AND THE OCCUPANCYIIISE OF THE ALTERED AREA REMAINS UNCHANGED FROM EXISTING W h•�I Interior exit stairways,ramps and exitpassageways:Class C DEPTHS SHALL BE RECORDED. _ «•1, OCCUPANCYIUSE GROUP OF THE OVERALL BUILDING Corridors and exit enclosures for stairways and ramps:Class C Rooms and enclosed spaces:Class C ALL WORK SHALL BE IN ACCORDANCE WITH THE 2015 INTERNATIONAL BUILDING CODES(IBC)INCLUDING THE 2015 INTERNATIONAL EXISTING BUILDING CODE AND 2009 p w��L� p■� Section 803.13 Set-out construction of computer room wails require Class A finish materials(Type X GWB OK) ICC/ANSI At17.1 AND OTHER GOVERNING,CODES,LAWS,RULES AND REGULATIONS. .,-. ^,• DRAWINGS&SUBMITTAL$ — U O Section 803: Sprinkler system required throughout entire existing building&new wmpu[er room(by others) THE WORK INCLUDED IN THIS PROJECT SHALL COMPLY WITH THE 1990 AMERICAN _ _ _ _ Section 1004: Occupant load See room schedule.Occupant load factor=100 gross"Industrial Areas"for all WITH DISABILITIES ACT(ADA)AND 2015 IBC,CHAPTER 11, o -� - REQUESTED DEFERRED SUBMITTALS LL, O w portions of building analyzed per Table 1004.1.2 MECHANICAL,ELECTRICAL AND PLUMBING SYSTEMS SHALL BE DESIGN-BUILD BY EXIT#1 A)HVAC DESIGN(BY OTHERS) W �j OTHERS,COORDINATED BY THE GENERAL CONTRACTOR AND OWNER SUBMIT �B 183}� r B)ELECTRICAL POWER&LIGHTING(BY OTHERS) �h•� ;,^LW/� Section 1005: Means of egress sizing based on Group F-1 occupancy for fully-sprinklered building MECHANICAL AND ELECTRICAL PLANS TO ENGINEER-OF-RECORD FOR REVIEW. C)EQUIPMENT ANCHORAGE \../ Calculated egress sizing utilizes Exception#1 of Sections 1005 31&1005A2 \ D)ENERGY CODE COMPLIANCE APPLICATION Existing building egress component sizes shall comply with requirements Indicated in the SITE LAYOUT,PLANNING AND CIVIL ENGINEERING DESIGN BY OTHERS COORDINATE _ B ) E)FIRE SPRINKLER DESIGN&SHOP DRAWINGS Egress Plan or shall be modified to comply as required(by others) THESE PLANS AND THE BUILDING DESIGN WITH SITE CIVIL REQUIREMENTS AND LAND- - O - Section 1006: Number of exts and exit access doorways for F-occupancy,based on Table 100621 with USE CONDITIONS OF APPROVAL 1 A DRAWING LIST-COMPLETE SET Con sprinkler system ' ` r 23 EGRESS I v Section 1008: Egress illumination shall be provided.See electrical(by others) 1 •AREA 31 I ❑ �- 8 2.1BASF .I _ W H Section 1010: All egress doors from new computer room to be min 3e'wide.Existing bulling egress I I I 7 Q compon m a are by others and shall comply with IBC 2015 requirements and,at a minimum,the � '� �; I 1 _ CO W ❑ widths Indlcated in the Egress Plan shown for this project 1 f > > -panic hardware req'd on all doors serving occupant load of 50 or more AREA 2 } W W M W -Provide exit panic hardware on ALL EXITS shown In Egress Plan(by others) e,417 SP I 13 7 7 d Q Z _ y V Section 1013: Exit signs:Exit and exit access doors shall be marked by an approved exit sign readily visible - ~-.-y ,` - I N O F, Ham., W ❑ ❑ W p from any direction of Agrees travel. r S W W j LU of _� -Rooms which require only one exit(see schedule)are not required to have an exit EGRESS 41 sign I PROJECT LOCATION y.,, c AREA 41 I Iles m = U i SHEET NAME l�71 ui v ISSUE STATUS p�Y All exterior doors shall be provided with.cell-Illuminated,battery backed up exit sign NEW COMPUTER ROOM t*7 0 1,659 SF At COVER SHEET mano ISBt1E0 FOR PERMIT �,t8 Section 1016.2 Exll lhru Interveningspace.Is not prohibited In Group F when adjoining space Is same or lesser A2 FLOOR PLAN 8 SECTIONS No 10/1B/19PERMIT hazard per Exception#2 of Section 10162 2 _ - - (13 1_ A3 EXTEROR OLEYA170Ne No 10/78f1e ISSUll1 FOR PERMITA4 SCHEDULES&LEGENDS No IW1V10 ISSUED FOR PERMIT Section 1017: 6d[travel tlietance ie<250 feel for F-1 sprinWeretl building The newcomputer room compiles _ l Ae OETA'ILS No 10116MO ISSUED FOR PERMIT Chapter 11: New cenetructlon required to comply w/Chapter 11. 61 STRUCTURAL NOTES N4 10d51T0 ISSUED FOR PERMIT 62 FOUNDATION PLAN&SCHEDULES No 10AB/19 ISSUED FOR PERMIT Project number 2018035 Chapter 12: Inteimr environment requirements of IBC 2015 are required.Ventilation,temperature control C ) D 89 FRAM060 PLANS me lonvi0 ISSUED FOR P€RMIT Date EXIT tM2 10/18/19 and lighting shall be provided In accordance with the regrulrements for the new computer room EXIT#3 65 t EGRESS AREA 5 t)3(, Yes 84 FRAMING ELEVATIONS No 10/16/19 ISSUED FOR PERMIT (by other.) 4.805 SF r Drawn by Yp SS tFRAAHNO ELEVATIONS Mo Online ISSUED FOR PERMIT JNC Chapter 15: Metal building Class A '•"'""' as 68 FRAMING SECTIONS No tO7lene ISSl1E0 FOR PERMIT Checked by JWM yp 87 FRAMING SECTI B&OEt_AIIS No 10/1Maey ISSUED FOR PERMIT o. -- Revision Chapter 24: section 2•WWfequires safely glazing in hazardous locellorls Hazardous locations and safely Yea 66 DETAILS N. 0 t011aA0 ISSUED FOR PERMIT glazing N40ulevinents for this project include: 0"lAd bet 13 A 1 -LReslndoors:doom101Aand101C-Clas A m -Glazing adjacent to doors:windows Wl,W2,W7 S ftPM(N)_CO__MP_UT_E_R__R_OO_M _ Chapter 25: Gypsum Board and Panel Products shall comply with Ta 2506.2 and construction with 2508 2 EGRESS PLAN Al J"a 3 -O* Scale As indicated PILLAR ROQFA ��M YDES�'RPTXMi I CONSULTING GFR CONCRETE STRUCTURAL PANEL OVER 6"CFS JOISTS @ 16'O-C.W ITH 5/8"GWB ON 25 GROUP, INC. Ga W RESILIENT CHANNEL 16'O.C.AND 5W FIBERGLASS ACOUSTICAL BATT INSULATION r _ WALL /P (TARGET STC=54) - 1,- 3/8��N I , I I O O PROVIDE SPRINKLERS FOR ORDINARY I WEST l[ IX7 RNMt W l z um Y DESCRIPTION HAZARD GROUP 2(DESIGN 9Yg7HER31 I A2 I 5/6'GWB OVER 6"CFS STUDS 0 16'O,C,WITH 5/9"GWB ON 25 Ga'/:"RESILIENT CHANNEL Q z 5'-e'SHEAR WALLA I 16'O.C.AND 5%"FIBERGLASS SOUND ATTENUATION BATT INSULATION(TARGET STC=64) } () I �><TERK)R W WDOW ASSEMBLY DESCRIPTION'. - 1 TWO NAIL-ON FIN PVC PICTURE WINDOWS MOUNTED INTERIOR AND EXTERIOR FACE OF WALL. _ WINDOWS SHALL BE MILGARD STYLE LINE SERIES 6331 WITH DUAL-PANE,LAMINATED GLASS - - - - WITH 2-7/e"STANDARD FRAME DEPTHS OR APPROVED EQUIVALENT(STC'=35 PER WINDOW 6— 935 NW 23rd ST/ r- > WINDOWS LOCATED WITHIN 24"OF DOORS SHALL HAVE SAFETY GLAZING MEETING ANSI Z97.1 _ _ CORVALLIS.OR 97330 CLASS A OR CPSC 16 CFR PART 1201 CLASS 11 ' W3 ( l 541-752-9202 VESTIBULE MW,PILLAR-INC.COM TWICAi DOOR d HaabWA ASSEMBLY DESGRP710N l 10 DOORS SHALL BE 1-WI FLUSH CONSTRUCTION 10 COLD COLD ROLLED STEEL GI&EXT SKIN I �. uacp��,mx�oaa�rro COMPOSITE CORE WITH HALF-CITES IN 16 Ga COLD ROLLED STEEL PRE-ENGINEERED KID 49 F I I DRYWALL FRAMES. LEVERS SHALL BE BHMA CERTIFIED ANSI A156 2,SERIES 4000,GRADE 1 AND i ADA COMPLIANT PER ANSI A117.1.HINGES SHALL BE SS BALL-BEARING.PROVIDE 5"WIDE--- / N. c Deacrlptlon Data SADDLE THRESHOLD('/2"HEIGHT),WITH TPE BOTTOM SWEEP AND SMOKE SEAL SYSTEM, - - PROVIDE BHMA CERTIFIED ANSI A156 4 ADJUSTABLE,HEAVY DUTY SURFACE DOOR CLOSER PACKAGE ADA COMPLIANT WITH ANSI 1171 PROVIDE DOOR PROTECTION KICK PLATES ON PUSH SIDE. BiIER10R PARTITION WALL ASSEMBLY DESCRIPTION _ _ _ _ _ 5/6'GWB OVER 6'CFS STUDS 16'O.C.WITH 5/B'•GWB INSIDE FLANGE W/5W FIBERGLASS- - _------- SOUND ATTENUATION BATT INSULATION(R-19) - OFF �. 101C FLOOR COVERING SHALL BE COMMERCIAL GRADE SHEET VINYL OVER 316"UNDERLAYMPIN —- FF O 4-4- ;N6- (USG FIBEROCK OR APPROVED EQUIVALENT)OVER''/."GFR CONCRETE STRUCTURAL PANEL 4'-8 1/4 J OVER 6 MIL VAPOR BARRIER OVER 6"CFS JOISTS AND 5W FIBERGLASS ACOUSTICAL BATT INSULATION(R-19),W/5/6"TYPE X GWB APPLIED TO BOTTOM FLANGE I PROVIDE SPRINKLERS FOR ORDINARY I 5/6"GWB OVER 6"CFS STUDS(D 16'OA.WITH 5/6"GWB INSIWIPIESCRWIP DE FLANGE W/5%" _ HAZARD GROVP 2 UNDER FLOOR ASSEMBLY I FIBERGLASS SOUND ATTENUATION BATT INSULATION (DESIGN BY OTHERS) 'a A2 1 (E)CONCRETE SLAB-ON-GRADE.SEE S-SERIES SHEETS FOR FOUNDATION AND ANCHORAGE ftEOS I I 1, — SUPERVISOR'S OFFICE 102 O 108 SF 2 OFFICE SECTION LOOKING WEST 4)/l F 31'-7 3/4" \ ��; m O ` "'fff t i. O WALOP P� 3 m a 1 OU 3 r-103/4• 3'-210 2 --� a I N N - 9'-812" o a U o _ z w n w5 �' a O W 4 4' V1 JillTYP ! O r1 l� COMPUTER F�H1 I ROOM 103 r— FFW�I I 127 SF 1 - - '. I I f�T)�E F-81H_ �u.YIpcc,p� 1 I EMWa!0 11461ptC 1 ' PLANTFF 5'-6"SHEAR WALL(B) 0, 0"� t I .--. t_ _ � I Project number 2018035 - EAST L Date 10/18/19 5/e"SURE-BOARD STRUCTURAL PANELS ON EXTERIOR FACE OVER B'CFS STUD FRAMING W/ D—by JNC ® DOUBLE STUD CHORDS AND HOLD DOWNS,TYP WALL PENETRATIONS ARE NOT ALLOWED ON THE Checked by JWM n EXTERIOR FACE OF SHEAR WALLS(DENOTED BY GRAY FILL SHADING).SEE S-SERIES SHEETS FOR A^^DD'L DETAILS AND REQUIREMENTS, A2 ROOM SECTION LOOKING NORTH 31 FLOOR PLAN scale 1/2" 2J 1/2"=V-0" 112"=1'-0" �A 2 j ? 3 (4 P I L LA R " a CONSULTING 9•-1 718" 5'-3 3/B" GROUP, INC. — -- -------�---------------- — — --- -------� ------------T L - - -- WALLTOPPL I I I I l 13'-73/8" I 835 NIN 23rd ST. CORVALLIS,OR 97330 541-752-9202 WWW.PILLAR-INC.COM I © ® l07 PIW.R CON6UL,II,OaiWP,PIC No. Description Date El I I I I ( I I OFFICE a —_--_----_ —F— — — —-—-— —-—-— — — — — �— — — — — --- ., ---- — — — — --- — — — 4' CE C I I I I I I I I — — — — P L-*ffff� VJ1 4 WEST EXTERIOR ELEVATION r2 SOUTH EXTERIOR ELEVATION o a A3 1/2"=1'-0" A3 1/2"=1'-0" 1--I O A B 4 3 2 1 O ru 1r-a' ,a'-a• ,r-ens" s-n3,a•• U I r, i 2'-117/e" 5'-33/e" 4- 9'-111/4" ' 5'-33le" i Z 6W w pool Q A2 --- — — — — — -—-—-—-—-—-—- -—-—--------------I------- ------- ----- -- — —w13T3 AIIIIIIF E'-( C) U O [71 IEl � H H I I w _ - II r EXTERIOR CATWALK BY OTHERS (NOT SHOWN) OFF fF+ lot ----- -—-— — a'- fµ• ' r I I �s nosmo tv I I Project number 2018035 Data 10/18/19 , PLANT Drawn by JNC _---— FF • - - - - - .--_.` - —_ - 0' 4. Checked by JWM Revision rl �� A3 T L 3 1 EAST EXTERIOR ELEVATION 1 NQRTH EXT£RIQR ELEVATION Scale 1/2'=1'-O" a 08-1129-DOOR HARDWARE GROUP SCHEDULE PROTECTI P I L LA R GROUP HARDWARE TYPE HANGING DEVICE LOCK/LATCHSET ANSI FUNCTION CLOSER/OPENER STOP HOLDER ON GASKETS&SEALING THRESHOLD MISC,HARDWARE DOOR PAIRS COMMENTS 1 EXIT ONLY NRP SS HINGE HANDSET F-86(OUTSIDE ALWAYS REQUIRES KEY) CLOSER YES N/R VANDAL WEATHER GASKET YES RAIN DRIP CONSULTING 2 INTERIOR FIRE/PANIC NRP SS HINGE PANIC/FIRE INT.W/HANDSET INTERIOR F-75 NO LOCK ON HANDSET CLOSER WA N/R N/R FIRE FIRE 3 PASSAGE NRP SS HINGE HANDSET F-75 CLOSER N/A N/R N/R N/R NO GROUP, INC. 4 OFFICE ENTRY CONCEALED DEAD-BOLT UNLOCKED BY KEY E0141/E2141 CLOSER YES N/A N/R WEATHER GASKET YES DOOR TO REMAIN UNLOCKED DURING _ HINGE BUSINESS HOURS O O 5 INTERIOR ENTRY NRP SS HINGE HANDSET W7l`HUMBTURN F-81 CLOSER FLOOR I N/R I N/R ISILENCEIR I NO 6 OFFICE LOCK NRP SS HINGE I HANDSET W/THUMBTURN I F-82 NO WALL NO N/R SILENCER NO I 7 PLANT/OFFICE NRP SS HINGE I HANDSET REQUIRES KEY TO UNLOCK F-84 (CLOSER N/R I N/R N/R 1WEATHERGASKET YES B PASSAGE ONLY NRP SS HINGE INON LOCKING HANDSET F-75 CLOSER WALL N/R N/R WEATHER GASKET YES 9 SERVER ROOM NPR SS HINGE HANDSET ON ACTIVE LEAF F-86 NO NO NIR N/R SILENCER NO INACTIVE LEAF FLUSH BOLTS YES 835 NW, d ST. DOOR DETAIL GROUPS DOOR TYPES LEGEND GENERAL NOTES: DOORS,FRAMES&HARDWARE COR541-75,92 2 30 541-752-9202 ALL HOLLOW METAL DOORS A FRAMES. INTERIOR HOLLOW METAL DOORS&FR:-MFc_ , WWW.PILLAR-INC.COM 1 COMPLY WITH ANSVICC A11T1 ACCESSIBILITY REQUIREMENTS 1 INTERIOR DOOR GRADE:NAAMM HMMA 860,UnO 1 HARDWARE IS BIDDER DESIGN PROVIDE SUBMITTALTO FOR 4 \ \ 2 PROVIDE BEVELED EDGE PROFILE AT BOTH EDGES OF DOORS 2 PROVIDE INSULATED DOOR WHERE AUTOMATIC DOOR BOTTOM IS SPEC'D. 2 LATCHSETS SHALL BE LEVER-TYPE,IN COMPLIANCE WITH ADA GUIDELINES m)nun caxan*wamour,wc. 3 PROVIDE FACTORY PRIMED FINISH WHERE PAINTED FINISH IS SPECIFIED 3 PROVIDE RATED ASSEMBLY WHERE FIRE-RATED DOOR IS SPECIFIED 3 DOOR PULLS SHALL BE OPERABLE BY WRIST,AND NOT REQUIRE GRASPING 4 HARDWARE PREPARATION SHALL BE IN ACCORDANCE WITH OHI&HMMA 4.GLAZED LIGHTS SHALL BE TEMPERED GLASS,UnO 4.FINISHES SHALL BE IN ACCORDANCE WITH ANSI 15618 CODES SPECIFIED 5.PROVIDE MORTAR GUARDS FOR FRAMES INSTALLED IN MASONRY WALLS 5 GRADES SHALL BE PER BHMA(USE GRADE 2 WHERE NOT SPEC'D) No. Description Date 6.COAT INTERIOR OF FRAMES IN MASONRY WALLS W/BITUMINOUS PROTECTION PMERIOR HOLLOW METAL DOOR H 6 EXIT DOORS SHALL BE OPERABLE FROM INSIDE WITH SINGLE MOTION,Un0 7. FRAMES INSTALLED IN MASONRY WALLS SHALL BE PRESET UNO 1.LOCKILATCHSETS SHALL HAVE A 3-YEAR MINIMUM WARRANTY 7 FORCE REQUIRED TO OPEN A DOOR SHALL BE 5 POUNDS OR LESS,UnO 8.PROVIDE NON-REMOVABLE ON NON-SECURED SIDE OF ALL GLAZED LIGHTS 2 S ADJUST DOOR HARDWARE AS REQUIRED FOR INTERIOR/HVAC PRESSURES 9.INSTALL PER NAAMM HMMA SO FOR GRADE SPECIFIED 9 COORDINATE CONSTRUCTION&FINAL KEYING WITH OWNER 4 \ F N G DOOR SCHEDULE AS FLUSH PANEL NARROW VISION GLASS PANEL Door Assembly Frame \ LITE Door Detail e— Number I Width I Height I Thickness I Material Finish Door Type Max.U Fire Rating Hardware Type I Material I Finish I Group Comments _——_ DOOR FRAME TYPES LEGEND ' 101A 13,-0" 7'-(r 0'-13/4" IHM PAINT IG D IHM PAINT JA 101C S-0" T-0" 0'-13/4" IHM JPAJINT IG jPAiNT A a i / a 103A IT-2 1/2"7'-1 1/4" N/A I N/A I WA N/A I NONE I N/A ID JPAINT I N/A IDOOROPFNINC o o a 0 5 o a r^ DETAIL GROUP D DD A-INTERIOR DOOR SINGLE DOOR DOUBLE DOOR WINDOW SCHEDULE a R.O. Glazin HEAD T � MARK QTY. WIDTH HEIGHT MFGR. WINDOWTYPE MATERIAL FINISH HEAD JAMB SILL THICKNESS TYPE HEIGHT COMMENTS v O 0R ,5 W 0 U W1 1 4'-3 1/2" 3'-11 1/2" MILGARD PICTURE WINDOW SERIES 6310 WITH 1-3/8"FIN SETBACK VINYL 6'-11 IQ" Safe Glass Required(Class AperANSI Z97.1 W2 1 4'-3 1/2" 3'-11 1/2" MILGARD PICTURE WINDOW SERIES 6310 WITH 1-3/8"FIN SETBACK VINYL 6'-11 1/2" Safety Glass Required(Class A per ANSI Z97.1) ' W3 2 4'-3 1/2" 3'-11 1/2" MILGARD PICTURE WINDOW SERIES 6310 WITH 1-3/8"FIN SETBACK VINYL 6'-11 1/2" W4 2 4'-3 1/2" T-11 1/2" MILGARD PICTURE WINDOW SERIES 6310 WITH 1-3/8"FIN SETBACK VINYL 6'-11 V2" n]� � Q W5 2 4'-3 1/2" T-11 1/2" MILGARD PICTURE WINDOW SERIES 6310 WITH 1-3/8"FIN SETBACK VINYL 6'-11 1/2" r- 2 2' W6 2 4'-3 1/2" 3'-11 1/2" MILGARD PICTURE WINDOW SERIES 6310 WITH 1-318"FIN SETBACK VINYL 1:;-ill 11 1/2" A5,' _AS, W7 2 r-3 1/2" 3'-11 1/2" MILGARD PICTURE WINDOW SERIES 6310 WITH 1-3/8"FIN SETBACK VINYL 6'-11 1/2" Saf Glass Required Class Aper ANSI Z97.1) VWL °R OR WB 2 4'-3 1/2" T-11 1/2" MILGARD PICfiURE WINDOW SERIES 6310 WITH 1-3/8"FIN SETBACK VINYL 6'-11 1/2" _ CA `2 As ROOM FINISH SCHEDULE ftlTYPES � U 0 Well Do' Ceiling Base CF1 KNOCK-DOWN FINISH GWB PAINTED WHITE,DRYWALL PRIMER+LATEX PAINT 2 COATS Name Number Finish Finish Finish Finish Area Perimeter CF2 SUSPENDED ACOUSTICAL CEILING.2x 4 EXPOSED GRID ^ O w VESTIBULE 101 WF3 FF4 CF1 BF1 49 SF 29-5 CF3 SUSPENDED ACOUSTICAL CIEUNG,2 X 2 EXPOSED GRID,NON-DIRECTIONAL SUITABLE FOR MOIST LOCATIONS SUPERVISOR`S OFFICE 102 WF3 FF4 CF1 BF1 108$F 41'-71/4" ARMSTRONGI5116'PRELUDE PLUS XLWI SQUARED IAYINCERAMAGUARD FINE FISSURED 24X24X5S' 'COMPUTER ROOM 103 WF3 FF4 CF1 BF1 127 SF 46-61/4" CF4 SUSPENDED ACOUSTICAL CIEUNG,2 X 2 EXPOSED GRID.NON-DIRECTIONAL SUITABLE FOR EXTERIOR LOCATIONS W t 3 ARMSTRONG 15/16"PRELUDE PLUS XL FOR EXTERIOR W/SO.LAY-IN CERAMAGUARD FINE FISSURED 24 X 24 X W" L, ca L� WALL FINISH TYPES WINDOW ELEVATION REFERENCE U WF1 PAINTED AND SEALED CMU WALLS WF2 LEVEL 2 GWB FINISH,TAPE,EDGE ANGLES AND SCREW HEADS EMBEDDED IN JOINT COMPOUND,NO PAINT WF3 LEVEL 3 GWB FINISH,MEDIUM TEXTURED FINISH PAINTED WHITE,DRYWALL PRIMER+LATEX PAINT,2 COATS WF4 LEVEL 2 GWB FIMSH PER WF2 ABOVE+NON-POROUS PLASTIC COMPOSITEWALL PANEL SYSTEM(CRANE COMPOSITES FRP PANEL,CLASS C PER ASTM E-94 OR APPROVED EQUIV.)BOOR TO CEILING o5�•e'� .F`i V11 )I"lt�I� 1VC WALL BASE FINISH TYPES �9AZgt, BF1 4"RUBBER e%N"fa n,atmo BF2 6"COVE BASE Project number 2016035 FLOOR FINISH TYPES Date 10/18/19 FF1 HARD TROWEL FINISH CONCRETE WITH CLEAR SURFACE SEALERIHARDENER Drawn by JNC FF2 HARD TROWEL FINISH COATED WITH NON-SKID EPDXY PAINT SYSTEM,COLOR PER OWNER Checked by JWM Rev lion a FF3 RESILIENT VINYL COMPOSITION TILE,1/S"THICKNESS,COLOR AND PATTERN PER OWNER A4FF4 VINYL SHEET FLOORING,O.OBo'THICKNESS,COLOR AND PATTERN PER OWNER FF5 CONCRETE WITH LIGHT BROOM FINISH PERPENDICULAR TO PRIMARY WALKING DIRECTION Scale As indicated a PILLAR DOOR CONSULTING ? GROUP ACCESSIBLE DOOR r INC. THRESHOLD INSTALL 1 PER MANUFACTURER'S O O INSTR WALLFRAM WALL FRAMING PER 1 ING/S5 �J PER 1/S5 2 TYP FLOOR PER PLAN I 2 2*k PR 24"MIN CUR RC-1 PRO RESILIENT CHANNEL @ 16"O.C.SECURE 835 NW 231d ST. GWB TO RC-1 W/DRYWALL SCREWS NOT TO EXCEED USG STRUCTURAL PANEL W/ACRYLIC PAINT COATING CORVALU OR 97330 1"IN LENGTH DRYWALL SCREWS SHALL NOT COME INTO CONTACT W/ROOF STUD FRAMING. r5 ACCESSIBLE THRESHOLD 541-752-9202 A5 1 1/2"=11-0" WWW.PILLAR-INC.COM ¢ SECURE 2x4 TO METAL WALL ACOUSTIC SEALANT AT WALL-TO-ROOF LL o ¢ FRAMING W/#10xZ'LONG --_ SHEATHING INTERFACE _ —SEE WALL SCHEDULE TnwawssrwaauK Z CRAWL SPACE r; 6DST SCREWS( 16"0.G - OPENING MIN,TYP. SECURE HM FRAME TO JAMB J b 5-1/2'UNFACED FIBERGLASS ACOUSTICAL BATT MIN Description Data i INSULLATION,FILL CAVITY(R-19 MIN) SUBMIT .� 24"0.G 8 12"FROM T&B MAX / \ PRODUCT DATA TO E 0 R FOR APPROVAL r — W/HM VENDOR SUPPLIED CLIPS ACOUSTIC SEALANT @CEILING PANEL - W/(2)#105CREW5 EA SIDE EDGE INTERFACE 8' TYP - TYP. / RC 1 PRO RESILIENT CHANNEL @ 24"0 C SECURE GWB I, 87 CAULK SEAM AROUND DOOR SECURE 2x4 TO CONCRETE 6 MIL VAPOR RETARDER - To-RC-1 W/DRYWALL SCREWS NOT TO EXCEED 1"IN W/APPROVED CAULK TYP \ FLOOR W/77?@ 16'0.0 MIN LENGTH, DRYWALL SCREWS SHALL NOT COME INTO _ BOTH SIDES 1/$"PANEL GAP IN CEILING GWB PANELS CONTACT WI WALL STUD FRAMING FILL GAP W/ACOUSTIC SEALANT h 5-1/Z'UNFACED FIBERGLASS SOUND ATTENUATION S 0 ACOUSTIC SEALANT @ WALL PANEL- BATT INSULLATION(R-19 MIN) SUBMIT PRODUCT DATA — I- o. TO-CEILING PANEL INTERFACE TO E.O.R FOR APPROVAL C' 6 MIL VAPOR RETARDER DOOR PER SCHEDULE HM DOOR FAME PER SCHEDULE(16 Ga MIN 1 15/16" lir BACKBEND, UnO) NOTE, - 1 RABBET,TYP TYP ACOUSTIC SEALENT IN PANEL GAPS TO BE AS REO'D INSTALLED PRIOR TO MUD,TAPE,&FINISH, TYR _ SEE WALL SCHD 10_CRAWL SPACE ACCESS_ INTERIOR HM HEADMAMB WALL BASE PER ROOM FINISH SCHEDULE RC-1 @ BOTTOM OF PANEL MAY BE INSTALLED �A5 3"-1'-0" UPSIDE DOWN ACOUSTIC SEALANT @ WALL-TO-FLOOR INTERFACE, EXTERIOR GWB INTERIOR GWB FULL PERIMETER SHEATHING SHEATHING PARTITION WALL RC-1 RESILIENT CHANNEL FLOOR ASSEMBLY PER 2/A2 FRAMING PER PLAN PER DETAILS It &DETAILS % LG FRAMING PER i EXTERIOR GWB 116'PANEL GAP WI ACOUSTIC SEALANT PLAN/SECTION U op 5-1/2'UNFACED FIBERGLASS ACOUSTICAL BATT BATT INSULATION a INSULLATION(R-19 MIN) SUBMIT PRODUCT DATA TO v SECURE PARTITION WALL TRACK TO \�__ E OR FOR APPROVAL ATTACH FIN OF VINYLWINDOW TO - URETHANE INSULATION STRUCTURAL WALL @ EACH RC-1 FRAMING PER MANF - @ GAP AS REQ'D WI(2)SDST SCREWS NOT TO EXCEED f `ACOUSTIC SEALANT @ CRAWL SPACE CEILING-TO- O 1"IN LENGTH,SCREWS SHALL NOT 1/6'PANEL GAP IN CEILING GWB PANELS. - WALL TRACK INTERFACE CAULK JOINT MIN.1l4"CLEAR COME INTO CONTACT WITH FILL GAP WI ACOUSTIC SEALANT 'C OF VINYL FRAME OR PER SIDING ACOUSTIC SEALANT @ STRUCTURAL WALL FRAMING- ACOUSTIC SEALANT @ CRAWL SPACE CEILING-TO- MANF.RECOMMENDATIONS OPENING7OFRRAMWG PER U K_ WALL PANEL INTERFACE WALL WALL _ DUAL PANE WINDOW WITH LAMINATED GLASS INTERFACE,TYP.� PER DETAIL 2/A2 GWB FILLER BETWEEN EXTERIOR WALL r FRAMING PER PLAN GLASS TO BE SAFETY GLASS WHERE SPECIFIED WINDOWS AND DETAILS IN SCHEDULE&DETAIL CAULK JOINT W (a 1 PARTITION WALL-TOSTRUCTURAL WALL INTERFACE WINDOW SILL/JAMB/HEAD-DOUBLE WINDOW a �AsJ 1 1/2"=V-0" as 3"=1'-0" �I —5-1/7'UNFACED FIBERGLASS SOUND ATTENUATION �-i BATT INSULLATION(R-19 MIN) SUBMIT PRODUCT DATA O TO E.O R FOR APPROVAL EXTERIOR GWB- INTERIOR GWB SHEATHING SHEATHING T^ f' ACOUSTIC SEALANT @ PANEL BASE-TO-CONCRETE (E)CONCRETE FLOOR SLAB \Z/ rTO' d - SLAB INTERFACE,TYP LG FRAMING PER W 0 o PLAN/SECTION O %� '� j - BATT INSULATION 0 Z S ATTACH FIN OF VINYL WINDOW TO - URETHANE `/ y FRAMING PER MANF INSULATION @ GAP AS CAULKJOINT MIN-1/4"CLEAR GWB CORNER PROTECTION, o - _ REQ'D. FF�-il OF VINYL FRAME OR PER SIDING TYP(3)SIDES id MANF,RECOMMENDATIONS OPENING FRAMING PER w —#10 x 3'LONG SDST SCREW @ 16'O.C. ilk 9/67 OR -I-- W TO SECURE COVER TO ROUGH DUAL PANE WINDOW WITH SAFETY GLASS �I OPENING FRAMING,TYP(4)SIDES PER DETAIL 2/A2 �1 >TYPICAL EXTERIOR WALL SECTION INTO WINDOW OPENING #10 x 3'LONG$DST SCREW @ 16'O.C. A5 1 1/2'=1'-O° - CAULK JOINT TO SECURE GWB AND PLYWOOD TO COVER FRAME,TYP(4)SIDES ATTACH(2)HANDLES / L WINDOW JAMB/HEAD-SINGLE WINDOW _ �'�M���•• TO COVER BLK'G MATERIAL TO BE p�^�.6u 7/6"FIR PLYWOOD,SIZE TO BE 1$GA(43 MIL OR THICKER) PROVIDE CONT SLK'G WHERE =1•'� p P 1/4"SMALLER THAN ROUGH TRACK OR STUD NOTCH FLANGE REQ'D NOTCH BLK'G FLANGES &SECURE BLK'G TO EA STUD , OPENING IN ALL DIRECTIONS BUILDING SYSTEMS OF BLK'F STUD @ CONN TO DUAL PANE WINDOW WITH SAFETY GLASS W!(3)#10 SCREWS TYP. - CLARKDIETRICH BUILDING SYSTEMS FRAMING TYP.U NO. PER DETAIL 2/A2 APPROVED ACOUSTICAL - 516'GWB TYPE X,SIZE TO BE BUILDING 8Y8TEM& RESILIENT CHANNEL SEALANT - 1l4"SMALLER THAN ROUGH TYPICAL WALL STUD,SIZE (SINGLE OR DOUBLE) L__1 PROVIDE DBL STUDS OPENING IN ALL DIRECTIONS AND GAGE AS REQUIRED WHERE INDICATED GAP PER SIDING MANF ��/�• - 1"P-LAM SILL 5-112'UNFACED FIBERGLASS ATTACH FIN OF VINYL WINDOW TO exneea nos:c» i" SOUND ATTENUATION BATT NOTCH BUVG FLANGES FRAMING PER MANF URETHANE INSULATION INSULLATIONFAC D FI MIN) SCREWS @ EA 6#UD @ GAPS REQ'D STAPLED TO PLYWOOD TYP.@ DSL STUDS BATT INSULATION Project number 2018035 _ 2x4 FIR COVER FRAME SECURE BLK'G— LG FRAMING PER Date 10/18/19 _ TO STUDS W/(3)#10PLAN O EN/NG F AM NG Drawn by JNC SCREWS TYP. PER 9/57 Checked by J)p/M PROVIDE BLK'G WHERE REO'D FOR SUPPORT OF FIXTURES OR '---� Revision rl • W MDUNiED ACCESSORIES TYP EXTERIOR GWB SHEATHING - INTERIOR GWB SHEATHING t: THIS DETAIL APPLIES ONLY TO THE(2)INTERIOR PARTITION A5 WALLS(WALLS ON GRIDS 2&3)IN THIS PROJECT. 11 CRAWL SPACE ACCESS SECTION 8 RESILIENT CHANNEL APPLICATION DETAIL �6'�L.G.BACKING ( T 1 WINDOW SILL_SINGLE WINDOW As 1 1/2"-1'-0" A5 3/4"=1'-0" As 1"=f-o" scale As indicated SPECIAL INSPECTION AND TESTING] THE OWNER OR OWNER'S REPRESENTATIVE SHALL HIRE AN INDEPENDENT INSPECTION AGENCY, PILLAR L./� l APPROVED BY THE BUILDING OFFICIAL,TO INSPECT PORTIONS OF THE WORK REQUIRING SUCH 1 , `1 INSPECTION.SPECIAL INSPECTIONS ARE SEPARATE FROM AND IN ADDITION TO REQUIRED MUNICIPAL CONSULTING AGENCY INSPECTIONS AND BUILDING PERMIT CHECK-OFFS THE LIST BELOW SPECIFIES PORTIONS OF THE WORK REQUIRING SPECIAL INSPECTIONS.THE INSPECTIONS ARE DEFINED AS EITHER PERIODIC(P)OR CONTINUOUS(C)AS DEFINED PER 20151BC,CHAPTER 2 SPECIAL INSPECTORS GROUP, INC. SHALL KEEP RECORDS OF INSPECTIONS AND TESTING AND PROVIDE REPORTS TO THE BUILDING OFFICIAL,THE ENGINEER OF RECORD AND THE PROJECT OWNER.AGENCIES,INSPECTIONS AND REPORTS SHALL BE IN CONFORMANCE WITH THE REQUIREMENTS OF IBC 2015 CHAPTER 17. O CONCRETE REINFORCING STEEL NOTES - REQ'DINGWIVE1111FICATION OESC REF.STD. CO P-E$REMARKS I STEEL REINFORCEMENT MATERIAL FOR CONCRETE OR MASONRY SHALL BE AS INDICTED BELOW YES REINFORCING STEEL AND 1705.3, ACI 318: X UNLESS SPECIFICALLY NOTED OTHERWISE,ALL REINFORCING BARS AND WIRE SHALL BE PRESTRESSING TENDON 1910.4, 3.5, DEFORMED: PLACEMENT 1901.3.2 7.1-7.7 ALL BARS(UNLESS NOTED OTHERWISE) ASTM A615,GR 60 TIES AND STIRRUPS _ ASTM A615,GR 60 YES PLACEMENT OF BOLTS INSTALLED IN 1705.3, ACI 316: X ALL BOLTS TO 835 M�!23ld ST CONCRETE 1908.5, 1.32c, BE VISUALLY COLD FORMED STEEL, SIDING $ ROOFING NOTES SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION ANDDEUVERYOF CORVALLIS,OR97330 1909.1 8.1.3, INSPECTED REINFORCING STEEL DETAIL BARS IN ACCORDANCE WITH ACI DETAILING MANUAL,AND ACI 318 ALL CONSTRUCTION SHALL COMPLY WITH THE MOST CURRENT EDITIONS OF THE BUILDING CODE LATESTEDFIONS REINFORCING STEEL SHOP AND PLACEMENT DRAWINGS SHALL INDICATE THE 541-752-9202 YES VERIFY USE OF REQUIRED MIX 1705.3, ACI 318: X X &ADOPTED AISI STANDARDS FOR COLD-FORMED STEEL FRAMING. LOCATION OF ALL LAP SPLICES,CLASS OF LAP SPLICES AND LENGTH OF LAP SPLICES WHERE WWW.PILLAR-INC.COM DESIGN(S) 1904, CH 4, MECHANICAL COUPLERS ARE SPECIFIED,THE CONTRACTOR SHALL SUBMIT PRODUCT DATA TO THE 191112, 5.2-54 METAL STUDS AND JOISTS SHALL COMPLY WITH ASTM C955 WITH MATERIAL SPECIFICATIONS AS FOLLOWS: ENGINEER-OF-RECORD FOR APPROVAL PRIOR TO INSTALLATION REBAR STANDARD HOOKS A)GALV STEEL:ASTM A653 FY=50 KSI FOR 12 GAUGE 1911.3, B)GALV STEEL:ASTM A653 FY=50 KSI FOR 14&16 GAUGE tcPlu6cavwuwacxauv,Bc. 1901.at FABRICATION OFREINFORCMENGSHALLBEINACCORDANCE WITH ACI BEND DIMENSIONS C)GALV STEEL:ASTM A653 FY=33K FOR 18 GAUGE AND LIGHTER. 180 DEGREE DETAILING DIMENSION�{ D)CARBON STEEL SHEET:ASTM A570 GR 50 KSI FOR 12 GAUGE MATERIAL OF ACI 117 BEND REINFORCEMENT COLD UNLESS OTHERWISE APPROVED IN THE SHOP FIELD STANDARD No, DeaCrlptlon Date YES PLACEMENT OF CONCRETE 17053 ACI 318: X BENDING OR STRAIGHTENING OF REINFORCEMENT PARTIALLY CAST INTO CONCRETE IS PROHIBITED BAR "D" "D" 1.32.c, E)CARBON STEEL SHEET:ASTM A570 L E KSI FOR 14 GAUGE&LIGHTER WITHOUT PRIOR APPROVAL BY THE ENGINEER-OF-RECORD HOOK D-4 SIZE nPBaas tlAIIID F)ALL CARBON STEELMATERIALSHALLBECOATEDWITHA RUSTI MEMBER. Aopwels eHooPs G)FOR METAL STUD WALLS PROVIDE STANDARD PUNCHED STEEL MEMBERS,U.N O. PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI #3 21/4" 1 1/7' YES SLUMP,AIR CONTENT, 17053 ASTM X FABRICATE H)STUDS,TRACKS&JOISTS SHALL BE SSMA STANDARD SHAPES,UN.O. 4d or2-1/2'MW, #4 3" 2' TEMPERATURE AT TIME TH C172,C31, SPECIMENS AT AC ACI ACCESSORIES CHAPTER 7,AND APPROVED REINFORCINGSHOPIPLACEMENT DRAWINGS AND PLANS PROVIDE ALL SAMPLING FOR STRENGTH TESTS C143, TIME FRESH PROVIDE ALL ACCESSORIES INCLUDING BUT NOT LIMITED TO:TRACKS,CLIPS,WEB ACCESSORIES NECESSARY TO SUPPORT REINFORCING IN POSITION SHOW ON PLANS BAR T15 3 3/4" 2112' C231, CONCRETE IS STIFFENERS,FASTENING DEVICES,RESILIENT CLIPS,AND OTHER ACCESSORIRES REQUIRED SUPPORTS FOR UNCOATED BARS SHALL BE CLASS 1 WIRE,PRECAST CONCRETE OR ALL-PLASTIC F+DETAILING DIMENSION C1064 PLACED. FOR A COMPLETE AND PROPER INSTALLATION,AND AS RECOMMENDED BY THE MATERIAL EACH REINFORCING BAR SHALL BE WIRED TO A CROSS BAR AT A SPACING NO GREATER 90 DEGREE �. 1M' S TAKE MINIMUM MANUFACTURER FOR THE STEEL MEMBERS USED. THAN 24"OC.ALL DOWELS,ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN CONCRETE SHALL STANDARD SAMPLES PER BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE 'WET SETTING"OR"STABBING"IS NOT HOOK O `+ IDS- 9 Nz__ 11f/ AC131856.2. FASTENING OF COMPONETS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING,U,PLO„ PERMITTED. W1/ Zf - OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION.ALL WELDS SHALL SEE BE TOUCHED UP WITH A ZINC-RICH PAINT,ALL WELDS OF CARBON STEEL SHALL BE '? _ -3�1T NA inta 5.624FOR FOR TOUCHED UP WITH PAINT AS REQUIRED.SEE SCHEDULE FOR APPROVED SCREW TYPES. SPLICES IN CONTINUOUS REINFORCEMENT IN REINFORCED CONCRETE ELEMENTS SHALL SEAS •. •�- YES CONCRETE STRENGTH TESTS 1 X CYLINDER SPECIFIED PER PLANS WHERE PLANS DO NO PROVIDE SPECIFIC LAP LENGTHS,THE LENGTH SHALL 1905.3, ASTM 03 ACI 3188 QUANTITY AND TRACKS SHALL BE SUCURELY ANCHORED TO THE SUPPORTING STRUCTURE. BE AS SPECIFIED IN THE"REBAR DEVELOPMENT LENGTH&LAP SPLICES"TABLE AND APPLICABLE EXCEPTIONS: SIZE NOTES WHERE LAP SPLICE CLASS I E CLASS CLASS B ARE NOT SPECIFICALLY INDICATED,A 135 DEGREE Imo- DETAILING DIMENSION ABUTTING LENGTHS OF TRACK SHALL BE SECURELY ANCHORED TO A COMMON ( A' ) 1)OK EX EE STIRRUP&TIE YES CONCRETE/SHOTCRETE 1705.3, ACI 318: X STRUCTURAL ELEMENT,BUTT-WELDED,OR SPLICED 8"MIN.W/(4)#10 SCREWS "CLASS B"LAP SPLICE SHALL BE USED,IN ACCORDANCE WITH THE"REBAR DEVELOPMENT LENGTH 8 STANDARD •a- HOOK EXTENSION FOR#5 AND CURING 1905.11-13 1.3 2, LAP SPLICES"TABLE AND APPLICABLE NOTES SPLICES SHALL NOT BE MADE UNLESS SPECIFIED OR HOOK 0 SMALLER BARS,6d IS ALLOWED. APPROVED BY THE E O.R- STUDS SHALL BE PLUMBED,ALIGNED AND SECURELY ATTACHED TO FLANGES OF BOTH % YES VERIFICATION OF FORMWORK 1705.3 ACI 318: X VERIFYALL UPPER AND LOWER RUNNERS OR TRACKS R INFOR. M NT PHO7 TION1 .PepOKS RR O iRM NTSP ,��,(� DESIGNATED GREEIHOC THE 6.1.1 DIMENSIONS JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW WINDOW SILLS,ABOVE WINDOW UNLESS A GREATER COVER IS SPECIFIED PER PLANS,COVER FOR REINFORCEMENT IN CAST-IN- 'N'=BAR DIAM. ajJ' MINIMUM HOOK EXTENSION YES CONCRETE STRENGTH PRIOR TO 1705.3 ACI 318: X AND DOOR HEADS&SHALL BE SECURELY ATTACHED TO CONNECTING MEMBERS PLACE CONRETE(NONPRESTRESSED)SHALL NOT BE LESS THAN THE FOLLOWING: 'D"=BEND DIAM., 1 5Ff SHALL BE THE LARGER OF 6d OR YALS?F LATERAL BRACING SHALL BE PROVIDED BY USE OF GYP WALL BOARD OR SHEATHING OR 3"MIN BY HORIZONTAL STRAPS OR COLD-ROLLED CHANNELS,BRACING SHALL CONFORM TO A) CONCRETE CAST AGAINST&PERMANANTLY EXPOSED TO EARTH 3" AISI,SECTION D3.UNLESS OTHERWISE SPECIFIED,MECHANICALLY BRACE STUDS @ 4'O.C. B) CONCRETE EXPOSED TO EARTH OR WEATHER PROVISIONS FOR STRUCURE VERTICAL MOVEMENT SHALL BE PROVIDED WHERE INDICATED B1)#6THROUGH#18 BARS . . . . . . . . 2' REBAR DEVELOPMENT LENGTH&LAP SPLICES SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED 32)#5 AND SMALLER BARS,W31 OR D31 WIRE,AND SMALLER . . 1-10 JOISTS SHALL BE LOCATED DIRECTLY OVER STUDS OR A LOAD DISTRIBUTION MEMBER C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SIZE BAR 3000 PSI 4000 PSI 5000 PSI 6GOD PSI REQ'D SPACING SHALL BE PROVIDED AT THE TOP OF ALL BEARING WALLS. Cl)SLABS,WALLS AND JOISTS LOCH CLA 0L5 OLA OLS CLA CL8 CLA OILS RBO'GCOWSR C1,1) #14 AND#18 BARS. 1-12" TOP Y!h 351s tSln 26IR. 17h 23- Ia7, 21h S•1AWMR1 WEB STIFFENERS SHALL BE PROVIDED AT ALL BEARING POINTS AND/OR AT POINTS OF C1.2) #11 BAR AND SMALLER 3/4' #` OTHER 17 h 23 h 151n 20In 13 h. 171n 12 in 1a h. MIN 3�5'COVER r l CONCETRATED LOAD FOR ALL JOISTS,GIRTS AND PURLINS,U.N.O. C2)BEAMS,COLUMNS 70P 28 h 36h 25h 331. 23h 00. 301.. 21 m 281n B•1 S MIN T�//�� `/ - -- 11/1 1 JOIST BRIDGING SHALL BE INSTALLED WHERE INDICATED ON THE DRAWINGS C2 1) PRIMARY REINFORCEMENT,TIES,STIRRUPS 1-1/2" � G1Llp 2211. 25K ISM 761I ITN I016• 1Sh 21 h. SN 1?COVER h4 END BLOCKING SHALL BE PROVIDED AT JOIST ENDS,U,N.O. Ta YL A S1 In. 41 M. Zak S71a 2Sh 341n. a=1.875"MIN a OTNE11 25in M-1 24h 32h, 22Ea 25h. ]Dh 26h. WIE SIB COVER UNLESS NOTED OTHERWISE THE FOLLOWING MINIMUM MATERIAL THICKNESS SHALL BE /� PROVIDED FOR STEEL MEMBERS SPECIFIED AS A PARTICULAR GAUGE OR M ILS THICKNESS: CONCRETE CONSTRUCTION NOTES [� 16 MILS=25 GAUGE.-....... MINIMUM BASE METAL THICKNESS=0.0179" 11)WHERE TENSION DEVELOPMENT OR SPLICE LENGTHS ARE SPECIFICALLY INDICATED ON PLANS,THOSE O 27 MILS=22 GAUGE-.... MINIMUM BASE METAL THICKNESS=0.0269" ALL CONCRETE SHALL BE PROPORTION MIXEDAND PLACED UNDER THE SUPERVISION OF A CONCRETE CONTROL ENGINEERS LENGTHS GOVERN. O r 33 MILS=20 GAUGE..„.._ MINIMUM BASE METAL THICKNESS=0.0329, CONFORMING TO ACI 301,304,305,2D6,315,318,&347 STANDARDS FOR CONCRETE DESIGN STRENGTHS SEE DESIGN STRESSES BELOW. U 2)WHERE SPLICE LENGTHS ARE INDICATED AS"CLASS A"(CL A)OR"CLASS B"(CL B)WITH NO SPECIFIC 1--1 43 MILS=18 GAUGE...,.,,.,. MINIMUM BASE METAL THICKNESS=0.0428" CONSTRUCTION JOINTS OR OTHER COLD JOINTS SHALL BE APPROVED BY THE ENGINEER-OF-RECORD,UNLESS SPECIFICALLY INDICATED LENGTHS GIVEN,THIS TABLE SHALL APPLY 54 MILS=16 GAUGE--:'- BASE METAL THICKNESS=(10538" ON THE PLANS CONCRETE SECTIONS ARE TO BE MONOLITHIC UNLESS OTHERWISE NOTED OR APPROVED. 66 MILS=14 GAUGE..,..„.„ MINIMUM BASE METAL THCKNESS=0.0677" 3)'TOP-BAR LOCTION IS APPLICABLE FOR HORIZONTAL BARS WHEN MORE THAN IT OF CONCRETE IS w 97 MILS=12 GAUGE.....„... MINIMUM BASE METAL THICKNESS=0.0966" PLACED BELOW BARS SEE REBAR SPLICE AND DEVLOPMENT TABLE ON TYPICAL DETAILS SHEET Sl02 WHERE BARS ARE SHOWN ON PLANS WITH HOOK(S)OR WELED CONNECTIONS SHOWN ON THE DRAWING SHALL BE OF THE SIZE SPECIFIED BELOW WHERE STRAIGHT BAR DEVELOPMENT BEYOND FACES OF OPENINGS CANNOT BE ACHIEVED,AS STANDARD HOOKSHALL BE PROVIDED q)ED SPLICEDBARS SHALL BE IN CONTACTOR NOT FURTHER APART THAN V5 THE REQUIRED SPLICE LENGTH; D NOTTOEXCEED 6"OFSEPARATION FOR THE THINNEST JOINED PART USING E60XX ELECTRODES,PER ASW D1,3 U.N.O.: RRWFORCN/O STEEL C.lAR COVER tlINLEla NOTED GINCRIYflO 43 MILS=18 GAUGE..„.„... WELD SIZE=0.0451" CONCRETE SURFACES CAST AGAINST EARTH OR GRANULAR FILL,TYP 7 11 54 MILS=I6 GAUGE.,.,,...... WELD SIZE=00566" pABe-GNGNIDE MOT-STRNQTUUu STRUCTURAL DESIGN CRITERIA h�"1 68 MILS=14 GAUGE.,.,,.,..,. WELD SIZE=0,0713' INTERIOR TOP SURFACE,05 BARS AND SMALLER 1 1/2' 97 MILS 12 GAUGE------ WELD SIZE=0.101T' INTERIOR TOP SURFACE,00 BARS AND LARGER 2 r^ EXTERIOR TOP AND FORMED SIDE SURFACES 2 Vl SCREW SCHEDULE GENERAL NOTES&STANDARD DETAILS APPLY U.N O. SCREWS CALLED OUT USING THE TYPICAL CALLOUT SHOWN IN THE SCHEDULE BELOW MAY BE ANY OF THE FORMED SIDES,ALL BAR SIZES 2' CODES&STANDARDSw] LISTED SCREW SIZES,SELECTED BY THE CONTRACTOR OR INSTALLER AS REQUIRED WHERE A SPECIFIC TOP SURFACE,#5 BARS AND SMALLER _ _ _ _ 112' O SIZE SCREW IS SPECIFIED,SUBSTITUTIONS OR ALTERNATES ARE NOT ALLOWED SCREWS SHALL BE DIRE-E- TOP SURFACE,06 BARS AND LARGER _ _ _ 2015 INTERNATIONAL BUILDING CODE WITH STATE OF WASHINGTON AMMENDMENTS ALL SIZES 8 SURFACES CAST AGAINST EARTH OR GRANULAR FILL, FLEX STRUCTURAL FASTENERS,BY ELCO CONSTRUCTION PRODUCTS OR KWIK-FLEX SELF-DRILLING FOOTINGS, ASCE 7-2010 WAS REFERENCED FOR BUILDING DESIGN LOADS&DESIGN CRITERIA w FASTEN£RS.13Y HAUL INC.MANUFACTUREOS S48TALLED AS DESCRIBED IN ES114M(ICC EVALUATION r ` O SERVICE.M WWW.ICC-ESCOM►UNLESS NOTED OTHERWISE.CONNECTIONS SHALL 54 ACCORDANCE DESIGN LOADS&INFORMATION v WITH THE SCHEDULE BELOW,UNLESS NOTED OTHERWISE: SHOP FABRICATED REINFORCING STEEL,WITHOUT WELDING,UNLESS NOTED OTHERWISE ASTMA615,G KS q DEAD LOAD SHOPFABRICATED HOOKSREINFORCINGREINFORCING ASTMA70SISOKSO ) TYPICAL SHANK SCREW BRILL CAPACITY'HWH HEA LOAD BR ASD STRENGTH"' MINIMUMS•'•' SHOP FABRICATED HOOKED REINFORCING DOWELS FOR GROUTED SPLICE SLEEVE CONNECTIONS I A9TMA70B(60 KSI) Ai)DEAD LOAD OF ROOFING,SHEATHING&JOISTS:95 PSF r� OALLOUT DIAMEYE4 SIZE STYLEMIN MAX GNMETER LENGTH" SHEAR TENSION SPACINGEDWDISl FIELD BENT REINFORCWO 9 DOWELS _ _ ASTMA705(WKS0 A2)DEAD LOAD OF FLOORING,SHEATHING AND JOISTS.13.9 PSF v 00-T6x3i4 3 Qfiin,0A50in 0399m 0381n WEIDWOQf REINFORCING BARS COLLATERAL TOTOF AL DEAD AREA):7PSF �j W WELDING ASTMOF REINFORCING BAASTMRS SHALL BE PERFORMED PER AWS DI 4,WITH ELECTRODES STRENGTHS AS FOLLOWS: B)COLLATERAL AND TOTAL DEAD LOAD #fo-t x t .1 h 9-j h 3 h LW OL B 1 COLLATERAL ROOF DEAD LOAD ALLOWANCE:25 PSF #10 01901n #10-16x2 3 Oil 10.150 in. 4151n- 1-501n. 46B LB3 759 LBS &1S' 811 B' CARBA36 RHIGSTEEL-S RENGTH,LOW E70XXELEC7ROOES ) r^ CARBON OR HIGH-STRENGTH,LOW ALLOY STEELS W/YIELD STRENGTH OF 50 KSI OR GREATER THAN REBAR E90%X ELECTRODES B 2)TOTAL ROOF DEAD LOAD(INCLUDING COLLATERAL LOAD):12 PSF Lrr^�• Vl III 6x21 3 0.111n.D1501n. 0,3991n. 1.831n- REBAR TO REBAR _ EADXX ELECTRODES B.3)COLLATERAL FLOOR DEAD LOAD ALLOWANCE:2I PSF l I ni2-i4xTrB 3 Qit In.WWI, 0.4i5 in. 03B in- B4)TOTAL FLOOR DEAD LOAD(INCLUDING COLLATERAL LOAD):15PSF VL REINFORCING STEP L CONSYRUC TON REWREVENTS 95 COLLATERAL WALL DEAD LOAD PROJECTED AREA:1PSF #1-1 x 1 1 la .1 In. 04151, k SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW TO THE E 0 R PRIOR TO FABRICATION AND DELIVERY ) ( ) .12 .21.1. #12-14x11 3 all In,a187 in. 04151m 1.00 in. 604 LBS 1072 LBS 11/16" 3/8" BB)TOTAL WALL DEAD(PROJECTED AREA,INCLUDING COLLATERAL LOAD):BPSF 0 2-14 x 2 3 0-1 In.0.1171n. 04161n. 1.50In- LAP SPLICES SHALL BE CLASS B UNLESS SHOP DRAWINGS SPECIFICALLY DETAIL STAGGERED SPLICES DESIGNED IN ACCORDANCE WITH C)ROOF SNOW LOAD: 61-14.3 a 11p. 01u jkl" ACI 111,111 ECTION I I I S 2 WHERE ONE HALF OR LESS OF THE TOTAL R EINFORCEME NT IS SPLICED WITHIN THE REQUIRED LAP LENGTH C,1)NONE-STRUCTURE IS INSIDE BUILDING 012.24 x 1 3 5 all In.050D In 0,415In. 0801n S34 LBS 1392 LBS D)WIND LOAD: EACH REINFORCING BAR SHALL BE WIRED TO CROSS BAR AT MAXIMUM SPACING OF 2410C D.1)NONE-STRUCTURE IS INSIDE BUILDING(WALLS DESIGNED FOR 5 PSF MIN PRESSURE) 114-14 x 1 3 0111a 0210In 0500 In. 0.45 It 0.2 BASIC WIND SPEED,3-SECOND GUST,Vu0=12D MPH DE TAIL BARS IN ACCORDANCE WITH ACI DETAILING MANUAL,LATEST EDITION.PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT E SEISMIC LOAD INFORMATION: CQp� 1/4-14x11 3 oil 1n.02101n. O.SOOIiL aB51n- 6B7 LBS 1454 LBS 3• .'I' 02501a 1/4. x2 1 h 1 Ira REINFORCING IN POSITION SHOW ON PLANS DURING CONSTRUCTIOK CHAIRS SHALL HAVE NON-CORRODING FEET. ) Ell METHOD:ASCE 7-10 EQUIVALENT LATERAL FORCE METHOD Oy�a r 11 1h h 1A ALLDOWELS,ANCHOR BOLTS AND OTHER HARDWARE TO BESET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENTOF E2 DESIGN SPECTRAL ACCELERATIONS: 1/4-20x 11 4 0111M1 03121n. 05001n. 0631n- CONCRETE'WET SETTING"OR"STABBING"IS NOT PERMITTED UNLESS SPECIFICALLY AUTHORIZED IN WNTTING PRIOR TO E,21)MAXIMUM CONSIDERED EARTHQUAKE(RISK-TARGED)GROUND MOTIONS: 1576 LBS 1330 LBS 3/4' CONSTRUCTION BY THE E O.R, ,y 1/4�xoxz 4 Q111n.031z1n. a5ooln. 1.33m. E211)MAPPED MCEr5%DAMPED,Ss=1.064 oIr at /vo 1 x2 k2 4 IA- E212)ADJUST DMCErMCEr 5%DAMP, ,S.. 4 1N00■ 6 01 h 8Oh 1640 Lao t LSS E213)ADJUSTED MCEr5%DAMPED,SNa=1147 1/4.20 x 3 1 3 OA I In.02101n- M5001n, 2-701n- CONCRETE MIXES SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER IN ACCORDANCE WITH THE PERFORMANCE E.2.14)ADJUSTED MCEr 5°/a DAMPED,SMt=0.857 1/4-20 x 4 4 0-111n.03121n. 05001n, 3501n 1576 LBS 1330 LBS REQUIREMENTS FOR EACH TYPE SPECIFIED BELOW,SUBMIT SEPARATE LETTER OF CERTIFICATION,MIX DESIGN INFORMATION AND E21.5)DESIGN 5%DAMPED SPECTRAL REPONSE ACCELERATION,Spa=D762 LABORATORY AND FIELD TESTING HISTORY FOR EACH CONCRETE MIX TYPE DOCUMENTING PROPOSED MIXTURE WILLACHIEVE THE E21.6 DESIGN 5%DAMPED SPECTRAL RESPONSE ACCLERATION,Sot=0.438 aJUA11E3 6118-1Bx1 ,.� 0-111n. 3121n. 6600 in, 080 in .IIj3 LB_B 3B_9QL8+. REQUIRED AVERAGE COMPRESSIVE STRENGTH AND OTHER SPECIFIED REQUIREMENTS IN ACCORDANCE WITH ACI 318-11 AND 2D15 ) 5H8-24x 1 11u � la In 15116" 15/32" INTERNATIONAL BUILDING CODE, E 3 SITE CLASS:D(ASSUMED) SIB' 0,3131n SHa24x2 q 0111n.03121n. Qfi001n. 1.251n 1824 LBS 2919 LBs E 4 RISK CATEGORY:11(ASCE 7.10,Ta 15-1) OElfA1Pi1GM LOCITIDN TYPE E 4 SEISMIC DESIGN CATEGORY:D SLABS-0KORADE(NONSTRUCTURAL) INTERORLOCATIONS,WHERE COATED OR SEALED A E 5 STRUCTURAL SYSTEMS(ASCE 7AO,Ta 122-1) NOTES: SLABS-ON-GRADE(NOWSTRUCRUAL) INTERIOR LOCATIONS,WHERE UNCOATED OR SEALED D :DRILL CAPACITY=TOTAL THICKNESS OF JOINED PARTS.PRE-DRILLING IS REO'D WHEN CAPACITY IS EXCEEDED. SPREAD FOOTINGS,STRUCTURAL SLABS(INCL THK EDGES) ALL LOCATIONS AILING) E.51)LIGHT-FRAME CFS BEARING WALL SHEATHED W/STEEL SHEETS(A.16) "LENGTH OF LOAD BEARING AREA IS BASED ON LENGTH OF THE THREADED PORTION OF SCREW HEAT TREATED TO HOC CONTNOUS STRIP FOOTINGS AND GRADE BEAMS ALL LOCATIONS A E 67-1)RESPONSE MODIFICATION FACTOR:R=6% Project number 2018035 28-34 AND REPRESENTS THE LIMIT OF THE TOTAL THICKNESS OF THE CONNECTED ELEMENTS E5.12)OVERSTRENGTH FACTOR=3 Dale "'ALLOWABLE STRENGTH OF FASTENER ONLY(FACTOR OF SAFETY-30) DOES NOT CONSIDER BEARING STRENGTH, F)SOIL BEARING CAPACITY: _ 1O/76/19 TENSILE PULL40UTOR TENSILE PULL-OVERCAPACITY. PERFORMANCE SPECYIGTOILIRED.ACLNLW TYPE"A" TYPES' TYPE" IYPE'D' TYPE- F.I ALLOWABLE CAPACITY: MINIMUM EDGE DISTANCE IN TABLES(1.5d)MUST BE DOUBLED(TO3d)FOR COLD-FORMED STEEL FRAMING MEMBERS. 28-DAY COMPRESSIVE STRENGTH,Pc 4000 PSI 4000 PSI 4500 PSI 5D00 PSI 5000 PSI Drawn by JwM MAXIMUM W/CM RATIO 050 OW 045 04D 040 F.1.1)LONG-TERMLOADS:15DO PSF(ASSUMED) -- a CEMENT TYPES ALLOWED. TYPE II xrV TYPElorll TYPEIIorV TYPEIIorV TYPE II orV F.1.2)SHORT-TERM,WIND AND SEISMIC LOAD COMBINATIONS:2000PSF Checked by JWM1 POWDER-AGTUACTED FASTENERS AIR CONTENT 2%+/-t 5% 2%+/-1 s% 5%+/-15% 2%.a15% 2%+a 1.5% F2 GEOTECHNICAL INVESTIGATION flEQUIRED SLUMP 5"+/.2' 5"+/-2' 4"+/-1" 4"+/-1' 5+1.2' F.2.1)NONE S1 POWDER-ACTUACTED FASTENERS,CALLED OUT AS PA F.'s OR L.V.F.'s(LOW VELOCITY FASTENERS), MAXIMUM AGGREGATE SIZE W 3'8' 314' 3/4' 314• (\J SHALL BE 0,147"DIA OR 0.15T'DIA HILTI X-U(AS SPECIFIED ON DRAWINGS-WHERE DIAMETER IS NOT EXPOSURE CLASS,FREEZING S THAWING FO,NOT REQO FO,NOT RED'D Fl,MODERATE Ft,MODERATE F1,MODERATE SPECIFIED,USE 0.157")UNLESS NOTED OTHERWISE.FASTENERS SHALL MANUFACTURED B EXPOSURE CLASS,SULFATE(AC1318-M) 31,MODERATE SO,NOT REO'D S1,MODERATE St.MODERATE all MODERATE INSTALLED AS DESCRIBED IN ER-2269(]CC EVALUATION SERVICE,INC.WWWJCC-ES COM) EXPOSURE CLASS,LOW PERMEABILITY PO,NOT RED Po,NOT REQ'D Pt,REQUIRED PI,REQUIRED PI,REWIRED EXPOSURE CLASS,CORROSION OF REBAR CI,MODERATE CO,NOT REO'D Ct,MODERATE CZ SEVERE Cl,MODERATE Scale 1;1 ROOF DIAPHRAGM SHEATHING COLD-FORMED STEEL FRAMING SECTIONS CALL-OUT LEGEND ' A PER PLANS,WITH EDGE lYd J P I L LA R FASTENERS @ RIM JOIST Y/ -EDGE FASTENERS®WALL TOP PLATES SCR FASTENER CALL OUT LEGEIJD. I-- • ' (REGARDLESS OF PANEL EDGE LOCATION) 0-- =INSTALL SCREW FASTENER PER CODE,SIZE AND SPACING INDICATED: CONSULTING ' CODE 1 11•41, 1 EXTEND SHEATHING TO TOP OF RIM JOIST GROUP, INC. • WITH EDGE FASTENERS AT ROOF LEVEL (SWEF1) "SHEAR WALL EDGE FASTENER 1" SCREWS INSTALLED AT PANEL EDGES OF SHEAR WALL CONNECTED y T-2 7re" TO ONE STUD SIZE&SPACING PER SHEAR WALL SCHEDULE FOR 3 3W 7 4 ' EDGE FASTENERS TL11• 0 SWEF2 "SHEAR WALL EDGE FASTENER Z' SCREWS INSTALLED AT PANEL EDGES OF SHEAR WALL STAGGERED I ± 1'•0' I 1'•0'TYP - ' -PANEL SHEATHING PER PLANS AND SCHEDULE ( ) $ PROVIDE FULL DEPTH BLKG PER DTL BETWEEN TWO STUDS SIZE&SPACING PER SHEAR WALL WHERE PANEL EDGES DO NOT TERMINATE AT RIM SCHEDULE FOR EDGE FASTENERS JOIST,MINIMUM SHEATHING PANEL DIMENSIONS S6 I SMR1 }TYP b PER CODE REPORT OR 24"MIMIMUM DIMENSION, (SWFF) "SHEAR WALL FIELD FASTENER" SCREWS INSTALLED WITHIN THE FIELD OF PANELS TO STUDS AND 11 1.2156 WHICHEVER IS GREATER BLOCKING SIZE&SPACING PER SHEAR WALL SCHEDULE FOR FIELD -FASTENERS EDGE FASTENERS 0 VERTICAL (BBSF) "BACK-TO-BACK STUD FASTENERS' SCREWS JOINING WEBS OF BACK-TO-BACK STUDS WHERETWO . SHEATHING PANEL EDGES,TYP ROWS ARE SHOWN,STAGGER SCREWS IN EACH ROW-ROWS 835 NW 23rd S 7 SHALL BE LOCATED NOT LESS THAN D/8OR MORE THAN D/4 - CORVALLIS,OR 97330 FROM EACH STUD FLANGE WHERE"D"=STUD DEPTH FIELD FASTENERS WITHIN PANELS AT ALL 541-752-9202 FRAMING MEMBERS,U.N O SIZE SHALL BE#10,SPACING WITHIN EACH ROW SHALL BE 1Z'O.C- 10'-43/4' E WWW,pILLAR-INC.COM U.N.O. - -� EDGE FASTENERS @ WALL SILL PLATES (SSF2) "STUD-TO-STUD FASTENER 2" SCREWS JOINING FLANGE OF ONE STUD OR TRACK TO PENDICULAR w)nuexcaxafrTxw oswp (REGARDLESS OF PANEL EDGE LOCATION) WEB OF ADJACENT STUD OR TRACK SIZE=#10,SPACING=17'O,C - FLOOR DIAPHRAGM SHEATHING U.N.O. EXTEND SHEATHING TO LAP AT RIM JOISTS No. Description Dale PER PLANS, RIM EDGE j''• WITH EDGE FASTENERS 0 EA PANEL (TSF1) TRACK-TO-STUD FASTENERS 1" SCREWS JOINING FLANGE OF COVER TRACK TO FLANGE OF STUD FASTENERS RIM JOIST WHERE SHEARWALL EXTENDS ABOVE AND TO FORM BOXED SECTION. SIZE=#10,SPACING=a"O-OU.N.O. - • BELOW FLOOR (GWBF) "GYP WALL BOARD FASTENER" TYPE S BUGLE HEAD SCREWS INSTALLED AT GYPSUM SHEATHING ELEVATED WALL SILL PLATE, • OR WALL BOARD TO STUDS,TRACK AND HORIZONTAL BLOCKING ANCHORED THRU FLOOR DIAPHRAGM SHETAHING TO RIM SIZE=#6,SPACING=W AT PANEL EDGES&17'IN FIELD U N O JOIST WI#10@4"O.D.C.U.N.O • • • - - _ ----------------_ - ----_---- , SHEARIVALL AND HOLDOWN SYMBOL LEGEND CONTINUOUS RIM JOIST PER PLANS • E001 SHEAR WALL HOLDOWN PER SCHEDULE SPLICE PER DTL U.N,0. r��I WALL TOP PLATE PER PALNS, / •'f SW- SHEAR WALL PER SCHEDULE - I�ANCHORED TO RIM JOIST W/#10 / 0 4"O.C_U.N.O._/J/ .�)f a..� WALL SILL PLATE @ FOUNDATION OR SLAB,ANCHORED W/SHEAR A ANCHORS TO CONCRETE PER - - TYP SHEAR WALL SCHEDULE,SEE / � S8 SHEET STANDARD SILL ANCHOR [HEAR WALL CONSTRUCTION REQUIREMENTS r \ ll 82 11 1"-1'-w 'v^ SHEAR WALL SCHEDULE COLD-FORMED STEEL FRAMING CONSTRUCTION NOTES v1 SHEATHING SCREW FASTENERS SHEAR ANCHORS 1. SEE SHEET S1 FOR COLD FORMED STEEL NOTES FOR 1 BLKG TYPICAL MATERIALS AND REQUIREMENTS APPLICABLE TO ALL U MARK # INSTALL PER CODE REPORT CFS STRUCTURAL FRAMING AND PARTITIONS. LENGTH TYPE EDGES FIELD TYPE REGD a SIDES DESCRIPTION SPACING SURE-BOARD SERIES 200 W/5/8" 68 x 1-1/4"LONG SDST No 2 PILOT POINT (STANDARD SILL V-4" 2 RIM JOISTS SHALL BE ATTACHED TO WALL SILL AND TOP PLATES W/#10 @ le.O.C.UNLESS NOTED OTHERWISE(U IN 0.)WITH SW-1 5'-53/B" GWB LAMINATED T022 Ge, 1 8- 12" FLAT HEAD,SI2 DRILL POINT SCREWS Yes ANCHORS hop:/Avwwlapmoes,org/Dacumenls/ER_0128.pdf @ O v] ASTM OU3 SHEET STEEL) (0.138"MIN.DIA;0.3145"MIN.HEAD.DIA) SCREWS LOCATED WITHIN 3"OF JOISTS AT BEARING WALLS RIM - JOISTS SHALL BE CONTINUOUS O SURE-BOARD SERIES 200 W/5/8" NB x 1-1/4"LONG SDST No. PILOT POINT STANDARD SILL 1'--0' UN.G OR SPLICED PER DTL 6/SB - 57 SW-0 5'-53/8" GWB LAMINATED T022 Ga. 1 8' 12" FLAT HEAD,SI2 DRILL POINT SCREWS Yes ANCHORS http:/Aavw lapmoes,org/Documenls/ER_0126 pdf v _ASTM C653 SHEET STEED 0.138"MIN.DIA;0.3145"MIN.HEAD DIA) a WALL STUDS FLANGES SHALL BE ATTACHED TO TOP AND SURE�OARO SERIES 200 VJi 5/8" rrB x 1-1/4"LONG$bST No,2 PILOT POINT STANDARD SILL 1'•4' BOTTOM WALL PLATE FLANGES USING(1)#10 SCREW AT EACH AMCH BOL '-�58. I� SW-A 4'-6' GWB LAMINATED T022 Ge. 1 6' 12' FLAT HEAD,SI2 DRILL POINT SCREWS Yes ANCHORS http:/Ao .lapmoes.orglOocumenls/ER 0126 pdf FLANGE TOPBBOTTOM WALL TRACKS SHALL BE CONTINUOUS ASTM C853 SHEET STEED 10.138"MIN.DIA;0.3146"MIN.HEAD DIA) I OR SPLIECED PER DTL 7/SB U.N O.WALL TOP TRACK _ _ _ _______ SUREAOARDSERIE5200W/5/e" NBx 1-1/-0"LONG SDST No.2 PILOT POINT .STANDARD SILL 1'-4- CORNERS SHALL BE INSTALLED IN ACCORDANCE WITH DTL AZt 11 -l�J/J W O SWA 4'-e• GWB LAMINATED TO 22 Ge. 1 8• 12" FLAT HEAD,S12 DRILL POINT SCREWS Yes ANCHORS http:/M"iepmoes.org/Documenls/ER 0126.pdf 7/57 U N.O. ASTM C653 SHEET STEEL) 0.138"MIN-DIA;0.3145"MIN.HEAD DIA) w 4 SCREWS SHALL BE IN ACCORDANCE WITH THE COLD FORMED STEEL NOTES SHOWN ON SHEET 51 PROVIDE SUBMITTAL TO ENGINEER OF RECORD FOR ALTERNATE SHEAR WALL HOLDOWN SCHEDULE FASTENERS FOR APPROVAL PRIOR TO CONSTRUCTION. A11 I� SCREWS SHALL BE INSTALLED IN ACCORDANCE WITH DTL ANCHOR BOLTS OR RODS 8/se U.N,O. B 21 0 [i] MARK MANUFACTURER TYPE SCREWS INSTALL PER CODE REPORT COMMENTS U F��7 DIA. DESCRIPTION 6 WINDOW AND DOOR HEAD AND SILL TRACKS SHALL BE y�DOLT 9 1-11 Shrpwn Stro •Tb/A km Sd40UN 1161014 7/8" ASTM F1554 Gr.36 HVY HEX HEAD W/8"EMBED IN FTG httE:/Avvnv.le�moes.org/Dacuments/E 0124 df ANCHORED TO JAMB STUDS PER DTL 9/S7 U.N O AND 1.12 6impaon Slron-Tie Com an Inc. SMDUB 1 N14 5AT ASTMA307/NIEADED THRU ROD Wf HVY HEX NLRB :INrnn4 mN4A oumMMAS 0124,11 PAIRED ABOVE&BELOW RIM JST STUDS SHALL BE SECURED TO TRACKS Wl(1)#10 SCREW Q Y - EACH FLANGE U.N.O. I A O 1.13 Blnr�iM 81rorI�Com hIG SMDU6 12#14 5/8" ASTM A36 THREADED THRU ROD W/HVY HEX NUTS h :/Mrxw.ia moos-or/DocumentsIE 0124,pdf PNREDASOVE 6BELOW RIM JST 5+ IL-,1 1.21 Sheq�lU Nw 6#04 1 y4 7Jr ASTM F1d04 Or.36 HVY HEX HEAD W!B'EMBED W FTO MIF:BWnw.bpmop orylpooumulblER 0124.pd1 a FLOOR AND ROOF JOISTS SHALL BE SECURED TO RIM JOISTS W/ � 0 1'7 1.22 &ron�TrCompaq Inc. SMDUB 1 #14 5/8" A6TM A36 THREADED THRU ROD W/HVY HEX NUTS :Nft~r.bpmon> .a uanwE._R 0124.edt PAIREDASOVE&SILLOW RNA JST (1)#10 SCREW THRU EACH FLANGE U N.O. Imo+ FF+N-il 1.23 SI son Slron-Tie Company Inc 8B1D118 1 014 &r ASIM A36 THREADED THRU ROD W/HVY HEX NUTS http:/Awiw.ie moos-or/Dacumente/ER 0124-df iPAIRED ABOVE&BELOW RIM JST 7 FULL DEPTH BLOCKING SHALL BE SECURED TO STUDS AND ivr•, r'l 4.11 him son Stron-71e Company[no SMDUB 18#14 7/8" TM flli51 CR 30 HVY HEXHPADWTS•EASED W FTG Mp'#NMwbpmaf a umontIVE 0124 pdf JOISTS BY CLIPPING AND BENDING THE BLOCKING FLANGES AND 4.12 Tr bo. SMDUfi 02111111114 518" ASTM A3B THREADED THRU ROD W/HVY HEX NUTS http:/Nv v,ia moos-o org/DocumnWER 0124.df (PAIRED ABOVE&BELOW RIM JST WEB TO ALLOW NOT LESS THAN(2)#10 SCREWS THRU THE IF--11 4.13 1 Simpson Strong-Tie Company Inc. SMDUB jimm I fir ASTM A30 THREADED THW RODWl HVY HEX NUTS Id mn�wWDoo,~WEEA01240 PAIREDA801IE A BELOW RSA JST BLOCKING WEB INTO THE JOIST OR STUD WEB WELDING OF O 421 Simpson Stron-Tie Com en Inc. SMDUB pspm 7A3- jA6TM F104 Or,3SHW HEXHEADWfr EASED IN F7G hftp:7Mrvsv.iapmoea org/Uocuments7lER 0124 pdf BLOCKING MEMBERS IS AN ACCEPTABLE ALTERNATE WHERE a 4.22 Simpson Strong-Tie Company Inc SHOUB ( N14 5W ASTMA38 T11REAOED THRU-�RODD WRi/fkHXNWTS htt:/&n .ia moss or/Documents/ER 0124pdf PAIRED ABOVE&BELOW RIM JST PROCEDURE IS SUBMITTED TO AND APPROVED BY ENGINEER OF nW/ 4.23 Simpson Strong-Tie Company Inc. SMDUB (12)#14 5/8" ASTM A36 THREADED THRU ROD WI HVY HEX NUTS ho:7vnnv.la moes-or/Uocuments/ER 0124 ptlT PAIRED ABOVE&8ELOW RIM JST RECORD PRIOR TO CONSTRUCTION.WHERE USG STRUCTURAL r f All Simpson Strong-Tie Company Inc. S/HDU9 1B#14 7/8" ASTM F1554 Gr.36 HVY HEX HEAD W/8"EMBED IN FTG http:/Av Ja moes org/Document,/ df PANELS OR SHEET METAL SHEATHING WILL BE INSTALLED OVER w THE STUDS OR JOISTS LOW PROFILE SCEWS SHALL BE USED A.12 Simpson St--Tie Company Inc SMDUB 12#14 s A8T9A3gr;R OED THRU Rw% MIY HExwTB dwmiap.!!?" t ,dl PARED ABOVE d BELOW RIM JOT (HEX HEAD SCREWS ARE NOT ACCEPTABLE) A18 SYB 7b Ie0. 801000 12#14 5/8" ASTM A36 THREADED THRU ROD W/HVY HEX NUTS h :/Mv .ia moes.or/Documents/ER 0124 df PAIRED ABOVE&BELOW RIM JST A21 Simpson Strong-Tie Co a Inc SHC" 16014 7NN' ASTM F16640r 38 HVY NEXHEADWf B"EMBED NI FTG h8to:/Avv✓.vlapmoos-org/Documents/tR�0124,df B UNLESS OTHERWISE INDICATED,ALL SHEAR WALL SHEATHING AM Simpson Strong-Tie CompanyInc. SMDUB 12#14 518" ASTM A36 THREADED THRU ROD WI HVY HEX NUTS h6prMww oeumnblE,bprao"A*Dl{-0124.dl PAIRED ABOVE S BELOW RIM JST EDGES SHALL BE CONTINUOUSLY BLOCKED USING FULL DEPTH BLOCKING WHERE FLAT STRAP BLOCKING IS SPECIFIED OR A28 7b Co11+Ds0Y ME. BLOCKING(121014 5W ASTM A30 THREADED THRU ROD W HVY HEX NUT8. M�'IDMMv,MrrpnaetW-plDoouns"WER0124, 1 PAIRED ABOVE&BELOW RIM JST OTHERWISE ALLOWED,STRAPS SHALL BE PRE-TENSIONED T'ScF� 13.11 Simpson Strong-Tie Company Inc SMDUB 18#14 1 7/8" ASIM F1554 Or 38 HVY HEX HEADW7C EMBED W FTG hH)?c01Wnv. moNJ UffWft/Ek0IL4:pdIPRIOR TO COVERING WITH SHEATHING SA2 6 TM n Ino. $04" 12LN14 5/8" IASTM A36 THREADED THRU ROD W/HVY HEX NUTS h :/Av v apmoes org/Documenls/ER"0124;pdf PAIRED ABOVE 8 BELOW RIM B.13 Simpson Slron-Tle Coaany Inc. SMDUB 11 NU I 5w A38 THREADED THRU RODVWHVY HEX NW% hptftw men of 0wu0MWER 0124,0W PAIREDASD'VE S BELOW RNA JST 9 WALL STUDS SHALL BE BRACED AS INDICATED ON FRAMING �-+;.•,",y'.a' 6.21 Simpson Slro -71e Ca an Inc. WJN 118)#14 111" ASTM F1554 Gr.31 HVY HEX HEAD W/B"EMBED IN FTG http:/Avww.ie moes-or/Documents/ER 0124�dl ELEVATIONS.WHERE FRAMING ELEVATIONS DO NOT - Villnz 8.22 Sim son Slron Tle Co any Ina. SA40t18 f Ntt bk' ABTN A38 THREADED THRU RODV# HEXNUTB hh:/Av .ia moes.or/Documents/ER 0124. PAIREO_ABOVE&BELOW RIM JST SPECIFICALLY INDICATE BRACING,STUDS SHALL BE BRACED PER �-- N- MP - •E-p 9 --•-L STANDARD DETAILS SHOWN IN 6/S7 U N.O 6.23 40n 8U Tb n Ino. ITA1D116 12#14 5/B" ASTM A36 THREADED THRU ROD W/HVY HEX NUTS h rr WWER 0124: f PAWEDASOVE 0 BELOW RIM JST C" 10. CPS JAMBS AT OPENINGS IN WALLS SHALL CONSIST OF BUILT UP SECTIONS AS INDICATED ON FRAMING ELEVATIONS,WHERE exwptr nas»m FRAMING ELEVATIONS DO NOT SPEICIFICALLY INDICATE JAMB DETAILS,THE STANDARD DETAIL 8/S7 SHALL APPLY,U.N,O 11, PROVIDE COMPRESSION BLOCKING AT RIM JOISTS WHERE BUILT- -- Project number 2018035 UP STUDS ARE SUPPORTED BY THE FLOOR ABOVE(SEE ---" ------� 4 FRAMING ELVATIONS)PER DTL 9/S8 U N-0. I Date 10/18/19 Il Drawn by JWM sc 16 I 4,21 SW fi 411 f,I � � i-->� } Checked by JWM � Revision a 3 It 5'-27re" S2 1 RIERLE WALL PLAN spate As indicated Ll PILLAR Y -r I I I I CONSULTING 5'-6"BHEARWALL TYPGL1&4 GROUP, INC. 1 5'-1 718"ANCHOR ROD 6 TYP I 1 TYP GL 1 8 4 I 6 TYP `S9 X-Ir 4.•p (3)@1--4" TYP TYP I TYP TYP ' B I I 43/4"ANC HOR ROD,-,I�, 1�YY•, 600T150-54 TYP GL 1 8 4 11� - -54 sooszoasa �J y2 1 835 NW 231d ST t1a 12i �_. 800S2oo-54 CORVALLIS.OR 97330 GRID 1�4- 541-752-9202 ' (I WWW.PILLAR-INC.COM 600820a54 I i BODS2DD-54 ROOF SHEATHING CONTINOUS 65 FLOOR SHEATHING ' - mnwxaws�rTwacxoua,we BLOCKING PER DTL 3/S8 TYP,2 CONPER E D - BLOCKING R TLTL 6005200.54 I ROWS 3/SB TYP.2ROWS 1 _ No. Deacrlptlon Data BOOS200-54 I DENOTES SOLID BLOCKING,TYP 1 0 1/4 1 DENOTES SOLID ( 6008200-54 I Y-3 3/4" t'•2' 10 5/B', (2)@ 1'-4" I B00520Q54 BLOCKING,TYP -- - - --- - - --- - - - - - - - - - - -�z j ---- -- ------- ------ ---- - -- -- - 2J •mSaoTtboa, 1'• 1'•8'^ 1'• 1'-fr 1'->Y 1'•6• 1V �07150-33 80D8 ARTRION TOP BODS200.54 - 'I (3)60o5200.54 60QS20a54 BOOS200-54 ---___-I -2 TYP I I 2 TYP 60OS200-54 I 1 ,GRID 2 I 8WS200-54 I SB fO2 sooszoas4 I I a m ❑ ❑ I BO01320a54 I � 4 GRID 3 I 6005200.54 x 800.520054 U I I � I m m Ul (3 6005200.54 rc m i< 800520a54 °a a a.13 O� 4aa I .5 7/B" 8. Q� 'a0o� 4 5S I BM20a54 $$$$$$ fill (3)600S20a54 �.A l` 3'-33/4" 4 �>DB O O 1'.4' 4','• 1'•4�� Y r^ L600S200, 4 •1 1'-4• 3/4" - I `�I - _(71BDDTt50-33 67 rl B00SZOOS4 (3J800S200.54 _—— — BLKG �- m - b O------ '— --- -- -- '-J -- r=-G9DT;50.33 - -- ---- -- - ------- -- - - --�. - - - <1 J / ---- - ----- - ------ ----_--_ ---Ft --- 3 W PARTITION TOP a �/ BOOS200.54 �1 1 I 6005200.54 I TRACK SW-A a O ��'"> I I a a s I 6005200.54 n. I � � 3 BODs2oo54 I I I I Al Q N I I O 60D6200-54 2- Uj • 800520D5q 5 OSir - 10_ z F+-1 (3160D9200-54 I S6 8005200.54 I �j PROVIDE GUARDIAN CB-12 FALL PROTECTION ----- ANCHOR(PART#OD645)OR APPROVED ALT.OVER �7 I I o ( TRIPLED ROOF JOISTS WITH SOLID 20 FULL 200.� P- DEPTH BLOCKING UNDER ANCHOR PLATE FOR 11----11 I (40)#14 SCEWS THRU USG STRUCTURAL PANEL, I I b TYP TIPLCS, 6005200.54 CENTERED ON JOISTS IN LOCATIONS SHOWN- I BOOS200-54 I 6005200.54 I I 1 USG STRUCUTRAL I 80OS200.54 I PANEL CONCRETE SUBFLOOR I INSTALLED PER ICC $ ESR-1792 W/#8 x 60D5200.54 USG STRUCUTRAL PANEL CONCRETE -FII 1011114 II 1-518"SCREWS �•T'�� SUBFLOOR INSTALLED PER ICC ESR-1792 (GRABBER W/#Bx 1-5!e"SCREWS(GRABBER CONSTRUCTION C' •�� _ CONSTRUCTION PRODUCTS,INC.PART I PRODUCTS,INC 6005200.54 I No. ES AN 12' .C6'O C AT PANEL I I PART No __ - EDGESAND12'PA WITHIN PANEL FIELD O BODS200.54 O.0 AT PANE(ED •PE' W/STAGGERED PANELS PER SCREW 8S I O.0 AT PANEL EDGES PATTERN B SHOWN IN ESR-1792 FIG.2 II AND 12'O.C.WITHIN 6005200.54 I I I St»s200.54 I STAGL GERED PANELS tcrvaes:nsumo PANE FIELD WI �® ,4 3 GRID 4 - —I PER SCREW PATTERN - I B SHOWN IN ESR-1792 FIG 2 600T150.54 / Project number 2018035 —_—_-- ----_—_— 11__, 17 Dale I I go-) �> 116 10/18/19 18i01'.4+ r-47ne•r-5sn6" (2)®9-r Drawn by JWM s Checked by JWM o. S3 3 ROOF FRAMING PLAN 2 ALL�RAMINC3 PLAN �1 FLOOR FRAMING PLAN `� 1!2 1'-0' 6 IM-1'-0 83 Ur a 1,4r Scale 1/2"=1'_0" PILLAR f' TYP j CONSULTING i600T150-54. 14'-W SHEAR WALL 6 TRACK ' — RIM JST GROUP, INC. - TRACK , - - _ C_ _C.-_ _ -C__ C_ .= 13'-7 3/s"TQP��_ OF _ _ 1600 TYP _ - - - I BLKOTYP ALL ; ' 10 I I ' _ --'. iSPGeQ6W W-3 —w_- SB 60OT150-03 15043 &WI5043 600T75443 600T160-03 600T,60.43 CONT.STRAP I y Y 3 Y { y y y 035 NW 23rd ST. owl Y¢ 3� 3 e•,30 3U CORVALLIS, IR97330 O NOaiS a i�Ya Uwm UmQ I am Q1 P,Ya� i�iYa mmrd I PImM' oa� mI-d .ar` �� (M3t arcm U� 541-752-9202 Oir� �Y y Fd mW T. NmW I W� Sj ��W� mWST mW F� U 3� wn moms orF oa �� WWW.PILLAR-INC.COM oa rSym8 Fi am '7cYi<" w �� 8r'ns 9LYN� mY� o�� o=.. I �N8 3 $ o I At mo �t 'm8 �Ym �o $ oro �Uo tlQ� NQonUo duo Now i � � �U mU mU I V iT t� � mia a)Nunpcasul,Na cxav,inc 600T15043 O n<p'c 600T15043 60DT75043 600T150-43 600T150-43 Na Deecrlptlon Date mU Ima TyO4D a 600T150-03 i I Sp1 e6lPCe�SN ALL BLKG,TYP I �J u s I e' 0 z , _ ' e60T16033' 56 SB OFFICEFF 600T150.43 r - -owl I - - 4'- 71--f RW.IeT I , I - 60pT160.33II _ �\COMPRESSION BLKG I t Ii II o I I PER DTL 9/SB'TYP I a I t I t 5 I SY 7 '1 66 .- - -- se 1� — — ---------------- — — — — —— — ------ - PLANTf :.� 0•-0^ STANDARD SILL PLATE ANCHORS Q a-CIG MAX STANDARDSILL PLATE ANCHORS STAN MWSILL PL ANCHORS 04W CC.MAX a 111-oa MAX a Sw I"�_PARTITION FRAMING ELEV-GRID 2 2 WALL FRAMI ELEV-GRID 8 U 1/2`=V-0" a U2"01'•0" O .4 n2 I I I U , TYP 600T15433 60oT450-s 56 - — -�-- > RIM J5T ;!�4,1 � O WAL3TO3PL I if, 8P 1TYP- 0 ---- �sMT15 i' sa O V1 Kb*TYP ALL 9LKG ePCeg SWI - - - - .as.,.+- — - - el1oP 600T150-03 I 600T150.43 600T15043 U y 3� 3Y i Z K YQ (•lYQ � U yY V !UKO-+ fowl-gmW� �oj^ ob?Fd' Vo$ Y } I ✓/ W y U)$ YN uX� 10rp� �7p1 I (O$ NUO V T9— io "maU � '-�ij I i I h•�I m 0 OO011l m 60OT150-43 60OT150-43 eIXG rT, p00Ttl0I3 i r 1 BLIrO TYPALL I ;� 4 16 2 4 267 S6 �eT, 1I Sso -- ---------- ----- —L[I OFFICEPF 7 N°0°n I li ii — — --- 4'-6114" 600T,eG33 g COMPRESSION BLKG ••1^ ,{y PER DTL 9/SB TYP t Project number 2018035 ` 60oT160 S6 ,. 37-. 1 '� SO-�33 S7 Date 10/18/19 ------------------ ------- — --- PLAN F 'I , —_—_—_—_ 0�-40 Drawn by ,1W1111 1. . r - ••I �, Checked by JWM Revision o. STANDARD SILL PLATE ANCHORS@WOO.MAX , STANDARD SILL PLATE ANCHORS STANDARD SILL PLATE ANCHORS 43.00 MA% �� q 1EOO MA%@SW C-'�PARTITION FRAMING ELEV-GRID 3 T�WALL FRAMING ELEV-GRID A E �54 1/2"=1'-0" S4 1/2"=V-0" Scale STUDS Floor Material Takeoff Y) P I L LA R sw� Member Material: Material: CONSULTING Type Count Length W Weight Type_ Material:Name Area Description I Material:Comments I y 5'-8"SHEAR WALL 6a�0TI.T GROUP 6005162-33 72 9'-1 1/B" 1.17 766.06 Ibf Office Floor System Metal-Stud Layer 348 SF MdsT RI � r INC. 60OS162-33 10 8'-1 11W 1.17 94.70 Ibf Office Floor System Gypsum Wall Board 348 SF Interior finish -------- -- - -•••- -- - - -- -_-_ WALLTQP PIL O O 60OS162-33 2 V.i* 1.17 18.92 Ibf Office Floor System GFRC- Glass Fiber Reinforced Concrete 348 SF Exterior finish 60DT1$0-33 13-7 318" 60OS162-33 6 V-9" 1,17 26.33 Ibf Office Floor System GFRG- Glass Fiber Reinforced Gypsum 348 SF Interior finish Undedayment I 60OS162-33 88 3'-8 7/8" 1.17 385.03 Ibf Office Floor System IVCT-Vinyl Composition Tile 348 SF Interior finish 60OS162-33 15 3'-0" 1.17 62.561bf 600S162-33 11 2'-11 7/8" 11.17 3.49 Ibf ( 60OS162-33 22 2'-11 3/4" 1.17 76.68 Ibf Roof Material Takeoff 60OS162-33 2 2'-9" 1,17 6.44Ibf Material: Material 541-7529202 : 835NW2 ST 3 Y COR ,O 97330 6005162-33 3 2'-1" 1.17 7.311bf Type Material:Name Area Description Material:Comments �xQ 60OS 162-33 5 1'-11 3/4" 1.17 11.58 Ibf 541 75 92 ~ WWW.PI LLAR-INC.COM w 60OS162-33 16 1'-1" 1.17 20.26 Ibf Office Roof System Metal-Stud Layer 348 SF Y amrl 600S162-33 7 1'-0 7/8" 1.17 6.79 Ibf Office Roof System Metal-Furring348 SF lPL6O&V 4 D (.P1wAC0nW Twat P,M 000SI623333 4 0'-11 7/8" 1.17 4.61 Ibf Office Roof System Gypsum Wall Board 348 SF Interior finish No. Description Date 33 16 0'-�' 1.17 12.481bf Office Roof System GFRC- Glass Fiber Reinforced Concrete 348 SF Exterior finish 43 12 9'-1 1/6" 1.52 165.87 Ibf -43 4 8'-1 1/8" 1.52 49.21 Ibf 43 8 T-8 718" 1.52 45.47 IbfWall Material Takeoff 43 8 d'-9" 1.52 8.11Ibf 16 54 8 3'-6 7/8" 1.89 56.541bf Material: Material: Material: ss 66 Tye Material:Name Area Description Comments 1 15633 __OFFICEFF54 14 0-8' 1.89 17.64lbf -------- {fi00r15054 ----- 4'IQEFF 60OT150-33 2 9'-1 5/8" 1.06 19.37 Ibf RIM 50- Exterior 6"Stud Wall Gypsum Wall Board 500 SF Weriorfinish _ _ _ 60OT150-33 7 9'-1 1/81, 1.06 137.2767.48 bf Exterior 6"Stud Wall Gypsum Wall Board 385 SF Interiorfinish 000TiSP43 Y \INSTALL COMPRESSION 600T150-33 2 W- 7W 1A .93lb Ibf Exterior 6"Stud Wall Gypsum Wall Board 175 SF Interiorfinish I q BLKG PER DTL, 91SB TYP 600T150.33 2 3-8 718 108 7.93 Ibf Interior 6"Stud Gypsum Wall Board 129$F Interior finish nd fotal:360 20704 Exterior 6"Stud Wall Gypsum Wall Board 140 SF Interiorfinish r FRAMING Interior 6"Stud Gypsum Wall Board 96 SF Interiorfinish -m Member Exterior 6"Stud Cripple Wall Gypsum Wall Board 234 SF Interior finish 13 , 15 T e Count Length W Weight �- Yp 9 9 Exterior 6"Stud Cri le Wall G sum Wall Board 234 SF Interior finish r s6 a00T15D.M '6 Exterior 6"Stud Cripple Well Gypsum Wall Board 72 SF Interior finish - - ---___Prey 1200S162-54 2 4'-9 1/4" 3.05 29.12 Ibf Exterior 6"Stud Cripple Wall Gypsum Wall Board 72 SF Interior finish r•" ' o 120OS162-54 2 47-e 3.05 28.98 Ibf Exterior 6"Stud Wall Metal-Furring 250 SF ' 120OS162-54 4 4'-8 7/BA 3.05 57.79 Ibf Exterior 6"Stud Wall Metal-Funing 193 SF STANMRDSILLPIATEANCHORS STANDARDSILLP ATEANCHORS 1200S162-54 2 4'-B 5/8" 3.05 26.81 Ibf Exterior 6"Stud Wall Metal-Furring 87 SF 1200S162-54 2 3'-7 1/2" 3.05 22.12 Ibf Exterior 6"Stud Wall Metal-Furring 70 SF 4Q4S'OC MAX 01TOG @SHEARWALL 12008162-54 6 2'-6' 3.05 45.751bf Exterior 6"Stud Wall Metal-Stud Layer 250 SF 4 W L Fi�gMIhG_ELEV-GRID 4 O a BOOS200-54 29 10'-10 5/8" 2.47 779,93 Ibf Exterior 6"Stud Wall Metal-Stud Layer 193 SF s8 1/2'=114r BOOT150-54 1 31'-6 1/2" 2.12 66.87 Ibf Exterior 6"Stud Wall Metal-Stud Layer 87 SF A B Lei O 800T150-54 1 31'-6 3/8" 2.12 66.85 Ibf Interior 6"Stud Metal-Stud Layer 65 SF flll..,,�..LL 11 80OT150-54 2 10'-10 5/8" 2.12 46.17 Ibf Exterior 6"Stud Wall Metal-Stud Layer 70 SF 60OS200-54 35 10'-10 3/4" 2.09 796.75 Ibf Interior 6"Stud Metal-Stud Layer 48 SF _ TYP 0 U 600T150-54 1 31'-6 5/8" 1.73 54.58 Ibf Exterior 6"Stud Cripple Wall Metal-Stud Layer 117 SF 1 ' 60OT150-54 1 31'-6 1/2" 1.73 54.57 Ibf Exterior 6"Stud Cripple Wall Metal-Stud Layer 117 SF I 5-B SHEAR WALL 60OT150-54 2 10'-10 3/4" 1.73 37.69 Ibf 60DT15054 Exterior 6"Stud Cripple Wall Metal-Stud Layer 36 SF JST 60OT150-43 1 10'-10 3/4" 1.38 15.03 Ibf Exterior 6"Stud Cripple Wall Metal-Stud Layer 36 SF WNX TQ,-FL a 60OT150-43 1 6'-0 1/4" 1.38 8.31 Ibf 5/8"Sureboard SW Panel SureBoard Structural 77 SF - 131.7 3/8� 60OT150-43 1 4'-6 5/8" 1.38 6.28 Ibf SheathingPanel 9OOT1t1433 t., 600T150-43 2 4'-5 5/6" 1.38 12.32 Ibf 5/8"Sureboard SW Panel SureBoard Structural 77 SF CONT 4 TVP60OT150-43 14 4'-5 1/4" 1.38 85.73 Ibf Sheathing Panel STRAP TVP 9 M TYP AU Sly r1 I O 600T150-43 3 3'-3 3/4" 1.38 13.71 Ibf 5/8"Sureboard SW Panel SureBoard Structural 64 SF 600T150-43 1 1'-10 1/8" 1.38- 2.54 Ibf Sheathing Panel 600T150-03 1 I v U 600T150-43 18 1'-2 3/8" 1.36 29.77 Ibf 5/8"Sureboard SW Panel SureBoard Structural 64 SF I� i i r•� Q 60OT150-43 3 1'-1" 1.38 4.50lbf Sheathing Panel I i f (� 60OT150-43 2 0'-111/8" H 1.38 2.561bf g �� 60OT150-43 2 0'-11" 1.38 2.541bf 60OT150-43 5 01-7 3/4" 1.38 4.46 Ibf I g o N o ; i `J FFWWlilill 600T150 43 1 0'-4 1/2" 1.38 0.53 Ibf E 600T150-43 4 0'-2 5/6" 1.38 1.23 Ibf 600T15043 i h 60OT150-43 2 0-1" 1.38 0.24 Ibf Sa3nso 4a 'r BOOT150-33 8 i'-2" 11.29 12.041bf ByKGQyAy T i i rT WJ BOOT150-33 2 0'-111/4" 1.29 2.421bf i ICI BOOT150-33 2 0'-91/4" 1.29 1.99lbf I I z - BOOT750-33 2 0'-41/2" 1.29 0.961bf I I ss 800T150-33 2 0'-3 1/2" 1.29 0.76 Ibf ss _ I 1 r OFFICE FF tlr{p 44oneou --- 4'ICIE FF 600T150-33 6 31'-6 1l2" 1.06 200.61 Ibf '---- q Fy� 4� 60OT150-33 1 31'-3 1/2" 1.06 33.17 Ibf % nrcrrsT- 60OT150-33 1 31'-0 1/2" 1.06 32.90 Ibf INSTALL aaDT�sw3 o �aC I COMPRESSION l 60OT150-33 6 10'-10 3/4" 1.06 69.29 Ibf BLKG PER DTL 8/SB ryp 600T150-33 2 9'-B 1/2" 1.06 20.58 Ibf I SWII$o33 60OT150-33 1 6'-5 518" 1.06 6.85 Ibf rR 600T150-33 1 4'-8 5/8" 1.06 5.01 Ibf ` e v1Rea loawro 600T150-33 1 2'-6 1/4" 1.06 2.67 Ibf 60OT130-33 1 2'-2" 1.06 2.30lbf 1 S6 600T76033 S6. 7.3 3/19" 16633 1 Sa I 600T150-33 13 1'-2" 1.06 16.06Ibf � PLANTFF � project number 2018035 600T150-33 5 1 1'-1. 1.06 5.74 Ibf e _ � � 1' 1 - U-0" Date 600T150-33 2 0'-111/4" 1.06 2.00Ibf 1 1 10/16/19 Drawn by JWM 60OT150-33 1 0'-101/4" 1.06 0.91lbf Checked by JWM 60OT150-33 1 JU-9 1/4" 1.06 0.82 Ibf STANDAROSILLPIATEANCHOR3 bTAN0AR06R1PUTEANCNORS 1 600T150-33 118 10'-5 1/4" 1,06 8.35 Ibf 4Q1B OC O8HFARWALL 04e oc MAX S� Grand total:226 2731.16 Ibf m 1 WALL FRAI�JING J-EL[V•GRID 1 scale 4 600T160-33 (GWBF1 660516233 BA K'O CK W, Sw P I L LA R ` IBBSF) BACK-TO-BACK W/ /`► ) (GNM1TF) � CLOSURE TRACK (pWBF7 (��. CLOSURE TRACK (SWFF) � 600T1FA.J3 1 CONSULTING A _ - lr6F,) -- -C (�- -- ---- GROUP, INC. (2180051m43 BACK-TO•BACK W/ - - - \ r—ice) ' (LSF1) O O CLOSURE TRACK � '� - - - - - - } O — �- - - (SWEF2I-� (�F2) ) 0 600T1ttG+13. I 162-33 eooTi:Aar<- ))�. �•(RCF) ; B CLOSURE OSUUR ACK -(GWRCF) I IBWFFY -- (TOM ( (RCF) WW (OWRCF)I Won1 835 NW d d ST. I 1GWRCF) % I \ I CORVALLIS,OR 97330 /> 541-752-9202 47s �OWRCF) (GWRRCF)- I 823T RSFtI / ) i i W.PILLAR-INC.COM IRCF7 1RCIF1 (c)nWRLgRHJliR10 WiWP,MC 16 W_ALL CORNER(�4-A 12 WALL CORNERP_4-B 8 CH FT ORD 4 SW 1 RIQHi CHORD No. Description Date ss 3-=r-O" ss 3"=1'-0" se 3` 1 80lJ 3"=1'-0" (200✓162.33 4 " ( d S BACK-TO-BACK 1 \Y' / awl" BOOStl2J7 l2)GW5162'6A SSW-B BACK-TO•BACK Q A00S/52.33 '— V.i ISYFF)I _ csEFZJ \ A L=4 O _(GWBF) (2)60162.3 BACKTO-BACKBACK-'O-BACK 600St62.43 605,62.33(B6F) O7 B 11 �GWBF) � f �—coos162-a3 ' T (GWBF low)— (I P21 (W F2) I �� i5 PP ALL CORNER @ 47A 11 ` CRIPPLE WALL CORNER-C 4-B 7 W-B LEFT CHORD CRIPPLE WALL 3 SWA RIGHT C�HQRD FIPPLE WALL 8a 3"-7'-0" ��3"=1'-0" ee 3"=p 0" �3"-V-V V1 5 a (2)600S162-33 4 eoos,sz 33 O-TO c w/ (TBFt) O H (2)600S162A3 OWEF2) 4GW8F) 1 (GWBF) O O U IEBBF) <WB BACK-TO-BACK WI B -_ QgOT16BJ8 1 1 1 cLosuRe TRACK ) �— —(avuaF — BDDB<`.. a-- (GWBF)Imo) `1I (GWBP\)T/ J"4 + - - - -- - � JO I T150.33 ,. L 0(S6F2) BO0616243( ..t ` - - - - - - - - - BACK.TO-BACK W/(SSF2) CLOSURETRACK(2)600 8:23 O (GWBF)' (StTF2)� O&1C,6 rJ (BBSF) 6003t62 I < \ i1 (RCF)� I U BACK-TO-BACK Z O \\\���Y(1(tt'6FF - BACK-TO-BACKW/— i O CLOSURETRACK ' ) WFF) �/ ) ,.�F, \ GVVRCF) ((s1NRCFJ (TBF1 (TSFt)-' , I (RCF) (GWRCF)�' ' w QBBi760-3? \—(TBF1J /� (RCF) IN BF) i ~J 14 SW_4 LEFT_CHORD 10 SW-B RIGHT CHORD 6 WALL CORNER 01-B / 1 WALL CORNER 0 1-A � w l� 3"a V,p^ \ P / 6003,62-33 (2)6008,62.33 1 \ �6WS162,13 BACIFTO4BACK (GWBF)(BBBF) q J 4.17 Sw-B BACK -7041A I I 1AM (GWBFI BACK-70•BACK GWOF) —" 600816243 IBM) CCLLOSUR TE RACK/ 1 v e7!!e --\ O 8D081B2�i 6665,82-37 O (SWEF2) J4c,L (6WEFz) \ � O LB8P21--- c>.wrcn ll.c.awo (21000516243 ' - _ ISSF2 f �BAC DS162-33 BACK•TO-BACK ( � _ Projed number 2018035 (GWBFy 1 +"FF- 600518'L (BWFP) Dale 10M8/19 (GWBIF) (G ) Dr bT (GWBF JWM ( 1216MIS2.33 \`-tGKWI (GWBF) 84Wt Checked by JWM BACK-TO-BACK •188F2) Revision9 n 60081t)24K) & (Gwen (BBSF) S6 U -W4 LEFT-CC-HORD®CRIPPLE WALL 9 SW RIGHT CHORD @ CRIPPLE WALL 5 CRIPPLE WALL CORNER A 1-B 1 CRIPPLE WALL CORNER gh 1-A � 80 W=1'-0" s,, 3.,=1.0.. 3"=1,0_ !! 3"a i*-W scale TRACK BLOCK PIECE TO MATCH WALL STUD P I L LA R CLIP FLANGE AND BEND INSTALL B' r-O.C-MAX, \� (7J8006182.49 CONSULTING MINIMUM TWO TRACK BLOCK PIECES PER WALL SECTION ISW) (SHIM) BACK TO-BACK W/ CLOSURE TRACK / GROUP, INC. FRAMED WALL (A 0 FINISH Ard I —S•vT150-a� I SURFACE MIDHDR FLAT STRAP TO TRACK BLOCK W/(4)#10.ANCHOR 835 NW 23rd ST. TRACK TO STUD W/(4)#10 000RVALLIS,OR 97330 EACH END THRU BENT&FORMED LEGS AS INDICATED 541-752-9202 (�)'I i (RCF) WWW.PILLAR-INC.COM TAUT,PRE-TENSIONED 10 Ga FLAT STRAP _ (1)#10@EA STUD,TYP (GWRCF) (c)nUAR CGRRU—GROUP,NO. TRACK BLOCKING W!STRAP BRIDGING 4 No. Description Data SW-A RIGHT CHORD _ INFILL STUD PER PLANS OR 57 3"=1'-0" MATCH FULL HEIGHT STUDS CRIPPLE STUD,43-MIL W/ TYP U.N O. (3)#10 TO JAMB&(1)#10 INSTALL ROWS OF BRACING 40"O-0. TO EA LEG OF TRACK WHERE WALLS ARE SHEATHED ONE-SIDE ONLY,OR WHERE RESILIENT CHANNEL IS [\. 11W MIN. HEADER PER PLANS,54- USED ONE SIDE,U.N.O. P—\THICKNESS MIL(16 Ga)x 1-114" FLANGE U.N.O. BUILT-UP JAMB PER PLANS-USE WELDED BOX JAMB,(2)60-MILz (1)#10 EA FLG,TYP, 1-5/6'FLANGE MATCHING _(SWE=; U.N.O. STUD DEPTH U N,O HEADER PER PLANS,54- MIL(16 Ga-)x 1-114" FLANGE U.N.O CRIPPLE STUD,43-MIL/ (3)#10 TO JAMB&(1) SCREW #10 TO EA.LEG OF TRACK ATTACHMENT INFILL STUD PER PLANS CLIP ANGLE L/ OR MATCH FULL HEIGHT BASE TRACK PER (LENGTH=80% ���•••11) STUDS TYP U,N.O, PLANS.MATCH GAGE OF STUD DEPTH(d)] AND DEPTH W/STUDS x 1-1/4"FLANGE,U,N.O. r , COLD•ROUED CHANNEL BRIDGING PER MFG. _ W INSTRUCTIONS,INSTALL ROWS @ 46"VERT, SPACING MAX U.NO. COLD-ROLLED CHANNEL WICLIP ANGLE BRIDGING (LIMITED TO NOMINAL B"DEEP STUDS MAX) 9 C S FRAMED OPENING(48"OR LESS) E\B � T�QLATERAL BRACING_ 3 SW-A RIGHT CHORD 0 CRIPPLE WALL 81 314"=1•-f3" 97 1"=1•-4" - - 87 3'•1•-v a XXXTXXX-54+(MIN-54 MIL) TRACK REQ'D ON OPENING O FACE UP TO 1"ABOVE TIHEADER XXXTXXX-54+TRACK //// REQ'D FULL HEIGHT BETWEEN (�V O U STUDS XXXSXXX-XX 2ND&3RD STUD (20I)S162-43 PER PLAN.MIN,THICKNESS 3RD STUD T --_ BACK-T043ACtL 54 MIL UNO FOR OPENINGS>4' CFS WALL PER PLANS (4)#1 CONT.LONGIT.BARS T&B 5 9 [—+ W/CL B SPLICES.PROVIDE"L" DOWELS @ CORNERS W/24"LEGS SPLICE TO LAP ORTHOGONAL BARS h�l TYP(4)PLCS O O O C TYP --- a� U TIE(N)STRIP FTG INTO 7' '-• �'---'—T`�- O (E)CONC SLAB-ON- GRADE W/DRILLED -' •• -•O 12 / O w ADHESIVE DOWELS 1 PER DTL 5I S7 - b F 80081 ( tl (OWitCF) #B SCREWS@12'O.C.TYP. •' --- ..�. - I � `./ W 2-STUD JAMB FOR OPENINGS MTUD JAMB FOR OPENINGS 4'-B' 1W'CLR r'°• I TYP 2 SWA LEFT CHORD 8 CF $TUO JAMB DETAILS STANDARD U.N.O. s7 3"=1'•0" r— S7 3"-1'-0" r•o w 10 STRIP FOOTING DETAIL MIN.(4)SCREWS @ CORNER CLIP TRACK AS REQ'D @ CORNER S7 1 1/2"=1'-0" ' CORNER STUDS PER DETAIL TO MAKE LAP 18YY8 �T�K SECTION INDICATED EL FRAM IN ELEVATIOG a PLANS AND NS. EXISTING NEW WHERE SPECIFIC SECTION NOT NOTED,CORNER STUDS SHALL BE PER STANDARD DETAILS (E)SLABON NEW STRIP GRADE FOOTING arNmu. (weowo TOP TRACK PER PLAN w A71 FRAMING PER PLAN •1 •�' O Project number 2018035 •' Date 10/18/19 w Dravmby ,JWM #4 @ 12' C.DRILL&EPDXY INTO 1•_ Checked by (E)SLABO.W/6'EMBED USING HILTI JWM HY-200 ADHESIVE PER ESR-XXXX, Revision a GWB OR SHEATHING EACH SIDE OF FOOTING 6005162-37 (GWBF) (STAGGER DOWELS) [`)/s� r T1 CORNER FRAMING B FOUNDATION-TO,[E�SLAB_DOWELS 1 SW-A LEFT CHORD-9b CRIPPLE WALL As indicated A`J / 1, s7. - 3l4"=ir+0" 87 1"=1'-0" G. 3"=1'0., Scale PILLAR CONSULTING GROUP, INC. BEND SECWR C• FLANGE TO FO FLAT STRAP TRACK SPLICES SHALL BE- I CENTERED BETWEEN TWO STUDS AND SHALL BE JOINED 54-MIL CONTINUOUS FLAT STRAP DIAPHRAGM W/600516243,1Z'LONG ROOF JOIST PER PLANS WALLFRAMING U.N.O. SHEATHING BLOCKING D TOP OF JOISTS, -TRACK PER PLANS GRADE 33 LV CO COLD-FORMED STEELNASTRAP-F4"WIDE WI G60 GALV COATING ru TPRNA -FULL- 935 NUJ 23fd$T DEPTH BLOCKING IN ALL JOIST JOIST SPACES CORVALLIS,OR 97330 MAY BE USED IN LIEU OF FLAT STRAP BLOCKING) 541-752-9202 OF STRAP (3)#10 EA SIDE,EA 0 TOP STRAP.(2)#10 STRAP TO JOIST FLG,TYP WWW.PILLAR-INC.COM TRACK 0 BTM STRAP.(1)#10 STRAP-TO-JOIST FLG,TYP AS REQ'D ' (eRWA[dWUIiNOgRWP,WC -SCREW(S)AS REQ'D @ STRATAR SCREWS FROM Na Da44:dptloR Data SP TO FULL DEPTH EACH STRAP-TO-STUD BLOCKING,TYP TOP&BTM \"\ 7 TOP&BOTTOM TRACK SPLICE 10 WALL STUD FLAT STRAP BLOCK►NG se 1 1/2"=1'-0" SIMPSON CS22 COIL so 1-0" STRAP CONTINUOUS STRAP ACROSS JOIST BOTTOM FLANGES 54-MIL x Z'FLG BEND SECTION OR CLIP JOIST SPLICE FLANGE TO FORM VERTICAL/ UPPER SHEAR WALL PIECE,DEPTH TO W/(2)#10 TOP&BTM,TYP MATCH TRACK HOLDOWN PER PLANS - UPPER SHEAR WALL CHORD OR MULTIPLE FULL DEPTH BLOCKING TO (WHERE APPLICABLE) i STUD POST PER PLANS MATCH JOIST DEPTH,T150-54 EVERY XXX JOIST SPACE,MAX UPPER WALL SILL TRACK PER PLANS (6)#10 SCREWS THROUGH WEB IN THREE r3�CFS JOIST CONTINUOUS BLOCKING INSTALL COMPRESSION BLOCKING ROWS OF(2)0 EACH TO MATCH BUILT-UP POST a LOWER SIDE OF SPLICE SW HOLDOWN ANCHOR STUD FRAMED WALL&ATTACH FLG TENSION ROD(WHERE TO RIM JOIST WEB W/(2)#10 Q EA DIAPHRAGM SCREWS PER PUN APPLICABLE). BLK.CONNECT BACK-TO-BACK BLKG I TOGETHER W/TWO ROWS OF(2)#10 RIM JOIST t WITHIN D/4 OF TOP AND BOTTOM OF #10 RIM JOIST FLG-To-RODE JST FLc PER PLANS BLKG DIAPHRAGM PANEL EDGE SCREWS TO RIM JOIST PER PLAN ` ROOF JOIST PER PLANS FLOOR SHEATHING PER PLANS � " PANEL EDGE SCREWS-TO-RIM JOIST WITHIN 1X"OF TOP _ � 600SI6243 FULL DEPTH BEARING SHEARWALL-TO- LOWER WALL TOP TRACK PER PLANS 54-M IL x 1 W'FLG RIM JOIST,CONTINOUS VALL SNEATMINO PER PUNS,COWRAK 08 PAST WALL TOP PI. STIFFENER TO TOP OF RIM JOIST WON PANEL DIMENSION 241 SHEARWALL HOEDOWN 14 Ga.BENT PL CUP(ABOVE&BELOW PER PLANS(WHERE #10 @ e"0 c.RIM JOIST-TO-TOP PL TOP PLATE) APPLICABLE,MATCH—� 6 RIM JOIST SPLICE a UPPER SW HOEDOWN LOWER SHEAR WALL CHORD OR PANEL EDGE SCREWS-TQTOP PLATE—'� 54-MIL RIM JOIST W/MIN.1X"FLANGE, l NW.) MULTIPLE STUD POST PER PLANS S8 12"=1'-O" \- DEPTH MATCHING JOIST,LLN.O. H.y (2)#10 ROOF JST B/FLG TO TOP PL(ONETHRU RIMJST9/FLGa TOP PL) ^ TOP PL PER FRAMING ELEV O -STUD PER FRAMING ELEV(ALIGN WEB OF O r�-�I 8 MPRESSION 8LOCKI I�G 1IMDER CHMDS k MULTIPLE STUD POST$ CONTINO IS JOIST BLOCKING PANEL SCREWS PER PLAN STUD WRH WEB OF ROOF JOIST) `n/ S STRAPS PER DW 3/S& M OIAPHGM SCREWS PER PLAN 010 RIM JOIST FLG40, CL ROOF 000S162.0STUFEHER 010 RIM JOIST FLGTO-ROOF JST FLG Z ROOF JST FLG JQ�T k W O DIAPHRAGM PANEL EDGE SCREWS TO RIM JOIST PER PLAN \ _ �Z:zz JOIST PER PLANS— PANEL EDGE SCREWS-TO-RIM JOIST WITHIN I W OF TOP $—Maio 9TFP.TOJST NEO a (2)#10 ROOF JST BIFLG (2)VIOCDP-TOJSTTHRU �) WALL SHEATHING PER PLANS,CONTINUOUS PAST WALL TOP PL Z:Z JOIST PER PLANS 'TOP PL(ONE THRU I STIFF TO TOP OF RIM JOIST(MIN.PANEL DIMENSION 241-- RIM JST B/FLG a TOP PL) SHEATHING 74Ge.x3•x 1X•BENT CLP O THICKNESS - N10BB"O.C.RIM JOIST-TaTOP PL �• ... RIM CONTINUOUS JOIST, 'w r PANEL EDGE SCREWSTQTOP PLATE - \ DEPTH TO MATCH JOIST I 14 Ga x3•x 1X•BENT CLIP (3)#10 BLKGTO-TOP PL(ONE THRU RIM JST B/FLGB TOP PL) \ TOP PL PER FRAMING ELEV t \ WALLTOPPLOCLIPTHRU z O j` #10 STUD FLG-TO-TRACK,EA SIDE TYP \(4010 CUP-TOSTUD WEB F0 PANEL SCREWS PER PUN— STUD PER FRAMING(ALIGNED WITH BLKG) , STUD STUD _` ww EXPOSED2 V THREADS MINIMUM� � � [i] FRAMING 5 CFS WALL-TO-DIAPHRAGM PARALLEL JOIST OOP CONNECTION r2 CFS STIFFENED JOIST BEARING DETAIL MEMBER SB 12"=1'-0" SB 12"=1'-0" ram, #10 SCREWS H /600T15043 UN.O.GO. A 0. (BOTH FLANGES)- 120OC162-54 6DOS200-54 ATTACHED W/(3)#10 SILL PLATE BOLTS SHALL BE ONE OF THE EOLLHWINC+• N SCREWS TO 12DDC WEB&(6)#10 1)05/8"x 6"ASTM A307 L! HEX HEADED CAST-IN PLACE SCREWS TO KING STUD 2)HILTI KWIK HUS-EZ 1/2(4 1/4)PER ESR 3027 110' �•�'K'C0� #10@5'0.Q L 0 FASTEN TRACK W/#10 ;A•�6�� HEX HEAD SILL PLATE BOLT CENTERED IN SCREWS TO STUD(S) ACCEPTABLE LOW PROFILE HEAD AND 3CTR6�/J9 TRACK 8 WITHIN 3"OF WALL STUD, # THROUGH FLANGES I !.Jie�7!lnnw WHERE REQUIRED WHERE USG PER PLANS SPACING PER FRAMING ELEVATIONS KING STUD(S)PER SHEATHING WILL STRUCTURAL PANELS WILL NOT COVER COVER SCREW HEAD TO CUT WASHER,H D G 60OT150-33,U NO FRAMING ELEV 4 SCREW HEAD SIMPSON BPS 3 x 3 PL WASHER,H.D. G. N TYP IC TO STUD THROUGH FLANGES OR ALLY SCREW SILL TRACK PER FRAMING ELEV FASTEN TRACK W/#10 SCREWS � P Ooo-og:oj FASTENED THRU THINNER APPROVED SILL SEAL 6005162-33 CRIPPLE STUD,U N O. BENT WEB STEEL TO THICKER STEEL / AS SHOWN - JACK STUD PER FRAMING ELEV 600T162-03 DOOR OR WINDOW HEAD,U N O. r, Project number 2018035 b� 7 Date 10/1&19 FASTEN TRACK TO CRIPPLE DraMm by JwM EXPOSED THREADS AS STUD W/#10 SCREWS @ TOP& Chedwd by JWM a REQUIRED BOTTOM(BOTH SIDES) S8 D \STANDARD SCREWS /4 CFS SILL PLATE ANCHORAGE i 1Y_CFS BOX( -ADER se 12"=1'-0" se 3"=1-0" 84 1"-1'-0" scab As indicated Permit#: 2224 Permit Date: 10/19/18 Permit Type: COMMERCIAL ALTERATION Project Name: Western Forest Products Applicant Name: Dave Garcia Applicant Address: 19406 68th Drive NE Applicant, City, State, Zip: Arlington,WA 98223 Contact: Dave Garcia Phone: 360-333-0688 Email: dgarcia@westernforest.com Scope of Work: Equipment Computer Room Valuation: 50000.00 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 10/25/2018 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning WESTERN FOREST 31051400300200 19406 68TH DRIVE NE PRODUCTS US Planing Sawmills& ning Mills LLC Pla Contractors Contractor Primary Contact Phone Address Contractor Type License License West Coast Industrial Blaine Belveal 541-451-6644 PO Box 2067 CONSTRUCTION System Inc CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 12/21/2018 C09.FRAMING Framing approved 12/21/2018 12/28/2018 BUILDING Approved 11/30/2018 C09.FRAMING Under floor framing 11/29/2018 11/29/2018 BUILDING Approved approved 02/07/2019 Inspection Final Bldg Computer room 02/07/2019 BUILDING Approved approved 01/15/2019 Inspection GWB complete Ok to cover 01/15/2019 BUILDING Approved Plan Reviews Date Review Type Description Assigned To Review Status 10/19/2018 Commercial Other BUILDING Fees Fee Description Notes Amount Building Permit Table 4-1 $1,031.83 Building Plan Review Table 4-2 $670.69 State Surcharge-Commercial Commercial Only $25.00 Total $1,727.52 Attached Letters Date Letter Description 10/23/2018 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 10/25/2018 Dave Garcia 72340993 cc $1,727.52 Outstanding Balance $0.00 Uploaded Files Date File Name 02/12/2019 4506648-2224 2-7-19 Inspection card.pdf 02/01/2019 4468559-2224 1-15-19 Ins pection card.pdf 01/02/2019 4366302-2224 12-21-2018Inspection Card.pdf 11/30/2018 4240039-2224 11-29-18 Inspection card.pdf 11/01/2018 4142246-2224 Issued Permit.pdf 10/19/2018 4066256-2224 Application.pdf 10/19/2018 4064409-2224 Plans.pdf