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O PROJECT N0. JREV. 6 L X X 18 0 t h STREET N E, A R L I N GTO N WAS H I N GTO N S1z wE>'MORE AVENUE EVEREII,VIA9aao1 o(azs) 388 ssaa 1612 REV. PDF created with pdfFactory Pro trial version www.odffactory.com BUILDING CODE TILT-UP CONC. PANL NOTES FOUNDATIONS CONCRETE GENERAL 2015 INTERNATIONAL BUILDING CODE 1. PANEL THICKNESS INDICATED IS THE INIMUM ALLOWED 1. THE FOUNDATION DESIGN IS BASED ON THE 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO WITH -Y4" REVEAL IN THE PANELS. DEEPER REVEALS, EXPOSED RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE REGULAR WEIGHT HARD ROCK TYPE (150 PCF) AGGREGATES THE CONTRACT DRAWINGS. - FLOOR LOAD AGGREGRATE OR OTHER ARCHITECTURAL FINISHES ARE NOT TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED IN SHALL CONFORM TO ASTM C33 WITH PROVEN SHRINKAGE DEAD LOAD : 15 psf ALLOWED WITHOUT PRIOR APPROVAL. ACCORDANCE WITH CHAPTER 18 OF THIS CODE. CHARACTERISTICS OF LESS THAN 0.05%. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR LIVE LOAD: 125 psf SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. a$ 2. ERRECTION AND LIFTING PLANS SHALL BE PROVIDED AND 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING 2. ALL CONCRETE DESIGN IS BASED ON A 28 DAY THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, FOOTING LOAD APPROVED BY THE ENGINEER OF RECORD PRIOR TO VALUES REPORTED BY GROUP NORTHWEST, INC. (FILE No. COMPRESSIVE STRENGTH (f'c) OF 3000 PSI. WHERE 3000 BRACING, AND GUYS IN ACCORDANCE WITH ALL NATIONAL, PROVIDED AND CALCULATED BY BUTLER MANUFACTURING INSTALLATION. G-4450) DATED SEPT. 1st 2017. PSI CONCRETE IS REQUIRED BY THE BUILDING DEPARTMENT STATE, AND LOCAL SAFETY ORDINANCES. ANY DEVIATION COMPANY (PROJECT: DANTRAWL BLDG; NAME: 17-017737; ALLOW. SOIL BEARING 2000 PSF FOR WEATHERING PURPOSES ONLY, NO SPECIAL INSPECTION MUST BE APPROVED IN WRITING PRIOR TO ERECTION. JOBSITE 17305 59th AVE NE) DATED AUG. 29th 2017. 3. PROVIDE (1) #7 HORIZONTAL AT TOP, BOTTOM, AND SOIL FRICTION .35 IS REQUIRED. SIDES OF ALL OPENINGS. EXTEND MINIMUM 2'-0" BEYOND EQUIV. FLUID PRESSURES 3. ALL ERECTION PROCEDURES SHALL CONFORM TO"OSHA LR WIND DESIGN DATA OPENINGS UNLESS OTHERWISE NOTED AS EACH FACE (E.F.) ACTIVE PRESSURE* 45 PCF 3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA U ° PASSIVE PRESSURE 350 PCF STRENGTH EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL PRIOR TO ERECTION. 1. BASIC WIND SPEED: 110 MPH 4. PROVIDE #5 x 4'-0" DIAGONALS AT CORNERS OF ALL INSPECTION BY AN INSPECTOR APPROVED BY THE BUILDING F ° 2. WIND IMPORTANCE FACTOR (Iw): 1,0 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW DEPARTMENT AND THE ENGINEER. SEE NOTE 2 FOR 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR = ti BUILDING CATEGORY: II OPENINGS. THE UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. WEATHERING EXCEPTION. ALL CONSTRUCTION PROCEDURES. o 3. WIND EXPOSURE: C ALL FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR 4. INTERNAL PRESSURE COEFFICIENT: NA 5. SHOP DRILL A" 0 AIR-RELEASE HOLES IN EMBEDMENT AT Q 6" ON CENTER TO DISPLACE ALL VOIDS. UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ° 5. APPLICABLE WIND PRESSURE FOR NORMAL. COORDINATING THE WORK OF ALL TRADES AND SHALL COMPONENTS AND CLADDING: NA 6. SEE PANE ELEVATIONS FOR PANEL THICKNESS. 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE z SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR 5. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN CALLED TO THE ATTENTION OF THE ENGINEER AND BE p w SESIMIC DESIGN DATA 7. PANEL ELEVATIONS ARE VIEWED FROM OUTSIDE LOOKING IMPORTED BORROW AND SHALL BE FREE OF ORGANIC FLATWORK. RESOLVED PRIOR TO PROCEEDING WITH THE WORK. 1. SEISMIC IMPORTANCE FACTOR: 1.0 MATTER, TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS Q IN UNLESS OTHERWISE NOTED SEISMIC USE GROUP: I . SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL 6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF 2. SPECTRAL RESPONSE ACCELERATION (Ss): 142.5% G 8• CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS PRIOR TO AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO WITH ACI 301. CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY 3. SITE CLASS: D (ASSUMED) FORMING PANELS. EXCEED 8 INCHES THICK, PROPERLY'MOISTENED TO INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS ; 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 95.07.G APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY 7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED 0 5. SEISMIC DESIGN CATEGORY: D 9. REINFORCING IS TO BE PLACED PER "TYP. SINGLE MAT ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN FOR A MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT. SUBJECT TO REVIEW BY THE ENGINEER. 6. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SHEARWALLS REBAR PLACEMENT" DETAIL UNLESS INDICATED AS EACH SUCH A MANNER AND EXTENT AS TO PRODUCE A RELATIVE ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY 7. DESIGN BASE SHEAR: SEE CALCULATIONS COMPACTION OF 90% OF MAXIMUM POSSIBLE DENSITY AS PERFORMANCE CAN BE ASSURED. 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL 8. SEISMIC RESPONSE COEFFICIENT (Cs): NA FACE (E.F.) SEE "TYP. DOUBLE MAT REINFORCING DETERMINED BY ASTM D1557. HAND TAMPERS SHALL WEIGH SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL W PLACEMENT DETAIL" FOR PLACEMENT WEHRE INDICATED. AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CALLED OUT. 9. RESPONSE MODIFICATION FACTOR (R): AREA NOT IN EXCESS OF 64 SQUARE INCHES. HAND CASES. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLYp WALL ELEMENT: 2.5 TAMPERS MAY BE OPERATED EITHER MANUALLY OR CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL 8. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO WALL PANEL CONNECTIONS: 2.5 STRUCTURAL STEEL MECHANICALLY AND SHALL BE USED WHERE LARGER POWER VERTICAL JOINTS SHALL BE THOROUGHLY WETTED AND EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT FASTENERS OF CONCRETE SYSTEM: 1.0 1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. FILL SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY 10. ANALYSIS PROCEDURE USED: SIMPLIFIED METHOD CONFORM TO ASTM A36 AND SHALL BE FABRICATED AND KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. ERECTED IN ACCORDANCE WITH THE AISC "SPECIFICATION OVER 12" DEEP SHALL COMPLY WITH A GEOTECHNICAL BEFORE PLACING NEW CONCRETE. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THE REPORT, SEE GEOTECHNICAL REPORT FOR FURTHER DESIGN q tq FRAMING LUMBER FOR STRUCTURAL STEEL BUILDINGS LATEST EDITION. SHOP PROPER REVISIONS MAY BE MADE. MODIFICATIONS TO W w °'�CRITERIA. 9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. DRAWINGS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO POUR JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF CONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT q 6 4 e 1. FRAMING LUMBER SHALL BE HEM-FIR NO. 2. GRADES FABRICATION. F e� SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW PRIOR WRITTEN APPROVAL BY THE ENGINEER. ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS. REINFORCING STEEL STRESS. MAXIMUM AREA OF POUR JOINTS IS 400 SF. aN '&s, LUMBER TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. 2, STEEL TUBES (HSS) SHALL CONFORM TO ASTM A500, 1, ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 � W GRADE B (Fy=46 KSI) UNLESS OTHERWISE NOTED ON PLANS. MINIMUM LUMBER o� 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO. 5 & LARGER, 10. MINIh,U..? CONCRETE COVERAGE OF REINFORCING STEEL � NW EXPOSURE 1 SHEATHING CONFORMING TO EITHER GRADE 40 (fy = 40 KSI) FOR NO. 3 AND NO. 4 BARS. FOR FORMED WORK SHALL BE AS FOLLOWS: 1. LAMINATED VENEER LUMBER DESIGN IS BASED ON 3. STEEL W-SECTIONS SHALL CONFORM TO ASTM A992 INTERIOR WALL: 3 4' COMMERCIAL STANDARDS P51-83, APA PRP-108, OR / � MICROLAM LVL PRODUCTS A SUPPLIED BY TRUSS-JOIST VOLUNTARY PRODUCT STANDARD PSE-92. PROVIDE A (Fy=50 KSI) UNLESS OTHERWISE NOTED ON THE PLANS. 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON EXTERIOR WALLS, EXPOSED TO WEATHER: 1�/Z" MACMILLAN IN ACCORDANCE WITH ASTM D 5456. DESIGN MINIMUM OF %" EDGE DISTANCE ON ALL NAILS AND Y8" THE PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT EXTERIOR WALL, NOT EXPOSED TO WEATHER: PROPERTIES SHALL BE: 4. BOLTS SHALL CONFORM TO ASTM A307 UNLESS SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, 3 4' Fb = 2600 PSI EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM / ' OTHERWISE NOTED. o SHEATHING REQUIREMENTS ARE AS FOLLOWS: LAPS AND/OR SPLICES SHALL BE 42 BAR DIA AND BE 1',i=LL EXPOSED TO EARTH OR WEATHER (#5 OR Fv = 285 PSI ROOF SHEATHING TO BE ' �J 45z" C-D TNT-APA RATED 5. NO ATTEMPT HAS BEEN MADE TO DIFFERENTIATE STAGGERED. SMALLER): 1/z' E = 1.8x10�6 PSI z PLYWOOD WITH EXTERIOR GLUE, P.I. 24/0. USE BETWEEN SHOP AND FIELD WELDED CONNECTIONS. ALL EXPOSED TO EARTH OR WEATHER (#6 OR = 5-PLY FOR PANELIZED ROOFS. NAIL WITH 8d NAILS WELDING IS TO COMPLY WITH AWS SPECIFICATIONS AND IS 3, COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED LARGER): 2" 2. PARALLEL STRAND LUMBER DESIGN IS BASED ON cn IN ACCCRDANCE PATH ACI 315 SHALL BE REVIEWED BY THE PARALLAM PSL PRODUCTS AS SUPPLIED BY TRUSS-JOIST AT 6" ON CENTER AT PANEL EDGES AND 8d AT 12" TO BE DONE BY WABO CERTIFIED WELDERS. ALL WELDING IS ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE SUPPORTED SLAB: 3/4" MACMILLAN IN ACCORDANCE WITH ASTM D 5456. DESIGN �ig: ON CENTER AT INTERMEDIATE MEMBERS. TO BE DONE BY ELECTRIC ARC PROCESS AND SHALL BE PLACING O CONCRETE. *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" PROPERTIES SHALL BE: z PERFORMED WITH APPROVED E70 ELECTRODES AS REQUIRED MIN. COVERAGE Fb = 2900 PSI O SUB FLOORING TO BE 3/a' TONGUE AND GROOVE C-D BY THE BUILDING CODE. 4. WELDED WRE FABRIC SHALL CONFORM TO ASTM A82 AND Fv = 290 PSI INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE z A185 AND SHALL BE 6x6 W2.1/W2.1 UNLESS OTHERWISE E = 2.Ox10"6 PSI 48/24. GLUE AND NAIL WITH 10d NAILS AT 6' ON 6. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDS. EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE J NOTED. LAP REINFORCEMENT 6" MINIMUM. Of CENTER AT PANEL EDGES AND 12" ON CENTER AT SPECIFICALLY APPROVED. 3. 1.5E LAMINATED STRAND LUMBER DESIGN IS BASED ON INTERMEDIATE MEMBERS. 7. ALL STRUCTURAL STEEL EXPOSED TO EARTH OR WEATHER 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS TIMBERSTRAND LSL PRODUCTS AS SUPPLIED BY SHALL BE GALVANIZED UNLESS OTHERWISE NOTED. SHALL SE SECURELY TIED IN PLACE BEFORE CONCRETE IS 12. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE TRUSS-JOIST MACMILLAN IN ACCORDANCE WITH ASTM D w 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE POURED. SLAB ON GRADE REINFORCEMENT SHALL BE WITH ACI 318 (WHEN STRENGTH DATA FROM TRIAL BATCHES 5456. DESIGN PROPERTIES SHALL BE: z INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. 8. ARCHITECTURAL PLANS ARE PART OF THE STRUCTURAL OR FIELD EXPERIENCE ARE NOT AVAILABLE). w USE COMMON NAILS THROUGHOUT UNLESS NOTED DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL PLACED AT MID-DEPTH OF SLAB AND SHALL BE HELD ) Fb = 2250 PSI f1/ CONFIGURATIONS INCLUDING, BUT NOT LIMITED TO, RELATIVE SECURELY IN PLACE 1',iTH MECHANICAL DEVICES DURING Fv = 400 PSI LL1l�- � OTHERWISE. PLACING OF THE CCNCRETE. CEMENT CONTENT LOCATIONS AND ELEVATIONS OF ALL MEMBERS, ELEVATIONS SACKS PER E = 1.Sx10^6 PSI I- � 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED LOCATION OF ALL OPENINGS, ETC. THE ARCHITECTURAL U) UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING PLANS MUST BE USED IN THE DEVELOPMENT OF SHOP YARD CUBIC YARD LBS/CUBIC 4. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED ALONG WITH THE APPROPRIATE ICBO EVALUATION REPORTS TO THE CD Do- BY THE STRUCTURAL ENGINEER. DRAWINGS. F'c (PSI) (MINIMUM) ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. 5. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND 9. REFER TO ARCHITECTURAL DRAWINGS FOR (MINIMUM) INSTALLATION OF SUBSTITUTIONS SHALL NOT PROCEED NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. MISCELLANEOUS STEEL SHOWN OR NOTED ON THE DRAWINGS 2500(no special inspection) 470 WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. x 6. PROVIDE 2x2016" WASHERS AT ALL ANCHOR BOLTS. AS TO LOCATION FOR WHICH THE EXTENT IS NOT CLEAR. 5 x Q VERIFY WITH LOCAL JURISDICTION REQUIREMENTS. SEE NOTE A co 10. UNLESS A LARGER SIZE OF FILLET WELD IS SPECIFIED 3000 517 7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS ON THE PLANS, PROVIDE MINIMUM SIZE OF WELD PER AISC 5'% 746" UNLESS NOTED OTHERWISE. LAG BOLT PILOT HOLES SPECIFICATION AND TABLE J2.4. MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF SHALL BE PRE-DRILLED TO 60% OF THE NOMINAL DIAMETER 11 IF THE STEEL FABRICATOR'S SHOP DRAWINGS DIFFER 5" CR LESS. NO MORE THAN A 1" PLUS TOLERANCE SHALL OF THE LAG BOLT UNLESS NOTED OTHERWISE. FROM THE DESIGN DRAWINGS APPROVED BY THE BUILDING SE ALL 0'r=D• 8. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION OFFICIAL, REDESIGN DRAWINGS BEARING THE SEAL AND NOTE: IF SLAB IS PLACED AFTER SIGNATURE OF THE PROJECT STRUCTURAL ENGINEER SHALL A) I.I.-HERE S=ECIAL INSPECTION IS NOT REQUIRED UNDER FOUNDATION, SDA IS NOT RESPONSIBLE WITH %" MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO SECTION 17C4.4 OF THE LB.C., CONCRETE SHALL HAVE A FOR FRAME KICK OUT FAILURE UNTIL OF 48" ON CENTER. BOLTS MUST BE EMBEDDED A MINIMUM BUILDING OFFICIAL FOR APPROVAL. Vti\,;!U:! CEMENT CONTENT OF 5 SACKS PER CUBIC YARD ALL PERIMENANT SLAB CONNECTIONS OF 7:' INTO CONCRETE OR MASONRY. SEE PLANS AND CF CCNCREIt. ARE MADE. DETAILS FOR SPECIFIC REQUIREMENTS WHERE APPLICABLE. E 9. RIM JOIST IS TO BE %" MINIMUM THICKNESS. EXCEPTION: B) DES'GN :?IX (OTHER THAN AS SPECIFIED IN THIS TABLE) FOR SHEARWALLS #1 AND #2, 1Y4" LSL RIM MAY BE USED. SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS FRICR TO FIRST USE. :K 10. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS. 0 zo 12 vs o a ago 2 a` z S1n U OF LL 0 a 6" MIN. Sg _�I II I I I II II II I I (2)H-BARS AT TOP *NOTE: VERIFY VERTICAL RAIL SUPPORTS, SILL ANGLES, _ •° COLUMN PER PLAN AND OTHER ITEMS REQUIRED FOR THE ELEVATOR WITH —III—I I� I •• 12, EXTEND TO FTG BEL THE MANUFACTURER PRIOR TO PLACING CONCRETE. w \\ HOOK EA VERT DOWEL TO MATCH j = AS SHOWN VERT WALL REINF. 2" CL. ,•° SEE PLANS FOR DIMS F— a WIDTH x LENGTH = V-BARS RETAINING WALL NOTES SLAB REINFORCING V 2015 INTERNATIONAL BUILDING PER PLAN Q 45 PCF EQUIV. FLUID PRES991R� rr ° 350 PSF SURCHARGE OVER I6" w HEEL H-BARS f'c = 2500 PSI 4 o • Fy = 40 KSI (#4 AND —T ••q. •y! SMALLER) H Fy = 60 KSI (#5 AND LARGER) SOIL BEARING = 1500 PSF ',.•q BACKFILL W/ POROUS MATERIAL -------REINFORCING FOR 4' P IT WALL: #4 ® 12" 32" DOWEL TO MATCH VERT VERIFY w/ O/C EACH WAY (TYP) MATCHING DOWEL :•q.: 21" CONT. KEY MANUFACTURER SLAB BEYOND w EACH VERT. LAP REINFORCING FOR �- 42 BAR DIAMETERS w^ IT SLAB: #4 ® 16" �, o MIN V-BARS r1'-1" O/C EA WAY TOP & BOT. 10 wN 4" 0 PERF. PLASTI L PIPE CENTERED IN 1 2'-0" x 2'-0" CUBIC FOOT WASHED 2'-0" DEEP o PEA GRAVEL AND SUMP PIT w/ DRAINED TO DAYLIGHT SLAB ON GRADE #4 ® 12" O/C q �4h OR APPROVED REQUIRED FOR WALL EACH WAYF OUTFACE " HHAN 4EIGHTS GREATER 3 T -FEET. 0.O°o0 (5) #6 BARS EA WAY OPENING FOR T-BARS �$o«�goX. HYDRAULIC SHAFT hW .8•° PER MANUF. o,¢$® • " 54"x54"x16" DEEP E- —6" 6" 2" CL •� ,�o�° q q •• CENTER UNDER COLUMN �/ z 'fill_ CD z + 3" CLJ STANDARD ELEVATOR PIT Z Q z A B C p p z H A B C D V-BARS H-BARS T-BARS 4'-6' 7" 8" 21 10" #4016"o/c #4010"o/c #4012"o/c w 6'-8' 16" 8" 27" 10" #5®15"o/c #4010"o/c #4®12"o/c z w w CANTILEVER RETAINING WALL SCHEDULE: sIMPs°" ACE(TYP) U3 8 100PSF SURCHARGE OVER TOE 0-0 p X HOLDOWN SCHEDULE N 0 x *FOR HOLDOWNS INSTALLED IN NEW FOUNDATIONS BEAM PER PLAN THRU BOLTS EMBEDMENT/ MINIMUM POST PER PLAN 5/8" 0 WELDED STUDS ® 48" ANCHOR 0/C ® NON-SHEARWALLS AND MODEL BOLT OR STRAP EDGE le de POST/BEAM (ONE SIDE) 32" O/C ® SHEARWALLS (2)2X6 NAILS/SCREWS LENGTH DIST. STHD8 N/A (24) 10d COMMON 8" EMBED ix" NA NA 2x FRAME WALL STHD10 N/A (28) 16d COMMON 10" EMBED %" NA NA STHD14 N/A (38) 16d COMMON 14" EMBED 1Y2" NA NA HOLDOWN NOTES SMPSON AC(TYP) BEAM PER PLAN 1. ALL-THREAD BOLTS SHALL CONFORM TO ASTM A307. I I E POST PER PLAY _'r__ § 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c = 2500 PSI. MINIMUM WALL THICKNESS IS POST/BEAM (TWO SIDES) COLUMN PER PLAN 8". 3. ALL HOEDOWNS REQUIRE A (2)2x POST UNLESS NOTED OTHERWISE. WHERE HOLDOWNS ARE TYP. POST TO BEAM STUD WALL TO STEEL COLUMN INSTALLED INTO THE WIDE FACE OF THE STUD, STUDS MUST BE STITCH NAILED TOGETHER w/ 3 C0NN. 1-1/2" = 1'-0" o 16d SINKERS STAGGERED ® 4" o/c. z � 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR CONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. w W N a 5. NAILS/SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS. 0 6. WHEN FIELD CONDITION BECOME LESS THAN MINIMUM SHOWN, CONTACT ENGINEER PRIOR TO 0 PROCEEDING. 7. ALL HOLDOWN BOLTS MUST BE. RE-TIGHTENED JUST PRIOR TO ENCLOSING SECOND SIDE OF S23 WALL. 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EVER-ITT, WA 982015I2 WETNORE AVENUE EVEREiT,WA 98201 (42S) 388 o 5538 PROJECT12N°. REV. 62XX 180th STREET NE, ARLINGTON WASHINGTON fax ((425 35 0916 1612 REv. f¢x(425)252 0916 PDF created with pdfFactory Pro trial version www.odffactory.com �o 0 o r -N- m oati o��N �� PM _ C/) EF 'sof m� PIPE o a Imo -:non - sue= HK R z o�N - o � C� z C N,_, mom zo �s ti L O _ r— Aa =Az o ME o= RE rl� zFT-1 2 E3Fri T-11S � _ r o ng of _ _ O Z o 3� mm of n Aso 58 PE- FP o m sNo aEA s o s o o Qo 60 oN o o 0 0 D; ZEE rR ZIP Q EE o� m �Foo =_ - o o s mo N z m- _ � oo� o R EA ° --D ITI = - o o - b � F o v o 2 2 - z 9'-11" 18'-7' 20' 16'-4° z z 0 L 2412 ,_ —_ _ —-_2412 _ — __ 2412---- J ok E' 7'. . .. --- -------- r,T ,'T T',,,, te r, 77 , L_J N W 1 PE r--1 r---1 f„ 12 k ,1 E, I o I I o I f, CD W --j _ r f L_—� O n � 0 I I rTl S _� n X �o®� 11I I L'Trl _J 18'-7° 20' 16'-10° r--� O < 5'n° 3'-2' 1 . I I I I I ' Amy rr, n> I,_6,. m ti w�T.. I rq 21'-s" 20' Is'-a° I s - rn ;1 r b L I I I I I I I I ® { o 0 0 N i 0 k L--F L__J L__J L a'-s" rn o k o�IXI o� f 0 n II LJ J cc-�) o 17'2° 23'fi° 24'10• EE og o ^i � F K - ram* _ - n V T r I p I O = >� ED � \ z w �7 10'2° 8.7— — 20' m oN16'-10° m' FT 17 C/) L _ - - --- - - --- CIO rn rn C7 �m o o - n r— m rn ----------------- - r -- ---J N 0 - - iIr lia AT 52"16"l9EL--- LVL I -001 1.75"x 16"1.9E LVL ' 1.75°x 16"1.9E WL r______AT_L29.Cl_----___7 - iMIP1.8116 _ 111.81/16 z — R f y�ilr- - 12"D.C. 1.75°x 16'1.9E LVL O _________ll_______x _ _____�tGER____ - i AT 12°O.C. - m " m ' 18'-7 20' 16'-10° � rr Dw m 00000000 0 0 0 x 4 - m m o o Z ll�ll� ii _Ir_______________1 a x L/') 6'-9' 1 21'9' ", 20 �i 16'-10' F"i ® W16x 40 STL BM DWI 40 STL BM W16 x40 STL BM III EZl 'E� mir----- - \_' -max o 0 xl \ o fTl rn \ 3.5"x 11.25 3.5"x 11.25' C--� \ \ 2.0E PSL 2.0E PSL N n 2M PSL25 1 o V 2'-6" 6' 4' 6' 4' 6' 6' , 2' 3 3' O 20 65'-6" J 17'2° 23 6" 24'10° 65'-6° O SHEET TITLE NOT vnuUP FAR PERMIT WITH OUT DANTRAW NIC111 STRUCTURAL DESICN ASSOCIATES PORT GARDNER ARCH TECTS 11I 1O NAT 111R/W1='GURE DATE REV. 2802 ROCKERFELLER AVENUE Ts- REV. EVER—ITT, WA 98201fax 425 1512 WETMORE AVENUE o EVERETT,WA o 98201 o(425)o 388 0 5588 PROJECT N°. REv. 62XX 180th STREET NE, ARLINGTON WASHINGTON 7*((425 3)25 02 016916 1612 REV. PDF created with pdfFactory Pro trial version www.odffactory.com 21' 2' a�P o Tm a�' g• g' S' co CD ^. T _ _ Z jT jT jT jT I V y /8-2 �c'F A1� �I { I-- � �1� I I PPm _ z F-T l r,l z FT D o F-rl o r 1 g � 14 F-r-1 l J 1_ I 1_I l 1 v O FU - o- u � I aam I o O gigIT 'g IT 53 A_ g 10' _ 2Sr re P �o I _ 1 I z x . II - - o r��L - 5- Fm - � 11 11 A Pg� �a - - 25�� 0 0 z- H I53I a 2 oo / A� \ / I ------ - - /X \� o R TL_x o I I - o_ CIV7 O�zoG7I Pc�_nZ���z�_- 4- N _ _ o 1 t'IIIIIIIII I-OOO,\OIg P�mg 2 2 28ggghog21zu'0 , . . 4 x _ 4' \ ! _ 1- / 21' g PlIi 'eggoo \ 1IIl �p , -Tl I r; f _Tl 9 5 ID Qo 2 p IS I7Y4" n ZD 51 m G7 pi m o L o — F4 o �5 —I I1 -IC- 9Nlla=A��-i aac 57 o000_gg�"�m >i 7 -- -�^AaAo o - JwN SHEET TITLE Nor Ill 11 1E11'T WITH ouT aev aao co�aa/wrr slcNnruaE DANTRAWL N C STRUCTURAL2802CDFELLE AVENUE TEs PORT GRRDNER ARCHITECT w�sr DATE REV. � 2802 ROCKERFELLER AVENUE j� REV. EVEnE'TT, WA 9,92011512 WETMORE AVENUE o EVERETT,WA 98201 o(42E)o 388 0 5588 v ' 1612PROJECT N°. REV. 62XX 180th STREET NE, ARLINGTON WASHINGTON fax �(425 35 0916 1612 REV. f¢x(425)252 0916 PDF created with pdfFactory Pro trial version www.odffactory.com 21' 2• 1' 20' �m of C N \ C/) I ____ - �, _ I Wig- o ti 71 l ti C 4 CcrT� 15 3• 3' O o m1 � , _ I Ia gON z _ - I--,—I _ a 0 _ V �I� �I �1 �� I 9 o I \\\ 4• /// �Q g o`�' I-�I—I i I I I f 1 _ � I o P gu a I I l 1 I I I 1 1 � 15 3 3' — I Ogg I s0> o 1 C/-) I 8 8' _ �� 0 0 /ym 8_2 C I I I 1 1 I I 1_ 1 1_ I 6d 1 3El "'- o o o — ti 13 �i et of I g I =0 g m g`moo P 0 I sOp 1 20' I 1 1 I R �N A 1 0 0a of g g PP �0 I �N I 8' 8' 1 4• /\ Pg31 �P o / \ g K� l cz� �-�OZ y ��_��o� ���������' con ���z� Z� ���y���r�� I� a➢oNo m��c-�omm�ms�o ��7 �mz��' z a�zNczrmman➢como-� m -Tl C-D N Zo � ny 11 � a m S � 0 - s%� C7 m Z Zj3 m �➢rz_mi - _ - -- - - 1g - 6„ 9„ o z n 6„ F N _ o� r - 2 am o 7 A' 8'/A" �S O _ `D Tao 6„ Z O "' �➢ o�`���m r� oom o�os o� �� cn rn�� �m_�� Z � ➢ � _ c' � y-T'� v-o � mzpy m cl m r�➢z � �o �o m o 0 0 0� I � ~ " g2 r� 15' 3' �z I ' � mpg I 1 MOP I0' 1 I , NR I � I - o I ox a z �r rn c7 N IV IV _O v SHEET TITLE Nor—P FAND G01TG wwT SIGNATURE DANTRAWL NC $ sTRocTIIRaL DESICN AssoclATEs POR1 GRRDNER ARCH 1EC1SwE<sTA� � �oDATE REV. 2802 ROCKERFELLER AVENUE REV. EVER-ITT, WA 982015I2 WETMORE AVENUE EVEREiT,WA 98201 (42S) 388 o 5538 PROJECT NO, REV. 62XX 180th STREET NE, ARLINGTON WASHINGTON fax ((425 35 0916 1612 REV. f¢x(425)252 0916 PDF created with pdfFactory Pro trial version www.odffactory.com 11 Structural Desipi Associates E'ngineerhig.Structures to Last VM1R163 Feb. 26, 2019 CO jN WASy, Dantrawl Inc. ;A O 62XX 180" St. NE, _ Arlington, WA Subject: Panel Reinforcement Review 3;3 do SDA Ref. 48163 slpN To whom this may concern: FEB L 7 2019 Doug Hannam from Port Gardner Architects contacted Structural Design Associates [SDA] on February 25, 2019 at 8:15AM regarding various tilt-up panel reinforcement demarcated in the structural drawings as"VERT. EA FACE TYP.". SDA has reviewed the existing panel reinforcement conditions, as dictated by Port Gardner Architects, and noted the following: 1) The contractor installed panel reinforcement, demarcated on the structural drawings as "VERT. EA FACE TYR", with a single mat comprised of two vertical #5 bars separated by a single#4 horizontal bar. The original design intent required vertical bars to be separated with two separate mats and placed within the vicinity of the cover limit per detail 2/S5.0, dated April 29, 2018. SDA has conducted an analysis of the existing panel reinforcement and determined that the reinforcement arrangement, described above, does not adversely impact the required structural capacity of the panels. This conclusion is based on the following site conditions: a. The vertical clear span between the slab on grade and horizontal spandrel is 19% b. Panel thickness is 71/4" or greater; c. The reinforcement mat is centered on the panel with a'/2" tolerance; d. Concrete design mix has a minimum 28-day compressive strength of 5,000 psi. 2) The#4 horizontal bar does not provide adequate clearance for the 3/4" aggregate. Adequate clearance is required by the American Concrete Institute Specification to prevent voids, "honeycombing", cracking of the panel, and promote proper reinforcement encasement. The contractors have discussed offsetting the upper vertical bar layer 1-1'h" in the horizontal direction to allow for adequate clearance. SDA has approved the 1-P/2" offset for the interior panel reinforcement only. The contractor shall note that edge bars must not be offset but still require a minimum clearance of 1-1'/z". Reee;ved 3006 Rucker Ave f?verett, \V A 98201 Ph: 425-339-0293 Fax:425-252.-0916 sssyss-.sdaeverett.coni MAR 0 4 20T ��l- Structural Design Associates ` ✓ P };'n�ineering Siructure.s to Last CI Y�•� M.14 `81 G3 3) Concrete has been placed for Panel#33. Adequate reinforcement clearance was not provided, per Item#2. The panel must be re-installed with proper reinforcement placement unless in-situ load testing is developed by a licensed engineer; approved by the building official; supervised by a licensed engineer; and successfully demonstrates conformance to the strength and serviceability requirements of the 2015 International Building Code (113C). Testing results are to be issued to SDA, Port Gardner Architects, and the Building Official. SDA recommends hiring a third-party testing agency who specializes in the development and implementation of in-situ load testing per IBC 1708. The contractor shall be aware that the in-situ test may fail per the criteria specified by the testing agency. If the panel is tested and deemed unacceptable it shall be removed and rebuilt per the drawings. All implications and costs that are associated with testing or rebuilding the panel are the responsibility of the contractor. The engineer and personal responsible for approving the erection procedure/requirements shall be immediately notified of the reinforcement modifications. SDA takes no responsibility for the panel erection. Any discrepancies between the site conditions and the description above shall be reported to the engineer. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, r� Jasper Baarbe, E.I.T. Chris CoP)nP.F-.. 3006 Rucker Ave I verett, WA 98201 Ph:•1.2 -339-0293 Fax:425-2a2-0916 www sdaeverett.com STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019,11:57AM Concrete Slender Walt =C1UserslsdepgloNIDRF-1WETWOR-11PROJEC-lWow-6-11B163•D-11190225-118163-PanelChadcec6 SohN3 coq&N ENERCALC,INC.1983.2018,Build:10.18,12.13 i.0 Description: TYP PANEL(1st ITERATION) Code-References Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-16 _General Information fc:Concrete 28 day strength = 5.0 ksi Wall Thickness 7,250 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Deft Ratio= U 0.0 Ec:Concrete Elastic Modulu: = 4,030.51 ksi Rebar"d"distance 3.625 in X :Lt Wt Conc Factor = 1.0 Lower Level Reber... Min allow As/bd = 0,0020 Fr:Rupture Modulus 0.0 psi Bar Size # 5 Using Stiff.Reduction Factor per ACI R.10.12.3 Max Allow As/bd = 0.02125 Bar Spacing 15.0 in Max Pu/Ag=fc* = 0,060 Concrete Density - 144.0 pcf Width of Design Strip = 12.0 in One-Story Wall Dimensions A Clear Height = 19.0 It B Parapet height = It B Wall Support Condition Top&Bottom Pinned _ RuclAuehmmurre A Fba Alts�b�gn! Lateral Loads Wind Loads: Seismic Loads Full area WIND load 70.0 psf Wall Weight Seismic Load Input Method ASCE seismic factors entered SDS Value per ASCE 12.11.1 S Dg •1 = 0.7120 Fp=Wall Wt.• 0.2848 = 24.778 psf (Aoplied;o full"STRIP Width") Endpoints from Base D Lr L E W top bottom Distributed Lateral Load 0.60 k/ft It STRUCTURAL DESIGN ASSOCAITES Project Title Engineer: Project ID: SDA#8163-Panel Check Project Descr Printed:25 FES 2019,11:57AM Concrete Slender Wall =c.lUsefslsdapolOtJEURI-1WETWOR-1WROJEC-118000.8-118163D-11190225�-118163•ParAlCheckec6 SoRwem c ftoht ENERCALC.INC 19832018,Wkl1018.1213 KVV-06011301 Description: TYP.PANEL(1st ITERATION) DESIGN SUMMARY Results_reported for"Strip Width"of 12.0 in _ Governing Load Combination. Actual Values. Allowable Values PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8174 +1.20D+0.5CLr+L+W+1.60H Max Mu 3.366 k-ft Phi"Mn 4.118 k-ft FAIL Service Deflection Check Actual Defl.Ratio U 78 Allowable Defl.Ratio 360.0 W Only Max.Deflection 2.918 in PASS Axial Load Check Max Pu/Ag 12.159 psi Max.Allow.Defl. 0.6333 in +1.20D+0,5OLr+L+W+1.60H Location 9.1831t 0.06`fc 300.0 psi PASS Reinforcing Limit Check Actual As/bd 0,005701 Max Allow As/bd 0.02125 Maximum Reactions.- for Load Combination.... Top Horizontal W Only 664.99 k Base Horizontal W Only 665.01 k Vertical Reaction +D+0.60W+H 1.653 k Design Maximum Combinations-Moments Results reported for"Strip Width"a 12 in. Axial Load Moment Values 0,g Load Combination Pu 0.06'feVt Mcr Mu Phi Phi Mn As As Ratio rho bal __,.. k k k-fl k-n k-n 102 0.000 0 000 0,00 000 000 000 0.000 0.0000 0,0000 0,000 0,000 0,00 000 000 0,00 0.000 0.0000 0,0000 0 000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0,0000 0 000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0,0000 +120D O 60Lr+0 50W+160H at 8.87 to 9 50 1L056 26100 0,00 1.69 0.90 413 0 248 0.0057 0.0213 0,000 0000 0.00 0.00 0,00 0.00 O O 0,0000 0,0000 +120D+1,60S+0,50W+L60H at 887 to 9.50 1058 26.100 0.00 169 0.90 413 0248 0.0057 0,0213 +1 20D+050Lr+L+W+1.60H at 8.87 to 9.50 1058 26.100 0.00 338 090 4.13 0248 0.0057 0,0213 +1 20D+L+0 50S+W+160H at 8.87 to 9 50 1058 26.100 0,00 3,38 090 413 0 248 0,0057 0.0213 +0.90D+W+1.60H at 887 to 950 0 793 26.100 0,00 3.32 0.90 4.07 0248 0.0057 0.0213 +1,214D+L+020S+E+1.90H at 8.87 to 9.50 1.070 26100 0.00 120 Ho 4.14 0248 0,0057 0.0213 +0 8858D+E+0 90H at 8,87 to 9.50 0 781 26100 0.00 1.17 0.90 4W 0 248 0.0057 0,0213 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio It k-rl k-fl in^4 in^4 in^4 In 0 000 0,00 0.00 000 0,00 0.000 0 000 0.0 0,000 0.00 0.00 000 0,00 0.000 0.000 00 0000 000 0.00 0.00 0.00 0.000 0,000 0.0 0 000 000 0.00 0,00 0.00 0 000 0.000 0.0 0.000 0,00 0.00 000 0.00 0 000 0,000 00 0.000 0.00 0.00 0.00 0.00 0,000 0,000 0.0 +D+O 60W+H at 9 50 to 10,13 0,826 000 201 381,08 18.23 18 229 1 776 128.4 +D+O 750Lr+0.450W+H at R50 to 1013 0 826 0,00 1,51 38108 18.23 18 229 1332 171,2 +D+0.750S+0,450W+H at 950 to 1013 0 826 0.00 1.51 38108 18.23 18 229 1332 1712 +0.60D+0.60W+0 60H at 9.50 to 10.13 0 496 0.00 1.96 36108 1790 17 901 1.766 1291 +D+0.70E+0 60H at 950 to 1013 0.826 0,00 0,83 381.08 18,23 18 229 0 733 3109 +D+0 750L+0 750S+0.5250E+H at 950 to 10 0 826 0,00 0,62 381.08 18,23 18.229 0.550 414.5 +0.60D+0 70E+H at 9-50 to 1013 0 496 0-00 0,81 381.08 17.90 17 901 0,729 3127 0 000 0.00 0.00 0.00 0.00 0 000 0 000 00 0 000 000 0.00 000 0.00 0 000 0.000 0.0 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Protect Descr: Printed:25 FEB 2019.11:57AM Concrete Slender Wall =C%Ums%sdapo%ONEDRI-•1wETwoR-I1PRaEC-118=-8-I18163.0-1\190225-I18I83•PanelOWAw6 Sonwar000pynghl ENERCALC INC.1983.2018,QA:1018 I213 KVV-06011301 Description: TYP PANEL(1st ITERATION) 0 000 000 0,00 0.00 0,00 0.000 0,000 0.0 0 000 0.00 0.00 0.00 0.00 0 000 0 000 0.0 W Only at 9 50 to 1013 0.000 000 3.15 381.08 17.41 17 414 2 918 78.1 E Only at 9.50 to 10.13 0.000 0,00 1.12 381.08 1741 17.414 1,033 220.7 0,000 0,00 0.00 0.00 0.00 0 ODD 0,000 00 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 00 k 0.00 k 1653 k +D+L+H 00 k 0,00 k 1.653 k +D+Lr+H 00 k 0.00 k 1 653 k +D+S+H 00 k 0.00 k 1.653 k +D+0.750Lr+0.750L+H 00 k 0.00 k 1.653 k +D+O 750L+0.750S+H 00 k 000 k 1.653 k +D+0.60W+H 04 1, 041 k 1.653 k STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019.11:57AM Concrete Slender Wall =C tUeas sdarxJtDtJF.r R{.1vJFTVJOR-1WROJEG 118000&118163•D-11t90225-118183-PanelCheck.w6 Software ooplmght ENERCALC.INC.1983.2018,Build:10 18.12 13 KVV-06011301 Description: TYP PAP IEL(1sl ITERATION) Reactions-Vertical&Horizontal _ Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+O750Lr+0,460W+H 03 k 0.31 k 1,653 k +D+0.750S+0.450W+H 0.3 k 0.31 k 1653 k +0 60D+0.60W+0.60H 04 k 0.40 k 0,992 k +D+O 70E+0.60H 02 k 017 k 1,653 k +D+0.750L+0 750S+0 5250E+H 01 k 0.13 k 1,653 k +0.60D+0.70E+H 0.2 k 0,17 k 0,992 k DOnly 00 k 0,00 k 1,653 k Lr Only 00 k 000 k OA00 k L Only 0-0 k 0.00 k 0,000 k S Only 0-0 k 0.00 k 0.000 k W Only 07 k 0.66 k 0,000 k E Only 02 k 0.24 k 0,000 k H Only 00 k 0.00 k 0,000 k STRUCTURAL DESIGN ASSOCAITES Project Title Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019,11:57AM Concrete Slender Wall C:lUseslsdapglONEDRI-11NEPSOR-11PROJEC-119000.8-1r6163-D-11190225-tt8163•Penel Checkec6 Soflwam 'ahl ENERCALC.INC.1983.20%,Build-10.18.1113 KVV-06011301 Description: TYP.PANEL(2nd ITERATION) Code References Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-16 General lnformatlon fc:Concrete 28 day strength = 5.0 ksi Wall Thickness 7.250 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Reber at each face Min Allow Out-of-Plane Deft Ratio= U 0.0 Ec:Concrete Elastic Modulu: = 4,030.51 ksi Reber"d"distance 3.0 in X :Lt Wt Conic Facta = 1.0 Lower Level Rebar. .. Min allow Aslbd = 0.0020 Fr:Rupture Modulus = 353.553 psi Bar Size # 5 Using Stiff.Reduction Factor per ACI R.10.12.3 Max Allow As/bd = 0.02125 Bar Spacing 15.0 in Max Pu/Ag=fc* = 0.060 Concrete Density = 144.0 pcf Width of Design Strip = 12.0 in _One-StgM all Dimensions A Clear Height = 19.0 ft B Parapet height = ft Wall Support Condition Top &Bottom Pinned Rrd Anech"M El I I a:►x.+ttteotmmt Lateral Loads Wind Loads: Seismic Loads FUII area WIND load 70.0 psf Wall Weight Seismic Load Input Method ASCE seismic factors entered SDS Value per ASCE 12.111 S Dg "I = 0.7120 Fp=Wall Wi." 0.2848 = 24.778 psf (Aupiied to full"STRIP Width') D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.60 klft fl STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019,11:57AM Concrete SlenderWaii =C%LlsmsWwglO14EDRr-11NETWOR-11PROJEC-1180110.8-118183 -11190225-118183-Parelowl,ec6 1111 SoftwareLoWhl ENERM.C,INC 1983.2018,Build 1018 12 13 KVV-06011301 Description: TYP.PANEL(2nd ITERATION) DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination.,, Actual Values Allowable Values PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4191 +0.90D+W+1.60H Max Mu 3.171 k-ft Phi`Mn 7.566 k-ft PASS Service Deflection Check Actual Defl.Ratio U 696 Allowable Defl.Ratio 360.0 W Only Max.Deflection 0.3277 in PASS Axial Load Check Max Pu I Ag 12.160 psi Max.Allow.Defl. 0,6333 in +1.20D+0.50Lr+L+W+1.60H Location 9.183 ft 0.06"rc 300.0 psi PASS Reinforcing Limit Check Actual As(bd 0.004863 Max Allow Aslbd 0.02125 Maximum Reactions. for Load Combination.... Top Horizontal W Only 665.0 k Base Horizontal W Only 665.0 k Vertical Reaction +D+H 1,653 k Design Maximum Combinations-Moments Results reported for"strip width"=12 in. Axial Load Moment Values 0.6; Load Combination Pu 0.06"rc"b"t Mor Mu Phi Phi Mn As As Ratio rho bal k k Wt k-0 k-ft W2 0 000 0 000 0.00 0,00 000 ROO 0,000 0.0000 0,0000 0 000 0 000 0.00 0,00 0.00 0.00 0,000 0.0000 0,0000 0 000 0 000 0.00 000 0.00 000 0,000 0,0000 00000 0-000 0,000 0.00 000 0.00 000 0,000 0.0000 0.0000 +1 20D+1,6OLr+0.50W+1.60H a1 8 87 to 950 1.058 26.100 3.10 1.58 0,90 764 0.248 0.0049 00213 0 000 0 000 000 000 0.00 0,00 0000 0.0000 0,0000 +1 20D+1.60S+050W+1.60H at 887 to 950 1.058 26.100 3 10 1,58 0.90 764 0,248 0.0049 0,0213 +120D+0.50Lr+L+►V+160H at 887 to 9.50 1.058 26100 3.10 318 0-90 764 0.248 00049 0,0213 +1,20D+L+0 50S+W+1,60H at 8,87 to 9 50 1.058 26,100 310 3.18 0,90 764 0,248 00049 0,0213 +0.90D+W+1.60H at 8.87 to 9 50 0.793 26100 310 3.17 0.90 758 0.248 0,0049 0.0213 +1,214D+L+0,20S+E+190H at 887 10 9.50 1070 26,100 3.10 112 0.90 7,64 0,248 0.0049 00213 +0.8858D+E+0 90H at 8,87 to 9 50 0,781 26100 310 1 12 090 757 0,248 0.0049 0.0213 Design Maximum Combinations-Deflections Results reported for"strip width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked effective Deflection Defl,Ratio k k-rl k-it in^4 in^4 04 in 0 000 000 000 000 0,00 0.000 0.000 0.0 0.000 0.00 0,00 000 0,00 0 000 0,000 00 0 000 000 000 000 0.00 0 000 0.000 0.0 0 000 0.00 0.00 000 000 0.000 0 000 0.0 0 000 000 000 000 0.00 0.000 0.000 00 0 000 0.00 0.00 000 0.00 0 000 0 000 00 +D+0.60W+H at 887 to 9.50 0.882 3.10 1.90 381,08 3189 285809 0107 2,129.3 +D+O 7501-r+0 450W+H at 8.87 to 9,50 0 882 310 1,42 381.08 31.89 285.809 0.080 2,8390 +D+0,750S+0 450W+H at 8.87 to 950 0882 310 142 38108 31.89 285.809 0 080 2,839.0 +0 60D+0 60W+0 60H at 887 to 950 0.529 310 1.90 36108 31,51 285,809 0.107 2,1325 +D+0.70E+0.60H at 8 87 to 9,50 0.882 310 0.78 38108 3169 285.809 0.044 5,1561 +D+0750L+0750S+0.5250E+H at 8.87 to 9.5 0.882 3.10 069 381.08 3189 285.809 0.033 6,874.9 +0.60D+0,70E+H at 8 87 to 9.50 0.529 3.10 0,78 381.08 31.51 285,809 0 044 5,1640 0 000 000 000 000 0.00 0,000 0.000 0.0 0.000 000 0.00 000 000 0,000 0 000 00 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019.11:57AM Concrete Slender Wall =C:wsm\sdepglONEDRI-11NEfWOR-11PROJEO-IW0004-11A1G3-D-11190225-118163-Panelawkw6 Sofhvare copyright ENERCALC.ING 1983-2018.Build:10.16.1213 KVV-06011301 Description: TYP PANEL(2nd ITERATION) 0.000 0,00 000 000 0.00 0.000 0.000 0,0 0.000 0.00 000 0.00 0.00 0,000 0.000 00 W Only at 9.50 to 1013 0 000 310 3.15 381,08 30.96 206 002 0 328 695-7 E Only at 9.50 to 10.13 0.000 310 1.12 381.08 30.96 285.809 0 063 3,6231 0 000 0.00 0,00 000 0.00 0 000 0 000 0.0 Reactions-Vertical Horizontal Load Combination _ Base Horizontal _ Top Horizontal Vertical @ Wall Base +D+H 00 k 000 k 1 653 k +D+L+H 0.0 k 000 k 1.653 k +D+Lr+H 0.0 k 000 k 1.653 k +D+S+H 0.0 k 000 k 1.653 k +D+0750Lr+0.750L+H 0.0 k 000 k 1653 k +D+0.750L+0.750S+H OA k 000 k 1,653 k +D+0,60W+H 0.4 k 040 k 1653 k STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Panel Check Project Descr: Printed:25 FEB 2019,11:57AM _ .It1a�rs%dopgtONEDRI-ItN[fWOR-1UWJEC-118000.8-1181634D-11190225-t18183.PawlCbeek,W6 Concrete Slender Wall sonvrar000pR�ghiENE.RCALC.INC 1983.2018 Buik1:10.18.1713 KVV-06011301 Licensee : Covington Description: TYP.PANEL(2nd ITERATION) Reactions-Vertical&Hoftnt_al Load Combination Base Horizontal _ Top Horizontal Vertical Wall Base +D+O 7501-r+0 450W+H 03 k 0.30 k 1.653 k +D+O 750S+0 450W+H 03 k 030 k 1.653 k +0 60D+0.60W+0.60H 04 k 040 k 0.992 k +D+0.70E+0 60H 02 k 0-16 k 1.653 k +D+0.750L+0.750S+O 5250E+H 0.1 k 012 k 1.653 k +0 60D+0 70E+H 02 k 016 k 0.992 k D Only 0.0 k 000 k 1.653 k Lr Only 0.0 k 000 k 0.000 k L Only 00 k 000 k 0.000 k S Only 0.0 k OAO k 0 000 k W Only 0.7 k 0.66 k 0000 k E Only 0.2 k 0,24 k 0 000 k H Only 00 k 0.00 k 0 000 k = 6 w N88'08' 15"Wuk — — __ LA" ---- - ----- - - -------- f�88 08' 15_W S. 20EASEMENT FOR WATERTRANSATl6-DfST.-REti�rd�"412�40-12"W------ ----------------------- ;�^ .-- WATER-S€RVlC€--€AS€M€NTAIRPOR7 � 160ih SIRELT N W 12W- - -_-_- - - - - - - - - G u � o� DOM 12"WATER MAIN- I -� - -- _____________. -__-____-____________-__L ` PARCEL OWNED BUT NOT PART OF PERMIT DEVELOPMENT I APPRWET TAP W/"VALVE LOCATOION TO EXIST 12 MAIN i STREET IMPROVEMENTS - 63rd o 31052200102300 (223105-1-023) i i 24' ASPHALT DRIVING SURFACE i z 3' BIO-SWALE w R ( APN: 31052200101100 _ 1' SETBACK TO EAST PROPERTY ¢ v VICINITY MAP CRITERIA (223105-1-011) i l � Q j I ADDRESS NOT ASSIGNED i I j � l l� LEGAL DESCTIPTION KU BLDG. CODE 2015 IBC [180XX 63rd AVE NE]INDUSTRIAL (GI) 3 o I z 3Dz'-nY°t EAST 1/2 OF THE SOUTH 1/2 OF THE SW QUARTER OF ZONE GEN. I I i � 41 THE NE 1/4 OF SECTION 22,TOWNSHIP 31N,RANGE 5E WM I I LOT AREA _ 1� n GV I Q IN SNOHOMISH COUNTY WASHINGTON BLDG CODE ( 12a POTENTWL BID-SWALE APN:31052200101100 OCC TYPE F-1 COMM FISHNET REPAIR , 'j I DED TO CITY (63rd) .46 ACRE 19,978.5 SF i - �� EDGE of / MANUFACTURE I SWNf `�` \\ ASPHALT 3 SITE ADDRESS REMAIN'G LOT AREA 9.21 ACRE 401,225.5 SF �' W/ PARTS STORAGE I i o- 62XX 1801h STREET HE y I 3 ARUNcraN, wnsHNcroN i B �4IFFICE460 SF] I ORIG LOT AREA 9.67 ACRE 421,204.0 SF I % �,� p�s. OUTDOObR STORAGE o PERMIT CONTACT I i I FOR IfLOADIINNG DOCK NDouc HANNAAI 425 388 556a CONST. TYPE VB FULLY SPRINKLED I FlLTER AT CB PORT GARDNER ARCHITECTS LOADING DOCK HIGH Uef 1512 WETMORE AVENUE N i 0 -___ LOADNJG B I EVERETT, WASHINGTON 98201 BLDG. AREA PER 507.4 / 507.5 QYARDFULLY SPRINKLED W/ I EXTEND NEW 4 MIN. 60 FT YARDS ALL SIDES I WATER MAIN LOOP I o 79' 31' 9r'-liv' STALLS 2C 8Y° OWNER UNLIMITED AREA F11 link. 7° I _ (f) DANTRAWL INC. 206 789 8MO PROPOSED = 39,000 SIF DURING CONSTRUCTION-C/O FINNEY NEILL CO. I\ 9757 GREENWOOD AVE.N. _ \\\ �l \\�� P✓' SEATTLE, WASHINGTON soma �..� ALLOWED PROPOSED PROPOSED (4) CCD \ - _ - 4REQUIRED E HT 60' 36'-6" FT I FIRE HYDRANTT ARCHITECT i. ��� � � ; j I O DO HANNAM 425 388 5588 b I - - DO GARONER ARCHITECTS rn I ' (n ~-- T-�`\——��`\ gg 1 7 CRT WETGARDNERMORE AVENUE ZONING CODE ' 30 O z EVERETT, WASHINGTON 98201 ALLOWED PROPOSED I o I 20'93' 30' j MAX. HT ALLOWED 50' 36-6" I r - F' "' 7 STRUCTURAL ENGINEER SETBACKS STALLS YARD CHRIS C04NGTON 425 339 0293 180th 25' 80' MIN. ' i � ��a w SDA INC. I� i 12' Y R�-� \1` SPRINKLER SIDE YARDS 5 80' MIN. 3006 RUCKER AVE r a ' EVERETi, WASHINGTON 9e201 FUTURE 63rd 25' 80' MIN. (w I _may_'� RiS�R ROOM - _ FDG LANDSCAPING UNDEVELOPED �"� I — 6" w CIVIL ENGINEER 180th 10' 15' I AT THIS TIME i - i 1T2— �w_ FH ;� — MERLE ASH 360 652 9727 FUTURE 63rd 10' 10' I o I ---- ��T-�-�-'® I 1 1/2 Io PROPOSED NEW, <5'� LAND TECHNOLOGIES,INC. PARKING AREA 20% PARKING SPACE SHADE WM W 18822 Ord AVENUE NE ,z pgL �_ ARl1NGTON, WASHINGTON 9e223 I PARKING REQUIRED STOR. 1//1000 SF 15080/1000 SF I SPECIAL INSPECTIONS REQUIRED i T `� BUILDING m �,. , CHK VL I 4Jfy = 15 STALLS I WHEEEELL STOP I z GEOTECHNICAL ENGINEER 1 SOIL COMPACTION BELOW SLAB FT'GS RN FL 1.6' ABOVE GRADE B' W BILL CHANG /WADE LASSEY 425 649 8757 MFG. i/400 SF I TO BE PERFORMED BY GEOGROUP NW I ---\ �-�� srau'X 18' ' o•- ° > W GE-GROUP NW 112 EMPLOYEES = 20/2 ; � �\.\�\rr> "' m �� � I 2 STORAGE RACK SYSTEM � 9 � 13ULE BEL RED ROAM OFFICE i/800 SF - 10 STALLS I 3 ANCHOR BOLTS i -_ _.{`_....�-��-�� R` > 1awN PICK-UP - F- BEILEWE, WASHINGTON 96005 , z 4460/800 SF i 4 FIELD WELDING i � m -" 4o'-u• �'I i `D I � CONTRACTOR = 11 STALLS 5 REINFORCEMENT PLACEMENT TREVOR GASKIN 360 474 0600 I 6 CONCRETE i `-"��--' ° !�W L�- -r--" COAST CONSTRUCTION GROUP REQUIRED 36 STALLS ���� _ 328 N.OLYMPIC AVENUE i i �.�� m�la e� 1 00 ARuvcraN,wasHlNcroN 98223 PROPOSED 29 STALLS I ( - _ I I EME1jT [POTENTIAL = 391 - - NOTE - TOTAL EMPLOYEES = 27 STREET IMPROVEMENTS - 180th L F s s !I I x _ I w I x 10' ASPHALT PATH P. _ 0sA N DEFERRED SUBMITTALS i r 34'-a° a' I CND 3' BIO-SWALE IANDSCAPE o FHe� 3 1 FIRE SPRINKLER SYSTEM co \r" ry ARar�c< App STALLS 2 MECHANICAL HVAC 2' GRAVEL SHOULDER (OTHERS) GNAGE;� i6 N 88'08' 19'W - 342.66_ 3 STORAGE RACK SYSTEM I ASPHALT OVERLAY OF i80th (BY OTHERS) i m LAWN 6 39-1 t4' (� M _ --- ------------------------------- I I a - 13P - 9,7, ALLS o INGRESS,EGRESS AND UTILITY EASEMENT TO OUR FAST PARCEL z RECORDING No:8710200193 ----------J DANTRAWL ¢ - 5 ELOPEMENT r I r^ —-—-—-—-—-—-— 72 SF Sl �' Ste_—_—_—_ S 88 08'20'E 630.50' , � P CONC.SIDEWALK 1 _____________________ 'o. 175 5 p r _—_—_—_—_—._—_—_—_—_—_—_—_ ________ � P� Pis, ,2� '. 22' S 88'08'20"E 630.50' --------�-- ' EXISTING MH NEW MH ° SS- -------fe}__-_-_-_-_-_- - - 10 UTILITY EASEMTNI ------ -- -- -------------- INV = -14.0 EXTEND NEW -_-_-_- - - - -- SAN SEWER TO SITE - - --- -__---- - - -S - - --AT 400 FT TYP. NEW MH W - ------ - ----- _--- _--- - - - - - - - - " - — — ------ — — — BW== — — — ___ __ _ h11 ___ 1_80th STREET NE �. CULVERT - — — --8 w 30 150' 8 t 3p' -- _-- WET TAP REQ. MONITORING NEW SS MH - - - - — - - - - ------- - ---- - - IXIST'G 8'WATER MNN- ----------I,a.----- IXIST.FIRE HYDRrWT - $°W-_---$.B8'_01�2,0" -- ----__-__� TO EXIST 8" MAIN 40' rC MH Al PROP LINE EASEMENT ------------------- -- -- -- APPROX -__- - TovuLCAN- LOCATION NORTH SITE PLAN — SETBACKS, UTILIT ES wa N 1" = 40' 0 50' 100' 150 AND PARKING o a ° r Reviewed for Building Code Compliance e -WARNING- Nola:The issuance or approval of plans,s,specifications and granting of a permit 1�� ,�,rY,� Received 2 ed V`IW� J OFFICE COPY FIRE SPRINKLERS computations shall not be construed to be MAY AY 02 2818 Signature te a permit for,or an approval of,any violation g Da Iran I r 1 11,1 Z REQUIRED of any of the provisions of this code or of n/ any other ordinance of the jurisdiction. 2018 A P R I L L�J Q Building Plan Review � By SAFEBu,l[ OF $ N 88'08' 15"W 3D' ARUNOTaN ----------------.---------291.87�-----------.---- _ ----------- — -- B 88'OB' 15:W _ 24' MUNICIPAL ---- 20' EASEMENT FOR WATER TRANS AND DIST. REC No: 2412540 - w ----- o --- ------------------ WATER SERVICE EASEMENT --------- -- NRPORT 180ih SR2EET N 634 76 - f� , t STREET IMPROVEMENTS - 63rd F— o APN: 31052200101100 24' ASPHALT DRIVING SURFACE z w A j PARCEL OWNED BUT NOT PART OF PERMIT DEVELOPMENT ! 3' BIO-SWALE N I (223105-1-011) 1' SETBACK TO EAST PROPERTY VICINITY MAP 31052200102300 ADDRESS NOT ASSIGNED (223105-1-023) I M --tic SR [18OXX 63rd AVE NE] LEGAL DESCTIPTION 3 j o z 302'-11/4"f I w AST 1/2 OF TH S01� /2 OF THE w F7 R OF (�p p CV E 1, P 3 , za��s-wT4 CRITERIA I LOT AREA 188' 7Y" ° DED TO CITY (63rd) .46 ACRE 19,978.5 SF 2$ POTENTNL BIO—SWALE I sNor H R CO r. I VGT�N t �, BLDG. CODE 2015 IBC I _ ZONE GEN. INDUSTRIAL (GI) I REMAIN'G LOT AREA 9.21 ACRE 401,225.5 SF , SITE ADDRESS I So EDGE of gg i ��\\\\ ASPHALT Q 3 ORIG LOT AREA 9.67 ACRE 421,204.0 SF ' E,k,,L RHI NE l BLD'c CODE I 6 OUTDO9R STORAGE 1 I _ aRlmc-J"I r�ASHINc1oN OCC TYPE F-1 COMM FISHNET REPAIR ; i s� x / MANUFACTURE ( S 2� PERMIT CONTACT W/ PARTS STORAGE X UG­ANNAM 425 38B 5588 I ¢ w - 1 xU CRT C FCJE ARCHITECTS >- 48'DOCK HIHO , I -N,JE N B FFICE I U LIA1111 B ( , C 7 ,_RETT „HINGTON 98201 �4460 SF] ' o YARD V OCC SEPARATION TABLE 508.4 - NON REQUIRED F-1 B Z 4 4 a / 79' 131' 91 8v 0 i8�, i = FH YARD _ 3 OWNER CONST.TYPE VB FULLY SPRINKLED I 5 2 7/a Q CAI R0' A 206 789 8840 x C/O FINNEY NEILL CO. \ EE n z w BLDG. AREA PER 507.4 / 507.5 _ ` REQUIRED SEA nE, wnsHlNcroN salon FULLY SPRINKLED W/ PROPOSED (4) MIN. 60 FT YARDS ALL SIDES I ¢ -\ iu's D10-SWALE FIRE HYDRANT ` ARCHITECT 425 Sae 55ea b = UNLIMITED AREA O �` O PROPOSED =39,000 SF FORT G fLNEA ARCHITECTS v> i 0 4m � �� �� - STALLS TI,: _ y,,E �: 0 0' 93/4 cVLHET w,vnl,c-GN 9e201 ALLOWED PROPOSED oo o �'� \- ` 111' " HT 60, 36'-6" FT i o YARD STRUCTURAL ENGINEER o NMSTALLS Q w {Ic r vIV TON 425 339 0293 � * Nc ZONING CODE k 12' Ie!" \ RI a H r ALLOWED PROPOSED SPRINKLqw — SETBACKS r Ifw L,LRcL, 4ASHINGION 98201 _ I o „ ' _ _ '�- -- . RISER.R FDC �' J "' MAX. HT ALLOWED 50' 36' 6' UNDEVELOPED S. — ; s CIVIL ENGINEER `, , , U N H.L 360 652 9727 180th 25' 80' MIN. I o AT THIS TIME M = _ -- 2' Ww3 FH - 12 ' , z AIR 45' 6/a' _ C E Ir LOGIEs INC. SIDE YARDS 5' 80' MIN. I z PROPOSED NEV 4 Wp N` FUTURE 63rd 25 80' MIN. STALLS DBL wn R TON sa2za I _ CHK VL LANDSCAPING I BUILDING GEOTECHNICAL ENGINEER 180th 10' 15' t FIN FL 14 ABOVE GRADE 4 I Q w ELL:;I /WADE vsSEY 425 649 8757 FUTURE 63rd 10' 10' I — STALLS -o W LR n Uw PARKING AREA 20% PARKING SPACE SHADE I W T PRE-FORMED o EEL SEC NCI I = 3 pErs WHEEL STOP ALL.OW'G �-- L" a, >,cTON woos PARKING REQUIRED STOR. 1//1000 SF _ T_` SHEE1 FLOW CONTRACTOR 15080/1000 S15 STALLS � ` ` � EDGE OF ASPHALT I MFG. 1/400 SF N c <IN 360 474 asco 1/2 EMPLOYEES = 20/2AST G 2UCTION GROUP a AVENUE 10 STALLS ".\ -- e _ — O R EK s 7{aNG1oN sazz3 OFFICE 1/800 SF I — -- fa -; PP 4460/800 SF 1 18 I x 3 - 11 STALLS I STREET IMPROVEMENTS - 180th FH x REQUIRED 36 STALLS 10' ASPHALT PATH 14 J j A CIS PROPOSED 29 STALLS I 3' BIO-SWALE STALLS FH' s 3 2' GRAVEL SHOULDER OTHERS 16 z .M [POTENTIAL = 39 I (OTHERS) -�� --Q .. —t_ —____N 88' 08' 19"W _ 342.66' NOTE - TOTAL EMPLOYEES = 27 i ASPHALT OVERLAY OF 180th (BY OTHERS) a j M ^ STALLS I ------------------- -- -------- DANTRAWL o °� TYP.6'CURD 15' 5 i� o INGRESS,EGRESS AND UTILHY EASEldENT 10 OUR EAST PARCEL ------ SEE S�A3 STALLS ------------ DEVELOPEMENT 72sE0F z .RECORDING No:8710200193 .c $88'08'20"E 630.50' —�jO, � 5'OPENING AT CONIC.SIDEWALK-- —_O-- \ I ------------ S 88'OS 20 E 630.50' -------------- --- GROUND- - - - - - - - - - - - - - - - - �2S' rHl - s CULVERT _ ----- , 180th STREET NE 30'GLTRL 30' 150' 'S` 30' N 98'-7"t d R/W DED a IxI�E� 12'x 4'HIGH x 8°CONIC.SIEW WALL --(14'x 2'-8'x 14°OP F1'G)W/ST.SR uNT w.' 40, PLANED TO C'O W/6°STAND OFF TO CONIC. TO VULCA __— __—___. SEE O)Tt TO WLCAN NORTH m SITE PLAN - HARD SURFACE AREAS w N 15= 40' 0 50' 100' 150' o y o O a d O Ei TREE STAKING DETAIL A 2 2018 APRIL 29 U 0 c— a K 2 _ S E ASEM NT C TINT THIS PARCEL o� �W N 89' 16'57"W 589.5_t ASSUME N 89' 16' — — — — — — — _ -- � - - - -ram•--.�- 3� O 4 �Gy WATER SERVICE EASEMENT WATER SERVICE EASEMENT - - - ---------------- r AD I ----- -------- -------- --- ----- ------ m LANDSCAPE LEGEND ---- --- U o PARCEL OWNED BUT NOT PART OF PERMIT DEVELOPMENT j I G ° MATURE HEIGHT APPROXIMATE MATURE `;'�'"I _ OF MI CAST SUN ON APN: 31052200102300 z � N MATURE DRIP ANGLE �47M ED)Eaaoz" 223105-1-023 APN: 31052200101100 Q APPROX SUN ANGLE AT EQUINOX I (223105LLJ 1 011) _ • .PLANT SYMBOL AND 3' PLANT LOCATION :! cmZ w GRADE DENOTES MATURE DRIP LINE (TREE/LARGE SHRUB) r o RESULTNGSHADE j I ADDRESS NOT ASSIGNED i1711, ,A PATTERN AT MATURITY. �\ �i SCIENTIFIC NAME I' -_ — + Y ON GRADE - (MAMO „INFO I [62XX 180th STREET NE] - - p o S DRIP LINE PROJECTED /PLANTING SPACING) ' LANDCNL TOR BfJOT REQ E ON GRADE I OUTDOOR STORAGE I o DIN NAME o n 1 a } AREA BOU \ � I. , PICEA ABIES'AARBURG' \ , AARRRURG WEEPING TREE SHADE CAST DIAGRAM (PLANT SPACING) \ o TREE SEE PLAN NO SPRUCE I 2 10 GA ANNEALED WIRE EDGE OF 15 H x 5 W �'' (( ASPHALT 5 FT AT PIPMI I Q W�RUBBER HOSE AT TREE 45'DOCK HIGH LOADING NOTE MEASURE TREE CALIPER AT a Z ;n 3'ABOVE CROWN I 79 131' 6'STAKES r YARD _ YARD i CROWN OF TREE j �� rl. 2°BARK COVER , FH 3 5"BERM ISlANO A —. I ZO ,.:x N TOP SOIL L ROOT BALL I - O 12* z COMPACTED MIN. 6'COMPACTED r I� TOP SOIL TOP SOIL PLANTING MOUND UNDISTURBED I Q SUB SOIL ACER RUBRUM'KARPICK'MAP TREE STAKING DETAIL S 1511/2 2CALIPER icn FD77 o — — FH I�WM. r _ I� o w Li PROVIDE PERM OF BARK SHRUB OR �l MULCH 3 ABOVE TRUNK SMALL TREE ,. TOP ®p._fi,i I r4 - PROVIDE MI Y r PUNTING MOUND I `— -` - ®, I °o OF COMPACTED ROOT BAL WRH LAWN AREA\ _ 888C TOP SOIL BURIAP"I MOVED , RIVER ROCK W/. .:P EMENiCD ._DIAMETER OF-4- SUB-SOIL j EST.XTENDED NDEL FEATURE ---.N CAPE r EX ROOTSALL= X EX@IDED TO GROUND `�— D B - I PP 0 9 i PLAP HOLE DIAM R r —\ T I MIN.2x'X'TO MAX OF 3x$' j L FH •� — — ofLEUTETAIL LATETAL �- x SHRUB INSTALLATION DET PICFA SITCHENSIS'SUGAR L _ THESE AREAS -0" 04 RAINBOW'S END ALBERTA PRIIC o - s FH 4 FT AT PLANTING ,\ - •o 3 2.79'DISCREPANCY AARR U G N� r "�" SHADE�y� 1 PICEA ABIES'AARBURG' M IN'95 SHORT PUT j 55FT x PLANTING m o�' j— PATTERN 3 M " ,. + S o ---`----- - I MALTS SPP.'SENTINEL R9� ------- d 1 _ _ ON GRADE _ — —__— —__—__.— _.—_ SENTINEL FLOWERING CRABAPPLE 636.05' ------------...- ----------' 1 1/2"CAMPER ( f 1 SEE DIAGRAM N89' 16' 51"W ----- INGRESS, AND UTILITY EASEMENT TO OUR FAST PARCEL No:8 �o Po, .� %j I M 30'SIGHT RECORDING No: 710200193 TINGLE� W - N 89' 16'51°W 630.01' ASSUME N 89' 16'51"W 590't - L� 180th STREET NE 15, 30' 15 30' 30' 30' 30' 15' 30' 15' 30' 30' 10 30' u 2514 uN-vrIFIED R DED z UNDSCAPE AT BID-SWALE 12'x4'CONIC,STEM WALL SEE CIVIL FOR DOT REQ. W/S7 STL DPNTRA 10' 40' m -------- ttP. P NED TO CONC.W FASQdENT r— — --------------------------- ------------ ------- -- --- ..--- - 6 CONIC.STAND 0_..__._. TO WLCAN ------------------------- SEE NORTH N Ln LANDSCAPE PEAK N 1„ = 40' 0 50 100 150 o = G a a z o m v a L 3 0 � 2018 APRIE 29 U OF LL Q 1 1r o MALLS'SNOWDRIFT' \� 20-25RH�CRAB APPLE LAVANDULA ANGUSTIFOUA F— o WALL FEATURE ENGLISH LAVENDER q°o 3-4'H z 3'W _ `� MALLS'SNOWDRIFP \\ / o: o 1 GAL AT 48"O.C. " ' i i Cr (>� 'SNOW'our CRAB APPLE \ ' LJ 20-25 H LAVANDULA ANGUST FOIIA RIVER ROCK MALLS'SNOWDRIFT I I (��` TALL STONE FEATURES(TYP OF 3) \ ENG(SH LAVTNDE Q 20 25�H�CRAB APPLE j LAWN TO BE SELECTED 1 GAL AT 48y O.C. � L __ ____ __ J o °• o PICEA SITCHENSIS'SUGER LOAF' Z / LAWN WATER FALL c q°o° SUGAR LOAF SITKA SPRUCE _� PICEA SITCHENSIS'SUGAR LOAF' °°4 STONE ° !/ OFFICE 4'x 4'PYRAMID 2 NEPETA FMSSENII'SIX HILLS GIANT' RAINBOW'S END ALBLRTA SPRUCE F gj LAWN w C7Ste 10'H z 5'W ORNAMENTAL CATMINT / LANDSCAPING P 4 FT AT PLANING v s' ! 5 L CALLUN4 WLGARIS __ _1 6 __ �- 3'x 3' LID BIO-SWALE ' ,;� +) SCOTCH HEATHER-SILVER KNI HT - - i 30'SIGHT e �� 18"H x 18'W LAWN AREA 0_ TRIANGLE 8°POTS AT 24"O.C. CALLUNA VULGARIS I HI,ROQF AND COLppMNS SCOTCH HEATHER-SILVER KNIGHT , ; N /'— 1 xt6 COVERED PADO 1 8°POTS AT 18"O,C, MALLS'SNOWDRIFT' Z -LAWN °I 20-25RHFT CRAB APPLE i r I LUNCH 41# Jq / 0c PICEA ABIES'AARBURG' r \ Z AARRBURG WEEPING NORWAY SPRUCE Jj - 15'Hz5'W w 5 Fi AT PLANTING 1 NEPETA FAASSENII'SIX HILLS GIANT' CALLUNA WLGARIS 6 LAWN PICEA STFCHEN S'SUGER LOAF I\ \OFFICE "; D IENTAL A SUGAR LOAF SPRUCE \ 3'x 3' GAL AT 48°O.C. SCOTCH HEATHER-SILVER KNIGHT ..; LAWN SCOT x IB'WHEATHER 4'x 4'PYRAMI Z 8"POTS AT 18"O.C. v, -�, 9, ® PHYGUUS RECTUS 0 CAP 5 FUCHSIA TYP 63rd AVE DRIVEWAY ISLAND MALLS SPP.'SENTINEL --- --- Z S TOE I/ SENTINEL FLOWERING CRABAPPLE S 20'H x 12W NORTH Q SCOTCH HEATHER LANDSCAPING AT OFFICE ENTRY PARKING MALUSIFT'CAB SCOTCH HEATHER-SILVER KNIGHT SNOWDRIFT'CRAB APPLE 18"H z 18'W 1�8"=1-0" I<, 20-25H ........... 8'POTS AT 18"O.C. QFFICE T LLI o p ®S K Q Z O • ° 0 p10 M D ----- W � 30'SIGHT ° TRIANGLE V LANDSCAPING PE NORTH LID810-SWALE �-ANDWL�pN LANDSCAPING AT OFFICE EAST NEPETA FAASSENII'SIX HILLS GIANT' DFNT ORPAMENTAL CATMINT �� INGRESS/EGRESS 3'x 3' EASEMEIIT 1�8"=1-0' O 00 REMAINING EDGES AROUND BIO-SWALE `— PLANING IN NATURAL GRASSES TO MATCH BID SWALE X TYP 63rd AVE DRIVEWAY ISLAND LAVANDULA ANGUSTIFOLIA CD 1/8"=1-0' 6'ASPHALT CURB I ENGLISH LAVENDER \ W/ UTI LITES NOTE-PROVIDE BREAKS IN CURB 3-4'H z 3w LANDSCAPING PER 6"WIDE AT 30"O.C.FOR SURFACE WATER ACER RUBRUM'KARPICK' 1 GAL AT 48.O.C. UD BIO-SWALE SHEET FLOW-SEE CML 'KARPICK'MAPLE 35H x 25w - GROUND COVER LAVANDULA ANGUSTIFOUA �Iy+I 1 1/2"CALIPER CALLUSCOTCH VULGARIS ENGLISH LAVENDER f ISLAND B TYP,6"CURB SCOTCH HEATHER-'ROBERT CHAPMAN' 3-4'H z 3'W v / 8'POTS AT 24"O.C. GROUND COVER 1 GAL AT 48"O.C, 5'-OPEN CURB CALLUNA WLGARIS / TYP.6' W/1/2"GRADE CHANGE SCOTCH HEATHER-'IROBERTCHAPMANI' / CURB AT OPENING IN CURB 8"POTS AT 24'O.C. / 19, LAVANDULA ANGUSTIFOUA LANDSCAPE PER WA DOT MANUAL ENGLISH LAVENDER E FOR LID 810 SWALE TYP. 3-4'H z 3'W P SEE CIVIL AIL / GROUND COVER i GAL AT 48"O.C. CALLUNA VULGARIS G - $° TYP.6°CURB R 30'SIGHT RMR ROCK °4 SCOTCH POTS ATT24RO.C.ROBERT CHAPMAN' TRIANGLE o° ¢ c ¢ IRILNY / GROUND- c EASEMENT / MONUMENT 5 ID LANDSCAPING PER SIGN LIGHT PICEA ABIES'AARBURG' N o 12 / AARRBURG WEEPING F t TILT-UP WALL PANEL NORWAY SPRUCE 15'H x 5w ISLAND �A' TYP.6'CURB N o a e o 12 x 4'HIGH x 8'CONIC.STEM WALL 5 FF AT PLANTING ' a MALLS SPP.'SENTINEL (14'x 2'4x 14'DP FFG)W/ST.STL'WRAWL' NORTH 2. SENTINEL FLOWERING CRABAPPLE PINNED TO CONIC.W/6"STAND OFF TO CONIC. NORTH TYP ISLAND AT 20'H x 12'W SEE DETAIL TYP ISLAND AT BUILDING a LANDSCAPING AT OFFICE DRIVEWAY N° ' 1�8"=1-°° ® ''8'='- EAST PARKING AREA AND SE PROPERTY CORNER ® ° 2018 APRIL 29 OF 0 a BE PNORTH PARIS E Y 302' 1 26' 13 25' 1 25' 11 10 l9J LnJ Ll/1 B LInJ layJ 14J IJJ c 25' 25' 25' 25' I 25' I 25' 1 25' 25' 26' (/7 F- I C) ° W � Z a I a s aLL a s Q II LLLL DANTRA L ° . OWRa fAXaEiE � _ -S7 - ni o �- € �xl¢ I I � 1 A7 n 1.......... 716L urn -RYP I� �__ -_-__ ______ _ _ ____ _______ __--- _ _ _ ____ _ ------------------------------------------- -- CANOPY-AT PATIO • z EAST ELEVATION U z ZQ 4'BUILT Wf FROM METAL BUILDING. (B� 75 12 1 7 ~Is�� 75 12 e ' maw _--- ---- WL WEM e Q -- 3 3 3 3 3 MR Y[f ME 3' 3' 3' 3' 3' SWI6 0BR BBk n n n WILL li I 1 a r I II •� 915'G4Bnff 975'0Q 92 D7h W . colm _ . %IpiM . Pal SBW-WBEL SABK4AIE Ld swmau-LABEL 4 ' OIYFFR z _-- - ___ IBxW'W ODIR IBdR'W Wa ad W DOOR 1611N'ql as Nal AI ^' 'NY a/ Nib-PXmE� � o . LL Una _LL7*7 +L _____ —_-- --_-- _ O �� r� CD - 10._8• Z T 2 3 6 19 10 35,9 3.9' /� W SOUTH ELEVATON NORTH ELEVATION � x cV 302' 21 3 25' 4 25' -5 25' 6 25' 25' B 25' 9 25' 10 25' 11 25' 12 25, 13 26 1 12' 6'-6" A A 7777- E =o o n n a ou sac I n a n a CL n G. a c a G. a Gf a a 0 mxn W v SPBrofNF . Tffi. III ON BOOR to 0 aux B �`- o N z I/A7 N w o j 10 O a z 0 — - - - -- - -- -- -- --------------------------------------------------------------------- --------------- - ------- --------- ----- ----- ------ ------ ------ --------- --------- --------- ----- ------------------ ---------- -------- --------- --------- ---------- -------- --------- ----- ----- ----- - ---- 8 t WEST ELEVATION A 2 ill10, 2018 APR L 29 OF ILL WASHINGTON STATE NON—RESIDENTIAL ENERGY CODE 4C 4 I 4 4 4 4 4 4 4 z 2015 ZONE ONE 4C 2 3 4 5 6 7 8 9 10 1 i 12 13 14 15 16 �� w� 1. PERSCRIPTIVE PATH REOUIRMENTS \I33 i HEAT SOURCE GROSS W ILL AREA SF FOR OFFICE = SHEET A4 GLAZING AREA SF SEE 1/4 SCALE FLOOR PLAN �w GLAZING-vERr. 30%OF WALL ASPHALT PARK'G — G \•S NON-METAL FRAME ALL U•0.30 METAL FRAME FIXED u=o.3B ASPHALT PARK'G / STORAGE 302' — — — — — — — — — — — — — — — — — — — — —� W/OR W/0 THERM BRK OPERABLE U-0.40 26' 25' 25' 25' 25' 25' 25' 25' 25' 25' EAVE TYP• 25 26' \ z METAL FRAAINC—M41N ENIRi DOORS U=0.80 1 FDC V3 GLASS BLOCK U-0.60 _ _ r -- - --- 1— e GLAZING-SKYLIGHT SEE TABLE \LJ A 1 - �i 17'Xi6'C RED PATIO c+024 EXIT EXIT HT ROOF A D COLUMNS DOORS U=.37 -6" 6' 6' J070 HM DR 3070 HIM OR 000R5(NONSWINGING) R=4,75 W/HM FRAME I W HM FRAME EXIT EXIT EXIT_' ROOF/CEILING R=49 / 6' -- - Ifs ROOF-MTL BLDG R-25+R-11 LS B Y GAS METER-�� WALLS-R R=139. --- ° e WALLS STEEL FRAME R=13+10ci gg p WALLS-MIL B D'G R=19ci - 'n �OLL UPq DRH f'R STOR WALLS WOOD(int) R=21 :T EXIT 25' SPRINKLER FREEZE PROOF SE OFFICE 1 WALLS BELOW GRADE SAME AS ABOVE VM7 HM DR RISER RM I HOSE BIB 3040 RELOE N OFFICE LUNCH OFFICE FREEZE PROOF RECESSED SCALE 5 I Z SLAB ON GRADE(UNHEATED) 24'PERIMETER) M FRAME HOSE BIB SEE DETAILS DOMESTIC WATER W/SHIR OFf HM FRAME PART$ STOR, SPRINKLER EQUTPEMENT 10REEZE PROOF SHIPPING / RECEMING PROVIDE 6"0 PROVIDE LID AT 8'AFF I FIRE RATED SLAB ON GRADE(HEATED) (24'PERIMETER AND IOSE BIB STL BOLLARD 3070 DR EMR OFFICE Q UNDER)R=10 PARTS STOR, HM FRAME C7 ry I CLOSER - OFFICE OFFICE II - I N B 2 xw - � m IDS) 1 1 - OFFICE I SfGNAG. E I _ SHIPPING / RECEMNG BIN 1F PARTS I LUNCH I TRACTOR/TRAILER MANEUVERING Mme n AND SUPPLIES E MECH ASSUME MAX 44'TRAILER A LOADING DOCK HIGH i■ < 4 PARTS STOR. RACK STACK PARTS STOR. -- _ I Z I COMBINED LENGTH=fi0't _ LOADING DOCK LEVELER RECESSED SCALE 20 f HT. I EXIT OPENBOVE 1 RECESSED IN SLAB r SEE DETAILS -- _, EAVE Z HEAVYATIMBER © EXIT E 1 ENTRY ROOF I REMOVABLE TUBE STL I 4 I \�- — — — — — + I� — — — — _ —STR�RF� Q • I BFAFRAMEFOk CTRE ` I OE z FOR RGIDER OLUMNS FRANES HOSEZBIB� HUNG POWER BLOCK SEINE EXIT y � POWER BLOCK NETS 3070 HIM DR y Z 3000 LB LOAD CAP IVC J I FNSH NOTE- W/HM FRAME \ SEE SHEET A31 1)ALL FINISH MATERIA SHALL HAVE FAME SPREADI RATING OF CLASS C OR BETTER.(FIAME SPREAD 15'-9" 80 Of 16 TO 20D AND' ND MOKE INDEX OF°TO 450) TRAWL Z \ — — — — NETS o \ \ SIM TYP.3'CONIC.APRON AT EACH OH DR FREEZE PROOF W/STL PIPE BOLLARD-SEE DETAIL ( I I I I I HOSE BIB I I I I I I � ( _ ) (TYP.OF(5)LOCATION) 16'x14'OH O _ ROLL UP DR 6'-101, 3010 HIM DR 3070 HM DR W 3'-4' HIM FRAML- X -6 16' 6' W HM FRAME 26 I 25'�__ MIN 16*0 CONIC I7G ALIGN�LLA�W, FLOOR PLAN W/ EXIT PLAN FOR WAREHOUSE MFG AREA 39,237.9 SF NORTH f - LILA WITH BOLLARD FACE B LA DR R.O. 6'/SR PIPE 1 1 6" _ l'_On BOLLARD FILLED TYR.CONIC,APRON ETHER 3 SEE DETAIL AT HIGH MIN. N°.LANDING°FIB SAFETY GLAZING NOTES EXIT NOTES FOR WAREHOUSE AREA. r ___ OOFTTHE FOLLOWI GLAZING NG APPLY:C MIRRORS)SHALL B REQUIRED WHERE ALL OCC LOAD AT AREA=14,972 SF=3000 SF BC 1017.2.2 &S-2 OCC MAX EXIT ACCESS F\-------- ----- - ------------ E P Y N.3'DEEP o 0 0 o MI 3'DEEP c GLAZING PANEL IS GREATER THAN 9 SF NET PRODUCTION AREA =1:100 SF DISTANCE=400 FT WHERE FOLLOWING ARE MET: ` LANDING y o o % b3 BOTTOM EDGE R LESS THPN 18"AFF A POTION OF BlD'G IS SINGLE STORY MIN.5'x 5'CUR AREA=19,496 SF=195 OCC. ) i \ LANDING / c) TOP EDGE IS GREATER SURFACE 36'ANT TOTAL DOC FOR EXIT'G RED 225 OCC B)ROOF DECK IS GREATER THAN 24 AFF X d)))) THERE IS A WALKING SURFACE WITHIN 38"HORIZ.OF GL PANEL (MIN.ROOF DECK AT 30 FT AFF) EXCEPT WHERE: X - - PER PUN J 1 GL IS DECORATIVE EXIT DOORS PROVIDED 6 EXITS C)BUILDING IS FULLY SPRINKLED. Q CV CONIC.WALK h ` 3 IDOOR ITS ITO A CLO OR SET OR ST"OMGE OF BARRIER3'BTWW MAX.DE�PT AND FI a =37.5 DOC/EXIT R I HORIZONTAL RAILING 4° T 1.12 MAX. 4 AlN BTWH 3 AND 38"AR A WALKING \ SURFACE SIDE <50 OCC/EXIT=NO PANIC HDWR REQUIRED ° - ° - /' GAZING PANEL S WITHIN A 24°ARCH(VERY.OR HORIZ.)OF AT DOOR IN o / A CLOSED POSITION AND BOTTOM EDGE OF GL IS AND BOTTOM EDGE OF GLAZING IS LESS THEN 60'ABOVE WALKING SURFACE SHALL BE TEMP GL. 000000 : `. o00000 EXCEPT WHERE: 1 OF BLG 5 I/2'J 5 I.-C - 1) HORIZONTFACE AL RAILING BTWN 34"AND 38"AFF AT WALKING SLABOH DR (6 MAX) A3 C/URB EDGE RAD EDGE OF RAMP�Z� METAL PEXTERIIR WALL PRO1 DE 24"HI DETECTABLE WAR W/TRUNCATED S TACTILE DOME TYP, APRON AND BOLARD PLAN ADA RAMP AT ADA PARKING SURFACE QDYPLYI"°W/ CURRENT ADA CODE 9.25"CONC. ul 1/2'=I'-D' SPAN OIL PANEL 3/4'-V4 AT OH DR VV E $ PROVIDE caxc.WEATHER I MIL LETTERS 12"8{ DOWELS GRID IMPALED TO CONC. o STAND-OFF ANCHOR PANTED CONC.FILLED AT 18"O.C.W/ EASE EDGE OF CONIC. EASE EDGE OF D02 S9 STEEL PIPE BONAD MIN.4'EMBED TYP. I SLAB.W/1/2'R. CONC.SIGN 5'x8' PANEL IN 3"CNANFER SET IN CONIC. CONIC.W/1/2'R. OPENINGS NAME 5"CONIC.WALK OR AT ALL P INGS CAULK OVER FIBER JOINT FIO.C. CO,�SUO MIN.3"CLASS B CONIC.APRON W// IYP.6"CURB BEYOND $5'S AT 24` ASPHALT W 8' 6x6 W2.9xW2.9 FM'F JOINT FILLER JOINT. 3 PER PLAN / BUCK DOWN SLAB np•q• ,WALK MIN.3 1/2'CLASS B ^ I THICKEN EDGES OVER AND THICKEN EDGES TO DRAIN AT All TYP.4°CONIC.WALK LONER CURB AT AAA 1n 3/4'CHAMFER TYR, ` V Tp 3 1/2'CRUSHED TYP. DOOR OPENINGS TYP. W/WWF Bx8 1.9 x 1.9 ASPHALT OVER MIN• W/WWF 6x6 1.9 x 1.9 ACCESS TO 1/2'R. AT ALL FACES _ DOOR C ..'.°. ,• FT 2, OVER 3"CRUSHED ROCK 4'CRUSHED ROCK ON 5.5° EL o 12 ROCK LEVEL'G BED OVER 3"CRUSHED ROCK LNG PAN J N o a� i T/4 PER LEVELING BED LEVEL'G BED OVER ORE TO DRAIN OPEN CONIC. F z TYP. 95%COMPACTED TYP G BED D 1 1 1 � I w, FIN OR � f SUBGRADE-THICKEN `�`� ASPHALT EDGE GRADE � y w w .- i I CONIC.BASE Y AL EDGES OF ASPHALT 1 q•FT OF pgp"p1T �/ w � 3 I';.0.• UNDSTURBED SUB-GRADE yy.. " TYR IL ~ ° w'.. w°.. w•.. ?•• 95%COMPACTED 1 6 APPROVED III—� . .g_- FI" 2 6 x9 8 °.o RIGID INSUL FILL d a, FILL = _ A CC G ' CONT.g4 AT THICKEN CONY.k4 _ (WHERE OCCURS) UNDISTURNBE0.� UNDISTURBED -� ° (3) 5'S �y EDGE T1P. SUBGRPDE �5 AT TOP /5 AT TOP Q UNDISTURBED AND BOTTOM SUB GRADE AND BOTTOM �-�/•� SUB GRADE —� `` W/t VERY W 5 y 7 UNDISTURBED �-�.-/ t AT 18°O.C. /� SUB-GRADE Al 18'O.C. r � n TYP. BOLLARD n TYP, APRON AT OH DOORS AND MAN DOORS n TYP, CONIC CURB AT SIDEWALK / 6 TYP. CONIC CURB AT ADA �ZP. CONC. BUILDING SIGN Q ISOMETRIC OF CONC. SPANDREL AT OH DR o J NIS /2'=1'-o" J 1/ .1 1 .1 U NR N �� ASPHALT DRIVEWAY ACCESS IN LAND SOAPING AND CONCEPT OF EMBOSED NAME OF o 11 12 13 14 15 _ 25' 26' 12,_2„ SAFETY GLAZING NOTES . 4 I SAFETY GLAZING NOTES ALL STEEL COLUMNS MUST BE 1 HR FIRE PROTECTION-WRAPPED WITH 5/6"TYPE'X'GWB PER DETAILS OR CONTAINED WITHIN A 1HR WALL ASSEMEBLY FROM SLAB TO FL CL'G ASSEMBLY. �,:� A13 SAFETY GLAZING(INCLUDING MIRRORS)SHALL BE REQUIRED WHERE ALL / OF THE FOLLOWING APPLY: `(� 17' I WON COLUMNS o GLAZING PANEL IS GREATER THAN 9 SF \' ..=.-f N AT LUNCH PAW b BOTTOM EDGE R LESS THAN 16 AFF U m SEE OETAL$ c TOP EDGE IS GREATER THAN 36'PFF d THERE IS A WALKING SURFACE WITHIN 36'HORIZ.OF GL PANEL Cf� a3 EXCEPT WHERE: ER 1 1) GL IS DECORATIVE V . 2 INTERVENING WALL OR PERMANENT BARRIER BfWN DR AND GL . 3 DOOR IS TO A CLOSET OR STORAGE OF 3'MAX.DEPTH I /A� W o 4 HORIZONTAL RFAC SIDRNDNG SEWN 34'AND 36'ART AT WALKING GROUND FLOOR OFFICE PLAN 1 N HT ROOF AND COLD NS NORTH V o 3070 HM DR W/ ^ 171x16'COVERED P TIO I GLAZING PANEL IS WNHIN A 24'ARCH NERT.OR HORIZ.)OF AT DOOR IN /''� n� o HM FRAME AND VIS PANE ° I DGE OF GLAZING IS�UM THEN 60'AABOVESITION AND BOTTOM EWALKING SURFACE SHALL BEDGE OF GIL IS AND BOTTOM ETEMP GL 1/4n=1—On DEC 1 V L O 1 / EXCEPT WHERE: I . 1 A 1) HORIZONTAL RAILING SEWN 34'AND 38°AFFAT WALKING 1 Z 9 A7 NAT.GAS METER EXIT 2 I EXIT EXIT C SURFACE SIDE SET IN LANDSCAPING A14 I I A7 c 3'-4" 3' 6' S'B a 3' e" 6'-4" S-6" 6' s 16' 6' 4 WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE NOTES 2015 ZONE 4C PERSCRIWIVE PATH REOUIRMENIS \—/ HEAT.SOURCE g PER 3070 ALUM STOREfRDNIT 15"DEEP SHELVES - - - BOOR AREA SF Q 6x4 DF11 POST 3070 ALUM STOREFRO M FREEZE PROOF HOSE BIB AT CANOPY BEAM DOOR W ALUM FRAME DOORS W/ALUM FRAMES BY OWNER — GROSS WALL AREA SF WALL M.OF(5) I I— —I I— — — GUZING AREA SF SEE SHEET A3 AT DF 1 POST SECURE GLAZING-N-MVERT U OF 0 I AT CAN�PY BEAM - NON-METAL FRAME ALL U=0.30 STOR 3070 SC WD DR METAL FRAME AXED U 0.38 J W/OR W/O THERM BRK W/WD FRAME OPERABLE U=0.40 • z LUNCH I A 1 A 6 28 �' - METAL FRAMING—MAN ENTRY DOORS U-0.60 O /� -I-. OFFICE GLASS BLOCK U=ABLE I- 3040 RELIVE IN _ OFFICE x DISHWASHER OFFICE DOORS -SKYLIGHT SEE TAKEHM FRAME � l A,A B c4D2.4 1 HR FIRE TED37 FIRE RATED A 1 B 3070 DR IN A 1 A B I 307E SC WD DR 000Rs(NONSMNG NG) R a.7s z WD FRAME W/WD FRAME. ROOF/COUNG R=49 _ 3070 HM OR W/ SMOKE GASKET — 8 TYP. ROOF-MIL BLDG R=25+R-it IS HM FRAME AND VIS PANEL DOOR BOTTOM I 3070 SC WD DR WALLS-MAS R=9.5ci SMOKE GASKET AND CLOSER 307E SC WD DR WALLS STEEL FRAME R=13+106 0 FULL GASKET W/WD FRAME W[/WD FRAME', - WALLS-MR BLD'G R=19d �JT I TYP. 4. / WALLS WOOD(°nt) R=21 I I O kgE PLIES WALLS BELOW GRADE SAME AS ABOVElllllOFFICE - R-3D RELIVE 23 TT M 211 D SLAB ON GRADE(UNHEATED) (24'PERIMETER) TEMP GL TEMP GL R=10 O A T A B (HEATED) (24'PERIMETER AND 3, 3'2° W/WD FRAME D UNDER)R=10 z 1 HR RATED 3070 SC WD DR STAB ON GRADE HEATED F3070 IRE RATE e A 1 A'._lA„ 5'-8" s'-6' I2' lYP HM SM SMOKE EXIT HALL VIS - - SMOKE GASKET EXIT PANEL 2W/.WD FRAMES TEMPEGL - A8 DOOR BOTTOM - _ FINISH SCHEDULE AND CLOSER — a'-s° 6'-s° s-B' s-a s' KEY FLOOR BASE WALLS SPECIAL NOTE CEILING Q 1 HER FIRE RATED 28 _ 3 2 HALL A A 1 A ROOM NAME CNG W/00 1x5 REM-SIAN GAB-PAINT P.LAM WANSNT GWB PANT 307E DR W/ 307E SC WD DR 3070 S WD DR RELffEL17E o A 1 A B ONCE SMOOTH 52'NGII W/ SMOOTH WD FRAME W/WD FRAME '.. 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Q All FINISH M4TERMLS SH4U HAVE FLAME SPREAD RATING OF CLASS'C'OR BETTER.(FLAME SPREAD RANGE J 3070 SC WD DR PR 2670 SC WD DR OF 76 TO 200 AND SMOKE INDEX OF 0 TO 450) A l 1 D WD FRAME W07WSC RAAME R I W/WD FRAME 3 Q X 307E SC WD DR X 3 T'�' — X STOR 1213 nPWDFRAME A9 N © Ix� DISHWASHER A 1 B 1 D ---- RELIVE OFFICE 4 7 B 4-2 (� PHONE BD ��V» LUNCH TEMP GL A 1 A e 3070 SC WD DR f t --11 W/WD FRAME A 1 A B ^307E SC WD DR 'u1ND'G A OVE £. �• NIME2x12 HF z 2 W ]\ArtA1B4OWJB212AW/HANGERS 3070 SC WD DRPID W/WD FRAME EXIT TYP. 54, 6,_6„ 10'-8„ 5' 22'-4" 307E SC WD DR HALL W/WD FRAME AND 14S PANEL HALL \ A8 17'-5" ® ENTRY SIM/ EXIT _I 3070 HM DR W/ 1 v 3,-4�, 4'-1„ A i A B _ COHERE HM FRAME AND VIS PANEL \ \ r� ENTRY SMOKE GASKET e AND FULL GASKET LO E U IT 307E SC WD OR I I OPEN `u N ' TOWEL DISP a O W/WD FRAME W/GARBAGE TO ABOVE/ \ r F HAND SINK W/MIRROR DF LOCKER E AND ADA FAUCE S 3070 SC WD DR 2 UP A8 WAS H 3070 SC WD DR A 1 B 1 D -- = = W/WD FRAME \ 4. \ ` m o TYPP WD FRAME ,,��� M Aw m A 1 B 1 D STD \GARBAGE > CAN11 P r w rFTT RE ELV ENCH BENCH aEVAroR---- I ,' - — AD s,-m' a° -a° 0 2" �l FD• a' a' � 25' 25' 26' 4' a -- s 3070 HM DR W/ 3070 HM DR W/ 6"` FREEZE PROOF HOSE BIB WOOD COLUMNS HM FRAME AND VIS PANEL E 4:1 AZLI HM FRAME AND NS PANEL H (ONLY ONE O EXTERIOR) ( l'/�Q SMOKE GASKET A8 SIM SMOKE GASKET A9 SEE SHEEr A3 AT MAIN ENTRY 2018 APR IL L J d AND FULL GASKET - U OF U- CL a I HR RATED WALL FCm V 3 FC 5420,UL L501 1'MOM.PLYWD OVER WD JOISTS � m •' r AT 18'O.C.W/(1)LAYER I HR RATED WALL WP 3605,UL 305) 12"HANDRAIL 5 8 TYPE X 0W8 AT MONT ANGLES 5 . W JOIST IS CL'G(OVER RESATE CHANNEL 5/8''X'EA SIDE OF EXTENSION W/ AIIACH 12 G4 WIRE J WHERE JOIST ARE MFG MATERIAL) RETURN TO WALL Tp S1kUCi,ABOVE Ln 2x6 STUDS AT 16°O,C. 1 HR RATED WALL EXIT (FC 5420.ILL L501) 1' 1 1/2"0 HANDRAIL AT �- 0 k 1"NON.PLYWD OVER WD JOISTS ",1', 1' STAIR 34"ABOVE SPAR NOSING AT 16'O.C.W/(1)DYER PRUDE MIN. 7yp, 10'AFF W ENCLOSED INTERIOR STAIR=1 HR RATING REO. 5/8"TYPE'X'GWB AT RIGHT ANGLES 6'-8'CLR ABOVE - 5' TO JOIST AT CPG(OVER RES CHANNEL- STAIR NOSING. LANDING } — 4:'_ TYP.1 1/2.0 HANDRAIL WHERE JOIST ARE MFG MATERIAL) EXTEND TOP AND DEL WALL PLATE NOIE-SEE UY-IN CI'G DETAILS LJ LANDING Ek SIDE 3/4'PLYWD RISER AND CWB PPPROX.3'ABOVE FOR TOP OF WALL CONNECTKINS ° PROVIDE(1)L70 CUP AT LAY-IN CL'G TO STRUCTURE ABOVE --._ .... 12'HANDRAIL 1 1/8'PLYWO EACH STRINGERS TYP. Q MIN.CLR _F EXTENSION W/ TREAD HEADROOM ' RETURN TO WALL TYPICAL INTERIOR PARTITION WALL - 1 HR RATED WALL-- REQUIRED �\\ 1 HR RATED WALL " 5/8'OR 5/8"'X'GWB AT EA Z J1 FACE OF 2x STUDS AT 16'O.C. (WP 3805,Ul 305 1�'f TYP, (2x6 STUDS WHERE NOTED) WP 3805,UL 305) 5/8''X'EA SIDE OF yp x NOR 5/8''X'El SIDE OF 2x4 STUDS AT 16"O.C. UDI DES PER PLAN d 2x STUDS AT 16"O.C. o EXIT [SUPPORTING STRUCTURE] - 5/8"'%'GWB AT PASSAGEWAY 1 MAX. ALL USMIE W— ����,��p�/��� 1 HR RED. RISE SPACES CONT 2x DBL PLATE SOUND BATT INSUL WHERE NOTED Wes= WASHROOM HALL - ELEC. ROOM " 1' EACH SRINGER (1)2z12 DF11 STRINGER CONT Pi 2z SILL PLATE Np0pC5 ACCESSORY PER 1 AND 10202 ACCESSORY USE SECURTtU TO 2x BU('C B1WN AT EA WALL WBH 2S BLK'G W/1/2'GALV EXP.ANCHORS 5 1/2"CONC.STAB W/ JAN �t'G PLATE W/ AND PR OF STINGERS Ai W GALV.STL PULE WASHER FIRE RATING NOT REWIRED NO OCC LOAD E� - STRINGERS MIN.18.O,C,BTWN TYP, { 5S AT 18'EL WAY ACCESSORY USE 4' (2)16d TYP A NIN.8'O.C. TYP, NO OCC LOAD LANDING... TYP. FT 20 BR'G PLATE TO CONC PT 2x6 BR'G PLATE TO CONC. z W/16d EXP AT 12'O.C. W/16d EXP AT 6'O.C. STAGGAR TYP. SEE NOTE�AND WALL SECTIONS FOR AD08IONAL WALL CONSTRUCTION TYP. STAIR DETAIL '' 93 COMPACT U SECTION A-A AT INTERIOR EXIT STAIR INFORMATION(INCLUDING SHEPRVALL AND INSULATION) R�D�R� \ z 20 HANDRAIL CAP SECURED TO ?'RAIL POST W/(2)ST STL!10 az #10 SCREWS THRU ST STL PLATE 0 1 3/4"x 8"x 3/8'ST SR 5/8'%'GNO AT EA.FACE PLATE WELDED TO T POST OVER 2x STUD(INSUL.OR C.7 W/3/16'FILLET ALL AROUND PLYWD WHERE NOTED) z EASE EDGE OF'T'TO MATCH �• 2'x A 3/16'HSS CONT. RAIL CAP PLATE 1/2'0 HAND NA FLOOR EDGE SECURED TO TO.HANDRAIL Ai 34'ABOVE NOSING 1P. WF W/CLIPS AT 24"O.C. - ATAT 34 ABOVEABOVE SECURE TO FA P09 1/4'ST STL BRAIDED CABLE STAIR NOSWTG W/NES POETS 5"x ED 1/16'SIL PLATE W/Si SR TURNBUCKLES AT A MAX.8'O.C.TYP. WELDED TO T POST W/ EA.ENO. 3/18'FlLLEf AND BOLTED .�.� PROVIDE 2x6 BLK'G B7WN STUDS THRU FLANGE W/(2)1/2.0 FOR HANDRAIL BRACKETS TYP. MACHINE BOLTS TYP. 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STAIR SECTION Q " N (O )/4* �' 3/4'==0' 5/8''X'GA'B TYP. 20 HANDRAIL CAP SECURED TO T'RAL POST W/(2)ST S1L iu \ pRONDE MIN.6'-S"CLEAR 2z3 HANDRAIL SUPPORTED �10 SCREWS TH ST STL PU \ HEADROOM ABOVE NOSING W/ST STL IVES NOR AT 6 O.C.TO MATCH 1 3/4'x 8'x 3/8"ST STL 1 1/2"0 HANDRAIL T'RAVING PLATE WELDED TOT POST W/3/16'FILET ALL AROUND AT U.SIDE OF STAIR PROVIDE 2x6 SOLID BIR'G BTWN STUDS 0.'P' EASE EDGE OF T TO MATCH - - AT HOWR RAIL CAP PLATE ill 3 1/2'x 6•x 3/8'STL PLATE 8 WELDED TO T RAIL POST W/ 3/i6"ST STL BRAIDED ME- 1/4 "FILET WELD ALL AROUND W/ST STL TURNBUCKLES AT SSELCUARE READ TO AND(2)1/2'MACHINE SCREWS G END. 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ALL EXIT SIGNS AND EMERGENCY PATHWAY LIGHTING SHALL BE 110 V. FIRE RATED o" 5'-a° -a" _ 12' 1 7 INTERCONNECTED TO ALARM SYSTEM W/BATTERY BACKUP TO PROVIDE Z 3070 DR W/ SLMIOKEAMMEE- EXIT 1 r 3'3 LIGHT FOR 90 MINUTES MIN. J AND FULL GA KET \ 2. EXIT SIGNS SHALL BE WALL OR CCG HUNG AND MEET REQUIREMENTS -10° - 25'-0" 16' OF SECTION 10.11 Q 6N 15, 10.8 3. EMERGENCY PATHWAY LIGHTING SHALL PROVIDE ILLUMINATION AT ALL POINTS OF EXIT PATH OF 1 FOOT-CANDLE MIN.-NOTE LOCATIONS SHOWN ARE A GENERALIZED AND SHALL BE PROVIDED TO FULFILL THIS REQUIREMENT I'-Oh M IAI UPI,, YV CONF RM 1•7 Q OCC LOAD = 21.6 OFFICE w Z OFFICE 173 SF 324 SF OCC LOAD = LLJ OCC LOAD = 3.3 1.7 � r- --- M U UPANCY 10.8 OFFICE006.2 (i) EXTCREQURED <50 OCC. EXIT NOT REQUIRED TO BE FIRE RESISTANT \ ----- D g TRAVEL DISTANCE ALLOWED (SPRINKLED) = 300 FT o - - Al00 A SHOWER 1.7 00 JAN. Q x - OFFICE 4'-2" o __- EXIT LOAD -- --- LUNCH = 17.6 173 SF _ OCC LOAD = -- --- 249 SF 1.7 W OCC LOAD = - - - - ELEC. �OOM 16.64.3 EXIT EXIT — — — — EXIT $�a \ -EX 83 IT LOAD = 8.3 \ HALL Z EXIT LOAD EXIT COVERED \ 324 SF \ ENTR U LO KE U IT ( OPEN \ / 15.5 TOWHAND SINK W/MIRROR /EGNt I&1GE OF LOCKER TO ABOVE,,,- AND \ \ ^°- I ADA FAUCETS 3.3 324 SF WASH FFI _ o OCC LOAD = I' M CH -I N GARBAGE 3.3 > w w b ENCH BENCH EL V ioRAIL � 70,_2, 25' 5' 26' 4' 8. WOOD COLUMNS AT MAIN ENTRY 2018 A P R I L 29 U OF LL a 11 12 c 13 A 25 A7 3 A7 T 23,6, 6' 6„ 6' v \ 4 r � xx xx ga , c� m � o � o Qm 0 i o � a g a W o = D DOOR BELOW A8 3070 DR W/ FIRE RATED --_ • Z (20 MIN.) O CLOSER _ EXIT SEPARATIONS IBC-1015.2.1 HM FRAME NON-SPRINKLED 1/2 DAG OF BUILDING z SPRINKLED 1/3 DWG OF BUILDING �Vv/ 84' _� I z —I FURNACE DESIGN FLOOR LOAD — [125 LB LL] O_ LOCATION TO BE 3,900 SF Z FIELD VERIFIED 0 UNFINISHED FUTURE OFFICE D C C WALL-5/8"'X'GWB OVER EACH FACE OF 20 STUDS SOUND BATT INSUL BTWN 3790 SF OFFICE AT 1:100 = OCC LOAD = 38 STUDS (1 HR ASSEMBLY) OFFICE=B OCCUPANCY CL'G AT STAIR_ 1006.2(1)EXIT REQUIRED<50 OCC. - 3/4"CDX PLYWD OVER 3 w EXIT NOT REQUIRED TO BE FIRE RESISTANT 3070 DR W/ 2x6 HC. RAFTERS AT A9 Z 24"O.C.W/R-21 .TRAVEL DISTANCE ALLOWED(SPRINKLED)=300 Ff EXIT LOAD EXIT HM FRAME _m BAIT INSUL AND 5/8°'X' = 19 FIRES RATED EACH FACE OF 20 D Y GWB 3 R W GWB AT CL'G(10'AFF) r HR ASSEMBLY) AT i6"O.C.W/R-15 (20 MIN) SOUND BATT INSUL B1WN W DN 1 1/2"0 HANDRAIL TYP, 41. 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PNIS W/1 I/Y A x 1/4'POSTS-SEE WIDIOR OCTAL INTO SUB BAR 6 MIL VB AND MIN.Y CRUSHED ROCK LEVECG BD C) HM HEAD,JAMB AND SILL PER ttP.STEEL PNGIE FAIRED 6 • MANUFACTURES STANDARD — — _ — — — — g � AT EXPOSED EDGE OF r — U' Ai PIT SUB - - - - - - - _ Z ` i1P.ASPHALT OVER ANDCRUSHEDODD — 4�y NOTE - OPENINGS IN FLOOR TO BE fi X�WIN TPA (2)�5'S AT SUB EDGE 1 ME FILLED IN W/ 7/8"PLYWOOD OVER CMB(214'S AT TOP TO MN.IYx 6'AT ALL EDGES (2)05'S AT T.O. , Q 2X1O JOISTS AT 16' D.G.Wl RETAINING WALL q (2) LAYERS 5/8"GWB AT CL G UNTIL Al AT 16'O.C.Ell — ps'S AT 12'D.C. (z)Ms'AT PERIMETER ELEVATOR INSTALLATION OCCURS ELEVATOR NOTES �' EA WAY 1YP. of EQUIP.PIT, 4 1/2'LONG SUB W(� CLR RA.RAMP E PER APPROVED LLED 1) ANSI SECTION 101 AND 102,PIPES,DUCTS,CONDUIT,AND E IPMEM �5'S A124 0C•EW nY UNDISTURBED SUB SOIL SECOND FLOOR NOT USED FOR THE OPERATION OF THE ELEVATOR ARE PROH TEED IN 114 O AT RETIRING WILL ITO THE MACHINE ROOM OR IN THE HOIST WAY. SINGLE 2x8 TE I'3" I'- MACHINE ROOM. 4 e�A p;,�•.,� 4' w 2) UBC 5115(C)-MAINTAIN ALL REQUIRED WORKING C CES IN THE �—, I I COMPALTED FLL �l ., 6— - 3) ANSI RULE Y PIT.WATERPROOF AS NECESSARY TO PR MT ENTRY OF — CSTOI Fr RUCTURALNT.FrG P� UNDISTURBED SUB SOIL z GROUND WATER.SUMP PUMPS MAY BE INSTALLED BUT OF TO (5I I5's M. fy- 5 1/4 x 11 1 4"x 9'-4'LG MAINTAIN DRY PIT. 2.0 E PSL(P AUAM)HDR .. _... - ._ `•�A .. UIDISNRMD SUB-GWDE L1J FIELD 81FY LENGTH 4) UBC 5123(2),ANSI RULE 106.1d.-PROVIDE PIT DER. . I /q 5) ANSI RULE 101.5b,PROVIDE MACHINE ROOM VE TION. (2,LAYE OF5/B"X' GUARD RAILING /� SLAB AT DOCK LEVELER ( ItLA OF SHAFT- 6) UBC 5f 16(I)-PROVIDE HOISTWAY 1'EATTIUTION. (� U) FIRE T UBC 5118-(d)-COMPLY WITH ALL CURRENT SEISMIC REQUIREMENTS. 1/2"= 1-D" v 1/2" 1 D" (1)LAYERS OF 5/8''%' C- OVER 1/2 COX PLYWD 3 1/'SOUND flATi '4— AT WAREHOUSE SIDE AND INS ON AT All 1 8) ANSI RULE 101.4.PROVIDE 1'-0'CLEAR H DROOM IN THE MACHINE RETAINING WALL R ETA I N N G WA L L IN RIO SHUT WALLS. ROOM. (2)LAYERS OF 5/8''%' 00 GWB AT ALL OTHER FAC 21f ACED BATT ( I 9) UBC 5116(e)-WAC 51-10.ELEVATOR L BE ADA APPROVED. C , OVER 20 STUDS AT D.C. AR HOUSE WALL V` (12"O.C.C.STAGER)W/ 10) ANSI SECTION 300.PROVIDE PROPER T CAR RUNBYS,CLEARANCES FOR CAR MD REFUGE SPACE. X 2x6 SILO TOP AND DBL. HM FA JAMB AND SILL PER Q X PLATES ttP.AT ELEVATOR SHAFT. MANUFACTURES URES STANDARD 11) AIJ51 RULE 101.16 AND 101.14 IN I OTHER THAN MASONRY PROVIDE (V LABELED ENTRANCE ASSEMBLIES- STALLED AND TESTED. 2 HR CHASE WALL g 12) UBC 5120.2-GROUT BEHIND 0 FIRE SEAL BEHIND ALL HOISTWAY m PENETRATIONS FOR PIPES,FIXTU S,ETC.. WP 5530 ICC RATING OF 59 13) UBC 5115(f)5 AND 7B-E TOR HOISTWAY SHkL NOT BE VENTED OR PRESSURIZED THROUGH EVATOR MACHINE DOOM. � \/\/\/\/°\/\/\/\/\/ 14) UBC 5I15(f)4,ANSI SEC.I i-VENTILATION AND PRESSURIZATION x/X\x x x x x x x INSTALL MFGR'S SID STL ANGLE AT EQUIPMENT,DUCT,ETC. NOT BE LOCATED UN ELEVATOR MACHINE SILL OF HOIST WAY ROOM OR HOISTWAY SP ANSI 100.1c,204.1b-GLASS IN OR ON ELEVATOR HDISIWAYS AND ��� C GROUND FLOOR CARS MUST BE LAMI D AND MEET THE REQUIREMENTS OF DE LO ON ANSI Z97.1 AND A LABEL'MEETS SNSI Z97.1 REQUIREMENtV AN APPROVED NCY IS) ANS 21.1(o)(2) PROVIDE A MEANS OF TWO-WAY CONVERSATION AND A LY ESSIBLE POINT(MIN ELEVATOR LANDING)OUTSIDE _ _ H001A 24 PLATE OVER PT 2x6 SILL PLATE 1/2"COX PLYWOOD OVER E —+ _ 11) ANSI 211.1 THIS STRUCTURE I$CONSIDERED AS UNATTENDED AND SUN, AB AND PLATE WASHERS 2x6 STUDS AT 16"O.C. `g• EXTEND WATERPROOFING — ( SAC PER SW SCHED. FROM TOP OF STEM W L ���TTTTTT�� — ONE OF TWO DITIONAL EMERGENCY SIGNAllNG DEVICES SHALL BE -NIL PER SW SCHED. o TO BOTTOM OF FOOTI hill= PROVIDED(P 0 TO ANSWERING SERVICE) TURN SLAB BAR DOWN INTO THICKEN ---y SLAB FYG CONT.15 AT EDGE OF SLAB CONT.CANT STRIP 18) ANSI 211.1-PRON EMERGENCY POWER SUPPLY FOR THE DEVICES REQUIRED 211.1(o) AND 211.1(b)THE SUPPLY BE CAPABLE OF PIT IMP CONC.STEM WALL OPERARN THE AUDIBLE ES FOR A MIN.OF 1 HOUR AND THE VERIFY SIZE I AND PIT SUB/F NG MEWS TWO-WAY CONV SATION FOR A MIN.OF 4 HOURS. � SEE STRUCTURAL. s d°, ,. AND LOC REQ. _ 19) SECTI 5111.(c))-INSTALL ROVED KEY RETNNER BOX KEYED TO m I=III THE .REQUIRED BY THE GOV NING MUNICIPALITY. F� UL=�IL7— = ALL REQUIRED TO OPERATE ELEVATOR,EMERGENCY SERVICES, I I— e — M NVE ROOM AND HOISTWAY ACC SHALL BE TAGGED AND KEPT _ m IN HE KEY BOX. UNDISTURBED SUBSOIL OR 20) E ELEVATOR CONTRACTOR SHALL PROVIDE OP DRAWINGS OF N o a d -�APPROVED COMPACTED FILL ALL PROPOSED EQUIPMENT,HOISDYAY,VENT) ON EQUIPMENT AND OR ,cam (2)#5 CDNL AT BOTTOM Z REQUIRED PRESSURIZATION EQUIPMENT TO ARC CT OF RECORD AND o TO THE GOVERNING BUILDING OFFICIALS. 21 TWO-WAY COMMUNICATION SYSTEM SHALL BE PROWD AT THE ELEVATOR E-W SECTION AT ELEVATOR LANDING WITH FIRE COMMAND CENTER ON UCN FAOR DIVE OR BELOW 5 FO U N DATI 0 N AT E NTE RY THE STORY OF THE EXIT DISCHARGE CLEAR DIRECTIOLS 0 USE CF THE 2012 10018 POSTED D 1OD77..8.1 ENT TO COMMUNICATION D E. / 1/2"= 1'-0" 2018 APRIL 29 OF a 20 STUDS AT 16"O.C. AT OFFICE AREA R-21 FACED BATT WILL. c IS Pi.2x SECURED TYP.PRE-FlN WALL PANEL PROVIDE BLOCKING AT TYP.PRE-FIN WALL PANEL � w� REQUIRED R/O TYR VERIFY MODULE i0R 5 TYP.PRE-AN WALL PANEL w- TO FACE OF VERIFY MODULE TOR /8°'%'GWB OVER ii TILT PANEL W/ CONIC.TILT-UP DOOR LOCATION RELATIVE 5/4 x 6 HEAD TRIM DOOR LOCATION RELATIVE 2x6 STUDS AT 16°O.C. AT MFGR P1REA =a 3/16'TIIEN CONC.TILT-UP SPANDREL PANEL RELATIVE TO SIDING PATTERN (CLR 2z8 AT ENTRY) RELATIVE TO SIDING PATTER AT AREA SCREWS'T SPANDREL PANEL BESTWORTH RAIN SCREEN PANELS ` o WRAP SIMPLE SAVER VINYL PRIOR TO INSTALL SPECIES TO BE PRIOR TO INSTALL OVER 15 FELT AND 1 2 COX xn w ifi'O.C. FACING UNDER HM FRAME DLTERMINED-CLEAR HDR PER STRUCT. H /° r TYR CONT.SEALANT AT JOINT TYP.CHAMFER AT R/O NATURAL FINISH. PLYWD SHEATHING TYP. TYP.CHAMFER AT R/O BTWN HM FRAME AND CDNC. PRE FORMED NEOPRENE CLOSURE PRE-FORMED NEOPRENE CLOSURE J -� TILT PANEL-LA SIDE IYP. J CON".SEALANT AT JOINT M.AT ALL.END CUT PANELS TYP.AT ALL END CUT PANELS i OR,DR DOOR TOP PAIN DRIP BTWN HM FRAME AND CONIC. 3/4 FACED PLYWOOD WRAP SIMPLE SAVER VINYL PRE-FORMED NEOPRENE CLOSURE TILT PANEL-EA SIDE TYP. CASING AT HEAD,JAMB CLR 2x8 AT ENTRY FACING UNDER FRAME TYP.AT ALL END CUT PANELS TRACK SYSTEM WEATHER STRIP JAMB W/ PEMKO 346D SECURED PRE-FINISHED OONT,MTL PRE-FINISHED CONT.MT. ' CONIC.TILT-UP JAMB AND SILL TYP. SPECIES TO BE BESIWORTH HEAD TRIM AT JAMB BEYOND W/MiGR WEATHER W/06 SHEET MI SCREWS 7'DRIP FLASH AT DOOR HD 7'DRIP FLASH AT DOOR HD DETERMINED-CLEAR PRE-FINISHED CONT.MD. C!'� GASKET TYP, 5 3/4'HM DOOR FRAME CONT.SEALANT AT JOINT NATURAL FINISH. PROVIDE 7'ON FLASHING Z'DRIP FLASH AT DOOR HD INSUL WEATHER STRIP DOOR TOP RAIN DRIP BTWN TRIM AND WINDOW SET WINDOW UNIT IN BED OF TYP.STD ANGLE WINDOW STOPS o O.H.DOOR AT PT BLK'G AT INSUL.HM DOOR - WEATHER STRIP PER DOOR PEMKO 3460 SECURED UNIT OVER WINDOW STOP SEALANT W/FLASHING TO FLASH PLYWOOD EDGE WITH SECURED TO SR FRAM'G CONT.SEALANT AT JOINT PANEL HEAD PER DOOR TYR MFGR AT HD AND JAMB W/p6 SHEET WTL SCREWS AND FLASHING TYP. EXTERIOR AND WINDOW STOPS 3/4 FACED PLYWOOD DRIP FLASHING TO MATCH 81WN AASH'G AND WINDOW UNIT MFGR. TO INTERIOR TO MAKE WEATHER CASING AT HEAD,JAMB WIDOW FINISH. FLASHING TYP, INSULATED HM DOOR [THERMAL DED ALUM WINDOW UNIT W TIGHT INSTALLATION TYP, AND SRL TYP. CONT,SEALANT AT JOINT TYP. EXTRUDED ALUM WINDOW UNIT W/ BREN(AND DBL PANE THERMAL BREAK AND DBL PANE E A, GLAZING U=.fi5 CONT.SEAINWT AT JO BTWN TRIM AND WYNDOW SECURE WINDOW UNIT W/ LOW-E FILLED GLAZING U=.65 Q UNIT OVER WINDOW STOP GLAZING TAPE AT GLAZING o OH DR HEAD HM DR AT TILT UP HM DR AT MTL FRAMING DOW AT OFFICE AND FLASHING TYP. STOPS PER MFG'S » _ T==F� W NDOW AT ENTRYDtt WINDOW AT MFGR AREA I 11'-0" 1 -0 HEAD HEAD ,� 1„ = 1'-0" HEAD � 1„ = 1,_0„ HEAD R-21 FACED BATT INSUL. Pi.2x BLK'G-SECURED �- TO FACE OF TILT-UP PANEL 5/8''X'GWB OVER TYP,PRE-FIN WALL PANEL BESTWORTH RAIN SCREEN PANELS W/3/18"TREN SCREWS 2x4 STUDS AT 16"O.C. U O 5/8"'X'GWB OVER DYER 15#FELT AND 1/2"COX 2x8 SPUDS AT 16 O.C. PLYWD SHEATHING TYP. AT B. DC.TYP. TYP.PRE-FIN WALL PANEL AT OFFICE AREA DOOR LOCATION RELATIVE AT ENTRY AREA D.H.DR VERIFY MODULE FOR RELATIVE TO SIDING PATTERN M.PRE-FIN WALL PANEL TRACK SYSTEM CONIC.TILT-UP IYP.CONi.SEALANT AT JOINT CONC.TILT-UP WRAP SIMPLE SAVER VINYL DOOR LOCATION RELATIVE 1 z 4 JAMB TRIM PRIOR TO INSTNI EXTRUDED ALUM WINDOW UNR W AT MFGR AREA • z AT JAMB PANEL AT JAMB PANEL AT JAMB FACING UNDER HM FRAME RELATIVE TO SIDING PATTERN (CLR 5/4 x 6 AT ENTRY) THERMAL BREAK AND DBL PANE WARP SIMPLE SAVER VINYL SPECIES TO BE FACING EXTEND INTO WINDOW Q PRIOR TO INSTALL LOW-E FILLED GLAZING U=,fi5 �—TYP.CHANTER AT R/O ^TYP.CHAMFER AT R/0 CONT.SEALANT AT JOIN" DETERMINED-CLEAR JAMB FLASHING PANEL CLR 5 4 x 6 OPENING AND UNDER WINDOW 2'HM DR JAMB W BIWN HM FRAME AND CONC. NATURAL FINISH. PER BLD'G MFGR-VERIFY JAMB TRIM AT ENTRY UNIT. TYP. JAMB FLASHING PANEL ~ / TILT PANEL-EA SIDE TYP. C� PUNCH AND DIMPLE FRAME CON".SEALANT AT JOINT FIT PRIOR TO INSTALLATION SPECIES TO BE BESTWORTH JAMB TRIM PER BLD'G MFGR TYP. WEATHER STRIP SECURED WITH CONC.SCREWS BTWN HM FRAME AND CONC, JAMB FLASHING PANEL 3/4 FACED PLYWOOD DETERMINED-CLEAR0 Z INSUL. AT F'(BU('G AT PER MFGR THRU SOLID SHIMS TILT PANEL-EA S1DE TYP. 5 3/4'HM DOOR FRAME CASING AT HEAD,JAMB NATURAL FINISH. PROVIDE'Z'DRIP FLASHING CONT.SEALANT AT FLASHING O.H.DOOR HEAD PER DOOR TO CONC.TILT-UP PANEL PER BLD'G MFGR-VERIFY AND SILL TYP. 7SET WINDOW UNIT IN BED OF PANEL MFGR, Tfly DIMPLE SMOOTH-PAINT �ME STRIP JAMBW/ WEATHER STRIP PER DOOR AT PRIOR TO INSTALLATION SE/lAA1"W/FLASHING TO ---RASH PLYWOOD EDGE WITH TYP.STL ANGLE WINDOW STOPS JOINTS Z SECURED TO STL FRPM'G (n MFGR AT HD AND JAMB CON".SEALAN"BTWN EXTERIOR AND TO WINDOW STOPS 3/4 FACED PLYWOOD DRIP FLASHING TO MATCH SET WINDOW OVER 26 GA INSUL HM DOOR GASKET TYP. INSULATED HM DOOR FINISHED LINING AMID Ai INTERIOR TO MAKE WEIHER CASING AT HEAD,JAMB z TYR WINDOW FINISH. EXTRUDED ALUM WINDOW IN W/ JOIi RING WINDOW UNIT WINDOW UNIT AND TIGHT INSTALLATION TYP. AND SILL TYP. CON",SEALANT AT JOINT TYP. THERMAL BREAK AND DEL PANE FLASHING TYP, CONT,SEA N AT JO LOW-E FILLED GLAZING U=,65 FLASHING PAN AND SHINING.SE BTWN TRIM AND WINDOW SECURE WINDOW UNR W/ UNIT OVER WINDOW STOP GLAZING TAPE AT GLAZING SF14RW"BED. TYP. z OH DR - JAMB (��HVM�D�RRO,�AATITILL�TIU0�� HM DR AT MTL FRAMING WINDOW AT OFFICE ANDFlABIRNGTYP. On PER MIN NS TP. RECOMMENDACD 1" = 1'-0° JAMB 1 1" = 1'-0" AMQD11! WINDOW AT ENTRY WINDOW AT MFGR AREA = 1°-O'Y JAMB 1 � 1„ _ 1,_0„ - JAMB EXTRUDED ALUM WINDOW UNIT W/ EXTRUDED ALUM DOOR UNIT THERMAL BREFILLED AND DEL PANE W/THERMAL BREAK AND DEL PANE LOW-E FILLED GLAZING U=.65 DEL PANE LOW-E FILLED GLAZING INSUL OH DOOR MFG. INSUL HM DOOR MFG. INSUL.HM DOOR AND FRAME DOOR MFG. U=.65 O.N.DOOR WEATHER STRIP O.H.WOR WEATHER STRIP WEATHER STRIP 3/4 FACED PLYW000 WINDOW UNIT IN BED OF PANEL DOOR BOTTOM PANEL DOOR BOTTOM DOOR BOTTOM CASING W/MIN.1z1 EDGING SEALANT W/FLASHING TO _ TO REASONABLE MATCH GRAIN TO AND WINDOW STOPS THRESHOLD SADDLE- SET WINDOW UNIT IN BED OF L THRESHOLD SADDLE- THRESHOLD SADDLE- OPTION-GRANITE SILL 10 INTERIOR i0 MV(E WEATHER PEMKO 274x61 W/ SEALANT W/FLASHING TO PEMKO 276-A W/282A ELEVATOR PEMKO 274-4A W/282A ELEVATOR AND SILL TYP. TIGHT INSTALLATION TYP. PROVIDE W[FULL WEATHER GAS 281A ELEVATOR EXTERIOR AND WINDOW STOPS z EASE EDGE OF SLAB EASE EDGE OF SLAB AND MFG.oDOOR BOTTOM FOR PLATE TO INTERIOR TO MAKE WEATHER W/I/2'RADII TYP. X" THRESHOLD CONIC.SIDEWAU( WRAP SIMPLE SAVER V4WIN TIGHT INSTALLATION TYP, CONIC.SLAB CONIC.STAB CONIC SUB SILL FLSHING TYP. -SLOPE TO DRAIN AWAY FACING EXTEND INTO W PER BLD'G MFGR-VERIFY CONIC.SLAB ON GRADE ON GRADE ON GRADE fRON BID'G TYP. OPENING AND UNDER CONIC.SIDEWALK IN APRON CONIC.SIDEWALK IN AWAY FR PRIOR TO INSTALLATION ON GRADE SILL FLASHING TYP. TYP• SET ADJACENT SURFACE _ -SLOPE'G DRAIN AWAY ' -SLOPE TO DRAIN AWAY 1 x 4 SKAtT TRIM UNIT. TYP. �FIN. LOW OF BLD'G FROM BLD'C TYP. FROM OLD'G TYP. TYP. PER BLD'G MFGR-VERIFY �.SLAB. (CLR 5/4 x 6 AT ENTRt)SPECIES 10 BE PRE-FORMED NEOPRENE CLOSURE FR PRIOR TO INSTALLATIONDETERMINED-CUNR TYR AT ALL END CUT PANELS STL STUD R/O FRAMIN (n WHERE SLAB EXTENDED WHERE SUB EXTENDED Pi 2x BLK'G AT PERIMETER NATURAL FINISH. PRE-FORMED NEOPRENE CLOSURE INTO DOOR OPENING INTO DOOR OPENING - TYP.PRE-FIN WALL PANEL '� 2x BLK'G AT PERIMETER RIGID R-10 INSULATION (W/GRANITE OPTION- L RIGD R-10 INSULATION TYP. TYP.AT All END CUT PANELS SLOPE AT 1/4° SLOPE AT 1/4" ALLOWING MIN.1°CONIC.C R 1'x 4 GIWWTIE SKIRT TRIM) z -A--+ FOR 12°OUT i0 �� EXTEND WATERPRODF'G K-� fXTENO WATERPROOF'G ALLOWING MIN.1"CONIC.COVE 00 W/IN 2"OF SURFACE FOR 12"OUT TO WIN 2"OF SURFACE TYP.PRE-FIN WALL PANEL / E7(iENO WATERPROOFC DRAIN DRAIN EXTEND WATERPROGF'G / W/IN 2"OF SURFACE W/IN 2"OE SURFACE OH DR - SILL HM DR AT TILT-UP HM DR AT MTL FRAMING AT OFFICE DOOR AT ENTRY DOOR AT MFGR AREA Q x 13 14 15 (&yWINDOW 18 X NSILL - 1 -0 SILL SILL 1 = "0 SILL DOOR NOTES '-"HM FRAME HM FRAME 1, DOOR HARDWARE- ,= INSUL HM 4 x 5 H M H TRIM INSUL HM YEAR.5HE M HD TRIM Sc WD CLEAR WITURMALHFDYN�H A)PROVIDE LEVER ACTION ADA APPROVED HARDWARE. ODR -- - 5//4 5 HEM HD TRIM 5�;� HH oo 55�� XX 55 ��qq DD B)R VIDUAL TOILET ROOMS TO HAVE AGA LEVER ACTION PRIVACY HARDWARE W/EMERGENCY LOCK RELEASE AT EXTERIOR 55�� E D DOOR NATURAL FINISH OR �I CLFPI NATURAL FINISH CLEAR NANRALHFlNISH CLEAN NANRrLL.HFlNISH CLEPdt NATURAL FINISH q CL GL TEMP CL 2. CLOSER TO MEET ADA/ANSI A117.1-200j REQUIREMENTS INCLUDING A MAXIMUM CLOSING FORCE OF 5 LB. SC WD 3. ALL DOORS TO HAVE A MIN.1 1/2 PAIR OF SIMS RATED FOR HIGH FREQUENCY USE.EXTENR DOORS SHALL ADDITIONALLY BE N SC WD TEMP STORDOOR WD STAINLESS STEEL W/NON-REMOVABLE PINS. \ 1 44 HEMM,,B�Up�J TRIM \ 1x4 HEM JAMB TRIM \ CLEAR NATURAL FINISH ST DOOR 4. PROVIDE FLOOR STOPS W/HOOK @ EYE HOLDER AT EXTERIOR EXIT DOORS NWUURAL FINISH CLEAR NATURAL FINISH �q /� CLEAR NATURAL FINISH / SCLLEAAR NA CDEARI�"4 Ix WDFINFRRAME / CLEAR NATURAL FINISH E C MATCHIN�GN&FRRE 1x4 HEM JAMB TRIM MA HIFK,1z Wp FppME 5. PROVIDE AAIEROCN FLOOR DOOR STOP OR IVFS CONCAVE TYPE 407,2 7/16"0 WALL STOP(PROVIDE SOLID BLOCKING AT CLLFEAARR nn�unn CLEAR NATURAL FINISH CLEAR NATURAL FINISH c� WALL AS REQUIRED) .`" 1.4 HEM JAMB TRIM m CLEAR NATURAL FINISH 1x4 HEM AB TRIM ix4 HEM JAMB TRIM 6. WHERE NOTED ON DOOR ELEVATIONS PROVIDE 8"x34"KICK PLATE AT EACH FACE OF DOOR-STAINLESS STEEL. CLEAR NATURAL FINISH CLEAR NATURAL FINISH 7. THRESHOLDS SHALL BE 0 APPROVED AND NOT EXCEED 1/2'IN HEIGHT. / %/ W000 STOPS AND GL TAPE 8. PRGADE FULL SMOKE GASKET AT ALL ARE RATED DOORS. / / EA SIDE OF GL SET a z . z / IN HEM 1x CASING CLEAR NATURAL FINISH c 9. PROVIDE FULL MFGR WEATHER-STRIP AND DOOR BOTTOM AT ALL EXTERIOR DOORS INCLUDING PEMKO OR EQUAL THRESHOLD. � &� 10. PROVIDE A MIN.OF(3)MFGR SILENCERS AT ALL NON-GASKETED OR NON-WEATHER-STRIPPED DOORS. 5/1 x 4 HEM SILL TRIM SEE FlN SCHED N i CLEAR NATURN.FINISH F 11. ALL FIRE RATED DOORS SHALL BEAR A'UL'LABEL WITH UL LASTING CLEARLY SHOWN N -�" -1' 12. ALL 1 HR DOORS SHALL HAVE A MAX.END POINT OF 45V I KICK PLATE 1 I KICK PUff I uzi o a p` 13. ALL DOORS WITH LOCKING DEVICES SHALL ALLOW FREE ACCESS TO EXIT OF THE ROOM THRU THE DOOR WITHOUT THE USE OF A. O�FyFICE WAREHOUSE B OFFICE WAREHOUSE C WASHROOM p OFFICE -ALTERNATE- E OFFICE RECITE ELEV F TYP, OFFICE / LUNCH RM / T RM A KEY OR SPECIAL KNOWLEDGE. �A` °�' EXTERIOR HM SIM '�f=f' EXTERIOR HM SIM 1/2'-' U2�-r �/z''�' 14. ALL EXTERIOR PAIR OF DOORS SHALL HAVE WEATHER STRIPPED ASTRAL AND RELATED CLOSING HARDWARE THAT IS ADA COMPUANT. a 13. ALL DOORS TO ROOMS HOUSING FIRE PROTECTION EQUIPMENT,CONTROL PANELS AND ALARM PANELS SHALL HAVE CLEAR IDENTIFICATION SIGNS WITH MINIMUM Y HIGH LETTERING IN HIGH CONTRAST COLOR ON THE DOOR FACE. EXAMPLE:'FD ALARM PANEL' 2018 APRIL 29 14. ALL ARE EXIT HARDWARE SHALL BE LISTED IN ACCORDANCE WTTH UL 10C AND UL305. y U OF ELLL EL CONT.}5 AT PR PERIMETER-SEE SECT. 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ALL TOILET PARTITION DOORS TO HAVE CLOTHES ° HOOK/BUMPER BODRICK B-212 Q TEMP.SHIELD 8 AT DRAIN 3 NORTH EASE SOUTH SHOWER-WEST UNISEX — W/ SHOWER 4'-6° O MIN.FL 46' r l � CLR l AREA lv/ C' \AT ENTRY DOOR/ Z X HALL z Q Z _.._ TERMINATE P.IN1 MIN.18'X30"MIRROR 2DOORI MIN RATED MIN. R• 2' O Ali 2t07O Sc WD DR W�R MOLD -CENTER MIRROR OR 3070 SC WD DR ON SINK DBL.TP DSP. P.IAM.WAINSCOT PTAM WAINSCOT HALL(WHERE I ENTRY ODOR PAPER TOWEL DISP. ADA APPROVENG D 1 1/2'0 aW0 1 1/2°9 GRAB AT All MIN.3 WAL4S OCCURS) / Z_ BOBRIK B-262 W/PDA FAUCET BAR-ST.STL W/ BAR-ST.STL W/ OR EQUAL TYP 300 LB CAP. 300 LB W. P.LAM WAINSCOT ADA APPROVED TOILET TYP. 24" 18" - TP DSP. x 4 t➢ \X/ - / \ _ - - - a5 COI.6' -9 COVE BASE TEMP.SHIELD W AT GRAN fy Z 30"x48" AR EA REA MIN o ° LJ NORTH AT SINKSFL 2'-6° AT TOILET S, W WOMENS (MENS SIM) 8'-4N° �— TYP. ADA REQ. CLEAR FLOOR AREAS 0 x Q x cV c� TYPICAL DOOR 1'_6. SIGN 9„ low AREA SHOWN t—J SW SIDE E OF DOOR 0 JAMB o o a 1. All ROOMS TA HA4EFW RON SW'NAGE TO COMPLY . WITH ANSI A117.1- R 7 2. All SIGNAGE TO INCL GARD CHARACTERS AND BRAILLE g 3. ALL EXIT DOORS TO HAVE TACTILE SIGNAGE N b m W w } o N 2 ADA TACTILE SIGNAGE _ a _ z 0 1/2"= 1'-0" 0 t 3 2018 APRIL 29 1 O1: I` BUILDING CODE TILT-UP CONC. PANEL NOTES FOUNDATIONS CONCRETE GENERAL 2015 INTERNATIONAL BUILDING CODE 1. PANEL THICKNESS INDICATED IS THE INIMUM ALLOWED WITH 1. THE FOUNDATION DESIGN IS BASED ON THE 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE %" REVEAL IN THE PANELS. DEEPER REVEALS, EXPOSED RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE TABLE WEIGHT HARD ROCK TYPE (150 PCF) AGGREGATES SHALL CONFORM CONTRACT DRAWINGS. FLOOR LOAD AGGREGRATE OR OTHER ARCHITECTURAL FINISHES ARE NOT 1804.2. FOUNDATION WORK SHALL BE PERFORMED IN TO ASTM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS DEAD LOAD : 15 psf ALLOWED WITHOUT PRIOR APPROVAL. ACCORDANCE WITH CHAPTER 18 OF THIS CODE. THAN 0.05%. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL - LIVE LOAD: 125 psf BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE ' 2. ERRECTION AND LIFTING PLANS SHALL BE PROVIDED AND 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING 2. ALL CONCRETE DESIGN IS BASED ON A 28 DAY COMPRESSIVE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, FOOTING LOAD APPROVED BY THE ENGINEER OF RECORD PRIOR TO VALUES REPORTED BY GROUP NORTHWEST, INC. (FILE No. STRENGTH (f'c) OF 3000 PSI. WHERE 3000 PSI CONCRETE IS AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE, AND PROVIDED AND CALCULATED BY BUTLER MANUFACTURING INSTALLATION. G-4450) DATED SEPT. 1st 2017. REQUIRED BY THE BUILDING DEPARTMENT FOR WEATHERING LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE COMPANY (PROJECT: DANTRAWL BLDG; NAME: 1 7-01 7 737; ALLOW. SOIL BEARING 2000 PSF PURPOSES ONLY, NO SPECIAL INSPECTION IS REQUIRED. APPROVED IN WRITING PRIOR TO ERECTION. JOBSITE 17305 59th AVE NE) DATED AUG. 29th 2017. 3. PROVIDE (1) #5 HORIZONTAL AT TOP, BOTTOM, AND SIDES SOIL FRICTION .35 OF ALL OPENINGS. EXTEND MINIMUM 2'-0" BEYOND OPENINGS EQUIV. FLUID PRESSURES 3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA UNLESS OTHERWISE NOTED AS EACH FACE E F ACTIVE PRESSURE* 45 PCF EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY AN STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA WIND DESIGN DATA ( ) PASSIVE PRESSURE 350 PCF INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE PRIOR TO ERECTION. 1. BASIC WIND SPEED: 110 MPH EPT E WEATHERING 2 FOR ION.W RING EXCEPTION. 6� 2. WIND IMPORTANCE FACTOR (Iw): 1.0 4. PROVIDE #5 x 4'-0" DIAGONALS AT CORNERS OF ALL ENGINEER. SEE NOTE 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL O OPENINGS. 3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW THE (6 BUILDING CATEGORY: II UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. ALL 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL. CONSTRUCTION PROCEDURES. N 3. WIND EXPOSURE: CLn 4. INTERNAL PRESSURE COEFFICIENT: NA 5. SHOP DRILL Ya" 0 AIR-RELEASE HOLES IN EMBEDMENT AT 6' FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR Q N 5 5. APPLICABLE WIND PRESSURE FOR ON CENTER TO DISPLACE ALL VOIDS. UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. 5. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. . THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPONENTS AND CLADDING: NA COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK 6. SEE PANE ELEVATIONS FOR PANEL THICKNESS. 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING 6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO w _ E SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR 301. THE ATTENTION OF THE ENGINEER AND BE RESOLVED PRIOR TO Q >O 0 SESIMIC DESIGN DATA IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, PROCEEDING WITH THE WORK. Q N X 7. PANEL ELEVATIONS ARE VIEWED FROM OUTSIDE LOOKING IN cq Q +� 1. SEISMIC IMPORTANCE FACTOR: 1.0 TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS SHALL BE 7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FORA � oL� u_ +� SEISMIC USE GROUP: I UNLESS OTHERWISE NOTED 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF 2. SPECTRAL RESPONSE ACCELERATION (Ss): 142.5% G ADEQUATELY BRACED PRIOR TO BACKFI FILL AND MINIMUM OF FIVE ( DAYS AFTER PLACEMENT. ALTERNATE Q N 8. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS PRIOR TO BACKFILL SHALL BE DEPOSITED IN LAYERRSS NOT TO EXCEED 8 METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN .CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY U � 3. SITE CLASS: D (ASSUMED) FORMING PANELS. INCHES THICK, PROPERLY MOISTENED TO APPROXIMATE OPTIMUM BE ASSURED. INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS (j1 0Z @ 4. SPECTRAL RESPONSE COEFFICIENTS (SDS)i 95.07G REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED WITH SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED N 5. SEISMIC DESIGN CATEGORY: D APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. SUBJECT TO REVIEW BY THE ENGINEER. O p 9. REINFORCING IS TO BE PLACED PER "TYP. SINGLE MAT O 6. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SHEARWALLS REBAR PLACEMENT" DETAIL UNLESS INDICATED AS EACH FACE O PRODUCE A RELATIVE COMPACTION OF 90% OF MAXIMUM ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND 0 - M 7. DESIGN BASE SHEAR: SEE CALCULATIONS POSSIBLE DENSITY AS DETERMINED BY ASTM D1557. HAND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL COm 8. SEISMIC RESPONSE COEFFICIENT (Cs): NA (E.F.) SEE "TYP. DOUBLE MAT REINFORCING PLACEMENT DETAIL' TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED m FOR PLACEMENT WHERE INDICATED. SHALL HAVE A FACE AREA NOT IN EXCESS OF 64 SQUARE CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. OUT. L6 9. RESPONSE MODIFICATION FACTOR (R): N WALL ELEMENT: 2.5 INCHES. HAND TAMPERS MAY BE OPERATED EITHER MANUALLY 1� 1IL MINIMUM CONCRETE COMPRESSIVE STRENGTH FOR ALL OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER 9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR 8• ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO WALL PANEL CONNECTIONS: ST V TILT-UP CONC. PANELS SHALL BE 4,000 psi UNLESS NOTED DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. FILL OVER JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT LLi FASTENERS OF CONCRETE SYSTEM: 1.0 � OTHERWISE. MAX AGGERGATE SIZE SHALL NOT EXCEED 3/a". SEE 12" DEEP SHALL COMPLY WITH A GEOTECHNICAL REPORT. SEE AS WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE L z 10. ANALYSIS PROCEDURE USED: SIMPLIFIED METHOD O CONCRETE NOTE FOR ADDITIONAL INFORMATION. OF POUR JOINTS IS 400 SF. ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY GEOTECHNICAL REPORT FOR FURTHER DESIGN CRITERIA. r^ _ SHALL BE REPORTED TO THE ENGINEER SO THE PROPER FRAMING LUMBER 10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR REVISIONS MAY BE MADE. MODIFICATIONS TO CONSTRUCTION 1. FRAMING LUMBER SHALL BE HEM STRUCTURAL STEEL FORMED WORK SHALL BE AS FOLLOWS: DETAILS SHALL NOT BE MADE WITHOUT PRIOR WRITTEN -FIR NO. 2. GRADES ARE APPROVAL BY THE ENGINEER. TYPICAL UNLESS OTHERWISE NOTED ON PLANS. LUMBER TO BE 1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL INTERIOR WALL: 3/4" p CONFORM TO ASTM A36 AND SHALL BE FABRICATED AND EXTERIOR WALLS, EXPOSED TO WEATHER: 1�" N GRADE MARKED PER WCLIB SPECIFICATIONS. COLD FORMED STEEL JOISTS AND STUDS � ro ERECTED IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR 1. ALL PRODUCTS TO BE MANUFACTURED BY THE CURRENT EXTERIOR WALL, NOT EXPOSED TO WEATHER: 3/4" w - - 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, STRUCTURAL STEEL BUILDINGS", LATEST EDITION. SHOP MENBERS OF THE STEEL STUD MANUFACTURES ASSOCIATION. EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 1/z" 40 N EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL DRAWINGS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO 2. ALL GALVANIZED STUDS AND JOISTS SHALL BE FORMED EXPOSED TO EARTH OR WEATHER (#6 OR LARGER): 2" MANUFACTURED LUMBER d STANDARDS P51-83, APA PRP-108, OR VOLUNTARY PRODUCT FABRICATION. FROM STEEL THAT CORRESPONDS TO THE MINIMUM SUPPORTED SLAB: 3/4" m - 4 STANDARD PSE-92. PROVIDE A MINIMUM OF V EDGE REQUIREMENTS OF 2015 A.I.S.I. STANDARDS. *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MIN. 1. LAMINATED VENEER LUMBER DESIGN IS BASED ON MICROLAM p o DISTANCE ON ALL NAILS AND Ya" EXPANSION JOINT BETWEEN 2• STEEL TUBES(HSS) SHALL CONFORM TO ASTM A500, GRADE 3. ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN COVERAGE LVL PRODUCTS A SUPPLIED BY TRUSS-JOIST MACMILLAN IN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS B (Fy--46 KSI) UNLESS OTHERWISE NOTED ON PLANS. ACCORDANCE WITHTHE AMERICAN IRON AND STEEL INSTITUTE ACCORDANCE WITH ASTM D 5456. DESIGN PROPERTIES SHALL o w FOLLOWS: (AISI)"SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED 11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE BE: - ROOF SHEATHING TO BE 15fyz" C-D INT-APA RATED 3. STEEL W=SECTIONS SHALL CONFORM TO ASTM A992 (Fy=50 STEEL STRUCTURAL MEMBERS" 2015 EDITION. EMBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY Flo = 2600 PSI p _ PLYWOOD WITH EXTERIOR GLUE, P.I. 24/0. USE 5-PLY KSI) UNLESS OTHERWISE NOTED ON THE PLANS. 4. PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED APPROVED. Fv = 285 PSI Z FOR PANELIZED ROOFS. NAIL WITH 8d NAILS AT 6" ON TO,TRACKS, CLIPS, WEB STIFFINERS, ANCHORS, FASTENING E = 1.8x10^6 PSI CENTER AT PANEL EDGES AND 8d AT 12" ON CENTER AT 4. BOLTS SHALL CONFORM TO ASTM A307 UNLESS OTHERWISE DEVICES, RESILLIENT CLIPS, AND OTHER ACCESSORIES REQUIRED 12. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH INTERMEDIATE MEMBERS. NOTED. FOR A COMPLETE AND PROPER INSTALLATION, AND AS ACI 318 (WHEN STRENGTH DATA FROM TRIAL BATCHES OR FIELD 2• PARALLEL STRAND LUMBER DESIGN IS BASED ON PARALLAM RECOMMENDED BY THE MANUFACTURER FOR THE STEEL MEMBER EXPERIENCE ARE NOT AVAILABLE). PSL PRODUCTS AS SUPPLIED BY TRUSS-JOIST MACMILLAN IN 5. NO ATTEMPT HAS BEEN MADE TO DIFFERENTIATE BETWEEN USED. ACCORDANCE WITH ASTM D 5456. DESIGN PROPERTIES SHALL SUB FLOORING TO BE 3/a"TONGUE AND GROOVE C-D SHOP AND FIELD WELDED CONNECTIONS. ALL WELDING IS TO 5. SPLICES IN AXIAL LOAD BEARING MEMBERS OTHER THAN CEMENT CONTENT SACKS BE: INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. Fb = 2900 PSI LLJ COMPLY WITH AWS SPECIFICATIONS AND IS TO BE DONE BY RUNNER TRACK SHALL NOT BE PERMITTED. PER 48/24. GLUE AND NAIL WITH 10d NAILS AT 6" ON WABO CERTIFIED WELDERS. ALL WELDING IS TO BE DONE BY 6. TEMPORARY BRACING WHERE REQUIRED, SHALL BE PROVIDED LBS/CUBIC YARD Fv = 290 PSI z CENTER AT PANEL EDGES AND 12" ON CENTER AT ELECTRIC ARC PROCESS AND SHALL BE PERFORMED WITH UNTIL ERECTION IS COMPLETE. CUBIC YARD E = 2.Ox10^6 PSI U >Q> ( ) INTERMEDIATE MEMBERS. APPROVED E70 ELECTRODES AS REQUIRED BY THE BUILDING 7. RUNNERS SHALL BE SECURILY ANCHORED TO THE F'c (PSI) (MINIMUM) z CODE. SUPPORTING STRUCTURE AS SHOWN ON THE DRAWINGS. MINIMUM 3. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED ALONG WITH _ F- 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE 8. COMPLETE, UNIFORM AND LEVEL BEARING SUPPORT SHALL THE APPROPRIATE ICBO EVALUATION REPORTS TO THE (� INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. 6. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDS. BE PROVIDED FOR THE BOTTOM RUNNER. 2500(no special inspection) 470 ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. INSTALLATION J Z USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. 9. FRAMING OF WALL OPENINGS SHALL INCLUDE HEADERS AND 5 OF SUBSTITUTIONS SHALL NOT PROCEED WITHOUT PRIOR >> O 7. ALL STRUCTURAL STEEL EXPOSED TO EARTH OR WEATHER SUPPORTING STUDS AS SHOWN ON THE DRAWINGS. SEE NOTE A WRITTEN APPROVAL OF THE ENGINEER. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED 3000 517 SHALL BE GALVANIZED UNLESS OTHERWISE NOTED. 10. DIAGONALLY BRACED STUD WALLS, AS INDICATED ON THE Q 0 UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY DRAWINGS, SHALL BE PROVIDED AT LOCATIONS DESIGNATED AS 5/z 00 Z THE STRUCTURAL ENGINEER. 8. ARCHITECTURAL PLANS ARE PART OF THE STRUCTURAL "SHEAR WALLS"FOR FRAME STABILITY AND LATERAL LOAD I- _ DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL RESISTANCE. ADDITIONAL STUDS, WHEN"NECESSARY, SHALL BE MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR REINFORCING STEEL z `- J S. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND CONFIGURATIONS INCLUDING, BUT NOT LIMITED TO, RELATIVE POSITIONED AS INDICATED ON THE DRAWINGS TO RESIST THE LESS. NO MORE THAN A 1" PLUS TOLERANCE SHALL BE ALLOWED. 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LOCATIONS AND ELEVATIONS OF ALL MEMBERS, ELEVATIONS VERTICAL COMPONENTS. GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO. 5 & LARGER, Q X 6. PROVIDE 2x2A6" WASHERS AT ALL ANCHOR BOLTS. VERIFY LOCATION OF ALL OPENINGS, ETC. THE ARCHITECTURAL PLANS 11. JOISTS / RAFTERS SHALL BE LOCATED DIRECTLY OVER A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION GRADE 40 (fy = 40 KSI) FOR NO. 3 AND NO. 4 BARS. 0 X Q WITH LOCAL JURISDICTION REQUIREMENTS. MUST BE USED IN THE DEVELOPMENT OF SHOP DRAWINGS. BEARING STUDS OR A LOAD DISTRIBUTION MEMBER SHALL BE 1704.4 OF THE I.B.C., CONCRETE SHALL HAVE A MINIMUM CEMENT N PROVIDED AT THE TOP OF THE BEARING WALL. CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE. 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON CO 7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS Ifs' 9. REFER TO ARCHITECTURAL DRAWINGS FOR MISCELLANEOUS 12.WEB STIFFENERS SHALL BE PROVIDED AT REACTION POINTS THE PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT UNLESS NOTED OTHERWISE. LAG BOLT PILOT HOLES SHALL BE STEEL SHOWN OR NOTED ON THE DRAWINGS AS TO LOCATION AND / OR POINTS OF CONCENTRATED LOADS WHERE INDICATED B) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, PRE-DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG FOR WHICH THE EXTENT IS NOT CLEAR. ON THE DRAWINGS. BE SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO LAPS AND/OR SPLICES SHALL BE 42 BAR DIA AND BE WELL BOLT UNLESS NOTED OTHERWISE. 13. ADDITIONAL JOIST SHALL BE PROVIDED UNDER PARALLEL FIRST USE. STAGGERED. 10. UNLESS A LARGER SIZE OF FILLET WELD IS SPECIFIED ON PARTITION WALLS WHEN THE PARTITION LENGTH EXCEEDS 8. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION THE PLANS, PROVIDE MINIMUM SIZE OF WELD PER AISC ONE-HALF THE JOIST SPAN, ALSO AROUND ALL FLOOR AND CAR DECKING 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN WITH %" MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM OF SPECIFICATION AND TABLE J2.4. ROOF OPENINGS, WHICH INTERRUPT ONE OR MORE SPANNING 17. TWO-INCH TONGUE-AND-GROOVE ROOF DECKING SHALL ACCORDANCE WITH ACI 315 SHALL BE REVIEWED BY THE 48" ON CENTER. BOLTS MUST BE EMBEDDED A MINIMUM OF 7' MEMBERS UNLESS OTHERWISE NOTED. COMPLY WITH AITC 112-9. AND WWPA 55.11 AND GRADED SELECT ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE INTO CONCRETE OR MASONRY. SEE PLANS AND DETAILS FOR 11. IF THE STEEL FABRICATOR'S SHOP DRAWINGS DIFFER FROM 14.END BLOCKING SHALL BE PROVIDED WHERE JOIST ENDS ARE QUALITY, E=1,600,000 PSI. INSTALLATION SHALL BE PERFORMED PLACING OF CONCRETE. SPECIFIC REQUIREMENTS WHERE APPLICABLE. THE DESIGN DRAWINGS APPROVED BY THE BUILDING OFFICIAL, NOT OTHERWISE RESTRAINED FROM ROTATION. WITH FACE PATTERN DOWN, TONGUES UP ON A SLOPED SURFACE, t REDESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF AND ATTACHED WITH 16d FACE NAIL PLUS DECKING SHALL BE LAID 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND 9. RIM JOIST IS TO BE %" MINIMUM THICKNESS. EXCEPTION: THE PROJECT STRUCTURAL ENGINEER SHALL BE SUBMITTED CONTROLLED RANDOM LAY-UP. THIS ARRANGEMENT IS 2 ' FOR SHEARWALLS #1 AND #2, 1Ya" LSL RIM MAY BE USED. ALONG WITH THE SHOP DRAWINGS TO BUILDING OFFICIAL FOR CONTINUOUS FOR 3 OR MORE SPANS. THE DISTANCE BETWEEN A185 AND SHALL BE 6x6 W2.1/W2.1 UNLESS OTHERWISE NOTED. .APPROVAL END JOINTS IN ADJACENT COURSES MUST BE AT LEAST 2 FEET. LAP REINFORCEMENT 6" MINIMUM. 10. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO JOINTS IN THE SAME LINE (WITHIN 6 INCHES OF BEING IN LINE r' THESE DETAILS. EACH WAY) SHALL BE SEPARATED BY AT LEAST TWO INTERVENING 5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS COURSES. PIECES MUST REST ON AT LEAST ONE SUPPORT, WITH SHALL BE SECURELY TIED IN PLACE BEFORE CONCRETE IS ' NOT MORE THAN ONE JOINT CONTINUOUS TIE FOR LATERAL POURED. SLAB ON GRADE REINFORCEMENT SHALL BE PLACED Y 0 i 23i8 AT MID-DEPTH OF SLAB AND SHALL BE HELD SECURELY IN RESTRAINT FOR THE SUPPORTING MEMBER, THE PIECES IN AT LEAST THE FIRST AND SECOND SOURCES, AND REPEATING AT PLACE WITH MECHANICAL DEVICES DURING PLACING OF THE LEAST AFTER EACH GROUP OF SEVEN INTERVENING COURSES, CONCRETE. Drawn By:JA5PER MUST BEAR ON AT LEAST TWO SUPPORTS WITH END JOINTS IN Checked By:CHP15 THESE TWO COURSES OCCURRING IN ALTERNATE SPANS OR ON Date:04-23-18 ALTERNATE SUPPORTS. 18. THREE INCH TONGUE-AND-GROOVE ROOF DECKING SHALL 5DA JOB NO. COMPLY WITH AITC 112-93 AND WWPA 55.11 AND GRADED SELECT 8 1 G3 QUALITY, E=1,600,000 PSI. INSTALLATION SHALL BE PERFORMED WITH FACE PATTERN DOWN, TONGUES UP ON SLOPED ROOF, AND ATTACHED WITH 6" SPIKE FACE NAIL PLUS 40d TOENAIL THROUGH STRUCTURAL - • TONGUE, EACH PIECE EACH SUPPORT. COURSES SHALL BE SPIKED NOTES TO EACH OTHER WITH 8' SPIKES AT EDGE HOLES AND WITH SPIKE AT A DISTANCE NOT TO EXCEED 10 INCHES FROM EACH END OF DETAILS EACH PIECE. DECKING SHALL BE LAID RANDOM, AND ALL PIECES SHALL EXTEND OVER AT LEAST ONE SUPPORT. F6" MIN. (2)H—BARS AT TOP RETAINING WALL NOTES 1= =I I 2015 INTERNATIONAL BUILDING UN —� �— 45 PCF EQUIV. FLUID PRESgRt II=I 350 PSF SURCHARGE OVER — HEEL f'c = 2500 PSI lfl 2" CL. Fy = 40 KSI (#4 AND q• ,� SMALLER) V—BARS Fy = 60 KSI (#5 AND LARGER) m SOIL BEARING = 1500 PSF RESERVED U H—BARS �n BACKFILL W/ POROUS MATERIAL O N Ln N MATCHING DOWEL .'a, Q Q 0 H EACH VERT. LAP N 42 BAR DIAMETERS w�L MIN Q 4" 0 PERF. PLASTI �4. V—BARS PIPE CENTERED IN 1 y N CUBIC FOOT WASHED d� SIMPSON ACE (TYP) C) O Q N PEA GRAVEL AND > 3 DRAINED TO DAYLIGHT m w m 3 OR APPROVED SLAB ON GRADE L OUTFACE a REQUIRED FOR WALL N HEIGHTS GREATER I� THAN 4—FEET. U T—BARS ,o 00000 BEAM PER PLAN 0 ,� L Z 8.0 00 POST PER PLAN 0 2" CL o..,p®moo&° POST/BEAM (ONE SIDE) V J 1- a4' . III Z r. , c , _ O In K N m ° o SIMPSON AC (TYP) BEAM PER PLAN — A B C POST PER PLAN QL6n LU N POST/BEAM (TWO SIDES) — H A B C D V—BARS H—BARS T—BARS b ° — TYP. POST TO BEAM 4'-6' 7" 8" 21" loll #4®16"o/c #4010"o/c #4012"o/c 3 CONN. 6'—B' 16" 8" 27" 10" #5015"o/c #4010"o/c #4012"o/c LLJ CANTILEVER RETAINING WALL SCHEDULE: 5/8" 0 WELDED STUDS ® 48" z 1 O/C ® NON—SHEARWALLS AND 10OPSF SURCHARGE OVER TOE 32" O/C ® SHEARWALLS (2)2X6 z �' 2x FRAME WALL J � z O O HOLDOWN SCHEDULE 00 r— — *FOR HOLDOWNS INSTALLED IN NEW FOUNDATIONS THRU BOLTS EMBEDMENT/ MINIMUM ANCHOR MODEL BOLT OR STRAP EDGE le de COLUMN PER PLAN C) X Q NAILS/SCREWS LENGTH DIST. N STHDS N/A (24) 10d COMMON 8" EMBED 1Yz" NA NA STUD WALL TO STEEL COLUMN STHD10 N/A (28) 16d COMMON 10" EMBED 1Yz" NA NA 1-1/2" = 1'-0" STHD14 N/A (38) 16d COMMON 14" EMBED 1Y�" NA NA HOLDOWN NOTES 1. ALL—THREAD BOLTS SHALL CONFORM TO ASTM A307. (4JVXA" 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c = 2500 PSI. MINIMUM WALL THICKNESS ISfi10 wnsrpncl`'r, 8 . 3. ALL HOLDOWNS REQUIRE A (2)2x POST UNLESS NOTED OTHERWISE. WHERE HOLDOWNS ARE INSTALLED INTO THE WIDE FACE OF THE STUD, STUDS MUST BE STITCH NAILED TOGETHER w/ 16d SINKERS STAGGERED ® 4" o/c. c"^ 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR MAY 0 12018 CONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. Drawn By:JASPER 5. NAILS/SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS. Checked By:CHRI5 � 6. WHEN FIELD CONDITION BECOME LESS THAN MINIMUM SHOWN, CONTACT ENGINEER PRIOR TO RESERVED Date:04-23-15 PROCEEDING. 5DA JOB NO. 7. ALL HOLDOWN BOLTS MUST BE RE—TIGHTENED JUST PRIOR TO ENCLOSING SECOND SIDE OF 81 63 WALL. STRUCTURAL DETAILS S- 2. 0 THICKEN SLAB INFlLL 4 4 4 4 4 4 4 4 4 4 4 Q (3)JTILT-UP PANE!TWO SLAB TO FI•G Z 3 r IJ4 r IJ5 6 7 r IJS r IJ9 10 11 12 13 14 15 16 (3){5'S V1:i EACH FACE OF PUNIH #4 TIES AT 4'O.0 I I I I t I I t ANCHOR BOLTS PER MR QLON MFGR - r • Y REOUIREMEN1S W/MN.8 EMBEDMENT INTO FTG BELOW.-BOLT LAYOUT PER METAL BLUG WGR DRAWINGS 3 fi' 25, 25' 25 1, 25' 25' 25, 26' i EDGE OF THUD SLAB DOENDED TO T.D.FFG TYP. A-A SECTION AT THICKEN SLAB 'PLINTH _ 3024 3024 / 424224 tom— /�-� 727224 r• _ 2424 r_ 2424 —T , r—T— 2424 r_F.-i 2424 r_ n 2424 r—T_, r— _, 2424 r_�-i 2424 I r__-i 2424 r_I_ 2424 2424 r 2•ry l U COL Bf g�pG M1GR CENTER OF ODL T --- ----�—J---'--- - --- -'- - --- -- ,�- _ ___OoPROM MCHOE(4)3/4f Ai21.SFLM HD/DEA `/ L_ J - L_ J LJ I I I I L_ J L-AIJCHOR BOLTS AT EA COL EMBED HFADS �4 iiES AT 4'O.C. �,S HARPING AT EACH COL AT ,�, I r r-- r-- I IIrI _ -- -- - - -- I' -_ = B6INNCONC.Fl•GBELOWSUBOF SLAB z J _J - J _- _RIFY BOLT DLAM RE0 ? I 727224 727224 72722 J 727224 7 7224 I'I 7 224 MR BN'G MFIR) O ,,,,,, O O ,,,,,, ,,,,,, O TOPRONF.PER II li i e e (�) I ___�L. II.• �, 2424 �_ Ei GRUE CENTER 'c DN cDL. 1 suBSX%/2's I I I _-_—• 424224 � Z a u AT 16'O.�EW I ---1-- o III 2424 I F_ e I'4"II PROVIDE MIN,16"x 16 - F111R DOCK LEVELER PIT ( ) I !I THICKENED SUB AT Fr(3)d$Y}AT.AT 6'D.0 SEE ETAIL I t 4,IC&NED SUB AT FI'GNOTE BDTRI RONF CENTS COLUMNS2424PER SCfRD Ato SD�E6. _PLAN - FOR R GID FRAMES �� 'uHDSTURffD cnNrRBVF1oRUNIxAu r 'EIr-- Ii--isue GR E TVP. 4' �� 1 I J � L J L J L J L J L _I L J L r , rTHOU TYP. CONC. FT G AT RIGID STEEL FRAME III I I I T T T L wcq 1 I '1 — L 1 J L—I J L--J I 727224 1727224 727224 727224 727224 241 L —J 1021443 787824 I 727224 727224 (r� O 0 � 727 24 787824 787824 GRID I O O O 1 a� o ag PROVIN Q (3)ITS 0 EM31 FACE OF PUNnI I 2424 - � — — — — — _ 424 I �/ � COVER TIES T 3'GONG. 14 TIES AT 4'D.C. p I T w «, COVER AT TIES TYP. � W NICHOR BOLLS P MR SLD'G NFCai (SJ) r REQIREMFNIS W NI.6'EMBEDF.R I I I I FOU DATION T OFFICE REA cRID Hrc aE I - SEE 1/8° S E PLAN L - META.BLD'G MFGR DRAWINGS 4 224 � a '1•L EDGE OF THICKEN SUB ET B ED TO CONsr I e=P v w L i6' T.D.FYc Ir. C 2 - s - JOINT(cJ) 2424 I - ¢ I A-A SECTION AT THICKEN SLAB 'PLINTH' i I 3/� I I I �w CI.Bf gLpG MfCR CENTER OF OOL I 2424 JOINT(SJ) PROVIDE(41 3/4 f ATE/M49 HEADED _ SEW C� 4 224 L A{VCHOR BOLTS A EMBER HEADS 14 TIES AT 4'O.C. A' - DIET 3/S32424 I i 5 Z 6 INTO DOE F SLAB _ NERIFt'BOLT DLAM REO. jj '�� 1727224 111111 111111 (c1) 111111 111111 I T� l 1 TOP I�1NF.PER BY MR eLD'c MROR) II �� L 27224 r— r 727224 727224 r— r— — 727224 727224 727224 727224 I v SCHEID I ;, r r- r- r- r- r- r- r- z_ CENTER FI'c oN COL M.GONG.SUB ,, I I I I I I I BAR I L ---I -- - - - - -� �-- -� LL-- - - - - -� L-- -� I--- -J LL--- -J I-•--- - I = 0 it PUN - ----- --- ---- ---- - -- --- - ---- ---- -- -- ---- ----- --- --- - --- ------ -- -- --- ---- -- - '-- -- ---- "0"! ---- - --- - --- GRACE _ D L —J 24L� L— J 2424 3024 2424 L- fi' b J 474 _ 3024 2424 �— J 2424 L— J 2424 L— J 2424 L— J 2424 �� I r-� - 10 O O O O O O L_ _� L_ _J O O L _ L_ J � 2424 � � - -sa' 2s y.• .., '�` ,>�% a.r.. •: ", BRACED BAY BRACED BAY � �® - 1''I •' 24224 y t Z ��`�/ e-- -•_ ? 25' 26' 25' _OY 26' 25' � O 5 1• PROVIDE MIN.18'x 18' -- - -_ _ t ~ THICKENED SUB AT FEG Z ��- _��y (3195FACE EAT 6'D.C. FOUNDATION PLAN 39,237.9 SF NORTH Q PE,'C NDNF ` v NOTEPER M RE UN /)6" _ �'—O° 4J UNIS JRBED F Z SUB GRADE _. r. W TYP. CONC. ET AT RIGID STEEL FRAME FOOTING SCHEDULE — 2 '/2•''� NOTE _CENTER COLUMN FOUNDATION AND SLAB MUST BE INSTALLED MARK SIZE REINFORCEMENT DETAIL T MATCH SUB REINFORCING SPACING AT JIN NON-SHRINK W/ENRLY ENTRY DRY TIT SAW JONT PRIOR TO RIDID STEEL FRAME PLACEMENT TO CCE BETWEEN SUBS LASryT,pN�3L�Q4CKER R00 PAIOft TO INSTALLING WI1HN 4 HOURS OF CONCRETE FINISH OR MINiQltlEB HIGH PEAEOAMMIGE SILICONE CAULK PREVENT STRUCTURAL FAILURE. O N O FOR CONC.JIHIS CUT BEPIH TO B BY OONVENIpMA1 CONCRETE SAW WHEN MIN.1/4 N' /a. MORE 7HEN 4 NURS OF CONIC FINISHING 18. ,. T. IF SLAB IS PLACED AFTER FOUNDATION / FT'GS P4Y4 2'-D'x 2'-0"DEEP x CONT. (3)15'S ON. Q N T AND RIGID FRAME IS IN PLACE, STRUCTURAL DESIGN ASSOCIATIATES IS NOT 727224 Tex Tex 2r DEEP Es) 16-S EA WAY TOP RESPONIBLE FOR FRAME KICK-OUT FAILURE (8)j6's EA WAY BOTTOM INST A LL FIDIIBLE WATER TER 42'x 42k z4'DEEP UNTIL ALL PERMINENT SLAB CONNECTIONS (5)/6's Ea WAY TOP 424224 CONSTRUCTION JOINT(CJ) 10�CAST INTO�SLABS SAW CUT JOINT(SJ) ARE MADE (5)JS's fA WAY BOTTOM ' (CONTROL JOINT) �\ TYP. CONC. SLAB JOINTS 1/2"COX PLYWOOD SHEATH'G 787824 78'x 78'x 2r DEEP (8)�6'S EA WAY TOP ( PER SW SCHED.SEE (8)�65 FA WAY 801TOM SEE FEND.PLAN Pr 2x6 SILL PUT W/5/8"®AB (2)#5'S CURT.AT EDGES IYP.SUB ON GRADE AT MIN.38"D.C.AT ELEV.W 3024 30"x 2r DEEP x CON. (3)15-S OONT - W/#5S AT 16'D.C. SEE FEND PUN FOR ROW tr 4 BENT Bkl?!IV D.C. BENT A. I�FEG E TEND MIN�18'INTO SUB — — cu v' A" 111111 Ill-111'x DEEP (13)(8'S El WAY TOP SEE PANEL DMG E%IENI MIN.I INN SLAB � ' S a (13)�8'S EA WAY BOTTOM = CONIC.TILT-Up NN• ' PANEL 11LT-UP � MIN.46' � 2)2¢5 CON.AT �'4,kwCIp wnsJA,�c.��^"TM u PANEL 1--t I OF OPEN G - 5 1/2 Wwc.SLAB w/ s,/2"WNC.sLAB w/ "C� I��• °( �o' _ 10214448 DST Naa'x 48'DEEP (It)J8'S EA.WAY TOP ASPHALT AT EA1EPoOR $AT 16'EA WAY ASPHALT AT EXTERIOR �5S AT 1'El WAY PEINF.INFO • 3 i ', .1'x FAST ENTRY (11)i8'S FA WAY BOTTOM SLAB RINF.- - a 102'x WEST ENTRY (11) 36'DEEP (11)(!8'S E1 WAY BOTTOM IT TYP. 10214436 T�• T�• MATCH SPACING ON AT 12'O.C.EA WAY GN WITH BAR IN FOUND. 8. eA 95%COMPACTED APP rICINhL>✓Ti. O � ROVID FlLL� 4VFRIFY DIM QF F1 FVATnR PIT G y MAY 0 1 2010 Z (4)j'5'S CON. b/ 95%COMPACT 95%CNACT =e CLR IOISNRBED FILL PER SOILS FILL PER SOILS — _ �__._ ..•/ y ao n^ o SUB GRADE sE H REPORT REPORT a UNDISTURBED SUB GRADE #S'S AT 12'O.C.EA WAY O (3)#5'S CONE. F� AT BOTTOM —UNIBNABEO SUBSOIL o Ao TYP. CONT. FT TYP. CONE FIG T SECT AT ELEVATOR PITS3 g 2018 APRIL 29 o d BRACED BAY 26' --. 25' 25' .— 25' —_—.—.—..25- ,�.— — 25' 72722 _ 2424 F- _ 2424 i I 3024 2424 _ 2424 r _ 2424 r — — ,,~W �/ - --- ---------- ----- ---------- --- ---- ------ - ---- -------- -- -- -- -- ----------- ----- _ -- ' -----I r -- — I I I — — I- --i r— L — — rJ L J L - _ J L� _ J L_ J L _ J I I Q o 727224 727224 111111 111111 727224 111111 J z (CJ) Q I 2424 N M I / (Si) I I I I N � wa 12'-6" 12'-6" 12'-6" B.2 1 I TYP. ,m — I %aj DOCK LEVELER PIT EEV. -4.0' SEE �ETAIL I I I �� a I I i�/ '� � o� �� I (Si) hw ---- CENTE COLUMNS B.5 - , I 2424 FOR R GID FRAMES I I I I I�-- - F-778 , zo (CJ) r- r SEE SHEET S3.2I 1 . I I I I I I Z-I I I I I < FOR FOUNDTAION L ' J L __J L_ _J L J L J L J L J SOUTH OF GRID 8 Z I I 787824 727224 1727224 (CJ) 1727224 727224 7272 4 __I j 2424 N � Q W Q Z (Si) I I I I I I N co — I C CONST Q JOINT (CJ) Q N i I I SEE DET 3/S3 2424 SAW CUT JOINT ( m I SEE DETJ) 1 3/S3 - 1727224 L_ 27224 _ 111111 111111 (cJ) — � rN _ 727224 727224 r - I I I I F I --- ------ --- -- --------- ---- --- -------- - ---- -------- �-- 4'-6" 16' 4'4' I L — -' 2424 L— J 2424 — — 3024 L_ — — J 2424 L — 2424 — J 2424 0 0 0 > o NOTE — =R3�8 26' 25' 25' l5' 25' 25' 4 FOUNDATION AND SLAB MUST BE INSTALLED BRACED BAY a PRIOR TO RIDID STEEL FRAME PLACEMENT TO MAY 0 1 2018 PREVENT STRUCTURAL FAILURE. NORTH PORTION OF FOUNDATION PLAN NORTH 1 1/8" = V-0" 2018 APRIL 29 OF LL 8 BRACED BAY 9 10 11 — _ — 12 — _ 13 14 15 16 25' 25' 25' 25' 25' 26' 424224 r —T— 7 30� 24 � j i 2424 � 2424 2424 � 2424 �_.�___� 2424 2' " ----- ----------------- -------- ------- —� ------------ — I —— ' IYFC 111111 L— — -J L — —J 727224 I"I 2i224 'i li 27224 ;I = 111111 727224 -- _ -___________= 2424 II II Q jk 424224 ------ ------- --- 2424 SEE SHEET S3.1 I"I j " �V �k FOR FOUNDTAION "w «, I'I 1 NORTH OF GRID 8 t ii ;i ii I 10 1444 � � g gI it li II I as --- _-------- ---_--- =______= ---- --- - - " ----- CENTE COLUMNS FOR RI ID FRAMES Lj 1=====2-_42 4 E— o��w II Jill r I r � Z __________ __ _ _ ___ ----- L J L J L J L J r —1 F L 241 L J L -� I 1021443 727224 727224 727224 727224 787824 787824 2424 _ z QLj FOU DATION AT OFFICE REA �- L" fif SEE 1/8" SCALE PLAN I I L 111 _ — C.1 cn 424224 T Z CD coNST 2424 I o x JOINT (CJ) I 0 X 3/S3 ET I I F Lcn SAW — C.3 JOINT CUSJ 424224 L i J SEE DET ) cc 3/s3 2424 I I � JFwn�,, ?p (CJ) 111111 111111 3 727224 r_ 727224 r _ 727224 r _ �F -' ' N 3 HAY o f --- --- ---- --------- -- -- ---------- --- - ---------- --- -- ---------- ----- ----------- ---� -2424 L 302�L _ J 2424 L — J 2424 L— J 2424 L — J 2424 L — J 2424 L- J 424224 25' _ _ 25' 25' 25' 25' 26' w N NOTE a. — BRACED BAY FOUNDATION AND SLAB MUST BE INSTALLED ? U PRIOR TO RIDID STEEL FRAME PLACEMENT TO LL SOUTH PORTION OF FOUNDATION PLAN NORTH PREVENT STRUCTURAL FAILURE. S 2 L 1/8" = 1'-0" 2018 APRIL 29 OF p O SHEARWALL SCHEDULE (CDX) 11 12 14 11 12 13 14 MARK SHEATHING EDGE NNUNG FILED NAILING SILL PLATE/OONN. BOTTOM TOP PLATE I 76, I 1 1 76' 1 1 a 8 AT FOUNDATION CORN.A�PoM JST 5B SEE 53.2 25 25' 26' 25' 25' 26' ® 3/8'COX ONE FACE Bd A7 4' LL� O.C. Bd AT 12'O.C. yrp20%AB.AT 3fi'D.G A3�S AT 14`O.C.SILL PLATE W/2X BOTTOM PLATE Sim r-----1 r-- -- 1 r- ---1 2` S-4° 3' 6' S'-8° 3'-4° 3' 6'-4' 7 Q 6' 4' 16' 6' 4' 3 ® 15/32'COX ONE FACE 10d AT 3"D.C. 101 AT IV D.C. 5 8'0 A.B.AT 24'O.C. ASS AT 9'O.C. I I 2424 I I`rSE-E 5�3.2 O O ° ® ® © 44DID H/3X SILL PLATE W/3X BOTTOM PLATE - - - - __ I_ _ _ © PSL 5• 2424 I © 15/32'COX ONE FACE 10d AT 2'O.C. 8d AT If O.C. W '0 A.B.AT 20'O.C. A35S - -- _- - -- - - - - - L.�-- - - - - --- r- - -- - - - - ----- ---- - - �2%SILL PLATE W/2X BOTTOM PLATE I 1 I, T; SEE 53.2 3.5'x 11 5' 3.5'x 11.25' ° 4x6 2 _ 2.0E .OE PSL 2.0E FSL �ii 5°x 5'x 1�' 4 20E PSL 4x6 DF 2 4x6 DF 2 4z6 DF 2 HSS COL 1 4x4 DF 2 251 V NJ L _ _J `�1 ®� W STH010 SIHD10 STHD10 ii I SRID10 2.0E PSL ; . 1 I i g 4x6 OF 1 SHFARWAll NDIES - N 1 ,2' 18' 18' 22'-6° h``� 4x6 n ,.,�i^ a 3.5x 11.15' L u 2.0E PSL 1. ALL STUDS,MCIONG,TOP AND BOTTOM PLATES SHALL BE HEM-FIR NO.2 UNLESS NOTED OIHERM ON PLANS.ALL SHEATHING EDGES. ,,4 ., LS1HD8 i =�ii� 'i� - 13�y - --- - -- MUST _ MUST BE BNO(ED WRH 2x OR WIDER FRAMING(SEE NOTE 3). F (`\1 4x6�F r--1 r--1 r 1 I 12 n I 21'-10" SIHD14 a 3 2. SHEATHNG MAY BE N'STALIED EITHER HORIZONTALLY OR VERDCNJ.Y.ALL SHEARWALL SHEATHING MUST EXTEND TO THE OUTSIDE EDGE OF Nl I �N I n I I u I I I 2424 -__-- Till =_- _ --_,`_ W HOEDOWN POSTS AND CORNERS,AND TO Off INSIDE EDGE OF FRAMNG AROUND OPENINGS 4�� I I 1 I I I (. 4x6 ---W 14 x 38 STL W 14 x 38 SR BM W 14 x 38 SR 8M J Z L__J L__J PROVIDE R-10 5'z 5'x 1 4' 5"x 5'z 1 4° I 5"x 5'z 1 4' 3. WHERE SHEATHING NAILING IS SHEARWAll#3 AND GREATER,ALL FRAMING MEMBERS RECEIVING EDGE NNUNG FROM ABUTTING PANELS SHALL 42421 I [`,�' RIGID INSUL BHDW LSIHOB 1 NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER.ADDRIDNALLY,WHERE SHFARWOIIS ARE SHEATHED ON BOTH FACES,ALL STUDS AND 545412 OFFICE SLAB AT (�` HISS COL HISS COL HISS COL o J O 666618 737318 C PLATES RECEMNG EDGE NAILING FROM BOTFI FACES MUST BE A SINGLE 3-NCH NOMINAL MEMBER OF PANEL JOINTS MUST MP STAGGERED. 1 i �.`.I 24'OF PERRETFR �. -- _ __-- -- __-- --- y1111' z IN EACH OF THESE CASES 3x STUDS ARE REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON THE PLAINS B7 THE ENGINEER. _____-Jr -- �� -- -- ---- --- -'Ili ------------------- 4, 4x8 OF 1 L7 _--- r 'I n SHFARWW-L NAILING CRIFERIA IS BASED ON TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE(FOR CDX)OR REIxORf NER-124 � -- ----- -(FOR OSB).OSB).VALUES ARE BASED ON HEM-FIR No.2 FRAMING WITH COMMON NAILS 4x8 DF 1 h`.� SEE S3.2 g' ry� O 5. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY SHEARWALLS.SIZE AND LOCATIONS OF THESE CONNECTORS Bry l`,JJ' � �." ^�� i v�15! " N 1 � ARE INDICATED ON THE PLANS.REFER TO THE APPROPRIATE DEFALS AND/OR HOIDOWN SCHEDULE FOR ADDITIONAL INFORMATION REGARDING g 6'9' 18' 18' h, J 4 OF LVL IIANCHOR BOLTS,EMBEDMENT LENGTH,EEC.WHERE(2)2x'S ARE USED AS A HOLOOWN POST,SHE'ARIELL EDGE NAIUNG MUST BE STAGGERED � . , PROVIDE R-10 P i! �HpR r 2 INTO EACH MEMBER OF THE POST. 1 I` 424 12 545412 ._ L`] A E INsuL _ 6-9- a 19 'i 18, 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7-NFO CONCRETE OR G4ROUTED CMU,AND WILL BE PLACED TO PROVIDE A MIN.OF 2' .]r r-_-I r 1 r -T h` AT BERI OF ii A 5'x 1 4xi a4 - W 000.PROVIDE 3'COVER FOR CONCRETE CAST AGAINST SOIL �,yl a a (�) � �OFFICE TYP. __ HISS COL OF, 16 x 40 BW W 16 x 10 SRC n r--- a" x. 7. All MACHINE BOLTS SHALL BE ASTM A307 OR BETTER HILD KMK BOLTS SMPSON TIIEN HD BOLTS OF THE SAME DIAMETER AS SHOWN 5'x 5C 1 W HS COI 4" :3 '^+ W pp / II P J� � L--J L___J L- _f TO n 4z80F1 U �O _ F: HISS COL HISS COL 1 p IN THE SHEARWALL SCHEDULE MAY BE SUBSTNIIED FOR ANCHOR BOLTS INTO EXISONG CDNCREIE.BOLTS SHALL BE EMBEDDED AT MN.OF 5' 11' 2424 � STHD14 ,. �1 INTO EXONG CONCRETE. 1 f�.,l l 666618 737318 �' R r --____ ,g " � t ro J CONE 24'x 12'00 FTG 8. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD(EXCEPT FOR BORITE TREATED WOOD)MIST BE HOT DIPPED GALV. N 1 L ,� I I W/(2)R5'S CONT. I r I, / ` (2)), 12 HF12 �i t4 o 'i I 13 4x' 8 DF 1 _ a� gl o OR STAINLESS STEEL TO RESIST COMM. l I I LU51�(i-2 i STH 9. WHERE 101 NAILS ARE SPACED AT 3'O.C.OR LESS,NAILS MUST BE STAGGERED. m c) ---- LU526 NE AT 12 D.C.. ' I �� I _ 2x12 MP 2 i�i AT 12'O. MIR I i6 N4 AT i6'O.C.W iL -- I W w w 10. OSB OF EWAL OR GREATER TINOIQiE55 MAY BE SUBSDINED FOR COX SPECIFIED IN THE SHEARWALL SCHEDULE... 1} \, I 115' ---- VERIFY 78'm 15' (�) I F3.x SEE 53.2 4x6 2 ----- - �12IHF 2 tt ^ _ _ -- -- J` N1�\ 2 -9 T"' LSTIIDB LVL RIM r--� 545412 2424E o Nu \.pPEN To za F04 DOUBLE SIDED SHFAWALLS,THE SHEATHING ON 'N I I I I 5 W 14 x 38 SR BM W 14 x 38 SR BM _ i EARa�BELOW/ EACH FACE MUST EXTEND CONRNUOUELY BETWEEN - q F Y � 1.'�1 - 4x��F A�-- - 5'z 5'x 1 4` 5'x 5°x 1/4 ' �\ HOLM POSTS AS SHOWN 42421 N I I I 1 - _ r---I 1_s° I'_s.l`\` � 0�1 LENGTH OF ,H L_J L___J , I I 11-'' x 5'x 1 4' n u VKS HISS COL T W 14 x 22 SR BM_ HISS COL SHEARWALL N 7 545412 I 1 a r, �`•` I"' COL'4' 'o MTIX4 2 ZSUPPORT FOR(�) a -- I I. om i 3.5x 11.25.= mI21 3.5'x 11.25' . a ___ •`• •` 24, �. . - -' - - - ------------- -------HOLWYN POSE = m _ © ---- ----- --- -- -- -- - ----- --- SEE HODOWN SCHED. IN' �N� ® L J 2412 L J 2412 s s._<° J 241 I T O OR PLAN FOR LAIN. 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TOGETHER W/ f ,� ;fT�] 6z8z1/4' #10 SOS AT 12'D.C. b I��� tR "" BEELD.S �TOO H55 W 2 6005125-43 6z6z1/4' 6/8' 45 �o CQ HSS 1 BOOTI25-43 F55 DAG 5/8' �47 PJP W 6z 1bx 5/8 SEE ELEV 5 W/(2)#10 SDS ENDS Hss 46 AND MEMBER FASIEND 6x 10x /8' 45 a Rj a IT.0.HSS BM _( T.O.HSS BM — - TOGETHER W/ 1/2' II , I H55 Bx 10x 5 8 #10 SDS AT 12'O.C. 1/2' � 45 1 I l 1/2• � �0.�yy h �� 1/2' HORIZ HSS .� aC Cti MW.22' SEE ELEV. �, yy,� 4'x 4'x 0.043'ANGLE CUPS MIN.22' 5/8' W TO EACH LEG W/(3)110 SDS BOLTS-SEED 5/8' PJP NW BASE PLATE DEL HSS DIAG E� P Z (2)if 10 SDS AT MAGI FLANGE SEE EI�V o / \ 11P. .16 ( F 43 FASTEN!TO CONC. • .AND IN. PINS ` O RIGID UD'GI ; .AND MI".''EMEa:D ��—( 4 HSS FRAME WELD AT 5 HSS FRAME WELD AT HSS FRAME WELD AT V z T.O.SLAB ' — '—° LOWER BRACE ' — '�—°• UPPER BRACE U'"- ''—°• COL. TO BEAM-------------T---- — HSS COL.PER ELEV. Z -- ----------J L--------�--� 1�--- (`J) L------ -- 5/8• 12'COX PLYWD OVER O 1 2'CDX SHEATHNG / 24 x 24' STRAP F1'G ------ 1/2'COX PLYWD OVER CW DECK'G / CAR DECK'G � � 24'x 24" STRAP FYG $�FOUND4IKKJ PUN SEE FOUND PUN L---_-------J 6x BEAM-SEE PLAN Bz BM-SEE PLAN OVER EDGE N41UNG 8d AT 6'O.C. Z SEE FOUND PLAN #A31 6. FI NAIYHG Bd AT 12'O.C. �WEST ELEV. ENTRANCE FRAME - SOUTH ELEV. �/'1� WEST ELEV. _ 3„ ��� - _ 3/66'_@n � I 1 3 B' ,,,'►x 2'SDS F�J - - SCREWS AT 6"O.C. Z1/4"=1-0" 1/4"=1-0" v 1/4"=1-0" EDGE OF CONC. h" o - - ANGLE 6" �' /W/1/4%6"2' L3x3x 14'ANGLCDNT.HSS BEAM - -- -- SDS AT 6 O.C. STL LEDGER ANGLEPL 7z12x 11/ SEE ELEV. 4' 2)5/B'f NO7 ,/4• 3 9• BEAM sH� HSS SEAM 3/g• 6'-12'W/(4)3/4'f TH�H BOLTS PL'r 5 1 2'z 3/4' SEE ELEV. PAB6H-36 W/MN.32'EMBED PLAN VIEW AT BASE PLATE L4x3x1/4'x 12'LC� 1/4' s AT EA SIDE OF BM O CO GRID H55 COL.PER ELEV. 0�G/�'AT ABM HANGER - SIDE nBM HANGER / LEDGER FACE nCONT. CAR DECK LEDGER Q X RENF.THDKEN THERMAL AL EDGES SBALAB IN EDGE OF OX.SLAB c>O OFFICE PERIMETER RIGID INSUL. / SEE DETNLS FRAME RIGID / , 24'x 24• STRAP FTG MTL BID'G DOP�NC G W/AEINF HSS BEAM CONNECTIONS AT ENTRY CANOPY CO SEE FOUND PLAN SWINDEE PLW U )•_ V-°• T T T/ C) A TOE NAIL Ex COURSE AT 30'O.C. AND IS'OFFSET FROM ADJACENT (1)TOE NAIL AT TONGUE CO VIr\rG 3/4'0 PAS BLOTS COURSE +(1Na roFACEPPo NAIL AT TOP GRID END JOINT NNLS TYR MOMENT (i);�5 VTRT. SIDE F ,�.. E CONE.STRAP FRAME AT / / / / / FRAME AT �0L WIN 12'EA FT'S-SEE INiRY WALL / ENTRY WALL Sug OF (4 AVERT N5) �V—= FOUND PLAN CONC.CIAD'G M PANEL Y 2' °' r2' (z)RMLS PERNUNG ALONG COURSES MAY 0 12018 mw COURSE AT OMINAL DECKING-6d 0 30'O.C. EDGE OF SLABMINAL DECKING-8d 0 30'O.C. 7 HSS FRAME BASE PLATE 6��BMMINAL DECKING-16d 0 30'O.C... (WALLLL SIM) MINAL DECKING-lid 0 30'O.C. z 12 WEST FFG-SEE FOUND PLAN EAST FT'G-SEE FOUND PLAN r > SHEET S4 SHEET S4 FACE AND TOENAIL TO SUPPORTS GRID AT SLAB EDGE FT G 2 NOMINAL DECKING—20d NOTE-SCREWS MAY BE USED PROVIDING 3'NOMINAL DECKING-20d N a zc o EQUAL SHEAR AND WITHDRAWALSTANCE 4"NOMINAL DECING-30d tL 41 1 5'NOMINAL DECKING-50d CAR DECKING REQUIRES 1/2'COX PLYWD SHEATHING OVER CAR DECKING PER S1 FRAMING NOTES ENTRANCE FRAME - FOUNDATION PLAN NORTH CAR DECK NAILING SCHEDULE $ NTS 1/4"=1-0" S 7 2018 APRIL 29 I OF DRAWING INDEX DRAWING RELEASE HISTORY _ GENERAL NOTES DRAWING TITLE PAGES TYPE DATE DESCRIPTION MATERIALS ASTM DESIGNATION COVER SHEET 1 Final AB Drawing 8-28-2017 FOR CONSTRUCTION 3 PLATE WELDED SECTIONS A529,A572,Al011,A1010 GRADE 65 CODES AND LOADS 2 AB Drawing Rev01 5.17-2018 FOR CONSTRUCTION COLD FORMED LIGHT GAGE SHAPES A653,A1011 GRADE SO BRACE RODS A572,A610 GRADE 60 BUTLER NOTES AB Drawings Rev02 09-26-2018 HOT ROLLED MILL SHAPES A36,A529,A572,A588,A892 GRADE 36 OR 60 9 FOR CONSTRUCTION HOT ROLLED ANGLES A829,A572,A688,A992 GRADE 60 ANCHOR ROD PLAN 3-4 HOLLOW STRUCTURAL SECTION(HSS) A500 GRADE B ® CLADDING A653,A792 GRADE 50 OR GRADE 80 PRIMARY STRUCTURAL HIGH STRENGTH BOLT TIGHTENING REQUIREMENTS Butler Manufacturing SECONDARY STRUCTURAL IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS FOR MORE INFORMATION. COVERING SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE a LIIVISion of BILIeScope Buildings North America.Inc. THE BOLT TIGHTNESS(I.E.SNUG TIGHT ORPRE-TENSION)UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR SPECIAL DRAWINGS CONTRACT. STANDARD ERECTION DETAILS ALL A490 BOLTS SHALL BE"PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE "SNUG-TIGHT"EXCEPT AS FOLLOWS; PLANOGRAPH DETAILS PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 6 TON CAPACITY. PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION,IMPACT,OR STRESS AB Drawing Rev01 Revision Summary: REVERSALS ON CONNECTIONS. Complete revision due to grid call out change, column relocation,parapet addition. PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS.FOR IBC BASED CODES;HIGH SEISMIC IS DESIGN CATEGORY D,E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS. AB Drawing Rev02 Revision Summary: PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC. SLIP CRITICAL(SC)CONNECTIONS MUST BE FREE OF PAINT,OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY Add 6"sprinkler on roof, RUSTED SURFACES ARE ACCEPTABLE. Grid B/8,Grid B/9,Grid B/4,Grid B/5 anchor bolt detail updated. IN CANADA,ALL A325 AND A490 BOLTS SHALL BE"PRE-TENSIONED",EXCEPT FOR SECONDARY MEMBERS AND FLANGE BRACES. SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS"SNUG TIGHT",UNLESS INDICATED OTHERWISE IN ERECTION DRAWING DETAILS. INSPECTION AND TESTING SPECIAL INSPECTIONS AND TESTING REQUIRED BY AUTHORITY HAVING JURISDICTION(AHJ)DURING CONSTRUCTION AND/OR STEEL FABRICATION IS THE RESPONSIBILITY OF THE OWNER OR OWNERS AUTHORIZED AGENT.WHEN REQUIRED,THE OWNER SHALL EMPLOY A QUALITY ASSURANCE AGENCY(QAA)APPROVED BY THE AHJ.THE BUILDER IS RESPONSIBLE TO COORDINATE BETWEEN THE QAA FIRM AND BBNA FABRICATION FACILITIES.THE TYPE AND EXTENT OF SPECIAL INSPECTIONS AND NOT WELD TESTING MUST BE SPECIFICALLY STIPULATED IN CONTRACT DOCUMENTS OR BBNA WILL ASSUME SPECIAL INSPECTIONS AND/OR NDT TESTING ARE WAIVED AS PERMITTED BY THE BUILDING CODE BASED ON BBNA FACILITIES IAS AC472 ACCREDITATION. r �ev�eQ�tS Reviewed for Building Code.Compliance Signature Date Building Plan Review By SAFEBuilt ' THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF D BUTLER MANUFACTURING ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST.KANSAS CITY,MO 64102 COVER SHEET MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT REQUIREMENTS SPECIFIED BY BUTLER. SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. BUILDER: Coast Construction TDB 0: THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER: Ohre: DESIGN OF ANY OTHER PRODUCT OR GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION: Arlington,Washington ER 5/9/2018 COMPONENT FURNISHED BY BUTLER EXCEPT DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. BL/TL ORAWNICHECH: TO ANY DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PROJECT: Dantrawl Bldg Butler Manufacturing WZ / VD' REQUIREMENTS SPECIFIED BY BUTLER. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. BUILDERS Pox vac vBRslorv: 2018.1a PAGE: 1 ' VPC FILENAME:17-017797 5110I2019 9:28:16 a division of BlueScope Buildings North America,Inc. Received DEC 18 2M ?jL.D naa- Codes and Loads Snow Buildup WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, Shape Surface Description X Location Y Location Magnitude HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN Unit 1 - Building Roof: A Unbalanced Snow Load 1, Shifted Left : Roof: A 0.0 ft 26.1 £t 9.9 psf INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE. 0.0 ft 0.0 ft 9.9 psf COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS. 302.0 ft. 0.0 ft 9.9 psf City: Arlington County: Snohomish State: Washington Country: United States 302.0 ft 26.1 ft 9.9 psf Building Code Unit 1 - Building Roof: B Unbalanced Snow Load 1, Shifted Right : Roof: B 0.0 ft 26.1 ft 9.9 psf Building Code: Washington State Building Code 2015 Structural: 10AISC - ASD Rainfall: I: 0.10 inches per hour D.0 ft 0.0 ft 9.9 psf Based on Building Code: 2015 International Building Code Cold Form: 12AISI - ASD f'c: 3000.00 psi Concrete 302.0 ft. 0.0 ft 9.9 psf Building Risk/Occupancy Category: II (Standard Occupancy Structure) 302.0 ft 26.1 ft 9.9 psf 1. The Snow Buildup loading shown is in addition to the flat or eloped roof snow. Dead and Collateral Loads Material Dead Weight Roof Live Load 2. The X and Y Location dimensions are from the point of origin of each surface. Collateral Gravlty:3.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for sei5mic):3.50 psf - USR Wind Load Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 11.90 psf Mapped MCE Acceleration: Be: 107.30 8g Wind Exposure: C - Kz: 0.994 Design Snow (Sloped): ps: 11.90 psf Mapped MCE Acceleration: S1: 41.80 9g Parts Wind Exposure Factor: 0.994 Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Enclosed Specified Minimum Roof Snow: 25.00 psf (DER) Seismic Importance: Is: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.7660 Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc: 0.4409 NOT Windborne Debris Region Thermal Factor: Heated - Ct: 1.00 Seismic Design Category: D Base Elevation: 0/0/0 Ground / Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 25/4/6 B Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 12/8/3 Diaphragm Condition: Flexible Basic Wind Pressure: q: 26.17 psf Fundamental Period Height Used: 31/8/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4447 R-Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2672 _ R-Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Y Base Shear: V: 0.2357 x W / i i i / �i Unit 1 - Building i Roof: B i i Unit 1 - Building Roof: A / i / i � I�bnS Reviewed for Building Code Compliance V Signature Date Building Plan Review By SAFEBuilt FOR CONSTRUCTION THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF D BUTLER MANUFACTURING ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GE BUTT E ST.KANSA CITY,MO 64102 CODES AND LOADS MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT REQUIREMENTS SPECIFIED BY BUTLER. SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT THE BUTLER MFG.ENGINEER'S SEAL DOES PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: GATE: er: DescwvrroN: 9UILDER: Coast Construction JOB 0 NOT APPLY TO THE PERFORMANCE OR CUSTOMER: ATE 1 37 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DATE: DESIGN OF ANY OTHER PRODUCT OR GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS BUTLER 5/9/2018 COMPONENT FURNISHED BY BUTLER EXCEPT LOCATION: Arlington,Washington _ s' DRAWNICMECK: DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. TO ANY DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PROJECT: Dantrawl Bldg _ Butler Manufacturing / REQUIREMENTS SPECIFIED BY BUTLER. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ORAVMG SCALE: NTS VPC VERBUILDER' S S PCs: PaoE. ION: 2018.1 a VPC FILENAME:17-011737 611012018 9:2B:18 -��- a division of BlueScope Buildings North Amedca,Inc. General Note: 1, Frame at grid 13.9 is not designed for future expansion.Frame at grid 2.1 is designed for future expansion with a total tributary width of 25ft0(columns at 2.1/B,2.1/C,2.1/D cannot be removed with future expansion,max future expansion is 100ft). 2, Butler steel is not designed for any of the following loads:mezzanine,entrance canopy, power block. 13.9 2.1 19 13 12 11 10 2 6 8 6 11 D 1 D11 D D I I I I I I I I I I I I I o I 1 I I I 1 I I I 1 I I I II I I I I 1 I I I I I I I I I I I I I I I I I I I I m V I I I 1 I I I I I I i I I I I I 1 I I I I I I I I I IIb I I I I I I I I I o-- IN3 I I I S S I S S I I S HI ti U7 IU9 p9 Ip9 p9 D91 191 DI I ID12 1 I I I II I I I I I I I I W I I I I I I I I I I I I m n I I I I I I 11 D11-II HII �i3 I I I I I I I I I I I 1 I 1 I I 1 I I I 1 I I I I 1 Ds s e .6 D11 D11 D D D11 D11 D D ❑ ❑ ❑ 16'-11 3/9" J=B.5C 2 3 9 19`-1 1/2" 9 e I 1 1 25._n�. 25. 25-_D,' J�25i_p.� h�25.-p�. y� 2o�_p.� L 25._��. l 2S._n.. 1L 302'I-0" FjL 3L 3L ANCHOR ROD PLAN Reviewed for Building code compliance Signature ;� I Date Building Plan Review 9 3'-4 1/2" J=8.50 3 2' 11 3/4" By SAFEBu11t . or 1 1' 0" `RM9 lr,;l ❑ Dimension Key Finished Floor Elevation=100'-0"(Unless Noted otherwise) FOR CONSTRUCTION <*>THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BAYS. COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE D BUTLER MANUFACTURING ANCHOR ROD PLAN AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 1540 GENESSEE ST.KANSAS CITY,MO 64102 WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. REQUIREMENTS SPECIFIED BY BUTLER. SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT THE BUTLER MFG.ENGINEER'S SEAL DOES PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: a- DESCRIPTION: BUILDER: Coast Construction JOB#.17-017737 NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER DATE' DESIGN OF ANY OTHER PRODUCT OR GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION Arlington,Washington BUTLER 5/5/2018 COMPONENT FURNISHED BY BUTLER EXCEPT DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. ® DRAWN/CHECK TO ANY DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PROJECT: Dantrawl Bldg Butler Manufacturin WZ / VD REQUIREMENTS SPECIFIED BY BUTLER. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING SCALE: BUILDER'SPC#. 2018.1a g PACE NTS vrc vERsloN:2018.1 a VPC FILENAME:17M7737 502018 11:30:58 a d,,ision of BlueScope Bdit,gs NoM America,Inc DI..A Dim.A Is E 1 E E c € ITC E _ w �_E {� H c ,H u 21/2" Ib4on T t>J tTJ 112" WIDTH (64mm) r " WIDTH N 2 112" .2 1/2" "' ^+ WIDTH WIDTH64mm4mm 2112" 21MY' 21rZ, 2— 2112" 2112" 2112" I2112" E 2112' � �21 t 'I- CL DI (4)3/4" Dia. GR36 Anchor Rods D2 (4)3/4" Dia. GR36 Anchor Rods D3 (4)3/4" Dia. GR36 Anchor Rods D4 (4)3/4" Dia. GR36 Anchor Rods D5 (4)3/4" Dia. GR36 Anchor Rods D6 (4)1" Dia. GR36 Anchor Rods D7 (4)3/4" Dia..GR36 Anchor Rods DB (4)3/4" Dia. GR36 Anchor Rods Plate W=8" LiPlate W=8" LiPlate W=8" L=11" Plate W-8" L-10" Plate W=9" L-1'-6" Plate W-9" L-1-0" Plate W=1'-0" Li Plate W=9" L=1'-O" D9 (4)3/4" Dia. GR36 Anchor Rods Dim: A=1'-O" Dim: A=1'-0" Dim: A=1'-0" Dim: A=1'-0" Dim: A=1'-0" Dim: A=1'-0" Gage=S" Pitch=5" Dim: A=1'-0" Plate W=1'-0" Li Elev.=100—O" Elev.=100'-0" Elev-100'-0" Elev.=100'-0" Elev.=100-0" Elev.=100'-0" Elev-100—O" Elev.=100'-0" Elev.=100'-0" 4 Dim.a g 1 O WASHERS 0ZD MBED DITEMS ARE TO BE FURNISHEDBY CONTRAD10R WIDTH E .. HARDENED E WASHER 2 ANCHOR ROD DIAMETERS WERE DETERMINED BY ALLOWABLE ry E 4"(102mm) R SHEAR AND 15M GRSIONPE AISC ANCHOR RODLENGTH,$IFECTS b. E L IASTM F1554 GRADE Ye)ANCHOR ROD LENGTH,EFFECTS PROJECTION OF EMBEDDED ANCHOR ROD EDGE DIMENSIONS AND METHOD 81/2" OF TRANSFERRING FORCES FROM ANCHOR RODS TO BOTTOM OF FOOTINGS ARE TO BE DETERMINED BY OTHERS. A. .. F BOTTOM OF COLUMN JUNLESS OTHERWISE SPECIFIED ANCHOR RODS ARE DESIGNED T T w COLUMN AND DETAILED AS'CASTIN PLACE'ANCHOR RODS WITH E z BASE PLATE ELEV. BASE PLATE ENUGTIGNr CONNECTIONS. 4 FOUNDATION MUST BE LEVEL SQUARE AND SMOOTH. a J m A CHOR RODS MUST BE ACCURATELY-TOP OF FOUNDATION-CONSIDER ONTHIS DRAWING OR STEELW LL NOT FIT.TEBUILOELACED AS R GAGE m„I m ANDANY SPACE COLUMN BASE ANCHOR ROD ON ISRESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS LENGTH COLUMN BASE N ANCHOR ROD PER AISC CODE OF STANDARD PRACTICE,SEC]d r VARIATIONS ARE SUMMARIZED BELOW; LENGTH REQUIREMENT L .CENTERS OF ANY TWO AR WITHINACOLUMN BASE - GROUP;­" THE 4"PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE LFLUSH=O"Omm b.CENTERS OF ADJACENT AR GROUPS;t-114" Dll (9)1 1/2" Dia. GR36 ADCIlOr Rods IS A BUGGESTE0 MINIMUM TO ENSURE ADEQUATE ANCHOR ROD ( ) c.TOPS OF ARD;--112" Plate W=1'-0" L=1'-0" D12 (4)3/4" Dia. GR36 Anchor Rods LENGTH.A DIFFERENT PROJECTION MAY BE REQUIRED BY THE d ACCUMULATED DIM BETWEEN CENTERS OFAR GROUPS FOUNDATION DESIGNER. ALONG COLUMN LINE;+114"PER IOOFT.,NOT TO Plate W=9" L=1'-1" THE ANCHOR ROD PROJECTION MAY NEED TO BE CUTOFF IF EX EEDI"TOTAL Dim: A=O'-111/2" THERE IS INTERFERENCE WITH OTHER PARTS. TYPICAL COLUMN e.DIMFROMCENTEROFANYARGROUPFROMCOLUMN Gage=6" Pitch=6" Edge 0ut=3" Dim: A=1'-0" LINE„"Nr Elsv.-100'-0" SUGGESTED ANCHOR ROD PROJECTION BASE PLATE DETAIL S. EACTGOLOADSANDREACTIONSAREFURNISHEDINTE REPORT Please note D11 special anchor rod diameter, dimension A and anchor rod pattern. Reviewed for Building Code Compliance Signature I Dale Building Plan Review BY SAFEBuilt FOR CONSTRUCTION P..,.t sj oils THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT D 1540 GENESSEE ST.KANSAS CITY,MO 64102 ANCHOR ROD PLAN - DETAILS REQUIREMENTS SPECIFIED BY BUTLER. SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT JOB# THE BUTLER MFG.ENGINEER'S SEAL DOES PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: BY: DESCRIPTION: BUILDER. Coast Construction 17-017737 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER: NOT APPLY TO THE PERFORMANCE OR Dare DESIGN OF ANY OTHER PRODUCT OR GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION: Arlington,Washington BUTLER 5/5/2018 COMPONENT FURNISHED BY BUTLER EXCEPT DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. ® DRAVVWCHECIE TO ANY DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PROJECT: Dantrawl Bldg Butler Manufacturing WZ / VD REQUIREMENTS SPECIFIED BY BUTLER. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING SCALE: BUL.ERSF0#: g PAGE: NTS VPC VERSION:2018.1 a VPC FILENAME:174117737 1119/2018 11:30:59 a division of BlueSoope Buildings NDUh America,Inc. I 0Bracing Member Schedule Rod, Strut, and Misc. Connection Bolts _ Id Part Description Length Vert. Clear Id Qty Grade Bolt Diam.Bolt Length PartNo SBX001 3P 8" x 3/8" flg - 3/16" x 9s web 24'-10 3/4" 1.4 A325 7/8" 3 1/2" 0097380 SBX002 3P 8" x 3/8" flg - 3/16" x12" web 24-10 3/4" 2 6 A325 3/4" 2.1/2" 00972.84 cxoa2 CX004 CX0o6 cxoo9 cxalo CX012 ` sax002 =014 7cxo16` 7`cxo16 7cxo2o 'CX022 -U, - cxo26 sazooz # $ a e oo /1y4��� tiy4� W HPR005 .'YO052�p3MHPx006 I ugRs?'03 I Tu6Rsz 7 0 3 � - 11><2 �B mxo1 mIcxl laz �ICR003 �I�RS291!) -- a-Y,/jS2.1 _.�.Ic_x oozicxoo2 �xcxooa Icxooa � a�SP8006X003 O a a a 8Pxoo2 *Oq¢yry910 *oN4�ry910 106 �o q q Y06 y064 O i -0 'RS2203 "^RPxoo, k1 �094S27 p3'// ','-01�sz1p3 1 t HPxoo1 " 9 >< 01 a� I I I I I i1 ssxooi i 1 R Bxao1 1 i �J cxool CX003 cxoos CX007 cxoo9 cX011 Cx013 cx015 cxo1'1 cxo19 CR021 CX023 LLLJJJCXo25 35'-0" 25 -0° #- 25`-0" 25 25' 0° 25'-0- 25'-0° 25-0° 25'-On 35'-On�yr. Lrl f 302`-p" i-II till�121 S, PRIMARY AND ROOF BRACING PLAN Bracing Part Schedule G Part Qty Length Detail `w \ 04 RS2910 4 29'-10" BRO1G2 �:s. v o,,,ae A O6RS2904 4 29'-4" BRO1G2 Pr,RE2,�092ar�\$0�� 07RS 2703 8 27'_3" BRO1G2 „,o°, S;SIc .LbT" 11RU3308 8 331_8" BR02K1 ;�17 04RS 3209 4 32'-9" BR01G2 06RS2703 4 27-3" BRO1G2 1 1'-0" Dimension Key Shape Name=Unit 1-Building PERMIT SET-For Building Dept.Approval 1.USE 112 X 1 1/2 A326T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING VINO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLYTO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 54102 PRIMARY AND ROOF BRACING PLAN SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. : �.�. BY.. DESCmPTION: euILDER:. Coast ConsWction '�Y` 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR cusraAER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 812512017 L�ATroN Arlington,Washington �" DRAWWCHECK: COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg WZ / VD .. Butler Manufacturing PAGE. REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAYANG scaLE: NTS BUILDERS POP. VPCVERSION:2017.1b 5 VPC FILENAME:17417737 6Y1912017 16:58:35 a division of Blus3wpe Buildings Nam America,Ins Frame Member Schedule OBolt Connection & Plate Schedule Frame Clearances Part Mom Width Thick WebThk.Depthl Depth2 Approx.Lgth Approx.Weight Detail Cee Mark No Id Qty Grade Bolt Bolt Plate Rows Rowe PartNo Horiz. Clearance between members 1(CX001) and 15(CX002): 125'-8 13/161, CX001 1 6.0000 .2500 .1644 1'-6" 1'-6" 31'-3 1/2" 728# Dia. Length Thick. Out In Horiz. Clearance between members 1(CX001) and 16(CX002): 125-9" 2 6.0000 .3750 .1644 1'-611 1-6" A 14 A325 3/4" 2 1/2" 3/8" 3 4 0097284 Horiz. Clearance between members 2(CX001) and 15(CX002): 125-8 5/8" RSXO01 3 5.0000 .3125 .1644 2'-5" 1'-6" 35'-5 5/16" 701# B 4 A325 3/4" 2 1/211 3/811 1 1 0097284 Horiz. Clearance between members 2(CX001) and 16(CX002): 125-8 13/16" 4 5.0000 .2500 .1345 1'-6" 1'-6" C 8 A325 3/4" 2 1/2" 1/2" 2 2 0097284 Vert. Clearance at member 2(CX001): 28'-7 11/16" 5 5.0000 .2500 .1345 1'-611 11" <S> - (2) Washers (095872) req'd at Flange Brace to Secondary, Vert. Clearance at member 15(CX002): 28'-8 5/16" RBX002 6 5.0000 .3125 .1345 IS" 11" 23'-1 1/1611 382# Vert, Clearance at member 17(EPX001)1 31'-2 15/16" (EPX002 Vert. Clearance at member 18 7 5.0000 .3125 .1345 11" 11" )1 33'-4 716"/ RBX003 8 5.0000 .1875 .1345 11" 1'-2 11/16" 10'-0 7/16" 157# Vert. Clearance at member 19(EPX003): 34'-0 3/8" 9 5.0000 .1873 .1345 1'-2 11/16" 1111 Vert. Clearance at member 2O(EPX004): 32'-11 9/16" RBX004 10 5.0000 .3125 .1345 11" 11" 27'-11 7/8" 460# Vert. Clearance at member 21(EPX005): 31'-1 1/16" 11 5.0000 .3125 .1345 11" il" Finished Floor Elevation . 100-0" (Unless Noted Otherwise) RBX005 12 5.0000 .3125 .1345 11" 1'-6" 29'-8 3/4" 635# 13 5.0000 .3125 .2345 1'-611 1'-6" 14 5.0000 .3125 .1644 1'-6" 2'-5" CX002 15 6.0000 .3750 .1644 2'-4" 2'-4" 31'-2 1/2" 879# 16 6.0000 .3125 .1644 1'-0" 2'-4" EPX001 17 8.0000 .2500 .2644 11" 11" 31'-3 3/1611 4S3# BR25DH JCPOS3067 EPX002 18 6.0000 .2500 .1644 11" 11" 33'-4 5/8" 366# BR25CA EPX003 19 6.0000 .2500 .1644 11" 11" 34'-0 3/8" 376# EPX004 20 8.0000 .2500 .1644 11" 11" 32'-11 13/16" 479# BR25CA EPX005 21 8.0000 .2500 .1644 11" 11" 31'-1 5/16" 468# BR25CA ? I ri_ ------ 65'-7 9/16" 0.750212 S'-7 9/16" 0.750:12 11 a 5'-0^ 11 a 5'-0^ 5 m n n mG rvm 0 ery e G e ry rT RBX003 --r-____a-___RBxooaae%oos c 0F82031 (2)GFB2066 OFB3061 NBBC7 N88C7 INB8C3 I I ' (7)OFB2006 NBBC7 I I I I FB2036 (2)0782036 (2)GFB2036 OFB1096 GFB2032 N88^.�^ NBBC2 pBSC2 NBBC2 NBBC2 o (2)0FB2006 (2)0F82006 ■B2006 NBBC2 NaBm NBBC2 25'-4" ,�-- 211-11- 1s'-6" 21'-0" �- ao-a^ .� 22'-10^ CL CL CL CL CL 131'-D^ B FRAME CROSS SECTION AT FRAME LINE(S) 13.8 STUARTytP .l"e"B.Seymour,PE+' /1J 50392 7 35'-11 5/811 Ridge Ht. ^...:�,a,^,ao,.„o,w �Y'S 15e0.�i0 0 JA1 6 4'-0" 5 2 2 4'-9 5/16" 09/01 2017 4 1'-1" 3 3'-10 1/2" 2 2 a 4'-011 1 8 1/2" 1 (1)JCP053067 ❑Dimension Key r Part Rey Shape Name=Unit 1-Building Wall 4,Frame 1 PERMIT SET-For Building Dept.Approval 1.USE 112 X 1 1/2 A325T BOLT(491 AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)13.8 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG,AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: sr: DESCRIPTION: BUILDER: Coast Construction 'tea 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 812512017 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING, LOCATION: Arlington,Washington DETAILS REFERENCED IN THIS DRAWING,ALL DRANMK:HECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler ManufacturingWZ / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE: DRAINING SCALE: NTS BUILDER'S POP: VPC VERSION: 2017.1b 8 VPC FILENAME:17-017737 V29/2017 18:68:06 a dwhhn of SheS,gm Soll4hge North AmorkA Ix. Frame Member Schedule 013olt Connection & Plate Schedule Frame Clearances Part Mem Width Thick WebThk.Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rowe Rowe PartNo Horiz. Clearance between members 1(CX003) and 13(CX004): 123-8 13/16" CX003 1 8.0000 .3750 .1875 1-6" 1-6" 31-3 3/8" 111$# Dia. Length Thick. Out In Horiz. Clearance between members 1(CX003) and 14(CX004): 123'-9" 2 8.0000 .5000 .1875 1'-6" 1-6" A 8 A325 3/4" 2 1/2" 1/2" 2 2 0097284 Horiz. Clearance between members 2(CX003) and 13(CX004): 123'-8 13/16" RBX006 3 6.0000 .5000 .2500 4-4" 4-4" 23'-8 1/4" 1499# B 10 A325 3/4" 2 1/2" 3/8" 3 2 0097284 Horiz. Clearance between members 2(CX003) and 14(CX004): 123'-9" 4 6.0000 .3750 .2500 4'-4" 3'-6" C 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 Vert. Clearance at member 2(CX003): 26-11 1/16" RBX007 5 6.0000 .3125 .1875 3'-6" 3-6" 30'-0" 1147# D 30 A325 3/4n 2 1/2" 1/2" 2 3 0097284 Vert. Clearance at member 13(CX004): 26-10 7/8" 6 6.0000 .2500 .1875 3'-6" 2-0" E 16 A325 3/4" 2 1/2" 3/4" 4 4 0097284 Vert. Clearance at member 15(ICX001): 32'-7 11/16" RBX008 7 6.0000 .5000 .1875 2'-0n 2'-7 3/8" 20'-O" 799# F 4 A325 1/2" 2" 1/2'. 1 1 0097280 Finished Floor Elevation . 100,-0" (Unless Noted Otherwise) 8 6.0000 .5000 .1875 2'-7 3/8" 2'-0" RBX009 9 6.0000 .2500 .1875 2'-0" 3'-6" 30-0n 1155# 10 6.0000 .3125 .1875 3'-6n 3'-6" RBXO10 11 6.0000 .3750 .2500 3'-6" 4'-4" 20'-9 15/16" 1363# 12 6.0000 .5000 .2500 4'-4" 4'-4" CX004 13 8.0000 .5000 .2500 4'-4" 4'-4n 31'-2 1/2" 1907# 14 8.0000 .3750 .2500 1'-0" 4'-4" ICX001 15 10.0000 .3750 .1875 10" 10" 32'-7 11/16" 1060# nB 65'-7 9/16" 0.750,11 6-7 9/16• 0.75 d:ia 5 u m aU n a�� � of y N i i _ N cd ______ m m c m e i _______ aU e n c U uq RaXOpg RBX007 I 1 RBX020 RBX006 I I q i N8BC2 IwBsC28067 all DF84033 e RBB ReeC2 C2 d V CL FRAME CROSS SECTION AT FRAME LINES) 13 ' �l7ART� Jo"M1 S.Seymour,PE"+�'+ OI% DTyO71 9I\s\@ 50392 7 35'-ll 5/8" Ridge Ht. o".ro ooa a" "q\r9TL'4 6 4'-0" mONAL 5 2 a 4'-9 5/16" 09/01/2017 4 1'-1" 3 3'-10 1/2" 2 2 a 4'-0'. 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 2 PERMIT SET-For Building Dept.Approval THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY 1.USE 1/2 X 7 112 A325T BOLT(49080)AND NUT(47120) BUTLER MANUFACTURING WO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED I GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)13 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: BY: DESCRIPTION: BUILDER: Coast Construction JOB P. 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LaanoN, SUTLER 8/25/2017 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL Arlington'Washington ® DRAWNICHEM TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WQ I VD REQUIREMENTS SPECIFIED BY BUTLER TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE; DRAWINB SCALE: NTS BUILDER'S POP VPC VERSION: 2017.113 7 VPC FILENAME:17A77T97 W29=17 16:5118 a division of BlueSwpe Buildings NOM Amedo,Inc Frame Member Schedule QBOlt Connection & Plate Schedule Frame Clearances Part Mem Width Thick WebThk.Depthl Depth2 Approx.Lgth Approx.Weight Id Oty Grade Bolt Bolt Plate Rowe Rowe PartNo Horiz. Clearance between members 1(CX005) and 13(CX006): 123'-8 13/16" CX005 1 8.0000 .3750 .1875 1-6" 1'-6" 31-3 3/8" 1117# Dia. Length Thick. Out In Horiz. Clearance between members 1(CX005) and 14(CX006): 123'-9" 2 8.0000 .5000 .1875 1'-6" 1'-6" A 8 A325 3/4" 2 1/2" 1/2" 2 2 0097284 Horiz. Clearance between members 2(CX005) and 13(CX006): 123'-8 13/16" RBX011 3 6.0000 .5000 .2500 4'-4" 4'-4" 23'-8 1/4" 1499# B 6 A325 3/4" 2 1/2" 1/2" 1 2 0097284 Horiz. Clearance between members 2(CX005) and 14(CX006): 123'-9" 4 6.0000 .3750 .2500 4-4" 3'-6" C 8 A325 3/4" 2 1/2" 3/8" 3 1 0097284 Vert. Clearance at member 2(CX005): 26'-11 1/16" RBX012 5 6.0000 .3125 .1875 3'-6" 3'-6" 30'-0" 1147# D 6 A325 3/4" 2 1/2" 3/8" 2 1 0097284 Vert. Clearance at member 13(CX006): 26-10 7/8" 6 6.0000 .2500 .1875 3'-6" 2-0" E 8 A325 3/4" 2 1/2" 1/2" 1 3 0097284 Vert. Clearance at member 15(ICX001): 32'-7 11/16" RBX013 7 6.0000 .5000 .1875 2'-0" 2-7 3/8" 20'-0" 799# F 16 A325 3/4" 2 1/2" 3/4" 4 4 0097284 Finished Floor Elevation = 100-0" (Unless Noted Otherwise) 8 6.0000 .5000 .1875 2-7 3/8" 2-0" G 4 A325 1/2" 2" 1/2" 1 1 0097280 RBX014 9 6.0000 .2500 .1875 2-0" 3'-6" 30'-0" 1155# 10 6.0000 .3125 .1875 3'-6" 3'-6" RBXO15 li 6.0000 .3750 .2500 3'-6" 4-4" 20'-9 15/16" 1363# 12 6.0000 .5000 .2500 4'-4" 4'-4" CX006 13 8.0000 .5000 .2500 4'-4" 4'-4" 31'-2 1/2" 1907# 14 8,0000 .3750 .2500 1'-0" 4'-4" ICX001 15 10.0000 .3750 .1875 10" 10" 32'-7 11116" 1060# B (C) gg,-7 9/16^ 0.750:11 63"9/36. 0.730:12 Y 5 5 oU r o rvN �U ci 0 ery m - ------ ------- _ --- ----'-- c r c U e, ----_ ---_--- e� ry n v, eU ___-_-- --- m e G i ---- ------- a U RH%013 --- Raxo" 013 RSx012 ' RHxols i RBx011 i A � (2)G2B2.3. (2)GFB5067 wssc2 �N88C2 i GFB4033 -BC O 2 i NH8C2 NBHC2 d U 65,_g„ I 65_g,i CL 131'-0^ 8 FRAME CROSS SECTION AT FRAME LINES) 12 Jae05.BY-,,PE nw r \ 50392 7 35'-11 5/8" Ridge Ht. °"°0Nb4114MA0'°0 �Ot1AL� 6 4'-0,4 5 2 4 '-9 5/16" 09/01/2017 4 1'-1" 3 3'-10 1/2" 2 2 0 4'-0" 1 8 1/2" ❑Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 3 PERMIT SET-For Building Dept.Approval 1.USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)12 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE, BY: DESCRIPTION: BUILDER: Coast Construction JOB K' 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: BUTLER 8126/2017 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL Arlington,Washington DRAWWCHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING ECT: Dantrawl Bldg Butler ManufacturingVyz I VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE: DRAWING SCALE: NTS BUILDER'$POp; VPC VERSION: 2017.1b S VPC FILENAME:17-01Tr37 0/20/2017 16:58:40 a dIvisIm d 81-1kope BBIIGinga NMB Amarka,Inc. Frame Member Schedule QBolt Connection & Plate Schedule Frame Clearances Part Mom Width Thick NebThk.Depthl Depth2 Approx.Lgth Approx.weight Id Oty Grade Bolt Bolt Plate Rowe Rowe PartNo Horiz. Clearance between members 1(CX007) and 13(CX008): 122'-7" CX007 1 8.0000 .3750 .1875 1-0" 3'-6" 31-4 15/16" 1483# Dia. Length Thick. Out In Horiz. Clearance between members 1(CX007) and 14(CX008): 122'-7" 2 8.0000 .5000 .1875 3'-6" 3-6" A 16 A325 3/4" 2 1/2" 1/2" 4 4 0097284 Horiz. Clearance between members 2(CX007) and 13(CX008): 122'-6 13/16" RBX016 3 6.0000 .3750 .2300 4'-4" 4-4" 21'-8 3/16n 1286# B 14 A325 3/4" 2 1/2" 3/8" 3 4 0097284 Horiz.. Clearance between members 2(CX007) and 14(CX008): 122'-6 13/16" 4 6.0000 .3125 .2500 4-4" 3-6" C B A325 3/4" 2 1/2" 3/S" 2 2 0097284 Vert. Clearance at member 21CX007): 26-10 5/16" RBX017 5 6.0000 .5000 .1875 3'-6" 3-6" 30'-0" 1289# D 12 A325 3/4" 2 1/2" 3/8" 2 4 0097284 Vert. Clearance at member 131CXOOS): 27--0 9/16" 6 6.0000 .2500 .1875 3'-6" 2-1" E 14 A325 3/4" 2 1/2" 5/8" 3 4 0097284 Vert. Clearance at member 15(ICX002): 32-6 11/16" RBX018 7 5.0000 •3750 .1875 2'-1" 2'-8 3/8" 20'-0" 661# F 4 A325 1/2" 2" 1/2" 1 1 0097280 Finished Floor Elevation . 100'-0" (Unless Noted Otherwise) 8 5.0000 .3750 .1875 2'-8 3/8n 2-1" RBX019 9 6.0000 .2500 .1875 2'-1" 3'-6" 30'-0 1/16" 1289# 10 6.0000 .5000 .1875 3'-6" 3-6" RBX020 11 6.0000 .3125 .2500 3'-6" 4'-4" 21'-8 1/16" 1293# 12 6.0000 .3750 .2500 4'-41 4'-4" CX008 13 8.0000 .5000 .1875 3'-6" 3'-6" 31'-2 1/2" 1505# 14 8.0000 .3750 .1875 1-0" 3'-6n ICX002 15 10.0000 .3750 .1644 10n 10" 32'-6 11/16" 1034# B 7 65'-7 9/16^ 0.750:12 5'-7 1/26" 0.760,12 B S �u pm m tl 0 tl __ m n e u n _ o u mm Is _ tl i o u i ery tl_______ _______ tl_ e� li tl u RBXO IB RBX019 RBX017 RSX020 EF SB%016 II I A I I 0 W I WBBC2 013 CL { 331'-0" eh. FRAME CROSS SECTION AT FRAME LINE(S) 11 B �S�vnRTs� 9 35'-11 5/8" Ridge Ht. roans sey,mur PE 8 2 ® 4'-9 5/16" y 1. 6D79TSB ONAL 6 3'-10 1/2" 5 4'-0n 09/01/2017 4 l'-On 3 2 e 5-01- 2 2 6 4'-O" 1 6 1/2" PERMIT SET F Building Dept.Approval �Dimension Key Shape Name= - oru n Unit 1-Building Wall 4,Frame 4 g p pp THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY 1.USE 112 X 1 1/2 SNUG BOLT EN BOLTS AND NUT ALL SE) ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MANUFACTURING WIO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S) 11 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER, USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATB: av: DESCRIPTION: BUILDER: Coast Construction JOB%' 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: Arlington,Washington BUTLER 812612017 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAVIANG,DETAILS REFERENCED IN THIS DRAWING,ALL ® DRAWNCHECN: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler ManufacturingWz I VD DRANANO SCALE: NT$ BUILDER'S PDp: VPC VERSION: 2017.1 b REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE: g VPC FILENAME:17-01"37 VA2017 16:68:41 a dMslon of BlueScope B"IMlnpa Nwth America,Inc. Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances Part Mem Width Thick WebThk.Depthl Depth2 Approx.Lgth Approx.Weight Id Oty Grade Bolt Bolt Plate Rowe Rowe PartNo Horiz. Clearance between members 1(CX009) and 13(CX010): 120'-10 13/16 CX009 1 8.0000 .3750 .2500 1-0" 4'-4" 31'-5 1/2" 1833# Dia. Length Thick. Out In Horiz. Clearance between members 1(CX009) and 14(CX010): 120'-11" 2 8.0000 .3750 .2500 4'-4" 4-4" A 16 A325 3/4" 2 1/2" 3/4" 4 4 0097284 Horiz. Clearance between members 2(CX009) and 13(CX010): 120'-10 5/8" RBX021 3 6.0000 .3750 .2500 4'-4" 4'-4" 20'-9 9/16" 1277# B SO A325 3/4" 2 1/2" 3/8" 2 3 0097284 Horiz. Clearance between members 2(CX009) and 14(CX010): 120'-10 13/16 4 6,0000 .3125 .2500 4'-4" 3'-6" C 8 A325 3/4" 2 1/2" 3/8" 2 2 0097264 Vert. Clearance at member 2(CX009): 26'-10 3/4" RBX022 5 6.0000 .3125 .1875 3'-6" 3'-6" 30'-0" 1139# D 6 A325 3/4" 2 1/2" 1/2" 1 2 0097284 Vert. Clearance at member 13(CX010): 26'-10 3/4" 6 6.0000 .2500 .1875 3'-6" 2'-0" B 4 A325 1/2" 2" 1/2" 1 1 0097280 Vert. Clearance at member 15(ICX003): 32-7 11116" RBX023 7 5.0000 .3750 .1875 2'-0" 2-7 3/8" 20'-0 1/4" 647# Finished Floor Elevation - 300-0" (Unless Noted Otherwise) 8 5.0000 .3750 .1875 2-7 3/8" 2'-0" RBX024 9 6.0000 .2500 .1875 2-0" 3'-6" 30'-0" 1145# 10 6.0000 .3125 .1875 3-6" 3'-6" RBX025 11 6.0000 .3125 .2500 3'-6" 4'-4" 20'-9 13/16" 1284# 12 6.0000 .3730 .2500 4'-4" 4'-4" CXO10 13 8.0000 .3750 .2500 4'-4" 4'-4" 31'-2 1/2" 1833# 14 8.0000 .3750 .2500 1'-0" 4'-4" ICX003 15 10.0000 .3750 .1875 10" 10" 32-7 11/16" 1060# I B I 65,-7 9/16" 0.150212 5'-7 9116" 0.750:12 11 0 5'-0" I1 0 5'-0• 5 5 --a U o� C -- --- --- ° n� Oqmm m ----_ ° .- -. --- ------- ---- e0 -------° ---- ------ -------- `ROX023 Ra7024 I I I Rsxoaa I I I Rsxaas I ROX021 I p I I I (2)D75S (210PR50fi7 _ N88C2C2 i �II88C2 I I OFR9033LE OF34033 NBaC2 w92C2 !1 CL 131'-0" B FRAME CROSS SECTION AT FRAME LINE(S) 10 IJART o J0""6,Seymour,PE 50392 "03BCfSTE AL AL 6 35'-11 5/8" Ridge Ht. 5 2 0 4'-9 5/16" 09/01/2017 4 1'-1" 3 3'-10 1/2" 2 4'-0" 1 6 1/2" PERMIT SET-For Building Dept.Approval ❑Dimension Key Shape Name Is Unit 1-Building Wall 4,Frame 5 g P Pp 1.USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)10 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: BY: DESCRIPTION: BUILDER: JOB a' 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES Coast Construction 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: GATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/25/2017 LOCATION: Arlington,Washington DRA9'afICNECK: COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT' Dantrawl Bldg Butler Manufacturing WZ I VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE:DaawiNo scALE: NTS BUILDER'8 f+08: VPC VERSION: 2017.1b 10 VPC FILENAME:17-017737 9012017 16:58<3 a div elon of SlueSOope SuIMIngs Nwh Amwka,Im. Frame Member Schedule OBolt Connection & Plate Schedule Frame Clearance Part Mem Width Thick WebThk.Depthl Depth2 Approx.Lgth Approx.Weight Id Oty Grade Bolt Bolt Plate Rows Rowe PartNo Horiz. Clearance between member: 1(CX011) and 13(CX012): 122'-6 13/16" CX011 1 8.0000 .5000 .1875 1'-0.' 3-6-131'-4 7/8" 1663# Dia. Length Thick. Out In Horiz. Clearance between members 1(CX011) and 14(CX012): 122'-7" 2 8,0000 .5000 .1875 3-6" 3'-6" A 16 A325 3/4" 2 1/2n 5/8" 4 4 0097284 Horiz. Clearance between members 2(CX011) and 13(CX012): 122'-6 5/8" RBX026 3 6.0000 .6250 .2500 4'-4" 4'-4" 21'-8 1/16" 1488# B 12 A325 3/4" 2 1/2" 3/811 2 4 0097284 Boris. Clearance between members 2(CX011) and 14(CX012): 122'-6 13116" 4 6.0000 .5000 .2500 4'-4" 3'-6" C 8 A325 3/411 2 1/2" 3/8" 2 2 0097284 Vert. Clearance at member 2(CX011): 26'-10 3/1611 RBX027 5 6.0000 .5000 .1875 3'-6" 3'-611 30-0n 1293# D 4 A325 1/2" 2" 1/2n 1 1 0097280 Vert. Clearance at member 13(CX012): 26'-10 3/16" 6 6.0000 .2500 .1875 3'-611 2'-1" Vert. Clearance at member 15(ICX002): 321-6 11/16" RBX026 7 5.0000 .3750 .1875 2'-1" 2'-8 3/8" 20'-0" 661# Finished Floor Elevation 300'-0" (Unless Noted Otherwise) 8 5.0000 .3750 .1875 2'-8 3/8" 2'-1n RBX029 9 6.0000 .2500 .1875 2'-111 3'-6n 30'-0 1/16" 1293# 10 6.0000 .5000 .1875 3'-6" 3'-6" RBX030 11 6.0000 .5000 .2300 3'-6" 4'-4" 21'-8 1/8" 1488# 12 6.0000 .6250 .2500 4'-4" 4'-411 CX012 13 8.0000 .5000 .1875 3'-6" 3-6" 31'-2 1/2" 1677# 14 8.0000 .5000 .1875 1'-0" 3'-6" ICX002 15 10.0000 .3750 .1644 10" 10" 32'-6 11/16n 1034# B 65'-7 9/16. 0.150:12 3®5'-0" 7so:1a 5 r �mp Om e pn w m n ^_�N O V U �m p i i - •ry 0 B ;m a ___-__• • • - - __ � e n e mU C C O i �m p n U ,-,m C_ i RBx028 - - _ m F RBx°39 1 jREX027 RBX030 I UX026 I I Q I I (al DN.SC2 WBBC2s00fi - Naeca I II NBaca II i 0133011 Dr93011 N311142 WSBC2 d Ff CL 131'-0" FRAME CROSS SECTION AT FRAME LINE(S) 9 S(UARTg� 6h,of W'�iW 3 h s 5"v,"o",,PE o�2�roz .:::T 6 35'-11 5/8" Ridge Ht. stONAL 5 2 a 4'-9 5/16" 09/01/2017 4 1'-1n 3 3'-10 1/2" 2 4'-0" 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 6 PERMIT SET-For Building Dept.Approval 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 54102 FRAME CROSS SECTION AT FRAME LINE(S)9 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: sr: DESCRIPTION: eUILDER: Coast Construction JOB B' 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: BUTLER 8/2612017 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL Arlington,Washington N DRAWNICHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: DaMrawl Bldg Butler ManufacturingWEE / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE' DRAWINGSCALB: NTS BUILDER'S POW: VPCVERSION:2017.1b 11 VPC FILENAME:17-017737 0129=17 18:68:C4 B dlW9bn o1 BlueSwpe B011tlIn4a NMh Am9N0a,lnt. Frame Member Schedule OBolt Connection & Plate Schedule Frame Clearances Part Mem width Thick WebThk.Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rowe PartNo Horiz. Clearance between members 1(CX013) and 13(CX014): 122-6 13/16" CX013 1 8.0000 .5000 .1875 1'-0" 3'-6" 31'-4 7/8" 1663# Dia. Length Thick. Out In Horiz. Clearance between members 1(CX013) and 14(CX014): 122'-7" 2 a.0000 .5000 .1875 3-6" 3'-61`. A 16 A325 3/4" 2 1/2" 5/8" 4 4 0097284 Horiz. Clearance between members 2(CX013) and 13(CX014): 122-6 5/8" REX031 3 6.0000 .6250 .2500 4'-4" 4'-4" 21-8 1/16" 1488# B 12 A325 3/4" 2 1/2" 3/8" 2 4 0097284 Horiz. Clearance between members 2(CX013) and 14(CX014): 122-.6 13/16" 4 6.0000 .5000 .2500 4'-4" 3'-6" C 8 A325 3/4". 2 1/2" 3/8" 2 2 0097264 Vert. Clearance at member 2(CX013): 26-10 3/16" RBX027 5 6.0000 .5000 .1875 3'-6" 3' 6" 30'-0" 1293# D 4 A325 1/2" 2.. 1/2'. 1 1 0097280 Vert. Clearance at member 13(CX014): 26-10 3/16" 6 6.0000 .2500 .1875 3-6" 2'-1" Vert. Clearance at member 15(ICX002): .32-6 11/16" RBX028 7 5.0000 '.3750 .1875 2'-1" 2'-8 3/8" 20'-0" 661# Finished Floor Elevation = 100-0" (Unless Noted Otherwise)' 8 3.0000 .3750 .1875 2'-8 3/8 2'-1" RBX029 9 6.0000 .2500 .1875 2'-1" 3'-6" 30-0 1/16" 1293# 10 6.0000 .5000 .1875 3:-6" 3.-6:: RBX032 11 6.0000 .5000 .2500 3'-6" 4' 4" 21'-8 1/8" 1488# 12 6.0000 .6250 .2500 4:_4" 4,-4:: CX014 13 8..0000 .5000 .1875 3'-6" 3'.-6.. 31'-2 1/2" 1678# 14 8.0000 .5000 .1875 1'-O" 3'-6". ICXO02 15 10.0000 ..3750 .1644 10.. 101. 32-6 11/16" 1034# I B 65'-7 9/16" 0.750:12 ®5 -p" 65-7 9/16".0.750:12 ------------------ a wry U m a ___ Fib n�•n� of _ o� m �m - 8 -_-__ -- ____-__ -_ o ___ m m m w m m m m _ ''-- r; n m F Rbxpag 1 i I RBX027 I RRx03a I 1 I i (a)GFB5006 GF5 1 GFB3011 r'� 131 -0- CL FRAME CROSS SECTION AT FRAME LINE(S) 8 50191 r %P RFt.ts Rli�9'y`u 6 35'-11 5/8" Ridge St. 5 2.0 4'-9 5/16" 017 4 1'-1" 3 3'-10 1/2" 2 4'-0" QDimension Key shape Name=Unit 1-BuilaiNg Walla,Frame 7 PERMIT SET-For Building Dept.Approval 1.USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING WO WASHERS,SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)8 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: ev: DESCRIPTIONS. euu.DER: Coast Construction JOBIR 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 812512017 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington,Washington ® DRAYMCHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: DantravW Bldg Butler ManufacturingYVZ 1 VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE: DRAWnNoscALE: NTS BUILDERS vPcvERSION: 2017.tb 12 VPCFLENAME:17-01Tn87 812 n7 16:S6A6 adNbi00 d HlB"SO B.11dinga North AM.IO Inc. Frame Member Schedule OBolt Connection& Plate Schedule Frame Clearancee Part Mem Width Thick WebThk.Depthl. Depth2 Approx,Lgth Approx:Weight Id. Qty Grade Bolt Bolt Plate Rows Rows PartNo Horiz. Clearance between members l(CX015) and 13(CX016):. 122-6 13/16" CX015 1 8.0000 .5000 .1875 1-0" 3!-6" 31'-4 7/8" 1639# Dia. Length Thick. Out In Horiz. Clearance between members 1(CX015) and 14(CX016): 122'-7" 2 8.0000 .5000 .1875 3'-6" 3'-611 A 16 A325 3/4" 2 1/2" 5/8" 4 4 0097284 Boris. Clearance between members 2(CX015) and 13(CX016): 122'-6 5/8" RBX033 3 6.0000 .6250 .2500 4'-4" 4-4" 21'-8 1 16" 1483# B 14 A325 3 4" 2 1 2" 3 8" 3 4 0097284 / / / / Horiz. Clearance between members 2(CX015) and 14(CX016): 122'-6 13/16" 4 6.0000 .5000 .2500 4-4" 3-6" C 8 A325 3/4" 2 1/211 3/8" 2 2 0097284 Vert. Clearance at member 2(CX015): 26'-10 3/16" RBX017 5 6.0000 .5000 .1875 3-6" 3'-6" 30--0" 1289# D 4 A325 1/2" 2" 1/2" 1 1 0097280 Vert. Clearance at member 13(CX016): 26-10 3/16" 5:0000 .3375750 .1675 2'-1" 2'-8 3/e" 20'-0" 661# Vert. Clearance at member 15(ICX002): 32 -6 11/16" RHX018 7 6 .0000 . 0 .1875 3'-6" 2'-1" Finished Floor Elevation 100'-0" (Unless Noted Otherwise) 8 5.0000 .3750 .1875 2'-8 3/8" 2'-1" RBX034 9 6.0000 .2500 .1875 2'-l" 3-6" 30'-0 1/1611 1289# 10 6.0000 .5000 .1875 3-6" 3'-6" RBX035 11 6.0000 15000 .2500 3'-6" 4-4" 21-8 1/8" 1483# 12 6.0000 .6250 .2500 4-4" 4'-4" CX016 13 8.0000 .5000 .1875 3'-6" 3-6" 31'-2 1/2" 1640# 14 8.0000 15000 .1875 1-0" 3-6a ICX002 15 10.0000 .3750 .1644 10" 10" 32'-6 11/16" 1034# I B Q 65'-7 9/16° 0.750;1a 5'-7 9/16° u u m u V m vu V u m mm "mm �ma _-- w =u 0 n �m n u a: o m r,m o u -m -- r m - _s m RBX017 RBX035 NBsca � WBBC25006 wBBC1 °w830- ssca GPB3011 131 ° I wssca x' CL B FRAME CROSS SECTION AT FRAME LINE(S) 7 B s PE 6 35-11 5/8" Ridge Ht. 5 2 N 4'-9 5/16" 4 1,_1„ 3 3-10 1/2-- 2 4'-0" - 1 8 1/2n ❑Dimension Key Shape Name=Unit 1-Building Wall 4,Frame s PERMIT SET-For Building Dept.Approval 1.USE 112 X 1 112 A326T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING W ID WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)7 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE, REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. Coast Construction THE BUTLER MFG.ENGINEER'S SEAL DOES REV: DATE: sr: DESCRIPTION: BUILDER: JoB 4: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: GATE, DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LocarloN: Arlington,Washington BUTLER 8/26/2017 on COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL ® DRAMn9rcNECN: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl BldgWMz I VD .Butler Manufacturing REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. oRax9NGscaLE: NITS eIXLOExs Par vPcvERm PAGE:oN:2017.1b 13 VPC FILENAME:17-DI7737 0129017 16:68:48 a dWisim d Blue6cape Bulldhp Nekh America,Ins. Frame Member Schedule OBOlt Connection & Plate Schedule Frame Clearances Part Mem Width. Thick WebThk..Depthl Depth2 Approx.Lgth Appro-Weight Id Qty Grade Bolt Bolt Plate Rows Rowe PartNo Horiz. Clearance between members 1(CX017) and 13(CX018): 122-6 13/16" CX017 1 8.0000 .5000 .1875 1-0" 3-6" 31'-4 7/8" 1640# Dia. Length Thick. Out In Horiz. Clearance between members 1(CX017) and 14(CX018): 122'-7" 2 8,0000 .5000 .1875 3-6" 3-6" A 16 A325 3/4" 2 1/2" 5/8" 4 4 0097284 Horiz. Clearance between members 2(CX017) and 13(CX018): 122-6 5/811 RBX033 3 6.0000 .6250 .2500 4'-4" 4'-4" 21-8 1/16" 1483# B 14 A325 3/4" 2 1/21' 3/8" 3 4 0097284 Horiz. Clearance between members 2(CX017) and 14(CX018): 122-6 13/161 4 6.0000 .5000 .2500 4-4" 3'-6" C 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 Vert. Clearance at member 2(CX017): 26'-10 3/16" RBX017 5 6.0000 .5000 .1875 3'-6" 3-6" 30-0" 1289# D. 4 A325 1/2" 2" 1/2" 1 1 0097280 Vert. Clearance at member 13(CX018): 26'-10 3/16" 6 6.0000 .2500 .1875 3'-6" 2'-1" Vert. Clearance at member 15(ICX002): 32-6.11/16" RBX018 7 5.0000 .3750 .1875 2-1" 2'-8 3/8" 20'-0" 661# Finished Floor Elevation 100--0" (Unless Noted Otherwise). 8 5.0000 .3750 .1875 2'-8 3/81r 2-1" RBX034 9 6.0000 .2500 .1875 2'-1" 3-6" 30-0 1/16" 1289# 10 6.0000 .5000 .1875 3-6" 3'-6" RBX035 11 6.0000 .5000 .2S00 3-6" 4-4" 21-8 1/8" 1483# 12 6.0000 .6250 .2500 4'-4" 4�-4a CX018 13 8.0000 .5000 .1875 3-6" 3'-6" 31'-2 1/2" 1639# 14 8.0000 15000 .1875 1r_0rr 31_61- ICX002 15 10.0000 .3750 .1644 10" 10" 32-6 11/16" 1034# _ 65'-7 9/16.0.75o t12 65r_7 9116.0.750:12 5 0 0 m m - U al o e _ _ _ e: u m m u _ ry w Po RSX016 RRX034 R8Xo17 RaX036 e i 0 (2)c 6 wBBca -.C26006 I GPB3O11 .Baca cPB3013 .sacs 1 7 131,-0" B'L FRAME CROSS SECTION AT FRAME LINE(S) 6 Jovh S Scymo"r PE y `J 6 35'-11 5/8" Ridge Ht. 5 2 E 4-9 5/16". 09i01/2017 4 1r-lrr 3 3'-10 1/2rr 2 4r-0n 1 8 1/2" - ❑Dimension Key Shape Name=Unit 1 Building Wan 4,Frames PERMIT SET-For Building Dept.Approval 1.USE 112 X 1 V2 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)6 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. nBY: DescRIPTwN: aumoeR: Coast Construction JOB%o 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES - 17.017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: BUTLER 812512017 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL Arlington,Washington DBAWWCHECN: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PRaECT: DaMrawl Bldg Butler Manufacturingva 1 VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE: DRAVANG SCALE: NTS BUILDER'S PM VPC VERSId1:2017.1 h 14 VPC FLENAME:17-017737 =912017 16:66A6 a dWlslon o/BlueBcepe Buildings North America,Inc. Frame.Member Schedule OBolt Connection & Plate Schedule Frame Clearances Part Mem Width Thick WebThk.Depths Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Horiz. Clearance between members 1(CX019) and 13(CX020): 122-6 13/16. CX019 1 8.0000 .50.00 .1875 1.-B. 3-6" '31'-4 7/8" 1663# Dia. Length Thick. Out In Horiz.'Clearances between members 1(CX019) and 14(CX020): 122-7" 2 8.0000 .SODO .1875 3-6" 3'-6" A 16 A325 3/4" 2 1/2" 5/8" 4 4 0097284. Horiz. Clearance between members 2(CX019) and 13(CX020): 122'-6 5/8" RBX026 3 6.0000 .6250 .2500 4'-4" 4-4" 21•-8 1/16"... 1488# a 12 A325 3/4" 2 1/2" 3/8" 2 4 0097284 Boris. Clearance between members 2(CX019) and 14(CX020): 122'-6 13/16. 4 6.0000 .5000 .2500 4'-4" 3-6" C 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 Vert. Clearance at member 2(CX019): 26'-10 3/16" RBX027 5 6.0000 .5000 .1875 3-6" 3-6" 30-0" 1293# D 4 A325 1/2" 2" 1/2" 1 1 0097280 Vert. Clearance at member 13(CX020): 26'-10 3/16" 6 6.0000 .2500 .1875 3'-6" 2'-1" Vert. Clearance at member 15(ICX002): 32-6 11/16" RBX028 7 5.0000 .3750 .1875 2-1" 2-8 5/8" 20-0" 661# Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 8 5.0000 .3750 .1875 2-8 3/8" 2'-1" RBX029 9 6.,0000 .2500 .1875 2'-1" 3'-6" 30'-0 1116" 1293# 10 6.0000 .5000 .1875 3-6" 3-6" RBX030 11 6.0000 .5000 .2500 3'-6" 4-4" 21-8 1/8" 1488# 12 6.0000 .6250 .2500 4-4" 4'-4" CX020 13 8.0000 .5000 .1875 3'-6" 3-6" 31-2 1/2" 1677# 14 8.0000 .5000 .1875 1-0" 3-6n ICX002 15 10.0000 .3750 .1644 10- 10" 32-6 11/16" 1034# B �. 65'-7 9/16" 0.750:12 65-7 9/16" 0.750:12 5 m os-_ -- o - s -a' oU .,of ■ p mm IN S pp ry om RBX02e I I RBX030 c BBX026 (2)GF85006 12)GFB$006 NBBc2� wBBC2 B3031 GF83013 CL B FRAME CROSS SECTION AT FRAME LINE(S) b s l�k ARTS -h 5 Seymour PE M92 Q PO�kfG(ST[RE9F' 6 35'-11 5/8" Ridge Ht. 5 2 0 4'-9 5/16" -{7 4 1-1" 3 3-10 1/2" 2 4'-On 1 8 1/2 or PERMIT SET-F Building t Approval Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 10 g Dept. pp 1.USE 112 X 1 112 A32ST BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING WO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)5 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. �,; DATE: sr: DESCRIPTION: BUILDER: Coast Construction JOB* 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER DATE: SIDE OF THE WEB AS THE HILLSIDE WASHER. DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN B[JTLER =6 117 +.ocATroN: Arlington,Washington COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL ® DRAwwcNECN: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler ManufacturingWZ I VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING scALE: BUILDERS Pox PAGE: NTS vPc vERslox: 2017.1b 15 VPC FILENAME:17-017737 812912017 Itma1 a division d M-S-p,Building,North Amwk%Ins. Frame Member Schedule OBolt Connection & Plate Schedule Frame Clearances Part Mem Width Thick WebThk.Depthl Depth2 Approx.Lgth Appro-Weight Id Oty grade Bolt Bolt Plate Rows Rows PartNo Horiz. Clearance between members 1(CX021) and 13(CX022): 122-6 13/16n CX021 1 8.0000 .5000 .1875 1-0" 3-6" 31'-4 7/811 1663# Dia. Length Thick. Out in Horiz. Clearance between members 1(CX021) and 14(CX022): 122'-7" 2 8.0000 .5000 .1875 3'-6" 3-6" A 16 A325 3/4" 2 1/2" 5/8" 4 4 0097284 Horiz. Clearance between members 21CX021) and 13(CX022): 122'-6 5/8" RBX036 3 6.0000 .6250 .2500 4'-4" 4'-411 21'-8 1116" 1489# B 12 A325 3/4" 2 1/2" 3/8" 2 4 0097284 Horiz. Clearance between members 2(CX021) and 14(CX022): 122'-6 13/16" 4 6.0000 .5000 .2500 4'-4" 3-6" C 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 Vert. Clearance at member 2(CX021): 26'-10 3/16" RBX037 5 6.0000 .5000 .1875 3'-6" 3-6" 30'-011 1294# D 4 A325 1/2" 2" 1/2" 1 1 0097280 Vert. Clearance at member 13(CX022): 26'-10 3/16" 6 6.0000 .2500 .1875 3'-6" 2'-1" Vert. Clearance at member 15(ICX002): 32'-6 11/16" RBX038 7 5.0000 .3750 .1875 2'-1" 2-8 3/8" 20'-0" 662# Finished Floor Elevation 100-0" (Unless Noted Otherwise) 8 5.0000 .3750 .1875 2'-8 3/8" 2'-1" RBX029 9 6.0000 .2500 .1875 2'-1" 3'-6" 30'-0 1/16" 1293# 10 6.0000 .5000 .1875 3'-6" 3'-6" RBX032 11 6.0000 .S000 .2500 3'-611 4-4" 21'-8 1/8" 1488# 12 6.0000 .6250 .2500 4'-4" 4'-411 'CX022 13 8.0000 .5000 .1875 3'-6" 3'-6" 31-2 1/2" 1677# 14 8.0000 .5000 .1875 1'-0" 3'-6" ICX002 15 10.0000 .3750 .1644 10" 3.011 32'-6 11/16" 1034# S 6S'-7 / 9 16" 0.750:32 e e en a C� ° n a 4 m ° ______- RBX030 - F ReXd29 I AHX03] I I RBX032 j UX036 I I I I I 1 Q I (1)0PB ' NBBC2 BC1 111pPB5006 I NBBC3 II I I I OPB3011 Be OP93011 NSBC2 NBBC2 d �i CL 131'-0" B FRAME CROSS SECTION AT FRAME LINES) 4 Qpe AR Haan S.Bav'a.."Pe 5FT2 - 'Q��6OI 6 35'-11 5/8" Ridge Ht. 10NALC3�' 5 2 8 4'-9 5/16" 09/01/2017 4 1'-In 3 3'-10 1/2" 2 4'-0a Dimension Rey Shape Name=Unit 1-Building Wall 4,Frame 11 PERMIT SET-For Building Dept.Approval 1.USE 112 X 1 112 A32ST BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING WIO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)4 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: eT: DESCRIPTIDN: BUILDER: Coast Construction JOB" 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LocAT1oN: Arlington,Washington BUTLER a 2� eK COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG,ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: DantraWl Bldg Butler Manufacturing / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAOE: DRAN1N08CAlE: NITSBUILpER'SPOW: VPC VERSION: 2017.1b 16 VPC FILENAME:17.017737 S126I2017 16:58:53 a dlvlebn d BluaScopa BulMinpB Nar:h America,Inc. Frame Member Schedule OBolt Connection & Plate Schedule Frame Clearances Part Hem Width Thick WebThk.Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt' Plate Rows Rows PartNo Boris. Clearance between members 1(CX023) and 13(CX024): 122-6 13/16" CX023 1 8.0000 .5000 .1875 1-0" 3'-6" 31'-4 7/8" 1639# Dia. Length Thick. Out In Horiz.. Clearance between members 1(CX02.3) and 14(CX024)l.122'-71- . 2 8.0000 .5000 .1875 3-6" 3'-6" A 16 A325 3/4" 2 1/2" 5/8^ 4 4 0097284 Boris. Clearance between members 2(CX023) and 13(CX024): 122-6 5/8" RBX039 3 6.0000 .6250 .2500 4-4" 4-4" 21'-8 1/16" 1485# B 12 A325 3/4" 2 1/2" 3/8" 2 4 0097284 Boris. Clearance between members 2(CX023) and 14(CX024): 122'-6 13/16" 4 6.0000 .5000 .2500 4-4" 3'-6" - - -C 8 A325 3/4" 2 1/2- 3/8" 2 '2 0097284 Vert.'Clearance at member 2(CX023): 26'-10 3/16-1 RBX040 5 6.0000 .5000 .1875 3-6" 3'-6" 30'-0" 1293# D 4 A325 1/2" 2" 1/2" 1 1 0097280 Vert. Clearance at member 13(CX024): 26-10 3/16" 6 6.0000 .2500 .1875 3-6" 2-1" Vert. Clearance at member 15(ICX002): 32-6 11/16" RBX041 7 5.0000 .3750 .1875 2'-1" 2-8 3/8". 20-0 662# Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 8 5.0000 .3750 .1875 2-8 3/8" 2.,-1n. RBX042 9 6.0000 .2500 .1875 2-1" 3r-6" 30'-0 1/16" 1291# 10 6.0000 .5000 .1875 3-6". 3'-6^ RBX043 11 6.0000 .5000 .2500 3-6" 4-4" -21'-8 1/8" 1484# 12 6.0000 .6250 .2500 4,-4^ 4,_4n CX024 13 8.0000 .5000 .1875 3-6" 3-6" 31-2 1/2" 1639# 14 8.0000 .5000 .1875 1'-0^ 3'-6„ ICX002 15 10.0000 .3750 .1644 10" 10" 32-6 11/16" 1034# B 651-7 9/16" 0.750:12 65-7 9116^ 0.750:12 1®5--0" 11•.5-0^ 5 I.y!J aV mm oS _ _R$ _S_--_-_ ___--_ S ry LWJ n e_ _-_ ____ �u � ___ -___-_- o o n mm - ----- nm N ¢1 -_-_ --_____ rob MW fAm _____ _______ _ RBX041 _ RSXO4z I R8X043 sm I (2)OFH5006 I C2 C...C21 ONBB1 NBBC2 B 131'-0" FRAME CROSS SECTION AT FRAME LINE(S) 3 a 6 35-11 5/8" Ridge Ht. )17 5 2 b 4'-9 5/16^4 1,._1„ 3 3-10 1/2" 2 4'-O„ 1 8 1/2" PERMIT SET-For Building Dept.Approval Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 12 g p " pp 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING WO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)3 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. RE%,. DA7e: sr: DESCRIR : SOLDER: Coast Construction JOB 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: Arlington,Washington BUTLER slzsl2on COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL ® DRAWWCHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: DantravA Bldg Butler ManufacturingWZ / VD DRawlNc SCALE: NITSeua0ars Poi vPc vERSION: REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE: 2017.1 b 17 VPC FILENAME:17.017737 812912017 16,56:64 a aNNlwl of aluaftops Buildings Nwlh Amwka,Im Frame Member Schedule OBolt Connection & Plate Schedule Frame Clearances Part Mem Width Thick WebThk.Depthl Depth2 Approx.Lgth Approx.Weight Detail Cee Mark No Id qty Grade Bolt Bolt Plate Rows Rowe PartNo Horiz. Clearance between members l(CX025) and 13(CX026): 120'-10 13/16 CX025 1 8.0000 .3750 .2500 1-0" 4'-4" 31-5 1/2" 1829# Dia. Length Thick. Out In Horiz. Clearance between members l(CX025) and 14(CX026): 120'-11" 2 8.0000 .3750 .2500 4'-4" 4-4" A 16 A325 3/4" 2 1/2" 3/411 4 4 0097284 Horiz. Clearance between members 2(CX025) and 13(CX026): 120-10 S/8" RBX044 3 6.0000 .3750 .2500 4'-4" 4-4" 20'-9 9/16" 1278# B 10 A325 3/4" 2 1/2" 3/8" 2 3 0097284 Horiz. Clearance between members 2(CX025) and 14(CX026): 120'-10 13/16 4 6.0000 .3125 .2500 4'-4" 3'-611 C 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 Vert. Clearance at member 2(CX025): 26-30 3/411 RBX045 5 6,0000 .3125 .1875 3'-6" 3'-6" 30'-011 1148# D 6 A325 3/4" 2 1/2" 1/2" 1 2 0097284 Vert. Clearance at member 13(CX026): 26'-10 13/1611 6 6.0000 .2500 .1875 3'-6" 2'-0" E 4 A325 1/2" 2" 1/2" 1 1 0097280 Vert. Clearance at member 15(EPX006): 32'-7 11/16" RBX046 7 5.0000 .3750 .1873 2'-0" 2'-7 3/8" 20'-0 1/4" 649# F 2 A325 3/4" 2 1/211 - - - 0097284 Finished Floor Elevation 100'-0" (Unless Noted Otherwise) 8 5.0000 .3750 .1875 2'-7 3/8" 2-0" RBX047 9 6.0000 .2500 .2875 2'-0" 3'-611 30'-0" 1152# 10 6.0000 .3125 .1875 3-6" 3-6" RBX048 11 6.0000 .3125 .2500 3'-611 4'-4" 20-9 13/16" 1284# 12 6.0000 .3750 .2500 4'-4" 4'-4" CX026 13 8.0000 .3750 .2500 4'-4" 4'-4" 31'-2 1/2" 1829# 14 8.0000 .3750 .2500 1'-011 4-4" EPX006 15 9.0000 .5000 .1875 11" 11" 32'-7 11/16" 1036# EPX007 16 8.0000 .5000 .1875 11" 21" 29-6 15/16" 840# BR25DH JCP053067 EPX008 17 8.0000 .5000 .1875 11" ll" 29'-6 15/16" 840# BR25DH JCP053067 65'-7 9/16" 0.750:12 651•7 8/16" 0.750:12 11 i 5'-0" 13•5'-0• 5 6 mry nn "' -tlm umi- ------en Vm mn U-_ - o Um a-li mi Ne ne----- ------ -------- - - --__-_- r- _--- ------� ------ -- R...11 RSX09T I j F A I RBX045 .ei RBX048 ROX044 m ry f add stub pOBt � n m I � e -1BRSX09LBR25BC)j e � eH - I I I DPB5067 u OPRS06T Keac2i Oc375120 oc175120 Il weec2 II O 3 13 LU D WBSC2KRSC23 N 0 321-9^ 32,_9" 32'-9" 321_9" CL CL CL 131'-0^ BL FRAME CROSS SECTION AT FRAME LINE(S) 2.2 B yTl7AR7' I WASOif�+O 53�� SPoNAL� 6 35'-11 5/8" Ridge St. 5 2 a 4'-9 5/16" 09 O1 2017 4 1'-1'. 3 3'-10 1/2:: 2 4'-0" 2 (1)JCP053067 1 8 1/2" 1 (1)JCP053067 Dimension Kay 0 Part Key Shape Name=Unit 1-Building Wall 4,Frame 13 PERMIT SET-For Building Dept.Approval 1.USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)2.2 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV; DATE: Br: DESCRIPTION: BUILDER: Coast Construction JOB0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/26/2017 LOCATION: Arlington,Washington ® DRAWNICHECK: COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE MATH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler ManufacturingWZ / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. rAce. DRAWING SCALE: NTS BUILDER'S POP: vPc vERslaN: 2017.1 b 18 VPC FILENAME:17-017737 WM2017 16:58:68 a dNekn d&..Scope B.Ildlnss NO h A-k.,Inc. CLEV MS ROD DIA. MARK INO, PINED A. BRACE Q FRAME BRACE ROOF LOCATION LOCATION SECONDARY NOTE: ALL BOLTS TO BE NOTE: ALL BOLTS TO BE 1/2" X 1 1/2" A325 3 8 097573 MEMBER 1/2" X 1 1/2" A325 BOLTS(49080) rmwo,) 1 2" 097573 BOLTS(49080) (U.N.O.) PURLIN COLUMN OR BEAM 5 8 095277 0*+ **0 WEB HEX NUT PURUN 7 e 095279 1 1/4" 0 2. 0 WASHER "A" 1 095250 0 —— —— —0 1/2"X 1 1/2" A325 BOLTS(49080)WITH WASHER "B" 1 1 8 095Z81 HARDENED WASHER(095872) EACH SIDE j 1/2"X 1 1/2" A325 BOLTS(49080)WITH C R D HILLSIDE WASHER 1 i 4 095282 COTTER PIN OFBN-O BR)OR E FB-) (TYP AT PURLIN END OF BRACE) HARDENED WASHER(095872) EACH SIDE 1 3 8" 1 097593 1 1/2" (TYP AT PURLIN END OF BRACE) 1 1 2 097594 FLANGE BRACE WILL TYPICALLY FIELD NOTE CONNECT TO THE WEB OF THE FLANGE BRACE (GFB- OR HFB-) WEB REINFORCEMENT PLATE (IF I THE BULDER WILL HAVE TO FIELD FRAME MEMBER. REAM—OUT THE 9/W DIAM.HOLE IN THE / PRESENT) MAY BE SHOP WELDED ON ^CLEVIS SECONDARY MEMBERS 1D 13/IB'DIAM. CLIP Am W/ EITHER SIDE OF THE WEB. HOLES.(FOR 1 E 12MOB FLANGE BRACE THICK FLANGESWITH A 3/+'X 1 3/4"A320 BOLT MIENFLANGE BRACE (GFB- OR HFB-)REQUIRED.)BRACE ROD ALTERNATE CONNECTIONSFLANGE BRACE REQUIREMENTS:RULE#I- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. DESCRIPTION PART NO RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ONROD NUT HARD STEEL ROUND WASHER HARD STEEL WASHER HILLSEIECROSS SECTION IS NOT ACCOMPANIED BY 2 DIAM A B WASHER C )3 B g5321 7 FLAT WASHER 98408ARE WASHER 46040 RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEBENDPOST ENDPOST 1 2' 95230 1 FLAT WASHER 95072 43657 WHEN PART MARK IS ACCOMPANIED BY(2). RAKE 3/4'FLAT ROUND WASHER(95946) RAKE 5 B' 95233 5 'FLAT WASHER 95945 MAY BE FURNISHED WITHOUT RULEJJI4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE BEAM BEAM 3 4' 95235 3 4'FLAT WASHER 95948 A SHOULDER, THEN TWO COTTER CENTER OF THE BUILDING. 7 B 95237 7 FLATV ASHER 95947 1"FLAT ROUND WASHER(95948) a3esa PIN WILL BE PROVIDED. RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME 1 9523B 1 FLAT WASHER 95948 1 1/B'FLAT ROUND WASHER(95949) 43859 SIDE OF THE FRAME WEB. 1 1 e 95239 1 1 B FLAT WASHER 95949 *+ 10" & 11 1/2"PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. REV.DATE:O s II I REV.NaW 11ROD BRACE REV.DATEtW/23/11 IREV.110.03 ROD BRACING REV.DA F:04 9 T asv.Nnm TYPICAL FLANGE BRACE CONNECTIONS REe°"E`06 R41 "�N0 01 ENDPOST TOP BRACING */1° Aev' 603 ENDPOST TOP BETWEEN PURLINS BRO1G2 WEB SLOT ASSEMBLY BR02K1 CLEMS ASSEMBLY BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN BR25A3 ENDPOST WITHIN 6" (152mm) OF PURLIN BR25CA NO CAP CHANNEL - BRACED TO PURLINS ONLY NOTE: ALL BOLTS TO BE I F- FEET G- GAGE CX*** = COLUMN (PLATE) BASIC ERECTION GUIDE REQUIRED FOR THIS PROJECT: GAGE POST 1/2" X 1 1/2"A325 I = INCHES 0= OPERATION CGX***- COLUMN (GAGE) 8 1/2"POST SHOWN BOLTS (490BO) (U.N.O.) PURUN E= EIGHTHS C FIN/COLOR WCX*** = COLUMN(HOTROLL) FULL FRAME 10"POST SIMILAR GAGE POST PANEL/COVERING REFER TO: WIDESPAN STRUCTURAL SYSTEM RAKE BEAM JCP051140 ON ONE SIDE W 1 3 1 1 7 2 8 1 K T 0 RBX*** = RAFTER (PLATE) III OF PURUN AT FLANGE BRACE ® + F F I I EGG 0 C C C BGX*** - RAFTER(GAGE) III 2013 INSTALLATION GUIDE I CONNECTION (WASHERS NOT WRX***- RAFTER(HOTROLL) III REQUIRED) LENGTH CODE /* FACTORYWASHERATTACHED TRX***= TRUSS RAFTER 1/2" z 1 1 2 A325 �1 (095872) INSULATION BOLTS(49080) FACTORY ATTACHED: II FILL ALL HOLES III ® I B 1 3 D 1 0 3 6 0 3 0 W V ICX***-INTERIOR COLUMN ^\�� 1)GPBCST ATTACHING WITH III ** F F F I I I E C C NOTE: I LENGTH WIDTH THK CODE PCX*** - PIPE COLUMN CLIP MAY BE (4) 1/2' x 1 1/2" III 7CX***= TUBE COLUMN SHOP WELDED ® A325 BOLTS(49050) SECONDARY (STANDARD) TO RAKE BEAM ® (4)1/2' DIA. WASHERS III ® 0 B Z 1 9 1 1 4 1 7 - - - - - EPX***= ENDPOST(PLATE) ® \ (095872) REQUIRED AS GPBC__ * * * F F I I E G G * * * * * EGX***- ENDPOST(GAGE) S 5HOWN. o DEPTHL LENGTH GAGE ADJUST.CODES SHAPE CBX*** = CANOPY(PLATE) 3/4" DIA.ANCHOR RODS SECONDARY(SPECIAL) CBX*+* = PIGGYBACK CANOPY 3/4" FLAT WASHERS *8 1 2"POST REQUIRES D 0 1 0 8 Z 1 9 1 1 a 1 7-- - DCC*++= 8 i/2"GAGE POST / I® �\ ** • * •F F l E c D FULL FRAME TO (2) ANCHOR RODS SHAPE DCE***= 10" GAGE POST ENDPOST CLIP 10" POST REWIRED FLANGE BRACE (GFB- OR COUNTER DEPTH6I LENGTH GAGE ADJUS7.CODES (FFC2) (4) ANCHOR RODS HFB-) MUST BOLT 3/4"x 2 1/2" A325 THROUGH JCP051140 ROD BRACING IRS -THREADS BOTH ENDS ALTERNATE JCP- LOCATION 0 3 R S 2 5 1 0 RT= THREADS ONE END- CLEVIS ONE END BUTLER 3-PLATE ENDPOST BOLTS(0097284) ANCHOR RODS, NUTS E * * F F RU= CLEMS BOTH ENDS AND WASHERS ARE DIA LENGTH RP = THREAD BOTH ENDS- NO HILLSIDES BY BUILDER Ra aATem/ov°* NN."D.DD ENDPOST TOP BRACING REV.DATE:o6M9/12 All NO,Of MARK NUMBER KEY REV.DAE:01/30/14 REv.NnoO REV.DATE:06/21/ REV.NO. 3-PLATE ENDPOST TO FULL FRAME REV.DATED° a lauv,N°,m GAGE POST BASE CONNECTION BR25DH PURUN REINFORCEMENT EN50B1 COMMON GENERATED MARK NUMBERS ENB002 BASIC ERECTION GUIDE - STRUCTURAL pF10CA FULL FRAME ENDWALL PF13D2 FACTORY ATTACHED BASE CLIP ROOF BEAM > ROOF NOTE: ALL BOLTS TO BE ` BEAM BOLTS x(490 0) (U.N.O,) RAKE` T\ RAKE BEAM „ w BEAM U CONNECTOR F CONNECTOR CLIP PLATES HORIZONTAL < I (z BOLTS) USE JCP- WHEN REOD. e CLEARANCE U Z ° (2 BOLTS EACH END) RIDGEEXTERIO a Q COLUMN �of HORIZONTAL FRAME REINFORCEMENT ® LINE MJ CLEARANCE PLATE (WHEN REQUIRED) HORIZONTAL SPLICE I EXTERIOR ——————————- COLUMN a VERTICAL SPLICE - 9 ROOF L—I--------- BEAM AIARTBASE ENDPOST CA ovwAsq,�f• UJ PLAT BRSX- GIRT ENDPOST BRACKET ENDPOST .3SQOr J z ENDPOST BRACKET ® (MAY BE INSET) (4 BOLTS EACH END) ®.. °"�t LJ a FINISHED FLOOR (5 BOLTS TO ENOPOST) B J11h S.Sly.,,PE INTERIOR F ELEVATION 100'-0" IBM COLUMN U < (TYPICAL UNLESS scrsreREO U U NOTED OTHERWISE �Z ) NOTE: ALL BOLTS TO BE uAL /2^ x 1 1/2° A32s 09/01I-017 COLUMN BASE PLATE BOLTS (49080) (u.N.O.) INTERIOR COLUMN SPLICE U I NOTE: BASE OF COLUMN MAY NOT BE AT FINISHED FLOOR REV.DATE!08112AS REV.NOW CLEAR HEIGHT DIMENSION WORK POINTS REv.DATE:o1�ol�09 REv.NG ao REv.DATE,01�o+D9 REV.ND.ao TOP OF ENDPOST ENDPOST TOP BETWEEN PURLINS PFRO07 AS SHOWN ON FRAME CROSS SECTION DRAWINGS BR25BD ENDPOST BRACKET TO RAKE BEAM BR25BC ENDPOST BRACKET TO RAFTER PERMIT SET-For Building Dept.Approval 1.USE 112 X 1 1/2 A32ST BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 PRIMARY BRACING SEDES SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. USED FORANYOTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. JOB a: THE BUTLER MFG.ENGINEER'S SEAL DOES REV: DATE: BY: DESCRIPTION; BUILDER: Coast COnstrMCllOn 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME 17-017737 SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN L ATION: Arlington,Washington BUTLER ° 8/2 512 01 7 oc COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL DRAWRUCHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: DantraWl Bldg Butler Manufacturing117 / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE' DRAWING SCALE: NT$ BUILDER'S PW: vPc vERSICN: 2017.7 b 19 VPC FILENAME:17-017737 8/2912017 SED8h- 16:58:57 a BIVMIon of 9Wa9c011a Building.NWIN Anwrka,Inc. Secondary Part Schedule 0S,coadary Bracing Schedule Mark Part Thick: Depth Lap .Detail Id Qty Mark No 9 PaciBg Note: El IOE2511414ADB32 0.0790 101, RS12PF,RSI2PB,RSI2PJ 1 52 CPBRA010510 11-1" Butler steel is not designed for any concentrated roof load. E2 ICE2411414DDS31 0.0790 10" RS12PE,RSI2PT 2 556 CPBB050108.(Typ.5'-0" E3 IOE2511411ADB31 0.1130 10" RS12PH,RSI2PA,RSI2PJ 3 52 CPBB041014 4-9 5/16" E4 IOE241141IDDB31 0.1130 10" RS12PE,RSI2PA,RSI2PJ 4 126 PBA0501 4-9 5/16" P1 08Z2911413A5B3 0.0880 8 1/2" 3'-10 1/2" RS02Tl,RSO1Tl 5 32 CPBB001002 8 5/8" P14 08Z301141544B2 0.0730 8 1/2" 2'-10 1/2" RS01T1. 6 16 CPBB040414 4-3 3/8" P16 08Z2911416A5B3 0.0680 8 1/2" 3'-10 1/2" RS02T1,RS01T1 See SED: - - P2 OBZ2911415A5B3 0.0730 8 1/2" 3'-10 1/2" RS02Tl,RSO1T1 _ BR09PK, BR09RY, BR09RZ, BR09PH, BR09JH P20 08Z2911412A5B3 0.0980 8 1/2" 3'-10 1/2" RS02T1,RS01T1 BR09JG, BR09K5, BRO9K2, BR09JR, BR18E2 P22 OSZ301141344B2 0.0880 8 1/2" 2'-10 1/2" BR18R2,RSO1T1 - P3 OSZ301141244B2 0.0980 8 1/2" 2'-10 1/2" RSOlTl P4 08Z301141644B2 0.0680 8 1/2" 2-10 1/2" RSO1T1 P6 08Z301141744B2 0.0600 8 1/2" 2'-10 1/2" RS01Tl P7 O8Z301141144B2 0.1130 .8 1/2" 2-10 1/2" RS01T1 P8 08Z301141444B2 0.0790 8 1/2" 2-10 1/2" BR18E2,RS01T1 3. 13 12 11 10 I I � I i I I 2 SR2B12 1R2B11 1R2B10 1R289 iR2SS 1R2B7 1R286 1R285 1R2a4 iR2B3 1R282 1R281 81 sa I) 1 az ) I 32 s2 sz.( 1 sz 1 11 ( 1 I 1 I I I I I 1 I I I I I I I I 11 I I I I I I I ( I I 11 I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I 1 I 11 I I I I I Bea� oea�Beo. I I 11 I I � la Pl P34 �^P221a '" P34 P14 P19 1 m m 1 I 1 1. P14 p3 P34 Pla P7 PB B20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I A I 7 I I I I I I I I I I I I. 1 rc 34 OBZ P22 n 14 W BBB ( OS8 n 14 p BBO Pl P '^ '^ P14 Y14 �P34 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I P4(Typ.il Pa(TyP.) P6(TyP.) P4(TYP.) I. P6(Typ.) P4(TYPO P4(Tn.,) I I I I I I I I I I I 7 I I I I I I I I I I I I I I I T N P6 ti ti P6 ." .f `J m ~ P34 ti H ps (T + � ti ti .Y P1 14 f I T 1 Pa(Typ.) P6(Typ.) P4(Typ.) P6(Tn.) P4(TYP-) P4(Typ.) P3 T YP,) n I I I I I I I I I I I I I I I I I I I I I I I I I I I. I I I I I I I I 1 I I I I I P1 P14 PS ut P14 n PS N 7 N BSa 11a1 BBO n OBa 141 BBO I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I i I I I I I I f 1 I I I I I I I I I I I I I l I I I I P34 I P3 414 P7 PB ( P30 I I I I I I I I I I I I I I I I I I I I I I I I I I �S/ 1 I I I I I I I I I I I I I I Pi P14 n PB ut P19 n PS N I I I I 1 I 1 i I I � oea 1a1 eao � 1 I I I I I �oea lal aeo.� I I I 1 I I I I I I I I I I I I I I I I I I I 1 I 1 I 1 I I I I I I I I I I I 1 I I I I I I I 1 I 1 1 I I I I I 1 I 1 I I I I l I I I I 1 I I I I I I I 1. 1 1 11 I 1 i I I I I I I I i 1 1 I 1 I I I I I 1 I I I I I I 1 I 0 0 0 0 0 �r0r� IS (2) 0 M� Q� Q 8 M8 G 8 G Q 0 0 l5i 0 0 0 0 0 0 0 0 �;✓ 0 0 G v,/ 0 d 4"✓ 0 �01 1 ( 1 1 ( 1 1 1 1 n n ( n 1 y E3 sa B4 Ba Ba sz Ba sz as sz B2 s1 ti\P\li l y 1R1B1 1R1B2 1R1B3 1R1B4 1R1B5 1R1B6 iR1B7 1R1B8 1R1a9 1a1610 1R3811 1R1012 2V-0" i. 25'-p" 25-0" zs-o^ w as'-p" as'_p^ 35,_pu��'-- —25'-0" 25•-B"� r1 302'-0" r'7l� Sc S S.Ymo",vE. FOSS/ONAL4�`"R� ROOF SECONDARY PLAN 09/01/2017 OPart Mark Key 1 001SGA12001 2 OOISGA19114 E]Dimension Key 3 OOISGA13064 Shape Name=Unit 1-Building PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING WO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 ROOF SECONDARY PLAN 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REv: DATE: ar: DESCRIPTION: SULDER: Coast Construction '�4' OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/25/2017 LocaraN: Arlington,Washington COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL ® DRA9uwcNECN: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing W12 / VD PAGE: REQUIREMENTS SPECIFIED BY BUTLER TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAVRNG scALE: NTS 91ALDERS Pox: VPC VERSION: 2017.1b 20 VPC FILENAME:17-017737 0129=7 16:0B:59 a dmsil.Of 81-Slips Su9dings Na/h Amerka,Im. BRACE Q FRAME BRACE ROOF BOLTS BRACE FRAME BRACE BOLTS ERECTION NOTE: LOCATION LOCATION SECONDARY LOCATION LOCATION MEMBER MA1 CLIP OOF/WALL WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER SECONDARY MEMBER CHANNEL BRACE OR THE SLOTS IN THE PURLIN WEB FOR n - �" '"o (MAY BE INSET) A DROP PIN CONNECTION BEND THE CHANNEL TABS TOWARD CHANNEL L/ o of — ———-—— ——————— — THE PURLIN WEB AND USE A SELF-DRILLER (55307) TO ATTACH. PURLIN BRACE —0 0 0 (CPB-)(TYP.) FLANGE BRACE (OFB-)OR(HFB-) (2 1/4-14 x 1 1/4' FLANGE BRACE WILL T4ICALLY •. a .. STRUCT. SCREWSI/4„ (55307) SCREWS FIELD NOTE CONNECT TO THE WEB OF THE 2 WBBC2° INSULATION VAPOR (SS3O7) THE BUILDER WILL HAVE TO FIELD FRAME MEMBER. ( )CLIPS BARRIER REAM—OUT THE 9/16"DIAM.HOLE IN THE SECONDARY MEMBERS TO 13/16"DIAM. CLIP REQ'D W/ SEE HOLES.(FOR THE 12MOB_FLANGE BRACE rHlcx FUNOEs —— DETAIL BELOW CHANNEL CHANNEL WITH A 3/4"x 13/4"A325 BOLT WHEN REOMRED.) 0 LANGE BRACE — BRACE BRACE ` (GFB-) OR(HFB-) (CPB-) (CPB-) 1/2" x 1 1/2 ALTERNATE CONNECTIONS 0 0 "° A325 BOLT(TYP) FLANGE BRACE REQUIREMENTS: IMPORTANT DURING ERECTION. WITH HARDENED _ RULE#I- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. TEMPORARILY INSTALL WBBC2 WASHER (095872) 3/4 PURLIN RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON CLIP TO KMA1 CLIP WITH (2) AGAINST PURLIN —'I DETAIL BR09JG CROSS SECTION IS NOT ACCOMPANIED BY(2). 1/4-14x1 1/4" SOS IN CENTER CUP REQ'D W/ INSULATION VAPO RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB HOLES TO KEEP FRAME STABLE, i BARRIER PURLINWHEN PART MARK IS ACCOMPANIED BY(2). WHEN LINER IS INSTALLED, �(1) 1/4" X6 /4"RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE REMOVE WBBC2, INSTALL LINER, (8)1/4"-)4 1 1/4° DROP PIN (097556CENTER OF THE BUILDING. THEN REINSTALL WBBC2 W/(8) (55307) USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE (TYP. PER EACH END) RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME SOS AS SHOWN. DO NOT REUSE DOES LINE UP WITH THE DOES NOT LINE UP WITH SIDE OF THE FRAME WEB. CENTER HOLES. SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURLIN WEB. ** 10- &11 1/2-PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. 'ALTERNATE CONNECTIONS REV.DATEv°`A 1""01 TYPICAL FLANGE BRACE CONNECTIONS ROOF WALL FLANGE BRACING REV.DAi04/°'A' "E°'N0'°' CHANNEL BRACE ENDING AT PURLIN WEB REV.a•Tc07/°+/Oa eeV." °° BR06AE CONT. PURLIN LAP SHOWN, CENT. GIRT& SIMPLE PURLIN BR06K3 PURLIN/GIRT WITH INSULATION VAPOR BARRIER BRO9JG SELF-DRILLER WITH BENT TABS BR09JH SINGLE CHANNEL PURLIN BRACE ENDING AT PURLIN WEB LOCATION ERECTION NOTE: AT EAVE STRUT BEND PEA TABS NOTE: USE (1) 11/32" X 1 1/4" USE (2) 1/2" AND USE (2)11/32" X 1 1/4" T-45 GRAY 1.SEE CHART FOR RIDGE BRACE NEST AND CHANNEL BRACES THAT END AT A PURUN T-45 GRAY SCRUBOLT. 097352 GALV. HEX NUTS SCRUBOLT (097352) ANDSCRUBOLT NUT(097267) A53EMBLY SELECTION. ROTATE WEB, BUT DO NOT HAVE TABS TO BEND AND ) (47120) LOCATE HEAD OF SCRU90LT TO BE ON OUTSIDE OF EAVE STRUT - (� CHANNELS SCRUBOLT NUT(097267) 1 ( ) SECURE. INSERT CLIP (544015) THROUGH S) NUT ON EACH - 2. NEST CHANNELS TO ACHIEVE HEAD OF SCRUBOLT TO IDE OF PURLIN SEE FACE OF 5" BETWEEN HOLES AND - C� TO ALIGN WEB SLOTS AND USE A DROP PIN TO ATTACH EAVE PURLIN BE ON OUTSIDE OF USE TOP HOLE OF EAVE STRUT VIEW CHANNEL USE DROP PINS TO SECURE. HOLES TO CHANNEL BRACE. BRACE A55Y. EAVE STRUT ANTI-ROLL CLIP FOR TAB ATTACHMENT PURLIN BRACE USED TO (1) 1/4" X 6 1/4" F PRESENT. (PBA-) SECTION SECUWITH DROP DROP PIN (097556) / (CPB-)(TYP.) PINS RE (2) 1/4" x 6 1/4" DROP PINS (097556) (2) 1/4-14 x 1.1/4" STRUCT. SCREWS (55307) FACE OF EAVE STRUT I /I PURLIN 1� CHANNEL b ® 0 ASSEMBLYRIDGE BRACE ® (CPBR- WEB ENDING CLIP EAVE PURLIN BRACE USE (2) 1/2" GALV. HEX EAVE PURLIN EAVE STRUT (PBA-) AT 8 1/2", 10", ( )) )) STRUT GE (0544015) BRACE STRAP 11 1/2' PURLINS. NUT SEACH SIDE OF A URL(N �IU PURLIN (ESBS_) (NOT REQ. AT 7" PURLIN EAVE PURLIN L (1) 1/4° PURLIN TO 7" EAVE STRUT) BRACE ASSY. DROP PIN (097556) USE WHEN CHANNEL BRACE - USE WHEN CHANNEL BRACE PURUN (PBA-)(TYP.) (TYP. PER EACH END) DOES LINE UP WITH THE DOES NOT LINE UP WITH AVE STRUT SEE ERECTION DRAWINGS SLOTS IN THE PURLIN WEB. THE SLOTS 1N THE PURLIN WEB. NOTE: FOR LOCATION FOR LOW-0R HIGH EAVE LOCATIONS. "ev—:°"/O1/1'IflEv NO.01 1 CHANNEL BRACE ENDING AT PURLIN WEB RevDATE97/0/18 IREv.Naos FAVE BRACE STRAP AND EAVE PURLIN BRACE "EVDAEJI/26/12 7,NO.0f EAVE STRUT BRACE Re<°•E°/°+/°9Ae4NOp° SINGLE CHANNEL PURLIN BRACE Rev 0A1e0'/oi/�Re.Mo.o° CHANNEL RIDGE BRACE ASSEMBLY BR09JR WEB ENDING CLIP NTH DROP PIN BR09K2 LOCATED AT EAVE — CENTERLINE OF FRAME BR09K5 BR09PH INTERMEDIATE LOCATION BRO9PK SINGLE BRACE AT SYMMETRICAL RIDGE END FRAME INT. FRAME INT. FRAME INT. FRAME I NOTES: END BAY INTERIOR BAY rL -DO NOT ATTACH PANEL OR PANEL CLIPS 70 COMPOSITE STRUT MEMBER. -SECONDARY ORIENTATION OR SHAPE MAY BE OTHER THAN SHOWN -COMPOSITE STRUT MEMBER MAY BE ABOVE OR BELOW.SECONDARY MEMBER (1) PURLIN BRACE O 7 O 0 (1) PURLIN BRACE O O O -8 1/2", 10", OR 11 1/2" PURLINS ONLY DING CHANNEL CHANNEL 5pA (2) PURLIN BRACE SEcoNOPt� ADJUST. CODES (1) 1/4" X 6 1/4" CHANNELS > > 0 o COMPOSITE GAGE (2) PURLIN BRACE p � � p - MSTRUT EMBER - a„ DROP PIN (09755fi) TEIGHTHS (3) PURLIN BRACE T T J O CHANNELS 5 CHANNELS a INCHESI LENGTH (4) PURLIN BRACE J (4) PURLIN BRACE T J \ (millimeters) CHANNELS CHANNELS SHAPE �► +� *STRUCT4-14 FSNRx(55307) ,Q\N C'Pp5 O 15) DEPTH G ( °n 3, TYPICAL °n ' 3, TYPICAL OR ENO CPF A� CLUSTER CLUSTER STANDARD NOTES: STANDARD NOTES: _ DEPTH SHAPE GAGE - PURLINS HAVE CLUSTERS OF 4HOLES FOR ATTACHING PURLIN BRACES. - PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. o 07 = 7" Z = ZEE 11 = 0.113 THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: / 08 =a 1/2" C = CEE 12 = 0.098 79 O - DO NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. 0 - DO NOTINSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. o ROOF/WALL to = 1D" E = LOW EAVE STRUT 13 =.O.Oga _ J SECONDARY I H -NIGH EAVE STRUT 71 = 11 1/2° 14 = 0.079 ssEym��,.a J - INSTALL PURLIN AT THIS CLUSTER LL PURLIN AT TH15 SEE SECONDARY ROOF SDRAWING FOR BRACE OREQUIREMENTS. SEE S SECONDARY ROOF SDRAWING FOR SBRACE TER OREQUIREMENTS. 16 = 0.06a Rr,50392 s iak CHANNEL PURLIN BRACE ON{C 4 NOTE: (CPB)LOCATE PER 17 =.0.060 - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. IF NO ADJOINING EXISTS, BEND THE CHANNEL ERECTION DRAWINGS - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER TABS TOWARD THE PURLIN WEB AND USE A SELF- PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. DRILLER {5 ATTACH. T CPB- EXISTS BOTH SIDES OF COM MP PDSITE PURLIN THEN USE DROP PINS. REv.0.4TE:D7/o1/De �.No.00 PURLIN BRACE CLUSTER LOCATION REV.DATE:W/01/09 REv.No.Oa PURLIN BRACE CLUSTER LOCATION 'oATE:07/DI/09 COMPOSITE STRUT ASSEMBLY ATTACH. REV.MTE:07/01/09 M.NO.GO SECONDARY PART MARK NUMBER BR09RY END BAY CHANNEL LOCATION BR0SIRZ INTERIOR BAY CHANNEL LOCATION BR1 8E2 ROOF SECONDARY EN5161 COMMON GENERATED MARK NUMBERS PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING WO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 ROOF SECONDARY SEDRS 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. �,. �•: DESCRIPTION: BUILDER: Coast Construction 3CBR OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: m , DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 812512017 LocAT1oN: Arlington,Washington COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL m oRawwcHEc": TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing P� W VD REQUIREMENTS SPECIFIED BY BUTLER TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING SCALE: NTS MILDEWS PCk: VPC VERSION: 2017.1b 21 VPC FILENAME:17417737 8/2912017 SEDShW MOM a division of BlueSccpe Bull°In9s North America,Inc. ERECTION DRAWING PART MARK C1, EPC2 OR EPC3 C2 1/2" 2 5/8 2 3/4" 2 7/8"iiWELDED CLIP CONNECTION 15 EIGH ADJUST. CODES P r: I ALT. CONNECTION 8� GAGE 4 INCHES LENGTHFFFT millimeters I v v\�/ 1 B 6 3 f ES SHAPE COUNTER VDEPTH I P� of BAY NUMBER 48" 0 48" b 0 15 LIP LIP P01 CLIP (BOLTED) CANOPY (C)/PARTITION(P)/ DEPTH SHAPE GAGE ROOF(R)/WALL(W) NUMBER D7 = 7" ZS = ZEE 11 = 0.113 06 = B 1/2' CS = CEE 13 - 0.068 BUILDING SHAPE m 10 - 10" ES - LOW SAVE STRUT 11 = 11 1/2" HS - HIGH EAVE STRUT 14 = 0.079 2 1/2" 2 5/B" 2 3/4 �7/8- BB = BACK TO BACK CEE THE BAY/BUNDLE CODE IDENTIFIES FB = FACE TO BACK CEE 15 0.073= FF = FACE TO FACE CEE 16 - 0.058 7 0.050 THE BUILDING CANOPY/PARTITION/ BOLTED CUP CONNECTION - ROOF/WALL PLANE AND BAY (REFER TO CROSS SECTION) ALT. CONNECTION 7" &8 1/2" PURLINS REV.DnrE:0701/GR REv.ND.DD SPECIAL SECONDARY PART MARK KEY REV.DA1AI 1/ID REV.Np 01 SECONDARY BUNDLE LOCATION KEY RV.WE;07/01/00 REV.N0.00 PURLIN AND GIRT SIZES REV.Duco7/m/a0 PEW.NO.OD PURLIN AND GIRT SIZES REV.DA1D0127/1A REV.NO.D1 PURLIN CONNECTION AT INTERIOR FRAME EN51B2 COMMON GENERATED MARK NUMBERS EN5183 ALL SECONDARY DEPTHS EN53F1 8 1/2° 216mm EN53G1 0" 254mm RSO1T1 CONTINUOUS PURLINS GC1 AT 7'/B 1/2" (WELDED) NOTE: SHIM PLATE SHIM PLATE EPC3 AT 10'/11 1/2" (WELDED) (4) 1/2"A307 THIN EAVE EAP2 PLATE ROOF PITCH PART ROOF PITCH PART P01 CUP (BOLTED) - ALL DEPTHS HEAD BOLT(096636) STRUT (4) 1/2"A307 THIN ONLY REOb. RANGE NUMBER RANGE NUMBER a REFER TO CROSS SECTION. &NUT(095032) HEAD BOLT(096636), WHEN CALLED .25 TO 1.99 N/A .25 TO 1.99 N/A II EAVE STRUT OUT ON FRAME 20 TO 2,49 N A 2.0 TO 1.99 N/A ® I ALT, CONNECTIONS EAVE STRUT BRACE STRAP 0 &NUT(095032) CROSS SECTION 2.5 TO 3.49 ESH2 4 I ENDSAY (ESBS� 1 2.5 TO 3.49 ESH1 1\ / ROOF 0 Oy 3.5 i0 4.00 ESH2 8 I 3.5 TO 4.00 ESH3 / PURLIN 0 SHIM PLATE • 1 EAVE (SEE CHART)I STRUT I I SHIM(PLATE EAVE STRUT 0 1 1 1 (SEE CHART) SHIM PLATE i PLATE EAVE STRUT BRACE STRAP (SEE CHART) (EAP2) (ESBS_) SIDEWALL J'o PLATE OR SOLDIER (EAP1) COLUMN-� ROOF BEAM SHIM PLATE ROOF BEAM ROOF BEAM (SEE CHART) SIDEWALL OR SOLDIER COLUMN (2) 1/2" X 2" (2) 1/2" X 2" �� A325 BOLT (097280) A325 BOLT (097280) C)VO�q< ROOF PI c PLAT ART BOLT EAVE STRUT AND SHIM PLATE FRAME OR RANGE NUMBER BOLT EAVE STRUT AND EAP2 PLATE TO FRAME W/ �• qr v Q 0^ ROOF PITCH PART SOLDIER .25 TO 1.99 N A EAP1 PLATE TO FRAME W/ (6) 1/2" X 2" RANGE NUMBER COLUMN 2.0 TO 2.49 N A (8)1/2"X 2" " 4T A325 BOLT(0972aO) -s r / RAKE BEAM o, o Ph"S .25 TO 1.99 N/A 2.5 70 3.49 ESH1 A325 BOLT 09728Q �,t' � y *1'-O" AT 7"&8 1/2" OUTSET 2.0 TO 2.49 ESH1 ( ) qP *1'-0"AT 7" &8 9/2"OUTSET / 2.5 TO 3.49 ESH2 3.5 TO 4.00 ESH2iy9j' [� 1'-3" AT 10" & 11 1/2" OUTSET 1'-3"AT 10' & 11 1/2" OUTSET 3.5 TO 4.00 ESH3 LOW EAVE STRUT SHOWN - HIGH EAVE STRUT USES SIMILAR PARTS, LOW EAVE STRUT SHOWN - HIGH EAVE STRUT USES SIMILAR PARTS. LOW EAVE STRUT SHOWN - HIGH EAVE STRUT SIMILAR REV DAn%D3/27/12 RIW NO.01 PURLIN CONNECTION TO END FRAME REv.DAm0720 8 REV.N0.0] EAVE STRUT CONNECTION REV OA1E:O7M0/16 REV.N0.0! EAVE STRUT W/ ATTACHMENT PLATE REV.DA1G00/2d 1! REV.N0.02 EAVE STRUT W/ ATTACHMENT PLATE REV.OAR'0328 ! REv.wD.m EAVE STRUT CONNECTION RS02T1 CONTINUOUS PURLINS RS12PA AT INTERIOR FRAME RS12PE NTERKIOR FRAME RS12PF END FRAME RS12PH AT END FRAME PURLIN OR EAVE STRUT INSERT PANEL CLIP ADAPTER (0543130) THRU HOLES AND O BEND TABS AWAY FROM SPLICE. gCUA.RTsWA J hS.8eYm 11 PEIST 50392 PANEL CLIP ADAPTER ^•"„w 9° w sioivpi USE A PANEL CLIP ADAPTER AT THE ENDS OF PURLINS 09/01/2017 OR EAVE STRUTS WHERE A PANEL CLIP OR PANEL EAVE ATTACHMENT MUST BE MADE. "°'0° PANEL CLIP AT EAVE STRUT RS12PJ LOCATED WHERE STRUT STOPS BUT CONNECTION REQUIRED PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEERS SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 ROOF SECONDARY SED'S 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV, DATE; BY: DESCRIPTION: BUILDER: Coast Construction JOB#: OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE; - DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 812512017 ® COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington,Washington DRAWNICHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PRO.IECT: Dantrawl Bldg Butler ManufacturingVIC I VD REQUIREMENTS SPECIFIED BY BUTLER, TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE' DRAWING SCALE: NITS BUILDER'S POk: VPC VERSION: 2017.1 t0 22 VPC FILENAME:17.017737 8129IM17 SEDShset 16:59:01 a dIvIsI=of SlusScope Buildings North A nedca,Inc. Secondary Part Schedule Frame Member Schedule Framed Opening Locations Mark Part Thick. Depth Lap Detail Part Width Thick. Webthk Depthl Approx. Lgth Id Width Height Sill Ht. Frame To Dimen. Description eexoo3 6• .asoo .1s44 1�-0^ 11 -9 1/41 SEX003 0.1644 1'-0" eexoo4 6^ .3500 .1644 1'-0^ a0:-613/16^ FOi 3'-0" 3'-0" 24'-0" BL Jamb-L 6'-4" 3 x 3 F.O. Sill ® 24/0/0 SBX004 0.1644 1'-0" SBx005 6^ .2500 .1644 1", 211-1013/16" POI 3'-0" 3'-0" 24-0" BL Jamb-L 18'-4" 3 x 3 F.O. Sill a 24/0/0 SBX005 0.1644 1'-0" ❑Rod, Strut, and Misc. Connection Bolts F01 3'-0" 3'-0" 24'-0" BL Jamb-L 12-4" 3 x 3 F.O. Sill a 24/0/0 G102 OIIOBZS020341702 0.0600 8 1/2" WS12N2,WS2072 Id Qty Grade Bolt Diam.Bolt Length PartNo Washer FOl 3-0" 3'-0" 24'-0" 2 Jamb-L 7'-6" 3 x 3 F.O. Sill a 24/0/0 G153 08Z23114171102 0.0600 8 1/2" 10 1/2" WSO1G3 1 2 A325 3/4" 2 1/2" 0097284 POI 3'-0" 3--0" 24'-0" 2 Jamb-L 1-6" 3 x 3 F.O. Sill a 24/0/0 0154 08ZI605417DI02 0.0600 8 1/2" 10 1/2" WS01G3,WS0lQ2 POI 3'-0" 3'-0" 24'-0" 2 Jamb-L 13'-6" 3 x 3 F.O. Sill a 24/0/0 G155 OSZ17OS4171102 0.0600 8 1/2" 10 1/2" WS0103 F01 3'-0" 3'-0" 24'-0" 4 Jamb-L 20'-2" 3 x 3 F.O. Sill a 24/0/0 G156 00808ZS300741702 0.0600 8 1/2" 2'-10 1/2" WS01G3 F01 31-0" 31-0" 17'-0" 4 Jamb-L 20'-2" 3 x 3 F.O. Sill a 17/0/0 G178 OOIOSZS230041702 0.0600 8 1/2" 10 1/2" WS12N2,WSOSG3 FOS 3'-0" 3'-0" 17'-0" 4 Jamb-L 14'-2" 3 x 3 F.O. Sill a 17/0/0 G179 00208ZS220741702 0.0600 8 1/2" 10 1/2" WS0103 POI 3-0" 3'-0" 24'-0" 4 Jamb-L 14'-2" 3 x 3 F.O. Sill a 24/0/0 G189 00908ZS280641602 0.0680 8 1/2" 3'-10 1/2" WS12N2,WSO1G3 F02 3'-0" 3'-0" 41-2" 5 Jamb-L 13'-6" 3 x 3 F.O. Sill a 4/2/0 G288 00308ZS170071702 0.0600 8 1/2" 10 1/2" WSOIG3,WSO4C2 F02 3'-0" 3'-0" 4'-2" S Jamb-L 19--0" 3 x 3 F.O. Sill a 4/2/0 G289 OIOOBZS011141702 0.0600 8 1/2" WS12N2,WS2OF2 P03 3-0" 3'-0" 17'-0" 4 Jamb-L 8'-2" 3 x 3 F.O. Sill a 17/0/0 G290 02308ZS130941702 0.0600 8 1/2" WS12N2,WS2OF2 F03 3'-0" 3'-0" 17'-0" 4 Jamb-L 2'-2" 3 x 3 F.O. Sill a 17/0/0 G291 01208ZS280641702 0.0600 8 1/2" 3'-10 1/2" WS12N2,WSOSG3 F03 3'-0" 3'-0" 17'-0" 5 Jamb-L 7'-6" 3 x 3 F.O. Sill a 17/0/0 G292 01508ZS020541702 0.0600 8 1/2" WS20F2 F03 3'-0" 31-0" 17'-0" 5 Jamb-L 1'-6" 3 x 3 F.O. Sill a 17/0/0 G91 00408ZS070221702 0.0600 8 1/2" WS2OF2,WSO1Q2 G92 00308ZS170441702 0.0600 8 1/2" WS0IG3,WS2OF2,WS01Q2 G95 00608ZS030321702 0.0600 8 1/2" WS2OF2 G96 00708ZS020541702 0.0600 8 1/2" WS12N2,WS2OF2 H10 00308JS0604417 0.0600 8 1/2" WS20F9 Ell OOSOBJS0900017 0.0600 8 1/2" WS20F9 H9 OOIOSJS0300017 0.0600 8 1/2" WS20F9 J23 00208JSO404417 0.0600 8 1/2" WS20FB,WS2OF9,WS2OB2,WS2OH2 J24 00408JS0708217 0.0600 8 1/2" WS2OF9,WS2OF2,WS2OB2,WS20B8 J25 00608JS0708217 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB2,WS20BS J26 00708JS0904417 0.0600 8 1/2" WS20F2,WS20FB,WS2OP9,WS2082,WS2OH2 J27 OOSOSJS0708217 0.0600 8 1/2" oI WS20FB,WS2OF9,WS2OF2,WS2OB2,WS20BB ® I ---------------------- ___._---- �^a ae 1ss 1I1 �i 1 u 1ss 1ss 291 it 0Fo1 n ^'GPoi n BFOl ry n OFol n n 6F01 n n[4°01 n n BFOI n n m01 ry a 1. a a 111 O O 178( O 179(TYD•) O O 153(TYD1' 155 1560 O 169 1 it ja a 1 2 2 a i 10 u u 1a 1 1 la 92 ® e 6P03 4 6 4 BFo3 4 6 4 IW01 4 6 4 pvD1 4 4 &Fa3 4 6 4 BFD3 n -290 11 Hot P Boxr Sa OO rO OO OO ^O OO OO © OO Tel rOre 11 154 156 1B9 Concrete Tilt-Wall la 1 11 154 156 169 16z14 Roll Up � e�y ri10 Q H11 Q H11 Q H11� Q Q 0voa [�eoa 1a 91 �" 4 �nae 04 4-��a o a 4 9 4Na o a 4 i 3070 Hw DR G G G H11 H11 11 1W190 1W1B1 SWlB2 1W1B3 H 1w134 1W1B4 lwiss �-V-R 3/4. y-6'-4 1/2" 22,-10o I C C 201-8" L a2,-0" lsli_6„ a4'-g^ CL I ,. 25 4" ' L CL ' T 131i CL.0• BL BL SECONDARY ELEVATION AT 14 12 4'-2" 12 GFAP0084 JA Op WA ' FJ- 11 4'-0" li OFAP1054O.r� o�,'�r 10 4 -6" 10 GFAP3084 ^-�.,.. ., ^.,.,.,w".,.,.o til 9 2'-8" 9 G292(Typ.) 8 1'-0" 8 G102 ,`"�„"', •,; .g, 1550392 7 Gae9 � '9n`SR9�1BT6&E 7 3'-4" ^< ronA1eN 6 2'-6" 6 G96 5 0'-0" 5 G95 09/012017 4 2'-2" 4 JTG1 3 1'-6" 3 H9 2 3'-0" 2 PG1 I 1'-7 3/4" 1 VCC0700309 or 0 PERMIT SET-F Buildin Dept.Approval ❑Dimension Key QPart Mark Key Shape Name=Unit 1-Building,Wall=1 9 p pp 1.UNLESS NOTED,USE 112 X 1 112 A326T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 SECONDARY ELEVATION AT 14 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV; DATE: ev: DESCRIPTION: BUILDER. Coast Construction JOBP. OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: Arlington,Washington �TLER ®® 8126/2017 ' COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS GRAVING,ALL DRAVMICHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT' pane Bldg Butler Manufacturinva g / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. g PAGE' DRAWING SCALE: NTS BUILDER'S PO@. VPC VERSION:2017.113 23 VPC FILENAME:17-017731 yaWa01T 16:59:04 a division of SlueScope Buildings North America,Inc. --------------- secondaryPart Schedule Frame Member Schedule Rod, Strut, and Misc. Connection Bolts Mark Part Thick. Depth Lap Detail Part Width Thick. Webthk Depthl Approx. Lgth Id Qty Grade Bolt Diam.Bolt Length PartNo 88X006 6" .2500 .1644 1'-0" 24'-3 7/16" 9BX006 D.1644 1'-0" 9BX007 6" .2500 .1644 1'-0• 241-1013/16" 1 2 A325 3/4" 2 1/2" 0097284 SBX007 0.1644 1'-0" SsX006 a" .3750 .1644 1'-0" 24'-413/16" 2 6 A325 3/4" 2 1/2" 0097264 $HX008 0.1644 1'-0- BB%009 6" .1600 .1644 1'-0• 24'-10 13/16" SBX009 0.1644 1'-0" 8EX011 6^ .2500 .1644 1'-0" 34'-30 3/4.1 BB%011 6" .7300 .1644 1'-0" 24'•30 3/4" SBX010 0.1644 1'-0" 8BX012 6" .2300 .1644 1'-0^ 24'-10 13/16" SBX011 0.1644 1'-0" 83%013 6" .2500 .1644 1'-0" 24'-10 3/4" SBX012 0.1644 1'-0" SSX014 6" .2500 .1644 1'-0^ 24'-3 3/8- SBX013 0.1644 1'-0" SBX014 0.1644 1'-0" G17 08Z26114171102 0.0600 8 1/2" 10 1/2" WS01G3 G21 OSZ2611417AI02 0.0600 8 1/2" 10 1/2" WS12N2,WS0IG3 H11 00508JS0900017 D.D600 8 1/2" WS20F9 734 00906JSO404417 0.0600 8 1/2" WS20FB,WS2OF9,WS2OB2,WS2OH2 Framed Opening Locations Id Width Height Sill Ht. Frame To Dimen. Description FO1 9'-0" 3._0" 24'-0" 2 Jamb-L 8'-0" 9 x 3 F.O. Sill a 24/0/0 POI 9'-0" 3'-0" 24-0" 4 Jamb-L 8'-0" 9 x 3 F.O. Sill a 24/0/0 FO1 9'-0" 3'-0" 24'-0" 6 Jamb-L 8'-0" 9 x 3 F.O. Sill a 24/0/0 _ FO1 9'-0" 3'-0" 24'-0" 8 Jamb-L 8'-0" 9 x 3 F.O. Sill 4 24/0/0 FO1 9'-0" 3'-0" 24'-0" 10 Jamb-L 8'-0" 9 x 3 F.O. Sill W 24/0/0 FOS 9'-0" 3'-0" 24'-0" 12 Jamb-L 8'-0" 9 x 3 F.O. Sill 0 24/0/0 I I I � I I I I 10 11 12 13 14 -----------.. __ _ ....._ ..._ _ _ --- -------------------- ---------------- -----------._- __ - ----_.._-_..------------ -----._. __._..-- ----------------------------------- --------------- -------------------------------------- n Al 11 \Z�RDZ$0) 11 11 \Z�RUZSO it " 11 l 11 PO1 �m ~*) F03 �m „m� FOl �m ~m� FOl �m „m� r01 �m „ 1 PO1 1 r:rl11 11 31 11 11 11 21lTYP.I 3 ---- 3 1y¢aZyO'I 17(TYp. 3 (Typ.) 4 17(TYp.) 4 (TYP.) 3 1�4u2y01 17(TYp. 3 TYPO 3 17(Typ.) 3 (TYp.) 3 17(TYp.) (Typ.) j 1 2 1 13Ra300 00 Concrete ilt-Wall 0D6 16x34 Roll Up 1 3070 RN DR 1 4d� 3070 HN DR 2 .4L.0'f 307o IM DR 3 1W231 1W2B2 -1( 1W2B3 II�-B 1W2B4 1M ES 1 1M3B6 1W2B7 1H2B8- 1W2B9 1N2310�I1- -Iy MZil --I}---1H2312-I}- I� I�B 0•-}-9 -0"-}-8 0" I I 1_p•�g,_0n�g'_p^� �---8,_pn�9 0" I 61 0° I I 8 0^ 1 9 0^ I 8 0^ I �8,_pn�g'_p^ I Bf_ps I �6,_p^ I g,_p" I g,_p11�L��111 11F 25'•0° III'- _"'-0" 25'-On I' 25'-0• �' 35'-0° I I 25'-0'. -2-0- 26'-0" 35'-0" .1( 15'-01 _25'-0• -25'-0^ CL CL CL CL CL CL CL-0" CL CL CL CL CL CL �01' HL gy SECONDARY ELEVATION AT C S.�unxTy�, h b Qoe west' A Bracing Part Schedule ". «,.M Part Qty Length Detail °P.;,.rw.+.^:.w.&W 13RU3008 4 30'-8" BR02K1 .roan S.Seymour,PE 12RU2507 4 25'-7" 8R02K1 ++,"",;;•^^m^^ 50392 RBOIs ITS ONAL� 5 GFAP1024 09/01/2017 4 GFAP1084 3 3'-0" 3 GFAP1054 2 3'-10 1/2" 2 GFAP2024 1 1'-0" 1 PG1 Dimension Key Part Mark Key Shape Name=Unit 1-Building,Wall=2 PERMIT SET-For Building Dept.Approval THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY 1.UNLESS NOTED,USE 1l2 X 1 112 A325T BOLT(49080)AND NUT(47120) BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 SECONDARY ELEVATION AT C 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV; DATE: I BY: DESCWPTION: FALOER: Coast Construction JOB#: OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. - NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR ANDlOR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE; DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8I2612017 LOCa7ar1: Arlington,Washington ® DRAWWCNECK: COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING ## PROJECT: DantraMrl Bldg Butler ManufacturingWZ / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE: DRAM1NoacALe: NTS eulLoelrapar. vecvERSIOM:2017.tb 24 WO FUNAME:17.017737 6/2W2011 16:69:06 a 61vlslon of B1ueBcape BulWings NMh Amorlm Inc. Secondary Part Schedule Frame Member Schedule Rod, Strut, and Misc. Connection Bolts Mark Part Thick. Depth Lap Detail Part Width Thick. Webthk Depthl Approx. Lgth Id Oty Grade Bolt Diam.Bolt Length PartNo Washer 83XOls 6" .5000 .1644 3'-0" 27'-9 3/8" 98X015 0.1644 1-0- esx016 6" .5000 .1644 1'-0" 32'-7 13/16^ 1 2 A325 3/4" 2 1/2" 0097284 SBX016 0.1644 1-0" 8SX017 6" .5000 .1644 1-0" 32'-713/16" SBX017 0.1644 1'-0" BBX028 6" .5000 .1614 1'-0" 27-9 7/16" SBX018 0.1644 1'-0" G261 01708ZS360861502 0.0730 8 1/2" 3-10 1/2" WS12N2,WSOlG3 0275 OSZ36084173302 0.0600 8 1/2" 1-10 1/2" WSOI03 0276 08Z36084163302 0.0680 8 1/2" 1'-10 1/2" WSO1G3 G307 014DSZS360861502 0.0730 a 1/2" 3'-30 1/2" WS12N2,WSOlG3 G308 01608ZS360861402 0.0790 8 1/2n 3'-10 1/2" WS12N2,WS0lG3 G309 01808ZS360861402 0.0790 8 1/2n 3-10 1/2" WS12N2,WS0lG3 I I I I I I I I I 308 2]6 276 309 I I I I I ll a 307 275 275 261 I f I 2 2 a 1 Concrete T It-pall 19.14 OHD 1 19x14 OHD 3 19x14 OaD 6 SOx10 ORD r3L7707MDR�4 1W330 1N3B1 IN392 1N3B3 32-9^ I 32'-91- 32-9" i 32'-9^ CL CL CL 131'-0" BL BL SECONDARY ELEVATION AT 2 _ WA J"""S.Sly-1.PE =TMv+ a wp I\ 303 2 AL 09/01/2017 3 GFAP5114 2 GFAP1054 1 GFAP5054 PERMIT SET-For BUildin Dept.Approval (-)Part Mark Key Shape Name=Unit 1-Building,Wall=3 g p pp 1.UNLESS NOTED,USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 SECONDARY ELEVATION AT 2 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: once: BY: DESCRIPTION: BUILDER: Coast Construction JOB 0. OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/2612017 LOCATION: Arlington,Washington ORAWWCHECK: COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturin WZ 1 VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. g vnoe: DRAWING SCALE: NTS BUILDER'S POP. vl'c veRSION: 2017.1b 25 VPC FILENAME:17-017737 8/2912017 16:59:06 a olvislon of BlueScgm Buildings North Amnlos,Inc. Secondary Part Schedule Frame Member Schedule O Rod, Strut, and Misc. Connection Bolts Mark Part Thick. Depth LapDetail Part Width Thick. Webthk Depthl Approx. Lgth Id Qty Grade Bolt Diam.Bolt Length PartNo SM012 6• .250o .1644 1'-0" 24'-10 13/16" SBX009 0.1644 1'-0" Bsxo19 6° .2S00 .1614 1-, 24'-10 13/16" 1 2 A325 3/4" 2 1/2" 0097284 SBX012 0.1644 l'-O" SBX020 B" .3750 .1644 r o" 24'-10 13/16" 2 3 A325 1" 3 1/2" 0097288 SBX019 0.1644 1'-0" ssxoas 6° .3500 .1644 1'-0" 24'-SO 13/16• SBX020 0.1644 1'-0" saxo2l 6• .25o0 .1644 1'-0+ 24'-1a 13/16^ SBr022 6" .1101 .1644 1'-0+ 24'-3 7/16" SBX021 0.1644 1'-0" Framed Opening Locations SBX022 0.1644 1-0" Id Width Height Sill Ht. Frame To Dimen. Description G108 08Z2911417A502 0.0600 8 1/2" 3'-.10 1/2" WS12N2,WS01G3 FOS 3-0" 3'-0" 17-0" 1 Jamb-L 3'-0" 3 x.3 F.O. Sill @ 17/0/0 G120 OBZ0308417AGO2 0.0600 8 1/2" WS12N2,WS2OF2 FO1 3-0" 3-0" 17-0" 1 Jamb-L 9'-0" 3 x 3 F.O. Sill @ 17/0/0 G121 01908ZS160541702 0.0600 81/2" WS12N2,WSO1G3,WS20F2 POI 3'-0" 3-0" 17-0" 2 Jamb-L 4'-0" 3x 3 F.O. Sill @ 17/0/0 G122 08Z2911416A502 0.0680 8 1/2" 3-10 1/2" WS12N2,WSO1G3 Fol 3-0" 3-0" 17-0" 2 Jamb-L 21'-6" 3 x 3 P.O. Sill @ 17/0/0 G123 02008ZS020541702 0.0600 8 1/2" WS20F2 FO1 3'-0" 3'-0" 17'-0" 2 Jamb-L 10:-0" 3 x 3 P.O. Sill @ 17/0/0 G124 02108ZS030921702 0.0600 8 1/2" WS20F2 F01 3'-0" 3'-0" 17'-0" 2 Jamb-L 16 -0" 3 x 3 F.O. Sill @ 17/0/0 G125 02208ZS011141702 0.0600 8 1/2" WS20F2 F02 9'.-0" 3'.-0" 24-0" 5 Jamb-L 8-0" 9 x 3 P.O. Sill @ 24/0/0 G126 02308ZSO40701702 0.0600 8 1/21 WS20F2 F02 9-0" 3-0" 24-0" 7 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 G127 JCP051056 0.0600 8 1/2" WS0IQ2,WS20F2 F02 9-0" 3'-0" 24-0" 9 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 G128 JCP051146 0.0600 8. 1/2" WS20F2 F02 9-0" 3'-0" 24'-0" 11 Jamb-L 8'-0" 9 x 3 F.O. Sill @24/0/.0 G129 02408ZS020321702 0.0600 8 1/2" WS20F2 G131 02508ZS250242302 0.0880 8 1/2" WSOIQ2,WS2OF2 - G17 OSZ26114171102. 0.0600 8 1/2" 10 1/2" WSO1G3 G303 08Z2711417D402 0.0600 8 1/2" 2-10 1/2" WS01Q2,WS01G3 G9 OBZ30114174402 0.0600 8 1/2" 2-10 1./2" WSO1G3 H10 00308JS0604417 0.0600 8 1/2" WS20F9 H11 OOSOSJS0900017 0.0600 8 1/2" WS20F9 H5 DHC0304417 0.0000 8 1/2" WS21D7 H9 ODIOBJS030OD17 0.0600 8 1/2" WS20F9 J30 01008JS0708217 0.0600 8 1/2" NS20F2,WS20FB,WS2OF9,WS2OB2,WS20B8 J33 01308JS0708217 0.0600 8 1/2" WS20F2,WS2OB2,WS20B8 J34 00908JSO404417 0.0600 8 1/2" WS20FB,WS2OF9,WS2OB2,WS2OH2 J35 01108JS0904417 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB2,WS2OH2 J36 01208JS0708217 0.0600 8 1/2" WS20F9,WS2OF2,WS2OB2,WS20BB __________ ------------------ ____________________ Y _Y_--------____ \I( - Los 17 11 `" `I2xO2600 \ZZAU2600 11 ~'^. F02 (n a F02 FOZ �n 1]2 17 17(Typ.) (Typ.) 0 17(T DZ60 n'. (ayp.) 171xpP.) (m1yp.)- 6�6p0 17(TYP. " TyP.)' 108(TYP.1 11 „ „ N 14 15 15�,"Lg' 15 5 15 15 y7¢ 5 15 16 O1T�2=POlr2 6121 �'"PO1P�I'POlP�'^f'Ol 6'"POlrO 6131 1 1 1 1 B -'Cnit'"1 .'PVB"7Q 7 j,FGd 1,pL3 12z ., r ,.I r 303 19 010 3 �0B n 14 Concrete Tilt-Nall 1 1191TYP.)ti 1 .,1 ., 30311 1 16x14 DEC o z 2 2 2 13 m ~2 2 ooe - oyo (rN124,�,n `' �(9126 '{ 9 )•' 10 '^ 8 3070 xN DR 5 4a"J J11' ~ -In IW48] ~ 1W4H3 1W484 1W4B5 L-B6 1W4B7 -BB 1-9 1-10 1W4211 -D12 9 9 0 1 9'-0" -11-1. 9 0 7 B" B 0^ I 9 0 6 0 I B O 9 0 B O 6 0 9 0" 0 B 0" 9 0 B 0" 17'-3 3/4"-6'-4 1/] 13'-7 1/2n AI#25'-on �251_0" ,-25-011 �_25-0" -25'-0" 7 25�_On .E. 25'_0n -2-0" I. 35.,-0„ CL CL CL CL CL cL CL CL CL CL CL CL CL 302'-0" BL BL SECONDARY ELEVATION AT A Bracing Part Schedule Part Qty Length Detail 13RU3008 2 30'-8" BR02K1 12RU3010 2 30'-10" BR02K1 12RU2600 4 26'-0" BR02K1 16 GFAP1024 15 GFAP1054 14 GFAP0084 13 4-6" 13 GFAP1114 12 2'-8" 12 GFAP0114 7�l S�1 j Srf 11 6" 11 GFAP4024 1 4ot it1� rJ 10 2'_6„ 10 G 1 2 9 9 3,_0„ 9 G128 s.s"ym"",.�6 e 0'-0" 8 G127ye- 7 4,_Dn. 7 H5 a..., �QsToent,ic��e 6 9 3/4" 6 G125 5 3'-4 1/2,1 5 G123 .. "017 4 3'-9 3/4" 4 G120 3 1'-3.3/41, 3 H9 2 3'-10 1/2" 2 JTG1 1. 1'-0". 1 PG1 [:]Dimension Key OPart Mark Key Shape Name=Unit 1-Building,Wall=4 PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING VWO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 64102 SECONDARY ELEVATION AT A 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. Coast Construction aoB P: STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REV: DATE: er: DEscMPnoN: BUILDER: OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: - DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/26/2017 ®COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE VITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington,Washington DRAMCHECM TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg WWz / VD Butler Manufacturing PAGE: REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRA%MNGSCALE: NTS BUILDERS PO& VPC VERSION: 2017.1 b 26 WPCHLENAME:17-017737 8102017 16:N:07 a dMlion of BI1aS11,I B"il0i1g"Nmm Am4r"im CLEVIS CLEVIS BRACE Q FRAME BRACE ROD CIA. MARK NO. PIN DIA. OCATION LOCATION SECONDARY ERECTION DRAWING PART MARK 3 S" 097572 MEMBER 5 8 095277 0"" ""O 3 4" 095278 0 01 ADJUST. CODES 7 a 095279 1 1/4" z• ADJUST. CODES GAGE i^ 095280 0 —— — -0 GAGE 1 1/8" 095281 FLANGE BRACE EIGHTHS IG 1 1 4" 095282 COTTER PIN (Ora)OR(FIFE-) 1 3 a" o97513 1NCHE LENGTH 1 1 B. O975sa 1 1/2" FLANGE BRACE WILL TYPICALLY INC (millimeters) millimeters FIELD NOTE CONNECT TO THE WEB OF THE FFFTI THE BUILDER WILL HAVE TO FlEIA FRAME MEMBER. SHAPE REAM-OUT THE 9/16"DIAM,HOLE IN THE SHAPE SECONDARY MEMBERS TO 13/16"DIAM. CLIP REWD W/ DEPTHBAY CLEVIS HOLES.(FOR THE 12M08-FLANGE BRACE THICK FLANGES B A Y NUMBER WITH A 1/4"X 1 3/4"A526 BOLT WHEN COUNTER REDLNRED.) CANOPY (C)/PARTITION(P)/ DEPTH SHAPE GAGE DEPTH SHAPE GAGE R00F(R)/WALL(W) NUMBER ' BRACE ROD � ALTERNATE CONNECTORS FLANGE BRACE REQUIREMENTS: 07 - 7" Z = ZEE 11 - 0.113 07 = 7" ZS = ZEE 11 = 0.113 RULE#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. 08 = 8 1/2 C = CEE 12 = CABS p8 8 1/2" CS = GEE. ,2 = G.D9B BUILDING SHAPE 10 = 10" E LOW EAVE STRUT 13 = 0.088 RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON H = HIGH EAVE STRUT t0 = 10 ES = LOW SAVE STRUT 13 = 0.088 CROSS SECTION IS NOT ACCOMPANIED BY(2), 11 = 11 1/2" - 14 0.079 _ HS - HIGH EAVE STRUT CLEVIS J PIN RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB 15 = 0.073 11 11 1/2 BB =.BACK TO BACK CEE 4 = 0.679 THE BAY/BUNDLE CODE IDENTIFIES " (WITH SHOULDER) WHEN PART MARK IS ACCOMPANIED BY(2). 16 = 0.068 FB = FACE TO BACK CEE 15 = 0.073 MAY 6E FURNISHED WITHOUT RULEJ)4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE 17 = 0 060 FF= FACE TO FACE CEE 16 0.068 THE BUILDING CANOPY/PARTITION/ PIN�WILL BE PROVIDED COTTER CENTER RULE#5- WHENEVER THE BUILDING.POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME 17 = 0.060 SIDE OF THE FRAME WEB. ROOF/WALL PLANE AND BAY *' 10"& 11 1/2"PURLINS REQUIRE 3 BOLTS AT EACH END OF PURUN LAP. REV.DATE:O6/23/11 IREV.N.03 ROD BRACING REV.DATEe04/1R/11 REV.Nam TYPICAL FLANGE BRACE CONNECTIONS M.CATE+°J/01ro"�"•NO.0O SECONDARY PART MARK NUMBER F0''"°Ti07/DIjj "�''"°'C0 SPECIAL SECONDARY PART MARK KEY REV.OAiE:01 1 Rev.Nam SECONDARY BUNDLE LOCATION KEY BR02K1 CLEVIS ASSEMBLY BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT& SIMPLE PURLIN EN51B1 COMMON GENERATED MARK NUMBERS EN5182 COMMON GENERATED MARK NUMBERS EN51B3 ALL SECONDARY DEPTHS 7"&8 1/2" GIRTTCUP(PG1) 7" &8 1/2" GIRT CLIP (PG1) 10" & 11 1/2" GIRT CLIP (GCD-) CORNER POST 10" &11 1/2"GIRT CUP(CCD-) 5/8 MAY BE SHOP 3 PLATE SHOWN WELDED(GC1 OR GCA-) GAGE SIMILAR 21 1 21 1 I MAY BE SHOP RAKE BEAM WELDED(GC1 OR GCA-) I ENDWALL GIRT COCA E PANEL ADAPTER CLIP GABLE GIRT CLIP ZEE GIRT SHOWN I FROM THE INSIDE&INSERT (GC18-) AT 7", 8 1/2- & 10" GIRT CEE GIRT SIMILAR .. TABS THRU HOLES LOCATED .. FOR PANEL ATTACHMENT. (GC20-) AT 11 1/2" GIRT SIDEWALL GIRT BEND INWARD UNTIL THEY ZEE GIRT SHOWN 1 SECURE PANEL ADAPTER CLIP CEE GIRT SIMILAR TIGHTLY AGAINST.GIRT. PANEL ADAPTER ® i'� Fa \� 48° m J a 1 DPP QVPN CIJP(543333) o CORNER LIP a Y �"( GIRT CLIP DPP S�OO�OP m O (VCC-) -. SEE // � / • q O� FRAME rt 16 GIRT CLIP (PG1) ZEE GIRT SHOWN /% ZEE GIRT �R< 0 OFt RAKE 2 MAY BE SHOP CEE GIRT SIMILAR A 7 4" .� BEAM GIRT DEPTH @ J 1/2" 2 5/8 WELDED.(GC1 OR GCA-) 1 + 3/4" AT 8 1/2", 11 1/2" ZEE GIRT FIELD BEND + 2 1/4"AT 7", 10" ® TAB TO GIRT OUTSET GIRT 1'-0" AT 7"&8 1/2" GIRTS A ZEE GIRT SHOWN GIRT FILLER ANGLE PUNCHED 1'-3" AT 10" &11 1/2"GIRTS CEE GIRT SIMILAR (GFAP-) ATTACH TOP FLANGE SECTION A-A 1'-0" AT 7" &8 1/2 GIRTS W/(3) 55307(FIELD NOTCH V-S' AT 10" & 11 1/2" GIRTS LEG OF GFAP- AT VCC- PLATE) 7"&6 1/2" GIRT ALIGN HOLES IN GFAP- W/GIRT HOLES, THEN FIELD CUT GFAP- AT CORNER). REv.w1E.m/m/oR REV.no.oo PURLIN AND GIRT SIZES h=1 GIRT CONN. AT COLUMN REe oATOm/OV09 REe NO.D0 GIRT CONN. AT COLUMN REv.DATe:a7iz3p3 1aEe No.m GABLE GIRT.CONN. TO RAKE BEAM ' - ' � 7" "°"a°' GIRT CONN. AT CORNER POST ~ EN53FT 8 1/2° 216mm OUTSET CONTINUOUS GIRT WS0102 OUTSET SIMPLE GIRTS WSO4G2 OUTSET GIRTS WS12N2 ANY OUTSET GIRT AT EW, ANY GIRT AT SIN OPTION SECOND CEE ON A DOUBLE FOR FD'S UP TO 9'X9'USE(3)1/4"-14 X 11/4" JAMB IS HELD BACK 6"FROM GIRT TO JAMB DFPTII SDS(55307)LOCATED APPROX AS SHOWN. EACH END OF MAIN JAMB. JAMB CLIP 7" 8 1/2" 10" 11 1/2" NO PSER THAN SSNO AOF CLIP HOLES.SCREW NOT pJTG3 JTG6 HEADER TO JAMB LESS THAN 3/4"APART1-1. 0 FIELD LOCATE AND DRILL(21 9/16" a JTGI JTG5 A CLIP (PG1) \p DIAMETER HOLES IN ZEE GIR p TO ATTACH JAMB(2)1/2"X 1 1/2" I- JTG4 JTG2 6 JTG2 - � A325 BOLT(490e0) A. SINGLE JAMB . .DOOR HEADER JAMB, SINGLE e OR DOUBLE (2).1/2" X 1 1/2" A A325 BOLT(49080) e) A (;IRT DOUBLE JAMB A o � CUP (PG1) CONNECTION A 2 SINGLE JAMB $� V ON CLIP (BASE DIM. A �® HEAD/BOLT3(09 6 6) �IDwCTIpN 0 L (2) 1/2"A307 THIN &NUT(095032) ZEE GIRT @� HEAD BOLT(096636) 1/2"ANCHOR & NUT 095032 A (JAMB SUPPORT A RODS WTH ( ) ® D -GIRT CLIP I ti 1 Vt7 GIRT) : DOUBLE JAMB HARDENED WASHER RP�(E D IO EQUAL 3" EQUAL C S (2) 1/2"A307 THIN CONNECTION 6 oP�lr✓ 1 1 J» (SEE CHART) I ` �asH oJG HEAD BOLT(096536) JAMB, &NUT(095032) OR SINGLE MAX T- - _¢ (4) 1/2"A307 THIN o SECTION A-A I O O HEAD BOLT(096636) -h 6.seYmc..P JAMB CAN BE 1 1/2"DEEPER CONCRETE FSNR ® I & NUT(095032) THAN THE JAMB SUPPORT GIRT. AT 24" O.C. I DIM. A �., (ONLY EXCEPTION: 11 1 2"JAMB (BY BUILDER) BASE MEMBER ` ® < 3 1/4"AT 7", 8 1/2", 10 JAMB. ZEE GIRT SHOWN I OPENING _ _._ _. Es VON CAN BE USED D I TA"GIRT) 6 1/4" AT 11 1/2" JAMB CEE GIRT SIMILAR ALIGN JAMB AND GIRT AT BL S JAMB CAN BE 1 1/2"DEEPER PG1 CLIP = 3 3/4" AT 7. 8 1/2". 10 GIRTS THAN THE JAMB SUPPORT GIRT SECTION A-A THAN THE JAMB UPPORTPERT SECTION A-A ALIGN JAMB AND GIRT AT BL SECTION A—A2-DEER PGV1067 CLIP -4 3/4" AT 11 t/2" GIRTS ALIGN JAMB AND GIRT AT BL REV.DA1E:11/30/I5 REV.NO.W JAMB TO .GIRT Rev.DA-1/01/W REV.ND— JAMB BASE ATTACHMENT REV.DATe1z/oRra ace NO,W GIRT TO JAMB REV'a'TE`°'/°'I09`"e`''N0'00 : HEADER TO JAMB WS2082 SINGLE OR DOUBLE JAMB, ANY ZEE GIRT WS2088 SINGLE OR DOUBLE JAMB W520F2 SINGLE JAMB WS20F9 ANY HEADER, ANY SINGLE JAMB PERMIT SET-For Building Dept.Approval THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY 1.UNLESS NOTED,USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) BUTLER MANUFACTURING ONLY TO THE WORK PRODUCT OF BUTLER NO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. OF BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO 54102 WALL SECONDARY SEDRS 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. : BY, DESCRIPTION: BUILDER: Coast Construction JOBu: OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE; DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/26017 LOCATION: Arlington,Washington COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL ® ORawN/cHECR: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG,ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing PJ� D I V REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWRNc sCALE: NTS BUILDERS POR VPC VERSION: 2017.1 b 27 VPC FILENAME:17-017737 M2017 SEOMIe 16:59:07 BUN kxIdBu°SCOPC Bulldmg5 NORh AmORCR,INC. OPTION BRACE ¢ BRACE ¢ FOR FO'S UP TO 9'X 9'USE(3)1/4"-14 X 1 1/4" DOOR HEADER CHANNEL BOLTS FRAME BOLTS SOS(55307)LOCATED APPROX AS SHDM. CC-) /A-) 0 7" GIRT ZEE GIRT LOCATION LOCATION SILL TO JAMB NO CLOSER THAN 3/8"FROM EDGE DHC- 0 8 1/2-GIRT KMAI CLIP ROOF/WALL CLIP (PG1) OF CLIP OR HOLES.SCREW SPACING NOT LESS THAN 3/4"APART. (DHD-) 0 10" GIRT SECONDARY MEMBER III (DHE-) 0 11 1/2"GIRT I ———_ (MAY BE INSET) ® FULL WIDTH OF _ _ p FRAMED OPENING `\\\\ ' O O SILL p p SINGLE JAMB I a O �M1 O .. ®c JAMB BASE h ice' A �e�'y SINGLE JAMB CLIP �' �/ g/' WBeC w INSULATION VAPOR o - (2) 1/2" A307 THIN H�yyyCLIP HEAD BOLT(096636) ZEE GIRT 1/4-14 x 1 1//4" y SEE &NUT(095032) ® !NUCT FSNR (55307) __ DETAtL BELOW /yyy FIELD LOCATE AND GRILL 2)9/16" /� 1.2 O.C. E11\ _ SINGLE JAMB O FLANGE BRACE DIAMETER HOLES IN ZEE "X 0 0 \\\�\/ SHOWN - DOUBLE (GFB-) OR (HFB-) TO ATTACH JAMS((2)1/2' X 1 1/2" � A A325 BOLT(49080) JAMB SIMILAR O A RT A o "a "o A325 'BOLT I(T2YR) EQUALUUAL F DOOR HEADER '.MPORTANT: DURING ERECTION, WITH HARDENED (4) 1/2 A307 THIN I @E� eO�ON CHANNEL CL pPOROARIMAiINSL PL NiWBB(2) WASHER (095872) 3J4" CLIP REO'DW/ AGAINST PURLIN —� HEAD BOLT 096636 A 1/4 14x1 114 SUS IN CENTER INSULATION VAPOR 4 1 I OPENING ( ) .JAMB CAN BE 1 1/2"DEEPER c3 `- HOLES TO KEEP RAME STABLE. THI K LANGES .BARRIER HEIGHT &NUT(095032). THAN THE JAMB SUPPORT GIRL z TEMPORARILY ATTACH DOOR wHLN _INER IS INSTA.LEG, I (ONLY EXCEPTION: 11 1/2"JAMB z = HEADER CHANNEL W/ I I CAN BE USED W/8 1/2"GIRT) a 1/4-14 x 1 1/4" RE NOV wBB 2 INSTALL LINER, (4) 1/4"-14 1 1/4,. SECTION A—A EQUAL 3" EQUAL ALIGN JAMB AND GIRT AT BL SECTION A—A O TH N R, SHOWINSTAN. 00 NO W/ (4) (55307) STRUCT FSNR (55307) SJS AS SHOWN. 00 NOT REUSE O $1 PG1 CLIP— 3 3/4" AT 7-, 8 1/2",10" GIRTS 4'—D" D.C. CENTER HOLES SECTION A-A PGV1067 CLIP= 4 3/4- AT 11 1/2"GIRTS ALTERNATE CONNECTIONS REV pA1E:0]/01/1I NO.DD REV.DAR::1Y /16 REV.ND 0{ REY.011E 0I/01/OB REV.N0.00 REV.pAIB OB/1]/e5 1iFl.NO.CO SILL TO JAMB JAMB BASE TO GIRT DOOR HEADER CHANNEL COIN. ROOF/WALL FLANGE BRACING WS20FB ANY SILL, ANY SINGLE JAMB WS20H2 ALL JAMB AND GIRT DEPTHS WS21 D7 ANY ZEE GIRT, ANY JAMB l BROO -. PLf,-IN/GIRT WITH MSULATION VAPOR BARRIER FIELD DRILL 9/18-0 HOLE --- USE (1) 1/2" X 1 1/4 HEX. BOLT (095085) AND 1/2- HEX. NUT (095032) WITH WASHER (095872) 3/4"0 ANCHOR(S) I (TYP.) (NOT BY BMC) _ (per builder) FAB. GIRT (SBX-) 0 (chord beam) n per wall elevation j FLANGE BRACE (GFB-) (REOUIRED) (at center on each 1/2- 0 chord beam) 0 ANCHORS (NOT BY BMC) (per builder}] 0 j j i II I II j SECTION AT 20ft Tilt Wall (MASONRY WALL WITH SPANDREL BEAM) detail A JosM1 S Seymour.!'E � I y� d . o,xaumm SSlOti aL1�� PERMIT SET-For Building Dept.Approval THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY 1:UNLESS NOTED,USE 7/2 X 1 V2 A325T BOLT(49080)AND NUT(47120) BUTLER MANUFACTURING WO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER OF BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 1540 GENESSEE ST.KANSAS CITY,MO,64102 WALL SECONDARY SEDES Z.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER, USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. may, ppTE: W. DESCRIPTION: BUILDER: Coast Construction JOB#` OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: 17-017737 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: BUTLER 812612017 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL Arllrgton,WWaahingtOn ® DRAWWCHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: DaI Bldg Butler Manufacturing WZ f VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PACE: DRAWING SCALE: NTS BUILDER'S POR. VPC VERSION:2017.1 t1 28 VPC FILENAME:17.017737 81"17 SEDShM 16:59:09 a tl'Ipe Buffdl Nath AnroEica,Inc. Project • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 General Info Project Title: Dantrawl Building-Arlington-office area Date 3/24/2018 PROJ-SUM form Project Street Address: 62xx 180 Street NE For Building Department Use shall be provided as Project City,County,Zip: Arlington WA l a cover sheet for all E?CCap VLd compliance form Project Owner or Rep: Doug Hannam/Port Gardner Architects submittals.Project MAY o Title shall match Jurisdiction: City of Arlington H� project plans title block. Project Description New Construction and Additions Select all that apply to the ❑.r New Building ❑ Building Addition scope of project. Select Addition+Existing or Existing Building Retrofit Alteration+Existing if the existing building will be ❑Alteration ❑Change of Occupancy ❑Change in Space Conditioning combined with the addition or alteration to demonstrate compliance per Section Historic Building C502.1 or C503.1. Building Elements Scope-Select all that apply ❑All ❑✓ Building Envelope ❑Mechanical Systems ❑Service Hot Water Systems ❑ Lighting Systems ❑Electrical Systems 0 All Commercial O Group R-R2, R3,&R4 Q Mixed Use over 3 stories and all R1 Mixed Use-Building is greater than three stories above grade and it has both Commercial and Group R Occupancy Type occupancies. Mixed Occupancy-Building is three stories or less above grade and it has both Commercial and Group R2,R3 or R4 occupancies.Select All Commercial to document compliance for the commercial areas of the building. The residential spaces shall comply with the WSEC Residential Provisions. Select all that apply to the scope of project 0 Fully Conditioned Semi-heated2 ❑Refrigerated Spaces , (Warehouse and/or Walk-in') Space Conditioning ❑ Low Energy Space Category3 Categories Eligible Low Energy Spaces ❑Unconditioned ❑ Low energy heating/cooling capacity ❑Wireless service ❑ Greenhouse4 ❑Equipment building equipment shelter Floor Area and Floors Above Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area Grade Stories 1 4,585 4,585 QQ Compliance Method 1 -General C Compliance Method 2-Total Building Performance Compliance Method 1-Projects shall demonstrate compliance with all applicable mandatory and prescriptive requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms to General Compliance include with a Prescriptive submittal:All applicable ENV.LTG,and MECH. Path Compliance Method 2-Projects complying via total building performance(TBP)shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code. Refer to Section C401.2, item 2 for more information. Compliance forms to include with a TBP submittal.PROJ-SUM.ENV-CHK, LTG-EXT,LTG-CHK,and all MECH forms except MECH-ECONO and MECH-VENT(pending). Note 1-Refngerated Spaces-They shall comply with the envelope and refrigeration equipment requirements in Section C410. Warehouse coolers and freezers shall also comply with the envelope requirements in C402. C410 takes precedent for overlapping requirements. Note 2-Semi-heated Spaces-If heated with equipment other than electric resistance may take an exemption for wall insulation.All other envelope assemblies shall comply with the thermal envelope provisions. Note 3-Exemptions For Low Energy Spaces-Low Energy spaces are exempt from all provisions in WSEC Section C402 Building Envelope, however all other applicable provisions in the Code do apply including lighting,mechanical,service water heating,etc. Note 4-Eligible Space Conditioning For Low Energy Greenhouses-Greenhouses are defined as spaces that maintain a specialized sunlit environment that is used exclusively for cultivation,protection and maintenance of plants. Cooling with outside air and/or evaporative cooling, and any form of heating equipment,are allowed under the Low Energy Greenhouse category. Greenhouses with cooling equipment that requires a condensing unit are NOT eligible. Project 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 General Info Project Title: DantrawlBuilding-Arlington-office area Date 3/24/2018 C406 Additional Building level efficiency options: Current Scope Previous Projects Efficiency Package C406.8 Enhanced envelope performance _ El ❑ Options Summary C406.9 Reduced air infiltration ❑ ❑ A minimum of two Options are C406.5 On-site renewable energy ❑ ❑ required for new construction, and change in space Building area level efficiency options conditioning or occupancy _ _ - projects. C406.2 More efficient HVAC equipment ❑ ❑ Select all Options included in - the current project scope. C406.6 Dedicated outside air systems(DOAS) ❑ ❑ Also select Options complied with under previous projects C406.7 Reduced energy use in service water heating ❑� ❑ (shell and core,other tenant spaces in building, etc) C406.3 Reduced lighting power ❑ ❑ Buildings with multiple tenant - — ❑ spaces may comply with C406.4 Enhanced digital lighting controls ❑ different options(mix& match). C406 Comments: Options are required for all Insulation values of envelope provided exceed prescriptive requirements. space conditioning categories. Include discipline specific information for C406 options in ENV-SUM,LTG-SUM and Refer to SBCC website for official interpretations regarding C406 provisions. , Envelope 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Info Project Title: Dantrawl Building-Arlington-office area Date 03/24/2018 Applicant/nfo. Company Name: For Building Department Use Provide contact Company Addres& information for individual who can Applicant Name: respond to inquiries Applicant Phone: about information provided. Applicant Email: Project Description ❑✓ New Building ❑ Addition ❑ Alteration ❑ No Envelope Scope Envelope Project Scope Q All Commercial ❑ Group R-Commercial ❑ Mixed Use-Commercial+Group R Select all that apply. ❑ Semi-heated ❑ Refrigerated Cooler ❑ Refrigerated Freezer ❑ Equipment Building Envelope Description 4665 SF of Office area is conditioned with 1/2 of wall area adjacent to semi-heated Provide brief description of the project and warehouse/mfg relevant supporting documentation. Exterior walls will have R30(R-19 required) Walls adjacent to semi-heated area will have R-21 (R19 required). If project includes multiple Target Insulation Allowance areas,and/or is demonstrating compliance as an Addition+Existing, Alteration+Existing,or Addition+Alteration +Existing project, provide a brief summary of the approach to whole building compliance. Air Barrier Testing Q Air barrier testing per Section C402.5.1.2 included in project scope Air barrier testing is required for all new construction projects. Testing criteria is 0.40 ❑Additional Efficiency Package Option-C406.9 Reduced Air Infiltration cfmfft2 under test pressure of 0.3 inch w.g. To comply with C406.9,demonstrate that ❑Testing not required. Explanation: measured air leakage of building envelope Compliance Documentation Scope and Method Scope of This Calculation E New Building ❑ Addition ❑ Alteration ❑ No Envelope Scope Target Insulation Allowance Fully Conditioned-Commercial,Group R,Mixed Use Sets the title and calculations in the compliance forms. Selection required 0 Semi-heated 0 Refrigerated Cooler 0 Refrigerated Freezer to enable forms. If project includes more than one Target Insulation Allowance area,and/or if project includes addition and alteration areas complying independently,for each area complete an ENV-SUM form Rows 16-46 and either an ENV-PRESCRIPTIVE form,or ENV-UA+ENV-SHGC forms if demonstrating compliance via component performance. Envelope Compliance Path Q Prescriptive 0 Component Performance Selection required to enable forms. Component Performance ❑ Change of Occupancy(C503.2)/Conditioning(C505)- 10%higher UA allowed Calculation Adjustments ❑ Additional Efficiency Package Option-C406.8 Enhanced Envelope-15%lower UA required Additions 0 Addition stand alone 0 Addition+Existing Addition stand alone-Complete Vertical Fenestration and Skylight Area Calculation.Enter total existing-to-remain wall,roof, vertical fenestration and skylight areas as EXISTING.Enter total addition envelope assembly areas as NEW If resulting total building WWR exceeds 30%and/or SSR exceeds 5%,refer to C502.2.1 and C502.2 2 for prescriptive compliance alternatives.If complying via component performance, complete ENV-UA per instructions for addition stand alone projects. Addition+existing-Complete ENV-UA per instructions for addtion+existing projects. Alterations - ❑ Replacement windows only,or resulting ❑ Total building WWR increased by alteration WWR<original WWR Fenestration and Skylight total building❑ Replacement skylights only,or resulting ❑ Total building SRR increased by alteration total building SRR<_original SRR WWR and SRR not increased-Vertical Fenestration and Skylight Area Calculation not required. WWR and/or SRR increased-Complete Vertical Fenestration and Skylight Area Calculation.Enter total existing-to-remain wall,roof,vertical fenestration and skylight areas as EXISTING.Enter total altered envelope assembly areas as NEW. If resulting total building WWR exceeds 30% and/or SSR exceeds 5%,refer to C503.3.2 and C503.3.3 for prescriptive compliance alternatives.If complying via component performance, complete ENV-UA per instructions for alteration+existing projects. Envelope Summary, • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Dantrawl Building-Arlington-office area Date 03/24/2018 Vertical Fenestration and Total Vertical NET Exterior Fenestration Area Above Grade Total Skylight Area NET Exterior Roof Skylight Area Calculation (rough opening) Wall Area (rough opening) Area Prescriptive Path-Enter envelope sf values New 380 3,195 0 0 directly into this section of ENV-SUM for vertical fenestration,skylights,net walls and Existing 0 0 0 0 roof.For Additions and Alterations.refer to these sections in ENV-SUM for further Total 380 3,195 0 0 instructions. Component Performance-When this Envelope Compliance Path is selected,write- Vertical protection of this section is enabled. Enter u Skylight-to-Roof envelope sf values for all assemblies into the Fenestration-to- 10.6/o Ratio(SRR) ENV-UA form. Envelope information from Wall Ratio(WWR) ENV-UA will auto-fill into this section of ENV- Vertical Fenestration Area Compliance VERTICAL FENESTRATION AREA COMPLIES WITH MAXIMUM ALLOWANCE Skylight Area Compliance Vertical Fenestration O High performance fenestration U-factors and SHGC per C402.4.1.3 Alternates Q Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone O In buildings>_3 stories,25%or more of NET floor area is in DLZ per C402.4.1.1 (DLZ)areas and ft2 on project plans. o Q In buildings<3 stories,50/o or more of CONDITIONED floor area is within DLZ per C402.4.1.1 For Daylight Zone Area Calculations- Daylight Zone Calculations a)Sidelight areas include primary+ secondary daylight zone areas. Daylight Zone Fenestration Alternate Sidelight Daylight Toplight Daylight Percent Daylight b)Include overlapping toplight and sidelight Not Selected.No Calculations Required Zone Area Zone Area Zone Area daylight zone areas under Toplight. 4,665 0.0% c)Net floor area definition in Chapter 2. Spaces in Single Story p g List all enclosed spaces that exceed 2,500 ft2,have ceiling height greater than 15 ft and are space Building Requiring Skylights types required to comply with this provision.Indicate aperture with'AP"prefix(AP 1.1%) In these spaces a minimum of 50%of the Space Space Area jt) DLZ Area(ft2) SRR or Aperture Exception floor area shall be within a skylight daylight zone(DLZ). Refer to C402.4.2 for requirements. SRR=Skylight to roof ratio Envelope Exemptions Low Energy and Semi-heated Low energy spaces per C402.1.1 Item 1 are exempt from the thermal envelope provisions Semi- heated spaces heated by systems other than electric resistance are exempt from wall insulation Spaces provision only per C402.1.1.1. Complete Low Energy and Semi-Heated Spaces table in MECH-SUM to verify eligibility based on installed peak heating and cooling capacity per sf. Equipment Buildings Wall Insulation Roof Insulation Overall Average g R-Value R-Value U-Factor Equipment buildings are exempt from the Equipment Building Envelope thermal envelope provisions per C402.1.2. The following shall be met to be eligible: Electronic equipment power(watts/sf) building size<-500 sf,average wall/roof U- Heating system output capacity(Btu/hr) factor<_U-0.20,electronic equipment load>_ 7 watts/sf,heating system output capacity< Cooling capacity(Yes/No) 17,000 btu/h. Cooling system capacity not limited. • • - - • • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Minimum Requirements This table summarizes prescriptive compliance requirements for opaque elements and fenestration.Refer for Prescriptive Compliance to Tables C402.1.3,C402.1.4 and C402.4 in the 2015 WSEC for important footnotes that apply to these tables. Refer to Section C402 for all applicable requirements for each envelope element type and applicable exceptions. Refer to Section C410 for all applicable information for refrigerated spaces. Table C402.1.3 Notes 1,7 Table C402.1.4 Notes 1,2 Prescriptive Path Insulation Minimum R-Value Assembly Maximum U-factor Occupancy GroupAll Other GroupR All Other Group R Opaque Elements Roofs Insulation Entirely above Deck R-38 c.i. R-38 c.i. U-0.027 U-0.027 Metal Building with thermalspacer block Note 3 R-25+R-11 Ls R-25+R-11 Ls U-0.031 U-0.031 Attic and Other R-49 R-49 U-0.021 U-0.021 Joist or single rafter R-49 R-49 U-0.027 U-0.027 Walls,Above-grade Note 6 Note 6 U-0.078 Mass R-9.5 c.i. R-13.3 c.i. U-0.104 Mass transfer deck slab edge No R-Value for prescriptive compliance U-0.200 U-0.200 Metal Building R-19 c.i. R-19 c.i. U-0.052 U-0.052 Steel Framed R-13+R-10c.i. I R-19+R-8.5 c.i. U-0.055 U-0.055 Wood Framed and Other R-21 w/int.frame I R-21 w/int.frame U-0.054 U-0.054 Below Grade Wall Now 4 Same as above grade Same as above grade Floors Mass R-30 c.i. R-30 c.i. U-0.031 U-0.031 Steel Joist R-38+R-10 c.i. R-38+R-10 c.i. U-0.029 U-0.029 Wood Framed and Other R-30 R-30 U-0.029 U-0.029 Slab-On-Grade Floors Unheated R-10 for 24 in.(from top of slab) F-0.54 F-0.54 Heated Note 5 R-10 perimeter&under entire slab F-0.55 F-0.55 Opaque Doors Swinging No R-Value for prescriptive compliance U-0.37 U-0.37 Nonswingin (Roll-up or sliding) R-4.75 I R-4.75 U-0.34 U-0.34 Table C402.4-0-30%of wall area,or Section C402.4.1.3 High Performance 30%-40%per Section C402.4.1.1 DLZ Fenestration Option-0-40%of wall area or Section C402.4.1.4 DOAS Fenestration Assembly Maximum U-factor Notes 1,2 Vertical Fenestration Nonmetal framing U-0.30 U-0.30 U-0.28 U-0.28 Metal framing(fixed) U-0.38 U-0.38 U-0.34 U-0.34 Metal framing(operable) U-0.40 U-0.40 U-0.36 U-0.36 Entrance doors U-0.60 U-0.60 U-0.60 U-0.60 Skylights Skylights U-0.50 U-0.50 U-0.50 TU-0.50 Fenestration Assembly Maximum SHGC Factor Vertical Fenestration PF<0.2:north-SHGC=0.53; PF<0.2:north-SHGC=0.46; all other SHGC=0.4 all other SHGC=0.35 0.2<-PF<0.5:north-SHGC-0.58; 0.25 PF<0.5:north-SHGC-0.51; all other-SHGC-0.48 all other-SHGC-0.42 PF>:0.5:all orientations-SHGC-0.64 PF>_0.5:all orientations-SHGC-0.56 SkNi hts SHGC-0.35 SHGC-0.35 C410.2 Refrigerated Spaces Insulation Insulation Minimum R-Value Assembly Maximum U-factor Freezers-Walk-in and Warehouse Roof/CeilingR-32 U-0.030 Wall R-32 U-0.030 Door R-32 U-0.030 Door-transparent reach-in triple-pane,heat-reflective treated or gas Floor R-28 U-0.035 Coolers-Walk-in and Warehouse Roof/Ceiling R-25 U-0.039 Wall R-25 U-0.039 Door R-25 U-0.039 Door-transparent reach-in double-pane,heat-reflective treated& gas till,or comply with freezer door req. Floor No Requirement F-rivelope Requirements • • 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3,&R4 over 3 stories and all R1 Revised Oct 2017 Definitions: Ls=Liner system--A continuous membrane installed below the purlins and uninterrupted by framing members.Uncompressed,unfaced insulation rests on top of the membrane between the purlins.Refer to Section Al02.2.5.4. c.i.=Continuous insulation--Insulation that is continuous across all structural members without thermal bridges other than service openings and penetrations by metal fasteners with a x-sectional area of less than 0.04%of the opaque surface area of the assembly. Components with more than 0.04%metal penetrations may be eligible to follow the alternate Cl values below. int=Intermediate framing--Includes insulated headers,corners and interior partition wall to exterior wall intersections.Refer to Section Al03.2 for framing definitions. Footnote Summary: Each table in the 2015 WSEC has footnotes applicable to specific information provided in the table.This footnote summary provides only abbreviated details from these footnotes. Refer to 2015 WSECfor complete footnote information. Note 1-Assembly descriptions can be found in Chapter 2 and Appendix A. Note 2-Use of assembly U-factors,C-factors and F-factors from Appendix A and Chapter 3 are required unless otherwise allowed by the provisions of this Code. Note 3-For metal building roofs where using R-value compliance method,a thermal spacer block with minimum thickness of 1/2-inch and minimum R-value of R-3.5 is required.Otherwise use the U-factor compliance method. Note 4-Where heated slabs are below-grade,they shall comply with the F-factor requirements for slab-on-grade heated slabs. Note 5-Heated slab F-factors shall be determined specifically for heated slabs.Unheated slab F-factors shall not be used. Note 6-CMU walls in all occupancies other than Group R may be eligible for reduced insulation if all provisions stated in applicable footnote are met.Refer to Footnote D in Table C402.1.4 or Footnote C in Table C402.1.3 for eligibility requirements. Note 7-Components with continuous insulation but with metal penetrations/connections may be eligible for alternate continuous insulation R-values if all provisions in applicable footnote are met. Refer to alternate prescriptive R-values in table below and Footnote G in Table C402.1.3 for eligibility requirements. Alternate continuous insulation nominal R-values This alternate nominal R-value compliance option is allowed for projects complying with all of the following: 1.The ratio of the cross-sectional area,as measured in the plane of the surface,of metal penetrations of otherwise continuous insulation to the opaque surface area of the assembly is greater than 0.0004(0.04%),but less than 0.0012(0.12%). 2.The metal penetrations of otherwise continuous insulation are isolated or discontinuous(e.g.,brick ties or other discontinuous metal attachments,offset brackets supporting shelf angles that allow insulation to go between the shelf angle and the primary portions of the wall structure).No continuous metal elements(e.g.,metal studs,z-girts,z-channels, shelf angles)penetrate the otherwise continuous portion of the insulation. 3.Building permit drawings shall contain details showing the locations and dimensions of all the metal penetrations(e.g., brick ties or other discontinuous metal attachments,offset brackets,etc.)of otherwise continuous insulation.In addition, calculations shall be provided showing the ratio of the cross-sectional area of metal penetrations of otherwise continuous Assesblies with Alternate opttoa for 2,,:ewbhr-with Alternate option for assesbhr.with coutintots metal petaetr3669s,greater clan aetal peteetratiioas,greater that or m:013tion(see 0.04%but less tha 0.03% equal to 0.03%but less than 0.12% defilunon) R-9.50 R-11.9ci R-13ci R-11.4ci R-14.36 R-15.7ci R-13.36 R-16.66 R-183ci R-15.2ci R-19.0ci R-21ci R-30ci R-38d R42ci R-38d R-48d R-53ci R-13+R-7.5a R-13+RA.4a R-13+R-10.3a R-13+R-10d R-13+R-12.5d R-13+R-13.8d R-13+R-12.5a R-13+R-15.6a R-13+R-17.2ci R-13+R-136 R-13+R-16.3ci R-13+R-17.96 R-19+R-8.5ci R-19+R-10.6ci R-19+R-11.7d R-19+R-14ci R-19+R-17.5ci R-19+R-19.2ci R-19+R-16ci R-19+R-206 R-19+R-226 R-20+R-3.86 R-20+R4.9d R-20+R-5.36 R-21+R-5ci R 21+R-6.3ci R-21+R-6.9ci End of Envelope Requirements Summary Note 1-Insulation that is continuous except for fasteners may be entered here if the cross-sectional area of metal penetration through othenvse continuous insulation is less than 0.12%. Note 2-Alternate prescriptive continuous insulation R-values per Table C402.1.4,Footnote F may be used if the cross sectional area of metal penetrations exceeds 0.04%but is less than 0 12%.Calculations are required to use these alternate R-values. Note 3-Opaque assembly U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1.Specify the table number or calculation page number. Note 4-Thermal spacer blocking and liner system are required for prescriptive R-Value compliance in metal building roof assemblies.Note thermal spacer thickness and R-value in roof assembly description Note 5-intermediate framing is required for prescriptive R-Value compliance in.wood-framed wall assemblies. Note 6-Proposed CMU mass walls in non-Group R that meet Table C402.J.4 Footnote C requirements can enter the target prescriptive U-value of 0.104. Note 7-Mass transfer slab edges must be covered with an assembly having an overall U-factor of 0.2. Note 8-Refer to Table C402.1.3,Footnote E for prescriptive R-Value requirement for steel floor joist assemblies. Note 9 -Prescriptive slab-on-grade insulation shall extend from top of slab to minimum length per an approved method as defined in C402.2.6. Note 10-Slab-on-grade F-Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 11-Opaque door U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1.A door is defined as opaque if less than 50%of the door area has glazing. Note 12-Refer to Equation C4-6 Projection Factor Calculation. Note 13-N=Oriented within 45 degrees of true north,SEW=All other orientations. Note 14-Fenestration assembly U-Factor and SHGC shall be the manufacturer's NFRC product rating, which includes the glazing and frame,or shall be the default value per Section C303.1.3. Note 15-List all above-grade Group R mass walls and steel frame walls in Group R Walls section.List commercial above grade walls and all other Group R above grade walls in Opaque Walls-Above Grade Note 16-Refrigerated Coolers-All cooler roof, wall and door assemblies shall comply with the prescriptive R-values or U-factors per C410. Enter proposed information under the most similar assembly type Slab edge insulation for slab-on-grade floors shall comply with C402. Floors that separate a cooler from a non-cooler space(unconditioned and conditioned)shall be insulated per C402. Vertical fenestration(not within cooler doors)shall comply with the prescriptive R-values or U-factors per C402. Enter only the opaque portion of refrigerated space doors. Windows within doors and reach-in display case doors shall comply with C410 prescriptive requirements. Note 17-Refrigerated Freezers-All freezer roof, wall and door assemblies shall comply with the prescriptive R-values or U-factors per C410 Enter proposed information under the most similar assembly type Freezer floor insulation shall comply with C410. Insulation is required under the entire freezer floor. if the freezer floor assembly rests on top of a standard floor,the vertical edge of the freezer floor shall be entered as and comply with the requirements for a freezer wall.If freezer floor insulation is installed as integral to or applied underneath a slab-on-grade or exposed floor,this floor shall be thermally broken from the surrounding floor area with the same amount of insulation as required for a freezer floor.Enter proposed thermal break information in the Freezer Floor section and note it as In-Floor Thermal Break. Enter only the opaque BuildingPermit Plans Checklist, • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Dantrawl Building-Arlington-office area Date 03/24/2018 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. Applicability Code Location in Building (yes,no,na) Section Component Compliance information required in permit documents Documents Department Notes SCOPE Identify low energy spaces on plans;include project information,and C402.1 1 Low energy spaces calculations if applicable,that demonstrate spaces are eligible for envelope provisions exemption Identify semi-heated spaces on plans,include calculations that demonstrate C402.1.1.1 Semi-heated spaces spaces are eligible for wall insulation exemption Provide building area,average wall and roof U-factor,and installed C402.1.2 Equipment Buildings equipment information that demonstrates equipment building is eligible for envelope provision exemption Walk-in and C410.2 warehouse cooler Identify walk-in and warehouse cooler and freezer spaces on plans and freezer spaces C101.4.1 IMixed occupancy Identify spaces with different occupancy requirements on plans Identify on plans existing unconditioned spaces changing to semi-heated or Change of space conditioned space,and existing semi-heated spaces changing to C503.2 conditioning conditioned space;provide calculations for existing and final level of space conditioning,and calculations that demonstrate alteration complies with current WSEC Identify on plans existing F,S and U-occupancy spaces undergoing a change in occupancy;provide calculations that demonstrate alteration complies with the current WSEC _ Change of Identify on plans pre-2002 Group R spaces undergoing a change to a C505.1 commercial occupancy;provide calculations that demonstrate alteration occupancy complies with the current WSEC Identify on plans non-Group R occupancy spaces undergoing a change to Group R;provide calculations that demonstrate alteration complies with the current WSEC ENVELOPE PROVISIONS Indicate envelope insulation compliance path and provide applicable forms; Yes C103.2 Compliance ENV-PRESCRIPTIVE or ENV-UA I ENV-SHGC for component performance C103.6.3 documentation If complying via total building performance,provide a list of all proposed envelope component types,areas and U-values C303.1 A Insulation Indicate identification mark shall be applied to all insulation materials and Yes C303.1 2 identification insulation installed such that the mark is readily observable during C/A7,E/A8 inspection Yes C303.1.3 Fenestration product Fenestration products shall be labeled with rated U-factor,SHGC,VT,and A4 C402.4.3 rating leakage rating Indicate installation methods,thicknesses,densities and clearances to Yes C303.1.1 General insulation achieve the intended R-value of all insulation materials; C/A7,E/A8 C402.2.1 installation Where two or more layers of rigid insulation will be used,indicate that edge joints between layers are staggered Indicate R-value(s)of cavity/continuous insulation on roof sections; Indicate framing materials on roof sections; Indicate method of framing for ceilings below vented attics and vaulted ceilings per Al02.2(std,adv); C103.2 Roof assembly Provide area weighted average U-factor calculation for insulation whose Yes C402.2.2 insulation thickness varies by 1 inch or less; C/A7,E/A8 Indicate effective U-factors of tapered insulation entirely above deck per Al02.2.6;include roof configuration and slope,maximum R-value at peak and minimum R-value at low point for all roof surfaces Indicate R-values for thermal spacers and each insulation layer,and liner system(LS)method for metal building roofs C402.2.2 Skylight curb Indicate curb insulation R-value on roof section if not included in skylight insulation NFRC rating Indicate R-value(s)of cavity/continuous insulation on wall sections; Indicate framing materials on wall sections; Indicate method of framing for wood construction per Al03.2(std,int,adv); C 103.2 C402 2.3 Above/below grade Indicate material density category,wall weight and heat capacity for Yes C402.2.4 wall insulation qualifying mass walls; C/A7,E/A8 C303.2.1 For qualifying ASTM C90 masonry walls,indicate loose-fill core insulation material and percentage of cores filled including grouted cores,band beams,vertical fills,headers and any other grouted cores; Indicate method of protection of exposed exterior basement/crawlspace wall insulation BuildingPermit Plans Checklist, • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Dantrawl Building - Arlington - office area Date 03/24/2018 Applicability Code Location in Building (yes,no,na) Section Component Compliance information required in permit documents Documents Department Notes C103.2 Indicate rated U-factor(swinging)or R-value(non-swinging-roll-up/sliding) Yes C402.4.4 Opaque doors on wall sections or in door schedules-applies to doors with less than 50% A4 WSEC Notes glazed area Floor over outdoor or Indicate R-value(s)of cavity/continuous insulation on floor sections; C402.2,5 unconditioned space Indicate framing material on floor sections; insulation Indicate material density category and weight of qualifying mass floors Indicate R-value of continuous insulation on wall section or foundation detail; Yes C402.2.6 Slab-on-grade floor Indicate insulation extends down vertically and/or horizontally the required C/A7,E/A8 and A4 C303 2.1 insulation distance from top of slab; WSEC Notes Indicate method of protection of exposed exterior slab edge insulation Indicate R-value of continuous insulation on wall section or foundation Radiantly heated slab detail; C402.2 on-grade floor Indicate insulation extends down vertically from top of slab and then C303.21.1 insulation horizontally under the entire slab; _ Indicate method of protection of exposed exterior slab edge insulation Radiant heating Indicate insulation R-value behind radiant panels,U-bend/headers and C402.2.8 system insulation bottom surface of radiantly heated floors(other than radiantly heated slab- on-grade) C402.4.1 Provide calculation for total vertical fenestration area as a percentage of A2 and A4,WSEC Yes C502.2.1 Vertical fenestration gross above grade wall area(WWR)for new construction,additions and C503.3.2 maximum area alterations in ENV-SUM Notes Provide calculations showing that the percentage of overall conditioned floor area within daylight zones is equal to or greater than 50%in 1 and 2 story buildings;OR Provide calculations showing that the percentage of overall net floor area Increased within daylight zones is equal to or greater than 25%in buildings 3 stories or C405.2.1.1 C402. prescriptive more;include the gross floor area and list of spaces omitted for the net floor .4.1 maximum vertical C502.2.1 fenestration area with area; C503.3.2 daylight zones and Note in envelope plans that all lighting fixtures located within daylight zones controls shall be provided with daylight responsive controls per WSEC Section C405.2.4.1;indicate method of control in lighting fixture schedules Indicate that the VT of vertical fenestration is at least 1.1 times the rated SHGC CA' Indicate high performance U-factors and SHGC values in fenestration prescriptive C402.4.1.3 schedules; maximum vertical C502.2.1 Indicate if an area-weighted U-factor is used for multiple fenestration C503.3.2 fenestration area with high-performance elements within the same fenestration category per Table C402.3;provide U-factor calculations Increased prescriptive Indicate that for eligibility,all occupied,conditioned spaces will be served by C402A.1.4 maximum vertical a dedicated outside air system(DOAS)that delivers ventilation air without C403.6 fenestration area with requiring operation of the heating/cooling system per Section C403 6 DOAS mechanical systems Wall/vertical Indicate if component performance with target area adjustment will be used C402.1.5 fenestration target to account for vertical fenestration area in excess of the prescriptive area adjustment maximum allowed C402.4.1 Skylight maximum Provide calculation for total skylight area as a percentage of gross roof area C502.2.2 area (SRR)for new construction,additions and alterations in ENV-SUM C503.3.3 C402.1.5.2 Roof/skylight target Indicate if component performance with target area adjustment will be used area adjustment to account for skylight area in excess of the prescriptive maximum allowed Indicate U-factors,SHGC and VT values in fenestration schedules; U-factors,SHGC and Indicate if an area-weighted U-factor is used for multiple fenestration Yes C402.4.3 VT for all fenestration elements within the same fenestration category per Table C402.3;provide A4 WSEC Notes C303.1.3 assemblies U-factor calculations Indicate if values are NFRC or default;if default then specify frame type, glazing layers,gap width,low-e coatings,gas-fill Permanent shading For windows with overhangs or permanent projection shading devices, C402.4.3 provide projection factor calculations(Equation C4-6)and associated devices minimum SHGC for north and non-north orientations BuildingPermit Plans Checklist, • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Dantrawl Building - Arlington - office area Date 03/24/2018 Applicability Code Location in Building (yes,no,na) Section Component Compliance information required in permit documents Documents Department Notes In single story buildings,provide list of enclosed areas that exceed 2,500 sf; for each space identify the space use,floor area,floor to ceiling height, whether skylights are installed,and any exception taken; Provide calculations for percentage of conditioned floor area located within Spaces in single a daylight zone including skylight and eligible sidelight daylight zones; C402-4.2 story buildings requiring skylights Provide calculations for percentage of skylight area in each space over 2,500 sf,OR; Provide calculations for skylight effective aperture(Equation C4-5)for each space over 2,500 sf; Indicate haze factor of skylight glazing material or diffuser ADDITIONAL EFFICIENCY PACKAGE OPTION-ENHANCED ENVELOPE PERFORMANCE To comply with additional efficiency package option,demonstrate envelope C406.8 Enhanced envelope insulation compliance via component performance;provide ENV-UA/ENV- performance SHGC compliance forms;verify that building total UA is 15%lower than the Code target UA AIR LEAKAGE Identify location and provide diagram of continuous air barrier in plans and Air barrier sections; Yes C402.5.1.1 construction and Provide details for all joints,transitions in materials,penetrations in air C/A7,EIA8 sealing barrier and note method of sealing(caulked,gasketed,or other approved method) Rooms containing Indicate that room(s)containing non-direct vent appliances is isolated from conditioned space by the thermal envelope with a sealed air barrier, open combustion fuel including doorway gasketing and sealing around ductwork and piping C402.5.3 burning appliances Penetrations; used for space conditioning Indicate insulation provided in wall,floor and ceiling of the room envelope, and insulation required on combustion air ductwork Access openings and Indicate locations of all access openings and doors to shafts,chutes, C402.5.4 doors to shafts, stairways and elevators; chutes,stairways and Indicate method of gasketing,weatherstripping and sealing of these doors openings Indicate locations of all stairway enclosure,elevator shaft and building C402.5.5 Outdoor air intakes, pressurization relief openings,outside air intakes and exhaust openings; C403.2.4.3 exhausts and relief Note in envelope plans that all relief,outside air intake and exhaust openings openings shall be provided with dampers in accordance with Mechanical Section C403.2.4.3 Indicate method of sealing between light fixture housing and wall or ceiling; C402.5.8 Recessed lighting in building envelope Note in envelope plans that all recessed lighting fixtures shall be IC rated and have an air leakage rating not greater than 2 cfm per ASTM E283 test; include these requirements in lighting fixture schedules C402.5.6 Loading dock seals Indicate weather seal at cargo and loading dock doors Indicate locations and dimensions of vestibules and air curtains; Indicate exception and criteria utilized for all building entrances and exits C402.5.7 Vestibules that do not have a vestibule or air curtain; Indicate required performance for air curtains installed per exception 7; For unconditioned vestibules,indicate which envelope assembly(interior or exterior)complies with the requirements for a conditioned space Indicate on plans the location of air barrier boundaries and area calculations on all six sides of the air barrier; Indicate air barrier test method in accordance with ASTM E779 or approved equivalent; Indicate required maximum leakage rate for compliance. C103.2 Building air leakage C402.5.1.2 test Include the following requirements in project documents:(1)Submit air barrier test report to jurisdiction once test is completed;(2)If test results exceed 0.40 cfm/ftz(1.5 US*M2)at 0.3 in.wg(75 Pa),then visually inspect air barrier and seal noted sources of leakage;(3)Submit a follow-up report to jurisdiction noting corrective measures taken; (4)Include air barrier test report in compliance documentation provided to building owner. BuildingPermit Plans Checklist, • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R111� Revised Oct 2017 Project Title: Dantrawl Building - Arlington - office area Date 03/24/2018 Applicability Code Location in Building (yes,no,na) Section Component Compliance information required in permit documents Documents Department Notes ADDITIONAL EFFICIENCY PACKAGE OPTION-REDUCED AIR INFILTRATION To comply with additional efficiency package option,indicate in project C406.9 Reduced air documents that the air barrier test results shall not exceed 0.25 cfm/fe(0.94 infiltration L/s`mZ)at 0.3 in.wg(75 Pa);indicate air barrier test report shall be submitted to the jurisdiction and building owner once test is completed ALTERATIONS For a roof alteration where existing ceiling cavities are exposed,indicate C503.1 Roof alteration- cavities are insulated to full depth at R-3 per inch C503.3.1 insulation For a roof covering replacement where insulation is installed entirely above the roof deck,indicate insulation complies with requirements for new construction per Tables C402.1.3 or C402.1.4 Wall and floor For a wall or floor alteration(floor over outdoor or unconditioned space) C503.1 alteration-insulation where existing envelope cavities are exposed,indicate cavities are insulated to full depth at R-3 per inch Where the addition of new vertical fenestration results in total building Addition of vertical window-to-wall ratio(WWR)exceeding the maximum allowed per C402.4.1, C503.3.2 fenestration demonstrate method of compliance(vertical fenestration alternate per C503.3.2,or component performance compliance with target area adjustment for the total building) Where the addition of new skylights results in total building skylight-to-roof C503.3.3 Addition of skylights iratio(SRR)exceeding the maximum allowed per C402.4.1,demonstrate component performance compliance with target area adjustment for the total building PROJECT CLOSE OUT DOCUMENTATION Project close out Indicate in plans that project close out documentation is required including C103.6.3 documentation applicable WSEC envelope compliance forms and calculations,and requirements Fenestration NFRC rating certificates If"no"is selected for any question, provide explanation: End of Building Permit Plans Checklist Date: 8/29/2017 BUTLER Butler Manufacturing Letter of Certification Time:04:53 PM Page: 1 of 2 Letter of Certification Contact: Project:Dantrawl Bldg Name:Coast Construction Builder PO#: Address:328 N Olympic Ave. Jobsite: 17305 59th Ave NE City,State:Arlington, Washington 98223 City,State:Arlington, Washington 98223 Country:United States County,Country: Snohomish, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code_ Overall Buildin Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Ea Max.Roof Min.Roof Peak Width Len th (s .ft.) s .ft.) (sq.ft.) Height Hei ht 2 Pitch Pitch Height Unit 1 -Building 1 131/0/0 302/0/0 1 39562 1 26427 1 39639 31/10/8 31/10/8 1 0.750:12 0.750:12 35/11/10 Loads and Codes-Shape:Unit 1-Building City: Arlington County: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: 1 OAISC-ASD Rainfall:I:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering+Second.Dead Load:2.18 psf Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Vult: 110.00(Vasd:85.21)mph Ground Snow Load:pg: 17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf: 11,90 psf Mapped MCE Acceleration:Ss: 107.30%g Wind Exposure:C-Kz:0.995 Design Snow(Sloped):ps: 11.90 psf Mapped MCE Acceleration:S1:41.80%g Parts Wind Exposure Factor:0.995 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie: 1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor:2 Partially Exposed-Cc: 1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is: 1.000 Design Acceleration Parameter:Shc:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf • ' Primary Zone Strip Width:2a:25/6/0 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a: 12/9/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.19 psf Fundamental Period Height Used:31/10/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.4466 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Received Fundamental Period:Ta:0.2683 R-Factor:3.25 Overstrength Factor:Omega:2.00 MAY 0 2 2013 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturin-a division of BlueScope Buildings North America,Inc.The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Butler Manufacturing,a division of BlueScope Buildings North America,Inc.design practices which have been established based upon pertinent procedures and recommendations ofthe Standards listed in the Building Code or later editions. File: 17-017737 Version:2017.1b Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER Letter of Certification Time:04:53 PM utler Manufacturing __.B ,�...._ Page: 1 of 2 Letter of Certification Project:Dantraw]Bldg Contact: Name:Coast Construction Builder PO#: Address:328 N Olympic Ave. Jobsite: 17305 59th Ave NE City,State:Arlington, Washington 98223 City,State:Arlington, Washington 98223 Country:United States County,Country: Snohomish, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. O�•erall Buildin Descri lion Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof I Min.Roof Peak Width Length (sq.ft.) s .ft.) (s .ft.) Height Height 2 Pitch Pitch Height Unit 1 -Building 131/0/O 302/0/0 1 39562 26427 39639 31/10/8 31/10/8 0.750:12 0.750:12 35/11/10 Loads and Codes-Shape:Unit I-Building City: Arlington Countv: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: l0AISC-ASD Rainfall:I:0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD r 3000.00 psi Concrete i p Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering+Second.Dead Load:2.18 psf Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Vult: 110.00(Vasd:85.21)mph Ground Snow Load:pg: 17.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf:11.90 psf Mapped MCE Acceleration:Ss:107.30%g Wind Exposure:C-Kz:0.995 Design Snow(Sloped):ps: 11.90 psf Mapped MCE Acceleration:S1:41.80%g Parts Wind Exposure Factor:0.995 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie: 1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor:2 Partially Exposed-Ce:1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.4409 NOT Windborne Debris Region Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/6/0 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/9/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.19 psf Fundamental Period Height Used:31/10/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.4466 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2683 Received R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 MAY 0 2 2018 Base Shear:V:0.2357 x W U Building design loads and governing building code is provided by the is t validated by Butler Manufacturing,a division of BlueScope Buildings North America,Inc.The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Butler Manufacturing,a division of BlueScope Buildings North America,Inc.design practices which have been established based upon pertinent procedures and recommendations ofthe Standards listed in the Building Code or later editions. ` File: 17-017737 Version: 2017.1b Butler Manufacturing,a division of BlueScope Buildings North America,Inc. Date: 8/29/2017 Bun.ER Letter of Certification Time:04:53 PM Butler Manuracturinng aw-� � Page: 2 of 2 This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Butler Manufacturing,a division of BlueScope Buildings North America,Inc.,nor does it apply to unauthorized modifications to building components. Furthermore,it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Butler Manufacturing,a division of BlueScope Buildings North America,Inc.DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. Date: Engineer's Seal: `�pF NNIASzl., J Engineer in responsible charge Digitally signed by Josh S. Seymour, PE z DN: E=jsseymour@butlermfg.com, CN="Josh S. Seymour, PE", O=Butler Manufacturing AI i0391 Company, L=Kansas City, S=Missouri, C=US Reason:This document has been NAL�*G electronically signed and sealed by Josh Josh S. Seymour, P E Seymour, PE using my Digital Signature with 09/01/2017 PE seal affixed. Printed copies of this document are not considered signed and sealed,and the signature must be verified on any electronic copies. Date: 2017.09.01 12:05:31-05'00' File: 17-017737 Version: 2017.1b Butler Manufacturing,a division of BlueScope Buildings North America,Inc. SAFEbuilt, f PLAN REVIEW COMMENTS DATE: 5/7/2018 TO: Dantrawl Inc. FROM: Amber Green PHONE: 425-388-5588 PHONE: 206-718-7659 EMAIL: dnhannam@frontier.com EMAIL: agreen@safebuilt.com PERMIT#: BID1792 OCCUPANCY GROUP: F-1/13 PROJECT: Light MFG Building w/Office TYPE OF CONSTRUCTION: V-B ADDRESS: 62XX 1801h St, NE NUMBER OF STORIES: 2 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The following items listed below will be Deferred Submittals and must be submitted and approved prior to commencement of work: • Fire Sprinkler System • Plans and engineering for storage rack system • Mechanical Equipment The following items listed below will require Special Inspection by a WABO certified Special Inspector outlined by the Engineer of Record: • Soil Compaction Below Slab and Footings • Storage Rack System • Anchor Bolts ® Field Welding • Reinforcement Placement • Concrete The permit referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, ;Aw�eY Gree,+�, Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 y o� 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 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(aDarlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. I REV 2015 Page 7 of 9 �Y COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington e 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 COMMERCIAL APPLICATION PERMIT SUBMITTAL rI Cs1 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 COMMERCIAL APPLICATION PERMIT SUBMITTAL I ti G 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 C.,>Y COMMERCIAL APPLICATION �•� o PERMIT SUBMITTAL INC, 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 BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: �a r�v �� ,/ r r Ile ''/ ' Project Address: 2—� -- ���77w`/ e Parcel ID#: Legal Description dlZ o E z-Z , 3/,c! Owner: VQ _ !,1l� /�lLr Phone Number: BOG 'Za Ca f•$� �d Address: G O � 7 t��rj,� jUCity: State: U�iV Zip Code: Engineer: � /! �y/�G`�© Phone Number: ! Z*. �j�j`f..Cj'L�• Cell Phone: E-mail: Address: A�,k6Jt-_ .411B City: State: Zip Code 9A Zd / r�z!: **J Uione Number: Cell Phone: E-mail: Address: 5z& ,041 city: lz'NState: /kf Zip Code: ZZ Contractors License Number:_,3/A( F/!.P Expiration: Contact Person: �� Icy Phmber: eGt9 syn.a vs�t Cell Phone: E-mail: d� ��� �- ^-A- Address: State: Zip Code: _ TAZ4111 i Proposed Scope of Work: REV 2015 Page 6 of 9 �- COMMERCIAL APPLICATION '•QlfYG+p PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone (360)403-3551 Project Name/Tenant kkC-�At&/L Site Address V? Bldg/Unit/Suite -- U��� �✓ It i IBC Construction Type V 8r, IBC Occupancy Type Description of Use 'f/ ,¢i,� o Esku Akan -4 Building Square Footage�T �y `�, � I-A: Number of Stories o Z �-,�9 Y , Square Footage Per Floor :�'Z9�� �'', L, ���s p� dF< Will there be any installation, modification or removal of the following? (Check all that apply) Automatic fire extinguishing systems ❑ Compressed gas systems X^ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc...) ❑ Hazardous materials X High piled/rack storage ❑ Industrial ovens/fumace V Private fire hydrants ❑ Spraying or dipping operations K Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation, changes, modifications or removal of any of the above may require additional submittals, information,or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 COMMERCIAL APPLICATION l�G`�pZ PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 Name of Project: � �s-ircc�L `/zG• / // Project Address: Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete Bolting in Concrete r ( ) 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 e • INC, 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 1 inspectorcTlag-e". ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Date: 7 I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with he laws, rules and regulation of the State of Washington Applicants Signature tea- Print Applicants Name Date FOR STAFF USE ONLY oeiye G 7 2-017 Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9