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HomeMy WebLinkAbout6221 180th St Ne_BLD1792 - Submittal Docs_2026 30' r'-�---- ------N 88_08_15" W 5 4 N 12 1- - -—-—-—- 634.76 -- - — ---- --- -------------- ------ WATER-SERVU I EASE1�tE-NT-------------------------------- O � WET TAP W/ VALVE LOCATION TO EXIST 12 MAIN I STREET IMPROVEMENTS - 63rd 24' ASPHALT DRIVING SURFACE 3' BIO-SWALE I w 1' SETBACK TO EAST PROPERTY I APN: 31052200101100 o (223105-1-011) I j I 02'-11%"t 00 188'-7Ya" j CV ADDRESS NOT ASSIGNED [180XX 63rd AVE NE] I EDGE O ASPHALT j 6s OUTDO�R STORAGE N I EXTEND NEW I LID INFILTRATION BASIN I L FOR LOADING DOCK � 9s, I I= WATER MAIN LOOP r FILTER AT CB 4a°DOCK HIGH " I U LOADING I 4 -- --, Q YARD I 3 o i L----- 4 I v 79' 31' 91'- STALLS 20'118Y," Fli YARD - 2 � UNDEVELOPED w _ _ � _. . PROPOSED YDRANT) I ' TALLS BIo-swaE AT THIS TIME 8 I STALLS 20-I 30 100 -� 'F - ��_-�r� 111•- " ,SlT' � ' 4 v. STALLS YARD I i - �� N` `, SPRINKLER NON I III }W We RISER ROOM i' FDIC ma's N ARLINGTOm Ella w --�-�- - -- * o �w MUNICIPAL ' ' w� `` s`n-�'a �� 6u W - w z All180Lh STREET N I ` --- ---- \ ---2"W--FN 20 -- --t1 -7---7— 1 0 45-8%° WM z PROPOSED NEV, srALLs DBL I BUILDING �,. CHK VL ;I 7' PRE-FORMED I I FIN FL 1.6' ABOVE GRADE WHEEL STOP 18 1, I .9'x 18' 19 o'-h 1Y" STALL - PICK-UP VICINITY MAP , ` _ ` mm "� DELIVERY I �—_ _ STALL 40'-9y" Q LAWN LEGAL DESCTIPTION I EX EAST 1/2 OF THE SOUTH 1/2 OF THE SW QUARTER OF I ��_ --\ i I j PP 18 THE NE 1/4 OF SECTION 22,TOWNSHIP 31N, RANGE 5E WM ` ` STALLS j IN SNOHOMISH COUNTY WASHINGTON L 5' I APN: 31052200101100 F �@ ` 09'-9y2" i PERMIT CONTACT R' 2v 34'-8" '-8' LANDSCAPE 0 FH DOUG HANNAM 425 388 5588 00 WALL FIATURE STALLS PORT GARDNER ARCHITECTS IN RIVER ROCK- 16 + N 1512 WETMORE AVENUE LAWN EVERETT, WASHINGTON 98201 ��d P 1VAN 1 10 I 5 Ps- STALLS I r STALLS N I, I it 20 17 ,, 0 9II I L-'�---- 630.50�--- S 88' 08' 20'rE -----�--� - ----- - -- � �01 22' I _ 10 UTILITY EASEMENT ------ -- - --------------- SS--------- ------------- _ �ti ---_ --- -- - �— cuwEr� __---- =-= s 180th STREET WET TAP R/W DED 30" 7 150' 30' 98-7„± 30' 8" -----5�8'_Q�2o"E_—_— TO EXIST 8" MAIN REQ. MONITORING NEW SS MH 40, --------8 W------ _ MH AT PROP LINE EASEMENT TO VULCAN NORTH LOCATION SITE PLAN 0 60' 120' 180' 1 " = 60' O O n lu lu O D � < < fTl � O DANTRAWL N C PORT GARDNER ARCHITECTS z F_ m 62xx I 80th Street NE 1512 WETMORE AVENUE o EVERETT, WA o 98201 o 425 o 388 o 5588 PDF created with pdfFactory Pro trial version www.r)dffactory.com PORT GARDNER ARCHITECTS June 10, 2019 PGA 1612 Project: A New Building for Dantrawl Inc. Arlington Permit#1792 Site: 6221 180'h Street NE, Arlington NVashington To: Kevin Olander, and Christina Humphrey RE: Revision of the East Canopy Connection to 2 d Floor Diaphragm. Butler Building 'C' channels at jambs of window openings conflict with the wood structural connections between the East Canopy diaphragm and the ,I-nd Floor diaphragm. This connection revision has been checked by SDA Engineer of Record for design values. This revision gives specific direction to Coast Construction to mitigate the conflicting 'C' channels. g This submittal with the attached SDA report for Kevin Olander(City Building Official) and David Spencer at the City of Arlington allowing them review and comment if they deem necessary, approval to be included in the permit(4-17192)record, Thank you for your time 6"79 REGISTERED Doug Hannam ARCHITECT Architect of Record DOU'3 S N HANNAM STATE OF WA�HINGT ON %1 1" V FN 1 F F E V E R E'I'T'. 'W A S H I N 6 '2'0 N is 2 T Structural Dcslgrn Asso�ciatcs 'S, 1"'11,ililect-mg SttwcZLfYEJ' to Ltl.5'I V)A 8163 Issued: June 6, 2019 COV I1V of WA3N Dantrawl Inc. 62XX 180" St. NE, Arlington, WA Sub43 ject: Lunch Canopy Shear Connection �, ?s SDA Ref. 48163 S�ONAL� To whom this may concern: JUN 0 6 2019 Port Gardner Architects [PGA] has requested structural guidance on the lunch canopy curb and drag connection. The existing girts and metal fratne prevent a continuous connection between the mezzanine floor diaphragm and lunch canopy. Structural Design Associates [SDA] has reviewed the existing field information and requested two additional HGA10 clips be installed per the attached sketch. This letter shall be issued to Port Gardner Architects, Geotest, Coast Construction, and the Building Official. Anv 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. Sincerelv, C �-� o Jasper Baarbe, E.I.T. Chris Cove n. P.E. 3(40 Rucker We. 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Depth Lap Detail Part Width Thick. Webthk Depthl Approx. Lgth Id Width Height Sill Ht.Frame To Dimen. Description SBX003 6" .2500 .1644 1•-0" 19'-9 1/4" SBX003 0.1644 1'-0" SBx004 6" .2500 .1644 1•-0" 20-613/16" F01 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•-0" 211-10 13/16" FOl 3'-0" 3'-0" 24'-0" BL Jamb-L 18'-4" 3 x 3 F.O. Sill @ 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 @ 24/0/0 G102 01108ZS020341702 0.0600 8 1/2" WS12N2,WS2OF2 Id Qty Grade Bolt Diam.Bolt Length PartNo Washer FO1 3'-0" 3'-0" 24'-0" 2 Jamb-L 7'-6" 3 x 3 F.O. Sill @ 24/0/0 G153 08Z23114171102 0.0600 8 1/2" 10 1/2" WS01G3 1 2 A325 3/4" 2 1/2" 0097284 F01 3'-0" 3'-0" 24'-0" 2 Jamb-L 1'-6" 3 x 3 F.O. Sill @ 24/0/0 G154 08ZI605417DI02 0.0600 8 1/2" 10 1/2" WSOIG3,WSOIQ2 FO1 3'-0" 3'-0" 24'-0" 2 Jamb-L 13'-6" 3 x 3 F.O. Sill @ 24/0/0 G155 08Z17054171102 0.0600 8 1/2" 10 1/2" WSO1G3 F01 3'-0" 3'-0" 24'-0" 4 Jamb-L 20'-2" 3 x 3 F.O. Sill @ 24/0/0 G156 00808ZS300741702 0.0600 8 1/2" 2'-10 1/2" WS01G3 FOl 3'-0" 3'-0" 17'-0" 4 Jamb-L 20'-2" 3 x 3 F.O. Sill @ 17/0/0 G178 00108ZS230041702 0.0600 8 1/2" 10 1/2" WS12N2,WS0lG3 F01 3'-0" 3'-0" 17'-0" 4 Jamb-L 14'-2" 3 x 3 F.O. Sill @ 17/0/0 G179 00208ZS220741702 0.0600 8 1/2" 10 1/2" WSOIG3 FO1 3'-0" 3'-0" 24'-0" 4 Jamb-L 14'-2" 3 x 3 F.O. Sill @ 24/0/0 G189 00908ZS280641602 0.0680 8 1/2" 3'-10 1/2" WS12N2,WS0lG3 F02 3'-0" 3'-0" 4'-2" 5 Jamb-L 13'-6" 3 x 3 F.O. Sill @ 4/2/0 G288 00308ZS170071702 0.0600 8 1/2" 10 1/2" WSOlG3,WSO4C2 F02 3'-0" 3'-0" 4'-2" 5 Jamb-L 19'-0" 3 x 3 F.O. Sill @ 4/2/0 G289 01008ZS011141702 0.0600 8 1/2" WS12N2,WS20F2 F03 3'-0" 3'-0" 17'-0" 4 Jamb-L 8'-2" 3 x 3 F.O. Sill @ 17/0/0 G290 01308ZS130941702 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 @ 17/0/0 G291 01208ZS280641702 0.0600 8 1/2" 3'-10 1/2" WS12N2,WS0lG3 F03 3'-0" 3'-0" 17'-0" 5 Jamb-L 7'-6" 3 x 3 F.O. Sill @ 17/0/0 G292 01508ZS020541702 0.0600 8 1/2" WS20F2 F03 3'-0" 3'-0" 17'-0" 5 Jamb-L 1'-6" 3 x 3 F.O. Sill @ 17/0/0 G91 00408ZS070221702 0.0600 8 1/2" WS20F2,WSOIQ2 G92 00508ZS170441702 0.0600 8 1/2" WS0IG3,WS20F2,WS0IQ2 G95 00608ZS030321702 0.0600 8 1/2" WS20F2 G96 00708ZS020541702 0.0600 8 1/2" WS12N2,WS20F2 HIO 00308JS0604417 0.0600 8 1/2" WS20F9 Hll 00508JS0900017 0.0600 8 1/2" WS20F9 H9 00108JS0300017 0.0600 8 1/2" WS20F9 J23 00208JSO404417 0.0600 8 1/2" WS20FB,WS2OF9,WS2OB2,WS2OH2 J24 00408JS0708217 0.0600 8 1/2" WS20F9,WS2OF2,WS2OB2,WS2OB8 J25 00608JS0708217 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB2,WS2OB8 J26 00708JS0904417 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB2,WS2OH2 J27 00808JS0708217 0.0600 8 1/2" o WS20FB,WS2OF9,WS2OF2,WS2OB2,WS2OB8 O o 0286 155 r 111 Q1 1 11 155 256 G291 nEF01 n GFol n GF01 N n GF01 N n GF01 e"i n GF01 e"i n GF01 n U01 11 O 0 m Dry 1 BIT m Dy 0 m 0 1]9(T 0 m 0 0 my m 0 0 153 m �ry 0 m Dy 1 11 yp.) 1Typ.) 155 1 56 189 F0 2 C4 n 0 SBX003 1 1 SBX004 1 1 SBX005 1 12 92 �o GF03 ,04 6 4 GT'03 ,09 6 , GFDl ,09 6 9 Gre" 4 9 GF03 �0 6 + GFD3 o ^290 11 , HorTa7 P Boxr 12 0 Fa 0Tel 0 0 .. O 0 .. O 1 11 154 I56 189 Concrete Tilt-Wall 12 11 59 156 189 16.14 Roll Up 0 rTH10 Q H11 Q H11 0 N11 0 Q /� [�E'o2 GF02 4 4 4 1 4 4 1 11 3070 HM DR 912 9r "z G' y H11 N11 all .1 1N180 lw1B1 lwle2 " lwlB3 " 111184" lWla4 lwle5 k6•-9" �' I �- ^ - ^3 - �' �- 1- ' S•-6" 9 2 2 2 3 3 2 2 2 6 2 ] �11­5 314" Y-1'-4 1/2" 1 22'-10" CL 201-8" CL 221-0" 131`C L-0" CL 24'-8" 25'-4" li li CL BL BL SECONDARY ELEVATION AT 14 12 4'-2" 12 GFAP0084 11 4'-0" 11 GFAP1054 10 4'-6" 10 GFAP3084 9 2'-8" 9 G292(Typ.) 8 1'-0" 8 G102 7 3'-4" 7 G289 6 2'-6" 6 G96 5 0'-0" 5 G95 4 2'-2" 4 JTG1 3 1'-6" 3 H9 2 3''-0" 2 PG1 1 1 -7 3/4" 1 VCC07003090 ❑Dimension Key OPart Mark Key Shape Name=Unit 1-Building,Wall=1 g p PERMIT - or Building Dept.Approval 1.UNLESS NOTED,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 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: er: DESCRIFnDN: WILDER. Coast Construction JOB 0: OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 CU8TONER DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/25/2017 LacATHIN: Arlington,Washington m 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 Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PACE' DRAwr+c SCALE: NTS BUILDER'S Pp: VPC VERSION:2017.1b 23 VPC FILENAME:17-017737 8I2W2017 16:M:04 a division&Blu,Soopa BUIWings NoNh Am flr 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 Qty Grade Bolt Diam.Bolt Length PartNo SBx006 6" .2500 .1644 1•-0" 241-3 7/16" SBX006 0.1644 1'-0" SBx007 6" .2500 .1644 1•-0" 24•-10 13/16" 1 2 A325 3/4" 2 1/2" 0097284 SBX007 0.1644 1'-0" SBx008 B" .3750 .1644 1•-0" 24•-4 13/16" 2 6 A325 3/4" 2 1/2" 0097284 SBX008 0.1644 1'-0" SBX009 6" .2500 .1644 1•-0" 241-10 13/16" SBX009 0.1644 1'-0" SBx0l0 6" .2500 .1644 1•-0" 241-10 13/16" $Bx4ll 6" .2500 .1644 1'-0" 24•-10 3/4" SBX010 0.1644 11-0" SBx012 6" .2500 .1644 1-0" 241-10 13/16" SBX011 0.1644 1'-0" SBX013 6" .2500 .1644 1-0" 241-10 3/4" SBX012 0.1644 1'-0" SBx014 6" .2500 .1644 1-0" 241-3 3/8" SBX013 0.1644 1'-0" SBX014 0.1644 1'-0" G17 08Z26114171102 0.0600 8 1/2" 10 1/2" WS01G3 G21 08Z2611417A102 0.0600 8 1/2" 10 1/2" WS12N2,WS01G3 Hll 00508JS0900017 0.0600 8 1/2" WS20F9 J34 00908JSO404417 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 @ 24/0/0 F01 9'-0" 3'-0" 24'-0" 4 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 FO1 9-0" 3'-0" 24'-0" 6 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 F01 9'-0" 3'-0" 24'-0" 8 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 FO1 9-0" 3'-0" 24'-0" 10 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 F01 9'-0" 3'-0" 24'-0" 12 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 tLl T lei lob l,� lug lye 10 11 12 13 14 \�2R/j \�2Rp 1 1 Z50j ry) Fol (y ry eol (ry ry) Fol (t'm ry) Fol (y y) Fol (y 1 Fol ill 11 11 11 11 11 21(Typ.) 3 " (Typ.)' 3 1Z¢p2�0� 1](TYP. 3 '� (Typ.)' 4 1]ITYP.) 4 '� (TYP.) 3 1Z4p2�O� 1]ITYP. 3 (Typ.)' 3 1]ITYP.) 3 (TYP.1� 3 1]ITYP.) 3 (TYp•1' 5 SBX006 1 l SBX007 l SBX008 z l SBX009 l l SBX009 1 l SBX007 l SBX008 1 SBX010 l l SBX011 l 1 SBX012 l l SBX013 l 1 SBX014 1 1J,�G3009 %08 concretelilt-Mall �000 16xl4 Roll Up 1 F-1 9gg0 3010 BM DR 1 QV 3070 RN DR 2 /1,644 3070 HM DR 3 1W2B1 1W2B2 1M2B3 1W2B4 1W2B5 1W2B6 1W237 1W2B6 1W239 1W2B10 1M2B11 1W2B12 Y-B•-0"-}-9•-0^-X-B•-0"-4 Y-B•-0"-}-9•-0^-X-B•-0"-4 Y-B•-0"-}-9•-0^-X-B•-0"-4 k-B•-0"-#-9•-0"-X-6•-0"-Y k-B•-0"-X-9•-0"-X-6•-0"-Y k-B•-0"-X-9•-0"-k-9•-0"-k I�25'_0" 25•-0"�25.-0" 25•-0"-25.-0" 25.-0-0" I. z5•-0^ I�z 5.-0" I. z5•-0^ I -25.-0^ I. z5•-0^ I-25•-0^ I-25•-0' -25•-0^ II�z S•-0. -25•-0^ Il�zs•-o^ I�I CL CL C. CL CL C. CL CL CL C. CL CL CL 302•-0" BL BL SECONDARY ELEVATION AT C Bracing Part Schedule Part Qty Length Detail 13RU3008 4 30'-8" BR02K1 12RU2507 4 25'-7" BR02K1 5 GFAP1024 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 g p PERMIT - or Building Dept.Approval 1.UNLESS NOTED,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 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: er: DESCRIffM: BNLDER: Coast Construction JOB n. OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 CUSTOWR' DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/25/2017 m COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATM: Arlington,Washington DRAWWCHECK TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing PAGE:WZ / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWNG SCALE: NTS BuIlDEWS Pon: VPc VERSION:2017.1b 24 VPC FILENAME:17-017737 BI2W2017 16:69:05 a division of BlueS."BUIWings Nodh Amsde IM. Secondary Part Schedule Frame Member Schedule 7 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 Washer 5Hx015 6" .5000 .16++ 27'-9 3/8" SBX015 0.1644 1'-0" ssxol6 6^ .5000 r-o^ 32'-7 13/16^ 1 2 A325 3/4" 2 1/2" 0097284 SBX016 0.1644 1`-0" 5Hx017 6" .5000 .1644 1'-0" 32'-7 13/16" SBX017 0.1644 1'-0" SHx018 6" .5000 .1644 1'-0" 27'-9 7/16" SBX018 0.1644 1`-0" G261 01708Z S 360861502 0.0730 8 1/2" 3'-10 1/2" WS12N2,WSO1G3 G275 08Z36084173302 0.0600 8 1/2" 1'-10 1/2" WSO1G3 G276 08Z36084163302 0.0680 8 1/2" 1'-10 1/2" WSO1G3 G307 01408Z S 360861502 0.0730 8 1/2" 3'-10 1/2" WS12N2,WS01G3 G308 01608Z S 360861402 0.0790 8 1/2" 3'-10 1/2" WS12N2,WS0lG3 G309 01808Z S 360861402 0.0790 8 1/2" 3'-10 1/2" WS12N2,WSO1G3 ------------ _--_______—� 308 276 G276 309 n 3 3 307 275 275 261 1 2 2 2 1 0r3L701HMDR SBX015 1 1 SBX016 SBX017 1 1 SBX018 0 Concrete T It-wall 19,14 OHD 1 19.14 OHD 2 19.14 OHD 3 10.10 OHD 1N3s0 1W3B1 1N332 1W3B3 32'-9" 321-9" 321-9" 1 321-9" CL CL CL 131•-0" SL BL SECONDARY ELEVATION AT 2 3 GFAPS114 2 GFAP1054 1 GFAPS054 OPart Mark Rey Shape Name=Unit 1-Building,Wall=3 PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,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 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. �,. DATE: W.. DESCMFrM: BUILDER Coast Construction 3DBM 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 m COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington,Washington DRAWWCHECK TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing PAGE:WZ / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWNG SCALE: NTS Bull ws POW VPC VERSION:2017.1b 25 VPC FILENAME:174M7737 812W2017 16:68:06 a division&BlueS."BUIMings North Amadea,Im. 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 Qty Grade Bolt Diam.Bolt Length PartNo SH%012 6" .2500 .1611 SBX009 0.1644 1'-0" ssxol9 6" .2500 .1641 1'-0" z/'-30 13/16" 1 2 A325 3/9" 2 1/2" 0097269 SBX012 0.1644 1'-0" SBx02o e^ .3750 .1644 1'-0^ 21'-l0 13/16^ 2 3 A325 1" 3 1/2" 0097288 SBX019 0.1644 1'-0" SHXOo9 6" .2500 .1644 1'-0" 21'-30 13/16" SBXD2D D.1644 1'-D" SBX021 6" .2500 .1611 1'-0" 21'-30 13/16" SBx022 6" .2500 .'l 1'-0" 21'-3 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,WSO1G3 FOl 3'-0" 3'-0" 17'-0" 1 Jamb-L 3'-0" 3 x 3 F.O. Sill @ 17/0/0 G120 08Z0308417AGO2 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 01908Z S160541702 0.0600 8 1/2" WS12N2,WSO1G3,WS2OF2 F01 3'-0" 3'-0" 17'-0" 2 Jamb-L 9'-0" 3 x 3 F.O. Sill @ 17/0/0 G122 08Z2911416A502 0.0680 8 1/2" 3'-10 1/2" WS12N2,WSOIG3 F01 3'-0" 3'-0" 17'-0" 2 Jamb-L 21'-6" 3 x 3 F.O. Sill @ 17/0/0 G123 02008Z S 020541702 0.0600 8 1/2" WS20F2 F01 3'-0" 3'-0" 17 -0 2 Jamb-L 10 -0" 3 x 3 F.O. Sill @ 17/0/0 G129 02108ZS030921702 0.0600 8 1/2 WS20F2 FO1 3'-0" 3'-0" ' 17'-0" ' 2 Jamb-L 16'- " 3 x 3 F.O. Sill @ 17/0/0 G125 02208ZS "011141702 0.0600 8 1/2" WS20F2 F02 9'-0" 3'-0" 0 24'-0" 5 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 G126 02308ZS O40701702 0.0600 8 1/2" 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" WS0IO2,WS2OF2 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 02408Z S 020321702 0.0600 8 1/2" WS20F2 G131 02508Z S 250241302 0.0880 8 1/2" WS0102,WS2OF2 G17 08Z26114171102 0.0600 8 1/2" 10 1/2" WSO1G3 G303 08Z2711417D402 0.0600 8 1/2" 2'-10 1/2" WS0102,WSO1G3 G9 08Z30114179902 0.0600 8 1/2" 2'-10 1/2" WSO1G3 H10 00308JS 0604417 0.0600 8 1/2" WS20F9 H11 00508JS 0900017 0.0600 8 1/2" WS20F9 HS DHC0304417 0.0000 8 1/2" WS21D7 H9 00108JS0300017 0.0600 8 1/2" WS20F9 J30 01008JS0708217 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB2,WS2OB8 J33 01308JS0708217 0.0600 8 1/2" WS20F2,WS2OB2,WS2OB8 J34 00908JS0404417 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,WS2OB8 108 17 \ZZRU2 „ „ \12�02 1 11 " 600 11 N11 600 11 -' )" roz (� ~�)a F02 (� a roz ( �')",F02 (� 11 ~ ^�122 �^^ 1] 11 1](Ty .) 15 ^ ITy1,.) 15124u26p0 1](Typ• 15 -' (Typ.) 15 17(Ty .) 15 " (Ty .) 1512�uZ6p0 1]ITyp• 15 " Ty .)' 15 108(Ty.) 16 2NO1 z^f'01'J �- FOl 2 FOl z^f'Ol 2"FOl O 1 1 1 1 2 1 1 1 1 1 1 1 1 1 1 4 I7 I7 P, c1us q�7 5�Q7 . 6 P, c131 SBX012 SBX019 SBX020 SBX009 SBX009 SBX021 SBX020 SBX009 SBX022 .. .. ,. ..H�.."'t Il.. P..e x r .. .. 13� 14 "01 0300 122 303 O 8 14 Concrete Tilt-Nall 1 1 108 1 91T .)ti 1 1 ]303 1 11 ti /� .ni 11 ." 11 ." .i 16,14 OHD �2 n c`J 2'o .. 2e 2 `13 m 2 12 00971 0'1� 9 ry)" (��121 (�1244 ,.,G126 -' 9 )-' ( 30 -' 8 �� 3070 HM DR 5 11-" 11-" 11-n /,yg4 /,y.1,4 ~ 1W4B1 1W4B2 ~ 1W4B3 1W43/ 1W05 1W4B6 1W4B7 1W4B8 1W09 IN4B10 1W/B11 1W012 �13'-0" ] 1.9 1.9 1.9 1.9 1 9 10 1.9 1 9'-0" 4 9'-0" +7'-0" 17-3 3/4-6-4 1/2 3 4 5 13'-]1/2" 5 6 �I I� 25'-0" 25' 0" 25'-0" 25'-0" �25'-0" �25'-0"-0" 25' 0" 25'-0" 25'-0" �25'-0" �25'-0" �25'-0" �25'-0" -25'-0" -25'-0" �25'-0" 25'-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 11 6" 11 GFAP4024 10 2'-6" 10 G129 9 3'-0" 9 G128 8 0'-0" 8 G127 7 4'-0" 7 H5 6 9 3/4" 6 G125 5 3'-4 1/2" 5 G123 4 3'-9 3/4" 4 G120 3 1'-3 3/4" 3 H9 2 3'-10 1/2" 2 JTG1 1 1'-0" 1 PG1 ❑Dimension Key ❑Part Mark Key Shape Name=Unit 1-Building,Wall=4 g p PERMIT - or Building Dept.Approval 1.UNLESS NOTED,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 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 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. : DATE: er: DESCMFrM: BUILDER Coast Construction JOB 0: OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 Washington m DRAWWCHECK COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PACE' DRAwr4c SCALE: NTS euILDEIrs Pop: vrc VERSION:2017.1b 26 VPC FILENAME:17-017737 8I2W2017 16:68:07 a division&Blu.S."BUIWings North Am fle IM. Date: 8/29/2017 BUTLER 1 7-01 7 73 7 Calculations Package Time:04:30 PM Page: l of 169 Butler Manufacturing Company 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DATA Project: Dantrawl Bldg Name: 17-017737 Builder PO #: Jobsite: 17305 59th Ave NE City, State: Arlington, Washington 98223 County: Snohomish Country: United States Butler Designer: Wensey Zhang Butler Sealing Engineer: Josh Seymour TABLE OF CONTENTS BuildingLoading-Expanded Report...............................................................................................................................................2 Bracing- Summary Report............................................................................................................................................................. 12 Secondary- Summary Report.........................................................................................................................................................20 Framing- Summary Report............................................................................................................................................................68 Covering- Summary Report......................................................................................................................................................... 167 OfflineCale Report....................................................................................................................................170 Digitally signed by Josh S. Seymour, PE DN: E=jsseymour@butlermfg.com, CN="Josh '��V ARTs' S. Seymour, PE", O=Butler Manufacturing �� wash Company, L=Kansas City, S=Missouri, C=US Reason:This document has been electronically G Cl)� Josh S. Seymour,o u r P E signed and sealed by Josh Seymour, PE using Y my Digital Signature with PE seal affixed. Printed 392 considered Isis o h signed and sealed, S and the is document are notA�'o �Fc EW signature must be verified on any electronic ��SSIONALG copies. Date: 2017.09.01 12:06:20-05'00' 09/01/2017 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 2 of 169 Building Loading-Expanded Report _ Shape: Unit 1 -Building 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 Collateral Gravity:3.00 psf Frame Weight(assumed for seismic):3.50 psf-USR Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to Description A D 2.176 psf Entire Frm Covering Weight-24 MR-24+Secondary Weight 0.98:Roof.A A D 1.200 psf Entire Pur Covering Weight-24 MR-24:Roof.A B D 2.176 psf Entire Frm Covering Weight-24 MR-24+Secondary Weight 0.98:Roof:B B D 1.200 psf Entire Pur Covering Weight-24 MR-24:Roof.B Roof Live Load Roof Live Load:20.00 psf Reducible Wind Load Wind Speed:Vult:110.00(Vasd:85.21)mph Gust Factor:G:1.0000 Wind Enclosure:Enclosed Least Horiz.Dimension: 131/0/0 Height Used:31/10/8 (Type:Eave) Base Elevation:0/0/0 NOT Windborne Debris Region Primary Zone Strip Width:2a:25/6/0 Parts/Portions Zone Strip Width:a:12/9/0 Velocity Pressure:qz:30.98 psf qz=0.00256*(1.00)*(110.00)^2 *(1.00) Topographic Factor:Kzt:1.0000 The'Envelope Procedure'is Used Directionality Factor:Kd:0.8500 Wind Exposure:C-Kz:0.995 Basic Wind Pressure:q:26.19 psf Snow Load Ground Snow Load:pg:17.00 psf Rain Surcharge:0.00 Flat Roof Snow:pE 11.90 psf Exposure Factor:2 Partially Exposed Ce:1.00 Design Snow(Sloped):ps:11.90 psf Thermal Factor:Heated-Ct:1.00 Specified Minimum Roof Snow:25.00 psf(USR) Slope Reduction:Cs: 1.00 Snow Accumulation Factor:1.000 Slope Used:3.576 deg.(0.750:12) Snow Importance:Is:1.000 Ground/Roof Conversion:0.70 Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction Parameters Mapped MCE Acceleration:Ss:107.30%g Ordinary Steel Moment Frames Mapped MCE Acceleration:S1:41.80%g Redundancy Factor:Rho:1.30 Site Class:Stiff soil(D) Fundamental Period:Ta:0.4466 Seismic Importance:Ie:1.000 R-Factor:3.50 Design Acceleration Parameter:Sds:0.7660 Overstrength Factor:Omega:2.50 Design Acceleration Parameter:Shc:0.4409 Deflection Amplification Factor:Cd:3.00 Seismic Design Category:D Base Shear:V:0.2189x W %Snow Used in Seismic:0.00 Seismic Snow Load:0.00 psf Longitudinal Direction Parameters Diaphragm Condition:Flexible Ordinary Steel Concentric Braced Frames Fundamental Period Height Used:31/10/8 Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2683 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357x W Side Type Mag Units Shape Applied to Description 1 E 0.421 psf Entire Frm Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.98:Wall:1 1 E 0.454 psf Entire Brc Seismic:Covering Weight-26 Butlerib H Punched+Secondary Weight 0.98:Wall:1 1 E 0.590 psf Entire Grt Seismic:Covering Weight-26 Butlerib H Punched+Secondary Weight 0.98:Wall:1 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 3 of 169 1 E 19.697 psf Rect Frm Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:1 1 E 21.212 psf Rect Brc Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:1 1 E 27.575 psf Rect Grt Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:1 1 E 0.219 psf Spec Frm Seismic:Covering Weight-1.00 NBBMC-Panel:Wall:I 1 E 0.236 psf Spec Brc Seismic:Covering Weight-1.00 NBBMC-Panel:Wall:I 1 E 0.306 psf Spec Grt Seismic:Covering Weight-1.00 NBBMC-Panel:Wall:1 2 E 0.287 psf Entire Frm Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.36:Wall:2 2 E 0.310 psf Entire Brc Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.36:Wall:2 2 E 0.402 psf Entire Grt Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.36:Wall:2 2 E 17.508 psf Rect Frm Seismic:Covering Weight-80.00 NBBMC-Tilt Wall:Wall:2 2 E 18.855 psf Rect Brc Seismic:Covering Weight-80.00 NBBMC-Tilt Wall:Wall:2 2 E 24.511 psf Rect Grt Seismic:Covering Weight-80.00 NBBMC-Tilt Wall:Wall:2 3 E 0.266 psf Entire Frm Seismic:Covering Weight-26 Butlerib H Punched+Secondary Weight 0.27:Wall:3 3 E 0.287 psf Entire Brc Seismic:Covering Weight-26 Butlerib H Punched+Secondary Weight 0.27:Wall:3 3 E 0.373 psf Entire Grt Seismic:Covering Weight-26 Butlerib II Punched+Secondary Weight 0.27:Wall:3 3 E 19.697 psf Rect Frm Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:3 3 E 21.212 psf Rect Brc Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:3 3 E 27.575 psf Rect Grt Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:3 4 E 0.340 psf Entire Frm Seismic:Covering Weight-26 Butlerib H Punched+Secondary Weight 0.60:Wall:4 4 E 0.366 psf Entire Brc Seismic:Covering Weight-26 Butlerib H Punched+Secondary Weight 0.60:Wall:4 4 E 0.476 psf Entire Grt Seismic:Covering Weight-26 Butlerib H Punched+Secondary Weight 0.60:Wall:4 4 E 0.219 psf Rect Frm Seismic:Covering Weight-1.00 NBBMC-Panel:Wall:4 4 E 0.236 psf Rect Brc Seismic:Covering Weight-1.00 NBBMC-Panel:Wall:4 4 E 0.306 psf Rect Grt Seismic:Covering Weight-1.00 NBBMC-Panel:Wall:4 4 E 19.697 psf Rect Frm Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:4 4 E 21.212 psf Rect Brc Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:4 4 E 27.575 psf Rect Grt Seismic:Covering Weight-90.00 NBBMC-Tilt Wall:Wall:4 A E 1.899 psf Entire Frm Seismic:Covering Weight-24 MR-24+Secondary Weight 0.98+ (Includes 3.000 Collateral 3.500 Frame Weight):Roof.A A E 2.045 psf Entire Brc Seismic:Covering Weight-24 MR-24+Secondary Weight 0.98+ (Includes 3.000 Collateral 3.500 Frame Weight):Roof:A B E 1.899 psf Entire Frm Seismic:Covering Weight-24 MR-24+Secondary Weight 0.98+ (Includes 3.000 Collateral 3.500 Frame Weight):Roof:B B E 2.045 psf Entire Brc Seismic:Covering Weight-24 MR-24+Secondary Weight 0.98+ (Includes 3.000 Collateral 3.500 Frame Weight):Roof:B Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Precast Concrete Wall Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Design Load Combinations-Framing No. Origin Factor Application Des cri tion 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 1 and 2) 6 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 2 and 3) 7 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 3 and 4) 8 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 4 and 5) 9 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 5 and 6) 10 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 11 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 12 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 13 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 14 System 1.000 1.0D+I.0CG+0.6W1> D+CG+Wl> 15 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 16 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 17 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 18 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 19 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 20 System 1.000 0.6 MW MW-Wall:1 21 System 1.000 0.6 MW MW-Wall:2 22 System 1.000 0.6 MW MW-Wall:3 23 System 1.000 0.6 MW MW-Wall:4 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 4 of 169 24 System 1.000 0.6D+0.6CU+0.6W1> D+CU+Wl> 25 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 26 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 27 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 28 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 29 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1> D+CG+L+W 1> 31 System 1.000 1.0D+1.0CG+0.75L+0.45<W1 D+CG+L+<Wl 32 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 33 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 34 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 35 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 36 System 1.000 1.0D+1.0CG+0.755+0.45W1> D+CG+S+Wl> 37 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 38 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 39 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 40 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 41 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 42 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 43 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 44 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 45 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 46 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 47 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 48 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 49 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 50 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 51 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 52 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 53 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- 54 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB 1> D+CG+WPR+WB 1> 55 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB1> D+CU+WPR+WB1> 56 System Derived 1.000 1.0D+1.00G+0.75L+0.45 WPR+0.45WB1> D+CG+L+WPR+WB1> 57 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB 1> D+CG+S+WPR+WB 1> 58 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB 1 D+CG+WPR+<WB 1 59 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6<WB1 D+CU+WPR+<WB1 60 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB 1 D+CG+L+WPR+<WB 1 61 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB 1 D+CG+S+WPR+<WB 1 62 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB2> D+CG+WPR+WB2> 63 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB2> D+CU+WPR+WB2> 64 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB2> D+CG+L+WPR+WB2> 65 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB2> D+CG+S+WPR+WB2> 66 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB2 D+CG+WPR+<WB2 67 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB2 D+CU+WPR+<WB2 68 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<W132 D+CG+L+WPR+<W132 69 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<W132 D+CG+S+WPR+<W132 70 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+W133> 71 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+W133> 72 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+WPL+WB3> 73 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 74 System Derived 1.000 1.0 D+1.0 CG+0.6 VOL+0.6<WB3 D+CG+WPL+<W133 75 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<W133 76 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<W133 D+CG+L+WPL+<W133 77 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<W133 78 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB4> D+CG+WPL+W134> 79 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB4> D+CU+WPL+WB4> 80 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB4> D+CG+L+WPL+W134> 81 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB4> D+CG+S+WPL+W134> 82 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W134 D+CG+WPL+<W134 83 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB4 D+CU+WPL+<WB4 84 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<W134 D+CG+L+WPL+<W134 85 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB4 D+CG+S+WPL+<W134 86 System Derived 1.000 0.6 MWB MWB-Wall:1 87 System Derived 1.000 0.6 MWB MWB-Wall:2 88 System Derived 1.000 0.6 MWB MWB-Wall:3 89 System Derived 1.000 0.6 MWB MWB-Wall:4 90 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 91 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 5 of 169 92 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 93 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 94 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 95 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 96 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 97 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 98 Special 1.000 1.0 D+1.0 CG+1.75 EB>+0.7 EG+ D+CG+EB>+EG+ 99 Special 1.000 0.6 D+0.6 CU+1.75 EB>+0.7 EG- D+CU+EB>+EG- 100 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 101 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 102 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB 103 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 104 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91<EB D+CU+E>+EG-+<EB 105 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 106 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91<EB D+CU+<E+EG-+<EB 107 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273<EB D+CU+<E+EG-+<EB 108 Special 1.000 1.0 D+1.0 CG+1.75<EB+0.7 EG+ D+CG+<EB+EG+ 109 Special 1.000 0.6 D+0.6 CU+1.75<EB+0.7 EG- D+CU+<EB+EG- Desi n Load Combinations-Bracing No. Origin Factor Application Description 1 System 1.000 1.0 D+0.6 W 1> D+W 1> 2 System 1.000 1.0 D+0.6<W 1 D+<W 1 3 System 1.000 1.0 D+0.6 W2> D+W2> 4 System 1.000 1.0 D+0.6<W2 D+<W2 5 System 1.000 1.0 D+0.6 W3> D+W3> 6 System 1.000 1.0 D+0.6<W3 D+<W3 7 System 1.000 1.0 D+0.6 W4> D+W4> 8 System 1.000 1.0 D+0.6<W4 D+<W4 9 System 1.000 0.6 MW MW-Wall: 1 10 System 1.000 0.6 MW MW-Wall:2 11 System 1.000 0.6 MW MW-Wall:3 12 System 1.000 0.6 MW MW-Wall:4 13 System 1.000 1.0 D+0.7 E> D+E> 14 System 1.000 1.0 D+0.7<E D+<E 15 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 16 System Derived 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 17 System Derived 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 18 System Derived 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 19 System Derived 1.000 1.0 D+1.0 CG+0.6 W3> D+CG+W3> 20 System Derived 1.000 1.0 D+1.0 CG+0.6<W3 D+CG+<W3 21 System Derived 1.000 1.0 D+1.0 CG+0.6 W4> D+CG+W4> 22 System Derived 1.000 1.0 D+1.0 CG+0.6<W4 D+CG+<W4 23 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1> D+CU+W 1> 24 System Derived 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 25 System Derived 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 26 System Derived 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 27 System Derived 1.000 0.6 D+0.6 CU+0.6 W3> D+CU+W3> 28 System Derived 1.000 0.6 D+0.6 CU+0.6<W3 D+CU+<W3 29 System Derived 1.000 0.6 D+0.6 CU+0.6 W4> D+CU+W4> 30 System Derived 1.000 0.6 D+0.6 CU+0.6<W4 D+CU+<W4 31 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 32 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W3> D+CG+S+W3> 36 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W3 D+CG+S+<W3 37 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W4> D+CG+S+W4> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W4 D+CG+S+<W4 39 System Derived 1.000 1.0 D+1.0 CG+0.7 E>+0.7 EG+ D+CG+E>+EG+ 40 System Derived 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 41 System Derived 1.000 0.6 D+0.6 CG+0.7 E>+0.7 EG- D+CG+E>+EG- 42 System Derived 1.000 0.6 D+0.6 CG+0.7<E+0.7 EG- D+CG+<E+EG- Design Load Combinations-Purlin No. Origin Factor Application Description 1 System 1 1.000 11.0 D+1.0 CG+1.0 L D+CG+L File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 6 of 169 2 System 1.000 1.0 D+1.0 CG+1.0 SMS D+CG+SMS 3 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 4 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 5 System 1.000 1.0 D+1.0 CG+1.0 PFl D+CG+PFl(Span 1) 6 System 1.000 1.0 D+1.0 CG+1.0 PFl D+CG+PF 1(Span 12) 7 System 1.000 1.0 D+1.0 CG+1.0 PH 1 D+CG+PH 1(Span 1) 8 System 1.000 1.0 D+1.0 CG+1.0 PHl D+CG+PHl(Span 12) 9 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 1 10 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 2 11 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 3 12 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 4 13 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattem 5 14 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattem 6 15 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattem 7 16 System Derived 1.000 1.0D+1.0CG+0.6W1>+0.6WB1> D+CG+WI>+WB1> 17 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB 1> D+CG+<W2+WB 1> 18 System Derived 1.000 0.6 D+0.6 CU+0.6 W1>+0.6 WB1> D+CU+Wl>+WB1> 19 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB 1> D+CU+<W2+WB 1> 20 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45 WB 1> D+CG+L+W 1>+WB 1> 21 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB 1> D+CG+L+<W2+WB 1> 22 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB 1> D+CG+S+W 1>+WB 1> 23 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB 1> D+CG+S+<W2+WB 1> 24 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB 1 D+CG+W 1>+<WB 1 25 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB 1 D+CG+<W2+<WB 1 26 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB 1 D+CU+W 1>+<WB 1 27 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB 1 D+CU+<W2+<WB 1 28 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<WB 1 D+CG+L+W 1>+<WB 1 29 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB 1 D+CG+L+<W2+<WB 1 30 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<WB 1 D+CG+S+W 1>+<WB 1 31 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB 1 D+CG+S+<W2+<WB 1 32 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6 WB2> D+CG+W 1>+WB2> 33 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB2> D+CG+<W2+WB2> 34 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 WB2> D+CU+W 1>+WB2> 35 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB2> D+CU+<W2+WB2> 36 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45 WB2> D+CG+L+W 1>+WB2> 37 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB2> D+CG+L+<W2+WB2> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB2> D+CG+S+W 1>+WB2> 39 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB2> D+CG+S+<W2+WB2> 40 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB2 D+CG+W 1>+<WB2 41 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB2 D+CG+<W2+<WB2 42 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB2 D+CU+W 1>+<WB2 43 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB2 D+CU+<W2+<WB2 44 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<WB2 D+CG+L+W 1>+<WB2 45 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB2 D+CG+L+<W2+<WB2 46 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<WB2 D+CG+S+W 1>+<WB2 47 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB2 D+CG+S+<W2+<WB2 48 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6 WB3> D+CG+W 1>+WB3> 49 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB3> D+CG+<W2+WB3> 50 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 WB3> D+CU+W 1>+WB3> 51 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB3> D+CU+<W2+WB3> 52 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45 WB3> D+CG+L+W 1>+WB3> 53 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB3> D+CG+L+<W2+WB3> 54 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB3> D+CG+S+W 1>+WB3> 55 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB3> D+CG+S+<W2+WB3> 56 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB3 D+CG+W 1>+<WB3 57 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB3 D+CG+<W2+<WB3 58 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB3 D+CU+W 1>+<WB3 59 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB3 D+CU+<W2+<WB3 60 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<WB3 D+CG+L+W 1>+<WB3 61 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB3 D+CG+L+<W2+<WB3 62 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<WB3 D+CG+S+W 1>+<WB3 63 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB3 D+CG+S+<W2+<WB3 64 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6 WB4> D+CG+W 1>+WB4> 65 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB4> D+CG+<W2+WB4> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 WB4> D+CU+W 1>+WB4> 67 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB4> D+CU+<W2+WB4> 68 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45 WB4> D+CG+L+W 1>+WB4> 69 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB4> D+CG+L+<W2+WB4> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 7 of 169 70 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 W134> D+CG+S+W 1>+WB4> 71 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB4> D+CG+S+<W2+WB4> 72 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<W134 D+CG+W 1>+<WB4 73 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<W134 D+CG+<W2+<WB4 74 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB4 D+CU+Wl>+<WB4 75 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<W134 D+CU+<W2+<WB4 76 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 Wl>+0.45<W134 D+CG+L+W 1>+<WB4 77 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<W134 D+CG+L+<W2+<W134 78 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 Wl>+0.45<W134 D+CG+S+W 1>+<WB4 79 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<W134 D+CG+S+<W2+<WB4 80 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 81 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 82 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 83 System Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- Design Load Combinations-Girt No. Origin Factor Application Des cri tion 1 System 1.000 0.7 E> E> 2 System 1.000 0.7<E <E 3 System Derived 1.000 0.6 Wl>+0.6 WB 1> W 1>+WB 1> 4 System Derived 1.000 0.6<W2+0.6 WB 1> <W2+WB 1> 5 System Derived 1.000 0.6 W 1>+0.6<WB 1 W 1>+<WB 1 6 System Derived 1.000 0.6<W2+0.6<WB 1 <W2+<WB 1 7 System Derived 1.000 0.6 Wl>+0.6 WB2> W 1>+WB2> 8 System Derived 1.000 0.6<W2+0.6 WB2> <W2+WB2> 9 System Derived 1.000 0.6 Wl>+0.6<WB2 Wl>+<W132 10 System Derived 1.000 0.6<W2+0.6<WB2 <W2+<WB2 11 System Derived 1.000 0.6 Wl>+0.6 WB3> Wl>+WB3> 12 System Derived 1.000 0.6<W2+0.6 WB3> <W2+WB3> 13 System Derived 1.000 0.6 W 1>+0.6<WB3 Wl>+<W133 14 System Derived 1.000 0.6<W2+0.6<WB3 <W2+<W133 15 System Derived 1.000 0.6 W 1>+0.6 WB4> W 1>+WB4> 16 System Derived 1.000 0.6<W2+0.6 WB4> <W2+WB4> 17 System Derived 1.000 0.6 Wl>+0.6<WB4 W 1>+<W134 18 System Derived 1.000 0.6<W2+0.6<WB4 <W2+<W134 19 System Derived 1.000 0.7 EB> EB> 20 System Derived 1.000 0.7<EB I<EB Design Load Combinations-Roof-Panel No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 L D+L 2 System 1.000 1.0 D+1.0 SMS D+SMS 3 System 1.000 1.0 D+1.0 US 1* D+US 1* 4 System 1.000 1.0 D+1.0*US 1 D+*US 1 5 System 1.000 1.0 D+0.6<W2 D+<W2 6 1 System 1 1.000 10.6D+0.6W1> ID+Wl> Design Load Combinations-Wall-Panel No. I Origin I Factor Application Description 1 I System 1 1.000 0.6 Wl> Wl> 2 System 1.000 0.6<W2 <W2 Deflection Load Combinations-Framin No. Ori in Factor I Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 50 0 3.0<E+3.0 EG- I<E+EG- Deflection Load Combinations-Purlin No. I Origin Factor I Deflection Application Description File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 8 of 169 1 System 1.000 150 1.0 L L 2 System 1.000 180 1.0 SMS SMS 3 System 1.000 180 0.42 WI> WI> 4 System 1.000 180 0.42<W2 <W2 Deflection Load Combinations-Girt No. Origin Factor Deflection Application Description 1 System 1.000 90 0.42 WI> WI> 2 System 1.000 90 0.42<W2 <W2 3 System 1.000 90 0.5 E> E> 4 System 1.000 90 0.5<E <E Deflection Load Combinations-Roof-Panel No. I Origin I Factor I DefH DefV Application Description 1 I System 1 1.000 1 60 60 1.0 SMS SMS 2 System 1 1.000 60 60 0.42<W2 <W2 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load,Shifted Right ^ASL Alternate Span Live Load,Shifted Left PL2 Partial Live,Full,2 Spans L> Live-Notional Right <L Live-Notional Left S Snow Load US1* Unbalanced Snow Load 1,Shifted Right *US1 Unbalanced Snow Load 1,Shifted Left US2* Unbalanced Snow Load 2,Shifted Right *US2 Unbalanced Snow Load 2,Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load,Full,1 Span PHI Partial Load,Half,1 Span P172 Partial Load,Full,2 Spans PH2 Partial Load,Half,2 Spans S> Snow-Notional Right <S Snow-Notional Left SMS Specified Min.Roof Snow SMS> Specified Min.Roof Snow-Notional Right <SMS Specified Min.Roof Snow-Notional Left PSI Partial Load,Half Span 1 PS2 Partial Load,Half Span 2 W Wind Load WI> Wind Load,Case 1,Right <Wl Wind Load,Case 1,Left W2> Wind Load,Case 2,Right <W2 Wind Load,Case 2,Left W3> Wind Load,Case 3,Right <W3 Wind Load,Case 3,Left W4> Wind Load,Case 4,Right <W4 Wind Load,Case 4,Left W5> Wind Load,Case 5,Right <W5 Wind Load,Case 5,Left W6> Wind Load,Case 6,Right <W6 Wind Load,Case 6,Left WP Wind Load,Parallel to Ridge WPR Wind Load,11 Ridge,Right WPL Wind Load,11 Ridge,Left WPAI Wind Parallel-Ref A,Case 1 WPA2 Wind Parallel-Ref A,Case 2 WPB1 Wind Parallel-Ref B,Case 1 WP132 Wind Parallel-Ref B,Case 2 WPC 1 Wind Parallel-Ref C,Case 1 WPC2 Wind Parallel-Ref C,Case 2 WPD 1 Wind Parallel-Ref D,Case 1 WPD2 Wind Parallel-Ref D,Case 2 WB I> Wind Brace Reaction,Case 1,Right <WB1 Wind Brace Reaction,Case 1,Left WB2> Wind Brace Reaction,Case 2,Right <WB2 Wind Brace Reaction,Case 2,Left WB3> Wind Brace Reaction,Case 3,Right <WB3 Wind Brace Reaction,Case 3,Left WB4> Wind Brace Reaction,Case 4,Right <WB4 Wind Brace Reaction,Case 4,Left WB5> Wind Brace Reaction,Case 5,Right <WB5 Wind Brace Reaction,Case 5,Left WB6> Wind Brace Reaction,Case 6,Right <WB6 Wind Brace Reaction,Case 6,Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load,Right <E Seismic Load,Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect,Additive EG- Vertical Seismic Effect,Subtractive EB> Seismic Brace Reaction,Right <EB Seismic Brace Reaction,Left FL Floor Live Load FL* Alternate Span Floor Live Load,Shifted Right *FL Alternate Span Floor Live Load,Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load,Right,Right *AL> Auxiliary Live Load,Right,Left <AL* Auxiliary Live Load,Left,Right <*AL Auxiliary Live Load,Left,Left AL* Aux Live,Right *AL Aux Live,Left AL->(I) Auxiliary Live Load,Right,Right,Aisle I *AL>(1) Auxiliary Live Load,Right,Left,Aisle 1 <AL*(1) Auxiliary Live Load,Left,Right,Aisle 1 <*AL(1) Auxiliary Live Load,Left,Left,Aisle 1 AL*(1) Aux Live,Right,Aisle 1 *AL(1) Aux Live,Left,Aisle 1 AL->(2) Auxiliary Live Load,Right,Right,Aisle 2 *AL>(2) Auxiliary Live Load,Right,Left,Aisle 2 <AL*(2) Auxiliary Live Load,Left,Right,Aisle 2 <*AL(2) Auxiliary Live Load,Left,Left,Aisle 2 AL*(2) Aux Live,Right,Aisle 2 *AL(2) Aux Live,Left,Aisle 2 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 9 of 169 AL->(3) Auxiliary Live Load,Right,Right,Aisle 3 *AL>(3) Auxiliary Live Load,Right,Left,Aisle 3 <AL*(3) Auxiliary Live Load,Left,Right,Aisle 3 <*AL(3) Auxiliary Live Load,Left,Left,Aisle 3 AL-(3) Aux Live,Right,Aisle 3 -AL(3) Aux Live,Left,Aisle 3 AL*>(4) Auxiliary Live Load,Right,Right,Aisle 4 *AL>(4) Auxiliary Live Load,Right,Left,Aisle 4 <AL*(4) Auxiliary Live Load,Left,Right,Aisle 4 <*AL(4) Auxiliary Live Load,Left,Left,Aisle 4 AL*(4) Aux Live,Right,Aisle 4 *AL(4) Aux Live,Left,Aisle 4 AL*>(5) Auxiliary Live Load,Right,Right,Aisle 5 *AL>(5) Auxiliary Live Load,Right,Left,Aisle 5 <AL*(5) Auxiliary Live Load,Left,Right,Aisle 5 <*AL(5) Auxiliary Live Load,Left,Left,Aisle 5 AL*(5) Aux Live,Right,Aisle 5 *AL(5) Aux Live,Left,Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction,Right <ALB Aux Live Bracing Reaction,Left WALB> Wind,Aux Live Bracing Reaction,Right <WALB Wind,Aux Live Bracing Reaction,Left ALB>(1) Aux Live Bracing Reaction,Right,Aisle 1 <ALB(1) Aux Live Bracing Reaction,Left,Aisle 1 WALB>(1) Wind,Aux Live Bracing Reaction,Right,Aisle 1 <WALB(1) Wind,Aux Live Bracing Reaction,Left,Aisle 1 ALB>(2) Aux Live Bracing Reaction,Right,Aisle 2 <ALB(2) Aux Live Bracing Reaction,Left,Aisle 2 WALB>(2) Wind,Aux Live Bracing Reaction,Right,Aisle 2 <WALB(2) Wind,Aux Live Bracing Reaction,Left,Aisle 2 ALB>(3) Aux Live Bracing Reaction,Right,Aisle 3 <ALB(3) Aux Live Bracing Reaction,Left,Aisle 3 WALB>(3) Wind,Aux Live Bracing Reaction,Right,Aisle 3 <WALB(3) Wind,Aux Live Bracing Reaction,Left,Aisle 3 ALB>(4) Aux Live Bracing Reaction,Right,Aisle 4 <ALB(4) Aux Live Bracing Reaction,Left,Aisle 4 WALB>(4) Wind,Aux Live Bracing Reaction,Right,Aisle 4 <WALB(4) Wind,Aux Live Bracing Reaction,Left,Aisle 4 ALB>(5) Aux Live Bracing Reaction,Right,Aisle 5 <ALB(5) Aux Live Bracing Reaction,Left,Aisle 5 WALB>(5) Wind,Aux Live Bracing Reaction,Right,Aisle 5 <WALB(5) Wind,Aux Live Bracing Reaction,Left,Aisle 5 WALB Wind,Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load Ul User Defined Load-1 U2 User Defined Load-2 U3 User Defined Load-3 U4 User Defined Load-4 U5 User Defined Load-5 U6 User Defined Load-6 U7 User Defined Load-7 U8 User Defined Load-8 U9 User Defined Load-9 UB User Brace Reaction UB 1 User Brace Reaction-1 UB2 User Brace Reaction-2 UB3 User Brace Reaction-3 UB4 User Brace Reaction-4 UB5 User Brace Reaction-5 UB6 User Brace Reaction-6 UB7 User Brace Reaction-7 UB8 User Brace Reaction-8 UB9 User Brace Reaction-9 R Rain Load T Temperature Load V Shear File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 10 of 169 User Defined Frame Point Loads for Cross Section:2.2 Side Units Type I Description Ma 1 I Locl I Offset I H or V I Supp. I Dir. I Coef. Loc. 2000 p I D support 1.00 19/1/0 N N Y I RIGHT 1 1.000 WA 2001 p D support 1.00 19/1/0 N N Y RIGHT 1.000 WA Q Q Q B.6 p Y X File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 11 of 169 w rn CO C a N w A A 411 <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 12 of 169 Bracing-Summary Report Shape: Unit 1 -Building 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 NICE Acceleration:S 1:41.80%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 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Precast Concrete Wall Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Design Load Combinations-Bracing No. Origin Factor Application Description 1 System 1.000 1.0 D+0.6 W 1> D+W 1> 2 System 1.000 1.0 D+0.6<W 1 D+<W 1 3 System 1.000 1.0 D+0.6 W2> D+W2> 4 System 1.000 1.0 D+0.6<W2 D+<W2 5 System 1.000 1.0 D+0.6 W3> D+W3> 6 System 1.000 1.0 D+0.6<W3 D+<W3 7 System 1.000 1.0 D+0.6 W4> D+W4> 8 System 1.000 1.0 D+0.6<W4 D+<W4 9 System 1.000 0.6 MW MW-Wall: 1 10 System 1.000 0.6 MW MW-Wall:2 11 System 1.000 0.6 MW MW-Wall:3 12 System 1.000 0.6 MW MW-Wall:4 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 13 of 169 13 System 1.000 1.0 D+0.7 E> D+E> 14 System 1.000 1.0 D+0.7<E D+<E 15 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 16 System Derived 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 17 System Derived 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 18 System Derived 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 19 System Derived 1.000 1.0 D+1.0 CG+0.6 W3> D+CG+W3> 20 System Derived 1.000 1.0 D+1.0 CG+0.6<W3 D+CG+<W3 21 System Derived 1.000 1.0 D+1.0 CG+0.6 W4> D+CG+W4> 22 System Derived 1.000 1.0 D+1.0 CG+0.6<W4 D+CG+<W4 23 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1> D+CU+W 1> 24 System Derived 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 25 System Derived 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 26 System Derived 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 27 System Derived 1.000 0.6 D+0.6 CU+0.6 W3> D+CU+W3> 28 System Derived 1.000 0.6 D+0.6 CU+0.6<W3 D+CU+<W3 29 System Derived 1.000 0.6 D+0.6 CU+0.6 W4> D+CU+W4> 30 System Derived 1.000 0.6 D+0.6 CU+0.6<W4 D+CU+<W4 31 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 32 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W3> D+CG+S+W3> 36 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W3 D+CG+S+<W3 37 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W4> D+CG+S+W4> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W4 D+CG+S+<W4 39 System Derived 1.000 1.0 D+1.0 CG+0.7 E>+0.7 EG+ D+CG+E>+EG+ 40 System Derived 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 41 System Derived 1.000 0.6 D+0.6 CG+0.7 E>+0.7 EG- D+CG+E>+EG- 42 System Derived 1.000 0.6 D+0.6 CG+0.7<E+0.7 EG- D+CG+<E+EG- File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 14 of 169 Y X ?g ?g c�2 `sr g �sr 2 6 I c12 `� 6 4 _ J 2 Diagonal Bracing Member Design Summar :Roof A Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft Axial k Factor Factor Ratio Load Case Status 1 R 0.5 29.83 34.3 -4.31 1.0000 1.0000 0.939 1.OD+I.00G+0.7<E+0.7EG+ passed 2 R 0.5 29.83 34.3 -4.26 1.0000 1.0000 0.928 1.OD+I.00G+0.7E>+0.7EG+ passed 3 R 0.75 29.32 32.6 -8.26 1.0000 1.0000 0.760 1.OD+I.00G+0.7<E+0.7EG+ passed 4 R 0.75 29.32 32.6 -8.18 1.0000 1.0000 0.753 1.OD+I.00G+0.7E>+0.7EG+ passed 5 R 0.875 27.24 23.7 -11.46 1.0000 1.0000 0.768 1.OD+I.00G+0.7<E+0.7EG+ passed 6 R 0.875 27.24 23.7 -11.33 1.0000 1.0000 0.759 1.OD+I.00G+0.7E>+0.7EG+ passed 7 R 1.125 33.63 44.5 -20.67 1.0000 1.0000 0.836 1.OD+I.00G+0.7<E+0.7EG+ passed 8 R 1.125 33.63 44.5 -20.56 1.0000 1.0000 0.832 1.OD+I.00G+0.7E>+0.7EG+ passed 9 R 0.5 29.83 34.3 -4.32 1.0000 1.0000 0.942 1.OD+I.00G+0.7<E+0.7EG+ passed 10 R 0.5 29.83 34.3 -4.34 1.0000 1.0000 0.945 1.OD+I.00G+0.7E>+0.7EG+ passed 11 R 0.75 29.32 32.6 -7.98 1.0000 1.0000 0.734 1.OD+I.00G+0.7<E+0.7EG+ passed 12 R 0.75 29.32 32.6 -8.03 1.0000 1.0000 0.739 1.OD+I.00G+0.7E>+0.7EG+ passed 13 R 0.875 27.24 23.7 -11.74 1.0000 1.0000 0.786 1.OD+I.00G+0.7<E+0.7EG+ passed 14 R 0.875 27.24 23.7 -11.83 1.0000 1.0000 0.792 1.OD+I.00G+0.7E>+0.7EG+ passed 15 R 1.125 33.63 44.5 -20.40 1.0000 1.0000 0.826 1.OD+I.00G+0.7<E+0.7EG+ passed 16 R 1.125 33.63 44.5 -20.48 1.0000 1.0000 0.829 1.OD+I.00G+0.7E>+0.7EG+ passed 7Mem. End Diagonal Connection DesignInformation 1 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=4.31,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=4.31,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punchingshear OK,tensile fracture ofweb OK, >>PASSED. 2 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7E>+0.7EG+,Factored F=4.26,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7E>+0.7EG+,Factored F=4.26,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. 3 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=8.26,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=8.26,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. 4 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7E>+0.7EG+,Factored F=8.18,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7E>+0.7EG+,Factored F=8.18,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. 5 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.46,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.250,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.46,E factor=1.000,stress increase=1.000,slot offset,_ File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 15 of 169 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 6 Left Slot:Web Thk=0.250,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.33,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.33,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 7 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16"1- side Fillet 8 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16"1- side Fillet Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet 9 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=4.32,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=4.32,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 10 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=4.34,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7E>+0.7EG+,Factored F=4.34,E factor=1.000,stress increase=1.000,slot offset,=3.000, ,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 11 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=7.98,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=7.98,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 12 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7E>+0.7EG+,Factored F=8.03,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=8.03,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 13 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.74,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.250,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.74,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 14 Left Slot:Web Thk=0.250,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.83,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.83,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 15 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16"I- side Fillet 16 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16"1- side Fillet Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Strut Bracing Member Design Summary:Roof A Mem. Bracing Length Design Seismic Stress Stress Governing Design Description No. Shape ft Axial k Factor Factor Ratio Load Case Status 25 3P 8x3/8x3/16x9 25.00 17.29 2.5000 1.0000 0.868 1.OD+I.00G+0.7E>+0.7EG+ passed Eave Strut,Collector 45 3P 8x3/8x3/16x9 25.00 17.81 2.5000 1.0000 0.893 1.OD+I.00G+0.7<E+0.7EG+ passed Eave Strut,Collector Mem. End Strut Connection Design Information 25 Left Clip 5MZG0740607000002B(2)Rows of(2)0.875in.ASTM A325N,Axial 43.21k,Vertical Shear 9.88k,Bolt Shear Stress Ratio 2.73/3.19= 0.86 OK,Bolt Bearing Min Web Thickness 0.176in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. Right Clip 5MZG0740607000002B(2)Rows of(2)0.875in.ASTM A325N,Axial 43.21k,Vertical Shear 9.88k,Bolt Shear Stress Ratio 2.73/3.19= 0.86 OK,Bolt Bearing Min Web Thickness 0.176in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. 45 Left Clip 5MZG0740607000002B(2)Rows of(2)0.875in.ASTM A325N,Axial 44.53k,Vertical Shear 9.82k,Bolt Shear Stress Ratio 2.81/3.19= 0.88 OK,Bolt Bearing Min Web Thickness 0.182in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. Right Clip 5MZG0740607000002B(2)Rows of(2)0.875in.ASTM A325N,Axial 44.53k,Vertical Shear 9.82k,Bolt Shear Stress Ratio 2.81/3.19= 0.88 OK,Bolt Bearing Min Web Thickness 0.182in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 16 of 169 Y O _ X 32 d2 A - �O �O S2 2 1 G �• G J 2� J 2i Diagonal Bracing Member Design Summar :Roof B Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft Axial k Factor Factor Ratio Load Case Status 1 R 0.5 32.69 41.5 -4.09 1.0000 1.0000 0.892 1.OD+I.00G+0.7E>+0.7EG+ passed 2 R 0.5 32.69 41.5 -4.09 1.0000 1.0000 0.890 1.OD+I.00G+0.7<E+0.7EG+ passed 3 R 0.75 27.24 23.7 -7.73 1.0000 1.0000 0.712 1.OD+I.00G+0.7E>+0.7EG+ passed 4 R 0.75 27.24 23.7 -7.67 1.0000 1.0000 0.705 1.OD+I.00G+0.7<E+0.7EG+ passed 5 R 0.875 27.24 23.7 -11.97 1.0000 1.0000 0.802 1.OD+I.00G+0.7E>+0.7EG+ passed 6 R 0.875 27.24 23.7 -11.87 1.0000 1.0000 0.795 1.OD+I.00G+0.7<E+0.7EG+ passed 7 R 1.125 33.63 44.5 -21.63 1.0000 1.0000 0.875 1.OD+I.00G+0.7E>+0.7EG+ passed 8 R 1.125 33.63 44.5 -21.56 1.0000 1.0000 0.873 1.OD+I.00G+0.7<E+0.7EG+ passed 9 R 0.5 32.69 41.5 -4.02 1.0000 1.0000 0.876 1.OD+I.00G+0.7E>+0.7EG+ passed 10 R 0.5 32.69 41.5 -4.06 1.0000 1.0000 0.884 1.OD+I.00G+0.7<E+0.7EG+ passed 11 R 0.75 27.24 23.7 -7.96 1.0000 1.0000 0.732 1.OD+I.00G+0.7E>+0.7EG+ passed 12 R 0.75 27.24 23.7 -8.05 1.0000 1.0000 0.741 1.OD+I.00G+0.7<E+0.7EG+ passed 13 R 0.875 27.24 23.7 -11.43 1.0000 1.0000 0.766 1.OD+I.00G+0.7E>+0.7EG+ passed 14 R 0.875 27.24 23.7 -11.56 1.0000 1.0000 0.774 1.OD+I.00G+0.7<E+0.7EG+ passed 15 R 1.125 33.63 44.5 -21.73 1.0000 1.0000 0.879 1.OD+I.00G+0.7E>+0.7EG+ passed 16 R 1.125 33.63 44.5 -21.86 1.0000 1.0000 0.885 1.OD+I.00G+0.7<E+0.7EG+ passed 7Mem. End Diagonal Connection DesignInformation 1 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7E>+0.7EG+,Factored F=4.09,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7E>+0.7EG+,Factored F=4.09,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punchingshear OK,tensile fracture ofweb OK, >>PASSED. 2 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=4.09,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=4.09,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. 3 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7E>+0.7EG+,Factored F=7.73,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7E>+0.7EG+,Factored F=7.73,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. 4 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=7.67,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=7.67,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. 5 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.97,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture ofweb OK, >>PASSED. Right Slot:Web Thk=0.250,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.97,E factor=1.000,stress increase=1.000,slot offset,_ File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 17 of 169 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 6 Left Slot:Web Thk=0.250,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.87,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.87,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 7 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16"1- side Fillet 8 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16"1- side Fillet Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet 9 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=4.02,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=4.02,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 10 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=4.06,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=4.06,E factor=1.000,stress increase=1.000,slot offset,=3.000, ,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 11 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=7.96,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=7.96,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 12 Left Slot:Web Thk=0.188,Load Case LOD+I.00G+0.7<E+0.7EG+,Factored F=8.05,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=8.05,E factor=1.000,stress increase=1.000,slot offset,=3.000, web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 13 Left Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.43,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.250,Load Case 1.OD+I.00G+0.7E>+0.7EG+,Factored F=11.43,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 14 Left Slot:Web Thk=0.250,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.56,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. Right Slot:Web Thk=0.188,Load Case 1.OD+I.00G+0.7<E+0.7EG+,Factored F=11.56,E factor=1.000,stress increase=1.000,slot offset,_ 3.000,web-flange weld OK,web direct shear OK,web punching shear OK,tensile fracture of web OK, >>PASSED. 15 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16"I- side Fillet 16 Left Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=5.800 in.,SQW To Web and Clip Weld 3/16"1- side Fillet Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox0.375,Design angle=43.1 deg,flange offset=4.500 in.,SQW To Web and Stiffener Weld 3/16" 1-side Fillet Strut Bracing Member Design Summary:Roof B Mem. Bracing Length Design Seismic Stress Stress Governing Design Description No. Shape ft Axial k Factor Factor Ratio Load Case Status 11 3P 8x3/8x3/16xl2 25.00 18.58 2.5000 1.0000 0.926 1.OD+I.00G+0.7<E+0.7EG+ passed Eave Strut,Collector 31 3P 8x3/8x3/16xl2 25.00 19.35 2.5000 1.0000 0.962 1.OD+I.00G+0.7E>+0.7EG+ passed Eave Strut,Collector Mem. End Strut Connection Design Information 11 Left Clip 3MZG0740610000003B(2)Rows of(3)0.750in.ASTM A325N,Axial 46.44k,Vertical Shear 10.62k,Bolt Shear Stress Ratio 3.99/4.90= 0.81 OK,Bolt Bearing Min Web Thickness 0.123in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. Right Clip 3MZG0740610000003B(2)Rows of(3)0.750in.ASTM A325N,Axial 46.44k,Vertical Shear 10.62k,Bolt Shear Stress Ratio 3.99/4.90= 0.81 OK,Bolt Bearing Min Web Thickness 0.123in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. 31 Left Clip 3MZG0740610000003B(2)Rows of(3)0.750in.ASTM A325N,Axial 48.37k,Vertical Shear 10.55k,Bolt Shear Stress Ratio 4.15/4.90= 0.85 OK,Bolt Bearing Min Web Thickness 0.128in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. Right Clip 3MZG0740610000003B(2)Rows of(3)0.750in.ASTM A325N,Axial 48.37k,Vertical Shear 10.55k,Bolt Shear Stress Ratio 4.15/4.90= 0.85 OK,Bolt Bearing Min Web Thickness 0.128in.<Strut Web Thickness 0.188in. OK,Clip Weld Fillet Both Sides 0.188in. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 18 of 169 �z z o 0 0 ao �� ao tis _ J3o 24 J3 2S Diagonal Bracing Member Design Summar :Sidewall 2 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft Axial k Factor I Factor Ratio Load Case Status 1 R 1.375 30.65 37.2 -25.58 1.3000 1.0000 0.891 1.OD+I.00G+0.7<E+0.7EG+ passed 2 R 1.375 30.65 37.2 -24.90 1.3000 1.0000 0.867 1.OD+I.00G+0.7E>+0.7EG+ passed 3 R 1.25 25.56 27.2 -21.91 1.3000 1.0000 0.924 1.OD+I.00G+0.7<E+0.7EG+ passed 4 R 1.25 25.56 27.2 -22.81 1.3000 1.0000 0.962 1.OD+I.00G+0.7E>+0.7EG+ passed 5 R 1.375 30.65 37.2 -24.77 1.3000 1.0000 0.862 1.OD+I.00G+0.7<E+0.7EG+ passed 6 R 1.375 30.65 37.2 -25.73 1.3000 1.0000 0.896 1.OD+I.00G+0.7E>+0.7EG+ passed 7 R 1.25 25.56 27.2 -22.66 1.3000 1.0000 0.955 1.OD+I.00G+0.7<E+0.7EG+ passed 8 R 1.25 25.56 27.2 -22.06 1.3000 1.0000 0.930 1.OD+I.00G+0.7E>+0.7EG+ passed Mem. End Diagonal Connection Design Information 1 Left Clevis Connection Per DP 3.15.2,SQW 6.0x6.00.500,Design angle=37.2 deg,,dimA =5.750 in.,SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3.15.2,SQW 6.0x6.00.500,Design angle=37.2 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet 2 Left Clevis Connection Per DP 3.15.2,SQW 6.0x6.00.500,Design angle=37.2 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right ICIevis Connection Per DP 3.15.2,SQW 6.0x6.00.500,Design angle=37.2 deg,,dimA =5.750 in.,SQW Weld 0.19 Fillet Both 3 Left Clevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design angle=24.7 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To Flange 0.375 Both Sides,Web Yielding**FAILED**->Web Stiffener and Opposite Conrac Weld Added 4 Left Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To Flange 0.375 Both Sides,Web Yiel ' g** LED**->Web Stiffener and Opposite Conrac Weld Added Right Clevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design angle=24.7 deg,flange o t=5 0 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet 5 Left Clevis Connection Per DP 3.15.2,SQW 6.0x6.00.500,Design angle=37.2 deg,,diA _ .750 in.,SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3.15.2,SQW 6.0x6.0x0.500,Design angle=37.2 deg, nge set=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet 6 Left Clevis Connection Per DP 3.15.2,SQW 6.0x6.0x0.500,Design angle=37.2 eg ange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15.2,SQW 6.0x6.0x0.500,Designangle- 7 de ,,dimA =5.750 in.,SQW Weld 0.19 Fillet Both 7 Left Clevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design an = 4.7 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To a e 0.375 Both Sides,Web Yieldin *FAILED**->Web Stiffener and Opposite Conrac Weld Added 8 Left Clevis Connection Per DP 3.15.2,SQW5x5x0.625�5,Desi Flange 0.375 Both Side Yielding * LED**->Web Stiffener and Opposite Conrac Weld Added Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox . gn angle= de ;set=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet refer to end page to reinforce this conn. add S5 clip Ion eave strut beam, add reinforced conrac weld. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 19 of 169 2 z 2 a 30 - 30 J Mtn 1, Diagonal Bracing Member Design Summar :Sidewall 4 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft Axial k Factor Factor Ratio Load Case Status 1 R 1.375 30.65 37.2 -23.76 1.3000 1.0000 0.827 1.OD+I.00G+0.7E>+0.7EG+ passed 2 R 1.25 30.77 37.2 -23.16 1.3000 1.0000 0.977 1.OD+I.00G+0.7<E+0.7EG+ passed 3 R 1.25 25.93 27.2 -20.37 1.3000 1.0000 0.859 1.OD+I.00G+0.7E>+0.7EG+ passed 4 R 1.25 25.93 27.2 -21.19 1.3000 1.0000 0.893 1.OD+I.00G+0.7<E+0.7EG+ passed 5 R 1.25 30.77 37.2 -22.99 1.3000 1.0000 0.970 1.OD+I.00G+0.7E>+0.7EG+ passed 6 R 1.375 30.65 37.2 -23.92 1.3000 1.0000 0.833 1.OD+I.00G+0.7<E+0.7EG+ passed 7 R 1.25 25.93 27.2 -21.06 1.3000 1.0000 0.888 1.OD+I.00G+0.7E>+0.7EG+ passed 8 R 1.25 25.93 27.2 -20.49 1.3000 1.0000 0.864 1.OD+I.00G+0.7<E+0.7EG+ passed Mem. End Diagonal Connection Design Information 1 Left Clevis Connection Per DP 3.15.2,SQW 6.0x6.00.500,Design angle=37.2 deg,,dimA =5.250 in.,SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3.15.2,SQW 6.0x6.00.500,Design angle=37.2 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet 2 Left Clevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design angle=37.2 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right ICIevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design angle=37.2 deg,,dimA =5.313 in.,SQW Weld 0.19 Fillet Both 3 Left Clevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design angle=24.9 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To Flange 0.375 Both Sides,Web Yielding**FAILED**->Web Stiffener and Opposite Conrac Weld Added 4 Left Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To Flange 0.375 Both Sides,Web Yiel g** LED**->Web Stiffener and Opposite Conrac Weld Added Right Clevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design angle=24.9 deg,flange o t=5 0 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet 5 Left Clevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design angle=37.2 deg,, ' _ .313 in.,SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3.15.2,SQW 5.0x5.0x0.375,Design angle=37.2 deg, nge set=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet 6 Left Clevis Connection Per DP 3.15.2,SQW 6.0x6.0x0.500,Design angle 77Zdeg,, nge offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15.2,SQW 6.0x6.0x0.500,Designangle imA =5.250 in.,SQW Weld 0.19 Fillet Both 7 Left Clevis Connection Per DP 3.15.2,SQW 5.0x5.00.375,Design an = 4.9 deg,flange offset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet Right Clevis Connection Per DP 3.15.2,SQW5x5x0.625,Weld To a e 0.375 Both Sides,Web Yieldin *FAILED**->Web Stiffener and Opposite Conrac Weld Added 8 Left Clevis Connection Per DP 3.15.2,SQW5x5x0.625, r5,Des� Flange 0.375 Both Side Yielding * LED**->Web Stiffener and Opposite Conrac Weld Added Right Clevis Connection Per DP 3.15.2,SQW 5.Ox5.Ox . gn angle= de :oset=5.500 in.,SQW To Web and Stiffener Weld 3/16" 2-side Fillet refer to end page to reinforce this conn. add S5 clip on eave strut beam add reinforced conrac weld. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 20 of 169 Secondary-Summary Report 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 Rcducible 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 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Desi n Load Combinations-Purlin No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L D+CG+L 2 System 1.000 1.0 D+1.0 CG+1.0 SMS D+CG+SMS 3 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 4 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 5 System 1.000 1.0 D+1.0 CG+1.0 PFl D+CG+PF 1(Span 1) 6 System 1.000 1.0 D+1.0 CG+1.0 PFl D+CG+PF 1(Span 12) 7 System 1.000 1.0 D+1.0 CG+1.0 PH1 D+CG+PH1(Span 1) 8 System 1.000 1.0 D+1.0 CG+1.0 PHl D+CG+PHl(Span 12) 9 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+P172-Pattern 1 10 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+P172-Pattern 2 11 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+P172-Pattern 3 12 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+P172-Pattern 4 13 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+P172-Pattern 5 14 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+P172-Pattern 6 15 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+P172-Pattern 7 16 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB1> D+CG+Wl>+WB1> 17 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB 1> D+CG+<W2+WB 1> 18 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+Wl>+WB1> 19 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB 1> D+CU+<W2+WB 1> 20 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45 WB 1> D+CG+L+W 1>+WB 1> 21 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB 1> D+CG+L+<W2+WB 1> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 21 of 169 22 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB 1> D+CG+S+W 1>+WB 1> 23 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB 1> D+CG+S+<W2+WB 1> 24 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB 1 D+CG+W 1>+<WB 1 25 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB 1 D+CG+<W2+<WB 1 26 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB 1 D+CU+W 1>+<WB 1 27 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB 1 D+CU+<W2+<WB 1 28 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<WB 1 D+CG+L+W 1>+<WB 1 29 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB 1 D+CG+L+<W2+<WB 1 30 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<WB 1 D+CG+S+W 1>+<WB 1 31 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB 1 D+CG+S+<W2+<WB 1 32 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6 WB2> D+CG+W 1>+WB2> 33 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB2> D+CG+<W2+WB2> 34 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 WB2> D+CU+W 1>+WB2> 35 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB2> D+CU+<W2+WB2> 36 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45 WB2> D+CG+L+W 1>+WB2> 37 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB2> D+CG+L+<W2+WB2> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB2> D+CG+S+W 1>+WB2> 39 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB2> D+CG+S+<W2+WB2> 40 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB2 D+CG+W 1>+<WB2 41 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB2 D+CG+<W2+<WB2 42 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB2 D+CU+W 1>+<WB2 43 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB2 D+CU+<W2+<WB2 44 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<WB2 D+CG+L+W 1>+<WB2 45 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB2 D+CG+L+<W2+<WB2 46 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<WB2 D+CG+S+W 1>+<WB2 47 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB2 D+CG+S+<W2+<WB2 48 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6 WB3> D+CG+W 1>+WB3> 49 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB3> D+CG+<W2+WB3> 50 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 WB3> D+CU+W 1>+WB3> 51 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB3> D+CU+<W2+WB3> 52 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45 WB3> D+CG+L+W 1>+WB3> 53 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB3> D+CG+L+<W2+WB3> 54 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB3> D+CG+S+W 1>+WB3> 55 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB3> D+CG+S+<W2+WB3> 56 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB3 D+CG+W 1>+<WB3 57 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB3 D+CG+<W2+<WB3 58 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB3 D+CU+W 1>+<WB3 59 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB3 D+CU+<W2+<WB3 60 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<WB3 D+CG+L+W 1>+<WB3 61 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB3 D+CG+L+<W2+<WB3 62 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<WB3 D+CG+S+W 1>+<WB3 63 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB3 D+CG+S+<W2+<WB3 64 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6 WB4> D+CG+W 1>+WB4> 65 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB4> D+CG+<W2+WB4> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 WB4> D+CU+W 1>+WB4> 67 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB4> D+CU+<W2+WB4> 68 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45 WB4> D+CG+L+W 1>+WB4> 69 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB4> D+CG+L+<W2+WB4> 70 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45 WB4> D+CG+S+W 1>+WB4> 71 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB4> D+CG+S+<W2+WB4> 72 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB4 D+CG+W 1>+<WB4 73 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB4 D+CG+<W2+<WB4 74 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB4 D+CU+W 1>+<WB4 75 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB4 D+CU+<W2+<WB4 76 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<WB4 D+CG+L+W 1>+<WB4 77 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB4 D+CG+L+<W2+<WB4 78 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<WB4 D+CG+S+W 1>+<WB4 79 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB4 D+CG+S+<W2+<WB4 80 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 81 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 82 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 83 System Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- Desi n Load Combinations-Girt No. Origin I Factor Application Description 1 System 1 1.000 0.7 E> E> 2 System 1.000 0.7<E <E File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 22 of 169 3 System Derived 1.000 0.6 W 1>+0.6 WB 1> W 1>+WB 1> 4 System Derived 1.000 0.6<W2+0.6 WB 1> <W2+WB 1> 5 System Derived 1.000 0.6 W 1>+0.6<WB 1 W 1>+<WB 1 6 System Derived 1.000 0.6<W2+0.6<WB 1 <W2+<WB 1 7 System Derived 1.000 0.6 W 1>+0.6 WB2> W 1>+WB2> 8 System Derived 1.000 0.6<W2+0.6 WB2> <W2+WB2> 9 System Derived 1.000 0.6 W 1>+0.6<W132 W 1>+<W132 10 System Derived 1.000 0.6<W2+0.6<W132 <W2+<WB2 11 System Derived 1.000 0.6 Wl>+0.6 WB3> Wl>+WB3> 12 System Derived 1.000 0.6<W2+0.6 WB3> <W2+WB3> 13 System Derived 1.000 0.6 Wl>+0.6<W133 Wl>+<W133 14 System Derived 1.000 0.6<W2+0.6<W133 <W2+<W133 15 System Derived 1.000 0.6 W 1>+0.6 W134> W 1>+WB4> 16 System Derived 1.000 0.6<W2+0.6 WB4> <W2+WB4> 17 System Derived 1.000 0.6 W 1>+0.6<W134 W 1>+<W134 18 System Derived 1.000 0.6<W2+0.6<W134 <W2+<W134 19 System Derived 1.000 0.7 EB> EB> 20 System Derived 1 1.000 0.7<EB <EB Deflection Load Combinations-Purlin No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 1.0 SMS SMS 3 System 1.000 180 0.42 Wl> W1> 4 System 1.000 180 0.42<W2 <W2 Deflection Load Combinations-Girt No. Origin Factor Deflection Application Description 1 System 1.000 90 0.42 Wl> Wl> 2 System 1.000 90 0.42<W2 <W2 3 System 1.000 90 0.5 E> E> 4 System 1.000 90 0.5<E <E File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 23 of 169 Wall: 1 94 W. Cc 171 ncrete Tilt-Wa I 16x14 Roll Up 07 H DR Cc 11 Dimension Key 1 F-7 3/4" 2 3'-0" 3 F-6" 4 2'-2" 5 0'-0" 6 2'-6" 7 3'-4" 8 1'-0" 9 2'-8" 10 4'-6" 11 4'-0" 12 4'-2" Maximum Secondary Designs for Sha pe Unit 1-Buildin on Side 1 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bud Shr Crab W Cs in. Bud Shr Crab Wep Cs Bud Shr Crab Wep Cs in. 2,1 22.83 8.500.060 Z Con-60.0 Yes 10.5 0.59 0.40 0.71 0.00 3 0.38 0.22 0.43 0.00 3 10.5 2,2 20.67 8.500.060 Z Con-60.0 Yes 10.5 0.38 0.16 0.41 0.00 3 10.5 0.63 0.29 0.70 0.00 3 0.25 0.13 0.28 0.00 3 10.5 2,3 22.00 8.500.060 Z Con-60.0 Yes 10.5 0.25 0.17 0.30 0.00 3 10.5 0.62 0.00 0.38 0.00 3 0.30 0.15 0.24 0.00 4 10.5 2,4 15.50 8.500.060 Z Con-60.0 Yes 10.5 0.30 0.09 0.21 0.00 4 10.5 0.58 0.18 0.40 0.00 4 0.54 0.14 0.35 0.00 4 10.5 2,5 24.67 8.500.060 Z Con-60.0 Yes 34.5 0.54 0.23 0.40 0.00 4 34.5 0.75 0.57 0.94 0.00 3 0.92 0.25 0.61 0.00 4 34.5 2,6 25.33 8.500.068 Z Con-60.0 Yes 46.5 0.85 0.32 0.91 0.00 3 46.5 0.76 0.45 0.89 0.00 3 3,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 3 4,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 3 5,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 3 6,1 5.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.02 0.03 0.00 3 7,1 5.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.02 0.02 0.00 3 8,1 5.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.02 0.02 0.00 3 9,1 22.83 8.500.060 Z Con-60.0 Yes 10.5 0.66 0.44 0.80 0.00 3 0.42 0.23 0.48 0.00 3 10.5 9,2 20.67 8.500.060 Z Con-60.0 Yes 10.5 0.42 0.19 0.46 0.00 3 10.5 0.70 0.35 0.78 0.00 3 0.30 0.17 0.34 0.00 3 10.5 9,3 22.00 8.500.060 Z Con-60.0 Yes 10.5 0.30 0.19 0.35 0.00 3 10.5 0.64 0.00 0.00 0.00 3 0.35 0.16 0.26 0.00 4 10.5 9,4 15.50 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.11 0.24 0.00 4 10.5 0.59 0.20 0.41 0.00 4 0.41 0.12 0.28 0.00 4 10.5 9,5 24.67 8.500.060 Z Con-60.0 Yes 34.5 0.41 0.18 0.31 0.00 4 16.5 0.79 0.41 0.89 0.00 3 0.59 0.25 0.64 0.00 3 16.5 9,6 25.33 8.500.060 Z Con-60.0 Yes 46.5 0.59 0.25 0.64 0.00 3 22.5 0.87 0.46 0.99 0.00 3 10,1 5.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.03 0.03 0.00 3 11,1 22.00 8.500.060 Z Con-60.0 Yes 10.5 0.66 0.00 0.40 0.00 3 0.28 0.16 0.33 0.00 3 10.5 11,2 15.50 8.500.060 Z Con-60.0 Yes 10.5 0.28 0.14 0.32 0.00 3 10.5 0.54 0.23 0.48 0.00 4 12,1 7.48 8.500.060 Z Sim-60.0 Yes 0.0 0.15 0.00 0.09 0.00 3 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER B��1ef -,-9 17-017737 Calculations Package Time:04:30 PM Page: 24 of 169 13,1 6.38 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 14,1 15.50 8.50x0.060 Z Con-60.0 Yes 10.5 0.62 0.35 0.52 0.00 4 0.35 0.22 0.41 0.00 3 10.5 14,2 24.67 8.50x0.060 Z Con-60.0 Yes 34.5 0.35 0.23 0.42 0.00 3 16.5 0.87 0.41 0.96 0.00 3 0.70 0.25 0.74 0.00 3 16.5 14,3 25.33 8.50x0.068 Z Con-60.0 Yes 46.5 0.70 0.29 0.76 0.00 3 34.5 0.92 0.46 1.03 0.00 3 15,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.20 0.05 0.18 0.00 3 16,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.11 0.01 0.10 0.00 3 17,1 15.50 8.50x0.060 Z Con-60.0 Yes 10.5 0.36 0.27 0.45 0.00 3 0.39 0.18 0.43 0.00 3 10.5 17,2 24.67 8.50x0.060 Z Con-60.0 Yes 34.5 0.39 0.25 0.46 0.00 3 34.5 0.74 0.54 0.91 0.00 3 0.89 0.24 0.60 0.00 4 34.5 17,3 25.33 8.50x0.068 Z Con-60.0 Yes 46.5 0.83 0.32 0.89 0.00 3 46.5 0.73 0.45 0.86 0.00 3 18,1 17.67 8.50x0.060 Z Sim-60.0 Yes 0.0 0.69 0.00 0.42 0.00 3 19,1 9.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.07 0.00 0.00 0.00 3 20,1 3.81 8.50x0.060 Z Sim-60.0 Yes 0.0 0.02 0.05 0.05 0.00 3 21,1 3.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.02 0.00 0.00 0.00 3 22,1 9.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.02 0.00 0.00 0.00 3 23,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.13 0.10 0.15 0.00 3 24,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.16 0.02 0.15 0.00 3 25,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.17 0.02 0.16 0.00 3 26,1 3.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 27,1 3.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 28,1 3.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 29,1 10.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.11 0.02 0.10 0.00 3 30,1 10.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.14 0.03 0.13 0.00 3 31,1 10.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.10 0.01 0.10 0.00 3 32,1 2.50 8.50x0.060 Z Sim-60.0 Yes 0.0 0.02 0.00 0.01 0.00 3 33,1 3.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 34,1 3.33 8.50x0.060 Z Sim-60.0 Yes 0.0 0.04 0.00 0.00 0.00 3 35,1 3.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 36,1 3.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.00 0.00 0.00 0.00 3 37,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.10 0.05 0.10 0.00 3 38,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.10 0.05 0.10 0.00 3 39,1 8.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.11 0.05 0.11 0.00 3 40,1 14.83 8.50x0.060 Z Sim-60.0 Yes 0.0 0.76 0.00 0.46 0.00 3 41,1 10.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.40 0.13 0.39 0.00 3 42,1 3.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.00 0.03 0.03 0.00 3 43,1 3.00 8.50x0.060 Z Sim-60.0 Yes 0.0 0.00 0.03 0.03 0.00 3 Maximum See ndary Deflections for Shape Unit 1-Building on Side 1 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 2 1 0.68 (L/403) 10.00 1 0.42W1> 2 2 -0.10 (L/2601) 27.71 1 0.42W1> 2 3 0.35 (L/761) 54.88 1 0.42W1> 2 4 -0.12 (L/1588) 74.38 1 0.42W1> 2 5 0.45 (L/662) 91.38 1 0.42W1> 2 6 0.98 (L/311) 120.04 1 0.42W1> 3 1 4 1 5 1 - - - - - 6 1 7 1 8 1 9 1 0.68 (L/402) 10.00 1 0.42W1> 9 2 -0.07 (L/3663) 26.21 1 0.42W1> 9 3 0.34 (L/771) 54.88 1 0.42W1> 9 4 -0.09 (L/2146) 73.38 1 0.42W1> 9 5 0.37 (L/799) 91.88 1 0.42W1> 9 6 0.80 (L/379) 120.54 1 0.42W1> 10 1 - - - 11 1 0.39 (L/677) 9.50 1 0.42W1> 11 2 -0.03 (L/5856) 24.88 1 0.42W1> 12 1 0.00 (L/7194) 3.50 1 0.42W1> 13 1 - - - 14 1 0.10 (L/1842) 6.00 1 0.42W1> 14 2 -0.27 (L/1116) 26.38 2 0.42<W2 14 3 1.19 (L/255) 54.54 1 0.42W1> 15 1 0.00 (L/3720) 4.00 1 0.42W1> 16 1 0.00 (L/5898) 4.00 1 0.42W1> 17 1 0.04 (L/4749) 12.00 2 0.42<W2 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 25 of 169 17 2 0.36 (L/813) 25.88 1 0.42W1> 17 3 1.01 (L/302) 54.54 1 0.42W 1> 18 1 0.25 (L/731) 7.50 1 0.42W1> 19 1 - - - 20 1 21 1 22 1 - - - 23 1 0.00 (L/4514) 4.00 1 0.42W 1> 24 1 0.00 (L/4290) 4.00 1 0.42W1> 25 1 0.00 (L/4000) 4.00 1 0.42W1> 26 1 - - - - - 27 1 28 1 - - - 29 1 0.00 (L/5123) 5.00 1 0.42W1> 30 1 0.00 (L/4284) 5.00 1 0.42W1> 31 1 0.00 (L/5535) 5.00 1 0.42W1> 32 1 - - - 33 1 34 1 35 1 36 1 - - 37 1 0.00 (L/7502) 4.00 1 0.42W1> 38 1 0.00 (L/7751) 4.00 1 0.42W1> 39 1 0.00 (L/6857) 4.00 1 0.42W1> 40 1 0.26 (L/692) 7.50 1 0.42W 1> 41 1 0.08 (L/1554) 5.00 1 0.42W1> 42 1 - - - 43 1 - File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 26 of 169 Welded Girt(Id=1,1) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (P) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 8.40 139.8 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 11.37 185.8 55.00 55.00 SS SS 3P Total Frame Weight=325.6 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1,1 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FI 4.25 0.25 1,1 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO/FI 3.92 1.25 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 1,1 1 1 0.00 -2.34 0.00 12.341 0.0 1.03 0.19 0.18 0.07 0.38 OK->Cli LocalBucklin 0.0289 0.1875 1,1 2 1 0.00 -2.34 0.00 12.341 0.0 1.03 0.19 0.18 0.09 0.54 OK->ColumnWebRu ture 0.0289 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 22/10/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 11.42 12.00 1 0.0 -160.3 0.0 18.1 182.0 122.3 0.88 25000 0.00 12.00 1 -2.3 31.5 0.07 25001 0.00 12.00 1 0.0 -160.3 0.0 18.1 182.0 122.3 0.88 250011 11.421 12.00 1 2.31 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 11.42 274.00 274.0 274.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 274.00 274.0 274.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=1 1 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1103) -0.248 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 27 of 169 Welded Girt(Id=1,2) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 10.28 167.8 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 10.28 167.8 55.00 55.00 SS SS 3P Total Frame Weight=335.6 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1,21 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO/FI 3.92 1.25 1,2 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO/FI 3.92 1.25 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 1,2 1 1 0.00 -2.12 0.00 12.121 0.0 1.03 0.17 0.16 0.08 0.54 OK->ColumnWebRu ture 0.0261 0.0884 1,2 2 1 0.00 -2.12 0.00 12.121 0.0 1.03 0.17 0.16 0.08 0.54 OK->ColumnWebRu ture 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 20/8/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 10.33 12.00 1 0.0 -131.3 0.0 22.0 213.4 122.3 0.62 25000 0.00 12.00 1 -2.1 31.5 0.07 25001 0.00 12.00 1 0.0 -131.3 0.0 22.0 213.4 122.3 0.62 250011 10.331 12.00 1 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 10.33 248.00 248.0 248.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 248.00 248.0 248.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=1 2 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1488) -0.167 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 28 of 169 Welded Girt(Id=1,3) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (P) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 10.95 178.9 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 10.95 179.8 55.00 55.00 SS SS 3P Total Frame Weight=358.7 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1,31 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO/FI 3.92 1.25 1,3 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO/FI 2.92 1.25 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 1,3 1 1 0.00 -2.26 0.00 12.261 0.0 1.03 0.18 0.17 0.08 0.54 OK->ColumnWebRu ture 0.0278 0.0884 1,3 2 1 0.00 -2.26 0.00 2.26 1 0.0 1.03 0.18 0.17 0.08 0.54 OK->ColumnWebRu ture 0.0278 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 22/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 11.00 12.00 1 0.0 -148.8 0.0 19.5 193.0 122.3 0.77 25000 0.00 12.00 1 -2.3 31.5 0.07 25001 0.00 12.00 1 0.0 -148.8 0.0 19.5 193.0 122.3 0.77 250011 11.001 12.00 1 2.31 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 11.00 264.00 264.0 264.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 264.00 264.0 264.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=1 3 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1233) -0.214 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 29 of 169 Wall: 2 Q Q Q Q 10 11 12 13 T14 Concrete Ti 0 0 DR 1 1 x 4 Ro DR 2 3070 DR 3 n 94-0" ni 9F'-(Y' ni 95,41, ni 95,41" ?R-O" Q. 95:a. ni 257-0" pi 9.ri,_g.' Dimension Key 1 1'-0" 2 Y-101/2" 3 T-0" Maximum Secondary Designs for Sha pe Unit 1-Bui ing on Side 2 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb W Cs in. Bnd Shr Cmb Wep Cs Bnd Shr Cmb Wep Cs in. 1,1 26.00 8.500.060 Z Con-60.0 Yes 10.5 0.92 0.00 0.00 0.00 3 0.47 0.22 0.52 0.00 3 10.5 1,2 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.47 0.20 0.51 0.00 3 10.5 0.88 0.34 0.77 0.00 4 0.32 0.17 0.36 0.00 3 10.5 1,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.32 0.17 0.36 0.00 3 10.5 0.67 0.29 0.61 0.00 4 0.36 0.17 0.40 0.00 3 10.5 1,4 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.36 0.19 0.40 0.00 3 10.5 0.57 0.35 0.67 0.00 3 0.35 0.18 0.39 0.00 3 10.5 1,5 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.39 0.00 3 10.5 0.65 0.29 0.59 0.00 4 0.35 0.17 0.39 0.00 3 10.5 1,6 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.40 0.00 3 10.5 0.56 0.34 0.65 0.00 3 0.35 0.18 0.39 0.00 3 10.5 1,7 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.39 0.00 3 10.5 0.65 0.29 0.59 0.00 4 0.35 0.17 0.39 0.00 3 10.5 1,8 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.40 0.00 3 10.5 0.56 0.34 0.65 0.00 3 0.35 0.18 0.39 0.00 3 10.5 1,9 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.39 0.00 3 10.5 0.67 0.29 0.60 0.00 4 0.36 0.17 0.40 0.00 3 10.5 1,10 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.36 0.19 0.40 0.00 3 10.5 0.57 0.35 0.67 0.00 3 0.32 0.18 0.37 0.00 3 10.5 1,11 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.32 0.16 0.36 0.00 3 10.5 0.87 0.31 0.75 0.00 4 0.46 0.18 0.49 0.00 3 10.5 1,12 26.00 8.500.060 Z Con-60.0 Yes 10.5 0.46 0.23 0.51 0.00 3 10.5 0.74 0.43 0.85 0.00 3 2,1 26.00 8.500.060 Z Con-60.0 Yes 10.5 0.85 0.00 0.59 0.00 3 0.45 0.21 0.49 0.00 3 10.5 2,2 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.45 0.19 0.49 0.00 3 10.5 0.85 0.33 0.74 0.00 4 0.32 0.17 0.36 0.00 3 10.5 2,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.32 0.17 0.36 0.00 3 10.5 0.66 0.29 0.60 0.00 4 0.35 0.17 0.39 0.00 3 10.5 2,4 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.40 0.00 3 10.5 0.56 0.34 0.66 0.00 3 0.34 0.18 0.39 0.00 3 10.5 2,5 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.17 0.38 0.00 3 10.5 0.64 0.29 0.58 0.00 4 0.35 0.17 0.38 0.00 3 10.5 2,6 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.39 0.00 3 10.5 0.55 0.34 0.65 0.00 3 0.34 0.18 0.39 0.00 3 10.5 2,7 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.17 0.38 0.00 3 10.5 0.64 0.28 0.58 0.00 4 0.35 0.17 0.38 0.00 3 10.5 2,8 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.39 0.00 3 10.5 0.55 0.34 0.65 0.00 3 0.34 0.18 0.39 0.00 3 10.5 2,9 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.17 0.38 0.00 3 10.5 0.66 0.29 0.60 0.00 4 0.35 0.17 0.39 0.00 3 10.5 2,10 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.19 0.40 0.00 3 10.5 0.56 0.35 0.66 0.00 3 0.31 0.18 0.36 0.00 3 10.5 2,11 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.31 0.16 0.35 0.00 3 10.5 0.87 0.30 0.74 0.00 4 0.46 0.18 0.49 0.00 3 10.5 2,12 26.00 8.500.060 Z Con-60.0 Yes 10.5 0.46 0.23 0.51 0.00 3 10.5 0.74 0.43 0.85 0.00 3 3,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 4,1 5.00 8.500.060 C Sim-60.0 Yes 0.0 0.03 0.06 0.07 0.00 3 5,1 5.00 8.500.060 C Sim-60.0 Yes 0.0 0.03 0.07 0.07 0.00 3 6,1 5.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.04 0.07 0.08 0.00 3 7,1 9.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 Maximum See ndary Deflections for Shape Unit 1-Building on Side 2 Design Id I Segment Deflection in. Ratio Location ft Load Case Description 1 1 0.78 (L/385) 12.00 1 0.42W1> 1 2 -0.17 (L/1723) 39.88 2 0.42<W2 1 3 0.27 (L/1097) 63.38 1 0.42W 1> 1 4 0.31 (L/978) 88.88 1 0.42W 1> 1 5 0.23 (L/1285) 113.38 1 0.42W 1> 1 6 0.32 (L/943) 138.38 1 0.42W 1> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 30 of 169 1 7 0.23 (L/1308) 163.38 1 0.42W1> 1 8 0.32 (L/931) 188.38 1 0.42W1> 1 9 0.22 (L/1373) 213.38 1 0.42W1> 1 10 0.36 (L/832) 238.88 1 0.42W I> 1 11 -0.09 (L/3225) 262.38 2 0.42<W2 1 12 0.85 (L/354) 289.88 1 0.42W I> 2 1 0.72 (L/418) 12.00 1 0.42W1> 2 2 0.19 (L/1594) 39.88 l 0.42W1> 2 3 0.26 (L/1136) 63.38 1 0.42W1> 2 4 0.30 (L/985) 88.88 1 0.42W1> 2 5 0.23 (L/1309) 113.38 1 0.42W1> 2 6 0.31 (L/953) 138.38 1 0.42W1> 2 7 0.23 (L/1330) 163.38 1 0.42W1> 2 8 0.32 (L/942) 188.38 1 0.42W 1> 2 9 0.21 (L/1399) 213.38 1 0.42W1> 2 10 0.36 (L/838) 238.88 1 0.42W1> 2 11 -0.09 (L/3444) 262.38 2 0.42<W2 2 12 0.85 (L/351) 289.88 1 0.42W I> 3 1 - 4 1 - 5 1 - 6 1 - 7 1 - File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 31 of 169 Welded Girt(Id=8,1) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 11.83 195.1 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=400.6 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,1 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FI 4.25 0.25 8,1 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 8,1 1 3 -0.01 -2.18 0.00 12.181 0.3 1.03 0.18 0.16 0.06 0.38 OK->Cli LocalBucklin 0.0269 0.1875 8,1 2 3 0.01 -2.14 0.00 12.t4l 0.3 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0264 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 17 -0.0 -161.8 0.0 15.1 158.1 122.3 1.02 25000 0.00 12.00 3 -2.2 31.5 0.07 25001 0.00 12.00 17 -0.0 -161.8 0.0 15.1 158.1 122.3 1.02 25001 1 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 1 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1018) 0.295 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 32 of 169 Welded Girt(Id=8,2) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,2 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 8,2 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 8,2 1 3 -0.02 -2.12 0.00 12.121 0.6 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0261 0.0884 8,2 2 3 0.02 -2.12 0.04 12.121 0.6 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 17 -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 17 -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 2 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 33 of 169 Welded Girt(Id=8,3) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 8.00 0.3750 0.1644 12.00 12.00 12.20 325.0 55.00 55.00 SS SS 3P 25001 8.00 0.3750 0.1644 12.00 12.00 12.20 325.0 55.00 55.00 SS SS 3P Total Frame Weight=650.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,3 1 ST 0.375 10.00 7.50 55 0.750 A325N/ST 3 2 3.00 3.00 2.50 2-0.1250 FO 3.91 1.50 8,3 2 ST 0.375 10.00 7.50 55 0.750 A325N/ST 3 2 3.00 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k k De . C % ova ova ova in. in. 8,3 1 19 38.93 0.00 0.00 138.93 90.0 6.00 0.54 0.50 0.86 0.86 OK->Ru tureAt:Beam Web 0.1412 0.1326 8,3 2 19 -38.93 0.00 0.00 138.931 90.0 6.00 0.54 0.50 0.86 0.86 OK->Ru tureAt:Beam Web 0.1412 0.1326 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 10.42 12.00 19 38.9 0.0 0.0 53.6 498.1 354.4 0.73 25000 0.00 12.00 3 -2.1 32.2 0.07 25001 10.42 12.00 19 -38.9 0.0 0.0 53.6 498.1 354.4 0.73 250011 12.501 12.00 3 2.1 32.21 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 10.42 300.00 300.0 300.0 7.85 3.00 222.29 32.00 37.05 8.001 40.08 12.08 0.30 1081.27 1.00 1.00 1.08 0.98 1.00 25001 10.42 300.00 300.0 300.0 7.85 3.00 222.29 32.00 37.05 8.001 40.08 12.08 0.30 1081.27 1.00 1.00 1.08 0.98 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 3 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1853) 0.162 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 34 of 169 Welded Girt(Id=8,4) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,4 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 8,4 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 8,4 1 13 -0.29 -2.12 0.00 12.141 7.9 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0264 0.0900 8,4 2 13 0.29 -2.12 0.00 12.141 7.9 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0264 0.0900 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 7 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 7 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 4 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 35 of 169 Welded Girt(Id=8,5) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,5 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 8,5 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 8,5 1 13 -0.28 -2.12 0.00 12.141 7.6 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0264 0.0901 8,5 2 13 0.28 -2.12 0.00 12.141 7.6 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0264 0.0901 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 7 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 7 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 5 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 36 of 169 Welded Girt(Id=8,6) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,6 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 8,6 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 8,6 1 11 -0.28 -2.12 0.00 12.141 7.4 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0902 8,6 2 11 0.28 -2.12 0.40 12.141 7.4 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0902 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 9 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 9 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 6 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 37 of 169 Welded Girt(Id=8,7) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 8.00 0.3750 0.1644 12.00 12.00 12.20 325.0 55.00 55.00 SS SS 3P 25001 8.00 0.3750 0.1644 12.00 12.00 12.20 325.0 55.00 55.00 SS SS 3P Total Frame Weight=650.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,7 1 ST 0.375 10.00 7.50 55 0.750 A325N/ST 3 2 3.00 3.00 2.50 2-0.1250 FO 3.91 1.50 8,7 2 ST 0.375 10.00 7.50 55 0.750 A325N/ST 3 2 3.00 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k k De . C % ova ova ova in. in. 8,7 1 19 39.01 0.00 0.00 139.01 90.0 6.00 0.55 0.50 0.86 0.86 OK->Ru tureAt:Beam Web 0.1415 0.1326 8,7 2 19 -39.01 0.00 0.00 139.011 90.0 6.00 0.55 0.50 0.86 0.86 OK->Ru tureAt:Beam Web 0.1415 0.1326 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 10.42 12.00 19 39.0 0.0 0.0 53.6 498.1 354.4 0.73 25000 0.00 12.00 3 -2.1 32.2 0.07 25001 10.42 12.00 19 -39.0 0.0 0.0 53.6 498.1 354.4 0.73 250011 12.501 12.00 3 2.1 32.21 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 10.42 300.00 300.0 300.0 7.85 3.00 222.29 32.00 37.05 8.001 40.08 12.08 0.30 1081.27 1.00 1.00 1.08 0.98 1.00 25001 10.42 300.00 300.0 300.0 7.85 3.00 222.29 32.00 37.05 8.001 40.08 12.08 0.30 1081.27 1.00 1.00 1.08 0.98 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 7 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1853) 0.162 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 38 of 169 Welded Girt(id=8,8) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,8 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 8,8 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.88 1.38 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 8,8 1 3 0.02 -2.12 0.00 12.121 0.6 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0261 0.0884 8,8 2 3 -0.02 -2.12 0.00 12.121 0.6 1.03 0.17 0.16 0.07 0.38 OK->ClipLocalBuckling 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 8 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 39 of 169 Welded Girt(Id=8,9) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,9 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.88 1.38 8,9 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.38 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 8,9 1 3 0.02 -2.12 0.00 12.121 0.5 1.03 0.17 0.16 0.07 0.38 OK->Cli LocalBucklin 0.0261 0.0884 8,9 2 3 -0.02 -2.12 0.00 12.121 0.5 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 9 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 40 of 169 Welded Girt(Id=8,10) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,10 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.38 8,10 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.88 1.38 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 8,10 1 3 0.01 -2.12 0.00 12.121 0.3 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0261 0.0884 8,10 2 3 -0.01 -2.12 0.00 12.t2l 0.3 1.03 0.17 0.16 0.07 0.38 OK->ClipLocalBuckling 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 25001 1 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 10 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 41 of 169 Welded Girt(Id=8,11) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,11 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.87 1.38 8,ll 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.88 1.38 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 8,11 1 3 0.01 -2.12 0.00 12.121 0.2 1.03 0.17 0.16 0.07 0.38 OK->Cli LocalBucklin 0.0261 0.0884 8,11 2 3 -0.01 -2.12 0.00 12.t2l 0.2 1.03 0.17 0.16 0.07 0.38 OK->ClipLocalBuckling 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.01 25001 1 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 11 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 42 of 169 Welded Girt(Id=8,12) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 11.83 195.1 55.00 55.00 SS SS 3P Total Frame Weight=400.6 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 8,12 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.87 1.38 8,12 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FI 4.25 0.25 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 8,12 1 3 0.00 -2.14 0.00 12.141 0.0 1.03 0.17 0.16 0.07 0.38 OK->Cli LocalBucklin 0.0264 0.0884 8,12 2 3 -0.00 -2.18 0.00 12.181 0.0 1.03 0.18 0.16 0.06 0.38 OK->ClipLocalBuckling 0.0269 0.1875 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 -0.0 -161.8 0.0 15.1 158.1 122.3 1.02 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 -0.0 -161.8 0.0 15.1 158.1 122.3 1.02 25001 1 12.501 12.00 3 2.21 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=8 12 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1018) 0.295 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 43 of 169 Wall: 3 - Concrete Tilt- all 19x14 OHD 1 19x14 OHD 2 19x14 OHD 3 70 DR Ox10 OH Maximum Secondary Designs for Shape Unit 1-Buildin on Side 3 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Crab W Cs in. Bud Shr Crab Wcp Cs Bud Shr Crab W Cs in. 2,1 32.75 8.500.073 Z Con-60.0 Yes 46.5 1.00 0.00 0.00 0.00 3 0.64 0.19 0.67 0.00 3 46.5 2,2 32.75 8.500.060 Z Con-60.0 Yes 22.5 0.64 0.17 0.66 0.00 3 16.5 0.89 0.33 0.77 0.00 4 0.46 0.20 0.50 0.00 3 16.5 2,3 32.75 8.500.060 Z Con-60.0 Yes 22.5 0.46 0.20 0.50 0.00 3 16.5 0.89 0.33 0.77 0.00 4 0.64 0.17 0.66 0.00 3 16.5 2,4 32.75 8.500.073 Z Con-60.0 Yes 46.5 0.64 0.19 0.67 0.00 3 46.5 1.00 0.00 0.70 0.00 3 3,1 32.75 8.500.079 Z Con-60.0 Yes 46.5 1.01 0.23 0.84 0.00 4 0.70 0.17 0.72 0.00 3 46.5 3,2 32.75 8.500.068 Z Con-60.0 Yes 22.5 0.70 0.16 0.72 0.00 3 22.5 0.92 0.32 0.79 0.00 4 0.59 0.20 0.62 0.00 3 22.5 3,3 32.75 8.500.068 Z Con-60.0 Yes 22.5 0.59 0.20 0.62 0.00 3 22.5 0.92 0.32 0.79 0.00 4 0.70 0.16 0.72 0.00 3 22.5 3,4 32.75 8.500.079 Z Con-60.0 Yes 46.5 0.70 0.17 0.72 0.00 3 46.5 1.01 0.23 0.84 0.00 4 Maximum See ndary Deflections for Shape Unit 1-Building on Side 3 Design Id Segment I Deflection in. Ratio Location ft Load Case Description 2 1 1.60 (L/246) 14.00 1 0.42W 1> 2 2 0.48 (L/811) 50.63 1 0.42W1> 2 3 0.48 (L/814) 79.88 1 0.42W 1> 2 4 1.63 (L/241) 117.13 1 0.42W1> 3 1 1.63 (L/242) 14.00 1 0.42W 1> 3 2 0.67 (L/585) 50.13 1 0.42W1> 3 3 0.67 (L/584) 80.88 1 0.42W 1> 3 4 1.66 L/237 117.13 1 0.42W1> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 44 of 169 Welded Girt(Id=1,1) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.5000 0.1644 12.00 12.00 11.46 304.4 55.00 55.00 SS SS 3P 25001 6.00 0.5000 0.1644 12.00 12.00 16.33 427.1 55.00 55.00 SS SS 3P Total Frame Weight=731.6 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1,1 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FI 4.25 0.50 1,1 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO/FI 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % % % % in. in. 1,1 1 1 0.00 -3.33 0.00 13.33 1 0.0 1.03 0.27 0.25 0.10 0.38 OK->Cli LocalBucklin 0.0410 0.1875 1,1 2 1 0.00 -3.33 0.00 3.33 1 0.0 1.03 0.27 0.25 0.13 0.47 OK->ColunmWebRu ture 0.0410 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 32/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 16.38 12.00 1 0.0 -327.0 0.0 17.6 326.6 299.5 1.00 25000 0.00 12.00 1 -3.3 33.0 0.10 25001 0.00 12.00 1 0.0 -327.0 0.0 17.6 326.6 299.5 1.00 250011 16.381 12.00 1 3.3 33.01 0.10 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 16.38 393.00 393.0 393.0 7.81 3.00 216.73 18.00 36.12 6.001 39.47 9.07 0.52 595.26 1.14 1.00 1.09 1.00 1.00 25001 0.00 393.00 393.0 393.0 7.81 3.00 216.73 18.00 36.12 6.001 39.47 9.07 0.52 595.26 1.14 1.00 1.09 1.00 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=1 1 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/657) -0.598 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 45 of 169 Welded Girt(Id=1,2) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.5000 0.1644 12.00 12.00 16.33 427.1 55.00 55.00 SS SS 3P 25001 6.00 0.5000 0.1644 12.00 12.00 16.33 426.3 55.00 55.00 SS SS 3P Total Frame Weight=853.4 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1,21 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO/FI 3.91 1.50 1,2 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO/FI 4.41 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % % % % in. in. 1,2 1 1 0.00 -3.33 0.00 13.33 1 0.0 1.03 0.27 0.25 0.13 0.47 OK->ColumnWebRu ture 0.0410 0.0884 1,2 2 1 0.00 -3.33 0.00 3.33 1 0.0 1.03 0.27 0.25 0.13 0.47 OK->ColumnWebRu ture 0.0410 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 32/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 16.38 12.00 1 0.0 -327.0 0.0 17.6 326.6 299.5 1.00 25000 0.00 12.00 1 -3.3 33.0 0.10 25001 0.00 12.00 1 0.0 -327.0 0.0 17.6 326.6 299.5 1.00 250011 16.381 12.00 1 3.3 33.01 0.10 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 16.38 393.00 393.0 393.0 7.81 3.00 216.73 18.00 36.12 6.001 39.47 9.07 0.52 595.26 1.14 1.00 1.09 1.00 1.00 25001 0.00 393.00 393.0 393.0 7.81 3.00 216.73 18.00 36.12 6.001 39.47 9.07 0.52 595.26 1.14 1.00 1.09 1.00 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=1 2 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/657) -0.598 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 46 of 169 Welded Girt(Id=1,3) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.5000 0.1644 12.00 12.00 16.33 426.3 55.00 55.00 SS SS 3P 25001 6.00 0.5000 0.1644 12.00 12.00 16.33 427.1 55.00 55.00 SS SS 3P Total Frame Weight=853.4 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1,31 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO/FI 4.41 1.50 1,3 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO/FI 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % % % % in. in. 1,3 1 1 0.00 -3.33 0.00 13.33 1 0.0 1.03 0.27 0.25 0.13 0.47 OK->ColumnWebRu ture 0.0410 0.0884 1,3 2 1 0.00 -3.33 0.00 3.33 1 0.0 1.03 0.27 0.25 0.13 0.47 OK->ColumnWebRu ture 0.0410 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 32/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 16.38 12.00 1 0.0 -327.0 0.0 17.6 326.6 299.5 1.00 25000 0.00 12.00 1 -3.3 33.0 0.10 25001 0.00 12.00 1 0.0 -327.0 0.0 17.6 326.6 299.5 1.00 250011 16.381 12.00 1 3.3 33.01 0.10 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 16.38 393.00 393.0 393.0 7.81 3.00 216.73 18.00 36.12 6.001 39.47 9.07 0.52 595.26 1.14 1.00 1.09 1.00 1.00 25001 0.00 393.00 393.0 393.0 7.81 3.00 216.73 18.00 36.12 6.001 39.47 9.07 0.52 595.26 1.14 1.00 1.09 1.00 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=1 3 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/657) -0.598 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 47 of 169 Welded Girt(Id=1,4) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.5000 0.1644 12.00 12.00 16.33 427.1 55.00 55.00 SS SS 3P 25001 6.00 0.5000 0.1644 12.00 12.00 11.46 304.4 55.00 55.00 SS SS 3P Total Frame Weight=731.6 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1,41 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO/FI 3.91 1.50 1,4 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FI 4.25 0.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % % % % in. in. 1,4 1 1 0.00 -3.33 0.00 13.33 1 0.0 1.03 0.27 0.25 0.13 0.47 OK->ColumnWebRu ture 0.0410 0.0884 1,4 2 1 0.00 -3.33 0.00 3.33 1 0.0 1.03 0.27 0.25 0.10 0.38 OK->ClipLocalBuckling 0.0410 0.1875 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 32/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 16.38 12.00 1 0.0 -327.0 0.0 17.6 326.6 299.5 1.00 25000 0.00 12.00 1 -3.3 33.0 0.10 25001 0.00 12.00 1 0.0 -327.0 0.0 17.6 326.6 299.5 1.00 250011 16.381 12.00 1 3.3 33.01 0.10 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 16.38 393.00 393.0 393.0 7.81 3.00 216.73 18.00 36.12 6.001 39.47 9.07 0.52 595.26 1.14 1.00 1.09 1.00 1.00 25001 0.00 393.00 393.0 393.0 7.81 3.00 216.73 18.00 36.12 6.001 39.47 9.07 0.52 595.26 1.14 1.00 1.09 1.00 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=1 4 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/657) -0.598 25001 1 4 <E *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 48 of 169 Wall: 4 14 13 12 11 10 1SA am Co c all 1 3070 4 O D Q. . 2F,_n„ �F,_n„ ?F,_n„ Dimension Key 1 1'-0" 2 3'-101/2" 3 F-3 3/4" 4 3'-9 3/4" 5 3'-4 1/2" 6 9 3/4" 7 4'-0" 8 0'-0" 9 3'-0" 10 2'-6" 11 6" 12 2'-8" 13 4'-6" Maximum Secondary Designs for Shape Unit 1-Buildin on Side 4 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Crab W Cs in. Bnd Shr Crab Wep Cs Bnd Shr Crab Wep Cs in. 1,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.08 0.00 0.00 0.00 3 2,1 4.00 8.500.060 Z Sim-60.0 Yes 0.0 0.01 0.06 0.06 0.00 3 3,1 17.00 8.500.060 Z Sim-60.0 Yes 0.0 0.29 0.18 0.26 0.00 4 4,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 5,1 26.00 8.500.060 Z Con-60.0 Yes 46.5 1.03 0.20 1.02 0.00 3 0.67 0.29 0.73 0.00 3 34.5 5,2 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.67 0.26 0.71 0.00 3 34.5 0.90 0.36 0.80 0.00 4 0.68 0.27 0.74 0.00 3 34.5 5,3 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.68 0.32 0.76 0.00 3 34.5 0.92 0.00 0.90 0.00 3 6,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.20 0.03 0.19 0.00 3 7,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.32 0.08 0.30 0.00 3 8,1 26.00 8.500.068 Z Con-60.0 Yes 46.5 1.01 0.04 0.96 0.00 3 0.77 0.27 0.82 0.00 3 46.5 8,2 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.77 0.26 0.81 0.00 3 34.5 0.80 0.50 0.94 0.00 3 0.57 0.29 0.64 0.00 3 34.5 8,3 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.57 0.24 0.62 0.00 3 16.5 0.85 0.00 0.60 0.00 3 9,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.02 0.00 0.00 0.00 3 10,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.02 0.00 0.00 0.00 3 11,1 4.00 8.500.060 Z Sim-60.0 Yes 0.0 0.01 0.07 0.07 0.00 3 12,1 3.00 8.500.060 Z Sim-60.0 Yes 0.0 0.04 0.00 0.00 0.00 3 13,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 14,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 15,1 26.00 8.500.068 Z Con-60.0 Yes 46.5 1.00 0.03 0.94 0.00 3 0.81 0.27 0.85 0.00 3 46.5 15,2 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.81 0.27 0.85 0.00 3 34.5 0.70 0.54 0.88 0.00 3 0.46 0.28 0.54 0.00 3 34.5 15,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.46 0.20 0.51 0.00 3 10.5 0.52 0.33 0.62 0.00 3 0.33 0.18 0.38 0.00 3 10.5 15,4 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.33 0.17 0.37 0.00 3 10.5 0.66 0.29 0.60 0.00 4 0.35 0.17 0.39 0.00 3 10.5 15,5 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.19 0.40 0.00 3 10.5 0.57 0.34 0.66 0.00 3 0.35 0.18 0.39 0.00 3 10.5 15,6 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.39 0.00 3 10.5 0.65 0.29 0.59 0.00 4 0.35 0.17 0.39 0.00 3 10.5 15,7 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.40 0.00 3 10.5 0.56 0.34 0.65 0.00 3 0.35 0.18 0.40 0.00 3 10.5 15,8 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.39 0.00 3 10.5 0.65 0.29 0.59 0.00 4 0.35 0.17 0.39 0.00 3 10.5 15,9 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.39 0.00 3 10.5 0.57 0.35 0.67 0.00 3 0.36 0.19 0.40 0.00 3 10.5 15,10 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.36 0.17 0.40 0.00 3 10.5 0.67 0.29 0.61 0.00 4 0.32 0.17 0.36 0.00 3 10.5 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 49 of 169 15,11 25.00 8.50x0.060 Z Con-60.0 Yes 34.5 0.32 0.17 0.36 0.00 3 34.5 0.51 0.31 0.59 0.00 3 0.51 0.20 0.55 0.00 3 34.5 15,12 26.00 8.500.060 Z Con-60.0 Yes 46.5 0.51 0.22 0.56 0.00 3 46.5 0.87 0.00 0.61 0.00 3 16,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.16 0.03 0.15 0.00 3 17,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.17 0.03 0.16 0.00 3 18,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.34 0.10 0.33 0.00 3 19,1 26.00 8.500.060 Z Con-60.0 Yes 46.5 0.86 0.00 0.00 0.00 3 0.43 0.21 0.48 0.00 3 10.5 19,2 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.43 0.18 0.47 0.00 3 10.5 0.83 0.30 0.71 0.00 4 0.31 0.16 0.34 0.00 3 10.5 19,3 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.31 0.17 0.35 0.00 3 10.5 0.54 0.32 0.63 0.00 3 0.34 0.17 0.38 0.00 3 10.5 19,4 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.17 0.38 0.00 3 10.5 0.65 0.29 0.59 0.00 4 0.35 0.17 0.39 0.00 3 10.5 19,5 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.18 0.39 0.00 3 10.5 0.55 0.34 0.65 0.00 3 0.34 0.18 0.39 0.00 3 10.5 19,6 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.17 0.38 0.00 3 10.5 0.64 0.28 0.58 0.00 4 0.34 0.17 0.38 0.00 3 10.5 19,7 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.18 0.39 0.00 3 10.5 0.55 0.34 0.65 0.00 3 0.35 0.18 0.39 0.00 3 10.5 19,8 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.38 0.00 3 10.5 0.64 0.29 0.58 0.00 4 0.34 0.17 0.38 0.00 3 10.5 19,9 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.34 0.18 0.39 0.00 3 10.5 0.56 0.34 0.66 0.00 3 0.35 0.18 0.40 0.00 3 10.5 19,10 25.00 8.500.060 Z Con-60.0 Yes 10.5 0.35 0.17 0.39 0.00 3 10.5 0.66 0.29 0.60 0.00 4 0.32 0.17 0.36 0.00 3 10.5 19,11 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.32 0.17 0.36 0.00 3 10.5 0.85 0.33 0.74 0.00 4 0.45 0.19 0.49 0.00 3 10.5 19,12 26.00 8.500.060 Z Con-60.0 Yes 46.5 0.45 0.21 0.49 0.00 3 10.5 0.85 0.00 0.59 0.00 3 20,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.07 0.00 0.00 0.00 3 21,1 4.31 8.500.060 Z Sim-60.0 Yes 0.0 0.05 0.00 0.00 0.00 3 22,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.02 0.00 0.00 0.00 3 23,1 6.38 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 24,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.18 0.03 0.16 0.00 3 25,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.19 0.03 0.18 0.00 3 26,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.15 0.03 0.14 0.00 3 27,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.11 0.01 0.10 0.00 3 28,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 29,1 2.50 8.500.060 Z Sim-60.0 Yes 0.0 0.02 0.00 0.01 0.00 3 30,1 3.00 8.500.060 Z Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 31,1 3.00 8.500.060 C Sim-60.0 Yes 0.0 0.01 0.00 0.00 0.00 3 32,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.15 0.03 0.14 0.00 3 33,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.14 0.03 0.13 0.00 3 34,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.14 0.03 0.13 0.00 3 35,1 10.00 8.500.060 C Sim-60.0 Yes 0.0 0.13 0.02 0.12 0.00 3 36,1 10.00 8.50x0.060 C Sim-60.0 Yes 0.0 0.08 0.00 0.07 0.00 3 37,1 5.13 8.50x0.060 Z Sim-60.0 Yes 0.0 alkdoor header, 0.01 0.06 0.06 0.00 3 38,1 0.81 8.50x0.060 Z Sim-60.0 keso.0 0.00 0.00 0.00 0.00 3 39,1 1.81 8.50x0.060 Z Sim-61 0.0 use 0.060. 0.01 0.00 0.01 0.00 3 40,1 2.81 8.50x0.060 Z Sim-60.00.0 0.02 0.00 0.01 0.00 3 41,1 3.38 8.50x0.000 WD Sim-*** 42,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.10 0.03 0.10 0.00 3 43,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.08 0.01 0.07 0.00 3 44,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.13 0.10 0.15 0.00 3 45,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.17 0.02 0.16 0.00 3 46,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.09 0.02 0.08 0.00 3 47,1 8.00 8.500.060 C Sim-60.0 Yes 0.0 0.06 0.01 0.06 0.00 3 48,1 9.00 8.500.060 C Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 49,1 5.00 8.500.060 C Sim-60.0 Yes 0.0 0.03 0.06 0.07 0.00 3 50,1 17.00 8.500.060 Z Sim-60.0 Yes 0.0 0.37 0.18 0.29 0.00 4 51,1 3.00 8.500.060 Z Sim-60.0 Yes 0.0 0.03 0.00 0.00 0.00 3 52,1 125.50, 8.500.088 Z Sim-60.0 Yes 0.0 0.99 0.00 0.00 0.00 3 Maximum See ndary Deflections for Shape Unit 1-Building on Side 4 Design Id I Segment Deflection in. Ratio Location ft Load Case Description 1 1 2 1 3 1 0.06 (L/2743) 6.00 1 0.42W 1> 4 1 - - - - - 5 1 1.20 (L/250) 12.00 1 0.42W 1> 5 2 -0.17 (L/1788) 31.38 1 0.42W1> 5 3 1.14 (L/263) 64.88 1 0.42W1> 6 1 0.00 (L/3369) 4.00 1 0.42W1> 7 1 0.04 (L/2287) 4.00 1 0.42W1> 8 1 1.14 (L/264) 11.50 1 0.42W 1> 8 2 -0.23 (L/1277) 39.38 2 0.42<W2 8 3 0.68 (L/441) 65.38 1 0.42W1> 9 1 - 10 1 - - File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 50 of 169 - 12 1 13 1 14 1 - - 15 1 1.10 (L/273) 11.50 1 0.42W 1> 15 2 -0.37 (L/812) 39.88 2 0.42<W2 15 3 0.23 (L/1290) 64.38 1 0.42W 1> 15 4 0.25 (L/1182) 88.38 1 0.42W1> 15 5 0.31 (L/961) 113.38 1 0.42W1> 15 6 0.23 (L/1292) 138.38 1 0.42W1> 15 7 0.32 (L/945) 163.38 1 0.42W1> 15 8 0.23 (L/1282) 188.38 1 0.42W 1> 15 9 0.31 (L/981) 213.38 1 0.42W1> 15 10 0.28 (L/1074) 238.88 1 0.42W1> 15 11 -0.11 (L/2647) 262.38 2 0.42<W2 15 12 0.72 (L/418) 290.38 1 0.42W1> 16 1 0.03 (L/3551) 5.00 1 0.42W1> 17 1 0.03 (L/3505) 5.00 1 0.42W 1> 18 1 0.07 (L/1791) 5.00 1 0.42W1> 19 1 0.74 (L/404) 12.00 1 0.42W 1> 19 2 0.14 (L/2134) 39.88 1 0.42W1> 19 3 0.31 (L/971) 63.38 1 0.42W1> 19 4 0.24 (L/1272) 88.38 1 0.42W1> 19 5 0.31 (L/960) 113.38 1 0.42W1> 19 6 0.23 (L/1320) 138.38 1 0.42W1> 19 7 0.31 (L/955) 163.38 1 0.42W1> 19 8 0.23 (L/1308) 188.38 1 0.42W1> 19 9 0.30 (L/986) 213.38 1 0.42W 1> 19 10 0.27 (L/1131) 238.88 1 0.42W1> 19 11 0.18 (L/1649) 262.38 1 0.42W 1> 19 12 0.73 (L/411) 290.38 1 0.42W 1> 20 1 - - - 21 1 - 22 1 - 23 1 - - - 24 1 0.00 (L/3876) 4.00 1 0.42W1> 25 1 0.00 (L/3689) 4.00 1 0.42W1> 26 1 0.00 (L/4611) 4.00 1 0.42W1> 27 1 0.00 (L/6129) 4.00 1 0.42W1> 28 1 - - - 29 1 - 30 1 - 31 1 - - - 32 1 0.00 (L/3956) 5.00 1 0.42W 1> 33 1 0.00 (L/4284) 5.00 1 0.42W 1> 34 1 0.00 (L/4284) 5.00 1 0.42W1> 35 1 0.00 (L/4613) 5.00 1 0.42W1> 36 1 0.00 (L/7010) 5.00 1 0.42W1> 37 1 - - - - 38 1 - 39 1 - 40 1 - - - 41 1 0.00 (L/0) 0.00 0 0.7E> 42 1 0.00 (L/7009) 4.00 1 0.42W 1> 43 1 0.00 (L/9190) 4.00 1 0.42W 1> 44 1 0.00 (L/4394) 4.00 1 0.42W 1> 45 1 0.00 (L/4071) 4.00 1 0.42W1> 46 1 0.00 (L/7882) 4.00 1 0.42W1> 47 1 - - - 48 1 - 49 1 - - - 50 1 0.07 (L/2195) 6.00 1 0.42W1> 51 1 - - - 52 1 1.15 (L/260 13.00 1 0.42W1> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 51 of 169 Welded Girt(Id=53,1) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53,1 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.38 53,1 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.88 1.37 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 53,1 1 3 0.00 -2.12 0.00 12.121 0.0 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0261 0.0884 53,1 2 3 -0.00 -2.12 0.00 12.121 0.0 1.03 0.17 0.16 0.07 0.38 OK->ClipLocalBuckling 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.00 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=53 1 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 52 of 169 Welded Girt(Id=53,2) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53,2 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.88 1.38 53,2 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 53,2 1 3 0.00 -2.12 0.00 12.121 0.0 1.03 0.17 0.16 0.07 0.38 OK->Cli LocalBucklin 0.0261 0.0884 53,2 2 3 -0.00 -2.12 0.04 12.121 0.0 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 -0.0 -159.0 0.0 15.1 158.2 122.3 1.00 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=53 2 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 53 of 169 Welded Girt(Id=53,3) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 8.00 0.3750 0.1644 12.00 12.00 12.45 329.2 55.00 55.00 SS SS 3P 25001 8.00 0.3750 0.1644 12.00 12.00 12.45 329.2 55.00 55.00 SS SS 3P Total Frame Weight=658.4 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53,3 1 ST 0.375 10.00 4.50 55 1.000 A325N/ST 3 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 53,3 2 ST 0.375 10.00 4.50 55 1.000 A325N/ST 3 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k k De . C % % % % in. in. 53,3 1 20 36.20 0.00 0.00 136.20 90.0 3.00 0.57 0.97 0.88 0.97 OK->Bearin t:Beam Web 0.1599 0.1326 53,3 2 20 -36.20 0.00 0.00 136.201 90.0 3.00 0.57 0.97 0.88 0.97 OK->Bearin t:Beam Web 0.1599 0.1326 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 10.42 12.00 20 36.2 0.0 0.0 53.6 498.1 354.4 0.68 25000 0.00 12.00 3 -2.1 32.2 0.07 25001 10.42 12.00 20 -36.2 0.0 0.0 53.6 498.1 354.4 0.68 25001 1 12.501 12.00 3 2.1 32.21 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 10.42 300.00 300.0 300.0 7.85 3.00 222.29 32.00 37.05 8.001 40.08 12.08 0.30 1081.27 1.00 1.00 1.08 0.98 1.00 25001 10.42 300.00 300.0 300.0 7.85 3.00 222.29 32.00 37.05 8.001 40.08 12.08 0.30 1081.27 1.00 1.00 1.08 0.98 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=53 3 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1853) 0.162 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 54 of 169 Welded Girt(Id=53,4) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53,4 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 53,4 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 53,4 1 3 -0.25 -2.12 0.00 12.131 6.8 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0900 53,4 2 3 0.25 -2.12 0.00 12.131 6.8 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0900 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=53 4 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 55 of 169 Welded Girt(Id=53,5) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53,5 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 53,5 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 53,5 1 5 -0.26 -2.12 0.00 12.131 6.9 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0900 53,5 2 5 0.26 -2.12 0.00 12.131 6.9 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0900 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=53 5 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 56 of 169 Welded Girt(Id=53,6) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53,6 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 53,6 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 53,6 1 5 -0.26 -2.12 0.00 12.141 7.0 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0900 53,6 2 5 0.26 -2.12 0.36 12.141 7.0 1.03 0.17 0.16 0.07 0.48 OK->ColumnWebRu ture 0.0263 0.0900 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 15 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 15 0.2 -159.0 0.0 161.4 159.2 122.3 1.00 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=53 6 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 57 of 169 Welded Girt(Id=53,7) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 8.00 0.3750 0.1644 12.00 12.00 12.45 329.2 55.00 55.00 SS SS 3P 25001 8.00 0.3750 0.1644 12.00 12.00 12.45 329.2 55.00 55.00 SS SS 3P Total Frame Weight=658.4 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53,7 1 ST 0.375 10.00 4.50 55 1.000 A325N/ST 3 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 53,7 2 ST 0.375 10.00 4.50 55 1.000 A325N/ST 3 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k k De . C % % % % in. in. 53,7 1 20 36.14 0.00 0.00 136.14 90.0 3.00 0.57 0.97 0.88 0.97 OK->Bearin t:Beam Web 0.1596 0.1326 53,7 2 20 -36.14 0.00 0.00 136.141 90.0 3.00 0.57 0.97 0.88 0.97 OK->Bearin t:Beam Web 0.1596 0.1326 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 10.42 12.00 20 36.1 0.0 0.0 53.6 498.1 354.4 0.67 25000 0.00 12.00 3 -2.1 32.2 0.07 25001 10.42 12.00 20 -36.1 0.0 0.0 53.6 498.1 354.4 0.67 25001 1 12.501 12.00 3 2.1 32.21 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 10.42 300.00 300.0 300.0 7.85 3.00 222.29 32.00 37.05 8.001 40.08 12.08 0.30 1081.27 1.00 1.00 1.08 0.98 1.00 25001 10.42 300.00 300.0 300.0 7.85 3.00 222.29 32.00 37.05 8.001 40.08 12.08 0.30 1081.27 1.00 1.00 1.08 0.98 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=53 7 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1853) 0.162 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 58 of 169 Welded Girt(Id=53,8) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P Total Frame Weight=411.1 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53,8 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 53,8 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FO 3.91 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 53,8 1 3 -0.01 -2.12 0.00 12.121 0.4 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0261 0.0884 53,8 2 3 0.01 -2.12 0.00 12.121 0.4 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0261 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 9 -0.0 -159.0 0.0 15.1 158.2 122.3 1.00 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 9 -0.0 -159.0 0.0 15.1 158.2 122.3 1.00 250011 12.501 12.00 3 2.1 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=53 8 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1037) 0.289 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 59 of 169 Welded Girt(Id=53,9) Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.l Jt.2 25000 6.00 0.2500 0.1644 12.00 12.00 12.45 205.5 55.00 55.00 SS SS 3P 25001 6.00 0.2500 0.1644 12.00 12.00 11.83 195.1 55.00 55.00 SS SS 3P Total Frame Weight=400.6 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Ede Weld Beam Cope Mem. it. Type Thick. Height Length Fy Diam. Sec/Jt. Bolts Rows Gage I Pitch V Size Side C Depth Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 53,9 1 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 FO 3.91 1.50 53,9 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 1 3.00 2.50 2-0.1250 FI 4.25 0.25 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment I I Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % ova ova ova in. in. 53,9 1 3 -0.00 -2.14 0.00 12.141 0.1 1.03 0.17 0.16 0.07 0.47 OK->ColumnWebRu ture 0.0264 0.0884 53,9 2 3 0.00 -2.18 0.00 12.181 0.1 1.03 0.18 0.16 0.06 0.38 OK->ClipLocalBuckling 0.0269 0.1875 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 25000 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 25/0/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 12.50 12.00 9 -0.0 -161.8 0.0 15.1 158.1 122.3 1.02 25000 0.00 12.00 3 -2.1 31.5 0.07 25001 0.00 12.00 9 -0.0 -161.8 0.0 15.1 158.1 122.3 1.02 250011 12.501 12.00 3 2.21 31.51 0.07 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 12.50 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 25001 0.00 300.00 300.0 300.0 4.89 1.50 124.40 9.00 20.73 3.001 23.06 4.58 0.08 310.79 1.14 1.00 1.11 0.92 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H I Def V Application Description 1 System 1.000 90 90 0.42 Wl> Wl> 2 System 1.000 90 90 0.42<W2 <W2 3 System 1.000 90 90 0.5 E> E> 4 System 1.000 90 90 0.5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt d=53 9 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (L/1018) 0.295 25001 1 1 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 60 of 169 Roof:A J - Y Maximum Secondary Designs for Shape Unit 1-Bui ing on Side A Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Crab W Cs in. Bnd Shr Crab Wep Cs Bnd Shr Crab Wep Cs in. 1,1 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.92 0.00 0.00 0.00 2 0.80 0.29 0.99 0.92 2 46.5 1,2 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.80 0.25 0.99 0.92 2 34.5 0.87 0.39 0.80 0.00 2 0.59 0.24 0.81 0.82 2 34.5 1,3 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.25 0.81 0.82 2 34.5 1.02 0.45 0.93 0.00 2 0.72 0.31 0.98 0.99 2 34.5 1,4 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 22.5 0.87 0.58 0.92 0.00 2 0.70 0.30 0.95 0.98 2 22.5 1,5 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.70 0.31 0.95 0.98 2 34.5 0.98 0.44 0.89 0.00 2 0.66 0.26 0.87 0.86 2 34.5 1,6 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.66 0.26 0.87 0.86 2 34.5 0.71 0.40 0.70 0.00 2 0.71 0.31 0.96 0.98 2 34.5 1,7 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.71 0.31 0.96 0.98 2 34.5 0.86 0.58 0.90 0.00 2 0.72 0.31 0.97 0.99 2 34.5 1,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.72 0.31 0.97 0.99 2 34.5 0.98 0.44 0.89 0.00 2 0.70 0.31 0.95 0.98 2 34.5 1,9 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.70 0.30 0.95 0.98 2 22.5 0.87 0.58 0.92 0.00 2 0.72 0.31 0.98 0.99 2 22.5 1,10 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 34.5 1.02 0.45 0.93 0.00 2 0.59 0.25 0.81 0.82 2 34.5 1,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.24 0.81 0.82 2 34.5 0.87 0.39 0.80 0.00 2 0.80 0.25 0.99 0.92 2 34.5 1,12 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.80 0.29 0.99 0.92 2 46.5 0.92 0.00 0.90 0.00 2 2,1 26.00 8.500.068 Z Con-60.0 Yes 46.5 0.80 0.00 0.00 0.00 2 0.70 0.28 0.89 0.85 2 46.5 2,2 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.70 0.25 0.89 0.85 2 34.5 0.64 0.35 0.84 0.00 69 0.52 0.26 0.75 0.81 2 34.5 2,3 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.52 0.27 0.75 0.81 2 22.5 0.53 0.36 0.72 0.00 69 0.50 0.21 0.67 0.68 2 22.5 2,4 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.50 0.20 0.67 0.68 2 34.5 0.60 0.22 0.73 0.00 69 0.44 0.17 0.59 0.59 2 34.5 2,5 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.44 0.17 0.59 0.59 2 16.5 0.67 0.28 0.85 0.00 69 0.51 0.23 0.71 0.73 2 16.5 2,6 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.51 0.23 0.71 0.73 2 16.5 0.81 0.41 1.02 0.00 69 0.56 0.28 0.80 0.85 2 16.5 2,7 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.56 0.28 0.80 0.85 2 16.5 0.99 0.50 0.93 0.00 2 0.56 0.28 0.80 0.85 2 16.5 2,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.56 0.28 0.80 0.85 2 16.5 0.99 0.49 0.93 0.00 2 0.48 0.20 0.65 0.67 2 16.5 2,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.48 0.20 0.65 0.67 2 34.5 0.73 0.27 0.65 0.00 2 0.50 0.20 0.67 0.68 2 34.5 2,10 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.50 0.21 0.67 0.68 2 22.5 0.53 0.36 0.84 0.00 77 0.52 0.27 0.59 0.00 2 22.5 2,11 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.52 0.26 0.58 0.00 2 34.5 0.64 0.35 0.96 0.00 77 0.70 0.25 0.74 0.00 2 34.5 2,12 26.00 8.500.068 Z Con-60.0 Yes 46.5 0.70 0.28 0.76 0.00 2 46.5 0.71 0.06 1.01 0.00 77 3,1 26.00 8.500.088 Z Con-60.0 Yes 46.5 0.62 0.04 0.97 0.00 37 0.68 0.20 0.81 0.72 2 46.5 3,2 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.68 0.18 0.81 0.72 2 34.5 0.73 0.33 1.00 0.00 37 0.64 0.28 0.90 0.94 2 34.5 3,3 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.64 0.30 0.90 0.94 2 22.5 0.70 0.48 1.01 0.00 37 0.67 0.27 0.90 0.90 2 22.5 3,4 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.67 0.27 0.90 0.90 2 34.5 0.73 0.29 0.98 0.00 37 0.60 0.23 0.80 0.79 2 34.5 3,5 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.60 0.23 0.80 0.79 2 34.5 0.58 0.33 0.85 0.00 37 0.58 0.20 0.74 0.72 2 34.5 3,6 25.00 8.500.079 ZS3 Con-60.0 Yes 34.5 0.58 0.20 0.74 0.72 2 34.5 0.15 0.06 0.69 0.00 80 0.61 0.23 0.81 0.80 2 34.5 3,7 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.61 0.23 0.81 0.80 2 22.5 0.84 0.58 0.89 0.00 2 0.70 0.31 0.96 0.98 2 22.5 3,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.70 0.31 0.96 0.98 2 34.5 0.99 0.44 0.90 0.00 2 0.61 0.23 0.80 0.79 2 34.5 3,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.61 0.23 0.80 0.79 2 34.5 1.02 0.37 0.90 0.00 2 0.54 0.18 0.70 0.68 2 34.5 3,10 25.00 8.50x0.079 ZS3 Con-60.0 Yes 34.5 0,54 0,19 0,70 0,68 2 16.5 0,10 0,05 0,59 0,00 80 0,50 0,20 0,54 0,00 2 16.5 3,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.50 0.18 0.53 0.00 2 34.5 1.01 0.42 0.91 0.00 2 0.81 0.25 0.85 0.00 2 34.5 3,12 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.81 0.29 0.86 0.00 2 46.5 0.98 0.08 0.85 0.00 2 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 61 of 169 4,1 26.00 8.50A.073 Z Con-60.0 Yes 46.5 0.98 0.08 0.85 0.00 2 0.75 0.26 0.92 0.85 2 34.5 4,2 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.75 0.23 0.92 0.85 2 34.5 1.00 0.35 0.87 0.00 2 0.59 0.25 0.82 0.85 2 34.5 4,3 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.26 0.82 0.85 2 16.5 0.85 0.59 0.91 0.00 2 0.67 0.27 0.90 0.90 2 16.5 4,4 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.67 0.27 0.90 0.90 2 34.5 1.02 0.37 0.90 0.00 2 0.60 0.23 0.80 0.79 2 34.5 4,5 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.60 0.23 0.80 0.79 2 34.5 0.72 0.40 0.71 0.00 2 0.50 0.13 0.51 0.00 2 34.5 4,6 25.00 8.500.098 Z Con-60.0 Yes 34.5 0.10 0.03 0.64 0.00 82 34.5 0.08 0.03 0.97 0.00 82 0.10 0.03 0.67 0.00 82 34.5 4,7 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.53 0.14 0.55 0.00 2 34.5 0.87 0.58 0.91 0.00 2 0.71 0.31 0.97 0.98 2 34.5 4,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.71 0.31 0.97 0.98 2 34.5 0.58 0.32 0.71 0.00 45 0.61 0.23 0.80 0.79 2 34.5 4,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.61 0.23 0.80 0.79 2 34.5 1.01 0.37 0.89 0.00 2 0.43 0.10 0.44 0.00 2 34.5 4,10 25.00 MOO.113 Z Con-60.0 Yes 34.5 0.09 0.02 0.65 0.00 82 16.5 0.07 0.00 0.98 0.00 82 0.07 0.02 0.61 0.00 82 16.5 4,11 25.00 8.500.079 Z Con-60.0 Yes 34.5 0.29 0.07 0.39 0.00 45 34.5 0.71 0.23 1.01 0.00 45 0.57 0.12 0.59 0.00 2 34.5 4,12 26.00 8.500.098 Z Con-60.0 Yes 46.5 0.47 0.11 0.69 0.00 45 34.5 0.56 0.03 0.96 0.00 45 5,1 26.00 10.000.113 EZ Sim-60.0 Yes 0.0 0.42 0.01 0.54 0.00 37 5,2 25.00 10.00A.113 EZ Sim-60.0 Yes 0.0 0.39 0.01 0.51 0.00 37 5,3 25.00 10.00A.113 EZ Sim-60.0 Yes 0.0 0.39 0.01 0.51 0.00 37 5,4 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.68 0.00 37 5,5 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.70 0.00 80 5,6 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.57 0.00 0.00 0.00 2 5,7 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.57 0.00 45 5,8 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.57 0.00 45 5,9 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.57 0.00 45 5,10 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.57 0.00 0.00 0.00 2 5,11 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.84 0.00 82 5,12 26.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.75 0.00 45 Maximum Sec ndary Deflections for Shape Unit 1-Building on Side A Design Id I Segment Deflection in. Ratio Location ft Load Case Description 1 1 -1.41 (L/212) 11.50 2 LOSMS 1 2 -0.20 (L/1476) 39.88 2 LOSMS 1 3 -0.61 (L/493) 62.88 2 LOSMS 1 4 -0.58 (L/516) 88.38 2 LOSMS 1 5 -0.52 (L/577) 113.38 2 LOSMS 1 6 -0.50 (L/598) 138.38 2 LOSMS 1 7 -0.57 (L/526) 163.38 2 LOSMS 1 8 -0.52 (L/582) 188.38 2 LOSMS 1 9 -0.58 (L/516) 213.38 2 LOSMS 1 10 -0.61 (L/489) 238.88 2 LOSMS 1 11 -0.20 (L/1493) 262.38 2 LOSMS 1 12 -1.43 (L/210) 290.38 2 LOSMS 2 1 -1.14 (L/262) 11.50 2 LOSMS 2 2 -0.18 (L/1665) 39.88 2 LOSMS 2 3 -0.53 (L/567) 63.38 2 LOSMS 2 4 -0.32 (L/932) 88.38 2 LOSMS 2 5 -0.43 (L/696) 113.38 2 LOSMS 2 6 -0.49 (L/611) 138.38 2 LOSMS 2 7 -0.49 (L/609) 163.38 2 LOSMS 2 8 -0.49 (L/615) 188.38 2 LOSMS 2 9 -0.32 (L/942) 213.38 2 LOSMS 2 10 -0.53 (L/564) 238.88 2 LOSMS 2 11 -0.18 (L/1668) 262.38 2 LOSMS 2 12 -1.15 (L/260) 290.38 2 LOSMS 3 1 -1.19 (L/251) 11.50 2 LOSMS 3 2 -0.22 (L/1354) 39.38 2 LOSMS 3 3 -0.70 (L/426) 63.38 2 LOSMS 3 4 -0.44 (L/689) 88.38 2 LOSMS 3 5 -0.52 (L/582) 113.38 2 LOSMS 3 6 -0.42 (L/717) 138.38 2 LOSMS 3 7 -0.61 (L/493) 163.38 2 LOSMS 3 8 -0.52 (L/580) 188.38 2 LOSMS 3 9 -0.44 (L/678) 213.38 2 LOSMS 3 10 -0.58 (L/518) 238.88 2 LOSMS 3 11 -0.23 (L/1326) 262.38 2 LOSMS 3 12 -1.42 (L/212) 290.38 2 LOSMS 4 1 -1.43 (L/210) 11.50 2 LOSMS 4 2 -0.18 (L/1702) 39.88 2 LOSMS 4 3 -0.73 (L/413) 63.38 2 LOSMS 4 4 -0.44 (L/680) 88.88 2 LOSMS File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 62 of 169 4 5 -0.51 (L/583) 113.38 2 LOSMS 4 6 -0.33 (L/918) 138.38 2 LOSMS 4 7 -0.57 (L/526) 163.38 2 LOSMS 4 8 -0.51 (L/592) 188.38 2 LOSMS 4 9 -0.46 (L/657) 213.38 2 LOSMS 4 10 -0.41 (L/726) 238.88 2 LOSMS 4 11 0.22 (L/1379) 262.38 2 LOSMS 4 12 -1.09 (L/275) 289.88 2 LOSMS 5 1 -0.66 (L/457) 13.50 2 LOSMS 5 2 -0.66 (L/455) 38.50 2 LOSMS 5 3 -0.66 (L/455) 63.50 2 LOSMS 5 4 -0.94 (L/320) 88.50 2 LOSMS 5 5 -0.94 (L/320) 113.50 2 LOSMS 5 6 -0.94 (L/320) 138.50 2 LOSMS 5 7 -0.94 (L/320) 163.50 2 LOSMS 5 8 -0.94 (L/320) 188.50 2 LOSMS 5 9 -0.94 (L/320) 213.50 2 LOSMS 5 10 -0.94 (L/320) 238.50 2 LOSMS 5 11 -0.94 (L/320) 263.50 2 LOSMS 5 12 -0.93 L/322 288.50 2 LOSMS Purlin Anchor a a Forces for Shape Unit 1-Buildin ,Roof A,Panel Type is MR24 Pitch= 0.750:12 AR Clip if re 'd-EPC3 Bay Thickness Load(psfl Ld Case #Purlins Length Simple? Diaphragm Allowable Defl Actual Dell Width 1 0.073 -29.15 2 13 26.00 N 65.63 1.733 0.786 2 0.073 -29.15 2 13 25.00 N 65.63 1.667 0.602 3 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.594 4 0.060 -29.15 2 13 25.00 N 65.63 1.667 0.605 5 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 6 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 7 0.060 -29.15 2 13 25.00 N 65.63 1.667 0.605 8 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.588 9 0.060 -29.15 2 13 25.00 N 65.63 1.667 0.605 10 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 11 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.592 12 0.073 -29.15 2 13 26.00 N 65.63 1.733 0.784 Reference Located @ Force per Anch. Force per Anch.Allow Req'd AR Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line Line(k) Anchor Anchors AR,STD Stiffness Stiffness Allow Shr Stress Ratio 1(0.00) Frame 0.28U 0.021J (k) 0.16 0 0,0 1.338 5.850 0.069 0.003 0.048 BR.1 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.3 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 2(26.00) Frame 0.331J 0.021J (k) 0.32 0 0,0 1.564 15.777 0.069 0.003 0.044 BR.1 0.11T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.11T(in-k) 4.35 1 1,0 0.069 0.000 0.000 3(51.00) Frame 0.191J O.OlU (k) 0.30 0 0,0 0.913 14.455 0.069 0.002 0.022 BR.1 0.11T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 4(76.00) Frame 0.441J 0.021J (k) 0.25 0 0,0 2.054 11.385 0.069 0.003 0.048 BR.1 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 5(101.00) Frame 0.431J 0.021J (k) 0.25 0 0,0 2.031 11.385 0.069 0.003 0.047 BR.1 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 6(126.00) Frame 0.261J O.OIU (k) 0.18W 0 0,3 1.224 12.844 0.069 0.001 0.020 BR.1 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 7(151.00) Frame 0.431J 0.021J (k) 0.17W 0 0,3 2.047 11.285 0.069 0.003 0.047 BR.1 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 8(176.00) Frame 0.431J 0.021J (k) 0.25 0 0,0 2.031 11.385 0.069 0.003 0.047 BR.1 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 9(201.00) Frame 0.441J 0.021J (k) 0.25 0 0,0 2.054 11.385 0.069 0.003 0.048 BR.1 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 63 of 169 10(226.00) Frame 0.43U 0.02U (k) 0.17W 0 0,3 2.023 11.285 0.069 0.003 0.047 13R.1 0.1 OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 13R.2 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 11(251.00) Frame 0.26U O.OIU (k) 0.18W 0 0,6 1.219 12.748 0.069 0.001 0.020 13R.1 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 13R.2 0.11T(in-k) 4.35 1 1,0 0.069 0.000 0.000 12(276.00) Frame 0.40U 0.02U (k) 0.19W 0 0,4 1.866 13.877 0.069 0.003 0.041 13R.1 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 13R.2 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 13R.3 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 13 302.00 Frame 0.29U 0.02U k 0.15W 0 0,4 1.366 6.242 0.069 0.003 0.050 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 64 of 169 Roof: B A I - Y FT Maximum Secondary Designs for Sha pe Unit 1-Bui ing on Side B Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Crab W Cs in. Bnd Shr Crab Wep Cs Bnd Shr Crab Wep Cs in. 1,1 26.00 8.50x0.073 Z Con-60.0 Yes 46.5 0.92 0.00 0.00 0.00 2 0.80 0.29 0.99 0.92 2 46.5 1,2 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.80 0.25 0.99 0.92 2 34.5 0.87 0.39 0.80 0.00 2 0.59 0.24 0.81 0.82 2 34.5 1,3 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.25 0.81 0.82 2 34.5 1.02 0.45 0.93 0.00 2 0.72 0.31 0.98 0.99 2 34.5 1,4 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 22.5 0.87 0.58 0.92 0.00 2 0.70 0.30 0.95 0.98 2 22.5 1,5 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.70 0.31 0.95 0.98 2 34.5 0.98 0.44 0.89 0.00 2 0.72 0.31 0.97 0.99 2 34.5 1,6 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.72 0.31 0.97 0.99 2 34.5 0.86 0.58 0.90 0.00 2 0.71 0.31 0.96 0.98 2 34.5 1,7 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.71 0.31 0.96 0.98 2 34.5 0.71 0.40 0.70 0.00 2 0.66 0.26 0.87 0.86 2 34.5 1,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.66 0.26 0.87 0.86 2 34.5 0.98 0.44 0.89 0.00 2 0.70 0.31 0.95 0.98 2 34.5 1,9 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.70 0.30 0.95 0.98 2 22.5 0.87 0.58 0.92 0.00 2 0.72 0.31 0.98 0.99 2 22.5 1,10 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 34.5 1.02 0.45 0.93 0.00 2 0.59 0.25 0.81 0.82 2 34.5 1,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.24 0.81 0.82 2 34.5 0.87 0.39 0.80 0.00 2 0.80 0.25 0.99 0.92 2 34.5 1,12 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.80 0.29 0.99 0.92 2 46.5 0.92 0.00 0.90 0.00 2 2,1 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.92 0.00 0.00 0.00 2 0.80 0.29 0.99 0.92 2 46.5 2,2 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.80 0.25 0.99 0.92 2 34.5 0.87 0.39 0.80 0.00 2 0.59 0.24 0.81 0.82 2 34.5 2,3 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.25 0.81 0.82 2 34.5 1.02 0.45 0.93 0.00 2 0.72 0.31 0.98 0.99 2 34.5 2,4 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 22.5 0.87 0.58 0.92 0.00 2 0.70 0.30 0.95 0.98 2 22.5 2,5 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.70 0.31 0.95 0.98 2 34.5 0.98 0.44 0.89 0.00 2 0.72 0.31 0.97 0.99 2 34.5 2,6 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.72 0.31 0.97 0.99 2 34.5 0.86 0.58 0.90 0.00 2 0.71 0.31 0.96 0.98 2 34.5 2,7 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.71 0.31 0.96 0.98 2 34.5 0.71 0.40 0.70 0.00 2 0.66 0.26 0.87 0.86 2 34.5 2,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.66 0.26 0.87 0.86 2 34.5 0.98 0.44 0.89 0.00 2 0.70 0.31 0.95 0.98 2 34.5 2,9 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.70 0.30 0.95 0.98 2 22.5 0.87 0.58 0.92 0.00 2 0.72 0.31 0.98 0.99 2 22.5 2,10 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.72 0.31 0.98 0.99 2 34.5 1.02 0.45 0.93 0.00 2 0.59 0.25 0.81 0.82 2 34.5 2,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.24 0.81 0.82 2 34.5 0.87 0.39 0.80 0.00 2 0.80 0.25 0.99 0.92 2 34.5 2,12 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.80 0.29 0.99 0.92 2 46.5 0.92 0.00 0.90 0.00 2 3,1 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.70 0.28 0.97 0.00 77 0.64 0.25 0.81 0.77 2 46.5 3,2 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.64 0.22 0.81 0.77 2 22.5 0.63 0.35 0.95 0.00 77 0.51 0.26 0.75 0.81 2 22.5 3,3 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.51 0.27 0.75 0.81 2 22.5 0.60 0.38 0.92 0.00 77 0.50 0.21 0.67 0.68 2 22.5 3,4 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.50 0.20 0.67 0.68 2 34.5 0.73 0.27 0.65 0.00 2 0.48 0.20 0.65 0.67 2 34.5 3,5 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.48 0.20 0.65 0.67 2 16.5 0.99 0.49 0.93 0.00 2 0.56 0.28 0.80 0.85 2 16.5 3,6 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.56 0.28 0.80 0.85 2 16.5 0.99 0.50 0.93 0.00 2 0.56 0.28 0.80 0.85 2 16.5 3,7 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.56 0.28 0.80 0.85 2 16.5 0.81 0.41 1.02 0.00 69 0.56 0.28 0.80 0.85 2 16.5 3,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.56 0.28 0.80 0.85 2 16.5 0.81 0.40 1.02 0.00 69 0.48 0.20 0.65 0.67 2 16.5 3,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.48 0.20 0.65 0.67 2 34.5 0.60 0.22 0.73 0.00 69 0.50 0.20 0.67 0.68 2 34.5 3,10 25.00 8.50x0.060 Z Con-60.0 Yes 34.5 0,50 0,21 0,67 0,68 2 22.5 0,60 0,38 0,80 0,00 69 0.51 0.27 0.75 0,81 2 22.5 3,11 25.00 8.50x0.060 Z Con-60.0 Yes 34.5 0.51 0.26 0.75 0.81 2 22.5 0.63 0.35 0.83 0.00 69 0.64 0.22 0.81 0.77 2 22.5 3,12 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.64 0.25 0.81 0.77 2 46.5 0.86 0.34 0.77 0.00 2 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 65 of 169 4,1 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.92 0.00 0.00 0.00 2 0.81 0.29 0.99 0.92 2 46.5 4,2 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.81 0.25 0.99 0.92 2 34.5 1.01 0.42 0.90 0.00 2 0.50 0.18 0.67 0.68 2 34.5 4,3 25.00 8.500.079 ZS3 Con-60.0 Yes 34.5 0.50 0.20 0.67 0.68 2 16.5 0.10 0.05 0.62 0.00 80 0.54 0.19 0.70 0.68 2 16.5 4,4 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.54 0.19 0.70 0.68 2 34.5 1.02 0.37 0.90 0.00 2 0.56 0.21 0.74 0.73 2 34.5 4,5 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.56 0.21 0.74 0.73 2 16.5 0.95 0.37 0.85 0.00 2 0.55 0.21 0.73 0.73 2 16.5 4,6 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.55 0.21 0.73 0.73 2 16.5 0.95 0.37 0.85 0.00 2 0.49 0.15 0.62 0.59 2 16.5 4,7 25.00 8.500.088 ZS3 Con-60.0 Yes 34.5 0.49 0.15 0.62 0.59 2 34.5 0.15 0.04 0.64 0.00 80 0.52 0.16 0.66 0.62 2 34.5 4,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.52 0.16 0.66 0.62 2 16.5 0.57 0.33 0.80 0.00 69 0.59 0.23 0.79 0.79 2 16.5 4,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.59 0.23 0.79 0.79 2 34.5 0.79 0.30 1.02 0.00 69 0.62 0.23 0.82 0.80 2 34.5 4,10 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.62 0.24 0.82 0.80 2 22.5 0.59 0.33 0.82 0.00 69 0.59 0.25 0.80 0.82 2 22.5 4,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.59 0.24 0.80 0.82 2 34.5 0.73 0.33 0.97 0.00 69 0.68 0.18 0.81 0.72 2 34.5 4,12 26.00 8.500.088 Z Con-60.0 Yes 46.5 0.68 0.20 0.81 0.72 2 46.5 0.62 0.04 0.93 0.00 69 5,1 26.00 8.500.098 Z Con-60.0 Yes 46.5 0.55 0.03 0.95 0.00 77 0.48 0.12 0.70 0.45 77 46.5 5,2 25.00 8.500.079 Z Con-60.0 Yes 34.5 0.59 0.12 0.66 0.55 2 34.5 0.63 0.22 0.93 0.00 77 0.29 0.07 0.39 0.00 77 34.5 5,3 25.00 8.50x0.113 Z Con-60.0 Yes 34.5 0.07 0.02 0.62 0.00 82 16.5 0.09 0.02 1.02 0.00 82 0.09 0.02 0.66 0.00 82 16.5 5,4 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.43 0.10 0.44 0.00 2 22.5 1.00 0.37 0.89 0.00 2 0.56 0.21 0.74 0.73 2 22.5 5,5 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.56 0.21 0.74 0.73 2 34.5 0.85 0.35 0.77 0.00 2 0.66 0.27 0.89 0.89 2 34.5 5,6 25.00 8.500.060 Z Con-60.0 Yes 34.5 0.66 0.27 0.89 0.89 2 34.5 0.87 0.58 0.91 0.00 2 0.53 0.14 0.54 0.00 2 34.5 5,7 25.00 8.500.098 Z Con-60.0 Yes 34.5 0.10 0.03 0.68 0.00 82 34.5 0.08 0.03 0.99 0.00 82 0.10 0.03 0.65 0.00 82 34.5 5,8 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.50 0.13 0.51 0.00 2 34.5 0.98 0.44 0.89 0.00 2 0.60 0.23 0.79 0.79 2 34.5 5,9 25.00 8.500.073 Z Con-60.0 Yes 34.5 0.60 0.23 0.79 0.79 2 22.5 1.00 0.37 0.89 0.00 2 0.61 0.23 0.80 0.80 2 22.5 5,10 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.61 0.24 0.80 0.80 2 16.5 0.99 0.45 0.91 0.00 2 0.58 0.25 0.80 0.82 2 16.5 5,11 25.00 8.500.068 Z Con-60.0 Yes 34.5 0.58 0.24 0.80 0.82 2 34.5 1.03 0.42 0.92 0.00 2 0.81 0.25 0.99 0.92 2 34.5 5,12 26.00 8.500.073 Z Con-60.0 Yes 46.5 0.81 0.29 0.99 0.92 2 46.5 0.92 0.00 0.90 0.00 2 6,1 26.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.75 0.00 77 6,2 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.81 0.00 82 6,3 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.57 0.00 0.00 0.00 2 6,4 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.57 0.00 77 6,5 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.57 0.00 77 6,6 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.57 0.00 77 6,7 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.57 0.00 0.00 0.00 2 6,8 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.95 0.00 80 6,9 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.84 0.00 80 6,10 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.13 0.00 0.73 0.00 80 6,11 25.00 10.000.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 0.67 0.00 69 6,12 26.00 10.00xO.079 EZ Sim-60.0 Yes 0.0 0.47 0.00 10.67 0.00 69 Maximum See ndary Deflections for Shape Unit 1-Building on Side B Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 1.41 (L/212) I I 2 LOSMS 1 2 -0.20 (L/1476) 39.88 2 LOSMS 1 3 -0.61 (L/493) 62.88 2 LOSMS 1 4 -0.58 (L/516) 88.38 2 LOSMS 1 5 -0.52 (L/579) 113.38 2 LOSMS 1 6 -0.57 (L/525) 138.38 2 LOSMS 1 7 -0.50 (L/598) 163.38 2 LOSMS 1 8 -0.52 (L/580) 188.38 2 LOSMS 1 9 -0.58 (L/516) 213.38 2 LOSMS 1 10 -0.61 (L/489) 238.88 2 LOSMS 1 11 -0.20 (L/1494) 262.38 2 LOSMS 1 12 -1.43 (L/210) 290.38 2 LOSMS 2 1 -1.41 (L/212) 11.50 2 LOSMS 2 2 -0.20 (L/1476) 39.88 2 LOSMS 2 3 -0.61 (L/493) 62.88 2 LOSMS 2 4 -0.58 (L/516) 88.38 2 LOSMS 2 5 -0.52 (L/579) 113.38 2 LOSMS 2 6 -0.57 (L/525) 138.38 2 LOSMS 2 7 -0.50 (L/598) 163.38 2 LOSMS 2 8 -0.52 (L/580) 188.38 2 LOSMS 2 9 -0.58 (L/516) 213.38 2 LOSMS 2 10 -0.61 (L/489) 238.88 2 LOSMS 2 11 -0.20 (L/1494) 262.38 2 LOSMS 2 12 -1.43 (L/210) 290.38 2 LOSMS 3 1 -1.06 (L/283) 11.50 2 LOSMS 3 2 -0.22 (L/1375) 39.38 2 LOSMS 3 3 -0.53 (L/564) 63.38 2 LOSMS 3 4 -0.32 (L/947) 88.38 2 LOSMS File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 66 of 169 3 5 -0.48 (L/620) 113.38 2 LOSMS 3 6 -0.49 (L/609) 138.38 2 LOSMS 3 7 -0.49 (L/609) 163.38 2 LOSMS 3 8 -0.49 (L/615) 188.38 2 LOSMS 3 9 -0.32 (L/943) 213.38 2 LOSMS 3 10 -0.53 (L/565) 238.88 2 LOSMS 3 11 0.22 (L/1370) 262.38 2 LOSMS 3 12 -1.07 (L/280) 290.38 2 LOSMS 4 1 -1.40 (L/214) 11.50 2 LOSMS 4 2 -0.23 (L/1328) 39.88 2 LOSMS 4 3 -0.57 (L/523) 63.38 2 LOSMS 4 4 -0.46 (L/659) 88.38 2 LOSMS 4 5 -0.53 (L/561) 113.38 2 LOSMS 4 6 -0.53 (L/570) 138.38 2 LOSMS 4 7 -0.38 (L/782) 163.38 2 LOSMS 4 8 -0.57 (L/531) 188.38 2 LOSMS 4 9 -0.45 (L/666) 213.38 2 LOSMS 4 10 -0.63 (L/475) 238.88 2 LOSMS 4 11 -0.23 (L/1296) 262.38 2 LOSMS 4 12 -1.20 (L/250) 290.38 2 LOSMS 5 1 -1.06 (L/283) 11.50 2 LOSMS 5 2 -0.21 (L/1432) 39.88 2 LOSMS 5 3 -0.41 (L/725) 62.88 2 LOSMS 5 4 -0.49 (L/613) 88.38 2 LOSMS 5 5 -0.47 (L/638) 113.38 2 LOSMS 5 6 -0.57 (L/529) 138.38 2 LOSMS 5 7 -0.33 (L/922) 163.38 2 LOSMS 5 8 -0.52 (L/578) 188.38 2 LOSMS 5 9 -0.48 (L/627) 213.38 2 LOSMS 5 10 -0.67 (L/445) 238.88 2 LOSMS 5 11 -0.21 (L/1411) 262.38 2 LOSMS 5 12 -1.42 (L/211) 290.38 2 LOSMS 6 1 -0.93 (L/322) 13.50 2 LOSMS 6 2 -0.94 (L/320) 38.50 2 LOSMS 6 3 -0.94 (L/320) 63.50 2 LOSMS 6 4 -0.94 (L/320) 88.50 2 LOSMS 6 5 -0.94 (L/320) 113.50 2 LOSMS 6 6 -0.94 (L/320) 138.50 2 LOSMS 6 7 -0.94 (L/320) 163.50 2 LOSMS 6 8 -0.94 (L/320) 188.50 2 LOSMS 6 9 -0.94 (L/320) 213.50 2 LOSMS 6 10 -0.94 (L/320) 238.50 2 LOSMS 6 11 -0.94 (L/320) 263.50 2 LOSMS 6 12 -0.93 L/322 288.50 2 LOSMS Purlin Anchora a Forces for Sha a Unit 1-Buildin ,Roof B,PanelType is MR24 Pitch= 0.750:12 AR Cli if re 'd-EPC3 Bay Thickness Load(psfl Ld Case #Purlms Length Simple? Diaphragm Allowable Dell Actual Dell Width 1 0.073 -29.15 2 13 26.00 N 65.63 1.733 0.785 2 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.594 3 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 4 0.060 -29.15 2 13 25.00 N 65.63 1.667 0.605 5 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.588 6 0.060 -29.15 2 13 25.00 N 65.63 1.667 0.605 7 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 8 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 9 0.060 -29.15 2 13 25.00 N 65.63 1.667 0.605 10 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.591 11 0.068 -29.15 2 13 25.00 N 65.63 1.667 0.593 12 0.073 -29.15 2 13 26.00 N 65.63 1.733 0.785 Reference Located @ Force per Anch. Force per Anch.Allow Req'd AR Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line Line k Anchor Anchors AR,STD Stiffness Stiffness Allow Shr Stress Ratio l(0.00) Frame 0.28U 0.02U (k) 0.16 0 0,0 1.338 5.850 0.069 0.003 0.048 BR.1 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.3 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 67 of 169 2(26.00) Frame 0.41U 0.02U (k) 0.30 0 0,0 1.906 14.453 0.069 0.003 0.042 13R.1 0.11T(in-k) 4.35 1 1,0 0.069 0.000 0.000 13R.2 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 3(51.00) Frame 0.26U O.OIU (k) 0.18W 0 0,3 1.224 12.844 0.069 0.001 0.020 13R.1 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 13R.2 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 4(76.00) Frame 0.43U 0.02U (k) 0.17W 0 0,3 2.047 11.285 0.069 0.003 0.047 BR.1 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 5(101.00) Frame 0.43U 0.02U (k) 0.25 0 0,0 2.031 11.385 0.069 0.003 0.047 BR.1 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 6(126.00) Frame 0.44U 0.02U (k) 0.25 0 0,0 2.054 11.385 0.069 0.003 0.048 BR.1 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 7(151.00) Frame 0.43U 0.02U (k) 0.17W 0 0,3 2.023 11.285 0.069 0.003 0.047 BR.1 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 8(176.00) Frame 0.26U O.OIU (k) 0.18W 0 0,3 1.224 12.844 0.069 0.001 0.020 BR.1 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 9(201.00) Frame 0.44U 0.02U (k) 0.25 0 0,0 2.054 11.385 0.069 0.003 0.048 BR.1 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.14T(in-k) 4.35 1 1,0 0.069 0.000 0.000 10(226.00) Frame 0.43U 0.02U (k) 0.25 0 0,0 2.031 11.385 0.069 0.003 0.047 BR.1 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.IOT(in-k) 4.35 1 1,0 0.069 0.000 0.000 11(251.00) Frame 0.26U O.OIU (k) 0.28 0 0,0 1.239 13.132 0.069 0.001 0.021 BR.1 0.1OT(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.11T(in-k) 4.35 1 1,0 0.069 0.000 0.000 12(276.00) Frame 0.40U 0.02U (k) 0.30 0 0,0 1.895 14.453 0.069 0.003 0.042 BR.1 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.2 0.24T(in-k) 4.35 1 1,0 0.069 0.000 0.000 BR.3 0.24T(in-k 1 1,0 0.069 0.000 0.000 13 302.00 Frame 0.28U 0.02U k 0.16 0 0,0 1.338 5.850 0.069 0.003 0.048 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 68 of 169 Framing-Summary Report 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:S 1:41.80%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 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Precast Concrete Wall Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels 1 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 69 of 169 Wall: 4,Frame at: 1/0/0 - Frame Cross Section:13.8 �A A.4 �� 65-6 B.J1Cap 5g.7 Q m m m mm m m m LL GFB 2)GFB 1 GFB El I (2)GFB Ci GFB FB 2)GFB )GFB GFB )GFB (2)GFB GFB Y 0 M X Dimension Key 1 8 1/2" 2 2 @ 4'-0" 3 3'-101/2" 4 F-1" 5 2 @ 4'-9 5/16" 6 4'-0" 7 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX001)and 15(CX002):125'-8 13/16" Horiz.Clearance between members 1(CX001)and 16(CX002):125'-9" Horiz.Clearance between members 2(CX001)and 15(CX002):125'-8 5/8" Horiz.Clearance between members 2(CX001)and 16(CX002):125'-8 13/16" Vert.Clearance at member 2(CX001):28'-7 11/16" Vert.Clearance at member 15(CX002):28'-8 5/16" Vert.Clearance at member 17(EPX001):3 F-2 15/16" Vert.Clearance at member 18(EPX002):33'-4 7/16" Vert.Clearance at member 19(EPX003):34'-0 3/8" Vert.Clearance at member 20(EPX004):32'-11 9/16" Vert.Clearance at member 21(EPX005):3 F-1 1/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 70 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle Group Trib.Override Design Status 1/0/0 1 13/6/0 jEndwall Frame @ FEW 90.0000 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 1 and 2) 6 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 2 and 3) 7 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 3 and 4) 8 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 4 and 5) 9 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 5 and 6) 10 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 11 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 12 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 13 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 14 System 1.000 1.0D+1.0CG+0.6W1> D+CG+Wl> 15 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 16 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 17 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 18 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 19 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 20 System 1.000 0.6 MW MW-Wall:1 21 System 1.000 0.6 MW MW-Wall:2 22 System 1.000 0.6 MW MW-Wall:3 23 System 1.000 0.6 MW MW-Wall:4 24 System 1.000 0.6 D+0.6 CU+0.6 W 1> D+CU+W 1> 25 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 26 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 27 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 28 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 29 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1> D+CG+L+W 1> 31 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 32 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 33 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 34 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 35 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 37 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 38 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 39 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 40 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 41 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 42 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 43 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 44 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 45 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 46 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 47 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 48 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 49 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 50 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 51 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 52 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 53 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi it.l R.2 1 6.00 0.2500 0.1644 18.00 18.00 20.00 415.5 55.00 55.00 BP SS 3P 2 6.00 0.3750 0.1644 18.00 18.00 11.21 296.9 55.00 55.00 SS KN 3P 3 5.00 0.3125 0.1644 29.00 18.00 14.30 324.8 55.00 55.00 KN SS 3P File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 71 of 169 4 5.00 0.2500 0.1345 18.00 18.00 10.78 178.1 55.00 55.00 SS SS 3P 5 5.00 0.2500 0.1345 18.00 11.00 11.72 182.1 55.00 55.00 SS SP 3P 6 5.00 0.3125 0.1345 11.00 11.00 13.03 207.7 55.00 55.00 SP SS 3P 7 5.00 0.3125 0.1345 11.00 11.00 10.05 161.8 55.00 55.00 SS SP 3P 8 5.00 0.1875 0.1345 11.00 14.71 5.03 67.8 55.00 55.00 SP SS 3P 9 5.00 0.1875 0.1345 14.71 11.00 5.00 67.4 55.00 55.00 SS SP 3P 10 5.00 0.3125 0.1345 11.00 11.00 16.60 262.5 55.00 55.00 SP SS 3P 11 5.00 0.3125 0.1345 11.00 11.00 11.39 182.4 55.00 55.00 SS SP 3P 12 5.00 0.3125 0.1345 11.00 18.00 9.35 166.1 55.00 55.00 SP SS 3P 13 5.00 0.3125 0.1345 18.00 18.00 11.27 209.4 55.00 55.00 SS SS 3P 14 5.00 0.3125 0.1644 18.00 29.00 11.30 242.1 55.00 55.00 SS KN 3P 15 6.00 0.3750 0.1644 28.00 28.00 11.21 374.2 55.00 55.00 SS KN 3P 16 6.00 0.3125 0.1644 12.00 28.00 20.00 482.8 55.00 55.00 BP SS 3P 17 8.00 0.2500 0.1644 11.00 11.00 31.25 629.1 55.00 55.00 BP SS 3P 18 6.00 0.2500 0.1644 11.00 11.00 33.37 553.7 55.00 55.00 BP SS 3P 19 6.00 0.2500 0.1644 11.00 11.00 34.03 564.1 55.00 55.00 BP SS 3P 20 8.00 0.2500 0.1644 11.00 11.00 32.97 663.1 55.00 55.00 BP SS 3P 21 8.00 0.2500 0.1644 11.00 11.00 31.09 626.5 55.00 55.00 BP SS 3P Total Frame Weight=6858.0 (p) (Includes all plates) Frame Member Releases Member I Joint 1 Joint 2 17 No Yes 18 No Yes 19 No Yes 20 No Yes 21 No Yes Boundary Condition Summa Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 16 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 17 25/4/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 18 501010 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 19 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 20 87/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 21 108/2/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:13.8 Type Exterior Column Interior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 25/4/0 501010 65/6/0 87/6/0 Gridl-Grid2 13.8-A A.4-14 A.7-14 B-14 B.5-14 Base Plate W x L(in.) 8X19 9X12 8X12 8X12 9X12 Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Hz I Vy Hx Hz I V D Frm 0.04 1.27 1.88 1.30 1.30 1.51 CG Frm 0.03 0.47 1.12 0.75 0.76 0.85 L> Frm 0.16 2.73 6.53 4.64 4.81 5.24 <L Frm 0.16 2.73 6.53 4.64 4.81 5.24 ASL^ Frm - -0.38 3.62 2.66 2.71 2.85 ^ASL Frm 0.15 3.11 2.91 1.98 2.09 2.39 SMS> Frm 0.22 3.92 9.35 6.24 6.30 7.12 <SMS Frm 0.22 3.92 9.35 6.24 6.30 7.12 US1* Frm 0.06 0.60 1.36 0.42 3.97 5.58 *US 1 Frm 0.07 1.76 4.76 5.52 2.61 0.91 Wl> Frm -3.56 -6.77 9.43 -10.86 8.01 -9.00 7.66 -5.63 8.41 -4.91 <Wl Frm 3.89 -1.58 -8.48 -8.16 -7.21 -3.85 -6.89 -6.98 -7.56 -9.77 W2> Frm -5.05 -4.60 - -7.90 - -6.60 - -3.60 - -2.18 <W2 Frm 2.40 0.59 -5.20 -1.45 -4.94 -7.03 WPL Frm 2.51 -4.57 -5.62 -4.45 -6.32 -9.45 WPR Frm 2.83 -6.01 -11.52 -8.53 -5.31 -5.37 MW Frm - - - - - - MW Frm 1.04 1.88 -1.59 0.38 -0.39 -0.22 MW Frm - - - - - - File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 72 of 169 MW Frm -3.72 -0.65 0.58 -0.32 -0.18 0.29 CU Frm - - - - - - L Frm 0.16 2.73 6.53 4.64 4.81 5.24 S Frm 0.11 1.86 4.45 2.97 3.00 3.39 E> Frm -1.36 -2.23 0.26 1.90 0.22 -0.48 3.25 0.27 6.04 0.28 EG+ Frm 0.01 0.21 - 0.50 - 0.33 - 0.33 - 0.38 <E Frm 1.36 2.23 0.26 -1.90 0.22 0.48 -3.25 -0.27 -6.04 -0.28 EG- Frm -0.01 -0.21 - -0.50 - -0.33 - -0.33 - -0.38 SMS Frm 0." 3.92 9.35 6.24 6.30 7.12 Type Interior Column Exterior Column X-Loc 108/2/0 131/0/0 Gridl-Grid2 B.7-14 13.8-C Base Plate W x L(in.) 9 X 12 8 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx Hz Vy Hx V D Frm 1.65 -0.05 1.34 CG Frm 0.91 -0.03 0.45 L> Frm 5.57 -0.20 2.72 <L Frm 5.57 -0.20 2.72 ASL^ Frm 2.37 -0.20 3.05 ^ASL Frm 3.20 - -0.33 SMS> Frm 7.57 -0.27 3.79 <SMS Frm 7.57 -0.27 3.79 US1* Frm 3.47 -0.11 1.80 *US1 Frm 1.09 -0.05 0.56 Wl> Frm 8.16 -9.39 -5.24 1.09 <Wl Frm -7.35 -5.94 5.00 -9.19 W2> Frm - -7.13 -3.75 3.25 <W2 Frm -3.69 6.49 -7.04 WPL Frm -9.46 -2.93 -5.60 WPR Frm -3.91 -2.36 -4.83 MW Frm - - - MW Frm 2.44 4.72 -2.49 MW Frm - - - MW Frm -3.49 -2.01 3.77 CU Frm - - - L Frm 5.57 -0.20 2.72 S Frm 3.60 -0.13 1.80 E> Frm 6.02 -3.34 -5.19 3.60 EG+ Frm - 0.40 -0.01 0.20 <E Frm -6.02 3.34 5.19 -3.60 EG- Frm - -0.40 0.01 -0.20 SMS Frm 7.57 -0.27 3.79 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k k k k D 0.0 0.0 10.7 10.3 CG 0.0 0.0 5.3 5.3 L> 0.0 0.0 32.2 32.2 <L 0.0 0.0 32.2 32.2 ASL^ 0.0 0.2 16.9 16.9 ^ASL 0.0 0.1 15.4 15.4 SMS> 0.0 0.1 44.3 44.3 <SMS 0.0 0.1 44.3 44.3 USl* 0.0 0.1 17.2 17.2 *us1 0.0 0.0 17.2 17.2 Wl> 11.0 8.8 45.5 45.5 <WI 11.0 8.9 45.5 45.5 W2> 11.0 8.8 28.8 28.8 <W2 11.0 8.9 28.8 28.8 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 73 of 169 WPL 0.8 0.4 45.5 45.5 WPR 0.8 0.5 45.5 45.5 MW 0.0 0.0 0.0 0.0 MW 7.3 5.8 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 7.3 5.7 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 32.2 32.2 S 0.0 0.0 21.1 21.1 E> 8.5 6.5 0.0 0.0 EG+ 0.0 0.0 2.4 2.4 <E 8.5 6.5 0.0 0.0 EG- 0.0 0.0 2.4 2.4 SMS 0.0 0.1 44.3 44.3 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k 0/0/0 13.8-A 3.01 26 2.45 47 - - - - 3.30 24 5.79 47 25/4/0 A.4-14 - - - - 5.09 15 5.66 14 5.78 29 12.35 10 501010 A.7-14 - 4.32 15 4.81 14 4.62 24 8.29 10 65/6/0 B-14 5.69 47 5.69 46 3.41 25 8.36 10 87/6/0 B.5-14 10.57 47 10.57 46 4.96 25 9.49 10 108/2/0 B.7-14 10.54 47 10.54 46 5.13 48 10.12 10 131/0/0 13.8-C 9.18 46 9.06 49 - - - - 5.64 49 8.24 46 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 13.8-A 1 0.375 8 19 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 25/4/0 A.4-14 17 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 501010 A.7-14 18 0.375 8 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 B-14 19 0.375 8 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 87/6/0 B.5-14 20 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 108/2/0 B.7-14 21 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 13.8-C 16 0.375 8 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case Maximum Tension Case Maximum CompCase Maximum Bracin A Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load k k Case k) k Case k k Case k) k k Case 0/0/0 3.01 -1.98 26 2.50 -3.40 48 2.37 5.89 47 0 25/4/0 5.63 -3.49 14 0.01 -5.77 29 0.01 12.39 10 - - 0 501010 4.78 -3.30 14 4.77 -4.57 24 0.01 8.30 11 - - - 0 65/6/0 4.58 -1.28 14 4.11 -3.36 25 0.00 8.36 10 - - - 0 87/6/0 5.53 2.92 42 4.50 -4.91 25 0.00 9.49 10 - - - 0 108/2/0 5.56 6.11 43 0.11 -4.81 48 0.01 10.26 11 - - - 0 131/0/0 9.33 -4.80 47 9.29 -5.82 49 9.12 8.51 46 - - - 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.131 26 0.088 48 0 0 0.035 47 0.127 48 0.042 47 0.058 47 0.077 48 25/4/0 0.244 14 0.150 29 0 0 0.104 10 0.158 29 0.081 10 0.126 10 0.182 14 501010 0.207 14 0.119 24 0 0 0.078 11 0.157 24 0.093 11 0.102 11 0.156 24 65/6/0 0.199 14 0.088 25 0 0 0.079 10 0.116 25 0.093 10 0.103 10 0.149 14 87/6/0 0.240 42 0.128 25 0 0 0.080 10 0.134 25 0.062 10 0.096 10 0.180 42 108/2/0 0.241 43 0.125 48 0 0 0.086 11 0.131 48 0.067 11 0.104 11 0.179 43 131/0/0 0.405 47 0.151 49 0.169 49 0 0.074 46 0.213 49 0.088 46 0.110 46 0.281 49 Web Stiffener Summary File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 74 of 169 Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. (in.) (in. in. Description 2 1 S9 8.79 17.319 105.35 N/A N/A 0.1875 2.000 Both SP-BS-0.1875,W-BS-0.1250,F-OS-0.1250 4 1 S2 10.38 17.500 130.11 N/A N/A 0.1875 2.000 Far SP-OS-0.1250,W-OS-0.1250,F-OS-0.1250 6 1 S2 12.53 10.375 77.14 N/A N/A 0.1875 2.000 Both SP-OS-0.1250,W-OS-0.1250,F-OS-0.1250 8 1 S2 5.03 14.384 106.94 N/A N/A 0.1875 2.000 Both SP-OS-0.1250,W-OS-0.1250,F-OS-0.1250 11 1 S2 0.50 10.375 77.14 N/A N/A 0.1875 2.000 Both SP-OS-0.1250,W-OS-0.1250,F-OS-0.1250 13 1 S2 0.50 17.375 129.18 N/A N/A 0.1875 2.000 Both SP-OS-0.1250,W-OS-0.1250,F-OS-0.1250 15 1 S9 8.79 27.358 166.41 N/A N/A 0.2500 2.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions I Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Confi ration Pitches 1 st/2nd Confi ration Pitches 1 st/2nd No. No. in. in. in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.375 6.00 34.75 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 33 Extended 3.50/2.00 3 1 KN(Face) 0.375 6.00 34.75 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 33 Extended 3.50/2.00 5 2 SP 0.375 6.00 12.02 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 6 1 SP 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 7 2 SP 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 8 1 SP 0.375 6.00 12.02 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 9 2 SP 0.375 6.00 12.02 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 10 1 SP 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 11 2 SP 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 12 1 SP 0.375 6.00 12.02 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 14 2 KN(Face) 0.500 6.00 34.75 0.750 A325N/PT 3.00 31 Extended 3.50 31 Extended 3.50 15 2 KN(Face) 0.500 6.00 34.75 0.750 A325N/PT 3.00 31 Extended 3.50 31 Extended 3.50 17 2 CIP 0.375 8.00 11.50 0.750 A325N/PT 3.00 11 Flush 3.00 11 Flush(0) 3.00 18 2 CIP 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush 3.00 11 Flush 3.00 19 2 CIP 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush 3.00 11 Flush 3.00 20 2 CIP 0.375 8.00 12.00 0.750 A325N/PT 3.00 11 Flush 3.00 11 Flush 3.00 21 2 CIP 0.375 8.00 12.00 0.750 A325N/PT 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 51 -2.6 6.2 1075.2 AISC DG-16/Thin plate 0.402 0.063 0.983 0.485 0.718 0.053 0.959 0.631 3 1 51 -2.6 6.2 1075.2 AISC DG-16/Thin plate 0.402 0.063 0.983 0.485 0.718 0.053 0.959 0.631 5 2 29 3.4 0.2 69.1 AISC DG-16/Thin plate 0.294 0.005 0.471 0.000 0.000 0.008 0.959 0.516 6 1 29 3.4 0.2 69.1 AISC DG-16/Thin plate 0.294 0.005 0.471 0.000 0.000 0.008 0.959 0.516 7 2 3 -0.1 0.2 46.1 AISC DG-16/Thin plate 0.153 0.004 0.246 0.000 0.000 0.006 0.719 0.516 8 1 3 -0.1 0.2 46.1 AISC DG-16/Thin plate 0.153 0.004 0.246 0.000 0.000 0.006 0.719 0.516 9 2 25 1.7 1.0 36.4 AISC DG-16/Thin plate 0.152 0.021 0.247 0.000 0.000 0.034 0.516 0.516 10 1 25 1.7 1.0 36.4 AISC DG-16/Thin plate 0.152 0.021 0.247 0.000 0.000 0.034 0.516 0.516 11 2 25 1.0 0.3 54.2 AISC DG-16/Thin plate 0.200 0.007 0.322 0.000 0.000 0.011 0.719 0.516 12 1 25 1.0 0.3 54.2 AISC DG-16/Thin plate 0.200 0.007 0.322 0.000 0.000 0.011 0.719 0.516 14 2 50 -1.3 9.6 1566.8 AISC DG-16/Thin plate 0.763 0.130 0.967 0.398 0.588 0.092 0.941 0.631 15 2 50 -1.3 9.6 1566.8 AISC DG-16/Thin plate 0.763 0.130 0.967 0.398 0.588 0.092 0.941 0.631 17 2 24 5.4 5.4 49.5 AISC DG-16/Thin plate 0.265 0.110 0.424 0.000 0.000 0.177 0.959 0.631 18 2 24 4.6 4.7 26.2 AISC DG-16/Thin plate 0.171 0.095 0.274 0.000 0.000 0.154 0.959 0.631 19 2 24 2.6 4.4 33.2 AISC DG-16/Thin plate 0.159 0.090 0.254 0.000 0.000 0.146 0.959 0.631 20 2 24 2.1 4.9 27.4 AISC DG-16/Thin plate 0.129 0.100 0.207 0.000 0.000 0.161 0.959 0.631 21 2 52 7.5 6.9 62.1 AISC DG-16/Thin late 0.344 0.141 0.550 0.000 0.000 0.228 0.959 0.631 Inside Flan a Re uired Strength Stren Ratios Mem. A. Ld Axial Shear Moment Design Bolt Bolt tO.620 Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear YieldingRupture TearingWeld Weld 2 2 52 2.4 5.0 1051.2 AISC DG-16/Thin plate 0.327 0.041 0.485 0.718 0.032 0.959 0.631 3 1 52 2.4 5.0 1051.2 AISC DG-16/Thin plate 0.327 0.041 0.485 0.718 0.032 0.959 0.631 5 2 11 -0.4 0.7 117.4 AISC DG-16/Thin plate 0.387 0.015 0.000 0.000 0.024 0.959 0.516 6 1 11 -0.4 0.7 117.4 AISC DG-16/Thin plate 0.387 0.015 0.000 0.000 0.024 0.959 0.516 7 2 25 1.8 1.0 31.8 AISC DG-16/Thin plate 0.140 0.020 0.225 0.000 0.000 0.032 0.719 0.516 8 1 25 1.8 1.0 31.8 AISC DG-16/Thin plate 0.140 0.020 0.225 0.000 0.000 0.032 0.719 0.516 9 2 3 -0.2 2.0 35.5 AISC DG-16/Thin plate 0.116 0.041 0.187 0.000 0.000 0.066 0.516 0.516 10 1 3 -0.2 2.0 35.5 AISC DG-16/Thin plate 0.116 0.041 0.187 0.000 0.000 0.066 0.516 0.516 11 2 4 -0.2 0.5 79.7 AISC DG-16/Thin plate 0.263 0.010 0.424 0.000 0.000 0.016 0.719 0.516 12 1 4 -0.2 0.5 79.7 AISC DG-16/Thin plate 0.263 0.010 0.424 0.000 0.000 0.016 0.719 0.516 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 75 of 169 14 2 53 1.0 8.6 1556.2 AISC DG-I 6/Thin plate 0.774 0.116 0.981 0.404 0.597 0.082 0.955 0.631 15 2 53 1.0 8.6 1556.2 AISC DG-16/Thin plate 0.774 0.116 0.981 0.404 0.597 0.082 0.955 0.631 17 2 25 3.7 4.9 44.5 AISC DG-16/Thin plate 0.216 0.099 0.346 0.000 0.000 0.160 0.959 0.631 18 2 25 1.5 4.2 23.5 AISC DG-16/Thin plate 0.107 0.086 0.171 0.000 0.000 0.138 0.959 0.631 19 2 25 3.4 4.0 29.9 AISC DG-16/Thin plate 0.162 0.081 0.259 0.000 0.000 0.131 0.959 0.631 20 2 25 4.9 4.4 24.7 AISC DG-16/Thin plate 0.173 0.090 0.276 0.000 0.000 0.145 0.959 0.631 21 2 25 2.7 4.2 38.5 AISC DG-16/Thin plate 0.178 0.085 0.285 0.000 0.000 0.1381 0.9591 0.631 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Stren h Ratios Mem. Jt. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension Shear V+T BendingYieldingBearingWeld Weld Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 18/0/0 18/0/0 GFB2032 0.372 15 2 8/0/0 28/0/0 GFB2032 0.603 43 3 2/9/1 60/10/4 GFB2087 0.311 0 4 4/7/0 46/l/O GFB2032 0.107 3 4 9/7/0 41/l/O GFB2035 0.346 10 5 3/9/10 36/l/O GFB2021 0.000 1 6 2/l/0 26/l/O GFB2006 0.132 24 6 12/l/O 16/l/O HFB1115 0.258 10 7 4/0/10 11/1/0 GFB1115 0.000 1 8 4/0/0 1/1/0 GFB2011 0.137 10 9 1/0/7 1/1/0 GFB2011 0.170 11 10 11/0/7 16/l/O GFB2006 0.068 3 10 16/0/7 21/l/O HFB1115 0.256 10 11 4/5/4 26/l/O GFB1115 0.000 1 12 3/0/9 36/l/O GFB2006 0.047 25 12 8/0/9 41/l/O HFB2027 0.175 11 13 3/7/13 46/0/8 GFB2035 0.109 43 13 3/8/5 46/l/O GFB2035 0.000 1 14 7/2/6 60/10/4 GFB2087 0.481 42 15 8/0/0 28/0/0 GFB3062 0.697 42 16 19/0/0 19/0/0 GFB1096 0.622 42 17 13/0/0 13/0/0 (2)GFB2006 0.000 0 18 13/0/0 13/0/0 (2)GFB2006 0.000 0 18 23/0/0 23/0/0 (2)GFB2006 0.000 0 19 13/0/0 13/0/0 GFB2006 0.000 0 19 19/0/0 19/0/0 GFB2036 0.000 0 19 28/0/0 28/0/0 (2)GFB2006 0.000 0 20 19/0/0 19/0/0 (2)GFB2036 0.000 0 21 19/0/0 19/0/0 2 GFB2036 0.000 0 Top OF Post Sum ma X-Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purim Bolt Shear FB/WSF Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 25/4/0 A.4-14 5.66 4.64 Stub-1 83.60 4.64 - 7.25 2.61 - 50/0/0 A.7-14 4.80 3.32 Std 64.45 6.56 N 0.43 32.24 0.073 GFB 3.07 5.30 3.07 N 3.50 32.24 0.088 HFB 3.70 5.30 3.60 87/6/0 B.5-14 5.04 3.56 Std 64.45 4.14 N 3.40 32.24 0.088 HFB 3.70 5.30 3.60 N 0.81 32.24 0.073 GFB 3.07 5.30 3.07 108/2/0 B.7-14 4.90 3.90 Std 85.94 3.86 N 3.54 42.74 0.088 HFB 3.70 5.30 3.66 N 1.82 44.2 0.073 GFB 3.07 5.30 3.07 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 18.00 18.00 15 0.7 262.1 0.0 29.1 426.5 116.2 0.63 1 0.00 18.00 26 3.0 20.6 0.15 2 8.00 18.00 43 -4.0 -424.5 0.0 118.0 1388.6 226.6 0.32 2 8.88 18.00 28 2.5 21.2 0.12 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 76 of 169 3 3.44 26.66 45 -0.9 -329.3 0.0 31.2 822.6 134.7 0.42 3 0.68 29.00 11 4.1 12.6 0.33 4 10.33 18.00 10 0.1 -334.5 0.0 160.2 692.1 94.8 0.48 4 10.33 18.00 10 -5.9 11.3 0.52 5 0.00 18.00 11 -0.8 -362.1 0.0 24.2 690.3 94.8 0.54 5 0.00 18.00 11 5.8 11.3 0.52 6 12.56 11.00 3 -0.0 -116.6 0.0 18.2 244.0 56.4 0.48 6 12.56 11.00 10 -4.5 18.7 0.24 7 0.00 11.00 11 -0.5 -139.2 0.0 18.2 368.8 56.4 0.39 7 0.00 11.00 11 3.2 18.7 0.17 8 5.00 14.71 10 -0.2 -143.5 0.0 38.6 250.2 39.0 0.58 8 5.00 14.71 10 -3.3 13.5 0.24 9 1.00 13.96 11 -0.2 -131.9 0.0 13.0 163.3 39.0 0.82 9 0.00 14.71 11 4.6 13.5 0.34 10 17.07 11.00 10 -0.7 -196.0 0.0 18.2 299.7 56.4 0.67 10 17.07 11.00 10 -4.7 18.7 0.25 11 0.00 11.00 11 -0.0 -181.5 0.0 18.2 298.3 56.4 0.61 11 0.00 11.00 11 4.2 18.7 0.22 12 9.81 18.00 11 -0.7 -220.4 0.0 87.0 890.5 94.8 0.25 12 9.81 18.00 10 -4.5 11.3 0.40 13 10.81 18.00 44 -0.2 -220.8 0.0 24.9 513.7 94.8 0.43 13 0.00 18.00 11 5.1 11.3 0.45 14 7.21 26.68 44 -0.4 -507.6 0.0 31.2 871.3 134.7 0.59 14 9.13 29.00 25 4.3 12.6 0.34 15 8.00 28.00 42 -5.4 -662.3 0.0 130.8 2093.1 228.8 0.34 15 8.93 28.00 29 -2.6 13.2 0.20 16 19.01 27.20 42 -5.4 -609.7 0.0 32.6 678.6 177.9 0.98 16 0.00 12.00 42 4.8 31.9 0.15 17 13.00 11.00 14 3.5 -523.9 0.0 178.5 540.9 159.2 0.98 17 0.00 11.00 14 -5.7 31.7 0.18 18 13.00 11.00 14 3.3 -461.6 0.0 143.5 459.9 123.4 1.02 18 0.00 11.00 14 -4.8 31.7 0.15 19 13.00 11.00 14 1.3 -447.7 0.0 143.5 488.1 123.4 0.92 19 0.00 11.00 14 -4.6 31.7 0.15 20 19.00 11.00 14 0.6 -496.2 0.0 178.5 495.9 159.2 1.00 20 0.00 11.00 45 5.5 31.7 0.17 21 15.92 11.00 43 -6.1 441.4 0.0 61.2 503.8 159.2 0.93 21 0.00 11.00 44 -5.5 31.7 0.17 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 18.00 346.58 216.0 216.0 5.88 1.50 309.74 9.01 34.42 3.00 39.21 4.62 0.09 709.40 1.31 1.00 1.08 0.87 0.77 2 8.00 346.58 120.0 120.0 7.34 2.25 419.84 13.51 46.65 4.50 51.89 6.87 0.24 1048.91 1.15 1.00 1.07 1.00 0.78 3 3.44 279.38 177.4 177.4 7.40 1.56 784.00 6.52 58.82 2.61 69.02 4.08 0.14 1131.38 1.76 1.00 1.00 1.00 0.81 4 10.33 279.38 180.0 180.0 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 2.57 1.00 1.00 0.94 1.00 5 0.00 296.84 180.0 180.0 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 2.57 1.00 1.00 0.94 0.87 6 12.56 296.84 180.0 180.0 3.30 0.94 68.25 3.91 12.41 1.56 13.93 2.39 0.03 114.23 1.88 1.00 1.12 0.85 1.00 7 0.00 186.28 180.0 180.0 3.30 0.94 68.25 3.91 12.41 1.56 13.93 2.39 0.03 114.23 3.43 1.00 1.12 0.85 1.00 8 5.00 186.28 24.0 24.0 3.29 0.67 105.11 2.81 14.30 1.12 16.81 1.75 0.02 148.88 1.12 1.00 1.09 0.53 0.69 9 1.00 264.43 180.0 180.0 3.19 0.67 93.04 2.80 13.33 1.12 15.60 1.74 0.02 134.03 1.46 1.00 1.11 0.54 0.98 10 17.07 264.43 180.0 180.0 3.30 0.94 68.25 3.91 12.41 1.56 13.93 2.39 0.03 114.23 2.31 1.00 1.12 0.85 1.00 11 0.00 248.76 180.0 180.0 3.30 0.94 68.25 3.91 12.41 1.56 13.93 2.39 0.03 114.23 2.30 1.00 1.12 0.85 1.00 12 9.81 248.76 60.0 60.0 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 1.20 1.00 1.00 0.94 0.69 13 10.81 239.35 177.4 177.4 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 1.86 1.00 1.00 0.94 0.87 14 7.21 239.35 177.4 177.4 7.41 1.56 785.70 6.52 58.89 2.61 69.11 4.08 0.14 1133.50 1.86 1.00 1.00 1.00 0.58 15 8.00 347.34 108.0 108.0 8.98 2.25 1135.80 13.51 81.13 4.50 92.68 6.93 0.25 2577.52 1.03 0.98 1.00 1.00 0.63 16 19.01 347.34 228.1 228.1 8.12 1.88 934.81 11.26 68.74 3.75 79.44 5.80 0.16 2034.86 1.36 1.00 1.00 0.96 0.65 17 13.00 383.90 218.9 218.9 5.73 1.69 131.44 21.34 23,90 5.33 26,03 8,07 0,10 616,45 1.15 1.00 1,09 0,77 1,00 18 13.00 405.97 156.0 156.0 4.73 1.19 102.55 9.00 18.64 3.00 20.66 4.57 0.08 260.13 1.19 1.00 1.11 0.93 1.00 19 13.00 415.73 156.0 156.0 4.73 1.19 102.55 9.00 18.64 3.00 20.66 4.57 0.08 260.13 1.26 1.00 1.11 0.93 1.00 20 19.00 401.10 228.0 228.0 5.73 1.69 131.44 21.34 23.90 5.33 26.03 8.07 0.10 616.45 1.14 1.00 1.09 0.77 1.00 21 15.92 382.01 228.0 228.0 5.73 2.00 131.44 21.34 23.90 5.33 26.03 8.07 0.10 616.45 1.15 1.00 1.09 0.77 0.98 Deflection Load Combinations-Framin No. Origin Factor I Def H I Def V Application Descri tion 1 System 1.000 1 0 1 180 11.0 L IL File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 77 of 169 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 1 50 1 0 3.0<E+3.0 EG- <E+EG- Controlling Frame Deflection Ratios for Cross Section:13.8 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (11/48) 7.447 15 2 9 E>+EG- Max.Vertical Deflection for Span 1 (L/4297) -0.067 4 1 2 SMS Max.Vertical Deflection for Span 2 (L/1094) -0.270 6 1 2 SMS Max.Vertical Deflection for Span 3 (L/9208) -0.020 8 1 4 <Wl Max.Vertical Deflection for Span 4 (L/1785) -0.148 10 1 2 SMS Max.Vertical Deflection for Span 5 (L/2590) -0.096 12 1 2 SMS Max.Vertical Deflection for Span 6 L/2303 0.109 14 1 5 W2> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K):3.722(k/in) Fundamental Period(calculated)(T):1.077(sec.) Design Story Drift:3.979(in.) Seismic Drift Ratio:0.557(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 78 of 169 Wall: 4,Frame at: 26/0/0 - Frame Cross Section: 13 65-6' Q 11 11 55'-7 9/1 ' .750:12 55'-7 TIE' .750:12 LL m co cocLL„7 C? m m m m U' N N U' U' m co coLL LL LL © 10 11 1 2)GFB (2)GFB GFB GFB y 14 X Dimension Key 1 8 1/2" 2 2 @ 4'-0" 3 3'-101/2" 4 F-1" 5 2 @ 4'-9 5/16" 6 4'-0" 7 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members I(CX003)and 13(CX004):123'-8 13/16" Horiz.Clearance between members I(CX003)and 14(CX004):123'-9" Horiz.Clearance between members 2(CX003)and 13(CX004):123'-8 13/16" Horiz.Clearance between members 2(CX003)and 14(CX004):123'-9" Vert.Clearance at member 2(CX003):26'-11 1/16" Vert.Clearance at member 13(CX004):26'-10 7/8" Vert.Clearance at member 15(ICX001):32'-7 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 79 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle Group Trib.Override Design Status 26/0/0 1 25/0/0 JMRF Frame Straight C 1 90.0000 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US t* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US t D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W l> D+CG+W l> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall:1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6 D+0.6 CU+0.6 W l> D+CU+W l> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W l> D+CG+L+W l> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W l 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W l> D+CG+S+W l> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l R.2 1 8.00 0.3750 0.1875 18.00 18.00 20.00 645.6 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 18.00 18.00 11.21 449.1 55.00 55.00 SS KN 3P 3 6.00 0.5000 0.2500 52.00 52.00 14.92 915.6 55.00 55.00 KN SS 3P 4 6.00 0.3750 0.2500 52.00 42.00 10.00 583.4 55.00 55.00 SS SP 3P 5 6.00 0.3125 0.1875 42.00 42.00 20.00 820.1 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 24.00 10.00 326.6 55.00 55.00 SS SP 3P 7 6.00 0.5000 0.1875 24.00 31.38 10.00 388.1 55.00 55.00 SP SS 3P 8 6.00 0.5000 0.1875 31.38 24.00 10.00 388.1 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 80 of 169 9 6.00 0.2500 0.1875 24.00 42.00 10.00 326.6 55.00 55.00 SP SS 3P 10 6.00 0.3125 0.1875 42.00 42.00 20.00 820.1 55.00 55.00 SS SP 3P 11 6.00 0.3750 0.2500 42.00 52.00 10.00 583.4 55.00 55.00 SP SS 3P 12 6.00 0.5000 0.2500 52.00 52.00 14.90 779.9 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.2500 52.00 52.00 11.21 888.3 55.00 55.00 SS KN 3P 14 8.00 0.3750 0.2500 12.00 52.00 20.00 954.3 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1875 10.00 10.00 1 32.64 1 1060.4 55.00 55.00 BP CP 3P Total Frame Weight=9929.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:13 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 651610 131/0/0 Gridl-Grid2 13-A 13-B 13-C Base Plate W x L(in.) 9X19 12X11 9X13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-1.000 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx VY Hx Vy Hx V D Frm 0.54 4.25 7.63 -0.54 4.74 CG Frm 0.38 2.30 5.24 -0.38 2.29 L> Frm 1.54 9.20 20.94 -1.54 9.16 <L Frm 1.54 9.20 20.94 -1.54 9.16 ASLA Frm 0.80 -0.41 10.46 -0.80 9.60 ^ASL Frm 0.74 9.61 10.48 -0.74 -0.44 SMS> Frm 3.20 19.16 43.63 -3.20 19.09 <SMS Frm 3.20 19.16 43.63 -3.20 19.09 US 1* Frm 1.17 2.18 19.19 -1.17 10.44 *US 1 Frm 1.12 10.45 19.21 -1.12 2.15 Wl> Frm -7.24 -21.54 -42.21 -9.53 -8.32 <WI Frm 3.22 -12.64 -33.71 13.55 -25.73 W2> Frm -8.77 -13.55 -27.27 -8.00 -0.35 <W2 Frm 1.69 -4.64 -18.77 15.07 -17.76 WPL Frm 1.81 -13.65 -36.12 -2.95 -22.30 WPR Frm 2.34 -22.82 -35.23 -1.19 -14.03 MW Frm - - - - - MW Frm 1.75 0.61 2.31 11.82 -2.92 MW Frm - - - - - MW Frm -6.41 0.75 -5.03 -7.16 4.28 CU Frm - - - - - L Frm 1.54 9.20 20.94 -1.54 9.16 S Frm 1.53 9.12 20.77 -1.53 9.09 E> Frm -2.28 -0.65 -3.47 -13.37 4.12 EG+ Frm 0.17 1.02 2.32 -0.17 1.01 <E Frm 2.28 0.65 3.47 13.37 -4.12 EG- Frm -0.17 -1.02 -2.32 0.17 -1.01 SMS Frm 3.20 19.16 43.63 -3.20 19.09 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k) k k k D 0.0 0.0 17.1 16.6 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 81 of 169 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.6 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 16.8 16.8 72.0 72.1 <W 1 16.8 16.8 72.0 72.1 W2> 16.8 16.8 41.1 41.2 <W2 16.8 16.8 41.1 41.2 WPL 1.1 1.1 72.0 72.1 WPR 1.1 1.1 72.0 72.1 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 15.6 15.6 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 15.6 15.6 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k) 0/0/0 13-A 4.94 21 5.03 42 11.14 24 25.71 5 65/6/0 13-B - - - - 20.75 19 56.49 5 131/0/0 13-C 24.44 41 23.19 44 12.60 20 26.11 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 13-A 1 0.375 9 19 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 13-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 13-C 14 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load k k Case k k Case k k Case k k k Case 0/0/0 4.97 -5.59 21 1.72 -11.15 24 4.03 25.69 6 0 65/6/0 0.51 57.14 6 0.13 -20.62 19 0.51 57.14 6 0 131/0/0 24.59 15.20 41 7.78 -12.57 20 3.69 25.70 5 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.219 6 0.290 24 - 0 0 0.136 6 0.356 24 0.106 6 0.243 6 0.139 6 65/6/0 0.022 6 0.536 19 0.536 19 0 0.392 6 0.182 19 0.408 6 0.539 6 0.270 6 131/0/0 0.600 41 0.184 20 - 0 0 0.199 5 0.375 20 0.155 5 0.254 5 0.745 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 2 1 S9 6.87 17.032 90.84 N/A N/A 0.2500 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 7 1 S1 6.48 27.863 148.60 3.00 83.47 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 7 2 S2 9.99 30.496 162.65 N/A N/A 0.2500 2.000 Both F-BS-0.2500,W-OS-0.1250,F-OS-0.1250 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 82 of 169 8 1 S1 6.26 25.805 137.63 2.50 64.46 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 9 1 S1 5.80 33.992 181.29 2.00 67.98 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 10 1 S1 0.56 41.375 220.67 1.50 62.06 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 13 1 S9 6.87 51.171 204.69 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.I 250,F-OS-0.1875 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions I Bolt Outside Flange Inside Flange Mem. Jr. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in.) in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.500 8.00 53.00 0.750 A325N/PT 3.50 12 Flush 2.00 12 Flush 2.00 3 1 KN(Face) 0.500 6.00 53.00 0.750 A325N/PT 3.50 12 Flush 2.00 12 Flush 2.00 4 2 SP 0.500 6.00 45.42 0.750 A325N/PT 3.50 12 Flush 2.00 31 Extended 3.50 5 1 SP 0.500 6.00 45.38 0.750 A325N/PT 3.50 12 Flush 2.00 31 Extended 3.50 6 2 SP 0.375 6.00 27.31 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 12 Flush 2.00/2.00 7 1 SP 0.375 6.00 27.27 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 12 Flush 2.00/2.00 8 2 SP 0.375 6.00 27.27 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 27.31 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.500 6.00 45.38 0.750 A325N/PT 3.50 12 Flush 2.00 32 Extended 3.50/2.00 11 1 SP 0.500 6.00 45.42 0.750 A325N/PT 3.50 12 Flush 2.00 32 Extended 3.50/2.00 12 2 KN(Face) 0.750 8.00 54.75 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 13 2 KN(Face) 0.750 8.00 54.75 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 15 2 CP 0.500 12.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios Mem. Jr. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -2.2 7.1 2088.0 AISC DG-16/Thin plate 0.617 0.097 0.915 0.000 0.000 0.069 0.959 0.959 3 1 46 -2.2 7.1 2088.0 AISC DG-16/Thin plate 0.617 0.097 0.915 0.000 0.000 0.069 0.959 0.959 4 2 24 7.3 2.1 1219.9 AISC DG-16/Thin plate 0.525 0.029 0.784 0.000 0.000 0.021 0.959 0.959 5 1 24 7.3 2.1 1219.9 AISC DG-16/Thin plate 0.525 0.029 0.784 0.000 0.000 0.021 0.959 0.959 6 2 7 -1.1 7.2 865.4 AISC DG-16/Thin plate 0.430 0.073 0.893 0.647 0.957 0.063 0.695 0.719 7 1 7 -1.1 7.2 865.4 AISC DG-16/Thin plate 0.430 0.073 0.893 0.647 0.957 0.063 0.959 0.719 8 2 8 -1.9 7.1 829.9 AISC DG-16/Thin plate 0.574 0.096 0.950 0.647 0.957 0.093 0.959 0.719 9 1 8 -1.9 7.1 829.9 AISC DG-16/Thin plate 0.574 0.096 0.950 0.647 0.957 0.093 0.988 0.719 10 2 23 6.9 2.3 1267.7 AISC DG-16/Thin plate 0.540 0.031 0.811 0.000 0.000 0.022 0.799 0.959 11 1 23 6.9 2.3 1267.7 AISC DG-16/Thin plate 0.540 0.031 0.811 0.000 0.000 0.022 0.799 0.959 12 2 45 -8.9 14.5 6098.9 AISC DG-16/Thin plate 0.903 0.118 0.901 0.000 0.000 0.047 1.000 0.959 13 2 45 -8.9 14.5 6098.9 AISC DG-16/Thin plate 0.903 0.118 0.901 0.000 0.000 0.047 1.000 0.959 Inside Flan e Re uired Strength trength Ratios Mem. Jr. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bendin YieldingRupture TearingWeld Weld 2 2 47 0.5 0.1 1703.1 AISC DG-16/Thin plate 0.521 0.002 0.772 0.000 0.000 0.001 0.959 0.959 3 1 47 0.5 0.1 1703.1 AISC DG-16/Thin plate 0.521 0.002 0.772 0.000 0.000 0.001 0.959 0.959 4 2 5 -4.3 3.4 2418.3 AISC DG-16/Thin plate 0.829 0.046 0.914 0.411 0.608 0.033 0.813 0.959 5 1 5 -4.3 3.4 2418.3 AISC DG-16/Thin plate 0.829 0.046 0.914 0.411 0.608 0.033 0.813 0.959 6 2 23 6.9 5.1 464.4 AISC DG-16/Thin plate 0.440 0.069 0.952 0.000 0.000 0.066 0.959 0.719 7 1 23 6.9 5.1 464.4 AISC DG-16/Thin plate 0.440 0.069 0.952 0.000 0.000 0.066 0.959 0.719 8 2 24 7.7 4.1 453.2 AISC DG-16/Thin plate 0.438 0.055 0.931 0.000 0.000 0.053 0.959 0.719 9 1 24 7.7 4.1 453.2 AISC DG-16/Thin plate 0.438 0.055 0.931 0.000 0.000 0.053 0.959 0.719 10 2 6 -3.5 2.9 2725.2 AISC DG-16/Thin plate 0.680 0.029 0.918 0.468 0.693 0.018 0.924 0.959 11 1 6 -3.5 2.9 2725.2 AISC DG-16/Thin plate 0.680 0.029 0.918 0.468 0.693 0.018 0.924 0,959 12 2 48 7.3 8.4 6006.41 AISC DG-16/Thin plate 0.967 0.069 0.671 0.405 0.542 0.028 0.913 0.959 13 2 48 7.3 8.4 6006.41 AISC DG-16/Thin plate 0.967 0.069 0.671 0.405 0.542 0.028 0.874 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. Jt. I Ld I Axial I Shear Ld I Axial I Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension I Shear V+T I Bending Yielding Bearing Weld I Weld 15 1 2 1 41 1 -8.21 0.11 19 1 20.6 0.0 0.6481 0.0051 0.0001 0.1531 0.0831 0.0011 0.5231 0.004 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 83 of 169 Flange Brace mmar Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 18/0/0 18/0/0 GFB2032 1.558 6 2 3/0/0 23/0/0 (2)GFB2032 1.005 6 3 2/10/8 60/10/4 (2)GFB5067 0.147 6 3 12/7/13 511110 GFB5067 0.246 0 4 8/11/9 41/l/O GFB5006 0.452 24 5 13/11/9 26/l/O GFB4041 0.588 24 6 3/11/9 16/l/O GFB3096 0.348 8 7 3/11/9 6/l/0 GFB2087 1.756 6 7 8/11/9 1/1/0 (2)GFB3077 1.161 6 8 1/0/7 1/1/0 (2)GFB3077 1.155 6 9 6/0/7 16/l/O GFB3096 0.346 7 10 1/0/7 21/l/O GFB4041 0.492 23 10 16/0/7 36/l/O GFB4041 0.649 23 11 1/0/7 41/l/O GFB5006 0.509 6 12 1/0/7 511110 GFB5067 0.652 38 12 6/0/7 56/l/O (2)GFB5067 0.371 38 13 3/0/0 23/0/0 (2)GFB5067 0.485 37 14 19/0/0 19/0/0 GFB4033 0.798 37 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mex Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 18.00 18.00 6 -25.6 -964.7 0.0 103.2 1895.8 349.3 0.70 1 0.00 18.00 21 4.9 31.4 0.16 2 6.96 18.00 6 -25.7 -1401.4 0.0 279.3 2734.8 532.9 0.56 2 6.96 18.00 23 5.4 32.4 0.17 3 14.30 52.00 5 -4.6 1527.1 0.0 177.3 7482.9 318.0 0.22 3 0.62 52.00 6 22.8 24.6 0.93 4 10.01 42.00 24 7.3 -1219.9 0.0 488.8 1577.3 238.5 0.78 4 0.00 52.00 6 11.5 24.4 0.47 5 6.46 42.00 24 7.2 -1320.1 0.0 379.8 1327.4 183.2 1.00 5 20.00 42.00 5 -12.3 12.7 0.96 6 0.00 42.00 8 -0.9 1639.8 0.0 86.0 2763.4 116.0 0.60 6 3.97 34.87 5 -15.6 15.3 1.01 7 9.92 31.38 6 -3.0 -3459.8 0.0 209.3 3798.5 305.8 0.92 7 1.98 25.47 5 -21.5 22.1 0.97 8 0.96 30.67 6 -2.3 -3137.2 0.0 83.5 3184.7 305.6 1.00 8 7.94 25.47 6 22.2 22.1 1.01 9 0.00 24.00 8 -1.1 -829.9 0.0 41.8 915.6 114.3 0.92 9 3.55 30.37 6 18.1 17.7 1.02 10 13.54 42.00 23 6.9 -1353.7 0.0 379.8 1369.1 183.2 1.00 10 0.00 42.00 6 13.0 12.7 1.02 11 0.00 42.00 6 -3.6 2725.2 0.0 212.0 4622.9 238.5 0.60 11 10.01 52.00 5 -11.0 24.4 0.45 12 3.54 52.00 38 1.9 2326.0 0.0 618.7 6861.2 318.0 0.34 12 10.85 52.00 5 -20.0 24.6 0.81 13 7.14 52.00 37 -11.6 -2489.7 0.0 338.2 9133.6 554.3 0.29 13 7.14 52.00 24 -5.8 24.6 0.24 14 19.07 50.00 37 -12.0 -1979.5 0.0 92.3 3806.6 353.0 0.59 14 0.00 12.00 37 12.5 59.4 0.21 15 27.20 10.00 6 -57.1 0.0 0.0 61.4 536.9 481.5 0.93 15 27.20 10.00 41 0.0 37.1 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. I in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 18.00 323.54 216.0 216.0 9.23 3.00 546.23 32.01 60.69 8.00 66.82 12.15 0.32 2485.86 1.64 1.00 1.09 0.95 0.81 2 6.96 323.54 47.5 47.5 11.19 4.00 689.43 42.68 76.60 10.67 83.55 16.15 0.71 3267.38 1.06 1.00 1.08 1.00 0.85 3 14.30 763.75 120.1 60.0 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 0.87 1.00 1.00 0.57 6 4 10.01 763.75 180.0 180.0 14.81 2.25 3411.55 13.55 162.45 4.52 200.00 7.39 0.43 5870.93 1.06 1.00 1.00 1.00 1.00 5 6.46 763.75 180.0 180.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.07 1.00 1.00 0.96 1.00 6 0.00 763.75 120.1 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.14 0.85 1.00 0.84 0.54 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 84 of 169 7 9.92 763.75 22.9 22.9 11.70 3.00 1868.25 18.02 119.08 6.01 135.89 9.27 0.57 4294.36 1.02 0.97 1.00 1.00 0.66 8 0.96 729.68 180.3 180.3 11.56 3.00 1773.22 18.02 115.64 6.01 131.76 9.26 0.57 4099.01 2.26 0.98 1.00 1.00 0.78 9 0.00 729.68 180.3 180.3 7.41 1.50 625.84 9.01 52.15 3.00 61.51 4.71 0.11 1270.96 1.54 1.00 1.02 0.85 0.83 10 13.54 729.68 180.0 180.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.10 1.00 1.00 0.96 1.00 11 0.00 729.68 60.0 60.0 14.81 2.25 3411.55 13.55 162.45 4.52 200.00 7.39 0.43 5870.93 1.01 0.95 1.00 1.00 0.51 12 3.54 729.68 60.0 60.0 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.00 0.89 1.00 1.00 1.00 6 13 7.14 326.50 49.7 49.7 20.75 4.00 8068.23 42.73 310.32 10.68 368.56 16.80 0.93 28334.7 1.04 0.89 1.00 1.00 0.52 0 14 19.07 326.50 228.8 228.8 18.31 3.00 6182.76 32.06 247.31 8.02 300.47 12.77 0.54 19740.6 1.48 0.99 1.00 0.90 0.48 1 15 27.20 407.36 391.7 391.7 9.23 3.75 186.16 62.51 37.23 12.50 40.10 18.83 0.37 1447.63 1.00 1.00 1.08 0.91 1.00 Deflection Load Combinations-Framin No. Ori in Factor jDefH DefVj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 50 0 3.0<E+3.0 EG- I<E+EG- Controlling Frame Deflection Ratios for Cross Section:13 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (H/48) 7.258 13 2 9 E>+EG- Max.Vertical Deflection for Span 1 (L/752) -1.022 5 1 2 SMS Max.Vertical Deflection for Span 2 L/722 -1.039 1 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K):6.467(k/in) Fundamental Period(calculated)(T):1.063(sec.) Design Story Drift:3.929(in.) Seismic Drift Ratio:0.564(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 85 of 169 Wall: 4,Frame at: 51/0/0 - Frame Cross Section: 12 65-6' Q 11 11 55'-7 9/1 ' .750:12 55'-7 TIE' .750:12 LL m co cocLL„7 C? m m U' m m �' �' U' m co coLL LL LL © 10 11 1 2)GFB (2)GFB GFB GFB y 14 X Dimension Key 1 8 1/2" 2 2 @ 4'-0" 3 3'-101/2" 4 F-1" 5 2 @ 4'-9 5/16" 6 4'-0" 7 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members I(CX005)and 13(CX006):123'-8 13/16" Horiz.Clearance between members I(CX005)and 14(CX006):123'-9" Horiz.Clearance between members 2(CX005)and 13(CX006):123'-8 13/16" Horiz.Clearance between members 2(CX005)and 14(CX006):123'-9" Vert.Clearance at member 2(CX005):26'-11 1/16" Vert.Clearance at member 13(CX006):26'-10 7/8" Vert.Clearance at member 15(ICX001):32'-7 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 86 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle Group Trib.Override Design Status 511010 1 25/0/0 JMRF Frame Straight C 1 90.0000 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US t* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US t D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W l> D+CG+W l> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall:1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6 D+0.6 CU+0.6 W l> D+CU+W l> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W l> D+CG+L+W l> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W l 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W l> D+CG+S+W l> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l R.2 1 8.00 0.3750 0.1875 18.00 18.00 20.00 645.6 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 18.00 18.00 11.21 449.1 55.00 55.00 SS KN 3P 3 6.00 0.5000 0.2500 52.00 52.00 14.92 915.6 55.00 55.00 KN SS 3P 4 6.00 0.3750 0.2500 52.00 42.00 10.00 583.4 55.00 55.00 SS SP 3P 5 6.00 0.3125 0.1875 42.00 42.00 20.00 820.1 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 24.00 10.00 326.6 55.00 55.00 SS SP 3P 7 6.00 0.5000 0.1875 24.00 31.38 10.00 388.1 55.00 55.00 SP SS 3P 8 6.00 0.5000 0.1875 31.38 24.00 10.00 388.1 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 87 of 169 9 6.00 0.2500 0.1875 24.00 42.00 10.00 326.6 55.00 55.00 SP SS 3P 10 6.00 0.3125 0.1875 42.00 42.00 20.00 820.1 55.00 55.00 SS SP 3P 11 6.00 0.3750 0.2500 42.00 52.00 10.00 583.4 55.00 55.00 SP SS 3P 12 6.00 0.5000 0.2500 52.00 52.00 14.90 779.9 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.2500 52.00 52.00 11.21 888.3 55.00 55.00 SS KN 3P 14 8.00 0.3750 0.2500 12.00 52.00 20.00 954.3 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1875 10.00 10.00 1 32.64 1 1060.4 55.00 55.00 BP CP 3P Total Frame Weight=9929.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:12 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 651610 131/0/0 Gridl-Grid2 12-A 12-B 12-C Base Plate W x L(in.) 9X19 12X11 9X13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-1.000 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx VY Hx Vy Hx V D Frm 0.54 4.25 7.63 -0.54 4.74 CG Frm 0.38 2.30 5.24 -0.38 2.29 L> Frm 1.54 9.20 20.94 -1.54 9.16 <L Frm 1.54 9.20 20.94 -1.54 9.16 ASLA Frm 0.80 -0.41 10.46 -0.80 9.60 ^ASL Frm 0.74 9.61 10.48 -0.74 -0.44 SMS> Frm 3.20 19.16 43.63 -3.20 19.09 <SMS Frm 3.20 19.16 43.63 -3.20 19.09 US 1* Frm 1.17 2.18 19.19 -1.17 10.44 *US 1 Frm 1.12 10.45 19.21 -1.12 2.15 Wl> Frm -5.67 -17.86 -35.40 -7.88 -7.68 <WI Frm 2.78 -11.18 -28.51 10.77 -21.25 W2> Frm -7.19 -9.87 -20.46 -6.35 0.28 <W2 Frm 1.25 -3.19 -13.57 12.30 -13.29 WPL Frm 2.20 -12.16 -30.14 -3.06 -18.65 WPR Frm 2.60 -19.04 -29.47 -1.74 -12.43 MW Frm - - - - - MW Frm 1.75 0.61 2.31 11.82 -2.92 MW Frm - - - - - MW Frm -6.41 0.75 -5.03 -7.16 4.28 CU Frm - - - - - L Frm 1.54 9.20 20.94 -1.54 9.16 S Frm 1.53 9.12 20.77 -1.53 9.09 E> Frm -2.28 -0.65 -3.47 -13.37 4.12 EG+ Frm 0.17 1.02 2.32 -0.17 1.01 <E Frm 2.28 0.65 3.47 13.37 -4.12 EG- Frm -0.17 -1.02 -2.32 0.17 -1.01 SMS Frm 3.20 19.16 43.63 -3.20 19.09 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k) k k k D 0.0 0.0 17.1 16.6 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 88 of 169 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.6 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <Wl 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 15.6 15.6 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 15.6 15.6 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k) 0/0/0 12-A 3.99 21 5.03 42 8.88 24 25.71 5 65/6/0 12-B - - - - 16.66 19 56.49 5 131/0/0 12-C 24.44 41 23.19 44 9.91 20 26.11 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 12-A 1 0.375 9 19 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 12-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 12-C 14 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load k k Case k k Case k k Case k k k Case 0/0/0 4.85 8.36 42 1.88 -8.89 24 4.03 25.69 6 0 65/6/0 0.51 57.14 6 0.09 -16.57 19 0.51 57.14 6 0 131/0/0 24.59 15.20 41 6.12 -9.89 20 3.69 25.70 5 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.219 6 0.231 24 - 0 0 0.136 6 0.284 24 0.106 6 0.243 6 0.139 6 65/6/0 0.022 6 0.431 19 0.431 19 0 0.392 6 0.146 19 0.408 6 0.539 6 0.270 6 131/0/0 0.600 41 0.145 20 - 0 0 0.199 5 0.295 20 0.155 5 0.254 5 0.745 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 2 1 S9 6.87 17.032 90.84 N/A N/A 0.2500 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 7 1 S1 6.48 27.863 148.60 3.00 83.47 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 7 2 S2 9.99 30.496 162.65 N/A N/A 0.2500 2.000 Both F-BS-0.2500,W-OS-0.1250,F-OS-0.1250 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 89 of 169 8 1 S1 6.26 25.805 137.63 2.50 64.46 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 9 1 S1 5.80 33.992 181.29 2.00 67.98 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 10 1 S1 0.56 41.375 220.67 1.50 62.06 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 13 1 S9 6.87 51.171 204.69 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.I 250,F-OS-0.1875 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions I Bolt Outside Flange Inside Flange Mem. Jr. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in.) in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.500 8.00 53.00 0.750 A325N/PT 3.50 12 Flush 2.00 12 Flush 2.00 3 1 KN(Face) 0.500 6.00 53.00 0.750 A325N/PT 3.50 12 Flush 2.00 12 Flush 2.00 4 2 SP 0.500 6.00 45.42 0.750 A325N/PT 3.50 11 Flush 38.19 31 Extended 3.50 5 1 SP 0.500 6.00 45.38 0.750 A325N/PT 3.50 11 Flush 38.19 31 Extended 3.50 6 2 SP 0.375 6.00 27.31 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 11 Flush 18.00/2.00 7 1 SP 0.375 6.00 27.27 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 11 Flush 18.00/2.00 8 2 SP 0.375 6.00 27.27 0.750 A325N/PT 3.00 31 Extended 3.50 11 Flush 20.13 9 1 SP 0.375 6.00 27.31 0.750 A325N/PT 3.00 31 Extended 3.50 11 Flush 20.13 10 2 SP 0.500 6.00 45.38 0.750 A325N/PT 3.50 11 Flush 36.19 32 Extended 3.50/2.00 11 1 SP 0.500 6.00 45.42 0.750 A325N/PT 3.50 11 Flush 36.19 32 Extended 3.50/2.00 12 2 KN(Face) 0.750 8.00 54.75 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 13 2 KN(Face) 0.750 8.00 54.75 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 15 2 CP 0.500 12.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios Mem. Jr. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -2.2 7.1 2088.0 AISC DG-16/Thin plate 0.617 0.097 0.915 0.000 0.000 0.069 0.959 0.959 3 1 46 -2.2 7.1 2088.0 AISC DG-16/Thin plate 0.617 0.097 0.915 0.000 0.000 0.069 0.959 0.959 4 2 24 6.8 1.8 939.3 AISC DG-16/Thin plate 0.806 0.036 0.737 0.000 0.000 0.034 0.959 0.959 5 1 24 6.8 1.8 939.3 AISC DG-16/Thin plate 0.806 0.036 0.737 0.000 0.000 0.034 0.959 0.959 6 2 7 -1.1 7.2 865.4 AISC DG-16/Thin plate 0.430 0.073 0.893 0.647 0.957 0.063 0.695 0.719 7 1 7 -1.1 7.2 865.4 AISC DG-16/Thin plate 0.430 0.073 0.893 0.647 0.957 0.063 0.959 0.719 8 2 8 -1.9 7.1 829.9 AISC DG-16/Thin plate 0.574 0.096 0.950 0.647 0.957 0.093 0.959 0.719 9 1 8 -1.9 7.1 829.9 AISC DG-16/Thin plate 0.574 0.096 0.950 0.647 0.957 0.093 0.988 0.719 10 2 39 -3.0 3.6 1263.9 AISC DG-16/Thin plate 0.896 0.073 0.824 0.000 0.000 0.070 0.799 0.959 11 1 39 -3.0 3.6 1263.9 AISC DG-16/Thin plate 0.896 0.073 0.824 0.000 0.000 0.070 0,799 0,959 12 2 45 -8.9 14.5 6098.9 AISC DG-16/Thin plate 0.903 0.118 0.901 0.000 0.000 0.047 1.000 0.959 13 2 45 -8.9 14.5 6098.9 AISC DG-16/Thin late 0.903 0118 0.901 0.000 0.000 0.047 1.000 0.959 Inside Flan e Re uired Strength trength Ratios Mem. Jr. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bendin YieldingRupture TearingWeld Weld 2 2 47 0.5 0.1 1703.1 AISC DG-16/Thin plate 0.521 0.002 0.772 0.000 0.000 0.001 0.959 0.959 3 1 47 0.5 0.1 1703.1 AISC DG-16/Thin plate 0.521 0.002 0.772 0.000 0.000 0.001 0.959 0.959 4 2 5 -4.3 3.4 2418.3 AISC DG-16/Thin plate 0.829 0.046 0.914 0.411 0.608 0.033 0.813 0.959 5 1 5 -4.3 3.4 2418.3 AISC DG-16/Thin plate 0.829 0.046 0.914 0.411 0.608 0.033 0.813 0.959 6 2 23 6.5 4.2 358.9 AISC DG-16/Thin plate 0.670 0.086 0.907 0.000 0.000 0.109 0.959 0.719 7 1 23 6.5 4.2 358.9 AISC DG-16/Thin plate 0.670 0.086 0.907 0.000 0.000 0.109 0.959 0.719 8 2 24 7.2 3.3 350.0 AISC DG-16/Thin plate 0.667 0.068 0.885 0.000 0.000 0.087 0.959 0.719 9 1 24 7.2 3.3 350.0 AISC DG-16/Thin plate 0.667 0.068 0.885 0.000 0.000 0.087 0.959 0.719 10 2 6 -3.5 2.9 2725.2 AISC DG-16/Thin plate 0.680 0.029 0.918 0.468 0.693 0.018 0.924 0.959 11 1 6 -3.5 2.9 2725.2 AISC DG-16/Thin plate 0.680 0.029 0.918 0.468 0,693 0,018 0.924 0.959 12 2 48 7.3 8.4 6006.4 AISC DG-16/Thin plate 0.967 0.069 0.671 0.405 0.542 0.028 0.913 0.959 13 2 48 7.3 8.4 6006.4 AISC DG-16/Thin late 0.967 0.069 0.671 0.405 0.542 0.028 0.874 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. Jt. I Ld I Axial I Shear Ld I Axial I Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension I Shear V+T I Bending Yielding Bearing Weld I Weld 15 1 2 1 41 1 -8.21 0.11 19 1 16.6 0.0 0.5211 0.0051 0.0001 0.1231 0.0671 0.0011 0.5231 0.004 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 90 of 169 Flange Brace mmar Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 18/0/0 18/0/0 GFB2032 1.558 6 2 3/0/0 23/0/0 (2)GFB2032 1.005 6 3 2/10/8 60/10/4 (2)GFB5067 0.147 6 3 12/7/13 511110 GFB5067 0.188 0 4 8/11/9 41/l/O GFB5006 0.347 24 5 13/11/9 26/l/O GFB4041 0.460 24 6 3/11/9 16/l/O GFB3096 0.271 8 7 3/11/9 6/l/0 GFB2087 1.756 6 7 8/11/9 1/1/0 (2)GFB3077 1.161 6 8 1/0/7 1/1/0 (2)GFB3077 1.155 6 9 6/0/7 16/l/O GFB3096 0.269 7 10 1/0/7 21/l/O GFB4041 0.386 23 10 16/0/7 36/l/O GFB4041 0.547 6 11 1/0/7 41/l/O GFB5006 0.509 6 12 1/0/7 511110 GFB5067 0.652 38 12 6/0/7 56/l/O (2)GFB5067 0.371 38 13 3/0/0 23/0/0 (2)GFB5067 0.485 37 14 19/0/0 19/0/0 GFB4033 0.798 37 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mex Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 18.00 18.00 6 -25.6 -964.7 0.0 103.2 1895.8 349.3 0.70 1 19.00 18.00 6 -4.4 31.4 0.14 2 6.96 18.00 6 -25.7 -1401.4 0.0 279.3 2734.8 532.9 0.56 2 6.96 18.00 23 5.0 32.4 0.15 3 14.30 52.00 5 -4.6 1527.1 0.0 177.3 7482.9 318.0 0.22 3 0.62 52.00 6 22.8 24.6 0.93 4 10.01 42.00 24 6.8 -939.3 0.0 488.8 1573.7 238.5 0.60 4 0.00 52.00 6 11.5 24.4 0.47 5 6.46 42.00 24 6.7 -1026.5 0.0 379.8 1323.8 183.2 0.78 5 20.00 42.00 5 -12.3 12.7 0.96 6 0.00 42.00 8 -0.9 1639.8 0.0 86.0 2763.4 116.0 0.60 6 3.97 34.87 5 -15.6 15.3 1.01 7 9.92 31.38 6 -3.0 -3459.8 0.0 209.3 3798.5 305.8 0.92 7 1.98 25.47 5 -21.5 22.1 0.97 8 0.96 30.67 6 -2.3 -3137.2 0.0 83.5 3184.7 305.6 1.00 8 7.94 25.47 6 22.2 22.1 1.01 9 0.00 24.00 8 -1.1 -829.9 0.0 41.8 915.6 114.3 0.92 9 3.55 30.37 6 18.1 17.7 1.02 10 16.04 42.00 6 -3.3 2787.7 0.0 150.9 3363.0 183.2 0.84 10 0.00 42.00 6 13.0 12.7 1.02 11 0.00 42.00 6 -3.6 2725.2 0.0 212.0 4622.9 238.5 0.60 11 10.01 52.00 5 -11.0 24.4 0.45 12 3.54 52.00 38 1.9 2326.0 0.0 618.7 6861.2 318.0 0.34 12 10.85 52.00 5 -20.0 24.6 0.81 13 7.14 52.00 37 -11.6 -2489.7 0.0 338.2 9133.6 554.3 0.29 13 7.14 52.00 24 -5.3 24.6 0.22 14 19.07 50.00 37 -12.0 -1979.5 0.0 92.3 3806.6 353.0 0.59 14 0.00 12.00 37 12.5 59.4 0.21 15 27.20 10.00 6 -57.1 0.0 0.0 61.4 536.9 481.5 0.93 15 27.20 10.00 41 0.0 37.1 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. I in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 18.00 323.54 216.0 216.0 9.23 3.00 546.23 32.01 60.69 8.00 66.82 12.15 0.32 2485.86 1.64 1.00 1.09 0.95 0.81 2 6.96 323.54 47.5 47.5 11.19 4.00 689.43 42.68 76.60 10.67 83.55 16.15 0.71 3267.38 1.06 1.00 1.08 1.00 0.85 3 14.30 763.75 120.1 60.0 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 0.87 1.00 1.00 0.57 6 4 10.01 763.75 180.0 180.0 14.81 2.25 3411.55 13.55 162.45 4.52 200.00 7.39 0.43 5870.93 1.06 1.00 1.00 1.00 1.00 5 6.46 763.75 180.0 180.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.07 1.00 1.00 0.96 1.00 6 0.00 763.75 120.1 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.14 0.85 1.00 0.84 0.54 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 91 of 169 7 9.92 763.75 22.9 22.9 11.70 3.00 1868.25 18.02 119.08 6.01 135.89 9.27 0.57 4294.36 1.02 0.97 1.00 1.00 0.66 8 0.96 729.68 180.3 180.3 11.56 3.00 1773.22 18.02 115.64 6.01 131.76 9.26 0.57 4099.01 2.26 0.98 1.00 1.00 0.78 9 0.00 729.68 180.3 180.3 7.41 1.50 625.84 9.01 52.15 3.00 61.51 4.71 0.11 1270.96 1.54 1.00 1.02 0.85 0.83 10 16.04 729.68 60.0 60.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.01 0.86 1.00 0.96 0.48 11 0.00 729.68 60.0 60.0 14.81 2.25 3411.55 13.55 162.45 4.52 200.00 7.39 0.43 5870.93 1.01 0.95 1.00 1.00 0.51 12 3.54 729.68 60.0 60.0 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.00 0.89 1.00 1.00 1.00 6 13 7.14 326.50 49.7 49.7 20.75 4.00 8068.23 42.73 310.32 10.68 368.56 16.80 0.93 28334.7 1.04 0.89 1.00 1.00 0.52 0 14 19.07 326.50 228.8 228.8 18.31 3.00 6182.76 32.06 247.31 8.02 300.47 12.77 0.54 19740.6 1.48 0.99 1.00 0.90 0.48 1 15 27.20 407.36 391.7 391.7 9.23 3.75 186.16 62.51 37.23 12.50 40.10 18.83 0.37 1447.63 1.00 1.00 1.08 0.91 1.00 Deflection Load Combinations-Framin No. Ori in Factor jDefH DefVj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 50 0 3.0<E+3.0 EG- I<E+EG- Controlling Frame Deflection Ratios for Cross Section:12 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (H/48) 7.258 13 2 9 E>+EG- Max.Vertical Deflection for Span 1 (L/752) -1.022 5 1 2 SMS Max.Vertical Deflection for Span 2 L/722 -1.039 1 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K):6.467(k/in) Fundamental Period(calculated)(T):1.063(sec.) Design Story Drift:3.929(in.) Seismic Drift Ratio:0.564(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 92 of 169 Wall: 4,Frame at: 76/0/0 Frame Cross Section: 1 1 65-6' Q 11 , 11 55'-7 9/1 5 1 " 0:12 65-7 9/ .75012 m m CR; m m LL m m m LL � N N LL LL m LL CIO LL LL LL (� 0LL LL N U V 10 U U N © 11 12 2)GFB (2)GFB are GFB y 1 X Dimension Key 1 8 1/2" 2 2 @ 4'-0" 3 2 @ 5'-0" 4 F-0" 5 4'-0" 6 3'-101/2" 7 F-1" 8 2 @ 4'-9 5/16" 9 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members I(CX007)and 13(CX008):122'-7" Horiz.Clearance between members I(CX007)and 14(CX008):122'-7" Horiz.Clearance between members 2(CX007)and 13(CX008):122'-6 13/16" Horiz.Clearance between members 2(CX007)and 14(CX008):122'-6 13/16" Vert.Clearance at member 2(CX007):26-10 5/16" Vert.Clearance at member 13(CX008):2T-0 9/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 93 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle I Group Trib.Override Design Status 76/0/0 1 25/0/0 JMRF Frame 1 90.0000 1 1 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US t* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US t D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W l> D+CG+W l> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall:1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6 D+0.6 CU+0.6 W l> D+CU+W l> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W l> D+CG+L+W l> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W l 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W l> D+CG+S+W l> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l R.2 1 8.00 0.3750 0.1875 12.00 42.00 20.00 756.5 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 621.8 55.00 55.00 SS KN 3P 3 6.00 0.3750 0.2500 52.00 52.00 14.92 710.2 55.00 55.00 KN SS 3P 4 6.00 0.3125 0.2500 52.00 42.00 10.00 549.7 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 958.9 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 94 of 169 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 958.9 55.00 55.00 SS SP 3P 11 6.00 0.3125 0.2500 42.00 52.00 10.00 549.7 55.00 55.00 SP SS 3P 12 6.00 0.3750 0.2500 52.00 52.00 14.91 743.3 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 669.6 55.00 55.00 SS KN 3P 14 8.00 0.3750 0.1875 12.00 42.00 20.00 756.5 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1644 10.00 10.00 1 32.56 1 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=9611.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:11 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 651610 131/0/0 Gridl-Grid2 11-A 11-B 11-C Base Plate W x L(in.) 9 X 13 12 X 11 9 X 13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx VY Hx Vy Hx V D Frm 1.10 4.80 6.80 -1.10 4.80 CG Frm 0.76 2.58 4.67 -0.76 2.58 L> Frm 3.02 10.32 18.66 -3.02 10.32 <L Frm 3.02 10.32 18.66 -3.02 10.32 ASLA Frm 1.51 0.15 9.33 -1.51 10.16 ^ASL Frm 1.51 10.16 9.33 -1.51 0.15 SMS> Frm 6.30 21.50 38.88 -6.30 21.50 <SMS Frm 6.30 21.50 38.88 -6.30 21.50 US1* Frm 2.24 3.03 17.49 -2.24 11.29 *US 1 Frm 2.24 11.29 17.49 -2.24 3.03 Wl> Frm -10.49 -21.29 -28.48 -3.06 -11.18 <WI Frm 3.06 -11.18 -28.48 10.49 -21.29 W2> Frm -10.96 -12.51 -15.14 -2.58 -2.39 <W2 Frm 2.58 -2.40 -15.14 10.96 -12.51 WPL Frm -0.13 -13.90 -26.60 -0.73 -20.44 WPR Frm 0.73 -20.44 -26.60 0.13 -13.90 MW Frm - - - - - MW Frm 4.35 2.36 -1.20 9.21 -1.17 MW Frm - - - - - MW Frm -9.21 -1.17 -1.20 -4.35 2.37 CU Frm - - - - - L Frm 3.02 10.32 18.66 -3.02 10.32 S Frm 3.00 10.23 18.51 -3.00 10.23 E> Frm -9.18 -2.92 0.32 -11.30 2.60 EG+ Frm 0.33 1.14 2.07 -0.33 1.14 <E Frm 9.18 2.92 -0.32 11.30 -2.60 EG- Frm -0.33 -1.14 -2.07 0.33 -1.14 SMS Frm 6.30 21.50 38.88 -6.30 21.50 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k) k k k) D 0.0 0.0 16.8 16.4 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 95 of 169 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <Wl 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 20.5 20.5 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 20.5 20.5 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k) 0/0/0 11-A 15.65 43 18.16 42 9.89 19 28.88 5 65/6/0 11-B - - - - 13.01 20 50.35 5 131/0/0 11-C 21.86 41 19.35 44 9.89 20 1 28.88 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 11-A 1 0.375 9 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 11-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 11-C 14 0.375 9 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case I Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load k k Case k k Case k k Case k k k Case 0/0/0 18.05 13.34 42 5.63 -9.88 19 8.24 28.90 6 0 65/6/0 0.28 13.70 41 0.03 -13.00 20 0.01 50.42 5 0 131/0/0 21.74 12.78 41 5.63 -9.88 20 8.24 28.90 5 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.782 42 0.257 19 - 0 0 0.224 6 0.295 19 0.175 6 0.311 6 0.547 42 65/6/0 0.012 41 0.338 20 0.338 20 0 0.346 5 0.115 20 0.360 5 0.487 5 0.214 5 131/0/0 0.943 41 0.257 20 - 0 0 0.223 5 0.295 20 0.175 5 0.311 5 0.662 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 2 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 (S10) Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.2500 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1250 7 1 S1 6.26 28.941 154.35 2.25 65.03 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:3O PM Page: 96 of 169 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.I 875,W-OS-0.I 250,F-OS-0.1250 8 1 S1 3.95 28.790 153.55 1.50 43.13 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 13 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 (S10) Fillet 13 2 S9 6.87 41.031 218.83 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.I 250,F-OS-0.1875 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions I Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Confi ration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in. in. in. in. ID I Desc. in. ID Desc. in. 2 2 KN(Face) 0.500 8.00 57.50 0.750 1 A325N/PT 3.50 43 1 Ext/Gusset 3.50/2.00 33 Extended 3.50/2.00 Gusset Out 2.750 x 0.2500 x 4.88 SP-BS-0.1875, 1 3 1 1 1 KN(Face) 1 0.500 1 6.00 1 57.50 10.750 1 A325N/PT 1 3.50 143 1 Ext/Gusset 1 3.50/2.00 143 1 Ext/Gusset 1 3.50/2.00 1 Gusset Out 2.750 x 0.2500 x 4.88 SP-BS-0.1875, Gusset In 2.750 x 0.2500 x 4.88 SP-BS-0.1875, 4 2 SP 0.375 6.00 45.28 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 45.25 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 45.25 0.750 A325N/PT 3.50 12 Flush 2.00 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 45.28 0.750 A325N/PT 3.50 12 Flush 2.00 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 55.25 0.750 A325N/PT 3.50 32 Extended 3.50/2.00 14 Flush 2.00/2.00 13 2 KN(Face) 0.625 8.00 55.25 0.750 A325N/PT 3.50 32 Extended 3.50/2.00 14 Flush 2.00/2.00 15 2 CP 0.500 12.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios Mein. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -8.6 12.6 5217.7 AISC DG-16/Thin plate 0.781 0.102 0.975 0.000 0.000 0.062 0.846 0.959 3 1 46 -8.6 12.6 5217.7 AISC DG-16/Thin plate 0.781 0.102 0.975 0.000 0.000 0.062 0.959 0.959 4 2 24 7.6 2.2 833.8 AISC DG-16/Thin plate 0.297 0.023 0.881 0.000 0.000 0.019 0.799 0.959 5 1 24 7.6 2.2 833.8 AISC DG-16/Thin plate 0.297 0.023 0.881 0.000 0.000 0.019 0.959 0.959 6 2 7 -3.4 6.0 630.4 AISC DG-16/Thin plate 0.367 0.081 0.765 0.405 0.598 0.077 0.959 0.719 7 1 7 -3.4 6.0 630.4 AISC DG-16/Thin plate 0.367 0.081 0.765 0.405 0.598 0.077 0.959 0.719 8 2 8 -4.0 5.6 630.4 AISC DG-16/Thin plate 0.363 0.076 0.751 0.405 0.598 0.072 0.959 0.719 9 1 8 -4.0 5.6 630.4 AISC DG-16/Thin plate 0.363 0.076 0.751 0.405 0.598 0.072 0.959 0.719 10 2 23 7.5 2.6 833.9 AISC DG-16/Thin plate 0.427 0.035 0.993 0.000 0.000 0.034 0.959 0.959 11 1 23 7.5 2.6 833.9 AISC DG-16/Thin plate 0.427 0.035 0.993 0.000 0.000 0.034 0.799 0,959 12 2 45 -4.7 12.0 4946.1 AISC DG-16/Thin plate 0.993 0.122 0.848 0.485 0.718 0.063 0.959 0.959 13 2 45 -4.7 12.0 4946.1 AISC DG-16/Thin plate 0.993 0.122 0.848 0.485 0.718 0.063 0.817 0.959 Inside Flan a Re uired Strength trength Ratios Mem. Jt. Ld AxialffShearMoment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs kin-k Proc. Tension Shear Bendin Yieldin Ru ture Tearin Weld Weld 2 2 47 5.7 4631.3 AISC DG-16/Thin plate 0.747 0.044 0.932 0.000 0.000 0.026 0.809 0.959 3 1 47 5.7 4631.3 AISC DG-16/Thin plate 0.747 0.044 0.932 0.000 0.000 0.026 0.959 0.959 4 2 5 -8.7 1965.8 AISC DG-16/Thin plate 0.384 0.049 0.982 0.647 0.957 0.039 0.829 0.959 5 1 5 -8.7 . 1965.8 AISC DG-16/Thin plate 0.384 0.049 0.982 0.647 0.957 0.039 0.959 0.959 6 2 8 -2.1 13.4 540.2 AISC DG-16/Thin plate 0.362 0.182 0.924 0.000 0.000 0.175 0.959 0.719 7 1 8 -2.1 13.4 540.2 AISC DG-16/Thin plate 0.362 0.182 0.924 0.000 0.000 0.175 0.959 0.719 8 2 7 -3.4 13.2 540.4 AISC DG-16/Thin plate 0.352 0.179 0.892 0.000 0.000 0.171 0.959 0.719 9 1 7 -3.4 13.2 540.4 AISC DG-16/Thin plate 0.352 0.179 0.892 0.000 0.000 0.171 0.959 0.719 10 2 6 -8.5 6.3 1965.5 AISC DG-16/Thin plate 0.386 0.051 0.973 0.647 0.957 0.041 0.959 0.959 11 1 6 -8.5 6.3 1965.5 AISC DG-16/Thin plate 0.386 0.051 0.973 0.647 0.957 0.041 0.832 0,959 12 2 48 1.7 4.8 4359.7 AISC DG-16/Thin plate 0.695 0.039 0.983 0.000 0.000 0.019 0.959 0.959 13 2 48 1.7 4.8 4359.7 AISC DG-16/Thin late 0.695 0.039 0.983 0.000 0.000 0.019 0.959 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Stren h Ratios Mem. Jt. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension Shear V+T I Bending Yielding Bearing Weld Weld File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 97 of 169 15 1 2 1 41 1 -13.71 0.1j 20 1 13.01 0.01 0.4091 0.0051 0.0001 0.0971 0.0531 0.0011 0.4611 0.0041 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 18/0/0 18/0/0 GFB4017 1.106 6 1 19/0/0 19/0/0 GFB3011 1.118 38 2 3/0/0 23/0/0 (2)GFB5006 0.681 6 3 0/10/7 60/10/4 (2)GFB5067 0.360 0 3 10/7/12 511110 GFB5067 0.461 0 4 8/11/9 41/l/O GFB5006 0.386 5 5 8/11/9 31/l/O GFB4041 0.563 5 6 3/11/9 16/l/O GFB3116 0.297 8 7 3/11/9 6/l/0 GFB2087 0.986 7 7 8/11/9 1/1/0 (2)GFB3077 0.750 6 8 1/0/7 1/1/0 (2)GFB3077 0.750 5 9 1/0/7 11/l/0 GFB2087 0.498 7 10 1/0/7 21/l/O GFB4041 0.471 7 10 16/0/7 36/l/O GFB4041 0.537 6 11 1/0/7 41/l/O GFB5006 0.360 6 12 1/0/7 511110 GFB5067 0.431 39 12 10/9/12 60/10/4 (2)GFB5067 0.341 37 13 3/0/0 23/0/0 (2)GFB5006 0.681 5 14 19/0/0 19/0/0 GFB3011 1.158 5 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 18.04 39.00 6 -29.3 -1404.4 1,10 , 103.0 3522.0 342.7 0.64 1 20.04 42.00 6 -6.5 12.8 0.50 2 7.09 42.00 6 -28.9 -2248.4 0.0 301.7 6430.6 539.9 0.40 2 5.50 42.00 6 -8.1 13.0 0.63 3 2.49 52.00 38 -4.8 -2214.7 0.0 144.5 4701.4 238.8 0.49 3 1.62 52.00 6 23.9 24.4 0.98 4 10.01 42.00 5 -8.7 1965.8 0.0 117.0 4237.3 191.3 0.50 4 0.00 52.00 6 14.1 24.3 0.58 5 8.96 42.00 5 -8.0 2262.9 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.7 13.0 0.74 6 0.00 42.00 24 7.4 -779.3 0.0 355.8 1164.4 116.0 0.68 6 6.48 31.01 5 -15.2 17.3 0.88 7 9.92 32.37 6 -7.3 -2646.0 0.0 152.5 2799.7 163.9 0.97 7 9.92 32.37 5 -25.0 24.3 1.03 8 0.95 31.67 5 -7.3 -2365.8 0.0 81.8 2516.5 163.7 0.98 8 0.00 32.37 6 25.0 24.3 1.03 9 10.03 42.00 7 -3.1 1740.1 0.0 85.9 2763.4 116.0 0.65 9 3.55 31.01 6 15.2 17.3 0.88 10 11.04 42.00 6 -8.0 2262.8 0.0 83.8 4759.8 308.9 0.52 10 0.00 42.00 6 9.7 13.0 0.74 11 0.00 42.00 6 -8.7 1965.5 0.0 183.0 4293.1 191.3 0.48 11 10.01 52.00 5 -14.1 24.3 0.58 12 10.81 52.00 37 -3.3 -2114.0 0.0 144.5 4717.8 238.8 0.46 12 11.68 52.00 5 -23.9 24.4 0.98 13 7.08 42.00 5 -28.9 -2248.6 0.0 301.7 6430.6 539.9 0.40 13 5.50 42.00 5 8.1 13.0 0.63 14 19.04 40.50 5 -29.3 -1480.8 0.0 92.4 3284.6 343.0 0.72 14 20.04 42.00 5 6.5 12.8 0.50 15 27.13 10.00 5 -50.4 0.0 0.0 61.7 535.8 472.5 0.82 15 27.13 10.00 41 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt I Lb Ag Alin Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 18.04 325.51 216.4 216.4 13.17 3.00 3112.31 32.02 159.61 8.01 184.46 12.34 0.37 11942.9 1.66 0.94 1.00 0.90 0.57 6 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.08 0.91 1.00 1.00 0.61 7 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 98 of 169 3 2.49 739.63 117.3 117.3 17.31 2.25 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 1.20 0.90 1.00 1.00 0.55 4 10.01 739.63 120.0 60.0 14.09 1.88 3104.88 11.30 147.85 3.77 185.16 6.27 0.34 4911.10 1.03 0.94 1.00 0.96 0.62 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.16 0.89 1.00 1.00 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.80 0.96 1.00 1.00 0.69 9 10.03 739.63 120.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.26 0.85 1.00 0.84 0.54 10 11.04 739.63 180.0 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.01 0.89 1.00 1.00 0.68 11 0.00 739.63 60.0 60.0 14.09 1.88 3104.88 11.30 147.85 3.77 185.16 6.27 0.34 4911.10 1.05 0.94 1.00 0.96 0.49 12 10.81 739.63 117.3 117.3 17.31 2.25 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 1.20 0.90 1.00 1.00 0.42 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.08 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 13.45 3.00 3396.03 32.02 167.71 8.01 194.43 12.35 0.37 12887.4 1.65 0.94 :.00� 0.90 0.56 9 15 27.13 406.86 390.7 390.7 9.02 3.75 184.63 62.50 36.93 12.50 39.61 18.81 0.37 1447.59 1.00 1.00 .07 0.90 1.00 Deflection Load Combinations-Framin No. Ori in Factor jDefH DefVj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 1 50 1 0 3.0<E+3.0 EG- 1<13+EG- Controlling Frame Deflection Ratios for Cross Section:11 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (11/49) 7.022 13 2 9 E>+EG- Max.Vertical Deflection for Span 1 (L/1041) -0.726 5 1 2 SMS Max.Vertical Deflection for Span t L/1041 -0.726 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K):8.750(k/in) Fundamental Period(calculated)(T):1.046(sec.) Design Story Drift:3.864(in.) Seismic Drift Ratio:0.562(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 99 of 169 Wall: 4,Frame at: 101/0/0 - Frame Cross Section: 10 65-6' Q 11 11 55'-7 9/1 50:12 LL 65'-7 9/1 .750:12 m m cLL„7 C? co com m LL LL N N LL m m m LL U� LL LL LLU' �' U' U' LL LL m 10 11 E.I1 2)GFB (2)GFB GFB GFB El y 14 X Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 F-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX009)and 13(CXO10):120'-10 13/16" Horiz.Clearance between members I(CX009)and 14(CXO10):120'-11" Horiz.Clearance between members 2(CX009)and 13(CXO10):120'40 5/8" Horiz.Clearance between members 2(CX009)and 14(CXO10):120'40 13/16" Vert.Clearance at member 2(CX009):26-10 3/4" Vert.Clearance at member 13(CXO10):26'-10 3/4" Vert.Clearance at member 15(ICX003):32'-7 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 100 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle I Group Trib.Override Design Status 101/0/0 1 25/0/0 JMRF Frame 1 90.0000 1 1 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US t* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US t D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W l> D+CG+W l> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall:1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6 D+0.6 CU+0.6 W l> D+CU+W l> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W l> D+CG+L+W l> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W l 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W l> D+CG+S+W l> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l R.2 1 8.00 0.3750 0.2500 12.00 52.00 20.00 954.3 55.00 55.00 BP SS 3P 2 8.00 0.3750 0.2500 52.00 52.00 11.21 814.0 55.00 55.00 SS KN 3P 3 6.00 0.3750 0.2500 52.00 52.00 14.87 725.6 55.00 55.00 KN SS 3P 4 6.00 0.3125 0.2500 52.00 42.00 10.00 551.1 55.00 55.00 SS SP 3P 5 6.00 0.3125 0.1875 42.00 42.00 20.00 812.2 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 24.00 10.00 326.7 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 24.00 31.38 10.02 314.6 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 31.38 24.00 10.00 314.0 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 101 of 169 9 6.00 0.2500 0.1875 24.00 42.00 10.00 326.7 55.00 55.00 SP SS 3P 10 6.00 0.3125 0.1875 42.00 42.00 20.00 818.1 55.00 55.00 SS SP 3P 11 6.00 0.3125 0.2500 42.00 52.00 10.00 556.9 55.00 55.00 SP SS 3P 12 6.00 0.3750 0.2500 52.00 52.00 14.89 726.8 55.00 55.00 SS KN 3P 13 8.00 0.3750 0.2500 52.00 52.00 11.21 814.0 55.00 55.00 SS KN 3P 14 8.00 0.3750 0.2500 12.00 52.00 20.00 954.3 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1875 10.00 10.00 1 32.64 1 1060.4 55.00 55.00 BP CP 3P Total Frame Weight=10069.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:10 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 651610 131/0/0 Gridl-Grid2 10-A 10-B 10-C Base Plate W x L(in.) 9X13 12X11 9X13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-1.000 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx VY Hx Vy Hx V D Frm 1.38 5.20 6.30 -1.38 5.20 CG Frm 0.97 2.71 4.40 -0.97 2.71 L> Frm 3.88 10.85 17.61 -3.88 10.85 <L Frm 3.88 10.85 17.61 -3.88 10.85 ASLA Frm 1.94 0.42 8.80 -1.94 10.43 ^ASL Frm 1.94 10.43 8.80 -1.94 0.42 SMS> Frm 8.08 22.60 36.68 -8.08 22.60 <SMS Frm 8.08 22.60 36.68 -8.08 22.60 US1* Frm 2.88 3.42 16.70 -2.88 11.69 *usI Frm 2.88 11.69 16.70 -2.88 3.43 Wl> Frm -11.77 -22.08 -26.89 -1.78 -11.97 <WI Frm 1.78 -11.97 -26.89 11.77 -22.08 W2> Frm -11.72 -12.97 -14.21 -1.83 -2.86 <W2 Frm 1.83 -2.86 -14.21 11.72 -12.97 WPL Frm -1.20 -14.57 -25.27 0.34 -21.11 WPR Frm -0.34 -21.11 -25.27 1.20 -14.57 MW Frm - - - - - MW Frm 4.23 2.29 -1.04 9.34 -1.25 MW Frm - - - - - MW Frm -9.34 -1.24 -1.04 -4.23 2.29 CU Frm - - - - - L Frm 3.88 10.85 17.61 -3.88 10.85 S Frm 3.85 10.76 17.46 -3.85 10.76 E> Frm -12.99 -3.09 -0.08 -12.33 3.17 EG+ Frm 0.43 1.20 1.95 -0.43 1.20 <E Frm 12.99 3.09 0.08 12.33 -3.17 EG- Frm -0.43 -1.20 -1.95 0.43 -1.20 SMS Frm 8.08 22.60 36.68 -8.08 22.60 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k) k k k D 0.0 0.0 17.2 16.7 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 102 of 169 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <Wl 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k) 0/0/0 10-A 22.21 43 25.38 42 10.13 19 30.51 5 65/6/0 10-B - - - - 12.36 19 47.38 5 131/0/0 10-C 24.23 41 21.05 44 10.13 20 1 30.51 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 10-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 10-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 10-C 14 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case I Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load k k Case k k Case k k Case k k k Case 0/0/0 25.14 14.15 42 6.23 -10.12 19 10.52 30.53 6 0 65/6/0 0.26 12.55 42 0.02 -12.35 19 0.01 47.44 5 0 131/0/0 23.98 14.30 41 6.23 -10.12 20 10.52 30.53 5 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.613 42 0.148 19 - 0 0 0.236 6 0.302 19 0.185 6 0.302 6 0.763 42 65/6/0 0.011 42 0.321 19 0.321 19 0 0.325 5 0.109 19 0.338 5 0.448 5 0.224 5 131/0/0 0.585 41 0.148 20 - 0 0 0.236 5 0.302 20 0.185 5 0.302 5 0.727 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 2 1 S9 6.87 51.429 205.72 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 7 1 S1 7.01 28.498 151.99 3.00 85.37 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 7 2 S2 10.02 30.746 163.98 N/A N/A 0.1875 2.000 Both F-BS-0.1875,W-OS-0.1250,F-OS-0.1250 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 103 of 169 8 1 S1 4.49 27.379 146.02 1.75 47.85 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 13 1 S9 6.87 51.429 205.72 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 Bolted End-Plate Connections Plate =55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in. in. in. in. ID Desc. in. ID Dese. in. 2 2 KN(Face) 0.750 8.00 54.87 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 3 1 KN(Face) 0.750 8.00 54.88 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.25 32 Extended 3.25/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.25 32 Extended 3.25/2.00 6 2 SP 0.375 6.00 27.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 27.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 27.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 27.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.500 6.00 43.00 0.750 A325N/PT 3.50 11 Flush 36.13 12 Flush 2.00 11 1 SP 0.500 6.00 43.04 0.750 A325N/PT 3.50 11 Flush 36.13 12 Flush 2.00 12 2 KN(Face) 0.750 8.00 54.88 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 13 2 KN(Face) 0.750 8.00 54.88 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 15 2 CP 0.500 12.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Re uired Strength trength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bendin YieldingRupture TearingWeld Weld 2 2 46 -6.7 13.2 5765.6 AISC DG-16/Thin plate 0.861 0.107 0.866 0.000 0.000 0.043 1.000 0.959 3 1 46 -6.7 13.2 5765.6 AISC DG-16/Thin plate 0.861 0.107 0.866 0.000 0.000 0.043 1.000 0.959 4 2 40 -1.9 2.8 1197.2 AISC DG-16/Thin plate 0.463 0.038 0.784 0.405 0.598 0.037 0.799 0.959 5 1 40 -1.9 2.8 1197.2 AISC DG-16/Thin plate 0.463 0.038 0.784 0.405 0.598 0.037 0.799 0.959 6 2 7 -4.6 5.4 632.5 AISC DG-16/Thin plate 0.375 0.073 0.784 0.405 0.598 0.069 0.959 0.719 7 1 7 -4.6 5.4 632.5 AISC DG-16/Thin plate 0.375 0.073 0.784 0.405 0.598 0.069 0.959 0.719 8 2 8 -5.2 4.8 634.1 AISC DG-16/Thin plate 0.373 0.066 0.774 0.405 0.598 0.062 0.959 0.719 9 1 8 -5.2 4.8 634.1 AISC DG-16/Thin plate 0.373 0.066 0.774 0.405 0.598 0.062 0.959 0.719 10 2 39 -2.3 3.0 1209.8 AISC DG-16/Thin plate 0.867 0.060 0.798 0.000 0.000 0.058 0.799 0.959 11 1 39 -2.3 3.0 1209.8 AISC DG-16/Thin plate 0.867 0.060 0.798 0.000 0.000 0.058 0.799 0.959 12 2 45 7.9 13.3 5826.1 AISC DG-16/Thin plate 0.865 0.108 0.871 0.000 0.000 0.043 1.000 0.959 13 2 45 7.9 13.3 5826.1 AISC DG-16/Thin late 0.865 0.108 0.871 0.000 0.000 0.043 1.000 0.959 Inside Flan a Re uired Strength trength Ratios Mem. Jt. Ld AxialffShearMoment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs kin-k Proc. Tension Shear Bendin Yieldin Ru ture Tearin Weld Weld 2 2 47 3.1 5050.4 AISC DG-16/Thin plate 0.796 0.049 0.563 0.303 0.407 0.019 0.866 0.959 3 1 47 3.1 5050.4 AISC DG-16/Thin plate 0.796 0.049 0.563 0.303 0.407 0.019 0.959 0.959 4 2 37 -1.2 1687.2 AISC DG-16/Thin plate 0.463 0.010 0.993 0.405 0.598 0.009 0.799 0.959 5 1 37 -1.2 . 1687.2 AISC DG-16/Thin plate 0.463 0.010 0.993 0.405 0.598 0.009 0.799 0.959 6 2 8 -3.3 12.8 545.6 AISC DG-16/Thin plate 0.374 0.174 0.954 0.000 0.000 0.167 0.959 0.719 7 1 8 -3.3 12.8 545.6 AISC DG-16/Thin plate 0.374 0.174 0.954 0.000 0.000 0.167 0.959 0.719 8 2 7 -4.6 12.5 543.2 AISC DG-16/Thin plate 0.362 0.169 0.917 0.000 0.000 0.162 0.959 0.719 9 1 7 -4.6 12.5 543.2 AISC DG-16/Thin plate 0.362 0.169 0.917 0.000 0.000 0.162 0.959 0.719 10 2 38 -0.8 1.0 1699.4 AISC DG-16/Thin plate 0.644 0.014 0.967 0.000 0.000 0.010 0.799 0.959 11 1 38 -0.8 1.0 1699.4 AISC DG-16/Thin plate 0.644 0.014 0.967 0.000 0.000 0.010 0.799 0.959 12 2 48 4.3 6.1 5110.8 AISC DG-16/Thin plate 0.810 0.050 0.573 0.303 0.407 0.020 0.959 0.959 13 2 48 4.3 6.1 5110.8 AISC DG-16/Thin late 0.810 0.050 0.573 0.303 0.407 0.020 0.882 0.959 *Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. R. I Ld I Axial I Shear Ld I Axial I Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension I Shear V+T I Bending Yielding Bearing Weld I Weld 15 1 2 1 41 1 -12.31 0.11 19 1 12.4 0.0 0.3881 0.0051 0.0001 0.0921 0.0501 0.0011 0.4341 0.004 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 19/0/0 19/0/0 GFB4033 0.853 6 2 3/0/0 23/0/0 (2)GFB5067 0.458 6 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 104 of 169 3 4/9/6 56/1/0 (2)GFB5067 0.340 38 4 3/11/13 46/1/0 GFB5045 0.446 40 4 8/11/13 41/l/O GFB5006 0.435 37 5 8/11/13 31/l/0 GFB4041 0.445 6 6 3/11/13 16/l/O GFB3096 0.292 8 7 3/11/13 6/l/0 GFB2087 0.966 7 7 8/11/13 1/1/0 (2)GFB3077 0.730 6 8 1/0/7 1/1/0 (2)GFB3077 0.730 5 9 1/0/7 11/l/0 GFB2066 0.529 7 10 1/0/7 21/l/O GFB4041 0.382 23 10 16/0/7 36/l/O GFB4041 0.531 39 11 1/0/7 41/l/O GFB5006 0.442 39 12 1/0/7 511110 GFB5067 0.549 39 12 6/0/7 56/l/O (2)GFB5067 0.344 37 13 3/0/0 23/0/0 (2)GFB5067 0.456 5 14 19/0/0 19/0/0 GFB4033 0.843 5 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.07 50.00 6 -31.3 -1830.4 0.0 92.3 4195.2 353.0 0.73 1 20.07 52.00 6 -8.0 24.4 0.33 2 7.14 52.00 6 -30.6 -2819.2 0.0 250.2 6960.1 353.7 0.47 2 5.50 52.00 6 -10.4 24.4 0.43 3 6.85 52.00 38 -4.3 -2093.2 0.0 139.5 4525.0 238.8 0.48 3 2.04 52.00 6 24.5 24.4 1.00 4 0.00 52.00 40 -2.0 -1562.2 0.0 117.9 3562.8 195.8 0.45 4 0.00 52.00 6 15.3 24.3 0.63 5 8.98 42.00 6 -10.5 1915.1 0.0 52.3 3520.9 183.2 0.68 5 20.00 42.00 5 -8.3 12.7 0.65 6 0.00 42.00 5 -9.1 1431.4 0.0 419 2763.4 116.0 0.68 6 6.50 30.33 5 -14.1 17.7 0.79 7 9.94 31.38 6 -9.6 -2478.5 0.0 151.3 2706.4 163.6 0.95 7 8.99 30.67 5 -22.9 22.3 1.03 8 0.96 30.67 5 -9.6 -2213.8 0.0 81.8 2453.1 163.4 0.96 8 0.96 30.67 6 22.9 22.3 1.03 9 10.03 42.00 7 -4.3 1673.0 0.0 85.8 2763.4 116.0 0.63 9 3.55 30.37 6 14.1 17.7 0.80 10 16.04 42.00 39 -2.2 -1072.1 0.0 52.4 1516.4 183.2 0.73 10 0.00 42.00 6 8.3 12.7 0.65 11 10.01 52.00 39 -2.4 -1577.9 0.0 117.8 3573.0 195.8 0.45 11 10.01 52.00 5 -15.2 24.3 0.63 12 10.85 52.00 37 -4.8 -2592.0 0.0 216.4 6138.0 238.8 0.43 12 10.85 52.00 5 -24.5 24.4 1.00 13 7.14 52.00 5 -30.6 -2819.5 0.0 250.2 6960.1 353.7 0.47 13 5.50 52.00 5 10.4 24.4 0.43 14 19.07 50.00 5 -31.3 -1830.6 0.0 92.3 4195.2 353.0 0,73 14 20.07 52.00 5 8.0 24.4 0,33 15 27.20 10.00 5 -47.4 0.0 0.0 61.4 536.9 481.5 0.77 15 27.20 10.00 41 0.0 37.1 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Alin Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. I in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.07 326.50 228.8 228.8 18.31 3.00 6182.76 32.06 247.31 8.02 300.47 12.77 0.54 19740.6 1.66 0.97 1.00 0.90 0.48 1 2 7.14 326.50 49.7 49.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.80 0.55 21365.5 1.08 0.88 1.00 0.90 0.47 9 3 6.85 729.68 120.0 120.0 17.31 2.25 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 1.20 0.91 1.00 1.00 0.55 4 0.00 729.68 120.0 120.0 16.59 1.88 5329.63 11.32 204.99 3.77 261.88 6.43 0.39 7558.55 1.10 0.93 1.00 0.96 0.55 5 8.98 729.68 180.1 60.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.12 0.85 1.00 0.96 0.65 6 0.00 729.68 180.1 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.13 0.85 1.00 0.84 0.65 7 9.94 729.68 22.9 22.9 9.49 1.88 1350.03 7.83 86.05 3.13 102.10 4.96 0.24 1881.29 1.03 0.95 1.00 1.00 0.57 8 0.96 729.68 120.1 120.1 9.36 1.88 1278.71 7.83 83.39 3.13 98.75 4.95 0.24 1796.01 1.80 0.97 1.00 1.00 0.70 9 10.03 729.68 120.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 0.54 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 105 of 169 10 16.04 729.68 180.0 180.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.22 1.00 1.00 0.96 0.48 11 10.01 729.68 120.1 120.1 16.59 1.88 5329.63 11.32 204.99 3.77 261.88 6.43 0.39 7558.55 1.11 0.93 1.00 0.96 0.55 12 10.85 729.68 57.7 57.7 17.31 2.25 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 1.08 0.86 1.00 1.00 0.44 13 7.14 326.50 49.7 49.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.80 0.55 21365.5 1.08 0.88 1.00 0.90 0.47 9 14 19.07 326.50 228.8 228.8 18.31 3.00 6182.7E 32,0E 247.31 8,02 300.47 12.77 0.54 19740.E :,66� 0.97 .00 0,90 0,481 15 27.20 407.36 391.7 391.7 9.23 3.75 186.16 62.51 37.23 12.50 40.10 18.83 0.37 1447.63 .00 1.00 1.08 0.91 1.00 Deflection Load Combinations-Framin No. Ori in Factor jDefH DefVj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> W1> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 1 50 1 0 3.0<E+3.0 EG- <E+EG- Controlling Frame Deflection Ratios for Cross Section:10 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (H/48) -7.183 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/1073) -0.700 5 1 2 SMS Max.Vertical Deflection for Span 2 L/1074 -0.700 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K):10.581(k/in) Fundamental Period(calculated)(T):1.058(sec.) Design Story Drift:3.907(in.) Seismic Drift Ratio:0.567(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 106 of 169 Wall: 4,Frame at: 126/0/0 - Frame Cross Section:9 5'_0, 3 ' 11 ` 7 9/1 .750:12 65�9/1_ 750:12mCDLL N N LL LL m LL N U' U' 0 co U' LL (� N 1 11 1 i Ci 2)GFB (2)GFB GFB GFB El y 1 X 61. Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 F-V 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX011)and 13(CX012):122'-6 13/16" Horiz.Clearance between members I(CXO11)and 14(CX012):122'-7" Horiz.Clearance between members 2(CXO11)and 13(CX012):122'-6 5/8" Horiz.Clearance between members 2(CXO11)and 14(CX012):122'-6 13/16" Vert.Clearance at member 2(CXO11):26'-10 3/16" Vert.Clearance at member 13(CX012):26'-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 107 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle I Group Trib.Override Design Status 126/0/0 1 25/0/0 JMRF Frame 1 90.0000 1 1 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall:1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6 D+0.6 CU+0.6 W 1> D+CU+W 1> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1> D+CG+L+W 1> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- 49 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB 1> D+CG+WPR+WB 1> 50 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB 1> D+CU+WPR+WB 1> 51 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB 1> D+CG+L+WPR+WB 1> 52 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB 1> D+CG+S+WPR+WB 1> 53 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB 1 D+CG+WPR+<WB 1 54 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB 1 D+CU+WPR+<WB 1 55 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB 1 D+CG+L+WPR+<WB 1 56 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB 1 D+CG+S+WPR+<WB 1 57 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB2> D+CG+WPR+WB2> 58 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB2> D+CU+WPR+WB2> 59 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB2> D+CG+L+WPR+WB2> 60 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB2> D+CG+S+WPR+W132> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 108 of 169 61 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<W132 D+CG+WPR+<W132 62 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<W132 D+CU+WPR+<WB2 63 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<W132 D+CG+L+WPR+<W132 64 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<W132 D+CG+S+WPR+<W132 65 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+W133> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+W133> 67 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+WPL+WB3> 68 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+W133> 69 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W133 D+CG+WPL+<W133 70 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W133 D+CU+WPL+<W133 71 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB3 D+CG+L+WPL+<W133 72 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 73 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 W134> D+CG+WPL+W134> 74 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 W134> D+CU+WPL+WB4> 75 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB4> D+CG+L+WPL+W134> 76 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB4> D+CG+S+WPL+W134> 77 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W134 D+CG+WPL+<W134 78 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W134 D+CU+WPL+<WB4 79 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB4 D+CG+L+WPL+<W134 80 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB4 D+CG+S+WPL+<WB4 81 System Derived 1.000 0.6 MWB MWB-Wall:1 82 System Derived 1.000 0.6 MWB MWB-Wall:2 83 System Derived 1.000 0.6 MWB MWB-Wall:3 84 System Derived 1.000 0.6 MWB MWB-Wall:4 85 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 86 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 87 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 88 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 89 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 90 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 91 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 92 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 93 Special 1.000 1.0 D+1.0 CG+1.75 EB>+0.7 EG+ D+CG+EB>+EG+ 94 Special 1.000 0.6 D+0.6 CU+1.75 EB>+0.7 EG- D+CU+EB>+EG- 95 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 96 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 97 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB 98 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 99 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91<EB D+CU+E>+EG-+<EB 100 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 101 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91<EB D+CU+<E+EG-+<EB 102 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273<EB D+CU+<E+EG-+<EB 103 Special 1.000 1.0 D+1.0 CG+1.75<EB+0.7 EG+ D+CG+<EB+EG+ 104 Special 1.000 0.6 D+0.6 CU+1.75<EB+0.7 EG- D+CU+<EB+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l Jt.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 893.5 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 10.00 624.4 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 0.5000 0.1875 12.00 42.00 20.00 899.1 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1644 10.00 10.00 32.56 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=10359.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 109 of 169 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:9 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 9-A 9-B 9-C Base Plate W x L(in.) 9X13 12X11 12X13 Base Plate Thickness(in.) 0.500 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.250 4-0.750 4-1.500 Column Base Elev. 100'-01, 1 100'-0" 1 100'-0" Load Type Desc. Hx I Hz Vy Hx Vy Hx Hz V D Frm 1.18 5.16 6.80 -1.18 5.16 CG Frm 0.78 2.60 4.62 -0.78 2.60 L> Frm 3.14 10.40 18.50 -3.14 10.40 <L Frm 3.14 10.40 18.50 -3.14 10.40 ASLA Frm 1.57 0.19 9.25 -1.57 10.21 AASL Frm 1.57 10.21 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 38.54 -6.54 21.67 US1* Frm 2.34 3.10 17.35 -2.34 11.36 *US1 Frm 2.34 11.36 17.35 -2.34 3.10 Wl> Frm -10.66 -21.41 -28.23 -2.88 -11.30 <Wl Frm 2.88 -11.30 -28.23 10.66 -21.41 W2> Frm -11.06 -12.58 -15.00 -2.48 -2.47 <W2 Frm 2.48 -2.47 -15.00 11.06 -12.58 WPL Frm -0.27 -14.01 -26.39 -0.58 -20.55 WPR Frm 0.58 -20.55 -26.39 0.27 -14.01 MW Frm - - - - - MW Frm 4.34 2.35 -1.18 9.23 -1.18 MW Frm - - - - - MW Frm -9.23 -1.18 -1.17 -4.34 2.35 CU Frm - - - - - L Frm 3.14 10.40 18.50 -3.14 10.40 S Frm 3.11 10.31 18.34 -3.11 10.31 E> Frm -12.98 -3.08 -0.09 -12.34 3.18 EG+ Frm 0.35 1.15 2.05 -0.35 1.15 <E Frm 12.98 3.08 0.09 12.34 -3.18 EG- Frm -0.35 - -1.15 -2.05 0.35 -1.15 WB1> Brc 0.22 -11.13 -14.17 -0.02 -0.22 -10.30 -13.27 <WB1 Brc 0.07 - 14.45 -0.35 -0.07 - 13.24 WB2> Brc 0.22 -11.13 -14.34 -0.02 -0.22 -10.30 -13.43 <WB2 Brc 0.07 - 14.60 -0.35 -0.07 - 13.38 WB3> Brc 0.23 -10.27 -13.45 -0.02 -0.23 -11.17 -14.62 <WB3 Brc 0.07 - 13.63 -0.36 -0.07 - 14.69 WB4> Brc 0.23 -10.27 -13.46 -0.02 -0.23 -11.17 -14.63 <WB4 Brc 0.07 - 13.62 -0.36 -0.07 - 14.68 MWB Brc 0.18 -9.05 -11.33 -0.02 -0.18 -9.08 -11.38 MWB Brc - - - - - - - MWB Brc 0.05 11.41 -0.29 -0.05 11.38 MWB Brc - - - - - EB> Brc 0.58 -26.34 -33.43 -0.06 -0.58 -28.53 -36.42 <EB Brc 0.17 0.01 34.01 -0.89 -0.17 0.02 36.42 SMS Frm 6.54 - 21.67 38.54 -6.54 21.67 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k k k k D 0.0 0.0 17.5 17.1 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 110 of 169 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <WI 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 WB 1> 0.0 0.0 0.0 27.5 <WB 1 0.0 0.0 0.0 27.3 WB2> 0.0 0.0 0.0 27.8 <WB2 0.0 0.0 0.0 27.6 WB3> 0.0 0.0 0.0 28.1 <WB3 0.0 0.0 0.0 28.0 WB4> 0.0 0.0 0.0 28.1 <WB4 0.0 0.0 0.0 27.9 MWB 0.0 0.0 0.0 22.7 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 22.5 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 69.9 <EB 0.0 0.0 0.0 69.5 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k) 0/0/0 9-A 22.25 43 24.92 42 46.09 93 0.02 103 56.22 94 68.07 103 65/6/0 9-B - - - - - - - - 12.86 20 49.96 5 131/0/0 9-C 23.80 41 21.13 44 49.93 93 0.04 103 61.44 94 72.29 103 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 9-A 1 0.500 9 13 No 4 1.250 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 9-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 9-C 14 0.500 12 13 No 4 1.500 6.0 6.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X-Loc Shear=ialLoad Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load kCase k k Case k k Case k k k Case 0/0/0 24.76 1 14.00 42 1.51 -56.21 1 94 2.42 1 68.03 1 103 1 46.09 1 -56.21 1 1.51 94 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 111 of 169 65/6/0 1 0.28 1 13.28 1 42 1 0.03 1 -12.85 1 19 1 0.01 1 50.03 1 5 - - - 0 131/0/0 23.63 14.16 41 1.50 -61.41 94 2.73 72.41 103 49.93 -61.41 1.50 94 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.720 94 0.526 94 0.907 94 0 0.526 103 0.925 94 0.572 103 0.786 103 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 0 0.343 5 0.114 19 0.357 5 0.483 5 0.212 5 131/0/0 0.541 94 0.399 94 0.527 94 0 0.420 103 0.811 94 0.856 103 0.836 103 0.739 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 1 1 S5 18.94 39.477 210.54 N/A N/A 0.3750 6.000 Far F-BS-0.1875,W-BS-0.1875 2 1 S11 Alternate Web Thick: 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 4 1 S5 9.01 42.021 168.08 N/A N/A 0.3750 6.000 Near F-BS-0.1875,W-BS-0.1875 7 1 S1 6.26 28.941 154.35 2.25 65.03 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.1875,W-OS-0.1250,F-OS-0.1250 8 1 Sl 3.95 28.790 153.55 1.50 43.13 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 11 1 S5 0.99 42.021 168.08 N/A N/A 0.3750 6.000 Far F-BS-0.1875,W-BS-0.1875 13 1 S11 Alternate Web Thick: 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 14 1 S5 18.94 39.474 210.53 N/A N/A 0.3750 6.000 Near F-BS-0.1875,W-BS-0.1875 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in. in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 2 CP 0.500 12.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.2 13.3 5745.3 AISC DG-16/Thin plate 0.862 0.109 0.893 0.640 0.946 0.052 0.945 0.959 3 1 46 -6.2 13.3 5745.3 AISC DG-16/Thin plate 0.862 0.109 0.893 0.640 0.946 0.052 0.902 0.959 4 2 102 -1.9 3.0 1225.3 AISC DG-16/Thin plate 0.478 0.040 0.814 0.647 0.957 0.039 0.959 0.959 5 1 102 -1.9 3.0 1225.3 AISC DG-16/Thin plate 0.478 0.040 0.814 0.647 0.957 0.039 0.959 0.959 6 2 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 7 1 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 100 -2.3 3.1 1237.1 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0.041 0.959 0.959 11 1 100 -2.3 3.1 1237.1 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0,041 0.959 0,959 12 2 45 -7.5 13.5 5824.1 AISC DG-16/Thin plate 0.870 0.110 0.893 0.645 0.954 0.052 0.910 0.959 13 2 45 -7.5 13.5 5824.1 AISC DG-16/Thin plate 0.8701 0.110 0.893 0.645 0.954 0.052 0.953 0.959 Inside Flange Required Stren h Strength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension I Shear I Bending Yielding Rupture I Tearing Weld Weld File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 112 of 169 2 2 47 3.1 5.8 5118.2 AISC DG-I 6/Thin plate 0.803 0.047 0.831 0.595 0.881 0.022 0.880 0.959 3 1 47 3.1 5.8 5118.2 AISC DG-16/Thin plate 0.803 0.047 0.831 0.595 0.881 0.022 0.980 0.959 4 2 37 -0.7 1.2 1794.6 AISC DG-16/Thin plate 0.383 0.010 0.967 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.6 AISC DG-16/Thin plate 0.383 0.010 0.967 0.647 0.957 0.008 0.959 0.959 6 2 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.935 0.000 0.000 0.174 0.959 0.719 7 1 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.935 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.902 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.902 0.000 0.000 0.170 0.959 0.719 10 2 38 -0.3 1.2 1811.5 AISC DG-I 6/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 11 1 38 -0.3 1.2 1811.5 AISC DG-I 6/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 12 2 48 4.3 6.0 5197.0 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 2 48 4.3 6.0 5197.0 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.899 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. Jt. I Ld I Axial I Shear Ld I Axial I Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension I Shear V+T I Bending Yielding Bearing Weld I Weld 15 1 2 1 41 1 -13.01 0.11 19 1 12.9 0.0 0.4041 0.0051 0.0001 0.0961 0.0521 0.0011 0.4591 0.004 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.462 98 2 3/0/0 23/0/0 (2)GFB5006 0.795 98 3 011015 60/10/4 (2)GFB5067 0.514 0 4 3/11/9 46/l/O GFB5045 0.574 102 4 8/11/9 41/l/O GFB5006 0.552 5 5 8/11/9 31/1/0 GFB4041 0.572 5 6 3/11/9 16/l/O GFB3116 0.300 8 7 3/11/9 6/l/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 1/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/1/0 GFB2087 0.492 7 10 1/0/7 21/l/O GFB4041 0.476 7 10 11/0/7 31/1/0 GFB4041 0.572 6 11 1/0/7 41/l/O GFB5006 0.560 100 12 6/0/7 56/l/O GFB5067 0.845 100 12 10/9/12 60/10/4 (2)GFB5067 0.519 96 13 3/0/0 23/0/0 (2)GFB5006 0.796 96 14 19/0/0 19/0/0 GFB3011 1.513 96 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.04 40.50 98 -21.0 -2106.3 0.0 123.2 4043.7 539.5 0.61 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 98 -15.3 -2587.0 0.0 301.7 6430.6 539.9 0.43 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 98 -4.0 -2525.1 0.0 108.1 4065.9 397.2 0.64 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.00 102 -2.0 -1610.0 0.0 86.5 2906.9 318.0 0.57 4 0.00 52.00 6 14.4 24.6 0.58 5 8.96 42.00 5 -8.4 2241.7 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.5 13.0 0.73 6 0.00 42.00 62 7.4 -787.9 0.0 355.8 1167.6 116.0 0.69 6 6.48 31.01 5 -15.1 17.3 0.87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.95 5 -20.2 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27,95 6 20.2 19.6 1.03 9 10.03 42.00 7 -3.3 1740.7 0.0 85.9 2763.4 116.0 0.65 9 3.55 31.01 6 15.1 17.3 0.87 10 11.04 42.00 6 -8.4 2241.9 0.0 160.4 4898.7 308.9 0.48 10 0.00 42.00 6 1 9.5 13.0 0.73 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 113 of 169 11 10.01 52.00 100 -2.5 -1623.9 0.0 83.9 2844.5 318.0 0.59 11 10.01 52.00 5 -14.4 24.6 0.58 12 6.04 52.00 100 -2.4 -1891.4 0.0 104.8 3547.0 397.2 0.54 12 11.68 52.00 5 -24.3 24.9 0.98 13 7.08 42.00 96 -15.7 -2611.3 0.0 301.7 6430.6 539.9 0.43 13 5.50 42.00 5 8.5 13.0 0.65 L54 19.04 40.50 96 -21.7 -2081.3 0.0 123.2 4078.4 539.5 0.6020.04 42.00 5 6.8 13.00.527.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 27.13 10.00 41 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. I in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325.51 228.4 228.4 15.41 4.00 4163.13 42.69 205.59 10.67 233.14 16.35 0.75 17075.3 1.51 0.95 1.00 1.00 0.62 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.29 1.00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 6 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.15 0.89 1.00 1.00 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 120.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 0.54 10 11.04 739.63 120.0 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 0.60 11 10.01 739.63 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.16 1.00 1.00 1.00 0.68 6 12 6.04 739.63 180.1 180.1 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.16 1.00 1.00 1.00 0.52 7 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 15.41 4.00 4162.62 42.69 205.57 10.67 233.12 16.35 0.75 17073.4 1.53 0.95 1.00 1.00 0.62 6 15 27.13 406.86 390.7 390.7 9.02 3.75 184.63 62.50 36.93 12.50 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1.00 Deflection Load Combinations-Framin No. Ori in Factor jDefH DefVj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 1 50 1 0 3.0<E+3.0 EG- I<E+EG- Controlling Frame Deflection Ratios for Cross Section:9 Description Ratio I Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (11/49) -7.076 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/l 113) 0.679 5 1 2 SMS Max.Vertical Deflection for Span t L/1113 -0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.738(k/in) Fundamental Period(calculated)(T):1.050(sec.) Design Story Drift:3.878(in.) Seismic Drift Ratio:0.559 OK File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 114 of 169 Wall: 4,Frame at: 151/0/0 - Frame Cross Section:8 66'-6" � 11 Ccil 0' � 4 a 5'-0" L n 7rin 19 RS 7 F1c U i JIrI bb �y Q OV IG m m C7 C7 co m lL CD CD m LL N N LL LL co m LL 1 11 1 i El 2)GFB (2)GFB GFB GFB Y 1 X Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 F-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX013)and 13(CX014):122'-6 13/16" Horiz.Clearance between members I(CX013)and 14(CX014):122'-7" Horiz.Clearance between members 2(CX013)and 13(CX014):122'-6 5/8" Horiz.Clearance between members 2(CX013)and 14(CX014):122'-6 13/16" Vert.Clearance at member 2(CX013):26'-10 3/16" Vert.Clearance at member 13(CX014):26'-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 115 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle I Group Trib.Override Design Status 1511010 1 25/0/0 JMRF Frame 1 90.0000 1 1 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall:1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6 D+0.6 CU+0.6 W 1> D+CU+W 1> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1> D+CG+L+W 1> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- 49 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB 1> D+CG+WPR+WB 1> 50 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB 1> D+CU+WPR+WB 1> 51 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB 1> D+CG+L+WPR+WB 1> 52 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB 1> D+CG+S+WPR+WB 1> 53 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB 1 D+CG+WPR+<WB 1 54 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB 1 D+CU+WPR+<WB 1 55 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB 1 D+CG+L+WPR+<WB 1 56 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB 1 D+CG+S+WPR+<WB 1 57 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB2> D+CG+WPR+WB2> 58 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB2> D+CU+WPR+WB2> 59 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB2> D+CG+L+WPR+WB2> 60 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB2> D+CG+S+WPR+W132> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 116 of 169 61 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<W132 D+CG+WPR+<W132 62 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<W132 D+CU+WPR+<WB2 63 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<W132 D+CG+L+WPR+<W132 64 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<W132 D+CG+S+WPR+<W132 65 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+W133> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+W133> 67 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+WPL+WB3> 68 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+W133> 69 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W133 D+CG+WPL+<W133 70 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W133 D+CU+WPL+<W133 71 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB3 D+CG+L+WPL+<W133 72 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 73 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 W134> D+CG+WPL+W134> 74 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 W134> D+CU+WPL+WB4> 75 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB4> D+CG+L+WPL+W134> 76 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB4> D+CG+S+WPL+W134> 77 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W134 D+CG+WPL+<W134 78 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W134 D+CU+WPL+<WB4 79 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB4 D+CG+L+WPL+<W134 80 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB4 D+CG+S+WPL+<WB4 81 System Derived 1.000 0.6 MWB MWB-Wall:1 82 System Derived 1.000 0.6 MWB MWB-Wall:2 83 System Derived 1.000 0.6 MWB MWB-Wall:3 84 System Derived 1.000 0.6 MWB MWB-Wall:4 85 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 86 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 87 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 88 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 89 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 90 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 91 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 92 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 93 Special 1.000 1.0 D+1.0 CG+1.75 EB>+0.7 EG+ D+CG+EB>+EG+ 94 Special 1.000 0.6 D+0.6 CU+1.75 EB>+0.7 EG- D+CU+EB>+EG- 95 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 96 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 97 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB 98 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 99 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91<EB D+CU+E>+EG-+<EB 100 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 101 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91<EB D+CU+<E+EG-+<EB 102 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273<EB D+CU+<E+EG-+<EB 103 Special 1.000 1.0 D+1.0 CG+1.75<EB+0.7 EG+ D+CG+<EB+EG+ 104 Special 1.000 0.6 D+0.6 CU+1.75<EB+0.7 EG- D+CU+<EB+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l Jt.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 893.5 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 10.00 624.4 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 0.5000 0.1875 12.00 42.00 20.00 899.1 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1644 10.00 10.00 32.56 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=10359.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 117 of 169 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:8 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 8-A 8-B 8-C Base Plate W x L(in.) 9X13 12X11 12X13 Base Plate Thickness(in.) 0.500 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.250 4-0.750 4-1.500 Column Base Elev. 100'-01, 1 100'-0" 1 100'-0" Load Type Desc. Hx I Hz Vy Hx Vy Hx Hz V D Frm 1.18 5.16 6.80 -1.18 5.16 CG Frm 0.78 2.60 4.62 -0.78 2.60 L> Frm 3.14 10.40 18.50 -3.14 10.40 <L Frm 3.14 10.40 18.50 -3.14 10.40 ASLA Frm 1.57 0.20 9.25 -1.57 10.21 AASL Frm 1.57 10.21 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 38.54 -6.54 21.67 US1* Frm 2.34 3.10 17.35 -2.34 11.36 *US1 Frm 2.34 11.36 17.35 -2.34 3.10 Wl> Frm -10.66 -21.41 -28.23 -2.88 -11.30 <Wl Frm 2.88 -11.30 -28.23 10.66 -21.41 W2> Frm -11.06 -12.58 -15.00 -2.48 -2.47 <W2 Frm 2.48 -2.47 -15.00 11.06 -12.58 WPL Frm -0.27 -14.01 -26.39 -0.58 -20.55 WPR Frm 0.58 -20.55 -26.39 0.27 -14.01 MW Frm - - - - - MW Frm 4.34 2.35 -1.18 9.23 -1.18 MW Frm - - - - - MW Frm -9.23 -1.18 -1.17 -4.34 2.35 CU Frm - - - - - L Frm 3.14 10.40 18.50 -3.14 10.40 S Frm 3.11 10.31 18.34 -3.11 10.31 E> Frm -12.98 -3.08 -0.09 -12.34 3.18 EG+ Frm 0.35 1.15 2.05 -0.35 1.15 <E Frm 12.98 3.08 0.09 12.34 -3.18 EG- Frm -0.35 -1.15 -2.05 0.35 -1.15 WB1> Brc 0.06 14.39 -0.35 -0.06 13.43 <WB1 Brc 0.22 10.78 -14.29 -0.02 -0.22 9.92 -13.03 WB2> Brc 0.06 - 14.55 -0.35 -0.06 - 13.58 <WB2 Brc 0.22 10.77 -14.44 -0.02 -0.22 9.92 -13.17 WB3> Brc 0.06 - 13.67 -0.35 -0.06 - 14.79 <WB3 Brc 0.22 9.94 -13.47 -0.01 -0.22 10.76 -14.47 WB4> Brc 0.06 - 13.68 -0.35 -0.06 - 14.79 <WB4 Brc 0.22 9.94 -13.46 -0.01 -0.22 10.76 -14.47 MWB Brc 0.05 - 11.51 -0.29 -0.05 - 11.51 MWB Brc - - - - - - - MWB Brc 0.18 8.76 -11.28 -0.01 -0.18 8.74 -11.21 MWB Brc - - - - - - - EB> Brc 0.16 - 33.97 -0.88 -0.16 -0.02 36.81 <EB Brc 0.54 25.50 -33.61 -0.03 -0.54 27.48 -35.89 SMS Frm 6.54 - 21.67 38.54 -6.54 21.67 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k k k k D 0.0 0.0 17.5 17.1 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 118 of 169 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <WI 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 WB 1> 0.0 0.0 0.0 27.5 <WB 1 0.0 0.0 0.0 27.3 WB2> 0.0 0.0 0.0 27.8 <WB2 0.0 0.0 0.0 27.6 WB3> 0.0 0.0 0.0 28.1 <WB3 0.0 0.0 0.0 28.0 WB4> 0.0 0.0 0.0 28.1 <WB4 0.0 0.0 0.0 27.9 MWB 0.0 0.0 0.0 22.7 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 22.5 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 69.9 <EB 0.0 0.0 0.0 69.5 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k) k (k) (k) (in-k) (in-k) 0/0/0 8-A 22.25 43 24.92 42 44.63 103 56.54 104 68.02 93 65/6/0 8-B - - - - - - 12.86 20 49.96 5 131/0/0 8-C 23.80 41 21.13 44 0.03 93 48.10 103 60.52 104 72.99 93 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 8-A 1 0.500 9 13 No 4 1.250 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 8-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 8-C 14 0.500 12 13 No 4 1.500 6.0 6.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load k k Case k k Case k k Case k k k Case 0/0/0 24.76 1 14.00 42 1.46 56.50 1 104 2.40 67.98 93 1 44.63 1 -56.50 1 1.46 104 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 119 of 169 65/6/0 1 0.28 1 13.28 1 42 1 0.03 1 -12.85 1 19 1 0.01 50.03 5 - - - 0 131/0/0 23.63 14.16 41 1.47 -60.49 104 2.71 73.10 93 48.10 -60.49 1.47 104 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.697 104 0.529 104 0.878 104 0 0.526 93 0.930 104 0.571 93 0.785 93 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 0 0.343 5 0.114 19 0.357 5 0.483 5 0.212 5 131/0/0 0.522 104 0.393 104 0.506 104 0 0.424 93 0.798 104 0.865 93 0.844 93 0.739 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 1 1 S5 18.94 39.477 210.54 N/A N/A 0.3750 6.000 Near F-BS-0.1875,W-BS-0.1875 2 1 S11 Alternate Web Thick: 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 4 1 S5 9.01 42.021 168.08 N/A N/A 0.3750 6.000 Far F-BS-0.1875,W-BS-0.1875 7 1 S1 6.26 28.941 154.35 2.25 65.03 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.1875,W-OS-0.1250,F-OS-0.1250 8 1 Sl 3.95 28.790 153.55 1.50 43.13 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 11 1 S5 0.99 42.021 168.08 N/A N/A 0.3750 6.000 Near F-BS-0.1875,W-BS-0.1875 13 1 S11 Alternate Web Thick: 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 14 1 S5 18.94 39.474 210.53 N/A N/A 0.3750 6.000 Far F-BS-0.1875,W-BS-0.1875 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions I Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in. in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 2 CP 0.500 12.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.3 13.3 5746.7 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.946 0.959 3 1 46 -6.3 13.3 5746.7 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.903 0.959 4 2 92 -1.9 3.0 1224.4 AISC DG-16/Thin plate 0.477 0.040 0.814 0.647 0.957 0.039 0.959 0.959 5 1 92 -1.9 3.0 1224.4 AISC DG-16/Thin plate 0.477 0.040 0.814 0.647 0.957 0.039 0.959 0.959 6 2 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 7 1 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 90 -2.3 3.1 1236.2 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0.041 0.959 0.959 11 1 90 -2.3 3.1 1236.2 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0,041 0.959 0,959 12 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.910 0.959 13 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.954 0.959 Inside Flange Required Stren h Strength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture I Tearing Weld Weld File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 120 of 169 2 2 47 3.1 5.8 5119.6 AISC DG-I 6/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0.880 0.959 3 1 47 3.1 5.8 5119.6 AISC DG-16/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0.980 0.959 4 2 37 -0.7 1.2 1794.3 AISC DG-16/Thin plate 0.383 0.010 0.967 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.3 AISC DG-16/Thin plate 0.383 0.010 0.967 0.647 0.957 0.008 0.959 0.959 6 2 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 7 1 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 10 2 38 -0.3 1.2 1810.9 AISC DG-I 6/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 11 1 38 -0.3 1.2 1810.9 AISC DG-I 6/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 12 2 48 4.3 6.0 5198.4 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 2 48 4.3 6.0 5198.4 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.899 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. Jt. I Ld I Axial I Shear Ld I Axial I Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension I Shear V+T I Bending Yielding Bearing Weld I Weld 15 1 2 1 41 1 -13.01 0.11 19 1 12.9 0.0 0.4041 0.0051 0.0001 0.0961 0.0521 0.0011 0.4581 0.004 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.525 88 2 3/0/0 23/0/0 (2)GFB5006 0.795 88 3 011015 60/10/4 (2)GFB5067 0.514 0 4 3/11/9 46/l/O GFB5045 0.574 92 4 8/11/9 41/l/O GFB5006 0.552 5 5 8/11/9 31/1/0 GFB4041 0.571 5 6 3/11/9 16/l/O GFB3116 0.300 8 7 3/11/9 6/l/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 1/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/1/0 GFB2087 0.492 7 10 1/0/7 21/l/O GFB4041 0.476 7 10 11/0/7 31/1/0 GFB4041 0.572 6 11 1/0/7 41/l/O GFB5006 0.560 90 12 6/0/7 56/l/O GFB5067 0.845 90 12 10/9/12 60/10/4 (2)GFB5067 0.519 86 13 3/0/0 23/0/0 (2)GFB5006 0.796 86 14 19/0/0 19/0/0 GFB3011 1.444 86 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.04 40.50 88 -21.0 -2109.3 0.0 123.2 4047.5 539.5 0.61 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 88 -15.2 -2589.9 0.0 301.7 6430.6 539.9 0.43 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 88 -4.0 -2524.6 0.0 108.1 4066.1 397.2 0.64 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.00 92 -2.0 -1608.9 0.0 86.5 2907.0 318.0 0.56 4 0.00 52.00 6 14.4 24.6 0.58 5 8.96 42.00 5 -8.4 2241.7 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.5 13.0 0.73 6 0.00 42.00 58 7.4 -787.7 0.0 355.8 1167.5 116.0 0.69 6 6.48 31.01 5 -15.1 17.3 0.87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.95 5 -20.2 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27,95 6 20.2 19.6 1.03 9 10.03 42.00 7 -3.3 1740.7 0.0 85.9 2763.4 116.0 0.65 9 3.55 31.01 6 15.1 17.3 0.87 10 11.04 42.00 6 -8.4 2241.7 0.0 160.4 4898.8 308.9 0.48 10 0.00 42.00 6 1 9.5 13.0 0.73 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 121 of 169 11 10.01 52.00 90 -2.5 -1622.9 0.0 83.9 2844.5 318.0 0.59 11 10.01 52.00 5 -14.4 24.6 0.58 12 6.04 52.00 90 -2.4 -1890.2 0.0 104.8 3547.1 397.2 0.54 12 11.68 52.00 5 -24.3 24.9 0.98 13 7.08 42.00 86 -15.5 -2613.3 0.0 301.7 6430.6 539.9 0.43 13 5.50 42.00 5 8.5 13.0 0.65 L54 19.04 40.50 86 -21.8 2083.6 0.0 123.2 4083.4 539.5 0.6020.04 42.00 5 6.8 13.00.527.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 27.13 10.00 41 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. I in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325.51 228.4 228.4 15.41 4.00 4163.13 42.69 205.59 10.67 233.14 16.35 0.75 17075.3 1.51 0.95 1.00 1.00 0.62 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.29 1.00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 6 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.15 0.89 1.00 1.00 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 120.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 0.54 10 11.04 739.63 120.0 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 0.60 11 10.01 739.63 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.16 1.00 1.00 1.00 0.68 6 12 6.04 739.63 180.1 180.1 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.16 1.00 1.00 1.00 0.52 7 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 15.41 4.00 4162.62 42.69 205.57 10.67 233.12 16.35 0.75 17073.4 1.53 0.95 1.00 1.00 0.62 6 15 27.13 406.86 390.7 390.7 9.02 3.75 184.63 62.50 36.93 12.50 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1.00 Deflection Load Combinations-Framin No. Ori in Factor jDefH DefVj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 1 50 1 0 3.0<E+3.0 EG- I<E+EG- Controlling Frame Deflection Ratios for Cross Section:8 Description Ratio I Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (11/49) -7.078 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/l 113) 0.679 5 1 2 SMS Max.Vertical Deflection for Span t L/1113 -0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.732(k/in) Fundamental Period(calculated)(T):1.050(sec.) Design Story Drift:3.880(in.) Seismic Drift Ratio:0.559 OK File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 122 of 169 Wall: 4,Frame at: 176/0/0 Frame Cross Section:7 (� 65'-6' LL LL 65'-7 9/1 50:12 65'-7 9/ .750:12 m m C00 com LL m m m LL N N LL LL LL m m LL N U U LL 0 N 1 11 © 1 Ci 2)GFB (2)GFB GFB GFB Ej y 1 X Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 F-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX015)and 13(CX016):122'-6 13/16" Horiz.Clearance between members I(CX015)and 14(CX016):122'-7" Horiz.Clearance between members 2(CX015)and 13(CX016):122'-6 5/8" Horiz.Clearance between members 2(CX015)and 14(CX016):122'-6 13/16" Vert.Clearance at member 2(CX015):26'-10 3/16" Vert.Clearance at member 13(CX016):26'-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 123 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle I Group Trib.Override Design Status 176/0/0 1 25/0/0 JMRF Frame 1 90.0000 1 1 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US t* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US t D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W l> D+CG+W l> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall:1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6 D+0.6 CU+0.6 W l> D+CU+W l> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W l> D+CG+L+W l> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W l 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W l> D+CG+S+W l> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l R.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 10.00 623.0 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 958.9 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 124 of 169 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 958.9 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 10.00 623.0 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 0.5000 0.1875 12.00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1644 10.00 10.00 1 32.56 1 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=10340.8 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:7 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 7-A 7-B 7-C Base Plate W x L(in.) 9X13 12X11 9X13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx VY Hx Vy Hx V D Frm 1.18 5.16 6.80 -1.18 5.16 CG Frm 0.78 2.60 4.62 -0.78 2.60 L> Frm 3.14 10.40 18.50 -3.14 10.40 <L Frm 3.14 10.40 18.50 -3.14 10.40 ASLA Frm 1.57 0.19 9.25 -1.57 10.21 ^ASL Frm 1.57 10.21 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 38.54 -6.54 21.67 US1* Frm 2.34 3.10 17.35 -2.34 11.36 *usI Frm 2.34 11.36 17.35 -2.34 3.10 Wl> Frm -10.66 -21.41 -28.23 -2.88 -11.30 <WI Frm 2.88 -11.30 -28.23 10.66 -21.41 W2> Frm -11.06 -12.58 -15.00 -2.48 -2.47 <W2 Frm 2.48 -2.47 -15.00 11.06 -12.58 WPL Frm -0.27 -14.01 -26.39 -0.58 -20.55 WPR Frm 0.58 -20.55 -26.39 0.27 -14.01 MW Frm - - - - - MW Frm 4.34 2.35 -1.18 9.23 -1.18 MW Frm - - - - - MW Frm -9.23 -1.18 -1.17 -4.34 2.35 CU Frm - - - - - L Frm 3.14 10.40 18.50 -3.14 10.40 S Frm 3.11 10.31 18.34 -3.11 10.31 E> Frm -12.98 -3.08 -0.09 -12.34 3.18 EG+ Frm 0.35 1.15 2.05 -0.35 1.15 <E Frm 12.98 3.08 0.09 12.34 -3.18 EG- Frm -0.35 -1.15 -2.05 0.35 -1.15 SMS Frm 6.54 21.67 38.54 -6.54 21.67 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k) k k k D 0.0 0.0 17.5 17.1 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 125 of 169 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <Wl 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k) 0/0/0 7-A 22.25 43 24.92 42 9.75 19 29.42 5 65/6/0 7-B - - - - 12.86 20 49.96 5 131/0/0 7-C 23.80 41 21.13 44 9.75 20 1 29.42 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 7-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 7-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 7-C 14 0.375 9 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case I Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load k k Case k k Case k k Case k k k Case 0/0/0 24.76 14.00 42 5.69 -9.74 19 8.59 29.45 6 0 65/6/0 0.28 13.28 42 0.03 -12.85 19 0.01 50.03 5 0 131/0/0 23.63 14.16 41 5.69 -9.74 20 8.59 29.44 5 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.604 42 0.143 19 - 0 0 0.228 6 0.285 19 0.178 6 0.340 6 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 0 0.343 5 0.114 19 0.357 5 0.483 5 0.212 5 131/0/0 1.025 41 0.254 20 - 0 0 0.228 5 0.285 20 0.178 5 0.340 5 0.739 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 2 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 7 1 S1 6.26 28.941 154.35 2.25 65.03 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:3O PM Page: 126 of 169 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.I 875,W-OS-0.I 250,F-OS-0.1250 8 1 S1 3.95 28.790 153.55 1.50 43.13 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 13 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.I 250,F-OS-0.1875 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jr. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in.) in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 45.28 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 45.25 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 45.25 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 45.28 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 2 CP 0.500 12.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios Mem. Jr. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.2 13.3 5745.5 AISC DG-16/Thin plate 0.862 0.109 0.893 0.640 0.946 0.052 0.945 0.959 3 1 46 -6.2 13.3 5745.5 AISC DG-16/Thin plate 0.862 0.109 0.893 0.640 0.946 0.052 0.902 0.959 4 2 40 -1.9 2.8 1169.2 AISC DG-16/Thin plate 0.337 0.029 0.987 0.000 0.000 0.024 0.959 0.959 5 1 40 -1.9 2.8 1169.2 AISC DG-16/Thin plate 0.337 0.029 0.987 0.000 0.000 0.024 0.959 0.959 6 2 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 7 1 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 39 -2.2 3.0 1185.6 AISC DG-16/Thin plate 0.340 0.030 0.995 0.000 0.000 0.026 0.959 0.959 11 1 39 -2.2 3.0 1185.6 AISC DG-16/Thin plate 0.340 0.030 0.995 0.000 0.000 0.026 0,959 0,959 12 2 45 -7.5 13.5 5824.3 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.910 0.959 13 2 45 -7.5 13.5 5824.3 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.953 0.959 Inside Flan e Re uired Strength trength Ratios Mem. Jr. Ld Axial Shear Moment Design Bolt Bolt t Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear YieldingRupture TearingWeld Weld 2 2 47 3.1 5.8 5118.4 AISC DG-16/Thin plate 0.803 0.047 0.595 0.881 0.022 0.880 0.959 3 1 47 3.1 5.8 5118.4 AISC DG-16/Thin plate 0.803 0.047 0.595 0.881 0.022 0.980 0.959 4 2 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.647 0.957 0.008 0.959 0.959 6 2 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.935 0.000 0.000 0.174 0.959 0.719 7 1 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.935 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 10 2 38 -0.3 1.2 1811.4 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 11 1 38 -0.3 1.2 1811.4 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 12 2 48 4.3 6.0 5197.2 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 2 48 4.3 6.0 5197.2 AISC DG-16/Thin late 0.820 0.049 0.842 0.608 0.899 0.023 0.899 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. Jt. I Ld I Axial I Shear Ld I Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension Shear V+T Bending Yielding Bearing Weld Weld 15 1 2 1 41 1 -13.01 0.11 19 1 12.91 0.0 0.4041 0.0051 0.0001 0.0961 0.0521 0.0011 0.4581 0.004 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 127 of 169 Flange Brace mmar Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.433 38 2 3/0/0 23/0/0 (2)GFB5006 0.773 38 3 011015 60/10/4 (2)GFB5067 0.494 0 4 3/11/9 46/l/O GFB5045 0.548 40 4 8/11/9 41/l/O GFB5006 0.527 5 5 8/11/9 31/l/O GFB4041 0.558 5 6 3/11/9 16/l/O GFB3116 0.298 8 7 3/11/9 6/l/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 1/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/l/0 GFB2087 0.492 7 10 1/0/7 21/l/O GFB4041 0.469 7 10 11/0/7 31/l/O GFB4041 0.558 6 11 1/0/7 41/l/O GFB5006 0.537 39 12 6/0/7 56/l/O GFB5067 0.813 39 12 10/9/12 60/10/4 (2)GFB5067 0.501 37 13 3/0/0 23/0/0 (2)GFB5006 0.772 37 14 19/0/0 19/0/0 GFB3011 1.418 37 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mex Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.04 40.50 38 -11.7 -2089.1 0.0 123.2 3931.0 539.5 0.58 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 38 -11.4 -2566.7 0.0 301.7 6430.6 539.9 0.42 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 38 -4.0 -2425.0 0.0 108.1 4085.6 397.2 0.61 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.00 40 -1.9 -1535.0 0.0 86.5 2908.8 318.0 0.54 4 0.00 52.00 6 14.4 24.6 0.58 5 8.96 42.00 5 -8.4 2241.7 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.5 13.0 0.73 6 0.00 42.00 24 7.4 -777.6 0.0 355.8 1160.9 116.0 0.68 6 6.48 31.01 5 -15.1 17.3 0.87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.95 5 -20.2 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27.95 6 20.2 19.6 1.03 9 10.03 42.00 7 -3.3 1740.8 0.0 85.9 2763.4 116.0 0.65 9 3.55 31.01 6 15.1 17.3 0.87 10 11.04 42.00 6 -8.4 2241.6 0.0 160.4 4899.3 308.9 0.48 10 0.00 42.00 6 9.5 13.0 0.73 11 10.01 52.00 39 -2.4 -1556.0 0.0 83.9 2845.5 318.0 0.56 11 10.01 52.00 5 -14.4 24.6 0.58 12 6.04 52.00 39 -2.3 -1813.0 0.0 104.8 3548.3 397.2 0.52 12 11.68 52.00 5 -24.3 24.9 0.98 13 7.08 42.00 37 -11.5 -2584.9 0.0 301.7 6430.6 539.9 0.42 13 5.50 42.00 5 8.5 13.0 0.65 14 19.04 40.50 37 -11.8 -2065.2 0.0 123.2 3974.2 539.5 0.57 14 20.04 42.00 5 6.8 13.0 0.52 15 27.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 15 27.13 10.00 41 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. I in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325.51 228.4 228.4 15.41 4.00 4163.13 42.69 205.59 10.67 233.14 16.35 0.75 17075.3 1.47 0.96 1.00 1.00 0.62 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.30 1.00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 128 of 169 6 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.15 0.89 1.00 1.00 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 120.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 0.54 10 11.04 739.63 120.0 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 0.60 11 10.01 739.63 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.16 1.00 1.00 1.00 0.68 6 12 6.04 739.63 180.1 180.1 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.16 1.00 1.00 1.00 0.52 7 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 15.41 4.00 4162.62 42.69 205.57 10.67 233.12 16.35 0.75 17073.4 1.48 0.95 1.00 1.00 0.62 6 15 27.13 406.86 390.7 390.7 9.02 3.75 184.63 62.50 36.93 12.50 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1.00 Deflection Load Combinations-Framin No. Ori in Factor jDefH DefVj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 1 50 1 0 3.0<E+3.0 EG- I<E+EG- Controlling Frame Deflection Ratios for Cross Section:7 Description Ratio I Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (11/49) -7.077 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/l 113) 0.679 5 1 2 SMS Max.Vertical Deflection for Span t L/1113 -0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.738(k/in) Fundamental Period(calculated)(T):1.050(sec.) Design Story Drift:3.878(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 129 of 169 Wall: 4,Frame at: 201/0/0 Frame Cross Section:6 (� 65'-6' LL LL 65'-7 9/1 50:12 65'-7 9/ .750:12 m m C00 com LL m m m LL N N LL LL LL m m LL N U U LL 0 N 1 11 -1 , © 1 Ci 2)GFB (2)GFB GFB GFB y 1 1 AS Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 F-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX017)and 13(CX018):122'-6 13/16" Horiz.Clearance between members I(CX017)and 14(CX018):122'-7" Horiz.Clearance between members 2(CX017)and 13(CX018):122'-6 5/8" Horiz.Clearance between members 2(CX017)and 14(CX018):122'-6 13/16" Vert.Clearance at member 2(CX017):26'-10 3/16" Vert.Clearance at member 13(CX018):26'-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 130 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle I Group Trib.Override Design Status 201/0/0 1 25/0/0 JMRF Frame 1 90.0000 1 1 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US t* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US t D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W l> D+CG+W l> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall:1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6 D+0.6 CU+0.6 W l> D+CU+W l> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W l> D+CG+L+W l> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W l 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W l> D+CG+S+W l> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l R.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 10.00 623.0 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 958.9 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 131 of 169 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 958.9 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 10.00 623.0 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 0.5000 0.1875 12.00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1644 10.00 10.00 1 32.56 1 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=10340.8 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:6 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 6-A 6-B 6-C Base Plate W x L(in.) 9X13 12X11 9X13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx VY Hx Vy Hx V D Frm 1.18 5.16 6.80 -1.18 5.16 CG Frm 0.78 2.60 4.62 -0.78 2.60 L> Frm 3.14 10.40 18.50 -3.14 10.40 <L Frm 3.14 10.40 18.50 -3.14 10.40 ASLA Frm 1.57 0.20 9.25 -1.57 10.21 ^ASL Frm 1.57 10.21 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 38.54 -6.54 21.67 US1* Frm 2.34 3.10 17.35 -2.34 11.36 *usI Frm 2.34 11.36 17.35 -2.34 3.10 Wl> Frm -10.66 -21.41 -28.23 -2.88 -11.30 <WI Frm 2.88 -11.30 -28.23 10.66 -21.41 W2> Frm -11.06 -12.58 -15.00 -2.48 -2.47 <W2 Frm 2.48 -2.47 -15.00 11.06 -12.58 WPL Frm -0.27 -14.01 -26.39 -0.58 -20.55 WPR Frm 0.59 -20.55 -26.39 0.27 -14.01 MW Frm - - - - - MW Frm 4.34 2.35 -1.18 9.23 -1.18 MW Frm - - - - - MW Frm -9.23 -1.18 -1.17 -4.34 2.35 CU Frm - - - - - L Frm 3.14 10.40 18.50 -3.14 10.40 S Frm 3.11 10.31 18.34 -3.11 10.31 E> Frm -12.98 -3.08 -0.09 -12.34 3.18 EG+ Frm 0.35 1.15 2.05 -0.35 1.15 <E Frm 12.98 3.08 0.09 12.34 -3.18 EG- Frm -0.35 -1.15 -2.05 0.35 -1.15 SMS Frm 6.54 21.67 38.54 -6.54 21.67 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k) k k k D 0.0 0.0 17.5 17.1 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 132 of 169 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <Wl 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k) 0/0/0 6-A 22.25 43 24.92 42 9.75 19 29.42 5 65/6/0 6-B - - - - 12.86 20 49.96 5 131/0/0 6-C 23.80 41 21.13 44 9.75 20 1 29.42 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 6-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 6-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 6-C 14 0.375 9 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case I Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load k k Case k k Case k k Case k k k Case 0/0/0 24.77 14.00 42 5.69 -9.74 19 8.59 29.45 6 0 65/6/0 0.28 13.28 42 0.03 -12.85 19 0.01 50.03 5 0 131/0/0 23.63 14.16 41 5.69 -9.74 20 8.59 29.44 5 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.604 42 0.143 19 - 0 0 0.228 6 0.285 19 0.178 6 0.340 6 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 0 0.343 5 0.114 19 0.357 5 0.483 5 0.212 5 131/0/0 1.025 41 0.254 20 - 0 0 0.228 5 0.285 20 0.178 5 0.340 5 0.739 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 2 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 7 1 S1 6.26 28.941 154.35 2.25 65.03 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:3O PM Page: 133 of 169 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.I 875,W-OS-0.I 250,F-OS-0.1250 8 1 S1 3.95 28.790 153.55 1.50 43.13 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 13 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.I 250,F-OS-0.1875 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jr. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in.) in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 45.28 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 45.25 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 45.25 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 45.28 0.750 A325N/PT 3.50 13 Flush 2.00/2.00 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 2 CP 0.500 12.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios Mem. Jr. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.946 0.959 3 1 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.903 0.959 4 2 40 -1.9 2.8 1168.5 AISC DG-16/Thin plate 0.337 0.029 0.986 0.000 0.000 0.024 0.959 0.959 5 1 40 -1.9 2.8 1168.5 AISC DG-16/Thin plate 0.337 0.029 0.986 0.000 0.000 0.024 0.959 0.959 6 2 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 7 1 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 39 -2.2 3.0 1185.5 AISC DG-16/Thin plate 0.340 0.030 0.995 0.000 0.000 0.026 0.959 0.959 11 1 39 -2.2 3.0 1185.5 AISC DG-16/Thin plate 0.340 0.030 0.995 0.000 0.000 0.026 0,959 0,959 12 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.910 0.959 13 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.954 0.959 Inside Flan e Re uired Strength trength Ratios Mem. Jr. Ld Axial Shear Moment Design Bolt Bolt t Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear YieldingRupture TearingWeld Weld 2 2 47 3.1 5.8 5119.7 AISC DG-16/Thin plate 0.803 0.047 0.596 0.881 0.022 0.880 0.959 3 1 47 3.1 5.8 5119.7 AISC DG-16/Thin plate 0.803 0.047 0.596 0.881 0.022 0.980 0.959 4 2 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.647 0.957 0.008 0.959 0.959 6 2 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 7 1 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 10 2 38 -0.3 1.2 1810.8 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 11 1 38 -0.3 1.2 1810.8 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 12 2 48 4.3 6.0 5198.4 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 2 48 4.3 6.0 5198.4 AISC DG-16/Thin late 0.820 0.049 0.842 0.608 0.899 0.023 0.899 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. Jt. I Ld I Axial I Shear Ld I Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension Shear V+T Bending Yielding Bearing Weld Weld 15 1 2 1 41 1 -13.01 0.11 19 1 12.91 0.0 0.4041 0.0051 0.0001 0.0961 0.0521 0.0011 0.4581 0.004 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 134 of 169 Flange Brace mmar Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.432 38 2 3/0/0 23/0/0 (2)GFB5006 0.773 38 3 011015 60/10/4 (2)GFB5067 0.494 0 4 3/11/9 46/l/O GFB5045 0.548 40 4 8/11/9 41/l/O GFB5006 0.527 5 5 8/11/9 31/l/O GFB4041 0.558 5 6 3/11/9 16/l/O GFB3116 0.298 8 7 3/11/9 6/l/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 1/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/l/0 GFB2087 0.492 7 10 1/0/7 21/l/O GFB4041 0.469 7 10 11/0/7 31/l/O GFB4041 0.558 6 11 1/0/7 41/l/O GFB5006 0.537 39 12 6/0/7 56/l/O GFB5067 0.813 39 12 10/9/12 60/10/4 (2)GFB5067 0.501 37 13 3/0/0 23/0/0 (2)GFB5006 0.772 37 14 19/0/0 19/0/0 GFB3011 1.418 37 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mex Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.04 40.50 38 -11.7 -2088.8 0.0 123.2 3930.9 539.5 0.58 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 38 -11.4 -2566.2 0.0 301.7 6430.6 539.9 0.42 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 38 -4.0 -2424.5 0.0 108.1 4085.7 397.2 0.61 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.00 40 -1.9 -1534.4 0.0 86.5 2909.0 318.0 0.54 4 0.00 52.00 6 14.4 24.6 0.58 5 8.96 42.00 5 -8.4 2241.7 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.5 13.0 0.73 6 0.00 42.00 24 7.4 -777.6 0.0 355.8 1160.9 116.0 0.68 6 6.48 31.01 5 -15.1 17.3 0.87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.95 5 -20.2 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27.95 6 20.2 19.6 1.03 9 10.03 42.00 7 -3.3 1740.8 0.0 85.9 2763.4 116.0 0.65 9 3.55 31.01 6 15.1 17.3 0.87 10 11.04 42.00 6 -8.4 2241.6 0.0 160.4 4899.3 308.9 0.48 10 0.00 42.00 6 9.5 13.0 0.73 11 10.01 52.00 39 -2.4 -1555.8 0.0 83.9 2845.4 318.0 0.56 11 10.01 52.00 5 -14.4 24.6 0.58 12 6.04 52.00 39 -2.3 -1812.7 0.0 104.8 3548.2 397.2 0.52 12 11.68 52.00 5 -24.3 24.9 0.98 13 7.08 42.00 37 -11.5 -2585.1 0.0 301.7 6430.6 539.9 0.42 13 5.50 42.00 5 8.5 13.0 0.65 14 19.04 40.50 37 -11.8 -2065.3 0.0 123.2 3974.2 539.5 0.57 14 20.04 42.00 5 6.8 13.0 0.52 15 27.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 15 27.13 10.00 41 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. I in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325.51 228.4 228.4 15.41 4.00 4163.13 42.69 205.59 10.67 233.14 16.35 0.75 17075.3 1.47 0.96 1.00 1.00 0.62 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.30 1.00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 135 of 169 6 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.15 0.89 1.00 1.00 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 120.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 0.54 10 11.04 739.63 120.0 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 0.60 11 10.01 739.63 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.16 1.00 1.00 1.00 0.68 6 12 6.04 739.63 180.1 180.1 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.16 1.00 1.00 1.00 0.52 7 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 15.41 4.00 4162.62 42.69 205.57 10.67 233.12 16.35 0.75 17073.4 1.48 0.95 1.00 1.00 0.62 6 15 27.13 406.86 390.7 390.7 9.02 3.75 184.63 62.50 36.93 12.50 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1.00 Deflection Load Combinations-Framin No. Ori in Factor jDefH DefVj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 1 50 1 0 3.0<E+3.0 EG- I<E+EG- Controlling Frame Deflection Ratios for Cross Section:6 Description Ratio I Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (11/49) -7.078 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/l 113) 0.679 5 1 2 SMS Max.Vertical Deflection for Span t L/1113 -0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.737(k/in) Fundamental Period(calculated)(T):1.050(sec.) Design Story Drift:3.879(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 136 of 169 Wall: 4,Frame at: 226/0/0 - Frame Cross Section:5 5'_0, 3 ' 11 ` 7 9/1 .750:12 65�9/1_ 750:12mCDLL N N LL LL m LL N U' U' 0 co U' LL (� N 1 11 1 i Ci 2)GFB (2)GFB GFB GFB El y 1 X 61. Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 F-V 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX019)and 13(CX020):122'-6 13/16" Horiz.Clearance between members I(CX019)and 14(CX020):122'-7" Horiz.Clearance between members 2(CX019)and 13(CX020):122'-6 5/8" Horiz.Clearance between members 2(CX019)and 14(CX020):122'-6 13/16" Vert.Clearance at member 2(CX019):26'-10 3/16" Vert.Clearance at member 13(CX020):26'-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 137 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle I Group Trib.Override Design Status 226/0/0 1 25/0/0 JMRF Frame 1 90.0000 1 1 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall:1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6 D+0.6 CU+0.6 W 1> D+CU+W 1> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1> D+CG+L+W 1> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- 49 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB 1> D+CG+WPR+WB 1> 50 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB 1> D+CU+WPR+WB 1> 51 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB 1> D+CG+L+WPR+WB 1> 52 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB 1> D+CG+S+WPR+WB 1> 53 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB 1 D+CG+WPR+<WB 1 54 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB 1 D+CU+WPR+<WB 1 55 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB 1 D+CG+L+WPR+<WB 1 56 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB 1 D+CG+S+WPR+<WB 1 57 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB2> D+CG+WPR+WB2> 58 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB2> D+CU+WPR+WB2> 59 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB2> D+CG+L+WPR+WB2> 60 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB2> D+CG+S+WPR+W132> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 138 of 169 61 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<W132 D+CG+WPR+<W132 62 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<W132 D+CU+WPR+<WB2 63 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<W132 D+CG+L+WPR+<W132 64 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<W132 D+CG+S+WPR+<W132 65 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+W133> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+W133> 67 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+WPL+WB3> 68 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+W133> 69 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W133 D+CG+WPL+<W133 70 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W133 D+CU+WPL+<W133 71 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB3 D+CG+L+WPL+<W133 72 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 73 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 W134> D+CG+WPL+W134> 74 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 W134> D+CU+WPL+WB4> 75 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB4> D+CG+L+WPL+W134> 76 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB4> D+CG+S+WPL+W134> 77 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W134 D+CG+WPL+<W134 78 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W134 D+CU+WPL+<WB4 79 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB4 D+CG+L+WPL+<W134 80 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB4 D+CG+S+WPL+<WB4 81 System Derived 1.000 0.6 MWB MWB-Wall:1 82 System Derived 1.000 0.6 MWB MWB-Wall:2 83 System Derived 1.000 0.6 MWB MWB-Wall:3 84 System Derived 1.000 0.6 MWB MWB-Wall:4 85 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 86 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 87 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 88 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 89 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 90 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 91 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 92 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 93 Special 1.000 1.0 D+1.0 CG+1.75 EB>+0.7 EG+ D+CG+EB>+EG+ 94 Special 1.000 0.6 D+0.6 CU+1.75 EB>+0.7 EG- D+CU+EB>+EG- 95 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 96 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 97 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB 98 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 99 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91<EB D+CU+E>+EG-+<EB 100 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 101 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91<EB D+CU+<E+EG-+<EB 102 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273<EB D+CU+<E+EG-+<EB 103 Special 1.000 1.0 D+1.0 CG+1.75<EB+0.7 EG+ D+CG+<EB+EG+ 104 Special 1.000 0.6 D+0.6 CU+1.75<EB+0.7 EG- D+CU+<EB+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l Jt.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 893.5 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 10.00 624.4 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 0.5000 0.1875 12.00 42.00 20.00 899.1 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1644 10.00 10.00 32.56 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=10359.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 139 of 169 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:5 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 5-A 5-B 5-C Base Plate W x L(in.) 9X13 12X11 12X13 Base Plate Thickness(in.) 0.500 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.250 4-0.750 4-1.500 Column Base Elev. 100'-01, 1 100'-0" 1 100'-0" Load Type Desc. Hx I Hz Vy Hx Vy Hx Hz V D Frm 1.18 5.16 6.80 -1.18 5.16 CG Frm 0.78 2.60 4.62 -0.78 2.60 L> Frm 3.14 10.40 18.50 -3.14 10.40 <L Frm 3.14 10.40 18.50 -3.14 10.40 ASLA Frm 1.57 0.20 9.25 -1.57 10.21 AASL Frm 1.57 10.21 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 38.54 -6.54 21.67 US1* Frm 2.34 3.10 17.35 -2.34 11.36 *US1 Frm 2.34 11.36 17.35 -2.34 3.10 Wl> Frm -10.66 -21.41 -28.23 -2.88 -11.30 <Wl Frm 2.88 -11.30 -28.23 10.66 -21.41 W2> Frm -11.06 -12.58 -15.00 -2.48 -2.47 <W2 Frm 2.48 -2.47 -15.00 11.06 -12.58 WPL Frm -0.27 -14.01 -26.39 -0.58 -20.55 WPR Frm 0.59 -20.55 -26.39 0.27 -14.01 MW Frm - - - - - MW Frm 4.34 2.35 -1.18 9.23 -1.18 MW Frm - - - - - MW Frm -9.23 -1.18 -1.17 -4.34 2.35 CU Frm - - - - - L Frm 3.14 10.40 18.50 -3.14 10.40 S Frm 3.11 10.31 18.34 -3.11 10.31 E> Frm -12.98 -3.08 -0.09 -12.34 3.18 EG+ Frm 0.35 1.15 2.05 -0.35 1.15 <E Frm 12.98 3.08 0.09 12.34 -3.18 EG- Frm -0.35 -1.15 -2.05 0.35 -1.15 WB1> Brc 0.21 -10.77 -14.13 -0.01 -0.21 -9.92 -13.18 <WB1 Brc 0.06 - 14.49 -0.35 -0.06 - 13.32 WB2> Brc 0.21 -10.77 -14.28 -0.01 -0.21 -9.92 -13.33 <WB2 Brc 0.06 - 14.65 -0.35 -0.06 - 13.48 WB3> Brc 0.23 -9.94 -13.41 -0.02 -0.23 -10.75 -14.52 <WB3 Brc 0.06 - 13.67 -0.35 -0.06 - 14.78 WB4> Brc 0.23 -9.94 -13.41 -0.02 -0.23 -10.75 -14.52 <WB4 Brc 0.06 - 13.67 -0.35 -0.06 - 14.79 MWB Brc 0.18 -8.76 -11.29 -0.01 -0.18 -8.74 -11.30 MWB Brc - - - - - - - MWB Brc 0.05 11.55 -0.29 -0.05 11.56 MWB Brc - - - - - EB> Brc 0.56 -25.49 -33.32 -0.04 -0.56 -27.47 -36.16 <EB Brc 0.16 - 34.12 -0.88 -0.16 0.02 36.66 SMS Frm 6.54 - 21.67 38.54 -6.54 21.67 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k k k k D 0.0 0.0 17.5 17.1 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 140 of 169 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <WI 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 WB 1> 0.0 0.0 0.0 27.3 <WB 1 0.0 0.0 0.0 27.5 WB2> 0.0 0.0 0.0 27.6 <WB2 0.0 0.0 0.0 27.8 WB3> 0.0 0.0 0.0 27.9 <WB3 0.0 0.0 0.0 28.1 WB4> 0.0 0.0 0.0 27.9 <WB4 0.0 0.0 0.0 28.1 MWB 0.0 0.0 0.0 22.6 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 22.8 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 69.5 <EB 0.0 0.0 0.0 69.9 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k) 0/0/0 5-A 22.25 43 24.92 42 44.61 93 56.02 94 68.28 103 65/6/0 5-B - - - - - - 12.86 20 49.96 5 131/0/0 5-C 23.80 41 21.13 44 48.07 93 0.03 103 60.99 94 72.73 103 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 5-A 1 0.500 9 13 No 4 1.250 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 5-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 5-C 14 0.500 12 13 No 4 1.500 6.0 6.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X-Loc Shear=ialLoad Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load kCase k k Case k k Case k k k Case 0/0/0 24.77 1 14.00 42 1.48 -56.01 1 94 2.40 1 68.24 1 103 1 44.61 1 -56.01 1 1.48 94 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 141 of 169 65/6/0 1 0.28 1 13.28 1 42 1 0.03 1 -12.85 19 0.01 50.03 5 - - - 0 131/0/0 23.63 14.16 41 1.47 -60.96 94 2.71 72.84 103 48.07 -60.96 1.47 94 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.697 94 0.525 94 0.870 94 0 0.528 103 0.922 94 0.576 103 0.788 103 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 0 0.343 5 0.114 19 0.357 5 0.483 5 0.212 5 131/0/0 0.521 94 0.397 94 0.509 94 0 0.423 103 0.805 94 0.862 103 0.841 103 0.739 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 1 1 S5 18.94 39.477 210.54 N/A N/A 0.3750 6.000 Far F-BS-0.1875,W-BS-0.1875 2 1 S11 Alternate Web Thick: 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 4 1 S5 9.01 42.021 168.08 N/A N/A 0.3750 6.000 Near F-BS-0.1875,W-BS-0.1875 7 1 S1 6.26 28.941 154.35 2.25 65.03 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.1875,W-OS-0.1250,F-OS-0.1250 8 1 Sl 3.95 28.790 153.55 1.50 43.13 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 11 1 S5 0.99 42.021 168.08 N/A N/A 0.3750 6.000 Far F-BS-0.1875,W-BS-0.1875 13 1 S11 Alternate Web Thick: 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 14 1 S5 18.94 39.474 210.53 N/A N/A 0.3750 6.000 Near F-BS-0.1875,W-BS-0.1875 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions I Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in. in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 2 CP 0.500 12.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.946 0.959 3 1 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.903 0.959 4 2 102 -1.9 3.0 1224.4 AISC DG-16/Thin plate 0.477 0.040 0.814 0.647 0.957 0.039 0.959 0.959 5 1 102 -1.9 3.0 1224.4 AISC DG-16/Thin plate 0.477 0.040 0.814 0.647 0.957 0.039 0.959 0.959 6 2 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 7 1 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 100 -2.3 3.1 1236.3 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0.041 0.959 0.959 11 1 100 -2.3 3.1 1236.3 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0,041 0.959 0,959 12 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.910 0.959 13 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.954 0.959 Inside Flange Required Stren h Strength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture I Tearing Weld Weld File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 142 of 169 2 2 47 3.1 5.8 5119.7 AISC DG-I 6/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0.880 0.959 3 1 47 3.1 5.8 5119.7 AISC DG-16/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0.980 0.959 4 2 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.967 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.967 0.647 0.957 0.008 0.959 0.959 6 2 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 7 1 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 10 2 38 -0.3 1.2 1810.8 AISC DG-I 6/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 11 1 38 -0.3 1.2 1810.8 AISC DG-I 6/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 12 2 48 4.3 6.0 5198.4 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 2 48 4.3 6.0 5198.4 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.899 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. Jt. I Ld I Axial I Shear Ld I Axial I Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension I Shear V+T I Bending Yielding Bearing Weld I Weld 15 1 2 1 41 1 -13.01 0.11 19 1 12.9 0.0 0.4041 0.0051 0.0001 0.0961 0.0521 0.0011 0.4591 0.004 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.463 98 2 3/0/0 23/0/0 (2)GFB5006 0.795 98 3 011015 60/10/4 (2)GFB5067 0.514 0 4 3/11/9 46/l/O GFB5045 0.574 102 4 8/11/9 41/l/O GFB5006 0.552 5 5 8/11/9 31/1/0 GFB4041 0.572 5 6 3/11/9 16/l/O GFB3116 0.300 8 7 3/11/9 6/l/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 1/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/1/0 GFB2087 0.492 7 10 1/0/7 21/l/O GFB4041 0.476 7 10 11/0/7 31/1/0 GFB4041 0.572 6 11 1/0/7 41/l/O GFB5006 0.560 100 12 6/0/7 56/l/O GFB5067 0.846 100 12 10/9/12 60/10/4 (2)GFB5067 0.519 96 13 3/0/0 23/0/0 (2)GFB5006 0.796 96 14 19/0/0 19/0/0 GFB3011 1.516 96 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.04 40.50 98 -21.0 -2108.8 0.0 123.2 4048.0 539.5 0.61 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 98 -15.2 -2589.1 0.0 301.7 6430.6 539.9 0.43 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 98 -4.0 -2524.0 0.0 108.1 4066.1 397.2 0.64 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.00 102 -2.0 -1609.0 0.0 86.5 2907.1 318.0 0.56 4 0.00 52.00 6 14.4 24.6 0.58 5 8.96 42.00 5 -8.4 2241.7 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.5 13.0 0.73 6 0.00 42.00 62 7.4 -787.8 0.0 355.8 1167.5 116.0 0.69 6 6.48 31.01 5 -15.1 17.3 0.87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.95 5 -20.2 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27,95 6 20.2 19.6 1.03 9 10.03 42.00 7 -3.3 1740.8 0.0 85.9 2763.4 116.0 0.65 9 3.55 31.01 6 15.1 17.3 0.87 10 11.04 42.00 6 -8.4 2241.7 0.0 160.4 4898.8 308.9 0.48 10 0.00 42.00 6 1 9.5 13.0 0.73 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 143 of 169 11 10.01 52.00 100 -2.5 -1622.9 0.0 83.9 2844.4 318.0 0.59 11 10.01 52.00 5 -14.4 24.6 0.58 12 6.04 52.00 100 -2.4 -1890.1 0.0 104.8 3546.9 397.2 0.54 12 11.68 52.00 5 -24.3 24.9 0.98 13 7.08 42.00 96 -15.5 -2614.0 0.0 301.7 6430.6 539.9 0.43 13 5.50 42.00 5 8.5 13.0 0.65 L54 19.04 40.50 96 -21.8 -2084.1 0.0123.2 4083.0 539.5 0.6020.04 42.00 5 6.8 13.00.527.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 27.13 10.00 41 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. I in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325.51 228.4 228.4 15.41 4.00 4163.13 42.69 205.59 10.67 233.14 16.35 0.75 17075.3 1.51 0.95 1.00 1.00 0.62 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.29 1.00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 6 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.15 0.89 1.00 1.00 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 120.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 0.54 10 11.04 739.63 120.0 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 0.60 11 10.01 739.63 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.16 1.00 1.00 1.00 0.68 6 12 6.04 739.63 180.1 180.1 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.16 1.00 1.00 1.00 0.52 7 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 15.41 4.00 4162.62 42.69 205.57 10.67 233.12 16.35 0.75 17073.4 1.53 0.95 1.00 1.00 0.62 6 15 27.13 406.86 390.7 390.7 9.02 3.75 184.63 62.50 36.93 12.50 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1.00 Deflection Load Combinations-Framin No. Ori in Factor jDefH DefVj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 1 50 1 0 3.0<E+3.0 EG- I<E+EG- Controlling Frame Deflection Ratios for Cross Section:5 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (11/49) -7.078 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/l 113) 0.679 5 1 2 SMS Max.Vertical Deflection for Span t L/1113 -0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.737(k/in) Fundamental Period(calculated)(T):1.050(sec.) Design Story Drift:3.879(in.) Seismic Drift Ratio:0.559 OK File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 144 of 169 Wall: 4,Frame at: 251/0/0 - Frame Cross Section:4 66'-6" � 11 Ccil 0' � 4 a 5'-0" L n 7rin 19 RS 7 F1c U i JIrI bb �y Q OV IG m m C7 C7 co m lL CD CD m LL N N LL LL co m LL EF El 1 11 1 i 2)GFB (2)GFB GFB GFB Y 1 X Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 F-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX021)and 13(CX022):122'-6 13/16" Horiz.Clearance between members I(CX021)and 14(CX022):122'-7" Horiz.Clearance between members 2(CX021)and 13(CX022):122'-6 5/8" Horiz.Clearance between members 2(CX021)and 14(CX022):122'-6 13/16" Vert.Clearance at member 2(CX021):26-10 3/16" Vert.Clearance at member 13(CX022):26-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 145 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle I Group Trib.Override Design Status 251/0/0 1 25/0/0 JMRF Frame 1 90.0000 1 1 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall:1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6 D+0.6 CU+0.6 W 1> D+CU+W 1> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1> D+CG+L+W 1> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W 1 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- 49 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB 1> D+CG+WPR+WB 1> 50 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB 1> D+CU+WPR+WB 1> 51 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB 1> D+CG+L+WPR+WB 1> 52 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB 1> D+CG+S+WPR+WB 1> 53 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<WB 1 D+CG+WPR+<WB 1 54 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB 1 D+CU+WPR+<WB 1 55 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<WB 1 D+CG+L+WPR+<WB 1 56 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<WB 1 D+CG+S+WPR+<WB 1 57 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB2> D+CG+WPR+WB2> 58 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB2> D+CU+WPR+WB2> 59 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45 WB2> D+CG+L+WPR+WB2> 60 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45 WB2> D+CG+S+WPR+W132> File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 146 of 169 61 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6<W132 D+CG+WPR+<W132 62 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<W132 D+CU+WPR+<WB2 63 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR+0.45<W132 D+CG+L+WPR+<W132 64 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR+0.45<W132 D+CG+S+WPR+<W132 65 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+W133> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+W133> 67 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+WPL+WB3> 68 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+W133> 69 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W133 D+CG+WPL+<W133 70 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W133 D+CU+WPL+<W133 71 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB3 D+CG+L+WPL+<W133 72 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 73 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6 W134> D+CG+WPL+W134> 74 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 W134> D+CU+WPL+WB4> 75 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB4> D+CG+L+WPL+W134> 76 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB4> D+CG+S+WPL+W134> 77 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W134 D+CG+WPL+<W134 78 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W134 D+CU+WPL+<WB4 79 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB4 D+CG+L+WPL+<W134 80 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<WB4 D+CG+S+WPL+<WB4 81 System Derived 1.000 0.6 MWB MWB-Wall:1 82 System Derived 1.000 0.6 MWB MWB-Wall:2 83 System Derived 1.000 0.6 MWB MWB-Wall:3 84 System Derived 1.000 0.6 MWB MWB-Wall:4 85 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 86 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 87 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 88 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 89 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 90 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 91 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 92 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 93 Special 1.000 1.0 D+1.0 CG+1.75 EB>+0.7 EG+ D+CG+EB>+EG+ 94 Special 1.000 0.6 D+0.6 CU+1.75 EB>+0.7 EG- D+CU+EB>+EG- 95 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 96 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 97 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB 98 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 99 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91<EB D+CU+E>+EG-+<EB 100 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 101 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91<EB D+CU+<E+EG-+<EB 102 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273<EB D+CU+<E+EG-+<EB 103 Special 1.000 1.0 D+1.0 CG+1.75<EB+0.7 EG+ D+CG+<EB+EG+ 104 Special 1.000 0.6 D+0.6 CU+1.75<EB+0.7 EG- D+CU+<EB+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l Jt.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 893.5 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 10.00 624.4 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 0.5000 0.1875 12.00 42.00 20.00 899.1 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1644 10.00 10.00 32.56 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=10359.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 147 of 169 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y in. Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:4 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 4-A 4-B 4-C Base Plate W x L(in.) 9X13 12X11 12X13 Base Plate Thickness(in.) 0.500 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.250 4-0.750 4-1.500 Column Base Elev. 100'-01, 1 100'-0" 1 100'-0" Load Type Desc. Hx I Hz Vy Hx Vy Hx Hz V D Frm 1.18 5.16 6.80 -1.18 5.16 CG Frm 0.78 2.60 4.62 -0.78 2.60 L> Frm 3.14 10.40 18.50 -3.14 10.40 <L Frm 3.14 10.40 18.50 -3.14 10.40 ASLA Frm 1.57 0.20 9.25 -1.57 10.21 AASL Frm 1.57 10.21 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 38.54 -6.54 21.67 US1* Frm 2.34 3.10 17.35 -2.34 11.36 *US1 Frm 2.34 11.36 17.35 -2.34 3.10 Wl> Frm -10.66 -21.41 -28.23 -2.88 -11.30 <Wl Frm 2.88 -11.30 -28.23 10.66 -21.41 W2> Frm -11.06 -12.58 -15.00 -2.48 -2.47 <W2 Frm 2.48 -2.47 -15.00 11.06 -12.58 WPL Frm -0.27 -14.01 -26.39 -0.58 -20.55 WPR Frm 0.59 -20.55 -26.39 0.27 -14.01 MW Frm - - - - - MW Frm 4.34 2.35 -1.18 9.23 -1.18 MW Frm - - - - - MW Frm -9.23 -1.18 -1.17 -4.34 2.35 CU Frm - - - - - L Frm 3.14 10.40 18.50 -3.14 10.40 S Frm 3.11 10.31 18.34 -3.11 10.31 E> Frm -12.98 -3.08 -0.09 -12.34 3.18 EG+ Frm 0.35 1.15 2.05 -0.35 1.15 <E Frm 12.98 3.08 0.09 12.34 -3.18 EG- Frm -0.35 -1.15 -2.05 0.35 -1.15 WB1> Brc 0.07 14.34 -0.35 -0.07 13.33 <WB1 Brc 0.23 11.13 -14.34 -0.02 -0.23 10.30 -13.11 WB2> Brc 0.07 - 14.49 -0.35 -0.07 - 13.48 <WB2 Brc 0.23 11.13 -14.49 -0.02 -0.23 10.31 -13.26 WB3> Brc 0.07 - 13.62 -0.36 -0.07 - 14.68 <WB3 Brc 0.22 10.27 -13.51 -0.02 -0.22 11.17 -14.57 WB4> Brc 0.07 - 13.62 -0.36 -0.07 - 14.68 <WB4 Brc 0.22 10.27 -13.51 -0.02 -0.22 11.17 -14.57 MWB Brc 0.05 - 11.46 -0.29 -0.05 - 11.43 MWB Brc - - - - - - - MWB Brc 0.18 9.05 -11.42 -0.02 -0.18 9.09 -11.39 MWB Brc - - - - - - - EB> Brc 0.17 -0.01 33.85 -0.89 -0.17 -0.02 36.56 <EB Brc 0.56 26.34 -33.73 -0.05 -0.56 28.53 -36.13 SMS Frm 6.54 - 21.67 38.54 -6.54 21.67 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k k k k D 0.0 0.0 17.5 17.1 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 148 of 169 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <WI 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 WB 1> 0.0 0.0 0.0 27.3 <WB 1 0.0 0.0 0.0 27.5 WB2> 0.0 0.0 0.0 27.6 <WB2 0.0 0.0 0.0 27.8 WB3> 0.0 0.0 0.0 27.9 <WB3 0.0 0.0 0.0 28.1 WB4> 0.0 0.0 0.0 27.9 <WB4 0.0 0.0 0.0 28.1 MWB 0.0 0.0 0.0 22.6 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 22.8 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 69.5 <EB 0.0 0.0 0.0 69.9 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k (k) (k) (in-k) (in-k) 0/0/0 4-A 22.25 43 24.92 42 0.02 93 46.10 103 56.74 104 67.81 93 65/6/0 4-B - - - - - - - - 12.86 20 49.96 5 131/0/0 4-C 23.80 41 21.13 44 0.04 93 49.93 103 60.94 104 72.53 93 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 4-A 1 0.500 9 13 No 4 1.250 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 4-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 4-C 14 0.500 12 13 No 4 1.500 6.0 6.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load k k Case k k Case k k Case k k k Case 0/0/0 24.77 1 14.00 42 1.49 56.70 1 104 2.42 67.77 93 1 46.10 1 -56.70 1 1.49 104 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 149 of 169 65/6/0 1 0.28 1 13.28 1 42 1 0.03 1 -12.85 19 0.01 50.03 1 5 - - - 0 131/0/0 23.63 14.16 41 1.50 -60.92 104 2.73 72.65 93 49.93 -60.92 1.50 104 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.720 104 0.531 104 0.916 104 0 0.524 93 0.933 104 0.566 93 0.783 93 0.775 42 65/6/0 0.012 42 0.334 19 0.334 19 0 0.343 5 0.114 19 0.357 5 0.483 5 0.212 5 131/0/0 0.542 104 0.396 104 0.522 104 0 0.421 93 0.804 104 0.859 93 0.839 93 0.739 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 1 1 S5 18.94 39.477 210.54 N/A N/A 0.3750 6.000 Near F-BS-0.1875,W-BS-0.1875 2 1 S11 Alternate Web Thick: 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 4 1 S5 9.01 42.021 168.08 N/A N/A 0.3750 6.000 Far F-BS-0.1875,W-BS-0.1875 7 1 S1 6.26 28.941 154.35 2.25 65.03 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.1875,W-OS-0.1250,F-OS-0.1250 8 1 S1 3.95 28.790 153.55 1.50 43.13 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 11 1 S5 0.99 42.021 168.08 N/A N/A 0.3750 6.000 Near F-BS-0.1875,W-BS-0.1875 13 1 S11 Alternate Web Thick: 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 14 1 S5 18.94 39.474 210.53 N/A N/A 0.3750 6.000 Far F-BS-0.1875,W-BS-0.1875 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in. in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 2 CP 0.500 12.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.946 0.959 3 1 46 -6.2 13.3 5746.8 AISC DG-16/Thin plate 0.863 0.109 0.893 0.640 0.946 0.052 0.903 0.959 4 2 92 -1.9 3.0 1224.9 AISC DG-16/Thin plate 0.477 0.040 0.814 0.647 0.957 0.039 0.959 0.959 5 1 92 -1.9 3.0 1224.9 AISC DG-16/Thin plate 0.477 0.040 0.814 0.647 0.957 0.039 0.959 0.959 6 2 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 7 1 7 -3.6 5.9 621.2 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 90 -2.3 3.1 1236.7 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0.041 0.959 0.959 11 1 90 -2.3 3.1 1236.7 AISC DG-16/Thin plate 0.479 0.042 0.817 0.647 0.957 0,041 0.959 0,959 12 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.910 0.959 13 2 45 -7.5 13.5 5825.5 AISC DG-16/Thin plate 0.870 0.110 0.894 0.645 0.954 0.052 0.954 0.959 Inside Flange Required Stren h Strength Ratios Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture I Tearing Weld Weld File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 150 of 169 2 2 47 3.1 5.8 5119.7 AISC DG-I 6/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0.880 0.959 3 1 47 3.1 5.8 5119.7 AISC DG-16/Thin plate 0.803 0.047 0.831 0.596 0.881 0.022 0.980 0.959 4 2 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.967 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.9 AISC DG-16/Thin plate 0.384 0.010 0.967 0.647 0.957 0.008 0.959 0.959 6 2 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 7 1 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.934 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.903 0.000 0.000 0.170 0.959 0.719 10 2 38 -0.3 1.2 1810.8 AISC DG-I 6/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 11 1 38 -0.3 1.2 1810.8 AISC DG-I 6/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 12 2 48 4.3 6.0 5198.4 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 2 48 4.3 6.0 5198.4 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.899 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. Jt. I Ld I Axial I Shear Ld I Axial I Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension I Shear V+T I Bending Yielding Bearing Weld I Weld 15 1 2 1 41 1 -13.01 0.11 19 1 12.9 0.0 0.4041 0.0051 0.0001 0.0961 0.0521 0.0011 0.4581 0.004 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.523 88 2 3/0/0 23/0/0 (2)GFB5006 0.795 88 3 011015 60/10/4 (2)GFB5067 0.514 0 4 3/11/9 46/l/O GFB5045 0.574 92 4 8/11/9 41/l/O GFB5006 0.552 5 5 8/11/9 31/1/0 GFB4041 0.572 5 6 3/11/9 16/l/O GFB3116 0.300 8 7 3/11/9 6/l/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 1/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/1/0 GFB2087 0.492 7 10 1/0/7 21/l/O GFB4041 0.476 7 10 11/0/7 31/1/0 GFB4041 0.572 6 11 1/0/7 41/l/O GFB5006 0.560 90 12 6/0/7 56/l/O GFB5067 0.846 90 12 10/9/12 60/10/4 (2)GFB5067 0.519 86 13 3/0/0 23/0/0 (2)GFB5006 0.796 86 14 19/0/0 19/0/0 GFB3011 1.443 86 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.04 40.50 88 -21.0 -2106.4 0.0 123.2 4043.1 539.5 0.61 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 88 -15.3 -2587.2 0.0 301.7 6430.6 539.9 0.43 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 88 -4.0 -2524.9 0.0 108.1 4066.0 397.2 0.64 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.00 92 -2.0 -1609.6 0.0 86.5 2907.0 318.0 0.57 4 0.00 52.00 6 14.4 24.6 0.58 5 8.96 42.00 5 -8.4 2241.7 0.0 83.7 5094.8 308.9 0.49 5 20.00 42.00 5 -9.5 13.0 0.73 6 0.00 42.00 58 7.4 -787.8 0.0 355.8 1167.5 116.0 0.69 6 6.48 31.01 5 -15.1 17.3 0.87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.95 5 -20.2 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27,95 6 20.2 19.6 1.03 9 10.03 42.00 7 -3.3 1740.8 0.0 85.9 2763.4 116.0 0.65 9 3.55 31.01 6 15.1 17.3 0.87 10 11.04 42.00 6 -8.4 2241.7 0.0 160.4 4898.8 308.9 0.48 10 0.00 42.00 6 1 9.5 13.0 0.73 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 151 of 169 11 10.01 52.00 90 -2.5 -1623.5 0.0 83.9 2844.5 318.0 0.59 11 10.01 52.00 5 -14.4 24.6 0.58 12 6.04 52.00 90 -2.4 -1890.9 0.0 104.8 3547.1 397.2 0.54 12 11.68 52.00 5 -24.3 24.9 0.98 13 7.08 42.00 86 -15.7 -2611.2 0.0 301.7 6430.6 539.9 0.43 13 5.50 42.00 5 8.5 13.0 0.65 L54 19.04 40.50 86 -21.8 2081.2 0.0 123.2 4078.8 539.5 0.6020.04 42.00 5 6.8 13.00.527.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 27.13 10.00 41 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. I in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325.51 228.4 228.4 15.41 4.00 4163.13 42.69 205.59 10.67 233.14 16.35 0.75 17075.3 1.51 0.95 1.00 1.00 0.62 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.29 1.00 1.00 1.00 0.68 7 4 0.00 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 6 5 8.96 739.63 180.1 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.15 0.89 1.00 1.00 0.68 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.17 1.00 1.00 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 120.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.25 0.85 1.00 0.84 0.54 10 11.04 739.63 120.0 60.0 13.69 3.00 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.04 0.89 1.00 1.00 0.60 11 10.01 739.63 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.16 1.00 1.00 1.00 0.68 6 12 6.04 739.63 180.1 180.1 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.16 1.00 1.00 1.00 0.52 7 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 15.41 4.00 4162.62 42.69 205.57 10.67 233.12 16.35 0.75 17073.4 1.53 0.95 1.00 1.00 0.62 6 15 27.13 406.86 390.7 390.7 9.02 3.75 184.63 62.50 36.93 12.50 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1.00 Deflection Load Combinations-Framin No. Ori in Factor jDefH DefVj Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 1 50 1 0 3.0<E+3.0 EG- I<E+EG- Controlling Frame Deflection Ratios for Cross Section:4 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (11/49) -7.078 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/l 113) 0.679 5 1 2 SMS Max.Vertical Deflection for Span t L/1113 -0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.732(k/in) Fundamental Period(calculated)(T):1.050(sec.) Design Story Drift:3.880(in.) Seismic Drift Ratio:0.559 OK File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 152 of 169 Wall: 4,Frame at: 276/0/0 Frame Cross Section:3 65-6'� Q 11 11 65'-7 9/1 50:12 6 97h/1 m m 00 m lL m m LL L N N L m mLL m LL N U' 0 � � � LL U' N 1 1 Ci © 12 v 2)GFB (2)GFB GFB GFB El y 1 X Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 F-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members I(CX023)and 13(CX024):122'-6 13/16" Horiz.Clearance between members I(CX023)and 14(CX024):122'-7" Horiz.Clearance between members 2(CX023)and 13(CX024):122'-6 5/8" Horiz.Clearance between members 2(CX023)and 14(CX024):122'-6 13/16" Vert.Clearance at member 2(CX023):26-10 3/16" Vert.Clearance at member 13(CX024):26-10 3/16" Vert.Clearance at member 15(ICX002):32'-6 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 153 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle I Group Trib.Override Design Status 276/0/0 1 25/0/0 JMRF Frame 1 90.0000 1 1 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US t* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US t D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W l> D+CG+W l> 10 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall:1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6 D+0.6 CU+0.6 W l> D+CU+W l> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W l> D+CG+L+W l> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W l 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W l> D+CG+S+W l> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l R.2 1 8.00 0.5000 0.1875 12.00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 2 8.00 0.5000 0.1875 42.00 42.00 11.21 670.9 55.00 55.00 SS KN 3P 3 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 10.00 624.4 55.00 55.00 SS SP 3P 5 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 25.00 10.00 330.4 55.00 55.00 SS SP 3P 7 5.00 0.3750 0.1875 25.00 32.37 10.00 320.8 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 32.37 25.00 10.00 320.8 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 154 of 169 9 6.00 0.2500 0.1875 25.00 42.00 10.00 330.4 55.00 55.00 SP SS 3P 10 6.00 0.5000 0.1875 42.00 42.00 20.00 960.3 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 42.00 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 0.6250 0.2500 52.00 52.00 14.91 859.6 55.00 55.00 SS KN 3P 13 8.00 0.5000 0.1875 42.00 42.00 11.21 670.8 55.00 55.00 SS KN 3P 14 8.00 0.5000 0.1875 12.00 42.00 20.00 889.7 55.00 55.00 BP SS 3P 15 10.00 0.3750 0.1644 10.00 10.00 1 32.56 1 1034.2 55.00 55.00 BP CP 3P Total Frame Weight=10346.5 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement X in. Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:3 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 65/6/0 131/0/0 Gridl-Grid2 3-A 3-B 3-C Base Plate W x L(in.) 9X13 12X11 9X13 Base Plate Thickness(in.) 0.375 0.500 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx VY Hx Vy Hx V D Frm 1.18 5.16 6.80 -1.18 5.16 CG Frm 0.78 2.60 4.62 -0.78 2.60 L> Frm 3.14 10.40 18.50 -3.14 10.40 <L Frm 3.14 10.40 18.50 -3.14 10.40 ASLA Frm 1.57 0.19 9.25 -1.57 10.21 ^ASL Frm 1.57 10.21 9.25 -1.57 0.20 SMS> Frm 6.54 21.67 38.54 -6.54 21.67 <SMS Frm 6.54 21.67 38.54 -6.54 21.67 US1* Frm 2.34 3.10 17.35 -2.34 11.36 *usI Frm 2.34 11.36 17.35 -2.34 3.10 Wl> Frm -13.30 -25.84 -33.53 -3.47 -12.70 <WI Frm 3.47 -12.70 -33.53 13.30 -25.84 W2> Frm -13.70 -17.01 -20.30 -3.06 -3.87 <W2 Frm 3.07 -3.87 -20.30 13.70 -17.01 WPL Frm -1.19 -15.90 -31.58 0.05 -24.60 WPR Frm -0.05 -24.60 -31.58 1.19 -15.90 MW Frm - - - - - MW Frm 4.34 2.35 -1.18 9.23 -1.18 MW Frm - - - - - MW Frm -9.23 -1.18 -1.17 -4.34 2.35 CU Frm - - - - - L Frm 3.14 10.40 18.50 -3.14 10.40 S Frm 3.11 10.31 18.34 -3.11 10.31 E> Frm -12.98 -3.08 -0.09 -12.34 3.18 EG+ Frm 0.35 1.15 2.05 -0.35 1.15 <E Frm 12.98 3.08 0.09 12.34 -3.18 EG- Frm -0.35 -1.15 -2.05 0.35 -1.15 SMS Frm 6.54 21.67 38.54 -6.54 21.67 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k) k k k D 0.0 0.0 17.5 17.1 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 155 of 169 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 16.8 16.8 72.0 72.1 <W 1 16.8 16.8 72.0 72.1 W2> 16.8 16.8 41.1 41.2 <W2 16.8 16.8 41.1 41.2 WPL 1.1 1.1 72.0 72.1 WPR 1.1 1.1 72.0 72.1 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.6 13.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) (in-k) 0/0/0 3-A 22.25 43 24.92 42 12.41 19 29.42 5 65/6/0 3-B - - - - 16.04 20 49.96 5 131/0/0 3-C 23.80 41 21.13 44 12.41 20 1 29.42 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 3-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 3-B 15 0.500 12 11 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 3-C 14 0.375 9 13 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loadin Maximum Shear Case I Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load k k Case k k Case k k Case k k k Case 0/0/0 24.76 14.00 42 7.27 -12.40 19 8.59 29.45 6 0 65/6/0 0.28 13.28 42 0.04 -16.03 19 0.01 50.03 5 0 131/0/0 23.63 14.16 41 7.27 -12.40 20 8.59 29.44 5 0 Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.604 42 0.181 19 - 0 0 0.228 6 0.363 19 0.178 6 0.340 6 0.775 42 65/6/0 0.012 42 0.417 19 0.417 19 0 0.343 5 0.142 19 0.357 5 0.483 5 0.212 5 131/0/0 1.025 41 0.323 20 0.328 20 0 0.228 5 0.363 20 0.178 5 0.340 5 0.739 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 2 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 2 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 7 1 S1 6.26 28.941 154.35 2.25 65.03 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:3O PM Page: 156 of 169 Fillet 7 2 S2 9.99 31.746 169.31 N/A N/A 0.1875 2.000 Both F-BS-0.I 875,W-OS-0.I 250,F-OS-0.1250 8 1 S1 3.95 28.790 153.55 1.50 43.13 0.1875 2.000 Opposite F-OS-0.I 875,W-OS-0.1875 Fillet 13 1 S11 Alternate Web Thick= 0.2500 0.5000 3.500 Opposite W-OS-0.1250 Fillet 13 2 S9 6.87 41.162 219.53 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.I 250,F-OS-0.1875 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jr. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in.) in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 3 1 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 6 2 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 28.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 28.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 11 1 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 33 Extended 3.50/2.00 12 2 KN(Face) 0.625 6.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 13 2 KN(Face) 0.625 8.00 57.75 0.750 A325N/PT 3.50 33 Extended 3.75/2.00 33 Extended 3.75/2.00 15 2 CP 0.500 12.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios Mem. Jr. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 2 2 46 -6.2 13.3 5745.3 AISC DG-16/Thin plate 0.862 0.109 0.893 0.640 0.946 0.052 0.945 0.959 3 1 46 -6.2 13.3 5745.3 AISC DG-16/Thin plate 0.862 0.109 0.893 0.640 0.946 0.052 0.902 0.959 4 2 24 8.4 2.8 1069.0 AISC DG-16/Thin plate 0.501 0.038 0.854 0.647 0.957 0.037 0.959 0.959 5 1 24 8.4 2.8 1069.0 AISC DG-16/Thin plate 0.501 0.038 0.854 0.647 0.957 0.037 0.959 0.959 6 2 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 7 1 7 -3.6 5.9 621.1 AISC DG-16/Thin plate 0.359 0.081 0.749 0.405 0.598 0.076 0.959 0.719 8 2 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 9 1 8 -4.2 5.5 621.1 AISC DG-16/Thin plate 0.355 0.075 0.736 0.405 0.598 0.071 0.959 0.719 10 2 23 8.3 3.2 1069.0 AISC DG-16/Thin plate 0.500 0.043 0.853 0.647 0.957 0.042 0.959 0.959 11 1 23 8.3 3.2 1069.0 AISC DG-16/Thin plate 0.500 0.043 0.853 0.647 0.957 0.042 0,959 0,959 12 2 45 -7.5 13.5 5824.1 AISC DG-16/Thin plate 0.870 0.110 0.893 0.645 0.954 0.052 0.910 0.959 13 2 45 -7.5 13.5 5824.1 AISC DG-16/Thin plate 0.870 0.110 0.893 0.645 0.954 0.052 0.953 0.959 Inside Flan e Re uired Strength trength Ratios Mem. Jr. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear Bendin YieldingRupture TearingWeld Weld 2 2 47 3.1 5.8 5118.2 AISC DG-16/Thin plate 0.803 0.047 0.831 0.595 0.881 0.022 0.880 0.959 3 1 47 3.1 5.8 5118.2 AISC DG-16/Thin plate 0.803 0.047 0.831 0.595 0.881 0.022 0.980 0.959 4 2 37 -0.7 1.2 1794.6 AISC DG-16/Thin plate 0.383 0.010 0.967 0.647 0.957 0.008 0.959 0.959 5 1 37 -0.7 1.2 1794.6 AISC DG-16/Thin plate 0.383 0.010 0.967 0.647 0.957 0.008 0.959 0.959 6 2 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.935 0.000 0.000 0.174 0.959 0.719 7 1 8 -2.4 13.4 548.8 AISC DG-16/Thin plate 0.367 0.182 0.935 0.000 0.000 0.174 0.959 0.719 8 2 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.902 0.000 0.000 0.170 0.959 0.719 9 1 7 -3.7 13.1 549.0 AISC DG-16/Thin plate 0.356 0.178 0.902 0.000 0.000 0.170 0.959 0.719 10 2 38 -0.3 1.2 1811.5 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0.957 0.008 0.959 0.959 11 1 38 -0.3 1.2 1811.5 AISC DG-16/Thin plate 0.389 0.010 0.981 0.647 0,957 0,008 0.959 0.959 12 2 48 4.3 6.0 5197.0 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.858 0.959 13 2 48 4.3 6.0 5197.0 AISC DG-16/Thin plate 0.820 0.049 0.842 0.608 0.899 0.023 0.899 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. Jt. I Ld I Axial I Shear Ld I Axial I Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension I Shear V+T I Bending Yielding Bearing Weld I Weld 15 1 2 1 41 1 -13.01 0.11 19 1 16.0 0.0 0.5041 0.0051 0.0001 0.1191 0.0651 0.0011 0.4581 0.004 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 157 of 169 Flange Brace mmar Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 19/0/0 19/0/0 GFB3011 1.433 38 2 3/0/0 23/0/0 (2)GFB5006 0.773 38 3 011015 60/10/4 (2)GFB5067 0.494 0 4 3/11/9 46/l/O GFB5045 0.548 40 5 8/11/9 31/l/O GFB4041 0.717 24 6 3/11/9 16/l/O GFB3116 0.382 24 7 3/11/9 6/l/0 GFB2087 0.963 7 7 8/11/9 1/1/0 (2)GFB3077 0.739 6 8 1/0/7 1/1/0 (2)GFB3077 0.739 5 9 1/0/7 11/l/0 GFB2087 0.492 37 10 6/0/7 26/l/O GFB4041 0.688 23 10 11/0/7 31/l/O GFB4041 0.717 23 11 6/0/7 46/l/O GFB5045 0.558 39 12 10/9/12 60/10/4 (2)GFB5067 0.501 37 13 3/0/0 23/0/0 (2)GFB5006 0.772 37 14 19/0/0 19/0/0 GFB3011 1.418 37 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth Shear Shear Pr Vr Mrx Mry Pc VC Mex Mey + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.04 40.50 38 -11.7 -2089.3 0.0 123.2 3931.0 539.5 0.58 1 20.04 42.00 6 -6.8 13.0 0.52 2 7.09 42.00 38 -11.4 -2566.9 0.0 301.7 6430.6 539.9 0.42 2 5.50 42.00 6 -8.5 13.0 0.65 3 2.49 52.00 38 -4.0 -2425.2 0.0 108.1 4085.4 397.2 0.61 3 1.62 52.00 6 24.3 24.9 0.98 4 0.00 52.00 40 -1.9 -1535.0 0.0 86.5 2908.8 318.0 0.54 4 0.00 52.00 6 14.4 24.6 0.58 5 8.96 42.00 24 8.3 -1242.2 0.0 435.3 2223.0 308.9 0.57 5 20.00 42.00 5 -9.5 13.0 0.73 6 0.00 42.00 24 8.1 -992.1 0.0 355.8 1172.5 116.0 0.86 6 6.48 31.01 5 -15.1 17.3 0.87 7 9.92 32.37 6 -7.6 -2604.7 0.0 152.5 2799.7 163.9 0.96 7 3.97 27.95 5 -20.2 19.6 1.03 8 0.95 31.67 5 -7.7 -2326.5 0.0 81.8 2531.8 163.7 0.97 8 5.95 27.95 6 20.2 19.6 1.03 9 10.03 42.00 23 8.1 -992.1 0.0 355.8 1344.0 116.0 0.75 9 3.55 31.01 6 15.1 17.3 0.87 10 11.04 42.00 23 8.3 -1242.2 0.0 435.3 2229.7 308.9 0.57 10 0.00 42.00 6 9.5 13.0 0.73 11 10.01 52.00 39 -2.4 -1555.7 0.0 86.5 2909.1 318.0 0.55 11 10.01 52.00 5 -14.4 24.6 0.58 12 10.81 52.00 37 -4.4 -2452.4 0.0 108.1 4081.1 397.2 0.62 12 11.68 52.00 5 -24.3 24.9 0.98 13 7.08 42.00 37 -11.5 -2584.7 0.0 301.7 6430.6 539.9 0.42 13 5.50 42.00 5 8.5 13.0 0.65 14 19.04 40.50 37 -11.8 -2065.0 0.0 123.2 3974.2 539.5 0.57 14 20.04 42.00 5 6.8 13.0 0.52 15 27.13 10.00 5 -50.0 0.0 0.0 61.7 535.8 472.5 0.81 15 27.13 10.00 41 0.0 32.6 0.00 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag I Afn I Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. I in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.04 325.51 228.4 228.4 15.41 4.00 4163.13 42.69 205.59 10.67 233.14 16.35 0.75 17075.3 1.47 0.96 1.00 1.00 0.62 5 2 7.09 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 3 2.49 739.63 177.3 177.3 20.19 3.75 7672,22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 :30 1.00 1.00 1.00 0.68 7 4 0.00 739.63 :771 :771 :8.71 3.08 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 .15 1.00 1.00 1.00 0.67 6 5 8.96 739.63 80 80 3.6 2.38 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.14 0.99 1.00 1.00 1.00 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 158 of 169 6 0.00 739.63 180.1 180.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.18 1.00 1.00 0.84 1.00 7 9.92 739.63 22.9 22.9 9.68 1.88 1454.10 7.83 89.83 3.13 106.87 4.97 0.25 2004.27 1.03 0.94 1.00 1.00 0.56 8 0.95 739.63 120.1 120.1 9.55 1.88 1379.64 7.83 87.14 3.13 103.47 4.96 0.24 1916.46 1.81 0.96 1.00 1.00 0.69 9 10.03 739.63 180.3 180.3 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.36 1.00 1.00 0.84 1.00 10 11.04 739.63 180.1 180.1 13.69 2.38 3660.39 18.02 174.30 6.01 203.30 9.36 0.59 7759.82 1.14 0.99 1.00 1.00 1.00 1 1 10.01 739.63 177.3 177.3 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.1 1.15 1.00 1.00 1.00 0.67 6 12 10.81 739.63 177.3 177.3 20.19 3.75 7672.22 22.57 295.09 7.52 353.63 12.04 1.24 14890.1 1.29 1.00 1.00 1.00 0.51 7 13 7.08 325.51 49.0 49.0 15.69 4.00 4521.56 42.69 215.31 10.67 244.80 16.36 0.76 18380.3 1.04 0.91 1.00 1.00 0.61 7 14 19.04 325.51 228.4 228.4 15,41 4.00 4162.62 42,69 205,57 10,67 233.12 16.35 0,75 17073.4 1.48 0,95 1.00 1.00 0.62 6 15 27.13 406.86 390.7 390.7 9.02 3.75 184.63 62.50 36.93 12.50 39.61 18.81 0.37 1447.59 1.00 1.00 1.07 0.90 1.00 Deflection Load Combinations-Framin No. Ori in Factor I Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> W1> 4 System 1.000 100 180 0.42<Wl <Wl 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 1 50 1 0 3.0<E+3.0 EG- I<E+EG- Controlling Frame Deflection Ratios for Cross Section:3 Description Ratio I Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (11/49) -7.076 2 2 10 <E+EG Max.Vertical Deflection for Span 1 (L/1113) 0.679 5 1 2 SMS Max.Vertical Deflection for Span t L/1113 -0.679 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 10.738(k/in) Fundamental Period(calculated)(T):1.050(sec.) Design Story Drift:3.878(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 159 of 169 Wall: 4,Frame at: 301/0/0 - Frame Cross Section:2.2 ?1 65'-6" 11 6 Q 55'-7 9 50:12 m m m 65 7 .750:12 m LL LLLL m m m m m m LL �� LL cLL o mLL m m LL LL cL LL 1 1 1 GFB GFB GFB GFB y 14 Ci cV O M X Dimension Key 1 8 1/2" 2 4'-0" 3 3'-101/2" 4 F-1" 5 2 @ 4'-9 5/16" 6 35'-11 5/8"Ridge Ht. Frame Clearances Horiz.Clearance between members 1(CX025)and 13(CX026):120'40 13/16" Horiz.Clearance between members 1(CX025)and 14(CX026):120'-11" Horiz.Clearance between members 2(CX025)and 13(CX026):120'40 5/8" Horiz.Clearance between members 2(CX025)and 14(CX026):120'40 13/16" Vert.Clearance at member 2(CX025):26'-10 3/4" Vert.Clearance at member 13(CX026):26'-10 13/16" Vert.Clearance at member 15(EPX006):32'-7 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 160 of 169 Frame Location Design Parameters: Location I Avg.Bay Space I Description Angle Group Trib.Override Design Status 301/0/0 1 13/6/0 jEndwall Frame @ REW 90.0000 25/0/0 Stress Check Design Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 6 System 1.000 1.0 D+1.0 CG+1.0<SMS D+CG+<SMS 7 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 8 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 9 System 1.000 1.0 D+1.0 CG+0.6 W l> D+CG+W l> to System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 11 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 13 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 14 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 15 System 1.000 0.6 MW MW-Wall: 1 16 System 1.000 0.6 MW MW-Wall:2 17 System 1.000 0.6 MW MW-Wall:3 18 System 1.000 0.6 MW MW-Wall:4 19 System 1.000 0.6D+0.6CU+0.6W1> D+CU+Wl> 20 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 21 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 22 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W l> D+CG+L+W l> 26 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W 1 D+CG+L+<W l 27 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 1.0D+1.0CG+0.755+0.45W1> D+CG+S+Wl> 32 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 33 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 38 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 41 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 42 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 43 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 44 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 45 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 46 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 47 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 48 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU+<E+EG- Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. Oft) ksi ksi Jt.l R.2 1 8.00 0.3750 0.2500 12.00 52.00 20.00 954.3 55.00 55.00 BP SS 3P 2 8.00 0.3750 0.2500 52.00 52.00 11.21 814.0 55.00 55.00 SS KN 3P 3 6.00 0.3750 0.2500 52.00 52.00 14.87 725.6 55.00 55.00 KN SS 3P 4 6.00 0.3125 0.2500 52.00 42.00 10.00 551.1 55,00 55,00 SS SP 3P 5 6.00 0.3125 0.1875 42.00 42.00 20.00 812.2 55.00 55.00 SP SS 3P 6 6.00 0.2500 0.1875 42.00 24.00 10.00 326.7 55.00 55.00 SS SP 3P File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 161 of 169 7 5.00 0.3750 0.1875 24.00 31.38 10.02 314.6 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 31.38 24.00 10.00 314.0 55.00 55.00 SS SP 3P 9 6.00 0.2500 0.1875 24.00 42.00 10.00 326.7 55.00 55.00 SP SS 3P 10 6.00 0.3125 0.1875 42.00 42.00 20.00 818.1 55.00 55.00 SS SP 3P 11 6.00 0.3125 0.2500 42.00 52.00 10.00 556.9 55.00 55.00 SP SS 3P 12 6.00 0.3750 0.2500 52.00 52.00 14.89 726.8 55.00 55.00 SS KN 3P 13 8.00 0.3750 0.2500 52.00 52.00 11.21 814.0 55.00 55.00 SS KN 3P 14 8.00 0.3750 0.2500 12.00 52.00 20.00 954.3 55.00 55.00 BP SS 3P 15 9.00 0.5000 0.1875 11.00 11.00 32.64 1234.9 55.00 55.00 BP CP 3P 16 8.00 0.5000 0.1875 11.00 11.00 33.92 1004.4 55.00 55.00 BP SS 3P 17 8.00 0.5000 0.1875 11.00 11.00 33.92 1004.4 55.00 55.00 BP SS 3P Total Frame Weight=12253.0 (p) (Includes all plates) Frame Member Releases Member Joint 1 1 Joint 2 15 No Yes 16 No Yes 17 No Yes Boundary Condition Summa Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Dis lacement X in. Dis lacement Y in. Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 131/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 65/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 16 32/9/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 32/9/0 33/11/1 Yes No No 0/0/0 0/0/0 0.0000 17 98/3/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 1 98/3/0 1 33/11/1 1 Yes No No 1 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:2.2 Type Exterior Column Interior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 32/9/0 65/6/0 98/3/0 131/0/0 Gridl-Grid2 2.2-A A.5-2 B-2 2-B.6 2.2-C Base Plate W x L(in.) 9X13 9X12 10X12 9X12 9X13 Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 4-0.750 4-1.000 Column Base Elev. 100'-0" 100'-0" 100'-0" 100'-0" 100'-0" Load Type Dese. Hx Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx V D Frm 1.37 5.19 1.16 6.49 1.16 -1.37 5.19 CG Frm 0.97 2.71 - 4.41 - -0.97 2.71 L> Frm 3.87 10.84 17.62 -3.87 10.84 <L Frm 3.87 10.84 17.62 -3.87 10.84 ASL^ Frm 1.93 0.41 8.81 -1.93 10.42 ^ASL Frm 1.93 10.42 8.81 -1.93 0.42 SMS> Frm 8.06 22.58 36.71 -8.06 22.58 <SMS Frm 8.06 22.58 36.71 -8.06 22.58 US1* Frm 2.87 3.42 16.71 -2.87 11.68 *US1 Frm 2.87 11.68 16.71 -2.87 3.42 Wl> Frm -11.75 -22.07 13.09 13.10 -26.92 13.09 -1.79 -11.96 <WI Frm 1.79 -11.96 -11.78 -11.79 -26.92 -11.78 11.75 -22.07 W2> Frm -11.71 -12.97 - - -14.22 - -1.84 -2.86 <W2 Frm 1.84 -2.86 -14.22 11.71 -12.97 WPL Frm -1.19 -14.56 -25.30 0.33 -21.10 WPR Frm -0.33 -21.10 -25.30 1.19 -14.56 MW Frm - - - - - MW Frm 4.04 2.19 -1.01 9.15 -1.17 MW Frm - - - - - MW Frm -9.15 -1.17 -1.01 -4.04 2.19 CU Frm - - - - - L Frm 3.87 10.84 17.62 -3.87 10.84 S Frm 3.84 10.75 17.47 - -3.84 10.75 E> Frm -12.99 -3.09 9.25 9.25 -0.08 9.25 -12.33 3.17 EG+ Frm 0.43 1.20 - - 1.95 - -0.43 1.20 <E Frm 12.99 3.09 -9.25 -9.25 0.08 -9.25 12.33 -3.17 EG- Frm -0.43 -1.20 - - -1.95 - 0.43 -1.20 SMS Frm 8.06 22.58 36.71 - -8.06 22.58 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 162 of 169 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k) k k k D 0.0 0.0 19.4 16.9 CG 0.0 0.0 9.8 9.8 L> 0.0 0.0 39.3 39.3 <L 0.0 0.0 39.3 39.3 ASL^ 0.0 0.0 19.6 19.6 ^ASL 0.0 0.0 19.6 19.7 SMS> 0.0 0.0 81.9 81.9 <SMS 0.0 0.0 81.9 81.9 US1* 0.0 0.0 31.8 31.8 *US 1 0.0 0.0 31.8 31.8 Wl> 13.5 13.5 60.9 60.9 <Wl 13.5 13.5 60.9 60.9 W2> 13.5 13.5 30.0 30.0 <W2 13.5 13.5 30.0 30.0 WPL 0.9 0.9 60.9 60.9 WPR 0.9 0.9 60.9 60.9 MW 0.0 0.0 0.0 0.0 MW 13.2 13.2 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 13.2 13.2 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 39.3 39.3 S 0.0 0.0 39.0 39.0 E> 25.3 25.3 0.0 0.0 EG+ 0.0 0.0 4.4 4.4 <E 25.3 25.3 0.0 0.0 EG- 0.0 0.0 4.4 4.4 SMS 0.0 0.0 81.9 81.9 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in-k) in-k 0/0/0 2.2-A 22.21 43 25.37 42 - - - - 10.13 19 30.49 5 32/9/0 A.5-2 - - - - 16.18 42 16.18 41 - - 1.16 1 32/9/0 33/11/1 6.91 42 7.62 9 1.16 1 - - 65/6/0 B-2 16.19 42 16.19 41 12.26 19 47.61 5 98/3/0 2-13.6 16.18 42 16.18 41 - - 1.16 1 98/3/0 33/11/1 6.91 42 7.62 9 1.16 1 - - 131/0/0 2.2-C 24.22 41 21.05 44 - - - - 10.13 20 30.49 5 Base Plate Summary Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage&pitch standards are based on ACI-318 A endix D criteria for"cast-in- lace"anchor rods Min s ace=4*drod X-Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 2.2-A 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 32/9/0 A.5-2 16 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 B-2 15 0.375 10 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 98/3/0 2-13.6 17 0.375 9 12 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 131/0/0 2.2-C 14 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load k k Case k k Case k k Case k k k Case 0/0/0 25.15 14.16 42 6.22 -10.12 19 10.50 30.51 6 - - 0 32/9/0 8.41 0.70 40 - - 0 - 1.16 1 0.70 8.41 40 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 163 of 169 65/6/0 8.55 12.47 38 7.06 -12.24 20 0.01 47.66 6 - Ll 98/3/0 8.41 0.70 40 - - 0 - 1.16 1 0.70 8.41 131/0/0 23.98 14.29 41 6.22 -10.12 20 10.50 30.51 5 - - Base Plate Connection Strength Ratios X-Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.613 42 0.148 19 0 0 0.236 6 0.302 19 0.184 6 0.302 6 0.764 42 32/9/0 0.365 40 - 0 0 0 0.010 1 - 0 0.008 1 0.014 1 0.293 40 65/6/0 0.371 38 0.318 20 0.320 20 0 0.359 6 0.266 20 0.450 6 0.509 6 0.290 38 98/3/0 0.365 40 - 0 - 0 0 0.010 1 - 0 0.008 1 0.014 1 0.293 40 131/0/0 0.585 41 0.148 20 - 0 0 0.236 5 0.302 20 0.184 5 0.302 5 0.727 41 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. ft in. in. in. in. Description 2 1 S9 6.87 51.429 205.72 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 7 1 S1 7.01 28.498 151.99 3.00 85.37 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 7 2 S2 10.02 30.746 163.98 N/A N/A 0.1875 2.000 Both F-BS-0.2500,W-OS-0.1250,F-OS-0.1250 8 1 S1 4.49 27.379 146.02 1.75 47.85 0.1875 2.000 Opposite F-OS-0.1875,W-OS-0.1875 Fillet 13 1 S9 6.87 51.429 205.72 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 Bolted End-Plate Connections Plate Fy=55.00 ksi End-Plate Dimensions I Bolt Outside Flange Inside Flange Mein. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in. in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.750 8.00 54.87 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 3 1 KN(Face) 0.750 8.00 54.88 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.25 32 Extended 3.25/2.00 5 1 SP 0.375 6.00 47.50 0.750 A325N/PT 3.50 31 Extended 3.25 32 Extended 3.25/2.00 6 2 SP 0.375 6.00 27.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 7 1 SP 0.375 6.00 27.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 27.40 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 9 1 SP 0.375 6.00 27.43 0.750 A325N/PT 3.00 31 Extended 3.50 12 Flush 2.00 10 2 SP 0.500 6.00 43.00 0.750 A325N/PT 3.50 11 Flush 36.13 12 Flush 2.00 11 1 SP 0.500 6.00 43.04 0.750 A325N/PT 3.50 11 Flush 36.13 12 Flush 2.00 12 2 KN(Face) 0.750 8.00 54.88 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 13 2 KN(Face) 0.750 8.00 54.88 0.750 A325N/PT 3.50 14 Flush(0) 2.00/2.00 33 Extended 3.50/2.00 15 2 CP 0.500 10.00 12.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren trength Ratios 7Mem. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear BendingYieldingRupture TearingWeld Weld 2 2 46 -6.7 13.2 5763.0 AISC DG-16/Thin plate 0.860 0.107 0.866 0.000 0.000 0.043 1.000 0.959 3 1 46 -6.7 13.2 5763.0 AISC DG-16/Thin plate 0.860 0.107 0.866 0.000 0.000 0.043 1.000 0.959 4 2 40 -2.0 2.8 1197.7 AISC DG-16/Thin plate 0.464 0.038 0.785 0.405 0.598 0.037 0.799 0.959 5 1 40 -2.0 2.8 1197.7 AISC DG-16/Thin plate 0.464 0.038 0.785 0.405 0.598 0.037 0.799 0.959 6 2 7 -4.6 5.4 633.9 AISC DG-16/Thin plate 0.376 0.073 0.786 0.405 0.598 0.069 0.959 0.719 7 1 7 -4.6 5.4 633.9 AISC DG-16/Thin plate 0.376 0.073 0.786 0.405 0.598 0.069 0.959 0.719 8 2 8 -5.2 4.8 635.5 AISC DG-16/Thin plate 0.374 0.066 0.776 0.405 0.598 0.062 0.959 0.719 9 1 8 -5.2 4.8 635.5 AISC DG-16/Thin plate 0.374 0.066 0.776 0.405 0.598 0.062 0.959 0.719 10 2 39 -2.2 3.0 1209.7 AISC DG-16/Thin plate 0.867 0.060 0.798 0.000 0.000 0.058 0.799 0.959 11 1 39 -2.2 3.0 1209.7 AISC DG-16/Thin plate 0.867 0.060 0.798 0.000 0.000 0.058 0,799 0,959 12 2 45 -7.9 13.3 5823.2 AISC DG-16/Thin plate 0.865 0.108 0.871 0.000 0.000 0.043 1.000 0.959 13 2 45 -7.9 13.3 5823.2 AISC DG-16/Thin plate 0.865 0.108 0.871 0.000 0.000 0.043 1.000 0.959 Inside Flan a Re uired Strength trength Ratios Mein. Jt. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in-k Proc. Tension Shear BendingYieldingRupture TearingWeld Weld 2 2 47 3.1 6.0 5049.9 AISC DG-16/Thin plate 0.796 0.049 0.563 0.303 0.407 0.019 0.866 0.959 3 1 47 3.1 6.0 5049.9 AISC DG-16/Thin plate 0.796 0.049 0.563 0.303 0.407 0.019 0.959 0.959 4 2 37 -1.2 1.0 1688.5 AISC DG-16/Thin plate 0.463 0.010 0.994 0.405 0.598 0.009 0.799 0.959 5 1 37 -1.2 1.0 1688.5 AISC DG-16/Thin plate 0.463 0.010 0.994 0.405 0.598 0.009 0.799 0.959 6 2 8 -3.3 12.9 544.1 AISC DG-16/Thin plate 0.3731 0.1741 0.951 0.0001 0.0001 0.1671 0.9591 0.719 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 164 of 169 7 1 8 -3.3 12.9 544.1 AISC DG-I 6/Thin plate 0.373 0.174 0.951 0.000 0.000 0.167 0.959 0.719 8 2 7 -4.6 12.5 541.8 AISC DG-16/Thin plate 0.361 0.169 0.915 0.000 0.000 0.162 0.959 0.719 9 1 7 -4.6 12.5 541.8 AISC DG-16/Thin plate 0.361 0.169 0.915 0.000 0.000 0.162 0.959 0.719 10 2 38 -0.8 1.0 1700.9 AISC DG-16/Thin plate 0.645 0.014 0.968 0.000 0.000 0.010 0.799 0.959 11 1 38 -0.8 1.0 1700.9 AISC DG-16/Thin plate 0.645 0.014 0.968 0.000 0.000 0.010 0.799 0.959 12 2 48 4.3 6.1 5110.2 AISC DG-16/Thin plate 0.810 0.050 0.573 0.303 0.407 0.020 0.959 0.959 13 2 48 4.3 6.1 5110.2 AISC DG-16/Thin plate 0.810 0.050 0.573 0.303 0.407 0.0201 0.881 0.959 *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit(Stress Limit=1.03) Pinned Connections: Maximum Shear Case Maximum Tension Case Strength Ratios Mem. Jt. I Ld I Axial I Shear Ld I Axial I Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension I Shear V+T I Bending Yielding Bearing Weld I Weld 15 1 2 1 45 1 -12.11 9.61 19 1 12.2 7.3 0.3851 0.4551 0.4021 0.1221 0.0411 0.0921 0.5851 0.346 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 19/0/0 19/0/0 GFB4033 0.853 6 2 3/0/0 23/0/0 GFB5067 0.915 6 3 4/9/6 56/l/O GFB5067 0.680 38 4 3/11/13 46/l/O GFB5045 0.446 40 5 3/11/13 36/l/O GFB4053 0.524 5 5 8/11/13 31/l/0 GFB4053 0.445 6 6 3/11/13 16/1/0 GFB3096 0.292 8 7 3/11/13 6/l/0 GFB2087 0.969 7 7 8/11/13 1/1/0 GFB3087 1.463 6 8 1/0/7 1/1/0 GFB3087 1.462 5 9 1/0/7 11/1/0 GFB2066 0.530 4 10 6/0/7 26/l/O GFB4041 0.434 6 10 11/0/7 31/l/O GFB4053 0.445 6 10 16/0/7 36/l/O GFB4053 0.531 6 11 6/0/7 46/l/O GFB5045 0.452 39 12 6/0/7 561110 GFB5067 0.688 37 13 3/0/0 23/0/0 GFB5067 0.912 5 14 19/0/0 19/0/0 GFB4033 0.843 5 Top OF Post Summary X-Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purim Bolt Shear FB/WSF Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 32/9/0 A.5-2 7.62 6.78 Stub-2 295.47 9.23 16.01 9.23 98/3/0 2-B.6 7.62 6.78 Stub-2 295.47 9.23 16.01 9.23 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth Shear Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 1 19.07 50.00 6 -31.3 -1824.9 0.0 92.3 4195.2 353.0 0.73 1 20.07 52.00 6 -8.0 24.4 0.33 2 7.14 52.00 6 -30.5 -2811.2 0.0 250.2 6960.1 353.7 0.46 2 5.50 52.00 6 -10.4 24.4 0.43 3 6.85 52.00 38 -4.3 -2093.1 0.0 139.5 4524.9 238.8 0.48 3 2.04 52.00 6 24.4 24.4 1.00 4 0.00 52.00 40 -2.0 -1562.9 0.0 117.9 3562.9 195.8 0.45 4 0.00 52.00 6 15.2 24.3 0.63 5 8.98 42.00 6 -10.5 1916.8 0.0 52.3 3520.9 183.2 0.68 5 20.00 42.00 5 -8.3 12.7 0.65 6 0.00 42.00 5 -9.1 1430.7 0.0 41.9 2763.4 116.0 0.68 6 6.50 30.33 5 -14.1 17.7 0.80 7 9.94 31.38 6 -9.6 -2483.2 0.0 151.3 2706.4 163.6 0.95 7 8.99 30.67 5 -22.9 22.3 1.03 8 0.96 30.67 5 -9.6 -2218.4 0.0 81.8 2451.1 163.4 0.96 8 0.96 30.67 6 22.9 22.3 1.03 9 10.03 42.00 6 -9.1 1428.7 0.0 41.8 2763.4 :83.2 16.0 0.68 9 3.55 30.37 6 14.1 17.7 0.80 10 6.04 42.00 6 -10.1 1862.4 0.0 52.2 3520.9 0.63 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 165 of 169 10 0.00 42.00 6 8.3 12.7 0.65 11 10.01 52.00 39 -2.4 -1577.8 0.0 117.9 3563.3 195.8 0.45 11 10.01 52.00 5 -15.2 24.3 0.63 12 6.04 52.00 37 -4.8 -2111.8 0.0 139.5 4522.8 238.8 0.48 12 10.85 52.00 5 -24.4 24.4 1.00 13 7.14 52.00 5 -30.5 -2811.5 0.0 250.2 6960.1 353.7 0.46 13 5.50 52.00 5 10.4 24.4 0.43 14 19.07 50.00 5 -31.3 -1825.1 0.0 92.3 4195.2 353.0 0.73 14 20.07 52.00 5 8.0 24.4 0.33 15 16.32 11.00 9 5.2 -799.6 0.0 358.9 808.6 661.8 1.00 15 0.00 11.00 39 -8.4 40.8 0.21 16 16.96 11.00 9 -1.2 -798.6 0.0 122.6 1044.7 530.9 0.77 16 0.00 11.00 40 8.4 40.8 0.21 17 16.96 11.00 9 -1.2 798.6 0.0 122.6 1044.7 530.9 0.77 17 0.00 11.00 40 8.4 40.8 1 0.21 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.07 326.50 228.8 228.8 18.31 3.00 6182.76 32.06 247.31 8.02 300.47 12.77 0.54 19740.6 1.66 0.97 1.00 0.90 0.48 1 2 7.14 326.50 49.7 49.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.80 0.55 21365.5 1.08 0.88 1.00 0.90 0.47 9 3 6.85 729.68 120.0 120.0 17.31 2.25 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 1.20 0.91 1.00 1.00 0.55 4 0.00 729.68 120.0 120.0 16.59 1.88 5329.63 11.32 204.99 3.77 261.88 6.43 0.39 7558.55 1.10 0.93 1.00 0.96 0.55 5 8.98 729.68 180.1 60.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.12 0.85 1.00 0.96 0.65 6 0.00 729.68 180.1 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.13 0.85 1.00 0.84 0.65 7 9.94 729.68 22.9 22.9 9.49 1.88 1350.03 7.83 86.05 3.13 102.10 4.96 0.24 1881.29 1.03 0.95 1.00 1.00 0.57 8 0.96 729.68 120.1 120.1 9.36 1.88 1278.71 7.83 83.39 3.13 98.75 4.95 0.24 1796.01 1.80 0.97 1.00 1.00 0.70 9 10.03 729.68 180.3 60.1 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.39 0.85 1.00 0.84 0.65 10 6.04 729.68 180.3 60.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.39 0.85 1.00 0.96 0.48 11 10.01 729.68 120.0 120.0 16.59 1.88 5329.63 11.32 204.99 3.77 261.88 6.43 0.39 7558.55 1.10 0.93 1.00 0.96 0.55 12 6.04 729.68 120.0 120.0 17.31 2.25 5802.74 13.57 223.18 4.52 280.32 7.55 0.48 9039.31 1.20 0.91 1.00 1.00 0.44 13 7.14 326.50 49.7 49.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.80 0.55 21365.5 1.08 0.88 1.00 0.90 0.47 9 14 19.07 326.50 228.8 228.8 18.31 3.00 6182.45 32.06 247.30 8.02 300.46 12.77 0.54 19739.7 1,66 0,97 1,00 0,90 0.48 7 15 16.32 407.36 391.7 391.7 10.88 4.50 263.88 60.76 47.98 13.50 51.94 20.34 0.77 1674.57 1.17 1.00 1.08 1.00 1.00 16 16.96 407.06 229.0 229.0 9.88 4.00 236.29 42.67 42.96 10.67 46.69 16.09 0.69 1176.15 1.00 1.00 1.09 1.00 1.00 17 16.96 407.06 229.0 229.0 9.88 4.00 236.29 42.67 42.96 10.67 46.69 16.09 0.69 1176.15 1.00 1.00 1.09 1.00 1.00 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 166 of 169 User Defined Frame Point Loads for Cross Section:2.2 Side Units Type I Description Ma 1 I Locl I Offset I H or V I Supp. I Dir. I Coef. Loc. 2000 p I D support 1.00 19/1/0 N N Y I RIGHT 1 1.000 WA 2001 p D support 1.00 19/l/0 N N Y RIGHT 1.000 WA Q Q Q B.6 p X Deflection Load Combinations-Framin No. Ori in Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 100 180 0.42 Wl> Wl> 4 System 1.000 100 180 0.42<WI <WI 5 System 1.000 100 180 0.42 W2> W2> 6 System 1.000 100 180 0.42<W2 <W2 7 System 1.000 100 180 0.42 WPL WPL 8 System 1.000 100 180 0.42 WPR WPR 9 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 10 System 1.000 1 50 1 0 3.0<E+3.0 EG- I<E+EG- Controlling Frame Deflection Ratios for Cross Section:2.2 Description Ratio I Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (11/48) 7.182 2 2 10 <E+EG- Max.Vertical Deflection for Span 1 (L/1077) -0.698 5 1 2 SMS Max.Vertical Deflection for Span 2 (L/1 77 -0.697 11 1 2 SMS *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a b re frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore,these deflections may be considerab overstated. Seismic Drift Check: Frame Lateral Stiffness(K): 1.012(k/in) Fundamental Period(calculated)(T):1.057(sec.) since the number is small, standard slots on top of the Design Story Drift:3.907(in.) Seismic Drift Ratio:0.567(OK) two removable EW posts are okay to allow roof beam E to deflect vertically without imposing extra aixal load on these two standalone posts. File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 167 of 169 Covering-Summary Report - Shape: Unit 1 -Building 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:S 1:41.80%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 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Covering Design Loads-Wall:1 Zone Units7<W2 Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf Standard Spacing is Adequate 22.63 0/0/0 23.000 0.98 OUT -1.440 End Zone psf Standard Spacing is Adequate 16.97 0/0/0 24.000 0.71 IN 1.080 End Zone psf Standard Spacing is Adequate 22.63 118/3/0 23.000 0.98 OUT -1.440 End Zone psf Standard Spacing is Adequate 16.97 118/3/0 24.000 0.71 IN 1.080 Interior Area psf Standard Spacing is Adequate 18.39 12/9/0 23.000 0.80 OUT -1.170 Interior Area I psf I <W2 I Standard Spacing is Adequate 1 16.97 12/9/0 1 24.000 0.71 1 IN 1.080 Covering Design Loads-Wall:2 Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 22.63 0/0/0 23.000 0.98 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 16.97 0/0/0 24.000 0.71 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 22.63 289/3/0 23.000 0.98 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 16.97 289/3/0 24.000 0.71 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 18.39 12/9/0 23.000 0.80 OUT -1.170 Interior Area I psf I <W2 Standard Spacing is Adequate 1 16.97 12/9/0 1 24.000 0.71 1 IN 1.080 Covering Design Loads-Wall:3 Zone Units Type Description Actual I Locl I Allow. I Ratio I Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 1 22.63 0/0/0 1 23.0001 0.98 1 OUT -1.440 File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 168 of 169 End Zone psf <W2 Standard Spacing is Adequate 16.97 0/0/0 24.000 0.71 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 22.63 118/3/0 23.000 0.98 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 16.97 118/3/0 24.000 0.71 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 18.39 12/9/0 23.000 0.80 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 16.97 12/9/0 24.000 0.71 IN 1.080 Covering Design Loads-Wall:4 Zone Units I Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 22.63 0/0/0 23.000 0.98 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 16.97 0/0/0 24.000 0.71 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 22.63 289/3/0 23.000 0.98 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 16.97 289/3/0 24.000 0.71 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 18.39 12/9/0 23.000 0.80 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 16.97 12/9/0 1 24.0001 0.71 1 IN 1 1.080 Covering Design Loads-Roof.A Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 21.16 0/0/0 62.000 0.34 IN 0.998 Unbalanced Snow psf *US 1 Standard Spacing is Adequate 13.08 0/0/0 62.000 0.21 IN 0.998 Entire Surface psf SMS Standard Spacing is Adequate 26.15 0/0/0 62.000 0.42 IN 0.998 Unbalanced Snow psf *US 1 Standard Spacing is Adequate 9.91 0/0/0 62.000 0.16 IN 0.998 Side Zone psf <W2 Standard Spacing is Adequate 8.74 12/9/0 62.000 0.14 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 20.13 12/9/0 31.000 0.65 OUT -1.327 Side Zone psf <W2 Standard Spacing is Adequate 8.74 289/3/0 62.000 0.14 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 20.13 289/3/0 31.000 0.65 OUT -1.327 Corner Zone psf <W2 Standard Spacing is Adequate 8.74 289/3/0 62.000 0.14 IN 0.480 Corner Zone psf W 1> Standard Spacing is Adequate 30.66 289/3/0 31.000 0.99 OUT -1.997 Side Zone psf <W2 Standard Spacing is Adequate 8.74 12/9/0 62.000 0.14 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 20.13 12/9/0 31.000 0.65 OUT -1.327 Corner Zone psf <W2 Standard Spacing is Adequate 8.74 0/0/0 62.000 0.14 IN 0.480 Corner Zone psf W 1> Standard Spacing is Adequate 30.66 0/0/0 31.000 0.99 OUT -1.997 Interior Area psf <W2 Standard Spacing is Adequate 8.74 12/9/0 62.000 0.14 IN 0.480 Interior Area psf W 1> Standard Spacing is Adequate 17.83 12/9/0 31.000 0.58 OUT -1.180 Covering Design Loads-Roof:B Zone Units 7Te Descri tion Actual Locl Allow. Ratio Dir. CoefEntire Surface psf Standard Spacing is Adequate 21.16 0/0/0 62.000 0.34 IN 0.998 Unbalanced Snow psf Standard Spacing is Adequate 13.08 0/0/0 62.000 0.21 IN 0.998 Entire Surface psf Standard Spacing is Adequate 26.15 0/0/0 62.000 0.42 IN 0.998 Unbalanced Snow psf Standard Spacing is Adequate 9.91 0/0/0 62.000 0.16 IN 0.998 Side Zone psf Standard Spacing is Adequate 8.74 12/9/0 62.000 0.14 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 20.13 12/9/0 31.000 0.65 OUT -1.327 Side Zone psf <W2 Standard Spacing is Adequate 8.74 289/3/0 62.000 0.14 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 20.13 289/3/0 31.000 0.65 OUT -1.327 Corner Zone psf <W2 Standard Spacing is Adequate 8.74 289/3/0 62.000 0.14 IN 0.480 Corner Zone psf W 1> Standard Spacing is Adequate 30.66 289/3/0 31.000 0.99 OUT -1.997 Side Zone psf <W2 Standard Spacing is Adequate 8.74 12/9/0 62.000 0.14 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 20.13 12/9/0 31.000 0.65 OUT -1.327 Corner Zone psf <W2 Standard Spacing is Adequate 8.74 0/0/0 62.000 0.14 IN 0.480 Corner Zone psf W 1> Standard Spacing is Adequate 30.66 0/0/0 31.000 0.99 OUT -1.997 Interior Area psf <W2 Standard Spacing is Adequate 8.74 12/9/0 62.000 0.14 IN 0.480 Interior Area psf W 1> Standard Spacing is Adequate 17.83 12/9/0 31.000 0.58 OUT -1.180 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max.Length Wall:1 Butlerib II Punched 26 Butler-Cote Cool Birch White Left to Right Left to Right 41/0/0 Location:2 NBBMC-Tilt Wall 7 1/4" psf=90.00 Supported by others=no Location:3 NBBMC-Panel 1 1/2" psf=1.00 Supported by others=no Wall:2 Butlerib II Punched 26 Butler-Cote Cool Birch White Left to Right Left to Right 41/0/0 Location:2 NBBMC-Tilt Wall 5 1/4" psf=80.00 Supported by others=no Wall:3 Butlerib II Punched 26 Butler-Cote Cool Birch White Left to Right Left to Right 41/0/0 Location:2 NBBMC-Tilt Wall 7 1/4" psf=90.00 Supported by others=no Wall:4 Butlerib II Punched 26 Butler-Cote Cool Birch White Left to Right Left to Right 41/0/0 Location:2 NBBMC-Panel 1 1/2" psf=1.00 Supported by others=no Location:3 NBBMC-Tilt Wall 7 1/4" psf=90.00 Supported by others=no Roof:A MR-24 24 AIZn Plain A1Zn Right to Left Not Applicable 40/0/0 Roof.B MR-24 24 AIZn Plain A1Zn Right to Left Not Applicable 40/0/0 File: 17-017737 Version: 2017.1b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER 17-017737 Calculations Package Time:04:30 PM Page: 169 of 169 Fastener Data Wall/Roof Type Length Spacing Washers Insul.Block Mod.Ctrl. Ice Damming Wall: 1 Torx CMC SB,CMC SDS Long SB,SDS Stitch Standard Option Yes None No No Stitch Location:2 Not Applicable Location:3 Not Applicable Wall:2 Torx CMC SB,CMC SDS Long SB,SDS Stitch Standard Option Yes None No No Stitch Location:2 Not Applicable Wall:3 Torx CMC SB,CMC SDS Long SB,SDS Stitch Standard Option Yes Nonc No No Stitch Location:2 Not Applicable Wall:4 Torx CMC SB,CMC SDS Long SB,SDS Stitch Standard Option Yes Nonc No No Stitch Location:2 Not Applicable Location:3 Not Applicable Roof.A Stainless Standard Option Standard Option Yes Thermal Block- No No Tall Clip Roof.B Stainless Standard Option Standard Option Yes Thermal Block- No No Tall Clip File: 17-017737 Version: 2017.lb Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Job No 17017737 410'� ASCE 7-05 (IBC 06/09) Page Wind Load Calculation Da to 08/23/17 BLUESCOPE Prep'd By BUILDINGS (builder) Rev'd By (project) lRe visio n Notes: Version 2.2 Building Geometry: Width Length Ridge Loc. Left Ev. Ht. Left Slope Right Slope Right Ev. Ht. 131.0' 302.0' 65.5' 30.0' 3/4:12 3/4:12 30.0' Wind Speed V: 85 mph Gabled MRH=32.05' 0=3.58' 0=3.58' MRH=32.05' Wind Exposure: C Kh=0.9823 Kd=0.85 1= 1.0 h=30.0' Low-Rise Hurricane Prone Region? No Topographic Factor Kzt: 1.0 a, a . Building Usage: 11-General Use Internal Coef. GCpi: ±0.18 IT-IT IT-If Enclosure Classification: Enclosed Velocity Pressure q: 15.52 psf a 3: _ 2___ 2 _ :3_ Output: Pressures Width of Edge Strip a: 12.0 ft Components&Cladding: Covering(Panels) Secondary(Purlin/Girt) 2 1 1 :2 Span(ft) EWA Span(ft) EWA 3.92 5 20 133 1 5 8 25 208 aE 3 i- 2 -1--2 ,3 7.5 19 30 300 Roof Zones EWA Wall Loads(psf) Roof Loads(psf) (Sq. Ft.) P 4,5 S4 S5 P S1 S2 S3 C1,2 C3 5 16.76 -18.15 -22.34 10.00 -18.31 -30.72 -46.24 -26.38 -43.44 8 16.76 -18.15 -22.34 10.00 -18.31 -30.72 -46.24 -26.38 -43.44 19 16.08 -17.48 -21.00 10.00 -17.88 -27.76 -39.04 -25.95 -34.97 133 13.98 -15.38 -16.79 10.00 -16.76 -19.86 -19.86 -23.44 -12.41 208 13.50 -14.90 -15.84 10.00 -16.76 -19.86 -19.86 -21.29 -12.41 300 13.11 -14.51 -15.06 10.00 -16.76 -19.86 -19.86 -19.53 -12.41 ------------------------------------- ------------- ------------- ------------ ------------ ------------ ------------ ------------ 10 16.76 -18.15 -22.34 10.00 -18.31 -30.72 -46.24 -26.38 -43.44 20 16.01 -17.41 -20.86 10.00 -17.84 -27.45 -38.30 -25.91 -34.10 40 15.27 -16.67 -19.37 10.00 -17.37 -24.18 -30.36 -25.44 -24.76 60 14.84 -16.23 -18.50 10.00 -17.10 -22.27 -25.71 -25.17 -19.30 80 14.53 -15.93 -17.89 10.00 -16.91 -20.91 -22.42 -24.97 -15.42 100 14.29 -15.69 -17.41 10.00 -16.76 -19.86 -19.86 -24.82 -12.41 133 13.99 -15.38 -16.80 10.00 -16.76 -19.86 -19.86 -23.45 -12.41 150 13.86 -15.25 -16.54 10.00 -16.76 -19.86 -19.86 -22.87 -12.41 175 13.69 -15.09 -16.21 10.00 -16.76 -19.86 -19.86 -22.13 -12.41 208 13.51 -14.90 -15.84 10.00 -16.76 -19.86 -19.86 -21.29 -12.41 250 13.31 -14.71 -15.45 10.00 -16.76 -19.86 -19.86 -20.41 -12.41 300 13.11 -14.51 -15.06 10.00 -16.76 -19.86 -19.86 -19.53 -12.41 350 12.95 -14.35 -14.73 10.00 -16.76 -19.86 -19.86 -18.79 -12.41 400 12.81 -14.20 -14.44 10.00 -16.76 -19.86 -19.86 -18.14 -12.41 500 1 12.57 1 -13.96 1 -13.96 1 10.00 1 -16.76 1 -19.86 1 -19.86 1 -17.07 1 -12.41 External Coefficients, GCpf,for Main Wind Force Resisting System(MWFRS): (Design MWFRS Pressure, p=qh[GCpf-GCpi]) Longitudinal Direction(Parallel to Ridge): Transverse Direction(Normal to Ridge): Surface Interior Edge(2a) Surface Interior Edge(2a) Windward Endwall 0.400 0.610 Windward Sidewall 0.400 0.610 Windward 1/2 Roof -0.690 -1.070 Windward Roof -0.690 -1.070 Leeward 1/2 Roof -0.370 -0.530 Leeward Roof -0.370 -0.530 Leeward Endwall -0.290 -0.430 Leeward Sidewall -0.290 -0.430 Sidewalls -0.450 -0.450 Endwalls -0.450 -0.450 Roof Overhang(Max.) -1.370 -1.750 Roof Overhang(Max.) -1.370 -1.750 P-Pressure,S-Suction, C-Overhang;4-Wall Interior,5-Wall Corner(width=a) Box Rib TM Wall A E P L�SPAN Painted side Box Rib is an economical, 1�11, structural, exposed-fastener wall panel suitable for general Lap Detail usage. Box Rib(Wall Applications only) Box Rib is ideal for vertical and �I 4'/s" �� Painted side • • , wall, • • soffit 1'/z" 36" Net Coverage Standard Finishes Paint System 29 0.0139 80 82 0.75 0.0517 0.0453 0.0581 0.0455 AZ50 ColorGuard'"xt 26 0.0173 80 82 0.95 0.0731 0.0636 0.0827 0.0633 AZ50 Cool Dura Tech'"nt 24 0.0232 50 65 1.25 0.0993 0.1001 0.1200 0.1109 AZ50 Cool Dura Tech'"5000 22 0.0294 50 65 1.57 0.1289 0.1473 0.1556 0.1557 AZ50 (polyvinylidene fluoride) or 20 0.0354 1 40 55 1.92 1 0.1644 1 0.1869 1 0.1956 0.1964 G90' Cool Dura Tech"mx 18 0.0459 1 40 55 2.46 1 0.2256 0.2513 1 0.2522 0.2597 G90 (metallic polyvinylidene) NOTES: The moments of inertia, I'and I-, presented for determining deflection are: (21E_tive+ lGro.)/3 "Bare 20 gauge has a AZ50 metallic coating. standard features optional features ■ Custom manufactured sheet lengths ■ Short cut sheets from 6-0"to 1'-0".Additional fees and from 6'-0"to 50'-0". lead times may apply. IN Available in 29ga, 26ga, 24ga, and 22ga in standard ■ 20ga available in standard colors subject to a minimum finishes. (Refer to AEP Span Color Charts for full order size of 4,500 square feet and longer lead times. range of color options, prints, textures, finishes and ■ 18ga available in bare G-90 galvanized and standard paint systems). colors subject to a minimum order size of 4,500 square ■ 20ga available in bare ZINCALUME°Plus. feet and longer lead times. ■ Custom colors,thick film primer and/or clear coat paint ■ ZINCALUME°coated substrate, per ASTM A-792, finishes available. Subject to 4,500 square feet minimum is standard and backed by a corrosion warranty on order.'(See back) painted or unpainted panels. ■ Perforation options available for an additional ■ Meets IBC requirements for wall and roof panels in charge. Minimum order size 1,500 square feet. accordance to Chapters 14 & 15. Select from standard perforation patterns with open ■ Performance testing: areas of 7.8%, 13.8%, 23.4%, 30.6% or 41.4%. • Air-ASTM E283 ■ Crimp curving: • Water-ASTM E331 Gauge Maximum Length Minimum Outside Radius 24 30'-0" 24" ■ Reverse rolled Box Rib available for roof applications. 22 30'-0" 24" See Reverse Box Rib product sheet for more 20 30'-0" 48" 18 20'-0" 48" information. ■ Stucco embossed available on 29ga,26ga,24ga and 22ga.Subject to minimum.order size of 1,500 square feet. Fontana,Customer Service Centers For most current versions of literature please visit Tacoma,WA& . - :00 Box Rib TM wail l S Alai Allowable Inward Loads(IbS/ft2) .. r rr Single f 611 271 174 121 68 43 30 17 11 Span L/180 - - - - - 36 21 9 5 29 Double f 613 272 174 121 68 44 30 17 11 Span L/180 - - - - - - - - 11 Triple f 766 340 218 151 85 54 38 21 14 Span L/180 - - - - - - - 19 10 Single f 856 381 244 169 95 61 42 24 15 Span L/180 - - - - - 51 30 12 6 26 Double f 853 379 243 169 95 61 42 24 15 Span L/180 - - - - - - - - Triple f 1067 474 303 211 119 7 53 30 19 Span L/180 - - - - - - - 28 14 Single f 1124 499 320 222 125 80 55 31 20 Span L/180 - - - - - 69 An 17 9 24 Double f 1245 553 354 246 138 89 max S=2O.86psf, FS Span L/180 - - - - - it is okay. Triple f 1556 692 443 307 173 111 Span L/180 - - - - - - - 37 19 Single f 1654 735 470 327 184 118 82 46 29 Span L/180 - - - - 176 90 52 22 11 22 Double f 1748 777 497 345 194 124 86 49 31 Span L/180 - - - - - - - - 27 Triple f 2185 971 621 432 243 155 108 61 39 Span L/180 - - - - - - - - 27 Single f 1679 746 478 332 187 119 83 47 30 Span L/180 - - - - - 115 67 28 14 20 Double f 1764 784 502 348 196 125 87 49 31 Span L/180 - - - - - - - - - Triple f 2205 980 627 436 245 157 109 61 39 Span L/180 - - - - - - - 49 25 Single f 2257 1003 642 446 251 161 111 63 40 Span L/180 - - - - - 158 91 39 20 18 Double f 2332 1037 663 461 259 166 115 65 41 Span L/180 - - - - - - - - - Triple f 2915 1296 829 576 324 207 144 81 52 Span L/180 - - 44 LOADING TABLE LEGEND NOTES: f-Load limited by flexural bending stress ■ Top values based on allowable stress. L-Span(Inches) Bottom values based on allowable deflection of L/180. L/180-Load limited by a deflection of 1/180 of the span ■ '="denotes that the allowable load w-Distributed load w is limited by the allowable flexural bending stress. Single span ■ Steel conforms to ASTM A653(Galvanized) L or ASTM A792(ZINCALUME®)structural steel. w ■ Tabulated values are for positive(Inward)loading only. Inward Double span ■ Values are based on the American Iron and Steel Institute(AISI) Loads '1� L�� L J "Cold Formed Steel Design Manual"(2007 Edition). w Specifications subject to change without notice. Triple span *Inquire with AEP Span representative regarding premium Vintage® and Specialty Prints and Textures availability. Oil Canning:All flat metal surfaces can display waviness commonly referred to c•r„% as"oil canning'. "Oil canning"is an inherent characteristic of steel products,not a ® '•;••�� defect,and therefore is not a cause for panel rejection. Customer Service Centers For most current versions of literature please visit Tacoma, WA& Fontana, CA Phone: 800-733-4955 Fax: 253-272-0791 www.aepspan.com ©2010-2016 ASC Profiles LLC All rights reserved. ZINCALUME®is a registered trademark of BlueSoope Steel Ltd.Vintage®is a registered trademark of Steelscape,LLC. ColorGuardM Ise trademark of Steelscape,LLC 0617 Printed in USA (PS162) 200 BLUESCOPE BUILDINGS NORTH AMERICA, INC FILE NO 17-017737 JOB MADE BY CKD.BY DATE PAGE OF cszhaw 8 23 17 1 3 REVI- S an member sION 2 Cold Form Analysis - Girt Span Summary Span Load Las Span Max. comb No. I Length Width Left Right Type Ratio no 1 5' 0" 5' 0" 0101, 0101, Continuous 0.553 1 2 5' 0" 5' 0" 0101, 0101, Continuous 0.540 1 3 5' 0" 5' 0" 0101, 0101, Continuous 0.553 1 Section Pro erties Span Section Depth Thick Wt/ft F I FIq I Rad Lip Area Ix full ly full No. in. in. Ib/ft ksi in. in. in.) (in2) (in4 in4 1 H 125 1.25 0.060 1.35 60.0 2.19 0.13 1.22 0.40 0.11 0.60 2 H 125 1.25 0.060 1.35 60.0 2.19 0.13 1.22 0.40 0.11 0.60 3 H 125 1.25 0.060 1.35 60.0 2.19 0.13 1.22 0.40 0.11 0.60 Brace Locations Span Section Braced Distance (ft) Detail Size Flange 1 (Standard) 1-11.30.060 Outer (none) Inner (none) 2 (Standard) 1-11.30.060 Outer (none) Inner (none) 3 (Standard) 1-11.30.060 Outer (none) Inner none Design Data Summary Combined Axial and Bending Strut Span XM I Act M I All M I Act A I All A I SR Comb All P 1 2' 0" -2.7 4.9 0.000 4.161 0.545 2 1.420 2 0' 0" -2.5 4.9 0.000 4.161 0.511 1 4.161 3 3' 0" -2.7 4.9 0.000 4.161 0.545 2 1.420 Notes XM = Distance from left support to point of critical moment(feet) Act M = Critical Moment(K, n) All M = Allowable Moment(K, n) Act A = Actual Axial force (K) All A = Allowable Axial force in the absence of moment(K) SR = Combined Stress Ratio at critical moment Strut = Allowable Axial force in combination with controlling moment due to wind load(K) Wshare\Region order\17017737\17017737 span member.cfd BLUESCOPE BUILDINGS NORTH AMERICA, INC FILE NO 17-017737 JOB MADE BY CKD.BY DATE PAGE OF cszhaw 8 23 17 2 3 REVI- S an member sION 2 Cold Form Analysis - Girt Shear I Combined Shear and Bending S an XV I Act V All V CSRV I Comb I XC jAct VC jAct MCI All M I CSRC I Comb 1 5' 0" 0.335 1.188 0.282 2 5' 0" 0.251 -2.5 4.9 0.553 1 2 0' 0" 0.279 1.188 0.235 2 0' 0" -0.210 -2.5 4.9 0.540 1 3 0' 0" 0.335 1.188 0.282 2 0' 0" -0.251 -2.5 4.9 0.553 1 Notes XV = Distance from left support to point of critical shear (in.) Act V = Critical Shear(K) All V = Allowable Shear(K) CSRV = Combined Stress Ratio at Critical Shear XC = Distance from left support to point of critical combined Shear and Bending (in) Act VC = Shear at combined location (K) Act MC = Moment at combined location (K, n) CSRC = Combined stress ratio at critical combined shear and bending Loading Summary Uniform Loads Input Dead Collateral Live Snow Wind P Wind S 0.00 Psf 0.00 Psf 0.00 Psf 0.00 Psf 16.76 psf 22.34 psf Load Combinations Comb Stress Defl. Ld. Factors No Inc. Limit 1 1.00 n/a 1.00 W P 2 1.00 n/a 1.00 W S 3 n/a 90 0.70 W P 4 n/a 90 0.70 W S Panel R Values Comb Sans No. 1 2 1 3 01 02 0.700 0.700 0.700 03 04 0.700 0.700 0.700 Wshare\Region order\17017737\17017737 span member.cfd BLUESCOPE BUILDINGS NORTH AMERICA, INC FILE NO 17-017737 JOB MADE BY CKD.BY DATE PAGE OF cszhaw 8 23 17 3 3 REVI- S an member sION 2 Cold Form Analysis - Girt A plied Loads Load Distance ft Ma nitude Description Type Direction Start End Start End WP -Wind Pressure Wind Pressure Uniform Vertical (Y) 0101, 15' 0" -0.084 K/ft -0.084 K/ft S WS -Wind Suction Wind Suction Uniform Vertical Y 0101, 15'0" 0.112 K/ft 0.112 K/ft S Support Reactions K Support Reaction Load Combination No Direction 1 2 3 4 1 Horiz 0.000 0.000 n/a n/a 1 Vert 0.168 -0.223 n/a n/a 2 Vert 0.461 -0.614 n/a n/a 3 Vert 0.461 -0.614 n/a n/a 4 Vert 0.168 -0.223 n/a n/a Maximum Deflections Span Comb 3 Comb 4 No Dist I Defl Ratio Dist I Defl Ratio 1 2' 3" -0.14" 431 2' 3" 0.19" 323 2 2'6" -0.01" 5703 2' 6" 0.01" 4278 3 2'9" -0.14" 431 2' 9" 0.19" 323 Run Information Program Version : 3. 4. 0. 6 Design Mode : Standard Design Optimization Mode : Design Building Code : IBC 06 Design Spec : AISI 04 Pattern Style : Properties Data File : MISC_2007 Combined Stiffness : Yes Lap Optimization : No Optimization Frame Anchors : None Roof Panel : Wall Panel : Screwdown Member Weight : 20.2 Ibs Brace Wt/purlin (Rows) :0.0 Ibs ( 0 ) Total Weight : 20.2 Ibs Wshare\Region order\17017737\17017737 span member.cfd Section: I� • DP 3.16.DA Page BLUESCOPE CONNECTIONS 3 of 11 BUILDINGS Revision Design Aid - Top of Endpost &Date 1 (09/13) A4. 3-Plate Rake Beam Flange Bending PEndpost (ASS), <_ R. , (LRFD) a P DPOST b L �► R. = I I Mn kips 0.9 a b Rake Beam Flange Conn at B.5/13.8, from DSNpage L Mn =Mn (rake) + Mn (reinforcement) Post between Purlin 75, max top reaction is 5.04kips Rake Beam Max.Horiz.Force,Px=[P oST-Pcrs], kips when controlled b Rake Beam To or Bot om Flange Bending 3-Plate Rake End post Locations,a ft. omNearest Strut Beams 0.50 1.00 1.50 2.00 2.50 Span,L=S.00ft. Rn/S2 ! �bR, �R, Rn/i2 �bRn �Rn Rn/i2 �bR, ':. Rn I Rn/i2 �bR, �R, Rn/i2 �bRn Rn ASIC ! LRFi ! LSIE ASIC ! LRFi ! LSIE ASIC ! LRFi ! l; ASIC ! LRFi ! LSIE ASIC ! LRFE LSIE 5 x 0.1345" !rake flg. 5.70 8.56 8.56 3.20 4.82 4.82 2.44 3.67 3 67 12.14 3.21 3.21 2.05 3.08 3.08 +Rein£ A 18.84 ! 28.28 ! 31.68 16.93 ! 25.44 ! 25.44 12.90 ! 19.38 ! 19 8 11.28 ! 16.96 ! 16.96 10.83 ! 16.28 16.28 +Rein£ B 9.15 13.72 ! 11.43 10.29 ! 15.44 ! 12.86 11.76 ! 17.64 . 14. 0 13.72 ! 20.58 ! 17.15 15.16 ! 15.16 15.16 5 x 3/16" rake flg. 7.94 ':. 11.94 ':. 11.94 4.47 6.71 6.71 3.40 5.12 i 5.1 2.98 4.48 4.48 2.86 4.30 4.30 +Rein£ A 18.84 ! 28.28 ! 31.68 18.19 ! 27.34 ! 27.34 13.86 ! 20.83 ! 20.8 12.13 ! 18.23 ! 18.23 11.64 ! 17.50 17.50 +Reinf B 9.15 13.72 ! 11.43 10.29 ! 15.44 ! 12.86 11.76 ! 17.64 ! 14.7 13.72 ! 20.58 ! 17.15 15.16 ! 15.16 15.16 5 x 1/4" rake flg. 10.59 15.91 ':. 15.91 5.96 ':. 8.95 ':. 8.95 4.54 ':. 6.82 ':. 6.82 3.97 ':. 5.97 ':. 5.97 3.81 ':. 5.73 5.73 +Reinf A 18.84 ! 28.28 ! 31.68 18.84 ! 28.28 ! 29.58 14.99 ! 22.53 ! 22.53 13.12 ! 19.72 ! 19.72 12.59 ! 18.93 18.93 +Reinf B 9.15 13.72 ! 11.43 10.29 ! 15.44 ! 12.86 11.76 ! 17.64 ! 14.70 13.72 ! 20.58 ! 17.15 15.16 ! 15.16 15.16 5 x 5/16" 'rake flg. 13.24 19.89 1 19.89 7.44 1 11.19 11.19 5.67 1 8.53 1 8.53 4.96 7.46 7.46 4.76 7.16 7.16 +Reinf A 18.84 ! 28.28 ! 31.68 18.84 ! 28.28 ! 31.68 16.13 ! 24.24 ! 24.24 14.11 21.21 ! 21.21 13.55 ! 20.36 20.36 +Reinf B 9.15 13.72 ! 11.43 10.29 ! 15.44 ! 12.86 11.76 ! 17.64 ! 14.70 13.72 ! 20.58 ! 17.15 15.16 ! 15.16 15.16 5 x 3/8" rake flg. 15.88 ':; 23.87 ':. 23.87 8.93 ':. 13.43 ':. 13.43 6.81 ':. 10.23 ':; 10.23 5.96 ':. 8.95 ':. 8.95 5.72 ':. 8.59 8.59 +Reinf A 18.84 28.28 ! 31.68 18.84 ! 28.28 ! 31.68 17.26 ! 25.94 ! 25.94 15.10 ! 22.70 ! 22.70 14.50 ! 21.79 21.79 +Reinf B 9.15 13.72 ! 11.43 10.29 ! 15.44 ! 12.86 11.76 ! 17.64 ! 14.70 13.72 ! 20.58 ! 17.15 15.16 ! 15.16 15.16 6 x 1/4" !rake flg. 15.25 ':; 22.92 ':. 22.92 8.58 ':. 12.89 ':. 12.89 6.53 ':. 9.82 9.82 5.72 ':. 8.59 8.59 5.49 ':. 8.25 8.25 +Reinf A 18.84 ! 28.28 ! 31.68 18.84 ! 28.28 ! 31.68 16.99 ! 25.54 25.54 14.87 ! 22.34 22.34 14.27 ! 21.45 21.45 +Reinf B 9.15 13.72 ! 11.43 10.29 ! 15.44 ! 12.86 11.76 ! 17.64 ! 14.70 13.72 ! 20.58 ! 17.15 15.16 ! 15.16 15.16 6 x 5/16" 'rake flg. 18.84 28.28 ':. 28.65 10.72 ':. 16.11 ':. 16.11 8.17 ':. 12.28 12.28 7.15 ':. 10.74 10.74 6.86 ':. 10.31 10.31 +Rein£ A 18.84 28.28 31.68 18.84 28.28 31.68 18.62 27.99 ':. 27.99 16.30 24.49 ':. 24.49 15.64 23.51 23.51 +Rein£ B 9.15 13.72 11.43 10.29 15.44 12.86 11.76 17.64 14.70 13.72 20.58 17.15 15.16 15.16 15.16 6 x 3/8" rake flg. 18.84 28.28 31.68 12.86 19.34 19.34 9.80 ':. 14.73 14.73 8.58 ':. 12.89 12.89 8.23 ':. 12.38 12.38 +Rein£ A 18.84 ! 28.28 ! 31.68 18.84 ! 28.28 ! 31.68 18.84 ! 28.28 ! 30.45 17.72 ! 26.64 ! 26.64 17.02 ! 25.58 25.58 +Rein£ B 9.15 13.72 11.43 10.29 15.44 12.86 11.76 17.64 14.70 13.72 1 20.58 17.15 15.16 15.16 15.16 Values in bold controlled by(4) '/z"A325 post-to-rake beam bolt shear. Reinf.A: 8" x 1/4" Plate Reinf. B : 8'/2" C-0.098" (for rake beam flange width <_ 6") Note Reinforcement may be located at either bottom or top flange. When printed,this document becomes uncontrolled.Verify current revision number with controlled,on-line document. author: Bob Hodges / Igor Marinovic Section: OESGN PROCEDURESDP 3.16.DA Page BLUEScoPE CONNECTIONS 4 of 11 BUILDINGS Revision Design Aid - Top of Endpost &Date 1 (09/13) A5. 3-Plate Rake Beam* Flange Bending (Post @ Ridge) a 9 %PEndpost Rake Beam Flange'' conn at B/13.8, from model, top E L reaction is 7.66*0.6=4.6kips R R Post at Ridge Rake Beam Max.Force,PEndpost, kips corm at B/2.2, from model, top wh controlled by Rake Beam Top or Bottom Fl reaction is 13.1*0.6=7.86ki s 3-Plate Rake Beams a = . Rn /S2 � Rn Rn Span,L=3.00 ft. ASD LRFD LSD 5 x 0.1345 rake 3.42 5.14 5.14 +Rein£Type A 18.06 27.14 27.14 5 x 3/16" rake .76 7.16 7.16 +Rein£Type A 18.84 28.28 29.16 5 x 1/4" rake 6.35 9.55 9.55 +Rein£Type A 18.84 28.28 31.55 5 x 5/16" rake 7.94 11.94 11.94 +Rein£Type A 18.84 28.28 31.68 5 x 3/8" rake 9.5311 14.32 14.32 +Rein£Type A 18.84 28.28 31.68 6 x 1/4" rake 9.15 13.75 13.75 +Rein£Type A 18.84 28.28 31.68 6 x 5/16" rake 11.44 17.19 17.19 +Rem£Type A 18.84 28.28 31.68 6 x 3/8" rake 13.72 20.63 20.63 +Rein£Type A 18.84 28.28 31.68 *Adequate beam continuity provided by bolted moment connection and rake beam flange reinforcement. When printed,this document becomes uncontrolled.Verify current revision number with controlled,on-tine document. nucno,: Bob Hodges / Igor Marinovic Job No 17-017737 AISC 360-05 Pa e 4 ' I-Section Member Calculation Date 08/23/17 FIkji= {CIF Pre p ared By ill nua�•� (builder) Reviewed B (project) lRe visio n notes: chord beam w/tiered strut(seisimc load control) Version 1.11 Compression Flange Section 3-Plate SR Limit 1.03 8.0" x 0.25" Yield Strength Fy 55 ksi A, (in 2) 5.891 17 Tensile Strength F,x 65 ksi Unbrc'd Lx 25.0 ft Ay Axial Force P 0.0 k Unbrc'd L y 12.5 ft Moment Mx 2 k-in Unbrc'd L, 12.5 ft -•� x � o I u u ii MomentMy (Section) 0 -in Unbrc'd Lb 12.5 ft _0 ~ Shear V 2. k Kx 1.0 Stiffeners Req'd? N Ky 1.0 8.0" x 0.25" Stiffener Distance a 0.0'n K, 1.0 Tension Flange Tension Field Action? No Cl, 1.0 Web to top flange weld (SAW): 1/8" Web to bot flange weld (SAW): 1/8" max strut load Weight: 20.0 Ibs/ft 53kips from model EQ H1-1a:j 0.636+0.277+0.000 =0.91 <_ 1.03, OK Section: Doubly h 11.5 in V,IV, 0.09 <_1.03, OK Symmetric h/t,,, 69.95 fV n 52.56 kips (G2-1) h o 11.75 in VC 31.48 kips Bending: AQ 5.891 inZ Pn 323.98 kips (D2-1) A P: 8.726 Y bOt 6.0 in P n „ 382.89 kips (D2-2) �,,c: 18.031 1, 158.92 in4 PC tens 191.44 kips �,y: 18.031 jr, 21.338 in4 KL/r 78.81 A,,,: 86.339 Sx, 26.487 in3 F, 85.8 ksi (E4-9) A,,,,: 130.886 Sxt 26.487 in FC,, 46.08 ksi (E4-10) Top Flange: Noncompact Sy(min) 5.334 in F,� 58.1 ksi (E4-11) Bottom Flange: Noncompact rx 5.194 in Fe 46.08 (E3,E4) Web: Compact r,, 1.903 in F,., 26.76 ksi (E3,E4,E7) Section: Noncompact h 11.5 in P„ 157.65 ksi (E3-1) rt 2.175 in PC COMP 94.4 kips Compression: J 0.0987 in3 M„x 1144.52 kip-in (F3) 4: 10.163 C,,, 736.3 ins Mny 257.52 kip-in (F6) A,,,: 34.214 Yo 0.0 in M, 685.34 kip-in Top Flange: Slender r02 30.601 inZ MC, 154.2 kip-in Bottom Flange: Slender hP 11.5 in P,/P,. 0.64 Web: Slender Z, 28.935 in 3 M,x/M, 0.31 Section: Slender Zy 1 8.078 in3 M,,,/MC,, 0.0 Job No 17-017737 AISC Page I-Section Memberber Ca Calculation Date 08/23/17 BLUESCOPE Pre p a re d B BUILDINGS builder Re viewed B (project) lRe vision o es: Section 3-PlateZAxis /25 from model Self Weight 20.044 plf Self Weight on Major Axis Modulus of Elasticity 29000 ks Major Axis (x) Mi Self weight 20.044 0.0 plf Span (L) 25.0 12.5 ft Uniform load 19.72V 0.0 psf Uniform load trib width 10.53 0.0 ft Partial uniform load 0.0 0.0 psf Partial load length (a) 0.0 0.0 ft Partial uniform load trib width 0.0 0.0 ft Point load#1 0.0 0.0 kips P1 from left support 0.0 0.0 ft Point load#2 0.0 0.0 kips P2 from left support 0.0 0.0 ft Moment of Inertia 158.919 21.338 inA4 Left reaction 2.846 0.0 kips Right reaction 2.846 0.0 kips Moment at 1/4 L 160.099 0.0 k-in Moment at 1/2 L 213.465 0.0 k-in Moment at 3/4 L 160.099 0.0 k-in Maximum Moment 213.465 0.0 k-in Maximum Deflection 0.434 0.0 in Deflection ratio L/691 L/9999 P1 a P2 �'E L Job Alternate Flange Brace Connection Page: "°"'37 Page: �� KMA1 + WBBC2 Date: 1 08/25/17 BLUESCOPE Prepared By: BUILDINGS Reviewed By: DesAid Revision 4.1 Notes: FB on wall girt Purlin Bearing Strength 14 4 in 4 in w/o Washer w/Washer 41 NOTES&WARNINGS 0.060 4.73 6.30 Available bolt strength=5.3 kips 1 in 0.068 5.36 7.14 KMA1 (t= .1345") _......._._._......._._._......._._._._ _ 0.073 5.75 7.67 0.079 6.22 8.30 2.38 k 0.088 1 6.93 1 9.24 Loads shown are 0.098 7.72 10.29 per fastener 3 in 0.113 8.90 11.87 Screw Pattern Data 0.30 k 0.27 k 1.15 k 0.18 k 0.15 k M= 1 0.62 in-k Y2= 2.5 IFAS 1 26.00 in 0= 0. 2 k 0.32 k 0.32 0.32 k Screw Strength 2 in Pss= 2.69 k .0= 3.0 Vc= 2.52 Pts= 2.24 k fd= Stress ratio 0.94JLV(ASD) 0.90 k 0.36 stress ratio T(ASD) 0.75 k 0.40 Istress ratio Asp _ 1 in 4 in 1 in Purlin Bolt Forces M= 5.09 in-k Washers are standard 2.5 in IBOLrs 4.50 in ❑� Washers? (4)#1/4-14 SD Screws(55307) VM 1.70 k PH= 1.28 k VH 0.64 k FB Force(PFB)= 1.558 k (1)WBBC2 Clip V 0.45 k 0 = 35 deg VBOLT 2.38 k Top 0.6109 rad .75 in VBOLT 1.15 k Bottom Perlin Thickness(in) 0. 660 • No.WBBC2 Clips 1 0 Standard detail is(2)WBBC2 clips Pv= 0.89 k 0.75 in Screw Pull-Out Strength PFB DP 3.7 0.060 0.89 0.068 1.01 0.073 1.09 See SED BRR036 0.079 1.18 Ref. DP 2.11.3 0.088 1.31 Clip Shear Rupture Stren th 0.098 1.46 V(ASD) 2.00 k 0.78 stress ratio 0.113 1.68 Job Alternate Flange Brace Connection Page: "°"'37 Page: �� KMA1 + WBBC2 Date: 1 08/25/17 BLUESCOPE Prepared By: BUILDINGS Reviewed By: DesAid Revision 4.1 Notes: FB on roof purlin Purlin Bearing Strength 14 4 in 4 in w/o Washer w/Washer 41 NOTES&WARNINGS 0.060 4.73 6.30 Available bolt strength=5.3 kips 1 in 0.068 5.36 7.14 KMA1 (t= .1345") _......._._._......._._._......._._._._ _ 0.073 5.75 7.67 0.079 6.22 8.30 2.01 k 0.088 1 6.93 1 9.24 Loads shown are 0.098 7.72 10.29 per fastener 3 in 0.113 8.90 11.87 Screw Pattern Data 0.26 k 0.27 k 0.92 k 0.35 k 0.36 k M= 1 -0.47 in-k IFAS 1 26.00 in 0= 0. 1 k 0.31 k 0.31 0.31 k Screw Strength 2 in Pss= 2.69 k .0= 3.0 Vc= 2.14 Pts= 2.24 k fd= Stress ratio 0.94JLV(ASD) 0.90 k 0.35 stress ratio T(ASD) 0.75 k 0.49 Istress ratio Asp _ 1 in 4 in 1 in Purlin Bolt Forces M= 3.88 in-k Washers are standard 2.5 in IBOLrs 4.50 in ❑ Washers? (4)#1/4-14 SD Screws(55307) VM 1.29 k PH= 1.24 k VH 0.62 k FB Force(PFB)= 1.756 k (1)WBBC2 Clip V 0.62 k 0 = 45 deg VBOLT 2.01 k Top 0.7854 raid .75 in VBOLT 0.92 k Bottom Perlin Thickness(in) 0.068 7 V No.WBBC2 Clips 1 V 0 Standard detail is(2)WBBC2 clips Pv= 1.24 k 0.75 in Screw Pull-Out Strength PFB DP 3.7 0.060 0.89 0.068 1.01 0.073 1.09 See SED BRR036 0.079 1.18 Ref. DP 2.11.3 0.088 1.31 Clip Shear Rupture Stren th 0.098 1.46 V(ASD) 2.00 k 0.88 stress ratio 0.113 1.68 1.375" wall rod use 1.5" pin(with 1.5625" pin hole)at top tube plate(1/2" thickness) input cell Rod angle 0!,(degree) Wall rod size Wall rod loadir rods with horizontal line Fy(ksi) Fu(ksi) Dpin(in) plate thickness t(in) 1.375" 25.73 37 55 70 1.5 0.5 Rod pin hole(in) cosa(rod angle sina(rod angle) I Lc(in) I edge horizontal edge vertical 1.5625 1 0.80 1 0.60 2.04 2.25 2.25 (1)Bearing of clevis pin on connection plate(AISC-J3.10) Rn=1.5*Lc*t*Fu<3.0*d*t*Fu (Eq J3-6b) Rn=1.5*Lc*t*Fu= 107.28 >_3.0*d*t*Fu= 157.50 Kips Rasd=Rn/2 53.64 o k (2)Block shear(tear-out)of clevis pin on connection plate(AISC-J4.3) Vertical direction: Dhole= 1.625 in Anv=[edge vertical-(Dhole/2)]*t= 0.72 in Ant=[edge horizontal-(Dhole"/2)]*t= 0.72 in Agv=edge vertical*t 1.125 in Ubs 1 Rn=0.6*Fu*Anv+Ubs*Fu*Ant<0.6Fy*Agv+Ubs*Fu*Ant (Eq J4-5) Rn= 80.5 < 87.44 Kips Rasd=Rn/2 40.25 vertical force Horizontal direction: (Eq J4-5) Anv=[edge horizontal-(Dhole/2)]*t= 0.72 in Ant=[edge vertical-(Dhole/2)]*t= 0.72 in Agv=edge horizontal 1.125 in Ubs= 1 Rn=0.6*Fu*Anv+Ubs*Fu*Ant<0.6Fy*Agv+Ubs*Fu*Ant Rn= 80.5 < 87.44 Kips Rasd=Rn/2 40.25 horizontal force Trod-asd= MIN[vertical force/SINa or horizontal/cosa] 50.53 ok 1.375"wall rod use 1.5"pin(with 1.5625"pin hole)at bottom(1/2"thickness) input cell Rod angle a(degree) rods wall rod size wall rod loadin with horizontal line Fy(ksi) Fu(ksi) Dpin(in) plate thickness t(in) 1.375" 25.73 37 55 70 1.5 0.5 Rod pin hole(in) cos(I(rod angle sin(I(rod angle) Lc(in) I edge horizontal edge vertical 1.5625 1 0.80 1 0.60 2.04 2.25 2.25 (1)Bearing of clevis pin on connection plate(AISC-J3.10) Rn-1.5*Lc*t*Fu<3.0*d*t*Fu (Eq J3-6b) Rn=1.5*Lc*t*Fu= 107.28 >_3.0*d*t*Fu= 157.50 Kips Rasd=Rn/2 53.64 ok (2)Block shear(tear-out)of clevis pin on connection plate(AISC-J4.3) Vertical direction: Dhole= 1.625 in Anv=[edge vertical-(Dhole/2)]*t= 0.72 in Ant=[edge horizontal-(Dhole"/2)]*t= 0.72 in Agv=edge vertical*t 1.125 in Ubs 1 Rn=0.6*Fu*Anv+Ubs*Fu*Ant<0.6Fy*Agv+Ubs*Fu*Ant (Eq J4-5) Rn= 80.5 < 87.44 Kips Rasd=Rn/2 40.25 vertical force Horizontal direction: (Eq J4-5) Anv=[edge horizontal-(Dhole/2)]*t= 0.72 in Ant=[edge vertical-(Dhole"/2)]*t= 0.72 in Agv=edge horizontal 1.125 in Ubs= 1 Rn-0.6*Fu*Anv+Ubs*Fu*Ant<0.6Fy*Agv+Ubs*Fu*Ant Rn= 80.5 < 87.44 Kips Rasd=Rn/2 40.25 horizontal force Trod-asd= MIN[vertical force/SINa or horizontal force/cosa] 50.53 ok Job No: 65.3 SQW/Gusset Plate Connection Page: Design Tool Da to: 08/30/17 Pre p a re d By: Ref. DP 3.15.2 Reviewed By: Rev: 3.5 Sep-13 Notes: Design Method = ASD Std. Brace Rod 1 '/4 Y = 65 ° 3/16 3/16 t= 0.375 in M Member Type 3PL - x Member Flg. Tk. 0.375 in. Member Web Tk. 0.1875 in. S5 y=2.5 in. Y � Weld Size16th's 3 � es 2-sid - ----- ( ) ---�------ W=sin. y- 65.3° T x = 12.88 k i Allowable overstress 1.00 Fy = 55 ksi TY = 28.01 k F = 70 ksi x=2.5 in. T= 30.83 kips Reinforced Conrac weld > 1/4 L=5 in. + Opposite side 1/4 I Nominal Design Strength Limit State L Strength AL 0 Streng Ratio th 1 Bearing -connection clip 80.05 2.00 40.02 kips 0.77 2 Shear/tension yielding -clip 70.25 1.67 42.07 kips 0.73 All strength 3 Shear/tension rupture-clip 64.83 2.00 32.41 kips 0.95 ratios compare 4 Block shear-connection clip 76.13 2.00 38.06 kips 0.81 applied force T to available 6 Clip-to-flange fillet weld 81.89 2.001 40.95 kips 0.75 strength in the 7 Base metal -tension rupture- clip 193.03 2.00 96.51 kips 0.32 same direction 8 Base metal -shear rupture -flange 231.63 2.00 115.82 kips 0.27 9 Conrac flange-to-web weld (Reinforced) 10.92 2.00 5.46 win 0.97 10 Opposite side flange-to-web weld 10.92 2.00 5.46 win 0.97 Max.stress at 11 Local yielding -web 10.31 1.67 6.19 win a' 12 Base metal -tension rupture-web 13.13 2.001 6.56 win ❑� Use S5 Stiffeners 6x2x0.1875(HXWxT)with 3/16 fillet welds(2-side to flange, 1-side, interm.to web) OK for 16.7 kips (ASD) Date: 8/29/2017 BUTLER 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 Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Len th s .ft. s .ft. s .ft. Hei ht Hei ht 2 Pitch Pitch Height Unit 1-Buildin 131/0/0 302/0/0 39562 26427 39639 1 31/10/8 1 31/10/8 1 0.750:12 1 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: 10AISC-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-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 R-Factor:3.25 Overstrength Factor:Omega:2.00 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 Manufacturing,a division of B1ueScope 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 B1ueScope Buildings North America,Inc.design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. File: 17-017737 Version: 2017.1b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 8/29/2017 BUTLER Letter of Certification Time:04:53 PM 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: �Qp 'WAS Engineer in responsible charge 00 Digitally signed by Josh S.Seymour, PE O o� DN: E=jsseymour@butlermfg.com,CN="Josh �. S. Seymour, PE", O=Butler Manufacturing Company, L=Kansas City,S=Missouri, C=US `0�j'p ��G 3TERti� Reason: This document has beenSSIONAL � Josh S. Seymour P E electronically signed and sealed by Josh 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. DRAWING INDEX DRAWING RELEASE HISTORY GENERAL NOTES DRAWING TITLE PAGES TYPE DATE DESCRIPTION MATERIALS ASTM DESIGNATION COVER SHEET 1 Permit Drawing 8.28-2017 PERMIT SET-For Building Dept.Approval 3 PLATE WELDED SECTIONS A529,A572,A1011,A1018 GRADE S5 COLD FORMED LIGHT GAGE SHAPES A6W,A1011 GRADE 60 NOTES 2 BRACE RODS ASM,A510 GRADE SO BUTLER HOT ROLLED MILL SHAPES A38,A529,A5721 A588,A992 GRADE 36 OR 50 ANCHOR ROD PLAN 3-4 HOT ROLLED ANGLES A529,529,A572,A588,A992 GRADE SO PRIMARY STRUCTURAL 5-79 HOLLOW STRUCTURAL SECTION(HSS) A500 GRADE B ® CLADDING A653,AM GRADE 50 OR GRADE 80 SECONDARY STRUCTURAL 20-28 A325&A490 BOLT TIGHTENING REQUIREMENTS COVERING IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE Butler Manufacturing REGULATIONS.SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS FOR MORE INFORMATION. SPECIAL DRAWINGS SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS.THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE a division Of BlueSCOpe Buildings North America,Inc. THE BOLT TIGHTNESS(I.E.-SNUG TIGHT OR PRE-TENSION)UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR STANDARD ERECTION DETAILS CONTRACT. PLANOGRAPH DETAILS ALL A490 BOLTS SHALL BE"PRE-TENSIONED".A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE "SNUG-TIGHT'EXCEPT AS FOLLOWS; PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY. PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION,IMPACT,OR STRESS REVERSALS ON CONNECTIONS. 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. PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC.SUP CRITICAL(SC)CONNECTIONS MUST BE FREE OF PAINT,OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES.GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE. 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. CODES AND LOADS WHEN MULTIPLE BUILDINGS ARE INVOLVED,SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES,BUILDING DIMENSIONS, HEIGHTS,FRAMING SYSTEMS,ROOF SLOPES,ETC.,MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW.SEE CALCULATIONS FOR FURTHER DETAILS.WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE. COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS. ,�P Zak —h S.SeY—,PE ,e. 8 50392 ,ma r0 80f9TE wrc mnmo�asov s`�CIVAL� 09/01/2017 THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING 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 COVER SHEET 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. BUILDER. Coast Construction JOB#: 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: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 9/25/2017 LMATION: Arlington,Washington m DRAVaaCHELK COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL / VD TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PN ECT: Dantrawl Bldg Butler Manufacturing WZ REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE` BUILoelrs Pox: vrc vENSION:2017.1b 1 VPC FILENAME:17-017737 8129M17 16:55:43 a dl,Won of Bl,,S,"Pe BUIMInga Na A dm Im. 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 ft 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 Unit 1 - Building Roof: B Unbalanced Snow Load 1, Shifted Right Roof: B 0.0 ft 26.1 ft 9.9 psf Building Code 0.0 ft 0.0 ft 9.9 psf Building Code: Washington State Building Code 2015 Structural: 10AISC - ASD Rainfall: I: 0.10 inches per hour 302.0 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 26.1 ft 9.9 psf Building Risk/Occupancy Category: II (Standard Occupancy Structure) 1. The Snow Buildup loading shown is in addition to the flat or sloped 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 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 bg 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: 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: 25/6/0 8 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: Is: 0.2683 R-Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.2357 x W / Y / / X / Unit 1 - Building // / / oof: 8 Unit 1 - Building Roof: A / 7,1 // pP�oe^sip,�dp Y JosM1 5.SeYmour,PE •m.e +e.+ .w. O� o�'A ,e. B 50392 8of9TCR� oerc a.,mop„e,,asov SSICIVAL� 09/01/2017 PERMIT SET-For Building Dept.Approval THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING 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 CODES AND LOADS 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. : DATE: BY: DESCRIPrIDN: WILDER. Coast Construction JOB 0: THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 17-017737 NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR Cusra,ER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/25/2017 Washington m DRAWWCHECK COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATIDN: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PACE' ORANR1G SCALE: NTS BUILDER'S Pop: VPC VERSION:2017.1b 2 VPC FILENAME:17-017737 SIY9/YM7 16:55:43 a division&BlueScope BUIWings North Amsdea,Inc. General Note: 1,Frame at grid 13.8 is not designed for future expansion.Frame at grid 2.2 is designed for future expansion with a total tributary width of 25ftO (columns at 2.2/A,2.2/B,2.2/C cannot be removed with future expansion). 2,Butler steel is not designed for any of the following loads:mezzanine,entrance canopy,power block. 14 D2 D6 D6 D6 D6 D11 D11 DB, DB, Dlll Dlll DB, D61 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ^ 1,3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _ D31 .A I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I D3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I n I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I U< S D12I \J D] D7 D9 D9 D9 D9 D9 D9 D91 D91 D9 I n I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I m I I I I I I I I I I I I I vry 09 I I I I I I I I I I I I I I I I I I I I I I I I I I m I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I D91 I I I I I I I I I I I I I I I I I I I I I I I I I I D3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I DI DS D5 D6 D6 D10 DID D6 D6 D101 D101 D6 D61 17•-3 3/9" T-8.50 3 9 5 13•-7 2� 25•_0• 251_0• 25'_g• 25•_0. 251_0. 25'-0" 25-D" 25-D" —25'-0" 25,-D" 25,-D" —25'-0" 302-0" BL BL ANCHOR ROD PLAN �PSo WA—, —h 5.SY—PE O�P ,e. 8 50392 r0.80f3TCR� w"mnwo,. B sov SSIUIVAL� 6 9 3/4" 5 3'-4 1/2" J-8.50 09/01/2017 4 3'-9 3/4" 3 1'-3 3/4" 1 1'-7 3/4" ❑Dimension Key Finished Floor Elevation=100'-0"(Unless Noted Otherwise) PERMIT SET-For Building Dept.Approval <`>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 BUTLER MANUFACTURING BAYS.COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE 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 ANCHOR ROD PLAN AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED MFG.AND DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. REQUIREMENTS SPECIFIED BY BUTLER. USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. �,. DATE: er: DESCMffM: BUILDER Coast Construction JOB 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 CUSTOMR UTLER DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN B 8/25/2017 LOCATION: Arlington,Washington m DMMCHECK 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 P—ECT: Dantrawl Bldg Butler Manufacturing PAGWZ / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DMMG SCALE: NTS BuILOEas PC6: VPC VERSION:2017.1b 3 VPC FILENAME:17-017737 8l2 7 16:0:A a division&BlueS."BUIWings Nodh Amede Inc. Dim.A Dim.A WIDTH a a ¢ ¢ - a E E E E \ E \ E F E E E E P E JE.000PITCH z 1/2" (samm) �z �z �z �z21/2" (64mm) E E u I \ E u I \ E £ WIDTH GAGE T T f < 4" 5" f a h m 2 1/2" 2 1/2" WI W1 WIDTH W1 samm samm ¢+� 102mm 127mm GY 102mm 127mm 2 1/2" 2 1/z" 2 1/2" 2 1/2" 2 1/2" �2 1/z" 2 1/2" �2 1/z" 2 1/2" �2 1/2" samm samm samm 64mm samm samm " samm 1 1 (9)3/9^Ula.GR36 Mchor ROE. 12 (9)3/9"Dla.GR36 Mchor Rode 13 1913/9•Di a.GR36 Mchor Roda 19 1:1111 Dia.GR36 Mchor Roda DS 1913/9•Dia.GR36 Mchor Roda D6 (4)1^Ula.GR36 Mchor Rotla D7 14)3/9^Dia.GR36 Mchor Rotla D6 (9)3/4"Dia.GR36 Mchor Rotla Plate N-6"L-1'-7" Plate Plate N-g•L-1'-0• Plate N-8•L-1'-0• Plate N-g•L-1'-7• Plate N-9"L-1'-1" Plate N-1'-0"L-11" Plate N-9"L-1'-1" 19 1913/9•Dia.GR36 Mchoi Roda Dim: A-1'-0" Dim: A-1'-0^ Dim: A-1•-0• Dim: A-1•-0• Dim: A-1•-0• Dim: A-1'-0" Gage-5^ Pitch-5" Dim: A-1'-0^ Plate N-1•-0•L-11• elev.-100'-0" el--100'-0" el--300•-0• Elev.-300'-0• elev.-300'-0• elev.-100'-0" elev.-100'-0" elev.-100-0" elev.-300•-0• �,NT 1.ANCHOR RODS,NUTS,HARDENED WASHERS AND ANY OTHER I1fUJJJ_I11D�77 I`� EMBEDDED ITEMS ARE TO BE FURNISHED BY CONTRACTOR. Dim.A HARDENED 2.ANCHOR ROD DIAMETERS WERE DETERMINED BY ALLOWABLE WASHER SHEAR AND TENSION PER AISC SPECIFICATIONS(FY=36KSI). 4" ) 102mm qq (ASTM F1554 GRADE 36)ANCHOR ROD LENGTH,EFFECTS PROJECTION i OF EMBEDDED ANCHOR ROD EDGE DIMENSIONS AND METHOD OF TRANSFERRING FORCES FROM ANCHOR RODS TO 1 WIDTH VARIES FOOTINGS ARE TO BE DETERMINED BY OTHERS, E 3.UNLESS OTHERWISE SPECIFIED,ANCHOR RODS ARE DESIGNED E E Of BOTTOM OF AND DETAILED AS"CAST-IN-PLACE"ANCHOR RODS WITH o JE w BOTTOM OF COLUMNCOLUMNSNUGTIGHT"CONNECTIONS. BASE PLATE ELEV. BASE PLATE 4.FOuNDATION MUST BE LEIEL,souARE AND 111171. ~ OR 7 ANCHOR RODS MUST BE ACCURATELY PLACED AS SHOWN -TOP OF FOUNDATION-CONSIDER 1 ON THIS DRAWING OR STEEL WILL NOT FIT.THE BUILDER J } ANY SPACE BETWEEN THE FOUNDATION IS RESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS E m AND COLUMN BASE IN ANCHOR ROD PER ABC CODE OF STANDARD PRACTICE,SEC T5 4" 5" E LENGTH REQUIREMENT VARIATIONS ARE SUMMARIZED BELOW; GAGE o.CENTERS OF ANY TWO AD'S WITHIN A COLUMN BASE YnDlti m' 102mm 127mm STD = 1/2" (13mm) GROUP;+-1/8" b.CENTERS OF ADJACENT AR GROUPS;+-1/4' 2 1/2" 2 1/2" THE 4"PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE PLUSH = 0" (Omm) c.TOPS OF AR'S;+-1/2" 64mm 64mm FL IS A SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR ROD d.ACCUMULATED DIM BETWEEN CENTERS OF AR GROUPS CL FOUNDATION DIFFERENT PROJECTION MAY BE REQUIRED BY THE ALONG COLUMN LINE;+-1/4'PER 10OFT.,NOT TO EXCEED 1"TOTAL. D11 (9)1 1/z^Dia.GR36 Mchor Roao THE ANCHOR ROD PROJECTION MAY NEED TO BE CUT OFF IF TYPICAL e.DIM FROM CENTER OF ANY AR GROUP FROM COWMN D10 (9)1 1/4^Dia.GR36 A--Rode Plate N-1'-0^L-1'-1^ D12 (913/9•Dia.GR36 Mchor Roda THERE IS INTERFERENCE WITH OTHER PART$. In COLUMN LINE;+-1/4" Plate N-9^L-1'-1^ Dim: A-1'-0" place N-10•L-1'-0• BASE PLATE DETAIL 5.DESIGN LOADS AND REACTIONS ARE FURNISHED IN THE Dim: A-1'-0^ Gage-6"Pitch-6-Edge Out-4" Dim: A-11-0" SUGGESTED ANCHOR ROD PROJECTION REACTIONS REPORT. Rlev.-100'-0" elev.-100-0" Rlev.-300•-0• ASIU cif J h S.SBY-1 PE= ,e. 8 50392 BGIsTCW� `f'370NAL 09/01/2017 PERMIT SET-For Building Dept.Approval THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY BUTLER MANUFACTURING 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 ANCHOR ROD PLAN-DETAILS 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. REV, DATE: sY: DESCRIPTION: eUaDER: Coast Construction LOB N. 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: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/25/2017 Washington IDr1 m DRAVIFUCHI COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL MOCAT : Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PACE' ORANR1G SCALE: NTS BUILDER'S Pp: VPC VERSION:2017.1h 4 VPC FILENAME:17-017737 BIa 7 16:0:48 a division&51—S."BUIWInge Nodh A-dta,Inc. 0 Bracing 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 9" web 24-10 3/4" 1 4 A325 7/8" 3 1/2" 0097380 SBX002 3P 8" x 3/8" flg - 3/16" x 12" web 241-10 3/4" 2 6 A325 3/4" 2 1/2" 0097284 19 Cx002 CX004 CX006 CX008 CX010 CX012 CX014 CX026 `T cx016 YCX020 7CX022 7CX024 7CX026 am SBX002 z z SBX002 I I I I 1 1 I I I 1 1 I I I i i z�G3 I i i 1��3 I i ox ox ox % I I I I I JSJ I I I I J59 I I I yy4 yy4 'I EPX005 i i I I i i I i I 03 03 I I I I rp1 I I s09 I lEexooe u6RSz j03 '6RS2 j03 �j6R52'1p3 �06¢52103 a"i EPx004 I I I I � I I � I I 04 09 09 09 I I I I I I I I I I I I I I I I I 09 I I I I 09 I I I I I I I I nj'L I I I I $$ti I I I , o pA� m'$p4 m 0 0 %BPX003_--------_%________---------_o.________---------.%_______-- o --------_o _________ -- x-------- -�EPX006 p1 mm ICX001 mm ICX001 mm ICX002 Ixpqp IC%003 mm ICX002 m IC%002 m ICX002 m ICX002 m ICX002 m ICX002 m ICX002 Ixq i i C W 2gz0 2gz0 I I I I I I I I I I I I I I I I I Op45 I I I I Op45 I I I I I I I 106175. I I I 106.QS I I I I I I I I 2g0g I I I I 2g09 I I I I I I I�6¢ I I I f 10jRS?703 i 7ASZ703 WEPX007 �><< �>< ID�¢5 1��6✓�� M srxool i I i I I Iz I i I i 11 i x �G"0 I i I i 330 e m a x x x x x �a I I I I I O I I I I J I I I 4 4 1 1 I I I I I ti I I I I ti I I I / am 1 SBX001 1 1 SBX001 1 CX001 CX003 CX005 CX007 CX009 cx011 CX013 CX025 CX017 CX019 CX021 CX023 CX025 25•-0" 2s•-0" 2"-0^ 25•-0- 25•-0^ 25•-0- 25•-0" I 25•-0^ 25•-0^ I 25•-0- 25•-0^ 25•-0" 1 —3oz•-o^ BL BL TLIART PRIMARY AND ROOF BRACING PLAN a°,e,,,».°a,e..•,„.,,, ti}Q'Soe W^sN�NFf Bracing Part Schedule Part Qty Length Detail msns ^ O x 04RS2910 4 29`-10" BRO1G2 ,e. s, r,PE i 0392 06RS2904 4 29`-4" BR01G2 ,.., roPcrsTER� 07RS2703 8 27 -3" BRO1G2 °°"'°""°"`°"'-°`°° ss�oRAL 11RU3308 8 33`-8" BR02K1 09/01/2017 04RS3209 4 32`-9" BRO1G2 06RS2703 4 27`-3" BRO1G2 1 1-0" ❑Dimension Key Shape Name=Unit 1-Building PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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 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. : DATE: er: DESCRIPrXIN: BUILDER. Coast Construction JOB 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 Washington m DRAWWCHECK COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATm: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WE VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PACE' onAwpJc SCALE: NTS eulLOEas Pop: vrc vERSION:2017.1 b 5 VPC FILENAME:17-017737 8I29rM17 16:N:36 a division&BlueS."BUIWings North Amsdea,Inc. Frame Member Schedule OBolt Connection a 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 Rows PartNo Horiz. Clearance between members l(CX001) and 15(CX002): 125'-8 13/16" CX001 1 6.0000 .2500 .1644 1'-6. 1'-6" 31'-3 1/2" 7281i Dia. Length Thick. Out In Horiz. Clearance between members l(CX001) and 16(CX002): 125'-9" 2 6.0000 .3750 .1644 1-6" 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" RBX001 3 5.0000 .3125 .1644 2'-5" 1'-6" 35'-5 5/16" 7011i B 4 A325 3/4" 2 1/2" 3/8" 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'-6" 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 11" 11" 23'-1 1/16" 382# Vert. Clearance at member 17(EPX001): 31-2 15/16" 7 5.0000 .3125 .1345 11" 11" Vert. Clearance at member 18(EPX002): 33'-4 7/16" 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 .1875 .1345 1'-2 11/16" 11" Vert. Clearance at member 20(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" 11" 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 .1345 1'-6" 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" 8791i 16 6.0000 .3125 .1644 1'-0" 2'-4" EPXOOI 17 8.0000 .2500 .1644 11" 11" 31-3 3/16" 453# BR25DH JCP053067 EPX002 18 6.0000 .2500 .1644 11" 11" 33'-4 5/8" 3661i 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 4 B 4 65'-7 9/16"0.750:12 65'-7 9/16"0.750:12 11 B 5'-0" it 0 5'-0" 5 5 m %% ���� %% %% --- --- ---�5 m Ic �i _--o --- "X003 ___ RBX004 -- -- -- R8X002 - - - BaX005 B A u C BBX001 GPB2032 (2)GF82006 GPB3062 N33C2 % IIBBC2 N33C2 NBBC2 (2)GFB2006 GPB2036 (2)GPB2036 (2)GFB2036 GFB1096 GPB2032 N33C2 NBBC2 NBBC2 m NBBC2 c a P' (2)GFB2006 (2)GF82006 GFB2006 WBBC2 NBBC2 MBC2 25-4" 24'-8" 15,-6" �. 22,-0" - 20,-B• 2,-10" CL CL CL CL CL B�131'-0" B FRAME CROSS SECTION AT FRAME LINES) 13.8 Zak -h S.SeY-1 PE 50392 7 35'-11 5/8" Ridge Ht. Are o."o 0. GIs �U ALA 6 4'-0" 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 3 3'-10 1/2" 2 2 @ 4'-0" 1 8 1/2" 1 (1)JCP053067 Dimension Key OPart Key Shape Name=Unit 1-Building Wall 4,Frame 1 PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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)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. : DATE: er: DESCMFrM: WILDER. Coast Construction JOB 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 K Washington m DRAWWCHEC COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE:oRAwp+c scALE: NTS eulLOElrs Pop: vrc vERSION:2017.1 b S VPC FILENAME:17-017737 8125rM17 16:56:36 a division&BlueS."Mldings Nodh Amsde IM. Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows 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" 1118# Dia. Length Thick. Out In Horiz. Clearance between members l(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 10 A325 3/4" 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'-0" 2'-7 3/8" 20'-0" 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'-0" 1155# 10 6.0000 .3125 .1875 3'-6" 3-6" RBX010 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'-4" 31'-2 1/2" 1907# 14 8.0000 .3750 .2500 l'-0" 4'-4" ICX001 15 10.0000 .3750 .1875 10" 10" 32'-7 11/16" 1060# B 4 9 65'-7 9/16"0.750:12 65-7 9/16"0.750:12 11 B 5'-0" it 0 5-0" 5 5 �Ic g C RBX008 A RgXpOy D I "x007 RaX030 I RBX006 I I I (2)GFB2032 (2)GPB5067 N33C2 weeC2 I GFB4033 GFB2032 m wBBC2 wBBC2 � I I � ^ I I I I I I I I I I I 65-6" 65'-6" CL e� 131'-0" B FRAME CROSS SECTION AT FRAME LINE(S) 13 cep Zak -h S.SBY-1 PE 8 50392 7 35'-11 5/8" Ridge Ht. Are o. 6. GIs �U ALA 6 4'-0" 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 3 3'-10 1/2" 2 2 @ 4'-0" 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 2 PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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)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. : DATE: BY: DESCMFrM: WILDER. Coast Construction JOB 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 Washington m DRAVIIVCHECK COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING raolEDT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE:oRAVmc scALE: NTS eulLOElrs Pop: vrc VERSION:2017.1b 7 VPC FILENAME:17-017737 8I29rM17 16:58:38 a division&Blu.S."Mldings Nodh Amade IM. Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows 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 l(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 11 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 l'-0" 4'-4" ICX001 15 10.0000 .3750 .1875 10" 10" 32'-7 11/16" 1060# B 4 9 65'-7 9/16"0.750:12 65-7 9/16"0.750:12 11 B 5'-0" it 0 5-0" 5 5 V �c C 0 �g u --_ RBX013 E Raxo" B F "x012 RSX015 I RBX011 I I I (2)GFB2032 (2)GPB5067 N33C2 weeC2 I GFB4033 GFB2032 m wBBC2 wBBC2 � I I � ^ I I I I I I I I I I I 65-6" 65'-6" CL e� 131'-0" B FRAME CROSS SECTION AT FRAME LINE(S) 12 cep Zak -h S.SBY-1 PE 8 50392 7 35'-11 5/8" Ridge Ht. �"." 0. GIs �U ALA 6 4'-0" 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 3 3'-10 1/2" 2 2 @ 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 1l2 X 1 1l2 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. : DATE: BY: DESCMFrM: WILDER. Coast Construction JOB 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 K Washington m DRAWWCHEC COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE:oRAwplc scALE: NTS eulLOElrs Pop: vrc VERSION:2017.1b 6 VPC FILENAME:17-017737 8/2W2017 16:W:40 a division&Blu.S."Mldings Nodh Am fle IM. Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances 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(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 l(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 .2500 4'-4" 4'-4" 21'-8 3/16" 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 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 Vert. Clearance at member 2(CX007): 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 13(CX008): 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 3/8" 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'-4" 4'-4" CX008 13 8.0000 .5000 .1875 3'-6" 3'-6" 31'-2 1/2" 1505# 14 8.0000 .3750 .1875 l'-0" 3-6" ICX002 15 10.0000 .3750 .1644 10" 10" 32'-6 11/16" 1034# B 7 65'-7 9/16"0.750:12 65-7 9/16"0.750:12 11 B 5'-0" it 0 5-0" e 8 -fig___ ___�s C C A 42 RBx- B I RBXOlg D p E "x017 RBX020 I RBX016 I I I (2)GFB5006 m (2)GFB5006 w3BC2 wBBC2 I I GFB3011 GFB3011 GNBeu 2) WBBC2 wBBC2 H ^ I El 11 I I I I I I I I I 65'-6" �- 65'-6" CL e� 131'-0" B FRAME CROSS SECTION AT FRAME LINE(S) 11 cep 9 35'-11 5/8" Ridge Ht. Haan S.S.Y-o PE m O$F 8 2 @ 4'-9 5/16" R 50392 GIs 7 1'-1„ os'siolvat� 6 3'-10 1/2" 5 4'-0" 09 01 2017 4 1-0" 3 2 @ 5'-0" 2 2 @ 4'-0" 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 4 PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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)I I 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: BY: DESCMFrM: BUILDER Coast Construction JOB 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 K Washington m DRAWWCHEC COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VID REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PACE' oRAwplc scALE: NTS eulLOElrs Pop: vrc VERSION:2017.1b 9 VPC FILENAME:17-017737 8/29rM17 16:N:41 a division&Blu.S."Mldings North Am fle IM. Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows 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 l(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=010): 120-10 5/8" RBX021 3 6.0000 .3750 .2500 4'-4" 4'-4" 20'-9 9/16" 1277# B 10 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 0097284 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" E 4 A325 1/2" 2" 1/2" 1 1 0097280 Vert. Clearance at member 15(ICX003): 32'-7 11/16" RBX023 7 5.0000 .3750 .1875 2'-0" 2'-7 3/8" 20'-0 1/4" 647# Finished Floor Elevation = 100-0" (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 .3750 .2500 4'-4" 4'-4" CX010 13 8.0000 .3750 .2500 4'-4" 4'-4" 31'-2 1/2" 1833# 14 8.0000 .3750 .2500 l'-0" 4'-4" ICX003 15 10.0000 .3750 .1875 10" 10" 32'-7 11/16" 1060# B 4 9 65'-7 9/16"0.750:12 65-7 9/16"0.750:12 11 B 5'-0" it 0 5-0" 5 5 -023 E RRX024 D p A RB%022 I RSX025 I RBX021 I I (2)GBB506] WBBC2 BC2 I WBBC2 weeC2 I GFB4033 GFB4033 WBBC2 WBBC2 I H ^ I I I u I I I I I I 65'-6" �- 65'-6" CL e� 131'-0" B FRAME CROSS SECTION AT FRAME LINE(S) 10 cep Zak -h S.SBY-1 PE ,e. 8 50392 r6.R0f6TCR� SSI07VAL 6 35'-11 5/8" Ridge St. 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 3 3'-10 1/2" 2 4'-0" 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 5 PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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. : DATE: BY: DESCMFrM: BUILDER Coast Construction JOB 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 K Washington m DRAWWCHEC COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VID REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE:oRAwr4c scALE: NTS eulLOElrs Pop: vrc VERSION:2017.1b 10 VPC FILENAME:17-017737 8/29rM17 16:W:43 a division&Blu.S."BUIWings North Am fle Inc. Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances 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(CX011) and 13(CX012): 122'-6 13/16" CX011 1 8.0000 .5000 .1875 1'-0. 3'-6" 31'-4 7/8" 1663# Dia. Length Thick. Out In Horiz. Clearance between members l(CX011) and 14(CX012): 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=011) 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" 3/8" 2 4 0097284 Horiz. Clearance between members 2(CX011) and 14(CX012): 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(CX011): 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(CX012): 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 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" RBX030 11 6.0000 .5000 .2500 3'-6" 4'-4" 21'-8 1/8" 1488# 12 6.0000 .6250 .2500 4'-4" 4'-4" CX012 13 8.0000 .5000 .1875 3'-6" 3'-6" 31'-2 1/2" 1677# 14 8.0000 .5000 .1875 l'-0" 3-6" ICX002 15 10.0000 .3750 .1644 10" 10" 32'-6 11/16" 1034# B 4 9 65'-7 9/16"0.750:12 3 @ 5-0" 65-7 9/16"0.750:12 5 @ 5'-0" it @ 5'-0" 5 3 @ 5,-0" 5 _-C RBX028 J F B RBX029 B A A "x027 RBX030 I nX026 I I I (2)GBB5006 (2)GFB5006 wBBC2 wBBC2 I GBB3B 11 GFB3011 K33C2 wBBC2 I H ^ I I I I I I I I I I I 65'-6" CL e� 131'-0" S FRAME CROSS SECTION AT FRAME LINES) 9 cep Zak -h S.SBY-1 PE ,e. 8 50392 r0.80f6TCR� sA7UIVAL 6 35'-11 5/8" Ridge St. 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 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 1l2 X 1 1l2 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)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. : DATE: BY: DESCMFrM: WILDER. Coast Construction 30B 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 Washington m DRAWWCHECK COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE:oRAwp+c scALE: NTS eulLOElrs Pop: vrc VERSION:2017.1b 11 VPC FILENAME:17-017737 8/2@rM17 16:W:44 a division&Blu.S."Mldings Nodh Amsde I- Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances 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(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 l(CX013) and 14(CX014): 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(CX013) and 13(CX014): 122-6 5/8" RBX031 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 0097284 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 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 .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 l'-0" 3-6" ICX002 15 10.0000 .3750 .1644 10" 10" 32'-6 11/16" 1034# B 4 9 651-7 9/16"0.750:12 9 @ 5'-0" 65'-7 9/16"0.750:12 5 3 @ 5•-D"� 5 _-C RBX028 F B RBX029 B 1 A A "x027 RBX032 nX031 o (2)GBB5006 (2)GFB5006 wBBC2 wBBC2 I GF33G11 mF GFB3011 WBBC2 wBBC2 I I � ^ I I I I I I I I I I I 65'-6" CL e� 1311-0" B FRAME CROSS SECTION AT FRAME LINES) 8 cep Zak -h S.SeY-1 PE ,e. 8 50392 r01 80f6TCR� sA7UIVAL 6 35'-11 5/8" Ridge St. 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 3 3'-10 1/2" 2 4'-0" 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 7 PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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)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. : DATE: er: DESCMFrM: WILDER. Coast Construction JOB@. 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 K Washington m DRAWWCHEC COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE: DRAw@1c scALE: NTS eulLOElrs Pp: vrc VERSION:2017.1b 12 VPC FILENAME:17-017737 8l2&2g17 16:W:" a division M Blu.S."Mldings NMh Am fle Inc. Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances 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 l(CX015) and 14(CX016): 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(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 1/2" 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" 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 3/8" 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 .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 .5000 .1875 l'-0" 3-6" ICX002 15 10.0000 .3750 .1644 10" 10" 32'-6 11/16" 1034# B 4 9 65'-7 9/16"0.750:12 65-7 9/16"0.750:12 11 B 5'-0" it 0 5-0" 5 5 C RBX018 B I RBX031 B A A R8X017 I RBX031 I nX033 ox I (2)GBB5006 (2)GFB5006 WBBC2 WBBC2 I GBB3G 11 GFB3011 W33C2 WBBC2 I H ^ I I I I I I I I I I I 65-6" 65'-6" CL e� 131'-0" B FRAME CROSS SECTION AT FRAME LINES) 7 cep Zak -h S.SBY-1 PE ,e. 8 50392 r0.80f6TCR� arc a.,"o„e,..asov SSI07VAL 6 35'-11 5/8" Ridge St. 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 3 3'-10 1/2" 2 4'-0" 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 8 PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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)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. : DATE: BY: DESCMFrM: WILDER. Coast Construction JOB 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 K Washington m DRAWWCHEC COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE:oRAwplc scALE: NTS eulLOElrs Pop: vrc VERSION:2017.1b 13 VPC FILENAME:17-017737 8l2&2017 16:W:U a division M Blu.S."BUIWings Nodh Amede Inc. Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances 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(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 l(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 5/8" 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(CX017) and 14(CX018): 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(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 3/8" 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 .2500 3'-6" 4'-4" 21'-8 1/8" 1483# 12 6.0000 .6250 .2500 4'-4" 4'-4" CX018 13 8.0000 .5000 .1875 3'-6" 3'-6" 31'-2 1/2" 1639# 14 8.0000 .5000 .1875 l'-0" 3-6" ICX002 15 10.0000 .3750 .1644 10" 10" 32'-6 11/16" 1034# B 4 9 65'-7 9/16"0.750:12 65-7 9/16"0.750:12 11 B 5'-0" it 0 5-0" 5 5 C ___ �u na RBX018 B I RBX031 B A A "x017 RBX031 I nX033 ox I (2)GBB5006 (2)GFB5006 wBBC2 wBBC2 I GF33G11 GFB3011 wBBC2 wBBC2 I H ^ I I I I I I I I I I I 65'-6" �- 65'-6" CL e� 131'-0" B FRAME CROSS SECTION AT FRAME LINES) 6 cep Zak -h S.SBY-1 PE ,e. 8 50392 r0.80f6TCR� arc a.,"o„e,,,asov SSI07VAL 6 35'-11 5/8" Ridge St. 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 3 3'-10 1/2" 2 4'-0" 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 9 PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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. : DATE: BY: DESCMFrM: WILDER. Coast Construction JOB 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 K Washington m DRAWWCHEC COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VID REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE:oRAwplc scALE: NTS eulLOElrs Pop: vrc VERSION:2017.1b 14 VPC FILENAME:17-017737 8/29rM17 16:W:48 a division&Blu.S."Mldings North Am fle IM. Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances 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(CX019) and 13(CX020): 122'-6 13/16" CX019 1 8.0000 .5000 .1875 1'-0. 3'-6" 31'-4 7/8" 1663# Dia. Length Thick. Out In Horiz. Clearance between members l(CX019) and 14(CX020): 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(CX019) and 13(CX020): 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" 3/8" 2 4 0097284 Horiz. 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 3/8" 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 1/16" 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 l'-0" 3-6" ICX002 15 10.0000 .3750 .1644 10" 10" 32'-6 11/16" 1034# B 4 9 65'-7 9/16"0.750:12 3 @ 5-0" 65-7 9/16"0.750:12 5 @ 5'-0" it @ 5'-0" 5 3 @ 5,-0" 5 _-C RBX028 J F B RBX029 B A A "x027 RBX030 I nX026 o I (2)GBB5006 (2)GFB5006 wBBC2 wBBC2 I GBB3B11 EF GFB3011 WBBC2 wBBC2 I H ^ I I I I I I I I I I I 65'-6" CL e� 131'-0" S FRAME CROSS SECTION AT FRAME LINES) 5 cep Zak -h S.SBY-1 PE ,e. 8 50392 r0.80f6TCR� arc a.,"o„eroasov sA7UIVAL 6 35'-11 5/8" Ridge St. 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 3 3'-10 1/2" 2 4'-0" 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 10 PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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)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: BY: DESCMFrM: WILDER. Coast Construction 30B 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 K Washington m DRAWWCHEC COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE:oRAwplc scALE: NTS eulLOElrs Pop: vrc VERSION:2017.1b 15 VPC FILENAME:17-017737 8/2@rM17 16:N:51 a division&Blu.S."Mldings North Am fle IM. Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances 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(CX021) and 13(CX022): 122'-6 13/16" CX021 1 8.0000 .5000 .1875 1'-0. 3'-6" 31'-4 7/8" 1663# Dia. Length Thick. Out In Horiz. Clearance between members l(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 2(CX021) and 13(CX022): 122-6 5/8" RBX036 3 6.0000 .6250 .2500 4'-4" 4'-4" 21'-8 1/16" 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'-0" 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 .5000 .2500 3'-6" 4'-4" 21'-8 1/8" 1488# 12 6.0000 .6250 .2500 4'-4" 4'-4" CX022 13 8.0000 .5000 .1875 3'-6" 3'-6" 31'-2 1/2" 1677# 14 8.0000 .5000 .1875 l'-0" 3-6" ICX002 15 10.0000 .3750 .1644 10" 10" 32'-6 11/16" 1034# B 4 9 651-7 9/16"0.750:12 9 @ 5'-0" 65'-7 9/16"0.750:12 5 3 @ 5•-D"� 5 _-C - - _ RBX038 F B I RBX029 B 1 A A "x037 RBX032 nX036 o (2)GBB5006 (2)GFB5006 wBBC2 wBBC2 I GFB3011 GFB3011 WBBC2 wBBC2 I I � ^ I I I I I I I I I I I 65'-6" CL e� 1311-0" B FRAME CROSS SECTION AT FRAME LINES) 4 cep Zak -h S.SeY-PE ,e. 8 50392 r0.80f8TCR� sA7UIVAL 6 35'-11 5/8" Ridge St. 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 3 3'-10 1/2" 2 4'-0" 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 11 PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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)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. : DATE: BY: DESCMFrM: WILDER. Coast Construction JOB@. 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 K Washington m DRAWWCHEC COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE: scALE: NTS eulLOElrs Pp: vrc VERSION:2017.1b 16 VPC FILENAME:17-017737 8l2&2g17 16:W:53 a division M Blu.S."Mldings NMh Am fle Inc. Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearances 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(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 l(CX023) and 14(CX024): 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(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 Horiz. 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" 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'-1" RBX042 9 6.0000 .2500 .1875 2'-1" 3'-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'-4" CX024 13 8.0000 .5000 .1875 3'-6" 3'-6" 31'-2 1/2" 1639# 14 8.0000 .5000 .1875 l'-0" 3-6" ICX002 15 10.0000 .3750 .1644 10" 10" 32'-6 11/16" 1034# B 4 9 65'-7 9/16"0.750:12 65-7 9/16"0.750:12 11 B 5'-0" it 0 5-0" 5 5 - - - - c c - --- WW -- --- -__ RBX041 --- B I RBXOg2 B A A "x040 RBX043 I nX039 o I (2)GBB5006 (2)GFB5006 wBBC2 wBBC2 I GFB3011 GFB3011 wBBC2 wBBC2 I H ^ I I I I I I I I I I I 65'-6" CL e� 131'-0" B FRAME CROSS SECTION AT FRAME LINES) 3 cep Zak -h S.SeY"Aur,PE ,e. 8 50392 r0.80f6TCR� arc a.,"o„e„�sov SSI07VAL 6 35'-11 5/8" Ridge St. 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 3 3'-10 1/2" 2 4'-0" 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 12 PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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)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. : DATE: BY: DESCMFrM: WILDER. Coast Construction JOB 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 K Washington m DRAWWCHEC COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VID REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE:oRAwr4c scALE: NTS eulLOElrs Pop: vrc VERSION:2017.1b 17 VPC FILENAME:17-017737 8l2&2017 16:W:54 a division M Blu.S."Mldings NMh Am fle Inc. Frame Member Schedule OBolt Connection a 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 Rows 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" 3/4" 4 4 0097284 Horiz. Clearance between members 2(CX025) and 13(CX026): 120-10 5/8" 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" 3-6" C 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 Vert. Clearance at member 2(CX025): 26-10 3/4" RBX045 5 6.0000 .3125 .1875 3'-6" 3'-6" 30'-0" 1148# D 6 A325 3/4" 2 1/2" 1/2" 1 2 0097284 Vert. Clearance at member 13(CX026): 26'-10 13/16" 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 .1875 2'-0" 2'-7 3/8" 20'-0 1/4" 649# F 2 A325 3/4" 2 1/2" - - - 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 .1875 2'-0" 3'-6" 30'-0" 1152# 10 6.0000 .3125 .1875 3'-6" 3-6" RBX048 11 6.0000 .3125 .2500 3'-6" 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'-0" 4'-4" EPX006 15 9.0000 .5000 .1875 11" 11" 32'-7 11/16" 1036# EPX007 16 8.0000 .5000 .1875 11" 11" 29'-6 15/16" 840# BR25DH JCP053067 EPX008 17 8.0000 .5000 .1875 11" 11" 29-6 15/16" 840# BR25DH JCP053067 4 3 S 65'-7 9/16"0.750:12 65-7 9/16"0.750:12 11 a 5'-0" it 0 5-0" 5 5 % - C C _-- %� _ g u_ 4 - BBX046 E RBX047 D A P REX095 A ABX098 nX044 add stub post o BRSX002(BR25BC) o ux u GFB5067 IIGTB5067 wBBC2 GC175120 GC175120 wBBC2 GFB4033 GFB4033 WBBC2 wBBC2 u 32-9" 32,-9" �. 32,-9" �. 32,-9" CL CL CL e� 131'-0" E FRAME CROSS SECTION AT FRAME LINE(S) 2.2 Zak -h S.SBY-1 PE O�F ,e. 50392 r0.S'4f9TER� ak.o.,"o„.00.osov SSI07VAL� 6 35'-11 5/8" Ridge St. 5 2 @ 4'-9 5/16" 09 01 2017 4 1'-1" 3 3'-10 1/2" 2 4'-0" 2 (1)JCP053067 1 8 1/2" 1 11)JCP053067 Dimension Key OPart Key Shape Name=Unit 1-Building Wall 4,Frame 13 PERMIT SET-For Building Dept.Approval 1.USE 1l2 X 1 1l2 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. M DATE: EY: DESCMFrM: BUILDER Coast Construction JOB 0: 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 8/25/2017 m COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL L�Tm: Arlington,Washington DRAWWCHECK/ TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE: oRAwr9c SCALE: NTS eulLOElrs Pop: vrc VERSION:2017.1b 18 VPC FILENAME:17-017737 8J29rM17 16:W:W a division&Blu.S."Mldings North Am fle IM. ROD DIA. CLEVIS CLEVIS BRACE 4 FRAME BRACE ROOF MARK NO. PIN ❑IA. LOCATION LocanoN NOTE: ALL BOLTS TO BE sECDNDaBr NOTE: ALL BOLTS TO BE 3 8" 097572 MEMBER 1/2" X 1 1/2" A325 1/2" X 1 1/2' A325 1/2" 097873 BOLTS (49080) (U.N.O.) PURLIN BOLTS (49080) (U.N.O.) COLUMN OR BEAM 5/8" 095277 5FEL� WEB HEX NUT 3/4" 095278 1 1/4" '_ PURLIN 100 WASHER "A" 1 0952BO —° 1/2" X 1 1/2" A325 BOLTS (49080) WITH WASHER "B" 1 1/8° 095281HARDENED WASHER 095872 EACH SIDEROD FLANGE BRACE ( ) HARDENED WASHER 095872HILLSIDE WASHER 1 1 4" 095282 COTTER PIN (GFB-)OR(HFB-) (TYP AT PURLIN END OF BRACE) ( ) EACH SIDE 3 8" 097593 " FLaINCE BRACE vnu TrPlcauv (TYP AT PURLIN END OF BRACE) 1 2" 097594E CONNECT TO THE WEB OF THE FLANGE BRACE (GFB— OR HFB—) WEB REINFORCEMENT PLATE (IF THE BUILDER WILL HAYS TO FIELD FRAME MEMBER. REAM—OUT THE 9/16"DIAM.HOLE IN THE PRESENT) MAY BE SHOP WELDED ON SECONDARr MEMBERS TO 13/16"DIAM. CLIP REQ'D W/ HOLES.(FOR THE 12MOB_FLANGE BRACE THICK FLANGES EITHER SIDE OF THE WEB. CLEVIS WITH A 3/4"X 1 3/4"A325 BOLT WHEN FLANGE BRACE (GFB- OR HFB-) REQUIRED.) eh� BRACE ROD ALTERNATE CONNECTIONS FLANGE BRACE REQUIREMENTS: RULL#I- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. e ,, DESCRIPTION PART NO RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON ROD HARD STEEL ROUND WASHER HARD STEEL WASHER HILLSIDE NUT CROSS SECTION IS NOT ACCOMPANIED BY(2). I DIAM A e WASHER CLEVIS PIN RULE ENDPOST ENDPOST 3 8' 95321 3 8'FLAT WASHER 96408 1/2-BEVEL SQUARE WASHER a604D #3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB 1/2" 95P3D 1 2"FLAT WASHER 95872 43657 (WITH SHOULDER) WHEN PART MARK IS ACCOMPANIED BY(2)_ RAKE 5 5" 95233 5 8"FLAT WASHER 95945 3/4.,FLAT ROUND WASHER(9s94B) MAY BE FURNISHED WITHOUT RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE RAKE BEAM BEAM 3/4" 95235 3/4"FLAT WASHER(95946) A SHOULDER, THEN TWO COTTER CENTER OF THE BUILDING. 7/8" 95237 7/8-FLAT WASHER(95947) 1"FLAT ROUND WASHER(95948) 43658 PIN WILL BE PROVIDED. RULF#5— WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME 1" 95238 1"FLAT WASHER 95948 SIDE OF THE FRAME WEB. 8 1 1 95239 1 18"FLAT WASHER 95949 1 1/8"FLAT ROUND WASHER(95949) 43659 ** 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. REv.DATE:m/12/1R REV.N0.03 ROD BRACE Rev.DATE:Os/z3/11 REV.NO.o3 ROD BRACING REV.DATE:on/1R/1T REV.Na o1 TYPICAL FLANGE BRACE CONNECTIONS 1Ee06/247" REu ENDPOST TOP BRACING TE11/t6/t5 " ENDPOST TOP BETWEEN PURLINS BRO1G2 WEB SLOT ASSEMBLY BRO2K1 CLEVIS ASSEMBLY BRO6AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN R DA BR25 A3 NO ENDPOST WITHIN 6" (152mm) OF PURLIN oA BR25CA No NO CAP CHANNEL - BRACED TO PURLINS ONLY GAGE POST NOTE: ALL BOLTS T5 BE F = FEET G = GAGE CX*** = COLUMN (PLATE) BASIC ERECTION GUIDE REQUIRED FOR THIS PROJECT: 8 1/2" POST SHOWN 1/2" X 1 1/2" A325 I = INCHES 0 = OPERATION CGX*** = COLUMN (GAGE) j BOLTS (49080) (U.N.O.) PURLIN E = EIGHTHS C = FIN COLOR FULL FRAME 10" POST SIMILAR GAGE POST I / WCX*** COLUMN (HOTROLL) REFER T0: RAKE BEAM I PANEL/COVERING WIDESPAN STRUCTURAL SYSTEM JCP051140 ON ONE SIDE W 1 3 1 1 7 2 6 1 K T D RBX*** = RAFTER (PLATE) III OF PURLIN AT FLANGE BRACE BGX*** = RAFTER GAGE 2013 INSTALLATION GUIDE III CONNECTION WASHERS NOT ® * F F I I E G G 0 C C C ( ) FACTORY ATTACHED I ( LENGTH CODE WRX*** = RAFTER (HOTROLL) III WASHER REQUIRED) *** = 1/2" x 1 1/2" A325 III TRX TRUSS RAFTER BOLTS 49080 FACTORY ATTACHED: III (095872) INSULATION ( ) I ® B 1 3 0 1 0 3 6 0 3 0 W V FILL ALL HOLES GAGE POST BASE CLIPS III III ICX*** = INTERIOR COLUMN 1 GPBC__ATTACH W TH I * F F F E C C NOTE: ) I �® * PCX*** = PIPE COLUMN CLIP MAY BE � (4) 1/2" x 1 1/2" III LENGTH WIDTH THK CODE / TCX*** = TUBE COLUMN SHOP WELDED ®� A325 BOLTS (49080) III SECONDARY (STANDARD) TO RAKE BEAM ® \\ (4) 1/2" DIA. WASHERS ® 0 8 Z 1 9 1 1 4 1 7 - - - - - EPX*** = ENDPOST(PLATE) ® (095872) REQUIRED AS GP BC _ * * * F F I I E G G * * * * * EGX*** = ENDPOST(GAGE) SHOWN. ® DEPTH LENGTH GAGE ADJUST.CODES ® SHAPE CBX*** = CANOPY(PLATE) 3/4" DIA. ANCHOR RODS* SECONDARY(SPECIAL) CBX*** PIGGYBACK CANOPY 3/4" FLAT WASHERS 001 08Z1911 41 7— — — * 8 1/2"POST REQUIRES 'L + * * * * * F F I I E G G * * DCC*** = 8 1/2" GAGE POST FULL FRAME TO (2) ANCHOR RODS DCE*** = 10" GAGE POST f ENDPOST CLIP 10" POST REQUIRED COUNTER DEPTH&LENGTH GAGE ADJUST.000ES FLANGE BRACE (GFB- OR SHAPE (FFC2 (4) ANCHOR RODS HFB-) MUST BOLT THROUGH JCP051140 ROD BRACING RE = THREADS BOTH ENDS 3/4" x 2 2" A325 ALTERNATE JCP- LOCATION 0 3 R S 2 5 1 0 BNTLER 3-PLATE ENDPOST BOLTS(009797284) I E * * F F RT= THREADS ONE END - CLEVIS ONE END ® [ IJTlNCHOR RODS.AN RU CLEVIS BOTH ENDS ND WASHERS ARE DIA LENGTH RP= THREAD BOTH ENDS - NO HILLSIDES Y BUILDER E DA Eo 7ov R RE No 0o ENDPOST TOP BRACING RE A.ofi/za/1s REV.NO o1 REv DA E:01 30/In EV.N0.00 REV DA E:W 21/11 RE ND.01 REV.OA E:Ofi 26/13 IRE, MARK NUMBER KEY 3—PLATE ENDPOST TO FULL FRAME GAGE POST BASE CONNECTION BR25DH PURLIN 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 1/2" X 1 1/2" A325 BOLTS (49080) (U.N.O.) RAKE T RAKE BEAM w BEAM U ® CONNECTOR z U ¢ CONNECTOR CLIP PLATES HORIZONTAL R a (2 BOLTS) J uJ USE JCP- WHEN READ. ® ® CLEARANCE U ¢Z ° (2 BOLTS EACH END) RIDGE' EXTERIOR a HORIZONTAL LINE FRAME REINFORCEMENT COLUMN w w CLEARANCE PLATE (WHEN REQUIRED) HORIZONTAL SPLICE >cJi EXTERIOR ——____————- COLUMN VERTICAL SPLICE ROOF L I BEAM BASE ENDPOST PS'0 w�TS�. lT of SNI,y f PLAT BRSX— GIRT ENDPOST BRACKET ENDPOST -50^"�6°`" �.�Q Q z FINISHED FLOOR ENDPOST BRACKET (MAY BE INSET) (4 BOLTS EACH END) U Q (8 BOLTS TO ENDPOST) ® Joah G.Geyv RED°'.:""p:.eeL INTERIOR ¢ ELEVATION 100'-C" ® so39z COLUMN w w w (TYPICAL UNLESS ,.., ''aP0 Ra'GIsTEW� a U > U NOTED OTHERWISE) A, NOTE:z ALL BOLTS TO BE U 1/2" X 1 1/2" A325 09/01/2017 a COLUMN BASE PLATE BOLTS (49080) (U.N.O.) > Uj INTERIOR COLUMN SPLICE c�I NOTE: BASE OF COLUMN MAY NOT BE AT FINISHED FLOOR REV DATP.o9/14/16 REV.ND.00 CLEAR HEIGHT DIMENSION WORK POINTS REv.MTE:m/o1/o9 REv.No.ao TOP OF ENDPOST REV.DATE:m/01/09 REv.ND.DD ENDPOST TOP BETWEEN PURLINS PFR007 AS SHOWN ON FRAME CROSS SECTION DRAWINGS BR25BD ENDPOS BRACKET TO RAKE BEAM BR25BC ENDPOST BRACKET TO RAFTER PERMIT SET-For Building Dept.Approval 1.USE 1/2 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 SEDRS 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. Rom; DATE: er: DESCIRPT04: BUILDER Coast Construction JOB 0: 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 8/25/2017 LOCAT 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 Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE' °RA�o scaLE: NTS BUILDERS Pop: vec vERSION:2017.1 b 19 VPC FILENAME:174H7737 S/Y9/2017 SEDSh- 16:58:57 a division&51ueS."9UIIdI,gs Nodh Amsdea,Inc. Secondary Part Schedule QSecondary Bracing Schedule Mark Part Thick. Depth Lap Detail Id Oty Mark No Spacing Note: E1 lOE2511414ADB31 0.0790 10" RS12PF,RSI2PE,RSI2PJ 1 52 CPBRA010510 1-1" Butler steel is not designed for any concentrated roof load. E2 IOE2411414DDB31 0.0790 10" RS12PE,RSI2PJ 2 556 CPBB050108(Typ.5'-0" E3 lOE2511411ADB31 0.1130 10" RS12PH,RSI2PA,RSI2PJ 3 52 CPBB041014 4-9 5/16" E4 lOE2411411DDB31 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,RS01T1 5 32 CPBB001002 8 5/8" P14 08Z301141544B2 0.0730 8 1/2" 2-10 1/2" RSO1T1 6 16 CPBB040414 4'-3 3/8" P16 08Z2911416A5B3 0.0680 8 1/2" 3'-10 1/2" RS02T1,RS01T1 See SED: P2 08Z2911415A5B3 0.0730 8 1/2" 3-10 1/2" RS02Tl,RSOlTl BR09PK, BR09RY, BR09RZ, BR09PH, BR09JH P20 08Z2911412A5B3 0.0980 8 1/2" 3'-10 1/2" RS02T1,RS01T1 BR09JG, BR09K5, BR09K2, BR09JR, BR18E2 P22 08Z301141344B2 0.0880 8 1/2" 2-10 1/2" BR18E2,RS01T1 P3 08Z301141244B2 0.0980 8 1/2" 2'-10 1/2" RSO1T1 P4 08Z301141644B2 0.0680 8 1/2" 2'-10 1/2" RSOlTl P6 08Z301141744B2 0.0600 8 1/2" 2'-10 1/2" RSO1T1 P7 08Z301141144B2 0.1130 8 1/2" 2'-10 1/2" RSOlTl P8 08Z301141444B2 0.0790 8 1/2" 2'-10 1/2" BR18E2,RS01T1 19 3. 13 12 11 10 `y� `u� 1R2B12 1R2B11 1R2B10 1R2B9 1R238 7 1R237 7 1R2B6 7 1R2B5 7 1R234 7 1R2B3 7 1R2B2 7 1R2B1 () m E1 E2 E2 E2 E2 E2 E2 E2 E2 E2 E2 E1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I e OBE 19 BBO 08E 19 BBO Pl P19 '^P22'^ P39 P39 P19 '^ PB '^ I I I I I I I I I I I I I I I I I I I I I I P14 I PIL 1 P14 1 1 P14 P7 1 P9 Pz0 I I I I I I I I I I I I I I I I I I I I I I I I I 08E 14 BBO O8E 19 BBO P14 '^P22'^ P14 P14 P1, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I P4I(Typ.I) P4I(Typ.I) P6(Typ.)I P4I(Typ.I) P6(Typ.I I I) PI ITyp.)I P41Typ.)I I I I I I I I I I I I I P6 N w P6 N P14 (Ty P6 N IT IT P11 \(ate~ Pl6 (T (T ~P19~ (T ~ P6 (T (T ~P19~ P6 P6 Pl6~ 1 1 1 I P2(Typ.I) P6(Typ.)I P9 I(Typ.I) P6(Typ.I I) P9 I(Typ.)I P9(Typ.)I P2I(Typ.)I I I I I I I I I I I I I I I I I I I I I I I I I I I I I PI e14 m PB m P14 �12 m O82 1141 BBO m m 088 I I 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 1 I I I I I 1 1 P19 P3 P19 P7 11 PB P20 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 1 P1 P39 „ PBPB f 082 191 BBO � �OBS 191 BBO n I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 e3 p B4 p p B4 p p ez p p ez p p ez p p ez p p ez p p ez p p ez p p ez p el STUARTS, \� 1-1 1-2 1-3 1-4 1-5 1-6 1-7 1-8 1-9 1-10 1-11 1-12 i 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" �25'-0" �25'-0" �25'-0" �25'-0" �25'-0" -25'-0" A%1 —h a. v� .Nm 5P 2.�C lf, 302'-0- P LY SeYrrwur,PE• i ,e. 8 50392 BL BLN1.1 ,a- r0 BGf8T8R� wk ron"o.,a,-osm SSIGIVAL� ROOF SECONDARY PLAN 09/01/2017 QPart Mark Key 1 001SGA12001 1 1'-0" 2 OOISGA19114 Dimension Key 3 001SGA13064 Shape Name=Unit 1-Building PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,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 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. may; DATE: er: DescwPrxx9: 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 CMOMER DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/25/2017 Washington a DRAWNICHECK COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATM: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE' oRAN?1G SCALE: NTS BUILDER'S Pop: VPC VERSION:2017.1h 20 VPL FILENAME:17-017737 8IY&2017 16:58:59 a division of BlueS."BUIWinga North Amadea,Inc. BRACE QFRANE BRACE ROOF BOLTS BRACE FRAME BRACE BOLTS ERECTION NOTE: _ LOCATION LOCATION SECONDARY LOCATION LOCATION MEMBER MA1 CLIP o.F/WALL WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER SECONDARY MEMBER CHANNEL BRACE OR THE SLOTS IN THE PURLIN WEB FOR "'O (MAY BE IN A DROP PIN CONNECTION BEND THE CHANNEL TABS TOWARD CHANNEL 0 0 THE PURLIN WEB AND USE A SELF-DRILLER (55307) TO ATTACH. PURLIN BRACE o ———— — o i (CPB-)(TYP.) FLANGE BRACE O �M O (GFB-)OR(RIM-) (2) 1/4-14 x 1 1/4" •• •• (2) 1/4-14 x 1 1/4" STRUCT. SCREWS FLANGE BRACE VAu TWICAuv N ° STRUCT. SCREWS (55307)FIELD NOTE CONNECT TO THE wEE OF 1HE 2 WBBC2° INSULATION VAPOR (55307)THE BUILDER WILL HA.TO FOLD FRAME MEMBER. ( )CLIPS BARRIERREAM-OUT THE 9/16"DI AM.HOLE IN THESECONDARY MEMBERS TO 13/16"DIAM. CLIP REO'D W/ SEEHOLES.(FOR THE 12MOB_FLANGE BRACE THICI,PLANOEs __ AIL BELOW CHANNEL CHANNELWITH A 3/4"M 1 3/4"A325 BOLT WHEN REQUIRED.) O BRACE — BRACE BRACE OR (HFB-) (CPB-) (CPB-) .. 1/2"ALTERNATE CONNECTIONS ° ° O A325FLANGE BRACE REQUIREMENTS: MPORTANT DURING ERECTION, WITH PURLIN RULE#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. TEMPORARILY INSTALL WBBC2 WASH3/4"AGAIN DETAIL BR09JG Li RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON CLIP TO KMAt CLIP WITH (2) CUP REQ'D W CROSS SECTION IS NOT ACCOMPANIED BY(2). 1/4-14A 1/4"SDS IN CENTER / INSULATION VAPO RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB THI K FLANGES PURLIN HOLES TO KEEP FRAME STABLE. BARRIER WHEN PART MARK IS ACCOMPANIED BY (2)_ WHEN LINER IS INSTALLED, (1) 1/4" X 6 1/4" ULE//4-R WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE REMOVE WBBC2, INSTALL LINER, (8) 1/4"-14 1 1/4" DROP PIN (097556) CENTER 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 O DOES LINE UP WITH THE DOES NOT LINE UP WITH SIDE OF THE FRAME WEB. CENTER HOLES. I toSLOTS 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.DAlE:04/t8/tT REV.N0.01 REV.pATfOB/t�/15 REv.rv0.D* REV.DAlE:04/°I/11 REV.N0.01 Rev.Dnie o�/ot/m Rev.rv0.°° TYPICAL FLANGE BRACE CONNECTIONS ROOF/WALL FLANGE BRACING CHANNEL BRACE ENDING AT PURLIN WEB SINGLE CHANNEL PURLIN BRACE BR06AL CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN BR06K3 PURLIN/GIRT WITH INSULATION VAPOR BARRIER BP09JG SELF-DRILLER WITH BENT TABS BRD9JH ENDING AT PURLIN WEB LOCATION ERECTION NOTE: ,AT EAVE STRUT BEND PEA TABS NOTE: USE (2) 1/2" AND USE (2)11 32" X 1 1/4" T-45 GRAY USE (1) AY SC X 1 T (0 / / 1. SEE CHART FOR RIDGE BRACE NEST AND CHANNEL BRACES THAT END AT A PURLIN T-45 GRAY SCRUBOLT /097352) GALV. HEX NUTS SCRUBOLT (097352) AND SCRUBOLT NUT (097267) ASSEMBLY SELECTION. � ROTATE WEB, BUT DO NOT HAVE TABS TO BEND AND \ (47120) LOCATE HEAD OF SCRUBOLT TO BE ON OUTSIDE OF EAVE STRUT SCRueOLT NUT (0972671)) ( ) _ CHANNELS SECURE. INSERT CLIP (544015) THROUGH (1) NUT ON EACH 2. NEST CHANNELS TO ACHIEVE WEB SLOTS AND USE A DROP PIN TO ATTACH HEAD OF SCRUBOLT TO SIDE OF PURLINq VE PURLIN SEE FACE OF 5" BETWEEN HOLES AND TO ALIGN TO CHANNEL BRACE. BE ON OUTSIDE OF USE TOP HOLE OFACE ASSY. EAVE STRUT VIEW CHANNEL _ USE DROP PINS TO SECURE. dt� HOLES EAVE STRUT ANTI-ROLL CLIP FOR TAB ATTACHMENT PURLIN BRACE USED TO PBA-) CPB-)(TYP.) SECTION SECURE (1) 1/4" X 6 1/4" IF PRESENT. ( WITH DROP DROP PIN (097556) (2) 1/4" x 6 1/4"DROP PINS (097556) PINS (2) 1/4-14 x 1 1/4" STRUCT. SCREWS (55307) I \ r EAVE STRUT ® PURLIN ® �\CHANNEL RIDGE® ASSEMBLY RACE WEB ENDING CLIP ® EAVE PURLIN BRACE USE (2) 1/2" GALV. HEX LAVE PURLIN (CPBR- EAVE STRUT PBA-) AT 8 1/2", 10", ( ) )) STRUT RIp�E (0544015) BRACE STRAP 11 1/2" PURLINS. NUTSEACH 2ODE OFAPURL(N PURLIN (ESBS-) (NOT REG. AT 7" PURLIN EAVE PURLIN (1) 1/4" X 6 1/4" TO 7" EAVE STRUT) BRACE ASSY. DROP PIN (097556) PURLIN USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE PURLIN (PBA-)(TYP.) (TYP. PER EACH END) DOES LINE UP WITH THE DOES NOT LINE UP WITH AVE STRUT NOTE: SEE ERECTION DRAWINGS SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURLIN WEB. FOR LOCATION FOR LOW OR HIGH EAVE LOCATIONS. RE °""°°/°'/" REvuOOi CHANNEL BRACE ENDING AT PURLIN WE RE DAEo7/20/I6 REV.No.os EAVE BRACE STRAP AND EAVE PURLIN BRACE REV`DATE:IV26/I2 IEV.No.o EAVE STRUT BRACE Re °°'E°'/°'/°9Re "°°° SINGLE CHANNEL PURLIN BRACE Re °°"°'/°'/"Re "°°° CHANNEL RIDGE BRACE ASSEMBLY BR09JR WEB ENDING CLIP WITH DROP PIN BRO9K2 LOCATED AT EAVE - CENTERLINE OF FRAME BRO9K5 BR09PH INTERMEDIATE LOCATION BR09PK SINGLE BRACE AT SYMMETRICAL RIDGE END FRAME INT. FRAME INT. FRAME INT. FRAME NOTES: END BAY INTERIOR BAY -DO NOT ATTACH PANEL OR PANEL CLIPS TO 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 1 O O (1) PURLIN BRACE O ] O O -8 1/2", 10", OR 11 1/2" PURLING ONLY AGING CHANNEL SP CHANNEL (2) PURLIN BRACE 1 1 Q G SECONOP ADJUST. CODES CHANNELS COMPOSITE DR PI X 6 556) GAGE (2) PURLIN BRACE O ] L p STRUT-MEMBER $, DROP PIN (097556) EIGHTHS (3) PURLIN BRACE 1 1 1 O CHANNELS e CHANNELS s INCHES LENGTH (4) PURLIN BRACE 1 1 1 1 (4) PURLIN BRACE \ (millimeters) SHAPE CHANNELS CHANNELS 1 1 ] 1 '(2) 1/4-14 x 1 1/4" pPg- \5) DEPTH STRUCT FSNR (55307) PO,O\4AG (050 3' TYPICAL 3= TYPICAL OR 6N CLUSTER CLUSTER STANDARD NOTES: STANDARD NOTES: _ a FS DEPTH SHAPE GAGE W VAR?- O 'C - PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. - PURLING HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. s 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 = g 1/2" C = CEE 12 = 0098 e°FWA Ncf'2r c / ROOF/WALL E = LOW EAVE STRUT x0 0 - DO NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. 0 - DO NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. z SECONDARY 10 = 10" 13 = 0.088 „„.,",,,s.,,,•,".��s p H = HIGH EAVE STRUT m:N G.R,y PE °'•:;"p:.e:L°.:."da 11 = 11 1/2" 14 = 0.079 �„ ] - INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. ] - INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. m 15 = p.D73 rv"°' ° 4 05� R 50392 SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. ..., ''aPo PGrs-n CHANNEL PURLIN BRACE 16 = 0.06E SS7DNAL +NOTE: (CPB-) LOCATE PER - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE ERECTION DRAWINGS 17 = 0.06D 09/01/2017 IF NO ADJOINING CPB_ EXISTS. BEND THE CHANNEL - 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- DRILLER (55307) TO ATTACH. IF CPB- EXISTS BOTH PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. PROVIDED THEY ARE ALIGNED FROM SAVE TO PAVE IN A GIVEN BAY. SIDES of COMPOSITE PURLIN THEN USE DROP PINS. REV.DATED]/Duos REV."'IPURLIN BRACE CLUSTER LOCATION REV.DAT-7/0v0°rev.No.oO PURLIN BRACE CLUSTER LOCATION REV.DATE;07/01/09 REV.NO, COMPOSITE STRUT ASSEMBLY ATTACH. REV'.DATF.07/DTI/09 REV.N°.00 SECONDARY PART MARK NUMBER BR09RY END BAY CHANNEL LOCATION BR09RZ INTERIOR BAY CHANNEL LOCATION BR18E2 ROOF SECONDARY FN51 91 COMMON GENERATED MARK NUMBERS PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,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 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. Rom; DATE: Br: DESCRIPTION: BUILDER Coast Construction JOB O. OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 CUSTOMR- DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/25/2017 ECK:Washington m DMVVWCH COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE: IJRAwnc SCALE: NTS BUILDERS PD6: vrc vERSION:2017.1 b 21 VPC FILENAME:17-017737 812 1`SEDSheet 16:60:00 a division&BlueS."B01101ng6 Nodh Am fle Inc. ERECTION DRAWING PART MARK - Cl, EPC2 OR EPC3 C2 1/2" 2 S/S" 2 3/4" 2 7/8" . WELDED CLIP CONNECTION �L15 ADJUST. CODES l ALT. CONNECTION 8° I 4 GAGE P E JP(lEs 11/ EIGHTHS f� INCHESI LENGTH millimeters 1 W 1 B 3 - `�A SHAPE \ VPRIES DEPTH BAY NUMBER 48" 48' a°� COUNTER 7 LIP LIPU PG1 CLIP (BOLTED) CANOPY (C)/PART17ON(P)/ DEPTH SHAPE GAGE ROOE(R)/WALL(W) NUMBER 7/ 07 = 7" ZS = ZEE 11 = 0.113 08 = 8 1/2" CS = CEE 12 = 0.098 ® \ 1 10 = 10" ES = LOW EAVE STRUT 13 = O.DB8 BUILDING SHAPE 11 = 11 1/2" HS = HIGH EAVE STRUT 14 = 0.079 BB = BACK TO BACK CEE FB FACE TO THE BAY/BUNDLE CODE IDENTIFIES = BACK CEE 15 = 0.073 i FF = FACE TO FACE CEE 16 0.068 7 0.060 THE BUILDING CANOPY/PARTITION/ BOLTED CLIP CONNECTION = ROOF/WALL PLANE AND BAY (REFER TO ONNE SECTION) ALT. CONNECTION 7" & 8 1/2" PURLINS "� SPECIAL SECONDARY PART MARK KEY TE'°'/J1/13 RE SECONDARY BUNDLE LOCATION KEY RE.wE:°'/°'/oR R .Roo6 PURLIN AND GIRT SIZES R.. E°/°/oe REV. PURLIN AND GIRT SIZES °'/z'/" RE PURLIN CONNECTION AT INTERIOR FRAME �EN51B2 COMMON GENERATED MARK NUMBERS DnEN51B3V" ALL SECONDARY DEPTHS EN53F1 8 1/2" 216mm EN53G1 0" 254mm DA RSU1T1 V" CONTINUOUS PURLINS GC1 AT 7"/8 1/2" (WELDED) NOTE: SHIM PLATE SHIM PLATE EPC3 AT 10"/11 1/2" (WELDED) *HE)AD 4) 1/2" A307 THIN EAVE EAP2 PLATE ROOF PITCH PART ROOF PITCH PART PG1 CLIP (BOLTED) - ALL DEPTHS HEAD BOLT(096636) STRUT (4) 1/2" A307 THIN ONLY REQ'D. RANGE NUMBER RANGE NUMBER REFER TO CROSS SECTION. & NUT(095032) HEAD BOLT(096636) WHEN CALLED .25 TO 1.99 N A .25 TO 1.99 N/A CAVE STRUT OUT ON FRAME II ALT. CONNECTIONS EAVE STRUT & NUT(095032) 2.5 TO 2.49 N/A 2.0 TO 2.49 ESH2 ® BRACE STRAP I � CROSS SECTION 1 ENDBAY (ESBS_) 1 2.5 TO 3.00 ESH2 2.5 O 00 ESH2 ROOF ® O 3.5 TO 4.00 ESH2 3.5 TO 4.00 ESH3 7 PURLIN ® SHIM PLATE 1 EAVE I 1 (SEE CHART) 1 STRUT SHIM(PLATE EAVE So 1 1 (SEE CHART) SHIM PLATE PLATE SAVE STRUT BR \ (SEE CHART) (EAP2) (ESBS_) SIDEWALLb � PLATE OR SOLDIER (EAP1) COLUMN ROOF BEAM ROOF BEAM ROOF BEAM SIDEWALL OR SOLDIER COLUMN (2) 1/2" X 2" (2) 1/2" �\ A325 BOLT (097280) A325 BOLSHIM PLATEBOLT EAVE STRUT ANDSHIM PFRAME OR ROOF PITCH PART EAP2 PLATE TO FRAME W/RANGE NUMBER BOLT EAVE STRUT AND 2 ro•`G qy ,�•� ROOF PITCH PART SOLDIER .25 TO 1.99 N/A EAP1 PLATE TO FRAME W/ q (6) 1/2" x z^ RANGE NUMBER COLUMN 2.0 TO 2.49 N/A (8) 1/Z X 2" " r A325 BOLT(097280) �F RAKE BEAM \o; o P�� �,e- .25 TO 1.99 N/A 2.5 TO 3.49 ESH1 A325 BOLT (097280) o� �0 2sF *1'-0° AT 7" & 8 1/2" OUTSET 5 2.5 TO 349 ESH2 1'-3" AT 10" & 11 1/21/2"OUTSET �=4'S 2, TO 2.49 ESH2 3.5 TO 4.00 ESH2 lsF' yTP *1'-0" AT 7" &8 1/2" OUTSET V-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.3-03/2/ REv.R°.al PURLIN CONNECTION TO END FRAME REV.onTE.67n0/I6 REV.Ro.o3 EAVE STRUT CONNECTION REV.DATE.07/20/16 fife No.os EAVE STRUT W/ ATTACHMENT PLATE REV.DATCCS/26/15 REV.Ro.oz EAVE STRUT W� ATTACHMENT PLATE REV.DATC03/26/15 REV, EAVE STRUT CONNECTION RS02T1 CONTINUOUS PURLINS RS12PA AT INTERIOR FRAME RS12PE INTERIOR FRAME RS12PF END FRAME RS12PH AT END FRAME PURLIN OR EAVE STRUT INSERT PANEL CLIP ADAPTER (0543130) THRU HOLES AND BEND TABS AWAY FROM SPLICE. ». - WA Josh S.Sey-1 PE.ai m 50392 r0 880f91ER� PANEL CLIP ADAPTER 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. ""'°/°s/°'� "°°° PANEL CLIP AT EAVE STRUT ° RS12PJ LOCATED WHERE STRUT STOPS BUT CONNECTION REQUIRED PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,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 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: er: DESCRIPTION: &1II.OERI 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 CUSTO R DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/25/2017 E�T 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 PRI ECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PACE' I3RAwnc scaLE: NTS nUIlllEaS Pp: vrc vERSIE>H:2017.1 b 22 VPC FILENAME:17-017737 8/20/2M7 SEDSh- 16:60:01 a division&E I°e9ropa B IWings Nodh Amade I- 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 SBX003 6" .2500 .1644 1•-0" 19'-9 1/4" SBX003 0.1644 1'-0" Sex004 6" .2500 .1644 1•-0" 20-613/16" F01 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•-0" 211-10 13/16" FOl 3'-0" 3'-0" 24'-0" BL Jamb-L 18'-4" 3 x 3 F.O. Sill @ 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 @ 24/0/0 G102 01108ZS020341702 0.0600 8 1/2" WS12N2,WS2OF2 Id Qty Grade Bolt Diam.Bolt Length PartNo Washer FO1 3'-0" 3'-0" 24'-0" 2 Jamb-L 7'-6" 3 x 3 F.O. Sill @ 24/0/0 G153 08Z23114171102 0.0600 8 1/2" 10 1/2" WS01G3 1 2 A325 3/4" 2 1/2" 0097284 F01 3'-0" 3'-0" 24'-0" 2 Jamb-L 1'-6" 3 x 3 F.O. Sill @ 24/0/0 G154 08ZI605417DI02 0.0600 8 1/2" 10 1/2" WSOIG3,WSOIQ2 FO1 3'-0" 3'-0" 24'-0" 2 Jamb-L 13'-6" 3 x 3 F.O. Sill @ 24/0/0 G155 08Z17054171102 0.0600 8 1/2" 10 1/2" WSO1G3 F01 3'-0" 3'-0" 24'-0" 4 Jamb-L 20'-2" 3 x 3 F.O. Sill @ 24/0/0 G156 00808ZS300741702 0.0600 8 1/2" 2'-10 1/2" WS01G3 FOl 3'-0" 3'-0" 17'-0" 4 Jamb-L 20'-2" 3 x 3 F.O. Sill @ 17/0/0 G178 00108ZS230041702 0.0600 8 1/2" 10 1/2" WS12N2,WS0lG3 F01 3'-0" 3'-0" 17'-0" 4 Jamb-L 14'-2" 3 x 3 F.O. Sill @ 17/0/0 G179 00208ZS220741702 0.0600 8 1/2" 10 1/2" WSOIG3 FO1 3'-0" 3'-0" 24'-0" 4 Jamb-L 14'-2" 3 x 3 F.O. Sill @ 24/0/0 G189 00908ZS280641602 0.0680 8 1/2" 3'-10 1/2" WS12N2,WS0lG3 F02 3'-0" 3'-0" 4'-2" 5 Jamb-L 13'-6" 3 x 3 F.O. Sill @ 4/2/0 G288 00308ZS170071702 0.0600 8 1/2" 10 1/2" WSOlG3,WSO4C2 F02 3'-0" 3'-0" 4'-2" 5 Jamb-L 19'-0" 3 x 3 F.O. Sill @ 4/2/0 G289 01008ZS011141702 0.0600 8 1/2" WS12N2,WS20F2 F03 3'-0" 3'-0" 17'-0" 4 Jamb-L 8'-2" 3 x 3 F.O. Sill @ 17/0/0 G290 01308ZS130941702 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 @ 17/0/0 G291 01208ZS280641702 0.0600 8 1/2" 3'-10 1/2" WS12N2,WS0lG3 F03 3'-0" 3'-0" 17'-0" 5 Jamb-L 7'-6" 3 x 3 F.O. Sill @ 17/0/0 G292 01508ZS020541702 0.0600 8 1/2" WS20F2 F03 3'-0" 3'-0" 17'-0" 5 Jamb-L 1'-6" 3 x 3 F.O. Sill @ 17/0/0 G91 00408ZS070221702 0.0600 8 1/2" WS20F2,WSOIQ2 G92 00508ZS170441702 0.0600 8 1/2" WS0IG3,WS20F2,WS0IQ2 G95 00608ZS030321702 0.0600 8 1/2" WS20F2 G96 00708ZS020541702 0.0600 8 1/2" WS12N2,WS20F2 HIO 00308JS0604417 0.0600 8 1/2" WS20F9 Hll 00508JS0900017 0.0600 8 1/2" WS20F9 H9 00108JS0300017 0.0600 8 1/2" WS20F9 J23 00208JSO404417 0.0600 8 1/2" WS20FB,WS2OF9,WS2OB2,WS2OH2 J24 00408JS0708217 0.0600 8 1/2" WS20F9,WS2OF2,WS2OB2,WS2OB8 J25 00608JS0708217 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB2,WS2OB8 J26 00708JS0904417 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB2,WS2OH2 J27 00808JS0708217 0.0600 8 1/2" o WS20FB,WS2OF9,WS2OF2,WS2OB2,WS2OB8 O o 0286 155 r 111 Q1 1 11 155 256 G291 nEF01 n GFol n GF01 N n GF01 N n GF01 e"i n GF01 e"i n GF01 n U01 11 O 0 m Dry 1 BIT m Dy 0 m 0 1]9(T 0 m 0 0 my m 0 0 153 m �ry 0 m Dy 1 11 yp.) 1Typ.) 155 1 56 189 " 10 1 1 1 1 1 12 92 4 NMI ^ 9� I`q�n q��,Ol IN9 n +e[FOl 9 9 GF03 e9 n +e&f'03 o ^290 11 �„ Hoc x P Boxr �J'� 12 0Ta 0Tel Tel 0To 1 11 154 I56 189 Concrete Tilt-Wall 12 11 59 156 189 16.14 Roll Up 0 rTH10 Q H11 Q H11 0 N11 0 Q /� [�E'o2 GF02 12 O4p 4 `�„ 1 1 4 4 4 4 4 4 111 3070 HM DR 91 , 5 ~ '^ 9r "z G' y H11 N11 all LL 1N180 lw1B1 lwle2 " lwlB3 " 111184 lWla4 lwle5 k6•-9" �' I �- ^ - I^3 - �' �- 1- �' S•-6" 9 2 2 2 3 3 2 2 2 6 2 ] �11­5 314" Y-1'-4 1/2" 1 22'-10" CL 201-8" CL 221-0" 131`C L-0" CL 24'-8" 25'-4" li li CL BL BL SECONDARY ELEVATION AT 14 12 4'-2" 12 GFAP0084 4P of nsy/NFp 11 9'-0" 11 GFAP1059 � Zak cr�p 10 4'-6" 10 GFAP3084 9 2''-8" 9 G292(Typ.) msn S.S"yn PEA 8 1 -0" 8 G102 R 50392 7 3''-4" 7 G289 �" .," ,,,,, o orsrea�O S ONAL� 6 2 -6" 6 G96 5 0'-0" 5 G95 09/01/2017 4 2'-2" 4 JTG1 3 1'-6" 3 H9 2 3''-0" 2 PG1 1 1 -7 3/4" 1 VCC07003090 ❑Dimension Key OPart Mark Key Shape Name=Unit 1-Building,Wall=1 g p PERMIT - or Building Dept.Approval 1.UNLESS NOTED,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 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: er: DESCRIFnDN: WILDER. Coast Construction JOB 0: OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 CUSTONER DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN BUTLER 8/25/2017 LacATHIN: Arlington,Washington m 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 Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PACE' DRAwr+c SCALE: NTS BUILDER'S Pp: VPC VERSION:2017.1b 23 VPC FILENAME:17-017737 8I2W2017 16:M:04 a division&Blu,Soopa BUIWings NoNh Am fle 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 Qty Grade Bolt Diam.Bolt Length PartNo SBx006 6" .2500 .1644 1•-0" 241-3 7/16" SBX006 0.1644 1'-0" SBx007 6" .2500 .1644 1•-0" 24•-10 13/16" 1 2 A325 3/4" 2 1/2" 0097284 SBX007 0.1644 1'-0" SBx008 B" .3750 .1644 1•-0" 24•-4 13/16" 2 6 A325 3/4" 2 1/2" 0097284 SBX008 0.1644 1'-0" SBX009 6" .2500 .1644 1•-0" 241-10 13/16" SBX009 0.1644 1'-0" SBx0l0 6" .2500 .1644 1•-0" 241-10 13/16" $Bx4ll 6" .2500 .1644 1'-0" 24•-10 3/4" SBX010 0.1644 11-0" SBx012 6" .2500 .1644 1-0" 241-10 13/16" SBX011 0.1644 1'-0" SBx013 6" .2500 .1644 1-0" 241-10 3/4" SBX012 0.1644 1'-0" SBx014 6" .2500 .1644 1-0" 241-3 3/8" SBX013 0.1644 1'-0" SBX014 0.1644 1'-0" G17 08Z26114171102 0.0600 8 1/2" 10 1/2" WS01G3 G21 08Z2611417A102 0.0600 8 1/2" 10 1/2" WS12N2,WS01G3 Hll 00508JS0900017 0.0600 8 1/2" WS20F9 J34 00908JSO404417 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 @ 24/0/0 F01 9'-0" 3'-0" 24'-0" 4 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 FO1 9-0" 3'-0" 24'-0" 6 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 F01 9'-0" 3'-0" 24'-0" 8 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 FO1 9-0" 3'-0" 24'-0" 10 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 F01 9'-0" 3'-0" 24'-0" 12 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 tLl T lei lob l,� lug lye 10 11 12 13 14 \�2R/j \�2Rp 1 1 ill 47L" 11 11 47L" 11 " Z$0j 11 " 11 "' 11 _ ry) Pol Cy y eol Cry ry) Pol Ct'm ry) Pol Cy y) sol �y � 1 rol 21(Typ.) " (Typ.)' 1](Typ. (Typ.)' 1]ITyp.) (Typ.)� 1]ITyp. " (Typ.)' 1]ITyp.) (Typ.l� 171Typ.) (Typ.l� 3 3 o 3 4 4 3 124p2b0 3 3 3 3 3 S 1 1 1 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ~ tJ,�G30'9 1J,�O1009, concrete lilt-Mall �000 16x19 Roll Up 1 F-1 9gg0 3070 BM DR 1 QV 3070 BM DR 2 /1,644 3070 BM DR 3 1W2B1 1W2B2 1M2B3 1W2B4 1W2B5 1W2B6 1W237 1W2B8 1W2S9 1W2B10 1M2B11 1W2B12 Y-B•-0"-}-9•-0"-X-B•-0"-4 Y-8•-0"-}-9•-0"-X-B•-0"-4 Y-8•-0"-}-9•-0"-X-B•-0"-4 k-B•-0"-#-9•-0"-X-6•-0"-Y k-B•-0"-X-9•-0"-X-6•-0"-Y k-B•-0"-X-9•-0"-k-9•-0"-k III. II III. II III. II III I. III I. III III 1 25•-0" 25•-0" �25•-0" 25•-0" �25•-0^ 25•-0" �25•-0" �25•-0" 25•-0^ �25•-0" 25•-0" �25•-0" 1 CL CL CL CL CL CL CL CL CL CL CL CL CL 302'-0" BL BL SECONDARY ELEVATION AT C STUARTS Bracing Part Schedule Part Qty Length Detail 13RU3008 4 30'-8" BR02K1 Jos ,e. h S.Seynwur,PE 12RU2507 4 25'-7" BR02K1 ,.., ro P392 GIsTER� ss/olvAL 5 GFAP1029 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 g p PERMIT - or Building Dept.Approval 1.UNLESS NOTED,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 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: By: DESCRIPTION: BNLDER Coast Construction JOB n. OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 m COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington,Washington DRAWWCHECK TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROTECT: Dantrawl Bldg Butler Manufacturing PAGE:WZ / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWNG SCALE: NTS BuIlDEWS Pon: VPc VERSION:2017.1b 24 VPC FILENAME:17-017737 8l2&2g17 16:68:05 a division M Blu.S."BUIWings Nodh Amede IM. Secondary Part Schedule Frame Member Schedule 7 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 Washer 5Hx015 6" .5000 .16++ 27'-9 3/8" SBX015 0.1644 1'-0" ssxol6 6^ .5000 r-o^ 32'-7 13/16^ 1 2 A325 3/4" 2 1/2" 0097284 SBX016 0.1644 1`-0" 5Hx017 6" .5000 .1644 1'-0" 32'-7 13/16" SBX017 0.1644 1'-0" SHx018 6" .5000 .1644 1'-0" 27'-9 7/16" SBX018 0.1644 1`-0" G261 01708Z S 360861502 0.0730 8 1/2" 3'-10 1/2" WS12N2,WSO1G3 G275 08Z36084173302 0.0600 8 1/2" 1'-10 1/2" WSO1G3 G276 08Z36084163302 0.0680 8 1/2" 1'-10 1/2" WSO1G3 G307 01408Z S 360861502 0.0730 8 1/2" 3'-10 1/2" WS12N2,WS01G3 G308 01608Z S 360861402 0.0790 8 1/2" 3'-10 1/2" WS12N2,WS0lG3 G309 01808Z S 360861402 0.0790 8 1/2" 3'-10 1/2" WS12N2,WSO1G3 ------------ _--_______—� 308 276 G276 309 n 3 3 307 275 275 261 1 2 2 2 1 0 1 1 1 1 1 1 0 Do—ete z It-Nall 19,14 OHD 1 19.14 OHD 2 19.14 OHD 3 10.10 OHD r3L701HMDR 1N3s0 1W3B1 1N332 1W3B3 32'-9" 321-9" 321-9" 1 321-9" CL CL CL 131•-0" SL BL SECONDARY ELEVATION AT 2 Josh S.S.Y-1 PE ,e. 8 50392 BGIsTCR� SSIGIVAL 09/01/2017 3 GFAPS114 2 GFAP1054 1 GFAPS054 OPart Mark Rey Shape Name=Unit 1-Building,Wall=3 PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,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 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. �,. DATE: W.. DESCMFrM: BUILDER Coast Construction 3DBM 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 m COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LOCATION: Arlington,Washington DRAWWCHECK TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROTECT: Dantrawl Bldg Butler Manufacturing PDUEL / VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ORAWNG SCALE: NTS� Bull ws POW VPC VERSION:2017.1b 25 VPC FILENAME:174M7737 &2W2017 16:68:06 a division&Blu.S. "BUIWings North Amfle Im. 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 Qty Grade Bolt Diam.Bolt Length PartNo SH%012 6" .2500 .1611 1'-0" 21'-30 13/16" SBX009 0.1644 1'-0" ssxol9 6" .2500 .1641 1'-0" z/'-30 13/16" 1 2 A325 3/9" 2 1/2" 0097269 SBX012 0.1644 1'-0" SBx02o e^ .3750 .1644 1'-0^ 21'-10 13/16^ 2 3 A325 1" 3 1/2" 0097288 SBX019 0.1644 1'-0" SHx0o9 6" .2500 .1644 1'-0" 21'-30 13/16" SBXD2D D.1644 1'-D" SHx021 6" .2500 .1611 1'-0" 21'-30 13/16" SBx022 6" .2500 .'1 1'-0" 21'-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,WSO1G3 FOl 3'-0" 3'-0" 17'-0" 1 Jamb-L 3'-0" 3 x 3 F.O. Sill @ 17/0/0 G120 08Z0308417AGO2 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 01908Z S160541702 0.0600 8 1/2" WS12N2,WSO1G3,WS2OF2 F01 3'-0" 3'-0" 17'-0" 2 Jamb-L 9'-0" 3 x 3 F.O. Sill @ 17/0/0 G122 08Z2911416A502 0.0680 8 1/2" 3'-10 1/2" WS12N2,WSO1G3 F01 3'-0" 3'-0" 17'-0" 2 Jamb-L 21'-6" 3 x 3 F.O. Sill @ 17/0/0 G123 02008Z S 020541702 0.0600 8 1/2" WS20F2 F01 3'-0" 3'-0" 17 -0 2 Jamb-L 10 -0" 3 x 3 F.O. Sill @ 17/0/0 G129 02108ZS030921702 0.0600 8 1/2 WS20F2 FO1 3'-0" 3'-0" ' 17'-0" ' 2 Jamb-L 16'- " 3 x 3 F.O. Sill @ 17/0/0 G125 02208ZS "011141702 0.0600 8 1/2" WS20F2 F02 9'-0" 3'-0" 0 24'-0" 5 Jamb-L 8'-0" 9 x 3 F.O. Sill @ 24/0/0 G126 02308ZS O40701702 0.0600 8 1/2" 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" WS0IO2,WS2OF2 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 02408Z S 020321702 0.0600 8 1/2" WS20F2 G131 02508Z S 250241302 0.0880 8 1/2" WS0102,WS2OF2 G17 08Z26114171102 0.0600 8 1/2" 10 1/2" WSO1G3 G303 08Z2711417D402 0.0600 8 1/2" 2'-10 1/2" WS0102,WSO1G3 G9 08Z30114179902 0.0600 8 1/2" 2'-10 1/2" WSO1G3 H10 00308JS 0604417 0.0600 8 1/2" WS20F9 H11 00508JS 0900017 0.0600 8 1/2" WS20F9 HS DHC0304417 0.0000 8 1/2" WS21D7 H9 00108JS0300017 0.0600 8 1/2" WS20F9 J30 01008JS0708217 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB2,WS2OB8 J33 01308JS0708217 0.0600 8 1/2" WS20F2,WS2OB2,WS2OB8 J34 00908JS0404417 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,WS2OB8 108 17 \ZZ6p � � \I260p 11 roz oz z -' 1 Fo (� Gp 11 ~ ^122 �^^ 1] 11 1]ITYP.) 15 " In.) 15 124u26p0 1](TYP• 15 (TYP.) 15 1](TYP.) 15 " (TYP.) 15 12�uZ6p0 1]ITYP• 15 TYP•){ 15 lOB(TYP.) 16 z^f'O1��z_^f'O1 =� �-'"FO1��2�eol��z_^f'O1 2 FO1 O 1 1 1 1 2 1 1 1 1 1 1 1 1 1 1 r C121g7 .�'�Q7 6� T G331 .. .. ,. ..HH.."..t 11.. P..e x r .. .. 13� 122 303 11 9010 03018 1q Concrete Tilt-wall 1 1 108 1 91T .)ti 1 1 ]303 1 11 ti /� .ni 11 ." 11 ." .i 16,14 OHD �2 n c`J �'o .. 2e 2 `13 m 2 12 009 0'1� 9 ry)" (��121 y)-' ( 129� )-' ( 30 3070 HM DR 5 /,yg4 ~ 1W4B1 1W4B2 ~ 1W4B3 1W434 1W05 IW4B6 IW4B7 1W4B8 1W09 IN4B10 1W/B11 1W012 ^ �13'-0" ] 9 9 9 9 9 10 91 9'-0" 49'-0" Y-]'-0" 1]•-3 3/9" 6•-9 1/2 3 9 5 13•-]1/2"I 5 6 {1Y25'-0" 25' 0" 25'-0" 25'-0" -25'-0" �25'-0" �25'-0" �25'-0" 25'-0" 25'-0" �25'-0" 25'-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 3010" BR02K1 12RU2600 4 26'-0" BR02K1 16 GFAP1024 15 GFAP1054 14 GFAP0084 13 41 -6" 13 GFAP1114 S•tUAR71 12 2'-8" 12 GFAP0114 �P Opwnsy/FP 11 6" 11 GFAP4029 10 2'-6" 10 G129 _ _ _ O i C 9 3'-0" 9 G128 -h S.S,-PE m �, 8 0'-0" 8 G127 R 50192 7 4'-0" 7 HS eGIsrea� S ONAL� 6 9 3/4" 6 G125 5 3'-4 1/2" 5 G123 09/01/2017 4 3'-9 3/4" 4 G120 3 1'-3 3/4" 3 H9 2 3'-10 1/2" 2 JTG1 1 1'-0" 1 PG1 ❑Dimension Key ❑Part Mark Key Shape Name=Unit 1-Building,Wall=4 g p PERMIT - or Building Dept.Approval 1.UNLESS NOTED,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 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 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. : DATE: W.. DESCR ffM: WIDER. Coast Construction JOB 0: OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES ruct 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 Washington m DRAWWCHECK COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL LDDATm: Arlington, / TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROTECT: Dantrawl Bldg Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE' ORANN4G SCALE: NTS &11LDER'S Pop: VPC VERSION:2017.1b 26 VPC FILENAME:17-017737 Sl2&2g17 16:58:07 a division M Blu.S."BUIWings NMh Am fle Im. ROD DIA. CLEVIS CLEVIS BRACE QFRAME BRACE ROOF MARK ND. PIN DIA. LOCATON OCATION SECONDARY ERECTION DRAWING PART MARK 3 8" 097572 MEMBER 1/2" 097573 5/8" 095277 0*' *.o 3/4" 095278 O o YT-T- ADJUST. CODES 7 s 095279 t/a" ADJUST. CODES GAGE 1" 095280 —————— — GAGE 095zs1 FLANGE BRACE EIGHTHS EIGHTHS 1 1 B. 097593 COTTER PIN (GFB-)OR(HFS-) INCHES LENGTH 1 W 1 B 3 1 3 8" 097593 1 1/2" INCHES LENGTH millimeters / FLANGE BRACE WILL TYPICALLY FEET 1 1 2" 097s94 (millimeters) FIELD NOTE CONNECT TO THE WEB OF THE THE BUILDER WAIL HAVE TO COLD FRAME MEMBER. SHAPE REAM-OUT THE 9/16"DIAM.HDIE IN THE SHAPE \ SECONDARY MEMBERS TO 13/16"DIAM. CLIP REO'D W/ DEPTH BAY NUMBER CLEVIS HOLES.(FOR THE 12MDB_FLANGE BRACE THICK FLANGES DEPTH WITH A 3/4"X 1 3/4"A325 BOLT WHEN COUNTER REOVIRED) YCANOPY (C)/PARTITION(P)/ O II❑EPTH SHAPE GAGE DEPTH SHAPE GAGE ROOE(R)/WALL(W) NUMBER ALTERNATE CONNECTON6 BRACE ROD � FLANGE BRACE REQUIREMENTS: 07 = 7" Z = ZEE 11 = 0.113 07 = 7• ZS = ZEE 11 = 0.113 I /� 08 = 8 1/2" C CEE 12 = 0.088 BUILDING SHAPE RU LE#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. 08 = 8 1/2" CS = CEE 12 = 0.098 10 = 10" E = LOW EAVE STRUT 13 = 0.088 RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON H HIGH EAVE STRUT 10 = 1a" ES = LOW EAVE STRUT 13 = o.Bsa CROSS SECTION IS NOT ACCOMPANIED BY(2). 11 = 11 1/2" 14 = 0.079 _ ITS = HIGH EAVE STRUT _ CLEVIS PIN RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB 15 = 0.073 11 - 11 1/2 BE = BACK TO BACK CEE 4 - 0.079 THE BAY/BUNDLE CODE IDENTIFIES (IM TH SHOULDER) WHEN PART MARK IS ACCOMPANIED BY (2)_ 16 = 0.068 FB FACE TO BACK CEE 15 = 0.073 MAY BE FURNISHED WITHOUT RULE/#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE 17 = 0060 FF = FACE TO FACE CEE 15 = 0.058 THE BUILDING CANOPY/PARTITION PIN WILL BE P OVIDED.R, THEN O COTTER RULE#5- WHENEVERCENTER F POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME THE BUILDING. 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 PURLIN LAP. REv DATE:O6/23/11 INEV.ND.03 ROD BRACING REv.DATE:o4/13/1) REv.Nao1 TYPICAL FLANGE BRACE CONNECTIONS TE:o7/o1/os �.No.00 SECONDARY PART MARK NUMBER T"°'/°'/°°REv."°'°° SPECIAL SECONDARY PART MARK KEY TE'°'/3'/" RE SECONDARY BUNDLE LOCATION KEY BR02K1 CLEVIS ASSEMBLY B /X/ CENT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN o ENS1B1 COMMON GENERATED MARK NUMBERS �EN51 B2 COMMON GENERATED MARK NUMBERS OA EN 51 B3v" ALL SECONDARY DEPTHS 7" & 8 1/2" GIRT CLIP (PG1) 7° & 8 1/2" GIRT CLIP (PG1) 10" & 11 1/2' GIRT CLIP (GCD-) CORNER POST 2 1/2" 2 5�8" MAY BE SHOP 3 PLATE SHOWN MAY B11 1/2 GIRT CLIP (GCD-) WELDED CHOP r OR GCA-) GAGE SIMILAR RAKE BEAM WELDED(GC1 OR GCA-) I i ENDWALL GIRT j LOCATE PANEL ADAPTER CLIP GABLE GIRT CLIP � ZEE GIRT SHOWN FED M THE INSIDE&INSERT (GC18-) AT 7", 8 1/2" & 10" GIRT CEE GIRT SIMILAR TAUS THRU HOLES LDCATEO FOR PANEL ATTACHMENT. (GC20-) AT 11 1/2" GIRT SIDEWALL GIRT BEND INWARD UNTIL THEY ZEE GIRT SHOWN SECURE PANEL ADAPTER CLIP CEE GIRT SIMILAR ®®� TIGHTLY AGAINST GIRT. I ®o> PANEL ADAPTER ® 48' NPJ II �,Pe QVpN CLIP(543333) o CORNER LIP ®0 II RH GIRT CLIP PQ S�CON�P a (VCC-) FRAME / ZEE GIRT CE 1 \�� ZEE GIRT SHOWN / GVRS OR RAKE GIRT CLIP (PG1) A 7 0 BEAM GIRT DEPTH @ @ MAY BE SHOP CEE GIRT SIMILAR 4+ 1' + 3/4" AT B 1/2", 11 1/z" 2 5/11 WELDED (GC1 OR GCA-) ZEE GIRT FIELD BEND + 2 1/4"AT 7', 10" 0 TAB TO GIRT OUTSET GIRT 1'-0' AT 7"&8 1/2" GIRLS A ZEE GIRT SHOWN GIRT FILLER ANGLE PUNCHED 1'-3" AT 10" & 11 1/2"GIRLS CEE GIRT SIMILAR (GFAP-) ATTACH TOP FLANGE SECTION A- A 11-0" AT 7" & 8 1/2" GIRTS W/(3) 55307 (FIELD NOTCH V-3" AT 10" & 11 1/2" GIRTS LEG OF GEAR- AT VCC- PLATE) ALIGN HOLES IN GFAP- W/GIRT HOLES, 7" & 8 1/2" GIRT THEN FIELD CUT GFAP- AT CORNER). RD.D41E:o)/m/oe REv.No.oD PURLIN AND GIRT SIZES aEv.DA1E:o1/zo/n REv.No.o1 GIRT COIN. AT COLUMN Rw.DAre07/01/119 REV.NO.DO GIRT COIN. AT COLUMN REv.OATE:mn3/1a r+Ev.No.m GABLE GIRT COIN. TO RAKE BEAM "`�°°"'°/°°/" °"°°' GIRT CONN. AT CORNER POST EN53F1 8 1/2" 216— WS01 G3 OUTSET CONTINUOUS GIRT WS0102 OUTSET SIMPLE GIRTS WSO4C2 OUTSET GIRTS WS12N2 ANY OUTSET GIRT AT EW, ANY GIRT AT SW OPTION SECOND CEE ON A DOUBLE JAMB DEPTI FOR FD'S UP TO 9'X T USE(3)1/4'-14 X 1 1/4" JAMB 15 HELD BACKS"FROM GIRT TO SIDS (55307)LOCATED APPROX AS SHOWN. EACH END OF MAIN JAMB. JAMB CLIP 7• S 1/2" 10" 11 1/2" NO CLOSER THAN 3/8"FROM EDGE OF CLIP OR HOLES.SCREW SPACING NOT A tllll�/2-- JTG3 JTG6 HEADER TO JAMB LESS THAN 3/4"APART. JTGI JTG5 ACLIP (PG1) FIELD LOCATE ANO ORIEL(R 9/16"DAMETER HOLES IN ZEE GIRT JTG4 JTG2 TO ATTACH JAMB(2)1/2'X 1 1/2'A325 BOLT(aeoaa) A JTCZ SINGLE JAMB DOOR HEADER JAMB. SINGLE D OR DOUBLE (2) 1/2" x 1 1/2" A \® �, A325 BOLT(49080) A ®® A IIIDI/IIGR DOUBLE JAMB $F VA nO CLIP (PG1) SINGLE JAMB CONNECTION DIM. A !® (2) 1/P A307 THIN F N HEAD BOLT(096636) BflpgFCT'ON ® ® (2) 1/2' A307 THIN &NUT (095032) ZEE GIRT HEAD BOLT(096636) (JAMB SUPPORT \ _A 1/2"ANCHOR p A V RODS HWTHARDENED & NUT (095032) .tUT1RT GIRT) (2) 1/2" A307 THIN CONNECTION (SEEGIRT CLIP HARDENED WASHER ® FRP NEIOJD p (SEE CHART) EQUAL,3",EQUALul*s".. HEAD BOLT(096636) JAMB, OPNUT (095032) SINGLE MAX _< (4) 1/2" A307 THINQR DOUBLE a SECTION A-A o o -hSSaymw"r,REHEAD BOLT(096636) JAMB CAN BE 1 1/2"DEEPER CONCRETE FSNR & NUT (095032)THAN THE JAMB SUPPORT GIRT. AT 24" G.C. MDIM. A (ONLY EXCEPTION: 11 1/2"JAMB (BY BUILDER) BASE MEMBER a 3 1/4" AT 7 8 1/2 10"JAMBZEE GIRT SHOWN I OHEGHTG CAN BE USED W/B 1/2"GIRT) L_J -� 6 1/4" AT 11 1/2" JAMB CEE GIRT SIMILAR 09/01/2017 ALIGN JAMB AND GIRT AT BL. CT JAMB THE A 1 1UPP DEEPER JAMB CAN BE 1 1/2-DEEPER SECTION A P01 CLIP 3 3/4" AT 7". 8 1/2". 10" GIRTS THAN THE JAMB SUPPORT GIRT SECTION A-A THAN THE JAMB SUPPORT GIRT SECTION A-A PGV1067 CLIP = 4 3/4" AT 11 1/2" GIRTS ALIGN JAMB AND GIRT AT BE. ALIGN JAMB AND GIRT AT BL. REV.DA1E:11/30/15 REV.Na o3 JAMB TO GIRT REV.WIE:°UD1/o9RLv.NDAD JAMB BASE ATTACHMENT FEv.oATO1z/o9/H REV.N0.02 GIRT TO JAMB REV.0.4TE:07/DI/O9 REV.NO.D° HEADER TO JAMB WS2OB2 SINGLE OR DOUBLE JAMB, ANY ZEE GIRT WS20B8 SINGLE OR DOUBLE JAMB WS20F2 SINGLE JAMB W520F9 ANY HEADER, ANY SINGLE JAMB PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,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 WALL 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: er: DESCMIPTION: 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 CUSTOMR- UTLER DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN B 8/25/2017 LOCATION: 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 Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PACE' °RA`""'D SCALE: NTS BUILOEas Pp: vrc VERSION:2017.1b 27 VPC FILENAME:17-017737 8129/2M7 SEDSh- 16:68:07 a division&Blu.S."BMII0ing6 Nodh Amade I- OPTION 9 BRACE BRACE FOR Fa'S UP TO 9'x 9'USE(3)1/4"-14 x 1 1/4" DOOR HEADER CHANNEL BOLTS LOCATION FRAME LOCATION BOLTS s0S(55307)LOCATED APPROx AS SHOWN_ (DNA—) 0 7" GIRT ZEE GIRT SILL TO JAMB NO CLOSER THAN 3/8 FROM EDGE (DHC—) 0 8 1/2"GIRT ROOF WALL CLIP (PG1) OF CLIP OR HOLES.SCREW SPACING NOT LESS THAN 3/4"APART. (DHD—) 0 10"GIRT KMA1 CLIP SECONDARY MEMBER (DHE—) 0 11 1/2" GIRT (MAY BE INSET) FULL WIDTH OF ®p FRAMED OPENING � O 0 \� SILL °a SINGLE JAMB ® � O O �a®o JAMB BASEo A as®9� SINGLE JAMB CLIP A ®®' �y /i INSULATION VAPOR ° (2) 1/2" A307 THIN WBBC II CLIP BARRIER HEAD BOLT(096636) ZEE GIRT 1/4_14 x 1 1//4. / SEE &NUT(095032) STRUCT FSNR (553D7) __ DETAIL BELOW 0 FIELD LOCATE AND DRILL GIRT 9/16' /� 12 0 C �\ B SINGLE JAMB 0 FLANGE BRACE DIAMETER HOLES IN ZEE 2"X 0 \\`\/ SHOWN - DOUBLE r0 ATTACH JAMB(2)1/T x 1 1/7, ® (GFB-) OR (HFB-) A A325 BOLT(49080) JAMB SIMILAR O 1 1 A GIRT A •• 1/2" x 1 1/2" EQU ALUAL F(F DOOR o 0 o WITH HARDENED RDEN DP) VqT HEADER •IMPORTANT: DURING ERECTION, SFE ON CHANNEL WASHER 095872 j (4) 1/2" A307 THIN aeLOly 0TI0N CLIP KILMYAIINCLPL WITHWBBC2 CLIP REO'D W/ AGAINST PURLIN ) 3/-1 O O HEAD BOLT 096636 A 1/4-14x1 1/4" SOS IN CENTER INSULATION VAPOR OPENING ( ) ` i LANGES JAMB CAN BE 1 1/2"DEEPER TEMPORARILY ATTACH DOOR HOLES TO KEEP FRAME STABLE. BARRIER HEIGHT & NUT(095032) THAN THE JAMB SUPPORT GIRT. ? WHEN LINER IS INSTALLED, I Lh x HEADER CHANNEL W/ (ONLY EXCEPTION: 11 1/2"JAMB w O REMOVE WBBC2. INSTALL LINER, (4) 1/4"-14 1 1/4" CAN BE USED W/8 1/2'GIRT) d w 1/4-14 x 1 1/4" THEN REINSTALL WBBC2 W/ (4) (55307) EQUAL 3" EQUAL ALIGN JAMB AND GIRT AT BE. s STRUCT FSNR (55307) SOS AS SHOWN. DO NOT REUSE SECTION A-A SECTION A-A @ PG1 CLIP = 3 3/4"AT 7",8 1/2", 10" GIFTS 4'-D" O.C. CENTER HOLES. SECTION A-A PGV1067 CLIP - 4 3/4" AT 11 1/2" GIRTS ALTERNATE CONNECTIONS REV 01/°1/11 6E SILL TO JAMB 111711111115 6Ev.Haa JAMB BASE TO GIRT R .wEovoloeRw.n000 DOOR HEADER CHANNEL CONN. "E 0"EOBY"""� 00° ROOF/WALL FLANGE BRACING DATEWS20FBV N0 ANY SILL, ANY SINGLE JAMB WS20H2 ALL JAMB AND GIRT DEPTHS WS21 D7 ANY ZEE GIRT, ANY JAMB BRR036 PURLIN/GIRT WITH INSULATION VAPOR BARRIER FIELD DRILL 9/16"0 HOLE 19ft A 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) (TYP.) (NOT BY BMC) (per builder) FAB. GIRT (SBX-) O (chord beam) 0 per wall elevation FLANGE BRACE (GFB-) (REQUIRED) 1/2" 0 (at center on each chord beam) O ANCHORS (NOT BY BMC) (per builder) 0 SECTION AT 20ft Tilt Wall (MASONRY WALL WITH SPANDREL BEAM) detail A Zak J hS.52Y..,,PE.=i.= ,e. 8 50392 r0.80f9T6R� SSIONAL� 09/01/2017 PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,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 WALL 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. : DATE: er: DESCRIPTaN: auaDER 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 8/25/2017 MacaTx3N: 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 Butler Manufacturing WZ VD REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. PAGE' DRAwp+o SCALE: NITS BUILDERS Pop: vrc vERSION:2017.1 b 28 VPC FILENAME:174H7737 S/Yg/Y017 SEDSh- 16:M:09 a division&Blu.S."BUIWings Nodh Amsde IM. SCRIArchitects 1916 Pike Place, Suite 12-367 Seattle,WA. 98101 206.458.7517 www.scr-arch.com March 7, 2018 Kevin Olander Combination Inspector 360.403.3433 360.913.5546 cell kolander(a)arlingtonwa.gov Re: COARev Island Contractors Comment Letter 2018.02.28 Dear Mr. Olander This is a reply to the Plan Review Comments, February 28, 2018 TITLE SHEET (A0.01): 1. The description of activities for the project are listed as light manufacturing and warehouse. Please provide an exact description of items that are going to be stored and the activities to be performed. A description of activities and storage has been added to A0.01 2. The sheet index does not include all pages of the plan. Please also list S1.1 —S3.2 All sheets are included in the sheet index. 3. Plans do not scale to what is listed on the sheets. Please provide scaled plans at a minimum of 1/8" scale. Sheets appear to have been printed at the incorrect scale. All drawings are drawn to an appropriate architectural scale. The sheets included in this set have been printed correctly for this submission. 4. Plans do not include a full floor plans. Please include a full and complete floor plan (including uses)of existing structure and a full and complete floor plan (including uses) of proposed changes. New sheets, A2.01 &A2.02, have been added for the existing full floor plan and new full floor plan. 5. This review does not include any proposed changes to the fire sprinkler or fire alarm system. The fire sprinkler and fire alarm submittals are deferred. See General Note#6 Island Contractors Supply Tenant Improvement PARTITION AND WINDOW SCHEDULES (A0.03): 1. 2-hour fire wall not fully detailed. Please provide cross section of fire wall complete from slab foundation to roof deck. Fire walls shall extend from the foundation to a termination point not less than 30 inches above both adjacent roofs per IBC 706.6. Will there be any penetrations within the fire wall? The wall details have been added to A8.01. The design shown is what was approved by Kevin Olander. ACCESSIBLE PLAN & ELEVATION LAYOUT (A0.05): 1. Which details are applicable to this project? Please label details and make corresponding notations on the plans. The accessible details are for reference only. 2. Cross section and elevations of ADA ramp at exterior not on plans. Please provide a scaled detail including slope percentages. The ramp has been detailed and shown on A2.20 and the updated structural drawings. 3. Where is the accessible drinking fountain located? Not on plans. The drinking fountain requirement has been modified by Kevin Olander. A water dispenser has been added to the break room. 4. Accessible route from entry of business to the warehouse must be outlined. Including door hardware and applicable widths. The accessible route is shown on A0.06. Door information can be found on the door schedule &on A0.01. 5. It appears the mezzanine exceeds the 3,000 square foot exemption per IBC 1104.4 for not requiring an accessible route. Please provide plans and details for accessible route to the mezzanine or reduce the size. The mezzanine is 2,950 sq. ft. and is exempt from the accessible route. It is also not a normally occupied space. The mezzanine will be a storage loft accessible by a portable ladder with a guardrail per IBC Section 1013. CODE REVIEW EXITING (A0.06): 1. Please provide occupant load calculations. Based on the usage of the facility, the occupant load factor shall be 300 gross for storage, stock and shipping areas. The 3,100 square feet of mezzanine must be included in the calculations with an occupant load factor of 300 gross as well. Load calculations are on A0.06. Usage is shown. Warehouse occupancy is 500 sq. ft. per person per Table 1004.1.2. The mezzanine is exempt from this calculation. If it is included, it would add 6 occupants to the warehouse space and the existing exiting widths would still comply. 2. The minimum width of the exit passageways shall be not less than 44 inches, except that exit passageways serving an occupant load of less than 50 shall be not less than 36 inches in width. Door schedule does not meet the minimum requirements of IBC 1024. There are no exit passageways in the design. 3. Plans do not include luminous egress path markings meeting the requirements of IBC 1025. Please update plans. There are no interior exit stairs, interior exit ramps or exit passageways in this design. IBC 1025 does not apply to this project. Island Contractors Supply Tenant Improvement 4. The minimum width or required capacity of the exit discharge shall be not less than the minimum width or the required capacity of the exits being served (44") per IBC 1028.2. Please provide updated plans. The exits meet the minimum widths, dimensions have been added. 5. The means of egress for mezzanines shall comply with the applicable provisions of IBC Chapter 10. Please update plans. The mezzanine is a storage loft and does not require egress. SURVEY(A0.10): 1. Site plan does not include location of proposed ADA ramp or loading ramp. Please update and include location of ADA compliant parking spaces accessing the ramp. The ramps are shown on A1.00, A1.10, A2.02, A2.10 and A2.20. A0.10 is not a site plan, it is a sheet showing the existing survey. 2. It appears the new loading ramp may interfere with existing storm sewer catch basin. The storm sewer has been modified prior to this project and after the survey was completed. The ramp does not conflict with the storm sewer. OVERALL SITE PLAN (A1.00): 1. Please include all existing uses and proposed uses on floor plan. Please also provide full and complete floor plans of proposed changes including uses of adjoining tenants A2.01 Existing Floor Plan &A2.02 Overall Floor Plan have been added. FLOOR PLAN (A2.10): 1. Plans do not match scale listed. Please provide scaled plans at a minimum of 1/8" scale. The plans are to scale. 2. How is the structure heated? Mechanical equipment, ducting, ventilation, appliance fuel source and sizing information not on plans. Please provide. The warehouse is an existing space with existing natural gas fired units hung from the ceiling. The office space will be heated with a gas furnace. The contractor will provide mechanical plans for this project. 3. Insulation values listed within component performance are inconsistent with plans. Please update plans to reflect required insulation values listed in report. The plans show the correct R-21 for walls and R-38 for ceilings. 4. How is the R-23 going to be achieved at the exterior wall? How is R-49 going to be achieved at the lid? The plans show the correct R-21 for walls and R-38 for ceilings. 5. Where is the ADA compliant drinking fountain located? Where is the mop sink located? The drinking fountain requirement has been modified by Kevin Olander. A water dispenser has been added to the break room. The mop sink is in Storage 162. Island Contractors Supply Tenant Improvement 6. Please include scaled turn radius on bathroom layout. An enlarged restroom layout has been added to A2.20 7. Door schedule needs to include doors compliant with IBC 1010. ADA accessible doors shall meet Washington State Amendment 1101.2.2. The doors all comply with IBC 1010 and the Washington State Amendments. 8. Floor plan shows proposed exterior canopies in several locations. Plan does not include framing, connection or design of these canpoies. Please update plans. The canopies are design-build items. The fabricator will provide the required framing, connections and design details. 9. Where is the hot water heater, and the fuel source? The hot water heater is in the Mechanical Room. The mechanical contractor will provide the specific details for the model being installed. 10. Where is the mechanical equipment located and the fuel source? The mechanical equipment is in the Mechanical Room. The mechanical contractor will provide the specific details for the models being installed. 11. How are they going to meet the ventilation requirements of the WSEC? ENLARGED FLOOR PLAN (A2.11): 1. Plumbing fixture calculations not included. Please update plans per Washington State Amendment IBC 2902.1. Fixture count can be found on A0.06. 2. Where is the water heater located? Fuel source? The hot water heater is in the Mechanical Room. The mechanical contractor will provide the specific details for the model being installed. 3. Please provide a scaled detail of the ADA ramp to include ramp slopes. The ramp is shown on A2.20. 4. One of the doorways from the office to the warehouse portion of the structure must be part of the accessible route and meet the minimum requirements of IBC 1104. The accessible route is shown on A0.06. Island Contractors Supply Tenant Improvement MEZZANINE (A2.12): 1. Plans do not match scale listed. Please provide scaled plans at a minimum of 1/8" scale. The plans are to scale. 2. What is the use of the mezzanine? The mezzanine is a storage loft with only portable ladder access. 3. The means of egress for mezzanines shall comply with the applicable provisions of IBC Chapter 10. Please update plans. The mezzanine does not require a means of egress. 4. The 3,100 square feet of mezzanine must be included in the calculations with an occupant load factor of 300 gross as well. The mezzanine is 2,950 sq. ft., it does not need to be included in the calculation. Also, the occupant load factor of a warehouse is 500 sq. ft. per Table 1004.1.2. ROOF PLAN (A2.13): 1. Plan does not include framing, connection or design of these canopies. Please update plans. The canopies are design-build items. The fabricator will provide the required framing, connections and design details. BUILDING SECTION (A3.01): 1. The clear height above and below the mezzanine floor construction shall be not less than 7 feet per IBC 505.2. The clearance is 8'-0" and is shown on A3.01. 2. The means of egress for mezzanines shall comply with the applicable provisions of Chapter 10 per IBC 505.2.2. The mezzanine is a storage loft and is exempt from the egress requirements. 3. The component performance report included shows a roof insulation of R-49. Please update plans to be consistent with report requirements. The R-49 was a mistake, the U-value is correct 4. Plans do not include details of wall framing adjacent to existing exterior wall. Please update plans and include insulation values. Wall partition types are shown on A0.03, structural details can be found in the structural drawings. Island Contractors Supply Tenant Improvement FOUNDATION PLAN & MEZZANINE FRAMING PLAN (S1.1): 1. Please detail how loading ramp foundation footing and wall are going to tie into the existing structure. See attached structural responses. 2. Please provide footing and foundation detail for ADA ramp. See attached structural responses. 3. Please provide calculations for mezzanine floor ledger into existing concrete panel. See attached structural responses. TYPICAL FRAMING NOTES (S2.1): 1. Per engineer, Special Inspections shall be required on: • Foundation • Concrete • Reinforcing • Platform Diaphragm • Welding • Epoxy Anchor • Wedge Bolt • Wedge Anchor See attached structural responses. 2. Special Inspection Agreement needs to be updated. See attached structural responses. 3. Varying shearwalls not identified on shearwall schedule. Shearwalls not labeled on plans. Please update plans to comply with lateral calculations and match shearwall schedule. See attached structural responses. If you have any questions, please do not hesitate to contact us. Sincerely, Chris Reinhart Principal SCR I Architects Island Contractors Supply Tenant Improvement - B & T DESIGN & ENGINEERING , INC . n.-B&T P.O. Box 595 • Issaquah, WA 98027 • Phones:425-557-0779 • Fax: 425-557-0765 .F.NGINI;I:RING STRUCTURAL TENANT IMPROVEMET MEZZANINE & NEW DOOR OPENING CALCULATIONS FOR ISLAND CONTRACTOR SERVICES, I.C.S. WITHIN THE WEIS McTAGERT BUILDING 19405 68T" AVENUE N.E., SUITE "NORTH" ARLINGTON, WASHINGTON 98223 GENERAL CONTRACTOR: COAST CONSTRUCTION GROUP 328 NORTH OLYMPIC AVENUE ARLINGTON,WASHINGTON 98223 1(360) 474-0600- OFFICE I �11 E . B4d � of WA �p4�0 a p N��G 23915 URA L E��'` 1 ONAL � FEBRUARY 7,2018 [B & T PROJECT NO. 18006.01 t .. ,w_ �� PROJEC'1 � SHEET NO.�OF F �BDESCRIPTION �/�� DES DATE 2 ENGINEAEA ING CHK JOB NO. 425-557-0779 1. 1�X 1 lie, msG moo",ors Iti (4,ejw ►t4 I.o = � (. Oct � ► .tip .� �/ � PROJECT - G �' I SHEET NO.7 Z OF ` DESCRIPTION H �/�Y�1� l� `�• r. DES DATE Z ENGINEERING CHK JOB NO.A6�b 425-557-0779 � I •'tS� a✓ I1'S , � CIO,fA.LyW^ F -,I I I r / t J� (awl C2r, 412-1 ��o f PROJECT G �^ SHEET NO.4. ( OF 4.1 T DESCRIPTION DES.!t4�- DATE ENGINI"A'ERING CHK JOB NO. I � 425-557-0779 G464— HbA ✓ 1 `j ' � v •�v �+1 4 �1� 1 . -L9 rr-�rs = J •�c� ti I PROJECT . ��' - SHEET NO.S"I'OF :00 �TDESCRIPTION `"1 I'/2���FJ 'r• 1 • DES J-T DATE �t/ � !r ENGINEERING CHK JOB NO.�_eDc�Q� 425-557-0779 tq I ,C5 (4-`j -#$? -w 400�abec,, ri C5 AAr-I Cl L'$ (11/) A/.f © I - 5 -fi.dx�, 1006.5 r 1 T_ PROJEC'l I - G' �' T 1 SHEET NO. 7"5 OF r 1 - BST DESCRIPTION I`I L'/�/bVI�� � DE3-J�- DATE I p� ENGINEERING CHK JOB NO.�0.�g 425-557-0779 ez vl�t4l , 1 � 1 /6,, 17 ��l �4 nt- t M CRj'IS 061) PROJEC'1 OF F ,U& IG' I - SHEET NO.!�1 T I DESCRIPTION �{�W ^� DESE- - DATE ?� ENGINEERING CHK JOB NO.��� 425-557-0779 ri � .�� ,�� X ti -mil x�1� , � �"• �� •9eoc> M6�` t 1 PROJECI SHEE NO. OF -7 1 &T ti_ DESCRIPTION �_� Or NC{ S DES DATE rr ENGINEERING CHK JOB NO.tj(t)-cf�og 425-557-0779 o l� �•Vr�-I z I Olt � I � 45 4:o,;, co",�l t 1, 4.,[ rB&T PROJECT G ' SHEET NO.T OF r �_ DESCRIPTION - d W- DESJ'T DATE 2 e ?► ENGINEERING CHK JOB NO. 425-557-0779 0o P7/147 •ti' �+�. � b' ( tip ,r H, S -,► z I . 5 � � g rW !�UPROJEC 1 - J. . SHEET NO.`7 OF &T DESCRIPTION fi r` ��K— �PM�) !7 • DES, IT DATE Z 18 I'NGINE %RING CHK JOB NO. 6C>o 425-557-0779 f - 4 �X-V ri 1 Iati ''kLid � C�• J .7�/ p s INS To � v ,M1 a a PLAN NOTES: 4k 4k 4k 11k 1. TOP OF MAIN FLOOR SLAB ON GRADE IS REFERENCE ELEVATION RGkG�. k.I,kG- 0,_0„ z.. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 2. TOP OF MEZZANINE PLYWOOD IS AT-1"ABOVE REFERENCE GG ELEVATION 0'-0". °' - - - - - - - - - - - - - - - - - C72X20.7 C12X20.7 C12%20.7 � 4 s ut c° 3. IEI INDICATES AN EXISTING MEMBER. B/S3. /Y"qs� B/S.2 HSS gOx i B/53.2 B/53.2 0 C( R C< /�4 a z 4. (NI INDICATES A NEW MEMBER. z 5. INDICATES. a a 'o x-a AT FOUNDATION PLAN-MAIN FLOOR SHEARWALLS ABOVE u_ IEI CONT FTG w - INDICATES: E p AT MEZZANINE FRAMING PLAN-MAIN FLOOR r IEI P.C.PANELS x-, SHEARWALLS BELOW. 0 SHEATH AND NAIL SHEARWALLS PER GENERAL NOTES ON SHEET 52.1. 6. Fx.x INDICATES FOOTING TYPE. SEE SCHEDULE ON SHEET 52.1 W A B C D FOR SIZE 6 REINFORCING. w D o 144' 14'-6' 7. SEE SHEET 52.1 FOR BALANCE OF FRAMING NOTES.SCHEDULES o 6.TYPICAL DETAILS. z A/53.1 S. SEE SCR ARCHITECTURAL PLANS FOR DIMENSIONS. w I � ° Pz_ o ��z O o ZxP I I x 0 o�aoo B/59.1 F ui d'^ 14'-B' 14'-0' C/59.2 121 2 X 8 0 18"o.c. -- - z N a y\Iti IN)1'-6"CONT FTG x o DESIGN ti ti�yy y�11k N �,Ik m `F-yg1�0 F4.5 \I2A�9 a w ti a 7(r:1P.C, ANELS C/$9.1 A/53.1 - I $I IEI CONT FTG IEI 6"SLAB ON GRADE o _ cn x x W N U N 2 X 8 0 18"o.c. M 99.2 e 2°Xc12 2 2 X 12•16"o.c. Z N r-- - ------ W N y,yy1G (A W 00 \I�11 2 �y C/59.1 y11® D/53.1 0) Uti N o F6.5 In F/$9.1 Z 0 (°3 p 6'-10• x m U Q Z C/SF J N 5-1 4'9 Sim y11GOv 0 a r Q J C/59.1 k$�Ik 1 1/a T d G PLYWOOD (n r A/$9.1 -I, 0�, -GLUE 6 NAIL PER O p GENERAL NOTES W o F4.5 o --- m p --- Z w aI x x o°D � � 0 2 X 8 0 18"o.e. IZ Z C1 � F o I Ilrc A/59.1 IL n Q a 0 HI�➢ z I W B/53.2 A/53.2 II � - - - - - - - - - - - - - - - - - - - - - - - - - QLu I 2'-6" I k k ® e Z Q CONT FIT •44" U U L-----_ io $ OOV k-I. GOV -I,y Ox. P 3.1 -�y 0�, = w O LL b ---- m LL a G/59.2 z m I o m ^ JI v w CONT FT 8"C.I.P. M/59.1 M/59.1 CONC WALL _°F PROJECT 18008 ITL1'P 0 RAMP- 'U iO 5"SLAB ON GRADE W/ B/53.2 A/59.2 ®ATE 02/07/18 9'-8"CONT FTG f4 0 18"o.c.EA WAY• 9'-8"CONT FTG - _-_T __-_ C12 X 20.7 - C15 X 99.8 -- _ DRAWN NH OF SLAB. - - - - - - - - - - - - - - - - - - - E040. LAB ON GRADE W C}{KD, ,Jr 18"o .EA WAY 0 70" 10" E/53.1 SLAB. SHEFT 10'-0' T-T 8'-0' 29'-T 0 N Nlsi. i I N I I FOUNDATION PLAN 18"=,,_o" MEZZANINE FRAMING PLAN ,re•.ro• OF QC 2018 Bhi DESIGN ffi ENGINEERING,INC ANCHOR BOLTS ANCHOR BOLTS GENERAL NOTE WEDGE-BOLT ANCHORS VERT. PIPE(WRAPPED) r THICKEN 0 PIPE AS REQ'D TO CENTERED IN SOLE LOCATED W/ CODE INTERNATIONAL BUILDING CODE--2015 EDITION WEDGE-BOLT ANCHORS SHALL BE TRUBOLT WEDGE ANCHORS OR APPROVED EQUAL AND SHALL BE MINIMUM BAR LAPS FOR REINFORCING STEEL '� PROVIDE CLEARANCE TO REINF& PLATE W/SIMPSON SIMPSON BPS_-6 ALL ASTM'S CALLED OUT ARE TO BE THE LATEST EDITION IMPERIAL-SIZED STEEL THREADED STUD WITH AN INTEGRAL CONE EXPANDER AND A CONCRETE STRENGTH:SEE BELOW CONIC COVER TO PIPE. PROVIDE iv a BPS_-6 PLATE WASHERS PLATE WASHERS THREE-SEGMENT EXPANSION CLIP. THE STUD SHALL BE MANUFACTURED FROM CARBON STEEL AND (CLASS BSPLICE-STAGGER SPLICES( FTG 04 0 PIPE t2• tz• LIVE LOADS THE EXPANSION CLIP SHALL HAVE TWO UNDERCUTTING EMBOSSMENTS PER SEGMENT AND BEz. BUILDING RISK CATEGORY II(IBC TABLE 1604.5) MANUFACTURED FROM 316 STAINLESS STEEL THE ANCHOR SHALL HAVE BEEN TESTED AND LAP LENGTH LAP LENGTH °LI ® - ® QUALIFIED FOR PERFORMANCE IN CRACKED CONCRETE PER ACI 355.2 AND ICC-ES AC 193. o SIZE SIZE PIPE THRU o0 0 t GRAVITY LOADS: ANCHORS SHALL BE 7RUBOLT RD HEAD TYPE ANCHORS OR APPROVED EQUAL AND SHALL BE GG 3000 PSI 4000 PSI 3000 PSI 4000 PSI oo�oo OR LESS OR LESS FTG IN PIPE o o° o NO PIPES PARALLEL SLEEVE TO FTG THIS AREA INSTALLED FOLLOWING MANUFACTURER'S INSTRUCTIONS. DRILLED HOLES SHALL BE SIZED FOR °� �¢ LIGHT STORAGE/PLATFORM.. 125 PSF 1 P - DIAMETER AND DEPTH PER MANUFACTURER'S SPECIFICATIONS AND SHALL BE SPECIAL INSPECTED z #3 24" 24" #7 63" 54" - Poo LATERAL LOADS FOR HOLE SIZE AND DEPTH PRIOR TO ANCHOR INSTALLATION. IF ANCHORS ARE INSTALLED #4 20' 25" #8 72' 82" °-i} PIPE IN BACKFILLED WIND.............. Vult=110 MPH Vasd=85 MPH WITHOUT INSPECTION,EACH ANCHOR SHALL BE TORQUE TESTED TO MANUFACTURER'S FOOT/POUND z _ 11 TRENCH ............. EXPOSURE"B" Kzt=1.00 SPECIFICATIONS BASED ON DIAMETER OF ANCHOR. TORQUE TESTING OF ANCHORS WILL BE #5 36" 31" #0 81" 80" o SEISMIC'.'.'.* .........SITE CLASS"D" REQUIRED TO BE DONE BY A SPECIAL INSPECTION AGENCY APPROVED BY THE ENGINEER OF a RECORD AND THE BUILDING DEPARTMENT PRIOR TO TESTING. x SEISMIC DESIGN CATEGORY"D" 0 #6 43" 38" #10 00" 77" --- -- ---� �1 �� ANCHOR ROLES �� IMPORTANCE FACTOR Ie=1.0 TIMBER E o ANCHOR BOLTS Ss=1.063g Si=0.414g 2X MEMBERS..............H.F.12 (Fb=1270 psi REP.) (2 X 6 OR LESS) H I MINIMUM BAR SPACING(INCLUDING LAPS(:2"CLR OR 1 1/2"X BAR DIAMETER STAGGERED W/ - LOCATED W/ FA=1.075 Fv=1.586 H.F.#2 (Fb=1035 psi REP.) (2 X 8 OR LARGER) w L--J SIMPSON BPS=3 SIMPSON BPS=3 1.5 X LAP EQUALS 150%LAP LENGTH REQUIRED R PLAN 18'MIN PLATE WASHERS PLATE WASHERS S. 0.762g Sm=0.438g 4X MEMBERS..............D.F.#2 (Fb=1080 psi) (4 X 10 OR LESS) R=6.5(PLYWOOD SHEARWALLS) D.F.#2 (Fb=990 psi) (4 X 12 OR LARGER) gpg a0 ALL REINFORCING BARS SHALL EXTEND AS FAR AS POSSIBLE AND END IN NOTES SHEAR ANCHOR OPTIONS SHEAR ANCHOR OPTIONS R=5(SPECIAL REINFORCED CONCRETE SHEARWALLS) A STANDARD 00 OR 160 HOOK UNLESS DETAILED OTHERWISE DETAIL "f�11 6X MEMBERS NOTED T BE .....D.F.#1 (Fb=1350 psi) Lu N 1. 'PIPE"•ANY PENETRATION FOR 2 X 6 WALL FOR 2 X 6 WALL FOUNDATION LUMBER NOT NOTED TO BE......D.F.#2 W ¢ 6 CIA OR THRU FOUNDATION TO ALLOW BOLTS IN WOOD CONFORM WITH ASTM A307 w C o 4"MIN •d• POR 1"OF MOTION IN ANY SHEATHED BOTH SIDES SHEATHED ONE SIDE FOUNDATION DESIGN WAS BASED ON THE FOLLOWING ASSUMED ALLOWABLE VALUES: "PIPE"THRU FTG DIRECTION. ALL GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER--LATEST R•9 DIA FOR f9-#7 FOOTING BEARING PRESSURE:.... 1500 PSF ON DENSE NATIVE MATERIAL OR COMPACTED .: R-4 CIA FOR#8-#10 ¢ z 2. SLEEVES SHALL BE PVC.I.D. NOTES: STRUCTURAL FILL(33%INCREASE FOR WIND OR SEISMIC) EDITION." BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD z p rc� TO BE 2"LARGER THAN PIPE LATERAL EARTH PRESSURE:..... 35 PCF EQUIVALENT FLUID PRESSURE ACTIVE CUT WASHERS PLATE WASHERS A MINIMUM OF 3'X 3"X 1/4"SHALL BE USED AT ALL SILL PLATE ti 0 1. A PLATE WASHER MUST BE A MINIMUM (ACTIVE) a O.D. . 250 PCF EQUIVALENT FLUID PRESSURE PASSIVE ANCHOR BOLTS. ALL NEW FRAMING LUMBER SHALL HAVE 19R MAXIMUM MOISTURE CONTENT AT 1OK io 45° OF 9"X 3"X 0.220"AND MUST ••• ( ) TIME OF INSTALLATION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. w °� R-8 DI 0 3. PLUMBING EMBEDDED IN CONC EXTEND TO WITHIN 1/2"OF THE COEFFICIENT OF FRICTION: ..... 0.35 00° o TO BE PROVIDED W/FLEXIBLE STD PLATE WASHER ALL NAILS ARE'COMMON"UNLESS INDICATD OTHERWISE. MINIMUM NAILING PER IBC TABLE i o " SHEATHED EDGE OF THE SILL PLATE. 6 DIA OR HOOKS BEND AROUND COUPLINGS 0 ENTRY&EXIT 1/2" SLOTS ARE PERMITTED IN THE PLATE ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 1'-6"BELOW FINISH GRADE. SLABS AND 2304.10.1. S4S TYPICAL UNLESS NOTED OTHERWISE. SUBSTITUTION OF OTHERS SPECIES WITHOUT a a z PINS 12"0 MINI to oa�" m POINTS. MIN 9 X 9 X 0.220' FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR STRUCTURAL FILL COMPACTED TO 95%MAXIMUM WRITTEN APPROVAL OF THE ENGINEER IS PROHIBITED. MISCELLANEOUS HANGERS TO BE SIMPSON 3 o x 4 MIN o,zw °•tiz I- MAX PLATE WASHER W/ WASHER TO ALLOW FOR A TOLERANCE a x UP TO#4 BARS w 07 4. WRAPPED PIPES SHALL HAVE 1 IN ANCHOR BOLT PLACEMENT. DRY DENSITY PER ASTM D-1557. CONTRACTOR SHALL PROVIDE POSITIVE PERMANENT DRAINAGE OR I.C.C.APPROVED EQUAL. ALL CONNECTORS FOR PRESSURE TREATED LUMBER AND ALL NAILS IN z 3 STANDARD HOOKS & BENDS STIRRUPS & TIES �• 1/2"CLEAR FROM WRAPPING TO MAX.1 3/4"SLOT OF BUILDING PERIMETER. EXTRIOR SHEATHING SHALL BE HOT-DIPPED GALVANIZED. NAIL ALL HOLES WITH NAILS AS y REINFORCING. SLEEVED PIPES 2. THE 3"X 3"PLATE WASHER WORKS SPECIFIED BY MANUFACTURER UNLESS NOTED OTHERWISE ON DRAWINGS. c 5 LAP 2 MIN FOR SHALL HAVE 1 1/2"MINIMUM WELL W/A 2 X 4 SILL PLATE BUTS ANCHOR BOLTS INTO CONCRETE SHALL HAVE MINIMUM EMBEDMENT PER IBC TABLE 1908.2. STEP FTG - CLEAR TO REINFORCING.WRAP fe-3000 psi FOR FOOTINGS&SLABS ON GRADE 6 � 45° �1 MAX TYP REINF. W/t/S•FOAM SHEET. c D WHEN USED W/A 2%6 SILL PLATE, ULTIMATE STRENGTH DESIGN METHOD USED. MIXING AND PLACING OF ALL CONCRETE AND NAILS m =d 1 MA. 1 ° 3 LAYERS MIN. SLEEVED p-. IT REQUIRES THE ANCHOR BOLT TO BE SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE IBC AND ACI CODE 318. NAILS SHALL BE COMMON,AMERICAN OR CANADIAN MANUFACTURED ONLY WITH MINIMUM ^ 2 PIPES PER NOTES. OFFSET TOWARD THE SHEATHED DIAMETERS AS FOLLOWS: z I- PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE w ov EDGE. IF THE WALL IS SHEATHED ON F WIRE TOGETHER a zs S. CLEARANCE BETWEEN"PIPES" MIX WITH 5"MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE MINIMUM NAIL SHANK MINIMUM FOR BMS&SLABS LINO PROVIDE REINF TO lb BOTH SIDES.A STAGGERED BOLT c 0 EA END TO BE s•. WHEN a OR Mope SURFACE WATER. FOR ADMIXTURES,SEE SPECIFICATIONS. 1/2'CHAMFER ALL EXPOSED EDGES, NAIL DESIGNATION DIAMETER(IN) NAIL LENGTH MATCH FTG REINF PIPE "PIPE" •PIPES"ARE GROUPED IN ONE PATTERN IS REQUIRED. UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. WATER CURING SHALL BE USED. COLUMN BAR OFFSET SPLICE BENT BARS 12 12" AREA PROVIDE ENGINEERED ad 0.131"0 2 1/2" z AIR ENTRAIN ALL CONCRETE EXPOSED TO WEATHER WITH 3%TO 6%AIR BY VOLUME. 10d 0.148"0 3" s AS2.2 TYP. REINFORCING DETAILS 3/a•=11-0• BS2.1 TYP PIPE THRU FTG DETAIL s,a•,,-o• s2.2 SILL PLATE ANCHORAGE r ,-D. AALLNCONCRETENG SRE�INFORCING STEEL SHALL BE DEFORMED PER ASTM AIGRADE 60(fy=60,000 16d SINKER OR 12d 0.148"0 31/4" n1 NIf,V& psi)EXCEPT ALL#4 SLAB DOWELS SHALL BE GRADE 40(fy=40,000 psi). LAP CONTINUOUS 16d 0.162"0 3 1/2" *. m SHEATHING REINFORCING BARS 30 BAR DIAMETERS,V-7"MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS 16d TO MATCH PLY NAIL (V-7"BEND)WILL BE PROVIDED FOR ALL HORIZONTAL REINF. DETAIL STEEL IN ACCORDANCE 20d 0.192"0 4" T FRMG SPACING 112"MINI PLY SHEATHING SIMPSON ST22 ON FACE OF WITH`ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES'. SIMPSON STRONG-TIE HARDWARE CLIP 0 WELDED WIRE FABRIC(WWF)TO CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WALL PNL EDGE STRICT FRMG DBL TOP PLATE-SEE FRAMING ALL FRAMING HARDWARE SHALL BE SIMPSON STRONG-TIE OR ENGINEER APPROVED EQUAL .TEA SIDE WITH STANDARD ACI HOOKS. a PNL EDGE �NAILNG a, oMI PLANS FOR LOCATIONS CONTRACTOR SHALL INSTALL ALL FRAMING HARDWARE WITH SIZE,TYPE AND NUMBER OF ¢ NAILING PER ¢ 2 X SOLID BLOCKING 1161 16d BETWEEN 48'MIN LAP UNLESS NOTED OTHERWISE,COVER TO MAIN REINFORCEMENT TO BE: FASTENERS SPECIFIED BY THE MANUFACTURER. a, N j SW SCHED o TYP 0 DBL PLATE U.N.O. CONCRETE CAST AGAINST& GW-LAMINATED WOOD MEMBERS / JOIST OR RAFTER PERMANENTLY EXPOSED TO EARTH....... 3 INCHES O' PER PLAN CONCRETE EXPOSED TO EARTH OR WEATHER..1 1/2 INCHES(#5 BARS&SMALLER) GLU-LAMINATED WOOD BEAMS,DOUGLAS FIR COAST REGION,KILN DRIED,AITC COMBINATION STRAP ....2 INCHES(#6 THRU#18 BARS) 24F-V4(DF/DF)(Fb=2400 PSI)FOR SIMPLE SPAN MEMBERS AND COMBINATION 24F-V8(DF/DF) OY' _ (Fb=2400 PSI)FOR CANTILEVERED MEMBERS BOTTOM LAM TO BE FRE OF UNSOUND KNOTS 2 X STRIPPILARGER THAN 1/2-DIAMETR. PROVIDE AITC STAMP ON EACH MEMBER AND PROVIDE AITC lad TN 0 12"o.c. NAIL TO JO OR IN CONTACT WfTH GROUND.......• '�1/2 INCEHES#(#14&#18 BARS R) CERTIFICATE TO ARCHITECT. MATERIALS MUST BE OBTAINED FROM AN APPROVED FABRICATOR. (/� '•'''•''' ALL GLU-LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL STUD WALL MISCELLANEOUS STEEL PLATES BEARING AS INDICATED ON DRAWINGS. ALL BEAMS SHALL BE CAMBERED WITH 2O00 FOOT RADIUS LIJ STUD WALL 15)lad MISCELLANEOUS STEEL PLATES SHALL CONFORM TO ASTM A36(fy=36,000 PSI). WELDS NOT UNLESS NOTED OTHERWISE ON DRAWINGS. V W/ STRIPPING W/O STRIPPING SPECIFIED SHALL BE 1/4°CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE BY WABO CERTIFIED PLATFORM&SHEARWALL SHEATHING > LL I M @ INTERSECTION PERPENDICULAR PLY SHEATHING AP ROVED EQUAL NAIL ALL HOLES WITH NAILS ALDERS--USE FRESH E70 ELECTRODES. 3 SPECIFIED BYRS TO BE MANUFACTURER SUNLESS OR I NOTED PLATFORM SHEATHING SHALL BE 1 1/8"(NOMINAL)APA RATED T&G STURD-I-FLOOR,EXPOSURE 1 IX Z (V AT INTRIOR APPLICATIONS,EXTERIOR AT DECKS,SIZED FOR SPACING. INSTALL WITH 1/8" SIMPSON A35 OTHERWISE ON DRAWINGS. MACHINE BOLTS TO BE A-307. ANCHOR BOLTS INTO CONCRETE SHALL SPACING BETWEEN EDGE AND END JOINTS. GLUE AND NAIL ALL SUPPORTS AND BLOCKING. LLI N WALL SHEATHING PNL EDGE NAILING ROOF PNL EDGE EA END HAVE MINIMUM EMBEDMENT PER IBC TABLE 1908.2. NAILING SHALL BE 10d(COMMON)AT 6"o.c.AT PANEL EDGES AND 10'o.c.AT INTERMEDIATE (n LL! 00 PER SHEARWALL PER SW SCHED NAILING TO ELK O PLY SHEATHING STRUCTURAL STEEL SUPPORTS U.N.O.ON PLANS. SCHEDULE HEADER PER PLAN TRIM STUD CTSK STC CLIP 0 ALL WORK IN ACCORDANCE WITH"RISC SPECIFICATION FOR THE DESIGN,FABRICATION AND lad 0 EA PIECE SHEARWALL SHEATHING SHALL BE 1/2"(NOMINAL)APA RATED SHEATHING WALL-16,EXPOSURE 1, PNL EDGE NLG BOLTHEAD 1"MAX STRIPPING STRUCTURAL 48"o.c.IPA SIDE 131 16d ERECTION OF STRUCTURAL STEEL FOR BUILDINGS',AND THE"CODE OF STANDARD PRACTICE'. LZED FOR SPACING. ALLOW 1/8'SPACING AT PANEL ENDS AND EDGES UNLESS OTHERWISE Q PER SW SCHED SHEATHING PER FRAMING OF BM) a MMENDED BY THE PANEL MANUFACTURER. BLOCK ALL PANEL EDGES NAILING SHALL BE 8d o SQUALL SCHED ¢ TRIM STUD OR POST PER STRUCTURAL STEEL BEAMS CONFORMS WITH........ASTM A992(Fy=50,000 PSI) o TUBE COLUMNS CONFORM WITH............... ASTM A500 GRADE B(Fy=46,000 PSI) MON)AT 4"o.c.AT PANEL EDGES AND 12'o.a AT INTERMEDIATE SUPPORTS,TYPICAL U.N.O. TYP.FRAMING NOTES SECTION A/53.1 AND FOUNDATION PLAN FOR LDIC ONS) V rSHTG STEEL CHANNEL BEAMS CONFORM WITH...........ASTM A36(F�36,000 PSI)DBL FULL HT STUDS TYP MISC STEEL PLATES CONFORM WITH.............ASTM A36(Fy=36,000 PSI) U.N.O.SINGLE FULL HT STEEL PLATES AT MOMENT FRAMES CONFORM WITH....ASTM A572(Fy--50,000 PSI) SUBMIT THRE SETS OF SHOP DRAWINGS TO THE ENGINEER AND ONE SET TO THE BUILDINGZHDR PER PLAN STUD O INT.OPENINGSDBL STUD 0 HD 2 X STRIPPING 2 X BLKG O UP TO 8'-0" WELDHEAD STUDS CONFORM WITH......... .....ASTM A108(Fy=46,000 PSI) DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION FOR: O 12"o.c.TYP NAIL TO JOISTS 48"o.c. SIMPSON A35 BOLTS(WOOD TO STEEL)CONFORM WITH..........ASTM A307 REINFORCING STEEL,MISC.&STRUCTURAL STEEL&GLULAMINATED WOOD MEMBERS. (0 Lu U.N.O.ON PLAN BOLTS(STEEL TO STEEL)CONFORM WITH..........ASTM A325N SPECIAL INSPECTIONS Z J PLY SHTG PER STUD WALL STUD INSPECTIONS ARE TO BE PER IBC CHAPTER 17,SECTIONS 1704 AND 1705 AND ARE TO BE BY AN O LoL SCHED HOLDOWN PROVIDE MINIMUM EMBDMENT FOR ANCHOR BOLTS PER IBC TABLE 1908.2 FOR CONCRETE. ALL INDEPENDENT TESTING LAB AND APRROVED BY THE OWNER AND BUIDING DEPARTMENT ANDWELDING TO CONFORM WITH AWS D1.1"CODE FOR WELDING IN BUIDING CONSTRUCTION". WELDS ENGAGED BY AND PAID FOR BY THE OWNER PRIOR TO STARTING CONSTRUCTION. UOZ WALL W/ STRIPPING W/O STRIPPING NOT SPECIFIED SHALL BE 1/4"CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIEDie @ CORNER HD @CORNER WELDERS. USE FRESH 70XX ELECTRODES. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. FOUNDATION: INSPECT FOOTINGS AND EXCAVATIONS JUST PRIOR TO CONCRETE PLACEMENT TO J 16d•12"o.c. SINGLE PIECE PLATE'S NOTE: BOLTS ARE NOT AN EQUAL SUBSTITUTE FOR WELDHEAD STUDS. INSURE MATERIAL IS DRY AND DENSE. ® O 0 PARALLEL 0 WINDOW SILL BOXY DOWELS CONCRETE: TAKE CONCRETE CYLINDERS PER IBC SECTION 1705.3. VERIFY MIX DESIGN AND Z r Q w PLAN VIEW STUD WALL DETAILS TYPICAL NON-BEARING STUD WALL DETAILS EPDXY SHALL BE SIMPSON"EPDXY-TIE SET-XP"FROM SIMPSON STRONG-TIE PLEASANTON,CA. SLUMPS. Q ANCHORING ADHESIVE SHALL BE A TWO-COMPONENT HIGH-SOLIDS EPDXY-BASED SYSTEM STATIC-MIXING REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. J STUD WALL DETAILS ° STUD WALL DETAILS E STUD WALL & HDR DETAIL NOZZLE SUPPLIESUPPLI D BY THE D IN ERMANU MANUFACTUDARD RER. THE THEE ADHESIVE ANCHOR ARTRIDGE AND DSHALL HAVE BEEN THROUGH A TESTED AND CHECK FOR REQUIRED COVER,SIZE AND GRADE. S2.1 s/a•.r o• 52.1 3/a^=r-C^ 52.1 G/a•.T-O" QUALIFIED FOR PERFORMANCE IN CRACKED AND UNCRACKD CONCRETE PER ICC-ES-AC308. PLATFORM NOTIFY BUILDING DEPARTMENT AND ENGINEER OF RECORD FOR INSPECTION TYP DBL TOP PLATES L/3 MIN D MIN DOWELS SHALL BE DEFORMED BAR PER'REINFORCING STEEL"NOTE ABOVE. PROVIDE SIZE AND DIAPHRAGM: 48 HOURS PRIOR TO COVERING. (NOTCH BM FOR CONT L/2 MAX EMBEDMENT AS SPECIFIED ON PLANS AND DETAILS DOWELS SHALL BE INSTALLD PER SIMPSON 2X UPPER PLATE OR 3D MAX D/4 STRONG-TIES INSTRUCTIONS FOR SET-XP EPDXY-TIE ADHESIVE. WELDING: INSPECT ALL FIELD WELDING. VERIFY CERTIFICATION OF WELDERS. (n PROVIDE SIMPSON ST8224 CONTRACTOR SHALL PAY FOR REWELDING AND REINSPECTION OF ALL WELDS NOT LIJ STRAP OVER TOP o D MIN MAX a a EPDXY ANCHORS METING SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL ENGINEER OF WADS (2)16d 121 lad 5'-0"MIN TO lot SPLICE 5'-0"MIN TO let SPLICE EPDXY SHALL BE HILTI"HIT-RE 500-SD"FROM HILTI US.ANCHORING ADHESIVE SHALL BE A NOT MEETING SPECS. J N OF TOP PLATE OF TOP PLATE o iv TWO-COMPONENT HIGH-SOLIDS EPDXY-BASED SYSTEM SUPPLIED IN MANUFACTURER'S STANDARD EPDXY ANCHOR: SPECIAL INSPECTION IS REQUIRED. = J (SEE DWGS FOR NAILING) o CARTRIDGE AND DISPENSED THROUGH A STATIC-MIXING NOZZLE SUPPLIED BY THE MANUFACTURER. THE ADHESIVE ANCHOR SHALL HAVE BEN TESTED AND QUALIFIED FOR PERFORMANCE IN CRACKED WEDGE BOLT: SPECIAL INSPECTION IS REQUIRED. Q AND UNCRACKED CONCRETE PER ICC-ES-ESR-2322.ANCHORS SHALL BE THREADED ROD W 16d 0 SPLICE CONFORMING TO ASTM A36. PROVIDE DIAMETER AND EMBEDMENT AS SPECIFIED ON PLANS AND WEDGE ANCHOR: SPECIAL INSPECTION IS REQUIRED. PER DWGS DETAILS. ANCHORS SHALL BE INSTALLED PER HILTI'S INSTRUCTIONS FOR HIT-RE 500-SD SPECIAL CONDITIONS '1 LIJ LAP STUDS TO BM JOIST OR BEAM EPDXY-TIE ADHESIVE. CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD OF ANY UNUSUAL OR UNSAFE CONDITIONS WHICH U BEAM BEAM ARE DISCOVERED DURING CONSTRUCTION. SOME DETAILS WERE BASED UPON ASSUMED CONDITIONS (n CL MEMBER&HOLE SINCE THEY WERE NOT CLEARLY SHOWN ON ORIGINAL DRAWINGS. ANY DISCREPANCIES BETWEEN 06 141 lad TO BM ? OUR DETAILS AND ACTUAL CONDITIONS SHOULD BE CALLED TO OUR ATTENTION PRIOR TO f CONTINUATION OF WORK. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN FIELD AND SHALL 16d 0 12%c. ---{ --- o D DEPTH OF JOIST OR BEAM PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. TYPICAL STUDS _ (n Lu EA SIDE POST TO MATCH 18d 0 12"0.0. LD CLEAR SPAN STUD WIDTHCONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. LIJ BEAM OR BUILT UP GENERAL NOTES WIDTH(SEE TYPICAL Z O FRAMING NOTES( D'/9 MAX NOTE: DO NOT NOTCH OR DRILL STUDS&JOISTS WITHIN D'OR D TYPICAL FRAMING NOTES Q Z I= BEAM IN WALL @ END OF WALL OF KNOTS IN WOOD 1. ALL EXTERIOR WALLS SHALL BE 2 X 6 HF#2 OR BETTER AT 16"o.c. ALL INTERIOR 5. USE SIMPSON"U"TYPE HANGERS FOR 2 X AND 4 X MEMBERS AT ALL FLUSH Jw ELEVATION D BEARING WALLS SHALL BE 2 X 6 HF#2 OR BETTER AT 16'o.c. ALIGN ALL FLOOR FRAMING CONDITIONS U.N.O.ON PLANS. ��'^ w F J FRAMING OVER STUDS. NON BEARING WALLS SHALL BE 2 X 4 AT 16"o.c. 6. USE SIMPSON"CC"TYPE COLUMN CAPS AT ALL GLULAM BEAM TO POST v/ g S21 BEAM IN & THRU STUD WALL 3/a^=T-o^ gy,1 HOLES IN STUDS, JOISTS & BEAMS.,.1'-0" 2. PROV DE DOUBLE JOISTS(MINIMUM)UNDER ALL PARALLEL PARTITIONS THAT ARE CONNECTIONS. POSTS LOCATED IN BEARING WALLS DO NOT REQUIRE COLUMN CAPS (� 4'-0"MIN,LAP W/(201 16d DRILL NEAT HOLE L 16 GA X 1/2"X 0'-3"STRAP LONGER THAN OR EQUAL TO 1/2 TIMES THE LENGTH OF THE JOIST. U.N.O.ON PLANS. SEE SECTION E/52.1. 2"0 MAX 0 2 X 4 W/(14)10d EA SIDE PROJECT 1800B Ws MAX 0 2 X 6 FOOTING SCHEDULE 3. PROVIDE SOLID BLOCKING UNDER ALL PERPENDICULAR PARTITIONS. 7. USE SIMPSON'PC"TYPE POST CAPS AT ALL BEAM TO POST CONNECTIONS. POSTS DATE 02/07/18 LOCATED IN BARING WALLS DO NOT REQUIRE COLUMN CAPS U.N.O.ON PLANS. 4. MINIMUM POST SIZE SUPPORTING BEAMS AND GIRDERS SHALL BE AS FOLLOWS: SE SECTION E/52.1. DRAWN NH MARK SIZE REINFORCING m (U.N.O.ON PLANS) 8. USE SIMPSON*PBS"TYPE POST BASES FOR ALL POSTS BEARING ON CONIC.U.N.O. CHI � F4.5 4'4'X 4'-6"X T-O"DEEP 14)#6 BOTTOM EA WAY BUILT-UP 2 X MEMBERS.... PROVIDE SAME NUMBER OF 2 X STUDS EACH END TAS NUMBER OF 2 X MEMBERS. SHEET: DOUBLE TOP 2'-4" F6.5 5'4'X 6'-6"X 1'-2"DEEP 16)#7 BOTTOM EA WAY 4 X MEMBERS.......... PROVIDE(2)2 X STUDS EA END PLATE 6 X MEMBERS.......... PROVIDE(2)2 X STUDS OR 6 X 6 POST EA END 8 3/4 GLB............ PROVIDE HSS COL EA END . NOTE:LAP&NAIL TOP PLATES AS SHOWN PLAN VIEW NOTE: 2 X STUDS SHALL BE SAME DEPTH AS WALL IN WHICH THEY ARE LOCATED. S21 AT ALL EXTERIOR.PARTY.PLUMBING WALLS MINIMUM STUD SIZE SHALL BE 2 X 4. NAIL BUILT-UP STUDS WITH(2) N AND SHEARWALLS 0 ALL LEVELS. ROWS 16d AT 16"o.c.,STAGGERED 8",EA FACE. sillDBL TOP PLATE SPLICE G,4"=T-D^ "5 2., PIPE THRU DBL TOP PLATE s,a.,pD. FOOTING SCHEDULE TYPICAL FRAMING NOTES OF QC 2018 B&T DESIGN ffi ENGINEERING,INC 11/2" 16"o.c. 8" 8" TYP N R N 1Y GG - O O w o ® 1e O O o O O O ~ Z 1 2 X 6 0 16"o.c.-ALIGN 2 X 6 0 16"o.c.-ALIGN BASE PLATE DETAIL N N a 1/2"PLYWOOD(ONE DIRECTLY UNDER JOISTS DIRECTLY UNDER JOISTS HSS COL PER PLAN SIDE)-NAIL PER LEDGER DETAIL "d" 0 GENERAL 77 NOTES. 1/4"X 3"SO PLATE 1/4"X 3"SO PLATE ~ TYPICAL(NAIL W/8d 5/16 (0 w 0 4"o.c.EDGE:12"o.c WASHER WASHER 0 IT A ONG GRIDb. 12)2 X 6 PLATE (2)2 X 6 PLATE(BOTTOM LEVEL W/GROUT 12 X 3/4 X T-O"BASE AFTER COLUMN IS 8,C 6 D (BLOCK (BOTTOM 2 X 6 P.T.I W/ 2 X 6 P.T.I W/1/2'Y X 10" PLATE W/(4)3/4"o X m Lu ALL EDGES) 5/8"1 X 8"WEDGE t4 X 1'-0"O 24"o.c. WEDGE BOLTS OR ERECTED 8"ANCHOR BOLTS 4 SIMPSON LT20B 0 48"o.c. 4 SIMPSON LT208 O 48"o.c. > BOLTS 0 48"o.c. (DRILL 6 EPDXYI ANCHOR BOLTS 0 16"o.c. (E)SLAB ON GRADE W/5/8'Y EPDXY ANCHOR W/5/8"o EPDXY ANCHOR o 3/4"NONSHRINK GROUT EDGE NAILING,TYP (E)6"SLAB ON GRADE 4" (El 6"SLAB ON GRADE 4" t4 X 2'-0"0 18"o.c.ALL z SIDES(DRILL 8 EPO%YI 4„ w II 1 I 1I1-1 I 111 11 I-111 11 I 115111 I-III-I =1 I=11I III D -III-' R-T z_ iTI II III I= illlii =III III ,III-III-I' - 121t4 CONT BOTTOM o°U' -III- p."` na D ; D • ..III=III 7SOM LAN JOISTS PER PLAN 3'Tox i Z d5¢ F I7 H L I- w 2-2 HORS 4 X 6 BLKG 0 48"o.c.W/ ^N 3 a t � o_ ,. -, (2I 18d TN EA END �z�a 6 0 . . ONT LEDGER c '� :o PER PLAN �I �-� -� -� 1.J1-11I-� W/5/8'Y X 8"WEDGE 4 X 6 P.T.CONT LEDGER �_ >- BOLTS AS SHOWN IN m = s 7i- W/5/8"0 X 8"WEDGE as DETAIL"d" BOLTS 0 48"o.c. SIZE PER PLAN 6 SCHEDULE F e REINFORCING PER SCHEDULE IEI 6"P.C.PANEL (E)6"P.C.PANEL z s AS3.1 SECTION 34.=,,-o. Bsa., SECTION 3/4^=,-0^ cs3., SECTION 3,4.,,.-6. Ds3., SECTION 3/a^=T-o^ Es3., SECTION 3,4",,,0, DFR1f,Va W W N j O 10d 0 6"o.c..TYP 10d 0 6"o.c.,TYP 2 X 12 CONT RIM 2 X 12 CONT RIM SIMPSON A35 0 32"o.c. SIMPSON A35 0 52"o.c. H/53.1 U) W EDGE NAILING,TYP EDGE NAILING.TYP �, �� / T-51• 10" 2.. 2.. 2„ > Lu N DC Z N W JOISTS PER PLAN JOISTS PER PLAN JOISTS PER PLAN DEL TOP PLATE DEL TOP PLATE 2 X 12 BLKG 0 48"0.0. SIMPSON HU212-2 HORS ' Q GLB PER PLAN o ® 2 2 X 6 0 16"o.c.- � 2 X 6 0 16"o.e.- 7 1/2"PLYWOOD ZONE ALIGN DIRECTLY 1/2"PLYWOOD IONS SID ALIGN DIRECTLY SIDEI-NAIL PER UNDER JOISTS SIDE(-NAIL PER UNDER JOISTS GLB PER PLAN GLB PER PLAN a GENERAL NOTES GENERAL NOTES 3/16 1/4"PLATE EA SIDE W/ 1/4"PLATE EA SIDE W/ � � O 121 3/4"{(A3071 BOLTS 1" 11)3/4Y(A307I BOLT Lu 5/4"ERG PLATE 5/4"ERG PLATE Z HSS COL PER PLAN 5/16 O Q Z J HSS COL PER PLAN z Q w a J � Fsa, SECTION 3/4"=T-0" Gs3.1 SECTION 3/4"=11-0^ HS3.1 SECTION 3/4"-T-0" J s3., SECTION 3/4".1'-a^ Ks3.1 SECTION 3/4".T-0^ D 8" 121 t5 CONT TOP 2.-3. 04 E44r 0 18"o.c. /^\ o SLAB ON GRADE PER PLAN Y cn 10d 0 6"o.c..TYP 2 X 12 CONT BLKG °' II-III-III-III-III=T=III-III-III,-III-1 10d•8"0.c..TYP J SIMPSON A35 0 32"o.c. Lipl 1=III=III=1 -� 2 X 12 CONT RIM Q (ALTERNATE SIDES) a f5H 0 12"o.c. SIMPSON A35 0 24"o.c. W ® Lu f4 X 2'-0"0 18"o.c. a N EMBED RAMP SLAB PER PLAN w f5 L O 10"o.c. (ALT HOOKS) JOISTS PER PLAN >b Lu Lu DBL TOP PLATE JOISTS PER PLAN II-III=III=III=III=III=III=III=III= g 2"CLR EDGE NAILING,TYP -I' 2 X 12 BLKG 0 48"o.c. 1 (II-III-III=III=III=III=III=III- � -1�m1 I I-1I IT I I I-1I IT I I I-1�'- 121 2 X 6 0 18"o.c.- P° DBL TOP PLATE PROJECT 18008 =III=III=III=III=III=III DATE 02/07/18 - - - - - - - UNDER JOISTS ;o r-III,-1 p P ALIGN DIRECTLY DRAWN NH o 1/2"PLYWOOD(ONE UNDER JOISTS SIDEI-NAIL W/8d 0 (EI PRECAST PANEL CHI JT 4"o.c.EDGE:12"o.c. FIELD.BLOCK ALL S(`EFT o m =III=III=III=III=III=111 EDGES. ALIGN DIRECTLY 0ill-ITHIL=III�II-III�II=' 141 f5 CONT 2X6.16"o.c. 10" BOTTOM PER PLAN 1 S3. 1 M PSI, SECTION 3,4.,40. MS3.1 SECTION 3/a^=1-o^ NS3.1 SECTION 3,4.,,. Psa.1 SECTION 3,4•.ro OF ©2018 Bhi DESIGN ffi ENGINEERING,INC IEI ROOF IN ROOF IEI ROOF N a O O O N Z C) Z 1 V2• 1 1/2" 1 1/2" 0 a 1/2 X 4 X 1'-0' 114 X 3 X O'-11" ~ 1/4 X 3 X 0'-10" a 1/4 X 3 X 0'-0 1/z" 0 3 PLATE IWELDEDI PLATE W/121 5/8"e iv PLATE W/(21 5/8"e iv PLATE W/121 5/8"e iv X 5"WEDGE X 5"WEDGE X 5"WEDGE gpg 3'TOP BOLTS 14 PLACES" BOLTS I6 PLACES) III BOLTS 18 PLACES" y 3 BOTTOM W a N 3/16 12"SIDE E. - - - - w 0 0 2'-O" 2'-O" 2'-O" 2•-0" 2'-O" 2'-O" 2•-0" 2'-O" 2'-O" 2'-O" 6" Z 1/2 x 4 x 0'-9" �Z PLATE IWELDEDI `�F a s "TOP 3p8 p" 3 1/2 X 3 1/2 HSS ^z z - - - 3'BOTTOM - - COL PER PLAN c y o 5/16 0"SIDE o°„ C15 X 33.0 PER PLAN m W/5/8"e X 4 1/2" 5/16 12" 2'-0" 2'-0• 2'-0• 2'-0" 6" EPDXY ANCHORS AS 9/18 B" F o SHOWN 1/2 X 4 X 0'-0" z ® -® PLATE IWELDEDI o "TOP 3"BOTTOM DESIGN ti 1/8 9"SIDE fj 2'-0• 2'-0• 6°I C12 X 20.7 PER PLAN aj S X 5 HSS COL W/5/8"e X 4 1/2' PER PLAN 1 112" EPDXY ANCHORS AS 1 1/2" 1 1/2• 0 o SHOWN a a 4X4HSS CO a 1/4X3X0'-8" o PLATE W/(11 5/8"e iv PER PLAN X 5"WEDGE BOLT S�t< 18 PLACES" III O NEW OPENING 0 1/4 X 9 X 0'-7" o LLI c, o PLATE W/(11 5/8"e y- c, X 5"WEDGE BOLT NEW o o 16 PLACES" o OPENING > LU M a 1/2 X 6 X 0'-115 a a MC12 X 10.6 PER N PLATE W/(21 5/8'Y NEW OPENING PLAN W/5/8"e X W Z N EPDXY ANCHORS 4 1/2"EPDXY SHOWNANCHORS AS V) 1/2 X 5 X 0'-B 1/2" ° 1 1/2" - - E. IEI SLAB ON GRADE I® 1 1/2" - - o PLATE W/(2)5/8"e 1° 1 1/2" Q 1/2 X 5 X 0'-10 EPDXY ANCHORS o / 1/4 X 3 X 0'6 1/2" �n o PLATE W/121 5/8"e o PLATE W/(1)5/8"e (EI SLAB ON GRADE o EPDXY ANCHORS a IF)SLAB ON GRADE w w w w m A m X 5"WEDGE BOLT �m m y n W 14 PLACES) w Z °C00O 11/2" 11/2" 6" 20'-10" 8" 11/2" 11/2• 8" 8'-0" 6" 11/2" 11/2" 8 4-0 6 0 J o 1/4 w V4 w 1/4 U Z w w BASE PLATE DETAIL BASE PLATE DETAIL BASE PLATE DETAIL Q J � A SECTION B SECTION SECTION S32 1/Y•=r-o• S32 1/s•=1•-0" 53.2 1/2•.r-6• NOTE:BRACE WALL BALANCE OF INFORMATION NOTE:BRACE WALL 1 1/4"e HANDRAIL UNTIL SLAB IS POURED 11/4"e HANDRAIL PER SECTION D/53.2 UNTIL SLAB IS POURED 8 CURED 7 DAYS d CURED 7 DAYS 71 1 11HANDRAIL 1 1/2"SO X.120"-� 1 1/2"SO X.120" VERTICALS 0 6'-0"o.c. j #4 X 2'-0"0 18"o.c. 77 VERTICALS 0 6'-0"o.c. MAX PER ARCH (DRILL d EPDXY" MAX PER ARCH 1 1/2•SO X.120" s•-o• 4.. VERTICALS•6'-0"o.e. GROUTED SLOT f4-,�4� •18"o.e. EMBED x'-o^ MAX PER ARCH FOR GUARDRAIL #4 E F_ 0 18"o.c. SLAB ON COMPACTED J VERTS GROUTED SLOT FOR (1)#4 NOSER BAR GROUTED SLOT FOR GRADE PER PLAN GUARDRAIL VERTS SLAB ON COMPACTED GUARDRAIL VERTS VARIES _ _ GRADE PER PLAN 121 f4 CONT TOP 2`c PER PLAN Lu #4n _ •18"o c. (2)#4 CONT� • D ® w TOP =11I III -III III =III=11 - J m SLAB ON COMPACTED „III III III=III III -III III =III-III ll�J ll�J ll1-ll11=111�' GRADE PER PLAN III IiI- III III=1I1-1I III-III-III-IIi II- VARIES_ o_ • II-I D = e.� 121 f4 CONT TOP II itI III-- IEI P.C.PANEL 8"C.I.P.CONC WALL 111— D w -III T�II-T�II T�II T II P iT�� iT��-m T I-11I—III=III - —III III -11 w 8"C.I.P.CONC WALL 8"C.I.P.CONC WALL oD 04 0 12"o.c. o� Co #4H 0 12"o.c. f4H 0 12"o.c. f411 0 12"o.c. EA.WAY C+� y m PROJECT 18008 >D DATE O2/07/18 f4 L 0 16•o.c. >- f4 L 0 16o.c. - f4 L 0 16"o.c. DRAWN NH CHKD. JT % s SHEFT ro D ro ao m _ in� III III III-I�I- � =1 I I III I I IJ I I-III I11-> � I- U L 121 f4 CONT BOTTOM 1 p p 131 04 CONT BOTTOM 1 U R P N 121#4 CONT BOTTOM 7 JS3. 2 Dsaz SECTION av•ro• Esas SECTION ,,..,T6. Fsaa SECTION e,.•.r Gsaz SECTION 8,4.,rA OF QC 2018 Bhi DESIGN ffi ENGINEERING,INC ABBREVIATIONS GENERAL NOTES PROJECT DATA VICINITY MAP SHEET INDEX SCR I Architects 1. ALL WORK ON THIS PROJECT SHALL BE IN CONFORMANCE WITH ALL a eel L J M MIRROR LOCAL CODES AND ORDINANCES AND SHALL CONFORM TO ALL LOCALLY NAME OF PROJECT: WEISS McTAGGART ARLINGTON WAREHOUSE eGr a r4x°� AO.01 TITLE SHEET 1916 Pike Place Site 12#367 &or 8 AND WEISS McTAGGART, LLC .Lta$ pSe g %-, "E Seattle,WA sa1DT ® 11 ANGLE MAX MAXIMUM ADOPTED BUILDING CODES. _ ! __ .e.="E So i�a��4e °„ A0.03 PARTITION & RECITE SCHEDULE MB MACHINE BOLT S__ _ A0.04 COMPOSITE ELEVATION 206.458.7517 ® AT MC MEDICINE CABINET 2. CONSTRUCTION AND DEMOLITION OF BUILDINGS SHALL BE IN COMPLIANCE OWNER / AGENT: WEISS McTAGGART, LLC E ; a" PROJECT SITE-- AO.05 ACCESSIBLE PLAN & ELEVATION LAYOUT CENTER LINE MDF MEDIUM DENSITY FIBERBOARD 1402 THIRD AVE ""I ) a WEISS-MCTAGGART ARUNGTON EQUAL WITH THE PROVISIONS OF THE 2015 INTERNATIONAL FIRE CODE, CHAPTER SUITE 601 ' 1 L Eh a' 19405 68TH DRIVE HE AO.06 CODE REVIEW EXITING # MOD MEDIUM DENSITY OVERLAY 14. I $j ARLINGTON,WASHINGRNJ 98223 NUMBER MECH MECHANICAL SEATTLE, WASHINGTON 98101 I ,aEJ;" �saon°"E CaaaLy A0.10 SURVEY P PENNY ATTENTION: ERIC WEISS 17 15 "1IAt Y f\°« A1.00 OVERALL SITE PLAN MED MEDIUM 6 „,. saga w it e q ° 1 PERPENDICULAR 3. ALL WORK ON THIS PROJECT SHALL BE IN CONFORMANCE WITH THE PRO ECT MANAGER o „ aa W =T=aa"1e Iallaa A1.10 SEWER LINE MFR MANUFACTURER WASHINGTON STATE ENERGY CODE. EXTERIOR JOINTS AROUND WINDOWS PH: 206 343-4880 ? ® 1 w 1 PLATE OR PROPERTY LINE MH MANHOLE FAX �206) 343-4883 <NaftC as _ ♦ ° A2.01 EXISTING FLOOR PLAN 887s REGISTERED ROUND OR DIAMETER AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATION, r1W i MIN MINIMUM BETWEEN WALL PANELS; OPENINGS AT PENETRATIONS OF UTILITY "a� A2.02 OVERALL FLOOR PLAN RCHI cr AB ANCHOR BOLT MISC MISCELLANEOUS SERVICES THROUGH WALLS, FLOORS AND ROOFS; AND ALL OTHER ARCHITECT: SCR ARCHITECTS o[= a „ as."E a - A2.10 FLOOR PLAN 1916 PIKE PLACE SUITE 12-367 0� a m - '__'"�-• A ACT ACOUSTICAL TILE MO MASONRY OPENING SUCH OPENINGS IN THE BUILDING ENVELOPE SHALL BE CAULKED, SEALED, SEATTLE, WASHINGTON 98101 -- ""`RNe88oA j �- -- A2.11 ENLARGED FLOOR PLAN ati Na AD ABOVE DATUM MOD MODIFY OR WEATHER-STRIPPED TO LIMIT AIR LEAKAGE. ATTENTION: CHRIS REINHART „e -ARLINGTON e= w„°: °^ STATE OF WASHING ON ADJ ADJUSTABLE OR ADJACENT MR MOISTURE RESISTANT PH: 206 485-7517 � s Y ,a^ A2.12 MEZZANINE FLOOR PLAN ( ) Arlington a,�D� s A2.13 ROOF PLAN AFF ABOVE FINISHED FLOOR MTD MOUNTED 4. PROVIDE FIRE BLOCKING IN ALL CONCEALED SPACES OF COMBUSTIBLE E-MAIL chr s®scr-arch.com AL ALUMINUM MTL METAL a N Airport A A2.20 ENLARGED PLANS CONSTRUCTION INCLUDING; WALLS, PARTITIONS, FURRING, AT CEILING, AT F, 21 22 • . ALT ALTERNATE MW MICROWAVE € " w 3 P4 A3.01 SECTION FLOOR LEVELS, AT 10' INTERVALS BOTH VERTICAL AND HORIZONTAL, AND U e : A6.01 REFLECTED CEILING PLAN APN ACOUSTICAL PANEL s $ n o I x°•°°°" N NORTH AT ALL INTERCONNECTIONS BETWEEN VERTICAL AND HORIZONTAL SPACES. PROJECT DESCRIPTION: TENANT IMPROVEMENTS TO EXISTING «" ARCH ARCHITECT NFHB NON-FREEZE HOSE BIBB - SEE SECTION 717 / I.B.C. WAREHOUSE BUILDING TO SUB-DIVIDE "°" _ ° *a i $ 0 a A8.01 DETAILS m B.M. BENCH MARK NIC NOT IN CONTRACT BUILDING FOR NEW WAREHOUSE TENANT. ° w, ! " A9.01 DETAILS °xx 172ND ST NE BD BOARD NO NUMBER 5. ALL PENETRATIONS THROUGH RATED WALL ASSEMBLIES, FLOOR/CEILING  00` BFF BELOW FINISH FLOOR NOM NOMINAL AND ROOF/CEILING ASSEMBLIES TO BE PROTECTED BY AN APPROVED " 3 S1.1 FOUNDATION PLAN & MEZZANINE FRAMING PLAN o BLD'G BUILDING TITS NOT TO SCALE FIRESTOP SYSTEM PER SECTION 712 / I.B.C. IN WALLS, THE APPROVED ESTIMATED PROJECT VALUE: $250,000 ati1F a, o ��� S2.1 STANDARD SCHEDULES NOTES & DETAILS o BLK'G BLOCKING OC ON CENTER FIRESTOP SYSTEM SHALL HAVE AN 'F' RATING OF NOT LESS THAN THE ° a S3.1 DETAILS BM BEAM OD OUTSIDE DIAMETER REQUIRED RATING OF THE WALL PENETRATED. IN HORIZONTAL AcnvnlES ON SITE: LIGHT MANUFACTURING & WAREHOUSE m T N�G�Sebe 28 ""` S3.2 DETAILS a BOS BOTTOM OF STRUCTURE OFCI OWNER FURNISHED ASSEMBLIES, THE APPROVED FIRESTOP SYSTEMS SHALL HAVE AN 'F' HOURS OF OPERATION: 24/7 27 .26 a :25 m BOT BOTTOM CONTRACTOR INSTALLED, L,"°" _ z w RATING AND A 'T' RATING OF NOT LESS THAN 1 HOUR, BUT NOT LESS BTWN BETWEEN OFOI OWNER FURNISHED THAN THE REQUIRED RATING OF THE WALL PENETRATED. _ z ° C CLOCK OR COFFEE OWNER INSTALLED PROJECT SCOPE: o CABS CABINETS OFI OWNER FURNISHED ITEM 6. FIRE ALARM, FIRE SPRINKLER, GENERATOR SUBMITTALS AND PERMITS o CB CATCH BASIN OR CHALKBOARD OH OVERHEAD SHALL BE DEFERRED. TENANT IMPROVEMENTS INSIDE EXISTING FULLY-SPRINKLERED WAREHOUSE. SYMBOLS LEGEND CONSULTANTS as CC CENTER TO CENTER OHL OVERHEAD LINE NEW INTERIOR PARTITIONS AND TENANT DIVISION WALL, NEW OFFICE SPACE CFCI CONTRACTOR FURNISHED & INSTALLED OPNG OPENING 7. THE CONTRACTOR SHALL VISIT THE SITE PRIOR TO BIDDING. IF WITH RESTROOMS. STRUCTURAL CFI CONTRACTOR FURNISHED ITEM P POWER DISCREPANCIES ARE NOTED, THE CONTRACTOR SHALL CONTACT THE BUILDING SECTION NUMBER CH COAT HOOK P&S POLE AND SHELF ARCHITECT PRIOR TO BIDDING FOR CLARIFICATION. DRAWING SHEET NUMBER B & T DESIGN & ENGINEERING CJ CONTROL JOINT PL PLASTIC PLANNED OCCUPANCY: 250 E SUNSET WAY CK. TP. COOK TOP P-LAM PLASTIC LAMINATE 8. IF CONFLICTS ARE FOUND DURING BIDDING, BETWEEN THE DRAWINGS q0 SECTION NUMBER ISSAQUAH, WA 98027 CL. CENTER LINE POC POINT OF CONNECTION AND/OR THE SPECIFICATIONS, THE CONTRACTOR SHALL SEEK WRITTEN DRAWING SHEET NUMBER CONCRETE STEEL CLG CEILING PLYW PLYWOOD CLARIFICATION, BY ADDENDUM, FROM THE ARCHITECT OR PROVIDE THE MARCH 1, 2018 (large scale) FM CLR CLEAR PP POWER POLE MORE EXPENSIVE. CMP CORRUGATED METAL PIPE PR PAIR CODE DATA: DETAIL NUMBER CMU CONCRETE MASONRY UNIT DRAWING SHEET NUMBER CONCRETE / / GLASS PSI POUNDS PER SQUARE INCH 9. UNLESS OTHERWISE NOTED, EXISTING ITEMS TO REMAIN ARE SHOWN IN A (small scale) C.O. CLEAN OUT PSL PARALLEL STRAND LUMBER LIGHTER LINE WEIGHT THAN NEW ITEMS. CONSTRUCTION HISTORY: ORIGINAL BUILDINGS IN 1989 /R\ COL COLUMN PT POINT b INTERIOR ELEVATION EARTH CONC CONCRETE PTD PAPER TOWEL DISPENSER 10. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL USE DIMENSIONS I.T.E. LAND USE CODE NUMBER: NO. 110 (LIGHT INDUSTRIAL) NO CHANGE \A55�1 DRAWING SHEET NUMBER GRAVEL MI (undisturbed) CONT CONTINUOUS SHOWN ON THE DRAWINGS AND ACTUAL FIELD MEASUREMENTS. PROMPTLY CPP CORRUGATED PLASTIC PIPE QT QUARRY TILE NOTIFY THE ARCHITECT IF DISCREPANCIES ARE FOUND. C CONSTRUCTION TYPE: TYPE III-B PT CARPET R RADIUS OR RISER WOOD EARTH SPRINKLERED: YES 141G DOOR NUMBER EEE CR CLASSROOM RB RUBBER BASE 11. ITEMS NOTED AS 'TYPICAL' ON ANY DRAWING SHALL APPLY TO ALL OCCUPANCY: F-1, S-1 & B (milled) (fill) CORR CORRIDOR OR CORRUGATED RD ROOF DRAIN DRAWINGS. CT CERAMIC TILE RECP ELECTRICAL RECEPTICAL AREA OF SITE: +/- 543,415 SQ. Fr. (12.5 ACRES) o ROOM SIGNAGE LOCATION WOOD PLYWOOD CUST CUSTODIAN REF REFRIGERATOR 12. CIVIL, STRUCTURAL, MECHANICAL, ELECTRICAL AND OTHER CONSULTANT SITE COVERAGE AREAS: AREA OF BUILDINGS: 244,509t (45.0%) (framing) CW COLD WATER REV REVISIONS DRAWINGS ARE DIAGRAMMATIC AND SUPPLEMENTARY TO THE ( g) REQ'D REQUIRED ARCHITECTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF EACH (AREA IN SQ. FT.) AREA OF PAVING: 193,490t (35.6%) DEL DOUBLE TOTAL IMPERVIOUS AREA: 437,999t (80.6%) WINDOW/RECITE TYPE ASPHALT DEPT DEPARTMENT RL RAIN LEADER CONTRACTOR & SUB CONTRACTOR TO BID AND INSTALL THEIR WORK IN INSULATION (large scale) DTL DETAIL RM ROOM ACCORDANCE WITH THE ARCHITECTURAL DRAWINGS. ANY DISCREPANCIES (rigid) OF DRINKING FOUNTAIN RO ROUGH OPENING BETWEEN THE ARCHITECTURAL DRAWINGS AND THE CONSULTING SIZE OF EXISTING BUILDINGS: BUILDING #1 FIRST FLOOR: 223,739 SQ. FT. ASPHALT DIA DIAMETER RTD&WR RECESSED TOWEL DISPENSER ENGINEER(S) DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING #2 FIRST FLOOR: 19,638 SQ. FT. LOUVER TYPE ® INSULATION DIFF DIFFERENCE AND WASTE RECEPTACLE ARCHITECT BY WRITTEN NOTIFICATION FOR CLARIFICATION PRIOR TO THE (batt) (small scale) DIM DIMENSION RWL RAINWATER LEADER COMMENCEMENT OF THE WORK AFFECTED. NEW AREA: BUILDING #1 MEZZANINE: 2,950 SQ. FT. DIV DIVISION S SOUTH OR SINK 5 GRID LINES ON DOWN S&P SHELF AND POLE 13. THE CONTRACTOR SHALL PROTECT, REPAIR, MODIFY AND/OR REPLACE ALL AREA OF TENANT IMPROVEMENT: A DR DOOR SCD SEAT COVER DISPENSER UTILITIES, PAVEMENTS, PUBLIC & PRIVATE PROPERTIES, INSTALLATIONS, PORTION OF BUILDING #1: 34,195 SQ. FT. DS DOWN SPOUT SC SOLID CORE STRUCTURES, BUILDINGS OR PORTIONS OF, ABOVE OR BELOW GROUND DW DISHWASHER SD SOAP DISPENSER DURING THE COURSE OF CONSTRUCTION TO COMPLETE WORK SHOWN IN MAIN OCCUPANCY OF T.I. 31,445 SQ. FT. WAREHOUSE (S-1) DWG DRAWING SHLV SHELVING THE CONSTRUCTION SET. NOT ALL PROTECTION, REPAIR, MODIFICATION ACCESSORY OCCUPANCY: 2,750 SO. FT. OFFICE (B) HARDWARE GROUPS (E) EXISTING SHT SHEET OR REPLACEMENT REQUIRED IS SHOWN ON THE DRAWINGS. THE E EAST SHTHNG SHEATHING CONTRACTOR SHALL PROVIDE SUFFICIENT BUDGET TO COVER ALL BUILDING HEIGHT 26'-6- (EXISTING) DESCRIPTION OF ACTIVITIES HARDWARE SET I EA EACH SIM SIMILAR PROTECTION, REPAIR, MODIFICATION AND/OR REPLACEMENT OF EXISTING BUILDING HEIGHT IN STORIES 1 STORY WITH MEZZANINES E SND SANITARY NAPKIN DISPENSER UTILITIES, PAVEMENTS, PUBLIC & PRIVATE PROPERTIES, INSTALLATION, ISLAND CONTRACTORS SUPPLY IS A SMALL COMPANY THAT EXPEDITES BUILDING MATERIALS 3 EA BUTTS OB1279 NRP 26D HUGER EJ EPDXY FLOOR COVERING I EXPANSION JOINT STIR SANITARY NAPKIN RECEPTACLE STRUCTURES, BUILDINGS OR PORTIONS OF, ABOVE OR BELOW GROUND CURRENT USE OF PROPERTY: WAREHOUSE & FACTORY FROM THE PACIFIC NORTHWEST TO THE ISLANDS OF HAWAII. THEY BUY, STORE, ASSEMBLE, ,EA LOCK ET 93K71N15D X S3 26D BEST EA KICK PLATE K6000 12'X 2'LDW CAS TRIMCO ELEC ELECTRICAL SPECS SPECIFICATIONS WITHIN THE BID SUM. EXISTING ZONING of SITE: G-1 (GENERAL INDUSTRIAL) CRATE AND SHIP THESE MATERIALS INTO CONTAINERIZED SHIPPING UNITS. SOME TYPICAL I EA WALL STOP 1270CVSV 26D TRIMCO EO ELECTRICAL OUTLET SQ SQUARE MATERIALS INCLUDE WINDOWS, DOORS, CABINETS, PLUMBING PARTS, MOLDING, TRIM, HARDWARE, SS STAINLESS STEEL OR THE REPAIR, MODIFICATION OR REPLACEMENT OF ANY EXISTING UTILITY, USE OF PROPOSED BUILDING: WAREHOUSE & FACTORY CARPET, FLOORINGS, ETC. TYPICAL MATERIALS ASSOCIATED WITH CONSTRUCTION. THEY DO NOT EQ ELEVATION 3 EA BURS BB1279 NRP 26D HUGER EQ EQUAL SANITARY SEWER PAVEMENT, PUBLIC & PRIVATE PROPERTY, INSTALLATION, STRUCTURE, DEAL WITH HAZARDOUS MATERIALS OF ANY KIND. THEIR FORKLIFTS DO USE PROPANE AND THE 1 EA LDCKSET 93K7IN15D x 53 26D BEST EQUIP EQUIPMENT STSWR STORM SEWER BUILDING OR PORTIONS OF, ABOVE OR BELOW GROUND, SHALL MATCH FINAL PARKING TOTAL: 80 CAR STALLS TOTAL BOTTLES WILL BE IN A LOCKED CAGE OUTSIDE OF THE BUILDING. THE LOCATION OF THIS +EA PRIVACY 1 EWC EPDXY WALL COVERING STD STANDARD THE ORIGINAL CONDITION IN QUALITY, SUBSTANCE AND APPEARANCE. 4 OF 80 ARE H.C. STALLS PROPANE CAGE WILL BE PERMITTED SEPARATELY BY THE TENANT THEMSELVES. PART OF ISLAND 1 EA KKK PLATE K6000 12'X 22'LDN CAS TRIMCOEA WALL STOP 1270CVSV 26D TRIMCO EXIST EXISTING STDPP STANDPIPE 0 CAR STALLS ADDED DURING THIS WORK CONTRACTORS SUPPLY'S PROCESS INCLUDE LIGHT MANUFACTURING. THE CUT, PACKAGE, CRATE IrTmvAnE SET 3 EXP EXPANSION STL STEEL WHERE EXISTING WORK IS CHANGED, MODIFIED, OR NEW WORK ADJOINS, AND OTHER USE OTHER LIGHT MANUFACTURING TECHNIQUES TO PROCESS THE BUILDING STOR STORAGE CONNECTS TO OR ABUTS EXISTING, THE EXISTING WORK SHALL BE MATERIALS FOR SHIPMENT. SOME OF THESE WOULD INCLUDE PANEL SAWS, CHOP SAWS, NAIL 3 EA BUTTS BB1279 NRP 26D HUGER EXT EXTERIOR 1 EA LOCKS Er 93K7IN15D X S3 26D BEST STRUCT STRUCTURAL ALTERED AS NECESSARY, JOINED & CONNECTED IN A SUBSTANTIAL, NEAT GUNS OR OTHER WOOD WORKING TECHNIQUES TO BUILD SHIPPING CRATES AND BUILDING 1 EA OCK PLATE K6000 12'X 2'LOW CAS TRIM FC FILE CABINET SUSP SUSPENDED AND WORKMANSHIP MANNER. PROTECTIVE ENCLOSURES FOR SOME SENSITIVE MATERIALS. I EA CLOSER 4041-mrowM(PUSH SIDE MTD) ALUM LON FD FLOOR DRAIN SVF SHEET VINYL FLOORING EA STOP/HOLDER C1000M 320 32D ARCHIIECMUL I FA THRESHOLD 195A X 228A X 195A ALUM PEHKO ■ FDN FOUNDATION SWc SPECIAL WALL COATING 14. IT IS THE RESPONSIBILITY OF EACH CONTRACTOR & SUB CONTRACTOR TO 1 SET WEATHERSTRIP S44D(HEAD&JAMBS) PEN 0 FE FIRE EXTINGUISHER REVIEW ALL DRAWINGS AND SPECIFICATIONS INCLUDING ADDENDA TO 1 EA DOOR BOTTOM 315CN ALUM PEMKO T TILE OR TREAD APPLICABLE CODES FOR NEW WORK FEC FIRE EXTINGUISHER CABINET IDENTIFY ALL WORK REQUIRED. THE CONTRACTOR OR SUB CONTRACTOR HAMNRE SET 4 FF FINISHED FLOOR TB TACK BOARD OR TOWEL BAR SHALL REVIEW EACH DRAWING AND COORDINATE BETWEEN ALL PLANS AND 2015 INTERNATIONAL BUILDING CODE FH FIRE HYDRANT TD TOWEL DISPENSER OR TRENCH DRAIN SPECIFICATIONS. FURTHER, EACH SUB CONTRACTOR SHALL COORDINATE 2015 INTERNATIONAL MECHANICAL CODE i EEAA LAC SE OB1279 NRP %s3 226D6D HUGER FIN FINISH T&G TONGUE AND GROVE THEIR WORK WITH THE GENERAL CONTRACTOR TO PROVIDE PROPER 2015 INTERNATIONAL FUEL GAS CODE I EA PRIVACY FLR FLOOR SEQUENCE, PLACEMENT, TOLERANCES AND REQUIREMENTS OF OTHER SUE 2015 INTERNATIONAL FIRE CODE 1 EA KICK PLATE K6000 12'X 2'LDN GAS TRIM TEMP TEMPERATURE 1 EA CLOSER 4041-EDVIUM(PUSH SIDE MAD) ALUM LON FRP FIBERGLASS REINFORCED PLASTIC THE TO MATCH EXISTING CONTRACTORS. SUB CONTRACTORS SHALL BE RESPONSIBLE FOR THE 2015 INTERNATIONAL EXISTING BUILDING CODE I EA STOP/HOLDER C1000M 32D 32D ARGHIHECIURAL FT FOOT OR FEET TOIL TOILET REMOVAL & REPLACEMENT OF THEIR WORK THAT MUST BE MODIFIED, 2015 INTERNATIONAL PLUMBING CODE EA THRESHOLD 195A X 226A X 195A ALUM PEMKO TOM TOP OF MASONRY 1 SET MEA111THSTRIP S44D(HEAD&LIMBS) POE Ko O FTG FOOTING REPLACED, REPAIRED OR OTHERWISE ALTERED TO ACHIEVE THE DESIGN 2015 INTERNATIONAL PROPERTY MAINTENANCE CODE EA DOOR BOTTOM 315CN ALUM PEMKO INTENT OR CODE REQUIREMENT DUE TO LACK OF COORDINATION WITH TOP TOP OF PLATE 2009 ACCESSIBLE & USABLE BUILDING AND FACILITIES O GALV GALVANIZED wOWARr sE 6 GB GRAB BAR TOS TOP OF STEEL THE GENERAL CONTRACTOR. INTERNATIONAL BUILDING CODE wnc 51-50 AMENDED TP TEST PIT INTERNATIONAL MECHANICAL CODE WAC 51-52 AMENDED J EA HINGES T4AAB6 4.5 X 4.5 NRP 32O 32D MC KNNEY GE GLOSS ENAMEL I EA ACTIVE PULL CHI- X M 320 32D TCE GFB GYPSUM FIBER BOARD TPH TOILET PAPER HOLDER INTERNATIONAL FIRE CODE WAC 51-54 AMENDED I FA CLOSER 4041-EONLUM(PUSH SIDE MN) ALUM LON GL GLASS TFMR TRANSFORMER UNIFORM PLUMBING CODE WAC 51-56 & 57 AMENDED 1 EA KICK PLATE K60DO 12'X 2'LOW CAS(PLASTIC) CAS TRIMCO I EA STOP/IOLDIR CIOODM 32D 32D NORECTILM Uj GM GWB GLASS MAT GYPSUM WALL BOARD TW TACK WALL WASHINGTON STATE ENERGY CODE, WAC 51-11 SET WEATHERSTRIP S44D(HEAD k JAMBS) PEMKO GV GATE VALVE TYP TYPICAL AMENDED WASHINGTON STATE VENTILATION AND INDOOR I EA DOOR BOTTOM 315CN ALUM PENKO GWB GYPSUM WALL BOARD UPC UNIFORM PLUMBING CODE AIR QUALITY CODE, WAC 51-13 GYP GYPSUM UG UNDERGROUND ELECTRICAL SAFETY STANDARDS WAC 296-46B HB HOSE BIBB UL UNDERWRITERS LABORATORY HC HANDICAPPED UNFIN UNFINISHED HD HAND DRIER LION UNLESS OTHERWISE NOTED SEE A1.00 FOR SITE PLAN &ASSOCIATED INFORMATION UP UTILITY POLE z HDBD HARDBOARD INCLUDING: PROPERTY LINE DIMENSIONS, BUILDING HDWD HARDWOOD UV UNIT VENTILATOR DIMENSIONS, SET BACKS, FIRE HYDRANT LOCATIONS AND HM HOLLOW METAL VNR VENEER DUMPSTER LOCATIONS O O HO HOLD OPEN VET VINYL COMPOSITION TILE 0 HR HOUR VEST VESTIBULE f< HT HEIGHT VG VERTICAL GRAIN oN HW HOT WATER VWF VINYL WALL FABRIC p HWG HIGH WALL GRILLE HWH HOT WATER HEATER W WEST Q HWR HOT WATER RETURN W/ WITH " HWS HOT WATER SUPPLY W/O WITHOUT Z y a HWT HOT WATER TANK WB WHITE BOARD D WOOD IBC INTERNATIONAL BUILDING CODE WIN WINDOW a IFC INTERNATIONAL FIRE CODE WGL WRE GLASS ID INSIDE DIAMETER WM WATER MAIN � � Uj IE INVERT ELEVATION WP WEATHERPROOF �5 INSUL INSULATION WR WASTE RECEPTACLE �€ INT INTERIOR WT WEIGHT =3 INV INVERT WWM WOVEN WIRE MESH w IP IRRIGATION PIPE is JST JOIST Q6 JT JOINT TITLE SHEET Is KID KNOCK DOWN SCALE N.T.S. KIT KITCHEN a° KPL KICK PLATE % LAM LAMINATED LAV LAVATORY LB LAG BOLT n� LEIS POUNDS LP LIGHT POLE �g LT LIGHT PERMIT SET LTS LIGHT SWITCH DATE: 2/12/18 �m �a A0.01 c GENERAL PARTITION NOTES EXTERIOR WALL AND INTERIOR PARTITION SCHEDULE ADDITIONAL WALL FINISHES c( 5 I. REFER TO UI FIRE RE515TANCE DIRECTORY FOR SPECIFIC SCR I Architects REQUIREMENTS OF ALL FIRE RATED ASSEMBLIES. 1916 Pike PI-.S.R.12 b367 Seollle,WA 96101 2.PARTITIONS THAT ARE NOT SPECIFICALLY MARKED ON PLAN SHALL 206.458.7517 BE THE 5AME TYPE AS THE RAREST ADJACENT PARTITION-TYPICAL ADD Pb°TO WALL S.ALL INTERIOR METAL STUDS SHALL MEET SSA STANDARDS PER SPECIFICATION. ALL INTERIOR NON BEARING 5TUD5 SHALL BE 20 13ATT INSULATION PER PLAN GAUGE UO.N. SEE STRUCTURAL FOR EXTERIOR OR LOAD BEARING -TYPICAL STUDS-TYPICAL PLAN INDICATIONS R-21 GATT INSULATION PER 5/8'TYPE EXISTING AS INDICATED ON PLAN-TYPIGAL 5/8"GYPSUM WALL 6YP5UM WALL BOARD V'tt' 4.ALL BASE PLATES AND BASE TRACKS SHALL BE ANCHORED TO �GONGRETE FLooR PLANS 5/5"GAB EACH 5IDE BOARD TYPE'X' R TFLOOR/CONCRETE SLAB PER STRUCTURAL DRAWINGS EACH 5IDE-TYPICAL PLAN INDICATI2 X b WOOD 5TUD5 - AS INDICATED ONIBG TA WALL AT 16"OC. UON. FLOORPLAN5 TON 5.ALL WALLS SHALL EXTEND TO AND BE ATTACHED OR BRACED TO IBC TABLE T2o.I(2) srATE of wASHINGfON THE CEILIN6/ROOF 5TR40TURE. U.O.N. -TYPICAL -SEE STRUCTURAL b'-20 METAL AB EACH Ir b.PROVIDE BLOCKING PER DETAILS A9.01-TYPICAL _- 2-HOUR AA1J_ STUDS ATT 16'O.G. BG TABLE T20.1(2) _ SIDE TT22 HOUR GWALLS -_---- 1.PROVIDE SOUND ATTENUATION INSULATION BATTS FULL HEIGHT IN THE PARTITION A5 DESIGNATED ON PLAN-TYPICAL (2)LAYERS 5/8'GM EACH EXISTING CONCRETE WALL — INTERIOR OR EXTERIOR 5IDE AT 2 HOUR WALL5 TYPICAL FRP / THIS SIDE OF WALL ° 8.PROVIDE FIRE BLOCKING IN WALLS, PARTITIONS AND PURRING AT 10' INTERVALS BOTH VERTICAL 4 HORIZONTAL. PROVIDE FIRE BLOCKING N AT ALL INTERCONNECTIONS 51 VERTICAL 4 HORIZONTAL SPACES, o AT CEILING,FLOOR LEVELS OR OTHER TRANSITIONS. -SEE SECTION L�l lll,IBC.AND/OR DETAILS ON SHEET A9OI a PLAN INDICATONS AS INDICATED ON FINISH PER SPECIFICATION a -1. B,1BLIE5,.ALL PENETRATIONS THROUGH RATED WALL A55 FLOOR PLANS r m FLOOR/CEILING AND RDOF/CEILING ASSEMBLIES SHALL BE PROTECTED ° � REPLACE GWB WITH PLYWOOD � BY AN APPROVED FIRE5TOP SYSTEM PER SECTION 112,IBC. IN WALLS, NOTE:DESIGNATION THIS SIDE OF WALL ° THE APPROVED FIRE5TOP 5Y5T3.1 SHALL HAVE AN F'RATING OF NOT ° ° PLAN INDICATIONS DENOTES DEPTH OF srUD5 6 PLAN INDICATIONS N LESS THAN THE REQUIRED RATING OF THIS WALL PENETRATED. INCONCTE S AS INDICATED ON AS INDICATED ON FLOOR PLANS FLOOR PLANS HORIZONTAL AS5EMi6LIM THE APPROVED FIRESTOP SYSTEMS SHALL GI-HOUR WALL a . HAVE AN F'RATING AND A'T'RATING OF NOT LESS THAN I HOUR,BUT ° ° .•".- . - .A#WP 1012 NOTE:L No DESIGNATION� PLAN INDICATIONS OF STUD SIZE DENOTES NOT LE55 THAN TTHEREQUIRED RATING OF TTHEWALL PEHlETRAT�. -HOUR WALL AS INDICATED ON BC TABLE 120.1(2) AT� Ib TUD� 2 X 6 STUDS I-HOUR WALL FLOOR PLANS 10.PROVIDE CONTROL/fXFAN510N JOINTS IN ALL GYPSUM WALL BOARD ° ° �r�I�i���rr -HOUR WALL CIA#wP 3514 ASSEMBLIES. PROVIDE JOINTS AS SHOWN ON PLAN5,SECTIONS, PER STRUCTURAL U.O.N. L U411 2-HOUR WALL ec TABLE 120.I(2) 'G_A#WP 4136 ELEVATIONS OR AS REQUIRED. GM AREAS SHALL NOT EXCEED 900 50.FT AND JOINTS SHALL NOT EXCEED 30'-0"O.L. -TYPICAL �. BRACE FRAME�� � PROVIDE FIRE RATED JOINTS IN FIRE RATED ASSEMBLIES-TYPICAL NOTE:FOR FURRING SEE BELOW IN sLL cruRA Dwbs NOTE:FOR FURRING SEE BELOW SEETYPICAL CONCRETE WALL — INTERIOR OR EXTERIOR 2-1/2", 3-5/8", 6", 8" OR 10" METAL STUD WALLS TYPICAL 2 x 6 WOOD STUD WALL TYPICAL PLYWOOD / THIS SIDE OF WALL R-21 BATT INSULATION PER 5/5'TYPE'X'6WB PLAN-TYPICAL ° 1 VAPOR BARRIER 5/8'6WB EACH SIDE I I R-21 BAIT INSULATION BUILDING PAPER I -PER SPECIFICATIONS ° 2 X 6 WOOD STUDS AOOv STUD PER PLAN AT 16"or,.-U.o.N. MINIMUM 1/4"GAP 1 BI STUD 4 WALL. ATTACH TO MASONRY 71 (2)LAYERS 5/5'GAB EACH WITH CLIPS AT 48"O.G. SIDE AT 2 HOUR WALLS WALL FER PLAN a I PLAN INDICATIONS AS INDICATED ON FLOOR PLANS NOTE: NOTE:DESI6NATION - 2X4 DESIGNATION DENOTES 2x4 DENOTES DEPTH OF STUDS SIZE OF WOOD STUD OTHER THAN 2 X b FURRING OTHER THAN I-HOUR WALL 2x6 -SEE PLAN G.A.#AP 3514 2-HOUR WALL G.A.#WP 4136 BRACE FRAMEy�3IIIIIIIIIIIIIIII NOTE:FOR PURRING SEE BELOW IN WALL SEE 5TRUGTURAL DW65. TYPICAL MASONRY/CONCRETE WALL W/ FURRING 2x4, 2x8, 2x10 OR 2x12 WOOD STUD WALLS 0 WINDOWS WINDOWS NOTES: y ~ WINDOW WIDTH HEIGHT FRAME GLAZE TEMPEREDU-VALUE STC DESCRIPTION MANUFACTURER QTY. 4 O HEAD IT 3 O HEAD IT I. FRAMES ARE ALUMINUM STOREFRONT TYP. U.O.N.ON O MARK ABOI A8.01 PLAN5,5EGTION5 OR DETAILS. O 1 4'-0" 4'-0" ALUM DOUBLE NO 0.30 NFRC 38 FIXED STOREFRONT 2 2 T 0" 4'-0" ALUM DOUBLE NO 0.30 NFRC 38 FIXED STOREFRONT 1 j 6LA55 TYPES` 3 4'-0" 4'-0" VINYL DOUBLE NO 0.30 NFRC 38 FIXED PLYGEM 6 j JAM 18 - �/ JAM 18 pl V4.CLEAR FLOAT GLASS 4 10'-0" 9'-0" ALUM DOUBLE YES 0.30 NFR 38 STOREFRONT STOREFRONT 1 Ae.OI A6.OI ©%4 LAMINATED SAFETY GLASS CC SILL 19 SILL 19 3 a AS.DI ,eol O MI6'FIRE RATED GLAZING IN I HR.WALL ALL WINDOW5 AND RELITES WITHIN 24"OF DOORS TO BE aocc� LAMINATED SAFETY GLA55 WITH BOTH PANES LAMINATED GLAZING AREA CALCULATION SAFETY CLASS AT INSULATED GLAZING GLAZING AREAS GROSS EXTERIOR GLAZING/WALL O O (ROUGH OPENING) WALL AREA Z �W (VERTICAL&OVERHEAD) 4-p O O HEAD 13 230 SF 35,445 SF .0065% M NOTE:WINDOWS SHALL MEET EXCEED WASHINGTON ENERGY CODE MINIMUMS o FOR U VALUE AND SHADING COEFFICIENT FICIENT JAM 14 : ABOI Q Qa INSULATED GLASS VALUES SILL Is N AB.01 �b5 U-VALUE �E 3 0.30 OR BETTER VINYL W 0.35 OR BETTER METAL O VINYL WINDOW 0.60 OR BETTER STOREFRONT a PARTITION AND os WINDOW I j 9CHEDULE 2� 2 ?' PERMIT SET o O STOREFRONT DATE: 2/12/18 4 �m 38 A0.03 c COMPOSITE ELEVATIONS TOILET URINAL TPH/5NR LAVATORY SINK MIRROR 5D SGD/HD/PTD SIND SCR Architects 1916 Pike Pl—S.R.12#367 eoHle,WA 1 206.456.7517 - NOTE: ttPIGAL WATERGL05ET DIMENSIONS UNLESS NOTE: PROVIDE INSULATED OTHERA15E NOTED. KALE KALE COVERS FOR LAVATORY DRAIN PIPE AND'MATER SUPPLIES. TYPICAL. WALL 2_O^ 8679 TO OF ADJACENT REGISTERED CH URINAL I'-0" TO U Aa n WALL SPATE OF WASHINGfON TPH SNR - a - a o o mo 0 o ¢ w o � oz oz oY„`), S mp cvw m Q FINISHED a FLOOR `V 7\\\\7 L o a� M mi ROOM 51GNA6E ELECTRICAL RECEPTACLE, THERMOSTAT/LIGHT FIRE ALARM HORN,VISIBLE FIRE EXTINGUISHER CABINET WHITE BOARD/ DRINKING FOUNTAIN MOP RACK N COMPUTER,CATV OR SWITCH 8 PULL STATION 516NAL OR COMBINATION TAG<BOARD TELEPHONE OUTLET a o' CLOCK/ BOTTOM SPEAKER I I I I I Q TOP EDGE 43'MAX. TO SPOUT OUTLET a 0 ❑ — HEIGHT x z 1 0 Q E x 1L Q QC, V Z Q FINISHED `n - FINISHED FLOOR FLOOR — y ~ � yJ O � � o � a W z z 4 O O �F Z U) O � JW COMPOSITE �C os ELEVATION YL SCALE N.T.S. PERMIT SET z DATE: 2/12/18 �m �s AO.04 SCR I Architects 1916 Pike Pl-.S.R.12#367 Seollle,WA 98101 206.458.7517 8879 S"MIN. \�\ ¢ x. ¢ ¢ ¢ ��TE OF WASHINGfON I f F S f f FLOOR FINER FINISHED NLOI FLOOR FLOOR FINISHED NL� FINISHED MIN. ���,_ II MAX. 2' >2 10" �I21 o KNEE AND TOE CLEARANCE UNOBSTRUCTED FORWARD REACH- ELEVATION OBSTRUCTED HIGH FORWARD REACH-ELEVATION OBSTRUCTED HIGH 51DE REACH-ELEVATION K GAL ALL LOCATIONS TYPICAL ALL LOCATIONS GAL ALL LOCATIONS Milc&ALL LOCATIONS a m FRONT APPROACH -PULL 51DE HINGE APPROACH - PULL 51DE HINGE APPROACH - PULL 51DE LATCH APPROACH-PULL 51DE HINGE APPROACH - PUSH 51DE m OPTION I OPTION 2 ---------------------------------------------- V V V A550UM CLEAR WIDTH <= 32"MIN. z OF OPENING,INCLUDING z - - - DOOR,JAMB,AND 'f -- --_ - m m STRIKE JoN� m SIDE N BEYOND 24"MIN.CLEAR BEYOND ---- -------------- TYPICAL. STRIKE TO BE 32"MIN. ONp DOOR 8 MIN. JJ LAMB ON SWING OF DOOR SIDE OF DOOR 22 �`• xa SWING STRIKE SWING STRIKE JAMB ON 5WIN6 SIDE OF NO 32"MIN. 18"MIN � 56"MIN. 42"MIN. 24"MIN. LATCH \, SIDE OF DOOR MIN. z ' � - I I f FLOOR 32"MIN. 32"MIN. 32"MIN, I I 10" 'IF WTH GLOU R AND LATCH ARE PROVIDED '54 MIN.IF GL,O5ER 15 PROVIDED "'48"MIN.IF BOTIJ CLOSER AND LATCH PROVIDED CLEAR AREA AT DOOR - PLAN CLEAR AREA AT DOOR-PLAN CLEAR AREA AT DOOR - PLAN CLEAR AREA AT DOOR-PLAN CLEAR AREA AT DOOR-PLAN UNOBSTRUCTED 51PE REACH - ELEVATION M'PICAL ALL LOCATIONS TYPICAL ALL LOCATIONS GAL ALL LoGArIONS (TYPICAL ALL LOCATIONS GAL ALL LOCATIONS (TYPICAL ALL LOCATIONS SIDE APPROACH - WALL RECESSED FRONT APPROACH-WALL RECESSED C 4^MAX. LATCH APPROACH - PUSH SIDE FRONT APPROACH - PUSH SIDE 15"MIN DF "(L OF DRINKING FOUNTAIN UNDER D.F.48'CLEAR FLOOR SPACE REQT)IN FRONT OF HA. 5"MIN. "--- -""- -- D.F. CLEAR FLOOR SPACE MAY INCLUDE KNEE AND G. TOE CLEARANCES NOT TO EXCEED 25"EXTENDING 2)PROVIDE DRINKING FOUNTAIN THAT MEETS OR EXCEEDS 5"MAX 32"MIN. 32"MIN. ADA 6UIDELINES FOR FRONT APPROACH. SPOUT . WALL DRINKING FOUNTAIN RECESSED SHALL BE LOCATE[)5'MAX FROM FRONT EDGE OF DF HG INTO WALL. DRINKING FOUNTAIN. ----------- - REQD FOR PARALLEL 30"MIN ------------- - - - - - 30"X 48"CLEAR FLOOR SPACE z �- �. APPRONCH o � TPROVEHAT LID ED ORIN52 FOU TAIN z 24 MIN. ADA GUIDELINES FOR SIDE a —LATCH SIDE `'--------'------- APPROACH. SPOUT SHALL BE LOCATED BSg'MAX FROM a w FRONT EDGE OF DRINKING 461 MIN. 1 FOUNTAIN. FINISHED m o FINISHED -------------------- FLOOR FLOOR 'WHIR.IF CLOSER 15 PROVIDED DOORWAY WIDTH 12"MIN.' 4 IF BOTH CLOSER AND LATCH ARE PROVIDED ACCESSIBLE DRINKING FOUNTAIN LAYOUT ACCESSIBLE DRINKING FOUNTAIN LAYOUT LIMITS OF PROTRUDING OBJECTS CLEAR AREA AT DOOR-PAN CLEAR AREA AT DOOR- PLAN IGAL ALL L.00ATI TYPICAL ALL LOCATI IGAL ALL LOGATI GAL ALL LOCATIONS CAL ALL LOCATIONS 15"MIN W END WALL (L 6"MAX. END WALL 6"M X. VERTICAL CHANGE IN LEVEL NOTES; z Q ¢ y GHAN6E5 IN LEVEL OF)/4"MAXIMUM PROVIDE MINIMUM 50k48'OF CLEAR v 30"BAR -- 12'BAR IN HEIGHT SHALL BE PERMITTED TO SPADE FOR HANDICAPPED URINAL A5 21"MAX. 21"MAX. O BE VERTICAL. REQT)PE /AN51111.12003 ;"/ A Q O FAUCETS SHALL COMPLY MIRROR . _ �v x x Z WITH ICC/ANSI 111.1 2003 a SECTION 509 HAND URINAL.SHALL BE A MINIMUM OF I4" z z L OPERATED METERING DEEP' FAUGET5 SHALL REMAIN - BEVELED CHANGES IN LEVEL Via, OPEN FOR 10 SECONDS. j CHANGES IN LEVEL GREATER THAN 2 �� 30"MIN Ya 'IN HEIGHT AND NOT MORE THAN PROVIDE INSULATED Y"MAXIMUM IN HEIGHT SHALL BE COVERS FOR LAVATORY DRAIN PIPE AND ALL Ow lL, °1 BEVELED WITH A SLOPE NOT (A) WATER SUPPLIES. Q - - `'EpT x FINISHED i FINISH STEEPER THAN 1:2. SEE A$B. s s �S" z Q \ °-------__-__ � r- FLOOR m r FLOOR Z D KNEE SPACE f O g NOTE IN LEVEL GREATER THAN cry m o ;mw STANDARD ROLL-IN TYPE 5HOM ALTERNATIVE ROIL-IN TYPE SHOWER REQ' N Z r7mO N Yj"IN HB6HT SHALL BE RAMPED REQ'D TOE SPACE _ 'IFS�! FINISHED a (k �5: O AND SHALL COMPLY WITH ICC/ANSI FLOOR f z `. T.I 2003 SECTION 405 OR 406. Ya"-y2 1 6 \\\\\ 0 3O"MIN. 3O"MIN. 36" THRESHOLDS IN ROLL-TYPE%a`IER COMPARTMENTS SHALL BEY'MAXIMUM IN HEI6HT. V 2 x a - SHOPM ALTERNATIVE ROLL-IN TYPE SHOWER 2. HAND 5HONER WITH A HOSE 60"MIN.IN LENGTH,THAT CAN BE USED AS BOTH FIXED SHOVER FINISH FLOOR W HEAD AND HAND SHONEK SHALL BE PROVIDED. THE HAND SHOVER SHALL HAVE A CONTROL Q WITH A NONPOSITIVE SHUT-OFF FEATURE. AN ADJUSTABLE HEAD MOUNTED ON A VERTICAL BAR Qa CHANI5E5 IN LEVEL (5) ACCESSIBLE LAVATORY LAYOUT GESSIBLE URINAL ACCES ROLL-IN TYPE 5HOY4ER COMPARTMENT - PLAN AND ELEVATION SHALL BE INSTALLED 50 A5 TO NOT OBl THE USE OF GRAB BARS. (TYPICAL ALL LOCATIONS) (TYPICAL ALL LOCATIONS) IGAL ALL LOCATIONS AL ALL LOCATIONS Z Z lg5 i i60"MIN. WALLNOTESBACK WALL GRABBAR FOR WATER CLOSET SIDE WALL 6RAB BAR FOR WATER CLOSET W� CIRCULAR SPACE 60"MIN. TOILET STALL PARTITIONS TO HAVE MIN.12"TO FINISHED FLOOR THE TURNING SPACE SHALL BE A CIRCULAR SPACE WITH CLEARANCE FROM BOTTOM OF PARTITION mj A 60-INCH MINIMUM DIAMETER. THE TURNING SPACE r — — — — — SHALL BE PERMITTED TO INCLUDE KNEE AND TOE — _ REFER TO'6RAB BAR AND ACCESSORY m SECTION 306. CLEARANCE GOMPLYIN5 WITH EGG/AN51 IITI 2003 z O z LAYOUT-ELEVATION'ON THIS SHEET FOR N \ x LOCATIONS OF 51DE WALL 6RA5 BARS AND LOCATE CENTERLINE OF 9 DISPENSERS 39"-41" VERTICAL 6RABBAR ACCESSIBLE PLAN & �C T-SHAPED URNING SPACE / m z IT'-19' W-4I'FROM BACK �s THE TURNING SPACE WITHIN A 60-INGH MINIMUM 50UARE, / 0 \ x ¢ SPACE BETNEEN THE WALL AND 6RAB BAR WALL A55HOYN ELEVATION LAYOUT WITH ARMS AND BASE 36 INCHES MINIMUM IN WIDTH. L J SHALL BE Il-TYPICAL D SCALE N.T.S. EACH ARM OF THE T BAR SHALL BE CLEAR OF 056TRUCTION5 12 INCHES MINIMUM IN EACH DIRECTION, / z By *59'MINIMUM CLEAR REQUIRED FOR FLOOR o 54"MIN x AND THE BASE SHALL BE CLEAR OF OBSTRUCTIONS 24 1 x MOUNTED TOILET. 36"MIN. 42"MIN. INCHES MINIMUM. THE TURNING SPADE SHALL BE I 24"MIN. 12'MIN. v 12"MAX 42"GRAB B PERMITTED TO INCLUDE KNEE AND TOE CLEARANCE COMPLYING WITH ICC/ANSI IITH BASE SECTION 306 — — J NOTE: \ f ACCESSORY SHEET FOR LL m ii O z - PERMIT SET W ONLY AT THE END OF EITHER THE BASE OR ONE ARM. ATION"ON THIS 12"MIN. 36"MIN. 12"MIN. m _ "�- -- - c m L�-- N --°m'1 --�� DATE: 2/12/18 _ m m BARS FINISHED != J - FINISHED CIRCULAR T-5HAPED FLOOR -_ FLOOR WALL 38 24"MIN. SIZE OF TURNING SPACES BULATORY TOILET COMPARTMENT ACCESSIBLE TOILET -GRAB BAR AND AGGESSORY LAYOUT - PLAN 4 ELEVATIONS 4z^MAX AO.O �< (TYPICAL ALL LOCATIONS) ttPIGAL ALL LOCATIONS) (TYPICAL ALL LOCATIONS) SCR I Architects 1916 Pike Plx S.R.12#367 0 Seollle,WA 98101 206.458.7517 8679 REGISTERED _ — — _ CH�,' _ _ EXIT FEX IT p-R IXIT IEXITI IEXITIsrATE of wASHINGfON 32 32=6.4"EXIT WIDTH 41 41 41 41 13 EXIT WIDTH 31=52"EXIT WIDTH 31=8.2 EXIT WIDTH 31=8.2"EXIT WIDTH m N� I �o WAREHOUSE �� K 6,z86sa.FT. LEGEND FOR OCCUPANCY ° 0 0 0 0 AND EXITING PLAN 5TORA6E f ROOM NAME AND NUMBER a I O TOTAL OCCUPANT LOAD FOR ROOM ° ° ° ° ° ° ° ° DESIGNATED EXIT 18 —OCCUPANT LOAD FOR EACH EXIT I 1 g DESIGNATED IXIT FROM ROOM W/ACCUMULATIVE OCCUPANT LOAD 18 x]—DESIGNATED EXIT FROM BUILDING W/ACCUMULATIVE OCCUPANT LOAD I SEE REFLECTED 6EILIN6 FLANS FOR EXIT SI&N 6 EMER5ENGY ILLUMINATION LOCATIONS. -TYPICAL WAREHOU5E PLUMBING FIXTURE COUNT I 3 6,301 50.FT. AREA TOTAL 31,245 SF. o 0 0 0 0 o OCCUPANTS:11245/500 SF PER PERSON =63 PEOPLE REQUIRED PLUMBING FIXTURES (PER IBC AMENDMENT CHAPTER 29) WATER CLOSETS IAVAiORI S I 1 PER 100= 1 1 OFFICE o 0 0 0 AREA TOTAL 2.950 SF. OCCUPANTS:2,950/100 SF PER PERSON = 3D PEOPLE 1 REQUIRED PLUMBING FIXTURES I N (PER IBC AMENDMENT CHAPTER 29) m WATER CLOSETS LAVATORIES 1 PER 25 FOR FIRST 50= 1 1 FIXFURES LAVATORI S FIXTURES PROVIDED WAREHOUSE I WAREHOUSE MALE I 1 FEMALE 63 76l UNISEX 1 1 31,245 50.FT. I 123,461 50.FT. WWAREHOUSE � 4T y � yJ r � pOJ f I = LLI ~ CC I ZZ4 OFFICE STORAGE 2,950 50.FT. v o WAREHOUSE n IS `�L J`5TORAGE 1 2 I T399 50.FT. Q .F O 5 I y d I W PRODUCTION y 45 Q 31=6.2"EXIT WIDTH CODE REVIEW �o 30 30=6.0"EXIT WIDTH 41 31=8.2"EXIT WIDTH 41 31=8.2"EXIT WIDTH 41 31=8.2"EXIT WIDTH *EXrl EXITING EXR EXR EXR EXIT IXIT SCALE 1/161, = V-0" - _ — — — g L PERMIT SET DATE: 2/12/18 FFI N a �— AGLE5515LE ROUTE OF TRAVEL �o AGGE5515LE PARKING 5PAGE REFERENCE 3_ + NORTH A0.06 SCR I Architects 1916 Pike PI-.S.R.12#367 0 Seotlle,WA 98101 206.458.7517 8679 REGISSTT1EEREED U AW n u1 STATE OF WASHINGTON I\ � A.L.T.A. / A,C,S.M. LAND TITLE SURVEY ITH 2669.69'(2669.72' R.�.S.) ���\r 1334.86' .��PUNCH 6N EAS" ATE A P❑RTI❑N OF LOTS 4, 5, 6, 11 AND 12 OF RECORD OF SURVEY AS PER REC❑RDING No. 7905290175 rU cD S00'36'32'E_ - 36.18 N VISITED 04/06. N.E. A P❑RTI❑N OF THE S.W. 1/4, OF SEC. 14, T.W.P. 31 N., R. 5 E., W.M., IN SN❑H❑MISH COUNTY, WASHINGT❑N - 67TC AvF.RI - (PUBLIC DEDICATED RIGHT OF WAY) -510.04'13•W FU A - �T LEGEND LEGAL DESCRIPTI❑N 1111111-O.1111111 FOUND MONUMENT AS NOTED N [BWATER METER PARCEL A: o SIGNS THAT PORTION OF THE SOUTHWEST QUARTER, SECTION 14, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., IN n� 9 MB FOUND REBAR 6 I.D. TAG SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: MAIL BOX a m STORM SEWER CATCH BASIN G.M. GAS METER COMMENCING AT THE SOUTHEASTERLY CORNER OF LOT 21, RECORD OF SURVEY RECORDED MAY 29, 1979 - `" I I\ ® DRAINAGE MANHOLE (P) IRRAGATED LANDSCAPING UNDER RECORDING N0. 7905290175 IN VOLUME 9 OF SURVEYS, PAGE 275, RECORDS OF SNOHOMISH I\ A r COUNTY, WASHINGTON; 9. OS SANITARY SEWER MANHOLE -W-WATER LINE r I I\ D� NORTH � THENCE SOUTH 79' S5' 4T EAST ALONG THE NORTH LINE OF LOT 3, SAID SURVEY, 60.00 FEET, SAID POINT i7 SCALE:1 =60 D DRAINAGE LINE BEING THE MOST SOUTHEASTERLY CORNER OF THE PARCEL OF LAND DESCRIBED AND DELINEATED ON © CLEAN OUT -S-SANITARY SEWER LINE RECORD OF SURVEY RECORDED OCTOBER 13, 1978 UNDER RECORDING NO, 8710135003 IN VOLUME 25 OF y © GREASE SEPARATOR -UG-UNDERGROUND POWER LINE SURVEYS, PAGE 227, SNOHOMISH COUNTY, WASHINGTON AND ALSO THE TRUE POINT OF BEGINNING; THENCE NORTH 46' O1' 15' EAST 212.92 FEET; a I \\ 0 LIGHT STANDARD -P-OVERHEAD POWER LINE THE NORTH 10' 04' 13' EAST 916.51 FEET TO A POINT ON THE NORTH LINE OF LOT 4 OF SURVEY 60, 30, 60' T COMMUNICATIONS LINE I I \ olu POWER TRANFORMER OR VAULT RECORDED MAY 29, 1979 UNDER RECORDING NO. 7905290175, SAID POINT BEING THE MOST I -G-NATURAL GAS LINE NORTHEASTERLY CORNER OF THE PROPERTY DELINEATED AND DESCRIBED IN SURVEY RECORDED OCTOBER \ 13, 1987 UNDER RECORDING NO. 8710135003; \ IN FEET) EXISTING FIRE HYDRANT THENCE SOUTH 88' S2' 32' EAST ALONG THE NORTH LINE OF LOT 4 OF SURVEY RECORDED MAY 29, 1979 \ I 1 inch =60'f-t UNDER RECORDING NO. 7905290175, 597.77 FEET; I \ WATER VALVE THENCE SOUTH 10" 04' 13' WEST 930.95 FEET; \\ p D I o l THENCE NORTH 79' 55' 47• WEST 530.50 FEET;rT THENCE SOUTH 10' 04' 13' WEST 97.97 FEET; BASIS OF BEARING INSTRUMENT USED THENCE SOUTH 46' OF 15' WEST 315.12 FEET TO A POINT THAT BEARS SOUTH 10' 04' 13' WEST FROM THE A I ❑ RECORD OF SURVEY AS PER REC. SOKKIA 3100 TOTAL STATION/ TRUE POINT OF BEGINNING; n \ THENCE NORTH 10' 04' 13' EAST 102.20 FEET TO THE TRUE POINT OF BEGINNING. L-� � No. 7905290175, RECORDS OF THE FIELD TRAVERSE SNOHOMISH COUNTY, WASHINGTON. (ALSO KNOWN AS A PORTION OF LOTS 4, 5, 6, 11 AND 12 OF RECORD OF SURVEY RECORDED MAY 29, 1979 i-U /r// UNDER RECORDING NO. 7905290175 IN VOLUME 9 OF SURVEYS, PAGE 275, RECORDS OF SNOHUMISH 68TH l COUNTY, WASHINGTON.) I " \ DR. N.E. -- -- ELEVATION DATUM ZrrF (PRIVATE RIGHT OFPARCEL Bw FROM WGS SURVEY DATA WHAREHOUSE, DB ID 21556. __ BRASS WITH 'X' IN CASE, DWN. 0.6' AT INTERSECTION A NON-EXCLUSIVE EASEMENT FOR INGRESS, EGRESS AND UTILITIES ESTABLISHED BY INSTRUMENT I ----\\ I 0 m® g V - ESMTIROANON EXCLUSIVE ACCESS ]0249936D N G,V D, 88D DATUM AVE. NE. ELEVATION OF RECORDED OCTOBER 15, 1990 UNDER RECORDING NO. 9010150082, IN SNOHOMISH COUNTY, WASHINGTON N1102.20, - - �N AS SHOWN OOMPE V.INDUSTRIAL LEX. SITE T.B.M. 'X' IN BOLT TOP FLANG OF HYDRANT AT THENE. CORNER OF SITE ELEV. OF 154.20. 9 s o,. JS. 'X, - iry�i 9L OT�p o4L r I Ia n<N f�7P096A4,'9Ji1,8904.rTJ.60ftS. \ \ 10'WIDE SEW nRl _ cI m£30 d�oT Ntif.JOJ`T S \ o _ PER"AT REC.LINE ESMT,AS I I umn I n n£ No.89041,10089. °J�RFP�Ffsaos - ss NIO.04'13•E I w n= i o OS` moloHz w-W 916.51' SIO°04'13'W - - 6_ W E I 110' I97.97' I ��Vl ® 0 •64.3' a e Q-s�>D���' ^ I50 I o E F w y u'20.9, SANITARY SEWER I v �a� n 9 539.7• SAN. MANHOLE RIM IE. EL. z s rzi�m�oA ut I A 150.19 139.43 NE. 139.33 S. s B 150.41 141.08 N. 140.96 W. 140.86 SW. I ❑om 15 Ey �N�mm - C 151,47 141,08 N. 140.98 W, 140.86 S. �^!e I y o w A r n r na, ImoA £ �N STORM DRAINAGE s DRAIN MANHOLE RIM EL. IF, EL. N o I I I I O A 148.56 145.13 N. C 148.57 144.92 S. E 146.03 145.62 N. 145.91 S. 144.59 W. F 148.50 142.80 E. 142.55 S. �n v d E D .'D O H 149.802 143.87 S. 148.87 N. m SPRC 0I I a W V GRAIN CATCH BASIN TYPE IT ® 9 SPRC m n o B R 4852 146..03 S. 146.14 N. D 1404 1144.89 N. A N AyNo nm rt siso ®I II L' I I II I II r y\p tN W_weA N9G 47 144.63 S.I 148.36 4394 N 143.97 S. 14 6J 435 144,50 N. 144.50 N. m K 146. 14455 N 4455 S. 6 5 22 S. WdL 14 14 . . 1 . 8 1M 1453 4543 C` 9 Gm N. ARUNGROgD aN EXCL P 152.54 149�339 E.NW. 150.59 SW. \ ION j�RAi ,CC,SS I\\\ N Zom`7A , ®' o o i £ I II FU,S qFC 259EACQ J4� Q 151.04 149.09 NE. 149.09 SW. 148.94 W. �w R 151.07 I48.38 E. 148.25 W. ��� I �M` zo��A t I I EXPIRES: 9 01 015 O T 150.61 147.56 E 147.50 SW. U 149.2 147.38 SE. \\ V 149.23 146.86 S. 146.88 NW, 146.88 NE. o GREASE TRAP 1154 I �� HOC N 624.0' m� N I Q IF p nF S 151.47 141.08 N. 140.96 ���r' N 1 ® D ga 156 154 - ® ==-\ p \ B ® D e D a s D p I I FOR SCR Architects Z y15 I cONC.PAD, F I \P a �--D I 13teP12 eNo`n u 367 %;Ur I JSs \ \\\ -150 0 : 6 ® o(' Zy I I Seattle, Washington] 98101 - y D❑ 15 150_ P - - mj W 50 3 n`• S ]52-< 5 WIDE P.U.A P 150 I TDPODRAPHIC SURVEY OF THE ARLINGTON WAREHOUSE up I ESMi,q71 PER No. W 8 CONC.WALK 154EDGE QF71,0062. 930.95' p""ERT�a154- 152 I--rn- 0 154 VAN CLEAVE AND ASSOCIATES ut SITE T.B.M. W- S10.04'I3•W ��\ 154 S 1 12 CANDLEWYCK DRIVE WEST N I LOT 1p \\ \ Up Iw- LAKE WO j WASHINGTON 98499-3821 SURVEY qC R'AI.C. �s - \ I OWN BYE K.W.V. Jr. CKD BY'. K.V. APPRVD BY: K.V. DATE 7/30/14 DATE 7/31/14 DATE 3/12/14 SCALE V, = 60'-01, rF.B ND. L,L/EFB DWG NO. 14-1923 PERMIT SET z DATE: 2/12/18 �m �s AO. 10 SCR I Architects 1916 Pike Pl—S.R.12 b367 0 Seollle,WA 98101 LEGAL DESCRIPTION: 206.458.7517 SEC 15 TAP 31 RGE 05TH PTN EI/2 5EI/4 5EI/4 DAF GOM SE GOR OF SO SUB TH 5bl"35 45A ALG 5 LN THOF OF 641.55FT TO 5W GOR OF 5D 5UB TH N05'5b 2qN AL6 W LN THOF 20F7 TO NLY MGN(IbbTH 5T NE) $TPBTH GONT NO3'5b 2qW 214.28F7 TH N8l'34 35E PLW N LN OF SD EI/2 5EI/4 5EI/4 13OFT TH NOYBb 25A 35.63FT TH NOI°I2 401,N 30FT TH Nb8'41 20E 231.15FT TO WLYMGN OF(66TH AVE NE)TH 506'44 01IN AL6 SO NLY MGN 35g5bFT TAP ON NLY MGN OF(IbbTH 5T 5E)5D PT BEING 20FT N OF 5 LN OF 5D 5EG 15 A5 MEA5 PERP THER70 TH 5b1'55 45W AL6 NLY MGN 5DGITY 5T$PLW 5 LN 5D 5EG 2g551FT TO TPB V., RED EXG ANY PTN THEREBY Li'MN SD CITY ST'S 66TH AVE NE&I88TH ST NE PER BLA REG 9112055016 � SEE AO.IO SURVEY FOR ENTIRE PROPERTY BOUNDARY,SET 5AGK5,EASEMENTS,STREET AGGE55.FINI5H FLOOR ELEVATION,GRADE ELEVATIONS,AND ALL UNDERGROUND U7ILITE5. STATE OF WASHINGTON 4W.45' 5 10'04'15"W iFi N� �o o K m I a d IIT'-10't 624'-0' 66'-0' is, DOGK DOORS AND OPENIN55. O r Z M . . p �i m s . . . ■ _ y o � � . . . . aa � zz � NEW STAIR,ADA RAMP, MW DOGK DOOR5,OPENI1,65 AND « O O ADA PARKING. a o o nF NEW CONCRETE RAMP -o ZZN � JW g16.51' N 10'04'1$"E — OVERALL �C os SITE PLAN SCALE ill = 30'-0" FIN15H FLOOR 1"15.58' BUILDING HE16HT: 22.7 PERMIT SET z DATE: 2/12/18 �m REFERENCE 38 t NORTH A1 .00 SCR I Architects 1916 Pike PI-.S.R.12#367 0 Seollle,WA 98101 206.458.7517 O O O O O 8679 REGISSTTIEEREED U AW n SPATE OF WASHINGfON m� m N� �o o O O O O 0 m I m o% 240'-0" a d I.E.152.35' I.E.141.35' O O O NEW 6"AB5 5EAER LINE WITH O 0 GLEANOUT AT EVERY 100'-O" BED LINE IN PEA GRAVEL 0 O O 0 0 4 n 0 00 0 0 0 ■ W ■ O D 0 0 O 0 � yJ W (E)FINISH FLOOR 155.66' aa � - - - - - - - L J L - - J IL L - - - - - - - J 145.22'I.E.OF(E)SEAERLINE — L — Z UW AT ENTRY INTO BUILDING O � (E)6"GONGRETE SLAB e e6"GONGRETE SLAB (E)6"GONGRETE SLAB °a N �5 I I ' "III IIII III III III III III III ? a N � IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII III III III III III III J �3 � JW IIIIIIIII III III III III III III III III III III IZEN I VAE--: y �I�I I I I I I ae �� IIIIIIIIIIIIIIIIIIIIIII i III III III III III III III III III III III III �g IIII SEWER LINE PLAN III III III III IIIIIIIII III III III III III III SCALE �� IIIIIIIII IIIIIII IIIIIII IIIIIII IIII —III IIII III III � II II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII II III III III III III III III III PERMIT SET o IIIIIII IIIIIII IIIIIII IIIIIII II IIIII IIII IIII IIII DATE. 2/12/18 rffli IN IV �m III III III�o III III III /♦REFERENCE 38 ®UTI L 1 TY TRENCH \\ NORTH A 1 . 1 �' SCR I Architects 1916 Pike PI-.S.R.12#367 0 S"ollle,WA 98101 206.458.7517 8879 REGISTERED CH toff No nn r SPATE OF WASHINGfON 624'-0" bb'-0" 15'-0" El oQ K O��IGe OfflGe Q� m � CUSTOM a� INTERIORS ARL I NOTON 6,38a sa. Fr. REGYGLE recycling 21,182 50. FT. loading BENANDRE 15,432 50. FT. cabinetshop 20,000 50. FT. 4 VACANT VACANT WAREHOUSE WAREHOUSE 6,3811 sa. FT. 105,1154 50. FT. VACANT 0 WAREHOUSE m 16,026 50. FT. SEAGAST storage open storage 8,064 50. FT. ■ ART OF APPRECIATION 34,826 50. FT. W 0 0 0 0 0 0 o H ® Q J M � ip J � q � 13 4-1 loading ®� breakLL W (� RAMP ACCESS Work area L � 4,608 SQ. FT. Z Z offi e v - - - - - - - - - - - - - - Qa Z Z y � JW a LA ____ - EXISTING q os FLOOR PLAN SCALE 3/64" = 1'-0" g /+REFERENCE \` NORTH PERMIT SET z DATE: 2/12/18 �s SCR Architects 1916 Pike Pl—Suite 12#367 Seattle,WA 98101 Cp 206.458.WA 3 8 8879 REGISTERED CH�toff No nn r STATE OF WASHINGTON 624'-0" bb'-0" 15'-0" SEE ENLARGED FLOOR PLAN ON A2.10 ---------------------------------------------------------- it it ❑ m �o ' ' off ice off ice Q m1 I I O CUSTOM a INTERIORS ARL I NOTON 6,38a sa. FT. reeycling 21,782 50. FT. loading BENANDRE 18,432 50. FT. cadinetshop 20,000 5a. FT. ISLAND VACANT CONTRACTOR VACANT WAREHOUSE SUPPLY WAREHOUSE 6,38�i sa. FT. 54,611 50. FT. 71,373 50. FT. INCLUDING 2,1150 SO. FT. OFFICE VACANT WAREHOUSE 16,026 50. FT. 5EACA5T storage open storage 8,064 50. FT. ART OF APPRECIATION 34,826 50. FT. W � Q J '��; stares e W ~ loading break CCLL RAMP ACCESS work area ~ 4,608 SQ. FT. Z ._ offi e V - - — - - - - - - - - - - flo tlP z .a J W = OVERALL �g ---- ---------------------------------------------------- FLOOR PLAN os SCALE 3/64" = 1'—O" g (/REFERENCE NORTH PERMIT SET DATE: 2/12,i1 38 GENERAL ROOM MATERIAL SCHEDULE(SEE NOTE BELOW) OFFICE-ROOM NAME 1ST NUMBER-FLOOR FINISH SCR Architects 129 ROOM NUMBER 2ND LEVER-WALL BASE I A 3 ROOM MATERIAL CODES(SEE UST AT RIGHT) 3RD NUMBER-WAIL FINISH 1916 Pike PI«•Suite 12#367 8'-O" -CEILING HEIGHT S•oflle,WA 98101 206.458.7517 FLOOR FINISH WALL BASE WALL FINISH 0 SPECIAL/SEE DETALS 0 SPECIAL/SEE INT.ELEV.'S 01 SPECIAL/SEE INT. ELEV.'S 8 1 EXISTING FLOOR U.O.N. A EXISTING BASE U.O.N. 1 EXISTING WALLS 2 CARPET B RUBBER BASE AT GWEI WALLS 2 GWB ADD THREE NEW ROLL UP DOORS WITH NFA DOCK LEVELERS TO EAST AALL 3 VINYL C RUBBER BASE ALL WALLS 3 AND PROVIDE BUMPERS AND DOCK SEALS AT EACH OF THE(3)ROLL UP DOORS. 4 FINISHED CONCRETE* D NO BASE 4 8679 REGISTERED 5 PLYWOOD E 5 CH� NEW CANOPY NEW CANOPY 61 F 6 NEW ROLL UP DOOR NEW ROLL LP DOOR 71 7 STATE OF WASHINGTON 8 H 8 9 i 9 Q ® 24 131 ® 26 27 132 ® ® 133 hML- THE MATERIAL CODES WITHIN THE SCHEDULE REFER TO THE GENERAL MATERIAL WITHIN A ROOM.REFER AND COORDINATE BETWEEN PLANS,CEILING PLANS,SECTIONS,INTERIOR ELEVATIONS,AND DETAILS FOR LOCATIONS OF MATERIALS AND/OR ADDITIONAL MATERIALS NEW DOOK LEVELER5 ttPICAL. •PRIOR TO SUBSTANTIAL COMPLETION CONTRACTOR SHALL PROVIDE SECOND SEALER COAT TO ALL EXPOSED CONCRETE-SEE SPECIFICATIONS °o m N� �o 0 0 0 0 o Q DOOR SCHEDULE a m I Z Z Z Z Z Z Z W J Z N K 21 a � W v Z S v v 0 0 0 o W N O 0 U Z W O Z Y O W W Z U N F Q m O K 0 O U lai V K S x H K 104 3-0 X 7-0 A HM MP----- - - --EXISTING DOOR 9 8-0 X 10-0 F HM MP---- - - - --EXISTING DOOR 0 0 0 0 10 8-0 X 10-0 F HM MP---- - - - --EXISTING DOOR 11 8-0 X 10-0 F HM MP---- - - - --EXISTING DOOR EXISTING SEMI-HEATED NWREHOUSE 12 8-0 X 10-0 F HM MP---- - - - --EXISTING DOOR 105 3-0 X 7-0 A HM MP---- - - - --EXISTING DOOR 13 8-0 X 10-0 G HM MP---- - - - --EXISTING DOOR 14 8-0 X 10-0 G HM MP---- - - - --EXISTING DOOR 15 8-0 X 10-0 F HM MP---- - - - --EXISTING DOOR o ° 20 12-0 X 10-0 G HM MP---- - - - --EXISTING DOOR 21 12-0 X 10-0 G HM MP---- - - - --EXISTING DOOR 20 22 8-0 X 10-0 F HM MP---- - - - -- 23 8-0 X 10-0 F HM MP---- - - - - 24 8-0 X 10-0 F HM MP---- - - - - 131 3-0 X 7-0 A HM MP---- - - - -EXISTING DOOR 0 0 0 0 25 8-0 X 10-0 F HM MP---- - - - -EXISTING DOOR 26 8-0 X 10-0 F HM MP---- - - - -EXISTING DOOR 27 8-0 X 10-0 F HM MP---- - - - -EXISTING DOOR 132 3-0 X 7-0 A HM MP---- - - - --EXISTING DOOR 28 8-0 X 10-0 F HM MP---- - - - -EXISTING DOOR 29 8-0 X 10-0 F HM MP---- - - - -EXISTING DOOR 133 3-0 X 7-0 A HM MP---- - - - --EXISTING DOOR 2-HOUR DEMISING WALL EXISTING SEMI-HEATED WAREHOUSE GENERAL DOOR NOTES: •ALL DOORS ARE 1 3/4"THICK UNLESS OTHERWISE NOTED. •ALL LATCH & LOCK SETS SHALL BE LEVER HANDLE •INTERIOR EXIT ENCLOSURE DOORS SHALL HAVE A MAXIMUM TRANSMITTED TEMPERATURE RISE OF NO MORE THAN 450 DEGREES F •CENTERLINE OF PUSHBAR SHALL BE AT 40"A.F.F.AT ALL PANIC HARDWARE DO NOT INSTALL PUSHBAR OVER DOOR LTTE-TYPICAL •SEE GENERAL DOOR FRAME DETAILS 1,2,3&4 ON A9.01 FOR TYPICAL REQUIREMENTS. 5EE ENLARGED FLOOR PLAN ON A2.11 •EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE. SEE I.B.C. 1008.1.8 •PROVIDE FIRE GLASS AT ALL RATED DOORS TO MATCH DOOR RATING-SEE SPECIFICATIONS — •FIELD VERIFY EXISTING OPENINGS PRIOR TO MANUFACTURE OF FRAMES-TYPICAL LEGEND AND NOTES W ■ 1. DOOR TYPES: y A B C 4w D g a" AA BBt, �' CC 0 DD mi I--IJ�I o o 0 o E 8" 8' F ROLLING DOOR G SECTIONAL DOOR CLOSED DOOR O O EE b 3 POSITION DOOR OF �m �$ IH4CTNE DOOR W o � v oc 2. DOOR CONSTRUCTION: SC-SOLID CORE WOOD HM-HOLLOW METAL a ° • o o ST-STEEL AL-ALUMINUM DASHED LINE 3. FACING & FINISH: �INDICATES EXTl ncEM oF 000R sW WP-WOOD PAINTED WS-WOOD STAINED MP-METAL PAINTED MF-METAL FINISH 4. GLASS: O W CG-CLEAR GLASS LS-LAMINATED SAFETY O ILS TS-TEMPERED SAFETY ILS-INSULATED LAMINATED SAFETY 5. 20, 45, 60, 90, 180 INDICATES MINUTES OF FIRE RATING. 6. HARDWARE GROUP NUMBER PER SPECIFICATIONS. NEW CONDITIONED 7. HEAD, JAMB AND SILL DETAILS. NUMBER INDICATES DETAIL Q OFFIGE WITHIN SEMI-HEATED AS SHOWN ON SHEETS A9.01-A9.04 UNLESS OTHERWISE NOTED. nF 3 WAREHOUSE 8. SEE REMARK IN COLUMN AND/OR ABBREVIATION IN 'REMARKS' BOX BELOW o o o a �3 REMARKS W REMARK"CL"-INCLUDE CLOSER y REMARK"PA°-INCLUDE PANIC HARDWARE s REMARK"SG"- NCLUDE SMOKE CASKETS o o 0 o REMARK"WS"-INCLUDE WEATHERSTRIPPING REMARK"EF"-FIELD VERIFY SIZE FOR NEW DOOR IN EXISTING FRAME FLOOR PLAN SCALE 1/16" = 1'-0.1 �� ii _ � IS 14 19 105 12 II 10 � 104 - - - - - - - — — — — — PERMIT SET �o DATE: 2/12/18 REFERENCE 38 NORTH I, I A2 . 10 W GENERAL ROOM MATERIAL SCHEDULE(SEE NOTE BELOW) OFFICE—ROOM NAME 1ST NUMBER-FLOOR FINISH SCR I Architects 129 ROOM NUMBER 2ND LEVER-WALL BASE " O O O I A 3 ROOM MATERIAL CODES(SEE DST AT RIGHT) 3RD NUMBER-WALL FINISH 1916 Pike PI«e Suite 12 b367 0 g'-0' -CEILING HEIGHT S'Ale,WA 98101 206.458.7517 4 _ FLOOR FINISH WALL BASE WALL FINISH 0 SPECIAL/SEE DETALS 0 SPECIAL/SEE INT.ELEV.'S 0 SPECIAL/SEE INT. ELEV.'S " \ I EXISTING FLOOR U.O.N. A EXISTING BASE U.O.N. 1 EXISTING WALLS u 2 CARPET B RUBBER BASE AT GWEI WALLS 2 GWB 3 VINYL C RUBBER BASE ALL WALLS 3 4 FINISHED CONCRETE* D NO BASE 4 V9REGISTE7RED5 PLYWOOD E 5 VESTIBULE MEN STORA&E AAREHOU5E WAREHOUSE 7 G 7 STATE of wASHINGTON 160 159 162 I-f0 180 8 H 8 3G2 562 372 IAI IAI 9 g'-4' O O 8'-'P J 9 14'�T' 14'fi" NOTE. ROOM.REFER AND COORDINATE BETWEEN PLANS,REFER TO SSEECTIONS,INTERIORIN A ELEVATIONS,AND DETAILS FOR LOCATIONS OF MATERIALS AND/OR ADDITIONAL MATERIALS TYPICAL. SV BI'5'-II'4 ' & T *PRIOR TO SUBSTANTIAL COMPLETION CONTRACTOR SHALL PROVIDE SECOND SEALER COAT TO ALL EXPOSED CONCRETE-SEE SP7=CIFICATIONS N PIECE=11 M/ESCT NICAL DOOR SCHEDULE a ' M m 1 T- N M O N t0 I� a0 G 2 Ibl UTILI RESTROOM -4' h SINK 163 O O O O O O O O N - 'di 5G2 z z z Z z z z w� z YVOMEN z r U7 W N O N 2 2 1e5a o 0 0 'U1 3G2 z z W g�. K w rn z y z o o m ALLYVAY 2x4 o o $ 156 WATER 3 G 2 DI5PEN5ER 16 21-0 X 16-0 G HM MP---- - - - -- x4 g�}• 4 a O BREAK ROOM 17 6-0 X 10 0 G HM MP---- - - _ -- OFFIGE O Tn 15 i 18 8-0 X 10-0 F HM MP---- - - - --EXISTING DOOR OFFICE 3 G 2 19 12-0 X 10-0 G HM MP---- - - --EXISTING DOOR 2 G 2 O < > <V > g�� 106 3-0 X 7-0 A HM MP---- - - - --EXISTING DOOR 151A 3-0 X 7-0 A WS MP---- 5 - - --SEE REMARKS'CL', 152A 3-0 X 7-0 A WS MP---- 3 - - --SEE REMARKS'CL', ISSA 153A 4-0 X 7-0 A WS MP---- - - - --SPECIAL SEE DETAILS-OFCI --E_---i-------- `-+��c(1 154A 3-0 X 7-0 A WS MP---- - - - -- k_ O o 0 155A 4-0 X 7-0 A WS MP---- - - - —SPECIAL SEE DETAILS-OFCI 155E 4-0 X 7-0 A WS MP---- - - - --SPECIAL SEE DETAILS-OFCI O 157A 3-0 X 7-0 A WS MP---- - - _ -- 158A 3-0 X 7-0 A WS MP---- 2 - --SEE REMARKS'CL' c 1 - 11A 10 X 7-0 A WS MP---- 2 - - --SEE REMARKS'CC ---��--h F--------}-------- 160A 3-0 X 7-0 A WS MP---- 3 - - -SEE REMARKS'CL',& wS' 161A 3-0 X 7-0 A WS MP---- 1 - - - • �SALES �— — — — -_---�� 154 ��-- 162A 3-0 X 7-0 A WS MP---- 4 - - -SEE REMARKS'CL'&Y5' 2 G 2 �` �` O 163A 3-0 X 7-0 A WS MP---- 3 - - -SEE REMARKS'CL'&'WS' O g�„4. f i4' 5b• fi" 14'64a P" 54'p 0 0 0 --J --------i-------- PRINTER m1 �sd 2G2 � - g'-4' ACCOUNTING s2A O3 in v - O GENERAL DOOR NOTES: o •ALL DOORS ARE 1 3/4"THICK UNLESS OTHERWISE NOTED. 2x4 -5=4' O o 0 .ALL LATCH & LOCK SETS SHALL BE LEVER HANDLE all •INTERIOR EXIT ENCLOSURE DOORS SHALL HAVE A MAXIMUM TRANSMITTED TEMPERATES F ENTER NEU OF P SHBAR SHALL BERE RISE OF NO RAT 40"A.F FE THAN O ATE ALL EPANIC HARDWARE DO NOT INSTALL PUSHBAR OVER DOOR UTE-TYPICAL - O •SEE GENERAL DOOR FRAME DETAILS 1,2,3&4 ON A9.01 FOR TYPICAL REQUIREMENTS. - 8' $'-g' 3'- " •EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE. SEE I.B.C. 1008J.8 W -------__ •PROVIDE FIRE GLASS AT ALL RATED DOORS TO MATCH DOOR RATING-SEE SPECIFICATIONS_ •FIELD VERIFY EXISTING OPENINGS PRIOR TO MANUFACTURE OF FRAMES-TYPICAL m n LOBBY LEGEND AND NOTES 0 Q 151 N 2G2 - 1. DOOR TYPES: 'QLa O4 19 18 I"I I6 106 AA BB 6� CC a� DO e' O O -- - - - - - - - - - — - - v E •y F POLLING DOOR G SECTIONAL DOOR CLOSED DOOR WCC EE m M !1j., POSITION INDICATES 1/1 M _--- POSIDINACIVE DOORR TES G 2. DOOR CONSTRUCTION: SC-SOLID CORE WOOD -HOLLOW METAL AL ST-STEEL AL-ALUMINUM it DICAED LINE U W 3. FACING W FINISH: DOOR WS-WOOD STAINED DOOR O W MID METAL PAINTED MF-METAL FINISH 0 4. GLASS: CG-CLEAR GLASS LS-LAMINATED SAFETY TS-TEMPERED SAFETY ILS-INSULATED LAMINATED SAFETYP/ Q _ 5. 20, 45, 60, 90, 180 INDICATES MINUTES OF FIRE RATING. na 6. HARDWARE GROUP NUMBER PER SPECIFICATIONS. N 7. HEAD, JAMB AND SILL DETAILS. NUMBER INDICATES DEFAIL z /A 5 AS SHOWN ON SHEETS A9.01-A9.04 UNLESS OTHERWISE NOTED. r/ 8. SEE REMARK IN COLUMN AND/OR ABBREVIATION IN 'REMARKS' BOX BELOW d� � mj yW REMARKS REMARK'CL'-INCLUDE CLOSER REMARK"PA"-INCLUDE PANIC HARDWARE ENLARGED �C REMPRK'SG'-INCLUDE SMOKE GASKETS FLOOR PLAN �s REMARK"WS'-INCLUDE WEATHERSTRIPPING REMARK'EF'-FIELD VERIFY SIZE FOR NEW DOOR IN EXISRNG FRAME SCALE 1/8" = V-0" O� PERMIT SET z DATE: 2/12/18 REFERENCE m \\� NORTH �s I GENERAL ROOM MATERIAL SCHEDULE(SEE NOTE BELOW) OFFICE-ROOM NAME 1ST NUMBER-FLOOR FINISH SCR Architects 129 ROOM NUMBER 2ND LEVER-WALL BASE 8 I A 3 ROOM MATERIAL CODES(SEE DST AT RIGHT) 3RD NUMBER-WALL FINISH 1916 Pike PI«•Suite 12#367 8'01 -CEILING HEIGHT S•oflle,WA 96101 206.456.7517 FLOOR FINISH WALL BASE WALL FINISH 0 O 0 SPECIAL/SEE DETALS 0 SPECIAL/SEE INT.ELEV.'S 01 SPECIAL/SEE INT. ELEV.'S 8 1 EXISTING FLOOR U.O.N. A EXISTING BASE U.O.N. 1 EXISTING WALLS 2 CARPET B RUBBER BASE AT GWEI WALLS 2 GWB 3 VINYL C RUBBER BASE ALL WALLS 3 4 FINISHED CONCRETE* D NO BASE 4 V9REGISTE7RED5 PLYWOOD E 5 F 7 G 7 STATE OF WASHINGTON 8 H 8 91 lil9 NOTE. ROOM.REFER AND COORDINATE BETWEEN PLANS,REFER TO SSEECTIONS,INTERIORIN A ELEVATIONS,AND DETAILS FOR LOCATIONS OF MATERIALS AND/OR ADDITIONAL MATERIALS O w O TYPICAL. •PRIOR TO SUBSTANTIAL COMPLETION CONTRACTOR SHALL PROVIDE SECOND SEALER COAT TO ALL EXPOSED CONCRETE-SEE SPECIFICATIONS °'m N� �o o DOOR SCHEDULE a m I Z Z Z Z Z Z Z W J Z N K � W v Z S W N_ O N C 2 2 z � � rn � 3 W ¢�Q O O O U a V K S S ¢ F W A 0 L 0 29_8 b 0 O 5 MEZZANINE a 201 SDI 0 0 TOTAL MEZZANINE AREA.2,Q50 50.FT. PROVIDE SAFEtt GUARDRAIL AROUND PERIMETER zD GENERAL DOOR NOTES: _� •ALL DOORS ARE 1 3/4"THICK UNLESS OTHERWISE NOTED. •ALL LATCH & LOCK SETS SHALL BE LEVER HANDLE •INTERIOR EXIT ENCLOSURE DOORS SHALL HAVE A MAXIMUM TRANSMITTED 5 O O TEMPERATURE RISE OF NO MORE THAN 450 DEGREES F •CENTERUNE OF PUSHBAR SHALL BE AT 40"A.F.F.AT ALL PANIC HARDWARE DO NOT INSTALL PUSHBAR OVER DOOR UTE-TYPICAL — •SEE GENERAL DOOR FRAME DETAILS 1,2,3&4 ON A9.01 FOR TYPICAL REQUIREMENTS. •EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE. SEE I.B.C. 1008J.8 W •PROVIDE FIRE GLASS AT ALL RATED DOORS TO MATCH DOOR RATING-SEE SPECIFICATIONS uj •FIELD VERIFY EXISTING OPENINGS PRIOR TO MANUFACTURE OF FRAMES-TYPICAL LEGEND AND NOTES Q 1. DOOR TYPES: O A B m C °w+g D g e" O AA � BB � � CC � � DD O O E 6" 6' F POLLINGTES DOOR G SECTIONAL DOOR CLOSED DOOR W CC 2 EEir m INk POSITION(NO V VE_OOOR LEPF 2. DOOR CONSTRUCTION: SC-SOLID CORE WOOD -HOLLOW METAL AL ST-STEEL AL-ALUMINUM 11I)ICED LINE UW 3. FACING W (PAINTED WS-WOOD STAINED DOOR O W MP-METAL PAINTED MF-METAL FINISH 4. GLASS: � CG-CLEAR GLASS LS-LAMINATED SAFETY TS-TEMPERED SAFETY ILS-INSULATED LAMINATED SAFETY Q o —— ——— 5. 20, 45, 60, 90, 180 INDICATES MINUTES OF FIRE RATING. �P 6. HARDWARE GROUP NUMBER PER SPECIFICATIONS. N a 7. HEAD, JAMB AND SILL DETAILS. NUMBER INDICATES DETAIL 5 AS SHOWN ON SHEETS A9.01-A9.04 UNLESS OTHERWISE NOTED. y 8. SEE REMARK IN COLUMN AND/OR ABBREVIATION IN 'REMARKS' BOX BELOW d� � yW REMARKS REMARK'CL'-INCLUDE CLOSER REMARK"PA"-INCLUDE PANIC HARDWARE MEZZANINE �C REMPRK"SG"-INCLUDE SMOKE GASKETS FLOOR PLAN �s REMARK"WS"-INCLUDE WEATHERSTRIPPING REMARK"EF"-FIELD VERIFY SIZE FOR NEW DOOR IN EXISRNG FRAME SCALE 1/8" = V-0" O� PERMIT SET z /// DATE: 2/12/18 ♦REFERENCE m \` NORTH �s SCR I Architects 1916 Pike PI-.S.R.12#367 0 Seollle,WA 98101 206.458.7517 PROVIDE EXTERIOR DOCK AMNIN6 AT NEW ROLL UP DOORS,MATCH 8679 EXISTING AMN65-TYPICAL REGISTERED C H/ T — — lF UAW n SPATE OF WASHINGfON (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT m� m N� (E)SKYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)SKYLIGHT o K a� mi m o= O O O O a� (E)HEATIN6 UNIT LOCATIONS (E)HEATIN6 UNIT LOCATIONS O O O O (E)SKYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLI6HT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT 15< (E)SKYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)SKYLIGHT (E)SKYLIGHT (E)5KYLI5HT (E)SKYLIGHT (E)SKYLIGHT (E)SKYLIGHT (E)SKYLIGHT (E)SKYLIGHT (E)SKYLIGHT (E)SKYLIGHT (E)SKYLIGHT y ~ � yA (E)5KYLIGHT (E)5KYLIGHTO (E)SKYLIGHT (E)SKYLIGHT (E)SKYLIGHT 0 X o (Ja 14(E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT O O O O V y (E)HEATIN6 UNIT LOCATIONS (E)HEATING UNIT LOCATIONS Qa O O O O N s � � y N` (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIG1-IT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT (E)5KYLIGHT ROOF PLAN os SCALE 1/16" = 1'-0" — — — — — — — — — — — — PROVIDE EXTERIOR DOCK ANMIN& `£ AT NEW ROLL UP DOORS,MATCH PERMIT SET EXI5TIN6 ANMINGS-TYPICAL �o DATE: 2/12/18 +REFERENCE NORTH �m 38 A2 . 13 SCR I Architects 1916 Pike PI-.S.R.12#367 0 Seollle,WA 98101 206.458.7517 8679 REGISSTTIEEREED U AW n SPATE OF WASHINGfON m� �m N� �o o K M m I m o% a d MID-LANDING m MAX GRO55 SLOPE 1:48 2'-® ---------- -- - PTD - x� HANDRAIL ----- - \ 5 HANDRAIL 3®� x 4b" O e' CHANGING TO CLEAR FLOOR / \ GUARDRAIL 5PAGE WHEN LOCATED j--- - ---------------------- MORE THAN -----—--------J 50 INCHES TO THE FLOOR =" pb EP GP 2 #Z 32 m Q o — � PN5\PVA��G�VpN N � Q <- ' 01 'i ■ GRAB BAR CDC GUARDRAIL yNCI) TOP LANDING O (51 8n X-11) 3 4 = O MAX GROSS 4'_8 SLOPE 1:48 V-0' 3-0° RESTROOM PLAN 5(ALE = ® a HANDRAIL GUARDRAIL GUARDRAIL \ (TrPI(SAL ALL LO(SATIONS) 3 �W -;v 5T IRS m m DO AN m >Qa LANDING BORATE �3 J W aye II ENLARGED PLANS 5�ALE �2ii - ® PLAN SCALE As NOTED PERMIT SET z DATE: 2/12/18 �m �s A2 .20 SCR I Architects 1916 Pike PI-.S.R.12#367 0 Seollle,WA 98101 206.458.7517 8679 REGISSTTIEEREED U AW n SPATE OF WASHINGfON m� �m N� �o o K m I m o% a d (E) R-3 INSULATION 7777=77 m A.F.F. 8�AEF. ■ H ~ � yJ NORTH — SOUTH SECTION LOOKING EAST A—A o O J W ~ Pon ocQa �W zZ4 Qa Z Z y � JW ay � N BUILDING q os SECTION SCALE 1/4" = V-0" PERMIT SET z DATE: 2/12/18 �m 38 A3.01 cE= REFLECTED GEILIN6 PLAN GENERAL NOTES R CONTRACTOR SHALL PROVIDE 6LA55 MAT 6WB AT ALL C'` Architects o LOCATIONS WALLS/CEILINGS AS NOTED ON AO.03 1916 Pike Pl—S.R.12#367 Seo1Ue,WA 98101 CONTRACTOR SHALL PROVIDE CONTROL JOINTS IN ALL 206.458.7517 GYPSUM WALL BOARD A55B1BLIE5. PROVIDE JOINTS AS SHOWN ON PLANS,SECTIONS,ELEVATIONS OR A5 REQUIRd). 6WB AREAS SHALL NOT EXCEED 900 SQ.FT AND JOINTS SHALL NOT EXCEED 30'-0'O.G. -TYPICAL CONTRACTOR SHALL COORDINATE AND INSTALL ACCESS DOORS/PANEL5 FOR MECHANICAL OR OTHER REQUIRED vtt'A.la4nw ACCESS INTO CEILINGS AND WALLS-TYPICAL-SEE REDMECHANICAL,FIRE SPRINKLER AND SPECIFICATIONS CfPROVIDE BRACING FOR SUSPENDED CEILINGS TO MEET LATERAL DE516N REQUIREMENTS IN ACCORDANCE WITH IBC STATE OF wasHlHcroH 803.E AND 1621.1 AND ASCE7-02,SECTION 9b.2b.2.2 DETAILS ON A9.01 o LIGHTING SYSTEM 15 51-01AIN SCHEMATICALLY FOR LAYOUT. FOLLOW ALL APPLICABLE CODES d RECSIIIREMENTS. -SEE ELECTRICAL d SPECIFICATION5 MECHANICAL SYSTEM IS SHOWN SCHEMATICALLY FOR o LAYOUT. FOLLOW ALL APPLICABLE CODES d N REQUIREMENTS. -SEE MECHANICAL SPECIFICATIONS �o PROVIDE ILLUMINATED EXIT SIGNS AND EMERGENCY o LIGHTING PER IBC 1011.1-SEE ELECTRICAL K PROVIDE V1516LE FIRE ALARMS PER W566 1106.15 a m -SEE ELECTRICAL mi m� 0 a� NOTES FOR 5E15MIG REQUIREMENTS SUSPENDED CEILIN65 TO BE INSTALLED TO CISCA RECOMMENDATIONS FOR AREAS 5UB EGT TO SEVERE SEISMIC ACTIVITY,IBC CATEGORIES D MUST ALSO MEET THESE ADDITIONAL REQUIREMENTS: MINIMUM 2'MALL MOLDING GRID MUST BE ATTACHED TO TWO ADJACENT WALLS OPPOSITE WALL5 MUST HAVE 3/4"CLEARANCE. SEE DETAILS ON A4.01. -ENDS OF MAIN BEAMS AND CR055 TEES MUST BE TIED T06ETHER TO PREVENT THEIR SPREADING p -PERIMETER SUPPORT WIRES -HEAWY-DUTY 6RID SYSTEM -GEILIN6 AREAS OVER 1,000 SF MUST HAVE HORIZONTAL RESTRAINT WIRE OR RIGID BRACING -GEILIN6 AREAS OVER 2,500 SF MST HAVE SEISMIC SEPARATION JOINTS OR FULL HEIGHT PARTITIONS -CEILIN65 WITHOUT RI610 BRACING MUST HAVE 2'OVERSIZED TRIM RINGS FOR SPRINKLERS AND OTHER PARTITIONS -CHAN6E5 IN GEILIN6 PLANE MUST HAVE POSITIVE BRACING -GABLE TRAYS AND ELECTRICAL CONDUITS MUST BE INDEPENDENTLY SIUFFORTED AND BRACED A B G Y REFLECTED GEILIN6 PLAN LEGEND EEXXIIS—TINN& I + I EXISTING GEILIN6 nr.ewu slnlvee NEW El SUSPENDED ®®REGE55ED OUSTIGAL (�FIXTURE PANEL° O SURFACE MOUNTED �g LIGHT FIXTURE (NEWT) SEE 6EN NOTES o--o PENDANT MOUNTED TE L_ J LIGHT FIXTURE o1TxI2M CEMENT BOARD (NEW)SOFFIT — ANT ((NE") FIX�TURE� W I ( ) H C� +RECESSED DOUW LIGHT (MEW) 0 � J ®®GEILIN6 DIFFUSER, O O ® GRILL,OR RADIANT PANEL X p (NEW) Exir EXIT (SEE E ELELE CC CTRICAL) O aa � �W zZ4 p O �: aw (3 Q �F U) O Z � JW REFLECTED �C os CEILING PLAN SCALE 1/8" 7'-0" LOW +REFERENCE NORTH PERMIT SET z EXIT DATE: 2/12/18 �m s -- -- - - - - - - - A6.01 SCR I Architects GAS 1916 Pike i S.R.12#367 ° Seollle,WA 98101 206A58.7617 'AB 5/e'GWB ° " ° EXISTING GONGRETE VAPOR BARRIER WALL SIDING °^ R-21 BATT INSULATION VAPOR BARRIER ° R-21 BATT INSULATION 1-1/4"PLYWOOD FLOORING a67s REGISTERED CHAR38 BATT INSULATION PROVIDE BUILT UP HEADERS PROVIDE BUILT UP HEADERS U pb n SUSPENDED WITH HANGERS AT ALL EXTERIOR WALLS TYPIGAL AT TYPIGAL ALL EXTERIOR WALLS SPATE OF WASHINGfON - °° - (2)2XI2 WOOD J015TS ° =O =O PROVIDE FLEXIBLE WIND -SEE STRUCTURAL OW PROVIDE FLEXIBLE WINDOW m WRAP TO OOVER R.O.IN WRAP TO OOVER R.O.INUUQ ° FRAMING INSTALL AND LAP - FRAMING INSTALL AND LAP - 5EGTIONS OF WRAP TO SHED Qg 5E6TION5 OF WRAP TO SHED WATER PER MFR. WATER PER MFR. N FULLY WRAP CAB INTO PLUG 8 CAULK ALL FULLY WRAP CAB INTO PLUG&CAULK ALL o JOINTS-TYP JOINTS-TYP OPENING AND CAULK AGAINST OPENING AND CAULK AGAINST o WINDOW FRAME WINDOW FRAME WINDOW FRAME WINDOW FRAME K a� I"INSULATED GLAZING N I"INSULATED GLAZING m w MEZZANINE FLOOR DETAIL WINDOW HEAD DETAIL WINDOW HEAD DETAIL a MEMBRANE ROOFING (E) PLYWOOD DECK PROVIDE DBL.STUDS AT PROVIDE DEL.STUDS AT III! JAMB-TYPIGAL JAMB-TYPIGAL 2'X 4' PROVIDE FLEXIBLE WINDOW I'��!I'�!'� PROVIDE FLEXIBLE WINDOW EXISTING IN5ULAT10N WRAP TO COVER P IN i!jj!!, = WRAP TO COVER R.O.IN q TOP TRACK FRAMING INSTALL AND LAP o FRAMING INSTALL AND LAP pa 4'X 14'PU2LIN SEGTIONG OF WRAP TO SHED ' 5EGTION5 OF WRAP TO SHED WATER PER MFR. WATER PER MFR. b'STEEL STUD PLUG 8 CAULK ALL PLUG 4 GAULK ALL JOINTS-TYP JOINTS-TYP W WINDOW FRAME INDOW FRAME (2)LAYERS 5/8"GAS TYPE X WINDOW ANCHOR CLIPS I"INSULATED GLAZING EACH SIDE AT 2 HOUR WALL WINDOW ANGHOR GLIP5 PER I"INSULATED GLAZING PER MFR. MFR. WINDOW JAMB DETAIL WINDOW JAMB DETAIL �I"INSULATED GLAZING I"INSULATED GLAZING b"STEEL STUD GAULK I WINDOW FRAME GAULK WINDOW FRAME EXTENDED 5UB5ILL, g SLOPE AWAY FROM ■ FRAME,SET IN SEALANT EACH LAYERS GAS tt X FULLY WRAP GWB INTO O FULLY WRAP GAB INTO W EACH SIDE ATT 2 2 HOUR WALAL L OPENING AND CAULK AGAINST Aa OPENING AND GAULK AGAINST WINDOW FRAME WINDOW FRAME -------- /A PROVIDE FLEXIBLE WINDOW PROVIDE FLEXIBLE WINDOW ° ° g WRAP TO COVER R.O.IN WRAP TO COVER R.O.IN O FRAMING INSTALL AND LAP FRAMING INSTALL AND LAP SECTIONS OF WRAP TO SHED 5EGTION5 OF WRAP TO 5HED 9 O WATER PER MFR. EXTERIOR WATER PER MFR NOTE: NOTE: EXTERIOR AT IN51DE GORNER5 OF ROUGH AT IN51DE CORNERS OF ROUGH W CC OPENING,ADD ADDITIONAL OPENING,ADD ADDITIONAL a MEMBRANE(FLEXIBLE,SELF I1!j!f MEMBRANE(FLEXIBLE,SELF ADHERING) OVER WRAP, ADHERING) OVER WRAP, PRIOR TO INSTALLATION OF PRIOR TO INSTALLATION OF WINDOW WINDOW za b°STEEL STUD ICJ WINDOW SILL DETAIL la WINDOW SILL DETAIL z O (2)LAYERS 5/8"GAS TYPE X na EACH SIDE AT 2 HOUR WALL �s zzN b"TRACK a CAULK JOINT W `2g L, - CONCRETE SLAB DETAILS os p D I\ SCALE 10 UL-U411 DETAIL PERMIT SETDATE: 2/12/18 �m �s A8.01 5U5PENDED GEILING 5E15MIG BRAGING DETAILS Ci SCR I Architects NOTE: SEE NORTHWEST GEILING BUREAU-FIELD TECHNICAL INFORMATION 401 FOR ADDITIONAL REQUIREMENTS. 7976 Pike PI«a Suite 12 y367 0 S.otlle,WA 96101 206.456.7517 TYPICAL BLOCKING NO.12 GAUGE VERTICAL HANGER WIRE AT 4'-0"O.G.(IN EMT CONDUIT ° AT 5EISMIG BRACING) k5PL °SPLAY WIRE BRACING Q m•a LANE OF MAIN RUNNER. WIRES ATTACHED TO N RUNNER.-TYPICAL °B o NOTE: PROVIDE MINIMUM 2x6 BLOCKING AT ALL NEGE55ARY a6,9 REGISTERED LOCATIONS, WALL,GEILING OR FLOOR TO ACCEPT ATTACHMENTGN GTFOR WALL ACCESSORIES,CABINETS,HANDRAILS OR ANY® OTHER MOUNTED OBJECT -TYPICALSTATE�WASHINGfON HD MAIN RUNNER GENERAL CONTRACTOR SHALL COORDINATE ALL BLOCKINGBETWEEN DIFFERENT TRADES 8„MA 2"ANGLE MOLDING -SEE SPEGIFIGATIONS ATTAGH TO WALL CROSS RUNNER PER MFR. SUSPENDED GRID © ° MAIN BEAM OR GR055 TEE. �o 2 NOTE: ALL SUSPENDED GEILIN55 SHALL HAVE SPLAY BRAGING O m K PROVIDED @ EVERY 64 5OUARE FEET OF AREA, VERTICAL STRUTS •°� a m SHALL BE EMT CONDUIT. U5E),"DIAMETER CONDUIT FOR VERTICAL MEMBERS ATTACHED `m DIMENSIONS OF UP TO 6-0",3/4"DIA.FOR DIMS.OF UP TO 6-6" 1"DIA. TO WALL MOLDING FOR DIM5.UP TO 10'-0"$BAGK TO BACK I-5/8"STUDS UP TO I5-0" u' OTYPICAL SPLAY BRACING CATEGORY 'D/E/P - ATTACHED WALL MOLDING NOTE5 FOR BLOCKING a N.T.5. O N.T.S. I 3"=1'-0" Q NOTE: PROVIDE 2X6 BLOCKING AT TOP OF OBJECT FOR ALL: a GABINET5 Q Om TAGKBOARD5 MARKERBOARD5 OR SIMILAR HANGER WIRE-THREE °y TURNS(MIN)IN 1-1/2" 8 m TOP OF OBJECT •K Q m•°4 STABILIZER BAR, CONTINUOUS 2xb OR OTHER SUITABLE SYSTEM, WOOD BLOGKING(MINIMUM) TO KEEP PERIMETER COMPONENTS CR055 RUNNER FROM SPREADING APART. 8"MA 2"ANGLE MOLDING ATTAGH TO WALL PER MFR. STUD PER PLAN © 4tm SUSPENDED GRID MAIN BEAM OR GRO55 TEE 5EISMIG LOGKING PIN 2" �m •K MEMBER5 UNATTAGHED TO WALL MOLDING LOOKING CLIP CATEGORY 'D/E/F' - 2" UN-ATTACHED WALL MOLDING BLOCKING - TOP 2 N.T.5. 6 N.T.S. IS 3"=1'-0" Q �•a e � EMT CONDUIT 4'-0"MAX. a aF ■ 6"MAX.OR /4 LENGTH p W ACOUSTIC CONTINUOUS CONTINUOUS 2x WOOD CENTERLINE OF PANEL HORIZONTAL BLOCKING —9ATTACHMENT y STRUT TO PREVENT MAIN RUNNER SPREADING OF RUNNERS 2"ANGLE MOLDING ATTAGH g^MAX(.' TO WALL PER O MANUFACTURER STUD NOTE: KI O ® PER PLAN PROVIDE 2x6 BLOC a 9 AT CENTERLINE FOR ALL: a HANDRAILS Pon 2 GRAB BARS CC OR SIMILAR a••4 5U5PENDED GRID MAIN a MEMBERS BEAM OR CR055 TEE n 'd a ATTACHED TO WALL END TRAGK.ATTAGH TO WALL.SET HEIGHT TO MOLDING ALIGN BOTTOM OF TRACK W/BOTTOM OF FURRING. O5U5PENDED GEILING DETAIL AT WALL O5U5PENDED CEILING A55EMBLY DETAIL FOR CLOUD 1 �Q BLOCKING - CENTERLINE Z 'G'CHANNEL NW N.T.S. N.T.S. STUD RUNNERS 3"=1'O" O WALL? HAT CHANNEL FURRING �F GWB CEILING GMU z GWB TRIM AGGESS "T"REVEAL-TYPICAL WALL? SET OUT FROM FACEE O OF WALL TO CREATE / �3 POP-RIVET THI5 SIDE ONLY FASCIA CHANNEL EVERY 4'-O. I/2"REVEAL+/-.ATTAGH TO END TRAGK. NOTCH WOOD AS REOUIRED PROVIDE HANGER WIRE GUT AND MODIFY TOP OF CHANNEL T TYPICAL FIT IN METAL STUD W 6"FASCIA MOLDING 28 GA.SHEET METAL FINISH TO gg MOLDING AND FASCIA CHANNEL TO MATCH GEILING GRID. ALLOW INSTALLATION OF(E)LIGHT5 ee AND DUCTS.VERIFY ON PLAN SUSPEND CHANNEL ABOVE GEILING LOCATION OF LIGHTS ON DUG75. GRID 50 THERE 15 NO V15UAL GAP END TRAGK.ATTAGH TO WALL.SET HEIGHT TO in ABOVE CHANNEL. ALIGN BOTTOM OF TRACK W/50TTOM OF FURRING. 2xb WOOD BLOCKING(MINIMUM) ------------------1--- 'G'CHANNEL SCALE 1/8" = 11-0. / os LIGHT FIXTURE s° DETAILS `5TUD RUNNERS o 0 0 0 0 0 0 0 0 0 o e o e e e o e e e o o e e e e e e e e e e o WALL/ HAT CHANNEL METAL STUD FURRING PER PLAN "� FASTENERS ILL LHANNEL L CHANNEL - _ MOLDING MOLDING %g"GWB GEILING PERMIT SET GMU oGWB TRIM ACCESSORY"T"REVEAL-TYPICAL WALL DATE: 2/12/18 N SET OUT FROM FACE OF WALL TCI GREATE 1/2"REVEAL+/-.ATTAGH TO END TRACK. �m 505MIG /EXPAN51014 JOINT 505MIG/EXPAN510N JOINT TYPICAL GEILING EDGE DETAILS FOR ME 606 GEILING5 METAL 5TU2 BLOCKING - TYPICAL ON.T.5. ON.T.S. 16 3"=1'-O" �3"=1'-O" A9.01 --- B & T DESIGN & ENGINEERING , INC . B&T P.O. Box 595 - Issagnah,WA 98027 - Phones: 425-557-0779 - Fax: 425-557-0765 R' '(.INEERING City of Arlington Community& Economic Developement February 28, 2018 18204 59th Avenue N.E. Arlington,Washington 98223 Attention: Kevin Olander,Plans Examiner/Building Inspector Re: BUILDING PERMIT NO. BLD-1839, ISLAND CONTRACTORS Tenant Improvement Project [I.C.S.] at 19405 68TH Drive N.E., Arlington, Washington 98223. Dear Mr.Olander, This letter is in direct response to your February 28, 2018 plan review for project Permit No. BLD-1839, structural items. The following comment responses are in direct coorelation with the numbered Structural comments in your February 28, 2018 Comment Letter: FOUNDATION PLAN & MEZZANINE FRAMING PLAN (S1.1): 1.) See updated SECTION P/S3.1 cut on sheet S1.1 through the ramp at the existing building. 2.) Coast Construction is using a pre-manufactured ADA ramp system. ???? 3.) See updated structural calculations for the 4 X 12 ledger on sheet S-3. TYPICAL FRAMING NOTES (S2.1): 1.) See Special Inspections Required on S2.1 under"SPECIAL INSPECTIONS" in General Structural Notes. Special Inspection Form to be updated and approved by B &T Engineering, Inc.. 2.) See updated note on SECTION A/S3.1 and poshed walls on S1.1 showing designated shear- walls required by structural calculations. Please call if you have any questions regarding this"FIRST REVIEW"comment response from your February 28, 2018 comment letter. Sincerely, Jim Trueblood, Principal B &T Design and Engineering, Inc. Cc: Trevor Gaskin/Jake Legler, Coast Construction Group -(360) 474-0600 —Office PORT GARDNER ARCHITECTS May,24 2019 PGA 1612 Project: A New Building for Dantrawl Inc. Arlington Permit s1792 Site: 6221 1801h Street NE, Arlington Washington To: Kevin Olander,and Christina Humphrey RE: Clarification of tall wall condition,alternate SW Holdowns(where not installed). Shearwall drag connection at metal building column. drag connection at tall wall condition and alt friction plate connection weld. This is direction to correct shearwall continuity for 2"1 floor diaphragm. Attached details include drag connection between SW segments and requirements for full height wall. Note— there is additional detail for the missing welding between friction plate and shim plate at Burke Bolt Connection details A/S5 'Panel Connection Ti pe A'to Rigid Frame Friction Conn' and H/S6 'Panel Connection Tvpe 'A 'to Rigid Frame Ffiction Conn' This submittal with the attached SDA report for Kevin Olander(City Building Official)and Christina Humphrey(SafeBuilt)at the City of Arlington allowing them review and comment if they deem necessary, approval to be included in the permit(#1792) record. City or Arlington - Please return any pproved documents from this submittal to the hermit contact— Douse Hannam of Port Gardner Architects. Doug Hannam will make copies to distribute to the records of the Engineer of Record. Architect of Record,Owner and deliver the original documents to the General Contractor as the Job Site copy. Thank you for your time Doug Hannam Architect of Record Reviewed for Building Code Compliance 05/24/19 Signature Date Building Plan Review By SAFEBuilt 1512 WETMORE AVENUE EVERETT. WASHINGTON 98201 425 388 5588 -4 e 1'.Ilppwevin io l.r.ol Issued M;r� 22", 2019 COVj�,C Dantrawl Inc. ��` of WAShI� 62XX 180r' Sc Nr. r Arlington, WA r % Subject: M;//Ltninu Rattling, N.-L;zaminc Holdo«n, & Friction PLate Weld SDA Rcf. �8163 p� 3 ANAL TO v,-}lent this inay concern: Al 2 3 Port Gardncr Areliiwcts [PG,kj bas rcclnosl.d Structural guidance oa the mezzaLiine framing, rnc/.z, 1m nc holdowns, and friction platy held, . Srrrlctural f)csiprn Associalcs [SDA] has rcvicN cd the existing field informiaiun provided by YCTA and provided the; foLlowiur4 solutions for L ach cortcctdl'cluc.s(ion: Mezzanine Fri A) Two bill iriL iior wall seed trios arc; Imated adjacent to the north and w cst mc/,r.,3rLiL1e FGA has 1)rovided Section -0' for the m,a.lI labcicd -'Mai n Entry tc, MFGR`G" anti Suction -P' for 11 ]abcicd "Exit Stair to A'2FOK'6". StrttctulaJ Design Ascoci,itcs I SDA I his rcvio; v.;;d the Nall sections and proti'idcd framing rcyuircmcnts. The wall framing and connectit-iu details shall conform to the attached details ort pages 1-5 of 7, labcicd t4'AfaL1Inc Framing isscLcd-May 22'1J 2019. B) A roil sill plate disGontinui«' has btcuLl i&ntiPcd on si(c at the mc(al building posts. Locations where the top sl I l plate is --broken'' to 3ce0rn m0d7.t,- the rncral posts shall bc; secured p.r the attached dew its on p,i_ c r L)F 7, iabcicd ' ML;zamin(:.Framing", t;sued Nlay. 22'1_ 2419. Mezzanine Huldown_ A) Straps sere not installed in the foundation per the structtJral (IMNIL'zng set. The contactor shall install cpoxy holdowns the attached detai Is on page 7 11'7, labcicd "`Moe/anhic Framing', issuui N1a�: 22r,L 2f}19. f ric[iotk Plalc; Nk cid: A) The contractor tars ruyucstticl an alturnzt i c friction plate weld location. The mitractor ma)' relocat: the 4c.cld per the attached detail on paae l of 1, Ubc1cd "Frio-Lion Plato Weld Alterative`_ ISsucd L�'1a1 6— LoIg This letter shall be issued to Po II Gardner A rchitects. Ccotest. Caust Construction, mid the Building 0I1i6al. And discrcp;ulciQs bctwv�cn tlic site condit].Ons and the description above slialI ba rcportcd to t}Lc enzineer. Please con-tact this oflicc iF.you hay,- a.nr questions conccnung this letter, or for auy other assistance. Sincerely, ?cvingaton. JasperR�mrbLc. E.I.T Ch PIE, ��."II/i I;LI,_L�cC 5'-5.!.' I`.'.'C'_.:I.I- 'sy.�5 (,`52' _ l'1L: l_'D �.5' �I� �.� I :I:i' sclacvorctr Lnnl Plan Review By SAFEBuilt 1 .) ICAA TYP. NIL 800FING OUB 9 p tI �[��n IYP. Wn RO0p% 00 Nn IMF T U70 I A R A U L S +M NTL RDOF 7' MFM?S A4.1 I WAIL TD ROOF I Of ONN. I 35'-t0 44'AFF — — T.O.RIDGE I i �17 (KX. MW six 10 34154t FIRE ASSENEir AT RW I A-25 9nR Al RAPIER 90.Y5 THAT &14k p� R-25 9ATT AT RAFTER EWS 04IIR OONT, R-11 RATT INSUL. VERT. FLEX 0 FRWE M OONT, R-11 BATT IN9dL Anw ASS£WBLY AT ROOF (R-1I + R-25 = R-]6) SEE DETAIL o (R-11 t R-25 ■ R-35) PRDADE INSLIL. BLHS PRUCE INSUL ELKS RNTF. FLEX& RNE L AT RAFTER PER WSEC u AJ WM PER W= SEE DEIAL CL SCUD 2r FK YA FIFE BLVG AT W. 10 D.G AT 10M. 10 D.C. W. FIF. TV. 1 HR WALL NP-1244 1 HR WAIL WP-1Z44 5f8.Y (A FA FACE __ R�F fACW 9RTF IISUL 5 _ — R-21 FACED UTT W3UL %B STUDS AT 12' M. -- 04 A 2X6 STUDS AT if O.C. WI 112'aA SFIEATH'C AI i-' W/ 1/2' COX SHEATH'G AT ONE SIDE FRON SOG TO ONE SIDE PROW SOC TO _ MD 2m ARE GU(6 OpW FL IRRAGU AND 2r N SWO FL DVf"W O b SOLID ATMO. 10 Ot. VFRT. RE M'G AT 10' O.C.VM. un�r l I FlRE EIA W 10' O.C. Y RT. T1P BINN STUDS, R-21 FACED . 5 F F �, OF I *Jj 9W STODS, R-21 FAM BATT INSUL BT>IDI snas _M F b U H 116 N T �INsa �"'"° s"�°� EXIT STAIR i WALL LLNN. PAGF �4 OF � T.O.FL MD �" AFF DK D R T.0 FL NC SIN QM�Sr TO_PLYNO WALL FACE T.O. PLYMO AALL fNCE IYP. T1�. ALL WALL TO <E�M.2, -57��7INF&E P ; � �RA LL —_. I STAIR - PUPAE DOf7JRS 10'ATF — FP�f 5 N 7 \� 9WO FK Burt AND LAY-IN CL1G STAIR NOT SHM FOR CLNRIfY J sTufl " TD FT�G A-21 F� 9AiT IlISUL OFFICE 'ENTRY ME) R-21 F� BArl INSUL. / PAG£ 3DF7 MAN UFAOTILRINO MAIN ENTRY MANUFACTURING OFFICE t � 1 I MAIN ENTRY TO EXIT STAR TO EG R G I n Review By SAFEBuilt -7' r' 1� C o m s, O of o Z �s T -- �� n T. 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TD bL Pr-AD IN LONSUNCTION WITH THE COW STRUCTrM SUPPDRT LETTER TITLE.b " PANLL WMECTIDN 'A' AND 'H' RFI TSSU tD BY SDA ON DS 110111 Plan Review By SAFEBuilt ISSU ED OSI 22 1 ! 1 DA;jTeko-.z- QS7/2 i 11 W" rc)63 W%, TAut- ` % Z 2� s/s G6 = S.6 PSF CrP. 6' r2�� I V' jz Co - 1.5 ?SF E-N(Z., t a - Total, 10. Psf �05 .'T�, Fp x 0.4(1)(0,7o4rl�t)(3). .: wl_ L/rd0 = 34 K 12/lisp a 22t, -,76 Ps 1.107�y � V = serr 44 Con��2 Szr'f'�I!,Si F+�'Auul �t r:•,�]O% 4 NA=(8y y2)�S:ly)♦ 1=�y x S%2 x 2'/r� LSZ S7va r E Lu (7rro � - ��� y bG, a2$X -„�2. ✓� /2 3/4 K S%z �* �.5743,4 " 9d, NAIL xp 5& I;Ol, Sy.2 LSL +.SC $ o/e. F�gSrw Sl-lib���Z.K„ 00 0ME FACE w/ 8dk ( " L CA, t D Fax ', I'' o% 974SIEWN Plan Review By SAFEBuilt Af.�?RAIL OS121 &j beo TAB zN� ss� .f< - AAA p2 1 - 0, Ozv� d1 'Gwg- x 'L _ 32-0/15sb D. 20& beg x $x 0,1A" Z �+3/lf .- S%z X 1�'�� 4-[(D.bZo3x1.6sx12 �(j'4S S/S .?.0&3;L)3 2 � P d �t3,� � ISsO L7�b k - my > G1,622Sk- OrL c 1 zVd4 V i Igo irk - CL o6��3� s/8 - �t7� $�r - , = s7Z1 � +h. CMAcO.*040- 6SA VE .2 3) + (+.&Z-x 4- (+3Y,rK I I FByPlan Review SAFEBuilt STRUCTURAL DESIGN ASSOCA(TES Project Title-- Engineer: Project I D' SDA#8163-Tall Interior Wall Project Descr: Printed:21 MAY 2019, 2 14,W Wood Beam ��t,.4o BtONEDRI-IV4EWOR-11 TPti0. O-i%OOM-8-tr8163-0-11190521-1119D521-Tellnw=Wdecii SctMrare n ENERCALC.INC 19BX2018,9uikL 10.18 12.13 Description '. STUD-[RI,', s1'I ONt, CODE REFERENCES Calculations per NDS 2012, IBC 2012. CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Melhod; Allowable Stress Design Fb+ 2,325.0 psi E'Akdulus of Elastk y Load Combination ASCE 7-16 Fb- 2,325.0 psi Ebend-xx 1,550 Oksi Fc-RII 2,170.0 psi Eminbend-xx 787.82 ksi l+Uood Species Trus Joist Fc-Nrp 900.0 psi Wood Grade TimberStrend LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Density 45-010pcE Beam Bracing : Beam is Fulty Braced against lateral-torsional buckling Repetitive Member Stress Increase W(0.005) c 7-140 X 6-250 Y Span=34.0 R r�1 A"Jied Loads orvice loads entered. Load Factors vi11 be applied for calc u lations- Uniform Load, W=0-00511 ksf, Tributary Width=1.a ft. (YdL) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.097 1 Maximum Shear Stress Ratio = 0.011 : 1 Section used forthis span 2.140 X 6.250 Section used for this span 2-140 X 6.250 fb=Actual 373.38psi ry:Actual = 5.55 psi FB :Allowable = 3,B68.80psi Fv;Allcvrable = 496.00 psi Load Combination +D+O.BOW+H LaadCwnbinaWn +044.15OW-1-H Location of maxim urn on span = 17-000ft Location of maximum an span = O,OObft Spa n 0 where maximum occurs = Span d 1 Span#where maximum occurs Span 01 Maximum Deflection Max Downv and Transient Deflection 2.241 in Ratlo= 182>=180 Max Upward Transient Deflection 0.000 in Ratio= 0<180 Max Downward Total Deflection 1 344 In Ratio= :u3>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 _Ve tti cal React ions Srpoxt notation.-or left is Al ti-,hm.;in hIF I oak! Ial on Support 1 Support 2 a-arall V4Vin_m 3 CE5 0(V OverallNlydirrun 312(�5 OCN5 -D+H -D* tH -D*_r*H +U4:;+H rl 10 75G 13 7531 1 H +D+0 ISCL+J/3JS+l I +U+416CW-1 0 C51 0 Lt 1 *D-tO(tLS*O 4bW)) l J C-38 O C3P +C 60D-C 60I -0 6CH .3 C51 O.CC1 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA981 E3-Tall Interlor Wall Project Descr Printed:21 MAY 2019. 2:14PM Wood Beam uwftdeWONEDR1-1WETWOR-11PROJEC-1WW4-118163�11190821-n190521-TalhNW"WAeC6 Shcwae 22pyn0111 ENERCPLC,INC 19832018,Wki 1018 12 13 KW-0601 1301DESIGN ASSOCIATES, Description. 3TUD-IBM MCOLLi 34 LONr Vertical Reactions Support noiation:Far leh is#1 Values In KIPS Load Combinsiion Support 1 Suppari 2 *M 7OE+0 60H +D+3 7501-+01MS+0.,�250F=+H +0 60D+4.70E+H D Only Lr Only L Only S Only N!CnM 0.085 O.M E Only H Cnly FByPlan Review SAFEBuilt OAAjTAA !�OA- Z LL 41( A34 a.st Inc e Ole, FPlan Review By SAFEBuilt STRUCTURAL DESIGN ASSOGAITES Project Title: Engineer: Project ID: SDA48163-Tall Interior Wall Project Descr P•Irrc<t l'i MAY N19. 2:14PM Wood Be$117i 11fd7k90�QVONEDRI�-11NEf1UCR-�1r'RAIECr11>)OOL�@-'l19'G3-�-111905Z1-1�19�fi21-TaFln�erivlU•Irg�B Sdivmm aphgM ENERCALC,INC 19KI-2D18,Build:10.18,12.13 i, i i DESIGN ASSOCIATES Description '. ST°Jr)-[RV rvlOFjFl]-STRI N(:ER _CODE REFERENCES Calculations per NDS 2012, IBC 2012, C 8 C 2013, ASCE 7-10 Load Gombination Set : ASCE 7-16 Material Properties Analysis klethod. Allowable Stress Design Fb+ 2,325.0 psi E:ModflUs ofDaslicUy Load Combination ASCE7-16 Fb- 2.325.0psi Ebend-xx 1,550-Oksi Fc-Pril 2,170.0 psi Eminbend-xx 787.82 ksi Wood Species :Trus Joist Fc-Perp 900.0 psi Wood Grade :TimberStrand LSL 1.55E Fu 310.0 psi Ft 1,070.0 psi Density 45-010pcf Beam Bracing = Beam is Fully Braced against lateral-torsional buckling Repetitive 1IemberStraw Increase W10 OC661), 1N(0-00665) j 2-140 X 6-250 204 0 X 6k Span=32 0 ft Span=2.0 ft Applied Loads Service loads entered.Load Factors will beapplieo for calculations. Load for Span Number 1 Uniform Load: VV=0.0050 ksf, Tributary Width= 1-330 ft, (VL) Load for Span Number 2 Uniform Load: W=0.0050 ksf, Tributary Width= 1.330 ft, (WL) DESIGN SUMMARY - • Maximum Bending Stress Ratio 0.1071 Maximum Shear Stress Ratio = 0.055 : 1 Section used for this span 2.140 X 6.250 Section used for this span 2.140 X 6.250 fb:Actual = 414.11 psi fv=Actual = 27.18 psi FS :Allm-afire = 3,868,80psi Fv:Allowable = 496.00 psi Load Combination +D+0,60t°1+H Load Combination +f)+0.60 W+H Location of maximum on span = 32.00011 Location of maximum on span = 32.000 ft Span 4 where maxrnum occurs = Span#E f Span#xrttere minimum occurs = Spain*1 Maximum Deflection Wx Downward Transient Denectlon 1.054 in Ratio= 3C4>=TM Max Upward Transient Deflection -0.005 In Raw= 4522>=t(10 Max Downward Total Deflection 0.632 In Rafio= 61-17>=)N Max Upward Total Deflectlon -0.003 in Ratio= 7537>=tBe Vertical Reactions SuFpcn mlalion Fac IHfl is 1 4'alues I(IN5 LoadCcrrcinatcr Support Suppor'2 Supperl3 Okiwall NIAXu-wrn 1 .52 O-ic-all ra1lNirrum omi OFi:M3 -C.736 -C--H 4)-I 1H -D-Lr+l I -D-S+H 11i-07M 07:511 �H -D'0 r'!YJLrO! L*I I +L}�0 01V-H 0.049 0,16 4239 Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title- Engineer: Project 10: SDA#8163 -Tail Interior Wall Project Descr: PiiilkA:2*1 MAY 2019 2:14PM Wood Beam LMN�apaION®RI-1WEfWOR-1YPROJEG-IWC68 6.11B16,3- -111M21-11Ig�1.TepinleriorWafta Soi mm h1 ENERCALO.ING 1993.VB.BuItt10,14.12.la DESIGN ASSOCLATES Descripti❑n ?Tllfl-[BM I;YJC=_j-STRING=:Z Vertica I Reactions Supoor.nol�-:licn:Far Ich s#1 Values in KIPS L,v.i 131unoinaton 2 Suoper 3 -L;-U (5:1Lr-U/y W+H 0 03 f 0 242 -0 1'7 J,,�O 753S4 450W41-1 C-037 C-242 -0 W tD eJD+0+60W,&D H 0 049 0 323 0 2�0 +D+3 70E+0 60h +D-3 7b01-4 7538-0 5250E-H +Q6�0rQ'OF r-1 D-Dnly Lr�)nly I only S OntV 5Y iJr y 0 081 0 539 -0:s54 E Only HCft Plan Review By SAFEBuilt ROOF P02 L I IS 2r (z) zX6 SPt�'vi v/ C8) 1 od N,►rZS pvrlt 4g Is m Y 0 A.3�{ G ry NTG Ct s� w/ Il4 `' GA 2fio 4 j s n," a- 16 "o/c 1/r S s Z&olgt _ -3--3 0• Ilia V+4C.wZ, = 34 d1G r P' �l lz- / gc R ,V y°. 14rC Vx =4`fS* CR. STV0 I7 udi�G.+1 $CR S 4r s 5,ns tf� ` 1 G Z '0 USA 3 a ��, P tf Cs-6 0 Plan Review By SAFEBuilt OA A sU Ut_` LS 12 ip 41 CT) L� Z. 22 i , +c1.Sv 14,891. S�NOt 0 .-a 2640 (T) LW 7 0411,;1.S` ro.(.tj- 3771 ST+�t r�,r �-t22ti CT? �eW )L1.5- 16,991, 40341It TP K- Sias "47. -r" Q " Lem x 12' x �,55 Pc F - a.rs k . 010 AW_ 1.4A6 L-*-. WT 6 AC p. 774X •oh./4. MYAL &tS T11K 4149 W/ MAre (eft = FZSA r1us�r CoJUSry U s"/ Fr'C A&ARs -40 *,S7 a 16" orc. , W/ . Lk�J .era cISA,Icxl-r Tr 'A `1bKf-t/2 ; b.fgoK SA i.,/ rf-ati+s F t-jL Lo" 77> c tisaloE '- Wb�zs C.45� J sr� r`r Lc�a 6p3`i +f l—/ Our,TL.0 �4lJc Noe O�i�� t.,l� 4 ` EA6 , ScjtS S'G x 4000 IsS , (-"C r to ( f tk Qrr4IO'CTS) S'rt fir.-. CAPACcry z �)933* -P 9 a 33 x f.Z�p.7s z /s?oD of CO Nc, UAA*-ou'r $ I Wf-6 4 ar o.7S�a,Gs: I 77 s 40Pg4.r�fL WL 9crSY 1p q* OpfS'r/o .ys/o.ss= Z 2�,g 48L �� _ � 1.+-o�ov��. t3�ucr.r�.r� pir�r�c�oa rrZ�o�•J 6t 1 VT; per r FByPlan Review SAFEBuilt Anchor DesignerT11 Company: Date: 51U—Mi9 Engineer Page- 115 t t , Software Project: SDAM163 Ve mion 2.7.6990.11 Add re-,$; m Phone: E-mail: (.Project information Customer company: Project description: HOLDOWN RETROFIT Customer contact name: Location_ Customer e-mail; Fastening description: Comment: 2.Input Data&Anchor Parameters General Baso Material Design method:ACI 318-14 Concrete: Normal-weight lJnils; Imperlal units Concrete thlckness, h(Inch), 12.00 State:Cracked Anchor Information: Compressive strength,f�(psi):4000 Anchor type:Bo ride d anchor 4r-J: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tenslon, B shear Diameter(inch):0.625 Supplemental reinforcement=Not applicable Effective Embedment depth, h,r(inch):9.000 Reinforcement provided at corners: Yes Code report; IMES ESR-4057 Ignore concrete breakout in tenslon; No Anchor category:- Ignore concrete breakout in shear: No Anchor ductility: Yes Hale condition_Dry concrete h,.„(Inch): 10,38 Inspectlon;Continuous. c�.-,(inch):25-01 Temperature range, Short?Long: 110R5"F C,„ (inch): 1-75 Ignore Bdo requirement: Not applicable S i..(inch):3.00 Build-up grout pad:Yes Recommended Anchor Anchor Name: SET-3G-SE7-3G wr 5ie"O F1554 Gr.36 Code Report. ICC-ES ESR-4057 In put data and revifts musr hP cherked for ag reemenl with the exieling d rcumeta nces,the standlerde and qi' elines muar he chedred for pla usitrllty, S imp Yin.3iv^-Tie Comaa-y nc 5956 W.Las Positas Boulevard Plessenion,CA 94580 Phone:925.580.900 Fax:925.847.Wig-yff"-rigue gaAW ByA CISF E��//BI Cu i It • Anchor Designerl-m Company- Date' 5122/2019 Engineer: Page: 25 r r Software Project: SDA*B163 Version 2.7.6990.11 Address: Phone: E-mail: Load and Geometry Load factor source: ACI 318 Section 5.3 Load cambinatlan; not aet Seismic design:Yes Anchors subjected to sustained tension: No Duetlllty sectlon for terislon; 17 2.3.4.3(d)is satisfied Ductility section for shear: 17-2.3.5.3(o)is satisfied no Factor. not set Apply entlre Shear toad at front raw: No Anchors only resisting wind a nWor selsmlc loads` No Strength level loads: Nua Pb]:6034 V y,Pb]:0 V. jib]:4 <Figure 1} Z 60340 6Ib o it Y T » I tit I In put data and icsU1s must be chu4ud V dgi Curu:nt vri1li tho"riipj circurrrslences,the standards and 1!i ec a or p aua i i . 3imp..,on 3111ia-Tie Co-priry rn, 5956W.LaRPnsilae6oulavnrd P1eaq.Imnn,CA9458$ Phone,925,560,900av�ew SAFEBuilt Anchor Designer7l.1 Company: Date; 1512212019 Engineer: Page= 3/5 Software Project: SSA#8163 Version 2.7.6990.11 Address: a Phone: E-mail: <Figure 2} 5 . 50 Inpul dolq m)a rpwlLs rnual Uc Ovckrd for agYeemouril wim Lhc exhAng ciicurnsLan:es,llio btandards end g ines mast e c ecked for p eusi i i y. �ir�iprc 3'ion,l-fir�= in.,cm;1-: 5955 W-Las Pashas Boulev3rrl P�asnmmo,CA 94588 PhomP!425,$6Q9p0 Fax:925.847-Dian�ndLvi@W By SAFEBuilt ' 6 Anchor DesignerTm Company: date: j5r=2ois Engineer: Page: 4J5 r ► Software Project: SI?A#8163 Version 2.7-6990.11 Address: Phone: E-mail- 3.Resulting Anchor Forces Anchor Tenslon load, Shear loan x, S11ear load y. Shear load combined, Nue(Ib) Vu (lb) Vm(lb) ti(Vuap�+(yuay)S(It1) 1 6034.0 0.0 0.0 0.0 Sum 6034.0 0.0 0.0 0.0 Maximum concrete compression strain(%.): 0.00 Maximum concrete compression stress(psi); 0 Resultant tension force (Ib):6034 Resultant compression force (Ib):0 Eccentricity of resultant tension foroes in x-axis,e'w(inch):0.00 Eccentricdy of resultant tension forces In y-axis,e'Ny(Inch);0,00 4.Steel Strength of Anchor In Tension(Sec.17.4.11 N. (lb) 0 ON. (Ib) 13110 0-75 9533 5.Concrete Breakout Strength of Anchor in Tension Mg.I L" Nh=k�.l,OAd''(Ei-17-4-2.2a) ke A. f.(psi) fi.r(in) Nr.(Ih) 17.0 1.00 40DO 9.000 29030 0,75.ANz,b=0.750(Ark/A.vco)'Pocr,I',xYc4.tiNo(sec. 17.3.1 8 Eq. 17.4.2-1 a) Anti(in') Antic(ipti c..,,,o,(in) T'4rr Y'c,.v TYA.v Nb(Ib) 0.75ON b(lb) 513.00 729.00 5.50 0.822 1.00 1.000 29030 0.65 8186 6.Adhesive Strength of Anchor In Tenslon(Sec.17.4.5) TRcT= Accrfcrc,rro.,,,�{aar{rc/2,5��°�Plaas fi%r(psi) fywl"a- Kaar rxA'.aera Pc(pal) f? Tx.a(PSI) 1356 1.00 1.00 1.00 4000 0.24 1518 Ni,..=7.r:_xd h«r(Eq. 17.4.5.2) %j r�r(psi) ao(in) rya(in) NM(lb) 1.00 1518 0.63 9.000 26824 0.75ONa =0.750(Ana/Anal)7',4xu 7:anaNx,(Sec- 173,1 & Eq.17.4.5.1 a} Arb(In?) Af„o(W) 6r.7(In) c,%.(In) Y',yra IRrra Nee(Ib) 0 0.75ON.:(lb) 249.93 307.10 8.76 5.50 0.888 1.000 26824 0-65 9454 1 nput dala and results itiust tx:checked for agreement vAlh the existing cimumslanocas,Ih c biandui Lis Lind g ' roes mus e c ec ae or p euri i i - :iinpsx, 5'Ac.-j-Tie Cc-l-any n; 595BW.L88PoailaeBoulevard Plemunron.CA94588 Phone.925.560.9d0 Fax:925.847. ian.1z9'vi@W By SAFEBuilt ` Anchor DesignerTM Company: Date: b122t2019 Engineer: Page: I 5f5 t Software Project: SDAiit8163 Version 2.7.69911 11 Address: Phone: E-mail: 11. Results 11_ Interaction of Tensile and Shear Forces(Sec.D.71? Tension Factored Load, N,.. (lb) Design Strength, 0%(lb) Ratio Status Steel 6D34 9833 0.61 Pass Concrete breakout 6034 8168 0.74 Pass(Governs) Adhesive 6034 9454 0_84 Pass SET-3G w1518"o F7554 Gr.36 with hef=9.000 inch meets the selected design criteria. 12.Waminas -This temperature range is currently outside the scope of ACI 318-14J-11 and AC 356.4. Designer must exercise judgement to determine If IhIs design is sultable, -Minimum spacing and edge distanoe requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 far torqued cast-In-place anohor is waived per designer option. -Per designer input,ductility requirements for tension have been determined to be satisfied—deslgnef to verl(y Per designer input,ductlllty requlrements for shear have been determined tD be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and inslalladon Instructlon5. Inpul dald mud results must txa checked For agreement viih the euisting Dircumstences,the elandarda and g ' alines musl he rherked for pinrrnlpility, �iinp=,)n Srorn. Cnin.ar;imp $98e W,Las Positas Boulevard Pk;daanlon,CA 94588 Phone:925.560.900 Fex:925.847APh i ff-Mtge TLEW By SAFEBuilt Structural Desigm Assoctatcs SIM 'H163 Feb. 1. 2019 Dantrawl Inc. 62XX 180111 St. NE Subject: Plinth Repair SDA Ref. #816 To whom this may concern: The contractor has installed the plinth with inadequate bearing areas for the steel building base plates (per Butler drawings issued for constriction on Oct. 18,2018). This deficiency-has been identified by Port Gardner Architects and reported to be located at gridlines B-2,D-14,D-2. To rectify this issue the defective plinth shall be repaired per the attached drawings titled"Plinth Repair'dated Jan. 24,2019. Please contact this office if y ou have any questions concerning this letter,or for any other assistance. Sincerely, c Jasper Baarbe,E.LT. Chris Covington,P.E. 5 COW °f wAS", y O 343 3 FEB-0 4 20119 3(!()6 Ruckff e. l,:verett, W-A 08201 Ph: 42-)-339-f)293 1-,u: -12-5-2,52--0916 www_sdacvcrettxom �T��..1� nl/�► /�9 SOA * 8(63 �'� KrC.�rjvr= �O`t K (Coti15t�(var�uE) 1ft�-*L s#4*AA - S,opt K /lSsom(-- LJ*LO flAi# 4 PA ijo-1 Aft Nor roo -L. mAx -,c xo f{zt*A (�) u" PLArt S n� PAL L oA.0 I•��a0 Ol�rl, SNf�IZ = ®�s� ><S.b�.s 2,�7 7 rC Pla7� Bf T. K. = 2:77, x 3"' A pCaT� �/IL - 8,oaK- ;N , (1��� $ g.3�la.c� = 1,03� ✓osL I.J&O ST2,& J4rT 4 v1.2= 0.6 K 7o x (-Iq/,r) -G/2 = 22 k c/aZL PMJT*4 kOL M= 2,97 3 - 9,31 - rn-. M/1Z= 2-.l%sr/4)636 Ao MIA - I. olt-;^. > S.31K-.1 /orc P&L F-fox 7 SMWe-Pt-t : I z Zoo* K Z=G6 o o H >S,otio* ✓77C 5/C '14 NIcw 7 NrrX STQ rwr,n4 V - 2iCo # x 3 - 9 76d r > -,b O w ✓vac 06L ' Usvfv Fo - CaOf- . A^,R64,1- • Anchor Designer TM Company: Date: 1/29/2019 Engineer: I Page: 1/5 Software Project: SDA#8163-PLINTH D&EPDXY " Version 2.6.6794.8 � Address: Phone: E-mail: 1.Proiect information Customer company: Project description Customer contact name: Location: Customer e-mail- Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):24.00 State:Cracked Anchor Information: Compressive strength,f�(psi):4500 Anchor type: Bonded anchor �V�v: 1.0 Material:A615 Grade 60 Rebar Reinforcement condition: B tension, B shear Diameter(inch):0.625 Supplemental reinforcement: Not applicable Effective Embedment depth. her(inch):8.000 Reinforcement provided at corners:Yes Code report: ICC-ES ESR-2508 ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear: No Anchor ductility: No Hole condition:Water saturated concrete hmin(inch) 11.13 Inspection:Continuous ca,(inch):9.93 Temperature range,Short/Long:1501110°F Cm n(inch):1.75 Ignore 6do requirement:Not applicable S.m(inch):3.00 Build-up grout pad:Yes Recommended Anchor Anchor Name: SET-XPO-SET-XP w/#5 A615 Gr.60 Rebar Code Report: ICC-ES ESR-2508 WWI Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. baiir1„-F�'.''i )p my Inc: 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.550.9000 Fax:925.847.3871 wwn.strongtie.com * Anchor Designer711 Company: Date= 112912019 Engineer: Page: 215 r r Software Project: SDA1i8163-PLINTH D6L EPDXY Version 2.6.6794.E Address: Phone: E-mail: Load and Geometry Load factor souroe: AC 316 Section 5.3 Load combination- not set Seismic design:Yes Anchors subjected to sustained tension: No Ductility section for tenslon: 17.2.3.4.3(a)(lii)-(v i) i�5 satisfied Ductility section For shear: 17.2.3.5.3(a)is satisfied no factor' not set Apply entire shear load at front row' No Anchors only resisting wind andior seismic loads:Yes Strength level loads: N...Pb]:3300 V,.(Ib]:0 Via [Ib]. 0 4Figure 1} 1300 Ib 4 Ib Q Ib Y ti Input date and results must be checked for agreement with the axisting cimum4rynces,the standards acid yuidclincs rnusL be checked Far plausibility. .':.,ri -y lit,. 5966 1N.Las PmA- Ent Buu levvrd Pleasenlon,GA 94688 Phone:925.560.9000 Fm:925,847,3871 wvN1.1MrOhglic:.cum ' Anchor Designer TM Company: Date; 1r29P2o19 Engineer: Pape M _ Software Project: SDA#8163-PLINTH 06L EPDXY Version 2.6.6794.8 Address: Phone: Email; <Figure 2T CD CD 0 0 k6 6.00 16.50 Input dela and results must bP checked for agmupmrll%vltti the uxisting circumslenoes,the standards and guidelines must he ehecked foi plausibility. ,;,. =1 :; ;�-1':c,;. ...I.;:iq'n(, 5958 W.Lee Positae Boulownrd PlPasaroan,CA 94586 Plrarc_926.560.9000 Fax:925.847.3971 vrw.v.strangtie,onrr E= Anchor DesignerTIA Company: Date: 1!2912019 Software Engineer: Page: 4/5 i�+� r` Project: SDA#8163-PLINTH D61-EPDXY ■ Version 2.6.6794.8 Address: a Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y. Shear load combined, Nua(lb) Vuaw(lb) Vuay(lb) V(Vuax)2+(Vuay)2(Ib) 1 3300.0 0.0 0.0 0.0 Sum 3300.0 0.0 0.0 0.0 Maximum concrete compression strain(96e}:0,00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):3300 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor In Tension(Sec.17.4.1) N-(Ib) 0 ON..(lb) 27900 0.65 18135 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.21 Nb=k.,4 fchefl`'(Eq. 17.4.2.2a) kc .1e fc(psi) her(in) Nb(lb) 17.0 1.00 2500 4.000 6800 0.75¢Ncb=0.750(AMcIANco)TkNY'�,N KANNb(Sec. 17.3.1 & Eq. 17.4.2.1a) Aw(in2) ANco(in2 ca,nrm(in) Y'ON KN Tcp,N Nn(lb) 0 0.750No(lb) 144,00 144.00 6.00 1.000 1.00 1.000 6800 0.65 3315 6.Adhesive Strength of Anchor in Tension(Sec.17.4.5) tk,m= Prr,cfishvr-rarref�salaN xfa rxe (psi) f:rra,ra- K&r aN-is R-(psi) 660 1.72 0.57 1.00 647 Nba=A.rc;rd hw(Eq.17.4.5.2) Aa rrcr(psi) da(In) hey(In) Noe(Ib) 1.00 647 0.63 8.000 10164 0.75ONa=0.750(ANa/AN&o)Ted,Na`YcaNaNba(Sec. 17.3.1 &Eq. 17.4.5.1 a) ANa(in2) ANao(in') cNa(in) ca,no(in) YdNa 'FA Na Nao(Ib) 0 0.750N (lb) 117.68 117.65 5.42 6.00 1.000 1.000 10164 0.45 3430 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Siirpsr+ri Se•?u;;-W'.Cnmisany Irc 5956 W.Las Positas boulevard Pleasanton,CA 94588 Phone:925.660.9000 Fax:925.847.3871 www.strongtie.com • Anchor DesignerT11 Company: I Date: 1/29/2019 Engineer: Page 1515 Software Project: SDA#8163-PLINTH D6L EPDXY ' T , Version 2.6,6794.8 Address: m Phone: E-mail: 11. Results 11.Interaction of Tensile and Shear Forces(Sec.D.71? Tension Factored Load,Nua(lb) Design Strength,01\1n(lb) Ratio Status Steel 3300 18135 0.15 Pass Concrete breakout 3300 3315 1.00 Pass(Governs) Adhesive 3300 3430 0.96 Pass SET-XP wl#5 A615 Gr.60 Rebar with hef=8.000 inch meets the selected design criteria. ACI 318-14 Section 17.2.3.4.3(a)(t)&(0)Calculations for Ductility r2guirement for tension load Steel Factored Load,Nua(lb) 1.2 x Nominal Strength, N.(lb) Ratio Steel 3300 33480 9.9% Concrete Factored Load, Nua(lb) Nominal Strength, N.(lb) Ratio Concrete breakout 3300 6800 48.5% Governs Adhesive 3300 10164 32.5% ACI 318-14 Section 17.2.3.4.3(a)(1)&(ii)is not satisfied since steel ratio does not govern. 12.Waminas -When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Minimum spacing and edge distance requirement of 6da per ACI 316 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Brittle failure governs for tension_Governing anchor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of ACI 318-14 Section 17.2.3.4.3 for structures assigned to Seismic Design Category C, D, E, or F when the component ofthe strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-14 Sections 17.2.3.4,3(a)(iii)to(vi),(b),(c)or(d)is satisfied for tension loading,select appropriate checkbox from Inputs tab to disable this message.Alternatively, (10 factor can be entered to satisfy ACI 318-14 Section 17.2,3.4.3(d)to increase the earthquake portion of the loads as required. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. -i,Ccinpany ric 5955 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax-925.847.3871 www.strongtie.com 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 V/0 SAFEbuilt .) 1621 1141h Avenue SE, Suite 219 • Bellevue,WA 98004 • www.SAFEbuilt.com DEFERRED SUBMITTAL AGREEMENT The undersigned has been issued a permit for construction prior to final approval of the following.The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. Applicant's Namec�itr '4�� t'�i-t7 '�s -p' 'r�I�r� lffly "v`' Phone E-Mail Primary Contact � � ' '��` •�#M Phone �4-He E-Mail �E Project Name L"` f Permit Number Project G�jJS�� 3�d� �'� f�l.. Description g �� Tax ID Number j��j- �?��/0dIG�� Site Address Contractor Deferred Item rIA2: j Date Deferred Item Date Deferred Item ��'`k -5;r 'xl4ovc Date Deferred Item Date ; Deferred Item Date Deferred item Date I hereby assume all risk,financially and otherwise,for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that approval for the above deferred submittal(s) may take up to ten working days(or longer if there are problems with the submittal) from the date of submission. I understand that certain inspections will NOT be performed until the submissions are accepted. I understand additional fees will be required based on the additional time spent for plan review. All deferred submittal must be submitted to the design professional in responsible charge of the above project for written approval prior to submittal so SAFEbuilt. Architect/Engineer of Record Printed `"` 1-141-4"At-2 / 'krz,4!'lz -y Name Architect/Engineer , 17 ofRecord ' .--�.___..�------------- Signature Date Owner Printed Name 44!� Owner Signature — O-c.cc�» wean.s� Date ACCEPTED ON BEHALF OF THE BUILDING DEPARTMENT SAFEbuilt Printed Name SAFEbuilt Signature Date l _ Structural Design Nssociate Eug-hieerhig Sort acres to Layl 8163 Jan. 21, 2019 ���0F WA Dantrawl Inc. 2 62XX 18011 St. NE cti V. �•r�A Subject: Hairpin and Plinth Reinforcement Cover O�R?1 4 343 3 SDA Ref. #8163 SfONAL To whom this may concern: ]AN 3 0 Z019 The contractor has installed the thickened slab with inadequate cover on the exterior edges of the steel frame columns. The hairpin reinforcement and plinth vertical reinforcement and ties appear to be affected. Geotest reports #CB007 and#CB008 outline this issue. The deficiency was not revealed to this office until after the slab was placed. Port Gardner Architects as requested this office review the as-built conditions and provide remedial solutions as necessary. This office has reviewed the reports referenced above and various photos provided by Port Gardner Architects. The following observations where made: 1) The reinforcement cover of 3" was not provided at the hairpins or exterior side of the plinth cage at each steel frame colutim. The extent of this deficiency is assumed to be located at the hairpin and plinth reinforcement only; 2) Most of the steel columms are adjacent to concrete tilt-up panels, which will provide corrosion protection to the plinth and hairpin reinforcement if installed correctly. Reinforcement not protected by the tilt-up panels will need special detailing; 3) The lack of cover will not adversely impact the structural performance of the plinth or hairpin if the following conditions are met: a. Slab on grade construction joints are tied with#5 dowels at 18"on center. If the dowels are not cast in place they may be epoxied into the existing slab with SET-XP. A 6"minimum embedment shall be provided for all dowels; b. Solid grout shall be placed between the tilt-up panel and exterior edge of the slab at each plinth; c. Reinforcement is protected by the tilt-up panels or another means approved by this office: d. The hairpins and plinth reinforcement conform to the structural drawings with the only deficiency being a lack of adequate cover on the exterior side(s). Please contact this office if you have any questions concerning this letter,or for any other assistance. Sincerely, 1 c c r I , Jasper Baarbe,E.I.T. Chris Covington,P.E. 3006 bucker \vc.. I:;verctt, AVA 98201 ['h: 425-339-0293 F am 425-252-0916 w ww.sdaeverett.com h I 1• ` 4 w� Aw A : �; - •�t , i `. � r. a ri► �I e �ati &4TA), Covtn o ISLpc,✓oL)r- Fa-Z:71-UA-k--- AITITcs'P a-M'o P �!L MTiJO 42S? - Ny i e ooa MAs�P�J Q(J'1RY.�s bNL�' eNtrrh�.i L?.T zi Na NNN O s LEI 14 P/zcoSl3a= 11 ,6sK � As= o. 3o9;ti Vti i O, 30% 60 x o,7s= 13,$� > II GSVov - PG2 ACr 3ta-11 - 17.4,2A o,3 S, F s, _!• S� iduy I ,vim 1 0 2� � e `/cos 3c 6Z , I�Z NZ = o � �• Q�tSoL�tk,O Eby FrG- P UNabu*- Tb 0 sow OLA`z 1-a Tom,aOCQs.--t C-O A� 4 AKO'Sr! �; l O �J,a�i2a�aL 51 /2i / &94 * &362 Cole S=nf-2 .50C44L- i4rc'�,nl,y wow a« vs %a a" 14,9sK ��� �e+s � �f �c 0.30�;,? a 1� 2 iti'" ��.SS ✓O1C • • 81881 12 =�,Gk • ��� p,2(,2,Sao)C (� 1z) = 3C1L ✓ot �oQ a S'�/uu►S n��T T/�s F d►t Gaa-� = 2o.y k > � ✓opt • � 1 1 Structural Design Associatcs Engineering Strucfr[re.s to Last E) STM 8163 Jan. 29, 2019 Dantrawl Inc. 62XX 18011 Sc NE Subject: Office Slab Saw/Construction Joints SDA Ref. #8163 To whom this may concern: Structural Design Associates has reviewed drawing R2C.issued by Port Gardner Architects on Jan. 21"2019. Drawing R2C clarifies the construction joint reinforcement requirements and the location of the control joints. The drawing is deemed acceptable and in conformance with the structural requirements of the project. Please note that construction joint dowel embedment depth may be reduced to a minimum of 6". Please contact this office if you have any questions concerning this letter,or for any other assistance. Sincerely, �2 Jasper Baarbe. E.I.T. Chris Covington.P.E. CO V v � U � z JAN 3 0 2019 3006 Ducker Ave F crett_ AV A 9820 t Ph: 423-339-02O3 1`ax: 423-232-(.)916 Nvwv,-.sdaeverctt.conl DA-A- "4,j L 01/ 2q f 20)9 5►�� -i� 816 3 (Dr-FuY, CLA8 sAQ/ COAJSr Co NN. Co-&JU-C - rr TA4AjsF*.f- �a . LEDAOZAJC, FA.D� r>t>T-tG, U jjrt GR�jio Iola, W, OF SLa6 - R�4/2 ol* 1 57D D•ttO ,c 17 2- V- D.S= 0,S2S F, S. z l S / w"l, ©,szs I O.3�,jG✓6�. �m -2g.9/ 0. 3Si 76.1' t>F SLA6 A..,, 01,)L"t z P�( QsOK 'V. .3S • Z1.o.� � aZ� .� ' L�.� TO K �JI 2-S, I, KL SCA(S P= O,1 SO ,c o,S-Zst 6,t> o,t1 3ok >249K ✓cde,4.1 43I4 TRH = S.�t/ �>'s -$/f.. (12jQ SNIA2) US*- or st%-rt.s a IS " o/c w/ Ccr- x I° uR = 1 000* / f-A& ✓arm, =k S OCV L"tTi4 = tt2L 306' Anchor DesignerT'" Company: SDA Date: 1/29/2019 Engineer: Page: 115 t t _ Software Project: SDA#8163 Version 2.6.6794.7 Address: Phone: E-mail: 1.Proiect information Customer company: Project description:CJ DOWEL Customer contact name: Location: Customer e-mail- Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):24.00 State:Cracked Anchor Information: Compressive strength,F.(psi):4000 Anchor type: Bonded anchor 4tc,V: 1.0 Material:A615 Grade 60 Rebar Reinforcement condition: B tension, B shear Diameter(inch):0.625 Supplemental reinforcement: Not applicable Effective Embedment depth,he(inch):5.000 Reinforcement provided at corners:No Code report: ICC-ES ESR-2508 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchorductiiity: No Hole condition:Water-saturated concrete hmi (inch):8.13 Inspection:Continuous cac(inch):6.25 Temperature range, Short/Long:150/110°F C,,i,(inch):1.75 Ignore 6do requirement:Not applicable Smin(inch):3.00 Build-up grout pad:Yes Recommended Anchor Anchor Name: SET-XP®-SET-XP w/#5 A615 Gr.60 Rebar Code Report: ICC-ES ESR-2508 Ion Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Si,ripsci,SUun,y-Tic Company Inc, 5956 W.Las Poshas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer'"d Company: SDA Idate: 71292019 Engineer: Page: 215 S � Project: SDA#8163 Verssionion 2.6_6794.7 Address: Plane: E-mail: I-oad and Geometry Load factor source: ACi 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.3(a)(iii)-(vi)is satisfied Ductility section for shear: 17.2.3.5.3(a)is satisfied 00 fa cto r:not set Apply enlire shear lead at frant row No Anchors only residing wind and1or seismic loads: No Strength level loads: N„[lb]: 0 V�„[Ibj:0 V...,[lb]:1300 <Figure 1y 2 0 1b 2300 lb f Input data and mv. lts mu%l be d,edced far agreement VA1h the cxisWV circumblu nccs,the Aandai ds and guidelines musl be checked for plausbility_ r::,i i �1--jri ---�C7u;,vny I 5966 W.Las Posites Boulevard Pleasanton,CA 94588 Phone:925,560,9000 Fa%;92S,447,3s71 v^Wi.s1rvn9lic_wrn • Anchor Designer TM Company: SDA Date: 1112912019 Engineer: I Page: 315 Software Project: SDA#8163 Version 2.6.6794.7 Address: Phone: E-mail: <Figure 2> if C) C) N O O M 9.00 9.00 Input data and resufts must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simh iwi Shunt' Ti::Cuw[:ti rr Inc 5956 W.Las Posilas Boulevard Pleasanton,CA 94588 Phone:925.560,9000 Fax:925.847,3871 www.stranglie.com • Anchor Designer TM Company: SDA Date: 11/29/2019 Engineer: I Page: 1415 rrt Software Project: SDA#8163 Version 2.6.6794.7 Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N-(Ib) Vuax(lb) Vuay(lb) �(Vuax)',(Vuay)'(lb) 1 0.0 0.0 1300.0 1300.0 Sum 0.0 0.0 1300.0 1300.0 Maximum concrete compression strain(%.):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force (Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'NY(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 8.Steel Strength of Anchor In Shear(Sec.17.5.11 Vs (Ib) Oa-1 0 av,-a Og-t xv,-nOV-(lb) 16740 0.8 0.60 0.84 6750 9.Concrete Breakout Strength of Anchor In Shear(Sec.17.5.2) Shear perpendicular to edge in y-dlrecdon: Vby=minj7(1a/da)0Nd...4fccat'5;9�Vf�cat''I(Eq. 17.5.2.2a& Eq. 17.5.2.2b) 1.(in) da(in) ,L Pc(psi) cal(in) Vby(lb) 5.00 0.625 1.00 4000 9.00 14324 OV.-by=0(Av/Avco)Y%d,v`Y,vY'tavVby(Sec. 17.3.1 &Eq. 17.5.2.1a) Avc(in2) Avcc(in2) 1Pa4v Ygv Y'kv Vby(Ib) 0 OVcby(Ib) 67.50 364.50 0.744 1.000 1.000 14324 0.70 1382 Shear pareflet to edge in y-direct fon: Vb.=minJ7(1a/da)0zddaaaJfccai15;9A.a Fc.051(Eq.17.5.2.2a&Eq. 17.5.2.2b) 1.(in) da(in) AQ fc(psi) cat (in) Vb,(Ib) 5,00 0.625 1.00 4000 2.00 1500 OV.by=0(2)(Avcl&-)YIdv 71c,v Vt,,Nbx(Sec. 17.3.1,17.5.2.1(c)& Eq.17.5.2.1 a) Avc(in2) Av-(in2) T'edv YFV 'ph v Vb.(Ib) 0 OVcby(Ib) 16,00 18.OD 1.000 1.000 1.000 1500 0.70 2101 10,Concrete Pryout Strength of Anchor In Shear(Sec.17.5.31 OVcp=¢minikcpNa; kcpNcbj = 0 minIkcp(Am/ANao)Y' ,,Na Y'cp,rwNba;kcp(ANc/AN-)%d,NYc,WF' gNNbj (Sec. 17.3.1 & Eq. 17.5.3.1a) Input data and results must be chocked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Si Trpson'Mrong-Tie Com;nny ir:; 5956 W.Las Posdas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wvvwAtrongtio.com • Anchor DesignerT"' Company: SDA Date: I 1/2912019 Engineer Page: 515 r r Software Project: SDA#8163 Version 2.6.6794.7 Address: Phone: E-mail: k�p AN.(in2) Arvao(in2) lragrve S cp,rve Nna(lb) Na(lb) 2.0 54.78 120.03 0.810 1.000 6480 2394 Aw(in2) Any(In') W-d'N To,,N Yop,ry Nb(Ib) Not(Ib) ¢ OV�p(lb) 75.00 225.00 0.780 1,000 1.000 9503 2471 0.70 3351 11, Results 11.Interaction of Tensile and Shear Forces fSec. D.71� Shear Factored Load,Vie(lb) Design Strength,eVn(lb) Ratio Status Steel 1300 6750 0.19 Pass T Concrete breakout y+ 1300 1382 0.94 Pass(Governs) 11 Concrete breakout x- 1300 2101 0.62 Pass(Governs) Pryout 1300 3351 0.39 Pass SET-XP wf#5 A615 Gr.60 Rebar with hef=5.000 inch meets the selected design criteria. 12.Warnings -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per IMES ESR-2508 Section 5.3. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine ifthis design is suitable_ -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input date and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. SIIntlSon Struny-Tin C::mri[wi1y Inc 5956 W.Las Positas Boulevard Pleasanton.CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.00m us, �2k L Structural Design Asso ciatcs •4 0 Engineering Slruclures io Lctssi SL)A 8163 Jan. 21, 2019 Dantrawl Inc. 62XX 1801'St. NE Subject: Panel Conn. Type `E'and `F' Revision SDA Ref. #816 To whom this may concern: Port Gardner Architects as requested this office review an alternative panel connection for connection type `E' and Y. Upon review of the proposed modifications this office has approved the modifications provided on"PANEL CONK" dated Jan. 17.2019. The contractor shall note that solid grout shall be installed between die slab and grade and panel at all panel connections. Please contact this office if you have any questions concerning this letter,or for any other assistance. Sincerely, Jasper Baarbe,E.I.T. Chris Covington,P.E. ALALM COVI V �L1 �pF WA x 1 �L 3438 SJ'b� S70NAL FEB 0 12019 3006 Rucker Ave ["verctt, 98201 Ph: 425-339-0293 f`,w,_ 42-5-2 2-0916 www.sdaeverett.com ENO OF Q PANEL EMBED PER TILT-UP PANEL ORIGINAL DETAIL AT EA. SLAB BEYOND PANEL END OR OPEN'G WELD PLATE CONNECTOR i 1/2'x 4'x 6' K M FJR MELD ' ' I FOOTING EMBED PLATE PER ORIGINAL OFiA1L EXTERIOR ELEV PANEL EMBED PER ORIG. DETAIL CONC. SLAB 1 4 1, FULLY FILL JOINT nN CONC. STAB AND PANEL R 1j2'M 4`x 6' WITH NON-SHRINK CROUT BEYEL EOCE 12'FOR WETD NON-SHRINK GROLT PAD 12 �, I"THICK mil! FOOTING EMBED PLATE PER (RC, DEX SECTION VIEW REVISION TO PANEL CONN TYPE 'E' 1/2" = V-n" PANEL CORNER / PANEL OPENING PER SHEET S5 DATED APR 29 2018 PANEL CONN PROJECT N0: POF GEEARCH lcl� THICKEN SLAB AT FT'G R� 1 DATE, D A N T R A W l_ 2019 J{W l l ISI21E1110Rf N�IUE El�li,WlSf1IGTON 9 2CI (425]TBfl 5fi88 2 6221 180th Street NE FULLY ALL JOINT BTWN SLAB AND CONC. PANEL WTH CONCRETE I NON-SANK NON-METALLIC SLAB � HIGH STRENGTH GROUT --CONCRETE CLADDING PANEL RI - PANEL EMBED PLATE PER ORIGINAL DETAIL PLAN VIEW Iu bi CONNECTOR PANEL BABED PER ". ORIGINAL DETAIL AT EA. SLAB BEYOND PANEL LOWER CORNER NU PLATE CONNECTOR CNAhIFER HELD e F 1/2 x 4'1 I'-4'LG 6° FRO>� PANEL FM EDGE FOR HELD FOOTING ENBED PLATE PER ORIGINAL DEA EXTERIOR ELEV PANEI FUBFD PFR CRAG. DETAIL CONC. SLAB FLL JOINT BTWN ,N(FULLY CONC, SLAB AND PANEL WITH NON-SHRINK GROUT NON-SHRINK CROU1 PAD 1' THICK MA SECTION VIEW FOOTING IMBED PLATE PER ORIC. DETAIL REVISION TO PANEL CONN TYPE 'F' 1/2n = i '_O" PANEL JOINT TO FOOTING PER SHEET S5 DATED APR 29 2018 PANEL CONN PRa1�1 Eat FF GARMF MCHfTE��S THICKEN SLAB AT FT'G R� 2 DATE: D A N T AW 2019 JAN 17 1512u➢OPf Om EgEBLTT,OwO 01 ('25)Am 2 6221 180th Street NE � P � /2k ✓-Yi`�/N o HT M = I" x1� VIM 2oP 2oP - �� P - 41. 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CV THE NE 1/4 OF SECTION 22,TOWNSHIP 31N,RANGE 5E WM IN SNOHOMISH COUNTY WASHINGTON ' ADDRESS NOT ASSIGNED _ Q z APN:31052200101100 BLDG. CODE 2015 IBC I a POTENTIAL BIO—SWALE j ZONE GEN. INDUSTRIAL (GI) 1 [180XX 63rd AVE NE] EDGE OF SITE ADDRESS �0 - 62XX 180th STREET BE BLDG CODE i2 I ARUNGTON, WASHINGTON OCC TYPE F-1 COMM FISHNET REPAIR ;"�'°'� .«' s. OUTDObR STORAGE / MANUFACTURE PERMIT CONTACT W/ PARTS STORAGE EXTEND NEW LAD INFILTRATION BASIN -0 q , III Z o FOR LOADING DOCK _ S DOUG HANNAM 4zs ass 558s I WATER MAIN LOOP uLTFR Ar c6 48'DocK HIGH O PORT cARDNFR aRCHI Ecis B OFFICE owNc w ! 1 CD 1512 WETMORE AVENUE D[4460 SF] ---- B VCD EVERFFT, WASHINGTON 98201 i 4 J - Q YARD 4 I Z 79, i 131' g1'_gy° STALLS '� 1 20'J8Y" OWNER CONST. TYPE VB FULLY SPRINKLED F YARD _ N x I (_ DANTRAWL INC. 206 789 8840 BLDG. AREA PER 507.4 / 507.5 z Q DURING CONSTRUCTION C 0 FINNEY NEILL CO. e'' - / FULLY SPRINKLED W/ I P� 9757 GREENWOOD AVE.N. i .\\ SEATTLE, WASHINGTON 98103 MIN. 6o FT YARDS ALL SIDES i - __ _� REQUIRED = UNLIMITED AREA I PROPOSED (4) ¢ = ALLS BIO-SWALE Z ARCHITECT FIRE HYDRANT � p, l 0 j O N PROPOSED - 39,000 SF � � _ � �_• I DOUG HANNAM 425 388 5588 I J N ` \�\\ -�� 9,pp� PORT GARDNER ARCHITECTS j ALLOWED PROPOSED , m \�\T-�� 1512 WETMORE AVENUE O �II \\ Z EVERETT, WASHINGTON 98201 HT 60 36-6 FT I O 20 a9Y 30 I J 0 �\ �c\ J STRUCTURAL ENGINEER ZONING CODE [� g oF , SALS YARD Q `S CHRIS COVINGTON 425 339 0293 ALLOWED PRGPGSED I SDA INC. 12' 3006 RUCKER AVE j MAX. HT ALLOWED 50' 36'-6" I = I s m \ _ R1 ER ROOf� III / EVEREff, WASHINGTON 98201 FDC SETBACKS ,w UNDEVELOPED CIVIL ENGINEER Both 25' So' MIN. I AT THIS TIME .� 2" W FH � I MERLE ASH 360 652 9727 SIDE YARDS 5' 80' MIN. ;o o —_ LAND TECHNOLOGIES,INC. FUTURE 63rd 25' 80' MIN. �\T� HI 45'-63ti° u� w PROPOSED NEW, 4 DBL M Z 18822 3rd AVENUE NE Ij j 3 LANDSCAPING � sraLLs I ARUNGTON, WASHINGTON 98223 _ _ 180th 10' 15' I BUILDING CHK VL P'7"7'PRE-FORMED GEOTECHNICAL ENGINEER j FUTURE 63rd 0' 0' FIN FL 1.6' ABOVE GRADES S WHEEL STOP 18' w PARKING AREA 20% PARKING SPACE SHADE I L_ 9'x 1s' 1 0'-h w BILL CHANG /WADE LASSEY 425 649 8757 "' a, STALL Gr0-ceauP Nw PARKING REQUIRED STOR. 1�1000 SF I 1 9 PICK_ua�� w 13705 BEL RED ROAD 1J080/1000 SF I ,\ � LAWN STALLERY/ - �' w BELLEVUE, WASHINGTON 98005 — \�_ _— = 15 STALLS MFG. 1 400 SF m 40' i CONTRACTOR 1/2 EMPLOYEES - 20/2 � ' � Z TREVOR GASKIN 360 474 0600 = 10 STALLS i !LAWN m c�D O COAST CONSTRUCTION GROUP OFFICE /800 SF I D I EX QO 328 N.OLYMPIC AVENUE ' \IDUM EA PP ARUNGTON,WASHINGTON 98223 4460/800 SF 11 STALLS " a 3 REQUIRED 36 STALLS I STREET IMPROVEMENTS - 180th L, F11 s 6" STALLS li j x 09'9s" N PROPOSED 29 STALLS 10' ASPHALT PATH Rs Mw� � I cfl [POTENTIAL = 39] 3' BIO—SWALE wA FEATURE- LANDSCAPE STALLS FH - ' IN RIVER ROCK o NOTE - TOTAL EMPLOYEES - 27 2' GRAVEL SHOULDER (OTHERS) I m 16 ■■ �■ M 1 ASPHALT OVERLAY OF 180th (BY OTHERS) LAWN 39'-1U° N 88' 08' 19' W 342.66' i m — — — — -------- — — — — — — — ' �1s' 3P VAN _ 10 � I 9,j. STALLS o o DANTRAWL - STALLS ° INGRESS,EGRESS AND UTILITY EASEMENT TO OUR EAST PARCEL I D REcaeowc No:sno2oo1s3 I DEVELOPEMENT r^- —-—-—-—-—-—-— o Ste_—_—_—_ S 88'08' 20' E 630.50' � I--- 11 1 S 88' OS' 20"E 630.50' - - ----- - _ ----------- - - - - - - - - - - - - - - - - - - - - - - - - --------------- -- ------ SS-------- o 10 UTILITY EASEMENT ---- -- EXISTING MH o --E�-------------- --- ,P2f,� -- --------------� NV = -14.0 EXTEND NEW NEW MH ------------ — — —S — — -- SAN SEWER TO SITE — - — —__ —_--- - — -- _____ _ AT 400 FT TYP. NEW MH W -- - - _=__ 2 CULVERT 180th STREET _ 8 oW-- 30' 150' —th — —STREET WET TAP R/W DED IXIST'G 8°WATER MAIN- _—__—__—__—__—__—__—__—__—__—__—__�__—_=8"W—_—_—$�_Q�2�' REQ. MONITORING NEW SS MH EXIST.FIRE HYDRANT TO EXIST 8 MAIN 40' MH AT PROP LINE EASEMENT APPROX — — LOCATION n o Z 7 NORTHi w J o N .`. SITE PLAN — SETBACKS, UTILITIES N o 1" = 40' AND PARKING ° I , , , 50' ]050ILL SITE ADDRESS _ r 62XX 180th STREET NE 3 ARUNGTON, WASHINGTON DEC 22, 2017 of ° N88' 08' 15'W - 30' 3J 291.8T — — ----- ---------1 — 24' AIRPORTN _____20 EASEMENT FOR WATER TRANS AND DIST. REC No: ----0 o WATER SERVICE EASEMENT _ N as• 08' 15"w MUNICIPAL -- --------------------------------------------- N 634.76' AIRPORT IBOIh STREET N , - �N _________________________________________________________________________ I 5G ------------- ------------- m STREET IMPROVEMENTSSR531 179nd STREET NE - 63rd I v o 24' ASPHALT DRIVING SURFACE ! z I o PARCEL OWNED BUT NOT PART OF PERMIT DEVELOPMENT 3' BIO-SWALF R 31052200102300 I 1' SETBACK TO EAST PROPERTY Q VICINITY MAP D� APN: 31052200101100 I Q (223105-1-023) (223105-1-011) 3 LEGAL DESCTIPTION 302'-113/4"± o z25 EAST 1/2 OF THE SOUTH 1/2 OF THE SW QUARTER OF CRITERIA i 188'-7Y" VI THE NE OMI OF SECTION SHI TOWNSHIP 31 N,RANGE 5E WM ' ADDRESS NOT ASSIGNED IN SNOHOMISH COUNTY WASHINGTON APN:31052200101100 BLDG. CODE 2015 IBC I POTENTIAL BIO-SWALE I 70NF GEN. INDUSTRIAL (GI) [180XX 63rd AVE NE] EDGE of i ASPHALT O SITE ADDRESS �0 - 62XX 180thSTREET HE BLDG CODE 6 ARu"croN, WASHINGTON OCC TYPE F-1 COMM FISHNET REPAIR I ; s' OUTDObR STORAGE o / MANUFACTURE I �' LID INFILTRATION BASIN PERMIT CONTACT W/ PARTS STORAGE o OR LOADING DOCK _ _-0 �s • z DOUG HANNAM 425 388 5588 I i o FILTER AT CB 48'DOCK HIGH C) PORT GARDNER ARCHITECTS LOADING 1512 WETMORE AVENUE B OFFICE p B [4460 SF] I 4 Q YARD CD z EVEREff, WASHINGTON 98201 o k OCC SEPARATION TABLE 508.4 - NON REQUIRED F-1 / B 79' 4 1 91'-S/" Z �IE: OWNER I FH YARD 5 -73 (n DANTRAWL INC. 206 789 8840 CONST. TYPE VB FULLY SPRINKLED Q DURING CONSTRUC➢ON-C/O FINNEY NEILL CO. I \ 9757 GREENWOOD AVE N. BLDG. AREA PER 507.4 / 507.5 _ REQUIRED sEATTLE, WASHINGTON 98103 FULLY SPRINKLED W/ PROPOSED (4) � I BIo-SWALE MIN. 60 FT YARDS ALL SIDES FIRE HYDRANT o Aus I z ARCHITECT N = UNLIMITED AREA � 0 p DOUG HANNAM 425 388 5588 I \\ -�� 8 ~ PORT cARDNER ARCHITECTS o PROPOSED = 39,000 SF I o \�\� [ STALLS C 7 1512 WETMORE AVENUE \\ 3 z - EVERErT, WASHINGTON 98201 ALLOWED PROPOSED o 09/4 30' �. .} ill'-9Y4 J HT 60' 36'-6" FT 4 YARD Q STRUCTURAL ENGINEER L� r�TSEA�s CHRIS COVINGTON 425 339 0293 �.� ��` \ SOA INC. ZONING CODE I� 12' a ,. SPRINKLER o / 3006 RucKER AVE ALLOWED PROPOSED �. RISER ROOM FDC EVERETT, WASHINGTON 98201 o _ —_—_ MAX. HT ALLOWED 50' 36'-s" w UNDEVELOPED I� CIVIL ENGINEER SETBACKS I AT THIS TIME _ ,\' ; � — s W FH MERLE ASH 360 652 9727 2 W 2� ' LAND TECHNOLOGIES,INC. SIDE 25 8D MIN. 'o o 3 IIM� SIDE YARDS 5' 80' MIN. —`� T� �` 45'-6/a' Q L�.J 18822 3rd AVENUE NE I z PROPOSED NEW�,\ F ARLNGTON, WASHINGTON 98223 FUTURE 63rd 25' 80' MIN. ; 'STALL, DBL LANDSCAPING I BUILDING CHK VL ILr� z GEOTECHNICAL ENGINEER 180th 0' 5' 1 \\ FIN FL 1* ABOVE GRADE- 4 r j BILL CHANG /WADE LASSEY 425 649 8757 FUTURE 63rd 1 D 10 I L �\- STALLS i w GE-GROUP NW PARKING AREA 20% PARKING SPACE SHADE ��- 1\� _ z ' 13705 BEL RED ROAD = BELLEVUE, WASHINGTON 98005 PARKING REQUIRED STOR. 1/1000 SF I '�ii — —_ _.,..J�_\ �T_— j I (n CONTRACTOR 080/1000 S15 STALLS I Q MFG. 1/400 SF I +�' TREVOR GASKIN 360 474 0600 - -- - COAST CONSTRUCTION GROUP \ O 1/2 EMPLOYEES = 20/2 � ' 2-1 328 N.OLYMPIC AVENUE - 10 STALLS EX 00 ARu"GTON,WASHINGTON 98223 OFFICE 1/800 SF I - - - \\ \ - 18 j PP / 3 4460 800 SF STALLS X11 STALLS i STREET IMPROVEMENTS - 180th FH 14 N REQUIRED 36 STALLS 1 10' ASPHALT PATH PROPOSED 29 STALLS 3' BIO-SWALF STALLS FH a [POTENTIAL - 39] I 2' GRAVEL SHOULDER (OTHERS) 16 i- NOTE - TOTAL EMPLOYEES = 27 ASPHALT OVERLAY OF 180th (BY OTHERS) _ o ix, — —__—_ N 88' 08' 19"W 342.66' g g - - - - - - ------------------- 39 1 — �- - a STALLS -------------------------------------------------' DANTRAWL 0 15' S STALLS o EGRESS AND UTILITY EASEMENT TO OUR EAST PARCEL D'77�' RECORDING No:sno2oo1s3 DEVELOPEMENT 08' 20"E 630.50' --------------------------- I - ________________ s ��s- S 88' OS' 20"E 630.50' - -- 1 22_ _ ________ _ 10' UTILITY EASEMENT ---- -- -- --------------� — — --------------- — — — — — — — ��S-cu< -- ---- ------ - - ry CULVERT ------ o 180th STREET _ 30' 150' c-S 30' N 98'-7"S 30' o R/W DED 40 a EASEMENT —__—__— —_---_— TO VULCAN— Zi Zi Zi Zi 33 3 �n o i2 N z > NORTH SITE PLAN — HARD SURFACE AREAS o 1" = 40' D STORM AND PARKING ° 50 ]050 3 a d DEC 22, 2017 of ° c� BE TWORTH PAN LS B' 302' 1 26' 13 c 25' 1 25' 11 i 10 I I I p I I I I o 3 25' 25' 25' 25' 25' 25' 25' 25' 26' 8' 9' 8' V3 L3, o W m o V YET SLING e cL cL cL cL AL sL cL lAi ARTS, cL sL c_ eL sL cL cL cL cL QSR 0 P 9.25'CON E PA -P W z w DANTRA L W h Q O lP. MW H SLR T c-� c AMER -SEE CONCRETE - I/Ai PLT-PANEL o o CLADDIN A. GIL 7dP 7dP 7dP A. r'--T'---- ---------------------------------------------------------------—--------------------------------------------------------------------'----------— '--------------------------- ------ ------, '---------`---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- CANOPY AT PATIO z EAST ELEVATION U z = 101 — z = U) Q Q Q Q Q I C 6 l l 0(j (� MILT OM EROY NUAL TITIITING 75 12 1 1 9�15 R� AB Q 75 2 T T T T A z RIDGE M_ 7 1" ---- WL _ BB Q [AVE HE IUAL AGING Nfi SITING cL cL cL m a a L .L .L cc �n CLLLLL • - BRALi K PANE T CONCRETE 97S GONCPARE. 9.1'C(IN(AEIE W 16' SPNIORA-PANEL SPALPAL-PANEL 11P. SPNIORA-PANEL 9'ANTIUL-PANEL - OH DOOR �' A'.VLRAL--PNIQ - Z • b '� aRNFFR 16'vla'OH DOOR AUGH MEAWE tl/ r -�- ---_--_ 19'vl6'OH DOOR 19'vl6'OH DOOR 19'vl6' CON o 'HIM PLT-PIG C INC 10'vl0'ON DOOR CgICR ➢Li-P EL N I', P CL GL G. 1 GL 6L 6L NN o CLNq G o .. LJ- .III 1 � r _------------------___________________________________________________________77- ____________________________________________________________________________________----J LJ L22'-10' -.-_ n' 17'-2' -'-G. 2a'-1a° _ 29._9. 12._9. 32._9. SOUTH ELEVATION NORTH ELEVATION X 1° = ,o' 1" = ,o' 302' i 26' 3 25' 4 25' 5 25, 6 25' 7 25' 8 25 9 25 10 25 11 25 12 25 13 26' 1 A7 A7 E Y A AOIN U C1 GL C1 ,� RTS j CL C1 CL GL GL CL � CL GL GL GL GL GL GL GL GL O U N • - 925'CONCRETE . . SPANGRAL-PAfL - � tt � tt 0 IYP lkv OH DOOR O CII4NIER O N . CONCRETE o -SEE lV z TILT PANEL 1/A7 aA00N _ . w fV o U -L ------------------- ----------------------------------------------------------------------------------------------------------------------------------------------------------- U- lw L WEST ELEVATION 1" = 10' DEC 22) 2017 OF 0 LL 10 11 12 13 14 15 i6 N FOR OFFICE = SHEET P3 p� ASPHALT PARK'G SEE 1/4" SCALE FLOOR PLAN \ 06 ASPHALT PARK'G / STORAGE 302' 1 " 26' 25' 25' 25' 25' 25' 25' 25' 25' 25' EAVE TYP. 25' 26' I 1 I EDC 0 Ll- � I 1 ii 17'xi6'COVERED PATIO LJ m i HT ROOF 0 D COLUMNS W M � o 3070 HM DR 3070 HM UP HM FRAME W/HM FRAME EXIT ' = W/ EXIT EXIT B h4'-s°„ 16' 6' R O 16'LL z�i4'offer T PR STOR-- e UP DR o 3070 HM DR 25' SPRINKLER 1 SE / W/HM FRAME RISER RM 3040 RELITE N OFFICE LUNCH OFFICE OFFICE Z RECESSED SCALE25 Dlf SEE DETAILS DOMESTIC WATER W/SHUT TOFF HM FRAME I I - 0 / PARTS STOR. SHIPPING RECEI NG PROVIDE 6°0 SPRINKLER EQUIPEMENT L� o o / STL BOLLARD PROVIDE LID AT 8'AFT FIRE RATED z PARTS STOR. 3070 DRE EXR OFFICEHIM Q CLOSER o zt I OFFICE OFFICE WQ ti 92 - x o (ADDED S DQfR DROPS) _ OFFICE wwa LUNCH °B' SHIPPING / RECEMNG 4'x 12'STORAGE TS o TRACTOR/TRAILER MANEUVERING K ex n°,o' 48°DOCK HIGH i■ %< o q A8 --- z ASSUME MAX 44'TRAILER BINS FOR PARTS E MECH • LOADING Ai0 PARTS STOR. AND SUPPLIES - COMBINED LENGTH=60'f RACK STACK PARTS STOR. TO ABOVEF-T Q _ DOCK LEVELER RECESSED SCALE 20'T HT. OPEN 1 RECESSED IN SLAB ' SEE DETAILS I EXIT - - ��_ � � - — rITT 7�71 HAEAVYATIMBER J Z EXIT E 1 ENTRY ROOF A8 10 STRUCTURF� y REMOVABLE TUBE STL I y � IM Q I I FRAME W TUBE STL CENTER COLUMNS _ z \ _ BEAM FOR CTR SEINE I FOR RIGID FRAMES 3070 HM DR `� W HM FRAME oo HUNG POWER BLOCK - z POWER BLOCK o I 3000 LB LOAD CAP NETS Q I SEE SHEEP A3.2 I I � I I I I I I I I I � 15,_91, 80' TRAWL NETS o WASHINGTON STATE NON—RESIDENTIAL ENERGY CODE NOTES tE Q 2015 ZONE 4C T. PERSCRIPTIVL PATH REOUIRMENTS HEAT SOURCE f" FLOOR AREA SF GROSS WALL AREA IF 16'x 14'OH A GLAZING AREA SF ROLL_UP DR GLAZING-VERT. 40%OF WALL METAL FRAME SINGLE PANE U=1.20 Ld BDL PANE U=0.60 bg 3070 HIM DR 3070 M DR E)ff W/26 FRAME 25' 25' 25' W/H H FRAME 5' 25' 25' ^.i 25' 25' 26' z METAL FRAME SINGLE PANE U=1.10 W/THERM BRK BDL PANE U=O.fi5 METAL CLAD OR SINGLE PANE U=0.95 NONMETAL BDL PANE U=0.55 W GLASS BLOCK U=O.60fiO bJ GLAZING-SKYLIGHT SEE TABLE C303.1.3(4) DOORS(N GING) R=475 ROOF/CEILING CEILING R=49 ROOF-MTL BLDG R=25+R-11 ITS WALLS STEEL FRAME R=13+106 WALLS WOOD(int) R=21 WALLS BELOW GRADE R=21 C) FLOORS R=30 SLAB ON GRADE(UNHEALED) (24° FLOOR PLAN W EXIT PLAN FOR WAREHOUSE MFG AREA 39 237.9 SF NORTH Q00 R=PERIMETER)10 SLAB ON GRADE(HEATED) (24°PERIMETER AND UNDER)R=,D 1/16" = 1'-0" Q x x N co MIN 1 CONIC FFG ALIGN BOLLARD W/ VERTICAL METAL WITH DILLARD BOLLARD FACE OF ON DR R.O. SIDING 6"0 SIT PIPE TYP.CONIC.APRON BOLLARD FILLED 2' 2 SEE DETAIL W/CONIC.- WEATHER CAP A3 9.25°GOING PROVIDE GONG.WEATHER SPANDRA GAP _ MTL LETTERS I /^► / li PAINTED CONC.FILLED IMPALED TO CONC. V 1/ E 6"0 STEEL PIPE DOLIMD STAND-OFF ANCHOR IT A2" 4 oowELs GRID sE m coec. CONC.SIGN 5'x8' R u AT 18"D.C.W/ EASE EDGE OF CDNC. ' EASE EDGE OF CONc.suD M DAN CHAMFER o tp GONG.W 1 2°R. MIN. N EMBED TYP. SLAB.W/1/2°R. PER PLAN/ / #5'S AT 24"O.C. NAME PANEL-IN J° p - AT ALL OPENINGS I I -a 5"CONIC.WALK OR MIN.3"CLASS B GONG.APRON W//• / °-x - 3/4"CHAMFER TYP. ASPHALT W/6° 6xfi W29xW2.9 WWF BUCK DOWN SLAB At ALL FACES THICKEN EDGES OVER AND THICKEN EDGES To DRAIN AT ALL e OPE TO DRAIN OOR OR 7.25 3 1/2"CRUSHED TYP. DOOR OPENINGS TYP. ON D 5.5° ROCK LEVEL'G BED 1 4„PER FT 7 i._ CONC,WE10" 1 lO" OPENING CONIC.PANEL z N UNDISTURBED SU GRADE B-GRADE N ,1, m FIN FLOOR >` _ 1 4 PER FT EDGE OF BLG SLAB CONC FT'G 2'-6%9'-8" o a ON DR 6 �_� (3)#5S o ' m TYP.EXTERIOR WALL GONE.#4 AT THICKEN 6 RIGID INSUL CONT.#4 0 EDGE TYP. (WHERE OCCURS) / UNDISTURBED UNDISTURBED /j� SUB-GRADE SUB GRADE n L TYP. APRON AND BOLARD PLAN n TYP. APRON AT OH DOORS AND MAN DOORS n TYP. BOLLARD n TYP. CONIC. BUILDING SIGN n ISOMETRIC OF CONC. SPANDREL AT OH DR A3 AT OH DR L IZ° -0° `' "`s NIs IN LAND SCAPING `' NIS AND CONCEPT OF EMBOSED NAME DEC 2 2, 201 OF cl 11 12 13 14 15 - 76' € ��J r 25 25' 26' 12'-2" 1 T WOOD COLUMNS -. AT LUNCH PATIO SEE DETAILS W M GROUND FLOOR OFFICE PLAN NORTH = HT ROOF AND COLUMNS V c 1,,xl6'COVERED PATIO I Q ti n usR ' 4 —-'-o DEC 18) 2017 3 W - z EXIT � � EXIT EXIT F. o w L V-B• 6'-4° 3 6' 7'-6" Is' 6' 4' WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE NOTES � w Q = 2015 ZONE 4C LJ 0 1. PERSCRIPTIVE PATH REQUIRMENTS � o HEAT SOURCE �= - FLOOR AREA SF O GROSS WALL AREA SF GGLAZING AREA SF ST 0 R GVSING-VERT. 40%OF WALL METAL FRAME SINGLE PANE U=1.20 BDL PANE U=0.80 METAL FRAME SINGLE PANE U=1.10 • z SEC/� (� W/THERM BRK BDL PANE U=0.65 O OFFICE METAL CND OR SINGLE PANE U=0.95 1(�, NONMETAL BDL PANE U=0.55 HIM FRAME OFFICE LUNCH - 168 SF GLAZING CLASS SKYLIGHT BLOCK SEE TABLE CD 324U z 3040 RECITE IN 324 SIFT 324 SF OFFICE - C303.1.3(4) FIRE RATED FIRE DREW/ 324 SF DOORS U=.37 DOORS(NONSWINGING) R=4.75 HIM FRAME ROOF/CEILING R=49 SMOKE GASKET o ROOF-MIL BLDG R=25+R-11 LS Q AND FULL GASKET WALLS STEEL FRAME R=13+10ci T� _ WALLS WOOD(int) R=21 WALLS BELOW GRADE R=21 OFFICE FLOORS R=30 z "LAB ON GRADE(UNHEATED) R=ID PERIMETER) O SLAB ON GRADE(HEATED) 173 SF R(24°PERIMETER AND UNDER)R=10 C5 FIRE RATED 1Y-m" s'-e° 12'-4" 12' z 3070 DR W/ J SMOKE GASKET EXIT AND FULL GASKET 25 8 6 4 I6 Q M W T Q _ CONE RM OCC LOAD = 21.6 OFFICE z um U 173 SF W hi ---- M O 3.3 I tA ��ROEWS O�I JAIV. X X OFFICE 4' B' w�H LUNCH 73 sF s' 249 SF MECH W PP EXIT EXIT II \ I II \ HALL / _ \ / _ EXIT ENTRY o 324 SF o e LO KE U IT OPEN W/TOWEL GARBAGE TO ABOVE/ \W/GARBAGE OF LOCKER _ HAND SINK W/MIRROR AND ADA FAUCETS / \ o WASH 324 SF M CH - _ > l ii1 ii it J _ STD GARBAGE y w a r �' 1 ELV � o INCH] BENCH I I I I I I I I I I ILL B _ ______________ U t0 `70'-2° a 25' z 25' 26' 4' a L 6" WOOD COLUMNS A 4 AT MAIN ENTRY 13' TALL U OF LL cl a 11 12 13 14 15 76' 25' 25' 26' ��J r V-3° - �/ I. Ifl . 17 WOOD COLUMNS -- AT LUNCH PATIO SEE DETAILS HT ROOF AND cow Ns GROUND FLOOR EXIT PLAN NORTH v o 17'x16'COVERED PATIO I Q ti ' 4n-'-ou sR DEC 1 , 2017 3 W - z EXIT EXIT EXIT � 25 o 3' fi' S'8° 3'-4 3' 1'-S' 6'-4° 3'-6' 6' T-6° 16' 6' 4' Q z C � o EXIT LOAD EXIT LOAD 10 STOR EXIT SIGN EMERGENCY PATHWAY LIGHTING = 29.6 SYMBOL DENOTES • z SEC EXITSIGN o HIM40FRAMEITE (� EI ^ H /� - OFFICE ��EMERGENCY PATHWAY LIGHTING 0 CD FIRE RATED OFFICE " LUNCH OFF I�E �—EXIT ARROW DIRECTION z 20 MIN. 324 SF 324 SF OCC LOAD = FIRE RATED OCC LOAD ° 3070 DR W/ OCC LOAD = 324 SF 7 1 7 = HIMFRAME OCC LOAD = AND FULL GAS ^ U) 3.3 SMOKE GASKE D 3 3 LIGHTING ONLY GASKET LLLTTKEf EMERGENCY PATHWAY LIGHTING 1.7 OFFICE z 173 SF EXIT SIGN LIGHTING NOTES O FIRER RATED 11'-10" 5'-6° 12'4' 12' OCC LOAD = 1. ALL EXIT SIGNS AND EMERGENCY PATHWAY LIGHTING SHALL BE 110 V. 3070 DR W/ INTERCONNECTED TO ALARM SYSTEM W/BATTERY BACKUP TO PROVIDE z HIM FRAME 3.3 1.7 - LIGHT FOR 90 MINUTES MIN. J SMOKE GASK EXIT 1 r AND FULL G KET J - 2. EXIT SIGNS SHALL BE WALL OR CL'G HUNG AND MEET REQUIREMENTS B'-10° 6'-8" 25'-6° 6'-4' 16' OF SECTION 10.11 Q 10'8 3. EMERGENCY PATHWAY LIGHTING SHALL PROVIDE ILLUMINATION AT ALL POINTS 1 5.5 OF EXIT PATH OF 1 FOOT-CANDLE MIN.-NOTE LOCATIONS SHOWN ARE A GENERALIZED AND SHALL BE PROVIDED TO FULFILL THIS REQUIREMENT M Q CONE RM 7 Q OCC LOAD - 21.6 z W OFFICE 173 OFFICE OCC LOAD 324 SF OCC LOAD = Ld M u OCC LOAD = 3.3 1.7 OFFICE = B OCCUPANCY � 0.8 1006.2 (1) EXIT REQUIRED <50 OCC. EXIT NOT REQUIRED TO BE FIRE RESISTANT TRAVEL DISTANCE ALLOWED (SPRINKLED) - 300 FT A D DRESS'G /�/ 00 A A SHOWER 1.7 C , BAN. V` x EXIT LOAD OFFICE 4' s' cfl -- 173 SF - W/H LUNCH = 17.6 OCC LOADvx — 6. 249 SF 1.7 MECH W OCC LOAD - a D 16.6 PP EXIT Am s�. 4 EXIT EXIT LOAD — 8.3 \ HALE / EXIT LOA 324 SF - = 41.4 EXIT ENTRY ED 8 0 e II II e - U LO KE U IT OPEN 15.5 �� tp 7 TOWEL DISP W/GARBAGE TO ABOVE/ ^� HAND SINK W/MIRROR DF LOCKER AN ADA FAucEs 3.3 324 SF ----- _ WASH - -___- - M CH - � _ > STD OCC LOAD = l J CAN GARBAGE 3.3 Ir�y�� \/ w N r III 1 EE V _ HANDRAIL _ o ;0 0 ENCH BENCH P. B _ — — — — U t0 LL 70'2° a 25 25' 26' 4' a L 6" WOOD COLUMNSA 5 .3 AT MAIN ENTRY 13' TALL U OF LL a c� 11 12 13 14 - 25' fi' 25' I I I I 3'-" 3' ~ o L� W � o V � e 12°HANDRAIL Q EXTENSION W/ o RETURN TO WALL W 1 1/2"0 HANDRAIL AT z25 34"ABOVE STIAR NOSING 0 PROVIDE MIN. TYE. III o 6'-8°CLR ABOVE STAIR NOSING. z LJ 3/4"PLYWD RISER o PROVIDE(1)L70 CUP AT 12"HANDRAIL 1 1/8"PLYWD EACH STRINGERS TYP. EXTENSION W/ TREAD RETURN TO WAIL 1 V 1 TREADI DEPTH PER 2x N PER PLAN 5/8"'X'GWB AT 7"MAX, ALL USABLE RISE SPACES CD EACH STRINGER (1)2x12 DF1 STRINGER DOOR BEL SECURTED TO 2x BLK'G BTWN AT EA.WALL WNH 2x4 BLK'G 3070 DR W/ z BR'G PLATE W/ STRINGERS AND PR OF STINGERS AT FIRE RATED (2)16d TYP MIN.16"O.C.BTWN TYP. (20 MIN.) CLOSER U) PT 2x4 BR'G PUTE TO CONC FT 2x6 BR'G PLATE TO CONC. HM FRAME z W/16d EXP AT 12°O.C. W/16d EXP AT 6"O.C. STAGGAR TYP. UY Q A' 1 TY . T T o DESIGN FLOOR LOAD - [125 LB LL] Q 3,900 SF > WALL-5/8°'X'OWE OVER > EACH FACE OF 2x4 STUDS U N L N SHED FUTURE OFF /�E AT 16'O.C.W/R-15 \\J SOUND RATE INSUL B1WN sTuos ASSUME 80% OFFICE + 20% RESTROOM AND HALL CL'G AT STAIR— 3120 SF OFFICE AT 1:100 = OCC LOAD = 31.1 Lj 3/4"CDX PLYWD OVER 2x6 HF#2 RAFTERS AT OFFICE=B OCCUPANCY Z 24"O.C.W/R-21 1006.2(1)EXIT REQUIRED<50 OCC. BATE INSUL AND 5/8°'X' OWE AT CC'G(10'ALL) EXIT NOT REQUIRED TO BE FIRE RESISTANT W TRAVEL DISTANCE ALLOWED(SPRINKLED)=300 FT 3070 DR W/ 3070 DR W/ HIM FRAME EXIT LOAD EXIT HIM FRAME CLOSER = 15.5 CLOSER DIN FIRE RATED FIRE RATED (20 MIN) 41' (20 MIN) � o EXIT EXIT LOAD 15 Q = .5 x BELOW Q 42"GUARD RAIL OPEN 36"HANDRAIL TYP. III LANDING ® 1 e O U N �2S2S$ C 10 O i2 � � 7 w N w J o O` 2ND FLOOR FUTURE OFFICE / EXIT PLAN NORTH ILL N 1/4"=1-0" :z L AUG 15 2017 AE � U OF cl a B - c METAL BUILDING PARAPET FRAMING T.O. PARAPET oa PROVIDE BLK'G AS REQUIRED TO INSTALL RESIWORTH CAP FLASHING INCLUDING SEE ELEVATION BESIWORTH PARAPET CAP-TO BE INSTALLED N B D g D CLOSURE STRIPS WHERE REQUIRED. BY OTHERS.GC TO PROVIDE BLOCKING AS REQUIRED BY BESTWORTH PROVIDE VENTS FOR PARAPET TO ALLOW POSNIVE VENTILATION FOR FRAMING BAYS.TYP. METAL BUILDING STANDARD INTERIOR LJ °m GUTTER W/FLASHING TO DRAIN TO X W m GUTTER.GUTTER TO BE SEALED SYSTEM A 1 1 m ~ o PRE-FlNISHED METAL ROOFING TO DRAIN.MUST BE APPROVED BY = _ BY INTL BLD'G MFGR.TYP. ARCHITECT PRIOR TO INSTALLATION. V o OVER'Z'RAFTERS PER MTL BLD'G sR Q TYP.NEOPRENE CLOSURE AT DRIP FLASHING o T1P. 25 W z T.O. EAVE 'C' GIRT T.O. EAVE 'C' GIRT T.O. EAVE 'C' GIRT d2k:� o ----- - ----- c ---- __7C______ I_________ I CONT.GUTTER W/DOWN SPOUTS ___ _________ III_________ I II (SEE CML) Ills II o II II III II CONT.WHITE VINYL FACING OVER IIII Ili II II TYP.AEP SPAN FLEX SERIES E2 x 40-1i _ SIMPLE SAVER INSUL.OVER CONT. III TYP.SIMPLE SAVER INSUL SYSTEM III II SEVERTICAL ELEVATIONS AT OFFICE TYP. ^ R-11 BAIT INSUL(R-11+R-25=R-36) IIII Ili ANDAT MWA�LL BUILDING ROOF ROOF FRAMING. III PROVIDE INSUL BILKS AT RAFTER PER WSEC IIII II dll II II III II II III II II III II II III II � Z II III II II III II WRAP SIMPLE SAVER = III RELITE WINDOW UNIT AT WAREHOUSE _ _ PI VINYL INTO HD JAMB / -_ __ CD MANUFACTURING AREA. =AIL -------� AND SILL TO EWINDOW UNITS(WHERE OCCURS) SEE EXTERIOR ELEVATIONS II II II II ill III RIG STEEL FRAME PER MIL BLD'G RIGID FRAME WHERE OCCURS MTL lil ID BLOG a II n II Q MR I II HIGH BAY OH DOOR WHERE OCCURS III Ili TRACK-ANGLE TO CLEAR II II II SPANDREL BEAM TYP. II II II II II II II II II II 11 II II II Z it Ili TYP.MTL SIDING OVER WALL 7 GIRTS INSULATION SYSTEM TO II ii Q II PER MTL BUILDING MFGR I, II EXTEND TO T.O. n CON V C.TILT UP. II II SIMPLE SAVER INSUL ,1 WHITE VINYL FACE TYP.. a II - /� a II (CONT.R-11+R-25-R-36) n p II II 6 Z II II Al 1 II II J lilt III H \ lull p A 11 <c 11 II II /II Sim I, II T.O. CONC. TILT-UP CLADDING T.O. CONC. TILT-UP CLADDING S6II II — II l II it III / lil \ ii TYP.WINDOW UNIT FOR FUTURE OFFICE SEE ELEVATIONS 12 °I II TYP.GONG.TILT UP n II - 3: STL WF SPANDREL BEAM II CONC.SPANDREL PANEL AT a ii A 11 B1WN RIGID FRAMES FOR 111 III TYP.REINF. SPANDREL BEAM O.H.DOOR TYP. III II TILT-UP CONS. PANEL II II % SEE DETAIL FOR SEE EXTERIOR EUVATONS II CONNECTIONS. II II II SIM n TYP.C STRIP CONNECTION II II \ u SEE ELEVATIONS ALL BE II 1 L AND WALL SECTONS 9.° - 11 � Z _ 18 _ TYP. WALL CHAMFER — = Al MIN.7/8"T&G PLYWOOD FL SHEATHING SIM OVER MAX.18'DEEP FL JOISTS -SEE FRAMING PLAN-W/5/8.1 CWB / OVER RES.CHANNEL AT CLG TYP. T.O. FL SHEATHING 00 C)CON LT-UP C.H PANEL 1 � � A11 X 4 INSULATED O.H.DOOR LAY-IN CL'G PER DETAILS TYP. A 11 WITH FULL WEATHER SEAL SEE 1/A9 HD JAMB AND SILL TYP. / A 1 1 5/8" OVER STUDS AT 16°D.C. AT PERIMETER OFF FINISHED OFFICE TYP. II 1 O WINDOW UNITS AT FINISHED OFFICE SEE DETAILS A11 16 TYP.THICKEN EDGE CONC.SLAB All ON GRADE OVER 6 MIL VISQUEEN GONG.APRON AT ALL - o VAPOR BARRIER AND CRUSHED ROCK LEVELING BED X 13 O.H.DOORS-SEE DETAIL 5 / SEE DETAIL A 11 /�Al 1 2 A 12 ASPHALT PAVING EXTENDED TO A3 FISHING AND PROTECTIVE COVER BD OVER 3 BUILDING TILT UP PANEL / EXTERIOR RIGID INTUITION DE LANDSCAPE o TYP.GONG.SLAB ON GRADE SLOPE TO BRAIN ARTS AT OFFICE TYP.SEE DETAIL TYP.ASPHALT PAVING TYP.SLAB ON GRADE W/R-10 0 (SEE CML) PERIMETER INSULATION TYP. N > SEE DETAIL m — N J .......,sol o IIII�I IIIII�I IIIII�I U t0 PROVIDE WATERPROOFING AT BASE OF WALL AND FfG HARDI PANEL PROTECTION AND n UNDISTURBED �� iyp, UNDISTURBED �� UNDISTURBED �� WATERPROOFING OVERA7 91 SUB GRADE TYP. �,� SUB GRADE TYP. �,� SUB GRADE TYP. �,� CONT.R-10 RIGID INSUL. TYP. SIDEVALL X—M-NC- TILT—UP PANEL JD TYP, o SIDEWALL AT OH DOOR SPANDREL TYP; o SIDEWALL AT OFFICE A 2•= 1'-0° / U OF LL cl 0- 1 T.O. PARAPET N SEE ELEVATION c� T.O. PARAPET BESTWORTH PARAPET CAP TO BE INSTALLED METAL BUILDING PARAPET FRAMING PROVIDE BLN'G AS REQUIRED TO INSTALL SEE ELEVATION BY OTHERS.GC TO PROVIDE BLOCKING AS _ BESTWORTH CAP FLASHING INCLUDING METAL BUILDING PARAPET FRAMING I' REQUIRED BY BESTWORTH CLOSURE STRIPS WHERE REQUIRED. - PROVIDE BLK'G AS REQUIRED TO INSTALL BESTWORTH CAP FLASHING INCLUDING CLOSURE STRIPS WHERE REQUIRED. _ TYP.METAL ROOFING OVER T RAFTERS 4" BESTWORTH PARAPET CAP-TO BE INSTALLED �Ks PROVIDED BY MTL BLD'G MFG.W/SIMPLE BY OTHERS.GC TO PROVDE BLOCKING AS SAVER INSULATION SYSTEM REQUIRED BY BESTWORTH 6"DEEP PANEL BY BEDRAWING FOR ENTRYDANTR ttP.METAL ROOFING OVER'Z'RAFTERS NAME.SEE SEPARATE DRAWINGS FOR ENTRYPROVIDED BY MTL BLD'G MFG.W/SIMPLE PARAPET WITH LIGHTING.TYP.MTL ROOFING OVERM SAVER INSULATION SYSTEM = MIL ROOF T RAFTERS s V DANTRAWL NAME PLATE Q T.O. RAFTER ° AT GABLE END w E EV, VARIES BESTWORTH ALPOLIC SMOOTH RPTNSCREEN PANEL Z SYSTEM MOUNTED OVER 15#FELT AND 1/2"CDX 0 w PLYWOOD SHEATHING OVER 2x6 STUDS AT 16°O.C. III o EYE. Q CONT.WHITE VINYL FACING AT CORE WHITE VINYL FACING AT - LJ SIMPLE SAVER SYSTEM TYP. SIMPLE SAVER SYSTEM TYP. II I III END WALL RIGID FRAME W/ FIRE ASSEMBLY AT ROOF ALPOLIC RNNSCREEN PANEL JOINTS BY ~ o WIND COLUMNS(WHERE OCCURS) TYP.AEP SPAN FLEX SERIES 1 2 x 40-12 RAFTERS THAT ALLOW ii BESTWORTH-PROVIDE SHOP DRAWINGS TO SEE PLAN FOR LOCATIONS VERTICAL SIDING AT OFFICE TYP. VERL FLEX IN FRAME X II ARCHITECT FOR APPROVAL PRIOR TO INSTALL _ SEE ELEVATIONS lil SEE DETAIL II II A 1 1 EXTEND OWE TO TOP OF WALL FURRING. II II I Ili II I II II SIMPLE SAVER INSULATION SYSTEM Ili II II 1 z AT WALLS BTWN WALL GIRTS EYE. II a Ili l II I o II II a II I > LAY-IN CL'G AT ENTRY II IICD II SEE REFLECTED CL'G PLAN Ili II DRIP FLASHING AT WINDOW HEADS TO MATCH z PROVIDE FRAMING AND BLK'G lii II PANEL JOINTS.JAMB EDGE TO BE FLAT CLOSURE AS REQUIRED TO INSTALL WINDOWS li ii IN ALPOLIC MATERIAL TO MATCH.SILL TO HAVE l^ IN MTL BLD'G SYSTEM.TYP. 1 II II DRIP FLASH ONTO BESTWORTH PANEL JOINT V J WINDOW TRIM PER DETAILS. III II BACKING.-TO BE APPROVED BY ARCHITECT Hill 11 I II II I II II TYP.WINDOW UNIT FOR FUTURE OFFICE II II SEE ELEVATIONS Ili II 11 O I II II A11 CD I II II I II II I II II - z I II II I II II I J WINDOW UNITS ABOVE CANOPY-EXTRUDED J WIND COLUMN BEYOND II ALUM FRAMES W LOW E GLAZING AND Q WALL FACE II II 1 6 U/V PROTECTION APPROVED BY ARCHITECT 1 — II II U=.65 I II II I II II A11 I II II R-21 FACED GATT INSUL Ili ii SIM I II II - FUTURE li OFFICE li ° \ I � II II ENTRY CANOPY W/METAL ROOF PANELS Q WINDOW TRIM PER DETAILS. II II I II II OVER 30#FELT AND 4x CAR DECK W 5 B"'X'OWE EA.FACE / I II II SEE DETAILS OVER 2x6 STUDS AT 12°O.C. I II II Z X �/ W/1SID CDX SH BOG T AT II II J X I ONE SIDE FROM SOG TO MIN.7/8°TAG PLYWOOD FL SHEATHING II II FL DIAPHRAGM AND 2x6 SOLID OVER MAX.18°DEEP-JOISTS II 1 - III II X A11 A11 SEE FRAMING PLAN W 5 8"'X'OWE FIRE BLK'G, -2 O.C.VERL. / II II w 1 BTWN STUDS R-21 FACED OVER RES.CHANNEL AT CLG TYP. w I I I MIN.7 8 TAG PLYWOOD FL SHEATHING ili I I A 11 / p GATT INSUL BTWN STUDS 1 HR F C ASSEMBLY OVER MAX.18"DEEP FL JOISTS ttp FC 4503 li -S FRAMING PLAN-W�5/8°'X'GWB it II II / OVE RES.CHANNEL AT CLG TYP. II Ili ii I (n I � II II T.O. FL SHEATHING T.O. FL SHEATHING R 8"MAX. AT 2ND FLOOR .I 4w JOIST DEPTH II �M dJ W II � II I I 1 X i I ° II II X 1 Q N 1 .�' WINDOW TRIM PER DETAILS. II 1I I I 4 II II LAY-IN CLG PER DETAILS TYP. A-IN CLG PER DETAILS TYP. II 1 1 SEE 1/A9 1 A 1 1 SEE 1/A9 li 1i 5 - J \I II 5/8°'X'OVER 2x4 STUDS AT 16°O.C. I lii li ii A 1 1 AT PERIMETER OF FINISHED OFFICE TYP. I II 11Ii I I li 1 I / II II R-21 FACED DATE INSUL Ili II II EXTRUDED ALUM ENTRY DOORS AND 10 WINDOW UNITS AT FINISHED OFFCE SIDELIGHTS WITH DBL GL,LOW E AND SEE DETAILS p p U/V PROTECTION. li 1I U=.65 A 11 MANUFACTURING OFFICE 11 CONE.24"R-10 RIGID INSUL. li AT OFFICE PERIMETER TYP. II 11 j PROVIDE PT 2' FLK'G AT lii ii A 11 0 - STAB SURFACE TYP. II I1 - I II II X I1 EXTEND SILL/THRESHOLD PLATE OVER O I1 PT 2x BLK'G OVER CONT.PERIMETER RIGID t TYP.SLAB ON GRADE I1 \I I1 INSULATION a 1 / OVER FVG-SEE STRUCT. li I1 1 1 1 U \ 1 CONT.FOOTING AT li RIGID FRAME LINE II II Ili 1 A 1 1 I I -SEE FOUNDATION PLAN Ili ii A 1 1 OFT FIN.TFL OIRETYP.K 1SLOPEOTO DRAIN 1 I I p 1I �n o TYP.SLAB ON GRADE W/R-10 ill 1 II 1I o PERIMETER INSULATION TYP. 1 p 1I z > SEE DETAIL -'I kWa LLJ IIII III e �1 IIIII III � ' � � 2 ° ° HARDI PANEL PROTECNON AND G OVER ° ° ° WATERPROOFING OVER a UNDISTURBED �� COORWATERPR-10 RIGID INSUL UNDISTURBED �� UNDISTURBED ° CONT.R-10 RIGID INSUL n SUB GRADE EYE. �,� SUB GRADE TYP. SUB GRADE ttP. TYP. END WALL AT OFFICE (EYP. DEMISING WALL ENTRY WALL AT DOORS AND WINDOWS 1/2'- -°� 1�2�- -°� 1� of ILL= V-0' 0 a T.O. PARAPET 14 - 14 SEE ELEVATION s M c3 METAL BUILDING PARAPET FRAMING NSTALL T.O. PARAPET BESIWO PROVIDE BLK'G AS REQUIRED TO RTH PARAPET CAP-TO BE INSTALLED I BY OTHERS.GC TO PROVIDE BLOCKING AS SEE ELEVATION METAL BUILDING PARAPET FRAMING 1 REQUIRED BY BESTWORTH BESTWORTH CAP FLASHING INCLUDING _ PROVIDE BLK'G AS REQUIRED TO INSTALL CLOSURE STRIPS WHERE REQUIRED. - SESTWORTH CAP FLASHING INCLUDING BESTWORTH PARAPET CAP-TO BE INSTALLED CLOSURE STRIPS WHERE REQUIRED. B• BY OTHERS.GC TO PROVIDE BLOCKING AS m TYP.METAL ROOFING OVER'Z'RAFTERS 4° REQUIRED BY BESTWORTH m PROVIDED BY MIL BLD'G MFG.W/SIMPLE L� ° TYP.METAL ROOFING OVER'Z'RAFTERS /�1 1 SAVER INSULATION SYSTEM ATTACHU12 GA WIRE PROVIDE A VERTICAL COMPRESSION 12 ABOVE 1 1 PROVIDED BY MTL BLD'G MFG.W/SIMPLE n STRUT AND LAT.BRACING AT 12'MIN. TO STR `o SAVER INSULATION SYSTEM — EA.WAY FROM MAIN RUNNER TO STRUCTURE BEGINNING WITHIN 4 OF = PERIMETER AND 2"FROM CROSS LJ F MEMBER EYE. ° ATTACH WIRE TIES 1 Q W/MIN.3 TURNS i o W z ---------------- NOIE 0 SUPPORT LIGHT FIXTURES W/12GA. PROVIDE LATERAL Q! o I\ WIRE BRACING AT LAY-IN CC WIRE AT EACH CORNER AND(2) SLACK WIRES FROM HOUSING TO RUNNER TO BE 12 GA.WIRE CONT.WHITE VINYL FACING AT AT MIN.12'O.C.WHERE RIGID END WALL FRAME STRUCTURE ABOVE PARTITION OCCURS AND WIND COL(WHERE OCCURS) Ili�I ii � SIMPLE SAVER SYSTEM TfP. END WALL RIGID FRAME W/ o II WIND COLUMNS(WHERE OCCURS) O EXTEND OWE TO TOP OF II SEE PLAN FOR LOCATIONS _ WALL`DRRING. II I 1 TYP. LAY-I N C CIS U r II M s II I II II I II A 11 BUTLER BUILDING STANDARD z II SIMPLE SAVER INSULATION SYSTEM II I VERTICAL SIDING AT MFG. II / AT WALLS B1WN WALL GISTS TYP. II I II II WAREHOUSE EYE. o II II SEE ELEVATIONS LL LAY-IN CCG AT ENTRY Ili IICD SEE REFLECTED CL'G PLAN II II I 1 1 II I I I. Al �.,' MINT 3„' M cn W wAF Lfi 1.9 1.9 ISPxNi/2' MIN. II II L 3 mRsx[D Nau ,'CRWIm ROC, Q A9 II II uvlwc mD LEta'c mD uta II pp. 902 LOM'-D II 910MDE—iHIQ II AIPOLIC RNNSCREEN PANEL JOINTS BY II EYE.WINDOW UNIT FOR FUTURE OFFICE NL BDGm OF ASPKT re. II BESTWORTH-PROVIDE SHOP DRAWINGS TO II I SEE ELEVATIONS Z ARCHITECT FOR APPROVAL PRIOR TO INSTALL \ / II II I o II II 18 O II II I II II I o�° IIIII�IIII-� /w� II II I FILL V II - II I a II II I ) z I UIDIB SIIHRADEE Pt lOP I II I � II II I J II W/85 VfRf B" 1' II I !LL4i IB'O.0 I NN I I J II I II I II BESTWORTH ALPOMC SMOOTH RAINSCREEN PANEL II Q IYP.STEEL SPANDREL BEAM II SYSTEM MOUNTED OVER 15#FELT AND 1/2°CDX BY MTL BLD'G MFGR II II PLYWOOD SHEATHING OVER 2x6 STUDS AT 16 O.C. TO SECURE TILT-UP II p TYP II CONC.CLADDING PANELS. II TYP. II I I II II II II p TYP.CONT.3/4"CHAMFER //�/ TYP. CONC. WALK CURB II II II STRIPS IN TILT-UP PANEL L M$ II ENTRY CANOPY W/METAL ROOF PANELS II II II OVER JD FELT AND 4M GAR DECK II II ASPHALT D R I V E WAY Q II II II II SEE DETAILS W II II II X Z II II II II II II II II II II II II A11 II II W 0 TYP.CONC.TILT-UP w II II p CLADDING AT LOWER II II p WALL II / 1 II II II -I II II II II II v II II II II TO FI SHEATHING_ II II o AT SECOND FL BEYOND o II II II _ ii Ili IMPALED STEEL TRIM II ` J II II 00 FEATURE II ill SEE ELEVATIONS WHERE OCCURS II II II II p X X II II 0 `v II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II U II II II 6 II II II II II ti II II I A 1 2 f0 II II II a II 3 5 II II II II CONT.FOOTING AT III II II II PLANING AREA (OR ASPHALT) RIGID FRAME LINE Zi Zi Zi Zi A 12 A 10 SEE SITE PLAN II II II -SEE FOUNDATION PLAN y— — — — — — — II II TYP.SLAB ON GRADE II II — c FIN FL 8 FIN FLOOR _ > SEE ELEVATION T EE ELEVATION w J IIIII 1111 4 z ®II's I I IIII�II'° ff WATERPROOFING OVER CON.WATERPROOFING LL UNDISTURBED CORE.R_10 RIGID INSUL AT FOUNDATION AND SUB GRADEYPJ UNEXPOSED NLT-UPA9 PANELS0) '3 ENTRY WALL AT CANOPY TYP. END WALL W C0NC TILT-UP PANEL OF LL cl 7 _ ON DOOR A11 €U 3 3 A10 �N 42'HIGH GUARD RNL TYP. A10 6 1 sIM TF DOCK LEVELER SEE PLAN m B Q OER o T.O. RAMP \ / E FIN FL — 12" w_ 5 1/2'CONC SLAB W/O5'S AT 24-O.C.EACH WAY 3 s o s.a //OVER 5'CRUSHED ROCK SUB COURSE Al Q (2)LAYERS OF 5/8"'X' OWN OVER 2x1 a'S AT �, 2 HR CHASE WALL VVV��� - l 24"0.c. wP a13s TOE OF RAMP f _ 5._9. ICC RAHNG OF 44 � � � s 4'Dy° ., INSIDE TO OUR �F WE VERIFY W/MFG (2)LAYERS OF 5/8"'X' OWE OVER 2x4 SFUUS AT _ 1 16"O.C. W/2x4 SILL TOP AND DEL PLATE. � • z @,=LSECTION AT LOADING DOCK RAMPzU) ( I =VER�l Si f-VB OF ORNGTH r o 1 1 STL ANGLE EMBED AT SIDES AND VERT. #5 BENT BAR AT 12"O.C.FROM ED SUB INTO FLOOR SLAB z — o GUARD RAIL-11/2'0 PIPE TOP PAID INIERMEDWIE OF PIT BEYOND. 30" \ RAILS W/1 1/2°0 M I/4'POSTS -SEE ANCHOR DEAL VERIFY. O 5 HIM HEAD,JAMB AND SILL PER = 30 o m MANUFACTURES STANDARD SLOPE TO DRAIN SL L 3"x 3'x 1/4°W/#4x 16"AT 12"O.C.WELDED TO BACK C5 OF ANGLE SET AT ALL SIDES OF EQUIPMENT PIT-GRIND EXPOSED z o WELDS AT FlN FL SMOOTH. _ TYP.ASPHALT OVER CRASHED ED = L�11 ROD SUB COURSE AND COMPACTED VERT.15 BAR BENT INT 6"PIT SLAB W/#4'S AT 12"O.C.EA.WAY OVER J NOTE — OPENINGS IN FLOOR TO BE HN-MICKEN ASPHALT EDGE SUB WITH MIN.30'LAP FILLED N W ] 8" PLYWOOD OVER = TO MIN.12"x 6'AT ALL EDGE INTO SUB BAR 6 MIL VB AND MIN.3'CRUSHED ROCK LEVEL'G BU / / CONE.(2)r4'S Ar ioP g" Q 2x10 JOISTS AT 16" O.C. W/ TYP.STEEL ANGLE EMBED (2) LAYERS 5/8" GWB AT CL'G UNTIL 15'S AT 16'O.C.EW AT EXPOSED EDGE OF ELEVATOR INSTALLATION OCCURS ELEVATOR NOTESTYPPIT SLAB (2)#5'S AT SLAB EDGE 1 4 1/2'CON'SLOB W/ OR _ i) ANSI SECTION 101 AND RAT,PIPES,DUCTS,CONDUIT,AND EQUIPMENT THIC AT 24'O.C.EN IYP. RE ININ AT T.O. SECOND BOOR NOT USED FOR THE OPERATION OF THE ELEVATOR ARE PROHIBUED IN THICKEN AT REEWNING WAll F1'G RETAINING WALL THE MACHINE ROOM OR IN THE HOIST WAY. 8' 12) 5'AT PERIMETER SINGLE 2x6�IA.TE #5'S AT 12'O.C. OF EQUIP.PR. �..1.J 2) UBC 5115(C)-MAINTAIN ALL REQUIRED WORKING CLEARANCES IN THE __ EA.WAY TYP. 1'-3" 1' M • 059 COMPACTE_ 95$COMPACTED FlLL RAMP SLAB W/ 3) ANSI RULE 100.2C WATERPROOF AS NECESSARY TO PREVENT ENTRY OF = CIVILNAGE PEIi PROVED FlLL �ji�\\\ Z GROUND WATER.SUMP PUMPS MAY BE INSTALLED BUT NOT TO (3)ISO CORE. �,UNDISTURBED SUB SOIL 5 1/4 x 11 1/4'x 9'-4'LG MAINTAIN DRY ED. 20 E PSL(PARALLAM)HOUR UNDISTURBED SUB-GRADE E 8 E w FIELD RIFY LENGTH 4) UBC 5123(2),ANSI RULE 106.1d.-PROVIDE PN LADDER. 5) ANSI RULE 101.5b.PROVIDE MACHINE ROOM VENPLATION. (2)LAYERS OF 5/8°'X' GUARD RAILING STRUCTURAL UNDISTURBED v UNDISTURBED SUB SOIL (n AT INSIDE OF SHAFT- 6) UBC 5116(f)-PROVIDE HOISTWAY VENTILATION. FIRE TAPE 7) UBC 5116-(d)-COMPLY WITH ALL CURRENT SEISMIC REQUIREMENTS. 1/2"= 1-0" (1)LAYERS OF 5/B°'X' OVER 1/2 CDX PLYWD 3 1/2'SOUND RATT 1 RETAINING WALL AT WAREHOUSE SIDE AND INSULA ON AT ALL 8) ANSI RULE 101.4.PROVIDE T-0'CLEAR HEADROOM IN THE MACHINE INTERIO SHAFT WALLS. ROOM. OW LAYERS OF 5/8°'X' A 00 OWE AT ALL OTHER FACE AT W FACED BAIT l 9) UBC 5116(e)-WAG 51-10.ELEVATOR SHALL BE ADA APPROVED. li. S LA1B° AT DOCK LEVELER `V` OVER 2x4 STUDS AT AT WAR HOUSE WALL U 24'O.C.EACH FACE / 10) ANSI SECTION 300.PROVIDE PROPER TOP CAR RUNBYS,CLEARANCES (12'O.C.STAGER)W/ _ FOR CAR AND REFUGE SPACE / RETAINING WALL X 2x6 SILL,TOP AND DBL. HIM HEAD,JAMB AND SILL PER X PLATES TYP.AT ELEVATOR SHAFT. MANUFACTURES STANDARD 11) ANSI RULE 101.16 AND 101,14 IN IN OTHER THAN MASONRY PROVIDE Q N S: LABELED ENTRANCE ASSEMBLIES-INSTALLED AND TESTED. 12) UBC 5120.2-GROUT BEHIND OR THE SEAL BEHIND ALL HOISTWAY 2 HR CHASE WALL PENETRATIONS FOR PIPES,FIXTURES,FTC.. WP 5530 ICC RATING OF 59 — 13) UBC 5115(f)5 AND 7B-ELEVATOR HOISTWAY SHALL NOT BE VENTED OR PRESSURIZED THROUGH ELEVATOR MACHINE ROOM. 14) UBC 5115(f)4,ANSI SEC.101-VENTILATION AND PRESSURIZATION INSTALL MFGR'S STD STL ANGLE AT EQUIPMENT,DUCT,ETC.CANNOT BE LOCATED ON ELEVATOR MACHINE SILL OF HOIST WAY ROOM OR HOISTWAY SPACE. ACCESS 15) ANSI 1 UST 204.1b A GLASS IN OR ON ELEVATOR HOISIWAYS AND GUARD RAILING AT TV-UP DER GROUND FLOOR CARS MUST N LAMINATED AND MEET THE REQUIREMENTS OF RIFY LO ON ANSI AP AND BEAR A LABEL'MEETS SNSI Z97.1 REQUIREMENTS' BY AN APPROVED AGENCY � 1/2"= 1'-O" 16) ANSI 221.1(#2)-PROVIDE A MEANS OF TWO-WAY CONVERSATION AND A READILY ACCESSIBLE POINT(MAIN ELEVATOR LANDING)OUTSIDE HOIS17) ANSIT2A1.1(b)-THIS STRUCTURE IS CONSIDERED AS UNATTENDED AND 2x6 PLATE OVER PT 2x6 SILL PLATE 1/2°COX PLYWOOD OVER ��� IIIII W/5/8"0 AB AND PLATE WASHERS 2x6 STUDS AT 16'O.C. rEND WATERPROOFING SPACED PER SW SOLVED. OP OF STEM WALL ONE OF TWO ADDITIONAL EMERGENCY SIGNALING DEVCES SHALL BE NAIL PER SW SCHED. 0 TOM OF FOOTING PROVIDED(PHONE TO ANSWERING SERVICE) TURN SLAB BAR DOWN INTO THICKEN m COUNT.CANT STRIP _ 18) ANSI 211.1-PROVIDE EMERGENCY POWER SUPPLY FOR THE DEVICES SLAB FT'G CONT.#5 AT EDGE OF SLAB REQUIRED BY 211.1(a)(2)AND 211.1(b)THE SUPPLY BE CAPABLE OF CONC.STEM WALL OPERATING THE AUDIBLE DEVICES FOR A MIN.OF 1 HOUR AND THE VERIFY HE MP AND PIT SLAB/FO TING MEANS OF TWO-WAY CONVERSATION FOR A MIN.OF 4 HOURS. AND LOC REQ. SEE STRUCTURAL. FMIID 19) SECTION 5111.(c)-INSTALL APPROVED KEY RETAINER BOX KEYED TOTHE STD.REQUIRED BY THE GOVERNING MUNICIPALITY.ALL KEYS REQUIRED TO OPERATE THE ELEVATOR,EMERGENCY SERVICES,MACHINE ROOM,AND HOISTWAY ACCESS SHALL BE TAGGED AND KEPTIN THE KEY BOX.20) THE ELEVATOR CONTRACTOR SHALL PROVIDE SHOP DRAWINGS OF 1, #5 o a` UNDISTURBED SUBSOIL OR ALL PROPOSED EQUIPMENT,HOISTWAY,VENPLATION EQUIPMENT AND OR �,� (2)#5 CONT.AT BOTTOM 2. APPROVED COMPACTED FILL REQUIRED PRESSURIZATION EQUIPMENT TO ARCHITECT OF RECORD AND 0 TO THE GOVERNING BUILDING OFFICIALS. LL 21) TWO-WAY COMMUNICATION SYSTEM SHALL BE PROVIDED AT THE ELEVATOR n LANDING WNH FIRE COMMAND CENTER ON EACH FLOOR ABOVE OR BELOW r (IE-W SECTION AT E L EVAT 0 R THE STORY OF THE EXIT DISCHARGE.CLEAR DIRECTIONS OF USE OF THE F 1/2°FOUNDATION SYSTEM SHALL BE POSTED ADJACENT TO COMMUNICATION DEVICE. J (2012 DEC 1007.8 AND 1007.8.1) 1/2" = 1'-O" d U OF LL cl a 20 STUDS AT 16"O.C. AT OFFICE AREA - R-21 FACED GATT INSUL. PT.2x SECURED PROVIDE BLOCKING AT €U 11P.PRE-FIN WALL PANEL TYP.PRE-FIN WALL PANEL REQUIRED R/0 TYP. / TYP.PRE-FIN WALL PANEL TO FACE OF ' VERIFY MODULE FOR VERIFY MODULE FOR 5 8"'X'GWB OVER _ 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 AREA 3/16°THEN CONIC.TILT-UP SPANDREL PANEL REIATNE TO SIDING PATTERN (CLR 2x8 AT ENTRY) RELATIVE TO SIDING PATTERN AT ENTRY AREA BESIWORIH RAIN SCREEN PANELS zzzz SCREWS AT SPANDREL PANEL WRAP SIMPLE SAVER VINYL PRIOR TO INSTALL SPECIES TO BE PRIOR TO INSTALLlz 16"O.C. DETERMINED-CLEAR BEAM PER STRUCT. OVER 15#FELT AND 1/2"CDX TYP. CONT.SEALANT AT JOINT FACING UNDER HM FRAME PLYWD SHEATHING TYP. N TYP.CHAMFER AT R/O NATURAL FINISH. TYP.CHAMFER AT R/0 BTWN HM FRAME AND CONC. II PRE-FORMED NEOPRENE CLOSURE PRE-FORMED NEOPRENE CLOSURE 'x TILT PANEL-EA.SIDE TYP. CORP.SEALANT AT JOINT IYP.AT ALL END CUT PANELS IYP.AT ALL END CUT PANELS _ PRE-FORMED NEOPRENE CLOSURE BIWN HM FRAME AND CONIC. 3/4 FACED PLYWOOD WRAP SIMPLE SAVER VINYL O.H.DR DOOR TOP RAIN DRIP 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 CONT.M1L PRE-FINISHED CONT.M1L SPECIES TO BE BESIWORIH HEAD TRIM m CONIC.TILT-UP JAMB W/MFGR WEATHER Z'DRIP PUSH AT DOOR HD AND SILL IYP. Y DRIP PUSH AT DOOR HD AT JAMB BEYOND W/#6 SHEET MT_SCREWS DETERMINED-CLEAR PRE-FINISHED CORP.MI OR C!� GASKET TYP. 5 3/4°HM DOOR FRAME CONE.SEALANT AT JOINT NATURAL FINISH. PROVIDE'Z'DRIP FLASHING Z'DRIP FLASH AT DOOR HD o DOOR TOP RAIN DRIP BDWN TRIM AND WINDOW SET WINDOW UNIT IN BED OF TYP.STL ANGLE WINDOW STOPS INSUL. WEATHER STRIP WEATHER STRIP PER DOOR PEMKO 34fiD SECURED UNIT OVER WINDOW STOP SEALANT W FLASHING TO FLASH PLYWOOD EDGE WITH SECURED TO STL FRAM'G CONT.SEALANT AT JOINT O.H.DOOR AT PT BLK'G AT INSUL.HM DOOR AND FLASHING EYE. EXTERIOR AND WINDOW STOPS 3/4 FACED PLYWOOD DRIP FLASHING TO MATCH BTWN FLASH'G AND WINDOW UNIT ~ PANEL HEAD PER DOOR TYP. MFGR AT HD AND JAMB W/#6 SHEET MTL SCREWS TO INTERIOR TO MAKE WEATHER CASING AT HEAD,JAMB WINDOW FINISH. FLASHING TYP. = ti MFGR. INSULATED HM DOOR EXTRUDED ALUM WINDOW UNIT W/ TIGHT INSTALLATION TYP. AND SILL TYP. CONT.SEALANT AT JOINT TYP. [�R­I­DEDALUM WINDOW UNIT W/ LJTHERMALBREAKAND DBL PANE RMAL BREAK AND DBL PANE CONT.SEALANT AT JO s LOW -E FILLED GLAZING U=.65 SECURE WINDOW UNIT W LOW-E FILLED GLAZING U=.65 m BTWN TRIM AND WINDOW � Q a. UNIT OVER WINDOW STOP GLAZING TAPE AT GLAZING o AND FLASHING IYP. STOPS PER MFG'S Q! 3 OH DR - HEAD HM DR - AT TILT UP �MD�R AT MTL FRAMING WINDOW AT OFFICE REGDMME"DATI°NSTYP �`'24 WINDOW AT ENTRY WINDOW AT MFGR AREA o w-0„ �„ = 1,_0» -0°' HEAD �» = 1'-0„ HEAD G Q ��-o» HEAD � 1„ = 1,_0„ HEAD � o PT.2x BLK'G-SECURED BESTWOR-21 FACED BAIT INSUL TO FACE OF TILT UP PANEL 5/8"'X'GWB OVER TYP.PRE-FIN WALL PANEL OVER RAIN SCREEN PANELS W 3 16°THEN SCREWS 2x4 STUDS AT 16"O.C. VERIFY MODULE FOR 5/8"'X'OWE OVER OVER 1SH FELT AND 1/2"COX / / PRE- AT OFFICE AREA 2x6 STUDS AT 16°O.C. PLYWD SHEATHING TYP. �\ AT 8°OYR TYP.PRE-FIN WALL PANEL DOOR LOCATION RELATIVE AT ENTRY AREA VERIFY MODULE FOR RELATIVE TO SIDING PATTERN TYP.PRE-FIN WALL PANEL O.H.DRCONC.TILT-UP TYP.CONT.SEALANT AT JOINT CONIC.TILT-UP WRAP SIMPLE SAVER VINYL DOOR LOCATION RELATIVE 1 x 4 JAMB TRIM PRIOR TO INSTALL EXTRUDED ALUM WINDOW UNIT W/ AT MFGR AREA • z TRACK SYPANEL 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 WRAP SIMPLE SAVER VINYL AT JAMB SPECIES TO BE FACING EXTEND INTO WINDOW Q PONT.SLAIANT AT JOINT PRIOR TO INSTALL DETERMINED-CLEAR JAMB FLASHING PANEL CLR 5 4 x 6 LOW-E FILLED GLAZING U=.65 OPENING AND UNDER WINDOW , ^TYP.CHAMFER AT R/O ^IYP.CHAMFER AT R/0 SEWN HM FRAME AND CONIC. NATURAL FINISH. PER BLD'G MFGR-VERIFY JAMB TRIM AT ENTRY UNIT. TYP. JAMB PUSHING PANEL ■`v/■ 2°HM DR JAMB W/ TILT PANEL-EA SIDE TYP. CD PUNCH AND DIMPLE FRAME CONT.SEALANT AT JOINT FIT PRIOR TO INSTALLATION SPECIES TO BE BESTWORTH JAMB TRIM PER BLD'G MFGR ttP. WEATHER STRIP SECURED WHH CONC.SCREWS BTWN HM FRAME AND CONIC. JAMB PUSHING PANEL 3/4 FACED PLYWOOD DETERMINED-CLEAR z INSUL. AT PT BLK'G AT PER MFGR THRD SOLID SHIMS TILT PANEL-EA.SIDE TYP. 5 3/4'HM DOOR FRAME CASING AT HUD,JAMB NATURAL FINISH. PROVIDE'Z'DRIP PUSHING CONT.SEALANT AT FLASHING O.H.DOOHUD PER DOOR TO CONO.TILT-UP PANEL PER BLD'G MFGR-VERIFY AND SILL TYP. SET WINDOW UNIT IN BED OF IYP.STL ANGLE WINDOW STOPS JOINTSFILL DIMPLE SMOOTH-PAINT WEATHER STRIP JAMB W/ FIT PRIOR TO INSTAllATIONPANELMFGR. WEATHER STRIP PER DOOR SEALANT W/FLASHING TO FLASH PLYWOOD EDGE WITH SECURED TO STL FRAM'G (n TYP. W/MFGR WEATHER MFGR AT HD AND JAMB CONT.SEALANT B1WN EXTERIOR AND TO WINDOW STOPS 3/4 FACED PLYWOOD DRIP FLASHING TO MATCH SET WINDOW OVER 26 GA Q INSUL HM DOOR GASKET IYP. INSULATED HM DOOR AT INTERIOR TO MAKE WEATHER CASING AT HEAD,JAMB WINDOW FINISH. PUSHING BROKEN TO COVER FINISHED LINING AND AND SILL EYE. CON.SEALANT AT JOINT TYP. EXTRUDED ALUM WINDOW UNIT W/ JOINT B1WN WINDOW UNIT IYP. WINDOW UNIT AND TIGHT INSTALANON TYP. THERMAL BREAK AND DBL PANE AND PANEL PUSHING.SET PUSHING TYP. CONT.SEALANT AT JO LOW-E FILLED GLAZING U=.65 B1WN TRIM AND WINDOW SECURE WINDOW UNN W/ PUSHING AND WINDOW IN OH DR - JAMB HM DR AT TILT UP DR AT MTL FRAMING WINDOW AT OFFICE °TUTU OVER WINDOW STOP GAZING TAPE AT GLAZING SEALANT BED YP z (��HIA AND FLASHING TYP. OPS PER MFG'S O7 1 = 1 -0 1 = 1 -o = 1 -0 JAMB 1 0 1 = 1 -° JAMB WINDOW AT ENTRYTIDNSTYP. NDOW AT MFGR AREA 11 1„ _ 1'-011 JAMB 541 - -o" JAMB EXTRUDED ALUM WINDOW UNIT W/ THERMAL BREAK AND DBL PANE LOW-E FILLED GLAZING U=.65 OH DOOR MFG. HM DOOR MFG. DOOR MFG. EXTRUDED ALUM DOOR UNIT INSUL INSUL INSUL HM DOOR AND FRAME ET WINDOW UNIT IN BED OF W THERMAL BREAK AND DBL P E O.H.DOOR WEATHER STRIP O.H.DOOR WEATHER STRIP WEATHER STRIP 3/4 FACED PLYWOOD / PANEL DOOR BOTTOM PANEL DOOR BOTTOM DOOR BOTTOM CASING W/MIN.of EDGING SEALANT W/FLASHING TO DBL PANE LOW-E FILLED GLAZIN TO REASONABLE MATCH GRAIN EXTERIOR AND WINDOW STOPS U=.65 THRESHOLD SADDLE- SET WINDOW UNIT IN BED OF LJ THRESHOLD SADDLE- THRESHOLD SADDLE- OPTION-GRANHE SILL TO INTERIOR TO MAKE WEATHER PEMKO 274-4A W/ Is W/FLASHING TO PEMKO 276-A W/282A ELEVATOR PEMKO 274-4A W/282A ELEVATOR AND SILL TYP. NIGHT INSTALLATION TYP. PROVIDE W/FULL WEATHER GAS Ef 282A ELEVATOR EXTERIOR AND WINDOW STOPS z EASE EDGE OF SLAB L GE OF SLAB AND MFG.DOOR BOTTOM FOR P TE TO INTERIOR TO MAKE WEATHER W/1/2"RADII TYP. W THRESHOLD CONC.SIDEWALK WRAP SIMPLE SAVER VINYL TIGHT INSTALLATION TYP. w CONIC.SLAB CONIC.SLAB CONIC.SLAB SILL PUSHING TYP. -SLOPE TO DRAIN AWAY FACING EXTEND INTO WINDOW ON GRADE ON GRADE ON GRADE PER BLD'G MFGR-VERIFY CONIC.SLAB FROM BLD'G IYP. OPENING AND UNDER WINDOW w TYP. SET ADJACENT SURFACE TYP. DEWALK OR APRON TYp CONIC.SIDEWALK OR APRON UNIT. TYP. 1/2"LOW OF BLD'G TO DRAIN AWAY -SLOPE TO DRNN AWAY 1 x 4 SKIRT TRIM FIT PRIOR TO INSTALLATION ON GRADE SILL PUSHING IYP. FIN.SLAB. D'G LIN FROM BLD'G TYP. (CLR 5/4 x 6 AT ENTRY) IYP. PER BLD'G MFGR-VERIFY SPECIES TO BE PRE FORMED NEOPRENE CLOSURE FIT PRIOR TO INSTALLATION DETERMINED-CLEAR TYP.AT ALL END CUT PANELS _ STL STUD R/0 FRAMING (� WHERE SLAB EXTENDED p WHERE SLAB EXTENDED 1 PT 2x�BLJ'K'OG AT PERIMETER NATURAL FINISH. PRE-FORMED NEOPRENE CLOSURE W GRANITE OPTIONTYP.PRE-FIN WALL PANEL ' PT 2x BLK'G AT PERIMETER EYE.AT ALL ENDCUTPANELS INTO DOOR OPENING INTO DOOR OPENING RIGID INSULATION lY (/ RIGID R-10 INSUUDON ttP. z SLOPE AT 1 4" SLOPE AT1 4° ALLOWIN.1°CONIC.CO R 1x 4"GRANITE SKIRT TRIM)/ � EXTEND WATERPROOF'G / EXTEND WATERPROOF'G `\ ALLOWING MIN.1"CONIC.COVE TYP.PRE-FIN WALL PANELOFOR 12"OUT TO W/IN 2"OF SURFACE FOR 12"OUT TO W/IN 2°OF SURFACE \EXTEND TERPROOF'G EXTEND WATERPROOF'G DRAIN DRAIN W/IN 2"OF SURFACE CV^,` co W/IN 2°OF SURFACE OH DR - SILL R AT TILT-UP HM DR AT MTL FRAMING NDOW AT OFFICE DOOR AT ENTRY DOOR AT MFGR AREA(]j�ld15 (10=�li11 18 0 N -0 1 = 1 -o SILL _ -o SILL 1 = 1 -0 SILL 1 = -o SILL >_ U O U t0 �2S2S$ xn O i2 � � 7 w N w J o O` � a` z 0 U IL a O. L .3 v d m d U OF LL a CONE.#5 AT PIT PERIMETER-SEE SECT. MANUFACTURING/WAREHOUSE TIPT-UP PANEL 11 CONTROP AND POWER FOR EQUIPMENT 5/8"'X'GWB AT EACH FACE OF OFFICE 2x6 STUD WALL W/1/2"COX PROVIDE 1 1/2"0 CONDUIT TO PLYWD SHEATH'G OVER MFG.SIDE 5/8°'X'GWB EA.SIDE OF o6 EgWPMENT PIT PER INSTAIANON REQ. SEE STRUCT. 2x6 STUDS AT 16"O.C.TYP. R-21 BATE INSUL R-21 GATT INSUL. oG CONT(2)#5'S AT EDGE OF SUB CONT.R-10 PERIMETER INSUL PROVIDE 12°DEEP SEE STRUCT. CONIC.SUB ON GRADE OVER AT OFFICE SIDE OF ELEVATOR eT DOCK BUMPERS AT 7 MIL VISQUFEN VB AND PT 2x6 SILL PATE PT 2x6 SILL PATE U.SIDE OF DOCK GRAVEL SUB BASE � m LEVELER 3"x 3°STL ANGLE EMBED FRAME AT EQUIP PIT i` \\ EDGE W 4'S AT 12"O.C.TYP. LADDER-VERIFY 1 1 �I�I / L LO ON AND ELEV IRED CAT] .UREQUIRED o -SEEE ELEVATOR NOTE- NOTES-VERIFY INSTALL CONDUIT TO EQUIP AS REQUIRED. REQUIREMENTS e W/MFGR Q 7RF TERPRO o 6 MIL VB m B FROMOF STEM WALL BELOW RIGID INSUL o FL-(J OF FOOTING52 W CTED SUBSOIL Z 1' VERIFY CH REPORT VERIFY DIM OF EL TOR PIT 959,COMPACTED APPROVED WELD ANGLE LEGS AT FRAME CORNER SOIL PER ACTED H REPORT ° STL ANGLE AT ALL EDGES OF GRID SURFACE WELDS SMOOTH 4° 8^ PIT SUMP-VERIFY SIZE REQUIRED 6° I4°EQUIPPITAND SUB. � .CANE IP PER ELEV.MFGR.AND VERIFY LOCATIONJJJ...FULL WELD ALL CORNERS ANDOF PIT SUMP PRIOR TO FOR G CONIC. GRIND EXPOSED WELDS SMOOTHTYP. SEE STRUCT. /� ASEE SECTION THRU EQUIP PIT A PLANVIEW UNDISTURBED SD IL • z #5 BENT BAR AT 12'O.C.FROM PIT SUB INTO FLOOR SUB 3CK \ IS AT ELEVATOR PIT U IFYY SL L 3'x 3°x 1/4"W/#4x 16'AT 12°O.C.WELDED TO BOCK4 OF STL ANGLE THAT IS SET AT ALL SIDES OF EQUIPMENT PIT 1 1/2" = 1'-01, FULLY WELD STL ANGLE FRAME AT CORNERS TO MAKE (n ONE PIECE FRAME.GRID ALL EXPOSED WELDS SMOOTH 5/B"'X'GWB OVER 2x4 STUDS AT Q (2)#5'AT PERIMETER OF EQUIP.PIT. SEC O.C.W/PT Px SILL PUTS SECURE TO CONIC.PER SW SCHED. 6"PIT SUB W/#4'S AT 12"O.C.EA.WAY OVER -SUB ON GRADE METAL SIDING WNH CLOSURE STRIP AT BASE z 6 MIL VB AND MIN.3°CRUSHED ROCK LEVEL'G BD R-10 RIGID PERIMETER OVER STL EDGE CLIP SECURED TO CONIC.AND Z'FVSHE CLOSURE THAT EXTENDS OVER O INSULATION AT OFFICE COVER BOARD. o MIN.6°TO EXPOSED GRADE EYE. z "®+•, ;x.m°. 6 MIL VISQUEEN SE - VB OVER II LANDSCAPE AREA(WHERE OCCURS) L_ J 1 MIN.3°MULCH OVER AMENDED SOILS 1 1 1/2"MINUS ° CRUSHED ROCK= AS DIRECTED BY ARCHTECT. II o EEVEL'G BED Q oev TYP. PLAN VIEW 71111 !' ;1 ° o � 0 8,o I I I I I E--�95�COMPACTED I APPROVED FILL I I VERIFY PIT DIMENSIONS IEO ON DOOR W/FULL WEATHER STRIP AND DOOR BOTTOM 95%COMPACTED UNDISTURBED SUB SOIL HARDI PANEL PROTECTION AND [� [APPROVED FILL I WATERPROOFING OVER W DOCK LEVELER UNIT. SECTION U—U I GONE.R-10 RIGID INSUL z UUBISGRADED �� SLOPE EQUIPMENT BAY TO DRAIN AT 1/4"PER Ff SUB GRADE TYP. VERIFY DIMENSIONS OF BAY AND DEPTH OF RECESS REQUIRED W FOR DOCK LEVER W PROVIDE 3 1/2"x 3 1/2°x 3/6"STEEL ANGLE EDGE N FLOOR SCALE PIT 5TYP. FT'G AT 0 FF C E � AT ALL PIT EXPOSED PIT EDGES(3 SIDES AND DOCK VERT.) 12°DOCK BUMPER 1" VERIFY 1 1/2x' = 1�— 1 1/2" = 1�_On � SECURED R CONIC. ——— ——————— ——————— CUING.TILT-UP PANEL CLADDING OVER PER MFGR REq. ICI' _ RIGID STL FRAME STRUCTURE +' _ — ___ :%c :e e 5/B"'X'GWB OVER 2x6 STUDS AT 16"O.C. RIGID STL FRAME WHERE OCCURS II O --�-Q—— BESTWORTH RAINSCREEN PANEL II PROVIDE WATERPROOFING FROM AO MIN00 —— _ W/R-21 FACED BAIT INSUL EYE. 2"ABOVE GRADE(OR ASPHALT)TO MIN. ———— — ——— SYSTEM OVER 15O FELT AND 18°BELOW GRADE 2xfi PATE OVER PT 2xfi SILL PATE 1/2'COX PLYWOOD TYP. II II EASE CONIC.EDGE WATERPROOFING OVER 24"VERT EXTEND GONG.SUB AT ENTRY TO MATCH 6°CONIC.SUB ON GRADE GRADE(LANDSCAPING WHERE OCCURS) X 4 W/1/2°RAD o 0 g, ov°d. °Ea° OFFICE AN FLOOR. R-10 RIGID INSUL W/PT 2x -SEE STRUCT FOR REINF. 3"MULCH OVER AMENDED SOILS X _ AT SURFACE APPROVED BY ARCHITECT 48"LOADING IIIII °MSQUEEN VB OVER CRUSHED ROCK LEVELING BED o o INSTALL 24"R-10 RIGID INSUL UNDER TYP.CONIC.SIDEWALK W/THICKEN 6 MIL VISQUEEN II II Q N DOCK HT. SUB AT ENTRY EDGE AND CONT.�qy5 AT PERIMETER VB OVER 111111111111111 ITT EDGE OF SLAB AT OFFICE BEYOND. OF WALK OVER CRUSHED ROCK 1 1/2"MINUS _ W/DRAIINAGE PIT IIII,„ IIII(— MAW LEVELING BED TYP CRUSHED ROCK W/DRAINAGE SYSTEM SLOPE TO DRAIN AWAY OM BLDG LEVEL'G BED PER SLQBE PT I, I ° `---�✓,TO DRAIN 959 COMPACTED APPROVED ALL Il IIiiI o a IIII (IIIII 'IIII REf.WALL AND FT'G PER STRUCTURAL 1 95%COMPACTED j j ECENT.DGE 05 ATi IIIII III APPROVED FILL I I SIDEWALK TYa CONTL FPG BTWN I ° SEE FODUNDMN I UNDISTURBED SUB GRADE TYP. UNDISTURBED SUB GRADE / CRUSHED ROCK LEVEL'G BED Ty P. 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SPLICIxG ie•E E%6'SIM CENTER COLUMNS ��X --MLwx Fm 'L REMOVABLE TUBE STL FOR RIGID FRAMES . 96 4 s Ir OFF FRAME W/TUBE STL I 107 75'0' \C P 3070 HM DR W BEAM FOR o I I HUNG POWERR Z BLOCK SEINE • \GP�oS POWER BLOCK Q�� EXIT W I 3000 LB LOAD CAP I • � hi � 15'8• I TRAWL 22'5• o N ETS co ne Q C) X co x } TRAWL N NETS L 25 ,-.-----+------------ --- ------------ iao- ------------ -- ----------------- -----------------T------------ 125' 75' �' 13'3• 75'0• v-� . . . x. iLil--------T 1 a 1 16'u14'Oh 8'Oh j BAY DOOR C T REGULAR OUTSIDE SWITCH/BOX REGULAR OUTSIDE SWITCH/BOX EXIT 3070 HM DR 3070 HM DR EXIT 3070 HM DR EXIT e U LEGEND U CO ELEC POWER PLAN AT SEINE AND TRAWL NETS NORTH G ELECTRICAL OUTLETS IN FLOOR MULTI VOLTAGE ill - ,o' W/ SLAB EMBEDS BOX SWITCH ON WALL MULTI VOLTAGE • STANCHION RECIEVER 5 3/4" ID. / IN FLOOR N z w fV w J o O` � a` z 0 U lL a a L .3 v d m d U OF LL cl a c� ASSUME EASEMENT CONTIMEST S PARCEL N 89° 16'57"W - — -- — Sass t - - WATER SERVICE 6EASEMENT of— — — — — — ---- --------- sR - ---- ---- ----- -- ----- WATER SERVICE EASEMENT o - - - ao z ------------------------------------------------ ' ------------------------ LANDSCAPE10'' 30 LEGEND F c� KEY PARCEL OWNED BUT NOT PART OF PERMIT DEVELOPMENT ~T ° MATURE HEIGHT APPROXIMATE MATURE i _ SHADE CAST PATTERN APN: 31052200102300 - MATURE DRIP LINE OF MID-DAY SUN ON APN: 31052200101100 _ z 'THE DAY OF EDINDX -1- Q 4zLseD) I (223105-1-023) I (223105-1-011 G Q ATPEQUINOXN ANGLE :_-__ I \ PUNT SYMBOL AND / W _ PLANT LOCATION ' VI cn z , $:SCIENTIFIC GRADEENOTES MATURE DRIP LINE I 290'} y �" TREE/LARGE SHRUB) � cD � o? G SHADE - ADDRESS NOT ASSIGNED 115PATTERN AT MATURITY. NAME °N GRADE — COMMON NAME I I [62XX 180th STREET NE] '' F4 (MATURE GROWTH INFO ON GRADE PROJECTED PLANTING SPACING) OUTDOOR STORAGE &\ A '� aSCIEMIFIC NAME PICFA ABIES'PARBURG'COMMON NAME °o i AARRBURG WEEPING TREE SHADE CAST DIAGRAM PLAN SPACING) REE-SEE P AN NGRwnv sPRucE RFA PUNTING o ASPHAEDGE�T 55FT AT PLANTINGBOUNDARY (2)10 GA.ANNEALED WIRE M/RUBBER HOSE AT TREE ' 48°DOCK HIGH NOTE C5 I LOADING ' MEASURE TREE CALIPER AT 3'ABOVE CROWN 79' 131' 80' ` DEs STAKES YARD YARD " I U) CROWN OF TREE I __ o � j ^' Q 2"BARK COVER FH I %\ 5"BERM TOP SOIL ROOT BAIL I \\�-�� �\\ X 7 't ' O c III 12° i \_ z COMPACTED MIN. 6°COMPACTED I \\ o ' Z TOP SOIL TOP SOIL PUNTNG MOUND \\\ " UNDISTURBED I SUB SOIL �� Q +> y , !'I W - - - - -�- ACER RUBRUM'KARPICK' KARPICK MAPLE I`\ TREE STAKING DETAIL '35H 25'W /2xGALIPER I� o ' FDc' o o N FH i WM. CD W ly Ld j= oI W i PROVIDE BERM OF BARK SHRUB OR MULCT ABOVE TRUNK SMALL TREE TOP SOIL- I — -- - g ,1 ®0 6 \t`I 0' PROVDE MIN.3" MODERATELY PUMING MOUND COMPACTED _ LAWN AREA OF COMPACTED ROOT BALL WITH J- TOP SOIL _ BURUP REMOVED �.„ ® (,Y. O RIVER ROCK W/ DIAMETER OF SUB-SOIL STL 00 PUMING WALL FEATURE - ROOTBALL= X I EXTENDED TO GROUND x/� j ' cV,` HOLE DIAMETER TO BE MIN.2x'X'TO MAX OF 3x'X' I \ {\ X SHEET L1.2 FH _ ' \�\ L1.3 FOR ,� ' Q X SHRUB INSTALLATION DIET j PIGEA slrcHENsls'SUGAR LOAF - DEAILs AT r RAINBOWS END ALBERTA SPRUCE o ® p SE AREASU\5�,` I i 10'H x VW r 4 FT AT PLANTING PICEA ABIES'AARBURG' 3 2.79'DISCREPANCY ' PARR RG WEEPING NORWAY SPRUCE p - J- M IN'95 SHORT PLAT I I 15'H 5'W 5 Fi T PLANTING a MALLS SPP. SENTINEL SENTINEL FLOWERING CRABAPPLE �� _ — — — — — - 7-10 — — — — — — — j --------------------- 20H wl2'W -- --- --- --- -- %�� 1 1/2"CALIPER_ N 89 16' 51"W 636.05' I I I 30'slcer INGRESS,EGRESS AND UTILITY EASEMENT TO OUR EAST PARCEL '� ,\ P10 H�o, ° ' '`X''\ TRIANGLE oM RECORDING No:8710200193 1' I1' -' o y -t \ I z N 89° 16' 51"W 630.01' — — �---------------------------------- "= ----- —" — "— --" ---j ----- "-- ---� — "----�" -- —,~ — — ASSUME N 89' 16'51"W 590'1 — ---- -- 39 15 30' 1 15' ^30' 1 30' 1 30' 30' 15 1 30' 15' 30' 30• 10' 30' 8 180th STREET � 251't UN-VERIFIED =Rb 0 z 1I2''x4'CONC.STEM WALL o NSETD L CO NC.RA EVENT —__—__—_____—__—__—_--__—__- -__—__— —_-___ - _ __- __- _- _- 6"CONC�STAND O TO VULCAN �33/� -------- ------- 3 0 e o NORTH - `n LANDSCAPE PLAN U w N 150' 1" = 40' 0 50 100 ILL iiiiii U t0 d L 3 0 a d DEC 22 2017 U OF 0 d 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. OF U. 0 a THICKEN SLAB INTEL p TILT UP PANEL 55 THICKEN sue A FA I 4 10 i l 12 13 14 15 16 (3)15'S VFf EACH FACE OF PHMH _ 04 TIES AT 4"O.C. , , , , , , ANCHOR BOLTS PER MTL BED'G MFGR • O REQUIREMENTS W/MIN.6°EMBEDMENT 0ID - - _ INTO R'0 BELOW.-BOLT LAYOUT PER 226' 76' METAL BLD'G MFGR DRAWINGS 26 25 1. 25' L 25' 25' 1, 25' 25' 1, 26 1, 25' 25' 25' 1, 26' o EDGE OF THICKEN SLAB EXTENDED TO s ,_4. T.O.Fr'c N. BRACED BAY BRACED BAY / — m A—A SECTION AT THICKEN SLAB 'PLINTH' _ I ry1o$1o$ �' 3024 810 2424 2424 r—j—, B —j—1 2424 � 2424 2424 r—T-1 r j 1 2424 2424 2424 2424 �_ ___� 2424 L� r— � I I I r— � r— -I r— � r--� r— � r 2� � . � COL BY BED'G MFGR CENTER OF COL [p _ _ _ _ __ __________ ___ ____ _______ ____ ___ __ ____ ____ ___ ___ ____ _________ __ __ __________ —_ \J ___ _ _ ______ _ PROVIDE(4)3/4'0 A325/A449 HEADED e , ---- ANCHOR BOLTS AT EA COL.EMBED HEADS .4. #4 FES AT 4"O.C. #5 HAIRPIN AT EACH COL.AT MID-DEPTH I ,r r r r r �- J r - J ,T681 6"INTO CONC.FT'G BELOW sus OF SLAB x J 08108 — J 5315 _ —J 5315 — —J 108108 — J 08108 — J 153153 1 53153 — —� 108108 — J 08 08 JI rr 1081•8 J L� o (VERIFY BOLT DIAM REQ. S 6 I I � P BY MTL BLD'G MFGR) i TOP REINF.PER ii e 2424 i # J' SCHED ° ° ENGAGE All m I O ___.�___ GRADE CENTER Fr'c ON COL III SSLAB w%/g25's°NC. COL.BOLTS i I I 8484 Z u AT 16°O.C.EW 108108 A s' r — DOCK LEVELER PI a I• I 2424 — —� SEE DETAIL ,•J4. PROVIDE MIN.16°x 16° 6.3 - _ " •• THICKENED SLAB AT PH G r F (3)15 VERT.AT 6°O.C. _qo. __ THICKENED STAB AT R'G I�' BOTTOM REINF li I•, , HOE- I PER SCHED �Q FOOTING PER PLAN I- , STRIP FT'BEYOND-SEE PLAN AND SCHEDULE I. 2424 , UNDISTURBED CON.RUNE 10 RUN TIRE STAB EDGE REINF 6.5 ,L 2424 SUB cRADE a RUN coNT. a m , , 120120 rT, r--, I I I I I _— L - HRu rtj rty r rtj rty r _ TYP. CONIC. FT G AT RIGID STEEL FRAME I I I I I I I L1J L1J L L1J L1J LJ LJ 1 / L I J L—I 2012D L 20120 727236 727236 727236 727236 727236 727236 2¢12 L—I J L_—J 2 1'-0 JO O O O O O OI 12012o m cap 727236 120120 120120 1, � �o 3" (3)#5'S VET EACH FACE OF PLINTH i 2424 CENTER COLUMNS 2424 r I I / N POWDE MINIMUM 3°CO 4"GOING. �- TIES AT O.C. FOR RIGID FRAMES - I M CORVER AT VIES TYP. ANCHOR BOLTS PER MTL BLOC MFGR ,o REQUIREMENTS W/MIN.6°EMBEDMENT GRID _� INTO FI'G BELOW.-BOLT LAYOUT PER I 108108 FOUNDATION �8oSCA PLAN AIREA 848418 I O W ,. METAL rG B MFGR DRAWINGS r' -, 9° 9' EDGE OF THICKEN SLAB EXTENDED TO I i I 1'16. To.FTc TYP. C2 _ 2424 1 A—A SECTION AT THICKEN SLAB 'PLINTH I r COL.BY BLD'G MFGR CENTER OF COL. I 2424 L PR OVDE(4)3/4"0 a 25/A449 HEADED I 848418 ANCHOR BOLTS AT FA COL.EMBED HEADS 14 TIES AT 4"O.C. 6"INTO CONC.FL'G BELOW SLAB I 25 # 2424 1 I 53153 153153 153153 153153 1 (VERIFY BOLT DIAM REG. ii lii 110810$ _ _ _ _ _ _ _ , TOP REINF.PER BY MTL BLD'G MFGR) II II LO O$1OH r , r 1 1O$1O$ 1081D8 f 1 r 1 1D$1D$ 108108 1081D$ 1D8108 1 i ry � SCHED r , r— r— r— r— r— CENTER IG ON COL III ttP caNc.SLAB I , L----J ---- I I ___ I I J L----� ---- I I I ---J L—_—_J L----J L--_—J L_--- ' GRADE BAR FA WAY PER _ ___ __________ _ _ _ — _ __ _-_ --- __________ L —J 2424 L— J 2424 3024 - - - 2424 L— sa I6' �e 2424-- - -3024 2424-__L—_J---2424-_-L— J 2424 L— J 2424 L— J 2424 L_ J08108 PAN O O L_ _10 L_ O O L_ _10 L_ O O O O O ---- -- BRACED BAY 2424 BRACED BAY z 26' is' 25' 25' 25' 25' 25' 25' 25' is' 25' 25' 5:!rCE N.18°x 18'SLAB AT FYG TAT6°DG FOUNDATION PLAN 39,237.9 SF NORTH Q BOTTOM REIN NOTE- PER SCHED FOOTING PER PLAN W UNDISTURBED SLAB EDGE REINF SUB GRADE i0 RUN CONi. W iNRU'PLINTH'IYP. W n TYP. CONC. FT'G AT RIGID STEEL FRAME NOTE _ FOOTING SCHEDULE N_ L /2 CENTER COLUMN IF SLAB IS PLACED AFTER FOUNDATION FT'GS MARK SIZE REINFORCEMENT DETAIL z o AND RIGID FRAME IS IN PLACE, °O TO MATCH SUB REINFORCING SPACING IN JOINT TYP. NON—SHRINK G M. W/EARLY ENTRY DRY CUT SAW JOIN TO BRIDGE BETWEEN SUBS INSTAll,�•ICKER ROD PRIOR TO INSTALLING WITHIN 4 HOURS OF CONCRETE FINISH OR STRUCTURAL DESIGN ASSOGIATIATES IS NOT TYPICAL MIN.3 8 HIGH PERFORMANCE SILICONE CAULK INTENDED FOR PERFORMANCE JOIN' CUT DEPTH Ta a NBy O CONVENTIONAL CONCRETE SAW WHEN RESPONIBLE FOR FRAME KICK-OUT FAILURE x MIN.1/4'D' 178. MORE THEN 4 HOURS OF CONIC.FINISHING X # UNTIL ALL PERMINENT SLAB CONNECTIONS 2424 2'-0%2'-C"DEEP x CONT. (3)#5'S CONT. Q CV e I ARE MADE. LL 727236 72°x 72°x 36°DEEP (6) FA WAY TOP 'oeo;o .oea, (6) 5'1 EA.WAY BOTTOM INSTAll FLEXIBLE WATER HARDER ° • 84$418 84°.x 84"x 18"DEEP (9)#5'S EA.WAY TOP CONSTRUCTION JOINT(CJ) DOPBE CAST INTO BOTH SLABS SAW CUE JOINT(SJ) (9)#5'$LA.WAY BOTTOM TYP. CONIC. SLAB JOINTS (CONTROL JOINT) 08"x 108°x 18"DEEP 02)15'S EA.WAY TOP �� NAIL PER PLYWOOD SHUTH'G 108108 (12)�5'S U.WAY BOTTOM 1 S 1 NAIL PER SW SCHED. J NIS SEE FOUND.PUN Pi 2,6 SILL PLAT W/ELEV. 0 AB (2)�5'S CONT.AT EDGES AT MIN.36"O.C.AT ELEV.SHAFT 120120 �2--x 120"x 18"DEEP (13) 5'S U.WAY TOP CLOSURE STRIP TYP.SLAB ON GRADE- (13)#5'S U.WAY BOTTOM CLOSURE STRIP W/05'S AT 16"O.C. SEE FOUND PUN FORREINF. T 1 BEM SBARAFROM FFG EEXTEND MINR018"INTO SUB ,°, 153153 (16)#B'S EA.WAY BOTTOM EXTEND MIN.18"INTO STAB 53"x 153%36"DEEP (16)#8'S U.WAY TOP ry CONC.TILT-UP q� MIN (2)2#5 CENT.AT o GONG.TILT-UP 1� MIN.46' PANEL 'r'( �? PANEL 18r— 30f EDGE OF OPEN'G O EXTENI N SLAB ttP. o 5 1/2"CONIC.STAB W/ 5 1/2"CONIC.STAB W/ 3°OURASPHALT Ai EXTEROR 5'S AT O6.N EA WAY ASPHALT AT EXTERIOR 15'S AT 16"EA.WAY VERT.Typ SUB ttP. MATCHk5'S AT 12°O.C.EA.WAY3' I'-8° 3' 1'-6° AL j IGN WITH BAR IN FOUND.95%C 8 4" '!0-6 5 .. . "'i1O ' S .. APPROVED FILL O o lil o (4)15'S CONT. / \ 95%COMPACT �95X COMPACT - °BLUR _ = w N m FILL PER SOILS FILL PER SOILS O SUBI GRA BE SEE FLO SCHED. REPORT REPORT a` (3)15S CONE. �UNDISTURBED SUB GRADE pT BOTTOM O.C.U.WAY _UNDISTURBED SUBSOIL O U N TYP. CUNT. FT n TYP. CONT FIG W/ INFIL SLABD—r_-'�_S�ECTATEVATOR PIT REV DEC 22, 2017 OF LL cl a o SHEARWALL SCHEDULE (CDX) 11 12 13 14 11 12 13 14 3 SILL PLATE/CONN. BOTFOM/TOP PLATE MARK SHEATHING EDGE NAILING FILED NAILING AT FOUNDATION CONN.AT RIM JST I 76' I 1 1 76' I 1 5�8°0 A.B.AT 48'O.C. LTP4 AT 20"O.C. (SEE S3 25' 25' 26' 25' 25' 26' iQ 3/8"COX ONE FACE ad AT 6'O.C. ad AT 12"O.C. W/2X SILL PLATE W/2X BOTTOM PLATE 2-10 6-2 SIM r-----1 F --_1 r— --. 2" "3'-4" 3' 6' 5'-8' 3'-4° 3' - 6'-4° T 6' 4' 16' 6' 4' _ 0 3/8"COX ONE FACE ad AT 4'O.0 Sd AT 12"UCG 578°0 A.B.AT 36'OC LTP4 AT 14"O.C. 1 — 1 2¢2¢ I SLL$3 2424 1 I 2¢2¢ 5°x 11 25° ® ® q ® 4x4 DF 2 03 W/2X SILL PLATE W/2X BOTTOM PLATE OF PSL 5 8°0 A.B.AT 24"O.C. LTP4 AT 9"O.C. I I I I�' Fl- ---- ,; > ® 15/32°CDX ONE FACE 10d AT 3"O.C. 10d AT 12°O.C. / •—•^^ —— -- i~ - - -----�x------- - - W 3X SILL PLATE W 3%BOTTOM PLATE 1 ` '1 ----II 3.5%11 5" 3.5"x 11 25" 3.5"x 1 L25" 3.5"x 11 25 / / I`. ,T T, )., \T `, ,T,` SEE S3 4x6 D 2 2.0E PS .OE PSL 2.0E PIT 5"x 5"x 1�" 2.0E PSL 0 L__ _�i I. L__ __J .�.�.��.��.�,�.L _ _J �•��.�• LSTHD8 �', �ii �i 1� 20EPSL21" .�� r© 4x6 OF 2 4x6 DF 2 4x6 DF 2 HSS COL 4x4 DF 2 LJ m O o O o o STEEL t o STHD10 „ sTI mo „ 4x6 OF 1 ~ r.` a 1 e ====p 3.5°x 112 = SHEARWALL NOTES: `�� F,`� _ 4x6 DF 2� u,�i� �ii �ii '' 2.0E PSL L� o 12' 18' 18' 22'-6" LSTHDB �i �ii �ii 13�,' ' o 1. ALL STUDS,BLOCKING,TOP AND BOTTOM PLATES SHALL BE HEM-FIR NO.2 UNLESS NOTED OTHERWISE ON PLANS.ALL SHEATHING EDGES - 1 �,i �,�----- S _ __ -_- - P MUST BE BACKED WITH 2x OR WIDER FRAMING(SEE NOTE 3). OFFICEESUBI AT ��`� O =Z'_ iI ii _ _—_ 21-10" STHD14 1 a o o a =r-- 3 '.� �p`1 r—_1 r--, r--, RIGID INSUL BELOW 2424 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY.ALL SHEARWALL SHEATHING MUST EXTEND TO THE OUTSIDE EDGE OF ALL `J I c I I n I I c I HOEDOWN POSTS AND CORNERS,AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. 1 C\� I I I I I I 24"OF PERIMETER �.�� W�14 x 38 STL B W 14 x 38 STL BM W 14 x 38 SIL BM L__J IL 4x6 DF�l L__J 5%5°x 1 4" 5'x 5°x 1 4' I 5"x 5"x 1 4" p w 3. WHERE SHEATHING NAILING IS SHEARWALL#3 AND GREATER,ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL 42421 [`,'I �,` LS1HD8 HIS C HSS COL I HSS COL Nn I Q! NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER.ADDITIONALLY,WHERE SHEARWALLS ARE SHEATHED ON BOTH FACES,ALL STUDS AND p J 545412 666618 737318 L`� PL Q PLATES RECEINNG EDGE NAILING FROM BOTH FACES MUST BE A SINGLE 3-INCH NOMINAL MEMBER OF PANEL JOINTS MUST BE STAGGERED. I F;;y - ______-- 3 _________ ___ 48 DF 1 C' _ IN EACH OF THESE CASES 3x STUDS ARE REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON THE PLANS BY THE ENGINEER. • p __ ____ _ ___ 4. (FORSHEARWALL NAILING ARE BASED IS BASED ON TABLE 2FRAMNG OF THE INTERNATIONAL BUILDING CODE(FOR COX)OR REPORT NER-124 o OI k`,y I 1 0 o ii I 4x8 BULL Q� (FOR CBS).VALUES ARE BASED ON HEM-FIR No.2 FRAMING WITH COMMON NAILS. � o o �� � i min o � 'r � I e 3 5. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MAN'SHEARWALLS.SIZE AND LOCATIONS OF THESE CONNECTORS n r - N ARE INDICATED ON THE PLANS.REFER TO THE APPROPRNTE DETAILS AND/OR HOEDOWN SCHEDULE FOR ADDITIONAL INFORMATION REGARDING I Wti{• T-1° 18' 18, F; - l PROVIDE R-10 ii ANCHOR BOLTS,EMBEDMENT LENGTH,ETC.WHERE(2)2x'S ARE USED AS A HOEDOWN POST,SHEARWALL EDGE NAILING MUST BE STAGGERED �1 _t_{ INTO EACH MEMBER OF THE POST. I �\`\ I I I IL I h`�� OFFICE TYP. 4'F11 H 7 18'ii 18' T - VERT RIGID INSUL AT EXTERIOR _ 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7"INTO CONCRETE OR GROUTED CMU,AND SHALL BE PLACED TO PROVIDE A MIN.OF 2' 1 r--, r , r , OP�T n 5"x 5'x 1/4ii 4 PERIMETER OF TO HSS COL a COVER.PROVIDE 3"COVER FOR CONCRETE CAST AGAINST SOIL I n I - - _- -_= �=-_— - __=_-___- -_-- _ - I I I m STIR n 1M-i6xaosT a wTxdosCalK - -J _ .. °x 5"x 1 5"x 5•x 1 4" pp HSS COL i� HSS COL L 7. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER.HILTI KWIK BOLTS/SIMPSON LIEN HD BOLTS OF THE SAME DIAMETER AS SHOWN I h�� L —J L_—J L--J F�� 2424 \ / 4x8 DF 1 O IN THE SHEARWALL SCHEDULE MAY BE SUBSTITUTED FOR ANCHOR BOLTS INTO EXISTING CONCRETE.BOLTS SHALL BE EMBEDDED AT MIN.OF 5' 1.�} 424212 S¢S¢i 2 666618 ]37318 �` / \ 'o STHD14 I N w INTO EX CONCRETE II b,�j O O `� _ n p ¢Cc C) B. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD(EXCEPT FOR BORNE TREATED WOOD)MUST BE HOT DIPPED GALV. 01 L\.� �• , i�i �1 ii 4x8 DF 1 OR STAINLESS STEEL TO RESIST CORROSION. STHD14 1.75%16"1.9E LVL 9. WHERE 10d NAILS ARE SPACED AT 3°O.C.OR LESS,NAILS MUST BE sTAGGERED. R _ AT 12°C.C. MITIG1�Rig i `m 10. O56 OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR CHI SPECIFIED IN THE SHEARWALL SCHEDULE. I - 15' 18'm 15' 484824 ����� 4x6 D 2 -L I= V e `1 VERIFY 1'9'1'B' LSTHD8 / q'�C FOR DOUBLE SIDED SHEAWALLS,THE SHEATHING ON 4 L_—� 5454-012 1 6 K"� ��� 11 a \ PEN TO EACH FACE MUST EXTEND CONTINUOUELY BETWEEN 1 I g ���� -- /15 ILL / - 17-IIY, / q E I�BELOW/ o w HOEDOWN POSTS AS SHOWN 42421 y 545412 -_ ---__--- 1 1 a ;o r�241,� 5"x 5°x W 44"-5g 5 x BM 4, -- W 14 x_38 S5 x 5%1 4° 5"x 5°x 1/4 \/\ _`i ® LENGTH OF I o I Ft I {1 HIS COL HIS COL HSS COL _W 14 x 22 STL BM HSS COL / N W SHEARWALL I O I I r„� `,�J 2� �'��, o 4x4 F 2 1 3.5"x 1125� / C� I I L__J o OPEN FO 2.0E PST i' SUPPORT FORS C� _ v IR BELOW \ -I 2OEx P11.25" / A 11• I 7 L .. sL o-- ----- ---- -- --- _ i - -- - ` : L�� o-_ ------ -- - -- -------------- -- ------ - ---------------------- NTURE EC T HOLDOWN POST ® I — — p O SEE HOEDOWN SCH7:��57 OPENINGP 2412 6 8'-4' R STHD14 L J 2412L J J 2¢12 r 10' 34'-10' 18'-.' C9OR PWJ FOR MIN. 4'ELEVATOR PIT REQUIREMENTS. SHEARWALL DESIGNATION-SEE SHEARWALL SCHEDULE VERIFY SEE$3 4x6 DF 2 4xfi DF24x6 DF 2 Z LOCATION of HOEDOWN SEE S3 SEE S3 I s HDe 0 STHoa /4�s of z 0 sTHDa 2 TYPE OF HOEDOWN NO BE INSTALL pGE REQUIREMENTS 3T-4' LSTHDB TO BE INSTALLED SHEARWALL LEGEND FOUNDATION PLAN AT OFFICE NORTH ® 2ND FLOOR FRAMING PLAN NTH AT OFFICE z Q RID INFIILL SUB Li AT COL BASE CONE.CAULK Z , AT JOINT. LASTS COL.TYP. --T TYP. W ei W FOOTING SCHEDULE N YCOL BASE PLATEIL CONC STAB BELOW INHLL CONsT JON S P MARK SIZE REINFORCEMENT DETAIL O x°$• PLAN VIEW AT FlN.SL�IB ap GRID GRID FACE OF WALE GIRTS GRID HITS 5 x 5 x 1/4° / T&G PLYWD PER PUN 1/2'BOLT AT 32'O.C. 3 AT OFFICE AREA GONG TILT-UP PANEL 1 4° 2412 2'-0".x 1'-0"DEEP x CONE (3)#4'S CONT. 6/S4 TYP. STAGGERED.COUNTERSINK SIDES 3/16" PLYWD FL SHEATH'G OVER CONT RIM JOIST B 3/4 x 11 x 0'-11° X R-21 FACED 1/2 MAX 1/4°STIFF PLATE 2x TOP PLATE W/ OVER 30 FELT-SECTORED I BASE PATE (4)3/4'0 x 10'A307 BOLTS 2¢2¢ 2'-0'.x 2'-0'DEEP x CONT. (3)#4'S CONE N BATT INSUL. EACH SIDE 1/2.0 THRU BOLTS TO PLATE W/A35'S 6/S4 Cfl TYP AT OFFICE 1' 1 IN TWO ROWS AT 64"O.C. AT 36'O.C.U.O.N. 1"NON-SHRINK GROUT 3 3" 3" STAGGERED (f'c=3,000 PSI MIN.) STL BM-SEE PUN IF 3/16' R° y, PETS 5 x 5 x 1/4° TYP SLAB 424212 42°.x 42"x 12"DEEP x CONT. (4) 4'S EA WAY BO7TOM 5/S4 T.O.SHEATHING _ AT 13'-0°AFF __ - 545412 54°.x 53"12°DEEP x CONT. (7)#4'S FA WAY BOTTOM 5/S4 - II-L. 3 SIDES A 66°x 66°x 18'DEEP 5 S4 TYP.HANGER PER II 95%COMPACT PUN W III Y 3/16 R-21 FACED RATT I I FILL PER SOI 666618 / 10d x 1.5" i4- INSUL �d REPORT (5)#6'S FA WAY BOTTOM TYP.HANGER PER AT TOP FLANGE ! PLAN W/ EACH JOIST 8, REINF.PER UNDIS TRBEO 787818 78°x 78°x 18°DEEP (6)ITS EA.WAY BOTTOM 5/S4 10d x 1.5° -,- TYPICAL HER - SCHED. SUB GRADE AT TOP FLANGE WE STL BM 6T" 1/4'STIFFENER PLATE WHERE OCCURS EACH JOIST O SEE PLAN AT EACH SIDE PER PLAN TYP. FT'G W HSTS COL. SPLICE PLATE O HSS COL PER 5/16 x 6 1/2"x 1'-0° WF BEAM PER PUN LAY-IN CCG PUN STL CAP-SEE BET. AT 10'-0"ALL 1/2°=1'-0" o TYPE UY-IN HIS COL AND CAP PLATE 7 5/8°0 ME W/ STL COL PER PLAN O SEE DETAIL WASHER(TYP OF 2) 7" mn rr s�siu ouh s i/x'mw.sua w/ CL'G-SEE G 2x6 INFILL BELOW HEADER /s/ac ee w/r.ni/a' V'T ie'uxxr DEEAIL 5 8°0 MB W O 3 - 3/16" 1k° R / / W/R-19 FACED RAFT INSUL xri uw e'ou � 3 WAS (lYP OF 2) m Hs�xr xT bh � 333 51 1/4°HIS -1- - 3/16° COL �z ` O x5x1/4'HSS CONN PLATE 7%11"x 1/2° GIB5E _ w STL PLATE CONN PLATE 'x 81/2°x 1/2" O o STL PLATE // I/7 cone &aTyp�. JOIST TO STL BM TYP. STL BM TO BM CONN STL BM FL TYP. MEZ FL HDR� 'M -0" W/ COL CONN AT EXT WALL 3/4' -0" AT EXT WALL 6 TYP. CONT FT'G AT OFFICE PERIMETER WALL REV IS 4 DEC 22, 2017 1 . OF O a o 11 �° 4 4 4 4 4 4 4 4 25' 25' 25' 25' 26' 0 oG TYP.RIGID STL FRAME IYP.RIGID STL FRAME ' BEYOND-SEE AML BLD'G DRWG'S ��W LALLGSRTSG OVER %EE CHAMFER DETAIL FOR NAME BEYOND-SEE MTL BLD'G DRWG'S GL GL 19' CL GL � m 24'-114" 24'-118" PANEL 5 24'-119" 25'-4° PANEL I 2' p PANEL 2 PANEL 3 SPANDRAL PANEL 4 9.25"CONCRETE PANEL 6 PANEL 7 PANEL 8 PANEL 9 1 1 m 7 I °PANEL 1HICNNESS 7 14°PANEL THICKNESS 7 1 4'PANEL THICKNESS �_ _ BFAM 1 4°PANEL THICKNESS �—_ SPANOR4L-PANEL 7 1 4°PANEL 1HICNNESS �_ _ 7 1 4'PANEL THICKNESS 7 1 4°PANEL THICKNESS 7 1 4°PANEL THICKNESS ~ ° ANTRAWL -; Q ° \ NETWORKING AND / II 3 REINFORCING AND TYR ttP._ Try.- PANEL CONNECTONS PER / IWJ PANEL CONNEC➢OHS PER REINFORCING AND REINFORCING PND RDNFORON'A" \ PANEL RDNFORCING ANO ttP.^� REINFORCING PND RDNFORCING PND FRENFORCING AND z PANEL PANEL CONNEC➢ONS PER PANEL CONNECTIONS PEA - PANEL CONNEC1pN5 PER PANEL 32/ PAIEL CONNE30NS PER PANEL CONNECTIONS PER AN CONNECTIONS PER PANEL CONNEC➢ONS PER HM PANEL 21 m - _ AND. PANEL 21 FN1EL PANEL 21 nP.m - PANEL PANEL 24 - \/A/ PANEL PANEL 24 - _ PANEL PANEL 21 PANEL PANEL 21 PANEL PANEL 30 o � 0� Q DR / \ C' OPENING 17'7Y" 3'/. 8'fi' EAST PANEL ELEVATIONS 29'-5h" 4'-6° 24'-I,x" RIGID FRAME 14" n 1�8 - 1'-0 '/a"JOINT w �I J VERIFY DISC.. FROM JOINT 1/2" �m r PRIOR TO SETTING INSERTS 65°'II MEADOW/ BURKE BOLTS 35'-9" 29'-9" 32'-9" 32'-9" (2) EA. SIDE OF w VERTICAL CENTER LINE OF _ _ RIGID FRAME R 5/16"x 6"z 1'-2" ° y w q �h PANEL CONNECTION METAL SIDING TYP.RIGID STL FRAME SEE PANEL ELEVATIONS - - FRICTION PLATE W/ W ovER BEYOND-SEE INTL BLD'G DRWG's FOR LOCATIONS WELDED SHIM PLATE aQC WALL GIRTS w 12'-54° 21' 8'-11° 12' 16'-8° 21' 11'S" 21' y EL 12 PANEL 13 PANEL 14 PANEL 15 PANE 16 PANEL 17 PANEL 18ELEVATION 0 � 07 CKNESS 925°CONCRETE 7 1/4°P EL THICKNESS 9.25°CONCRETE 7 1/4 PANEL HII NNESS 9.25'CONCRETE 1 I/4 PANEL THICKNESS 9.25°CONCRETE 7 1/4 PANEL THICKNESS°O.C. SPANDRAL-PANEL SPANDRAL-PANEL SPANDRAL-PANEL SPANDRAL-PANEL 1 4sPA 8"z 4"z 5/i6 z 1'-6" LG CID FAM ERT..FA FACE TIP. 05'S AT 16"O.C, SPANDRAL SPANDRAL psS AT 16'O.C. _ 6' r r ,2' 2' 2' 2' VERT,, TYP.. 2'.2 . 2' r 2' D� ,2' 2'.2' ,z' BED VERL lr. z r rye' 3/4" BACKING PLATE W/ (2) #4 S z 2'-6" LG — — ` _ e I_ — -- SHIM PLATE �2� �9 (�w0 PLATES) AT ,2�O.C. - z PANEL 17 PANEL 11 _ 2''-+--`�"`" O .i EE - SEE - - 1 1 NOTE- CONNECTION TO BE MADE PRIOR TO SETTING I RIGID STEEL FRAMES c� --' v // - - v p4'sAT12'aD. / 6 3 8°TIP STL PLATE W z p4's I _ yyP nP/ . P. P. }P. _ I �� / / r-M \ / 1•_1 4's AT 12'O.C.oc \ / \ HORZ.TYP. / SLOTTED 1"0 HOLES FOR = _ Ar 12°O.C. \ / - NORQ.ttP. _ TYP \ / ttP m \ / - f E Z (n m HOMZ.PP. \ / r-�" m ps's AT a°O.C. \ / ps's AT 6°o.c. \ / ps's AT 6°O.C. ADD SHIM PLATE MATCHING � MEADOW/ BURKE BOLTS PANEL CONNECTION TYPE B m VERT.FA FACE TYP.�kpENIN,/ VERT.FA FACE TYP.\PENING/ �i VLRT.G FACE IYP. � gM CEDING'/ - o - X TYP. - /X' FLANGE FRCTIONKPLATE WELDED B p TYP. TOP OF PANEL TO PANEL // \\ p4's AT 12'O.C. \ n/./ TYP. _1 / \ --' / \ 2' 2" Z / \ 5 S AT 4 a ±ORIZAi�"O.C./ \\ �ORII N,O.C.// \\ p ENI NDNZ.>ry. I GAT12°°.` FRICTION PLATE / \ VERT.FA E IiP. / \ / \ OPo2.ttP. cc / v� 3 4" BACKING PLATE z OPENING v / / _ - / v / / (OR TWO PLATES) - — — — — —_— — , - - — — — - �'1 6 5/8" - VERIFY PRIOR TO SETT'G GRID TYP. CONC. /3„ _t7l L -- -- E - BURKE No 036 INSERT TILT-UP PANEL tT__ __ _________ — — — — — — — — — — — — — — — — — - r - _ E E' EMBEDDED IN PANEL ----- w z 6'-2° 3'-4" 4' 19' 7'-9' 10' 12' 6'-9" 19, 13'6' 19, 7'�3" 35'-9" 29'-9" 32'-9" 32'-9" W 4"z 4"z 5/i 6 z 1'-0" NORTH PANEL ELEVATIONS W/(3,,/2"0x2'-6" 7/8"0 HIGH TENSILE FACE OF RIGID FRAME AT 3"O.C. c~iO 1/8" l'-O" STRENGTH BOLT AT INSERT FRICTION P ATE W/ 1/4" TYP. L (4) EACH PANEL CONNECTION WELDED SHIM PLATE w LOCATION 7% �2"a 2"x 5/i6 A 0,4 Q WF RIGID STEEL FRAME Vt BY MULL BLD'G MFG. R 3/8"a 6 x 1'-0" W/(3) 1/2"0 z 4 Q x NELSON STUDS nPANEL CONNECTION TYPE 'A' nPANEL CONNECTION TYPE 'C' END OF PANEL TYPORMED DAR ANCHOR h JT �PORMED BAR ANCHOR 3/4'= TO RIGID FRAME FRICTION CONN 3/4'= TO OVER LAP'G PANEL z.4x4z3/8 z 8"LG W/ .x3 8 x 0'-8"LG CENTER LINE OF =____-- ------3 "4 3 AT EA�ANEL LOWER CORNER PANEL CONNECTION - t Q 1/2"z6 x6" SEE PANEL ELEVATIONS `_—--_ _--—' E 1/2"x4 zl'-O"LG FOR LOCATIONS Z_ 8% 4"z 5/16 z l'-O" LG —=� L 1/2"z 8 z 12° /2"x 8 x 1'-4"LG ,12 W/(3) # 4'S x 2'-6' LG 12" /4° EXTERIOR PANEL FACE EXTERIOR PANEL FACE YP.LIES PER VERT RINF TO MAINTAIN 1 3/4"CUR AT EXTERIOR 8 (4) 1/2"x 6"WHS (4)5/8"x 6"WHS TYP.3/4'CHAMFER JOINTS PANEL DIAGRAMS PANEL FACE TO MAINTAIN i OUR AT REVEALS TYP. ARCHITECTURAL REVEAL HORIZONTAL REINFORCING ARCHITECTURAL REVEAL / ALL TIES TO MAINTAIN 1 OUR ° ELEVATION 1/4" YP. CONC. AT EACH PANEL CORNER SEE SECTIONS AND ELEV PER PANEL DIAGRAMS SEE SECTIONS AND ELEV. LOCATE TIES AWAY FROM y" TILT-UP PANEL / / / / ;P 5 16"x 15% 0'-10" lld �4s4x3 8 x 8"LG W x 4hhJ 8 x 0'-8 LG W / REVEALS As REG. (2) NELSON 1/2s24"D2L (2) NELSON 1/2z24"D2L EQ. LAP AT EMBED PIES - r 9.25"CONC. SPANDREL PANEL ° 4° 1/4' DEFORMED BAR ANCHOR 1/4" DEFORMED BAR ANCHOR 2" 3 1 2" 0' 11 ° ° OR EQ. OR EQ. x z - ° o !' Q 1 2"z6 x6" NON-BRINK GROUT PAD E 1 2"z4 z0'-8' ,;;j, NON-SRINK GROUT PAD ER / / 1 / „° / ERG SHIM BTWN EMBED Ti" > Z_4"x 4%5/16x l'-0' / / /4" PLATES. 1/4"FILLET WELD (2)BAR AT PANEL EDGE IYP. CLR YP. PANEL THICKNESS DBL MAT OF CUR w w o W/ (3) 1/2"0 x 2'-6' TO SPANDREL PLATE PANEL THICKNESS VERTICAL REINFORCING PER w AT 3"O.C. 1 4° U /O / 4' _-H VERTICAL REINFORCING PER N ERIOR PANEL FACE PANEL DAGRAMS ° 4" p C 5/16'z 4"x 0'-8' E 1/2"X 8 x 12" IC 1/2"X 8 z 1'-4' --- 8'x 4"x 5/16 x 1'-0' LG INTERIOR PANEL FACE PANEL DIAGRAMS a 1 4 w 4 1 2"x 6' WHS W/(4)5/8"x 6"WHS W/ (3) #4�S x 2'-6" IEG o P�ArN�E CONNECTION TYPE 'D' nPANE CONNECTION TYPE 'E' nPANEL CONNECTION TYPE 'F' nPANEL CONNECTION TYPE 'G' nnP. SINGLE MAT PLACEMENT nTYP. DOUBLE MAT PLACEMENT LL 3 4 -'' TO PANEL C 3 4 -1' CORNER PANEL I 3 4 =1' JOINT TO FTG 3 4 =' AT SPANDREL BRG �'_ SIN AT 5 1/2•PANELS t DEC 22, 2017ED OF tL 0 a 4 4 4 4 4 4 4 4 10 26' 25' 25' 25' 25' 25' 25' 25' 5� rLLLiE o TYP.RIGID STL FRAME C \METAL SIDING OVER �--BEYOND-SEE MTL BLDG DRWG'S o s GL WALL GIRTS GL 18' GL GL SEE WEST PANEL --4 25'-3Di° 4-11R 24'-1 M' PANEL 23 - ELEVATIONS(SOUTH) 2' PANEL 19 2' PANEL 20 SPANDRIL PANEL 21 SPANDRIL PANEL 22 9.25"CONCRETE SPANDRAL PANEL 24 PANEL 25 PANEL 26 7 1 4"PANEL THICKNESS 7 1 4°PANEL THICKNESS _ BEAM 7 1 4'PANEL THICKNESS BEAM 1 4°PANEL THICKNESS SPANDRIL-PANEL BEAN 7 14°PANEL THICKNESS �_ _ 7 1 4°PANEL THICKNESS 7 1 4°PANEL THICKNESS s— — I — $— $— — - — — — — CHAMFER 2' 7' T 7' 2' 2' 7 T 7' 2' REINFORCING AND T T 2' -- 14'S AT 12°O.C. PANEL CONNECTIONS PER ��� 14'S AT 12'D.C. _ ��.ttP. CH4IEER i i PANEL PANEL 32 1� VEM.1W. i CHAMFER L� o �5'S AT 16°O.C. 6 14'S 14'S AT 12"O.C. TIE VERL 11P. TIP. . 1j 1 1 AT C"O.C. PP.m �. Q o FA FACE FORD.TIP. REINFORCING PND m _ ra'S AT 12°I.C. 1'- / HORQ TYP. REINFORCING AND PANEL CONNECTIONS PEfl HOflf1.TIP. /JJ PANEL CONNECTIONS PER 3 PANEL PANEL 21 _ \ //FAH FACE - RENFORCING AND PANEL PANEL 21 1 1 1nP.4 0 BAD 1 4'-0°ox 1w, _ _� PANEL CONNECTONS PER - 0 PANEL w IYP.13➢ES �p{Vyl flXEN�AT \ 1sS AT 1s°O.C. / `g;y�p,p43 TIESX� VERT.-E4 FA,CE / "''E�� Ar 1s°o.c. p5's AT 1s°D.C. C' VERT.-FA FACE �•P. / SQL\ / VERT.-EA FACE ny m —�'1— 1 — — -�TT—T — — — — — — — — — — — — — — - - - - - - - - - E - - E - - E — - - - - - - - - - - - - - L- - — - - - — — — — — — — — — — — — — — — — — — — — — o " 4' tl_4° 17'-8° 29'-5h' 16' 29'5Y" WEST PANEL ELEVATION (NORTH) w 1/8" = 1'-0" o 25 zs zs' 26' VERTICAL CENTER LINE OF w PANEL CONNECTION - ~ " SEE PANEL ELEVATIONS q FOR LOCATIONS „ 2" ti T.O.TILT-UP CONC. PANEL MEADOW/ BURKE BOLTS o _ ---- (2) EA. SIDE OF SPANDREL BM �W TYP.RIGID STL FRAME VERIFY LOCATIONS OF PANEL BEYOND-SEE MTL BLDG DRWG'S ____ WE SPANDREL BEAM EMBED LOCATIONS BT SEE WEST PANEL CL GL BTWN RIGID FRAMES ELEVATIONS(SOUTH) 4'-1»r 24•-118° 24'-11k° s'-r,° a SEE MTL BLDG SHOP FRICTION PLATE W/ SPANDRIL PANEL 27 PANEL zH PANEL z9 sPANDRAI PaNa 3o N" r° DRAWINGS FOR WELDED SHIM PLATE z0 BEAU 7 1 PANEL THICKNESS - 7 1 4°PANEL THICKNESS 7 1 4°PANEL THICKNESS - BEAM -7 1 4°PANEL THICKNESS 2_4 LOCATIONS EACH SIDE OF FLANGE — — $ — - $ — $ — $—— $— $— —0 $ E E $E- VERIFY FLANGE WIDTH PRIOR TO SETTING EMBEDS SEE DETAILS Z 93 -- _ ; 1 ELEVATION Z N CARER _ i CHAMFER _� Q IYP. IYP:.a TIP. _ - �5'SNAr�6°O.C. 1 D" Z EENFLI AND REINFORCING AND 3/4" BACKING PLATE BTWN f&INFOflCING AND CONNECDONS PEA PANEL CONNECRONS PER [ - FLANGE AND CQNC. TILT PANELPANEL CONNECDONS PEfl PANEL �\ PANEL PANEL 21 _ PANEL 21 PANEL 21 _ TVp. _ _ - -, (TWO PLATES) z 14's AT 12°B.C. - VERIFY THICKNESS AT EACH BACKING PLATE LOCATION Q T — — — — — — — m PLATE THICKNESS TO MATCH w -- -41 Eo - Eo - EO SPANDREL BEAM FLANGE z NOTE - FLANGE THICKNESS VARIES w WEST PANEL ELEVATION (SOUTH) AND MOST BE VERIFIED WITH ,SHIM PLATE TO BE WELDEDElf MTL BLDG. MFG. SHOP DRAWINGS TO FRICTION PLATE N �� PRIOR TO FABRICATION VERIFY THICKNESS AT EACH 1/8" = 1'-0° SHIM PLATE LOCATION z 00 ADD SHIM PLATE MATCHING Y, X 65'-6' FLANGE THICKNESS WELDED = Q 22'-10' 1 20'-B' L 22' TO FRICTION PLATEco PwNEufi VERIFY FLANGE THICKNESS - ° 9.25'CONCRETE 3/8"STL PLATE W/ SPANDRIL-PANEL AT EACH SPANDREL BEAM 9�' 1'4 HOLES SLOTTED (2") FOR MEADOW/BURKE MEOVEDAL SIDING FRICTION PLATE BOLTS TYP.RIGID STL FRAME WAIL DINTS BEYOND-SEE MTL BLDG DRWG'S VERIFY FLANGE THICKNESS PRIOR �❑cL cL cL cL cL cL TO FAB OF SHIM PLATES (TO �❑ �❑ PANEL 328 9.25°CONCRE E �❑ �❑ �❑ MATCH THICKNESS OF FLANGE) TYP. GONG. 23'-1 Hf" SPANDRIL-PANEL Q BPANBB� PANEL 31 �5'S Ai 16°O.G p• 2• PANEL 33 TILT-UP PANEL vER Tm. _ WE SPANDREL BEAM _ BETWEEN RIGID STEEL FRAME11-0 - E. 1_I E. 1 E._- 1 � D_ _ BY MTL BLDG MFG. BURKE No 036 INSERT N s AT 16"D.C. - ' TIP 14'S AT 12'B.C. o EMBEDDED IN PANEL " - 7/8"0 HIGH TENSILE 14'S AT 12'O.C. % -- > > > > Tyl. HOR¢.N. / 9a's Ar 12°oc. m, STRENGTH BOLT AT INSERT ` / FORD.TIP. FRICTION PLATE W/ O / 4 EACH PANEL CONNECTION TVA. 1 1 ` OPENING// 6pss WELDED SHIM PLATE LOCATION �j / FA Fa E y5M 4'-°°owc o AT TOP AND BO TOM '_1 14's AT 12°ae. ENI OF FLANGE HORI TIP / A-3 AEs BACKING PLATE - X 15'GAT,S°D.G SECTION AT PANEL AND BM (OR Two PLATES) o _ / _ FRr.-FIE., VERIFY THICKNESS REQUIRED � _ a 7'-10" -- 0 15' I 24'-6' T nPANEL CONNECTION TYPE 'H' ISIS I I 3/4'=1' SOUTH PANES ELEVATIONS TO RIGID FRAME FRICTION CONN 1/8" = 1'-O" DEC 22, 2017OF 0 a �5 co ^4� �Of W�Sy/^' C) ht� C Y ADDITIONAL #5 AT CORNER PANEL AT WEST A FIELD VERIFY ANGLE AND LENGTH �34 383 BLO'G FACE 24"� S�ONAL BEYOND 'm 24" PANEL ON WEST BLO'G FACE TYP. PANEL EMBED TYPE 'E' FEB- 0 4 1019 PANEI fND I PL 6x fix 1/2" A36 1'-2" , WELD PLATE COL. PLATE OVERHANG II I I j 1 4 3 SIDES - —#- � PANEL EMBED SEE DETAILS RIGID STL FRAME � � RENSED 'E'/S5 [REV PC11 I f� TYP. PANEL FM9FD (2) 5/S"0 x 16" I I BEYOND P" D6L A706 STUD I (2) D6L A706 W/ MIN. 8" BEYOND TYPE E II I WELD PLATE OVER EMBEDS III 1j PL 6x 6x 1 2" A36 0 I EPDXY SEErT SLAB W/ � PL 3/8"x 14x 12 WELD PLATE W/5/8"x 16" D6L A706 WELD I II FIN. FLOOR _ _, CONCRETE INFlLL AT REMAIN'G I -� _1 FIN. FL STUD - EPDXY EMBED INTO WE PLAN FIN. SLAB END OF PANEL (f'c =4,000 PSI) ';;`�' - — EXIST SLAB MIN. 8" W/ ,,•�d o I• i '<>� EPDXY SET-XP e.•. i I v FT'G EMBED v I' o i.'1,._'�' PLINTH PLATE I I, % - ,� EXISTING o a, TOP OF FT'G 5.'�;.•° I ,� �• �.� _ "' _ Y'_ TOP OF FOOTING o - - - - -- — 1I F� h _ �� I ". 1 I= EXISTVG RIGID ;� COLUMN FOOT'G I I I!�I FACE OF ! ;� FRAME BOLTS I I I J �12 FT'G TO TYP. A FOOT'G EMBED a" MIN. (3) 5/8"0 HEAVY HEX BOLT, F1554 GR 36 - EPDXY EMBED NOTE - ALL OTHER PANEL REINFORCEMENT INTO FT'G MIN. 8" WITH EPDXY PER PANEL DIAGRAMS. SET-XP, SPACE AT 6' O.C. MIN. 4" EDGE DIST. EAST ELEV NORTH ELEV SECTION A-A PLINTH REPAR AT CRO B - 2 COL FT ' G 3/4 1 '-0" �HFET TITLE PLINTH REPAIR FND PORT GARDNER ARCHTECTS caTF �+[D A N 7 A W L N C REV • 019 JAN 24 F F,` Z 6221 180th Street NE, Arlington Washington 4V �,KlllA...VLNl - L1,11LL , �I11Aio982011 - a 386 - 566 1612 FE, of 5 r�' cov C � . ,4 z ,p4 83 ADDITIONAL #5 AT CORNER PANEL AT WEST A FIELD VERIFY ANGLE AND LENGTH BLD'G FACE 24 " " PANEL ON WEST BLOC FACE BEYOND 3O 24 TYP. PANEL EMBED TYPE 'E' FEB 0 4 2019 PANEL END PL 6x 6x 112' A36 , CLR iI WELD PLATE COL. PLATE OVERHANG I + II j 1 4 3 SIDES RIGID STL FRAME I II PANEL EMBED SEE DETAILS I (2) 5/8"0 x 16" I II I BEYOND REVISED 'E'/S5 [REV PC1] TYP. PANEL EMBED I II I (2) D6L A706 W/ MIN. B" BEYOND I TYPE II 'E' D6L A706 STUD" EMBED INTO SLAB W/WELD PLATE OVER EMBEDS I PL 6x 6x 1/2" A36 PL 3/8 x 14 12 II EPDXY SET—XP 11 I I i c ' WELD PLATE W/5/8"x 16" D6L A706 WELD II FIN. FLOOR _� CONCRETE INFlLL AT RD AIN'G I IY � FIN. FL STUD — EPDXY EMBED INTO WELD PLATE FIN. SLAB _ 1. _ _ EXIST SLAB MIN, 8" W/ ! 'I END OF PANEL (f c =4,000 PSI) Qo EPDXY SET—XP i III o° I FT'G EMBED �a I I ° I to. Ea. — PLINTH PLATE . ..Q:•� BEYOND TOP OF FT'G ;.. *.•::;:� �'_a I - — - TOP OF FOOTING 11 2 EXIST'G RIGID COLUMN FOOT'G �_�— �' I I ��� I T0TYP. FT'G 0`—�I �; I I � FRAME BOLTS , EMBED A T" I,ilh! (3) 5/8"0 HEAVY HEX BOLT, F1554 GR 36 — EPDXY EMBED NOTE — ALL OTHER PANEL REINFORCEMENT INTO FT'C MIN. 8" WITH EPDXY PER PANEL DIAGRAMS. SE—XP, SPACE AT 6" O.C. MIN. 4" EDGE 1ST. WEST ELEV SOUTH ELEV SECTION A—A PLINTH REPAIR AT GRU D - 14 ( COL FTaG ) 3/4„ v 11 o„ HLL1 TITLE PLINTH REPAIR FND PORT GARDNER ARCHTECTS ')ATE REV [DAN7 AWL NC * 2019 JAN 24 FFv rig 1 1 % } i r, ='R 1.E_l iV-1 I Eb' 6221 1 Seth Street NE, Arlington Washington I � �l°-1��;Ic�i?E 4��F'�ilEa Eli,yE1�;�1 4;� � 1����I o (42�; � ��� � �.��� 1612 FE,, 0I- by coOf vr1v y e ADDITIONAL #5 AT CORNER FIELD VERIFY ANGLE AND LENGTH 343 2 J 24" 54' A PANEL AT WEST s��NAL>~►x' BLD G FACE TYP. PANEL EMBED TYPE 'E' BEYOND PANEL ON WEST BIG FACE � FEB 04 2019 PL 6x 6x 1/2' A36 I �I > TYP. PANEL EMBED WELD PLATE �1 � PAN IL END 1� II i " COL PLATE OVERHANG Y" TYPE V ,� 5' 5" 5';" 3 SIDES 1 4 �— 3 CLR (3) 5/8°0 x 16° TYP. PANEL EMBED � II i RANELDEi�BESSSE DETAI'S I II I RIGID STL FRAME (2) D6L A706 W/ MIN. 8 I p I TYPE E III E'/ [REV PC 1 BEYOND EMBED INTO SLAB W/ '� 06L A706 STUD BEYOND EPDXY SET-XP " WEIp PLATER A36 WELD PLATE OVER EMBEDS I II PL 3/8 x 2Q x 12 AN. SLAB I_ q I ' WELD PLATEW/5/8"x 16" 06L A706 WELD STUD - EPDXY EMBED INTO FIN. FL _: 1 _ CONCRETE INALL AT END OF _ _ FIN. FLOOR .;• EXIST SLAB MIN. 8" W/ PANEL (f'e = 4,000 PSI) EPDXY SET—XP I I: ` ; PLINTH PLATE `Y o ''fa I I I I v FC'G EMBED °• - — BEYOND ' TOP OF FOOTING _ �.,I•,.. TOP OF FTG �1 - - :z4 FACE OF �� t� COLUMN FOOT'G _ FT G 1 2 I I AT TYP. L FRAME BOLTS FOOrG (3) 5/8"0 HEAVY HEX BOLT, 4 MIN, EMBED A F1554 GR 36 — EPDXY EMBED INTO FT'G MIN. B" WITH EPDXY NOTE — ALL OTHER PANEL REINFORCEMENT SET—XP, SPACE AT 10" Q.C. PER PANEL DIAGRAMS. MIN. 4" EDGE DIST. SECTION A-A NORTH ELEV NEST ELEV PLINTH REPAIR AT GRID D - 2 ( COL FT' G ) 3/4" = 1 '-0" SHEET TITLE PLINTH REPAIR FN D PORT DATF REV. E) AN7 AWL REV 3 INC . 2019 JAN 24 iu. 6221 180th Street NE, Arlington Washington 1,512 NETMORE AU'UEa E''E:t 11, MINA a98101 o (4h) - 688 c h588 PROJECT NC RFV. 3 1612 REV °F 11 12 13 14 �� _ 25' --._. _---- I ----- 2' - - I .. 28 ------- ALIGN JOINT EDGE OF V) ELEVATOR PIT L/1 HIV II d ° II i II i� 3,_47 0,_1, Ck= a VERIFY ^I VERIFY _ it of I it--- I I I i jI ii Ii Ii I I� j 232.1 SF i • Z II II II li I jl � II �r----- - --� �b -- --- --- ---- ' V' Ij �I II It I Z I I II If I I I I II II II Ii I�i N --- --- - - L- --- - --- J� z Q (Si) O r/ _I I I , I II II m I II I ---- -- - _ --- --- -- ------- B.1 I it-- ----- _ _ Q I I II II i +I II I I 'I I I II II li L I SJ II i I I I I 11 I II a If i� W_ fy Z { ii ii ii F- I Lli CONSTRUCTION JOINT WITH ---- JL — --7 ----- --- --- -------------------- L- --- -- 1 r---- ---- ---- - ----- -----1(- �, 1 40'15 DOWELS INTO SLAB AT 18'O.C. MIN. : `DEEP EMBED INTO SLAB I ! W/SET XP EPDXY I (�) !I (Si) (SJ) (si) i(Sj) 11 I t 00 it SAW JOINT V\ .- II I i66 SF II G N �o wA,r co04 I ' T-1 JAN 3 0 2019 F- U ------ �AL0WtTH O CTR OF Dt>;^R 00 - --- -- - o CENTER ---- �� ' {Sj) I OFFICE SLAB SA�� CONST JOINTS NORTHAL N I J / CEMER ON COL I I i � � wi / i j — I I I I ELEvnto .._ _ L I I PIT Z � O LLJ L-------- ---- ---- -=- ----- ----- - -- -- - m - - - - - - - - - - - - - - --- C o c N }': N I I� CONSTRUCTION JOINT WITH 1 Q 40'15 DOWELS INTO SLAB AT 18 O.C. I' MIN. C DEEP EMBED 190 SLAB ! REV FOR SAW JT r : R2 W/SET-XP EPDXY I 1 LAYOUT WITH HSS COL Q 1v, 2019 JAN 21 OF SAFEbuilt , 1621 1141h Avenue SE,Suite 219 • Bellevue,WA 98004 • www.SAFEbuilt.com SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional in responsible charge acting as the owner's agent shall employ one or more WABO Certified Special Inspectors to provide inspections during construction. Applicant's J Name 'a -Y L� Rt'``�tx Phone fir ^ E-Mail v►�horAW'01,-t- 0—;2— Primary T�c�u�i ��.61�1/•,//�/�t f Contact Phone E-Mail l t Project 4�}- YJZA-ce" , Tax ID Name Number � 61� Project � fTL. �-�� kl/ PA-i�" Site Description G ct .GiA -e, Address Before a permit can be issued:The owner,Architect or Engineer of Record acting as the owner's agent, shall complete (2)copies of this agreement, including the required acknowledgements, and attach structural tests and inspection schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of Special Inspectors:Special Inspectors shall be approved by the Building Official prior to performing duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE: 1. DUTIES AND RESPONSIBILITES OF SPECIAL INSPECTOR a. Observe Work:The Special Inspector shall observe the work for conformance with SAFEbuilt approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC,the Architect/Engineer-reviewed shop drawings and/or placing drawings may be used only as an aid to inspection. b. Report Non-Conforming Items:The Special Inspector shall bring non-conforming items to the attention of the contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work,the Special Inspector shall immediately notify SAFEbuilt by telephone 425-888-7643 or in person, and notify the project Architect or Engineer. c. Furnish Doily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections TO REMAIN AT THE JOB SITE WITH THE CONTRACTOR for review by the Building Official. d. Furnish Weekly Reports:The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to SAFEbuilt, project Architect/Engineer, and others designated. These reports must include the following: • Description of daily inspections and test made,with applicable locations. • Listing of all non-conforming items. • Report on how non-conforming items were resolved or unresolved, as applicable. • Itemize all changes authorized by the Architect/Engineer of Record and Building Official if not included in non-conformance items. e. Furnish Final Report:The Special Inspector of inspection agency shall submit a final signed report to SAFEbuilt stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/her knowledge, in conformance with the approved design drawings, specifications,approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when continuous was required, etc.)shall be specifically itemized in this report. 2. CONTRACTOR RESPONSIBILITIES a. Notify the Special Inspector The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the SAFEbuilt approved plan as specified by the Architect and/or Engineer of Record. b. Provide Access to Approved Plans The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c. Retain Special Inspection Records:The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by SAFEbuilt upon request. 3. BUILDING OFFICIAL RESPONSIBLITIES a. Approve Special Inspector:SAFEbuilt shall approve all Special Inspectors and inspection requirements. b. Monitor Special Inspection:Work requiring special inspection and the performance of special inspectors shall be monitored by the Building Official. His/her approval must be obtained prior to placement of concrete or similar activities in addition to that of the special inspector. c. Issue Certificate of Occupancy:The Building Official may issue a Certificate of Occupancy after all special inspection reports and the final report have been submitted and accepted. 4. OWNER RESPONSIBILITIES a. Funding:The project owner,Architect or Engineer of Record acting as the owner's agent shall fund the special inspection services. 5. ARCHITECT OR ENGINEER OF RECORD RESPONSIBLITIES a. Drawings:The Architect or Engineer of Record shall include special inspection requirements on the design drawings and specifications. b. Schedule inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction and testing of backfill and/or road beds as recommended by the geo-tech engineer and structural welding as work progresses. SPECIAL INSPECTION AND STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 INTERNATIONAL BUILDING CODE Indicate items requiring special inspection, structural testing or structural observations by checking the appropriate box: STRUCTURAL STEEL(IBC 1705.2.1& IBC 1705.12.1) C STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL(IBC 1705.2.2) /CONCRETE CONSTRUCTION (IBC 1705.3) Ll MASONRY CONSTRUCTION (IBC 1705.4) WOOD CONSTRUCTION (IBC 1705.5, IBC 1705.11.1 & IBC 1705.12.2) SOILS CONSTRUCTION (IBC 1705.6) uRIVEN DEEP FOUNDATIONS(IBC 1705.7) XCAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) HELICAL PILE FOUNDATIONS (IBC 1705.9) C SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) MASTIC& INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) El EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) C FIRE-RESISTANT PENETRATIONS AND JOINTS(IBC 1705.17) Only required far high-rise buildings or those assigned to Risk Category I//or IV per IBC Table 1604.5. SMOKE CONTROL(IBC 1705.18) ARCHITECTURAL COMPONENTS(IBC 1705.12.5) PLUMBING, MECHANICAL& ELECTRIAL COMPONENTS(IBC 1705.12.6) Only required for buildings located within Seismic Design Category D, E or F. 1,1 SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) SPECIAL CASES (IBC 1705.1.1) Material alternatives or unusual design applications. MISCELLANEOUS AREAS— These inspections may be recommended by the Architect/Engineer or Record and are to be approved by SAFEbuilt. I ACKNOWLEDGEMENTS I have read and agree to comply with the Terms and Conditions of this Agreement. Owner Print Name ZrY/4-5 i Owner Signature f Date Contractor Print Name 6'Ari Contractor Signature - Date Submit written Statement of Responsibility in accordance with IBC Section 1704.4. Special Inspector Print Name Special Inspector Signature Date Submit WABO Certification for special inspection agency and inspectors, (or) _ Submit special inspection agency documentation for Building Official approval. Name of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector Name rrvt t4 6m-,—te-F-1r-' Scope of Work Inspector Name I Scope of Work Inspector Name Scope of Work Inspector Name Scope of Work Architect/Engineer of Record Print Name '` Architect/Engineer of Record Signature Date 1v Structural Observer Print Name Structural Observer Signature Date D Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. 0 Structural Observations required in accordance with IBC Section 1704.5. Accepted on Behalf of the Building Department. SAFEbuilt Print Name SAFEbuilt Signature Date Structural Design Asso dates 4 0 1'n -ineering Strraclitt-es to Last ST)_4-`816 i Jan. 29, 2019 Dantrawl Inc. 62XX 180" St. NE, Arlington, WA Subject: Three Way Steel Beam Conn. SDA Ref #8163 To whom this may concern: Two locations in the office have been identified where three steel beams intersect over a post. Detail 2/S4, issued April 29, 2018 shows a beam to beam connection for two beams only. Sketch "SC-l" is attached to this letter to provide structural guidance on adequately connecting the three beams over the post. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, c Jasper Baarbe, E.I.T. Chris Covington, P.E. CO Vl� S� OF WAS Oyti O ,per4383 S1ER laN� JM 3.0 2M 3006 Rucker _Ave. liverca, WA 9820t Ph: 423-339-0293 Pax: 423-2152-0916 N, ww sdaeverett.conn SG- I SMALL BE READ IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS AND NOTES REVIEWED AND APPROVED BY STRUCTURAL DESIGN ASSOCIATES AND THE BUILDING OFFICIAL. � N �L Cf N8� 6 lf1 4-3 S6 a U ai 0 N to in < j 0 F DAI m �Q CD r7 ni n N R 5HEAR TAB: "' � o PLQ 12 6" W I Gx40 W I Q40 OR 6EAM u W 14x38 BEAM CONN. PER CENTER ON SPLICE 2/S4 DATED PLATE APRIL 29, 2018 —+-\"-SPLICE PLATE: III PLAN PLG-2' c 12x-L" �i z z W I Gx40 OR s II O 2 MAX. W 14x38 BEAM z z L) N ¢ 4 _ - SHEAR TAB: N THREE PLGx 12x16" SIDES W 16x40 4 n '6 7 (TYP.) REAM RIGHT VIEW Drawn By:J113 Checked I Sy:U:C Datc:Q I-79-1 9 E:Dn.)OH NO. 81 G3 STRUCTURAL DfTAI L5 SC-I -POAJ.J L o I/Z°t/M SO/ a1 £s /4 3 3 wA4 13 conjN. ep Posr t,JIt,)eLl (2) l,Jl6X40 W16x'tb tilt'aLto L,oAoTj,/— = TR = 9x ($ +11 ) = 171 + N W W a« LL= )ZSFLFx 171 ` 21.4 K 0.0 "1 OL = ISPSFx 171 2.S4K wow = 23,-1 K i IarSIC 23.�K it tic o� T-A = IV-(II +1)=1204 LL = 12S PSG �20' {S,O k QL - 15 12o` 1,10K I&A K IE— 4Y2 I U i caac Lj- PSf`x 132 - IL,sK OL i IS PSF x 13Z = Ir9�sK IZ $ 1 C SOK e W L- ,O L.VJ L (L = 18,s 23.`I ` L-r 2.4 K woo IZ - 0.0 w. 70 ks; -- (31,6"/.!i) •� l2 = 66.8K 91-ems 33.4K P,- O.fm x 70 ks; ( ?/�c"✓�� k = 33.'+k, 12/SL= 16.71� Tt�TA�L = sa. IK > 42,'t K PLAXE F,, = (s/IL)(IZ)Z/ti = 11.3:KS /''! =3G� 11a3 - 33, gle-44, Ml-a = t6.gsr -,u, M 23•01K x (3Y4) 33•ClIt ✓ov WlJ , L(o k(;` -L;;,o = Q,3os" , L/[�b i®Nt ✓/-2'0.6x 0,3oSK 10 x34Al 93.9k 23MK ✓oiC = C ", ICI 23 0. 11.'ISK -V V. W"' G.(., 70 k %y/JZ�k`1 3� V3 �s- 7 D,,(W j-z) 12Iz = 4,sK O/C _ c:>))2-111 WA-4 ?516 3 WT WA%t co(v"j c Pt 4-12A c/u," cffmTeR- ON FLA-Tt Sft-ce-A- P44W- Ct<- Structur,11-I1 Dc"'i'(2-ti Associates e` f'rigiiieerhigStnlclurc.> to L tw SDA 8163 Jan. 29, 2019 Dantrawl Inc. 62XX 1801"St. NE Subject: Typical Footing with HSS Column at 2", Floor Office Column SDA Ref. #8163 To«-hoin this may concern: The contractor did not install cast-in place anchor bolts for various steel posts located in the office. Port Gardner Architects has proposed a retrofit epoxy solution. Upon review of the proposed modifications this office has approved the modifications provided on the attached sketch titled"TYP. FVG W/HSS COL. AT 2°'FL OFFICE COL" issued Jan. 17,2019. Please contact this office if you have any questions concerning this letter,or for any other assistance. Sincerely, Jasper Baarbe.E.I.T. Chris Covington,P.E. CO C V1 34383 SID S��NAL. JM 3 0 209 3006 Rucker _Ave. 11:verett, AV A 08201 Ph: A25-33z)-O2Q3 tar: -i2,5-2,_)2-O9t0 v,ww.sdaeverett.com GRID INFLL SUB AT COL BASE CONT. CAULK AT JOINT. H55 COL TYP. coT . Tm I � •: 1 I .o 0 l _J COL BASE PLATE �' CONC. SLAB BELOW INALL ,ANTS - SEE PLAN RM VIEW AT M. SLAB (�10 HISS 5x5x1/4' � 1/4' e 3/4 x 11 x T-11aAR ' � a o RATE I (4) 3/460 x 12'A307 THREADED ROD 1 NON—SHRINK GROUT (f'c = 3,000 PSI MIN.) HSS 5 x 5 x 1/4' TYP. 9A tSCHEOULE .p V.Q9FIL ERAREPORT �� UNDISTURBED PSUB GRADE EPDXY ROD INTO FOOTING M1TH SIMPSON EPDXY SET—RP. EMBED MIN. 6 INTO FOOTING. TYP. FT'G W1 HSS COL. AT 2nd FL OFFICE COL.- 1/2 x = l'-°" HSS COL — EPDXY BOLT REV PER SHEET 5/S4 DATED APR 29 2018 Pill EGA PART CARDER qoHFEM 2nd FLOOR COLUMN EPDXY BOLTS 1 DATE: D A N T R A W L_ 2019 A 11 '12 Tf►11JRE Of w, 0 (0,1 m 6221 180th Street NE COMPANY CERTIFICATIONS/ACCREDITATIONS GeoTest is Certified, Registered or Accredited by the following: State of Washington-Certified: Certified Engineering Corporation — Practicing geotechnical engineering as well as engineering geology, construction inspection and materials testing Certified -Small Business Enterprise (SBE)-S000025122 ACCREDITED WABO(Washington Association of Building Officials) Registered: Since 1994 Registered as a Special Inspection Agency in the following categories: MkIt JIF6 81 • Reinforced Concrete • Prestressed Concrete • Shotcrete • Structural Masonry MAP• Structural Steel &Welding • Spray Applied Fire Resistive Materials ✓MS,�TG AMRL • Lateral Framing(Wood&Steel) • Proprietary Anchors • Firestopping A2LA(American Association for Laboratory Accreditation)Accredited: Since 1994 A2LA has accredited GeoTest Services Inc. in Bellingham and Arlington, WA for technical competence in the field of Construction Materials Testing& Construction Materials Engineering. AASHTO(American Association of State& Highway Transportation Officials) AMRL Proficiency Sample Program CCRL(Cement&Concrete Reference Laboratory) -Concrete Proficiency Program ICC(International Code Council) Certified: Special Inspectors are certified in their respective inspection categories. ACI (American Concrete Institute)Certified: ACI Concrete Technician certification is required for ICC certification as a concrete special inspector NICET-Certification Program - Level I & II Certified personnel in Soils, Concrete &Asphalt Troxler—Certified personnel use of a Troxler Nuclear Densometer Gauge (soils& asphalt) WSDOE (Washington State Department of Ecology) Erosion &Sediment Control Lead Certified personnel Oil Refinery Standards - GeoTest maintains company and personnel safety standards compliant with four petro-chemical refineries in our region. Safety certification includes: C-Stop, HZWOPPER, independent refinery certification, E-Verify, CPR, TWIC, PICS and Company Safety Manual and annual safety training. BN Contractor ID Badge On-Line Course— GeoTest maintains company personnel that have completed the contractor orientation and badging through www.contractorbadge.com. Quality System-GeoTest maintains an annually audited Quality System & Manual since 1994. r� 41 I)i:I',��fZ`1'1It:,1'"i� (_)f� LICENSING ri r 7e1aj&*49t'4Cq, 7ea Sew.6w, / . . . r d4&40ed i r i . keg eaw&�d / r r 44J fftC / / r p� I I y,M rn�c r1t�,r�, GIN-ell UlIder tllejlylllLi and seal (if-the Executive Directoi r e o" �q"e`pjtXP1«� o / ,l 1 / / st:�mL� �� Washington Association of Building Officials ti Special Inspection Agency Certificate of Registration GeoTest Services, Inc. Bellingham, Washington The premise of the Washington Association of Building Officials (WABO) special inspection registration program is that the "special inspector" referred to in the State Building Code is a quality control organization with management and supervisory personnel, special inspectors and laboratory technicians, and the appropriate equipment and facilities to conduct special inspection and material testing in accordance with those standards stipulated in the State Building Code. Types of Work RC REINFORCED CONCRETE PC PRESTRESSED CONCRETE SC SHOTCRETE SM STRUCTURAL MASONRY SSB STRUCTURAL STEEL AND BOLTING SW STRUCTURAL WELDING FP SPRAY-APPLIED FIRE-RESISTIVE MATERIALS LW LATERAL WOOD CF COLD-FORMED STEEL FRAMING PA PROPRIETARY ANCHORS The agency name on this Certificate of Registration has, as prescribed in the State Building Code, demonstrated competence to the satisfaction of the building official specifying the services of a WABO registered special inspector, by qualifying for registration as an agency, as prescribed in the WABO Agency and Inspector performance Qualification Standard No.1701 for the particular type(s) of work listed above. October 1, 2018 og--,s EXPIRATION DATE EXECUTIVE DIRECTOR �%\%I I I fp, ,:IN Accredited Laboratory A2LA has accredited GEOTEST SERVICES INC. Bellingham, WA for technical competence in the field of / Construction Materials Testing / This laboratory is accredited in accordance with the recognized International Standard ISO/IEC 17025:2005 General requirements for the competence of testing and calibration laboratories. This accreditation demonstrates technical competence for a defined scope and the operation of a laboratory quality management system (refer to joint ISO-ILAC-IAF Communique dated 8 January 2009). Presented this 11 th day of May 2017. } C lQ SQL 24 President and CEO _ D'F r For the Accreditation Council f1 Certificate Number 0489.01 •�' l� Valid to January 31, 2019 t� ti 1 ``` For the tests to which this accreditation applies, please refer to the laboratory's Construction Materials Scope of Accreditation. SCOPE OF ACCREDITATION TO ISO/IEC 17025:2005 GEOTEST SERVICES, INC. 741 Marine Drive Bellingham, WA 98225 Kevin Richardson Phone: 360 733 7318 Valid To: January 31, 2019 Certificate Number: 0489.01 In recognition of the successful completion of the A2LA evaluation process, accreditation is granted to this laboratory for: CONSTRUCTION MATERIALS ENGINEERING ASTM: C1077 (Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation); D3666 (Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials); D3740 (Standard Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction); E329 (Standard Specification for Agencies Engaged in Construction Inspection,Testing,or Special Inspection); E543 (Agencies Performing Nondestructive Testing) AASHTO: R18 (Practice for Establishing and Implementing a Quality Management System for Construction Materials Testing Laboratories) CONSTRUCTION MATERIALS TESTING Test Method: Test Description: A re ates: ASTM C29 Bulk Density "Unit Weight")and Voids in Aggregate ASTM C117 Materials Finer than 75-µm(No. 200) Sieve in Mineral Aggregates by Washing ASTM C127 Density, Relative Density(Specific Gravity), and Absorption of Coarse -Aggregate ASTM C 128 Density, Relative Density(Specific Gravity), and Absorption of Fine Aggregate ASTM C136 Sieve Analysis of Fine and Coarse Aggregates ASTM C566 Total Evaporable Moisture Content of Aggregate by Drying ASTM C702 Reducing Samples of Aggregate to Testing Size ASTM D75* Sampling Aggregates ASTM D2419 Sand Equivalent Value of Soils and Fine Aggregate ASTM D5821 Determining the Percentage of Fractured Particles in Coarse Aggregate AASHTO T002 Sampling of Aggregates AASHTO TO11 Test for Materials Finer Than 75-µm(No. 200) Sieve in Mineral A gregates by Washing AASHTO T019 Bulk Density("Unit Weight")and Voids in Aggregate AASHTO T027 Sieve Analysis of Fine and Coarse Aggregates (A2LA Cert.No. 0489.01)05/11/2017 Page 1 of 4 5202 Presidents Court, Suite 220 1 Frederick, MD 21703-8515 1 Phone: 301 644 3248 1 Fax: 240 454 9449 1 wwwA2LA.org Test Method: Test Description: AASHTO T084 Specific Gravity and Absorption of Fine Aggregate AASHTO T085 Specific Gravity and Absorption of Coarse Aggregate AASHTO T176 Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test AASHTO T248 Reducing Samples of Aggregate to Testing Size AASHTO T304 Uncompacted Void Content of Fine Aggregate AASHTO T335 Determining the Percentage of Fracture in Coarse Aggregate Bituminous ASTM D979/D979M* Sampling Bituminous Paving Mixtures ASTM D2041/D2041M Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures ASTM D2726 Bulk Specific Gravity and Density of Non-Absorptive Compacted Bituminous Mixtures ASTM D2950 Density of Bituminous Concrete in Place by Nuclear Methods ASTM D3203 Percent Air Voids in Compacted Dense and Open Bituminous Paving Mixtures ASTM D3549 Thickness or Height of Compacted Bituminous Paving Mixture Specimens ASTM D5361* Sampling Compacted Bituminous Mixtures for Laboratory Testing ASTM D5444 Mechanical Size Analysis of Extracted Aggregate ASTM D6307 Asphalt Content of Hot-Mix Asphalt by Ignition Method ASTM D6926 Preparation of Bituminous Specimens Using Marshall Apparatus ASTM D6927 Marshall Stability and Flow of Bituminous Mixtures AASHTO T30 Mechanical Analysis of Extracted Aggregate AASHTO T166 Bulk Specific Gravity of Compacted Hot Mix Asphalt(HMA)Using Saturated Surface-Dry Specimens AASHTO T168 Sampling Bituminous Paving Mixtures AASHTO T209 Theoretical Maximum Specific Gravity and Density of Hot Mix Asphalt HMA AASHTO T308 Determining the Asphalt Binder Content of Hot Mix Asphalt(HMA)by the Ignition Method WSDOT TM8 FOP for WAQTC for In Place Density of Hot Mix Asphalt Using the Nuclear Moisture Density Gauge Concrete: ASTM C31/C31M* Making and Curing Concrete Test Specimens in the Field ASTM C39/C39M Compressive Strength of Cylindrical Concrete Specimens ASTM C42/C42M Obtaining and Testing Drilled Cores and Sawed Beams of Concrete ASTM C78/C78M* Flexural Strength of Concrete(Using Simple Beam with Third-Point Loading) ASTM C138/C138M* Density(Unit Weight),Yield, and Air Content(Gravimetric)of Concrete ASTM C143/C143M* Slump of Hydraulic-Cement Concrete ASTM C172/C172M* Sampling Freshly Mixed Concrete ASTM C 173* Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C 192/C 192M Making and Curing Concrete Test Specimens in the Laboratory ASTM C231/C231M* Air Content of Freshly Mixed Concrete by the Pressure Method ASTM C495 Compressive Strength of Lightweight Insulating Concrete ASTM C617 Capping Cylindrical Concrete Specimens ASTM C803* Penetration Resistance of Hardened Concrete (A2LA Cert.No. 0489.01) 05/11/2017 x Page 2 of 4 i Test Method: Test Description: ASTM C805/C805M* Rebound Number of Hardened Concrete ASTM C939* Flow of Grout for Pre laced-A e ate Concrete Flow Cone Method ASTM C1064/C1064M* Temperature of Freshly Mixed Hydraulic-Cement Concrete ASTM C1140 Preparing and Testing Specimens from Shotcrete Test Panels ASTM C1231/C1231M Unbonded Caps in Determination of Compressive Strength of Hardened Concrete Cylinders AASHTO T022 Compressive Strength of Cylindrical Concrete Specimens, AASHTO T023 Making and Curing Concrete Test Specimens in the Field AASHTO T024 Obtaining and Testing Drilled Cores and Sawed Beams of Concrete AASHTO T097 Flexural Strength of Concrete(Using Simple Beam with Third-Point Loading) AASHTO T119 Slump of Hydraulic Cement Concrete, AASHTO T 121 Density Unit Weight),Yield, and Air Content Gravimetric of Concrete, AASHTO T141 Sampling Freshly Mixed Concrete AASHTO T152 Air Content of Freshly Mixed Concrete by the Pressure Method AASHTO T196 Air Content of Freshly Mixed Concrete by the Volumetric Method AASHTO T231 Capping Cylindrical Concrete Specimens AASHTO T309 Temperature of Freshly Mixed Hydraulic Cement Concrete Fireproofing: ASTM E605* Thickness and Density of Sprayed Fire-Resistive Material (SFRM) Applied to Structural Members ASTM E736* Cohesion/Adhesion of Sprayed Fire-Resistive Materials Applied to Structural Members Mason ASTM C 109/C 109M Compressive Strength of Hydraulic Cement Mortars(Using 2-in. or (Compressive Strength [50-mm] Cube Specimens) Only) ASTM C579 Compressive Strength of Chemical-Resistant Mortars,Grouts,Monolithic Surfacin s, and Polymer Concretes ASTM C780* (Section A6) Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry ASTM C1019* Sampling and Testing Grout ASTM C 1314 Compressive Strength of Masonry Prisms Soils: ASTM D421 Dry Preparation of Soil Samples for Particle-Size Analysis and ithdrawn2016) Determination of Soil Constants ASTM D422 Withdrawn2016) Particle-Size Analysis of Soils ASTM D698 Laboratory Compaction Characteristics of Soil Using Standard Effort ASTM D1140 Amount of Material in Soils Finer than No. 200 (75-µm) Sieve ASTM D1556* Density and Unit Weight of Soil in Place by Sand-Cone Method ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort ASTM D2216 Laboratory Determination of Water(Moisture) Content of Soil and Rock bv Mass ASTM D2487 Classification of Soils for Engineering Purposes(Unified Soil Classification System) ASTM D2488* Description and Identification of Soils(Visual-Manual Procedure) ASTM D2974 Moisture,Ash, and Organic Matter of Peat and Other Organic Soils J/ (A2LA Cert.No. 0489.01)05/11/2017 Page 3 of 4 Test Method: Test Description: ASTM D4318 Liquid Limit,Plastic Limit, and Plasticity Index of Soils ASTM D4718 Unit Weight and Water Content for Soils Containing Oversize Particles ASTM D6938* In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods Shallow Depth) AASHTO T089 Determining the Liquid Limit of Soils AASHTO T099 Moisture-Density Relations of Soils Using a 2.5-kg(5.5-1b) Rammer and a 305-mm 12-in. Drop AASHTO T134 Moisture-Density Relations of Soil-Cement Mixtures AASHTO T180 Moisture-Density Relations of Soils Using a 4.54-kg(10-1b) Rammer and a 457-mm 18-in. Drop AASHTO T310 In-Place Density and Moisture Content of Soil and Soil-Aggregate by Nuclear Methods Shallow Depth) Steel(Shop & Field)*: AWS D1.1 Structural Welding Code—Steel Clause 6, Inspection) AWS D1.3 Structural Welding Code—Sheet Steel Clause 6,Inspection) AWS DIA Structural Welding Code—Reinforcin Steel Clause 6,Inspection) AWS D1.8 Structural Welding Code—Seismic Supplement Clause 7, Inspection) AISC 360 Specification for Structural Steel Buildings (Chapter N, QA/QC Fabrication&Erection) RCSC Specification for Structural Joints Using High Strength Bolts (Section 9, Inspection) * This laboratory meets A2LA R104—General Requirements:Accreditation of Field Testing and Field Calibration Laboratories for these tests. (A2LA Cert.No. 0489.01)05/11/2017 Page 4 of Washington Association of Building Officials IN& Special Inspection Agency Certificate of Registration GeoTest Services, Inc. Arlington, Washington The premise of the Washington Association of Building Officials (WABO) special inspection registration program is that the "special inspector" referred to in the State Building Code is a quality control organization with management and supervisory personnel, special inspectors and laboratory technicians, and the appropriate equipment and facilities to conduct special inspection and material testing in accordance with those standards stipulated in the State Building Code. Types of Work RC REINFORCED CONCRETE PC PRESTRESSED CONCRETE SC SHOTCRETE SM STRUCTURAL MASONRY SSB STRUCTURAL STEEL AND BOLTING SW STRUCTURAL WELDING FP SPRAY-APPLIED FIRE-RESISTIVE MATERIALS PA PROPRIETARY ANCHORS The agency name on this Certificate of Registration has, as prescribed in the State Building Code, demonstrated competence to the satisfaction of the building official specifying the services of a WABO registered special inspector, by qualifying for registration as an agency, as prescribed in the WABO Agency and Inspector performance Qualification Standard No. 1701 for the particular type(s) of work listed above. April 1, 2020 �. EXPIRATION DATE EXECUTIVE DIRECTOR Accredited Laboratory A21-A has accredited GEOTEST SERVICES INC. Arlington, WA for technical competence in the field of r Construction Materials Testing This laboratory is accredited in accordance with the recognized International Standard ISO/IEC 17025:2005 General requirements for the competence of testing and calibration laboratories. This accreditation demonstrates technical competence for a defined scope and the operation of a laboratory quality management system (refer to joint ISO-ILAC-IAF Communique dated 8 January 2009). Presented this 261h day of April 2017. OF {% President and CEO For the Accreditation Council - 2 f" Certificate Number 0489.02 ` Valid to January 31, 2019 For the tests to which this accreditation applies, please refer to the laboratory's Construction Materials Scope of Accreditation. SCOPE OF ACCREDITATION TO ISOJEC 17025:2005 GEOTEST SERVICES, INC. 20611 —67`h Avenue NE,Unit A Arlington,WA 98223 Kevin Richardson Phone: 360 733 7318 Valid To: January 31, 2019 Certificate Number: 0489.02 In recognition of the successful completion of the A2LA evaluation process, accreditation is granted to this laboratory for: CONSTRUCTION MATERIALS ENGINEERING ASTM: C 1077 (Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation); D3666 (Agencies Testing and Inspecting Road and Paving Materials); D3740(Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction); E329 (Agencies Engaged in Construction Inspection and/or Testing) CONSTRUCTION MATERIALS TESTING Test Method: Test Description: A re ates: ASTM C40 Organic Impurities in Fine Aggregates for Concrete ASTM C117 Materials Finer than 75-µm(No. 200) Sieve in Mineral Aggregates by Washing ASTM C 127 Density, Relative Density(Specific Gravity),and Absorption of Coarse Aggregate ASTM C 128 Density,Relative Density(Specific Gravity), and Absorption of Fine Aggregate ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates ASTM C566 Total Evaporable Moisture Content of Aggregate by Drying ASTM C702 Reducing Samples of Aggregate to Testing Size ASTM D75* Sampling Aggregates ASTM D2419 Sand Equivalent Value of Soils and Fine Aggregate Bituminous: ASTM D979/D979M* Sampling Bituminous Paving Mixtures ASTM D2041/D2041M Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures ASTM D2726 Bulk Specific Gravity and Density of Non-Absorptive Compacted Bituminous Mixtures ASTM D2950* Density of Bituminous Concrete in Place by Nuclear Methods ASTM D3549 Thickness or Height of Compacted Bituminous Paving Mixture Specimens ASTM D5444 Mechanical Size Analysis of Extracted Aggregate ASTM D6307 Asphalt Content of Hot-Mix Asphalt by Ignition Method (A2LA Cert.No. 0489.02)04/26/2017 Page 1 of 2 5202 Presidents Court, Suite 220 1 Frederick, MD 21703-8515 1 Phone:301 644 3248 1 Fax:240 454 9449 1 wwwA2LA.org Test Method: Test Description: Concrete: ASTM C31/C31M* Making and Curing Concrete Test Specimens in the Field ASTM C39/C39M Compressive Strength of Cylindrical Concrete Specimens ASTM C138/C138M* Density(Unit Weight), Yield,and Air Content(Gravimetric)of Concrete ASTM C143/C143M* Slump of Hydraulic-Cement Concrete ASTM C172/CI72M* Sampling Freshly Mixed Concrete ASTM C173* Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C231/C231M* Air Content of Freshly Mixed Concrete by the Pressure Method ASTM C617 Capping Cylindrical Concrete Specimens ASTM C 1064/C 1064M* Temperature of Freshly Mixed Hydraulic-Cement Concrete ASTM C 1140 Preparing and Testing Specimens from Shotcrete Test Panels ASTM C1231/C1231M Unbonded Caps in Determination of Compressive Strength of Hardened Concrete Cylinders Fireproofing: ASTM E605* Thickness and Density of Sprayed Fire-Resistive Material (SFRM) Applied to Structural Members ASTM E736* Cohesion/Adhesion of Sprayed Fire-Resistive Materials Applied to Structural Members Mason ASTM C109/C109M Compressive Strength of Hydraulic Cement Mortars(Using 2-in. or (Compressive Strength Only) 50-mm Cube Specimens) ASTM C579 Compressive Strength of Chemical-Resistant Mortars, Grouts, Monolithic Surfacin s, and Polymer Concretes ASTM C780* (Section A6) Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry ASTM C1019* Sampling and Testing Grout ASTM C 1314 Compressive Strength of Masonry Prisms Soils: ASTM D698 Laboratory Compaction Characteristics of Soil Using Standard Effort ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort ASTM D4718 Unit Weight and Water Content for Soils Containing Oversize Particles ASTM D6938* In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods Shallow Depth) Steel(Shop & Field)*: AWS D L I Structural Welding Code—Steel Clause 6, Inspection) AWS D1.3 Structural Welding Code—Sheet Steel Clause 6, Inspection) AWS DIA Structural Welding Code—Reinforcing Steel Clause 6, Inspection) AWS D1.8 Structural Welding Code—Seismic Supplement Clause 7, Inspection) AISC 360 Specification for Structural Steel Buildings(Chapter N, QA/QC Fabrication&Erection) RCSC Specification for Structural Joints Using High Strength Bolts(Section 9, Ins ection * This laboratory meets A2LA R104— General Requirements:Accreditation of Field Testing and Field Calibration Laboratories for these tests. (AMA Cert.No.0489.02)04/26/2017 Page 2 of 2 Triton Mission Control Facility(P240) 12018 PERSONNEL CERTIFICATIONS 009 GeOTe5T �L) Washington Association of Building Officiz P.O.Box 7310,Olympia,WA 98507 88M649515 • wwwmabo.org Special Inspection Field Supervisor LOGAN A. SENRUD GEOTEST SERVICES, INC. 741 MARINE DR BELLINGHAM WA 98225 Expire October 1,2018 RENEW ON OR BEFORE EXPIRATION DA1 Certificate valid only when certificate holder is employed by a WABO Registered Agency. LW LATERAL WOOD CIF COLD-FORMED STEEL FRAMING a� U Y O O Ul d L a This card is the property of WABO Certificate valid only when certificate holder is employed ! r: r' VvashingTon Association of Building Ofrlr„ by a WABO Registered Agency. ;' i , ' P O Box 7310,Olympia.1NA 9850? 888-66a 9515 . ~i.vmborr LW LATERAL WOOD 9r CF COLD-FORMED STEEL FRAMING d SPE�Cial Inspection Field Supervise U Y LOGAN A. SENRUD GEOTEST SERVICES. INC. `c 741 MARINE DR BELLINGHAM WA 98225 H Expires:October 1.2018, This card is the property of WABO RENEW ON OR BEFORE EXPIRATION D/ ! I Va6C only when cenTlcate holder Is employed by a WABO Registered Agency. r f, Washington Association of 6uliding Officia RC REINFORCED CONCRETE '! P O Box 7310.Olyrnpla.WA 98507 SC SHOTCRETE v SM STRUCTURAL MASONRY s`5 8665 WV✓W_Y�db°_O<a SWSTRU STRUCTURAL SLEWTEEL NGBOLTIIJG REGISTERED SPECIAL INSPECTOR � SW STRUCTURAL WELDING .x LW LATERAL WOOD LOGAN SENRUD C CF COLD-FORMED STEEL FRAMING PA PROPRIETARY ANCHORS 6311 216TH ST SE H WOODINVILLE WA. 98072 a c F- This card is the property of WABO Expires: October 1.2018 P Pe y SI 017 51 RENEW ON OR BEFORE EXPIRATION DATE O :;`! vYashington Association of Building Offs Certificate valid my when certificate ;�,li J J P O Box 731C,Olympia,WA 98507 holder is employed by a WABO9s'S • "'.wabo°`9 Registered Agency. Technical Director LOGAN A. SENRUD GEOTEST SERVICES. INC. 741 MARINE DR BELLINGHAM WA 98225 This card is the property of WABO moires:October 1,2019 RENEW ON OR BEFORE EXPIRATION DA ICC 11 INTERNATIONAL II'C (1 t anal 1 • • • www.iccsafe.org Logan Senrud a o -F. http://verify.iccsafe.org/8009 13 Scan for Stat.)s I(IIIII 1111111111111111 IIII IIIII IIII IN 8009175 IncINTERNATIONALIN11 1 Rau • • • www.iccsafe.org Logan . ❑�,,..�T�y? 0 J*�; 4*�• http://verify.iccsafe.org/818 ��� °tom I(IIIII IIIII IIIII IIII11111IIIII IIII fill IIII Scar.r r Sintus 818 1 D 2 Washington Association of Building Officials e� WABO Reciprocal Special Inspector Certificate of Registration DAVID P. BUFALINI i Types of Work: SC SHOTCRETE LW LATERAL WOOD CF COLD-FORMED STEEL FRAMING PA PROPRIETARY ANCHORS ID Number: WABO 3464 Expiration Date: January 1, 2021 A WABO Special Inspection Reciprocal Inspector Certificate of Registration is valid for three years and should be renewed prior to its expiration date. /t is your responsibility to maintain a current WABO Certificate of Registration. Renewals must be postmarked before the expiration date. Certificate of Registrations not renewed prior to the expiration date will be considered void and require reinstatement within sixty (60) days of the expiration date. (Reinstatement of an expired Certificate of Registration requires an additional $20 late fee). Certificate of Registrations not reinstated will require submittal of an Initial Application form, along with appropriate fees and an interview. Certificate valid only when certificate holder is employed by a WABO Registered Agency. Washington Association of Building Officia IiiiII )( f l P O.Box 7310,Olympia,WA 98507 888-664-9515 • v"m.%,mbc.org Supervising Laboratory Technician DAVID P. BUFALINI GEOTEST SERVICES. INC. 20611 67TH AVE NE#A ARLINGTON WA 98223 Expires:April 1,2019 RENEW ON OR BEFORE EXPIRATION DA Certificate valid only when certificate holder is employed by a WABO Registered Agency. This card is the property of WABO REGISTERED SPECIAL INSPECTOR TIM J. MARTIN 18026 MCELROY RD ARLINGTON WA 98223 ID Number: Expires: April 1, 2019 SI 01516 RENEW ON OR BEFORE EXPIRATION DATE alid only when certificate holder is employed by a 'w, y RC REINFORCED CONCRETE y PC PRESTRESSED CONCRETE .in SC SHOTCRETE C SM STRUCTURAL MASONRY SSB STRUCTURAL STEEL AND BOLTING �c SW STRUCTURAL WELDING o FP SPRAY-APPLIED FIRE-RESISTIVE MATERIALS 3: LW LATERAL WOOD p CF COLD—FORMED STEEL FRAMING PA PROPRIETARY ANCHORS s2 F— This card is the property of W Permit#: 1792 Permit Date: 12/29/17 Permit Type: COMMERCIAL BUILDING Project Name: Dantrawl Applicant Name: Port Gardner Architects Applicant Address: 1512 Wetmore Avenue Applicant, City, State, Zip: Everett,WA 98201 Contact: Doug Hannam Phone: 425-388-5588 Email: dnhannam@frontier.com Scope of Work: Manfacturing and office Valuation: 3560191.00 Square Feet: 42300 Number of Stories: 2 Construction Type: Occupancy Group: ID Code: Permit Issued: 07/17/2018 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 399 Other 31052200101100 6221 180TH STREET NE DANTRAWL INC Miscellaneous Manufacturing NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# COAST TREVOR 328 N OLYMPIC CONSTRUCTION Labor& CONSTRUCTION GASKIN 360-474-0600 AVE CONTRACTOR Industries COASTCG865CG GROUP COAST TREVOR 328 N OLYMPIC CONSTRUCTION CONSTRUCTION GASKIN 360-474-0600 AVE CONTRACTOR UBI 602 626 922 GROUP Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 19 panels rebar approved 33 panels rebar approved 02/25/2019 Inspection All panels spec'd w/each 02/25/2019 BUILDING Approved face Rebar spec approved Plan Reviews Date Review Type Description Assigned To Review Status 01/08/2018 COMMERCIAL BUILDING BUILDING Fees Fee Description Notes Amount Building Plan Review Table 4-2 $125.00 Building Plan Review Table 4-2 $13,929.89 Building Permit Table 4-1 $21,622.90 Processing/Technology $25.00 Traffic Mitigation-SF Single Family $46,970.00 State Surcharge-Commercial Commercial Only $25.00 Traffic Mitigation-SF Single Family Credit for 63rd Avenue ($46,970.00) Construction Total $35,727.79 Attached Letters Date Letter Description 07/13/2018 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 01/17/2018 Dantrawl,Inc. Check#59048 Kristin Foster $125.00 07/17/2018 Dantrawl check#59958 Launa Black $35,602.79 Outstanding Balance $0.00 Notes Date Note Created By: 05/28/2019 Uploaded approved Tall Wall revisions from Safebuilt Raelynn Jones 05/24/2019 Received Tall wall revisions from Doug Hannam Raelynn Jones 05/14/2019 Received Plinth Repair revisions from Doug Hannam.Routed to Safebuilt for review. Raelynn Jones 04/03/2019 Approved Concrete panel deficiencies not signed by Christina H.from SafeBuilt-but were Raelynn Jones reviewed and approved. 02/16/2018 Revised valuation$3,560,191,.00 per SAFEbuilt Launa Black Uploaded Files Date File Name 10/04/2019 5711525-Dantrawl Temp C of O.pdf 04/03/2019 4719427-Dantrawl Panel Connection Deficiencies 8163 Permit 1792-Approved.pdf 03/04/2019 4579082-1792 Panel Reinforcement Review and specs.pdf 07/17/2018 3720565-1792 Issued Permit.pdf 03/03/2018 3123884-COARev Dantrawl Comment Letter 3-3-2018.pdf 01/08/2018 2934128-Dantrawl Building Permit Application.pdf