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HomeMy WebLinkAbout6221 180th St Ne_BLD1792 - Approved Docs_2026 BUTLER MANUFACTURING COMPANY BUTLER 1540 Genessee•Kansas City,MO 64102 Post Office Box 419917 A BlueScope Steel Company Kansas City,MO 64141-6917 Phone:(816)968-3000 March 22nd,2019 Trevor Gaskin Coast Construction 16632 Smokey Point Blvd Arlington,WA 98223 Butler Order No........... 17-017737 Bldg. Description.........Dantrawl Bldg End Customer..............Dantrawl Inc. Bldg. Location.............. 17305 59'Ave NE,Arlington WA 98223 RE: Endwall Post at 2.1/B.2 Relocation To Whom It May Concern: This letter addresses the above project on items associated with Butler scope of work due to relocation of endwall post at 2.1/B.2. Due to mis-located anchor rods, endwall post at 2.1/B.2 is relocated 1 ftO towards grid D. Please see attached"17-017737-0 1-Reaction report Rev04 for frame at grid 2 only"for revised reaction at grid 2.1. Please see attached"17-017737-01-Revised Calculation Rev03-endpost move 1ft to D"for updated calculation for frame at grid 2.1,secondary at grid 2. Please see attached drawings"17-017737-01-wall 3 endpost moved ift to grid D"for parts affected. Please feel free to contact me if there is any question. Reason:This document has S�U�?S Sincerely, been electronically signed �+ WASg and sealed by Josh Seymour,PE using my Digital Signature with PE O seal affixed. Printed copies Josh Seymour, PE of this document are not �r Josh Seymour, PE considered signed and A 50392 Key Account Manager sealed,and the signature CISTER�� � BlueScope Buildings North America must be verified on any SSIONALG electronic copy. Date:2019.03.22 03/22/2019 16:38:00-05'00' Cc: Kari Nunes Sunan Wang File Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01-Reaction report 04 for frame at grid 2 only Time:11:03 AM �,,p..,&s.. a.,, .....,.. Page: 1 of 5 Reactions-Summary Report w/Controlling Load Comb MWEEM - - Shape: Unit 1-Building Builder Contact:Trevor Gaskin Project:Dantrawl Bldg Name:Coast Construction Builder PO#: Address:328 N Olympic Ave. Jobsite:17305 59th Ave NE City,State Zip:Arlington,Washington 98223 City,State Zip:Arlington,Washington 98223 Country:United States County,Country:Snohomish,United States 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:Varies 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:0.994 Design Snow(Sloped):ps: 11.90 psf Mapped MCE Acceleration:S1:41.80%g Parts Wind Exposure Factor:0.994 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(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:25/4/6 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/8/3 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.17 psf Fundamental Period Height Used:31/8/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.4447 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2672 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01-Reaction report 04 for frame at grid 2 only Time:11:03 AM Page: 2 of 5 Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Length (sq.ft.) (sq.ft.) (sq.ft.) Height Height 2 Pitch Pitch Height Unit 1 -Building 131/0/0 302/0/0 39562 26192 39639 31/8/8 31/8/8 1 0.750:12 1 0.750:12 35/9/10 Overall Shape Description Roof 1 Roof 2 From Grid To Grid Width Length Eave Ht. Eave Ht.2 Pitch Pitch 2 Dist.to Ride Peak Height A B 14-D B-14 131/0/0 302/0/0 31/8/8 31/8/8 0.750:12 0.750:12 65/6/0 35/9/10 M rn rn P. tca A O a 4 o� oL <*>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-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01-Reaction report 04 for frame at grid 2 only Time:11:03 AM Page: 3 of 5 Wall:4,Frame at:301/0/0 Frame ID:Endwall Frame @ REW Frame Type:Continuous Beam,End Posts (B� 2.1-2 C.2 (D vy vy vy vy vy Hx H Hx Hx Hx 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:2.1 Type Exterior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 36/9/0 65/6/0 98/3/0 Gridl -Grid2 2.1-B 2.1-2 2-C 2-C.2 Base Plate W x L(in.) 9X13 9X14 10X14 9X14 Base Plate Thickness(in.) 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 Column Base Elev. 100'-01, 100'-01, 1 100'-01, 100'-01, Load Type Load Description Desc. Hx Vy Hx Hz Vy Hx Hz I Vy Hx Hz V D Material Dead Weight Frm 1.50 5.51 0.98 6.92 0.97 CG Collateral Load for Gravity Cases Frm 1.11 3.27 - 4.62 - L> Live-Notional Right Frm 4.06 11.29 18.29 <L Live-Notional Left Frm 4.06 11.29 18.29 ASL^ Alternate Span Live Load,Shifted Right Frm 2.03 0.44 9.15 AASL Alternate Span Live Load,Shifted Left Frm 2.04 10.85 9.14 SMS> Specified Min.Roof Snow-Notional Right Frm 8.47 23.52 38.11 <SMS Specified Min.Roof Snow-Notional Left Frm 8.47 23.52 38.11 S> Snow-Notional Right Frm 4.03 11.20 18.14 SD Snow Drift Load Frm - - - <S Snow-Notional Left Frm 4.03 11.20 18.14 USl* Unbalanced Snow Load 1,Shifted Right Frm 3.02 3.57 17.35 *US1 Unbalanced Snow Load 1,Shifted Left Frm 3.04 12.17 17.33 W 1> Wind Load,Case 1,Right Frm -12.25 -22.94 13.10 12.23 -27.90 13.01 <W 1 Wind Load,Case 1,Left Frm 1.74 -12.48 -11.79 -11.01 -27.90 -11.71 W2> Wind Load,Case 2,Right Frm -12.12 -13.46 - - -14.77 - <W2 Wind Load,Case 2,Left Frm 1.87 -2.99 -14.76 WPL Wind Load,11 Ridge,Left Frm -1.38 -15.17 -26.18 WPR Wind Load,11 Ridge,Right Frm -0.50 -21.97 -26.17 MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm 4.20 2.26 -1.07 MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm -9.20 -1.10 -1.05 CU Collateral Load for Wind Cases Frm - - - L Roof Live Load Frm 4.06 11.29 18.29 S Snow Load Frm 4.03 11.20 18.14 - E> Seismic Load,Right Frm -13.66 -3.28 9.26 8.67 -0.10 9.23 EG+ Vertical Seismic Effect,Additive Frm 0.47 1.34 - - 2.07 - <E Seismic Load,Left Frm 13.66 3.28 -9.26 -8.67 0.10 -9.23 EG- Vertical Seismic Effect,Subtractive Frm -0.47 -1.34 - - -2.07 - SMS Specified Min.Roof Snow Frm 8.47 23.52 38.11 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01-Reaction report 04 for frame at grid 2 only Time:11:03 AM Page: 4 of 5 Type Exterior Column X-Loc 131/0/0 Gridl -Grid2 2.1-D Base Plate W x L(in.) 9 X 13 Base Plate Thickness(in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 Column Base Elev. 100'-0" Load Type Load Description Desc. Hx V D Material Dead Weight Frm -1.50 5.57 CG Collateral Load for Gravity Cases Frm -1.11 3.27 L> Live-Notional Right Frm -4.06 11.29 <L Live-Notional Left Frm -4.06 11.29 ASL^ Alternate Span Live Load,Shifted Right Frm -2.02 10.85 ^ASL Alternate Span Live Load,Shifted Left Frm -2.04 0.44 SMS> Specified Min.Roof Snow-Notional Right Frm -8.47 23.52 <SMS Specified Min.Roof Snow-Notional Left Frm -8.47 23.52 S> Snow-Notional Right Frm -4.03 11.20 SD Snow Drift Load Frm - - <S Snow-Notional Left Frm -4.03 11.20 USl* Unbalanced Snow Load 1,Shifted Right Frm -3.02 12.16 *US1 Unbalanced Snow Load 1,Shifted Left Frm -3.04 3.58 Wl> Wind Load,Case 1,Right Frm -1.74 -12.47 <Wl Wind Load,Case 1,Left Frm 12.25 -22.94 W2> Wind Load,Case 2,Right Frm -1.87 -2.99 <W2 Wind Load,Case 2,Left Frm 12.12 -13.46 WPL Wind Load,11 Ridge,Left Frm 0.48 -21.97 WPR Wind Load,11 Ridge,Right Frm 1.39 -15.18 MW Minimum Wind Load Frm - - MW Minimum Wind Load Frm 9.44 -1.19 MW Minimum Wind Load Frm - - MW Minimum Wind Load Frm -3.99 2.15 CU Collateral Load for Wind Cases Frm - - L Roof Live Load Frm -4.06 11.29 S Snow Load Frm -4.03 11.20 E> Seismic Load,Right Frm -13.01 3.38 EG+ Vertical Seismic Effect,Additive Frm -0.47 1.35 <E Seismic Load,Left Frm 13.01 -3.38 EG- Vertical Seismic Effect,Subtractive Frm 0.47 -1.35 SMS Specified Min.Roof Snow Frm -8.47 23.52 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for design of foundations. 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 2.1-13 11.86 41 15.38 40 - - - - 10.46 21 32.31 5 36/9/0 2.1-13.2 - - - - 8.43 40 8.43 39 - - 0.98 1 65/6/0 2-C 7.89 40 7.89 39 12.59 21 49.65 5 98/3/0 2-C.2 8.40 40 8.40 39 - - 0.97 1 131/0/0 2.1-D 14.78 39 11.27 42 10.42 22 32.36 5 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:2.1 Note:All reactions are based on 1st order structural analysis. X-Loc 0/0/0 36/9/0 65/6/0 98/3/0 131/0/0 Gridl -Grid2 2.1-13 2.1-2 2-C 2-C.2 2.1-D Ld Description Hx Vy Hx I Hz I Vy Hx I Hz I Vy Hx Hz Vy Hx Vy Cs (application factor not shown k k k k k k k k k k k k k 1 D+CG+L> 6.67 20.07 0.98 29.83 0.97 -6.67 20.13 5 D+CG+SMS> 11.08 32.31 0.98 49.65 0.97 -11.08 32.36 21 D+CU+W1> -6.45 -10.46 7.86 0.59 7.34 -12.59 7.81 0.58 -1.95 -4.14 22 D+CU+<W 1 1.94 -4.18 -7.07 0.59 -6.60 -12.59 -7.02 0.58 6.45 -10.42 39 D+CG+E>+EG+ -9.49 6.74 8.43 0.98 7.89 12.90 8.40 0.97 -14.78 12.86 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01-Reaction report 04 for frame at grid 2 only Time:11:03 AM Page: 5 of 5 40 D+CG+<E+EG+ 15.3 8 12.70 43 -7.89 13.08 -8..4400 97 828297 6718 99 7.89 2.61 0.58.4 . 1 .40 .47 42 D+CU+<E+EG- 13.00 5.35 -8 -7.89 2.79 -8.40 0.58 1141 D+CU+E>+EG- -11.86 -0.61 0.68 ASD Load Combinations-Framing No. Ori 'n Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 5 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 21 System 1.000 0.6 D+0.6 CU+0.6 W1> D+CU+Wl> 22 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 39 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 40 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 41 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 42 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Ma!�,actu,;�g 17-017737-01-Revised calculation Rev03 Time:11:41 AM .a„p.a,&s.,,.a.,,���.�.....,.. Page: 1 of 18 Butler Manufacturing Company 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DATA Project: Dantrawl Bldg Name: 17-017737- design revised for endpost moved to grid D test 03 Builder PO #: Jobsite: 17305 59th Ave NE City, State: Arlington, Washington 98223 County: Snohomish Country: United States Designer: Wensey Zhang/Violet Dong Butler Supervising Engineer: Josh Seymour TABLE OF CONTENTS Secondary at wall3/grid 2-Revised calculation.................................................................................................................................2 Framingat grid2.I-Revsied calculation......................................................................................................................................... 10 Manualcalculation....................................................................................................................19 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER tit,manufact-i 17-017737-01-Revised calculation Rev03 Time:11:41 AM s.,,.a.,,��.�.....,.. Page: 2 of 18 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:Varies 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:0.994 Design Snow(Sloped):ps:11.90 psf Mapped MCE Acceleration:S1:41.80%g Parts Wind Exposure Factor:0.994 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(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 Windbome Debris Region Thermal Factor:Heated-Ct:1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/4/6 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/8/3 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.17 psf Fundamental Period Height Used:31/8/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.4447 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2672 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 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 1.0D+I.0CG+I.0S+I.0SD D+CG+S+SD 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*US 1 D+CG+*US 1 6 System 1.000 1.0 D+1.0 CG+1.0 PF 1 D+CG+PF 1(Span 1) 7 System 1.000 1.0 D+1.0 CG+1.0 PF 1 D+CG+PF 1(Span 12) 8 System 1.000 1.0 D+1.0 CG+1.0 PHI D+CG+PHl(Span 1) 9 System 1.000 1.0 D+1.0 CG+1.0 PHI D+CG+PHI(Span 12) 10 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 1 11 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 2 12 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 3 13 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 4 14 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 5 15 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 6 16 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 7 17 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB1> D+CG+Wl>+WB1> 18 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB1> D+CG+<W2+WB1> 19 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+Wl>+WB1> 20 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB 1> D+CU+<W2+WB 1> 21 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB1> D+CG+L+WI>+WB1> File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler manufactar1. 17-017737-01-Revised calculation Rev03 Time:11:41 AM .a„p.a,&s.,,.a.,,���.�.....,_ Page: 3 of 18 22 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> 23 System Derived 1.000 1.0D+1.0CG+0.75S+0.45W1>+0.45WB1> D+CG+S+Wl>+WB1> 24 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> 25 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB 1 D+CG+W 1>+<WB 1 26 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB 1 D+CG+<W2+<WB 1 27 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB 1 D+CU+W 1>+<WB 1 28 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB 1 D+CU+<W2+<WB 1 29 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 30 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 31 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 32 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 33 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6 WB2> D+CG+W 1>+WB2> 34 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB2> D+CG+<W2+WB2> 35 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 WB2> D+CU+W 1>+WB2> 36 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB2> D+CU+<W2+WB2> 37 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> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB2> D+CG+L+<W2+WB2> 39 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> 40 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB2> D+CG+S+<W2+WB2> 41 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB2 D+CG+W 1>+<WB2 42 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB2 D+CG+<W2+<WB2 43 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB2 D+CU+W 1>+<WB2 44 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB2 D+CU+<W2+<WB2 45 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 46 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB2 D+CG+L+<W2+<WB2 47 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 48 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB2 D+CG+S+<W2+<WB2 49 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6 WB3> D+CG+W 1>+WB3> 50 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB3> D+CG+<W2+WB3> 51 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 WB3> D+CU+W 1>+WB3> 52 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB3> D+CU+<W2+WB3> 53 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> 54 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB3> D+CG+L+<W2+WB3> 55 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> 56 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB3> D+CG+S+<W2+WB3> 57 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB3 D+CG+W 1>+<WB3 58 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB3 D+CG+<W2+<WB3 59 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB3 D+CU+W 1>+<WB3 60 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB3 D+CU+<W2+<WB3 61 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 62 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB3 D+CG+L+<W2+<WB3 63 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 64 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB3 D+CG+S+<W2+<WB3 65 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6 WB4> D+CG+W 1>+WB4> 66 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB4> D+CG+<W2+WB4> 67 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 WB4> D+CU+W 1>+WB4> 68 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 WB4> D+CU+<W2+WB4> 69 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> 70 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB4> D+CG+L+<W2+WB4> 71 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> 72 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB4> D+CG+S+<W2+WB4> 73 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6<WB4 D+CG+W 1>+<WB4 74 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB4 D+CG+<W2+<WB4 75 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6<WB4 D+CU+W 1>+<WB4 76 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<WB4 D+CU+<W2+<WB4 77 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 78 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB4 D+CG+L+<W2+<WB4 79 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 80 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<WB4 D+CG+S+<W2+<WB4 81 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 82 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 83 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 84 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. I Origin I Factor Application Description 1 I System 1 1.000 10.7 E> IE> File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Ma!�,actu,;�g 17-017737-01-Revised calculation Rev03 Time:11:41 AM .a„p.a,&s.,,.a.,,���.�.....,.. Page: 4 of 18 2 System 1.000 0.7<E <E 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 Wl>+0.6 WB2> Wl>+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<WB2 W 1>+<WB2 10 System Derived 1.000 0.6<W2+0.6<WB2 <W2+<WB2 11 System Derived 1.000 0.6 W 1>+0.6 WB3> W 1>+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 W 1>+<WB3 14 System Derived 1.000 0.6<W2+0.6<WB3 <W2+<WB3 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 W 1>+0.6<WB4 W 1>+<WB4 18 System Derived 1.000 0.6<W2+0.6<WB4 <W2+<WB4 19 System Derived 1.000 0.7 EB> EB> 20 System Derived 1 1.000 10.7<EB <EB Deflection Load Combinations-Purlin No. Origin Factor Deflection Application Description 1 User 1.000 180 1.0 S+1.0 SD S+SD 2 System 1.000 150 1.0 L L 3 System 1.000 180 1.0 SMS SMS 4 System 1.000 180 0.42 Wl> Wl> 5 System 1.000 180 10.42<W2 I<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-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Ma!�,actur;�g 17-017737-01-Revised calculation Rev03 Time:11:41 AM .a„p.a,&s.,,.a.,,���.�.....,.. Page: 5 of 18 Wall: 3 Concrete Tilt- all 19x16 OHD 1 19x16 OHD 2 19x16 OHD 3 70 DR Ox10 OH dL Maximum Secondary Designs for Sha a Unit 1-Building on Side 3 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bud Shr Cmb Wep Cs in. Bud Shr Cmb Wep Cs Bud Shr Cmb Wep Cs in. 2,1 36.75 8.500.098 Z Con-60.0 Yes 34.5 0.79 0.00 0.00 0.00 3 0.36 0.08 0.37 0.00 3 34.5 2,2 28.75 8.500.060 Z Con-60.0 Yes 22.5 0.36 0.06 0.36 0.00 3 22.5 0.83 0.23 0.67 0.00 4 0.34 0.12 0.36 0.00 3 22.5 2,3 32.75 8.500.060 Z Con-60.0 Yes 34.5 0.34 0.18 0.38 0.00 3 34.5 0.96 0.35 0.83 0.00 4 0.69 0.18 0.71 0.00 3 34.5 2,4 32.75 8.500.073 Z Con-60.0 Yes 46.5 0.69 0.19 0.71 0.00 3 46.5 0.96 0.00 0.00 0.00 3 3,1 36.75 8.500.098 Z Con-60.0 Yes 34.5 0.54 0.00 0.00 0.00 3 0.26 0.04 0.26 0.00 3 34.5 3,2 28.75 8.500.098 Z Con-60.0 Yes 22.5 0.26 0.03 0.26 0.00 3 22.5 0.36 0.05 0.31 0.00 4 4,1 36.75 8.500.113 Z Con-60.0 Yes 34.5 0.83 0.00 0.00 0.00 3 0.41 0.07 0.41 0.00 3 34.5 4,2 28.75 8.500.068 Z Con-60.0 Yes 22.5 0.41 0.06 0.41 0.00 3 22.5 0.87 0.22 0.71 0.00 4 0.45 0.14 0.47 0.00 3 22.5 4,3 32.75 8.500.068 Z Con-60.0 Yes 34.5 0.45 0.19 0.49 0.00 3 34.5 0.94 0.31 0.80 0.00 4 0.73 0.17 0.75 0.00 3 34.5 4,4 32.75 8.500.079 Z Con-60.0 Yes 46.5 0.73 0.17 0.75 0.00 3 46.5 0.95 0.00 0.00 0.00 3 Maximum SecondaryDeflections for Shape Unit 1-Buildin on Side 3 Design Id S egment Deflection(in.) Ratio Location ft Load Case Description 2 1 1.66 (L/266) 16.50 1 0.42W 1> 2 2 -0.29 (L/1192) 44.63 1 0.42W 1> 2 3 0.72 (L/548) 79.38 1 0.42W 1> 2 4 1.50 (L/261) 117.13 1 0.42W1> 3 1 1.05 (L/422) 16.00 1 0.42W1> 3 2 0.17 (L/2021) 55.63 1 0.42W1> 4 1 1.74 (L/254) 16.50 1 0.42W1> 4 2 -0.25 (L/1403) 43.13 1 0.42W1> 4 3 0.95 (L/415) 79.88 1 0.42W 1> 4 4 1.50 L/262 117.13 1 0.42W1> File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01-Revised calculation RevO3 'rime:11:41 AM .a„p.a,&s.,,.a.,,���.�.....,.. Page: 6 of 18 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 R.2 25000 9.00 0.3750 0.1345 12.00 12.00 13.46 378.4 55.00 55.00 SS SS 3P 25001 9.00 0.3750 0.1345 12.00 12.00 18.33 511.5 55.00 55.00 SS SS 3P Total Frame Weight=889.9 (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 Pitch V Size Side C D th 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 0.38 1,1 2 ST 0.375 7.00 4.50 55 1 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 1 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 Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 1,1 1 1 0.00 -3.74 0.00 3.74 0.0 1.03 0.30 0.34 0.13 0.38 OK->Cli LocalBucklin 0.0461 0.1875 1,1 2 1 0.00 -3.74 0.00 3.74 0.0 1.03 0.30 0.34 0.15 0.47 OK->ColunmWebRupture 0.0461 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 36/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summa -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 MC) Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 18.38 12.00 1 0.0 -412.1 0.0 35.3 429.0 399.5 0.96 25000 0.00 12.00 1 -3.7 18.2 0.21 25001 0.00 12.00 1 0.0 -412.1 0.0 35.3 429.0 399.5 0.96 25001 18.381 12.001 1 3.71 18.2 0.21 Parameters Used for Axial and Flexural Design Mem. Loc. Lx I Ly/Lt I Lb Ag I Afn I 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 is in.3 in.3 in.4 in.6 25000 18.38 441.00 441.0 441.0 8.26 3.38 244.09 45.56 40.68 10.13 43.49 15.24 0.33 1539.41 1.14 1.00 1.07 0.90 1.00 25001 0.00 441.00 441.0 441.0 8.26 3.38 244.09 45.56 40.68 10.13 43.49 15.24 0.33 1539.41 1.14 1.00 1.07 0.90 1.00 Deflection Load Combinations-Framing No. Origin Factor Def H 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 Contro ng Frame Deflection Ratios for Cross Section:Welded Girt d=1 1 Description Ratio Deflection in. Member Joint Load Case Load Case Descri tion Max.Horizontal Deflection L/523 -0.842 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-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01-Revised calculation RevO3 'rime:11:41 AM .a„p.a,&s.,,.a.,,���.�.....,.. Page: 7 of 18 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 R.2 25000 8.00 0.2500 0.1345 12.00 12.00 14.33 268.2 55.00 55.00 SS SS 3P 25001 8.00 0.2500 0.1345 12.00 12.00 14.33 267.9 55.00 55.00 SS SS 3P Total Frame Weight=536.0 (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 Pitch V Size Side C D th Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1,2 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 1.38 1,2 2 ST 0.375 7.00 4.50 55 1 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 1 FO 4.41 1.50 Required trength Available Strength Ratio Min.Thickness Mem. it. Load Axial Shear Beam I Pr I Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k I k Deg. C % % % % in. in. 1,2 1 1 0.00 -2.92 0.00 2.92 0.0 1.03 0.24 0.27 0.12 0.47 OK->ColumnWebRu ture 0.0360 0.0884 1,2 2 1 0.00 -2.92 0.00 12.92 1 0.0 1.03 0.24 0.27 0.12 0.47 OK->ColunmWebRupture 0.0360 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 28/9/0 0/0/0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summa -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 MC) Mcy + Shear No. ft in. Flexure k k in-k in-k k k in-k in-k Flexure 25000 14.38 12.00 1 0.0 -252.2 0.0 27.0 258.8 142.6 0.97 25000 0.00 12.00 1 -2.9 17.4 0.17 25001 0.00 12.00 1 0.0 -252.2 0.0 27.0 258.8 142.6 0.97 25001 14.381 12.001 1 2.91 17.4 0.17 Parameters Used for Axial and Flexural Design Mem. Loc. Lx I Ly/Lt I Lb Ag I Ali, I lxx I Iyy I 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 1 14.38 345.00 345.0 345.0 5.55 2.00 155.13 21.34 25.85 5.33 27.95 8.05 0.09 736.41 1.14 1.00 1.08 0.73 1.00 25001 0.00 345.00 345.0 345.0 5.55 2.00 155.13 21.34 25.85 5.33 27.95 8.05 0.09 736.41 1.14 1.00 1.08 0.73 1.00 Deflection Load Combinations-Framin No. Origin Factor Def H 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 Contro ng Frame Deflection Ratios for Cross Section:Welded Girt d=12 Description Ratio Deflection in. Member Joint Load Case Load Case Descri tion Max.Horizontal Deflection L/694 -0.497 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-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01-Revised calculation RevO3 'rime:11:41 AM .a„p.a,&s.,,.a.,,���.�.....,.. Page: 8 of 18 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 R.2 25000 6.00 0.5000 0.1345 12.00 12.00 16.33 411.7 55.00 55.00 SS SS 3P 25001 6.00 0.5000 0.1345 12.00 12.00 16.33 412.2 55.00 55.00 SS SS 3P Total Frame Weight=823.9 (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 Pitch V Size Side C D th Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1,3 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 4.41 1.50 1,3 2 ST 0.375 7.00 4.50 55 1 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 1 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 Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 1,3 1 1 0.00 -3.33 0.00 3.33 0.0 1.03 0.27 0.31 0.13 0.47 OK->ColumnWebRu ture 0.0411 0.0884 1,3 2 1 0.00 -3.33 0.00 3.33 0.0 1.03 0.27 0.31 0.13 0.47 OK->ColumnWebRupture 0.0411 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 Summa -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 25000 16.38 12.00 1 0.0 -327.3 0.0 17.6 324.6 298.6 1.01 25000 0.00 12.00 1 -3.3 19.0 0.18 25001 0.00 12.00 1 0.0 -327.3 0.0 17.6 324.6 298.6 1.01 25001 16.381 12.001 1 3.31 19.0 0.18 Parameters Used for Axial and Flexural Design Mem. Loc. Lx I Ly/Lt I Lb Ag I Afn I 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 is in.3 in.3 in.3 in.4 in.6 25000 1 16.38 393.00 393.0 393.0 7.48 3.00 213.42 18.00 35.57 6.00 38.57 9.05 0.51 595.20 1.14 1.00 1.08 1.00 1.00 25001 0.00 393.00 393.0 393.0 7.48 3.00 213.42 18.00 35.57 6.00 38.57 9.05 0.51 595.20 1.14 1.00 1.08 1.00 1.00 Deflection Load Combinations-Framing No. Origin Factor Def H 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 Contro ng Frame Deflection Ratios for Cross Section:Welded Girt d=13 Description Ratio Deflection in. Member Joint Load Case Load Case Descri tion Max.Horizontal Deflection L/646 -0.608 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-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01-Revised calculation RevO3 'rime:11:41 AM .a„p.a,&s.,,.a.,,���.�.....,.. Page: 9 of 18 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 R.2 25000 6.00 0.5000 0.1345 12.00 12.00 16.33 412.2 55.00 55.00 SS SS 3P 25001 6.00 0.5000 0.1345 12.00 12.00 11.46 291.6 55.00 55.00 SS SS 3P Total Frame Weight=703.8 (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 Pitch V Size Side C D th Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1,4 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 1.38 1,4 2 ST 0.375 7.00 4.50 55 1 0.750 A325N/ST 2 1 0.00 3.00 2.50 2-0.1250 1 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 Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 1,4 1 1 0.00 -3.33 0.00 3.33 0.0 1.03 0.27 0.31 0.13 0.47 OK->ColumnWebRu ture 0.0411 0.0884 1,4 2 1 0.00 -3.33 0.00 3.33 0.0 1.03 0.27 0.31 0.12 0.38 OK->ClipLocalBuckling 0.0411 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 Summa -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 MC) 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 -327.3 0.0 17.6 324.6 298.6 1.01 25000 0.00 12.00 1 -3.3 19.0 0.18 25001 0.00 12.00 1 0.0 -327.3 0.0 17.6 324.6 298.6 1.01 25001 16.381 12.001 1 3.31 19.0 0.18 Parameters Used for Axial and Flexural Design Mem. Loc. Lx I Ly/Lt I Lb Ag I Afn I 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 is in.3 in.3 in.3 in.4 in.6 25000 1 16.38 393.00 393.0 393.0 7.48 3.00 213.42 18.00 35.57 6.00 38.57 9.05 0.51 595.20 1.14 1.00 1.08 1.00 1.00 25001 0.00 393.00 393.0 393.0 7.48 3.00 213.42 18.00 35.57 6.00 38.57 9.05 0.51 595.20 1.14 1.00 1.08 1.00 1.00 Deflection Load Combinations-Framing No. Origin Factor Def H 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 Contro ng Frame Deflection Ratios for Cross Section:Welded Girt d=14 Description Ratio Deflection in. Member Joint Load Case Load Case Descri tion Max.Horizontal Deflection L/646 -0.608 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-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Ma!�,actu,;�g 17-017737-01-Revised calculation Rev03 Time:11:41 AM .a„p.a,&s.,,.a.,,���.�.....,.. Page: 10 of 18 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:Varies 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:0.994 Design Snow(Sloped):ps:11.90 psf Mapped MCE Acceleration:S 1:41.80%g Parts Wind Exposure Factor:0.994 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(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:25/4/6 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/8/3 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.17 psf Fundamental Period Height Used:31/8/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.4447 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2672 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 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 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Ma"�,actu.;�9 17-017737-01-Revised calculation Rev03 Time:11:41 AM .a„p.a,&s..,.a.,,�"�.�.....�.. Page: 11 of 18 Wall: 4,Frame at: 301/0/0 Frame Cross Section:2.1 .750.12 05-7 .750:12 4 L&3'-6" mm m m m m cLL o LLLL LL m m m m LL LL m � 1 0 0 11 12 GFB GFB GFB GFB y 14 (V W M X Dimension Key 1 8 1/2" 2 4'-0" 3 3'-8 1/2" 4 F-1" 5 3'-3" 6 2 @ 3'4 13/16" 7 2 @ 2'-9 5/16" 8 35'-9 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): 120'41" Horiz.Clearance between members 2(CX025)and 13(CX026): 120'40 11/16" Horiz.Clearance between members 2(CX025)and 14(CX026): 120'40 13/16" Vert.Clearance at member 2(CX025):26-8 15/16" Vert.Clearance at member 13(CX026):26-8 15/16" Vert.Clearance at member 15(EPX006):32'-5 11/16" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Ma��,a-t-.;�g 17-017737-01-Revised calculation Rev03 Time:11:41 AM s.,,.a.,,��.�.....,.. Page: 12 of 18 Frame Location Design Parameters: Location Avg.Bay Space I Description Angle Group Trib.Override Design Status 301/0/0 13/6/0 jEndwall Frame @ REW 90.0000 26/0/0 Stress Check Desi n Load Combinations-Framin 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<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 S>+1.0 SD D+CG+S>+SD 8 System 1.000 1.0 D+1.0 CG+1.0<S+1.0 SD D+CG+<S+SD 9 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 10 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 11 System 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 12 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 13 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 14 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 15 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 16 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 17 System 1.000 0.6 MW MW-Wall:1 18 System 1.000 0.6 MW MW-Wall:2 19 System 1.000 0.6 MW MW-Wall:3 20 System 1.000 0.6 MW MW-Wall:4 21 System 1.000 0.6 D+0.6 CU+0.6 W1> D+CU+Wl> 22 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 23 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 24 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 25 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 26 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 27 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+Wl> 28 System 1.000 1.0D+1.0CG+0.75L+0.45<W1 D+CG+L+<W1 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 31 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 32 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 33 System 1.000 1.0D+1.0CG+0.75S+0.45W1> D+CG+S+Wl> 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 36 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 37 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 38 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 39 System 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 40 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 41 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG- D+CU+E>+EG- 42 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 43 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 44 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG+ D+CG+<E+EG+ 45 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 46 Special 1.000 0.6 D+0.6 CU+1.75<E+0.7 EG- D+CU+<E+EG- 47 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>+0.7 EG+ D+CG+E>+EG+ 48 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG+ D+CG+<E+EG+ 49 OMF Connection 1.000 0.6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>+EG- 50 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. E. ft 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 11.04 791.6 55.00 55.00 SS KN 3P 3 6.00 0.5000 0.2500 52.00 52.00 14.90 748.5 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 9.71 607.3 55.00 55.00 SS SP 3P File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Ma��,a-t-.;�9 17-017737-01-Revised calculation Rev03 Time:11:41 AM s.,,.a.,,��.�.....,.. Page: 13 of 18 5 6.00 0.3125 0.1875 42.00 42.00 20.28 823.4 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 10.00 314.0 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 20.00 812.2 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 0.5000 0.2500 52.00 52.00 14.90 748.6 55.00 55.00 SS KN 3P 13 8.00 0.3750 0.2500 52.00 52.00 11.04 791.5 55.00 55.00 SS KN 3P 14 8.00 0.3750 0.2500 12.00 52.00 20.00 954.4 55.00 55.00 BP SS 3P 15 9.00 0.5000 0.1875 13.00 13.00 32.47 1275.0 55.00 55.00 BP CP 3P 16 8.00 0.3750 0.1875 13.00 13.00 34.01 850.0 55.00 55.00 BP SS 3P 17 8.00 0.3750 0.1875 13.00 13.00 33.76 842.9 55.00 55.00 BP SS 3P Total Frame Weight=12105.5 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes 16 No Yes 17 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 16 36/9/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 36/9/0 34/0/1 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 98/3/0 33/9/1 Yes No 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:2.1 Type Exterior Column Interior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 36/9/0 65/6/0 98/3/0 131/0/0 Gridl-Grid2 2.1-B 2.1-2 2-C 2-C.2 2.1-D Base Plate W x L(in.) 9X13 9X14 10X14 9X14 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 I Vy Hx Hz Vy Hx V D Frm 1.50 5.51 0.98 6.92 0.97 -1.50 5.57 CG Frm 1.11 3.27 - 4.62 - -1.11 3.27 L> Frm 4.06 11.29 18.29 -4.06 11.29 <L Frm 4.06 11.29 18.29 -4.06 11.29 ASL^ Frm 2.03 0.44 9.15 -2.02 10.85 ^ASL Frm 2.04 10.85 9.14 -2.04 0.44 SMS> Frm 8.47 23.52 38.11 -8.47 23.52 <SMS Frm 8.47 23.52 38.11 -8.47 23.52 S> Frm 4.03 11.20 18.14 -4.03 11.20 SD Frm - - - - - <S Frm 4.03 11.20 18.14 -4.03 11.20 US1* Frm 3.02 3.57 17.35 -3.02 12.16 *usI Frm 3.04 12.17 17.33 -3.04 3.58 W1> Frm -12.25 -22.94 13.10 12.23 -27.90 13.01 -1.74 -12.47 <WI Frm 1.74 -12.48 -11.79 -11.01 -27.90 -11.71 12.25 -22.94 W2> Frm -12.12 -13.46 - - -14.77 - -1.87 -2.99 <W2 Frm 1.87 -2.99 -14.76 12.12 -13.46 WPL Frm -1.38 -15.17 -26.18 0.48 -21.97 WPR Frm -0.50 -21.97 -26.17 1.39 -15.18 MW Frm - - - - - MW Frm 4.20 2.26 -1.07 9.44 -1.19 MW Frm - - - - - MW Frm -9.20 -1.10 -1.05 -3.99 2.15 CU Frm - - - - - L Frm 4.06 11.29 18.29 -4.06 11.29 S Frm 4.03 11.20 18.14 -4.03 11.20 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Ma"�,actu.;�9 17-017737-01-Revised calculation Rev03 Time:11:41 AM .a„p.a,&s.,,.a.,,���.�.....,.. Page: 14 of 18 E> Frm -13.66 -3.28 9.26 8.67 -0.10 9.23 -13.01 3.38 EG+ Frm 0.47 1.34 - 2.07 - -0.47 1.35 <E Frm 13.66 3.28 -9.26 -8.67 0.10 -9.23 13.01 -3.38 EG- Frm -0.47 -1.34 - - -2.07 - 0.47 -1.35 SMS Frm 8.47 23.52 38.11 -8.47 23.52 Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction k k k k D 0.0 0.0 20.1 18.0 CG 0.0 0.0 11.2 11.2 L> 0.0 0.0 40.9 40.9 <L 0.0 0.0 40.9 40.9 ASL^ 0.0 0.0 20.4 20.4 ^ASL 0.0 0.0 20.4 20.4 SMS> 0.0 0.0 85.1 85.2 <SMS 0.0 0.0 85.1 85.2 S> 0.0 0.0 40.5 40.5 SD 0.0 0.0 0.0 0.0 <S 0.0 0.0 40.5 40.5 US1* 0.0 0.0 33.1 33.1 *us1 0.0 0.0 33.1 33.1 Wl> 14.0 14.0 63.3 63.3 <W1 14.0 14.0 63.3 63.3 W2> 14.0 14.0 31.2 31.2 <W2 14.0 14.0 31.2 31.2 WPL 0.9 0.9 63.3 63.3 WPR 0.9 0.9 63.3 63.3 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 13.2 13.2 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 40.9 40.9 S 0.0 0.0 40.5 40.5 E> 26.7 26.7 0.0 0.0 EG+ 0.0 0.0 4.8 4.8 <E 26.7 26.7 0.0 0.0 EG- 0.0 0.0 4.8 4.8 SMS 0.0 0.0 85.1 85.2 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 2.1-B 23.34 45 26.85 44 - - - - 10.46 21 32.31 5 36/9/0 2.1-2 - - - - 16.21 44 16.21 43 - - 0.98 1 36/9/0 2.1-2 6.90 44 7.58 11 0.98 1 - - 65/6/0 2-C 15.18 44 15.18 43 12.59 21 49.65 5 98/3/0 2-C.2 16.16 44 16.16 43 - - 0.97 1 98/3/0 33/9/1 6.95 44 7.58 11 0.97 1 - - 131/0/0 2.1-D 25.70 43 22.19 46 - - 10.42 22 32.36 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 Ga e& itch standards are based on ACI-318 Appendix 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. Tvne Flange Web 0/0/0 2.1-B 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 36/9/0 2.1-2 16 0.375 9 14 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 65/6/0 2-C 15 0.375 10 14 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 98/3/0 2-C.2 17 0.375 9 14 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Ma!�,actu,;�g 17-017737-01-Revised calculation Rev03 Time:11:41 AM .a„p.a,&s.,,.a.,,���.�.....,.. Page: 15 of 18 131/0/0 1 2.1-D 1 14 j 0.375 9 13 No 4 1.000 1 5.0 1 5.0 1 Std I OS-0.1875 I OS-0.1875 Pinned Base Plate Connection Loading Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum B cingfWA 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 26.61 15.47 44 6.45 -10.45 21 11.18 32.33 6 - - 0 36/9/0 8.43 0.59 42 - - 0 - 0.98 1 0.59 8.43 42 65/6/0 8.04 13.22 40 7.32 -12.57 21 0.01 49.71 6 - - 0 98/3/0 8.40 0.58 42 - - 0 - 0.97 1 0.58 8.40 42 131/0/0 25.44 15.70 43 6.45 -10.42 22 11.18 32.38 5 - - 0 Base Plate Connection S ength 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 0.649 44 0.153 21 0 0 0.250 6 0.312 21 0.195 6 0.320 6 0.807 44 36/9/0 0.366 42 - 0 0 0 0.007 1 - 0 0.005 1 0.010 1 0.240 42 65/6/0 0.349 40 0.327 21 0.333 21 0 0.321 6 0.337 21 0.403 6 0.514 6 0.226 40 98/3/0 0.364 42 - 0 - 0 0 0.007 1 - 0 0.005 1 0.010 1 0.239 42 131/0/0 0.620 43 0.152 22 - 0 0 0.250 5 0.311 22 0.196 5 0.320 5 0.771 43 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 6.70 51.421 205.68 N/A N/A 0.3125 3.000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-0.1875 3 1 Si 6.35 51.000 204.00 1.50 76.50 0.1875 2.000 Opposite Fillet F-OS-0.1 875,W-OS-0.1 875 7 1 Si 6.26 27.943 149.03 2.75 76.74 0.1875 2.000 Opposite Fillet F-OS-0.1 875,W-OS-0.1 875 7 2 S2 10.00 30.747 163.99 N/A N/A 0.2500 2.500 Both F-BS-0.1875,W-OS-0.1250,F-OS-0.1250 8 1 Si 3.86 27.853 148.55 1.50 41.72 0.1875 2.000 Opposite Fillet F-OS-0.1 875,W-OS-0.1 875 12 1 Si 8.59 51.000 204.00 1.50 76.50 0.1875 2.000 Opposite Fillet F-OS-0.1 875,W-OS-0.1 875 13 1 S9 6.70 51.421 205.68 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 Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Confi ration Pitches Ist/2nd Confi ration Pitches lst/2nd No. No. in. in. in. in. in. ID Desc. in. ID Desc. in. 2 2 KN(Face) 0.625 8.00 57.50 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 3 1 KN(Face) 0.625 6.00 57.50 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 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 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 0.375 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 57.50 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 13 2 KN(Face) 0.625 8.00 57.50 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 15 2 CP 0.500 10.00 14.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Strengt tren h Ratios Mem. it. 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 48 -7.5 14.5 6134.4 AISC DG-16/Thin plate 0.916 0.118 0.935 0.647 0.957 0.057 0.959 0.959 3 1 48 -7.5 14.5 6134.4 AISC DG-16/Thin plate 0.916 0.118 0.935 0.647 0.957 0.057 0.913 0.959 4 2 42 -2.1 3.0 1281.3 AISC DG-16/Thin plate 0.499 0.041 0.851 0.647 0.957 0.040 0.959 0.959 5 1 42 -2.1 3.0 1281.3 AISC DG-16/Thin plate 0.499 0.041 0.851 0.647 0.957 0.040 0.799 0.959 6 2 9 -5.0 5.7 662.8 AISC DG-16/Thin plate 0.392 0.077 0.819 0.405 0.598 0.073 0.959 0.719 7 1 9 -5.0 5.7 662.8 AISC DG-16/Thin plate 0.392 0.077 0.819 0.405 0.598 0.073 0.959 0.719 8 2 10 -5.6 5.1 658.0 AISC DG-16/Thin plate 0.385 0.069 0.799 0.405 0.598 0.066 0.959 0.719 9 1 10 -5.6 5.1 658.0 AISC DG-16/Thin plate 0.385 0.069 0.799 0.405 0.598 0.066 0.959 0.719 10 2 41 -2.4 3.2 1283.8 AISC DG-16/Thin plate 0.497 0.043 0.861 0.647 0.957 0.042 0.799 0.959 11 1 41 -2.4 3.2 1283.8 AISC DG-16/Thin plate 0.497 0.043 0.861 0.647 0.957 0.042 0.959 0.959 12 2 47 -8.8 14.7 6216.2 AISC DG-16/Thin plate 0.924 0.120 0.935 0.647 0.957 0.058 0.913 0.959 13 2 47 -8.8 14.7 6216.2 AISC DG-16/Thin plate 0.924 0.120 0.935 0.647 0.957 0.058 0.959 0.959 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Ma��,a-t-.;�g 17-017737-01-Revised calculation Rev03 Time:11:41 AM s.,,.a.,,��.�.....,.. Page: 16 of 18 Inside Flange Required Stren trength Ratios* Mem. it. 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 49 3.5 6.3 5352.3 AISC DG-16/Thin plate 0.839 0.051 0.857 0.622 0.920 0.025 0.919 0.959 3 1 49 3.5 6.3 5352.3 AISC DG-16/Thin plate 0.839 0.051 0.857 0.622 0.920 0.025 0.877 0.959 4 2 39 -1.4 1.1 1805.4 AISC DG-16/Thin plate 0.383 0.009 0.966 0.647 0.957 0.007 0.959 0.959 5 1 39 -1.4 1.1 1805.4 AISC DG-16/Thin plate 0.383 0.009 0.966 0.647 0.957 0.007 0.826 0.959 6 2 10 -3.6 13.5 561.5 AISC DG-16/Thin plate 0.383 0.183 0.977 0.000 0.000 0.175 0.959 0.719 7 1 10 -3.6 13.5 561.5 AISC DG-16/Thin plate 0.383 0.183 0.977 0.000 0.000 0.175 0.959 0.719 8 2 9 -4.9 13.1 567.3 AISC DG-16/Thin plate 0.377 0.177 0.954 0.000 0.000 0.170 0.959 0.719 9 1 9 -4.9 13.1 567.3 AISC DG-16/Thin plate 0.377 0.177 0.954 0.000 0.000 0.170 0.959 0.719 10 2 40 -0.9 1.2 1831.8 AISC DG-16/Thin plate 0.390 0.009 0.997 0.647 0.957 0.008 0.842 0.959 11 1 40 -0.9 1.2 1831.8 AISC DG-16/Thin plate 0.390 0.009 0.997 0.647 0.957 0.008 0.959 0.959 12 2 50 4.8 6.5 5437.7 AISC DG-16/Thin plate 0.857 0.053 0.868 0.635 0.940 0.025 0.896 0.959 13 2 50 4.8 6.5 5437.7 AISC DG-16/Thin plate 0.857 0.053 0.868 0.635 0.940 0.025 0.939 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. 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 Bending Yielding Bearing Weld I Weld 15 2 1 47 1 -12.71 9.11 21 12.6 6.8 0.3961 0.4301 0.4031 0.1391 0.0421 0.0871 0.5661 0.273 Flange Brace Summar 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 0.915 6 2 3/0/0 23/0/0 GFB5067 0.984 6 3 1/6/8 59/4/0 GFB5067 0.956 0 4 5/8/9 44/4/0 GFB5026 0.588 42 5 11/0/0 29/4/0 GFB4053 0.460 26 5 16/0/0 24/4/0 GFB4053 0.000 1 6 3/11/10 16/l/O GFB3096 0.303 26 7 3/11/10 6/1/0 GFB2087 1.010 9 7 8/11/10 1/1/0 GFB3087 1.525 6 8 1/0/7 1/1/0 GFB3087 1.524 5 9 1/0/7 11/1/0 GFB2066 0.549 4 10 6/0/7 26/l/O GFB4041 0.445 6 10 11/0/7 31/l/O GFB4053 0.478 6 10 16/0/7 36/l/O GFB4053 0.564 41 11 9/6/7 49/7/0 GFB5067 0.620 41 12 10/0/7 60/l/O GFB5067 0.999 39 13 3/0/0 23/0/0 GFB5067 0.983 5 14 19/0/0 19/0/0 GFB4033 0.906 5 Top OF Post Summary X-Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt Shear FB/WSF Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 36/9/0 1 2.1-2 7.58 6.74 Stub-2 293.54 9.17 15.91 9.17 98/3/0 2-C.2 7.58 6.73 Stub-2 293.45 9.17 15.90 9.17 Frame Design Member Summar -Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strength Available Strength Stren h 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 -33.1 -1946.5 0.0 92.3 4194.1 353.0 0.77 1 20.07 52.00 6 -8.5 24.4 0.35 2 6.97 52.00 6 -32.4 -2974.1 0.0 250.8 6960.1 353.7 0.49 2 5.50 52.00 6 -11.1 24.4 0.45 3 3.60 52.00 40 -4.9 -2566.3 0.0 83.9 3193.3 318.0 0.83 3 3.60 52.00 6 24.7 24.6 1.00 4 0.00 52.00 42 -2.1 -1659.4 0.0 83.9 2820.3 318.0 0.60 4 0.00 52.00 6 15.9 24.6 0.65 5 0.00 42.00 42 1.9 1281.2 0.0 52.4 1468.3 183.2 0,89 5 20.28 42.00 5 -8.7 12.7 0.68 6 0.00 42.00 10 -4.7 1745.E 0.0 53.7 2763.4 116.0 0.68 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER tit,manufaofar;og 17-017737-01-Revised calculation Rev03 Ti>,ne:11:41 AM s.,,.a.,,�a,�.�.....,.. Page: 17 of 18 6 6.48 30.36 5 -14.7 17.7 0.83 7 9.93 31.38 6 -10.2 -2587.0 0.0 151.3 2706.5 163.6 099 7 6.47 28.81 5 -21.8 21.5 1.01 8 0.96 30.67 5 -10.2 -2310.3 0.0 81.8 2457.3 163.4 1.00 8 3.46 28.81 6 21.9 21.5 1.02 9 10.03 42.00 6 -9.7 1504.3 0.0 41.8 2763.4 116.0 0.72 9 3.55 30.37 6 14.8 17.7 0.83 10 20.00 42.00 41 -2.4 -1283.8 0.0 64.6 1713.0 183.2 0.77 10 0.00 42.00 6 8.7 12.7 0.68 11 9.54 51.54 41 -2.6 -1659.2 0.0 103.5 3450.0 318.0 0.49 11 10.01 52.00 5 -15.9 24.6 0.65 12 10.04 52.00 39 -5.4 -2679.2 0.0 166.3 5528.8 318.0 0.50 12 8.29 52.00 5 -23.9 24.6 0.97 13 6.97 52.00 5 -32.4 -2972.9 0.0 250.8 6960.1 353.7 0.49 13 5.50 52.00 5 11.1 24.4 0.45 14 19.07 50.00 5 -33.2 -1945.4 0.0 92.3 4193.9 353.0 0.77 14 20.07 52.00 5 8.5 24.4 0.35 15 16.24 13.00 40 -13.2 653.5 0.0 60.3 870.7 661.6 0.89 15 0.00 13.00 41 -7.9 42.6 0.19 16 17.00 13.00 11 -"0 -801.3 0.0 91.9 809.2 356.2 1.00 16 0.00 13.00 42 8.4 41.7 0.20 17 16.88 13.00 11 -1.0 -789.9 0.0 91.9 809.2 356.2 0.98 17 0.00 13.00 42 8.4 41.7 0.20 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 19.07 324.50 228.8 228.8 18.31 3.00 6182.76 32.06 247.31 8.02 300.47 12.77 0.5419740.61 1.66 0.97 1.00 0.90 0.48 2 6.97 324.50 47.7 47.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.80 0.55 21365.59 1.08 0.88 1.00 0.90 0.47 3 3.60 729.69 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.7711979.16 1.30 1.00 1.00 1.00 0.68 4 0.00 729.69 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.7711979.16 1.15 1.00 1.00 1.00 0.68 5 0.00 729.69 180.0 180.0 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.18 1.00 1.00 0.96 0.65 6 0.00 729.69 159.1 60.0 10.78 1.50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.07 0.85 1.00 0.84 0.61 7 9.93 729.69 22.9 22.9 9.49 1.88 1350.14 7.83 86.05 3.13 102.11 4.96 0.24 1881.43 1.03 0.95 1.00 1.00 0.57 8 0.96 729.68 120.1 120.1 9.36 1.88 1278.81 7.83 83.40 3.13 98.76 4.95 0.24 1796.13 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 20.00 729.68 162.1 162.1 11.51 1.88 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.57 1.15 0.97 1.00 0.96 0.62 11 9.54 729.68 162.1 162.1 18.63 3.00 6596.13 18.07 255.98 6.02 312.73 9.79 0.7711764.14 1.15 1.00 1.00 1.00 0.58 12 10.04 729.68 126.0 126.0 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.7711979.16 1.20 0.92 1.00 1.00 0.47 13 6.97 324.49 47.7 47.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.80 0.55 21365.59 1.08 0.88 1.00 0.90 0.47 14 19.07 324.49 228.8 228.8 18.31 3.00 6181.68 32.06 247.28 8.02 300.44 12.77 0.5419737.75 1.66 0.97 1.00 0.90 0.48 15 16.24 405.36 389.7 389.7 11.25 4.50 378.75 60.76 58.27 13.50 63.00 20.36 0.78 2373.30 1.18 1.00 1.08 1.00 1.00 16 17.00 408.06 229.0 229.0 8.30 3.00 267.88 32.01 41.21 8.00 44.91 12.11 0.31 1275.39 1.00 1.00 1.09 0.99 0.98 17 16.88 405.06 229.0 229.0 8.30 3.00 267.88 32.01 41.21 8.00 44.91 12.11 0.31 1275.39 1.00 1.00 1.09 0.99 0.98 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-01773 7-01-Revised calculation RevO3 'rime:11:41 AM s.,,.a.,,��.�.....,.. Page: 18 of 18 User Defined Frame Point Loads for Cross Section:2.1 Side Units Type Description Ma 1 Locl Offset H or V Su pp. Dir. Coef. Loc. 2 p CG 6"sprinkler->Resolved From Plane -473.20 55/3/0 NA NA N DOWN 1.000 OF 3 p CG 6"sprinkler->Resolved From Plane -473.20 55/3/0 NA NA N DOWN 1.000 OF 2000 p D support 1.00 19/1/0 NA NA Y RIGHT 1.000 WA 2001 p D support 1.00 19/1/0 NA NA Y RIGHT 1.000 WA (B� 2.1-2 (9 C.2 Q) z Y X Deflection Load Combinations-Framm' No. Origin Factor I Def H Def V Application Description 1 User 1.000 0 180 1.0 S+1.0 SD S+SD 2 System 1.000 0 180 1.0 L L 3 System 1.000 0 180 1.0 SMS SMS 4 System 1.000 100 180 0.42 Wl> W1> 5 System 1.000 100 180 0.42<Wl <Wl 6 System 1.000 100 180 0.42 W2> W2> 7 System 1.000 100 180 0.42<W2 <W2 8 System 1.000 100 180 0.42 WPL WPL 9 System 1.000 100 180 0.42 WPR WPR 10 System 1.000 50 0 3.0 E>+3.0 EG- E>+EG- 11 System 1.000 1 50 1 0 3.0<E+3.0 EG- <E+EG- Controlling Frame Deflection Ratios for Cross Section:2.1 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max.Horizontal Deflection (11/49) 7.075 13 2 10 E>+EG- Max.Vertical Deflection for Span 1 (L/1074) -0.700 5 1 3 SMS Max.Vertical Deflection for Span 2 L/1068 -0.703 11 1 3 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):0.214(k/in) Fundamental Period(calculated)(T):1.050(sec.) Design Story Drift:3.879(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Job No AISC 360-05 Page ��� I-Section Member Calculation Date 03/21/19 SLUESCOPE Pre p a re d By BUILDINGS (builder) Re vie wed B (project) lRe visio n Notes: chord beam at wall3 B--B.2 check Version 1.11 Compression Flange Section 3-Plate SR Limit 1.03 9.0" x 0.375" Yield Strength Fy 55 ksi A, (in 2) 8.263 Tensile Strength F,x 65 ksi Unbrc'd Lx 36.75 ft y _ Axial Force P -2.0 k Unbrc'd L v 19.0 ft r.� x oN Cl) �_ Moment Mx 579 k-in Unbrc'd Lz 19.0 ft u u u MomentM. (Section) 57 k-in Unbrc'd Lb 19.0 ft Shear V 5.3 k Kx 1.0 Stiffeners Req'd? No Ky 1.0 _ 9.0" x 0.375" Stiffener Distance a 0.0 in KZ 1.0 Tension Flange Tension Field Action?l No I Cb 1 1.0 Web to top flange weld (SAW): 1/8" Web to bot flange weld (SAW): 1/8" Weight: 28.1 Ibs/ft EQ H 1-1 b: 0.008+0.587+0.143 =0.74<_ 1.03, OK Section: Doubly h 11.25 in Vr/V, 0.29 <_ 1.03, OK Symmetric h/tW 83.64 V„ 30.31 kips (G2-1) h o 11.625 in V, 18.15 kips Bending: A 8.263 in P v 454.47 kips (D2-1) 4: 8.726 ybw 6.0 in P u 537.1 kips (D2-2) �rX: 17.243 I, 244.09 in P, tQ1S 268.55 kips ,7,: 17.243 I y 45.565 i n 4 KL/r 97.09 86.339 S, 40.681 in3 F, 43.47 ksi (E4-9) .w: 130.886 S, 40.681 in3 Fe1, 30.36 ksi (E4-10) Top Flange: Noncompact Sy(min) 10.126 in3 F, 41.53 ksi (E4-11) Bottom Flange: Noncompact rx 5.435 in Fe 30.36 (E3,E4) Web: Compact ry 2.348 in F, 24.5 ksi (E3,E4,E7) Section: Noncompact h, 11.25 in P„ 202.45 ksi (E3-1) r, 2.552 in PC CO„,P 121.23 kips Compression: J 0.3172 in3 M„x 1647.37 kip-in (F3) �r: 9.719 C,v 1539.3 in' M 1, 665.78 kip-in (F6) . : 34.214 yo 0.0 in MCX 986.45 kip-in Top Flange: Slender 1•0 35.054 inZ M, 398.67 kip-in Bottom Flange: Slender h,, 11.25 in P,./P, 0.02 Web: Slender Zx 43.49 in3 M,x/M, 0.59 Section: Slender Zy 15.238 in3 M,y/M, 0.14 (My on the whole section requires load applied thru the shear center,which is at 6.000"from the outer fiber of the bottom flange) Job No AISC Page I-Section Memberber Ca Calculation Date 03/21/19 Prepared By builder Re viewed B (project) lRe vision Notes: chord beam at wa113 B—B.2 check Section 3-Plate Self Weight 28.118 plf Self Weight on Minor Axis Modulus of Elasticity 29000 ksi Major Axis (x) Minor Axis(y) Self weight 0.0 28.118 plf Span (L) 36.75 36.75 ft Uniform load 286.0 0.0 psf Uniform load trib width 1.0 0.0 ft Partial uniform load 0.0 0.0 psf Partial load length (a) 0.0 1 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 244.088 45.565 inA4 Left reaction 5.255 0.517 kips Right reaction 5.255 0.517 kips Moment at 1/4 L 434.543 42.721 k-in Moment at 1/2 L 579.391 56.962 k-in Moment at 3/4 L 434.543 42.721 k-in Maximum Moment 579.391 56.962 k-in Maximum Deflection 1.658 0.873 in Deflection ratio L/266 L/505 P1 a P2 L General Note: 1,Frame at grid 13.9 is not designed for future expansion. Frame at grid 2.1 is designed for future expansion with a total tributary width of 25ft0(columns at 2.1/B,2.1/C,2.10 cannot be removed with future expansion,max future expansion is 100ft). 2,Butler steel is not designed for any of the following loads:mezzanine,entrance canopy,power block. 13.9 2.1 D2 6 D6 - 6 D11 .11 D6 D6 Dll Dll D6 D I I I I I I I I I I I I 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 D3 I I I I I I I I I I I I ID3 U ''MI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Uo—M *3 S S S S S S S S S S S H1 ti IDp DT D9 ID9 ID9 q9 D9 D9I D91 D9I D9I 112 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 N ttl �4 I I I I I I I I I I I I I I I I I I I I I I I III222-�I�IIIIII I I I I I I I I I I I I 43 I I I I I I I I I I I I I I I I I I I I I I I I tp M I I I I I I I I I I I I ry I I I I I I I I I I I I /�� Dl DS DS DB 6 D11 I'll D6 D6 Lilt Dll D6 D `l JIB �1� ❑ <y a> 16`-11 3/9" J=8.50 2 3 9 19'-"1 1/2" 9 01._ 25,_D.. 25._p�. 25,_D.� 2s._p�. 2s._p�. zS_D" 21._p" 2s._0" 15-0" 21-_p" 15-0" 3az`-a" BL BL ANCHOR ROD PLAN 5 7 3/4" 3 2'-11 3/9" 2 1'-7 3/4" 1 1'-0" ❑Dimension Key Finished Floor Elevation=100'-0"(Unless Noted otherwise) FOR CONSTRUCTION <•>THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING BAYS. COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE D ANCHOR ROD PLAN AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 1540 GENESSEE ST.KANSAS CITY,MO 64102 WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. REQUIREMENTS SPECIFIED BY BUTLER. SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT REV: DATE: BY: DESCRIPTION' BUILDER: Coast Construction JOB#. THE BUTLER MFG.ENGINEER'S SEAL DOES PRIOR WRITTEN APPROVAL OF BUTLER MFG. 17-017737 NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION: Arlington,Washington BUTLER 5/5/2018 COMPONENT FURNISHED BY BUTLER EXCEPT DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. ® DRAWN/CHECK: WZ / VD TO ANY DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PROJECT: Dantrawl Bldg Butler Manufacturing REQUIREMENTS SPECIFIED BY BUTLER. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING SCALE: BUILDERS PON: PACE: NTS VPC VERSION:2018.1 a VPC FILENAME:17-017737 5/B/2015 11:30:53 a ONision or BI..Scope Buildings Wm Amencs,Inc. Frame Member Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Detail Cee Mark No Horiz. Clearance between members 1(CX122) and 13(CX123): 120'-10 13/16" CX122 1 8.0000 .3750 .2500 1'-01• 4'-4" 31'-3 1/2" 1806# Horiz. Clearance between members I CX122) and 14(CX123): 120'-11'• 2 8.0000 .3750 .2500 4'-4" 4'-4" Horiz. Clearance between members 2(CX122) and 13(CX123): 120'-10 11/16" RBX142 3 6.0000 .5000 .2500 4'-4" 4'-4" 20'-6 1/211 13614 Horiz. Clearance between members 2(CX122) and 14(CA 23): 120'-10 13/16" 4 6.0000 .5000 .2500 4'-4" 3'-6" Vert. Clearance at member 2(CX122): 26'-8 15/16•, RBX143 5 6.0000 .3125 .1875 3'-6" 3'-6" 30'-3 7/16" 1157# Vert. Clearance at member 13(CX123): 26'-8 15/16" 6 6.0000 .2500 .1875 3'-6" 2'-0" Vert. Clearance at member 151EPX105): 32'-5 11/16" RBX144 7 5.0000 .3750 .1875 2'-0" 2'-7 3/6" 20'-0 1/16" 656# Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 8 5.0000 .3750 .1875 2'-7 3/8'• 2'-0" RBX145 9 6.0000 .2500 .1875 2'-0" 3'-6'• 30'-0" 1146# 10 6.0000 .3125 .1875 3'-6'• 3'-6'• O Bolt Connection & Plate Schedule RBX146 11 6.0000 .5000 .2500 3'-6'• 4'-4'• 20'-9 15/161' 13784 Id Qty Grade Bolt Bolt Plate Rows Rows PartNo 12 6.0000 .5000 .2500 4'-4" 4'-9" D ia. Length Thick. Out In CX123 13 8.0000 .3750 .2500 4'-4"" 4'-4" 31'-0 1/2" 1806# A 16 A325 3/4" 2 1/2" 5/8" 4 4 0097284 14 8.0000 .3750 .2500 1'-0 4'-4" B 12 A325 3/4" 2 112" 3/8" 2 4 0097284 EPX105 15 9.0000 .5000 .1875 1'-1" 1'-1" 32'-5 11/16" 10341 BR25BC PSE102 C 8 A325 3/4" 2 112" 3/8" 2 2 0097284 SIX 106 16 8.0000 .3750 .1875 1'-1" 1'-1" 29'-7 3/16" 6250 BR25BD JCP053067 D 4 A325 1/2" 2" 1/2" 1 1 0097280 E PX107 17 8.0000 .3750 .1875 1'-1" 1'-1" 29'-4 15/16•' 621# BR25BD JCP053087 E 2 A325 3/4" 2 1/2" - - - 0097284 C.2 7 65' 9/16"0.]50:12 3 @ 5-0" 71 65' 9/lfi•' 7 5 0.]50:12 move this flange brace ° 6 RKMA1(2)WBBC to the 4 @ 3•-6,. ri ht side purlin - - -- -- RBX144 - RRXIgS B A ABX143 E I A I RBX146 RBX142 I I GEES°] detailing to check if new clip e3@67 (2)wBBC2 GCl]0120 GC170120 (2)WBBC2 is required or not due to'/<" mA1 endpost len th change GF85012 GF84036 32'-l" CL CL CL 131'-0" BL FRAME CROSS SECTION AT FRAME LINE(S) 2.1 EL 6 35-9 5/8" Ridge Ht. 7 2 @ 2'-9 5/16" 6 2 @ 3'-1 13/16" 5 3'-3•' 4 1'-1" 3 3'-8 1/2" 2 4'-0" 1 8 1/2" ❑Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 13 FOR CONSTRUCTION 1.USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE D BUTLER MANUFACTURING FRAME CROSS SECTION AT FRAME LINE(S)2.1 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND MAYBE REPRODUCED ONLY FOR THAT PURPOSE.IT 1540 GENESSEE ST.KANSAS CITY,MO 64102 UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT `ad PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: BY: DESCRIPTION: BUILDER: Coast Construction JOB 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737-01 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: w DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: Arlington,Washington BUTLER 10/22/2018 LL COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL . DRAWN/CHECK: o TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantrawl Bldg Butler Manufacturing GGA / FAF REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING SCALE: BUILDER'S Pop: PAGE. 23 NITS VPC VERSION:2018.1 C FILENAME:C:\Uaenlgjguillan\OocumenblFYtgNT i]-0tTr3T-atli]Li]]3T_FRAME CROSSSECTIDNATFRAME LINE(S)2.-. SAVE DATE:10/30/2018 SAVE TIME:10:1- LASTSAVED BY:elguillau a divi.i..fBi..S p.Building.NoMA..,i..Inc. Secondary Part Schedule 0 S—d—y-- Sehea"le Frame Member Schedule Mark Part Thick. Depth Lap Detail Id oay nan%No Sm—n9 Part Width Thick. Webthk Depthl Approx. Lgth Detail ce9—Iuo9 9'-a" SBX118 6" .5000 .1345 1'-0" 29'-7 13/16" WSB100, WSB103 G134 12208ZS340511202 0.0980 8 1/2" 3'-10 1/2" WSO1G3, WS12M2, WS10AD SED SBX119 6" .5000 .1345 1'-0" 32'-7 13/16" WSB100, WSB103 G135 12308ZS190301102 0.1130 8 1/2" 3'-10 1/2" WSO1G3, WSO4C2 BRRoo5,CM0eA9 G136 O8Z31084171102 0.0600 8 1/2" 10 1/2" WSO1G3 SBX120 6" .5000 .1345 1'-0" 27'-8 15/16" WSB100, WSB101, WSB103 G137 OBZ31084161102 0.0680 8 1/2•'" 10 1/2" WS01G3 SBX121 9" .3750 .1345 1'-0" 30'-8 5/8" WSB100, WSB101, WSB103 G138 O8Z38084174402 0.0600 8 1/2 2'-10 1/2" WS01G3 G139 O8Z38084164402 0.0680 8 1/2" 2'-10 1/2" WS01G3 Rod, Strut, and Misc. Connection Bolts G140 12408ZS310511502 0.0730 8 1/2" 3-10 1/2" WS01G3, WS12M2, WS10AD Id Qty Grade Bolt Diam. Bolt Length PartNo G141 12508ZS160201402 0.0790 8 1/2" 3-10 1/2" WSO4C2, WS01G3 1 2 A325 3/4" 2 1/2" 0097284 keep original girt keep original girt size and length size and length (e� B.z (c�CT ----_ channelbrace(tYp) _------------------------------------- --------- — ----------------- -------------------- I I G135 G137 G139 G191 add Z8.5X0.098"with new bay length and 2/10/8 lap at both add Z8.5X0.098"with new bay length end,add channel brace between thisgrt to lower girt Jand 1/10/8 lap at both end I 02 G139 G136 G138 G140 02 I I I Q � I I 1 1 1 B%121 B%119 BX119 B%120 3 03 03 Concrete T'lt-Wall 19x16 OHD 1 19x16 OHD 2 19.16 OHD 3 1Ox10 OHD 070 HM DR 4 �/ 1w3H0 ""1 1w3H2 1W3H3 CL L L 131'-0" I HL SECONDARY ELEVATION AT 2 BL NOTE: REFER TO DETAIL WSB103 FOR FLANGE BRACE ield cut the chord beam ATTACHMENT AT CENTER OF ALL SBX revise chord beam to new bay length, if required member size and connection same as original size , flange brace at centre of bay, 3 GFB1046 2 GFAP5114 1 GFAP1054 O Part Mark Key Shape Name=Unit 1-Building,Wall=3 FOR CONSTRUCTION 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 OF W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE BUTLER MANUFACTURING D SECONDARY ELEVATION AT 2 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 1540 GENESSEE ST.KANSAS CITY,MO 64102 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER. SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT o PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE: BY: DESCRIPTION: BUILDER: Coast Construction doe x: OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES 17-017737-01 a' 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: o DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: Arlington,Washington BUTLER 10/22/2018 COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL ® DRAWN/CHECK: TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PROJECT: Dantmwl Bldg Butler Manufacturing GGA I FAF REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAWING SCALE: N T$ BUILDER•s Poa VPC VERSION:2018.1 C PACE. 31 FILENAME:C:\Usemlglg"ills.lDocumanh\FY1911717CiT37-011l7017737_9ECONDARYELEVATIONAT2.dw SAVE DATE:111112018 SAVE TIME.09:49:49 LAST SAVED BY:gjguillan adm-n&Blu0S—.Buildings NOM A-0ca.Inc. NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: - ✓L LOT#: DATE: �j S JOB ADDRESS: TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION 9 FOL 5, )?L 151 f- A,V PPvut k -7>:3 RAJ L S P�L kSA 1 tirepcvl;�n , PAZI THE ACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE QBUILDING DEPT. 0 PLANNING DEPT. CITY OF ARLINGTON CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:6321 180th Street NE Permit#:1792 Parcel#:31052200101100 Valuation:3560191.00 OWNER APPLICANT CONTRACTOR Name:DANTRAWL INC Name:Port Gardner Architects Name:Coast Construction Group Address: 1121 NW 52ND STREET Address:1512 Wetmore Avenue Address:328 N Olympic Ave City,State Zip:SEATTLE,WA 98107 City,State Zip:Everett,WA 98201 City,State Zip:Arlington,WA 98223 Phone: Phone:425-388-5588 Phone:360-474-0600 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 2-B CONST.TYPE: VB DWELLING UNITS: 0 OCC GROUP: F-1/13 BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reporte our sa ax return 7on and co City o lington#3101. f iL i,jS O FS fo�c/ ?� 1 Signature Print Name Date elca a Date CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 7/17/2018 Building Permit Fee $21,622.90 7/17/2018 Building Plan Review Fee $125.00 7/17/2018 Building Plan Review Fee $13,929.89 7/17/2018 Processing/Technology Fee $25.00 7/17/2018 State Surcharge-Commercial $25.00 7/17/2018 Traffic Mitigation-City ($46,970.00) 7/17/2018 Traffic Mitigation-City $46,970.00 Total Due: $35,727.79 Total Payment: $125.00 Balance Due: $35,602.79 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon -h St1'L1CtLlMl Dl'sltril Associate's Engineering Sirr►eneres lu Lust SIM '8163 April 11, 2019 CO vr� .�1 of WAS DantrawlInc. ,� `� 62XX 180" St. NE, v t� Arlington, WA Subject: Burke Bolt Inserts R 438 SDA Ref. #8163 To whom this may concern: 'API� 5 200 ., L, Panel Burke inserts do not align with the steel building column in muftiple locations. The Burke inserts prevent the installation of the panel clips specified in detail A/S5, April 29, 2018. Coast Construction and Port Gardner Architects have provided locations of the Burke inserts that do not align with the steel building columns. Structural Design Associates [SDA] has reviewed and observed the following in the documentation provided by both parties: 1) The Burke insert alignment issue is limited to "Type A" connections. No other panel connection conflicts are reported; 2) The identified Burke insert conflicts include missing inserts, inserts covered by the steel frame, and inserts with `extreme' horizontal offsets; 3) The"Type A" connection conflicts are reported to exist at the following locations: a. East Elevation, Gridline: B/l I &B/2; b. West Elevation, Gridline: D/2 & D/3; c. North Elevation, Gridline: B/2, B.2/2, C/2, C.2/2, & D/2; d. South Elevation, Gridline: C.1/14 & C/14. Each"Type A" connection conflict noted above shall be replaced with a"Panel Connection Type `A' Retrofit", which is detailed in the attached sketch. 4010- VtM..M*X� H114 a.0 This letter shall be issued to Port Gardner Architects, Geotest,Coast Construction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer of record. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, Deceived �= 1 APR 17 2019 Jasper Baarbe, E.I.T. Chris Covington, P.E. p�lr7 I'I°►z 3006 Rucker Ire I�,M-(Jt, 1\ A 98201 Ph: '125 339 II293 F ax:425-252 0910 Nvwxv.sda.everettxom ' I M t - TEA s rL E tNf.F- ,T Moo 36 (va �l } N.LOW ao Ttms-ropa a li,goo fs ooj ALLOWED SmOk M"*. 40 gANWAL QM SBXICO - 2 sp"Oft a V W = 5 t 3 = 0.ZS " Rliiwl PER 51 1�1 I: • .SR I`2 IZ3 _ R11`/ 3 1 I$iv� 1.reC.v�.s{�s.1� kyQ L 1-2 [ 12. E3: ' Z`1[XaDKsi x 11���� ' 3,`122,Gbp K-;tiZ �SP/i..1pR� S�FFa�.Ss' Pa•J CL = %, " TN K W1 Sm"c Lt 'us 9,4 2 G,E T*-Of- a.a 09&,.a#-L w/ b = 5000Itz E = 403?- s; F.r - 1��`1q�120 Tk4,) Pi .WEL ,fir MUST COAj&,rgUL O.tR9Grro-s OF I-oAOWL : S#9wOftOA- iwzbn A5 OA,)f_L- p�w,Pzcr3. C oN,S,rV f .per -rA = F- _ C),Zq'i r 'Y = 2.o6K W = Q,27Sr7'- I, 013K T F PA-at bys"Kai z y STnNn"'L Loan WZL L Acr- AS (av tt PANN*4. ls,w.. = 1). *, a s' )FR Top ��p•146�1 z6 9 = furi''.( U,od�r3 /s)(T''/�So) = 0, 000,8'6 ram: SPrIJ'OaA-L VNf-'r I OLT9TLvZ = 1 '1177- O. 033 "-% PAULL 57TI�CQ.S ALL_ 6u Rk 6&-rS 6 onsszwu It O l TOP 4 6o3T Cl-sP = ?, 1.03K I-e- N0036T = ti,sK Gva1C 6oL'- 4 CAPA-csrY lcl.2K CONCT49CJQ '(LTC 7-.7 �,N nLA i FLA�J GJ� t�_ 1/y a ax!) P MP rz. _ 9 x(3/g)Z 4h,� MN/.fZi 0,316x36 flb� • 6,82K ;� K Aucf P - 6.82K - WA AU Oc-*V M1 - Px2vz (k 4AN ,,A Al f_a = D,291 V- 36/1,47 6.O6r- i.,. P- -, '12K �2P MAX . 40-UWCO = 2'-2Mz —4.8S K <-- IAkj*L R` WC -f o► idSa FCetJ7QTC2.06 l.�+v4,►G `!, 6S� I►�1 = y.93k-Sl. = 59.Z1� -I�, ✓off Co�N- � PROVs 4IS /UUC sa&-,r CANCX TK I (Zr�r f Doom 'A'. NOTE Tj4A7- CoNN 'A' OTS-TaT6 iTt-,S THO- FAAL Loan TO 3Nt METAL FlMIL r0 Lrµs-r SPa,.raay►1- scraj sus PRavT,nE TWO - WAY 15610. -M- ApOS RFs-rOuAL` CAPAcx-r'r SHIM PLATE, FRICTION PLATE, ELEVATION, AND PANEL CONNECTION TO CONFORM WITH A/S5 DATED APRIL 29, 2018 UNLESS NOTED OTHERWISE BELOW. RETROFIT CONNECTION ONLY APPLICABLE AT e DEMARKATED LOCATIONS (SEE ATTACHED LETTER). "�� NB°~ � o NEW CONNECTION TYPE 11 WF RIGID STEEL o N 'A' RETROFIT (PLACE IN -- —_ FRAME BY MTL �o E PAIRS ONLY) BLD G MFG. A' OFFSET (ABOVE II OR BELOW) (TYP.) II z 10 II q BURKE BOLT L T �I I�INSERTS OFFSET BURKE BOLT INSERT I1 1" OR MORE PLACED BEHIND COLUMN o OR MISSING jj w y } I I m w III U PANEL CONNECTION TYPE 'A' RETROFIT ELEVATION VIEW °III Q w ENTER OF BOLT TO EDGE OF GRID SHIM PLATE THICKNESS z TO PROVIDE SNUG FIT z p 3 FLANGE TO BE MI IMUM BETWEEN PANEL & 0 AND MAXIMUM OF 1 P. FRICTION PLATE (TYP.) v Dz Q }� THK TILT—UPz�__ 71" PANEL EMBEDMENT TO BE 34" J / MINIMUM AND 41" MAXIMUM FRICTION PLATE (TYP.) (TYP.) WF RIGID STEEL FRAME REPLACE BOLTS & BURKE BY MTL BLD'G MFG. INSERTS w/ (4) J"O F1554, f AL _ GR36 THREADED ROD EPDXIED '¢°� -- o,awr,By:J113 PROVIDE SPECIAL Checked©y:ccc INSPECTION FOR TO PANEL w/ SET-3G (MIN. oat,:04 15-19 EMB.=3j"); SECURE NUTS, & EPDXY INSTALLATION SDAJOBNO. F436 WASHERS 81G3 PANEL CONNECTION TYPE 'A' RETROFIT PLAN VIEW STRUCTURAL DETAILS 4/11/2019 »MX-3 HI-TENSILE INSERT Contact Us ri i � : I MeadowBurke° Call Us (877) 518-7665 HOME PRECAST FORMING REINFORCING ROAD&BRIDGE TILT-UP DISTRIBUTORS ENGINEERING PRODUCTS ` 6 Horne I Shop/Precast/NC Threaded Inserts and Accessories I NC Threaded Inserts/MX-3 HI-TENSILE INSERT DISTRIBUTOR FINDER MX-3 HI-TENSILE INSERT ENGINEERING SUPPORT The MX-3 HFTensge Insert is a doodle iron cast In place NC insert available for use in fastening and/or hanging equipment,plumbing,mechanical fixtures,etc,to the concrete.It is also used very effeclively as a f3ur'<a 1:Il diaphragm insert in prestressed bddge beams.The HI-Tensile Insert is available in the sizes shown In the C:nil i-iail t:.i table.Attachment Io the farm can be accomplished by utilizing the nail lugs on the insert,an NC boll run DnLi 3,rlN through the form wall,or by using FC-18 or MX-28 NC threaded plugs. Erecter Corrector Halfor:.Mci�urillq MX-3 kM-TENSILE INSERT NC;Threaideed Insenis wNur 6r TMW0W& 6r 7�rapt� c l annq 'M 7six Cil,lr;io Ii ILi'rJa1e ' NMI 111' =IAW_MW I-W:41wn SW 1&t r ' t1111 267 e5a tl,1Y1 i 2Y ,e008a z71N ti00r r 271N Rapiri I.:ft N0002 ae' I-,Ia' 261ms 1.64' 11mm I- :Wo I' 26mn n.0001t&14.eW e00tts,/a,N 19W2a'10kN (1rHs;lyd:s N0oe3 mr 1.1rw 3am1,2.1w'Pwrns 1-wr 30mo au• Mani no su 7,9m 1.5004.A7W II.Ws ric 6.70 Yr Ca35e l:L;!1111;a1s Wmw Sra- I.3fa-!35nrm 2.3l4' T— 1.12"36nm, Isrle' 2/mn 2,?o(11Wj120W 2,100mbi 9.3MN�2600ft 11.6W h�af;ld-..CI. 1pa16 ', YV ,alrlU= 7,1!':WNM;1-Ur'A1W- I•IlT %2tlrw2,02516U,791N;2,M1Y,9�11;b6606><i,e2W No006 7f6- 1-5A' 41m 1' Mm 1-2/4' 45m "IF kWe 30001W 222W 3.950 m 17.6MN 4.e OOL 2LMMN Utlifyl Itlllri y?tern( N003A 1- ,•3N• Wo 4-1?._114m',1.7/I1"148m' 1-Vr iMmn'IEMQIbLIZUWN AW&L21.YNie'WeQL;;X 01 Welded' ;r- Girders Sole working WA based on 3,110g psi cwrele and a 3:1 solely factor. C4owcu 11ldusirc.; 11 Safe working food Is ba66d on Ilk insert selbadt 1/2'from the concrete sudace. Mr-tDtSeF ,A. U8 .L. I View our Product GteraLure .'.. s1 �/„r+}rp�ry In,ei'I<.riCleartiiCo , .-:IIiN•I✓inn !'n<:':�r5i In O /�]6 O .1 w1 grew'.ny drlfltF�a l�/r' 'ell.110 1 1„tm1.i•s �, ,.,,, Fr,l'IrIK r'719'Ir'idn v Hml<:r Itit ii lgitr;RL`Serr:e3C. C"4t•;ul TIONS :''.P;UI it NS O,-SAI v d meadowburke.corn/shop/procasUnc-threaded-inserts-and-acccssoricslne-threaded-insertsf6655-mx-3-hl-tensile-insert/ 1/1 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163- 190410 Project Descr: Printed:11 APR 2019, 8:17AM Concrete Slender Wall mWapg�ONEDRI-11NETwOR-11PROJEC-11B000$^1181630-11190A09-118163-190409-BurkBoltwoec6 Software oMWI ENERCALC.INC.1983.2018,Buid..10.1812.13 KVV-06011301 Licensee :STRUCTURAL DESIGN ASSOCIATES Description: TYP WALL Code R41Ibrnnow — Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information fc:Concrete 28 day strength = 5.0 ksi Wall Thickness 7.250 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Dell Ratio= U 0.0 Ec:Concrete Elastic Modulus = 4,032.21 ksi Rebar"d"distance 3.625 in X :Lt Wt Conc Factor = 1.0 Lower Level Rebar. Min allow As/bd = 0.0020 Fr:Rupture Modulus = 353.553 psi Bar Size # 5 Using Stiff.Reduction Factor per ACI R.10.12.3 Max Allow As/bd = 0.02125 Bar Spacing 12.0 in Max Pu/Ag=fc* = 0.060 Concrete Density = 150 0 pcf Width of Design Strip = 12.0 in One-Story Wall Dimensions A Clear Height = 21.0 ft B Parapet height = ft Wall Support Condition Top& Bottom Pinned R°°tAnecn",e"t I ' I fbvAttWrW1 Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 26.20 psf Wall Weight Seismic Load Input Method ASCE seismic factors entered SDS Value per ASCE 12 11 1 S DS '1 = 0,7720 Fp=Wall Wt " 0.3088 = 27.985 psf DESIGN_SUMMA_R_Y_ _ _ Results_ reported for"Strip Width"of 12.0 In Governing Load Combination Actual Values Allowable Values PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3097 +0.90D+E+0.90H Max Mu 1.547 k-ft Phi"Mn 4.994 k-ft PASS Service Deflection Check Actual Defl.Ratio U 2,377 Allowable Defl.Ratio 360.0 E Only Max.Deflection 0,1060 in PASS Axial Load Check Max Pu/Ag 14.0 psi Max.Allow.Defl. 0.70 in +1,20D+L+0.20S+E+1.90H Location 10.150 ft 0.06"fc 300.0 psi PASS Reinforcing Limit Check Actual As/bd 0.007126 Max Allow As/bd 0.02125 Maximum Reactions... for Load Combination,,.. Top Horizontal E Only 293.843 k Base Horizontal E Only 293.843 k Vertical Reaction +D+0.70E+0.60H 1.903 k STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163- 190410 Project Descr: Printed:11 APR 2019, 8:17AM Concrete Slender Wall rstsaWglONEDRI-IWETWOR-t1PROJEGI�B000-8-IW163-D-ttiW404-11Bt631904t19�BASolr Aft6 Sofh"m oapynght ENERCALC.INC 1983 4018,6urkk 10 tB 1213 KW-06011301 Licensee : STRUCTURAL DESIGN ASSOCIATES Description: TYP WALL Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6' Load Combination Pu 0.06"fc"b't Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-fl Wt in^2 0 000 0 000 0,00 000 000 000 0 000 00000 00000 0.000 0 000 000 0.00 000 000 0 000 00000 00000 0 000 0 000 000 000 000 0.00 0 000 00000 00000 0 000 0 000 000 000 000 000 0,000 00000 00000 +1 20D+1 601r+0 50W+1.60H at 9 80 to 10 5 1 218 26.100 310 073 090 508 0 310 00071 00213 0 000 0 000 000 0.00 000 000 0 000 00000 00000 +1 20D+1 60S+0 50W+1 60H at 9 80 to 10 50 1 218 26,100 310 073 090 508 0 310 0,0071 0 0213 +1 20D+0 5OLr+L+W+160H at 9 80 to 10 50 1 218 26100 310 145 090 508 0 310 00071 0,0213 +1 20D+L+0 50S+W+1 60H at 9 80 to 10 50 1 218 26,100 310 1 45 090 508 0 310 00071 00213 +0 90D+W+1 60H at 9 80 to 10 50 0 913 26100 310 1 45 090 501 0 310 0.0071 00213 +1 20D+L+0 20S+E+1,90H at 9 80 to 10 50 1 218 26 100 310 155 090 508 0 310 00071 00213 +0 90D+E+0 90H at 9 80 to 10 50 0 913 26 100 310 155 090 501 0 310 00071 0,0213 Design Maximum Combinations-Defections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k Wt k}I ;n^4 n^4 i11^4 in 0 000 000 000 000 000 0 000 0 000 00 0 000 000 000 000 000 0 000 0 000 00 0 000 000 000 000 0.00 0 000 0,000 00 0 000 000 000 000 000 0 000 0 000 00 0 000 000 000 000 0.00 0 000 0 000 00 0 000 000 000 000 0,00 0 000 0 000 00 +D+0 60W+H at 980 to 1050 1 015 310 087 38108 21,89 285 809 0 060 4,208 6 +0+0 750Lr+0 450W+H a1 9,80 to 10 50 1 015 310 065 36108 21,89 285.809 0 045 5,6115 +D+0,750S+0 450W+H at 980 to 10 50 1.015 310 065 381.08 2189 285B09 0 045 5,6115 +0 60D+0 60W+O.60H at 980 to 1050 0 609 310 087 38108 21.52 285 809 0 060 4,2177 +D+0 70E+0 60H at 9,80 to 1050 1 015 310 108 38108 2189 285 809 0 075 3,3773 +D+0 750L+0 750S+0 5250E+H at 980 to 10 1 015 310 081 38108 2189 285 809 0 056 4,5031 +0 60D+0 70E+H at 980 to 1050 0 609 310 108 38108 2152 285 809 0 074 3,3846 0 000 000 000 000 000 0.000 0 000 00 0 000 000 000 000 000 0 000 0,000 00 0 000 000 000 000 000 0 000 0 000 00 0 000 000 000 000 000 0 000 0 000 00 W Only al 10 50 to 1120 0 000 310 1 44 38108 2096 285 809 0 099 2,5388 E Only at 10 50 to 1120 0 000 310 154 38108 2096 285 809 0106 2,3768 0 000 000 000 000 000 0 000 0 000 00 Reactions-Vertical&Horizontal _ Load Combination _ Base Horizontal Top Horizontal Vertical Q Wall Base +D+H 0.0 k 0.00 k 1903 k +D+L+H 00 k 000 k 1,903 k +D+Lr+H 00 k 000 k 1.903 k +D+S+H 00 k 0,00 k 1.903 k +D+O 7501r+0 750L+H 00 k 0.00 k 1.903 k +D+O 750L+0 750S+H 0.0 k 000 k 1,903 k +D+O 60W+H 02 k 017 k 1903 k STRUCTURAL DESIGN ASSOCAITES Project'Title: Engineer: Project ID: SDA#8163- 190410 Project Descr: Printed:11 APR 2019, 8:17AM Concrete Slender Wall rs%sdem%ONE]RI-11Nt:rWOR-11PROJEO-11BW0-8=119IOD-Atta0109-t1B183�18D4MBA-Boo wwe.•t86 SdNM aopyrlghI B&AMa INC.1983.2016,BWId 10.1B.1213. 0.0 DESIGN ASSOCIATES Description: TYP WALL Reactions•Vertical 3 NorizonW Load Combination Base Horizontal Top Horizontal Vertical C Wall Base +D+O 75OLr+0 450W+H 01 k 0.12 k 1.903 k +D+0,750S+0.450W+H 01 k 0.12 k 1.903 k +0.60D+0.60W+0-60H 02 k 0.17 k 1.142 k +D+O 70E+0 60H 02 k 0.21 k 1.903 k +D+O 750L+0 750S+0 5250E+H 0.2 k 0.15 k 1.903 k +0.60D+0.70E+H 02 k 0.21 k 1.142 k DOnly 0.0 k 000 k 1,903 k Lr Only 0.0 k 000 k 0.000 k L Only 0.0 k 0,00 k 0,000 k S Only 0.0 k 0.00 It 0,000 k W Only 0.3 k 0.28 It 0 000 k E Only 03 k 0.29 k 0.000 It H Only 0.0 k 000 k 0 000 k STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#6163- 190410 Project Descr: Printed:11 APR 2019, 8:17AM General Section Pro .. .'CalculatorrstsdepglONEARI-tWETWOR-IWROJEG-118000�8-1181B3D-�1119M09-118163-180409aoBd1ww.eo6 't7� Software m—MaM ENERCAM INC.1983-20%Wid:10.18A213 KW-06011301 Licensee STRUCTURAL DESIGN ASSOCIATES Description: W-SECTION Final Section Proverdes Total Area in^2 Ixx in^4 Sxx: Y In^3 : Calculated final C.G.distance from Datum: lyy in^4 Sxx +Y in^3Syy:-X in"3 X cg Dist. in Zxx in^3 Syy:+X in^3 Y cg Dist. in Zyy in^3 Edge Distances from CG.: r xx in +X in +Y in r yy in -X in •Y in - Minumim Section Properties Rotation of All Components @ Angle: 0.00 deg CCW Rotation Angle(CCW) deg CCW I:Moment of Inertia in^4 r:Radius of Gyration In S:Modulus in^3 Z:Plastic Modulus in^3 Cb Y General Shapes _- _ 1:#1 Xcg= 0.000 in Ycg= 0.000 in Rotation= 0 deg CCW Top Flange Width= 5.000in Top Flange Thick= 0.250 in Web Thickness= 0.135in Bottom Flange Width 5,000in Bottom Flange Thic 0.250 in Top Height= 12.000in STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163- 190410 Project Descr: Printed:11 APR 2019, 8:17AM Steel Beam with Torsional Loads raWdaVON®RI-1WEfWOR-11PROJEc-l% 48-1181�111$04*-118i83-19ai0B-BABotlssue.se'. Soflwam ENERCALC.INC 1983.2018,Butd:10.18.12.13 KVV-06011301 Licensee: STRUCTURAL DESIGN ASSOCIATES Description: SPANDRAL CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: ASCE 7-16 Analysis Settings Analysis Method:Allowable Strength Design Fy:Steel Yield 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-16 A*K 41111110� w12x15 , ,,4f4, Span=21,0 ft Applied Loads Service loads entered,Load Factors will be applied for calculations. Load(s)for Span Number 0 Moment: D=0,08330 k-ft,Loc=10.50 It in span, Torsional Load DESIGN SUMMARY _ Max. Flange Normal Stress Ratio = 0.592: 1 Maximum Shear Stress Ratio= 0.055: 1 Flange Normal Stress 2,94 ksi Flange Shear Stress 1.10 ksi Phi vn Flange Normal Stress 4.97 ksi Web Shear Stress 0.90 ksi (Phi Mn/Sxx) Vn/Omega:Allowable 20.00 ksi Max Mu:Applied 0.00 k-ft Section used for this span W12x16 Section used for this span W12x16 Load Combination +D+H Load Combination +D+H Maximum Rotation= 1.9174 deg at 10.50 It Maximum Deflection Max Download Transient Load Deflection 0.000 In Max Downward Total Deflection 0.000 In Ratio= 0<360 Ratio= 0<180 Max Upward Transient Load Deflection 0.000 in Max Upward Total Deflection 0,000 In Ratio= 0<360 Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Max Stress Bending Max Flange Normal (ksi) Flange Shear (ksi) Web Shear (ksi) Load Combination Ratio Mu (kft) Vu (k) Total Allow Ratio Total Allow Ratio Total Allow Ratio +D+H 0592 2943 4.99711 0592 fi +D+L+H 0 592 2 943 4,971 0.592 1.096 20-000 0,055 0,902 20 000 0 045 +D+Lr+H 0 592 2 943 4 971 0 592 1 096 20 000 0.055 0 902 20 ODO 0 045 +D+S+H 0 592 2 943 4 971 0 592 1 096 20 000 0 055 0 902 20 000 0,045 +D+0,750Lr+0 750L+H 0,592 2 943 4,971 0 592 1096 20 000 0 055 0 902 20 000 0 046 +D+0.750L+0 750S+H 0 592 2 943 4 971 0 592 1 096 20 000 0 055 0 902 20 000 0 045 +D+0 60W+H 0 592 2 943 4.971 0.592 1 096 20 000 0,055 0-902 20.000 0 045 +D+0,75OLr+0 450W+H 0 592 2 943 4 971 0 592 1 096 X000 0 055 0 902 20 000 0 045 +D+0.7505+0,450W+H 0.592 2 943 4.971 0 592 1 096 20 000 0 055 0 902 2 0(0 0 045 +0.60D+0.60W+0 60H 0 355 1 766 4,971 0 355 0 658 20 000 0.033 0 541 20 000 0 027 +D+070E+0,60H 0 592 2 943 4.971 0 592 1 096 20 000 0 055 0 902 20 000 0 045 +0+0 750L+0 750S+0 5250E+H 0 592 2 943 4 971 0 592 1 096 20.000 0,055 0 902 20 000 0 045 +0 60D+0 70E+H 0,355 1 766 071 0 355 0 658 20 000 0 033 0 541 20 000 0 027 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max "-"DO Location in Span Load Combination Max '+"Deb Localion in Span 1 00000 0,000 00000 0 000 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer Project ID SDA#8163-190410 Project Descr: Printed:11 APR 2019, 8:17AM Steel Beam with Torsional Loads 's��IONIDRI-1WEMIOR-11PROJE(r-i% ,8-118 163 0-11190409�118163.190409-Burk Boll lsmec6 Software 22MM ENERCALC.INC 1983.2018,Build 10181213 KVV-06011301 Licensee STRUCTURAL DESIGN ASSOCIATES Description: SPANDRAL Vertical Reactions-Unlactored Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum +D+H +D+L+H +D+Lr+H +D+S+H +D+O 75OLr+0.750L+H +D+O 750L+0 750S+H +D+O 60W+H +D+0,75OLr+0,450W+H +D+0.750S+0 450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+O 750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163- 190410 Project Descr: p�� Printed:11 APR 2019, 8:17AM Concrete Belief rs\sdapokON®RI-1WETWOR-11PROJEG1180048-1181630-11190409-118163.1904O9.DA Bot ONur Ad Software WXIM*ENERGU.G INC.1983.2018.BuIIdt0.19.1213 KVV-06011301 Licensee STRUCTURAL DESIGN ASSOCIATES Description ECCENTRICALLY LOAD PANEL CODE REFERENCES Calculations per ACI 31B-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties fc 112 = 5.0 ksi Phi Values Flexure: 0.90 fr= rc "7.50 = 530.33 psi Shear: 0.750 %y Density = 145.0 pcf p 1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi K fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 2 E( I.76) E( 2.06) E( 2.06) E(1.76) AK 4.0 ft �4+ 5-0 ft 4.0 ft r 711-w x P 215"r1 + 711 w x i 25-r, •�• 2+1"w x77!/ h -- '� Cross Section&Reinforcing Details Rectangular Section, Width=24.0 in, Height=7.250 in Span#1 Reinforcing.... 244 at 3.0 in from Bottom,from 0.0 to 4.0 ft in this span 244 at 3.0 in from Top,from 0.0 to 4.0 ft in this span Span#2 Reinforcing.,.. 244 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 244 at 3.0 in from Top,from 0.0 to 5.0 ft in this span Span#3 Reinforcing.... 244 at 3.0 in from Bottom,from 0.0 to 4.0 ft in this span 244 at 3.0 in from Top,from 0.0 to 4.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations, Load for Span Number 1 Point Load: E=-1.760 k @ 0.0 ft,(P2) Load for Span Number 2 Point Load: E=-2.060 k @ 0.0 ft,(P1) Point Load: E=-2.060 k @ 5.0 ft,(P1) Load for Span Number 3 Point Load: E=1.760 k @ 4.0 ft,(132) DESIGN SUMMARY . • Maximum Rending Stress Ratio = 0.577 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.034 in Ratio= 2796>=360 Mu:Applied 7.039 k-ft Max Upward Transient Deflection -0.034 In Ratio= 2798-360 Mn.Phi:Allowable 12.203 k-ft Max Downward Total Deflection 0.034 In Ratio= 2796-240 Location of maximum on span 0.000 ft Max Upward Total Deflection -0.034 In Ratio= 2798-240 Span#where maximum occurs Span#2 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-190410 Project Descr: Printed:11 APR 2019. 8:17AM Concrete Beam raWW9%ONEDRI-1WETwOR-1WROJEG116000-118163-D�-11190409-116163-190409aA Bo!Issue w6 Soltweroco Whl ENERCALC.INC.1983.201 Bald 1018,1213 0.i OCIATES Description: ECCENTRICALLY LOAD PANEL Cross Section Strength& Inertia _ Top&Bottom references are for tension side of section Phi'Mn (k-ft) Moment of Inertia (in^4) Cross Section Bar Layout Description Bottom Top I gross Icr-Bottom Icr-Top _ Section 1 2-#4 @ d=4 25",2-#4 @ d=3", 1220 12,20 762,16 4960 49 60 Section 2 2-#4 @ d=4 25",2-#4 @ d=3", 1220 1220 76216 49.60 4960 Section 3 2-#4 @ d=4 25",2-#4 @ d=3", 1220 1220 762.16 4960 4960 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXlmum -6.635 2 515 Overall MlNimum -3,484 1 321 +D+H +D+L+H +D+Lr+H +D+S+H +D+O 7501-r+0 750L+H +D+O 750L+0 750S+H +D+060W+H +D+0.750Lr+0,450W+H +D+O 750S+0 450W+H +0 60D+0 60W+0 60H +D+0.70E+0 60H -4 645 1 761 +D+0.750L+0 750S+0 5250E+H -3 484 1 321 +0 60D+0 70E+H -4,645 1 761 D Only Lr Only L Only S Only W Only E Only -6 635 2 515 H Only Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVcl2, Req'd Vs=Not Reqd 11 4.61, use#3 stirrups spaced al 0 000 in ' Anchor DesignerTM Companv: SDA I Date: 1 4H0/2019 Engineer: JIB I Page 1/5 Software Project: DANTRAWL Version 2.7.6990.9 Address: e Phone: E-mail 1.Proiect Information Customer company: Project description:PANEL CLIP 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):7.25 State:Cracked Anchor Information: Compressive strength,fc(psi):5000 Anchor type:Bonded anchor 4).,v:1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.875 Supplemental reinforcement:Not applicable Effective Embedment depth,h,r(inch):3.750 Reinforcement provided at corners:Yes Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout In shear:No Anchor ductility:Yes Hole condition:Water-saturated concrete h.1n(inch):5.75 Inspection:Continuous c,c(inch):6,63 Temperature range,Short/Long:1501110°F C.in(inch):1.75 Ignore Edo requirement:Not applicable S.,o(inch):3.00 Build-up grout pad:Yes Base Plate Length x Width x Thickness(inch):6.00 x 10.00 x 0.25 Recommended Anchor Anchor Name:SET-3G-SET-3G w/7/8"fd F1554 Gr.36 Code Report:ICC-ES ESR4057 111 11 lum Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Stiong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94586 Phone:925.560.9000 Fax:925.847.3871 www.strongtie,com • Anchor Designer TM Company: SDA Date: 4/10/2019 Engineer: JIB Page 2/5 C= Software Project: DANTRAWL Version 2.7.6990.9 Address: • Phone: E-mail Load 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 flo factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:No Strength level loads: Nua[lb]:6800 Vu.x[lb]:0 Vu.y[lb], 0 W.(ft-lb] 0 Muy[ft-Ib]:0 Mu:[It-lbj:0 <Figure 1> Z 6800 lb -lb 0 Ib Y 0 ft-lb X 0 =1b ' ^I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility, Simpson Stiong-Tie Company Inc 5956 W.Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strangtio.com • Anchor DesignerTM Company: SDA I Date: 4/10/2019 Engineer: JIB I Page 3/5 C= Software Project: DANTRAWL Version 2.7.6990.9 Address: Phone: E-mail: <Figure 2> 10.00 Input data and results must be checked for agreement wilh the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Shoog-Tie Compony Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.00m • Anchor Designer7M Company: SDA Date: 4/10/2019 Engineer: JIB Page 4/5 r t , Software Project: DANTRAWL Version 2.7.6990.9 Address: • Phone: E-mail: 3-ReaUlMn-Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vu..(Ib) Vuay(lb) q(Vu.K)2+(Vuay)2 ON 1 3400.0 0.0 0.0 0.0 2 3400.0 0.0 0.0 0.0 Sum 6800.0 0.0 0.0 0.0 Maximum concrete compression strain(96e):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb),6800 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces In y-axis,e'N (inch):0.00 Y X 4:_5tee(Strength.91_Ancllor In Tension (Sec,17,11) Ns.(lb) 0 ONs.(lb) 26795 0.75 20096 5.Concrete Breakout Strength of Anchor In Tension (Sec 1-TAIJ Nb=KA.4Pchel I(Eq.17.4,2.2a) kc A. Pc(psi) he(in) Nb(lb) 17.0 1.00 5000 3.750 8729 0,750N.bg=0.750(AN./ANco)PWN Y.d.N V'O,N V'Cp,NNe(Sec.17.3.1&Eq.17.4.2.1 b) ANc(in2) AN..(In2) c.,mi.(in) 9'egN rOON VqN ycp,N Nb(lb) 0 0.750N.bc(lb) 205.31 126.56 - 1.000 1.000 1.00 1.000 8729 0.65 6903 6.Adhesive Strenath of Anchor in Tension(Sec.17.4.51 rx,a=r.,crfshw4J Ks.l(fc12,500)naNsrs rk-(psi) fshod-( m Ksat aNwis f.(psi) n Tk,a(psi) 1265 1.00 1.00 1.00 5000 0.24 1494 Nb.=A.r.rnd.h.r(Eq.17.4.5.2) A. ra(psi) d.(In) her(in) Nm(Ib) 1.00 1494 0.88 3.750 15400 0.750N.g=0.750(AN./AN.o)'I-1x,N.Y'ed,N.Y'cA,N.Nbe(Sec. 17 3.1 &Eq.17.4.5.1b) AN.(in2) ANoo(in') cN.(in) cA.,.,(in) %'..,N, 'PedN. TmIV. Nb.(Ib) 0 0.750N.g(lb) 711.44 547.63 11.70 - 1.000 1,000 1.000 15400 0.55 8253 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plauslblllty. Simpson Stiong=Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.sirongtle-com • Anchor DesignerTM Company: SDA Date: 4/10/2019 Engineer: JIB Page: 5/5 Software Project: DANTRAWL Version 2.7.6990.9 Address: s Phone: E-mail: 11,Results 11.Interaction of Tensile and Shear Forces(Sec. D.71? Tension Factored Load,Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 3400 20096 0.17 Pass Concrete breakout 6800 6903 0.99 Pass(Governs) Adhesive 6800 8253 0.82 Pass SET-3G wl718"0 F1554 Gr.36 with hef a 3.750 Inch meets the selected design criterla. ACI 318-14 Section 17.2.3.4.3fal(II&(i)Calculations for Ductility requirement for tension load Steel Factored Lpad,Nua(Ib) 1.2 x Nominal Strength,%(lb) Ratio Steel 3400 32154 10.6% Concrete Factored Load,N�a(lb) Nominal Strength, Nn(lb) Ratio Concrete breakout 6800 14161 48.0% Governs Adhesive 6800 20007 34.0% ACI 318-14 Section 17.2.3.4.3(a)(1)&(il)is not satisfied since steel ratio does not govern. 12.Waminas -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 of the 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)(iil)to(vi),(b),(c)or(d)is satisfied for tension loading,select appropriate checkbox from Inputs tab to disable this message.Alternatively,00 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. Simpson Stiong-Tie Company Inc 5956 W.Las Posilas Boulevard Pleasanton,CA 94588 Phone:925560.9000 Fax:925.847.3871 www.strongtie.com PORT GARDNER ARCHITECTS May, 24 2019 PGA 1612 Project: A New Building for Dantrawl Inc. Arlington Permit#1792 Site: 6221 180th 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 2nd 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 Type A'to Rigid Frame Friction Conn' and H/S6 `Panel Connection Type `A'to Rigid Frame Friction 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 anygpproved documents from this submittal to the permit contact—Doug 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 1512 WETMORE AVENUE EVERETT, WASHINGTON 98201 425 388 5588 - � Structural Dcsign 1ssoctatc` *;u , E'ngir?eermg Structures to Last SDA 8103 Issued: May 22'd, 2019 Dantrawl Inc. Of WAS y/ Cl' 62XX 1801h St. NE., ` ��ti tic () Arlington, WA Subject: Mezzanine Framing, Mezzanine Holdown, & Friction Plate Weld ' SDA Ref. 48163 R 3 To whom this may concern. AY Z 3 2019 Port Gardner Architects [PGAI has requested structural guidance on the mezzanine framing, mezzanine holdowns, and friction plate welds. Structural Design Associates [SDA] has reviewed the existing field information provided by PGA and provided the following solutions for each concern/question: Mezzanine Framing: A) Two tall interior`gall scenarios are located adjacent to the north and west mezzanine staircase. PGA has provided Section `O' for the wall labeled`Main Entry to MFGR'G"and Section `P' for wall labeled"Exit Stair to MFGR'G". Structural Design Associates [SDA] has reviewed the wall sections and provided framing requirements. The wall framing and connection details shall conform to the attached details on pages 1-5 of 7, labeled 'Mezzanine Framing", issued May 22n", 20t9. B) A top sill plate discontinuity has been identified on site at the metal building posts. Locations where the top sill plate is `broken"to accommodate the metal posts shall be secured per the attached details on page 6 of 7, labeled."Mezzanine Framing'', issued May 22n'. 2019. Mezzanine Holdown: A) Straps were not installed in the foundation per the structural drawing set. The contactor shall install epoxy holdowns the attached details on page 7 of 7, labeled `Mezzanine Framing", issued May 22 nd, 2019. Friction Plate Weld: A) The contractor has requested an alternative friction plate weld location. The contractor may relocate the weld per the attached detail on page 1 of 1, labeled "Friction Plate Weld Alterative", issued May 22nd 2019. This letter shall be issued to Port Gardner Architects, Geotest, Coast Construction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, Jasper Baarbe, E.I.T. Ch?CvInggiton. P.E. 3U()6 Rucker \tie. L";verett, AVA 952O1 Ph: 42�-339-(�293 l�a�: t?� 2�2-U416 sdaeverctt.com TYP.M1L ROOFING OVER TYP. MIROOFlNG OVER IrAA� ,� Mn RGOF 'Z' RAFTERS PARALLEL STUD MI ROOF T RAFTERS A4.1 WAIL TD ROOF 0K 35-10 3/4" PAGElDF7 I AFf —— T.O.RIDGE I BRIDGE BLK' \ J :ARE:ASSEMBLY ' 1'-5 t AFF AT ROOF�'R-25 BATT AT RAFTER BAYS RS 11iAT AIlOW R-25 BATE AT RAFTER BAYS OVER CONT. R-11 BATT INSUL VT. FLEX IN FRAME OVER CONT. R-11 BATT INSUL ARE ASSEMBLY AT ROOF (R-11 + R-25 = R-36) SEE DETAIL A �_o (R-11 + R-25 = R-36) RA PROVIDE INSUL. ELKS p ~ N PROVIDE INSUL ELKS RAPIERS THAT ALLOW FT. FLEX IN ALLOWFRAME AT RAFTER PER WSEC En __�„_; AT RAFTER PER WSEC SEE DETAIL C SOLID 2x FIRE BLK'G _ ARE BLK'G AT MAX. 10 O.C. _ AT MAX. 10 O.C. VERT. TYP. TYP. 1 HR WALL WP-1244 I 1 HR WALL WP-1244 5/6"'X' GWI3 EA FACE R-21 FACED EUTT NSUL 5/6" 'X' GW8 Eil FACE �= R-21 FACED EUTi INSUL OVER STUDS AT 12"O.C. OVER 2x6 STUDS AT 12'O.C. _ W/ 1/2"CDX SHEATH'G AT W/ 1/2' COX SHEATH'G AT ONE SIDE FROM SOG TO ONE SIDE FROM SOG TO _ SOLID 2x ARE BLK'G FL DVIPHI M AND 2x SOLID FL DIAPHRAGM AND 2x SOLID AT MAX. 10 O.C. VERT. ARE BLK'G AT 10' O.C.VERT. FIRE BLK'G AT 10' O.C. VERT. TYp BTWN STUDS, R-21 FACED S E F SHORT WALL OM STUDS, R-21 FACED BATT INSUL. BTWN SKIDS 70 FULL HEIGHT BA INSUL. BTWN STUDS EXIT STAIR WALL M. � 13'AFF PRGF 4 OF 7 T.O. Fl AND DRAG TOR SW DRAG FOR SW BEYOND TA.FL AND BEYOND T.O. FLYWO WALL FACE - T.O.PLYWO WALL FACE TYP. TYP. TALL WALL TO M 57PIN GC R A4.2 BRA LE STAIR - WHERE ` OCCURS \ 10'AFF - PA6E 5 OF " SOLID FIRE IN AND LAY-INCLARITY CL G STAIR NOT SHOWN FOR SOUR 2X FIRE _ STUD WAIL TD FT Al STAR SIRINGLR R-21 (ACED GATT INSUL CONN. ME) R-21 FACED BUTT INSUL / OFFICE PAGE 3 OF 7 MANUFACTURING MAIN ENTRY MANUFACTURING OFFICE I � MAIN ENTRY TO p EXIT Li STARMEG TO MEGR G R G O > n C/l J C C) r p 0 � T —D Q n N D m 0 N r �z N� m O D mN O O n I TI --j;u D Z I! ���nm Z � ® I 8 I O pmpDnOm m > �,, o0 o z -�I 00r�Zm D D NOm � �0D�p r0 * 0 Io Dr� n f O mCo o 9. 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Z"aJc 1/ STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Tall Interior Wall Project Descr: Printed:21 MAY 2019, 2:14PM Wood Beam Jwrslsdapg%ONEDRI-1WETWOR-11PROJEC-118000-8-�1%163-0-11190521-11190521-TalIntenorWagec6 Software oopyngM ENERCALC,INC.1983.2018,8uik1:10.18,12.13 . KW-06011301 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: STUD-[BM MODEL]-34'LONG CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method:Allowable Stress Design Fb+ 2,325.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,325.0 psi Ebend-xx 1,550.0 ksi Fc-Prll 2,170.0 psi Eminbend-xx 787 82 ksi Wood Species :Trus Joist Fc-Perp 900 0 psi Wood Grade :TimberStrand LSL 1 55E Fv 310.0 psi Ft 1,070.0 psi Density 45.010 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase wto.005> 2.140 X 6250 Span=34.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: W=0.0050 ksf, Tributary Width=1.0 ft,(WL) DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0.097. 1 Maximum Shear Stress Ratio = 0.011 : 1 Section used for this span 2.140 X 6.250 Section used for this span 2.140 X 6.250 fb:Actual = 373.38 psi fv:Actual = 5.55 psi FB:Allowable = 3,868.80psi Fv:Allowable = 496.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 17.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 2,241 In Ratio= 182>=180 Max Upward Transient Deflection 0.000 In Ratio= 0<180 Max Downward Total Deflection 1.344 In Ratio= 303>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.085 0085 Overall MINimum 0.085 0085 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.051 0.051 +D+0.750Lr+0.450W+H 0.038 0.038 +D+0.750S+0.450W+H 0.038 0.038 +0.60D+0.60W+0.60H 0.051 0.051 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Tall Interior Wall Project Descr: Printed:21 MAY 2019, 2:14PM Wood Beam UsersWapglONEDRI-1WETWOR-11PROJEO-118000-8-118163-D-11190521-�11190521•TooIntenorWetec6 Software ht ENERCALC.INC 1983.2018,Build-1018.Q 13 0.0ASSOCIATES Description: STUD-[BM MODEL]-34'LONG Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+O 70E+0 60H +D+0.750 L+O.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only 0.085 0,085 E Only H Only OAJQTQAh1L OS/Z 4/I`? Sol-4#816 2 Tn LL Neil Tc,R S`TUOS e- SrA--O (Z) s aaa 164W` w w� STie r��4 (2)A34 v R ��N ®-� o•sa 1 K 0 8hc x `I= S Tt" I6 "oft STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Tall Interior Wall Project Descr: Printed:21 MAY 2019, 2:14PM Wood Beam UserslsdapglONEDRI-11NETWOR-11PROJEC-118000-8-118163-D-11190521�-11190521-Tall InteriorWalL�6 Software cowriaht ENERCALC.INC 1983-2018,Build:10.18.12.13. KWV-06011301 Licensee:STRUCTURALDESIGN ASSOCIATES Description: STUD-[BM MODEL)-STRINGER -CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method:Allowable Stress Design Fb+ 2,325.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,325.0 psi Ebend-xx 1,550.0 ksi Fc-Prll 2,170.0 psi Eminbend-xx 787.82 ksi Wood Species :Trus Joist Fc-Perp 900.0 psi Wood Grade :TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.Opsi Density 45.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase W(0 00665) W(0.00665) 2.140X6.250 2.40X�40 Span=32.0 ft Span=2..0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.0050 ksf, Tributary Width=1.330 ft,(WL) Load for Span Number 2 Uniform Load: W=0.0050 ksf, Tributary Width=1.330 ft,(WL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.107. 1 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 FB:Allowable = 3,868.80psi Fv:Allowable = 496.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 32 000ft Location of maximum on span = 32.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 1.054 in Ratio= 364>=180 Max Upward Transient Deflection -0.005 in Ratio= 4522>=180 Max Downward Total Deflection 0.632 In Ratio= 607>=180 Max Upward Total Deflection -0 003 in Ratio= 7537>=180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.081 0,539 -0194 Overall MINimum 0.081 0.539 -0.236 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0-750S+H +D+0.60W+H 0.049 0.323 -0.236 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163-Tall Interior Wall Project Descr: Printed:21 MAY 2019. 2:14PM Wood Beam UserslsdapglONEDRI-11NETWOR-1IPROJEC-11B000-8-118163-D-11190521-11190521-TaOlntedorWall.ec6 Software copyright ENERCALC.INC.1983-2018,Build:10.1&.12.13. 0.iASSOCIATES Description: STUD-[BM MODEL]-STRINGER Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0 450W+H 0.037 0.242 -0,177 +D+0.750S+0.450W+H 0.037 0.242 -0,177 +0.60D+0.60W+0.60H 0.049 0.323 -0,236 +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only 0.081 0.539 -0 394 E Only H Only 0-3/21 /fl SCA '*_816.3 LiAus // RC-uF Pca¢Cs�lS o H�l FT Z (2) zx6 �rcc 0 A34 GLiLe z NTH, C 1.SP w/ I/ti " 6410 Vti = Z£so 0 / s TVOS ✓_ C = 2&o/8t = s.s NTC -VAc..zv4, 2 3G" o/. , Pa 2ssA S � 14T-r- spac rest- A34 CUP� V2 -4`t5+k &- Li4. sTvo CT"A" Scao-js *11 Sas J0-`I42 * ust �33 *d, P s 'fe6 # OA�JUA6A- OS173/ M E Po)4 aow�oc„/J Aso LR r,p LSTN09 l2 iO V CT) Lax - Z. 22 STi4OlO -a 2640 C�) C 7oy�.�LSs IOG��• 37�� �'' 0.. TO K stna 1 T 12" x L x 12" 1 Sty Pc F - c).1s k .� /a. ry /J". �ca6 i �c.ca'� 6' � x �6 •c iSa�cF D. 22SK•�./d/ a o o drat n 0_37,S Oc , Z (2� �s 1: PRoo @ ThK ScA� W/ SAX [.ems = ItSA rlLIW Cc7"ssa cat sM&/FV(; 1,AtU -V $S co I6" o✓c, , w/ • L JIl61TId �AA4GzTT CS/16)Zr" `lbKsi/Z = G.I K f kA--,s Ft - t o" Qo Ft'C- FvO- C,kT owo�i CASE co tisab tri, Sv4oj r Lc",Wp - tN1 pvT-,rt L A.a1c Nt►� t�K�r'a•,)'I -k 4 y E18 , 7-5 "Nz- -sC�d S� = 4000fsr ,G/Z-ocrtO ( Pik 14toiv-s) } C'ft*-L C^fmv-rY _ `78.33-* =0 9a33oc (.Z/o.7� _ /57o0-( Co n�c, M talcovr = 8188 6S= 16 9')S-* AnNfsrLo -mL 9�,Sy # 'o �`+ /o .>S/o�ss= 229j8 mL rb &<4e.su c. PAOj4,t rr5'&J rRaA0 ,v i6t( AVT; Pbs'r • Anchor DesignerT"" Company: Date: 5/22/2019 Engineer: Page 1/5 r Software Project: SDA#8163 Version 2 7.6990.11 Address: Phone. E-mail: 1.Proiect information Customer company: Project description: HOLDOWN RETROFIT 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): 12.00 State:Cracked Anchor Information: Compressive strength,f'c(psi):4000 Anchor type:Bonded anchor 4v�,v: 1 0 Material: F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch):9.000 Reinforcement provided at corners:Yes Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch):10.38 Inspection:Continuous cac(inch):25.01 Temperature range,Short/Long: 110/75°F Cmin(inch):1.75 Ignore 6do requirement:Not applicable Smin(inch):3.00 Build-up grout pad:Yes Recommended Anchor Anchor Name:SET-3G-SET-3G w/5/8"0 F1554 Gr.36 Code Report: ICC-ES ESR-4057 11� 1: 4, Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Stiong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: Date: 5/22/2019 Engineer: Page: 2/5 Software Project: SDA#8163 Version 2.7.6990.11 Address: Phone: E-mail: Load 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(d)is satisfied Ductility section for shear:17.2.3.5.3(c)is satisfied flo factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]:6034 Voaa[lb] 0 Vuay[lb] 0 <Figure 1> Z 60341b 0lb 0 Ib ` Y I X I i �I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Stiong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: Date: 5/22/2019 Engineer: Pages 3/5 Stronfar-TWSoftware Project: SDA#8163 Version 2.7.6990.11 Address: Phone: E-mail: <Figure 2> 5.50 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tic Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor DesignerTM Company: Date: 5/22/2019 Engineer: Page: 4/5 r'-- + ', i Software Project: SDA#8163 i. 1 Version 2.7.6990.11 Address: Phone: E-mail 3. Resultina Anchor Forc -a Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) Vuax(Ib) Vuay(lb) AVuax)z+(Vuay)Z(lb) 1 6034.0 0.0 0.0 0.0 Sum 6034.0 0.0 0.0 0.0 Maximum concrete compression strain(96e):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):6034 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) Nsa(lb) 0 ON.(lb) 13110 0.75 9833 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kcA.4fchefl 5(Eq.17.4.2.2a) kc A. fc(psi) hef(in) Nb(lb) 17.0 1.00 4000 9.000 29030 0.75ONcb=0.750(ANC/ANco)Ted,NTc,NVfcpNNb(Sec. 17.3.1 &Eq. 17.4.2.1a) ANc(in2) ANco(in2 Ca,min(in) Ted,N Tc,,N Tcp,N Nb(I b) 0 0.75ONcb(lb) 513.00 729.00 5.50 0.822 1.00 1.000 29030 0.65 8188 6.Adhesive Strength of Anchor in Tension(Sec.17A.5) Tka= Tk,crfshort-Ie=Ksar(fc/2,500)"aN.sels Tkcr(psi) fshort-lean Ksaf aN.-is fc(psi) n A,or(psi) 1356 1.00 1.00 1-00 4000 0.24 1518 Nba=AaTcr;rdahef(Eq.17.4.5.2) A a Tcr(psi) da(in) hef(in) Nb.(lb) 1.00 1518 0.63 9.000 26824 0.75ONa=0.750(ANa/ANao)SYed,NaTYcpNaNba(Sec. 17.3.1 & Eq.17.4.5.1 a) ANa(InZ) ANao(in2) CNa(in) ca,min(in) 'Ted,Na Tp,Na Nao(lb) 0 0.750Na(lb) 249.93 307.10 8.76 5.50 0.888 1.000 26824 0.65 9454 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Sliong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor DesignerTM Company: Date: 5/22/2019 Engineer: Page: 5/5 Software Project: SDA#8163 fir_ I Version 2.7.6990 11 Address: Phone: E-mail: 11. Results 11.Interaction of Tensile and Shear Forces(Sec.D.71? Tension Factored Load, Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 6034 9833 0.61 Pass Concrete breakout 6034 8188 0.74 Pass(Governs) Adhesive 6034 9454 0.64 Pass SET-3G w15/8"0 F1554 Gr.36 with hef=9.000 inch meets the selected design criteria. 12. Warnings -This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4. Designer must exercise judgement to determine if this design is suitable. -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17 7 1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify -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. Simpson Stiong=Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www strongtie.com U - Structural Design Assoctates `.� 1:r4,ifieer'i ig Struclulv.y to Lust SDA 'H163 Feb. 1. 2019 Dantrawl Inc. 62XX 180111 St. NE Subject: Plinth Repair SDA Ref. #8163 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 you have any questions concerning this letter,or for anv other assistance. Sincerely, c Jasper Baarbe,E.I.T. Chris Covington,P.E. COVI . 5 of W^Sy� r t• � o W q` e i ( 343 3 C� \ S4bNAL h FEB 0 4 20,19 .. .'(i()6 Rucker \N-u. I,:verett, W rl 98201 Ph: 425-339-H293 42-5-2-52- 1916 Nvww,sdacvcreaxom 01/31M SOA 8�63 PA.A..),bL Kxtx ovr- S,o`t K- (coosawaraut) � tl SNW - S,04 K (,oNs t~om-rs A �lssc�r�� wELo pAsf najOCL SrrFFAA&S AR* 1Uo T r ooA-L. mAx 1-Ra^ Uu o PLaz t 000 r*T*,L L.Oa&o W nL S 4EAA- — O..sS-r S.b`*s 2, 7 ► , AU. PLa7I r4/IL = 8,oaK- ;w, (��` $ g.311a.c� = 1,03� ✓oK om ' _ c W&O S T 12,W4r4 IV Q P t-c 6'f. 313 = �.0 If!,� /LJ k r—zu+C-7► K 4 y �i z VJ.2= 0.(.K7o.r (-Iq/Ji) KG/Z = 22k C/ax ftuT 4 kATL Mz 2,97 3 - 9,St 4- rn,, .M/-Rs 2�sflt)(36 AO MIA - 9, o9!•1n, a 5.31K""L ,/ow, PGL F-fox 7 6Mwe ni : I z Zoo* K Z-(-6 o o ,4 >S,obo* ✓v�C 5/c y.o Nko+i7 N*x STQowr W V - 2iCo * A - 9 Poo-' > �bOw ✓vac 06L ' Vsv,&D Fort Cok)f-m.►uAA,,r I pA,,3tL tZ4S.zsT4,jCf- Nrevs 14CA fix-orb+ 2kr-j Pa ti:AK,l 1 • Anchor Designer TM Company: I Date: 1/29/2019 Engineer: Page: 1/5 Software Project: SDA#8163-PLINTH D6L 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,Fc(psi):4500 Anchor type: Bonded anchor 4J.,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,hef(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 hmh(inch):11.13 Inspection:Continuous cac(inch):9.93 Temperature range,Short/Long: 150/110°F Crain(inch):1.75 Ignore Edo 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 +' r � FIT". A r Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpsnn Sbnng-Tie Company Inc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560 9000 Fax:925 847,3871 www strongtie.com • Anchor Designer TM Company: Date: 1/29/2019 Engineer: Page: 2/5 Software Project: SDA#8163-PLINTH D61-EPDXY z Version 2.6.6794.8 Address: Phone: E-mail: Load 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 .Qo factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:3300 Wax[lb]:0 Vaay[lb]:0 <Figure 1> 1300 lb 'low,, 0 lb 0 lb Y Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Stiong-Tie Company ino 5956 W Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: Date: 1/29/2019 Engineer: Page: 3/5 Software Project: SDA#8163-PLINTH D6L EPDXY Version 2.6.6794.8 Address: Phone: E-mail: <Figure 2> _ O O k6 I O O O 6.00 16.50 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-r;U Coml,any Inc, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor DesignerT"' Company: Date: 1/29/2019 Engineer: I Page: 4/5 Software Project: SDA#8163-PLINTH D61-EPDXY Version 2.6.6794.8 Address: Phone- E-mail 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Naa(Ib) Vuax(lb) Vuay(Ib) l(Vuax)2+(Vuay)2(lb) 1 3300.0 0.0 0.0 0.0 Sum 3300.0 0.0 00 0.0 Maximum concrete compression strain(%a):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) Nse(Ib) 0 ^a(lb) 27900 0.65 18135 5.Concrete Breakout Strength of Anchor in Tension (Sec. 17,4.2) Nb=kc A,a4fchefl 5(Eq.17.4.2.2a) kc Aa Pa(psi) hef(in) Nb(lb) 17.0 1.00 2500 4.000 6800 0.75ONcb=0.750(ANc/ANco)Ved,NSYc,NYcpNNb(Sec. 17.3.1 &Eq. 17.4.2.1a) ANc(in2) ANco(in2 ca,min(in) Vd,,N Vc,N Pcp,N Nb(Ib) 0 0.75^b(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. 17.4.51 rk,c = rk,crfshoA-fermKsef aN seis rkcr(psi) fshorbferm Ksaf aUmis rk,cr(psi) 660 1.72 0.57 1.00 647 Nba=A,a rcr;rdahef(Eq.17.4.5.2) A.a rcr(psi) da(in) ha(in) Ni.(Ib) 1.00 647 0.63 8.000 10164 0.75ONa=0 750(ANaIANao)Ved,NaVfcpNaNba(Sec. 17.3.1 &Eq. 17.4.5.1a) ANa(in2) ANao(in2) cNa(in) ca,min(in) Ted,Ne Vp,Na Nao(Ib) 0 0.750Na(Ib) 117.68 117.68 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. Simpson S(iong-Tie Cainheny Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor DesignerT°" Company: I Date: 1/29/2019 Engineer: Page: 5/5 Software Project: SDA#8163-PLINTH D61-EPDXY Version 2.6.6794.8 Address: Phone, E-mail: 11. Results 11. Interaction of Tensile and Shear Forces(Sec. D.7)? Tension Factored Load,Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 3300 18135 0.18 Pass Concrete breakout 3300 3315 1.00 Pass(Governs) Adhesive 3300 3430 0.96 Pass SET-XP w/#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) (i)&hi)Calculations for Ductility requirement for tension load Steel Factored Load,Nua(lb) 1.2 x Nominal Strength, Nn(lb) Ratio Steel 3300 33480 9.9% Concrete Factored Load, Nua(lb) Nominal Strength, Nn(lb) Ratio Concrete breakout 3300 6800 48.5% Governs Adhesive 3300 10164 32.5% ACI 318-14 Section 17.2.3.4.3(a)(i)&(ii)is not satisfied since steel ratio does not govern. 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 ICC-ES ESR-2508 Section 5.3. -Minimum spacing and edge distance requirement of 6da per ACI 318 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 of the 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,.00 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- Simpson Strong-Tie Cczmp,-Iny Inc 5956 W-Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Plan Review SIN. Structural Design t �c�ria�e By SAFEBuilt 1"'ngineefing Structures to List Ci vK� l p/6 April 11, 2019 CO �ti5 of w^sy Cj, Dantrawl Inc. 62XX 18& St. NE, v yc Arlington, WA Subject: Burke Bolt Inserts oI 38 SDA Ref. 48163 To whom this may concern: APh 5 2019 R Panel Burke inserts do not align with the steel building column in multiple locations. The Burke inserts prevent the installation of the panel clips specified in detail A/S5, April 29, 2018. Coast Construction and Port Gardner Architects have provided locations of the Burke inserts that do not align with the steel building columns. Structural Design Associates [SDA] has reviewed and observed the following in the documentation provided by both parties: 1) The Burke insert alignment issuers limited to "Type A" connections. No other panel connection conflicts are reported; 2) The identified Burke insert conflicts include missing inserts, inserts covered by the steel frame, and inserts with `extreme' horizontal offsets; 3) The"Type A" connection conflicts are reported to exist at the following locations: a. East Elevation, Gridline: B/11 &B/2; b. West Elevation, Gridline: D/2 &D/3; c. North Elevation, Gridline: B/2, B.2/2, C/2, C.2/2, & D/2; d. South Elevation, Gridline: C.1/14& C/14. Each"Type A" connection conflict noted above shall be replaced with a'`Panel Connection Type `A' Retrofit", which is detailed in the attached sketch. This letter shall be issued to Port Gardner Architects, Geotest, Coast Construction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer of record. 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. 3006 Rucker 1vc F.verett, IVA 98201 PIt:-123 339 0 293 Fax:425-2-52-0916 www.sdaevarett.com Mr&STtI(, -K 1&JLTs MX - 3 NT - TENsTLf, tNfJ--R-T Noo3, ALuowtq Thu onJ ;i,,gac`7 YP. " N" Con�rJ : s i�rras 40 SPrwiXtAL (SM = Sf�XI op - 2 SPAAjoahL ot = 12' , Wd 0,13 a t S y PER " 0 o117"731 - pl" to/Ig/2-we �� I r ` Sx iZ3 /vK}t'I 3 = }}S Hwy F2rcrs�aJ L 12 � �� 12 SvA. DrUL 3;f 22,000 K - ,riL (SA..M&L Burl,%.ss) E - 4 a,3 2 ks: A F I' = 1,14 9,12 a SP,nNoaRM, N3 x s sFgal• 94,,JF-L bLir MOST, cars=()t-2 0rJ2tCrro--A OF to&0tAJC. . SoOWo(Zu- Twa'bvs AS PA-L)f 0f. crS .pA oA-L - T-A c 7 E - D,201`t � 7' v 2.46K � W = D.275-x 7'= I. 93K T F PAAA t Pa f f;.,A-Z 41 ,5:FAe�0cv-t L oao w,-I-L ACr As C�t'c.� Qpti+►�. �,�ws = p.I otv"r /S){Tr//sc�� = t� ODU,86 s �//AJDaA-L ONzr POLTAI-MoZ 0II - 0. 033 r s P"tL 57T"Vti TDP ,� &T-T G-s P z 2,o4/2 = t.03 K 1.4- NODU T- - �t.8 K GV"VI Ib0Lr CAPAG,rrr Plan Review By SAFEBuilt Op I b3 FtZ-VC T.T oN CLA T cS ;sue f L !C 4P 3/g" JL" tf= VC, ` F ,X Mf MN 0,3 Ib x3b/1 62 = 6,82 K- ;•, // i FLa�cE _ P - 6,92 K V C / a p 2 YZ V 6# M _a = 0,281 x 36/1,C9 - P= 2 12 K �2P MAX . A&OWCO = 2x-2MZ =&f.8SK d-- f4DutXArs P z 2.0b Pr z?.c� Pi 2 f '-► ' -A- 4 �, � a,�Ca,6Y� 3 y, �s� � M = '�.`i3k -S�. = s�r.zx -„», ✓max. GoNN 'A 1. NOTE TgHAT' CoN(4'A' NIL fAAL I.o&o TD j Nt MCA r-ftuh#- ro LMk• T-'r 60AIc.WrI;44rTof-)r 0QovS-G*- - -00 - WAY 1SWOS.x tW- q-, & p+ ajtL , } AbAS R€s.rDu,oi_ CAProcac rY. Plan Review By SAFEBuilt SHIM PLATE, FRICTION PLATE, ELEVATION, AND PANEL CONNECTION TO CONFORM WITH A/S5 DATED APRIL 29, 2018 UNLESS NOTED OTHERWISE BELOW. RETROFIT CONNECTION ONLY APPLICABLE AT d b DEMARKATED LOCATIONS (SEE ATTACHED LETTER). "�, H• � D NEW CONNECTION TYPE �I WF RIGID STEEL o N 'A' RETROFIT (PLACE IN FRAME BY MTL � t <U� $ PAIRS ONLY) 'I I I' BLD G MFG. �Ico ��m s 3? OFFSET (ABOVE Ij Q N OR BELOW) (TYP.) 10 II II q BURKE BOLT L 0�! I--INSERTS OFFSET BURKE BOLT INSERT II 1 " OR MORE PLACED BEHIND COLUMN 777 OR MISSING II Plan Review By SAFEBuilt II 00/1 PANEL CONNECTION TYPE 'A' RETROFI W Q CENTER OF BOLT TO EDGE OF SHIM PLATE THICKNESS z ARID TO PROVIDE SNUG FIT z FLANGE TO BE MINIMUM " BETWEEN PANEL & Z � � AND MAXIMUM OF 1 " (TYP.) FRICTION PLATE {TYP.} Q 74" THK TILT—UP Q PANEL EMBEDMENT TO BE 34" L4( MINIMUM AND 44" MAXIMUM FRICTION PLATE (TYP.) (TYP.) 7WF RIGID STEEL FRAME REPLACE BOLTS & BURKE BY MTL BLD'G MFG. INSERTS w/ (4) A"0 F1554, — GR36 THREADED ROD EPDXIED uwnry..nr PROVIDE SPECIAL cIleckcd By!CCC INSPECTION FOR TO PANEL w/ SET-3G (MIN. n,tcm oa 15.19 EMB.=3-3"); SECURE NUTS, & EPDXY INSTALLATION Son JOB No. F436 WASHERS 5163 STRUCTURAL PANEL CONNECTION TYPE 'A' RETROFIT PLAN V EWDf7 4111/2019 FBy Plan Review Contact Us I l ! : l MeadowBurke� SAFEBuilt Ca I Us (877) 518-7665 HOME PRECAST FORMING REINFORCING ROAD&BRIDGE TILT-UP DISTRIBUTORS ENGINEERING PRODUCTS Home I shop 1 Precast 1 NC Threaded Inserts and Accessories I NC Threaded Inserts I NX-3 HI-TENSILE INSERT DISTRIBUTOR FINDER MX-3 HI-TENSILE INSERT ENGINEERING SUPPORT The i Hi-Tensile Insert is a ductile iron cast In place NC insert available for use in fastening and/or hanging equipment,plumbing,mechanical fixtures,etc.to the concrete.It is also used very elfeclively as a hu ,t%Leh diaphragm insert in prestressed bridge beams.The Hi-Tensile Insert is available in the sizes shown In the 4_vi _i'tlrl lable.Attachment to The farm can be accomplished by utilizing the nail lugs on the insert,an NC boll run y , L'J1�C)GUniu through the form wall,or by using FC-18 or MX-28 NC threaded plugs. E'eai'r C:enro for I 1p.on Al i HI-TENSILE INSERT �� Luee INC,Thrcaued I�scslt � orn� 4 4 °"°� s" i rmCrir 3ir;i:1j I-JrrJ't.-!IF NOMI 3(1' 1-14r 29mn I W 41 m SS' lrrlrl V '26rlll bWhL',2.Blrlf Wl Z?kN GeaIll 27N :iJ(1 i.1 i_tfl Nnl V 1.1W 29mm I.5b' ilmm 1' .25mi r' 25nT11'1,900Iasi 4.rkN 91161Ue 1 KIl;ir00Poe. 4ekr1 �21 USt.l N0033 yr t.tra-'saw 2-I14- Fil 1.3w;35rm W Tom ii,Wa l:r,"1,50oh1 Q7tk'1.90o in 07 r ill`r'Cc3:> f.:ftt;nl,r;Ji_� N0034 S7@' 1-19-'35mm 2-T4' Rtnm t-""36n-: 15l16' 24—I.T001U4l,10nkq:9.3kN"7 KOO ea,nfikN NM YV 1-IF' 3IMr 3y"' Nw:1.6r 411110z WM' 20M 4,0lZ@o11o[;t&9d1;3.o90t�183J) 110M 74 1-54" 4V111.7i 4' 102011111-14' 45rlmr I-XI 6' Il SOQl leg 22M 7,960145.-I?IAN 4.s00 tea 21.IkN Ut lily L i`ing.Systwrs om 1- 1-ww 4wil 41R'/1F1mr i-vir 4enrlo 1-Tir 3rmm'8.0o09t'2&nm-4,swft 2t.4MN;l.gxaL,6.21di Wc tl VV r,�G.ro 5 Safe working trill bryld on 3,(0 psi Ww.fele and a 3:1 salety factor, Rcws".)111ciuslr i':s; I► We working W a based on the insert selback 1/2'trom W conaate surface. ka—T[N5a-E "C" e331i----- "A' kA6 View our Product literature Privast Our t4Sloly I^•:er inri l_3ra ir:C F)mpnq rifolc Lord W3 Mop Ramlouing log ikons by Address Irl l`TJl l`iJl HorN1 b Ill Sall alm.raory tin-up Bill Dislrilil caroms Engmeem .,2ta!+ lrndt!.v-3otl,:.„il Rigiil.,Rester::.... I F-F..WS<4(:1N_il Ir.:.n..c i :Pa 3IQN:;�')F SAi i Fftl'Ai; meadowburke.com/shop/precast/nc-threaded-inserts-and-accessories/no-threaded-inserts/6655-mx-3-hi-tensile-insert/ 1/1 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163 - 190410 Project Descr: _ Pnnlud: 11 APR 2C13 S:1TAM Concrete Slender Wall rs'1sdepgwNMR1-1WET 0R-1U'ROJED-110WO-a-MEID-111aC409-1�81U 19Q D8 UIkBotIsmeC6 Saftwsm Mpyrgh ENERGALG INC.19W-2018.Budd 1 U 16 is 13 i ; i i Descriplion: -YF WALL Code Reftmaces Calculations perACI 318-11 Sec 14.8_ IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information fe:Concrete 28 day strength = 5.0 ksi Y^fall Thickness 7.250 in Temp Diff across thickness = deg F Fy :Rebar Yield = 60.0 ksi Reber at wall center Min Allow Out-of--Plane Defl Ratio= U 0.0 Ec=Concrete Elastic Modulu, = 4,032.21 ksi Rebar'd"distance 3.625 in X :Lt Wt Conc Facto = 1.0 Lower LeYO Rebar. . . Min allow Asrbd = 0.0020 Fr:Ruorirc Mcd,lus = 353.553 psi Bar Size ## 5 Using Stiff. Reduction Factor per AC I R_10.12.3 Max Allow Asrbd = 0.02125 Bar Spacing 12.0 in Max PulAg=fc" = 0.060 Concrete Density = 150.0 pof Width of Design Strip 12.0 in One-&M Wall DI'mensions i A Clear Heigh - 21.0 ft I 3 Parapet height = ft Wall Support Condition Tap & Bottom Pinned A Lateral Loads Wind Loads: �(-.irnir Ica dg Full area WIND —.d 26.20 psf Wall ;;eight Seim c La3d Input A'et-od ASCE seismic factors entered 37S Value per ASCE 12 1' 1 '1 = 0.7720 =p wall Y1t " 0 3088 = 27.985 pcf DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination. . . Actual Values . . Alloluable Values. .. �n!�S Moment Capacity Check Maximum Bending SUrssS Ratio = 0,3097 +0.90D+E+0.90H Max PAu 1 547 k-A Phi•Mri 4.994 0 PASS Service Deflecffon Check Actual Deft, Ralia U 2,377 Alloarable Defl.Ratio 360.0 E Only Max.Deflection 0 1060 in PASS Axief Laacl Check Max Pu I Ag 14.0 psi Max.Allow. Deft, 0.70 in +1.20D+L+0.20S+E+1.90H Location 10.150 ft 0.06"fe 300.0 poi Reinforcing Limit Check Actual Asrbd 0.007126 Max Allow Aslbd 0.02125 P.Meximurn Reactions_., for Load Combhe6on.— Tap Horizontal E Only 293.843 Plan Review Base Horizontal E Only 293.843 s By SAF E B u i it Vertical Reaction +M 0EA.60H 1.903 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163- 190410 Project Descr: Printed:11 APR 2019, 817AM Concrete Slender Wall rslsdapglONEDRI-1WEfWOR-11PROJEC-II -8-118163-D--11190409-118163.190409-Burk BON Issue.6 Software oopynght ENERCALC,INC 1983 2018,BuiW:101812 I r.r r • Description: TYP WALL Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6` Load Combination Pu 0.06'fc"b't Mcr Mu Phi Phi Mn As As Ratio rho bal k k Wt k4t k-fl in12 0.000 0.000 0.00 0.00 0.00 0.00 O.ODD 0.00DD 00000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 00000 00000 0 000 0.000 0.00 0.00 0.00 0.00 0,000 0 0000 00000 0.000 0 000 0.00 000 0.00 0.00 0.000 0.0000 0 0000 +1 20D+1 601-r+0 50W+1 60H at 9 80 to 1Q5 1 218 26.100 3.10 0.73 0.90 5.08 0.310 00071 00213 0 000 0 000 0.00 0.00 0.00 0.00 0.000 0.0000 00000 +1.20D+160S+0.50W+1.60H al 9.80 to 10.50 1.218 26.100 3.10 0.73 0.90 5.08 0.310 0.0071 0.0213 +1.20D+0.5OLr+L+W+i60H at 980 to 1050 1218 26,100 3.10 1,45 0.90 5.08 0.310 0.0071 0.0213 +1 20D+L+0.50S+W+1 60H at 9.80 to 10 50 1 218 26.100 3.10 1.45 090 5.08 0.310 0.0071 0.0213 +0 90D+W+1.60H at 9.80 to 10.50 0.913 26.100 3.10 145 090 5.01 0.310 0.0071 0.0213 +1 20D+L+0.20S+E+1.90H at 9.80 to 10.50 1.218 26.100 3.10 1.55 0.90 6.08 0.310 0.0071 0.0213 +0 90D+E+0 90H at 9.80 to 10 50 0 913 26,100 310 1.55 0.90 501 0 310 0.0071 0.0213 Design Maximum Combinations•Deflections Results reported for"Strip Width"=12 in. Axial Load I Moment Values Stiffness Deflections Load Combination Pu Mcr Mad ual I gross i cracked I effective Deflection Defl.Ratio k I k-ft Wl in"4 in"4 in14 in 0.000 0.00 0.00 0.00 0.00 0.000 0 000 00 0.000 0.00 0.00 0.00 0.00 0.000 0 000 00 0.000 0.00 0.00 0.00 0.00 0.000 0 000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0 000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0 000 0.0 0.000 0.00 0.00 0.00 0.00 0 000 0 000 0.0 +D+0.60W+H at 9.80 to 10.50 1.015 310 0.87 381.08 21.89 285.809 0.060 4,208.6 +D+0.750Lr+0.450W+H at 9.80 to 10.50 1.015 3.10 0.65 381.08 21.89 285.809 0.045 5,611.5 +D+0.750S+0.450W+H at 9.80 to 10.60 1.015 3.10 0.65 381.08 21.89 285.809 0.045 5.611.5 +0.60D+0.60W+0 60H at 980 to 1050 0.609 3.10 0.87 381.08 21.52 285.809 0.060 4,217.7 +D+0.70E+0.60H at 9,80 to 10.50 1 015 3.10 1.08 381.08 21.89 285.8W 0 075 3.377.3 +D+0.750L+0 750S+0.5250E+H at 9.80 to 10 1 015 3.10 0.81 381.08 21.89 285.W9 0.056 4,503.1 +0 60D+0.70E+H at 9.80 to 10.60 0 609 3.10 108 38109 21.52 285.809 0.074 3.384.6 0 000 000 0.00 000 0.00 0.000 0.000 0.0 0.000 0.00 000 000 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 D.000 0.0 0 000 0.00 000 0.00 0.00 0.000 0.000 0.0 W Only at 10.50 to 11.20 0,000 310 144 361.06 20.96 285.809 0.099 2.538.8 E Only at 10 50 to 1120 0 000 310 154 38108 20.96 285.809 0,106 2.376.8 0 000 0,00 000 0.00 000 0 000 0 000 0.0 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical Wall Base +D+H 0.0 k 0.00 k 1.903 k +D+L+H 0.0 k 0.00 k 1.903 k +D+Lr+H 0.0 k 0.00 k 1.903 k +D+S+H 0.0 k 0.00 k 1,903 k +D+0.75OLr+0.750L+H 0.0 k 0.00 k 1.903 k +D+0.750L+0.750S+H 0.0 k 000 k 1.903 k +D+0.6M+H 0.2 k Plan Review 017 k 1.903 k By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project 1D: SDA#8163- 190410 Project Descr: Printed:11 APR 2019, 5:17AM Concrete Slender Wall ►~ONEDRI-IV49WOR�-I"OJEO-lWW.8-118163•D-11190409-1181OlW409.&uk Sol ft*.eo6 Software t ENERCALC,INC.1983.2018,Wid:10.18.12.13. KW-06011301 Licensee:STRUCTURAL DESIGN ASSOCIATES Description: TYP WALL Readons-Vertical 3 Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+O 7501-r+0 450W+H 01 k 0.12 k 1.903 k +D+0.75%+0.450W+H 01 k 0.12 k l.903 k +0.60D+0 60W+0 60H 02 k 0.17 k 1142 k +10+0 70E+0 60H 02 k 0.21 k 1903 k +D+O750L+0 750S+0 5250E+H 0.2 k 0.15 k 1,903 k +0.600+0.70E+H 02 k 0.21 k 1.142 k D Only 00 k 0.00 k 1903 k Lr Only 00 k 0.00 k 0 000 k L Only 00 k 000 k 0 000 k S Only OD k 000 k 0 000 k W Only 03 k 0.28 k 0 000 k E Only 03 k 0.29 k 0.000 k H Only &0 k 000 k 0.000 k Plan Review By SAFEBuilt STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#6163- 190410 Project Descr: Printed:11 APR 2019, 8:17AM General Section Property Calculator rsladapglONEDRI--11NETWOR-i1PROJEC-1V8000-8-118163-D-11190409-116163-190409.SurkBotMue.ec6 p Software cop " hl ENERCALQ INC.1983-2018,Buikl:10.18.1213 r,r r • • Description: W-SECTION Final Section Properties Total Area in^2 Ixx in^4 Sxx:-Y in^3 Calculated final C.G.distance from Datum lyy in^4 Sxx:+Y in^3 S X in^3 X cg Dist. : in Zxx in^3 Syy:+X in"3 Y cg Dist. in Zyy in^3 Edge Distances from CG.: r xx : in +X in +Y in r yy in -X in -Y in Minumim Section Properties Rotation of All Components @ Angle: 0.00 deg CCW Rotation Angle(CCW) deg CCW I: Moment of Inertia inA4 r;Radius of Gyration in S: Modulus inA3 Z:Plastic Modulus in^3 Plan Review By SAFEBuilt CG Y General Shapes - I :#1 Xcg= 0.000 in Ycg= 0.000 in Rotation= 0 deg CCW Top Flange Width= 5.000 in Top Flange Thick= 0.250 in Web Thickness= 0.135in Bottom Flange Width 5.000 in Bottom Flange Thic 0.250 in Top Height= 12.000 in STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project I D: SDA#8163- 190410 Project Descr: Printed:11 APR 2019, 8:17AM Steel Beam with Torsional Loads rslsdepglONEDRI-1WETWOR-11PROJEC+-118000-8-118 163-0-�11190409-118163.190409-BA Bot Issue.ec6 . Softwers m ' ht ENERCALC,INC.19B3.2018,Build:10181213 Description: SPANDRAL CODE REFERENCES Plan Review Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 By SAF E B u i It Load Combination Set: ASCE 7-16 Analysis Settings Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-16 c > A W1Lx16 Span=21.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 0 Moment: D=0.08330 k-ft,Loc= 10.50 ft in span, Torsional Load DESIGN SUMMARY - Max. Flange Normal Stress Ratio = 0.592: 1 Maximum Shear Stress Ratia = 0.055: 1 Flange Normal Stress 2.94 ksi Flange Shear Stress 1.10 ksi Phi vn : Flange Normal Stress 4.97 ksi Web Shear Stress 0.90 ksi (Phi Mn/Sxx) Vn/Omega :Allowable 20.00 ksi Max Mu :Applied 0.00 k-ft Section used for this span W12x16 Section used for this span W12x16 Load Combination +D+H Load Combination +D+H Maximum Rotation = 1.9174 deg at 10.50 ft Maximum Deflection Max Download Transient Load Deflection 0.000 in Max Downward Total Deflection 0.000 In Ratio= 0<360 Ratio= 0 <180 Max Upward Transient Load Deflection 0.000 in Max Upward Total Deflection 0.000 in Ratio= 0<360 Ratio= 0 <180 _Maximum Forces&Stresses for Load Combinations Max Stress Bending Max Flange Normal (ksi) Flange Shear (ksi) Web Shear (ksi) Load Combination Ratio Mu (kft) Vu (k) Total Allow Ratio Total Allow Ratio Total Allow Ratio +D+H 0.592 2.943 47971--5-W 1.096 20.000 0.055 0.902 20.000 0.045 +D+L+H 0.592 2.943 4.971 0.592 1.096 20.000 0.065 0.902 20.000 0.046 +D+Lr+H 0.592 2.943 4.971 0.592 1096 20.000 0.055 0.902 20.000 0.045 +D+S+H 0.592 2,943 4,971 0 592 1.096 20,000 0.055 0.902 20 DOD 0.045 +D+0.750Lr+0.750L+H 0.592 2.943 4,971 0 592 1.096 20 000 0 055 0.902 20.0DO 0.045 +D+0.750L+0.750S+H 0.592 2,943 4.971 0.592 1.096 20.000 0.055 0.902 20.000 0.046 +D+0.60W+H 0.592 2.943 4.971 0.592 1.096 20 000 0.055 0.902 20.000 0.045 +D+0.75OLr+0.450W+H 0.592 2,943 4.971 0.592 1.096 20.000 0.055 0.902 20.000 0.045 +D+0.750S+0.450W+H 0.5W 2.943 4.971 0.592 1.096 20.000 0.055 0 902 20(M 0 045 +0.60D+0.60W+0.60H 0.365 1.766 4.971 0.355 0.658 20.000 0.033 0.541 20.000 0.027 +D+0.70E+0.60H 0.592 2,943 4.971 0 592 1.096 20 000 0.055 0.902 20.000 0.045 +0+0 750L+0.750S+0.5250E+H 0.592 2.943 4 971 0.592 1.096 20.000 0.055 0.902 20 000 0.046 +0 60D+0 70E+H 0 355 1.766 4.971 0.355 0.658 20.000 0.033 0,541 20.000 0.027 _Overall Maximum Deflections--Unfactored Loads Load Combination Span Max.'--"Defl Location in Span Load Combination Max."+"Deb Location in Span 1 0 0000 0,000 00000 0.000 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project I D: SDA#8163- 190410 Project Descr: Printed:11 APR 2019, 8:17AM Steel Beam with Torsional Loads mWaevg%ONEDRI-1lNEWOR-1IPROJECr118000.8-11B1634a-ilIM409-11818&190e09.9urkeolllsa mI3 Software t ENERCALC,ING 1902018,BWk110.181M �.r � rr • Description: SPANDRAL Vertical Reactions-Unfactored Values in KIPS Loed Combinalion Suppod 1 Support 2 Overall MAXimum +D+H +D+L+H +D+Lr+H +D+S+H +D+O 750L 0L+H Plan Review +D+O 750E+O 75 7505+H +D+06oW+H By SAFEBuilt +D+O 750Lr+0.450W+H +D+0.75OS4 45OW+H +0.60D+0.60W+0.60H +0+0.70E+0.60H +D+O 750L+0.750S+0.5250E+H +0 60D+0 70E+H D Only Lr Only L Only S Only W Only E Only H Only STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163 - 190410 Project Descr: Printed:i1 APR 2019, 8:17AM Concrete Beam mIsdapaIONEDRI-1WETWOR-11PROJECr-A8000-8-11B163D-11190409-11B183.190409-Buis Bolt Issue.ea6 Software owriaht ENERCAM INC.f983-2018.BulK 10.18.1213 r.s iASSOCIATES Description: ECCENTRIC;ALLY LOAD PANEL CODE REFERENCES Plan Review Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 By SAF E B u i It Load Combination Set : ASCE 7-16 Material Properties fc 12 = 5.0 ksi Phi Values Flexure: 0.90 fr= rc `7.50 = 530.33 psi Shear: 0.750 y! Density = 145.0 pcf P 1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030-51 ksi Fy-Stirrups 40.0 ksi x fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 2 E{ -:76) E( 2.06) E( 2.06) E(1.75) 4.0 ft 5.0 ft 4.0 ft 74-w-x"5-h -w x 7 25-ft _Cross Section S Reinforcing Details Rectangular Section, Width=24.0 in, Height=7.250 in Span#1 Reinforcing.... 244 at 3.0 in from Bottom,from 0.0 to 4.0 ft in this span 244 at 3.0 in from Top,from 0.0 to 4.0 ft in this span Span##2 Reinforcing.... 244 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 244 at 3.0 in from Top,from 0.0 to 5.0 ft in this span Span#3 Reinforcing.... 244 at 3.0 in from Bottom,from 0.0 to 4.0 ft in this span 244 at 3.0 in from Top,from 0.0 to 4.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Point Load: E=-1.760 k @ 0.0 ft,(P2) Load for Span Number 2 Point Load: E=-2.060 k @ 0.0 ft,(P1) Point Load: E_-2.060 k @&0 ft,(P1) Load for Span Number 3 Point Load. E= 1.760 k @ 4.0 ft,(P2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.577 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.034 in Ratio= 2796>=360 Mu:Applied 7.039 k-ft Max Upward Transient Deflection -0.034 In Ratio= 2798>=360 Mn" Phi :Allowable 12.203 k-ft Max Downward Total Deflection 0.034 in Ratio= 2796>=240, Location of maximum on span 0.000 ft Max Upward Total Deflection -0.034 in Ratio= 2798>=240 Span##where maximum occurs Span#2 STRUCTURAL DESIGN ASSOCAITES Project Title: Engineer: Project ID: SDA#8163 - 190410 Project Descr: Printed:11 APR 2019, 8:1TAM Concrete Beam rslsdapglONEDRI-11NETWOR-ITROJEC--NOOO-8-t18163-D-11190409-118163.190409-Burk Bolt Issue ec6 Softwere co M ENERCALC,INC.1983-2018,Build:10 16 12 13 KVV-0601 1301ASSOCIATES Description: ECCENTRICALLY LOAD PANEL _Cross Section Strength&Inertia Top&Bottom references are for tension side of section Phi'Mn (k-ft) Moment of Inertia (in"4) Cross Section Bar Layout Description Bottom Top 1 gross Icr-Bottom Icr-Top Section 1 2-#4 @ d=4 25,2-#4 @ d=3", 12.20 12.20 762.16 49.60 49.60 Section 2 2-#4 P d=4 25",2-#4 P.d=3", 12.20 12.20 762.16 49.60 49.60 Section 3 2-#4 @ d=4.25",2-#4 @ d=3", 12.20 12.20 762.16 4960 49.60 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum -6.635 2 515 Overall MINimum -3.484 1 321 +D+H +D+L+H +D+Lr+H Plan Review +D+S+H +D+O 750Lr+0 750L+H By SAF E B u i It +D+O 750L+0 750S+H +D+O60W+H +D+0.75OLr+0.450W+H +D+0.750S+0.450W+H +0 60D+0.60W+0.60H +D+0.70E+0.60H -4.645 1.761 +D+0.750L+0.750S+0.5250E+H 3.484 1.321 +0.60D+0.70E+H -4.645 1.761 D Only Lr Only L Only S Only W Only E Only -6.635 2.515 H Only Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc12, Req'd Vs=Not Reqd 11.4.6.1, use#3 stirrups spaced at 0 000 in • Anchor Designer TM Company: SDA Date: 4110/2019 Engineer JIB Page: 115 r I r Software Project: DANTRAWL Version 2.7,6990.9 Address: Phone: E-mail: 1.Proiect information Customer company: Project description:PANEL CLIP 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,In(inch):7.25 State:Cracked Anchor Information: Compressive strength,f�(psi):5000 Anchor type: Bonded anchor 4).,v: 1.0 Material: F1554 Grade 36 Reinforcement condition:B tension, B shear Diameter(inch):0.875 Supplemental reinforcement: Not applicable Effective Embedment depth,her(inch):3.750 Reinforcement provided at corners:Yes Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension: No Anchor category:- Ignore concrete breakout in shear: No Anchor ductility:Yes Hole condition:Water-saturated concrete hmin(inch):5.75 Inspection:Continuous ca,(inch):6.63 Temperature range,Short/Long:1501110°F Cmin(inch): 1.75 Ignore 6do requirement: Not applicable Smin(inch):3.00 Build-up grout pad:Yes Base Plate Length x Width x Thickness(inch):6.00 x 10.00 x 0.25 Recommended Anchor Anchor Name: SET-3G-SET-3G wl718"0 F1554 Gr.36 Code Report: ICC-ES ESR-4057 Plan Review By SAFEBuilt Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. S.mps:jn Strong-Tic-Cuirq,any Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:926.660.9000 Fax:925.847,3871 www.strongtie.com Anchor Designer7M Company: SDA Date: 14110ED19 Engineer: JIB Page: 215 Saftware Project: DANTRAWL Version 2-7.6990.9 Address: n Phone: Email: Load and Geometry Load factor eouree:ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility) section for tension: 17,2 a.4.3(a)(ioi (Yi)is satisfied Ductility section for shear 17.2.3.5.3(a)is satisfied nn factor_not set Apply entire shear load at front row: No Anchors only resisting wind andror seismic loads: No Strength level loads: N.(lb]:6800 V"..[Ib]:0 Plan Review V�ar Pb]:4 Mi.,`ft-lb]:0 By SAFEBuilt Mu:(R-lb]:0 -cFigure 1} Z 6800 lb „Rt-Ib 0 lb y 0 lb I 0 ft-lb x o fi-lb II� I npui data end resufte muel bP perked fa r:1grei-ment we h 11he exl!Ariq uh uurnstaricas,Lhe standards an d guidelines inuri he checked for plauaibi" irij_rr. :i-, 5956 W.Les Posits Bouleverd Pleaesnton,CA 94588 Phcrw:925,560.9000 Fdx:925.847.3871 mw.stronglie.mm ' Anchor DesignerTM Company: SDA Date- 411OM19 Engineer- JIB Page: a16 t t Software Project: DANTRAWL do Version 2.7.6990 9 Address, Phone: E-mail: <Figure 2;� 10.00 r 7.00 Plan Review By SAFEBuilt tnpul data dnd rr,*ulls rnusl bo decked Fo r agreement with the existing cirnumda nces,the slandarda a nd g uidelines must he ormuked Iw plausibility th,.r.n ]nr-7i�- ::.;m-11 1-,, 59$6 W.laq Ppsilas Soulevaid Plci sdntan,GA 94586 Phone:525.560.9000 Faa:925347.3871 .v1.w.atrongtie.cnm " • Anchor DesignerT"' Company: SDA Date: 4/10/2019 Engineer: JIB Page: 415 r Software Project: DANTRAWL Version 2.7.6990.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) VUaX(lb) V-y(Ib) �(Vuax)14(Vusy)Z(lb) 1 3400.0 0.0 0.0 0.0 2 3400.0 0.0 0.0 0.0 Sum 6800.0 0.0 0.0 0.0 Maximum concrete compression strain(%.) 0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):6800 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 Y ( Y) ) 02 X 4.Steel Strength of Anchor in Tension(Sec.17.4.1) N-(Ib) 0 ON-(Ib) 26795 0.75 20096 Plan Review S.Concrete Breakout Strength of Anchor In Tension(Sec.17.4.2) By SAF E B u i It Nb=kwte4fcher1 5(Eq.17.4.2.2a) k 11.8 f,(psi) he(in) Nb(Ib) 17.0 1.00 5000 3,750 8729 0.75ONcw=0.750(ANr/ANm)tY-,N91edN71,NVl�piv b(Sec.17.3.1& Eq. 17.4.2.1b) Anti(in2) ANco(in2) camr"(in) fecN 'YEN Pc.N Y�p.N Nb(lb) 0 0.75^Ng(lb) 205.31 126.56 - 1.000 1,000 1.00 1.000 8729 0,65 6903 6.Adhesive Strength of Anchor in Tension(Sec.17.4.5) rkor= T,o fsr,or•femiXK a W 2500)"ay. a 2kcr(psi) &h o4emr Kset cay eels fc(psi) n Tk-(psi) 1266 1.00 1.00 1.00 5000 0.24 1494 Nba=A. rc,zdaheJ(Eq. 17.4.52) Ae r� (psi) de(in) her(in) Nw(lb) 1.00 1494 0.55 3,750 15400 0.75ONag=0,750(ANa/Arveo)V 6gNa Y'adNs TcexeNoe(Sec. 17.3.1 &Eq. 17.4.5.1 b) AN.(in2) AN o(in') CNa(in) Camas(In) ` &a'iva 'F'edNa T'op,Ne Nba(Ib) S 0.750Ne9(Ib) 711.44 547.63 11.70 - 1.000 1.000 1.000 15400 0.55 6253 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Soong-T.e Cuin,rmy Inc 5956 W.Las Posilas Boulevard Pleasanton,CA 94588 Phone:925,560.9000 Fax:925.847.3871 www.strongtie.com Anchor DesignerTIM Company: SDA Date: 411 0120 1 9 Engineer: JIB Page: 515 _ Software Version 2.7.6990.9 Project: DANTRAWLAddress: 40 Phone: E-mail: FBPlan Review y SAFEBuilt 11. Results 11.Interaction of Tensile and Shear Forces(Sec. D.7)? Tension Factored Load, N-(lb) Design Strength, 8Nn(lb) Ratio Status Steel 3400 20096 0.17 Pass Concrete breakout 6800 6903 0.99 Pass(Governs) Adhesive 6800 8253 0.82 Pass SET-3G w17f8"G F1554 Gr.36 with hef=3.750 Inch meets the selected design criteria. ACI 318-14 Section 17.2.3.4.3(a)M&III)Calculations for Ductility reguirement for tension load Steel Factored Lgad, Nu.(lb) 1.2 x Nominal Strength, N�(lb) Ratio Steel 3400 32154 10.6% Concrete Factored Load, N�.(lb) Nominal Strength, Nn(lb) Ratio Concrete breakout 6800 14161 48.0% Governs Adhesive 6800 20007 34.0% ACI 318-14 Section 17.2.3.4.3(a)(i)&(ii)is not satisfied since steel ratio does not govern. 12.Warnings -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 of the 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,M 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 dale and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpsnn SAionra-Tie Company Inc 5956 W.Las Posdas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:926,847.3871 www.strongtia.com Structural Design Associatcs Engineerilig Structures to East March 25, 2019 FO SI�C� Dantrawl Inc. 62XX 180t' St.NE, h y Arlington, WA Subject: Butler Revision review for wind column located at gridline 2/13.2 '$ R�c 43 SDA Ref. #8163 S�ONAL 1 To whom this may concern: ik°iAR Z 5 HA Coast Constriction has opted to replace the framing in response to the wind column location deficiency at gridline 2/13.2. In response, Butler has issued the following documents to facilitate the necessary changes: 1) Drawing package tilted "17-017737-01-wa113 endpost moved lft to grid D.pdf% page 1/3 dated 5/5/2018, page 2/3 dated 10/22/2018.page 3/3 dated 10/22/2018; 2) Calculation package titled "17-017737-01-Revised calculation Rev03", issued 03/22/2019; 3) Calculation package titled"17-017737-01-Reaction report 04 for frame at grid 2 only", issued 3/22/2019: 4) Cover Letter titled"17-017737-Sealed Endwall Post2-13.2 Relocation—3-22-2019", issued 03/22/2019. SDA has reviewed the documents issued by Butler and deemed them to be in general conformance with the requirements outlined in the constriction support letter titled "Wind Column located at gridline 2/13.2", issued by SDA March 14 and revised March 15t". Butler building is responsible for detailing all steel connections influenced by the moved column. Butler shall inspect/certify the new framing prior to delivery at the job site. This letter shall be issued to Port Gardner Architects, Geotest, Coast Constriction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer of record. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely, Jasper Baarbe, E.I.T. Chris C'�t% lip n_ P.E. 3006 Rucker_Ave. I' Brett, A\ A 98201 Ph: 425-339-0293 1<<ix: 425-252-U916 sdaeverett.com US, Structural Design 'associates � Engineering SInicture.s to Last n� ,vW r" SD4 81 h3 Jan. 21, 2019 ' 4�pfr WA �' CO) Dantrawl Inc. 62XX 18011 St. NE 343 3 Subject: Hairpin and Plinth Reinforcement Cover O �/ SDA Ref. #8163 r.,y S1pN� To whom this may concern: \ JAN 3 0 2 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 colutmt. 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"ininimtmi 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, v� c Jasper Baarbe,E.I.T. Chris Covington,P.E. 3006 1Zuckcr :1vc. I?verctt, AVA 9520 t 1)h: 425-339-0293 1'aiv 425-252-0916 xvwNy.sdaeverett.com ,,6 ,. ip- „ • ,r � f or Al ` •- r Jf N - - - - 1 Y L 7 rt� 4. ✓ter ,, 1, 4L _ 1 �I r �j s t. 5AOa_*f?l63 &4TA), COVOLA N o &-DC-J L)r FA-Z:71-utq— ,gITITcs Pa-M'o 100, �s t!c_ Mom! CO CA_ AVvT �4 A.— am NOT `�gNSFEIC�i.o To FT'L,- NdkrP-f iJ P MAC O NLV AI UW Fo*q- its-T-Sra.00. LQ.rteAL toA-o.t 26.E K +� 1? -ol h7 37- 01 psti1 rZEl�oa �q /z.fit) 1� 14= P/z(oSl3a= ll ,6sK � V&= O, 30% '�60 x o,7s= 13,$ > IJ GS ✓o�c - PG2 ACr 3ta-11 - 17.4,2 A I-JAX.A-PX i cw oot j C ►,urc k Sc.a b : i Sa rcr , l=,c� =o,3 s,, F I�►� = P� I..s/ t fl,l's x o.s K o.3s) _ �.��� �P/ P�S�- Auy Foc Cov FAAA44ec—< C62,O z, A Li,CA�) z 3cr 0 2J = 31, IK ` oz bS' T& C)t—T*A- w,43: PZJ S. t 1L cw- SLA 4 Q,Eso� .o �y FrG- uNabu*- Tb ob sow a& 1-a Tom,aOCQs.+--t c.O.A► 4 AKcO'Sr! � CONSTQf4l- -54kA L 3 fNY ', O �J,a��2a�aL 51 /2i / &94 * &362 1 Cole Sz06-2 .5H4A4 - 1'X4C-'rrC',AJ J,41 = wow a« 4.9SJ o,`)S 6 O. SStaa' W.9sK o a A STzIl1�u►S maw- TAA,-UF fK, kAIL- P �► /L 14,9 SK = 2o.y k > � ✓opt '� �' • L i Structural Design As-sociatcs Etigiiieeriiig Strucfrrre.s to Last 4'I �Y•w SI)A-=8163 Jan. 29, 2019 Dantrawl Inc. 62XX 1800'St. NE Subject: Office Slab Saw/Construction Joints SDA Ref. #8163 To whoul 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, X4 J Jasper Baarbe. E.I.T. Chris Covington.P.E. G0 V� �t 34353 �S��NAL JAN 3 0 2019 3006 Rucker Ave- F crat_ AA'A 9820 t Ph: 42:5-339-0293 I`ax: 42--252-(.)9 t6 Nvwv,-.sdaeverett.conl (Jr,.-,J,A-"L ©A/ 2g )2o)q 'SOq 4 916 3 car- uY, sLRCi G-AQ1 cOusT- .;ores Co r TRa�sF Za Lc9ApTAJC, FA. raot`r�1G, �j.jjr� G &0t s10 W U1A) :24.!0*KC , 14 (r/®) = O K F6*-- GS Raa s N A � NN W, OF SLa6 - 1�4/2 01* �gg 1 SO -c 17 2- F, S. z ©,szsl�. �� 0.3�,�G✓6J. z 6.t>• USA stS f3�R.s IS " o/c w/ xfo uR = 10 / gAIC ✓out =U S prat/ L"fV-64 = ct2( S/) = 300' T- E= Anchor DesignerTM Company: SDA Date: 1/29/2019 Engineer: Page: 1/5 Software Project: SDA#8163 j 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):2400 State:Cracked Anchor Information: Compressive strength,Fc(psi):4000 Anchor type: Bonded anchor 4jo,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,hef(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 Anchor ductility: No Hole condition:Water-saturated concrete hmin(inch):8.13 Inspection:Continuous cap(inch):6.25 Temperature range,Short/Long: 150/110°F Crain(inch):1.75 Ignore 6do requirement:Not applicable Smin(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 8 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Stiong-Tie Company Inc, 5956 W.Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: SDA Date: 1/29/2019 Engineer: Page: 2/5 Software Project: SDA#8163 Version 2.6 6794.7 Address: Phone: E-mail: Load 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 .Qo factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]:0 Wax[lb]:0 Way[lb]: 1300 <Figure 1> Z O lb 1300 lb Y 0 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Stiong=Tle Coinpany Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: SDA Date: 1/29/2019 Engineer: Page 3/5 Software Project: SDA#8163 Version 2.6.6794.7 Address: Phone: E-mail: <Figure 2> C) C) IN O O M 9.00 9.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Shonq-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor DesignerT"' Company: SDA Date: 1/29/2019 Engineer: Page: 4/5 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, Nua(lb) Vuax(lb) Vu,(lb) l(Vuax)2+(Vuay)2(lb) 1 0.0 0.0 1300.0 1300.0 Sum 0.0 0.0 1300.0 1300.0 Maximum concrete compression strain(%a):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 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 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 V.(lb) Og=t 0 av,seis 4lgmurav,selsoVsa(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-direction: Vby=minj7(/e/da)024daAa4fcca1'5;92allfccai'51(Eq. 17.5.2.2a& Eq. 17.5.2.2b) /a(in) da(in) 2. fc(psi) cal(in) Vby(Ib) 5.00 0.625 1.00 4000 9.00 14324 OVcby=0(Avc/Av-)Yedv Fc,VYh,VVby(Sec. 17.3.1 &Eq.17.5.2.1 a) Avc(in2) Avc.(in2) Yedv Yc,v VA Vby(Ib) 0 OVcby(lb) 67.50 364.50 0.744 1.000 1.000 14324 0.70 1382 Shear parallel to edge in y-direction: Vbx=minj7(1e/da)02�daAa4fcCaI1 5;9Aa4fcCa91 51(Eq.17.5.2.2a&Eq.17.5 2.2b) le(in) da(in) Ae fc(psi) cal(in) VbX(lb) 5.00 0.625 1.00 4000 2.00 1500 OVcby=0(2)(Avc/Avcc)Y'edyVfc,vVh,vVbx(Sec. 17.3.1,17.5.2.1(c)& Eq.17.5.2.1 a) Avc(in2) Avcc(in2) Vedv Yc,V 'Yh,v Vbx(Ib) 0 OVcby(lb) 18.00 18.00 1.000 1.000 1.000 1500 0.70 2101 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcp=0minikcpNa; kcpNchl =0minjkcp(ANa/ANao)VedNaVcpNaNba;kcp(ANc/ANco)YedN�'c,NTcp,NNbl (Sec. 17.3.1 & Eq. 17.5.3.1a) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc; 5956 W Las Posltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wvw.strongtie.com • Anchor Designer TM Company: SDA Date: 1/29/2019 Engineer: Page: 5/5 Software Project: SDA#8163 Version 2 6.6794.7 Address: Phone: E-mail: kop ANa(in2) ANao(inz) Yec(Ne Tcp,Na Nba(Ib) Na(lb) 2.0 54.78 120.03 0.810 1.000 6480 2394 ANo(in2) AN-(in2) V.d,N Vc,N VMN Nb(lb) Nob(lb) 0 OVop(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(Sec. D.71? Shear Factored Load,Vuz(lb) Design Strength,oVn(lb) Ratio Status Steel 1300 6750 0.19 Pass T Concrete breakout y+ 1300 1382 0.94 Pass(Governs) II Concrete breakout x- 1300 2101 0.62 Pass(Governs) Pryout 1300 3351 0.39 Pass SET-XP w/#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 ICC-ES 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 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. Simpson Stiong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com S-1j 1 Structural Deli n ASS()Ci tcs F I P 1Engineerhig Structures to Lcts-t 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 CONN" dated Jan. 17.2019, The contractor shall note that solid grout shall be installed between the 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, f � Jasper Baarbe,E.I.T. Chris Covington,P.E. f co P. OF W^ x 3438 S1�R s�ONAL�' FEB 0 12019 3U()6 Rucker Ave. ["vertu, 98201 Ph: 425-339-0293 1`,w,_ 42-5-2 2-0916 kvw .sdaevcrett.corn END OF & PANEL EMBED PER TILT-UP PANEL ORIGINAL DETAIL AT EA SLAB BEYOND -` - � PANEL END OR OPEN'G WELD Pkfl CONNECTOR a R1j?xl,'x6' - - BEVEL EDGE FOR YIELD FOOTING EMBED PLATE PER ORIGINAL DETAIL EXTERIOR ELEV PANEL EMBED PER ORIG. CONC. SLAB N 1 4 FULLY FILL JOINT BTWN I; CONC. SLAB AND PANEL R 1/2'x 6 6- WITH NON-SHRINK GROUT Im w I .FOR lu . 1 2 , NON-SHRINK GROUT PAD 1"THICK MAX FOOTING EMBED PLATE PER ORIG. DETAIL SECTION VIEW REVISION TO PANEL CONN TYPE 'E' 1/2" = V-o" PANEL CORNER / PANEL OPENING PER SHEET S5 DATED APR 29 2018 PANEL CONN PROJECT CT NO; THICKEN SLAB AT FT'G PcPOF WOO REECjSDANTRAWLDATE: 2019 JAN 17 1512 YEIIK of mu,WWGN 98201 (425)788 5588 2 6221 180th Street NE FULLY ALL JOINT BTWN SLAB AND CONC. PANEL WITH CONCRETE I NON-SHRINK NON-METALLIC SLAB HIGH STRENGTH GROUT --CONCRETE CLADDING PANEL RI - �PANEL EMBED PLATE PER ORIGINAL DETAIL PLAN VIEW IUD DATE CONNECTOR 'PNEL PANEL EMBED PER " ORIGINAL DETAIL AT EA. SLAB BEYOND PANEL LOWER CORNER WU PIAE CONNECTOR R 12'x 1'x 1'-0' lG CHAMFER HELD OW W FOR I1ELD 6° FROM PANEL FOOTING EMBED PLATE BOTTOM EDGE PER ORIGINAL DETAIL EXTERIOR ELEV PANEL EMBED PER ORIG. DETAIL CONC, SLAB 14' " FULLY ALL JOINT BTWN R 1/2'x 4'x 1'4 LG CONC,SLAB AND PANEL EDGE 12'FOR IUD I WITH NON-SHRINK GR(M1T NON-SHRINK GROUT PAD 1 2 t 1°THICK MAX SECTION VIEW FOOTING EMBED PLATE PER ORIG. DETAIL REVISION TO PANEL CONN TYPE 'F' 1/2" = V_0" PANEL JOINT TO FOOTING PER SHEET S5 DATED APR 29 2018 PANEL CON N PROJECT CT NO: THICKEN SLAB AT FT'G R�k POK GADIP ARCHITECTS DATE: D A N T R A W L_ 2019 A17 1512 IEIIIORE Of NO,N�fMrGTON 98"1 (425)m 5588 6221 180th Street NE � P M = I" x 12oP 2oP - P - 41. = SO4oA , A- 6048 C&ATE 8t*or S� %zZ��= M n/Jl= D, 37 .OS K rL 9 731�- `- �.� x 36 x D.zs = 14.E ✓oi� zY D.Obi (2`7,ocz0)/,36 =(�'1 ✓off , Structural Dcsigm Associates TS 1 Engineering Siructures to Last SI)A 8163 April 1, 2019 5 CO Vj,� Dantrawl Inc. �0�WAS �O 62XX 180" St. NE, o Arlington, WA = x C �- Subject: Panel Deficiencies O, ,p,34 83 SDA Ref #8163 cS`S�oNAL '� To whom this may concern: APR Q 1 Photos of the tilt-up panels were taken by Port Gardner Architects on March 151h, 2019. Structural Design Associates [SDA] has reviewed the photos and noted the following: 1) The panel Burk inserts do not align with the steel building column in multiple locations (see photo#l). The offset Burk inserts prevent the installation of the panel clips specified in detail A/S5, dated April 29, 2018. Coast Construction shall demarcate each occurrence of the site conflict on drawing S5 and S6. SDA will review the requested site information and provide a remedial solution. 2) Cracks have formed at the foundation/panel clips (see photo#2-4). The depth and extent of the cracks are unknown. The cracks appear to be caused by dry shrinkage, which was accelerated due to the plate welds. It is reasonable to assume that cracking would not occur if the panels were adequately cured. Factors that retarded the rate of dry shrinkage and increased the probability of cracking include a cold ambient temperature during concrete placement and a relatively low cure time prior to welding the clips. A typical tilt-up construction practice is to delay welded connections until a high percentage of the dry shrinkage is completed. The Geotest reports SS001(dated 3/6/2019); CBO10 (dated 3/1/2019); and CB009 (dated 2/25/2019) indicates that the maximum panel cure time before welding was 12 days. This cure time was inadequate and deemed a large contributor to panel cracks. It is the responsibly of the contractor to take environmental conditions and typical construction practices into consideration while phasing the project. Based on this information SDA has made the following notes regarding the crack deficiency. a) Clip connections that are not welded, due to offset embedded plate deficiencies, are not cracked. The existing cracks are deemed to be a direct result of premature welding. b) During the weld process the highest temperature gradient at the time of welding was located at the exterior face of the panel. The crack widths are reasoned to be largest at the location of the highest temperature gradient. 3006 Rucker Ave. [Everett, \X 1 9820 t Pli_ 42-5-3.39-0293 Fax: 42-5-2,52-09 t6 «�vN�',sdaeverett.com Structural Design Also ctiatcs Eragineeriiig Strrictrires to Last a,.Kb SDA-18163 c) The probable extent of the crack into the panel follows the temperature gradient applied by the weld. The distance of the effective temperature gradient is measured from the weld to the crack location. It is reasonable to assume that interior cracks do not exceed this distance from the weld. d) The panel clip connection is required to resist in-plane and out-of-plane lateral loads. The D2L bars are the primary means of resolving the panel loads across the crack and into the embedded plate. These bars will act primarily in shear. ICC-ES Report ESR- 2907, Table 3 (reissued 12/2018) demonstrates adequate shear capacity with a 7'/2" D2L embedment length. If the D2L extends 7'/z" past the crack the connection may be deemed acceptable. e) Based on this reasoning the connection is deemed to be structurally adequate if the weld to crack distance is 4" or less. See attached sketch tilted "Cracks at Foundation/Panel Clip" issued 04/01/19 for clarification. Panel cracks that are located more than 4" from the weld shall be reported to SDA in writing. f) Cracks shall be sealed with Skia Sikadur-55 SLV resin injection, or approved equivalent, to stabilize the surrounding concrete and prevent water/chloride intrusion. The injection process shall be completed per the manufacturer's specifications. The contractor performing the resin injection shall have at least five years of concrete repair experience. The panels shall be fully cured prior to repairing. The concrete repair shall be inspected to provide an independent record of the repair and ensure correct installation. g) Port Gardner Architects shall specify an additional water protection solution for the panel/foundation connection. 3) At least one panel/foundation clips are inset into the panel (see photo#5). It appears this modification was done to account for erroneous foundation embedment plate locations. The site condition is deemed to be structurally adequate if the inset is 2" or less from the exterior face of the panel. Clip insets that exceed this limit shall be reported to SDA. 3OCi6 ]Zucker .Ave. 1"verett,WA 9820t Ph:423-339-0293 1<ry 42-5-2,52-0916 wN,N!NNT.sdaeverctt.coni Structural Design Associates P Erigiiieering.Str-uctitt-c.s to Lasl SV).A 8163 4) Panel/foundation clips do not align in at least three locations (see photo#6). The site conditions prevent an adequate connection. To resolve this issue a post-installed foundation clip shall be installed per the attached sketch tilted "Offset Panel Clip Conn." issued 04/01/19. This letter shall be issued to Port Gardner Architects, Geotest, Coast Construction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer of record. 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. 3006 Ruckcr _Nvc. I;verea,AVA 982O1 11h: 42-5-339-0293 F a: 423-252-0916 svww,sdaeverett.com S-11- ,y Structural Design Associates Engineering Structures to Last SDA#8163 Photo#1: Burk inserts behind column. Photo#2: Cracking at panel/foundation clip 3006 Rucker Ave. Everett,WA 98201 Ph: 425-339-0293 Fax: 425-252-0916 www.sdaeverett.com S-11- ,y Structural Design Associates Engineering Structures to Last SDA#8163 x 3 f� J `- . Photo#3: Cracking at panel/foundation clip f Photo#4: Cracking at panel/foundation clip 3006 Rucker Ave. Everett,WA 98201 Ph: 425-339-0293 Fax: 425-252-0916 www.sdaeverett.com S-11- ,y Structural Design Associates Engineering Structures to Last SDA#8163 Photo#5: Inset panel/foundation clip Photo#6: Offset panel/foundation clip 3006 Rucker Ave. Everett,WA 98201 Ph: 425-339-0293 Fax: 425-252-0916 www.sdaeverett.com REFER TO S5 DATED APRIL 29, 2018 & "PANEL CONN. TYPE 'E' AND 'F' REVISION" CONSTRUCTION SUPPORT LETTER ISSUED BY STRUCTURAL DESIGN ASSOCIATES JAN. 21 , 2019. ; C1 NS SKETCH TO BE READ IN CONJUNCTION WITH "PANEL DEFICIENCIES" CONSTRUCTION SUPPORT LETTER ISSUED BY IS) STRUCTURAL DESIGN ASSOCIATES APRIL 1 , 2019. o U N O N N Q j 0 X E TILT—UP PANEL (REINFORCEMENT u� �3m NOT SHOWN) o o mwm, 3 L in � N D2L BAR NON—SHRINK z (17" LG.) GROUT PANEL CRACK —BUILT—UP SLAB (REINFORCEMENT F*4"MAX. NOT SHOWN) r' o III WELD PER o III PLAN FOUNDATION FOUNDATION PER PLAN PANEL CLIP (REINFORCEMENT J PER PLAN NOT SHOWN) Q Q z � FOUNDATION PANEL CLIP SECTION U� ° z U � o *IF THIS DISTANCE EXCEEDS 4" THE CRACK LOCATION D & (3) PHOTOS OF THE CRACK SHALL BE REPORTED TO THE ENGINEER OF RECORD. Drawn By:JIB Checked By:CCC Date:04-01-19 SDA JOB NO. 81G3 5TRUCTURAL DETAI L5 PROVIDE SPECIAL INSPECTION REPORTS FOR WELDING & EPDXY ANCHOR INSTALLATION _ B h CONCRETE DRILLING SHALL NOT PENETRATE STEEL c` "8� REINFORCEMENT. EX. PANEL EMB. PLATE PER S5 EX. PANEL PER PLAN ° & S6 (DATED APRIL 29, 2018) �o E 6„ m �3 l„ tno m MIN. w L4x4x m A36 3 m 3 L � � N U w Z o L = (3) "'0 F1554, GR3 EX. FT'G EMB. THREADED ROD, FASTEN PLATE PER S5 & m TO CONC. w/ SET—XP, S6 (DATED APRIL o (EMB. 6") 29, 2018) 0 Z EX. FT'G PER PLAN z z OFFSET PANEL CLIP CONN. ELEVATION °U n U J z UJ J W Z Q z � Q EX. PANEL w 6" PER PLAN �(TYP.) O � o 0 2„ (TYP.) 3? MIN. C Drawn By: —EDGE OF FT'G Checked By: CC Date:04-0 I-19 2„ 5DA JOB NO. 81G3 OFFSET PANEL CLIP CONN. PLAN STRUCTURAL DETAILS OAkMWL- 03/2gI19 50)lt-* 81(=.3 OFFSf-T C600, SU PI4OTt),s UOScf-9nZ &SCf-9lg3S nxF 92a`t, G�c�9��9" PKouzvt�0 000 Pr y KzcK-ou►'/ s,ar�oh = V = S.o'tK scRv,. vk) lb cV O V C 3o" PAP& Pta�rt eW 0- •. MJ e"" coNc. EOGE PLAT L NEAJ 69soc.iE- AW4-6- _ GNECK L'4 x y x %z. AX, S = �.q 9;n; T= Ss sb►N oM L/,,360 s 30136v= 0. 08'l , 1�Q - L"'S7 K 30 Pis m000 x 1,331n.4 �./ok--" LpfOAAt 'CDP. TTCAi L. aLcic tax, Px Dtcr of boy «c„S M. .I.(L = 4,44 401VI • liao 40- Pans ptk cKxc.f-.j4. vf.Srr, J 1Gt�o{L Co��t, Pllovx.ot (3) '/z N F w-i GR36, • Anchor Designer TM Company: Date. 3/28/2019 Engineer: Page 1/5 Software Project: SDA#8163 Version 2.7.6990.9 Address: m Phone: E-mail: 1.Proiect information Customer company: Project description:OFFSET PANEL CONN 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'c(psi):5000 Anchor type:Bonded anchor W.'v: 1.0 Material: F1554 Grade 36 Reinforcement condition:B tension, B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):4.000 Reinforcement provided at corners: No Code report:ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch):5.25 Inspection:Continuous cac(inch):7.28 Temperature range,Short/Long:110/75°F Cmin(inch):1.75 Ignore 6do requirement:Not applicable Smin(inch):3,00 Build-up grout pad:Yes Base Plate Length x Width x Thickness(inch): 14.00 x 4.00 x 0.50 Recommended Anchor Anchor Name:SET-3G-SET-3G w/1/2"0 F1554 Gr.36 Code Report:ICC-ES ESR-4057 SI Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson StmngJ1e Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925,847 3871 www strongtie.com • Anchor Designer TM Company: Date: 3/28/2019 Engineer: Page: 2/5 Software Project: SDA#8163 Version 2 7.6990.9 Address: a Phone: E-mail: Load 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(c)is satisfied Ductility section for shear:17.2.3.5.3(c)is satisfied Do factor:not set Apply entire shear load at front row:Yes Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:0 Vua]([lb]:0 Vuay[lb]:5040 Mux[ft-lb]:0 Muy[ft-lb]:0 Muz(ft-lb]:0 <Figure 1> Z 0 lb ft-Ib 5040 lb - - Y 0 ft-lb 01 X'. 0 R-ib N Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-1 ie Company inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925-560-9000 Fax:925.847 3871 www strongtie-corn Anchor Designer TM Company: Date: 3/28/2019 Engineer: Page: 3/5 Software Project: SDA#8163 Version 2 7.6990 9 Address: Phone: E-mail: <Figure 2> 1 3.50 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. son Shun";!e G'r, ,,r,�ii�ip� 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • Anchor Designer TM Company: Date: 3/28/2019 Engineer: Page: 4/5 Software Project: SDA#8163 Version 2.7.6990.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, NU.(lb) Wax(lb) Vuay(lb) V(Vuax)'+(Vuay)2(lb) 1 0.0 0.0 1680.0 1680.0 2 0.0 0.0 1680.0 1680.0 3 0.0 0.0 1680.0 1680.0 Sum 0.0 0.0 50400 5040.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 J Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'%(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y 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 X �3 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(lb) Ogrout 0 av,seis OgmulayseisoVsa(lb) 4940 0.8 0.65 0.75 1927 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.21 Shear perpendicular to edge in y-direction: Vby=minl7(!e/da)024d.AagPcca115;9Aa'lfcca1151(Eq.17.5.2.2a& Eq.17.5.2.2b) /e(in) da(in) as f (psi) cai(in) Vby(lb) 4.00 0.500 1.00 5000 3.50 3474 OVcbgy=0(Avc/Avco)Vec,v'Yed,v'Yc,v'Yb,vVby(Sec.17.3.1 &Eq.17.5.2.1 b) Avc(in2) Avco(in2) `fec,v Ved,v Vc'V Vh'V Vby(lb) 0 OI/Ogy(lb) 118.13 55.13 1.000 1.000 1.000 1.000 3474 0.70 5210 10.Concrete Pryout Strength of Anchor in Shear(Sec. 17.5.3) OVcpg=0minikcpNag;kcpNcbgl=0minikcp(ANa/ANao)V'egNa'Fed,NaVcp,NaNba;kcp(ANc/ANco)Y%c,N%d,NVc,NTcp,NNbj(Sec.17.3.1 & Eq. 17.5.3.1b) kcp ANa(In) ANao(In) %d,Na V-,Na Vcp,Na Nba(lb) Na(lb) 2.0 280,90 205.45 0.847 1.000 1.000 9363 1006 ANc(In2) ANco(In) VI-,IV Ved,N Vc,N Vcp,N Nb(lb) NO(lb) 0 228.00 144.00 1.000 0.875 1.000 1.000 9617 13323 0.70 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Srrori�j Tie Company inc. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847,3871 www.strongtie.com ` • Anchor Designer TM Company Date. 3/28/2019 Software Engineer: Page 5/5 CM Project: SDA#8163 Version 2.7.6990.9 Address: Phone: E-mail. 0V�pg(lb) 15171 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,V a(lb) Design Strength,oW(lb) Ratio Status Steel 1680 1927 0.87 Pass T Concrete breakout y+ 5040 6210 0.97 Pass(Governs) Pryout 5040 15171 0.33 Pass SET3G w/1/2"0 F1654 Gr.36 with hef=4.000 inch meets the selected design criteria. 12.Warnings -This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4.Designer must exercise judgement to determine if this design is suitable. Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify 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 Simpson S:rer,g-1,F Corn^any inc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925 560 9000 Fax:925 847 3871 www strongtie.com Plan Review �us, StfUCtUral Design i' sso crates By SAFEBuilt ,� �. L;rz�,rir�eeriug Strl�ctarres to Last April 1, 2019 COVI� Dantrawl Inc. 04 WAsy��� �p 62XX 180" St. NE, p ox Arlington, WA Subject: Panel Deficiencies ,P 34 83 SDA Ref. #8163 To whom this may concern: APR Q 1 2C19 Photos of the tilt-up panels were taken by Port Gardner Architects on March 151", 2019. Structural Design Associates [SDA] has reviewed the photos and noted the following: 1) The panel Burk inserts do not align with the steel building column in multiple locations (see photo41). The offset Burk inserts prevent the installation of the panel clips specified in detail A/S5, dated April 29, 2018. Coast Construction shall demarcate each occurrence of the site conflict on drawing S5 and S6. SDA will review the requested site information and provide a remedial solution. 2) Cracks have formed at the foundation/panel clips (see photo42-4), The depth and extent of the cracks are unknown. The cracks appear to be caused by dry shrinkage, which was accelerated due to the plate welds, it is reasonable to assume that cracking would not occur if the panels were adequately cured. Factors that retarded the rate of dry shrinkage and increased the probability of cracking include a cold ambient temperature during concrete placement and a relatively low cure time prior to welding the clips. A typical tilt-up construction practice is to delay welded connections until a high percentage of the dry shrinkage is completed. The Geotest reports SSO01(dated 3/6/2019); CBO10 (dated 3/1/2019); and CB009 (dated 2/25/2019) indicates that the maximum panel cure time before welding was 12 days_ This cure time was inadequate and deemed a large contributor to panel cracks. It is the responsibly of the contractor to take environmental conditions and typical construction practices into consideration while phasing the project. Based on this information SDA has made the following notes regarding the crack deficiency. a) Clip connections that are not welded, due to offset embedded plate deficiencies, are not cracked. The existing cracks are deemed to be a direct result of premature welding. b) During the weld process the highest temperature gradient at the time of welding was located at the exterior face of the panel. The crack widths are reasoned to be largest at the location of the highest temperature gradient. '(O(,O Rucker;Ave I:_��eretr, 1t ll 982111 Ph 42-5-3.304129) J•,it: 425-252-09 t6 rvww sdaeverett.coin Plan Review �� � StrLtcturell I�esign :�\�Sc�ci�ltc:s By SAFEBuIIt F'ngineerill�, Strnctures to Last SDA '8163 c) The probable extent of the crack into the panel follows the temperature gradient applied by the weld. The distance of the effective temperature gradient is measured from the weld to the crack location. It is reasonable to assume that interior cracks do not exceed this distance from the weld. d) The panel clip connection is required to resist in-plane and out-of-plane lateral loads. The D2L bars are the primary means of resolving the panel loads across the crack and into the embedded plate_ These bars will act primarily in shear. ICC-ES Report ESR- 2907, Table 3 (reissued 12/201 S) demonstrates adequate shear capacity with a 71/2" D2L embedment length. If the D2L extends 7'/2" past the crack the connection may be deemed acceptable. e) Based on this reasoning the connection is deemed to be structurally adequate if the weld to crack distance is 4" or less. See attached sketch tilted "Cracks at Foundation/Panel Clip" issued 04/01/19 for clarification. Panel cracks that are located more than 4" from the weld shall be reported to SDA in writing. f) Cracks shall be sealed with Skia Sikadur-55 SLV resin injection, or approved equivalent, to stabilize the surrounding concrete and prevent water/chloride intrusion. The injection process shall be completed per the manufacturer's specifications_ The contractor performing the resin injection shall have at least five years of concrete repair experience. The panels shall be fully cured prior to repairing. The concrete repair shall be inspected to provide an independent record of the repair and ensure correct installation. g) Port Gardner Architects shall specify an additional water protection solution for the panel/foundation connection. 3) At least one panel/foundation clips are inset into the panel (see photo#5). It appears this modification was done to account for erroneous foundation embedment plate locations. The site condition is deemed to be structurally adequate if the inset is 2" or less from the exterior face of the panel. Clip insets that exceed this limit shall be reported to SDA. 3(1il(, lZtickre .A��t J-1v(-,r(�rt,NVA 1)52u1 Ph. 2S 3 9_(�„):a l ��k: ��-252-i?llG �swsv.sdaei erctt.com Plan Review SL�Ik Structural Design _Asso ctatcs By SAFEBuilt P L'rngirieeri»g,Stri4ctur•e.y to Law 4) Panel/foundation clips do not align in at least three locations (see photo#6). The site conditions prevent an adequate connection. To resolve this issue a post-installed foundation clip shall be installed per the attached sketch tilted "Offset Panel Clip Conn." issued 04/01/19. This letter shall be issued to Port Gardner Architects, Geotest, Coast Construction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer of record. Please contact this office if you have any questions concerning this letter, or for any other assistance_ Sincerely, e Jasper Baarbe, E.I.T. Chris Covington, P_E. '(WO Ruckcr .kvc. 1;vt°rr�rt \ �1 9821.=1 Plr 2-5 .i39-f.1'_1!)3 f'xE; 2;7,-252-(1916 ,4\Nvw.sdacvCrctt.coLu Plan Review us�L] Structural Design Associates By SAF E B u i It y Engineering Structures to Last SDA#8163 Photo#1: Burk inserts behind column. =ter Photo#2: Cracking at panel/foundation clip 3006 Rucker Ave.Everett,WA 98201 Ph:425-339-0293 Fax:425-252-0916 www.sdaeverett.com Plan Review Structural Design Associates By SAF E B u i It Engineering Structures to Last SDA#8163 Y Photo#3: Cracking at panel/foundation clip Photo#4: Cracking at panel/foundation clip 3006 Rucker Ave.Everett,WA 98201 Ph:425-339-0293 Fax:425-252-0916 www.sdaeverett.com Plan Review y Structural Design Associates By SAF E B u i It�]- , Engineering Structures to Last SDA#8163 - F . +4 - Photo#5: Inset panel/foundation clip — -— _ Ar- MW Photo#6: Offset panel/foundation clip 3006 Rucker Ave.Everett,WA 98201 Ph:425-339-0293 Fax:425-252-0916 www.sdaeverett.com REFER TO S5 DATED APRIL 29, 2018 & "PANEL CONN. TYPE 'E' AND 'F' REVISION" CONSTRUCTION SUPPORT LETTER ISSUED BY STRUCTURAL DESIGN ASSOCIATES JAN. 21 , 2019. >9 y yC` N�e♦ SKETCH TO BE READ IN CONJUNCTION WITH "PANEL DEFICIENCIES" CONSTRUCTION SUPPORT LETTER ISSUED BY STRUCTURAL DESIGN ASSOCIATES APRIL 1 , 2019. O R CU CU 4Nx� TILT—UP PANEL (REINFORCEMENT NOT SHOWN) � o cii ul m 's L N D21L BAR NON—SHRINK (17" LG.) GROUT PANEL CRACK UILT—UP SLAB (REINFORCEMENT `*4"MAX. NOT SHOWN) m � o IIII WELD PER z I I I PLAN FOUNDATION/ FOUNDATION PER PLAN PANEL CLIP (REINFORCEMENT u PER PLAN NOT SHOWN) z QQZ FOUNDATION PANEL CLIP SECTION o moo *IF THIS DISTANCE EXCEEDS 4" THE CRACK LOCATION & (3) PHOTOS OF THE CRACK SHALL BE REPORTED TO THE ENGINEER OF RECORD. Drawn By:JI6 Checked By;CCC Date;04-01-19 SDA ion No. Plan Review 8I63 y SAFEBuilt STRUCTURAL FB L DETAILS PROVIDE SPECIAL INSPECTION REPORTS FOR WELDING & EPDXY ANCHOR INSTALLATION CONCRETE DRILLING SHALL NOT PENETRATE STEEL REINFORCEMENT. EX. PANEL EMB. PLATE PER S5 0 ScS6 (DATED APRIL 29, 2018) EX. PANEL PER PLAN N 6„ m �� MIN. 3 L4x44' A36 n»,n � m L � N U C (3) "'0 F1554, GR36 EX. FT'G EMB. THREADED ROD, FASTEN PLATE PER S5 & _6 S6 (DATED APRIL C TO CON . w EMB R, 29, 2018) ( ) EX. FT'G PER PLAN z z OFFSET PANEL CLIP CONN. ELEVATION °U U .j z U � Plan Review z By SAFEBuilt a ZEX, PANEL U-i 6" PER PLAN 0 (TYP.) O e o a , 2" (TYP.) 31" MIN. EDGE OF FT'G L,v -u n.tte Nl:. 51G3 OFFSET PANEL CLIP CONN. PLAN STKUCTURAL DETAI L5 UAO.L1 "OL- 03/2S119 SiOA- '� �1�3 PAI-)f-- OFFSI-r coWJ, StL pyres 0 Sc F I2v`t, SLtscF 9 2 t 9" P�2ou�UU� 0 gY Paar- G^izvtg P40k L kj�crc-ov t/ say"A V = S.o4+C &,o#asv,tv,%tx vk ?(wkL &ATt Ntv� tjkQ n� u 3o" A-Ex! Mr QAW& PLA-Vt S,Ott K A Oki�— "�N1,21 coat, EMC EpG� t aA-r*- • PL4TC Avw QUa pr o4T'C,3Oa t_. srL N NEW 6AXt)c.� , W-4-t -- G�EUK L `fx y it %Z, A3�, T= SrS .'-v �F rJO�C_ M i �i•�k y 2%Z /� $ 3.tS r-d�. 5 N IL}�2 o it k rs �j L p 0 13 s 3o/ac i z 0. oe !��s 4� �� i X I,33 V/0kAA LAWA&L RWs,rOAJa c. 6WV LF-A� PROter0tip a 6c7W C&,C-S 4,44 Jbk."1 [JEW tv- AOKS Pt4_ cKX c SJM Of-'crcJ A4604- CaffiJt`), elta/s.of (7) Vz `' r- ISr I G 4, W1 54-7--��- Plan Review By SAFEBuilt • Anchor Designer TM Company: Date: 3/28/2019 Engineer: Page: 1/5 r r Software Pro'ect: SDA#8163 - Version 2.7.6990.9 Address: m Phone: E-mail: 1.Proiect information Customer company: Project description:OFFSET PANEL CONN. Customer contact name: Location: Customer a-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'c(psi):5000 Anchor type: Bonded anchor 4ia,v:1.0 Material: F1554 Grade 36 Reinforcement condition:B tension, B shear Diameter(inch):D.500 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):4.000 Reinforcement provided at corners: No Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility.Yes Hole ccndifion�Dry concrete hmin(inch):5.25 Inspection:Continuous cac(inch):7.28 Temperature range,Short/Long:110175°F Cmm(inch):1.75 Ignore Edo requirement:Not applicable Sme(inch):3.00 Build-up grout pad:Yes Base Plate Length x Width x Thickness(inch):14.00 x 4.00 x 0.50 Recommended Anchor Anchor Name:SET-3G-SET-3G wl 112"0 F1554 Gr.36 Code Report:ICC-ES ESR-4057 Plan Review By SAFEBuilt Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility :;ir-�,s,}n oac' ku- 5956 W LasPositasBoulevard Pleasanton,CA94588 Phone'925.580.9000 Fax:925,847.3871 WWW strongtie.com FT= Anchor DesignerTM Company: I Date: 3/28/2019 Engineer: Page: 2/5 r i r Software Project: SDA#8163 Version 2.7.699O.9 Address: e Phone: E-mail: Load 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(c)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied flu factor:not set Apply entire shear load at front row:Yes Anchors only resisting wind and/or seismic loads:Yes Strength level loads: W.[lb]!0 Vuax[lb]:0 Way[lb]:5040 Mux[ft-lb]:0 Muy[ft-lb]:0 M.(ft-lb):0 Figure 1> Z O lb R-' 5O4O1b y 0 Mb 01 X Plan Review By SAFEBuilt Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Sirnpsnn Sirnnq l-:e Company:nr 6956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:926 560.9DD0 Fax:925.847.3871 www strongtie.com Anchor DesignerTm Company: I Date: 3/28/2019 Engineer: Page: 315 n r _ Software Project: SDA#8163 Version 2.7.6990.9 Address: 0 Phone: E-mail: Figure 2> 1 0 o j 3.50 Plan Review By SAFEBuilt Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. •;;-r:r 3 un :;crn•a 5956 W.Las Positas Boulevard Pleasanton,CA 94W Phone:925.560.9000 Fax:925.647.3871 www.strongtie.com Anchor DesignerTm Company: Date: 3/28/2019 Engineer: Page: 415 r Software Project: SDA#8163 Version 2.7.6990.9 Address: e Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuw(lb) Vuay{b) Y(Vua.)'+(`/way)'(lb) 1 0.0 0.0 1680.0 1680.0 2 0.0 0.0 1680.0 1680.D 3 0.0 0.0 1680.0 1680.0 Sum 0.0 0.0 5040.0 5040.0 Maximum concrete compression strain(%.): 0.00 <Fiuure 3> 0 .� Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'*(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 1/ 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 x fL .)3 8.Steel Strength of Anchor in Shear(Sec.17.6.11 I/,a(lb) ogro.t 0 av'-a Ogmiuv,.xOV.(lb) Plan Review 4940 0.8 0.65 0.75 1927 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.6.2) By SAFEBuilt Shear perpendicular to edge In y-direction_ Vby=min17(1,/da)n Nda AaJfccar'S;9A.a rcca,r a1(Eq- 17.5.2.2a&Eq.17.5.2.2b) 1e(in) da(in) Za Pc(psi) car(in) Vey(1b) 4.00 0,500 1,00 5000 3.50 3474 OVebgy=0 WW Avoo)Y%C,vY$d.vY'c,vnvVby(Sec. 17.3.1& Eq.17.5.2.1 b) Avc(ink Av-(in2) Y'ec,V ved'v Yo,V ' AV Vby(lb) 0 OV�hy(I b) 118,13 55.13 1.000 1.000 1.000 1.000 3474 0.70 5210 10,Concrete Pryout Strength of Anchor in Shear(Sec.17.6.3) OVcpg=0 minjkc^9;kcpN.byl=¢minjkcp(AN,IANeo)W.,,ft'e4M V"cgNaNba;kcp(ANcl Ar&o)'I' ,NV'ed,NY'c,N'1'cp,NNbj(Sec.17.3.1 & Eq. 17.&I'l b) kcp ANa(in2) ANao(in2) Pd,,N. W.,Na Wcp,Na Nba(lb) Na(lb) 2.0 280.90 205.45 0.847 1.000 1.000 9363 10836 Am(ink AN.(in2) Yee,N %d'n Yc,lw YOp,IY Nb(lb) Ncb(lb) 0 228.00 144.00 1.000 0.875 1.000 1.000 9617 13323 0.70 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility S = •n Stw c- ;r;-omrzt-y 'nc 5956 W.Las Peeitas Boulevard Pleasanton,CA 94588 Phone:925 550 9000 Fax:925.847.3871 www strongtie corn M, Anchor Designer TM Company: Date: 3/2812019 Engineer: Page: 56 r r Software Project: SDA#8163 m Version 2.7.6990.9 Address: Phone: E-mai I: OV/n(lb) 15171 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,V.. (lb) Design Strength,OW(lb) Ratio Status Steel 1680 1927 0.87 Pass T Concrete breakout y+ 5040 5210 0.97 Pass(Governs) Pryout 5040 15171 0.33 Pass SET3G wf 1/2"0 F1564 Gr.36 with hef=4.000 inch meets the selected design criteria. 12.Warninas -This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4.Designer must exercise judgement to determine if this design is suitable. Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. 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. Plan Review By SAFEBuilt Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility rrorr-:.e'_:on-:,am;irc 5956 UV Las Positas Boulevard Pleasanton,CA 945138 Phone:925.560 9000 Fax:925.847.3871 www.strongtie.com ti5 CO VIA �- of w^sy� G1, ti0 O ADDITIONAL 5 AT CORNER `, PANEL AT WEST A FIELD VERIFY ANGLE AND LENGTH �4 8 f BLD'G FACE 24 S�OlYAL PANEL ON WEST BLD'G FACE BEYOND 30 24" TYP. PANEL EMBED TYPE 'E' FEB._0 4 _2019. PANEL END I PL 6x 6x 1/2" A36 3" CLR I WELD PLATE COL. PLATE OVERHANG II II 1 4 3 SIDES I II I PANEL EMBED SEE DETAILS I " , o I II I RIGID STIL BEYOND FRAME REVISED 'E'/S5 [REV PC1] i �� TYP. PANEL EMBED (2) 5/8 0 x 16" 2) D6L A706 W/ MIN. 8" BEYOND III TYPE E D6L A706 STUDEMBED INTO a i i II II I WELD PLATE OVER EMBEDS I PL 6x 6x 1 2" A36 I II EPDXY SET—XP B W/ / PL 3/8 x 14z 12 WELD PLATE W/5/8"x 16" D6L A706 WELD STUD — EPDXY EMBED INTO WELD P�+� '' AN. SLAB FIN. FLOOR CONCRETE INFILL AT REMAIN'G �- — _ AN. FL EXIST SLAB MIN. 8" W/ i o ► '•I END OF PANEL (f'c =4,000 PSI) EPDXY SET—XP III i V° I FT'G EMBED v �. %"I I ° I I �I�� PLINTH PLATE I I EXISTING TOP OF FT'G :�• I __ �' TOP OF FOOTING EXIST'G RIGID COLUMN FOOT'G FACE OF j to I f �� 1I!I FRAME BOLTS � � TO T FT'G TYP A FOOT'G 4" MI�y� EMBED (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 REPAIR AT GRIDB - 2 ( COL FT) G )3/4" = 1 '-0" SHEET TITLE PLINTH REPAIR FND PORT GARDNERARCHTECTSDATE REVE) /4N7 AWL REV NCs 2019 JAN 24 REV, 6221 1 8 0 t h Street N E, Arlington Washington 1512 WETMORE AVENu[ ° EUERM, WA ° 98201 ° (425) °388 c) 5588 PROJECT NO REV OF 1612 REV COW Of WA .y frl 0. 34 83 ADDITIONAL #5 AT CORNER {, PANEL AT WEST _7A FIELD VERIFY ANGLE LENGTH BLD'G FACE " " PANEL ON WEST BLD G FACE BEYOND 30 2 i TYP. PANEL EMBED TYPE 'E' FEB 0 4 2019 PANEL END i PL 6x 6x 1/2" A36 1' 2" 3" CLR i I WELD PLATE y i COL. PLATE OVERHANG II II 1 4 3 SIDES I II I PANEL EMBED SEE DETAILS RIGID STL FRAME REVISED 'E'/S5 [REV PC1] Jj TYP. PAIVEL EMBED (2) 5/8"0 x 16" „ BEYOND i '� I II I (2) D6L A706 W/ MIN. 8 II I BEYOND II TYPE 'E' D6L A706 STUD ��� EMBED INTO SLAB W/ WELD PLATE OVER EMBEDS i PL 6x 6x 1/2" A36 PL 3/8"x 14x 12 II EPDXY SET-XP II I c' WELD PLATE W/5/8"x 16" D6L A706 WELD II FIN. FLOOR _ _r CONCRETE INFlLL AT REMAIN'G _ - } i1 � FIN. FL STUD - EPDXY EMBED INTO WELD PLATE FlN. SLAB : END OF PANEL f'c =4,000 PSI o; ' f — EXIST SLAB MIN, 8 W/ . o ( o r EPDXY SET-XP FT'G EMBED PLINTH PLATE "=i;_ _-��J -. BEYONDGo TOP OF FT'G .:..i;:•::.'.j I "' ,_ TOP OF FOOTING -- - - — 1/2- IIc II EXISrG RIGID COLUMN FOOTG as I I ��I TO TYP. FFAAG OF i FRAME BOLTS 1 � � EMBED 4" MIN. 3 5 8"0 HEAVY HEX BOLT, A 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. WEST ELEV SOUTH ELEV SECTION A-A PLINTH REPAIR AT GRIDD - 14 ( COL FT9 G )3/4" = V-0" SHEET TITLE PLINTH REPAIR FND PORT ARDNER AR H E S SATE REVE) AN7 AWL REU 2 NC * 2019 JAN 24 REv- 6221 1 8 0 t h Street NE, Arlington Washington s h i n ton 1512 WETti'011 AVENUE ° E'VERETT WA ° 98201 ° 45� °388 ° 55�85 °ROJECT NO REV / J J ( OF 1612 REV. by covr� Of K%se c y ADDITIONAL #5 AT CORNER FIELD VERIFY ANGLE AND LENGTH 343 J5424" A 24" ° PANEL AT WEST .. s��NAL6►x' BLD'G FACE TYP. PANEL EMBED TYPE I BEYOND PANEL ON WEST BLD'G FACE FEB 0 4 2019 PL 6x 6x 1/2" A36 I 1 1 1'-8" WELD PLATE II i PANEL. END TYP. PANEL EMBED i COL PLATE OVERHANG y" TYPE 'E' �5" , 5'� '`1" 3 SIDES 3" CLR1 4 it I I °:; " „ �� TYP. PANEL EMBED PANEL EMBED SEE DETAILS I II I (2) D6L A706 W/ MIN. 8" I I ;; (3) 5/8 0 x 16 TYPE 'E' �I REVISED 'E'/S5 [REV PC1] RIGID STL FRAME EMBED INTO SLAB W/ Ito D6L A706 STUD BEYOND EPDXY SET—XP ' PL 3/8"x 20"x 12" PL 6x 6x 1/2" A36 Ili WELD PLATE OVER EMBEDS I �I FIN. SLAB I q I °;i W/5/8"x 16" D6L A706 WELD WELD PLATE WELD PLATE STUD — EPDXY EMBED INTO I II EXIST SLAB MIN. 8 W/ FIN. R f1 _ CONCRETE INFlLL AT END OF �_ _ FIN. FLOOR EPDXY SET—XP �I :I.o :�►' PANEL (f'c = 4,000 PSI) I: o. =ii PLINTH PLATE �o. Eo. o o I I ° I I yy' I v FT'G EMBED „ a Q�••a BEYOND _ "' I ! —°—.': I:;;.;i•: TOP OF FT'G TOP OF FOOTING _ —'� FACE OF 1 2 I ��I I I �' COLUMN FOOT'G EXIST'G RIGID AT TYP. II FRAME BOLTS FOOT'G Id (3) 5/8"0 HEAVY HEX BOLT, 4" MIN EMBED A F1554 GR 36 — EPDXY EMBED INTO FT'G MIN. 8" WITH EPDXY NOTE — ALL OTHER PANEL REINFORCEMENT SET—XP, SPACE AT 10" O.C. PER PANEL DIAGRAMS. MIN. 4" EDGE DIST. SECTION A-A NORTH ELEV WEST ELEV PUNTH REPAIR AT GRID D - 2 ( COL FT� G 3/4" = 1 '-0" SHEET TITLE PLINTH REPAIR FND 3 E) AN7 AWL PORT DATE REV. ARCHTECTS RA NC * 2019 JAN 24 REV, 6221 1 8 0 t h Street N E, Arlington Washington 512 NETIORE AVENUE ° EVERT, WA ° 9820� 0 (425) °388 ° 5588 RRO,iECT NO REV 1612 REV. OF 11 12 13 14 �� 25' 25' i, 26' ALIGN JOINT EDGE OF ELEVATOR PR S to r f - — — B n- ITo II II II II II Q � L- J Ij �I —1 F— Ij �I II II a-a s-z II II II II I � � I I 12-6" 13'-8° I1'_4• 1'-6 _ 15_R' -- .-J VERIFY VERIFY II II II II �I �/ I I �I I I I I I I 232.1 SF • Z I II III II If � II - III III II Ir-------,r- �-- ----- ------ ----- � it I� lii it iIllt � Z Ij � II II III I _ IL o II Ir ---- _ ------ -- ------"---- ----- --- z I I II II Q I - ------JL- ----- -J 1 I I II II I II II I I r 1r �I SJ) IlII I I I I f II II II I _� I II II III W I _� II II II ii I# � I II II I II Z f-- W CONSTRUCTION JOINT WfTH I J L----- --- --- ---- --------- — - --- ------------ W ---- 40"#5 DOWELS INTO SLAB AT 18'O.C. - - --- MIN. 6"DEEP EMBED INTO SLAB Ij W/SET-XP EPDXY I I (SJ) (SJ) (SJ) (SJ) I 00 II I 00 I, -- - II �I II SAW JOINT �� •— Y I I I 166 SF I I CO VI`F cV WA Q CV�y CO I 11 U --- y �L -J l�R3r43S38 Ti3 o 2019 - ---- - ------ - --z ------------ I ALIGN WITH O 11 CTR OF DOOR pp CENTER ON COL =_---<--z - OFFICE SLAB SAVI CONST_ JOINTS NORTH o f C ELEVATO I )/4"-)-Q" PIT 1— O— 4> I I _ I -�- W 01 I L L I L— C-.) J � CONSTRUCTION JOINT WITH 40'#5 DOWELS INTO SLAB AT 18'O.C. R2 MIN. a DEEP EMBED INFO SLAB REV FOR SAW JT Z3 wI SET-XP EPDXY LAYOUT WITH HSS COL Q C 2019 JAN 21 Structural Design associates Engineering Strraclure.s to Lu.s-1 • SL)A 8/63 March 25, 2019 �0 sr�c h Dantrawl Inc. * c 62XX 180`h St.NE, 0 z Arlington, WA Subject: Rim Joist Alterative 343 3 � SDA Ref. 48163 Cs To whom this may concern: IAIR 2 5 2,019 Arlen Anderson from This Joist/Weyerhaeuser has requested clarification regarding the rim joist for the storage space located above the office on behalf of Coast Construction. Drawing S 1.0. "Framing Lumber",Note#9, dated May 10, 2018 specifies a 1'/z"thick LSL rim joist. The rim joist may be upsized to a 13/4"thick LVL or LSL at walls with 2x6 top plates. Stud walls with 2x4 top plates shall utilize the l%"thick LSL rim Joist. This letter shall be issued to Port Gardner Architects, Geotest, Coast Construction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer of record. Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely. Jasper Baarbe, E.I.T. Chris Coy ii "ton_ P.E. 3()U6 Rucker .\ve_ I-verett, AVA 98201 Ph: 425-339-0293 F'as: 425-232-0916 sdaeverett.com CITY OF ARLINGTON TEMPORARY CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 6221 180th Street NE Building Permit Number 1792 Name&Address of Owner Occupant Load Number of Stories DANTRAWL INC Manufacturing and Storage 223/0ffice 45 1 1121 NW 52ND STREET Type of Construction/Sprinkler system required Use SEATTLE,WA 98107 V-B/YES Manufacturing/ Storage/ Office THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP F-1 B OCCUPANCY ISSUED: October 4, 2019 BY Building Official Structural Design Associates F n inec rmg Str iictart e to Lcrsl ri pKW SD_A-`8163 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 pP.E. cow of WAS (� L) CO) c ,p34383 SIbR s��NAL Ems' JM 3.0 2019 3U(16 Rucker Ave. ]:ivcrert, WA9521)1 Ph: �?�-339 (1- 293 PaF: �2�-2-2-09"16 ����«.sloevi:rett.co�n SC- I SMALL BE READ IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS AND NOTES REVIEWED AND APPROVED BY STRUCTURAL DESIGN ASSOCIATES AND THE BUILDING OFFICIAL. •L 41 C f N 8 6 In 4 � O U N C N (n N V Q >Oo U ^�n^, m � m L � � N 4--N SHEAR TAB: o i PLGx 12x16" Uj W 1 Gx40 W 1 Gx40 OR BEAM W 14x38 BEAM CONN. PER CENTER ON SPLICE 2/54 DATED PLATE APRIL 29, 2018 \\"-- SPLICE PLATE: PLG2x 12x1 " PLAN �i zQ � � Z W 16x40 OR > o O 2° MAX. � W 14x38 BEAM co Z � III � NQ u � 4 _ - SHEAR TAB: N \ PLGx 12x1 11 %THREE SIDES W 16x40 411 6 (TYP.) BEAM RIGHT VIEW Drawn By:JIB Checked By:CCC Date:O 1-29-1 9 SDA JOB NO- 81G3 STRUCTURAL DETAI LS SC- I g, o-PaAJ L !4 3 (.")A4 GE&fiA Cot,3N. to POST- LJA4)eLjo -a (2) W16x40 W16xkb tilt'aLto LoAoT,JG. = TR = q x ($+Ill = 171 LL= IZSFsFx 171 ` 21,4 K OL = ISPSFx 171 2.S6K = 23,-I K T-A = IV,,01 +I)=120¢ IarSIC 23.ClIK it tic LL = 125.PSr- W-F2o- I S,O k �Y 0L 15 PSp"xIzo` 1.,%aK k w I&A K it x (1111) = 13z� Iz- PSF x l32 - OL i IS PSF x 13Z = 1,.1%K I C SOK �? O-A W L- ,O LVJ L (L = 16,s t- 23.`I ` L-r 2.4 K Who (Z 0.4 w. 70 Vs; •- 01167 z) I Z = 66.8r, R/.rr_= 33.4 K P, O.e. X. 70 ks; x ( �/�� ,f2) k C = 33.4�, 12/SL- )6.71C Tt�TA�L = sa. 1 IK > `t2,'t K P>A-Tf- : Fx = (s/IL)(1z)Z/ti = 11.3:Ks , M l-a = it,-,SC -,LL. M - 23•01K x (aYO/4 = 1, 621G -7:0 33.Cl k ✓ov V V-* O.C,e Tilt x Mx = elKg I.W16xHp �.(;; �", = 0,305" , LQ�� = i®"t ✓�-2'�.6x F�.3oSK rr� x3�/r. �-I 3.�IL �23.`t K ✓o iC ,r = C, 23 0. It- ISIC (/"" r�ru -r) v, W", o•(.a 70 k %y/, i�kti /2 ` m'sl; rz` 3I V3 - 2&-iK �`1lll Vs Iz = 4 r SIC n/•�T 'i- o11 Z, 19 WA-4 ?Si 6 3 — 3 WA`t CocvJ a 1"b5i C� PL 6x12x r-A0 A% 2, c uu'T�2 ON SPL�E 3 sr_Oris ��y N SPcrcE ruflO- 'lti" CON&r-O* - W14 K 38 o,3 ic>K > W 16 xb0 i,., ct<- S11�I; Structural I_)Csign Associates Lrtghwering Stnlcture.� to Lcrs-1 �I ARW 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 whom 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. y �� covrly 34383 R 0 Cf' � -ZONAL> ' M 3 O M 3006 ]Zucker _Ave. 11:verett, AV A 08201 Ph: =25-33z�-0293 l`ax: 42,5-2,_)2-U9t0 �z ww.sdacvcrett.com GRID INFIL SLAB AT COL BASE CONT. CAULK AT JOINT. HSS COL TYP. TYP. I I ' : 1 I .o 0 COL BASE PLATE �'��� NC. SLAB BELOW INALL JOINTS - SEE PLAN TYP. PLAN VIEW AT AN. M Goo HSS 5 x 5 x 1/4' ;_ o 1/4'�- C 3/4 x 11 x 0'-11' M PU T (4) 3/4'4 x It A307 THREADED ROD 1 NON-SHRM GROUT (f c = 3,000 PSI YIN.) HSS 5 x 5 x 1/4' np. SLAB .00✓,a. I .� veQ, ,�Q�,p' 9FACT IL PCER� REPORT / �� UNDISTURBED PER Ell HEDULESUB GRADE EPDXY ROD INTO FOOTING WITH SIMPSON EPDXY SET-XP. EMBED YIN. 6 INTO FOOT>NG. TYP. FT'G W/ HSS COL. AT 2nd FL OFFICE COL.- 1/2" - 1I—on HSS COL — EPDXY BOLT REV PER SHEET 5/S4 DATED APR 29 2018 PROJECT,s,2 PORT NONE A011EM 2nd FLOOR COIU�IN EPDXY BOLTS � D A N T R A W L_ DATE: 1 2019 A 11 15121fT f A4111E LIIAIETT,WIIGiON 0 (0)" 6221 180th Street NE vo SAFEbuilt . INSPECTION REPORT Jurisdiction : �d V pY1 Vb—V1 1 Date : �\1 A` o Type of Inspection : '� �� •�� I �'Q v�Y,\ L C6 r Inspector• Please make the following corrections: t 11 a\� \ T �.Q��cG7Vcs.,l .��-��J �OV-l• Q c� �' � '�Q�� �U` �+ V.AQ �� �`(�W�^�l •tea� �c o/ '� (�c'V V1 Instructions: 16\ StructUfAlI)Csigll ASSOCiates M)A =81 G3 March 25. 2019 cc)V jN N1 ` 0 WAS Gar Dantrawl Inc, 62Xk 180 St. NE. Arlington, WA Subject: Butler Revision review for wind column located at gridline 2/13.2 R 3 43 SDA Ref. #8163 S/DNS�G To whom this may concern: C;i;�� 2 J Coast Constriction has opted to replace the framing in response to the wind column location deficiency- at gridline 2/B.2. In response, Butler has issued the following documents to facilitate the necessm changes: 1) Drawing package tilted "17-017737-01-walla endpost moved lft to grid D.pdf%page 1/3 dated 5/5/2018, page 2/3 dated 10/22/2018,page 3/3 dated I D/22/2018: 2) Calculation package titled`'17-017737-01-Revised calculation Rev03"_ issued 03/22/2019: 31 Calculation package titled "17-017737-01-Reaction report 04 for frame at grid 2 only", issued 3/22/2019: 4) Cover Letter titled"17-017737-Sealed Endwall Post2-B.2 Relocation—3-22-2019`, issued 03/22/2019. SDA has reviewed the documents issued by Butler and deemed them to be in general conformance with the requirements outlined in the construction support letter titled"Wind Column located at gridline 2/13,2", issued by SDA March 14 and revised March 15"' Butler building is responsible for detailing all steel connections influenced by the moved column. Butler shall inspect/certify the new framing prior to deliver-at the job site. This letter shall be issued to Port Gardner Architects,Geotest, Coast Constriction, and the Building Official. Any discrepancies between the site conditions and the description above shall be reported to the engineer of record, Please contact this office if you have any questions concerning this letter, or for any other assistance. Sincerely. CITY OF ARLINGTON BUILDING DEPARTMENT OFFICE APPROVED COPY DATE AI� BY NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR Received Jasper_Baarbe, E.I.T. Chris Co% n:, n. P.E. MAR 2 7 2019 Fut iiqn- 3006 R.uckc r Ave. 1 -crcrr, \\A 98201 Ph:425-339-0293 lax: 125-252-U916 sdaeverett.com REVISE D BUTLER MANUFACTURING COMPANY BUTLER 1540 Genessee•Kansas City,MO 64102 Post Office Box 419917 A BlueScope Steel Company Kansas City,MO 64141-6917 Phone:(816)968-3000 March 22nd, 2019 Trevor Gaskin Coast Constriction 16632 Smokey Point Blvd Arlington,WA 98223 Butler Order No ........... 17-017737 Bldg. Description.........Dantrawl Bldg End Customer..............Dantrawl Inc. Bldg. Location.............. 17305 59'Ave NE;Arlington WA 98223 RE: Endwall Post at 2.1B.2 Relocation To Whom It May Conceal: This letter addresses the above project on items associated with Butler scope of work due to relocation of endwall post at 2.1B.2. Due to mis-located anchor rods, endwall post at 2.18.2 is relocated 1f10 towards grid D. Please see attached"17-01773 7-01-Reaction report Rev04 for frame at grid 2 only"for revised reaction at grid 2.1. Please see attached"17-017737-0 1-Revised Calculation RevW-endpost move Ift to D"for updated calculation for frame at grid 2.1, secondary at grid 2. Please see attached drawings"17-017737-01-wall 3 endpost moved 1ft to grid D"for parts affected. Please feel free to contact me if there is any question. Reason:This document has Sincerely. been electronically signed and sealed by Josh Seymour,PE using my Digital Signature with PE s 1 seal affixed. Printed copies Josh Seymour, Josh Seymour, PE of this document are not moue PE Y considered signed and Key Account Manager sealed,and the signature �rpl", G/s•I-(R��, BlueScope Buildings North America must be verified on any 540UAL �` electronic copy. Date:2019.03.22 03/22/2019 16:38:00-05'00' Cc: Kai i Nunes Susan Wang File Date: 3/22/2019 BUTLER ButlerManuFacturing 17-017737-01-Reaction report 04•for•frame at grid 2 only Time:11:03 AM .�.�a,w.�,-•...,.��M_,..u_ Page: 1 of 5 Reactions-Summary Report w/Controlling Load Comb Shape: Unit 1-Building Builder Contact:Trevor Gaskin Project:Dantrawl Bldg Name:Coast Construction Builder PO#: Address:328 N Olympic Ave. Jobsite:17305 59th Ave NE City,State Zip:Arlington,Washington 98223 City,State Zip:Arlington,Washington 98223 Country:United States County,Country:Snohomish.United States Loads and Codes-Shape:Unit 1-Building City: Arlington Counti•: Snohomish State: Washington Country: United States Building Code:Washington State Building Code 2015 Structural: IOAISC-ASD Rainfall:L 0.10 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fe: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:Varies 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: 10 7.3 0%g Wind Exposure:C-Kz:0.994 Design Snow(Sloped):ps: 11.90 psf Mapped NICE Acceleration:Sl:41.80%g Parts Wind Exposure Factor:0.994 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(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 Windbome Debris Region Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/4/6 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/8/3 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.17 psf Fundamental Period Height Used:31118/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.4447 R-Factor:3.50 Overstrength Factor:Ornega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x Nv Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames RedundancvFactor:Rho: 1.30 Fundamental Period:Ta:0.2672 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x IV File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER 17-017737-01-Reaction report 04•for•frame at grid 2 only Time:11:03 AM Page: 2 of 5 Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Length (sq.ft.) (sq.ft.) (sq.ft.) Height Height 2 Pitch Pitch I Height Unit 1 -Building 131/0/0 302/0/0 39562 26192 39639 31/8/8 1 31/8/8 1 0.750:12 0.750:12 35/9/10 Overall Shape Description Roof 1 I Roof 2 jFromGridj To Grid Width Length I Eave Ht. lEaveHt.21 Pitch I Pitch 2 I Dist.to Ridge Peak Height A B 14-D 1 B-14 131/0/0 302/0/0 31/8/8 31/8/8 0.750:12 1 0.750:12 1 65/6/0 35/9/10 13 �_ 1 11 • s%rr i i? C) r i m � 0 a 4 �tm-rr A <*>The building is designed with bracing diagonals in the designated bays.C'olunm 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-design revised for endpost moved to grid D test 03 Version: 201 S.2b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. • Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01-Reaction report 04 for frame at grid 2 only Time:11:03 AM -a_e,-,•,�.�.n.aw�.uM_...,m Page: 3 of 5 Wall:4,Frame at: 301/0/0 Frame ID:Endwall Frame Ca REW Frame Type:Continuous Beam,End Posts B� 2.1-2 C.2 Q) W i i 4 HX -( Hx HX Hx 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:2.1 Type Exterior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 36/9/0 65/6/0 98/3/0 Gridl-Grid2 2.1-B 2.1-2 2-C 2-C 2 Base Plate W x L(in.) 9 X 13 9 X 14 10 X 14 9 X 14 Base Plate Thickness(in.) 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 Column Base Elev. 100'-01, 100'-0" 1 100'-01, 100'-0" Load Tvvel Load Description Desc. Hx Vv Fix Hz Vv Hx Hz Vv Fix Hz Vv D Material Dead Weight Frm 1.50 5.51 0.98 6.92 0.97 CG Collateral Load for Gravity Cases Frm 1.11 3.27 - 4.62 - - L> Live-Notional Right Frm 4.06 11.29 - - - 18.29 - - <L Live-Notional Left Fnn 4.06 1129 - - - 18,29 - - - ASL^ Alternate Span Live Load,Shifted Right Frm 2.03 0.44 - 9.15 _ ^ASL Alternate Span Live Load,Shifted Left Frm 2.04 10.85 - - - 9.14 - - - SMS> Spccified Min.Roof Snow-Notional Right Frm 8,47 23.52 38.11 - <SMS Specified Min.Roof Snow-Notional Left Frm 8.47 23,52 - - 38.11 - S> Snow-Notional Right Frm 4.03 11,20 - 18.14 - - SD Snow Drift Load Frm - - <S Snow-Notional Left Frm 4.03 I L20 18.14 USl* Unbalanced Snow Load 1,Shifted Right Frm 3.02 3.57 - 17.35 *usI Unbalanced Snow Load 1,Shifted Left Frm 3.04 12.17 - - - 17.33 - - Wl> Wind Load,Case 1,Right Frm -12.25 -22.94 13.10 - 12.23 27.90 13.01 <Wl Wind Load,Case 1,Left Frm 1.74 -12.48 -11.79 - -11,01 -27.90 - -11.71 W2> Wind Load,Case 2,Right Frm -12.12 -13.46 - -14.77 <W2 Wind Load,Case 2,Left Frm 1.87 2.99 - - - -14.76 - - WPL Wind Load,11 Ridge,Left Frm -1.38 -15.17 - -26.18 WPR Wind Load,11 Ridge,Right Frm -0.50 -21.97 - - -26.17 - MW Minimum Wind Load Frm MW Minimum Wind Load Frm 4.20 2.26 - -1.07 M-NNT Minimum Wind Load Frm - - MW Minimum Wind Load Frm -9.20 -1.10 -1.05 CU Collateral Load for Wind Cases Frm - - L Roof Live Load Frm 4.06 1129 - 18.29 S Snow Load Frm 4.03 1120 - 18.14 - - E> Seismic Load,Right Frm -13.66 -3.28 9.26 - 8.67 -0.10 - 9.23 - EG+ Vertical Seismic Effect,Additive Frm 0.47 1.34 - - 2.07 <E Seismic Load,Left Frm 13.66 3.28 -926 - -8.67 0.10 - -9.23 - EG- Vertical Seismic Effect,Subtractive Frm -0.47 -1.34 - - 2.07 - - - SMS Specified Min,Roof Snow Frm 8.47 23.52 - - 38.11 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturina,a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER 17-017737-01-Reaction report 04,for,frame at grid 2 only Time:11:03 AM Page: 4 of 5 Type Exterior Column X-Loc 131/0/0 Gridl-Grid2 2,1-D Base Plate W x L(in.) 9 X 13 Base Plate Thickness(in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 Column Base El ev. 100'-01, Load Tvnel Load Description Desc, Hx Vv D Material Dead Weight Frm -1.50 5,57 CG Collateral Load for Gravity Cases Frm -1.11 3.27 L> Live-Notional Right Fnn -4.06 11.29 <L Live-Notional Left Frm 4.06 11.29 ASL^ Alternate Span Live Load,Shifted Right Frm -2.02 10.85 ^ASL Alternate Span Live Load,Shifted Left Frm -2.04 0.44 SMS> Specified Min.Roof Snow-Notional Right Frm -8.47 23,52 <SMS Specified Min.Roof Snow-Notional Left Frm -8 47 23.52 S> Snow-Notional Right Frm 4.03 11,20 SD Snow Drift Load Frm - <S Snow-Notional Left Fnn -4.03 1 1_)0 US1* Unbalanced Snow Load 1,Shifted Right Frm -3.02 12.16 *US1 Unbalanced Snow Load 1,Shifted Left Frm -3.04 3.58 W1> Wind Load,Case 1,Right Frm -1.74 -12.47 - <Wl Wind Load,Case 1,Left Frm 12,25 -22,94 - W2> Wind Load,Case 2,Right Frm -1.87 -2.99 <W2 Wind Load,Case 2,Left Frm 12.12 -13.46 WPL Wind Load,11 Ridge,Left Frm 0.48 -21.97 WPR Wind Load,11 Ridge,Rigbt Frm 1.39 -15.18 MW Minimum Wind Load Frm - - MW Minimum Wind Load Frm 9.44 -1.19 MW Minimum Wind Load Frm - - NRNT Minimum Wind Load Frm -3.99 2,15 CU Collateral Load for Wind Cases Frm - - L Roof Live Load Frm -4.06 11.29 S Snow Load Frm 4.03 11,10 F> Seismic Load,Right Frm -13.01 3.38 EG+ Vertical Seismic Effect,Additive Frnt -0.47 1.35 <E Seismic Load,Left Frm 13.01 -3.39 EG- Vertical Seismic Effect,Subtractive Frm 0.47 -1.35 _ SMS Specified Min,Roof Snow Frm -8 47 23.52 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be applied for design of foundations. X-Loc Crrid Hrz left Load Hrz Right Load I Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ow 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 2.1-B 11.86 41 15.38 40 - - - 10.46 21 32.31 5 36/9/0 2.1-B.2 - - - 843 40 8.43 39 - 0.98 1 65/6/0 2-C - 7.89 40 7.89 39 12,59 21 49.G5 5 98/3/0 2-C? - 8,40 40 8.40 39 - 0.97 1 131/0/0 2.1-D 14.78 39 11.27 42 - - 10.42 22 32.36 5 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:2.1 Note:All reactions are based on 1st order structural analysis. X-Loc 0/0/0 36/9/0 65/6/0 98/3/0 1311010 Gridl -Grid2 2,1-B 2.1-2 2-C 2-C.2 2.1-D Ld Description Hx Vv Hx Hz Vv Hx Hz Vv Hx Hz Vy Hx Vv Cs (application factor not shown) (k) k (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D-CG-L> 6.67 20.07 - 0.98 - - 29.83 _ 0.97 6.67 20.13 5 D . CG+SMS> 11.08 32.31 - 0.98 - 49.65 - 0.97 -11,08 32.36 21 D+CU+W1> -6.45 -10.46 7.86 0.59 - 7.34 -1259 7.81 0.58 -1.95 -4.14 22 D+CU+<W1 1.94 -4.18 -707 0.59 - -6.60 -12.59 -7.02 0.58 6.45 -10.42 39 D+CG+F>+EG+ -9.49 6.74 8.43 0.98 7.89 12.90 8.40 0.97 -14.78 12.86 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing,a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manutacturin8 17-017737-01-Reaction report 04•for•frame at grid 2 only Time:11:03 AM .__,_.._.._... __.._ Page: 5 of 401 I D+CU+E>+EG- I 11.86 1U.611 _ I - I I 2.61 98 -8.40 0.58 11 4 0 G8 42 D+CU+<E+EG- 13.00 5.35 8 43 0.59 7.89 ASD Load Combinations-Framing No. Orieiu Factor AmAication Description 1 System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 5 Svstem 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 21 System 1.000 0.6D+0.6 CU-0.6W1> D+CU+WI> 22 System 1.000 0,6D+0.6CU+0.6<W1 D+CU+<W1 39 System 1.000 1.0 D+LO CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 40 System 1 000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D+CG+<E+EG+ 41 System 1.000 .6 D+06 CU+0.91 E>+0.7 EG. D+CU+E>+EG- 42 Svstem 1.000 �,6 D+0.6 CU+0.91 <E+0.7 EG- D+CU+<E+EG- File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing,a division of BIueScope Buildings North America,Inc. sur�ER Date: 3/22/2019 Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 1 of 18 Butler Manufacturing Company 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DATA Project: Dantrawl Bldg Naive: 17-017737- design revised for endpost moved to grid D test 03 Builder PO 9: Jobsite: 17305 59th Ave NE City, State: Arlington, Washington 98223 County: Snohomish Country: United States Designer: Wensey Zhang/Violet Dong Butler Supervising Engineer: Josh Seymour TABLE OF CONTENTS Secondary at wall3/grid 2-Revised calculation.................................................................................................................................2 Framing at grid2.1-Revsied calculation......................................................................................................................................... 10 Manualcalculation....................................................................................................................19 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 20182b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. aurc.ER Date: 3/22/2019 Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 2 of 18 Secondary-Summary Report Loads and Codes-Shape:Unit 1-Building Cih': 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:Varies 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(V asd: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:p£11.90 psf Mapped MCE Acceleration:Ss:107.30%g Wind Exposure:C-Kz:0.994 Design Snow(Sloped):ps:11.90 psf Mapped MCE Acceleration:S 1:41.80%g Parts Wind Exposure Factor:0.994 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie: 1.000 Topographic Factor:Kzt:1.0000 Exposure Factor:2 Partial]),Exposed-Cc: 1.00 Design Acceleration Parameter:Sds:0.7660 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.4409 NOT Windbore Debris Region Thermal Factor:Heated-Ct:1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/4/6 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/8/3 Diaphragm Condition:Flexible Basic Wind Pressure:q:26.17 psf Fundamental Period Height Used:31/8/8 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.4447 R-Factor:3.50 Overstrenuth Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frances Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2672 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2357 x W Design Load Combinations-Purlin No. Origin Factor Application Destai tion 1 System 1.000 1.0 D+1.0 CG+ L0 L +CG+L 2 System 1.000 1.0 D+1.0 CG+1.0 SMS +CG+SMS 3 System 1.000 1.0D+1.0CG+1.0S+1.0SD D+CG+S+SD 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+L0 CG+1.0*US 1 +CG+*US1 6 System 1.000 LO D+1.0 CG+1.0 PF1 D+CG+PF1(Span 1) 7 System 1.000 1.0 D+1.0 CG+1.0 PF1 D+CG+PF1(Span 12) 8 System 1.000 1.0 D+1.0 CG-1.0 PHI D+CG+PHI(Span 1) 9 System 1.000 1.0D+I.0CG+I.0PH1 p+CG+PHI(Span 12) 10 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 1 1 1 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Patter 2 12 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 3 13 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Patter 4 14 System 1.000 1.0 D+L0 CG+1.0 PF2 D+CG+PF2-Patter 5 15 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 6 16 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 7 17 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WBI> D CG+WI>+WB1> 18 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB 1> D+CG+<W2+WB 1> 19 System Derived 1.000 D+0.6 CU+0.6 Wl>+0.6 WB1> D+CU+W1>+1AB1> 20 System Derived 1.000 :6DY-O.6CU+0,6<W2+0.6WB1> D CU+<W2+WB1> 21 System Derived 1.000 �.6 .OD+I.00G+0.75L+0.45W1>+0.45WB1> D+CG+L+WI>+WB1> File: 17-017737-design revised for endpost moved to grid D test 03 Version: 20182b Butler Manufacturing, a division of BlueScope Buildings North America,Inc. Date: 3i22i2019 BUTLER Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM .w,aa�_ Page: 3 of 18 22 System Derived 1.000 1.0D+1.0CG+0.75L+0.45<VV2+0.45VB1> D+CG+L+<W?+WB1> 23 System Derived 1.000 1.OD+1.0CG+0.75S+0.45 Wl>+0.45WB1> D+CG+S+WI>+WB1> 24 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB 1> D+CG+S+<W2+'B 1> 25 System Derived 1.000 1.0 D+1.0 CG+0.6 W1>+0.6<WB1 D+CG+Wl>+<WB1 26 System Derived LOOO 1.0 D+1.0 CG+0.6<W2+0.6<qTB 1 D+CG+<W2+<WB 1 27 System Derived 1.000 0.6D+0.6CU+0.6 Wl>+0.6<WBI D+CU+W1>+<WB1 28 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<VB 1 D+CU+<W2+<WB 1 29 System Derived 1.000 1.OD+1.0CG+0.75L+0.45W1>+0.45<WB 1 D+CG+L+WI>+<WB1 30 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 31 System Derived 1.000 1.0D+I.0CG+0.75S+0.45W1>+0.45<WB1 D-CG+S+W1>+<WB1 32 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 33 System Derived 1.000 1.0 D+1.0 CG+0.6 W 1>+0.6'WB2> D+CG+W 1>+)AB2> 34 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB2> D+CG+<)V2+WB2> 35 System Derived 1.000 0.6D+0.6CU+0.6 Wl>+0.6VB2> 1)+CU+W1>+V17B2> 36 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0,6 WB2> D+CU+<W2+WB2> 37 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45 WB2> D+CG+L+1V1>+WB2> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB2> D+CG+L+<W2+WB2> 39 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 Wl>+0.45 WB2> D+CG+S+Wl>+WB2> 40 System Derived 1,000 1.0 D+LO CG+0.75 S+0.45<W2+0.45 WB2> D+CG+S+<W2+WB2> 41 System Derived 1.000 1.0 D+1.0 CG+0.6 Wl>+0.6<WB2 D+CG+Wl>+<WB2 42 System Derived 1,000 1.0 D+1.0 CG+0.6<W2+0.6<WB2 D+CG+<W2+<WB2 43 System Derived 1.000 0.6 D+0.6 CU+0.6 Wl>+0.6<WB2 D+CU+W 1>+<WB2 44 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<)XB2 D+CU+<W2+<WB2 45 System Derived 1.000 1.0 D+1,0 CG+0.75 L+0.45 Wl>+0.45<WB2 D+CG+L+W 1>+<WB2 46 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB2 D+CG+L+<W2+<WB2 47 System Derived 1.000 1,0D+1.0CG+0.75S+0.45W1>+0.45<WB2 D+CG+S+Wl>+<WB2 48 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<W132 D+CG+S+<W2+<WB2 49 System Derived 1,000 1.0 D+1.0 CG+0.6 Wl>+0.6 W133> D+CG+W l>+WB3> 50 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB3> D+CG+<W2+VB3> 51 System Derived 1,000 0,6 D+0.6 CU+0.6 W 1>+0.6 WB3> D-CU+W l>+VB3> 52 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6 VR7133> D+CU+<W2+WB3> 53 System Derived 1.000 1.OD+1.0 CG+0.75L+0.45 Wl>+0.45WB3> D+CG+L+W1>+WB3> 54 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB3> D-CG+L+<W2+WB3> 55 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>+W133> 56 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<V72+0.45 1VB3> D+CG+S+<W2+W133> 57 System Derived 1.000 1.0D+1.0CG+0.6 Wl>+0,6<WB3 D+CG+W1>+<WB3 58 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<WB3 D+CG+<W2+<WB3 59 System Derived 1.000 .6 D+0.6 CU+0.6 V71>+0.6<WB3 D+CU+NVI>+<WB3 60 System Derived 1.000 0.6 D+0.6 CU+0.6<W2+0.6<V7B3 D+CU+<W2+<WB3 61 System Derived 1.000 1.0D+1.0CG10.75L+0.45W1>+0.45<RB3 D+CG+L+WI>+<WB3 62 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB3 D+CG+L+<W2+<WB3 63 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 64 System Derived 1.000 LO D+1.0 CG+0.75 S+0.45<W2+0.45<WB3 D+CG+S+<4V2+<WB3 65 System Derived 1.000 1.0 D+1.0 CG+0.6 Wl>+0.6 WB4> D+CG+W1>+WB4> 66 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 WB4> D CG+<W2+uB4> 67 System Derived 1,000 0.6 D+0.6 CU+0.6 W 1>+0.6 IVB4> D+CU+W 1>+IAB4> 68 System Derived 1,000 0.6 D+0.6 CU+0.6<W2+0.6 R7B4> D+CU+<N 2+MB4> 69 System Derived 1.000 1.0 D+LO CG+0.75 L+0.45 Wl>+0.45 WB4> D+CG+L+Wl>+WB4> 70 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 WB4> D+CG+L i<W2+WB4> 71 System Derived 1.000 1.0D+I.0CG+0.75S=0.45W1>+0.45WB4> 1)+CG+S+WI>+WB4> 72 System Derived 1.000 1.0 D+I M CG+0.75 S+0.45<W2+0.45 W134> D+CG+S+<W2+VAB4> 73 Svstem Derived 1.000 1.0 D+1.0 CG+0.6 Wl>+0.6<WB4 D+CG+Wl>+<WB4 74 System Derived 1.000 1.0 D+LO CG+0.6<W2+0.6<WB4 1)+CG+<W2+<WB4 75 System Derived 1,000 0.6D+0.6CU+0.6W1>+0.6<WB4 D+CU+W1>+<WB4 76 System Derived 1.000 0.0 D+0.6 CU+0.6<W2+0.6<\VB4 D+CU+<W2+<WB4 77 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45<1,AB4 D+CG+L+Wl>+«,NB4 78 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB4 D+CG+L+<W2+<WB4 79 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 80 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<V72+0.45<WB4 D+CG+S+<W2+<,1B4 81 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 82 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 83 System Derived 1,000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ D+CG+<EB+EG+ 84 Svstc n Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CL1+<EB+EG- Design Load Combinations-Girt No. Okeiu I Factor Application Dcx-ri tion 1 System 1 1.000 10.7 E> IE> File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM -����^�� Page: 4 of 18 2 System 1.000 0.7<E -E 3 System Derived 1.000 0.6W1>+0.6WB1> Wl>+WB1> 4 System Derived 1.000 0.6<W2+0.6 WB 1> <W2+WB1> 5 System Derived 1.000 0.6 WI>+0.6<WB 1 WI>+<WB 1 6 System Derived 1.000 0.6<W2+0.6<WB 1 <W2+<WB 1 7 System Derived 1.000 0.6W1>+0.6WB2> W1>+WB2> 8 System Derived 1.000 0.6<W2+0.6 WB2> <W2+WB2> 9 System Derived 1.000 0.6 WI>+0.6<WB2 WI>+<WB2 10 System Derived 1.000 0.6<W2+0.6<WB2 W2+<W132 11 System Derived 1.000 0.6 WI>+0.6WB3> WI>+WB3> 12 System Derived 1.000 0.6<W2+0.6 WB3> <W2+WB3> 13 System Derived 1.000 0.6 WI>+0.6«VB3 WI>+<WB3 14 System Derived 1.000 0.6<W2+0.6<WB3 <W2+<WB3 15 System Derived 1.000 0.6 Wl>+0.6 WB4> WI>+WB4> 16 System Derived 1.000 0.6<W2+0.6 WB4> <W'_>+WB4> 17 System Derived 1.000 0.6 WI>+0.6<WB4 WI>+<WB4 18 Svstem Derived 1.000 0.6<W2+0.6<WB4 <%%P2+<WB4 19 System Derived 1.000 0.7 EB> EB> 20 System Derived 1.000 0.7<EB KEB Deflection Load Combinations-Portia No. Origin Factor Deflection Application Description 1 User 1.000 180 1.0 S+1.0 SD S+SD 2 System 1.000 150 1.0 L L 3 System 1.000 180 1.0 SMS SMS 4 System 1.000 180 0.42 Wl> W1> 5 Svstem 1.000 180 0.42<W2 <W2 Deflection Load Combinations-Girt No. Origin Factor Deflection Application Description 1 System 1.000 90 1.42 WI> WI> 2 System 1.000 90 .42<W2 <W2 3 System 1.000 90 ).5 E> E> 4 System 1.000 90 ].5<E <E File: 17-017737- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 3/22/2019 BUTLER Butter Manutacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 5 of 18 Wall:3 47 Concrete Tilt- all 19x16 OHD 1 1906 OHD 2 19x16 OHD 3 70 OR �Oxlo 0H Q' Maximum Secondnry Designs for She a Unit 1-Building on Side 3 Detail Exterior Interior Exterior Des Len Description-Fy(ksi) Design Lap % °o % % Ld Lap °/o % % °/o Ld % % % % Ld Lap Id ft) Status (in.) Bud Shr Cmb WcP s fin. Bnd Shr Cmb W Cs Bud Shr Cmb Wei) Cs (in.) 2,1 36.75 8.50x0.098 Z Con-60.0 Yes 34.5 0.79 0.00 0.00 0.00 3 0.36 0.08 0.37 0.00 3 34.5 2,2 28.75 8.500.060 Z Con-60.0 Yes 22.5 0.36 0.06 0.36 0.00 3 22.5 0.83 0.23 0.67 0.00 4 0.34 0.12 0.36 0.00 3 22.5 2,3 32.75 8.500,060 Z Con-60.0 Yes 34.5 0.34 0.18 0.38 0.00 3 34.5 0.96 0.35 0.83 0.00 4 0.69 0.18 0.71 0.00 3 34.5 2.4 32.75 8.500.073 Z Con-60.0 Yes 46.5 0.69 0.19 0.71 0.00 3 46.5 0.96 0.00 0.00 0.00 3 3,1 36.75 8.500.098 Z Con-60.0 Yes 34.5 0.54 0.00 0.00 0.00 3 0.26 0.04 0.26 0.00 3 34.5 3,2 28.75 8.500.098ZCon-60.0 Yes 22.5 0.26 0.03 0.26 0.00 3 22.5 0,36 0.05 0.31 0.00 4 4,1 36.75 8.500.113 Z Con-60.0 Yes 34.5 0.83 0.00 0.00 0.00 3 0.41 0,07 0.41 0,00 3 34.5 4,2 28,75 8.50xO.O68 Z Con-60.0 Yes 22.5 0Al 0.06 0.41 0.00 3 22.5 0.87 0.22 0.71 0.00 4 0.45 0.14 0.47 0.00 3 22.5 4.3 32.75 8.50xO.O68 Z Con-60.0 Yes 34.5 0.45 0.19 0.49 0.00 3 34.5 0.94 0.31 0.80 0.00 4 0.73 0.17 0.75 0.00 3 34.5 4,4 32.75 8.50xO.O79 Z Con-60.0 Yes 46.5 0.73 0.17 0.75 0.00 3 46.5 0.95 0.00 0.00 0.00 3 Maxhnum Seco Wan-Deflections for Shape Unit 1-Buildin on Side 3 Design Id Seement Deflection(in.) Ratio Location(ft) Load Case Description 2 1 1.66 (L/266) 16,50 1 0.42W1> 2 2 -0.29 (L/1192) 44.63 1 0.42W 1> 2 3 0.72 (L/548) 79.38 1 0.42W1> 2 4 1.50 (L/261) 117.13 1 0.42W1'> 3 1 1.05 (L/422) 16.00 1 0.42W1> 3 2 0.17 (L/2021) 55.63 1 0.42W1> 4 1 1.74 (L/254) 16.50 1 0.42W1> 4 2 -0.25 (L/1403) 43.13 1 0.42W1> 4 3 0.95 (L/415) 79.88 1 0.42W1> 4 4 1.50 (L/262) 117.13 1 0.42W1> File: 17-017737- design revised for endpost moved to grid D test 03 Version: 20182b Butler Manufacturing, a division of BlueScope Buildings North America,Inc. Date: 3/22/2019 6UTLER Butler ne 17-017737-01 Revised calculation Rev03 Time:11:41 AM __._,Mnnutadutt......� �� Page: C,of 18 Welded Girt(Id=1,1) Frame Alember Sizes Ment. Flg Width Flo Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) ) ksi) (ksi) JLl JL2 25000 9.00 0.3750 0.1345 12.00 12.00 13.46 378.4 55.00 55.00 SS ss 3P 25001 9.00 0.3750 0.1345 12.00 12.00 1 18.33 511.5 55.00 55.00 SS I SS 3P Total Frame Weight=889.9 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt Group Edge Weld Beam Cape Mem. Jt. T e Thick. Height Len h Fv Diam. Sec/.TL Bolts Rows Gage Pitch 'a 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 ] 0.00 3.00 2.50 (2(-0.1250 FI 4.25 0.38 1.1 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 1 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1.38 Re uired Strength Available Strength Ratio Min.Thickness Mem. A. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % % in. in. 1-1 1 1 0.00 -3.74 0.00 3.74 0.0 1.03 0.30 0.34 0.13 0.38 OK->Cli LocalBuckline 0.0461 0.1875 1.1 2 1 0.00 -3.74 0.00 3.74 0.0 1.03 0.30 0.34 0.15 0.47 OK->ColumnWebRll tune 0.0461 0.0884 Boundary Condition Summary Member X-Loc Y-Loc supp.X supp.Y Moment Displacement X(in.) Displacement Win.) I Displacement ZZlrad) 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 25001 36./9/0 0/0/0 ' No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlliw,Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Required Strcnetit Availablc Strength Strength Ratios Axial Axial Shear Mom-x Mont-y Axial Shear Mom-x Mom-y Axial Metre. 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 18.38 12.00 1 0. -412.1 0.0 35.3 429.0 399.5 0.96 25000 0.00 12.00 1 -3.7 18.2 0.21 25001 0.00 12.00 1 0. -412.1 0.0 35.3 429.0 399.5 0.96 25001 1 18.3 12.0 I 1 3.71 18.21 1 0.21 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Lv/Lt Lb Ag I Afn Ixx I lyv I Sx s) Zx Zy 7 Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 hi.2 in.4 in.4 in.3 in 3 in.3 in.3 m.4 1 in.6 ?5000 18.38 441.00 441.0 441.0 8.26 3.38 244.09 45.56 40.68 10.13 43.49 15.24 0.33 1539.41 1.14 L00 1.07 0.90 1.00 25001 0.0 441.00 441. 441. 8.26 3.3 244.09 45.56 40.6 10.13 43.49 15.24 0.33 1539.41 1.1 1.00 1.07 090 1.00 Deflection Load Combinations-Framing No. Origin Factor DefH Defy Application Description 1 Svstem 1.000 90 90 .42 W1> WI> 2 syster 1.000 90 90 .42<W2 <W2 3 Syster 1.000 90 90 .5 E> E> 4 Svstem 1.000 90 90 .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/523) 0.842 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- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3i22/2019 BUTLER Butler Manufacturing 1 7-01 7 73 7-01 Revised calculation Rev03 Time:11:41 AM Page: 7 of 18 Welded Girt(Id=1,2) Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) in.) (in.) (ft) (ksi) (ksi) Jt.l Jt,2 SS 3P SS 3P 25000 8.00 0.2500 0.1345 12.00 12.00 14.33 268.2 55.00 55.00 SS 25001 8.00 0.2500 0.1345 12.00 12.00 14.33 267.9 55.00 55.00 SS Total Frame Weight=536.0 (p) (Includes all plates) Spandrel Beam Connection Design ASD Connection Plate Bolt GroupEde Weld Beam Cope Mem. Jt. TV e Thick. Height Length Fy Dinr a . Sec/Jt. Bolts Rotvs Gage Pitch 'a' Size Side C Dertlr Id No. in. in. in. ksi in. n r in. in. in. in. in. in. 1.2 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 1.38 1.2 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-01250 FO 4.41 1.50 Re aired Strength Available Strength Ratio- Min.Thickness Mem. A. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case k k in-k k Deg. C % % % 0/6 in. in. -1.2 1 1 0.00 -2.92 0.00 2.92 0.0 1.03 0.24 0.27 0.12 0.47 OK->ColunnWebRU tune 0.0360 0.0884 1? 2 1 0.00 -2.92 0.00 2.92 0.0 1.03 0.24 027 0.12 0.47 OK->ColumnNebRll tune 0.0360 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X I Su pp.Y Moment I Displacement X(in.) Displacement Win.) Displacement ZZ(rad.) 25000 0/0/0 0/0/0 Yes I Yes No 0/0/0 0/0/0 0.0000 25001 28./9/0 0.%0!0 No Yes No 0/0/0 0/0/0 0.0000 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per\lember Locations are from Joint l) Controlline Cases Require Strength Available Strength Strength Ratios Axial Axial Shear Mom-x Morn-y Axial Shear Mom-x Motu-y Axial Mem. Loc. Depth Shear Pr Vr Mrx Mry Pc Vc Mcx Mey + Shear No. ft in. Flexure k k in-1, in-k k k in-k in-k Flexure 25000 14.38 12.00 1 0.0 -252.2 0.0 27.0 258.8 142. 0.97 25000 0.0 12.00 1 -2.9 17.4 0.17 25001 0.0 12.0 1 0.0 252.2 0.0 27.0 258.8 142. 0.97 25001 14.38 12.001 1 1 1 2.9 17.41 1 0.17 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn I Ix hry Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. It in. in. m.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 25000 14.38 345.00 345.0 345.0 5.5-1 2.00 155.13 21.34 25.85 5.33 27.95 8.05 0.09 736.41 1.14 1.00 1.08 0.73 1.00 25001 0.0 345.00 345.0 345.0 5.55 2.00 155.13 21.34 25.85 5333 27.95 8.05 0.09 736.41 1.14 1.00 1.0 0.73 1.00 Deflection Load Combinations-Framm' No. Ori in Factor DefH DefV Application Description 1 System 1.000 90 90 .42 Wl> 'W1> 2 System 1.000 90 90 .42<W2 <NN72 3 System 1.000 90 90 .5 E> E> 4 Svstem 1.000 90 90 .5<E <E Controlling Frame Deflection Ratios for Cross Section:Welded Girt(ld=1.2 Description Ratio I Deflection(in.) Member Joint Load C-.`srT Load Case Description Max.Horizontal Deflection (U694 1 -0.497 25001 1 4 1 <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 end-wall diaphragms or partial base fixity. Therefore,these deflections may be considerably overstated. File: 17-017737- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 3/22,!2019 BUTLER Butler Manulacturirq 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 8 of 18 Welded Girt(Id=1,3) Frame Member Sizes Meui. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) ) (ksi) (ksi) Jt.l Jt2 25000 6.00 0.5000 0.1345 12.00 1 12.00 1 16.33 1 411.7 55.00 55.00 1 SS I SS I 3P 25001 6.00 0.5000 0.1345 12.00 12.00 16.33 412.2 55.00 55.00 SS SS 3P Total Frame Weight=823.9 (p) (Includes all plates) Spandrel Beam Connection Des u ASD Connection Plate Bolt Group Ed e Weld Beam Co e Mem. R. Type Thick. Height Length Fy Dianp. Sec/Jt. Bolts Rows Gage Pitch 'a Size Sid7T C I Depth Id No. in. in. in. ksi vi. u r in. in. in. in. in. in. 1,3 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 4.41 1.50 1.3 2 r ST 0.375 7.00 4.50 1 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-0.1250 FO 3.91 1 1.38 Re uired Strength Available Strength Ratio Min.Thickness Mem. R. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Grou Shear Ratio Web Id No. Case k k in-k k Deg. C % % %b % in. in. 1,3 1 1 0.00 .33 0.00 3.33 0.0 1.03 027 0.31 0.13 0.47 OK->ColumnWebRu tune 0.0411 0.0884 1,3 2 1 0.00 -3.33 0.00 3.33 0.0 1.03 0.27 0.31 0.13 0.47 OK->ColumnWebRU ture 0.0411 0.0884 Boundary Condition Summary Member X-Loc Y-Loc Su pp.X Su pp.Y Moment Displacement Via.) 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 1 32/9/0 0"0/0 No Yes No 0/0!0 0/0/0 0.0000 Frame Design Member Sununnry-Control[lina Load Case and Maximum Combined Stresses per Alember Locations are from Joint 1 Coutrolline Cases Require Strength A%vilabie Strength Strength Ratios Axial Axial Shear Mom-x Moro-y Axial Shear Mom-x Mom-y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mex Mey Shear No. ft in. Flexure k k in-k in-k- k k in-1, in-k Flexure 25000 16.33 12.00 1 00 -327.3 0.0 17.6 324.6 298.6 1.01 25000 0.00 12.0 1 -3.3 19.0 0.18 25001 0.00 12.0 1 0.0 -327.3 0. 17.6 324.6 298.6 1.01 25001 1 16.33 12.00 1 1 3.31 1 1 19.0 0.18 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 Rpe 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 16.33 393.00 393. 393.0 7.48 3.00 213.42 18.00 35.57 6.00 38.57 9.051 0.51 595.20 1.14 1.00 1.03 1,00 1.00 25001 0.00 393.0 393.0 393.0 7.48 3.00 213.42 18.00 35.57 6.00 38.57 9.05 0.51 595.20 1.1 1.00 1.03 1.00 1.0 Deflection Load Combinations-Framing No. Origin Factor Def H DefN71 Application Description 1 System 1.000 90 90 .42 WI> Wl> 2 System 1.000 90 90 0.42<W2 <IA72 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(ld-1 Description Ratio Deflection(iu.) IMember Joint Load Case Load Case Description Max.Horizontal Deflection (L/646) -0.608 1 25001 1 4 <E •Negative horizontal deflection is left M Negative vertical deflection is doom 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- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. aur�Etz Date: 3/22/201 9 Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 9 of 18 Welded Girt(Id=1,4) Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) in.) (ft) ) (ksi) (ksi) Jt.l Jt.2 25000 6.00 0.5000 0.1345 12.00 12.00 1G.33 412.2 55.00 55.00 SS SS 3P 25001 6.00 0.5000 0.1345 12.00 12.00 11.46 291. 55.00 55.00 SS SS 3P Total Frame Weight=703.8 (p) (Includes all plates) Spandrel Beam Connection Design(ASD Connection Plate Bolt Group Edge Weld Beam Cope Mem. R. Type Thick. Height Length Fy Diam. Sec/Jt, Bolts Rows Gage Pitch a' Size Side C Depth Id No. in. in. in. ksi in. n r in. in. M. in. in. in. 1.4 1 ST 0,375 7.00 4.50 55 0.750 A325N/ST 2 1 0.00 3.00 2.50 (2(-01250 FO 3.91 1.38 1.4 2 ST 0.375 7.00 4.50 55 0.750 A325N/ST 2 1 1 0.00 3.00 2.50 (2(-0.1250 FI 4.25 0.50 Re uired Strength Available Strength Ratio Min.Thickness Mem. R. Load Axial Shear Beam Pr Angle Bolt Bolt Bearing Rupture Max. Description Beam Column Moment Group Shear Ratio Web Id No. Case I k k in-k k Deg. C % % % % in. in. 1A 1 1 0.00 3.33 0.00 3.33 0.0 1.03 0.27 0.31 0.13 0.47 OK->ColumnWebRu tune 0.0411 0.0884 1,4 2 1 0.00 -3.33 0.00 13.33 1 0.0 1.03 0.27 0.31 0.12 0.38 OK->ClipLocaffluckling 0.0411 0.1875 Boundary Condition Summary Member X-Loc Y-Loc Stipp.X Sum.Y Moment Displacement X(in.) Disulacement Win.) 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 0.000C Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Controlling Cases Itc uired Strength Available Strength Strength Ratios Axial Axial Shear Mom-x I 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-1, in-1, Flexure 25000 16.38 12.00 1 0.0 -327.3 OA 17.6 324.6 299.6 1.01 25000 0.00 12.0 1 -3.3 19.0 0.18 25001 0.00 12.0 1 0, -327.3 0.0 17.6 324.0 298.6 1.01 25001 1 16.381 12.0 1 1 3.3 19.01 0.18 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn 1xx I}'y Sx Sy Zx Zy J Cw CU Rp9 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 7.48 3.0 213.42 18.00 35.57 6.0 38.57 9.05 0.51 595.2 1.14 1.00 1.08 1.00 1 00 25001 0.00 393.00 393_ 393.0 7.48 3,00 213.42 18.00 35.57 6.0 38.57 9.05 0.51 595.20 L14 1.00 1.08 1.00 10() Deflection Load Combinations-Framing No. Origin Factor DefEl Defy Application Description 1 System 1.000 90 90 1.5 .42 Wl> W1> 2 System 1.000 90 90 .42<W2 'W2 3 Svstem 1.000 90 90 .5 E> E> 4 S stem 1.000 90 90 <E <E Contro lug Frame Deflection Ratios for Cross Section:Welded Girt ld=i,4 Des cri tiou Ratio Deflection(in.) Member Joint Load Case Load Case Descri tiou Max.Horizontal Deflection L/646 l -0.608 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- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 3/22/2019 BUTL Ef7 Butler ManuFacturing 17-017737-0I Revised calculation Rev03 Time: 11:41 AM .�..�.__.....,___..� Page: 10 of 18 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 Fornn: 12AISI-ASD Pc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Stmcutre) Dead and Collateral Loads Roof Live Load Collateral Gravity:3,00 psf Roof Covering+Second.Dead Load:Varies Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for 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 TEnvelope Procedure'is Used Flat Roof Snow:pf.11.90 psf Mapped MCE Acceleration:Ss: 107.30°nog Wind Exposure:C-Kz:0.994 Design Snow(Sloped):ps: 11.90 psf Mapped NICE Acceleration:S 1:41.80%g Parts Wind Exposure Factor:0.994 Rain Surcharge:0.00 Site Class:Stiffsoil(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 hmportance:Is:1.000 Design Acceleration Parameter:Sd1:0.4409 NOT Windbome Debris Regiou Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:25/4/6 %SnOW Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:12/8/3 Diaphragm Condition:Flexible Basic 1 ind Pressure:q:26.17 psf Fundamental Period Height Used:31/8%8 Transverse Direction Parameters Ordinary Steel Moment Frames Redun&ancyFactor:Rho: 1.30 Fundamental Period:Ta:0.4447 R-Factor:3.50 Overstrenath Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2189 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2672 R-Factor:3.25 Overstreogth 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 Pauels Girts are supporting:Metal Wall Panels File: 17-017737- design revised for endpost moved to grid D test 03 Version: 20182b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM .__.�.__..-..._._.... Page: 11 of 18 Wall:4,Frame at:301/0/0 Frame Cross Section:2.1 ® a 5.0" C.2 4 3' g �_ t 7 t � mm m m to m mLL m CO CO U. 12 GFB LJ FB GFB GFB y 14 tc + x [ 1 d 17_a Et — --FKAME GHU66SE rr'aN A] >-KAM>=1NE(s)z- Dimension Key 1 8 1l2" 2 4'-0" 3 3'-81/2" 4 1'-1" 5 3' " 6 2 C.3'-1 13/16" 7 2 @ 2'-9 5/16" 8 35'-9 5/8"Ridge Ht. Frame Clearances Horiz.Clearance beNveen members 1(CX025)and 13(CX026):120'-10 13/16" Horiz.Clearance bemeen members 1(CX025)and 14(CX026):120'-11" Horiz.Clearance between members 2(CX025)and 13(CX026): 120'-10 11116" Horiz.Clearance behveen members 2(CX025)and 14(CX026):120'-10 13116" Vert.Clearance at member 2(CX025):26'-8 15/16" Vert.Clearance at member 13(CX026):26'-8 15/16" Vert.Clearance at member 15(EPX006):32'-5 11/16" Finished Floor Elevation=100'-0"(Unless Noted Othenvise) File: 17-017737-design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 3/22112019 SUTLER „ef .1 17-017737-01 Revised calculation Rev03 Time:11. AM .__..��........_.. .,_..._ Page: 12 of 18 Frame Location Desf Parameters: Location Avg.Bav S pace Descri tion Angle GroupTrib.Override Desiett Status 301/0/0 1 13/6/0 r-ndwall Frame a)REIA% 90.0000 26/0/0 Stress Check Deli u Load Combinations- amine No. Ori in Factor Application Description 1 Svstem 1.000 1.0 D+1.0 CG+1.0 L> D+CG+U 2 System 1.000 1.0 D+1.0 CG+1.0<L D+CG+<L 3 Svstem 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 Svstem 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 S>+1.0 SD D+CG-S>+SD 8 System 1.000 1.0 D+1.0 CG+1.0<S+1.0 SD D+CG+<S+SD 9 System 1.000 1.0 D+1.0 CG+1.0 US 1* D+CG+US 1* 10 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 11 System 1.000 1.0D+1.0CG+0.6W1> D+CG+Wl> 12 System 1.000 1.0 D+1.0 CG+0.6<Wl D+CG+<Wl 13 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 14 Svstem 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 15 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 16 Svstem 1,000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 17 Svstem 1.000 .6 MW 6PAI-Wall:1 18 System 1.000 .6 MW MW-Wall:2 19 System 1.000 .6 MW MW-Wall:3 20 System 1.000 .6 MW MW-Wall:4 21 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 22 Svstem 1.000 0.6 D+0.6 CU+0.6<'W1 D+CU+<Wl 23 System 1.000 0.6 D-0.6 CU+0.6 W2> D-CU+W2> 24 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 25 Svstem 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 26 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 27 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+Wl> 28 Svstem 1.000 1.0 D+1.0 CG+0.75 L+0.45<Wl D+CG+L+<Wl 29 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 %2> D+CG+L+W2> 30 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 31 Svstem 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL D+CG+L+WPL 32 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 33 Svstem 1.000 1.0 D+1.0 CG-0.75 S 0.45W1> D+CG+S+Wl> 34 System 1.000 1.0D 1 1.0CG+0.75S+0.45<Wl D+CG+S+<Wl 35 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> D-CG+S+W2> 36 Svstem 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 37 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 38 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 39 Svstem 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG+ D-CG+E>+EG+ 40 System 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG+ D-CG+<E+EG+ 41 Svstem 1.000 .6 D+0.6 CU+0.91 E>+0.7 EG- D-CU+E>-EG- 42 System 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG- D+CU+<E+EG- 43 Special 1.000 1.0 D+1.0 CG+1.75 E>+0.7 EG+ D+CG+E>+EG+ 44 Special 1.000 1.0 D+1.0 CG+1.75<E+0.7 EG- D-CG+<E+EG+ 45 Special 1.000 0.6 D+0.6 CU+1.75 E>+0.7 EG- D+CU+E>+EG- 46 Special 1.000 0.6 D+0.6 CU+1.75<E-0.7 EG- D+CU+<E+EG- 47 OMF Connection 1.000 1.0 D+1.0 CG+2.45 E>-0.7 EG+ D+CG+E>+EG+ 48 OMF Connection 1.000 1.0 D+1.0 CG+2.45<E+0.7 EG- D+CG <E+EG+ 49 OMF Connection 1.000 .6 D+0.6 CU+2.45 E>+0.7 EG- D+CU+E>-EG- 50 OMF Connection 1.000 0.6 D+0.6 CU+2.45<E+0.7 EG- D+CU-<E+EG- Frame Member Sizes Mem. Fig Width Fig Thk- Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (it) ) (ksi) (ksi) 7t.1 R.2 1 9.00 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 11.04 791.6 55.00 55.00 SS KN 3P 3 6.00 0.5000 0.2500 52.00 52.00 14.90 748.5 55.00 55.00 KN SS 3P 4 6.00 0.5000 0.2500 52.00 42.00 9.71 607.3 55.00 55.00 SS SP 3P File: 17-017737- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 3/22/2019 BUTLER Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM Page: 13 of 18 5 6.00 0.3125 0.1875 42.00 42.00 20.28 823.4 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 10.00 314.0 55.00 55.00 SP SS 3P 8 5.00 0.3750 0.1875 3138 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 20.00 812.2 55.00 55.00 SS SP 3P 11 6.00 0.5000 0.2500 4200 52.00 10.00 624.4 55.00 55.00 SP SS 3P 12 6.00 0,5000 0,2500 52.00 52.00 14.90 748.6 55.00 55.00 SS KN 3P 13 8.00 0.3750 0.2500 52.00 52.00 11.04 791.5 55.00 55.00 SS KN 3P 14 8.00 0.3750 0.2500 12.00 52.00 20,00 954.4 55.00 55-00 BP SS 3P 15 9.00 0.5000 0.1875 13.00 13.00 32.47 1275.0 55.00 55.00 BP CP 3P 16 8.00 0.3750 0.1875 13.00 13.00 34.01 850.0 55.00 55.00 BP SS 3P 17 8.00 0.3750 0.1875 13.00 13.00 33.76 842.91 55.00 55.00 BP SS 3P Total Frame Weight=12105.5 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 15 No Yes 16 No Yes 17 No Yes Boundare 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 1311010 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 36/9/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 36/9/0 34./0/1 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 98/3/0 33/9/1 Yes No No 0/0/0 1 0/0/0 0.0000 Values sho«n are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:2.1 T}pe Exterior Column Interior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 36/9/0 65/6/0 98/3/0 131/0/0 Gridl-Grid2 2.1-B 2.1-2 2-C 2-C 2 2.1-D Base Plate W x L(in.) 9X13 9X14 10X14 9X14 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" 1 100'-0" 1 100140" 100'-01, Load Type Desc. Hx Vv Hx Hz Vv Hx Hz Vv Hx Hz Vy Hx Vv D Frm 1.50 5.51 0.98 - 6.92 0.97 -1.50 5.57 CG Frm 1.11 3.27 - - 4.62 - -1.11 3 27 L> Frm 4,06 11.29 - 18.29 - -4.06 11.29 <L Fnn 4.06 11.29 18.29 - -4.06 11.29 ASLI% Frm 2.03 0,44 9.15 - -2.02 10.85 ^ASL Frm 2.04 10.85 9.14 -2.04 0.44 SMS> Fnn 8.47 23.52 38.11 - -8.47 23.52 <SMS Frm 8.47 23.52 38.11 - -8.47 23.52 S> Frrn 4,03 11.20 - 18.14 -4.03 11,20 SD Frm - - - - - <S Frm 4.03 11.20 18.14 - -4.03 11.20 USl* Frm 3.02 3.57 - 17.35 - -3.02 12.16 *US 1 Fnn 3.04 12.17 17.33 - -3.04 3.58 W1> Frm -12.25 -22,94 13.10 12.23 -27.90 - 13.01 -1.74 -12.47 <Wl Fnn 1.74 -12.48 -11.79 - -11,01 -27.90 - -11.71 12.25 -22.94 W2> Fnn -12.12 -13.46 - - -14.77 - - -1.87 -2.99 <W2 Frm 1,87 -2.99 - -14.76 - 12.12 -13.46 WPL Frm -1.38 -15.17 - -26.18 - - 0.48 -21-97 WPR Frm -0.50 -21.97 - - -26.17 - 1.39 -15.18 MW Frm - - - - - MW Frm 4.20 2.26 -1.07 9.44 -1.19 MW Frm - - - MW Frm -9.20 -1.10 -105 -3.99 2.15 CU Frm - - - - - L Fnn 4.06 11.29 18.29 4.06 11,29 S Fnn 4.03 11.20 18.14 -4.03 11.20 File: 17-017737- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division ofBlueScope Buildings North America,Inc. Date: 3i22/2019 BUTLER _!".1 11 Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM �B.._. �� �� Page: 14 of 18 F> Fria 1 -13.66 -3.28 9.26 - 8.67 -0.10 9.2 13 01 3.38 EG+ Frm 0.47 134 - - - - 2.07 - -0.47 1.35 <E Fria13.66 3.28 - -9.26 - - -8.67 0.10 - -9 2-1 13.01 -3.38 EG- Fria -0.47 -1.34 - - -2.07 - 0.47 -1.35 SMS Fria8.47 23.52 38.11 -8.47 23.52 Sum of Forces%ith Reactions Check-Framing Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) k (k) D 0.0 0.0 20.1 18.0 CG 0.0 0.0 11.2 11.2 L> 0.0 0.0 40.9 40.9 <L 0.0 0.0 409 40.9 ASLA 0.0 0.0 20.4 20.4 AASL 0.0 0.0 20.4 20.4 SMS> 0.0 0.0 85.1 85.2 <SMS 0.0 0.0 85.1 85.2 S> 0.0 0.0 40.5 40.5 SD 0.0 0.0 0.0 0.0 <S 0.0 0.0 40.5 40.5 USl* 0.0 0.0 33.1 33.1 *US1 0.0 0.0 33.1 33.1 W 1> 14.0 14.0 63.3 63.3 <W 1 14.0 14.0 63.3 63.3 W2> 14.0 14.0 31.1 31.2 <W2 14.0 14.0 31.2 31.2 WPL 0.9 0.9 63.3 63.3 WPR 0.9 0.9 63.3 633 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 13.2 13.2 0.0 0.0 CU 0,0 0.0 0.0 0.0 L 0.0 0.0 40.9 40.9 S 0.0 0.0 40.5 40.5 E> 26.7 26.7 0.0 0.0 EG+ 0.0 0.0 4.8 4.8 <E 26.7 26.7 0.0 0.0 EG- 0.0 0.0 48 4.8 SMS 0.0 0.0 85.1 85.2 Maximum Combined Reactions Summary Mth Factored Loads-Framing Note:All reactions are based on 1st order structural analysis. X-Loc I Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cN Load Mom cow 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 2.1-B 23.34 45 2 6.8 5 44 - - - - 10.46 21 32.31 5 - 36/9/0 2.1-2 - 16.21 44 16.21 43 - 0.98 1 36/9/0 2.1-2 6.90 44 7.58 11 0.98 1 - 65/6/0 2-C 15.18 44 15.18 43 12.59 21 49.65 5 98/3/0 2-C.2 16.16 44 16.16 43 - 0.97 1 98/3/0 33/9/1 6.95 44 7.58 11 0.97 1 - 131/0/0 j 2.1-D 1 25.70 41 22.19 46 - 10-42 22 1 32.36 1 5 Base Plate Summan- Base Connection Design is Based on 3000.00(psi)Concrete Plate Fy=55.00 ksi Grade A3 6 Anchor Rods used to determine quantity and diameter Gaize& itch standards are based on ACI-318 Al -radix D criteria for"cast-m-place"anchor rods(Min space-4'drkid) 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 Fla se Web 0/0/0 2.1-B 1 0.375 9 13 No 4 1.000 5.0 5.0 Std OS-0.1875 OS-0.1875 36/9/0 2.1-2 16 0.375 9 14 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 651610 2-C 15 0.375 10 14 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 98/3/0 2-C.2 17 0.375 9 14 No 4 0.750 5.0 5.0 Std OS-0.1875 OS-0.1875 File: 17-017737- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. Date: 3/22i2019 BUTLER Butler Manufacturing 17-017737-0I Revised calculation Rev03 Time: 11:41 AM Page: 15 of 18 ( 131,0/0 I 2.1-D 1 14 1 0.375 I 9 I 13 1 No ( .1 I 1.000 ► 5.0 1 5.0 1 Sid I OS-0.1875 IOS-0.1875 Pinned Buse Plate Connection Loading Maximum Shear Case Maximum Tension Case Maxitnum Comp Case Maximum BracingT1ATA Case X-Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (k) (k) Case k) (k) Case (k) (lc) Case (k) (k) k) Case 0/0/0 26.61 15.47 44 6.45 -10.45 21 11.18 32.33 6 - - - 0 36/9/0 8.43 0.59 42 - - 0 - 0.98 1 - 0.59 8.43 42 65/6/0 8,04 13.22 40 7.32 -12.57 21 0.01 49.71 6 - - 0 98/3/0 8.40 0.58 42 - - 0 - 0.97 1 0.58 8.40 42 131/0/0 25.44 15.70 43 6.45 -10.42 22 11.18 32.38 5 - 0 llaw Plate Connection Siren h 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 `T+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.649 44 0.153 21 - 0 - 0 0.250 6 0.312 21 0.195 6 0.320 6 0.807 44 36/9/0 0.366 42 - 0 - 0 - 0 0.007 1 - 0 0.005 1 0.010 1 0.240 42 65/6/0 0.349 40 0.327 21 0.333 21 - 0 0.321 6 0.337 21 0.403 6 0.514 6 0.226 40 98/3/0 0.364 42 - 0 - 0 - 0 0.007 1 - 0 0.005 1 0.010 1 0.239 42 131/0/0 0.620 43 0.152 22 1 a 0 - 0 0.250 5 0.311 22 0.196 5 0.320 5 0.771 43 Web Stiffener Summary Mem. I Stiff. Desc. Loc. Web Depth h/t a7i a Thick. Width Side Welding No. No. (ft) (in.) (in.) in. (in.) Description 2 1 S9 6.70 51.421 205.68 N/A N/A 0.3125 3,000 Both SP-BS-0.2500,W-BS-0.1250,F-OS-01875 3 1 S1 6.35 51.000 204.00 1.50 76.50 0.1875 2,000 OppositeFillet F-OS-0.I875,W-OS-0.1875 7 1 S1 6.26 27943 149.03 2.75 76.74 0.1875 2.000 OppositeFillet F-OS-0.1875,1AI-OS-0.1875 7 2 S2 10,00 30.747 163.99 N/A N/A 0.2500 2.500 Both F-BS-0.1875,W-OS-0.1250,1`-OS-0.1250 8 1 S1 3.86 27.853 148.55 1.50 41.72 0.1875 2.000 pposite Fillet F-OS-0.I 975,W-OS-0.1875 12 1 S1 8.59 51.000 204.00 1.50 76.50 0.1875 2.000 pposite Fillet F-OS-0.I875,W-OS-0.1875 13 1 S9 6.70 1 51.421 205.68 N/A N/A 0.3125 3.000 Both SP-BS-0.2500.W-BS-0.1 250.F-OS-0.1875 liottt•dImd-Plate Conn ectiona(Plate Fy=55.00kd) End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gagesln/Out Configuration Pitches Ist/2nd Configuratiou Pitches Ist/2nd No. No.I (in (in.) (in (in.) (in.) ID Dese. (in.) ID Dese, (in 2 2 KN(Fa cc) 0.625 8.00 57.50 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50./2.00 3 1 KN(Face) 0.625 6.00 57.50 0.750 A325N/PT 3,50 33 Extended 3,5012.00 33 Extended 3.50/2.00 4 2 SP 0.375 6.00 47.53 0.750 A325N/PT 3.50 31 Extended 3.50 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 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 A325NPT 3.00 31 Extended 3.50 12 Flush 2.00 8 2 SP 0.375 6.00 2T40 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 0.375 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 57.50 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 33 Extended 3.50/2.00 13 2 KN(Face) 0.625 8.00 57.50 0.750 A325N/PT 3.50 33 Extended 3.50,/2.00 33 Extended 3.50/2.00 15 2 CP 0.500 10.00 14.00 0.500 A325 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren h Strength Ratios Mem. it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in-k) Proc. Tension Shear Bending Yieldin Ru ture Tearin Weld Weld 2 2 48 -7.5 14.5 6134.4 AISC DG-16/Thin plate 0.916 0.118 0.935 0.647 0.957 0.057 0.959 0.959 3 1 48 -7.5 14.5 6134.4 AISC DG-16/Thin plate 0,916 0.118 0.935 0.647 0.957 0.051 0.913 0.959 4 2 42 -2.1 3.0 1281.3 AISC DG-16/Thin plate 0.499 0.041 0.851 0.647 0.957 0.040 0.959 0.959 5 1 42 -2.1 3.0 1281.3 AISC DG-16!'Thinplate 0,499 0.041 0.851 0.647 0.957 0.04a 0.799 0.959 6 2 9 -5. 5.7 662.8 AISCDG-16/Thinplate 0.392 0.077 0.819 0.405 0.598 0.073 0.959 0.719 7 1 9 -5. 5.7 662.8 AISC DG-16/Thin plate 0.392 0.077 0.819 0.405 0.598 0.073 0.959 0.719 8 2 10 -5.6 5.1 658.0 AISCDG-16'Thinplate 0.385 0.0C, 0.799 0.405 0.598 0.06 0.959 0.719 9 1 10 -5.6 5.1 658. AISC DG-16/Thin plate 0.385 0.069 0,799 0.405 0.598 0.066 0.959 0.719 10 2 41 -2.4 3.2 1283.8 AISC DG-16/Thin plate 0.497 0.043 0.861 0.647 0.957 0.042 0.799 0.959 11 1 41 2.4 3.2 1283.8 AISC DG-16.%Thinplate 0.497 0.043 0.861 0.647 0.957 0.042 0.959 0.959 12 2 47 -8.8 14.7 6216.2 AISC DG-16/Thin plate 0.924 0.120 0.935 0.647 0.957 0.058 0.913 0.959 13 2 47 -8 A 14.7 6216.2 AISC DG-16/Thin plate 0.924 0.12 0.935 0.64 0.957 0.058 0.959 0.959 File: 17-017737- design revised for endpost moved to grid D test 03 Version:2015.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' BUTLER Date: 3i22/2019 Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM .__.,__...,.,...._.._ Page: 16 of 18 Inside Flange Required Strength Strength Ratios Mein it. Ld Axial Shear Moment Design Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (1) (k) {in-k) Proe. Tension Shear Bend' a Yieldi Rupture Tearing Weld Weld 2 2 49 3.5 6.3 5352.3 AISC DG-16/Thin plate 0.839 0.051 0.857 0.622 0.920 0.025 0.919 0.959 3 1 49 3.5 6.3 5352.3 AISC DG-16!Thinplate 0,839 0.051 0.857 0.622 0.920 0.025 0.877 0.959 4 2 39 -1.4 1.1 1905.4 AISC DG-16/Thin plate 0.383 0.009 0.966 0.647 0.957 0.007 0.959 0.959 5 1 39 -1.4 1.1 1805.4 AISC DG-1 6/Thin plate 0.383 0.009 0.966 0.647 0.957 0.007 0.826 0.959 6 2 10 -3.6 13.5 561.5 AISC DG-16%Thinplate 0.383 0,183 0.977 0.000 0.000 0.175 0.959 0.719 7 1 10 -3.6 13.5 561.5 AISC DG-1 6/Thin plate 0.383 0.183 0.977 0.000 0.000 0.175 0.959 0.719 8 2 9 -4.9 13.1 567.3 AISCDG-16/Thin plate 0.377 0.177 0.954 0.000 0.000 0.170 0.959 0.719 9 1 9 -4.9 13.1 567.3 AISC DG-16/Tliin plate 0.377 0.177 0.954 0.000 0.000 0.170 0.959 0.719 10 2 40 -0.9 1.2 18- . AISCDG-16/Thin plate 0.390 0.009 0.997 0.647 0.957 0.008 0.842 0.959 11 1 40 -0,9 1.2 1831. AISCDG-16/Thin plate 0.390 0.009 0.997 0.647 0.957 0.008 0.959 0.959 12 2 50 4.8 6.5 5437. AISC DG-16/Thin plate 0.857 0.053 0.868 0.635 0940 0.025 0.896 0.959 13 2 50 4.8 6.5 5437.7 RISC DG-16/Thin plate 0.857 0.0531 0.868 0.635 0.940 0.025 0.939 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, I Jt. I Ld I Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flauge Flange Dlange Web No. No. Cs (k) (k) Cs (k) (k) Tension Shear V-T Bending Yielding Bearing Weld Weld 15 2 47 -12. 9.1 21 12.6 6.8 0.39 0.430 0.403 0.13 0.042 0,0871 0.566 0.273 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 0.915 6 2 31010 23/0/0 GFB5067 0.984 6 3 1/6/8 59/4/0 GFB5067 0956 0 4 5/8/9 44/4/0 GFB5026 0.588 42 5 11/0/0 29/4/0 GFB4053 0,460 26 5 16/0/0 24/4/0 GFB4053 0.000 1 6 3111110 16/l/O GFB3096 0.303 26 7 3/11/10 6/l/0 GFB2087 1.010 9 7 8!11/10 1/1/0 GFB3087 1.525 6 8 1/0!7 1/1/0 GFB3087 1.524 5 9 1/0/7 11/1/0 GFB2066 0.549 4 10 6/0/7 26/l/O GFB4041 0.445 6 10 11/0/7 311110 GFB4053 0.478 6 10 16/0/7 36/1/0 GFB4053 0.564 41 11 9/6/7 49/7/0 GFB5067 0.620 41 12 10/0/7 601/O GFB5067 0.999 39 13 3/0/0 23/0/0 GFB5067 0.983 5 14 19/0/0 19/0/0 GFB4033 0,906 5 To,OF Post Snmmnr X-Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt Shear FB/WSF Reaction Force Moment Shear Rl R2 Purlin Bearing Bearing 36/910 2'1-2 7.58 6.74 Stub-2 293.54 9.17 15.91 9.17 - - 98/3/0 2-C.2 7.58 1 6.73 Stub-2 293.45 9.17 15.90 9.17 Frame Deli n Hlember Sumtnnry-Controllinj Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 ControllingCases Reanired Siren th Available Strength Strength Ratios Axial Axial Shear Mom-x Mom-,y Axial Shear Mom-x Mom-} Axial Mem. Loc. Depth + Shear Pr Vr mix Mry Pc VC Mcx Mey + Shear No. ft in. Flexure k k in-k- in-k k k in-k in-k Flexure 1 19.07 50.00 6 -33.1 -1946 t U.0 92.3 4194.1 353.0 0.77 1 20.07 52.00 6 -8.3 24.4 0.35 2 6.97 52.00 6 -32A -2974.1 0.0 250.8 6960.1 353.7 0.49 2 5.50 52.00 6 -11.1 24A 0.45 3 3.60 52.00 40 4. -2566.3 0.0 83.9 3193 1 318.0 0.83 3 3.60 52.00 6 24.7 24.0 1.00 4 0,00 52.00 42 -2.1 -1659A O.0 81.9 2920.3 318.0 0.60 4 0.00 52.00 6 159 24.6 065 5 0.00 42.00 42 -1.9 -1281.2 0.0 52.4 1468.3 183.2 0.89 5 20.28 42.OU 5 -8.7 12.7 0.68 6 0.00 42.00 10 -4.7 1745.6 tl.( 53.7 2763A 116.0 0.68 File: 17-017737- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. Date: 3/22/2019 BUTLER Butler ManufaclurinB 17-017737-01 Revised calculation Rev03 Time:11:41 AM .�...__..._..�.,,_._ Page: 17 of 18 6 6.48 30.36 5 -14.7 17.7 0.83 7 9.93 31.38 6 -10.2 -2587.0 0.0 151.3 2700.5 163.6 0.99 7 6.47 28.81 5 -21.8 21.5 1.01 8 0.96 30.67 5 -10.2 -2310.3 0.0 81.8 2457.3 163.4 1.00 8 .1A6 28.81 6 219 21.5 1.02 9 10.03 42.00 6 -9.7 1504.3 0.0 41.8 2763A 116.0 0.72 9 .1.55 30.37 6 14.8 17.7 0.83 10 20.00 42.00 -2.4 -1283.8 0.0 64.6 1713.0 193.2 0.77 10 0.00 42.00 6 8.7 12.7 0.68 11 9.54 51.54 4: -2.6 -1659.2 0.0 10.1.5 3450.0 318.0 0.49 11 10.01 52.00 -159 24.6 0.65 12 10.0 52.00 3S -5. -26792 0.0 166.3 552S.S 315.0 0.50 12 8.29 52.0 -23.9 24.6 0.97 13 6.97 52.00 5 -32. 2972.9 0.0 250.8 69601 353.7 0.49 13 530 52.00 11.1 24.4 0.45 14 19.07 50.00 5 -33.2 -1945A 0.0 92.3 41',, i 53.0 0.77 14 20.07 52.00 8.5 24.4 0.35 15 1624 13.00 40 -13.2 653.5 0.0 60.3 870.- 661.6 0.89 15 0*01 13.0 -79 42.6 0.19 16 1 7.00 13.00 11 -1. -801.3 0.0 91.9 8092 3562 100 16 0.00 13.00 42 8.4 41,' 0.20 17 16.88 13.00 11 1.0 -789.9 0.0 91.1i 8092 356? 0.98 17 0.00 13.00 42 8.4 41 ' 0.20 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn I lxx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpe QS Qa No. ft in. in. in. in.? in.) in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 19.07 324.50 228.8 22S.8 18.31 3.00 6192.76 32.06 247.31 8.02 300.47 12.7 7 0.5419740.61 1.66 0.91 1.00 0.90 0.48 2 6.97 324.50 47.7 47.7 18.81 3.00 6802.18 32.07 261.62 8.02 319.04 12.8 0 0.55 21365.59 1.03 0.88 1.00 0.90 0.47 3 3,60 729.69 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.16 1.30 1.00 1.00 1.00 0.68 4 0.00 729.69 180.1 180.1 18.75 3.00 6742.06 18.07 259.31 6.02 317.06 9.80 0.77 11979.16 1.15 1.00 1.00 1.00 0.68 5 0.00 729.69 180.0 190.0 11.51 1.83 2735.97 11.27 130.28 3.76 158.41 5.99 0.21 4897.51 1.13 1.00 1.00 0.96 0.65 6 0.00 729.69 159.1 60.0 10.78 L50 2424.08 9.02 115.43 3.01 143.36 4.86 0.15 3931.83 1.01 0.85 1.00 0.84 0.61 7 9.93 729.69 22 22.9 9.49 1.83 1350.14 7.83 86.05 3.13 102.11 4.96 0.24 1881.43 1.03 0.95 1.00 1.00 0.5 8 0,96 729.68 120.1 120.1 9.36 1.88 1278.81 7.83 83.40 3.13 98.76 4.95 0.24 1796.13 1.80 0.97 1.00 1.00 0.7 9 10.03 729.68 180.3 60.1 10.78 1.50 2424.03 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 20.00 729.68 162.1 162.1 11.51 1.88 2735.97 11.2� 130.28 3.76 158.41 5.99 0.21 4897.57 1.15 . 0.97 1.00 0.96 0.62 11 9.54 729.68 162.1 162.1 18.63 3.00 6596.13 18.07 255.98 6.02 312.73 9.79 0.7711764,14 1.15 1.00 1.00 1.00 0.58 12 10.04 729.68 126.0 126.0 18.75 3.00 6742.06 18.01 259.31 6.02 317.06 9.80 0.7711979.16 L20 0.92 1.00 1.00 0.47 13 6.97 324.49 47.7 47.7 18.81 3.00 6902.18 32.0'� 261.62 8.02 319.04 12.8 0.55 21 365.5 1.0 0.88 1.0 0.9 0.47 14 19.07 324.49 228.8 228.8 18.31 3.00 6181.63 32.0 24728 8.02 300.44 12.7 0.5419737,75 1.66 0.97 1.00 0.90 0.48 15 16.2 405.36 389.7 389.7 11.25 4.50 378.75 60.7 58.27 13.50 63.00 20.3 0.78 2373.3 1.1 1.00 1.08 1.00 1.00 16 17.0 408.06 229. 229.0 8.3 3.00 267.88 32.01 41.21 8.00 44.91 12.11 0.31 1275.3 1.00 1.00 1.0 0.99 0.98 17 16.88 405.06 229. 229.0 8.30 3.00 267.88 32.01 41.21 8.00 44.91 12.11 0.31 1275.3 1.0 1.00 1.09 0.99 0.98 File: 17-017737-design revised for endpost moved to grid D test 03 Version: 20182b Butler Manufacturing, a division ofBlueSeope Buildings North America, Inc. SUTLER Date: 3/22'12019 Butler Manufacturing 17-017737-01 Revised calculation Rev03 Time:11:41 AM .__ Page: 18 of 18 User Defined Frame Point Loads for Cross Section:2.1 Side Units T e Description Mavl Locl Offset H ZNJA Dir. Coef. Loc. 2 p CG 6"sprinkler->ResohvedFrom Plane -473.20 55/3/ NA DOWN 1.000 OF 3 p CG 6"sprinkler->Resolved From Plane 473.20 55/3/ N DOWN' 1.000 OF 2000 p D support 1.00 19/1/ NA RIGHT 1.non WA 2001 D support 1,00 19/1/ NA RIGHT 1.000 WA 2.1-2 Q C.2 Q Y x Deflection Load Combinations-Framin No. Origin Factor DefH DefV1 Application Description 1 User 1.000 0 190 1.0 S+1.0 SD S+SD 2 System 1.000 0 180 1.0 L 3 System 1.000 0 180 1.0 SMS 3NIS 4 System 1.000 100 180 .42 W 1> Wl> 5 Svstem 1.000 100 180 .42<Wl Wl 6 System 1.000 100 180 ).42 W2> W2> 7 System 1.000 100 180 .42<W2 <W2 8 System 1.000 100 180 .42 WPL WPL 9 System 1.000 100 180 0.42 WPR WPR 10 System 1.000 50 0 3.0 F>+3.0 EG- F>+EG- 11 System 1.000 50 0 1.0<E 3.0 EG- <E-EG- Controlling Frame Deflection Ratios for Cross Section:2.1 D'so ri lion Ratio Deflection(in.) Member Joint Load Case Load Case Description :H.'l ontal Deflection (H/49) 7.075 13 2 10 E>+EG. x. ertical Deflection for Span 1 (L/1074) -0.700 5 1 3 SMS Maertical Deflection for Span 2 (L/1068) -0.703 11 1 3 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):0.214(Idin) Fundamental Period(calculated)(T):1.050(sec.) Design Story Drift:3.879(in.) Seismic Drift Ratio:0.559(OK) File: 17-017737- design revised for endpost moved to grid D test 03 Version: 2018.2b Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Job No AISC 360-06 Page I-Section Member Calculation Date 03/21/19 BLUESCOPE Prepared B BUILDINGS (builder) Reviewed B project, lRevision Notes: chord beam at wali3 - check Version 1_11 Compression Flange Section 3-Plate SR Limit 1.03 9.0" x 0.375" Yield Strength F,, 55 ksi A e (in) 8.263 Tensile Strength F„ 65 ksi Unbrc'd L, 36.75 ft y o CO o Axial Force P -2.0 k Unbrc'd L,, 19.0 ft _.t ,� x N o _ Moment M, 579 k-in Unbrc'd L_ 19.0 ft u u u Moment M,. (Section) 57 k-in Unbrc'd L b ,,19.0 ft 3 Shear V 5.3 k K,. % 1.0 Stiffeners Req'd? No K, 1.0 _ 9.0" x 0.375" Stiffener Distance a 0.0 in 1.0 Tension Flange Tension Field Action? No /�'b 1.0 Web to top flange weld (SAW): 1/8" Web to bot flange weld (SAW): 1/8", I Weight: 28.1 Ibs/ft flange brace at centre EQ H1-1b:j 0.008+0.587+0.143 =0.74<_ 1.03, OK Section Doubly h 11.25 in V,IVQ 0.29 51.03, OK Symmetric h/r,,; 83.64 T% 30.31 kips (G2-1) h 1, 11.625 in V, 18.15 kips Bending: A R 8.263 in P„ v 454.47 kips (D2-1) P: 8.726 1'bo, 6.0 in P, n 537.1 kips (D2-2) 17.243 Ix 244.09 in 4 P,,,,, 268.55 kips i,1,: 17.243 1 y 45.565 in 4 KL h• 97.09 ,,.: 86.339 Sae 40.681 in3 �, Fes, 43.47 ksi (E4-9) J 130.886 Sx., 40.681 in' Fe} 30.36 ksi (E4-10) Top Flange: Noncompact Sy(min) 10.126 in3 Fez 41.53 ksi (E4-11) Bottom Flange: Noncompact I•c 5.435 in FQ 30.36 (E3,E4) Web: Compact r,, 2.348 in FeY 24.5 ksi (E3,E4,E7) Section: Noncompact h e 11.25 in P 202.45 ksi (E3-1) 1 2.552 in PC COMP 121.23 kips Compression: J 0.3172 in' M,,, 1647.37 kip-in (F3) 9.719 C,,, 1539.3 ins M"y 665.78 kip-in (F6) 34.214 y o 0.0 in M, 986.45 kip-in Top Flange: Slender F,- 35.054 in MCI. 398.67 kip-in Bottom Flange: Slender hp 11.25 in P,./P, 0.02 Web: Slender Z,, 43.49 in3 M,X , 0.59 Section: Slender Z,, 15.238 in3 M,,,/MC1, 0.14 (My on the whole section requires load applied thru the shear center,which is at 6.000"from the outer fiber of the bottom flange) rReviewed ��* AISC Member C2 I-Section Member Calculation 03/21/19 BtUESCOP: BUILDINGS (builder)(project) !Votes: chord beam at wal 3i �ti.2 check Section 3-Plate Self Weight 28.118 plf Self Weight on Minor Axis Modulus of Elasticity 29000 ksi Major Axis x Minor Axis ) seismic load from L Self weight 0.0 28.118 plf model Span (L) 36.75 36.75 ft Uniform load `t86.0 0.0 psf Uniform load trib width 1.0 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 244.088 45.565 inA4 Left reaction 5.255 0.517 kips Right reaction 5.255 0.517 kips Moment at 1/4 L 434.543 42.721 k-in Moment at 1/2 L 579.391 56.962 k-in Moment at 3/4 L 434.543 42.721 k-in Maximum Moment 579.391 56.962 k-in Maximum Deflection 1.658 0.873 in Deflection ratio L/266 L/505 P1 a P2 L General Note: 1,Frame at grid 13.9 is not designed for future expansion.Frame at grid 2.1 is designed for future expansion with a total tributary width of 25ft0(columns at 2.1/B,2.1/C,2.1/D cannot be removed with future expansion,max future expansion is 100ft). 2,Butler steel is not designed for any of the following loads:mezzanine,entrance canopy,power block. 13.9 14 13 12 11 10 O Q. a 6 5 8 6 11 p l D6 D6 Dl Dl D6 D I I I I I I I I I I I I 3 I I I I I I I I I I I I N I 1 1 I 1 I I I I I I I I U D3 I 129 2g I5 g D D9 D D DI D>Zµ . 1 DI p �9 1 I I I 1 1 I I I I I I I I 1 I I 1 1 I I I 1 I I I JD- D6 D6 Dl Ol D6 - D J-8.5c a I�r© 16-�1/2° --�-©. zs,_o° zs-o^ --zY-o• zs,_o„ f----as-o^.. {- —zs,-o�, zs-o^ loan-o^ BL ANCHOR ROD PLAN CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED OFFICE Col �dq Nb CHANGES AUfH 5 7 3/4" UNLESS APPROVED BY THE 4 3'-4 1/2" s=8.50 BUILDING INSPECTOR 3 2'-11 3/4^ Received . 1 1'-o" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) FOR CONSTRUCTION MAR 87 2017 Dimension.Key THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF <•>THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED THE BUTLER MFG.ENGINEER'S SEAL APPLIES D BUTLER MANUFACTURING ANCHOR ROD PLAN BAYS. COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE ONLY TO THE WORK PRODUCT OF BUTLER BUT MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 7540 GENESSEE ST.KANSAS CITY,MO 64102 QEV '. WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. REQUIREMENTS SPECIFIED BY BUTLER. SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT s THE BUTLER MFG.ENGINEER'S SEAL DOES PRIOR WRITTEN APPROVAL OF BUTLER MFG. REv: OnrE: BY: DescRlPrloN: BUILDER: Coast Construction 17-017737 NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE cusroNER: DATE: BUTLER 5/5/2018 DESIGN OF ANY OTHER PRODUCT OR GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION: Arlington,Washington ® DRAMMHECK COMPONENT FURNISHED BY BUTLER EXCEPT DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. WZ / VD TO ANY DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PROJECT Dantrawl Bldg Butler Manufacturing PACE. REQUIREMENTS SPECIFIED BY BUTLER. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DRAwtNcscnLe NTS euaDER•sPOR vPc VERSION:2018.1a W2018 11:30:88 a nNism,of Blue8mm Buildings NoM Amence.Inc. VPC FILENAME:17O1]n]1 Frame Member Schedule Frame Clearances Horiz. Clearance between members l(CX122) and 13(CX123): 120'-10 13/16" Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Detail Cee Mark No Horiz. Clearance between members 1(CX122) and 14(CX123): 120-11" CX122 1 8.0000 .3750 .2500 1-0" 4-4" 31-3 1/2" 1806# Horiz, Clearance between members 2(CX122).and 13(CX123): 120-10 11/16" 2 8.0000 .3750 .2500 4-4" 4'-4" RBX142 3 6.0000 .5000 .2500 4'-4" 4'-4" 20-6 1/2" 1361# Horiz. Clearance between members 2(CX122).and 14(CX123): 120'-10 13/16" 4 6.0000 .5000 .2500 4'-4" 3'-6" Vert. Clearance at member 2(CX122): 26'-8 15/16" RBX143 5 6.0000 .3125 .1875 3'-6" 3'-6" 30'-3 7/16" 1157# Vert. Clearance at member 13(CX123): 26'-8 15/16" 6 6.0000 .2500 .1875 3-6" 2-0" Vert. Clearance at member 15(EPX105): 32'-5 11116" RBX144 7 5.0000 .3750 .1875 2'-0" 2-7 3/8" 20'-0 1/16" 656# Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 8 5.0000 .3750 .1875 2'-7 3/8" 2'-0" RBX145 9. 6.0000 .2500 .1875 2'-0" 3'-6" 30'-0" 1146# ° Q Bolt Connection & Plate Schedule 10 6.0000 .3125 .1875 3'-VI 3'-6 REX146 11 6.0000 .5000 .2500 3'-6" 4'-4" 20'-9 15/16" 1378# Id Qty Grade Bolt Bolt Plate Rows Rows PartNo 12 6.0000 .5000 .2500 4'-4" 4'-4" Dia. Length Thick.. Out In CX123 13 8.0000 .3750 .2500 4-4" 4'-4" 31'-0 1/2" 1806# A 16 A325 3/4" 2 1/2" 5/8" 4 4 0097284 14 8.0000 .3750 .2500 1 -0" 4'-4" B 12 A325 3/4" 2 1/2' 3/8" 2 4 0097284 EPX105 15 9.0000 .5000 .1875 1'-1" 1'-1" 32'-5 11/16" 1034# BR25BC PSH102 C 8 A325 3/4'. 2 1/2" 3/8" 2 2 0097284 EPX106 16 8.0000 .3750 .1875 1'-1" 1-1" 29'-7 3/16" 625# BR25BD JCP053087 D 4 A325 1/2" 2" 1/2" 1 1 0097280 EPX107 17 8.0000 .3750 .1875 1'-1" 1'-1" 29'-4 15/16". 621# BR25BD JCP053087. E 2 A325 3/4" 2 1/21 - - 0097284 B.2 © 0.2 4 14 65'-7 9/16"0.75p:12 3®5'-0^ . 65'''1 9/16^0.750:1] b m 6®v-p° move this flange brace 6 KMA1(2)WBBC to the 7 ri ht side Purlin g „ -- -� =-_- -_-- " RBX144 - -- 7�%115 RBX143 �. � R8];146 RBX142 io N o m detailing to check if new clip GD170120 i2;Nas�2 I],NB C] Gc170120 3/4" IG0f1 is required or not due to I end post length thane O8B4p36 GFB5012 6 1 36 9" I 28'"gm 1 32-5- ,� 32-9^ CL CL CL 31'-0" sL FRAME CROSS SECTION AT FRAME LINE(S) 2.1 BL CITY OF ARLINGTON BUILDING DEPARTMENT 8 35'-9 5/8" Ridge at. DAT�VECY 7 2 ® 2'-9 5/16 $ B 6 2 ® 3'.-1 13/16". NOCHANGEB AUTHOy2 UNLESS APPROVED BY THE 5 3'-3" BUILDING INSPECTOR 4 1'-1" 3 3'-8 1/2" 2 4,-0n 1 8 1/2" Dimension Key Shape Name=Unit 1-Building Wall 4,Frame 13 FOR CONSTRUCTION 1.USE 1/2 X 1 1/2 A325T BOLT(48080)AND NUT(47120) THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF - BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE D 1540 GENESSEE ST.KANSAS CITY,MO 64102 FRAME CROSS SECTION AT FRAME LINE(S)2.1 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT UNLESS NOTED OTHERWISE. REQUIREMENTS SPECIFIED BY BUTLER. SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT Joe r. 5 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE BUTLER MFG.ENGINEER'S SEAL DOES PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV: DATE e" oEsca PTIo+: BuaDER: Coast Construction SIDE OF THE WEB AS THE HILLSIDE WASHER. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR cl>SroMER: DATE: BUTLER to/zz/zote - DESIGN OF ANY OTHER.PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: Arlington,Washington a DRAWNICHECK COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL - - GGA / FAF PROJECT: DentraWl Bldg Butler Manufacturing TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PAGE: 23 REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. oRAvmNcscALE: NTS U1LDER'SP�B: wcvERSION:2018.tc FILENAME:C:1Uwn1818u11NRUb0umm144VY1811T 1741TT3741117417731 FRAME CROSS SECTION AT FRAME LINE(S)2.1.dn SAVE DATE:10130=18 SAVE TIME:10:19:40 LAST SAVED BY:81Bmlllmn a dIAWon of Bl-S8 Bullding4 No*Amx .Ix. Frame Member Schedule O s—nary B—ins schedule Part Width Thick. Webthk Depthl Approx. Lgth Detail Secondary Part Schedule ld Gey M-k NG Spacing ceseo4oloe SHX118 6" .5000 .1345 1'-0" 29'-7 13/16" WSB100, WSB103 Mark Part Thick. Depth Lap Detail 1 4 4'-0• G134 12208ZS340511202 0.0980 8 1/2" 3-10 1/2" WSO1G3, WS12M2, WS10AD Bee BBD: SBX119 6" .5000 .1345 1'-O" 32-7 13/16" WSB100, WSB103 BRRBB5,CMOBA4 SBX120 6" .5000 .1345 1'-O" 27'-8 15/16" WSB100, WSB101, WSB103 G135 12308ZS190301102 0.1130 8 1/2" 3'-10 1/2" WSO1G3, W804C2 G136 08Z31084171102 0.0600 8 1/2" 10 1/2" WSO1G3 SBX121 9" .3750 .1345 1'-0" 30'-8 5/8" WSB100, WSB101, WSB103 G137 OSZ31084161102 0.0680 8 1/2" 10 1/2" WSO1G3 G138 08Z38084174402 0.0600 8 1/2" 2-10 1/2" WSOSG3 Rod, Strut, and Misc. Connection Bolts G139 OBZ38084164402 0.0680 8 1/2" 2-10 1/2" WSO1G3 Id Qty Grade Bolt Diam. Bolt Length G140 12408ZS310511502 0.0730 8 1/2" 3'-10 1/2" WSO1G3, WS12M2, WS10AD 00972B4 2o G141 12508ZS160201402 0.0790 8 1/2" 3'-10 1/2" WSO4C2, WSO1G3 1 2 A325 3/4" 2 1/2" 097 keep original girt keep original girt size and length size and length c.z O Q e.z c I channel brace(typ) I G135 013] 0139 Gill add Z8.5X0.098"with new bay length and 2/10/8 lap at both add Z8.5X0.098"with new bay length end,add channel brace between thisgrt to lower girt and 1/1018 lap at both end I 1 G138 0140 G134 G136 I /mJI BXI1B BB2119 BBx120 6Bx321 ( 0 2S o0cre e T 1-all 1 xl6 0 2 9x16 D 3 19 16 1 Ox10 D 0]0 DR 4 1W3B2 1W3S3 1N380 1W331 3B1.9e 2 I 32,-yn r 32'-9" i ••` CL 8'_9„� CL CL I 131'-0^ SECONDARY ELEVATION AT 2 BL Br. NOTE: REFER TO DETAIL WSB103 FOR FLANGE BRACE field cut the chord beam ATTACHMENT AT CENTER OF ALL SEX CITY OFAR,LI revise chord beam to new bay length, if required BUILDING DEPARTMENT member size and connection same as original size , APPROVED flange brace at centre of bay, DATED CHANGES UNLESSAPPRO141S. BUILDING INSPECTOR 3 GFB1046 2 GFAPS114 1 GFAP1054 FOR CONSTRUCTION O Part Mark Key Shape Name=Unit 1-Building,Wall=3 _ 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 OF BUTLER MANUFACTURING W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE D 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 APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT JoeB: STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER. MDR.N..C sY: DESCRIPTION: BUILDER: Coast Construction 17-017737-01 OF WALL AND ROOF SHEETS. THE BUTLER MFG.ENGINEER'S SEAL DOES PRIOR WRITTEN APPROVAL OF BUTLER MFG. 018 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. NOT APPLY TO THE PERFORMANCE OR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR CUSTOMER: DATE: DESIGN OF ANY OTHER PRODUCT OR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN LOCATION: Arlington,Washington BUTLER 10/22/2, ® DRAWNICHECK: a COMPONENT FURNISHED BY BUTLER EXCEPT ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL PROJECT: Dantrawl Bldg Butler Manufacturing GGA / FAF TO ANY DESIGN OR PERFORMANCE APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING PAGE' 3� REQUIREMENTS SPECIFIED BY BUTLER. TO PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS BUILDER'SPOp: VPCVERSION:2015.1C SAVE DATE:11MI201S SAVE TIME:09:48A9 LAST SAVED BY:(BBYIINB 8 OlNslon W BIue800pe Bulkln0s NdN Amerla,Inc. FILENAME:C:Rleem141BBllle"1DOcumemelFY1B117 17-017 7 37-0111T-01"3T_SECONDARYELEVATIONAT2.dw0