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Home My WebLink AboutB17-2710 040-260-056m CALCULATION PACKAGE BUILDER: SUPERIOR CONSTRUCTION CUSTOMER: TOM HUSING JOB NUMBER: 16-B-11185 TABLE OF CONTENTS Original Design Completed thru Change Order # 01 Revision History Rev # Update Reason for Revision Pages Revised Reactions. Page LOC 1 Design Criteria 2 Building Sketch 3 Design Summary 4-12 Special Detail 13 -14 - Design Reactions 15-16 Seismic Desi 16-18 Original Design Completed thru Change Order # 01 Revision History Rev # Update Reason for Revision Pages Revised Reactions. Date Eng. Revised Project Engineer: Meeram Jeelani (Fairview) Checking Engineer: Akula Sai Krishna Signing Engineer: Ronald Bennett, P.E B17-2710 RC2/B-4 040-260-056 JANUARY 5, 2018 S'T'ORAGE BLDGAO ELEC QROf ESS/04 G� W No. C050732 � m sT�l CIVIL e0f �At1E4� Iz-Zo-I� N V1 I 1 I 11A � BUILDING COMPANY ACCREDITED' An NCI Company AC 472 December 19, 2017 SUPERIOR CONSTRUCTION 4241 EAST BRUNDAGE LANE BAKERSFIELD, CA 93307 16-B-11185 TOM HUSING DURHAM, CA 40'-0" x 80'-0" x 14'-0 To Whom It May Concern: Please note -these drawings and/or calculations are not signed by the original NCI supervising engineer. In keeping with the engineering ethics statutes please notify all state and/or local officials of this change. Thank you for your patience in this matter. This is a rare, but sometimes unavoidable.occurrence in our industry and we assure you that we are handling in an ethical manner. This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Metallic Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Metallic Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially,Q ROFESS/o W. Q�pf ESS/�� p BF F2� Metallic Building Systems p�y� w•� �� Z Materials for Metal Buildings No. C050732 m An NCI Company a K0. CQ5D73ao 2 2� Ronald W. Bennett, P.E. ` fCALMw' Chief Design Engineer��...Z� _ of CAIN ' 12/20/17 16-B-11185 n 0 METALLIC BUILDING COMPANY Job Number: 16-B-11185 Jobsite: DURHAM,CA 95938 Designer: MJL Checker: PNR Revision:'A Date: 8/21/17 By: Pages Revised: Building Code ....................... CBC 16 Risk Category ......................... II - Normal Roof Dead Load Superimposed .................... 2.000 psf Collateral ....................... 3.000 psf Roof Live Load ....................... 20.00 psf (Reducible) Snow Wind Ground Snow Load (Pg)........... 0.00 psf Snow Load Importance Factor (Is) 1.00 Flat Roof Snow Load (Pf)........ 0.00 psf Snow Exposure Factor (Ce)....... 1.00 Thermal Factor (Ct)............. 1.00 Ultimate Wind Speed............ 110 mph Nominal Wind Speed (Vasd)...... 85 mph (IBC Section 1609.3.1) Serviceability Wind Speed ......72 mph Wind Exposure Category ......... C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas 24.171 psf pressure -32.167 psf suction Other Areas 24.171 psf pressure -26.185 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category......... D Soil Site Class ................. D Stiff Soil Ss .............................. 0.6120 g Sds ..... 0.5346 g 51 .............................. 0.2720 g Shc ..... 0.3366 g Analysis Procedure .............. Equivalent Lateral Force Column Line 2 TO 4 1&5 SWA&SWC Basic Force Resisting System C4 B3 B3 Response Modification Coefficient (R) 3.25 3.25 3.25 System Over -Strength Factor (Omega) 2.5000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.165 0.165 0.165 Design Base Shear in kips (V) Transverse 4.27 Longitudinal 4.25 Basic Structural System (from ASCE 7-10 Table 12.2-1) C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames *********************************************************************** * "The design collateral load has been uniformly applied to the design* * of the building. Hanging loads are to be attached to the purlin * web. This may not be appropriate for heavily concentrated loads. * Any attached load in excess of 150 pounds shall be accounted for by * * special design performed by a licensed engineer using concentrated * * loads and may require separate support members within the roof * system." *********************************************************************** r 2 08/21/17 Provide 2X2X1/8" FB w/o back up plate @ indicated O O O ® O locations , ------------------ ---------------------------- _ O I I \F I I I I I I I I I 1 I I I I I I ® I ---------- ----------- ----------- ---------- 1 O I I I I ' 1 I I . I I I I I 1 O I 1 O Provide sub -jambs O3 Move FBs to otherUlf O side of column 16-B-11185 Framing Layout 8/21/17 3 08/21/17 4 08/21/17 -------------------------------------------------------------------------------- 16-B-11185 FRAMING SUMMARY: ------------ Roof 8/21/17 2:29am PURLIN LAYOUT: -------------- Surface Purlin Surf Ext Stub Purlin Total Peak-Set_Space- Id Type Left Right Left Right Rows Space Space Row ------- ------ ----- 2 ZB 0.00 ----- ---- 0.00 N ----- ----- N 4 ----- ----- 1.33 4.68 --- 4 3 ZB 0.00 0.00 N N 4 1.33 4.68 4 PURLIN LOCATION: ---------------- Surface Purlin Surf Id Id Offset ------ ------ ------ Space ----- 2 1 4.68 4.68 2 9.37 4.68 3 14.05 4.68 4 18.74 .4.68 20.07 1.33 3 1 1.33 1.33 2 6.02 4.68 3 10.70 4.68 4 15.39 4.68 20.07 4.68 PURLIN & EAVE STRUT: -------------------- Surface Bay -Purlin_Lap- IS Flg Eave Id Id Part ------- ----------- Left ------ Right Strap ------ ------ Strut -------- 2 1 8X25216 2.33 0 8ES1L14 2 8X25Z16 2.33 1.33 0 8ES11,14 3 8X25216 1.33 2.33 0 8ES1L14 4 8X25216 2.33 0 8ES11,14 3 1 8X25216 2.33 0 8ES1L14 2 8X25Z16 2.33 1.33 0 8ES1L14 3 8X25Z16 1.33 2.33 0 8ES11,14 4 8X25216 2.33 0 8ES1L14 ROOF BRACING:' ------------ Bay Attach_Locate Id Start End Type Part Dia 4 0.00 20.00 Rod WR0800 0.500 20.00 40.00 Rod WR0800 0.500 BOLT AT EAVE STRUT: -------------- Wall Frame -Line Lap ------- Bolt ------ Id Id Type Plate No. Type -Size Dia Washer 2 1 EW - 2 A325 0.500 0 2 2 RF N 2 A325 0.500 0 2 3 RF N 2 A325 0.500 0 2 4 RF N 2 A325- 0.500 0 4 08/21/17 2 5 EW - 2 A325 0.500' 0 , 4 1 EW - 2 A325 0.500- 0 4 2 RF N 2 A325 0.500 0 4 3 RF N 2 A325 0.500 0 9 4 RF N 2 A325 0.500 0 4 5 EW - 2 A325 0.500 0 PURLIN ANTI -ROLL: ----------------- Surf Line Ds_ARoll No. Id Id AntiRoll Type Id Purlin Purlin Id ---- ------------------------- ------ -------------------- 2 L_EW Clip w/gusset @001 1 4 2 RF Clip w/gusset @004 1 4 2 R_EW Clip w/gusset @001 1 4 3 L_EW Clip w/gusset @001 1 1 3 RF Clip w/gusset @004 1 1 3 R_EW Clip•w/gusset @001 1 1 16-B-11185 FRAMING SUMMARY: Left Endwall 8/21/17 2:29am RAFTER: Surf Id Id Part Length ------ ------------ ------ Rafl 2 1OF35C12 20.07 Raft 3 l0F35C12 20.07 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 31 0.00 M 7.50 0.375 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: Grid Base Id Offset Line Part Length Elev Coll 0.67 C 8F25C14 12.53 0.00 Co12 20.00 B 8F35C13 14.14 0.00 ` Co13 39.33 A 8F25C14 12.53 0.00 BASE PLATE: ----------Plate-------- -----Anchor Bolt----- Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia ------ ---- ----- ------ ----- ----- ----- ----- --- --- ----- ----- Coll S3 7.00 8.00.0.250 GR36 0.625 3.00 1 0 Co12 S3- 7.00 8:00 0.250 GR36 0.625 3.00 1 0 Co13 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 CAP PLATE: -----Bolts----- Id No. Type Dia Coll 4 A325 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 5 . 08/21/17- GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End --- ------ ---- ,Left Right Left Right Rot -------- ----- ----- 1 7.50 ZF 8X25Z14 0.00 20.00 ---- ----- Col Col ----- 0.00 ----- 0.00 --- D 11.00 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D --- ------ ------------ ----- ----- 2 7.50 ZF 8X25Z14 0.00 20.00 ---- ----- Col Col ----- •0.00 ----- 0.00 --- D 11.00 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: No. Brace/Bay 1- 2 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia 1 0.00 14.14' Rod WR0800 0.500 ---------------- 16-B-11185 FRAMING SUMMARY: Right Endwall• 8/21/17 2:29am RAFTER: Surf Id Id Part Length Rafl 2. 10F35C12 20.07 Raf2 3, 10F35C12 20.07 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row -- ------ ---- ----- ----- ----- ----- ----- Space Row Space 3 0.00 M 7.50 0.375 A325 0.625 :--- 3.50 ',2 ----- 4.00 --- 2 ----- 4.00 COLUMN: Grid Base Id. Offset Line Part Length Elev Coll 0.67 A BF25C14 12.53 0.00 Co12 20.00 B BF35C13 14.14 0.00 Co13 39.33 C 8F25C14 12.53 0.00 BASE PLATE: ----------Plate-------- -----Anchor Bolt----- Base_Clip_Bolts Id Type Width Length Thick Type ------ ---- ----- ------ ----- ----- Dia Gage ----- ----- Row No. --- --- Type Dia -Coll S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 ----- ----- Col2 S3 7.00 8.00 0.250 GR36. 0.625 3.00 1 0 Co13 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 CAP PLATE: 6 08/21/17 -----Bolts----- Id No.'Type Dia ------ --- ----- ----- Coll 4 A325 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 GIRT ,LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.50 ZF 8X25Z14 0.00 20.00 Col Col. 0.00 0.00 D 11.00 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D --- ------ ------------ ----- ----- ---- ----- ----- ----- -- 2 7.50 ZF 8X25Z14 0.00 20.00 Col Col 0.00 0.00 D 11.00 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 2 0.00 14.14 Rod WR0800 0.500 16-B-11185 FRAMING SUMMARY: Front Sidewall 8/21/17 2:29am OPENING LAYOUT: --------------- Open -----Bay----- ------- Opening _ Size ------ Id ' Id Offset Width Height Sill Note 1 2 1.50 12.00 12.00 0.00 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Id Id Member Offset Locate Part Length ---- --- ------ ------ ------ -------- ------- 1 2 Jamb -L 1.50 0.00 8F35C14 12.00 Jamb -R 13.50 0.00 8F35C14 12.00 GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----- ---- ----- ----= ----- --- 1 7.50 ZB 8X25Z13 0.00 20.00 Col Jamb 0.00 0.00 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZO 8X25Z16 13.50 20.00 Jamb Col 0.00 0.00 D 12.00 CO 8X35C14 0.00 20.00 Col Col 0.00 0.00 U --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 3 7.50 ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 7 08/21/17 4 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 A 0 0 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- _ ------ ---------------------- ----- 4 0.00 14.00 Rod WRO800 0.500 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 16-B-11185 FRAMING SUMMARY: Back Sidewall 8/21/17 2:29am --------------------=---------------•-------------------------------------------- -------------------------------------------------------------------------------- GIRT LAYOUT: ------------ Bay Bay Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ---- -------- ----- ----- ---- ----- ----- ----- --- 1 7.50 ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 3 7.50 ZB 8X25Z16 0:00 20.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 4 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 3 4 0 0 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 1 0.00 14.00 Rod WR0800 0.500 16-B-11185 FRAMING SUMMARY: Rigid Frame 1 8/21/17 2:29am LAYOUT: Type RF No: Line • 2 Frame Line Id 2 3 Grid Line Id 2 3 MEMBER: Surf Mem Seg Flange Flange-Web_Depth- -Plate Thickness - Id Id 'Id Part Length Width Start End Web 0-flg I-flg ---- --- ----------- ------ ------ ----- ----- ----- ----- ----- 1 1 1 13.35 5.00 9.00 13.00 0.134 0.250 0.250 8 08/21/17 2 2 2 8.35 5.00 11.00 11.00 0.134 0.250 0.250 2 2 3 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 4 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 5 8.35 5.00 11.00 11.00 0.134 0.250 0.250 4 4 6 13.35 5.00 13.00 9.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id•Locate Type Width Thick Type Dia' Gage Row Space Row Space• -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 2 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev ---------- ---- ----- ------ ----- ----- ----- ---- ----- Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ------------- Surf No. Id Locate Side Part Clip 1 1, 1 L2X2X14G 2 1 1 L2X2X14G 2 2 1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 3 3 1 L2X2X14G 3 4 1 L2X2X14G 4 1 1L2X2X14G BEARING.STIFFENER: ------------------ Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 16-B-11185 FRAMING SUMMARY: Rigid Frame 2 8/21/17 2:29am LAYOUT: Type RF No. Line 1 Frame Line Id 4 Grid Line Id 4 MEMBER: - Surf Mem Seg Flange Flange-Web_Depth- -Plate Thickness - Id Id Id Part Length Width Start End Web O-flg I-flg ---- --- ----------- ------ ------ ----- ----- ----- ----- ----- 1 1 1 .13.35 5.00 9.00 13.00 0.134 0.250 0.250 2 2 2 8.35 5.00 11.00 11.00 0.134 0.250 0.250 9 08/21/17 2 2 3 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 4 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3. 3 5 8.35 5.00 11.00 11.00 0.134 0.250 0.250 4 4 6 13.35 5.00 13.00 9.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space 2 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750.. 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row •Elev ---------- ---- ----- ------ ----- ----- ----- ---- ----- Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4.00, 2 0.00 FLANGE' BRACE : Surf No. Id Locate Side Part Clip 1 1 1 L2X2X14G 2 1 1 L2X2X14G 2 2 1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 3 3 1 L2X2X14G 3 4 1 L2X2X14G 4 1 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 0 10 08/21/17 w1a 11sa to . P. I fW, Mum _ - �+/r A W -C 0117 -TD -0117 d: 51FII FRAME CROSS SECTION: FRAME UNE 2 3 4M NOTES - . L mum =3 WIN AMII M i eau mom , wcm+ra V FIN mem Am er aro L motallic �1uNding company SPIXM AS fim0®m JIM M ADUNDAgLpL�7��IIe 11E IW ,,��,I, STIlCIIMI Alfie ISD ALIY AM Q AWO RIEFR W= R ml M' 1��11� 40-"M W 77210 Ri1l1SM10 w EE oomwu m fff ISD 11E ap p DIIHIUED TMS7 of nw mm MW MIS M law �� l0Y MSD iD®I ImDOR 16ICaYG�BE ro Pft www" AM " Ram we°O1DDcnwa�Ela saiDx I o �Rienm anme >a�l mclDclw aEae sol aero 9leassn sE a711@IaD al DB AIS w7r >ip WIDN WIM M 110NIA lei 2. fU FM QaEWW W lSOD9M fIWDD SAeE BE D= Mel ASD DIM wDucF Mu RASE um D A KIIW >im ■EHA ®[ s M6T7LL ME iU1H ewers ON aWM AND WnR AS SM:/h LLT2 , A %-B-11166 E7 11 1 • 11 08/21/17 57fiM UK Nat I 0..t 71tl Lanalb ist-f I W 1 12 1/E 1/4 Jr YM W a maIYM. -07 6■ C. A It 217A 653-B i IMOD) 12 08/21/17 Ll 1� 1 11 A IR 1/C C FRAME CROSS SECTION: FRAME LINE 4 F' MA �,$-;R a, „�, „� " °" �' metallic building company f, �. SFMM AS REDO= AM W, sync UM M AM � � r 7301 FM*, INTO M WA% VA = 4= lAM Ql gpl� A.IE VAEIEI® CMI BE AMMIUM BY % n[ lul -WV i6= R ID 77Mf (113) 166 -TM EP "Me TWOM OW 0 1N67 CI7 Thi MM CMMBLL13 01 CNA 1B1®1 ImOOR As AIMLsmm AMC FNW= Al HM "Ram MOMF��C C-ncC CNS 61BL11R4 SBiow QSIDrA su{flml We1NL7O1 =an 6CD613O0. IIE Cp661p6 01 NR INR BIP CINW. L NE 176D CUM= OF =OINNR7 ffAM %ft 6E GM NCI AM MM CID COB UNE MR"= D I NA61I 6161 rAm 66 a IMM M MK ® oI MM AM NM As g :. r1A f A 16-8-11186 EB A 12 08/21/17 Ref # ED00001 X Date Rev Mav'17 00 Double Sub -Jamb for DBCI door Mounting Plat (Not by Metal Bldg. Mfr.) , I AN I I I I I ' ' I I I I I I I ' ' II i ii, rI Mounting Bracket (Not 'by Metal �,— Bldg. Mfr.) eader Bolt (Not. b Metal Bldg. Mfr.) Jamb Job Number 16-B-11185 ub Jambs 13 08/21/17 14 08/21/17 ------------ 16-B-11185 Bracing Reactions Report: 8/21/17 2:29am BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k )------- ---Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) .Loc Line Line Horz Vert Horz Vert Wind Seismic Notes ---- ----------- ----- ----- ----- ----- ------------- ----- L-EW-1, C ,B 1.28 0.94 0.61 0.45 F SW A 4 ,5 2.52 1.53 2.13 1.29 R EW 5 B ,C 1.28 0.94 0.61 0.45 B SW C 5 ,4 2.52 1.53 2.13 1.29 ---- ----------- ----- ----- ----- ----- ------------- ----- Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 16-B-11185 Additional Reactions Report: 8/21/17 2:29am ------------ Rigid Frame Column Reactions(k ) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- Floor Live ----Snow--- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2* C 0.4 1.2 0.5 1.2 1.9 4.8 0.0 0.0 0.0 0.0 2* A -0.4 1.2 -0.5 1.2 -1.9 4.8 0.0 0.0 0.0 0.0 4 C 0.4 1.2 0.5 1.2 1.9 4.8 0.0 0.0 0.0 0.0 4 A -0.4 1.2. -0.5 1.2 -1.9 4.8 0.0 0.0 0.0 0.0 Frame Col -Snow -Drift Slide -Snow Wind_Leftl Wind_Rightl Wind_Left2 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- -=--- ----- 2* C 0.0 0.0 0.0 0.0, -4.4 -7.9 0.3 -4.8 -4.4 -4.7 2* A 0.0 0.0, 0.0 0.0 70.3 -4.8 4.4 -7.9 -0.4 -1.5 4 C 0.0 0.0 0.0 0.0 -4.6 -8:1 0.4 -4.7 -4.5 -4.8 4 A 0.0 0.0 0.0 0.0 -0-.9 -4.6 4.7 -8.0 -0.5 -1.5 Frame Col Wind_Right2-Wind_Press -Wind Suct- Wind_Longl Wind_Long2 Line. Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* C 0.'4 =1.5 0.0 0.0 0:0 0.0 -0.5 -7.0 -0.8 -5.7 2* A '4.4 -4.7 0.0 0.0 0.0 0.0 0.8 -5.7 0.5 -7.0 4 C 0.7 -1.3 0.0 0.0 0.0 0.0 -0.8 -8.7 -1.0 -7.4 4 A 5.2 -4.9 0.0 0.0 0.0 0.0 0.0 -7.0 -0.2 -8.4 Frame Col-Seis_Left--Seis_Right-Seis_Long- ----Temp--- ----Rain--- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* C -0:7 -0.5 0.7 0.5 0.0 0.0 0.0 0.0 0.0 0.0 2* A -0.7 0.5 - 0'.7 -0.5 0.0 0.0 0.0 0.0 0.0 0.0 4 C -0.7 -0.5 0.7 0.5 0.0 -1.7 0.0 0.0 0.0 0.0 4 A -0.7 0.5 0.7 -0.5 0.0 -1.7 0.0 0.0 0.0 0.0 ------------------------------------=----------------------------------------- 15 08/21/17 2* Frame Lines:2 3 Endwall Column Reactions(k ) ----------------------------- Frame Col Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 ` Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 C 0.3 0.2 1.6 1.3 -3.0 0.0 -0.1 1.3 -3.0 1 B 0.7 0.7 4.9 0.0 -3.8 1.3 -5.8 0.0 `-3.8 1 A 0.3 0.2 1.6 0.0 -1.1 0.0 -2.1 0.0 -1.1 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 _ C 0.0 -0.1 0.0 0.0 0.0 -2.0 0.2 -1.2 1 B 1.3 '-5.8 -2.7 2.9 0.2 -5.0 0.0 -4.7 1 A 0.0 72.1 0.0 0.0 0.0 -1.0 0.0 -2.1 Frame Col Seismic _Left Seismic Right Line Line Horz Vert Horz Vert 1 C 0.8 -0.6 0.0 0.6 1 B 0.0 0.6 0.8 -0.6 1 A 0.0 0.0 0.0 0.0 ----------- --------------------------------------------------------------- Frame Col Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- 5 A 0.3 0.2 1.6 0.0 -2.1 0.0 -1.1 0.0 -2.1 5 B 0.7 0.7 -4.9 1.3 -5.8 0.0 -3.8 1.3 -5.8 5 C 0.3 0.2 1.6 0.0 -0.1 1.3 -3.0 0.0 -0.1 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 5 A 0.0 -1.1 0.0 0.0 0.0 -2.1 0.0 -1.0 5 B 0.0 -3.8 -2.7 2.9 0.0 -4.7 0.2 -5.0 5 C. 1.3 -3.0 0.0 0.0 0.2 -1.2 0.0 -2.0 Frame Col Seismic _Left Seismic Right Line Line Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- 5 A 0.0 0.0 0.0 0.0 5 B 0.8 -0.6 0.0 0.6 5 C 0.0 0.6 0.8 -0.6 ------------------------------------------------------------------------------ 16-B-11185 Seismic Design Report: 8/21/17 2:29am Building Data Code =IBC 15 Length = 80.00 Width = 40.00 Left Eave Height. = 14.00 16 08/21117 Right Eave Height = 14.00 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame)_ = 0.231 T(Braced Frame) = 0.145 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.802 0.1646 W = 23.59 (k ) Zone/Design Category= D 3.88 (k ) Force, E _ 5.05 (k ) Ie = 1.000 R = 3.25, Rho= 1.30, Omega= 2.00 Cs = S1 = 0.272 12.91 (k ) Force, V = 2.13 (k ) Shc = 0.337 Force, E = 2.76 (k ) Back Sds = 0.535 Cs = 0.1646 W = Seismic Dead Load, W V = 2.13 (k ) Force, Em = 4.25 (k ) -------------------- Frame Dead = 2.00 (psf ) Roof Dead = 2.00 (psf ) Collateral = 3.00 (psf ) Roof Total = 7.00 (psf ) Weight= 22.40 (k ) L_EW Dead = 2.00 (psf ) Weight= 0.59 (k ) F_SW Dead = 2.00 (psf ) Weight= 1.12 (k ) R_EW Dead = 2.00 (.psf ) Weight= 0.59 (k ) B_SW Dead = 2.00 (psf ) Weight= 1.12 (k ) Total = 25.83 (k ) Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1646 W = 23.59 (k ) Force, V = 3.88 (k ) Force, E _ 5.05 (k ) Sidewall Bracing Front R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 12.91 (k ) Force, V = 2.13 (k ) Force, Em = 4.25 (k ) Force, E = 2.76 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 12.91.(k ) Force, V = 2.13 (k ) Force, Em = 4.25 (k ) Force, E = 2.76 (k ) 17 08/21/17 18 08/21/17 Endwall Bracing Left R = 3.25, Rho= •.1.30, Omega= 2.00 Cs = 0.1646 W = 3.71 (k ) Force, V = 0.61 (k ) Force, Em = 1.22 (k ) Force, E = 0.79 (k ) Right R = 3.25, Rho= 1.30; Omega= 2.00' Cs = 0.1646 W = 3.71 (k ) Force, V = 0.61 (k ) Force, Em = 1.22 (k ) Force, E = 0.79 (k ) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1646 Frame 1 W = 6.17 (k ) Force, V = 1.02 (k ) Force, E = 1.32 (k ) Frame 2 W = 6.17 (k ) Force, V = 1.02 (k ) Force, E = 1.32 (k ) End Plates Frame R = 3.25, Omega= 2.50 Total Base Shear Longitudinal Force, V = 4.25 ,(k ) Transverse Force, V = 4.27 (k ) 18 08/21/17