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Home My WebLink AboutAPPROVED STRUCTURAL CALCS - 21-00577 - Storage 1910 - Bldg 1Author Name Author Email Author Phone No.: Cody Jones Cody.Jones@rexburg.org 208-372-2173 Description : Storage 1910 - Bldg 1 Address : 4550 S 3300 W Record Type : Madison County - Commercial Document Filename : Storage 1910- P53988 Calculations[10463].pdf Comment Author Contact Information: Corrections in the following table need to be applied before a permit can be issued Review Report Approved # 21-00577 Page Reference Annotation Type Author : Department Status Page Review Comments Applicant Response Comments 1 Stamp Cody Jones : Building Open 1 Approved - Building Inspector Madison County - Commercial Approval of plans does not constitute approval of variance from code Powered by TCPDF (www.tcpdf.org) Trachte Building Systems, Inc. Project Calculations Per 2018 International Building Code Brandon Roberts Thorton, ID TBS Plan Number: P53988 March 25, 2021 Table of Contents Buildings #1 and #2 Pages A1 – A8 Building #3 Pages B1 – B7 Buildings #4 and #5 (10ft Bay) Pages C1 – C7 Building #4 (20ft Bay) Pages D1 – D7 Prepared By Claire Z. Robinson Reviewed By P R O F E S S I O N A L E N G I N E E R L I C ENSED S T A T E O F I D A H O R OSS T . M O R I Ross T. Mori 2021.05.14 13:20:49-05'00' TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER "Brandon Roberts"PREPARED_BY "Claire Z. Robinson" LOCATION "Thorton, ID"REVIEWED_BY PLAN_NUMBER "P53988" BUILDING "#1 and #2" CODEBODY "IBC 2018" BUILDING DESCRIPTION BAY WIDTH bay 10ftPURLIN BRIDGING PBridging "no" ROOF PITCH Rpitch 0.5 in ftBUILDING HEIGHT height 8ft 4inROOF MATERIAL Roof "SSR" BUILDING WIDTH width 20ftPURLIN SPACING P space 5ft ROOF ANGLE θ 2.39 degBUILDING LENGTH length 60ftINT. PARTITION PANEL Ptpanel "yes" ROOF TYPE Type "Lean-to"FLOOR TO FLOOR lower 0ftINT. LATERAL BRIDGING Bridge "no" RISK CATEGORY UseGroup "I"Use "I" or "II"FOUNDATION SLOPE Fndslope 0% SNOW LOAD SEISMIC LOAD P g 50psfGROUND SNOW LOAD ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE E snow "C"SNOW EXPOSURE CATEGORY BUILDING FRAME SYSTEM BFS "Light Frame Wall w/ Flat Strap Bracing" IS 0.8SNOW IMPORTANCE FACTOR SEISMIC SITE CLASS Siteclass "D" Ct 1.2THERMAL FACTOR SHORT PERIOD SPECTIAL ACC.S S 0.368 Exp "Partial"SNOW EXPOSURE 1 SECOND PERIOD SPECTRAL ACC.S 1 0.141 Lr 20psfROOF LIVE LOAD FLAT ROOF SNOW LOAD P f 34 psfSPECTRAL RESPONSE ACC.S DS 0.37 UNBALANCE SNOW LOAD P unbalanced 34 psfSPECTRAL RESPONCE ACC.S D1 0.21 SNOW LOAD USED IN DESIGN P S 34 psfRESPONSE FACTOR Response 4 RAIN SURCHARGE RainSurcharge 0 psfSEISMIC DESIGN CATEGORY SeismicDC "D" WIND LOAD SEISMIC RESPONSE COFFICIENT Cs 0.09WIND VELOCITY V ult 100mph V asd 77 mph WIND EXPOSURE CATEGORY E wind "C" EDGE STRIP WIDTH a3ftDEAD LOAD DR 3 psfCOMPONENTS AND CLADDING (Method 2)ROOF DEAD LOAD DP 3 psfENDWALL GIRT FEG 23 psfPARTITION DEAD LOAD DL 0 psfSIDEWALL GIRT FSG 22 psfADDITIONAL LONG. DEAD LOAD DT 0 psfPURLIN Fpurlin 21psfADDITIONAL TRANS, DEAD LOAD MAIN WIND FORCE (Method 2)BASE SHEAR LONGITUDINAL TRANSVERSE WALL SuctionandPressure()FW 16 psfSEISMIC V Ls 870lbV Ts 145lb ROOF FR 8 psfWIND V Lw 840lbV Tw 511lb ANCHOR INFORMATION EDGE DISTANCE EdgeDistance 3 P53988_#1,#2.xmcd A1 3/25/2021 CONCRETE STRENGTH Concrete 2500 ϕN 0.65Table 3 - ESR-3889 ϕVs 0.60Table 4 - ESR-3889 ϕVc 0.70Table 4 - ESR-3889 do_.375 0.375indo_.5 0.5innominal anchor diameter (table 1 ESR 3889) hef_.375 1.33inhef_.375_3 1.75inhef_.5_2.5 1.75inhef_.5_3.5 2.17ineffective embedment (table 1 ESR 3889) cac_.375 5.0incac_.375_3 6.3incac_.5_2.5 3.3incac_.5_3.5 5.9incritical edge distance (table 1 ESR 3889) ψcn 1.0modification factor for cracked and uncraked concrete (tabel 4 ESR 3889 kc 17effectiveness factor for cracked concrete (table 4 ESR 3889) Np 0kipcharacteristic pulout strength, cracked concrete (table 4 ESR 3889) le_.375 1.33inle_.375_3 1.75inle_.5_2.5 1.75inle_.5_3.5 2.17inload bearing length of anchor (table 4 ESR 3889) Nsa_.375 8.730kipNsa_.5 20.475kipsteel strength in tension (table 3 ESR 3889) V sa_.375 3.465kipV sa_.5 8.860kipsteel strength in shear (table 4 ESR 3889) Corner Anchor nc 1number of bolts at column ca1_c 2.75indistance between bolts from edge 2 s1_c 0indistance between bolts along edge 1 ca2_c 2.75indistance of bolts from edge 1 s2_c 0indistance between bolts along edge 2 eN_c 0indistance from resultant tension load to centroid of anchors in tension ev_c 0indistance from sultant shear load to centroid of anchors in shear Exterior Anchor ne 2number of bolts at column ca1_e 2.75indistance between bolts from edge 2 s1_e 0indistance between bolts along edge 1 ca2_e 100indistance of bolts from edge 1 s2_e 5indistance between bolts along edge 2 eN_e 0indistance from resultant tension load to centroid of anchors in tension ev_e 0indistance from sultant shear load to centroid of anchors in shear Interior Anchor ni 1number of bolts at column ca1_i 100indistance between bolts from edge 2 s1_i 0indistance between bolts along edge 1 ca2_i 100indistance of bolts from edge 1 s2_i 0indistance between bolts along edge 2 eN_i 0indistance from resultant tension load to centroid of anchors in tension ev_i 0indistance from sultant shear load to centroid of anchors in shear P53988_#1,#2.xmcd A2 3/25/2021 ANCHOR FORCE SUMMARY SHEAR UPLIFT WIND / LONGITUDINAL / INTERIOR V wil 0lbNwil 130lb WIND / LONGITUDINAL / EXTERIOR V wel 168lbNwel 415lb WIND / TRANSVERSE / INTERIOR V wit 57lbNwit 130lb WIND / TRANSVERSE / EXTERIOR V wet 170lbNwet 278lb SEISMIC / LONGITUDINAL / INTERIOR V sil 0lbNsil 280lb SEISMIC / LONGITUDINAL / EXTERIOR V sel 828lbNsel 550lb SEISMIC / TRANSVERSE / INTERIOR V sit 31lbNsit 280lb SEISMIC / TRANSVERSE / EXTERIOR V set 92lbNset 25lb ULTIMATE LOADS FOR ANCHORS Tension (Interior)Tension (Exterior)Shear (Interior)Shear (Exterior) TensionI 847.44lbTensionX 1316.03lbShearI 912.63lbShearX 1247.4lb Bolt Interatction Check Applied Uplift / Tension + Applied Shear / Shear < 1.2 Longitudinal Transverse Interior Anchors Wind Anchori_wl 0.15Wind Anchori_wt 0.22 Siesmic Anchori_sl 0Siesmic Anchori_st 0.03 Exterior Anchors Wind Anchore_wl 0.45Wind Anchore_wt 0.35 Siesmic Anchore_sl 1.08Siesmic Anchore_st 0.07 Cormer Anchors Wind Anchorc_wl 0.21Wind Anchorc_wt 0.21 Siesmic Anchorc_sl 0Siesmic Anchorc_st 0 ANCHOR Interior Anchori "3/8" x 2.5"" Exterior Anchore "3/8" x 2.5"" P53988_#1,#2.xmcd A3 3/25/2021 PANEL CHECK PANEL CAPACITY V all 53 plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL 16.42ft LONGITUDINALSHEAR PANEL PanelL 0 TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT 9.64ft TRANSVERSE SHEAR PANEL PanelT 20ft LONGITUDINAL SHEAR WALL PanelCheckL "not ok"(IF PANEL CHECK IS "OK" NO STRAP BRACES REQUIRED FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS MAY BE REQUIRED FOR ANCHORING)TRANSVERSE SHEAR WALL PanelCheckT "ok" STRAP BRACES (IF REQUIRED) LONGITUDINAL StrapsL 2 TRANSVERSE StrapsT 0 Allowable Tension in Strap Ta 2470.06lbGAUGE OF STRAP Gage 16STRAP WIDTH ws 2in Longitudinal Strap Angle BraceangleL 39.81 deg Transverse Strap Angle BraceangleT 39.81 deg Longitudinal Tension on Strap TL if PanelCheckL "ok"=0 max V Ls VLw cos BraceangleL  TL 1132.9lb Transverse Tension on Strap TT if PanelCheckT "ok"=0 max V Ts VTw cos BraceangleT  TT 0lb (Note: Compression member to be designed seperately, see additional calculations. Compression memeber needed only when StrapsT > 0) P53988_#1,#2.xmcd A4 3/25/2021 INPUT VALUES PURLIN BRIDGING SPACING PurlinBridgeSpace 60 DEPTH OF PURLIN webP 77, 9, 11 or 12 JAMB SUPPORT StubPostJ "no"HEIGHT OF HORIZONTAL BRACING BridgeHeight 4.58ft Cbrace 3.06ftWIDTH OF INTERIOR COLUMN webI 3.5CORNER COLUMN UNBRACED LENGTH (y & t) SIDE WALL COLUMN webS 3.5ColumnNumberSW 2SIDEWALL GIRT webG webSGirtNumber 1 END WALL COLUMN webE 3.5ColumnNumberEW 2ENDWALL GIRT webGE webEEGirtNumber 1 END CLOSET COLUMN (JAMB)webEWC 3.5ColumnNumberEWC 1(Use either 3.5 or 5.5 for the width of Side Wall, End Wall or End Closet Columns)END CLOSET COLUMN (HDR)webEC 3.5ColumnNumberEC 1 STUB POST HEADER (L)webH 95.5", 9", 10" or 12"MembersHL 1 STUB POST HEADER (S)webHS 5.55.5", 9", 10" or 12"MembersHS 1 LOAD COMBINATIONS LC1 = D + MAX(S,Lr)EQUATION 16-10 LC2 = D + MAX(.75S,.75Lr)EQUATION 16-11 LC3 = D +MAX( .6W,.7E)EQUATION 16-12 LC4 = D + ..45W + MAX(.75S,.75Lr)EQUATION 16-13 LC5 = D + ..525E +.75S EQUATION 16-14 LC6 = .6D + MAX(.6W,.7E)EQUATION 16-15 EQUATION 16-16 PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC1 wPurlin1 183 plfRPurlin1 915lbMPurlin1 2287lb ft LC4 wPurlin4 158 plfRPurlin4 789lbMPurlin4 1971lb ft LC6 wPurlin6 53plfRPurlin6 264lbMPurlin6 661lb ft LC6 wPurlin6e 74plfRPurlin6ea 317lbRPurlin6eb 274lbMPurlin6e 920lb ft PURLIN MemberPR "7 x 16ga, 50ksi Cee Purlin"IntPR 0.760 LxPR 118.5inLyPR 118.5inLtPR 118.5 inLyPR_neg 118.5 inLtPR_neg 118.5 in STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC1 RH1 915lbMH1 4575lb ft LC4 RH4 789lbMH4 3943lb ft LC5 RH6 264lbMH6 1321lb ft MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH "9 x 3.2 x 16ga 50 ksi Stub Header"IntH 0.992HeaderLength 10ft STUB POST HEADER BRACING LxH 120 inLyH 120 inLtH 120 in SMALL STUB POST HEADERS MemberHS "5.5 x 3.2 x 18ga 33 ksi Stub Header"IntHS 0.780SHLength 5ft SMALL STUB POST HEADER BRACING LxHS 60 inLyHS 60 inLtHS 60 in P53988_#1,#2.xmcd A5 3/25/2021 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC1 P I1 1830lbMI1 0 LC3 P I3 390lbMI3 0 LC4 P I4 1590lbMI4 196.94lb ft(Moment due to 5 psf horizontal load) LC5 P I5 1441lbMI5 196.94lb ft MEMBER SIZES INTERACTION INTERIOR COLUMN MemberI "3.63 x 2 x 16ga, 50 ksi Interior Column"IntI 0.727 INTERIOR COLUMN BRACING LxI 103 inLyI 12 inLtI 103 in JAMBS JAMB LOADS AXIAL LOAD MOMENT LC1 P Jamb1 915lbNA LC3 P Jamb3a 405lbMJamb3a 158lb ft LC3 P Jamb3b 458lbNA LC4 P Jamb4 952lbMJamb4 118lb ft LC5 P Jamb5 993lbNA JAMB UNIFORM LOAD swjamb 121 plfwEWJamb 69 plf JAMB APPLIED MOMENT JambMoment 158lb ftEWJambMoment 89lb ft JAMB AXIAL LOAD P Jamb1 915lb JAMB MOMENT CAPACITY Mjambcap 971lb ft JAMB AXIAL CAPACITY P jambcap 5691lb JAMB CHECK JambCheck "ok"EWJambCheck "ok" MEMBER SIZES END WALL HEADER MOMENT CAPACTIY EWheadermomenallt 2922lb ft END WALL HEADER APPLIED MOMENT EWhedermomentapp 2287.5lb ft LARGE END WALL HEADER CHECK EWheader_check16 "16in_EW Header O.K." EWheader_check22 "22in_EW Header O.K." SIDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 P SW1 915lbMSW 0lbft LC3 P SW3 405lb LC4 P SW4 953lb MEMBER SIZES INTERACTION SIDE WALL COLUMN MemberSW "3.63 x 1.5 x 18ga 33 ksi Column"IntSW 0.335 SIDE WALL COLUMN BRACING LxS 110 inLyS 37 inLtS 37 in P53988_#1,#2.xmcd A6 3/25/2021 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 P EW1 915lbNA NA LC3 P EW3 405lbwEW3 48 plfMEW3 504lb ft LC4 P EW4 953lbwEW4 36 plfMEW4 378lb ft MEMBER SIZES INTERACTION END WALL COLUMN MemberEW "3.63 x 1.5 x 18ga 33 ksi Column"IntEW 0.833 END WALL COLUMN BRACING LxE 103 inLyE 43 inLtE 43 in GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT wGS 40 plfRGS 202lbMGS 506lb ftSIDE WALL GIRT IN MID ZONE wGSe 48 plfRGSe 240lbMGSe 601lb ftSIDE WALL GIRT IN END ZONE wGE 50 plfRGE 248lbMGE 155lb ftGIRT IN MID ZONE wGEe 60 plfRGEe 300lbMGEe 188lb ftGIRT IN END ZONE MEMBER SIZES INTERACTION SIDE WALL GIRT (MID)MemberGS "3.5 x 1.75 x 18ga 33 ksi Girt"IntGS 0.890 END WALL GIRT (END)MemberGE "3.5 x 1.75 x 18ga 33 ksi Girt"IntGE 0.278 SIDE WALL GIRT BRACING LtG 119 in END WALL GIRT BRACING LtGE 59 in STUDS STUD SPACING StudSpacing 16 in STUD LOADS UNIFORM LOAD MOMENT wStud 19 plfMStud 197lb ftSIDE WALL STUD IN MID ZONE wStude 23 plfMStude 242lb ftSIDE WALL STUD IN END ZONE MEMBER SIZES INTERACTION SIDE WALL STUD MemberStud "3.625 x 2 x 20ga 33 ksi Stud"IntStud 0.421 SIDE WALL STUB BRACING LxStud 110 inLyStud 37 inLtStud 37 in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY P down_interior 1830lbUPLIFT P up_int 100lb EXTERIOR COLUMN REACTIONS GRAVITY P down_exterior 953lbUPLIFT P up_ext 293lb ALLOWABLE BEARING PRESSURE BearingPressure 1500 psf SLAB THICKNESS Slab 5 in PAD WIDTH PadW "na" in PAD DEPTH PadD "na" in LxG 119 in LxGE 59 inLyGE 12 in LyG 12 in P53988_#1,#2.xmcd A7 3/25/2021 AERODYNAMIC SHADE ROOF STEP HEIGHT hr 2ft0in BUILDING SEPARATION separation 0 ftHORIZONTAL DIM. OF UPPER ROOF Wbu 230ft DRIFT PURLIN SPACING P space.d 5ft 0inHORIZONTAL DIM. OF LOWER ROOF Wbl 20ft DRIFT INFORMATION SNOW DENSITY Dsnow 20.5pcfMAXIMUM DRIFT HEIGHT hd3 0.36ft MAXIMUM DRIFT LOAD P m 41 psfMAXIMUM DRIFT WIDTH Wd3 2.89ft PURLIN LOADS (w/ DRIFT)REACTIONS MOMENTS LOAD COMBINATION 1 (FORMULA 16-10)RPurlin1da 963lbRPurlin1db 920lbMPurlin1d 27759lbin LOAD COMBINATION 3 (FORMULA 16-16)RPurlin3da 881lbRPurlin3db 848lbMPurlin3d 25562lbin MEMBER SIZES PURLIN MemberPRD "7 x 16ga, 50ksi Cee Purlin"IntPRD 0.697 LxPRD 118.5inLyPRD 118.5inLtPRD 118.5inLyPRD_neg 118.5inLtPRD_neg 118.5in STUB POST HEADER LOADS (w/ DRIFT)REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10)RH1D 939lbMH1D 56348lbin LOAD COMBINATION 3 (FORMULA 16-13)RH3D 848lbMH3D 50891lbin MEMBER SIZES STUB POST HEADERS MemberHD "9 x 3.2 x 14ga 50 ksi Stub Header"IntHD 0.791HeaderLengthD 10ft LxHD 120inLyHD 120inLtHD 120in COLUMN LOADS (w/ DRIFT)INTERIOR EXTERIOR LOAD COMBINATION 1 (FORMULA 16-10)P I1D 1878lbP EW1D 963lb LOAD COMBINATION 3 (FORMULA 16-13)P I3D 1696lbP EW3D 881lb MEMBER SIZES INTERIOR COLUMN MemberID "3.5 x 2 x 18ga, 33 ksi Interior Column"IntID 0.945 LxID 103inLyID 12inLtID 103in END WALL COLUMN)MemberEWD "3.63 x 1.5 x 18ga 33 ksi Column"IntEWD 0.767 LxED 103inLyED 43 inLtED 43 in P53988_#1,#2.xmcd 3/25/2021 A8 TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER "Brandon Roberts"PREPARED_BY "Claire Z. Robinson" LOCATION "Thorton, ID"REVIEWED_BY PLAN_NUMBER "P53988" BUILDING "#3" CODEBODY "IBC 2018" BUILDING DESCRIPTION BAY WIDTH bay 10ftPURLIN BRIDGING PBridging "no" ROOF PITCH Rpitch 0.5 in ftBUILDING HEIGHT height 10ft 4inROOF MATERIAL Roof "SSR" BUILDING WIDTH width 20ftPURLIN SPACING P space 5ft ROOF ANGLE θ 2.39 degBUILDING LENGTH length 230ftINT. PARTITION PANEL Ptpanel "yes" ROOF TYPE Type "Lean-to"FLOOR TO FLOOR lower 0ftINT. LATERAL BRIDGING Bridge "no" RISK CATEGORY UseGroup "I"Use "I" or "II"FOUNDATION SLOPE Fndslope 0% SNOW LOAD SEISMIC LOAD P g 50psfGROUND SNOW LOAD ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE E snow "C"SNOW EXPOSURE CATEGORY BUILDING FRAME SYSTEM BFS "Light Frame Wall w/ Flat Strap Bracing" IS 0.8SNOW IMPORTANCE FACTOR SEISMIC SITE CLASS Siteclass "D" Ct 1.2THERMAL FACTOR SHORT PERIOD SPECTIAL ACC.S S 0.368 Exp "Partial"SNOW EXPOSURE 1 SECOND PERIOD SPECTRAL ACC.S 1 0.141 Lr 20psfROOF LIVE LOAD FLAT ROOF SNOW LOAD P f 34 psfSPECTRAL RESPONSE ACC.S DS 0.37 UNBALANCE SNOW LOAD P unbalanced 34 psfSPECTRAL RESPONCE ACC.S D1 0.21 SNOW LOAD USED IN DESIGN P S 34 psfRESPONSE FACTOR Response 4 RAIN SURCHARGE RainSurcharge 0 psfSEISMIC DESIGN CATEGORY SeismicDC "D" WIND LOAD SEISMIC RESPONSE COFFICIENT Cs 0.09WIND VELOCITY V ult 100mph V asd 77 mph WIND EXPOSURE CATEGORY E wind "C" EDGE STRIP WIDTH a3ftDEAD LOAD DR 3 psfCOMPONENTS AND CLADDING (Method 2)ROOF DEAD LOAD DP 3 psfENDWALL GIRT FEG 23 psfPARTITION DEAD LOAD DL 0 psfSIDEWALL GIRT FSG 22 psfADDITIONAL LONG. DEAD LOAD DT 0 psfPURLIN Fpurlin 21psfADDITIONAL TRANS, DEAD LOAD MAIN WIND FORCE (Method 2)BASE SHEAR LONGITUDINAL TRANSVERSE WALL SuctionandPressure()FW 16 psfSEISMIC V Ls 3336lbV Ts 145lb ROOF FR 8 psfWIND V Lw 1032lbV Tw 634lb ANCHOR INFORMATION EDGE DISTANCE EdgeDistance 3 P53988_#3.xmcd B1 3/25/2021 CONCRETE STRENGTH Concrete 2500 ϕN 0.65Table 3 - ESR-3889 ϕVs 0.60Table 4 - ESR-3889 ϕVc 0.70Table 4 - ESR-3889 do_.375 0.375indo_.5 0.5innominal anchor diameter (table 1 ESR 3889) hef_.375 1.33inhef_.375_3 1.75inhef_.5_2.5 1.75inhef_.5_3.5 2.17ineffective embedment (table 1 ESR 3889) cac_.375 5.0incac_.375_3 6.3incac_.5_2.5 3.3incac_.5_3.5 5.9incritical edge distance (table 1 ESR 3889) ψcn 1.0modification factor for cracked and uncraked concrete (tabel 4 ESR 3889 kc 17effectiveness factor for cracked concrete (table 4 ESR 3889) Np 0kipcharacteristic pulout strength, cracked concrete (table 4 ESR 3889) le_.375 1.33inle_.375_3 1.75inle_.5_2.5 1.75inle_.5_3.5 2.17inload bearing length of anchor (table 4 ESR 3889) Nsa_.375 8.730kipNsa_.5 20.475kipsteel strength in tension (table 3 ESR 3889) V sa_.375 3.465kipV sa_.5 8.860kipsteel strength in shear (table 4 ESR 3889) Corner Anchor nc 1number of bolts at column ca1_c 2.75indistance between bolts from edge 2 s1_c 0indistance between bolts along edge 1 ca2_c 2.75indistance of bolts from edge 1 s2_c 0indistance between bolts along edge 2 eN_c 0indistance from resultant tension load to centroid of anchors in tension ev_c 0indistance from sultant shear load to centroid of anchors in shear Exterior Anchor ne 2number of bolts at column ca1_e 2.75indistance between bolts from edge 2 s1_e 0indistance between bolts along edge 1 ca2_e 100indistance of bolts from edge 1 s2_e 5indistance between bolts along edge 2 eN_e 0indistance from resultant tension load to centroid of anchors in tension ev_e 0indistance from sultant shear load to centroid of anchors in shear Interior Anchor ni 1number of bolts at column ca1_i 100indistance between bolts from edge 2 s1_i 0indistance between bolts along edge 1 ca2_i 100indistance of bolts from edge 1 s2_i 0indistance between bolts along edge 2 eN_i 0indistance from resultant tension load to centroid of anchors in tension ev_i 0indistance from sultant shear load to centroid of anchors in shear P53988_#3.xmcd B2 3/25/2021 ANCHOR FORCE SUMMARY SHEAR UPLIFT WIND / LONGITUDINAL / INTERIOR V wil 0lbNwil 130lb WIND / LONGITUDINAL / EXTERIOR V wel 206lbNwel 198lb WIND / TRANSVERSE / INTERIOR V wit 70lbNwit 130lb WIND / TRANSVERSE / EXTERIOR V wet 211lbNwet 392lb SEISMIC / LONGITUDINAL / INTERIOR V sil 0lbNsil 280lb SEISMIC / LONGITUDINAL / EXTERIOR V sel 793lbNsel 679lb SEISMIC / TRANSVERSE / INTERIOR V sit 31lbNsit 280lb SEISMIC / TRANSVERSE / EXTERIOR V set 92lbNset 2lb ULTIMATE LOADS FOR ANCHORS Tension (Interior)Tension (Exterior)Shear (Interior)Shear (Exterior) TensionI 847.44lbTensionX 1316.03lbShearI 912.63lbShearX 1247.4lb Bolt Interatction Check Applied Uplift / Tension + Applied Shear / Shear < 1.2 Longitudinal Transverse Interior Anchors Wind Anchori_wl 0.15Wind Anchori_wt 0.23 Siesmic Anchori_sl 0Siesmic Anchori_st 0.03 Exterior Anchors Wind Anchore_wl 0.316Wind Anchore_wt 0.47 Siesmic Anchore_sl 1.15Siesmic Anchore_st 0.08 Cormer Anchors Wind Anchorc_wl 0.21Wind Anchorc_wt 0.21 Siesmic Anchorc_sl 0Siesmic Anchorc_st 0 ANCHOR Interior Anchori "3/8" x 2.5"" Exterior Anchore "3/8" x 2.5"" P53988_#3.xmcd B3 3/25/2021 PANEL CHECK PANEL CAPACITY V all 53 plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL 62.95ft LONGITUDINALSHEAR PANEL PanelL 0 TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT 11.95ft TRANSVERSE SHEAR PANEL PanelT 20ft LONGITUDINAL SHEAR WALL PanelCheckL "not ok"(IF PANEL CHECK IS "OK" NO STRAP BRACES REQUIRED FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS MAY BE REQUIRED FOR ANCHORING)TRANSVERSE SHEAR WALL PanelCheckT "ok" STRAP BRACES (IF REQUIRED) LONGITUDINAL StrapsL 8 TRANSVERSE StrapsT 0 Allowable Tension in Strap Ta 2470.06lbGAUGE OF STRAP Gage 16STRAP WIDTH ws 2in Longitudinal Strap Angle BraceangleL 45.94 deg Transverse Strap Angle BraceangleT 45.94 deg Longitudinal Tension on Strap TL if PanelCheckL "ok"=0 max V Ls VLw cos BraceangleL  TL 4797.41lb Transverse Tension on Strap TT if PanelCheckT "ok"=0 max V Ts VTw cos BraceangleT  TT 0lb (Note: Compression member to be designed seperately, see additional calculations. Compression memeber needed only when StrapsT > 0) P53988_#3.xmcd B4 3/25/2021 INPUT VALUES PURLIN BRIDGING SPACING PurlinBridgeSpace 60 DEPTH OF PURLIN webP 77, 9, 11 or 12 JAMB SUPPORT StubPostJ "no"HEIGHT OF HORIZONTAL BRACING BridgeHeight 5.58ft Cbrace 2.79ftWIDTH OF INTERIOR COLUMN webI 3.5CORNER COLUMN UNBRACED LENGTH (y & t) SIDE WALL COLUMN webS 3.5ColumnNumberSW 2SIDEWALL GIRT webG webSGirtNumber 1 END WALL COLUMN webE 3.5ColumnNumberEW 2ENDWALL GIRT webGE webEEGirtNumber 1 END CLOSET COLUMN (JAMB)webEWC 3.5ColumnNumberEWC 1(Use either 3.5 or 5.5 for the width of Side Wall, End Wall or End Closet Columns)END CLOSET COLUMN (HDR)webEC 3.5ColumnNumberEC 1 STUB POST HEADER (L)webH 95.5", 9", 10" or 12"MembersHL 1 STUB POST HEADER (S)webHS 5.55.5", 9", 10" or 12"MembersHS 1 LOAD COMBINATIONS LC1 = D + MAX(S,Lr)EQUATION 16-10 LC2 = D + MAX(.75S,.75Lr)EQUATION 16-11 LC3 = D +MAX( .6W,.7E)EQUATION 16-12 LC4 = D + ..45W + MAX(.75S,.75Lr)EQUATION 16-13 LC5 = D + ..525E +.75S EQUATION 16-14 LC6 = .6D + MAX(.6W,.7E)EQUATION 16-15 EQUATION 16-16 PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC1 wPurlin1 183 plfRPurlin1 915lbMPurlin1 2287lb ft LC4 wPurlin4 158 plfRPurlin4 789lbMPurlin4 1971lb ft LC6 wPurlin6 53plfRPurlin6 264lbMPurlin6 661lb ft LC6 wPurlin6e 74plfRPurlin6ea 317lbRPurlin6eb 274lbMPurlin6e 920lb ft PURLIN MemberPR "7 x 16ga, 50ksi Cee Purlin"IntPR 0.760 LxPR 118.5inLyPR 118.5inLtPR 118.5 inLyPR_neg 118.5 inLtPR_neg 118.5 in STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC1 RH1 915lbMH1 4575lb ft LC4 RH4 789lbMH4 3943lb ft LC5 RH6 264lbMH6 1321lb ft MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH "9 x 3.2 x 16ga 50 ksi Stub Header"IntH 0.992HeaderLength 10ft STUB POST HEADER BRACING LxH 120 inLyH 120 inLtH 120 in SMALL STUB POST HEADERS MemberHS "5.5 x 3.2 x 18ga 33 ksi Stub Header"IntHS 0.780SHLength 5ft SMALL STUB POST HEADER BRACING LxHS 60 inLyHS 60 inLtHS 60 in P53988_#3.xmcd B5 3/25/2021 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC1 P I1 1830lbMI1 0 LC3 P I3 390lbMI3 0 LC4 P I4 1590lbMI4 292.25lb ft(Moment due to 5 psf horizontal load) LC5 P I5 1441lbMI5 292.25lb ft MEMBER SIZES INTERACTION INTERIOR COLUMN MemberI "3.63 x 2 x 14ga, 50 ksi Interior Column"IntI 0.815 INTERIOR COLUMN BRACING LxI 127 inLyI 12 inLtI 127 in JAMBS JAMB LOADS AXIAL LOAD MOMENT LC1 P Jamb1 915lbNA LC3 P Jamb3a 391lbMJamb3a 152lb ft LC3 P Jamb3b 527lbNA LC4 P Jamb4 942lbMJamb4 114lb ft LC5 P Jamb5 1044lbNA JAMB UNIFORM LOAD swjamb 122 plfwEWJamb 69 plf JAMB APPLIED MOMENT JambMoment 152lb ftEWJambMoment 86lb ft JAMB AXIAL LOAD P Jamb1 915lb JAMB MOMENT CAPACITY Mjambcap 971lb ft JAMB AXIAL CAPACITY P jambcap 5691lb JAMB CHECK JambCheck "ok"EWJambCheck "ok" MEMBER SIZES END WALL HEADER MOMENT CAPACTIY EWheadermomenallt 2922lb ft END WALL HEADER APPLIED MOMENT EWhedermomentapp 2287.5lb ft LARGE END WALL HEADER CHECK EWheader_check16 "16in_EW Header O.K." EWheader_check22 "22in_EW Header O.K." SIDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 P SW1 915lbMSW 0lbft LC3 P SW3 391lb LC4 P SW4 942lb MEMBER SIZES INTERACTION SIDE WALL COLUMN MemberSW "3.63 x 1.5 x 18ga 33 ksi Column"IntSW 0.345 SIDE WALL COLUMN BRACING LxS 134 inLyS 34 inLtS 34 in P53988_#3.xmcd B6 3/25/2021 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 P EW1 915lbNA NA LC3 P EW3 391lbwEW3 48 plfMEW3 748lb ft LC4 P EW4 942lbwEW4 36 plfMEW4 561lb ft MEMBER SIZES INTERACTION END WALL COLUMN MemberEW "3.63 x 1.5 x 16ga 50 ksi Column"IntEW 0.594 END WALL COLUMN BRACING LxE 127 inLyE 41 inLtE 41 in GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT wGS 37 plfRGS 186lbMGS 465lb ftSIDE WALL GIRT IN MID ZONE wGSe 44 plfRGSe 222lbMGSe 555lb ftSIDE WALL GIRT IN END ZONE wGE 47 plfRGE 235lbMGE 147lb ftGIRT IN MID ZONE wGEe 57 plfRGEe 286lbMGEe 179lb ftGIRT IN END ZONE MEMBER SIZES INTERACTION SIDE WALL GIRT (MID)MemberGS "3.5 x 1.75 x 18ga 33 ksi Girt"IntGS 0.821 END WALL GIRT (END)MemberGE "3.5 x 1.75 x 18ga 33 ksi Girt"IntGE 0.264 SIDE WALL GIRT BRACING LtG 119 in END WALL GIRT BRACING LtGE 59 in STUDS STUD SPACING StudSpacing 16 in STUD LOADS UNIFORM LOAD MOMENT wStud 19 plfMStud 289lb ftSIDE WALL STUD IN MID ZONE wStude 23 plfMStude 353lb ftSIDE WALL STUD IN END ZONE MEMBER SIZES INTERACTION SIDE WALL STUD MemberStud "3.625 x 2 x 20ga 33 ksi Stud"IntStud 0.612 SIDE WALL STUB BRACING LxStud 134 inLyStud 34 inLtStud 34 in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY P down_interior 1830lbUPLIFT P up_int 100lb EXTERIOR COLUMN REACTIONS GRAVITY P down_exterior 942lbUPLIFT P up_ext 362lb ALLOWABLE BEARING PRESSURE BearingPressure 1500 psf SLAB THICKNESS Slab 5 in PAD WIDTH PadW "na" in PAD DEPTH PadD "na" in LxG 119 in LxGE 59 inLyGE 12 in LyG 12 in P53988_#3.xmcd B7 3/25/2021 TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER "Brandon Roberts"PREPARED_BY "Claire Z. Robinson" LOCATION "Thorton, ID"REVIEWED_BY PLAN_NUMBER "P53988" BUILDING "#4 and #5_10ft Bay" CODEBODY "IBC 2018" BUILDING DESCRIPTION BAY WIDTH bay 10ftPURLIN BRIDGING PBridging "no" ROOF PITCH Rpitch 0.5 in ftBUILDING HEIGHT height 9ft 4inROOF MATERIAL Roof "SSR" BUILDING WIDTH width 20ftPURLIN SPACING P space 5ft ROOF ANGLE θ 2.39degBUILDING LENGTH length 140ftINT. PARTITION PANEL Ptpanel "yes" ROOF TYPE Type "Lean-to"FLOOR TO FLOOR lower 0ftINT. LATERAL BRIDGING Bridge "no" RISK CATEGORY UseGroup "I"Use "I" or "II"FOUNDATION SLOPE Fndslope 0% SNOW LOAD SEISMIC LOAD P g 50psfGROUND SNOW LOAD ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE E snow "C"SNOW EXPOSURE CATEGORY BUILDING FRAME SYSTEM BFS "Light Frame Wall w/ Flat Strap Bracing" IS 0.8SNOW IMPORTANCE FACTOR SEISMIC SITE CLASS Siteclass "D" Ct 1.2THERMAL FACTOR SHORT PERIOD SPECTIAL ACC.S S 0.368 Exp "Partial"SNOW EXPOSURE 1 SECOND PERIOD SPECTRAL ACC.S 1 0.141 Lr 20psfROOF LIVE LOAD FLAT ROOF SNOW LOAD P f 34psfSPECTRAL RESPONSE ACC.S DS 0.37 UNBALANCE SNOW LOAD P unbalanced 34psfSPECTRAL RESPONCE ACC.S D1 0.21 SNOW LOAD USED IN DESIGN P S 34psfRESPONSE FACTOR Response 4 RAIN SURCHARGE RainSurcharge 0 psfSEISMIC DESIGN CATEGORY SeismicDC "D" WIND LOAD SEISMIC RESPONSE COFFICIENT Cs 0.09WIND VELOCITY V ult 100mph V asd 77mph WIND EXPOSURE CATEGORY E wind "C" EDGE STRIP WIDTH a3ftDEAD LOAD DR 3 psfCOMPONENTS AND CLADDING (Method 2)ROOF DEAD LOAD DP 3 psfENDWALL GIRT FEG 23psfPARTITION DEAD LOAD DL 0 psfSIDEWALL GIRT FSG 22psfADDITIONAL LONG. DEAD LOAD DT 0 psfPURLIN Fpurlin 21psfADDITIONAL TRANS, DEAD LOAD MAIN WIND FORCE (Method 2)BASE SHEAR LONGITUDINAL TRANSVERSE WALL SuctionandPressure()FW 16psfSEISMIC V Ls 2031lbV Ts 145lb ROOF FR 8 psfWIND V Lw 936lbV Tw 572lb ANCHOR INFORMATION EDGE DISTANCE EdgeDistance 3 P53988_#4,#5_10ft Bay.xmcd C1 3/25/2021 CONCRETE STRENGTH Concrete 2500 ϕN 0.65Table 3 - ESR-3889 ϕVs 0.60Table 4 - ESR-3889 ϕVc 0.70Table 4 - ESR-3889 do_.375 0.375indo_.5 0.5innominal anchor diameter (table 1 ESR 3889) hef_.375 1.33inhef_.375_3 1.75inhef_.5_2.5 1.75inhef_.5_3.5 2.17ineffective embedment (table 1 ESR 3889) cac_.375 5.0incac_.375_3 6.3incac_.5_2.5 3.3incac_.5_3.5 5.9incritical edge distance (table 1 ESR 3889) ψcn 1.0modification factor for cracked and uncraked concrete (tabel 4 ESR 3889 kc 17effectiveness factor for cracked concrete (table 4 ESR 3889) Np 0kipcharacteristic pulout strength, cracked concrete (table 4 ESR 3889) le_.375 1.33inle_.375_3 1.75inle_.5_2.5 1.75inle_.5_3.5 2.17inload bearing length of anchor (table 4 ESR 3889) Nsa_.375 8.730kipNsa_.5 20.475kipsteel strength in tension (table 3 ESR 3889) V sa_.375 3.465kipV sa_.5 8.860kipsteel strength in shear (table 4 ESR 3889) Corner Anchor nc 1number of bolts at column ca1_c 2.75indistance between bolts from edge 2 s1_c 0indistance between bolts along edge 1 ca2_c 2.75indistance of bolts from edge 1 s2_c 0indistance between bolts along edge 2 eN_c 0indistance from resultant tension load to centroid of anchors in tension ev_c 0indistance from sultant shear load to centroid of anchors in shear Exterior Anchor ne 2number of bolts at column ca1_e 2.75indistance between bolts from edge 2 s1_e 0indistance between bolts along edge 1 ca2_e 100indistance of bolts from edge 1 s2_e 5indistance between bolts along edge 2 eN_e 0indistance from resultant tension load to centroid of anchors in tension ev_e 0indistance from sultant shear load to centroid of anchors in shear Interior Anchor ni 1number of bolts at column ca1_i 100indistance between bolts from edge 2 s1_i 0indistance between bolts along edge 1 ca2_i 100indistance of bolts from edge 1 s2_i 0indistance between bolts along edge 2 eN_i 0indistance from resultant tension load to centroid of anchors in tension ev_i 0indistance from sultant shear load to centroid of anchors in shear P53988_#4,#5_10ft Bay.xmcd C2 3/25/2021 ANCHOR FORCE SUMMARY SHEAR UPLIFT WIND / LONGITUDINAL / INTERIOR V wil 0lbNwil 130lb WIND / LONGITUDINAL / EXTERIOR V wel 187lbNwel 240lb WIND / TRANSVERSE / INTERIOR V wit 64lbNwit 130lb WIND / TRANSVERSE / EXTERIOR V wet 191lbNwet 332lb SEISMIC / LONGITUDINAL / INTERIOR V sil 0lbNsil 280lb SEISMIC / LONGITUDINAL / EXTERIOR V sel 772lbNsel 581lb SEISMIC / TRANSVERSE / INTERIOR V sit 31lbNsit 280lb SEISMIC / TRANSVERSE / EXTERIOR V set 92lbNset 11lb ULTIMATE LOADS FOR ANCHORS Tension (Interior)Tension (Exterior)Shear (Interior)Shear (Exterior) TensionI 847.44lbTensionX 1316.03lbShearI 912.63lbShearX 1247.4lb Bolt Interatction Check Applied Uplift / Tension + Applied Shear / Shear < 1.2 Longitudinal Transverse Interior Anchors Wind Anchori_wl 0.15Wind Anchori_wt 0.22 Siesmic Anchori_sl 0Siesmic Anchori_st 0.03 Exterior Anchors Wind Anchore_wl 0.332Wind Anchore_wt 0.41 Siesmic Anchore_sl 1.06Siesmic Anchore_st 0.07 Cormer Anchors Wind Anchorc_wl 0.21Wind Anchorc_wt 0.21 Siesmic Anchorc_sl 0Siesmic Anchorc_st 0 ANCHOR Interior Anchori "3/8" x 2.5"" Exterior Anchore "3/8" x 2.5"" P53988_#4,#5_10ft Bay.xmcd C3 3/25/2021 PANEL CHECK PANEL CAPACITY V all 53 plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL 38.32ft LONGITUDINALSHEAR PANEL PanelL 0 TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT 10.8ft TRANSVERSE SHEAR PANEL PanelT 20ft LONGITUDINAL SHEAR WALL PanelCheckL "not ok"(IF PANEL CHECK IS "OK" NO STRAP BRACES REQUIRED FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS MAY BE REQUIRED FOR ANCHORING)TRANSVERSE SHEAR WALL PanelCheckT "ok" STRAP BRACES (IF REQUIRED) LONGITUDINAL StrapsL 5 TRANSVERSE StrapsT 0 Allowable Tension in Strap Ta 2470.06lbGAUGE OF STRAP Gage 16STRAP WIDTH ws 2in Longitudinal Strap Angle BraceangleL 43.03 deg Transverse Strap Angle BraceangleT 43.03 deg Longitudinal Tension on Strap TL if PanelCheckL "ok"=0 max V Ls VLw cos BraceangleL  TL 2777.83lb Transverse Tension on Strap TT if PanelCheckT "ok"=0 max V Ts VTw cos BraceangleT  TT 0lb (Note: Compression member to be designed seperately, see additional calculations. Compression memeber needed only when StrapsT > 0) P53988_#4,#5_10ft Bay.xmcd C4 3/25/2021 INPUT VALUES PURLIN BRIDGING SPACING PurlinBridgeSpace 60 DEPTH OF PURLIN webP 77, 9, 11 or 12 JAMB SUPPORT StubPostJ "no"HEIGHT OF HORIZONTAL BRACING BridgeHeight 5.08ft Cbrace 3.39ftWIDTH OF INTERIOR COLUMN webI 3.5CORNER COLUMN UNBRACED LENGTH (y & t) SIDE WALL COLUMN webS 3.5ColumnNumberSW 2SIDEWALL GIRT webG webSGirtNumber 1 END WALL COLUMN webE 3.5ColumnNumberEW 2ENDWALL GIRT webGE webEEGirtNumber 1 END CLOSET COLUMN (JAMB)webEWC 3.5ColumnNumberEWC 1(Use either 3.5 or 5.5 for the width of Side Wall, End Wall or End Closet Columns)END CLOSET COLUMN (HDR)webEC 3.5ColumnNumberEC 1 STUB POST HEADER (L)webH 95.5", 9", 10" or 12"MembersHL 1 STUB POST HEADER (S)webHS 5.55.5", 9", 10" or 12"MembersHS 1 LOAD COMBINATIONS LC1 = D + MAX(S,Lr)EQUATION 16-10 LC2 = D + MAX(.75S,.75Lr)EQUATION 16-11 LC3 = D +MAX( .6W,.7E)EQUATION 16-12 LC4 = D + ..45W + MAX(.75S,.75Lr)EQUATION 16-13 LC5 = D + ..525E +.75S EQUATION 16-14 LC6 = .6D + MAX(.6W,.7E)EQUATION 16-15 EQUATION 16-16 PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC1 wPurlin1 183 plfRPurlin1 915lbMPurlin1 2287lb ft LC4 wPurlin4 158 plfRPurlin4 789lbMPurlin4 1971lb ft LC6 wPurlin6 53plfRPurlin6 264lbMPurlin6 661lb ft LC6 wPurlin6e 74plfRPurlin6ea 317lbRPurlin6eb 274lbMPurlin6e 920lb ft PURLIN MemberPR "7 x 16ga, 50ksi Cee Purlin"IntPR 0.760 LxPR 118.5inLyPR 118.5inLtPR 118.5 inLyPR_neg 118.5 inLtPR_neg 118.5 in STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC1 RH1 915lbMH1 4575lb ft LC4 RH4 789lbMH4 3943lb ft LC5 RH6 264lbMH6 1321lb ft MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH "9 x 3.2 x 16ga 50 ksi Stub Header"IntH 0.992HeaderLength 10ft STUB POST HEADER BRACING LxH 120 inLyH 120 inLtH 120 in SMALL STUB POST HEADERS MemberHS "5.5 x 3.2 x 18ga 33 ksi Stub Header"IntHS 0.780SHLength 5ft SMALL STUB POST HEADER BRACING LxHS 60 inLyHS 60 inLtHS 60 in P53988_#4,#5_10ft Bay.xmcd C5 3/25/2021 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC1 P I1 1830lbMI1 0 LC3 P I3 390lbMI3 0 LC4 P I4 1590lbMI4 242.25lb ft(Moment due to 5 psf horizontal load) LC5 P I5 1441lbMI5 242.25lb ft MEMBER SIZES INTERACTION INTERIOR COLUMN MemberI "3.63 x 2 x 16ga, 50 ksi Interior Column"IntI 0.875 INTERIOR COLUMN BRACING LxI 115 inLyI 12 inLtI 115 in JAMBS JAMB LOADS AXIAL LOAD MOMENT LC1 P Jamb1 915lbNA LC3 P Jamb3a 355lbMJamb3a 187lb ft LC3 P Jamb3b 475lbNA LC4 P Jamb4 915lbMJamb4 140lb ft LC5 P Jamb5 1005lbNA JAMB UNIFORM LOAD swjamb 120 plfwEWJamb 69 plf JAMB APPLIED MOMENT JambMoment 187lb ftEWJambMoment 108lb ft JAMB AXIAL LOAD P Jamb1 915lb JAMB MOMENT CAPACITY Mjambcap 971lb ft JAMB AXIAL CAPACITY P jambcap 5691lb JAMB CHECK JambCheck "ok"EWJambCheck "ok" MEMBER SIZES END WALL HEADER MOMENT CAPACTIY EWheadermomenallt 2922lb ft END WALL HEADER APPLIED MOMENT EWhedermomentapp 2287.5lb ft LARGE END WALL HEADER CHECK EWheader_check16 "16in_EW Header O.K." EWheader_check22 "22in_EW Header O.K." SIDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 P SW1 915lbMSW 0lbft LC3 P SW3 355lb LC4 P SW4 915lb MEMBER SIZES INTERACTION SIDE WALL COLUMN MemberSW "3.63 x 1.5 x 18ga 33 ksi Column"IntSW 0.346 SIDE WALL COLUMN BRACING LxS 122 inLyS 41 inLtS 41 in P53988_#4,#5_10ft Bay.xmcd C6 3/25/2021 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 P EW1 915lbNA NA LC3 P EW3 355lbwEW3 48 plfMEW3 620lb ft LC4 P EW4 915lbwEW4 36 plfMEW4 465lb ft MEMBER SIZES INTERACTION END WALL COLUMN MemberEW "3.63 x 1.5 x 18ga 33 ksi Column"IntEW 0.900 END WALL COLUMN BRACING LxE 115 inLyE 38 inLtE 38 in GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT wGS 45 plfRGS 223lbMGS 557lb ftSIDE WALL GIRT IN MID ZONE wGSe 53 plfRGSe 264lbMGSe 659lb ftSIDE WALL GIRT IN END ZONE wGE 44 plfRGE 219lbMGE 137lb ftGIRT IN MID ZONE wGEe 53 plfRGEe 267lbMGEe 167lb ftGIRT IN END ZONE MEMBER SIZES INTERACTION SIDE WALL GIRT (MID)MemberGS "3.5 x 1.75 x 18ga 33 ksi Girt"IntGS 0.976 END WALL GIRT (END)MemberGE "3.5 x 1.75 x 18ga 33 ksi Girt"IntGE 0.247 SIDE WALL GIRT BRACING LtG 119 in END WALL GIRT BRACING LtGE 59 in STUDS STUD SPACING StudSpacing 16 in STUD LOADS UNIFORM LOAD MOMENT wStud 19 plfMStud 241lb ftSIDE WALL STUD IN MID ZONE wStude 23 plfMStude 295lb ftSIDE WALL STUD IN END ZONE MEMBER SIZES INTERACTION SIDE WALL STUD MemberStud "3.625 x 2 x 20ga 33 ksi Stud"IntStud 0.512 SIDE WALL STUB BRACING LxStud 122 inLyStud 41 inLtStud 41 in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY P down_interior 1830lbUPLIFT P up_int 100lb EXTERIOR COLUMN REACTIONS GRAVITY P down_exterior 915lbUPLIFT P up_ext 310lb ALLOWABLE BEARING PRESSURE BearingPressure 1500 psf SLAB THICKNESS Slab 5 in PAD WIDTH PadW "na" in PAD DEPTH PadD "na" in LxG 119 in LxGE 59 inLyGE 12 in LyG 12 in P53988_#4,#5_10ft Bay.xmcd C7 3/25/2021 TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER "Brandon Roberts"PREPARED_BY "Claire Z. Robinson" LOCATION "Thorton, ID"REVIEWED_BY PLAN_NUMBER "P53988" BUILDING "#4_20ft Bay" CODEBODY "IBC 2018" BUILDING DESCRIPTION BAY WIDTH bay 20ftPURLIN BRIDGING PBridging "yes" ROOF PITCH Rpitch 0.5 in ftBUILDING HEIGHT height 9ft 4inROOF MATERIAL Roof "SSR" BUILDING WIDTH width 20ftPURLIN SPACING P space 5ft ROOF ANGLE θ 2.39 degBUILDING LENGTH length 110ftINT. PARTITION PANEL Ptpanel "yes" ROOF TYPE Type "Lean-to"FLOOR TO FLOOR lower 0ftINT. LATERAL BRIDGING Bridge "yes" RISK CATEGORY UseGroup "I"Use "I" or "II"FOUNDATION SLOPE Fndslope 0% SNOW LOAD SEISMIC LOAD P g 50psfGROUND SNOW LOAD ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE E snow "C"SNOW EXPOSURE CATEGORY BUILDING FRAME SYSTEM BFS "Light Frame Wall w/ Flat Strap Bracing" IS 0.8SNOW IMPORTANCE FACTOR SEISMIC SITE CLASS Siteclass "D" Ct 1.2THERMAL FACTOR SHORT PERIOD SPECTIAL ACC.S S 0.368 Exp "Partial"SNOW EXPOSURE 1 SECOND PERIOD SPECTRAL ACC.S 1 0.141 Lr 20psfROOF LIVE LOAD FLAT ROOF SNOW LOAD P f 34 psfSPECTRAL RESPONSE ACC.S DS 0.37 UNBALANCE SNOW LOAD P unbalanced 34 psfSPECTRAL RESPONCE ACC.S D1 0.21 SNOW LOAD USED IN DESIGN P S 34 psfRESPONSE FACTOR Response 4 RAIN SURCHARGE RainSurcharge 0 psfSEISMIC DESIGN CATEGORY SeismicDC "D" WIND LOAD SEISMIC RESPONSE COFFICIENT Cs 0.09WIND VELOCITY V ult 100mph V asd 77 mph WIND EXPOSURE CATEGORY E wind "C" EDGE STRIP WIDTH a3ftDEAD LOAD DR 3 psfCOMPONENTS AND CLADDING (Method 2)ROOF DEAD LOAD DP 3 psfENDWALL GIRT FEG 23 psfPARTITION DEAD LOAD DL 0 psfSIDEWALL GIRT FSG 21 psfADDITIONAL LONG. DEAD LOAD DT 0 psfPURLIN Fpurlin 20psfADDITIONAL TRANS, DEAD LOAD MAIN WIND FORCE (Method 2)BASE SHEAR LONGITUDINAL TRANSVERSE WALL SuctionandPressure()FW 16 psfSEISMIC V Ls 1596lbV Ts 290lb ROOF FR 8 psfWIND V Lw 936lbV Tw 1145lb ANCHOR INFORMATION EDGE DISTANCE EdgeDistance 3 P53988_#4_20ft Bay.xmcd D1 3/25/2021 CONCRETE STRENGTH Concrete 2500 ϕN 0.65Table 3 - ESR-3889 ϕVs 0.60Table 4 - ESR-3889 ϕVc 0.70Table 4 - ESR-3889 do_.375 0.375indo_.5 0.5innominal anchor diameter (table 1 ESR 3889) hef_.375 1.33inhef_.375_3 1.75inhef_.5_2.5 1.75inhef_.5_3.5 2.17ineffective embedment (table 1 ESR 3889) cac_.375 5.0incac_.375_3 6.3incac_.5_2.5 3.3incac_.5_3.5 5.9incritical edge distance (table 1 ESR 3889) ψcn 1.0modification factor for cracked and uncraked concrete (tabel 4 ESR 3889 kc 17effectiveness factor for cracked concrete (table 4 ESR 3889) Np 0kipcharacteristic pulout strength, cracked concrete (table 4 ESR 3889) le_.375 1.33inle_.375_3 1.75inle_.5_2.5 1.75inle_.5_3.5 2.17inload bearing length of anchor (table 4 ESR 3889) Nsa_.375 8.730kipNsa_.5 20.475kipsteel strength in tension (table 3 ESR 3889) V sa_.375 3.465kipV sa_.5 8.860kipsteel strength in shear (table 4 ESR 3889) Corner Anchor nc 1number of bolts at column ca1_c 2.75indistance between bolts from edge 2 s1_c 0indistance between bolts along edge 1 ca2_c 2.75indistance of bolts from edge 1 s2_c 0indistance between bolts along edge 2 eN_c 0indistance from resultant tension load to centroid of anchors in tension ev_c 0indistance from sultant shear load to centroid of anchors in shear Exterior Anchor ne 2number of bolts at column ca1_e 2.75indistance between bolts from edge 2 s1_e 0indistance between bolts along edge 1 ca2_e 100indistance of bolts from edge 1 s2_e 5indistance between bolts along edge 2 eN_e 0indistance from resultant tension load to centroid of anchors in tension ev_e 0indistance from sultant shear load to centroid of anchors in shear Interior Anchor ni 1number of bolts at column ca1_i 100indistance between bolts from edge 2 s1_i 0indistance between bolts along edge 1 ca2_i 100indistance of bolts from edge 1 s2_i 0indistance between bolts along edge 2 eN_i 0indistance from resultant tension load to centroid of anchors in tension ev_i 0indistance from sultant shear load to centroid of anchors in shear P53988_#4_20ft Bay.xmcd D2 3/25/2021 ANCHOR FORCE SUMMARY SHEAR UPLIFT WIND / LONGITUDINAL / INTERIOR V wil 0lbNwil 260lb WIND / LONGITUDINAL / EXTERIOR V wel 187lbNwel 217lb WIND / TRANSVERSE / INTERIOR V wit 0lbNwit 260lb WIND / TRANSVERSE / EXTERIOR V wet 1717lbNwet 1198lb SEISMIC / LONGITUDINAL / INTERIOR V sil 0lbNsil 561lb SEISMIC / LONGITUDINAL / EXTERIOR V sel 607lbNsel 3lb SEISMIC / TRANSVERSE / INTERIOR V sit 0lbNsit 561lb SEISMIC / TRANSVERSE / EXTERIOR V set 552lbNset 235lb ULTIMATE LOADS FOR ANCHORS Tension (Interior)Tension (Exterior)Shear (Interior)Shear (Exterior) TensionI 847.44lbTensionX 3007.84lbShearI 912.63lbShearX 3189.6lb Bolt Interatction Check Applied Uplift / Tension + Applied Shear / Shear < 1.2 Longitudinal Transverse Interior Anchors Wind Anchori_wl 0.31Wind Anchori_wt 0.31 Siesmic Anchori_sl 0Siesmic Anchori_st 0 Exterior Anchors Wind Anchore_wl 0.131Wind Anchore_wt 0.94 Siesmic Anchore_sl 0.19Siesmic Anchore_st 0.25 Cormer Anchors Wind Anchorc_wl 0.43Wind Anchorc_wt 0.43 Siesmic Anchorc_sl 0Siesmic Anchorc_st 0 ANCHOR Interior Anchori "3/8" x 2.5"" Exterior Anchore "1/2" x 3"" P53988_#4_20ft Bay.xmcd D3 3/25/2021 PANEL CHECK PANEL CAPACITY V all 53 plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL 30.11ft LONGITUDINALSHEAR PANEL PanelL 0 TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT 21.59ft TRANSVERSE SHEAR PANEL PanelT 20ft LONGITUDINAL SHEAR WALL PanelCheckL "not ok"(IF PANEL CHECK IS "OK" NO STRAP BRACES REQUIRED FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS MAY BE REQUIRED FOR ANCHORING)TRANSVERSE SHEAR WALL PanelCheckT "not ok" STRAP BRACES (IF REQUIRED) LONGITUDINAL StrapsL 5 TRANSVERSE StrapsT 1 Allowable Tension in Strap Ta 2470.06lbGAUGE OF STRAP Gage 16STRAP WIDTH ws 2in Longitudinal Strap Angle BraceangleL 25.02 deg Transverse Strap Angle BraceangleT 43.03 deg Longitudinal Tension on Strap TL if PanelCheckL "ok"=0 max V Ls VLw cos BraceangleL  TL 1760.77lb Transverse Tension on Strap TT if PanelCheckT "ok"=0 max V Ts VTw cos BraceangleT  TT 1565.59lb (Note: Compression member to be designed seperately, see additional calculations. Compression memeber needed only when StrapsT > 0) P53988_#4_20ft Bay.xmcd D4 3/25/2021 INPUT VALUES PURLIN BRIDGING SPACING PurlinBridgeSpace 60 DEPTH OF PURLIN webP 97, 9, 11 or 12 JAMB SUPPORT StubPostJ "no"HEIGHT OF HORIZONTAL BRACING BridgeHeight 5.08ft Cbrace 3.39ftWIDTH OF INTERIOR COLUMN webI 3.5CORNER COLUMN UNBRACED LENGTH (y & t) SIDE WALL COLUMN webS 3.5ColumnNumberSW 2SIDEWALL GIRT webG webSGirtNumber 1 END WALL COLUMN webE 3.5ColumnNumberEW 2ENDWALL GIRT webGE webEEGirtNumber 1 END CLOSET COLUMN (JAMB)webEWC 3.5ColumnNumberEWC 1(Use either 3.5 or 5.5 for the width of Side Wall, End Wall or End Closet Columns)END CLOSET COLUMN (HDR)webEC 3.5ColumnNumberEC 1 STUB POST HEADER (L)webH 95.5", 9", 10" or 12"MembersHL 1 STUB POST HEADER (S)webHS 5.55.5", 9", 10" or 12"MembersHS 1 LOAD COMBINATIONS LC1 = D + MAX(S,Lr)EQUATION 16-10 LC2 = D + MAX(.75S,.75Lr)EQUATION 16-11 LC3 = D +MAX( .6W,.7E)EQUATION 16-12 LC4 = D + ..45W + MAX(.75S,.75Lr)EQUATION 16-13 LC5 = D + ..525E +.75S EQUATION 16-14 LC6 = .6D + MAX(.6W,.7E)EQUATION 16-15 EQUATION 16-16 PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC1 wPurlin1 183 plfRPurlin1 1830lbMPurlin1 9150ft lb LC4 wPurlin4 157 plfRPurlin4 1568lbMPurlin4 7841ft lb LC6 wPurlin6 51plfRPurlin6 509lbMPurlin6 2546ft lb LC6 wPurlin6e 62plfRPurlin6ea 540lbRPurlin6eb 512lbMPurlin6e 3101ft lb PURLIN MemberPR "9 x 12ga, 50ksi Cee Purlin"IntPR 0.929 LxPR 238.5inLyPR 60 inLtPR 60 inLyPR_neg 60 inLtPR_neg 60 in STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC1 RH1 1830lbMH1 9150ft lb LC4 RH4 1568lbMH4 7841ft lb LC5 RH6 509lbMH6 2546ft lb MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH 999IntH 999.000HeaderLength 10ft STUB POST HEADER BRACING LxH 120 inLyH 120 inLtH 120 in SMALL STUB POST HEADERS MemberHS "5.5 x 3.2 x 16ga 50 ksi Stub Header"IntHS 0.867SHLength 5ft SMALL STUB POST HEADER BRACING LxHS 60 inLyHS 60 inLtHS 60 in P53988_#4_20ft Bay.xmcd D5 3/25/2021 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC1 P I1 3660lbMI1 0 LC3 P I3 780lbMI3 0 LC4 P I4 3180lbMI4 242.25ft lb(Moment due to 5 psf horizontal load) LC5 P I5 2882lbMI5 242.25ft lb MEMBER SIZES INTERACTION INTERIOR COLUMN MemberI "3.63 x 2 x 16ga, 50 ksi Interior Column"IntI 0.784 INTERIOR COLUMN BRACING LxI 113 inLyI 12 inLtI 61 in JAMBS JAMB LOADS AXIAL LOAD MOMENT LC1 P Jamb1 1830lbNA LC3 P Jamb3a 1031lbMJamb3a 355ft lb LC3 P Jamb3b 462lbNA LC4 P Jamb4 2071lbMJamb4 266ft lb LC5 P Jamb5 1644lbNA JAMB UNIFORM LOAD swjamb 228 plfwEWJamb 69 plf JAMB APPLIED MOMENT JambMoment 355ft lbEWJambMoment 108ft lb JAMB AXIAL LOAD P Jamb1 1830lb JAMB MOMENT CAPACITY Mjambcap 971ft lb JAMB AXIAL CAPACITY P jambcap 5691lb JAMB CHECK JambCheck "ok"EWJambCheck "ok" MEMBER SIZES END WALL HEADER MOMENT CAPACTIY EWheadermomenallt 5845ft lb END WALL HEADER APPLIED MOMENT EWhedermomentapp 9150ft lb LARGE END WALL HEADER CHECK EWheader_check16 "Split End Closet into (2) Bays" EWheader_check22 "Split End Closet into (2) Bays" SIDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 P SW1 1830lbMSW 0ftlb LC3 P SW3 1031lb LC4 P SW4 2071lb MEMBER SIZES INTERACTION SIDE WALL COLUMN MemberSW "3.63 x 1.5 x 18ga 33 ksi Column"IntSW 0.782 SIDE WALL COLUMN BRACING LxS 122 inLyS 41 inLtS 41 in P53988_#4_20ft Bay.xmcd D6 3/25/2021 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 P EW1 1830lbNA NA LC3 P EW3 1031lbwEW3 48 plfMEW3 620ft lb LC4 P EW4 2071lbwEW4 36 plfMEW4 465ft lb MEMBER SIZES INTERACTION END WALL COLUMN MemberEW "3.63 x 1.5 x 16ga 50 ksi Column"IntEW 0.752 END WALL COLUMN BRACING LxE 113 inLyE 38 inLtE 38 in GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT wGS 42 plfRGS 425lbMGS 2123ft lbSIDE WALL GIRT IN MID ZONE wGSe 49 plfRGSe 487lbMGSe 2437ft lbSIDE WALL GIRT IN END ZONE wGE 44 plfRGE 438lbMGE 137ft lbGIRT IN MID ZONE wGEe 53 plfRGEe 534lbMGEe 167ft lbGIRT IN END ZONE MEMBER SIZES INTERACTION SIDE WALL GIRT (MID)MemberGS 999IntGS 999.000 END WALL GIRT (END)MemberGE "3.5 x 1.75 x 18ga 33 ksi Girt"IntGE 0.247 SIDE WALL GIRT BRACING LtG 239 in END WALL GIRT BRACING LtGE 59 in STUDS STUD SPACING StudSpacing 16 in STUD LOADS UNIFORM LOAD MOMENT wStud 19 plfMStud 241ft lbSIDE WALL STUD IN MID ZONE wStude 23 plfMStude 295ft lbSIDE WALL STUD IN END ZONE MEMBER SIZES INTERACTION SIDE WALL STUD MemberStud "3.625 x 2 x 20ga 33 ksi Stud"IntStud 0.512 SIDE WALL STUB BRACING LxStud 122 inLyStud 41 inLtStud 41 in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY P down_interior 3660lbUPLIFT P up_int 200lb EXTERIOR COLUMN REACTIONS GRAVITY P down_exterior 2071lbUPLIFT P up_ext 701lb ALLOWABLE BEARING PRESSURE BearingPressure 1500 psf SLAB THICKNESS Slab 4 in PAD WIDTH PadW 20 in PAD DEPTH PadD 8in LxG 239 in LxGE 59 inLyGE 12 in LyG 12 in P53988_#4_20ft Bay.xmcd D7 3/25/2021