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Home My WebLink AboutSTRUCTRUAL CALCULATIONS - 21-00577 - 4550 S 3300 W - Storage 1910 - Bldg 1Trachte 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 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 Pspace 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 Pg 50psfGROUND SNOW LOAD ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE Esnow "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.SS 0.368 Exp "Partial"SNOW EXPOSURE 1 SECOND PERIOD SPECTRAL ACC.S1 0.141 Lr 20psfROOF LIVE LOAD FLAT ROOF SNOW LOAD Pf 34 psfSPECTRAL RESPONSE ACC.SDS 0.37 UNBALANCE SNOW LOAD Punbalanced 34 psfSPECTRAL RESPONCE ACC.SD1 0.21 SNOW LOAD USED IN DESIGN PS 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 Vult 100mph Vasd 77 mph WIND EXPOSURE CATEGORY Ewind "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 VLs 870lbVTs 145lb ROOF FR 8 psfWIND VLw 840lbVTw 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) Vsa_.375 3.465kipVsa_.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 Vwil 0lbNwil 130lb WIND / LONGITUDINAL / EXTERIOR Vwel 168lbNwel 415lb WIND / TRANSVERSE / INTERIOR Vwit 57lbNwit 130lb WIND / TRANSVERSE / EXTERIOR Vwet 170lbNwet 278lb SEISMIC / LONGITUDINAL / INTERIOR Vsil 0lbNsil 280lb SEISMIC / LONGITUDINAL / EXTERIOR Vsel 828lbNsel 550lb SEISMIC / TRANSVERSE / INTERIOR Vsit 31lbNsit 280lb SEISMIC / TRANSVERSE / EXTERIOR Vset 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 Vall 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 VLs VLw cos BraceangleL TL 1132.9lb Transverse Tension on Strap TT if PanelCheckT "ok"=0max VTs 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 PI1 1830lbMI1 0 LC3 PI3 390lbMI3 0 LC4 PI4 1590lbMI4 196.94lb ft(Moment due to 5 psf horizontal load) LC5 PI5 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 PJamb1 915lbNA LC3 PJamb3a 405lbMJamb3a 158lb ft LC3 PJamb3b 458lbNA LC4 PJamb4 952lbMJamb4 118lb ft LC5 PJamb5 993lbNA JAMB UNIFORM LOAD swjamb 121 plfwEWJamb 69 plf JAMB APPLIED MOMENT JambMoment 158lb ftEWJambMoment 89lb ft JAMB AXIAL LOAD PJamb1 915lb JAMB MOMENT CAPACITY Mjambcap 971lb ft JAMB AXIAL CAPACITY Pjambcap 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 PSW1 915lbMSW 0lbft LC3 PSW3 405lb LC4 PSW4 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 PEW1 915lbNA NA LC3 PEW3 405lbwEW3 48 plfMEW3 504lb ft LC4 PEW4 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 Pdown_interior 1830lbUPLIFT Pup_int 100lb EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exterior 953lbUPLIFT Pup_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 Pspace.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 Pm 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)PI1D 1878lbPEW1D 963lb LOAD COMBINATION 3 (FORMULA 16-13)PI3D 1696lbPEW3D 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 3/25/2021A8 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 Pspace 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 Pg 50psfGROUND SNOW LOAD ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE Esnow "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.SS 0.368 Exp "Partial"SNOW EXPOSURE 1 SECOND PERIOD SPECTRAL ACC.S1 0.141 Lr 20psfROOF LIVE LOAD FLAT ROOF SNOW LOAD Pf 34 psfSPECTRAL RESPONSE ACC.SDS 0.37 UNBALANCE SNOW LOAD Punbalanced 34 psfSPECTRAL RESPONCE ACC.SD1 0.21 SNOW LOAD USED IN DESIGN PS 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 Vult 100mph Vasd 77 mph WIND EXPOSURE CATEGORY Ewind "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 VLs 3336lbVTs 145lb ROOF FR 8 psfWIND VLw 1032lbVTw 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) Vsa_.375 3.465kipVsa_.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 Vwil 0lbNwil 130lb WIND / LONGITUDINAL / EXTERIOR Vwel 206lbNwel 198lb WIND / TRANSVERSE / INTERIOR Vwit 70lbNwit 130lb WIND / TRANSVERSE / EXTERIOR Vwet 211lbNwet 392lb SEISMIC / LONGITUDINAL / INTERIOR Vsil 0lbNsil 280lb SEISMIC / LONGITUDINAL / EXTERIOR Vsel 793lbNsel 679lb SEISMIC / TRANSVERSE / INTERIOR Vsit 31lbNsit 280lb SEISMIC / TRANSVERSE / EXTERIOR Vset 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 Vall 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 VLs VLw cos BraceangleL TL 4797.41lb Transverse Tension on Strap TT if PanelCheckT "ok"=0max VTs 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 PI1 1830lbMI1 0 LC3 PI3 390lbMI3 0 LC4 PI4 1590lbMI4 292.25lb ft(Moment due to 5 psf horizontal load) LC5 PI5 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 PJamb1 915lbNA LC3 PJamb3a 391lbMJamb3a 152lb ft LC3 PJamb3b 527lbNA LC4 PJamb4 942lbMJamb4 114lb ft LC5 PJamb5 1044lbNA JAMB UNIFORM LOAD swjamb 122 plfwEWJamb 69 plf JAMB APPLIED MOMENT JambMoment 152lb ftEWJambMoment 86lb ft JAMB AXIAL LOAD PJamb1 915lb JAMB MOMENT CAPACITY Mjambcap 971lb ft JAMB AXIAL CAPACITY Pjambcap 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 PSW1 915lbMSW 0lbft LC3 PSW3 391lb LC4 PSW4 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 PEW1 915lbNA NA LC3 PEW3 391lbwEW3 48 plfMEW3 748lb ft LC4 PEW4 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 Pdown_interior 1830lbUPLIFT Pup_int 100lb EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exterior 942lbUPLIFT Pup_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 Pspace 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 Pg 50psfGROUND SNOW LOAD ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE Esnow "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.SS 0.368 Exp "Partial"SNOW EXPOSURE 1 SECOND PERIOD SPECTRAL ACC.S1 0.141 Lr 20psfROOF LIVE LOAD FLAT ROOF SNOW LOAD Pf 34psfSPECTRAL RESPONSE ACC.SDS 0.37 UNBALANCE SNOW LOAD Punbalanced 34psfSPECTRAL RESPONCE ACC.SD1 0.21 SNOW LOAD USED IN DESIGN PS 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 Vult 100mph Vasd 77mph WIND EXPOSURE CATEGORY Ewind "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 VLs 2031lbVTs 145lb ROOF FR 8 psfWIND VLw 936lbVTw 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) Vsa_.375 3.465kipVsa_.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 Vwil 0lbNwil 130lb WIND / LONGITUDINAL / EXTERIOR Vwel 187lbNwel 240lb WIND / TRANSVERSE / INTERIOR Vwit 64lbNwit 130lb WIND / TRANSVERSE / EXTERIOR Vwet 191lbNwet 332lb SEISMIC / LONGITUDINAL / INTERIOR Vsil 0lbNsil 280lb SEISMIC / LONGITUDINAL / EXTERIOR Vsel 772lbNsel 581lb SEISMIC / TRANSVERSE / INTERIOR Vsit 31lbNsit 280lb SEISMIC / TRANSVERSE / EXTERIOR Vset 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 Vall 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 VLs VLw cos BraceangleL TL 2777.83lb Transverse Tension on Strap TT if PanelCheckT "ok"=0max VTs 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 PI1 1830lbMI1 0 LC3 PI3 390lbMI3 0 LC4 PI4 1590lbMI4 242.25lb ft(Moment due to 5 psf horizontal load) LC5 PI5 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 PJamb1 915lbNA LC3 PJamb3a 355lbMJamb3a 187lb ft LC3 PJamb3b 475lbNA LC4 PJamb4 915lbMJamb4 140lb ft LC5 PJamb5 1005lbNA JAMB UNIFORM LOAD swjamb 120 plfwEWJamb 69 plf JAMB APPLIED MOMENT JambMoment 187lb ftEWJambMoment 108lb ft JAMB AXIAL LOAD PJamb1 915lb JAMB MOMENT CAPACITY Mjambcap 971lb ft JAMB AXIAL CAPACITY Pjambcap 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 PSW1 915lbMSW 0lbft LC3 PSW3 355lb LC4 PSW4 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 PEW1 915lbNA NA LC3 PEW3 355lbwEW3 48 plfMEW3 620lb ft LC4 PEW4 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 Pdown_interior 1830lbUPLIFT Pup_int 100lb EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exterior 915lbUPLIFT Pup_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 Pspace 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 Pg 50psfGROUND SNOW LOAD ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE Esnow "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.SS 0.368 Exp "Partial"SNOW EXPOSURE 1 SECOND PERIOD SPECTRAL ACC.S1 0.141 Lr 20psfROOF LIVE LOAD FLAT ROOF SNOW LOAD Pf 34 psfSPECTRAL RESPONSE ACC.SDS 0.37 UNBALANCE SNOW LOAD Punbalanced 34 psfSPECTRAL RESPONCE ACC.SD1 0.21 SNOW LOAD USED IN DESIGN PS 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 Vult 100mph Vasd 77 mph WIND EXPOSURE CATEGORY Ewind "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 VLs 1596lbVTs 290lb ROOF FR 8 psfWIND VLw 936lbVTw 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) Vsa_.375 3.465kipVsa_.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 Vwil 0lbNwil 260lb WIND / LONGITUDINAL / EXTERIOR Vwel 187lbNwel 217lb WIND / TRANSVERSE / INTERIOR Vwit 0lbNwit 260lb WIND / TRANSVERSE / EXTERIOR Vwet 1717lbNwet 1198lb SEISMIC / LONGITUDINAL / INTERIOR Vsil 0lbNsil 561lb SEISMIC / LONGITUDINAL / EXTERIOR Vsel 607lbNsel 3lb SEISMIC / TRANSVERSE / INTERIOR Vsit 0lbNsit 561lb SEISMIC / TRANSVERSE / EXTERIOR Vset 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 Vall 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 VLs VLw cos BraceangleL TL 1760.77lb Transverse Tension on Strap TT if PanelCheckT "ok"=0max VTs 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 PI1 3660lbMI1 0 LC3 PI3 780lbMI3 0 LC4 PI4 3180lbMI4 242.25ft lb(Moment due to 5 psf horizontal load) LC5 PI5 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 PJamb1 1830lbNA LC3 PJamb3a 1031lbMJamb3a 355ft lb LC3 PJamb3b 462lbNA LC4 PJamb4 2071lbMJamb4 266ft lb LC5 PJamb5 1644lbNA JAMB UNIFORM LOAD swjamb 228 plfwEWJamb 69 plf JAMB APPLIED MOMENT JambMoment 355ft lbEWJambMoment 108ft lb JAMB AXIAL LOAD PJamb1 1830lb JAMB MOMENT CAPACITY Mjambcap 971ft lb JAMB AXIAL CAPACITY Pjambcap 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 PSW1 1830lbMSW 0ftlb LC3 PSW3 1031lb LC4 PSW4 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 PEW1 1830lbNA NA LC3 PEW3 1031lbwEW3 48 plfMEW3 620ft lb LC4 PEW4 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 Pdown_interior 3660lbUPLIFT Pup_int 200lb EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exterior 2071lbUPLIFT Pup_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