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HomeMy WebLinkAboutB15-0065STRUCTURAL CALCULATIONS A Proposed Barn for TRAVIS ULCH 12 SERENDIPITY LANE C.HICO, CA 95973 BUTTE COUNTY JAN 12 2015 DEVELOPMENT SERVICES ■ Submitted To: D I � ' Butte County Building Department PERMIT # BUTTE COUNTY DEVELOPMENT SERVICE ' REVIEWED FOR . C DEC M�PLIANCE DATE 24- 1`-, BY -0 December 3, 2014 xp tZ^0 8- C6072� G) m cj m OF This document and its entire contents are the sole property of MANNING ENGINEERING, and are to be used as supportive material for the submittal of this specific project only. This document is not to be reproduced, changed, modified of copied in any form or manner whatsoever, nor shall it be used by or disclosed to any person firm or corporation for any purpose whatsoever without the written permission of MANNING ENGINEERING. MANNING ENGINEERING 2540 Zanella Way, # 10 Chico, CA 95928-7194 530-893-5937 STRUCTURAL CALCULATIONS for the A Proposed Barn for TRAVIS ULCH December 3, 2014 I INDEX TO CALCULATIONS GRAVITY DESIGN Building System Loads 1 -2 Roof Framing 3-13 LATERAL DESIGN Wind Design Criteria 14 Wind Loading 15-17 Shearwall Design 18-24 FOUNDATION DESIGN Continuous Footing 25-27 APPENDIX MANNING ENGINEERING 11 JOB: ULCH BARN PAGE: JOB NO: 14-6226 DATE: MANNING ENGINEERING CALCULATION OF GRAVITY DESIGN JOB: ULCH BARN V�\JOB NO: 14-6226 MANNING ENGINEERING CALCULATION OF GRAVITY DESIGN PAGE: 12 - DATE: DATE: Z -03 - 1j JOB ULCH BARN JOB NO. 14-6226 UALUULA I ION OF GRAVITY DESIGN PAGE DATE 12- JOB 2 A -rYQ(ck,(-- P I CAZ_. Design Check Calculation Sheet Wood Works Sizer 10.2 Loads: Load Type COMPANY PROJECT �/®rks° Magnitude MANNING ENGINEERING 2540 ZANELLA WAY, SUITE 10 ULCH BARN JOB NO. 14-6226 Bearing: Fv' = CHICO, CA 95928 GRAVITY DESIGN SOFEIVA RE FOR WOOD DESIGN Beam www.manningengineering.net ROOF FRAMING Full Area Supports Dec. 2, 2014 17:41 HDR-1.wwb Design Check Calculation Sheet Wood Works Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit 761 Bearing: Fv' = tern Start End Start End Beam RDL Dead Full Area Supports 11340 8.00 (3.00)* psf RSL Snow Full Area Total Defl'n Beam 38.00 (3.00)* psf Self -weight Dead Full UDL 0.07 6.0 plf .iivu y .v­lig, Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : i 10'-7" in, Unfactored• Dead Snow Factored: 157 603 Value 157 603 Total 761 Shear 761 Bearing: Fv' = 207 Fv' = 0.18 Capacity Beam 7656 Fb' = 7656 Supports 11340 0.15 = 11340 Anal/Des L/360 0.44 Total Defl'n Beam 0.10 0.50 = 0.10 Support 0.07 0.07 Load comb #2 #2 Length 3.50 3.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 7001 700 .. "u l- u ....ally � .11 O.PPV.w DOOR HEADER Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-114") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 10'-7.0"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value sis/Desi n Shear fv = 37 Fv' = 207 Fv' = 0.18 Bending(+) fb = 710 Fb' = 1323 rfb/Fbl= 0.54 Live Defl'n 0.15 = L/821 0.33 = L/360 0.44 Total Defl'n 0.20 = L/588 0.50 = L/240 0.41 i• F] Woodworks® Sizer SOFTWARE FOR WOOD DESIGN HDR-1.wwb WoodWorksO Sizer 10.2 Page 2 Additional Data: i FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cft Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.984. 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 { Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, v = 723, v design = 633 lbs Bending(+): LC #2 = D+S, M = 1815 lbs -ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow w=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Cade (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Load r � �/®r ks° COMPANY MANNING ENGINEERING 2540 ZANELLA WAY, SUITE 10 PROJECT ( ULCH BARN JOB NO. 14-6226 Magnitude CHICO, CA 95928 GRAVITY DESIGN SOMVARE FOR IVO OD DESIGN www.manningengineering.net ROOF FRAMING tern Dec. 2, 2014 17:43 HDR-2.wwb , Design Check Calculation Sheet Fb' = WoodWorks Sizer 10.2 4 Loads: j Load Type Distribution Pat- Location [ft] Magnitude Unit 961 Bearing: Fv' = 207 tern Start End Start End 7656 Fb' = RDL Dead Full Area j 11340 8.00 (9.00)* psf 0.09 RSL Snow Full Area 0.20 = 0.13 38.00 (9.00)* psf l Self -weight Dead Full UDL 412 6.0 plf .iiuua.oiy Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) il 4'-7" 4 Unfactored• Dead Snow Factored: 177 784 Value 177 784 Total 961 Shear 961 Bearing: Fv' = 207 C v' = 0.17 Capacity Beam 7656 Fb' = 7656 Supports 11340 j 11340 Anal/Des L/360 0.09 Total Defl'n Beam 0.13 0.20 = 0.13 Support 0.08 l 0.08 Load comb #2 412 Length 3.50 3.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 700 700 �nuuniu�n n=anny i=nyuI 0= IIV ua=u. uc wI =nu auNytnW DOOR HEADER Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 4'-7.0"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value sRi�s/Desi n Shear fv = 35 Fv' = 207 C v' = 0.17 Bending(+) fb = 336 Fb' = 1337 rfb/Fbl= 0.25 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.09 Total Defl'n 0.02 = <L/999 0.20 = L/240 0.08 WoodWorks® Sizer . SOFTWARE FOR WOOD DESIGN HDR-2.wwb Wood Works® Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.994 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 849, V design = 586 lbs Bending(+): LC #2 = D+S, M = 858 lbs -ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow w=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ji�E JOB: ULCH BARN JOB NO: 14-6226 MANNING ENGINEERING CALCULATION OF GRAVITY DESIGN PAGE: DATE: 7 Company MANNING ENGINEERING Designer TWM Dec 2, 2014 5:30 PM Job Number 13-2414 TRINITY CHURCH - EDUCATION WING RAFTERS Checked By: Wood Section Sets Wood Design Parameters Label Shape Lenoth[ft] Ie2LJ lelrftl le -bend to 1e -k I rl Ml RAFTER I 1.204' 'I, _L I ' Ena Location i OtIllt LUL;dLlUFlllL.-/ott.1/0 1 F\Z-1 CV Cr y away z sway F--.T-,ER`,''--*,*`-!'-� bM, 1.204 -- A&-- .060 1.204 v smi-I.-I�1--l�'ll.f.�....,- WNW 3 M3 RAFTER 4.804 M5 -42.2 WN .175 .928 g T, M3 2X6 .131 0 .121 4.804 V 5 M5 RAFTER 4.809 1.3 1.495.175 11.87 1 .2 3.9-3 ItM- rz-, Ek�z- 4•%4 7,— 5 1 8 4 4 1 .315 4.809 .134 0 1 v Member Distributed Loads LBLC I : ROOF DL)it Mernher I ;;hpl Dinartinn -qfmrt hfi—if—I C-4 FLA.cif,.. -riki" A- f .— u=w� r-nG Locaflonin.5/oi ,d Ml y 16 -16 u=w� LC31 L L.UL 02. U Q I I I LL:/Oj 0 RYS 3 M3 Y, -16 -16 0s i0 �N OR - 5 M5 y 0 0 - --------- Member Distributed Loads (BLC 2: ROOF SQ e Member Label Nrarfinn - Start hA�% nif"A �nA RA-3.,ApflklA A —U—j­.L,UC.. 'I, _L I ' Ena Location i OtIllt LUL;dLlUFlllL.-/ott.1/0 1 Ml -42.2 42.2 0 0 1.204 -- A&-- .060 1.204 v 3 M3 y -42.2 0 M5 -42.2 .175 .928 g 1 M3 2X6 Load Combinations 0-1— Member Wood Code Checks LBV Combination) LC Member Shane UC Max i^rrfticzh.. RISA -3D Version 8:1.0 [C:\E-WORK\2014\14-6226 ULCH BARN\calcs\ULCH.r3d] Page 5 1 ' Ml 1 2 X6 048 1.204 -- A&-- .060 1.204 v L--- Lu-. - j - 'l— I 1.532 .878 M.3"" F -:L cy rbl 0 LL L, t, : 9 5.942 1 tan 3.9-1 I 1" Wb WOV U4, 9.- .175 .928 .-3 1 M3 2X6 .131 0 .121 4.804 V .329 .878 1.3 1.495.175 11.87 1 .2 3.9-3 4•%4 32m 5 1 M5 2X6 1 .315 4.809 .134 0 1 v 1.329 1.878 1.3 11.877 1.495.175 99 .1 07 _Jgg 9 2 .3 7 2X6 -4621.878 1.3 1.495 .175 15.319 15.319 RISA -3D Version 8:1.0 [C:\E-WORK\2014\14-6226 ULCH BARN\calcs\ULCH.r3d] Page 5 Unfactored: Dead Snow Factored: Analysis Value COMPANY PROJECT 76 309 WoodWorks° MANNING ENGINEERING 2540 ZANELLA WAY, SUITE 10 ULCH BARN JOB NO. 14-6226 980 207 380 Bearing: CHICO, CA 95928 GRAVITY DESIGN 1186 Fb' = 1719 SOFnVARE FOR WOOD DESIGN www.manningengineering.net ROOF FRAMING 767 76 787 Capacity Dec. 2, 2014 17:24 R-1.wwb Deflection: . Design Check Calculation Sheet 1039 0.28 = WoodWorks Sizer 10.2 Supports L/290 Loads: 566 Interior Live t Anal/Des Load Type Distribution Pat- Location [ft] Magnitude Unit � 0.60 Joist tern Start End Start End L/130 0.46 RDL Dead Full Area No 8.00 (29.0)*psf Total RSL Snow Full Area Yes 38.00 (24.0)sf 0.65 *Tributary width (in) 0.99 #2 Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 89 Length 0.50* 0.50* 0' 1' 0.50* 9. 0.50* Cb 1.75 1.00 Cb min 1.75 1.00 Cb support 1.25 1.25 Fc sup 625 625 *Minimum bearing length setting used: 1/2" for end.supports and 1/2" for interior supports TYPICAL RAFTER Lumber -soft, D.Fir-L, No.1, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 11'-1.8'; Pitch: 8/12; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Unfactored: Dead Snow Factored: Analysis Value 97 383 Value 76 309 Total fv = 53 980 207 380 Bearing: Bending(+) fb = 1186 Fb' = 1719 F'theta 0.69 Bending(-) 767 76 787 Capacity fb/Fb' = * Deflection: Unfactored: Dead Snow Factored: Analysis Value 97 383 Value 76 309 Total fv = 53 980 207 380 Bearing: Bending(+) fb = 1186 Fb' = 1719 F'theta 0.69 Bending(-) 767 76 787 Capacity fb/Fb' = 0.05 Deflection: . Joist 1039 0.28 = 591 Supports L/290 566 Interior Live 586 Anal/Des L/299 0.69 = L/180 � 0.60 Joist -0.11 = L/130 0.46 L/120 0.69 Support Total -0.15 = 0.82 0.16 = 0.65 Load comb 0.99 #2 89 Length 0.50* 0.50* 'Min req'd 0.50* 0.50* Cb 1.75 1.00 Cb min 1.75 1.00 Cb support 1.25 1.25 Fc sup 625 625 Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 53 Fv' = 207 fv/Fv' = 0.25 Bending(+) fb = 1186 Fb' = 1719 fb/Fb' = 0.69 Bending(-) fb = 76 Fb' = 1383 fb/Fb' = 0.05 Deflection: 0.28 = L/910 0.96 = L/290 0.58 Interior Live Total 0.39 = L/299 0.69 = L/180 0.60 Cantil. Live -0.11 = L/130 0.12 = L/120 0.92 Total -0.15 = L/95 0.16 = L/90 0.99 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN R-1.wwb WoodWorksO Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1000 1.15 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 4 [. Fb'- 1000 1.15 1.00 1.00 0.804 1.300 1.00 1.15 1.00 1.00 -, 2 ` Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.62 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: ) Shear : LC #2 = D+S, V = 322, V design = 290 lbs Bending(+): LC #4 = D+S (pattern: sS), M = 748 lbs -ft Bending(-): LC #2 = D+S,' M = 48 lbs -ft Deflection: LC #4 = (live) LC #4 = (total). D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 35e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. iN Design Check Calculation Sheet WoodWorks Sizer 10.2 I Loads: Load Type COMPANY PROJECT Location [ft] Magnitude ' INNING ENGINEERING ULCH BARN = 22 �/®rksO tern 2540 ZANELLA WAY, SUITE 10 JOB NO. 14-6226 SORIVARE FOR WOOD DESIGN RDL CHICO, CA 95928 www.manningengineering.net GRAVITY DESIGN ROOF FRAMING No Capacity Dec. 2, 2014 17:37 R-2.wwb Design Check Calculation Sheet WoodWorks Sizer 10.2 I Loads: Load Type Distribution Pat- Location [ft] Magnitude ' Unit fV = 22 206 tern Start End Start End fb RDL Dead Full Area No Capacity 8.00 (24.0)* psf RSL Snow Full Area Yes 38.00 (24.0)* pSf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : Unfactored• Dead Snow Factored: Analysis Value 36 170 value 12 67 Total fV = 22 206 207 79 Bearing: fb = 128 Fb' 1984 fb/Fb' = 0.06 Capacity fb = 180 Fb' = 1974 fb/Fb' = 0.09 Joist 3633 969 Supports = <L/999 0.10 = 4101 0.02 Interior Live Anal/Des 0.00 = <L/999 0.13 = L/180 _ Joist 0.00 = <L/999 0.06 L/120 0.17 Support PP 0.00 = <L/999 0.05 L/90 0.04 Load comb $2 _ Length 3.50 0.50* Min req'd 0.50* 0.50* Cb 1.11 1.00 Cb min 1.75 1.00 Cb support 1.25 Fcp sup 625 Bearing for wall supports is perpendicular -to -grain bearing on top plate. No stud design included. TYPICAL OUTRIGGER Lumber -soft, D.Fir-L, No.1, 2x4 (1-1/2"x3-1/2") Supports: 1 - Lumber Stud Wall, D.Fir-L Stud; 2 - Hanger, Roof joist spaced at 24.0" cc; Total length: 3; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress ()sill and Deflection (inl Iicinn Nnc gn1q Criterion Analysis Value Design value Anal /Design Shear fV = 22 Fv' = 207 fv/Fv' = 0.11 Bending(+) fb = 128 Fb' 1984 fb/Fb' = 0.06 Bending(-) fb = 180 Fb' = 1974 fb/Fb' = 0.09 Deflection: 0.00 = <L/999 0.10 = L/240 0.02 Interior Live Total 0.00 = <L/999 0.13 = L/180 0.02 Cantil. Live 0.00 = <L/999 0.10 = L/120 0.04 Total 0.00 = <L/999 0.13 = L/90 0.04 1-11 W®®dW®rks® Sizer SOFTWARE FOR WOOD DESIGN R-2.wwb WoodWorks® Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1000 1.15 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 - 4 Fb'- 1000 1.15 1.00 1.00 0.995 1.500 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.62 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 114, V design = 76 lbs Bending(+): LC #4 = D+S (pattern: sS), M = 33 lbs -ft Bending(-): LC #2 = D+S, M = 46 lbs -ft Deflection: LC #3 = (live) LC #3 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: S=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 9e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. JOB: ULCH BARN JOB NO: 14-6226 L MANNING ENGINEERING PAGE: i `{ DATE: 12 -D2 -i`t r JOB: ULCH BARN PAGE: 15 rJOB NO: 14-6226 - DATE:AL 12 MANNING ENGINEERING CALCULATION OF LATERAL DESIGN 1 _ _ !,J r 1 r r _ 10,0 p 16 L6 6'��Z, r VI r a.)i 147I.33.'7®`j� sk3�, 7� ®4- `1,qo p r lbw Ak.t, WO, �- 60'Po �z�� , I 1 cy r 1 Ilk r JOB: ULCH BARN JOB NO: 14-6226L J MANNING ENGINEERING CALCULATION OF LATERAL DESIGN PAGE: (o DATE: JOB ULCH BARN JOB NO. 14-6226 MANN G ENGINEERING PAGE 19 DATE 12 -0-3- l9' JOB ULCH BARN JOB NO. 14-6226 f c PAGE I DATE 12�o3-1`t r 1 ►1 ULCH BARN 12/2/2014 LATERAL DESIGN - Wall Line Drag Forces Wall Line ID: NORTH Shear Wall Length (feet) Opening Between Walls (feet) Unit Wall Shear Dia. Shear Dia. Shear Net Applied Shear Drag Force @ End of Segment Lateral ..Loa cls: south Side v Wind (kips) Seismic (kips) 0.95 0.00 W (Pifl F(ps�, W (Plfl S (PIfl W (Plfl S (Plfl W (Plfl S (Ifl W (PID S (Plfl v _ v 16.00 59 0 59 0 0 0 0 0 0.00 0.00 v Diaphragm Length 5Lartjftj End(ft) South Side 0 16 Max Drag Force Wind (kips) Seismic (kips) @ 16.0 ft. 0.00 0.00 Max. Chord Forcel 0.11 1 0.00 Plan View Sw1 16.0 ft. Max. Drag Forces t 0.8 i; 0.6 0.4 0.2 0 4.0 9 $.00 0 2 4 6 8 10 12 14 16 Code Top Plate Nailing Req'd 12013 CBC (� 110lbs --0.77 1OWn(1.33) Panel Grade � Sheathing I I '08 NDS: Table 4.3A (ASD) Panel Thickness Allow. Wind Shear = 365 plf > 59 plf 15/32' — 1/2" Nail Size Section 4.3.7.4: All panel edges backed with 2" nominal or wider framing. I 8d I I Footnote 7: Galvanized nails shall be hot dipped or tumbled. E.N. S acing Section 4.3.7.3: Space nails at 12" o.c. along intermediate framing members. 6 in o.c. v Section 4.3.7.4: Sill plates can be a 2" nominal member. No. of Sides Allowable shear values are for Douglas Fir -Larch. I One Sided Minimum panel dimension is 12". Stud Spacing Panels may be installed either horizontally or vertically. 16 in o.c. MANNING ENGINEERING ' I- 0 ULCH BARN 12/2/2014 LATERAL DESIGN - Wall Line Drag Forces Wall Line ID: SOUTH Shear Wall Opening Between Unit Wall Shear Dia. Shear Dia. Shear Net Applied Shear Drag Force @ End of Segment Lateral Loads: Wind (kips) Seismic (kips) 0.95 0.00 W (plo S (plf) W (plo S (plo W (lo S (pl0 W (plo S (p10 W (pl0 S (plfl North Side 'w Length (feet) Walls (feet) _ - _ 3.00 158 0 59 0 0 0 -99 0 -0.30 0.00 10.00 0 0 59 0 0 0 59 0 0.30 0.00 3.00 158 0 59 0 0 0 -99 0 0.00 0.00 Diaphragm Length Start ft End (ft) North Side 0 16 Max Draa Force Wind (kips) Seismic (kips) @ 3.0 ft. 0.30 0.00 Max. Chord Force 0.11 0.00 Plan View SW2 SW3 16.0 ft. Max. Drag Forces 0.4 PP .30 0.2 rn ac 0 000 -0.2 I 4 6 8 10 12 14 16 Code Top Plate Nailing Req'd 1 2013 CBC 297 lbs z.o7 = Panel Grade 108#/n(1.33) Sheathing '08 NDS: Table 4.3A (ASD) Panel Thickness Allow. Wind Shear = 365 plf > 158 plf 15/32" — 1/2" I W I Nail Size Section 4.3.7.4: All panel edges backed with 2" nominal or wider framing. 8d v Footnote 7: Galvanized nails shall be hot dipped or tumbled. E.N. S acin Section 4.3.7.3: Space nails at 12" o.c. along intermediate framing members. 6 in o.c. —^ I - Section 4.3.7.4: Sill plates can be a 2" nominal member. No. of Sides Allowable shear values are for Douglas Fir -Larch. I One Sided I I Minimum panel dimension is 12". Stud S acing Panels may be installed either horizontally or vertically. 16 in o.c. MANNING ENGINEERING ' ULCH BARN 12/2/2014 LATERAL DESIGN - Wall Line Drag Forces Wall Line ID: WEST Shear Wall Length Opening Between Walls Unit Wall Shear Dia. Shear Dia. Shear Net Applied Shear Drag Force @ End of Segment Lateral Loads: Wind (kips) Seismic (kips) East Side 0.52 0.00 W S W S W S W S W S _ v _ (feet) (feet) (plfl (plfl _(plf) (plfl (plfl (plfl (pl (plfl (plfl (plfl —I 1r 12.00 43 0 26 0 0 0 -17 0 -0.21 0.00 8.00 0 0 26 0 0 0 26 0 0.00 0.00 Diaphragm Length Start ift End (ft) East Side 0 20 Max Drag Force Wind (kips) Seismic (kips) @ 12.0 ft. 0.21 0.00 -I I =:A Max. Chord orcel 0.30 1 0.00 Plan View SW4 20.0 ft. Max. Drag Forces 0 I I I 00 o.os 1 2 6 8 10 12 14 16 20 a -0.1 s `�-0.15 -0.2 .21 -0.25 Code Top Plate Nailing Req'd 2013 CBC • 300 lbs 2.09 = 108#/n(1.33) Panel Grade ISheathing W '08 NDS: Table 4.3A (ASD) Panel Thickness Allow. Wind Shear = 365 plf > 43 plf 15/32" - 1/2" 1-1 Nail Size Section 4.3.7.4: All panel edges backed with 2" nominal or wider framing. 8d Footnote 7: Galvanized nails shall be hot dipped or tumbled. E.N. Spacing. Section 4.3.7.3: Space nails at 12" o.c. along intermediate framing members. 6 In o.c. Section 4.3.7.4: Sill plates can be a 2" nominal member. No. of Sides Allowable shear values are for Douglas Fir -Larch. One Sided Minimum panel dimension is 12". Stud Spacing Panels may be installed either horizontally or vertically. 16 in ox. MANNING ENGINEERING ' 22 ULCH BARN 12/2/2014 LATERAL DESIGN - Wall Line Drag Forces Wall Line ID: EAST Shear Wall Length (feet) Opening Between Walls (feet) Unit Wall Shear Dia. Shear Dia. Shear Net Applied Shear Drag Force @ End of Segment Lateral Loads: Wind (kips) Seismic (kips) West Side v 0.52 0.00 W (plf) S (plo W (pl0 S (pl0 W (plf) S (plo W (plf) S (plf) W (plf) S (pl _ 20.00 26 0 26 0 0 0 0 0 0.00 0.00 v Diaphragm Len thStart ft End (ftl West Side 0 20 Max Drag Force Wind (kips) Seismic (kips) @ 20.0 ft. 0.00 0.00 Max.ChordForcel 0.30 1 0.00 Plan View SW5 20.0 ft. Max. Drag Forces I 0.8 0 0.6 X0.4 0.2 0 4 e 6.00 0 2 4 6 8 10 12 14 16 18 20 Code Top Plate Nailing Req'd 12013 CBC� 300 lbs 2.09 = 1OWn(1.33) Panel Grade I Sheathing _^ I s '08 NDS: Table 4.3A (ASD) Panel Thickness Allow. Wind Shear = 365 plf > 26 plf 15/32" — 1/2' v Nail Size Section 4.3.7.4: All panel edges backed with 2" nominal or wider framing. I 8d v Footnote 7: Galvanized nails shall be hot dipped or tumbled. E.N. Spacing Section 4.3.7.3: Space nails at 12" o.c. along intermediate framing members. 6 in o.c. v Section 4.3.7.4: Sill plates can be a 2" nominal member. No. of Sides Allowable shear values are for Douglas Fir -Larch. I One Sided v Minimum panel dimension is 12". Stud S acin Panels may be installed either horizontally or vertically. 16 in MANNING ENGINEERING JOB: ULCH BARN JOB NO: 14-6226 J MANNING ENGINEERING CALCULATION OF LATERAL DESIGN PAGE: !i,�S DATE: URCH BARN LATERAL DESIGN - Shearwall Desian 12/2/2014 w MANNING ENGINEERING Unit Wall Vertical Loading W S Wall Shear Wall Wall Shear W S DL WAP DL Mres Mres Mres Mres Line Wall Length Height Wi Wi Begin End M of M of R to L L to R R to L L to R T1 T2 Tallow Holdown W1 S Pi Xi 1. D. 1. D. feet feet I I I I ft ft (Ibs) 'I (ft) ft"k) (ft*k) ft`k) ft"k) (ft*k) (ft*k) Jki s) kis (kips) & Post SW1 16.00 10.00 59 0 66 >< 0 16.0 6.78 0.00 5.07 5.07 3.89 3.89 0.11 0.11 - none 14 0 16.0 w/ 2-2x SW2 3.00 10.00 158 0 66 2.89 0.00 0.18 0.18 0.14 0.14 0.90 0.90 3.08 w DU22 14 0 3.0 SW3 3.00 10.00 158 0 6614 2.89 0.00 0.18 0.18 0.14 0.14 0.90 0.90 3.08 w DU22 0 3.0 SW4 12.00 10.00 43 0 122 >< 0 12.0 5.82 0.00 5.27 5.27 4.04 4.04 0.05 0.05 - none 62 0 12.0 w/ 2-2x SW5 20.00 10.00 26 0 122 >< 0 20.0 10.61 0.00 14.64 14.64 11.22 11.22 0.00 0.00 _ none 62 0 20.0 w/ 2-2x P X1 -WI r w2 V L = Wall Length; H = Wall Height W = Wind; S = Seismic (0.7E) V = Unit Wall Shear x Wall Length 0.61)- 0.6W (2013 CBC: Eqn 16-15) (0.6 - 0.14SDs)D - 0.7pQE (ASCE 7-10: 12.4.2.3, Eqn 8) H M of = Overturning Moment Mres = Resisting Moment Ti = Mot - Mres TI L -� T2 w MANNING ENGINEERING �ot2000 v2.2.6, Copyright © 1999-2008 Spyder Software 12/2/2014 6:35:24 PM Company Info I Project Info Manning Engineering ]Project: ULCH BARN 2540 Zanella Way; Suite 10 (Location: Chico, CA, 95928 1 , Phone: 530-893-5937 (Client: Fax: 530-891-5925 ]Job No.: 14-6226 E-mail: tom@manningengineering.net IFooting Id: SOUTH CONT. FT'G FOUNDATION PARAMETERS Material Properties: ' Conc. Strength Conc.-Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,500 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches Section: 1 16.00 1.00 18.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 3 Other 0.17 4.00 4.00 n/a n/a n/a Column 4 Other 3.00 4.00 4.00 n/a n/a n/a Column 5 Other 13.00 4.00 4.00 n/a n/a n/a Column 6 Other 15.83 4.00 4.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Stud 1.50 3.00 4.00 8.00 0 No Wall 2 'Stud 14.50 3.00 4.00 8.00 0 No Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 391 / 1,500 714 / 1,500 391 / 1,500 !' Beam Shear Stresses: Section: 1 ........................... 19.37 psi Stirrups not required Punching Shear Stresses: Wall 1 0.00 psi Wall 2 ......................... 0.00 psi Column 3 .... 0.00 psi Column 4 0.00 psi Column 5 ........................... 0.00 psi Column 6 ........................... 0.00 psi. Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: int, Design inz, Design int/ft, Spacing int, Spacing Section: 1 Strength:.. 0.17 1-#4 0.20 2-#4 0.00 ..... N/A.... Not Reqd... T&S:.. Longitudinal: 0.43 3-44 0.43 #4 @ 5.6in. Note: Strength = Steel Required for Strength.. T&S = Steel Recommended for Temperature and Shrinkage.. 2s t Foot2000 v2.2.6, Copyright @1111-2001 Spyder Software 12/2/2014 6:35:24 Footing Id: SOUTH CONT. FT'G Page: 2 Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + LOLL + 1.6WL 1.2DL + LOLL - 1.6WL 1.2DL + LOLL + 1.OEQ 0.9DL + 1.6WL 0.9DL - 1.6WL 0.9DL + 1.OEQ Soil Load Cases Considered: 1.0DL 1.0DL + 1.OLL 1.ODL + LOLL + 1.OSL 1.0DL + LOLL + 1.OWL 1.0DL + LOLL - 1.0WL 1.ODL + LOLL + 1.0EQ 0.6DL + 1.OWL 0.6DL - 1.OWL 0.6DL + 0.7EQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 0.20 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wall :2 0.20 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 -2.26 0.00 0.00 0.00 0.00 0.00 Column:4 0.16 0.00 0.60 0.00 2.26 0.00 0.00 0.00 0.00 0.00 Column:5 0.16 0.00 0.60 0.00 -2.26 0.00 0.00 0.00 0.00 0.00 Column:6 0.00 0.00 0.00 0.00 2.26 0.00 0.00 0.00 0.00 0.00 Total Vertical Contact Forces: ' 1.ODL = 4.314 kips 1.0DL + LOLL = 5.980 kips 1.0DL + LOLL + 1.0SL = 5.980 kips 1.0DL + 1.OLL + 1.OWL = 5.980 kips 1.0DL + 1.OLL - 1.OWL = 5.980 kips 1.ODL + 1.OLL + 1.OEQ = 5.980 kips 0.6DL + 1.OWL = 4.028 kips 0.6DL - 1.0WL = 4.028 kips 0.6DL + 0.7EQ = 4.028 kips Envelope Case = 5.980 kips t Foot2000 v2.2.6, Copyright © 1999-2008 Spyder Software 12/2/2014 6:35:241PM Footing Id: SOUTH CONT. FT'G Page: 3 :, mwml Col#4 +.SDR_ ` C6WI#2 Col#6 1-1 VI lom--- - I 1-17-nmv LI 3.5 kips 16 -ft. V, kips 0 8.8 ft -kips M, ft 0 -8.1 ft -kips 714 psf Bearing psf 0 Defl, in. 0 0.159" -3.5 kips I A Proposed Barn for TRAVIS ULCH CHICO, CA 95973 urr Butte County Department of Development Services PERMIT CENTER ° ° r o 7 County Center Drive, Oroville, CA 95965 c0Ut"I Main Phone (530) 538-7601 Permit Center Phone (530) 538-6861 Fax (530) 538-7785 n 'F "i DES .t CRIT a: e qJRrj A5A CURRENT CODES: FORM NO F-0 11 ,'' . 2013 California Building Code (CBC) 2013 California Residential Code (CRC) 2013 California Electrical Code (CEC) 2013 California Mechanical Code (CMC) 2013 California Plumbing Code (CPC) 2013 California Energy Standards 2013 California Fire Code 2013 California Green Building Standards Code ASCE/SEI 7-10 Minimum Design Loads for Buildings and Other Structures ACI 318-11 Building Code Requirements for Structural Concrete TMS 402-11/ACI 530-11/ASCE 5-11 Building Code Requirements for Masonry Structures The 2013 California Codes are available for purchase from the International Code rCouncil at www.iccsafe.orQ and may be downloaded free at https://law.resource.org/i)ub/us/code/bsc.ca.gov/ LIVE LOADS: (per 2013 CBC Table 1607.1) WIND DESIGN: Per Chapters 26 - 31 of ASCE/SEI 7-10 1 Wind Speed: 100 mph, 110 mph, or 115 mph (based on 3 -second gust) depending on risk category Risk Category: — I Miscellaneous Occupancy 11 Standard Occupancy (not I, III, or IV) III High Occupancy IV Essential Facility, Hazardous Facility ' Wind Exposure Category: B or C depending on building height, terrain, and surface roughness: ' --pe- Exposure B = Terrain with buildings, forest, etc. 20' or more in height covering at least 20% within 1 mile of the site. ' K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 05_Buil ding_Design_Criteria_2014_reVd_3.7.2014_AKM. doc Page 1 of 3 Exposure C = Flat and generally open terrain within '/z mile or more from the site. ' SEISAGC DESIGN: Per Chapters 11 - 23 of ASCE/SEI 7-10 Permissible structural systems, limitations on height and irregularity, permitted lateral force procedure, and required level of strength and seismic detailing are ' based on Seismic Design Category (SDC). SDC must be determined in accordance with Chapter 16 of the 2013 California Building Code and ASCE/SEI 7-10. SDC is dependent on earthquake ground motion, soil characteristics, and risk category. See ASCE/SEI 7-10 Sec 11.6. FOUNDATION DESIGN VALUES - WITHOUT A GEOTECHNICAL 1 REPORT: Design values for Class 5 materials per 2013 CBC Table 1806.2 are required ' unless a geotechnical report is provided to substantiate higher design values. Class 5 Material (2013 CBC Table 1806.23): ' Allowable Bearing Pressure = 1500 psf. Allowable Lateral Bearing (Passive) = 100 psf/ft. Allowable Cohesion = 130 psf times the contact area ' (lateral sliding resistance may not exceed 'h the dead load) Geotechnical reports are required for structures proposed in areas known to contain highly expansive soils. Manufactured homes and commercial modular. buildings shall be designed for a I maximum 1000 psf soil bearing capacity unless a geotechnical report is provided to substantiate higher design values. (California Code of Regulations Title 25, Division I, Chapter2, Section 1334(d) ) FLOOD ZONE: Flood zone and other information can be found by entering the assessor's parcel number or address at the Butte County Data Search website: hM2:// ig smaps.buttecounty.net/flexviewer/bcdatasearch/index.html ' See Butte County Code Chapter 26 for construction requirements in FEMA designated flood zones. K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed0PC\DPC- 05_Building_Desi gn_Criteri a_2014_rev'd_3.7.2014_AKM. doc Page 2 of 3 SNOW LOADS: Elevation (Feet) Ground Snow 0 -1499 No Requirements 1500-1999 20 psf 2000-2499 37 psf 2500-2999 55 psf 3000-3499 75 psf 3500-3999 97 psf 4000-4499 122 psf 4500-4999 149 psf 5000-5499 180 psf 5500-6000 215 psf Snow load values on this chart may be interpolated. Elevations may be determined from Google Earth, USGS topo maps, or other sources. Structures proposed in areas where snow loads exceed 50 psf require design by a Registered Design Professional (California Licensed Engineer or Architect). Approximate elevations for some Butte County locations: Berry Creek 2200 Feather Falls 3000 Butte Meadows 4500 Forbestown 2800 Clipper Mills 3600 Forest Ranch 2400 Cohasset 32 Magalia 2400 oncow 2200 Stirling City 3600 De Sabla 2720 Yankee Hill 2200 K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 05_Building_Design Criteria_2014_rev'd_3.7.2014_AKM.doc Page 3 of 3 JOB: ULCH BARN JOB NO: 14-6226 MANNING ENGINEERING CALCULATION OF SEISMIC DESIGN CRITERIA FROM USGS WEBSITE: Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.941799 Longitude = -121.707524 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 0.656 (Ss, Site Class B) 1.0 0.229 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.941799 Longitude = -121.707524 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.275 ,Fv = 1.943 Period Sa (sec) (g) 0.2 0.836 (SMs, Site Class D) 1.0 0.444 (SM1, Site Class D) PAGE: DATE: S �'C� p►.1 I ! . l . 2.3 d r t� Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.941799 Longitude = -121.707524 Design Spectral Response Accelerations SDs and SD1 i SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.275 ,Fv = 1.943 Period Sa (sec) (g) r 0.2 0.557 (SDs, Site Class D) 1.0 0.296 (SD1, Site Class D) ULCH BARN 11/29/2014 LAI rKAL utawry - beismic uesr n crnena ASCE 7-10: Equivalent Lateral Force Procedure Seismic Base Shear V=C,6V (Equation 12.8-1) where: CS = The seismic response coefficient determined in accordance with Section 12.8.1.1 W = The effective seismic weight of the structure. Seismic Response Coefficient C = Sn` (Equation 12.8-2) �R) where: le = The occupancy importance factor determined in accordance with Section 11.5.1 R = The response modification factor from Table 12.2-1 SDS = The design spectral response acceleration parameter in the short period range, as determined from Section 11.4.4. The value of the seismic response coefficient, Cs, need not exceed the following C So, R for T—Ti, (Equation 12.8-3) T[!] C = ST, 7, 1,R) for T > TL (Equation 12.8 - 4) where I and R are defined above, and SDI = The design spectral response acceleration parameter at a period of 1.0 s, as determined from Section 11.4.4 T = The fundamental period of the building (seconds) determined in Section 12.8.2 (see below) TL = The long -period transitional period (seconds) shown in Fig. 22.12. But shall not be taken less than C, = 0.044SM1=> 0.01 (Equation 12.8-5) For buildings and structures in Seismic Design Category E or F and those buildings and structures for which the 1 -second spectral response, SI, is equal to or greater than 0.6g, the value of the seismic response coefficient, Cs, shall not be taken less than: C, = .5S. (Equation 12.8-6) where I, R and Sp, are defined above, and S, = The maximum considered earthquake spectral response acceleration at 1 -second period determined in accordance with Section 11.4.1 Approximate Fundamental Period T =Cil3s (Equation 12.8 - 4) where: C, = Coefficient from Table 12.8-2 h„ = The height in ft above the base to the highest level of the structure X = Coefficient from Table 12.8-2 0.086W 0.086 0.0857 1.00 = 6.5 0.557 g 0.2880 II 29.14 II 0.296 g 0.16s, 16s 0.02 nla 0.229 g 0.16s 0.020 15.75 0.75 MANNING ENGINEERING