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Home My WebLink AboutB15-1919 (4)CHO neering, Inc. STRUCTURAL CALCULATIONS Rancho Job #14-221 Calculation Index: • Project Layout • Gravity Analysis • Lateral Analysis • Beam Analysis • Footing Analysis Revision Summary: Rev. 0 for Fearon Residence 4950 Rich Bar Rd Chico, CA Page # 1 G1 L1-L5 B1 -B12 F1 -F16 07/21/15 Initial Issue This calculation package is valid for the project location as listed above only and may not be used or modified for.another site without the authorization of Rancho Engineering. Rancho Engineering disclaims responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies. PERMfT # BUTTE COUNTY DEVELOPME�SERVICES DU77M REVIEWED FOR 'COUNTY CODE COMPLIANCE AUG 0 7 ?015 DATE - ,q/ /Zl I It;;; MO I,�-- Jarrod _ Jarrod Holliday, P.E. Civil, Structural, Septic Design 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com FILE CDPY r. I CHO �eering 5550 Skyway, Ste, C Paradise, CA g5g6Q Fhone/Fax: (550) 8-17-5-100 BUTTE COUNTY N BUILDING ®lily APPROVE® SCALE = N.T.S. JOB # 14-221 FEARON RESIDENCE 4850 RIGH BAR RD CHICO, GA PROJECT LAYOUT 7/21/2015 Fearon House - Job 14-221 G Gravity Loads: Roof Dead Load 5/8" Ply 2.25 psf Metal Roof 5.0 psf Slope= 4 /12 Framing 5.0 psf Sheetrock 2.8 psf Insulation 1.0 psf Misc. 1.0 psf Total Sloped= 17.08 psf Total Horiz.= 18.00 psf Roof Live Load Construction 20 psf Exterior Wall Dead Load 3/8" PLY. 1.8 psf Siding 5.0 psf Framing 1.7 psf Sheetrock 2.2 psf Insulation 1.0 psf Misc. 1.3 psf Total 13.0 psf Interior Wall Dead Load . Framing 1.7 psf 1/2" Sheetrock 4.4 psf Misc. 1.9 psf Total 8.0 psf Floor Dead Load 3/4" ply 2.8 psf Floor Framing 2.5 psf Gyp. 2.8 psf Insulation 1.0 psf Flooring 1.5 psf Misc. 1.4 psf Total 12.0 psf Floor Live Load Residential 40 psf COUNTYBUTTE BuLDING E appROVED CHO ftnglneexing 7/21/2015 Fearon House - Job 14-221 L All Heights Method Wind Loading CBC -13 per 1609.6 Windward wall Pressure+ Y V= 110 Kd= 0.85 Loading- Front h= 15 Pressure Y V12= 12100 G= 0.85 Wall Lines 1-4 z= 9 Leeward wall Pressure' Y qs 30.98 1= 1 Exposure: B Peak Ht= 21 Pressure Y kZ 0.57 Kzt= 1 Y -0.42 kh= 0.57 qh= 15.13 Enclosed Cnet: Table 1609.6.2(2) V: (Eqn 1 I Slope Windward wall Pressure+ Y 0.43 7.66 Pmax= 13.00 psf Pressure Y 0.73 13.00 -13.00 Pmax= 4.45 psf Leeward wall Pressure' Y -0.51 -9.08 Pmax= 9.08 psf Pressure Y -0.21 -3.74 Y -0.42 -7.48 Pressure+ Y -0.66 -11.75 Pmax= 11.75 psf -0.05 Side wall Pressure Y -0.35 -6.23 Condition 2 Pressure Length= 57 ft Pressure' Width= 85 ft Pmax= -6.23 psf Leeward Roof Height= 9 ft Wind Load Areas SQFT Pressure Y -0.35 Windward= 375 Pmin= -11.75 Pwall = 4873.44 lbs Pressure' Normal Leeward= 375 -19.40 Pwall = 3404.73 lbs II to Wind Sidewall Left= 190 Pwall = 2232.44 lbs Sidewall Right= 190 Y Pwall = 2232.44 lbs Pmin= -19.40 psf Windward= 375 Areas SQFT Pwall = 4873.44 lbs Inverse Leeward= 375 Windward= 536 Pwall = 3404.73 lbs Proof= Wind Sidewall Left= 190 Normal Pwall = 2232.44 lbs Proof= Sidewall Rioht= 190 Pwall = 2232.44 lbs I Slope 4/12 jEnclosed Cfet(Table 1609.6.2(2) P (Eqn 16-34) Pressure+ Y -0.73 -13.00 Pmax= 4.45 psf Condition 1 Winward Pressure Y -0.42 -7.48 Pmin= -13.00 psf Roof Pressure' Y -0.05 -0.89 Condition 2 Pressure Y 0.25 4.45 Pressure' Y -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure Y -0.35 -6.23 Pmin= -11.75 psf Pressure' Y -1.09 -19.40 Pmax= -14.06 psf II to ridge Pressure Y -0.79 -14.06 Pmin= -19.40 psf Areas SQFT Windward= 536 Proof= 6965.77 lbs Normal Leeward= 521 Proof= 6121.57 lbs Wind Parallel to ridge Left= 564 Proof= 10944.28 lbs Parallel to ridge Right= 564 Proof= 10944.28 lbs Windward= 521 Proof= 6770.83 lbs Inverse Leeward= 536 Proof= 6297.82 lbs Wind Parallel to ridge Left= 564 Proof= 10944.28 lbs Parallel to ridge Right= 564 Proof= 10944.28 lbs Resultant Force _ Wind Dirc. ..,��Nt�orce(� Il Y Windward + Leeward= 21365.51 lbs U 21.365:6�ILis� Normal % hN%% WDA Sidewall Net= 0.00 lbs E; X11 NNG 251.4 Ibssper ft width of wall Inverse Windward + Leeward= 21346.82 lbs `r,% f1;5p)1,8�U IbsLJ ASD Load Sidewall Net= 0 lbs >t 0°1C 7/21/2015 Fearon House - Job 14-221 L L All Heights Method Wind Loading CBC -13 per 1609.6 Windward wall Pressure+ Y V= 110 Kd= 0.85 Loading- Side h= 15 Pressure Y V^2= 12100 G= 0.87 Wall Lines A -D z= 9 Leeward wall Pressure' Y qs= 30.98 1= 1 Exposure: B Peak Ht= 21 Pressure Y kZ 0.57 Kzt= 1 Y -0.42 kh= 0.57 qh= 15.13 Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) Slope Windward wall Pressure+ Y 0.43 7.66 Pmax= 13.00 psf Pressure Y 0.73 13.00 -13.00 Pmax= 4.45 psf Leeward wall Pressure' Y -0.51 -9.08 Pmax= 9.08 psf Pressure Y -0.21 -3.74 Y -0.42 -7.48 Pressure+ Y -0.66 -11.75 Pmax= 11.75 psf -0.05 Side wall Pressure Y -0.35 -6.23 Condition 2 Pressure Length= 85 ft Pressure' Width= 57 ft Pmax= -6.23 psf Leeward Roof Pressure Y Height= 9 ft Wind Load Areas SQFT psf Pressure+ Y -1.09 Windward= 190 Pmax= -14.06 Pwall = 2469.21 lbs Y Normal Leeward= 190 Pmin= -19.40 Pwall = 1725.06 lbs Areas SQFT Wind Sidewall Left= 375 Pwall = 4406.12 lbs Windward= 564 Sidewall Right= 375 Proof= Pwall = 4406.12 lbs Normal Leeward= 564 Windward= 190 Pwall = 2469.21 lbs Inverse Leeward= 190 Pwall = 1725.06 lbs 10109.87 lbs Wind Sidewall Left= 375 Parallel to ridge Right= 536 Pwall = 4406.12 lbs Proof= 10400.94 lbs Sidewall Right= 375 Pwall = 4406.12 lbs Slope 4/12 Enclosed Cnet(Table1609.6.2(2) P (Eqn 16-34) Pressure+ Y -0.73 -13.00 Pmax= 4.45 psf Condition 1 Winward Pressure Y -0.42 -7.48 Pmin= -13.00 psf Roof Pressure' Y -0.05 -0.89 Condition 2 Pressure Y 0.25 4.45 Pressure' Y -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure Y -0.35 -6.23 Pmin= -11.75 psf Pressure+ Y -1.09 -19.40 Pmax= -14.06 psf II to ridge Pressure Y -0.79 -14.06 Pmin= -19.40 psf Areas SQFT Windward= 564 Proof= 7329.65 lbs Normal Leeward= 564 Proof= 6626.81 lbs Wind Parallel to ridge Left= 521 Proof= 10109.87 lbs Parallel to ridge Right= 536 Proof= 10400.94 lbs Windward= 564 Proof= 7329.65 lbs Inverse Leeward= 564 Proof= 6626.81 lbs Wind Parallel to ridge Left= 521 Proof= 10109.87 lbs Parallel to ridae Riaht= 536 Proof= 10400.94 lbs Normal Windward + Leeward= 18150.73 lbs DWI - �1 1S0-71, b4-4 Sidewall Net= 291.07 lbs Q1 III DIN 1�� 318.,4 jbs per ft width of wall Inverse Windward + Leeward= 18150.73 lbs ArpF(OV1U1 lbs ASD Load Sidewall Net= 291.0711 lbs 7/21/2015 Fearon House - Job 14-221 ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure Description Symbol Value Source Units Site Class - D Chapter 20 - MCER (short period) Ss 0.626 USGS website %g MCER 0 sec period) S, 0.267 USGS website %g ,Response Modification R 6.5 Table 12.2-1 - Risk Category - II Table 1-1 - Importance Factor I I Table 11.5-1 - Strutural Height hn 14.0 - ft Peroid Parameter Ct 0.02 Table '12.8-2 English Peroid Parameter x 0.75 Table 12.8-2 English Long Period TL 16 Figure 22-16 sec Aprx. Fundamental Period Ta 0.145 Section 12.8.2:1 sec Design Spectral Acceleration SDs 0.542 Eq. 11.4-3 %g Design Spectral Acceleration SD, 0.332 Eq. 11.4-4 %g Redundancy Factor p 1.3 Section 12.3.4. - Seismic Response Coefficient Cs 1 0.083 ISection 12.8.1. - Diaphragm'l Roof Tributary Area = Diaph. width 1-4: 57 V ultimate = 199 plf 4845 SQFT Sloped Roof @ 18.00 psf V working stress = 142 plf 1130.00 SQFT of Ext. Wall @ 13.00 psf 360.00 SQFT of Int. Wall @ 8.00 psf Diaph. width A -D 85 V ultimate = 1.34 plf 0.00 SQFT Floor @ 12.00 psf V working stress = 95 plf W= '104798.9 lbs BUTTE COUNTY 13UILC)ING ®IVIS®N APPF(®V1E® 7/21/2015 - Fearon House - Job 14-221 Lateral Load Summary Roof Level Wall Triburtary Seismic Wind Seismic Wall Wind Wall Controaling Line Length Loading Loading Load Load Load ID. Dia (FT) (plf) (plf) .(kips) (kips) Case 1 42.5 t 142 150.8 6.05 6.41 Wind 3 0.0 142 150.8 0.00 0.00 Wind 4 42.5 142 150.8 6.05 6.41 Wind Roof A 0.0 95 191.1 0.00 0.00 Wind B 28.5 95 191.1 2.72 5.45 Wind C 28.5 95 191.1 2.72 5.45 Wind D 0.0 95 191.1 0.00 0.00 Wind v a. L6/ 7/212015 Fearon House - Job 14-221 L SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 and CBC -13 wall Wall We' Wall Floor Wall OTM Uplift from Net Required Holdown Line Load Wall Height Width Position System Stress aspect OTM Res Res extra Res extra above Upl ft Mchor or Wall Type kis Number fl ft ratio (kip-ft)Id fl lbs k ki s' Bolt Strap Wall Line ID: 1 Level: 1 1 10 7.5 Comer STEM 310.4 1.000 23.3 3.7 0 0 0 2.85 SSTB20 HDU2 (DBL 2X) C Seismic 2 10 7.0 Corner STEM 310.4 2.87 SST620 HDU2 (DBL 2X) C 6.05 1.000 21.7 3.2 0 0 0 a 10 5.0 Corner STEM 310.4 1.000 15.5 1.6 0 0 0 2.93 SSTB20 HOU4 (DBL 2X) C 1 10 7.5 Comer STEM 328.7 1.000 24.7 3.7 0 0 0 2.99 SSTB20 HDU2 (DBL 2X) C Wind 6.41 2 10 7.0 Comer STEM 328.7 1.000 23.0 3.2 0 0 0 3.01 SSTB20 HDU2 (DBL 2X) C 4 10 5.0 Comer STEM 1 328.7 1.000 16.4 1.6 0 0 0 3.09 SSTB20 HDU4 (DBL 2X) C Wall Line ID: 4 Level: 1 1 10 3.0 Corner STEM 283.8 0.6 8.5 0.6 0 0 0 2.74 SSTB20 HDU2 (DBL 2X) D Seismic 2.72 SSTB20 HDU2 (DSL 2X) D 6.05 2 10 3.5 Comer STEM 283.8 0.7 9.9 0.8 0 0 0 3 10 14.8 Corner STEM 283.8 1.0 42.1 14.3 0 0 0 2.33 SSTB16 HDU2 (DBL 2X) C 1 10 3.0 Comer STEM 300.5 0.6 9.0 0.6 0 0 0 2.89 SSTB20 HDU2 (DBL 2X) D Wind 6.41 2 10 3.5 Comer STEM 300.5 0.7 10.5 0.8 0 0 0 2.87 SSTB20 HDU2 (D8L 2X) D 3 10 14.8 Comer STEM 300.5 1.0 44.6 14.3 0 0 0 2.43 SSTB16 HDU2 (081. 2X) C Wall Line ID: B Level: 1 1 10 4.0 Corner STEM 108.9 0.8 4.4 1.0 0 0 0 0.95 SSTB16 HDU2 (DBL 2X) B Seismic 0.85 SSTS16 HDU2 (DBL 2X) B 2.72 2 10 7.0 Corner STEM 108.9 1.0 7.6 3.2 0 0 0 0.90 SSTB16 HDU2 (DBL 2X) B 3 10 5.5 Comer STEM 108.9 1.0 6.0 2.0 0 0 0 0.79 SSTB16 HDU2 (DBL 2X) B 4 10 8.5 Corner STEM 108.9 1.0 9.3 4.7 3 0 0 1 10 4.0 Comer STEM 217.8 0.8 8.7 1.0 0 0 0 2.02 SSTB16 HDU2 (D8L 2X) 8 Wind 5.45 2 10 7.0 Comer STEM 217.8 1.0 15.2 3.2 0 0 0 1.91 SSTS16 HDU2 (D8L 2X) B 3 10 5.5 Comer STEM 217.8 1.0 12.0 2.0 0 0 0 1.96 SSTB16 HDU2 (DBL 2X) B 4 1 10 8.5 Comer STEM 217.8 1.0 18.5 4.7 0 0 0 1.85 SSTB16 HDU2 (DBL 2X) B Wall Line ID: C Level: 1 1 10 3.6 Corner STEM 110.7 0.7 4.0 0.8 0 0 0 0.99 SST616 1-101.12 (D8L 2X) B Seismic 0.99 SSTB16 HDU2 (DBL 2X) B 2.72 2 10 3.5 Corner STEM 110.7 0.7 3.9 0.8 0 0 0 0.51 SST816 HDU2 (DBL 2X) B 3 10 17.5 Corner STEM 110.7 1.0 19.4 19.9 0 0 0 1 10 3.6 Comer STEM 221.5 0.7 7.9 0.8 0 0 0 2.08 SSTB16 HDU2 (DBL 2X) B Wind 5.45 2 10 3.5 Comer STEM 221.5 0.7 7.8 0.8 0 0 0 2.08 SSTB16 HDU2 (DBL 2X) B 3 1 10 1 17.5 1 Comer STEM 221.5 1.0 1 38.8 1 19.9 1 0 0 1 0 1.53 SST816 I HDU2 (DBL 2X) B BUTTE COUNTYEUIL®INC DIVISION APPROVED ft YCHO eertng COMPANY PROJECT Woodworks® SOFnvAFEFOAwoOOMM(GN July 21, 201515:20 81 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- Location Init] Magnitude Unit 2091 fv/Fv' 0.29 Bearing: fb - 911 tern Start End Start End 12031 Beam Loadl Dead Full Area 12851 0.15 = L/574 22.00(14.00)' psf Load2 Roof constr. Full Area 0.16 Support 20.00(14.00)` psf 1plf Load comb Self-wei ht Dead Full UDL 3.50' 3.50+ 9.5 3.50• 1.00 `Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) T-3.5" 0' Unfactored: Dead Roof Live 1111 980 1111 980 Factored: 2091 Total 2091 fv/Fv' 0.29 Bearing: fb - 911 Fb' - 1500 Capacity 12031 Beam 12031 12851 Supports 12851 0.15 = L/574 Anal/Des 0.42 0.17 Beam 0.17 0.16 Support 0.16 N2 Load comb N2 3.50 • Length 3.50' 3.50+ Min req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.07 Cb support 1.07 625 Fc sup 625 Minimum bearing length setting used: 3-1/2" for end supports Timber -soft, D.Fir-L, No. 1, 6x8 (5.112"x7-114") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: T-3.5'; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv - 62 Fv' = 212 fv/Fv' 0.29 Bending(+) fb - 911 Fb' - 1500 fb/Fb' - 0.61 Live Defl'n 0.05 - <L/999 0.23 - L/360 0.23 Total Defl'n 0.15 = L/574 0.35 - L/240 0.42 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCII Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1200 1.25 1.00 1.00 1.000 1.000 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 Custom duration factor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+Lr, V = 2091, V design - 1643 lbs Bending(+): LC 82 D+Lr, M = 3660 lbs -ft Deflection: LC N2 = D+Lr (live) LC 02 - D+Lr (total) D=deadL=live S=snow W=wind I -impact Lr=roof live Lc=concentrated E -earthquake All Lt's are listed in the Analysis output BU T i E c® UNTY Load combinat6ions: ICC -IBC CALCULATIONS: �1 DIVISION Deflection: EI = efle06 lb -int BUILDING � qt N "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) D *� Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: r r e w `Q 1. Wood Works 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. COMPANY PROJECT Woodworks® July 21, 201515:2/ 82 SOFTWAAEFOF WOOD DESIGN Design Check Calculation Sheet Wood Warks Sizer 10.1 Loads: Tributary Width lin' Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 14'A.5 0, 12' Load Type Distribution Pat- Location Itt1 Magnitutle Unit Cern start End Start End Loadl Dead Fu Area 10.00 (24.01' pat Lo d2 Roof constr. Full Area 20.00 (24.01• paf SeIf-weight un to ecored: 259 Dead 259 240 Roo[ Live 240 Factoced: 999 Total 499 Tclog: 716 cheta 716 Capacity 3769 Joist 3769 4101 Supporta 4701 Anel/Deo 0.13 Joist0.13 0.12 Support 0.12 02 Shearfv=55Fv'vFv'Bendingl+lfb �1367 Fb'=52 fb/Fb'Liv0.330.67 Deed Full UDL 2.6 if 'Minimum bearing length setting used: 3.112' for en0 supports Bearing for wall supports is perpendicular-t"rain bearing on tap plate. No stud design included. Lumber -soft, D.Fir-L, No.2, 2x8 (1-1/2"x7.1/4") Supports: All - Lumber Stud Wall, D.Fir•L Stud Roof joist spaced at 24.0' Ue: Total length: 14-0.5'; Pilch: 0112; Lateral support: top= full, bottom' at supports; Repetitive Fedor. applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: criterion Anal is Value !Design value Anal sia/DTO Additional Data: FACTORS: F/ElpsilCD Q1 Ct CL CF Cfu Cr CfrC Ci Cn LCq Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.25 1.00 1.00 1.000 1.200 1.00 1.15 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 khin' 0.56 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for wind load 1.33 CRITICAL LOAD COMBINATIONS: Shear LC p2 D+Lr, V 446, v design 396 lbs Bending (+): LC p2 D+Lt. M 1496 lbs -ft Deflection: LC q2 D+Lr Ili vel LC p2 � D+Lr Icocall ' D=deed L=live S=snow Wwind 1 -impact Lr=roof live Lc=concentrated E=earthquake All Lt's are listed in chs Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI 76e06 lb -i n2 "Live" deflection - Deflection from all non -dead loads (live, wi rtl, snow...) Total Deflection 1.50(Deatl Load Deflection) + Live Load Deflection. A Bearing: Allowable bearing at an angle F'cheta calculated for each support ' ,� V COUNTY as per NDS 3.10.3 �� ® � Design Notes:�INU 1. WoodWark9 analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specificetion�S=2012�entlNDS Design Supplemem. 2. Please verity that the default deflection limps are appropriate for your epplitalion. ss� 3. Sawn lumber bending members Snell be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. pR,rJ � ®� Shearfv=55Fv'vFv'Bendingl+lfb �1367 Fb'=52 fb/Fb'Liv0.330.67 L/2 T000.800.89L/180 Load comb p2 3.50 • Length 3.50• 3.50• t91n req'd 3.50• 1.00 Cb 7.00 1.00 Cb min 1.00 1.25 Cb support 1.25 625 Fc su 625 Shearfv=55Fv'vFv'Bendingl+lfb �1367 Fb'=52 fb/Fb'Liv0.330.67 L/2 T000.800.89L/180 COMPANY PROJECT Woodworks® July 21.201515:21 83 SOFrWAREFOR WOOD DESIGN Design Check Calculation Sheet WOOdWOrks Sizer 10.1 Loads Load Type Distribution Pat- Location Iftl Magnitude Ufli Total 1443 ee rn scare end start End tv/Fv- 0.26 Load'Deetl Full Area 11659 Beam 22.00(14.001 12031 Load2Roof consCc. Full Area L/946 Anal/Den 20.00114.001• pself-wei ht Dead FL11 UDL 0.622 Support 24.8 ibutary Width lftl Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 1 - 24'-7' Unfactored: Dead Roof Live 4042 3401 4042 3401 Factored: Value 1443 Total 1443 2 Bearing: 1.00 1.00 - tv/Fv- 0.26 Capacity fb - 11659 Beam 11659 12031 Supporta 12031 L/946 Anal/Den L/360 0.6 Beam 0.64 0.622 Support 0.62 a Load comb 112 3.50! Length 3.50• 3.50• .in req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.07 Cb support 1.07 625 Fee 3UD 625 CALCULATIONS: oeanng )engin semng user: s-itz tar eno suppons Glulam-Unbal., West Species, 24F -V4 DF, 5-1/8"x21" 14 laminations, 5.1/8' maximum width, Supports: All - Lumber Stud Wall, D.Fir-L Stud ToleI length: 24'-7.0'; Lateral support: top= at supports, bottom= at supports; Anaivsis vs. Allowable Stress (Dsi) and Deflection (in) „slnr Nos 2012: Criterion Anal sin Value FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Value Anal sis/Deni n Sheat fv 2 Fb'+ 2400 1.25 1.00 1.00 0.706 0.932 1.00 1.00 1.00 1.00 - tv/Fv- 0.26 Bendi ng l+l fb - 1440 Fb' 2117 Lb/Fb' " 0.68 Live Dell, 0.31 L/946 1De3ian 0.81 L/360 0.38 Total De L1'n 0.86 L/339 1.21 L/240 0.11 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn•Cvr LCa Fv' 265 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.25 1.00 1.00 0.706 0.932 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E. 1.8 million 1.00 1.00 - - - - 1.00 EOainy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Custom ducarfen Eaetor Eoc wind load 1.33 Only chs lesser of CL and CV is applied, ea per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: shear : LC a2 D+Lr, V - 7443, V design - 6281 lbs Bending(+): LC 02 D+Lr, M 45199 lba-ft Deflection: LC g2 - D+LrIli vel LC b2 D+ Lr(Coral) D=dead L -live S -snow W -wind I -impact Lr roof live Lc -concentrated E -earthquake All LC's are Iia ted in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI - 1119.06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow -.I ' Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (Nos 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1.2007 4. GLULAM: bxd - actual breadth x actual depth. S. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fep(comp'n). BUTTE COUNTY BUILDING, DIVIsiON AppROVE® a F 0 R T E "' MEMBER REPORT Level, Floor. Joist 1 piece(s) 117/8" TJI@ 110 @ 16" OC Overall Length: 16' 1" + b 0 0 • 15'6" o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Desi n Results Actium'® L,6 a66on ; ,-4 AlQied . , ;Rasult 77 lDF L'o`ad:;tivombinatlom(Pattem) . Member Reaction (lbs) 550 @ 2 1/2" 1041 (2.25") Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 537 @ 3 1/2" 1560 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2127 @ 8' 1/2" 3160 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.245 @ 8' 1/2" 0.392 Passed L/768) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.318 @ 8' 1/2" 0.783 Passed (L/591) 1.0 D + 1.0 L (All Spans) TJ -Pro'" Rating 45 40 Passed • Deflection criteria: LL (L/48d) and t L (L/L4U). Bracing (W): All compression edges (top and bottom) must be braced at 3' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ -Pro'" Rating include: None + 'w v hr" +• aeannp LCrtQnl�,y ,�},r waves w auppan Lk ? Total ' Arailable �Requlr !' `z d :Floor " kTotaf'9 ` ,SUppOcts - r': J. ! J� Live -, n� y, 1 - Plate on concrete - DF 3.50" 2.25" 1.75" 129 429 558 11/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1,75" 129 429 558 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Weyerhaeuser Notes . S . r ..r' ' ++;Y 'i� yyp f` / x �1.:p ry Kiril �` '{( ai�t•ii F :_+r m=ix' �i i4 wTr. Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes FlooriUve Lk ' " ` Loads uo�catlon spad'gg (i Comments Residential - Uving 1 - Uniform (PSF) 0 to 16' V 16" 12.0 40.0 Areas Weyerhaeuser Notes . S . r ..r' ' ++;Y 'i� yyp f` / x �1.:p ry Kiril �` '{( ai�t•ii F :_+r m=ix' �i i4 wTr. Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Jarrod Holliday rancho engineering (530)877-3700 ranchoengineering@hotmaii.com 7g"P SUS SED System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology: ASD (ZjJ SUSTAINABLE FORESTRY INITIATIVE %_4O ILj N`ry 7/21/2015 3:50:18 PM Forte v4.6, Design Engine: V6.1.1.5 84.4te Page 1 of 1 COMPANY PROJECT WoodWorks® July 21.201515:21 85 SOFTWAREFOR WOOD DFSIGN Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type DistrlDution Pac- Locacion (ft) Magnitude Unit Factored: Total 809 3028 Fv' • 212 tern Start End Stt rt End lb' 1500 Loadl Deed Ful Area No Capacity 22.00(14.00)' psf Load2 Roof conn tr. Full Area No Beam 20.00(14.001' psf 0.14 Self-wei ht Dead Full UDL No 12851 12851 9.5 if . 'Tributary Width Itt) Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) 17'•8• Unfactored: Dead Roof Lila p' 3.8.5 427 1609 377 1419 [Design Value 2556 2255 923 839 Factored: Total 809 3028 Fv' • 212 4811 1738 Bea Ging: lb' 1500 fb/F6. 0.92 Bending' -1 Capacity Fb' 1500 fb/lb' - 0.53 13320 12031 Beam 12031 13320 0.14 12851 12051 supports 12851 12851 0.25 Anal/ as 0.36 0. 14 Beam 0.07 0.23 0 0.19 Support 0.06 0.29 .31 02 02 Load comb p2 p2 3.50' 3.50• Length 3.50• 3.50• 3.50• 3.50• Nin req'd 3.50• 3.50• 1.11 1.00 Cb 1.00 1.11 1.11 1.00 Cb in 1.00 1.11 1.07 1.07 Cb support 1.07 1.07 625 625 Fc su 625 625 -Minimum bearing length setting used: 3.1/2' for end supports and 3-1/2 for interior supports Timber -soft, D.Fir-L, No, 1, 6x8 (5-1/2"x7.1/4") Supports: 1,4 - Lumber Stud Well, D.Fir-L Stud; 2,3 - Timber -soft Beam, D.Fir-L NO.2; Total length: 1T-8.0'; Lateral support: lop= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflectlon (in) using NDS 2012: Criterion Analysis Value [Design Value Anal sis/Desi n Shear fv • 82 Fv' • 212 v Fv' 0.36 Bending l+l fb • 629 lb' 1500 fb/F6. 0.92 Bending' -1 fb 000 Fb' 1500 fb/lb' - 0.53 Live Defl'n 0.03 • <11999 0.24 L/360 0.14 Total Defl'n 0.09 L/972 0.36 • L/240 0.25 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCp Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 lb'+ 1200 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 1200 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 F<p' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load = 1.33 CRITICAL LOAD COMBINATIONS: Shear LC B2 • D+Lr, V 2619, V design • 2171 lbs Bending l+l: LC q2 D+Lr, N 2527 lbs -ft Bending) -1: LC 82 D+Lr, M 3212 lba-ft Deflection: LC q2D+Lr Ilive) LC q2 D+Lc (total) D=dead L=live S=snow W=wind I=impact Lr -roof live L -Concentrated E•earthquake All LC•s are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI • 279e06 lb -int "Live" deflection • Deflection from all non -dead loads Ilive, wind, snow...) Total Deflection • 1.50( Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Coda (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default defection limits ere appropriate for your application. ' 3. Continuous or Cantilevered Seems: NDS Clause 4.2.5.5 requires that normal grading provisions be emended to the middle 2/3 of 2 span beams and to the full length of cantilevers arM other spans. 4. Sewn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1. BUTTE COUNTY BUILDING DIS' APPROVED R. COMPANY PROJECT r Woodworks® sofrWAREFOR WOOD DEVGN July 21, 201515:21 B6 Design Check Calculation Sheet woodworks sizer 10.1 ' Loads Load Type Distribution Pat- Location (ft] Magnitude Unit 2017 44 Bearing: tern Start End Start End fb - Load/ Dead Full UDL 12851 Supports 89.0 pl f Load2 Roof constr. Full UDL 1 1 98.0 plf Self-weicht Dead Full UDL 02 3.50• 14.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t 20'-3.F'- Unfactored: Dead Roof Live 1037 980 1037 980 Factored: ValueAnal 2017 Total 2017 44 Bearing: 212 fv FV' - 0.21 Capacity fb - 12031 Beam 12031 12851 Supports 12851 L/710 Anal/Des L/360 - 0.17 Beam 0.17 0.16 Support 0.16 #2 Load comb 02 3.50• Length 3.50• 3.50• Min req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.07 Cb support 1.07 625 Fc sup 625 Minimum bearing lengtn setting uses: 5-w2 - for end suppurns Timber -soft, D.Fir-L, No. 1, 6x12 (5-112"x11.1/4") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 20'-3.5"; Lateral support: top= at supports, bottom= at supports; Analvsis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value IDesign ValueAnal sis/Desi n Shear fv = 44 Fv' = 212 fv FV' - 0.21 Bending(+) fb - 1043 Fb' - 1636 fb/Ib' - 0.64 Live Defl'n 0.34 = L/710 0.67 - L/360 0.51 Total Defl'n 0.87 = L/274 1.00 = L/240 0.87 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCH Fv' 110 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 1.00 0.970 1.000 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 Custom duration factor for Wind load = 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+Lr, V - 2017, V design = 1798 lbs Bending(+): LC 02 = D+Lr, M = 10085 lbs -ft Deflection: LC 02 - D+Lr (live) LC H2 = D+Lr (total) D --dead L=live 5=snow W-ind I -impact Lr=roof live Lc=concentrated E -earthquake All LC's are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI = 1044e06 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. Wood Works 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. 011 � TP r,� ^ A 1I NTY [30LDINIr DIViZ"'luly PROVED COMPANY PROJECT Woodworks® soFrwnaesorrw0000rsrCN July 21, 201515:21 87 Design Check Calculation Sheet woodworks sizer 10.1 Leads Load Type Distribution Pat- Location [ft] Magnitude Unit 4758 90 Bearing: tern Start End Start End fb = Loadl Dead Full UDL 12851 Supports 447.0 plf Load2 Roof constr. Full UDL Beam 0.40 490.0 plf Self-wei h[ Dead Full UDL H2 3.50• 14.7 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 10'-3.5" - 10' Unfactored: Dead Roof Live 2308 2450 2308 2450 Factored: Value 4758 Total 4758 90 Bearing: 212 fv Fv' = 0.43 Capacity fb = 12031 Beam 12031 12851 Supports 12851 <L/999 Anal/Des L/360 0.40 Beam 0.40 0.37 Support 0.37 #2 Load comb H2 3.50• Length 3.50• 3.50• Min req'd 3.50• 1. 00 Cb 1.00 1.00 Cb min 1.00 1.07 Cb support 1.07 625 Fcp sup 625 Minimum bearing length setting used: 3-1/2" for end supports Timber -soft, D.Fir-L, No. 1, 6x12 (5-1/2"x11-1/4") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 10'-3.5", Lateral support: top= at supports, bottom= at supports; Analvsis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value IDesign Value Anal sis/Desi n Shear fv = 90 Fv' = 212 fv Fv' = 0.43 Bending(+) fb = 1230 Fb' = 1666 fb/Fb' - 0.74 Live Defl'n 0.11 = <L/999 0.33 = L/360 0.32 Total Defl'n 0.25 = L/470 0.50 = L/240 0.51 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCH Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 1.00 0.987 1.000 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 Custom duration factor for Wind load = 1.33 CRITICAL LOAD COMBINATIONS: Shear: LC 62 = D+Lr, V = 4758, V design - 3727 lbs Bending(+): LC 112 - D+Lr, M = 11896 lbs -ft Deflection: LC 82 = D+Lr (live) LC 112 = D+Lr (total) D=deadL=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: ICC -IBC CALCULATIONS: Deflection: EI = 1044e06 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. F A"' 3. Saw Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I� q 1= os R46 r 1ARRiO 0 0 COMPANY PROJECT WoodWorks@ sdFTWAREFOR WOOD d£1lCN July 21,2011515:21 B8 Design Check Calculation Sheet woodworks sizer 10.1 Loads: Load Type Distribution Pat- Location tft.1 Magnitude Unit 1695 Total 1695 tern Start End. Start End fb = Loadl Dead Full UDL fb/Fb' a 0.67 Live Defl'n 110.0 plf Load2 Roof constr. Full UDL Supports 12851 120.0 plf Self -weight Dead Full UDL 0.18 Beam 12.1 if I aximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 14'-3.5" - Unfact0red: Dead Roof Live v 855 840 Value 855 840 Factored: Anal sis/Desi n Shear 1695 Total 1695 170 fv Fv' 0.2 Bearing: fb = 907 Fb' = Capacity fb/Fb' a 0.67 Live Defl'n 9625 Beam 9625 L/360 12851 Supports 12851 L/353 0.70 = Anal/Des 0.68 0.18 Beam 0.18 0.13 Support 0.13 02 Load comb82 3.50• Length 3.50• 3.50• Min req'd 3.50+ 1.00 Cb 1.00 1.00 Cb min 1.00 1.07 Cb support 07 1i0275. 625 Fc suo 62 o= "Live" deflection = Deflection from all non -dead Minimum bearing length setting usea: i-wz for end supports Timber -soft, D.Fir-L, No. 1, 6x10 (5-1/2"x9-1/4") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 14'-3.5'; Lateral support: top= at supports, bottom= at supports; Analvsis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal sis Value Design Value Anal sis/Desi n Shear fv = 43 FN 170 fv Fv' 0.2 Bending(+) fb = 907 Fb' = 1350 fb/Fb' a 0.67 Live Defl'n 0.19 - 1 L/893 0.47 = L/360 0.40 Total Defl'n 0.48 = L/353 0.70 = L/290 0.68 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCB Fv' 170 1.25 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 1350 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 - 2 Fcp625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 Custom duration factor for Wind load = 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+Lr, V = 1695, V design - 1473 lbs Bending(+): LC 92 = D+Lr, M = 5931 lbs -ft li Deflection: LC 02 = D+Lr (ve) LC 02 D+Lr (total) D=deadL=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: ICC -IBC CALCULATIONS: Deflection: El580eO6 lb -int o= "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection a 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works 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. BUTTE COUNTY BUILDING DIVIS APPR®�lED - � 9 COMPANY PROJECT WoodWorki s @SOFIWARFFOR WOOD DESGN July 21, 2015 15:22 89 Design Check Calculation Sheet Wood Works Sizer 10.1 I n�ric• LoadV Type Distribution Pat- Location [ft] Magnitude shear 9'-3.5" I fv Fv' = 0.32 Emin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - In Start End Start End fb/lb' - 0.98 Unfact0red: Load( Dead Full Area 0.30 - L/360 Dead 8.00 (16.0)' 40.00 (16.0)' :nit sfLoad2 sf 240 Live Full Area 240 2.0 if Factored: Self -wet ht Dead Full UDL Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Total 297 Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 'Tributary width (in) Criterion lAnalysis value Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) shear 9'-3.5" I fv Fv' = 0.32 Emin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 9. 0' Fb' = 1076 fb/lb' - 0.98 Unfact0red: Shear : LC 02 = D+L, V = 297, V design = 257 Its Live Defl'n 57 0.30 - L/360 Dead 57 LC N2 = D+L (total) 240 0.34 = L/319 Live 240 Load combinations: ICC -IBC Factored: Deflection: EI - 33e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) 297 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Total 297 Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Bearing: Capacity 2625 Joist 2625 APPROVED 4101 Supports 4101 Anal/Des 0.11 Joist 0.11 0.07 Support 0.07 N2 Load comb N2 3.50' Length 3.50' 3.50+ Min req'd 3.50' 1.00 Cb 1.00 1.00 Cb min 1.00 1.25 Cb support 1.25 625 Fcp sup 625 'Minimum bearing length setting used: 3-12" for end supports Bearing for wall supports is perpendicular -to -grain bearing on top plate. No stud design included. Lumber -soft, D.Fir-L, No.2, 2x6 (1.112"x5.112") Supports: All - Lumber Stud Wall, D.Fir-L Stud Floor joist spaced at 16.9' dc; Total length: 9'-3.5'; 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 Nos 2012: Additional Data: Criterion lAnalysis value IDesi n Value Anal /Des' n shear fv = 47 Fv' = 149 fv Fv' = 0.32 Emin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - Bending(+) fb = 1060 Fb' = 1076 fb/lb' - 0.98 Shear : LC 02 = D+L, V = 297, V design = 257 Its Live Defl'n 0.25 = L/433 0.30 - L/360 0.83 LC N2 = D+L (total) Total Defl'n 0.34 = L/319 0.45 = L/240 0.75 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCI! - 1.00 0.80 1.00 2 FV'180 1.00 1.00 1.00 - - - Flo 900 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 0.80 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - Custom duration factor for wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+L, V = 297, V design = 257 Its Bending(+): LC 02 = D+L, M = 668 lbs -ft Deflection: LC #2 = D+L (live) LC N2 = D+L (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: ICC -IBC CALCULATIONS: Deflection: EI - 33e06 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. Wood Works 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. Savor lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. BUTTE COUNTYBUILDING DIVISION APPROVED COMPANY PROJECT i Woodworks® SOFTWARE FOR WOOD' DESIGN July 211, 2015 15:22 BID Design Check Calculation Sheet woodworks sizer 10.1 I nark• Load Type Distribution Pat- Location [ft) Magnitude Unit 10'-3.5" I fv Fv' = 0.33 0.80 - 2 tern Start End Start End fle = 0.88 E' 1.6 million 1.00 1.00 - - - - 1.00 Load1 Dead Full Area 0' 0.38 8.00 Unfact0red: Load2 Live Full Area 0.35 Dead 40.00psf if 1000 Self -weight Dead Full UDL 7.7 Factored: -Tributary Width (ft) Criterion lAnalysis Value Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) Shear 10'-3.5" I fv Fv' = 0.33 0.80 - 2 Bending(+) fie = 744 Fb' 849 fle = 0.88 E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 10' 0.13 L/935 0' 0.38 custom duration factor for Wind load = 1.33 Unfact0red: Total Defl'n 0.17 = L/689 238 0.35 Dead 238 1000 Live 1000 LC 02 = D+L (total) Factored: D=dead L=live S=snow W=wind I -impact Lr=roof live Lc=concentrated 1238 . Total 1238 Load combinations: ICC -IBC Bearing: CALCULATIONS: Deflection: EI = 369:06 lb-in2 Capacity "Live" deflection Deflection from all non -dead loads (live, wind, snow...) 6125 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Beam 6125 Code (IBC 2012), the 8476 2. Please verity that the default deflection limits are appropriate for your application. Supports 8476 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Anal/Des BUTTE COUNTY 0.20 Beam 0.20 0.15 Support 0.15 N2 Load combH2 3.50• Length 3.50• 3.50' Min req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.11 Cb support 1.11 625 Fc su 625 Minimum bearing length setting used: 3-1/2" for end supports Lumber -soft, D.Fir-L, No.2, 4x10 (3-112"x9-114") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 10'-3.5"; Lateral support: top= at supports, bottom= at supports; Analvsis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Additional Data: Criterion lAnalysis Value IDesi n Value Anal sis/Design Shear fv = 47 Fv' 194 fv Fv' = 0.33 0.80 - 2 Bending(+) fie = 744 Fb' 849 fle = 0.88 E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 Live Defl'n 0.13 L/935 0.33 L/360 10.10 0.38 custom duration factor for Wind load = 1.33 Total Defl'n 0.17 = L/689 = L/240 0.35 Shear : LC 82 = D+L, V - 1238, V design = 1011 lbs Additional Data: FACTORS: F/E(psi)CD CM Ct CLCF Cfu Cr Cfrt C1 Cn LCt) Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fie 900 1.00 1.00 1.00 0.983 1.200 1.00 1.00 1.00 0.80 - 2 Fcp625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 - 2 custom duration factor for Wind load = 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 82 = D+L, V - 1238, V design = 1011 lbs Bending(+): LC H2 D+L, M - 3096 lbs -ft Deflection: LC 112 = D+L (live) LC 02 = D+L (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: ICC -IBC CALCULATIONS: Deflection: EI = 369:06 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. Wood Works 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 verity 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. BUTTE COUNTY BUILDING DIVISION APpR®VE® COMPANY PROJECT WoodWorks somvAneFOR WOOD DMCN July 21, 201515:22 B11 Design Check Calculation Sheet Wood Works Sizer 10.1 nn lc Load Type Distribution Pat- Location (ft] Magnitude Unit Shear 1003 tern Start End Start End fv Fv' 0.42 Load/ Dead Full Area 937 Fb= 8.00 (7.50)• psf Load2 Live Full Area Beam 6125 40.00 (7.50)' psf Self-weiqht Dead Full UD L L/595 0.28 = 4.6 if ributary wlarn lrtl Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : - s-9.5" - s-6" Unfactored: Dead Live 178 825 Value 178 825 Factored: Anal sis/Desin Shear 1003 Total 1003 144 fv Fv' 0.42 Bearing: fb - 937 Fb= Capacity fb/Fb' = 1.00 LiveDell'n 6125 Beam 6125 L/360 8476 Supports 8476 L/595 0.28 = Anal/Des 0.40 0.16 Beam 0.16 0.12 Support 0.12 #2 Load comb82 3.50' Length 3.50• 3.50' Min req'd 3.50' 1.00 Cb 1.00 1.00 Cb min 1.00 1.11 Cb support 1.11 625 c su 'c' 625 "Live" deflection = Deflection from all non -dead 'Minimum bearing length setting used: 3-1¢" for end supports Lumber -soft, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 5'-9.5'; Lateral support: lop= at supports, bottom= at supports; Analvsis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012 Criterion Anal sis Value IDesign Value Anal sis/Desin Shear fv = 61 FV ' = 144 fv Fv' 0.42 Bending(+) fb - 937 Fb= 936 fb/Fb' = 1.00 LiveDell'n 0.08 = L/788 0.18 - 1 L/360 0.46 Total Defl'n 0.11 = L/595 0.28 = L/240 0.40 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 0.80 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 Custom duration factor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear : LC 42 - D+L, V = 1003, V design 782 lbs Bending(+): LC N2 - D+L, M = 1379 lbs -ft Deflection: LC 02 - D+L (live) LC 02 = D+L (total) D=deadL=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: ICC -IBC CALCULATIONS: Deflection: EI = 78e06 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. Wood Works 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 verity 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. BUTTE COUNTY BUILDING DIVISION APPROVED COMPANY PROJECT WoodWorks July 21. 2015 15:22 B12 SOPIWANFADA WOOD DESIGN Design Check Calculation Sheet WoodWotks Sizer 10.1 I nark• Load Type Distribution Pat- Location Ift) tern Ste rt End Magnitude Start End Unit Total 916 Loadl Dead Ful Area 7656 13.00115.001• pe Load2 Live 11:11 Area 40.00115.001' psf 0.12 Beam Self-wei he Dead Fu11 UDL 0.11 4.6 if p2 3.50• -Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 2'-7• Unfactored: Dead Live 0' 229 666 229 688 Factored: Supports: All - Lumber Stud Well, D.Fir-L Stud - 916 Total 916 Lateral support: top= at supports, bottom- at supports: Bearing: Capacity Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: 7656 Beam 1656 0476 supporta 8476 Anal /Des 0.12 Beam 0.12 0.11 Support 0.11 02 Load comb p2 3.50• Length 3.50• 3.50• Min req'd 3.50• 1.00 Cb 1.00 1.00 Cb min 1.00 1.11 Cb support 1.11 625 F.Pu.625 At LC's are lis red in the Analysis output -Minimum bearing lengln selling used: 3.12 for end supports Lumber -soft, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Lumber Stud Well, D.Fir-L Stud Total length: T-7.0-; Lateral support: top= at supports, bottom- at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal ais Value IDesign Value Anal sis/Desi n v Fv' a 0.19 Shear fv = 79 Pv' 180 "' Bending l+l fb = 357 Fb' 1170 fb/Fb' 0.31 Live Defl'n 0.00 <L/999 0.08 L/360 0.06 Total Defl'n 0.01 = <L/999 0.11 = L/290 0.06 Additional Data: FACTORS: F/Elp3i)CD CM Ct CL CF Cfu Cr Cfr[ C1 Cn LC8 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 1b'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 Will1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for wind load - 1.33 CRITICAL LOAD COMBINATIONS: Shear LC 82 I+L, V 916, V design 433 lbs Bending(+1: LC 82 D+L, M v 525 lbs-tt Deflection: LC p2 = D+L Ilivel LC a2 - D+L :I!,. LC D=dead L -live Swno1 W -wind I;impact Lr -roof live Lc -concentrated E=earthquake At LC's are lis red in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Defleecion: EI = 78e06 lb -S n2 "Live" deflection Deflection from all non -dead loads Ilive, wind, 3101...1 Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works 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. BUTTE COUNTY BUILDING DIVISION APPROVED Title Block Line 1 Project Title: Engineer: Project ID:�� z �� You can change this area 'Settings' Project Descr: using the menu item fy : Rebar Yield and then using the "Printing & 40.0 ksi Title Block' selection. Title Block Line 6 Pnnted: 20 JUL 2015 1:18PM Ec : Concrete Elastic Modulus File=ilCASEYU2ancho(Rjl�obs120141221-FE-11STRUCT-11ENERCA-I.EC6 General FOotln9 BERMC, INC. 19832015,Budd:6.15:7.8 Vet6.15.7.8 Description : F1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information _ Material Properties fc : Concrete 28 day strength = 2.50 ksi Soil Design Values - Allowable Soil Bearing _ 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight - No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear Analysis Settings = 0.850 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 ; 1 Increases based on footing plan dimension ksf Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept = when maximum length or width is greater4 ft Use ftg wt for stability, moments & shears No Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 2.0 ft Z Length parallel to Z -Z Axis = 2.0 ft Footing Thicknes = 12.0 in Pedestal dimensions... ,r^ . ,.. -, X px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = - Height in inCL ssr Rebar Centerline to Edge of Concrete..'•' k ,. t at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 1 C-2 Bars parallel to Z -Z Axisv r., 1 I Number of Bars = 3 Reinforcing Bar Siz1 = # i l , 4.0 iiw, f •, 1. . l J I I ..+ i aX�AqJ ?:.�; I:, p t';i S. 'I 1171 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a " ` - - �' # Bars required within zone n/a c_ -..-y . �_. - '•�� # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load = 2.10 2.0 k OB : Overburden - ksf M-xx - k -ft M-zz - k -ft V -x = k V -z - k Title Block Line 1 You can change this area using the'Settings' menu item and then using the "Printing & Title Block' selection. Project Title: Engineer: Project Descr: Project ID: T, r )[;-Z Description : F1 DESIGN SUMMARY `Design OK PASS Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6833 Soil Bearing 1.025 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.09064 Z Flexure (+X) 0.7150 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.09064 Z Flexure (-X) 0.7150 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.09064 X Flexure (+Z) 0.7150 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.09064 X Flexure (-Z) 0.7150 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.03635 1 -way Shear (+X) 3.090 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.04154 1 -way Shear (-X) 3.531 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.03635 1 -way Shear (+Z) 3.090 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.04154 1 -way Shear (-Z) 3.531 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.08989 2 -way Punching 15.281 psi 170.0 psi +1.20D+1.60Lr+0.50L+1.60H Detailed Result's u� e - 0.350 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 Soil Bead Gross Allowable Xecc Zecc Bottom, -Z Top, +Z Left, A I Allowable X -X. +D+H 1.50 n/a 0.0 0.5250 0.5250 n/a n/a 0.350 X -X. +D+L+H 1.50 n/a 0.0 0.5250 0.5250 n/a n/a 0.350 X -X. +D+Lr+H X -X, +D+S+H 1.50 1.50 n/a n/a 0.0 0.0 1.025 0.5250 1.025 0.5250 n/a n/a n/a n/a 0.683 0.350 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.90 0.90 n/a n/a 0.600 X -X. +D+0.750L+0.750S+H 1.50 n/a 0.0 0.5250 0.5250 n/a n/a 0.350 X -X. +D+0.60W+H 1.50 n/a 0.0 0.5250 0.5250 n/a n/a 0.350 X -X. +D+0.70E+H 1.50 n/a 0.0 0.5250 0,5250 n/a n/a 0.350 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.90 0.90 n/a n/a 0.600 X -X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.5250 0.5250 n/a n/a 0.350 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.5250 0.5250 n/a n/a 0.350 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3150 0.3150 n/a n/a 0.210 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.3150 0.3150 n/a n/a 0.210 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.5250 0.5250 0.350 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.5250 0.5250 0.350 Z -Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 1.025 1.025 0.683 Z -Z. +D+S+H 1.50 0.0 n/a n/a n/a 0.5250 0.5250 0.350 Z -Z. +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.90 0.90 0.600 Z -Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.5250 0.5250 0.350 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5250 0.5250 0.350 Z -Z, +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.5250 0.5250 0.350 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.90 0.90 0.600 Z -Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.5250 0.5250 0.350 Z -Z. +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.5250 0.5250 0.350 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3150 0.3150 0.210 Z -Z: +0.60D+0.70E+0.60H. 1.50 0.0 n/a n/a n/a 0.3150 0.3150 0.210 - Overturning. Stability' � Rotation Axis & Load Combination... OverturningMoment ResistingMoment Stabili Ratio, Status Footing Has NO Overturning 3UITTE (�;UUTII I Sllding Stabili �OA Lunits k Force Application Axis�� /J,r ,nn Load Combination... Sliding Force , Resisting/Forc� F-) `Sliding SafetyRa_ tibJ Status Footing Has NO Sliding Title Block Line 1 Project Title: You can change this area Engineer: Project ID: _3 using the'Settings' menu item Protect Descr: %i • % and then using the 'Printing & Title Block' selection. Title Block Line 6 Footed zoJUL zois i 1ePrn -. .�* �. °. F11e' 11CASEYUtanchd R)Ijobs120141221-FE=1%STRUCT 11ENERCA 1 EC6y" `General°Footin ;F ., k` w, 1 :, ate' '- 5 T--- .` . ; , g � "b- , : � .• .:;��y, ua�,�"�".,y,tt��Y�,' .' � ENEf2CALC� INT�983-2015 Build 6,16:7.8 Ver.6:1.6.78.,: Description : F1 Footing Flexure w Mu Which Tension @ As Req'd Gvm. As Actual As Phi Mn Status Flexure Axis 8 Load Combination k -ft Side ? Bot or Top ? in"2 in12 in"2 k -ft X -X. +1.20D+0.5OLr+1.60L+1.60H 0.440 +Z Bottom 0.288 Min Temo % 0.30 7.888 7.888 OK OK X -X. +1.20D+0.5OLr+1.60L+1.60H 0.440 -Z Bottom 0.288 Min Two % 0.30 0.30 7.888 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.3150 +Z Bottom 0.288 Min TemD % 0.30 7.888 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.3150 -Z Bottom 0.288 Min Temp % 0.30 7.888 OK X -X. +1.20D+1.6OLr+0.50L+1.60H 0.7150 0.7150 +Z Bottom Bottom 0.288 0.288 Min TemD % Min TemD % 0.30 7.888 OK X -X, +1.20D+1.6OLr+0.50L+1.60H X -X, +1.20D+1.6OLr+0.50W+1.60H 0.7150 -Z +Z Bottom 0.288 Min Temp % 0.30 7.888 OK X -X. +1.20D+1.6OLr+0.50W+1.60H 0.7150 -Z Bottom 0.288 Min Temo % 0.30 0.30 7.888 7.888 OK OK X -X. +1.20D+0.50L+1.60S+1.60H 0.3150 +Z Bottom 0.288 Min Temo % % 0.30 7.888 OK X -X. +1.20D+0.50L+1.60S+1.60H 0.3150 -Z Bottom 0.288 Min Temp 0.30 7.888 OK X -X. +1.20D+1.60S+0.50W+1.60H 0.3150 +Z Bottom 0.288 Min TemD % 0.30 7.888 OK X -X. +1.20D+1.60S+0.50W+1.60H 0.3150 -Z Bottom 0.288 Min Temp % % 0.30 7.888 OK X -X. +1.20D+0.5OLr+0.50L+W+1.60H 0.440 +Z Bottom 0.288 Min Temo 0.30 7.888 OK X -X. +1.20D+0.5OLr+0.50L+W+1.60H 0.440 -Z Bottom 0.288 Min Temo % 0.30 7.888 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.3150 +Z Bottom 0.288 Min Temp % 0.30 7,888 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.3150 -Z Bottom 0.288 Min Temp % 0.30 7.888 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 0.3150 +Z Bottom 0.288 Min Temo % 0.30 7.888 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 0.3150 -Z Bottom 0.288 Min Temo % 0.30 7.888 OK X -X. +0.90D+W+0.90H X -X, +0.90D+W+0.90H 0.2363 0.2363 +Z -Z Bottom Bottom 0.288 0.288 Min TemD % Min Temo % 0.30 7.888 OK X -X. +0.90D+E+0.90H 0.2363 +Z Bottom 0.288 Min Temp % 0.30 7.888 OK OK X -X, +0.90D+E+0.90H 0.2363 -Z Bottom 0.288 Min Temo % 0.30 0.30 7.888 7.888 OK Z -Z. +1.40D+1.60H Z -Z. +1.40D+1.60H 0.3675 0.3675 -X +X Bottom Bottom 0.288 0.288 Min Temo % Min Temo % 0.30 7.888 OK Z -Z, +1.20D+0.5OLr+1.60L+1.60H 0.440 -X Bottom 0.288 Min Temp % 0.30 7.888 7.888 OK OK Z -Z. +1.20D+0.5OLr+1.60L+1.60H 0.440 +X Bottom 0.288 Min TemD % 0.30 0.30 7.888 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.3150 -X Bottom 0.288 Min Temp % 0.30 7.888 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.3150 +X Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z, +1.20D+1.6OLr+0.50L+1.60H 0.7150 -X Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z. +1.20D+1.6OLr+0.50L+1.60H 0.7150 +X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z, +1.20D+1.6OLr+0.50W+1.60H 0.7150 -X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z, +1.20D+1.6OLr+0.50W+1.60H 0.7150 +X Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.3150 -X Bottom 0.288 Min Temp % 0.30 7.888 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.3150 +X Bottom 0.288 Min Temo % OK Z -Z. +1.20D+1.60S+0.50W+1,60H 0.3150 -X Bottom 0.288 Min Temp % 0.30 7.888 Z -Z, +1.20D+1.60S+0.50W+1.60H 0.3150 +X Bottom 0.288 Min Two % 0.30 7.888 OK Z -Z. +1.20D+0.5OLr+0.50L+W+1.60H 0.440 -X Bottom 0.288 Min Two % 0.30 7.888 OK OK Z -Z, +1.20D+0.5OLr+0.50L+W+1.60H 0.440 +X Bottom 0.288 Min Temp % 0.30 7.888 Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.3150 -X Bottom 0.288 Min Temp % 0.30 7.888 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.3150 +X Bottom 0.288 Min Temp % 0.30 7.888 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 0.3150 -X Bottom 0.288 Min Temp % 0.30 7.888 OK Z -Z, +1.20D+0.50L+0.20S+E+1.60H 0.3150 +X Bottom 0.288 Min Temp % 0.30 7.888 OK Z -Z. +0.90D+W+0.90H 0.2363 -X Bottom 0.288 Min Temp % 0.30 7.888 OK Z -Z. +0.90D+W+0.90H 0.2363 +X Bottom 0.288 Min Temp % 0.30 7.888 OK Z -Z. +0.90D+E+0.90H 0.2363 -X Bottom 0.288 Min Temp % 0.30 7.888 OK Z-Z..+0,90D+E+0;90H 0,2363 _ +X Bottom 0.288 Min Temp % 0.30 7.888 OK One Way Shear � , Load Combination Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 1.815 psi 1.588 psi 1.815 osi 1.588 osi 1.815 psi 85 psi 0.02135 OK +1.20D+0.5OLr+1.60L+1.60H 2.173 osi 1.901 osi 2.173 osi 1.901 osi 2.173 osi 85 osi 0.02556 OK +1.20D+1.60L+0.50S+1.60H 1.556 osi 1.361 osi 1.556 osi 1.361 osi 1.556 osi 85 osi 0.0183 OK +1.20D+1.6OLr+0.50L+1.60H 3.531 psi 3.09 osi 3.531 osi 3.09 osi 3.531 osi 85 osi 0.04154 OK +1.20D+1.6OLr+0.50W+1.60H 3.531 osi 3.09 osi 1.361 3.531 osi 1.556 3.09 osi 1.361 osi 3.531 psi 1.55_0,, psi 85 osi 0.,04154„ 85'p L J, O biS3 OK OK +1.20D+0.50L+1.60S+1.60H 1.556 osi psi osi psiTTE 85'psi 0.0183 OK +1.20D+1.60S+0.50W+1.60H +1.20D+0.5OLr+0.50L+W+1.60H 1.556 Dsi 2.173 Dsi 1.361 psi 1.901 Dsi 1.556 osi 2.173 Dsi 1.361 osi 1.901 Dsi 1 556 2173 psi MIN asi'V 0'k 66 N OK +1.20D+0.50L+0.50S+W+1.60H +1.20D+0.50L+0.20S+E+1.60H 1.556 osi 1.556 osi 1.361 osi 1.361 Dsi 1.556 Dsi 1.556 osi 1.361 Dsi 1.361 Dsi 56 �1 56 o"si' 85 psi 0:0'1$3 1.556 osi 85 psi, J00183 85,os'11 �/ 0.Oa_O OK OK OK +0.90D+W+0.90H 1.167 Dsi 1.021 osi 1.167 osi 1.021 psi 1.1,67�sr� +0.90D+E+0.90H 1.167 Dsi 1.021 Dsi 1.167 osi 1.021 osi 1.167 osi 85 osi 0.01373 OK Title Block Line 1 Project Title: Engineer: En Project ID: c You can change this area e �f Project Descr: using the'Settings" menu item and then using the 'Printing & Title Block' selection. Description : F1 r All units k Load Combination... Vu Phi'Vn Vu I Phi•Vn Status +1.40D+1.60H 7.854 osi 170osi 0.0462 OK OK +1.20D+0.50Lr+1.60L+1.60H 9.404 osi 170osi 0.05532 0.0396 OK +1.20D+1.60L+0.505+1.60H +1.20D+1.60Lr+0.50L+1.60H 6.732 osi 15.281 osi 170osi 170Dsi 0.08989 OK +1.20D+1.60Lr+0.50W+1.60H 15.281 osi 170osi 0.08989 OK OK +1.20D+0.50L+1.60S+1.60H 6.732 osi 170135i 0.0396 OK +1.20D+1.60S+0.50W+1.60H 6.732 osi 170osi 0.0396 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.404 osi 170Dsi 0.05532 OK +1.20D+0.50L+0.50S+W+1.60H 6.732 osi 170osi 0.0396 OK +1.20D+0.50L+0.20S+E+1.60H 6.732 osi 170Dsi 0.0396 OK +0.90D+W+0.90H 5.049 Dsi 170osi 0.0297 , OK +0.90D+E+0.90H 5.049 Dsi 170Dsi 0.0297 BUTTE COUNTY BUILDING DIVISION VE Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Descr: Protect ID: + /' e„,ron•gn.nn MI r, 1-44PM Description : F2 Code:References < Number of Bars = Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Reinforcing Bar Size = # 4 Load Combinations Used: ASCE 7-10 Number of Bars = General -Information Reinforcing Bar Size = # 4.0 Material Properties Soil Design Values - 1.50 ksf f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing - No fy : Rebar Yield = 40.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.850 Analysis Settings Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = ft Min. Overturning Safety Factor = 1.50 ; 1 Min. Sliding Safety Factor = 1.50: 1 Increases based on footing plan dimension ksf Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept = ft Use ftg wt for stability, moments & shears No when maximum length or width is greater# Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Width parallel to X -X Axis = 2.50 ft Z Length parallel to Z -Z Axis = 2.50 ft Footing Thicknes = 12.0 in Pedestal dimensions px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Aeinfordn"q F VSA' Bars parallel to X -X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a P: Column Load OB : Overburden M-xx M-zz V -x V -z IIINII�IIIII . ` `•�`�,�.ft�:'�"'.-;.�;�� ilill�l��lll W e ion oo 11 o+ 4.60 4.60 C5UIL.v11-4%-A - — -- - k r% p n\ i c: n ksf 'J%.0 V k -ft k -ft _ k k Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & TRIP Rlnrk' cPlection. Project Title: Engineer: Project Descr: Project ID: P7, '156 Description : F2 DEttGN SUMMARYDesign OK PASS Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9813 Soil Bearing 1.472 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1917 Z Flexure (+X) 1.610 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1917 Z Flexure (-X) 1.610 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1917 X Flexure (+Z) 1.610 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1917 X Flexure (-Z) 1.610 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1122 1 -way Shear (+X) 9.541 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1122 1 -way Shear (-X) 9.541 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1122 1 -way Shear (+Z) 9.541 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1122 1 -way Shear (-Z) 9.541 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.2128 2 -way Punching 36.175 psi 170.0 psi +1.20D+1.60Lr+0.50L+1.60H Detailed. Results.,: n/a 0.491 X -X. +D+0.70E+H 1.50 Soil Rotation Axis & Actual Soil Bearing Stress Actual i Allowable Load Combination... Gross Allowable Xecc Zecc Bottom -Z Top +Z Left, -X Right, +X Ratio X-X.+D+H 1,50 n/a 0.0 0.7360 0.7360 n/a n/a 0.491 X -X. +D+L+H 1.50 n/a 0.0 0.7360 0.7360 n/a n/a 0.491 X -X. +D+Lr+H 1.50 n/a 0.0 1.472 1.472 n/a n/a 0.981 X -X, +D+S+H 1.50 n/a 0.0 0.7360 0.7360 n/a n/a 0.491 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.288 1.288 n/a n/a 0.859 X -X. +D+0.750L+0.750S+H 1.50 n/a 0.0 0.7360 0.7360 n/a n/a 0.491 X -X. +D+0.60W+H 1.50 n/a 0.0 0.7360 0.7360 n/a n/a 0.491 X -X. +D+0.70E+H 1.50 n/a 0.0 0.7360 0.7360 n/a n/a 0.491 X -X, 40+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.288 1.288 n/a n/a 0.859 X -X. +D+0.750L40.750S+0.450W+H 1.50 n/a 0.0 0.7360 0.7360 n/a n/a 0.491 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.7360 0.7360 n/a n/a 0.491 X -X. +0.60D+0.60W+0.60H 1.50 nla 0.0 0.4416 0.4416 n/a n/a 0.294 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4416 0.4416 n/a n/a 0.294 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 1.472 1.472 0.981 Z -Z. +D+S+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.288 1.288 0.859 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.288 1.288 0.859 Z-Z.+D+0.750L+0.750S+0.450W+H 1,50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z. +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.7360 0.7360 0.491 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4416 0.4416 0.294 Z -Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4416 0.4416 0.294 Overturning Stability,,.. Rotation Axis & Load Combination Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning :..'SIIdIng Stability ;;;.r `,` '; Rl ITTE COUNTY All units k Force Application Axis Bl11� Q1 NG D1� "'-'N' Load Combination Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding A p p vD Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Prosect ID: 9 r 1 Prinw(- 70 JUL 2015. 1:44PM Description: F2 Footing FlexuW', Mu Which Tension @ As Req'd Gvm. As Actual As Phi Mn Status Flexure Axis & Load Combination k -ft Side ? Bot or Top ? in"2 in"2 in"2 k -ft X -X. +1.20D+0.50Lr+1.60L+1.60H 0.9775 +Z Bottom 0.288 0.288 Min Temo % Min Temo % 0.320 0.320 8.399 8.399 OK OK X -X. +1.20D+0.50Lr+1.60L+1.60H X +1.20D+1.60L+0.50S+1.60H 0.9775 0.690 -Z +Z Bottom Bottom 0.288 Min Temp % 0.320 8.399 OK -X, X -X. +1.20D+1.60L+0.50S+1.60H 0.690 -Z Bottom 0.288 Min Temp % 0.320 0.320 8.399 8.399 OK OK X -X. +1.20D+1.60Lr+0.50L+1.60H 1.610 +Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 1.610 -Z Bottom 0.288 Min Temo % 0.320 8.399 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 1.610 +Z Bottom 0.288 Min Temo % 0.320 8.399 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 1.610 -Z Bottom 0.288 0.288 Min Temp % Min Temo % 0.320 8.399 OK X -X. +1.20D+0.50L+1.60S+1.60H X -X. +1.20D+0.50L+1.60S+1.60H 0.690 0.690 +Z -Z Bottom Bottom 0.288 Min Temq % 0.320 8.399 OK X -X. +1.20D+1.60S+0.50W+1.60H 0.690 +Z Bottom 0.288 Min Temo % 0.320 8.399 8.399 OK OK X -X, +1.20D+1.60S+0.50W+1.60H 0.690 -Z Bottom 0.288 Min Temp % 0.320 0.320 8.399 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 0.9775 +Z Bottom 0.288 Min Temp % % 0.320 8.399 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 0.9775 -Z Bottom 0.288 0.288 Min Temo Min Temo % 0.320 8.399 OK X -X. +1.20D+0.50L+0.50S+W+1.60H X -X. +1.20D+0.50L+0.50S+W+1.60H 0.690 0.690 +Z -Z Bottom Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 0.690 +Z Bottom 0.288 Min Temp % 0.320 0.320 8.399 8.399 OK OK X -X. +1.20D+0.50L+0.20S+E+1.60H 0.690 -Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +0.90D+W+0.90H 0.5175 0.5175 +Z Bottom Bottom 0.288 0.288 Min Temp % Min Temp % 0.320 8.399 OK X -X, +0.90D+W+0.90H X -X. +0.90D+E+0.90H 0.5175 -Z +Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +0.90D+E+0.90H 0.5175 -Z Bottom 0.288 Min Temp % 0.320 0.320 8.399 8.399 OK OK Z -Z. +1.40D+1.60H Z -Z. +1.40D+1.60H 0.8050 0.8050 -X +X Bottom Bottom 0.288 0.288 Min Temp % Min Temo % 0.320 8.399 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.9775 -X Bottom 0.288 Min Temp % 0.320 8.399 OK OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.9775 +X Bottom 0.288 Min Temo % 0.320 8.399 8.399 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.690 -X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.690 +X Bottom 0.288 Min Temp % 0.320 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 1.610 -X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 1.610 +X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 1.610 -X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 1.610 +X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.690 -X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.690 +X Bottom 0.288 Min Temp % 0.320 8.399 8.399 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.690 -X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.690 +X Bottom 0.288 Min Temp % 0.320 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.9775 -X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.9775 +X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.690 -X Bottom 0.288 Min Temo % 0.320 8.399 Z -Z. +1.20D+0.50L+0.50S+W+1,60H 0.690 +X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 0.690 -X Bottom 0.288 Min Temo % 0.320 8.399 OK OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 0.690 +X Bottom 0.288 Min Temp % 0.320 8.399 Z -Z. +0.90D+W+0.90H 0.5175 -X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z. +0.90D+W+0.90H 0.5175 +X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z. +0.90D+E+0.90H 0.5175 -X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z. +0.90D+E+0.90H 0.5175 ...+X Bottom 0.288 Min Temp % 0.320 8.399 OK One Way Shear a 7 Load Combination Vu @ -X Vu @ +X Vu @ -Z Vu Cad +Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 4.77 osi 4.77 psi 4.77 psi 4.77 osi 4.77 osi 85 osi 0.05612 OK +1.20D+0.50Lr+1.60L+1.60H 5.793 osi 5.793 osi 5.793 osi 5.793 psi 5.793 osi 85 psi 0.06815 OK +1.20D+1.60L+0.50S+1.60H 4.089 psi 4.089 osi 4.089 psi 4.089 psi 4.089 osi 85 osi 0.04811 OK +1.20D+1.60Lr+0.50L+1.60H 9.541 Dsi 9.541 osi 9.541 osi 9.541 Dsi 9.541 osi 85 Dsi 0.1122 OK +1.20D+1.60Lr+0.50W+1.60H 9.541 Dsi 9.541 Dsi 9.541 Dsi 9.541 Dsi 9.541 Dsi 85 psi 0.1122 OK +1.20D+0.50L+1.60S+1.60H 4.089 Dsi 4.089 Dsi 4.089 osi 4.089 osi. 4.089:osit 85 osi 0.04811 T&.089.DsiJ Nr,85 0.04811 OK OK +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H 4.089 osi 5.793 Dsi 4.089 osi 5.793 psi 4.089 Dsi 5.793 osi 4:00 sif 5.793 osi 5:793 D n NN S 1(85 osi 85'Asi 0.06815 OK +1.20D+0.50L+0.50S+W+1.60H 4.089 osi 4.089 osi 4.089 psi &.'Q89 osDI 4089 DstVI osi 0.04811 OK OK +1.20D+0.50L+0.20S+E+1.60H 4.089 Dsi 4.089 Dsi 4.089 osi 4.089 Dsi..4:089 Dsi, �." 85 Dsi 0.04811 +0.90D+W+0.90H +0.90D+E+0.90H 3.067 Dsi 3.067 osi 3.067 osi 3.067 osi 3.067 osi 3.067 Dsi 3.087;psi� 3:06-6si ! 3,067 csi X3:067 osi 85 Dsi 0.03608 66 85 Dsi 0.03608 OK OK Title Block Line 1 Project Title: En meer: Project ID: You can change this area 9 using the'Settings' menu item Project Descr: and then using the 'Printing & T31- QL,..L• -1-fi- Description : F2 .Purichmg S6earr ,i .: r_ "," F.t '' All units k Load Combination... ' Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 18.088 osi 170osi 0.1064 OK OK +1.20D+0.50Lr+1.60L+1.60H 21.964 osi 1,70osi 0.1292 OK +1.20D+1.60L+0.50S+1.60H 15.504 osi 170osi 0.0912 OK +1.20D+1.60Lr+0.50L+1.60H 36.175 osi 170osi 0.2128 OK +1.20D+1.60Lr+0.50W+1.60H 36.175 osi 170osi 0.2128 OK +1.20D+0.50L+1.60S+1.60H 15.504 osi 170osi 0.0912 OK +1.20D+1.60S+0.50W+1.60H 15.504 osi 170osi 0.0912 +1.20D+0.50Lr+0.50L+W+1.60H 21.964 osi 170osi 0.1292 OK +1.20D+0.50L+0.50S+W+1.60H 15.504 osi 170osi 0.0912 OK OK +1.20D+0.50L+0.20S+E+1.60H 15.504 osi 170osi 0.0912 OK +0.90D+W+0.90H 11.628 osi 170osi 0.0684 +0.90D+E+0.90H 11.628 osi 170osi 0.0684 OK Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Description : F3 rnda• Rafarancas Project Title: Engineer: Protect Descr: � FI¢411(:AStTUt2 >Nr Project ID:-rg -rcl Printed: 20 JUL 2015, 3:34PM RtlrT-11ENERCA-1.0 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values - f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing _ 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight - No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 W Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.50 ; 1 Min. Sliding Safety Factor = 1.50: 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depl = 0.0 ksf Use ftg wt for stability, moments & shears No when maximum length or width is greater4 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions ' Width parallel to X -X Axis = 2.0 ft Z Length parallel to Z -Z Axis = 2.0 ft Footing Thicknes = 12.0 in 1j Pedestal dimensions... X px : parallel to X -X Axis = 0.0 in 04 ;'�� pz : parallel to Z -Z Axis= 0.0 in ,kt�y , . m Height 0.0 in ,�� Rebar Centerline to Edge of Concrete.. m at Bottom of footing = 3.0 in. u Reinforcing . 2' "- Bars parallel to X -X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axisf ,,i7,,,ff°i Number of Bars = 3 Reinforcing Bar Siz( _ # 4.0 _..i i il�.l �I�I :K� :.:;ii. •'1..K 'iK �I� �I L I� JK:.7Fa,la.Kiw Je:K �''I P.q-'•'j✓:x r,.i. �rY n �� kI Bandwidth Distribution Check (ACI 15.4.4.2) �, Direction Requiring Closer Separation n/a - - # Bars required within zone n/a # Bars required on each side of zone n/a ADDlied Loads D Lr L S W E H P: Column Load = 2.60 2.30 0.0 0.0 :0:0 0:0 - �O,Oy ��:0 O.Oy k O.O.Aksf OB: Overburden = 0.0 0.0 0.0 0.0 , ., M -x = 0.0 0.0 0.0 0.0 X0.0=' ' 0:0 k -ft M -ZZ 0.0 0.0 0.0 0.0 "0.0 0.0 k -ft V -x = 0.0 0.0 0.0 0.0 0',0 0.0�, 0.0 k V -z 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Descr: Project ID: T1 , F/0 Description : F3 DESIGN3UMMARY ` �'yDesign OK PASS Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8167 Soil Bearing 1.225 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1078 Z Flexure (+X) 0.850 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1078 Z Flexure (-X) 0.850 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1078 X Flexure (+Z) 0.850 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1078 X Flexure (-Z) 0.850 k -ft 7.888 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.04321 1 -way Shear (+X) 3.673 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.04938 1 -way Shear (-X) 4.198 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.04321 1 -way Shear (+Z) 3.673 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.04938 1 -way Shear (-Z) 4.198 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1069 2 -way Punching 18.166 psi 170.0 psi +1.20D+1.60Lr+0.50L+1.60H Detailed.Results n/a 0.433 X -X. +D+0.70E+H 1.50 Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, -Z Top +Z Left, -X Right, +X Ratio X -X. +D+H 1.50 n/a 0.0 0.650 0.650 n/a n/a 0.433 X -X. +D+L+H 1.50 n/a 0.0 0.650 0.650 n/a n/a 0.433 X -X. +D+Lr+H 1.50 n/a 0.0 1.225 1.225 n/a n/a 0.817 X -X. +D+S+H 1.50 n/a 0.0 0.650 0.650 n/a n/a 0.433 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.081 1.081 n/a n/a 0.721 X -X. +D+0.750L+0.750S+H 1.50 n/a 0.0 0.650 0.650 n/a n/a 0.433 X -X. +D+0.60W+H 1.50 n/a 0.0 0.650 0.650 n/a n/a 0.433 X -X. +D+0.70E+H 1.50 n/a 0.0 0.650 0.650 n/a n/a 0.433 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.081 1.081 n/a n/a 0.721 X -X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.650 0.650 n/a n/a 0.433 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.650 0.650 n/a n/a 0.433 X -X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.390 0.390 n/a n/a 0.260 X -X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.390 0.390 n/a n/a 0.260 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.650 0.650 0.433 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.650 0.650 0.433 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 1.225 1.225 0.817 Z -Z. +D+S+H 1.50 0.0 n/a n/a n/a 0.650 0.650 0.433 Z -Z. +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.081 1.081 0.721 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.650 0.650 0.433 Z -Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.650 0.650 0.433 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.650 0.650 0.433 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.081 1.081 0.721 Z -Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.650 0.650 0.433 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.650 0.650 0.433 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.390 0.390 0.260 ZZ. +0.60Di0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.390 0.390 0.260 „ , Overturning Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning -Stability All units k ,Sliding Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the 'Settings' menu item Project Descr: and then using the "Printing & Title Block' selection. Title Block Line 6 Punted: 20 JUL 20153:34PM x as +rx t i.. Ell* =11CASEY1Rancho tRlljobs120141721 FE;s1lS7RUCT,IIENERCA I;EC6: General Footling ' , � <i� F«'. ; t' c" 3 ENEkXCC 1INGi1902015 Bwtd.6.16:78,�er.6.15.7.8 Licensee: RANCHO ENGINEERING Lic. #: KW -06007181 Description : F3 Footingf1ex6e ' Mu Which Tension @ As Req'd Gvrn. As Actual As Phi Mn Status Flexure Axis 8 Load Combination k -ft Side 7 Bot or Top 7 in A2 in^2 in"2 k -ft X -X. +1.20D+0.50Lr+1.60L+1.60H 0.5338 +Z Bottom 0.288 Min TemD % 0.30 7.888 7.888 OK OK X -X. +1.20D+0.50Lr+1.60L+1.60H 0.5338 -Z Bottom 0.288 Min TemD % 0.30 7.888 OK X -X, +1.20D+1.60L+0.50S+1.60H 0.390 +Z Bottom 0.288 Min TemD % 0.30 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.390 -Z Bottom 0.288 Min Temo % 0.30 7.888 OK X -X. +1.20D+1.60Lr+0.50L+1.60H 0.850 +Z Bottom 0.288 Min TemD % 0.30 7.888 X -X. +1.20D+1.60Lr+0.50L+1.60H 0.850 -Z Bottom 0.288 Min Temo % 0.30 7.888 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.850 +Z Bottom 0.288 Min Temp % 0.30 7.888 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 0.850 -Z Bottom 0.288 Min Temo % 0.30 7.888 OK X -X. +1.20D+0.50L+1.60S+1.60H 0.390 +Z Bottom 0.288 Min Temp % 0.30 7.888 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.390 -Z Bottom 0.288 Min Temp % 0.30 7.888 OK OK X -X, +1.20D+1.60S+0.50W+1.60H 0.390 +Z Bottom 0.288 Min Temo % 0.30 7.888 X -X. +1.20D+1.60S+0.50W+1.60H 0.390 -Z Bottom 0.288 Min Temo % 0.30 7.888 OK OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 0.5338 +Z Bottom 0.288 Min Temp % 0.30 7.888 X -X. +1.20D+0.50Lr+0.50L+W+1.60H 0.5338 -Z Bottom 0.288 Min Temo % 0.30 7.888 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.390 +Z Bottom 0.288 Min Temo % 0.30 7.888 OK OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.390 -Z Bottom 0.288 Min TemD % 0.30 7.888 X -X. +1.20D+0.50L+0.20S+E+1.60H 0.390 +Z Bottom 0.288 Min TemD % 0.30 7.888 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 0.390 -Z Bottom 0.288 Min TemD % 0.30 7.888 OK X -X, +0.90D+W+0.90H 0.2925 +Z Bottom 0.288 Min TemD % 0.30 7.888 OK X -X. +0.90D+W+0.90H 0.2925 -Z Bottom 0.288 Min TemD % 0.30 7.888 OK X -X. +0.90D+E+0.90H 0.2925 +Z Bottom 0.288 Min TemD % 0.30 7.888 OK X -X, +0.90D+E+0.90H 0.2925 -Z Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +1.40D+1.60H 0.4550 -X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +1.40D+1.60H 0.4550 +X Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 0.5338 -X Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 0.5338 +X Bottom 0.288 Min Temp % 0.30 7.888 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.390 -X Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.390 +X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 0.850 -X Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 0.850 +X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 0.850 -X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.850 +X Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.390 -X Bottom 0.288 Min Two % 0.30 7.888 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.390 +X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.390 -X Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.390 +X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.5338 -X Bottom 0.288 Min Temo % 0.30 7.888 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.5338 +X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.390 -X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.390 +X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 0.390 -X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 0.390 +X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +0.90D+W+0.90H 0.2925 -X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +0.90D+W+0.90H 0.2925 +X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +0.90D+E+0.90H 0.2925 -X Bottom 0.288 Min TemD % 0.30 7.888 OK Z -Z. +0.90D+E+0.90H 0.2925 +X Bottom 0.288 Min TemD % 0.30 7.888 OK One Way Shear' Load Combination Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi"Vn Status +1.40D+1.60H 2.247 psi 1.966 Dsi 2,247 psi 1.966 Dsi 2.247 psi 85 Dsi 0.02643 OK +1.20D+0.50Lr+1.60L+1.60H 2.636 Dsi 2.306 Dsi 2.636 Dsi 2.306 Dsi 2.636 Dsi 85 Dsi 0.03101 OK +1.20D+1.60L+0.50S+1.60H 1.926 Dsi 1.685 Dsi 1.926 Dsi 1.685 Dsi 1.926 Dsi 85 Dsi 0.02266 OK +1.20D+1.60Lr+0.50L+1.60H 4.198 Dsi 3.673 Dsi 4.198 Dsi 3.673 Dsi 4.198 Dsi 85 Dsi 0.04938 OK +1.20D+1.60Lr+0.50W+1.60H 4.198 Dsi 3.673 osi 4.198 Dsi 3.673 Dsi 4.198 Dsi 85 Dsi 0.04938 OK +1.20D+0.50L+1.60S+1.60H 1.926 Dsi 1.685 osi 1.926 osi 1.685 osi 1926 os* 85�psi 0.02266 OK +1.20D+1.60S+0.50W+1.60H 1.926 Dsi 1.685 Dsi 1.926 Dsi 1.685 osi�TTir926.Dsi 85 Dsi 0.02266 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.636 osi 2.306 osi 2.636 DSi 2.306, DS nn 2.63.6 psiDiv i 05 0.03101 011"926 osi 85,D"sil 0.02266 OK OK +1.20D+0.50L+0.50S+W+1.60H 1.926 osi 1.685 Dsi 1.926 Dsi 1.68k,6os +1.20D+0.50L+0.20S+E+1.60H +0.90D+W+0.90H 1.926 Dsi 1.444 Dsi 1.685 osi 1.264 Dsi 1.926 Dsi 1.444 psi 1.685 osi 1.264Cosi P 1926 Ni 85 Dsi 0.02266 F1i4'44"osi 85�� 0.01699 OK OK +0.90D+E+0.90H 1.444 Dsi 1.264 Dsi 1.444 Dsi 1.26471DDs!1 1.444 psi 85 Dsi 0.01699 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: —17. using the'Settings' menu item Protect Descr: and then using the 'Printing & TRIP Rlnrk' selectinn. Description : F3 x u r y Punching All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn status +1.40D+1.60H 9.724 osi 170osi 0.0572 OK OK +120D+0.50Lr+1.60L+1.60H 11.407 osi 170osi 0.0671 OK +1.20D+1.60L+0.50S+1.60H 8.335 osi 170Dsi 0.04903 0.1069 OK +1,200+1.60Lr+0.50L+1.60H 18.166 Dsi 170Dsi 0.1069 OK +1.20D+1.60Lr+0.50W+1.60H 18.166 osi 170Dsi 170osi 0.04903 OK +1.20D+0.50L+1.60S+1.60H +1.20D+1.60S+0.50W+1.60H 8.335 osi 8.335 osi . 170osi 0.04903 OK +1.20D+0.50Lr+0.50L+W+1.60H 11.407 osi 170osi 0.0671 OK OK +1.20D+0.50L+0.50S+W+1.60H 8.335 osi 170osi 0.04903 OK +1.20D+0.50L+0.20S+E+1.60H 8.335 osi 170Dsi 0.04903 OK +0.90D+W+0.90H 6.251 osi 170Dsi 0.03677 OK +0.90D+E+0.90H 6.251 osi 170Dsi 0.03677 13UTTE COUNTY BUILDING ®IV APPROVE® Title Block Line 1 Project Title: Engineer: Project ID: �03 You can change this area En q using the 'Settings" menu item Project Descr: and then using the 'Printing & Title Block' selection. Description : F4 Code References 1.70 0.0 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 = 0.0 0.0 Load Combinations Used: ASCE 7-10 0.0 0.0 = 0.0 General Information 0.0 0.0 Material Properties f : Concrete 28 day strength = 2.50 ksi Soil Design Values - Allowable Soil Bearing _ 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight - No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow % Temp Reinf. = 0.0020 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.50: 1 Min. Sliding Safety Factor = 1.50 :1 No Increases based on footing plan dimension Allowable pressure increase per foot of dept = 0.0 ksf Add Ftg Wt for Soil Pressure No when maximum length or width is greater4 0.0 ft Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 1.0 ft Length parallel to Z -Z Axis = 2.50 ft Footing Thicknes = 12.0 in Pedestal dimensions... px : parallel to X -X Axis = 0.0 in pz : parallel to Z -Z Axis = 0.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing ; Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Sizf 4 # 4 2 # 4.0 Ila Bandwidth Distribution Check (ACI 15.4.4.2) = "' - ''"''-` 111119VI Direction Requiring Closer Separatiomg X -X Axis`'`:IIIIVIIIII # Bars required within zone 57.1 % # Bars required on each side of zone 42.9% lIlVINV- _ I<(=LJII Applied Loads D Lr L S P: Column Load OB: Overburden M-xx M -ZZ V -x V -z = 1.80 1.70 0.0 0.0 y�,1d = 0.0 0.0 0.0 0.0 0.0 = 0.0 0.0 0.0 0.0 0.0 = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 OV/':`�'�0.0 k 0.0 0.0 ksf 0.0 0.0 k -ft 0.0 0.0 k -ft 0.0 0.0 k 0.0 0.0 k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings' menu item Protect Descr: q and then using the 'Printing & Title Block' selection. Title Block Line 6 PAW: 20JUL 2015 3:37PM �. .. t a< " 11" f I"File'='1lGASEY1Rarulo'fRlljobs120141221 FE=11SrRUCT-11ENERCA I EC6 t. a r General Foot>Ihg i' �, eRcnl c, a C 1sa3 2x18, E ..15:7�'V�er.(i.t5.7 6 • Description: F4 DESIGN SUMMARY �� -ti, r + n/a 0.0 • - • 0.720 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9333 Soil Bearing 1.40 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02905 Z Flexure (+X) 0.2440 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02905 Z Flexure (-X) 0.2440 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1463 X Flexure (+Z) 1.525 k -ft 10.424 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1463 X Flexure (-Z) 1.525 k -ft 10.424 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 85.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS 0.1063 1 -way Shear (+Z) 9.037 psi 85.0 psi +1.20D+1,60Lr+0.50L+1.60H PASS 0.1063 1 -way Shear (-Z) 9.037 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS n/a 2 -way Punching 11.673 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H Detailed Results i; n5 0.4320 0.4320 n/a Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X. +D+H 1.50 n/a 0.0 0.720 0.720 n/a n/a 0.480 X -X. +D+L+H 1.50 n/a 0.0 0.720 0.720 n/a n/a 0.480 X -X. +D+Lr+H 1.50 n/a 0.0 1.40 1.40 n/a n/a 0.933 X -X. +D+S+H 1.50 n/a 0.0 0.720 0.720 n/a n/a 0.480 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.230 1.230 n/a n/a 0.820 X -X. +D+0.750L+0.750S+H 1.50 n/a 0.0 0.720 0.720 n/a n/a 0.480 X -X. +D+0.60W+H 1.50 n/a 0.0 0.720 0.720 n/a n/a 0.480 X -X, +D+0.70E+H 1.50 n/a 0.0 0.720 0.720 n/a n/a 0.480 X -X. +M.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.230 1.230 n/a n/a 0.820 X -X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.720 0.720 n/a n/a 0.480 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.720 0.720 n/a n/a 0.480 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.4320 0.4320 n/a n/a 0.288 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4320 0.4320 n/a n/a 0.288 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.720 0.720 0.480 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.720 0.720 0.480 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 1.40 1.40 0.933 Z -Z. +D+S+H 1.50 0.0 n/a n/a n/a 0.720 0.720 0.480 Z -Z. +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.230 1.230 0.820 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.720 0.720 0.480 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.720 0.720 0.480 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.720 0.720 0.480 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.230 1.230 0.820 Z -Z. +D+0.750L+0.750S+0A50W+H 1.50 0.0 n/a n/a n/a 0.720 0.720 0.480 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.720 0.720 0.480 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4320 0.4320 0.288 Z -Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4320 0.4320 0.288 Overturning Stability - Rotation Axis & Load Combination... Overturning Moment Resisting Momenta-r-rrStatiilityr( Status Footing Has NO Overturning Slid -In a Stability '. �.. ' id ; �� y�` l n �n �, 1, � 1 �� r� i e, ice' 1�' All units k Force Application Axis>, � �� - Load Combination... Sliding Force Resisting Force, Sliding SafetyRatie Status Footing Has NO Sliding Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Descr: Prosect ID:� � Printed: 20 JUL 2015, 3:37PM General Footin r` �, , a`� K .v s "':,h' ' Fie HCASEYVanM(ft)=�f3 I rt'11JIKUli1 11tIVCKI H�I',CtA r� { g'.:'w.� 0. „. 4 • ,� K '?, w'ENERCALC,NC19831015.Budd.615.78 Ver.6�5.7.8` Description : F4 Footing Flexure' Mu Which Tension @ As Req'd Gvm. As Actual As Phi Mn Status Flexure Axis & Load Combination k -ft Side ? Bot or Top ? in"2 in^2 in"2 k -ft X -X. +1.20D+0.50Lr+1.60L+1.60H 0.9406 +Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +1.20D+0.50Lr+1.60L+1.60H 0.9406 -Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.6750 +Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.6750 -Z Bottom 0.288 Min Temp % 0.40 10.424 OK X -X. +1.20D+1.60Lr+0.50L+1.60H 1.525 +Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +1,20D+1.60Lr+0.50L+1.60H 1.525 -Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 1.525 +Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 1.525 -Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +1.20D+0.50L+1.60S+1.60H 0.6750 +Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +1.20D+0.50L+1.60S+1.60H 0.6750 -Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.6750 +Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.6750 -Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.9406 +Z Bottom 0.288 Min Temp % 0.40 10.424 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 0.9406 -Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.6750 +Z Bottom 0.288 Min Temp % 0.40 10.424 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.6750 -Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 0.6750 +Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 0.6750 -Z Bottom 0.288 Min Temp % 0.40 10.424 OK X -X. +0.90D+W+0.90H 0.5063 +Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +0.90D+W+0.90H 0.5063 -Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +0.90D+E+0.90H 0.5063 +Z Bottom 0.288 Min TemD % 0.40 10.424 OK X -X. +0.90D+E+0.90H 0.5063 -Z Bottom 0.288 Min TemD % 0.40 10.424 OK Z -Z, +1.40D+1.60H 0.1260 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.40D+1.60H 0.1260 +X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 0.1505 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 0.1505 +X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.1080 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.1080 +X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 0.2440 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 0.2440 +X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 0.2440 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 0.2440 +X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.1080 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.1080 +X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.1080 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.1080 +X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.1505 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.1505 +X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.1080 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.1080 +X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 0.1080 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 0.1080 +X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z, +0.90D+W+0.90H 0.0810 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +0.90D+W+0.90H 0.0810 +X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +0.90D+E+0.90H 0.0810 -X Bottom 0.288 Min TemD % 0.320 8.399 OK Z -Z. +0.90D+E+0.90H .0.0810...., +X Bottom 0.288 Min TemD % 0.320 8.399 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi'Vn Status__ +1.40D+1.60H 0 Dsi 0 Dsi 4.667 Dsi 4.667 Dsi 4.667 DSi 85 Dsi 0.0549 OK +1.20D+0.50Lr+1.60L+1.60H 0 Dsi 0 Dsi 5.574 Dsi 5.574 Dsi 5.574 psi 85 Dsi 0.06558 OK +1.20D+1.60L+0.50S+1.60H 0 Dsi 0 Dsi 4 Dsi 4 Dsi 4 Dsi 85 Dsi 0.04706 OK +1.20D+1.60Lr+0.50L+1.60H 0 Dsi 0 Dsi 9.037 Dsi 9.037 Dsi 9.037 Dsi 85 Dsi 0.1063 OK +1.20D+1.60Lr+0.50W+1.60H 0 Dsi 0 Dsi 9.037 Dsi 9.037 Dsi 9.037 Ds�'�-�- . TE X85 osu� 1'0:1063 OK +1.20D+0.50L+1.60S+1.60H 0 Dsi 0 Dsi 4 Dsi 4 Dsi 4FDst DU t 85fDst 0.04206. OK +1.20D+1,60S+0.50W+1.60H +1.20D+0.50Lr+0.50L+W+1.60H 0 Dsi 0 Dsi 0 Dsi 0 Dsi 4 Dsi 5.574 Dsi 4 DSi 5.574 DSi 4 DSi-- �� 8F iiii]0.04706]Z r5,574Dsi l� i i • C85 psi 0.06558 OK OK +1.20D+0.50L+0.50S+W+1.60H 0 DSi 0 DSI 4 DSi 4 DSI A Dsi „,, • 185'Dsi� ',004706' 4� 851nsi' 0.0470fi� OK OK +1.20D+0.50L+0.20S+E+1.60H 0 Dsi 0 Dsi 4 Dsi 4 Dsi "4 6i i . P3 +0.90D+W+0.90H 0 Dsi 0 Dsi 3 Dsi 3 Dsi \D' i 85 DSi 0.03529 OK +0.90D+E+0.90H 0 Dsi 0 Dsi 3 Dsi 3 Dsi 3 Dsi 85 Dsi 0.03529 OK Title Block Line 1 Project Title: You can change this area Engineer: { using the "Settings' menu item Protect Descr. and then using the "Printing & Title Block' selection. Project ID: Description: R Puncling,:Shear `' z "�' �` `��"`^ All units k r _. ' Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 6.028 psi 170osi 0.03546 OK +1.20D+0.50Lr+1.60L+1.60H 7.2 psi 170osi 0.04235 OK +1.20D+1.60L+0.50S+1.60H 5.167 psi 170Dsi 0.03039 OK +1.20D+1.60Lr+0.50L+1.60H 11.673 osi 170osi 0.06866 OK +1.20D+1.60Lr+0.50W+1.60H 11.673 psi 170Dsi 0.06866 OK +1.20D+0.50L+1.60S+1.60H 5.167 osi 170Dsi 0.03039 OK +1.20D+1.60S+0.50W+1.60H 5.167 psi 170Dsi 0.03039 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.2 Dsi 170Dsi 0.04235 OK +1.20D+0.50L+0.50S+W+1.60H 5.167 Dsi 170Dsi 0.03039 OK +1.20D+0.50L+0.20S+E+1.60H 5.167 Dsi 170Dsi 0.03039 OK +0.90D+W+0.90H 3.875 osi 170osi 0.02279 OK +0.90D+E+0.90H 3.875 osi 170Dsi 0.02279 OK