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Home My WebLink AboutB15-1920 (5)CI -IO ineering, Inc.. STRUCTURAL CALCULATIONS Rancho Job #14-221 Calculation Index: for Fearon Second Dwelling 4950 Rich Bar Rd Chico, CA Page # • Project Layout 1 • Gravity Analysis G1 • Lateral Analysis 1-1-1-9 • Beam Analysis 131-62 • Footing Analysis F1 -F4 Revision Summary: Rev. 0 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. PERMrr #--J�2Je - 1 q Q BUTTE COUNTY DEVELOPMENT SERVICES BUTTE DA COUNTY Jarrod Holliday, P.E. DEVELOPMENT 5550 Skyway Suite C Civil, Structural, Septic Design SERVICES Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com F I LE Opy f i r t 2 3 BI � 24' RF � �o r N B A 24'-0 PERF r i BUTTE COUNTY BUILDING DIVISION APPROVED SCALE = N.T.S. JOB # 15-014 5550 Skyway, Ste. G FEARON 5EGOND DWELLING po�NginCHO Paradise, GA q5q&q 41150 RIGH BAR RD. Phone/Fax: CHICO, GA eel"ing (530) 877-3i00 PROJECT LAYOUT rEl F I ', m B2 •� f0 r i 7/21/2015 Fearon Garage - Job 14-221 G { Roof Dead Load Slope= 4 /12 5/8" Ply 2.25 psf Metal Roof 5.0 psf 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 Constructi Exterior Wall Dead Load 3/8" PLY. Siding Framing Sheetrock Insulation Misc. Wall Dead Load Framing 1/2" Sheetrock Misc. IFloor Dead Load Floor Live Load 3/4" ply Floor Framing Gyp. Insulation Flooring Misc. 1.8 psf 5.0 psf 1.7 psf 2.2 psf 1.0 psf 1.3 psf 1.7 psf 4.4 psf 1.9 psf 2.8 psf 2.5 psf 2.8 psf 1.0 psf 1.5 psf 1.4 psf J BUTTE COUNTY BUILDING DIVISION APPROVE® cH0 ngtneeriing 7/21/2015 Fearon Garage - 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= 12.5 Pressure Y V12= 12100 G= 0.85 Wall Lines 1-3 z= 10 Leeward wall Pressure' Y qs= 30.98 1= 1 Exposure: B Peak Ht= 15 Pressure Y k: 0.57 Kzt= 1 Y -0.05 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 Pmin= -13.00 Pressure Y -0.21 -3.74 Y -0.05 -0.89 Pressure+ Y -0.66 -11.75 Pmax= 11.75 psf 0.25 Side wall Pressure Y -0.35 -6.23 Pressure' Length= 24 ft Pmax= -6.23 psf Leeward Roof Pressure Y Width= 24 ft psf Pressure' Y Height= 10 ft Wind Load Areas SQFT psf II to ridge Pressure Y -0.79 Windward= 120 Pmin= -19.40 Pwall = 1559.50 lbs Areas SQFT Normal Leeward= 120 Pwall = 1089.51 lbs Windward= 150 Wind Sidewall Left= 120 Proof= Pwall = 1409.96 lbs Normal Leeward= 150 Sidewall Right= 120 Pwall = 1409.96 lbs _ Windward= 120 Pwall = 1559.50 lbs 1455.36 lbs Inverse Leeward= 120 Parallel to ridge Right= 75 Pwall = 1089.51 lbs Proof= Wind Sidewall Left= 120 Pwall = 1409.96 lbs Proof= Sidewall Riaht= 120 Pwall = 1409.96 lbs Slope 4/12 jEnclosed Cfet (Table 1609.6.2(2) P (Eqn 16-34) Pressure' Y -0.73 -13.00 Pmax= 4.45 psf Winward Condition 1 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= 150 Proof= 1949.38 lbs Normal Leeward= 150 Proof= 1762.45 lbs Wind Parallel to ridge Left= 75 Proof= 1455.36 lbs Parallel to ridge Right= 75 Proof= 1455.36 lbs Windward= 150 Proof= 1949.38 lbs Inverse Leeward= 150 Proof= 1762.45 lbs Wind Parallel to ridge Left= 75 Proof= 1455.36 lbs Parallel to ridoe Riaht= 75 Proof= 1455.36 lbs Wind Dirc. Net Force Normal Windward + Leeward= 6360.84 lbs 6360.8 lbs Sidewall Net= 0.00 lbs 265.0 lbs per ft width of wall Inverse Windward + Leeward= 6360.84 lbs 159.0 lbs ASD Load Sidewall Net= 0 lbs BUTTE COUNTY BUILDING DIVISION AMAncHO APPROVE® ngtneering 7/21/2015 Fearon Garage - Job 14-221 L Z All Heights Method Wind Loading CBC -13 per 1609.6 Windward wall Pressure+ Y V= 110 Kd= 0.85 Loading- Side h= 12.5 Pressure Y V112= 12100 G= 0.87 Wall Lines A -D z= 10 Leeward wall Pressure' Y qs 30.98 1= 1 Exposure: B Peak Ht= 15 Pressure Y kZ 0.57 Kzt= 1 Y -0.05 kh= 0.57 qh= 15.13 Enclosed C„et: Table 1609.6.2(2) 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 Pmin= -13.00 Pressure Y -0.21 -3.74 Y -0.05 -0.89 Pressure+ Y -0.66 -11.75 Pmax= 11.75 psf 0.25 Side wall Pressure Y -0.35 -6.23 Pressure' Length= 24 ft Pmax= -6.23 psf Leeward Roof Pressure Y Width= 24 ft psf Pressure+ Y Height= 10 ft Wind Load Areas SQFT psf II to ridge Pressure Y -0.79 Windward= 120 Pmin= -19.40 Pwall = 1559.50 lbs Areas SQFT Normal Leeward= 120 Pwall = 1089.51 lbs Windward= 75 Wind Sidewall Left= 120 Proof= Pwall = 1409.96 lbs Normal Leeward= 75 Sidewall Right= 120 Pwall = 1409.96 lbs Wind Windward= 120 Pwall = 1559.50 lbs 2910.71 Ibs Inverse Leeward= 120 Parallel to ridge Right= 150 Pwall = 1089.51 lbs Proof= Wind Sidewall Left= 120 Pwall = 1409.96 lbs Proof= Sidewall Right= 120 Pwall = 1409.96 lbs Slope 4/12 jEnclosed Cnet (Table 1609.6.2(2) P (Eqn 16-34) Pressure+ Y -0.73 -13.00 Pmax= 4.45 psf Winward Condition 1 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= 75 Proof= 974.69 lbs Normal Leeward= 75 Proof= 881.22 lbs Wind Parallel to ridge Left= 150 Proof= 2910.71 Ibs Parallel to ridge Right= 150 Proof= 2910.71 lbs Windward= 75 Proof= 974.69 lbs Inverse Leeward= 75 Proof= 881.22 lbs Wind Parallel to ridge Left= 150 Proof= 2910.71 lbs Parallel to ridge Riqht= 150 Proof= 2910.71 lbs Wind Dirc. Net Force Normal Windward + Leeward= 4504.93 lbs 4504.9 lbs Sidewall Net= 0.00 lbs 187.7 lbs per ft width of wall Inverse Windward + Leeward= 4504.93 lbs 112.6 lbs ASD Load Sidewall Net= 0 lbs BUTTE COUNTY BUILDING DIVISION ARMNCHO APPROVED ngineering 7/21/2015 Fearon Garage - Job 14-221 L3 ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure Description Symbol Value Source Units Site Class - D Chapter 20 - NICER (short period) Ss 0.626 USGS website %g NICER (1 sec period) S, 0.267 USGS website %g j Response Modification R 6.5 Table 12.2-1 - Risk Category - Il Table 1-1 Importance Factor I 1 Table 11.5-1 - Strutural Height h„ 12.5 - ft Peroid Parameter Ct 0.02 Table 12.8-2 English Peroid Parameter x 0.75 Table 12.8-2 English Long Period Ti 16 Figure 22-16 sec Aprx. Fundamental Period Ta 0.133 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 0.083 Section 12.8.1. - Diaphragm 1 Roof Tributary Area = Diaph. width 1-3: 40 V intimate = 64 plf 960 SQFT. Sloped Roof @ 18.00 psf V working stress = 46 plf 480.00 SQFT of Ext. Wall @ 13.00 psf 0.00 SQFT of Int. Wall @ 8.00 psf Diaph. width A -B 24 V ultimate — 106 pif 0.00 SQFT Floor @ 12.00 psf V working stress = 76 plf W= 23523.7 lbs BUTTE COUNTY BUILDING DIVISION APPROVED til s,'V 1 7/21/2015 Fearon Garage - Job 14-221 L y 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 Roof 1 1 8.0 46 159.0 1 0.36 1.27 Wind 2 20.0 46 159.0 1 0.91 3.18 Wind 3 12.0 46 159.0 1 0.55 1.91 Wind Roof A 12.0 76 112.6 0.91 1.35 Wind B 12.0 76 112.6 0.91 1.35 Wind BUTTE COUNTY BUILDING -DIVISION APPROVED 7212015 Fearon Garage - Job 14-221 L SHEAR WALL DESIGN ANSU AF 8: PA SDPWS-2008 and CBC -13 Wall Wall Wall Wall Floor Wall OTM Net Required Holdown Line Load Wall Helght Width Position System Stress aspect OTM Res Res a jUpliftfroml Res extra above Uplift Anchor or Wall Type k s Number ft ft ( ratio k tt ki ft lbs k ld s' Bolt SSP Wall Line ID: 2 Level: 1 1 10 5.8Comer STEM 79.2 1.0 4.6 2.1 0 0 0 0.60 SSTB16 HDU2 (DBL 2X) 8 Seismic 0.59 SST816 HDU2 (DBL 2X) B 0.91 1 10 5.8 Comer STEM 79.2 1.0 4.6 2.1 1 0 0 1 10 5.8 Comer STEM 276.6 1.0 15.9 2.1 0 0 0 2.54 SSTB16 HDU2 (DBL 2X) B Wind 3.18 1 10 5.8 Comer STEM 276.6 1.0 15.9 2.1 1 0 0 2.54 SSTB16 HDU2 (DBL 2X) B 1 Level: 1 Wall Line ID: 3 1 10 21.0 Corner STEM 26.0 1.000 5.5 28.7 0 0 0 -0.46 SSTB16 HDU2 (DBL 2X) A ESeismic 1 10 21.0 Comer STEM 90.9 1.000 19.1 28.7 0 0 0 0.09 SSTB16 HDU2 (DBL 2X) A Wall Line ID: A Level: 1 1 10 21.0 Comer STEM 43.4 1.0 9.1 28.7 0 0 0 -0.28 No AB Req'd No HD Req'd A Seismic 0.91 1 10 21.0 Comer STEM 64.4 1.0 13.5 28.7 0 0 0 -0.18 No AB Req'd No HD Req'd A Wind 1.35 Wall Line ID: B Level: 1 1 10 18.0 Comer STEM 50.6 1.0 9.1 21.1 0 0 0 -0.11 SSTB16 HDU2 (DBL 2X) A Seismic 0.91 1 10 18.0 Comer STEM 75.1 1.0 13.5 21.1 0 0 0 0.05 SSTB16 HDU2 (DBL 2X) '- A Wind 1.35 BUTTE COUNTY BUILDING DIVISION APPROVE® CHO nglneertng 7/21/2015 Fearon Garage - Job 14-221 L {o PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: 3 Level: 1 Floor System: STEM Position: Corner WALL STRESS: 91 plf Wind 10.5 26 plf Seismic REQ'D WALL ID: A REQ'D HOLDOWN: No HD Req'd REQ'D AB: No AB Req'd Full Wall Diminsions ft b h 24 10 Ift ft Nominal Values (Table 4.3A) I Com onents Diminsions ft Seimic Wind Comp. x; h; b; 260 1 10.5 3.00 3 D 2 685 E 665 930 3 Reduced Allowable Values I Wall ID Seimic Wind 4 173 173 B 263 5 C 385 539 D 6 693 E 673 942 7 8 9 Desc Value Unit Eq. (4.3-5) CO 1.013 - Section 4.3..1 aspect 1.000 - Sec 4.3.1 & Sec 4.3.3.4 Thi 21.0 ft Eq. (4.3-8) T 897 Ib Eq. (4.3-9) V 90 plf TRES 936 Ib VRES 94 plf Res Extra 0 plf Net uplift -39 Ib Nominal Values (Table 4.3A) I Wall ID Seimic Wind A 173 173 B 260 365 C 380 532 D 490 685 E 665 930 Reduced Allowable Values I Wall ID Seimic Wind A 173 173 B 263 370 C 385 539 D 496 693 E 673 942 BUTTE COUNTY BUILDING DIVISION APPROVED 739MCHO nglneerfng 7/21/2015 Fearon Garage - Job 14-221 L7 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: A Level: 1 ib Floor System: STEM Position: Corner b"I 1~ b�'I r WALL STRESS: 64 plf Wind F�—z 43 plf Seismic `°"" T Q REQ'D WALL ID: A REQ'D HOLDOWN: No HD Req'd x —� REQ'D AB: No AB Req'd Full Wall Diminsions (ft) b Com onents Diminsions ft Comp. x; hi bi 1 18 3.00 3 2 Nominal Values (Table 4.3A) 3 4 Wall ID Seimic Wind 5 A 173 173 6 B 260 365 7 C 380 532 8 D 490 685 9 E 665 930 Desc Value Units Reduced Allowable Values Eq. (4.3-5) Co 1.013 - I Section 4.3..1 aspect 0.600 - Wall ID Seimic Wind Sec 4.3.1 & Sec 4.3.3.4 7-i 21.0 ft A 158 173 Eq. (4.3-8) T 636 Ib B 158 370 Eq. (4.3-9) v 64 plf C 231 539 TRES 936 Ib D 298 693 VRES 94 plf E 404 942 Res Extra 0 plf Net uplift -300 Ib BUTTE COUNTY BUILDING DIVISION APPROVE® 1I`ICtiO ngineering h 24 10 Ift ft BUTTE COUNTY BUILDING DIVISION APPROVE® 1I`ICtiO ngineering 7/21/2015 S r Fearon Garage - Job 14-221 f PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: B Level: 1 Floor System: STEM Position: Corner WALL STRESS: 75 plf Wind 18.0 51 plf Seismic REQ'D WALL ID: A REQ'D HOLDOWN: No HD Req'd REQ'D AB: No AB Req'd Full Wall Diminsions ft b h 24 10 Ift ft Com onents Diminsions ft Comp. x; hi bi 1 6.5 3.00 3 2 17 3 3 3 4 5 6 7 8 9 Eq. (4.3-5) Section 4.3.1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) b r - Desc Value Units Co 1.026 - aspect 0.800 - 7 -Li 18.0 ft T 732 Ib V 73 plf TRES 936 Ib ORES 94 plf Res Extra 0 plf Net uplift -204 Ib I rl Nominal Values (Table 4.3A) Wall ID I Seimic Wind A 173 173 B 260 365 C 380 532 D 490 685 E 665 930 Reduced Allowable Values I Wall ID Seimic Wind A 173 173 B 213 374 C 312 546 D 402 693 E 546 954 1-0 BUTTE COUNTY BUILDING DIVISION APPROVED CIAO ngiineeri[ng 4 1 7/2112015 Fearon Garage - Job 14-221 , ,f L �► Timber Frames SDS25600 Nominal Capacity: 340 Ib i Co: 1.33 Capcity: 452 Ib ' Grid Line: 1 Type: Knee Loads Design Brace Diminsions Braces Horz Vert Net Comp SDS kis Load Ib Per line Com (lb) Comp Ib (lb) Screws Height ft Length ft Seismic 1.578 Seismic 2 0 2 0 2 789 789 1116 3 Wind 1578 Wind BUTTE COUNTY BUILDING DIVISION APPROVED ncHo nglneering i COMPANY PROJECT 'WoodWorks® sorTwaaeroaWOOD .ossrcv July 21, 2015 16:40 B1 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit Bearing: fv = 90 tern Start End Start End fv Fv' = 0.42 Load/ Dead Full Area Supports 22.00(15.00)• psf Load2 Roof constr. Full Area Beam 20.00(15.00)• psf Self-weioht Dead Full UDL Load Comb 17.3 if y Width (tt) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : A 16-3.5" - Unfactored: Dead Roof Live 2778 2400 2778 2400 Factored: Total 5178 5178 Bearing: fv = 90 Capacity 212 fv Fv' = 0.42 Beam 12031 12031 Supports 12851 12851 Anal/Des 0.26 - L/740 Beam 0.43 0.43 Support 0.40 0.40 Load Comb N2 #2 Length 3.50• 3.501 Min req'd 3.50• 3.50• Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 6251 625 Minimum bearing length setting used: 3-1/2" for end supports Timber -soft, D.Fir-L, No. 1, 6x14 (5-1/2"x13-1/4") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 16'-3.5": Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Analysis Value Design ValueAnal sis/Desi n Shear fv = 90 Fv' = 212 fv Fv' = 0.42 Bending(+) fb = 1545 Fb' = 1614 fb/Fb' = 0.96 Live Defl'n 0.26 - L/740 0.53 = L/360 0.49 Total Defl'n 0.71 = L/270 0.80 - L/240 0.89 -] Additional Data: FACTORS: F/Elpsi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCI) Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 1.25 1.00 1.00 0.973 0.983 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 = 5178, V design - 4369 lbs Bending(+): LC 02 = D+Lr, M = 20714 lbs -ft Deflection: LC 02 - D+Lr (live) LC 02 = D+Lr (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: ICG -IBC CALCULATIONS: Deflection: EI - 1706eo6 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. BUTTE COUNTY BUILDING DIVISION APPROVED COMPANY PROJECT C)'WoodWorksO SOFTWARE FOR WOOD DESIGN July 21, 201516:40 B2 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- Location (ftl Magnitude Unit 2099 Bearing: Fv' - tern Start End Start End fb - Too ad1 Dead Full Area 12031 Live Defl'n 22.00 18.00)• psf Load2 Roof constr. Full Area Anal/Des 0.36 - 20.00 !8.001' psf Self -weight Dead Full UDL 0.16 Support 12.1 if Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : r 12'3.5" - 12' Unfactored: Dead Roof Live 1129 960 Value 1129 960 Factored: Total 2089 Shear 2099 Bearing: Fv' - 212 fv Fv' = 0.25 Capacity fb - 959 12031 Beam 12031 Live Defl'n 12851 Supports 12851 L/360 0.32 Anal/Des 0.36 - L/405 0.17 Beam 0.17 0.16 Support 0.16 #2 Load comb #2 3.50' Length 3.50• Min req'd 3.50• 3.50' Cb 1.00 E=earthquake 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc su 625 625 Minimum bearing length setting used: 3-1/2" for end supports Timber -soft, D.Fir-L, No. 1, 6x10 (5-1/2"x9.1/4") Supports: AM - Lumber Stud Wall, D.Fir-L Stud Total length: 12-3.6% Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Anal sis Value Desicin Value Analsis/Desi n Shear fv = 52 Fv' - 212 fv Fv' = 0.25 Bending(+) fb - 959 Fb' = 1687 fb/Fb' - 0.57 Live Defl'n 0.13 = <L/999 ' 0.40 - L/360 0.32 Total Defl'n 0.36 - L/405 0.60 = L/240 0.59 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1350 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 #2 = D+Lr, V = 2089, V design = 1769 lbs Bending(+);LC 02 - D+Lr, M - 6266 lbs -ft Deflection: LC 02 - 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 LC's are listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI = 580:06 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 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 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. ti Project Title: Engineer: Project Descr: Project ID:iA , F) Description: F1 ,;Code References'`.'-�' - `�� >r; � x•� ��:' Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 4 M-zz = Load Combinations Used: ASCE 7-10 Reinforcing Bar Size = # 4 ,•General lnforination �fi ":; gL :,�;4�,�� r��:; Bars parallel to Z -Z Axis Material Properties Soil Design Values 4 fc : 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 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 Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears No when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No - Dimesins. " `,� j .-: N 7wf'"s"1 no Width parallel to X -X Axis = 2.50 ft 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 Bars parallel to X -X Axis Number of Bars - 4 M-zz = k -ft Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 4 _ ReinforcingBar Siz( # 4.0 �' :�•I�`�A•Gw I!•Y :�c't,..G::`;i�:�� ,�•�v. �: ,::-.. ��ve' garo ;;�:: Illlil llll — - ,�!Gi `,.r .•c. �. Gn':`1 i:':':wt�`:'-•• � N�IIIIIIII '=.;K;::; '•.:.r;>' II_�lil .t, Bandwidth Distribution Check (ACI 15.4.4.2)— Direction Requiring Closer Separation n/a ° '°° —m °` # Bars required within zone n/a # Bars required on each side of zone n/a D Lr L S W E H P: Column Load = 4.0 3.40 k OB : Overburden = ksf M-xx = k -ft M-zz = k -ft V - z = BUTTE COUNTY k BUILDING DIVISION APPROVED 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 IDT5 ` yZ Description : DESIGN SUMMARY PASS Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7893 Soil Bearing 1.184 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 0.1524 Z Flexure (+X) 1.280 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1524 Z Flexure (-X) 1.280 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1524 X Flexure (+Z) 1.280 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1524 X Flexure (-Z) 1.280 k -ft 8.399 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.08924 1 -way Shear (+X) 7.585 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.08924 1 -way Shear (-X) 7.585 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.08924 1 -way Shear (+Z) 7.585 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.08924 1 -way Shear (-Z) 7.585 psi 85.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1692 2 -way Punching 28.760 psi 170.0 psi +1.20D+1.60Lr+0.50L+1.60H Detailed Results n/a 0.427 X -X. +D+0.70E+H 1.50 Soil Bearinq 0.0 0.640 0.640 n/a n/a Rotation Axis & Actual Soil Bearing Stress Actual 1 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 0.640 0.640 n/a n/a 0.427 X -X. +D+L+H 1.50 n/a 0.0 0.640 0.640 n/a n/a 0.427 X -X. +D+Lr+H 1.50 n/a 0.0 1.184 1.184 n/a n/a 0.789 X -X. +D+S+H 1.50 n/a 0.0 0.640 0.640 n/a n/a 0.427 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.048 1.048 n/a n/a 0.699 X -X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.640 0.640 n/a n/a 0.427 X -X, +D+0.60W+H 1.50 n/a 0.0 0.640 0.640 n/a n/a 0.427 X -X. +D+0.70E+H 1.50 n/a 0.0 0.640 0.640 n/a n/a 0.427 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.048 1.048 n/a n/a 0.699 X -X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.640 0.640 n/a n/a 0.427 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.640 0.640 n/a n/a 0.427 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3840 0.3840 n/a n/a 0.256 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.3840 0.3840 n/a n/a 0.256 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.640 0.640 0.427 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.640 0.640 0.427 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 1.184 1.184 0.789 Z -Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.640 0.640 0.427 Z -Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.048 1.048 0.699 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.640 0.640 0.427 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.640 0.640 0.427 Z -Z, +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.640 0.640 0.427 Z -Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.048 1.048 0.699 Z -Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.640 0.640 0.427 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.640 0.640 0.427 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3840 0.3840 0.256 Z -Z. +0.60D+0.70E+0.60H 1.50 0.0 nla n/a n/a 0.3840 0.3840 0.256 dverturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Sliding'Stabihty ;_ ; h; ,., All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding BUTTE COUNTY BUILDING DIVISION APPROVED 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: F9 I F3 Description : F1 footing Flexure , _', :. Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvm. As Actual As in^2 Phi Mn k -ft Status k -ft Side ? Bot or Top 7 in12 in12 X -X. +1.20D+0.50Lr+1.60L+1.60H 0.8125 +Z Bottom 0.288 Min Temo % 0.320 8.399 OK X -X. +1.20D+0.50Lr+1.60L+1.60H 0.8125 -Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.60 +Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.60 -Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 1.280 +Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +1.20D+1.60Lr+0.50L+1.60H 1.280 -Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 1.280 +Z Bottom 0.288 Min Temo % 0.320 8.399 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 1.280 -Z Bottom 0.288 Min Temo % 0.320 8.399 OK X -X. +1.20D+0.50L+1.60S+1.60H 0.60 +Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +1.20D+0.50L+1.60S+1.60H 0.60 -Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +1.20D+1.60S+0.50W+1.60H 0.60 +Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.60 -Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 0.8125 +Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 0.8125 -Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.60 +Z Bottom 0.288 Min Temo % 0.320 8.399 OK X -X, +1.20D+0.50L+0.50S+W+1.60H 0.60 -Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X, +1.20D+0.50L+0.20S+E+1.60H 0.60 +Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X, +1.20D+0.50L+0.20S+E+1.60H 0.60 -Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +0.90D+W+0.90H 0.450 +Z Bottom 0.288 Min Temo % 0.320 8.399 OK X -X, +0.90D+W+0.90H 0.450 -Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X, +0.90D+E+0.90H 0.450 +Z Bottom 0.288 Min Temp % 0.320 8.399 OK X -X. +0.90D+E+0.90H 0.450 -Z Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z, +1.40D+1.60H 0.70 -X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z, +1.40D+1.60H 0.70 +X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 0.8125 -X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.8125 +X Bottom 0,288 Min Temo % 0.320 8.399 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.60 -X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.60 +X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z, +1,20D+1.60Lr+0.50L+1,60H 1.280 -X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 1.280 +X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 1.280 -X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 1.280 +X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 0.60 -X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.60 +X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.60 -X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.60 +X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.8125 -X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.8125 +X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.60 -X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.60 +X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z, +1.20D+0.50L+0.20S+E+1.60H 0.60 -X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z, +1.20D+0.50L+0.20S+E+1.60H 0.60 +X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z, +0.90D+W+0.90H 0.450 -X Bottom 0.288 Min Temo % 0.320 8.399 OK Z -Z. +0.90D+W+0.90H 0.450 +X Bottom 0.288 Min Temp % 0.320 8.399 OK Z -Z, +0.90D+E+0.90H 0.450 -X Bottom 0.288 Min Temp % 0.320 8.399 OK Z;Z. t0.90D+E+0.90H 0.450 +X_ . Bottom 0.288 Min Temp % 0.320 8.399 OK , One Way Shear r r.�. x £" Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 4.148 psi 4.148 psi 4.148 psi 4.148 osi 4.148 psi 85 psi 0.0488 OK +1.20D+0.50Lr+1.60L+1.60H 4.815 Dsi 4.815 osi 4.815 osi 4.815 osi 4.815 psi 85 osi 0.05665 OK +1.20D+1.60L+0.50S+1.60H 3.556 psi 3.556 Dsi 3.556 osi 3.556 osi 3.556 osi 85 Dsi 0.04183 OK +1.20D+1.60Lr+0.50L+1.60H 7.585 Dsi 7.585 osi 7.585 osi 7.585 osi 7.585 osi 85 osi 0.08924 OK +1.20D+1.60Lr+0,50W+1.60H 7.585 osi 7,585 Dsi 7.585 Dsi 7.585 Dsi 7.585 Dsi 85 osi 0.08924 OK +1.20D+0.50L+1.60S+1.60H 3.556 Dsi 3.556 Dsi 3.556 Dsi 3.556 psi 3.556 osi 85 osi 0.04183 OK +1.20D+1.60S+0.50W+1.60H 3.556 osi 3.556 Dsi 3.556 Dsi 3.556 osi 3.556 Dsi 85 osi 0.04183 OK +1.20D+0.50Lr+0.50L+W+1.60H 4.815 Dsi 4.815 Dsi 4.815 osi 4.815 Dsi 4.815 Dsi 85 Dsi 0.05665 OK +1.20D+0.50L+0.50S+W+1.60H 3.556 osi 3.556 osi 3.556 osi 3.556 osi 3.556 Dsi 85 Dsi 0.04183 OK +1.20D+0.50L+0.20S+E+1.60H 3.556 osi 3.556 osi 3.556 osi 3.556 Dsi 3.556 Dsi 85 Dsi 0.04183 OK +0.90D+W+0,90H 2.667 osi 2.667 Dsi 2.667 osi 2.667 osi 2.667 osi 85 Dsi 0.03137 OK +0.90D+E+0.90H 2.667 Dsi 2.667 Dsi 2.667 osi 2.667 Dsi 2.667 osi 85 osi 0.03137 OK BUTTE COUNTY BUILDING DIVISION /APPROVED 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 ID: Project Descr. 9 F Description : F1 All units Punchmg`Shear ,N.'.zM1.... , ?;v?i.d}%� Load Combination... Vu Phi`Vn Vu 1 Phi'Vn Status +1.40D+1.60H 15.728 osi 170Dsi 0.09252 OK +1.20D+0.50Lr+1.60L+1.60H 18.256 Dsi 170osi 0.1074 OK +1.20D+1.60L+0:50S+1.60H 13.481 Dsi 170Dsi 0.0793 OK +1.20D+1.60Lr+0.50L+1.60H 28.76 osi 170Dsi 0.1692 OK +1.20D+1.60Lr+0.50W+1.60H 28.76 osi 170Dsi 0.1692 OK +1.20D+0.50L+1.60S+1.60H 13.481 osi 170Dsi 0.0793 OK +1.20D+1.60S+0.50W+1.60H 13.481 osi 170osi 0.0793 OK +1.20D+0.50Lr+0.50L+W+1.60H 18.256 osi 170osi 0.1074 OK +1.20D+0.50L+0.50S+W+1.60H 13.481 psi 170osi 0.0793 OK +1.20D+0.50L+0.20S+E+1.60H 13.481 Dsi 170Dsi 0.0793 OK +0.90D+W+0.90H 10.111 Dsi 170Dsi 0.05948 OK +0.90D+E+0.90H 10.111 Dsi 170osi 0.05948 OK BUTTE COUNTY BUILDING DIVISION APPROVED