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HomeMy WebLinkAboutB16-1147 047-780-034CHO neering, Inc. STRUCTURAL CALCULATIONS Rancho Job #16-094 `NT, Trellis 4183 Tiberon Way Chico, CA Calculation Index: Page # BUTTE COUNTY MAY 31 2016 • Project Layout DEVELOPMENT • Gravity Analysis G1 • Lateral Analysis 1-1-1-6 SERVICES 8/6-//q7 • Beam Analysis 131-134 • Column Analysis C1-C2 • Footing Analysis F1 -F2 Revision Summary: Rev. 0 05/17/16 Initial Issue PERMIT # w 4 �� - I (4� � � BUTTE COUNTY DEVELOPMENT SERVICES ' S ;a & 30 REVIEWED FOR CODE COfi/iiPLl CE `�';�•.�'1v'� �,�..�` DATE "I { � BY 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 Inc.. Rancho Engineering Inc. 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. Jarrod Holliday, P.E. Civil, Structural, Septic Design 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com ((Lf, fpr D A — BUTTE COUNT�l BUILDING DIVISIONS APPROVE 50ALE = N.T.S. JOB # 16-Oq4 5550 skyway, Ste. G TRELL15 CHO Paradise, GA c 5g6ci 4183 TIBERON WAY Phone/Fax: CHICO, CA Wn!gaihneering (55o) 8.7 -T -5 -Too PROJECT LAYOUT 5/17/2016 Trellis - Job 16-094 Gravity Loads: Roof Dead Load 1x6 T&G Ply 2.5 psf Comp. Roofing 5.0 psf Slope= 6 /12 Framing 2.5 psf Sheetrock 0.0 psf Insulation 0.0 psf Misc. 0.7 psf Total Sloped= 10.73 psf Total Horiz.= 12.00 Dsf (Roof Live Load GI BUTTE COUN I BUILDING DIVISIO. APPROVED CIO ngineering 5/17/2016 Trellis- Job 16-094 L l All Heights Method Wind Loading CBC -13 per 1609.6 Windward wall Pressure+ V= 110 Kd= 0.85 Loading- Front h= 13.75 V^2= 12100 G= 0.85 Wall Lines 1-2 z= 10 psf qs= 30.98 1= 1 Exposure: B Peak Ht= 17.5 Pmax= 9.08 kZ 0.57 Kzt= 1 Pressure Y 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 Pmax= 6.59 psf Winward Leeward wall Pressure+ Y -0.51 -9.08 Pmax= 9.08 psf Roof Pressure Y -0.21 -3.74 Pressure* Y -0.66 -11.75 Pmax= 11.75 psf Side wall Pressure" Y -0.35 -6.23 Pmax= -6.23 psf Length= 18 ft -6.23 Pmin= -11.75 psf Pressure' Width= 20 ft Pmax= -14.06 psf II to ridge Pressure Y Height= 10 ft Wind Load Areas SQFT psf Areas SOFT Windward= 74 Pwall = 961.69 lbs Normal Leeward= 74 125.51 lbs Pwall = 671.87 lbs Wind Sidewall Left= 0 176.24 lbs Pwall = 0.00 lbs Sidewall Right= 0 2968.93 lbs Pwall = 0.00 lbs Windward= 74 Pwall = 961.69 lbs Inverse Leeward= 74 Pwall = 671.87 lbs Wind Sidewall Left= 0 Pwall = 0.00 lbs Sidewall Right= 0 Pwall = 0.00 lbs Slope 6/12 lEnclosed Cie (Table 1609.6.2(2) P (Eqn 16-34) Pressure' Y -0.47 -8.37 Pmax= 6.59 psf Winward Condition 1 Pressure Y -0.16 -2.85 Pmin= -8.37 psf Roof Pressure" Y 0.06 1.07 Condition 2 pressure Y 0.37 6.59 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 SOFT Windward= 15 Proof= 125.51 lbs Normal Leeward= 15 Proof= 176.24 lbs Wind Parallel to ridge Left= 153 Proof= 2968.93 lbs Parallel to ridge Right= 153 Proof= 2968.93 lbs Windward= 15 Proof= 125.51 lbs Inverse Leeward= 15 Proof= 176.24 lbs Wind Parallel to ridge Left= 153 Proof= 2968.93 lbs Parallel to ridge Right= 153 Proof= 2968.93 lbs Wind Dirc. Net Force Normal Windward + Leeward= 1935.31 lbs 1935.3 lbs Sidewall Net= 0.00 lbs 96.8 lbs per ft width of wall Inverse Windward + Leeward= 1935.31 lbs 58.1 lbs ASD Load Sidewall Net= 0 lbsBUTE CGU fl"1' V T BUILDING DIVISO-,, cHo i\ P P R V E ngtneering 5/17/2016 Trellis - Job 16-094 LZ All Heights Method Wind Loading CBC -13 per 1609.6 Windward wall Pressure+ V= 110 Kd= 0.85 Loading- Side h= 13.75 1280.18 lbs V"2= 12100 G= 0.87 Wall Lines A -B z-- 10 psf q5 30.98 1= 1 Exposure: B Peak Ht= 17.5 Pmax= 9.08 k: 0.57 Kzt= 1 Pressure. y kh= 0.57 qh= 15.13 Enclosed Cit: Table 1609.6.2(2) P: (Eqn 16-34) Slope Windward wall Pressure+ y 0.43 7.66 Pmax= 13.00 psf 1280.18 lbs Pressure Y 0.73 n.00 Pmax= 6.59 psf Condition 1 Leeward wall Pressure+ y -0.51 -9.08 Pmax= 9.08 psf Winward Pressure. y -0.21 -3.74 Pmin= -8.37 psf Roof Pressure+ y -0.66 -11.75 Pmax= 11.75 psf Condition 2 Side wall Pressure- y -0.35 -6.23 Length= 20 ft -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Width= 18 ft -6.23 Pmin= -11.75 psf II to ridge Pressure' Height= loft Wind Load Areas SOFT Pmax= -14.06 psf Pressure Windward= 0 -0.79 -14.06 Pwall = 0.00 lbs Normal Leeward= 0 Pwall = 0.00 lbs Wind Sidewall Left= 74 Pwall = 869.47 lbs Sidewall Right= 74 Pwall = 869.47 lbs Windward= 0 Pwall = 0.00 lbs Inverse Leeward= 0 Pwall = 0.00 lbs Wind Sidewall Left= 74 Pwall = 869.47 lbs Sidewall Right= 74 Pwall = 869.47 lbs Slope 6/12 lEnclosed C11Bt(Table 1609.6.2(2) P (Eqn 16-34) Windward= 153 Proof= 1280.18 lbs Pressure" y -0.47 -8.37 Pmax= 6.59 psf Condition 1 291.07 lbs Parallel to ridge Right= 15 Proof= 291.07 lbs Winward Pressure y -0.16 -2.85 Pmin= -8.37 psf Roof Pressure**y Proof= 0.06 1.07 Parallel to ridge Riqht= 15 Proof= Condition 2 pressure y 0.37 6.59 Pressure' y -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure y -0.35 -6.23 Pmin= -11.75 psf II to ridge Pressure' y -1.09 -19.40 Pmax= -14.06 psf Pressure y -0.79 -14.06 Pmin= -19.40 psf Resultant Force Normal Windward + Leeward= 3077.88 lbs 3077.9 lbs Sidewall Net= 0.00 lbs 171.0 lbs per ft width of wall Inverse Windward + Leeward= 3077.88 lbs 102.6 lbs ASD Load Sidewall Net= 0 lbs BUTTF= Cnll }' � BUILDING DIVISIOY'-, CHO PX R V "')' ngineering Areas SOFT Windward= 153 Proof= 1280.18 lbs Normal Leeward= 153 Proof= 1797.70 lbs Wind Parallel to ridge Left= 15 Proof= 291.07 lbs Parallel to ridge Right= 15 Proof= 291.07 lbs Windward= 153 Proof= 1280.18 lbs Inverse Leeward= 153 Proof= 1797.70 lbs Wind Parallel to ridge Left= 15 Proof= 291.07 lbs Parallel to ridge Riqht= 15 Proof= 291.07 Ibs Resultant Force Normal Windward + Leeward= 3077.88 lbs 3077.9 lbs Sidewall Net= 0.00 lbs 171.0 lbs per ft width of wall Inverse Windward + Leeward= 3077.88 lbs 102.6 lbs ASD Load Sidewall Net= 0 lbs BUTTF= Cnll }' � BUILDING DIVISIOY'-, CHO PX R V "')' ngineering 5/17/2016 Trellis -Job 16-094 L3 ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure Description Symbol Value Source Units Site Class - D Chapter 20 - MCER (short period) SS 0.617 USGS website %g NICER (1 sec period) Sl 0.276 USGS website %g Response Modification R 6.5 Table 12.2-1 Risk Category - II Table 1-1 - Importance Factor 1 1 Table 11.5-1 - Strutural Height k 13.8 - 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 0.143 Section 12.8.2. sec Design Spectral Acceleration SDS 0.537 Eq. 11.4-3 %g Design Spectral Acceleration SDI 0.340 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 1-2: 24 V Ultimate = 28 plf 528.00 SQFT Sloped Roof @ 12.00 psf V worldex stress = 20 plf 0.00 SQFT of Ext. Wall @ 0.00 SQFT of Int. Wall @ 13.00 psf 8.00 psf Diaph. width A -B 22 V siltimste = 31 plf 0.00 SQFT Floor @ 12.00 psf V worldex stress = 22 plf W= 6334.2 lbs APPROVEDBUTTE COUNTY, BUILDING DIVISION eerl ■�..� - - 5/17/2016 Trellis - Job 16-094 L t1 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 I U010) i 1.1 12.0 20 58.1 0.24 0.70 Wind 2.1 12.0 20 58.1 0.24 0.70 Wind A.1 11.0 22 102.6 0.24 1.13 Wind B.1 11.0 22 102.6 0.24 1.13 Wind BUTTE COU BUILDING DIMS * APPP/:� 51172016 1ralls-Job 164M L BUTTE COU - '`f BUDDING DIV1&;-.,"_,` � ftcHo gtneering SHEAR M.L. DESIGN ANSI/ AF & PA SDPWS-2008 and CBC -13 Wall Line Load k Well Number Wal HekLhC Wel Wk1th Wal 051tion Floor SYstem Wall Stress aspeet ratio 07M OlM, Res 2Obs) Res extra Res extra UpIIR1rom above Net Uplflt (kips)' Regdred Anchor Bdt Hoklown or Sip Wall Type Wall Una ID: 1 Level: 1 Seismic1 10 f8.0 Comer SLAB 13.5 1.0 2.4 21.1 0 0 0 -0.48 No A8 Req'd No HO Req'd 0.24 Wind 1 10 18.0 Comer SLAB 38.7 1:000 7.0 21.1 0 0 0 -0.31 No AS Req'd No HD Reqd 0.70 Well Una ID: 2 Level: 1 Seismic 1 10 18.0 Comer SLAB 13.5 1.0 2.4 1 21.1 0 0 0 -0.48 No AS Raga No HD Req'd 024 Wind 1 10 18.0 Comer SLAB 38.7 1.0 7.0 1 21.1 0 0 0 -0.31 No AS Req'd No HD Req'd 0.70 Wall Una ID: A Level: 1 Seismic 1 10 20.0 Corner SLAB 122 1.000 2.4 26.0 0 0 0 1 .0.56 No A8 Req'd No HD Req'd 024 Wind 1 10 20.0 Comer SLAB 66.4 1 1.000 11.3 26.0 0 0 0 -OM No AS Req'd No HD Req'd 1.13 Wall Una ID: B Level: 1 Seismic 1 10 20.0 Comer SLAB 122 1.000 2.4 26.0 0 1 0 0 1 -0.W No AS Req'd No HD Req'd 024 Wind1 10 20.0 Comer SLAB 56.4 1.000 .11.3 26.0 0 0 0 -0.22 No AS Req'd No HD Req'd 1.13 BUTTE COU - '`f BUDDING DIV1&;-.,"_,` � ftcHo gtneering 5/17/2016 Trellis - Job 16-094 L!o Timber Frames SDS25600 Nominal Capacity: 340 Ib CD: 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) Com Ib (lb Screws Height ft Length ft Seismic 1.053 Seismic 2.0 2.0 1 1053 1053 1489 4 Wind 1053 0.697 Grid Line: A Type: Knee Loads Design Brace Diminsions Braces Horz Vert Net Comp SDS kis Load (lb) Per line Comp (lb) I Comp (lb) (lb) Screws Height ft Length ft Seismic 1.053 Wind 2.0 2.0 1 1129 1129 1596 4 Wind 1129 1.129 BUTTE COUN r BUILDING DIVISIO APPROVED" MM ■I �.'V 51 Wood Beam File =11CASEYVancho(R)yobsMISON-TR-11BURKEr-l.Ecs ENERCALC, INC. 1983-2016, Suild:6.16.1.21, Vec6.16.1.31 Description : 131 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 0.426 1 Maximum Shear Stress Ratio = 0.186 : 1 Section used for this span 5.5x13.5 Load Combination Set: ASCE 7-10 5.5x13.5 fb : Actual = 1,061.85psi fv : Actual = Material Properties FB: Allowable = 2,491.45 psi Fv : Allowable = 331.25 psi Analysis Method: Allowable Stress Design Fb - Tension 2,000.0 psi E: Modulus of Elasticity Location of maximum on span = Load Combination ASCE 7-10 Fb - Compr 1,400.0 psi Ebend- xx 1,500.0 ksi Span # where maximum occurs = Fc - Pill 1,500.0 psi Eminbend - xx 790.0 ksi Wood Species : AC/AC Fc - Perp 560.0 psi Ebend- yy 1,400.Oksi Wood Grade :20F - V12 Fv 265.0 psi Eminbend - yy 740.0 ksi 0.511 in Ratio = Ft 925.0 psi Density 28.70pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.144 Lr 0.24 D 0.144 Lr 0.24 D(0.144 Lr 0.24) a.oxI J.a Span =2.0ft 5.axi s.a Span = 18.0 ft a.ax 10.0 Span = 2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.1440, Lr = 0.240 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.1440, Lr = 0.240, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.1440, Lr = 0.240, Tributary Width =1.0 ft Maximum Bending Stress Ratio = 0.426 1 Maximum Shear Stress Ratio = 0.186 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb : Actual = 1,061.85psi fv : Actual = 61.60 psi FB: Allowable = 2,491.45 psi Fv : Allowable = 331.25 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 9.076ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.319 in Ratio= 676 Max Upward Transient Deflection -0.110 in Ratio = 436 Max Downward Total Deflection 0.511 in Ratio = 422 Max Upward Total Deflection -0.176 in Ratio= 272 Overall Maximum Deflections Load Combination Span Max. *2 Defl Location in Span Load Combination Max. '+• Defl Location in Span 1 0.0000 0.000 +D+Lr+H -0.1757 0.000 +D+Lr+H 2 0.5111 9.076 0.0000 0.000 3 0.0000 9.076 +D+Lr+H -0.1757 2.000 BUTTE C UN`'! BUILDING D1MON ASE Wood Beam Fk= Description : B2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 5.5x12 Section used for this span 671.95psi fv : Actual Load Combination Set: ASCE 7-10 Fv : Allowable +D+Lr+H Load Combination 9.076ft Material Properties Span # 2 Span # where maximum occurs 0.227 in Ratio= 949 Analysis Method: Allowable Stress Design Fb - Tension 2,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1,400.0 psi Ebend- xx 1,500.0 ksi Fc - Pdl 1,500.0 psi Eminbend - xx 790.0 ksi Wood Species : AC/AC Fc - Perp Fv 560.0 psi 265.0 psi Ebend- yy Eminbend - yy 1,400.0 ksi 740.0 ksi Wood Grade : 20F - V12 Ft 925.0 psi Density 28.70pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.072 Lr 0.12 10(0.072 L 0.12 D 0.072 L 0.12 7.7X1 L Span = 2.0 ft Span = 18.0 ft Span =2.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0720, Lr = 0.120, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.0720, Lr = 0.120, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D=0.0720, Lr = 0.120 , Tributary Width =1.0 ft Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.2691 Maximum Shear Stress Ratio 5.5x12 Section used for this span 671.95psi fv : Actual 2,500.00psi Fv : Allowable +D+Lr+H Load Combination 9.076ft Location of maximum on span Span # 2 Span # where maximum occurs 0.227 in Ratio= 949 -0.078 in Ratio= 612 0.364 in Ratio= 593 -0.125 in Ratio = 382 0.107 :1 5.5x12 35.31 psi 331.25 psi +D+Lr+H = 2.000 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. ' " DO Location in Span Load Combination Max. '+' Defl Location in Span 1 0.0000 0.000 +D+Lr+H -0.1251 0.000 +D+Lr+H 2 0.3639 9.076 0.0000 0.000 3 0.0000 9.076 +D+Lr+H -0.1251 2.000 BUTTE COU10- BUILDING DIVISIC APPRO r 33 Wood Beam" - Description : B3 CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Service loads entered. Load Factors will be applied for calculations. _ Point Load : D =1.584, Lr = 2.640 k (a)10.0 ft Load Combination Set: ASCE 7-10 DESIGN SUMMARY Material Properties Maximum Bending Stress Ratio = 0.77Q 1 Maximum Shear Stress Ratio = 0.145: 1 Section used for this span Analysis Method: Allowable Stress Design Fb - Tension 2,000.0 psi E: Modulus of Elasticity 1,920.00 psi Load Combination ASCE 7-10 Fb - Compr 1,400.0 psi Ebend- xx 1,500.0 ksi 331.25 psi Fc - Prll 1,500.0 psi Eminbend - xx 790.0 ksi Wood Species : AC/AC Fc - Perp Fv 560.0 psi 265.0 psi Ebend- yy Eminbend - yy 1,400.0 ksi 740.Oksi Wood Grade :20F - V12 Ft 925.0 psi Density 28.70 pd Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Max Downward Transient Deflection 0.643 in Ratio= 1)(1.584), Lr(2.64) 5.5x12 Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. _ Point Load : D =1.584, Lr = 2.640 k (a)10.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.77Q 1 Maximum Shear Stress Ratio = 0.145: 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb : Actual = 1,920.00 psi fv : Actual = 48.00 psi FB: Allowable = 2,494.55 psi Fv : Allowable = 331.25 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 10.000ft Location of maximum on span 0.000 ft _ i Span # where maximum occurs - Span # 1 _ Span # where maximum occurs Span # 1 I Maximum Deflection Max Downward Transient Deflection 0.643 in Ratio= 372 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 ' Max Downward Total Deflection 1.030 in Ratio= 233 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Locationin Span +D+Lr+H 1 1.0296 10.000 0.0000 0.000 BUTTS C ;; BUILDING D'I`li> APR;,: COMPANY PROJECT WoodWorks19 May 17.2011311:09 84.wwb SOFTWAAEFOR WOOD DESrCN Design Check Calculation Sheet ' Woodworks sizer 10.2 I -A.- Load Type Distribution Pat- Location [ft] Magnitude Unit Factored: Fv' " tern lta rt End !tart End 592 Loa DeadFull Alea No 0,50• 12.00 (9 )• jos Load2 Roof live Full Area No 0.16. 20.00 (42.0)+ psf Self -vel ht Dead Full UDL No 0.34 4.1 if -'r-1-Y -,w1 Maximum Reactions (lbs) and Bearing Lengths (in) : 13'.8.9- 10, 54 Unfactored: Anal bis 372 De! n Dead Roof Live 252 340 501 Factored: Fv' " 873 v Fv .1 Total 592 $50 Fb' . Bearing: fb/Fb' . 0.58 0,50• fb Length .in req'd um 0.50• 0.50• Do lenat settina used: 1/2'for end supports and 1/28 for Interior supports 0.36•• fb/Fb' 0.10 Lumber -other, W. Cedars, No.1, 4x8 (3-1/2"x7.1/4") Supports: Ail - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 42.0" rlc; Total length: 13'3.9"; PBch: 3/12; Lateral support: tope full, bottoms at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal bis Value De! n Value Anal sis/Deas n Shear 3 Fv' " v Fv .1 Bending!+! fb " $50 Fb' . 942 fb/Fb' . 0.58 Banding(-) fb 95 Fib- - 926 fb/Fb' 0.10 Deflection: 0.16. L/837 0.37 L/360 0.43 Interior Live Total 0.34 L/396 0.56 - L/240 0.61 Cantil. Live -0.09 L/290 0.15. L/180 0.62 Total -0.20 L/137 0.22 L/120 0.87 Additional Data: FACTORS: F/E(psl)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN Irv. 155 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 725 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fb'- 725 1.00 1.00 1.00 0.982 1.300 1.00 1.00 1.00 1.00 - 2 rcp' 425- 1.00 1.00 - - - - 1.00 1.00 - - E. 1.0 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emir' 0.37 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: shear : LC N2 a D+Lr, V . 567, V design a 506 lbs bending(+): LC 02 D+Lr, M 1405 lbs -ft Bending(-): LC M2 . D+Lr, M " 244 lbs -ft Deflection: LC N2 D+Lr (live) LC N2 " D+Lr (total) D"dead L -live s -anon N -wind I"impact Lr -roof live Lc -concentrated E -earthquake All LC's are listed Sn the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI - 111e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1. Wood Works analysis and design aro in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Pleass verify that the default deflection Emits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams. b. FIRE RATING: Joists, wall studs, and mufti -My members are not rated for fire endurance. 13UTTE C0(011 BUILDING [1VI ' AP W GI File=Ul:AStYlKancnokK11)ousvv1owzq-iR-nouRr% -4.cw ■ Wood Column ENERCALC, INC. 1983-2016, Build:6.16.1.27,Ver.6.16.1.31 1 Description : C1 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method: Allowable Stress Design Exact Depth End Fixities Top & Bottom Pinned 30.250 in"2 Cf or Cv for Compression Overall Column Height 10.0 It Used for non -slender calculations ) At maximum location values are ... Wood Species Western Cedars Cfu : Flat Use Factor Wood Grade No.1 1000 ksi Fb - Tension 875 psi Fv 140 psi Fb - Compr 875 psi Ft 600 psi Fc - Prll 800 psi Density 22.46 pcf Fc - Perp 425 psi Allowable Shear E: Modulus of Elasticity ... x -x Bending y -y Bending PASS Basic 1000 1000 1.000 Minimum 370 370 Wood Section Name 6x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending Area 30.250 in"2 Cf or Cv for Compression Ix 76.255 in14 Cf or Cv for Tension ly 76.255 in"4 Cm: Wet Use Factor At maximum location values are ... Ct : Temperature Factor Applied Axial Cfu : Flat Use Factor Axial Kf : Built-up columns 1000 ksi Use Cr: Repetitive ? Brace condition for deflection (buckling) along columns: X -X (width) axis: Fully braced against buckling along X -X Axis Y -Y (depth) axis: Fully braced against budding along Y -Y Axis 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NDS 15.3.2 No b7on-gihonry, Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included: 47.182 lbs' Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D =1.584, Lr = 2.640 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1765: 1 Load Combination +D+Lr+H Governing NDS Forumla Comp Only, fc/Fc' Location of max.above base 0.0 ft At maximum location values are ... Location Applied Axial 4.271 k Applied Mx 0.0 k -ft Applied My 0.0 k -ft Fc: Allowable 800.0 psi PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination +0.60D+0.70E+0.60H Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 140.0 psi Load Combination Results PASS Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.0 in at 0.0 ft above base for load combination : nla Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bendinq Compression Tension BUTTE G Q m Maximum Axial + Bending Stress Ratios "" Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 1.000 0.06740 PASS 0.0ft 0.0 PASS 10.0 ft +D+L+H 1.000 1.000 0.06740 PASS O.Oft 0.0 PASS 10.0 ft +D+Lr+H 1.000 1.000 0.1765 PASS 0.0ft 0.0 PASS 10.0 ft +D+S+H 1.000 1.000 0.06740 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+H 1.000 1.000 0.1492 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0,750S+H 1.000 1.000 0.06740 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.60W+H 1.000 1.000 0.06740 PASS 0.0ft 0.0 PASS 10.Oft +D+0.70E+H 1.000 1.000 0.06740 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 1.000 0.1492 PASS 0.0 ft 0.0 PASS 10.011 +D+0.750L+0.750S+0.450W+H 1.000 1.000 0.06740 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0,750L+0.750S+0.5250E+H 1.000 1.000 0.06740 PASS 0.0 ft 0.0 PASS 10.0 ft +0.60D+0.60W+0.60H 1.000 1.000 0.04044 PASS 0.0 ft 0.0 PASS 10.0 ft Wood Column Foe, Description : C1 Load Combination Results Maximum Axial +Bending Stress Ratios Load Combination C D C p Stress Ratio Status Location +0.60D+0.70E+0.60H 1.000 1.000 0.04044 PASS 0.0 ft c 2- 610 TR'-11BURKU-•M6 Build:6.16!1,27, Ver.6.16.1.31 Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 10.0 ft BUTTE 13UILDING C-1 .river. General Footing Description : F1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 General Information Material Properties fc : Concrete 28 day strength fy Rebar Yield c: Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min, Overturning Safety Factor Min, Sliding Safety Factor Add Fig Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X -X Axis = Length parallel to Z -Z Axis = Footing Thicknes = Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcin 3.0 ksi 40.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00180 1.50 :1 1.50 :1 Yes Yes No No 2 f 2 f 12 in in in in 3.0 in Bars parallel to X -X Axis = 3 Number of Bars # 4 Reinforcing Bar Size = Bars parallel to Z -Z Axis 3 Number of Bars = 4 Reinforcing Bar Sizr = # Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) _ Soil/Concrete Friction Coeff. _ Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of depth = when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depth = when maximum length or width is greater thar = Z I l�illlllll � i � � s � �llllllll r , } ' II�INIIIII I IIIIN •.i t 3,;sew II�IIIIIII �• r .�r '"•IhINIIIII F1 16.1.27: 1.50 ksf No 200.0 pd 0.30 ft ksf ft ksf ft II I II : �• , � s : -11111111- _;r.., rs:.., s.:. IIIIIIII �•, < ..4 IIIIIIIh 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 Applied Loads D Lr L S W E H P: Column Load = 1.584 2.640 0 0 ksf OB : Overburden _ k - ft M-xx = --- -- -- — BU-T-�E---L:�� �' ---- --- k ft..._... M-zz v -x= BUILDING DIVISIC� k V -z = APPROVE 1= 2 Fite=1tCASEY1Rvft(R)Wb$ 0161094=7R-IOURKEr-1.EC6 General FOOtitlg ENERCALC,INC. 1983-2016, Build:6♦16.127,Ver.6.16.1.31 i.t a• Description : F1 DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8007 Soil Bearing 1.201 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 0.09662 Z Flexure (+X) 0.7656 k -ft 7.924 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.09662 ZFlexure.(-X) 0.7656 k -ft 7.924 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.09662 X Flexure (+Z) 0.7656 k -ft 7.924 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.09662 X Flexure (-Z) 0.7656 k -ft 7.924 k -ft +1.20D+1.60Lr4O.5OL+1.60H PASS 0.04027 1 -way Shear (+X) 3.308 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.04602 1 -way Shear (-X) 3.781 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.04027 1 -way Shear (+Z) 3.308 psi 82.158 psi +120D+1.60Lr+0.50L+1.60H PASS 0.04602 1 -way Shear (-Z) 3.781 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.09958 2 -way Punching 16.362 psi 164.317 psi +1.20D+1.60Lr+0.50L+1.60H I%rL c eW,1 � 3 a - (ocP -It 65 H N3 T-1 �ex—ov, V)c� 0,,;w LA 9M3 o'-11 --I $c) 039 I I I I R'r < i w l tt i m I :2:I _ I w I- I cr) _ V I <1 (D Lu rn A_ Z j Few— 51trm UM\A I QI I 3: co U I oI U I V) N hl I I i i I I I I I I i I i t7 - 1F00A i 1 �212' STORM WATER EASEMENT ----—---------------------------------------------------------I-----J � I W = �O SOLAR INFLUENCE PERMIT # %2L 6 � BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C E 0010LI CE DATE BY 0' 10' 20' SCALE: V = 10'-0" DATE: MARCH, 2016 PROJECT NUMBER: 1907 PREPARED BY: bo v c�- BUTTE COUNTY MAY 3-1 2016 DEVELOPMENT SERVICES ,$16-//y/_1 0 BRIAN FIRTH LANDSCAPE ARCHITECT, INC. 627 BROADWAY, SUITE 220, CHICO, CALIFORNIA 95928 PHONE: (530) 899-1130/ FAX: (530) 899-1920 www.BFLAdesign.com www.facebook.com/BFLAdesign VILE Copy w r] 3 .o N 0 -0 U 0 N _N LJ.. 0 U r\ 0 o• i a� a 0 C: D 0 a 0. 0, 0 0 0� g m i N ui 1= a Z a� ii I� 2'-5" 1' - 6'-0" 3'-8" 11 11 2" „•'• .•� '•ISI •`: .�: .,• �. � .. �.'I',%.`•♦ . 12" �y —III�'•�':�L7.':..• t..1� �It-111 III"••1!1...111• Ilr%f�i—�'Y.'I I �— ..1 : ; :. �#'`'..: ; • : , I I 11=1 I I=1 I III— I—III—III=1 I I—I 11= —III '�: � j•..::,iti. � �1 3" 2' SQ. 4'-2" 2-5" 6-0° SEE SECTION 1-A 3'-0 I I I► 11 I I I I I I I I I i i t I I I I 1 1 I 1 i i t I I I I I I I I I I j— -A A 11-- 1 A -L f 44 i H 1 12� 41 T— I . :III- �IT�— I I—I `� t � t _.. �%='`i'l i' `�'�1 � i lY ""i r i :r'1•� +;�I :•'/�� JL {' I III=1 11=1 11=1I 1=1I 1=1 I I;1411 �. :; I •.y:.�; ..�:..I SEE SECTION 1-A 111"- &L 8'(TYP) lA nFTA11 S CI-1FFT I 7 1 SOUTH WALL ELEVATION VIEW 3" 2' SQ. 2" Remove vegetation and debris from under and away from structure- Maintain clearance for a fire safe environment. KEEP cAUFORNIA GREEN ,,ortreu-r wit not awe ON O"'T F r_na+ury 3'-8" 0 6 X 8 X 16 CONCRETE MORTAR UNIT (CMU). MORTAR IN PLACE. GROUT CELLS SOLID. Q2 CONCRETE FOOTING. Q3 #4 REBAR, VERTICAL. ® #4 REBAR TIES (HORIZONTAL) 5Q COMPACTED AGGREGATE BASE © STONE FASCIA. COLOR MODEL AND STYLE TO BE SUPPLIED BY OWNER. Q7 FINISH GRADE Q 6 X 6 POSTS- #1 COMMON CEDAR Q9 CONCRETE. 4" MIN DEPTH. GREY BROOM FINISH 1Q0 UNDISTURBED SUBGRADE OR COMPACTED TO 95% R.D. 11 CBS66. ALL HARDWARE TO BE FULLY PRIMED AND PAINTED FLAT BLACK OR POWDER COATED PRIOR TO INSTALLATION. SEE POST BRACKET ENLARGEMENT DETAIL 3 / L-1.1. O3 5 1/2" x 12" GLULAM 20F -V-12 ALASKA CEDAR (83). ® PIER CAP. 29" SQUARE, MODEL# PC -102 BULLNOSED FLAT, BY NAPA VALLEY CAPSTONE: (707) 258-3340 OR CAST IN PLACE BY OWNER (DAVIS COLOR: "LIGHT GRAY" (8084). SEE DETAILS 1,4/ L-1.1. 1Q5 9/16" DIA HOLE WITH - ' THROUGH BOLT WITH NUT AND LOCK WASHER. 1Q 6 X 6 #1 COMMON CEDAR. 1© 4 X 8 RAFTER (B4) COMMON CEDAR. 1® BEAM TO COLUMN BRACKET SEE CUSTOM DETAIL 2/ L-1.1. ALL HARDWARE TO BE FULLY PRIMED AND PAINTED FLAT BLACK OR POWDER COATED BLACK PRIOR TO INSTALLATION. rel CUSTOM BRACKET SEE CUSTOM DETAIL 2/ L-1.1. ALL HARDWARE TO BE FULLY PRIMED AND PAINTED FLAT BLACK OR POWDER COATED BLACK PRIOR TO INSTALLATION. ® CUSTOM BRACKET SEE CUSTOM DETAIL 2/ L-1.1. ALL HARDWARE TO BE FULLY PRIMED AND PAINTED FLAT BLACK OR POWDER COATED BLACK PRIOR TO INSTALLATION. Q '5 1/2" X 12" GLULAM 2017412 ALASKA CEDAR (1212) © CUSTOM BRACKET.SEE CUSTOM DETAIL 2/ L-1.1. ALL HARDWARE TO BE FULLY PRIMED AND PAINTED FLAT BLACK OR POWDER COATED BLACK PRIOR TO INSTALLATION, Q3 5-1/2" x 13-1/2" GLULAM 20F -V12 ALASKA CEDAR (131) W/MITER ENDS. ® COMP ROOF SHINGLES. SIZE AND MODEL TO MATCH HOUSE. © 2X8 FACIA. PAINTED WHITE, BY OWNER. ® 1X6 TONGUE AND GROOVE © OUTDOOR FIREPLACE BY: WOODLAND DIRECT. ITEM #3790145 HTTP://WWW.WOODLANDDIRECT.COM) OR APPROVED EQUAL BY OWNER. ® WALL CAP. BY NAPA VALLEY CAP STONE. ITEM NUMBER WC -1120 BUTTE f' OT TNTTXi IVA 16 DEVELOPMENT SERVICES B(f - /r y PERMIT # t'N - .114 j BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO ECOMPLI CE DA 13Y JLf L v SCALE: 1/2" = 1'-0" BRIAN FIRTH LANDSCAPE ARCHITECT, INC. 627 BROADWAY, SUITE 220, CHICO, CALIFORNIA 95928 PHONE: (530) 899-1130/ FAX: (530) 899-1920 www.BFLAdesign.com www.facebook.com/BFLAdesign LICENSE CONSULTANT PROFESS, Off, MPT CfVi A�1^ r CA' rU CLIENT MARK DUN LAP 4186�'T'IBERON WA CHICO CA 95973 PROJECT DUNLAP RESIDENCE OUTDOOR GAZE BC SHEET TITLE OUTDOOR GAZEBO DETAILS DATES NO. DESCRIPTION DATE Plot Date: May 31, 2016 - 8:26 am PROJECT NUMBERS BFLA PROJECT #: 1907 CONSULTANT PROJECT #: SHEET NUMBER L-1 .0 0 BFLA 2013 ALL RIGHTS RESERVED LICENSE BRIAN FIRTH LANDSCAPE ARCHITECT, INC. 627 BROADWAY, SUITE 220, CHICO, CALIFORNIA 95928 PHONE: (530) 899-1130/ FAX: (530) 899-1920 www.BFLAdesign.com www.facebook.com/BFLAdesign M. 06-17 zcmm u. CONSULTANT 7k ' Ew . " . r0. CNi �4 'Cc CAU0.� Ilk.t. CLIENY' MAR:K,DUNL"AP 4186MPERON WA' CHI(W-CA 95973 PROJECT DUNLAP RESIDENCE OUTDOOR GAZEBO 3 0 N a) L 0 Q - N U N 0 a� -a 0 V 0 o, i a� oc a a c D C) 0 of o� o� o� 0 0 01 g LL - cc a E c Z a LL SHEET TITLE OUTDOOR GAZEBO DETAILS DATES NO. DESCRIPTION DATE Plot Date: May 31, 2016 - 8:25 am PROJECT NUMBERS BFLA PROJECT #: 1907 CONSULTANT PROJECT #: SHEET NUMBER L 1 a a 6 o 0 BFLA 2013 ALL RIGHTS RESERVED �= v __ -T.._ _- - -- ___ __ ._ � _ ____ _ __ . • -- -__ -- - _---- i�� � f