Loading...
Specifications sfa SFA Design Group, LLC PROJECT NO. SHEET 2 of 33 STRUCTURAL I CIVIL I LAND USE PLANNING 13-003 PROJECT DATE 117th Avenue Remodel 1/22/2013 SUBJECT BY Structural Narrative JNF Structural Narrative The structural calculations and drawings enclosed are in reference to the gravity and lateral analysis performed on the residence located at 14100 SW 117th Ave., Tigard, OR 97224. The gravity analysis included calculations verifying the adequacy of new members added to enclose the existing carport and increase the size of the existing kitchen. Additionally, these calculations included verifying the adequacy of all connections of the new members to the existing structure. Based on the findings of these calculations, structural drawings were completed indicating the locations were gravity critical framing must either be installed or verified and additional framing members are required.All additional framing hardware has been called out on plan. All new window headers were checked and upgraded as was required. The lateral analysis included calculations verifying the adequacy of the existing structure to resist the additional lateral loads produced by enclosing the carport and increasing the size of the existing kitchen. Based on the results of this analysis, all locations that require lateral elements were identified on plan for either verification or upgrade.All minimum installation requirements for these elements have been called out on plan. Locations that required additional hardware such as holddowns and straps have been identified on plan. A lateral analysis was not performed along gridline E due to the fact that the framing in this location is not receiving any additional loading from post construction additions. 5FA Design Group, LLC PROJECT NO. SHEET NO. 5fa STRUCTURAL I CIVIL I LAND USE PLANNING 13-003 3of33 PROJECT DATE 117th Avenue Remodel 1/22/2013 SUBJECT BY Design Criteria JNF General Building Department ,..o _._._ ..,__ a=_. _,__....r�,,_.......................... _ City ofTigardn. .__.__. Building Code/Year2009 IBC/2010 OSSC Dead Loads Roof Dead Load 8.0 psf Floor Dead Load 8.0 psf Deck Dead Load 8.0 psf Live Loads Roof Snow Load 25 psf Floor Live Load (Residential) 40 psf Deflections Total Load Deflection Limit L/180 Live Load Deflection Limit L/240 Wind Loads Wind Speed (3-Second Gust) 94.5 mph Exposure Importance Factor 1.0 Seismic Loads Project Site Zip Code 97224 Seismic Design Category ________ __________________________________ Seismic Soil Site Class D Importance Factor 1.0 Response Modification Coefficient 6.5 Mapped MCE Spectral Response Acceleration (Short Periods) 95.8% Mapped MCE Spectral Response Acceleration (1 Second) 42.10-.______.._.,. Seismic Response Coefficient, Cs 0.102 Basic Seismic Force Resisting Systeme . . Light-framed walls sheathed with wood structural panels_ rated for shear resistance Design Base Shear9540 lbs Analysis Procedure Used Equivalent Lateral Force Special Seismic Ordinances/Notes: - None Additional Ordinances/Notes: None M U U U U M O 1 ‹.\'to \mss -ems r'. = I $ _�i „J41"1:),I. WO © ---- (.? 4 (E) 0L 5t/g;c10t/? I �' (E) GL 5i/gzt0'/y �' �.- rIII q1 co v 5, Ate II I N N +%C I 1 w Q i �.`-1/4"..4-j 3 a a1 \O� N N /N 4 0� , fi O`'F nO (E) ROOF 0``' (E) 4x10 I� I I ry+ SHEATHING EDGE OF (E)T6�G ——— a: ,1',....1,,,---,�'� ROOF DECKING .f. i_�`r+629,E L_1 sr,\3 I •*4,60 rt. ,...n-.4' I n? ''6Z ! `v cjy 7 x10 1 I� RIDGE( 4 5 I)"ti II __ �0 C•• (E) 2x T&G I I U • rr— ——— IIN o Qr, q (��6�ROOF DECKING ry rn o I -- 1! SUS 4< /` it .s N N N ,,� tll h o �r I W,`` `.J I ¢ f{O�,Q (E) 4x10 J`Y+k Ii 1 1 1 11 ..-4 \ -,II 1 I oI L_ oI r�---------".2--1 I I �I I I I v1 I I © - -- 7 \TJ (E) 4x10 LL___J I Jam_ __-- 1 l LL. 1 0 ---- -JJ (E) ROOF FRAMING PLAN N� SCALE 1/4"=1'-0" liller PLAN •-— — ,--) (,) "6 Lo ...k--- .4,, (D ® CD 0 0 i-4 %v• .... 1 r-Ui• 364" --V.\ •v&--. lip c--.1 , t .,. ....... 2.) ..,.....5. ,,:z Nrs h 0 ---- i — _ 0 .., I?,ok .#'01' -—-— ' ' 1--F 1 ‘1, ._-_-_,_.L._—______,_...,_, 1 , ,=r,—_—_____ ._- #A, -i- , l---klic1SE/VERWA1 57 OSICElitaTIG W/ -______ I EDGES&12"OD IN FIELD Tr I I i 1.... ........ I i I 1 1?- J 7--(E)FOOTING TYP J t i--7 g(E)5x8 05 4--10- .._____I i_slE2...6. 3 5x8 55 F. I 1 7 -' 1- "ai i v [ ,.. \r---- F . ______________ .. L.,_. 1 i(V'GrngtAB 0 I ' 1 lai I I 0 ———.---' r f( (E)FOOTING TIT 11 1 1.— ____ o ,,.—........ .—_, . 0. I 0 -- i r-------1 (E) FOUNDATION/(E)FLOOR FRAMING PLAN war 1/4•-v-o• tLAN 1 . A 1 Title Block Line 1 Title: 117th Gorilla Remodel Job# 13-003 You can change this area Engineer: IAW using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. 6 of 33 Title Block Line 6 Printed:22 JAN 2013,3:25PM Wood Bea111 File:Y.12013Projects113-003117th Gorilla Capitol Remodel\Galculations1117th gorilla.ec6 ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.0.26.0, Lic.#:KW-06005923 Licensee:SFA ENGINEERING LLC Description: T&G Roof Decking CODE REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination i BC 2006 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.0036)S(0.01125) i + + i • 5.50 X 1.50 Span=6.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0080, S=0.0250 ksf, Tributary Width=0.450 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.418 1 Maximum Shear Stress Ratio = 0.040 : 1 I Section used for this span 5.50 X 1.50 Section used for this span 5.50 X 1.50 1 fb:Actual = 432.74psi fv:Actual = 8.29 psi FB:Allowable = 1,035.00psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.165ft Location of maximum on span = 6.235ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.166 in Ratio= 458 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.218 in Ratio= 347 Max Upward Total Deflection 0.000 in Ratio= 0<120 Overall Maximum Deflections-Unfactored Loads - Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.2185 3.197 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.047 0.047 D Only 0.011 0.011 S Only 0.036 0.036 D+S 0.047 0.047 Title Block Line 1 Title: 117th Gorilla Remodel Job# 13-003 You can change this area Engineer: IAW using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. 7 of 33 Title Block Line 6 Printed:22 JAN 2013,3:24PM Wood Beam File:Y:12013 Projects113-003117th Gorilla Capitol RemodellCalculations11171h gorilla.ec6 ENERCALC,INC,1983-2012,Build:6.12.7.27,Ver:6.0.26.0 Lic.#:KW-06005923 Licensee:SFA ENGINEERING LLC Description: GLI CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.054)S(0.16875) * * i i i 5.125x10.5 Span = 16.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0080, S=0.0250 ksf, Tributary Width=6.750 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.329 1 Maximum Shear Stress Ratio = 0.147 : 1 Section used for this span 5.125x10.5 Section used for this span 5.125x10.5 fb:Actual = 908.30 psi fv:Actual = 44.71 psi FB:Allowable = 2,760.O0psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +0+5+11 Location of maximum on span = 8,000ft Location of maximum on span = 15.200ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.282 in Ratio= 681 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.372 in Ratio= 516 Max Upward Total Deflection 0,000 in Ratio= 0<240 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.3720 8.080 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.782 1.782 D Only 0.432 0.432 S Only 1.350 1.350 D+S 1.782 1.782 Title Block Line 1 Title: 117th Gorilla Remodel Job# 13-003 You can change this area Engineer: IAW using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. 8 of 33 Title Block Line 6 Printed:22 JAN 2013,3:31PM Wood Beam File:Y:12013 Projects113-003117th Gorilla Capitol Remodel\Calculations1117th gorillasc6 ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.0.26.0 Lic.#:KW-06005923 Licensee:SFA ENGINEERING LLC Description: GL2 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1,850.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.02) L(0.05) + D(0.064) S(0.2) + + i + + i + i + D(0.33) S(0.826) D(0.04) S(0.125) + - i * + 10.250 X 10.50 2 Span =24.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0080, S=0.0250 ksf,Extent=8.0-->>24.0 ft, Tributary Width=5.0 ft Uniform Load: D=0.0080, S=0.0250 ksf,Extent=0.0-->>8.0 ft, Tributary Width=8.0 ft Point Load: D=0.330, S=0.8260 k(0)12.0 ft Uniform Load: D=0.0040, L=0.010 ksf, Tributary Width=5.0 ft,(Attic) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.540 1 Maximum Shear Stress Ratio = 0.147 : 1 I Section used for this span 10.250 X 10.50 Section used for this span 10.250 X 10.50 fb:Actual = 1,391.50psi fv:Actual = 44.87 psi FB:Allowable = 2,575.17psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 12.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 1.051 in Ratio= 274 i Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 1.423 in Ratio= 202 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 1.4229 12.000 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.058 3.530 D Only 1.045 0.917 L Only 0.600 0.600 S Only 2.413 2.013 L+S 3.013 2.613 Title Block Line 1 Title: 117th Gorilla Remodel Job# 13-003 You can change this area Engineer: IAW using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. 9 of 33 Title Block Line 6 Printed:22 JAN 2013,3:31PM 1Nood Beam rile:Y:12013 Projects113-003 117th Gorilla Capitol RemoderICalculafons1117th gorilla.ec6 ENERCALC,INC.1983-2012,Build:6,12.7.27,Ver,6,0.26.0 Lie.#:KW-06005923 Licensee:SFA ENGINEERING LLC Description: GL2 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 D+L 1.645 1.517 D+S 3.458 2.930 D+L+S 4.058 3.530 Title Block Line 1 Title: 117th Gorilla Remodel Job# 13-003 You can change this area Engineer: IAW using the"Settings"menu item Project Desc,: and then using the"Printing& 10 of 33 Title Block"selection. Title Block Line 6 Printed:22 JAN 2013,3:35PM Wood Beam Y:12013 Projects113-003117th Gorilla Capitol Remodel\Calculations\117th gorilla,ec6 ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.0.26.0 Lic.#: KW-06005923 Licensee:SFA ENGINEERING LLC Description: RB1 CODE REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.067501 S(0.1690) ,.- x 3 zs c - { as:, ., s - 4-� _ - # P*. � u 7 . =4 a_ 4x10 2 4x10 A 4x10 Span =4.0 ft Span = 12.0 ft Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.06750, S=0.1690 k/ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.692 1 Maximum Shear Stress Ratio = 0.349 : 1 Section used for this span 4x10 Section used for this span 4x10 I fb:Actual = 860.02 psi fir:Actual = 72.25 psi FB:Allowable = I,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 12.000ft Location of maximum on span = 12.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.109 in Ratio= 1208 Max Upward L+Lr+S Deflection -0.006 in Ratio= 15234 Max Downward Total Deflection 0.153 in Ratio= 862 Max Upward Total Deflection -0.009 in Ratio= 10886 - Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.n-"Dell Location in Span Load Combination Max."+"Defl Location In Span 1 0.0000 0.000 D+S -0.0088 1.772 D+S 2 0.0704 5.468 0.0000 1.772 D+S 3 0.1529 5.500 0.0000 1.772 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 2.225 2.860 D Only 0.635 0.816 S Only 1.590 2.044 D+S 2.225 2.860 Title Block Line 1 Title: 117th Gorilla Remodel Job# 13-003 You can change this area Engineer: IAW using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. 11 of 33 Title Block Line 6 Printed:22 JAN 2013,3:42PM Wood Beam File:Y:12013 Projects\13-003 117th Gorilla Capitol RemodellCalculations1117th gorllla.ec6 ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.0.26.0 Lic.#:KW-06005923 Licensee:SFA ENGINEERING LLC Description: RB2 CODE REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set: IBC 2006 _ Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1000 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1000 psi Ebend-xx 1700 ksi Fc-Pill 1500 psi Eminbend-xx 620 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 180 psi Ft 675 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 13(0.104)S(0.325) i i i i + s.. a } ' V .z -- .,nqty r _ 4 € .€ .: `.5 , fi . i i:;-,4§ 4x12 Span= 12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0080, S=0.0250 ksf, Tributary Width=13.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.992 1 Maximum Shear Stress Ratio = 0.403 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 1,255.13psi fv:Actual = 83.35 psi FB:Allowable = 1,265.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.217 in Ratio= 665 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.286 in Ratio= 503 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-'Deft Location in Span Load Combination Max."+"Defl Location In Span D+S 1 0.2858 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 2.574 2.574 D Only 0.624 0.624 S Only 1.950 1.950 D+S 2.574 2.574 Title Block Line 1 Title: 117th Gorilla Remodel Job# 13-003 You can change this area Engineer: IAW using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. 12 of 33 Title Block Line 6 Printed:22 JAN 2013,3:47PM Wood BeamFile:Y:12013 Projects\13-003117th Gorilla capital Remodel\Calculations\117th gorilla.ec6 ENERCALC,INC.1983-2012,Build:6.12.7,27,Ver:6.0.26.0 Lic.#: KW-06005923 Licensee:SFA ENGINEERING LLC Description: RJ1 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 900 psi Ebend-xx 1 600 ksi Fc-Pill 1350 psi Eminbend-xx 580ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.008)S(0.025) + * * + ,..-i-;----;.7,-,,.1.-,-_,,- -,„,--;',,,,,,,4-,:- ..:..,;.-7,0,-...-;;:fi;W;m,':-1..---1; =:-. -'ili,Z '.3;-..:;-i.:-1,:, -...:MI -',..:• - tPi.:-Z?:,..1,... c3r-_-,iW,13-4-,Vai.',..V7.4. -,--, -Iii.,-F,'-'4.2 -,- .1.*: ;---n-Mii,,-. 'k 2x8 Span = 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0080, S=0.0250 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.513 1 Maximum Shear Stress Ratio = 0.130 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 636.61 psi fv:Actual = 26.92 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6,500ft Location of maximum on span = 12,415 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.212 in Ratio= 734 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.280 in Ratio= 556 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads - Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.2805 6,565 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.215 0.215 D Only 0,052 0.052 S Only 0,163 0.163 D+S 0.215 0.215 Title Block Line 1 Title: 117th Gorilla Remodel Job# 13-003 You can change this area Engineer: IAW using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. 13 of 33 Title Block Line 6 Printed:22 JAN 2013,3:58PM Wood BeamFile:Y:12013 Projects113-003117th Gorilla Capitol Remodel\Calculations1117th gorilla.ec6 ENERCALC,INC.1983.2012,Build:6.12.7.27,Ver:6.0.26.0 Lic.#:KW-06005923 Licensee:SFA ENGINEERING LLC Description: H1 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2006 Material Properties _ Analysis Method: Allowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasticity Load Combination iBC 2006 Fb-Compr 1,000.0 psi Ebend-xx I,300.0ksi Fc-Prll 1,000.0 psi Eminbend-xx 1,300.0 ksi Wood Species : Fc-Perp 1,000.0 psi Wood Grade Fv 65.0 psi Ft 65.0 psi Density 34.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.624)S(1.95) + + D(0.06)S(0 .025) + + 2-2x8 Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.060, S=0.0250, Tributary Width=1.0 ft Point Load: D=0.6240, S=1.950 k aA 7.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.586 1 Maximum Shear Stress Ratio = 0.415 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 673.82 psi Iv:Actual = 31.03 psi FB:Allowable = 1,150.00 psi Fv:Allowable = 74.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.880ft Location of maximum on span = 0.000 ft i Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.074 in Ratio= 1292 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.137 in Ratio= 702 Max Upward Total Deflection 0.000 in Ratio= 0<240 - Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 0+5 1 0.1366 4.320 0.0000 0.000 Vertical Reactions-Unfactored • Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.501 2.753 D Only 0.279 0.825 S Only 0.222 1.928 D+S 0.501 2.753 Title Block Line 1 Title: 117th Gorilla Remodel Job# 13-003 You can change this area Engineer: IAW using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block°selection. 14 of 33 Title Block Line 6 Printed:22 JAN 2013,4:03PM File:Y:12013 Projects113-003117th Gorilla Capitol RemodellCalculations1117th gorillaed Wood Bealnl ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.0.26.0 Lic.#:KW-06005923 Licensee:SFA ENGINEERING LLC Description: Attic Framing CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 1,000.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,000.0 psi Eminbend-xx 1,300.0 ksi Wood Species : Fc-Perp 1,000.0 psi Wood Grade Fv 65.0 psi Ft 65.0 psi Density 34.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.008)L(0.02) + + + + i r i �. -_ ..,« —,-,!—,-4,--,,'E,•,,--A2--c ;--„?4,-,7; ., ;V 2x6 Span= 10.50 ft j Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0040, L=0,010 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.612 1 Maximum Shear Stress Ratio = 0.378 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 612.30psi fv:Actual = 24.59 psi FB:Allowable = 1,000.00 psi Fv:Allowable = 65.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.250ft Location of maximum on span = 0,000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.204 in Ratio= 617 ! Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.286 in Ratio= 441 ' Max Upward Total Deflection 0.000 in Ratio= 0<180 j Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0,2855 5.303 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 0.147 0.147 D Only 0.042 0.042 L Only 0.105 0.105 D+L 0.147 0.147 Title Block Line 1 Title: 117th Gorilla Remodel Job# 13-003 You can change this area Engineer: IAW using the"Settings"menu item Project Desc,: and then using the Printing& 15 of 33 Title Block"selection. Title Block Line 6 Printed:22 JAN 2013,4:13PM Wood'BB11Yl ' File:Y:12013 Projects113-003117th Gorilla Capitol Remodel\Calculations1117th gorilla,ec6. ENERCALC,INC.1983-2012,Build:6,12.7.27,Ver:6.0.26.0 Lic.#:KW-06005923 Licensee:SFA ENGINEERING LLC Description: DJ1 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2006 _ Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 850 psi Ebend-xx 1300 ksi Fc-Pill 1300 psi Eminbend-xx 470ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.16)S(0.05) D(0.01064)L(0.0532) i I i i i i -ittili:ai'Z--i.3;,:,kl-tiltF;-lfil'=':::ttIgii,--._1;,-itittltt4.,-;irL,trstilr-ilitrgttV:_t_----:.'-t-liiit ' 2x10 Span=10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0,0080, L=0.040 ksf, Tributary Width=1.330 ft Point Load: D=0.160, S=0.050kaa,2.0ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.58a 1 Maximum Shear Stress Ratio = 0.288 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 541.93psi fv:Actual = 43.17 psi FB:Allowable = 935.00p si Fv:Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.102 in Ratio= 1178 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.146 in Ratio= 819 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.1464 4.900 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.487 0.361 D Only 0.181 0.085 L Only 0.266 0.266 S Only 0.040 0.010 L+S 0.306 0.276 D+L 0.447 0.351 D+S 0.221 0.095 D+L+S 0.487 0.361 I SFA Design Group, LLC Project No. Sheet No. 5Td STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING J 3 16 of 33 Project Date / 1 17-1-� 1:204 t G 4 !22)13 Subject By bE4vt C,4(PAC2J1k C C"] Tc A,& Ot-, 4-` M E " - '; /4x51/8 .' 6 fg ;� Fc_t_v 1/45601p5_ F G , ' _ Fc , cy. CL6 R 5-60/i 56D s pis`w - 2 g 7,(9 PUflwL yf t4 (4/1A t 7 cif-...ot 1-/ p ;s -yie )(i/25-7—or )(3/2 441 ' 51-06s)(ti" 9 r. i (l 1/22/13 Design Maps Summary Report MGS Design Maps Summary Report User-Specified Input 17 of 33 Report Title 13-003 117th Gorilla Capitol Remodel Tue January 22, 2013 23:28:58 UTC Building Code Reference Document 2012 International Building Code (which makes use of 2008 USGS hazard data) Site Coordinates 45.41791°N, 122.79693°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 0.958 g SM5 = 1.070 g SDs = 0.713 g Si = 0.421 g SM1 = 0.664 g SD1 = 0.443 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum' Design Response Spectrum 1.11 1.11 ■.» 1.14 1'11 1.9i 1.77 1.41 1.11 p 1.41 N 1.9i i N ■.]i • 1.44 1.11 1.14 1.21 1.11 1.11 1.11 1.11 1..■ 1.11 1.21 1.41 1.11 1.11 1.11 1.21 1.41 1.31 1.11 Z11 1.11 1.21 1.41 1.31 1.11 1.11 1.21 1.41 1.11 1.11 Z11 Period. T limed Periled. T Nett Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter g eohazards.usgs.g oVdesig'maps/us/summaryphp?template=minimal&latitude=45.417909&longitude=-122.796925&siteclass=3&risk categ ory=0&edition=ibc-2... 1/2 ASCE 7-05 CHAPTER 11,12, 13 SEISMIC DESIGN CRITERIA 18 of 33 Soil Site Class D Table 20-3-1, Default=D Response Spectral Acc. (0.2 sec)Ss= 95.80%g =0.958g Figure 22-1 through 22-14 Response Spectral Acc.(1.0 sec)Si =42.10%g =0.421g Figure 22-1 through 22-14 Site Coefficient Fa= 1.117 Table 11.4-1 Site Coefficient F5= 1.579 Table 11.4-2 Max Considered Earthquake Acc.SMs= Fa.Ss = 1.070 (11.4-1) Max Considered Earthquake Acc.SM1= Fs.S1 =0.665 (11.4-2) @ 5%Damped Design SDs= 2/3(SMs) =0.713 (11.4-3) 5D1 = 2/3(SM1) =0.443 (11.4-4) Building Occupancy Categories U, Ward Table 1-1 Design Category Consideration: Fledble Diaphragm with dist.between seismic resisting system>40ft Seismic Design Category for 0.1sec D Table 11.6-1 Seismic Design Category for 1.0sec D Table 11.6-2 S1<.75g NA Section 11.6 Since Ta<.8Ts(see below),SDC= D Control(exception of Section 11.6 does not apply) 12.8 Equivalent lateral force procedure B.BUILDING FRAME SYSTEMS T-12.2-1 Seismic Force Resisting System(E-W)23.Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets B.BUILDING FRAME SYSTEMS T-12.2-1 Seismic Force Resisting System(N-S)23.Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets Ct= 0.02 x= 0.75 T-12.8-2 Building ht. H„= 20 ft Limited Building Height(ft)= 65 G, 4,4.99 for S of 0.443g Table 12.8-1 Approx Fundamental period,Ta= Ct(hn)x =0.189 12.8-7 TL= 16 Sec <_ Cu.Ta -0.265 Use T= 0.189 sec. 0.8Ts= 0.8(SD1/SDs) =0.497 Control(exception of Section 11.6 does not apply) Is structure Regular&<_5 stories? 12.8.1.3 Response Spectral Acc.(0.2 sec)Ss= 0.958g Max Ss<_0.15g Fa= 1.12 @ 5%Damped Design SDs= %(F5.55) =0.713g (11.4-3) =0.000 E-W N-S Response Modification Coef. R= 7 7 Table-12.2-1 Over Strength Factor S.. = 2 2 foot note g Importance factor I= 1.00 1.00 Table 11.5-1 Seismic Base Shear V= Cs W Cs W Cs= SDS =0.102 SDS =0.102 (12.8-2) R/I R/I or need not to exceed,Cs= SD1 =0.335 5D1 =0.335 For T_<TL (12.8-3) (R/I).T (R/I).T or Cs= SD1TL N/A SD1TL N/A For T>TL (12.8-4) T2(R/I) T2(R/I) Min Cs= 0.5S1l/R N/A 0.551I/R N/A For Si >_0.6g (12.8-6) Use Cs= 0.102 0.102 Design base shear V= 0.102 W 0.102 W Seismic Weight Calculations Job Name: 117th Gorilla Remodel Job Number: 13-003 1$12120433 Weight of Structure: Total Load: ROOF DIAPHRAGM: Comments: Snow Load: 25 psf Roof Dead Load: 8 psf Roof Diaphragm Area: 2560 sq.ft. Height of Diaphragm: 18 ft —► 20.5 kips Wall Weights Below: Wall Height: 8 ft Interior Wall Lengths: 140 If Exterior Wall Perimeter: 228 If Interior Weight: 8 psf Exterior Weight: 15 psf —► 18.2 kips wR = 38.6 kips 2nd FLOOR DIAPHRAGM: Floor Dead Load(1): 8 psf Deck Dead Load(3): 5 psf Floor Diaphragm Area(1): 1287 sq.ft. Deck Area(3): 150 sq.ft. Height of Diaphragm: 9 ft —► 11.0 kips Wall Weights Below: Wall Height: 8 ft Interior Wall Lengths: 120 If Exterior Wall Perimeter: 151 If Interior Weight: 8 psf Exterior Weight: 15 psf —► 31.1 kips w4 = 42.1 kips ASCE 7-05 WIND:BUILDING DATA: Basic wind speed(3 sec gust)= 94.5 MPH 20 of 33 Exposure pi Roof Pitch= 4.00 :12 Mean Roof Height h= 18 ft Importance factor IW= 1.00 T-6-1 6.4 MOTHOD 1-SIMPLIFIED PROCEDURE(LOW-RISE,60 FT) Height Adjustment factor A= 1.00 Fig 6-2 -3.00D -5.42B B= 18.4 1111 12.71C 9.37C H=20.7 19.04A All forces shown in psf 1 .26667 MI 14.11A 'I 33 ft 1 78 ft LONGITUDINAL(E-W)ELEV. TRANSVERSE(N-S)ELEV. A f 14.1 A . 2a=6.6ft 10%of least dimension= 3.3 ft 15.73 kips 40%of the eave height= 6.1 ft 9.7psf 32.8 ft 6.04 k 4%of least dimension or 3 ft= 3.0 ft 10.2 psf 9.37C therefore a= 3.3 ft 77.83 ft Example: A K I • P P5= n P53o (6-1) All forces shown in psf 6.6 t Kn= 1.00 6.5.7 II • • • horizontal load at end zone p530= 14.1 Fig 6-2 X 12.71C 19.04A Height Adjustment factor A= 1.00 Fig 6-2 X PLAN VIEW Importance factor Iw= 1.00 6.2 14.11 psf MWFRS Horizontal Loads Load Roof End Zone Interior zone Direction Angle Wall(A) Roof(B) Wall(C) Roof(D) Transverse 18.4 19.04 -5.42 12.71 -3.00 Longitudinal All 14.112 -7.3868 9.37125 -4.41 *If roof pressure under horizontal loads is less than zero,use zero Plus and minus signs signify pressures acting toward and away from projected surfaces,respectively. For the design of the longitudinal MWFRS use A=0*,and locate the zone E/F,G/H boundary at the mid-length of the building FIGURE 6.2.Main Wind Force System 21 of 33 _idailliplfr � - rc 'i n Irktol 1;,.,,_,.. ..z. .� .4 gi ; Si; Il _ / '''''''.:,'414, 111111 \ II • ^-,t.:•'!.�i I f'.411:11-115:1 VIlSu ' a I- - -,A ph, iit ` .. - yip0 �,%' J -` s ei- J] ,9 1I gltetilli >. IQ S ..>Y wi ''''Z•.,- •t'-' - fit _.-III :„...,-1--4--:, _.y._.:.r1,1;:zi4,-. IIA :- Utgpall Use max pressure of Long.and Trans.directions for both directions? No (Conservative-Recommended for complex roof structures) w= 1.0 (See IBC Section 1605.3.2-wind load calculation factor) Total Diaphragm Force: (Lona Direction) E-W ROOF DIAPHRAGM AREA: BL D BR Area: 26.4 285.6 0 sg.ft. 0.00 I 0.00 I 0.00 kips AL C AR Area: 26.4 285.6 0 sg.ft. 0.50 I 3.63 I 0.00 kips -► 4.13 kips 2nd FLOOR DIAPHRAGM AREA: AL C AR Area: 52.8 571.2 0 nil. 1.01 I 7.26 I 0.00 kips I. 8.26 kips Total: 12.39 kips Total Diaphragm Force: (Short Direction) N-S ROOF DIAPHRAGM AREA: BL D BR Area: 0 0 0 sq.ft. 0.00 I 0.00 I 0.00 kips AL C AR Area: 13.2 231 0 sg.it. 0.25 I 2.94 I 0.00 kips -► 3.19 kips 2nd FLOOR DIAPHRAGM AREA: AL C AR Area: 26.4 211.2 0 sg.ft. 0.50 I 2.68 I 0.00 kips ► 3.19 kips Total: 6.37 kips Lateral Load Calculations Job Name: 117th Gorilla Remodel 2009 International Building Code ASCE 7-0512.8.3 Job Number: 13-003 1122/id 33 E-W N-S C$ -► 0.102 0.102 Total Diaphragm Shear Force: V=CS x W -► 9.54 kips 9.54 kips Vertical Distribution: ROOF DIAPHRAGM SHEAR FORCE: V -► 6.18 kips 6.18 kips 2nd FLOOR DIAPHRAGM SHEAR FORCE: V -► 3.37 kips 3.37 kips Diaphragm Force Distributions: ASCE 7-0512.10.1.1 Coef. Limits >0.4SDS(I)W= 0.285 >0.2SDS(I)W= 0.143 Use LEVEL WI,KIPS EWI,KIPS FI,KIPS EFI,KIPS FPX Coef. FpX Coef. F05,KIPS ROOF E-W 38.64 38.64 6.18 6.18 0.16 - 0.16 6.2 kips N-S 6.18 6.18 0.16 -► 0.16 6.2 kips 2nd FLOOR E-W 42.11 80.75 3.37 9.54 0.12 -► 0.14 6.0 kips N-S 3.37 9.54 0.12 - 0.14 6.0 kips Lateral Comparison (East-West Only): DL Factor Section 1605.3.2 ROOF DESIGN SHEAR 4.32 kips > 4.13 kips 0.60 EQ Controls for East-West Direction! 2nd FLOOR DESIGN SHEAR 6.68 kips < 12.39 kips 0.60 Wind Controls for East-West Direction! Lateral Comparison (North-South Only): ROOF DESIGN SHEAR 4.32 kips > 3.19 kips 0.60 EQ Controls for North-South Direction! 2nd FLOOR DESIGN SHEAR 6.68 kips > 6.37 kips 0.60 EQ Controls for North-South Direction! Lateral Load Calculations Job Number: 13-003 2009 International Building Code Section 1613.6.1 ROOF 23 of 33 Flexible Diaphragm Analysis: (EAST-WEST DIRECTION ONLY) V = 4324 lbs (Seismic Shear) V = 4131 lbs (Wind Shear) A = 2560 sq ft (Diaphragm Area) A = 624 sq ft (Pressure Area) fp = 1.69 psf (Seismic) qs = 6.62 psf (Wind) Seismic: d = 32.8' 32.8' 32.8' 32.8' w; = 55 plf 55 plf 55 plf 55 plf Wind: h = 4.0' 8.0' 8.0' 4.0' w; = 26 plf 53 plf 53 plf 26 pf s s b = 0.3' 24.8' 49.8' 1.0' Support Lines: 6, 6 6 Seismic: 700 lbs 2068 lbs 1437 lbs Wind: 662 lbs 1975 lbs 1346 lbs Check sum of forces: Seismic: 4205 lbs OK Wind: 3983 lbs OK Total Rxn: 700 lbs 2068 lbs 1437 lbs Available shear wall length per shear line below: L = 24.9' 14.3' Shear Line 1 Allowable F v Sheathing Shear Wall Type (2F) A 700 lbs 24.9' 28 plf 1 side(s) 260 plf A (2F) C 2068 lbs 14.3' 145 plf 1 side(s) 260 plf A Lateral Load Calculations Job Number: 13-003 1/22/2013 2009 International Building Code Section 1613.6.1 ROOF 24 of 33 Flexible Diaphragm Seismic Analysis: (EAST-WEST DIRECTION ONLY) V = 4324 lbs (Seismic Shear) V = 4131 lbs (Wind Shear) A = 2560 sq ft (Diaphragm Area) A = 624 sq ft (Pressure Area) fp = 1.69 psf (Seismic) qs = 6.62 psf (Wind) d = 32.8' 32.8' 32.8' 32.8' h = 4.0' 8.0' 8.0' 4.0' WI max = 55 plf 55 plf 55 plf 55 plf 4 4 b = 0.3' 24.8' 49.8' 1.0' O O O Diaph Rxn: 700 lbs 2068 lbs 1437 lbs Diaphragm Force: Diaph L -14 lbs -686 lbs -1381 lbs 0 lbs Diaph R 686 lbs 1381 lbs 55 lbs Diaphragm Depth: di_ 33' 33' 33' 33' dR 33' 33' 33' 33' Chord Force: 0 lbs 129 lbs 524 lbs 0 lbs Diaphragm Shear: VI_ 0.4 plf 20.9 plf 42.1 plf 0.0 plf VR 0.0 plf 20.9 plf 42.1 plf 1.7 plf 2000# 1500# 1000# 500# N Jo 0# g 0 ft L - -500# -1000# -1500# -2000# Length(ft) • Lateral Load Calculations Job Number: 13-003 1/22/2013 2009 International Building Code Section 1613.6.1 2nd FLOOR (EAST-WEST DIRECTION ONLY) Wall Description Additional Dead Loads Strap Left Side Calculations Right Side Calculations Shear Wall Length Width Wall Type Hght v Wall Ld Typ Unfrm Ld Pt LdL Loci_ Pt LdR LocR (S/HD Down Force Net Uplift Holddown Down Force Net Uplift Holddown (2F)C-1 14.3' Ext.(Siding) 8' 145 plf 2068 lbs A 8 plf 420 lbs 0.0' 592 lbs 14.3' HD 1160.8 lbs -874.6 lbs MST37 1160.8 lbs -771.4 lbs MST37 N c-n O_ 4) (.) Lateral Load Calculations Job Number: 13-003 2009 International Building Code Section 1613.6.1 ROOF 26 of 33 Flexible Diaphragm Analysis: (NORTH-SOUTH DIRECTION ONLY) V = 4324 lbs (Seismic Shear) V = 3186 lbs (Wind Shear) A = 2560 sq ft (Diaphragm Area) A = 244 sq ft (Pressure Area) fp = 1.69 psf (Seismic) qs = 13.05 psf (Wind) Seismic:d = 77.8' 77.8' 77.8' w; = 131 plf 131 plf 131 plf Wind: h = 2.0' 8.0' 8.0' w; = 26 plf 104 plf 104 plf d 4 b = 3.5' 25.8' 3.5' A A Support Lines: I I O Seismic: 2158 lbs 2158 lbs Wind: 1439 lbs 1713 lbs Check sum of forces: Seismic: 4315 lbs OK Wind: 3153 lbs OK Total Rxn: 2158 lbs 2158 lbs Available shear wall length per shear line below: L = 11.3' 14.2' Shear Line E F 1 v Sheathing Allowable Wall Type Shear (2F) 2 2158 lbs 11.3' 190 plf 1 side(s) 260 plf A (2F) 3 2158 lbs 14.V 152 plf 1 side(s) 260 plf A Lateral Load Calculations Job Number: 13-003 1/22/2013 2009 International Building Code Section 1613.6.1 ROOF 27 of 33 Flexible Diaphragm Seismic Analysis: (NORTH-SOUTH DIRECTION ONLY) V = 4324 lbs (Seismic Shear) V = 3186 lbs (Wind Shear) A = 2560 sq ft (Diaphragm Area) A = 244 sq ft (Pressure Area) fp = 1.69 psf (Seismic) qs = 13.05 psf (Wind) d = 77.8' 77.8' 77.8' h = 2.0' 8.0' 8.0' Wi max = 131 plf 131 plf 131 plf s : Lateral Load Calculations Job Number: 13-003 1/22/2013 2009 International Building Code Section 1613.6.1 2nd FLOOR (NORTH-SOUTH DIRECTION ONLY) Wall Description Additional Dead Loads Strap Left Side Calculations Right Side Calculations Shear Wall Length Width Wall Type Hght v Wall Ld Type Unfrm Ld Pt LdL Loci_ Pt LdR Loco (S/HD) Down Force Net Uplift Holddown Down Force Net Uplift Holddown (2F)3-1 7.7' 4" Ext.(Siding) 8' 152 plf 1167 lbs A 56 plf 196 lbs 0.0' 352 lbs 7.7' S 1219.0 lbs -972.7 lbs CS16 1219.0 lbs -879.1 lbs CS16 (2F)3-2 6.5 4" Ext.(Siding) 8' 152 plf 990 lbs A 56 plf 240 lbs 0.0' 240 lbs 6.5' S 1219.0 lbs -965.8 lbs CS16 1219.0 lbs -965.8 lbs CS16 • N co O_ W Lateral Load Calculations Job Number: 13-003 2009 International Building Code Section 1613.6.1 2nd FLOOR 29 of 33 Flexible Diaphragm Analysis: (NORTH-SOUTH DIRECTION ONLY) V = 2356 lbs (Seismic Shear) V = 3186 lbs (Wind Shear) V = 6679 lbs (Total Shear) V = 6372 lbs (Total Shear) A = 1437 sq ft (Diaphragm Area) A = 238 sq ft (Pressure Area) fp = 1.64 psf (Seismic) cis = 13.41 psf (Wind) Seismic: d = 49.8' 23.1 ' w; = 82 plf 38 plf Wind: h = 8.0' 3.0' w; = 107 plf 40 plf 4 b = 25.8' 9.0' Support Lines: I I O Seismic: 1055 lbs 1396 lbs Wind: 1385 lbs 1747 lbs Load Above: 2158 lbs 2158 lbs Rxn Above: 2158 lbs 2158 lbs Check sum of forces: Seismic: 2451 lbs OK Wind: 3133 lbs OK Above: 4315 lbs OK Total Rxn: 3543 lbs 3905 lbs Available shear wall length per shear line below: I = 31.4' Shear Line Z F t v Sheathing Allowable Wall Type Shear (1F) 3 3905 lbs 31.4' 124 plf 1 side(s) 260 plf A .. Lateral Load Calculations Job Number: 13-003 1/22/2013 2009 International Building Code Section 1613.6.1 2nd FLOOR 30 of 33 Flexible Diaphragm Seismic Analysis: (NORTH-SOUTH DIRECTION ONLY) V = 4205 lbs (Seismic Shear) V = 3186 lbs (Wind Shear) A = 1437 sq ft (Diaphragm Area) A = 238 sq ft (Pressure Area) fp = 2.93 psf (Seismic) qs = 13.41 psf (Wind) d = 49.8' 23.1 ' h = 8.0' 3.0' Wi max = 146 plf 68 plf 4 4 b = 25.8' 9.0' O O O Load Above: 2158 lbs 2158 lbs Diaph Rxn: 1883 lbs 2491 lbs Total Rxn: 4041 lbs 4649 lbs Diaphragm Force: Diaph L -1883 lbs Diaph R 1883 lbs 608 lbs Diaphragm Depth: d� 50' 23' dR 50' 23' Chord Force: 244 lbs 30 lbs Diaphragm Shear: v� 37.8 plf 0.0 plf VR 37.8 plf 26.3 plf 2500# 2000# 1500# 1000# 7, 500# 0# 0 ft LL -500# -1000# -1500# -2000# -2500# Length(ft) • p • Lateral Load Calculations Job Number: 13-003 1/22/2013 2009 International Building Code Section 1613.6.1 1st FLOOR (NORTH-SOUTH DIRECTION ONLY) Wall Description Additional Dead Loads Stacked Strap Left Side Calculations Right Side Calculations Shear Wall Length Width Wall Type Hght v Wall Ld Type Unfrm Ld Pt LdL Loci. Pt Ld5 LocR SW (S/HD) Force Abv Down Force Net Uplift Holddown Force Abv Down Force Net Uplift Holddown (1F)3-1 13.4' 4" Ext.(Siding) 8' 124 plf 1666 lbs A 112 plf 240 lbs 0.0' 240 lbs 13.4' HD 0.0 lbs 994.9 lbs -400.7 lbs none 0.0 lbs 994.9 lbs -400.7 lbs none (1F)3-2 9.0' 4" Ext.(Siding) 8' 124 plf 1119 lbs A 112 plf 240 lbs 0.0' 240 lbs 9.0' HD 0.0 lbs 994.9 lbs -548.5 lbs none 0.0 lbs 994.9 lbs -548.5 lbs none (1F)3-3 9.0' 4" Ext.(Siding) 8' 124 plf 1119 lbs A 112 plf 240 lbs 0.0' 240 lbs 9.0' HD 0.0 lbs 994.9 lbs -548.5 lbs none 0.0 lbs 994.9 lbs -548.5 lbs none • 0 w w Page 1 of 2 Anchor Calculations FoA 0E7-411— 5/5. f 32 of 33 Anchor Selector(Version 4.11.0.0) Job Name:117th Gorilla Date/Time:1/22/2013 5:31:29 PM Calculation Summary-ACI 318 Appendix D For Cracked Concrete per ACI 318-08 Anchor • Anchor Steel Code Report #of Anchors Embedment Depth(in) Category Titen HD N/A ICC-ES ESR-2713 1 3.75 1 • Concrete Concrete Cracked fc(psi) c,v Normal weight Yes 2500.0 1.00 Condition Thickness(in) Suppl.Edge Reinforcement B tension and shear 6 No Anchor Layout Dimensions �x1 Cx2 Cy1 Cy2 (in) (in) (in) (in) 10.5 10.5 100 100 Factored Loads Nua(Ib) Vuax(Ib) Vuay(Ib) Mux(Ib*ft) Muy(Ib*ft) 0 -1000 0 0 0 ex(in) ey(In) Mod/high seismic Apply entire shear @ front row 0 0 Yes No Individual Anchor Tension Loads N uai (lb) 0.00 e Nx(in) e'Ny(in) 0.00 0.00 individual Anchor Shear Loads V ua1(Ib) 1000.00 e'vx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel(cD=0.65) r Nsa(Ib) cDNsa(Ib) Nua(lb) N ua/cDNsa 20130 13084.50 0.00 0.0000 Concrete Breakout(0=0.65,(1)seis=0.75) Nub(lb) hDNcb(Ib) Nua(lb) Nua/cDNcb 3939.91 1920.71 0.00 0.0000 Pullout does not apply about:blank 1/22/2013 Page 2 of 2 Side-Face Blowout does not apply 33 of 33 Shear Strengths Steel(0=0.60) Veq(Ib) cI Veq(Ib) Vua(lb) V us/clAtea 4790 2874.00 1000.00 0.3479 Concrete Breakout(case 1)(0=0.70,Osels=0.75) V (Ib) 0V (Ib) Vuax(Ib) V /0V cbx cbx Vuax cbx R 7324.66 3845.44 -1000.00 0.2600 V (lb) oV lb Vuay(lb) /chV Vua/0V ab cby( ) Vuay cby cb 4883.10 2563.63 0.00 0.0000 0.2600 Concrete Breakout(case 2)does not apply to single anchor layout Concrete Breakout(case 3)(0=0.70,Oseis=0.75) cx1 edge Vuay(lb) Vuay/0Vcby Vcby(lb) d>Vcby(Ib) 14649.31 7690.89 0.00 0.0000 cy1 edge Vcbx(Ib) 0Vcbx(lb) Vuax(Ib) Vuax/chVcbx 9766.21 5127.26 -1000.00 0.1950 cx2 edge Vcby(lb) OVcby(Ib) Vuay(lb) Vuay/'Vcby 14649.31 7690.89 0.00 0.0000 cy2 edge Vcbx(Ib) 0Vcbx(Ib) Vuax(Ib) Vuax/0Vcbx Vua/01/cb 9766.21 5127.26 -1000.00 0.1950 0.1950 Pryout(0=0.70,'seis=0.75) Vcp(Ib) c1 Vcp(Ib) Vuax(Ib) Vuax/c1Vcp 7879.82 4136.90 -1000 0.2417 Vcp(Ib) 0Vcp(lb) Vuay(lb) Vuay/0Vcp Vua War. 7879.82 4136.90 0 0.0000 0.2417 Interaction check Note:Ratios in the equation below have been divided by 0.5 factor for brittle failure. T.Max(0)<=0.2 and V.Max(0.7)<=1.0[Sec D.7.2] Interaction check:PASS Use 112"diameter Titen HD anchor(s)with 3.75 in.embedment • about:blank 1/22/2013