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2304002a/02 -coo? 71 RECEIVED ... . DCI.1 EnGInEERS JAN 162013 CITY OFTIGARD BUILDING DIVISION Twig's Bistro and Martini Bar - Tigard Supplemental Structural Calculations Prepared For: Russell C. Page Architects S-cvkjCTUR44 ��ep PR OFes C�� r,\GtNe� s% () ( 1 O :/i■P,'I v OREGON if f''9Al 11.2v°�. (Cik D.FU G IEXPIRATION DATE: 12-31•-13j January 9, 2013 DCI Job#13041-0001 flul W. Rivcrrsidk , Si;Ito 0)0 Spokane.Wei hitiglon, 99201 Phone(509)455-4448 . , =D C I Project No. Sheet No. EnGInEERS 1: X41- oann t Project Date Subject By • AEAt;Ew O J t--.lA .A c,,)Nk\ _ 01.-- 215 ?Lcc f____.... . .- --/- ._�., _ _-.,..._...�__. DL-\,,a∎l Icy 03 - 1la �-k ` !\ 91' dko wPLt = Its fs ( 6.$) • 135-ft-1- / I ust S'Iok 10.S `'. ' 1`1 a 1',w<A. " "CL)05 w -ri2Ag - 12.).-1,c' C,D,9 La , 4.S Z t.?.-J v4' \r,..)1n-,u I-0rkD` CaS,G 2 lq''Pe5 -- 1,2817 .a f b /r Aloe o\ A1\ 1 v, /0.-CA'' Lwe .0--e -T , QSottit, DCIProject No. Sheet No. ErIGIrlEERS Project Date Subject By 3f)C MA,) 1,13 Z 23.1-(64ay: 2—u-, 15 p ;..C■42,,I4 33 4,7 pc-C- z LL,as-pir(%01 Ls' pLA - • 6(01' D Qi-f\ Cot.umAJ . 177.)0--k rs. t. ?An • L1 SY_ 12'0 '1%6.X\ \*111 ciN 4C- 1?›.11,- ., . . DCIProject No. Sheet No. EFIGIFIEERS Project Date ■‘.,_w,', 1—S-r Subject By 1 'C • /..)p..)E.c.J0Q. 27.')0 t ----. -, 1-2.),,(0 k` i\A ' (-6.(. 5.;,—(4. ''.. 5‘.3 j4.-14 c2 Rtgr) io0C,",... A4-CA • .1, tisi 60" L.)km, . . i - \:71 (?A 0 , 24 .. ..,„_--... t 24 1. . • :-----13. "-II '1- LI aOCT 7".1 3egA - (12'. I CA.,FL*6ett'c' [ Zr .):1') It-leoct- .' .' it . /34.ti, CS) eekt.X.5 -3-1 . ' .014 egNers s- i A" Be.04,0c-. k, -- r;Ott • 4,CA,y,,, -_=-- ,6,2 0.(.,x) : 2:7,to,i I3.6 t t41/4 coct 11/4- ck. Title Block Line 1 Project Title: 4 You can change this area Engineer: Project ID: using the"settings"menu item Project Descr: and then using the"Printing& Title Block"selection. • Title Block Line 6 Printed:8 JAN 2013,8:15AM ASCE 7-05 Simplified Procedure Wind Loads File=is lProjects12013113041-31PR0JEC-11ENGINE-11Avigs.ec6 p ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee:DCI ENGINEERS Description: Typical Wind Loads Analytical Values _ _ Calculations per ASCE 7-05 V:Basic Wind Speed per Sect 6.5,4&Figure 1 100.0 mph Roof Slope Angle 10 degrees Occupancy per Table 1-1 II All Buildings and other structures except those listed as Category I,Ill,and IV Importance Factor per Sect.6.5.5,&Table 6-1 1.00 Exposure Category per 6.5.6.3,.4&.5 Exposure B Mean Root height 19.0 ft Lambda:per Figure 6.2,Pg 40 1.00 Effective Wind Area of Component&Cladding 10.0 ftA2 Net design pressure from table 1609.9.2.1(2)&(3)interpolated by area Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 6.5.7.2 1.00 Design Wind Pressures Minimum Additional Load Case per 6.4.2.1.1=10 PSF on entire vertical plane Horizontal Pressures... Zone: A = 17.90 psf Zone: C = 11.90 psf Zone: B = -10.00 psf Zone: D = -10.00 psf Vertical Pressures... Zone: E = -19.10 psf Zone: G = -13.30 psf Zone: F = -11.60 psf Zone: H = -10.00 psf Overhangs,.. Zone: Eoh = -26,70 psf Zone: Goh = -20.90 psf Component&Cladding Design Wind Pressures Minimum Additional Load Case per 6.4.2.1.1=10 PSF on entire vertical plane Design Wind Pressure=Lambda"Kzf'importance"Ps30 per ASCE 7-05 6.4.2.1 Eq 6-1 Roof Zone 1: Positive: 10.000 psf Negative: -18.000 psf Roof Zone 2: Positive: 10.000 psf Negative: -30.200 psf Roof Zone 3: Positive: 10.000 psf Negative: -45.400 psf Wall Zone 4: Positive: 18.000 psf Negative: -19.500 psf Wall Zone 5: Positive: 18.000 psf Negative: -24.100 psf Roof Overhang Zone 2: -25.900 psf Roof Overhang Zone 3: -42.700 psf Title Block Line 1 Project Title: You can change this area Engineer: Project ID: . using the"Settings"menu item Project Descr and then using the"Printing& Title Block'selection. Title Block Line 6 _ Printed:4 JAN 2013,8:49AM Wood Beam File=i:tProjects12013113041-31PROJEC-11ENGINE-1ltwigs.ec6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee:DCI ENGINEERS • Description: Nana Wall Header CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1850 psi Ebend-xx 1800ksi Fc-PrIl 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • • D(0.215) i i i i i 5.5x10.5 --5 Span = 13.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.2150, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.266 1 Maximum Shear Stress Ratio = 0.135: 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 639.56 psi fv:Actual = 35.65 psi F13:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination D Only Load Combination D Only • Location of maximum on span - 6.875ft 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 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.193 in Ratio= 854 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F v D Only 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.266 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.266 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=13.750 ft 1 0.266 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +0+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.266 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +0+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.266 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +0+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: CC using the"Settings'menu item Project Descr: and then using the'Printing& Title Block"selection. - Title Block Line 6 Pnnted:4 JAN 2013,849Ati1 Wood Beam File=is\Projects 12013113041-31PR0JEC-11ENGINE-111wigs.ec6 . ENERCALC,INC.19812012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee: DCI ENGINEERS - Description: Nana Wall Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CL M fb F'b V Iv F'v Length=13.750 ft 1 0.266 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.266 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 fl 1 0.266 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.266 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +0+0.750L+0.750S+0.750W41 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.266 0.135 1.00 1.03 1.00 1.00 1.00 1,00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +0+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.266 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 D.00 0.00 0.00 Length=13.750 ft 1 0.266 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.39 639.56 2400.00 1.37 35.65 265.00 +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.160 0.081 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.23 383.74 2400.00 0.82 21.39 265.00 +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.160 0.081 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.23 383.74 2400.00 0.82 21.39 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.' Deb Location In Span Load Combination Max."+"Deb Location in Span D Only 1 0.1931 6.925 0.0000 0.000 - Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.567 1.567 D Only 1.567 1.567 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 7 using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. r Title Block Line 6 Printed:8 JAN 2013,8:58AM Wood Beam File=i:\Projecls\2013113041-31PROJEC-11ENGINE-1ltwigs.ec6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee:DCI ENGINEERS Description: North Wall Header l CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 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(0.31)+L(0.25) i i i 5.5x9 l Span = 10.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.310, L=0.250, Tributary Width=1.0 ft DESIGN S UMMARY Design OK Maximum Bending Stress Ratio = 0.530 1 Maximum Shear Stress Ratio = 0.295 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb:Actual = 1,271.93 psi fv:Actual = 78.25 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi I 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 0.114 in Ratio= 1101 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.261 in Ratio= 482 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations _ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span It M V C d C FN C I Cr Cm C i CL M Ib F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=10.50 It 1 0.298 0.166 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.42 715.12 2400.00 1.45 44.00 265.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.530 0.295 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.87 1,271.93 2400.00 2.58 78.25 265.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.298 0.166 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.42 715.12 2400.00 1.45 44.00 265.00 +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.298 0.166 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.42 715.12 2400.00 1.45 44.00 265.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.472 0.263 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.01 1,132.73 2400.00 2.30 69.69 265.00 +D+0.750L40.750S4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: e using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Pnnted.8 JAN 2013,8:58N4 Wood Beam File=is lProjects12013113041-31PROJEC-11ENGINE-1\twigs.ec6 ENERCALC,INC.19832012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee:DCI ENGINEERS Description: North Wall Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb F'b V Iv F'v Length=10.50 ft 1 0.472 0.263 1.00 1,00 1.00 1,00 1.00 1.00 1.00 7.01 1,132.73 2400.00 230 69.69 265.00 +0+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.298 0.166 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.42 715,12 2400.00 1.45 44.00 265.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.298 0.166 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.42 715.12 2400.00 1.45 44.00 265.00 +0+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.472 0.263 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.01 1,132.73 2400.00 2.30 69.69 265.00 +D+0.7501.+0.7505+0.750W41 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 It 1 0.472 0.263 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.01 1,132.73 2400.00 2.30 69.69 265.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.472 0.263 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.01 1,132.73 2400.00 2.30 69.69 265.00 +D+0,750L+0.7505+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.472 0.263 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.01 1,132.73 2400.00 2.30 69.69 265.00 +0.600+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.179 0.100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.65 429.07 2400.00 0.87 26.40 265.00 +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.179 0.100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.65 429.07 2400.00 0.87 26.40 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Deli Location in Span Load Combination Max. Deil Location in Span D+L 1 0.2612 5.288 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.998 2.998 D Only 1.686 1.686 L Only 1.313 1.313 D+L 2.998 2.998 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: `i using the'Settings'menu item Project Descr: and then using the'Printing& Title Block"selection. - Title Block Line 6 Printed:6 JAN 2013,8:22AM Wood Beam File=i s1Projects12013113041-31PROJEC-1\ENGINE-1\twigs.ec6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee:DCI ENGINEERS - Description: King studs at Nana Wall CODE REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1500 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1500 psi Ebend-xx 1900 ksi Fc-Pill 1700 psi Eminbend-xx 690 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :Select structural he 180 psi Ft 1000 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase W(1.28) 1 4-2x6 Span = 17.50 ft . Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: W=1.280 k @ 9.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.989 1 Maximum Shear Stress Ratio = 0.166 : 1 Section used for this span 4-2x6 Section used for this span 4-2x6 fb:Actual = 2,218.24 psi fv:Actual = 29.92 psi FB:Allowable = 2,242.50psi Fv:Allowable = 180.00 psi Load Combination +D+W+H Load Combination +D+W+H I Location of maximum on span = 9.005ft Location of maximum on span = 9.005 ft • Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.569 in Ratio= 133 Max Upward Total Deflection 0.000 in Ratio= 0<130 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t C L M lb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=17.50 ft 1 1.00 1.30 1.00 1.15 1.00 1.00 1.00 2242.50 0.00 0.00 180.00 +D+L+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 ft 1 1.00 1.30 1.00 1.15 1.00 1.00 1.00 2242.50 0.00 0.00 180.00 +D+Lr+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 ft 1 1.00 1.30 1.00 1.15 1.00 1.00 1.00 2242.50 0.00 0.00 180.00 ^ +D+S41 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 ft 1 1.00 1.30 1.00 1.15 1.00 1.00 1.00 2242.50 0.00 0.00 180.00 +D+0.750Lr+0.750L+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 ft 1 1.00 1.30 1.00 1.15 1.00 1.00 1.00 2242.50 0.00 0.00 180.00 +D+0.750L+0.750S+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 It 1 1.00 1.30 1.00 1.15 1.00 1.00 1.00 2242.50 0.00 0.00 180.00 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: Ip using the"Settings"menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 Printed:8 JAN2013,8.22AN Wood Beam File=i:\Projects12013113041-31PROJEC-11ENGINE-11twigs.ec6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Li c.#:KW-06004219 Licensee:DCI ENGINEERS Description: King studs at Nana Wall Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V Iv F'v +0+W+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 ft 1 0.989 0.166 1.00 1.30 1.00 1.15 1.00 1.00 1.00 5.59 2,218.24 2242.50 0.66 29.92 180.00 +D+0.70E+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 ft 1 1.00 1.30 1.00 1.15 1.00 1.00 1.00 2242.50 0.00 0.00 180.00 +D+0.750Lr+0.750L+0.750W+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 ft 1 0.742 0.125 1.00 1.30 1.00 1.15 1.00 1.00 1.00 4.19 1,663.68 2242.50 0.49 22.44 180.00 +D+0.750L+0.750S+0,750W+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 ft 1 0.742 0.125 1.00 1.30 1.00 1.15 1.00 1.00 1.00 4.19 1,663.68 2242.50 0.49 22.44 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 ft 1 1.00 1.30 1.00 1.15 1.00 1.00 1.00 2242.50 0.00 0.00 180.00 +D+0.750L+0,750S+0.5250E+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 ft 1 1.00 1.30 1.00 1.15 1.00 1.00 1.00 2242.50 0.00 0.00 180.00 +0.60D+W+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 ft 1 0.989 0.166 1.00 1.30 1.00 1.15 1.00 1.00 1.00 5.59 2,218.24 2242.50 0.66 29.92 180.00 +0.60D+0.70E+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.50 It 1 1.00 1.30 1.00 1.15 1.00 1.00 1.00 2242.50 0.00 0.00 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max."+"Deb Location in Span W Only 1 1.5692 8.878 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.622 0.658 W Only 0.622 0.658 II Title Block Line 1 Engineer:ceelre Project ID: l 1 You can change this area using the"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Panted 8 JAN 2013,4:39PM Wood B @aril File=i:Projecls4 2013113041-31PROJEC-11ENGINE-Alwigs.ec6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee:DCI ENGINEERS Description: Glulam beam supported by new column CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(5.6) L(7.8) D(0.477) L(0.663) D(0.477) L(0.663) i i + + i i v • - -- o _ • 8.75x30 ° 8.75x30 Span = 25.0 ft Span = 4.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.4770, L=0.6630, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.4770, L=0.6630, Tributary Width=1.0 ft Point Load: D=5.60, L=7.80 k @ 4.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.418 1 Maximum Shear Stress Ratio = 0.338 : 1 Section used for this span 8.75x30 Section used for this span 8.75x30 fb:Actual = 656.85psi fv:Actual = 89.67 psi FB:Allowable = I,572.44 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 25.000ft Location of maximum on span = 25.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span If 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.087 in Ratio= 3442 Max Upward L+Lr+S Deflection -0.005 in Ratio= 20272 Max Downward Total Deflection 0.150 in Ratio= 2000 Max Upward Total Deflection -0.009 in Ratio= 11684 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.175 0.141 1.00 0.85 1.00 1.00 1.00 1.00 1.00 30.03 274.56 1572.44 6.56 37.48 265.00 Length=4.50 ft 2 0.148 0.141 1.00 1.00 1.00 1.00 1.00 1.00 1.00 30.03 274.56 1850.00 6.56 37.48 265.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.418 0.338 1.00 0.85 1.00 1.00 1.00 1.00 1.00 71.84 656.85 1572.44 15.69 89.67 265.00 Length=4.50 ft 2 0.355 0.338 1.00 1.00 1.00 1.00 1.00 1.00 1.00 71.84 656.85 1850.00 15.69 89.67 265.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.175 0.141 1.00 0.85 1.00 1.00 1.00 1.00 1.00 30.03 274.56 1572.44 6.56 37.48 265.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 12 using the"Settings"menu item Protect Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Printed:8 JAN 2013,4:39PM Wood Beam File=i:IProjectsi 2013113041-31PROJEC-11ENGINE-11twigs.ec6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee: DCI ENGINEERS Description: Glulam beam supported by new column i Load Combination Max Stress Ratios _ Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr CM C t CL M fb F'b V fv F'v Length=4.50 ft 2 0.148 0.141 1.00 1.00 1.00 1.00 1.00 1.00 1.00 30.03 274.56 1850.00 6.56 37.48 265.00 +D+S41-1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.175 0.141 1.00 0.85 1.00 1.00 1.00 1.00 1.00 30.03 274.56 1572.44 6.56 37.48 265.00 Length=4.50 ft 2 0.148 0.141 1.00 1.00 1.00 1.00 1.00 1.00 1.00 30.03 274.56 1850.00 6.56 37.48 265.00 4040.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.357 0.289 1.00 0.85 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1572.44 13.41 76.63 265.00 Length=4.50 ft 2 0.303 0.289 1.00 1.00 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1850.00 13.41 76.63 265.00 +D+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.357 0.289 1.00 0.85 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1572.44 13.41 76.63 265.00 Length=4.50 ft 2 0.303 0.289 1.00 1.00 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1850.00 13.41 76.63 265.00 +0+W41 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.175 0.141 1.00 0.85 1.00 1.00 1.00 1.00 1.00 30.03 274.56 1572.44 6.56 37.48 265.00 Length=4.50 ft 2 0.148 0.141 1.00 1.00 1.00 1.00 1.00 1.00 1.00 30.03 274.56 1850.00 6.56 37.48 265.00 +13+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.175 0.141 1.00 0.85 1.00 1.00 1.00 1.00 1.00 30.03 274.56 1572.44 6.56 37.48 265.00 Length=4.50 ft 2 0.148 0.141 1.00 1.00 1.00 1.00 1.00 1.00 1.00 30.03 274.56 1850.00 6.56 37.48 265.00 +D+0.750Lr40.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.357 0.289 1.00 0.85 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1572.44 13.41 76.63 265.00 Length=4.50 ft 2 0.303 0.289 1.00 1.00 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1850.00 13.41 76.63 265.00 +D+0.750L40.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.357 0.289 1.00 0.85 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1572.44 13.41 76.63 265.00 Length=4.50 ft 2 0.303 0.289 1.00 1.00 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1850.00 13.41 76.63 265.00 +D+0.750Lr40.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.357 0.289 1.00 0.85 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1572.44 13.41 76.63 265.00 Length=4.50 ft 2 0.303 0.289 1.00 1.00 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1850.00 13.41 76.63 265.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.357 0.289 1.00 0.85 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1572.44 13.41 76.63 265.00 Length=4.50 ft 2 0.303 0.289 1.00 1.00 1.00 1.00 1.00 1.00 1.00 61.39 561.27 1850.00 13.41 76.63 265.00 +0.600+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.105 0.085 1.00 0.85 1.00 1.00 1.00 1.00 1.00 18.02 164.73 1572.44 3.94 22.49 265.00 Length=4.50 ft 2 0.089 0.085 1.00 1.00 1.00 1.00 1.00 1.00 1.00 18.02 164.73 1850.00 3.94 22.49 265.00 40.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.105 0.085 1.00 0.85 1.00 1.00 1.00 1.00 1.00 18.02 164.73 1572.44 3.94 22.49 265.00 Length=4.50 ft 2 0.089 0.085 1.00 1.00 1.00 1.00 1.00 1.00 1.00 18.02 164.73 1850.00 3.94 22.49 265.00 I Overall Maximum Deflections•Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.1499 11.173 0.0000 0.000 2 0.0000 11.173 D+L -0.0092 3.344 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 11.376 35.654 D Only 4.761 14.910 L Only 6.615 20.744 D41. 11.376 35.654 I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 1 3 using the"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Punted-8 JAN 2013,446PM Steel Column File=i:l Projecls12013113041-31PROJEC-11ENGINE-1ltwigs.ec6 ENERCALC,INC.15B3-2012,Build:6.12,12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee:DCI ENGINEERS Description: HSS5x5x1/4 Code References Calculations per AISC 360-05,IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Steel Section Name: HSS5x5x1/4 Overall Column Height 17.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=17 ft,K=1.0 Load Combination: ASCE 7-05 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=17 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:264.921 Ibs*Dead Load Factor AXIAL LOADS... Axial Load at 17.0 ft,D=6.60,L=20.70 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4934 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 0.0 It Bottom along X-X 0.0 k At maximum location values are... Top along Y Y 0.0 k Pa:Axial 27.565 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 55.862 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... i I Mn-x l Omega:Allowable 17.468 k-ft Along Y Y 0.0 in at O.Oft above base Ma-y:Applied 0.0 k_g for load combination: Mn-y I Omega:Allowable 17.468 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... i Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.123 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.493 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.123 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.123 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.401 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.401 PASS 0.00 ft 0.000 PASS 0.00 ft +p+W+H 0.123 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.123 PASS 0.00 ft 0.000 PASS 0.00 It +D+0.750Lr+0.750L+0.750W+H 0.401 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.401 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.401 PASS 0.00 fl 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.401 PASS 0.00 f1 0.000 PASS 0.00 ft +0.60D+W+H 0.074 PASS 0.00 ft 0.000 PASS 0.00 ft +0,60D+0,70E+H 0.074 PASS 0.00 ft 0.000 PASS 0.00 ft , 1 • • 1 Title Block Line 1 Project Title: � You can change this area Engineer: Project ID: I 4k using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. • Title Block Line 6 Printed:8 JAN 2013,4:46PM Steel Column File=i:\Projects12013\13041-3\PROJEC-1\ENGINE-1\twigs.ec6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver.6.12.12.7 Lic.#:KW-06004219 Licensee:DCI ENGINEERS • Description: HSS5x5x1/4 Maximum Reactions-Unfactored Note:Only non-zero reactions are listed, X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 6.865 k L Only k k 20.700 k D+L k k 27.565 k Maximum Deflections for Load Combinations -Unfactored Loads • Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS5x5x114 Depth = 5.000 in I xx = 16.00 in"4 J = 25.800 in"4 S xx = 6.41 in"3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 in"3 Area = 4.300 in"2 I yy = 16.000 in"4 C = 10.500 in"3 Weight = 15.584 plf S yy = 6.410 103 R yy = 1.930 in Ycg = 0.000 in 1T X. • C c iLoad 1 x N M L Ol 2 Y r - -5.00in Loads are total entered value.Arrows do not reflect absolute direction. I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: ism using the"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 JAN 2013,4:50PM General Footing File=i:\Projecls12013113041-31PR0JEC-t1ENGINE-1Mvigs.ec6 g ENERCALC,INC.1983.2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee: DCI ENGINEERS Description: New Footing Code References Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information j Material Properties Soil Design Values f c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 3.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 W Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 8.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor - 1.0 :1 Min.Sliding Safety Factor = 1.0:1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 4.0 ft Z Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = 12.0 in Pedestal dimensions... 4. —X px:parallel to X-X Axis = 11.0 in v pz:parallel to Z-Z Axis = 11.0 in Height = in m Rebar Centerline to Edge of Concrete.. a at Bottom of footing = 3.0 in q CD Reinforcing 4,�„ w ~ Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizti _ # 5 rr C i " 1831a se-.=vim,. 6a� ...,c�c- , —3 _l..-.�,..m, 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 = 6.60 20.70 k OB:Overburden = ksf M-xx = - - ----- -- k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: (6 using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Prated:8 JAN 2013,450PM General Footing File=i:IProjecls120131 13041--31PRGJEC-1IENGINE-1ltwigs.ec6 g ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee:DCI ENGINEERS Description: New Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6170 Soil Bearing 1.851 ksf 3.0 ksf +D+L+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 0.2683 Z Flexure(+X) 3.255 k-ft 12.131 k-ft +1.200+0.50Lr+1.60L+1.60H PASS 0.2683 Z Flexure(-X) 3.255 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2683 X Flexure(+Z) 3.255 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2683 X Flexure(-Z) 3.255 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2469 1-way Shear(+X) 20.289 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.601-1 PASS 0.2469 1-way Shear(-X) 20.289 psi 82.158 psi +1.200+0.50Lr+1.60L+1.60H PASS 0,2469 1-way Shear(+Z) 20.289 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2469 1-way Shear(-Z) 20.289 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3061 2-way Punching 50.30 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi'Mn Flexure Axis&Load Combination k-ft Side Rot or Top? in"2 102 in"2 k-ft Status X-X,+1.40D 0.9275 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.40D 0.9275 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.255 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 3.255 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.255 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.20D+1.60L+0.505+1.60H 3.255 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK , X-X.+1.20D+1.60Lr+0.50L 1.564 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.20D+1.60Lr+0.50L 1.564 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.80W 0.7950 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.60Lr+0.80W 0.7950 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L+1.60S 1.564 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.20D+0.50L+1.60S 1.564 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.20D+1.60S+0.80W 0.7950 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+1.605+0.80W 0.7950 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 1.564 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 1.564 -Z Bottom 0.2592 Min Temo% 0.310 • 12.131 OK X-X,+1.20D+0.50L+0.50S+1.60W 1.564 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L+0.50S+1.60W 1.564 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X,+1.20D+0.50L+0.20S+E 1.564 +Z Bottom 0.2592 Min Temp% 0.310 12.131 OK . X-X.+1.20D+0.50L+0.20S+E 1.564 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK X-X.+0.90D+1.60W+1.60H 0.5962 +Z Bottom 0.2592 Min Temp% 0.310 12,131 OK X-X.+0.90D+1.60W+1.60H 0.5962 -Z Bottom 0.2592 Min Temp% 0,310 12.131 OK X-X,+0.90D+E+1.60H 0.5962 +Z Bottom 0.2592 Min Temo% 0.310 12.131 OK X-X.+0.90D+E+1.60H 0.5962 -Z Bottom 0.2592 Min Temp% 0.310 12.131 OK • Z-Z.+1.40D 0.9275 -X Bottom 0.2592 Min Temo% 0.310 12.131 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: (7 using the"Settings'menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Prinled:8JAN2013,4:50PM General Footing File=is\Projects120131 13041-31PROJEC-11ENGINE-1\Iwgs.ec6 g ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 LIc.#:KW-06004219 Licensee:DCI ENGINEERS Description: New Footing Z-Z.+1,40D 0.9275 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D-'0.50Lr+1,60L+1.60H 3.255 -X Bottom 0.2592 Min Temp% 0.310 12,131 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 3.255 +X Bottom 0.2592 Min Temp% 0.310 12.131 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: j S using the"Settings"menu item Project Descr: and then using the"Printing& . Title Block'selection. Title Block Line 6 _ Printed:8 JAN 2013,4:50PM File=i:tProjects\2013113041-3\PROJEC-11ENGINE-1\twigs.ec6 General Footing ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06004219 Licensee:DCI ENGINEERS . Description: New Footing Footing Flexure Flexure Axis 8 Load Combination Mu Which Tension @ As Req'd Gm.As Actual As Phi"Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 3.255 -X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3.255 +X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+1.20D+1.60Lr+0.50L 1.564 -X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.50L 1.564 +X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1,60Lr+0,80W 0.7950 -X ottom 0.2592 Min Tema% 0.310 12.131 OK Z-Z,+1.20D+1.60Lr+0.80W 0.7950 +X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+1.20D+0.50L+1.605 1.564 -X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+1.60S 1.564 +X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+1.60S+0.80W 0.7950 -X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1,20D+1.60S+0.80W 0.7950 +X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 1.564 -X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 1.564 +X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+1.20D+0.50L+0.50S+1.60W 1.564 -X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.50S+1.60W 1.564 +X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+1.20D+0.50L+0.20S+E 1.564 -X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+1.20D+0.50L+0.20S+E 1.564 +X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z,+0.90D+1.60W+1.60H 0.5962 -X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+0.90D+1.60W+1.60H 0.5962 +X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+0.90D+E+1.60H 0.5962 -X ottom 0.2592 Min Temp% 0.310 12.131 OK Z-Z.+0.90D+E+1.60H 0.5962 +X ottom 0.2592 Min Temp% 0.310 12.131 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu!Phi*Vn Status +1.40D 5.781 osl 5.781 psi 5.781 psi 5.781 psi 5.781 psi 82.158 psi 0.07037 OK +1.20D+0.50Lr+1.60L+1.60H 20.289 psi 20.289 psi 20.289 psi 20.289 psi 20.289 psi 82.158 psi 0.2469 OK +1.20D+1.60L+0.505+1.60H 20.289 psi 20.289 psi 20.289 psi 20.289 psi 20.289 psi 82.158 psi 0.2469 OK +1.20D+1.60Lr+0.50L 9.747 psi 9.747 psi 9.747 psi 9.747 psi 9.747 psi 82.158 psi 0.1186 OK +1.20D+1.60Lr+0.80W 4.956 psi 4.956 psi 4.956 psi 4.956 psi 4.956 psi 82.158 psi 0.06032 OK +1.20D+0.50L+1.60S 9.747 psi 9.747 psi 9.747 psi 9.747 psi 9.747 psi 82.158 psi 0.1186 OK +1.20D+1.60S+0.80W 4.956 psi 4.956 psi 4.956 psi 4.956 psi 4.956 psi 82.158 psi 0.06032 OK +1.20D+0.50Lr+0.50L+1.60W 9.747 psi 9.747 psi 9.747 psi 9.747 psi 9.747 psi 82.158 psi 0.1186 OK +1.20D+0.50L+0.50S+1,60W 9.747 psi 9.747 psi 9.747 psi 9.747 psi 9.747 psi 82.158 psi 0.1186 OK +1.20D+0.50L+0.20S+E 9.747 psi 9.747 psi 9.747 psi 9.747 psi 9.747 psi 82.158 psi 0.1186 OK +0.90D+1.60W+1.60H 3.717 psi 3.717 psi 3,717 psi 3.717 psi 3.717 psi 82.158 psi 0.04524 OK +0.90D+E+1.60H 3.717 psi 3.717 psi 3.717 psi 3.717 psi 3.717 psi 82.158 psi 0.04524 OK Punching Shear All units k Load Combination... Vu Phl*Vn Vu 1 Phi*Vn Status +1.40D 14.333 psi 164.317osi 0.08723 OK +1.20D+0.50Lr+1,60L+1.60H 50.3 psi 164.317osi 0.3061 OK +1.20D+1.60L+0.50S+1.60H 50.3 psi 164.317osi 0.3061 OK +1.20D+1.60Lr+0.50L 24.165 psi 164.317osi 0.1471 OK +1.20D+1.60Lr+0.80W 12.286 psi 164.317osi 0.07477 OK +1.20D+0.50L+1.605 24.165 psi 164.317osi 0.1471 OK +1.20D+1.605+0.80W 12.286 psi 164.317 psi 0.07477 OK +1.20D+0.50Lr+0.50L+1.60W 24.165 psi 164.317osi 0.1471 OK +1,20D+0.50L+0.50S+1.60W 24.165 psi 164.317osi 0.1471 OK +1.20D+0.50L+0.20S+E 24.165 psi 164.317osi 0.1471 OK +0.90D+1.60W+1.60H 9.214 psi 164.317osi 0.05608 OK +0.90D+E+1.60H 9.214 psi 164.317osi 0.05608 OK •