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At(PA01(. - f S71/ SA/ 104 kiu h� RECEIVED MAR 8 2016 Calculation Packet CIIVOFTIGARD BUILDING DIVISION Polygon at Bull Mountain Sales Trailer Tigard, Oregon February 29, 2016 Client : Polygon Northwest Company okrA P$OFoo&_ Ovileols OREGON' Vit!LON', 2/29/2016 Calculations performed by: Dennis Heier, P.E. Vista Structural Engineering, LLC 7140 SW Queen Lane Beaverton, OR 97008 (971) 645-0901 ; . • , • ; I L.... I I' ; I 1 ; • ; ; . I 4 1 j •-•••.•••••;••••••ivi.,.....,, : : I ; I : 1 I I 1 1 ) I I 1 • 1 I t 1 f 4 • ' I 4 ) 1 : ! I -4 7 •1•••• ) . T• ill. I! .' • 1 t , i , i , , , , • i • 'N ' ' i ,, i • 1 .: •: 14. ! iii• ti , .. ? ; ; ; . 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' ' ' ' "ic'S" ' F—: . .. 1 .. . .. I 1 , ; • .7.1 or tr• . ., •'', .':.: ' : ,(D . t .' i z4 0". . Ss) `"). . c.j, ...... ...k X • • 1 . ' 0 VA v44 --...)-4 c•I , • . . • . . . . • • 8 1+ (..• .. 1 1 .1". , • • .1. 1..,.....1 i 1 . . • • . - • • . .• . • . , . • • • • i. _ • . . . . . . 1 . , Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH Project ID: 1392 Beaverton,OR 97008 Project Descr. Structural Changes (971)645-0901 dennis@vistastructural.com Prided 29 FEB 2016,521PM Lic.#. KW-06010523 Licensee:Vista Structural Enri gineeng,LLC Description: HEADERS ABOVE NEW WINDOW OPENINGS IN LEFT WALL(OFFICE 1 AND 2) Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-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 010.041s(0.05)I • • 2-2x4 Span-4.0 ft EService loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 fl r Desi.n OK Maximum Bending Stress Ratio = 0.227. 1 Maximum Shear Stress Ratio = 0.107: 1 Section used for this span 2-2x4 Section used for this span 2-2x4 fb:Actual 352.65 psi fv:Actual = 22.15 psi FB:Allowable = 1,552.50 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.000ft Location of maximum on span = 3.723 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio= 2841>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.030 in Ratio= 1578>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 ix,vImirtE Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb Fb V iv Fv +D-iii0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.129 0.061 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.08 156.73 1215.00 0.07 9.84 162.00 +0+1+1-1 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.116 0.055 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.08 156.73 1350.00 0.07 9.84 180.00 +D4r41 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.093 0.044 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.08 156.73 1687.50 0.07 9.84 225.00 +0+S41 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.227 0.107 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.18 352.65 1552.50 0.16 22.15 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.093 0.044 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.08 156.73 1687.50 0.07 9.84 225.00 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.196 0.092 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.16 303.67 1552.50 0.13 19.07 207.00 Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH Project ID: 1392 Beaverton,OR 97008 Project Descr: Structural Changes • (971)645-0901 dennis@vistastructural.com Printed 29 FEB 2018,5:21PM w s e ecta7 a "EE r Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: HEADERS ABOVE NEW WINDOW OPENINGS IN LEFT WALL(OFFICE 1 AND 2) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d CFN Ci Cr Cm C t C L M Po Fb V iv FY +D+0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.073 0.034 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.08 156.73 2160.00 0.07 9.84 288.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.073 0.034 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.08 156.73 2160.00 0.07 9.84 288.00 +O+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.073 0.034 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.08 156.73 2160.00 0.07 9.84 288.00 +D+0.750L40.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.141 0.066 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.16 303.67 2160.00 0.13 19.07 288.00 +O+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.141 0.066 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.16 303.67 2160.00 0.13 19.07 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.044 0.021 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.05 94.04 2160.00 0.04 5.91 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.044 0.021 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.05 94.04 2160.00 0.04 5.91 288.00 ati Load Combination Span Max.''Deb Location in Span Load Combination Max.'+Dei Location in Span 40+S-41 1 0.0304 2.015 0.0000 0.000 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overai MAXimum 0.180 0.180 Overal MINimum 0.048 0.048 +D+H 0.080 0.080 +D+L+H 0.080 0.080 +D+Lr+H 0.080 0.080 +D+S+H 0.180 0.180 +0+0.750Lr+0.750L+H 0.080 0.080 +D+0.750L+0.750S+H 0.155 0.155 +O40.60W+H 0.080 0.080 +D+0.70E+H 0.080 0.080 +D+0.750Lr+0.750L+0.450W+H 0.080 0.080 +O+0.750L+0.750S+0.450W+H 0.155 0.155 +D+0.750L+0.750S+0.5250E+H 0.155 0.155 +0.60D+0.60W+0.60H 0.048 0.048 40.60D+0.70E40.60H 0.048 0.048 D Only 0.080 0.080 Lr Only L Only S Only 0.100 0.100 W Only E Only H Only Title: Polygon at Bull Mountain Sales Trailer Vista Structural Engineering,LLC Project yg 7140 SW Queen Lane Engineer. DMH- Project ID: 1392 Beaverton,OR 97008 Project Descr Structural Changes (971)645-0901 dennis@vistastructural.com Pride&7 MAR 2016,240PM e -ee � r �*°4 »'Z'!i�� .0 .1A e '6 • Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Existing Ridge beam with additional covered entry overframing dead load(Allowable deflections:Snow load only=L/240,snow+dead=U180) N:07.0:2 IngIV.Fj; Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 3,100.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 3,100.0 psi Ebend-xx 2,000.0 ksi Fc-PrIl 3,000.0 psi Eminbend-XX 1,036.83 ksi Wood Species :Murphy Douglas Fir LVL Fc-Perp 750.0 psi Wood Grade :LVL 2.0E 3100 Fb Fv 285.0 psi Ft 1,950.0 psi Density 41.7500 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.0756) i + 0(0.27161 S(0.351 + i i • e,o<.k,•„ Firs je",a: .�x °". • • • • 6.0 X 24.0 • Span=35.0ft • e . ;l M;i atiService loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.01940, S=0.0250 ksf, Tributary Width=14.0 ft Uniform Load: D=0.01080 ksf,Extent=18.170->>28.170 ft, Tributary Width=7.0 ft Rzb , ::1Design OK Maximum Bending Stress Ratio = 0.620 1 Maximum Shear Stress Ratio = 0.344: 1 Section used for this span 6.0 X 24.0 Section used for this span 6.0 X 24.0 fb:Actual = 2,210.34 psi fv:Actual = 112.90 psi FB:Allowable = 3,565.00 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 17.883ft Location of maximum on span = 33.084 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.860 in Ratio= 488>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.700 in Ratio= 247>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M 1b Fb V fv Fv +O+H 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.392 0.219 0.90 1.000 1.00 1.00 1.00 1.00 1.00 52.56 1,094.94 2790.00 5.38 56.08 256.50 +0+141 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.353 0.197 1.00 1.000 1.00 1.00 1.00 1.00 1.00 52.56 1,094.94 3100.00 5.38 56.08 285.00 +0.4r+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.283 0.157 1.25 1.000 1.00 1.00 1.00 1.00 1.00 52.56 1,094.94 3875.00 5.38 56.08 356.25 +0+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.620 0.344 1.15 1.000 1.00 1.00 1.00 1.00 1.00 106.10 2,210.34 3565.00 10.84 112.90 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.283 0.157 1.25 1.000 1.00 1.00 1.00 1.00 1.00 52.56 1,094.94 3875.00 5.38 56.08 356.25 Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH Project ID: 1392 Beaverton,OR 97008 Project Descr. Structural Changes (971)645-0901 Bennis@vistastructu .com Prided 7 MAR 2016,240PM 4Q firlt ' ..e«� ralz�r t�, .r.r � '��,`.��, w' ��� ,,�t�Y. _.. . �p�T� r a •"�.�i Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Existing Ridge beam with additional covered entry overframing dead load(Allowable deflections:Snow load only=L/240,snow+dead=L1180) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M tb Fb V fv Pv +0+0.750L+0.750S44 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.542 0.301 1.15 1.000 1.00 1.00 1.00 1.00 1.00 92.70 1,931.34 3565.00 9.47 98.69 327.75 +0+0.60W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.221 0.123 1.60 1.000 1.00 1.00 1.00 1.00 1.00 52.56 1,094.94 4960.00 5.38 56.08 456.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.221 0.123 1.60 1.000 1.00 1.00 1.00 1.00 1.00 52.56 1,094.94 4960.00 5.38 56.08 456.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.221 0.123 1.60 1.000 1.00 1.00 1.00 1.00 1.00 52.56 1,094.94 4960.00 5.38 56.08 456.00 +0+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.389 0.216 1.60 1.000 1.00 1.00 1.00 1.00 1.00 92.70 1,931.34 4960.00 9.47 98.69 456.00 +0+0.750L+0.750S+0.5250E++1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.389 0.216 1.60 1.000 1.00 1.00 1.00 1.00 1.00 92.70 1,931.34 4960.00 9.47 98.69 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.132 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 31.53 656.96 4960.00 3.23 33.65 456.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=35.0 ft 1 0.132 0.074 1.60 1.000 1.00 1.00 1.00 1.00 1.00 31.53 656.96 4960.00 3.23 33.65 456.00 t-11 {� kit° e�^ o • %nn, M:.w6<-,<..-.m .114.. Load Combination Span Max.''Defl Location in Span Load Combination Max.'+•Defl Location in Span +0+S+H 1 1.7003 17.628 0.0000 0.000 y Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimun 11.864 12.109 Overall MINimum 3.443 3.590 • +04H 5.739 5.984 +D+L+H 5.739 5.984 +D+Lr+H 5.739 5.984 +D+S+H 11.864 12.109 +0+0.750Lr+0.750L+H 5.739 5.984 +D+0.750L+0.750S+H 10.333 10.578 +0+0.60W+H 5.739 5.984 +D+0.70E+H 5.739 5.984 +0+0.750Lr+0.750L+0.450W+11 5.739 5.984 +D+0.750L+0.750S+0.450W+H 10.333 10.578 +4J+0.750L+0.750S+0.5250E41 10.333 10.578 +0.60D+0.60W+0.60H 3.443 3.590 +0.60D+0.70E+0.60H 3.443 3.590 D Only 5.739 5.984 Lr Only L Only S Only 6.125 6.125 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. OMIT" Project ID: 1392 Beaverton,OR 97008 Project Descr Structural Changes - (971)645-0901 dennis@vistastructural.com PI t 4MAR 1016,7:49PM Lic.# KW-06010523 Licensee:Vista Structural Engineering. LLC Description: Ridge beam at overfamed area Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,000.0 psi Ebend-xx 1,700.0 ksi Fc-Prll 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D0.0540 S0.1250 °. Ste`:"z" �^ """ sm y a ��.,�C� ��... - �57,-...-_,.::: . � �s "`',v ,��; `-xr,_.� s, '.' 2210 { Span=13.750 ft r a :' ` �` .' Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load: D(S,E)=0.0540->0.0, S(S,E)=0.1250->0.0 k/ft,Extent=0.0->>13.750 ft, Trib Width=1.0 fl rbordwrifgaR-., 4 ; ' il 44 Desi n OK Maximum Bending Stress Ratio = 0.963 1 Maximum Shear Stress Ratio = 0.360: 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 1,217.90psi fv:Actual = 74.53 psi FB:Allowable = 1,265.00psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.821 ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.301 in Ratio= 547>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.431 in Ratio= 382>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 itattr ,. =,.. ,. ew , CDtm Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CI_ M fb Fb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.371 0.139 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.65 367.41 990.00 0.21 22.48 162.00 +04L+4-I 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.334 0.125 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.65 367.41 1100.00 021 22.48 180.00 4D4Lr44 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.267 0.100 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.65 367.41 1375.00 0.21 22.48 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.963 0.360 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.17 1,217.90 1265.00 0.69 74.53 207.00 +D40.750Lr40.750L41 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.267 0.100 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.65 367.41 1375.00 0.21 22.48 225.00 +040.750L+0.750S4H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLCProject Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH'" Project ID: 1392 Beaverton,OR 97008 Project Desc r: Structural Changes • (971)645-0901 dennis@vistastructural.com Flinfact 4 M.R 2016,7:49PM • 6 .. t �'`+t .T x°i s�"iT}.:.«,... °�' 'It��"�. A iEff`rs pT •< r4. � “ r. Lic.#:KW-06010523 Licensee:Vista Structural Engineering.LLC Description: Ridge beam at ovetframed area Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M 1b Pb V iv FY Length=13.750 ft 1 0.795 0.297 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.79 1,005.28 1265.00 0.57 61.52 207.00 4O40.60W4H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.209 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.65 367.41 1760.00 0.21 22.48 288.00 4O40.70E4H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.209 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.65 367.41 1760.00 0.21 22.48 288.00 4O40.750Lr40.750L+0.450W41 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.209 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.65 367.41 1760.00 0.21 22.48 288.00 4O40.750L40.750540.450W4H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.571 0.214 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.79 1,005.28 1760.00 0.57 61.52 288.00 4D+0.750L40.750S40.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.571 0.214 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.79 1,005.28 1760.00 0.57 61.52 288.00 40.60D40.60W40.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.125 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.39 220.45 1760.00 0.12 13.49 288.00 40.60D40.70E40.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.750 ft 1 0.125 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.39 220.45 1760.00 0.12 13.49 288.00 Ackirrriata,-Asi c"?, 1.4v: Load Combination Span Max. -Dell Location in Span Load Combination max."4-•Dell Location in Span 4D+S'H 1 0.4314 6.624 0.0000 0.000 z Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overal MAXmum 0.820 0.410 Overal MINimum 0.149 0.074 4041 0.248 0.124 4D+L+H 0.248 0.124 404141 0.248 0.124 4D+S+H 0.820 0.410 4D40.750Lr40.750L4H 0.248 0.124 4D40.750140.750S4H 0.677 0.339 4O40.60W4H 0.248 0.124 4040.70E41 0.248 0.124 4D40.750Lr40.750L40.450W4H 0.248 0.124 4D40.750L40.750540.450WIH 0.677 0.339 4D40.750L40.750S40.5250E4H 0.677 0.339 40.60D40.60W40.60H 0.149 0.074 40.60D40.70E40.60H 0.149 0.074 D Only 0.248 0.124 Lr Only L Only S Only 0.573 0.286 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH- Project ID: 1392 Beaverton,OR 97008 Project Descr. Structural Changes (971)645-0901 dennis@vistastructural.com Prt 4 MAR 2016,749P Lic.#: KW-06010523 Licensee:Vista Structural Engineering.LLC Description: Header above new double 3-0 entry doors Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-1 0 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-1 0 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pdl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :DouglasFir-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 13(0'2 o)f56)7s)111. + + 6x6 . � I Span=6.OR . R e Service loads entered.Load Factors will be applied for calculations. Point Load: D=0.3780, S=0.8750 k @ 3.0 ft Uniform Load: D=0.01080 ksf, Tributary Width=7.0 ft 1Ca " Desi.n OK Maximum Bending Stress Ratio = 0.928 1 Maximum Shear Stress Ratio = 0.196: 1 Section used for this span 6x6 Section used for this span 6x6 fb:Actual 960.59 psi fv:Actual = 40.67 psi FB:Allowable = 1,035.00psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D-KS-PH Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.056 in Ratio= 1284>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360' Max Downward Total Deflection 0.098 in Ratio= 731>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv FV +D+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.485 0.117 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.91 392.60 810.00 0.38 18.98 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.436 0.105 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.91 392.60 900.00 0.38 18.98 180.00 +0+1r+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.349 0.084 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.91 392.60 1125.00 0.38 18.98 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.928 0.196 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.22 960.59 1035.00 0.82 40.67 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.349 0.084 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.91 392.60 1125.00 0.38 18.98 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH" Project ID: 1392 Beaverton,OR 97008 Project Desrx: Structural Changes (971)645-0901 dennis@vistastructural.com Purled:4 MMR 2016,7:49PM ": e r m4 7m r 2. d _. r*.'*V•# J. Lic.#:KW-06010523 Licensee:Vista Structural Engineering.LLC Description: Header above new double 3-0 entry doors Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C t C r Cm C t C L M lb Fb V fv F'v Length=6.0 ft 1 0.791 0.170 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.89 818.59 1035.00 0.71 35.25 207.00 +0+0.60W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.273 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.91 392.60 1440.00 0.38 18.98 288.00 4040.70E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.273 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.91 392.60 1440.00 0.38 18.98 288.00 4040.750Lr40.750140.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.273 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.91 392.60 1440.00 0.38 18.98 288.00 4040.750L40.750S40.450W44 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.568 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.89 818.59 1440.00 0.71 35.25 288.00 40+0.750L+0.750S+0.5250E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.568 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.89 818.59 1440.00 0.71 35.25 288.00 40.60D40.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.164 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.54 235.56 1440.00 0.23 11.39 288.00 40.60D40.70E40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.164 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.54 235.56 1440.00 0.23 11.39 288.00 Load Combination Span Max.''Dell Location in Span Load Combination Max.'+Defl Location in Span +D+S+H 1 0.0985 3.022 0.0000 0.000 Support notation:Far left is#1 Values in KIPS . Load Combination Support 1 Support 2 Overal MAXimum 0.853 0.853 Overal MINimum 0.249 0.249 +D+H 0.416 0.416 +D+L+H 0.416 0.416 404Lr4H 0.416 0.416 40+S+H 0.853 0.853 +040.7501r40.750L44 0.416 0.416 +D+0.750L+0.750S+1-1 0.744 0.744 +D+0.60W+H 0.416 0.416 +D+0.70E+H 0.416 0.416 +D+0.750Lr+0.750L40.450W+H 0.416 0.416 +D40.750L+0.750S40.450W+H 0.744 0.744 +D40.750L+0.750S+0.5250E+H 0.744 0.744 +0.60D40.60W40.60H 0.249 0.249 40.60D+0.70E40.60H 0.249 0.249 D Only 0.416 0.416 Li Only L Only S Only 0.438 0.438 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH- Project ID: 1392 Beaverton,OR 97008 Project Descx: Structural Changes • (971)645-0901 dennis@vistastructural.com Prided:29 FEB 2016,521PM Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Header above windows at sides of entry doors Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :Doug lasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + + ow.105Lsco.175) + + 2-2x6 Span=3.0ft } • . . a . . , a Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=7.0 fl . .a ,w ,w -i Desi n OK Maximum Bending Stress Ratio = 0.189 1 Maximum Shear Stress Ratio = 0.129 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 tb:Actual = 249.92 psi fv:Actual = 26.76 psi FB:Allowable 1,345.50 psi Fv:Allowable 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 7468>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.008 in Ratio= 4667>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 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 tb Fb V fv F1r +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.089 0.062 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.12 93.72 1053.00 0.11 10.03 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.080 0.056 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.12 93.72 1170.00 0.11 10.03 180.00 +0+1r+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=3.0 ft 1 0.064 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.12 93.72 1462.50 0.11 10.03 225.00 +0+541 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.186 0.129 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.32 249.92 1345.50 0.29 26.76 207.00 +D+0.750Lr+0.750L41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.064 0.045 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.12 93.72 1462.50 0.11 10.03 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.157 0.109 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.27 210.87 1345.50 0.25 22.57 207.00 • Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH Project ID: 1392 Beaverton,OR 97008 Project Des= Structural Changes • (971)645-0901 Bennis@vistastntctural.com Pin1e�29 FEB 2016,521PM i,�® o ! Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Header above windows at sides of entry doors Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 C r C m C t C L M fb Fb V fv F v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.050 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 93.72 1872.00 0.11 10.03 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.050 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 93.72 1872.00 0.11 10.03 288.00 +0+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.050 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 93.72 1872.00 0.11 10.03 288.00 +D+0.7501+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.113 0.078 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 210.87 1872.00 0.25 22.57 288.00 +0+0.7501+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.113 0.078 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 210.87 1872.00 0.25 22.57 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.030 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 56.23 1872.00 0.07 6.02 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.030 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 56.23 1872.00 0.07 6.02 288.00 Load Combination Span Max.'•Dell Location in Span Load Combination Max. Defl Location in Span +D+S+H 1 0.0077 1.511 0.0000 0.000 F • F Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overal MAXimum 0.420 0.420 Overal MINimum 0.095 0.095 +D+H 0.158 0.158 +O+L+H 0.158 0.158 +O+Lr+H 0.158 0.158 +D+S+H 0.420 0.420 +0+0.750Lr+0.750L+H 0.158 0.158 +D+0.750L+0.750S+H 0.354 0.354 +D+0.60W+H 0.158 0.158 +D+0.70E+H 0.158 0.158 +0+0.750Lr+0.750L+0.450W+H 0.158 0.158 +0+0.750L+0.750S+0.450W41 0.354 0.354 +0+0.750L+0.7505+0.5250E+H 0.354 0.354 +0.60D+0.60W+0.60H 0.095 0.095 +0.60D+0.70E+0.60H 0.095 0.095 D Only 0.158 0.158 Lr Only L Only S Only 0.263 0.263 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMFF Project ID: 1392 Beaverton,OR 97008 Project Descr. Structural Changes • (971)645-0901 dennistvistastructural.com Prmtect 29 FEB 2016,531PM Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Header above windows in back wall of restroom 0 Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-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 i i D(0.105)S(0.175)+ + i to or A At !t! 2-2x6 Span-2.0 rt Service loads entered.Load Factors will be applied for calculations. Uniform FLoad: D=0.0150, S=0.0250 ksf, Tributary Width=7.0 fl ' i 5 5,. ...r .... Desi n OK Maximum Bending Stress Ratio = 0.083 1 Maximum Shear Stress Ratio = 0.067 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 111.07 psi fv:Actual = 13.93 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +9+541 Load Combination +D+S+H Location of maximum on span = 1.000ft Location of maximum on span = 1.547ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.002 in Ratio= 15753>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci C r C m C t C L M lb Pb V fv Fv +O+H 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.040 0.032 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.05 41.65 1053.00 0.06 5.23 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.036 0.029 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.05 41.65 1170.00 0.06 5.23 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.028 0.023 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.05 41.65 1462.50 0.06 5.23 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.083 0.067 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.14 111.07 1345.50 0.15 13.93 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.028 0.023 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.05 41.65 1462.50 0.06 5.23 225.00 +0+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.070 0.057 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.12 93.72 1345.50 0.13 11.76 207.00 Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMFfProject ID: 1392 Beaverton,OR 97008 Project Descr. Structural Changes • (971)645-0901 dennis@vistastructural.com Printed 29 FEB 2016,5:21PM Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Header above windows in back wall of restroom Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t CL M lb Pb V iv Pv +D40.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.022 0.018 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 41.65 1872.00 0.06 5.23 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.022 0.018 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 41.65 1872.00 0.06 5.23 288.00 +0+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.022 0.018 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 41.65 1872.00 0.06 5.23 288.00 4040.750L40.750S40.450W41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.050 0.041 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 93.72 1872.00 0.13 11.76 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.050 0.041 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 93.72 1872.00 0.13 11.76 288.00 40.60D+0.60W40.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.013 0.011 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.03 24.99 1872.00 0.03 3.14 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.013 0.011 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.03 24.99 1872.00 0.03 3.14 288.00 Load Combination Span Max.''Dell Location in Span Load Combination Max.'+'Deft Location in Span 4D+S4H 1 0.0015 1.007 0.0000 0.000 Support notation:Far left is#1 Values in KIPS E k t Load Combination Support 1 Support 2 Overall MAXimum 0.280 0.280 Overall MlNknum 0.063 0.063 +D+H 0.105 0.105 +041++1 0.105 0.105 4D+Lr4H 0.105 0.105 40+S+H 0.280 0.280 +0+0.750Lr+0.750L+H 0.105 0.105 +D40.750L40.750S+H 0.236 0236 +040.60W4H 0.105 0.105 +D40.70E41-1 0.105 0.105 4D40.750Lr40.750L40.450W4H 0.105 0.105 4D40.750L40.750S40.450W+H 0236 0.236 4D+0.750L40.750S40.5250E4H 0236 0.236 +0.60D40.60W40.60H 0.063 0.063 40.60D40.70E40.60H 0.063 0.063 D Only 0.105 0.105 Lr Only L Only S Only 0.175 0.175 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH Project ID: 1392 Beaverton,OR 97008 Project Descr: Structural Changes (971)645-0901 dennis@vistastructural.com Prmkrt 29 FEB 2016,521PM Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Header above window at front of office 1 - Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-1 0 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-1 0 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :Doug lasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling I + + D(0.105V(0.175) + + 1 40 • 1 iii I 3 I Span=5.0 ft ,. 'h ,'' "� Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=7.0 fl 1 '# ` s M , ;.•! .a Desi n OK Maximum Bending Stress Ratio = 0.515 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 tb:Actual = 694.21 psi fv:Actual = 52.02 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D-i-S41 Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio= 1613>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.060 in Ratio= 1008>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Pv +041 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0247 0.120 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.33 260.33 1053.00 0.21 19.51 162.00 +044+1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.223 0.108 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.33 260.33 1170.00 0.21 19.51 180.00 +0+1141 t300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=5.0 ft 1 0.178 0.087 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.33 260.33 1462.50 0.21 19.51 225.00 +0+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.516 0251 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.88 694.21 1345.50 0.57 52.02 207.00 +0+0.7501r+0.750L-41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.178 0.087 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.33 260.33 1462.50 0.21 19.51 225.00 +0+0.750L+0.750S41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.435 0.212 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.74 585.74 1345.50 0.48 43.90 207.00 1 Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer • 7140 SW Queen Lane Engineer: DMH Project ID: 1392 Beaverton,OR 97008 Project Descr Structural Changes (971)645-0901 dennis@vistastructural.com Printed 29 FEB 2016,521PM per.r •- p,x � <`` sQ me a t „al 06010523 Licensee:Vista Structural Engineering,LLC Description: Header above window at front of office 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb Fb V fv FY +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.139 0.068 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 260.33 1872.00 0.21 t9.51 288.00 +D+0.70E+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.139 0.068 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 260.33 1872.00 0.21 19.51 288.00 +0+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.139 0.068 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 260.33 1872.00 0.21 19.51 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.313 0.152 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.74 585.74 1872.00 0.48 43.90 288.00 +0+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.313 0.152 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.74 585.74 1872.00 0.48 43.90 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.083 0.041 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 156.20 1872.00 0.13 11.71 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.083 0.041 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 156.20 1872.00 0.13 11.71 288.00 Load Combination Span Max."-*Dell Location in Span Load Combination Max.'+Defl Location in Span +D+S+41 1 0.0595 2.518 0.0000 0.000 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overal MAXimum 0.700 0.700 Overal MINimum 0.158 0.158 +D+H 0.263 0.263 +D+L+H 0.263 0263 +D+Lr+H 0.263 0.263 +D+S+H 0.700 0.700 +D+0.750Lr+0.750L+H 0263 0.263 +D+0.750L+0.750S+H 0.591 0.591 +D+0.60W+11 0.263 0.263 +D+0.70E+H 0.263 0263 +D+0.750Lr+0.750L+0.450W+H 0.263 0.263 +D+0.750L+0.750S+0.450W+H 0.591 0.591 +D+0.750L+0.750S+0.5250E+H 0.591 0.591 +0.600+0.60W+0.60H 0.158 0.158 +0.60D+0.70E+0.60H 0.158 0.158 D Only 0.263 0263 Lr Only L Only S Only 0.438 0.438 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH- Project ID: 1392 Beaverton,OR 97008 Project Descr. Structural Changes (971)645-0901 dennis@vistastructural.com gg Pride&7 MAR 2016,247PM ♦ 6 Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Roor joists supporting walls at front and back of office#2 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-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 1 y 13(0.01333)L(0.05332) • • z^-xgam s, oto g Utz f Fz { ," ' k • A 2x6 • Span=7.06 nErP.Mo; ail Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.333 fl Point Load: D=0.1070 k @ 3.50 ft,(wall dead load) Point Load: D=0.210 k @ 3.50 ft,(Ceiling Load) 1 i. �crt" " $ .... .: Desi.n OK Maximum Bending Stress Ratio = 0.708 1 Maximum Shear Stress Ratio = 0.270 : 1 Section used for this span 2x8 Section used for this span 2x8 tb:Actual = 879.39 psi Tv:Actual = 48.64 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio= 2209>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.099 in Ratio= 847>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m Cr CI_ M fb Pb V fv Fig +0+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.520 0.168 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.64 581.16 1117.80 0.20 27.22 162.00 40441 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Length=7.0 ft 1 0.708 0.270 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.96 879.39 1242.00 0.35 48.64 180.00 +04r41 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.374 0.121 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.64 581.16 1552.50 0.20 27.22 225.00 +0+841 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.407 0.131 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.64 581.16 1428.30 0.20 27.22 207.00 +0+0.7501J+0.750L+11 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.518 0.192 1.25 1200 1.00 1.15 1.00 1.00 1.00 0.88 804.83 1552.50 0.31 43.28 225.00 Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH Project ID: 1392 Beaverton,OR 97008 Project Descr. Structural Changes • (971)645-0901 dennis©vistastructural.com Rim 7 MAR 2016,2:47PM ;It jirel Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Floor joists supporting walls at front and back of office#2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r Cm C t CL M tb Fb V fv Pv 4D+0.750L+0.750S4H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.563 0.209 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.88 804.83 1428.30 0.31 43.28 207.00 +D+0.60W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.292 0.095 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.64 581.16 1987.20 0.20 27.22 288.00 +D+0.70E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.292 0.095 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.64 581.16 1987.20 0.20 27.22 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.405 0.150 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.88 804.83 1987.20 0.31 43.28 288.00 +0+0.750L+0.750S40.450W+4-I 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.405 0.150 1.60 1200 1.00 1.15 1.00 1.00 1.00 0.88 804.83 1987.20 0.31 43.28 288.00 4D40.750L40.750S40.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.405 0.150 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.88 804.83 1987.20 0.31 43.28 288.00 +0.60D40.60W40.60H 1200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.175 0.057 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.38 348.69 1987.20 0.12 16.33 288.00 40.60D40.70E40.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.175 0.057 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.38 348.69 1987.20 0.12 16.33 288.00 Load Combination Span Max.''Del Location in Span Load Combination Max."+'Dell Location in Span 4D4.4H 1 0.0992 3.526 0.0000 0.000 . Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXmum 0.392 0.392 Overall MINimum 0.123 0.123 • 404H 0.205 0.205 404L+H 0.392 0.392 +D1Lr4H 0205 0.205 +0+S4H 0.205 0.205 4D+0.750Lr40.750L+4-1 0.345 0.345 +040.750L40.750S4H 0.345 0.345 40+0.60W41-1 0.205 0205 4D+0.70E4H 0.205 0205 +040.750Lr40.750L+0.450W4H 0.345 0.345 40+0.750L40.7505+0.450W4H 0.345 0.345 4D+0.750L40.750S+0.5250E4H 0.345 0.345 40.60D40.60W40.60H 0.123 0.123 +0.60D40.70E40.60H 0.123 0.123 D Only 0.205 0205 Lr Only L Only 0.187 0.187 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH Project ID: 1392 Beaverton,OR 97008 Project Descr. Structural Changes (971)645-0901 dennis@vistastructural.com Primbrk 7 M4R 2016,2:51PM a�,i Q7',. ; .1 7 4:fns " e t ►1 Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Floor beam supporting new ceiling loading Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-roc 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling I + + wows + + wo.oer 1 + + ± m t V wo.07u0s to r • • 1 4x13 • Ii Span.1.0 S • , e m Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=7.0 ft,(floor) Uniform Load: D=0.010 ksf, Tributary Width=8.0 ft,(wall dead load) Uniform Load: D=0.0150 ksf, Tributary Width=9.0 ft •77,721`x4 Design OK Maximum Bending Stress Ratio = 0.378 1 Maximum Shear Stress Ratio = 0.260: 1 ' Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 442.25 psi fv:Actual = 46.81 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L41 Load Combination +D+L+}t Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 5262>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 2607>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D41 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.212 0.146 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.57 223.08 1053.00 0.40 23.61 162.00 40+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=4.0 ft 1 0.378 0.260 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.13 442.25 1170.00 0.79 46.81 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.153 0.105 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.57 223.08 1462.50 0.40 23.61 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.166 0.114 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.57 223.08 1345.50 0.40 23.61 207.00 +0+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.265 0.182 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.99 387.46 1462.50 0.69 41.01 225.00 Vista Structural Engineering,LLC Project Title: Polygon at Bull Mountain Sales Trailer 7140 SW Queen Lane Engineer. DMH- Project ID: 1392 Beaverton,OR 97008 Project Descr. Structural Changes (971)645-0901 dennis@vistastructural.com Pnrdet 7 MAR 2016,251PM - 4 v � � s", E ..,__ #a. `.._ « eve ��' VA Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Floor beam supporting new ceiling loading Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M tb Fb V N FY +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.288 0.198 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.99 387.46 1345.50 0.69 41.01 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.119 0.082 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.57 223.08 1872.00 0.40 23.61 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.119 0.082 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.57 223.08 1872.00 0.40 23.61 288.00 +0+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.207 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.99 387.46 1872.00 0.69 41.01 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.207 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.99 387.46 1872.00 0.69 41.01 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.207 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.99 387.46 1872.00 0.69 41.01 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.072 0.049 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 133.85 1872.00 0.24 14.17 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.072 0.049 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 133.85 1872.00 0.24 14.17 288.00 Load Combination Span Max.''Dell Location in Span Load Combination Max.'+'Defl Location in Span +D+L+H 1 0.0184 2.015 0.0000 0.000 6 ° Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overal MAXrmum 1.130 1.130 Overal MINimum 0.342 0.342 - +D+H 0.570 0.570 +D+L+H 1.130 1.130 +D+Lr+H 0.570 0.570 +O+S+H 0.570 0.570 +O+0.750Lr+0.750L+H 0.990 0.990 +D+0.750L+0.750S+H 0.990 0.990 +D+0.60W+H 0.570 0.570 +D+0.70E+H 0.570 0.570 +D+0.750Lr+0.750L+0.450W+H 0.990 0.990 +D+0.750L+0.750S+0.450W+H 0.990 0.990 +D+0.750L+0.750S+0.5250E+H 0.990 0.990 +0.60D+0.60W+0.60H 0.342 0.342 +0.60D+0.70E+0.60H 0.342 0.342 D Only 0.570 0.570 Lr Only L Only 0.560 0.560 S Only W Only E Only H Only Polygon @ Bull Mtn. Sales Trailer _ 2,29;2016 I S T A PROD* STRUCTURAL -- 1392 _. .� mat. ENCa1NEERING LLC DMH ' I ; j i s I ' y ' i _.: ..._._. ._...•, _ .;. ",..,._ . ..._._.,.. _._....1. ... ._.. .. ._...._-. : . .. New loading at ends of LVL ridge beam, P = 12,109# Required footing size, given existing (2) 6x8 footing shown on approved plans dated 11/30/15: - A(req'd) = 12,109#/ 1,500 psf= 8.07 ft^2 A(req'd) = L x W _. Given W= 15" = 1.25', . L(req'd) = 6.46' Install new footing: (2) 6x8 x 7'-0" long t i F_. .v_._.__.i a .& S •--+&)4 ,..a ±kkc fi___. __..._ „ ...y._ i _ _ , .,..__. r.:: a i . .. ,i. i-- L I ii 1 � E •ii: CF t� s. 1 _..: S r r t � , i 1 litra , a-� iiz : - -- ---I-- :nRA. � � - -L f .-..-1-......1.---.1 14 , i i i I: -i•-•-.4-•---1 I I , 1 �s i� 7 i - _ . ._a ".-_ ._ �. , —' - _ 4-- ----- ..... .-- 4 4 u_ ..... ..... ____..._ i... _. __........ ....... r _._ _ r _. .