Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (37)
C c \C-i- VC \ 1u� , . `~`\>- • RECEIVED MAR 072019 CITY OF TIGARD BUILDING DIVISION ark..7:: Polygon Northwest 7 , Structural Calculations Roshak Sales Trailer Structural analysis and design for community sales trailer REVIEWED BY: Dennis Heier, PE P .����o RQp G®5 oGIN44, % a 85273. 1 -'�`� 401 O'=: GON `1V.310.‘64., 02/15/ 1- EXPIRES:6!30/2019 Project No: 2062 Note: Our firm has reviewed the attached plans from Modern Building Systems for the 28'x35' modular office, dated 11/30/15. The design meets or exceeds all current codes as adopted by the city of Tigard and our firm stands behind the design of the building provided on the attached plans. ' --1 PRO& Roshak Sales Trailer / DATE: .,:', -, 2/15/2019 I oi ''''.* VISTA 1pRoJi. . 1. . . . i, - NGR: ENGINEERIN , LLC DM H 1-7--- ; ; : 1 ; ; , • ,. , ; : , ,, ! , ; 1 ! ii ' .VIP‘He•I tiP: g 1400t----.1. -1Deff: .- 0 .,E 146 IttritEl eS--if I , . . m.41TEigte.,- ! : : : : • We-i a*-1-7 (p - 2 x--ta; 1*Frrasi (7-,2 - - Acp40- sii-)4442s ! ! , Lf I - t/2 ( 64p50,4.: 1.4.4t6' : ' : : i , 2 .. . 1 — 77_738.,. p4. )f..,47-0644 I -•... . /A L4'kiets ‘-4i -.0Ai,-.1- ' - ; ! ; , ' 0 , _ , , . • .1.. i 1 - 2x6 CLG. JOISTS @ 24" 0.C. 5 . TOTAL , 19.4 ....1.......i.. .._., ....1. , i :... . Ai ;W6 HIT L. 0.P7 Q..F';,);?-0.7.09ig.,DL ..rcor i,..(Fie,614.:'. 60.1,10-4.1417*6) ...kra.4 ., - . - 2.,>(s 1p RkTTE--g5- i @ v# 37", 1 .7,.....,. 0...S5,,.._.„g-jf44-4444, kit]w'14) i i :0.1 ; - it , i : ! ii --I • (444s.*: ick-f-cizr ! i ' ' Ail - AcP.Iiimfr...sii-tA/64i,S. ' ' __-_ _ __ TOTAL ! - , ' 104, '. . . ! 1 : . . . . . . . . . . . . . . . , • . , . . . , • • : , : 1 : . ; . , . . . . . : . . • - . .-4- 1 1 : • : . • ,: ; . ; . . : - . ------ • I : . • .: j...„.. ..... ;.......... .,.i • : 71-.. i.-7-717 ... : • - : : , i . : ! ! ' : ; -' . ! 4 : , . , .. .• . .. . , ; : . : • , • . : ;' ; ; - : i • . , . i ! - - -• ' ; ; i t , t ; . • • i . . .. . , . , t i :4 : i ; ; • : . • . • • • : . , : ; : i 1- : i - • -; ; ' • ' . _. ; , , . . . , .. . .. . . : • : ,; : . .;; 1 ;1, , `r. i . . , , :, . . . . . . - . . . . . . . . . . . .. . . . ___. Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH Ili Portland,Oregon 97229 Project ID: 2062 +1/ www.vistastructural.com Project Descr:Structural Changes dennis@vistastructural.com (971)645-0901 Wood Beam File=C:=Users\Dennis\Dropbox\VISTAS-21VISTAJ-1\ENERCA-112062.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: HEADERS ABOVE NEW WINDOW OPENINGS IN LEFT WALL(OFFICE 1 AND 2) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 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-torsional buckling D(0.04)S(0.05) b 8 0 0 0 2-2x4 Span=4.0 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design 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 N: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 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb Pb V fv F'v +D+H 0.00 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 +D+L+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 0.116 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 +D+Lr+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+S+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 0.227 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 Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 2062 44 +// www.vistastructural.com Project Descr:Structural Changes // dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-2\VISTAJ-1\ENERCA-1\2062.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. 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 Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +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 +D+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+0.750L+0.750S+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 +D+0.750L+0.7505+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 Overall Maximum Deflections Load Combination Span Max '"Defl Location in Span Load Combination Max."+'Defl Location in Span +D+5+H 1 0.0304 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 _ Overall MAXimum 0.180 0.180 Overall MINimum 0.100 0.100 +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 +D+0.750Lr+0.750L+H 0.080 0.080 +D+0.750L+0.750S+H 0.155 0.155 +D+0.60W+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 +D+0.750L+0.750S+0.450W+H 0.155 0.155 +D+0.750L+0.7505+0.5250E+H 0.155 0.155 +0.60D+0.60W+0.60H 0.048 0.048 +0.60D+0.70E+0.60H 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 LjVista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 2062 www.vistastructural.com Project Descr:Structural Changes dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-21VISTAJ-11ENERCA-112062.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lk.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Existing Ridge beam with additional covered entry overframing dead load(Allowable deflections:Snow load only=U240,snow+dead=U180) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 3,100.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 3,100.0 psi Ebend-xx 2,000.0 ksi Fc-Prll 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 41.750 pcf • Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0756) D(0.2716)8(0.35) b o 0 0 b 0 d 0 0 l . 6.0 X 24.0 ' Span=35.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.01940, 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 DESIGN SUMMARY Desi•n 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 Maximum Forces Sr Stresses for Load Combinations binations 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 Pb V fv F'v +D+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 +D+L+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 0.353 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 +D+Lr4j 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 +D+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 Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 2062 1'4'L0 www.vistastructural.com Project Descr:Structural Changes dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-21VISTAJ-1\ENERCA-1\2062.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Existing Ridge beam with additional covered entry overframing dead load(Allowable deflections:Snow load only=U240,snow+dead=U180) 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 F'v 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 +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 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 +D+0.60W+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+0.70E+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 +D+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 +D+0.750L+0.750S+0.5250E+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 +0.60D+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 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5+H 1 1.7003 17.628 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.864 12.109 Overall MINimum 6.125 6.125 +D+H 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 +D+0.750Lr+0.750L+H 5.739 5.984 +0+0.750L+0.750S+H 10.333 10.578 +D+0.60W+H 5.739 5.984 +D+0.70E+H 5.739 5.984 +D+0.750Lr+0.750L+0.450W+H 5.739 5.984 +D+0.750L+0.750S+0.450W+H 10.333 10.578 +D+0.750L+0.750S+0.5250E+H 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 Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 206211111111410 Descr:Structural Changes www.vistastructural.com dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users1Dennis\Dropbox\VISTAS-2\VISTAJ-11ENERCA-1\2062.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Ridge beam at overframed area CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity Load Combination ASCE7-1 0 Fb- 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 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling o b b D(0.054,0)S(0.125,0) b o 2x10 Span=13.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load: D=0.0540->0.0, S=0.1250->0.0 k/ft,Extent=0.0-->>13.750 ft, Trib Width=1.0 ft DESIGN SUMMARY 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 = 1,217.90 psi fv:Actual = 74.53 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 = 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 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 C m C t C L M fb Pb V fv F'v +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 +D+L+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 0.334 0.125 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.65 367.41 1100.00 0.21 22.48 180.00 +D+Lr+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 0.267 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+5+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 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 j0. Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 2062 www.vistastructural.com Project Descr:Structural Changes ttio01* dennis@vistastructural.com (971)645-0901 Wood Beam Software =C:\Users\Dennis\Dropbox\VISTAS-2\VISTAJ-11ENERCA-1\2062.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Ridge beam at overframed area Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv F'v 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+0.750L+0.7505+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 0.795 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 +D+0.60W+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 0.209 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 +0+0.70E+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 0.209 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 +D+0.750Lr+0.750L+0.450W+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 0.209 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 +D+0.750L+0.7505+0.450W+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 +D+0.750L+0.750S+0.5250E+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 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ii 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 +0.60D+0.70E+0.60H 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 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.4314 6.624 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.820 0.410 - Overall MINimum 0.573 0.286 +D+H 0.248 0.124 +D+L+H 0.248 0.124 +D+Lr+H 0.248 0.124 +D+S+H 0.820 0.410 +D+0.750Lr+0.750L+H 0.248 0.124 +D+0.750L+0.7505+H 0.677 0.339 +D+0.60W+H 0.248 0.124 +D+0.70E+H 0.248 0.124 +0+0.750Lr+0.750L+0.450W+H 0.248 0.124 +0+0.750L+0.7505+0.450W+H 0.677 0.339 +0+0.750L+0.750S+0.5250E+H 0.677 0.339 +0.60D+0.60W+0.60H 0.149 0.074 +0.60D+0.70E+0.60H 0.149 0.074 D Only 0.248 0.124 _._ _. _ _ Only_ - _ L Only S Only 0.573 0.286 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH Portland, gProject ID: 2062 � tr�' www.vistasructuralcomOreon97229 Project Descr:Structural Changes dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-21VISTAJ-1\ENERCA-1\2062.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Header above new double 3-0 entry doors CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 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-torsional buckling D(0.378)S(0.875) D(0.0756) 0 o , o 0 6x6 span=60ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=0.3780, S=0.8750 k@3.0ft Uniform Load: D=0.01080 ksf, Tributary Width=7.0 ft DESIGN SUMMARY 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 = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward 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 Maximum Forces&Stresses for Load Combinations 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 F'b V fv F'v +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 +D+Lr+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+0.7505+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 Roshak Sales Trailer '\ 14718 NW Delia Street Engineer: DMH 1 Portland,Oregon 97229 Project ID: 2062 www.vistastructural.com Project Descr:Structural Changes 1` dennis@vistastructural.corn (971)645-0901 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-2\VISTAJ-1\ENERCA-1\2062.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lie.#: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 Cd C FN Ci Cr Cm C t CL M fb F'b V N 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 +D+0.60W+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 0.273 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 +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=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 +0+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=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 +D+0.750L+0.7505+0.450W+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 0.568 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 +D+0.750L+0.7505+0.5250E+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 0.568 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 +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=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 +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=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 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0985 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.853 0.853 Overall MINimum 0.438 0.438 +D+H 0.416 0.416 +D+L+H 0.416 0.416 +D+Lr+H 0.416 0.416 +D+S+H 0.853 0.853 +D+0.750Lr+0.750L+H 0.416 0.416 +0+0.750L+0.7505+H 0.744 0.744 +D+0.60W+H 0.416 0.416 +D+0.70E+H 0.416 0.416 +D+0.750Lr+0.750L+0.450W+H 0.416 0.416 +D+0.750L+0.750S+0.450W+H 0.744 0.744 +0+0.750L+0.7505+0.5250E+H 0.744 0.744 +0.60D+0.60W+0.60H 0.249 0.249 +0.60D+0.70E+0.60H 0.249 0.249 D Only 0.416 0.416 Lr Only L Only S Only 0.438_ 0.438 W Only E Only - H Only Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 2062 N1144� 11/ www.vistastructural.com Project Descr:Structural Changes .�� dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users1 Dennis 1Dropbox\VISTAS-2\VISTAJ-11ENERCA-1\2062.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Header above windows at sides of entry doors CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 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 32.210pcf • Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.105)S(0.175) a a v a c 2..2x6 Olk Span=3.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=7.0 ft . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.186 1 Maximum Shear Stress Ratio = 0.129 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: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 = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 j 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 Maximum Forces&Stresses for Load Combinations 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 F'b V fv F'v +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 +D+Lr+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 +D+S+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 0.186 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+0.750L+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 +D+0.750L+0.75054j 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 4 Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer j 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 2062 �� sstastructural.com denniProject Descr:Structural Changes Bennis@vistastructural.com (971)645-0901 File=C:\Users\Dennis\Dropbox1VISTAS-2\VISTAJ-1\ENERCA-112062.ec6. L Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 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 C d C FN C i Cr Cm C t CL M fb F'b V fv re +0+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 +D+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+0.750L+0.7505+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 +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=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 - Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Deft Location in Span +D+S+H 1 0.0077 1.511 0.0000 0.000 _ Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 - Overall MAXimum 0.420 0.420 - Overall MINimum 0.263 0.263 +D+H 0.158 0.158 +D+L+H 0.158 0.158 - +D+Lr+H 0.158 0.158 +D+5+1-I 0.420 0.420 +D+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 +D+0.750Lr+0.750L+0.450W+H 0.158 0.158 +D+0.750L+0.7505+0.450W+H 0.354 0.354 +D+0.750L+0.750S+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 -_ n y - --- E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH 114401' Portland,Oregon 97229 Project ID: 2062 4144 I* Project Descr:Structural Changes 1/ www.vistastructural.com �� dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users\Dennis1Dropbox\VISTAS-2\VISTAJ-11ENERCA-1\2062.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Header above windows in back wall of restroom CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 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-torsional buckling D(0.105)S(0.175) 0 0 0 0 0 • 2-2x6 AN Span=2.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=7.0 ft DESIGN SUMMARY Design 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 +D+S+H Load Combination +D+S+H Location of maximum on span = 1.000ft Location of maximum on span = 1.547 ft 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 Maximum Forces&Stresses for Load Combinations 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 F'b V fv F'v +D+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+Lr4l 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 +D+0.750L+0.7503+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 Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 2062 www.vistastructural.com Project Descr:Structural Changes denn is@vistastructural.com (971)645-0901 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-2\VISTAJ-1\ENERCA-1\2062.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 . 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 Cm C t CL M ft) F'b V N 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=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 +D+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 +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=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+0.7505+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 - +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=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 - Overall Maximum Deflections Load Combination Span Max.="Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0015 1.007 0.0000 0.000 _ Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 " Overall MAXimum 0.280 0.280 _ Overall MINimum 0.175 0.175 +D+H 0.105 0.105 +D+L+H 0.105 0.105 +D+Lr+H 0.105 0.105 +D+S+H 0.280 0.280 +1D+0.750Lr+0.750L+H 0.105 0.105 +D+0.750L+0.750S+H 0.236 0.236 +D+0.60W+H 0.105 0.105 +D+0.70E+H 0.105 0.105 +D+0.750Lr+0.750L+0.450W+H 0.105 0.105 +D+0.750L+0.750S+0.450W+H 0.236 0.236 +D+0.750L+0.750S+0.5250E+H 0.236 0.236 +0.60D+0.60W+0.60H 0.063 0.063 +0.60D+0.70E+0.60H 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 Roshak Sales Trailer L , 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 2062 IS 'I 0 www.vistastructural.com Project Descr:Structural Changes dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\UsersIDennis 1Dropbox\VISTAS-21VISTAJ-11ENERCA-112062.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Header above window at front of office 1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 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-torsional buckling D(0.105)S(0.175) b 8 d b b 2-2x6 Span=5.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.516 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb: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+S+H 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 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+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.247 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 +D+L+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 0.223 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 +D+Lr4j 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 +D+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 0.251 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 +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=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 +D+0.750L+0.7505+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 0.435 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 Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH � ► Portland,Oregon 97229 Project ID: 2062 `� 4 www.vistastructural.com Project Descr:Structural Changes dennis@vistastructural.com (971)645-0901 Wood Beam Software Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#e KW-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 C FN C i Cr Cm C t CL M fb F'b 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=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+0.70E+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+0.750Lr+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+0.7505+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 +D+0.750L+0.7505+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 - Overall Maximum Deflections Load Combination Span Max.'- Defl Location in Span Load Combination Max."+"Defl Location in Span +D+541 1 0.0595 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.700 0.700 Overall MINimum 0.438 0.438 +D+H 0.263 0.263 +D+L+H 0.263 0.263 +D+Lr+H 0.263 0.263 +D+S+H 0.700 0.700 +D+0.750Lr+0.750L+H 0.263 0.263 +D+0.750L+0.750S+H 0.591 0.591 +D+0.60W+H 0.263 0.263 +D+0.70E+H 0.263 0.263 +D+0.750Lr+0.750L+0.450W+H 0.263 0.263 +D+0.750L+0.7505+0.450W+H 0.591 0.591 +0+0.750L+0.750S+0.5250E+H 0.591 0.591 +0.60D+0.60W+0.60H 0.158 0.158 +0.60D+0.70E+0.60H 0.158 0.158 D Only 0.263 0.263 Lr Only L Only S Only 0.438 0.438 WOn E Only H Only ihVista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 1 1 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 2062 74Aoliwww.vistastructural.com Descr:Structural Changes 11" dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-21VISTAJ-11ENERCA-112062.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 . Lic.#:KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Floor joists supporting walls at front and back of office#2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 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-torsional buckling Repetitive Member Stress Increase [ Wim)) n D(0.01333)L(0.05332) s a an 2x8 Span =7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.333 ft Point Load: D=0.1070 k @ 3.50 ft,(wall dead load) Point Load: D=0.210 k @ 3.50 ft,(Ceiling Load) DESIGN SUMMARY 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 fb:Actual = 879.39 psi fv: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 1 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 i I. 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+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 +D+L+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 0.708 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 +D+Lr+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 0.374 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 +D+5+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 0.407 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 +D+0.750Lr+0.750L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH 1010 Portland,Oregon 97229 Project ID: 2062 wwwvistastructural.com Project Descr:Structural Changes den n is@vistastructu ral.com (971)645-0901 Wood Beam Software Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. 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 Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=7.0 ft 1 0.518 0.192 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.88 804.83 1552.50 0.31 43.28 225.00 +D+0.750L+0.7505+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 0.563 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 +D+0.750L+0.7505+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 +D+0.750L+0.750S+0.5250E+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 +0.60D+0.60W+0.60H 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 +0.60D+0.70E+0.60H 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 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+'Deft Location in Span +D+L+H 1 0.0992 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 1 Overall MAXimum 0.392 0.392 Overall MINimum 0.187 0.187 +D+H 0.205 0.205 +D+L+H 0.392 0.392 +D+Lr+H 0.205 0.205 +D+S+H 0.205 0.205 +D+0.750Lr+0.750L+H 0.345 0.345 +D+0.750L+0.750S+H 0.345 0.345 +D+0.60W+H 0.205 0.205 +D+0.70E+H 0.205 0.205 +D+0.750Lr+0.750L+0.450W+H 0.345 0.345 +D+0.750L+0.750S+0.450W+H 0.345 0.345 +D+0.750L+0.750S+0.5250E+H 0.345 0.345 +0.60D+0.60W+0.60H 0.123 0.123 +0.60D+0.70E+0.60H 0.123 0.123 D Only 0.205 0.205 Lr Only L Only 0.187 0.187 S Only W Only E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH c....,,,,j, Portland,Oregon 97229 Project ID: 2062 www.vistastructural.com Project Descr:Structural Changes dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users1Dennis\Dropbox\VISTAS-21VISTAJ-11ENERCA-1\2062.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#: KW-06010523 Licensee:Vista Structural Engineering,LLC Description: Floor beam supporting new ceiling loading CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb- 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-torsional buckling D(0.135) b b L5 0?08)) b b o D(0.0� L(0.28) o A 4x8ihA Span=4.0 ft Applied Loads 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 DESIGN SUMMARY 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+L+H Load Combination +D+L+H 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 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 C m C t C L M fb F'b V fv F'v +D+H 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 +D+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.41 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 +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 Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 14718 NW Delia Street Engineer: DMH 1010 Portland,Oregon 97229 Project ID: 2062 11147 1A0 4 www.vistastructural.com Project Descr:Structural Changes dennis@vistastructural.com (971)645-0901 Wood Beam File=C:\Users\Dennis\Dropbox\VISTAS-21VISTAJ-1\ENERCA-1\2062.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. 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 C FN Ci Cr Cm C t CL M fb Pb V fv F'v 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 +D+0.750L+0.7505+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 +D+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+0.7505+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+0.7505+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 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0184 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.130 1.130 Overall MINimum 0.560 0.560 +D+H 0.570 0.570 +D+L+H 1.130 1.130 +D+Lr+H 0.570 0.570 +D+S+H 0.570 0.570 +D+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 +1J+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 P Polygon @ Roshak Sales Trailer 741 1 S r A .,,.., 2062 , sTRucTUIrAL s ) :a ENGR; . DMN �: " E„ N E R � t.;. , L C • . 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 -I L- ,r� ._. rel .._ 1 'rl. f.- <.„1 5 ,....:e„. .`-� A' .. !L � .5 _. �_.......,. : ; ; . . i v- i.,,,,,,, , , , , , . , ,, ; ,, , ; , : , , , : ; , ,,,,,,, : , i , - , : ,--- --„..,b--.).it ,._ .ice,1. "- :4_ ._-5-f #-E _LF oo� a ..__.. (, ()./..5e. 4110, � Sly (Ti 40414. 11, ' . ! cv! • 117.01 OA-jr.125 4 scii_eLirf. /2-"ir\r,;,1,L.,+....zi...oi . . ; . . . . : ; , . : , ; . . , , , „. , , : : : , , ,,, ,. ; , : , , i iii . , ., .,.., , i.__._..! a..._. , , , , , € I 3 • i $ WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 10.31 Mar. 10, 2016 16:08:22 Level 1 of 1 40' 58.7 28. I I I I 1 1 I 1 I iiiii I I I I I 1 I I I I 1 1 I I 1 I I I 1 I 1 128,12 35' 30' 0. X923 B-1 25' w N- Nr N l 2 P. c° 20' . IIN --i 07... P 15' r. Qt.; ' ii. r N a. U I 4.5 • 0 10' r, S c° L'.(7) 4 O m _ N 5' o_ ¶ 923A-1 t i . 0' 4.7 ..��m Fr -5' 8.t11tttttttflfltfltfltt.2 40.7 -10' -15' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' Factored shearline force (lbs) t t t t Unfactored applied shear load (plf) ▪ Factored holddown force (lbs) 0-0 Unfactored dead load (plf,lbs) •C Compression force exists 0 0 Unfactored uplift wind load (plf,lbs) • Vertical element required —HI Applied point load or discontinuous shearline force (lbs) Loads Shown: W; Forces: 0.6W+ 0.6D. Orange f WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 10.31 Mar. 10, 2016 16:10:15 Level 1 of 1 ac -- — 30' 869 B-1 25' o ► r- 20, co ti N. 15' 1. 10, co r- t co; 5' rn rn C co co co 869 A-1 r 0' d `81 _5, 31-313 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3.8 58.7 -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' Factored shearline force (lbs) HI_ = Unfactored applied shear load (plf) • Factored holddown force (lbs) ®-® Unfactored dead load (plf,lbs) •C Compression force exists Applied point load or discontinuous shearline force (lbs) • Vertical element required Loads Shown: Qe; Forces: 0.7E + 0.6D; E = pQe+ 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 0.73. Orange = 1 of 2 COVERED PORCH LATERAL ANALYSIS JOB NAME Polygon at Roskak Sales Trailer Covered Entry CITY Tigard,Oregon Number of stories' 1 ROOF SL I 25jDL I 15IAREA 100 DECK LL I OIDL I OIAREA J 0 Effective Seismic Weight,W 1W 1500 lbs S, 0.962 S, 0.411 F, 1.115 F,. 1.589 SMs 1.073 SN„ 0.653 DESIGN SPECTRAL RESPONSE S02 0.715 SD: 0.435 Importance Factor,IL 1.0 Response Modification Factor,R 6.5 Seismic Design Class: D, Period,T,(seconds) 0.1 C, 0.110 V 165 Weight,W(lbs) h„(ft) W,hnk C„, F,(lbs) 0.7E(lbs) Roof 1500 8 12000 1.000 165 115.55385 Deck 0 0 0 0.000 0 0 k=1.0 Total 165 Uplift analysis(per ASCE7-10) Total area 100 ft" Uplift pressure 27.4 psf (Unfactored) Uplift force 1644 lbs (0.6W) Dead load 900 lbs (0.6D) Pier Area 3.14 ft' Pier depth 1.5 ft Concrete weight 424 lbs (0.6D) Slab thickness 4 in Slab Area 16 ft2 Slab Weight .480 lbs (0.6D) OK a 2 of 2 WIND PRESSURES(PER ASCE7-10) Based on 3-second gust at wind speed listed below: Design wind speed:) 120 mph Unfactored Wind Pressures,psf(1/v) Factored Wind Pressures,psf(0.6\A Roof pitch: 4/12 Zone A Zone B Zone C Zone D Zone A Zone B Zone C Zone D 31.6 8.3 21.1 4.6 19.0 5.0 12.7 2.8 COVERER PATKYOSCS ELEVATIONS(FOR WIND ANALYSIS) Ll (.2 FJ/Fal 2aa RAY H \ / \ \ / �p \ / �1 WIND PRESSURE AREA \ / o \z / \ I . Iv' ROOF DV (RAOM ( / \ vatFa/F+2 / \ H / \ / 11111 / vR F• WIND PRESSURE. 2 AREA i REI I HO(iSE WALL T11C1 T11C1 L1 11 ft Fw1 341 # Roof Diaphragm L2 12 ft F,,,2 181 # 7/16"Panel with 8d nails @6"o.c.at diaphragm boundaries,@6"o.c. L3 12 ft at all other panel edges,and @12"o.c.at all intermediate members H 3 ft v1 and v2 17.1 #/ft B 10 ft VB 18.1 #/ft Tension straps where corners meet house D 10 ft Simpson CS22 or TS9 Ti&C1 99# Gabled or Hipped Roof? Gabled ROOF DIAPHRAGM:7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate spacing(8d common or galvanized box nails, Seismic Wind Diaphragm boundaries All other panel edges v Diaphragm Boundaries All other panel edges v 6 in. 6 in. 170#/ft 6 in. 6 in. 240#/ft (Unblocked) 6 in. 6 in. 255#/ft6 in. .._.._. 6 in. 355#/ft........................(Blocked) ... 4 in. 6 in. 3 340...........................................................i.................................................... 404 #/ft 4 in. 6 in. .................................................................i........_....._......_....._.....__......................i .... 475#/ft (Blocked) ..........................................................................................�........ 2 1/2 in. 4 in. 505#/ft 2 1/2 in. 4 in. 705#/ft (Blocked) al Perforated Shear Wall Job: Roshak Sales Trailer Client: Polygon Northwest Company Area of house: Right Exterior Wall 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Lateral Force 1056# spacing(8d common or galvanized box nails) Wind Force(1)or Seismic Force(2): 1 Seismic Wind Maximum H/W Wall Segment ratio: 3.5:1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: 1218#/ft 6 in. 240#/ft 6 in. 335#!ft Faces of wall with APA-Rated sheathing: 1 in 4 in. 350#/ft 4 in. 490#/ft Nominal width of wood wall: 6 in 3 in. 450#/ft 3 in. 630#/ft 2 in. 585#/ft 2 in. 820#/ft Ven Sheathed both faces Sheathed both faces 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480#/ft 6 in. 670#/ft 2)H/W Ratio of all segments within limitations? Y 4 in. 700 It/ft 4 in. 980#/ft 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900#/ft 3 in. 1260#/ft 4)Lateral force does not exceed maximum allowable shear? Y 2 in. 1170#/ft 2 in. 1640#/ft 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 8 ft Maximum Opening Clear Height 6.67 ft Overall Wall Width 28 ft H/W Ratio Wall Segment#1 Length 8.25 ft 0.97 OK Wall Segment#2 Length 16.75 ft 0.48 OK Wall Segment#3 Length 0 ft N/A OK ' Wall Segment#4 Length ft N/A OK Wall Segment#5 Length ft N/A OK Wall Segment#6 Length ft N/A OK EL, 25 ft ' Unfactored Floor&Roof Dead Load: 15#/ft Unfactored Self Weight Dead Load: 96#/ft OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V„=vC0ZL, Anchor Bolts/Nails Required . %full-height sheathingWWMinimum sill plate thickness: 2 x opening ratio: 84 1/2"dia.Anchor bolt capacity: 1040# Co 0.,•71; 5/8"dia.Anchor bolt capacity: 1488# - q(Service level unit shear): S #/ft 16d common nail capacity: 226# q(from wall above) 0#/ft q'(=q/Co) ft/ft Total no.of 1/2"dia.Anchor bolts required: 2 _ For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 1 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.0;' 1/2"dia.Anchor bolt spacing: 72"O.C. Intermediate Framing Members 12"0.C.. 5/8"dia.Anchor bolt spacing: 72"O.C. Wall Sheathing On: ONO#Att<,, .. - 16d common nail spacing: 46"O.C. For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 476# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? 0# All Panel Edges: SEE ABOVE"O.C. Net uplift force at ends of perforated shear wall: -456# Intermediate Framing Members: 12"O.C. Note:a negative net uplift force at ends denotes no hold-down required Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required Capacity of 5/8"dia F 1554 w/SET-XP,8"embed: 1775# *Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: 6"OC,edge framing members shall be 3x or(2)2x nominal None Required Floor-to-Floor strap required at ends: None Required Number of 2x4's required at each end of wall: 1 Number of 2x6's required at each end of wall: 1 gp' Table 4.3.3.5(Amencan Wood Council SUMS) !14 - - Co full-height h/3 h/2 2h/3 5h/6 h 10% 1.00 0.69 0.53 0.43 0 36 " 1.000.71 71 0.56 0 45 0 38 y "'" la�. .rz'� ` 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 L. 0.53 0.45 50% 1.00 0.80 0.67 0 57 0.50 ‘, ' 60% 1.00 0.83 0.71 0.63 0.56 c / \ 1 70%.......... .........00.............087..... 0.77...............0.69 _... 0'fi3....... ...................... ........1......._........................... ..... ...................._..............._.._0............. 80% 1.00 0.91 0.83 0.77 0.71 90% 130 0.95 0.91 0.87 0.83 ^ 100% 1 00 1.00 1.00 1.00 1.00 L .,. ,4 ..-..ay, , az.f$mweast • Perforated Shear Wall Job: Roshak Sales Trailer Client: Polygon Northwest Company Area of house: Left Exterior Wall 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Lateral Force 1056# spacing(8d common or galvanized box nails) Wind Force(1)or Seismic Force(2): 1 Seismic Wind Maximum H/W Wall Segment ratio: 3.5:1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: C.t' 1218#/ft 6 in. 240#/ft 6 in. 335#/ft _-�.....................in..._....._..-.350..#........................_--.......................4 -......................490...#/......................... Faces of wall with APA-Rated sheathing. 1 in 4 in. 350#/ft 4 in. 490#/ft _......._..........3 n __..__.......4............................................................__....in.......................63.......#/...........__........ Nominal width of wood wall: 6 in 3 in. 450#/ft 3 in. 630#/ft 2 in. 585#/ft 2 in. 820#/ft Ven Sheathed both faces Sheathed both faces 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480#/ft 6 in. 670#/ft 2)H/W Ratio of all segments within limitations? Y 4 in. mm 700#/11 -._ ...............4 in 980#/ft 3 n 900._..._..-..........-.....r..._.................3,..i........................126......................._-......._ 3)Top and bottom of entire wall have uniform elevations? Y in. 900#fft 3 in. 1260#/Ft ......i....... ..............11..._........_.......__.....................................2..i......................._..64.........._-........_......._ 4)Lateral force does not exceed maximum allowable shear? Y 2 in. 1170#/ft 2 in. 1640#/ft 5)Wall height is less than or equal to 20 feet V Overall Wall Height 8 ft Maximum Opening Clear Height 4 ft Overall Wall Width 28 ft H/W Ratio Wall Segment#1 Length 6.67 ft 1.20 OK Wall Segment#2 Length 9.58 ft 0.84 OK Wall Segment#3 Length 0 ft N/A OK Wall Segment#4 Length ft N/A OK Wall Segment#5 Length ft N/A OK Wall Segment#6 Length ft N/A OK " ELS 16.25 ft Unfactored Floor&Roof Dead Load: 15#/ft Unfactored Self Weight Dead Load: 96#/ft OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V°=vCoEL, Anchor Bolts/Nails Required %full-height sheathing 58% Minimum sill plate thickness: 2 x opening ratio: 50% 1/2"dia.Anchor bolt capacity: 1040# " Co 0.8 5/8"dia.Anchor bolt capacity: 1488# q(Service level unit shear): 65#/ft 16d common nail capacity: 226# q(from wall above) 0#/ft q'(=q/C0) 81#/ft Total no.of 1/2"dia.Anchor bolts required: 2 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 1 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.C. 1/2"dia.Anchor bolt spacing: 72"O.C. Intermediate Framing Members: 12"O.C. 5/8"dia.Anchor bolt spacing: 72"O.C. Wall Sheathing On: ONE FACE 16d common nail spacing: 33"O.C. For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 650# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? 0# All Panel Edges: SEE ABOVE"O.C. Net uplift force at ends of perforated shear wall: -283# Intermediate Framing Members: 12"O.C. Note:a negative net uplift force at ends denotes no hold-down required Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required Capacity of 5/8"dia F1554 w/SET-XP,8"embed: 1775# 'Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: 6"OC,edge framing members shall be 3x or(2)2x nominal None Required Floor-to-Floor strap required at ends: None Required Number of 2x4's required at each end of wall: 1 Number of 2x6's required at each end of wall: 1 a1019tM L5Y4a Nr:r3f1- Table 4.3.3.5(American Wood Council SDPWS) _ Co 4._.. %full-height _h/3......... ,h/2 2h/3 5h/6 h ............ 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 50%......... 1.00 0.80 0.67 ............0.57.................0.45....... 40% 1.00 0.77 0.63 0.53 0.45 60% 1.00 0.83 0.71 0.63 0.56 '� .• 70% 1.00 0.87 0.77 0.69 0.63 r a 80% 1.00 0.91 0.83 0.77 0.71 90% 1.00 0.95 0.91 0.87 0.83 100% 1.00 1.00 1.00 1.00 1.00 . ` 1 I - \ i • Perforated Shear Wall Job: Roshak Sales Trailer Client: Polygon Northwest Company Area of house: Rear Exterior Wall 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Lateral Force 923# spacing(8d common or galvanized box nails) Wind Force(1)or Seismic Force(2): 1 Seismic Wind Maximum H/W Wall Segment ratio: 3.5:1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: 1218#/ft 6 in. 240#/ft 6 in. 335#/ft Faces of wall with APA-Rated sheathing: 1 in _..................4in...�._..350#/ft 401. 490#/ft Nominal width of wood wall: 6 in 3 in. 450#/ft 3 in. 630#/ft 2 in. 585#/ft 2 in. 820#/ft t i Sheathed both faces Sheathed both faces 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480#/ft 6 in. 670#/ft 2)H/W Ratio of all segments within limitations? Y 4 in. 700#/ft 4 in. 980#/ft 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900. .3.!n. 126.0#18 4)Lateral force does not exceed maximum allowable shear? Y 2 in. 1170#/ft 2 in. 1640#/ft 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 8 ft Maximum Opening Clear Height 6.67 ft Overall Wall Width 35 ft H/W Ratio Wall Segment#1 Length 15.17 ft 0.53 OK Wall Segment#2 Length 3.83 ft 2.09 OK Wall Segment#3 Length ft N/A OK Wall Segment#4 Length ft N/A OK Wall Segment#5 Length ft N/A OK Wall Segment#6 Length ft N/A OK £L; 19 ft r Unfactored Floor&Roof Dead Load: 15#/ft Unfactored Self Weight Dead Load: 96#/ft OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V"=vCoIL; Anchor Bolts/Nails Required %full-height sheathing 54% Minimum sill plate thickness: 2 x opening ratio: 83% 1/2"dia.Anchor bolt capacity: 1040# Co 0.5 5/8"dia.Anchor bolt capacity: 1488# q(Service level unit shear): 49#/ft 16d common nail capacity: 226# q(from wall above) 0#/ft q'(=q/Co) 97#/ft Total no.of 1/2"dia.Anchor bolts required: 1 _ For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 1 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.C. 1/2"dia.Anchor bolt spacing: 72"O.C. Intermediate Framing Members: 12"O.C. 5/8"dia.Anchor bolt spacing: 72"O.C. Wall Sheathing On: ONE FACE 16d common nail spacing: 28"O.C. For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 777# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at- Applicable uplift force from wall above? 0# All Panel Edges: SEE ABOVE"O.C. Net uplift force at ends of perforated shear wall: -388# Intermediate Framing Members: 12"O.C. Note:a negative net uplift force at ends denotes no hold-down required Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required Capacity of 5/8"dia F1554 w/SET-XP,8"embed: 1775# *Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: 6"OC,edge framing members shall be 3x or(2)2x nominal None Required Floor-to-Floor strap required at ends: None Required Number of 2x4's required at each end of wall: 1 Number of 2x6's required at each end of wall: 1 Table 4.3.3.5(Amencan Wood Council SDPWS) Co %full-hei9ht. ..._.i! .-......._h/2_..- _2h/3.._-...._.5h/6....._......._.h�... 200.... .........10.... _-...__.........T.... 0__-..__....^0.._.-..-.... ......_....m.... ,te a * .., s1 10% 1.00 _ 0.69 0.53 0.43 _ 0.36 20% 1.00 0.71 0.56 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 400__. _......1:00...._.__077.............-0.63 0.53 0.45 L _............... ............. _ 50% 1.00 0.80 0.67 0.57 00.50 .................. 1.......................08.......................__-.___._.0..__...., 0.............. / 60% 1.00 0.83 0.71 0 63 0 56 70% 1.00 0.87 0.77 0.69 0.63 XA. a 800/ 1.00 0.91 0.83 077 071 / \ 90% 1.00 0.95 0.91 0.87 0.83 1 '% s 100% 1.00 1.00 1.00 1.00 1.00 I- I ' 4 Perforated Shear Wall Job: Roshak Sales Trailer Client: Polygon Northwest Company Area of house Front Exterior Wall 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate Lateral Force 923# spacing(8d common or galvanized box nails) Wind Force(1)or Seismic Force(2): 1 Seismic Wind Maximum H/W Wall Segment ratio: - -3.5:1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: 1218#/ft 6 in. 240#/ft 6 in. 335#/ft .........................35......._.............................. -..........4,..in......................49......#/._._................ Faces of wall with APA-Rated sheathing: 1 in 4 in. 350#/ft 4 in. 490#/ft ......i........_._._.......4..........#............................................................in....................,.6...._......_............_.......... Nominal width of wood wall: 6 in 3 in. 450#/ft 3 in. 630#/ft 2 in. 585#/ft 2 in. 820#/ft Verify Sheathed both faces Sheathed both faces 1)Full-width segment without opening at each end of shear wall? Y 6 in. 480#/ft 6 in. 670#/ft Ratio of all segments within limitations? Y 4 in. 700#/ft 4 in. 980#/ft 3)Top and bottom of entire wall have uniform elevations? Y 3n....................900....__............................._ _.__...... .......#/__�__.... 4) 2in:................1170#/ft 2 in. 1260#/ft Lateral force does not exceed maximum allowable shear? Y 2 in. 1170#/ft 2 in. 1640#/ft 5)Wall height is less than or equal to 20 feet Y Overall Wall Height 8 ft Maximum Opening Clear Height 6.67 ft Overall Wall Width 35 ft H/W Ratio Wall Segment#1 Length 8.33 ft 0.96 OK Wall Segment#2 Length 3.83 ft 2.09 OK Wall Segment#3 Length 2.83 ft 2.83 OK Wall Segment#4 Length ft N/A OK Wall Segment#5 Length ft N/A OK Wall Segment#6 Length ft N/A OK EL, 14.99 ft Unfactored Floor&Roof Dead Load: 15#/ft Unfactored Self Weight Dead Load: 96#/ft OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V°=vCoEL, Anchor Bolts/Nails Required %full-height sheathing 43% Minimum sill plate thickness: 2 x opening ratio: 83% 1/2"dia.Anchor bolt capacity: 1040# Co 0.45 5/8"dia.Anchor bolt capacity: 1488# ,q(Service level unit shear): 62#/ft 16d common nail capacity: 226# - q(from wall above) 0#/ft q'(=q/Co) 137#/ft - Total no.of 1/2"dia.Anchor bolts required: 1 For Designs Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 1 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"O.C. 1/2"dia.Anchor bolt spacing: 72"O.C. Intermediate Framing Members: 12"O.C. 5/8"dia.Anchor bolt spacing: 72"O.C. Wall Sheathing On: ONE FACE 16d common nail spacing: 20"O.C. For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 1095# 7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? 0# All Panel Edges: SEE ABOVE"O.C. Net uplift force at ends of perforated shear wall: -71# Intermediate Framing Members: 12"O.C. Note:a negative net uplift force at ends denotes no hold-down required Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required Capacity of 5/8"dia F1554 w/SET-XP,8"embed: 1775# *Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation: 6"OC,edge framing members shall be 3x or(2)2x nominal None Required Floor-to-Floor strap required at ends: None Required Number of 2x4's required at each end of wall: 1 Number of 2x6's required at each end of wall: 1 I �- Table 4.3.3.5(American Wood Council SDPWS) C0 i - %%full-her 9ht h/3 h/2 2h/3 5h/6 h 10% 1.00 0.69 0.53 0.43 0.36 ar aac 20% 1.00 0.77 0.56 0.45 0.38 o ` 'd.4 s: rstrafr4 {_ F" I. 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 60% 100 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63 b \44 80% 100 0.91 0.83 0.77 0.71 90% 1.00 0.95 0.91 0.87 0.83 + r a 100% 1.00 1.00 1.00 1.00 1.00