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Specifications (52) Cms zr-o\G- o EIVED MAR 0 7 2019 Polygon Northwest i 1 i tvi-it oN � gY F v.f«s Z! r"" / ' Structural Calculations Roshak Sales Trailer Structural analysis and design for community sales trailer REVIEWED BY: Dennis Heier, PE --:rkg,15-F-71R • ,�r� t of\o„a\ 7 (t. / 85273 \ OREGON 7 - 02/1 51' r—. EXPIRES:8/301201 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. i IPROJ: [ Roshak Sales Trailer 11 V I A DATE: [ 2;13/2019S 2062 - STRUCTURAL UCTUR. L ENGR: �"I ..«.�EINJOINEER. ING , � ✓ ;�� 'r J fitte . v ; , c . ti �j� y . it . P 2X6 GLG. JOISTS @ 24" O.C. 5 TOTAL , 19.4 ' : • 1 i- ; E t kiir''''k6 ' '')-1,0 ,) : `— S ? - i , Tiffi, ;1,/1(o i ,. �' .4' 1 i � ,� TOTAL i b a { . ..m _ , ..... a f t , I r i t i Y: Vista Structural Engineering,LLC Project Title: Polygon at Rnshr.k,Sales Tr- er j 14718 NW Delia Street Engineer. DMH Portland,Oregon 97229 Project ID: 2062 Project Descr:Sttuctr ras C1an cs www.vistastructural.com j 9 dennis@vistastructural.com �. _;... (971)645-0901 World Beam File=C UsemZei:alsOropaoxsy1ISTA5-pViSrr Crd'RCA 112062.PCti Software 9htS'iLPCALC.IN(.;1 ,. +318;Build 10.1812.13, Lic #:KW-06010623 ''•,� a v' tce tee:.:1 sta ,tsuctu I EngitrUtirir ,LLC Description: HEADERS ABOVE NEW WINDOW OPENINGS IN LEFT WALL(OFFI 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-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi I 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 ,11 �...r.. ��a_... D(0,0535) 1 2-2x4 As Span =4.0 ft i 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 .," •,..11441.ti * 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 Maximum Forces&Stresses for Load Combinations Load C,.. . _�.. . . _ _.. ombination Max Stress Ratios Shear lu ,,,,, x_,,,,,_,__ Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C 1 CL M F'b V . Fv 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 +0+S411 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 i Vsta Str:t urat Engineering,LLC Project Title: Polygon at RoshaklSales Trailer yg �, 14718 NW Dee Stleti Engineer: DMH *461' Portia^a,Grego+l 97223 Project ID: 2062 a Project Descr:Structural Changes + www.vistastructural coin dennis@vistastructural,corn (971).,8t`'•'1901 W"OCI Beam: C:1Users vDennisvDropboxlVISTAS 21VISTAJ-11ENERCA 112082.ec6, Softwareoep '. iENERCALC INC.1s83470100,Build.10.18.12.13. Lie, 11:MW360108Q3 iii . _`• ,• •, Licensee:ViStratNatUral Engirieerirrg,`LLC Description: HEADERS ABOVE NEW WINDOW OPENINGS IN LEFT WALL(OFFII' 1 AND 2) Load Conbi,,atio Ma;,Ct,ass Palos Moment Values Shear Values Segment Lengt!) Span# Ai; 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 0.00 000 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+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 0,073 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+0.750S+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 +0.600+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+0.601-1 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 0,044 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(ornbinationSpan Max., ... �. M ,.. .�. _ . .""Deft Location in Span Load Combination Max."+"Defl Location in Span +0+S+H i 0.0304 ..._ 2.015 _.M ....._._..... . ._•........ 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 OverallMAXmum 0.180mm 0,1'$0 Overall MINimum 0.100 0.100 +D+H 0.080 0.080 +D+L+H 0.080 0,080 +D+Lr+H 0.080 0.080 +D+S+H 0.180 0.180 +D+0.750Lr+0.750L+H 0.080 0.080 +0+0.750L+0.750S+H 0.155 0.155 +D+0.60W+H 0.080 0,080 +D+0.70E+H 0.080 0.080 +D+0.750Lr+0.750L+0.450W+H 0.080 0.080 +0+0.750L+0.750S+0.450W41 0.155 0.155 +D+0.750L+0,750S+0.5250E+H 0,155 0.155 +0.60D+0.601N+0.60H 0.048 0.048 +0.60D+0.70E+0.60H 0.048 0.048 D Only 0,080 0.080 Lr Only L Only S Only 0.100 0.100 W Only E Only H Only II II I , i i Vista Structural Engineering,LLC Project Title: Polygor,at Rrshck'Salas Tr- er 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 2062 , 111 www.vistastructural.com Project Descr:Structural Cnangcs i 4.r.14,140dennis@vistastructuralcom {971)645 0901 Wood Beam Fiie c,a ersZer.,alatJrnpunxxViS'rAS ?Ni$Tt ENwRCA 1t208 e'. software mt>^ght 1ERCALC.INC..1! r le,Ouib10,18.12.13. Lic.#:KW-06010523 °+., '�4: 0 1 H", ,7!:.. , . 1 • LICE S+ :1 sta$tsactur II Engitl• tin ,LW Description: Existing Ridge beam with additional covered entry overframing dead load(Allowable deflections:Snow load only=LI240,snow+dead=U180) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,,...x_ 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 2,000,0ksi Fc-Pill 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 0750) _,mm_ D(0.2716)S(0.3 a a a r 6.0 X24 0 Span=35,0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated ,..... .._-.w... , _ _ ., ..._._...rv... ._._.�...,_ . .. 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 r. 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>=380 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 & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CI_ M fb F'b V fv F'v +p+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+1_r+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 +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 11190 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 St uoture!Engineering.LLC Project Title: Polygon at Roshak Sales Trailer ', 1471E NW De!''?Street Engineer: DMH , 144* Portla 1d,Oregon 9722' Project ID: 2062 www,vistastructural com Project Descr:Structural Changas Bennis@vistastructural.com I coW , d ?earnFile=C\Users\Dennis\Dropbox\VISTAS 2\VISTA) 1\FNERCA 12062,oc6, L Software r py ht ENERCALC,INC.1983-2018 Buiud:10.18.12.13. Lie.> ; .06010023 « a "` . . -,.; n., ,.'1 Licensee Vhsta Structural Engineering,LLC Description Existing Ridge beam with additional covered entry overframing dead load(Allowable deflections:Snow load only=L/241,snow+dead=L/180) Load Combi.ration Max.3t,ess I'a5os Moment Values Shear Values Segment Seng h par# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v Length=35,u ft 1 ('''83 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+0.7503+0.5250E4l 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 i 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. "Defl Location in Span Load Combination Max."+"Defl Location in Span +O+S41 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 ...� � �W _. . ...,_,..w.. Overall 11$54 1 .109 Overall MINimum 6.125 6.125 +D+H 5.739 5.984 +D+L+H 5.739 5.984 +O+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 +D+0.60W+H 5.739 5,984 +13+0.70E41 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+0.7505+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 � . ,. . 11 � 1 Vista Structural Engineering,LLC Project Title: 1��8�NDo�S8�o DMH , , ` . ' .04 Portland Oregon 97229 Project ID: 2062 . ` ProjectDeorc8tructuad ' Wood Beam , Description: Ridge beam at overframed area CODE 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+ 1.000.8psi E:Modulus of ElastIcity Load Combination ASCE7-1 0 Fb- 1.000'0 psi Eb d'xx 1. i 7OU0k. o Fo-Pd| 1,500.0 psi Eminbond'xx 820.0koi ^ Wood Species : Douglas Fir-Larch Fo°Perp 625.0 psi Wood Grade :No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling .)DESIGN SUMMARY � | iik Span = 13.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 ' ' Maximum BendingStress Ratio = 0.96a 1 Maximum Shear Stress Ratio - 0.360 : 1 Sa��nused�n��span 2n10 Sao�onused�n��span 2u18 m:Actual = 1'217.90poi fv:Actual = 74.53psi 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 = 5.821M 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^=3O0 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 Length=13.750 ft 1 0.26' 0.100 1.25 1.100 1u0 1/0 1x0 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 1l0 0.00 0.00 0.00 0.00 Length=13J5 ft 1 0.963 0.360 1.15 1,100 1I0 1l0 1,00 100 1l0 2.17 1.217,90 1285.00 0.69 74.5 207,00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.0 0.00 0.00 0.00 ' ' i ' ' 1 � 1 , itoo, Dista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Tra1r 1411E NW Delia Scee; Engineer: DMH Atkost7Port129d,Oregon 97229 Project ID: 2062 040 '`www.vistastructural coin Project Descr:Structural Changes dermis@vistastructural coo 1 IN �. _..rc(,°71)C45-0901 pili, {...<<serstf�nrs'ssthtopboa<tVt CC1C ec1CP� TAS}21Vt$TAJ' NE1cA 112062ec6, soft.. r°_hI ENE• .,Le,INC.19:z 118,Build 10.18.1213, I Llc"!P'.lt006411$ 3 , °" • • Licensee:VI to Structure Englneertng ,LLC Description Ridge beam at overframed area It Load Cc,nbi.tatibn Ma 3t esr Pptios Moment Values Shear Values Segrrant Leng'I' Span# 1. V C d C FN C I C r C m C t C L M fb --F'b V fv F v L +DLenghL+0.7 1.100 1.00 1.00 1.00 1.00 1.00 ..... 1_. � Length 0.7500 ft 1 0.795 0,2970 1.15 1 1,25 .100 1.00 1.00 1.00 1 00 1.00 0.65 367.411 0 1370.00 0.00 202.00 220.000 0.00 0.00 0.00 0.00 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 +D+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 +0+0.750Lr+0,750L+0.450W+11 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+0.750S+0.454W+H 1.100 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length_=13,750ft 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 _61.5 _288,00 +0+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 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."+"Deft Location in Span 'D+S+H 1 0.4314 6.624 0.0000 0,000 Vertical Reactions Support rotation:Far left is#1 Values in KIPS 'i Load Combination Support 1 Support 2 _. _.. Overall Marr um 0.820 0.410 �_..,.�._ �...�.. _ . ._ ._ . .. �. . Overall MINimum 0.573 0.286 +D+H 0.248 0.124 i +D+L+H 0.248 0,124 +D+Lr+H 0.248 0,124 +D+S+H 0,820 0.410 a +D+0.750L1+0.750L+H 0.248 0.124 +D+0.750L+0,750S+11 0.677 0.339 +D+0.60W+H 0.248 0.124 ,, 1 +D+0,70E+H 0.248 0.124 +D+0.750Lr+0.750L+0.450W+H 0,248 0.124 +D+0,750L+0.750S+0.450W+H 0.677 0.339 +D+0.750L+0.7505+0.5250E4I 0,677 0.339 +0.60D+0.60W+0,60H 0.149 0.074 +0.60D+0.70E+0.60H 0.149 0.074 u Only 0.248 0.124 Lr Only L Only { S Only 0.573 0.286 W Only i E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Roshak_SalnF,Trailer 14718 NW Delia Street Engineer: DMH Portland,Oregon 97229 Project ID: 2062 �F Project Descr:Structu:.al Cl'ange$ 11 I� www.vistastrucfuraLcom dennis@vistastructuraLcorn 971 645-0901 1 Wood Beam File C+OsorstC r�#xst O'Ox4V18TAS 2W3TAr 1tcNFRC.H +t2{$ w(€ Software Cvp rr hl rNE CALC,INC 19t` , 18,84iikf 018.1?.'t jL c.# :KW-06010523 .. . ° ° s'. :° iris ;.L1ca sse.4++eta tr 4tt lL, n�yO(�iwwm Description: Header above new double 3-0 entry doors CODE E 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 Et ity 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 e D(0.378)8(0 875) D(t} r 56J 6x6 Span=8.0 ft k -,._ Applied Loads 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 Li DESIGN SUMIfiMAI'Y ' Teri°, De s t Maximum Bending Stress Ratio = 0.928; 1 Mcimum 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 C i C r 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=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+-1 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 +0+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 Roshak Sales Trailer 1471tNW Delia S,rect Engineer: DMH Portland Oregon 97229 Project ID: 2062 ''W l www.vistastruc,ural ccm Project Descr:Structural Changes dermis@vistastructural.com AP71145-0901 5=090 Ut�ood;B ars File C,IUseist>i3ennls1Dropbo0Vlf1AS-2\VfSIA.t 1\ENERCA 142062ec6. Softwere0c'r. t.rht.BNERCoAIC,INC.16812018,BuiId:1018,12.13, * � Lie**:II 0601 t• .',it.",.,: * °* Licensee:Vista'Structur it Engineering,LLC Description° Header above new double 3-0 entry doors Load Ccmbnation Mr(S'resc Ratios Moment Values Shear Values Segment Lenc'th Span 4 f 1 V Cd C FN C i C r C m C t C L M fb Ft 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 +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 +D+0.750Lr+0.750L+0.450W41 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+0.750S+0,450W+i1 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+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=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. ='Defib ".-�� __��W, _,� -.. .._•.__�_-•._._•__..__ ..�.�..._ - � m,-_,.,_.��. Location in Span Load Combination Max. +'Defl Location in Span + +S+HVertical Reactions �. �.a... Support notation Far left is#1 Values in KIPS II Load Combination Support 1 Support 2 Overall MAX rnum .......... 0.853 0�5r.__ Overall MINimum 0,438 0.438 I +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 +1)+0.750L+0.750S41 0.744 0.744 +0+0.60W+H 0.416 0.416 +0+0.70E+H 0.416 0.416 +D+0.750Lr+0.750L+0.450W+H 0,416 0.416 +D+0.750L+0.7505+0.450W+H 0.744 0.744 +D+0.750L+0,750S+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 I 1 Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales,Trailsr 14718 NW Delia Streetito Engineer: DM Portland,Oregon 97229 Project ID: 2062 • OS •, 4iiiwww.vistastructural.com,..._,..) Project Descr:Structu,at h,an�e-1 Bennis@vistastructural.corn j971)645-0901 Wood @21111 Filo=C;luserstDenkiit?o,0 t IS 1 ti 2v71 Tk 11,;NFRCA it7067 eeE k Softwarec,pYrfahr .:.: CPLC INL 1 31'3.2{'1 ,9uu�Ed.'11812'a. Lic.#:KW-06010523 .,: . �v��*;„ •;,..•4 �"lwlearlsoff,-T" :`,lir:et 7 ngtrailngoLLC:' Description: Header above windows at sides of entry doors CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10I , Load Combination Set:ASCE7-10 I Material Properties Fb+ 900.0 psi E Modulus of Elasticity `��Analysis Method. Allowable Stress Design Load Combination ASCE7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!! 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 op 1051$(0 175) I 2-2x6 Span=3.Oft Applied Loads Service entered.Load ct,rs will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, TributaryWidth 7.0 ft Service loads entered Load Fact DESIGN SUMMARY Maximum Bending Stress Ratio = 0.18& 1 Maximum Shear Stress Ratio = r 0.129 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 249.92 psi iv:Actual 26.76 psi FB:Allowable = 1,345.50 psi Fv:Allowable _ 207.00 psi Load Combination +D+S+H Load Combination S +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 , Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FNC i Cr C m C t C L M fb F'b V fv F'v 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 1.01 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'.Lr+I1 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+11 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 +0+0,750Lr+0.750L+1-1 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 ,I II i II i' I Vista Structur,aIEngineering,LLC ;Project Title: Polygon at Roshak Sales Trailer 14713 NW Delia S:rect Engineer: DMH 14104. Port'arid,OregJn 97229 Project ID: 2062 www,vistastruciuraLcom Project Descr:Structural Changes ,........) den n is@vistastructu ral.com (071)645-0901I WnJd B i File-C:1Users\Denms\Dropbox\VISTAS'-21VISTAJ 11ENERCA 112062ec6 Software Copt hi ENERCALC,INNC.1S83-2018,Build 10181213 Ltcc :K' 0601t«23* + r M r • Licensee.Vis..a Structural Eng neeritit:1 Description: Header above windows at sides of entry doors I Load Crmb'natiori Mrx Stress Ratios Moment Values Shear Values Segrnen Lenatl, Cpan# fl V Cd C FN C i Cr Cm C t CL M fb '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=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 1:72.00 0.11 10.03 288.00 +13+0.70E+F1 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+0.750S+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 0.27 210.67 1872.00 0.25 22.57 288.00 +D+0.750L+0,750S+0.52.50E+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.""Deft Location in Span �Combination �� _ Span Load Combination Max,"+'Dell Location in +D+S+#i,.._._ 1. m_ 0.0077 ,. .. . _.1.511_._ mr.. ..._,.... 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 +0+1-I 0,158 0.158 +D+L+H 0.156 0,158 +D+Lr+H 0.158 0.158 +D+S+H 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+4'l 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 W Only E Only H Only Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trai -r 14718 NW Delia Street Engineer: DMH -, , . , • Portland,Oregon 97229 Project ID: 2062 `n. 4 www.vistastructural.com Project Descr: tru turd hnnge ' dennis@vistastructural.com ...,-__._ (971)6450901. Ale-CtUsersvDeanislaropb,xtVISTAS 21VU"1A FNERCr.•'`.20,52..x6 Wood Beam Software o'itea"Y:r'Ca{,.0 1%, 1983-261A seald1 ti le 1)°3 Lic,# KW-06010523 '''(..t..%"'',: ,,," , ;VA Lice s . v fa StousituriaI En;.I :rk C 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 y 9 Fb+ . 900.0 psi E.Modulus o , _.. __rm. ..,...4...., Analysis Method: Allowable Stress Design f Elas ty 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 1. n{0.10,51Aits1753, 2-2x6 • Span=2.0ft t I 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 1:1 !_� .`. .,n_a_e.. Maximum Bending Stress Ratio = 0.081 1 Maximum Shear Stress Ratio _ 0.067 : 1 Section used for this span 2-2x6 Section used for this span i 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 t 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 I Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Mol Moment Values Shear Values Segment Length San# M V CdC C• Cr C C _..... _. ... v... F v 9. 9._.� �....p FNI r m t L M fb F'b V N 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 +0+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 +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=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 II Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 13713 NW Oel,a Strut Engineer: DMH thiatPortfart,Oregon 97229 Project ID: 2062 +f www.Vl,tastructural.r 7m Project Descr.Structural Changes Pr'' dennis@a vistastructur ll,COSI .... (9 r 1 j 645.090.1 1 1ttft3Ad BeamFlla-Gitlsersi0ennlslDropboxVV18TAS 21VISTAJ 11ENERGA 1\2062,ec6 . 1 r Software€o=yo ittENE*. LC,INC,1x33 .2018,Build.10.18.12.13. L • :.8,i-06011061E3* • .�;_ " Licensee:Vista Structural Engineering,;LiLC Description: Header above windows in Lack wall of restroom Load Coaltinatic.1 Max Stress Ratios Moment Values Shear Values Segi.ien:Le.lgtt. 'pan# M V Cd C FN CI Cr Cm C t CL M fb F'b V fv F'v +D+0.6t,W,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 0.0z2 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 +0+0.750L+0.750S+0,450W41 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 +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 40.600+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 CombinationMax. +' Defl Location in Span +5 0.0015 1.007 ......_... �.._. _ .....M_. . .��.,.,. .. -___._ .. ._ ._r __ 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+L41 0.105 0,105 +D+Lr+H 0.105 0.105 +D+S+H 0.280 0,280 +D+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 +0+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+9.60W+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 c E Only H Only j I tfI , i l li l , Vista Structural Engineering,LLC Project Title: Polygon at Rosha�C Sales Trailer 14718 NW Delia Street Engineer: DMH , Portland Oregon 97229 Project ID: 2062 Project Descr:Structurll' hnge:,; kk4to,,,,,,...„..") www,vi stastructural.com dennis@vistastructural.com (971)6454901 WOOd BeamF�=C•vUsercTennusic�ropbwi 5iA5 'lk�rl:Tt ITNERC� 2082,?c6 , Softwarecc2y� `IE=ChCA C INS 1481.20'8 mold t}18,12,'3 Lie #x;i4W-06010623 4 -',:i' ' M,'� ° : :' ',w Lice s,e: ifata stoustum Eno n C 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 1,600.0ksi 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(9 175) t 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 , .r1 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 fktaximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cl Cr C C t CL M ib Fb V fv Fv +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 +0+L+H 1.300 1.00 1.00 1,00 1.00 1.00 1 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+Lr+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 11462.50 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 +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=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 to, Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 11719 'W'9el'a Stte-:t Engineer: DMH , S Portia^r,Orecw 9ri29 Project ID: 2062 i0 wwv:.victastru'tural.com Project Descr:Structural Changes 6. dennis@vistastructural.com �..�_ (971)_ta4 iJ901 _..�..__ V9Qi9�6 43�'�tn File=C:\Users\Dennis\DropboxtVISTAS-2IVISTAJ-ftENERCA-112062.ec6 . Software,,s. '!ht ENE LC,INC.19r' r18 Build:10.18.12.13. E~ : oV-060,0: ::,; r ar „ • Licensee:Vi;uta Structur<<En s ineering,LLC Description: Header above window at front of office 1 Load Cor L;natic-r Max Stress Ratios Moment Values Shear Values _e. 5 rer Lei tb- 'i an# �'A �. __ ..._. e9 9 p V C d C FN C i C r C m t...�L M fb F b V iv F 1.300 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length=5,0 ft 1 0.1.,9 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+0.70E+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 +1J+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 +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=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 Deft Location in Span Load Combination Max '+"Deft Location in Span +D+S+H...__ 1 0.0595 2.5180. 0.000000 0.000 . Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination . ......_ �. fOverallMAktmum �._ _. Support 1 Support 2 11'706- 0:766� 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 +0+3+H 0,700 0.700 +0+0.750Lr+0.750L+11 0.263 0.263 +D+0.750L+0.750S+41 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 +D+0.750L+0.7505+0.5250E+H 0.591 0.591 +0.60D+0,60W+0.601-1 0.158 0.158 +0.60D+0,70E+0.60H 0,158 0.158 D Only 0,263 0.263 Lr Only L Only U S Only 0.438 0.438 W Only E Only H Only I , Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales''aiter 14718 NW Delia Street Engineer: DMH tik, Portland,Oregon 97229Project ID: 2062 w 7 1 www.vistastructural.com Project Descr.Structural hanger dennis@vistastructuraLcom ,(971)645-0901. .. Wood Beam File oAulerAoernis�4ViSTAS 2\Vrt' WNcRCA ft62at6 Software et +y1 MErt,:f.GAA.0 lN�;1 40 f.,Ltwfd 1 q.18.12 Lic.#:KW=060105235'' .. a ;� _' ; ? ., '� ' r��'� •; 00 see;�' 61.4 .Winn " I a T "k1iltait, C 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 1,600.0ksi 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 Repetitive Member Stress Increase taxf0, t; it DR.0133R 0,05332) S iaAC 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 Maximum Bending Stress Ratio = 0.705 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 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 Maximum Forces &Stresses for Load Combinations Load Combination ...-.. Max __. ....._. _... .�_......-.._ _.,...,,� _.:.______.-..... _._.._ �.�... Stress Ratios Moment Values Shear Values Segment Length Span# M v 0d CFN Ci Cr Cm C I CL M fb F'b V fv F'v Length-_7.0 ft 1 0.5200.1680.90 1,2001.00 1.15 � 1.00 �1.001.00 0.64 581.1611100.00 0 +D+H 0.00 0 00 0.00 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 +3+S+4-1 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 1i Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales Trailer 1116(10)'', 1.3718 hW Oel;a Ctret Engineer: DMH Portia,u:,OreSpn 97229 Project ID: 2062 4 www,vistastru�,tural,com 46 Project Descr:Structural Changes ‘44 00dennis@vistastructural.com . (971)645-0901 .. . ..._. _-_o n g � _ File C1UsersvDennisvDropboxvVISTAS-2VISTAJ11ENFRCA 112062.ec6 , f= Softwareco��ytioh,ENERCALC,INC.1983 2018,Build 10,18.12.13. A%t f.0011 ,. 3'jeor".' i w .::m 4.,.a, tavista- tktu�tat En t.1 + tier ;,LLC:' Description: Floor joists supporting walls at front and back of office#2 Load Cnnibination Max Stress Ratios Moment Values Shear Values Seginen,Leoatl. Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=7.h 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+0.750S+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 +0+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+O.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 MaximumDeflections' Load Combination Span Max."-"Defl Location in Span Load Combination Max.'+"Dell Location in Span +D+L+H_ 1._. .- 0.0992 3.528 I...,. 0.0000 . ... 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall iNAXinum '...-._:. - .' ..._..._...-. 0.392.-_w...._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+O.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 +0+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 +0.600+0.70E+0.601-1 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 Roshak S | Trailer 1 Project Title: Polygon at %Pr.. Portland,Oregon 97229 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 „,.. ,_AnalysisMethodAllowable Stress Design Fb+ 900.0 �� of LoadModulusx CombinaUonASCE7'1O Fb' 900.0poi Ebend'xx 1'oou.okm Fo~Prli 1,350.0 psi Eminbemd'xx 580,0 ksi ' Wood Species : DouglasFir-Larch Fc-Perp 625.0 psi Wood Gra :No.2 Fv 180.0 psi Ft � 575.0pni Density 32�21O� . Beam Bracing : Beam is Fully Braced against lateral-torsional bucklingU 0 0135 ^ " ° _=� � l �� 4x8 �~ A span~*»n ° -- ` � ___ _ ^ - Applied Loads Service loads entered.Load Factors will be applied for calculations. 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 � ' ' ` air fitOKR*, � , - ` `.` ` �^ "_-__--'�-'_ �_____�-___�� -_�� _ _ � Maximum Bending Stress Ratio = 0.37R1 Maximum Shear Stress Ratio = 0.260 : 1 Section used for this span 4x8 Section used for this span 4x8 ( lb:Actual ~ 442.25 psi fy:Actual = 46.81 psi FB:Allowable = 1,170.00 psi Fv Allowable = 180.00 psi Load Combination +D+L+H Load Combination +u+L+n Location of maximum on span = 2.00# Location of maximum on span = 3.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection I Max Downward Transient Deflection 0.009 in Ratio= 5262>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0D18 in Ratio= 2607>=240. Max Upward Total Deflection 0.000 in Ratio= 0�24O�0 � v Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values , In Vista Structural Engineering,LLC Project Title: Polygon at Roshak Sales T iler 14718 NW Deia Street `' Engineer: DMH js Porticni,Oregon 91''29 Project ID: 2062 ww�r,viatastruauralrom Project Descr:Structural Changes ,„,,,,,...,,,,..) den n is@vistastructu ral.com (911j 645-0901_ �GO� Beam Nie CIUsats1Dannsl0ropbe)AydiuTAS-2WIS1'` 11ENERCA-112062ec6 4 Y�f f. SoftwarecopyrightENERCALC,INC.19: •2018 Budd:10.181213. Description: Floor beam supporting new ceiling loading V,.!..; ie :. ineern �', Load Coy iijnatii,r Max Stress Ratios Moment Values Shear Values Seg nett Lc,ngth Span# M V Cd C FN Ci Cr Cm C t CL M fb F b V iv F'v Lenyth-4.J 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 +0+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 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 2077.00 +1D+0.60W+1-1 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 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 0,40 233,611 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1,00 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 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 _411,010__288,00 +0+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 1100 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 +0,600+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 Deflection s LoadDCombination Span an Max Defl Location in Span Load Combination Max + Defl Location in Span 1 0.0184 2.015 �_. Vertical Reactions Support notation Far left is#1 0,000 '0.0000 -�.�. �.... values in KIPS Load Combination t....... Support 1 Support 2 + �....._ .__,._...� OveralP MAXimum 1,130 0 0.560 Overall MINimum 0.560 +D+H 0.570 0.570 +D+L+fi 1.130 1,130 +D+Lr+H 0,570 0.570 +D+S+H 0.570 0.570 +D+0.750Lr+O.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 i +D+0.750L+0.750S+0.450W+H 0.990 0.990 +D+0.750L+0.750S+0.5250E+H 0.990 0,990 +0.600+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 i! ` , v. Polygon @ Roshak Sales 5/2019 1/ Trailer . DATE:. r 1 s . i 4....4f4 2/1 I .... 2062 ENGREININE EI;tf Pia : LLC . DMH *.s. ..... ..,- , * , I . 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 ftA2 A(req'd) = L x W Given W = 15" -'7.- 1 .25', 11 L(req'd) = 6.46' install new footing: (2) 6x8 x 7'-0" long 4'ta , tf ; / ,t- !-',74)(r-J7,- fi-c.610' e\ct• si.5.1t.„Pyv, e_., o .,\:-/-o 60veC e,,,A. 1 401- i-rf i.e. ' \ IV ° I- 5-4? , • , i 7--57e:..„; , 1 .... , ; /, /14) rtnit IA 4 . 04 1 ; . .........„,:- ... _ ,....,,,....., , ...._. _ WootlWorks® Sheanivalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 10.31 Mar. 10, 2016 16:08:22 Level 1 of 1 40' 58.7 ..... 20.1 480 35' f , 30' . . . ... .....,. .. . • , , i 923 8-1 .. 25' N ..,. 4,. 'T i n 2N4 •:' 2 . . C.O. ..,- 20' 0-., ii in 4 r$ V.- 15' ) 0 c4s - : 10' N. 14 . ......... c.o. ';`. .....-• ‹:,) k LO . ....., i•.',. 0 4.0 ai Y. , r•-: 5'(- i'' cs4 C) 5, 7- 4 t 923 A-1 ..._,....... . , ,5".5'. —-, . , - ,,, - - ..... . , -,. --_,<,.. . 17 r I_ 40.7 -10' -15' -5' 05' 10' 15' 20' 25' 30' 35' 40' 45' --s- Factored shearline force (lbs) t_Lti Unfactored applied shear load (plf) i Factored holddown force(lbs) 0-0 Unfactored dead load (plf,lbs) *C Compression force exists 0-,-® Unfactored uplift wind load (plf,lbs) a Vertical element required ---.1 Applied point load or discontinuous shearline force (lbs) Loads Shown: W; Forces: 0.6W+ 0.6D. Orange . Level 1 of 1 co 30' fl F ------------: 1 ,,. ,,_ ,-,,.. i r. ,,. it tt :: -5' 58.7 -10' -5' 0' 5' 10' 15' 20' 25' 30' 1 35' --0- Factored ahaodineforce (|bs) Liii Unfgctoredapplied shear load /p|� 6. Factored holddown force (lbs) 0-0Untactored dead load (plf,lbs) ` a C Compression force exists ~1,--4-11 Applied point load ordiscontinuous ahear|ineKrce (/ba\ Vertical element required '~ ' Loads Shown: Oe; Forces: 0.7E + 0.8O; E = pC)e + 0.2 Sds D; p(NS) = 1.0; p(EVV) = 1.0; Sds = 0.73. (}range r Perforated Shear Wall Job: Roshak Sales Trailer Client: Polygon Northwest Company Area of_hou-e: R`ght rr4rtorWalr t ° 7/18"Panel w/Edge Fastener Spacing as noted with 12"inter nedit�le l.alarat tf o 10564 spacing(8d common or galvanized box nails) Wind FRIce(1)or Seismic Pore.(2' 1 eisWH/W .: Maximum H/W vVah Segmeru ratio: + 3.5:1 Edge nailing v Edge nailing v , Maximum Allowable Shear per sheathed face: 1218#/tt 61n. 240#/ft 6 in 335#/ft Faces of wall with APA-Rated sheathing: 1 in 4 m 35D#fft 4 in 490#!It Nominal width c f ivoodev"ll: 6 in3 in, 450#/ft 3 in. 830#/ft y...2ln 585 Mt2 in. 820#/ft Verify . Sheathed both faces Sheathed both fares 1)Full-width segrlem wlcrouf opening areach-end of=hear 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#/ft 3 in 1260#/ft 4)Lateral force does not exceed maximum allowable shear? Y 2 in-,._„ 1170#lft . 2 in7- 1840#/tt 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 18.75 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#111 Unfactored Self Weight Dead Load: 98#/ft OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V.=vCd;L, Arlghor a otts/N its r?cgitiretf full-height sheathing 89% Minimum sill plate thickness: 2 x opening ratio: 83% 112"dia.Anchor bolt capacity: 1040# Co 0:715/8"die,Anchor bolt capacity: 1488# q(Service level unit shear): 42#/ft 16d common nail capacity: 226 4 q(from wall above) 0#/ft q'(.eq/Co) 59#/fl Total no.of 1/2"dia.Anchor bolts required: 2 far,Deslons Qcverrtect by Widtt Total no.of 5/8"dia.Anchor bolts required: 1 7/16"APA-Rated Sheathing with 80 common or galvanized box nails at: —Ail Panel Edges: 6"0.C, ix dia,Anchor bolt spacing: 720,C. Intermediate Framing Members: 12"O.C. 618"dia.Anchor bolt spacing: 72"O.C. Wall Sheathing On: ONE FACE led common nail spacing: 4$"0,C. for Dexforte Governed ttt Seismic Gross uplift force at ends of perforated shear wall: 476 7/18"APA-Rated Sheathing with 8d common or galvanized box i Rif: at: Applicable uplift force from wall above? 0# All Panel Edges: SEE ABOVE"r).0 Net uplift force at ends of perforated shear wall: 456# Intermediate Framing Members: 12"0.C. Note:a negative net uplift force at ends denotes no hold^down inquired Wall Sheathing On; ONE FACE Held•drawn required at ends on new foundation: Nolte Required C-pgcit of 6/8'die F1554 F1554 w1 SET-XP,tr 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 Requited Trod Floor-to•Floor strap required at ends: Nene Required Number of 22s4's rec Uteri at each end of wall: f' Number of 2xt9's required at each end of wall' 1' n�cuu'Ewros vb..- "Table 4.3:3.5(American Wood Council SOPWS) Co %full height h13 h/2 2h/3 5h/6 hL 20100 089 .,_ 053 . 0.43.....„....„. ...._.„„......_ ________- 036 r ay ,rao 10% % 1 00 0.71 0,56 0.45 0.38 " ;>€ssu +sti v a' � �- W 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 / 86/ 1.00 083 071 063 0S6 r' 707; 1,00 0 87 0:77 --0.89.— 0 63 f •' 80% 1.00 091 083 077 071 ) 90% 1.00 0 95 0 91 0,87 0.83 I v?,' 3 100% �� 1,00 —1,00 100�'� 1.00 1_00 a I y i tt\ f# Per/oratea Shear Wall Job.' Roshak Sales Trailer Client: Polygon Northwest Company Ares of house. Leif Exterior Wall 7116"Panel esti Edge Fastener Spactrg a,nc*ea with 12"int,rmJlis.e Lateral Farce 1056# stesta.(8d common or atvvnls ou t,ox nails) Wind Force(1)or Seismic Force(2): 1 Seismic Maximum H/W Wall Segment ratio: 3.5:1Edge Win Euge naflin Maximum Allowable Shear per sheathed face: 1218#/ft v + 6 n 335 Faces of wall with APA-Rated sheathing: 1 In 4 n 490# Nominal width of wood wall 8 in +#M 3.r 630 Verify In, 2 in 820 4 Sheathed both faceS Shalhtsd'r 11.fao4., 1)Full-width segment without opening at each end of shear wall'? Y 2)HMI Ratio of all segments within limitations'? 6 In. 480#!ft Y 4 in � 700#/ft ._._ 3 in 980#/ft 4 3)Top and bottom of entire wall have uniform elevations? Y 3 in. 900#/lf iii 11..4 •,n 1.280#%R 4)Lateral force does not exceed maximum allowable shear'? Y 2 in. 1170#/ft 2 in, 1840 Mt 5)Wall height is less than or equal to 20 feet Y 1- Overall Wall Height 8 ft Maximum Opening Clear Height 4 ft Overall Wall Width 28 ft I-i/W Ratio Wall Segment#1 Length 6.87 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 LL; 16.25 ft Unfactored Floor&Roof Dead Load: 15#/ft Unfbctored Self Weight Dead Load: 98'#/ft OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V„=vC,EL, An6hor Bola/tags Requlraq 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'('c1/C0) 81 #/ft Total no.of 1/2"dia.Anchor bolts required: 2 forp#slrfns Governed Or ysr{It j Total no„of 518"dia.Anchor bolts required: 1 7/16"APA-Rated Sheathing with ed contrnon et Calvi rar:,a box naffs at: All Panel Edges 6"n r" 112 .- 1f2"dfa;,Anchor bolt spacing: 72"0,C. Intermediate Framing Members. 12"O.C. 518"dia.Anchor bolt spacing: 72 O.C. Wall Sheathing On: ONE FACE 16d common nail spacing„ 88 0O.C. forPeSlttns Governed by Seismic Gross uplift force at ends of perforated shear wall' 650 7/16"APA-Rated Sheathing with 8d common or galvanized box nods ab Applicable uplift force from wall above? 0# Ail Panel Edges: SEC ABOVE"0.C. Net uplift force at ends of perforated shear wall -283#''' Intermediate Framing Members: 12"0.C. Note;a negative net uplift force at ends denotes no hold-down re"aired Wall Sheathing On; ONE FACE Hold-down required at ends en new foundation: None Required Capacity of 6/8 dia F1554 w/SFTXP 8 embed: 1775,# 'Note:For walls sheathed on both faces with edge nail spacing less than Hald•dowrr required at ends on existing foundation: 6"OC,edge framing members shall be 3x or(2)2x nominal Nunn tae ufied Floor-to-Floor strap required at ends: None Roz)ulred Number of 2x4's required at each end of wall: 1 Number of 2x8'e required et each end of wall' I Table 4.3.3.5(American Wood Council SDPWS) Co ._...... z. %fu 1-heht h/3 h/2 2h/3 5h/6 h i 10% 1.00 0 69 053 0.43 0.36 1 r$ 20% 1 00 0.71 17.56 0A5 0:3$ -w«mexv $$0.1 ¢a �fl v ' frAt rri #:•r 30% 1 00 0 74 0,59 0.49 0.42 40% 1 00 0.77 0,63 0.53 0 45 J., 50% 100 0.80 067 0.57 0.80 Ij' ..z.A_.a ,�....... _ r 80% 1.00 0.83 0 71 0 63 0„58 ` .A 70% 1.00 0.87 0.77 0,69 0.83 e r 80% 100 091 083 677 0.71 , 90°/ 1.00 0.95 0.91 0.87 0.83 I 100/ 1::00 1:00 1 o0 "1,x70 --' 1 Too - a''' ° - p 6 Perforated Shear Well -. """" --....- Job: Roshak Sales Trailer Client Polygon Northwest Company Area of.rou.,e: P,ar Sxt"norWafl 7/16"Panel w/Edge Fastener Spacing as noted with 12"Interco to Lateral Feece 923# spacing(8d common or galvanized box nails) Wind Furce(1)01 Seismic,,"orca(2): 1 Seismic Wind Maximum H/VV Wall Segment ratio: 3.5:1 Edge nailing , v Edge nailing, v Maximum Allowable Shear per sheathed face: 1218#111 6 in, 240#/ft 5 in, 335#/ft. Faces of wall with APA-Rated sheathing: 1 in 4 in. 350#/ft 4 in. 490#/ft �,_.. e - --.�.. Nominal width bf wood ti #1 ill: 6 in 3 In, 450#/ft 3 in. 630#/ft 2 in. 585#/ft 2 in. 820#ift Venfy Stteettted both faces W Sheathed both faces 1)Full-width seamen.wimo1' opening ai each end of.;hear wall? Y 6 in, 480#/ft 6 in. 670#/ft 2)HIW Ratio of all segments within limitations? Y 4 n. 700*ft 4 in 9 0#1 9 80#/R 3)Top and bottom of entire wall have uniform elevations? Y 3 in 900#ift 3 m, 1260#/ft:: 4)Lateral force does not exceed maximum allowable shear? Y 2 1nln,_ 1170#!ft 2 in. 1640#18 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 ELI 19 ft Unfactored Floor&Roof Dead Load: 15#111 Unfactored Self Weight Dead Load: 96#/ft OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V.=vCoal 4nch9r Bolts/Nails Rsctuiretj %full-height sheathing 54% Minimum sill plate thickness: 2 x opening ratio: 83% 1/2"dia.Anchor bolt capacity: 1040# Co 47.5 5/8"dia.Anchor bolt capacity: 1488#, q(Service level unit shear): 49#01 16d common nail capacity: 228# q(from wall above) 0#/ft rj(=n/Cc) 97 Mt Total no,of 1/2"dia.Anchor bolts required: 1 Fa/Des/00S Governed 4Y I/VIN/ Total no.of 5/8"dia,Anchor bolts required: t 7/16"APA.Rated Sheathing with 8d common or galvanized box nails at: All Panel Edges: 6"Pt. 1/2"dia,Anchor bolt spacing: 72"D,C. Intermediate Framing Members: 12"0.0 5/8"dla,Anchor bolt spacing: 72"O,C. Wall Sheathing On: ONE FACE 16d common nail spacing. 28"O.C. forGeSiwts Governed by Seismic Gross uplift force at ends of perforated shear wall: 777# 7/16"APA-Rated Sheathing with 8d common Of galvanized bex nails at; Applicable uplift force from wall above? 0# Ali Panel Edges: SEE ABOVE O.C. INet uplift force at ends of perforated shear wall: -388# Intermediate Framing Members: 12 0.C. I Note.::a negative net uplift force at ends denotes no hold-down required Wan Sheathing Ort: ONE FACE j htofd•dosvn required at ends on new foundation: None f8amrlr'ad Capacity of Sir,die Ftt554or/SET XP 8"embed 1775# 'Note:For wails sheathed on both faces with edge nail spacing less than MOId.clown required at ends on existing(aundalian: 6"00,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 2x0's required at each end of wall 1 Table 4.3,3,5(American Wood Council SDPWS) i1 1 ^Co . , 1 °/n full height h/3 h/2 2h/3 51#6 h 10% 1 UU 069 -0-65 043 —6.36 avant t.4,'*a 20% 1.00 0 71 0.56 0A5 0.38 t+a�>r'iavolei11 _ 30% w mm 1.00 0.74 0.59 0.49 0.42 407/ -....f:66----071f- 0 63 --676i 0 45 "" 50/ 100 080 067' 057 050 60/ 100 083 071 063 0.56 °`4 .''' 6 r :..,., a ,,, „ \\6, / 70/° 1 00 0 07 0 77 0 69 0 63 80% -1,00-- 0 91 0 83 0 77:7_70.71 { i '' /° T e 90 100 095 091 067 083 r 900/ 1.00 1.00 t 06 1.00 00 1.a • . awe... 7_,.. t^ iia"°'' , 41 u 1 • Perlora to d Shear Walt Job: Roshak Sales Trailer Client: Polygon Northwest Company Agee of haute:: Front Exterior Wall 7116"Panel wt Edge f-a:;18:ier.,paring as nntgc with 12'intermediat Lateral Force tt2S It spacing(ad common or(elvanized box nails) Wind Force(1)or Seismic Force(2): 1 SeIsmtc , !hind - Maximum H/W Wall Segment ratio: 3:5:1 Edge nailing v Edge nailing v Maximum Allowable Shear per sheathed face: 1218#/ft Bin 240#111 x in33''#/ Faces of wall with APA-Rated sheathing: 1 in 4 in 350#/fta n 49U only Nominal width of wood wall: 8 in 3 in 450 Riftin. 130,.o. 2 In, 585#lft .... -' 2 in, 820#t.w it Verify Sheathed,bath faces Sheat tied 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 _4in 700#/tl 4 in.. 980#/tt 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#/1l 2 in. 1640#/ft 5)Wali height is less than or equal to 20 feet Y OverallWall 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 K Wall Segment#2 Length 3.83 ft 2.09 K Wali 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#/fl Unfactored Self Weight Dead Load: 96#/ft OK TO PROCEED WITH DESIGN Nominal Shear Capacity: V"=vC,EL, Anchor Belt alts fteg(rirer %full-height sheathing 43W 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' FArOesiens GOVergod be Ind Total no.of 5/8"dia.Anchor bolls required: 1 7/16"APA-Rated Sheathing with 8d common or gnivxrlie 1 box nails at: All Panel Edges: 6"0.C: 112"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. ForOesloris governed by Seismic Gross uplift force at ends of perforated shear wall: 1095#1 7/18"'APA•Rated Sheat With$d common or ,rsiv:hmleed liox nails at Applicable uplift force from wall above? 0# All Panel Edges: SEE ABOVE"0.C: Net uplift force at ends of perforated shear wall: -71 # Intermediate Framing Members 12"U.C. Note:a negative net uplift force at ends denotes no tiara-:Sown re aired Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required Capaat'of 51,3 dia F1554 w/SET-XP 8 embed 1775# » "Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation. 6"OC,edge framing members shall be 3x or(2)2x nominal None,Required Floor-to-Floor strap required at ends: None Required „ 1 Number of 2x4's required at each end of wall: 1 Number of 2x6's required at each end of wall; 1 s4V.":tBtt.V",mom ` Table 4.3,3.5(American Wood Council SDPWS) co r%fail hetght h/3 ht2 2h13 5h/6 h 10% -T.-6.6-""- lila- 0 53 043 0.38z z a,„tr8 20% » 1 00 0.71 0.56 0.45 0.38 "tor zs p L } 30/ 1.00 0.74 0.59 0,49 0.42 ` 40% 1.00 0.77 0,63 0.53 0.45 50% 1.00 080 067 057 0.50 �_._,. \h w N,.."»._.. 60% 1.00 0.83mm 0.71 0 8383 0.56 Z4 / i 1 "70%w 1 00 0.67 0,77" 0,69 0 83 / 130% rn»1.f19� b.9t 0 63 0 77 0 71' Wiz\ Xi 90% 120 0.95 0,91 0.87 0.83 A�f 100°/0 - 1.00 1.00 1.00 1 00 1 00 4 4 s i �/ ( �, fi Pyo F '''' �ex o + s#;; s.�.,,,,,-,,$;wry a',,,,,,,,k,,;..,"z 1 ;S ice' hrr z dN,' 4 ,„-i::::.,ti,s:t,„a *t..).;-'• TABLE 2 r� SHEAR Vl.\LLS- RECOMMENDED SHEAR(POUNDS PER FOOT) FOR APA PANEL SHEAR WALLS WITH F• ' ING OF ' DOUGIA"s-Frit,t.AAFIC:t OR S(st:11-IFRY PINE(a) FOR WIND OR SEISMIC LOADING(b) .rte: .. .._... ....,w-_ ..-,.,,..„..,44 ......_. ...:..: � r- '. Panels •pplied Over Panels Applied Direct to Framing 1/2"or 5/8" ypsum Sheathing , , Minimum Minimum Nominal Nail Nail Size Nall Spacing""at Nail Size_ Nail Spacing at 'R. Panel Penetration (common or Panel Edges(in.) (common or Panel Edges in.) Panel Grade Thickness in Framing(h) galvanized galvanized (in.) (in.) box) 6 4 3 21e) box) 6 4 3 2(e) ;"'1 ki4 it 5/16 1-1/4 6d 200 300 390 510 8d 200 300 390 510 ` APA 3/8 230(d) 360(d) 460(d) 610(d).. STRUCTURAL I 7/16 1-1/2 8d 25501 395(dl 505(dl 670(4) 10e280 430 550 730 grades qt. ' 15/32 280 430 550 730 15/32 1.5/810d1Fl 340 510 665 870 5116 or 1/.4(c) .,. 184 270 350 450 180 270 350 450 3 1-114 6d APA RATED 3/8 200 300 390 510 8d 200 300 390 510 + " SHEATHING,APA RATED S1D)NGis) 3/8 220(41 320ie1) 410(4) 530(d) and other APA 7/16 1-1/2 8d 240(4) 350(4) 450141 585(4) 10d(t) 260 380 490 640 4440 grades except 15/32 260 380 490 640 species Group 5 15/32 310 460 600 770 1-5/8 10d(F) 19/32 340 510 665 870 � _._ PA'RATED, Nail Size Nail Size .•t s1 (galvanized (galvanized '€ �'` S easing) casing) r� +, .5/10;1 1-1/4 6d 140 210 //5 60 Stt 14th; 210 ''../ :,..$60 '9:!":7 3/5 1-1/2 8d 160 240 310 410 10c'' 160 240 31C 410 (a)For framing of other species;(1)Find specific gravity forspecies of lumber in (d)Shears may be increased to values shown for 15/32-inch sheathing with the AFPA Notional Design Specification,(2)(o)1 z>r cnmnxon or galvarri eed box some nailing provided(1)studs ore spaced a maximum of 16 inchrs a.c.,or nails,find shear valve from table above for nog)size for STRUCTURAL I panels (2)if panels are applied with long dimension across studs. "r( i (regardless of actual grade).(b)For golw:nired casing nails,take sf r n value d�emcity worn ta61a above; 3)Multi this value b 0.82 fors (e)Framing at adjoining panel edges shall be 3-inch nominal or wider,and ( PIY y penot wh) specific nails shall be staggered where nails are spaced 2 inches o.c. �F gravity of 0.42 or greater,or 0.65 for all other species.See iootnoie(N. a (b)All panel edges backed with 2 inch nominal or wider framing.Install pan- (t)Framing at adjoining panel edges shall be 3-inch nominal or wider,and (obis) either horirgritally or vertically Space nails maximum 6 melte:o.c,along nails shall be staggered wirers 10d nails having penetration into f{aming of ' ' intermediate framing members for 3/8•inch and 7/16•inch panels installed mare than 1-5/8 inches are spaced 3 inches o.c. on studs spaced 24 inches a.c.For other candelorts and panel thicknesses, (411 Values apply to all-veneer plywood APA RATED SIDING panels poi Other space nails maximum 12 inches o.e.on intoratediate supports At�A RATED SIDING panels may alta quality an a proprietary ball APA w RATED SIDING 16 ac plywood may be 11/32 inch.3/8 inch at thitker. (c)3!8-inch or APA RATED SIDING 16 oc is minimum recommended when Thickness at paint of noilwng on panel edges governs shear value applied direct to framing os exterior siding. (h)Contact APA for engineered alternatives, ;E t tri Typical Layout for Shear Walls ‘„?''.1,,t. Load homing Slag cki±sg Frdmin gr„ f lkt _ sii.Lso 1111.111 I ��F (; 116,1111 4 4-* IIII 11111 � ■ .4174 ,.111111111111111i 1 mill ii -ti , Shear wall boundary Foundation resistance _ a .'r w,Ti x; $+ $? "afi �: 'x say ten t Y. a,. u sr P 1 ;. ° f ri t d a ',€ �`�r ya. aurae ud , / � , r.' f i 1 JOB #7,01,6-03 POi.YGON ,./.- , /- ----7--".' ' [ 1 ' 1\614:2 :C.,7'• pf SHEET NO 1 /I,/ — L:..e.y- `Av ; V / ,. _ E., ,A, \., t /7 (/// BUILDING SYSTEMS Or CALCULATED BY MCL DATE 11/20/2015 PO Box 310•9493 Porcr Rd.Aurnsvalle,OR 97325 CHECKED BY DA IE 800.682.1422 Moder natalldingSweins.com SCALE RECEIVED APR 1 1 2019 STRUCTURAL CALCULATIONS FOR CITY OF TIGARD BUILDING DIVISION 28' X 35MODULAR MATERIAL SUMMARY MS-1 --> MS-3 BENDING STRESS 85-1. --> B5-2 ROOF FRAMING ANALYSIS RF-1--> RF-4 EXTERIOR WALL STUD STUD-1 FLOOR FRAMING ANALYSIS FLR-1 --> FLR-5 LATERAL FORCE ANALYSIS LFA-1--> LFA-4 FOUNDATION ANALYSIS FDN-1 --> FDN-6 LOADING ANALYSIS L-1.. --> L-5 '"',.00.,, ,:„ '‘.:'',/ e ' ' •.*; '' 7 ,, - , : JOB 2.01.E-Ct t�UI.Y ON - n `,; faE :::,111,,,, - .' ° N SHEET NO MS-J. OF MS1:3 T _ [M3 lrJ I I DING YS'J EMS .. . . / ._ f/.': .>- ,�� .. .�. _ c�trUl��r�r� r�� MCI. DATE � � ,� � �� Po[lox 110.9493 Porter Rd•Aurnsvllle,OR 97325 CHECKED BY DATE. 800.682,1422 Modernt3uHdingSystems.com SCALE MATEMA1, SUMMARY FOR 8' X 35' MODULAR ROOF FA 'IING. TYP RE RAFTER USE 2X10 HF I1-2 O 24" 0,c.. ' '>L1 I'd---i TYP 6'-0" OR LESS OPENING USE (2) 2 x P,`DI It? SITE if;:-2 H DR RIDGE BEAM USE ('i)MURP Y LVL :1.60 r17 - SEE RE 3 2, E, %'' W (LA) r24'' n COLUMNS, ENDWALL COLUMNS USE •(2)4X6;DI=192. y,�,.,: SEE RF-4 MIDSPAN COLUMNS USE ;N/A EXTERIOR WALL STUD USE :2146:,H,,,it STUD GRADE, .26"',STUD-i r 0.0 --, FLOOR FRAMING: TYP FCR JOIST USE 7X8'OE 112` *1.6'0,C, SEG: FM-1.- II TYP FLR JOIST SUPPORT BEAM USE AX8 DE 112 - SFC ELR-S 1 1j 11 it 1II i II 1 I 11 l III I 'f II I JOB 020.5-03' t.O Y'3O N „ ._..« ..,..«..a.y.,.. SHEET NO MS-2. OF MS-3 _...._a.�m. ...�. , CALCULATE[ BY MCL DAf'E 1 of 2... Hu H I)IN Y I t Intl' .. D _ PO Dux 110.9493 Porter Rd.Aumsvllle,OR 97325 CHECKED BY DATE 800.682,1422 ModernDuildtngSystems.com SCALE M SHEATHING: ROOF USE 1JSE MIN 7/16' SHTG w/ 15 GA STAPLES`,SEE LFA-1,2 AT 6" EDGE &'1.2" H Li) (UNBLOCK CD) (ESft453J, TABLE 6) !J GRADL TO 4" 8".A) ROOF EXT ENDWALLS USF USE MIN :L /32uSH I'G w/8d (.11.3) AT SEE LFA-1 6 EDGE & :12" HELD (BLOCKED) (CSR- 1539, TABLE R) EXT SIDEWALLS USE USE MIN 15/32" SF1T w/Bcf (,113) AT SEE LFA-2 6" EDGE & :12" FIELD (131 OCKED) (ESR- 1 39,TABLE f ) FLOOR USE USE MIN 19/32" `I`HIG w/Sd (.113)AT SEE LFA-1,2 6EDGE& :1.2" FIELD (Uf 1F3LO( 1 U) (ES 1539,TABLE 6)UPGRADE TO 23/32 SHTG AT 6" & 8". AT FLOOR MOBILE UNIT TO CHASSIS USE N/A SEE FDN-4 II IOB ;`r2t):L .J POLYGOi11 ,`` ✓ [1 .77i:,,,,,.,57‘ ::: SHEET NO MS J Or Ms (/.. i'$s }31. 1 ..,DI N YSTFMS :CAI GULATED BY MCI. DATF 11/20/2011! PO Box 110.9493 Porter Rd.AurnsvIlle,OR 9732•, CHECKED BY 1)/,TL Wm m _ _, ,,, ._„_._. 800.682.1422 ModernUulldingSystems,com SCALE SHEAR WALL HOLD DOWNS USE USE MIN SIMP S-1.8 w/ (4) SEE LFA-3 N-10's EA END SIDEWALL TOP PLATE SPLICE USE I1SF MIN 4 ft SPLICE w/ SEE. I_F.FA-4 (12) 12ci'c (,131.) EA END ENDWALL TOP PLATE SPLICE USE I.,JSE MIN SIMP CS-1.8 w/ (4) SEE LFA-4 N•-:10's EA END RIDGE BEAM TO RIDGE BEAM USE USE MIN (:3)-.5/8 in DIA SEE LFA-4 CONNECTIONS ME3,'s AT RIDGE BEAM FOUNDATION: TYP EXT FTG USE USE+/-:16 in,SO. PADS OR 2 x 1.2 x 24 SEE ''DN-1 in, P.T. PADS AT 5' O.C. TYP INTERIOR FTG USE USE+/.. 16 In,SO. PADS OR 2 x 12 x 24 SEE FDN-1 in. P.T. PADS AT 4' O.C,' ENDWALL COLUMN FTG USE (2) (FLAT) P,T. HE 1/2, 6 x 8 SEE FRN-3,4 x 45 ' L PIT SET BRACES MOD USE P,T 7x6 RRACLS w/SIMP SEE FDN-5 SIDEWALLS A35 w/(6),N-8's EA LEG C2 5' 0,`C, PER DETAIL PIT SET BRACES MOD USE P,T, 7x0 BRACES w/-SIMP SEE FDN-5 ENDWALLS A35 w/(6):Nw8's EA LEG @ 5' D.C. PER DETAIL. 1 ` ' v � o BENDING �TRES�� R�K�K�E�� |L��I�� SYSTEMS, INC. 9493 Porter Road SE * PO Box 110 Si!LET 8S-1. OF os-2 AMSV|LLE OREGON 97325 CALCULA1 ED BY MCL DATE 0 3/13 503-749-4949' CHECKED BY ATE Fax 503-749-4950 ocALs ALLOWABLE BENDING STRESS F'b= Fb( CuCwCt CL CF Citi C|Cr) Fb- BENDING STRESS DESIGN VALUE C0- LOAD DURATION FACTOR CF-SIZE FACTOR C REPETITIVE MEMBER FACTOR BASED ON 2012 NOS � ` - FLOORS OR ROOFS ROOFS _— Fib W/0 rib W/ DURATION M.O.E. DURATION ,,,,. ._., SIZE SPECIES («10^6) FP (psi) CF Cr (psi) C"(S .o—'' (psi) JOISTS AND RAFTERS _ _ � ' , �� Q DF#1Btr 1.D 1200 l .2 1.15 1556 l.1G 1904 — — 12 115 1380 1I5 . DF#1 1J 1000 . � ~ . _,'- - � �� 1242 1-15 1��8 OF#2 1.G ' 900 1.2 l. ~ _ - ~ _ 875 12 -'� 1.15 1208 1.15 1389 5PF#l /#2 1�� . .�� ' 1.3 850 1,2 �1.15 1173 1.15 � 1349 HE#2 _ ___ �.� _ __ . _ , -- — ^ - — - --- 3xlO — �el Struct 1.9 . 2182 1.1 1.15 1898 1.15 18 1200 11 1L15 1518 115 1746 DF#10iGtr . . - ~ . _ - --- l 1S 1��5 l 1 1-15 1265 DF#1 1,7 1000 . _ �'�� - ^�^~ 1- 975 1 � --' 1 - 1233 1.15 1418 HF#1 S '� ��z . 1309 l 1 1,15 1139 DF#2 1,6 900 . 1.15 _ _ ~ 1.4875 l l 1.15 1107 1 15 1273 SPF#1 /#2 . . ' HF#2 3 850�. 1.1 1,15 1075 1.15 1237 HEADERS - ' .5 N/A 1350 1.15 1553 4�4 QF#3 1.6 ��0U1 . N/� 1170 1.15 1346 1 � 900 l � 4x� DF#2 . . �/° _-� - ... ` 13 1 4x8 DF#2 1.6 900 . N/A __�1170 1.15 S 1346 ` 4X lU DF#2 l.6 900 N/A 1080 1 . 1.� .15 1242 i N SR-2013 1 Most t+tidei Accepted and Misled f'ego IBS-2 Z of LAS» r 5.4 Evaluation of the effect at Ore-retardant or 6.0 EVIDENCE SUBMITTED preservative treatment on LVL Is outside the scope of Data In accorda,icti wit," the iCC-ES A.,tceptaroe Cribria this report. for Structural WLod-based I',oduc's (AC47), noted 0.5 Installation, fabrication, Identification and connection October 2009,(corrected December 2009), details must bo in accordance with this report, the 7.0 IDENTIFICATION manufacturer's published installation instructions and the applicable cods, This report must govern if`there Tho Murphy L9 t imtst bt ic#ea#if;eti wen ,i nes Leming the Murphy Engineo,ed W are conflicts between the manufacturers published neud')a:;•,lt,t°,N,ani,for the name Installation Instructions and this report, of one of the listees noted at the beclnr.ing,al this report): grade; evaluation report number (L: 13-2913); the 5.6 Murphy LVL is produced in Sulhertin,Oregon,under a production shift and date of manufacture; and the name of quality control program with Inspections by APA—The the inspection agency (APA—'lite Engineered Wood Engineered Wood Association(AA-6411), Association(AA-649)]. i TABLE 1—DESIGN PROPERTIES(ALLOWABLE STRESS DESIGN)FOR MURPHY LVL9'1" V PROPERTY DESIGN STRESS(psi)' W2,260Fs-1,5E 2,750Fb•1.8E 2,850 Fb.1.9E v 2,950 Fa-2.0E 3,100 Fb•2,0E Joist4 2,250 2,750 2,850 2 950 3 100 Bending(F5) _ _ a _ Plank 2,200 2,750 7,800 2 950 3,100 Tension parallel to grain(t",)s 1,350 1,950 1,950 2,109 2,100 Longitudinal shear(F) Joist 285 285 285 200 200 Plank 160 150 150 150 —150 Compression parallel(lot) 2,350 2,350 2,350 3,200 3,200 Compression Joist 750 750 750 760 750 perpendicular(Fel) Plank 450 450 550 550 550 Modulus of Elasticity,E Joist 1,5 x 106 1,8 x 10e 1.900$00$ 2.0 x 106 2.0 x 10° Plank 1.4X10A 1.8x105 1.9x106 2.0x106 2,0x106 For SI:1 psi-8.9 kPa. 1The tabulated values are design values for normal duration of load.All values,except for E and Fr4;may be adjusted for other load durations as permitted by the code,The design stresses are limited to conditions in which the average equilibrium moisture content of solid-sawn lumber Is less than 16 percent zReferenca design values must be adjusted,as applicable,In accordance with Section 8.3 of the NDS, 4'.telst w load parallel to glueline.Plank=load perpendicular to giuottno.. 4The tabulated values are based on a tolerance depth of 12 inches.lot other depths,when loaded edgewise.the hila=tyable banding stress 'TI�e)shaft be modified by(12Jd)°r`whom d-depth in inches.For depths less than 214 in:iies,the factor tot the 29/k-inch depth most be used he values published in Table 1 are based on a reference length of 3 feet.For other lengths,the allowable tensile stress must be modified by (3flf 1S whore t length in feet,For lengths loss than 3 feet,the unadjusted allowable tensien stresses In Table 1 are used. TABLE 2—FASTENER DESIGN FOR MURPHY LVL:EQUIVALENT SPECIFIC GRAVITY' NAILS BOLTS Withdrawal Load Lateral Load Lateral Load Installed In Edge Installed In Face Installed in Edge Installed in Faceinstalled In Face Parallel to Grain Perpendicular to Grain 0.49 0.50 0.50 0.50 0.50 _ 0.50. 9Faataner values based on the equivalent specific gravities in the above table are for normal load duration end may be adjusted using the load duration factors in accordance with the code. , Project Title; POL'(30N �. ,.. - ,� ,, Engineer: .1,)L Propel'L": 2016-03 ✓, Project Descn 2E'x 35'MOdUtAk Ot•FI E ': //r z// � Hu i!,- �N G .e.7Y 'M S �.�V"."' (J pd,.. fl i 'ti"2k16�8$1Fu w'or u�, i tcn ilF.Jt 5,isa i CCS I (1nd 3 tn - it' r:cnro,s1.c.i'a�•zofs u *.r.sts* ,va mm.in. ti Miot#t K '00 tf09251 - , 4 • ; , �( Y Ohs. 11 o R,,. �i{►I sT . Description: 1YP ROOF RAFT ER-2016 03 i I c4IbE R !- 'RkNCE'. Calculations per NDS 2012, IBC . ..-.., ._a.. -.. _.� �.--. ,__.-� .....,�.. _ _ �_ �_ �-0 1 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material _ __ _ Analysis Method: Allowable Stress Design Fb-TOfr81r3fl 850 psi E;Modulus of Elasticity Load Combination IBC 2012 Fb-Cempr 850 psi Ebend-xx 300ks1 Fc•Pill 1300 psi Eminbend-xx 470ksl Wood Species : Hem Fir Fc-Pore 405 psi Wood Grade : No,2 Fv 95.0 psi Ft 525 psi Density 8.83 pcf Beam Bracing : Beam Is Fully Braced against lateral-torsion buckling Repetitive Member Stross Increase 0 0.024 S e,08 l, F� t.f t� , #!:4{o li!!� / * >f:f It .i 9 f .r ,S.t 1 ..1:. . .f'.5.:0 't i : } S , 1 t:t f : ::� .,:r.:'k *:::* 1 : �.'or sr :::e♦ .: :�t.� axyp �.� ,it:i .:r : . :rrx��. *!:':. r:Yv"^> ;: , :*s,!! :f:.: ;:<s a r._ri s r i*:'*: s `r r .t .:f.. °, : . r a .r�r .,+.:'. .*.. .r wi ,: A 2xiO i Span=13,500 ft WALL_ "' � ./-4 "� ,..-r2,- e Service toads entered, Load Factors v.411 be appiled for calculations, Beam self weight calculated and added to loads Uniform Load D 0 0120, S=0,030 ksf, Tributary Width=2,0 ft,(Roof Dead Load and Snow Load) Maximum BendingStress Ratio = 0.90a 1 � Maximum Shear Stress Ratio - � 0.518 ESIGN' � k j & , 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual _ 1,119.72 psi fv:Actual 56.60 psi FB:Allowable = 1,236.54 psi Fv:Allowable _ 109,25 psi Load Combination +D+S*H I Load Combination +D+S fH Location of maximum on span - 6.790f! .Location of maximum on span w 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0,359 in Ratio= 453 Max Upward Transient Deflection 0,000 in Ratio' 0 <240 Max Downward Total Deflection 0.518 In Ratio= 314 Max Upward Total Deflection 0.000 in Ratio= 0 <180 (Vepflca)i7eactloils_ < .,,:4..,:...,,,,-;,,:3„.„:,1!,,,.,z.,4,,,,,-,,,.df Support notation:Far left'sill Values in KIPS Load Commination Support 1 Support 2 UveraitICOJmum 0,588 --0:5813 Overall MINtmum 0.181 0.181 +041 0,181 0.181 +D+S+H 0.588 0,688 0 Only 0.181 0.181 S Only 0.407 0,407 Project Title: P(h.ti'GO^1 / I ./ ' j --—. Eft 1ileer: MCt. Pro(ect 10. 20'16 03 �''/` f s Project Descr: 2d'x 35'MODULAR OFFICE ' b� r' .' Ul[�_DIN(-1SYSIFM iiI . r,, ; >;"'..'1 r,stcd 19x1("/ '76,2:ASf41 VIIU t Bea — Elio ,.0 v' ' fRCA V1C16.t is l6tf.'tEC6' ti OU,ps�r �r !t t I'ILIdfA:C=Is,:py2015 t)uytk].G iv ir�,9,'kr61510s tile #t":KWk06I O92iiin. ; m3, �: . x, _ fk i 1.4 ,41600.1r QP R 0 V1.12.9„ ,...111.41.,° Description: UP TO 6'0'OPENING i1C R.2016 03 I CODE' F RENG3 5 _ ....__ _._ _ _ Calculations per NDS 2012, IBC 2.012;CBC 2013,ASCE 7-10 Load Combination Set:IBC 2012 Material Properties _ Analysis Method: Allowable Stress Design Fb Tension 000.0 psi E:Modulus of Elasticity Load Combination iBC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600.Oksi Fc-Pril 1,350.0 psi Eminbend-xx 550.Oksl Wood Species : Douglas Fir- Larch Fe-Perp 025.0 psi Wood Grade :No.2 Fv 05.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam bracing Is defined as a set spacing over all spans ,,.., the -- '4 v - ,First Brace starts at ft from Left-Most support .e .. Regular spacing of lateral supports on length of beam a 1.330 ft to 1515 , LM v w "✓a;:;1:xr eW:t s 4 yftirw xvv sy:F:n r#4,f i4 : tv.X.. aTrv^rrr,Yrr , : 1 Y1 fb4/ '44l If iff Rt ff f ,: f � f'• 1 , til 4f 4 f 4 i if f t 1!Y I 14 i , t a. . .'0,2x4.ix �,A�"IatAI,..}♦ w✓..x ........w...-.. ......,,,..,............y.,,,...... 4 w w ar.b sv.w. w..xn a v,a s .w an. A 2-2nD Span=8.60 ft ( ` * o 5 E ;` t . ,; Service loads entered;Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D=0.0120, 5=0,030 ksf, Tributary Width=8.420 ft,(1/2 Roof span and max 18"overha) it DESIGN UMMA 4 , ;.1,,,,,,, r .,. , r.., 1 j :64 `r.. .:: Maximum Bonding Stress Ratio = 0.097 1 Maximum Shear Stress Ratio = 0.601 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual _ 864,50ps1 Iv:Actual _ 65.60 psi FB:Allowable .. 'I,2'10,67psi Fv:Allowable _ 100.25 psi Load Combination 40.4-s+1-1 Load Combination -10+51-1-1 Location of maximum on span •- 3 260f Location of maximum on span - 5.907 ft Span#where maximum occurs = Span of 1 Span#where maximum occurs ._. Span it 1 Maximum Deflection Max Downward Transient Deflection 0.067 In Ratio= 1165 • Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.095 in Ratio= 820 Max Upward Total Deflection 0.000 In Ratio= 0<240 `,Vs rtkat R coil 7"S „," , 4"r , z, Support notation:Far left Is 41 Values In LIPS Load Combination Support 1 Support 2 75iiiiifliim 1.16_-`_"`"1.; Overall Mihiintum 0,344 0.344 •#t3+if 0.344 0.344 +D i-S lit 1.165 1.165 O Only 0.344 0,344 S Cindy 0,621 0,821 r— 1 1 Project Title: POLYGON i /I '1` v `---- Pn itletrr: MCL rol ctID: 2016.03 , � r. Projectt)fzscr; 28'x 35'MODULAR OF ICE L° a, r � ' ) )k''--. . �.,1" f /1„) .tri' ._ BUILDING SYSTEMS `2 ' �... t na6fi19SOY NS,tr:u,rti,i Aill'D SC Boat)) roe O"P a tr ,iv iv a- 2n+,,n t GrtC't�tcC'. £s37e3is,timida, 1a.6.VFts`6.t£105 loi 4.li.. -j 00 61 V , A oo o 1 MQD Nt; Ult!?t c- "..T ANI; Description: (4)LVL RIDGE OEAh1-2016.03 t:0DE!7E.1- 'IZE'NCES ' .,� :' e, Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Sot:IBC 2012 Material Properties _ Analysis Method: Allowable Stress Design Fb-Tension 2,736.40 psi E:Modulus orElasllell Coad Combination IBC 2012 Fb-Compr 2,736.40 psi Ebend-xx ,000.Oksl Fc-PO 3,200.0psi Eminbend-xx ,800.0 ksi Wood Species ; Murphy LVL 3100Fb-2.0E x 24"Deep Fc-Perp 750..0 psi Wood Oracle :Manufactured Fv 290.0 psi Ft 2,100.0 psi Density 35,0 pot Beam Bracing : Beam bracing Is defined as a set spacing over all spans i First Brace starts at ft from Lett-Most support i Regular spacing of lateral supports on length of beam=4.0 ft I 1°,,0,1343 S 0.4140 f". fie'! �, e ri A e, r xra•:e w , f .;,,-.Frt ! t fr F 3 ♦ f 1 Y♦f 1f t t ;. f :' :: •F'f t::% S f E ♦l frill It ! $N f Y :' 1` f A %: ,, .*:4..f:+: ! t t .f,.t,Y t! ♦!r ,i f i f k!Y t t C "0.:.!f,iF♦Y it '"o 1 :* , - f ! !!< , t! !t! bF<..,*>...vZx..x..tt..,:. :....� 1..:.a.^it....wa».;r0f .1,, x.wnww .+n..+exsL.14.1r ... ':X<:, ...t.X Z �. ..a ♦ -.t,.,wn..l1-X,•w:t1;;V.4:ftr ;...t.. r..«041,1 (4)Murphy LVt.24"Deep Span',35.0 ft ... . x- . 5t.. w..�.at :Ee'. iiad r 5ervlce loads entered Load Factors wit(be apptie. or calculations. I Beam self weight calculated and added to loads Loads on all spans... Uniforrn Load on ALL spans: D=0,010, S.0,030 fest, Tributary Width=13.830 It .- Maximum Bending Stress Ratio 0.601: 1 Maximum Shear Stress Ratio - 0.286 : 1 Section used for this span (4)Murphy LVL 24"D Section used for this span (4) Murphy LVL 24"D fb:Actual . 1,876.42 psi fv:Actual -. 95.48 psi FB:Allowable _ 3,123.39 psi Fv:Allowable - 1333.50 psi Load Combination +D+S+}{ Load Combination NDi-S+H Location of maximum on span 17.50011 Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span If where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 1.019 In Ratio= 412 il Max Upward Transient Deflection 0,000 in Ratio= 0 <240 Max Downward Total Deflection 1.445 In Ratio= 290 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Verticalactio.,,,,' `_.. ,..;..'",.,gyri- ,k. .� ___..__...7.1 Support notation,Far left Is#t VAfuas In KIPS Load Combination Support 1 Support 2 "Overaii mum_. .10.29 10.294 ) ....... Overall MINlmum 3.033 3,033 +0+H 3,033 3.033 +0+S+H 10.294 10.294 0 Only 3.033 3,033 S Only 7.261 7.261 ProsectTilte: POLYc-ON ,';',.-1':",.: ry ` ` Engineer; MGL Protect ID: 2013-33 (( i Pro'Jeot Descr: 28'x 35'MODULAR OF ICE \ 1, .. . t� :. BUILDING SYSTEMS Prin'd IINOV::0t5,P.4.P,.' Ood (TTIU1t111 ftitr,CIACil0,10 .a.i5ii .tS15.ICGVOTtlti0G :l*. 1;Kw 6or r . ' '` = - ,''-. . - < . VO_sem .¢,D ,8..140R. .t. Description END COLUMN FOR RIDGE BEAM 1 OF 2 REQ'D FA END-2010 03 ao ode'Rios per 2012 NDS, ,.� ... ` '° �.-.- ..•- �__ .. __._ _. IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 enOcal ifi rttialtai r ?� __ _.: �__ �.__-.......—_ Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Flxilles Top&Bottom Pinned Wood Grading!Manuf, Graded Lumber Overall Column Height 10.170 ft Wood Member Type Sawn (Used for;non-slender calculations) Exact Width 3.50 In Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or CV for Bending 1.30 Wood Grade No.2 Area 19,260 1n*2 Cf or CV for Compression 1,10 Fb-Tension 900.0 psi Fv 95.0 psi Ix 48.526 In*4 Cf or Cv for Tension 1.30 Fb-Compr 900.0 psi Fl 575.0 psi ty 19,651 h Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 32.210 pcf Ci:Temperature Factor 1.0 Fc-Perp 625.0 psi Clu:Flat Use Factor 1.0 E:Modulus of Elasticity,., x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Nos 15,32 Basic 1,600.0 1,600,0 1,800.0ksi Use Cr:Repetitive? No(non-gib only) Minimum' 580.0 580.0 Brace condition for deflection(buckling)along col[irnns X-X(ividIii)axis: Unbraced Length for X•X Axis buckling=1 ft,K=1.0 Y-Y(depth)axis: Untraced Length forX- A:zis buckling=10.170 ft,K=1.0 �A.p 1- ti Service loads entered.Load Factors wiII be applied for calculations. ACDlumn self wefghtinclud..a_d..... �....._�.�. �n. Included 43.791 lbs*Dead load Factor AXIAL LOADS... 1/2 of Ridge Beam Rxl na;end:Axial Load al 10.170 ft,Xeco 1.0 in,D=1.516,S=3,630 k 1 i O .1GN SOMA g � �° 4 t ,',,,,,,,,;0 Bending&Shear Check Results PASS Max,Axlal+Bending Stress Ratio = 0,4492:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +0+5+11 Top along Y.Y 0.0 k 8011e111 along Y-Y 0.0 1 Governing NDS Fonrmla Comp+Myy, NDS Eq.3.9-3 Top along X•X 0.04217 k Bottom along X-X 0.04217 k Location of max,abovo base 10.102 ft Maximum SERVICE Load Lateral Deflections,. At maximum location values are.., Along Y-Y 0,0 In al 0,0 It above base Applied Axial 5,190k for load combination: Na Applied Mx 0.0 k-ft Along X X 0.1577 In at 5,936 ft above base Fe:Allowable 895 est for load combination:+D+S+FI Fc: 817.95 psi Other Factors used to calculate allowable stresses.. PASS Maximum Shear Stress Ratio= 0.02005:1 8err,iN Q picssion Tension Load Combination •rD+S+H Location of max,above base 10.170 ft Applied Design Shear 3.266 Psi Allowable Shear 109.250 psi Kaxi .11.:nsi ell ctlCf1S fOr.Lda C Miibbinatkns' x t,ir< # ak_...1 ,... Lead Combination Max X..X Deflection Distance Max.Y-Y Deflection Distance ,...._ +0+}1 •04465 In 5;938 ft 0.000 In _,.:.0.000 ft 40+S+H 41577 in 5,938 ft 0.000 In 0,000 ft D Only -0,0465 in 5.938 It 0,000 In 0.000 ft S Only 01.1113 In 5.038 ft 0.000 In 0.000 ft i 4 il Project Title: POLYCCP.' / — ,------, . Engineer: MCL Pr. got ID: 2015-03 r. �' 1 Project Doscr; 28'x 35'MODULAR OF ICE `'' I . BUILDINC► SYS FM I t� t t it, k t,�,' 1 'VVC► 7t s"C? ld 1I1 i" IFS a rf o i5rs�NCA t1 1 0-2),J..),../-1.0„.t.: tmgcAt(,,,i C t9832ofa,na,14lx 0.&vt+rcn me '16PK 460092 1 - g..M 1, ."° a. * > t : I0'E. A ..IL XNGISYSTE Tli Description: I X U'RIOR WALL STUD,2016.03 ..- `Codti °t 1'e0 e ronc4i1,° x, : Calculations per 2012 NDS, IBC 2012, CBG 2013,ASCE 7-10 Load Combinations Used: IBC 2012 ` nrallttforma#lof ` .. `' _ Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixilles Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Widthin Allow Stress Modification tors 5 Wood Species Hem Fir .50 Wood Grade Stud Exact Depth 5i 5Q In Gi or Cv for Sending 1.0 Fb Tension 675 psi Fv 95,0 psi Area 8.250 inA2 Cf or Cv for Compress!. 1.0 Ix 20.797 I04 Cf orCv forTenslon 1.0 Fb-Compr 675,psi Ft 400 psi ly 1,547 InA4 Crn:Wal Use Factor 1.0 Fc-Frit 800 psi Density 26.83 pcf Ct:Temperature Factor 1,0 Fe-Perp 405 psi Cfu:Flat Use Factor 1,0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Basic 1200 1200 1200 kslKf:Built{up columns 1,0 NDS 1xb onity53.2 Minimum 440 440 Brace condition fordefiection(buckling)alongUse coCrlumns:Repetitive 7 No(non-B X.X(Whitt))axis: Fully braced against buckling along X-X. Y-Y(depth)axis Fully braced against buckling along Y-Y. I. ICoiumn soil included:12,207 lbs Dead Load ---t--NI 5a applied .r calouiations. t pd' tt Service loads entered.Load Factors ` * Factor -...�_...�._..__�.__,. .._.._.�._ _. _��_ AXIAL LOADS,.. SL=30 psf,0.1-1.=up to 18":Axial Load at 8,0 ft,Xecc=1 A in,D=0,2410,S 0.3360 k BENDING LOADS... C&C wind;Lat.Uniform Load creating Mx-x,W=0.0640 klft [„`�DE UC9hf`SUMMARY` ' i'° 4. s r r -- B ending&Shear Check Results PASS Max.Axlal+8ending Stress Ratio = 0.5076:1 Maximum SERVICE Lateral Load Roacttons.. Load Combination -}0+0,60W4H Top along Y-Y 0.2560 k Bottom along Y-Y ,2560 k Governing NDS Fonlmlanp+Mxx+ Myy, NDS Eq, LO- Top along X-X 0.006010 k Balkan along X-X 0,E 06010 k Location of max.above base 4,242 ft Maximum SERVICE Load Lateral Deflections,.. At maximum location values are... Along Y-Y 0.2389 In al 4.027 ft above,bait Applied Axial 0,2633k for load combination:W Only Applied My 0.3061 k-ft Along X-X -0.1854 In al 4,671 ft above bass Applied My 0., 280.0 psi for load combination:+O+S+H Fc:Allowable 1, 8tt.0 psi Other Factors used to calculate allowable sttessesi,, PASS Maximum Shear Stress Ratio= 0,1225:1 I1endirrg Campfg� Tension Load Combination +D+0,60W+Hi Location of max.above base 0.0 ft Applied Design Shear 27.927 psI Allowable Shear 152.0 pat Maxilttltliiibol(ectlotls.tor,LLdiici.Cot tlbtnati rt s ; :7 ~,' Load Combination Max.X•X Deflection Distance a. ._ Max,Y-Y f3efiecUon Distance 40+1.1 -0.0774 In 4.671 ft 0.000 In 0.000 It 40+-'t1 -0.1854 In 4.671 ft 0.000 In 0,000 ft +0+0.60W4t!: -0.0774 In 4.671 ft 0.143 In 4.027 ft '0.60D+0,60W+0.60H -0.0466 in 4.671 ft 0.143 in 4.027 It 0 Only -0,0774 In 4.671 It 0.000 in 0.000 it S Only -0.1079 In 4.671 ft 0.000 In 0.000 ft W Only 0.0000 in 0.000 ft 0.239 In 4.027 ft Project Ulu: POLY3CN 7'1 al Engineer: MCL Pto;e Ib: 2010-03 Frr�{ Project ticscr: 2$'x 3u'fv�OCJLAR OFFICE , , _ t/ r/ / I._. I :1ILDING SYSTEMS 1,:,i,,,,,— ,, '�r'�.,�?.-.. ,t _.. le-1 t"aro,"eci':Sfr'3Cd ti:;1It 7ur.1C4-1.$0,r 1'i QCc neat), tt'r`1iCALS,"rC.f OI* iluzd.Ll r,6Yer&16ion' ,. )! l i tW.O a t'. :wa z . '"t'c 00. -a LC .OA"Y TEM � Description: TYP i l 00 JOIST--DIST LOAD(OFFICE')-2016 03 CODE 1RE 'ERENC S ,-, .,,.. ,.. ...�..- Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 ii Material Properties Analysts Method: Allowable Stress Design Fb-Tension 900,0 psi E.Modulus of Elasticity Load Combination IBC 2012 Fb-Cornpr 900.0 psi Ebend-xx 1 00.Oksl Fc-Pili 1,350.0psi Eminbend-xx 80.0ks1 Wood Species :Coughs Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 95.0 psi 1-1 575.0 psi Density 32.21Upcl Beata Bracing : Foam bracing Is defined as a set spacing over all spans Repetitive Merter Sirens Increase Untaracett La ths.-._..-_ �14:u .i First Brace starts at tt front t.ofi iviost rtirport Regular spacim of tater at supports on length of beat=2.0 it 0.•.013330 1.r 0.05650 ' r "..t 2.1:,-......._. i pic..t.�.. ,../ t.�a «�;_.._ »dM.•.. .....,.,..._......._..A....,..5:' .'i 2x8 2x8 Span=6.920 ft Span=6.920 ft 1 A lied Loads l z ' i ' 1 ""A Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and addedto loads Loads on all spans... Uniform Load on ALL spans D=0.010, L=0.050 ksf, Tributary Width=1.330 it Maximum Banding Stress Ratio - 0,303 1 Maximum Shear Stress Ratio - 0.447 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual 449.50psi fv:Actual = 42,48 psi FB:Allowable - 1,237.63psi Fv:Allowable -- 95,00 psi Load Combination +p+{+H Load Combination -0 Location of maximum on span = 0.00011 Location of maximum on span = 6.920 ft Span#where maximum occurs - Span#2 Span#where maximum occurs -- Span it 1 Maximum Deflection Max Downward Transient Deflection 0.019 In Ratio= 4387 Max Upward Transient Deflection 0,000 In Relie T. 0<360 Max Downward Total Deflection 0.023 In Ratio= 3547 Max Upward Total Deflection 0.000 In Rano= 0<240 Vet[teal i e et t tf ' s ¢ Support notation:Far left Is#1 Values to KIPS Load Combination Support i Support 2 Support3 ' iynratl # mtrm 0.213 _0.71 '_,.--... 0,2.3.. _d. I -�.._ Overall MINImum 0.041 0.136 0.041 +1741-1 0,041 0.136 0.041 -04LitI 0,213 0,711 0,213 DOnly 0.041 0.136 0,041 L Only 0.173 0.575 0.173 I , Protect Title: POLYCOI I i:nrvifreer: MCL P act iD: 2016 03 / — ' ' i 11Zr" f f'rra,ec€Desch ?.8'x 35'MODULAR OFFICE 't 4 .a �/ �?K31J 1l]I N SYSTEMS ; ,1g .. ,f� �� 1� f, P t .. T S ' tR1- St)—'1%,:a S 1td, r;u,-- matt.' CA. , —IN ad BtFitit rt f tte4.0 040103.201a,3.2015 ou . 16.10C,Vat 1610,0 Llo • 61092611,.Aft.� '• 7 �; , .: `, .. €>?.t it 1. aY f .% . " r " Deecriptirtn: 1 Y FLOOR JOIST-PT LOAD at SUPPORT(OFFICE)-2016 03 COP 1 FE NCE . Calculations per NDS 2012, IBC 2012,CBC 2.013,ASCE 7-10 Load Combination Set: IBC 2012 Material Pro ernes Analysis Method Allowable Stress Design Fb Tension 1900,0 psi F:Modulus of Elastic Load Combination IBC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksl Fc-Pill 1,350.0 psi Emlnbend-xx 580.0 ksl Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 100.0 psi Fl 575,0 psi Density 32.210pcf Beam Bracing : Beam bracing Is defined as a set spacing over aft spans Repe€it:ve Member tress Increase Unbineeci Lengths „ .,afgr .. A'3._..__ ' First Brace starts at ft frons left-Most support Regular spacing of lateral supports on length of beam=0.0 ft L0.4 , t)c l33o ,-r r f:'7 ,''.. c'i d F P i Ci i J i: 1'1`7`1 f:f7`t'i:.?.T y'. ..f"f"r X<'fl x t t i F f 7/"Y t.,:l Y"%"r,-,Y[f f F`Ci i t ,i^N'R y'fit`F: „'..;1:::;;:j.;t 7 s r 1' i r+r �. r .,',fi,..3.... .l., . ..::.,1...,.>:..t... ... ...n,.,.....,t"...,;..�:f......,....,,��.,., '�: .:. T<�».,..,�....'a,1,t,Q,!.,.... _� .'.d M.... ,.. -. .,4,�*'sfa,,L:::;: C"y�7 2x8 ({,EJ 2x6 I Span=6.920'11 Span=8.920 ft ,-,,,,r7.-"W,;:”` r FlQfi VddW�s�at�11 3•L; ...5aYu«"wW.t..: _. Service loads entered,Lod Factors will be applied for calculations, .. ..� .......,...�,.._. .... ,.....- ". -.,.. Beam self weight calculated and added to loads Loads on all spans.,. Uniform Load on ALL spans: D--0,010 ksf, Tributary Width=1.330 ft Load for Span Number 1 Uniform Load L= �/0 40 kilt,Extent 00,,60 >>3.10 ft, Tributary Width=1,0 ft,(1k p1 load over 2 foists;0.5k o) �p r l ES t"7f1t1'SUlyr t:;.•5` " ,, 'ra".e �tk """ ," "`p. _ M Js€. reps „:::kgm,____/, .�.,,r .x#Y�v-�':"k ,. 4y1 ��` ,�,..„ ,..a,�" :=�' :;.�.. x 't iJ 3: Maximum Bonding Stress Ratio -. 0.771: 1 Maximum Shear Stress Ratio = 0.1972 : I Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 932.98ps1 fv:Actual = 97,17 psi Fla:Allowable - 1,209.82psi Fv:Allowable _ 100,00 psi Load Combination +0+4.+H Load Combination 40+L+N Location of maximum on span = 2,281 ft Location of maximum on span = 0,000 ft Span#where maximum occurs - Span#1Span ff where maximum occurs Span#1 Maximum Deilection Max Downward Transient Deflection 0.084 In Ratio= 993 Max Upward Transient Deflection -0.029 In Ratio= 2836 Max Downward Total Deflection 0.088 In Ratio= 942 Max Upward Total Deflection -0.026 In Ratio= 3240 Viiiical iaatrdt ":A> Support notation:Far left is#1 Values to KIPS Load Comb&ralian Support 1 Support 2 Support 3 Oveitril MA M-um "0.7i' -1,6n -0.000 U Overall MINimum 0,041 0.136 -0.019 +D-r{-i 0.041 0.136 0,041 -10+L+11 0.714 0.623 -0.019 D Only 0.041 0,136 0.041 Project Tiko: POLY ^h! Pro!: ID; 2016 03 :—. 7*—'`"' 'Agit l' ,' Cn ff�o4r: MCL Prot Casa; 28.x 35'MODULAR OFFICE. ei,,,z7) ` . BUILDING SYSTEMS MS rz 1Y: r. -. ..__. _r . .. . ;��uu'';tet`tffcttr ' •.,2,i-,,e-11:c6 - � r �tttf "clYl ChBitCALC ri.`C.f8832iEl6 titltkE0.1 +.B.Ic�6 f510G .pit i UI 20;i t,, .. Dascri iIIo;t TYt•'f°LOW JOIST-PT LOAD at CN1 R(OFFICE)-2016 03 i I GOC?t"tt !"E'fL" fOE S Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:IBC 2012 Material Pro•erties _. _ , .„ Analysis Method: Allowable Stress Design Fb-Tension 900.0 ps E:Modulus of Efasticify Load Combination JBC 2012 Fb-Compr 900,0 ps Ebend-xx 1,600.0 ks1 Fc-Pill 1,350.0 ps Erninbend-xx 580,Oksi Wood Species ; Douglas Fir- LarchFc Perp 625. ps Wood Grade ; No.2 Fv 5' ps Ft 575,0 ps Density 32,210pcf Beam Bracing : Beam bracing Is defined as a set spacing over all spans Repetitive Member Stress increase Uu r cci L r g the �. First Brace starts at ft from Lett-Most support Regular spacing of lateral supports on length of beam =6.0 ft 1 ,-.., ___ 1 I. 0.4 allitilliat2111111.111 q0 01'3301 wi"Y IrY'Y"r"t P7ro"Y"rP t)rs t"i rrr' r7{Y'Yi YtY ,s rr -rr r rir t.e.tw 'r'*' +r. r r rrrWeir x"4`f" ."T'r"r trry Trf rr +' r' r . r r e s 4 .+ r s� rr r R r i. '. r r r r +y � ' ,s.2l—''''..xau s r .s _ ... . .. . ..._...w.,..a.,.._.,,.<.=...r..S.r>.. `�!...,..... . s.x.. .x ek3:xM i'*°.a e,'w.°.xbif:.'.w�<..+.ads.Rsa ..:,a . .' A ' d7a, 2x8 2x8 Span=6.920 ft Span=6,820 fl x x nr- '°4 Service loads entered.toad Factors will be applied for calculations. AQP}led ..okds . w..' _ .. red o _...,.. l Beam self weight calculated and added to loads Loads on all spans.,. Uniform Load on ALL spans s 0=0,010 ksf, Tributary Width=1,330 ft Load for Span Number 1 Uniform Load L=0,40 klft,Extent=2.20 >>4.7011, Tnbulary Width=1,0 ft,(111pt load over 2 foists;0.5k o) 1. E9tCt SMJMh1ARY `7. ..,.. >fsJ 1pK IMuxlnturn 13csndintg Stress Ratio - -'0.882 1: Maximum Shear Stress Ratio 0.939 . 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 1,066.64psl fv;Actual = 89.25 psi FB;Allowable = 1,209.82ps1 Fv;Allowable - 95.00 psI Load Combination +D+1,4-14 Load Combination .t-r344N Location of maximum on span - 3.209I1 Location of maximum on span - 6.340ft Span#where maximum occurs = Span#1Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.106 In Ratio= 780 Max Upward Transient Deflection -0.044 In Hallo= 1895 Max Downward Total Deflection 0.111 In Ratio= 749 Max Upward Total Deflection -0.040 In Ratio= 2070 I 0 c�f h �r Support notation;Far left is#1 Values 1n KIPS Load Combination Support 1 Support 2 Supparl3 _(3vrrali f rine . -x40 0.81 Overall MINlnmrn 0.041 0.136 0.041 40 0,041 0.136 0.041 40+141i 0,453 0,814 -0.049 D Only 0.041 0,136 0.041 tErtto}ectrineefTll#ri; POLYGON Protect ID; 21116-03 i - t " t roiect Deson 28'x 35'MODULAR OFFICE r J } DING SYSTEMS r �.,. CAPro;aiskt-�rr;:cn :��. aaicL I k°II t,r FINood'fOdir� cm:ficrsr itli:t96340'1s aJ>t ,.ta. 4.we-s.16.1 Description, TYi'FLOOR JOIST-DJSi I..OAI)(L01*0')-2016 03 cOD 4trOgAC S.z,. ' _ _.._._ _.. __ _ - Calculations per NDS 2012, IBC 2012,CBG 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties .-.... , Fb-Tension 900.0 psi E:Modulus of Elasticity 00.0 ksl cad Co binati : Allowable Stress Design Fb-Corner 900:0 psi Ebend-xx Load Combination IBC 2012 Fc-Pill 1,350.0 psi Eminbend-xx 80.Oksi Fc-Perp 025.0 poi Wood Species :Douglas Fir-Larch Fy 25.0 psi 2.210 f Wood Grade :No.2 Ft 575,0 psi Density pc Beam Bracing : Beam bracing is defined as a set spacing over all spans Repetitive Member S ss Increase Uttihr _ •.___ aco>r Lottt .` __.,...... I _..._. .. . First Brace starts at 0.0 ft from Loft.Most support Regular spacing of lateral supports on length of beam 2,0 0'r.01330 I.0.133{} i P3 "•�^ -.r r ° , -r" r 0 1,±� r r r r 41°.. F Y r.4%: "T*:t:.: x e r r r r r ° a ,a > ..i rr srler�rra rrrrr � rr � rt err �* X1 4.1.,.t.,:.r�W±,r i°� r t r 3 S I rr° .., .ev✓,..•, a......u- ........«. .. � �rrr i r sir ......ru.......... � � �S �'�.,........L.-......... .�(rb4f...,.l.r,gf b.R.t,t.. ,.. 2x8 2x8 Span=8.920 ft Span=6.020 ft r* - :*si n x r . 2 Service loads entered.Load Factors will be applied far calculations. _. ..s ._ Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans D=0.010, L=010 ksi, Tributary Width 1.330 ft ,s itte 1t &tl �" g � r� M : "_ �..-. �M _ __ 0 809 ' 1 Maximum Bending Stress Ratio -- 0.657.1 Maximum Shear Stress Ratio 2x8 Zx8 Section used for this span Section used for this span 813 01 psi fv;Actual 76.83 psi fb:Actual Fv;Allowable 95.00 psi FB:Allowable = 1,237.63pS1 ��+� Load Combination *D+L+H Load Combination 6.920 ft Location of maximum on span Span 6.#t Spano # of maximummum on span = Spa 0.#2ft Span#where maximum occurs #where occurs - y = Maximum Deflection Ratio7.183 R Max Downward Transient Deflection 0,038 in Max Upward Transient Deflection 0,000 in Ratio= 0<360 Max Downward Total Deflection 0,042 In Ratio:--• 1961 Max Upward Total Deflection 0,000 in Ratio= 0<240 P «� ,� x44 " " � L Support nolalion far left is If1 Values in KIPS Load Combination Support 1 Support 2 Support 3 _�� t3vorati�trftum 0.af16 1.267 0.39$ ._____�__ Overall W Nimltnl 0.041 0,136 0.041 40.4-1 0.041 0.136 0.041 +04.L41 0.386 1.287 0.386 0 Only 0,041 0.136 0.041 1.Only 0.345 1.150 0.345 s Project Title: POLYGON >_ by ie(rr: MOL Pra;��cI I0: 201G 03 ,„'',.'" , - r A 'Melt k b„,7- Prget;l Descr: 28 x 35`MODULAR FICE / " R U i l.C)11N G tl's�f'E=Evl S I..f> �; f.�r .f ,;,..t_,�' r? i t^rov;1rs �-if.1, iia CAP 06 ,d11L ftp-,t�G.4. 16;4t CS Wood Beam rrtrrtrntoi3 ._1#33-20°5WI. 6.10 vt.6.16.1Gs t) t,". . 0.6088 ti .,. .,y�. .. .. :. .�= fit ' r .°.DE.1l fltC li ;S G '+ Description: TYP f L0o17 JOIST-SUPT BEAM(LOOBY)-2016-03 _ f QDIi FERi N C S Calculations i;;;—NDS-20:12,—IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set IBC 2012 Material properties_ Analysis Method. Allowable Stress Design _ Fb-Tension 900.0 psi E:Modulus of Elasticity Load CombinationIBC 2012 Fb-Compr 900.0 psi Ebend-xx 1,600,0 ksi Fc-Pril 1,350,0 psi Eminbend-xx 580.0 ksi Wood Species Douglas Fir-Larch Fu•Par@ C2 ,0 psi Wood Grade :No.2 Fv 115.0 psi Ft 575,0 psi Density 32.210pct Beam Bracing : Beam bracirq is defined as a scat spacing over all sprlr�s . .lt ibrac - R -'',. PU.1 mace starts at ft from Loft-Most supper# _...__.. _ Regular spacing of'alma!supports an length of beam 2.0 ft 0 oq_ G 9 C5O) - rr> i t * t t 'tr 4 1 l.,:il:-ii:.::I.)ii AX' tAl 1 ! * 4 t Yr ! 1 1 ♦: fi ;: FYf'! 4I( ‘ •1 1 : S( , f 1, `'>t' 1'♦ , tj:::fro : 1: 't ... . .c .w';':`%«c.1,:z .... . .a*....r.,............w ...,...u1 .. ... d..a....+...w -4.+c+4r".�w�.... .. .f+....:.a , it 4x8 4x8 Span�4.0ft Span.4 Oft r Apptleit i°aadg„ Service loads entered Loyd Factorawlfl be applied for calculations. Beam self weight calculaled and added to loads Loads on all spans... Uniform Load on ALL spans: 0=0.1020, L=0.8650 klft 1 l , y a M�xSIGNlmun�i3oSUMr�i �Y�� =---'� � �-a-r— �__..��._.��.._ 1. �,. e�litr�t�1 � �'x:, g Stress�Ratio . . 11.651: 1 Maximum Shear Stress Ratio - 0.948 : 1 Section used for this span 4x8 Section used for this span 4x8 tb:Actual ._ 701.35pst fv:Actual - 109.05 psi FB:Allowable _• 1,168,68psl Fv:Allowable _ 115.00 psi Load Combination 40+1.41 Load Combination 10+1.+1-1 Location of maximum on span = 4.0000 Location of maximum on span 4 3.397 ft Span#where maximum occurs = Span#1 Span#where maximum occurs y Span#1 Maximum Deflection Max Downward Transient Deflection 0.012 In Ratio= 4074 Max Upward Transient Deflection 0.000 In Ratio= 0 <360 Max Downward Total Deflection 0.013 In Ratio= 3623 Max Upward Total Deflection 0.000 In Ratio 0<240 Vertical iacttnrts' 3< t M Support notation:Far last Is#1 Values in KIPS toad Cornbinalsos Support 1 Support 2 Support 3 fall i Ciln i 1A59 4163 -11 Overall MINI:num 0.162 0,538 0.162 40+ti 0.102 0.536 0.162 +OIL+ft 1.459 4,863 1,459 D Only 0,162 0,538 0.162 I.Only 1.268 4.325 1.298 ly W ° ‘,a) • 1.10B-it1016-03 ' 11' f?-:— ;toil — A,* SHEET NO LFA-1 OF. LFA-4 1. BUILDING SYSTEMS 'CALCIJLi\TEDIW MCI. ',DATE 131/19/2615' Po fox 110•9493 Porter Rd.Aums4le,0R97325 CI-1ECKED BY DAt 800.682,14ZZ Modereli3vIldingSYstems•corn " SCALE SHEAR DIAPHRAGM DESIGN BUILDING INFORMATION; BUILDING LENGTH (L) H 35.00,): BUILDING WIDTH (B) 27.67 '° SHEAR WALL PLATE HEIGHT 8.00 ROOF OVERHANG =i 0.00 TRANSVERSE LOADING SFISMIC.:- 268011: LONGITUDINAL LOADING SEISMIC 2.680 It TRANSVERSE (SEISMIC CONTROLS) SEISMIC ROOF = 2680# 77 plf 35.00 " Vrf = ROOF/ 2 WALLS = 1340 It 1340 # Lrf = 27.67 ' t-0,c ti TFOlt? (FIF),,(4g4W1).!(1 .•• v •- ... . • ••., . USE rvlIN 7/16"'S(1-TG Cit fl At 6" . . FIELD (UNBL( CIED) (ES13-1539/ TABLE (i) LJP(. RADE . . TO 4" &'8". AT ROOF.' SHEAR WALL PIER LENGTHS 0 Lwail = 20.171 ',AZZ-Nrf: OQ 0 aD, v Wall .= 66 plf USE MIN 15/3 ,.., .51--tiGi 8d (.113) AT'6" EDGE:84 12' . . „ . . FIELD (BLOCK D) (Es.1 -153.,), TABLE E) . . . . - VfIr = 13404! LfIr 27,67 „. . v fir = 48 Pif I (SEISMIC USF MIN 19/32'"'SLIT6'4 (.113) AT 6!) EDS; Z 12 - FIELD (LINBLOD'KEL)) (ESR-139, TABLE,(;) OpG DF TO S1-11(j AT AT FLOOR . , I -- - - . ., JOB it 2016-03 ,- ,./- . .,.,.., i,,,,..1W VA .,.,,z_e_st...: :,,e, : ----] / /7- ) i .--- i'llf ' ' <- --- - - :14, ,, *, SHEET NO LFA-2 OF LFA4 .. 1/. / e.„../ , BUILDING SYSTEMS CALCULATEDBY1VICL DATE iiii9/2ois PO flax 110.9493 Porter Rd•AtinIsvnle,OR 97325 CHECKED BY DAT;=_ 800.682,.1422 modernnulidlogsystemsxorn — SCALE SHEAR DIAPHRAGM DESIGN CONT LONGITUDINAL (SEISMIC CONTROLS) SEISMIC ROOF = 2680 if 96 plf 2767 ' T Vrf = ROOF/ 2 WALLS= 1340 # 1340# Lrf = 35.00 ' ... , v rf --, 38 p If $:9:0*:!'',.„,:—'',' cl1r, M#'41010171iffrta..,TSVg:7, rtv USE MIN 7/16" SHTG w/15 GA STAPLES AT 6" EDGE& 12" FIELD(I.JNBLOCKED) (ET 519, 'FABLE 6) UPGRADE TO 4" &8",.A1 ROOF SHEAR WALL PIER LENGTHS •-•*-,,,;;;,, ,„...,,Ax :3, , 66:" Lwa II 7.-' 2700 ' 26 ,.. ,4 143e..7,4*i:44,011! . ;y:,5,,,tian sk.al, v wall = 50 calfR-1:6El'i.)-,i1r24ii.,splf .-oi-/---sft-viE)=-A1:$1,0,ic) QR:;:;\ [ USE MIN 15/32"SI-I EG w/8d (.,113) AT 6" .1)CE 12" HELI) (BLOCKED) (ESR-1539,TABLE 8) Vflr z: 1340# Lflr ,t, 35,00 ' 1 ii v fir --,.. 38 plf "Atki,(0:ii-fro-11 -.6tNlv.-ITRA-176.1(4 't-tEsit',t:7•:;'1F--' ,;'.- Cgr USE MIN 1.9/32.11,SHTG w/8d (.113) AT 6" EDGE & 12"'- FIELD,(UNBLC)CI<E )) (1::.SR-.1.539, TABUPGRAE)E 10 23/32" SI ITG Al 6' & . Ai FLOOR I JOB it 2016'03 U � 1� ~-- --~ NiS 5HEETNO LEA-3 0F LFA-4 []I[-[]\hJG S\/ST'/E M CALCULATED BY MCL DATE 11 S roBox 1`v,xm,poun °rno.�". s,me'oxyrazy '---------------'-'-------'-'' '-------- 8o0.682.1422 mvuemamu/,u5vm°m,.cvm .CHECKED BY ��TE_______ SCALE ~---- -SHEARWALL HOLD DOWNS (TRANSVERSE) UNIT SHEAR PIER WIDTH = ROOF TRIB WIDTH =' �� . . Mot= 66plfX10` X8' = 5315 lb-ft Mr [31(12oxf +8'/ X1U'AZ/ZX[iS 3480lb'f /5315 ' 3480A\b-t / /10- 0.5y 193 # PER NAIL VALUE (SIMP C-2015 PG 189) 17l# N193# /171# EA .7-- 4NAI L5 . 18 / (4 USE MIN SIMP ' END SHEARWALL HOLD DOWNS (LONG1T) UNIT SHEAR = PIER WIDTH := ROOF TRIB WIDTH Mot = 50pIfX/' X 8' = 1688I b-ft K4[= |6.92'/l2psR+8`(1OnnOlX4/1'2/2X0J6 7821b-ft T=C=M/b (1588_ 783)|b4t/ /4_ 0.5y Z30# PER NAIL VALUE (SIMP C-2015 PG 189) 171# DF N = 2300 / 171# EA = 4NAJL9 (MIN) -------`^--~-~--`------~ - -~~---~-- . .--- USE MIN SIMP C3-1N-10� ` | � ^ JOB # 2016-03 ,,,," ) "1" w` %., SHEET NO LFA-4 OF LfA4 / ;,.; .w:' BUILDING SYSTEMS CALCULATED BY MCI_ DATE 11/19/20J"; t>o pox 110,9494 Porter Rd•nur„s nto,OR 97325 CHECKED BY DATE_DA i E 800.682.1422 talodernf3ulldtngSyslerns.corn SCALE SIDEWALL TOP PLATE SPLICE T=:C=M/b (77p1f X 35'A2)/(8 X 27.67') 424# PER NAIL VALUE (NDS 2012 TABLE 11N, Cc1=1.6) = 155 # DF N = 424#/ 155# EA = 12 NAILS .k... ro (MIN) USE MIN 4 ft SPLICE vv/ 12 12d's .131 EA END ENDWALL TOP PLATE SPLICE T=C=M/b (96pIf X 27.67'^2)/(8 X 35') 263 # PER NAIL VALUE (SIMP C-2015 PG 189) 171 # DF N = 263#/ 171# EA 4 NAILS r X4712;: (MIN) USE MIN SIMP CS-18w/ 4 N-10's EA END SHEAR TRANSFER AT M.L. v =Vay' = 1340#X(35' X 27.67'/ 2)(27,67'/4) =_ 73 plf I (35' X 27.67'A3)/ 12 V = 73pIfX (351/2)/ 2X2 = 1271# PER BOLT VALUE (NDS 2012 TABLE 11A) (6004 X 1..6), 960# LVL or GLB: G=0.50 N= 1271#/960# EA= 3 BOLTS(..' (MIN) USE MIN (3) -ri/S in DIA M.B.'5 AT RIDGE BEAM ,, JOB it 2016-03 l' / z/ SHEET NO IDN-1 C.F ,'DI',!- t ..../ .`. ff Uii._l7{NCti SYSTEMS F (AICIJLATLD BY PML 11./.4e15 PO Dox 110•0493 Ptirter tid.Aurnsv)fie,OR 9/325 CHECKED. BYDATE 800.682.9.422 MoticrnDuildIng'gsteins,uorn ,._.�...�., ... �. -_ _ ... . . .._.._ _..., FOUNDATION DESIGN . -HULA w..:. BUILDING LENGTH (L) -3-5-.00' SITE TYPE_" GRAN/EL BUILDING WIDTH (B) = ' 27.67', MAX BRG PRESSURE _ .1800 psf FRAME RAIL OFFSET= N/A? FLOOR TRIB WIDTH =r6.92 '' ROOF OVERHANG =i 0100" ROOF TRIO WIDTH = 6.92 ' WALL PLATE HEIGHT= 8,00'(ABOVE F.F.) TRANSVERSE WIND/SETS -) 5318 It LONGIT. WIND/SETS. _' 4692 it WIND UPLIFT=--1 :. 13465 if: SNOW LOAD =l; '"'25 psf; BUILDING WEIGHT= ` 27006 it'(No Snow) F,F, HEIGHT! 1.00' (ABOVE GRADE) AVG, ROOF HEIGHT''- ` 1 .a0'''(ABOVE GRADE) PIER PAD AREA ali 1 ^,••j AT EXTERIOR FIG LOAD TO SKIRTWALL„" O'pIf DL= 6.92'(12 psf)+8`(10 psf)+6.92'/2(10 psf) = 198 plf LL= 6,92'/ 2 X 100 psf= 346 pif SL= 6.92' X 25 psf= 173 plf D + L = 543 pif D +S = 370 pif D+0,75L+0.755 = 587 plf CONTROLS PIER SPACING -t`rSO.Oµ"-- a ... a�� t.-�` ' `.:... PI, lau,. q = (587pif- Oplf) X (5')/ 1.78 ft^2 = 1648 psf .'. .;on GRAVEL USE +/- 16 in. SQ. PADS OR 2 x 12 x 24 in. P.T. PADS AT 5' O.C. AT INTERIOR FTG DL = 6,92' (10 psf) = 69 plf LL= 6,92' (100 psf) = 692 plf D+ L= 761 plf CONTROLS PIER SPACING =1400' a. 7 q = 761.pIf X (4') /1.78 ft^2 = 1709 psf , C on GRAVEL USE +/- in. SQ. PADS OR2x12x241n. P,T. PADS AT 4' 0,C. /A 1 Str4 _ JOB ft 2016-03 1./ /7/ SHEETNO FDN72 FDN..14) BUILDING SYSTEMS CALCULATED B17MCL .1.1/19/7015 P0 0ox 110.9493 porter Rd•AunlxvIlle,OR 97325 CHECKED BY DAvE B013.682..1422 ModeraDutidIngSystems.com SCALE AT ENDWALL COLUMN FTG COLUMN DL= 3033 it COLUMN SL=;6051'it:: DL [3 (10 psf) 10.51 (10 psf)] X 6.92' = 934 ft LL 3' (100 psf) X 6.92' = 207514 D+ L= 6041# D+S = 10018 # D +0,75L+0,75S= 10061# CONTROLS <10125#Therefore OK. (See FDN- 3,5 ) AT MIDSPAN coLumNrs coLuPirkRZI,z, 10 it COLUMN SL DL= 6..92711Q,esf) (41 = 277 LL 6.92' (100-1'34 = 2766 # D+ L 3043 ft CONTROLS +S D+ 0.75L+0.7,55..ze2351 ft --<26094/VPherefor&OKF(Seer-FDN.A6rk) _m JOB # 2016-03 w_ /f - - . r /: a( SMEET NO FDN-3 Uc Ft�# i ;.f7BUILDING SYSTEMS _ CALCULATED_ CALCULATED BY MCL11/19/. 15 PoOox110.9493PorterRd.AuntsvlllerOn97325 ( !ECKED BY �WDATF. 800.682..1422 ModerriuuIIdIngsystems.corn SCALE @ ENDWALL COLUMN FOOTING ..ar`n l' u a 'M mw�Tf"r,.»µ»r � , "*,,;li;0 t.t.� K2 TRY[ A' , � ` FSA' tyr. i.4. ,12r> , n L Width (b) each = 0.63 Pmax = 1800psfX2X0,63' X4.5' = 10125 ` DL% = 40% SL % = 60% W oL= 1800psf X 0.63' X 0.4 = 448 plf W SL= 1800psf X 0.63'X 0,6= 677 plf @ MIDSPAN COLUMN FOOTING IPY tG T _m' - 1111 JL dx 3 x,46alo ..� L Width (b) each = 0,60 'x Pmax = 1800psf X 6 X 0,6' X 4' = 26093# DL% = 100% -,yam ' SL% = 0% �r-- W ot_= 1.',.000 X 0,6'''X'1„.= 1087 plf W sL= 1800psf X 0.6' X 0= O pif b @ MIDSPAN INTERMEDIATE POST '`, 0:—..,,,44,-, +*, w. I! 6111 ; "t x r TRY .*. .4 .4 1 L ... Width (b) each = 0.46 ' W Dt.= 180Op f»X.t ',X 1/ 2 MEMI3EI S .. "-1 3600 pif W sL= l800psf X 4' "0,-/:Z. l MBI;RS = 0 plf � ' I . � . . POL ----• - MCL � ' � Pu�m|D. 2016-03 28"x35'MDDULAROF �� , t, ,•4:''' "IT! 4 /- OescaptIon; ENOWALL COLUMN FTG-2016 03 _ CODE, -�—~�� ---------- ~ ' Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set...IBC 2O12 Material Ert| Allowable S�000Des�n Fb 750.0 E/Mo��xofBox�� Load Combination Analysis^—~--' IBC 2012 PbFh 750.0 Ehnnd•xx 1,300.0kni Fr- 7UO.V' Endnhund-xx 470.0kd Wood Species Larch:Douglas Fir' Fe Fv''e' 02595' O psi Wood Grade : deNo.2 '~ppi Ft 475.0 psi Density 32.21Op:[ Beam Bracing i3oam is Fully Braced against lateral-torsion buckling -------- --- ---------------- �8�. ' ------ --------� �� ^^~. — .'_ 80(FLAT) 8x8(FLAT} 84(FLAT) Spun~1w^oSpan.0.620 ft Span~1amo ____ �a��e|�dn en��.Lood Fumom*i|�mwpp||nu��rnn�u|ui�os c�/~~ --- --' ---'--- ----- --- --�- _____. Loads on all spans.. Uniform Load on ALL spans: D~V.44OO, G=0.O77VNM i ___ ________ __��04D��( �ON� �0:Maxinlitm Bending Stress Ratio ' ^ --=----- — - 8.T79,1 Maximum Shear Stress Ratio = 0.550: 1 Scctton Used h this span 8x8' Section for onuveu �iaopon 8x6(FLAT) m:Actual = 1�,65' \ Iv:Actual = 00.89pS| PB:Allowable = 862.60ps1 Fv:Allowable = 109.26 psi Lou Combination — Load Combination u Location�~° dmaximum oospan = '— b*u(|onu[maximum uospan = i�8 k SpanSpan#1 8pon0nhmamax|mum�omo = �p�#> #wheremux)mommmu� ~ Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= .1856 Max Upward Transient Deflection 0.00DioRatio= O<sGQ Max Downward Total Deflection 0.042 In Ratio= 1118 Max Upward Total Deflection -0.001 in Ratio= 6p48 ^ ` S notation --__ Yuhoh�PS SupportLoad Combination 1 SupportSupportvuopmh4 vviw.p° .m.. _ ------ --_—_- ^'^`' 233-1— Overall MiNtmunt ~`'OvemKh8Nbmnt 1,000 1.008 +04H 1,008 1.008 ~04-Sil{ 2,531 2.531 1)Only 1.008 1.008 8 Only 1,523 1.623 . . . . / | I .i ! i1 9 7!,, "1 J- SHEETNo....... 1) or ' 1)?v1_..:. �a LUit.C71NG SYSTEMS �,• _ _._: 9493 Porter Road SE PO Box 110 CALCULATED BY1 m.� : Via . �A• . 1 , k ., .__.... AUMSVILLE, OREGON 97325 C tEa<ro fYr,.. „,„� Di TE .. 503-749-4949 6 Fax 503749-4950 scAt.O� l ! a1 tl t . f ?1 :21.y.t r.. . ) 1 1 1'f 1trel: f t 1 t I J00 � J16. 6« 1 , ._BUILDING SYSTEMS 9493 Porker Road SE • PO Box 110 CALCUTATEDBY 1,',!f, ._._ _ �n1E: __(_i r/1 tl-- . AUMSVILLE, OREGON 97325 CPiE-.CK[aD[;Y _«._....«_.__ .:. ;D,,rE ..........._ ..«,. 503-749-4949 o Fax 503-749-4950 SCALE._ _ —. ... . _ 1 il 54 I 1.;\ 1 1(11 I 1 ' ' \ )1(or 7 7'6 7 1, ,- )46 I/ -i F - , .1_,' _ __ , 7, „..) 1 _ _ _ 1«..._� « «:.._ Vim _ 1 1 1 ,, )/ ( 07t. '1-74 'r `--- .v.)�,lr) « \O)')-1,A Vii 1. i k/ 0 w.._ _, e _.., 1.-01' ,.. i,»i(..j _... ....«We..m... .. . ...._ _.___. . .. i 3. f, ) ( '1 4? ' _.. /1 .., .x ,�.. __(t IA(1J. . �. j ! �: �I.?�11 t�:1 ll. _.- i6 #S, -L. is _._ .. 2.01.'3-03 1 JOB it ._... 2 [ :SHEET NO .. L-1 Of S _CALCULATED AflD 13Y.,L . MCL...... 0A1EL. .r�. . �. W...�yy/://, ___ .� BUILDING SYSTEMS PO Box 110•9493 Porter lid.Aumsvllie,On 97325By ' 800.682,1422 Modernoulldingsystems.com SCALE WIND ANALYSIS FOR ENCLOSED SIMPLE DIAPHRAGM LOW'RISE BUILDINGS - BASED ON IBC 2012 / ASCE 7-10 CHAPTER 28, PART 2 INPUT DATA -i Risk Category = RC 14 .. :i (Table 1.54) Basic Wind Speed -- Vult A41,4YqVasd -3:08;. mph (3 sec gust)(Fig 26.5-1) Exposure Category = EC 8 (Sec. 26.7) 'topographic Factor= Kit Pima (Sec. 26.8 & 26. 3-1) Adjustment Factor = Lambda 1.00 (Sec 28.6-1) Building Length = L 1 35.00 ' ft Building width = B 127.67,° ft 1 1.41:51 PM Building Height to Eave = he ' 16.00 'ft Building Height to Ridge = hr l13,00�,:ft Eave Overhang oh l : 0.00-. ft Building End Zone = a 3.00 ft Roof Pitch = RP :,:•:3:741p.,70:1 Approx, Roof Angle = RA 10 degrees (Ref. Fig. 28.6-1) OUTPUT Wind Pressure, ps30(Fig. 28.6-1) Horizontal A-ps30 351.0 psf Horizontal B-ps30 -14.50 psf Horizontal C-ps30 23.30 psf Horizontal D-ps30 -8.50 psf Vertical E-ps30 -37.30 psf Vertical F-ps30 -22.80 psf Vertical G-ps30 -26.00 psf Vertical H-ps30 -17.50 psf O.H. Eoh-ps30 -52.30 psf 0.H. Goh-ps30 -40.90 psf JOB it 2016-0Z, ,/ SHEET NO i z OF 1..-!_, /'` / ' _ ( _ .L-2 _ _ _ _ K._ .�%�....� (3U ILD NG SYSTEMS CALCULATED BY MCI.. DATE 11,/`19/2015 Po Box 110•0493 Porter Rd.Aumsvllic,OR 97325 CHECKED Q BYDATE _. _.._,...._...._.__..n 800.682.1422 Moder,tii3uildingSysterns.com SCALE Wind Pressure, ps ps= Lambda * Kzt* ps30 Min Loading Horizontal A-ps 35.10 psf 16,00 Horizontal B-ps -1.4.50 psf 8.00 Horizontal C-ps 23,30 psf 16.00 Horizontal D-ps -8.50 psf 8.00 Vertical E-ps -37.30 psf 0.00 Vertical F-ps -22.80 psf 0,00 Vertical G-ps -26.00 psf 0.00 Vertical H-ps -17.50 psf 0.00 O.H, Eoh-ps -52.30 psf O.H. Gob-ps -40.90 psf CASE A-Transverse Wind Mini Loading A-tw 2106 lbs 960 lbs Set to 0 B-tw -261, lbs 144 his C-tw 6757 lbs 4640 lbs Set to 0 D-tw -740 lbs 696 lbs Total 8863 lbs(SD) 6440 lbs Convert to ASO x 0.5 0.6 Total Force on building side L= 5318 lbs(ASD) _ 3864. lbs CASE B-Longitudinal Wind A-lw 1106 lbs 504 lbs C-lw 6715 lbs 4611 lbs Total 7821 lbs(SD) 5115 lbs Convert to ASD x 0,6 0.6 Total Force on building end 13= 4692 lbs(ASD) 3069 lbs CASE A-Transverse Uplift w/gable end OH uplift F-up -3096 lbs w/gable end OH uplift F-up -1893 lbs w/gable end OH uplift G-up -10432 lbs w/gable end OH uplift H-up -7021 lbs sidewall eaves OH uplift Fob-up 0 ibs sidewall eaves OH uplift Gob-up - 0 lbs Total -22442 lbs(SD) _ Convert to ASD x 0,6 Total Uplift Force = -13465 lbs(ASD) �.,, JOB 6`2016.O .._ . _ ... .w Li li SHEET NO h3 (lt" L-5 `_ _iI 1ilI...I.)IN(a sYs'I�' :Ms ,ckicut,A1t.C 't3Y'NI I DATE 111/19/2015 F'D Flax 110.9493 Pot for lid.Aumsvtno,OR 97375 CHECKED ECKED 13Y DA r( 800.687.142?. Modernhutldtngsystems.coni ."w, ."_ - -- -• - -." SCALE .. __."_... _. I r: 8 x ' OCULAR SEISMIC per IBC 2012/ ASCE 7-10 Risk Categoryi t ' "` ASCE 7-10 Table 1.5-1 ASCE 7-10 Table 1.5 2Seismic Importance Factor To= 1... ASCE 7-10 Table 12.2-1 Response Modification Factor R = rc � USGS Data Spectral Response Accel. Ss = • 1.500`' ASCE 7-10 11,4.2 Site Class D ASCE 7-10 Table 11.4-1 Site Coefficient Fa= I 1.000, ASCE 7-10 Eqn, 11.4-1 Stns =Ss * Fa Sins - 150 ASCE 7-10 Eqn 11.4-3 Sds = 2/3 * Sms Sds.- 1.000 ASCE 7-10 12,14.8.1 F=1.0 for one story Bldgs F= 1.000 ASCE 7-10 Table 11.6-1 Seismic Design Cat. D ASCE 7-10 Eqn 12.8-1 V=(F*Sds/(R/Ie) * W)* 0.7 V 0.108 W 1BC 2012 1605.3.1 Note: 0.7 converts to ASD ASCE 7-10 Eqn 12.8-5 Vmin = 0.010 W Building Weight Roof(psf) Exterior Wall (psf) s "• 1.7 'P;- a 2.5 ? r yf 1.7 f 1.5 4� 0 O "n1.9 -#40„.„ftif1474-1 ,,1, 1.3 ,osl: `l- 1.8 r 2.8 ,' ktg 0 1.8 0 0 4 0 x 0 0 Total 9.5 7.5 Interior Wall (psf) Floor(psf) 17141e f71iblM)5 1.0 r�j' 2.8 ' e ,g 1.1 2,5 < . 2,8 2.2 � . 1.6 v '`; 0 0 Total 6.77.3 f^_. l JOB#2016-03 / ,,i/, ,"" SHEET NO L-4 OF17-5 a' c.,' .. BUILDING SYSTEMS CALCULATED BY MCLDATE 11/19/2015 Po Box 110.9493 Porter Rd•Avnisvllle,OR 97325 CHECKED 1W DATE__. .... „ .. ._ $00.682,1422 ModerntlufldingSystems.com SCALE Building Weight (can't) o 27:67:' f 35.00!- 0.0 psf 0 lbs Roof ;.' 27.67:' 35.00' 9,5 psf --- 92001 lbs Ext.Wall 1 ,00.1 A`12 34 7.5 psf = 7520 lbs Int.Waif w 4 ' 1.4s-4-0A� z, 6.7 psf - 3216 lbs Floor 27.67' f 35 00,' 7.3 psf 7070 lbs �.. Chassis . 0 lbs 0 lbs Total 27006 lbs Wr= Total DL tributary to roof 14568 lbs W1= Total DL tributary to floor 12438 Ibs Fx Story(Shearwall) Force Table Story Force-k Fx Coot= Story Height Weight *wxthx/( V*hx/( Story Shear wx*hx} V wx*hx) (hx) (vex) (wx*hx) . (Vx) R 19,00:" "';' 14.57 k 146 k-ft 2.68 k 0.184 2.68 k 1 1.00'' 12.44 k 12 k-ft 0.23 k 0.018 2.91 k Grade 0.00' Sum (Z) 27.01k 158k-ft V=2.91k Shear Value OK Comparison 1 i . 11 j i. Desi g n Ma s Summar Re ox t rage 1 cf 2 p Y p F, , ° Design MapsSummary Report t� �►_ '..� User—Specified Input Report Title 2016-03, Tigard Tu l, November 19,2015 19:30:09 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available In 2008) Site Coordinates 45.431°N, 122.771°W Site Soil Classification Site Class D "Stiff Sall" Risk Category I/II/III tl ;)i' ,%13f aye r on, ` I ` li In {71i4 NL ) 149« : V11l .tlrI{• . ft_ , t' , ..'1 t3ttlt€£>pt � _�J r i' It i + f ' ',, �£�titait, if s. flirt{3 :,1#t . thtant: i,` P v �*� Cir' p ( /- t' r t r I . i, is 11 ' i«r '. f i` et : } rt.l tt.l$1 l ` i 1 r } , it j i,,,,,, CIUc s .Q Q#t'PfAitt uc a�liic 410. r20,?:6,i ,it i ' hfalt(ltt, USGS—Provided Output Ss = 0,972 g SHs c 1.0!30 g Sus = 0.720 g G' , •Ul)U qo CJ Si = 0.423 g 5,,,. = 0,667 g S"1 = 0,445 g '' For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document, MCEA Response Spectrum Design Response Spectrum 'o fro a.10 V.tiO 0.95 0.72 U•, 8,64 COW 077° 0.56 6,Gc ., Ili =5.48 0 0,ti'i 0.10 0,73 .'....a.. 0.24 6,22. 1.1Q 0,11 +.,,00, 0 00 #.740,141) 0.50 —0,4J0 LOS .1.1;0L40 1,50 1.05 ,O0 0.4{+ 0.20 0 10 41:60 000 1 {'{1 i.i'O 'I (0 1 SO 4,O .so Period,T(sec) lieriod, T{sets http://ehp 1-ear thquake.cl•.usgs.gov/designtnaps/us/summary,php?template... 11 'I 9/2015 I i I i it Il ii 4 11 Design Maps Summary Report Pdge ! of 2 1,6 Design Maps Summary ep rl. f . Of: -t User-Specified Input Report Title 2016-03, IHITgsboro Thu November 19, 2015 19:39;58 UTC r3uiiding Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available In 2008) Site Coordinates 45,523°N, 122,99°W Site Soil Classification Site Class D - "Stiff Soli" Risk Category I/II/III tz 4.1 1,1 ._ ;� �iili•ioro .� � c1rn:11 C�rov�,• • ! i I �� *- 0 l's1 J 1, 'E if , Il. 1 • i., ASM EM (`1 1 (. t., l I'„vII _f i :111111PCI rWit 02815 tltailtiuest 5041,0 ilatat>2p1S'13ii"� t ' +sem 11Iallttlret,t' USGS--Provided Output Ss = 0,991 g Stis = 1.093 g Sus = 0,729 g 1 ,006 Si = 0.448 g SKI = 0.695 g SD{ = 0,463 g For Information on how the SS and S1 values above have been calculated from probabilistic. (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the,application and select the"2009 NEHRP”building code reference document. MCE8 Response Spectrum Design Response Spectrum ,),P0 1,14 0.00 n:G9 0.72. 0,10> Ii.GI 0,7T 0.94- Cr,G6 t 0,4P 0.55 ig 0.40 0,4j 0 32 , 0,33 6.21 41.27 0.14 41.11 0.011 O.OG. 1 f 1 f t 4 - i --t- 1 I oc,o } 4 t ;_ 3. y.. ._y-._.. .{.._ I 0 oil 0.}9 010 9,49 0.99 1.99 1.70 1.49 1,(9 1.09 190 0 GCI 0.29 9.11 0 1 0:60 1.19 1.2V I.t0 i.GQ 1,90 1,99 Period, T(sec) Period, T(sec) http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template... 11/19/2015 li { II II iI I,l 9 Exit Index Search ULTIMATE FRICTION FACTORS AND ADH Ii,SJON FOR DISSIMILAR MA`.[ ,RT:A,LS (NAAC!AC DM 7 2,Table 1, n72-63) Friction 1lrtctlr Interface Materials factor a#1(ties degrees Mass concrete on-the following foundation materials: Clean sound rock 0,70 35 Clean gravel,gravel-sand mixtures,coarse sand 0.55 to 0.60 29 to 31 Clean fine to medium sand,silty medium to coarse sand,silty or clayey gravel 0.45 to 0,55 24 to 29 Clean fine sand,silty or clayey fine to medium sand 0.35 to.045 19 to 24 Fine sandy silt,non-plastic silt 0.30 to 0.35 17 to 19 Very stiff and hard residual or pre-consolidated clay 0.40 to 0.50 22 to 26 Medium stiff and.stiff clay and silty clay 030 to 0.35 17 to 19 (Masonry on foundation materials has same friction factors.) Steal sheet piles against the following soils: Clean gravel,gravel-sand mixtures,well-graded.rock fill with spalls 0.40 22 Clean sand,silty sand-gravel mixture,single size hard rook fill 030 17 Silty sand,gravel or sand mixed with silt or clay 0.25 14 Fine sandy silt,non-plastic silt 0.20 11 Formed concrete or concrete sheet piling against the following soils: Clean gravel,gravel-sand mixtures,well-graded rook fill with spalls 0.40 to 0.50 19 to 26 Clean sand,silty sand-gravel mixture,single size hard rock fill 0.30 to 0.40 .17 to 22 Silty sand,gravel or sand mixed with silt or clay 0.30 17 Fine sandy silt,non-plastic silt 0,25 14 Various structural materials; ` Masonry on masonry,igneous and metamorphic rocks: Dressed soft rock on dressed soft rook 0.70 35 Dressed hard rock on dressed soft rock 0.65 33 Dressed hard rock on dressed hard rook 0.55 29 Masonry on wood.(cross grain) 0.50 26 Steel on steel at sheet pito interlocks 0.30 17 Interface Materials(cohesion} Adhesion C„(psf), Very soft cohesive soil(0-250 psf) 0-250 oft cohesive soil(250..500 psf) 250-500 I odium stiff cohesive soil(500—1000 psf) 500-750 tiff cohesive soil(1000-2000 psf) 750-950 c stiff cohesive soil(2000-4000.psf) 950-1,300 C-11 i r.e."M"-Mr...V-:-.4.s- „riar-..,71-‘,X1r=r7,=_Y=A.ne r"Z:7=',:::7.',....C.X:1L4M47,..":1-1,,,,t72,.. r".. ,,,V7:::TZts-sx.f-A,r,,,`-:•",4,.=,...Z.'r.70,1Zik...,,, ,,,,,,?...,,%,..1 ti INSTRUCTIONS FOR USING H PRS are anchor sip. firm MTh /±E HOME •t----- 1 The manufactured home shall be Installed and A ' . ,. t \ I At '%', i I leveled by qualified contracting personnel who are acceptable and licensed by the governing authority, Minute Man piers are designed to SUPPORT mobile homes and are not to be used for raising or lowering the home, Minute Man piers should be placed directly under the main support frames on both sides of the home spaced In accordance with the ...,.tIllazWEZMItolosiiN atInaterm.avagsw= home manufacturer's instructions, .W1UTE MAN ANCHORS 28726 HO 8524 KATED 4000 015370 1 SAFETY FACTQl RA7E0 8000 LBS 2.2570 1 SAE ETf FACTOR OR E-q u p,1- 2'WAX EXTENSION WARMING)DO NOT USE ID.T/ I<HOME MINUTE MAN *IER SET-UP PROCEDURES 1 Designed and manufactured for use under mobile and manufactured homes and commercial structures, the support pier is best suited to a dry environment Minute Man piers are not recommended for use within 1500 foot of a coastline or in an application where the base of the pier would be immersed in water, All support piers must be attached to the I-beams With an appropriate pier head, to prevent horizontal movement, 2 Use hydraulic jacks or other suitable devices to level the chassis beam of the home. Be sure to use sufficient jacks and safety blocking to safely support the home before installing support piers, Level the chassis using a water level or other leveling device for accuracy, After the chassis Is leveled using hydraulic Jacks and levels,you may begin to install the support piers. s Using the appropriate pier for the Installation,determine the pier height that will be best for each Individual pier location and insure that the height to the bottom of the chassis beam is no greater than 36 Inches, Insure that the pier caps ate appropriate for the type of chassis beam or for the marriage line, 4 Prepare a level surface at the location of each pier, Use coarse sand or gravel,If necessary to prepare the surface so as to have full contact for the footing pad. The surface of the footing pad needs to be high enough to Insure that the base of the support pier does not come into contact with any drainage water that may be present under the home, Do not set a footing pad on organic material, Use the appropriate type and size of fooling pad for the load required, Refer to the home manufacturer's Installation manual for specific loads and footing sizes;and to the governing authority in the locale in which you are Installing, 5 Locate the support pier on the footing pad,making certain to center the support pier on the pier pad. Where required by local code,secure the support pier to the footing pad with appropriate fasteners, In no case are you to extend the threaded rod adjuster more than 2 inches, When more height is needed, use the next taller size support pier. Carefully align the support pier under the chassis beam or marriage line and install the pier head, lighten and snug plus one-halt turn, 6. Repeat this installation process with each pier. After all support piers are installed,you may then remove the safety blocking and hydraulic jacks used to Initially level the chassis, 8, ,-....-"'aZt:'.:17P4VItiT=1:4,404-o,,X,Pr.r..,;,,,T4...,ZTiarir4tFri,..-ii,s-i.U.. .."%1E171.1111Wt1717;ailITEr-'11,7,11MATZWZ":2.."-M,.134 :1,1W-,C,M,'s 4.112W-TYCI=,. r 4 -