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to5(r5 stv hU 3vt 15u,,p2o1,9-00ao 171WDY Structural • Civil Engineers STRUCTURAL CALCULATIONS RECRIITA:r0 FOR OCT 31 2019 HALL BOULEVARD BUILDING CITY OF 11GARD TENANT IMPROVEMENT BUIDNriVSON 11565 SOUTHWEST HALL BOULEVARD TIGARD, OR 97223 AUGUST 1, 2019 ez6NEN c„, 4G N e4s-4 (e, 1,4 'cc 54.45p 44, 4110 rt:EurREs: 06/30/ DESIGN PARAMETERS: 2014 Oregon Structural Specialty Code LOADS ROOF DEAD 15 PSF ROOF LIVE 25 PSF(SNOW) CONTENTS: CALULATIONS 1 to 16 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com nW D Y Structural • Civil Engineers Job Name: Flail Blvd Building T.I. Job No: 19139 Sheet No: Client: LRS Date: July 2019 By: MS c t-k't`-\ b Z S\GA\1 \-11MA, (:)C› .) 1\q,1 P\TV OtkE BAN,-N oPPER-R\)o - \ NLL f1 C (10 6 )-(`AFA) �GOL� , WALL a�tV G. Pl 5L VPPEtZ c ooh 340 1(AZ L6 L= bL� • 14.Sr • -4 0-€ 1(7N of\u_ ,„F C>L'c L= 25 P-- '� } 7 C PLf _._ ` OOE tsh r \Q\ -• V 7 17,5H 'DV\ Ci l =?-01-3°1 s\ - \\ \\ 0 RI S i/ x \L CX '\__� (2-\ -\k7L\.Ac \\LAI L\. / 11;001'5f" = (t-) coN1 iG = \.63 ZF\- = 2, (06k-kl 2Z 3 k�` 2. ( fNI •\k0k3 OK v51` (3)2x (o DST OtJ (t) STENMVMA., 1007M6 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com COMPIANYnc. PROJECT %%'oodVVorks°.r I I 6443 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOFTWARE FOR WOOD DESIGN Porland,OR 97221 July 17,2019 11:49 (E)pitched rood bm.wwb Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Trapezoidal 4.50 14.18 135.0 60.0 plf SL Snow Trapezoidal 4.50 14.18 225.0 100.0 plf Wall Above Dead Point 4.50 450 lbs Upper Roof DL Dead Point 4.50 340 lbs Upper Roof SL Snow Point 4.50 560 lbs Self-weight Dead Full UDL 9.4 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : 16.33' 0' 13.67' Unfactored: Dead 1018 968 Snow 986 1148 Factored: Total 2004 2116 Bearing: F'theta 723 723 Capacity Beam 8862 8862 Support 21871 21871 Anal/Des Beam 0.23 0.24 Support 0.09 0.10 Load comb #2 #2 Length 3.50 3.50 Min req'd 0.79 0.84 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 1350 1350 Lumber-soft, D.Fir-L, SS,4x12(3-1/2"x11-1/4") Supports:All-Lumber n-ply Column, D.Fir-L No.2 Total length: 16.33';volume=4.5 cu.ft.; Pitch:-6/12; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 68 Fv' = 207 psi fv/Fv' = 0.33 Bending(+) fb = 1447 Fb' = 1736 psi fb/Fb' = 0.83 Live Defl'n 0.24 = L/767 0.51 = L/360 in 0.47 Total Defl'n 0.46 = L/397 0.76 = L/240 in 0.60 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2 (E)pitched rood bm.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1500 1.15 1.00 1.00 0.915 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.9 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.69 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1784, V design = 1784 lbs Bending(+) : LC #2 = D+S, M = 8904 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 789e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Lateral stability (+) : Lu = 15.25' Le = 28.13' RB = 17.60 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY PROJECT I, %VoodV\/orks® 6443 Inc. 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOFIWAREFON WOOD DESIGN Porland,OR 97221 July 17,2019 15:46 (N)beam-LVL.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End DL Dead Full UDL 45.0 plf SL Snow Full UDL 75.0 plf Wall Above Dead Full UDL 120.0 plf Roof Beam DL Dead Point 8.00 1018 lbs Roof Beam SL Snow Point 8.00 986 lbs Self-weight Dead Full UDL 18.0 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : 17.5' C. 16.82' Unfactored: Dead 2149 2059 Snow 1193 1105 Factored: Total 3342 3164 Bearing: Capacity Beam 17719 17719 Support 36677 36677 Anal/Des Beam 0.19 0.18 Support 0.09 0.09 Load comb #2 #2 Length 4.50 4.50 Min req'd 0.85 0.80 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 1350 1350 LVL n-ply, 1.9E,2600Fb, 1-3/4"x11-718",3-ply(5-114"x11-7/8") Supports:All-Lumber n-ply Column, D.Fir-L No.2 Total length: 17.5';volume=7.6 cu.ft.; Lateral support:top=at supports,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 72 Fv' = 328 psi fv/Fv' = 0.22 Bending(+) fb = 1693 Fb' = 3009 psi fb/Fb' = 0.56 Live Defl'n 0.22 = L/930 0.56 = L/360 in 0.39 Total Defl'n 0.58 = L/349 0.84 = L/240 in 0.69 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN (N)beam-LVL.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.15 - 1.00 0.967 1.00 - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.9 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.98 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 3261, V design = 2996 lbs Bending(+) : LC #2 = D+S, M = 17409 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 464e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (+) : Lu = 16.81' Le = 30.94' RB = 12.65 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.System factor KH may not apply to field-assembled multi-ply beams. 4.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS:contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance. COMPANY PROJECT WDY11 %%'oodVVo rks 6443 Inc. 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOFTWARE FOR WOOD InSIGN Porland,OR 97221 • July 18,2019 10:28 (N)beam-GLM.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 45.0 plf SL Snow Full UDL 75.0 plf Wall Above Dead Full UDL 120.0 plf Roof Beam DL Dead Point 8.00 1018 lbs Roof Beam SL Snow Point 8.00 986 lbs Self-weight Dead Full UDL 14.2 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 17.5' 0' 16.82' Unfactored: Dead 2117 2027 Snow 1193 1105 Factored: Total 3310 3132 Bearing: Capacity Beam 14990 14990 Support 35804 35804 Anal/Des Beam 0.22 0.21 Support 0.09 0.09 Load comb #2 #2 Length 4.50 4.50 Min req'd 0.99 0.94 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 1350 1350 Glulam-Unbal.,West Species, 24F-V4 DF, 5-1/8"x12" 8 laminations,5-118"maximum width, Supports:All-Lumber n-ply Column, D.Fir-L No.2 Total length: 17.5';volume= 7.5 cu.ft.; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 72 Fv' = 305 psi fv/Fv' = 0.24 Bending(+) fb = 1687 Fb' = 2655 psi fb/Fb' = 0.64 Live Defl'n 0.23 = L/886 0.56 = L/360 in 0.41 Total Defl'n 0.60 = L/335 0.84 = L/240 in 0.71 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 7 (N)beam-GLM.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.962 1.000 1.00 1.00 1.00 1.00 - 2 . Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 3230, V design = 2965 lbs Bending(+) : LC #2 = D+S, M = 17294 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 1328e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (+) : Lu = 16.81' Le = 30.94' RB = 13.03 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4.GLULAM: bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT 2 I I1114 I woodworks® 6 4Y, Inc. 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOE1WARE FOR WOOD DESIGN Porland,OR 97221 July 17,2019 15:56 (N)beam post.wwc Design Check Calculation Sheet . WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End DL Dead Axial (Ecc. = 0.75") 2149 lbs SL Dead Axial (Ecc. = 0.75") 1197 lbs Self-weight Dead Axial 47 lbs Lateral Reactions (lbs): 8' OJ W 0 CD v 0' 8' Unfactored: Dead 26 -26 Factored: R->L 26 Load comb #1 L->R 26 Load comb #1 #1 Lumber n-ply, D.Fir-L, No.2,2x6,3-ply(4-1/2"x5-1/2") Support:Non-wood Total length:8.0';volume= 1.4 cu.ft.; Pinned base; Load face=depth(d); Built-up fastener: nails; Ke x Lb: 1.0 x 8.0=8.0[ft]; Ke x Ld: 1.0 x 8.0=8.0[ft]; Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 2 Fv' = 162 psi fv/Fv' = 0.01 Bending(+) fb = 406 Fb' = 1393 psi fb/Fb' = 0.29 Axial fc = 137 Fc' = 483 psi fc/Fc' = 0.28 Combined (ax_al + eccentric moment) Eq.15.4-3 = 0.43 Axial Bearing fc = 137 Fc* = 1336 psi fc/Fc* = 0.10 Live Defl'n negligible Total Defl'n 0.20 = L/479 0.53 = L/180 in 0.38 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fvy' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fby' 900 0.90 1.00 1.00 1.000 1.300 1.15 1.15 1.00 1.00 1 Fc' 1350 0.90 1.00 1.00 0.361 1.100 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 1350 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 26, V design = 26 lbs Bending(+) : LC #1 = D only, M = 210 lbs-ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 3393 lbs Kf = 0.60 Eq.15.4-3 : LC #1 = D only Fb'= 1393 FcE= 1048 Pxe/S=fc(6xe/d)= 406 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EIy = 7.42e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 9 (N)beam post.wwc WoodWorks®Sizer 10.4 Page 2 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance. 5.Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. rIWDY Structural • Civil Engineers Job Name: Hall Blvd Building T.I. Job No: 19139 Sheet No: ID Client: LRS Date: July 2019 By: MS sE i o� TeX) (Z0O Tess e,. :. 1S PSr(2F�)(4 ") 2`i0 L`D 5(2 \,:)( F _x-00 R�OF'«4s5 ROOF Str - - 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com COMPANY PROJECT WDY, Inc. WoodVVorks° 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOFlWARE FOR WOOD DESIGN Porland,OR 97221 July 17,2019 16:24 (N)door hdr-1.wwb Design Check Calculation Sheet Wood Works Sizer 10.4 . Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Point 1.50 240 lbs SL Snow Point 1.50 400 lbs Self-weight Dead Full UDL 3.9 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions(lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3.25' .¢ 4 0 3.04' Un factored: Dead 136 116 Snow 216 184 Factored: Total 352 300 Bearing: Capacity Beam 2812 2812 Support 8034 8034 Anal/Des Beam 0.13 0.11 Support 0.04 0.04 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 1350 1350 *Minimum bearing length setting used: 1/2"for end supports Lumber n-ply, D.Fir-L, No.2, 2x6, 2-ply(3"x5-1/2") Supports:All-Lumber n-ply Column, D.Fir-L No.2 Total length:3.25';volume=0.4 cu.ft.; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value =Design Value Unit Analysis/Design Shear fv = 32 Fv' = 207 psi fv/Fv' = 0.15 Bending(+) fb = 387 Fb' = 1345 psi fb/Fb' = 0.29 Live Defl'n 0.01 = <L/999 0.10 = L/360 in 0.06 Total Defl'n 0.01 = <L/999 0.15 = L/240 in 0.06 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 12_ (N)door hdr-1.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 352, V design = 350 lbs Bending(+) : LC #2 = D+S, M = 488 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is, no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. 5.FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance. COMPANY PROJECT 13 WDY, Inc. di %%'ood'Aforks 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOFTWARE FOR WOOD DESIGN Porland,OR 97221 July 17,2019 16:30 (N)door hdr-2.wwb Design Check Calculation Sheet Wood Works Sizer 10.4 • Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Point 0.00 240 lbs SL Snow Point 0.00 400 lbs DL Dead Point 2.00 240 lbs SL Snow Point 2.00 400 lbs Self-weight Dead Full UDL 3.9 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1 3.25' 4 4 0 3.04' Un factored: Dead 336 156 Snow 551 249 Factored: Total 887 405 Bearing: Capacity Beam 2812 2812 Support 8034 8034 Anal/Des Beam 0.32 0.14 Support 0.11 0.05 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 1350 1350 *Minimum bearing length setting used: 1/2"for end supports Lumber n-ply, D.Fir-L, No.2, 2x6, 2-ply(3"x5-1/2") Supports:All-Lumber n-ply Column, D.Fir-L No.2 Total length: 3.25'; volume=0.4 cu.ft.; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 37 Fv' = 207 psi fv/Fv' = 0.18 Bending(+) fb = 366 Fb' = 1345 psi fb/Fb' = 0.27 Live Defl'n 0.01 = <L/999 0.10 = L/360 in 0.06 Total Defl'n 0.01 = <L/999 0.15 = L/240 in 0.06 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN (N)door hdr-2.wwb WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 405, V design = 403 lbs Bending(+) : LC #2 = D+S, M = 461 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. 5. FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance. COMPANY PROJECT S i WDY, Inc. %%'oodv\/orks 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOFIWAREFOR WOOD DESIGN Porland,OR 97221 July 17,2019 16:39 (N)hdr post.wwc Design Check Calculation Sheet WoodWorks Sizer 10.4 . Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Axial (Ecc. = 0.25") 336 lbs SL Snow Axial (Ecc. = 0.25") 551 lbs Self-weight Dead Axial 14 lbs Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Lateral Reactions (lbs): r 7' co m b o v 0' v 7' Unfactored: Dead 1 -1 Snow 2 -2 Factored: R->L 3 Load comb #2 L->R 3 Load comb #2 #1 Lumber n-ply, D.Fir-L, No.2, 2x6, I-ply(1-1/2"x5-1/2") Support: Non-wood Total length:7.0';volume=0.4 cu.ft.; Pinned base;Load face=depth(d); Ke x Lb: 1.0 x 0.0=0.0[ft];Ke x Ld: 1.0 x 7.0=7.0[ft];Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Bending(+) fb = 108 Fb' = 1547 psi fb/Fb' = 0.07 Axial fc = 109 Fc' = 1279 psi fc/Fc' = 0.09 Combined (ax_al + eccentric moment) Eq.15.4-3 = 0.08 Axial Bearing fc = 109 Fc* = 1708 psi fc/Fc* = 0.06 Live Defl'n 0.03 = <L/999 0.47 = L/180 in 0.05 Total Defl'n 0.04 = <L/999 0.47 = L/180 in 0.09 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fby' 900 1.15 1.00 1.00 1.000 1.300 1.15 1.00 1.00 1.00 2 Fc' 1350 1.15 1.00 1.00 0.749 1.100 - - 1.00 1.00 2 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Bending(+) : LC #2 = D+S, M = 19 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Axial : LC #2 = D+S, P = 901 lbs Eq.15.4-3 : LC #2 = D+S Fb'= 1547 FcE=1072710 Pxe/S=fc(6xe/d)= 108 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EIy = 2.47e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN lb (N)hdr post.wwc WoodWorks®Sizer 10.4 Page 2 - Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. - 2.Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance. 5.Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction.