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Specifications • I I c� s $u 1tU u W D Y Structural • Civil Engineers STRUCTURAL CALCULATIONS FOR RECEIVED DR. CHUNG TENANT IMPROVEMENT JUL 3 2019 DOOR HEADER CITY OF TIGARD 11565 SW HALL BLVD BUILDING TIGARD, OR 97223 JULY 2, 2019 ,,.111 01-13.0?' 1 4 O1N ' OR1 ON tAS E. Q/e` CEXPLREES: 12-31_2Ot? j DESIGN PARAMETERS: 2014 Oregon Structural Specialty Code(OSSC) CONTENT CALCULATIONS C-1 to C-15 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com 1 • flW D Y Structural • Civil Engineers Job Name: Chung T.1. Door Header Job No: 19133 Sheet No: C_i Client: Emmett Phair Construction Date: June 2019 By: MS CND k EXlSTIOG WOOF t.E .shiftbz IS PSr W LI_ ��� 1O PSS SL,- 2S >.5 t ck (E� coo- ve:Nn OL. \ALA : (I0Psq5 -2 .3) = lc() U5 \n.u._zoF U?PCtZ �a� =��P5 �2 ��� 2\02 L�5 W AU. t+d0\) E 11F� sL- 31bt5 C kE - ROQ' WtiN 2 UPPpP.ecio c \2, W Lt_ PoboJrc (OP (56(1F) = 3S01, 1J��L stoaw (2.s k ( 2.54114)- ‘1. --1 LI) 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com COMPANY PROJECT G Z WDY, Inc. 1 lVoodV\/o r ks° 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOFTWARE FOR WOOD DESIGN Porland, OR 97221 July 2,2019 10:10 Beaml.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Wall Above Dead Point 4.54 350 lbs Upper roof DL Dead Point 4.54 260 lbs Upper roof SL Snow Point 4.54 435 lbs DL Dead Triangular 4.54 11.04 41.0 0.0 plf SL Snow Triangular 4.58 11.04 70.0 0.0 plf Self-weight Dead Full UDL 20.2 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : - 13.04' 0' 11.04' Unfactored: Dead 544 465 Snow 346 316 Factored: Total 889 781 Bearing: F'theta 637 637 Capacity Beam 1752 1752 Support 1836 1836 Anal/Des Beam 0.51 0.45 Support 0.48 0.43 Load comb #2 42 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Timber-soft, D.Fir-L, No.2,6x16(5-1/2"x15-1/2") Supports:All-Lumber n-ply Beam,D.Fir-L No.2 Total length: 13.04';volume=7.7 cut.;Pitch:-6/12;Beam and stringer; 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 = 14 Fv' = 195 psi fv/Fv' = 0.07 Bending(+) fb = 207 Fb' = 959 psi fb/Fb' = 0.22 Live Defl'n 0.02 = <L/999 0.41 = L/360 in 0.04 Total Defl'n 0.04 = <L/999 0.62 = L/240 in 0.07 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN C_3 Beaml.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' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.984 0.969 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 769, V design = 769 lbs Bending(+) : LC #2 = D+S, M = 3790 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 = 2219e06 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 = 12.38' Le = 24.00' RB = 12.15 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 C-4 WDY,Inc. di i WoodWo rks° 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOF1WARE FOR WOOD DESIGN Porland,OR 97221 July 2,2019 10:10 Beam2.wwb Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End BM1 DL Dead Point 14.26 465 lbs BM1 DL Dead Point 14.26 465 lbs BM1 SL Snow Point 14.26 316 lbs BM1 SL Snow Point 14.26 316 lbs Wall above Dead Point 5.26 350 lbs Upper roof DL Dead Point 5.26 262 lbs Upper roof SL Snow Point 5.26 435 lbs DL Dead Triangular 5.26 14.26 95.0 0.0 plf SL Snow Triangular 5.26 14.26 160.0 0.0 plf DL Dead Trapezoidal 14.26 20.56 135.0 72.0 plf SL Snow Trapezoidal 14.26 20.56 225.0 120.0 plf Self-weight Dead Full UDL 20.2 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 7 23.73' 0' 20.57' Unfactored: Dead 1387 1828 Snow 1137 1737 Factored: Total 2524 3565 Bearing: F'theta 637 637 Capacity Beam 2524 3565 Support 2645 3736 Anal/Des Beam 1.00 1.00 Support 0.95 0.95 Load comb #2 #2 Length 0.72 1.02 Min req'd 0.72 1.02 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup_ 625 625 Timber-soft, D.Fir-L, No.2,6x16(5-1/2"x15-1/2") Supports:All-Lumber n-ply Beam,D.Fir-L No.2 Total length:23.73';volume=14.0 cu.ft.;Pitch:-6/12;Beam and stringer; 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 = 52 Fv' = 195 psi fv/Fv' = 0.27 Bending(+) fb = 928 Fb' = 939 psi fb/Fb' = 0.99 Live Defl'n 0.35 = L/791 0.77 = L/360 in 0.45 Total Defl'n 0.74 = L/370 1.15 = L/240 . in 0.65 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 6--S Beam2.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' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.963 0.969 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 3188, V design = 2945 lbs Bending(+) : LC #2 = D+S, M = 17028 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: RI = 2219e06 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 = 23.00' Le = 42.31' RB = 16.13 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. flW D Y Structural • Civil Engineers Job Name: Chung T.I. Door Header Job No: 19133 Sheet No: C-(p Client: Emmett Phair Construction Date: June 2019 By: MS () ' .4N-'(‘A/ 1-02 CNmGK. 4 x 1b ROOF N.+St✓ 131112 St.=1122 .b k)[. R\toot (o FA (3M2 3F} ' o �1o2Ltl..b 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com COMPANY PROJECT G 7 44 WDY, Inc. di Woodworks®rkCJ® 6443 SW Beaverton-Hillsdale Hwy 1 Suite 210 SOFTWARE FOR WOOD DESIGN Porland,OR 97221 July 2,2019 11:18 Beam 4x16.wwb Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End BM2 DL Dead Point 8.29 1387 lbs BM2 SL Snow Point 8.29 1137 lbs Wall above Dead Full Area 10.00(9.00') psf Upper roof DL Dead Full Area 15.00(2.50') psf Upper roof SL Snow Full Area 25.00(2.50') psf Self-weight Dead Full UDL 12.7 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) : 't — -- -- 13-5' — — -/ F ___ 0' 13.4' Unfactored: Dead 1479 1800 Snow 859 1122 Factored: Total 2338 2921 Bearing: Capacity 2921 Beam 2338 Support 2588 3234 Anal/Des Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 1.07 1.34 Min req'd 1.07 1.34 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Lumber-soft, D.Fir-L,SS,3-1/2"x15-1/4" Supports:All-Lumber n-ply Beam, D.Fir-L No.2 Total length: 13.5';volume=5.0 cult.; Lateral support:top=at supports,bottom=at supports; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 74 Fv' = 207 psi fv/Fv' = 0.36 Bending(+) fb = 1089 Fb' = 1536 psi fb/Fb' = 0.71 Live Defl'n 0.07 = <L/999 0.45 = L/360 in 0.16 Total Defl'n 0.18 = L/903 0.67 = L/240 in 0.27 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN C Beam 4x16.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 0.890 1.000 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 = 2911, V design = 2642 lbs Bending(+) : LC #2 = D+S, M = 12314 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 = 1965e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (+) : Lu = 13.38' Le = 25.63' RB = 19.58 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. " COMPANY PROJECT C-(1 c WDY, Inc. di Wood Y`//►`//Y o i}^ks° 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOFTWARE FOR WOOD DESIGN Porland,OR 97221 July 2,2019 11:16 HDR1.wwb Design Check Calculation Sheet WoodVVorks Sizer 10.4 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End DL Dead Full Area 12.00(6.00') psf LL Live Full Area 40.00(6.00') psf BM2 DL Dead Point 1.58 1800 lbs BM2 SL Snow Point 1.58 1122 lbs Self-weight Dead Full UDL 6.6 plf Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 3.15' CI CM 0' 3.08' Unfactored: Dead 1024 1024 Live 378 378 Snow 561 561 Factored: Total 1728 1728 Bearing: Capacity 1728 Beam 1728 Support 1944 1944 Anal/Des Beam 1.00 1.00 Support 0.89 0.89 Load comb #3 #3 Length 0.92 0.92 Min req'd 0.92 0.92 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2,2x10, 2-ply(3"x9-1/4") Supports:All-Lumber n-ply Beam,D.Fir-L No.2 Total length:3.15';volume=0.6 cu.ft.; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Anal sis Value Desi.n Value Unit Anal sis/Desi.n Shear fv = 82 Fv' = 207 psi fv/Fv' = 0.40 Bending(+) fb = 656 Fb' = 1130 I psi fb/Fb' = 0.58 Live Defl'n 0.00 = <L/999 0.08 = L/480 I in 0.05 Total Defl'n 0.01 = <L/999 0.10 = L/360 1 in 0.10 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN C-10 HDR1.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 4 Fb'+ 900 1.15 1.00 1.00 0.993 1.100 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = D+S, V = 1582, V design = 1518 lbs Bending(+): LC #3 = D+.75(L+S), M = 2338 lbs-ft Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+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 = 158e06 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 = 3.06' Le = 6.31' RB = 8.84 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. ) ) ) flW D Y Structural • Civil Engineers Immil Job Name: Chung T.I. Door Header Job No: 19133 Sheet No: C_1, - Client: Emmett Phair Construction Date: June 2019 By: MS r�N H 2 PosT _: tko .l Q >(;As;224 Lt G a Lts It— \),cL__ ct Lri- , A ( 32XG T�\M �P s-cvU ? rk� b D 1c Lbw DE1 ) Pay -o0T1uU _ . ‘ pO Psv. S'oxL, s3 .iklk..\ 6 - 53 2 '�XZ x ‘ �` Lb�/�Soo �� � 3.�3 �2 � E , 1-0 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •www.wdyi.com COMPANY PROJECT C_12_ WDY,Inc. ■ I ' WOod\tv'o rkCJ® 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOFIWARE FOR WOOD DESIGN Porland,OR 97221 July 2,2019 11:32 HDR1 post.wwc Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End HDR1 DL Dead Axial (Ecc. = 0.75") 1926 lbs HDR1 LL Live Axial (Ecc. = 0.75") 387 lbs HDR1 SL Snow Axial (Ecc. = 0.75") 1122 lbs Roof BM DL Dead Axial (Ecc. = 0.75") 1170 lbs Roof BM SL Snow Axial (Ecc. = 0.75") 1040 lbs Self-weight Dead Axial 41 lbs Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Lateral Reactions (lbs): 7' W O1 0 M 8 m a 7' Unfactored: Dead 28 -28 Live 3 -3 Snow 19 -19 Factored: R->L 47 Load comb #4 L->R 47 Load comb #4 #1 Lumber n-ply, D.Fir-L, No.2,2x6,3-ply(4-1/2"x5-1/2") Support:Lumber-soft Sill plate,D.Fir-L No.3;Bearing length=column width;continuous lower support • Total length:7.0';volume= 1.2 cu.ft.; Pinned base;Load face=depth(d);Built-up fastener:nails;Ke x Lb: 1.0 x 7.0=7.0[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 Shear fv = 3 Fv' = 207 psi fv/Fv' = 0.01 Bending(+) fb = 639 Fb' = 1779 psi fb/Fb' = 0.36 Axial fc = 214 Fc' = 625 psi fc/Fc' = 0.34 Combined (ax_al + eccentric moment) Eq.15.4-3 = 0.56 Axial Bearing fc = 214 Fc* = 1708 psi fc/Fc* = 0.13 Support Bearing fcp = 217 Fcp = 677 :ips fcp/Fcp = 0.32 Live Defl'n 0.10 = L/848 0.47 = L/180 in 0.21 Total Defl'n 0.24 = L/348 0.47 = L/180 in 0.52 • � I 1 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN G_(� HDR1 post.wwc WoodWorks®Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fvy' 180 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fby' 900 1.15 1.00 1.00 1.000 1.300 1.15 1.15 1.00 1.00 4 Fc' 1350 1.15 1.00 1.00 0.366 1.100 - - 1.00 1.00 4 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 4 Fcp sup 625 - 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D+.75(L+S), V = 45, V design = 45 lbs Bending(+) : LC #4 = D+S, M = 329 lbs-ft Deflection: LC #4 = D+S (live) LC #4 = D+S (total) Axial : LC #4 = D+S, P = 5299 lbs Kf = 0.60 Eq.15.4-3 : LC #4 = D+S Fb'= 1779 FcE= 1368 Pxe/S=fc(6xe/d)= 639 Support : LC #4 = D+S; R = 5381 lbs, Cap = 16758, Lb = 4.50", Cb = 1.08 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. 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. COMPANY PROJECT —114 4114 WDY,Inc. l• WoodvVo rks® 6443 SW Beaverton-Hillsdale Hwy Suite 210 SOFTWARE FOR WOOD DESIGN Porland,OR 97221 July 2,2019 13:18 HDR2.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 Area 17.00(22.00') psf SL Snow Full Area 25.00(22.00') psf Self-weight Dead Full UDL 3.9 pit Load magnitude does not include Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (Ibs)and Bearing Lengths (in) : 3.65' 0' 3.58' Unfactored: Dead 690 690 Snow 1004 1004 Factored: Total 1694 1694 Bearing: --- Capacity Beam 1694 1694 Support 1905 1905 Anal/Des Beam 1.00 1.00 Support 0.89 0.89 Load comb #2 #2 Length 0.90 0.90 Min req'd 0.90 0.90 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2,2x6, 2-ply(3"x5-1/2") Supports:All-Lumber n-ply Beam,D.Fir-L No.2 Total length:3.65';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 = 109 Fv' = 207 psi fv/Fv' = 0.53 Bending(+) fb = 1176 Fb' = 1345 psi fb/Fb' = 0.87 Live Defl'n 0.03 = <L/999 0.09 = L/480 in 0.34 Total Defl'n 0.05 = L/836 0.12 = L/360 in 0.43 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN CIS HDR2.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 = 1659, V design = 1199 lbs Bending(+): LC #2 = D+S, M = 1483 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.