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z 00015 1 of 20 " 4 t040 SW 71 >h -Ave Structural Calculations RECIENED For I=;�3 � �.y {� a t •y ::'; sr�;St� Housing Authority of Washington ``i .., I County - Bonita Villa Apartments Remodel Washington County, Or Pinnacle Architecture QVN, December 17, 2021 , V-C\CC FE Job Number— 21-T076 PRO,re, Fq `r�0 83585PE L. OREGON J'.�qy T o 2p� ypAU1.OP EXPIRES: 12/31/21 These Calculations Are Void If Seal And Signature Are Not Original FROELICH ENGINEERS I * * * LIMITATIONS * * * ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND I OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. •.vww.froelich-engineers.corn PORTLAND(HQ) 503.624.7005 BEND 541.383.1828 DENVER 720.799.1001 2 of 20 FROELICH ENGINEERSA SCOPE OF WORK Client's Name: Pinnacle Architecture Project Name: Housing Authority of Washington County — Bonita Remodel Project Number: 21-T076 Current Date: 12/17/2021 By: SPD SCOPE OF WORK Froelich Engineers, Inc. (FE) has provided structural lateral and gravity design of the project per the 2018 International Building Code (IBC) and 2019 Oregon Structural Specialty Code (OSSC). Froelich Consulting Engineers, Inc. has provided details only to the areas pertaining to our design. Froelich Consulting Engineers, Inc. did not design or review the details for the entire project. PROJECT DESCRIPTION Replacement of existing decks with new wood-framed decks. Replacement of existing stairs and landings. www.froelich-engineers.com PORTLAND(HQ) 503.624.7005 BEND 541.383.1828 DENVER 720.799.1001 3 of 20 Client: Pinnacle Architecture Project: Housing Authority of Washington County-Bonita Proj.N: 21-T076 Date: 12/17/2021 By: BTS FROELICH r+nir.ceea. Project Design Criteria Project Description New Wood-Framed Deck Replacement of Wood Stairs and Landings New Roof trusses Project Location 7759 SW Bonita Rd Tigard,OR General Building Code(s):2018 International Building Code(IBC) 2019 Oregon Structural Specialty Code(OSSC) ASCE7-16 Snow Load Analysis for Oregon(4th ed November 2013) Roof Live Load: Ground Snow Load= 9 psf(Snow Load Analysis for Oregon 2013) Minimum Roof Snow Load= 25 psf (Snow Load Analysis for Oregon 2013) Snow Importance Factor(Is)= 100 (ASCE7-16 Table 1.5-2) Deflection Criteria= L@I0 Floor Live Loads: Residential Balcony Live Load= 60 psf (IBC Table 1607.1) Wind Load: Basic(3-Second Gust)Wind Speed= 96 mph(OSSC Figure 1609) ASCE 7-16 Figures 26.5-1,2 Exposure= B Seismic Load: Occupancy Category= II (IBC Table 1604.5) Seismic Importance Factor(In)= 1.00 (ASCE7-16 Table 15-2) Site Class= D Mapped Spectral Acceleration Values(Ss)= 0.857 g Mapped Spectral Acceleration Values(Si)= 0.392 g Design Spectral Response Parameter(Sm)= 0 661 g Design Spectral Response Parameter(Snt)= N/A g Seismic Design Category= D Response Modification Coefficient(R)= 6.5 Light-framed walls sheathed with wood panels (ASCE7-16 Table 12 2-I) Shear Walls(Bearing Wall System) Soils Data: Allowable Bearing Pressure= 1500 psf(IBC Presumptive Values) Exterior Footing Depth= 18 inches 4 of 20 CtTC Hazards by Location Search Information Coordinates: 45.41445927005673,-122.7551572012636 Vancouver e3 142 ft V 1 I r land Elevation: 142 ft Hillsboro° o am Timestamp: 2021-10-20T06:28:22.016Z Bea:e on Gresham 26 Mt. Hazard Type: Seismic Nation. v Reference ASCE7-16 Document: Go gle Map data©2021 Google Risk Category: II Site Class: D Basic Parameters Name Value Description SS 0.857 MCER ground motion(period=0.2s) Si 0.392 MCER ground motion (period=1.0s) SMS 0.992 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.661 Numeric seismic design value at 0.2s SA SDI * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.157 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRS 0.886 Coefficient of risk(0.2s) CR1 0.866 Coefficient of risk(1.0s) PGA 0.39 MCEG peak ground acceleration FPGA 1.21 Site amplification factor at PGA PGAM 0.472 Site modified peak ground acceleration TL 16 Long-period transition period (s) ,SsRT 0.857 Probabilistic risk-targeted ground motion (0.2s) 5 of 20 SsUH 0.967 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.392 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.453 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) Si D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. OTC6 of 20 Hazards by Location Search Information Coordinates: 45.41445927005673,-122.7551572012636 Vancouver 26 142 ft Elevation: 142 ft alai Hdlsboroo wend Timestamp: 2021-10-20T06:26:51.253Z Beave on Gresham 26 Mt. Hazard Type: Wind Nation, Go gle Map data©2021 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI25-Year 79 mph MRI 50-Year 77 mph MR1 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 90 mph Risk Category I 100 mph Risk Category II 96 mph Risk Category II 110 mph Risk Category III 103 mph Risk Category III-IV 115 mph Risk Category IV 107 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7,islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain,gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website fines not imnly annrnval by the anveminn huildinn node hndies resnnnsihle for hnildinn code annrnval and interpretation for the Morn Office CLIENT: 17700SWUpper Boones Ferry Rd,rr115 P, 13f20 J Portland.Oregon 97224 503524-7005 PROJECT: Central Oregon 745 MN Mt.Washir rotor r Dr. #204 NUMBER: Bend.Oregon 97703 541-383-1828 FROELICH tDernerOffice DATE: ENGINEERSI 940Ktmbark Sf.Suite3 Longmont,Colorado 80501 www.fivcBd-engi eemcMn 720.799-1001 BY Pt_ /Z/SF t so /Se- _par` lv4-ysImply jeisrJ +lk L„p✓t ?�c 6. Psv LC 4v PfE 14, Ivfrvt L► 13& a rr Q.3 ", ,�r, fdt vt 62ty /'� • lc - VaPS,c• (l'� / P4dh 5 me 5,-►?wwex it 7 Lesi/'Z 2 17( 5 adr S0 Nov ceNvcbtAvvvr hr/p l 2 FRs.nr 5:ir,X5 of t 3 nc- / 1), to A02 `f _ 1 i]Main Office CLIENT' DAUf 20 17700 SW Upper Booms Ferry Rd.0115 Portland.Oregon 97224.4111111 ( w f 503,524-7005 PROJECT: {A Central Oregon ill 745 MN Mt.Washington Or. 4204 NUMBER Bend,Oregon 97703 541.383-1828 FROELICH El DATE. Denver Office ENGINEERS , 940 Krmbark St.Suite 3 Longmont.Colorado 80501 BY: www.froelich-engineer%enm 720-799-1m ft09 r if-e4O i( AT- 176Z,rr5 0 L.L ?0 / (2-4— 6'i ; 3y0 Pg- di'. sc - 15rs, ( 27j4_ 6I t(as pp w )1 =0" { pc-_-_- 2. fc,� (`/` ' )= 9Uo f°LF = ?y"rs/_- ( y ) 5-so fit"- _ t, . 1 I 1 f I i 1 i i . h: E 4 I a 1 h I 1 1. 3 . . , -43d Q95 c C)(.73 'A)(Yh) = 7-1 f2J 015 - 151)(-,o Z) f(E)c_isd S L7f _-7 4 s 77HIII 749i1t.t i73 7y WdJj he 1001-66L9Z1 w...,u:vudua:{i,Ix..1.«..A.4 10;09'41",0-3J l l ± S Oft i1 3 3 N I �J N 3 £airiS� ��` HDI13OJd alvo �- ,au.�0 C7 6Zal-£8C19S COLL6 uo8e o pueg d39W(1N vOZr'xt'ntrketmarvan Amisw if:;111r1P . VI-I g0Q 1031Odd 5901-P/9£09 G U +Z ZZL6 eO'P JQd . OZ Jelkd St IM'Ptlti+aJ saucoti Aaddn MS Dui 1N3110 a-"+ vn.)W 0 Moir Office CLIENT: f4Q76f 20 17700 SW Upper Boons Ferry Rd.0115 Portland,Oregon 97224 503 624-70 J5 PROJECT. , ."Central Oregon 745 NW Mt.Washington Dr. #204 NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H (1 Denver Office DATE: ENGINEERS + 940 Kimbork St.Suite 3 Longmont.Colorado 80501 www.tnoeRch-en¢in .-cm on, 720-799-1001 BY 5T412 6rr1/A2 .r L1 17 C = %1 ( rw) 7.5'!l � 1- SELF fi L L ( )(vv'Y) = 60 /V C )3'-O/, 6NL AT . 1f XTbu 1( 5 rA;e14.ae'A pc 10p7_,/( 0 ) .afif (flack? sr,►n S1a141-154) p, 1) 6; I I �. __.. ._._ _. ....._...._ ..._. . ...- .. _ i 1 j f Y i 1 • 11 of 20 COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN Dec. 17, 2021 14:52 Deck Beam Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 20.0 plf Load2 Live Full UDL 60.0 plf Load3 Snow Full UDL 50.0 plf Self-weight Dead Full UDL 10.8 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 14.542' d 0' 14.5' Unfactored: Dead 224 224 Live 436 436 Snow 364 364 Factored: Total 824 824 Bearing: Capacity Beam 1114 1114 Support 1836 1836 Des ratio Beam 0.74 0.74 Support 0.45 0.45 Load comb #3 #3 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, Hem-Fir, No.2, 6x10 (5-1/2"x9-1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 14.56'; Clear span: 14.438'; Volume= 5.3 cu.ft.; Beam or stringer Incised; Lateral support: top= continuous, bottom= at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 21 Fv' = 129 psi fv/Fv' = 0. 16 Bending(+) fb = 432 Fb' = 621 psi fb/Fb' = 0.70 Live Defl'n 0.20 = L/870 0.48 = L/360 in 0. 41 Total Defl'n 0.31 = L/558 0.73 = L/240 in 0.43 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN of 20 Deck Beam Wood Works®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 140 1.15 1.00 1.00 - - - - 1.00 0.80 3 Fb'+ 675 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 3 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1 .1 million 1.00 1.00 - - - - 1.00 0.95 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75 (L + S) Bending(+) : LC #3 = D + 0.75 (L + S) Deflection: LC #3 = D + 0.75 (L + S) (live) LC #3 = D + 0.75 (L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75 (L + S) Support 2 - LC #3 = D + 0.75 (L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 821, V design = 729 lbs; M(+) = 2977 lbs-ft EIy = 432.25 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 13 of 20 COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN Dec. 17, 2021 14:52 Walkway Joists Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 62.00 (16.0") psf Load2 Live Full Area 40.00 (16.0") psf Self-weight Dead Full UDL 2.2 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 8.077' 0' 8' Unfactored: Dead 343 343 Live 215 215 Factored: Total 558 558 Bearing: Capacity Joist 558 558 Support 1077 1077 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 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 1.25 1.25 Fcp sup 625 625 Lumber-soft, Hem-Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports: All-Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0"c/c; Total length: 8.06'; Clear span: 7.938'; Volume= 0.6 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 64 Fv' = 150 psi fv/Fv' = 0.43 Bending(+) fb = 1010 Fb' = 1173 psi fb/Fb' = 0.86 Live Defl'n 0.08 = < L/999 0.27 = L/360 in 0.30 Total Defl'n 0.27 = L/356 ' 0.40 = L/240 in 0.67 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN of 20 Walkway Joists Wood Works®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 2 Fcp' 405 - 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 + L Bending(+) : LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 553, V design = 464 lbs; M(+) = 1106 lbs-ft EIy = 61.92 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018)and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 15 of 20 COMPANY PROJECT WoodWorks® ' SOFTWARE FDA WOOD DESIGN Dec. 17, 2021 14:52 Roof Beam Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 440.0 plf Load3 Snow Full UDL 550.0 plf Self-weight Dead Full UDL 12. 4 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 8.098' 0' 8' Unfactored: Dead 1831 1831 Snow 2227 2227 Factored: Total 4058 4058 Bearing: Capacity Beam 4058 4058 Support 4335 4335 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.18 1.18 Min req'd 1.18 1.18 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. 1, 6x10 (5-1/2"x9-1/2") Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 8.13'; Clear span: 7.875'; Volume = 2.9 cu.ft.; Beam or stringer Incised; Lateral support: top= continuous, bottom= at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 91 Fv' = 156 psi fv/Fv' = 0.58 Bending(+) fb = 1163 Fb' = 1242 psi fb/Fb' = 0.94 Live Defl'n 0.08 = < L/999 0.27 = L/360 in 0.32 Total Defl'n 0.19 = L/506 0.40 = L/240 in 0. 47 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN of 20 Roof Beam Wood Works®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1 .00 1.00 - - - - 1.00 0.80 2 Fb'+ 1350 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 2 Fcp' 625 - 1 .00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1 .00 1.00 - - - - 1.00 0.95 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+) : LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 4010, V design = 3167 lbs; M(+) = 8019 lbs-ft EIy = 628.73 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1 .5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018)and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriatefor your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' COMPANY PROJECT 17of20 di WoodWorks® SOFTWARE FOR WOOD DESIGN Dec. 17, 2021 14:53 Walkway Beam level 2 Stair Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 62.00 (1.00' ) psf Load2 Live Full Area 40.00 (1.00' ) psf Load5 Dead Point 4.00 1010 lbs Load6 Dead Point 7.50 1010 lbs Load7 Live Point 7 .50 1030 lbs Loads Live Point 4 .00 1030 lbs Load9 Dead Point 3.00 500 lbs Load10 Dead Point 0.50 500 lbs Loadll Live Point 0.50 500 lbs Load12 Live Point 3.00 500 lbs Self-weight Dead Full UDL 15.0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 8.085' 0' 8' Unfactored: Dead 1675 1967 Live 1537 1846 Factored: Total 3212 3813 Bearing: Capacity Beam 3212 3813 Support 3431 4073 Des ratio Beam 1.00 1.00 Support 0.94 0. 94 Load comb #2 #2 Length 0.93 1 . 11 Min req'd 0.93 1.11 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. 1, 6x12 (5-1/2"x11-1/2") Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 8.06'; Clear span: 7.938'; Volume= 3.6 cu.ft.; Beam or stringer Incised; Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN of20 Walkway Beam level 2 Stair WoodWorks®Sizer 2019 (Update 4) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* = 65 Iv' = 136 psi fv*/Fv' = 0.48 Bending(+) fb = 721 Fb' = 1080 psi fb/Fb' = 0.67 Live Defl'n 0.03 = < L/999 0.27 = L/360 in 0.13 Total Defl'n 0.09 = < L/999 0.40 = L/240 in 0.23 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 0.80 2 Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1. 6 million 1.00 1.00 - - - - 1.00 0.95 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+) : LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 3808, V design* = 2734 lbs; M(+) = 7288 lbs-ft EIy = 1115.29 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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 19of20 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Dec. 17, 2021 14:53 Beam at electrical panels Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL 510.0 plf Load2 Snow Full UDL 560.0 plf Self-weight Dead Full UDL 8.5 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : - 8.161' 0' 8' Unfactored: Dead 2115 2115 Snow 2285 2285 Factored: Total 4400 4400 Bearing: Capacity Beam 4400 4400 Support 4684 4684 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.93 1.93 Min req'd 1.93 1.93 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Glulam-Unbalan., West Species, 24F-1.8E WS, 3-1/2"x10-1/2" Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 8.19'; Clear span: 7.813'; Volume=2.1 cu.ft.; 7 laminations, 3-1/2" maximum width, Lateral support: top= continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 134 Fv' = 305 psi fv/Fv' = 0.44 Bending(+) fb = 1610 Fb' = 2760 psi fb/Fb' = 0.58 Live Defl'n 0.08 = < L/999 0.27 = L/360 in 0.32 Total Defl'n 0.20 = L/473 0.40 = L/240 in 0.51 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN of 20 Beam at electrical panels Wood Works®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cyr LC# Fv' 265 1.15 1.00 1 . 00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1 .00 1.000 1.000 - - 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 Bending(+) : LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2 . 4 / IBC 2018 1605.3. 1 CALCULATIONS: V max = 4314, V design = 3283 lbs; M(+) = 8628 lbs-ft EIy = 607.74 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 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).