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Specifications 2 of 20 ,� r►. FROELICH ENGINEERS, SCOPE OF WORK Pinnacle Architecture Project Name: Housing Authority of Washington County — Bonita Remodel Project Number: 21-T076 Current Date: 12/17/2021 SPD SCOPE OF WORK Froelich Engineers, Inc. (FE) has provided structural lateral andgravity Fe e ich I ng rn ers, I l Building Cope (IBC)v ded snd 2ur l Ore on al Specialtydesig of Codethe project per Froelich Consulting9 Structural design. Engineers, Inc. hasprovided (OSSC). g Froelich Consulting Engineers, s did details design o�to review the details project. not pertaining to our PROJECT DESCRIPTIONfor the entire Replacement of existing decks with new wood framed decks. and landings. Replacement of existing stairs www.froelich en ineers.com PORTLAND(HQ) 503.624.7005 BEND 541.383.1828 DENVER 720.799.1001 3 of 20 Client: Pinnacle Architecture Project: Housing Authonty of Washington County-Bonta Praj.B: 21-T076 Date: 12/17/2021 By: BTS FROELICH 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 Codes):2018 International Building Code(IBC) 2019 Oregon Structural Specialty Code(OSSC) ASCE7-I6 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)= 1.00 (ASCE7-16 Table 1.5-2) Deflection Criteria= W240 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-I6 Figures 26.5-1,2 Exposure= B Seismic Load: Occupancy Category= II (IBC Table 1604.5) Seismic Importance Factor(In)= I 00 (ASCE7-16 Table 1.5-2) Site Class= D Mapped Spectral Acceleration Values(Ss)= 0 857 g Mapped Spectral Acceleration Values(SO)= 0 392 g Design Spectral Response Parameter(Sur)= 0.661 g Design Spectral Response Parameter(Sod= N/A g Seismic Design Category= D Response Modification Coefficient(R)= 6.5 Light-framed walls sheathed with wood panels (ASCE7-16 Table 12.2-1) Shear Walls(Bearing Wall System) Soils Data: Allowable Bearing Pressure= 1500 psf(IBC Presumptive Values) Exterior Footing Depth= 18 inches OTC4of20 Hazards by Location Search Information Coordinates: 45.41445927005673,-122.7551572012636 Vancouver ib 142 ft V bald r rand Elevation: 142 ft Hillsboroo ek o Timesta mp: 2021-10-20T06:28:22.016Z e o Beavn Gresham 97 0 Nit.Hazard Type: Seismic Nation, v Reference ASCE7-16 Document: Go a le 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 SpS 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 vAdditional 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) S1D 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 ze 142 ft Elevation: 142 ft �ald� Nillsboroo r land c ok Gresham Timestamp: 2021-10-20T06:26:51.253Z eeave pn C Mt. Hazard Type: Wind v Nation, 70 (Ile 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 MR125-Year 79 mph MRI 50-Year 77 mph MRI50-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 wehsite fines not imnly annmval by the aoverninn huildinn code hodies rpsnnnsihlp for hiiildinn coda annmval and internretation for the Main Office CLIENT: 17700 sW Upper Boones Ferry Rd.4115 PA @f 20 / ` Portland,Oregon 97224 503-624-7005 PROJECT: 444 Central Oregon 745 NW Mt.Washington Dr •204 NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H I Dever Office DATE: ENGINEERS! 940 Kimball(St.5u4e3 Longmont Cobrado 80501 www.frodidi-engineengrom 720-799-1001 BY QL_ /ZPSF f To (Lc- _2' f1-1/1' Lotirfe 70)srj at/4w6. (alit rL Z PSP LL -- i/vPk- di It/Aix ram' 6&fr 1 r;0 /'J3'o"f/.vr' s c C. - clo/'SF (I'J St...611 P rat:" 5 P41n Si?ev & "/r7 Le- e 2_. DC 5o ( L -- Cook 1 re•A ',rfr KS /a'T L&-vtL 3 17L_ I D/P( Llc 402 '( 4 j Mon Office CLIENT' pp( f 20 / 17700 SW Upper Boones Ferry Rd.*115 Portland Oregon 97224 c'v f 503-024-7005 PROJECT: -1 Central Oregon 745 NW MI Washington Dr. a204 NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H ;Denver Office DATE: ENGINEERS 940 Kimball(St.Suite 3 Longmont,Colorado 80501 www-tioelich-errytineencown 720-799-1001 BY: l2OOI= /ttWC—.4c /4-i rez;/r5 p c_-_ 20 /sr (1 j-4- 6 'j ; No PcF S c = ?s rs,- C 27� )- 6 'i yz s f(P A 1, 1 tteler I i OC = 20lC/ (`ir) = qgoIV 2stt� (vC�) Sro //lt __ til i i i i I R' 17in()Ince 700 Upper Boones Feny Rd.•115 CLIENT p bf 20 I Perryond,Oregon 97224 5036247005 PROJECT DO7V I7# ❑Cenhol Oregon 745 NW Mt.Washington Dr *204 NUMBER: Send.Oregon 97703 511383-1828 F ROE LICH o°e °' ' DATE. ENGINEER 9 i 940 Kin bark SI Site 3 Longmont,Colorado 80501 BY svw. n cli.i .h-engineersAwn 720-799-1001 1 C/101 M art-710,6ft. 1'Y#Nt" L'i► P 4--7 (__I z�15,Sf�(r) 4' (z a')(ts) 90 (cf LI, _ (_(,(x)( Ydfi(,) = s6vPcP- 31p Y 1/�1 �` St I . ' 1 �.. t t , t.. - { i t 1 , i 1 I t -1 ,,„ ... , , . , . r . ,T . , , ., , , , i„. .:,,,t,...t , :tt,,,,,,.:., , i , ... . . . .. ,r . , , . t , .. . .. , ... . , , .. . . . , . , ., . . . `y i t Adollllill Mair Othce CLIENT: 17700 SW Upper Boones Ferry Rd.*115 FlCof 20 / Portland,Oregon 97224 4114111 st13624-7005 PROJECT r 3 Centro)Oregon 745 NW Mt.Washington Dr. *204 NUMBER ;_ .,,... Bend,Oregon 97703 541-383-1828 FROELICH fi Denver Office DATE. ENGINEERS ; 940 Kimbark St.Suite 3 H�vw.froelich-mtti.reerc..nm Longmont,Colorado 80501 720-799-1001 By. S 7-41 K 57--Al,4b exf 1 Lai _ r 12 C = ?' ) (crw) 7S/� r �1 t SEtF _.l--1 Li- == (. .)($(0'96..) = 60 AF ___________________------ IV-d' I i 1 6EA.", ir-r . XTEno K s A- mom , t. iope/7y0 ) - -2a #ftFif w, 77 ri el-4,,,I, srA/0 srn ill tit) ; . . , , 1 r I i 1 11 of 20 • COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD DESIGN Dec. 17, 2021 14:52 Deck Beam 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 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' 4 1 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 (5-112"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 o(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 WoodWorks® SOEEWARE FOR W000 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) : 8.07T 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 WoodWorks®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 FOR WOOD DESIGN Dec. 17, 2021 14:52 Roof Beam 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 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 WoodWorks®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 1bs; 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 appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 17 of 20 COMPANY PROJECT a ir 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 Load8 Live Point 4.00 1030 lbs Load9 Dead Point 3.00 500 lbs Load10 Dead Point 0.50 500 lbs Loadil 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' Y 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 of 20 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 Fv' = 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. 19 of 20 COMPANY PROJECT ill Woodworks® SOFTWARE FOR WOOD DESIGN Dec. 17, 2021 14:53 Beam at electrical panels 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 UDL 510.0 plf Load2 Snow Full UDL 560.0 plf Self-weight Dead Full UDL 8.5 plf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.161' - - i 0' 8' Unfactored: Dead 2115 2115 Snow 2285 2285 Factored: Total 4400 4400 Bearing: Capacity Beam 4400 4400 Support 4684 9689 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 WoodWorks®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).