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REVIEWED BLD2020-1243+Structural_Analysis_or_Calculations+10.27.2020_4.23.54_PMRECEIVED C ENGINEERING civil & structural engineering & planning Nov 13 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL CALCULATIONS REVIEWED BY CITY OF EDMONDS 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 Langsted Residence Interior Remodel 750 Hemlock St Edmonds, WA 98020 0912312020 CG Project No.: 20325.10 Protect Location 750 Hemlock St. Edmonds, WA 98020 Project Description This project involves the removal of an existing interior bearing wall on the upper floor of an existing single-family residence. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Roof Loads Dead 15 psf Snow 25 psf Floor Loads Dead 15 psf Live 40 psf Exterior Walls Dead 10 psf Description By ZSH Date 9 23 2020 Checked Date / / ��" Project Summary ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Langsted Residence Remodel 20325.10 Gravity Design Loads Roof DL Roofing Material 2.5 psf 1/2 Sheathing 1.5 psf Insulation 1.2 psf 1/2 Gypsum 2.2 psf 2x12 @ 24" OC 2.2 psf M/E 1.5 psf Misc 1.5 psf 12.6 psf USE 15.0 psf Floor DL Flooring Material 4.0 psf 3/4 Sheathing 2.3 psf 1/2 Gypsum 2.2 psf 2x10 @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.8 psf USE 15.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.2 psf 1/2 Gypsum 2.2 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 9.6 psf USE 10.0 psf Roof LL (Snow) 25.0 psf Floor LL 40.0 psf n Description Gravity Design Loads By ZSH Date 09/22/20 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South suite 200 project Langsted Residence Remodel lob No. Edmonds, WA 98020 20325.10 �r ` _. � r� �: b� � � � z� �� ; e •h. j' y � 1 � � � r `� . _ � �. �° � .5 �� r� P �� r � � � .:?. � �� ,. 1 � � � � t y ,,,..7 ¢ � � ° r�—^' g p f Z { 1 9pjf �, , �;" �. � �� } _� � � � � �� F. `�"- �._- Description E' �'N 250 4th Ave. South Suite 200 project Edmonds, WA 98020 425.778.8500 www.cgengineering.com By � c .,, � Checked Scale Job No. 1 y e Date Sheet No. COMPANY PROJECT � WO["�CS� SOF]WhR6FON tYVOD DFSIGN Sep. 23, 2020 12:15 � Ridge Beam Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial UDL No 0.05 5.26 240.0 240.0 plf Load2 Snow Partial UDL Yes 0.05 5.26 400.0 400.0 plf Load3 Dead Partial UDL No 5.26 10.90 262.5 262.5 plf Loads Snow Partial UDL Yes 5.26 10.91 437.5 437.5 plf Load6 Dead Partial UDL No 10.90 22.40 218.0 218.0 plf Load? Snow Partial UDL Yes 10.90 22.40 364.0 364.0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) 22'-5.84" 1 22'-4.25" Unfactored• Dead Snow Factored: 621 1324 3435 5731 1183 2035 Total 1945 9166 3218 Bearing: Capacity Beam 1945 9166 3218 Support 3283 14445 5431 Des ratio Seam 1.00 1.00 1.00 Support 0.59 0.63 0.59 Load comb #3 #2 #4 Length 1.20 5.28 1.99 Min req'd 1.20 5.28 1.99 Cb 1.00 1.07 1.00 Cb min 1.00 1.07 1.00 Cb support 1.09 1.09 1.09 Fcp sup 625 625 625 Ridge Beam Timber -soft, Hem -Fir, No.2, 4"x8" actual Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 22'-5.84"; Clear span: 8'-6.76", 13'-2.62"; Volume = 5.0 cu.ft.; Beam or stringer Lateral support: top = at end supports, bottom = at end supports; This section FAILS the design check WARNING: This section violates the following design criteria: Bending, shear and deflection WARNING: This CUSTOM SIZE is not in the database. Refer to online help. i■i Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Woodworks® Sizer 2019 (Update 1) Analysis vs. Allowable Stress and Deflection using NDS 2018 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 203 Fv' = 161 psi fv/Fv' = 1.26 Bending(+) fb = 2502 Fb' = 1009 psi fb/Fb' = 2.48 Bending(-) fb = 3019 Fb' = 1009 psi fb/Fb' = 2.99 Live Defl'n 0.86 = L/188 0.45 = L/360 in 1.91 Total Defl'n 1.56 = L/103 0.68 = L/240 in 2.31 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn Fv' 140 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 Fb'+ 675 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - Fb'- 675 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 - CRITICALLOAD COMBINATIONS: Shear LC #2 = D+S Bending(+) LC #4 = D+S (pattern: sS) Bending(-) LC #2 = D+S Deflection: LC #4 = (live) LC #4 = (total) Bearing Support 1 - LC #3 = D+S (pattern: Ss) Support 2 - LC #2 = D+S Support 3 - LC #4 = D+S (pattern: sS) 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 Patterns: s=S/2, X=L+S or L+Lr, = no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 4951, V design = 4338 lbs; M(+) = 8896 lbs-ft; M(-) = 10736 lbs-ft EI = 187.73e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" LC# 2 4 2 4 Page 2 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0o Works` sor7wnxr s��rr tvonn nrs�cn� COMPANY I PROJECT Sep. 23, 2020 12:14 ( Ex Beam 1 Design Check Calculation Sheet Woodworks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ftj Magnitude Unit tern Start End Start End Load4 Dead Point 4.65 3435 lbs Loads Snow Point 4.65 9166 lbs Load3 Dead Partial UDL 4.65 20.65 101.0 101.0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) 21'-0.81 " 20'-10.28" Unfactored• Dead Snow Factored: 3344 7193 1707 1973 Total 10538 3679 Bearing: Capacity Beam 10538 3679 Support 11416 3986 Des ratio Beam 1.00 1.00 Support 0.92 0.92 Load comb #2 #2 Length 3.75 1.31 Min req'd 3.75 1.31 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.08 1.08 Fcp sup 625 625 Ex. Beam 1 Lumber n-ply, D.Fir-L, No.2, 2x12, 3-ply (4-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 21'-0.81"; Clear span: 20'-7.75' ; Volume = 7.4 cu.ft. Lateral support: top = at supports, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section FAILS the design check WARNING: This section violates the following design criteria: Bending, shear and deflection WARNING: Member length exceeds typical stock length of 18.0 [ft] Analysis vs. Allowable Stress and Deflection using Nos 2o1s Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 312 Fv' = 207 psi fv/Fv' = 1.51 Bending(+) fb = 5979 Fb' = 297 psi fb/Fb' = 20.11 Live Defl'n 2.16 = L/116 0.70 = L/360 in 3.10 Total Defl'n 4.03 = L/62 1.04 = L/240 in 3.87 ■ Ex Beam 1 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Wood Works® Sizer 2019 (Update 1) Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 180 1.15 1.00 1.00 - - Fb'+ 900 1.15 1.00 1.00 0.250 1.000 Fcp' 625 - 1.00 1.00 - E' 1.6 million 1.00 1.00 - Emin' 0.58 million 1.00 1.00 - 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 L=live S=snow W=wind I=impact Lr=roof All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 CALCULATIONS: V max = 10538, V design = 10538 lbs; M(+) _ EI = 284.76e06 lb-in^2/ply Cfu Cr 1.15 Cfrt 1.00 1.00 1.00 1.00 1.00 Ci 1.00 1.00 1.00 1.00 1.00 Cn 1.00 live Lc=concentrated E=earthquake 2.4 / IBC 2018 1605.3.2 47297 lbs-ft LC# 2 2 2 2 Page 2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 20'-10.25" Le = 38'-4.50" RB = 48.0; b = single ply width Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), 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) 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. � t �� r � �� ►t 1 . �. � ° �, , �. ��RI� 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com ��. �- , a �� - , � � �, �,� 1 , r� �� >s ! i� �� .: � � � a �� ,�y �. �' � _ �. e �, �� zti� g Description By Date � � , � Checked Date Scale Sheet No. Project x Job No. . � N � y �� .� 1 Loads: COMPANY I PROJECT Sep. 23, 2020 12:18 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Beam 1 Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial UDL 0.00 1.88 240.0 240.0 plf Load2 Dead Partial UDL 1.88 5.31 262.5 262.5 plf Load3 Dead Partial UDL 5.31 7.33 108.0 108.0 plf Load4 Dead Partial UDL 7.33 18.83 63.0 63.0 plf Loads Dead Point 5.32 3344 lbs Load6 Snow Point 5.32 7193 lbs Maximum Reactions (Ibs), Bearing Capacities (Ibs} and Bearing Lengths (in) 19'-9" 18'-1'1. Unfactored� Dead Snow Factored: 4041 5311 1599 1882 Total 9351 3481 Bearing: Capacity Beam 19662 19662 Support 24351 24351 Des ratio Beam 0.48 0.18 Support 0.38 0.14 Load comb #2 #2 Length 5.50 5.50 Min req'd 2.62 0.97 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700 BM1 Glulam-Unbal., West Species, 24F-1.SE WS, 5-1/2"x15" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 19'-9.0"; Clear span: 18'-10"; Volume = 11.3 cu.ft.; 10 laminations, 5-1/2" maximum width, Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2o1s Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 163 Fv' = 305 psi fv/Fv' = 0.53 Bending(+) fb = 2498 Fb' = 2611 psi fb/Fb' = 0.96 Live Defl'n 0.46 = L/495 0.63 = L/360 in 0.73 Total Defl'n 0.94 = L/242 0.95 = L/240 in 0.99 Beam 1 Additional Data: Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Wood Works® Sizer 2019 (Update 1) 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 0.946 0.981 - - 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 Only the lesser of CL and CV is applied, as per NDS 5.3.6 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 L=live S=snow W=wind I=impact Lr=roof All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 CALCULATIONS: live Lc=concentrated E=earthquake 2.4 / IBC 2018 1605.3.2 V max = 9267, V design = 8951 lbs; M(+) = 42938 lbs-ft EI = 2784.33e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 18'-11.81" Le = 34'-11.13" RB = 14.4 Page 2 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), 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 117-2015 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). �� x $�� i' � • Loads: COMPANY PROJECT Sep. 23, 2020 12:15 Design Check Calculation Sheet Woodworks Sizer 2019 (Update 1) Column1 Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.00") 4041 lbs Load2 Snow Axial (Ecc. = 0.00") 5311 lbs Reactions (Ibs): 0 m Unfactored• Lateral: Dead Snow Axial: Dead 4041 4041 Snow 5311 5311 Factored: L->R Load comb #1 #1 COL1 Timber -soft, D.Fir-L, No.2, 6x6 (5-1/2"x5-1/2") Support: Timber -soft Beam, D.Fir-L No.2; Bearing length =column width (b); lower support = Lb Total length: 9'; Volume = 1.9 cu.ft.; Post or timber Pinned base;KexLb:1.Ox9.0=9.Oft;KexLd:1.Ox9.0=9.Oft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2o1s Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 309 Fc' = 612 psi fc/Fc' = 0.50 Axial Bearing fc = 309 Fc* = 805 psi fc/Fc* = 0.38 Support Bearin fcp = 309 Fcp = 668 psi fcp/Fcp = 0.46 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 700 1.15 1.00 1.00 0.761 1.000 - - 1.00 1.00 2 Fc* 700 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 Fcp sup 625 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC #2 = D+S Support LC #2 = D+S 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: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 Bearing: Reaction = 9352 lbs, Capacity = 20195 lbs, Lb = 5.50", Cb = 1.07 Column1 Woodworks®Sizer SOFTWARE FOR WOOD DESIGN Woodworks® Sizer 2019 (Update 1) Page 2 Design Notes: 1. Woodworks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. -- _�_ K-- t ,� � �} ��.� `� d �� __ .__ e, y `, �� _____— �� Description �N�I�� 250 4th Ave. South Suite 200 Project Edmonds, WA 98020 425.778.8500 www.cgengineering.com —, — �- _ �--- — D ---- �. -' �� ` �� ;�� # �� " ,� � � �� r � d By �j Date (1 � � Checked Date Scale Sheet No. lob No. COMPANY PROJECT Works 5Uf1iYAR1 FD4 WOOD DESIGN Sep. 23, 2020 12:18 � Beam 2 Design Check Calculation Sheet Woodworks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Snow Point 8.44 5311 lbs Load2 Dead Point 8.44 4041 lbs Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) 12'-3.75" 11'-6.06" Unfactored• Dead Snow Factored: 1227 1612 2814 3699 Total 2839 6513 Bearing: Capacity Beam 19662 19662 Support 24351 20195 Des ratio Beam 0.14 0.33 Support 0.12 0.32 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.79 1.82 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - 1.07 Fc/Fcp sup 700 625 BM2 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2"x10-1/2" Supports: 1 -Timber-soft Column, D.Fir-L No.2; 2 -Timber-soft Beam, D.Fir-L No.2; Total length: 12'-3.75' ; Clear span: 11'-4.75"; Volume = 4.9 cu.ft.; 7 laminations, 5-1/2" maximum width, Lateral support: top = at supports, 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 = 169 Fv' = 305 psi fv/Fv' = 0.56 Bending(+) fb = 2701 Fb' = 2718 psi fb/Fb' = 0.99 Live Defl'n 0.25 = L/560 0.38 = L/360 in 0.64 Total Defl'n 0.53 = L/261 0.58 = L/240 in 0.92 i�i l�� Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Wood Works® Sizer 2019 (Update 1) 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 0.985 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 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: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 6513, V design = 6513 lbs; M(+) = 22745 lbs-ft EI = 955.03e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 11'-6.06" Le = 21'-4.56" RB = 9.4 Page 2 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), 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 117-2015 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). o®dWorks° sovnvneF Fo�z fvnon nes�cv COMPANY I PROJECT Sep. 23, 2020 12:17 Design Check Calculation Sheet Woodworks Sizer 2019 (Update 1) Loads: Column2 Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.00") 1227 lbs Load2 Snow Axial (Ecc. = 0.00") 1612 lbs Reactions (Ibs): 6 m v m m -� 0 Unfactored• Lateral: Dead Snow Axial: Dead 1227 1227 Snow 1612 1612 Factored: L->R Load comb #1 #1 COL2 Lumber Post, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2") Support: Timber -soft Beam, D.Fir-L No.2; Bearing length =column width (b); lower support = Lb Total length: 9'; Volume = 1.2 cu.ft. Pinned base;KexLb:1.0x9.0=9.0ft;KexLd:1.0x9.0=9.0ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2o1s Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 147 Fc' = 383 psi fc/Fc' = 0.39 Axial Bearing fc = 147 Fc* = 1644 psi fc/Fc* = 0.09 Support Bearin fcp = 147 Fcp = 692 psi fcp/Fcp = 0.21 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.233 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fcp sup 625 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial LC #2 = D+S Support LC #2 = D+S 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: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 Bearing: Reaction = 2839 lbs, Capacity = 13320 lbs, Lb = 3.50", Cb = 1.11 Column2 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Woodworks® Sizer 2019 (Update 1) -.'. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. COMPANY WOr�S� SOFlN9\Hf FOJY 1VUOD DFSIGN Sep. 23, 2020 12:17 Design Check Calculation Sheet Woodworks Sizer 2019 (Update 1) Loads: IJZ�A��3� HDR1 Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Snow Point 1.90 3699 lbs Load3 Dead Point 1.90 2814 lbs Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) � 3'-3" 2'-7.49" Unfactored• Dead Snow Factored: 1129 1484 1685 2215 Total 2613 3900 Bearing: Capacity Beam 9844 9844 Support 13946 13946 Des ratio Beam 0.27 0.40 Support 0.19 0,2g Load comb #2 #2 Length 4.50 4.50 Min req'd 1.19 1_7S Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700 HDR1 Timber -soft, D.Fir-L, No.2, 3-1/2"x9-1/2" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 3'-3.0"; Clear span: 2'-6"; Volume = 0.8 cu.ft.; Beam or stringer Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. WARNING: This CUSTOM SIZE is not in the database. Refer to online help. �� Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Wood Works® Sizer 2019 (Update 1) Analysis vs. Allowable Stress and Deflection using NDS 2018 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 176 Fv' = 195 psi fv/Fv' = 0.90 Bending(+) fb = 936 Fb' = 1200 psi fb/Fb' = 0.78 Live Defl'n 0.01 = < L/999 0.09 = L/360 in 0.08 Total Defl'n 0.02 = < L/999 0.13 = L/240 in 0.11 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 170 1.15 1.00 1.00 - - Fb'+ 875 1.15 1.00 1.00 0.994 1.200 Fcp' 625 - 1.00 1.00 - E' 1.3 million 1.00 1.00 - Emin' 0.47 million 1.00 1.00 - 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 L=live S=snow W=wind I=impact Lr=roof All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 CALCULATIONS: Cfu Cr 1.00 Cfrt 1.00 1.00 1.00 1.00 1.00 Ci 1.00 1.00 1.00 1.00 1.00 Cn 1.00 live Lc=concentrated E=earthquake 2.4 / IBC 2018 1605.3.2 V max = 3900, V design = 3900 lbs; M(+) = 4106 lbs-ft EI = 325.08e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+) Lu = 2'-7.50" Le = 5'-4.88" RB = 7.1 LC# 2 2 2 2 Page 2 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), 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. 041C��/�/O rkS� f(JFT}y�}FF F612 SVSSOD DkSIGN COMPANY � PROJECT Sep. 23, 2020 12:17 Design Check Calculation Sheet Woodworks Sizer 2019 (Update 1) Loads: Column3 Load Type Distribution Location [ftJ Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.00") 1685 lbs Load2 Snow Axial (Ecc. = 0.00") 2215 lbs Reactions (Ibs): v m �i Unfactored: Lateral: Dead Snow Axial: Dead 1685 1685 Snow 2215 2215 Factored: L->R Load comb #1 #1 COL3 Lumber Post, Hem -Fir, No.2, 4x4 (3-1/2"x3-1/2") Support: Timber -soft Beam, D.Fir-L No.2; Bearing length =column width (b); lower support = Lb Total length: 9'; Volume = 0.8 cu.ft. Pinned base; Ke x Lb: 1.0 x 9.0 = 9.0 ft; Ke x Ld: 1.0 x 9.0 = 9.0 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2o1s Criterion Anal sis Value Design Value Unit Analysis/Design Axial fc = 318 Fc' = 384 psi fc/Fc' = 0.83 Axial Bearing fc = 318 Fc* = 1719 psi fc/Fc* = 0.19 Support Bearin fcp = 318 Fcp = 692 psi fcp/Fcp = 0.46 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Fc' 1300 1.15 1.00 1.00 0.223 1.150 Fc* 1300 1.15 1.00 1.00 - 1.150 Fcp sup 625 - 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Axial LC #2 = D+S Support LC #2 = D+S D=dead L=live S=snow W=wind I=impact Lr=roof All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2 Bearing: Reaction = 3900 lbs, Capacity = 8476 Cfu Cr Cfrt Ci LC# - - 1.00 1.00 2 - - 1.00 1.00 2 - - 1.00 1.00 2 live Lc=concentrated E=earthquake 4 / IBC 2018 1605.3.2 lbs, Lb = 3.50", Cb = 1.11 I� Column3 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Woodworks® Sizer 2019 (Update 1) Page 2 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application.