Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit File BLD-2019-0587 2215 Lake Park Drive (3)
STURDY ENGINEERING CORPORATION Civil • Structural Date: November 19, 2019 Job No. 2032-001 Lateral & Gravity Analysis For John & Kimberly Grayson Garage & Porch Addition 2215 Lake Park Dr. Anacortes, WA Building Code 2015-IRC Seismic 11 Design Category. D 0.441 g l9 Wind: 110-mph Exp 'B' JAN 0 7 2020 Roof Snow I Roof Dead: 25/10-psf Floor l.we / Floor Dead: 40/10-psf Required Soil Bearing: 1,500-psf �'ITY OF ANACORTES Note: Sturdy Engineeiing Corporation does not assume any liability for elements that are not specifically addressed in this analysis. This report is valid only for the specific project shown above and herein. Any sheets, which are not Pound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendum). Contents: Page Framing members 1-6 P�`1 L STV9 Seismic data 7-8 � �O wAsyj�0� Lateral analysis 9-33 e • Anchor analysis 34-38 ' t.= Portal frame analysis 39-46 Modelling Wood Structural Panels 47-60 (reference only) o •p� 22603 p .ww Simpson SDWH screws 61-62 ass ��STE�ti (50 (reference only) fONAL E� Structural drawings S1-S3 Copyright ri ht SEC 2019 7168 San Juan Hill Lane • Anacortes,Washington 98221 • Phone: (360) 299-2511 • Fax: (360) 299-2698 E-mail: sturdy@sturdyengineering.com • • • • �• I 1 \} • 1 r S . 1 • • • I 1 1 1 • 1 • • • I _ • • , I • • 1 • 1• • • • • • 1 • y • 3 • 1 • • • • 1 • • • • y . _ . • • • • • 1 1 • I - f • • • y , • • 1 • • • ' • 1 • • - • r , • I • r • •1 • • • • • 1 • a • ' • • } i • • - 1 • I • • • • 1 • • • 1 • • I • • 1 ) r • • • ' - - • 3 . 1 1 , • '1 I 1 • , • • • ` P. • • , 1 I 1 I • • . •1 _ • • _ • ,i , 1 , • IL • • • • • • • { • • ' t •• • _ • • • • a • a • • • • • • 1 • e 1 • l - • • • ' 1 • • • 1 • • • • • • • ' • .1. l • 1 • l • ip • • N. • • • • 4. • • • • 111 1 r • - • • • 1 • 1 ct \ • 4 ii • • • ...• : ' • • I •• J , 1 • 1 - • • , , ( • • •• • • • •^ • • II - , 1 • ,• • • • l • , • • - • f 1 1 • ' • I 1 1 • •, • 0.• • I • • • • • • • 1 _ • • • 1 , • . I • • • • I - • • • • . 1 • • 1 • • I. • • • _ M • _ a a • 4 • • Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 1/62 Grayson Porch Cover Proposed Auger Foundation Design IBC 1807.3.2.1 Non-constrained d = 0.5A{1+[1+(4.36h/A)]^.5} A= 2.34P/S1*b P, lbf h, ft b, ft Soil type S Qu, psf 115 11.25 1.5 SM 150 1500 surface Trial d Si A calc d 2530 2 100 1.8 5.67 at depth 3.84 192 0.9 3.89 3.86 193 0.9 3.87 3.87 193 0.9 3.87 3.87 193 0.9 3.87 Weigth of Poles, lbs 1716 Weight of Concrete, lbs 1025 Total 2741 Unity Bearing, psf 1551 0.61 Diameter, in Depth, ft. Auger Foundation: 18 4 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA COMPANY PROJECT 21b2 .01101111111 WoodWorks® SOFTWARE FOR WOOD DESIGN Nov. 12, 2019 14:17 Garage Door Beam 10.75ft Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End dead Dead Full UDL 45 . 0 plf snow Snow Full UDL 115. 0 plf Self-weight Dead Full UDL 6. 0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : .� - - - - - 10.833' 10. 92' Unfactored: Dead 276 276 Snow 623 623 Factored: -- - - - -- Total 899 899 Bearing: - - - - Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0. 82 0. 82 Support 0.74 0.74 Load comb #2 #2 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. 11 1. 11 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Garage Door Beam Lumber-soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 10.83'; Clear span: 10.75'; volume = 1.9 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion - Analysis Value Design Value Unit Analysis/Design Shear fv = 47 Fv' = 207 psi fv/Fv' = 0. 23 Bending(+) fb = 946 Fb' = 1321 psi fb/Fb' = 0. 72 Live Defl'n 0. 20 = L/656 0. 36 = L/360 in 0.55 Total Defl 'n 0. 33 = L/393 0.54 = L/240 in 0. 61 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 0. 982 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 Emin' 0. 58 million 1. 00 1.00 - - - - 1.00 1. 00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 896, V design = 792 lbs Bending (+) : LC #2 = D+S, M = 2417 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 2015 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Lateral stability(+) : Lu = 10.81' Le = 19. 88 ' RB = 11. 9 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), 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. - Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA COMPANY PROJECT 3/62 11114 OD Y i c SOFTWARE FOR WOOD DESIGNNov. 12, 2019 14:17 Garage Door Beam 12.25ft Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location ( ft] Magnitude Unit tern Start End Start End dead Dead Full UDL 45 . 0 plf snow Snow Full UDL 115 . 0 plf Self-weight Dead Full UDL 6. 0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 12.333' p 12. 92' Unfactored: Dead 315 315 Snow 709 709 Factored: Total 1024 1024 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0. 94 0. 94 Support 0. 85 0. 85 Load comb #2 #2 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. 11 1. 11625 Fcp sup 625 *Minimum bearing length setting used: 1/2" for end supports Garage Door Beam Lumber-soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 12.33'; Clear span: 12.25'; volume = 2.2 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 54 Fv' = 207 psi fv/Fv' = 0. 26 Bending (+) fb = 1227 Fb' = 1317 psi fb/Fb' = 0. 93 Live Defl 'n 0. 33 = L/444 0. 41 = L/360 in 0. 81 Total Defl 'n 0. 55 = L/266 0. 61 = L/240 in 0. 90 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 0 . 979 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 Emin' 0. 58 million 1. 00 1 . 00 - - - - 1 . 00 1. 00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 1020, V design = 917 lbs Bending (+) : LC #2 = D+S, M = 3136 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 2015 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1 . 50 (Dead Load Deflection) + Live Load Deflection. Lateral stability (+) : Lu = 12 . 31 ' Le = 22. 63 ' RB = 12 . 7 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), 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. Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA COMPANY PROJECT 4/b2 O Nov. 12,2019 14:17 Porch Beam 18ft ar � SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End dead Dead Triangular 0.06 5.56 0.0 85.0 plf snow Snow Triangular 0.06 5.56 0.0 215.0 plf dead 2 Dead Partial UDL 5.56 12.56 85.0 85.0 plf snow 2 Snow Partial UDL 5.56 12.56 215.0 215.0 plf dead 3 Dead Triangular 12.56 18.06 85.0 0.0 plf snow 3 Snow Triangular 12.56 18.06 215.0 0.0 plf dead 4 Dead Point 5.50 235 lbs snow 4 Snow Point 5.50 585 lbs dead 5 Dead Point 12.56 235 lbs snow 5 Snow Point 12.56 585 lbs Self-weight Dead Full UDL 18.0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 1 18.121' , C' 18 36' _ Unfactored: Dead 929 928 Snow 1931 1927 Factored: Total • 2860 2855 Bearing: Capacity Beam 2860 2855 Support 4100 4092 Des ratio Beam 1.00 1.00 Support 0.70 0.70 Load comb #2 #2 Length 0.73 0.72 Min req'd 0.73 0.72 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 850 850 Porch Beam LVL n-ply, 2.0E, 2850Fb, 1-3/4"x11-7/8", 3-ply(5-1/4"x11-7/8") Supports:All-Timber-soft Column, Hem-Fir No.1 Total length: 18.12'; Clear span: 18.0';volume=7.8 cu.ft. Lateral support: top= full,bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit P.nalysis/Design Shear fv = 68 Fv' = 328 psi fv/Fv' = 0.21 Bending(+) fb = 1549 Fb' = 3412 psi fb/Fb' = 0.45 Live Defl'n 0.44 = L/497 0.60 = L/360 in 0.72 Total Defl'n , 0.74 = L/293 0.90 = L/240 in 0.82 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2850 1.15 - 1.00 1.000 1.00 - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 2860, V design = 2815 lbs Bending(+) : LC #2 = D+S, M = 15924 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 2015 CALCULATIONS: Deflection: EI = 488e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field-assembled multi-ply beams. 4.SCL-BEAMS (Structural Composite Lumber):the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING:Joists,wall studs, and multi-ply members are not rated for fire endurance. Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA COMPANY PROJECT 5/62 001011111i OD 14/#1 Ks 1 m o r SOFTWARE FOR WOOD DESIGN Nov. 12, 2019 14:18 Step Floor Joist Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End dead Dead Full Area 8. 00 ( 16. 0") psf live Live Full Area 40. 00 ( 16. 0") psf Self-weight Dead Full UDL 1 . 1 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 3.083' 3.042' Unfactored: Dead 18 18 Live 82 82 Factored: Total 100 100 Bearing: _ Capacity Joist 243 243 Support 586 586 Des ratio Joist 0. 41 0. 41 Support 0. 17 0. 17 Load comb #2 #2 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 . 25 1. 25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports Step Floor Joist Lumber-soft, Hem-Fir, No.2, 2x4 (1-1/2"x3-1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 3.08'; Clear span: 3.0'; volume = 0.1 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 22 Fv' = 120 psi fv/Fv' = 0. 19 Bending (+) fb = 295 Fb' = 1173 psi fb/Fb' = 0. 25 Live Defl 'n 0. 02 = <L/999 0. 10 = L/360 in 0. 15 Total Defl 'n 0. 02 = <L/999 0. 15 = L/240 in 0. 14 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1. 00 1 . 00 1. 00 - - - - 1. 00 0. 80 1. 00 2 Fb' + 850 1 . 00 1 . 00 1.00 1. 000 1 . 500 1. 00 1 . 15 1 . 00 0. 80 - 2 Fcp' 405 - 1 . 00 1. 00 - - - - 1. 00 1 . 00 - - E' 1. 3 million 1 . 00 1. 00 - - - - 1 . 00 0. 95 - 2 Emin' 0 . 47 million 1. 00 1. 00 - - - - 1. 00 0 . 95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 99, V design = 79 lbs Bending (+) : LC #2 = D+L, M = 75 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (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 2015 CALCULATIONS: Deflection: EI = 6. 97e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1 . 50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), 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. Grayson Garage & Porch • 2215 Lake Park Dr. Anacortes, WA COMPANY PROJECT 6/b2 , f Wood or . s SOFTW4REFOR WOOD DESIGN Nov. 12, 2019 14:58 Porch Column Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End dead Dead Axial (Ecc. = 0. 92") 1860 'lbs snow Snow Axial (Ecc. = 0. 92") 3860 lbs wind Wind Point - 11. 00 115 lbs Self-weight Dead Axial 1 69 lbs Lateral Reactions (lbs): 11' 03 D 0 o 0 o' A 11' Unfactored: Dead 13 -13 Snow 27 -27 Wind 115 Factored: R->L -40 Load comb #2 L->R 40 61 Load comb #2 #4 Porch Column Timber-soft, Hem-Fir, No.2, 6x6 (5-1/2"x5-1/2") Support: Non-wood Total length: 11.0'; Clear span: 11.0'; volume= 2.3 cu.ft.; Post and timber Pinned base; Load face =width(b); Ke x Lb: 1.0 x 11.0= 11.0 [ft]; Ke x Ld: 1.0 x 11.0 = 11.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 2 Fv' = 129 psi fv/Fv' = 0. 02 Bending(+) fb = 189 Fb' = 529 psi fb/Fb' = 0. 36 Axial fc = 191 Fc' = 338 psi fc/Fc' = 0. 57 Combined (ax_al + eccentric moment) Eq. 15. 4-3 = 1. 00 Axial Bearing fc = 191 Fc* = 529 psi fc/Fc* = 0. 36 Live Defl'n 0. 05 = <L/999 1. 10 = L/120 in 0. 05 Total Defl 'n 0. 09 = <L/999 1. 10 = L/120 in 0. 08 Additional Data: FACTORS: F/E (psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 140 1. 15 1. 00 1.00 - - - - 1. 00 0. 80 2 Fb'+ 575 1. 15 1. 00 1.00 1. 000 1.000 1.00 1. 00 1.00 0. 80 2 Fc' 575 1. 15 1. 00 1.00 0. 638 1. 000 - - 1.00 0. 80 2 E' 1. 1 million 1. 00 1.00 - - - - 1.00 0. 95 2 Emin' 0. 40 million 1. 00 1.00 - - - - 1.00 0. 95 2 Fc* 575 1. 15 1. 00 1.00 - 1.000 - - 1.00 0. 80 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 40, V design = 40 lbs Bending(+) : LC #2 = D+S, M = 438 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Axial : LC #2 = D+S, P = 5789 lbs Eq.15. 4-3 : LC #2 = D+S Fb'= 529 FcE= 457 Pxe/S=fc(6xe/d)= 189 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 2015 CALCULATIONS: Deflection: EI = 83. 9e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1. 50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. 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. Grayson Garage & Porch 11/8/2319 U.S. Seismic Design Maps 2215 Lake Park Dr. Anacortes, WA 7/62 4 �S A� % OSH PD Vl CAUFORIHA Grayson Addition 2215 Lake Park Dr, Anacortes, WA 98221 , USA Latitude, Longitude: 48.4829269, -122.63252 La k Dr 0 Z7 co is a12) * o " Ie Map data ©2019 Date 11/8/2019, 7:24:31 AM Design Code Reference Document ASCE7-10 Risk Category 11 Site Class D - Stiff Soil Type Value Description SS 1.117 MCER ground motion. (for 0.2 second period) Si 0.441 MCER ground motion. (for 1.0s period) SMS 1.176 Site-modified spectral acceleration value SM1 0.688 Site-modified spectral acceleration value SDS 0.784 Numeric seismic design value at 0.2 second SA SD1 0.459 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.053 Site amplification factor at 0.2 second Fv 1.559 Site amplification factor at 1.0 second PGA 0.459 MCEG peak ground acceleration FPGA 1.041 Site amplification factor at PGA PGAM 0.478 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 1.117 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.149 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.115 Factored deterministic acceleration value. (0.2 second) S1 RT 0.441 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.469 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.77 Factored deterministic acceleration value. (1.0 second) PGAd 0.781 Factored deterministic acceleration value. (Peak Ground Acceleration) II CRS 0.972 Mapped value of the risk coefficient at short periods https://seismicmaps.org 1/3 Grayson Garage & Porch 11/8/2019 U.S. Seismic Design Maps 2215 Lake Park Dr. Anacortes, WA 8/62 MCER Response Spectrum 1.5 - i I 1 1 .0 _—_ - -- -- 0.5 - - — -- � ! } (� , 4 0.0 0 5 10 15 Period, T (sec) — Sa(g) Design Response Spectrum 0.8 -�—_ -- -- 0.6 0.4 0.2 -- } 0.0 0 5 10 15 Period, T(sec) — Sa(g) DISCLAIMER While the information presented on this website is believed to be correct, SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application 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. SEAOC/OSHPD do 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 seismic data 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 search results of this webstie. https://seismicmaps.org 3/3 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 9/62 TJo ©Off©[Its ® S}lea U(Val _6 SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 Lateral 1.wsvv Nov. 12, 2019 07:25:37 Project Information COMPANY AND PROJECT INFORMATION Company Project Sturdy Engineering Corp. DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0. 70 Seismic + 0 . 60 Dead 1 . 00 Seismic + 0 . 90 Dead 1 . 00 1 . 00 0 . 60 Wind + 0 . 60 Dead 1 . 00 Wind + 0 . 90 Dead Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1 . 60 T<=100F 15% <=19% 100 <=190 0. 50 - Maximum Height-to-width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3 . 5 3 . 5 - - - - - Ignore non-wood-panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads when comb' d w/ wood panels Always Drag struts Applied loads Shearwall Relative Rigidity: Deflection-based stiffness of wall segments Perforated shearwall Co factor: SDPWS Equation 4 . 3-5 Non-identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 4-term from SDPWS C4 . 3 . 2-2 Drift limit for wind design: 1 / 500 story height SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12 . 8 Equivalent Lateral Force Procedure Design Wind Speed 110 mph Risk Category Category II - All others Serviceability Wind Speed 100 mph Structure Type Regular Exposure Exposure B Building System Bearing Wall Enclosure Enclosed Design Category D Min Wind Loads: Walls 16 psf Site Class D Roofs 8 psf Spectral Response Acceleration Topographic Information [ft] S1: 0 . 441g Ss: 1 . 117g Shape Height Length Fundamental Period E-W N-S - - - T Used 0 . 158s 0 . 158s Site Location: - Approximate Ta 0 . 158s 0 . 158s Elev: Oft Avg Air density: 0 . 0765 lb/cu ft Maximum T 0 .221s 0 . 221s Rigid building - Static analysis Response Factor R 6. 50 6 . 50 Case 2 E-W loads N-S loads Fa: 1 . 05 Fv: 1 . 5 6 Eccentricity (%) 15 15 Loaded at 75% 1 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 10/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft] Depth [in] Height [ft] shrinkage [in] length [in] Ceiling 12 . 33 0 . 0 Level1 0. 50 0. 0 11. 83 3 . 6 4 . 3 Foundation 0. 50 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] Face Type Slope Overhang [ft] Block 1 1 Story E-W Ridge Location X,Y = -1. 00 -1 . 00 North Side 37 . 5 1. 00 Extent X,Y = 32 . 33 20. 50 South Side 37 . 5 1 . 00 Ridge Y Location, Offset 9. 25 -0 . 00 East Hip 60 . 0 0 . 44 Ridge Elevation, Height 20 . 19 7 . 86 West Hip 60 . 0 0 . 44 2 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 11/62 WOOcP/TO UtS l; S Gmcfl U\pda[l 0s Lateral 1i ,Wsw Nov. 12, 2019 07:25:37 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/in in in 1 Ext Struct I OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 3 2 Ext Struct I OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 3 Legend: Grp— Wall Design Group number, used to reference wall in other tables Surf— Exterior or interior surface when applied to exterior wall Ratng— Span rating, see SDPWS Table C4.2.2.2C Thick— Nominal panel thickness GU- Gypsum underlay thickness Ply— Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvtv— Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type —Fastener type from SDPWS Tables 4.3A-D: Nail— common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing— casing nail; Roof— roofing nail; Screw— drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-3/4"(gypsum sheathing, 25/32"fiberboard), 1-1/2"(lath & plaster, 1/2"fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086"x 1-5/8"; 6d = .092"x 1-7/8"; 8d = .113"x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4"long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails (threaded or spiral), with increased withdrawal capacity Eg— Panel edge fastener spacing Fd— Field spacing interior to panels Bk— Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psiA6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmented 4 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d— Stud depth (width) Spcg— Maximum on-centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E— Modulus of elasticity Standard Wall- Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 12/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group X [ft] Start End [ft] [ft] Ratio [ft] Line 1 Level 1 Line 1 2 0 . 00 0 . 00 18 .25 18 . 25 8 .00 - 11. 83 Wall 1-1 Seg 2 0 . 00 0 . 00 18 .25 18 . 25 8 .00 - - Segment 1 - - 0 . 00 4 . 17 4 . 17 - 2 .84 - Opening 1 - - 4 . 17 14 . 42 10 . 25 - - 8 . 00 Segment 2 - - 14. 42 18 .25 3 . 83 - 3 .09 - Line 2 Level 1 Line 2 2 29.00 0 . 00 18 . 25 18 . 25 0. 00 - 11 . 83 Wall 2-1 Seg 2 29.00 0 . 00 18 . 25 18 .25 0. 00 - - Segment 1 - - 0. 00 2 . 83 2 . 83 - 4 .18 - Opening 1 - - 2 . 83 15 . 08 12 .25 - - 10 . 00 Segment 2 - - 15. 08 18 .25 3 . 17 - 3 .74 - East-west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group Y [ft] Start End [ft] [ft] Ratio [ft] _ Line A Level 1 Line A 1 0. 00 0 . 00 29. 00 29. 00 24 . 50 - 11 . 83 Wall A-1 Seg 1 0. 00 0 . 00 29. 00 29. 00 24 . 50 - - Segment 1 - - 0 . 00 24 . 50 24 . 50 - 0. 48 - Opening 1 - - 24 . 50 27 . 50 3 . 00 - - 6. 66 Segment 2 - - 27 .50 29 . 00 1 . 50 - 7. 89 - Line B Level 1 Line B 1 18. 25 0. 00 29. 00 29. 00 26. 00 - 11. 83 Wall B-1 Seg 1 18. 25 0. 00 29. 00 29. 00 26. 00 - - Segment 1 - - 0. 00 5 . 00 5 . 00 - 2. 37 - Opening 1 - - 5 . 00 8 . 00 3. 00 - - 6. 66 Segment 2 - - 8 . 00 29. 00 21. 00 - 0. 56 - Legend: Type - Seg = segmented, Prf=perforated, NSW= non-shearwall Location - Dimension perpendicular to wall FHS- Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio-Ratio of wall height to segment length (h/bs) Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 4 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 13/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 Loads WIND SHEAR LOADS (as entered or generated) Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W L Roof 1 W->E Wind Line -2 . 00 9.25 0. 0 68 . 1 Block 1 W L Roof Min W->E Wind Line -2 . 00 9. 25 0. 0 34 . 5 Block 1 W Wall Min W->E Wind Line 0 . 00 18 . 25 47 . 3 Block 1 W Wall 1 W->E Wind Line 0. 00 18 .25 60 . 9 Block 1 W R Roof Min W->E Wind Line 9. 25 20. 50 34 . 5 0 . 0 Block 1 W R Roof 1 W->E Wind Line 9. 25 20. 50 68 . 1 0 . 0 Block 1 E L Roof Min W->E Lee Line -2 . 00 9. 25 0. 0 34 . 5 Block 1 E L Roof 1 W->E Lee Line -2 . 00 9. 25 0. 0 68 . 1 Block 1 E Wall 1 W->E Lee Line 0 . 00 18.25 29. 9 Block 1 E Wall Min W->E Lee Line 0 . 00 18 .25 47 . 3 Block 1 E R Roof 1 W->E Lee Line 9. 25 20 . 50 68 . 1 0 . 0 Block 1 E R Roof Min W->E Lee Line 9 . 25 20 . 50 34 . 5 0. 0 Block 1 W L Roof Min E->W Lee Line -2 . 00 9. 25 0. 0 34 . 5 Block 1 W L Roof 1 E->W Lee Line -2 . 00 9. 25 0. 0 68 . 1 Block 1 W Wall Min E->W Lee Line 0 . 00 18 . 25 47 . 3 Block 1 W Wall 1 E->W Lee Line 0. 00 18 .25 29 . 9 Block 1 W R Roof 1 E->W Lee Line 9. 25 20. 50 68 . 1 0 . 0 Block 1 W R Roof Min E->W Lee Line 9. 25 20. 50 34 . 5 0 . 0 Block 1 E L Roof Min E->W Wind Line -2 . 00 9.25 0. 0 34 . 5 Block 1 E L Roof 1 E->W Wind Line -2 . 00 9.25 0. 0 68 . 1 Block 1 E Wall 1 E->W Wind Line 0. 00 18 .25 60. 9 Block 1 E Wall Min E->W Wind Line 0. 00 18 .25 47 . 3 Block 1 E R Roof 1 E->W Wind Line 9 . 25 20 . 50 68 . 1 0. 0 Block 1 E R Roof Min E->W Wind Line 9 . 25 20 . 50 34 .5 0 . 0 Block 1 S L Roof Min S->N Wind Line -1 . 44 3 .54 0. 0 34 . 5 Block 1 S L Roof 1 S->N Wind Line -1. 44 3. 54 0 . 0 30. 2 Block 1 S Wall Min S->N Wind Line 0 . 00 29. 00 47 . 3 Block 1 S Wall 1 S->N Wind Line 0. 00 29. 00 60. 9 Block 1 S Ctr Roof Min S->N Wind Line 3 . 54 26. 79 34 . 5 Block 1 S Ctr Roof 1 S->N Wind Line 3. 54 26. 79 30.2 Block 1 S R Roof Min S->N Wind Line 26. 79 31. 77 34 . 5 0. 0 Block 1 S R Roof 1 S->N Wind Line 26. 79 31. 77 30. 2 0 . 0 Block 1 N L Roof 1 S->N Lee Line -1 . 44 3 .54 0. 0 68 . 1 Block 1 N L Roof Min S->N Lee Line -1 . 44 3 . 54 0. 0 34 . 5 Block 1 N Wall 1 S->N Lee Line 0 . 00 29. 00 38 . 9 Block 1 N Wall Min S->N Lee Line 0 . 00 29. 00 47 . 3 Block 1 N Ctr Roof 1 S->N Lee Line 3 . 54 26. 79 68. 1 Block 1 N Ctr Roof Min S->N Lee Line 3. 54 26. 79 34 . 5 Block 1 N R Roof 1 S->N Lee Line 26. 79 31. 77 68 . 1 0 . 0 Block 1 N R Roof Min S->N Lee Line 26. 79 31. 77 34 . 5 0 . 0 Block 1 S L Roof Min N->S Lee Line -1 . 44 3. 54 0. 0 34 . 5 Block 1 S L Roof 1 N->S Lee Line -1 . 44 3. 54 0. 0 68 . 1 Block 1 S Wall 1 N->S Lee Line 0. 00 29 . 00 38 . 9 Block 1 S Wall Min N->S Lee Line 0 . 00 29. 00 47 . 3 Block 1 S Ctr Roof 1 N->S Lee Line 3 . 54 26. 79 68 . 1 Block 1 S Ctr Roof Min N->S Lee Line 3 . 54 26. 79 34 . 5 Block 1 S R Roof 1 N->S Lee Line 26. 79 31. 77 68. 1 0. 0 Block 1 S R Roof Min N->S Lee Line 26. 79 31. 77 34 . 5 0 . 0 Block 1 N L Roof 1 N->S Wind Line -1 . 44 3. 54 0. 0 30 .2 Block 1 N L Roof Min N->S Wind Line -1 . 44 3.54 0. 0 34 . 5 Block 1 N Wall 1 N->S Wind Line 0. 00 29. 00 60. 9 Block 1 N Wall Min N->S Wind Line 0. 00 29 . 00 47 . 3 Block 1 N Ctr Roof Min N->S Wind Line 3. 54 26. 79 34 . 5 Block 1 N Ctr Roof 1 N->S Wind Line 3. 54 26.79 30. 2 Block 1 N R Roof Min N->S Wind Line 26.79 31 . 77 34 . 5 0 . 0 Block 1 N R Roof 1 N->S Wind Line 26. 79 31.77 30 .2 0 . 0 Manual E Line 2 1 E->W Wind Point 18 . 25 18 . 25 1036 Legend: Block- Block used in load generation Accum. = loads from one block combined with another Manual = user-entered loads (so no block) F- Building face (north, south, east or west) Element- Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 5 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 14/62 woodworks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir- Direction of wind for loads with positive magnitude, also direction of MWFRS, Surf Dir- Windward or leeward side of the building for loads in given direction Prof- Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht- Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 6 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 15/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 WIND C&C LOADS Block Building Wind Level Magnitude [psf] Face Direction Interior End Zone Block 1 West Windward 1 23. 6 29. 1 Block 1 East Leeward 1 23 . 6 29. 1 Block 1 West Leeward 1 23 . 6 29. 1 Block 1 East Windward 1 23. 6 29. 1 Block 1 South Windward 1 23. 6 29. 1 Block 1 North Leeward 1 23 . 6 29. 1 Block 1 South Leeward 1 23. 6 29 . 1 Block 1 North Windward 1 23. 6 29. 1 DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft] Mag [Ibs,psf,psi] Line Width [ft] Start End Start End A 1 Line 0 . 00 29. 00 74 . 0 B 1 Line 0 . 00 29. 00 74 . 0 1 1 Line 0. 00 18 . 25 19. 0 2 1 Line 0. 00 18 . 25 19 . 0 7 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 16/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 BUILDING MASSES Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 Line -2 . 00 20 . 50 166. 1 166. 1 E-W Roof Block 1 Line -2 . 00 20 . 50 166. 1 166. 1 N-S Roof Block 1 Line -1 . 44 31 . 77 112 . 5 112 . 5 N-S Roof Block 1 Line -1 . 44 31 . 77 112 . 5 112. 5 Both Wall 1-1 n/a 1 Line 0 . 00 18 . 25 59.2 59. 2 Both Wall 2-1 n/a 2 Line 0 . 00 18 . 25 59.2 59. 2 Both Wall A-1 n/a A Line 0. 00 29. 00 59. 2 59. 2 Both Wall B-1 n/a B Line 0. 00 29 . 00 59.2 59. 2 Legend: Force Dir- Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element- Roof, gable end, wall or floor area used to generate mass, wall line for user-applied masses, Floor F#-refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 8 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 17/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 SEISMIC LOADS Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E-W Line -2. 00 0. 00 40 . 0 40 . 0 E-W Point 0. 00 0. 00 206 206 E-W Line 0. 00 18 . 25 54 . 2 54 . 2 E-W Point 18. 25 18 .25 206 206 E-W Line 18 . 25 20. 50 40. 0 40 . 0 N-S Line -1. 44 0. 00 27 . 1 27 . 1 N-S Point 0. 00 0. 00 130 130 N-S Line 0. 00 29. 00 41 . 3 41. 3 N-S Point 29. 00 29. 00 130 130 N-S Line 29. 00 31. 77 27 . 1 27 . 1 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 9 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 18/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.20). 10 -------------------- Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 19/62 U T/0_ MN©[Its® S h L rivd I S LatereA 1 .WSw Nov. 12, 2019 07:25:37 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf] Asp-Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line 1 Level 1 Ln1, Levi - Both - - 3403 - - - - - - 4240 - Wall 1-1 2 Both - - 3403 - 1 . 0 - 602 - - 4240 - Seg. 1 - S->N 436. 9 - 1820 - . 90 - 539 - 539 2245 0 . 81 - N->S 438 . 8 - 1828 - . 90 - 539 - 539 2245 0 . 81 Seg. 2 - S->N 412 . 9 - 1583 - . 86 - 520 - 520 1994 0 . 79 - N->S 410 . 8 - 1575 - . 86 - 520 - 520 1994 0 . 79 E-W W For ASD Shear Force [plf] Asp-Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [lbs] Ratio Line A Level 1 LnA, Levl - Both - - 951 - - - - - - 9604 - Wall A-1 1 Both - - 951 - 1 . 0 - 392 - - 9604 - Seg. 1 - Both 38 . 8 - 951 - 1 . 0 - 392 - 392 9604 0 . 10 Seg. 2 - Both 0 . 0 - 0 - 1 . 0 - 392 - 392 - - Line B LnB, Levl - W->E - - 963 - - - - - - 10102 - - E->W - - 1585 - - - - - - 10102 - Wall B-1 1 W->E - - 963 - 1 . 0 - 392 - - 10102 - 1 E->W - - 1585 - 1 . 0 - 392 - - 10102 - Seg. 1 - Both 0 . 0 - 0 - . 95 - 374 - 374 1870 0 . 00 Seg. 2 - W->E 45 . 9 - 963 - 1 . 0 - 392 - 392 8232 0 . 12 - E->W 75 . 5 - 1585 - 1 . 0 - 392 - 392 8232 0 . 19 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. """means that this wall is critical for all walls in the Standard Wall group. For Dir- Direction of wind force along shearline. v- Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V-ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub — For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment:Aspect Ratio Factor from SDPWS 4.3.4.2. Int- Unit shear capacity of interior sheathing; Ext- Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co -Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V— Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "S"indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 20/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 HOLD-DOWN DESIGN (flexible wind design) Level 1 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [Ibs] Resp. Line 1 1-1 L End 0 . 00 0 . 12 1 5499 24 5475 HDU5-SDS2 . 5645 0 . 97 1-1 L Op 1 0 . 00 4 . 04 1 5522 82 5440 HDU5-SDS2 . 5645 0 . 96 1-1 R Op 1 0 . 00 14 . 54 1 5225 80 5145 HDU5-SDS2 . 5645 0 . 91 1-1 R End 0 . 00 18 . 13 1 5199 22 5177 HDU5-SDS2 . 5645 0 . 92 Line 2 2-1 L End 29 . 00 0 . 12 1 16 2-1 L Op 1 29 . 00 2 . 71 1 86 2-1 R Op 1 29 . 00 15 . 21 1 88 2-1 R End 29 . 00 18 . 13 1 18 Line A A-1 L End 0 . 12 0 . 00 1 464 544 A-1 L Op 1 24 . 38 0. 00 1 464 611 A-1 R Op 1 27 . 63 0 . 00 1 100 A-1 R End 28 . 88 0 . 00 1 33 Line B B-1 L End 0 . 12 18 . 25 1 111 B-1 L Op 1 4 . 88 18 . 25 1 178 B-1 R Op 1 8 . 13 18 . 25 1 549 533 16 DTT2Z-SDS2 2145 0 . 01 B-1 R End 28 . 88 18 . 25 1 903 466 437 DTT2Z-SDS2 2145 0 . 20 Legend: Line-Wall: At wall or opening- Shearline and wall number At vertical element- Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5/28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead- Dead load resisting component, factored for ASD by 0.60 Uplift- Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd- Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap-Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: DTT2Z-SDS2.5 for studs with thickness > 0'-3" and depth > 0'-3.5" : Standard cut washer (included) required under the anchor nut Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. 12 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 21/62 �Ire©OdW o fi:'ks Sheama ns Lateral el owsw Nov. 12, 2019 07 25:37 DRAG STRUT FORCES (flexible wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case ---> <-- Line 1 1-1 Left Opening 1 0 . 00 4 . 17 1 1043 1051 1-1 Right Opening 1 0 . 00 14 . 42 1 868 860 Line A A-1 Left Opening 1 24 . 50 0. 00 1 148 148 Line B B-1 Right Opening 1 8 . 00 18 . 25 1 266 437 Legend: Line-Wall- Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force -Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> Due to shearline force in the west-to-east or south-to-north direction <- Due to shearline force in the east-to-west or north-to-south direction 13 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 22/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [pif] Asp-Cub Allowable Shear [pif] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line 1 Level 1 Lnl, Levi - Both - - 3403 - - - - - - 4240 - Wall 1-1 2^ Both - - 3403 - 1 . 0 - 602 - - 4240 - Seg. 1 - S->N 438 . 0 - 1825 - . 90 - 539 - 539 2245 0 . 81 - N->S 439 . 8 - 1833 - . 90 - 539 - 539 2245 0 . 82 Seg. 2 - S->N 411 . 7 - 1578 - . 86 - 520 - 520 1994 0 . 79 - N->S 409 . 6 - 1570 - . 86 - 520 - 520 1994 0 . 79 E-W W For ASD Shear Force [Of] Asp-Cub Allowable Shear [pif] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 1 LnA, Levi - Both - - 951 - - - - - - 9604 - Wall A-1 1 Both - - 951 - 1 . 0 - 392 - - 9604 - Seg. 1 - Both 38 . 8 - 951 - 1 . 0 - 392 - 392 9604 0 . 10 Seg. 2 - Both 0 . 0 - 0 - 1 . 0 - 392 - 392 - - Line B LnB, Levi - W->E - - 963 - - - - - - 10102 - - E->W - - 1585 - - - - - - 10102 - Wall B-1 1 W->E - - 963 - 1 . 0 - 392 - - 10102 - 1^ E->W - - 1585 - 1 . 0 - 392 - - 10102 - Seg. 1 - Both 0 . 0 - 0 - . 95 - 374 - 374 1870 0 . 00 Seg. 2 - W->E 45 . 9 - 963 - 1 . 0 - 392 - 392 8232 0 . 12 E->W 75 . 5 - 1585 - 1 . 0 - 392 - 392 8232 0 . 19 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir- Direction of wind force along shearline. v- Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V-ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub — For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int- Unit shear capacity of interior sheathing; Ext- Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co -Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A =Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V— Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "S"indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 14 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 23/62 "�, � s� �w�`. ork ® Sh e n Mc NS LateraD 1 owsw Nov. 12, 2019 07:25:37 HOLD-DOWN DESIGN (rigid wind design) Level 1 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [Ibs] Resp. Line 1 1-1 L End 0. 00 0 . 12 1 5512 24 5488 HDU5-SDS2 . 5645 0 . 97 1-1 L Op 1 0 . 00 4 . 04 1 5535 82 5453 HDU5-SDS2 . 5645 0 . 97 1-1 R Op 1 0 . 00 14 . 54 1 5210 80 5130 HDU5-SDS2 . 5645 0 . 91 1-1 R End 0 . 00 18 . 13 1 5184 22 5162 HDU5-SDS2 . 5645 0 . 91 Line 2 2-1 L End 29 . 00 0 . 12 16 2-1 L Op 1 29. 00 2 . 71 86 2-1 R Op 1 29. 00 15 . 21 88 2-1 R End 29. 00 18 . 13 18 Line A A-1 L End 0 . 12 0 . 00 1 464 544 A-1 L Op 1 24 . 38 0 . 00 1 464 611 A-1 R Op 1 27 . 63 0. 00 100 A-1 R End 28 . 88 0 . 00 33 Line B B-1 L End 0 . 12 18 . 25 111 B-1 L Op 1 4 . 88 18 . 25 178 B-1 R Op 1 8 . 13 18 . 25 1 549 533 16 DTT2Z-SDS2 2145 0 . 01 B-1 R End 28 . 88 18 . 25 1 904 466 437 DTT2Z-SDS2 2145 0 . 20 Legend: Line-Wall: At wall or opening- Shearline and wall number At vertical element - Shearllne Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End- At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5/28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead- Dead load resisting component, factored for ASD by 0.60 Uplift- Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd- Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap -Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: DTT2Z-SDS2.5 for studs with thickness > 0'-3" and depth > 0'-3.5" : Standard cut washer (included) required under the anchor nut Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. 15 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 24/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 DRAG STRUT FORCES (rigid wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Left Opening 1 0. 00 4 . 17 1 1048 1056 1-1 Right Opening 1 0 . 00 14 . 42 1 863 855 Line A A-1 Left Opening 1 24 . 50 0. 00 1 148 148 Line B B-1 Right Opening 1 8 . 00 18. 25 1 266 437 Legend: Line-Wall- Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case- Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force -Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> Due to shearline force in the west-to-east or south-to-north direction <- Due to shearline force in the east-to-west or north-to-south direction 16 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 25/62 Tq o OO @Jb r h k I: She f/'Vvr[I0s LateraV 1 .wsw Nov. 12, 2019 07:25:37 Oat-of-plane Wind Design COMPONENTS AND CLADDING by SHEARLINE North-South Sheathing [psfj Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp , Cap End Int End Int Temp Moist 1 1 2 17 . 5 190 . 6 0 . 09 23 . 3 18 . 9 105 . 5 0 . 22 0 . 18 1 . 00 1 . 00 2 1 2 17 . 5 190 . 6 0 . 09 23 . 3 18 . 9 105. 5 0 .22 0 . 18 1 . 00 1 . 00 East-West Sheathing [pst] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17 . 5 190 . 6 0 . 09 23 . 3 18 . 9 105 . 5 0 . 22 0 . 18 1 . 00 1 . 00 B 1 1 17 . 5 190 . 6 0 . 09 23 . 3 18 . 9 105 . 5 0 . 22 0 . 18 1 . 00 1 . 00 Legend: Grp - Wall Design Group (results for all design groups for rigid, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out-of-plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 12.2-3 17 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 26/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [Ibs] Diaphragm Force Fpx [Ibs] [Ibs] [sq.ft] E-W N-S E-W N-S 1 13063 529 . 3 1571 1571 2043 2043 All 13063 - 1571 1571 - - Legend: Building mass- Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear- Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.78; Ev = 0.156 D unfactored; 0.109 D factored; total dead load factor: 0.6 - 0.109 = 0.491 tension, 1.0 + 0.109 = 1.109 compression. 18 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 27/62 W o o © bROC)){1tA® Sheq She ma ils, Lateral 1 owsw Nov. 12, 2019 07:25:37 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [pit] Asp-Cub Allowable Shear [pif] Resp. Shearlines Gp Dir v vmax V ribs] Int Ext Int Ext Co C Cmb V [ibs] Ratio Line 1 Level 1 Lnl, Levl - Both - - 1100 - - - - - - 3028 - Wall 1-1 2 Both - - 1100 - 1 . 0 - 430 - - 3028 - Seg. 1 - S->N 143 . 8 - 599 - . 90 - 385 - 385 1604 0 . 37 - N->S 147 . 1 - 613 - . 90 - 385 - 385 1604 0 . 38 Seg. 2 - S->N 130 . 6 - 501 - . 86 - 372 - 372 1425 0 . 35 - N->S 127 . 0 - 487 - . 86 - 372 - 372 1425 0 . 34 E-W W For ASD Shear Force [pit] Asp-Cub Allowable Shear [pit] Resp. Shearlines Gp Dir v vmax V [ibs] Int Ext Int Ext Co C Cmb V ribs] Ratio Line A Level 1 LnA, Levi - Both - - 546 - - - - - - 6860 - Wall A-1 1 Both - - 546 - 1 . 0 - 280 - - 6860 - Seg. 1 - Both 22 . 3 - 546 - 1 . 0 - 280 - 280 6860 0 . 08 Seg. 2 - Both 0 . 0 - 0 - 1 . 0 - 280 - 280 - - Line B LnB, Levi - Both - - 553 - - - - - - 7216 - Wall B-1 1 Both - - 553 - 1 . 0 - 280 - - 7216 - Seg. 1 - Both 0 . 0 - 0 - . 95 - 267 - 267 1336 0 . 00 Seg. 2 - Both 26. 4 - 553 - 1 . 0 - 280 - 280 5880 0 . 09 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"means that this wall is critical for all walls in the Standard Wall group. For Dir— Direction of seismic force along shearline. v- Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V-ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub — For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment:Aspect Ratio Factor from SDPWS 4.3.4.2. Int- Unit shear capacity of interior sheathing; Ext- Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co -Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V— Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "W"indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 19 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 28/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 HOLD-DOWN DESIGN (flexible seismic design) Level 1 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [Ibs] Resp. Line 1 1-1 L End 0 . 00 0 . 12 1810 24 4 1791 HDU5-SDS2 . 5645 0 . 32 1-1 L Op 1 0 . 00 4 . 04 1852 82 15 1784 HDU5-SDS2 . 5645 0 . 32 1-1 R Op 1 0 . 00 14 . 54 1653 80 15 1587 HDU5-SDS2 . 5645 0 . 28 1-1 R End 0. 00 18 . 13 1608 22 4 1590 HDU5-SDS2 . 5645 0 . 28 Line 2 2-1 L End 29. 00 0 . 12 16 2-1 L Op 1 29. 00 2 . 71 86 2-1 R Op 1 29. 00 15 . 21 88 2-1 R End 29. 00 18 . 13 18 Line A A-1 L End 0 . 12 0 . 00 267 544 A-1 L Op 1 24 . 38 0 . 00 267 611 A-1 R Op 1 27 . 63 0 . 00 100 A-1 R End 28 . 88 0 . 00 33 Line B B-1 L End 0. 12 18 . 25 111 B-1 L Op 1 4 . 88 18 . 25 178 B-1 R Op 1 8 . 13 18 . 25 316 533 B-1 R End 28 . 88 18 . 25 316 466 Legend: Line-Wall: At wall or opening- Shearline and wall number At vertical element- Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead-Dead load resisting component, factored for ASD by 0.60 Ev- Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.182 x factored D. Refer to Seismic Information table for more details. Cmb'd- Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap -Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 20 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 29/62 0d rks ® S U1 ea[clued Fs Lateral I.WsW Nov. 12, 2019 07:25:37 DRAG STRUT FORCES (flexible seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Line 1 1-1 Left Opening 1 0 . 00 4 . 17 453 470 1-1 Right Opening 1 0 . 00 14 . 42 351 333 Line A A-1 Left Opening 1 24 . 50 0 . 00 110 110 Line B B-1 Right Opening 1 8 . 00 18 . 25 198 198 Legend: Line-Wall- Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force -Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> Due to shearline force in the west-to-east or south-to-north direction <- Due to shearline force in the east-to-west or north-to-south direction 2i Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 30/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [Ibs] Diaphragm Force Fpx [Ibs] [Ibs] [sq.ft] E-W N-S E-W N-S 1 13063 529 . 3 1571 1571 2043 2043 All 13063 - 1571 1571 - - Legend: Building mass— Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.78; Ev = 0.156 D unfactored; 0.109 D factored; total dead load factor: 0.6 - 0.109 = 0.491 tension, 1.0 + 0.109 = 1.109 compression. 22 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 31/62 Wood ork ® Shearvvalls Lateral L .wsw Nov. 12, 2019 07:25:37 SHEAR RESULTS (rigid seismic design) N-S W For ASD Shear Force [plf] Asp-Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V ribs] Int Ext Int Ext Co C Cmb V ribs) Ratio Line 'I Level Lnl, Levl - Both - - 1100 - - - - - - 3028 - Wall 1-1 2 Both - - 1100 - 1 . 0 - 430 - - 3028 - Seg. 1 - S->N 147 . 7 - 615 - . 90 - 385 - 385 1604 0 . 38 - N->S 149 . 1 - 621 - . 90 - 385 - 385 1604 0 . 39 Seg. 2 - S->N 126 . 4 - 485 - . 86 - 372 - 372 1425 0 . 34 - N->S 124 . 8 - 479 - . 86 - 372 - 372 1425 0 . 34 E-W W For ASD Shear Force [plf] Asp-Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [ibs] Ratio Line A Level 'I LnA, Levi - Both - - 613 - - - - - - 6860 - Wall A-1 1 Both - - 613 - 1 . 0 - 280 - - 6860 - Seg. 1 - Both 25 . 0 - 613 - 1 . 0 - 280 - 280 6860 0 . 09 Seg. 2 - Both 0 . 0 - 0 - 1 . 0 - 280 - 280 - - Line B LnB, Levi - Both - - 622 - - - - - - 7216 - Wall B-1 1 Both - - 622 - 1 . 0 - 280 - - 7216 - Seg. 1 - Both 0 . 0 - 0 - . 95 - 267 - 267 1336 0 . 00 Seg. 2 - Both 29 . 6 - 622 - 1 . 0 - 280 - 280 5880 0 . 11 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir— Direction of seismic force along shearline. v- Design shear force on segment =ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V-ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub —For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int- Unit shear capacity of interior sheathing; Ext- Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co -Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V— Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "W"indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 23 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 32/62 WoodWorks® Shearwalls Lateral 1.wsw Nov. 12, 2019 07:25:37 HOLD-DOWN DESIGN (rigid seismic design) Level 1 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [Ibs] Resp. Line 1 1-1 L End 0 . 00 0. 12 1810 24 4 1791 HDU5-SDS2 . 5645 0 . 32 1-1 L Op 1 0 . 00 4 . 04 1852 82 15 1784 HDU5-SDS2 . 5645 0 . 32 1-1 R Op 1 0 . 00 14 . 54 1653 80 15 1587 HDU5-SDS2 . 5645 0 . 28 1-1 R End 0. 00 18 . 13 1608 22 4 1590 HDU5-SDS2 . 5645 0 . 28 Line 2 2-1 L End 29. 00 0 . 12 16 2-1 L Op 1 29. 00 2 . 71 86 2-1 R Op 1 29. 00 15 . 21 88 2-1 R End 29. 00 18 . 13 18 Line A A-1 L End 0. 12 0 . 00 299 544 A-1 L Op 1 24 . 38 0 . 00 299 611 A-1 R Op 1 27 . 63 0 . 00 100 A-1 R End 28 . 88 0 . 00 33 Line B B-1 L End 0. 12 18 . 25 111 B-1 L Op 1 4 . 88 18 . 25 178 B-1 R Op 1 8 . 13 18 . 25 355 533 B-1 R End 28 . 88 18 . 25 355 466 Legend: Line-Wall: At wall or opening- Shearline and wall number At vertical element- Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead- Dead load resisting component, factored for ASD by 0.60 Ev- Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.182 x factored D. Refer to Seismic Information table for more details. Cmb'd- Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap -Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 24 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 33/62 blco OO dWOO [r ks I S h r, runl Lateral t owsw Nov. 12, 2019 07:25:37 DRAG STRUT FORCES (rigid seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X <--- Line I 1-1 Left Opening 1 0 . 00 4 . 17 453 470 1-1 Right Opening 1 0 . 00 14 . 42 351 333 Line A A-1 Left Opening 1 24 . 50 0 . 00 124 124 Line B B-1 Right Opening 1 8 . 00 18 . 25 223 223 Legend: Line-Wall- Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force -Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> Due to shearline force in the west-to-east or south-to-north direction <- Due to shearline force in the east-to-west or north-to-south direction 25 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 34/62 SIMPSON Anchor Designer TM Company: Date: 11/12/2019 Engineer: Page: 1/5 Software ware Project: e Version 2.6.6794.0 Address: Phone: E-mail: 1.Project information Customer company: Project description: Grayson Garage/Porch Customer contact name: Location: E Stemwall HD Customer e-mail: Fastening description: Set 3G Embed 6" Comment: 2. Input Data & Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h (inch): 18.00 State: Cracked Anchor Information: Compressive strength, fc (psi): 2500 Anchor type: Bonded anchor 4Pc,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter (inch): 0.500 Supplemental reinforcement: Not applicable Effective Embedment depth, hef(inch): 6.000 Reinforcement provided at corners: No Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension: No Anchor category: - Ignore concrete breakout in shear: No Anchor ductility: Yes Hole condition: Dry concrete hmin (inch): 7.25 Inspection: Periodic cac (inch): 10.32 Temperature range, Short/Long: 160/110°F Cmin (inch): 1.75 Ignore 6do requirement: Not applicable Smin (inch): 3.00 Build-up grout pad: No Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 1/2"0 F1554 Gr. 36 Code Report: ICC-ES ESR-4057 r�r f iHF !tir. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 35/62 SIMPSON Anchor Designer TM Company: Date: 11/12/2019 Engineer: Page: 2/5 • Software Project: Strong-Tie Version 2.6.6794.0 Address: Phone: E-mail: Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.3 (a) (iii)-(vi) is satisfied Ductility section for shear: 17.2.3.5.3 (a) is satisfied Go factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: N. [Ib]: 930 Vuax [Ib]: 0 Vuay [Ib]: 0 <Figure 1> _ 7/ 930 lib • 416 {} DCod J I L U / I ✓ / 0 66 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 36/62 SIMPSON Anchor Designer TM Company: Date: 11/12/2019 Engineer: Page: 3/5 • Software Project: StrongTle Version 2.6.6794.0 Address: Phone: E-mail: <Figure 2> • 4. 2575 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560,9000 Fax: 925.847.3871 www.strongtie.com Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 37/62 SIMPSON Anchor Designer TM Company: Date: 11/12/2019 Engineer: Page: 4/5 • - ` Software Project: Strong-Tie$ Version 2.6.6794.0 Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (Ib) Vuax (lb) Vuay (lb) J(Vua),)2+(Vuay)2 (lb) 1 930.0 0.0 0.0 0.0 Sum 930.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 930 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb) 0 ONsa (Ib) 8235 0.75 6176 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kcilaJf'chef1.5 (Eq. 17.4.2.2a) kc a,a f'c (psi) hef(in) Nb (Ib) 17.0 1.00 2500 4.000 6800 0.750Ncb = 0.750 (ANc/ANco)Ved,N'c,NTcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (in2) ANco (in2 Ca,min (in) Ped,N Tic,N Pcp,N Nb (lb) 0. 0.750Ncb (lb) 72.00 144.00 1.75 0.788 1.00 1.000 6800 0.65 1305 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) Zk,cr = Zk,crfshort-termKsat(f'c/2,500)f£%N.seis Zk,cr (psi) (short-term Ksat aN.seis f'c (psi) f1 Tk,cr (psi) 1304 1.00 1.00 0.90 2500 0.24 1174 Nba = )i a rcrlydahef(Eq. 17.4.5.2) Aa rcr (psi) da (in) hef(in) Nba (Ib) 1.00 1174 0.50 6.000 11061 0.75 0Na = 0.75¢ (Ala/ANa0) Ped,Na Ycp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1 a) ANa (in2) ANaO (in2) CNa (in) Ca,min (in) Ted,Na Vo,Na NaO (Ib) sh 0.750Na (Ib) 77.47 191.09 6.91 1.75 0.776 1.000 11061 0.55 1435 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 38/62 SIMPSON Anchor Designer TM Company: Date: 11/12/2019 Engineer: Page: 5/5 Strong-Tie Software Project: Version 2.6.6794.0 Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (Ib) Design Strength, 0Nn (Ib) Ratio Status Steel 930 6176 0.15 Pass Concrete breakout 930 1305 0.71 Pass (Governs) Adhesive 930 1435 0.65 Pass SET-3G w/ 112"0 F1554 Gr. 36 with hef = 6.000 inch meets the selected design criteria. ACI 318-14 Section 17.2.3.4.3(a) (i) & (ii) Calculations for Ductility requirement for tension load Steel Factored Load, Nua (Ib) 1.2 x Nominal Strength, Nn (Ib) Ratio Steel 930 9882 9.4% Concrete Factored Load, Nua (Ib) Nominal Strength, Nn (Ib) Ratio Concrete breakout 930 2678 34.7% Governs Adhesive 930 3480 26.7% ACI 318-14 Section 17.2.3.4.3(a) (i) & (ii) is not satisfied since steel ratio does not govern. 12. Warnings - Brittle failure governs for tension. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI 318-14 Section 17.2.3.4.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-14 Sections 17.2.3.4.3 (a)(iii) to (vi), (b), (c) or (d) is satisfied for tension loading, select appropriate checkbox from Inputs tab to disable this message. Alternatively, 00 factor can be entered to satisfy ACI 318-14 Section 17.2.3.4.3(d) to increase the earthquake portion of the loads as required. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 39/62 WSP Portal Frame Segment 1 Step 1 V= Minimum of Vmoment couples &Vshear stength width 34.875 height 961 HD strap 14551 LSTHD8 M to sill 17167 Z 73.8d commons Mheader 163063 Cd 1.6 Fbwsp 385 Z' 116.8 t ,f10 f751 7/16 SHTG Strapheader .' 155fi mstc28 Fvtv 165 Z 73 n nails per foot per 2 row 101 n bolts 2I vbaseconnection 3648 M botto m 70093 Mwsp 124870 Mheaderstrap 38548.125 Min of Mwsp+Mheaderstrap 163418 Mheader+headerstrap 201611 Mtop 163418 Portal frame lateral load capacity based on moment couples Vmomentcouples 2432.4063 Step 2 V based on shear strength vpanel 9207 vnails 40734 Portal frame lateral load capacity based on shear strength Min of vpanel 9207 vnails 40734 vbaseconnection 3648 Vshear strength 3648 Step 3 Portal frame lateral load capacity min of Step 1 and 2 V 1 243 2.4063 L1 • ',4 f • 34875 0.50 1700 < 2432.406 OK L2 f• ' 34,875i 0.50 1700 < 2432.406 OK 69.75 Calculated Foil a 3400 at wall line Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 40/62 Header Fastener Moment Fastener x y dx dy dx2 dy2 dx2+dy2 r 1 0 12 -14.375 6.375 0 144 144 12 2 3 12 -11.375 6.375 9 144 153 12 3 6 12 -8.375 6.375 36 144 180 13 4 9 12 -5.375 6.375 81 144 225 15 5 12 12 -2.375 6.375 144 144 288 17 6 15 12 0.625 6.375 225 144 369 19 7 18 12 3.625 6.375 324 144 468 22 8 21 12 6.625 6.375 441 144 585 24 9 24 12 9.625 6.375 576 144 720 27 10 27 12 12.625 6.375 729 144 873 30 11 30 12 15.625 6.375 900 144 1044 32 12 33 12 18.625 6.375 1089 144 1233 35 13 0 9 -14.375 3.375 0 81 81 9 14 3 9 -11.375 3.375 9 81 90 9 15 6 9 -8.375 3.375 36 81 117 11 16 9 9 -5.375 3.375 81 81 162 13 17 12 9 -2.375 3.375 144 81 225 15 18 15 9 0.625 3.375 225 81 306 17 19 18 9 3.625 3.375 324 81 405 20 20 21 9 6.625 3.375 441 81 522 23 21 24 9 9.625 3.375 576 81 657 26 22 27 9 12.625 3.375 729 81 810 28 23 30 9 15.625 3.375 900 81 981 31 24 33 9 18.625 3.375 1089 81 1170 34 25 0 6 -14.375 0.375 0 36 36 6 26 3 6 -11.375 0.375 9 36 45 7 27 6 6 -8.375 0.375 36 36 72 8 28 9 6 -5.375 0.375 81 36 117 11 29 12 6 -2.375 0.375 144 36 180 13 30 15 6 0.625 0.375 225 36 261 16 31 18 6 3.625 0.375 324 36 360 19 32 21 6 6.625 0.375 441 36 477 22 33 24 6 9.625 0.375 576 36 612 25 34 27 6 12.625 0.375 729 36 765 28 35 30 6 15.625 0.375 900 36 936 31 36 33 6 18.625 0.375 1089 36 1125 34 37 0 3 -14.375 -2.625 0 9 9 3 38 3 3 -11.375 -2.625 9 9 18 4 39 6 3 -8.375 -2.625 36 9 45 7 40 9 3 -5.375 -2.625 81 9 90 9 41 12 3 -2.375 -2.625 144 9 153 12 42 15 3 0.625 -2.625 225 9 234 15 43 18 3 3.625 -2.625 324 9 333 18 44 21 3 6.625 -2.625 441 9 450 21 45 24 3 9.625 -2.625 576 9 585 24 46 27 3 12.625 -2.625 729 9 738 27 Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 41/62 47 30 3 15.625 -2.625 900 9 909 30 48 33 3 18.625 -2.625 1089 9 1098 33 49 0 0 -14.375 -5.625 0 0 0 0 50 3 0 -11.375 -5.625 9 0 9 3 51 6 0 -8.375 -5.625 36 0 36 6 52 9 0 -5.375 -5.625 81 0 81 9 53 12 0 -2.375 -5.625 144 0 144 12 54 15 0 0.625 -5.625 225 0 225 15 55 18 0 3.625 -5.625 324 0 324 18 56 21 0 6.625 -5.625 441 0 441 21 57 24 0 9.625 -5.625 576 0 576 24 58 27 0 12.625 -5.625 729 0 729 27 59 30 0 15.625 -5.625 900 0 900 30 60 33 0 18.625 -5.625 1089 0 1089 33 Center of Rotation J ravg 26010 19 Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 42/62 Sill Fastener Moment Fastener x y dx dy dx2 dy2 dx2+dy2 r 0 0.75 -14.375 -13.625 0.5625 206.6406 207.2031 14 3 0.75 -11.375 -13.625 0.5625 129.3906 129.9531 11 6 0.75 -8.375 -13.625 0.5625 70.14063 70.70313 8 9 0.75 -5.375 -13.625 0.5625 28.89063 29.45313 5 12 0.75 -2.375 -13.625 0.5625 5.640625 6.203125 2 15 0.75 0.625 -13.625 0.5625 0.390625 0.953125 1 18 0.75 3.625 -13.625 0.5625 13.14063 13.70313 4 21 0.75 6.625 -13.625 0.5625 43.89063 44.45313 7 24 0.75 9.625 -13.625 0.5625 92.64063 93.20313 10 27 0.75 12.625 -13.625 0.5625 159.3906 159.9531 13 30 0.75 15.625 -13.625 0.5625 244.1406 244.7031 16 33 0.75 18.625 -13.625 0.5625 346.8906 347.4531 19 CR 475" v 0.75- J ravg 1347.938 9 Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 43/62 WSP Portal Frame Segment 2 Step 1 V= Minimum of Vmoment couples &Vshear stength width t '4'875 height F,g` 6 HD strap M to sill 17167 Z 731 Mheader 163063 Cd 1.6 Fbwsp 385 Z' 116.8 Strapheader Fvtv 165 Z 73 n nails n bolts vbaseconnection 3648 Mbottom 70093 Mwsp 124870 Mheaderstrap 38548.13 Min of Mwsp+Mheaderstrap 163418 Mheader+headerstrap 201611 Mtop 163418 Portal frame lateral load capacity based on moment couples Vmomentcouples 2432.406 Step 2 V based on shear strength vpanel 9207 vnails 40734 Portal frame lateral load capacity based on shear strength Min of vpanel 9207 vnails 40734 vbaseconnection 3648 Vshear strength 3648 Step 3 Portal frame lateral load capacity min of Step 1 and 2 V2 2432.406 Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 44/62 Header Fastener Moment Fastener x y dx dy dx2 dy2 dx2+dy2 r 1 0 12 -14.375 6.375 0 144 144 12 2 3 12 -11.375 6.375 9 144 153 12 3 6 12 -8.375 6.375 36 144 180 13 4 9 12 -5.375 6.375 81 144 225 15 5 12 12 -2.375 6.375 144 144 288 17 6 15 12 0.625 6.375 225 144 369 19 7 18 12 3.625 6.375 324 144 468 22 8 21 12 6.625 6.375 441 144 585 24 9 24 12 9.625 6.375 576 144 720 27 10 27 12 12.625 6.375 729 144 873 30 11 30 12 15.625 6.375 900 144 1044 32 12 33 12 18.625 6.375 1089 144 1233 35 13 0 9 -14.375 3.375 0 81 81 9 14 3 9 -11.375 3.375 9 81 90 9 15 6 9 -8.375 3.375 36 81 117 11 16 9 9 -5.375 3.375 81 81 162 13 17 12 9 -2.375 3.375 144 81 225 15 18 15 9 0.625 3.375 225 81 306 17 19 18 9 3.625 3.375 324 81 405 20 20 21 9 6.625 3.375 441 81 522 23 21 24 9 9.625 3.375 576 81 657 26 22 27 9 12.625 3.375 729 81 810 28 23 30 9 15.625 3.375 900 81 981 31 24 33 9 18.625 3.375 1089 81 1170 34 25 0 6 -14.375 0.375 0 36 36 6 26 3 6 -11.375 0.375 9 36 45 7 27 6 6 -8.375 0.375 36 36 72 8 28 9 6 -5.375 0.375 81 36 117 11 29 12 6 -2.375 0.375 144 36 180 13 30 15 6 0.625 0.375 225 36 261 16 31 18 6 3.625 0.375 324 36 360 19 32 21 6 6.625 0.375 441 36 477 22 33 24 6 9.625 0.375 576 36 612 25 34 27 6 12.625 0.375 729 36 765 28 35 30 6 15.625 0.375 900 36 936 31 36 33 6 18.625 0.375 1089 36 1125 34 37 0 3 -14.375 -2.625 0 9 9 3 38 3 3 -11.375 -2.625 9 9 18 4 39 6 3 -8.375 -2.625 36 9 45 7 40 9 3 -5.375 -2.625 81 9 90 9 41 12 3 -2.375 -2.625 144 9 153 12 42 15 3 0.625 -2.625 225 9 234 15 43 18 3 3.625 -2.625 324 9 333 18 44 21 3 6.625 -2.625 441 9 450 21 45 24 3 9.625 -2.625 576 9 585 24 46 27 3 12.625 -2.625 729 9 738 27 47 30 3 15.625 -2.625 900 9 909 30 Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 45/62 48 33 3 18.625 -2.625 1089 9 1098 33 49 0 0 -14.375 -5.625 0 0 0 0 50 3 0 -11.375 -5.625 9 0 9 3 51 6 0 -8.375 -5.625 36 0 36 6 52 9 0 -5.375 -5.625 81 0 81 9 53 12 0 -2.375 -5.625 144 0 144 12 54 15 0 0.625 -5.625 225 0 225 15 55 18 0 3.625 -5.625 324 0 324 18 56 21 0 6.625 -5.625 441 0 441 21 57 24 0 9.625 -5.625 576 0 576 24 58 27 0 12.625 -5.625 729 0 729 27 59 30 0 15.625 -5.625 900 0 900 30 60 33 0 18.625 -5.625 1089 0 1089 33 61: `14 375 5 625i J ravg 26010 19 Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 46/62 Sill Fastener Moment Fastener x y dx dy dx2 dy2 dx2+dy2 r 0 0.75 -14.375 -13.625 0.5625 206.6406 207.2031 14 3 0.75 -11.375 -13.625 0.5625 129.3906 129.9531 11 6 0.75 -8.375 -13.625 0.5625 70.14063 70.70313 8 9 0.75 -5.375 -13.625 0.5625 28.89063 29.45313 5 12 0.75 -2.375 -13.625 0.5625 5.640625 6.203125 2 15 0.75 0.625 -13.625 0.5625 0.390625 0.953125 1 18 0.75 3.625 -13.625 0.5625 13.14063 13.70313 4 21 0.75 6.625 -13.625 0.5625 43.89063 44.45313 7 24 0.75 9.625 -13.625 0.5625 92.64063 93.20313 10 27 0.75 12.625 -13.625 0.5625 159.3906 159.9531 13 30 0.75 15.625 -13.625 0.5625 244.1406 244.7031 16 33 0.75 18.625 -13.625 0.5625 346.8906 347.4531 19 CR E'.14.375' Q:751 J ravg 1347.938 9 Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 47/62 C I B-W 18/45-15-5 INTERNATIONAL COUNCIL FOR RESEARCH AND INNOVATION IN BUILDING AND CONSTRUCTION WORKING COMMISSION W18-TIMBER STRUCTURES MODELLING WOOD STRUCTURAL PANEL PORTAL FRAME RESPONSE T Skaggs Borjen Yeh APA—The Engineered Wood Association, U.S.A. MEETING FORTY FIVE VAXJ b SWEDEN AUGUST 2012 Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 48/62 Modelling Wood Structural Panel Portal Frame Response Tom Skaggs and Borjen Yeh APA—The Engineered Wood Association, U.S.A. Abstract In the 1980s, APA developed a portal frame concept, which can be site-built using standard sheathing and lumber, to create a semi-rigid moment frame. The advantage of portal frames is that they can resist relatively high lateral loads from narrow wall widths. A pair of the portal frames used for garage fronts is commonly used for prescriptive construction in the Pacific Northwest of the United States. In the 2000s, extensive cyclic testing was conducted on this system such that design values could be determined for engineering applications. Additional prescriptive solutions were also developed, which included using the portal frames without the large holddown straps and using this portal on a raised floor system. Finally, the modem concrete codes, ACI-318 (2011),require one to consider the effects of cracked concrete on anchorage for use in areas subjected to significant seismic forces. This code requirement effectively reduced the capacities of the hold down straps in high seismic regions. Consequentially, in 2012, an additional series of full-scale wall tests were conducted by APA to confirm the effect from reduced strap capacity on the capacities of the portal frames. A simple principle of mechanics model was developed to predict the allowable stress design capacity of wood structural panel portal frames. Model predictions are compared to test results for 17 different portal frame configurations that have been tested throughout the years. Portal frame constructions investigated in this study range from 406 to 610 mm(16 to 24 in.)wide, 2.4 to 3.0 m (8 to 10 feet) tall, sheathed with OSB or plywood, and with no holddowns or with holddowns ranging from 3.0 to 21.2 kN (670 to 4,755 lbf) capacity at the base of the wall segment. Also investigated are portal frames built on raised wood floor assemblies with variable base of wall restraint configurations. The paper provides a detailed theoretical basis for the model development as well as an expanded version of the table such that designers can reproduce these calculations for various portal frame configurations. The model predictions are compared to cyclic test data representing the 17 different wall assemblies. The average predicted allowable stress design capacity is within a few percent of the ultimate capacity divided by a factor of safety of 3.0 on average. The model is currently limited to predicting the capacity of portal frames. Additional refinements based on a database of cyclic test data might yield a suitable deflection prediction equation. 1. Introduction In the 1980s, APA developed a portal frame concept, which can be site-built using standard sheathing and lumber, to create a semi-rigid moment frame, as illustrated in Figure 1. The advantage of portal frames is that they can resist relatively high lateral loads from narrow wall widths. A pair of the portal frames used for garage fronts is commonly used for prescriptive construction in the Pacific Northwest of the United States. Two widths of the portal frames, 406 Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 49/62 mm (16 in.) and 610 mm (24 in.) and one height, 2.4 m (8 feet), were evaluated via monotonic racking tests. The general characteristics of the portal frames were as follows: • Extended header over narrow pier • Sheathing grid nailing in extended header to form a semi-rigid moment connection at top of pier • Three bottom plates, which provide a semi-rigid moment connection with a grid of nails • Hold down straps between concrete foundation and face of pier to form a semi-rigid connection. ExTEr OF HEADER 't DOUBLE P i ['A'L FRAME(T O BriAGED WALL PANELS) y r REACT OF HEADER SINGLE PORTAL FRAME(ONE BRACED WALL PANEL; r al 1.a Ir 1! .S 141 _ i -.rise `ram�v,.r e d '• 414 , . I `MIC -3'X 11-24' NET HEADER :I• a 04 {r r> 1-- I I { . s • .-. • RLTYPICALF TAL `'- •. -`s FASTEN r{]TOPATE To WITH T'l F'O - i{ - t = AOW6 OF 1 SO SiNl R NAILS AT 3 C.C_Tom, 1000 LEI -- FRAME :' 11.ice RANI PUFIC�N .•c I i. 14I0 LB S�R P OPPOSI 1 E.SHEaTI-ING ' I_ *. ,` FOR A PANEL SPLICE \ 4, ' FASTEN SHEATHI TO HEADER WITH 80 COMMON OIS. (IF NEEDED),PANEL +,, 11 L 0 • f� h., EDGES SHALL BE f 11' GALVANIZED BOX NAILS IN Sr-i3F�lID'PATTERN AS SHOWN eYNN€D11 is K *, 3k C,C,IN ALL`FF ING (STUOO BLOCKIN£,Ai ( -SILLSI.Typ', 'BLOCKED,•ED,AND OCCUR. HE/GI-IT a WITH�tN 24.OFNil> • ` f *' HEIGHT ONE ROW OF 'err Y= ; " j _ -_' MINI WIDTH t,lir FOR ONE STORY STRUCTURES * 1,�, T`YP,SHEATHING-TO-- " } -- r MIN MOTH i=24 FOR iJSE'I 1'THE FIRST OF TWO � �=_�; FRAMING NAILING IS .a ,.:I •. srefSTRCTURS- X LREQuinE11 I tr 24CLOCKING IS --- MIN, x1 FRAMING p. MEN, r 11 USED,THE 2 44'S.MUST ;a „„ '_air m THICKNESS W1 IO BE WILED . ETHER r .t. ,: .. S'IRUGTLI!iAL PANEL SHEAT (7 20 PST -- WITH 3 vitaaltrXEF .K I+ .. _ 2c MIN, LB TIE=II WN DEVICE(EMBEDDED INTO •4.; ]* `� CONCRETE AND NAILED INTO FRAMING) I _-- MIN. lQoo LB 3i _ TIE.DOW �i -�{ i::* '.` "T° +'• -` SEE SECTICN�V 08.0.3 ' ji DEVICE c . * �-� i : For FiL I idol"" 114.8 atni. 1 inch=25.4 rnr,4 I pain =1,448 N. FIGURE 2308.9.12 ALTERNATE BRACED WALL PANEL ADJACENT TO A DOOR OR WINDOW OPENING Figure 1. Standard portal frame detail as published in 2012 International Building Code. In the 2000s, extensive cyclic testing was conducted on this system such that design values could be determined for engineering applications. Additional prescriptive solutions were also developed, which included using the portal frames without the large holddown straps and combining the portal frames with homes that were fully sheathed, as well as using this portal on raised floor system. Finally, the modern concrete codes, ACI-318 (2011), require one to Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 50/62 consider the effects of cracked concrete on anchorage for use in areas subjected to significant seismic forces. This code requirement effectively reduced the capacities of the holddown straps used for the engineered and prescriptive solutions for structures assigned a Seismic Design Category of C through E (based on the International Building Code). Consequentially, in 2012, an additional series of full-scale wall tests were conducted by APA to determine the effect from reduced strap capacity on the capacities of the portal frames. 2. Model Development 2.1 Overview This paper presents a simple principle of mechanics model that was developed to predict the allowable stress design capacity of wood structural panel portal frames. The model treats the semi-rigid connections between the sheathing-to-header interface and the sheathing-to-sill plate interface as a fastener moment group. The tie-downs, when present, are treated as moment couples, adding to the capacity of the walls. The portal frame detail also uses a pier-to-header strap on the backside of the portal to increase out-of-plane stability. The addition of this strap is included in the model calculations. The model also accounts for shear capacity of the sheathing, the shear anchorage between the bottom plate and the foundation, and the shear nailing between the sheathing and the bottom plate of the walls. This model provides a method for one to calculate portal frame capacity for widths other than tested, as well as changing strap capacity. The model was developed to predict the in-plane lateral racking strength, V, of a wood structural panel portal frame design. The general theory is provided in Equations 1-3 and Figure 2: V=Minimum of Vmoment couples and Vshear strength (1) Vmoment couples=(Mtop+Mbottom)/H (2) Vshear strength=Minimum of Vpnnel,Vnails, and Vbase connection (3) Where: Mtop = Minimum of: sheathing to header fastener moment capacity plus moment capacity due to header strap, or sheathing bending strength plus the moment capacity due to header strap Mbottom = Holddown(tie down) strap capacity times wall width plus sheathing to sill plate nailing moment capacity H = Wall height Vpnnel = Wood structural panel shear-through-thickness strength Vnails = Wood structural panel-to-framing shear capacity Vbase connection = Shear capacity due to base of wall connections to supporting structure Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 51/62 V-10- Th ag I�Itop Vnails H T~l Vpanel W—► Vbase connection bottom Figure 1. Principles of mechanics model to predict the strength of the wood structural panel portal frame. 2.2 Sheathing Fastener Moment Capacities The fastener group moment capacities are calculated by first computing the polar moment of inertia of the fastener group. The single fastener allowable lateral load capacity is determined in accordance with the National Design Specification (NDS, 2012). Given the polar moment of inertia for the fastener group and the allowable single fastener lateral load capacity, the following formula is used to compute the allowable moment capacity of the connection: M=Z'(J)/r (4) Where: Z' = single fastener allowable lateral load capacity per the NDS. J = polar moment of inertia r = distance to critical or average fastener. The fastener group moment capacity can be computed using the average fastener or the critical fastener (that fastener located the furthest from the centroid of the fastener group). When using the distance to the critical fastener, the maximum moment is computed based on the assumption that the critical fastener will not exceed its allowable lateral load, and all other fasteners will be loaded to less than their allowable load. When using the distance to the average fastener, the maximum moment is based upon a theoretical average fastener. The maximum moment of the fastener group is based on this fastener being stressed to its maximum allowable lateral load value. As a result of using the average fastener method, the moment capacity is increased at the expense of overstressing those fasteners that are further from the centroid of the fastener group than the theoretical average Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 52/62 fastener. Because of this, it is necessary to check the load on the critical fastener to see if the computed overload can be tolerated. Given the trend in the U.S. to going to capacity design, for this paper,the average fastener method was used. In this paper,there are 5 different fastener moment capacity cases calculated, as shown in Figure 3. A calculation example for the "(1) Header Fastener Moment" for both critical and average distances is provided in Appendix A. 13 14 P117 la Is—3b ar 12 ii"34" 16 es nleo ss ze a zn®'0 ss ?e ar ae _i (1)406 mm header 406 mm (1)406 mm header 610 mm (4)610 mm header 406 mm fastener moment fastener moment fastener moment (16 in.) (16 in.) (24 in.) 2.4m 2.4m 2.4m (96 in.) (96 in.) (96 in.) (5)610 rum wood (2)406 mm wood structural panel to sill structural panel to sill plate fastener plate fastener (3)406 rum wood ® moment moment structural panel to dm moard fastener i . r 1 moment 235 mm (9.25 in.) -- -- Figure 2. The five different fastener moment capacity cases 2.3 Calculation Procedure The calculation procedure simply follows Equations 1 - 4. A complete example calculation for calculating the capacity of Wall #1 is provided in Appendix B. Material properties for the wood structural panels (plywood and OSB) are taken from the Plywood Design Specification (APA, 1998), Panel Design Specification, PDS (APA, 2012a), and APA Performance-Rated Rimboard (APA, 2009). The individual fastener properties, nails and anchor bolts are taken from the NDS (2012). The holddowns (tie downs), header strap, and other framing anchors are taken from manufacturers' catalogues at the time that the tests were conducted. 3. Calculation Results The calculated results are completed for 17 different walls that have been tested at APA, as summarized in Table 1 (APA, 2002; 2003a; 2003b; 2004; 2006; 2012b; and 2012c). Following the calculation procedures previously described, Table 2 provides a summary of the calculated Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 53/62 values compared to the ultimate strength values divided by 3. In this report, the factor of 3 is used as the safety factor, or margin, between ultimate strength and "allowable" design value. Safety factors ranging from 2.5 to 3 have historically been used with wood shear wall assemblies, and the value of 2.8 is currently used in the product standard PS-2 (US-DOC, 2010) for wood structural panel (WSP) shear walls. All sheathing thicknesses were either 9.5 mm(3/8 in.) or 11 mm (7/16 in.), as shown in Tables 1 and 2. Note that for Wall #10, the sheathing was 9.5 mm (3/8 in.) plywood which has an effective thickness of 3.9 mm (0.155 in.), based on the provisions of Section 2.6, and published allowable bending values from the Plywood Design Specification(APA, 1998). The OSB edgewise design values were conservatively based on the values published for rimboards (APA, 2009). The shear through thickness values for both OSB and plywood were based on the Panel Design Specification(APA,2012) The tabulated values for the holddown capacities for Walls 1 — 10 were based on manufacturer's literature that was current at the time of testing. For Walls 11 — 17, Simpson Strong-Tie STHD1ORJ holddowns were used for all tests. The tabulated capacity of these holddowns, when all 28 nails were used, was 21.2 kN(4,755 lbf). This number was based on non-cracked concrete when used as a "mid-wall". APA did not cast these straps into concrete, hence cracking and concrete edge distances were not considered as an issue. Addition tests of these portals were conducted by varying the strap capacity by reducing the number of nails to 20 nails and 17 nails, which was intended to simulate cracked concrete in high seismic areas. By using a simple ratio of the number of nails, the tested strap capacities were 15.1 and 12.9 kN (3,400 lbf and 2,890 lbf),respectively. The wall series tested in Walls 1 — 10 were based on the sequential phase displacement method (SEAOSC, 1997), using a first major event (FME) equal to 30.5 mm (1.2 in). Walls 11 — 17 were tested in accordance with the CUREE protocol(ASTM, 2009), with a delta equal to 61 mm (2.4 in.). 4. Discussion of Results As shown in Table 2, the calculated results are very close to the tested results divided by a safety factor of 3 for a variety of tested boundary conditions. The predicted capacity agreed well with the tested capacities with the range of errors in predictions varied from -15% to +20%. Additional studies to this observation are being investigated. One observation is that, the wall configuration with dimensions of 610 mm x 2,440 mm (24 in. x 96 in.) was tested with four different holddown capacities (Walls 6, 13, 14 and 17). The tested lateral capacities ranged from 6.6 kN—7.6 kN (1,476 lbf— 1,716 lbf). However, the predicted capacities ranged from 6.0 kN - 7.9 kN (1,363 lbf— 1,771 lbf). It can be observed that the wall capacities are not as sensitive to changes in strap capacity as the predictions are sensitive. This one wall configuration accounts for prediction errors ranging from-15%to+16%. It is possible that the moment at the bottom of the walls were being over-predicted, since the straps were being treated as one hundred percent effective moment couples. Due to the fact that the wood bottom plates are being subjected to compression perpendicular-to-grain, it is likely that the moment couples are indeed not fully effective. One might consider adding an empirical factor for reducing the "effectiveness" of the strap capacities, since the straps are almost certainly not one hundred percent effective. Regardless, on average, the model is providing reasonable results, and the prediction errors may not be too great for designers, especially given the large factors of safety used in adjusting the ultimate test values to allowable capacities. Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 54/62 Table 1. Summary of walls analyzed and APA Test Report Referenced Wall # Description APA Test Report Reference 1 406 mm x 3,050 mm (16 in. x 120 in.) portal frame with 18.7 kN (4,200 lbf) hold T2003-11: Tests 1 and 2 down, 4.4 IN (1,000 lbf) header strap, 9.5 mm (3/8 in.) OSB 406 mm x 2,440 mm (16 in. x 96 in.) portal frame with 18.7 kN (4,200 lbf) hold 2 down, 4.4 IN (1,000 lbf) header strap, 9.5 mm (3/8 in.) OSB T2002-46: Test 3 3 406 mm x 2,440 mm (16 in. x 96 in.) portal frame with 18.7 kN (4,200 lbf) hold T2002-46: Test 9 down, 10.7 kN (2,400 lbf) header strap, 9.5 mm (3/8 in.) OSB 4 610 mm x 3,050 mm (24 in. x 120 in.) portal frame with 18.7 IN (4,200 lbf) hold T2003-11: Tests 3 and 4 down, 4.4 kN (1,000 lbf) header strap, 9.5 mm (3/8 in.) OSB 5 610 mm x 2,440 mm (24 in. x 96 in.) portal frame with 18.7 kN (4,200 lbf) hold T2002-46: Test 5 down, 4.4 kN (1,000 lbf) header strap, 9.5 mm (3/8 in.) OSB 6 610 mm x 2,440 mm (24 in. x 96 in.) portal frame with 18.7 kN (4,200 lbf) hold T2002-46: Test 10 down, 10.7 kN (2,400 lbf) header strap, 9.5 mm (3/8 in.) OSB 7 406 mm x 2,440 mm (16 in. x 96 in.) portal frame without hold down, 4.4 kN T2006-29: Test 9 (1,000 lbf) header strap, 11 mm (7/16 in.) OSB 8 406 mm x 2,440 mm (16 in. x 96 in.) portal frame on a raised floor with 3.0 kN T2004-38: Test 8 (670 lbf) hold down, 4.4 kN (1,000 lbf) header strap, 9.5 mm (3/8 in.) OSB 406 mm x 2,440 mm (16 in. x 96 in.) portal frame on a raised floor with 235 mm 9 (9.25 in.) WSP overlap on rim board, 4.4 kN (1,000 lbf) header strap, 9.5 mm T2004-38: Test 10 (3/8 in.) OSB 10 406 mm x 2,440 mm (16 in. x 96 in.) portal frame without hold down, 4.4 kN T2006-29: Test 6 (1,000 lbf) header strap, 9.5 mm (3/8 in.) plywood 11 406 mrn x 2,440 mm (16 in. x 96 in.) portal frame with 12.9 kN (2,890 lbf) hold T2012-23 & T2012-24: down, 4.4 kN (1,000 lbf) header strap, 11 mm (7/16 in.) OSB Two replications 12 610 mm x 3,050 mm (24 in. x 120 in.) portal frame with 12.9 kN (2,890 lbf) hold T2012-23 & T2012-24: down, 4.4 kN (1,000 lbf) header strap, 11 mm (7/16 in.) OSB Two replications 13 610 mm x 2,440 mm (24 in. x 96 in.) portal frame with 21.2 kN (4,755 lbf) hold T2012P-24 down, 4.4 kN (1,000 lbf) header strap, 11 mm (7/16 in.) OSB Three retlications 14 610 mm x 2,440 mm (24 in. x 96 in.) portal frame with 12.9 kN (2,890 lbf) hold T2012P-23 down, 4.4 kN (1,0001bf) header strap, 11 mm (7/16 in.) OSB Three replications 15 406 mm x 3,050 mm (16 in. x 120 in.) portal frame with 21.2 kN (4,755 lbf) hold T2012P-24 down, 4.4 kN (1,000 lbf) header strap, 11 mm (7/16 in.) OSB Two replications 16 406 mm x 3,050 mm (16 in. x 120 in.) portal frame with 12.9 kN (2,890 lbf) hold T2012P-23 down, 4.4 kN (1,000 lbf) header strap, 11 mm (7/16 in.) OSB Two replications 17 610 mm x 2,440 mm (24 in. x 96 in.) portal frame with 15.1 kN (3,4001bf) hold Unreported down, 4.4 kN (1,000 lbf) header strap, 11 mm (7/16 in.) OSB Two replications Table 2. Summary of the calculated value and the tested values for the average fastener method. Step 1. V based on moment couples Step 2. V based on shear strength Step 3. Mbottom Mtop vpanol unoilc Tested Compared WSP to Header Shearthrough Nail Lateral P Tie down strap Sill Fastener Sheathing M Header Strap Vmomont thickness studs vo(1so V3h001 Capacity to (b) 7 V connoctton alronoth d Width Height Mtn) M Mbottom M type Fb t M M Mtop coup�oa Fvtv V V�`� / 3 Tested (d) (mm) (mm) (kN) (kN-mm) (kN-mm) (kN-mm) (kN-mm) -- (kPa) (mm) (kN-mm) (kN) (kN-mm) (kN-mm) (kN) (N/mm) (kN) (N) #nails/m (kN) (kN) (kN) (kN) (kN) -- 1 406 3048 18.7 6169 449 6618 2726 058 4137 9.5 1735 4.4 1638 3374 3.28 27.1 17.7 316 32.8 6.74 8.54 6.74 3.28 3.23 2% 2 406 2438 18.7 6169 449 6618 2726 OSB 4137 9.5 1735 4.4 1638 3374 4.10 27.1 17.7 316 32.8 6.74 8.54 6.74 4.10 3.94 4% 3 406 2438 18.7 6169 449 6618 2726 OSB 4137 9.5 1735 10.7 1735 3471 4.14 27.1 17.7 316 32.8 6.74 8.54 6.74 4.14 4.21 -2% 4 610 3048 18.7 9965 809 10774 4458 OSB 4137 9.5 3905 4.4 2542 6/117 5.65 27.1 26.5 316 32.8 10.11 8.54 8.54 5.65 5.38 5% 5 610 2438 18.7 9965 809 10774 4458 OSB 4137 9.5 3905 4.4 2542 6447 7.06 27.1 26.5 316 32.8 10.11 8.54 8.54 7.06 7.43 -5% 6 610 2438 18.7 9965 809 10774 4011 OSB 4137 9.5 3905 10.7 3905 7810 7.62 27.1 26.5 316 32.8 10.11 8.54 8.54 7.62 6.56 16% 7 406 2438 0.0 0 462 462 2803 OSB 4137 11.1 2025 4.4 1638 3663 1.69 28.9 18.8 325 32.8 6.93 9.25 6.93 1.69 1.69 0% 8 406 2438 3.0 984 0 984 2803 OSB 4137 9.5 1735 4.4 1638 3374 1.79 27.1 17.7 315 32.8 6.74 8.48 6.74 1.79 1.68 7% 9 406 2438 0.0 0 1029 1029 2726 OSB 4137 9.5 1735 4.4 1638 3374 1.81 27.1 17.7 316 32.8 6.74 8.58 6.74 1.81 1.70 6% 10 406 2438 0.0 0 399 399 2419 PLY 11376 3.9 1973 4.4 1638 3611 1.64 9.3 6.0 280 32.8 5.98 9.25 5.98 1.64 1.65 0% 11 406 2438 12.9 4245 462 4707 2803 OSB 4137 11.1 2025 4.4 1638 3663 3.43 28.9 18.8 325 32.8 6.93 8.54 6.93 3.43 3.89 -12% 12 610 3048 12.9 6857 831 7688 4584 OSB 4137 11.1 4556 4.4 2542 7098 4.85 28.9 28.2 325 32.8 10.39 8.54 8.54 4.85 5.71 -15% 13 610 2438 21.2 11282 831 12113 4584 OSB 4137 11.1 4556 4.4 2542 7098 7.88 28.9 28.2 325 32.8 10.39 8.54 8.54 7.88 7.63 3% 14 610 2438 12.9 6857 831 7688 4584 OSB _ 4137 11.1 4556 4.4 2542 7098 6.06 28.9 28.2 325 32.8 10.39 8.54 8.54 6.06 7.15 -15% 15 406 3048 21.2 6984 462 7446 2803 058 4137 11.1 2025 4.4 1638 3663 3.64 28.9 18.8 325 32.8 6.93 8.54 6.93 3.64 3.05 20% 16 406 3048 12.9 4245 462 4707 2803 OSB _ 4137 11.1 2025 4.4 1638 3663 2.75 28.9 18.8 325 32.8 6.93 8.54 6.93 2.75 2.76 0% 17 610 2438 15.1 8067 831 8898 4584 OSB 4137 11.1 4556 4,4 2542 7098 _ 6.56 28.9 28.2 325 32.8 10.39 8.54 8.54 6.56 6.92 -5% (a) Hold down M=strap capacity times width- 76.2 mm average = 0% (b) Header strap moment capacity=strap capacity times width - 38.1 mm, but shall not exceed sheathing moment capacity (c) V =minimum of V based on moment couples and V based on shear strength (d) Comparison is: (V/tested)-1 x 100% N N (31 r SD 77 CD G) 77 0) 0 o Da) v v c) c0 o CD CD CD 73 Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 56/62 5. Limitations The model presented is confirmed to be generally accurate for strength design. However, it does not include racking deflection. At present, racking deflection information can be obtained from the empirical data available in the original reports (APA, 2002; 2003a; 2003b; 2004; 2006; 2012b; and 2012c) or a deflection model could be developed. However, such a model could be rather complex. The combined effects of vertical and lateral loads have also not been investigated in this study. It is theorized that the minimum required header stiffness "worst case" (a double 38.1 mm x 286 mm (nominal 2x12) with clear span of 5.6 m (18 ft)) provides sufficient rigidity under allowable vertical loads that it does not impart significant moment into the wall segment. On the other hand, the larger deformations associated with design lateral loads do impart moment (header fastener moment in Tables 2) into the header. Similar treatment of combined lateral and vertical loads can be seen in design information for prefabricated wood portal frame segments from Simpson Strong Tie (2012) and TrusJoist (2012). 6. Summary and Conclusion A principle of mechanics model is presented to determine the strength of wood structural panel portal frames. Details of the calculations, including complete sample calculations are provided. The analytical model compares very well to the test results for a range of portal frame constructions. 7. Acknowledgements The initial principle of mechanics model was developed by Zeno A. Martin, P.E., S.E. as a staff engineer at APA-The Engineered Wood Association. 8. References 1. ACI. 2011. Building code requirements for structural concrete, ACI-318. American Concrete Institute, Farmington Hills, MI. 2. APA. 1998. Plywood design specification, Form No. Y510T. APA-The Engineered Wood Association. Tacoma, WA. 3. APA. 2002. Cyclic evaluation of APA Sturd-I-Frame for engineered design, APA Report T2002-46. APA-The Engineered Wood Association. Tacoma, WA. 4. APA. 2003a. Cyclic evaluation of APA Sturd-I-Frame with 10-ft height and lumber Header. APA Report T2003-11, APA-The Engineered Wood Association. Tacoma, WA. 5. APA. 2003b. Testing a portal frame design for use as bracing in fully sheathed structures, APA Report T2003-48. APA-The Engineered Wood Association. Tacoma, WA. 6. APA. 2004. A portal frame design on raised wood floors for use as bracing in fully sheathed structures, APA Report T2004-38. APA-The Engineered Wood Association. Tacoma, WA. 7. APA, 2006. Narrow wall bracing tests with no end restraint, APA Report T2006-29. APA-The Engineered Wood Association. Tacoma, WA. 8. APA. 2009. Performance rated rim board, Form No. W345K. APA-The Engineered Wood Association. Tacoma, WA. 9. APA. 2012a. Panel design specification (PDS), Form No. D510C, APA - The Engineered Wood Association, Tacoma, WA. Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 57/62 10. APA. 2012b. Bracing method PFH (portal frame with hold down) — alternative attachment — engineered values, APA Report T2012-23, APA-The Engineered Wood Association. Tacoma,WA. 11. APA. 2012c. Bracing method PFH (portal frame with hold down) — alternative attachment — prescriptive, APA Report T2012-24, APA-The Engineered Wood Association. Tacoma,WA. 12. ASTM International. 2009. Standard test methods for cyclic (reversed) load test for shear resistance of vertical elements of the lateral force resisting systems for buildings. ASTM E2126-09,West Conshohocken, PA. 13. AWC. 2012. ASD/LRFD National Design Specification (NDS) for Wood Construction,American Wood Council, Leesburg, VA. 14. ICC. 2012. International building code. International Code Council, Inc. Country Club Hills,IL. 15. SEAOSC. 1997. Standard Method of Cyclic (Reversed) Load Test for Shear Resistance of Framed Walls for Buildings. Structural Engineers Association of Southern California,Whittier, CA. 16. US-DOC. 2010. Performance standard for wood-based structural-use panels, PS 2-04, U.S. Department of Commerce, National Institute of Standards and Technology, Gaithersburg,MD. 17. Simpson Strong Tie. 2012. Wood Strong-Wall® garage portal systems on concrete foundations. webpage accessed on July, 2012. http://www.strongtie.com/products/strongwall/wood-strongwall/garage-portal.asp. 18. TrusJoist. 2012. TJ® Shear Brace,#TH-8620 Specifiers Guide. http://www.woodbywy.com/literature/tj-8620.pdf Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 58/62 Appendix A -A calculation example for the header fastener moment Fastener group moment capacity calculation (SI units) I Z= 325 N/nail per NDS Y �I+-- k76.2 mm� CD = 1.6 L . �76.2mm _ 1 2 3 4 5 ;6 Z = 520 N/nail I ; 8 9,- 10 11 12 72 Width = 406.4 mm 324 mmIlr —Jc-R '13 14 15: 16 17 18 I 76—yT-2mm 19 20 21 22 23 24 I._ ".25 ',26 :27 28 :29 30 Longest moment arm (rmax)= 244 mm Critical fastener moment calculation = 1824 kN-mm (M = Z x J I rmax) Average moment arm(raVe) = 159 mm Average fastener moment arm = 2803 kN-mm (M=Z'x i/rave) Load on critical fastener= 798 N (Z=M x rmax/J) x y dx dy dx2 dy2 dx2+dy2 r Fastener (mm) (mm) (mm) (mm) (mm2) (mm2) (mm2) (mm) 1 0 I 305 -191 152 36290 23226 59516 244 2 76 305 -114 152 13064 23226 36290 191 3 152 305 -38 152 1452 23226 24677 157 4 _ 229 305 38 152 1452 23226 24677 157 5 305 305 114 152 13064 23226 36290 191 6 381 305 191 152 36290 23226 59516 244 11 0 229 -191 76 36290 5806 42097 205 12 76 229 -114 76 13064 5806 18871 137 13 152 229 -38 76 1452 5806 7258 85 14 229 229 38 76 1452 5806 7258 85 15 305 229 114 76 13064 5806 18871 137 16 381 229 191 76 36290 5806 42097 205 21 0 152 -191 0 36290 0 36290 191 22 76 152 -114 0 13064 0 13064 114 23 152 152 -38 0 1452 0 1452 38 24 229 152 38 0 1452 0 1452 38 25 305 152 114 0 13064 0 13064 114 26 381 152 191 0 36290 0 36290 191 31 0 76 -191 -76 36290 5806 42097 205 32 76 76 -114 -76 13064 5806 18871 137 33 152 76 -38 -76 1452 5806 7258 85 34 229 76 38 -76 1452 5806 7258 85 35 305 _ 76 114 -76 13064 5806 18871 137 36 381 76 191 -76 36290 5806 42097 205 41 0 0 -191 -152 36290 23226 59516 244 42 76 0 -114 -152 13064 23226 36290 191 43 152 0 -38 -152 1452 23226 24677 157 44 229 0 38 -152 1452 23226 24677 157 45 305 0 114 -152 13064 23226 36290 191 46 381 0 191 -152 36290 23226 59516 244 CR 190.5 152.4 J = 856450 CR= center of rotation dx = x distance from fastener to center of rotation dy = y distance from fastener to center of rotation Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 59/62 Appendix B -A calculation example for the portal frame capacity Wood portal frame design value capacity by analysis. Example calculation for wall#1. Sheathed with 9.5 mm OSB(SI Units). Width = 406 mm Height = 3048 mm Tiedown.strap = 18-7 kN,tie down strap allowable design value MWSP_to_sill = kN-mm, determined from fastener group moment capacity calculation = 2726 kN-mm, determined from fastener group moment capacity calculation Mheader_fastener Fbwsp = 4137 kPa, allowable beding strength of OSB perAPA publication W345 t = 9.5 mm, effective thickness of wood structural panel Strapheader = 4.45 kN, header strap allowable design value Fvtv = 27_i Nlmm, panel shear through the thickness fromAPA publication D510 Z = 316 N,from 2012 NDS Table 11Q for 8d common nails and 9.5 mm OSB n = 321 number of nails per meter(based on 2 rows spaced at 76 mm o.c_) vbase_connection = 5.338-1.6 kN,value from 2012 NDS Table 11E for 15.9 rem anchor bolt bearing on 3 bottom plates. The 1.6 is the load duration factor from NDS Table 2.3.2_ Step 1. Lateral load capacity, V, based on moment couples Moment capacity at bottom of portal frame wall segment, Mbottam: Mbottom = Tedown_strap-(Width— 76 ) + N1WSP_to_sill Note: the 76.2 mm is subtracted to M 6616 kN mm sum moment about tie down strap Mbottom= centerline. Moment capacity at topof portal frame wall segment, Mtop: Note:the 38.1 mm is ',t-Width2) subtracted to sum moment MWSP = FbWSP- 6 1.6 MWSP= 1728 kN-mm about strap centerline_ 6-10 Mheader_strap = min[Strapheader"(Width— 38_i},MWS Mheader_strap= 1637 kN-mm Mtop = min(MWSP,Mheader.fastener.) + Mheader_strap Mtop= 3365 kN-mm Portal frame lateral load capacity based on moment couples, Vmoment couples: (Mbottom+ Mtop) Vmoment.couples = Height Vmoment.couples =3.27 kN Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 60/62 Step 2. Lateral load capacity,V, based on shear strength Panel shear capacity.v,nel: = Fvtv-1.6-Width vpanel = 17-6 kN vpanel tft- Nail shear capacity, vnails' Width vnails = Z-1.6 n 6 vnails = 6.73 kN 10 Note:the 1.&is the load duration factor from NDS Table 2.32_ Portal frame lateral load capacity based on shear strength, Vshear strength: Vshear_strength = min(vpanel vnails,vbase_connection Vshear_strength= 6.73 kN Step 3. Lateral load capacity,V, based on minimum of moment couples and shear strength Predicted portal frame lateral load capacity: ;VM= min(Vmoment couples Vshear strength) V=327 kN Note:the average ultimate value based on testing/3 =3.22 kN APA Report T2003-11_ Grayson Garage&Porch 2215 Lake Park Dr.Anacortes,WA 61/62 January 1,2019 SIMPSON Strong-Tie e Re: Simpson Strong-Tie®Strong-Drive®SDWH Timber-Hex HDG Screw for Top of Beam-to-Post Connection To Whom It May Concern: The Simpson Strong-Tie-Strong-Drive SDWH Timber-Hex HDG(SDWH27G)structural wood screws may be used to attach a 6x or 8x beam to the top of a post of the same width as shown in Figure 2. The screws are available with a hot-dip galvanized coating in accordance with ASTM A 153,Class C,suitable for severe exposure applications including preservative treated woods in general exterior construction(AWPA UC4C). The screw is the subject of IAPMO-UES ER-192(excluding 15 inch length),and is shown in Figure 1. r ___ 8'-15` '� _►~l FIGURE 1. Strong-Drive®SDWI .TIMBER-HEX HDG Screw The.Strong-Drive SDWH Timber-Hex HDG structural wood screws-have a SawTooth ''point design allowing them to be installed without pre-drilling. Each screw'contains an oversized 0.930"diameter integral washer which eliminates the need for a separate washer. Figure 2 illustrates two beam-to-post conditions using the SDWH27G to make the connection. Minimum fastener spacing requirements are shown in Figure 3 The following table provides allowable shear and uplift loads tested in accordance with ICC-ES AC233,when installed through the top of a wood beam into the end grain of a wood post. _____„„.. A,. , ,_____________ , , „ ,, ,I_,...._ ...... , , ., i r` ill' r i I(, Continuous Beam over Post Mitered Beam over Corner Post FIGURE 2. BEAM—TO—POST CONNECTION. Page 1 of 2 L-F-SDWHBMPSTI9 Simpson Strong-Tie Company Inc. 5956 W Las Posiias Boulevard Pleasanton,CA 94588 Phone`925.560.9000 Fax 925.8471605 www_strongiie_com Grayson Garage & Porch 2215 Lake Park Dr. Anacortes, WA 62/62 Max DF'SP Allowable Load per Post (Ibs) Screw Thread Length Screw Model Length Screws Beam Mitered Beam over Number (in-) per Post Depth Corner Post' Continuous Beam ta. 6 ( Uplift Shear LPG Shears 8 SDIV1127800G 3 2 5 10 SDWH271000G 3 7 905 665 920 725 12 SDWH271200G 3 2 9 15 SDWH271500G 3 2 12 1_ Allowable loads are shown at the wood load duration factor of CD= 1.0. Loads may be increased for load duration per the building code up to CD= 1.6. Tabulated values must be multiplied by all applicable adjustment factors per NDS- 2. Tabulated loads are based on entire threaded length installed into post. 3. For in-service moisture content greater than 19%: shear C2, .7 0,withdrawal Cm=0.65 4. Tabulated loads are for both parallel and perpendicular to gain loading 5. Tabulated loads are total for the connection.not per beam_ 6. Maximum beam depths account for no countersinking of the screw. Screws may be countersunk a maximum of L'2" depth with no reduction in allowable loads which will allow the 8". 10" and 12" screw lengths to be installed in 6; 8x, and l Ox nominal beam depths respectively. �---- fly ^-- 6 --� 1 TA 64 1 /1 ---°1 17/16 512" 5R 5W" 51/214-1 Continuous Beam over Post Mitered Beam over Corner Post (6x Shown, 8x similar) (6x Shown, 8x similar) FIGURE 3. PLAN VIEW The information in this letter is valid until 12/31/2020 when it will be re-evaluated by Simpson Strong-Tie. Please visit strongtie.con7 for additional pertinent information. If you have questions or need further assistance regarding this matter, please contact the Simpson Strong-Tie engineering department at 800.999.5099. Sincerely, SIMPSON S PRONG-TIE COMPANY INC. Page 2 of 2 L-F-SDWHBMPST19 Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.'1605 wvAv.strongtie.com