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REVIEWED BLD2023-0028+Structural_Calculations+1.6.2023_4.08.56_PM+3302769Ccivil & structural ENGINEERING engineering & planning STRUCTURAL CALCULATIONS Joseph Residence Addition and Renovation 8032 2151h PI SW Edmonds, WA 98026 �t IPA�l AX 46548 Wat ORA 250 4tn Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 CG Project No.: 22294.10 Fax: (425) 778-5536 Project Description This project involves the remodel and addition of an existing one-story, single family residence in Edmonds. The proposed work includes a 400 sq. ft addition off the front of the house, a 156 sq. ft. addition off the back of the house, and the replacement and expansion of the existing attatched garage. The new additions and replaced garage will be supported on new concrete strip footing foundtions, with crawlspaces at the two additions and slab -on -grade at the garage. The existing roof and ceiling framing will be removed in its entirety and replaced with new pre- engineered wood trusses. Scope of Work We will provide stamped structural calculations for the lateral and concrete foundation design of the house. Basis of Design Roof Dead 15 psf Snow 25 psf Floor Dead 15 psf Live 40 psf Soil Bearing Pressure 1500 psf Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category B Importance Factor, IW 2 (Non -Essential Facility) Mean Height 13.5 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.026 Wp = Seismic Dead Weight of Stucture Description By Date AAL 12/14/2022 Project Summary Checked Date ENGINEERING Seale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Joseph Residence 22294.10 Edmonds, WA 98020 Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 937 600 417 306 234 185 150 124 104 - - - - - - - - 3 1/2 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - 4x8 HF #2 1461 1038 721 529 405 320 259 214 180 154 132 115 101 3 1/2 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 2 11/16 x 9 114 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 51/4 x 91/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3112 x 91/2 LSL 3634 1 2907 1 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 31/2 x 91/2 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 51/4 x 91/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 1 381 324 1 278 7 x 91/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 1 878 723 603 508 432 370 211/16 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 1 912 767 653 563 491 431 382 325 276 237 3112 x11 1/4 LSL 4301 3441 1 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 31/2 x11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 51/4 x11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 1 754 1 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 1 543 478 423 377 324 278 31/2 x11 7/8 LSL 4543 1 3634 3028 2596 2220 1 1754 1420 1174 986 841 725 631 530 441 372 316 271 3 1/2 x 11 7/8 PSL 4623 1 3698 3082 2642 2312 2055 1831 1 1513 1 1271 1083 934 814 709 591 498 423 363 51/4 x11 7/8 PSL 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x11 7/8 PSL - - 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (LI180 Total Load) and (1-/240 Snow Load) 4. This table is applicable for WLL/WDL <= 3.0 5. Table values include the Size Factor (CO and the Load Duration Factor (CD) CDe` riPtw Beam Span Table RY AAL — Checked ENGINEERING scale 250 4th Ave. South Su to200 Project Joseph Residence Job No. 22294.10 Edmonds, WA 98020 No. HF Column & HF Sill Plate Capacity TABLE IBC 2018, NDS 2018 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 6,147 5,149 4,255 3,521 2,937 2,477 2,111 1,817 1,579 1,384 1,223 PsILL 4,708 4,708 - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PsILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 11,951 11,378 10,657 9,807 8,882 7,951 7,073 6,279 5,579 4,971 4,446 PSILL 7,138 7,138 7,138 7,138 7,138 7,138 - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PsILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6xl0 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By AAL Date 12/14/22 Wood Column Capacity Table Checked Date Scale Sheet No. ENGINEERING 250 4th Ave. South Suite20o Project j" Joseph Residence Job No. 22294.10 GRAVITY KEY PLAN H3 f H2 + + J + + + + + + + U) + + + + + + C) + + + + + + + + + + + i + 2 + + + + + m + + + i J + + + + H1 BM2 ss! C3 15 DL + 25 SL C4 H5 H4 BM1 J -1 CJ.J � J F,X 63.75 DL + 106.75 SL I TRuSSES 5q 1 Y 4. 1 M��, 0 rA It 9 FJX C2 TRUSSES W 6' 6 i f 3" vv'r Tr " �, O . 1 J-, 2S) Oc !.'Cs Description By t m / Date f ) Checked Date ENGINEERING%Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com WoodWorks() �FtWARE FOR WOOD DESIGN COMPANY PROJECT Dec. 14, 2022 09:21 BM2 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Wind Full UDL 89.0 pit Self -weight Dead Full UDL I 12.9 1plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 17.208' Unfactored• Dead Wind 105 766 105 766 Factored: Total 523 523 Bearing: Capacity Beam 8906 8906 Support 5771 5771 Des ratio Beam 0.06 0.06 Support 0.10 0.10 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fop sup 405 405 rvunimum oeanny ienym semny useu. nZ for enu suppons BM2 Timber -soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2") Supports: All - Timber -soft Beam, Hem -Fir No.2 Total length: 17.19'; Clear span: 16.938'; Volume = 6.2 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; Oblique angle: 90.0 deg; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear x-x fv = 0 Fv' = 272 psi fv/Fv' = 0.00 y-y fv = 15 Fv' = 272 psi fv/Fv' = 0.06 Bending(+) x-x fb = 0 Fb' = 1400 psi fb/Fb' = 0.00 y-y fb = 596 Fb' = 1400 psi fb/Fb' = 0.43 Live Defl'n 0.59 = L/398 0.85 = L/290 in 0.69 Total Defl'n 0.79 = L/258 1.13 = L/180 in 0.70 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fvy' 170 1.60 1.00 1.00 - - Fby' 875 1.60 1.00 1.00 1.000 1.000 Fop' 625 - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - Emin' 0.47 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.6W Bending(+): LC #3 = D + 0.6W Deflection: LC #2 = 0.6D + 0.6W (live) LC #3 = D + 0.6w (total) Bearing : Support 1 - LC #2 = 0.6D + 0.6W Support 2 - LC #2 = 0.6D + 0.6W Cfu Cr Cfrt Ci LC# - - 1.00 1.00 3 1.00 1.00 1.00 1.00 3 1.00 1.00 - 1.00 - 1.00 1.00 3 1.00 - 1.00 1.00 3 W=wind All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 559, V design = 528 lbs; M(+) = 2377 lbs-ft EIy = 171.22 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I tAl el W' T-r PL r 3 -2- 5 PAL F � ?� j:: x �?' -- ?n, 5 r� Description By j_'/ Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com COMPANY PROJECT WoodWorks 0 �IN'ARE FOR WOOD DESIGN Dec. 12, 202213:13 BM4 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Load2 Dead Point 2.86 3023 lbs Load3 Snow Point 2.86 5038 lb Load4 Dead Partial UDL 0.15 2.86 195.0 195.0 plf Load5 Snow Partial UDL 0.15 2.86 325.0 325.0 plf Load6 Dead Partial UDL 2.86 5.57 30.0 30.0 plf Load7 Snow Partial UDL 2.86 5.57 50.0 50.0 plf Self -weight Dead Full UDL 8.3 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k 5.731' Unfactored• Dead Snow Factored: 1949 3211 1728 2842 Total 5160 4571 Bearing: Capacity Beam 6563 6563 Support 9720 9720 Des ratio Beam 0.79 0.70 Support 0.53 0.47 Load comb #2 #2 Length 3.00 3.00 Min req'd 2.36 2.09 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700 BM4 PSL, PSL, 2.OE, 3-1/2"A-1/4", 7-ply Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 5.75; Clear span: 5.25'; Volume = 1.3 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 219 Fv' = 334 psi fv/Fv' = 0.66 Bending(+) fb = 2896 Fb' = 3435 psi fb/Fb' = 0.84 Live Defl'n 0.07 = L/924 0.18 = L/360 in 0.39 Total Defl'n 0.13 = L/484 0.27 = L/240 in 0.49 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 2 Fb'+ 2900 1.15 - 1.00 1.000 1.030 - 1.00 1.00 - 2 Fcp' 625 - - 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 Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 5160, V design = 4732 lbs; M(+) = 12044 lbs-ft EIy = 461.68 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. BUILT-UP SCL: Contact manufacturer for connection details when side -loaded or when loads are not applied equally to all plies. 6. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 'ry iA/: i-C.I., 11, 10 K 4f J Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com A Poor-- go"'d Cyr F=------. :3 ( '-'-) 0 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description Project --z I /,I I � (- " - By j)/-'/ L Date Checked Date Scale Sheet No. Job No. > I�V_L- E- r -G' r 1'4/o �JP -2 0) L! 1) 1 or 10 t > 5'P 0 Description By Date Checked Date ENGINEERING - Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com COMPANY I PROJECT WoodWorksll' , UWARE FOR WOOD DESIGN Dec. 14, 2022 15:52 1 Joists Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.0") psf Load2 Live Full Area 40.00(16.0") psf Self -weight Dead Full UDL 3.3 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13.62' 0' 13.166' Unfactored• Dead Live Factored: 158 363 158 363 Total 521 521 Bearing: Capacity Joist 2812 2812 Des ratio Joist 0.19 0.19 Load comb #2 #2 Length 3.00 3.00 Min req'd 0.56 0.56 Cb 1.00 1.00 Cb min 1.00 1.00 Typ Joist Lumber -soft, D.Fir-L, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Non -wood Floor joist spaced at 16.0" c/c; Total length: 13.63'; Clear span: 13.125` Volume = 1.3 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 180 psi fv/Fv' = 0.27 Bending(+) fb = 931 Fb' = 1138 psi fb/Fb' = 0.82 Live Defl'n 0.23 = L/693 0.44 = L/360 in 0.52 Total Defl'n 0.38 = L/419 0.66 = L/240 in 0.57 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 - 1.15 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 + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 504, V design = 444 lbs; M(+) = 1660 lbs-ft EIy = 158.29 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks() �FtWARE FOR WOOD DESIGN COMPANY PROJECT Dec. 14, 2022 16:18 Floor BM Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 187.5 plf Load2 Live Full UDL 1 500.0 plf Self -weight Dead Full UDL 6.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5.87' Unfactored• Dead Live 570 1467 570 1467 Factored: Total 2037 2037 Bearing: Capacity Beam 2037 2037 Support 3480 3480 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 1.44 1.44 Min req'd 1.44 1.44 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 625 625 Floor BM Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 5.88; Clear span: 5.625; Volume = 1.3 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 66 Fv' = 150 psi fv/Fv' = 0.44 Bending(+) fb = 690 Fb' = 1008 psi fb/Fb' = 0.68 Live Defl'n 0.04 = < L/999 0.19 = L/360 in 0.21 Total Defl'n 0.06 = < L/999 0.29 = L/240 in 0.23 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.988 1.200 - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + L Bending (+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1996, V design = 1419 lbs; M(+) = 2869 lbs-ft EIy = 300.09 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 5.75' Le = 11.69' RB = 10.3 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. It J 5, r IV I i0l S�7 E-A -z' Li Description BY Date Checked Date ENGINEERING r Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com I �) 6 3o to-'J Jy 1(1--,�)-----�--A-"----F-------��,,���-� r, .6 f6v it fq,- --�5n h�' Description By 'V91;V 1 Date j. Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com (AV) I I Column Design The columns are designed using the column design table from a computer spreadsheet program. Refer to the column table to follow. Loads from the beam reactions are used for the column design, and columns are selected with capacities that exceed these loads. Bearinq Wall Desiqn Bearing walls are designed using another spreadsheet. The wall capacity is selected to exceed the actual bearing wall loads. Refer to the bearing wall spreadsheet to follow. Maximum Load to Exterior 2x6 Wall PLF Maximum Load to Interior 2x4 Wall PLF Use 2x Stud Grade @ 16" o.c. for all Stud Walls Maximum Load to Interior (2)-2x4 Party Wall PLF Foundation Desiqn Based on the geotechnical engineering report, the allowable soil bearing pressure is as given below. The minimum continuous wall footing is 16" wide and the minimum isolated spread footing is 24" square. Continuous Wall Footing Capacity: 1500 PSF 1.33 Feet = 1 1995 PLF (Note that this values exceeds all bearing wall loads) Spread Footing Design: Where loads exceed the capacity of the continuous wall footing, or where there are isolated loads, spread footings will be used. If load exceeds 1995 PSF * 2 Feet = 4.0 Kips then provide a spread footing as follows Foot Square Footing Footing Capacity 2 x 2 6 Kips 2.5 x 2.5 9 Kips 3 x 3 14 Kips 3.5 x 3.5 18 Kips Description Gravity Design By AAL Date 12/14/22 O Columns / Bearing Walls / Foundations checked Date ENGINEERING scale Sheet No. 250 4th Ave. South Suite 200 project Joseph Residence Job No. 22294.10 Edmonds, WA 98020 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. 8TC Hazards by Location Search Information Address: 8032 215th PI SW, Edmonds, WA 98026, USA st Coordinates: 47.8035534,-122.342378 SoWdodr way Elevation: 446 ft Timestamp: 2022-11-28T17:37:29.507Z Hazard Type: Seismic r st Sw Reference Document: ASCE7-16 GDOgle Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.282 MCER ground motion (period=0.2s) St 0.451 MCER ground motion (period=1.0s) SMS 1.539 Site -modified spectral acceleration value SM1 * null 0,834Site-modified spectral acceleration value SDS 1.026 Numeric seismic design value at 0.2s SA Sol * null 0.556 Numeric seismic design value at 1.Os SA * See Section 11.4.8 -Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null 1 .849 Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.655 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.282 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.409 Factored uniform -hazard spectral acceleration (2% probability of exceedanoe in 50 years) SsD 2.275 Factored deterministic acceleration value (0.2s) S1RT 0.451 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.504 Factored uniform -hazard spectral acceleration (2% probability of exceedanoe in 50 years) S1D 0.928 Factored deterministic acceleration value (1.Os) PGAd 0.799 Factored deterministic acceleration value (PGA) * See Section 11.4.8 Edmonds-Woodway0 1 ­1 'ool 212m St Sv it Swedish © Edmonds Campus WinCo Foods® QRed Dragon Polk( 220th St SW Map data ©2022 Google Report a map error The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liabilityfor its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class Occupancy Category Seismic Design Category D (assumed / default) II (non -essential facility) D SS = 1.282 Lat. = 47.804 St = 0.451 Long. _ -122.342 SMS = FaSS = 1.538 Fa = 1.200 SMt = F�S1 = 0.834 F = 1.849 SDS = (2/3)Sms = SDt = (2/3)SMt = T. = Cthnx R Factor = IE Factor = 1.026 0.556 0.14 Ct = 0.02 hn = 13 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.045 W V = (SDSIW)/R = 0.158 W V = (SDtIW)/RTa = 0.625 W (Minimum Force) (Governing Force) (Maximum Force) From Computer Program: Short & 1-Sec Period Mapped Acceleration Parameters (MCE) ASCE 7-16 (Eq. 11.4-1) ASCE 7-16 (Eq. 11.4-2) ASCE 7-16 (Eq. 11.4-3) ASCE 7-16 (Eq. 11.4-4) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.2-1) ASCE 7-16 (Table 1.5-2) ASCE 7-16 (Eq. 12.8-5) ASCE 7-16 (Eq. 12.8-2) ASCE 7-16 (Eq. 12.8-3) Description Seismic Base Shear By AAL Date 12/12/22 Checked Date ENGINEERING Scale NTs Sheet No. 250 4th Ave. South project Job No. Suite 200 Joseph Residence Edmonds, WA 98020 22294.10 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. LNTC Hazards by Location Search Information Edmonds-Woodway0 Address: 8032 215th PI SW, Edmonds, WA 98026, USA F''—I, °^1,001 2 446 ft Coordinates: 47.8035534,-122.342378 Bowdon way Elevation: 446 ft Swedish ©Edmonds Cam Timestam p: 2022-11-28T17:21:11.560Z WinCo Foods® Red Drag Hazard Type: Wind Go gle Map data ©2022 Google Report a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI25-Year 73 mph MRI25-Year 79 mph MRI50-Year 78 mph MRI50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category 1 92 mph Risk Category 1 100 mph 97 mph Risk Category II 110 mph Risk Category II Risk Category III 104 mph Risk Category III -IV 115 mph Risk Category IV 108 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 IBC ASCE 7-16 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 97 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 18.875 Mean Roof Height (feet) hmesn= 13.43 Building Length (feet) L= 45.5 Building Width (feet) W= 37 End Zone Width, a (feet) a= 3.7 Figure 28.6-1 Roof Angle Angle= 41.8 Design Wind Pressure, Psi Ps30A= 16.8 Figure 28.6-1 Design Wind Pressure, p53 P,30B= 11.5 Figure 28.6-1 Design Wind Pressure, Psi Ps30c= 13.4 Figure 28.6-1 Design Wind Pressure, p53 Ps30D= 9.2 Figure 28.6-1 Height/Exposure Adjustm xmax 1.00 Topo. Effect Coeff., KZt KZt 1.00 Vasd = Vuit*V0.6 Section 1609.3.1 U LT ASD pS=A* Kzt* p53o pS=A* Kzt*ps30*O.6 16.8 10.1 p530A= p530B= 11.5 6.9 PDX= 13.4 8.0 P530D= 1 9.2 5.5 Description By Datc AAL 12/12/2022 Wind Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Joseph Residence 22294.10 Edmonds, WA 98020 Topo North America TM 10 Meadowdale rn � + Beverly Acres �r I m m Bro vsB� 1-73RD PL-SV f f V D- - L-L o w �L Q1Gv1E� ¢ U m 180TH ST SW MPPV- 99 w Perrinville m x rk M 118 ` - - a +„ Alderw000-d Manor UGFTOR ynnwood 0524 rAlderwood'Village /• go CASP,ERS,ST I k -> < / 1816 +� -Q o r^ f�.y —^ Cedar Valley y� + toasW Edmonds IN-ST Seattle Heights N 3 a S ° ' o>ft. i N'122°20.543' �h 2 Edwards Point m W99 qYH �. O x O ` D Q \ ` 220TH ST M 220T,H SW 'P v WOway rn �Fo Esp rance = 179 ?30 a - GOS T +�-228TH-ST SW Ijcer �6G91 231ST ST SWi i� i 3 Dilii Mountlake Terrace WACHUSETT RD � +++ m x i a �' _ a of 6) j Br Onier oioWell C v Firdale 6y II c, �.,C y�G W pin . NW 205TH-ST -1,244TH ST�SW 104 � 178 9 r Z m Ui Ric limond•Beachi>U I Echo Lake \ e - r e I I Z00 N 18STH ST� )2 - Richmond Highlands w fp, v� 176 ¢ 24TH-AVE NE Lake'Forest Park N 17,STH SITo North City �\ I n 104 454.3 ft N U) 400 ft 350 ft Feature of similar height Kzt = 1.0 300 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.00 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 64.7 ft Avg Grade: 2 Climb Elev: 245.2 ft Desc Elev: 180.5 ft Max. Elev: 454.3 ft Min. Elev: 329.0 ft Climb Dist: 1.8 mi Desc Dist: 2.0 mi Data use subject to license. TN Scale 1 : 62,500 * 0 % 'h % 1 © DeLorme. Topo North America TM 10. MN (14.7-E) 0 % 114 3 www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 H 42ND'PL W 3 M M ld 1Sib 4 43RD B W Ulb3115V3 rld ONZb 3N 3AV HIZE M 3-A. a2fEb _ F_ I M 3At/_021Eb 44TH AVE W ;_ f M 3AV Hlbb MS S'HTbOZ—Ln �7 �45TH AVE W I I 1 46TH AVE W �.: 46TH1PL W �' I ' �I) 1 32ND AVE NE � 4i TrH PIL W 46TH P� W 315T'AVE�NE p 1 j nby19 FFr-- _ E o v N JI�� _ r 487H!AVE W 48TH AVE W _ „ N 48IH.AVE W , nJ `r � 17186TH PL SW H LP W > �. - F 49TH PL W w •O• M ld-H16b fir_ 'd ' zl w A 111. - I� r9� 3 DU IN AVE�W SOTH AV FMDA R 3� In 4 M 3AV H10S v1 a�_� N M ld H105 z -52ND AVE W In \o__�� x 52 s n y a M 3AV .E W�' 16 53RD AVE W 3 p �� _ E @ U` O� N c� N ONZS�53RD-AVE M 3AV ONZS p —� A Od a m �c° M 3AV H1b.S � i 'o_� u~i rvL tit,ST�IL5556V... o U� rn Q W c �*i o� M 3AV H1SSM l p�P AVE W �� S = ti OI / Q ! V)1 N �� HirZ�l�� yy �� 3 \ 3Y n �� M AV H1L5 59T' RL-W' ^a'IVP��/y2 .. s o 59SH AVE-W p a s L r Nlld H18$ 60TH AVE W�« �� z �/ \N _ y sl ---`" L �6'1�51-AVE•W � 115T�PL 61sI PL 63R \ W L 4TH gV��NE� T' c•. 1 1( \ ZSl9 M 3AV ONZ9 (i� ? 63RD'PL W x c _ M 7 M 3AV Hlb9 3 « a 6I` 65TH PL W 66TH AVE W� m� aoi 66T . _AVE W 66TH PL W e TH AVE W ) e a 1 +�- 41 �1b 3N^ x 68TH•PL-W .~�. o`M 3AV Hl8 M d H1L9 y!l9 Z 3nb H19 BLUE RIDGE DR M ld H 9 J u �02 I M 3AF/ H10L N N ' I� \M 3AV HlOG 1l- n mi = �' F M l `H10Z 72ND AVE W e _ J / O (/� p _ co 4� 6 w M 3At/_ONZL�Si�' 7T3RD AVE W W V Y Z 'AV wig p > > > W V� 74TH AVE W q m Qti• ( M ldAlt, ry M.3AV_H1bG , I 'y O t 76 I I fB a-. 2 W X m 76TH'P-W gURKE AVE N-�� z p" •g M 3�d H19L � { 77 a o 7 HAVE W. �r r iLL 78TH PL W I M-ld H1GL T AVTH AVFW�a7VE W Y nM.l-1M ld.H18" z 3 8LJI-78 a}I H n'� 81ST AV ST AVE W - d s 80TH'WAY W a o 0 N o dai 82ND AVE W _ M 3Ab 1SIP �i 1p 83RD AVE WI 82ND AV W AVE W a 83RD•P� �z 84TH AVE W-1 84TH A W-� J �L--y p, o m W ~ In a w �I M AV Hlb8 ¢• -a-5TVi'P'L, Q F N M 3AV H1S8. ��- w M ld H1S8 86TH AVE'VE W N n 31 1 1 I 86TH PL =4�2 = _�� 87TIi PL W- r Y N PARK AVE N « C _ E Jy. 88TH AVE W vEW 88T PL. p g z P N o °rn d a 99TN •89TH PL W ��Q N N� DANION AVE I y�/3 N N ° `L. Lq C, M z�f'Sr,AVE'W y M > Ti MAP,IEW^OODDR rn � �F- i 92ND AVE W � 'i-f 'O 2 D AVE' W 3 ld. H106 N`ld'NOl lVd o M ld 1ST6 o L2TH PL-N LINE•DR m�• o� u� C 7 -d 1-ST AVE NW a NI o 3RI rL,W w 1 W Q 94TH AVE W _ L p w u� 0 3 95TH PL 95TH PL W-z LL_ MN 3AV 4NZ r/ TH ~ cl) CD 0 3AV , dWllO 9 AVEW97TH AVE'W 97TH PL W 1�(t�P� IIIO' TMr-PL 98TH-PL'W�'�99T W NApV�SP� MN 3AV H15 p1OOTiH E 0 OJ 9TH`AV,E_S AVE %y N 3AV Hl6 N 3AV H16I���� T AVE S 8 AVE"S S ldO � -� MN 3AV Hl, -0T N 3AV H18- AVE'S V - 7TH AVE S TH AVE S C� a _, MN.3�A-V�--HilbT RU A AVE-S N•3AV^H1L c n t ���� �) 0 AT AVE S �� 106TH AVE a-1 14 a�l o_ N IDa WIN �-Ev-p(J MN ld Hl£T h� N 3AV Hl9 a ti w i a M.td H190I `J N—N�� MN�Id Hlb. j a r�; �M 3AV H180i M ld 1LOI-v z JJ C) � (y E = �p . v _ v N 3RD AV S �JNo i `... i1r8TH_�A�V�E W� � ` I 110Tr;W i lyJ l �'O✓ o Z> TIMBER-LN AVE NW j (o Inj N S 3 V ONb=- \ 20TH m ,�`�O I RD Nl 2i39WI1 - z0 AVM SONO 03' Z 2oj AY FAR M 3/ly �0\ u� Lo 0 �U WOODW w ��� p i /0 Hlt, 3 i �Oa VNlOION �� 00 j t-�� MN 3AV ¢ p J E H1bZ U U (IT `00 NIHJ `z O N 3AV H19Z I � C) M M Topo North America TM 10 Meadowdale i� w a, + PAcres Beverly �T I m m al1-73RD PL-SWy y rn 0 W =L17Y gyp Q1G J1EN ¢ U m 180TH ST SW MpP\'� a a 27 Perrinville m a rk x 182 M `+ —Lrm 181 A%1B PIIGET_DR Alderwood Manor f d Park _ynnwood 524 rAlderwood'Village /• 9� x -- LU CASP,ERS ST TT' m f 1/816 e[ ` —zT —^ Cedar Valley M gIVST r I LDI g toa Edmonds IN=ST Seattle Heights N 3 0 t r I �1H 'tSN470O 5 48.213' ST-SW zw2�12TH oBr)122020.543' rin m < Dpll1/ i < x �Ch rn ~ Edwards PointIWV 99 T / a r x \ ` 220TH ST 220TH ST Woodway \Fa Esp%rants 3 1Ts > " a q +`-228TF1 ST SW car - �� 231ST ST SWI =7 u WACHUSETT RD II1 v Mountla m Terrace 3 fbin -Well m w Q �P v x (.�`� a + x �m i Bfler D . \ ?z-� \9< Firdale clLf a < it --------------- xw NW205TH-ST _vGr441 STSW 104 - \� Ll2 P 99 ' 178-'9 r Z Richmond•Beach� z aL�t Ui > < Echo Lake e Z vm r 1 �2c 0~0 : N 185T i ST w m ` `�G9 ti + -- q mon iHighlands LLz+ �y� v� 176 ¢ 24TH-AVE NE N 175TH ST M o No City Lake'Forest Park ` �\ - I 104 459.8 ft 400 ft U) 300 ft 200 ft 100 ft Features of similar height Kzt = 1.0 Oft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.00 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 401.3 ft Avg Grade: 3 Climb Elev: 611.0 ft Desc Elev: 209.7 ft Max. Elev: 459.8 ft Min. Elev: 21.0 ft Climb Dist: 2.4 mi Desc Dist: 1.6 mi Data use subject to license. TN Scale 1 : 62,500 * 0 % 'h % 1 © DeLorme. Topo North America TM 10. MN (14.7-E) 0 % 114 3 www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 N N Q C L U 0 - O O Z O N /> 7) '170 Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com `pit_ 6,X P 176 &.0 x �6 5 i1i 0// z) IL lb (Ctov�() Description By Date ENGINEERING Checked Date Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project Job No. 425.778.8500 www.cgengineering.com --d I ;� rl)( /0 I I !I )rJ.1 � o",),-- �7CA YY);t' (>Oo 1), A'5 Description By il-lv) / Date Checked Date ENGINEERING L 5, Qr, Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com 1 2 Iff-1 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + N FEQ = 2.62K FW = 3.35K FJ% mi IO M 2' TRUSS uo FEQ = 2.62K FW 2.35K FEQ = 2.62K FW = 3.35K FEQ = 2.62[ FW = 2.35K C Per lzc/ i'l, el I o 13'0 t/vo CdJ 1-4f- C-0 Vo, 4= 14M Description By O"'L Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com J- (/Y,, r .��'? ��°�r' �'Gl GV_ �`c�tr.-�._ ���/�, Ef clrat, -I- '= art j ,.% e, � � Al � ,z� V 11 p y E� i1 ✓�i �,G j; 5 ; "W Description By';) Date Checked Date ENGINEERING' E's� 250 4th Ave. South Scale Sheet No. Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 r tF www.cgengineering.com � �',���€��t �';�<'?�`drelr�� pt `' `-.��`���,lcJ Table i l Unit Shear Capacities for Wood -Frame Shear alI 1,3,6,7 Wood -based Panels4 A B SEISMIC WIND Minimun Panel Edge Fastener Spacing (in.) Panel Edge Fastener Minimum Fastener Nominal Penetration Fastener Spacing in. Sheathing Panel in Framing Type & Size 6 4 3 2 6 4 3 2 Material Thickness Member or vs G. VS Ga vs Ga vs Ga VW vw VW VW (in.) Blocking (kips/in.) (plf) (kips/in.) (plf) (kips/in.) (plf) (kips/in.) (plf) (plf) (plf) (pif) in.)(plf) Nail (common or OSB PLY OSB PLY OSB PLY OSB PLY galvanized box) Wood 5/16 1-1/4 6d 400 13 10 600 18 13 780 23 16 1020 35 22 560 840 1090 1430 Structural 3/82 460 19 14 720 24 17 920 30 20 1220 43 24 645 1010 1290 1710 Panels - 45 7/162 1-3/8 8d 510 16 13 790 21 16 1010 27 19 1340 40 24 715 1105 1415 1875 Structural I 15/32 560 14 11 860 18 14 1100 24 17 1460 37 23 785 1205 1540 2045 15/32 1-1/2 10d 680 22 16 1020 29 20 1330 36 22 1740 51 28 950 1430 1860 2435 5/16 360 13 9.5 540 18 12 700 24 14 900 37 18 505 755 980 1260 3/8 1-114 6d 400 11 8.5 600 15 11 780 20 13 1020 32 17 560 840 1090 1430 Wood 3/8 440 17 12 640 25 15 820 31 17 1060 45 20 615 895 1150 1485 Structural 7/162 1-3/8 8d 480 15 11 700 22 14 900 28 17 1170 42 21 670 980 1260 1640 Panels — 15/32 520 13 10 760 19 13 980 25 15 1280 39 20 730 1 1065 1370 1 1790 Sheathingas 15/32 620 22 14 920 30 17 1200 37 19 1540 52 23 870 1 1290 1680 2155 19/32 1-1/2 10d 680 19 13 1020 26 16 1330 33 18 1740 48 22 950 1430 1860 2435 Nail (galvanized casing) Plywood 5/16 1-1/4 6d 280 13 420 16 550 17 720 21 390 590 770 1010 Siding 3/8 1-3/8 8d 320 16 480 18 620 20 820 22 450 670 870 1150 Nail (common or Particleboard galvanized box) Sheathing - 3/8 6d 240 15 360 17 460 19 600 22 335 505 645 840 (M-S "Exterior 3/8 8d 260 18 380 20 480 21 630 23 365 530 670 880 Glue" and "Exterior 1/2 280 18 420 20 540 22 700 24 390 590 755 980 M-2 1/2 10d 370 21 550 23 720 24 920 25 520 770 1010 1290 Glue") 5/8 Nail (galvanized roofing) 400 21 610 23 790 24 1040 26 560 855 1105 1455 1/2 11 ga. galv. roofing nail (0.120" 340 4.0 460 5.0 520 5.5 475 645 730 Structural x 1-1/2" long x 7/16" head) Fiberboard 11 ga. galv. roofing nail (0.120" 340 4.0 460 5.0 520 5.5 475 645 730 Sheathing 25/32 x 1-3/4" long x 3/8" head) 1. Nominal unit shear capacities shall be adjusted in accordance with 4.3.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction requirements see 4.3.6. For specific requirements, see 4.3.7.1 for wood structural panel shear walls, 4.3.7.2 for particleboard shear walls, and 4.3.7.3 for fiberboard shear walls. See Appendix A for common and box nail dimensions. 2. Shears are permitted to be increased to values shown for 15/32 inch (nominal) sheathing with same nailing provided (a) studs are spaced a maximum of 16 inches on center, or (b) panels are applied with long dimension across studs. 3. For species and grades of framing other than Douglas -Fir -Larch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor = [1-(0.5-G)], where G = Specific Gravity of the framing lumber from the NDS (Table 12.3.3A). The Specific Gravity Adjustment Factor shall not be greater than 1. 4. Apparent shear stiffness values G„ are based on nail slip in framing with moisture content less than or equal to 19% at time of fabrication and panel stiffness values for shear walls constructed with either OSB or 3-ply plywood panels. When 4-ply or 5-ply plywood panels or composite panels are used, G, values shall be permitted to be multiplied by 1.2. 5. Where moisture content of the framing is greater than 19% at time of fabrication, G;, values shall be multiplied by 0.5. 6. Where panels are applied on both faces of a shear wall and nail spacing is less than 6" on center on either side, panel joints shall be offset to fall on different framing members as shown below. Alternatively, the width of the nailed face of framing members shall be 3" nominal or greater at adjoining panel edges and nails at all panel edges shall be staggered. 7. Galvanized nails shall be hot -dipped or tumbled. Vs = 520 pif (LRFD) * 0.5(ASD adjustment factor) * [1-(0.5-0.43)] (specific gravity adjustment factor = 241.8 plf (ASD) SW3ISAS 9NI1SIS3a-33HO: 1VH3iV'1 .r ,