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RVWD BLD RESUB1 BLD2024-1278+Structural_Analysis_& ELEVATIONS10.31.2024_4.41.55_PM+4593826BLD2024-1278 C � ENGINEERING 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning RESUB Nov 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ....................................... I...... REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT:: ..............................................: STRUCTURAL CALCULATIONS Cantwell Residence Sunroom Addition 1116 Excelsior PI Edmonds. WA 98026 09/18/2024 CG Project No.: 24292.10 Project Description This project involves the addition of a new sunroom to an existing single -story single-family home with a habitable attic and a daylight basement. The existing deck will be enclosed with walls and windows to create the sunroom. The roof will consist of wood rafters supported by a new ridge beam and new walls. Headers will be required within the walls. The new roof will increase the wind and seismic loads to the existing house therefore a lateral review of the exterior wall at the main level is required. A new shearwall with holdowns and new foundation will be required below the floor framing to resist the lateral loads, which will require modifications to the windows in the space below the new sunroom. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Deck Dead 15 psf Live 60 psf Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category B Importance Factor, IW 1 (Non -Essential Facility) Mean Height 18 (FT Above Grade Elevation) Kzt 1.35 Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.305 (Non -Essential Facility) Importance Factor, le 1 Wp = Seismic Dead Weight of Stucture Description By Date SPM 9/16/2024 Project Summary Checked Date ENGINEERING Seale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Cantwell Residence 24292.10 Edmonds, WA 98020 17 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 1/4 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 5 1/4 x 9 1/4 PSL 5399 1 4319 1 3600 3085 1 2677 2115 1 1713 1 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 3 1/2 x 9 1/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 3 1/2 x 9 1/2 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 5 1/4 x 9 1/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9 1/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 1/2 x 11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 3 1/2 x 11 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 5 1/4 x 11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x11 718 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 31/2 x11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 51/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 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 (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WI -/Wog <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (C0) C 41M-acnpo— Beam Span Table -Y SPM .— 09/13/24 0 Checked Date ENGINEERING Scale Sheet No. 2504th Ave. South Suite200 roject Cantwell Residence lob No. 24292.10 Edmonds, WA98020 2 Beam Span Table - Floor 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 #2 815 522 362 266 204 160 117 - - - - - - - - - - 3 112 x 5 1/2 LSL 1340 858 546 344 230 162 118 - - - 4x8 HF #2 1270 902 627 460 353 279 226 186 155 122 31/2 x 71/4 LSL 2275 1456 1011 743 522 367 267 201 155 122 6x8 DF #2 1880 1203 836 614 470 371 301 249 209 178 153 134 114 - 211/16 x 91/4 PSL 2405 1924 1603 1374 1193 889 648 487 375 295 236 192 158 132 111 4x10 HF #2 1620 1296 942 692 530 419 339 280 236 201 173 151 133 113 - 31/2 x 91/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 51/4 x 91/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 211/16 x 91/2 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 31/2 x 9112 LSL 3160 2528 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 - 31/2 x 91/2 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6x10 DF #2 2960 1930 1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118 5114 x 9112 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 91/2 PSL 6430 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 211116 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 31/2 x11 1/4 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 31/2 x11 1/4 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6x12 DF #2 3585 2829 1964 1443 1105 873 707 584 491 418 361 314 276 245 218 196 177 51/4 x11 114 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 211/16 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 31/2 x11 7/8 LSL 3950 3160 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169 31/2 x11 718 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 51/4 x11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x11 7/8 PSL 5357 4591 4018 3571 3185 2632 2090 1644 1316 1070 882 735 619 526 451 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 (L/240 Total Load) and (L/360 Live Load) 4. This table is applicable for WI-/W131- <= 4.0 5. Table values include the Size Factor (CF) C �7 ue""pnon Beam Span Table -' SPM care 09/13/24 Checked Date eYGNEERING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 20o Cantwell Residence 24292.10 Edmonds, WA 98020 HF Column & HF Sill Plate Capacity TABLE IBC 2021, NDS 2018 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PsILL 4,784 - - - - - - - - - - (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 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL 7,518 - - - - - - - - - - (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 - - - - - C p Description By SPM Date 09/13/24 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South suite20oCantwell Project Residence Job No. 24292.10 El —i 1 . 1 PLF SL = 117 PLF ASD = 230 PLF DL = 86 PLF O� ��� [-2JW8 SL = 144 PLF [TRIB = 5' 9"] m O ASD = 187 PLF DL = 70 PLF 9-Mg SL = 117 PLF [TRIB = 4' 8"] Oj O ,09 �z�� O m pp oo w z x � Q w O w p a Ln O Lo �p x X LL �= N �\ w L.L > = m co C V m A8 1SIX3 LO LL 0 0 Q CD I Z Q J n W v S� ♦♦ o ♦ %, ♦ �� �.� TI TI I KEY PLAN - 101 Joist Design Summary Roof DL = 15 psf *Joists sized per Woodworks. See attached Woodworks output. Non - Roof LL = 25 psf(snow) uniformly loaded joists are called separately. Floor DL = 15 psf Floor LL = 40 psf Wall DL= 10 psf Deck DL = 10 psf Deck LL = 60 psf Roof Joists Joist No. Span (ft) Spacing (in) DL (PLF) SL (PLF) ASD (PLF) Joist Size RA 5.75 24 30 50 80 2x8 HF #2 Deck Joists Joist No. Span (ft) (in) Spacing DL (PLF) LL (PLF) ASD (PLF) Joist Size FJ1 10 16 20 80 100 2x8 HF #2 FJ2 4 16 20 80 100 2x8 HF #2 W / tZ xx;= v Description Beam Summary Table By SPM Date 09/16/24 Checked Date ENGINEERING scale sheet No. 250 4th Ave. South Suite 200 Project Cantwell Residence Job No. i 1 24292.10 Edmonds, WA 98020 COMPANY PROJECT WoodWorks"' Sep. 13, 2024 14:44 RJ1 r WARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer Loads: Load I Type IDistributionIPat-I Location [ft]I Magnitude (Unit I tern Start End Start End DL Dead Full Area No 15.00 (29.0") psf SL Dead Full Area No 25.00 (24.0") psf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.480' 5.313' UnfaIto red! Dead 321 504 Factored: Total Bearing: 321 504 F'theta 609 609 Capacity Joist 5026 5368 Support 6995 6445 Des ratio Joist 0.06 0.09 Support 0.05 0.08 Load comb #1 #1 Length 5.50 5.51 Min req'd 0.50* 0.43_ Cb 1.00 1.07 Cb min 1.00 1.75 Cb support 1.25 1.25 Fc 625 625 'Minimum bearing length governed by the required width of the supporting member. RJ1 Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 11.06'; Clear span(horz): 1.438% 5.063'; Volume = 0.8 cu.ft.; Pitch: -12112 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 Nos 2018 : Criterion Anal s s Value Desi n Value Unit Anal sis/De sign Shear fv = 26 Fv' = 135 psi fv Fv' = 0.19 Bending(+) £b = 296 Fb' = 1056 psi fb/Fb' = 0.28 Bending(-) to = 144 Fb' = 696 psi fb/Fb' = 0.16 Deflection: Interior Live negligible Total 0.05 = < L/999 0.50 = L/180 in 0.10 Cantil. Live negligible Total -0.03 = L/837 0.31 = L/90 in 0.11 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 850 0.90 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 1 Fb'- 650 0.90 1.00 1.00 0.851 1.200 - 1.15 1.00 1.00 1 F up' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only Bending(+); LC #1 = D only Bending(-): LC #1 = D only Deflection: LC #1 = D only (total) Bearing : Support 1 - LC #1 = D only Support 2 - LC #1 = D only Load Types: D=dead Load combinations: ASD Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 233, V design = 187 (NDS 3.4.3.1(a)) lbs M(+) = 324 lbs-£t) M(-) = 157 lbs-ft EI = 61.92e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, Total deflection = 1.00 permanent "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Lateral stability(-): Lu = 7.50' Le = 12.63' RB = 22.1; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) 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. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. '1 u COMPANY PROJECT wo0dV..,o.,,rks`�' r5 Sep. 16, 2024 15:47 FJ1 Design Check Calculation Sheet Wood Works Sizer Loads Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area No 15.00(16.0") psf LL Live Full Area Yes 60,00 (16.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k 13' 9.577' 12.577' Unfactored• Dead Live Factored: 95 417 165 661 Total 512 826 Bearing: Capacity Joist 3341 3569 Support 6445 6445 Des ratio Joist 0.15 0.23 Support 0.08 0.13 Load comb #3 #2 Length 5.50 5.50 Min req'd 0.84 0.98 Cb 1.00 1.07 Cb min 1.00 1.38 Cb support 1.25 1.25 Fc su 625 625 FJ1 Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" etc; Total length: 13.0'; Clear span: 9.313', 2.75'; Volume = 1.0 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section FAILS the design check WARNING: This section violates the following design criteria: Deflection Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 61 Fv' = 150 psi fv/Fv' = 0.41 Bending(+) fb = 1006 Fb' = 1173 psi fb/Fb' = 0.86 Bending(-) fb = 411 Fb' = 833 psi fb/Fb' = 0.49 Deflection: 0.24 = L/470 0.32 = L/360 in 0.77 Interior Live Total 0.29 = L/394 0.48 = L/240 in 0.61 Cantil. Live -0.25 = L/146 0.20 = L/180 in 1.23 Total -0.2 L/130 0.30 = L/120 in 0.92 Additional Data: FACTORS: F/E (psi) CD CM t CL CF Cfu Cfrt Ci LC# Fv' 150 1.00 1.00 1. - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 .000 1.200 - 1.15 1.00 1.00 3 Fb'- 850 1.00 1.00 1.00 10 1.200 - Cr1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L BY INSPECTION, 1/4" Bending(+): LC #3 = D + L (pattern: L_) Bending(-): LC #2 = D + L Deflection: LC #3 = (live) DEFLECTION ALLOWABLE LC #3 = (total) Bearing : Support 1 - LC #3 = D + L (pattern: L_) Support 2 - LC #2 = D + L Load Types: D=dead L=live Load Patterns: s=S12, X=L+S or L+Lr, --no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC 's listed in the Analysis report CALCULATIONS: V max = 526, V design = 444 (NDS 3.4.3.1(a)) lbs M(+) = 1102 lbs-ft; M(-) = 450 lbs-ft EI = 61.92e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Lateral stability(-): Lu = 9.56' Le = 15.63' RB = 24.6; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) 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. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers an other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Wo0dW,,..,o.,,rks`�' r5 Sep. 16, 2024 15:48 FJ2 Design Check Calculation Sheet Wood Works Sizer Loads Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area No 15.00(16.0") psf LL Live Full Area Yes 60.00 (16.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7.25' 4.25' 6.812' Unfactored• Dead Live Factored: 36 205 109 437 Total 241 546 Bearing: Capacity Joist 3341 3569 Support 6445 6445 Des ratio Joist 0.07 0.15 Support 0.04 0.08 Load comb #3 #2 Length 5.50 5.50 Min req'd 0.50* 0.52 Cb 1.00 1.07 Cb min 1.00 1.72 Cb support 1.25 1.25 Fc sup 625 625 FJ2 Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 7.25'; Clear span: 4.0', 2.313` Volume = 0.5 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 Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 29 Fv' = 150 psi fv/Fv' = 0.19 Bending(+) fb = 177 Fb' = 1173 psi fb/Fb' = 0.15 Bending(-) fb = 300 Fb' = 1093 psi fb/Fb' = 0.27 Deflection: Interior Live 0.01 = < L/999 0.14 = L/360 in 0.07 Total 0.01 = < L/999 0.21 = L/240 in 0.05 Cantil. Live 0.04 = L/796 0.17 = L/180 in 0.23 Total 0.04 = L/703 0.26 = L/120 in 0.17 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 3 Fb'- 850 1.00 1.00 1.00 0.932 1.200 - 1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + L Bending(+): LC #3 = D + L (pattern: L_) Bending(-): LC #2 = D + L Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 - LC #3 = D + L (pattern: L_) Support 2 - LC #2 = D + L Load Types: D=dead L=live Load Patterns: s=S/2, X=L+S or L+Lr, --no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 290, V design = 210 (NDS 3.4.3.1(a)) lbs M(+) = 194 lbs-ft; M(-) = 328 lbs-ft EI = 61.92e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Lateral stability(-): Lu = 4.25' Le = 7.94' RB = 17.5; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) 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. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantileversir®other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Beam Design Summary Roof DL = 15 psf *Use beam span tables for uniformly distributed loads on simple Roof LL = 25 psf(snow) span beams. Non -uniformly loaded beams are called separately. Floor DL = 15 psf Floor LL = 40 psf **Beam sized per Woodworks. See attached Woodworks output. Wall DL = 10 psf Deck DL = 10 psf Deck LL = 60 psf Roof Beams DL Rxn LL Rxn BM No. Span (ft) Trib (ft) DL (PLF) LL (PLF) ASD (PLF) Beam Size (Ibs) (Ibs) BMR-1 13.5 5.75 86 144 582 970 230 6x12 DF #2 BMR-4 2.75 4.667 70 117 96 160 187 4x6 HF #2 BMR-5 3.5 6.25 94 156 164 273 250 46 HF #2 BMR-6 13.5 4.25 64 106 430 717 170 3-1/2x9-1/2 PSL Deck Beams DL Rxn LL Rxn BM No. Span (ft) Trib (ft) DL (PLF) LL (PLF) ASD (PLF) Beam Size (Ibs) (Ibs) BM1-4 3 0 160 117 240 176 277 4x6 HF #2 W R1 R2t V � Description Beam Summary Table By SPM Date 09/18/24 Checked Date v ENGINEERING Scale sheet No. 250 4th Ave. South Project Cantwell Residence Job No. Suite 200 24292.10 Edmonds, WA 98020 eta � tt �"r r d VC Old 3 ( L -k)g �q Description LJ By Date rg 4 z Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South 5uite 200 Edmonds, WA 98020,'ya project J Job No, 12 425.778.8500 ? www.cgengineering.com COMPANY PROJECT WoodWo- ,rksIWARE FOR r5 Sep. 13, 2024 14:49 BMR-2 Design Check Calculation Sheet Wood Works Sizer Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL1 Dead Full Area 15.00(1.331) psf SLl Snow Full Area 25.00(1.331) psf DL2 Dead Point 6.12 582 lbs SL2 Snow Point 6.12 970 lbs Self -weight Dead Full UDL 9.8 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.75' Unfactored• Dead Snow Factored: 291 420 545 842 Total 711 1386 Bearing: Capacity Beam 15469 15469 Support 16523 16523 Des ratio Beam 0.05 0.09 Support 0.04 0.08 Load comb #2 #2 Length 4.50 4.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 -Minimum Dearing iengm setting used: wz2 for end supports BMR-2 Timber -soft, D.Fir-L, No.2, 6x8 (5-1/2"x7-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8.75; Clear span: 8.0'; Volume = 2.5 cu.ft.; Post or timber Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection Dsinq Nos 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 195 psi fv/Fv' = 0.25 Bending(+) fb = 685 Fb' = 862 psi fb/Fb' = 0.79 Live Defl'n 0.07 = < L/999 0.40 = L/240 in 0.17 Total Defl'n 0.11 = L/860 0.80 = L/120 in 0.14 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 750 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 1368, V design = 1327 (NDS 3.4.3.1(a)) lbs; M(+) = 2943 lbs-ft EI = 251.36e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 13 COMPANY PROJECT WoodWo- IrksWARE FOR tS Sep. 13, 2024 14:50 BMR-3 Design Check Calculation Sheet Wood Works Sizer Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Point 0.88 582 lbs SL Snow Point 0.88 970 lbs Self -weight Dead Full UDL 9.0 plf Unfactored• Dead Snow 501 823 95 197 Factored: Total 1329 292 Bearing: Capacity seam 6379 6379 Support 10898 10898 Des ratio Beam 0.21 0.09 Support 0.12 0.02 Load comb #2 #2 Length 9.50 9.50 Min req'd 0.93 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 103 Fv' = 172 psi fv/Fv' = 0.60 Bending(+) fb = 985 Fb' = 1271 psi fb/Fb' = 0.38 Live Defl'n 0.01 = < L/999 0.12 = L/360 in 0.09 Total Defl'n 0.02 = < L/999 0.18 = L/290 in 0.10 14 J 991 Do L AN L L1:760,z/ Tr 4X Y-7�-, r-DL 2530 Z G-7/ [bQ t 1505 [It] [S Ll I J-- 07 X4 ?X/1 '�dlvl 1) 4A Description p f By I Date 0 ENGINEERING 250 4th Ave. South Suite 200 Project Edmonds, WA 98020 425.778.8500 www.cgengineering.com Checked Date Scale Sheet No. Job No. 15 COMPANY PROJECT wo0dV..,o.,,rks`�' r5 Sep. 16, 2024 15:49 BM1-1 Design Check Calculation Sheet Wood Works Sizer Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area No 15.00(2.001) psf LL Live Full Area Yes 60.00(2.001) psf Self -weight Dead Full UDL No 4.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13' Unfactored• Dead Live 285 991 162 626 Factored: Total 1275 788 Bearing: Capacity Beam 7138 6682 Support 11601 11601 Des ratio Beam 0.18 0.12 Support 0.11 0.07 Load comb #2 #4 Length 5.50 5.50 Min req'd 0.67 0.65 Cb 1.07 1.00 Cb min 1.56 1.00 Cb support 1.12 1.12 Fop sup 625 625 BM1-1 Lumber n-ply, Hem -Fir, No.2, 2x8, 2-ply (TW-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 13.0 ; Clear span: 2.75', 9.313'; Volume = 2.0 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 Analysis/Design Shear fv = 47 Fv' = 150 psi fv/Fv' = 0.32 Bending(+) fb = 772 Fb' = 1020 psi fb/Fb' = 0.76 Bending(-) fb = 317 Fb' = 795 psi fb/Fb' = 0.40 Deflection: 0.18 = L/628 0.32 = L/360 in 0.57 Interior Live Total 0.22 = L/515 0.48 = L/240 in 0.47 Cantil. Live -0.18 = L/196 0.20 = L/180 in 0.92 Total -0.21 = L/171 0.30 = L/120 in 0.70 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 4 Fb'- 850 1.00 1.00 1.00 0.779 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 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #4 = D + L (pattern: _L) Bending(-): LC #2 = D + L Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #4 = D + L (pattern: _L) Load Types: D=dead L=live Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 812, V design = 685 (NDS 3.4.3.1(a)) lbs M(+) = 1691 lbs-ft; M(-) = 695 lbs-ft EI = 61.92e06 lb -in 2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Lateral stability(-): Lu = 9.56' Le = 15.56' RB = 24.6 Lu based on full span; b = single ply width Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) 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. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 G 5. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side-loaded►special fastening details may be required. COMPANY PROJECT WoodWorks" Sep. 16, 2024 15:52 BM1-2 r WARE FOR WOOD OFSIGN Design Check Calculation Sheet WoodWorks Sizer Loads: Load Type Distribution Pat- tern Location Ifit] Start End Magnitude Start End Unit DL Dead Full Area No 15.00(5.00') psf LL Live Full Area Yes 60.00 (5.00') psf D L1.1 Deatl Full Area No 10.00(9.00') psf DL2 Dead Point No 0.00 763 lbs SL2 Snow Point Yes 0.00 1207 lbs Self-wei ht Dead Full UDL No 10.5 Pif Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13' Unfactorod: Dead Live Snow 2473 2530 1570 571 1505 -363 Factored: Total 5548 2076 Bearing: Capacity Beam 5548 2076 Support 6154 2785 Des ratio Beam 1.00 1.00 Support 0.90 0.75 Load comb #3 #6 Length 1.71 0.81 Min req'd 1.79 0.81 Cb 1.21 1.00 Cb min 1.21 1.00 Cb support 1.07 1.07 Fc s 625 625 BM1-2 Glulam-Unbalan., West Species, 24F-1.7E WS, 5-1/8"x10-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 13.0% Clear span: 2.938', 9.875% Volume = 4.9 cu.ft.; 7 laminations, 5-118" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Anal s s Value Desi n Value Unit Anal sis/De si n Shear fv = 66 Fv' = 210 psi fv Fv' = 0.31 Bending(+) £b = 569 Fb' = 2400 psi fb/Fb' = 0.24 Bending(-) to = 867 Fb' = 1651 psi fb/Fb' = 0.53 Deflection: Interior Live 0.06 = < L/999 0.33 = L/360 0.24 Total 0.09 = < L/999 0.50 = L/240 in 0.17 Cantil. Live 0.10 = L/367 0.20 = L/180 0.49 Total 0.13 = L/268 0.30 = L/120 in 0.45 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 210 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 6 Fb'- 1450 1.15 1.00 1.00 0. 990 1.000 - - 1.00 1.00 - 3 Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 11 Eminy' 0.69 million 1.00 1.00 - - - - 1.00 - - 11 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #6 = D + L (pattern: _L) Bending(-): LC #3 = D + 0.75(L + S) Deflection: LC #11 = (live) LC #11 = (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #6 = D + L (pattern: _L) Load Types: D=dead L=live S=snow Load Patterns: s=S/2, X=L+S or L+Lr, _= o pattern load in this span Load combinations: AID Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 2814, V design = 2364 (NDS 3.4.3.1(a)) lbs M(+) = 4464 lbs-ft; M(-) = 6807 lbs-ft EI = 840.47.06 lb-in^2 "Live" deflection is due to all n n-dead loads (live, o wind, snow...) Total deflection = 1.00 permanent+ "live" Lateral stability(-): Lu = 9.94' Is = 17.00' RB = 9.0) Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASO). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 17 Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. 18 Edmonds, WA 98020 425.778.8500 VO), /0 www.cgengineering.com COMPANY PROJECT WoodWorks`�' r wAR(fow r5 Sep. 16, 2024 15:55 BM1-3 Design Check Calculation Sheet Wood Works Sizer Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL1 Dead Point 4.00 285 lbs LL1 Live Point 4.00 991 lbs DL2 Dead Partial Area 4.00 11.50 15.00(6.50') psf LL2 Live Partial Area 4.00 11.50 60.00 (6.50') psf Self -weight Dead Full UDL 10.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) Unfactored• Dead Live Factored: 475 1578 653 2338 Total 2053 2991 Bearing: Capacity Beam 14094 14094 Support 18906 18906 Des ratio Beam 0.15 0.21 Support 0.11 0.16 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.80 1.17 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc su 625 625 BM1-3 Glulam-Unbalan., West Species, 24F-1.7E WS, 5-1/8"x10-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 11.5; Clear span: 10.563'; Volume = 4.3 cu.ft.; 7 laminations, 5-1/8" maximum width, 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 = 66 Fv' = 210 psi fv/Fv' = 0.31 Bending(+) fb = 997 Fb' = 2400 psi fb/Fb' = 0.42 Live Defl'n 0.15 = L/880 0.36 = L/360 in 0.41 Total Defl'n 0.19 = L/684 0.53 = L/240 in 0.35 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 210 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.69 million 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 Load Types: D=dead L=live Load combinations: ASO Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 2791, V design = 2351 (NDS 3.4.3.1(a)) lbs; M(+) = 7822 lbs-ft EI = 840.47e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI At90.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(oomp'n). 19 1 40" RAILING HT - SEISMIC WEIGHT COMPARISON Y-DIRECTION: L. LINE1(new)=206SF*0.75*20PSF=3. LINE1(exist)=1,220SF/2*25PSF=15. K WALL LINE 1 TO BE UPGRADED. WALL LINE 2 SEISMIC WEIGHT TO INCREASE BY 1.03K WHICH IS LEIS THAN 10% INCREASE OF EXIST 15.3K THEREFORE OK PER IEBC SECTION 503.4 X-DIRECTION: LINEB(new)=206SF*0.5*20PSrED. LINEB(exist)=1,220SF/2*25PS WALL LINE A TO BE DESIGN NEW LOAD. WALL LINE B TO BE UPGRA C Ln /z' EX. DECK OROP05 Al G m COVERPgD DECK-1 1 N ZI Wj � U� 200.32 sf 4'- 3- (M O MI luu-(--Fm EX. KITCHEN ' 9' 4 1 /2" ' N V) EX. PANTRY 1 1,218.68 sf ' 0 EX. LIVING ROOM EX. POWDER r M I UPPER LATERAL KYOPLAN a- 21 MAIN LATERAL KEY PLAN NORTH ELEVATION SCALE: V4" =1'-o" 4REA COMPARISON ROPOSED WALLS ONSIST OF IMILAR WIND REA TO EXISTING BUILDING (APPROXIMATELY SHOWN IN PURPLE) 22 WIND AREA COMPARISON Lu; i O1 AREA1(new)=95SF _ A q WALL LINE A TO TAKE NEW w; LOAD. O' o T WALL LINE B WIND! w� INCREASES BY 19SF WHICH VI IS 2% THEREFORE OKAY Z: WEST ELEVATION SCALE: t/q" =i -0' 23 Seismic Analysis Design Per 2021 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class Occupancy Category Seismic Design Category D (assumed / default) II (non -essential facility) D SS = 1.293 Lat. = 47.822 St = 0.456 Long. _ -122.361 SMS = FaSs = 1.552 Fa = 1.200 SMt=FSt= 0.841 Fv = 1.844 SDS = (2/3)SMs = SDt = (2/3)SMt = Ta = Cthnx R Factor = IE Factor = 1.034 0.561 0.27 Ct = 0.02 hn = 32 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.046 W V = (SDSIW)/R = 0.159 W V = (SD1 IW)/RTa = 0.321 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) Seismic Base Shear Ly BTJ 09/17/24 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Cantwell Residence Edmonds, WA 98020 24292.10 �� CAWt,ftc 10T�pq'-RfAtereht, 90 _ r law 5-r0KY P .lam =rya 11j4 i f C Description By � �� Date�°,a� Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project/_ Job No. Edmonds, WA 98020 CA#Th 25 425.778.8500 www.cgengineering.com Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Sum Diaphragm DL Area wpL Story wi. hi w.. h.k Shear Level (psf) (ft) (kips) Elev. (h) (k-ft) Ewi • hik FX FX Roof Framing 20 1425 34.6 15 518 0.61 4.9 4.9 2nd Framing 25 1465 36.6 9 330 0.39 3.1 8.1 E = 71.18125 - 848 1.00 8.1 - INCREASED DL AT Base Shear (ULT) 11.3 kips AREAS OF Base Shear (ASD) 8.1 kips * note that all table forces are ASD HABITABLE ATTIC Seismic Forces - Vertical Distribution Includina Rho Refer to ASCE 7-16 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 4.9 4.9 2nd Framing 1.0 3.1 8.1 E = 8.1 - Diaahraam Forces -Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; E w; F; E F; E F; • wPX FPx (Min) FPx (Max) FPX Level (kips) (kips) (kips) (kips) E w; 0.2SDSiWpx O.4SDSIWpx Govern Roof Framing 34.6 34.6 4.9 4.9 4.9 5.1 10.2 5.1 2nd Framing 36.6 71.2 3.1 8.1 4.2 5.4 10.8 5.4 Y`.._ Seismic & Diaphragm Force Distribution BTJ ✓ " 09/17/24 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Cantwell Residence 26 Edmonds, WA 98020 24292.10 9/11/24, 4:54 PM ATC Hazards by Location 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. ATCHazards by Location Search Information Address: 1116 Excelsior PI, Edmonds, WA98020, USA 0 Coordinates: 47.8216767,-122.3606316 Elevation: 204 ft pl Timestamp: tl( 2024-09-11 T23:53:44.058Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.293 MCER ground motion (period=0.2s) St 0.456 MCER ground motion (period=1.0s) SMs 1.552 Site -modified spectral acceleration value SMI * null Site -modified spectral acceleration value SDS 1.035 Numeric seismic design value at 0.2s SA SDI * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fe 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRg 0.908 Coefficient of risk (0.2s) CRI 0.895 Coefficient of risk (1.0s) PGA 0.552 MCEG peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAM 0.662 Site modified peak ground acceleration TL 6 Long -period transition period is) SsRT 1.293 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.424 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 2.383 Factored deterministic acceleration value (0.2s) S1 RT 0.456 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.51 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1D 0.987 Factored deterministic acceleration value (1.0s) PGAd 0.84 Factored deterministic acceleration value (PGA) * See Section 11.4.8 Mi 8ker-Snoquaimie National, Forest r 4 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 27 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. https://hazards.atcouncil.org/#/seismic?lat=47.8216767&ing=-122.3606316&address=1116 Excelsior PI%2C Edmonds%2C WA 98020%2C USA 1/1 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2021 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= 27.5 Mean Roof Height (feet) hmean= 19 Building Length (feet) L= 23 Building Width (feet) W= 63 End Zone Width, a (feet) a= 3 Figure 28.6-1 Roof Angle Angle= 45.0 Design Wind Pressure, psi PS30A= 16.8 Figure 28.6-1 Design Wind Pressure, psi PS30B= 11.5 Figure 28.6-1 Design Wind Pressure, psi ps30c= 13.4 Figure 28.6-1 Design Wind Pressure, psi P530D= 9.2 Figure 28.6-1 Height/Exposure Adjustm, Xmaz 1.00 Topo. Effect Coeff., KZt KZt 1.35 Vasd = Vcit*VO.6 Section 1609.3.1 ULT ASD ASD ps=a*Kzt*pS30 p,=Jt*Kzt*ps30*O.6 (Minimum) 22.7 13.6 9.6 PS30A= PS30B= 15.5 9.3 4.8 pS30c= 18.1 10.8 9.6 PS30D= 12.4 7.5 4.8 Description By BTJ Date 9/ 17/ 2024 Wind Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Cantwell Residence 24292.10 Edmonds, WA 98020 9/11/24, 4:54 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. O The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ ATCHazards by Location Search Information Address: 1116 Excelsior PI, Edmonds, WA 98020, USA Coordinates: 47.8216767,-122.3606316 Elevation: 204 ft Timestam p: 2024-09-11 T23:54:25.564Z Hazard Type: Wind Port Angeles Port Townsend Mt. Marysville Baker-Snoqualmie W,204ft oett National Forest v Dlyrnpic Edt", s I? ' fi_'t_I P!lrk. � tr--��-� Shoreline 13 Seattle oRedmond O Bremerton Renton - o Map data ©2024 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 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 Categoryl __ 92 mph Risk Category l------------------------- 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category 111 104 mph Risk Category III -IV 115 mph Risk Category IV 108 mph 85 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. 29 https://hazards.atcouncil.org/#/wind?lat=47.8216767&ing=-122.3606316&address=1116 Excelsior PI%2C Edmonds%2C WA98020%2C USA 1/1 Topo North America TM 10 Serene 148TH'ST SW PicnicPointNorttilynnwood rids G%Ich t ' J I- 1 _ Meadow`da�le, d� h � rn S La D B6Ve v A e II m BI'^nsII,q 173RD PL-SW o 0 o- m� Vff JZE�N •, m 180TH l`Q1G �Lr p D x Perrinville k m N47" 49.301' rr ` ` i — I Park, t LjTrIWOOd c� 524 GASPERS. �> - D < i 1818 i � M i _I n - Cedar Valle I Qgel' .SJnd I MANST Seattle Hellh gts N f} p tIPj 212TH U.1 £ S D 212IH ST'SW >) ; a COI < m Edwards Point ! r Z to `� m N WAY 99 $' a p to _ x 1;78 > 220TH ST SW m '220 .H1$T SW Woodwa* Esperance > oy� 1Ts i ur -+7 iD 231ST ST SW 1 MountlakeTerraci WACHUSETTRD / Poinl'Weli00 I ' Viz' I I —• �9 Firdale _ ° vLr44TH / �r { w NW 205Tsr- ST SW 104 244TH lST SW c� 1151 99 O r r o 178 384.8 ft 300 ft 200 ft 100 ft Oft -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 365.4 ft Avg Grade: 3 Climb Elev: 537.9 ft Desc Elev: 172.5 ft Max. Elev: 384.8 ft Min. Elev: -0.0 ft Climb Dist: 2.0 mi Desc Dist: 5,210.2 ft Data use subject to license. © DeLorme. Topo North America- 10. www.delorme.com TN* MN (14.1E) Scale 1 : 62,M 0 h 1 11 2 1" = 5,208.3 ft Data Zoom 11-6 Topo North America TM 10 Serene I 56each No �, 148TH ST SW - ---- cni c Po1nt=NortN.LynnW00d G{,Itt1 Lunds i -- rI � I L, Meadowdale Qv Br m — �173RD PL-SW, Lu ' lE V 180TH ST SW to L 9sL o, fD—=L Perrinville S N47° 49.301' rk g W 122- 21.638' � - —_ N ynnw0od 1 524 .. Par = CQSPERS- ¢ m 1818 I"I J Cedar all _4o,ind 104ST� monds MA1N-5T Seattle Heights N _ yj ST S y 212TH SW Edwards Pont < n_ Woo I t'^� �� Ui m IN WA-Y rrn 99 p t!1 w ` 220TH ST SW -d 1:78 W D ' a 220TH WoodWay �teQ� Espefance rt� SL SW H 3 v __�1 179 > -I O tips -- 2315T ST SW ., . n �7 r WACHUSETT RD Lu Mountlake Terrace , P6,n 'Weii ml w I D y 3 r 9 _ Firdale z t244THST _ J I__ t - - - �. ................. _ _ _ �w 2057H ST 9� SW �. 104 244TH ST SW - -. - SITE LOCATION 449.7 ft 400 ft Kzt = 1.352 300 ft ---------------------------------- , ft Lh=1,103'-0" H = 270'-0" 100 ft =135'-0" Oft x = 369'-0" -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -402.7 ft Avg Grade: 3 Climb Elev: 136.8 ft Desc Elev: 539.5 ft Max. Elev: 449.7 ft Min. Elev: -0.3 ft Climb Dist: 4,151.0 ft Desc Dist: 1.9 mi Data use subject to license. © DeLorme. Topo North America- 10. www.delorme.com TN* MN (14.1E) Scale 1 : 62,Wl 0 % h 0 h 1 11 2 1" = 5,208.3 ft Data Zoom 11-6 H I I 56TH AVE'W� 57TH'PL W � M ld {� 56TH-PL W }•� �I 57TH AVE-W 1 �w I �' �g 58TH PL W 58TH PL 3 AVE � 56TH AVE'W ld Hlb$; VE W \ate 3 S\L 58T`H� 'AVE W J� L}{ 59TH AVE W � o Ail I H AVE J H W jm� 60TE�W 1 60TN A a v~�AVE PL W�+ a 60TH AVE W 77J ` ''3 ?1 rd ~ fj jo T�6RD�63RD_ w 62ND AVE W I- 615T s+ m rn „-64TH"AVE W g M ld ONZ9 0 r O 3 / p .�rv. M 3AV Hlb9 65TH PL W vl 66TH AVE W M 3Ab H159 1 66TH W '( L^ _- ) 9AV -- l ONZ9 3 3, 66TH-AVE W pGW _g° E W 'n In y �=6gTK -' to -- �67 H LAW la C7 o W - r J Ab 68. VE•W 67TH.AVE J HlL9 68TH AVE.W-68TH_PL-W J M 3AV H189 1 ., 3 IdWXlO 1 f L �y �� , 69TH PL W / 70TH'PL 214,390I21.3f119 x T G x M 3AV H189 M ld H1L9' _ o a N M ldH 3 �M M � m ¢ x �_ �3i 1 M b a° 72ND AVE W 72ND VE W rM OL I ' M 3AtlsONZL_ii M 7L i 74TH AVE ry o I ry 3A� H H10L -.0 �to L 72ND AVE W ` ° _ 4� _, j T3RD AVE W 74TH AVE W 3 � M � . Off£ M 3AVIH7bL n,]tn 76T�_AF ° I II , M-3At/ H19L t �->--- - 78TH PL W 7,6TH AVE f — 77�TH P 77TH AVE W 77TH rF F V; _ M-ld H14..( 79TH AVE tit M 3Ab H18L + • N Y m OISb3 yQ / �� x ILI S wiz GJ o ap ,84'ST P a co as .. W M ld•Nj M ld-Hl8' F M Id,H181 m I 1-� 815T AVE W _:5 M181 AVE Wi g'1'S AVE W W I I �82ND AVE W 82N W� 82ND�AVyE W two ' � _ v o w N LO `n 83RD ACE W— in M 83RD AVE W m W' j'`T- ,� a 83RD'PL `° E M � o N 84 AVE co �O{o w �.. 86THAV M l 158 • m or 3 84TH'A 1f1. ' 3:3� 3 Lu ry ,1, VI .^r; O W 8 1 N� Q ��- r N Ln 3 PL 4"Z {x �i 87TH PL) L Ip N x .c C7 w > F + J �, 88TH AVE `^ PL W p xF al tip o 6 �ar 91'STAVE'W g9 L y �2l -H1L•8-88TH Mr o I �- �-` t"1 M-3AV H106 3 W co 0 92NO AVE iv o �`M Id ND AVERKLoc 2. W PA,�j 0' Y N ��%a M 3AV GNZ6 �6 O 15T6 93 Z 5 -r H l= : 0 JtLlHOIH, } TFI'PL W 95TH PL W o _ p Co N f P �I �d� S, \N' AC JIdWAIO 97TH AVE-W-97TH AVE W � ,,? v 1 1 fOTHrPL S 98TIH'PL W�'� -i'L� 1 ° 1 O r- / �i� �7 3AH'Hl b�J / 1o�NP�:+I� 9TH,AVE_S ]l_l00TH_AVE W ,_ L I AV H16 T I - - CORONADO PL- I I 8TH AVE S 8TH AVE'S B AVE-5 TFi� _ E n oN o D H AVE S 7TAAVE At c 6TH AVE S �`L ' 1'06TH AVE 'W "N-3AV Hl9 £ ccr M l� H190I 77 .,o IZz w p LU y zrw1 a r-` 3 M 3AV Ht80T m v 3 _AVE 5 u"ZI .. - o °` H w a� o ) w moo$ IL ,_-i�, 3{ " O'i _Z AHM NOW03 0>1 f U) y �y 1 A �r d At%MOOOM D OOTKA-RD�DOGWOOD PL' xu _ 08 i0 NIHD o _ N CO E a o � h N O m 3 w in N W T 0 O c J -0 E U 9 _ U s✓ s= � s= � z✓ N O O O O O N O O O O t m N O O H 57W ` 7 M ld.H14.S T_'NL 56TH•PL W M-ld H1S5 JJ II i I %J �j / 58TH'PL W 58TH'AVE-W `. 56THAVE W = 56TH AVE`W 6TH AVE W $i �i ! r, T — m- O �x Ji�-L58TH'AVE W cr �� J R E 60TH AVE �N i3rjL_60TH AVE W 59TH AVE -W J 60TH AVE W S F o 62N AVE W 1y j 1�T w — PD 63RD o M ld ONZ9 63RD PL ' 64TH-AVE W, 2 3 - -"�`, M 65TH PL W nr 66TH_AVE W 3�y Hu� a F J ` 1S9 66TH VE•W ! AVE _W S M ," x r9 3�b ONZ9' 3 66TH_AVE WJ__ W 1- 6CH-41 _� , a mj-6 y 167TH PL W �EW� M LT Ln p L co C7 o > a>i W 68TIi AVE-W68TH•PL-W J a 9' M 3Ab H189 _, IAdWkIO,�' �' 69TH PLLW JI' �T �—.3 � / 70TH-PL W 210�390I21�(Il8 M 3ny H M IlOL �_ lr ,'^ o M 3AV H189 LL9' o o ic��j 70TH AVE W 3 IL ry I ry `' y M Q c v° '72ND AVE W ' 72ND W 3 M 3AV ONZL__a 'I� 1 72ND AVE W 74TH AVE W 7 RD P L`N` 4� - 74TH•PL�N 3 N d Ob£L M 3A1 H7bL 74TH AVE M �- J I �{' 1 1 1 Y _ 7d V) m iy�S : �; J'M,3AV H41 L 3: a - -- � g-98TH PL 1d 76TH_AVE_W 76TH AV.EW 1 77TH PLI W 77-TH AVE W 77TH P 77jTH AVE W. rid' ] t(l N H1LL 79TH AV W it ry� y H18 M_ M J F a Gym a ago a M 3Ab 1 IT P x r-r=p AVE W L 8 olu inz W M Id.HI18 M Id S H1661. 81'ST V _3j � N18L c 815 -ANEW � _ I W 8 AVE W 82ND W Fi�i= 82ND AVVV �r 83RD AVE W & 83RD-PL'W' C� N M f 8t&H AVE 84-1H A' W, 8� ~ E m u' L. •' M 8 86TH AV LL J 88TH AVE M W 8 H PL ' v a'� tnr t�n3 �\ W ="_'a n > W v s �a o-v o 4 a 7 �i 88TH PL v p��--'.H ?> 89TH P W�i0- .+S o > N' ❑ P,IEW DR yrOr �ry ry Nco W �` fir} `t1STAVE'W �92ND AV ri PARK PL 2TH PL N O M Id IS t6.� ' z 5 , a .M 3AV ON 6 N Q� �{� 95TH PL W aO QN�H�IH - -' >° 3� o —z AV �IdWIIO �� 99TH AVE'W 97TH AVE W �N I 98THAVE' W�'�� Lo I� C� ��i 1 9THfAV,E S ; O10.OTH AVE �_ L �i0 'Ib N 3AV'H1 _ V H16 t 8TH AVE S gTH A E•5 Py " H18 i B AVE S; 7TPI PL 5I'0_ a TH AVE S F C�j �Avg ` �+� I' ilju �G �I{ E p in _ E o o co E �AV,5 ) , i c 6TH AVE S✓-`r 06TH AVE W N N �N-3AV H 4-id H190T W M3;VH!N0T m '� �,L ITT \ �` Q M m�L a S S 3AV ON 1 %• 10 AV OWO3rrOb Hily, o0A1 D'_ Q �_ OTKA•RD _:bD PL u �`4 w 3 NTH:) ....� „ M M a° a o � CO M C i N ❑ > LU T ❑ O C J E E _ s✓ U U Lo O O O N O O O O M Ex N 0 rB CO ❑ 0 Q c L U 0 0 Z 0 E CL d 0 00 9 ~ � N E E E `o 7 J -0 `6a)I WIND ANALYSIS - NORTH ELEVATION 34 WEST ELEVATION SCALE: 1/4" =1`0" WIND ANALYSIS - WEST ELEVATION 35 Hill Shape: 2D Escarpments Exposure: B Diagrams _ Orientation: Downwind H = 270 ft Lh = 1103 ft x = 369 ft z = 15 ft -tt� µ = 4 4•� y 2.5 ESCARPMENT K1 = 0.184 KZ = 0.916 .1 tip K3 = 0.967 Speed-up 1�� sll pnindl Y(DAfInIW) fKit 1e r 2-D RIDGE OR 34) AXlSMMETRICAL HILL Notation H = Hcight of hill or escarpment relative to the upwind terrain. in ft (m). KI = Factor to account for shape of topographic feature and maximum speed-up effect. KZ = Factor to account for reduction in speed-up with distance upwind or downwind of crest. K3 = Factor to account for reduction in speed-up with height above local terrain. LJ, = Distance upwind of crest to where the difference in ground elevation is half the height of hill or escarpment, in ft (m). x = Distance (upwind or downwind) from the crest to the site of the building or other structure, in ft (m). = Height above ground surface at the site of the building or other structure, in ft (m). µ = Horinontal attenuation factor. y — Hei ht attenuation factor. Equations KJ=(1 +KtK�Ka)2 KI =determined from table below K, _ (I — 1x11pLrn) K, -c- 11, Parameters for Speed -Up over Hills and Escarpments KtI.N/La Expmur* Nis slrpe a C D Upwind o1 Crest Downwind of Crest If in KI/(!l/Lt,) 1.30 1.45 1 SS 1 1, 1, 0.75 0_85 11'15 2.5 1 1 0.95 1.05 1.15 4 1 � 1.5 *Equations per ASCE 7-16 Figure 26.8-1 Description By SpM Date 9/17/2024 Checked Date Kzt Calculation ENGINEERING Seale Sheet No. 250 4th Ave South Project Job No. Suite 200 Cantwell Residence 24292.10 Edmonds, WA nei 2� o- s s 1 ffl — . ° { UQ��2 (Lod , rah Description By g i ,5— Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project wat- Job No. Edmonds, WA 98020 CAN % 37 425.778.8500 www.cgengineering.com M 4 (-t z Of 3v a qfC) v C ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description By , ._ / Date 1 / /� 1 Checked Date Scale Sheet No. 38 8 project C Job No. 2� 2 (0 o _to a , 1, a """ 0,53 �® AO w � Description By '�""� Date`��� Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Job No. Edmonds, WA 98020 Project ,t 39 425,778.8500 www.cgengineering.com 0 q?, CYI Ok rw1) , (V NIA NIA ✓r 'ICI= cot Description By � *'� Dateq`��/�c( Checked J Date 11 ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project �, Job No. �� Edmonds, WA 98020 �j pp��99 425.778.8500 www.cgengineering.com 40" UPPER LATERAL KE,�, PLAN 1 a A 182.62 sf M EX. MUDROOM 00 Cri EX. WORKROOM 4' EX. GUESTR�93 sf - � 0 O EX. 5ATHR00 S� M O CV i T 2 SEISMIC LOAD INCREASE IS 0.6k COMPARED TO THE EXISTING SEISMIC LOAD OF 7.5k THEREFORE THE EXISTING INCREASE IS <10% AND NO EX. MEDIA ROOM FURTHER ANALYSIS IS REQUIRED PER IEBC 503.4. REFER TO THE WIND AREA COMPARISON 42 MAIN LATERAL KEY PLAN Upper Floor Shear Walls - Walls Below the Roof Framing X - Direction Walls Fx (EQ) = 4.9 kips (Story Shear) Story FIT = 7 Fx wind = 8.4 kips Sto Shear WaIIFR= 7 Max IJw 3.5 Wx = 78.5 PLF seismic Sos = 1.03 Wx= 133.3 PLF wind EQ I Wind EQ I Wind Governing EQ Wind E 63.0 4.9 8.8 nput Cell Input Cell w/ Formula Description Upper Floor Shear Walls BTJ Date 09/17/24 Checked Checked Date X-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 Project Cantwell Residence Job No. 43 Edmonds, WA 98020 24292.10 Wall Line Wall Mark SW Length Trib Width EQ, WL 2wlh EQ Shear Wind Shear SW Callout Reduced HD Length Gross Uplift Gross Uplift (o.s-o.t4sm(pL 0.6*DL Net Uplift Hold -dorm Line Load Line Load DL Trib End i End j End i End j End i End j End i End j A 1 3.75 6.5 1.0 136 203 SW6 3.3 1.1 2.3 0.1 0.1 0.1 0.1 2.2 INCREASE BY FOR PARTIALLY ENCLOSED STRUCTURE, PER PARTIALLY ENCLOSED CALCULATION 2.2 MST37 MST37 0.5 1.1 0.0 B 1 4.67 31.5 1.0 177 224 SW6 4.2 1.4 2.5 0.1 0.1 0.2 0.2 2.3 2.3 MST37 MST37 2 9.33 - 1.0 177 224 SW6 8.8 1.3 2.3 0.2 0.2 0.3 0.3 2.0 2.0 MST37 MST37 STRUCTURE IS WIND CONTROLLED AND THE INCREASE IN WIND AREA TO WALL LINE B THEREFORE NO ANALYSIS REQUIRED. SEE WIND AREA COMPARISON. 2.5 - 4.4 - 3.0 3.0 c � EXISTING LOADING OF WALL LINE C IS NOT TO CHANGE o0 Shearwalls: 1 /2"sheathing w/ HF studs Nil - 0 pit SW6 8d@6"o.c. 242 pit SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d(al2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf 2SW2 8d@2"o.c. 1190 plf Re -Galt 1200 plf Fbldown Table (Floor Clear Span = 16") Nil - 0 kips None - 0.5 kips MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips kips kips Re -Galt 6.5 kips Upper Floor Shear Walls - Walls Below the Roof Framing ' Y - Direction Walls Fy (EQ) = 4.9 kips (Story Shear) Story Frr = 7 F wind = 4.3 kips Sto Shear Wall ffr= 7 Max h/w 3.5 Wy = 215 PLF seismic S. = 1.03 WY = 187 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.e-o.143m)DL 0.6*DL Net Uplift Hold -dorm Line Line DL Line Mark Length Width 2w/h Shear Shear Callout HD Length Uplift Uplift End i End j End i End j End i End j End i End j Load Load Trib 1 A 3.25 11.5 0.9 157 97 SW6 2.8 1.2 1.0 0.2 0.2 0.2 0.2 1.1 1.1 MST37 MST37 2.5 2.2 9.0 B 2.75 - 0.8 185 115 SW6 2.3 1.2 1.1 0.1 0.1 0.2 0.2 1.1 1.1 MST37 MST37 - - 9.0 C 5.5 - 1.0 145 90 SW6 5.0 1.1 1.0 0.3 0.3 0.4 0.4 0.8 0.8 MST37 MST37 - - 11.0 D 5.5 - 1.0 145 90 SW6 5.0 1.1 1.0 0.3 0.3 0.4 0.4 0.8 0.8 MST37 MST37 - - 11.0 2 PER WIND AND SEISMIC LOAD COMPARISON, ANALYSIS OF WALL 90 LINE 2 IS NOT REQUIRED 90 ,, D £. 23.0 4.9 4.3 _ Input Cell Input Cell w/ Formula Description Upper Floor Shear Walls By BTJ Date 09/17/24 Checked Date Y-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 44 Project Cantwell Residence Job No. Edmonds, WA98020 24292.10