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REV1 REVIEWED BLD2023-0908+Structural_Calculations+2.6.2024_9.35.35_AM+4041891BLD2023-0908 C � ENGINEERING 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5S36 civil & structural engineering & planning REVISION Feb 06 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ................................................. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT. STRUCTURAL CALCULATIONS Kean Residence 10533 243" PI SW Edmonds, WA 98020 GWA t 9 L�' SSIONAL� I CG Project No.: 23170.10 Protect Description This project consists of a remodel and 600SF addition at an existing 1-story single-family residence in Edmonds. The proposed addition will consist of trusses supported on wood walls, beams, posts, and concrete foundations. The interior space of the addition will have a crawlspace foundation and the covered porch will have a slab on grade. At the existing structure, several interior bearing walls will be removed. New beams, posts, and footings will be provided as required. Additionally, the existing cantilevered roof at the entry will be enclosed with wood walls and a crawlspace foundation. 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) Floor Dead 15 psf Live 40 psf Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category B Importance Factor, IW 1 (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 1.025 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date Project Summary Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Kean Residence 23170.10 1 Gravity Design Loads Roof DL Roofing Material 2.5 psf 1/2 Sheathing 1.7 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Trusses @ 24" OC 3.0 psf M/E 1.0 psf Misc 1.0 psf 13.0 psf USE 15.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x12 @ 16" OC 3.3 psf M/E 1.0 psf Misc 1.0 psf 13.4 psf USE 15.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf � Description Gravity Design Loads By LS Date 06/17/23 Checked Date ^ ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 2 Project Kean Residence Job No. Edmonds, WA98020 23170.10 Sys v C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425,778.8500 www.cgengineering.com Description GRAVITY KEY PLAN By LS Date 2/1/2024 Checked Date Scale Sheet No. Project KEAN RESIDENCE Job No. 23170.10 2 Li � V Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020 KEAN RESIDENCE 425,778.8500 23170.10 L2LJ www.cgengineering.com Beam Design - Uniformly Loaded Beams DL DL LL LL SL SL TRIB W ID L (FT) TYPE (PSF) TRIB (PSF) TRIB (PSF) (FT) (PLF) (PLF) SIZE RD (K) RL (K) RS (K) (FT) (FT) BM1 13 ROOF 15 6.5 0 0 25 6.5 325 6x10 DF #2 0.63 0.0 1.06 BM2 10.5 ROOF 15 12 0 0 25 12 480 3 1/2 x9 1/4 PSL 0.9 0.0 1.6 BM3 5 ROOF 15 12 0 0 25 12 480 4x6 HF #2 0.5 0.0 0.8 BM4 5.75 ROOF 5 14 0 0 25 14 420 4x8 HF#2 0.2 0.0 1.0 BM5 6 ROOF 15 12 0 0 25 12 480 4x8 HF#2 0.5 0.0 0.9 BM6 5 ROOF 15 12 0 0 25 12 480 4x6 HF #2 0.5 0.0 0.8 ; C"""P,— Beam Design -Y LS a`e 02/01/24 Checked Date - Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA98020 Kean Residence 23170.10 0� Joist Design Joist PpL (PSF) PLL (PSF) Spacing (in) L,= LACTUAL F,11 (1) 2 x 12 H F#2 15 40 16 16.77 15.00 (NOT USED) x x x x x x x x NOTES: 1. Shaded Cells Are Input Cells 2. All Calculated Lengths Are in Feet. 3. Total Load Deflection (LTL A) is limited to L/240. 4. Live Load Deflection (LLL A) is limited to L/360. Description Floor Joist Design By LS Date 6/17/2023 r Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project Kean Residence Job No. 23170.10 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 51/2 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 31/2 x 7 114 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 - 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 6x10 DF #2 3404 1 2219 1541 1 1132 1 867 685 1 555 458 1 385 1 328 283 1 247 217 1 192 171 1 154 1 139 3112 x 9114 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 31/2 x 91/2 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 51/4 x 91/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 51/4 x 91/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 91/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 3112 x11 114 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 31/2 x11 718 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 5114 x11 114 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 5114 x11 718 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x11 7/8 PSL 6160 1 5280 1 4620 1 4107 1 3663 1 3027 1 2543 1 2167 1 1869 1 1628 1 1411 1 1176 1 991 1 842 1 722 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 (1-/240 Snow Load) 4. This table is applicable for WLL/Wog <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (CD) C� eS11P"O Beam Span Table -Y LS a 06/17/23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. oath Suite 200 Project Job No. - rds, WA 98020 Kean Residence 23170.10 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 #2 815 522 362 266 204 160 136 - - - - - - - - - - 3 1/2 x 51/2 LSL 1340 858 546 344 230 162 138 - - - 4x8 HF #2 1270 902 627 460 353 279 250 186 155 122 31/2 x 7 114 LSL 2275 1456 1011 743 522 367 312 201 155 122 6x8 DF #2 1880 1203 836 614 470 371 333 249 209 178 153 134 114 - 4x10 HF #2 1620 1296 942 692 530 419 376 280 236 201 173 151 133 113 6x10 DF #2 2960 1930 1340 984 754 596 535 399 335 285 246 214 188 167 149 134 118 3112 x 9114 PSL 3130 2504 2087 1789 1553 1169 994 640 493 388 310 252 208 173 146 124 106 31/2 x 91/2 PSL 3215 2572 2143 1837 1608 1270 1080 696 536 421 337 274 226 188 159 135 116 51/4 x 91/4 PSL 4695 3756 3130 2683 2328 1753 1490 960 739 582 466 379 312 260 219 186 160 51/4 x 91/2 PSL 4825 3860 3217 2757 2413 1905 1620 1043 804 632 506 412 339 283 238 202 174 7 x 91/2 PSL 6430 5144 4287 3674 3215 2540 2160 1391 1072 843 675 549 452 377 318 270 231 6x12 DF #2 3585 2829 1964 1443 1105 873 784 584 491 418 361 314 276 245 218 196 177 3112 x11 114 PSL 3810 3048 2540 2177 1905 1693 1593 1155 889 700 560 455 375 313 264 224 192 31/2 x11 7/8 PSL 4020 3216 2680 2297 2010 1787 1693 1316 1050 826 661 538 443 369 311 265 227 5114 x11 1/4 PSL 5710 4568 3807 3263 2855 2538 2390 1739 1340 1054 844 686 565 471 397 337 289 5114 x11 7/8 PSL 6030 4824 4020 3446 3015 2680 2539 1974 1575 1239 992 807 665 554 467 397 340 7 x11 7/8 PSL 8035 6428 5357 4591 4018 3571 3383 2632 2090 1644 1316 1070 882 735 619 526 451 7 x11 7/8 PSL 5357 1 4591 1 4018 1 3571 1 3383 1 2632 1 2090 1 1644 1 1316 1 1070 1 882 1 735 1 619 1 526 1 451 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 (1-/360 Live Load) 4. This table is applicable for WLL/Wog <= 4.0 5. Table values include the Size Factor (CF) C JI 1 rIP"O° Beam Span Table -Y LS 1d�e 06/17/23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. Suite 200 South Project Job No. - rds, WA 98020 Kean Residence 23170.10 BEARING WALL TABLE IBC 2018, NDS 2018 Date modified 10-2-14 ALLOWABLE LOAD (PLF) 8ft 9ft 1 Oft STUD 8" O.C. 12" O.C. 16" O.C. 8" O.C. 12" O.C. 16" O.C. 8" O.C. 12" O.C. 16" O.C. 2x4 HF Stud Grade 3191 2127 1596 2640 1760 1320 2203 1469 1101 2x4 HF #2 3704 2469 1852 2991 1994 1496 2458 1639 1229 2x4 HF #1 3987 2658 1993 3465 2310 1733 2855 1903 1427 2x4 DF Stud Grade 3620 2413 1810 3014 2010 1507 2525 1683 1263 2x4 DF #2 4474 2983 2237 3635 2424 1818 2999 1999 1499 2x4 DF #1 4808 3205 2404 3901 2601 1950 3215 2143 1607 3x4 HF Stud Grade 5318 3546 2659 4401 2934 2200 3672 2448 1836 3x4 HF #2 6113 4075 3056 4986 3324 2493 4097 2732 2049 3x4 HF #1 6113 4075 3056 5775 3850 2888 4758 3172 2379 3x4 DF Stud Grade 6033 4022 3016 5024 3349 2512 4209 2806 2104 3x4 DF #2 7457 4971 3728 6059 4039 3030 4998 3332 2499 3x4 DF #1 8013 5342 4007 6501 4334 3251 5358 3572 2679 2x6 HF Stud Grade 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 HF #2 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 HF #1 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 DF Stud Grade 8701 5800 4350 8084 5390 4042 7396 4930 3698 2x6 DF #2 9668 6445 4834 9668 6445 4834 9668 6445 4834 2x6 DF #1 9668 6445 4834 9668 6445 4834 9668 6445 4834 Notes: 1. This table assumes that the studs are braced by either sheathing or gypsum wall board. 2. Values shown are in plf and represent 100% bearing capacity based on the February 2018 report by American Wood Council for "Fire -Resistance -Rated Wood -Frame Wall and Floor/Ceiling Assemblies" 3. Bold and italicized values are controlled by bottom plate bearing capacity. 4. All DF studs assume a DF bottom plate. 5. All appropriate CF and Cb factors have been included. 6. Engineer should apply the Ci factor to the allowable loads shown when pressure treated studs are necessary. 7. Engineer should consider out of Plane loads where appropriate. Description By LS Date06/17/23 Bearing Wall Capacity Table Checked Date ENGINEERING scale Sheet No. 250 4th Ave. South Suite 200 Project Kean Residence Job No. Edmonds, WA 98020 23170.10 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 59875 4,953 49221 3,635 3,159 2,769 2,445 PSILL 89505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 49896 4,128 3,518 3,029 2,632 2,307 2,038 PSILL 79619 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 17,927 17,066 15,985 14,711 13,323 11,927 10,609 9,418 8,369 7,457 6,668 PSILL 10,707 10,707 10,707 10,707 10,707 10,707 - - - - - (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 79876 6,583 59577 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 - - - - 6x10 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 LS Date 06/17/23 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 20o Project i Kean Residence Job No. 23170.10 10 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 500 PLF Maximum Load to Interior 2x4 Wall 560 PLF Use 2x Stud Grade @ 16" o.c. for all Stud Walls Foundation Desiqn Based on IBC Chapter 18, 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 LS Date 06/17/23 C Columns / Bearing Walls / Foundations Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Kean Residence Job No 23170.10 Edmonds, WA 98020 11 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 = 1.281 Lat. = 47.779 St = 0.449 Long. _ -122.375 SMS = FaSs = 1.537 Fa = 1.200 SMt = F St = 0.831 F = 1.851 SDS = (2/3)SMS = SDt = (2/3)SM, _ Ta = Cthnx R Factor = IE Factor = 1.025 0.554 0.16 Ct = 0.02 hn = 16 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 = (SD1IW)/RTa = 0.533 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 LS Date 06/17/23 Checked Date ENGINEERING Seale NTS Sheet No. 250 4th Ave. South Project Job No. Suite 200 Kean Residence Edmonds, WA98020r- --1 23170.10 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= 16 Mean Roof Height (feet) hmean= 13.5 Building Length (feet) L= 60 Building Width (feet) W= 48 End Zone Width, a (feet) a= 4.8 Figure 28.6-1 Roof Angle Angle= 21.3 Design Wind Pressure, psi PS30A= 20.2 Figure 28.6-1 Design Wind Pressure, PS3 PS30B= -3.2 Figure 28.6-1 Design Wind Pressure, p53 Ps30c= 13.7 Figure 28.6-1 Design Wind Pressure, PS3 P530D= -1.4 Figure 28.6-1 Height/Exposure Adjustm X,,aX 1.00 Topo. Effect Coeff., Kzt KZt= 1.00 Vasd = Vult*VO.6 Section 1609.3.1 MMA Design Wind Load ULT ASD p,=Jt*Kzt*ps30 ps=X*Kzt*ps30*O.6 PS30A= 20.2 12.1 PS30B= -3.2 -1.9 p530c= 13.7 8.2 PS30D= 1 -1.4 1-0.9 Minimum Wind Load ULT ASD ps=1t*Kzt*pS30 ps=A*Kzt*ps30*O.6 PS30A,c= PS30B,D= 16.0 8.0 9.6 4.8 4MDescription Wind Summary ENGINEERING 250 4th Ave South project Suite 200 Edmonds, WA 98020 Kean Residence By LS Date 6/17/2023 Checked Date Scale Sheet No. NTS Job No. 23170.10 13 6/16/23, 1:46 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ Lll C Hazards by Location Search Information Address: 10533 243rd PI SW, Edmonds, WA 98020, USA Coordinates: 47.7785549,-122.3747811 Elevation: 307 ft Timesta m p: 2023-06-16T20:46:18.715Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description sg 1.281 MCER ground motion (period=0.2s) Si 0.449 MCER ground motion (period=1.0s) SMs 1.537 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDg 1.025 Numeric seismic design value at 0.2s SA SDl * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Mt. ;noqualmie nal Forest W Seattle °Redmond s' o Bremerton Renton rIon Is .orest�i SeaTa[ Map data ©2023 Google Report a map error Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRg 0.913 Coefficient of risk (0.2s) CR1 0.897 Coefficient of risk (1.0s) PGA 0.543 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.651 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.281 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.404 Factored uniform -hazard spectral acceleration (2 % probability of exceedancein 50 years) SsD 1.847 Factored deterministic acceleration value (0.2s) S1 RT 0.449 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.501 Factored uniform -hazard spectral acceleration (2 % probability of exceedancein 50 years) S1D 0.731 Factored deterministic acceleration value (1.0s) PGAd 0.655 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. 14 Disclaimer hftps:Hhazards.atcouncil.org/#/seismic?lat=47.7785549&Ing=-122.3747811 &address=10533 243rd PI SW%2C Edmonds%2C WA 98020%2C USA 112 6/16/23, 1:45 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ MC Hazards by Location Search Information Address: 10533 243rd PI SW, Edmonds, WA 98020, USA Coordinates: 47.7785549,-122.3747811 Elevation: 307 ft Timesta m p: 2023-06-16T20:45:52.551 Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI25-Year 73 mph MRI25-Year MRI50-Year 78 mph MRI50-Year MRI 100-Year 83 mph MRI 100-Year Risk Category l _____ 92 mph Risk Category l Risk Category II 97 mph Risk Category II Risk Category III --- 104 mph Risk Category III -IV Risk Category IV 108 mph Nanl„ nip uonagit' ore, 72 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph Mt. Baker-Snoqualmie - National Forest N Seattle °Redmond 0 Bremerton Renton 07 SeaTac Map data ©2023 Google Report a map error ASCE 7-05 ASCE 7-05 Wind Speed 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. 15 hftps:Hhazards.atcouncil.org/#/wind?lat=47.7785549&ing=-122.3747811 &address=10533 243rd PI SW%2C Edmonds%2C WA 98020%2C USA 1/1 Topo North America TM 10 Edmonds UnderWater FOM GLEN ST GLEN ST Qp 20. STSW 204TH ST SW k eFCNOs zNO 205THIPl SW 1, `�� T 3r �lG�-�yu' �� 206�H'PL1 -1 h Sa)bnd t0a 52a = '� ! i I Seattle Heights W DAB toN =-Edmonds - p{n 2.09TH ST SW Nrr I o a�o= y\ WAENUTST-�" 1�L < D �� 212TtH ST SW o w m =1 ' jf213TH �T SW 3 m-'^a i$ Tc z tRni-"0I_Nil/ m m Edwards Point o ' 0D O j T} H'A•Y Tvt of O1 f. 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Elev: -0.1 ft Climb Dist: 1.1 mi Desc Dist: 2.0 mi Data use subject to license. © DeLorme. Topo North America- 10. www.delorme.com MN (14.6-E) 4 Scale 1 : 46,875 o r y r 0 � , 11 2 km 1" = 3,906.3 ft Data Zoom 12-1 16 Topo North America TM 10 L 10 r✓GFT I �_Lynnwood 0 gn I - -" G4SPERS,ST le d �akk I " "' - �a u m " • �J , `Cedar Valley y , S6ue 1Q4 EdmOn_ds MAIN ST Seattle Heights 181q , ST SW 242 ST-SyV -/212TH Edwards Point z; W SIN SAY m `r Z p o -r' x t78 <> > 220TH ST,SW m �220 .N ST SW `, Woo way �- L ESP nce m +' J179 y �- Os� I n 23 ST SIW D7 $ ACHUSETTRD — T Mountlake7errace 3 =- omt'W'el. N47` 46.713' m� v j° W 122122.J8T ao + e- "=----------------------------- * =_, 9L'244THSTSW t04 i.. w _ 178¢`*P ichmond Beach- ` [ 7 Echo Lake m Z r N18STIST R Rich,.ond,Highlands I. 1'76 = 24TH-AVE NE — N 175TH ST' City o North17 Shoreline _ CrJ_ L Ronald Ridgecrest eta ' - Thenlanas j `\ Z 99 Parkwood NE ISSTH ST Z Spring.Beach n > Z J W'145TH ST Foy 175 Eve_ rgreen f Uparamount Parkr ( NE r' EDGEWATER_L'N L n 175 KBDwood SITE 505.7 ft 450 ft H/L<0.20 300 ft ... KZT=1.0 150 ft Oft -150 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: -419.4 ft Avg Grade: 4 Climb Elev: 222.2 ft Desc Elev: 641.7 ft Max. Elev: 505.7 ft Min. Elev: -0.2 ft Climb Dist: 1.2 mi Desc Dist: 1.9 mi Data use subject to license. © Del-orme. Topo North America- 10. www.delorme.com TN* IN (14.6-E) Scale 1 : 62,500 ml 114 2 1" = 5,208.3 ft Data Zoom 11-6 17 Topo North America TM 10 ` Li a 7 - Ln ' ' ' "`- apIe�d�P k � � � _--'- CASP.ERS STI - r Lynnwood n < I c � —�� � —� Cedar -Valley - Prr ei'' 1 a ,Sdirnd s T i 104 Edmonds "MAIN-ST ., a Seattle Heipllts 181A oft � � � x 2I2Z ST SW DON m > Edwards Point z' wAY j O o J _. � o' 179 v r,7� LU ` -' 220TH ST SW m 220TH1" ' `[— Shy \Wo a `c0 Es w u,r �S I 1 7 -n r� 23 ST SW _ x rL WACHUs.TT_R < - PointtV�J0 'm� N47° 46.713' AEI 'i W122°22.48T to �. ar ndale { r ,- ------ — ,w Sr . v 2Lc 4-4TH ST1S 1 - -------- - - *- w °° 17`� RichMond,Bea'eh Echo yF l A m z TST N 185TFi w m r- Richm_ ondlHighlands S� I F LU 17s q 24TH,AVE NE x N 175TH ST North City' 176 Y Shoreline Cry _ Ronald 7Ridpecrest The -Highlands 99 I_ D Packwood NE-155TH ST Z S Spring Beach _ w Lt z < Evergreen 175 .; Paramo- �unt P I NW1145TH ST Foy I II' N _EDGEWA ER_LN NE_I 175 Kenwood ;`�=��_ - t' SITE 399.9 ft H/L<0.20 300 ft ... KZT=1.0 200 ft 100 ft Oft 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: -216.3 ft Avg Grade: 5 Climb Elev: 468.0 ft Desc Elev: 684.3 ft Max. Elev: 399.9 ft Min. Elev: 39.1 ft Climb Dist: 1.9 mi Desc Dist: 2.1 mi Data use subject to license. © DeLorme. Topo North America- 10. www.delorme.com TN* IN (14.6-E) Scale 1 : 62,500 ml 114 2 1" = 5,208.3 ft Data Zoom 11-6 18 Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area wpL Story w; - hi wX - hXk Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Ew;.hik Fx Fx Roof Framing 20 2400 48.0 8 384 1.00 5.4 5.4 0 0.0 0 0 0.00 0.0 5.4 0 0.0 0 0 0.00 0.0 5.4 0 0.0 0 0 0.00 0.0 5.4 0 0.0 0 0 0.00 0.0 5.4 E = 48.0 - 384 1.00 5.4 - Base Shear (ULT) 7.6 kips Base Shear (ASD) 5.4 kips * note that all table forces are ASD Seismic Forces -Vertical Distribution Including Rho Refer to ASCE 7-16 Section 12.3.4.2 Sum Diaphragm Rho Shear Level p Fx Fx Roof Framing 1.0 5.4 5.4 1.0 0.0 5.4 1.0 0.0 5.4 1.0 0.0 5.4 1.0 0.0 5.4 E = 5.4 - Diaphragm Forces -Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; Level (kips) E w; (kips) F; (kips) E F; (kips) E F; . wpx E w; Fpx (Min) 0.2SosiWPx FPx (Max) 0.4SosiWPx FPX Govern Roof Framing 48.0 48.0 5.4 5.4 5.4 7.0 14.1 7.0 0.0 48.0 0.0 5.4 0.0 0.0 0.0 0.0 0.0 48.0 0.0 5.4 0.0 0.0 0.0 0.0 0.0 48.0 0.0 5.4 0.0 0.0 0.0 0.0 0.0 48.0 0.0 5.4 0.0 0.0 0.0 0.0 Description Seismic & Diaphragm Force Distribution By LS Date 06/17/23 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Kean Residence Edmonds, WA 98020 23170.10 19 Wind Forces X-Dir Y-Dir Diaphragm Story Height Elevation (ft) (ft) B L (ft) (ft) p,asd p,asd (K) (K) Level Roof Framing 8 8 48 60 4.0 4.5 ROOF TYPE GABLE X-DIR STORY TYPE A,A (SF) A,B (SF) A,C (SF) A,D (SF) FX (LBS) Roof Framing 77.0 111.0 200.0 131.0 4014.0 Y-DIR STORY TYPE A,A (SF) A,B (SF) A,C (SF) A,D (SF) FY (LBS) Roof Framing 93.0 84.0 234.0 148.0 4486.1 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description Wind Design By LS Checked Scale NTS project Kean Residence Job No. 23170.10 Sheet No. 06/17/23 20 Noprfl if 0„ I Description WIND AREAS By LS Date6/16/2023 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project KEAN RESIDENCE Job No. 425,778.8500 23170.10 www.cgengineering.com 21 'PLAN Description ENGINEERING 250 4th Ave. South Suite 200 Project Edmonds, WA 98020 425.778.8500 www.cgengineering.com KEAN RESIDENCE By LS Date 6/16/20231 Checked Date Scale Sheet No. Job No. 23170.10 22 Uooer Floor Shear Walls -Walls Below the Roof Framing Story Fff = 8 IF. (EQ) = 5.4 kips (Story Shear) Fx wind = 4.0 kips(Story Shear Wall h(f = 8 Atax hAv 3.5 Wz= 5405.5 PLF seismic S.= 1.02 Wx= 4014.0 PLF wind X - Direction Wails Wall Wall SW Trib EQ, WL EG Wind SW Reduced Gross Gross (0.6L.146Q)g 0.6 • DL Net Uplift Hoid-down Line Llne OL End i End j End I End j End 11 End j End I End j Line Mark Length 2wih Shear Shear Callout HD Length Uplift Uplift Load Load Trib A 1 12.5 0.15 ; 1.0 65 57 SW6 12.0 ' 0.5 0.7 0.2 '0.2 0.3 C0.3 0.4 0.4 None None 0.8 1.0 U.0 P- - 0.0 .' ' - 0.0 15% EIS MI TRIB o.a 25o WIND RIB 0.0 0.0 0.0 0.0 o.o B 1 4.33 0.5 1.0 239 127 SW6 3.8 2.2 1.6 0.2 0.2 0.2 0.2 2.0 2.0 HDU2 HDU2 2.7 2.0 7A ) 2 7 1.0 239 127 SW6 6.5 2.1 1.5 0.3 0.3 0.4 0.4 1.8 1.8 HDU2 HDU2 - - 7.0+ 0.0 - - - 0.0 0.0 0.0 0.0 0,0 - - - '0 0.0 2 4.6 1.0 6 4.2 1.4 0'.8 0.1 0.1. 0.1 0.1 : 1.3 1.3 HDU - - 0.0 35% EISMI TRIB 4id Sw`i ;,L o.o 0.0' 255 W(NDTRIB NO CHANGE 0.0i 0.0 0.0 'l - 0.0 - 0.0 0.0 0.0 0.0 ' - - 0.0 ' - - 0.0 '. 0.0 0.0 0.0 0.0 I 0.0 0.01 0.0 0.0 0.0 0.0 r 0.0 0.0 '. 0.0 0.0 0.0 0,0 0.0 ShearwalW l 2'sheathing wl HF studs Nil - 0 pif SW6 8d@6'o.c. 242 pit SW4 8d@4'o.c. 350 pit SW3 8d@3'o.c. 455 pit SW2 8,1@2-oc. 595 pit 2SW4 8d@4'o<. 706 pit 2SW3 8d@3'o.c. 910 pif 2SW2 8dQ2-o.c. 1190 PIt Re -Gait t200 1 plf C G ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Holdown Table Nil 0 kips None - 0.5 kips H002 (2}2x HF 2.215 kips H004 (2}2x HF 3.3 kips HDU5 (2)-2x HF 4A kips HDU8 4x DF#2 7.0 kips HDU11 54 DF#1 9.5 kips HOU14 64 DF#1 14A kips kips kips Re -Galt 14.5 kips Input Ceu Input Call w/ Formula Floor Shear Walls I , LS X-Direction Kean Residence NTS 23170.10 No. Upper Floor Shear Walls - Walls Below the Roof Framinq . Y - Direction Walls Fy (EQ) = 5.4 kips (Story Shear) Story HT = 8 Fy (wind) = 4.5 kips Story Shear) Wall HT = 8 Max I✓w 3.5 Wy = 5406 PLF seismic S. = 1.02 Wy = 4486 PLF wind EQ Wind EQ Wind Governing F EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (a.64.l4smpL 0.6 • DL Net Uplift Hold-down 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 7 0.5 1.0 146 87 SW6 6.5 1.3 1.0 0.4 0.4 0.5 0.5 0.9 0.9 HDU2 HDU2 2.7 2.2 9.5 B 11.5 - 1.0 146 87 SW6 11.0 1.2 1.0 0.6 0.6 0.8 0.8 0.6 0.6 HDU2 HDU2 - - 9.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 A 11.42 0.15 1.0 71 56 SW6 10.9 0.6 0.7 0.7 0.7 0.9 0.9 0.0 0.0 None None 0.8 0.9 12.0 - - 0.0 - - 0.0 15% SEISMIC TRIB 0.0 20% WIND TRIB o.o 0.0 0.0 o.o 0.0 0.0 3 NO CHANOe 0.35 1.9 2.2 0.0 0.0 0.0 35% EISMI TRIB 0.0 50% WIND TRIB o.o o.o 0.0 0.0 o.o 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o o.o E 1.0 5.4 4.5 =Input Cell Input Cell w/ Formula Description Upper Floor Shear Walls 13YLS Date 06/17/23 Checked Checked Date Y-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 Project Kean Residence Job No. Edmonds, WA 98020 23170.10 24