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REVIEWED BLD BLD2021-1323+Structural_Calculations+9.15.2021_9.00.26_PM+2411817C � ENGINEERING 250 WI` Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning REVIEWED BY CITY OF EDMONDS RECEIVED Sep 28 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-1323 STRUCTURAL CALCULATIONS Crall Residence Addition 611 Sater Ln Edmonds, WA 98020 1S � • T Og AA Fri e� 45901 ZONAL CG Project No.: 21224.10 Project Location 611 Sater Ln Edmonds, WA 98020 Project Description This project consists of an addition and renovations to an existing two-story house. The proposed renovations include removal of a load bearing wall, modifications to existing exterior openings, and single story addition at the second story supported by columns. Existing framing consists of manufactured roof trusses, dimensional lumber floor framing, and plywood shear walls. The foundation consists of conventional concrete foundation elements. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Roof Loads Dead 12 psf Snow 25 psf Floor Loads Dead 12 psf Live 40 psf Wind Parameters 97 MPH Wind Speed, 3-Sec Gust Exposure Category B Risk Category II (Non -Essential Facility) Mean Height = 22' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = Cs*Wp Sds = 1.031 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description ENGINEERING Project summary 250 4th Ave South project Suite 200 Edmonds, WA 98020 Crall Residence By RMK Date 6/, Checked Date Scale Sheet No. NTS 21224.10 Gravity Design Loads Roof DL Roofing Material 2.0 psf 1/2 Sheathing 1.4 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Trusses @ 24" OC 3.0 psf M/E 1.0 psf Misc 0.8 psf 12.0 psf USE 12.0 psf EXIST ROOF USE 12.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x10 @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.4 psf USE 15.0 psf EXIST FLOOR USE 12.0 psf Roof LL (Snow) 25.0 psf Floor LL 40.0 psf Description Gravity Design Loads By LAT Date 06/25/21 Checked Date --0 ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Crall Residence Job No. Edmonds, WA 98020 21224.10 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 1 14 15 16 17 18 19 20 4x6 HF #2 937 600 417 306 234 185 150 124 104 - - - - - 3 1/2 x 5i1/2 LSL i 1541 986 685 503 369 259 189 142 109 - - - - - - - 4x8 HF #2 1461'' 1038 :721 529 405 320 259 214 180 154 132 115i 101- 31/2 x 71/41SL' 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 11116 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 1863i 1490 1084 796 610 482 390' 322 271 231 199 173' 152 135 120 108 - 3 1/2 x 9 114 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 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 3 112 x 9 1/2 LSL' 3634' 2907 '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' 5 1/4 x 9 112 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 1 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 211/16 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 112 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` 51/4 x11 114 PSL 6567 5253 4378 3752 3283 2918 2480 2050 17221 1468 1265 1097 904 754 1 635 540 463 211/16 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 3' 1/2 x 11 718 LSL 4543 3634 ;3028 2596 2220 1754 1420' 1174 986 841 725 631 530 441 372 316 271'' 3 1/2 x 11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 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 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 WLL/WDL <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (CD) o Description Beam Span Table By RMK Date 06/25/21 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite200 Project Crall Residence Job No. Edmonds, WA98020 21224.10 Beam Span Table - Floor Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 1 5 6 7 1 8 9 10 11 12 13 14 15 16 17 1 18 19 20 4x6 HF #2 815 522 362 266 204 160 117' - - - - - - - 3 112 x 51/2 LSL' 1340 858 546 344 230 162i 118 - - - - - - - - - - 4x8 HF #2 1270 902 627 460 353 279' 226 186 155 122 - - - - - - - 3112 x 7114 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 - - - - 2 11/16 x 9 114 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 - - - 3 1/2 x 91/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 5 114 x 9 1/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 2 11116 x 9 1/2 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 31/2 x 9'1/2 LSL 3160 2528 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 - 3112 x 9112 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6xl0 DF #2 2960 1930 '1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118' 5 1/4 x 9112 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 9 1/2 PSL 64301 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 3112 x 11 1/4 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 31/2 x11 114 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6xl2 DF #2 3585' 2829 '1964 1443 1105 873' 707 584 491 418 361 314I 276 245 218 196 177'i 5 1/4 x 11 1/4 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 1 686 565 471 397 337 289 2 11116 x 11 7/8 PSL 30851 2468 2057 17631 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 3 112 x 11 718 LSL 3950+ 3160 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169i 3 112 x 11 7/8 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 5 1/4 x 11 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: C O ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 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 WLL/WDL <= 4.0 5. Table values include the Size Factor (CF) Description Beam Project Crall Table No. 21224.10 No. 06/25/21 HF Column & HF Sill Plate Capacity TABLE 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 1355 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 1843 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 - - - - 46HF#2 14,409 11327 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 - - - - 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 RMK Date 06/25/21 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Crall Residence Job No. 21224.10 Zk-,,l erg s I C Cl I k 0 a 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 rW (A,) Aj �O / AJ P'14 (tbl") 6" j LIT" Description By IC ,< Date � _ r Checked Date ENGINEERING (\ U Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020 425.778.8500 G ( 2 �� 6 www.cgengineering.com Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 25 JUN 2021, 4:06PM File: crall2.20.ecs General Beam Software copyright ENERCALC, INC.1983-2020, BuiId:1.20.8.24 DESCRIPTION: Exist FB1 _General Beam Properties_ Elastic Modulus 29,000.0 ksi Span #1 Span Length = 9.0 ft Area = 10.0 in^2 Moment of Inertia = 100.0 inA4 Span = 9.0 ft plied Loads Uniform Load : D = 0.0120, S = 0.0250 ksf, Tributary Width =14.50 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending = 5.432 k-ft Maximum Shear = 2,414 k Load Combination +D+S+H Load Combination +D+S+H Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.019 in 5806 Max Upward Transient Deflection 0,000 in 0 Max Downward Total Deflection 0.028 in 3923 Max Upward Total Deflection 0.000 in 1270131 Maximum For_c_e_s_& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega vveian rviHAioww Cnvewpa Dsgn. L = 9.00 ft 1 +D+H Dsgn. L = 9.00 ft 1 +D+L+H Dsgn. L = 9.00 ft 1 +D+Lr+H Dsgn. L = 9.00 ft 1 +D+S+H Dsgn. L = 9.00 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 9.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 9.00 ft 1 +D+0.60W+H Dsgn. L = 9,00 ft 1 +D+0.70E+H Dsgn. L = 9.00 ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn, L = 9.00 ft 1 +D+0.750L+0.750S+0.450W+H Dsgn. L = 9.00 ft 1 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 9.00 ft 1 +0.60D+0.60W+0.60H Dsgn. L = 9.00 ft 1 +0.60D+0.70E+0.60H Dsgn. L = 9.00 ft 1 Overall Maximum Deflections 5.43 5.43 2.41 1.76 1.76 0.78 1.76 1.76 0.78 1.76 1.76 0.78 5.43 5.43 2.41 1.76 1.76 0.78 4.51 4.51 2.01 1.76 1.76 0.78 1.76 1.76 0.78 1.76 1.76 0.78 4.51 4.51 2.01 4.51 4.51 2.01 1.06 1.06 0.47 1.06 1.06 0.47 Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" DO Location in Span +D+S+H 1 0.0275 4.545 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project I D: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 25 JUN 2021, 4:06PM General Beam _ c.20.ec6 File: Software copyright ENERCALG INC.1983-202Q BuildId:12.20.8.24 L DESCRIPTION: Exist FB1 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.414 2.414 Overall MlNimum +D+H 0.783 0.783 +D+L+H 0.783 0.783 +D+Lr+H 0.783 0.783 +D+S+H 2.414 2.414 +D+0.750Lr+0.750L+H 0.783 0.783 +D+0.750L+0.750S+H 2.006 2.006 +D+0.60W+H 0.783 0,783 +D+0.70E+H 0.783 0.783 +D+0.750Lr+0.750L+0,450W+H 0.783 0.783 +D+0.750L+0.750S+0.450W+H 2.006 2.006 +D+0.750L+0.750S+0.5250E+H 2.006 2,006 +0.60D+0.60Wr0.60H 0,470 0.470 +0.60D+0.70E+0.60H 0,470 0.470 D Only 0.783 0.783 Lr Only L Only S Only 1.631 1.631 W Only E Only H Only 0186 1176 2166 356 4,46 636 6126 7,16 8,06 896 Distance (R) 1 +D+H 1 +D+L+H 1 +D+Li+H 1 +D+S+H 0 +D+6,7S0b+6.7S6L+H M +D+6.7S6L+6,756S+H +D+6.66W+H 1 +D+D,IDE+H 1 +D+6,7SDb+6JS6L+6,4S0W+H 1 4+6,75DAZI)MAS614111 1 +D+0,7S6L+6JS65+6,StS6E+H 1 466D40+6.66H 1 40+6.76E+D.611 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 25 JUN 2021, 4:06PM General Beam -Fuel crall2.20.ecs Software copyright ENERCALC, INC.198&2020, BuiId:1.20.8.24 121��mommommimssmsm< DESCRIPTION: Exist F131 MEMBER >> I +D+H rl +D+D,60W+H 1 46I)MAE42H W 0186 136 2166 3,56 4,46 5A 6126 IS 8,06 896 Distance (ft) 1 +D+I+H I +D+b+H 1 +D+S+H 1 +D+DJSDh+DJSDL+H 1 +D+DJ5DI+DJ505+H +D+D.)DE+H 1 +D+6,7SDU+D,7SR+D,4SDW+H 1 +D+DJSDL+6,1565+0,45DW+H 1 +D+DJSDL+DJSD5+D.SZSDE+H 1 +0,66D+0.046DH 0181 1,67 252 338 4,23 5109 5,94 6180 7,65 851 Distance (ft) 1 +D+H 1 +D+I+H 1 +D+LI+H I +D+S+H 1 +D+0JSDh+0,1SDI+H 1 +D+DJSDL+0J56S+H 1 +D+0.60W+H 1 +D+D,70E+H 1 +D+0JS1)h+DJSDI+D,4SDW+H 1 +D+0,750L+D.I56S+D,4SDW+H 1 +D+0,15DI+D,ISD5+D,SZSDE+H 1 466040+02H 1+D,60D+DJDE+6,60H 1 DOnly 1 UOnly IOnly i 50nly IWOnly 1 EOnly N HOnly WoodWorkso COMPANY PROJECT SOF11VARF FOR WOOD DFStGN June 25, 202116:14 F81 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- tern Location (ft] Start End Magnitude Start End Unit Loadl Dead Partial Area 0.19 1.19 12.00(14.50') psf Load2 Snow Partial Area 0.19 1.19 25.00(14.501) psf Pd Dead Point 1.19 1000 lbs Ps Snow Point 1.19 2000 lbs w Dead Full Area 15.00(2.001) psf wl Live Full Area 40.00(2.001) psf Self -weight Dead Full UDL 6.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9.24' W Unfactored: Dead Live Snow 1212 373 2098 300 367 264 Factored: Total 3311 773 Bearing: Capacity Beam 3311 773 Support 5656 1321 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb 04 #3 Length 2.34 0.55 Min req'd 2.34 0.55 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 1 6251 1 625 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: 9.24'; Clear span: 9.0; Volume = 2.1 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 = 134 Fv' = 172 psi fv/Fv' = 0.77 Bending(+) fb = 803 Fb' = 1146 psi fb/Fb' = 0.70 Live Defl'n 0.09 = < L/999 0.30 = L/360 in 0.28 Total Defl'n 0.17 = L/654 0.46 = L/240 in 0.37 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 850 1.15 1.00 1.00 0.977 1.200 - 1.00 1.00 1.00 - 4 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 #4 = D+S Bending(+): LC #4 = D+S Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Bearing Support 1 - LC 44 = D+S Support 2 - LC 43 = D+.75(L+S) D=dead L=live S=snout W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 3308, V design = 2884 lbs; M(+) = 3339 lbs-ft EI = 300.09e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 9.13' Le = 17.19' RB = 12.5 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 IBC ASCE 7-16 Building Exposure Exp.= C Section 1609.4 Section 26.7.3 Basic Wind Speed V= 97 Per Jurisdiction Risk Category Type II Table 1.5-1 Top of Roof Height (feet) h= 15 Mean Roof Height (feet) hmean= 15 Building Length (feet) L= 54 Building Width (feet) W= 34 End Zone Width, a (feet) a= 3.4 Figure 28.5-1 Roof Angle Angle= 25.0 Design Wind Pressure, Ps30A PS30A= 19.9 Figure 28.5-1 Design Wind Pressure, Ps30B Ps30e= 3.2 Figure 28.5-1 Design Wind Pressure, Ps30c Ps30c= 14.4 Figure 28.5-1 Design Wind Pressure, Ps30D Ps30D= 3.3 Figure 28.5-1 Design Wind Pressure, Ps30E Ps30E= -8.8 Figure 28.5-1 Design Wind Pressure, Ps30F ps30E= -12 Figure 28.5-1 Design Wind Pressure, Ps30G Ps30G= -6.4 Figure 28.5-1 Design Wind Pressure, Ps30H Ps30H= -9.7 Figure 28.5-1 Design Wind Pressure, Ps30EOH Ps30EOH= -16.5 Figure 28.5-1 Design Wind Pressure, Ps30GOH Ps30GOH= -14 Figure 28.5-1 Height/Exposure Adjustment, A Amax 1.21 Figure 28.5-1 Topo. Effect Coeff., KZt KZt= 1.00 Section 26.8 Vasd = Vult*V0.6 Section 1609.3.1 ULT ASD ps=X*Kzt*Ps30 =X*Kzt* s30*O.6 24.1 14.4 Ps30A= Ps30e= 3.9 2.3 Ps30c= 17.4 10.5 Ps30D= 4.0 2.4 Ps30E= -10.6 -6.4 Ps30F= -14.5 -8.7 Ps30G= -7.7 -4.6 Ps30H= -11.7 -7.0 Ps30EOH= -20.0 -12.0 Ps30GOH= -16.9 -10.2 Description ENGINEERING 250 4th Ave South Suite 200 Edmonds, WA 98020 Wind Summary Crall Residence By RMK Date Checked I Date Scale NTS Sheet No. Job No. 21224. Seismic Design 2018 IBC ASCE 7-16 Risk Category Type II Table 1604.5 Table 1.5-1 Seismic Importance Factor Site Class 0.2s Spectral Response 1.0s Spectral Response Site Coefficient (short period) Site Coefficient (1.0 second) Sms=F.*Ss Sml=F *Sl SDs=2/3*Sms SD1=2/3*Sm1 Seismic Design Category Lateral Resisting System Response Modification Coeff. System Overstrength Factor Deflection Amplification Factor Horizontal Irregularities Vertical Irregularities Analysis Procedure Equivalent Lateral Force Design Structure Type for Period Building Period Coefficient Building Period Coefficient Building Height Building Period, Ta=CthnX Cs=SDS/(R/I E) Max Cs=SDI/(T*R/IE) Min. Cs=0.044*SDs*IE Min. Cs=0.5*Sl/(R/IE), Sl>=0.6 Seismic Response Coeff., Cs IE= 1.00 Table 1.5-2 S.C.= D (Assumed) Section 1613.2.2 Table 20.3-1 Ss= 1.289 Figure 1613.2.1(1-8) Figure 22-1 S1= 0.454 Figure 1613.2.1(1-8) Figure 22-2 (Source: http://https://hazards.atcouncil.org) Fa= 1.2 Table 1613.2.3(1) Table 11.4-1 F,= 1.843 Table 1613.2.3(2) Table 11.4-2 Sms= 1.5468 Section 1613.2.3 Section 11.4.4 SM1= 0.836722 Section 1613.2.3 Section 11.4.4 SDs= 1.031 Section 1613.2.4 Section 11.4.5 SD1= 0.558 Section 1613.2.4 Section 11.4.5 SDC= D Table 1613.2.5(1-2) Section 11.6 Wood Shear Walls R= 6.50 Table 12.2-1 Sao= 3.0 Table 12.2-1 Cd= 4.0 Table 12.2-1 --- NA --- NA --- ELF All Other Structural Systems Ct= 0.02 x= 0.75 hr,= 16 Ta= 0.160 Cs= 0.159 Max Cs= 0.536 Min. Cs= 0.045 Min. Cs= N.A. Cs= 0.159 Table 12.3-1 Table 12.3-2 Table 12.6-1 Section 12.8 Table 12.8-2 Table 12.8-2 Table 12.8-2 Section 12.8.2.1 Eqn. 12.8-2 Eqn. 12.8-3 Eqn. 12.8-5 Eqn. 12.8-6 Section 12.8.1.1 Description By RMK Date 6 25 2021 Checked Date Seismic Summary ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Crall Residence 21224.10 Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class D (assumed) Occupancy Category II Seismic Design Category D SS = St = SMS = FaSs = 1.29 SMt = F St = 0.84 SDS = (2/3)SMs = 0.859 SDI = (2/3)SMt = 0.559 Ta = Cthnx = 0.20 R Factor = IE Factor = Seismic Base Shear V = 0.044SDS1 = V = (SDSIW)/R = V = (SDIIW)/RTa = Lat. _ Long. _ Fa = Fv _ Ct = hn _ x= (Wood shear walls) (Non -Essential Facility) From Computer Program: Short & 1-Sec Period Mapped Aceleration 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) 0.038 W (Minimum Force) ASCE 7-16 (Eq. 12.8-5) 0.132 W (Governing Force) ASCE 7-16 (Eq. 12.8-2) 0.423 W (Maximum Force) ASCE 7-16 (Eq. 12.8-3) Description Seismic Base Shear By RMK Date 06/25/21 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Crall Residence Edmonds, WA 98020 21224.10 6/25/2021 CITC Hazards by Location ATC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category 11 Risk Category III Risk Category IV 611 Sater Ln, Edmonds, WA 98020, USA 47.8167646,-122.3747814 42 ft 2021-06-25T21:28:10.374Z k"11 mal ASCE 7-10 u Go gle 67 mph MRI 10-Year 72 mph 73 mph MRI25-Year 79 mph 78 mph MRI50-Year 85 mph 83 mph MRI 100-Year 91 mph 92 mph Risk Category 1 100 mph 97 mph Risk Category II 110 mph 104 mph Risk Category III -IV 115 mph 108 mph Marysville u 42 ft n +" orett .F, I�r?rirra0r�d Seattle 0 Rviton U 'Map data ©2021 Google 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. 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 wehsite does not imnly annroval by the onvernino huildina rndP hodiPs resnonsihle for huildina code annrnval and internretntion for the https://hazards.atcouncii.org/#/wind?lat=47.8167646&ing=-l22.3747814&address=611 Sater Ln%2C Edmonds%2C WA 98020%2C USA 1/2 6/25/2021 ATC Hazards by Location ATC Hazards by Location Search Information Address: 611 Sater Ln, Edmonds, WA 98020, USA Coordinates: 47.8167646,-122.3747814 Elevation: 42 ft Ti mestam p: 2021-06-25T21:29:00.137Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name SS S1 SMS SM1 SDS Value Description 1.289 MCER ground motion (period=0.2s) 0.454 MCER ground motion (period=1.Os) 1.547 * null 1.031 SD1 * null * See Section 11.4.8 ,� I�ar�as��ille c ` r tt n �7 r� Redmond Seattle 0 Go Rvmtan G Map data ©2021 Google Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.Os SA -Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s F * null Site amplification factor at 1.Os CRS 0.91 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.549 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.659 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=47.8167646&ing=-122.3747814&address=611 Sater Ln%2C Edmonds%2C WA 98020%2C USA 1/2 6/25/2021 ATC Hazards by Location TL 6 Long -period transition period (s) SsRT 1,289 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.417 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.228 Factored deterministic acceleration value (0.2s) S1RT 0.454 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.507 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.91 Factored deterministic acceleration value (1.0s) PGAd 0.786 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. 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 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. https://hazards.atcouncil.org/#/seismic?lat=47.8167646&ing=-l22.3747814&address=611 Sater Ln%2C Edmonds%2C WA 98020%2C USA 2/2 Topo North AmericaTM 10 r �MeadowdaIe "'\� rn 2 QL rn >' —� �>' yt 3 to rn17 ib w -J > a . 4J3t = o fl F f �w E z T3SW > 3�?( to w 181S j-PLSW, a to =a a 182ND PL-SV!` z 1 iF m—s a <<tl x 185TH STSW �y rt SO q' <-a z / G� R m Per invMe' Me' ZuY a z P ,• <-o �190THSTSW m� �v N Zvi � z a _� r01 t- 2R�ES�T�DELL-DR ym D Q U) m� PUGET'DR D rn co 611 Sater Ln _w ix ` 524 --- - ---^•^^11 Edmonds , w' a z w�( oo Di1DJU ¢ v201ST PL SW Edmondat Z12 I' F ¢ ^O < s zg m n < 204TH ST SW r. z z m a ro p Pa �J,ti ~ F, po - z pf ,. 00 r 'd 10t Edmo W DAYTO d � x }� �� > ma Seattle Heights c, = 2 F— n < rn o q 1 a 96TH AVE %•S �2TH to \ C w by 2 _ST1SW 2 STSW ` m 5-MRE¢\ om" Edwards Point o "=o 'k rn wA'Y ° - o"-' OLE PINE 57 �— 3 = Q _�� ' rn O- �b�lR PL i z ( w z a A tELM ST m (�, 217TH ST SW m D r1 z w 1 <' y t> 218TH STiSN/ rn n L1 < i¢ �. �'� t `rMi .S� rn z 220TH ST1SWa 3 L� . 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Topo North AmericaTM 10. www.delorme.com TN* MN (16.0-E) Scale 1 : 62,500 0 Y X % 1 0 X 1 1X 2 1" = 5,208.3 ft Data Zoom 11-6 Topo North AmericaTM 10 158THrPL SW � r f ?`iU r 5, Meadow dale n r— on 1 N I Z �_�< 0 / y( ko y to .'Z�, r'' DPawnsBaJ1 nor •,,. c P a o z t > /0) f �r� ,� r W i81ST PL SW YM182ND PL SW 1 i co�JlltLn t`11GrN` s 185TH 5T SW � i It r' m S�>r ;D_ :,m' }'G24� z m Peinville`:",w� n i f PJr4 OLI D <-w '2 190TH Ui rl ? r >¢ REST DELL,DRI < r i D .3 0 Lynnwood ( 611 SaterLn w '''m �tv J� vky, �y 0 -¢ a oL3: Q a =t �f — v r w a 0 jli� 0 F- .w 99 � Edmonds w z t. �. j, �1n q 1 >- �F P'.¢I'ZA R- .<_ 1�� U ` x _rn n 204TH ST SW 71 ,,11 Edmonds at �J -¢ '� 0 z� wN x .p�. 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Topo North AmericaTM 10. www.delorme.com TN Scale 1 : 50,000 * 0 Y. % MN (16.0'E) 6 % 1 1% 2 _ l� 1" = 4,166.7 ft Data Zoom 12-0 Topo North AmericaTM 10 i ' Nor. m_a� Beach t i _ a , I G bIch a / lda ,_ �r I 3 Meadowdale , a i Beverly',Acres oD i m 1 r +� tr i C `a��> <L PZ m 99 *' Perrinville y s S rk 1 / t � 611 SaterLn FT�R �LynnwOOd -_q '.. i t 0 w y' i i .. _ . - ---�. - RS_S a m. zE Cedar•Valley ,3ntuul 104 Ed rr dS M1 4 MAIN=ST Seattle Heights .81 �, ST SW Na D "W 111 ST SW I x I i N W_A.Y m s9 3 Edwards Pointw� v i 179- i p w) 1� 220TH ST SW x < v J m 220T.H ST SW > a H Woodwa'y , AFC Esperance %x1.7s a - 231ST ST SW ? t WACHUSETT RD w T _ ountl a Te rac .. m ell m1 1 Firdale i 1`1.W20-5TH-ST �12244THSTSW 104 :. � m ir�g , i 89 i 2 . r 117.8 CF *' I �J - a,cho Ric timond•Beach�f Lake IT a i re a\ 374.9 ft 300 ft t r / 200 ft 100 ft Oft -100 ft 0 mi 2,640 ft 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: -368.5 ft Avg Grade: 2 Climb Elev: 53.5 ft Desc Elev: 422.0 ft Max. Elev: 374.9 ft Min. Elev: -0.1 ft Climb Dist: 2,684.8 ft Desc Dist: 1.9 mi Data use subject to license. © DeLorme. Topo North AmericaTM 10. Ml .- 1 11- •it TNT MN (16.0-E) Scale 1 : 62,500 0 V. u % 1 0 :S 1 Y 2 1" = 5,208.3 It Data Zoom 11-6 0c, _ (s, E r ��'%`f•`/ psi 2otz �(e,S�sc �� �1�' (E)� I (N) GABLE TRUSS ROOF @ ADDITION, OVERFRAME WEST ON TO (E) R00 I �QrCJ�J�%L I I j I e _ 2, x i8�37�1.1. q 104- T T. T. T. • • r South Elevation SIDING WHERE BRICK VENEER REMOVED THIS SHEET FULL SIZE 11" x 17" Corcoran FDnl 11 Ws1stsyset Drawn By: SLK DCi Crall Addition South Elevation WA 98107 611 Sater Lane Edmonds WA 98020-3002 042D Crap Addlilon Edmonds DD.pit a r-------------------- 25' 'ka 41/2" 2' 1/2" ------- --) SIII T-10" -,a+ SIII3'-10" : --. -�- 5-10" - - I- (E) CIL -- --_ _ - (EjDECK :-10" (E) DINING 553.61 SF _ ,_s° _ _ -- _- - -.1: (E) BED RM#1 _ r_. __:_ _-��— — — — --.-- — -- — --- -- —::.—. --_ J- -. ---- AREA = 182 sq ft •- -: Sill 2'-10" Sill. 2' 10" ------- - i _ 3' - 6, 6„ Y '? (E) KITCHEN ®® +92.5" m CPT: FURDINING� ® 2,M AREA= 186 sq ft 1 A =BATH EA= 32 sq (E) HALL v _ y a _ AREA = 496 sq ft AREA=102 sq ft W/D o I - - 7R. DN N. N G II I O 3 -7 (E) ENTRY (E) BED RM#3 (E)BEDRM#2LANDING N AREA=126 sgft AREA=155.sq.ft/ARE 2sq ft4,-9 ^O GROSS HEATED anti' AREA= 1,486 sq ft ° Sill 2-10' 4 - -. - Sill 3'-10" Sill 3'-10" �' - 15'-51/2" 4 IZ 2' V2"- 6-5' 41/2 41/2" 2' 1/2" 12'-1 1/2" ----- my —� L— --_—_—..—.._,—_ — n — m_ (E) _) Upper Floor Plan 116" = 1'-011 2� THIS SHEET FULL SIZE @ 11 �m����Z a��K���xrt Z � s - �' �� � � � � S � _ � � � �� 0 �� 17 Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0' Diaphragm DL Area wpL Story wi - hi w,,. h), Shear Sum Level (psf) (ft2) (kips) Elev. (h) (k-ft) Ewi - hi k F,, Fx Roof Framing 20 2000 41.9 17 712 0.64 5.2 5.2 2nd Framing 25 2220 44.6 9 401 0.36 2.9 8.2 E = 86.465 - 1113 1.00 8.2 - Base Shear (ULT) 11.4 kips Base Shear (ASD) 8.2 kips * note that all table forces are ASD 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 1.3 6.8 6.8 2nd Framing 1.3 3.8 10.6 E = 10.6 - Diaohraam Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; E wi Fi E Fi E F;.wpx FP (Min) Fpx(Max) Fpx Level (kips) (kips) (kips) (kips) E wi USDsiw, 0.4SDSiwpx Govern Roof Framing 41.9 41.9 5.2 5.2 5.2 5.1 10.3 5.2 2nd Framing 44.6 86.5 2.9 8.2 4.2 5.5 11.0 5.5 Description Seismic & Diaphragm Force Distribution By RMK Date 06/28/21 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Crall Residence Edmonds, WA 98020 21224.10 ,Upper Floor Shear Walls: Walls Below the Roof Framing Story HT = 8 Fx (EQ) = 6.8 kips (Story Shear) Fx (wind) = 2.0 kips(Story Shear Wall HT = 8 Max h1w 3.5 Wx= 3392.9 PLF seismic Sos= 0.87 Wx= 1007.5 PLF wind X - Direction Walls EQ Wind EQ Wind Governing EQ Wind Wall Line Wall Mark SW Length Trib Width EQ, WL 2w/h EQ Shear Wind Shear SW Callout Reduced HD Length Gross Uplift Gross Uplift (0.6-0.14SpJDI 0.6 • DL Net Uplift Hold-down Line Load Line Load DL TO End i Endj End i Endj End i Endj End] I Endj A 1 2 3 4 3.3 3.08 '. 3,08..i' 3.08.; 0.6 ': - - - 0.8 0.8 0.8 0.8 197 211 211 211 42 45 45 45 SW6 SW6 SW6 SW6 2.8 2.6 2.6 2.6 1.5 1.6 1.6 1.6 0.5 0.5 0.5 0.5 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 MST37 MST37 MST37 MST37 MST37 MST37 MST37 MST37 2.0 - - - 0.6 - - - 0.0 0.0 I 0.0.; 0.0, B Exist 1 5 ':1 0.9 1 1.0 1 611 130 2SW4 Shear line B geometry and loading will note change in proposed remodel. s Therefore, existing shear line B is OK 4.5 5.4 1.6 0.1 0.1 0.1 0.1 5.3 5.3 MST60 MST60 3.1 0.9 0.0 i C 1 5 1 0.5 1.0 1 339 72 SW4 Shear line Cgeometry and loading will not '.. change in proposed remodel. '.. Therefore, existing shear line C is OK i 4.5 3.0 0.9 0.1 0.1 0.1 0.1 2.9 2.9 MST48 MST48 1.7 0.5 0.0 £ 2.0 Sheanvalls: 12" sheathing w/ HF studs Nil 0 plf SW6 8d@6"o.c. 242 elf SW4 8d@4"o.c. 350 elf SW3 8d@3"o.c. 455 plf SW2 8d@2'o.c. 595 plf 2SW4 ed@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf 2SW2 8d@2'o.c. 1190 plf Re-Caic - 1200 plf Holdown 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 (21-2x HF 6.475 kips kips kips kips kips Re-Caic - 6,5 kips Description Upper Floor Shear Walls X-Direction ENGINEERING 250 4th Ave. South Project Suite 200 Filer Residence Edmonds, WA 98020 6.8 2.0 '; Input Cell Input Cell w/ Formula RMK 06/28/21 eked Date e NTS Sheet No. No. 21188.10 Upper Floor Shear Walls -Walls Below the Roof Framing Y - Direction Walls Fy (EQ) = 6.8 kips (Story Shear) Story HT = 8 Fy (wind) = 3.0 kips (Story Shear) Wall HT = 8 Max h/w 3,5 Wy= 3393 PLF seismic SDs= 0.87 Wy= 1500 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.6-0.t4aos)D 0.6 ` DL Net Uplift Hold-down Line Line OL Line Mark Length Width 2wlh Shear Shear Calluut HD Length Uplift Uplift End i End J End 1 End i End i End j End 1 End j Load Load Trib 1 A 2.5 " 1 0.6 2171 686 Re-Calc 2.0 13.6 6,0 0.0 0.0 0.1 0.1 13.5 13.5 0.0 0.0 3.4 1.5 0.0+ Exist Shear line 1 geometry and loading are better than the existing layout. ',. Therefore, existing shear line 1 is OK 2 A 5 1 1.0 679 214 2SW4 4.5 6.0 2.7 0.1 0.1 0.1 0.1 5.9 5.9 MST72 MST72 3.4 1.5 0.0 Shear line 2loads are within 10%of the existing loads and the shear wall layout is not changing. Demolished walls do not ',. contribute to existing shear path. Therefore, existing shear line 2 is OK E 2.0 6.8 3.0 '. Input Cell Input Cell w/ Formula Description Upper Floor Shear Walls RMK Date 06/28/21 Checked Checked Date Y-Direction Scale NTS Sheet No. ENGINEERING 250 4th Ave. South Suite 200 Project Filer Residence Job No. Edmonds, WA 98020 21188.10 Main Floor Shear Walls " Walls Below the Upper Floor Framing X - Direction Walls Fx (EQ) = 3.8 kips (Story Shear) Story HT - 9 Fx (wind) = 2.9 kips (Story Shear) Wall HT - 8 Max h/w 35... Wx = 1914 PLF seismic Sos = 0.86 Wx= 1450 PLF wind d Lin;�W, EQ Wind E4 Wind Net Uplift Governing EQ Wind Wall Wall SW Trib Frove EC, WL EQ Wind SW Reduced Gross Gross lo.so.laso,lo 0.6' DL From Above Net U lift Hold-down Line Line Line Mark Length Width EQnd 2w/h Shear Shear Callout HD Length U lift Uplift End i End j End i End j End i End' End i End j End i End j Load Load A 1 i.. 3.75 0.6_.r: 2.0 0.6 0.9 348 115 SW4 3.3 3.4 1.6 0.1 0.1 1 0.1 0.1 0.0 0.0 3.3 3.3 HDU5 HDU5 3.2 1.5 2 6 - - - 1.0 327 108 SW4 5.5 3.2 1.5 0.1 0.1 0.1 0.1 0.0 0.0 3.1 3.1 HDU4 HDU4 - - DL B 1 5 0.9 3.1 0.9 1.0 4 8 2 0.0 2 7 - I I I I 398 I 132 SW3 6.5 3.9 1.8 0.1 0.1 0.2 0.2 0.0 0.0 3.7 3.7 HDU15 HDU5 0.0 Shear line B geometry and loading will not change in proposed remodel. Therefore, existing shear line B is OK C 1 5 0.5 : 1.7 0.5 1.0 531 176 SW2 4.5 5.3 2.5 0.1 0.1 0.1 0.1 2.9 2.9 8.1 8.1 HDU11 HDUtt 2.7 1.2 0.0 Shear line C geometry and loading will not '.. change in proposed remodel. '.. Therefore, existing shear line C is OK £ 2.0 6.8 2.0 10.6 4.9 Sheanwalls: 1/2'sheathing wd HF studs Nil 0 plf SW6 8d@6"o.c. 242 plf SW4 8d@Vo.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d@2'o.c. 595 plf 2SW4 8d@,I'Vc. 706 plf 25W3 8d@3"o.c. 910 plf 25W2 8d@2"o.c. 1190 plI Re -Cale - 1200 plf ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Holdowm Table Nil - 0 kips None - 0.5 kips HDU2 (2)-2x HF 2.215 kips HDU4 (2)-2x HF 3.3 kips HDU5 (2)-2x HF 4.1 kips HDUS 4x DF#2 7.0 kips HOU11 6x6 DF#1 9.5 kips HDU14 6x6 DF#1 14A kips kips kips Re Calc - 14.5 kips Main Floor X-Direction II Residence Input Cell Input Cell w/ Formula By RMK Date Checked Date Scale NTS Sheet No. Job No. 21224.10 06/28/21 ''.Main Floor Shear Walls 'Walls Below the Upper Floor FramingY- Direction Walls Fy (EQ) = 3.8 kips (Story Shear) Story HT = 9 F (wind) = 5.4 kips(Story Shear Wall HT = 8 Max h/w 3.5 Wy= 1914 PLF seismic Sea 0.86 W = 2700 PLF wind ine Load EQ Wind EQ Wind Net Uplift Governing EQ Wind rom Above EQ, WL EQ Wind SW Reduced Gross Gross (o.s-0.1os„)o 0.6' DL From Above Net U lift Hold-down Line Line DL Wall Wall SW TriteFEL Line Mark Length WidthQ Wind 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 End i End' Load Load Trib 1 A 4 1'I i 3.4 1 1.5 1.0 1327 750 Re-Calc 3.5 13.6 10.8 0.1 0.1 0.1 0.1 13.5 13.5 27.1 27.1 0.0 0.0 5.3 4.2 0.0 Shearline 1 geometry and loading will not change in proposed remodel.',. Therefore, existing shear line 1 is OK '. 2 A 5 1'i 3.4 1.5 1.0 1061 600 2SW2 4.5 10.6 8.4 0.1 0.1 0.1 0.1 6.9 5.9 16.5 16.6 0.0 0.0 5.3 4.2 0.O Shear line 2 geometry and loading will not change in proposed remodel. Therefore, existing shear line 2 is OK £ 2.0 6.8 3.0 10.6 8.4 Input Cell Input Cell w/ Formula Description Main Floor Shear Walls By RMK Date 06/28/21 Y-Direction Checked Date ENGINEERING Scale NTS Sheet No. Project Crall Residence Job No. 250 4th Ave. South Suite 2O0 Edmonds, WA 98020 21224.10 COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD DESIGN June 28, 2021 12:45 Column1 Design Check Calculation Sheet Wood Works Sizer2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.00") 1500 lbs Load2 Live Axial (Ecc. = 0.00") 1000 lbs Load3 Earthquake Point 8.00 333 lbs Self -weight Dead Axial 57 lbs Reactions (lbs): -A 0 Unfactored: 0' 8' Lateral: Dead Live Earthquakm 333 Axial: Dead 1557 1557 Live 1000 1000 Factored: L->R 233 Load combl #4 #1 Timber -soft, D.Fir-L, No.2, 6x6 (5-1/2"x5-1/2") Support: Non -wood Total length: 8.0'; Volume = 1.7 cu.ft.; Post or timber Fixed base; Free top; Load face = width(b); Ke x Lb: 2.1 x 8.0 = 16.8 it; Ke x Ld: 2.1 x 8.0 = 16.8 fl; 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 = 12 Fv' = 272 psi fv/Fv' = 0.04 Bending(-) fb = 807 Fb' = 1200 psi fb/Fb' = 0.67 Axial fc = 85 Fc' = 258 psi fc/Fc' = 0.33 Axial Bearing fc = 85 Fc* = 700 psi fc/Fc* = 0.12 Combined (axial compression + side load be ding) Eq.3.9-3 = 0.86 Live Defl'n 0.69 = L/138 0.80 = L/120 in 0.87 Total Defl'n 0.69 = L/138 0.80 = L/120 in 0.87 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 170 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'- 750 1.60 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 4 Fc' 700 1.00 1.00 1.00 0.368 1.000 - - 1.00 1.00 2 Fc'comb 700 1.60 - - 0.241 - - - - - 4 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 Fc* 700 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = D+.7E Bending(-): LC 94 = D+.7E Deflection: LC 44 = D+.7E (live) LC 44 = D+.7E (total) Axial : LC #2 = D+L Combined : LC 94 = D+.7E; D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V = 233 lbs; M(-) = 1865 lbs-ft; P = 2557 lbs, (1 - fc/FcE) = 0.82 EI = 99.13e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. rDZ uV1-1.v S �'GAm Umt-- a t Doo" / � Cd — — -,�'— --a/ C o c_. Description By< Date (ol L),t"/,j Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 project Job No. 2 I U www.cgengineering.com www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: :11nW1 Profis Anchor 2.8.3 Page: 1 Project: Sub -Project I Pos. No.: Date: 7/2/2021 HIT-HY 200 + HAS-E B7 5/8 hef,act = 12.000 in. (hef,limit — - In.) ASTM A 193 Grade B7 ESR-3187 3/1/2018 1 3/1/2020 Design method ACI 318-14 / Chem - (Recommended plate thickness: not calculated) I-,,, ;; ruu Hrcxv xoo cracked concrete, 2500, fc' = 2,500 psi; h = 18.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 6 IT X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Proof 1 Utilization (Governing Cases) Profis Anchor 2.8.3 Page: 2 Project: Sub -Project I Pos. No.: Date: 7/2/2021 Design values [lb] Utilization Loading Proof Load Capacity ON / Ov [%] Status Tension Concrete Breakout Strength 3,600 3,605 100 / - OK Shear - - /- - Loading ON Pv Utilization YN,v [%] Status Combined tension and shear loads 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilt! products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan