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REVIEWED BLD2023-0976+Structural_Calculations+8.2.2023_8.04.49_AM+3702227RECEIVED Aug 02 2023 C � ENGINEERING 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning BLD2023-0976 ............................................... REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT. STRUCTURAL CALCULATIONS Hinman Residence 17715 76th Ave W Edmonds, WA 98026 711312023 CG Project No.: 23144.10 Project Description Structural design is required for a remodel and addition to an existing single-family residence. The existing structures are a 1-story wood framed home and detached 1-story wood framed garage. A new 500 sf addition will be constructed to join the two structures. The addition will be conventional wood framing supported on a conventional concrete foundation. Several interior load bearing walls within the existing home will be demolished and new beams, posts and footings will be required to support the roof framing. A ground level deck will also be added at the southwest corner of the home. The addition will be supported laterally by plywood sheathed shear walls and cast -in place anchor bolts. The garage will be refinished with heavier roof and wall materials. Upgrades to the existing home and garage will be required. 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 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.049 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date LS 6/30/2023 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Hinman Residence 23144.10 Edmonds, WA 98020 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 2x12 @ 24" OC 2.2 psf M/E 1.0 psf Misc 1.5 psf 12.7 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 2x10 @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.4 psf USE 15.0 psf DECKS USE 10.0 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 Deck ILL 60.0 psf Description Gravity Design Loads By LS Date 06/30/23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Hinman Residence Job No. Edmonds, WA 98020 23144.10 GRAVITY KEY PLAN - ROOF " /T 3 + + ':+ +. + +++++++++++ }++++ BM5 w ++ + + ++ + + ,- s•a aE uroP I VM1+ G� BM7 +: o :.. ',. +%'++ + + BM3 s� - 6 6 GG HDR1 Description GRAVITY KEY PLAN - ROOF By LS Date 6/30/2023 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project HINMAN RESIDENCE Job No. 425,778.8500 23144.10 www.cgengineering.com I 0 0 0 0 2.6@16 OC 2.mHm@. BM s - s, e 0 DJ1 rn co Description GRAVITY KEY PLAN- MAIN By LS Date6/30/2023 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project HINMAN RESIDENCE Job No. 425,778.8500 23144.10 www.cgengineering.com Joist Design Joist PuL (PSF) PLL (PSF) Spacing (in) LmAx LACTUAL RJ 1 (1) 2 x 12 H F#2 15 25 24 16.05 15.83 FJ 1 (1) 2 x 10 H F#2 15 40 16 14.46 13.17 DJ1 (1) 2 x 10 HF#2 10 60 16 10.25 10.20 Beam Design - Uniformly Loaded Beams ID L TYPE DL DL TRIB LL SL TRIB W,TOTAL LL TRIB SL SIZE RD RL RS (FT) (PSF) (FT) (PSF) (PSF) (FT) (FT) (PLF) (K) (K) (K) BM1 13.75 ROOF 10 12 0 0 0 0 120 4x6 HF #2 0.83 0.0 0.00 BM2 12 ROOF 15 8 0 0 25 8 320 6x10 DF #2 0.7 0.0 1.2 BM3 12 ROOF 15 7 0 0 25 7 280 6x10 DF #2 0.6 0.0 1.1 BM4 SEE ENERCALC BM5 13 ROOF 15 8 0 0 25 8 320 6x10 DF #2 0.78 0 1.3 BM6 SEE ENERCALC BM7 13 ROOF 15 10.5 0 0 25 10.5 420 6x12 DF#2 1.02 0.00 1.71 BM8 13 FLOOR 15 6.5 40 6.5 0 0 358 6x12 DF#2 0.63 1.69 0.00 BM9 7 FLOOR 10 10.5 40 10.5 0 0 656 4x10 HF #2 0.37 1.47 0.00 BM10 12 FLOOR 10 5.25 40 5.25 0 0 328 6x10 DF #2 0.32 1.26 0.00 HDR1 6 ROOF 15 9 0 0 25 9 360 4x6 HF #2 0.41 0.00 0.68 CDescription Beam Design BY LS Da1e 06/30/23 Checked Date O ENGINEERING scale sheet No. 250 4th Ave. South Suite 200 project Hinman Residence Job No. 23144.10 Edmonds, WA 98020 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: calcs.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: BM4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2900 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2900 psi Ebend- xx 2000ksi Fc - Prll 2900 psi Eminbend - xx 1016.535ksi Wood Species Level Truss Joist Fc - Perp 750 psi Wood Grade Parallam PSL 2.0E Fv 290 psi Ft 2025psi Density 45.07pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.6) S0.1) D(0.7) S(1.2) D(0.83) D(�.105) S(0.175) 1.1pW.ffff-M Span = 18.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Point Load : D = 0.70, S = 1.20 k @ 8.420 ft Point Load : D = 0.830 k @ 10.330 ft Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft Point Load : D = 0.60, S = 1.10 k @ 3.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.780. 1 Maximum Shear Stress Ratio = 0.379 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 2,603.38psi fv: Actual = 126.51 psi F'b = 3,338.88psi F'v = 333.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.459ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.558 in Ratio = 392 > 240 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <240 n/a Max Downward Total Deflection 1.040 in Ratio = 210 —180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.537 4.359 Max Upward from Load Combinations 5.537 4.359 Max Upward from Load Cases 3.162 2.331 D Only 2.375 2.028 +D+S 5.537 4.359 +D+0.750S 4.747 3.776 +0.60D 1.425 1.217 S Only 3.162 2.331 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: calcs.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: BM6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470ksi Wood Species Hem -Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525psi Density 26.84pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.8) S(1.3) Applied Loads Beam self weight calculated and added to loading Point Load : D = 0.80, S = 1.30 k @ 0.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.646 1 Section used for this span 4x6 fb: Actual = 823.20psi F'b = 1,270.75psi Load Combination +D+S Location of maximum on span = 0.759ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.027 in Ratio = Max Upward Total Deflection 0 in Ratio = Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+S +D+0.750S +0.60D S Only 4x6 Span = 3.250 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.732 : 1 Section used for this span 4x6 fv: Actual = 126.20 psi F'v = 172.50 psi Load Combination +D+S Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 2323> 240 Span: 1 : S Only 0 <240 n/a 1430 —180 Span: 1 : +D+S 0 <180 n/a Support notation : Far left is #1 Support 1 Support 2 1.621 0.490 1.621 0.490 1.000 0.300 0.621 0.190 1.621 0.490 1.371 0.415 0.373 0.114 1.000 0.300 Values in KIPS 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 - 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 3 1/2 x 9 1/4 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 3 1/2 x 9 1/2 PSL 3700 1 2960 1 2467 2114 1 1850 1482 1 1201 1 992 834 674 540 439 362 302 254 216 185 5 1/4 x 9 1/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 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 9 112 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 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 31/2 x11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 5 1/4 x 11 114 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 5 1/4 x 11 718 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 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 (L/240 Snow Load) 4. This table is applicable for WLL^L <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (Cp) Description Beam Span Table -, LS IDate 06/30/23 Checked Date ENGINii Z Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 Project Hinman Residence Job No. 23144.10 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 71/4 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 1 1296 942 1 692 1 530 419 1 376 280 1 236 201 1 173 1 151 133 1 113 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 31/2 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 51/4 x11 1/4 PSL 5710 4568 3807 3263 2855 2538 2390 1739 1340 1054 844 686 565 471 397 337 289 51/4 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 4591 4018 3571 3383 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) Beam Span Table ny LS 06/30/23 Checked Date RING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 20o Hinman Residence 23144.10 Edmonds, WA 98020 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 Date 06/30/23 Bearing Wall Capacity Table checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite200 Project Hinman Residence Job No. Edmonds, WA 98020 23144.10 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 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PsILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 11,951 11,378 10,657 9,807 8,882 7,951 7,073 6,279 5,579 4,971 4,446 PSILL 7,138 7,138 7,138 7,138 7,138 7,138 - - - - - (3) 2x6 HF Stud 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 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6xl0 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By LS Date 06/30/23 Wood Column Capacity Table Checked Date O Scale Sheet No. ENGINEERING 250 4th Ave. South suite20o Project j" Hinman Residence Job No. 23144.10 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 620 PLF Maximum Load to Interior 2x4 Wall 260 PLF Use 2x Stud Grade @ 16" o.c. for all Stud Walls Foundation Desiqn The assumed 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: 2000 PSF 1.17 Feet = 2340 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 2340 PSF 2 Feet = 4.7 Kips then provide a spread footing as follows Foot Square Footing Footing Capacity 2 x 2 8 Kips 2.5 x 2.5 13 Kips 3 x 3 18 Kips 3.5 x 3.5 25 Kips Description Gravity Design BY LS Date 07/14/23 Columns / Bearing Walls / Foundations checked Date ENGINEERING scale sheet No. 250 4th Ave. South Suite 200 Project Hinman Residence Job No.23144.10 Edmonds, WA 98020 sentleg Current Date: 7/6/2023 4:48 PM Units system: English File name: RA 2023 Proiects\23 HP Inc. 144.10 Hinman- 8 p0�K1 LJ�'20'11a 1 31a X ties.retx V'b. Jr 1 L = 14.5[R] /8• Hem-Fir_No2 S4S 2 2x10 114 49 n4w$entley• HP Inc. Current Date: 7/6/2023 9:06 AM Units system: English File name: R:\_2023 Projects\23144.10 Hinman-Turpin Residence\_Structural\Engineering\Gravity\collar ties.retx Load condition: DL=Dead Load 0.02[Kipml -0.02 Kip/ft -0.03[Kiplft] � -0.01[Kip/R] Loads — Bending moments — Distributed user loads - Members -0,03[Kip/ft] Bentley HP Inc. Current Date: 7/6/2023 9:06 AM Units system: English File name: R:\_2023 Projects\23144.10 Hinman-Turpin Residence\_Structural\Engineering\Gravity\collar ties.retx Load condition: SL=Snow Load -0.05[Kiplftl -0.05[Kip/ft) -0.05[Kip/ft] Loads — Bending moments — Distributed user loads - Members -0.05[Kip/ft) n4wBentley• HP Inc. Current Date: 7/6/2023 4:47 PM Units system: English File name: R:\_2023 Projects\23144.10 Hinman-Turpin Residence\_Structural\Engineering\Gravity\collar ties.retx Stress ratio AISC/AISI/ BS/AS/CSA/ N DS 0.63 0.60 0.58 0.56 0.54 0.51 0.49 0.47 0.44 0.42 r L Bentley HP Inc. Current Date: 7/6/2023 4:47 PM Units system: English File name: R:\_2023 Projects\23144.10 Hinman-Turpin Residence\_Structural\Engineering\Gravity\collar ties.retx Load condition: D2=DL+SL T .72496 fin] Ty=1.75477 in] T .62407pn] Y 1 L.X Sentleu HP Inc. Current Date: 7/6/2023 4:48 PM Units system: English File name: R:\_2023 Projects\23144.10 Hinman-Turpin Re: Load condition: D2=DL+SL Ax=2.21 [Kip] Ax=2.21 [Kip] -- Ax=-2.04[KiP] Ax=-2.05[Kip] Ax=-O253[Kipj AX-0 ] Ax=-2.23[Kip] Ax=-0.4 Load Tables, Technical Data and Installation Instructions StronglDri ve SDS HEAVY-DUTY CONNECTOR Screw (cont.) SDS Screw — Factored Lateral Resistances — Double -Shear Connections (lb.) 1/4 x 3 SDS25300 3/4" wood structural panel 725 650 rated sheathing 1/4 x 41/2 SDS25412 2x solid sawn lumber 575 575 1. Factored resistances shown have been developed in accordance with 12.11 GSA 086-14. Apply the adjustment factors KD, Ksr and KT per 12.11.4.1 GSA 086-14 where applicable. 2. Factored resistances are based on 1 /2' thick main members and assume no gap between the side and main members. {� a 12' min. 3. For applications with 2x side (typ.) members and mixed species. use the factored resistance a = 5" D.Fir-L based on the lower of the = 4" S-P-F side member or the main member species. 4. The Designer is responsible for the design of wood a -+I - 12' min. members. (typ ) 1' min. 11/z' min. 4��o 'xj SDS Spacing Details SDS Screw — Factored Lateral Resistances — Sole -to -Rim Connections (lb.) Break or splice in main member strongTie n. n. Typical SDS Double -Shear Installation Center screw in middle of rim board Sole plate per table Wood structural sheathing fastened per code Minimum penetration Rim board per table 0 LL U 30 Sole -to -Rim Board Assembly 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 = 1.311 Lat. = 47.838 St = 0.465 Long. _ -122.335 SMs = FaSs = 1.573 Fa = 1.200 SMt = F St = 0.853 Fv = 1.835 SDS = (2/3)SMs = Sot = (2/3)SM, _ Ta = Cthnx R Factor = IE Factor = 1.049 0.569 0.17 Ct = 0.02 hn = 18 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.046 W V = (SDSIW)/R = 0.161 W V = (SDI IW)/RTa = 0.501 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) ' ..r`... Seismic Base Shear Ly LS 06/30/23 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Hinman Residence Edmonds, WA 98020 23144.10 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= 17.5 Mean Roof Height (feet) hmean= 13.5 Building Length (feet) L= 15 Building Width (feet) W= 21 End Zone Width, a (feet) a= 3 Figure 28.6-1 Roof Angle Angle= 24.6 Design Wind Pressure, ps3 Ps30A= 18.9 Figure 28.6-1 Design Wind Pressure, Ps3 Ps30B= 2.4 Figure 28.6-1 Design Wind Pressure, Ps3 Ps30C= 13.6 Figure 28.6-1 Design Wind Pressure, Ps3 Ps30D= 2.7 Figure 28.6-1 Height/Exposure Adjustm Amax= 1.00 Topo. Effect Coeff., Kzt Kzt= 1.31 Vasd = V it*V0.6 Section 1609.3.1 Design Wind Load ULT ASD ps=A*Kzt*ps30 ps=A*Kzt*ps30*O.6 p530A= 24.8 14.9 p530B= 3.1 1.9 ps30C= 17.8 10.7 ps30D 3.5 2.1 Minimum Wind Load ULT ASD ps=A*Kzt*ps30 ps=X*Kzt*ps30*O.6 ps30A,c= ps30B,D= 16.0 8.0 9.6 4.8 Description By LS Date 6/ 30/ 2023 Wind Summary Checked Date ENGINEERING scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Hinman Residence 23144.10 6/19/23, 1:09 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: 17715 76th Ave W, Edmonds, WA 98026, USA Coordinates: 47.83823049999999,-122.3353428 Elevation: 261 ft Timestamp: 2023-06-19T20:08:34.181 Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Angeles' Sequ,m Marysville Baker=SnOyualmie wh 261 ft rett National L lslanTods o EdmIV 'irk. Seattle oRedmord 0 Go g le Bremerton - - r,i„i„ Map data ©2023 Google Report a map error Name Value Description SS 1.311 MCER ground motion (period=0.2s) St 0.465 MCER ground motion (period=1.Os) SMS 1.573 Site -modified spectral acceleration value SMt null Site -modified spectral acceleration value SIDS 1.049 Numeric seismic design value at 0.2s SA SDt * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.905 Coefficient of risk (0.2s) CRt 0.894 Coefficient of risk (1.0s) PGA 0.562 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.674 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.311 Probabilistic risk -targeted ground motion (0.2s) https://hazards.atcouncil.org/#/seismic?lat=47.83823049999999&ing=-l22.3353428&address=17715 76th Ave W%2C Edmonds%2C WA98026%2C ... 1/2 6/19/23, 1:07 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 i Angeles' �"i l a Mt.. Address: 17715 76th Ave W, Edmonds, WA 98026, USA � -- Sequ,m Marysville Baker=Snoualmie 4 wh 261 ft rett National L Coordinates: 47.83823049999999,-122.3353428 o rslanTods Elevation: 261 ft Edm Timestamp: 2023-06-19T20:06:17.207Z J r Seattle oRedmord Hazard Type: Wind O Go Bremerton - - gle r,1,1w Map data ©2023 Google Report a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI25-Year 73 mph MRI25-Year 79 mph MRI50-Year 78 mph MRI50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category 1 92 mph Risk Category 1 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category III 105 mph Risk Category III -IV 115 mph Risk Category IV 108 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. 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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/#/wind?lat=47.83823049999999&ing=-l22.3353428&address=17715 76th Ave W%2C Edmonds%2C WA 98026%2C USA 1/1 Topo North America TM 10 HarbourPdinte of GIBSON RD t� V art a ,o 0 c ,a Serene ,sy�-1 _.--• X Norma Bea t 148TM ST SW j L _ 0 525 � Lunds G61ch c, .PicnicPoint-North Lynnwood _ cp cp 3 Meadowdale F r Beverly Acres m Rrq -- J 11 1 N470 50.294' 1,73RD PL-SWy 1 y 99 W I22o 20.121' p � O� T 3 1sz w �L RO 180TH ST SW -%A pl L }' - 27 27A View }ff i OfD 3 j Perrinvi > < D<L S rk182 z 1816 i Lynnwood N Alderw=Manor 4 -Alderwood Village 52 CASPERS ST Ma lewood P a _, 3 — m 181E C rr ;° 99 CedarVal1 $ Boa w Ed� onds MAMST Seattle H0 ihts N p } o _�n D _� t 21 W BO 2TN ST S < 212TH STSW ` D < {�� _owaras Point �- to •Z v( F wAY m o m n+ �. O d' x 1;79w w k`JL 220TH ST SW 'I i - m woodws i �FQ Es ran 179 > 0 o ° J4 b cer 9r 231ST ST S%W m 453.6 ft 400 ft SITE 300 ft H/L<0.20 200 ft KZT=1.0 H 100 ft L Oft -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.00 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 421.8 ft Avg Grade: 3 Climb Elev: 530.7 ft Desc Elev: 108.9 ft Max. Elev: 453.6 ft Min. Elev: -0.3 ft Climb Dist: 2.1 mi Desc Dist: 4,141.4 ft Data use subject to license. TN Scale 1 : 62,500 * 0 '/. Yh Y © DeLorme. Topo North America- 10. ^ MN (14.6-E) km o s 1 1s 2 www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 Topo North America TM 10 Harbour- P,ointe 3G GIBSON RD {•�c IG Pov /� I -� rt R 4 ( T l v ao Serene' SyFcey � D t rnA Norma Beach 1 `� 1487H STrsW m' t - L'mdsGilch Picnic -Point -North Lynnwood Meadowdale A h _— Bevefly Rr o ns� " IXN47° - - 50.294' 17111n PL-SW y LL 99 W l 22° 20.121' Lf _ t _ o w �L v a ~182 09- ' I �O 180THSTSW-MPP�E 27 27A Y Perrinvill < ....�i k m m _ 2 _ - Y li1.816 1FR I m Alderwood Manor Lynnwood 52a Alderwood�Villaeel 3 o CASP. SSTs' I ¢181B rr _t 99 cedar Valley LI FT 104SW Edmonds MAIN+ ` Seattle Heights LU 212mi sr sw ate+ z 2TH sT-sw J D < Edwards Point p 4 I-ZZOTH i 179 > O.% L ST SW m z20 .H ST, i Woodwa4. ! �q i Esperance wr 1 `� "�y` 2315 SIT SW 465.6 ft 400 ft H/L=400FT/1790FT=0.22 SITE K1=0.23 300 ft x/L=1010FT/ 1790FT=0.56 K2=0.63 200 ft z/L=17FT/1790FT=0.01 H K3=1.0 100 ft KZT=(1+K1*K2*K3)A2=1.31 Oft -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.00 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 465.6 ft Avg Grade: 3 Climb Elev: 628.9 ft Desc Elev: 163.4 ft Max. Elev: 465.6 ft Min. Elev: -0.4 ft Climb Dist: 2.0 mi Desc Dist: 4,795.2 ft Data use subject to license. TN Scale 1 : 62,500 © Del-orme. Topo North America- 10. ^ MN (14.6-E) o h www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 Topo North America TM 10 I 13gTM 1, 8 HfLSwQ� -- S£JR STSW 1.6TH S_T'SW w =41 gi I`Serene10 _- 43Lake �r't t p, Serene c w sr, 14 Pt SW rcc- Nor cli �� 7 1� 't qz, S;, r u' - L W 148:; 148TH"PL SW-v 9 H�PL SS i g 1 49TH-P W. 150TH-PL SW,l I`v ?' O 1515T 9. Picnic Poiit-North Lynnwood_ di '� a 1tFtVPark 154THPL,SW 3 156TH SA5 W� 156TH ST SW a "gg > 157TFI ST SW I I 1571THSW-1'i v- D =3 Q. 1.�1-4'3 OT,H-PL SW A m�< I/ .vl� - r � � c � 1 9 y?' Z�t��`�-� D N —ry1G,4TLH�'PL'-SW i� A (3 < z�_< <j�J_- a ai_LJ� / nix +> 3\ ����< m m r`=v�_ Beverly Acres? _y,��\yam w Im�G Browns Bat' ti, o z 171STPL--SW a v � �lc��ly ,p 3^F v 'm- 3 0 �z > Adz° ' 3 j P vX� ¢ �• a 17,3RD L'SW- __6TH 5T SW ... ¢ z17 c _ o m N w M�'w 7d 09- 180 wy u, �. w c n r 3 A a 3 > 181 Wf' q��l 2NDjPL SW LZ� _ �IGiNsS�� ix Q 185iH ''ISWo=�s�1�� SOG D i r�s� 77% z z'W Pe nville w'` �m to++- D"'rmS a� YO l �j� °m° o —m�� = L J� m '1 ai88SW. �r° �' �� '� 189TH HP SW 10 —v g �w x ��ii m i 31v m� !-1,hrn w T2 I( ,gT P1 SW v 192ND'PL SW --- F to. !� r• DELL, DR n <v Q 7 < = o �zI ;:' < r� m�D w Iv �I' Alderwood Manor a ~o UGEf DA D r^ �< < v-L nnwoud '^ J Alderwood Village. 3 ,. `L' I �— m r. m 524 Y ,,o A-- � P, �. I-f� l�a 3'� c� <<rcrTb2�i n . D ��—� o 198TH ST SW Il Iti,o o{ *p z = a m ke g i ,m > 181B O � P' a -z Gns'�*m_�O > -1m t D H' 1 ao Edmonds JW' /`w w ;q= O r 1 ,Dtn.� ¢ 1= w 01S PL SW:Va <' 9 .Z O1 <- �1oljL]D 99 D Q�Q z m`,p tm + < < _ Cedlley P �? fo W D toa 524 Edmonds _ L m _ a Seattle Heights A ON STiw A Z� T •Drlmfi i 210TH P z 181A p=—AL'DER-S-Tw- A.,� ILsr I f= DIn z Ao+ N a .-YostP 12TLHST, Wt-Lto:< �_,.w 3 c D > o r 22 --�" A,— N*b _ r BOw �Y�— r m •,MZ� Itnutlr+ y Fj�Tv 1 i _OOIN,W 214TH'PLSW�� L < r r q.Y :E 6 215T.H' D x r O, r ST SW' PINE ST m .� I 2.16TH ST SW i i <� V �'T to `O 179F- �( 21'7TFI' SW IFIR PL F1R ST 217ry PL Sty 218TH ST.'; 218TH ST SW 2I TH ST SW 468.0 ft 400 ft SITE OBSTRUCTED, KZT=1.0 300 ft 200 ft 100 ft Oft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.02 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -365.0 ft Avg Grade: 6 Climb Elev: 448.2 ft Desc Elev: 813.2 ft Max. Elev: 468.0 ft Min. Elev: 74.3 ft Climb Dist: 1.5 mi Desc Dist: 2.5 mi Data use subject to license. © DeLorme. Topo North America- 10. www.delorme.com AN (14.6-E) 4 Scale 1 : 46,875 o r v r 0 11 2 km 1" = 3,906.3 ft Data Zoom 12-1 Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area wpL Story wI < h;k wx, hXk Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Ewi � hi Fx Fx Roof Framing 20 2460 49.2 8 394 1.00 5.7 5.7 0 0.0 0 0 0.00 0.0 5.7 0 0.0 0 0 0.00 0.0 5.7 0 0.0 0 0 0.00 0.0 5.7 0 0.0 0 0 0.00 0.0 5.7 E = 49.2 - 394 1.00 5.7 - Base Shear (ULT) 7.9 kips Base Shear (ASD) 5.7 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 5.7 5.7 1.0 0.0 5.7 1.0 0.0 5.7 1.0 0.0 5.7 1.0 0.0 5.7 E = 5.7 - 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 wI Fpx (Min) 0.2SDSIWpx FPx (Max) 0.4SDS'Wpx FpX Govern Roof Framing 49.2 49.2 5.7 5.7 5.7 7.4 14.7 7.4 0.0 49.2 0.0 5.7 0.0 0.0 0.0 0.0 0.0 49.2 0.0 5.7 0.0 0.0 0.0 0.0 0.0 49.2 0.0 5.7 0.0 0.0 0.0 0.0 0.0 49.2 0.0 5.7 0.0 0.0 0.0 0.0 Description By Date Seismic &Diaphragm Force Distribution LS 06/30/23 Checked Date ENGINEERING scale NTS sheet No. 250 4th Ave. South project Job No. Suite 200 Hinman Residence Edmonds, WA 98020 23144.10 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 21 15 4.4 5.7 ROOF TYPE GABLE X-DIR STORY TYPE A,A (SF) A,B (SF) A,C (SF) A,D (SF) FX (LBS) Roof Framing 56.0 82.0 222.0 162.0 4372.1 Y-DIR STORY TYPE A,A (SF) A,B (SF) A,C (SF) A,D (SF) FY (LBS) Roof Framing 46.0 0.0 358.0 250.0 5703.5 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Description Wind Design By LS Checked Scale NTs project Hinman Residence Job No. 23144.10 No. 06/30/23 WIND AREAS - ---- -- - -_ _ _ - = '.., '., --- - -- - - - —z, - _ _ Tpm- PKWID[LOMINUOUSR WEVEMM SPLigNAND DETAILS ttP� ' — — — — — — A /T O:ftLLF tl✓ERFAAMING} ......NEW SIgIYi 10:MATM NEW AWrtIg1ttP. A I.aR EnT[[E &n 3/Pr+l — — —.—.—.—.—.—.—. — — — — — — — — — — — — — — — — — — — — — _-.1 P� iO MnrLY%i,ttP;v[R SELELnLN wi0w14A -- A - - - I -- - - - - -- - --- - - - ----- --------------------------- --------------------------------------------------------------------------------------------- EAST ELEVATION �awATL r- 5,a,/ r __------- _ __---- -------------------- ----- -- ------ --------------- d MPH SEW _._._._._._.__._._._._._._._._._._._._._._._._._._._._.—.—.—.—.—.—._ —OI—Oov — — ----- _._._._._._._. Description WIND AREAS By LS Date6/30/2023 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project HINMAN RESIDENCE Job No. 425,778.8500 23144.10 www.cgengineering.com LATERAL KEY PLAN '.. E=1234SF/2*20PSF*0161*07 1.4K -(<10%CHANGE .. 2 3 4 '., TOEXISTING) A3E=1234SF/2*20PSF*0.161*0.7=1.4K A, 3A E='6975F +5345F)/2*20PSF*0.161*0.7=1.4K A A 4A (<30% s a + + 2 -+ + ap om k TO EXISTING)CHANGE _ + ..w �, + ++++ + +t+ +++ +. 1,233.81 sf a + aww �++ + + + xIM+ sf ._. B' + { B226... E=1234SF/2*20PSF*0lfil*07,=1.4K 1<10%CHANGE B K � TO EXISTING) ,..... `' a 3B E=(6925F+5345F)/2*20PSF*0.161*0.7=1.4K B1 s 1<10%CHANGE '.. TO EXISTING) 3 E=(1234$F+5345F)/2*20PSF*0.161*0.7=2.OK 2 E=(692SF+534SF/2),*20PSF*0.161*0.7=2.2K: Description LATERAL KEY PLAN By LS Date 6/30/2023 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds,WA98O20 Project HINMAN RESIDENCE Job No. 425,778.8500 23144.10 www.cgengineering.com Upper Floor Shear Walls - Walls Below the Roof Framing + X - Direction Walls Fx (EQ) = 5.7 kips (Story Shear) Sto Fx wind = 4.4 kips (StoryShear �05 !xj Wx= 5670.4 PLF seismic 1 Wx= 4372.1 PLF wind EQ Wind EQ Wind Governing EQ Wind0.0 E 1.0 5.7 4.4 Cell nputt InpCell w/ Formula Upper Floor Shear Walls LS Date 06/30/23 Checked Checked Date X-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 Project Hinman Residence Job No. Edmonds, A98020 W 23144.10 Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (o.s-o.t4sm(pL 0.6*DL Net Uplift Hold -dorm Line Line DL End i End j End i End j End i End j End i End j Line Mark Length Width 2wlh Shear Shear Callout HD Length Uplift Uplift Load Load Trib A 1 4 0.5 1.0 158 87 SW6 3.5 1.4 1.1 0.2 0.2 0.2 0.2 1.3 1.3 HDU2 HDU2 2.8 2.2 6.0 2 4 - 1.0 158 87 SW6 3.5 1.4 1.1 0.2 0.2 0.2 0.2 1.3 1.3 HDU2 HDU2 - - 6.0 3 10 - 1.0 158 87 SW6 9.5 1.3 1.0 0.2 0.2 0.2 0.2 1.1 1.1 HDU2 HDU2 - - 0.0 0.0 B 1 10.5 0.5 1.0 178 98 SW6 10.0 1.5 1.2 0.4 0.4 0.6 0.6 1.1 1.1 HDU2 HDU2 2.8 2.2 7.0 2 5.42 - 1.0 178 98 SW6 4.9 1.6 1.2 0.1 0.1 0.1 0.1 1.5 1.5 HDU2 HDU2 - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Shearwalls: 1 /2" sheathing w/ HF studs Hold- Table Nil - 0 plf Nil 0 kips u SW6 8d@6"o.c. 242 plf None 0.5 kips SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d�"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf 2SW2 8d�"o.c. 1190 plf Re -Galt 1200 plf - - HDU2 (2}2x HF 2.215 kips HDU4 (2}2x HF 3.285 kips HDUS (2}2x HF 4.065 kips HDUS 4x DF#2 6.970 kips HDU11 6x6 DF#1 9.535 kips HDU14 6x6 DF#1 14.445 kips kips kips Re -Galt 14.5 kips Description By Hold- Table Nil - 0 plf Nil 0 kips u SW6 8d@6"o.c. 242 plf None 0.5 kips SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d�"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf 2SW2 8d�"o.c. 1190 plf Re -Galt 1200 plf - - HDU2 (2}2x HF 2.215 kips HDU4 (2}2x HF 3.285 kips HDUS (2}2x HF 4.065 kips HDUS 4x DF#2 6.970 kips HDU11 6x6 DF#1 9.535 kips HDU14 6x6 DF#1 14.445 kips kips kips Re -Galt 14.5 kips Description By Upper Floor Shear Walls - Walls Below the Roof Framing dIIIIIIIII Y - Direction Walls Fy (EQ) = 5.7 kips (Story Shear) Story Hi = 8 Fy wind = 5.7 kips(Story Shear Wall Hi= 8 Max IJw 3.5 Wy= 91 PLF seismic S-= 1.05 WY = 92 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.6A.148m)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 NO CHANGE 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 A 5 22 1.0 134 96 SW6 4.5 1.2 1.2 0.1 0.1 0.1 0.1 1.1 1.1 HDU2 HDU2 2.0 2.0 0.0 B 10 - 1.0 134 96 SW6 9.5 1.1 1.1 0.2 0.2 0.2 0.2 0.9 0.9 HDU2 HDU2 - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 A 5 2A 1.0 199 143 SW6 4.5 1.8 1.8 0.3 0.3 0.5 0.5 1.4 1.4 HDU2 HDU2 2.3 2.3 15.0 B 6.5 - 1.0 199 143 SW6 6.0 1.7 1.7 0.4 0.4 0.6 0.6 1.3 1.3 HDU2 HDU2 - - 15.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 A 16.5 15 1.0 83 60 SW6 16.0 0.7 0.7 1.1 1.1 1.5 1.5 0.0 0.0 None None 1.4 1.4 15.0 - - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - - 0.0 0.0 0.0 0.0 0.0 0.0 E 62.0 5.7 5.7 Input Cell Input Cell w/Formula Description Upper Floor Shear Walls By LS Date 06/30/23 Checked Date Y-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite200 Project Hinman Residence Job No. Edmonds, WA98020 23144.10