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REVIEWED BLD2023-1397+Structural_Analysis_or_Calculations+11.2.2023_1.27.01_PM+3877719ENGINEERING 250 411 Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425)778-5536 RECEIVED REVIEWED BY civil & structural Nov 09 2023 CITY OFEDMONDS BUILDING DEPARTMENT engineering & planning CITY OFEDMONDS ; DEVELOPMENT SERVICES DEPARTMENT BLD2023-1397 STRUCTURAL CALCULATIONS Mardee Austin Residence 729 Main Street Edmonds, WA 98020 ION ' V �128/z3 CG Project No.: 23164.10 Project Description An existing residence is being remodeled. The existing residence includes an 1880's 2-story original construction with a crawlspace and a 1980's 2-story addition with a basement garage. The remodel work involves relocating the main floor laundry to the second floor guest room. As part of the work, interior walls will be removed. Some of the walls are load bearing and/or shear walls. New beams will be required to support the existing framing. The beams will be sized as wood headers dropped below the existing framing. Upgrades will be required at the in the crawlspace to account for the new beams and posts installed at the main and second floors. A new interior shear wall will be provided to make up for the removal of an existing shear wall located between the 1880's original construction and 1980's addition. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 8 psf Live 25 psf (snow) Ceiling Dead 7 psf Live 10 psf (attic) 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 24 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.029 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date ERH 8/23/2023 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Mardee Austin Residence 23164.10 Edmonds, WA 98020 Gravity Design Loads Roof DL Ceiling Joist DL Roofing Material 2.5 psf Insulation 1.0 psf 3/4 Sheathing 2.3 psf 5/8 Gypsum 2.8 psf 2x8 @ 24" OC 1.5 psf 2x4 @ 16" OC 1.1 psf M/E 0.5 psf M/E 1.0 psf Misc 1.0 psf Misc 1.0 psf 7.8 psf 6.9 psf USE 8.0 psf USE 7.0 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 @ 18" 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 Attic LL 10.0 psf Description Gravity Design Loads By ERH Date 08/23/23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Mardee Austin Residence Job No. Edmonds, WA 98020 23164.10 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 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - 4x8 HF #2 1461 1038 721 529 405 320 259 214 180 154 132 115 101 3 1/2 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 - - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 5 1/4 x 9 1/4 PSL 5399 1 4319 1 3600 3085 1 2677 2115 1 1713 1 1416 1183 931 745 606 499 416 351 298 256 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3 1/2 x 9 1/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 3 1/2 x 9 1/2 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 5 1/4 x 9 1/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9 1/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 1/2 x 11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 3 1/2 x 11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 5 1/4 x 11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x11 718 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 31/2 x11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 51/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 7/8 PSL 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WI -/Wog <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (C0) C 41M-acnpo— Beam Span Table -Y ERH .— 08/22/23 0 Checked Date ENGINEERING Scale Sheet No. 2504th Ave. South Suite200 roject Mardee Austin Residence lob No. 23164.10 Edmonds, WA98020 Beam Span Table - Floor Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 8 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 232 522 362 266 204 160 117 - - - - - - - - - - 3 112 x 51/2 LSL 280 858 546 344 230 162 118 - - - 4x8 HF #2 401 902 627 460 353 279 226 186 155 122 31/2 x 71/4 LSL 633 1456 1011 743 522 367 267 201 155 122 6x8 DF #2 535 1203 836 614 470 371 301 249 209 178 153 134 114 - 211/16 x 91/4 PSL 1283 1924 1603 1374 1193 889 648 487 375 295 236 192 158 132 111 4x10 HF #2 603 1296 942 692 530 419 339 280 236 201 173 151 133 113 - 31/2 x 91/4 PSL 1669 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 51/4 x 91/4 PSL 2504 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 211/16 x 91/2 PSL 1317 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 31/2 x 9112 LSL 1434 2528 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 - 31/2 x 91/2 PSL 1715 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6x10 DF #2 858 1930 1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118 5114 x 9112 PSL 2573 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 91/2 PSL 3429 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 211116 x11 1/4 PSL 1560 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 31/2 x11 1/4 LSL 1980 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 31/2 x111/4 PSL 2032 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6x12 DF #2 1257 2829 1964 1443 1105 873 707 584 491 418 361 314 276 245 218 196 177 51/4 x11 114 PSL 3045 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 211/16 x11 7/8 PSL 1645 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 31/2 x11 7/8 LSL 2107 3160 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169 31/2 x11 718 PSL 2144 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 51/4 x11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x11 7/8 PSL 5357 4591 4018 3571 3185 2632 2090 1644 1316 1070 882 735 619 526 451 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/240 Total Load) and (L/360 Live Load) 4. This table is applicable for WI-/W131- <= 4.0 5. Table values include the Size Factor (CF) C "e""p`on Beam Span Table -Y ERH "are 08/22/23 Checked Date eYGNEERING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 20o Mardee Austin Residence 23164.10 Edmonds, WA 98020 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 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PsILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PsILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PsILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6xl0 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - C O Description By ERH Date 08/18/23 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite20o Project MardeeAustin Residence Job No. 23164.10 PARTIAL GRAVITY KEY PLAN - ROOF N u �� INFILL EXIST OPENING �/�, (NON-STRUCTURAL) o POCKET BEAM 00 co cv N PER 5/53.1 N 00 ,� N N cCp�y3� "' X W N M W A \,(9 � EXIST BEAM 4x10 BM205 BM204 �� o ., ;\N EXIST FLOOR � JOISTS 0 EXIST BEAM Q r X LOADS TO THESE DECREASING OVE EXIST BEAM O E 6 HDR (VF P OVIDE) X w ITEXIST BEAM FWAVO PARTIAL GRAVITY KEY PLAN - UPPER I I I I I I 1 I � I I I I I L L PARTIAL GRAVITY KEY PLAN - ROOF MT 'VC I L= lU P 5 F xlob P (Akf4L, i iv",r BxJ lr) p-ec,hw, �kx(j H-V# U PP C E2 QP> g0V�l W p = 15 PLC ly „_ Cl 3 PI4� VV0UOVUvtzk-S, 2 x °a 1 F 2- 0> V F C- 0.0q < �c1c, L =�w L EXIST L[x to [40r, L+ &OPUF ( `P 7/a— n = 12' t P> R waup�,vt7Ri5, L = 2U Lt qx l�p Hf 41 L ® 6(90 L- = 74w� C � Description By Date ENGINEERING GI�E�v l�i `'� ��' � E r� �`i Checked Date 250 4th Ave. South Scale pis Sheet No. Suite 200 Edmonds, WA 98020 Project 1 YLIit Job No. 425.778.8500 www.cgengineering.com COMPANY CG Engineering PROJECT h 200 2504thAveS WoodWork Edmonds, WA 98020 80 S Aug. 22, 2023 09:48 IWARE FOR rS BM201 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 15.0 plf Load2 Live Full UDL 40.0 plf Load3 Dead Point 1.29 63 lbs Load4 Live Point 1.29 90 lbs Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9.333' Unfactored• Dead Live Factored: 124 264 79 199 Total 389 278 Bearing: Capacity Joist 607 607 Support 1055 1055 Des ratio Joist 0.64 0.46 Support 0.37 0.26 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fop sup 6251 1 625 Minimum bearing length setting used: 1/2" for end supports DBL Joist (Upper Floor Framing) Lumber n-ply, Hem -Fir, No.2, 2x8, 2-ply (TW-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 9.31'; Clear span: 9.25; Volume = 1.4 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 24 Fv' = 150 psi fv/Fv' = 0.16 Bending(+) fb = 317 Fb' = 1020 psi fb/Fb' = 0.31 Live Defl'n 0.06 = < L/999 0.31 = L/360 in 0.20 Total Defl'n 0.09 = < L/999 0.46 = L/240 in 0.19 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 150 1.00 1.00 1.00 - - Fb'+ 850 1.00 1.00 1.00 1.000 1.200 Fop' 405 - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - Emin' 0.47 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + L Bending (+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: Cfu Cr Cfrt Ci LC# - - 1.00 1.00 2 1.00 1.00 1.00 2 - - 1.00 1.00 - - 1.00 1.00 2 - - 1.00 1.00 2 / IBC 2018 1605.3.1 V max = 388, V design = 353 lbs; M(+) = 695 lbs-ft EIy = 61.92 lb-in^2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY CG Engineering PROJECT h 200 2504thAveS WoodWork Edmonds, WA 98020 80 S Aug. 22, 2023 10:34 IWARE FOR r5 BM202 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 226.0 plf Load2 Live Full UDL 372.0 plf Load3 Dead Point 2.00 124 lbs Load4 Live Point 2.00 264 lbs SelfweightDead Full UDL 4.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3.066' Unfactored• Dead Live Factored: 395 660 434 744 Total 1055 1178 Bearing: Capacity Beam 1055 1178 Support 1802 2013 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 0.74 0.83 Min req'd 0.74 0.83 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Pop c su 625 625 BM202 Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 3.06; Clear span: 2.938'; Volume = 0.4 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 67 Fv' = 150 psi fv/Fv' = 0.45 Bending(+) fb = 607 Fb' = 1105 psi fb/Fb' = 0.55 Live Defl'n 0.01 = < L/999 0.10 = L/360 in 0.14 Total Defl'n 0.02 = < L/999 0.15 = L/240 in 0.15 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 150 1.00 1.00 1.00 - - Fb'+ 850 1.00 1.00 1.00 1.000 1.300 Fop' 405 - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: Cfu Cr Cfrt Ci LC# - 1.00 1.00 2 - 1.00 1.00 1.00 2 - 1.00 1.00 - - - 1.00 1.00 2 / IBC 2018 1605.3.1 V max = 1158, V design = 861 lbs; M(+) = 892 lbs-ft EIy = 63.08 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. L ` 40 P CA- , P �>z E /� m wprto -row l , # �6 Nei (Lt,-\ t 10 V_ (. 0 rvk_'2 Li L V � eel 4 1-1 -21���! n4_g33 ID � , V0090writzV�, t) Description By � Date D /i v% 2 '3 Ci 12HV 11 I7GS1i� Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South NTS Suite 200 Edmonds, WA 98020 project M RV O1E—E Pt LA S S It,) Job No. RE S I PIE N GF. 425.778.8500 www.cgengineering.com COMPANY CG Engineering PROJECT h 200 2504thAveS WoodWork Edmonds, WA 98020 80 S Aug. 22, 2023 10:44 IWARE FOR r5 BM202 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 226.0 plf Load2 Live Full UDL 1 372.0 plf Self -weight Dead Full UDL 4.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 3.054' Exist Loads Unfactored• Dead Live Factored: 351 568 351 568 Total 919 919 Bearing: Capacity Beam 919 919 Support 1570 1570 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 0.65 0.65 Min req'd 0.65 0.65 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Pop sup 6251 625 BM202 Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 3.06; Clear span: 2.938'; Volume = 0.4 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 48 Fv' = 150 psi fv/Fv' = 0.32 Bending(+) fb = 461 Fb' = 1105 psi fb/Fb' = 0.42 Live Defl'n 0.01 = < L/999 0.10 = L/360 in 0.11 Total Defl'n 0.02 = < L/999 0.15 = L/240 in 0.12 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 150 1.00 1.00 1.00 - - Fb'+ 850 1.00 1.00 1.00 1.000 1.300 Fop' 405 - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: Cfu Cr Cfrt Ci LC# 1.00 1.00 2 - 1.00 1.00 1.00 2 - 1.00 1.00 - - - 1.00 1.00 2 / IBC 2018 1605.3.1 V max = 903, V design = 611 lbs; M(+) = 677 lbs-ft EIy = 63.08 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY CG Engineering PROJECT h 200 2504thAveS WoodWork Edmonds, WA 98020 80 S Aug. 22, 2023 11:20 I WARE FOR t, BM204 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 226.0 plf Load2 Live Full UDL 372.0 plf Load3 Dead Point 2.22 440 lbs Load4 Live point 2.22 185 lbs SelfweightDead Full UDL 6.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5.7' Unfactored• Dead Live 933 1174 833 1131 Factored: Total 2107 1964 Bearing: Capacity Beam 2107 1964 Support 3600 3355 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 1.49 1.39 Min req'd 1.49 1.39 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 625 625 BM204 Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 5.69; Clear span: 5.438'; Volume = 1.3 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 73 Fv' = 150 psi fv/Fv' = 0.48 Bending(+) fb = 740 Fb' = 1009 psi fb/Fb' = 0.73 Live Defl'n 0.03 = < L/999 0.19 = L/360 in 0.16 Total Defl'n 0.07 = L/973 0.28 = L/240 in 0.25 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 150 1.00 1.00 1.00 - - Fb'+ 850 1.00 1.00 1.00 0.989 1.200 Fop' 405 - 1.00 1.00 - - E. 1.3 million 1.00 1.00 - - Emin' 0.47 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: Cfu Cr Cfrt Ci LC# - - 1.00 1.00 2 1.00 1.00 1.00 2 - 1.00 1.00 - - 1.00 1.00 2 - 1.00 1.00 2 / IBC 2018 1605.3.1 V max = 2070, V design = 1567 lbs; M(+) = 3077 lbs-ft EIy = 300.09 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 5.56' Le = 11.44' RB = 10.2 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ►�� Ser 2/lrr 1Qh 2) iore _FLU oP. LQA D=15PS x 1l'b Iaq, V Cs m w 11 `/12 3L4 u nLf _ Ccot) P L'F Lf2 P1,f i <,�:IOUftr PL ,� 52P iUQ--F) ��,,.�r p - C. 1t lPAC? LoAU Olunp p P GE IL-itQv k.-OA (4AEADEiz PXM) �y ,r�k � SSA (S A no C MOMENT _ aa!�1FT 575-1- F7- 5,03S1- 24'7�, 2-7,555 �r AV Description By Date Q�Im�23 Checked Date ENGINEERING Scale "1 Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project c. �1 G r l A ilk I 10 F, f-, � I [> . Job No. 425.778,8500 Z� 1�T 1� www.cgengineering.com Jv Suite-200—project Job No. Edmonds, WA98020 MARDEE AUSTIN RESIDENCE 42S.778.8so0 23164.10 www.cgengineering.com Project Title: Engineer: Project ID: Project Descr: General Beam Analysis LIC# : KW-06015244, Build:20.23.08.01 CG ENGINEERING DESCRIPTION: Exist Beam 205 - EXIST CONDITION General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 18.830 ft Area = 1* 128 Span = 18.830 ft Project File: Mardee Austin.ec6 (c) ENERCALC INC 1983-2023 10.0 in"2 Moment of Inertia = 100.0 in"4 D(O.o55)iL(o.o78)D(O.OB�q)iq�x$q.o78) D(0.1 .052) D(0.106_ _)_L(0.052) 6 L Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1280, L = 0.340 k/ft, Tributary Width = 1.0 ft, (W1 - FLOOR LOAD) Uniform Load : D = 0.1060, L = 0.0520 k/ft, Extent = 11.670 --» 13.420 ft, Tributary Width = 1.0 ft, (W2 - WALL/CELING LOAD) Uniform Load : D = 0.1060, L = 0.0520 k/ft, Extent = 16.170 --» 17.0 ft, Tributary Width = 1.0 ft, (W2 - WALL/CELING LOAD) Point Load : D = 0.0550, L = 0.0780 k @ 13.420 ft Point Load : D = 0.0550, L = 0.0780 k @ 16.170 ft Point Load : D = 0.0550, L = 0.0780 k @ 17.0 ft DESIGN SUMMARY Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Support 1 Overall MAXimum 4.584 Overall MINimum D Only 1.306 +D+L 4.584 +D+0.750L 3.765 +0.60D 0.784 L Only 3.278 22.451 k-ft Maximum Shear = +D+L Load Combination Span # 1 Span # where maximum occurs 9.792 ft Location of maximum on span Support 2 1.542 5.035 4.162 0.925 3.493 0.352 in 642 0.006 in 40778 0.500 in 451 0.001 in 163404 Support notation : Far left is # Values in KIPS 5.035 k +D+L Span # 1 18.830 ft Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File: Mardee Austin.ec6 LIC# : KW-06015244, Build:20.23.08.01 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: Exist Beam 205 - PROPOSED CONDITION General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 18.830 ft Area = 10.0 in"2 Moment of Inertia = 100.0 in"4 D(0.055)�L(0.078) D(0.055) L(0.078) LD(0.106) L(0.052) b D(0.106LL(o.052) D(0.128) L(0.334) x x Span = 18.830 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1280, L = 0.340 k/ft, Tributary Width = 1.0 ft, (W1 - FLOOR LOAD) Uniform Load : D = 0.1060, L = 0.0520 k/ft, Extent = 11.170 -->> 11.420 ft, Tributary Width = 1.0 ft, (W2 - WALL/CELING LOAD) Uniform Load : D = 0.1060, L = 0.0520 k/ft, Extent = 14.250 -->> 18.830 ft, Tributary Width = 1.0 ft, (W2 - WALL/CELING LOAD) Point Load : D = 0.0550, L = 0.0780 k @ 11.420 ft Point Load : D = 0.0550, L = 0.0780 k @ 14.250 ft DESIGN SUMMARY Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Support 1 Overall MAXimum 4.595 Overall MINimum D Only 1.310 +D+L 4.595 +D+0.750L 3.773 +0.60D 0.786 L Only 3.285 22.555 k-ft Maximum Shear = +D+L Load Combination Span # 1 Span # where maximum occurs 9.792 ft Location of maximum on span Support 2 1.722 5.247 4.366 1.033 3.524 0.353 in 640 0.006 in 40647 0.502 in 449 0.001 in 162364 Support notation : Far left is # Values in KIPS 5.247 k +D+L Span # 1 18.830 ft 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 = 1.286 Lat. = 47.811 St = 0.453 Long. _ -122.371 SMs = FaSs = 1.543 Fa = 1.200 SMt = F St = 0.837 Fv = 1.847 SDS = (2/3)SMs = SDt = (2/3)SM, _ Ta = Cthnx R Factor = IE Factor = 1.029 0.558 0.22 Ct = 0.02 hn = 24 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 = (SDI IW)/RTa = 0.396 W (Minimum Force) (Governing Force) (Maximum Force) From Computer Program: Short & 1-Sec Period Mapped Acceleration Parameters (MCE) ASCE 7-16 (Eq. 11.4-1) ASCE 7-16 (Eq. 11.4-2) ASCE 7-16 (Eq. 11.4-3) ASCE 7-16 (Eq. 11.4-4) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.2-1) ASCE 7-16 (Table 1.5-2) ASCE 7-16 (Eq. 12.8-5) ASCE 7-16 (Eq. 12.8-2) ASCE 7-16 (Eq. 12.8-3) Seismic Base Shear Ly ERH 08/15/23 Checked Date ENGINEERING scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Mardee Austin Residence Edmonds, WA 98020 23164.10 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 1BC 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= 24 Mean Roof Height (feet) hmean= 22 Building Length (feet) L= 58.58 Building Width (feet) W= 27.33 End Zone Width, a (feet) a= 3 Figure 28.6-1 Roof Angle Angle= 18.4 (assumed) Design Wind Pressure, psi PS30A= 20.1 Figure 28.6-1 Design Wind Pressure, psi PS30B= -5.7 Figure 28.6-1 Design Wind Pressure, psi ps30c= 13.4 Figure 28.6-1 Design Wind Pressure, psi P530D= -3.2 Figure 28.6-1 Height/Exposure Adjustm, Amaz 1.00 Topo. Effect Coeff., Kit K,t 1.00 Vasd = V,lt*V0.6 Section 1609.3.1 ULT ASD ps=A* Kzt * PS3o ps=A* Kzt* ps30* 0.6 20.1 12.0 PS30A= PS30B= -5.7 -3.4 pS30c= 13.4 8.0 PS30D= -3.2 1 -1.9 WIND AREA (A): (2)(6)(4.6) = 54 SF WIND AREA (B): (38')(4.5') = 171 SF WIND FORCE = 12PSF(54SF) + 8 PSF(171SF) = 2.02K WIND FORCE TO NEW WALL = 2.02K/2 = 1.01 K Description By ERH Date 8/ 22/ 2023 Wind Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Mardee Austin Residence 23164.10 Edmonds, WA 98020 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. t Hazards by Location Eastman Search Information "W1 , vM;ll Address: 729 Main St, Edmonds, WA 98020, USA Creek pdr, Gamble 160 ft :57,; Coordinates: 47.8107398,-122.3709835 Elevation: 160ft Lofal. Fdm ds Maltby K rgslor — Mountlake Timestamp: 2023-08-11 T23:51:15.003Z - Terrace Hazard Type: Seismic ..:+,.; Shoreline Bothell Reference Document: ASCE7-16 0"' i�O C70 gIQ Sugwm cF Map data 02023 Google Report a map error Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.286 MCER ground motion (period=0.2s) St 0.453 MCER ground motion (period=1.0s) SMS 1.544 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.029 Numeric seismic design value at 0.2s SA Sol * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -Additional Information Name Value Description SDC * null Seismic design category Fe 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.547 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.657 Site modified peak ground acceleration TL 6 Long -period transition period (a) SsRT 1.286 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.413 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) Sao 2.183 Factored deterministic acceleration value (0.2s) S1RT 0.453 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.506 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1 D 0.887 Factored deterministic acceleration value (1.0s) PGAd 0.77 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. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liabilityfor its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudellongitude location in the report. 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. ATCHazards by Location Search Information SZL� Mukilteo Address: 729 Main St, Edmonds, WA 98020, USA �r. Coordinates: 47.8107398,-122.3709835 Easlmont Snohomish Elevation: 160 ft 4 © Woods Creek 60 ft ;;_,;I Mill Creek Monroe Sultan Go Timestamp: Hazard Type: 2023-08-11T23:50:05.826Z Wind • I ' m ^ds Maltby High Rock Go, gle lake 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 MRI 25-Year----------------------------------- 73 mph MRI 25-Year------------------------------ 79 mph MRI 50-Year----------------------------------- 78 mph MRI 50-Year ------------------------------ 85 mph MRI100-Year __________________ 83 mph MRI 100-Year ______________ 91 mph Risk Category l ________________ 92 mph Risk Category l ____________ 100 mph Risk Categoryll ------------------------------- 97 mph Risk Categoryll ------------------------- 110 mph Risk Category III ----------------------------- 104 mph Risk Category III -IV --------------------- 115 mph Risk Category IV 108 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 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Elev: 458.6 ft Min. Elev: -0.2 ft Climb Dist: 2.1 mi Desc Dist: 2,928.2 ft Data use subject to license. TN Scale 1 : 43,750 © DeLorme. 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Elev: 410.9 ft Min. Elev: -0.1 ft Climb Dist: 2.4 mi Desc Dist: 3,817.3 ft Data use subject to license. © Del-orme. Topo North America- 10. www.delorme.com MN (14.6-E) Scale 1 : 62,500 z km 1" = 5,208.3 ft Data Zoom 11-6 Topo North America TM 10 N3 65TH pL W_ Browns Bat' O C` `123R f �ds � ST'SW ¢\H o 4 TAL'BOT RD PL °( o 'Q FREDERICK 17_� '6TH ST SW y w / am v a m x O 179TH PLSW w 180TH 3 NQ D Sf w LYMPIC VIEW_DR -1> > rr �181STI SW PL SW a �182NDPLST S,W z W 0,cn 018TH S y D C7 D i� v) < D_3 185 C�SW- „ < r_ !Y �7 Ih m S C�q•� m N''z m-a �- Eu rn Per[inlville — J, Co °° m ar D A --1� _ _ I I• - d FOREST DELL,DR j � m a{� . y1(�`T -t rn (- _UGErD I < cell tu m1 co ii �� zl a- _- -z - Edmonds =w - Sunset B Q � X v o m -i-J _z w 3 x f. m = v I N nD(n r. �,, 201ST PL S1N 4<j v p< m^ D a(m v o 0"k ST x 1 2-'� tm�� '��� 204TH ST SW z N47° 48.644' z m k 2 �' m a > m o W122 22.259' LS �► - c z H I Mon a eattle- eigh3tsDAYO_ 210TH ST SW — >r1^I Park I� 212THSTW11212HS _T m < R n gEdwards Point In ,x m � o+ mCn 13TSTSe ?m 3TH L SW _ <,T__T J IQ x O rn D]�ry FIR PL In • s J`¢ j =- 217TiH S SW n, D 99 > -O -1 =D lJ Dm' <cn ,m >� Q 218TH 5T 51N w p �m�I 1< in ID j 00 m p p�D 3a Ivy Icz OTHTS E4tA5T - v �� liut OOD LN z _SW1•;< -CA - m ^'��1 T Lu r� o v 10 z.-1D ii a < x ^ 0 Qom' h e* I"r e( Woodway. \` vJO00 /N 3 �� G / ( p w 'f 3 ?O w _ <, v 90 5perance> ;mow o 'o D r _ < A� Irp �D co{{ Z `z IG1100��Q c� a rn m v o�M'c, r Co r �o D z< �� L `� i v { m 230TH ST SW 230TH ST SW xi I 23RT ST SW -I>- D IS T S W, A l H C¢ ¢ wl-STj1 0-13 0 3cc 236T U. I P�-.int'J' ells 3LL; T x U.�238T o 1-{-++-( PL SW, 3 x >�i�x e P. 1 < �. ST SW. ? 0s x x r r° Q > z I- I Pop, -WELLS I ' ' I H'P-L RD �a 242ND PLI-SW r 99 Lake OD, Lake mil Ballingel- SW 1) \9 Firdalle - "' \ s` {��2ND ST_ SW I 114 ""C i 'I[J—fT L W dW ZOSTH'ST — N'1205TH_ST ----------- .---.-_-----.....�- - �--.- ^— -�_ NW 202N0 ST NW 203RD75T vI L �~ -_r-.- ' LLAKEB LIINGER_WAY � ,LAKEBALLINGER WAY - N 203RD ST 414.1 ft 300ft SITE 200 ft OBSTRUCTIONS 100ft BOTH SIDES, oft KZT = 1.0 -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -329.0 ft Avg Grade: 5 Climb Elev: 432.2 ft Desc Elev: 761.2 ft Max. Elev: 414.1 ft Min. Elev: -0.9 ft Climb Dist: 1.5 mi Desc Dist: 2.0 mi Data use subject to license. TN Scale 1 : 43,750 © DeLorme. Topo North America- 10. ^ MN (14.6-E) o� , ,X ] www.delorme.com 1" = 3,645.8 ft Data Zoom 12-2 Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area Level (psf) (ft) wpL (kips) Story wi. hi Elev. (h) (k-ft) w.. h.k Ewi � hik Shear Sum F. FX Roof Framing 20 738.5 14.8 22 325 1.00 1.7 1.7 E = 14.77 - 325 1.00 1.7 - Base Shear (ULT) 2.3 kips Base Shear (ASD) 1.7 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 1.0 1.7 1.7 2nd Framing 1.0 0.0 1.7 E = 1.7 - Diaahraam Forces -Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; E w; F; E F; E F; • wPX FPx (Min) FPx (Max) FPX Level (kips) (kips) (kips) (kips) E w; 0.2SDSiWpx 0.4SDSIWpx Govern Roof Framing 14.8 14.8 1.7 1.7 1.7 2.2 4.3 2.2 2nd Framing 0.0 14.8 0.0 1.7 0.0 0.0 0.0 0.0 Y`.._ Seismic & Diaphragm Force Distribution ERH ✓ " 08/22/23 Checked Date ENGINEERING Scale NTs Sheet No. 250 4th Ave. South project Job No. Suite 200 Mardee Austin Residence Edmonds, WA 98020 23164.10 Upper Floor Shear Walls - Walls Below the Roof Framing ' Y - Direction Walls Fy (EQ) = 1.7 kips (Story Shear) Story Frr = 9 F wind = 1.0 kips Sto Shear Wall frr= 8 Max IJw 3.5 Wy = 1670 PLF seismic S. = 1.03 WY = 1010 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.6-0.14Sm)DL 0.6*DL Net Uplift Hold -dorm Line Line DL Line Mark Length Width 2w/h Shear Shear Callout HD Length Uplift Uplift End i End j End i End j End i End j End i End j Load Load Trib 1 A 8 1 1.0 209 90 SW6 7.5 2.0 1.2 0.1 0.1 0.2 0.2 1.9 1.9 MST37 MST37 1.7 1.0 £ 1.0 1.7 1.0 _ Input CeCellll Input w/ Formula ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Description Upper Floor Shear Walls By ERH Date 08/22/23 Y-Direction Checked Date Scale NTS Sheet No. Project Mardee Austin Residence Job No. 23164.10