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REVIEWED BLD2024-1603+Structural_Analysis_or_Calculations+12.5.2024_2.34.18_PM+4655892RUZW civil & structural ENGINEERING engineering & planning RECEIVED BLD2024-1603 Dec 09 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ..,.,.,.,. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT STRUCTURAL CALCULATIONS Schroeder Residence RSTIO - 18812 Olympic View Dr Edmonds, WA 98020 11111124 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 CG Project No.: 24343.10 Fax: (425) 778-5536 Project Description This project involves the remodel of an existing single-family residence. The existing home is 2- stories over a daylight basement. The construction is conventional wood framing supported on concrete spread foundations. The remodel includes a new cantilevered deck at the upper floor bedroom and the removal of several interior walls at the main and basement levels. New beams and posts will be required to support the roof and floor framing. The removal of an existing shear wall along the west side of the home will be replaced with a new plywood sheathed shear wall with steel holdowns. 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 Deck Dead 10 psf Live 60 psf Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category C Mean Height 29 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.038 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Structure Description By Date ERH 10/31/2024 0 GM Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Schroeder Residence 24343.10 Edmonds, WA 98020 1 Gravity Design Loads Roof DL Roofing Material 2.5 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Trusses @ 24" OC 3.0 psf M/E 1.0 psf Misc 1.5 psf 14.1 psf USE 15.0 psf Floor DL Floor DL Flooring Material 2.0 psf Slate Floor 14.0 psf 3/4 Sheathing 2.3 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 5/8 Gypsum 2.8 psf 2x10 @ 16" OC 2.8 psf 2x10 @ 16" OC 2.8 psf M/E 1.0 psf M/E 1.0 psf Misc 1.5 psf Misc 1.5 psf 13.4 psf 25.4 psf USE 15.0 psf USE 26.0 psf DECKS USE 10.0 psf DECKS US 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 ERH Date 10/30/24 ^ Checked Date �r ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Schroeder Residence Job No. Edmonds, WA 98020 24343.10 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 .— 10/29/24 0 Checked Date ENGINEERING Scale Sheet No. 2504th Ave. South Suite200 roject Schroeder Residence lob No. 24343.10 Edmonds, WA98020 KI Beam Span Table - Floor Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 815 522 362 266 204 160 117 - - - - - - - - - - 3 112 x 5 1/2 LSL 1340 858 546 344 230 162 118 - - - 4x8 HF #2 1270 902 627 460 353 279 226 186 155 122 31/2 x 71/4 LSL 2275 1456 1011 743 522 367 267 201 155 122 6x8 DF #2 1880 1203 836 614 470 371 301 249 209 178 153 134 114 - 211/16 x 91/4 PSL 2405 1924 1603 1374 1193 889 648 487 375 295 236 192 158 132 111 4x10 HF #2 1620 1296 942 692 530 419 339 280 236 201 173 151 133 113 - 31/2 x 91/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 51/4 x 91/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 211/16 x 91/2 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 31/2 x 9112 LSL 3160 2528 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 - 31/2 x 91/2 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6x10 DF #2 2960 1930 1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118 5114 x 9112 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 91/2 PSL 6430 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 211116 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 31/2 x11 1/4 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 31/2 x11 1/4 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6x12 DF #2 3585 2829 1964 1443 1105 873 707 584 491 418 361 314 276 245 218 196 177 51/4 x11 114 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 211/16 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 31/2 x11 7/8 LSL 3950 3160 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169 31/2 x11 718 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 51/4 x11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x11 7/8 PSL 5357 4591 4018 3571 3185 2632 2090 1644 1316 1070 882 735 619 526 451 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/240 Total Load) and (L/360 Live Load) 4. This table is applicable for WI-/W131- <= 4.0 5. Table values include the Size Factor (CF) C "e""p`on Beam Span Table -Y ERH "are 10/13/24 Checked Date eYGNEERING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 20o Schroeder Residence 24343.10 Edmonds, WA 98020 n HF Column & HF Sill Plate Capacity TABLE IBC 2021, NDS 2018 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PsILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PsILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PsILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6xl0 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - C O Description By ERH Date 10/13/24 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite20o Project j" Schroeder Residence Job No. 24343.10 v EXIST 18" x 18" DECK \\ FOOTING, TVP \ Cif CANT, Fi-QQR J09V r-, V, " FLOOR Lo(Ao ' 7„ 1t-fin = &0 PS'P V-- fNirf'V t G€.',A�-r P bV0pPV 0V-,V VW2. TV, I. b'7 „ 6`-'- .... M OVA b = 15 PSF tit e 150A S= 2 S PS v W2' vvftLL_t_bw-Y) =0.014 C'—/q9 1 D-_4b PLC EAVY) 2- LIVSTT W-TO J01% SPA G Pl n vwor�w�2t�S, BM I {ZxN inXibD�2 W i i-VV 2 I): U e' VA U m 1Tt 2W- � IlL90X. V `!`0°4 -. ' o a W1 VvPv .L ®� F _ 411P e a 1S, 1K) b= 40 PAC= Description By L V, vi Date 10 / q I ,1 PAVScale Checked Date ENGINEERING i t S Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project S(11 V out) C K o f— . Job No. 425.778.8500 www.cgengineering.com 2, 10 COMPANY PROJECT CG Engineering WoodWolrks' . Oct 11, 2024 14:50I WARE FOR rFloor-Deck Joists Design Check Calculation Sheet Wood Works Sizer Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Partial Area No 0.00 2.58 10.00(16.0) psf Load2 Live Partial Area Yes 0.00 2.58 60.00 (16.0") psf Load3 Dead Partial Area No 2.58 17.25 15.00(16.0") psf Load4 Live Partial Area Yes 2.58 17.25 40.00(16.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 17.287' 2.58' 17 Unfactored• Dead Live 184 616 144 391 Factored: Total 800 535 Bearing: Capacity Joist 800 535 Support 1104 1032 Des ratio Joist 1.00 1.00 Support 0.72 0.52 Load comb #2 #4 Length 0.94 0.88 Min req'd 0.94 0.88 Cb 1.40 1.00 Cb min 1.40 1.00 Cb support 1.25 1.25 Fop sup 625 625 Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 17.31'; Clear span: 2.563', 14.625'; Volume = 1.7 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section FAILS the design check WARNING: This section violates the following design criteria: Bending and deflection Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/D 11 Shear fv = 54 Fv' = 150 psi fv/Fv' 0 36 Bending(+) fb = 1094 Fb' = 1075 psi fb/Fb' 1.02 Bending(-) fb = 174 Fb' = 470 psi fb/Fb' = 0. 7 Deflection: 0.43 = L/407 0.49 = L/360 in Interior Live Total 0.66 = L/265 0.73 = L/240 in Cantil. Live -0.24 = L/127 0.17 = L/180 in 742 Total -0.37 = L/84 0.26 = L/120 in Positive bending moment is not increasing due to the additional live load on the cantilevered end of the joists. Additional Data: 1' 11'1 Upwards deflection, only improves with FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# added load at cantilevered end. Exist Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 9 joists considered aderyuate Fb'- 850 1.00 1.00 1.00 0.437 1.100 - 1.15 1.00 1.00 2 M Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + L Bending(+): LC #4 = D + L (pattern: _L) Bending(-): LC #2 = D + L Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #4 = D + L (pattern: _L) Load Types: D=dead L=live Load Patterns: s=S/2, X=L+S or L+Lr, --no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 559, V design = 500 (NDS 3.4.3.1(a)) lbs M(+) = 1951 lbs-ft; M(-) = 311 lbs-ft EI = 128.61e06 lb -in "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Lateral stability(-): Lu = 14.69' Le = 23.44' RB = 34.0; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 11 COMPANY PROJECT CG Engineering WoodWolrks' . Oct 11, 2024 15:01 WARE FORBeam1 -Curved Glulam Design Check Calculation Sheet Wood Works Sizer Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 40.0 plf Load2 Dead Triangular 0.02 5.35 0.0 105.0 plf Load3 Snow Triangular 0.02 5.35 0.0 175.0 plf Self-wei ht Dead Full UDL 4.3 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k 5.372' Unfactored• Dead Snow 212 155 305 311 Factored: Total 368 616 Bearing: Capacity Beam 1016 1016 Support 1094 1094 Des ratio Beam 0.36 0.61 Support 0.34 0.56 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 1.12 1.12 Fop sup 625 625 -Minimum Dearing iengtn setting usea: Tie" Tor ena supports Beam 1 - Curved Glulam Glulam-Unbalan., West Species, 24F-1.8E WS, 3-1/8"W' Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 5.38; Clear span: 5.313'; Volume = 0.7 cu.ft.; 4 laminations, 3-1/8" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analvsis vs. Allowable Stress and Deflection usinu Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 37 Fv' = 305 psi fv/Fv' = 0.12 Bending(+) fb = 425 Fb' = 2760 psi fb/Fb' = 0.15 Live Defl'n 0.02 = < L/999 0.27 = L/240 in 0.06 Total Defl'n 0.04 = < L/999 0.36 = L/180 in 0.12 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASO Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 616, V design = 460 (NDS 3.4.3.1(a)) lbs; M(+) = 664 lbs-ft EI = 101.25e06 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI At90.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(oomp'n). 12 COMPANY PROJECT CG Engineering WoodWorks "' Oct. 11, 2024 15:16 rrWARF FOR WOOD Beam2 Design Check Calculation Sheet Wood Works Sizer Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial UDL 14.02 20.27 56.0 56.0 plf Load2 Snow Partial UDL 14.02 20.27 94.0 94.0 plf Load3 Dead Point 14.02 400 lbs Load4 Snow Point 14.02 310 lbs Self -weight Dead Full UDL 12.4 plf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) 20.292' Unfactored: Dead Snow Factored: 303 186 698 711 Total 489 1409 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.28 0.82 Support 0.27 0.77 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 1.07 1.07 Fcp sup 6251 1 625 ivunimum Dearing iengtn seeing usea: uz Tor ena supports Beam 2 Timber -soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 20.31'; Clear span: 20.188; Volume = 7.4 cu.ft.; Beam or stringer 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 = 37 Fv' = 195 psi fv/Fv' = 0.19 Bending(+) fb = 818 Fb' = 1006 psi fb/Fb' = 0.81 Live Defl'n 0.30 = L/810 1.01 = L/240 in 0.30 Total Defl'n 0.86 = L/282 1.35 = L/180 in 0.64 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 1409, V design = 1280 (NDS 3.4.3.1(a)) lbs; M(+) = 5636 lbs-ft EI = 510.84e06 lb-inA2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 1 3 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 PROJECT CG Engineering WoodWolrks' . Oct 11, 2024 15:15rr WARE FOR tBeam2 Design Check Calculation Sheet Wood Works Sizer Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial UDL 14.02 20.27 56.0 56.0 plf Load2 Snow Partial UDL 14.02 20.27 94.0 94.0 plf Load3 Dead Point 14.02 400 lbs Load4 Snow Point 14.02 310 lbs Self -weight Dead Full UDL 10.1 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 20.297' Unfactored• Dead Snow Factored: 280 186 675 711 Total 466 1386 Bearing: Capacity Beam 1094 1386 Support 1211 1535 Des ratio Beam 0.43 1.00 Support 0.39 0.90 Load comb #2 #2 Length 0.50* 0.63 Min req'd 0.50* 0.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 625 1 625 Minimum bearing length setting used: 1/2" for end supports Beam 2 PSL, 2.0E, 2.0E, 3-1/2"x9-1/4" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 20.31 `, Clear span: 20.188'; Volume = 4.6 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. WARNING: This CUSTOM SIZE is not in the database. Refer to online help. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 58 Fv' = 334 psi fv/Fv' = 0.18 Bending(+) fb = 1331 Fb' = 2898 psi fb/Fb' = 0.46 Live Defl'n 0.33 = L/732 1.01 = L/240 in 0.33 Total Defl'n 0.92 = L/263 1.35 = L/180 in 0.68 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 2 Fb'+ 2900 1.15 - 1.00 0.845 1.029 - 1.00 1.00 - 2 Fcp' 625 - - 1.00 - - - - 1.00 - - E' 2.0 million - 1.00 - - - - 1.00 - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S Load Types: D=dead S=snow Load combinations: ASD Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 1386, V design = 1261 (NDS 3.4.3.1(a)) lbs; M(+) = 5536 lbs-ft EI = 461.68e06 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 20.25' Le = 37.25' RB = 18.4 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 14 L , Uv t WI t 2 155E �P4+ tAPVL�-P FL -oar W l a -1° "" W ry rF ®' 40 VSF 3.51 K (D) 3.52K (D) 141 K (L) 2.77K (L) 369K (S) 3.33K (S) LCVV ROC) ��1K�. m ��.2�'���.1� r� = ��• � S� kJONU : LOAP VIA PLF X (TI `) 420 3 µ PER ENERCALC, L 5? x I e ct 6 t W8x35 ( 2s. V =,15% I_ " • �C3 S 'r " L� bTor= 0.74" = LJ326 0 of (�s JCRn1 W MR r)C-PrmspAt") I'VOLE q Io H> 2r D Z 26 psr x I'-q 46 6 PLF w LL dd = (33PLF ,116 PLF gERhA 5 PFP- 0EEA M, WITIQ -TNI5LC s w W'• 1-�it3. ; 3�� �` �6�ir l�� �z fan irk) � � y = 26 PSF x 3'-9v 98 PI t Wn� ` "Lil l✓ P LF 248 PLI Description By -) Date 1o//z"l IN V VV 1--i V S (F t Checked Date ENGINEERING Scale g�}` Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020-�j Project ,- c Job No. (.1 �)C ; 425.778.8500 E.. 15 www.cgengineering.com COMPANY PROJECT CG Engineering WoodWorks, h. Oct 13, 2024 10:43 r WARE FOR t5 Beam3 Design Check Calculation Sheet Wood Works Sizer Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial Area 6.59 20.09 15.00(9.001) psf Load2 Snow Partial Area 6.59 20.09 25.00(9.00') psf Load3 Dead Partial Area 6.59 20.09 15.00 (7.75') psf Load4 Live Partial Area 6.59 20.09 40.00(7.751) psf Load5 Dead Triangular 0.09 20.09 191.0 0.0 plf Load6 Snow Triangular 0.09 20.09 319.0 0.0 plf Load7 Dead Point 6.59 1000 lbs Load8 Snow Point 6.59 630 lbs Load9 Dead Point 6.59 300 lbs Loadl0 Snow Point 6.59 160 lbs Self -weight Dead Full UDL 21.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 20.193' Unfactored• Dead Live Snow Factored: 3508 1412 3685 3519 2773 3332 Total 7331 8097 Bearing: Capacity Beam 7331 8097 Support 7565 8356 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #3 #3 Length 2.20 2.43 Min req'd 2.20 2.43 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fop sup 625 625 Beam 3 Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x18" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 20.19'; Clear span: 19.813'; Volume = 12.9 cu.ft.; 12 laminations, 5-1/8" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 114 Fv' = 305 psi fv/Fv' = 0.37 Bending(+) fb = 1897 Fb' = 2663 psi fb/Fb' = 0.71 Live Defl'n 0.37 = L/641 0.67 = L/360 in 0.56 Total Defl'n 0.85 = L/281 1.00 = L/240 in 0.85 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 0.965 - - 1.00 1.00 - 3 Fop' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) Load Types: D=dead L=live S=snow Load combinations: ASO Basic from ASCE 7-16 2.4; all LC's listed in the Analysis report CALCULATIONS: V max = 8097, V design = 7008 (NDS 3.4.3.1(a)) lbs; M(+) = 43757 lbs-ft EI = 4483.28e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI At90.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. c 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(oomp'n). V Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Schroeder.ec6 LIC# : KW-06015244, Build:20.24.06.04 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: BM 3 - Steel Option CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending D 0.1913,0.0 S 0.3188,0.0 D(0.1350) S(0.2250) W8x35 Span = 20.0 ft 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 6.50 -->> 20.0 ft, Tributary Width = 9.0 ft, (W1) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 6.50 -->> 20.0 ft, Tributary Width = 7.750 ft, (W2) Varying Uniform Load : D= 0.0150->0.0, S= 0.0250->0.0 ksf, Extent = 0.0 --» 20.0 ft, Trib Width = 12.750 ft, (W3) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.502 : 1 Maximum Shear Stress Ratio = 0.151 Section used for this span W8x35 Section used for this span W8x35 Ma: Applied 38.301 k-ft Va : Applied 7.620 k Mn / Omega: Allowable 76.372 k-ft Vn/Omega : Allowable 50.344 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span 20.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.325 in Ratio = 737 -360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.735 in Ratio = 326 -240. Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240.0 n/a Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.192 7.620 Max Upward from Load Combinations 6.192 7.620 Max Upward from Load Cases 3.150 3.235 D Only 2.770 3.235 +D+L 4.182 6.007 +D+S 5.920 6.309 +D+0.750L 3.829 5.314 +D+0.750L+0.750S 6.192 7.620 +0.60D 1.662 1.941 L Only 1.412 2.773 S Only 3.150 3.075 17 (7R1W 1`1J Dr, S16)W W : i1z113, - 7 2S V-N D =15 1' 5 17x l .2S "; �Q PL,�- 18 °I PLK T7 "7 PLF V� L'fbVSF 7.25� - 2�;4 Y�iB= P&11� 66Am SMtOTN61C, � 4x10I}t #� WAU-avO°t�►� BM7 w ROOF: D = 15 PSF x 16' = 240 PLF S=25PSF x16'=400'PLF PER ROOF BEAM SPAN TABLE, s -6" 412 HF#2 WAuow= 653 PLF (FOR 9' SPAN) EXIST JOISTS W/ POINT LOAD PER WOODWORKS, w F' FLOOR: D = 15 PSF L=40PSF EXIST 2x10 @12" JOISTS ADEQUATE_ a o'>1 P; D = 250 LB L = 660 LB M = 98% (CONSERVATIVE, LOAD LIKELY V = 60% SPLIT OVER (2) JOISTS) 6TOT = 0.16" = L/585 Description By � � Date f G 1_v \6 S Checked Date ENGINEERING Scale Q7--s Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 Project SG�¢Q 0cEC2 RSIDtJC Job No. 425.778.8500 www.cgengineering.com 18 COMPANY PROJECT CG Engineering WoodWorks, h. Oct 30, 2024 15:58 I WARE FOR r5 Exist Joist with Point Load Design Check Calculation Sheet Wood Works Sizer Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full Area 15.00(12.011) psf Load2 Live Full Area 40.00(12.011) psf Load3 Dead Point 5.70 250 lbs Load4 Live Point 5.70 660 lbs Self -weight Dead Full UDL 2.9 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.095, Unfactored• Dead Live Factored: 145 354 249 630 Total 499 879 Bearing: Capacity Joist 499 879 Support 962 1696 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.82 1.45 Min req'd 0.82 1.45 Cb 1.00 1.00 Cb in 1.00 1.00 Cb support 1.25 1.25 Fop sup 625 1 625 Exist Joist w/ Point Load Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 12.0" c/c; Total length: 8.13'; Clear span: 7.875'; Volume = 0.8 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 90 Fv' = 150 psi fv/Fv' = 0.60 Bending(+) fb = 1059 Fb' = 1075 psi fb/Fb' = 0.98 Live Defl'n 0.10 = L/934 0.27 = L/360 in 0.39 Total Defl'n 0.16 = L/585 0.40 = L/240 in 0.41 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 1.100 Fcp' 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 Load Types: D=dead L=live Load combinations: ASO Basic from ASCE 7-16 2.4; CALCULATIONS: V max = 876, V design = 828 (NDS 3.4.3.1(a)) lbs; EI = 128.61e06 lb-in^2 Cfu Cr Cfrt Ci LC# 1.00 1.00 2 - 1.15 1.00 1.00 2 - 1.00 1.00 - - - 1.00 1.00 2 - 1.00 1.00 2 all LC's listed in the Analysis report M(+) = 1887 lbs-ft "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 19 Jv Suite-200—project Job No. Edmonds, WA98020 SCHROEDER RESIDENCE 42S.778.8so0 24343.10 20 www.cgengineering.com Seismic Analysis Design Per 2021 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class Occupancy Category Seismic Design Category D (assumed / default) II (non -essential facility) D SS = 1.297 Lat. = 47.828 St = 0.458 Long. _ -122.362 SMs = FaSs = 1.556 Fa = 1.200 SMt = F St = 0.844 Fv = 1.842 SDs = (2/3)SMs = SDI _ (2/3)SM, _ Ta = Cthnx R Factor = IE Factor = 1.038 0.562 0.25 Ct = 0.02 hn = 29 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.046 W V = (SDSIW)/R = 0.160 W V = (SDI IW)/RTa = 0.346 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 10/30/24 Checked Date ENGINEERING scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Schroeder Residence Edmonds, WA 98020 24343.10 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. nTC Hazards by Location Search Information Address. 18812 Olympic View Dr, Edmonds, WA 98020, USA Coordinates: 47.8282825,-122.3621008 Elevation: 103 ft Ti mesta m p: 2024-09-25T23:57:29.916Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.297 MCER ground motion (period=0.2s) S1 0.458 MCER ground motion (period=1.0s) SMS 1.557 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SUS 1.038 Numeric seismic design value at 0.2s SA SDl * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Mt ;,. ,us >oi { r.larysvale BakerSnoqualnue 103 fit wec Nalinnal Forest v LUcal pa'k shored S �: oRedmond Gpoo�le eremenoo Map data ©2024 Google Report a map error Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.908 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.554 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.665 Site modified peak ground acceleration TL 6 Long -period transition period (a) SsRT 1.297 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.429 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 2.453 Factored deterministic acceleration value (0.2s) S1RT 0.458 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.512 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1 D 1.023 Factored deterministic acceleration value (1.0s) PGAd 0.865 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 whX. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Desion 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. 22 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: 18812 Olympic View or, Edmonds, WA 98020, USA Coordinates: 47.8282825,-122.3621008 Elevation: 103 ft Timestam p: 2024-09-25T23:56:33.294Z Hazard Type: Wind ASCE 7-16 MRI 10-Year----------------------------------- 67 mph MRI25-Year -- 73 mph MRI50-Year-------- 78 mph MRI 100-Year 83 mph Risk CategoryI __ 92 mph Risk Category II 97 mph Risk Category 111 104 mph Risk Category IV 108 mph ASCE 7-10 Port Angeles Mt. Marysville Baker-Snoqualmie W' 103 ft arett National Forest Edms\- Olyrnpic tional Park Shoreline Seattle °Redmond 4 C7Bremerton. Rentn� uO14ig�- `, - , ) o Map data ©2024 Google Report a map error ASCE 7-05 MRI 10-Year------------------------------ 72 mph ASCE 7-05 Wind Speed ------------- 85 mph MRI 25-Year------------------------------ 79 mph MRI 50-Year------------------------------ 85 mph MRI100-Year 91 mph Risk Category l 100 mph Risk Category II 110 mph Risk Category III -IV 115 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. 23 Topo North America TM 10 }` Serene c m Norma Beach Lundy Cf ich Plonic Point-Nort -Lynnwood — l Meadowdale 4 � r S ^y ) C Beverly Aorc6 Br q nA m 1-73RD PL-SWy 1 ♦ 0 O �Q ` v1E� D i80TH ST S W V QiG 2 m ro A W 122" 21.726' I Per ville m < )' T� 1 GET DR, ,Lynnwood = 524 Par J CASP_ERSST 0 Cedar Va I q�N _ ST nl 4ci,rnd ion Edmonds MAIN=ST ., Seattle Heights u, - — i ep 212TF ST SW Wp�IN G 212TH ST-SW _- ;'" D m Edwards Point y t `Z� ,n O < i rn WAY m 99 m F 3 v 179. W I H P220Yks''r:S& m 220 .Fl ST SW `� 1C— �Ti m c \Woodway \Fa, ESperance a � •ei�y 17a eer 9L 231ST ST SYY I �7 /// WACHUSETT RD' w TI 6_ MountlakeTer rac} a l i `` A m Firdale r`+. 1 m 1 z 465.9 ft 400 ft SITE IS NOT ON 300 ft UPPER HALF OF HILL, Kzt = 1.0 200 ft 100 ft Oft Lu l— tn -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: 429.6 ft Avg Grade: 3 Climb Elev: 575.3 ft Desc Elev: 145.7 ft Max. Elev: 465.9 ft Min. Elev: -0.7 ft Climb Dist: 1.7 mi Desc Dist: 3,337.0 ft Data use subject to license. TN Scale 1 : 62,500 * © DeLorme. Topo North America TM 10. ^ MN(1a.a°E) � —z 24km o � , www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 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.k Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Ewi � hik F. FX Roof Framing 20 1015 20.3 23.25 472 0.27 3.5 3.5 3rd Framing 25 2120 53.0 17.67 937 0.54 6.9 10.3 2nd Framing 25 1575 39.4 8.67 341 0.20 2.5 12.8 Y = 112.675 - 1750 1.00 12.8 - Base Shear (ULT) 18.0 kips Base Shear (ASD) 12.8 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-16 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 3.5 3.5 3rd Framing 1.0 6.9 10.3 2nd Framing 1.0 2.5 12.8 E = 12.8 - Diaphragm Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; Ew; F; E F; E F;.wPX F,(Min) Fpx(Max) FPX Level (kips) (kips) (kips) (kips) Y- w; 0.2SDSiWpx 0.4SDSIWpx Govern Roof Framing 20.3 20.3 3.5 3.5 3.5 3.0 6.0 3.5 3rd Framing 53.0 73.3 6.9 10.3 7.5 7.9 15.7 7.9 2nd Framing 39.4 112.7 2.5 12.8 4.5 5.8 11.7 5.8 Description Seismic &Diaphragm Force Distribution By ERH Date 10/30/24 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 project Schroeder Residence Job No. Edmonds, WA 98020r-- 24343.10 25 --1 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2021 IBC ASCE 7-16 Building Exposure Exp.= C 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= 29 Mean Roof Height (feet) hmean= 25.5 Building Length (feet) L= 64 Building Width (feet) W= 29 End Zone Width, a (feet) a= 3 Figure 28.6-1 Roof Angle Angle= 22.6 Design Wind Pressure, p53 PS30A= 19.7 Figure 28.6-1 Design Wind Pressure, p53 PS30B= -1.0 Figure 28.6-1 Design Wind Pressure, p53 p530c= 13.7 Figure 28.6-1 Design Wind Pressure, p53 p530D= 0.2 Figure 28.6-1 Height/Exposure Adjustm, Amaz 1.36 Topo. Effect Coeff., Kit K,t 1.00 Vasd = V,lt*V0.6 Section 1609.3.1 ULT ASD ps=A* Kzt * p530 ps=A* Kzt* ps30* 0.6 26.7 16.0 PS30A= PS30B= -1.4 -0.8 p530c= 18.5 11.1 p530D= 0.2 0.1 Description By Datc ERH 10/31/2024 Wind Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Schroeder Residence 24343.10 Edmonds, WA 98020 26 WIND FORCES WIND PRESSURES P,30A = 16 PSF P,30B = -0.8 PSF P,30C = 11.1 PSF ❑ 13,30D = 0.1 PSF --> ASCE MIN. = 9.6 PSF (ASD) --> ASCE MIN. = 4.8 PSF (ASD) UPPER: (ASCE MIN. GOVERNS) WIND FORCE = 9.6PSF (57SF) + 4.8PSF (182SF) = 1.42K MAIN: WIND FORCE = 16PSF (57SF) + 11.1 PSF (192SF) = 3.04K 27 LATERAL DESIGN v X'-DIRECTION No new openings, some windows to be infilled. No lateral analysis required. Y-DIRECTION By inspection, seismic loads West: New window openings, lateral analysis required. will govern over wind loads since the wind area applied to East: No new openings, some infill. Na lateralanalysis required. Y-directionwalls is small. Description By ERH Date 08.07.24 LATERAL DESIGN checked Date ENGINEERING 250 4th A S th Scale NTS Sheet No. e. ou Suite 200 project Job No. Edmonds, WA98020 SCHROEDER RESIDENCE 42S.778.8so0 24343.10 28 www.cgengineering.com INSTALL NEW FIXED TUBULAR \ SKYLIGHT PER MFR., VERIFY INFILL EX. WINDOW &OANINGS; SEE LOC. (MRF., SIZE &MODEL EXTERIOR ELEVATIONT. XX/A5X, PER CLIENT SPEC.) TYP. CAL NORTH AND EAT10N5 W EX. WD. DECK & GUARDS X 4 \\0JE�� \ / TO REMAIN, TYP. \�A\G W KEF Vc DN R 05 (EX') GP5 OFFVG 16 50 CFM EXHAUST FAN, Q A3.0 ENT A55UME FOR R.O.VENT TO OUTSIDE TYP EX. WD. STAIR +1.. X. CONC. WALKWAY AND & GUARDS TO WIDTH @ PICT. WIN., \ ie TYP. TYP. (VER. W/ MFR.) \ O SITE STEPS TO REMAIN MREMAIN, 6 5\IZ ,,,,,,,,,,,,,,,,, ? J 06 15 ! yN TA ROJECTED �Q�pR N N OOF ADD GAS LINE Z �� ENGTH OF WALL\\ PO TM&OUTLOOKERPORCH 1 A _ 15 O, ABOVE TO REMAIN �v: N DINING PROVIDE SOUND G�EO- — — — iP LVT 13ATT5 (0 POWDER E0.' WALLS, TYP. FURRED WALL 0BATH SLIDERS FOR FRAME VERIFY EX. SD/CMD 0. \ A 0, DEPTH, TYP. (VERIFY OR INSTALL NEW G� 77- \ DIM. W/ MFR.) PER IRC R315.2.2 14 —� 18 o Q \ \ \ 13 x_ DN O7 \ NEW ARCHITECTURAL -GRADE" DROPPED GLULAM BM. \ \ (EX.) \ ABV. PER STRUCT. (CURVED TO MATCH EX. WALL ABV.) \ LV STPfWE 4 A55UME +1 1/2" FOR \ \ 'OPT: FRAMING -GRADE GLULAM R.O. WIDTH w SLIDERS, W/ VENEER WRAP, STAINED FINISH TYP. (VER. W/ MFR.) _ _ _ _ _ _ _ _ _ _ ENTRY a NEW ARCHITECTURAL- NEW POST PER 5TRUCT., STONE � 3 o GRADE' DROPPED GLULAM VENEER WRAP PER BM. ABV. PER STRUCT. DETAIL (STAINED FINISH) A3.0 DECK z m I EX rn 36" GRDRL FIT. I (ADV. LANDING) I w A3.0 LIVING LVT UF(EX) SH NG EFl LANDING ANDI& STAIR LANDA3 INNGG & LVT STONE TREADS, REPLACE EX. GUARDS PER CLIENT w U EX. AIR DUCT FROM SPEC., MIN. 36" HT. (PET. LOWER FLOOR , CU STAIR d LEADING LEADING G T0 UPPER owc NEW F.P. MANTEL FLOOR O NEW WALL-MNT T.V. REPLACE EX. GUARD CA FLR. 17 OPENING PER CLIENT SPEC., MIN. 36" HT. (DET. XX/XX -- U G REPLACE oe HALL =--_ 1 2 STONE �— DN — NEW TAMBOUR PANELS OVER EX. BRICK IN BEDROOM (VER. PLANTER TO FINISHED DESIGN W/ CLIENT) REMAIN, RE FINISH PER CLIENT SPEC. VERIFY EX. 5D OR INSTALL NEW PER IRC R314.2.2 INFILL EX. 0-OPENINGS � MAINTAIN EX. LNDRY CHUTE & REPLACE ACCESS PANEL, CL PATCH DRYWALL &PAINT FIRFIR� p � LVT A3 PRIMARY BED w� LVT FEQ 5.2 K M 0 INFILL EX. WINDOW OPENING; SEE EXTERIOR ELEVATIONS 66" VANITY BATH AND PET. XX/A5X, TYP. N TILE (HEATED) INSTALL NEW FIXED WC N 110 CFM EXHAUST FAN, TUBULAR SKYLIGHT u TILE N F VENT TO OUTSIDE TYP PER MFR., VERIFY LOC. 10 (HEATED) LINEAR SH. DRAIN PER CLIENT SPEC. (MRF., 51ZE & MODEL PER CLIENT SPEC.) 09 — a C L SHW \ INFILL FLOORING IN EX. OPENING BELOW EX. FLOOR SHEATHING, SEE ALSO LOWER FLOOR PLAN _ I I 3 + i`, O 11 F �L i NEW SKYLIGHT ABOVE, SEE ROOF PLAN 50 CFM EXHAUST VENT TO 0 Y C �O 12 INFILL EX. WINDOW OPENING OWNEW WINDOWS; +v SEE EXTERIOR ELEVATIONS DET. XX/A5.X, TYP. Q�J /\ EW TOILET TO BE CENTERED IN ROOM Main Floor Shear Walls - Walls Below the Upper Floor Framing Y - Direction Walls Fy (EQ) = 6.9 kips (Story Shear) Story HT = 9 Fy (wind) = 3.0 kips(Story Shear) Wall HT = 8.16 Max lvw 3.5 Wy = 3438 PLF seismic S. = 1.04 W = 1520 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ, WL EQ Wind SW Reduced Gross Gross (a.8-0.145m(DL 0.6' DL From Above Net Uplift Hold-down Line Line DL Line Mark Length Width EQ Wind 2w/h Shear Shear Callout HD Length UpIiH Uplift End i End j End i End j End I End] End i End j End i End j Load Load Trib 1 A B 2.75 4.42 1 - 1.7 - 0.7 - 0.7 1.0 1070 721 330 222 2SW3 SW2 2.3 3.9 7.9 7.3 3.4 3.2 0.2 0.2 0.2 0.2 0.2 0.3 0.2 0.3 0.0 1.0 0.0 1.0 7.8 8.2 7.8 8.2 HDU11 HDU11 HDU11 HDU11 5.2 - 2.2 - rr 2 1 1.7 0.7 5.2 2.2 E 2.0 3.5 1.4 10.3 4.5 Input Cell Input Cell w/ Formula ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description Main Floor Shear Walls By ERH Date 10/31/24 Y-Direction Checked Date Scale NTS Sheet No. Project Schroeder Residence Job No. 24343.10 30 Jv Suite-200—project Job No. Edmonds, WA98020 SCHROEDER RESIDENCE 42S.778.8so0 24343.10 31 www.cgengineering.com ®' Anchor Designer TM Software Version 3.0.7947.0 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB Diameter (inch): 1.000 Effective Embedment depth, her (inch): 9.000 Anchor category: - Anchor ductility: Yes hmi" (inch): 11.63 Cmm (inch): 6.00 Smm (inch): 6.00 Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt- PAB8 It "0) Company: Date: 10/29/2024 Engineer: I Page: 1/5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, F. (psi): 2500 q'av: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronoe.com ®' Anchor Designer" Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied flo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads N„a [Ib]: 11700 V„a. [Ito: 0 V„ay [lb]: 0 <Figure 1> E-mail: 2271l Z Y 0 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 32 E=Anchor Designer TIM Software Version 3.0.7947.0 <Figure 2> Company: Date: 10/29/2024 Engineer: I Page: 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ®' Anchor DesignerT"' Software Version 3.0.7947.0 c E-mail: 3. Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.. (Ib) V.. (Ib) V.r (Ib) J(V..Y-(V—)' (lb) 1 11700.0 0.0 0.0 0.0 Sum 11700.0 0.0 0.0 0.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 11700 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, a'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'ry (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Ns (lb) 0 ,,N.. (Ib) 35150 0.75 26363 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 Nb = kp;. 4FP Nl'' (Eq. 17.4.2.2a) kp Pc (psi) h, (in) Nb (Ib) 24.0 1.00 2500 8.000 27153 0.750N�=0.750(Am/AN )T,NY.,NW�,NNb(Sec. 17.3.1&Eq. 17.4.2.1a) Am (in2) A— (in2 c.,— (in) VY N V7gN r7;p,N Nb (Ib) 0 0.750N. (Ib) 576.00 576.00 12.00 1.000 1.00 1.000 27153 0.70 14255 0.75¢Nm = 0.750WcpNp = 0.750KP8Abm& (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) V' c Abs (in') & (psi) d 0.754Np„ (Ib) 1.0 5.15 2500 0.70 54117 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 33 E=Anchor Designer TIM Software Version 3.0.7947.0 Company: Date: 10/29/2024 Engineer: I Page: 5/5 Project: Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.717 Tension Factored Load, N„a (lb) Design Strength, eNn (Ib) Ratio Status Steel 11700 26363 0.44 Pass Concrete breakout 11700 Pullout 11700 14255 0.82 Pass (Governs) 54117 0.22 Pass PAB8 (1"0) with het = 9.000 inch meets the selected design criteria. 12. Warninas - Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verity. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 34