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REVIEWED BLD BLD2021-0175+Structural_Calculations+1.29.2021_3.59.25_PM+2023156Ccivil & structural ENGINEERING engineering & planning RECEIVED BLD2021-0175 1.29.21 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL CALCULATIONS Koszarek Residence Home Remodel 17916 73rd Ave W Edmonds, WA 98026 is M. T 4c5j�og t►e��cG� 9A �N�seoi�{r'ti IONAL 250 4th Ave S Ste 200 Edmonds, WA 98020 CG Project No.: 20458.10 Phone: (425) 778-8500 Fax: (425) 778-5536 Protect Location 17916 73rd Ave W Edmonds, WA 98026 Proiect Description A single -story, wood -framed house is being remodeled. In the northwest corner, an outdoor space will be enclosed and the existing wall removed and the ceiling will be converted from trusses to a vaulted ceiling. In the southern portion of the home, ceiling joists will be added to fortify the existing joists. A new, 2-story garage will be constructed in the southeast corner of the residence. The garage will be framed with sawn cut lumber and bear on reinforced concrete slabs and footings. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Roof Loads Dead 15 psf Snow 25 psf (snow) Ceiling Loads Dead 7 psf Live 10 psf Floor Loads Dead 15 psf Live 40 psf Exterior Wall Loads Dead 10 psf Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B IW = 1.0 (Non -Essential Facility) Mean Height = 25' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = Cs*Wp Sds = .867 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By LAT Date 1/ 20/ 2021 Checked Date Project Summary ENGINEERING Scale Sheet No. NTS 250 4th Ave South Project Job No.. Suite 200 0.01 Edmonds, WA 98020 Koszarek Residence 20458.10 Gravity Design Loads Roof DL Roofing Material 2.5 psf 5/8 Sheathing 1.8 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Trusses @ 24" OC 3.0 psf M/E 1.2 psf Misc 1.5 psf 13.8 psf USE 15.0 psf Ceiling DL 2x10 @ 24" OC 1.6 psf 1/2" Gypsum 2.5 psf Misc 1.5 psf 5.6 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 @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.4 psf USE 15.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf � Description Gravity Design Loads By LAT Date 01/20/21 � Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Koszarek Residence Job No. 1.01 Edmonds, WA 98020 20458.10 Beam Span Table - Floor Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 815 522 362 266 204 160 117 - - - - - - - - - - 3 1/2 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 3 1/2 x 7 1/4 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 - - 2 11/16 x 9 1/4 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 - 3 1/2 x 9 1/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 5 1/4 x 9 1/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 3 1/2 x 9 1/2 LSL 3160 2528 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 - 3 1/2 x 9 1/2 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 5 1/4 x 9 1/2 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 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 3 1/2 x 11 1/4 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 3 1/2 x 11 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 5 1/4 x 11 1/4 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 3 1/2 x 11 7/8 LSL 3950 3160 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169 3 1/2 x 11 7/8 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 5 1/4 x 11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x11 7/8 PSL 5357 4591 4018 3571 3185 2632 2090 1644 1316 1070 882 735 619 526 451 Notes: C 4m ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/240 Total Load) and (L/360 Live Load) 4. This table is applicable for WLL/WDL <= 4.0 5. Table values include the Size Factor (CE) Description project Beam Span Table Koszarek Residence LAT 01/18/21 Checked Date Scale Sheet No. Job No. 20458.10 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 - 3 1/2 x 9 1/4 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 5 1/4 x 9 1/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 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 91/2 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 31/2 x11 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 3 1/2 x 11 7/8 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 3 1/2 x 11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 5 1/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x11 7/8 PSL 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WLL/WDL <= 3.0 5. Table values include the Size Factor (CE) and the Load Duration Factor (CD) Description Beam Span Table 6y LAT Date 01/18/21 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Koszarek Residence Job No. Edmonds, WA98020 20458.10 HF Column & HF Sill Plate Capacity TABLE 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 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 1 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 - - - - 6x10 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - CMDescription By LAT Date 01/18/21 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Koszarek Residence Job No. 20458.10 iIRIL! 29'-0" k 5'-0" 19'-01, 5'-0" - i O� 11 HDR202 HDR2011 TYP HDR202 IF IF d M O CDO C O - -' ' co CO � ti � 1 , -J M O O , IF iO-'---------- OC ------------------�----------i-- nesonptton By LAT Date 1 /19/21 2nd Story Roof Framing Plan Checked Date ENGINEERING scale sheet No. 2504thAve. South project Job No. 1.05 Suite 200 Edtnonds,WA98020 Koszarek Residence 20458.10 �nd S6t j (0,,4) �it� NDR;Lm ,Ty.: p • IN'o 1:- w• S=24yP r}r 13tavn Ic h Ic.. b 'iYU NF -#;, D• 2}o 16 Is Olh R'• RL Rl. s' ti51 H0R2V2: �. ry'G cxxli,uoc ttiKs3 aG�tioE Q S lr - � W e OK p.- -u �O - bit, o p.`L.4-4 t6 1z S Vd25[16 S`3ILA �,• 2.U� H n'R 203 : U--3Vply Pcr n yx(o NF :0,1 is W p : 133 a,- S 2-21 p. I.U' Description ax By I AT Date Checked Date ENGINEERING Scale Sheet No. 1.06 250 4th Ave. South Project Job No. Suite 200 Edmonds, WA 98020Aon(� 425.778.8500 ' 1 www.cgengineering.com COMPANY PROJECT Koszarek Residence h Design of new 2-story garage WoodWork CG #20458.10 HDR202.wwb rw�rs sow �5 Jan. 19, 2021 11:24 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit D Dead Full UDL 146.0 plf S Snow Full UDL 244.0 plf R_girder_d Dead Point 2.13 366 lbs R_girder_s Snow Point 2.13 609 lbs Self -weight Dead Full UDL 6.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7.226' 7.113' Unfactored• Dead Snow 812 1315 657 1057 Factored: Total 2128 1713 Bearing: Capacity Beam 2128 1713 Support 3635 2927 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 1.50 1.21 Min req'd 1.50 1.21 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 625 625 HDR202 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: 7.23; Clear span: 7.0`, Volume = 1.6 cu.ft. Lateral support: top = continuous, 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 = 82 Fv' = 172 psi fv/Fv' = 0.48 Bending(+) fb = 869 Fb' = 1173 psi fb/Fb' = 0.74 Live Defl'n 0.07 = < L/999 0.36 = L/240 in 0.19 Total Defl'n 0.13 = L/659 0.47 = L/180 in 0.27 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E. 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 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 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 2103, V design = 1773 lbs; M(+) = 3615 lbs-ft EI = 300.09e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1.07 R R M O'1 G,�O 0 v G --------i - ti0�-■------------ --------------- -------------�oti --- G� ,o o� O LL ,moo �G o l/L�F '�./ ------- ' ---- I N Descfipfim ENGINEERING 250 4th Ave. South project Suite 200 Edmonds, WA 98020 By LAT Date 1 / 1 st Story Framing Plan Checked Date Scale Sheet No. Job No. 1.08 Koszarek Residence 20458.10 13+ 1-1 y T154S FT IUl : S * �v° 1S I'cXic. wE6 � • av pa-G 2x1L "F7 #.. cell,, p. 193 IA T71 IIU@Iv Q• c• 513 Ib Orc, 0"k Aol `Fe��l1 G.95 ✓ 03 10 ��Js•w wjS.L °O ZN �l• R �r4 Hf #1 PT p,'��• ITi�b � ti OV) (• 3.3' Description Lit+ � BY L A T Date 1 I101,1 • 11GAIcf Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South 1.09 Suite 200 project 1/ tL Job No. Edmonds, WA 98020 KvS 425.778.8500 www.cgengineering.com �U`15fs IU COMPANY PROJECT Koszarek Residence h Design of new 2-story garage WoodWork CG #20458.10 FJ101.wwb rw�rs sow r5 Jan. 19, 2021 11:30 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End D Dead Full Area 15.00(12.011) psf L Live Full Area 40.00(12.011) psf Self -weight Dead Full UDL 3.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 18.398' Unfactored• Dead Live 170 368 170 368 Factored: Total 538 538 Bearing: Capacity Joist 538 538 Support 1038 1038 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.89 0.89 Min req'd 0.89 0.89 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fop sup 625 625 FJ101 Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 12.0" etc; Total length: 18.4'; Clear span: 18.25`, Volume = 2.2 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. WARNING: Member length exceeds typical stock length of 18.0 [ft] Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 43 Fv' = 150 psi fv/Fv' = 0.28 Bending(+) fb = 931 Fb' = 977 psi fb/Fb' = 0.95 Live Defl'n 0.44 = L/501 0.61 = L/360 in 0.72 Total Defl'n 0.74 = L/296 0.92 = L/240 in 0.81 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 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 S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 536, V design = 479 lbs; M(+) = 2455 lbs-ft EI = 231.37e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1.10 .1FORTE'03 MEMBER REPOR' Level, Floor: Joist 1 piece(s) 11 7/8" TII@ 110 @ 16" OC PASSED 0 V C All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 680 @ 2 1/2" 910 (1.75") Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 669 @ 3 1/2" 1560 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3109 @ 9' 5" 3160 Passed (98%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.452 @ 9' 5" 0.614 Passed (L/489) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.621 @ 9' 5" 0.921 Passed (L/356) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating 45 40 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edger" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTm Rating include: 1/2" Gypsum ceiling, bridging or blocking at max. 8' o.c., Perpendicular Partitions. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 1.75" 1.75" 188 502 690 1 3/4" Rim Board 2 - Stud wall - DF 3.50" 1.75" 1.75" 188 502 690 1 3/4" Rim Board • Kim uoaro is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 1" o/c Bottom Edge (Lu) 18' 7" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 18' 10" 16" 15.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Larry Taicz CIS Engineering (425) 778-8500 larryt@cgengineering.com 1.11 1/19/2021 7:29:46 PM UTC ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 Weyerhaeuser File Name: Kaszarek Residence Page 1 / 1 COMPANY PROJECT Koszarek Residence h Design of new 2-story garage Wood CG #20458.10 Work S DJ101.wwb 5 Jan. 19, 2021 11:34 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End D Dead Full Area 15.00(16.011) psf L Live Full Area 1 60.00(16.011) psf Self -weight Dead Full UDL 1.1 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3.388' Unfactored• Dead Live 36 136 36 136 Factored: Total 171 171 Bearing: Capacity Joist 171 171 Support 413 413 Des ratio Joist 1.00 1.00 Support 0.41 0.41 Load comb #2 #2 Length 0.53 0.53 Min req'd 0.53 0.53 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fop sup 625 625 DJ101 Lumber -soft, Hem -Fir, No.2, 2x4 (1-1/2"x3-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" etc; Total length: 3.39'; Clear span: 33; Volume = 0.1 cu.ft. Wet service; Incised; 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 Analysis/Design Shear fv = 39 Fv' = 116 psi fv/Fv' = 0.34 Bending(+) fb = 554 Fb' = 997 psi fb/Fb' = 0.56 Live Defl'n 0.04 = < L/999 0.11 = L/360 in 0.34 Total Defl'n 0.06 = L/695 0.17 = L/240 in 0.35 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 0.85 1.00 1.000 1.500 - 1.15 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 2 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 2 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 S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 169, V design = 137 lbs; M(+) = 141 lbs-ft EI = 6.97e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1.12 NoR 0 : NOR 1M . C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com p . V05 V, !,� S W v Description p Project PC, &A., T" I-- �n is v W W By L AT Date 141 A Checked Date Scale Sheet No. Job No. 1.13 wHSLs. ►p t3AWI'. C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com � • 2(o ply Q • 0= 2 (, 116 & a Q, �= S, 25 . Description Project P. UA'Lt- A%, H,c4 PT ►+F 0 a is OK . Fe 0.�1✓ By Checked Scale Job No. zUqS E, , IC Date Date Sheet No. 1.14 COMPANY PROJECT Koszarek Residence WoodDesignWorks�_ of new 2-story garage CG #20458.10 BM 101.wwb Jan. 19, 2021 11:37 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End D Dead Full UDL 26.0 plf L Live Full UDL 105.0 plf Self -weight Dead Full UDL 2.5 plf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) 5.333' Unfactored: Dead Live Factored: 76 280 76 280 Total 356 356 Bearing: Capacity Beam 380 380 Support 811 811 Des ratio Beam 0.94 0.94 Support 0.44 0.44 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 1.11 1.11 Fcp sup 6251 1 625 Minimum Dearing iengtn setting useo: Trr' Tor eno supports BM101 Lumber -soft, Hem -Fir, No.2, 4x4 (3-1/2"x3-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 5.33; Clear span: 5.25; Volume = 0.5 cu.ft. Wet service; Incised; Lateral support: top = continuous, 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 = 38 Fv' = 116 psi fv/Fv' = 0.33 Bending(+) fb = 785 Fb' = 867 psi fb/Fb' = 0.91 Live Defl'n 0.13 = L/476 0.18 = L/360 in 0.76 Total Defl'n 0.21 = L/308 0.26 = L/240 in 0.78 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 0.85 1.00 1.000 1.500 - 1.00 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 2 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 S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 353, V design = 312 lbs; M(+) = 467 lbs-ft EI = 16.26e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes:j 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and�S Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. O O F2 -- ■ F1C O G�o`�------------ G�o�'---------1�--- GT---------------------- O SLAB ON GRADE c ------------------------------------------------------------ ------- ��---------------------------------------------- ----------' `pfion By LAT Date 1 /19/21 Foundation Plan checked Date ENGINEERING scale sheet No. 250 4th Ave. South Project Job No. 1.16 Suite 200 Edtnonds,WA98020 Koszarek Residence 20458.10 Column Design The columns are designed using the column design table from a computer spreadsheet program. Refer to the column table to follow. Loads from the beam reactions are used for the column design, and columns are selected with capacities that exceed these loads. Bearinq Wall Desiqn Bearing walls are designed using another spreadsheet. The wall capacity is selected to exceed the actual bearing wall loads. Refer to the bearing wall spreadsheet to follow. Maximum Load to Exterior 2x6 Wall 700 PLF Use 2x Stud Grade @ 16" o.c. for all Stud Walls Foundation Desiqn Based on the geotechnical engineering report, the allowable soil bearing pressure is as given below. The minimum continuous wall footing is 16" wide and the minimum isolated spread footing is 24" square. Continuous Wall Footing Capacity: 2000 PSF 1.33 Feet = 1 2660 PLF (Note that this values exceeds all bearing wall loads) Spread Footing Design: Where loads exceed the capacity of the continuous wall footing, or where there are isolated loads, spread footings will be used. If load exceeds 2660 PSF * 1.33 Feet = 3.5 Kips then provide a spread footing as follows Foot Square Footing Footing Capacity 2 x 2 6 Kips 2.5 x 2.5 9 Kips 3 x 3 14 Kips 3.5 x 3.5 18 Kips Description Gravity Design BY LAT Date 01/19/21 Columns / Bearing Walls / Foundations checked Date ENGINEERING scale sheet No. 250 4th Ave. South Suite 200 Project Kaszarek Residence Job No. Edmonds, WA98020 20458.10 Column TUL PID C avl a�n C201 441 CU-13 133 C 103 1 WL C.C7L 9�(n G u's (o�S PL Ps S+C'f' , I PI,o PSIS Fi,s P 354 rti cw3 i a-% x — — 3414 H I PA sue. ti.O 2,6113 C2;1K �I �j.o y.o Cf.0 U C1. U Cf.0 m Description /�U l• By l AT Date Checked Date ENGINEERING 250 4th Ave. South Scale Sheet No. 1.18 Suite 200 Edmonds, WA 98020 425.778.8500 Project 9-S4( " Job No. W) LIrj �r , 1 www.cgengineering.com --J -- F j w w O < z o w --7 BM101 !1! 2 c� 1 (] � � E CVi,.,....,,. M En i i 1 f E of f ,.._. i DO N O CN DO r Description By LAT Date 1 /20/21 Roof Framing Plan Checked Date ENGINEERING scale sheet No. 250 4th Ave. South project Job No. 2.01 Suite 200 Edtnonds,WA98020 Koszarek Residence 20458.10 - i I � � i � l I 1 i jt i � i 1. �.. i i i t 11 ( � i I s � 6'-9" II I I I I LULU I I 1 roll I I ZIP ! U)� x1I + wll I II II +, o I (EXISTING TRUSSES I II I �I ml I I I I I I I I I I 0 LqI ---------- ------- -------- -- - ----- - ----- ----- ----- �I 1 I — •-"--t II j I�I ;I ;I i-11----111-1 ----- - ----- ------- - - ------ - 1 i II I Y i i i i i i i i 1 � i _. I 1... ...... . - - ----- _1 I i j i f j ? ' i i ! I i � "......, - ..._. i ".._...� ------ - i ! d a i Descripfim By LAT Date 1 /20/21 Basement Framing Plan Checked Date ENGINEERING scale sheet No. 2504thAve. South project Job No. 2.02 Suite 200 Edtnonds,WA98020 Koszarek Residence 20458.10 R7 ►vl (rT 1Cn. : D: K P E • am I25 a'• S FO: ICA Rs• �► o „4 m Description ENGINEERING 250 4th Ave. South Suite 200 Project Edmonds, WA 98020 425.778.8500 www.cgengineering.com 14r5' (41 >r KS� 2. ►() HP g A (Q 2H" C4 is vK ✓ 2.0 Hf 4t 11 (8 24" M is vri �e By LA'T Date Checked Date Scale Sheet No. 2.04 Job No i UySx . i L. COMPANY PROJECT Koszarek Residence h Design of new 2-story garage Wood CG #20458.10 Work S RJ101.wwb 5 Jan. 20, 2021 15:25 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End D Dead Full Area 15.00(24.011) psf S Snow Full Area 25.00(24.011) psf Self -weight Dead Full UDL 2.9 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13.04N 12.065' Unfactored• Dead Snow Factored: 210 303 210 303 Total 513 513 Bearing: F'theta 437 437 Capacity Joist 513 513 Support 918 918 Des ratio Joist 1.00 1.00 Support 0.56 0.56 Load comb #2 #2 Length 0.78 0.78 Min req'd 0.78 0.78 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fop sup 625 625 RJ101 Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 13.04% Clear span: 12.649` Volume = 1.3 cu.ft.; Pitch: 4/12 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 Analysis/Design Shear fv = 46 Fv' = 172 psi fv/Fv' = 0.27 Bending(+) fb = 864 Fb' = 1237 psi fb/Fb' = 0.70 Live Defl'n 0.21 = L/740 0.64 = L/240 in 0.32 Total Defl'n 0.42 = L/363 0.85 = L/180 in 0.50 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 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 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 484, V design = 423 lbs; M(+) = 1540 lbs-ft EI = 128.6le06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 05 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplemen . 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. SLOPED BEAMS: level bearing is required for all sloped beams. COMPANY PROJECT Koszarek Residence h Design of new 2-story garage Wood CG #20458.10 Work S RJ102.wwb 5 Jan. 20, 2021 15:42 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End D Dead Full Area 7.00(24.011) psf L Live Full Area 10.00(24.011) psf Self -weight Dead Full UDL 2.9 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 'i, 14.583' Unfactored• Dead Live Factored: 123 146 123 146 Total 269 269 Bearing: Capacity Joist 304 304 Support 586 586 Des ratio Joist 0.88 0.88 Support 0.46 0.46 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 1.25 1.25 Pop sup 6251 1 625 Minimum bearing length setting used: 1/2" for end supports RJ102 Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 14.58'; Clear span: 145; Volume = 1.4 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 NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 26 Fv' = 150 psi fv/Fv' = 0.17 Bending(+) fb = 547 Fb' = 1075 psi fb/Fb' = 0.51 Live Defl'n 0.16 = < L/999 0.73 = L/240 in 0.22 Total Defl'n 0.35 = L/492 0.97 = L/180 in 0.37 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 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 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 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 S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 268, V design = 239 lbs; M(+) = 974 lbs-ft EI = 128.6le06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. C91l1J Q 'ems DMwk: o • K PS4 (�• 12�x s=25 h - 1,1v4 P• t3r,1 16 S ' 3,3a14 16 R2. S 2�ttr ow • a.� 0• i8.0' Hot 10\ : C(,Lns CuA 63 C CX0 (EW4 W� 5'x L°•I(/Pj� Q , ( S • zo 5'lk x 13`)2 aL5 is UV) rcr Wa u"Of k .� "x4 HF A 2 1c b W k' 0-(0 L ✓ H PC, (k 1 s4" Po,s K's R,s I Spec, 1`1 1,1U4 - 3,334 x - - - 5,5-4€ (S�IAG 14 t, :tG2 - '431k x - - 4,4eO (3)2>� 9 2c,o — — — — — goo (,1') 9 - - - C1(4 1,}L'L - 2,alir 1-yoro (3)2.(. 5 LOZI 1,U-40 — C\01 2,1oy - 3,33y (, 55k (E)(P� CMMMI Description By ( AT Date ' 20 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South 2.07 project Job No. Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com COMPANY PROJECT Koszarek Residence h Design of new 2-story garage WoodWork CG #20458.10 House rw�rs sow r5 Jan. 20, 2021 15:47 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End D Dead Full Area No 15.00(12.00') psf S Snow Full Area Yes 25.00(12.001) psf Self -weight Dead Full UDL No 15.9 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t - 20.247' 2.068' 20.191' Unfactored• Dead Snow 2204 3374 1762 2718 Factored: Total 5578 4480 Bearing: Capacity Beam 6655 4480 Support 5578 4623 Des ratio Beam 0.84 1.00 Support 1.00 0.97 Load comb #2 #4 Length 1.62 1.34 Min req'd 1.62** 1.34 Cb 1.23 1.00 Cb min 1.23 1.00 Cb support 1.07 1.07 Fop Sup 625 1 625 "Minimum bearing length governed by the required width of the supporting member. BM101 Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x13-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 20.25`, Clear span: 2% 18'; Volume = 9.7 cu.ft.; 9 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 NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 86 Fv' = 305 psi fv/Fv' = 0.28 Bending(+) fb = 1541 Fb' = 2760 psi fb/Fb' = 0.56 Bending(-) fb = 82 Fb' = 1664 psi fb/Fb' = 0.05 Deflection: 0.38 = L/573 0.60 = L/360 in 0.63 Interior Live Total 0.74 = L/292 0.91 = L/240 in 0.82 Cantil. Live -0.14 = L/181 0.14 = L/180 in 0.99 Total -0.27 = L/93 0.21 = L/120 in 1.29 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*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 - 4 Fb'- 1450 1.15 1.00 1.00 0.998 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 - - 4 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+): LC #4 = D+S (pattern: sS) Bending(-): LC #2 = D+S Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 - LC #2 = D+S Support 2 - LC #4 = D+S (pattern: sS) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 4553, V design = 3961 lbs; M(+) = 19994 lbs-ft; M(-) = 1060 lbs-ft EI = 1891.38e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(-): Lu = 2.06' Le = 3.88' RB = 4.9; Lu based on full span Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 0O 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. U 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(oomp'n). 8. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. COMPANY PROJECT Koszarek Residence WoodDesignWorks�_ of new 2-story garage CG #20458.10 House_HDR101.wwb Jan. 20, 2021 15:50 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End D Dead Full UDL 50.0 plf Self -weight Dead Full UDL 2.5 plf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) 8.083' Unfactored: Dead Factored: 212 212 Total 212 212 Bearing: Capacity Beam 709 709 Support 1211 1211 Des ratio Beam 0.30 0.30 Support 0.18 0.18 Load comb #1 #1 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 1.11 1.11 Fcp sup 625 1 625 -Minimum bearing length setting used: 1/2" for eno supports HDR101 Lumber -soft, Hem -Fir, No.2, 4x4 (3-1/2"x3-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8.08; Clear span: 8.0; Volume = 0.7 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 = 24 Fv' = 135 psi fv/Fv' = 0.18 Bending(+) fb = 713 Fb' = 1147 psi fb/Fb' = 0.62 Live Defl'n negligible Total Defl'n 0.46 = L/211 0.54 = L/180 in 0.85 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 850 0.90 1.00 1.00 1.000 1.500 - 1.00 1.00 1.00 - 1 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only Bending(+): LC #1 = D only Deflection: LC #1 = D only (total) Bearing : Support 1 - LC #1 = D only Support 2 - LC #1 = D only D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 211, V design = 195 lbs; M(+) = 425 lbs-ft EI = 16.26e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 2.09 FU.",k kuln C��,� 10 Ai�u.vnL c,-11c ALL I-- sal 6&,4-,.may fxmu-M %,l iv Ix cd wI �l 1=16i�tny Fo4i" { D+w'L +(.uO1b 2, vcz7 Pry f=a.,� -,� 0 CUU1 = 1.9 p4 ax�x10 dup j l f Epo^� info Cxii�iru, to �� dt+w�etl rnlc OK,/ J �l Ca N,1Ni W - H1 'Loo 64*0 Rod WIN" C C Description - �"txi.n ala,at�n I c n w, By �. F' T Date � w z , Checked Date ENGINEERING Scale Sheet No 250 4th Ave. South 2.10 Suite 200 Edmonds, WA 98020 project Job No. 425.778.8500 www.cgengineering.com �U�ISb' ip Project Title: Engineer: Project ID: Project Descr: General Footing DESCRIPTION: Footing @ Chimney Code References File: Kos Project.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 CG ENGINEERING Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface Min Steel % Bending Reinf. = Allow press. increase per foot of depth Min Allow % Temp Reinf. = 0.00180 when footing base is below Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes when max. length or width is greater than Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 10.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 4.0 Reinforcing Bar Size = # 3 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load = OB : Overburden = M-xx = M-zz = V-x = V-z = 1.762 1- # 3 Bare X-X Se t— Looking to *Z Lr L S W 2.718 2.0 ksf No = 250.0 pcf = 0.30 = 0.830 ft = ksf = ft = ksf = ft E H k ksf k-ft k-ft 2.11k Project Title: Engineer: Project ID: Project Descr: General Footing DESCRIPTION: Footing @ Chimney DESIGN SUMMARY File: Kos Project.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17 CG ENGINEERING Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6205 Soil Bearing 1.241 ksf 2.0 ksf +D+S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1203 Z Flexure (+X) 0.8079 k-ft/ft 6.716 k-ft/ft +1.20D+1.60S PASS 0.1203 Z Flexure (-X) 0.8079 k-ft/ft 6.716 k-ft/ft +1.20D+1.60S PASS 0.08924 X Flexure (+Z) 0.8079 k-ft/ft 9.053 k-ft/ft +1.20D+1.60S PASS 0.08924 X Flexure (-Z) 0.8079 k-ft/ft 9.053 k-ft/ft +1.20D+1.60S PASS 0.09833 1-way Shear (+X) 8.079 psi 82.158 psi +1.20D+1.60S PASS 0.09833 1-way Shear (-X) 8.079 psi 82.158 psi +1.20D+1.60S PASS 0.09833 1-way Shear (+Z) 8.079 psi 82.158 psi +1.20D+1.60S PASS 0.09833 1-way Shear (-Z) 8.079 psi 82.158 psi +1.20D+1.60S PASS 0.1826 2-way Punching 30.008 psi 164.317 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 2.0 n/a 0.0 0.5613 0.5613 n/a n/a 0.281 X-X, +D+S 2.0 n/a 0.0 1.241 1.241 n/a n/a 0.621 X-X, +D+0.750S 2.0 n/a 0.0 1.071 1.071 n/a n/a 0.536 X-X, +0.60D 2.0 n/a 0.0 0.3368 0.3368 n/a n/a 0.168 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.5613 0.5613 0.281 Z-Z, +D+S 2.0 0.0 n/a n/a n/a 1.241 1.241 0.621 Z-Z, +D+0.750S 2.0 0.0 n/a n/a n/a 1.071 1.071 0.536 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.3368 0.3368 0.168 2.12 www.hilti.us Profis Anchor 2.6.5 Company: Page: 1 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/20/2021 E-Mail: Specifier's comments: 1 Input data r Anchor type and diameter: HIT-HY 200 + HAS 5/8 Effective embedment depth: hef, ,t = 4.000 in. (hef,llmit = in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 3/1/2016 1 3/1/2018 Proof: Design method ACI 318-14 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 8.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] & Loading [lb, in.lb] 2.13 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us LM.1 I EL-1 0 Profis Anchor 2.6.5 Company: Page: 2 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/20/2021 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Shear Concrete edge failure in direction y- Load Capacity j3N / Pv [%] Status 4351 5187 - / 84 OK Loading ON Ov Utilization ON,v [%] Status Combined tension and shear loads - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 2.14 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan CIA eWt el si4r lira, LwtemiiNn In A J Ti,o.' wuA1 ` ?,:w + 2,3 . G.v5, L.w,p- P I1µ 4 S% wwU s 14.0' 4- 9,0' : FW ' =) L..w'e' = (V . I �4 '*> Lkw - &,o l* L w z Lw,G �o�iC.i► r�t�jn�{ on no.., wodlS to �NiS4 "4 'suA1S . Description 61 By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 3.01 Project �^ Job No. 425.778.8500 www.cgengineering.com ATC Hazards by Location https://hazards. atcouncil. org/#/seismic?lat=47.8363945 &Ing=-122.3322... OTCHazards by Location Search Information Address: 17916 73rd Ave W, Edmonds, WA 98026, USA Coordinates: 47.8363945,-122.3322842 Elevation: 382 ft Timestamp: 2021-01-19T21:26:56.166Z Hazard Type: Seismic Reference ASCE7-10 Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Sa(g) 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters � 526 Hans. e 382 ft Gamble It 525 Mill Creek Lynnwood Kmgstor C` Mountlake D Terrace Go le Shoreline Rotholl Inr,�jnnl,, Map data ©: Design Horizontal Response Spectrum Sa(g) 0.80 0.60 0.40 0.20 0.00 Name Value Description SS 1.3 MCER ground motion (period=0.2s) St 0.51 MCER ground motion (period=1.0s) SMs 1.3 Site -modified spectral acceleration value SMt 0.765 Site -modified spectral acceleration value SDg 0.867 Numeric seismic design value at 0.2s SA SDt 0.51 Numeric seismic design value at 1.0s SA Additional Information Name Value SDC D Description Seismic design category 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Pi 4.01 1 of 2 1/19/2021, 1:27 PM ATC Hazards by Location https://hazards. atcouncil. org/#/seismic?lat=47.8363945 &ing=-122.3322... Fa 1 Site amplification factor at 0.2s F, 1.5 Site amplification factor at 1.0s CRg 0.967 Coefficient of risk (0.2s) CR1 0.938 Coefficient of risk (1.0s) PGA 0.533 MCEG peak ground acceleration FpGA 1 Site amplification factor at PGA PGAM 0.533 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.3 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.344 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.001 Factored deterministic acceleration value (0.2s) S1RT 0.51 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.544 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.827 Factored deterministic acceleration value (1.0s) PGAd 0.765 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the buildinc adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibilit for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent ex; and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the us( information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor 1 substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this we Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply app the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/lor location in the report. 4.02 2 of 2 1/19/2021, 1:27 PM Topo North America TM 10 \ Harbour Pointe GrgsO i RO int t� rn Soren6 3 o� 7 � � � w ornna+Beach m �w > I- 8TH ST SW xLU i 525 Pnic Point -North Lynnwood ,w yL n Ir - ... 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Elev: 20.5 ft Climb Dist: 2.3 mi Desc Dist: 1.7 mi 403 Data use subject to license. TN Scale 1 : 62,500 © Del-orme. 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Y _ 179 ja TSW220TH S i `O �O au Li -- F �Woodway�� t Esperance F� A � 9 231ST ST SW � I Mountlake Terrace � WACHUSETT RD; D 517.8 ft Site is obstructed upwind by 450 ft features of similar height. 300 ft => KZt = 1.0 Per ASCE 7-10 §26.8 150 ft Oft w CO -150 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -505.8 ft Avg Grade: 5 Climb Elev: 277.8 ft Desc Elev: 783.5 ft Max. Elev: 517.8 ft Min. Elev: -0.7 ft Climb Dist: 1.1 mi Desc Dist: 2.2 mi 405 Data use subject to license. © Del-orme. Topo North America- 10. www.delorme.com TN* IN (15.0-E) 4 Scale 1 : 62,500 o % % 0 % 1 Is m V = 5,208.3 ft Data Zoom 11-6 H M d Hlb£ 3Hb'1 M 3%13 H15£��36THfA E W �3 F1 3e_- ❑ (( 13 38'TH AVE W 1 3J�J r' ^ I-Mti3AV H18£ �, Hd.6F�j-J}-N AdM�adlydOd aIOY� PL=W vi 1l m C'� f 3S J ;p�20RD PL SW FLAN a uq' 11437 38TH PLW 3 3 t a R VPP, n �I �y � `\ ~a _ _ O c 00 CO I I 43RD PL W.� xtJ .� J a s�v3iTa " N " �J =1_l '1� c /.t�--, I--3-._--M-3^_b_'-_ O,�b=b3 - -_ z M-3Atl Hlbb� n Hlbp', ni� Q M 3Ab H10b o o F V�i' 42ND'PL1W 1�'- o n r H S 3 — _-COC��Ov _o~o �^ �• -'� r — 3-a-.r°, MS�S'H1bOZ—�n�� r '46TH PL AVE `-� N Q m U o a� W 4L6T1H PL W11 a ffiII'f a ti I" ° "� I 1 _� °1 PL'W'o T111111 rn W ° Q �:+ VI I'� 46TH PLW 467H .. 48TH AV-E W� _ _ 48TH AV1EE W �; N }°.�° rr7�186TH PL r9THPLW 1 J> F- Cfl r- I I Q c_ e 3 I O j �--� r_M ld('H18b> >� J_a1E'--o 1 f 51S�PL WL11� L00I p -- N353RD 4 -� 50TH AVE�W ��50TH AVE `` r 1 I r 'Ai, M 'id a M 3AM HLOS •52�ND AVE W ls'TS o�� PLW M 3AV OZS N�� O N (� II Q Y A N MldONZS v �e-3 IM VONEs�r�r� �---` - ..._oLn � n• �^ M ld.HlbS n a 1 W\ ' i J 4 d a 57IFI % a a' M 3Ad �d p a M 3AV`HlbS >Q x J r- S=rS� Y•. 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W;, M ~LO O O v 841TH VE W" 84TH A W 857R N� , p W 0 q m 3 TH AVE W r f' M ld Hl$8 6TH PL -_. -a' Ze Ul �� AVE W 11M.3AV-H1L-8-88TH u� � 0. �x 88TH Pi spy--� 89TH AVE r J J• 91'STAVE'W I EWOflDDR' /rgZ�s'�✓ry 11A` '1'92ND E 0 �92N0 AVE W AVE�Wr^�A4. `M Id 1SI6 93RD PL`,W aO.ONbpHDj}I pc 95TH'P� W P� 21 i 3A 7I Al0 / J� l� �r I QVN , nTH PL S O OJ��.�L 9THI AVE S1 Ii 3AVH16 `N3AdH16TMAVES b�JO N 3AV FI18� ' N N .� v i ZZ 7TH AVE S � 3AV H1L o 6TH AVE S �N_3i1V 9 �, _ E w C) L N M w ' z a 3_RD AVE S-cow � J E 'E .. 6 . 6l � l MO O O /} AdAW ONOW03 r m N - Ex N w- a Q c L U O 0 Z o E o 9 ~ � N ai E E o 7 J 6 cu 0 o O Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC Building Exposure Exp.= B Section 1609.4 Basic Wind Speed V= 110 Risk Category IW= II Top of Roof Height (feet) h= 20 Mean Roof Height (feet) hmean= 25 Building Length (feet) L= 29 Building Width (feet) W= 19.5 End Zone Width, a (feet) a= 3 Roof Angle Angle= 18.0 Design Wind Pressure, Ps30A ps30A= 27.6 Design Wind Pressure, POO POO= -8•2 Design Wind Pressure, PON PON= 18.5 Design Wind Pressure, ps30D POW= -4.8 Design Wind Pressure, ps30E Ps30E= -25.2 Design Wind Pressure, Ps30F Ps30F= -17 Design Wind Pressure, Ps30G Ps30G= -17.5 Design Wind Pressure, Ps30H PON= -13 Design Wind Pressure, Ps30EOH Ps30EOH= -35.3 Design Wind Pressure, Ps30GOH Ps30GOH= -27.6 Height/Exposure Adjustment, X Xmax- 1.00 Topo. Effect Coeff., KZt K,t= 1.00 Vasd = Vuit*V0.6 Section 1609.3.1 ULT ASD ps=A*Kzt*ps30 p=X*Kzt*ps30*O.6 27.6 16.6 Ps30A= PON= -8.2 -4.9 PDX= 18.5 11.1 POW= -4.8 -2.9 ps30E= -25.2 -15.1 Ps30F= -17.0 -10.2 Ps30G= -17.5 -10.5 PON= -13.0 -7.8 Ps30EOH= -35.3 -21.2 Ps30GOH= -27.6 -16.6 ASCE 7-10 Section 26.7.3 Per Jurisdiction Table 1.5-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Description By Date LAT 1 19 2021 Checked Date Wind Summary ENGINEERING Scale sheet No. 250 4th Ave South NTS Project Job No. Suite 200 4.07 Edmonds, WA 98020 Koszarek Residence 20458.10 Seismic Analysis Design Per 2015 IBC & ASCE 7-10 Seismic Coefficients Soil Site Class D (assumed) Occupancy Category II Seismic Design Category D From Computer Program: SS = 1.300 Lat. = 47.836 Short & 1-Sec Period Mapped St = 0.510 Long. _-122.332 Aceleration Parameters (MCE) SMs = FaSs = 1.30 Fa = 1.000 ASCE 7-10 (Eq. 11.4-1) SMt = F St = 0.77 Fv = 1.500 ASCE 7-10 (Eq. 11.4-2) SpS = (2/3)SMs = 0.867 ASCE 7-10 (Eq. 11.4-3) Spt = (2/3)SMt = 0.510 ASCE 7-10 (Eq. 11.4-4) Ta = Cthn' = 0.22 Ct = 0.02 ASCE 7-10 (Table 12.8-2) hn = 25 x = 0.75 ASCE 7-10 (Table 12.8-2) R Factor = 6.5 (Wood shear walls) ASCE 7-10 (Table 12.2-1) IE Factor = 1.0 (Non -Essential Facility) ASCE 7-10 (Table 1.5-2) Seismic Base Shear V = 0.044SDSl = 0.038 W (Minimum Force) ASCE 7-10 (Eq. 12.8-5) V = (SDSIW)/R = 0.133 W (Governing Force) ASCE 7-10 (Eq. 12.8-2) V = (Sp1IW)/RTa = 0.351 W (Maximum Force) ASCE 7-10 (Eq. 12.8-3) Description Seismic Base Shear By LAT Date 01/19/21 CM Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Koszarek Residence 4.08 Edmonds, WA 98020 20458.10 Tom, O�y o;,�,� 0>,,,d ® oQ ® 5 3U i }t' k5 �kz X) ® © © ® W). W RI, ICU f4� c,a Sh` 76b A�eue ("1) W ;n6 LaacJls C 16 C 1b) L ,,l A a Ap A, Ao N Pe Pc IN f P� &0 V) S5 $5 -492 1,5�3 `1V& 2,32y l S-6 k10 ® 146 (0 3, 31� 0 3',145 0 6,NS-+ Guix�xi1 i�0 ® k5 m m 1,5-43 0 =yP� -- Co (s2N -y52 &.)no -4U& 12UIH Description By LAT Date Checked Date ENGINEERING Scale Sheet No 4.09 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project Job No. 425.778.8500 wu5�5, Ir. www.cgengineering.com 0Ir-cJ1()A C+ X O'-1 W i, d Ate 4 ® 4 S♦z ® � Yu1 130NL p1 -vie x)WL i3o �A' 3UWL w3.0 b- /3,0' 0.3,ti le - qw-A r 5' w' Lu-d AA lAo At- AD PA Pa PC, Po £P� A'S41 30 30 G5 G5 "62X - 24(- 1,103 3 1 k 1,443 Ilk (1-0 0 130 0 1,1.5(. 40 2,405 (6 14,0 (,,l 0 (9 5 rb 1,103 0 v s► £Pc 3,31:t I —24(0 4,b10 31'k 5(OK C� Description By L AT Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South 4.10 Suite 200 Edmonds, WA 98020 project Job No. 425.778.8500 www.cgengineering.com - i i � � i � l I 1 I i .f .. i i � i 1. �.._. �.. i i i t 11 ( � i I ; _ I 1 , 1 t ' ' .•• I 1 1 3'-3" 3'-4" 3'-2" 1-1 1-2 1-3 I i � I I I _. � I I , i I I l I l , , i I , i 1 I I 1 I , I 1 I , - m , 0') I N I i 2-2 2-1 2-3 ' 2 ------------------- - --------------------------------- ----- ------ - -I 5'-11"�13'-1"3'-10" i kk i _.._.. __.. i _.._... �. , Descripfion By LAT Date 1 /19/21 1 st Story Shear Wall Plan checked Date ENGINEERING scale sheet No. 250 4th Ave. South project Job No. 4.11 Suite 200 Edtnonds,WA98020 Koszarek Residence 20458.10 Upper Floor Shear Walls - Walls Below the Roof Framing X - Direction Walls Fx (EQ) = 2.5 kips (Story Shear) Story FIT = 10 Fx wind = 0.9 kips StoryShear Wall Frr= 9 Max IJw 3.5 Wx = 2500.0 PLF seismic Sos = 0.87 Wx= 884.0 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (o.s-o.t4sm(pL 0.6*DL Net Uplift E 1.0 2.5 0.9 Date 01/19/21 Checked Date X-Direction ENGINEERING Seale NTS Sheet No. 250 4th Ave. South Suite 200 4. 12 Project Koszarek Residence Job No. W Edmonds, A 98020 20458.10 Line Mark Length Width 2wlh Shear Shear Callout HD Length Uplift Uplift Hold -dorm Line Load Line Load DL Trib End i End j End i End j End i End j End i End j 1 1 2 3 3.25 3.25 3.25 0.5 - - 0.7 0.7 0.7 178 178 178 45 45 45 SW6 SW6 SW6 2.8 2.8 2.8 1.5 1.5 1.5 0.5 0.5 0.5 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 1.4 1.4 1.4 1.4 1.4 1.4 MST37 MST37 MST37 MST37 MST37 MST37 1.3 - - 0.4 - - 4.5 4.5 4.5 2 1 2 3 5.9 13 3.6 0.5 - - 1.0 1.0 0.8 55 55 65 14 14 16 SW6 SW6 SW6 5.4 12.5 3.3 0.6 0.6 0.6 0.2 0.2 0.2 0.2 0.5 0.1 0.2 0.5 0.1 0.3 0.6 0.2 0.3 0.6 0.2 0.4 0.1 0.5 0.4 0.1 0.5 None None None None None None 1.3 - - 0.4 - - 4.5 4.5 4.5 Shearwalls: 1/2" sheathing w/ HF studs Fbldown Table (Floor Clear Span 16") Nil - 0 plf SW6 8d@6"o.c. 242 plf None SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d(al2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf kips 2SW2 8d@2"o.c. 1190 plf kips Re -Galt 1200 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips Re -Galt 8.5 kips Description By Upper Floor Shear Walls LAT Fbldown Table (Floor Clear Span 16") Nil - 0 plf SW6 8d@6"o.c. 242 plf None SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d(al2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf kips 2SW2 8d@2"o.c. 1190 plf kips Re -Galt 1200 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips Re -Galt 8.5 kips Description By Upper Floor Shear Walls LAT Upper Floor Shear Walls - Walls Below the Roof Framing Y - Direction Walls Fy (EQ) = 2.5 kips (Story Shear) Story Hr = 10 F wind = 1.4 kips Sto Shear Wall ffr= 9 Max h/w 3.5 Wy = 2500 PLF seismic S. = 0.87 WY = 1397 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.6-o.14sm)DL 0.6*DL Net Uplift Hold -dorm Line Line DL Line Mark Length Width 2w/h Shear Shear Callout HID Length Uplift Uplift End i End j End i End j End i End j End i End j Load Load Trib A 1 2 3.25 3.25 0.5 - 0.7 0.7 266 266 106 106 SW4 SW4 2.8 2.8 2.3 2.3 1.3 1.3 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 2.2 2.2 2.2 2.2 MST37 MST37 MST37 MST37 1.3 - 0.7 - 0.0 0.0 B 1 9.9 0.5 1.0 126 50 SW6 9.4 1.3 0.7 0.2 0.2 0.3 0.3 1.1 1.1 MST37 MST37 1.3 0.7 0.0 £ 1.0 2.5 1.4 _ Input Cell Input Cell w/ Formula ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Description Upper Floor Shear Walls By LAT Date 01/19/21 Y-Direction Checked Date Scale NTS Sheet No. 4. 3 Project Koszarek Residence Job No. 20458.10 Main Floor Shear Walls - Walls Below the Upper Floor Framing X - Direction Walls Fz (EQ) = 1.2 kips (Story Shear) Story HT = 10 Fz (wind) = 2.4 kips(Story Shear) Wall HT = 9 Max W. 3.5 Wx= 1200 PLF seismic S. 0.87 Wx= 2437 PLF wind Line Load E0 Wind EQ Wind Net Uplift Governing EQ Wind 'all Wall SW Trib From Above ED, WL ED Wind SW Reduced Gross Gross (a.s-0.t4sm(oL 0.6' DL From Above Net UpIiH Hold-down Line Line DL ne Mark Length Witlth E� Wind 2w/h Shear Shear Callout HD Length UpliH Uplift End i End j End i End j End i End j End i End j End i End j Load Load Trib 1 1 28.8 0.5 1.3 0.4 1.0 64 41 SW6 28.3 0.7 1 0.6 1 1.6 1 1.6 1 2.0 1 2.0 1 1.4 1 1.4 1 0.4 1 0.4 1 None I None 1 1.9 1 1.7 9.6 £ 1.0 2.5 0.9 Sheann'alls: 1/2" sheathing w/ HF studs Nil - 0 plf SW6 8d@6"o.c. 242 plf SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d@2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf 2SW2 8d@2"o.0. 1190 plf Re-Calc 1200 plf C CM ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Holdown Table Nil 0 kips None - 0.5 kips HDU2 (2)-2x HF 2.2135 kips HDU4 (2)-2x HF 3.3 kips HDU5 (2)-2x HF 4.1 kips HDU8 4x DF#2 7.0 kips HDU11 6x6 DF#1 9.5 kips HDU14 6x6 DF#1 14.4 kips kips kips Re -Cal. 14.5 kips Main Floor Shear Walls X-Direction Koszarek Residence Input Cell Input Cell w/ Formula LAT ✓­ 01/19/21 Scale NTS Sheet No. Job No. 20458.10 4.15 Main Floor Shear Walls - Walls Below the Upper Floor Framing i Y - Direction Walls Fy (ED) = 1.2 kips (Story Shear) Story HT = 10 Fy (wind) = 3.9 kips (Story Shear) Wall HT = 9 Max l✓w 3.5 Wy = 1200 PLF seismic S. = 0.87 W = 3874 PLF wind Line Load EI] Wind ED Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above ED, 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 ED Wind 2w/h Shear Shear Callout HD Length Uplift Uplift End i End j End i End j End i End j End i End j End i End j Load Load Trib A 1 13.5 0.5 1.3 0.7 1.0 137 139 SW6 13.0 1.4 2.0 0.3 0.3 0.4 0.4 2.2 2.2 3.9 3.9 HDU5 HDU5 1.9 2.6 B 1 2 3 3 0.5 - 1.3 - 0.7 - 0.7 0.7 463 463 471 471 SW2 SW2 2.5 2.5 3.7 3.7 5.3 5.3 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 1.1 0.0 1.1 0.0 6.3 5.2 6.3 5.2 HDU8 HDUB HDUB HDUB 1.9 - 2.6 - E 1.0 2.5 1.4 3.7 5.3 nput Cell Input Cell w/ Formula CY-Direction ENGINEERING 250 4th Ave. South suite 200 Edmonds, WA 98020 Description Main Floor Shear Walls 13y LAT Date 01/19/21 Checked Date Seale NTS SheetN°. 4.16 Project Koszarek Residence Job No. 20458.10