The URL can be used to link to this page

REVIEWED BLD BLD2024-0750+Structural_Analysis_or_Calculations+6.5.2024_9.26.08_AM+4302104BLD2024-0750 RECEIVED Jun 07 2024 C &�' ENGINEERING 250 41h Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT ............................................... STRUCTURAL CALCULATIONS Ingham Residence 1130 5th Ave S Unit 300 Edmonds, WA 98020 46548 4/s�24 CG Project No.: 24063.10 Project Description This project involves a kitchen remodel in a condominium unit on the top floor of a three-story, wood -framed condo building. Removal of portions of the wood stud bearing wall between the kitchen and living is proposed, which will require new beams and posts. The wall openings will be sized to avoid adding posts in the units below. 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 Description By Date ERH 3/27/2024 0 GM Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project .lob No. Suite 200 Ingham Residence 24063.10 Edmonds, WA 98020 1 Gravity loadine Dead Load: Floor/Deck: Flooring (carpet/neoprene deck) 1.0 psf 5/8" ply 1.9 2x 10@ 16"o.c. 2.6 Insulation 1.1 1 1/2" gyperete 13.0 Misc. 2.4 Total 22.0 psf Roof: Metal Roofing 2.5 psf 1/2" ply 1.5 2x8 @ 16"o.c. 2.2 Insulation 1.1 1/2" G" Ceiling 2.2 Misc. 5.5 Total 15.0 psf G � Description 13y ERH Date 03.27.24 Checked Date ENGINEERING Gravity loads Scale NT$ Sheet No. 250 4th Ave South Suite200 Project INGHAM RESIDENCE Job No. 24063.10 Edmonds, WA 98020 2 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 WLL^L <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (C0) C 41M-acnpo— Beam Span Table -Y ERH .— 03/27/24 0 Checked Date ENGINEERING Scale Sheet No. 2504th Ave. South swte200 roject Ingham Residence lob No. 24063.10 Edmonds, WA98020 3 ' � J CVr PPAMt�vvv LL ' 'N 'Jtii LO N N t_.... _ ... .. - �...'j�.. '00 II f .:. XHu r �� 550 S# �Sl'1 t CO '/ � ( 111 q (U�l (from exist) ZN830(s�i O� (total) ,. C-X ,;• IT 1 3`iodra� $oil f/(b�) i 150301(sL) .lNo1#150 16.5 0/8 0 E�b�� I�Koy(sc)L7 Q-oot FVAMlt\/6i FtA1J 4 Aa ; Kj 0 N J in M 04 IV J 1 a5zKla) o Li�( C1 �. (excludes wall weight) I I � ca N LO 0 � � � U i �ryCD S so (1-0 A,&) 'IWAk Ada-,r Q276z,vlra.I f9 �S�fI (6L) I (total) �' ,ti Z�1 (N .Cu 1 (from exist) SS6(bc. + t I i }A z 30 ss 1"1 . ., lOSLNIs[) 6SOAt(56 ) f � kris ' J ' J J J J ` �. • ' + �� \ 6Q8 s //, "3 N !u') 11 � `S�� e�6' (excludes N - E o �� wall weight) In o Z , ,�� (total) K yoN allaf �� ti 59'63If' Yip) .r 1 2y94l1a •r .6204 lv i ysc �aG�i 3 3�k��c � 354$N[tx) F�AIV1(�l61, PtAf\J errs 0 v M t J post load is only increasing by -941b with change in opening - �� r__- „-,• S� f'7 size at the uppermost level which is under 5/0 of the existing load. Existing post is % J N considered adequate 00 ~LL cut F� �•`� �.. li- 1111KO AO N CO � . s, sold �► � N � � . . C3i ZX/0 _ N C& N (t tap � 'r6,+dA(A�) P(0 �� - �� •��''.`� `lyo 1 N lD�) :. 0• uN�T too (s�) I.Cs�►i Qlr r �- �.,... , � T�L�-• p � � ice• i�� . .. . •' ON I 101 _.. i Crr O I Zqj q 4` 1 p� ("' i3kA#(tc l t Gno�i(wALL' j IS Mp(a) r�{ %Y!, f4Jilh' 1 ; zogo5a•ru(u� 4 f 3(N\ 6(sc> t . . Fwo F1ZA M 10(,' LOADS AT CENTER POST "Complete Wall Removal" Length 5 83 ft Half -Height Wall Length (@Kitchen): 6 It Wall Line Load (from roof trib) DL = 15 psf — 81 PLF Trib = 10 7572 = 5 375 SL = 25 psf — 134 PLF D L L' S HDR Rxns D + S Roof Loads: From Existing Beam 1119 0 1862 lb Complete Wall Removal (NEW) 235 0 392 lb 627 lb stacks directly on exist post Half -Height Wall (IIELb'1 242 0 403 lb 615 lb SUM: 1596 0 2657 lb convert the DL hdr rxn from the half -height wall opening to line load spread over I ' PLF' OK 3rd Floor Loads: From Existing Beam '643 2981 0 lb RUNNING SUM: 3238 2981 2657 Ib Bottom story studs can support 1770 LF Existing Loads = 1679 PLF Allowable Additional Capacity = 91 PLF + allowable 5%increase = 88 5 PLF TOTAL ALLO'.VABLE INCREASE: 1795 PLF 2nd Floor Loads: From Existing Beam 0 lb RUNNING SUM: 4881 5963 5113 2657 lb conservative, likely spreads over more studs at the bottom of story 1st Floor Loads: No additional point load on column Joists span E-W and are supported on bearing walls L' = Reduced Live Load KILL = 4 AT = (2 Levels)(13 25'X5 75) = 152 375 ft12 Reduction Factor = (0 25 + 15/-,(KLL'AT)) = 0.857581 R L3 L2 L1 Load Combinations: Columns(existing) D+L = 1596 lb (22) 2x4 HF STUD d fin) _ D+S = 4253 lb 75(L+S) = 3589 Ib GOVERNING: 4253 Ib f;=D+O CCITY = D+L = 6220 lb (3) 2x4 HF STUD d (in) = 3.5 D+S = 5895 lb H (ft) = 7 75 A (in"2) = 1575 D+0 75(L+S) = 7467 lb Fc = 535 GOVERNING: 7467 lb CAPACITY = 8.432 OK D+L' = 9994 lb (3) 3x4 HF STUD d (in) = 3.5 D+S = 7538 lb H (ft) = 7 75 A (in"2) = 26.25 D+0 75(L'+S) = 10709 lb F'c = 535 GOVERNING: 10709 lb CAPACITY = 14.054 OK 60 DF #12 (previously upgraded) H = 10'-11" GOVERNING: 10709 lb cAPACrry = 14.315 OK Column Capacity F'c = 0 3E/(I/dr2 E = 1200000 psi x 1.05 = 1260000 psi d = least dimension of compression member _ 0.30�] E Post at this level shall be upgraded. (1) 2x4 HF Stud shall be sistered to ea side of the existing (2)2x4 post. calculated using Column Capacity Table Description By ERH Date 03.27.24 4111 ENGINEERING 250 4th Ave. South LOADS AT CENTER POST Checked Date scale NTS Sheet No. Suite 200 Edmonds, WA98020 project INGHAM RESIDENCE Job No. 42S.778.8S00 24063.10 g www.cgengineering.com HF Column & DF 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 - - - - - - - - - - - (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 - - - - - - - - - - - (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 - - - - - - - - - - - (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 - - - - - - - - - - - (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 - - - - - - - - - - - (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 - - - - - - - - - - - (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 - - - - - - - - - - - (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 20,625 20,625 20,625 - - - - - - - - 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 12,852 - - - - - - - - - - 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 15,859 - - - - - - - - - - 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 20,234 - - - - - - - - - - 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 - - - - - - - - - - 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 24,922 - - - - - - - - - - 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 - - - - - - - - - - - C O Description By ERH Date 03/27/24 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite20o Project j" Ingham Residence Job No. 24063.10 STUD BEARING 2x4 HF STUDS @ 16" OC (H = 8'-7" MAX) WEAK AXIS BRACED BY GYP F` __ 0.30 E 0.30 (1200000psi x 1.05) _ 436.8 psi (� '. [(8.58' x 12"/ft)/(3.5" )]A2 ALLOWABLE', CAPACITY: 436.8 psi x (1.5" x 3.5") / (16"/12in/ft) = 1720 PLF 3x4 HF STUDS @ 16" OC (H = 10'-11" MAX) (AT LOWEST FLOOR) WEAK AXIS BRACED BY GYP F` __ 0.30 E 0.30 (1200000psi x 1.05) _ 269.7 psi ")]A2 (� [(8.58' x 12"/ft)/(3.5 ALLOWABLE CAPACITY: 269.7 psi x (2.5" x 3,.5") / (16"/12in/ft) = 1770 PLF COLUMN CAPACITY (2) 2x4 HF STUDS (H'= 10'-11") (post at bottom) F` __ 0.30 E 0.30 (1200000psi x 1.05) = 198 psi (TITT [(10.92' x 12"/ft)/(3" )]A2 ALLOWABLECAPACITY: 198 psi x (3" x 3.5") = 2080 LB Description By ERH Date 03.27.24 STUD BEARING Checked Date ENGINEERING 250 4th Ave. South scale NTS Sheet No. Suite 200 Edmonds, WA98020 Project INGHAM RESIDENCE Job No. 42S.778.8soo 24063.10 10 www.cgengineering.com