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REVIEWED BLD2024-0448+Structural_Analysis_or_Calculations+3.26.2024_1.07.46_PM+4157845C � ENGINEERING civil & structural engineering & planning REVIEWED A� CITY OF EDMONDS 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 BLD2024-0448 RECEIVED Apr 04 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL CALCULATIONS Legends Estate Condominiums Dry Rot Repair 7813 218" St SW Edmonds, WA 98026 CG Project No.: 24079.10 Project Description Rot has affected an existing two story condominium. Exterior stairs and an elevated walkway lead to the second floor units. The elevated walkway is wood framed with a concrete topping. Rot and moisture was observed in the joists and sheathing for the walkway. The bathroom vents have caused excessive moisture in the joist cavity and as part of the repair the vent outlets will be moved. The concrete topping will be removed and replaced with an elastomeric coating as part of the repair. 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 100 psf (Exit Corridor) Description By MRD Date3/14/2024 0 CM Project Summary Checked Date ENGINEERING Scale NTS sheet No. 250 4th Ave South Project Job No. Suite 200 Legends Estate Condominiums 24079.10 Edmonds, WA 98020 Gravity Design Loads Roof DL Asphalt Shingles 2.5 psf 5/8" Sheathing Top & Bot 5.6 psf 2x12 @ 24" OC 2.3 psf WE 1.0 psf Misc. 1.5 psf 12.9 psf USE 15.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing Top & Bot. 4.6 psf 2x12 @ 16" OC 3.5 psf WE 1.0 psf Misc. 1.5 psf 12.6 psf USE 15.0 psf Roof LL (Snow) 25.0 psf Floor LL (Exit Corridor) 100.0 psf ^ Description Gravity Design Loads By MRD Date 03/14/24 Checked Date ENGINEERING Scale NTS sheet No. 250 4th Ave. South Suite 200 project Legends Estate Condominiums Job No. Edmonds, WA 98020 24079.10 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 - - - - - - - - - - 3 112 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 5114 x11 1/4 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 211116 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 WLL/Wog <= 4.0 5. Table values include the Size Factor (CF) uescnpn°n Beam Span Table lby MRD uaie 03/14/24 Checked Date eYGN E-eRING Scale NTS Sheet No. 250 4th Ave. South Project Job No. Suite 200 Legends Estate Condominiums 24079.10 Edmonds, WA 98020 DF Column & DF Sill Plate Capacity TABLE IBC 2018, NDS 2018 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 DF stud 5,781 4,680 3,786 3,092 2,559 2,146 1,823 1,565 1,358 1,188 1,048 PSILL - - - - - - - - - - - (3) 2x4 DF Stud 10,202 8,671 7,239 6,029 5,050 4,270 3,645 3,143 2,734 2,398 2,119 PSILL - - - - - - - - - - - (4) 2x4 DF Sud 13,603 11,561 9,652 8,039 6,734 5,693 4,860 4,190 3,645 3,197 2,825 PSILL 13,125 - - - - - - - - - - (2) 3x4 DF Stud 11,336 9,634 8,043 6,699 5,612 4,744 4,050 3,492 3,038 2,664 2,354 PSILL - - - - - - - - - - - (3) 3x4 DF Stud 17,004 14,452 12,065 10,048 8,417 7,116 6,076 5,238 4,556 3,996 3,531 PSILL 16,406 - - - - - - - - - - (2) 2x6 DF Stud 8,908 7,263 5,899 4,830 4,003 3,361 2,856 2,454 2,129 1,864 1,645 PSILL - - - - - - - - - - - (3) 2x6 DF Stud 18,111 16,739 15,105 13,362 11,677 10,160 8,848 7,734 6,796 6,005 5,337 PSILL 16,758 - - - - - - - - - - (4) 2x6 DF Stud 25,659 24,573 23,202 21,559 19,722 17,815 15,964 14,252 12,718 11,367 10,190 PSILL 20,625 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 - - - - - - - - - - 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 - - - - - - - - - - - Description By MRD Date 03/14/24 Wood Column Capacity Table Checked Date ENGINEERING Scale NTS Sheet No. 250 SuieV200e. outh Project Legends Estate Condominiums Job No. 24079.10 � o 2x RIPPED P 24" OC lo 5'-6" ol2' Cl BELOW 2x RIPPED P 24" OC 2x RIPPED P 24" OC 5'-6" 12'-6" 2' 00 W I � ROOF FRAMING PLAN NOTE: MEMBERS ON THIS LEVEL ARE USED TO DETERMINE LOADING ON Cl FOR LEVEL BELOW C 4=�101 Description ROOF FRAMING PLAN BY MRD Date02/12/2024 ENGINEERING checked Date 2504th Ave. South Scale NTS Sheet No. Suite 200 Edmonds, WA98020 Project LEGENDS ESTATE Job No. 425.778.8500 www.cgengineering.com 24079.10 rn x FJ1 NW 0 2x12 HF#2 @ 12" OC �w N 5'-6" Cl STRINGERS LAN IN x 00 N 00 0 -P. 21 2ND STORY FRAMING PLAN Description 2ND STORY FRAMING PLAN By MRD Date02/12/2024 Checked Date ENGINEERING 250 4th Ave. South Scale NTS Sheet No. Suite 200 Edmonds, WA 98020 Project LEGENDS ESTATE Job No. 425.778.8500 www.cgengineering.com 24079.10 FLOOR JOIST DESIGN FJ 1 W L' L W: DL = 15#/ft, LL = 100#/ft LENGTH (L) = 5.5" (CLEAR) TRIBUTARY = 16"OC 4" DIAMTER HOLE REMOVAL DISTANCE FROM WALL L' = 2.75' DRILLED CENTER OF DEPTH (ASSUMED) MEMBER SIZE = 2x12 (1-1/2"x11-1/4") HF #2 b = 1.5" d1= 4" (4" hole) d = 11.25" S = (1.5")(11.25i3-4i3)/(6(11.25")) = 30.218in3 1 = (1.5")(11.25113-4113)/(12) = 170in3 E = 1.3*106in4 A=(1.5")(11.25"-4") = 10.875in2 L=5.5'=66" Table 71 27 (corftued) Properties of Geometric Sections Equal Reclangla Axis of nvmenb diia4 center of gravity d, — - r 0 b BENDING fb = M/S = (594#-ft)(12)/(30.218in3) = 235.9psi F'b = CDCMCtCLCFC,Fb =(1.0)(1.0)(1.0)(1.0)(1.0)(1.15)(850psi) = 977psi > fb Fb = 850psi C" = 1.15 (LIVE LOAD) CM = 1.0 (INDOOR DRY CONDITION) C, = 1.0 (SUSTAINED TEMP. <100) CL = 1.0 (COMPRESSION SIDE BRACED, ENDS BRACED) CF = 1.0 (TABLE) C, = 1.15 ( REPETITIVE) CAPACITY = 235.9psi/977psi = 24.1%, FOS = 4.14 SHEAR f, = 427#/(10.875in3) = 39.27psi F'v = CDCMCTF = (1.0)(1.0)(1.0)(150psi) = 150psi > fv CAPACITY = 39.27#/150# = 26.1%, FOS = 3.82 Deflection = 5wL4/(384E1) Total = 5(115plf/12)(66in)4/[384(1.3x106)(170in3)] = 0.011in < L/240 = (66in)/240 = 0.275" CAPACITY = 0.011"/0.275" = 4% LIVE = 5(100plf/12)(66in)4/(384(1.3x106)(170in3)) = 0.01" < L/360 = (66in)/360 = 0.183" CAPACITY = 0.01"/0.183" = 5.5% Description ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project 425.778.8500 REDUCED FLOOR JOIST CAPACITY LEGENDS ESTATE A-qd-do <<d z u S- add- dui 6d d 3- d? '- +z(d -dn i-; all- eI Y MRD "°`t hecked Date e NTS Sheet No. No. www.cgengineering.com 24079.10 —j WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN FA WoodWorks® Sizer 2023 Mar. 14, 2024 14:41:54 Critical Results ANALYSIS DIAGRAMS (known section) REACTION [lbs] Maximum... Uplift: 0 (LC #0) Bearing: 492 (LC #2) 92 N SHEAR [lbs] Load Combination #2: D + L 5 49 5.57' NOTE: MAX USED TO ° BE CONSERVATIVE 0' 2.75' 1 5.57' BENDING [lbs-ft] Load Combination #2: D + L +M max: 594 0' 2.75' 5.57' TOTAL DEFLECTION [in] Load Combination #2: D + L Total = 1.00 x Permanent + "Live" (all others) Critical Live: 0.01 Critical Total: 0.01 0.00' 2.78' 5.57' COMPANY CG Engingeedng K.I 250 4th Ave South Suite 200 WoodWorkS Edmonds, WA 98020 www.cgengineering.com , rwArr sow r5 Mar. 14, 2024 14:42 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 4" HOLE Pt of Interest 2.75 lbs WLL Live Full Area 100.00(16.011) psf WDL Dead Full Area 15.00(16.011) psf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 6.417' PROJECT FJ1 NOTE: THIS FJ1 DOES NOT INCLUDE 4" HOLE Unfactored• Dead Live 64 428 64 428 Factored: Total 492 492 Bearing: Capacity Joist 3341 3341 Support 4176 6445 Des ratio Joist 0.15 0.15 Support 0.12 0.08 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.81 0.81 Cb 1.00 1.00 Cb in 1.00 1.00 Cb support - 1.25 Fc 5u 405 625 Bearing for wall supports is perpendicular -to -grain bearing on top plate. No stud design included. FJ1 Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4") Supports: 1 - Lumber Stud Wall, Hem -Fir Stud; 2 - Timber -soft Beam, D.Fir-L No.2; Floor joist spaced at 16.0" etc; Total length: 6.44'; Clear span: 55; Volume = 0.8 cu.ft. Lateral support: top = continuous, bottom = continuous 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 = 25 Fv' = 150 psi fv/Fv' = 0.16 Bending(+) fb = 225 Fb' = 977 psi fb/Fb' = 0.23 Live Defl'n 0.01 = < L/999 0.19 = L/360 in 0.07 Total Defl'n 0.01 = < L/999 0.28 = L/240 in 0.05 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 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 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 CALCULATIONS: V max = 427, V design = 278 (NDS 3.4.3.1(a)) lbs; M(+) = 594 lbs-ft EI = 231.37e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 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. Beam Design Summary Roof DL = 15 psf *Use beam span tables for uniformly distributed loads on simple span Roof SL = 25 psf(snow) beams. Non -uniformly loaded beams are called separately. Floor DL = 15 psf Floor LL = 100 psf **Beam sized per ForteWeb. See attached ForteWeb output. Wall DL= - psf ***Beam sized per Woodworks. See attached Woodworks output. Wall Height = 8 ft Deck DL = - psf Deck LL = psf Roof Beams Span Wall DL DL Rxn SL Rxn ASD BM No. Trib (ft) DL (plf) SL (plf) LL (plf) LL Rxn Beam Size (ft) (plf) (Ibs) (Ibs) (plf) BM1 10.583 4.75 71 0 119 0 377 628 0 190 N/A BM2 8.5 9 135 0 225 0 574 956 0 360 N/A NOTE: ROOF BEAM CALCULATIONS ONLY USED TO DETERMINE LOAD TO C1 ON FLOOF BELOW Floor Beams Span Wall DL DL Rxn SL Rxn ASD BM No. Trib (ft) DL (plf) SL (plf) LL (plf) LL Rxn Beam Size (ft) (plf) (Ibs) (Ibs) (plf) BM3 10.583 2.75 41 0 0 275 218 0 1455 316 6x12 DF #2 BM4 8.5 6.75 101 0 0 675 430 0 2869 776 6x12 DF #2 W 4f,Rl R2 L V COLUMN DESIGN Cl P 1 P: DL = 377#+574#+218#+430# = 1599# LL = 275# + 675# = 949# J SL = 628# +956# - 1584 PER CG COLUMN CAPACITY ASD L.C. = DL+0.75LL+0.75SL = 3499# TABLE USE (2) 2x6 HF #2 T L = 8' MINIMUM R CoG Description Beam Summary Table By MRD Date 03/14/24 Checked Date ENGINEERING scale NTS sheet No. 250 4th Ave. South Suite 200 Project Legends Estate Condominiums lob No. Edmonds, WA 98020 24079.10