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RVWD BLD BLD2025-0188+Structural_Analysis_or_Calculations+2.7.2025_8.43.11_AM+4750755
RECEIVED C � ENGINEERING 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural BLD2025-0188 engineering & planning Feb 07 2025 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ............................................... REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT:: .............................................. c STRUCTURAL CALCULATIONS Steele Residence 1026 Walnut St Edmonds, WA 98020 r' 1S M —4 g ee 4 � ° la . ti 1 /17/25 CIS Project No.: 24443.10 Project Description This project involves the removal of an existing interior bearing wall in the kitchen of a single family residence. A new beam and posts will be designed to support the framing above. The exsisting gravity system consists of wood trusses, joists, beams, columns and stud walls on a shallow concrete spread footing foundation. The new posts will stack down to an existing concrete foundation wall below. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design 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 2.3 psf M/E 1.0 psf Misc 1.5 psf 12.9 psf USE 13.0 psf Roof ILL (Snow) 25.0 psf Description By ZSH Date 1/9/2025 Project Summary Checked Date ENGINEERING Scale sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Steele Residence 24443 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 (2)-2x10 HF #2 1599 1229 854 627 480 379 307 254 213 182 157 137 120 106 - 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - (2)-2x12 HF #2 1944 1555 1145 841 644 509 412 341 286 244 210 183 161 143 127 114 103 3 1/2 x 9 112 LSL 3634 2907 1 2423 1893 1 1449 1145 1 927 1 766 643 506 405 329 271 226 191 162 139 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 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 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 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 3 112 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 7/8 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 3 112 x 11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 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 9 1/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 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 5 1/4 x 11 1/4 PSL - 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 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 x 9 1/2 PSL 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 7 x 11 7/8 PSL 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 (CF) and the Load Duration Factor (CD) C G O ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Checked Date Scale Sheet No. Project Steele Residence I Jon No. 24443 HF Column & HF Sill Plate Capacity TABLE IBC 2021, NDS 2018 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 - - - - 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 - - - - - Description By ZSH Date 01/09/25 Wood Column Capacity Table checked Date 0 ENGINEERING Scale Sheet No. 250 4th Ave. South Site 20o Pra, ect Steele Residence Job No. 24443 F U) Fmt U U) U LIVING �O U� DINING N w@) 0 HALL BATHROOM KIT HEN BM1 EXI T TRUSSES MASTER @ 2 " O(� . BATH CONT FOOTING & STEM WALL BELOW PROJECT: STEELE LAUNDRY/ UTILITY ROOM ADDRESS: 1026 WALNUT ST OWNER/CONTACT: MARK STEELE Cl EXIST 1 @ 24" G SHEET 1: PROJECT OVERVIEW/FLOOR PLAN SMOKE/CO DETECT U) w WALL - INTERIOR U) U) Of U WALL - CONSTRUCT DEMO w Ua _ CLOSET MASTER BEDROOM EXIST TR @ 24" OC o a e eel SCALE: 1/8" = 1'-0" Beam Design Summary Roof DL = 15 psf *Use beam span tables for uniformly distributed loads on simple Roof LL = 25 psf(snow) span beams. Non -uniformly loaded beams are called separately. Floor DL = 15 psf Floor LL = 40 psf **Beam sized per Woodworks. See attached Woodworks output. Wall DL= 10 psf Deck DL = 10 psf Deck LL = 60 psf Roof Beams BM No. Span (ft) Trib (ft) DL (PLF) LL (PLF) DL Rxn (Ibs) LL Rxn (Ibs) ASD (PLF) Beam Size 1** 7.42 19.92 299 498 1108 1846 797 3-1/2 x 7-1/4 GLB W M6* tR 1 L R2 L �^ Description Beam Summary Table By ZSH Date 01/09/25 Checked Date ENGINEERING scale sheet No. 250 4th Ave. South Suite 200 Project Steele Residence Job No. 24443 COMPANY PROJECT V..,o,or5 Jan.9,202508:47 Beam1 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(19.92') psf Load2 Snow Full Area 25.00(19.921) psf Self -weight Dead Full UDL 6.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k - 7' 8-3/4" Unfactored• Dead Snow 1177 1924 1177 1924 Factored: Total 3101 3101 Bearing: Capacity Beam 3101 3101 Support 3301 3301 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.36 1.36 Min req'd 1.36 1.36 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 625 625 BM1 Glulam-Unbalan., West Species, 24F-V4 DF, 3-1/2"x7-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7' 8-3/4"; Clear span: 7' 6"; Volume = 1.4 cu.ft.; 5 laminations, 3-1/2" maximum width, 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 = 143 Fv' = 305 psi fv/Fv' = 0.47 Bending(+) fb = 2127 Fb' = 2708 psi fb/Fb' = 0.79 Live Defl'n 0.17 = L/537 0.25 = L/360 in 0.67 Total Defl'n 0.27 = L/333 0.38 = L/240 in 0.72 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 0.981 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 D=dead S=snow 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: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 3056, V design = 2509 (NDS 3.4.3.1(a)) lbs; M(+) = 5817 lbs-ft EI = 221.48e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Lateral stability(+): Lu = 7-7.38" Le = 14'-3.44" RB = 10.2 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). ASD Design Loads & Column Design Summary Column No. DL (LBS) LL (LBS) SL (LBS) ASD (LBS) Load Combo Ht. Column 1 1177 0 1924 3101 D+S 8'-0" (2) 2x4 HF#2 Note: All columns determined per Woodworks C 4 M-7 ENGINEERING 250 4th Ave. South Suite 200 loom Description Gravity Design Loads Project Steele Residence By ZSH Date Checked Date Scale Sheet No. Job No. 24443 01/09/25 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. Bearing 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 PLF Maximum Load to Interior 2x4 Wall PLF Use 2x Stud Grade @ 16" o.c. for all Stud Walls Maximum Load to Interior (2)-2x4 Party Wall PLF 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 2667 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 2667 PLF * 2 Feet = 5.3 Kips then provide a spread footing as follows Foot Square Footing Footing Capacity 2 x 2 8 Kips 3 x 3 18 Kips 4 x 4 32 Kips 5 x 5 50 Kips * Max column point load = 3.1k, Exist strip footing adequate. No additional pad footings required. e. n Gravity Design ZSH Date 01/09/25 O Columns / Bearing Walls / Foundations Checked gate ENGINEERING Seale sheet No. 250 4th Ave. South Suite 200 Prgiect Steele Residence Job No.24443 Edmonds, WA 98020