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REVIEWED BLD2024-0095+Structural_Analysis_or_Calculations+1.22.2024_5.04.34_PM+4013584C � ENGINEERING RECEIVED Jan 24 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning BLD2024-0095 REVIEWED BY CITY OF EDMONDS STRUCTURAL CALCULATIONS Harbor Square Atriums Building 3 110 West Dayton Street Edmonds, WA 98020 1S M• T Og WAS l%'G 45901 IaNAL ��Z Z�214 CG Project No.: 22036.11 Project Description The existing glass atriums at Harbor Square Building 4 will be replaced with a wood framed roof and wood framed walls. The exisitng building is constructed with concrete tilt up walls. 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 12/29/2022 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 HARBOR SQUARE ATRIUMS - BUILDING 4 22036.10 Edmonds, WA 98020 1 Gravity Design Loads Roof DL Roofing Material 2.5 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x12 @ 24" OC 2.2 psf M/E 1.0 psf Misc 1.5 psf 13.3 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 � Description Gravity Design Loads By ERH Date 12/29/22 ^ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project HARBOR SQUARE ATRIUMS - BUILDING 3 Job No. Edmonds, WA 98020 22036.10 Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 937 600 417 306 234 185 150 124 104 - - - - - - 3 1/2 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - 4x8 HF #2 1461 1038 721 529 405 320 259 214 180 154 132 115 101 3 1/2 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 - - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 5 1/4 x 9 1/4 PSL 5399 1 4319 1 3600 3085 1 2677 2115 1 1713 1 1416 1183 931 745 606 499 416 351 298 256 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3 1/2 x 9 1/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 3 1/2 x 9 1/2 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 5 1/4 x 9 1/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9 1/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 1/2 x 11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 3 1/2 x 11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 5 1/4 x 11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x11 718 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 31/2 x11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 51/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 7/8 PSL 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WI -/Wog <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (Co) C Ci —seep— Beam Span Table nY ERH .— 12/29/22 O Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite200 Project HARBOR SQUARE ATRIUMS - BUILDING 3 Job No. 22036.10 Edmonds, WA98020 KI HF Column & HF 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 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PsILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PsILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PsILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6xl0 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By ERH Date 12/29/22 Wood Column Capacity Table Checked Date Scale Sheet No. ENGINEERING 250 Ave. South Suite200 Suite project HARBOR SQUARE ATRIUMS - BUILDING 3 Job No. 22036.10 2 163 (S) P F I � I I L---03 60 + 100 ---4-A a] OFFICE B EX1S NG I III w I III —__—_— -55 1254S_LPLE 118 (P)+63SPLF ---- -------------------- EXIST 3 1/8 12 GLB x IST 4x12 ---------------�+- +�� EX Poo S ANk' MS 17%� OFFICE A S�>zuc up p EXISTING EXIST 2x12 (aD 24" OC / EXIST 2x12 (aD 16" OC C� z x w 0 (D) + 1�6 (S) PLF4 HDR2 ENTRY EXISTING 31/8x12GLIB PARTIAL LOWER ROOF KEY PLAN 5 —D D( lzT: I EXISTING EX PE HARBOR SQUARE ATRIUMS - BUILDING 3 ROOF RAFTER(RJ1) - LONGEST SPAN wS= 25 PSF PER WOODWORKS, 2x12 @ 24" OC M' = 37% = V 18%6 wD = 15 PSF = 27% 10'_6" 1`_6" TD - 168 LB D = 222 LB S = 262 LB S = 342 LB LEDGER CONNECTION TO EXISTING WALL P: D = 168 LB /'(2') = 84 PLF SIMPSON 1/4" x 3" SDS SCREWS S = 262 LB / (2'),= 131 PLF CAPACITY = 200 LB/SCREW P l NEW TYP HEADER w = 98(D) +_163(S) = 261 PLF K s-o„ PER ROOF BEAM SPAN TABLE, 4x6 HF #2 ADEQUATE Description By ERH Date 12.20.23 Checked Date ENGINEERING 250 4th Ave. South Scale NTS Sheet No. Suite 200 Edmonds, WA98020 Project HARBOR SQUARE ATRIUMS - BUILDING 3 Job No. 425.778.8500 22036.10 6 www.cgengineering.com COMPANY CG Engineering PROJECT 2504th Ave S STE 200 Edmonds, WA 98020 WoodWorks Dec. 20, 2023 16:11 Building 3 Roof Raker SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 2023 Loads: Load I Type Distribution Pat- Location tftl Magnitude Unit tern Start End Start End Loadl D"I Full Area No psf Load2 Snow Full Area Yes 25.00 (24.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13.029' 10.5' Unfactored• Dead Snow 168 262 222 342 Factored: Total 430 564 Bearing: F'theta 454 454 Capacity Joist 430 596 Support 141 586 Des ratio Joist 1.00 0.95 Support 0.58 0.96 Load comb #3 #2 Length 0.63 0.50* Min req'd 0.63 0.48** Cb 1.00 1.75 Cb min 1.00 1.75 Cb support 1.25 1.25 Fc 625 625 'Minimum bearing length setting used: 112" for interior supports "Minimum bearing length governed by the required width of the supporting member. Building 3 Roof Rafter Lumber -soft, Hem -Fir, No.2, 2x12 (1.1/2"x11.1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roofjoist spaced at 24.0" c/c; Total length: 13.44'; Clear span(horz): 15, 10.438'; Volume = 1.6 cu.ft.; Pitch: -5/12 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 NDS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear £v = 30 Fv' = 172 psi fv/Fv' = 0.18 Bending(+) to = 419 Fb' = 1121 psi fb/Fb' = 0.37 Bending(-) £b = 35 Fb' = 973 psi fb/Fb' = 0.07 Deflection: 0.07 = < L/999 0.57 = L/290 in 0.12 Interior Live Total 0.13 = < L/999 0.76 = L/180 i 0.17 Cantil. Live -0.03 = L/699 0.16 = L/120 0.19 Total -0.06 = L/333 0.22 = L/90 0.27 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 650 1.15 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 3 Fb'- 850 1.15 1.00 1.00 0.420 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 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #3 = D + S (pattern: Ss) Bending(-): LC #2 = D + S Deflection: LC #3 = (live) LC #3 = (total) Bearing : Support 1 - LC #3 = D + S (pattern: Ss) 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 = 406, V design = 341 (NDS 3.4.3.1(a)) lbs; M(+) = 1105 lbs-ft; M(-) = 93 lbs-ft EI = 231.37e06 lb "Live" deflection io s due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent+ "live" Bearing: Allowable bearing at an angle F'theta calculated for each support s per NDS 3.10.3 Lateral stability(-): Lu = 11.36' Le = 19.19' RB = 33.9; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 7 Strong -Drive` SDS HEAVY-DUTY CONNECTOR Screw Structural Fastener The Simpson Strong Tie Strong -Drive SDS Heavy -Duty Connector screw is a 1/4'-diameter structural wood screw ideal for various connector installations as well as wood -to -wood applications. It installs with no predrilling and has been extensively tested in various applications. For more information about package quantities, visit strongtie.com Features: • The Type-17 point reduces installation torque and makes driving easier with no predrilling and minimal wood splitting. • Available with a double -barrier coating or in Type 316 stainless steel. Carbon steel loads apply to corresponding stainless -steel models. • 1/8" hex washer head is stamped with the No -Equal sign and fastener length for easy identification after installation. • For the 3h" hex -head driver bit, order model no. BITHEXR38-R1. Material: Heat -treated carbon steel, Type 316 stainless steel Finish: Double barrier (all lengths); Type 316 stainless steel (11/2" thru 31/2" lengths) Codes: See p.13 for Code Reference Key Chart P17—M Web Applications: • Visit app.strongtie.com/fd to access our Fastener Designer web application. • Visit app.strongtie.com/ff to access our Fastener Finder web application. ISS SS SS SS SS w S6 Length Thread length These products are available with additional corrosion protection. For more information, see p. 16. Strong -Drive SDS HEAVY-DUTY CONNECTOR Screw Identification on all SDS screw heads (' 4" x 6" SDS shown) Type-17 point allows for a fast start le SDS Heavy -Duty Connector Screw ® For stainless -steel fasteners, see p. 23. Model No. Size (in.) Thread Length (in.) Fasteners per Carton' DF/SP Allowable Loads (lb.)' SPF/HF Allowable Loads (lb.)' Code Ref. Shear (100) Withdrawal` (100) Shear (100) Withdrawal' (100) Wood Side Plate' Steel Side Plate Wood Side Plate' Steel Side Plate 1 Y2" 1 Y4 16 ga ga. 14 ga. and 12 ga. 10 ga. or Greater Wood or14 Steel Side Plate 11/21, 1 Y4.. SPF LVL 16 ga. ga. and 12 ga. 10 ga. or Greater Wood or Steel Side Plate SDS25112 1/4x 11/2 1 1,500 — — 250 250 250 1 170 — — 180 180 180 120 SDS25200 1h x 2 11/4 1,300 — — 250 290 290 215 — — 180 210 210 150 SDS25212 114 x 21//2 11/2 1,100 190 — 250 1 390 420 255 135 1 — 180 280 300 180 SDS25300 1/4x ', 950 280 — 250 420 420 345 200 — 180 300 300 240 IBC. SDS25312 114x31/2 21,a 900 340 340 250 420 420 385 245 245 180 300 300 270 FL. SDS25412 1/4x41/2 2�Y4 800 350 340 250 420 420 475 250 245 180 300 300 330 LA SDS25500 1/4x5 2�V4 500 350 340 250 420 420 475 250 245 180 300 300 330 SDS25600 1/4x6 31/4 600 350 340 250 420 420 560 250 245 180 300 300 395 SDS25800 1/4x8 31/4 400 350 340 250 420 420 560 250 245 180 300 300 395 1. Screws may be provided with the 4CUT- or Type-17 point. 2. Strong -Drive SDS Heavy -Duty Connector screws install best using a low -speed /z drill with a N hex -head driver. 3. Shear values are valid for connections between two members with full thread penetration into the main member. For other wood side plate values, see Fastening Systems Technical Guide (C-F-2023TECHSUP) at strongtie.com. 4. Allowable loads are shown at a wood load duration factor of CD = 1.0. Loads may be increased for load duration per the building code up to a CD = 1.6. Tabulated values must be multiplied by all applicable NDS adjustment factors. 5. Withdrawal loads shown are in pounds (lb.) and are based on penetration of the screw's entire threaded section into the main member. If thread penetration into the main member is less than the Thread Length as shown in the table for DF/SP, reduce allowable load by 172 Ib.ln. of thread not in main member. Use 121 lb./in. for SPF/HF. 6. Maximum withdrawal loads for wood side plates shall not exceed 345 lb. and 240 Ib. for DF/SP and HF/SPF. respectively. 7. Fasteners per Carton represents the quantity of screws that are available in bulk packaging. Screws are also available in mini -bulk and retail packs. Refer to Simpson Strong Tie Fastening Systems catalog (C-F-2023) at strongtie.com. 8. LSL wood -to -wood applications that require 41h', 5", 6' or 8' SDS Heavy -Duty Connector screws are limited to interior -dry use only. 9. Where predrilling is required for Strong -Drive SDS Heavy -Duty Connector screws, predrill diameter is 51wN. 8 10. Minimum spacing, edge, and end distance requirements are listed in ICC-ES ESR-2236. For smaller spacing, please contact Simpson Strong -Tie Engineering. rn i C N to ILL 361 y y HUtuuA I t 1�-10'-01, M = 52°fo V = 25% b=55% EXIST BEAM 4x12 w = 155(D) + 125(S) = 280 PLF PER BEAM SPAN TABLE, 4x12-HF #2 ADEQUATE 12'-51/2" >1' TD = 970 LB S = 780 LB EXIST BEAM 3 1/8 x 12 w = 118(D) + 63(S) = 18' PER WOODWORKS, 3 1/8 x,12 GLB ADEQUATE M = 25% 1 12'-51/2" V 13% b=27% D = 800 LB S = 400 LB EXIST COL 1 EXIST ROOF LOAD: D= 15PSF x 250SF = 3750 LB TRIB.',= (37' x 27')/4 = 250SF S = 25PSF x 250SF = 6250 LB' EXIST + PROPOSED LOADS: EXIST FLOOR LOAD: D= 15PSF x 61SF = 915 LB D + 0.75(L+S) = 15210 LB TRIB. = (9' x 27')/4 = 61SF L = (50+20)PSF x61SF = 4270',LB PER ENERCALC, EXIST LOADS: EXIST 4x4x1/4 STEEL POST D + 0.75(L+S) = 12555LB ADEQUATE (21 %) Description By ERH Date 12.20.23 41111 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA98020 HARBOR SQUARE ATRIUMS - BUILDING 3 425.778.8500 22036.10 9 www.cgengineering.com PLF WoodWorks® �FtWARE FOR WOOD DESIGN COMPANY PROJECT Dec. 28, 2023 16:33 HDR2 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 UDL 100.0 plf Load2 Snow Full UDL 166.0 plf Self -weight Dead Full UDL 5.4 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : - 10' 11/16" 10' Unfactored• Dead Snow 530 835 530 835 Factored: Total 1364 1364 Bearing: Capacity Beam 1364 1364 Support 1469 1469 Des ratio Beam 1.00 1.00 Support 0.93 0.93 Load comb #2 #2 Length 0.67 0.67 Min req'd 0.67 0.67 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 Fop sup 625 625 HDR 2 Glulam-Unbalan., West Species, 24F-1.8E WS, 3-1/8"x7-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10' 11/16"; Clear span: 9' 11-5/16"; Volume = 1.6 cu.ft.; 5 laminations, 3-1/8" 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 = 76 Fv' = 305 psi fv/Fv' = 0.25 Bending(+) fb = 1390 Fb' = 2655 psi fb/Fb' = 0.52 Live Defl'n 0.19 = L/635 0.50 = L/240 in 0.38 Total Defl'n 0.37 = L/325 0.67 = L/180 in 0.55 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 0.962 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: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 1357, V design = 1180 (NDS 3.4.3.1(a)) lbs; M(+) = 3392 lbs-ft EI = 197.75e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 10' Le = 18'-4.81" RB = 13.0 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). 10 COMPANY CG Engineering 2504th Ave S 200 PROJECT WoodWorks' Edmonds, WA 98020 Dec. 21, 2023 10:50 0:5 �FtWARE FOR WOOD DESIGN Building 3 - Exist 3.125 X 12 GLB 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 UDL 118.0 plf Load2 Snow Full UDL 63.0 plf Self -weight Dead Full UDL 8.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.549' Unfactored• Dead Snow 794 395 794 395 Factored: Total 1190 1190 Bearing: Capacity Beam 1190 1190 Support 1281 1281 Des ratio Beam 1.00 1.00 Support 0.93 0.93 Load comb #2 #2 Length 0.59 0.59 Min req'd 0.59 0.59 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 Fop sup 625 625 Glulam-Unbalan., West Species, 24F-1.8E WS, 3-1/8"x12" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12.56`, Clear span: 12.438'; Volume = 3.3 cu.ft.; 8 laminations, 3-1/8" maximum width, Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 40 Fv' = 305 psi fv/Fv' = 0.13 Bending(+) fb = 593 Fb' = 2329 psi fb/Fb' = 0.25 Live Defl'n 0.04 = < L/999 0.42 = L/360 in 0.10 Total Defl'n 0.17 = L/874 0.62 = L/240 in 0.27 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 0.844 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: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 1185, V design = 991 (NDS 3.4.3.1(a)) lbs; M(+) = 3704 lbs-ft EI = 809.99e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 12.50' Le = 23.38' RB = 18.6 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 A190.1-2012 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). 11 Steel Column LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: Exist TS column Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Section Name : HSS4x4xl/4 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads Column self weight included : 109.890 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, D = 6.435, L = 3.050, S = 6.250 k DESIGN SUMMARY Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Project File: Harbor Square Atrium.ec6 (c) ENERCALC INC 1983-2023 Overall Column Height 9 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition : Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2045 : 1 Maximum Load Reactions . . Load Combination +D+0.750L+0.750S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa: Axial 13.520 k Bottom along Y-Y 0.0 k Pn / Omega: Allowabl( 66.097 k Ma-x : Applied 0.0 k-ft Maximum Load Deflections ... Mn-x / Omega: Allowable 10.765 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination Ma-y : Applied 0.0 k-ft Mn-y / Omega: Allowable 10.765 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Rati( 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.0 k Vn / Omega: Allowable 0.0 k Sketches Y15 I35k 15 I35k D:1 _ Load 1 CD •0 4.00in 12 I I . 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ALL FLOOR AND �ALL,GZ?Jai��'N .11 �,� h.Ck11.TECT•.a ADD' WAX4 �0 SHt--, ETCH' - - G iMENSJONS� ,AN"a LOC,AT,IONS, - FLOOR' m - :3 . 0 � 5 20'-0" %' N1ASC. - I'` x %" 5AWN JOINT, 4 TROW-FLED :Jojt4T, ' SIP 5TRIF PLA5TIC JT, ' - FCOTING SCHEDULE MARK. . SIZE I REINF F3.O S'=O" x 3'-O" x loll 3--#14 , E.W,, F3.5 , 3'-4" Y. 3'_6" X loll 3 - #5 ' EN F4.0 "�'-CI n 41-o" x :10" 4 - # 5 E,W. . F4.5 - 41--�." x 41- 61, x loll 5- #5 F-w. - F5.0 -4 Fs.OA. - V—OI' - 5+-0" X 1 111 18" DP Ca FsoA I 5 E.W. F5a 5 4- F5. 5 A 51-.Col, x 51- u" x I, _Qn IB" OF @ F5.5A . S - 4'( E.W. -FA .41-O" x -71-0" x 11_ 2 11 L . /4 - # (o L. W. 7-#5 5.W., F 5 3'-G'' x 33'-d, x 11-91► 4- # 4 TOP C, - #4. BOTTOM, FC 41- O" x 211- 4" x I'- q" 4 -# 6 -1'OP' 8- #+. BOTTOM . 4" Cc1Il,c- SLAB OR EQUAL - I /�} L _ I ' 1 1 . �. . --CONTROL jOI NT (5.T) SCALE- ' 3/4" = 0 - a" - 20'-0"'/� MAX. — - ,A CONC. 5LA5 ON (SRADE BURKE KEY FORMED W/ G x <. - W1.4/WI:4 W.W.M. C1=NTERED, IN SLA5 J"T OR EQUAL -�� STOP e JOINT . - �I ' - v . CONSTRUCTION J-0II .T-•--(C-.J") _....r..._.. r..� - 5CAL.E= 3/411 = I'-CU" ' APR 151983 , ; � ' . '. TEL; (206')` 324-6160 ., ,.:,.:••a ; , . , „ Hu . , N A I �QN$UI FIND Eft GI1�1 E'I ,, , , ,. .; - " 1'1�05.' 12'`'H'AVEN.UE`SUITE �18.' � O. SEATI'LE;,- W�SITYNGTON'98,122',' "�e:, '' <,,:;. :. . 13' rE nG m n n IOL O%i' 6V4 x 31'/2. H-5 sim 0 4• d �-:- A50VE_ M •� ? ° cn A ��0 I w o p , Aa9YE m_ 51 M v F- 5 E-5 CAMBER 1 Coy/2" 10'-5%i" I3'- 9'/4" — I D H .SFCON G) FLOOR FRAMING PLAN SCALE = %a'l = 1 i - O" .N_ OT E S : I) TOP OF FLOOR FRAM I NG (50TiOM OF PLYWOOD) 15 A50\/E RFFE.RFR4CE DATUM. 2.) NAIL 4 GLUE FLOOR PLYWOOD (�4'1 CDy, 48%24). NAIL. W/lod GC7,HMOI*! (.1.48110 I5/" MINIMUM PE,tE-r ATION INTO FRAMING MEMP�EI255 C 00/c, EDGES? 10"% FIELD. 3) ALL COLUMN$ SHOWN ARE FROM. FLOOR TO - ROOF SEAM. 4)- WALL5 INDICATED _THUS O ARE 5HEAK WALL5.' SEE 5HEAR 'WALL SCHEDULE 7HI5 SHEET. 5HFAR WALL. SCHEDULE 'MARK. 5HEA74ING NAILING F3ASE � ANcNoI� �SPAC1_WG HOLDOWN 13OL F �/2" CDX PLYWOOD .IOa @�� �' % TO FLOOR 518E 0 A,5. @ 32 % HEX, FAST EN D OUT5IDE FEE FULL HT: _. _10d@ 6 % AaOVF F=.R - SEE SECT @ FLK Q %z" CDX PLYWOOD (Od @ 3" % TO FLOOR 51e' 0 A - 5, @ 32" %, HD5 EA. END 0UT5)DE FACE- TO FLOOR _ " %2" CDX PLYWOOD lode 4" %-TO FLOOR %1110 A, 5, @ 48" % SEE 5EC.T I ON ON- FACE FULL HT (Od_ @ �"% Al30VE ,FLR (� 5/8" G W B ONE -511DE COOLER. NAI L5 5161/ 0 A. 54 @ 4e' v TO FLOOR (UNBLOCK,EP) j\ '/2," CDX PL`IW00 ? l04 @ 3" 9/,-TO FLOOR 5/9 0 A.PJ. � "32°k 2 - I-ID5 @ FDN. SEE OUT51PE FACE FUl,L HT IDd_ $ 4 /c ABOVF_ FL,.R . 5EE SECT. @ FLR %2" CDX PLYWOOD_ IOd @ fo° �g"sd A.6, 0 WEST FACE TO FLOOR d '/2' CDX PL\(WCQ,D-- IOd @ 311% WEST FACE, TO FLOOR CDX PLYWoop - - locl @ 5" "k- FULL H►. 59' 0. A.5,' 0 32"'/0 'PLAN _0UT5'DE FACE FULL HT' SE1= CDX PLYWOOD �'o loci @ 3 /z SECOND SEE SECT. t J OUT51 PE FACE FLOOR TO _ROOF 12_11.CDX FLXWO©D Jod 2 511N. SECOND SEE 5EGT. l0 OUTSIQE FACEI­_5L00IZ TO ROOF EAST ' END ONLY ' '/2" CDX PLY�JOO,•G 10c1 @ -lo"% SECOND l I OUT51DE -• FAG1= FLOOR TO ROOF- , (2 V21 CDX PLYWOOD IOd Is 5EE SECT. OU751 DE FACE NOTES: I) FOR PLYWOOID -SHEAR WALL5, NAI-LING APPLIES TO ALL EDGE5. 5PACF- NAILS P_ 12" % ALONG- 1NTERM-1=pIATE FRAMING MEM5ER5, -NAILS TO 15E JOd COMMON 146" QS ti _ I5/e" MIN.- PENETRAT►OK). ALL .PL` WOOD EDGE5 TO PE BLOCKED -W/ 2 x 4 FLAT. 2) FOR GW5 SHEAR WALL5 NAILING APPLIES TO ALL 57UD5, TOP 50TTOM FLATE5. . NA11..5 To BE' fad ' COOL,51Z (.0915" 0 5 1" MIN. F'ENETRAT.ION, 3) BASE PLATE ANCHOR . 5OLT5 TO .13E /a't .. W/ 5" MIN.-EMBED ME.N7, KWI K 5OLT5 oiZ APp#ZCiVl=1D .EQUAL MAY 15E.. USED.. _ ■. fi C. Z , L' o 0 0 s 7•- J_ APR 151983 TEL, (206} 324-6160' L HU,SQ ]g• ,&AOCIATF� CONLT;'IiV'G`.iVGYNEERS, ,' Q -� iw0'/��/�\\\\\\ 1,I305' 12THAV UE. 5i7IT'.51 WI ' STrATTE, .,VASHIIVG'ON. 98U2; 14 N A @ L 1 _ 5CALE , I/a,1 ; 1 f - 0" NOTE5: 1) TOP OF ROOF FRAMING (1307741" I OF PLYWOOD) ABOVE REFERENCE DATUM INDICATED T HUB '.[ '- "I 2) TOP OF PARAPET 15 24' - " A50VE REFERENCE VATUM, 3)' 1NAIL ROOF PL' WOOD (r2" c1x) W/ 10ci � �" % I oiar—e FIELD, ALL NAIL5 TO BE I0ci COMHON (• i4i8 W, W/ 15/5" M11141MWM, PENETRATION INTO FRAMING). 24'- 4,11 C24'- '/2'' CDX PLYWOOD -- 5M PeR PLAN --_.-_- 21' - O" Z41� ail BM PER PLAN — '/z.'i CDX PLYWOOD —+• _T S 12 @ 45" '/a I I, 21 I - oil WINDOW PER ARCH - CUX PLYWOOD' S015T PEF, PLAN W/ U - 5015T H-NGR zx4 @4S,xa/c- --- CEILING PER ARCH. SECTION A -- 3 SCALE: 3/4" = I' - O'1 i --- Z - KOW5 IOd @. fo" %. — %Z I, CUK PL.` WO00 �-- SOI 5T PF-K rLAN i 2-x 4 BIZACC- Goa 4311 °fc ��— CEILIWG PEP, ARCu. --- 3-168 CLINCHED SECTION C - 3 SCALE- - �/411 = 1` -Can 2 x 12. RIM J015T 1/2" CPX, PLYWOOV (5EE-. SHEAR WALL 5CHEOULE) C24 t_ .1'Xz!D .. , 2 ROWS IOct - e (."_ °fc INTO- BM'_ BM PER FIN15H PER ARCH --- - --- ---- Vill CRY, PL` cacao (5I_E S.W. 5CHEDU-LE FOP, NAILING) -- V2" CDX PLYV+ QOD J — MIST PEP, PLAN�- oe BBC E ~- 164 @ B" --- - 2 Y. � G (("% -- CEILING PEI, ARCH �J" � ■• ; '.: SECTION B- 3 SCALE = 3/4" = 1' -o" 0 c [PER 'PLANI Ak (0 '1'/c, CPX •PLY WO HtQ15H .— PEI ARCH - z x 12 4 % (o 5LKCi. Z4, " 0/c. e D-3A— ''/i' CD)4�'` PL%i(WOOD ��, D .3A C5E1 SH EAR �! \ WALL SCHED - Z x 12- LEDGEP, . FOP, NAIL WOE �•. DRAG 5TRUT`� ,( i) -BA Z x 12. LE DGE,.fZ, d Z SECTI O%J D -3 4 (D'3A. 5CALE : 3 q -- I -p„ SIMP50N 5T4221} .STRAP e i "3A tip!/ 10- I4.d MIN, " A55 @ fi211 % A..EI�1D INi"tO 2-2�IDs I"AIR SPACE CN0 5PACE a F-3 51M. 2,-2x 10 Z. x J015T PEI2 PLAN 15M PER —� PLAN 5ECTICEN E - 3 SCALE.: 3/411 = II_ Q,1 z Pc)w5 '104 e 411 % INTO, 511.01 %i` cpx. PLYWOO.P F-5A =— 2 x J015T -PF-K PLAN - 5tMP50N U -TYPE 5015T HANGEK 0 APR 2 9 1983- t ECTION 3 4 F 3A SCALE: Y4 O►' TEL, (206) 324-6160 HLi�I?SQN �c' A�OC�. CO ' SULTING EN: I kEEIZ 1605 12TH AVENUE - SUITE .18. SEATTLE, ,WASHIINNGTON 98,122 '