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REV1 REVIEWED BLD2021-1385+Structural_Calculations+3.13.2023_11.56.41_AM+3417503C4M civil & structural ENGINEERING engineering & planning MEMORANDUM To: Donovan Akau (City of Edmonds) From: Dennis Titus, PE, SE Associate Principal Project #: 21160 Date: February 28, 2023 REVISION Mar 14 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ......,.,. REVIEWED BY -_ CITY OF EDMONDS BUILDING DEPARTMENT' BLD2021-1385 Subject: Port of Edmonds Administration Building— Commission Room Revision During construction, the Port of Edmonds decided to make a revision to the original layout of the upper floor. The Port would like to use the "Leasable Office" & for their own "Commission Meeting Room". This revision changes the live load of the space from 50psf (office) + 20psf (partitions) = 70psf (total) to 100psf (assembly area). CG Engineering was able to check the slab deck, floor joists, its supporting members, and connections, and has determined that the structural elements in the existing permitted structural drawings are adequate for the revised loads. We have determined that the commission room revision will not alter the structural framing and the original permitted structural plans are adequate for the revised layout. No upgrades to the structure are required. 4�1S M. ?'1 Og 11Ag�f�T�� e� DISCLAIMER This recommendation is the professional opinion of CG Engineering PLLC based on the information provided. This memo was prepared subject to the standard of care applicable to professional services at the time the services were provided. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph.425.778.8500 1 f.425.778.5536 www.cgengineering.com 2 CANOPY PER DET 1/S7.2, TYP OD @ )PY, TYP m m 2nd FLOOR KEY PLAN FO MLOK DECKS ® PLB-36 Forml-ok Deck used with PunchLok° 11 System . ® B-36 Forml-ok Deck used with TSWs or BPs 4 T ® B-36-SS Forml-ok Deck used with Side -lap Screws Py� Nominal Dimensions 31 21 ��2 � � 6"k PLBor l- k B-36-SS Forml-ok Forml-ok 13�4 Standard Screw Fastened 36" Interlocking Side -lap Side -lap Section Properties Effective Moment of Inertia Effective Section Vertical Deck Base Metal Yield at Service Load Modulus at Web Deck Gage a Weight wdd � (psf) �t Thickness t _ (in.) Strength Fy (ksi) Id = (21e+19)/3 I d + Id- � p (in4/ft) (in4/fit) w F Fy= 50 ksi Se+ Se � (in3_/ft) (in3/ft) �y^0.188_ Shear V"/" (lb/ft) 22 1.9� 0.0299 60 0.178 0.192 0.176 2688f 20 2.3 0.0359 50 0.219 0.231 0.230 0.237 3220 18 2.9 0.0478 50 0.302 0.306 0.314 0.331 4264 16 3.5 0.0598 50 0.381 0.381 0.399 0.410 5302 Allowable Reactions at Supports Based on Web Crippling, Rn/0 (lb/ft) Bearing Length of Webs One -Flange Loading Deck End Bearing I Interior Bearing Gage 11/2" 2" 3" 4" 22 850 934 1075 1163 20 - 1188 1301 1492 1609 18 2001 2182 2485 2667 16 3006 3264 3698 3954 3" 4" Two -Flange Loading End Bearing Interior Bearing 1558 1670 893 962 2189 2339 1316 1413' 3714 3949 2388 2550 FFnd Fla 'gF 2771 dn1 F' Standard Features ® ASTM A653 SS GR50 Min., with G60 or G90, white or gray primer bottom optional ® ASTM A1008 SS GR50 Min. with gray primer bottom ® Standard lengths — 6'-0" to 40'-0" ® IAPMO UES ER-2018 and UL Listed ® Tables conform to ANSI/SDI C-2017 1077 1149 2822 2986 1933 2082 2743 2946 4713 5038 7164 7627; Optional Features ® Inquire regarding cost and lead times for: -Short cuts < 6'-0" -Sheet Lengths > 40'-0" -Alternative metallic and painted finishes ® Factory Vent Tabs 51 B FORMLOK ASD I MAY 2021 VERCC CECKING, INC. .Hu-_ WWW.VERCODECK.COM Maximum Unshored Spans_ _Composite Deck -Slab_ Properties Maximum Unshored Concrete Deflection Moment Shear Slab Depth Construction Clear Span + Deck Id = (ICY+I.)/2 Mn /O Vn /O Deck Total Topping Gage 1 2 3 (psf) (in4/ft) (kip-ft/ft) (kip/ft) 22 6'-T 7'-9"� 7'-1.0 . n._ 22 5 _ . , 2.68 _. _ 1.89 2.01 3'/z" 2" 20 7'-10" 9'-2" 9'-4" ___-----1, 32.9 "- " 2.88 .M ,.w... 2.20 2.01 18 9'- 0'-9" 11'-2"` ` 33.5 3.22 2.7 2:0" 16 9'-8" 11'-111, 11'-91, 34.1 3.53 3.32 ".2.01 22 5'-9" 6'-9" 6'-10" 50.6 7.74 3.36 3.29 20 6'-10" 8'-01, 8'-1 " 51.0 8.28 3.95 3.29 ` 5" 3'/z" 18 7'-10" 9'-5" 9'-8" 51.6 9.24 5.06 3.29 16 8'-511 10'-511 10'-51' 52.2 w _10.10 6.11 � �..�. 3.29 � ... 22 . � .5 _4 _ W 6 3 .. � �61-411 62.7 a� 13.32 4.43 4.27 20 6'-4" 7'-5" 7'-6" 63.1 14.20 5.22 4.27 6" 41/z" 18 714' 8'-8" 9'-0" 63.7 15.79 6.72 4.27 16 7'-11 " 9'-81, 9'-91, 64.3 17.22 8.16 4.27 Note: 1. Maximum unshored spans do not consider web -crippling. Required bearing should be determined based on specific span conditions. Superimposed Allowable Load, Wn/0, Limited by L/360 (psf) NWC (145 pcf), V. = 3000 psi Total Span (ft-in.) Slab Deck Depth Gage 4'-011 5'-011 '571a,�_ 6'-011 7'-011 8'-011 w .�.. ..w 9'-011 a1.54 10'-011 11'-011 12'-011 22 911 387. 275 203 117.a� 88_v.�67 20 974 671` 456 326 242 172 125 94 72 31/z" 18 973 772 584 410 275 193 140 105 81 16 973 771 637 450 301 211 154 115 89 22 1593 1023 695 497 369 281 218 171 135 20' 1592 1212 826 593 442 338 264 209 168 511 18 1592 1263 1044 774 580 448 353 282 229 16 1591 1043 887 711 551 � 436 � 331 255 22 � �2074 _1262 � 1353 920 �- � 659 �490 374 291 229 183�� 20± 2073 1606 1096 788 589 452 354 281 226 6" 18 2073 1645 1360 1034 776 600 474 380 309 16 2072 1645 1360 1156 956 742 588 475 389 , .�� Notes: 1. For high loads long term concrete creep should be considered. 2. See Composite Deck -Slab Strength Web Based Solutions for alternate slabs or LRFD design. p 52 B FORMLOK ASD I MAY 2021 Vea o oKING, INC. WWW.VERCODECK.COM .IYLICOR'_ NORMAL WEIGHT CONCRETE DESIGN GUIDE LRFD WEIGHT TABLE FOR COMPOSITE STEEL JOISTS, CJ-SERIES Based on a 50 ksi Maximum Yield Strength BEARING HEIGHT 1 2 1/2" 1 5" 1 7 1/2" Concrete Slab Parameters Normal Weight Concrete (145 pcf) fc = 4.0 ksi hr (in.) 1 1 1 1 1 1 1 1 1 tc (in.) 2 2 2 2 2 2 2 2 2 Js (ft.) 3 3 3 3 3 3 3 3.5 4 Joist Span Joist Depth Total Safe Factored Uniformly Distributed Joist Load in Pounds Per Linear Foot (ft.) (in.) TL 1 300 1 400 1 500 1 600 1 700 1 800 1 900 1 1000 1 1200 Wt(plf) 7.2 8.3 9.1 11.3 12.7 13.6 14.7 16.2 20.0 W360(plf) 156 193 222 269 294 324 362 401 485 14 Wds 22-3/8" 28-3/8" 32-3/8" 24-1 /2" 28-1 /2" 32-1 /2" 36-1 /2" 40-1 /2" 34-5/8" leff(in4) 155 193 222 269 294 324 362 400 484 Bridging I (1)X+(2)H I (1)X+(2)H I (1)X+(2)H (3)H (3)H (3)H (3)H (2)H (2)H Wt(plf) 6.9 7.8 8.7 10.1 12.0 13.1 13.7 16.3 18.3 W360(plf) 168 201 243 275 321 368 385 450 522 16 Wds 20-3/8" 24-3/8" 30-3/8" 36-3/8" 24-1 /2" 30-1 /2" 32-1 /2" 36-1 /2" 42-1 /2" leff(in4) 168 201 243 275 321 368 384 449 521 Bridging (1)X+(2)H (1)X+(2)H (1)X+(2)H (1)X+(2)H (3)H (3)H (3)H (2)H (2)H Wt(plf) 5.9 6.6 7.3 8.1 8.8 9.6 11.6 12.2 14.3 W360(plf) 176 221 272 312 344 382 442 472 565 18 Wds 18-3/8" 22-3/8" 28-3/8" 32-3/8" 38-3/8" 44-3/8" 30-1 /2" 32-1 /2" 40-1 /2" leff(in4) 175 220 272 312 343 381 442 471 564 Bridging (1)X+(2)H (1)X+(2)H (1)X+(2)H (1)X+(2)H (1)X+(2)H (3)H (2)H (2)H (2)H Wt(plf) 5.9 6.6 7.1 7.7 8.6 9.3 10.0 11.7 12.6 W360(plf) 212 267 313 353 399 443 472 547 614 20 Wds 18-3/8" 22-3/8" 26-3/8" 30-3/8" 36-3/8" 40-3/8" 42-3/8" 30-1/2" 34-1/2" leff(in4) 212 267 312 352 399 442 471 545 613 Bridging (1)X+(1)H (1)X+(1)H (1)X+(1)H (1)X+(1)H (1)X+(1)H (2)H (2)H (2)H (2)H Wt(plf) 5.8 6.4 7.1 7.5 8.3 8.7 9.7 11.3 12.4 W360(pif) 225 289 346 391 448 473 536 616 690 35 22 Wds 18-3/8" 20-3/8" 24-3/8" 28-3/8" 32-3/8" 36-3/8" 40-3/8" 28-1 /2" 32-1 /2" leff(in4) 224 289 345 390 447 472 535 615 688 Bridging (1)X+(1)H (1)X+(1)H (1)X+(1)H (1)X+(1)H (1)X+(1)H (2)H (2)H (2)H (2)H Wt(plf) 5.9 6.2 6.9 7.3 8.0 8.4 9.4 10.8 12.0 W360(plf) 261 305 368 430 486 521 585 657 764 24 N-ds 18-3/8" 18-3/8" 22-3/8" 26-3/8" 30-3/8" 32-3/8" 38-3/8" 24-1 /2" 30-1 /2" leff(in4) 261 305 367 430 485 520 584 656 763 Bridging (1)X+(1)H (1)X+(1)H (1)X+(1)H (2)H (2)H (2)H (2)H (2)H (2)H Wt(plf) 6.0 6.2 6.7 7.1 7.7 8.5 9.2 10.5 11.6 W360(plf) 299 334 385 460 519 595 641 704 830 26 Wds 18-3/8" 18-3/8" 20-3/8" 24-3/8" 28-3/8" 32-3/8" 36-3/8" 22-1 /2" 28-1 /2" leff(in4) 298 333 384 459 518 594 639 703 828 Bridging (2)H 1 (2)H (2)H (2)H (2)H (2)H (2)H (2)H (2)H Wt(plf) 5.8 6.4 6.8 7.2 7.6 8.2 9.0 10.3 11.4 W360(plf) 276 377 434 518 554 625 683 760 898 28 Wds 18-3/8" 18-3/8" 20-3/8" 24-3/8" 26-3/8" 30-3/8" 32-3/8" 22-1 /2" 26-1 /2" leff(in4) 276 376 433 517 553 624 682 759 896 Bridging (2)H (2)H (2)H (2)H (2)H (2)H (2)H (2)H (2)H Wt(plf) 5.9 6.0 6.3 6.7 7.3 7.9 9.4 10.0 11.9 W360(plf) 340 416 463 533 634 690 810 881 1010 32 Wds 18-3/8" 18-3/8" 18-3/8" 20-3/8" 24-3/8" 26-3/8" 18-1 /2" 20-1 /2" 22-1 /2" leff(in4) 340 415 462 532 633 689 808 879 1010 Bridging (2)H (2)H (2)H (2)H (2)H (2)H (2)H (2)H (2)H tu": 100 1 0�r ' q 5%2 +-loo S2Ff �0 1379' 44 ��T g 113C NORMAL WEIGHT CONCRETE DESIGN GUIDE LHFD W0GH T FABLE FOR COMPOSITE STEEL JOISTS, CJ-SERIES Based on a 50 ksi Maximum Yield Strength BEARING HEIGHT 1 2 1/2" 1 5" 1 71/2" Concrete Slab Parameters Normal Weight Concrete (145 pcf) Pc = 4.0 ksi 1.5 1.5 1.5 2 2 2 2 2 3 3 3 3 3 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 5 5.5 6 7 7.5 8 9 10 11 12 13 14 15 Total Safe Factored Uniformly Distributed Joist Load in Pounds Per Linear Foot 1400 1 1600 1 1800 1 2000 1 2200 1 2400 1 2700 1 3000 1 3300 1 3600 1 3900 1 4200 1 4500 22 25 27 29 33 33 38 41 43 47 53 56 61 607 695 750 871 984 994 1130 1229 1386 1478 1627 1683 1823 40-5/8" 50-5/8" 54-5/8" 44-3/4" 52-3/4" 52-3/4" 60-3/4" 70-3/4" 62-3/4" 70-3/4" 80-3/4" 86-3/4" 100-3/4" 606 694 748 870 982 992 1130 1230 1380 1480 1620 1680 1820 (2)H (2)H (2)H (2)H (2)H (2)H (2)H (2)H (1)H (1)H (1)X (1)X (1)X 21 23 25 28 29 31 34 38 41 42 46 52 53 654 724 819 950 1012 1108 1160 1304 1524 1557 1660 1825 1859 38-5/8" 40-5/8" 50-5/8" 38-3/4" 44-3/4" 52-3/4" 52-3/4" 60-3/4" 62-3/4" 62-3/4" 70-3/4" 80-3/4" 80-3/4" 652 722 817 949 1010 1110 1160 1300 1520 1550 1660 1820 1860 (2)H (2)H (2)H (2)H (2)H (1)H (1)H (1)H (1)H (1)X (1)X (1)X 16.5 19.0 21 22 25 27 33 36 38 40 44 48 54 691 785 857 957 1065 1141 1374 1509 1651 1687 1855 1986 2191 48-1/2" 38-5/8" 40-5/8" 42-5/8" 34-3/4" 38-3/4" 52-3/4" 62-3/4" 52-3/4" 52-3/4" 62-3/4" 70-3X' 80-3/4" 689 783 855 955 1060 1140 1370 1510 1650 1680 1850 1980 2190 (2)H (2)H (2)H (2)H (2)H (2)H (1)H (1)H (1)H (1)H (1)X (1)X (1)X 17.8 19.5 21 24 26 30 33 35 39 41 45 48 783 877 966 1100 1212 1292 1520 1659 1804 2026 2054 2267 2392 44-1 /2" 34-5/8" 36-5/8" 38-5/8" 32-3/4" 34-3/4" 44-3/4" 52-3/4" 44-3/4" 52-3/4" 52-3/4" 62-3/4" 70-3/4" 781 875 964 1100 1210 1290 1520 1660 1800 2020 2050 2260 2390 (2)H I (2)H (2)H (2)H (2)H I (2)H (1)H I (1)H (1)H (1)H (1)X (1)X (1)X 14.8 16.9 19.1 20 23 24 29 31 35 36 40 42 45 869 968 1129 1207 1358 1438 1694 1794 2120 2161 2415 2452 2666 40-1/2" 30-5/8" 38-5/8" 34-5/8" 30-3/4" 32-3/4" 38-3/4" 44-3/4" 44-3/4" 44-3/4" 52-3/4" 52-3/4" 62-3/4" 868 966 1130 1200 1360 1440 1690 1790 2120 2160 2410 2450 2660 (2)H (2)H (2)H (2)H (2)H (2)H (1)H (1)H (1)H (1)H (1)X (1)X (1)X 14.3 16.2 18.1 20 22 23 28 29 32 36 37 42 43 950 1052 1209 1395 1525 1579 1835 1960 2234 2491 2524 2829 2829 36-1/2" 28-5/8" 34-5/8" 34-5/8" 40-5/8" 30-3/4" 34-3/4" 38-3/4" 36-3/4" 44-3X' 44-3/4" 52-3/4" 52-3/4" 948 1050 1210 1390 1520 1580 1830 1960 2230 2490 2520 2820 2820 (2)H (2)H (2)H (2)H (2)H (2)H (1)H (1)H (1)H (1)H (1)X (1)X (1)X 13.9 16.3 17.4 19.2 21 23 27 28 31 34 36 39 43 1021 1199 1287 1463 1614 1796 1968 2089 2390 2578 2825 2905 3211 34-1/2" 28-5/8" 30-5/8" 30-5/8" 34-5/8" 30-3/4" 32-3/4" 34-3/4" 32-3/4" 36-3/4" 44-3/4" 44-3/4" 52-3/4" 1020 1200 1280 1460 1610 1790 1960 2080 2390 2570 2820 2900 3200 (2)H (2)H (2)H (2)H (1)H (1)H (1)H (1)H (1)H (1)H (1)X (1)X (1)X 13.6 15.9 16.7 18.5 20 23 26 27 30 33 34 38 40 1088 1268 1354 1530 1667 1871 2091 2208 2501 2720 2882 3203 3252 32-1/2" 26-5/8" 28-5/8" 28-5/8" 30-5/8" 26-3/4" 30-3/4" 32-3/4" 30-3/4" 32-3/4" 36-3/4" 44-3/4" 44-3/4" 1090 1270 1350 1530 1660 1870 2090 2200 2500 2710 2880 3200 3240 (2)H (2)H (2)H (2)H (1)H (1)H (1)H (1)H (1)H (1)H (1)X (1)X I (1)X 12.8 14.4 16.4 17.7 19 21 23 26 29 30 33 36 40 1203 1364 1566 1733 1885 2057 2280 2539 2844 3016 3282 3525 3929 28-1/2" 30-1/2" 26-5/8" 24-5/8" 28-5/8" 30-5/8" 26-3/4" 30-3/4" 28-3/4" 30-3/4" 32-3/4" 36-3/4" 44-3/4" 1200 1360 1560 1730 1880 2050 2280 2530 2840 3010 3270 3520 3920 (2)H (2)H (2)H (2)H (1)H (1)H (1)H (1)H (1)H (1)H (1)X (1)X (1)X 45 Steel Beam LIC# : KW-06015244, Build:20.22.12.28 DESCRIPTION: Revised U131 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending 1 W14x68 Span = 20.50 ft Project File: PoE.ec6 (c) ENERCALC INC 1983-2022 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0520, L = 0.070 ksf, Tributary Width = 16.250 ft Uniform Load : D = 0.0520, L = 0.10 ksf, Tributary Width = 16.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.828: 1 Section used for this span W14x68 Ma: Applied 237.468 k-ft Mn / Omega: Allowable 286.926 k-ft Load Combination +D+L Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.526 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.862 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 467 > 360 0 <360 Span: 1 : L Only 285 > 180 Span: 1 : +D+L 0 <180 0.399 : 1 W14x68 46.335 k 116.20 k +D+L 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 20.50 ft 1 0.322 0.155 92.35 +D+L Dsgn. L = 20.50 ft 1 0.828 0.399 237.47 +D+0.750L Dsgn. L = 20.50 ft 1 0.701 0.338 201.19 +0.60D Dsgn. L = 20.50 ft 1 0.193 0.093 55.41 Overall Maximum Deflections 92.35 479.17 286.93 1.001.00 18.02 174.30 116.20 237.47 479.17 286.93 1.001.00 46.34 174.30 116.20 201.19 479.17 286.93 1.001.00 39.26 174.30 116.20 55.41 479.17 286.93 1.001.00 10.81 174.30 116.20 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.8618 10.309 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 46.335 46.335 Max Upward from Load Combinations 46.335 46.335 Max Upward from Load Cases 28.316 28.316 D Only 18.020 18.020 +D+L 46.335 46.335 Project Title: Engineer: Project ID: Project Descr: Steel Beam w Project File: PoE.ec6 LIC# : KW-06015244, Build:20.22.12.28 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Revised UB1 Vertical Reactions Load Combination +D+0.750L +0.60D L Only Support notation : Far left is #' Values in KIPS Support 1 Support 2 39.256 39.256 10.812 10.812 28.316 28.316