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APPROVED BLD2023-1427+Structural_Analysis_or_Calculations+11.8.2023_1.27.05_PM+3889328RECEIVED BLD2023-1427 Nov 13 2023 CITY OF EDMONDS DEVELOPMENTDE ARTMENTVICES Structural Calculation Sound View Plaza RTU Installations The following documentation shall be available on ' site for the building inspector: ■ ❑ COE APPROVED ARCHITECTURAL PLAN SET COE APPROVED STRUCTURAL PLAN SET iJ COE REVIEWED CALCULATION PACKET ENERGY CREDIT WORKSHEET SITE PLAN CIVIL PLAN ;F)l Approved plan/Specs ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 130 2nd Avenue S. Edmonds, WA 98020 Snohomish County Sidesway Project No. 23101.01 APPROVED BY CITY OF EDMONDS BUILDING DIVISION Nov 20 2023 Prepared By: SIDESWAY ENGINEERING Rooftop HVAC Installations November 08, 2023 Project No. 23101.01 TABLE OF CONTENTS DESCRIPTION PAGE NO. Project Summary Southeast Framing Plan SK-1 Northwest Framing Plan SK-2 Gravity Loads & Roof Framing Analysis 1 - 2 Lateral Design 3 - 7 RTU Specifications 8 - 10 20305 87th Ave. W. I D E WAY Edmonds, 673-4160 ENGINEERING Rooftop HVAC Installations November 08, 2023 Project No. 23101.01 Project Description Sidesway Engineering was retained by Evergreen State Heat & AC to perform analysis of the existing roof framing and provide anchorage design for (4) HVAC units (RTU's) atop the building located at 130 2nd Avenue South in Edmonds. (3) different units will be installed on the roof replacing similar existing RTU's. The 3 ton RTU weighs 498 Ibs, the 5 ton RTU weighs 628 Ibs, and the 7.5 ton RTU weighs 1,125 lbs. Three of the units will be placed atop the original buildings roof which is framed with 4x car -decking spanning between 5 1/4" x 22 3/4" glulams. The final unit will be placed atop the penthouse of the addition to the original building which is framed with 2x12's @ 16" OC spanning between bearing walls. The original building drawings were available for our use. The 51/4 x 22 3/4 glulams have an additional column at 17'-0" from the NW wall that is not shown on the drawings. These columns align with the columns below, with their location confirmed by the contractor. It is assumed that these were part of the original build. Scope of Work Provide gravity and lateral calculations as required to demonstrate the existing building framing can adequately support the proposed HVAC equipment as required to obtain a building permit. Design the anchorage for the proposed equipment. Design Criteria 2018 International Building Code (IBC) 2018 International Existing Building Code (IEBC) ASCE 7-16 Minimum Design Loads for Buildings and Other Structures Applicable Material Reference Standards (ACI, MSJC, AISC, NDS) This is a Risk Category II structure designed for the following loads: Dead Loads: SE Roof 19psf, NW Roof 25psf (per originals calculations) 3 ton RTU 498 Ibs 5 ton RTU 628 Ibs 7.5 ton RTU 1,125 Ibs Snow Load: 25psf Wind Data: 100mph, Exposure C, KZT = 1.0 RTU Seismic Data: ap=1.0, Rp=2.5, Ip=1.0, Site Class'D', SDC'D' Project Summary The existing roof framing is sufficient to support the proposed (4) RTU's in conformance of the 2018 IBC and 2018 IEBC. The SE rooftop units shall be positively attached to the wood curb per SK-1. 12 gauge angle clips may be used to attach the units to the wood curb. The wood curbs were constructed by the contractor with 2x12 framing atop a sheathed perimeter 2x4 stud wall on a sill plate directly attached to the car -decking. The NW rooftop unit shall be positively attached to the curb and sleepers per SK-1. The net increase in weight and wind area at the roof level of the building due to the slight difference between the existing and proposed units is negligible (<<10%) relative to the overall structure thus the building's lateral system should remain adequate as originally designed as allowed by the IEBC. Disclaimer This calculation package is based on the documentation that was available to us. Sidesway Engineering did not perform an as -built to verify the accuracy of the provided data and we should be contacted if there are any discrepancies with the assumptions contained within these calculations. We assume the structure has no known deterioration or damage that would adversely affect capacity. 20305 87th Ave. W. 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Washington 98020 ASCE 7 Hazards Report Standard: ASCEISEI 7-16 Latitude: 4711113 Risk Category: 11 Longitude: -122.38175 Soil Class: D - Default (see Elevation: 20,27269175436916ft Section 11 4,3) (NAVO 88) FA Wind Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEl 7-16. Fig. 26.5-18 and Figs. CC.2-1-CC.24, and Section 26.5.2 Seismic Site Soil Class: D - Default (see Section 11,4.3) Results: ss 1.286 SZ)J N/A S, 0-453 T� 6 F, 1.2 PGA: 0.547 F, N/A PGA,,t 0.656 S 1.544 F;>cA 1.2 si,,�i N/A so's 1.029 C, 1,357 Ground motion hazard analysis may be required. See ASCEISEI 7-16 Section 11.4.8. Data Accessed: Mon Nov 06 2023 Date Source: USGS Seismic Dqsign Maps uescription BY Project No. ...... ASCE Wind & Seismic Design Parameters JMD Date 11/06/23 23101.01 IDEWAY Project South View RTUs Checked Sheet No. Date ENGINEERING Szz� zs �a Fgo 5w��'D� I I ^v16nc 0tmi—ge 0'1o450, •111 113 s¢rnpMny nterv¢I 99 179t v=_ri'cal exaggere4on �- •:P »J5 j I i I '.;.:Sxi O.Smi :0: 3_.._-,�__�.im• ::`c;-.tw._._f.. .0 {T ..•tar;ta 4 02mI range 0' l0 335' +403 -85' saran .y ont t;... 99 /0 f i-e•; .• +.3�3. ..tmn . <<- _ I»>cj pdf ps: GO'.a Z, j ,., :'xP G.3wi t613m�' imi l.3ml ;.Sw ' _ i , "-•i ?ry ..• .._.. .. -•... Desaiptlon Kzt Determination BY JMD Project No Date 11/06/23 23101.01 I D E WAY Project South View RTUs Checked — — Sheet No. 5 Date` ENGINEERING Seismic Design Loads for Nonstructural Comoonents Seismic Parameters: Risk Category = II Importance Factor, IP = 1.00 Soils Site Class = D SDS = 1.029 Sol = 0.600 Seismic Design Category = D Component Properties: Amplification Factor, ap = 1.0 Response Modification Factor, RP = 2.5 Weight, Wp = WP Height at lowest attachment, zI = 33.5 Height at highest attachment, z2 = 34.0 Average Roof Height of Structure, h = 33.5 Seismic Design Forces: Bottom Top Design Force, Fp (0.4aPSD1Wp)/(Rp/Ip)(1+2z/h) : 0.494 Wp 0.499 Wp Minimum Force, FpMIN = 0.3SosIPWP = 0.309 Wp Maximum Force, FpMA = 1.6SDsIPWP = 1.646 Wp Force at Lowest Attachment, Fp,L = FpMINl Fpr FpMAx= 0.494 Wp Force at Highest Attachment, FP,H = FpMIN) Fp, FpMAx= 0.499 Wp Averaged Force, FpFINAL = (Fp,L +Fp,H)/2 = 0.496 Wp Wind Design Loads for Other Structures Wind Parameters: Risk Category = II Basic Wind Speed, Vas (mph) = 98.0 Exposure Category = C Height of Structure, h (ft) = 30.5 Velocity Pressure Exp Coefficient, K= = 0.98 Topographic Factor, Kt = 1.00 Wind Directionality Factor, Kd = 0.85 Is the structure atop a building with h < 60'? Yes If yes: GCr = 1.90 (horizontal factor) GCr = 1.50 (vertical factor) If no: G = 0.85 (gust effect factor) Cf = 1.30 (force coefficient) Wind Design Forces: Velocity Pressure, qZ = 0.00256K,K,,KdV2 = 20.48 psf Horizontal Wind Force, Fh = q=GCfAf or gh(GC,)Af = 38.91 Af Vertical Wind Force (if applicable), F = gh(GCr)Af = 30.72 Af 5IDE5WAY ENGINEERING Lateral Loads on Other Structures Sound View RTU's JMD -- Date 11/6/23 23101.01 Checked Sheet No. Date RTU Parameters Loads Length = 88 in LANCHORS = 85 in Fp = 0.4964 w Width = 53.3 in WANCHORS = 50.3 in FWFACE = 38.91 psf Height = 64.9 in Face Area = 39.7 ft2 FWCORNER = 38.91 psf* Weight = 1203 Ibs Corner Area = 46.4 ftZ (*CF Reduction if allowed by ASCE Figure 29.5-1) Load Combination DL + 0.6WL @ Face CMAX = 1199 Ibs T = -4 Ibs 0.6131- + 0.6WL @ Face C = 958 Ibs .TMAX = 236 Ibs DL + 0.6WL @ Corner CMAX = 656 Ibs T = 55 Ibs 0.6DL + 0.6WL @ Corner C = 536 Ibs TMAX = 175 Ibs 1.14 DL + 0.7EQ @ Face CMAX = 958 Ibs T = -418 Ibs 0.46 DL + 0.7EQ @ Face C = 544 Ibs TMAX = -5 Ibs 1.14 DL + 0.7EQ @ Corner CMAX = 481 Ibs T = -207 Ibs 0.46 DL + 0.7EQ @ Corner C = 274 Ibs TMAX = 0 lbs /�IEG j�TZUG— :4� Sr�D rES COw1 p2 GS51o►3 �, NABS cEtt� �� ©� izc�s��► v FT. E 17rv3 0,if 5R7- Lit # 12 5� rzEwS Trf i2 64 5-rc--tj FL, wdoOLc3 Fg a0ATJC- ; 1 of33 "- 135011aa ") 60) > C,),L „ u-sc # 1Z ec-�5 tZ" > �e'v�sCCZC�S c_yro-_ _6 `o � Deskriph'on 7.5 Ton RTU Overturning Analysis BY JMD Project No. S To N [ A. N Z T - 3 ".A Date 11/6/23 23101.01 IDEWAY Project South View RTUs checked Sheet No. ENGINEERING Data RTU Parameters Loads Length = 69.875 in LANCHORS = 66.875 in Fp = 0.4964 w Width = 44.25 in WANCHORS = 41.25 in FWFACE = 38.91 psf Height = 54.875 in Face Area = 26.6 ft2 FWCORNER = 38.91 psf* Weight = 559 Ibs Corner Area = 31.5 R2 (*CF Reduction if allowed by ASCE Figure 29.5-1) Load Combination DL + 0.6WL @ Face CMAX = 693 Ibs T = 134 Ibs 0.6DL + 0.6WL @ Face C = 581 Ibs TMAX = 246 Ibs DL + 0.6WL @ Corner CMAX = 397 Ibs T = 117 Ibs 0.6131- + 0.6WL @ Corner C = 341 Ibs TMAX = 173 Ibs 1.14 DL + 0.7EQ @ Face CMAX = 449 Ibs T = -191 Ibs 0.46 DL + 0.7EQ @ Face C = 257 Ibs TMAX = 2 Ibs 1.14 DL + 0.7EQ @ Corner CMAX = 228 Ibs T = -92 Ibs 0.46 DL + 0.7EQ @ Corner C = 132 Ibs TMAX = 4 Ibs 31,5F-r7-• 339(F5;F,`7 Ft 4 I Z SG Vc-(-)S ► H P f- (z 6-4 Zr) no -Ft t, F s -P P SL 6-EPC---0 —fLr -T_ = 368 F� /2 = 369 �� �� H 6�0 to k 3 If" fl* - IDE WAY 5 ENGINEERING j t 3 Ton RTU Overturning Analysis 8y JMD Project No. Date Westgate Chapel RTU Checked Sheet No. Date Dimensions and Weights Dimensional Data Figure2. 6 to 10 tons standard efficiency 1 Figure 3. 6 to 10 tons standard efficiency - downHow airflow supplysreturn, through-th"ase utilities Figure 4. 6 to 10 tons standard efficiency - horizontal airflow supply, return Description 7.5 Ton Unit Specs By )MD Project No. Date 11/02/23 23101.01 ID E WAY Project Sound View RTU Checked Sheet No. 5 ENGINEERING Date Dimensional Data Figure 2. Gasrelactric units — overview DISCONNECT SW ITC. ACCESS GAS CONNECTION ..• ``„` �/` ' ,�^-- Laftol MSATC '.)RAIN CONrECt'COst Figure 3, Gasietectric units — front & side views — 3-5 tons i x LO Dimensional Data Figure b. Roof curb —15 tors Ag" ll. Downitow• unit c6aarance — 3-5 tons standard officially Desurvtion 5 Ton Unit Specs By ]MD Project No. Date 11/02/23 23101.01 I D E WAY Project Sound View RTU Checked Sheet No. r ENGINEERING Date Figure 4. Cooling and gas/electric -- 3 to 5 tons standard efficiency(a),(b) TOPPANEL EVAPORATOR SfCnON ACCESS gal ..-Ct7Ni5MSEA FAN 40 718`� 4 114" i 1a3{8 t3M 108MM� ALTERNATE L;t'NtD£NSAT�iSEiAEFi.-....'_„"'^'-�-- 314 14 kPT D . HOLE '`.. � ; �^._.. coftOM ER colt CONTROL WIRE 718- W MM3 DIA. "OLE _ %fRVXE GAUGE PORT ACCESS' 69 7/5*42 114' 4 1749 MM �..1073 MM 105 MM ltNI7 CONTROL WIRE 1 1 9)16* 2-(51 MM) VEA, HOLE 1 MM S. S S/5' ,r 7 SJ8' 143 MM r 194 MMM .,9 S44 114. A5 CON-acTIfNN 1J2 N;T (80, 100 Mah, .. z44 MM 1124 MM :V4 ki+T (120, 130, 150 M5h) GL I �,6 CUN7ROL A4D COMPRESS®R Figure 7. Cooling and gas/electric --3 to 5 tons standard efficiency, 3 tons high efficiency horizontal airflow supply/return(a) .f _ 1 mm 14 314' 33 1/4' 375 MM 591 MM 4' [ j i gETURN SUPPLY 11 MM ! 13 1/4• �`-.�� ` t 337 MM \ 17 il4" 8 7/8 438 Mm ; =5 MM 3/4-14 NPT DPAIN CONNECTION CONDENSER COIL Description 3 Ton Unit Specs By JMD Project No. Date 11/02/23 23101.01 ID E 5 WAY Project Sound View RTU Checked Sheet No. 5--------------------- Date ENGINEERING