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Permit Support Document (3) FOR OFFICE USE ONLY—SITE ADDRESS. This form is recognized by most buildingde art /p menu in the Tri-County area for transmitting information.p Please complete this form when submitting information for plan review responses and revisions. This form and the information it .rovides hel.s the review .rocess and res.onse too our .ro'ect. City �f Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Transmittal Letter 1,11 . l f ,, 13125 SW Hall Blvd. • Tigard, Oregon 97223 •g 503.718.2439 • www.tis�ar�o„ TO: DEPT: BUILD 13, !I l► I;,- f l i t IlVG DIVISION FROM: Y JUN 2 0 2023 COMPANY: C CITY OF TIGARD BUILDING DIVISION PHONE: ' 2 - / / EMAIL: MI RE: ri 2�W—C j`j (Site Address) (Permit Number) ( roject a or subdivision ame and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Co.ies: Descri•tion: Co.ies: Descri.(ion: _ Additional set(s) of plans. Cross section(s) and details. ---- Revisions: Floor/roof framing. ---__ Wall bracing and/or lateral analysis. - 1 calculations. Basement and retaining walls. —______ Other(explain): ---_ Engineer's calculations. REMARKS: I / FOR OFFICE USE ONLY Routes to Permit Technician: Date: - tEmaini Fees Due. IC Yes a No Fee Descri.tion: i `� Amount Due: Special $ Instructions: $ R- print Permit .er PE A A. •licant Notified: ❑ Yes ❑No Date: A • El Done / _' II I:\BuildingTonns\TransmittalLetter-Revisions 073120.doc APPROVED REVISION s OFFICE COPY meralm- o ) o 3 7 - .o8-a_3 SUBMITTAL COVER SHEET CONSTRUCTION Date: May 31,2023 This review is for general conformance with plans and specifications Project Name: Hampton Street Apartments only.Any deviations from same not clearly noted by the subcontactor/supplier have not been reviewed.Review shall not constitute a complete check or detailed dimensions or count or serve Attention: Steve Sandstrom to relieve the subcontractor/supplier of contractual responsibility for any error or deviation from contract requirements. Architect: Leeb Architects DATE 5/31/2023 Submittal#: 230549-1.0 PROJECT# LMC#22527 Spec Section#: 23 05 49 SPEC.SECTIONS 23 05 49 Description: HVAC SEISMIC RESTAINTS REVIEWED BY Jen Smith Product Data 0 Reviewed ❑Reviewed w/Comments Subcontractor: Piper Mechanical ❑Rejected 0 Revise&Resubmit Comment: Arch-Deferred Submittal SHOP DRAWINGS AND PRODUCT DATA MChecking �ady general conformance with Me RECEIVED design concept of the project and general compliance with the information given in the contact documents. F I Any adorn shown isf cationsect to theon requirements the plans and specifications.Contractor is responsible for�,which shall be confirmed and =rotated at the job site;fabrication processes and J U N 2 0 techniques of construction;coordination of his work 2023 with that of at other trades;and the satisfactory INC. performance of this work. ® NO EXCEPTION TAKEN CITY OF TIGARD 0 REVIEWED AS NOTED BUILDING DIVISION 0 REVISE AND RESUBMIT DATE:06/13/2023 SIGNED:mark.denyer VALIDITY OF PERMIT THE ISSUANCE OF A PERMIT BASED ON CONSTRUCTION DOCUMENTS AND OTHER DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM REQUIRING THE CORRECTION OF ERRGppS. Off'i. 10,7-..A Transmitted: 0 Procore 0 Hand Deliver 0 Email 0 Other PIPER PLUMBING•HEATING•AIR HAMPTON ST APARTMENTS RECEIVED 23 05 49 JUN 2 0 2023 CITY OF TIGARD BUILDING DIVISION HVAC SEISMIC RESTRAINT Submittal LMC CONSTRUCTION 9317 NE 72nd Ave,Vancouver,WA 98665 Phone(360)892-8700 Fax(360)892-9644 WAR PIPERM1865L0 OR CCB8 33217 .,..„.„., . , ,,,,„,:, ::,,,,, . pi pER PLUMBING • HEATING •AIR „,„7,4,«t:,,,,,,i.,,,,:,,,,,..,., . S 4 s a. 111 • RESTRAINTS 1a 9317 NE 72nd Ave,Vancouver,WA 98665 PhoneA#(360)892-8700 Fax(360)892-9644 W PIPERMI865LO OR CCB# 33217 STABILITY ENGINEERING INC. P.O. Box 2646 • Corvallis, Oregon 97339 • p: 541.223.5360 • f: 541.2235278 April 28,2023 Piper Mechanical 9317 NE 72nd Ave. Vancouver,Washington 98665 RE:Attachment requirements of the proposed mechanical units at the Hampton Street Apts in Tigard, OR To whom it concerns: At your request,we have reviewed the plans for the proposed mechanical units at the address above and found the following: The hanging mechanical units(FC,ERV, EF&GEF units)per the plans should be attached to the existing framing per details A&B on S1.0.Note:Hanging mechanical units that are less than 75 lbs and are in- line with ductwork do not require seismic bracing. The roof mounted mechanical units(RTU-1),per the plans,should be attached to the existing framing per detail Lon 51.0. The roof mounted mechanical units(HP units),per the plans,should be attached to their respective existing frames per detail K on S1.0. The wall mounted mechanical units(HP units), per the plans,should be attached to their respective wall mounted brackets per detail Jon 51.0. The proposed water heaters/tanks,per the plans,should be attached to the existing wall framing per detail M on S1.0. Note: Equivalent Mason Industries,Tolco or other seismic bracing products may be used in lieu of specified products. If you have any questions regarding this letter, please contact us. Sincerely, ON 12% a3 Stability Engineering, Inc. .ct.' PROFo'to 4/ �GINEF� �p /iiili Paul Schroeder, P.E.,Project Engineer • o ,a Encl:Calculations -9&< 'yBER 0�40 4. SCH% EXPIRES:6/30t�L( HAMPTON STREET APTS (EQUIPMENT WIND & SEISMIC ANCHORAGE) 7007 SW HAMPTON STREET TIGARD, OR 97223 APRIL 28, 2023 JOB#23-0235 STRUCTURAL CALCULATIONS BY STABILITYá \ ENGINEERING INC. P.O. BOX 2646 • CORVALLIS, OREGON 97339 P: 541.223.5360 F: 541 .223-5278 INFO@STABILITYENGINEERS.COM 04/28/2023 RgO PROFS ,§* t\GINEk-4) 90 1!"� f - LO,, ... ..... • 0� �4� �(/ 48ER'as 40$ EXPIRES:6i30/ay CALCULATIONS 1-12 • • DESIGN CRITERIA DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE OSSC.IN ADDITION TO THE DEAD LOADS,THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN,WITH LIVE LOADS(LL.)REDUCED PER OSSC: GRAVITY SYSTEM CRITERIA • OCCUPANCY OR USE UNIFORM LOAD I CONCENTRATED LOAD ,CORRIDORS AND STAIRS 100 PSF LL 2,000 LBS.(300 LBS.AT STAIRS) I RESIDENTIAL 40 PSF LL DECKS AND BALCONIES 1.5x OCCUPANCY SERVED, 100 PSF L.L MAX PARKING 40 PSF LL 3,000 LBS. PRIVATE ROOMS AND CORRIDORS 40 PSF LL SERVING THEM { PUBLIC ROOMS AND CORRIDORS 100 PSF LL. 2,000 LBS.(300 LBS.AT STAIRS) SERVING THEM r ROOF UVE/SNOW LOAD 25 PSF LL(ALSO SEE SNOW LOAD CRITERIA BELOW) OCCUPIABLE ROOF AREAS ( 100 PSF LL j 2.000 LBS. Ij VERTICAL FLOOR DEFLECTION 0.75"OR UJ360 WHICHEVER IS LESS LONG TERM DEAD LOAD PLUS LIVE I(CLADDING DESIGN) . LOAD;0.375"OR U600 WHICHEVER IS I FCC AT BRICK VENEER SUPPORTS VERTICAL FLOOR DEFLECTION (IN T=RKkt) LJ.i80 LIVE LOAD PER OSSC TABLE 1604.3 1. LIVE LOADS REDUCED PER OSSC. GRAVITY LOADING NOTES 12.MB ERS DESIGNED FOR MORE CRITICAL OF UNIFORM OR 1 CONCENTRATED LOAD, 3.REFERENCE SHEET SO.OX FOR LIVE LOADING PLANS. SNOW CRITERIA i DESIGN ROOF SNOW LOAD 25 PSF MINIMUM IN ACCORDANCE WITH OSSC SNOW DRIFT PER OSSC AS SHOWN ON PLANS GROUND SNOW LOAM) Pq=10 PEP IN ACCORDANCE WITH:sno 400d..eso.org FLAT ROOF SNOW LOAD PI=7 PSF SNOW EXPOSURE FACTOR Co•1.0 SNOW LOAD IMPORTANCE FACTOR Is=1.0 1 THERMAL FACTOR 1 Cl=1.0 GEOTECHNICAL CRITERIA DESIGN BASED ON REPORT BY: RHINO ONE GEOTECHNICAL DATED JANUARY 21,2022 RETAINING WALLS-CANTILEVERED 40 PCF(EQUIVALENT FLUID PRESSURE) RETAINING WALLS-BRACED AT TOP! 55 PCF(EQUIVALENT FLUID PRESSURE) RETAINING WALLS.SEISMIC 11H"2 PLF APPUED AT 0.6H;(H-WALL HEIGHT) ALLOWABLE SOIL PRESSURE ON NATIVE SOIL 2000 PSF SHORT TERM LOADING A 2x INCREASE WIND CRITERIA •RISK CATEGORY ! II MAIN VOID FORCE RESISTING V=08 MPH BASIC DESIGN WIND SPEED(3-SECOND GUST) - ;SYSTEM COMPONENTS AND CLADDING V=88 MPH BASIC DESIGN WIND SPEED(3-SECOND GUST) EXPOSURE CATEGORY B GUST I INTERNAL PRESSURE GCpi”1-0.18 SEISING CRITERIA RISK CATEGORY II f SEISMIC DESIGN CATEGORY { D SITE CLASS D IMPORTANCE FACTOR IE=1.0 '.,ACCELERATION TIO N&ICE SPECTRAL Ss=0.864 S1=0.40 SITE COEFF NT j Fs=1.15 Fv=1.5 '..DESIGN SPECTRAL ACCELERATION SDS=0.67 I SDI s 0.40 ANALYSIS PROCEDURE I EQUIVALENT LATERAL FORCE PER ASCE 7-16,SECTION 12.8 CONCRETE PODINV I X DIRECTION(EAST 1 WEST) 1 Y DIRECTION(NORTH i SOUTH) !SEISMIC FORCE RESISTING SYSTEM ' SPECIAL REINFORCED CONCRETE SPECIAL REINFORCED CONCRETE (SFRS) SHEAR WALLS SHEAR WALLS RESPONSE MODIFICATION FACTOR R=6 R=6 I SEISMIC RESPONSE I DESIGN BASESHEAR COEFFICIENT �t 0 669 S I L cen 0.11LOPS REDUNDANCY FACTOR rho-1.3 ,; L]rho=1.3 I DESIGN INELASTIC STORY DRIFT _------___0=0.50" t A=05P A WOOD HOUSING X DIRECTION(EAST/WEST) Y DIRECTION(NORTH/SOUTH) SEI.CNV'FORCE RESISTING SYSTEM 'i LIGHT FRAMED SHEAR WALLS LIGHT FRAMED SHEAR WALLS I(SFRS) { i RESPONSE MODIFICATION FACTOR R=6.5 R=6,5 1 SEISMIC RESPONSE COEFFICIENT Cs=0.103 Cs=0.103 DESIGN BASE SHEAR 208 KIPS j 208 KIPS I REDUNDANCY FACTOR I rho=1.0 rho=1.0 j DESIGN INELASTIC STORY DRIFT 1 8=2.00" I 8=2.00" 4 23-0235 HAMPTON STREET ARTS PAUL S. ATTACHMENT REQUIREMENTS FOR RTU-1 Fw(max)=1027 LBS * (SEE NEXT PG OF CALCS) Fa(max)=847 LBS UNIT ATTACHMENT TO CURB: TRY(8) 14ga x 6"STEEL CLIPS/(8)#10 S.M.SCREWS Fw = 128 LBS/CLIP #10 SHEET METAL SCREW CAPACITY: 8 SHEAR: 289(LBS)/SCREW 4= 212 LBS/CLIP TENSION: 116(LBS)/SCREW COMBINED STRESS= 128 LBS + 212 = 56 <_ 1.0:•0.K. (4)(289 LBS) (4)(116 LBS) LBS) CURB TO STRUCTURE: TRY#10 WOOD SCREWS @ 12"O.C.(2" MIN. EMBED) PERIMETER: 306" = (24)SCREWS Fw =43 LBS/SCREW 24 #10 WOOD SCREW CAPACITY: Fa =71 LBS/SCREW SHEAR: 116(LBS)/SCREW 12 TENSION: 135 (LBS/IN)/SCREW COMBINED STRESS= 43 LBS( + S)(z)(2/3)(1.6) = .48 <_ 1.0:.0.K. ( 1)(116 LB 16) (1)(135 LB • 4/28/2023 Pro)ect:I23-0235 STAB I LITY Ii ENGINEERING INC. Mechanical Units:RTU-1 By:Paul Schroeder HVAC Shear and Overturning Forces ASCE 7-16;13.3:Seismic Force W,= 1121 lb a,= 2.5 ASCE 7-16;Table 13.6-1 Six= 0.67 g R,= 2.5 ASCE 7-16;Table 13.6-1 1,= 1 ASCE 7-16;13.1.3 z= 1 ft h= 1 ft F,= 0.4a,SosW,(1+2z/h)/(RJl,)(.7)= 631 lb ASCE 7-16;Equation 13.3-1 Maximum F,= 1.6Sosl,W,(.7)= 841 lb ASCE 7-16;Equation 13.3-2 Minimum F,= 0.3Sc6l,W,(.7)= 158 lb ASCE 7-16;Equation 13.3-3 Controlling F,= 631 lb F,,,= 0.2S, W,(.7)= 105 lb ASCE 7-16;13.3.1 ASCE 7-16;29.4:Wind Force K,= 0.85 ASCE 7-16;Table 26.10-1 K,Z= 1 ASCE 7-16;26.8.2 K,= 0.85 ASCE 7-16;Table 26.6-1 V= 98 mph GC,= 1.9 ASCE 7-16;29.4.1 GC,y, i= 1.5 ASCE 7-16;29.4.1 Ai= 50.7 sf A,= 38.7 sf Horizontal projected area of equipment q�,= 0.00256KZKZV2= 17.8 psf ASCE 7-16;Equation 26.10-1 F.= (.6)q„GC,Af= 1027 lb —^ r i ASCE 7-16;Equation 29.4-2 fr—OF,w= (.6)ghGC,‘,,. A,= 619 lb ASCE 7-16;Equation 29.4-3 Overturning Force:Seismic and Wind X= 60.3 in. Y1= 24 in. I Y2= 54.6 in. Wp CW+FMa=0=Fp(Y1+Y2/2)+Fpv(X/2)-Wp(X/2)-FaX Fp or Fw �j I Y2 Fa= 253 lb I 4CG Y22 j I Fpv(for CW+IMs=0=Fw(Y1+Y2/2)+Fwv(X/2)-Wp(X/2)-FaX seismic only}) i Fa= 847 lb Y1 X/2 Wind forces control A Fs X g Fa t Controlling Fa= 847 Ib /f Fa Fb ' 23-0235 HAMPTON STREET APTS PAUL S. ATTACHMENT REQUIREMENTS FOR HP UNITS TO FRAME OR WALL BRACKET Fp(max)=249 LBS * (SEE NEXT 4 PG'S OF CALCS) Fa(max)=396 LBS UNIT ATTACH.TO BRACKET: TRY(4)3/8"THROUGH BOLTS Fw =63 LBS/BOLT 3/8"THROUGH BOLT CAPACITY: 4 SHEAR:250(LBS)/BOLT Fa = 198 LBS/BOLT TENSION:415(LBS)/BOLT COMBINED STRESS= LBS + 19a63 = 73 < 1.0:.0.K. (1)(2(250 LBS) (1)(415 LBS) ATTACHMENT REQUIREMENTS FOR HP UNIT BRACKET TO WALL Fp(max)+Weight= 192 LBS * (SEE NEXT 4 PG'S OF CALCS) Fa(max)=92 LBS BRACKET ATTACH.TO STRUCTURE: TRY(3) 1/4" HILTI KB3 ANCHORS(MIN. EMBED= 3") SHEAR:64 LBS/SCREW 1/4" KB3 CAPACITY: TENSION:92 LBS/SCREW SHEAR:342 (LBS)/SCREW TENSION:432 (LBS)/SCREW COMBINED STRESS= 64 LBS + tas = 40 < 1.0:.0.K. (1)(342 LBS) (1)(4(432 LBS) BRACKET ATTACH.TO STRUCTURE: TRY(3) 1/4"SDS SCREWS(MIN. EMBED=3") SHEAR: 64 LBS/SCREW 1/4"SDS CAPACITY: TENSION:92 LBS/SCREW SHEAR: 250(LBS)/SCREW TENSION:345 (LBS)/SCREW COMBINED STRESS= 64 LBS + Les =,c 5.2 :.0.K. (1.)(250 LBs) (1)(3(345 LBS) I • 4/28/2023 Project:123-0235 STABILITY ENGINEERING :NC. Mechanical Units:HPWH-1 By:Paul Schroeder HVAC Shear and Overturning Forces ASCE 7-16;13.3:Seismic Force W,= 110 lb a,= 2.5 ASCE 7-16;Table 13.6-1 Sq= 0.67 g R,= 2.5 ASCE 7-16;Table 13.6-1 Ip= 1 ASCE 7-16;13.1.3 z= 1 ft h= 1 ft F,= 0.4apSosWp(1+2z/h)/(Rp/lp)(.7)= 62 lb ASCE 7-16;Equation 13.3-1 Maximum Fp= 1.6Sosl,Wp(.7)= 83 lb ASCE 7-16;Equation 13.3-2 Minimum F,= 0.3SMI,Wp(.7)= 15 lb ASCE 7-16;Equation 13.3-3 Controlling F,= 62 lb Fp,= 0.2S, W,(.7)= 10 lb ASCE 7-16;13.3.1 ASCE 7-16;29.4:Wind Force K,= 0.85 ASCE 7-16;Table 26.10-1 KA= 1 ASCE 7-16;26.8.2 K,= 0.85 ASCE 7-16;Table 26.6-1 V= 98 mph GC,= 1.9 ASCE 7-16;29.4.1 GC,i„pto= 1.5 ASCE 7-16;29.4.1 Al= 5.9 sf A,= 3.2 sf Horizontal projected area of equipment qi,= 0.00256K,KAKdV2= 17.8 psf ASCE 7-16;Equation 26.10-1 - F„,,= (.6)q,,GC,Ar= 119 lb = ASCE 7-16;Equation 29.4-2 I^ F„w (.6)q,,GC,{,,,n0A,= 51 lb ASCE 7-16;Equation 29.4-3 Overturning Force:Seismic and Wind X= 14 in. I T Y1= 0 in. Y2= 26 in. Wp CW+FM9=0=Fp(Y1+Y2/2)+Fpv(X/2)-Wp(X/2)-FaX Fp or Fw _� i ---ft 4CG 1Y2 Fa= 30 lb Y2/2! : Fpv(for CW+FMB=0=Fw(Y1+Y2/2)+Fwv(X/2)-Wp(X/2)-FaX i seismic only) i i Fa= 104 lb Y1 X/2 r• Wind forces control � •A Fs X 4 B Fs ft. Fb Controlling Fa= 104 lb (At) (, .- Fa t 4/28/2023 Project:]23-0235 • STABILITYA , ENGINEERING INC Mechanical Units:HP 1,2,3 By:Paul Schroeder HVAC Shear and Overturning Forces ASCE 7-16;13.3:Seismic Force Wp= 123 lb •WORST CASE ad= 2.5 ASCE 7-16;Table 13.6-1 Sos= 0.67 g Rd= 2.5 ASCE 7-16;Table 13.6-1 Id= 1 ASCE 7-16;13.1.3 z= 1 ft h= 1 ft Fp= 0.4aOS sWp(1+2z/h)/(RIIp)(.7)= 69 lb ASCE 7-16;Equation 13.3-1 Maximum Fp= 1.65os10Wp(.7)= 92 lb ASCE 7-16;Equation 13.3-2 Minimum Fp= 0.3Sosl0W47)= 17 lb ASCE 7-16;Equation 13.3-3 Controlling Fp= 69 lb Fp„= 0.250sW0(.7)= 12 lb ASCE 7-16;13.3.1 ASCE 7-16;29.4:Wind Force K,= 0.85 ASCE 7-16;Table 26.10-1 Kn= 1 ASCE 7-16;26.8.2 Kd= 0.85 ASCE 7-16;Table 26.6-1 V= 98 mph GC,= 1.9 ASCE 7-16;29.4.1 GCH„pi= 1.5 ASCE 7-16;29.4.1 Ar= 7.7 sf A,= 3.4 sf Horizontal projected area of equipment qh= 0.00256KKdV2= 17.8 psf 11 Jk ASCE 7-16;Equation 26.10-1 • Fw= (.6)q�,GC,Ar= 156 lb l e. ASCE 7-16;Equation 29.4-2 F,.ti (.6)gnGC,tdwm>w4= 54 lb ASCE 7-16;Equation 29.4-3 Overturning Force:Seismic and Wind X= 14 in. T Y1= 0 in. Y2= 32 in. Wp CW+FM8=0=Fp(Y1+Y2/2)+Fpv(X/2)-Wp(X/2)-FaX Fp or Fw t . +CG Y2 Fa= 48 lb Y2 2 Fpv(for ' CW+FMa=0=Fw(Y1+Y2/2)+Fwv(X/2)-Wp(X/2j-FaX seismic only)i 1 ( i Fa= 168 lb Y1 )Ct2 a A Fs x •8 Fa Wind forces control r-\ '� VrX t Fa Fb Controlling Fa= 168 lb (,(,kp t,;(. r i 4/28/2023 Project:123-0235 STABILITYAIsN ENGINEERING INc, Mechanical Units:HP 4,5 By:Paul Schroeder HVAC Shear and Overturning Forces ASCE 7-16;13.3:Seismic Force Wp= 191 lb "WORST CASE a,= 2.5 ASCE 7-16;Table 13.6-1 Sos= 0.67 g Rp= 2.5 ASCE 7-16;Table 13.6-1 I,= 1 ASCE 7-16;13.1.3 z= 1 ft h= 1 ft Fp= 0.4a,S Wp(1+2z/h)/(Rdlp)(.7)= 107 lb ASCE 7-16;Equation 13.3-1 Maximum Fp= 1.6S051,Wp(.7)= 143 lb ASCE 7-16;Equation 13.3-2 Minimum Fp= 0.3SosIpWp(.7)= 27 lb ASCE 7-16;Equation 13.3-3 Controlling F,= 107 lb F,,= 0.2505Wp(.7)= 18 lb ASCE 7-16;13.3.1 ASCE 7-16;29.4:Wind Force K,= 0.85 ASCE 7-16;Table 26.10-1 Kit= 1 ASCE 7-16;26.8.2 ltd= 0.85 ASCE 7-16;Table 26.6-1 V= 98 mph GC,= 1.9 ASCE 7-16;29.4.1 GC,i„pai,i= 1.5 ASCE 7-16;29.4.1 A,= 12.3 sf A,= 3.3 sf Horizontal projected area of equipment q1,= 0.00256K,KitKdV2= 17.8 psf ASCE 7-16;Equation 26.10-1 „AALOG • F„,= (.6)q,,GC,Ar= 249 lb ""0 ASCE 7-16;Equation 29.4-2 rted F„„ (.6)q,,GC,i1,,0A,= 53 lb i_ ASCE 7-16;Equation 29.4-3 Overturning Force:Seismic and Wind X= 14 in. Y1= 0 in. Y2= 48 in. VV P CW+1Ms=0=Fp(Y1+Y2/2)+Fpv(X/2)-Wp(X/2)-FaX Fp or Fw I ,Y2 Fa= 136 lb I tCG Y22 Fpv(for CW+FM1=0= Fw(Y1+Y2/2)+Fwv(X/2)-Wp(X/2)-FaX i 1 seismic only) Fa= 396 lb Y1 Wind forces control` ?,,G# �;A Fa X g Fe Controlling Fa= 396 lb 1``r i Fa Fb 1 4/28/2023 Project i23-0235 _ STABILITYA ENGINEERING INC.. Wall Mounted Bracket For HP Units By:Paul Schroeder HVAC Shear and Overturning Forces ASCE 7-16;13.3:Seismic Force Wp= 123 lb ap= 2.5 5e ASCE 7-16;Table 13.6-1 Sas= 0.67 g 1,.Je t i' Rp= 2.5 ASCE 7-16;Table 13.6-1 Ip= 1 ASCE 7-16;13.1.3 z= 1 ft h= 1 ft Fp= 0.4apSraWp(1+2z/h)/(R0/I,)(.7)= 69 lb ASCE 7-16;Equation 13.3-1 Maximum Fp= 1.65mlpWp(.7)= 92 lb ASCE 7-16;Equation 13.3-2 Minimum Fp= 0.3S0sIpW,(.7)= 17 lb ASCE 7-16;Equation 13.3-3 Controlling Fp= 69 .. '-- lb Fp„= 0.2SasW4.7)= 12 lb ASCE 7-16;13.3.1 ASCE 7-16;29.4:Wind Force K,= 0.85 ASCE 7-16;Table 26.10-1 Ka= 1 ASCE 7-16;26.8.2 Kd= 0.85 ASCE 7-16;Table 26.6-1 V= 98 mph GC,= 1.9 ASCE 7-16;29.4.1 GCn„pyRi= 1.5 ASCE 7-16;29.4.1 Af= 0 sf A,= 0 sf Horizontal projected area of equipment qh= 0.00256K,KcKdV2= 17.8 psf ASCE 7-16;Equation 26.10-1 • Fw= (.6)ghGC,A,= 0 lb ASCE 7-16;Equation 29.4-2 F,W (.6)ghGC,4 p 1A,= 0 lb ASCE 7-16;Equation 29.4-3 r -amn Overturning Force:Seismic and Wind 910E VIEW H= 12 in. i'' 8 X= 32 in. =' r_ Y1= 2 in. T°° Y2= 12 in. F.,,,,,F,.,, CW+IMe=0=(Fp(Y1+Y2/2)-FaX)=(Wp(Y1+Y2/2)-Fpv(Y1+Y2/2)-FaH) Combined Fa= 92 lb i VI CW+PMe=0=(Fw(Y1+Y2/2)-FaX)=(Wp(Y1+Y2/2)-Fwv(Y1+Y2/2)-FaH) TOP VIEW Combined Fa= 82 lb x i Seismic forces control }. ,_.) Controlling Fa= 92 lb �� (low‘ 4/28/2023 Project: 23-0235 STABILITY ENGINEERING INC. Wail Mounted Mechanical Units:WM UNITS By:Paul Schroeder HVAC Shear and Overturning Forces ASCE 7-16;13.3:Seismic Force Wp= 40.8 lb ap= 2.5 ASCE 7-16;Table 13.6-1 Sps= 0.67 g Rp= 2.5 ASCE 7-16;Table 13.6-1 Ip= 1 ASCE 7-16;13.1.3 z= 1 ft h= 1 ft Fp= 0.4apSosWp(1+2z/h)/(Rp/lp)(.7)= 23 lb ASCE 7-16;Equation 13.3-1 Maximum Fp= 1.650sIpWp(.7)= 31 lb ASCE 7-16;Equation 13.3-2 Minimum Fp= 0.3SmIpWp(.7)= 6 lb ASCE 7-16;Equation 13.3-3 Controlling Fp= 23 lb Fp,,= 0.2S0sWp(.7)= 4 lb ASCE 7-16;13.3.1 ASCE 7-16;29.4:Wind Force K,= 0.85 ASCE 7-16;Table 26.10-1 K.= 1 ASCE 7-16;26.8.2 Kd= 0.85 ASCE 7-16;Table 26.6-1 V= 98 mph GC,= 1.9 ASCE 7-16;29.4.1 GC,i„pphi= 1.5 ASCE 7-16;29.4.1 Ar= 0 sf A,= 0 sf Horizontal projected area of equipment qh= 0.00256K,K„KdV2= 17.8 psf ASCE 7-16;Equation 26.10-1 F = (.6jg4GC,Ar= 0 lb ASCE 7-16;Equation 29.4-2 F (.6)ghGC,t„0 t)A,= 0 lb ASCE 7-16;Equation 29.4-3 Y2f2 Y+ Overturning Force:Seismic and Wind -----swE viEw ---- T_T_..._-fa H= 13.5 in. y X= 50 in. x Y1= 0 in. Yc Y2= 10 in. Irv„Fw CW+2M8=0=(Fp(Y1+Y2/2)-FaX)=(Wp(Y1+Y2/2)-Fpv(Y1+Y2/2)-FaH) �a .. I ri Combined Fa= 16 lb y rn: CW+IMB=0=(Fw(Y1+Y2/2)-FaX)=(Wp(Y1+Y2/2)-Fwv(Y1+Y2/2)-FaH) 9 Combined Fa= 15 lb x s_ Seismic forces control Controlling Fa= 16 lb �� 1( ' 23-0235 HAMPTON STREET APTS PAUL S. ATTACHMENT REQUIREMENTS FOR HANGING MECHANICAL UNITS>75 LBS Fp(max)=159 LBS * (SEE NEXT 2 PG'S OF CALCS) Fa(max)=8 LBS*(NEGLIGIBLE) UNIT ATTACH.TO STRUCTURE: TRY 3/32"GALV.AIRCRAFT CABLE W/7X7 STRAND CORE Tension: Fp 3/32"CABLE CAPACITY: 2(SIN(45)) = 112 LBS/CABLE TENSION: 184(LBS)/CABLE CHECK:112 LBS<_ 184 LBS :•O.K. CABLE ATTACHMENT TO STRUCTURE: TRY(1)3/8"HIM HUS-EZ ANCHOR (1 1/2"EMBED) 3/8" HUS-EZ CAPACITY: 2p=80 LBS(SHEAR&TENSION) SHEAR: 1120(LBS)/ANCHOR(STR) TENSION: 1608(LBS)/ANCHOR(STR) COMBINED STRESS= 80(2.0)(1.43)LBS+ So(1.43)LBS _ 28 < 1.0:.0.K. (1)(1120 LBS) (1)(1608 LBS) ASD TO STRENGTH CONVERSION FACTOR=1.43 OVERSTRENGTH FACTOR=2.0 1' - 4/28/2023 Project:123-0235 STABILTYA ENGINEERING ING. Mechanical Units:FC-4 By:Paul Schroeder HVAC Shear and Overturning Forces ASCE 7-16;13.3:Seismic Force W,= 97 lb a,= 2.5 ASCE 7-16;Table 13.6-1 Sos= 0.67 g R,= 2.5 ASCE 7-16;Table 13.6-1 1p= 1 ASCE 7-16;13.1.3 z= 1 ft h= 1 ft F,= 0.4a.SosWp(1+2z/h)/(Rp/lp)(.7)= 55 lb ASCE 7-16;Equation 13.3-1 Maximum F,= 1.650sI,W0(.7)= 73 lb ASCE 7-16;Equation 13.3-2 Minimum F,= 0.3S I,W,(.7)= 14 lb ASCE 7-16;Equation 13.3-3 Controlling F,= SS lb / `r"x Fp„= 0.2SosW,(.7)= 9 lb ASCE 7-16;13.3.1 ASCE 7-16;29.4:Wind Force K,= 0.85 ASCE 7-16;Table 26.10-1 IC„= 1 ASCE 7-16;26.8.2 Kd= 0.85 ASCE 7-16;Table 26.6-1 V= 98 mph GC,= 1.9 ASCE 7-16;29.4.1 GC,i si= 1.5 ASCE 7-16;29.4.1 A}= 0 sf A.= 0 sf Horizontal projected area of equipment q,,= 0.00256K,K„K,V2= 17.8 psf ASCE 7-16;Equation 26.10-1 Fr,= (.6)q„GC,A,= 0 lb ASCE 7-16;Equation 29.4-2 F„„,= (.6)q,GC,p,0,,,yA,= 0 lb ASCE 7-16;Equation 29.4-3 Overturning Force:Seismic and Wind X= 27.5 in. T Yl= 0 in. Y2= 8 in. VVp CW+FMe=0=Fp(Y1+Y2/2) pv(X/2)-Wp(X/2)-FaX Fp or Fw 1 Y2 - +CG Fa= -17 lb i 1 1CW+FMe=0=Fw(Y1+Y2/2)+Fwv(X/2)-Wp(X/2)-FaX Y2r"2 1 ss�miconiy)t 1 I Fa= -29 lb Y1 , W2 Seismic forces control A Fs X f g` Fs r 1 Controlling Fa= 17 lb (ARi " Fe Fb 1; 4/28/2023 Project:123-0235 STABILITYA ENGINEERING INC. Mechanical Units:HANGING ERV,EF,&GEF UNITS By:Paul Schroeder HVAC Shear and Overturning Forces ASCE 7-16;13.3:Seismic Force W,= 282 lb "WORST CASE a,= 2.5 ASCE 7-16;Table 13.6-1 Sos= 0.67 g R,= 2.5 ASCE 7-16;Table 13.6-1 1,= 1 ASCE 7-16;13.1.3 z= 1 ft h= 1 ft F0= 0.4a0W0(1+2z/h)/(Rdl9)(.7)= 159 lb ASCE 7-16;Equation 13.3-1 Maximum Fa= 1.65m19Wo(.7)= 212 lb ASCE 7-16;Equation 13.3-2 Minimum F,= 0.3S0sI9W9(.7)= 40 lb ASCE 7-16;Equation 13.3-3 Controlling F._ (159 lb j-0 rc,e Fa= 0.2SosW,(.7)= 26 lb ASCE 7-16;13.3.1 ASCE 7-16;29.4:Wind Force K,= 0.85 ASCE 7-16;Table 26.10-1 K,,= 1 ASCE 7-16;26.8.2 Ko= 0.85 ASCE 7-16;Table 26.6.1 V= 98 mph GC,= 1.9 ASCE 7-16;29.4.1 GC,,,,,a„y= 1.5 ASCE 7-16;29.4.1 Af= 0 sf A= 0 sf Horizontal projected area of equipment qr= 0.00256K,K„KaV2= 17.8 psf ASCE 7-16;Equation 26.10-1 F„= (.6)q,,GC,A{= 0 lb ASCE 7-16;Equation 29.4-2 F,.v (.6)q,,GC,,,,,„f„A,= 0 lb ASCE 7-16;Equation 29.4-3 Overturning Force:Seismic and Wind X= 17 in. Y1= 0 in. — Y2= 17 in. VVp CW+IM0=0=Fp(Y1+Y2/2)+Fpv(X/2)-Wp(X/2)-FaX FporFw # _ Y2 Fa= 8 ibCG i I Y2/2 Fpv(fpr CW+FMs=0=Fw(Y1+Y2/2)+Fwv(X/2)-Wp(X/2)-FaX seismic only) Fa= -85 lb Y1 I" W2 Seismic forces control I;/.-to(e +A Fs x T E; Fs �l \'11 Fa Fb Controlling Fa= 8 lb TOLCO FIG 990 CABLE SWAY BRACE ATTACHMENT TOLCO FIG..,'FAST AT��CABLE SWAY B_CEATTACHMENT Iwo \, m.,,,,,w / : & ■■ice• rebV,N FEa�TAAAat —— x 1 gra4K7 yaf parastg a. a 'le F —� 7r me MO gaga; „wE. a C.aLL„ixta TA' Taa.Fe I.w ,uNF,�aNt AIu. MII. 'Fe 1 /441tEr5T ginialLIT FSIMkell:: / !N my_ ...rim `—s,,ecs £ artNEOWma ar'asnaNR°UJ usu Ofi vB�ailiNizoo -SING vaoreatuiuNa�aofT sOVEran o --.. A IµHaUNEVI irAlar NoiaraIaEWALINO. i MYHE W1,NsI,,,ANW.47. 1111 29-WA 0 MECHANICAL UNIT ATTACHMENT 0 MECHANICAL UNIT ATTACHMENT F .rvac rrd Mar '. 7. TTN Saxe To uxF N ou r iargiagra ofiVa aF®ra s. 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Tair§., eHP WALL ANCHORAGE DETAIL e HP FRAME ANCHORAGE DETAIL Of RTU!,TTACHMENT REQUIREMENTS ©N,WATER HEATER ATTACH.REQ'TS YALE PS 61.611 S 1•0 ' 1 E a TOLCO FIG 9M CABLE WNW,'BRACE ATTACHMENT TOLCO FIG ss,'FOSTATTACH'C.ELESWAYBRACEAUACOMENT ;• Ta„IExx"r •=ram- ����. ran.— EwR ir.Vunn"— Vrilf [WAWA.'w xixrmEx , wf crr x.�.p..J•1 ,E"""Ex.T,xO"ezz >,z ,>o ,E. 1.r y,r ,b ,,. Ilia hAkb " , ,L ~k�. �o, "gym a"""Wm=, N ..o ,a x.�. .w AREF, ,rigR,o,xEx, o<r EOEE oa "aneib"€war.i.— s.E.e..,.�x.O.Ox"O mO,.EO EYux.E wOrE�O.o x"x ma,EO s ct's rzAF3' xEo. .,r, t;7 wn�EE :{a a aa:L u;eso RP3 Xg B' D "s:Ya 'E aM`s.E��I:",EE�"",s.3.'"° dEEir,xEYmXermi 3"oRx"r"EAMREarsWMtACIXE. 'ACE itn"6our,Y,RR"SoXmfa"tt lE �XO. 0 MECHANICAL UNIT ATTACHMENT ®MECHANICAL UNIT ATTACHMENT t. rrO EOxE t. ,roE n."EE, dR "s..Y"E"`uigailaof'x"Ea°nE°c"safr"R uXa'""'" 7raffrswv VSEEE'4"'uwotR MAIMnmuc,`°" "` TOLCO Eic.SO"oo STIFFENER "'""'"M1MP1O1VgBLE EE"or"s.wocoxcExRuc LOADS EORER.cT"E""ER 0C TOLCO CABLE SWAY BRACE ATTACHMENT 0 TOLCO'FAST ATTACH"CABLE SWAY BRACE ATTACH. latLf. . -x1 '„a E�,CWIr. ZT -IV-"a m „a - .:' , ° Ya"Fx O"E,EE. p ':` ExEAm"O W tall gtO �« E ro°E�»t x"Tro,E sx.OE UmrTOEE BRACE • 1 �OwYrEOm°O"x°.'x.E, `� pW xu - .a °` E"EEOxE�,,..rsa,E,Y Ox�EmO, _ oW�", ��" U'.° 2, r „� "EE maEON m.RS nc'.war bra nrlT'"ni a stek.iuxx iwow ® w.i wcMw "Smw.az.nwcaW�aTEn o-",nrawEx, ,asrw,row.xe.m„ RESTR4IXT ATTACHMENT TO IJORCTS n ,�2 N aF m Emm r IV FA;4„poE ,®"9I EA TM 2 GA LB IT' Yam,EOSP�..x. E R" al w „x . . I-JOISTS(OPTION) aOUCTB WYuO"EENOWUEU OPT"EwEOo"Ip ERy�""O"C O O FRIF srEaRER r"o"ucrs. MW ueu oiir�E s°vicrEo mo�ouscn. a �Q 0 TOLCO ROD STIFFENER F BRACE MEMBER REQUIREMENTS ®RESTRAINT ATTACHMENT TO CONCRETE 0H RESTRAINT ATTACHMENT TO I-JOISTS o�E 0_ nP EYOmE r E.O., ' MO =a 2 �sG�s'}T 2 Eusnxowui 1p yQ' U o A� 3i "ME=m� Lo C Li ' 'n.en«OOOx6d'iE .ERl� s`wo ""°"�,.B,E. a� ,mofed - aM'E Edr xw I �� E.°H° �"sxo�O ."€ r�o� I� UVAIMMI aE E. r x.omEx, � w m I■ x ®W y .�,�anenr ne d'6v'� o iI "m i�. N W a k' 0 RP WALL ANCHORAGE DETAIL K HP FRAME ANCHORAGE DETAIL 0 RTU ATTACHMENT REQUIREMENTS ® °""'" WATER HEATER ATTACH.REQ'TS „� T t. i ,rosu..E ,TOSC,IE rroscx< SHEET SI.0