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Specifications Z/- . ��CZo RECEIVED OFFICE COPY 7i SelAhOr31 OCT132021 t;I fY OF TIGARD NORTHPOINT TI HVAC BUILDING DIVISION TIGARD, OR STRUCTURAL CALCULATIONS DESIGN CRITERIA: DC1 HP AT WOOD BOX DESIGN: HP1-HP5 SUSPENDED FCU DESIGN: SF1-SF3 (10 PAGES TOTAL INCLUDING COVER SHEET) October 11, 2021 PROJECT NUMBER: 210327.01 641 ARCHITECTURE 111. tt�� 10 ENGINEERING PROft 11 PLANNING 11`/ (� INTERIORS W / .,3PE LANDSCAPE ��� 4r. 15895 SW 72ND AVE ,I ON,` SUITE 200 PORTLAND,OR 97224 'Y 9 1 PHONE:503.226.1285 - A • BAN FAX:503.226.1670 EXPIRES: 06/30/23 INFO@CIDAINC.COM W W W.CIDAINC.COM DC C%TC Hazards by Location Search Information Address: 7185 SW Sandburg St,Tigard, OR 97223, USA Vancouver z- 236ft trl Coordinates: 45.4218969,-122.7515848 �aldi o Iceland k Hillstx�ro Elevation: 236 ft Reeve br1 Gresham Timestamp: 2021-09-22T19:02:24.128Z r Mt Nation. Hazard Type: Seismic _ Reference ASCE7-16 Go gle Map data©2021 Google Document: Risk Category: II WIND DESIGN LOADS: Site Class: D V=96mph EXPOSURE C Basic Parameters Name Value Description SS 0.861 MCER ground motion(period=0.2s) Si 0.393 MCER ground motion(period=l.0s) SMS 0.995 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.663 Numeric seismic design value at 0.2s SA SDI *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.156 Site amplification factor at 0.2s F„ *null Site amplification factor at 1.0s CRS 0.887 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.391 MCEG peak ground acceleration FPGA 1.209 Site amplification factor at PGA PGAM 0.473 Site modified peak ground acceleration HP I CIDA NORTHPOINT TI HVAC LAJ TEL: (503)226-1285 10/4/2021 FAX: (503)226 1670 MECHANICAL UNIT ATTACHMENT-LATERAL FORCES: HP AT WOOD BOX Wp:= 1451b Weight of unit Wes,:= 1501b Weight of box Wt:= Wp+ Ww Wt=295lb L:= 25.75in Length of unit L,:= L+ 12in Length of wood box wm:= 25.75in Width of unit we:= wm+ 12in Width of wood box hm:= 35.5.in Height of unit wa:= 22in Width of anchorage he:= 12•in Height of Platform hmc:= hm+ he hmc=47.5 in Total height of unit on Platform SEISMIC PARTS AND PORTIONS -TIGRAD, OR Mapped SS:= 0.861 site class=D h:= 30ft z:= h Adjusted Maximum Sim:= 0.995 Ip: 1.0 Design SDS:= 0.663 ap.= 2.5 Rp:= 6.0 Values for non isolated HVAC • per table 13.6-1 ASCE 7-16 0.4•ap SDS•Ip z 1 Fpunit •Rp C1 + 2 h 1 Wp Fhunit=48.071b 0.7•Fpunit=33.651b 0.4 ap SDS•Ip z Fp:= • 1 + 2•— •Wt Fp=97.791b 0.7•Fp=68.45 lb Rp ( h WIND LOAD: BASED ON 2018 IBC/2019 OSSC V3S:= 96 Exposure C Kd:= 0.85 Kh:= 0.94 KZt:= 1.0 GCr:= 1.9 GCrvcrt:= 1.5 qz:= 0.00256•Kh'KZr Kd•V3,2.psf F:= GCr qZ F=35.82psf Pwind unit F.L.hm Pwind unit= 227.37 lb Pwind F'L'hmc Pwind= 304.22 lb WIND LOAD: BASED ON 2018 IBC/ASCE7-16-VERTICAL Fvert qz GCr vert Fvert=28.28 psf Pwind unit vert Fvert'L.Wm Pwind unit vert= 130.2 lb Pvert_unit_ASD 0.6Wp—0.6Pwind_unit_vert Pvert_unitASD= 8.88 lb >0,NO NET UPLIFT Fvert total ASD 0.6Wt—0.6Pwind unit vert Fvert total ASD=98.88 lb >0,NO NET UPLIFT E:\adcadd\21\00000-2021 Mechanical Projects\0327.01 Northpoint TI HVAC \Structural\01 -Lateral-HP on wood Box.mcd HP 2 CIDA NORTHPOINT TI HVAC LAJ TEL: (503)226-1285 10/4/2021 FAX: (503)226 1670 OVERTURNING-UNIT TO UNISTRUT LC#7 0.6D+0.6W LC#8 0.6D+0.7E WIND-Overturning at unit to Unistrut SEISMIC-Overturning at unit to Unistrut hm hm Mot_wind_unit = Pwind_unif 2 I Mot_seismic_unit = FPunif 2 Mot wind unit=336.3lb ft Mot seismic unit=71.1 lb ft (0.6Mot_wind_unit) Pvert unit ASD (0•7 Mot_seismic unit) (0.6—0.7-0.2•SDs)-Wt Fup_wind_unit — 2 Fup_seismic_unit w — a w a 2 Fup wind unit= 105.63 lb Fup_seismic_unit=—47.66 lb 0.6 wind unit= 136.42 lb 0.7•Fpunit= 33.65 lb WIND GOVERNS UNIT TO UNISTRUT ATTACHMENT Design attachment for 137 lb sliding and 106 lb tension at unit to Unistrut connection 0.6 Pwind_unit= 136.42 lb Fup_wind_unit= 105.63 lb Try 3/8"DIAMETER BOLTS TOUNISTRUT Fnt:= 45ksi Fnv:= 27ksi 52:= 2.0 Allowable loads-Bolts 2 Dbolt:= 0.375in Bolt diameter Abolt Volt Abolt=0.11 in2 Fnv'Abolt Vallow bolt allow Vallow bolt allow= 1491.03 lb Fnf Abolt Tallow bolt allow Tallow bolt allow=2485.05 lb (0.6•Pwind_unit) Vapplied_boltASD 4 Vapplicd_bolt_ASD=34.1 lb (Fup_windunit) Tappliedbolt_ASD:= 2 Tapplied_bolt_ASD=52.81 lb Vapplied_bolt_ASD Tapplied bolt ASD <1.0,OK Ubolt:_ + Ubolt=0.04 Vallow bolt allow Tallow bolt allow USE(4)3/8"DIAMETER BOLTS AT UNIT TO UNISTRUT CONNECTION E:\adcadd\21\00000-2021 Mechanical Projects\0327.01 Northpoint TI HVAC \Structural\01 -Lateral-HP on wood Box.mcd HP 3 CIDA NORTHPOINT TI HVAC LAJ TEL: (503)226-1285 10/4/2021 FAX: (503)226 1670 ATTACHMENT-UNISTRUT TO WOOD BOX: Design attachment for 137 lb sliding and 106 lb tension at unit to Unistrut connection 0.6 Pwind unit= 136.42 lb Fup_windunit= 105.63 lb Try#12x1-1/2"wood screws each end of Unistrut.(2)brackets to res'stupift, (4)total nscrews_per_bracket 1 0.6PK ind unit Fup_wind_unit VX:= VX=34.1 lb Vy:= V = 52.811b 4'nscrews_per_bracket 2'nscrews_per_bracket Vscrew JVX2+ Vy2 Vscrew=62.87 lb (Vy a:= atan a = 57.15 deg Angle between grain and direction of loading V,t) Screw Dimensions and Capacities: dscrew:= 0.216in Screw Diameter Lscrew:= 1.5in Screw Length Lp Lscrew —0.25in Lp = 1.25 in Screw length-Angle Thickness L C := p C =0.58 p 10•dscrcw p V'II:= 1.6.1161b•Cp V'n= 107.411b V'T:= 1.611611rCp V'T= 107.411b PIr V'T:= V'a = 107.41 lb > Vscrew=62.87 lb sin(a)2 + V'T cos(a)z Use(2)#12x1 1/2"wood screws at each bracket--(4)Brackets Minimum E:\adcadd\21\00000-2021 Mechanical Projects\0327.01 Northpoint TI HVAC \Structural\01 -Lateral-HP on wood Box.mcd HP 4 CIDA NORTHPOINT TI HVAC LAJ TEL: (503)226-1285 10/11/2021 FAX: (503)226 1670 OVERTURNING-CURB TO ROOF LC#7 0.6D+0.6W LC#8 0.6D+0.7E WIND-Overturning at Box to Roof SEISMIC-Overturning at Box to Roof hme hmc Mot_wind_total (Pwind'2 I Mot seismic total Fp. 2 Mot wind total=602.1 lb ft Mot_seismic_total= 193.55 lb ft (0.6Mot wind total) Pvcrt_totalASD (0•7.Mot_seismic total) (0.6—0.7-0.2•SDS)'Wt Fup_wind_total•— Fup_seismic_total•= W We 2 c 2 Fup_windtotal= 65.4 lb Fupseismic_total=—31.74lb 0.6 Pwind= 182.53 lb 0.7•Fp= 68.45 lb WIND GOVERNS BOX TO ROOF ATTACHMENT ' Design attachment for 183 lb sliding and 66 lb uplift at Box to roof connection 0.6•Pwind= 182.53 lb Fup_windtotal= 65.4 lb Try Simpson HGA10 clips each side Vallow HGA lO 5001b Tallow_HGA10 6051b (0.&Pwind) Ushear:= Ushear= 0.18 <1.0,OK 2'Vallow HGA10 (Fup_wind_total) <1.0,OK Utension Utension=0.11 Tallow HGA 10 USE(1)SIMPSON HGA10 CLIP EACH SIDE OF BOX TO ROOF--MIN.(4)TOTAL \\SERVER5\Cad\adcadd\21\00000- 2021 Mechanical Projects\0327.01 Northpoint TI HVAC\Structural\01 - Lateral-HP on wood Box.mcd 1 15895 SW 72ND AVENUE,SUITE 200 HP 5 11" PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 OE-MAIL:info@cidainc.com L +��. 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Lwh.4" 0. 43 ' ---->Lock}C 111sa,,;t 6N+ tbT-�i4 pow, S�,yppor — `__ SF I CIDA NORTHPOINT TI HVAC LAJ TEL: (503)226-1285 10/4/2021 FAX: (503)226 1670 MECHANICAL UNIT ATTACHMENT-LATERAL FORCES- FCU Wp:= 1301b Weight of unit+hanging accessories L:= 49.625in Length Wm:= 17.625in Width of unit hm:= 22.06625.ir}ieight of unit SEISMIC PARTS AND PORTIONS -TIGRAD, OR Mapped Ss:= 0.861 site lass=D h:= 30ft z:= h Adjusted Maximum Sms:= 0.995 Ip:= 1.0 Design SDs:= 0.663 ap.= 2.5 Rp•= 6.0 Values for non isolated HVAC • per table 13.6-1 ASCE 7-16 0.4 ap SDs•Ip z Fp:= 1 + 2•— •Wp Fp =43.091b 0.7•Fp= 30.171b Total seismic Rp h Fpmin:= 0.3 SDs•Ip Wp Fpmin=25.861b 0.7 Fpmin= 18.1 lb Total seismic Fp_GOVERN unit max(Fp,Fpmin) FpGOVERN_unit=43.09 lb VERTICAL ATTACHMENT OF UNIT TO UNDERSIDE OF ROOF FRAMING 0.75Wp Pcorner 2 Pcorner=48.75 lb Vertical load to corner support from dead bad hm 0.75Mot Mot Fp_GovERN_unit 2 Pseis v Pseis=20.23 lb Vertical load to corner support m from seismic overturning 10.2SDs•Wp PMAXASD Pconer+ 0.7 4 + Pseis I PMAx_ASD=65.93 lb Maximum vertical load Try#10x2"Wood Screws dscrew:= 0.19in Screw diameter CD:= 1.6 LOAD DURATION FACTOR 2 lb Lscrew 2in Lthread 3•Lscrew Lthread= 1.33 in 'thread 135• in withdrawal capacity per inch Lp Lscrew—(0.I25in) Lp= 1.88 in Lp=screw length-(Unistrut Thickness) Tallow:= CD.LP•Wthread Tallow=405 lb PMAx_ASD <1.0,FastenerAdequate �= UVERT=0.16 Tallow USE#10x2"WOOD SCREW EACH JOIST CROSSING E:\adcadd\21\00000-2021 Mechanical Projects\0327.01 Northpoint TI HVAC \Structural\02-Lateral-Suspended FCU.mcd SF 2 CIDA NORTHPOINT TI HVAC LAJ TEL: (503)226-1285 10/4/2021 FAX:(503)226 1670 LATERAL BRACING OF UNIT Box is braced by splay wires at 45 degrees vertical and horizontal each corner(4)total. _ Fp_GOVERN_unit � Twire•= 2 'VL•VG Twire=43.1 lb ASD for attachment to Roof(0.7E) TASD:= Twire'0.7 TASD=30.17 lb Vert_asd:= TASD Vertasd=21.33 lb Vertical component of wire force Horiz asd TASD Horiz21.33 lb horizontal component of wire force _ = asd= Try 12ga wire S2:= 1.67 A — 0.0088in2 (Awire'33000psi) wire••— Tallow wire• Tallow wire— 173.89 lb 0.7•Twire Uwire•— T Uwire=0.17 <1.0 OK Use#12 wire braces allow wire LATERAL BRACING CONNECTION TO JOISTS: Try#10x2"Wood Screws a:= 45deg Lp C := C =0.99 <1.0,Screw does not have full shear capacity p 10•dscrew Vallow 1.6.1161b•Cp Vallow= 183.16 lb Tallow=405 lb Tallow Vallow Zallow•— 2 Zallow=252.24 lb > 0.7•Twire= 30.17 lb Vallow'sin(a)2+ Tallow'cos(a) Use(1)#10x2"WOOD SCREW AT EACH SPLAY WIRE—MIN.(4)TOTAL COMPRESSION CHECK OF ROD: Pcorner=48.75 lb PCORNER SEIS Twire cos(45deg) + (0.2•Sips' comer+ Pseis) PROD 0.7'PCORNER SEIS—0.6•Pcomer PROD= 10.77 lb >0,Compression in rod USE 3/8"ROD EACH CORNER OF UNIT--MIN.(4)LOCATIONS E:\adcadd\21\00000-2021 Mechanical Projects\0327.01 Northpoint TI HVAC \Structural\02-Lateral-Suspended FCU.mcd I5895 SW 72ND AVENUE,SUITE 200 <et PORTLAND,OREGON 97224 SF 3 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com NM PROJECT NAME,jtj0j .1Ett Fol. 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