Report RECEIVED
N E-C2021-oOg64 Nov 23 2021
I 106— PA-ci p c L vU y CITY OF TIGARD
sUIL DING
AFC TIGARD - MECHANI( At
TIGARD, OR
STRUCTURAL CALCULATIONS
DESIGN CRITERIA: DC1
ROOF FRAMING CHECK: RF1-RF3
CONDENSER UNIT ANCHORAGE: CU1-CU4
RTU ANCHORAGE: RTU 1-RTU3
(12 PAGES TOTAL INCLUDING COVER SHEET)
,:,t�c,i.u1
it
s � November 19, 2021
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PROJECT NUMBER: 210085.01
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LEXPERES• 3 4 ':' -,''';
- ENC,INEI RING
Pt A N N I N G
IN 1 ER1IIis
! ANDS( APE
15895 SW 72ND AVE
SUITE 200
PORTLAND,OR 97224
PHONE:503.226.1285
FAX:503.226.1670
INFO@CIDAINC.COM
DC 1
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CAL
SEA
OSHPD
AFC
11675 SW Pacific Hwy, Tigard, OR 97223, USA
Latitude, Longitude: 45.43771719999999, -122.7562963
Hawthorne Villa ':• Green Light District sel
Apartments
.. Electric Lettuce
Dispensary
9 Big 5 Sport,
Goods -Tiga
�. US Foods CHEF'STOREcp
Carriage House Tigard Bowl1,0
P
A artments Westside Christian
High School
Go,.,,gt Map data O2021
Date 7/20/2021,6:15:49 AM
Design Code Reference Document ASCE7-16
Risk Category 11
Site Class D-Default(See Section 11.4.3)
Type Value Description
SS 0.867 MCER ground motion.(for 0.2 second period)
Si 0.395 MCER ground motion.(for 1.0s period)
SNAG 1.04 Site-modified spectral acceleration value
5M1 null-See Section 11.4.8 Site-modified spectral acceleration value
SDS 0.694 Numeric seismic design value at 0.2 second SA
SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC null-See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
Fv null-See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.394 MCEG peak ground acceleration
FPGA 1.206 Site amplification factor at PGA
PGA 0.475 Site modified peak ground acceleration
TL 16 Long-period transition period in seconds
SsRT 0.867 Probabilistic risk-targeted ground motion.(0.2 second)
SsUH 0.977 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration
SsD 1.5 Factored deterministic acceleration value.(0.2 second)
S1RT 0.395 Probabilistic risk-targeted ground motion.(1.0 second)
51 UH 0.456 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration.
S1D 0.6 Factored deterministic acceleration value.(1.0 second)
PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration)
15895 SW 72ND AVENUE,SUITE 200
\1 PORTLAND,OREGON 97224
TEL:503.226.1285 FAX:503.226.1670
0 E-MAIL:info@cidainc.com.c
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q PORTLAND,OREGON 97224
TEL:503,226.1285 FAX:503.226.1670
E-MAIL:info@cidainc.com
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Engineneer:
Project ID:
Project Descr:
General Beam File:AFC Tigard remodel.ec6
Software cop d!ht ENERCALC,INC.1983-2020,Build:12.20.8.24
Lm.#:KW-06006865 CIDA INC.
DESCRIPTION: RTU on joist with new post
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span#1 Span Length = 10.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 I04
Span#2 Span Length = 14.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 iO4
D(0,32)
I
1
Df0.034 3(0.05) D_(0.034 S(0.05) _-.
ca_.__._-.._- �' 6-..--._--_-___ X _s _._ S._ _..--______._.__. b
X
A, Abs
Span=10.0ft Span= 14.0ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=2.0 ft
Load for Span Number 2
1 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=2.0 ft
i
lj Point Load: 0=0.320 k @ 8.0 ft,(P)
Pi1 DESIGN SUMMARY
Maximum Bending= 2.209 k-ft Maximum Shear= 0.8748 k
Load Combination +D+S Load Combination +D+S
Span#where maximum occurs Span#2 Span#where maximum occurs Span#1
Location of maximum on span 7.969 ft Location of maximum on span 10.000 ft
Maximum Deflection
Max Downward Transient Deflection 0.008 in 21128
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.021 in 8086
Max Upward Total Deflection -0.002 in 54970
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k)
Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega
Overall MAXimum Envelope
Dsgn.L= 10.00 ft 1 0.26 -2.10 2.10 0.87
Dsgn.L= 14.00 ft 2 2.21 -2.10 2.21 0.87
+D+S
Dsgn.L= 10.00 ft 1 0.26 -2.10 2.10 0.87
Dsgn.L= 14.00 ft 2 2.21 -2.10 2.21 0.87
Overall Maximum Deflections
Load Combination Span Max.="Defl Location in Span Load Combination Max."+"Deft Location in Span
S Only 0.0001._ ....__._._ 0.538 +0+S -0.0022 7.538
+D+S 2 0.0208 7.754 0.0000 7.538
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
0veralii to bnum 0.210 1.504 0.621
Overall MINimum
+D+S 0.210 1.504 0.621
D Only 0.058 0.737 0.341
S Only 0.153 0.767 0.280
CU 1
CIDA AFC TIGARD RNH
TEL: (503)226-1285 11/16/2021
FAX: (503)226 1670
MECHANICAL UNIT ATTACHMENT-LATERAL FORCES: CU AT WOOD BOX
WP:= 1351b Weight of unit Ww:= 1001b Weight of box Wt := Wp+ Ww Wt= 235 lb
L:= 37.24in Length of unit Le:= L+ 12in Length of wood box
wm:= 15.85in Width of unit we:= wm + 12in Width of wood box
hm := 31.89•in Height of unit
he:= 12•in Height of Platform
hme:= hm + he hme=43.89 in Total height of unit on Platform
SEISMIC PARTS AND PORTIONS (TIGARD, OR)
Site class=D
Mapped SS:= 0.867 Adjusted Maximum Sms:= 0.395 Design SDs := 0.694
h := l3ft IP:= 1.0 ap:= 2.5 RP:= 6 z:= h Air side HVAC component
0.4.ap•SDs•Ip z
FPunit 1 + 2•— •W F 46.84lb 0.7 F =32.79 lb
) punit = punit —
0.4•a •SDS•I z
Fp := 1 + 2.—z •Wt Fp= 81.54 lb 0.7.Fp = 57.08 lb
P P
RP h
WIND LOAD: BASED ON 2018 IBC/2019 OSSC
Vas:= 98 Exposure B
--Kd:= 0.85 Ki .= 0.7 Kzt:— 1.0 GCr.— 1.9 GCr vent•• 1.5
qz:= 0.00256•Kh•Kzt•Kd•V3s2•psf
F:= GCr qz F=27.79 psf
Pwind unit F•L•hm ''wind_unit=229.23 lb
P F•L•h P 315.48 lb
wind�— me wind=
WIND LOAD: BASED ON 2018 IBC/ASCE7-16-VERTICAL
Fvei. = gz'GCr vent Fvert=21.94 psf
P F L•w P 89.941b
wind unit vent ••—— very m wind unit vert ——
Pvert unit ASD 0.6Wp—0.6Pwind unit vert Pvert unit ASD =27.03 lb >0,NO NET UPLIFT
Pvert total_ASD 0.6Wt —0.6Pwind_unit_vert veil total ASD = 87.03 lb >0,NO NET UPLIFT
E:\adcadd\21\0085.01 AFC-Tigard
Remodel\Structural\Mech\CU on wood
box.mcd
CU 2
CIDA AFC TIGARD RNH
TEL: (503)226-1285 11/16/2021
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 Pwindunit' 2 / Mot_seismic_unit = t'Fpuni 2
Mot wind unit =304.6 lb ft Mot seismic unit =62.25 lb ft
(0.6Mot_wind_unit) Pvert_unit_ASD (0•7'Mot_seismic_unit) (0.6—0.7.0.2•SDS)'wp
Fup_wind_unit w — 2 Fup_seismic—unit w — 2
m m
Fup_wind_unit = 124.84 lb Fup_seismic_unit =—0.95 lb
0.6 Pwind unit = 137.54 lb 0.7 Fpunit =32.791b
WIND GOVERNS UNIT TO UNISTRUT
ATTACHMENT
Design attachment for 138 lb sliding and 125 lb tension at unit to Unistrut connection
0.6•Pwind unit = 137.54 lb Fup_wind_unit = 124.84 lb
Try 3/8" DIAMETER BOLTS TO UNISTRUT: Fnt:= 45ksi Fnv:= 27ksi S2 := 2.0
Allowable loads-Bolts
2
it'bolt
Dbolt := 0.375in Bolt diameter Abolt:= 4 Abolt =0.11 in2
Fnv'Abolt
Vallow—bolt_allow 0 Vallow_bolt_al low= 1491.03 lb
Fnt'Abolt
Tallow_bolt_allow Tallow bolt_allow=2485.05 lb
(0.6•P
wind unit) —
Vapplied_bolt_ASD •= 4 Vapplied_bolt ASD =34.38 lb
t = (Fup_wind—unit) T =62.42lb
applied_bolt_ASD 2 applied_bolt_ASD
Vapplied_bolt ASD Tapplied_bolt ASD
Ubolt + Ubolt=0.05 <1.0,OK
Vallow bolt allow Tallow bolt allow
USE(4)3/8"DIAMETER BOLTS AT UNIT TO UNISTRUT CONNECTION
E:\adcadd\21\0085.01 AFC-Tigard
Remodel\Structural\Mech\CU on wood
box.mcd
CU 3
CIDA AFC TIGARD RNH
TEL: (503)226-1285 11/16/2021
FAX: (503)226 1670
ATTACHMENT-UNISTRUT TO WOOD BOX:
Design attachment for 138 lb sliding and 125 lb tension at unit to Unistrut connection
0.6•Pwind_unit= 137.54 lb Fup_wind_unit = 124.84 lb
Try#12x1-1/2"wood screws each end of Untrut.(2) brackets to resist uplft, (4)total
nscrews_per_bracket = 1
0.6Pwind unit Fup_wind unit
Vx:= Vx=34.38 lb Vy:_ V = 62.42 lb
4•nscrews_per bracket 2•nscrews per_bracket
Vscrew J Vx2+ Vy2 Vscrew = 71.27 lb
IV
a := atan y a =61.15 deg Angle between grain and direction of loading
\Vxi
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
Lp
C := C =0.58
p 10•dscrew P
V'11:= 1.6.1161b•Cp V'11= 107.41 lb V'T:= 1.6.1161b•Cp V'T= 107.41 lb
V'II\PT
V'a, := V'a= 107.41 lb > Vscrew = 71.271b
V'11•sin(a)2+ V'T•cos(a)2
Use(2)#12x1 1/2"wood screws at each bracket--(4)Brackets Minimum
E:\adcadd\21\0085.01 AFC-Tigard
Remodel\Structural\Mech\CU on wood
box.mcd
CU 4
CIDA AFC TIGARD RNH
TEL: (503)226-1285 11/16/2021
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-Overturninq at Box to Roof
( hmc\ hmc
Mot wind total 2 / Mot seismic_total FP' 2
Mot wind total =576.9 lb ft Mot seismic total = 149.13 lb ft
(0.6Mot_wind_total) overt_total_ASD (0•7'Mot_seismic_total) (0.6—0.7.0.2•SDS)'wt
Fup_wind_total = — Fup_seismic_total
W —
c 2 w c 2
Fup_wind_total = 105.64 lb Fup_seismic_total =—14.11 lb
0.6•Pwind= 189.29 lb 0.7•Fp = 57.08 lb
WIND GOVERNS BOX TO ROOF
ATTACHMENT
Design attachment for 190 lb sliding and 106 lb uplift at Box to roof connection
0.6•Pwind= 189.29 lb Fup_wind_total = 105.64 lb
Try Simpson HGA10 clips each side
Vallow HGAI0 5001b
Tallow HGAl0 6051b
(O.6•Pwind) <1.0,OK
Ushear Ushear= .19
2•V 0
allow HGA 10
(Fup_wind_total) <1.0,OK
Utension Utension=0.17
Tallow HGA 10
USE(1)SIMPSON HGA10 CLIP EACH SIDE OF BOX TO ROOF--MIN.(4)TOTAL
E:\adcadd\21\0085.01 AFC-Tigard
Remodel\Structural\Mech\CU on wood
box.mcd
RTU1
CIDA AFC TIGARD RNH
TEL: (503)226-1285 11/16/2021
FAX: (503)226 1670
MECHANICAL UNIT ATTACHMENT-LATERAL FORCES RTU
ROOFTOP UNIT ON CURB
Wp:= 3201b Weight of unit We:= 951b Weight of curb Wt:= Wp+ We Wt=4151b
L:= 48.1875in Length of unit Lc:= 46.1 in Length of Curb
wm:= 32.625in Width of unit we:= 30.6in Width of curb
hm:= 45.75•in Height of unit
he:= 14•in Height of curb
hme:= hm+ he hmc= 59.75 in Total height of unit on curb
SEISMIC PARTS AND PORTIONS (TIGARD, OR)
Site class=D
Mapped Ss:= 0.867 Adjusted Maximum Sms:= 0.395 Design SDS := 0.694
h := 13ft Ip:= 1.0 ap:= 2.5 RP:= 6 z := h Air side HVAC component
0.4.a •SDS•I
FPunit 1 F 111.04 lb 0.7 F 77.73lb
P P
Rp h P Punit = Punit=
0.4•ap•Sm.Ip Zl
FPcurb R 1 + 2 h/•(Wp+ We) FPcurb= 144 lb 0.7•FPcurb= 100.81b
WIND LOAD: BASED ON 2018 IBC/2019 OSSC
Vas:= 98 Exposure B
Kd:= 0.85 KI := 0.7 Kn:= 1.0 GCr:= 1.9 GCr vert:= 1.5
qZ:= 0.00256•Kh•K.t•Kd•V3S2•psf
F:= GCr qZ F= 27.79 psf
''wind unit F•L•hm Pwind unit=425.53 lb
Pwind_curb F L(hm+ hc) Pwind curb =555.74 lb
WIND LOAD: BASED ON 2018 IBC/ASCE7-16-VERTICAL
Fvert gz'GCr vent Fvert =21.94psf
wind unit vert Fvert'L'win Pwind unit vert =239.56 lb
P0.6W —0.6P overt 48.26 lb <0,Net Uplift
vert_unit := p wind unit_vert unit =
Pvert curb 0.6(Wp+ We) —0.6Pwind_unit_vert Pvert curb = 105.26 lb <0,Net Uplift
E:\adcadd\21\0085.01 AFC-Tigard
Remodel\Structu ra I\Mech\RTU.mcd
RTU 2
CIDA AFC TIGARD RNH
TEL: (503)226-1285 11/16/2021
FAX: (503)226 1670
OVERTURNING-UNIT TO CURB
LC#7 0.6D+0.6W LC#8 0.6D+0.7E
WIND-Overturning at unit to curb SEISMIC-Overturning at unit to curb
(1im\
ht" Mot seismic unit := FPunit•
Mot wind_unit = Pwind_unit'2 - - 2 /
M - 811.16 lb ft Mot seismic unit =211.67 lb ft
of wind unit— - -
Fup_wind_unit - (0.6Mot_wind_unit) - 1 vert_unit F - (0.7•Mot_seismic unit) (0.6-0.7.0.2•SDs)'wp
- up_seismic_unit -
W -
c 2 we 2
Fup_wind_unit = 166.73 lb Fup_seismic_unit =-22.35 lb
0.6•Pwind unit =255.32 lb 0.7•Fpunit = 77.73 lb
WIND GOVERNS UNIT TO CURB CONNECTION
ATTACHMENT
Design attachment for 256 lb sliding and 157 lb tension at unit to curb connection--18GA curb
0.6*Pwind_unit= 255.32 lb Fup_wind_unit = 166.73 lb
Try 16GAx6"CLIPS WITH(4)#10 SCREWS TO UNITAND(4)#10 SCREWS TO CURB
VCLIP:= 471 lb Per clip
0.6•Pwind_unit
Ushear
2'VCLIP Ushear=0.271
Fup_wind unit
Uuplift:= Uuplift= 0.35
1•VCLIP
Use(1)16GAx6"clip per side with(4)#10 SMS to unit,and(4)#10 SMS to curb--(4)clips total
E:\adcadd\21\0085.01 AFC-Tigard
Remodel\Structural\Mech\RTU.mcd
RTU 3
CIDA AFC TIGARD RNH
TEL: (503)226-1285 11/16/2021
FAX: (503)226 1670
OVERTURNING-CURB TO ROOF
LC#7 0.6D+0.6W LC#8 0.6D+0.7E
WIND-Overturning at curb to roof SEISMIC-Overturning at curb to roof
hmc (hmc\
Mot wind curb := Pwind_curb'— Mot seismic c := FPcurb'
2 \ 2
Mot wind curb = 1383.56 lb ft Mot seismic c =358.51 lb ft
(0.6Mot_wind_curb� 'avert_curb (0.7.Mot seismic_c) (0.6—0.7.0.2.SDS)'(Wt)
Fup_wind_curb := — Fup—seismic_c :=
w —
c 2 w c 2
Fup_wind_curb =272.91 lb Fup_seismic_c =—5.92 lb
0.6 Pwindcurb =
333.44 lb 0•7•FPcurb = 100.8lb
WIND GOVERNS CURB TO ROOF
ATTACHMENT
Design attachment for 333 lb sliding and 273 lb uplift at curb to roof connection
0.6•Pwindcurb = 333.44 lb Fup_wind_curb =272.91 lb
Try#10x3"WOOD SCREWS EACH SIDE--Long side to take tension, shortscies to take shear
'screw := 3 in length of screw
LP := 'screw — in LP =2.38 in
screw length-Sheathing-tapered tip 2
dthread:= 'screw 3 thread length
dscrew := 0.19in Screw diameter
LP Wthread:= 135•lb withdrawal capacity per inch
Co:= C = 1.25 in
• 10•dscrew
Cp:= if(Cp> 1.0,1.0,Cp) C = 1
Vallow:= 1.6.901b•Cp Val low= 144 lb
Tallow:= 1.6•dthread' 'thread Tallow=432 lb
0•6•Pwind_curb
USHEAR:= USHEAR=O.579
4 Vallow
Fup_windcurb
UUPLIFT:= UUPLIFT=0.32
2•Tallow
E:\adcadd\21\0085.01 AFC-Tigard
Remodel\Structural\Mech\RTU.mcd