Specifications ME.C.21-(\01--03`3
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STRUCTURAL CALCULATIONS
FOR
TRIANGLE III STE 401
13221 SW 68TH PKWY
TIGARD, OR
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I EXPIRES:12/31/20 I
Contents
Summary S1
Detail A D1
Calculations Cl -C5
Contact Person: John E Nordling,PE Enclosures El
NORDLING Proj. No.: 19-037
TRIANGLE SUITE 401
' STRUCTURAL DAMPER BOX
;
ENGINEERS, LLC LATIMER HVAC
6775 SW 111th,Suite 200•Beaverton OR,97008 Date:FEB 2019 By:JEN Sheet No.: COVER
SUMMARY
2014 Oregon Structural Specialty Code
Seismic Occupancy Catagory II
Site Class - D
Seislmlc Design Catagory - ID
Ss = 0.916 Si = 0.422
Sns = 0.122 Sol = 0.444
There is one new ceiling suspended variable air volume fan.
TRANE 'VPEP0500P-5'
weight 110 lbs
length 45'
width 36"
height 15.5'
.
i
1
(4) 3/sto THREADED ROD
SUPPORTS, SEE DETAIL
;` .-- —12ga SPLAY WIRE EACH
SUPPORT POINT, EACH WAY
NORDLING Proj. No.: 19-037
‘,„ .:: 0 STRUCTURAL TRIANGLE SUITE 401
5
DAMPER BOX
ENGINEERS, LLC LATIMER HVAC E:
6775 SW 111th,Suite 200'Beaverton OR,97008 Date:FEB 2019 By:JEN Sheet No.: S1
O-3/a"0 POWERS 'POWER-STUD+SDI' a--'3/8"4' DEWALT
, (21/2" EMBED) EACH END "MINI-UNDERCUT+' (I' EMBED)
WHERE SUPPORT ROD DOES NOT ....---(t (E) FLUTE
`�~ ....---(tALIGN W/ (E)FLUTE, PROVIDE
— , — UNISTRUT 'P000' I -
NUT
.-• (4) 344, THREADED ROD
•
• SUPPORTS, SEE DETAIL
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12ga SPLAY WIRE EACH
\ SUPPORT POINT, EACH
-•' WAY
/ ' ` ` —DBL NUT
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EXPIRES:12/31/20 (
NORDLING Proj. No.: 19-037
STRUCTURAL TRIANGLE SIM lb 401
' DAMPER BOX
4, ‘ i4,
ENGINEERS, LLC LATIMER HVAC
6775 SW 111th,Suite 200•Beaverton OR,97008 Date:FEB 2019 By: JEN Sheet No.:D1
ASCE 7.10 Standard I
hoof ToplV�ch' 7nit
Location 45°25'27.12"N Ss and SI=Mapped Spectral Acceleration Values
122°44'42.64"W 13221 SW 68th Pkwy,Tigard,OR 97223
Ground Motion Ss 0.976 Si 0.422
Occupancy Category II Site Coefficients Fa 1.1I
Site Class D F., 1.58
Importance Factor 1.00
Height of Structure 30.0 ft SMs Fa* Ss 1.083
SMi Fv* Si 0.666
Design Category(SDC) D
SDs (2/3)SMs 0.722
Sol (2/3)SMi 0.444
Air Side HVAC FP MIN= 0.3SDS IPWP
ap 2.50 C RP 6.00 = 0.217 WP->*0 0.152
F
0.4.ap 'SDS •Ip �l+ W FP MAX= 1.6SDS IPWP
P Rp l 2 G h�•YYp = 1.16 WP->* 0 0.809
z= 30.0 ft ASD
FP= 0,36 WP->* 0.7 0.253 Eq= 0.152W+0.2 SDS W
W :Weight of Unit
z= 12.0 ft
Fp= 0.22 WP->* 0.7 0.152
Height 15.5" Weight 110 lbs
Length 45"
Width 36"
VEQ=0.152* 1101bs+0.2*0.722* 1101bs BRACE WITH:
= 171bs+161bs 12ga SPLAY WIRE EACH
SUPPORT POINT, EACH WAY
T= 17 lbs *(16"/2)/36"
+ 161bs/2
- 0.6* 1101bs/2
_ -21 lbs [0 Net Uplift]
V= 17 lbs
NORDLING Proj. No.: 19-037
STRUCTURAL TRIANGLE SUITE 401
4. ko,......)467
DAMPER BOX
ENGINEERS, LLC LATIMER HVAC
6775 SW 111th,Suite 200•Beaverton OR,97008 Date:FEB 2019 By:JEN Sheet No.: Cl
1
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Version: 2,4.6290.27783 Project number: Page: 2/7 [
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GEOMETRY:
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LOAD ACTIONS:[Ib],[ft-Ib]
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Z Design loads/actions
Nu 100 lb
NuY Vux 0 lb
Vuy 20 lb
�Muz / V MI.UX ux `s
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MMuy -
I uy "'
• Muz -
vux
Mux
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input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility.
PDA-Powers Design Assist® Anchors.pcp2
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Project: Date: 2/20/2019
Version: 2.4.6290.27783 Project number: Page: 4/7
SUMMARY:
- Selected anchor: DEWALT Mini-Undercut+
3/8"0(UNC);hnom 3/4"(19mm),Grade 2 ° I
Effective embedment: hey= 0.750 inch MORIIIIN Idbit
Approval: ICC-ES ESR-3912 0
NI
Basic principles of design:
Design method: ACI 318-11 (Appendix D)
Concrete: Normal weight concrete cracked concrete f'c =3000 psi
Load combinations: from Section 9.2
Factored loads
Anchor parameters: cmin = 2.50 inch smin = 2.75 inch hmin = 2.50 inch
cac= 2.25 inch scr= 2.25 inch Anchor ductility: no
Reinforcement: none edge reinforcement or<#4 bar
Tension: Condition B Shear: Condition B
Stand-off: not existent
Seismic loads: no
Resulting anchor forces/load distribution:
Anchor No. Tension load Shear load
#1 100 Ib 20 Ib
Maximum 100 lb 20 lb
Max.concrete compression strain: 0.00 °fin
Max.concrete compression stress: 0 psi
Resulting tension force: 100 lb
Resulting compression force: 0 lb
Calculations: Design proof: Demand Capacity Status
Tension load 100 lb 199 lb 0.50<1.0
Shear load 20 lb 272 lb 0.07<_1.0 OK
Interaction - - - - 0.48<_1.0
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility.
PDA-Powers Design Assist® Anchors.pcp2
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Company name:
' iiia as MEALY rowels
Project: Date: 2/20/2019
Version: 2.4.6290.27783 Project number: Page: 5/7
DESIGN PROOF TENSION LOADING:
Reference
Steel strength:
Nsa =4180 lb D.5.1
* Nsa = N * Nsa D.5.1.2
=0.65*4180 lb=2717 lb
Nua =1001b
Design proof: Nua/(a)* Nsa)= 100 lb/2717 lb= 0.04 5 1.00
Concrete breakout strength:
hef =0.750 inch
kc =17.0
Nb = kc *f.c0.5* An* hef1.5 D.5.2.2
= 17.0* 54.77* 1.00* 0.650= 605 lb
ANcO =5.06 inch2
ANc =5.06 inch2
Wed,N =1.000 D.5.2.5
wc,N =1.00 D.5.2.6
Cac =2.25 inch
Wcp,N =1.000 D.5.2.7 •
* Ncb = * (ANc/ANcO) * Wed,N* 4ic,N * Wcp,N * Nb D.5.2.1
=0.40*(5.06/5.06)*1.000*1.00*1.000*605 lb
=242 lb
(
Nua =100 lb
Design proof: Nua/((i)* Ncb)= 100 lb/242 lb= 0.41 5 1.00
A
Pullout/Bond strength:
Np,cr =455 lb D.5.3.2
<A * Npn = cp * (f'c/2500)A n * Np,cr
= 0.40* (3000/2500)A 0.50 *455= 199 lb
Nua =100 lb
Design proof: Nua/(a)* Npn)= 100 lb/199 lb= 0.50 5 1.00
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility.
PDA-Powers Design Assist® Anchors.pcp2
C4
LEWaLT ?6,ve�5 CompanyProject: Date: 2/20/2019
Version: 2.4.6290.27783 Project number: Page: 6/7
DESIGN PROOF SHEAR LOADING: Reference
Steel strength(without lever arm):
Vsa =985 lb D.6.1
* Vsa = * Vsa D.6.1.2
=0.60*985 lb=591 lb
Vua =20 lb
Design proof: Vua/(c1)* Vsa)=20 lb/591 lb= 0.03 s 1.00
Pryout strength:
hef =0.750 inch
kc =17.0
Nb = kc*f' 05* Aa* hef1.5 D.5.2.2
= 17.0* 3000 0.5* 1.00* 0.750 1-5= 605 lb
ANc =5,06 inch2
ANcO =5.06 inch2
1Ped,N =1.000 D.5.2.5
4icp,N =1.000 D.5.2.7
Wc,N =1.000 0.5.2.6
kcp =1.0 D.6.3.1
4:1 * Vcp = * (ANc/ANc0) * 4fed,N* 4icpN * tPc,N * Nb* kcp
=0.45*(5.06/5.06)*1.000*1.000*1.000*605 lb*1.0
=272 lb
Vua =20 lb
Design proof: Vua/(l *Vcp) = 20 lb/272 lb= 0.07 S 1.00
COMBINATION TENSION/SHEAR LOAD: Reference
Interaction:
Design proof: = Nu/(0* Nn) + Vu/(0*Vn) /1.2 D.7.3
=(0.50+0.07)/1.2=0.4851.0
Fastening ok!
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility.
PDA-Powers Design Assist® Anchors.pcp2
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Triangle 3 Suite 401 TI-Controls February 11,2019 t
Unit Dimensions-Variable Air Volume Fan Powered Terminal Units
item:Al Qty: 1
Unit size
VPEF0502SQ
-
sN'N''hlI
Nominal 5"Dia.x 6 5/8'Depth
Valve Size 8 Depth
Nominal
'.
Fan Size ::6:1:
kz14"xTY 1)
NOP'
Equipment Schedule
FPB4-XX-. Trane VPEF0500P-5"with parallel electric heat. 480/3/60-3KW. CO2 sensor and temp sensor.
150 CFM min, 450CFM max. 110#'ceiling suspended.
i"*---2U"
4 1/2"
5"
EMI
OMu
16112" A AIRFLOW NOTES:
O
ch1.Allow a minimumct "plenum inlet clearance
III
�Vf for un-dued insta6llations.
1"
30" 2.Filter is secured in fifer frame located in unit inlet.
H 3.For Motor access,remove bottom screws on
23
hanger brackets to slide panel as shown in drawing.
22" z 4.See Installation Documents for exact hanger
co
bracket location.
0 U
5.Air valve centered between top&bottom panel.
HEATER 6"
\!/ 6.Heating coil un-insulated. External insulation may
PANEL SLIDES
be field supplied and installed as required.
FOR MOTOR ACCESS 7.All high&low voltage controls have same-side
AIRFLOW NEC jumpback clearance.
DISCHARGE OUTLET
8.Allow 48"of straight duct downstream of
unit before first runout and inside of the duct should
be equal discharge size.
9.Terminal box access door is side hinged.Allow for
5" —s- 40" clearance.
10.A4 wire power supply required for 48013&575\3
single point connection units.
n
15112" 14" 151/2"
; 20„ >1 Approximate 110.0 lb
Dry Weight
Weights reflected may vary
±5.0 lb based upon options
DISCHARGE VIEW selected.
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