Specifications 1u_Gq 4 G Stix -- w\c;1
MEN'S WAREHOUSE HVAC REPLACEMENT
16940 SW 72nd Ave
Tigard, Oregon
STRUCTURAL CALCULATIONS
VLMK Project Number:20180355
Reitmeier Mechanical
19570 SW 90th Court
Tualatin,OR 97062
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4,
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5/23/18
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EXPIRES: 6/30/2020
Prepared By: Kelli Slaven,EIT
IvivuviK
May 23,2018
ENGINEERING + DESIGN
Structural Calculations:Men's Warehouse HVAC Replacement DC•1
Project: Men's Warehouse HVAC Replacement Project Number: 20180355
Project Address: 16940 SW 72nd Ave Document: Structural Calculations for
Tigard, Oregon Building Permit
TABLE OF CONTENTS
Design Outline and Criteria DC-1 thru DC-2
Structural Details S-1 thru S-3
Structural Calculations C-1 thru C-8
Reference Documents R-1 thru R-3
DESCRIPTION OF STRUCTURAL SYSTEM
This 'Men's Warehouse HVAC Replacement' consists of the replacement of (1) existing 1288 lb roof top
unit with a new unit weighing 1588 lbs at the site located at 16940 SW 72nd Ave, Tigard, Oregon. The
scope of this calculation is to review gravity loads to the structure and design anchorage of the unit to
resist lateral loads.
***LIMITATIONS***
VLMK Engineering + Design was retained in a limited capacity for this project. No responsibility and/or
liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that
shown in this Structural Calculation Package.
G1CAD2018\ O180355\Colculations\20180355 DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503 222.4453 fax:503.248.9263 www.vlmk.com
Structural Calculations:Men's Warehouse HVAC Replacement DC-2
CODES
2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code)
DESIGN LOADS
Live Loads
Roof Snow Load
Flat Roof Snow Load, Pr 25 psf
Dead Loads
Roof
Roofing 4.0 psf
Insulation 1 .5 psf
Sheathing 1.8 psf
Sub-purlins 1 .2 psf
Joists 3.0 psf
Girders 1.0 psf
Mechanical and Electrical 1 .0 psf
Miscellaneous 1 .5 psf
Total Roof Load 15.0 psf
Additional Loads
New Mechanical Unit 1386 lbs
Adapter Curb 202 lbs
Wind
Ultimate Design Wind Speed, Vuif 120 mph
Nominal Design Wind Speed, Vaud 93 mph
Risk Category II
Wind Exposure B
Internal Pressure Coefficient GC„; = +1- 0.18
Seismic
Location Latitude 45.39738
Longitude -122.74929
Seismic Importance Factor, Ie 1 .0
Risk Category II
Mapped Spectral Response Accelerations Su = 0.962
S, = 0.418
Site Class D
Spectral Response Coefficients Sds = 0.715
Sdl = 0.441
Seismic Design Category D
Component Anchorage Factors a, Rp 1p Q.
HVAC Equip 2.5 6.0 1.0 2.5
GNACAD2018\20180355\Calculations\20180355 DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
EXISTING 2x6 SUB-PURLINS
AT 2'-0"O.C.,TYPICAL
z z
c
a
J - J
N (y
X X
N - N
M (v�
w TYP® w
E)4x12
(E)63/4x371/2
GLULAM GIRDER
x x- NEW HVAC UNIT TO
BEAR ON EXISTING
FRAMING ON ALL SIDES
z w w z (WEIGHT=1588#)
cc
E)4x12 \
o a 0
N N
X X
N N
M (h
W
A ENLARGED FRAMING PLAN
S-2 1/4"=
MEN'S WAREHOUSE HVAC 201"803°55 055/18
16940 SW 72ND AVE KRS JCS
VL M KENGINEERING TIGARD,OREGON °""N `"""`°+ DESIGN ENLARGED FRAMING PLAN S-2
3933 SW Kelly Avenue Portland,Oregon 97239 I tel:503.222.4453 I fax:503.248.9263 I www.vlmk.com s"sEr'w
UNIT CASING
UNIT BASE AND BASE RAIL
SECURE ANCHOR TO
UNIT WITH(4)#12 x 1" A.
TEK SCREWS r-�
I SECURE ANCHOR TO CURB
16 GAUGE x 4"x REQ'D WITH(4)#12 x 1"TEK
ANCHOR,(4)TOTAL,(1) SCREWS,TYPICAL
EACH CORNER ON LONG
SIDES OF UNIT
HVAC UNIT ADAPTER CURB
SECURE HVAC UNIT ADAPTER CURB TO EXISTING CURB WITH MINIMUM 111,
(4)#12 x 1 1/2"TEK SCREWS EACH ''�
CORNER AND AT 12"O.C.AT SIDES, I
TYPICAL
SHIM ADAPTER CURB AS REQ'D HMiiiiI EXISTING UNIT
FOR TIGHT FIT.SECURE SHIMS, 1/4" MOUNTING CURB
AND GREATER,WITH ADDITIONAL (APPROX 14"HEIGHT) •
SCREWS PRIOR TO PLACING CURB
EXISTING ROOFING--\
_ / J
/ /// / / i / // / / / // // i// /Z/// / / I
Nr.
EXISTING ROOF SHEATHING AO
/r EXISTING FRAMING
VERIFY THAT EXISTING CURB IS FASTENED TO PER PLAN
EXISTING SUPPORT FRAMING WITH A#14 SCREW
MINIMUM,WITH 2"EMBED IN SUPPORT FRAMING,
AT EACH CORNER AND AT 24"O.C., EACH SIDE.IF
ANCHORAGE DOES NOT EXIST, PROVIDE
SIMPSON'LTP4'OR'A35'CLIPS AT
EACH CORNER AND AT 48"O.C.EACH SIDE
FROM THE INSIDE OF THE CURB TO THE
EXISTING ROOF FRAMING
0 HVAC CURB DETAIL
1 1/2"=1'-0"
VI
MEN'S WAREHOUSE HVAC 20180355 05/18
16940 SW 72ND AVE KRS JCS
L M K TIGARD,OREGON °" " E E°
ENGINEERING + uESIGN HVAC CURB DETAILS-3
SW Kelly Avenue Portland,Oregon 97239 I tel:503.2224453 I fax:503.248.9263 I www.vlmk.com SHEET H°
Project Title: Men's Warehouse HVAC
Engineer: KRS Project ID: 20180355
Project Descr:
C-2
Printed:23 MAY 2018,8:43AM
File=G:IACAD2018120180355\CalculahonstMen"s Warehouse HVAC.ec6
Wood Beam ENERCALCINC.1983-2017,BuUd:10.17.12.10,Ver:10.17.12.10
Lic,# KW-06002728 Licensee:VLMK CONSULTING ENGINEERS
Description: Existing GL Purlin
CODE REFERENCES
Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi
Ft 1,100.0 psi Density 31.20 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(1.3)
D(0.12)S(0.2)
b 8 b
3.5x21 411,.1
Span=30.0ft
F
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 ft,(Roof Trib)
Point Load: D=1.30 k @ 7.50 ft,(HVAC Unit)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.764 1 Maximum Shear Stress Ratio = 0.366 : 1
Section used for this span 3.5x21 Section used for this span 3.5x21
fb:Actual = 1,997.61 psi fv:Actual = 111.47 psi
FB:Allowable = 2,616.24 psi Fv:Allowable = 304.75 psi
Load Combination +D+S Load Combination +D+S
Location of maximum on span = 14.015ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.754 in Ratio= 477>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 1.447 in Ratio= 248>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 6.014 5.364
Overall MINimum 3.000 3.000
D Only 3.014 2.364
+D+S 6.014 5.364
+D+0.750S 5.264 4.614
+0.60D 1.808 1.418
S Only 3.000 3.000
Project Title: Men's Warehouse HVAC
Engineer: KRS Project ID: 20180355
Project Descr:
C-3
Printed 23 MAY 2018,8:48AM
Wood Beam File=G:IACAD20181201803551Caiculations\Men's Warehouse HVAC.ec6
ENERCALC,INC.1983-2017,Bu0d:10.17.12.10 Ver:10.17.12.10
Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS
Description: Existing 4x12 End Beam
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 675.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 675.0 psi Ebend-xx 1,100.0 ksi
Fc-PrIl 500.0 psi Eminbend-xx 400.0 ksi
Wood Species : Hem Fir Fc-Perp 405.0 psi
Wood Grade :No.2 Fv 140.0 psi
Ft 350.0 psi Density 26.830 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.03)S(0.05)
b sr e
b b D(� b 2)b b
b
•
•
4x12
Span=8.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.20 klft,Extent=3.50-->>8.0 ft, Tributary Width=1.0 ft,(HVAC Unit)
Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.0 ft,(Roof Trib)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.397: 1 Maximum Shear Stress Ratio = 0.209 : 1
Section used for this span 4x12 Section used for this span 4x12
fb:Actual = 271.34 psi fv:Actual 21.03 psi
FB:Allowable = 683.10 psi Fv:Allowable = 100.80 psi
Load Combination +D+S Load Combination D Only
Location of maximum on span = 4.555ft Location of maximum on span = 7.066 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.011 in Ratio= 8988>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
i Max Downward Total Deflection 0.043 in Ratio= 2245>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.573 0.967
Overall MINimum 0.200 0.200
D Only 0.373 0.767
+D+S 0.573 0.967
+D+0.750S 0.523 0.917
+0.60D 0.224 0.460
S Only 0.200 0.200
Project Title: Men's Warehouse HVAC
Engineer: KRS Project ID: 20180355
Project Descr:
C-4
Printed.23 MAY 20'8,8:53AM
File=G:IACAD2018l201803551Calculatians\Men's Warehouse HVAC.ec6
Wood Beam ENERCALC,INC.1983-2017,Build:10.17,12.10,Ver:10.17.12:10
Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS
Description: Existing(2)2x6 Edge Support
CODE REFERENCES
Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 900 psi Ebend-xx 1600 ksi
Fc-PrIl 1350 psi Eminbend-xx 580 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625 psi
Wood Grade :No.2 Fv 180 psi
Ft 575 psi Density 31.2 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.1 15)
a o D(0.015)°S(0.025) b
5 5 5 5
-2x6
2
Span=7.0ft
F
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, S=0.0250, Tributary Width=1.0 ft,(Roof Trib)
Uniform Load: D=0.1150, Tributary Width=1.0 ft,(HVAC Unit)
DESIGN SUMMARY Design OK
Section used for this span 2-2x6 Section used for this span 2-2x6
Maximum BendinoStress Ratio 0.60a 1 Maximum Shear Stress Ratio 0.224 : 1
fb:Actual = 631.74 psi fv:Actual = 36.23 psi
FB:Allowable = 1,053.00 psi Fv:Allowable = 162.00 psi
Load Combination D Only Load Combination D Only
Location of maximum on span = 3.500ft Location of maximum on span = 6.566 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.020 in Ratio= 4115>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.127 in Ratio= 663>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
- 1
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.543 0.543
Overall MINimum 0.088 0.088
D Only 0.455 0.455
+D+S 0.543 0.543
+D+0.750S 0.521 0.521
+0.60D 0.273 0.273
S Only 0.088 0.088
1 Men's Warehouse
VVLMK Project:HVAC Job#: 20180355 By: KRS Date: 5/18 Sneer#: C-5
ENGINEERING+DESIGN
HVAC Anchorage Design:
Loading:
Unit Weight: 1386 lbs
Curb Weight: 202 lbs
Unit Length: 7'-4"
Unit Width: 4'-11.5"
Unit Height: 4'-1.5"
SDS= 0.715g
Vu11= 120 mph
From Wind Spreadsheet:
Ph= 41.7 psf
Pv= 32.9 psf
From Anchorage Spreadsheet:
LSD= 425 lbs
(Per corner)
VASD = 319 lbs
Anchorage:
A UNIT CASING
UNIT BASE AND BASE RAIL
Check#10 x 1/2" TEK Screws: SECURE ANCHOR TO
UNIT WRH(4)#10 x 1/2"
TEK SCREWS
Ta„GW = 388 Ib/screw WISECUREANCHOR TO CURB
Vallow = 475 lb/screw (ICC-ESR-3223) I WITH(4)#10 x 1/2”TEK
J SCREWS,TYPICAL
x4 per corner 16 GAUGE STEEL'CANFAB' HVAC UNIT ADAPTER CURB
OR EQUAL ANCHOR,(4)
1900lb T and 1552 Ib V TOTAL,(1)EACH CORNER
ON LONG SIDES OF UNIT
> 425 lbs OK SECURE HVAC UNIT TO EXISTING CURB WITH MINIMUM
TER B
INMUM
(4)#10 x 1/2"TEK SCREWS EACH
CORNER AND AT 12"O.C.AT SIDES,
Check#14 Wood Screws: TYPICAL
Shear Capacity: MOUNTNUCR
� MOUNTNG CURB
(APPROX 14'HEIGHT)
NDS Table 11L - 163 lb (ASD) EXISTING ROOF SHEATHING
x min 20 total = 3260 lbs EXISTING ROOFING
AIAL
> (4 corners)x319 lbs ��dg`-` ��
= 1276 lbs OK for Shear VERIFY THAT G CURB IS FASTENED TO
EXISTING SUPPORT UFRAMING WITH A#14 SCREW /
1't MINIMUM AT EACH CORNER AND AT 24"O.C., EXISTING FRAMING
Tension Capacity: EACH SIDE.IF ANCHORAGE DOES NOT EXIST, PER PLAN
PROVIDE SIMPSON LTP4 OR'A35 CLIPS AT
NDS Table 11.26 - 172 Ib/inch (ASD) FROM THE NSIDE OF THE COURB TAO THE E
x2" = 344 lbs/ screw EXISTING ROOF FRAMING
x min 4 per side = 1376 lbs
> (2 corners per side)x 425 lbs
= 850 lbs OK for Tension
3933 SW Kelly Avenue Portland,OR 97239 iel: 503.222.4453 fax 503.248.9263 www.vlmk,cam
VVLMK project: Men's Warehouse Job#: 20180355 By: KRS Date: 5/18 sheet#: C-6
ENGINEERING + DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Mechanical Unit Anchorage Design
Based on the 2012 International Building Code and ASCE 7-10
DESIGN INPUT
Seismic Parameters: 1x
Spy = 0.715 g Design Spectral Response Acceleration •
S2 = 1.0 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] 3 a -
CG
Ap = 2.5 [ASCE7 13.5-1 or 13.6-1] `.1-'-*CR Y
-r-
Rp = 6.0. [ASCE7 13.5-1 or 13.6-1] Ycg
Ip = 1.00 [ASCE7 13.1.3] • 1 2 • -
z = 25 ft Attachment height from base of structure u
h = 25 ft Average roof height of structure from base xcg I
PLAN VIEW
Wind Parameters:
PHORIZ. = 41.7. psf Design Wind Pressure (psf), 1.0W
PUPLIFr = 32.9 . psf Design Wind Pressure (psf), 1.0W
crG
Mechanical Unit Parameters:
Wp = 1,588 lbs Total Weight zcg
X = 88.0 in Base Dimension (max) ' '
Y = 59:5 in Base Dimension (min) SIDE VIEW
Z = 49.5; in Height of Unit
Zcurb = 34.0in Height of Curb, where occurs Load Combinations:
Xc9 = 29.5 in Center of Gravity Seismic: Wind:
Ycg = 34.3 in Center of Gravity (0.9-.2SDS)D + QE 0.9D + 1.0W
Zcg = 203 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.752E 0.6D + 0.6W
ANALYSIS
Base Shear: (Load applied to all (4) anchors/corners together)
Seismic: l
F,, = 0.4aR"SDS p Cl+2 h))I= 568 lbs <_1.6SDSIpWp = 1817 lbs OK
"7 " >_0.3SDSIpWp = 341 lbs OK
Base Shear, QV„E = 568 lbs Seismic, QE
Wind: Vuw = 2128 lbs Wind, 1.0W Vu,BASE = 2128 lbs Wind
= 1277 (ASD)
Anchor Shear: (Load applied to each anchor/corner)
Seismic: Design Eccentricity = 5%
Anchor: dx dx^2 dy dy^2 ex = 15.975 in ey = -2.7875 in
1 29.5 870.25 34.25 1173.1 Mx_x = 9069 in-lbs My-y = -1582 in-lbs
2 58.5 3422.3 34.25 1173.1 Y Direction X Direction
3 29.5 870.25 25.25 637.56 V1,3 = 173 lbs V1,2 = 127 lbs
4 58.5 3422.3 25.25 637.56 V2,4 = 204 lbs V3,4 = 131 lbs
8585 3621.25
Wind: V1,2,3,4 = 532 lbs Max Vu,ANCHOR = 532 lbs Wind
= 319 (ASD)
Overturning/Uplift: (Load applied to each anchor/corner)
Seismic: Mot = 30798 lb-in Seismic, QE Net Tension: Tx* = 564 lbs
Mres,x = 35462 lb-in Seismic, SIE Ty* = 742 lbs ,r;
Mres,v = 30353 lb-in Seismic, QE
‘iii Mot = 88838 lb-in Wind, 1.0W Max T,,,ANCHOR* = 742 lbs , lind F
Mres,x = 42161 lb-in Wind, 1.0W = 425 (ASD)..
Mres,y = 36087 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift
3933 SW Kelly Avenue('ortlurd,OR 97239 lel. 503.222.4453 fax: 503.248.9263 www.vlmk.com
VVLMK Project Men's Warehouse Job u: 20180355 BY KRS Date: 5/18 Sheet u: C-7
ENGINEERING • DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Wind Loads on Rooftop Structures and Equipment
Based on the 2012 International Building Code and ASCE 7-10, 29.5.1
pC`' TYPICAL SCREEN WALL
a' �...,' '> TYPICAL MECHANICAL UNIT
H
h
DESIGN INPUT
B = 170 ft Horizontal Dimension of Building Measured Normal to the Wind Direction
h = 25 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10)
Height = 4.00 ft Height of Rooftop Structure or Equipment
Width = 5.00 ft Width of Rooftop Structure or Equipment, Perpendicular to Wind
Depth = 3.00 ft Depth of Rooftop Structure or Equipment, Parallel to Wind
H = 29.0 ft Height to Top of Structure or Equipment
Vuit = 120 mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, &C]
B Exposure Category [Section 26.7.3]
zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1]
a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.9-1]
KZ = 0.701 Velocity Pressure Exposure Coefficient [Table 29.3-1]
Kn = 1.00 Topographic Factor [Figure 26.8-1]
Kd = 0.85 Wind Directionality Factor [Table 26.6-1]
ANALYSIS
qZ = 0.00256KZKZtKdVutt2
[Equation 29.3-1]
qz = 22.0 psf Velocity Pressure at Ultimate Level
GCr = 1.9 Horizontal: Force Increase &Gust Factor [Section 29.5.1]
GCr = 1.5 Vertical-Uplift: Force Increase & Gust Factor [Section 29.5.1]
Af = 20 sf Area of Structure Normal to the Wind Direction (Horizontal face)
Ar = 15 sf Area of Structure Perpendicular to the Wind Direction (Vertical face)
B*h = 4250 sf Building Area Normal to the Wind Direction
Fh = gh(GCr)Af [Equation 29.5-2]
'♦ Fh = 834 lbs Horizontal Design Wind Force (Ult., 1.0W)
Ph = 41.7 psf Horizontal Design Wind Pressure
(Ult., 1.OW)
Fv = gh(GC r)Ar [Equailor 29€0]
1 F„ = 494 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W)
Pv = 32.9 psf Vertical (Uplift) Design Wind Pressure (Ult., 1.0W)
3933 SW Kelly Avenue Portland,OR 97239 tel. 503.222.4453 fax: 503.248.9263 www.vlmk.ron
Unit Report For 12.5T R-1
Project: -Untitled177 05/0 /2018
Prepared By: 01:48PM
Unit Parameters Dimensions(ft.in.)&Weight(lb.)***
Unit Model. 48TCFD14A3A6-6UOGO Unit Length. 7'4.125"
Unit Size• 14(12.5 Tons) Unit Width. 4'11.5"
Volts-Phase-Hertz. 460-3-60 Unit Height. 4' 1.375"
Heating Type. Gas *** Total Operating Weight. 1386 lb
Duct Cfg• Vertical Supply/Vertical Return
High Heat *** Weights and Dimensions are approximate. Weight does
Round Tube Plate Fin Coils not include unit packaging. Approximate dimensions are
provided primarily for shipping purposes.For exact
dimensions and weights,refer to appropriate product
data catalog.
Lines and Filters
Gas Line Size• 3/4
Condensate Drain Line Size- 3/4
Return Air Filter Type. Throwaway
Return Air Filter Quantity 4
Return Air Filter Size- 20 x 20 x 2
Unit Configuration
High Static Option (Belt Drive)
Al/Cu-Al/Cu
Electromechanical Controls w/W7220 Econo Controller
Temp Ultra Low Leak Economizer w/Baro Relief
Standard Packaging
2-Speed indoor fan motor controlled by VFD
Warranty Information
1-Year parts(std.)
5-Year compressor parts(std.)
10-Year heat exchanger-Aluminized(std.)
15-Year heat exchanger-Stainless Steel(std.)
No optional warranties were selected.
NOTE: Please see Warranty Catalog 500-089 for explanation of policies and ordering methods.
Ordering Information
Part Number Description Quantity
48TCFD14A3A6-6UOGO Rooftop Unit 1
Base Unit
High Static Option(Belt Drive)
Ultra Low leak Temp Econo X with baro relief,W7220 control. Meets
Calf.Title 24 FDD&Leak Rates
2 Speed Fan Controller (VFD)
Accessories
CRPWREXH023A01 Power Exhaust System 1
Packaged Rooftop Builder 1.49h Page 2 of 10
Certified Drawing for 12.5T
Project: --Untitled177 R-2 05/01/2018
Prepared By: 01:48PM
UNITED P 0 BOX 5858 5 WCUMEMI IS INE PROPERTY OF CARR]FR CORPoRAIIOM SUBMISSION OF T ESE ORAW[x0$OF OOCU E r5
TECHNOLOGIES SYRACUSE.NI AMO[S 555 1858/U UPON THE EXPRESS CONDITION[NAE tHE ROES NUT CONSTSTUOE PART PERFORMSNCE OR
OUTDOOR STD. UNIT CORNER CORNER CORNER CORNER CARRIER 13221 COxlExrs WIIC MOT eE RMsaosco 58
us[R WIIHou[cARRI ER EPTANCE OF CONTRACT.
C G CORPORAi)OX'S IA I1 iCx COXSEX r.
UNIT COIL WEIGHTY.. WEIGHT(A/ WEIGHT (B) WEIGHT(CI WEIGHT ID)
TYPE LBS. KG. LBS. KG. LBS. KG. LBS. KG. LBS. KG. X Y Z
48TC-014 NCHX 1116 506 297 135 157 71 229 104 434 197 29 1/2[7497 34 1/4 [8701 20 1/4 15141 MWW STANDARD UNIT WEIGHT IS WITH LOW GAS HEAT AND WITHOUT PACKAGING.
48TC-D14 RTPF 1167 530 349 159 167 76 211 96 440 200 31 3/8[7977 34 3/4 [883] 21 7/8 1556] FOR OTHER OPTIONS AND ACCESSORIES, REFER TO THE PRODUCT DATA CATALOG.
ROPE -ROUND TUBE, PLATE FIN (COPPER/ALUM)
MCRX -RICROCHANNEL (ALUM/ALUM)
CORNER A CORNER B
((111Clh ;ll►►ll►)ii)►)ill)
•
•
CORNER D •— CORNER C
X _ TOP
A.
1
I
O I =
R O O 'O. =O : : o o
FRONT
SHEET RATE SUPERCEOSS 48TC-14 SINGLE ZONE ELECTRICAL RE'
2OF2 10-04-10 08-30-10 COOLING WITH GAS HEAT 48TM501441 G
Packaged Rooftop Builder 1.49h Page 4 of 10
NOTES: DIMENSIONED AND TOLERENCED PER ANSI YI4SID1982 REVISIONS
MATERIAL:18 ga.GAL STEEL REV. ECO# DESCRIPTION DATE R-3 'ED
1 1/2"ADDED TO EXISTING CURB O.D_ Attn" 1 INITIAL DRAWING 5/5/08 00
1"DUCT INSULATION (R VALUE 3.85) 2 608 UPDATED DRAWING TO MATCH KIT CURB 6/7/2014 EH
GASKET PROVIDED WITH CURB Tag: •
Approval:
SUPPLY AIR
441 15/16" -
17 9/16"
RETURN AIR 410 11'.1141:/t
....\,.., ...gigo,t. . 4#0.1t1 .....f., ::,,,, ,
33 1/4" `.
s
36 114" s
INSULATED EXISTING CURB LAYOUT '
1 COVER
I 92 1/2"
I
„.,:---...--
58 1/2”
41 5/16" SUPPLY
RETURN
27 1/16"
FC _ 1
--s- 2 1/4"
813/4" 1 f-271/16" 537/16"
\ 7 �—30 1/4" - t
5"
20" 20" 1
1.
I II 94" I L I 60" 1
THIS DRAWING&THE INFORMATION CONTAINED APPROVALS DATE
CURB SHOWN IS CDI STANDARD CONFIGURATION CDI RESERVES THE RIGHT TO CHANGE THEREIN IS THE CONFIDENTIAL.PROPRIETARY mTT Le NAME:
INFORMATION OF CRYSTAL DISTRIBUTION INC., """"" Ehanson 6/7/2014 1-2016-4005
LAYOUT WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A DIFFERENT CONFIGURATION &MAY NOT BE USED OR REPRODUCED K
WITHOUT THE APPROVAL OF CRYSTAL DISTRIBUTION.INC. a"'
CDI MUST BE NOTIFIED PRIOR TO PLACING AN ORDER. ALL RIGHTS RESERVED MMEMSH NS ARE AS FOLLOWS:1.00In[25A0 mm]
*VERIFY EXISTING CURB OD .11� APPROXIMATE
OPERATIONAL HEIGHT OF CDI ADAPTER IS 3"LESS THAN OVERALL CURB HEIGHT 'NOTE ANY
RETURN OPENINGS r, CordaAt us@ CURB WEIGHT(Las.) F<°L
'NOTE ANY CHANGES =,.,;: .!� I,a'WWW.cdicurbs.com • 2
SHOWN. 'CALL WITH ANY QUESTIONS �.:!--7":.:::::".= or 201.27 I B�
'FAX BACK IF DRAWING IS OK AS IS 4}Ea II:!--7":.:::::".=.M"W= 1-888-2347001 ....:: 1:24 ET: 1 °F 2
S:\DRAWINGS(NEW)\CURB ADAPTER\3D\2000(Lennox)\