Specifications RECEIVED
ocr 17 2016
CITY OF TIGARI
BUILDING DIVISION
ATRIUM WEST (Plaza West)
NEW ROOF TOP UNITS 13 & 14
9600 SW Oak Street
Tigard, Oregon
STRUCTURAL CALCULATIONS
VLMK Project Number:20160270
Colliers International
851 SW Sixth Avenue
Portland, Oregon 97204
S,\RJCTU,
ED PROF
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EXPIRES: 12/31/2016
Prepared By: jim riemenschneider,P.E
i_.VmK
October,2016
ENGINEERING + DESIGN
Structural Calculations:Atrium west -#6 DC-1
Project: Atrium west— new units 13 & 14 Project Number: 20160270
Project Address: 9600 SW Oak Street Document: Structural Calculations for
Tigard, Oregon Building Permit
TABLE OF CONTENTS
Design Outline and Criteria DC-1 thru DC-3
Unit Anchorage Drawings M-1 thru M-5
Structural Calculations C-1 thru C-10
Reference Information R-1 thru R-10
DESCRIPTION OF STRUCTURAL SYSTEM
This 'Atrium west' consists of anchorage/support design and analysis for two roof top units at the site
located at 9600 SW Oak Street, Tigard, Oregon. This building is an existing 5 story office building with
a plan size of about 220 feet by 75 feet. The new units are to replace existing units. The existing roof
framing is comprised of metal decking, wide flange joists, and wide flange girders. One unit is around
610 lbs while the other is around 1660 lbs and each will use a new adapter curb to fit up with their
respective existing conditions. Included in the scope is the lateral anchorage of each unit and analysis of
existing support framing. Each new unit is less than 20 feet in length.
Previously, VLMK provided analysis for replacement of two units on the east end of the roof in December
of 2011, the west end of the roof in September, 2012, one on both ends in May, 2013, and two units
near the middle in November, 2013. Additional work was done in September of 2014.
***LIMITATIONS***
VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon
information provided by the client, who is solely responsible for the accuracy of the information. 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.
6tcad2016\20160270\Calculations\trium west DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
Structural Calculations:Atrium west -#6 DC-2
CODES
2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code)
DESIGN LOADS
Live Loads
Dead L
R000afdSnows
Load
Flat Roof Snow Load, Pr 25 psf
Snow Exposure Factor, Ce 1 .0
Snow Load Importance Factor, Is 1 .0
Thermal Factor, C, 1 .0
Snow Drift As Required
Roof(Commercial Buildings)
Roofing (new and future) 4.0 psf
Insulation 1 .5 psf
Metal Deck 2.2 psf
Wide Flange Joists 2.5 psf
Wide Flange Girders 1 .5 psf
Mechanical and Electrical 2.0 psf
Suspended Ceiling 1 .8 psf
Miscellaneous 4.5 psf
Total Roof Load 20.0 psf
Wind
Seismic
Ultimate Design Wind Speed, Voir 120 mph
Nominal Design Wind Speed, Vasd 93 mph
Risk Category II
Wind Exposure C
Internal Pressure Coefficient GCp; = +/ 0.18
45.44408
-122.77552
1 .0
SS = 0.977
S, = 0.424
Sds = 0.722
Sd, = 0.446
Location Latitude
Longitude
Seismic Importance Factor, le
Risk Category II
Mapped Spectral Response Accelerations
Site Class D
Spectral Response Coefficients
G 4cad2016\20160270\Calculations\4trium westDC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
Structural Calculations:Atrium west -#6 DC-3
Seismic Design Category D
Basic Seismic force resisting system(s) Special Reinforced
Concrete Shear Walls
Analysis Procedure Used Equivalent Static
Component Anchorage Factors ap Rp 1p S2a
HVAC Equip 2.5 6.0 1 .0 -
MATERIALS
Structural Steel
Plates and Shapes: ASTM A36 Fy = 36 ksi
Light Gauge Steel: 18 and 20 Gauge -ASTM Al 003 Fy = 33 ksi
ST3 3 H
16 Gauge and heavier-ASTM Al 003 Fy = 50 ksi
ST5OH
Bolts and Anchors
Anchor Bolts ASTM A307 (typical U.O.N.) Ft = 20 ksi
Lags into wood SAE J429 Grade 1
Screw, self tapping ASTM A 510 Fy = 36 ksi
-VS Brand Seld Drilling/Self tapping ICC ER# 5617
-Hilti Kwik-Pro Self Drilling ICC ER# 5617
Wood Framing
Joists, Beams and Douglas Fir #2
Stringers
Sills, Ledgers, Plates, etc. in contact with HVAC/wet Pressure Treated Hem Fir #2
surfaces
GN¢cad2016\20160270\Calculation4trium west-DC.docx
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
...
0 0 0 4
6 8
1 1
220.-01 ,
SEE NOTE 5
;E
35.-0' > 30'-0" 30'-0" 30'-0"1 30.-0" / 30.-0" 35'-q" SEE NOTE 5
/ / I,•01444
1 "
r.,
i
III A
--,..-
,.... ,
,.<
. _
',..:
EXISTING I A /ild-.,,, ,---: :NN
r-i
umT,ti of 2) --:' —' I /
._ TOTAL
= c, ,
'-o
I : 1_, ! s- ,,b. D
,.....3
7 7 ;
T 1 I I I I' r//i - -ez .-- - ',:10/ . ,-...
,,
. Z ' '
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8
REPLACE
,..,
EXISTING , . . __'
c•
rs)
r., ....__ ..."4 __ TOTAL ..,-;",
r.....1 \ A
- .4— , eq
4.. 1
,...
. _____. _ . . ,
Er
1 ,
,..., ,
EXISTING WIDE FLANGE .,
r.... e—
i,...,
BEAMS AND GIRDERS
SEE ENLARGED FRAMING
CO
..-.0
NOTE
PLAN,SHEET M-2 <
1....1 :
.7,/,, EXISTING ROOF "
cn
c...s
1.) CONTRACTOR TO VERIFY EXISTING FRAMING WITH ''/://://: MECHANICAL UNITS
CONDITIONS SHOWN AND NOTED PRIOR TO
I1, i
BEGINNING WORK
P
E 2.) WHERE INDICATED ON ENLARGED PLAN,NEW UNITS A ROOF PLAN
;--,, TO REPLACE EXISTING UNITS.
C
rs,
ivi_i 1" 300" c,
'
3.) NEW UNITS TO UTILIZE EXISTING CURBS AND CURB SIZES.
VERIFY CONDITION OF EXISTING CURBS FOR CORROSION,
DAMAGE,OR OTHER VISUALLY APPARENT STRUCTURAL
DETERIORATION AND NOTIFy_ENGINEER OF SUCH CONDT1ONS.
, ..
]
• 4.) NEW ADAPTER CURBS TO BE COORDINATED WITH EXISTING 5.) DIMENSIONS FROM ORIGINAL DRAWINGS.
▪ CURBS AND CONDITIONS PRIOR TO WORK. CONTACT AND FIELD VERIFY AS REQUIRED.
COORDINATE WITH ENGINEER IF ANY DISCREPANCIES EXIST.
VV L MI( Project: ATRIUM WEST Job#: 20160270 By: JiMR Date: 10.2016 Sheet#:
ENGINEERING+DESIGN
1
REPLACE EXISTING HVAC UNIT
[ NEW HVAC UNIT AND ADAPTER TO a
BEAR ON'EXISTING FRAMING ON
7
ALL SIDES(WT.'=610#)
(E)W14x26 JOIST
k�
w` `4:: 1 (E)W16x31 JOIST i
TYP
n
,l �' i 0 '6 '""`-,'I
EXISTING CURB
SUPPORT t'
i
(E)W16x31 JOIST 1 il £ i(E)W14x26 JOIST
I "n,P REPLACE EXISTING HVAC
�; UNIT NEW HVAC UNI AND
. 1 P :, .:. ADAPTER TO BEAR ON
® EXISTING FRAMING ON ALL
_.. . (E)W1
X _ SIDES(WT.=�60#) 1
6x31 JOIST (E)W14x26 JOIST
EXISTING MECHANICAL
' UNIT,TYPICAL
ti
;
(E)W16x31 JOIST (E)W14x26 JOIST
j
,
(Th
ENLARGED FRAMING PLAN
M 1/8";1'_0„
1
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com
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V L M K Project:ATRIUM WEST Job it: 20160270 By: JiMR Date: 10.2016 sheet#:
ENGINEERING+DESIGN
11117 I 1
i i t.
I [
NEW HVAC UNIT
BY OTHERS ' 1
-„,_ii. NEW HVAC UNIT ' F —1,—,'
ADAPTER I
'� I
I i
EXISTING CURB
TYPICAL"—SEE PLAN ' I
FOR MORE DETAILS '
s � 3 �
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EXISTING JOIST PER PLAN 1 I
BEYOND,TYPICAL.
E F
1 HVAC SUPPORT DETAIL - TYPICAL I
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3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
1
VV L M K Project: ATRIUM WEST Job#: 20160270 By: JiMR Date: 10.2016 Sheet#:
ENGINEERING+DESIGN
i
I
UNIT CASING
' NEW UNIT BASE AND
I
SECL)RE ANCHOR TO ` 1 BASE FAIL
UNITIWITH(4)#10 x 1 1
1/2"TEK SCREWS E d L J I
, , ��; SECURE ANCHOR TO CURB1 \/.....
WITH 4gy#1Q x 1/2"TEK
—, 1 ( m_. _ _ ._
FI = SCREWS,TYPICAL
16 GAUGE STEEL'CA FAB' _I. ' NEW HVAC NIT1
OR EQUAL ANCHOR,O I / ADAPTER CFRB
TOTAL,(1)EACH CORNER
ON LONG SIDES OF UNIT;
SECURE NEW HVAC UNIT ADAPTER CURB TO �
EXISTING CURB WITH MINIMUM#12 TEK SCREWS I #
ATn12'O.C.AND-(-2)SCREWS AT-CORNER _. ..__ C
ANCHOR PLATES TYPICAL I _ IIsi
AT CORNER PROVIDE ANCHOR PLATES, Pm:
16 GAUGE x 3"x REQUIRED,LAP UNDER_ I _ 10 GAGE'CANFAB'OR
AND OVER ANCHOR P ATE,LOCATE j EQUAL ANCHOR PLATE
±4 IN FROM CORNER I
�_._ _..�. EXL.STING1UNIT___. __
GGALVANIZED SHEET METAL-COUNTER- '
1 MOUNTING CURB I
FLASHINGI
II. EXISTING;METAL DECK REMOVE
EXISTING ROOFING j f I UNDER U; IT AS REQUIRED;
I / / \ I v / ; Lf
f
_ te--® '----• .��__._ � . _ �_�� ��. LJ��_ � __._�-�- _ _�� _
I
, e ,
T
SI-II AS REQUIRED A METAL DECK
CUT MEL DECK AS
REQUIRE FOR STRAP
I I .
SUPPORT FRAMING PR PLAN
SEE DETAIL®FOR STRAP
i
INFO N
( I '
I '
1 HVAC MOUNTING DETAIL 1
CI 1 1/2 1'-0"
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3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com
VVLR/IK project: ATRIUM WEST Job 0: 20160270 By: JiMR Date: 10.2016 Sheet u:
ENGINEERING+DESIGN
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4 AT CORNERS:
INSIDE FACE OF CURB
WALL PERPENDICULAR
1 172" _ 3' 3„ 1 1,2"
1111 � I BOTTOM PORTION'OF
BOTTOMIOF EXISTING
ROOF CURB AND TOP \
j EXISTING ROOF CURB
OF METAL DECK N ® ® E }
W ® 8
O \ SIDE OF EXISTING
w STEEL ROOF FRAMING
W_ C
CO
AT CORNERS AND AT MID-WIDTH,
(2)EACH SIDE,(8)TOTAL,PROVIDE
[ E 16 GAGE METAL PLATE x 9"x REQ'D
WITH(3)#14 SCREWS INTO EXISTING
CURB AND INTO EXISTING STEEL ROOF
I FRAMING,(6)TOTAL EACH PLATE
NOTE: 3
1. EDGE DISTANCE FROM CENTERLINE OF SCREWS TO BOTTOM OF
EXISTING ROOF CURB TO BEE FIELD VERIFIED.NOTIFY ENGINEER
OF RECORD.EDGE DISTANCE TO BE DETERMIN,ED.
I ' I
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TRAP DETAIL
M-J N.T.S.
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3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com
VV L M K Project: Job#: By: Date: Sheet#:
ENGINEERING•r DESIGN
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dig
Design Maps Summary Report
User-Specified Input
Report Title Atrium (Plaza)West Mech Units
Mon October 3,2016 17:56:50 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.44408°N, 122.77552°W
Site Soil Classification Site Class D-"Stiff Soil"
Risk Category I/II/III
,k ,n„s �''
A
tiE
744 a 3"'�r1 's x
t��Y b� ��a� A N'' y��`3'7S vk"+� .� _
''Y,• �' d
Yrs.- 'vm
,�`'m
r
�ry -amu
s
mss- a t
ay
tglizt.
r
USGS-Provided Output
Ss = 0.977 g SMs = 1.084 g SDs = 0.722 g
Si = 0.424 g SMI = 0.669 g SDI = 0.446 g
For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP"building code reference document.
MCE Response Spectrum Design Response Spectrum
0.22
1.10 0.90
0.99 0.12
0.93 0.64
0.77. 0.56
0.40 ST 0.49
0.55 re 0.40 r.
0.44 0.32 [
0.31 0.24
0.14
0.22
0.11 0.02
0.00 0.00
0.D0 0.20 0.40 0.90 0.20 1.00 I,2D 1.40 1.60 1.20 2.00 0.00 0.20 0.10 0.90 0.90 1.00 1.20 1.40 1.60 1.90 2.00
Period,T(sec) Period,T(sec)
For PGAM,T1,CRs,and CR1 values, please view the detailed report.
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of
the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
VINLMIK
l
Project: ATRIUM WEST lobs+•: 20160270 By: JiMR Date: 10.2016 Sheet It:
ENGINEERING+DESIGN
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Wind Loads on Rooftop Structures and Equipment - unit 13 In ,
Based on the 2012 International Building Code and ASCE 7-10, 29.5.1
TYPICAL SCREEN WALL
v�\a
_f
WO
f ./"ot- Fh
/ ''l wTYPICAL MECHANICAL UNIT
4 Fh
H ` •/04.
h
DESIGN INPUT
B = 220 , ft Horizontal Dimension of Building Measured Normal to the Wind Direction
h = 52 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10°) -
Height = 6.25' ft Height of Rooftop Structure or Equipment
Width = 9-58 ft Width of Rooftop Structure or Equipment, Perpendicular to Wind
Depth = 5.125 ft Depth of Rooftop Structure or Equipment, Parallel to Wind
H = 58.3 ft Height to Top of Structure or Equipment
VUit = 120 mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, &C]
C Exposure Category [Section 26.7.3]
Zg = 900 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1]
a = 9.5 3-Second Gust-Speed Power Law Exponent [Table 26.9-1]
KZ = 1.103 Velocity Pressure Exposure Coefficient [Table 29.3-1]
KA = • 1 00 Topographic Factor [Figure 26.8-1]
Kd = , 0.85 Wind Directionality Factor [Table 26.6-1]
ANALYSIS
qZ = 0.00256KZKZtKdVU,t2 [Equation 29.3-1]
qz = 34.6 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]
At = 59.89375 sf Area of Structure Normal to the Wind Direction (Horizontal face)
Ar = 50.31075 sf Area of Structure Perpendicular to the Wind Direction (Vertical face)
B*h = 11440 sf Building Area Normal to the Wind Direction
Fh = 9 h(GCr)A f [Equation 29.5-2] _
Fh = 3933 lbs Horizontal Design Wind Force (Ult., 1.0W) KK.,
Ph = 65.7 psf Horizontal Design Wind Pressure (Ult., 1.0W) 4; -
R�i,^,',yti4 d*
Fv = 9n(GCr)Ar [Equation,,215 .3] -
t F„ = 2608 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W) �e
p„ = 51.8 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.com
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VV L MK Project: Atrium West Job#: 20160270 By: JiMR Date: 10.2016 Sheet#:
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_ I Mechanical Unit Anchorage Design - Unit 13
Based on the 2012 International Building Code and ASCE 7-10 C- 3
. DESIGN INPUT
Seismic Parameters: x
Sos =:''::-O-7-24.::,- g Design Spectral Response Acceleration
•Q = ':::i,'':1.,C., Overstrength Factor [ASCE7 12.2-1 or 15.4-1] 3 4 -
AD = S
2 '±;.:''; [ASCE7 13.5-1 or 13.6-1] Qct
RD = 0_
6 .,° [ASCE7 13.5-1 or 13.6-1] -I-CR Y
Ycg
10 = 1 00; [ASCE7 13.1.3]
•
z = 52 ft Attachment height from base of structure - z
h='': 52;T: ft Average roof height of structure from base I
Xcg
Wind Parameters: PLAN VIEW
PHORIz. = :,:65:,v.7.,` psf Design Wind Pressure (psf), 1.0W
PUPLIFr =;•:Si.#1--`,;;psf Design Wind Pressure (psf), 1.0W
j .Mechanical Unit Parameters: Occ
Wo 1, 61- lbs Total Weight zcg
X 11.8 0`''in Base Dimension (max) i
Y 63 0> ;in Base Dimension (min) • SIDE VIEW
Z s: '57 0, . in Height of Unit
Zcurb18 0 in Height of Curb, where occurs Load Combinations:
Xca -,-,.,1.0,-.4,.:,::
in Center of Gravity Seismic: Wind:
Yco =1>,',1L3'; in Center of Gravity (0.9-.2SDS)D + 52E 0.9D + 1.0W
Zca = 283''''%_in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.7c E 0.6D + 0.6W
ANALYSIS
Base Shear: (Load applied to all (4)anchors/corners together)
Seismic: 0.4aS W
Fp = Rp I p (1+21= 600 lbs _1.6SDSIpWp = 1919 lbs OK
plp >0.3SDSIJWp = 360 lbs OK
Base Shear, QVUE = 600 lbs Seismic, QE
Wind: V„N, = 3969 lbs Wind, 1.0W V,BASE = 3969 lbs Wind
= 2382 (ASD)
Anchor Shear: (Load applied to each anchor/corner)
Seismic: Design Eccentricity 5%
Anchor: dx dx^2 dy dy^2 ex = 2.9 in ev = 1.575 in
1 58 3364 31.5 992.25 Mx-x = 1739 in-lbs Mv_v = 944 in-lbs
2 58 3364 31.5 992.25 Y Direction X Direction
3 58 3364 31.5 992.25 V1,3 = 157 lbs V1,2 = 157 lbs
4 58 3364 31.5 992.25 V2,4 = 157 lbs V3,4 = 157 lbs
13456 3969
Wind: V1,2,3,4 = 992 lbs Max VU,ANCHOR = 992 lbs Wind
= 595 (ASD)
Overturning/Uplift: (Load applied to each anchor/corner)
Seismic: Ma = 27882 lb-in Seismic, QE Net Tension: Tx* = 925 lbs
Mres,x = 72793 lb-in Seismic, SEE Tv* = 1465 lbs , " yFti
Mres,v = 39534 lb-in Seismic, QE 17 _�
Wind: M = t
Dc = 148852 lb-in Wind, 1.OW MaxMT,,,ANCHOR1465 lbs ,'�/lild Y
Mres,x = 86704 lb-in Wind, 1.0W = 854 (ASD}.. >. ;_°,
.x ., '
Mres,v = 47089 lb-in Wind, 1.0W *Negative(-)values Indicate there is no net u�ift...,--
3933 SW Kelly Avenue Portland,OR 97239 fel:503.222.4453 fax:503.248.9263 wuw.vlmk.cam
1
NfIfLMK Project: ATRIUM WEST Job#: 20160270 By: ]iMR Date: 10.2016 Sheet#:
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Wind Loads on Rooftop Structures and Equipment - unit 14 .
Based on the 2012 International Building Code and ASCE 7-10, 29.5.1 C-7:21L-
-
TYPICAL SCREEN WALL
a�
_ t A- Ph
f• - is TYPICAL MECHANICAL UNIT
71 .111101111~.-
z � Fh �tii�
�G
h
DESIGN INPUT
B = 220 ft Horizontal Dimension of Building Measured Normal to the Wind Direction
h = 52 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10) -
Height = '3.75 ft Height of Rooftop Structure or Equipment
Width = 6 17 'ft Width of Rooftop Structure or Equipment, Perpendicular to Wind
Depth = 383 >ft Depth of Rooftop Structure or Equipment, Parallel to Wind
H = 55.8 ft Height to Top of Structure or Equipment
V„lt 120 mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, & C]
G Exposure Category [Section 26.7.3]
zg = 900 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1]
a = 9.5 3-Second Gust-Speed Power Law Exponent [Table 26.9-1]
KZ = 1.103 Velocity Pressure Exposure Coefficient [Table 29.3-1]
Krt = 1.00 Topographic Factor [Figure 26.8-1]
Kd = ,„-0-85 Wind Directionality Factor [Table 26.6-1]
ANALYSIS
qZ = 0.00256KZKZKdVait2 [Equation 29.3-1]
qZ = 34.6 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]
At = 23.1225 sf Area of Structure Normal to the Wind Direction (Horizontal face)
Ar = 23.63428 sf Area of Structure Perpendicular to the Wind Direction (Vertical face)
B*h = 11440 sf Building Area Normal to the Wind Direction
S
Fh = q h(GCCr)A r [Equation 29.5-2]
Fh = 1518 lbs Horizontal Design Wind Forcel'r (Ult., 1.0W) ,,,,-
Ph = 65.7 psf Horizontal Design Wind Pressure (Ult. 1.0W) 1- k
Fv = g h(GC 1-)A r [EquaoRt yrte
rti ]
tF„ = 1225 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W)
P., = 51.8 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.com
1
VV L M K Project: Atrium West job#: 20160270 By: JiMR Date: 10.2016 Sheet#:
ENGINEERING+DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Mechanical Unit Anchorage Design - Unit 14 --
C`'D
Based on the 2012 International Building Code and ASCE 7-10
I
l DESIGN INPUT
Seismic Parameters: x
Sps 0.722 ,_,9 Design Spectral Response Acceleration
Q = ". 1.0 , Overstrength Factor [ASCE7 12.2-1 or 15.4-1] S 3 4 •
Ap 2 S;',; [ASCE7 13.5-1 or 13.6-1] CII R Y
Ro 6 0 - [ASCE7 13.5-1 or 13.6-1] Ycg
Ip =..< 100` [ASCE7 13.1.3]
z --:':.$',Z-,'-'17ft Attachment height from base of structure
�
h5'2:-•::'r ft Average roof height of structure from base xcg
Wind Parameters: PLAN VIEW
} PHORrz =•-:,,'-.65/7 ',-psf Design Wind Pressure (psf), 1.0W
PUpLIFT = ` 51 8.;`'psf Design Wind Pressure (psf), 1.0W
Mechanical Unit Parameters: OcD
W 607 lbs Total Weight zcg
X 74 0 in Base Dimension (max) t '
Y 468 : in Base Dimension (min) SIDE VIEW
Z = 33 0,ti'-in Height of Unit
- Zcurb
,{••;0 , in Height of Curb, where occurs Load Combinations:
Xcq 37 0 in Center of Gravity Seismic: Wind:
Yca 23 4 . in Center of Gravity (0.9-.2SDS)D + QE 0.9D + 1.0W
- Zcq 46:5-,,:,.., 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: 0.4a S W
Fp = a IS p C1+2 h)= 219 lbs <_1.6SDSIpWp = 701 lbs OK
p� ° >_0.3SDSIpWp = 131 lbs OK
Base Shear, S2V„E = 219 lbs Seismic, QE
Wind: VUw = 1519 lbs Wind, 1.0W V,,,BASE = 1519 lbs Wind
= 912 (ASD)
Anchor Shear: (Load applied to each anchor/corner)
Seismic: Design Eccentricity `5°In„
Anchor: dx dx^2 dy dy^2 ex = 1.85 in ev = 1.1688 in
1 37 1369 23.375 546.39 MX-X = 405 in-lbs M,„ = 256 in-lbs
2 37 1369 23.375 546.39 Y Direction X Direction
3 37 1369 23.375 546.39 V1,3 = 58 lbs V1,2 = 58 lbs
4 37 1369 23.375 546.39 V2,4 = 58 lbs V3,4 = 58 lbs
5476 2185.56
Wind: V1,2,3,4 = 380 lbs Max V .ANCHOR = 380 lbs Wind
= 228 (ASD)
Overturning/Uplift: (Load applied to each anchor/corner)
- Seismic: Mot = 6245 lb-in Seismic, QE Net Tension: TX* = 406 lbs
Mres,x = 16970 lb-in Seismic, SIE Tv* = 540 lbs 4,i 5°,.
Mres,v = 10721 lb-in Seismic, QE e :4 4)
- Wind: Ma = 34185 lb-in Wind, 1.0W Max Tu,ANCHOR* = 540 Ibs ; Mnd
�.
fft
Mres,x = 20213 lb-in Wind, 1.0W = 315 (ASD}, -'� ��
„yap''.
Mres,v = 12770 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift-
3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.v{mk.com
I
VV L M K Project:ATRIUM WEST job tt, 20160270 By: JiMR Date: 10.2016 Sheet#:
ENGINEERING+DESIGN
NIMII
• ' . '---OW
,-. ••
I
0 ' / . 0 .: •
--
14 ,5 14- SI
REPLACE EXISTING HVAC UNIT
, .
NEW HVAC UNIT AND ADAPTER TO
BEAR ON EXISTING FRAMING ON
' ALL SIDES(WT.=610#)
; A_t m
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6”)
I I (E)W16x31 JOIST -.. -I
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1( • l',(E)W14x26 JOIST
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REPLACE EXISTING HVAC
11,,-,-,-,-Z:-;:i>.,,,, :. L.:.............i', UNIT NEW HVAC UNIT AND
.,',..:..........i.;;;..,.. ...„.......::...,....;! ADAPTER TO BEAR ON
.3K,;----2.,t! i , . .,.,i :•-•,----:--- 1, .
,,, , , i.--- ----,, ' EXISTING FRAMING ON ALL -
,.......—,........_..................,
; -• Ili tik,„ 1 , SIDES(WT.=1660#)
II
(E)W16x31 JOIST - g" (0 I 5 ; (E)W14x26 JOIST
. • ; - I - ,,,,.... ..,_k : -
EXISTING MECHANICAL
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UNIT,TYPICAL
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(E)W16x31 JOIST .
' (E)W14x26 JOIST
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3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fox:503.248.9263 www.vimk.com
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Title Block Line 6
Pcnte1:3OCT 2010. 1329M
�' ,eel.Bearrl ; File=G:lAcad20161201602701C7A4yC•=F16HLNBX.-B,EC6.'.
ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver:6.16.6.7
Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS
Description: e W14x26
CODE REFERENCESCE
.) TEtitICA- > ar5
•
Calculations per AISC 360-10, IBC 2012,ASCE 7-10 �
Load Combination Set:ASCE 7-10 >-tg`*/
Material Properties
Analysis Method:Allowable Strength Design Fy:Steel Yield: 36,0 ksi
Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
D(0.391 D(0.51 D(0.30) D(ODOBVs4O,531251 D(0.431
S0 t t it t * K
y!,?sf s., ..xs ..,. ';,r' '"` rv'„�x ,;,.;4 F .a 1° ,� �� ,�.r s �" ,rte .E` ,„te t "' ," 4 ,� 3. `,.c. ,..!2-� £ t gr, c 4
_ r _ rwz ��M, � .,AAs s .m�=.�.. ��. ^� ,w�ka• .`t�::;�a4'.'.,� ��Fss'���a�.,.;4�
7 span=30.0ft
W1446
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=9.250 ft,(DL+SLroof)
Point Load: D=0.50 k @ 8.0 ft,(Mech NEW 30% OF 1.66K CORNERS)
Point Load: D=0.50 k @ 14.50 ft,(Mech NEW 30% of 1.66)
Point Load: D=0.390 k @ 4.0 ft,(30%of 1.3)
Point Load: D=0.390 k @ 10,50 ft,(30%of 1.3)
Point Load: D=0.430 k @ 15.0 ft,(1/3 of 1.3)
Point Load: D=0.430 k @ 21,50 ft,(1/3 of 1.3)
DESIGN SUMMARY Desi•n OK
Maximum BendingStress Ratio = - - - - - - --
0.877: 1 Maximum Shear Stress Ratio= 0.160 : 1
Section used for this span W14x26 Section used for this span W14x26
Ma:Applied 63.335 k-ft Va:Applied 8.190 k
Mn/Omega:Allowable 72.216 k-ft Vn/Omega:Allowable 51.041 k
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span 14.571 ft 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 0.595 in Ratio= 604>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 1.430 in Ratio= 252>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
-- ------ ----- -- -- --- ---- - --------
Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
+D+H
Dsgn.L= 30.00 ft 1 0.517 0.092 37.34 37.34 120.60 72.22 1.00 1.00 4.72 76.56 51.04
+D+L+H
Dsgn.L= 30.00 ft 1 0.517 0.092 37.34 37.34 120.60 72.22 1.00 1.00 4.72 76.56 51.04
+D+Lr+H
Dsgn.L= 30.00 ft 1 0.517 0.092 37.34 37.34 120.60 72.22 1.00 1.00 4.72 76.56 51.04
+D+S+H
Dsgn.L= 30.00 ft 1 0.877 0.160 63.33 63.33 120.60 72.22 1.00 1.00 8.19 76.56 51.04
+0+0.750Lr+0.750L+H
Dsgn.L= 30.00 ft 1 0.517 0.092 37.34 37.34 120.60 72.22 1.00 1.00 4.72 76.56 51.04
+D+0.750L+0.7505+H
Dsgn.L= 30.00 ft 1 0.787 0.143 56.84 56.84 120.60 72.22 1.00 1.00 7.32 76.56 51.04
+D+0.60W+H
Dsgn.L= 30.00 ft 1 0.517 0.092 37.34 37.34 120.60 72.22 1.00 1.00 4.72 76.56 51.04
+D+0.70E+H
Dsgn.L= 30.00 ft 1 0.517 0.092 37.34 37.34 120.60 72.22 1.00 1.00 4.72 76.56 51.04
+0+0.750 Lr+0.750 L+0.450 W+H
Dsgn.L= 30.00 ft 1 0.517 0.092 37.34 37.34 120.60 72.22 1.00 1.00 4.72 76.56 51.04
+D+0.750L+0.750S+0.450W+H
Title Block Line 1 Project Title:
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Title Block Line 6 Purled 3OCT 201b, 1320
File=G:Aca 20161201602701c7A4YO-F113HLNBX-B.EC6
Steel $ealnl ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver.6.16.6,7
Lie, :iCVit-0600272$
Licensee.VLMKCONSULTING ENGINEERS,
Description: e W14x26
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega .
Dsgn.L= 30.00 ft 1 0.787 0.143 56.84 56.84 120.60 72.22 1.00 1.00 7.32 76.56 51.04
+D+0.750L+0.7505+0.5250E+11
Dsgn.L= 30.00 ft 1 0.787 0.143 56.84 56.84 120.60 72.22 1.00 1.00 7.32 76.56 51.04
+0.60D+0.60W+0.60H
Dsgn.L= 30.00 ft 1 0.310 0.055 22.41 22.41 120.60 72.22 1.00 1.00 2.83 76.56 51.04
+0.60D+0.70E+0.60H
Dsgn.L= 30.00 ft 1 0.310 0.055 22.41 22.41 120.60 72.22 1.00 1.00 2.83 76.56 51.04
Overall Maximum Deflections
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
+0+5+H 1 1.4305 14.914 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 8.190 7.723
Overall MINimum 2.833 2.553
+D+H 4.721 4.254
+D+L+H 4.721 4.254
+D+Lr+H 4.721 4.254
+D+S+H 8.190 7.723
+D+0.750Lr+0.750L+H 4.721 4.254
+D+0.750L+0.750S+H 7.323 6.856
+D+0.60W+H 4.721 4.254
+D+0.70E+H 4.721 4.254
+D+0.750Lr+0.750L+0.450W+H 4.721 4.254
+0+0.750L+0.7505+0.450W+H 7.323 6.856
+D+0.750L+0.750S+0.5250E+H 7.323 6.856
+0.60D+0.60W+0.60H 2.833 2.553
+0.60D+0.70E+0.60H 2.833 2.553
D Only 4.721 4.254
Lr Only
L Only
S Only 3.469 3.469
W Only
E Only
H Only
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Piaaea:3 v T 2015, 1 PM
Sfeei�pt: File=aVkcad20162m6027o C7A4Yc-n13RN8DJ-2 Ec6
Lxc#:.FCYti £0{i72$,, o-, uild:@16:6.7.Ver:6.1B 6.7.
fNERCALt;;INC.1983-2016 B
Licensee:,VLMKCONSULTING ENGINEERS
•
Description: (E)W16x31
CODE REFERENCES �" ;el
Calculations per AISC 360• IBC: , CBC ,ASCE 7- U}".,J tier pbb4-
Load Combination Set:ASCE 7
Material Properties __-
Analysis Method:Allowable Strength Design Fy:Steel Yield: 36.0 ksi
Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: (29,000.0 ksi
Bending Axis: Major Axis Bending
D(0.03) D(0.21S(0 25) DM 42)
• • I * •
•
.d�. _....... ....... ..,.,,.4. .� _�__�.z Yom..,.,,.m# v>. .,d.� _..,� ..�_„€�`.��...a,�,.�,� 'k+;�
A Span=350 ft
W16x31
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=10.0 ft,(DL+ SL)
Point Load: D=0.210 k @ 20.50 ft,(MECH (1/3 OF 0.61 EACH CORNER))
Point Load: D=0.430 k @ 20.50 ft,(OTHER MECH(30% OF 1.3 K EACH CO)
Point Load: D=0.210 k @ 14.330 ft,(MECH(1/3of 0.61K EACH CORNER))
Point Load: D=0.430 k @ 14.330 ft,(OTHER MECH(30% OF 1.3KEACH CORN)
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.854: 1 Maximum Shear Stress Ratio= 0.144 : 1
Section used for this span W16x31 Section used for this span W16x31
Ma:Applied 82.891 k-ft Va:Applied 9.062 k
Mn/Omega:Allowable 97.006 k-ft Vn/Omega:Allowable 62.964 k
Load Combination +D-FS Load Combination +D+S
Location of maximum on span 17,500ft 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 0.779 in Ratio= 538>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 1.675 in Ratio= 251 >=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
D Only
Dsgn.L= 35.00 ft 1 0.460 0.074 44.61 44.61 162.00 97.01 1.00 1.00 4.69 94.45 62.96
+D+L
Dsgn.L= 35.00 ft 1 0.460 0.074 44.61 44.61 162.00 97.01 1.00 1.00 4.69 94.45 62.96
+D+Lr
Dsgn.L= 35.00 ft 1 0.460 0.074 44.61 44.61 162.00 97.01 1.00 1.00 4.69 94.45 62.96
+D+S
Dsgn.L= 35.00 ft 1 0.854 0.144 82.89 82.89 162.00 97.01 1.00 1.00 9.06 94.45 62.96
+D+0.750Lr+0.750L
Dsgn.L= 35.00 ft 1 0.460 0.074 44.61 44.61 162.00 97.01 1.00 1.00 4.69 94.45 62.96
+D+0.750L+0.750S
Dsgn.L= 35.00 ft - 1 0.756 0.127 73.32 73.32 162.00 97.01 1.00 1.00 7.97 94.45 62.96
+D+W
Dsgn.L= 35.00 ft 1 0.460 0.074 44.61 44.61 162.00 97.01 1.00 1.00 4.69 94.45 62.96
+D+0.70E
Dsan.L= 35.00 ft 1 0.460 0.074 44.61 44.61 162.00 97.01 1.00 1.00 4.69 94.45 62.96
Dsen.L= 35.00 ft 1 0.460 0.074 44.61 44.61 162.00 97.01 1.00 1.00 4.69 94.45 62.96
Dsgn.L= 35.00 ft 1 0.756 0.127 73.32 73.32 162.00 97.01 1.00 1.00 7.97 94.45 62.96
+D+0.750Lr+0.750L+0.5250E
•
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Title Block Line 6 Pdnte' 3OCT 2016,1'19PM
File=G:Acad2016120160270tC7A4YC- 1814N8DJ-2.EC6
Steel.Beam ENERCALC,INC.1983-2016,Budd:616.£f,Ver.8.16.67
Lic.#.Kw' .06002728 , Licensee:VLMK CONSULTING ENGINEERS
Description: (E)W16x31
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Dsgn.L= 35.00 ft 1 0.460 0.074 44.61 44.61 162.00 97.01 1.00 1.00 4.69 94.45 62.96
+D+0.750L+0.750S+0.5250E
Dsgn.L= 35.00 ft 1 0.756 0.127 73.32 73.32 162.00 97.01 1.00 1.00 7.97 94.45 62.96
+0.60D+0.70E
Dsgn.L= 35.00 ft 1 0.276 0.045 26.77 26.77 162.00 97.01 1.00 1.00 2.81 94.45 62.96
Overall Maximum Deflections
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+S 1 1.6749 17.500 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 9.062 9.056
Overall MINimum 2.812 2.808
D Only 4.687 4.681
+D+L 4.687 4.681
+D+Lr 4.687 4.681
+D+S 9.062 9.056
+D+0.750Lr+0.750L 4.687 4.681
+D+0.750L+0.750S 7.968 7.962
D Only 4.687 4.681
Lr Only
L Only
S Only 4.375 4.375
W Only
E Only
H Only
( Carrier
United Technologies
R-1
SUBMITTAL
Project
Plaza West - REVISED
Date
Monday, August 15, 2016
•
Unit Report For GP-14
Project: -Untitled137 08/15/2016
Prepared By: 03:46PM
Unit Parameters Dimensions(ft.in.)&Weight(1b.)*** p��
Unit Model. 48KCDA06A2A5-0A0A0 Unit Length' 6'2.; R
Unit Size. 06(5 Tons) Unit Width. 3' 10.i5"
Volts-Phase-Hertz. 208-3-60 Unit Height 3'5.375"
Heating Type. Gas *** Total Operating Weight 607 lb
Duct Cfg. Vertical Supply/Vertical Return
Low Heat *** Weights and Dimensions are approximate. Weight does
Single Stage Compressor Models not include unit packaging. Approximate dimensions are
9 9 P provided primarily for shipping purposes.For exact
dimensions and weights,refer to appropriate product
data catalog.
Lines and Filters
Return Air Filter Type. Throwaway
Return Air Filter Quantity. 4
Return Air Filter Size. 16 x 16 x 2
Unit Configuration
Medium Static Option Belt Drive
Al/Cu-Al/Cu
Base Electromechanical Controls
Standard Packaging
Warranty Information
1-Year parts(std.)
5-Year compressor parts(std.)
10-Year heat exchanger-Aluminized(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
48KCDA06A2A5-0A0A0 Rooftop Unit 1
Base Unit
Medium Static Option Belt Drive
None
Accessories
CRTIMEGD001A00 Time Guard II 1
Packaged Rooftop Builder 1.42 Page 4 of 20
Certified Drawing for GP-14
Project:—Untitled137 08/15/2016
Prepared By:
03:46PM
NOTES:
�,sWWW�1L�UN ITfD
1.DIHEHSIOX6 AAE IN INCHES,DEAROI0N5 J�DANDIEL061EG UYEAu6L.4A� ACCEPTAI[ r
IN[ ]AAE[N NII LINETER3. UNIT J X 11 PXASEI N(3 PHASE) Wk9 DANDIER Iszii us[o nrxavl uexl[q s is
2.& CENTER OF GRAVITY IBKC 04 33 318 II TIB II T/8 [oevORAriw s6Nl ntx Cws6xT. F0 4axTRur.
18411 13111 D 11
4XC OS 33 310 11 118 10 5/e CIA XEION SIZES
3. DIRECTION OF AIR FLOW [0411 [3111 [1121 A 1 310•[351 0[A FIELD POWER SUPPLY HOLE
4850 06 11 318 14 118 18 5)8
11051] 13TT1 [4121 D 2'1501 DIA POWER SUPPLY KNOCKOUT
C 13)4'1511 DIA GAUGE ACCESS PLUG
33-3/0 D N'1221 DIA FIELD CONTROL WIRING HOLE
10481 E 314'-14 NPT CONDENSATE DRAIN
F I/2"-11 NPT OAS CONNECTION
e G 2 112'1641 DIA POWER SUPPLY KNOCK-OUT
32-1/4 ECOXONIMEY X000
18181 TOPTEOXALI I6
.... -N 1106]
Iy11 FILTER ACCESS PANEL
(i00L-LE SB) CORP. I ♦ THRU-THE-BASE CHART
ACCESS CONDCXSEA THESE HOLES REOUTAED FOR USE
PANEL I CO[L CRUMPWRODIA01,003A01
INDOOR COIL NI THREADED WIRE AEO'D ROLE
ACCESS PANEL I COXOUII SIIE USE BI ZFS INAY,1
•/�/// // 25-510 N Ill' ACC 110'[22.21
1 _J 0/4 \ [652] It 1110 Y Ill' 21V 7/8'E22.21
-— in sy—w •ziAEI 41 1D� RETURN AIR RETURN Y 3/1'1001,0031 POWER 1 Il8'128.11
1� AIA Ies 1003)1/2'FPI' GAS 1 3116'130.01
AXDLE 2-5/8—1 1 FOA"T HRU-THE-BASEPAN•FACTORY 6PT[OX,
BACK 1611 �i I I FITTINGS EOq ONLY X,Y,8 2 APE PROVIDED
TYP E ALT. I ETRE,
DITHER '04'04[14'S
OR 12'
CURB ,11 CONDENSATE BE ET-E)E FOR POWER,DEPENDING3Id'ON WI1RE SIZE
WIDTH 'X DRAIN OPENING [4511
I1 J yy' IN RISE PAX SUPPLY ! 26-1/1 29-3/d a• 10011 PROVIDES 34 4'DPI SHRU CURD
145910 ( I / AIA 111 [6131 [1111 SU FLANGE d FITTING.
16-1/8 11-114 It-111 /. AIR
F 4111 [3631 [3121 SEE DHRU TWE 6-1/4 +III
I : BASE CXART III :1511•
I 12-118•l—3-318
25 ..I • LUf [3011 [851
if -K
16361 DIODE TOP 011012
4-518
01181 10-112
[2651
1-1/4
132]
LEC TR ICAI
—.-,--= D[SCxnoXOXN ECT
aIONOEXSERCONTROCO[L BOX
ACCCESS LPANEL • ACCDESSBLOWERCOHDCx3AiE I. FILTER
OAA[Xi 0101.11116. 111 OPTIONAL =1![_ , I- 19 II/2 , OPTIONAL ® 6I AETUAXFACTORY OUTSIOC
I XSTALI EO lg
11-31011. A1�1 !i DIINSTALLED
SCONNECT ANOLf12091SUPPLY AIR� •CAYVEN IENCE [194] FACTORY I [ IROUTL Ei ` 21-I/1
LI mI 6-5/0 �. Q 1—!— 15391
nssl _ i
395]3/4 6-311 I HANDLE 0-3/e 4'
1 30-110 [213] i 8-518— i i-6
11181] [264] 11691 [111] [1 521
11-3/8 73
26-118
[1888] [6021 BAAg4E TA IC
31-1/1 RELIEF
LEFT 11931 FLOW
FRONT AI RPED 1,RETURN ,-
RIGHT AIR W
48KC 04-06 SINGLE ZONE ELECTRICAL RED
IOFz 09-16-14 311Erl DM ,N�- COOLING WITH GAS HEAT 48KC000281
Packaged Rooftop Builder 1.42 Page 5 of 20
Certified Drawing for GP-14
Project:—Untitled137 08/15/20P16
Prepared By:
STD.UNITCORNER CORNER COINER COAXER CCE
CI L
6ES 116lr a 15u 11. 3YUrtmI4 WyUT mu01
UNIT WE]0IT WE[6 (AI WIGHT ID) MEIGXT IC) MIGHT IDI . G
LBS. KG. IBS. 106. LBS. NG. LBS. M. LBS. 48. I T Z
4810 04 490 222 120 54 111 30 125 56 135 61 35 3//19081 24 3/4 16281 10 1/8 11191
45NC 05 544 211 130 58 126 51 111 61 146 66 36 3/4 11331 24 5//16281 10 1/8 11131
48110 06 591 210 141 61 156 10 158 71 142 64 39 1/0 19931 23 1/2 15911 20 1/0 15111
•STANDARD UNIT WEIBXT IS WITH 1011 GAS NEAT AM WITHOUT PACKAGING.
TOA OTNEA OPTIONS AND MCESSOHIE5.REEEA TO THE PBOOUCT DATA CATALOG.
CORNER A CORNER B
•
Illll111111 . - . .. __ __.
— 0
�' l���x\`
•
G
•
CORNER D I CORNER C
1
TOP
i .. .
Jr
•
11 l J ••
FRONT TI
•'..•' 486C 04-06 SINGLE ZONE ELECTRICAL 48NC000281 r rih
20112 09-16-14 - COOLING WITH GAS HEAT -
—
Packaged Rooftop Builder 1.42 Page 6 of 20
Unit Report For GP-13
Project: —Untitled137 08/15/2016
Prepared By: 03:46PM
R-5
Unit Parameters Dimensions(ft. in.)&Weight(1b.)***
Unit Model. 48TCED16A2A5-0A0G0 Unit Length' 9'7.875"
Unit Size. 16(15 Tons) Unit Width. 5'3.375"
Volts-Phase-Hertz. 208-3-60 Unit Height. 4'9.375"
Heating Type- Gas *** Total Operating Weight. 1661 lb
Duct Cfg. Vertical Supply/Vertical Return
Medium 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. 6
Return Air Filter Size- 18 x 24 x 2
Unit Configuration
Medium Static Option(Belt Drive)
Al/Cu-Al/Cu
Base Electromechanical Controls
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.)
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
48TCED16A2A5-0A0G0 Rooftop Unit 1
Base Unit
Medium Static Option(Belt Drive)
None
2 Speed Fan Controller (VFD)
Accessories
CRECOMZR071A00 LOW LEAK-Vertical EconoMi$er 1
CRTIMEGD001A00 Time Guard Il 2
CRPWREXH080A00 Power Exhaust System 1
Packaged Rooftop Builder 1.42 Page 13 of 20
Certified Drawing for GP-13
Project:—Untitled137 08/15/2016
Prepared By:
03:46PM
ROTES: ,,y�amy UX I TEO u51 niAal un:AA A AttEP1AXRR or mYnA[T
•Y 7§I CARRIEl0G 1[S 6CIIius[.�p OEDIORATEDR t RR111EY 6DNIEYT. E u
I.
INXEXSIOAR AAE IX IXCXES DINEXSIONS BVI/CARR IfA �>rR�
IN[ ]ARE IN XILLIXfiEb3.
2.S CENTER OF GRAVITY
61-1/8 52-EEC
115521 113141 CONNECTION SIZES
3.110,.DIRECTION OF AIR FLOW
1 B 2 1l2'1641 DIA POWER SUPPLY HOLE
0 7/8'[221 DIA FIELD CONTROL WIRING HOLE
' ECONOMIZER X000[VERTICAL)
TWO-POSITION DAMPER HOOD 0 11/'-14 APT CONDENSATE DRAIN
[VERTICAL AND IpAIZONTAII 29 F 718.1221 DIA FIELD CONVENIENCE OUTLET HOLE
• [OPTIONAL)
46-7/8 [i JR]
TXRU-THE-BASE CHART
_�\ [1190] I 12-S/8
I3211 THESE MMES AEOUTAED
USEFLTEDOYERFACS1PAEL
r O-311 CRBTNPWROD5A00,00RAOO,0R1A00
RYERTICALR 26I116I ♦ ACCESDORY• TXAEAOER TIRE REED GELS
COMPRESSOR COXDfXSEA ��.
ACCESS COIL H I 16601 RETURN NO. CONDUCT 512E USE SIZES INAN.I
PANEL AIR 112' ACC, Ti/'122.21
SECEDE COIL 1 1/2' 2AV tSIC[22.21
1 ACCESS PANEL •- - 3 R 005 314.4.PIPE POWER,151 311'[11.5]
r 22.11E
15131 = IBR I] [1055] 1/2. ACC 1/8'[22.2]
t♦ 006 1/2' 24V I/6'122.21
■II Iii�! Y f 1l2' POWER 2'[50.814.
1400 O �'�I \ ��� SUPPLY ill 11-318 SUPPLY 314'PIPE GAS 1 311'144.5]
�� AIA 11211 [11261 AIA tl2' A[[ i/8'[22 2]-
20-1/2j� VERTICAL ll2' 21Y T/B',[22,1.22.3:27,5131
22.21
ANGLE [5221 - t 001
PRESSURE GAUGE NAXI FOLD BACK ,, t' POWER i 1l2'[63.51
ACCESS SLOT ll4'II PE 6A5 ,2,1i/38,,..:
3l/'[11.51
IJ FLUE f F R'TNAU-THE-BASEPAN'FACi0R1 OPTION,
18-118- SEE t HOOD FITTINGS FOR N 6 l ARF PROVIDED AS
14591 THRU-THE-BASE SPECIFIED ON'006'.
15 CHART 1 --26-311—� F^6-1/1
11801 [1001 [6191 11591
ITTUAT 'MOYABLE
PLEATE E ALT.
CONDENSATE
11 r[35]
DRAIN OPENING 1-1I8 1-DI8
1-3/D IN BASEPAN 1302] 11111
—
�- 4. LFCTAICAL - - Il r .. ��ii���
DISCONNECT I r '
t LOCATION '' ''
CONTROL BOL -I I "LT" 31-1/2
ACCESS PANEL 1816]
Air:
OUTSIDE AIR
[1198 IXf1.01LL[D� •
00,
0[HOXXFCT INDOOR BLOWER INDOOR BLOWER E SLD. .I
CONDEASFR "' 26-1/A •-ACCESS PA XfI Mt PANEL CONDENSATE
COIL I' 51-3/B OPLIOXAL - DRAIN
1� 1666] 11156] fAC10RYTh
q � LXSLALLED
II COYYFXIfMOC
9 Oun[i M.
`--oAS MEA! ANDLE 31-311 _ '
35-311 ACCFSS PANEL�M II-516' [8061 I 2 I8
�� [9081 " ® [3131 'SUR=LONTAL -I • I ,� [65D1
1-518 III
[111] 19-Il4
I`
90] IMIMIR 11
9® 4-3/8 2-5/8 z-s/6 TTP 1x16 III 6-5/e 6-116
[110] 1l-3ll 1611 19217E 11981 6-1/8 11611 11151 -1/8
3-311 [JSD] BASE RAIL I1-112 [154] BAROMETRIC/POWER
22-314 [951 WIDTH 112511 11541 110561 RELIEF EXHAUST
[5701 1-311 115 i1B AIRPLY
*RUM FLOW
63-318 1196] 129121
[16091 FRONT RIGHT AIR
LEFT
1
WE
48TC 16 SINGLE ZONE ELECTRICAL HER
50TM501221 a)
11/02/10 AAP6Ac6Xu COOLING WITH GAS HEAT B
Packaged Rooftop Builder 1.42 Page 14 of TT—
.
Certified Drawing for GP-13
Project:—Untitled137 08/15/2016
Prepared By:
03:46PM
UNIT SRE UNIT RECORNEIA) RECORNERM
I 011441ERC
) 11EIGHTECli T'fi' ICAGAIEAOSI[b nu[u[, rt11 n[PBaSrRNs CAtl[e1T01W
LOS. IT;
LOS. N9. LOU. N8. 130432.1
RS. NT. T.
N6. I 2 rnn mean lgi[niri[i ri a p[e nmr dqn[ rtir y��r [I
4010 14 13091 831 205 1 131 DON I 128 304E 1 158 821 I I91 NA 1/41'1103011 35 10501 121 1/8 15371
STAXOAR9 UNIT REI441 IS RITH EER HEAT N If1TH=UT PA0XA81X9. 81-1/4 32 3/4
EOR OPTIONS 3 ACCESSORIES,REFER TO THE PRWUCT OATH CATALOG. [2084.91 IN32.5I
i t
CORNER A CORNER B • •�
RORI2OXTAL
ECONOMIZER 33-1/1
NOON 1590.51
7 ��,I • 10PTIOXAU • 1
1 1
I I
� IR
\ j RETURN
I11I A
I
•
11 -- I sNPPLT
CORNER 0 CORNER C I AIR
8
TOP ■
a
11 I .I
IrPila
Is1-v0'Iae]IMillon -Tre2 I 11119111 1 [� I M M
FRONT SUPPLEAIR RETRURX
AI
HORIZONTAL ECONOMZER
UR 48TC 16 SINGLE ZONE ELECTRICAL
06/15/11 yPT- COOLING WITH GAS HEAT 50TM501221 c
1
Packaged Rooftop Builder 1.42 Page 15 of 25—"
NOTES: dxsxa°xPO PHDTOLERERw°PER NM V16.6.1.2 REVISIONS
—
MATERIAL:18ga.GAL STEEL REV. DESCRIPTION DATE APPROVED
1"DUCT INSULATION(R VALUE 3.85) Attn: Tag: 1 INITIAL DWG 6/23/2006
INSULATED CONDENSER PANEL(where required) 2 UPDATED TOP BRACES 11/29/11 00
GASKET PROVIDED WITH CURB Approval:
1 1/2"ADDED TO EXISTING CURB O"D.
SUPPLY AIR
15 314' ,,�
�2"TVP '
RETURN AIR � i��
5 Ton ��
251/8" .%
INSULATED
1— COVER
I— 691/8" i
Nial
�—33 15/16" "{
11 EXISTING CURB LAYOUT
36 3/8"
341/8" SUPPLY
1
RETURN 16 1t/16"Ij
t 2 1/4" I I
t17 3/8"—+
51 15/16"
54 15116"
I 70 7/8" I 1 _ 66 7/8" r 40 9/16" -
= 1
IT
IL Li
3" r
II
i L
I 70 5/8" I� � 37 718" ....1
° WS..(MS6 P.N.S °Art au.
1 0.29 a°"der. 1-4510-4000
Wednesday,February 03,2016 9:46:14 Au� II
73
CURB SHOWN IS CDI STANDARD CONFIGURATION CDI RESERVES THE RIGHT TO � APR. : Pa.a„ead
Neauv ExlsnxG CUR.oo ....,� ''''74."' 17568 TYLER ST NW 2
CHANGE LAYOUT WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A DIFFERENT VERIFYSUPPLYANORETURNOPENING. ,nCDI 1ELK 75607 CO
LE S 55330 KeR 1-4510-4000
CONFIGURATION CDI MUST BE NOTIFIED PRIOR TO PLACING AN ORDER. •NOTEM CHANGES Gsnoxs t: ..a 763)391-779.
"FA%BACKK DRAWING I6 GK A919 ,�I®� (763)391-7851 seNE: 1'16 I uO:3 0 3
OPTIONS: unENSIONEG ANo1OLEREnceo PER ANSI 11<5x-1982 REVISIONS
MATERIAL:18ga.GAL STEEL REV. DESCRIPTION DATE APPROVED
INSULATED PANELS(WHERE REQUIRED) Attn: Tag: I INITIAL DWG 12/1/10 SRP
2 ADDED PRESSURE DROP CHART 3/16/11 SRP
1"DUCT INSULATION(R VALUE 3.85) 3 UPDATED TOP BRACES 12/2/11 00
GASKET PROVIDED WITH CURB Approval:
1 1/2"ADDED TO EXISTING CURB O.D.
A.I.VERTICAL
1 AllEi
SUPPLY AIR / ,� SUPPORTS X 2
15T iE�
RETURN AIR 44c
1 *
37 3/16" i- 1a
40j/2ILII
INSULATED
it COVER 773/4
stn"
IL-- r ,::::.:.,. 0110.0
=
kw521/8"____.-I
SUPPLY
70 7/16"
• EXISTING CURB LAYOUT
56 1/2"
13611/16""
RETURN 24 1/2"Ij
1 1
I—. 109 1/4" 1 L 2 1/4" i..' 57 9/16"—�7
I 21/4" I
y
1i i 5" 703/4" r + yi
L\\\1
18"L I
I` 79 1/4" I I 71 15/16"
CDI Model Unit Unit N
ti
Exisng ew Tannage
NumberPressu al Drop Pre surerDrap
1-4010.4008 4010 4008 15 0.236 0.391
CURB e11,114)-' APPROVALS 4E.
xe M
245.200 859 mean o1-4010-4008
CURB SHOWN IS CDI STANDARD CONFIGURATION CDI RESERVES THE RIGHT TO "~A"° Wednesday,February 24.20161509:44A 1 X
Ri EwanixG CURB OO 17560 TYLER ST NW
CHANGE LAYOUT WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A DIFFERENT VERIFY SUPPLY AND RETURN OPENINGS '^"" ^mP aexeu. we N a
'NOTE ANY CHANGES CDI ELK RIVER,MN 55330 Tex 1-4010-4008 3
CONFIGURATION CDI MUST BE NOTIFIED PRIOR TO PLACING AN ORDER. 'FALL AtrxFNYGUE6Twxs CDI(763)39r-7790 _
FAX BACK IF ORA4NNG IS OK AS IS v�w•n,FI (763)391-7851 xuE-. 125 I urn:1 a 3