HomeMy WebLinkAboutX2021-2275 - Calcs4159r Rd, Ste 200 SOD �aVJ�
Temecula CA, 92590
Bayview coolin Tower Replacement
PROJECT:
100 Bay g
001-022-21
JOB NO:
CALCULATED BY: TJP 16
08/24/2021 SHEET NO. 1 OF
DATE: -------
Structural
Structural Calculations for:
100 Bayview
Closed Circuit Cooler Replacement
100 Bayview Circle,
Newport Beach, CA 92660
Prepared for:
EMCOR Service
Mesa Energy Systems
2 Cromwell
Irvine, CA 92618 BUILDING DIVISION
Project # 001-022-21 AUG 2 6 2021
August 24, 2021 V.Y.T.
�FpFESS/
L Exp(12/31/21
ST STR�TUPP�
\TF c"
DATED SIGNED: 08.24.21
41593 WiPIRM
ncVlester Rd, Ste 200
Temecula CA, 92590
PROJECT: 100 Bayview Cooling Tower Replacement
JOB NO: 001-022-21
CALCULATED BY: TJP
DATE: 08/24/2021
Sheetindex
Sectio
1. Scope of Work and Project Information
SHEET NO. = OF 16
Page Number
2. Design Parameters and ATC Hazards Ma
p 3
3. ........... .
Cooling Tower Seismic Fp Force6 -8
, Bolted Connection, and Frame Design ,.,,,.,.,
4. Cooling Tower Frame and Spring Isolator Anchorage Design
5. Existing Composite Roof Framing Checks 9-11
6. Appendix
12-15
...............................
16
PROJECT: 100 Bayview Cooling Tower Replacement
JOB No: 001-022-21
41593 Winchester Rd, Ste 200
Temecula CA, 92590 CALCULATED BY: TJP
DATE: 08/24/2021 SHEET NO. 3 OF 16
Scope Of Work
The structural scope of work includes the design of a new steel frame supporting a
replacement cooling tower on spring isolators and their attachment to existing concrete
piers located on composite steel roof framing.
Project Information
Project Name: 100 Bayview
Closed Circuit Cooler Replacement
Project Address: 100 Bayview Circle,
Newport Beach, CA 92660
Latitude/Longitude: 33.6560550N, 117.867818°W
Project Manager: Jared Ferini
e-mail: jared@equipproinc.com
Applicable Building Code: 2019 California Building Code (CBC)
PROJECT: 100 Bayview Cooling Tower Replacement
1r�MkV14M11q=1 JOB NO: 001-022-21
41593 Winchester Rd, Ste 200
Temecula CA, 92590 CALCULATED BY: TJP
DATE: 08/24/2021 SHEET NO. 4 OF 16
Design Parameters
Seismic Design Parameters:
Site Class:
Short Period Spectral Acceleration, Ss:
Long Period Spectral Acceleration, S,:
Short Period Site Coefficient, Fa:
Design, Short Period Spectral Acc, Sns:
Component Importance Factor, Ip:
Over -strength Factor, Do:
Component Amplification Factor, ap:
Component Response Factor, Rp:
Wind Design Parameters:
Ultimate Design Wind Speed, Vult:
Wind Exposure Category:
Pressure Coefficient, (GCr):
D - Default
1.299g
0.463g
1.2
1.039g
1.0
2.0
2.5 (spring isolators)
2.0 (spring isolators)
95 mph
C
1.9
'Equipment is enclosed within full height walls, wind loading on the equipment has been ignored.
Equipment Weights:
BAC Closed Circuit Cooling Tower CT -3
(Model# FXV -0812A -12D -K): 13,785 lbs
Existing Cooling Tower: 14,200 lbs
P PROJECT: 100 Bayview Cooling Tower Replacement
a� "
J �" JOB NO: 001-022-21
41593 Winchester Rd, Ste 200
Temecula CA, 92590 CALCULATED BY: Tip
DATE: 08/24/2021 SHEET NO. 6 OF 16
ATC Hazards Report
3/25/2021 ATC Hazards by Location
OTCHazards by Location
Search Information
Address:
100 Bayview Cir, Newport Beach, CA 92660, �Slp�
USA
56 ft 15
Coordinates:
33.65605499999999,-117.8678177 Farmers insurance
James Mciver
Elevation:
56 ft
Timestamp:
2021-03-25T23:30:22.164Z
Iii Sjereoscuoe Coffee
.S�..
Hazard Type:
Seismic
'+krrsx,: • Ddivary
Google
Map data 02021 Google
Reference
ASCE7-16
Document:
Risk Category:
II
Site Class:
D -default
Basic Parameters
Name
Value
Description
SS
1.299
MCER ground motion (period=0.2s)
S1
0.463
MCER ground motion (period=11.0s)
SMS
1.558
Site -modified spectral acceleration value
SMI
' null
Site -modified spectral acceleration value
SDS
1.039
Numeric seismic design value at 0.2s SA
SDI
` null
Numeric seismic design value at 1.Os SA
" See Section
11.4.8
,.
41593 Winchester Rd, Ste 200
Temecula CA, 92590
PROJECT: 100 Bayview Cooling Tower Replacement
JOB NO: 001-022-21
CALCULATED BY: Tip
DATE: 08/24/2021
SHEET NO. 6 OF 16
Cooling Tower To Frame Seismic Flo Force And Bolted Connection Check
Fp=
Fp max =
Fp min =
Governing Fp=
0.4o,,.S,vill.
fry �I+F� 113.311
Equation
F 111
a.o9lwp
�y
/ 1
E�662
F„ is not required to be taken as greater than
133-2
F„ = 1.6.S,ad„I1J, (1.3.3-3)
o.z18wp
and Fr, shall not he taken as less than
Resisting Moment (Mr) = 52491 lb -ft
Fl, =03.Sur7.1D„ (133-3)
SDe=1.0399
Design 5%Damped, Spectral Response Acceleration at short periods
Ip= 1.00
Component Importance Factor that varies from r.o to r.5
ap= 1.50
Component amplification factor that varies from i.00to 2.5
Rp= 1.00
Component esponse modification factor value
z/h=1.o0
height in structure of point of attachment divided by average roof height of structure
Or,= 2.00
Overstrength factor
Fp=
Fp max =
Fp min =
Governing Fp=
`', BAC Closed CircuitCoolin TowerCT-3,(Model#':FXV-68saA=22DK).:,-`> ,-
ASD
Equation
Weight=a3800 lbs Governing Fp=1.559wp (LRFD)(Per Previous Calc)
a.o9lwp
13,3-1
E�662
1.164 wp
133-2
in Moment Arm, Fp 54 in
o.z18wp
133-3
Resisting Moment (Mr) = 52491 lb -ft
1.0g1 wp
(E,*d/1)- -188916-ft
`', BAC Closed CircuitCoolin TowerCT-3,(Model#':FXV-68saA=22DK).:,-`> ,-
`Loading
Weight=a3800 lbs Governing Fp=1.559wp (LRFD)(Per Previous Calc)
E,,=().2*SDs*DL)= 2868lbs (LRFD) SDs= 1.039 (Per Previous Calc)
Non -Omega Level
F = 21 07lbs (LRFD)
Determine Max Tension Force Per Bolt:
1tof Bolts in Tension=2 d=loo
in Moment Arm, Fp 54 in
Non -Omega Level
Overturning Moment(Mo)= 96783 lb -ft
Resisting Moment (Mr) = 52491 lb -ft
(E,*d/1)- -188916-ft
(total) = 39602 Ili UPLIFT
Tension Der Bolt= 3448lbs
Determine Max Shear Forte. Per Bok
Number of bolts in Shear= 4
Non -Omega Level
V/bolt= s377lbs
tension capacity for (1) 7/8” diameter A307 bolt, ern = 20.3 kip > 3.45 kip
shear capacity for (1) 7/8" diameter A307 bolt, ern = 12.2 kip > 5.38 kip
bolted connection is sufficient to resist the proposed seismic loads
PROJECT: 100 Bayview Cooling Tower Replacement
JOB NO:
y ,. 001-022-21
-EZZ IJFi 'n n ,
..
41593 Winchester Rd, Ste 200TJP
CALCULATED BY:
Temecula CA, 92590 7 OF 16
08/24/2021 SHEET No.
DATE:
Cooling Tower Frame Member Design
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties Fy : Steel Yield : 50.0 ksi
Analysis Method Load Resistance Factor Design E: Modulus: 29,000.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Bending Axis : Major Axis Bending _ -- _. _ - - _.._ _ _ E(3.50)
_ D 0.750
'i - Wez24
WSx24
: W8x24 SPan = 1 .670 ft �
SSpan = 8.670 ft
pan = x.870 ft
- - - - _ - - Service leads entered. Load Factors will be applied for calculations.
lied Loads
Beam self weight calculated and added to loading
Load for Span Number 1
Uft
niform Wilt, Extent = 0.250 --» 1.670 ft, Tributary Width = 1.0
Load: D = 0.750
Point Load : E = 3.50 k @ 0.330 ft
Load for Span Number 2
Uniform Load : D = 0.750 k/ft, Tributary Width = 1.0 ft
Load for Span Number 3
nt = 0.0 --» 1.420 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.750 k/ft, Exte
Point Load : E = 3.50 k @ 1.340 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu: Applied
Mn * Phi: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Note:
65% of tower weight applied as
a line load used as per the
approved submittal
-
1
Maximus Stress
0.160:
used for thistio
ctionar
span
W8x24
13.817k -ft
Vu :Applied
86.625 k -ft
Vn *Phi :Allowable
+1.408D -E
Load Combination
Location of maximum on span
4.3,35ft
Span # where maximum occurs
Span # 2
0.027 in Ratio= 1,471 >=360 span: 3 : E Only * -1.0
-0.027 in Ratio= 11471 >=360 Span: 3: E Only
0.059 in Ratio = 1776 >=180 Span: 3: +D -0.70E
-0.040 in Ratio = 1005 >=180 Span: 3 : +D -0.70E
deflection does not exceed 1/2"
as per the approved submittal
0.087: 9
W8x24
5.056 k
58.286 k
+1.408D+E
1.670 ft
Span # 1
r ar� „� :■ PROJECT: 100 Bayview Cooling Tower Replacement
41593 Winchester Rd, Ste 200 JOB NO: 001-022-21
Temecula CA, 92590
CALCULATED BY: Tip
DATE: 08/24/2021
---�-- SHEET NO. $ OF 18
Cooling Tower Frame And Spring isolator Welded Connections Design
For Cooling Tower Frame To Spring Isolator:
longitudinally loaded weld (1/4" fillet, 4" length, each side of beam,
ignore 1" at the start and end of welds):
tRn = 1.392(D)(1) = 1.392(4)(6 in) = 33.41 kips (conservative) > 5.4 kip
transversely loaded weld:
�Rn = 1.5(1.392)(D)(1) = 1.5(33.41 kip) = 50.12 kips > 3.5 kip
For Spring Isolator To Base Plate (1/4" fillet, 4" length, each
side of beam, ignore 1" at the start and end of welds):
longitudinally loaded weld:
�Rn = 1.392(D)(1) = 1.392(4)(6 in) = 33.41 kips > 5.4 kip
transversely loaded weld:
ORn = 1.5(1.392)(D)(1) = 1.5(33.41 kip) = 50.12 kips > 3.5 kip
C�flUIP .: 11r .�
41593 Winchester Rd, Ste 200
Temecula CA, 92590
PROJECT: 100 Bayview Cooling Tower Replacement
JOB NO: 001-022-21
CALCULATED BY: TJP
DATE: 08/24/2021
SHEET NO. 9 OF 16
Cooling Tower Frame and Spring Isolator Anchorage To Existing Concrete Piers
R, � n
1„
r„ is not required to Iv_ taken as greater than
F„= 1.6s"'10p. (13.3-2)
and F„ shall not be taken as less than
Fp=
Fp max=
Fp min =
Governing Fp=
LFRD
F„=0.3S„J„4V„ (11.3-3)
SDs=1.0399
Designs%Damped, Spectral Response Acceleration at short periods
Ip= 1.00
Component Importance Factor that varies from iato¢.5
ap= 2.50
Component amplification factor that varies from 1.00 to 1.5
Rp= 2.00
Component response modification factor value
2/h=1.00
height in structure of point of attachment divided by average roof height of structure
no= 2.00
Overstrength factor
Fp=
Fp max=
Fp min =
Governing Fp=
LFRD
ASD
Equation
1559 w'P
1.091wp
13.3-1
1.662 wp
1.164 VVP
133'2
0.312 wp
0.218 wp
133-3
1559 w'P
2.091wp
Determine Max Tension Force Per Anchor
” BAC Closed Circuit Cool!
Tower CT -3 with frame and isolators
Loading
Weight =25300 lbs
Governing Fe=1.559 Wp (LRFD)(Per Previous Calc)
E„=(0.2*S,,.DL)=3179lbs (LRFD)
SDs; =1.039 (Per Previous Calc)
Non -Omega Level
Omega Level (Do)
F = 238 lbs (LRFD)
F,,j F,,Do= E690 lbs (LRFD)
Determine Max Tension Force Per Anchor
g of Anchors In Tension 2 d=96in
Moment Arm, Fp=71in
Non -Omega Level
Omega level (Dol)
Overturning Moment (M.) = 141083 lb -ft
Overturning Moment (Mp) no = 28216616 -ft
Resisting Moment (M,) = 55o8o Ib -ft
Resisting Moment (M,) = 5508016 -ft
(E,*dh)= -1271716-ft
(E, -d)1)= -12717 Ib -ft
(total)=42363lb-ft UPLIFT
(total)=4236316-ft UPLIFT
Tension per Anchor= 61701bs
Tper Anchor wt no 144 6816s
Determine Max Shear Force Per 4w, or
Number of Anchors in Shear= 4
Non -Omega Level
Omega Level (DO)
VlAnchor= 5961lbs
VlAnchorw no= 11922 Ibs
design post installed
anchorage for omega
tension load
steel side plates resist
seismic shear loads
ir
41593 Winchester Rd, Ste 200
Temecula CA, 92590
PROJECT: 100 Bayview Cooling Tower Replacement
JOB NO: 001-022-21
CALCULATED BY: Tip
DATE: 08/24/2021
SHEET NO. 10 OF 16
Cooling Tower Frame and Spring Isolator Anchorage To Existing Concrete Piers
1 Input data
Anchor type and diameter:
Item number:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Anchor plate
Profile:
Base material:
Installation:
Reinforcement:
Seismic loads (cat. C, D. E, or F)
Kwik Bolt TZ2 - SS 304 3/4 (3 3/4)
2210287 KB-TZ2 3/4x6 1/4 SS304
he,,, = 3.750 In., h... = 4.500 In.
AISI 304
ESR -4266
3/1/2021 112/11/20211
Design Method ACI 318-14 / Mach
en = 0.000 in. (no stand-off); t = 0.500 in.
I, x Ir x t = 16.000 in. x 16.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)
no profile
cracked concrete, 3000, f�= 3,000 psi; h = 15.000 in,
hammer drilled hole, Installation condition: Dry
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: > No. 4 bar
Tension load: yes (17.2.3.4.3 (d))
Shear load: yes (17.2.3.5.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
i
X
UIPE
41593 Winchester Rd, Ste 200
Temecula CA, 92590
PROJECT: 100 Bayview Cooling Tower Replacement
JOB NO: 001-022-21
CALCULATED BY: TJP
DATE: 08/24/2021
SHEET NO. 11 OF 16
Cooling Tower Frame and Spring Isolator Anchorage To Existing Concrete Piers
3 Tension load
Load N,,, [lb]
Steel Strength* 3,747
Pullout Strength* N/A
Concrete Breakout Failure** 14,988
* highest loaded anchor **anchor group (anchors in tension)
Capacity @ N„ [Ib] Utilization P. = N,,,/m N„ Status
18,041 21 OK
N/A N/A N/A
15,501 97 OK
y
X
A
41593 Winchester Rd, Ste 200
Temecula CA, 92590
PROJECT: 100 Bayview Cooling Tower Replacement
JOB NO: 001-022-21
CALCULATED BY: Tip
DATE: 08/24/2021
SHEET NO. 12 OF 16
Roof Framing Check - Existing W12x14 Composite Beam I
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Analysis Method' Allowable Stress Design
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling t
Load CombinatiorASCE 7-16
Fy : Steel Yield: 36.0 ksi E: Modulus: 29,000.0 ksi
Composite Beam Section Data
Total Slab Thickness 6.250 in
Effective Width 7,Oft
Metal Deck ... Verco, PLW3 Formlok
Ribs: Perpendicular
D(4. -a)
Concrete f
Concrete Density
Rib Height
Rib Spacing
W 12x14
K^4 .FfT0...
Beam is UNSHORED for Concrete Placement
3.0 ksi
Stud Diameter
3/4" in
145.0 pcf
On : Stud Capacity
11.0 k
3.0 in
Top Width
7.50 in
12.0 in
Btm Width
4.50 in
Service loads entered. Load Factors will be applied for calculations.
Beam + Slab self weight calculated and added to loads
Load for Span Number
Uniform Load : D = 0.05625 ksf, Tributary Width = 7.0 ft, Post Composite Only
Point Load : D = 4.805 k @ 2.50 ft, Post Composite Only
Point Load : D = 4.805 k @ 10.0 ft, Post Composite Only
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 7.0 ft, Post Composite Only
DESIGN SUMMARY
MAX Bending Ratio = 0.729 :1 MAX Shear Ratio = 0.390 : 1
Steel section W12x14 Vu : Applied 13.367 k
Composite Vn/Omega : Allow 34.272 k
Location of maximum 0,0 ft
% Composite Action 44 % Load Combination
Mu: Applied 45.653 k -ft +D+Lr
Mn / Omega: Allow 62.623 k -ft
Location of maximum 7.830 ft
Load Combination
+D+Lr
Pre -Composite
Mu: Applied 10.927 k -ft
Mn " Phi: Allowable 31.257 k -ft
From
Stud
)ort 0 to 8.02 ft use 6 studs,
ft to Support 1 use 6 studs.
nnmzm��
0.018 in
Max Upward
0.000 in
FINAL Composite
9790
Max Downward
0.336 in
Max Upward
0.000 in
Deft Ratio
517
+D+Lr
Transient Composite
Max Downward
0.018 in
Max Upward
0.000 in
Defl Ratio
9790
Lr Only
NonComposite
Max Downward 0.163 in
Max Upward 0.000 in
Defl Ratio 1069
PreCompDL+PreCompLL
41593 Winchester Rd, Ste 200
Temecula CA, 92590
PROJECT: 100 Bayview Cooling Tower Replacement
JOB NO: 001-022-21
CALCULATED BY: TJP
DATE: 08/24/2021
SHEET NO. 13 OF 16
Roof Framing Check - Existing W12x14 Composite Beam
Load Comb 8 Design Length
Max Stress Ratios
Bending Summary
Shear Summary
Span # M V
Mu -Applied 4nTr
/ Omega
V. Vn /Omega
Pre Composite:. D + Const L
0.350 0.088
10.93
31.26
3.01
34.27
Span L = 14.5 ft
1
Final Composite: D Only
0.671 0.360
42.00
62.62
12.35
34.27
Span L = 14.5 ft
1
Final Composite : +D+Lr
45.65
62.62
13.37
34.27
Span L = 14.5 It
1 0.729 0.390
Final Composite: +D+0.750Lr
44.74
62.62
13.11
34.27
Span L = 14.5 It
1 0.714 0.383
Final Composite: +0.60D
25.20
62.62
741
34 27
Span L = 14.5 ft
1 0.402 0.216
Maximum Deflections for Load Combinations - Unfactored Loads
Location
DEFLECTIONS (in)
Added Post
Ixx -Used
Load Combination
in Span (ft)
FINAL Pre -Composite onComposite Remove Composite
inA4
Precomposite
Downward 7.347
0.000
0.1627
8 0
8.6
88.00
Precomposite
NonComposite Removed
Upward 0.000
Downward 7.347
0.000
0.000
0.1627
0.00
0.00
NonCompasite Removed
Upward 0.000
0.000
0.156
0.1627
0.163
273.05
Final Composite : D Only
Downward 7.347
273.05
Final Composite : D Only
Upward 0.000
7.347
0.000
0.174
0.1627
0.163
273.05
Final Composite : +D+Lr
Downward
273.05
Final Composite: +D+Lr
Upward 0.000
7.347
0.000
0.169
0.1627
0.163
273.05
Final Composite : +D+0.750Lr
Downward
273.05
Final Composite: +D+0.750Lr Upward 0.000
7.347
0.000
0.094
0.0976
0.098
273.05
Final Composite : +0,60D
Downward
273.05
Final Composite: +0.60D
Upward 0.000
0.000
0.018
273.05
Final Composite : Lr Only
Downward 7.347
273.05
Final Composite : Lr Only
Upward 0.000
0.000
Maximum Vertical Reactions - Unfactored
support notation
: Far left is #
Load Combination
Support 1 Support 2
Overall M imum
13.367 12.041
Precomposite Loads
3.014 3.014
NonComposite Removed
3.014 3.014
Final Composite: D Only
12.352 11.026
Final Composite: +D+Lr
13.367 12.041
Final Composite: +D+0.750Lr 13.113 11.788
Final Composite: +0.60D
7.411 6.616
Final Composite: Lr Only
1.015 1.015
Steel Section Properties W12x14
De th =
P
11.900 in Ixx =
88.60 in"4
Iyy
=
2.360 inA4
A3
Web Thick =
0.200 in S xx =
14.90 in^3
S yy
_
-
1.190 !n
Flange Width =
3.970 in R xx =
4.620 in
R yy
=
0.753 in
Flange Thick =
0.225 in Zx =
17.400 in A3
Zy
=
1.900 in
Area =
4.160 inA2
J
=
0.070 inA4
Weight =
14.000 pit
Composite Section Properties
Span Number
Analysis %Shear Plastic N.A. Sum On
#Studs per Mn
-Capacity
I
Moment of Inertia
I
I-Lwr Bound
Plastic N. A. Location
Type Connection from Bottom Shear (k)
1/2 Span
k -ft -Steel -Trans
in a
PNA in Flange
95.0 11.874
142.272
13
146.60
88.6 522.8
374.0
367.0
PNA in Flange
90.0 17.848
134.784
13
12
142.81
139.01
88.6 522.8
88.6 522.8
359.4
PNA in Flange
85.0 11.821
80.0 11.795
127.296
119.808
11
135.19
88.6 522.8
351.3
PNA in Flange
PNA in Flange
75.0 11.769
112.320
11
131.36
88.6 522.8
342.7
333.4
PNA in Flange
70.0 11.743
104.832
10
127.51
123.66
88.6 522.8
88.6 522.8
323.5
PNA in Flange
65.0 11.717
60.0 11.690
97.344
89.856
9
9
119.78
88.6 522.8
312.9
PNA in Flange
PNA in Web
55.0 11.461
82.368
8
114.06
88.6 522.8
301.4
PNA in Web
50.0 10.941
74.880
7
7
109.94
105.51
88.6 522.8
88.6 522.8
289.1
275.8
PNA in Web
45.0 10.421
40.0 9.901
67.392
59.904
6
100.75
88.6 522.8
261.5
PNA in Web
35.0 9.381
52.416
5
95.66
88.6 522.8
245.9
PNA in Web
30.0 8.861
44.928
5
90.25
88.6 522.8
229.0
PNA in Web
25.0 8.341
37.440
4
84.52
88.6 522.8
210.7
PNA in Web
-^' A k{ xt
41593 Winchester Rd, Ste 200
Temecula CA, 92590
PROJECT: 100 Bayview Cooling Tower Replacement
JOB NO: 001-022-21
CALCULATED BY: Tip
DATE: 08/24/2021
SHEET NO, 14 OF 16
Framing Check - Existing W18x35 Composite Beam
FLoadRoof
CODE REFERENCES
Calcper AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
:C:om:bInationSet: ASCE 7-16
ateoperties
Analysis Method Allowable Stress Design
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling i
Load CombinatiorASCE 7-16
Fy: Steel Yield: 36.0 ksi E: Modulus: 29,000.0 ksi
Composite Beam Section Data
Beam is UNSHORED for Concrete Placement
Total Slab Thickness 6.250 in Concrete f 3.0 ksi
Stud Diameter
3/4" in
Effective Width 3.50 ft Concrete Density 145.0 pcf
Metal Deck., Verco, PLW3 Formlok Rib Height 3.0
Qn : Stud Capacity
11.0 k
in
Ribs: Perpendicular Rib Spacing 12.0 in
Top Width
Btm Width
7.50 in
4.50 in
D(4a05) -- -�_
D 0.14 Lr 0.14 14.605) D(6 _
oto 156675
�iSL7i1r(6-67)
0. 375
II
CW18 39
jooft
Applied Loads Service loads entered.
Load Factors will be applied
for calculations.
Beam + Slab self weight calculated and added to loads
Load for Span Numbed
Uniform Load : D = 0.05625 ksf, Extent = 0.0 --» 15.0 ft, Tributary Width = 7.0 ft,
Post Composite Only
Point Load : D = 4.805 k @ 2.50 It, Post Composite Only
Point Load : D = 4.805 k @ 10.0 ft, Post Composite Only
Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 0.0 -->> 15.0 ft, Tributary Width
= 7.0 ft, Post Composite Only
Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 15.0 -->> 30.0 ft, Tributary Width = 3.50 ft, Post Composite Only
Uniform Load : D = 0.05625 ksf, Extent = 15.0 -->> 30.0 it, Tributary Width = 3.50
ft, Post Composite Only
Point Load: D = 6.680 k @ 15.0 ft, Post Composite Only
DESIGN SUMMARY
MAX Bending Ratio = 0.810 :1 MAX Shear Ratio = 0.305
_
:1 DEFLECTIONS
0
Steel section 1N18x35 Vu: Applied 23.329 k
FINAL Composite
Composite Vn/Omega : Allow 76.464 k
Max Downward
0.946 in
% Composite Action 42 o Location of maximum 0.0 it
/o
Max Upward
0.000 in
Load Combination
Mu : Applied
PP 163.516 k -ft
Dell Ratio
380
+D+Lr
Mn / Omega: Allow 201.790 k -ft
+D+Lr
Location of maximum 15.0 ft
Transient Composite
Load Combination
Max Downward
0.060 in
+D+Lr
Max Upward
0.000 in
Pre -Composite
Dell Ratio
6012
Mu: Applied 26.537 k -ft
Lr Only
Mn * Phi: Allowable 119.461 k -ft
NonComposite
Max Downward
0.294 in
Max Upward
0.000 in
Deo Ratio
1225
PreCompDL+PreCompLL
Shear Stud Requirements
From Support 0 to 15.00 ft use 14 studs.
41593 Winchester Rd, Ste 200
Temecula CA, 92590
PROJECT: 100 Bayview Cooling Tower Replacement
JOB NO: 001-022-21
CALCULATED BY: TJP
DATE: 08/24/2021
SHEET NO. 15 OF 16
Roof Framing Check - Existing W18x35 Composite Beam
Shear Stud Requirements
From 15.00 ft to Support 1 use 14 studs.
Maximum Forces & Stresses for Load Combir
Load Comb &Design Length Max Stress Ratios
Bending Summary
Shear Summary
Span # M V
Mu -Applied AnTr
/Omega
Va Vn / Ome a
9
Pre Composite : D + Const L
26.54
119.46
3.54
76.46
Span L = 30 ft 1 0.222 0.046
Final Composite : D Only
151.70
201.79
21.49
76.46
Span L = 30 ft 1 0.752 0.281
Final Composite: +D+Lr
0.810 0.305
163.52
201.79
23.33
76.46
Span L = 30 ft 1
Final Composite: +D+0.750Lr
160.56
201.79
22.87
76.46
Span L = 30 it 1 0.796 0.299
Final Composite : +0.60D
91.02
201.79
12.90
76.4fi
Span L = 30 it 1 0.451 0.169
Maximum Deflections for Load Combinations - Unfactored Loads
LocationDEFLECTIONS
(in)
Added Past
Ixx-used
in Span
FINAL Pre -Composite onCom P osite Remove Composite
in^4
Load Combination
510.00
20
Precomposite Downward 15.200
0.000
0.299 38
510.00
Precomposite Upward 0.000
NonComposite Removed Downward 15.200
0.000
0.000
0.2938
0.00
0.00
NonComposite Removed Upward 0.000
0.000
0.592
0.2936
0294
1,115.42
Final Composite : D Only Downward 14.800
0.000
1,115.42
Final Composite : D Only Upward 0.000
Downward 14.800
0.652
0.2936
0,294
1,115.42
Final Composite : +D+Lr
Final Composite : +D+Lr Upward 0.000
0.000
0,294
1,115.42
1,115.42
Final Composite : +D+0.75nLr Downward 14.800
0.637
0.2936
1,115.42
Final Composite : +D+0.750Lr Upward 0.000
0.000
0.355
0.1762
0.176
1,115.42
Final Composite : +0.60D Downward 14.800
0.000
0.000
1,115.42
Final Composite : +0.60D Upward
0.060
1,115.42
Final Composite : Lr Only Downward 14.600
1,115.42
Final Composite : Lr Only Upward 0.000
0.000
Maximum Vertical Reactions - Unfactored
Support notation :
Far left is p
Load Combination Support 1 Support 2
Overall MAXimum 23.329 15.197
Precomposite Loads 3.538 3.538
NonComposite Removed 3.538 3.538
Final Composite : D Only 21.492 13.884
Final Composite : +D+Lr 23.329 15.197
Final Composite: +D+0.750Lr 22.870 14.869
Final Composite: +0.60D 12.895 8.331
Final Composite: Lr Only 1.838 1.313
Steel section Properties W1 8x35
Depth = 17.700 in I pc
= 510.00 in 4
I yy
= 15.300 104
n
Web Thick = 0.300 in 8 xx
= 57.60 in -3
S yy
_
_5.120
Flange Width = 6.000 in R
= 7.040 in
Ryy
1220 in
8.060
Flange Thick = 0.425 in ZX
= 66.500 in -3
Zy
_ 0.506 in -4
Area = 10.300 in"2
Weight = 35.000 plf
Composite Section Properties
°/ Plastic N.A. Sum On
# Studs per Mn
- Capacity Moment of Inertia
Span Number Analysis Shear
from Bottom Shear (k)
112 Span
k -ft I -Steel I -Trans
I-Lwr Bound
Plastic N. A. Location Type Connection
in ange
95.0
17.607 330.671
31
413.10 510.0 1,627.5
1,402.3
PNA in Flange
90.0
17.567 313.268
29
413.10 510.0 1,627.5
1,387.2
PNA in Flange
85.0
17.527 295.864
27
413.10 510.0 1,627.5
1,370.3
PNA in Flange
80.0
17.486 278.460
26
413.10 510.0 1,627.5
1,351.3
PNA in Flange
75.0
17.446 261.056
24
405.67 510.0 1,627.5
1,330.0
PNA in Flange
70.0
17.406 243.653
23
396.55 510.0 1,627.5
1,306.2
PNA in Flange
65.0
17.365 226.249
21
387.38 510.0 1,627.5
1,279.8
PNA in Flange
60.0
17.325 208.845
19
378.16 510.0 1,627.5
1,250.4
PNA in Flange
55.0
17.285 191.441
18
368.90 510.0 1,627.5
1,217.8
PNA in Flange
50.0
16.666 174.038
16
354.48 510.0 1,627.5
1,181.6
PNA in Web
45.0
15.860 156.634
15
343.90 510.0 1,627.5
1,141.5
PNA in Web
40.0
15.054 139.230
13
332.15 510.0 1,627.5
1,097.1
PNA in Web
144-7=
41593 Winchester Rd, Ste 200
Temecula CA, 92590
PROJECT: 100 Bayview Cooling Tower Replacement
JOB NO: 001-022-21
CALCULATED BY: Tip
DATE:
Appendix
08/24/2021
SHEET NO. 16 OF 16
T IIIIII�oi�dlllil ENT
AIR TREA
CORPORATION
640 N. Puente St., Brea Ca. 92821 • (909) 869-7975 • www.airtreatment.com
ENGINEERING PACKAGE
Project Name: 100 Bayview — Tenant Cooling Tower Replacement
Date: March 25, 2021
Contractor: EMCOR Mesa
Representatives: Scott McCarthy
Submittal Status: PENDING APPROVAL
No equipment has been released for production
Equipment Included in Submittal:
Manufacturer I S ecification Number
BAC Closed Circuit Coolin Tower
: BALTIMORE
AIRCOIL COMPANY
Submittal Data Form
3-25-2021
Sold To: Air Treatment Corporation Project:
640 N Puente St Purchase Order No: SW21 116
Brea, CA 92821 Engineer:
United States BAC Order # Q21002120001
Representative: AIR TREATMENT CORPORATION
All Information is per Unit
Quantity: 1 Model FXV -0812A -12D -K CLOSED CIRCUIT COOLING TOWER
Certified Capacity: 432.00 USGPM of Water from 95.00-F to 85.00°F at 72.00°F entering air wet bulb and 6.12 PSIG fluid pressure drop.
Fan Motor(s): One (1) 10 HP fan motor(s): Totally Enclosed, Air Over (TEAO),
1 Speed/1 Winding - Premium Efficiency (Inverter Duty), suitable for 460 volt, 3 phase,
60 hertz electrical service and Space Heater.
Drives are based on 0 inches ESP.
NOTE: Inverter Duty fan motors, furnished in accordance with NEMA Standard Mg.1
drives for fan motor control. -- Part 31, are required for applications using variable frequency
Pump(s): One (1) 5 HP pump motor: 1 Speed/1 Winding - Energy Efficient, suitable for 460 volt, 3 phase, 60 hertz.
Submittal Infnrrve�-7
Mechanical Specifications
Submittal Drawings/Diagrams
UP -Q21002120001
SS -Q21002120001
CG -Q21002120001
BA -Q21002120001
ML -Q21002120001
VL -Q21002120001
VW -Q21002120001
IA -Q21002120001
Unit Print
Unit Support
Center of Gravity
Basin Accessories
Motor Location
VCOS Location
VCOS Wiring
Internal Access
Steel Panels and Structural Members are Constructed of Galvanized Steel
Standard Fan
Galvanized Steel Fan Guard
PVC Fill & Drift Eliminators
Galvanized Steel, Full Circuit Coil
Structure Designed in accordance with the IBC and ASCE/SEI 7
Integral Pumps with End Make -Up, Drain and Overflow Connections
PVC Spray Branches
Mechanical Float Valve Assembly
Mechanical Vibration Cutout Switch
Internal Walkway and Ladder
THANK YOU FOR YOUR BUSINESSI
Rigging and Installation Instructions, as well as Operating and Maintenance Instructions are available at www.baltimoreaJrcoil.com
Corporate Headquarters: 7600 Dorsey Run Road, Jessup, Company
MD 20794 Tele: (410) 799-6200 / Fax: (410) 799-6416
BALTIMORE
AIRCOIL COMPANY
Customer:
Project:
Purchase Order No:
Engineer:
BAC Order #
Mechanical Specifications
3-25-2021
Air Treatment Corporation
SW21-116
Q21002120001
All Information is per Unit
Quantity: 1 Model FXV•0812A-12D-K CLOSED CIRCUIT COOLING TOWER
CTI Certification:
The thermal performance of this BAC unit has been certified through performance tests conducted by the Cooling Technology Institute in
accordance with their standard STD -201 RS. Your equipment may be selected for factory -testing to verify CTI certified performance. Such
certification by an independent third party assures engineers and users that the published thermal capacities accurately reflect the actual unit
performance. CTI certification eliminates the additional costs of on-site, individual unit testing, oversizing the equipment or operating cost
penalties from deficient equipment.
Materials of Construction:
All structural steel components are constructed from G-235 (Z700 metric) hot -dip galvanized steel. The edges of the hot -dip galvanized steel
components are given a protective coat of zinc -rich compound. The basin includes a depressed section with drain/clean-out connection and the
areas under the fill sections are sloped toward the depressed section for easy cleaning.
The casing is constructed entirelyfrom heavy gauge, G-235 (Z700 metric) hot -dip galvanized steel panels. Hinged access doors are provided on
each side wall of the tower for access to the eliminators and the fan plenum section for all cells. The doors are made of a steel frame matching the
unit construction.
The air inlet louvers are constructed of PVC honeycomb shape louver which also act as an air inlet screen and block sunlight to the basin and the
front of the fill.
Fan Type:
The unit is provided with the standard fan to maximize the capacity. The fan is driven by the BALTIDRIVE Power Train. This drive system
consists of cast aluminum sheaves located on minimum shaft centerline distances. A premium efficient fan motor provides maximum
performance and is backed by BAC's comprehensive 5 -year motor and fan drive warranty.
Fan Guard(s):
A heavy gauge, G-235 (Z700 metric) hot -dip galvanized steel wire fan guard is provided over each fan cylinder.
Fill:
The BACross® Fill and integral drift eliminators are formed from self -extinguishing (per ASTM D-568) polyvinyl chloride (PVC), having a flame
spread rating of 5 per ASTM Standard E84 -77a, and are impervious to rot, decay, and fungus or biological attack. The fill is elevated above the
cold water basin floor to facilitate cleaning. This fill is suitable for a maximum entering water temperature of 130°F (54.44°C). The eliminators
are designed to effectively strip entrained moisture from the leaving airstream with a minimum of air resistance.
Coil Type
The coil is suitable for cooling fluids compatible with carbon steel in a closed system. The coil(s) will be constructed with continuous 1.05" O.D.
all prime surface steel tubes continuously formed and bent in a serpentine shape, encased in steel framework. The entire assembly is hot -dip
galvanized after fabrication. Coil will be designed for free liquid drainage. Coil has a maximum allowable working pressure of 300 psig (2170 kPa)
and is tested at 375 psig (2585 kPa) air pressure under water. The system should have a vent placed at the highest point in the installation to
facilitate filling and drainage (provided and installed by others).
Equipment Structure:
The structure of this product has been designed and analyzed in accordance with the wind and seismic load requirements of the 2006 IBC, 2009
IBC, 2012 IBC, 2015 IBC, ASCE/SEI 7-05, and ASCE/SEI 7-10. Seismic qualification is based on analysis. For more information and specific
wind and seismic load capacity ratings, please see the Certificate of Wind and Seismic Load Capacity.
Corporate Headquarters: 7600 Dorsey Run Road, Jessup, MD 20794 — Tele: (410) 799-6200 / Fax: (410) 799-6416
Spray Water Pump Assembly:
Each cold water basin has an integral pump with large area, lift out, steel strainer screens including perforated openings sized smaller than the
water distribution nozzle orifices. Strainers include anti-vortexing baffles to prevent air entrainment. A close -coupled, bronze -fitted pump with a
mechanical seal is mounted on the basin. The pump motors are premium efficiency, totally enclosed, fan cooled (TEFL). A water bleed line with
a metering valve to control the bleed rate is installed between the pump discharge and the overflow connection. Electrical requirements match
the fan motor.
Spray Distribution System:
Spray header with schedule 40 PVC branches. Removable branches and 360° spray pattern plastic spray nozzles are held in place with snap -in
rubber grommets.
Basin Water Level Control:
The unit is supplied with a make-up valve with unsinkable polystyrene filled plastic float arranged for easy adjustment. The corrosion resistant
make-up valve is suitable for water supply pressures between 15 psig (103 kPa) and 50 psig (345 kPa).
Vibration Cutout Switch:
Fan system is provided with an appropriate number of vibration cutout switches to limit collateral damage to the unit in the event of a catastrophic
fan failure. The vibration switch(es) is mechanically tripped with a frequency range of 0 to 3,600 RPM and trip point of 0.2 to 2.0 g's. No input
power is required. Switch rating is 10 amperes at a maximum 480 VAC, and 1/4 ampere at 250 Vdc.
Internal Access Option:
The unit has access doors on both ends, an internal walkway, and an internal aluminum ladderwith galvanized steel supports to facilitate access
to the mechanical equipment. All components meet pertinent OSHA standards.
Corporate Headquarters: 7600 Dorsey Run Road, Jessup, MD 20794 — Tele: (410) 799-6200 / Fax: (410) 799-6416
Baltimore Aircoll Company
Closed Circuit Product Selection Report
0
Version: 7.8.2 NA
Product data correct as of: January 27, 2021
Project Name:
Selection Name:
Project State/Province: California
Project Country: United States
Date: March 25, 2021
Model Information
Product Line:
Model:
Number of Units:
Wet Coil Type:
Coil Finning:
Fan Type:
Fan Motor:
Total Standard Fan Power:
Total Pump Motor Power:
Intake Option:
Internal or Const. Option:
Discharge Option:
FXV
FXV -0812A -12D -K
1
Standard Coil
None
Standard Fan
(1) 10.00 = 10.00 HP/Unit
Full Speed, 10.00 BHP/Unit
(1) 5.00 = 5.00 HP/Unit
None
None
None
Design Conditions
10,555 lbs
Fluid:
Water
Flow Rate:
432.00 USGPM
Entering Fluid Temp.:
95.00 OF
Leaving Fluid Temp.:
85.00 OF
Wet Bulb Temp.:
72.00 OF
Heat Rejection: 2,159,136 BTUH
Fluid Pressure Drop: 6.12 psi
Reserve Capability at 10.00 HP: 4.22%
Thermal performance at design conditions and total standard fan motor power is certified by the Cooling Technology
Institute (CTI).
Engineering Data per Unit
Unit Length:12' 00.00" + 01'06.00" (Pump) = 13'06.00" (Total)
Unit Width: 08'05.25"
Unit Height: 12'06.25"
Approximate Shipping Weight: 8,026 lbs
Heaviest Section: 5,058 lbs
Approximate Operating Weight: 13,785 lbs
Approximate Remote Sump Operating Weight:
10,555 lbs
Air Flow:
53,850 CFM
Spray Water Flow:
719 USGPM
Coil Volume:
88 U.S. gallons
Coil Connections:
(2) 4" Coil Inlet and Outlet, Based on 432.00
USGPM Flow per Unit
Remote Sump Connections:
(1) 10"
Heater kW Data (Optional)
0°F (-17.8°C) Ambient Heaters: (1) 8 kW
-20°F (-28.9°C) Ambient Heaters: (1) 12 kW
Minimum Distance Required:
From Solid Wall: 5 ft.
From 50% Open Wall: 4 ft.
Energy Rating:
31.27 per ASHRAE 90.1, ASHRAE 189 and CA Title 24.
Note: These unit weights and dimensions account for the selected fan type for the standard cataloged drive configuration,
but they do not account for other options/accessories. Please contact your local BAC sales representative for
weights and dimensions of units with other options/accessories.
Page 113
Baltimore Alrcoll Company
Closed Circuit Product Selection Report
0
Version: 7,8,2 NA
Product data correct as of: January 27, 2021
Project Name:
92
Selection Name:
90L
F Range
Project State/Province:
California
Rangew86
Project Country:
United States
Range�
Date:
March 25, 2021
Point.E
Model Information
Product Line:
FXV
Design Conditions
Model:
Number Units:
FXV -0812A -12D -K
Fluid:
Flow Rate:
Water
432.00 USGPM
of
Wet Coil Type:
1
Standard Coil
Entering Fluid Temp.:
95.00 OF
Coil Finning:
None
Leaving Fluid Temp.:
85.00 OF
Fan Type:
Standard Fan
Wet Bulb Temp.:
72.00 OF
Fan Motor:
(1) 10.00= 10.00 HP/Unit
:.:.....
Total Standard Fan Power:
Full Speed, 10.00 BHP/Unit
Heat Rejection:
2,159,136 BTUH
Total Pump Motor Power:
(1) 5.00 = 5.00 HP/Unit
Fluid Pressure Drop:
6.12
Intake Option:
None
psi
Internal or Const. Option:
None
54 58
56 60 62 84 66 88 70 72 74 76 78
Discharge Option:
None
Wet Bulb Temperature (°F)
Design Condition Ca) Standard Total Fan Rotor Pointer per
Thermal performance at design conditions and total standard fan
unit it (10 0. U HPl
motor power is certified by the Cooling Technology Institute
(CTI).
These performance curves are based on constant fan power.
Predicted Performance
Fan Motor Alternative = Full Speed, 10.00 BHP
now Rare = 4:12.00 USGPM (100.00% of Design)
Page 213
92
90L
F Range
u
B8F
Rangew86
Range�
Point.E
80
76
74..-.
........ .........C72-
:.:.....
....�...
68
......, . ......... ...
r.a:
66
52
54 58
56 60 62 84 66 88 70 72 74 76 78
Wet Bulb Temperature (°F)
These performance curves are based on constant fan power.
Page 213
Baltimore Alrcoil Company
Closed Circuit Product Selection Report
0
Version: 7.8.2 NA
Product data correct as of: January 27, 2021
Project Name:
Selection Name:
Project State/Province:
Project Country:
Date:
Model Information
Product Line: FXV
Model: FXV -0812A -12D -K
Number of Units: 1
Wet Coil Type: Standard Coil
Coil Finning: None
Intake Option: None
Internal or Const. Option: None
Discharge Option: None
California
United States
March 25, 2021
Fan Type: Standard Fan
Fan Motor: (1) 10.00 = 10.00 HP/Unit
Total Standard Fan Power: Full Speed, 10.00 BHP/Unit
Total Pump Motor Power: (1) 5.00 = 5.00 HP/Unit
Octave band and A -weighted sound pressure levels (Lp) are expressed in decibels (dB)
reference 0.0002 microbar. Sound power levels (Lw) are expressed in decibels (dB)
reference one picowatt. Octave band 1 has a center frequency of 63 Hertz.
Back Lp
Sound Pressure (da)
Octave
Distance
Band
5 ft.
50 ft.
1
74
69
2
80
67
3
76
68
4
71
64
5
67
60
6
54
51
7
46
43
8
40
35
A-wgtd
73
65
Connection End Lp
Sound Pressure (da)
Octave
Distance
Band
5 ft.
50 ft.
1
78
72
2
77
68
3
74
67
4
71
62
5
70
60
6
60
49
7
54
43
89
8
36
A-wgtd
74
64
Sound Power dB
Sound Pressure (da)
Octave
Center Frequency
Band
Band
(Hertz)
Lw
1
63
100
2
125
101
3
250
100
4
500
98
5
1000
95
6
2009
89
7
4000
86
8
8000
85
A-wgtd
100
Note: The use of frequency inverters (variable frequency drives) can increase sound levels.
Extra Notes: Sound data provided by CTI ATC -128 sound test code revision 2019
Page 313
Top Lp
Sound Pressure (da)
Octave
Distance
Band
5 ft.
50 ft.
1
79
65
2
84
69
3
83
68
4
82
66
5
79
63
6
72
57
7
67
55
8
62
53
A -w gtd
83
68
End Lp
Sound Pressure (d S)
Octave
Distance
Band
5 ft.
50 ft.
1
78
70
2
79
68
3
76
67
4
70
62
5
64
57
6
54
48
7
49
42
8
44
35
A -td
wg
72
64
Air Inlet Lp
Sound Pressure (dB)
Octave
Distance
Band
5 ft
50 ft.
1
77
73
2
79
68
3
78
66
4
75
63
5
71
57
6
64
51
7
61
48
8
56
41
A-wgtd
77
64
m
�I�
X
�+
�Ra�~El
o
nn'
QCR
c.y
?B
�.�q4
N
O I.
6'-4
gS
CD
40
f 1
non �n e:
11 a
3
W
O
CD
O
I..a
u'
� a,
O
S �.'4 a
��g g
CDp
'
*a
O
�6,'
'� = V.w
w
g
O
mow^
5T s
(D
ro
c 0
j?
Rrs � �3&�'�
92
m
°
o
fib' V
Sv
7'-4 1/4'
3'-6 1/2'
w
n
g
C
Q
6
�
� w
R N
W
.•
y
a o�
e�
O-
D
r
n
��
�
0m
��
N
e
3
Q
CD
'o
a 8
a
�T
z
4
c I
s �
0
m
3
Y?
C
a
N a
Go
—L >
Co z
x
N
r
ro
c
N m
O z
w
O
O
._�.
00
chi �
o �
uo'
�I�
m � o Z �b wv»�Nso N�oo,v �tasw 3`4�o �$3wwnQ
�o c? ry>•w� o-Q,Q vs�...o .'o. ww Z\n.w.. yc
O W L7N N N w �_
�3 ��a m�ai��.o..�-�`'`c
Q'wy
C nR no 6 P�SJ ^O'g`J N� P9�T�• t
p N 5'E
N IV m$'w non 4,co'mny QN3w `° w$a.cw.�a
35
o $ 2 a 6 , w e w O y. B OT K o N w '
W _
n
�.v = 3 o
A D {'
St
O _ O Amo 03 w_ n„ e4� c o
m
FACE B ELEVATION
B'-5 3/4
8'-3 1/2'
Y YIN
AML. A F2MIN
FACE A
)p all IF
-a
r II 9
Q
r,o
Om 1 0 y
II I
T.a z n II II D
9 << Iw n
a m u D m
m
� i
II II
COD =
CO2 o A FACE B
N n
=z
"Z R
N m 7
O A
ca c C
i 9
O
FACE B ELEVATION s e
Z
Ory
N
00nn
W
"
O
\V
•ii O
i
Ca
40
S O
N
Wco
CD
Z
�
0
A
Co
-0
EF
Of
pO•
G
3W
3
(n =
8
C N
CD
O CD
N N
n �
ol
0 N
Cn -a
� CD
O
CD
D
• b
O
m—
F O
m C
3
s
n
CQ
n
o
O I�il
3
a
aco
En
f �
N
0 z
cm
W
0
N C
0
-L r3
m
a
G A
es
c
O
R
y
�
o
m
V!
00
:�Ed
<m
m
N. o
o�
�o
�o
0 0
m �
z
Cif o
N
C'"
ro
CD imm
G/ O
.9m CDN
4h Q
I®
3
om
X
0 O
z
---
o
I
I
I
I
I
I
�
I
I
I
o
zo
l
I
<
<p'
I
I
C) z(i
I
I I
mc)q-iF--i
cn m
I
l
I I
I I
T
L_
J
o
I
I
I
I
I
I
I
I
I
I
I
I pm A
I
I
I
m S N
I
T I
I I c z
L-1---I-J
I
I
I
I
I
I
I
I
I
I
I
I
�
0
I
I
p
IA
I
cnW
<
m
C-)
I
v =
I
I
I
I
I
I
m
A
I
I
I
I
I
I
I
I
I
I
m
m
r
"O m
ox*�
-i m m
M x
om
a
m m
_ \ §»/KA ;m
�
CAD �
ho
� ¥ x sA Q
- mM
% § §E RK > !
$
\ \
> co
0 . . . . .
■
POW
r
0-1
Q § a./
� �(§OR(/§
(•IRSƒ# 4 j\ .
-
�\/(/({ je§2
.
_;�■ «y1°*® \
c§§
cm 7 (mklr§ z
COL ` I+r� � 222§
2 $
�� �� 79)))§ k)§§
, $§Amm« f9 f2
CA■ §Sf �!\
� F9;§
! ■ $§§j §� \;
(\
RNA mox F„"d,� z3o O yR
atiys_i y�ol: amfo� Sm m 0
O z o ti y- o 03 -I = ASS o_ po N$
W A n �� mCz a 9 AtZ; `x Zz m 3 yo.5 z zo> yoz i 3
S -o oo5oz S
Cil omc �m g �m am aoo3 3 z ny y � Hy a boy -ng z= S
r g myw- AD.--Ni'o-z a z$ O �m zea- �m zn� OF
CD
"� 'ya zo 9zo yv,ai9 El T $o any �`ao Ay m fq'f
j j G y 3 c 3 z 90 F m t -a �" g F o 3
fA CD
O o$�
n e
N N oz ti `o'''a9c'Ey 3'y',"-',.iai ti -= n ii agm� s'o" az$ mS
C2 N 9�w N y�ZSM IEq yo :k ~8 n o= =zy", boa mma �y
C2
p aom�moA o"n`zza m.1- z y �mli z " oz
Cl p ��a n m - �, `�` H mm C'� - ��� a?r. cy�`�
,0 p E; 6 m �o��mzoc m ayai ^' -F � nFim ap om a 8 g
S �4 F9 G y0 3ymO fn o4][S'a - -m0 HI
o=m m r S �3n� iin= ow oSy
cT Z vac i c c- cin
zy m m O v- y o Fym
Hz� a i yo S mn z9z y 3L z m \<mc F--
<y'm° oca E�qm
m c y .`5y ayc o o H ma DS 'yo -�c�i aA
$ v oi'a izK n N �y o 90 �m� MaI ono
m m �o-za zm Sr"m ^a'�m 3�` =90
xy o mo x- �xzv = mz S
m MV
oo So mm ooa
on �m _ -m m;3z o * 3op ?gym 3
«N n
c a9 oo
pn a ra omA r y
ti m zK zaoo z
' :• �s C -mei �"-i .S-, �"' is coy Jaz
y a
9m C n o0 39 cZs p �= rm C�ZZI
yi
_ y
Z3 M
A y
C C 2 m y 3
3
A Z a
A O A
O C
3 M Hmz y
9
a
Zy
snc_n
3 m Z 3 A 0 m O D A 0 m
o Aim. p 0 2
=M M OO N A O
R - O O
m3 yZz mCT
Z= 3K AA 0 CJ A n X C p=
-ai p V V ` 0 0
p (A Z a
a Z 2 Z -m-I m m Z_
c m z
m m o m
1 y a m v
{�Y H�
mA o�
> z c O
0 Z G] mcm Z
L7 coL+i S y A
wiC S W zz GD A 74
i x C m y y O
Nm a �y
pA N y a
n
cm
O oo z
i lii fC o 3 m a 2
z m N o M
GZi
m > m y m m
z O �
z m co
m
'a � ^—i
�+a! .7
W Q ii rQ'3E �
N 4 n 9 $
f`il �aRm
mcm 40
N
i O m 5o S
G1 O o
N N
�+ w �
10 C
O g D'
y O �' >
o � CD
0'
9C C C
m zs
Cro
_
as �
oCD"'
0mCLCD
3m
mo
a
z
a co
o Ln
N D �
0 Z N
CD
N z w
IC
N m
O z W
O eai a
A co e
gN
E S.
G
'< <
< m
� y
o =
� o
o
o