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Structural Calculation and Detailing Report
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Project:
Project no.:
Address:
Date:
SPRINT / CA5204(WiMax)
CA-ORC 5029-A
One Hoag Drive
Newport Beach, CA92663
09/15/2010
c .. l6'.NG DEPARTMENT
.iv. S P /'S DOT:
AIL d
OR r F, PLANS, AND
DC. °.()OT GUARANTEE '..•.a
P NDIT CITY. BUILDING,
O: NEEPORT PEAtr —
+F: BUILIIDIE STRIA).
L.J.. E OR A'TER CONE T BE,,
PLANS AND POLICIES OF THE
,DESTITUTE EXPRESS OR IMPLIED
IN VIOLATION OF DR INCONSISTENT
HE COY OF NEWPORT BEACH. THIS
IT LA S ARE, IN ALL RESPECTS. IN
x/I.II P,,. PLANS AND POLICIES.
T TU ENTIRE ANY PERMITTEE TO
AUTHORIZED NY THESE PLANS
. C2NSAIM TO COMPLY WITH THE
�Y OF NEWPORT BEACH.
lNO`WLEDGMENT:
(SIGNATURE)
SIGNATURE
DATE
;',_ES
BY:
APPROVAL TO ISSUE
DATE:
THESE CALCULATIONS ARE THE SOLE PROPERTY OF
THIS FIRM, AND MAY NOT BE USED WITHOUT
WRITTEN CONSENT. THE BUILDING OFFICIALS SHALL
NOT ACCEPT THESE CALCULATIONS UNLESS WET
STAMPED AND SIGNED BY THE ENGINEER OF RECORD.
SAC
6
1/7
Description of the project:
l . Design in -door equipment rack anchorage on concrete floor slab against seismic
over turning.
2. Design of antenna anchorage on (E) rooftop steel antenna rack
Design Codes:
2007 California Building Code with local amendment.
Design Criteria:
Seismic: Category II, Site D, Ss=1.842, Si =0.692
Wind: Exposure C, 85mph,
In -door equipment rack DL: 476 lbs.
Disclosure:
Please be advised that the evaluation and recommendations made were based on
minimum design loads per current building codes without as -built plans and without on -
site intrusive investigation and verifications, With this inherent limitation, the design and
evaluation was done in accordance with generally accepted engineering principles
and practice. The engineer of record shall be notified immediately when discrepancy
occurs between the actual on -site condition and this report and/or drawings for
remedial solutions.
2/7
Conterminous 48 States
2005 ASCE 7 Standard
Zip Code = 92663
Spectral Response Accelerations Ss and S1
Ss and SI = Mapped Spectral Acceleration Values
Data are based on a 0.009999999776482582 deg grid spacing
Period Centroid Sa
(sec) (g)
0.2 1.842 (Ss)
1.0 0.692 (S 1)
Period Maximum Sa
(sec) (g)
0.2 1.902 (Ss)
1.0 0.721 (S1)
Period Minimum Sa
(sec) (g)
0.2 1.778 (Ss)
1.0 0.659 (S1)
Conterminous 48 States
2005 ASCE 7 Standard
Zip Code = 92663
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1=FvxSI
Site Class D
Period Centroid Sa
(sec) (g)
0,2 1.842 (SMs, Fa = 1.000) r
1.0 1.039 (SM1, Fv = 1,500)✓
Period Maximum Sa
(sec) (g)
0.2 1.902 (SMs, Fa = 1.000)
1.0 1.082 (SM1, Fv = 1.500)
Period Minimum Sa
(sec) (g)
0.2 1.778 (SMs, Fa = 1.0001
1.0 0.988 (SMI, Fv = 1.500)
Conterminous 48 States
2005 ASCE 7 Standard
Zip Code = 92663
Spectral Response Accelerations SDs and SDI
SDs = 2/3 x SMs and SDI = 2/3 x SM 1
Site Class D
Period Centroid Sa
(sec) (g)
0.2 1.228 (SDs) v
1.0 0.692 (SDI)✓
Period Maximum Sa
(sec) (g)
0.2 1.268 (SDs)
1.0 0.721 (SDI)
Period Minimum Sa
(sec) (g)
0.2 1.185 (SDs)
1.0 0.659 (SDI )
5rit
sM5 1, ga{
5My {.O3o
SDs
St. i °Jan,
v µAwes kAs<cQ or
3/7
1. Seismic Load Calculation (2007 CBC & ASCE 7-05)
ZIP Code = 92663
Soil Site Class = D
Occupancy Category = II
From Spectrum Data:
SMs = 1.842 g
SM1 = 1.039 g
(ASCE 7-05, Table 1-1)
Sps = 2/3 SMs = 1.228 g
Sp1 = 2/3 SM1 = 0.693 g
Seismic Design Category = D
P= 1.0
Seismic Design Force : (IBC 2006, 1613, ASCE 7-05, CH13)
Rp = 2.5
Ip = 1.0
Wp = 476 lbs
ap = 1.0 (ASCE 7-05,Table 13.6-1)
zlh = 1.0
Fp = [0.4 ap Sps Wp / (Rp/IP)) x (1+2(zlh)) (ASCE 7-05, 13.3.1)
= 280.57 lbs
FP.MAx= 1.6 Sps 1, Wp Fp,MIN= 0.3 Sps 1, Wp
= 935.24 lbs = 175.36 lbs
Therefore Fp = 280.57 lbs
Seismic Load Effects E : (ASCE 7-05, 12.4)
E=pFp±0.2SEGD
= 280.57 lbs ± 116.91 lbs
(Lateral) (Vertical)
Seismic Lateral Coefficient = 0.59
ASD design coefficient = 0.41
4/7
2. Wind Load Calculation (2007 CBC & ASCE 7-05)
Basic Wind Speed = 85 mph
Exposure = C
Occupancy Category = 11
Use simplified wind loading method for component & cladding
H=
D=
W=
Eff. Wind Area =
Pnet30 =
5.00 ft
1.00 ft
1.00 ft
5.0 ft2
(HxD)
34.95 psf
Mean Roof Height 4160 ft V
Adjustment factor, X = 1.00
Important factor, Iw = 1,0
Topographic factor, Kit = 1.0
Pnet = X X Kn X Iw X Pnet30
= 35.0 psf
(HxD)
Wind Force, W = 175 lbs
(HxD)
5.0 ft2
(HxW)
34.95 psf
35.0 psf
(HxW)
175 lbs
(HxW)
(ASCE 7-05, Table 1-1)
(ASCE 7-05, 6.4)
(ASCE 7-05, Figure 6-3)
(ASCE 7-05, Figure 6-3)
(ASCE 7-05, Table 6-1)
(ASCE 7-05, 6.5.7.2)
5/7
PAGE:
DATE:
JOB No:
Non -Bldg. Component / Equipment Anchorage
Element Description:
In -door equipment rack
Anchorage against seismic load
V
PI AN i/IFW
x
In( =N(N+2)/{12(N-2))xb/2 = 484
lyy=(N/4)xb22 = 484
Coefficient for anchorage = 0.59
S Ds = 1.228
Wp = 476 lbs.
Fph = Coeff. X W p = 280.84 lbs.
FP = 0.2 SDS WP= 116.9 lbs.
b = Length (in) = 22
b2 = Width (in) = 22
h = Height of C.G. (in) = 42
N = Number of anchoring legs =
For Worst Condition Where 0 = tan-1 (137/lxx x bi/b2) = 45.00
The net Up -Lift at mount 2 =
P r=(0.9xWp-Fp„)/N-Fp (cos 0) (h) (b2 /2)/lyy -Fph (sin 0) (h) (b, /2)/Ixx =
The net Compression at mount 4 =
P o =(Wp +Fpv )/N+Fph (cos 0) (h) (b2 /2)/lyy +Fph (sin 0) (h) (b, /2)/lxx =
The net Compression at narrow face at each support ( when 0 = 0 ) =
P o=(Wp+Fp„)/4+Fph (h)(b2)/2= 416.3 lbs.
Shear reinforcing : Use HILTI Kwik Bolt TZ 1/2" 4) x 2" Embedment per ESR-1917
Vallow = 1330 lb. with inspection
Uplift reinforcing: Use HILTI Kwik Bolt TZ 1/2" 4) x 2" Embedment per ESR-1917
Tallow= 709 lb. with inspection
Unity check: (UTa1i )5/3 + (vN8II )5/3 = 0.25 < 1.0 OK
4
-301.24
527.34
2007 Equip.Anchor.hilti TZ
6/7
Dish antenna (24" diameter)
Manufacturer Wind Rating = 155 mph
PAGE:
DATE:
JOB No:
LATERAL FORCES GENERATION AND DISTRIBUTION:
WIND: Pnet = qs Kz Cnet [I Kzt]
OCCUPANCY CATEGORY:
H qs Kz
0
15 18.5 0.85
20 18.5 0.90
25 18.5 0.94
30 18.5 0.98
40 18.5 1.04
50 18.5 1.09
60 18.5 1.13
80 18.5 1.21
100 18.5 1.26
160 18.5 1.41
EXPOSURE: C w
SPEED: 85
vi
Cnet i Kzt Pnet
1.34 1.00 1.00 21.07
1.34 1.00 1.00 22.31
1.34 1.00 1.00 23.30
1.34 1.00 1.00 24.29
1.34 1.00 1.00 25.78
1.34 1.00 1.00 27.02
1.34 1.00 1.00 28.01
1.34 1.00 1.00 30.00
1.34 1.00 1.00 31.24
1.34 1.00 1.00 34.95
w mph
H: Antenna Elevation =
Dish Diameter =
Effective wind load area=
d: Anchor Distance =
w: Antenna Weight =
b: Eccentricity =
p: Wind Force =
seismic coefficient =
Seismic lateral =
Maxmum Reaction :
Shear =
Tension =
160.00
2
3.14
3
55
1
34.95
0.59
10.33
27.5
73.2
Increase in antenna rack loading is mini
1/2" M.B. capacity as indicated below
2. Anchor on Metal Studs:
3. Anchor on CONCRETE wall:
4. Anchor on CMU wall:
ft
ft
s.f.
ft
lbs
ft
psf Governs
psf
lbs
lbs
mum.
`(E) steel rack OK by inspection.
P (Psf)
(2) - 1/4" ( Self Drilling Tapping Screws x min 1/2" stud penetration, T&B
HILTI S-MD 1/4X14 or equal per ESR-2196
V allow = 215 x 2 = 430 lbs OK
T allow = 115 x 2 = 230 lbs OK
(2) - 3/8" I) HILTI KWIK BOLT-TZ x 2 1/2" embedment. T&B
per ICC ESR-1917, LARR# 25701 w/ speciaLinspection
V allow = 999 x 2 = 1998 lbs OK
T allow = 1,006 x 2 = 2012 lbs OK
(2) - 1/2" 4) Simpson Wage -All x 3 1/2" embedment in grouted face. T&B
per ICC ESR-1396, LARR# 24682 w/ special inspection
2140 lbs OK
850 lbs OK
V allow =
Tallow =
1070 x 2 =
425 x 2 =
5. Anchor on Steel Machine Bolt:
(2) - 1/2" I) Machine Bolt/ U Bolt. T&B
V allow = 3400 x 2 = 6800
T allow = 6200 • x 2 = 12400
lbs OK
lbs OK
. . 1
7/7
Panel antenna (42"x12.7"x2.8"J
Manufacturer Wind Rating = 120 mph
PAGE:
DATE:
JOB No:
LATERAL FORCES GENERATION AND DISTRIBUTION:
WIND: Pnet = qs Kz Cnet [I Kzt] EXPOSURE: t C [, SPEED: 85 V mph
OCCUPANCY CATEGORY: II v
Ii qs Kz Cnet I Kzt Pnet
0
15 18.5
20 18.5
25 18.5
30 18.5
40 18.5
50 18.5
60 18.5
80 18.5
100 18.5
160 18.5
0.85 1.34 1.00 1.00 21.07
0.90 1.34 1.00 1.00 22.31
0.94 1.34 1.00 1.00 23.30
0.98 1.34 1.00 1.00 24.29
1.04 1.34 1.00 1.00 25.78
1.09 1.34 1.00 1.00 27.02
1.13 1.34 1.00 1.00 28.01
1.21 1.34 1.00 1.00 30.00
1.26 1.34 1.00 1.00 31.24
1.41 1.34 1.00 1.00 34.95
H: Antenna Elevation = 160.00 ft
Antenna Length = 6 ft (including BTS)
Antenna Width = 1.5 ft (including BTS)
d: Anchor Distance = 3 ft
w: Antenna Weight = 80 lbs (including BTS)
b: Eccentricity = 1 ft
p: Wind Force = 34.95 psf Governs
seismic coefficient = 0.59
Seismic lateral = 5.24 psf
Maxmum Reaction :
Shear = 40.0 lbs
Tension = 184.0 lbs
p (psf)
Increase in antenna rack loading is minimum. \E) steel rack OK by inspection.
1/2" M.B. capacity as indicated below 1
2. Anchor on Metal Studs: (2) - 1/4" + Self Drilling Tapping Screws x min 1/2" stud penetration, T&B
HILTI S-MD 1/4X14 or equal per ESR-2196
V allow = 215 x 2 = 430 lbs OK
T allow = 115 x 2 = 230 lbs OK
3. Anchor on Concrete wall: (2) - 318" $ HILTI KWIK BOLT-TZ x 2 1/2" embedment. T&B
per ICC ESR-1917, LARR# 25701 w/ special inspection
V allow = 999 x 2 = 1998 lbs OK
T allow = 1,006 x 2 = 2012 lbs OK
(2) - 1/2" 4 Simpson Wage -All x 3 1/2" embedment in grouted face. T&B
per ICC ESR-1396, LARR# 24682 w/ special inspection
4. Anchor on CMU wall:
V allow =
Tallow =
1070 x 2 =
425 x2 =
2140 lbs OK
850 lbs OK
5. Anchor on Steel Machine Bolt (2) - 1/2" $ Machine Bolt/ U Bolt. T&B
V allow = 3400 x 2 =
T allow = 6200 x 2 =
6800 lbs OK
12400 lbs OK
RJR,Ktr ; worKsneet Tor isuilaingitire Permit Application
s Id
P City of Newport Beach
Please print 3 copies + I
Building Department
\
ci,
1. Project Address (Not mailing address) Floor Suite No
One Hoag Drive iI
i
Legal Description Lot
(.._ Block
! Tract
l # Units
2. Description of Work
Use
'Telecom Facility
Clearwlre proposes to add an unammed telecom facility with (3) 4' Panel antennas, (3) 2'
Parabolic Antennas, (1) GPS Antenna, and associated (1) equip rack inside (E) equip room.
# Stories
Tenant Name if Commercial
.-__ ----._----------------------_ . __'i
Valuation 5
20K
In New r Add XX Alter IT: Demo
5q Ft (new/add/extended)
Primary Contact: Rosie Frederick, Agent
Check Appropriate Box for Applicant/Notification Information
for Applicant, 619-244-2352,
rosiafrederick@rlsusa.com
I— 3. owners Name Last
Owner's Address
[Hoag Memorial Hospital j F rst
Owners E
1
mail Address
'One
Hoag Drive i '
City 'Newport
Beach State
CA
Zip 192663
Telephonel949-764
8056 .
r 4.
Architect/Designer's
Architect/Designer's Name Last
9
Address
Primus
DesigGroupFirst'
Architect/Designer's
E-mail Address
Lic. No.
C61054
11594
N Batavia Street
la.mutuc@primusdg.com
City
'Orange State
ICA i Zip
192867 ' Telephone1714-685-0123
rl 5.
Engineer's
Engineer's Name Last
Address
First'Chris
Engineer's
Lic. No.
E-mail Address
C61054
1594
N Batavia Street
yatai.inc@gmail.com
City
'Orange State
[CA Zip
192867 ' Telephone
949-468-9702
El 6. Contractor's Name La
Contractor's Address
V A etCeseinah-
/`•�
•�F ,st
Contractor's
t1ingC ,S Lic. No.'
E-mail Address
q M Class'
r2
1a 60 i_t,.__ ;ra �._'Df�.__swie -A _
1
City
s State'
- Zip)
1 Telephone)
ICE USE ONLLY�P 2DD9-1 52 PERMIT NO. "SZO1f7 .—.Z33' -
D
' —. 0 3
TYPE OF CONSTRUCTION PLAN CHECK NO.
I. 3 3 3 _- to C
PLAN CHECK FEE $
OCCUPANCY - GROUP PLAN CH K ENG. 4 Zs , 2.,:,OCT
- 4 2010 fi2 . t__ I G so •
t;
CITY OF NEWPORT BEACh