Report 16928 Woodinville-Redmond Rd NE,Suite 210 Phone:(425)487-1732
COaf VERSTONE Woodinville,WA 98072 Fax:(425)487-1734
111111111."-. ENOINEERINQ, INC. Web's~'oorneratone-engr•com
C7VIL•SIRUC77.IRAL#SURVEY'
RECEI VE
OCT 21 2014
Structural C ,
For
Installation and Replacement of
Telecommunications Equipment
CITY OF TIGARD
REVIEWED FOR CODE COMPLIANCE
A (yam
OTCs I
Permit#* p 20
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Site Name: Greepwa a. Data ,(OC2J(4
Site Number: P003932
12394 SW Scholls Ferry RD OFFICE COPY
Tigard, OR 97223 •
Washington County
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83201 PE
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Prepared By: Evan A. Underbrink, E.I.T.
C� •-EGON co
Checked By: Chris Bemards, P.E., S.E., LEED AP gyp,
Prepared Date: August 19, 2014 ; `Ily
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CEI Project No.: 14-06070 '1 lq N Oqfri
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Comprehensive Design Solutions for Your Project Success!
Project: P003932D Greenway Date: August 19,2014
• Client T-Mobile Prepared By: E.Underbrink
CEI No.: 14-06070
Project Description
The existing T-Mobile telecommunications site is located at 12394 Southwest Schoils Ferry Road in
Tigard, Oregon. This is a three-sector site with(2)panel antennas per sector mounted on two stealth
monopoles on the west side of the building. The site support equipment is located on the mezzanine
inside of the building.
The structural design and analysis of the proposed T-Mobile installation is for the replacement of the
FRP canisters that currently enclose the existing panel antennas. Additionally,T-Mobile will replace
all (6) panel antennas and add(3)twin Tower Mounted Amplifiers(TMA's)which will be mounted to
existing monopoles beneath the panel antennas. The design of the FRP canisters will be by others
and is not a scope of this project The additional gravity and lateral loads of the equipment will transfer
into to the monopoles, then into the foundation and soil below.
Design Procedure
The analysis contained in this report is based on the provided as-built drawings, previous structural
analysis, and recent site photographs that illustrate the existing structure appear to match the provided
documentation. Our analysis is inclusive of the affected structural elements associated with the
proposed equipment modifications and was prepared in conformance with the 2012 International
Building Code(IBC), the 2014 Oregon Structural Specialty Code(OSSC), and their referenced
documents.
Design Criteria
The design and analysis of the various structural components is based on the following site specific
parameters:
Gravity Loads Lateral Loads
Antenna Dead: 35 lb each 120 mph(ULT)
FRP Canister: 670 lb Wind: 40 mph(Ice Loading Only)
Ice Loading: 2.058" Design Exp. B, Ice 1.0
Thickness Seismic: Sm.=0.718g, SDI=0.445g
Conclusions and Recommendations
We have determined that the existing monopoles are structurally adequate to support the proposed
equipment described above. No upgrades are required to the existing steel structure. The installation
will comply with OSSC requirements. Please refer to the following structural calculations, as well as
the supporting documentation for additional reference.
Our analysis is based on the assumption that the structure has been property installed and is
maintained to the minimum standards required by code. We assume there is no known deterioration
or damage to any structural component that may affect capacity.
Table of Contents
1. Load Calculations
2. Monopole Analysis
3. Reference Documents
16928 Woodinville-Redmond Rd NE,Suite 210 Phonc:(425)487-1732
Woodinville,WA 98072 (Cm,. CONERSTONE Fax:(425)487-1734
CORNERSTONE N G I N r[R 1 N G, I N c.
Web:www.corrtt'rstone-eBgr.com
Project P003932D Greenway Date: August 19,2014
• Client T-Mobile Prepared By. E.Underbrink
CE1 No.: 14-06070 1,0
1. Load Calculations
16928 Woodinville-Redmond Rd NE,Suite 210 Phone:(425)487-1732
Woodinville,WA 98072 -• �N•I N C iRM WONE Fax:(425)487-1734
Web:www.cornastone-engr.com
Project: P003932D Greenway Date: August 19,2014
Client' T-Mobile Prepared By: E.Underbrink
CEI No.: ;4.1160-n Y
Design Maps Summary Report
User-Specified Input
Report Title P0039320 Greenway
0r1 August 15. 2014 20;46:19 UTC
Building Code Reference Document 2012 International Suiting Code
;which utiltzos uSG5 hazard data available in 2008)
Site Coordinates 45.443172N. 122.823177W
Site Soil Classification Site Class D-"Stiff Soil"
Risk Category I/Ii/III
1 0 --
I l • 0Aloha 28
\✓ t
().4
10 000 rden r a a
Sl1riram eR MIlwaukie
oKonor p• d N 0 R T H
M.E.ey
c A M RICA
mapqueat 0/ VI4111, a •Mis*nr
USGS-Provided Output
S, = 0.968 g S.,r = 1.077 g S„ = 0.719 g
S. = 0 ,24 , S,,, = 0.668 p Sp, = 0.445 g
For information on how the SS and Si values above have been calculated from probabilistic(riek-targeted) and
deterministic ground motions in the direction of maximum horizontal -es::-se :et_e retumtothe application
and select tre "2CC: NEHRP"building :ace reference document.
MCEr,Response Spectrum Design Response Spectrum
1.10 f 0.72
0.99 O.u
0.99 0.54
D.77
0.49
o.cc-
0.55 0.40
0.44 �j 0.72
0.33 U.24
0.22 0.10
011 0.00
0.00 4 I I 1 1 I 1 4 1 -1 0.00
0.00 0.20 0.40 0.40 0.90 1.00 1.20 1.40 1.40 1.90 2.00 0.00 0.20 0.40 0.00 0.90 1.00 1.20 1.40 1.00 1.90 2.00
Perms T(Esc) Period,T(sec)
16928 Woodinville-Redmond Rd NE,Suite 210 Phone:(425)487-1732
Woodinville;WA 98072 CORNERSTONE Fax; 425)487-1734
_• E N G I N E E R I N G. INC.
Web:www.cornecstone-engr.com
Site Name: P003932D Gwenway Date: 8/1W2014
�COFINEPtSTONE Client: T-Mobile CEI No.: 14-06070
�• ( N IS I N E E R I N O, I N C.
By E.Underbrink Page: 1,Z
Subject: Lateral Design Calculation
Seismic Load Calculation for Components and System
(Reference: IBC 2012,Section 1613&ASCE 7-10,Ch. 13,USGS Seismic Design Maps v3.0.1)
Design Seismic Force:
0.2s Spectral Response Acceleration,Site Class B, Ss = 0.968 (ASCE 7-10 Figure 22-1)
1.0s Spectral Response Acceleration,Site Class B, Si = 0.424 (ASCE 7-10 Figure 22-2)
Site Class = D (ASCE 7-10 Table 20.3-1)
Risk Category = II (ASCE 7-10,Table 1.5-1)
Site Coefficient per Ss&Site Class, F, = 1.113 (ASCE 7-10 Table 11.4-1)
Site Coefficient per Si&Site Class, F. = 1.576 (ASCE 7-10 Table 11.4-2)
Sms= F,S, = 1.077 (ASCE 7-10,Eq 11.4-1)
Sul=F„S1 = 0.668 (ASCE 7-10,Eq 11.4-2)
Sos=2/3 Skis = 0.718 (ASCE 7-10, Eq 11.4-3)
S01 =2/3 SM1 = 0.445 (ASCE 7-10, Eq 11.4-4)
Seismic Design Category per SDS = D
(Per ASCE 7-10.Chanter 13)
Component amplification factor,ap = 1.0 (ASCE 7-10,Table 13.6-1)
Component Importance factor, 1, = 1.00 (ASCE 7-10, Section 13.1.3)
Component operating weight,Wp = Wp lb
Component response modification factor, Rp = 2.5 (ASCE 7-10,Table 13.6-1)
Height in structure at point of attachment of component,z = 41 ft
Average roof height of structure, h = 44 ft
0.4apSosW P
Seismic Design Force,Fp = Rp/l (1+2z/h) (Eq. 13.3-1)
P
Min.Seismic Design Force.F9,1,,1,, = 0.3SoslpWp (Eq. 13.3-3)
Max.Seismic Design Force,F,,,,,,,,, = 1.6S0slpWp (Eq. 13.3-2)
Fp = 0.33 Wp (Ib)
Fp,,,,i„ = 0.22 W, (Ib)
Fp,r„s, = 1.15 Wp (Ib)
Fp = 0.33 Wp (lb) (Strength Design)
0.7Fp = 0.23 Wp (Ib) (ASD)
18928 Woodinville-Redmond Rd NE,5210
WoodlnviNe,WA 98072 Tel:(425)487-1732
E-mail:cel @cornerstone-engr.com (208)250-7306
Web:www.cornerstwre-engr.com Fax:(425)487-1734
Project: P003932D Greenway Date: August 19,2014
• Client:' T-Mobile Prepared By E.Underbrink
CE] No 14-06070 1-3
r'" 79 �'6W Off•,-- , v—x--7# 1 9G kf AloaC '10+.6)- r_U.
1(.0 ar sa :a -...wr n t ti-I (i.,.i' -- 'Fyn i_ .F.-...-,-7 - - 1.T tr.r j
1..r 31 Rr- - _Za- .. �,'r'X5+3,:.��A,:!..!A z.RyF i .w is -1 w - ' t, '.' .r ....„-A ��:•
.r.". ,p '< : ".•ra t ..a. ` ,t , 0.4. nil__ k_ et 1, 5 IF f+I•- 1 -9' #":..-+ "e 1 '4 UCi fir- .� �,■
1. L4,"...�• _ . _ 5.—.' \.-_ .a, � ;• !.. IP 6.41'....-.,+, s ('': t��,.: .a _ \.-,
-+, �'1' ,• ► £ •fir, , L„ ► l9
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. -.��+ -,5 AFC r• - rti r •c �t" t
f .� •• '._ ,,, 7r �, R ` ,,,,7 .571�+_ -R,. 9..„
_ a��1 r N Tj�
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, --\w.R 1 w.1"—R I � {=7 C3 •-I-_----_.L--S — - _.__..___- _,_..-_ ID //y�1 S�1
arw dm.
w•• �y
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a.wv wr '! !
12. .:ar...r r.w Ru.
ma-
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• ..,.� /MI 472111 .. a+..1....... ..a .iii #.
Total Elevation Gain =30ft
Therefore Kzt= 1.0 by Inspection
16928 Woodinville-Redmond Rd NE,Suitc 210 Phone:(425)487-1732
Woodinville,WA 98072 sw.,.. CORNERSTONE Fax (425)487-1734
Web: E N G I N E L R I ry G, I N C
WWW.COrllerStOnCrengr.COm
Site Name: P003932D Greenway Date: 8/19/2014
C"---- E.�STOfNfa Client: T-Mobils CE1 No.: 14-06070
� .Nola[.w,wa, ,rrF
i By: E.Underbrink Page: 1,4
Suter Lateral Design Calculation
Wind Load Calculation for Other Structure
(Reference: IBC 2012 Section 1609&ASCE 7-10 Chapter 26-29)
Wind Velocity Pressure:
Basic Wind Speed,V,,. (mph) 120 (ASCE 7-10.Figure 28.5-1A,B,or C)
Exposure Category = B (ASCE 7-10,Section 26.7.3)
Risk Category = II (ASCE 7-10,Table 1.5-1)
Velocity pressure exposure coefficient,K, = 0.78 (ASCE 7-10,Table 29.3-1)
Velocity pressure exposure coefficient,K,, - 0.78 (ASCE 7-10,Table 29.3-1)
Topographic Factor,Ku - 1.00 (ASCE 7-10,Figure 26.8-1)
Wind Directionality Factor,Kd - 0.95 (ASCE 7-10,Table 26.6-1)
Velocity Pressure,q, 0.00256K,K,KdV' = 27.32 psf (ASCE 7-10,Eq.29.3-1)
Velocity Pressure,ql, 0.00258Ki,KuKdV2 = 27.32 psi (ASCE 7-10,Eq.29.3-1)
Design Wind Force: For Open Structures&Equipment
Gust effect factor,G = 0.85 (ASCE 7-10,Section 26.9.1)
Net force coefficient,Cr = 0.70 (ASCE 7-10,Figure 29.5-1,3)
Mean roof height,h<60ft (No) (GCr), = 1.00 (ASCE 7-10,Section 29.5)
(GCr). - 1.00 (ASCE 7-10,Section 29.5)
- Projected area normal to the wind,Ar = Ar ft2
Horizontal projected area of rooftop equipment,A, = A, ft2
Design Wind Force,F - q,GCy4r lb (ASCE 7-10,Eq.29.5-1)
Design Lateral Force,Fn = gn(GCr),,A, lb (ASCE 7-10,Eq.29.5-2)
Design Vertical Uplift Force,F„ = q,,(GC,),A,. lb (ASCE 7-10,Eq.29.5-3)
1.OF = 18.3 pef x Ar (Strength Design)
1.OF„ = WA
Height ^ Koine K,,
z(ft) Exposure B Exposure C Exposure D
0-15 0.57 0.85 1.03
20 0.62 0.90 1.08
25 0.66 0.94 1.12
30 0.70 0.98 1.18 _
40 0.76 1.04 1.22
50 0.81 1.09 1.27
60 0.85 _ 1.13 1.31
70 0.89 1.17 1.34
80 0.93 1.21 1.38
90 0.96 1.24 1.40
100 0.99 1.26 _ 1.43
120 1.04 1.31 _ 1.48
140 1.09 1.36 1.52
160 1.13 1.39 1.55
180 1.17 1.43 1.58
200 _ 1.20 1.46 1.81
16928 Woodinville-Redmond Rd NE,#210
Woodinville.WA 98072 Tel:(425)487-1732
E-mail'cei@comerstone-engr.com (208)250-7306
Web:www.cornerstone eng-.corn Fax:(425)487-1734
Site Name: P003932D Greenway Date: 8/19/2014
`�� CGr�Nt STOfNt= Client: T-Mobile CEI No.: 14.06070
N B I M E[R M O, I N C. 8y: E.Underbrink Page: !►
Subject: Lateral Design Calculation
Ice Wind Load Calgulation for Other Structure
(Reference: IBC 2012 Section 1609&ASCE 7-10 Chapter 26-29)
Wind Velocity Pressure:
Basic Wind Speed,V3. (mph) = 40 (ASCE 7-10,Figure 26.5-1A,B,or C)
Exposure Category = B (ASCE 7-10,Section 26.7.3)
Risk Category = II (ASCE 7-10,Table 1.5-1)
Velocity pressure exposure coefficient,K. = 0.78 (ASCE 7-10,Table 29.3-1)
Velocity pressure exposure coefficient,K,, = 0.78 (ASCE 7-10,Table 29.3-1)
Topographic Factor,K,r = 1.00 (ASCE 7-10,Figure 26.8-1)
Wind Directionality Factor,Kd = 0.95 (ASCE 7-10,Table 28.6-1)
Velocity Pressure,q, 0.00256K.K1K,V2 = 3.04 pef (ASCE 7-10,Eq.29.3-1)
Velocity Pressure,qh 0.00256KhKAKdV2 = 3.04 psi (ASCE 7-10,Eq.29.3-1)
Desinn Wind Force: For Open Structures&Equipment
Gust effect factor.G = 0.85 (ASCE 7-10,Section 28.9.1)
Net force coefficient,Cf = 0.90 (ASCE 7-10,Figure 29.5-1,3)
Mean roof height,h<60ft (No) (GCr)h = 1.00 (ASCE 7-10,Section 29.5)
(GCr)„ = 1.00 (ASCE 7-10,Section 29.5)
Projected area normal to the wind,Af = Ar ft2
Horizontal projected area of rooftop equipment,A = Ar ft2
Design Wind Force,F = q.GCfAr lb (ASCE 7-10,Eq.29.5-1)
Design Lateral Force,Fh = gh(GC,),,A lb (ASCE 7-10,Eq.29.5-2)
Design Vertical Uplift Force,F. = gh(GCj) r lb (ASCE 7-10,Eq.29.5-3)
1.0F = 2.3 pd x As (Strength Design)
1.0F. = N/A
Height _ Kt and Kh
z(ft) Exposure B Exposure C Exposure D
0-15 0.57 0.85 1.03
20 0.62 0.90 1.08
25 0.66 0.94 1.12
30 0.70 0.98 1.18
40 0.76 1.04 1.22
50 0.81 1.09 127
60 0.85 1.13 1.31
70 0.89 1.17 1.34
80 0.93 1.21 1.38
90 0.96 1.24 1.40
100 __ 0.99 1.26 1.43
120 1.04 1.31 1.48
140 1.09 _ 1.36 1.52
-
160 1.13 1.39 1.55
180 1.17 1.43 1.58
200 1.20 1.46 1.61
16928 Woodinville-Redmond Rd NE,#210
Woodinville,WA 98072 Tel:(426)487-1732
E-maa:ceecomerstone-engr.com (206)250-7306
Wets:www.cornerstone-engr.com Fax(425)487-1734
proled by
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Project P003932D Greenway Date: August 19,2014
Client: T-Mobile Prepared By: E.Underbrink
('Fit No: 4-06070 2. Q
2. Monopole Analysis
16928 Woodinville-Redmond Rd NE,Suite 1
2 0
Phone:(425)487-1732
Woodinville,WA 98072
Web:www.cotnerstone-engr.com Fax:(425)487-1734
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CEI Monopole Analysis
EAU _ P003932D Greenway Aug 19,2014 at 10:01 AM
14-06070 - - -
Monopole Analysis.r3d
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Site Num P083S32D Greene/ay Data: 8/19/2014
F.‘9.71`. 4fFi>a>r't�aV Client T-Moblts CB No.: 14-08070
........ . ..o- By:EAU P.8« 2.3
Subject Drilled Pier Check
Drilled Pier Check-Circular Cross Section
Aoopad Load,-Factiond
Axial Gabon 2.8 kips
UPl0 0 MP
Applied Moment.M„ 15.4 bE-8
Diarrglsr of Pier,h 36 eches Modulus of Ek+strity,E. 29000 kW
Gross Area.As 1018 Ir2 Yield Strength,fr = 60 kal
Yield Strain.4 0.00207
rcgInarti Bar Sias No. .
Compressive Strength,r. 3000 psi Mee of Bar 1.00 in'
Uri weight,Y. 145 1618' Bar Diameter 1.13 inches
Mo kaus of Elasticity,E. = 3156 Its! Bar Count E
l*knete Concrete Strain.tw 0.003 Gear Cover 3 inches
P - 0.85 ACI316-0810.2.7.3 Fit„ 8 .1r
RNn rcernanl ratio,p2 0.0059
Confinement ;ed
St IMP Reduction Factor.0 = 0.85 ACt 318-08 9.3.2
Reinforcing coordinates(In)
Bar No.
Re nfi X Y
1 1.00 722 -12.50 Reinforcement Placement
2 1.00 -7.22 -12.50
3 1.00 14.44 0.00
4 1.00 -14.44 0.00
5 1.00 7.22 12.50
6 1.00 .7.22 12.50
•. •
1 hi ,
. I
. .1.-
..
1
1 1. i .
• • iii
.
1 1
angthamitaismarais
sn • OPn(kips) 0Mln(kip-fl)
0.00207 0.65 1528.9 0.0
0.00041 0135 458.7 858.4
0.00000 0.66 442.9 898.9
-0.00062 0.65 -900.8 774.4
-0.00207 0.68 -178.0 819
-0.00478 0.88 ,273.8 60.5
-0.01034 0.90 -304.4 28.4 •
0.90 -324.0 0.0
*Prf,00nto = 17 kips a 2.8 bp. 3%
1t926 Woo Redmond Rd IrE,5210 Tel(428)487-1772
Wcwkwille WA M0072
ns[ ione-erpr.com (200)4627734
E
n:
Wee:`reM.oanssbrrwpr.00m
Fe (426)487-1734
Prgject: P003932D Greenway Date: August 19,2014
Client: T-Mobile Prepared By. E.Underbrink
}J No . 14-06(170
3. Reference Documents
Reference Documents
1. Structural Drawings, Greenway SUV P003932D, Valmont Microflect, June 18, 2002
Codes /Standards
1. International Building Code (IBC 2012), International Code Council, 2012.
2. Minimum Design Loads for Buildings and Other Structures(ASCE 7-10), American Society of
Civil Engineering, 2010.
3. Manual of Steel Construction, American Institute of Steel Construction Inc. (RISC), 14th Ed.,
2011.
4. Building Code Requirements for Structural Concrete(AC!318-11), American Concrete Institute,
2011.
16928 Woodinville-Redmond Rd NE,Suite 210 Phone:(425)487-1732
Woodinville,WA 98072 �CORNERSTONE Fax:(425)487-1734
Web:www.com«stone-engr.com En,is E 0 1 N E E a .a a. INC. ( )
09/20/2002 FRI 13:50 FAX 15037363014 3. I Q0113
09/20/02 FRi 12:39 FAX 503 Sin 2090 NICROPLECT al003
i -1
FOUNDATION NOTES:
i 5011 parameters per gaoler:finical evaluation by Northwest Geolech. Inc. Pro). No, 1053.46.1.
doled May 31, 2002.
2. All concrete shod have a minimum compressive sfrerlplh of 3000 psi i 26 days and shall cantata lo the AG
standard building code for reinforced Cksvele. AU 310. the Le-steel edilan.
3. All reinforcing shah be Intermediate grade deformed bats conforming to ASTM 4615 grade 60 160.000 psi Fin
yield) and shoe be provided by the foundation conlracior.
4. Pour concrete ogohsl undisturbed eat and farm portion above ground only
5. Anchor bon. to be ASTM F 1554 Grade 55.
6. Underground utilities should be located prior to excavation
7. Design based on the following reactions: Maximum averhrrne moment - 23.6 ft-klps,
Accumulative .rear at base - 0.97 kips. Total weight - 199 kips
It Estimated concrete volumt - 3.53 cu. yards.
9. Ore packing procedures: Ms 2 pane sand. one port cement, and arid just enough water to allow molding
a Mope by hand. Restrict the water content to a renames (Ihts minimizes the possibility of skirt icoge
when the mortar. dry-mixed for maxima density and strength le pocked In place.) The pocking shall be
cone by hand, ramming with burs or caulking tools, or a combination thereof.
10. M wafer Is present in the excavation the use of drilling fluid nay be required to control flowing slits
and sonde. The pier excavolion Mil need to be cased fo prevent caving and possible loss of support to
odlacent building foundation during construction. See rererreneed geolechnical report.
REBAR LAP SPLICE GRADE 60 REBAR
lthicoofed mbar. normal wl.cohicrNst Ala 816-95
Reber Reber Specified Overtop finches) Size (Part no. Iw1/ft f 1OdD d. d..
Size Grade Concrete Vert e+3 11-97203 036 — 2 1/4• 1 1/2'
Strength is4 11-97204 047 5' 3• 2'
a3 60 3000 psi 13 i 55 11-97205 t04 --- 3 3/4' 2 1/2'
of 60 3000 psi 17 146 11-97200 130 - 4 V2' 4 1/2'
• sS 60 ' 3000 psi 22 .7 11-97207 2.04 - 5 1/4' 5 1/4'
246 60 3000 pet • 26 se 11-97206 2.67 ----- 6' 6'
• 57 60 3000 psi 36 19 11-97209 3.40 - It VY
e0 60 3000 pet 43 510 11-97210 430 - 10 314'
e9 60 3000 psi 40 s e11 1 531 -, 12' _
tem 60 3000 psi 57 ham lard hook detail snort
511 60 3000 psi 71 L/y, e}ar '., rug hook detail chart
Spiking Is an olterrtatiVe to specified �� �M a� •
stater/al listed In robot schedule. I�t;F i
eke
di i�• • ai`. a
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REINFORCEMENT STEEL SCHEDULE I* 135a bend
Sym Type Reber Reber 0Ytemelone Weight Oty II
Site Spacing a b c h d ;node .dbel 10c11
1 A e9 - 13-0• 465 6
• 2 F rd, EQUAL 2'-6' •Y • -V . 88 15 }
•
. Total steel weight for camptate foundation Installation w " . 1--___' 353 l o -1
45 Opiton: May use w< spiral s 12' with 1 1/2 extra bum top and bottom
0•
DR QED PiER FOUNDATION
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