HomeMy WebLinkAbout3184; CANNON ROAD WEST; PILE INSTALLATION MONITORING AGUA HEDIONDA CREEK BRIDGE; 2000-06-30•i
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URS Greiner Wootiward Clyde
i'-" , 77?, O E 1615 Murray Canyon Road Suite 1000
Division of URS Corporation -
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San Diego, CA 92108
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Tel: 619.294.9400
' Fax 6192937920
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V June 30, 2000 ' Offices Worldwide
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LIP
- Mr. Greg Ponce
Shea Homes
Street r
Suite 200
San Diego, CA 9213.1
$LLLir /
Subject
Agua , Bridge RVgcEIVED
Cannon Road West
Carlsbad, California
URSGWC Reference No. 58-9851023K.00-000N1 . V
V ' Dear Mr. Ponce:
This report presents the results of our monitoring of the installatio
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east and west abutments and intermediate piers of the Agua Hed
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for the Cannon Road West extension This work was performed
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proposal dated March 11, 1998, and our, agreement revised d
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location of the project and bridge foundation plan is shown in
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BACKGROUND
An initial geotechnical investigation for the bridè foundation was perf
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Geotechnical The results of that Investigation, including recomm
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design, were presented in a report entitled "Foundation Desig
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Bridge over Agua Hedionda Creek, Kelly Ranch, Carlsbad, Calif
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Carlsbad, California," dated July 16, 1997; and a written respon
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October 9, 1998. , • • V
For the project, we have spoken with Messrs Hank Gentile of Sim
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Greg Butler of T Y Lin McDaniel Engineering regarding pil
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PROJECT DESCRIPTION
The Cannon Road bridge c'rssing of Agua Hedionda Creek inclu
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including abutments at each of the approach embankments a
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W:\9851023Kcon1-a-l.doc\28-Jun-OO\SDG
URS Greiner Woodward Clyde
Mr. Greg Ponce. '
Shea Homes
June 30, 2000
Page
piers. These supports are designated Abutment 1, Pier 2, Pier 3, and Abutment 4, from west
to east.
The bridge is located at the eastern terminus of the Cannon Road West extension alignment
(Cannon Road Reach 2); approximately 170 feet west of the road's in with El
Camino Real in Carlsbad, California.
The bridge is approximately 134 feet by 95 feet in plan dimensions. The abutments and piers
are spaced at distances of approximately 35 to 48 feet on center. The individual piles supporting
the abutments -and piers are designed to support 50 tons and 75 tons, respectively. The bridge
abutment structures are supported on driven 12-inch 'square precast, prestressed concrete driven
piles, while the intermediate piers are supported by 18-inch octagonal precast, prestressed
concrete driven piles.. The layout of the bridge supports, in addition to pile arrangement and
design data, were designed by McDaniel Engineering, and are presented on project plans
entitled "Improvement Plans and Grading Plans for: Cannon Road Bridge Over Agua Hedionda
Channel," Sheets 61, 62, and 63, dated July 1, 1998.
SCOPE OF SERVICES
Our scope of services is outlined in our proposal dated March 11, 1998. The scope included
full-time monitoring' during pile driving. Continuous monitoring was performed by a•
representative from our firm. Monitoring was performed in general accordance with the
requirements of the City of San Diego Building Inspection Department's "Technical
Guidelines for Deep Foundation Inspection Reports."
During installation Of the piles, our representative recorded the number of blows per foot of
penetration, observed the operation of the hammer, and observed that the piles were installed
as required. When unusual 'or unanticipated situations arose during pile driving, we provided
comments and recommendations as deemed appropriate. Non-conforming piles, such as
piles that were driven out of plumb, and piles interpreted as having incurred damage, were
also reported. . .
PILE INSTALLATION MONITORING
The piles were driven by Pile Foundation, Inc. A total of 56 piles were installed as follows:
13 at Abutment 1, 12-inch square
15 at.Pier 2,, 18-inch octagonal
15 at Pier 3, 18-inch octagonal
W:\9851023K\conl-a-I.doc\28-Jun.QQ\SDG
URS Greiner Woodward Clyde
Mr. Greg Ponce
Shea Homes
June 30, 2000
Page 3
. 13 at Abutment 4, 12-inch square
The piles were installed using a crane with pogo stick leads and a Delmag D30-32 diesel
hammer having .a maximum rated energy. of 69,898 foot-pounds and a ram weight of
6,600 pounds. The observed ram stroke was typically. 5.5 to 7.5 feet when the highest
hammer fuel setting was used during initial driving. A ram stroke of 6 to 9 feet was observed
when performing retaps.
The safe allowable downward load of each pile was evaluated using the ENR pile driving
equation: . .
P 2E
- (s+01)
where:
.
P Safe load (lb) .
E = Manufacturer's energy rating (ft-lb)
s = Penetration during driving (in./blow)
This formula yields the following driving resistances for the design loads based on an
assumed ram stroke of 6 feet, which was typical during the indicator pile program:
Allowable Pile Driving Criteria
Capacity (Tons) (blows per foot)
50 17
75 28
The piles were driven between February 12 and February 26, 1999. Pile lengths at
Abutments I and 4 were 50.25 feet, and 58 feet at Piers 2 and 3.
Pile records maintained for each pile installed include the pile location, number of blows
required drive the pile each foot of its length, stroke of the hammer at the end of driving, and
other pertinent information. A field report summarizing the pile driving operation was also
prepared and submitted on a daily basis These reports are maintained in our permanent files
for future reference A summary of the pile driving data is included in Table 1 of this report
The foundation plan for the bridge is presented on Figure L.
W:'9851023K\con 1-a-I.doc\28-Jun-00\SDG
URS Greiner Woodward Clyde
Mr. Greg Ponce S
Shea Homes
June 30, 2000 '
Page 4
During the pile driving, one pile was broken prior
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of plumb. The broken pile was replaced with a
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sectional dimensions. The'pile which was driven ou
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engineer. In addition, the majority of the ,piles di
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during initial driving. Selected "soft" piles which did
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driving' were redriven after allowing for pile setu
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with subsequent review by the geotechnical enginee
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the adjacent' retaps. All other. piles 'were driven t
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respect to capacity, and each pile was driven to de
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CONCLUSIONS
Based on the monitoring performed, 'it is our opin
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in accordance with the intent of our recommend
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provide adequate support for the structure.
Our monitoring does ,not imply a guarantee or warra
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warrants that our services were performed 'with t
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the engineering profession. No other warranty or rep
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is included or intended in this report.
If you have any questions regarding this report, p
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Very truly yours,
URS GREINER WOODWARD CLYDE
At
Senior,
MA: lej
Attachments
(6 copies submitted),
cc: Hank Gentile, Simon Wong Engineering
Sherri Howard, City of Carlsbad
W:'9851023K\con1-a-I,doc\28-Jun-00SDG
Table 1
DRIVEN PILE INSTALLATION DATA
AGUA HEDIONDA CREEK BRIDGE
CANNON ROAD WEST
DeWgn Design ttIal Retap Driving Rethtancefor
PterlAbutment Pile Capacity Tip Elev. Dilvtng Driving Last 3 Feet
Location No. (ions) (ft MSL) Date Date (blows per foot)
Abutment 1 1 50 -16.0 2/12/99 5 5 4/8
Abutment 1 2 50 -16.0 2/12/99 5 6 5
Abutment 1 3 50 -16.0 2(12(99 2/13/99 6 6 10/6
Abutment 1 4 50 -16.0 2(12/99 6 5 6
Abutment 1 5 50 -16.0 2(13(99 5 4 5
Abutment 1 6 50 -16.0 2(13(99 4 4 4
Abutment 1 7 50 -16.0 2/13/99 4 4 4
Abutment 1 8 50 -16.0 2112/99 2/13199 5 6 9/4
Abutment 1 9 50 -16.0 2(13199 3 4 3
Abutment 1 10 50 -16.0 2/13199 5 4 4
Abutment 1 11 50 -16.0 2(13(99 4 3 4
Abutment 1 12 50 -16.0 2113/99 2/13/99 4 5 916
Abutment 1 13 50 -16.0 2(13199 10 9 4/5
Pier 1 75 -36.0 2/19199 14 18 20
Pier 2 2 75 -36.0 2/19/99 24 20 6/6
Pier2 3 75 -36.0 2119/99 2/20/99 16 16 2314.5
Pier 4 75 -36.0 2119/99 20 17 13
Pier 5 75 -36.0 2(19/99 12 It 9110.5
Pier 2 6 75 -36.0 2119/99 2/20(99 13 6/6 21/4
Pier 2 7 75 -36.0 2119/99 36 29 20
.Pier2 8 75 -36.0 2/26/99 . 12 17 . 20
Pier2 9 75 -36.0 2/25/99 17 20 19
Pier 2 10 75 -36.0 2/25199 2/26/99 13 7/6 29/6
Pier 2 11 75 -36.0 2/26(99 32 35 39
Pier 2 12 75 -36.0 2/26199 34 36 36
Pier 13 75 -36.0 2/26/99 54 59 68
Pier2 14 75 -3.6.0 2(25(99 34 45 53
Pier2 15 75 -36.0 2/25/99 44 47 48
Pier 3 1 75 -36.0 2/25/99 15 14 10
Pier3 2 75 -36.0 2(20(99 7 9 9
Pier3 3 75 -36.0 2/20199 2(20/99 12 6/6 21/7*
Pier 4 75 -36.0 2/20/99 9 11 10
Pier3 5 75 -36.0 2/20/99 9 10 10
Pier 6 75 -36.0 2(20199 10 10 13
Pier 3 7 75 -36.0 2(20/99 2/25/99 8 5/6 3316
Pier 3. 8 75 -36.0 2/25(99 10 9 11
Pier 9 75 -36.0 2125/99 12 11 15
Pier 3 10 75 -36.0 2(25(99 8 10 10
Pier 3 It 75 -36.0 2125/99 2f26/99 11 11 38/7'
Pier 12 75 -36.0 2/26/99 15 13 13
Pier 13 75 -36.0 2/26/99 10 10 9
Pier 14 75 -36.0 2/26199 17 12 17
Pier 15 75 -36.0 2/26/99 27 30 - 49
Abutment 1 50 -16.0 2/13/99 6 6 4
Abutmen14 2 50 -16.0 2/13199 5 5 3
Abutment 3 50 -16.0 2/13199 8 8 6
Abutment4 4 50 -16.0 2/16199 2/16199 6 5/i(r 18/6
Abutment 5 50 -16.0 2/16/99 7 5 5
Abutment 6 50 -16.0 2(16(99 2/16/99 4 5 14/5
Abu1ment4 7 50 -16.0 2/16/99 6 5 5
Abutment 4 8 50 -16.0 2/16/99 6 5 5
Abutment 4 9 50 -16.0 2/16/99 2/1 &99 .5 411 (r 15/6.5
Abutment4 10 50 -16.0 2/16/99 6 5 5
Abutment4 11 50 -16.0 2116/99 5 5 5
Abutment4 12 50 -16.0 2/16199 6 4 5
Abutment 13 50 -16.0 2/16/99 8 7 6
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SOURCE:
CITY OF CARLSBAD — ENGINEERING DEPARTMENT
IMPROVEMENT PLAN AND GRADING PLANS FOR:
CANNON ROAD BRIDGE OVER AGUA HEDIONDA CHANNEL
FOUNDATION PLAN
PILE DATA - CLASS 50 AND CLASS 75
Location Design Loading Specified
(Service Load) Tip Elev
Abut 1 50 Tons -1613
Pier 2 75 Tons -361)
Pier 3 75 Tons -36.0
Ab,t 4 50 Tons -1613
PLAN VIEW
CANNON ROAD WEST
FN: FIGURES I PM: SLP I CHECKED BY: J,4 DATE: 4-9-99 1 PROJECT NO: 58-981023K.00—OCON1 I FIG. NO: 1