HomeMy WebLinkAboutMINUTES - 04242007 - C.11 TO: BOARD OF SUPERVISORS -
FROM: MAURICE M. SHIU, PUBLIC WORKS DIRECTOR
DATE: April 24, 2007 "�s --- l l
rq cour
SUBJECT: FIX a Public Hearing date for May 8, 2007 at 9:30 a.m. to adopt Traffic
Resolution 2007/4221, establishing a speed limit of 5 MPH for all trucks on
Bethel Island Road Bridge (Road No. 8571) over Dutch Slough, Bethel Island
_ area. (District V)
SPECIFIC REQUEST(S)OR RECOMMENDATION(S)&BACKGROUND AND JUSTIFICATION
RECOMMENDATION(S):
FIX a Public Hearing date for May 8, 2007 at 9:30 a.m. to adopt Traffic Resolution 2007/4221,
establishing a speed limit of 5 MPH for all trucks on Bethel Island Road Bridge (Road No. 8571)
over Dutch Slough, Bethel Island area. (District V)
FISCAL IMPACT:
None.
BACKGROUND/REASON(S) FOR RECOMMENDATION(S):
The current Bethel Island Road Bridge over Dutch Slough is classified as"Structurally Deficient"in
the latest bridge inspection report prepared by State of California Office of Structure Maintenance.
(See attached memo to Maurice Shiu dated April 16, 2007).
CONSEQUENCES OF NEGATIVE ACTION:
The bridge could suffer additional deterioration, potentially effecting the bridge capacity and
requiring load limits be imposed on the bridge. (See attached memo to Maurice Shiu dated April 16,
2007).
Continued on Attachment: ✓ SIGNATURE: \
„RECOMMENDATION OF COUNTY ADMINISTRATOR
_RECOMMENDATION OF BOARD COMMITTEE
✓CPPROVE OTHER
SIGNATURES
ACTION OF BO R ON APPROVED AS RECOMMENDED
OTHER
vo, oF SUPERVISORS I hereby certify that this is a true and correct
✓✓ UNANIMOUS(ABSENT copy of an action taken and entered on the
AYES: NOES: minutes of the Board of Supervisors on the
ABSENT: ABSTAIN: date shown.
dd o
JF:tr ATTESTED: lQ�
G'\TransEng\2007UJ0 -TR\BO-FIX HEARING Bethel Island Bridge.doc i
Orig.Div: Public Works(Traffic) JOHN CULLEN, Clerk of the Board of
Contact: Jerry Fahy(313-2276)
cc: California Highway Patrol Supervisors and County Administrator
Sheriff's Department
City of Antioch,PWD
By , Deputy
PUBLIC WORKS DEPARTMENT
CONTRA COSTA COUNTY ®5:Es18r
'ate
C is
DATE: April 17, 2007
Exp. 3o S
TO: Maurice Shiu, Public Works Director CM%.
OF Cmft6�
FROM: Neil Leary, Design DivisionAir _
SUBJECT: Report on Bethel Island Road Bridge recommending a 5 mph speed limit for all
trucks and increased monitoring of bridge.
Background
The Bethel Island Road bridge over Dutch Slough serves as the only ingress/egress to Bethel Island.
Its timber superstructure lacks the durability provided by modern bridge construction materials.
Consequently the structure has suffered substantial deterioration over the years and is classified as
"Structurally Deficient" in the latest bridge inspection report prepared by Caltrans Office of Structure
Maintenance with a sufficiency rating of 40 out of 100. The structure is eligible for bridge replacement
under the Federal Highway Bridge Replacement and Rehabilitation (HBRR) Program. The County is
currently preparing plans for a replacement structure and is scheduled to begin construction on the
new bridge in summer 2008. The construction will be done in phases to accommodate two lanes of
traffic throughout construction. Construction is expected to extend over a two year period; thus the
existing bridge is expected to be in service until late 2009.
Existinq Structure Condition
The existing structure was constructed in 1948 and consists of a 458 feet, 23 span, continuous
reinforced concrete slab on a timber girder superstructure, which is supported by timber columns and
cross braces. The 28-foot wide deck carries two 11-foot travel lanes and a 4-foot sidewalk along the
west side. The abutments are reinforced concrete seat type supported by timber piles.
In the recent inspection report by Caltrans dated September 18, 2006 (attached), the entire concrete
deck was rated as "Condition State 3"with significant deck cracking. The"Condition of Structure"text
of the inspection report reads: "There are numerous spalls with exposed rebar and fractured concrete
exist throughout the deck. Although the deck was not 'chained' due to traffic there appears to be
numerous delaminated areas throughout the deck". Consequently the inspection report recommends
that the deck be "rehabilitated". The report further recommends that until the deck is rehabilitated,
unsound concrete and spalls in the deck should be patched at regular intervals.
The 9-18-06 report also provides a detailed analysis of the timber pile substructure from an
underwater inspection performed on 12-15-03. The inspection of 12-15-03 concludes that "all piles
were tactually investigated and found to be in generally good condition". The majority of the timber
substructure elements (i.e., timber stringers, timber piles, timber pile caps) are coded in "Condition
States 1 and 2"which corresponds to a "good"or"satisfactory"condition requiring no remedial action.
Maurice Shiu
April 17, 2007
Page 2
It should be noted that four out of the 113 timber support piles are coded in "Condition State 4"which
denotes advanced deterioration. However, the condition of the substructure as a whole was not
deemed to warrant any work recommendations in the latest report.
The 9-18-06 bridge report states the operating rating of the structure at 31.7 metric tons (35 tons) and
has no load restrictions. Although the bridge is currently open to all California legal loads, the bridge
requires continuous inspection and maintenance to keep it open at its current level of service.
Additional Bridge Impacts Due to Large Development Project
A 500-unit development on Bethel Island, Delta Coves, has begun construction. Since the bridge is
the sole point of access by vehicle to the island and project site, construction materials are currently
being transported to the site over the bridge. Construction materials include large rock rip rap,
aggregate base, concrete, and asphalt concrete. These materials are transported on trucks at loads
that are near maximum allowable for public roadways. It was recently observed that during the last
week of March and first week of April 2007, multiple trucks were transporting large boulders (rip rap)
across the bridge on a daily basis. It is expected that the movement of construction materials to the
Delta Coves development over the bridge will continue for at least the next 1 to 2 years.
Recommendations
Due to the deteriorated condition of the concrete deck and heavy truck use, the bridge should be
monitored frequently. When truck traffic is at its peak this inspection frequency should be increased
to document the deterioration of the deck surface. Significant spalls and delimitations in the deck
should be repaired as stated in the 9-18-06 Bridge Inspection Report.
Inspection of the bridge should also include inspection of the timber piles as these piles age and may
deteriorate to an extent that requires remediation. Movement at Abutment 1 (south side)was noted
as an issue in older inspection reports and should be monitored.
To limit the impact of trucks on the bridge, a 5 mph speed limit should apply to all trucks. A truck,
especially loaded, traveling at speeds higher than 5 mph will impart an additional dynamic effect(i.e.,
impact effect of a live load) which acts to increase the weight of the vehicle loading on the bridge. If
speeds are kept below 5 mph this additional impact loading can be neglected which lowers the
effective loading to the structure by as much as 30 percent (refer to Section 3.8.2 of Caltrans Bridge
Design Specifications, April 2000). This reduction in loading will help to hold the bridge at its current
level of service and slow the deterioration rate of the structure. Further, only one loaded truck at one
time should be allowed on the bridge, if that is possible.
Finally, if the bridge suffers additional deterioration, especially the concrete deck surface, the bridge
capacity should be re-analyzed and load limits imposed, if necessary. The deck surface acts to
effectively distribute loads to the substructure. If the deck undergoes significant additional
deterioration, its ability to distribute loads will be lessened, putting direct vehicle live loading on the
underlying timber stringers. Point loading on stringers leads to broken stringers and partial loss of
Maurice Shiu
April 17, 2007
Page 3
deck surfacing. Broken stringers and loss of deck portions will require lane closures and emergency
work to remedy. Thus the effect of lowering the speeds helps to prevent the potential for broken
stringers and loss of deck portions and helps to keep the bridge open to all legal loads.
In summary, steps to ensure that the bridge remains open to all California legal loads are as follows:
1. Enact a 5 mph speed limit for all trucks immediately, 2. Restrict use of the bridge to one loaded
truck at a time (if that is possible), 3. Repair significant spalls and delaminations in the concrete deck
surface as discussed in the Bridge Inspection Report dated 9-18-06, and 4. Inspect the bridge for
condition of the concrete decking and timber substructure frequently and if significant additional
deterioration is observed, immediate action should be taken to review the condition with consideration
given to the following: partial or full bridge closure; enacting load limits on the structure. In the event
of closure, an emergency would be declared leading to immediate action to remedy the condition
requiring the closure so that the bridge could be reopened.
NL:kp
G:\Design\Leary\Bethel Bridge\MEMO to Maurice 4-17.doc
Attachment: Bridge Inspection Report
C: H.Ballenger,Administration
M. Hollingsworth,Design
S.Kowalewski,Transportation Engineering
J.Fahy,Transportation Engineering
J.Yee,Maintenance
R.Tavenier,Maintenance
B.Balbas,Engineering Services
K.Emigh,Engineering Services
PUBLIC WORKS DEPARTMENT
CONTRA COSTA COUNTY 0.015FESS-10th
a-
C4 18 m
DATE: April 17, 2007
Exp. 30 8
TO: Maurice Shiu, Public Works Director OML
OF CA ft
FROM: Neil Leary, Design Division
SUBJECT: Report on Bethel Island Road Bridge recommending a 5 mph speed limit for all
trucks and increased monitoring of bridge.
Background
The Bethel Island Road bridge over Dutch Slough serves as the only ingress/egress to Bethel Island.
Its timber superstructure lacks the durability provided by modern bridge construction materials.
Consequently the structure has suffered substantial deterioration over the years and is classified as
"Structurally Deficient" in the latest bridge inspection report prepared by Caltrans Office of Structure
Maintenance with a sufficiency rating of 40 out of 100. The structure is eligible for bridge replacement
under the Federal Highway Bridge Replacement and Rehabilitation (HBRR) Program. The County is
currently preparing plans for a replacement structure and is scheduled to begin construction on the
new bridge in summer 2008. The construction will be done in phases to accommodate two lanes of
traffic throughout construction. Construction is expected to extend over a two year period; thus the
existing bridge is expected to be in service until late 2009.
Existing Structure Condition
The existing structure was constructed in 1948 and consists of a 458 feet, 23 span, continuous
reinforced concrete slab on a timber girder superstructure, which is supported by timber columns and
cross braces. The 28-foot wide deck carries two 11-foot travel lanes and a 4-foot sidewalk along the
west side. The abutments are reinforced concrete seat type supported by timber piles.
In the recent inspection report by Caltrans dated September 18, 2006 (attached), the entire concrete
deck was rated as "Condition State 3"with significant deck cracking. The"Condition of Structure"text
of the inspection report reads: "There are numerous spalls with exposed rebar and fractured concrete
exist throughout the deck. Although the deck was not 'chained' due to traffic there appears to be
numerous delaminated areas throughout the deck". Consequently the inspection report recommends
that the deck be "rehabilitated". The report further recommends that until the deck is rehabilitated,
unsound concrete and spalls in the deck should be patched at regular intervals.
The 9-18-06 report also provides a detailed analysis of the timber pile substructure from an
underwater inspection performed on 12-15-03. The inspection of 12-15-03 concludes that "all piles
were tactually investigated and found to be in generally good condition". The majority of the timber
substructure elements (i.e., timber stringers, timber piles, timber pile caps) are coded in "Condition
States 1 and 2"which corresponds to a "good"or"satisfactory"condition requiring no remedial action.
Maurice Shiu
April 17, 2007
Page 2
It should be noted that four out of the 113 timber support piles are coded in "Condition State 4"which
denotes advanced deterioration. However, the condition of the substructure as a whole was not
deemed to warrant any work recommendations in the latest report.
The 9-18-06 bridge report states the operating rating of the structure at 31.7 metric tons(35 tons) and
has no load restrictions. Although the bridge is currently open to all California legal loads, the bridge
requires continuous inspection and maintenance to keep it open at its current level of service.
Additional Bridge Impacts Due to Large Development Project
A 500-unit development on Bethel Island, Delta Coves, has begun construction. Since the bridge is
the sole point of access by vehicle to the island and project site, construction materials are currently
being transported to the site over the bridge. Construction materials include large rock rip rap,
aggregate base, concrete, and asphalt concrete. These materials are transported on trucks at loads
that are near maximum allowable for public roadways. It was recently observed that during the last
week of March and first week of April 2007, multiple trucks were transporting large boulders (rip rap)
across the bridge on a daily basis. It is expected that the movement of construction materials to the
Delta Coves development over the bridge will continue for at least the next 1 to 2 years.
Recommendations
Due to the deteriorated condition of the concrete deck and heavy truck use, the bridge should be
monitored frequently. When truck traffic is at its peak this inspection frequency should be increased
to document the deterioration of the deck surface. Significant spalls and delimitations in the deck
should be repaired as stated in the 9-18-06 Bridge Inspection Report.
Inspection of the bridge should also include inspection of the timber piles as these piles age and may
deteriorate to an extent that requires remediation. Movement at Abutment 1 (south side)was noted
as an issue in older inspection reports and should be monitored.
To limit the impact of trucks on the bridge, a 5 mph speed limit should apply to all trucks. A truck,
especially loaded, traveling at speeds higher than 5 mph will impart an additional dynamic effect(i.e.,
impact effect of a live load) which acts to increase the weight of the vehicle loading on the bridge. If
speeds are kept below 5 mph this additional impact loading can be neglected which lowers the
effective loading to the structure by as much as 30 percent (refer to Section 3.8.2 of Caltrans Bridge
Design Specifications, April 2000). This reduction in loading will help to hold the bridge at its current
level of service and slow the deterioration rate of the structure. Further, only one loaded truck at one
time should be allowed on the bridge, if that is possible.
Finally, if the bridge suffers additional deterioration, especially the concrete deck surface, the bridge
capacity should be re-analyzed and load limits imposed, if necessary. The deck surface acts to
effectively distribute loads to the substructure. If the deck undergoes significant additional
deterioration, its ability to distribute loads will be lessened, putting direct vehicle live loading on the
underlying timber stringers. Point loading on stringers leads to broken stringers and partial loss of
Maurice Shiu
April 17, 2007
Page 3
deck surfacing. Broken stringers and loss of deck portions will require lane closures and emergency
work to remedy. Thus the effect of lowering the speeds helps to prevent the potential for broken
stringers and loss of deck portions and helps to keep the bridge open to all legal loads.
In summary, steps to ensure that the bridge remains open to all California legal loads are as follows:
1. Enact a 5 mph speed limit for all trucks immediately, 2. Restrict use of the bridge to one loaded
truck at a time (if that is possible), 3. Repair significant spalls and delaminations in the concrete deck
surface as discussed in the Bridge Inspection Report dated 9-18-06, and 4. Inspect the bridge for
condition of the concrete decking and timber substructure frequently and if significant additional
deterioration is observed, immediate action should be taken to review the condition with consideration
given to the following: partial or full bridge closure, enacting load limits on the structure. In the event
of closure, an emergency would be declared leading to immediate action to remedy the condition
requiring the closure so that the bridge could be reopened.
NL:kp
G:\Design\Leary\Bethel Bridge\MEMO to Maurice 4-17.doc
Attachment: Bridge Inspection Report
C: H. Ballenger,Administration
M. Hollingsworth,Design
S. Kowalewski,Transportation Engineering
J.Fahy,Transportation Engineering
J.Yee,Maintenance
R.Tavenier;Maintenance
B.Balbas,Engineering Services
K.Emigh,Engineering Services
Page 1. of £
DEPARTME1 OF TRANSPORTATION Bridge Ni ir 28CO031
Structure t•faintenance k Ii:vestiaations Facility Carried: -IMETIIF.L ISLAND RD
Location 1.5 M_T N CYPRESS RD
City
.Enspection Date 09/1.8/2006
Inspection 'Type
Bridge Inspection Report Routine FC Underwater 'Special Oth'..
D ❑ ❑ ❑ ❑
STRUCTURE NAME: DUTCH SLOUGH
CONSTRUCTION INFO11DIATION
Year Built 1949 Skew (degrees) : 0
Year Widened: 1.969 No. of Joints 0
Length (m) 139.6 No. of Ilinges 0
Structure Description: Spans 1 thro+.+gh 1.2. and 14 through 2.3 are 8" x 16" TDF timber
stringer (14.) spans with a RC deck on 12" a 12" TDF timber caps on
six TPF timber piles at the bents. The =Stringers are supported by RC
caps on seven TDF timber piles at the abutments. A concrete infill.
wall is in n1.aCe between the timber piles at the abutments. The end
portions of both abutments are RC concrete on spread footings. One
timber stringer is suppo?-ted at the ends of both abutments.
Span 13 is two spans of 8" x 16" TDF timber stringers (14) supported
in the center of the span by welded steel plate cross girder
supported by welded steel plate side beams (one on each side of the
span) supported by steel pipe piles on each end.
Span Configuration : 12 L 5.79 in, 1 0 1.1.58 m, 10 0 5.79 m
LOAD CAPACITY AND RATINGS
Design Live Load: M-18 OR 11-20
Inventory Rating: 22..7 metric tons Calculation Method: ALLOWABLE STRESS
Operating Rating: 31.7 metric tons Calculation Method: ALLOWABLE' STRESS
Perniit Rating PPPPP
Posting Load Type 3 N/A 'Type 3S2 N/A 'Type 3--3 N/A
DESCRIPTION ON STRUCTURE
Deck X-Section: 0.533 m cu, 6.706 in, 1.2192 in sw
Total. Width: 8.5 m Net
6.7 m No. of Lanes: 2
Rail. Description: Chain Link Fence Bail Code 0000
Min. Vertical Clearance: Unimpaired
DESCRIPTION UNDER STRUCTURE
Channel Description: Natural channel. - mud and silt,
CONDITION TEXT
REVISIONS
The 2001. work recommendation to "Monitor the movement at Abutment I. " han, been deleted.
The settlement will. be monitored during all. future inspections.
The 2002 work reco?ranendation to "Remove unsound concre:t.e, clean exposed steel and patch
the spalls on the deck. " has been modified in scope.
CONDITION OF STRUCTURE
Thereare numerous moderate to severe size severe density transverse and pattern cracks
with edge spalli.ng throiigho-i.ct the dec)c. 'Multiple patclIcs and numerous spalls with exn�osed
t:ebar and fractured concrete exist throughout the deck. Although the deck was not. chained
Printed on: Wednesday 10/04/2006 0.7:41. AM 213(`0031/AAA04/9587
Page .. ...2 of
CONDITION TEXT
due to traffic there appears to numerous delaminated areas throughout- the deck.
There is a spall with exposed rusted rebar in the bottom corner of the concrete cah
(original. portion of abutment) au the right end of ?)butment 1. There have been no
significant changes in this previously rioted corrdit:i.on since the previous inspection. No
:r.enairs are necessary at this tirrne.
There are also incipient spalls in the bottom edge of the concrete cap at Abutment 1
under. Girders 9, 1.1 and 12. Incipient: spalli.ng also exists along the bottom edge of the
concrete cap at Abutment 24.
The right widened portion of Abutment 1 has settled. The amount of settlement was
measured to be 90 rr,rn (offset between the original and widened portion of abutment) . This
condition has been noted in past reports, but a comparison of the amount of settlement
could not be made, due to lack of previous measurements. According to as-built plans this
Portion of the abutment is founded on a spread footing. Only one timber stringer bears on
this portion of the abutment. It appears that the concrete deck above this location -is
breaking apart due to the settlement. Although this condition is not affecting the
structures load capacity, this condition should be monitored during future inspections.
UNDERWATER INVESTIGATION
There was water flowing in all spans during this investigation. The water depth wris.over
1 in in Spans 2 through 2.2. The soffit., timber stringers and caps, and timber piles could
not be inspected in Spans 3 trough 23. due to a water depth of over 1 in in the slough. The
:soffit, timber stringers arid caps, and timber piles in Spans 1, 2, 22 and 23 were
insbected by wading as far into the slough as possible. The timber stringers and caps in
these spans could only be visually inspected due to -their_' height. Also there .is- rret.ting
covering the timber stringers in Spans 22 and 23 so the visual inspection of the
stringers in these spans was very limited.
Abutment 7. was dry. No underwater- investigation was necessary. No scour was present.
There was approximately 0.8 m of flowing water adjacent to rent 2. The bent piles were,
visually inspected for scour through clear water. No scour was present.
The timber piles at Dents 3 through 22 could not be insx)ected for scour duo to the water
depth and fl.ciw.
There was approximately 0.8 in of flowing, water adjacent to bent 23. The bent piles were
visually inspected i:or scour ;_ir.rough clear water. .No scour was present.
There was up to 0.3 in of wa.ter adjacent to Abutment 24. The abutment piles were visually
inspected for scour through clear. waL-er. No scour was nresent.
:v-r at-tempt- was made to take a channel X-se,>>cti.on during this .in estigaLi.orl The X-section
could riot accurately be taken due to the flow in the slough.
This structure is scheduled for underc•:ater i.nspecti.ons, on a 60 month frequency, by the
Caltrans Underwater Investigation Team. A complete .i rive.sticr, tion of the t.:i.rrtber pile
substructure and visual inspection of the t-i.mber stringers was done during the last_
Under-water Insue.ction performed...on.-12./15120.03........rhe..resu ts.-_of._thi.s....inspectJor:__.are.-as...._..._..._
follows:
A-11 pales were tactually invesLigat.ed and found to be in generally good condi.t..i.on. A
more comprehensive description of the piles investigated is tabulated belot-,. For the
purposes of this reoor•t, the 12 o'clock_ position is the side of the piles towards
Abutment :i_. The water level at the beginning of this investigation was at abort the
Prirrtec! an: 'vJedtzesday 10/0 /200607: 11 7Ni 28%003:1./:'.1 iI/9587
Page 3 of 8
CONDI`.PION TEXT
middle of the transverse bent bracing. The crater depth at Piles 1 and 6 is also noted.
DENT L.
PILE-DESCRIP'T'ION
1-G000 Condition 1.0 in
2-Good Condition
3-Good Condition
4-Good Co.ndi.tion
5-Good Condition
6-Good Condition 0.75 in
BENT 3:
P11,11-DESCR.IPTTON
1-Good condition 3.0 m
2-Good Condition
3-Several checks -in splash zone on north side 10-30 imn width rind depth
4-Single check in the splash zone on west side 30 Imll width and depth
5-Good Condition
6--Good Condition 3.0 in
13ENT 4:
PILE-DESCRIPTION
1--Good Condition 4.8 in
2-- At 2 o'clock, from the mud line 1.5 m up there is a 10 mm wide by 60 mm deep check
3--Many checks in spl.ash zone on downstream side 10-30 min width and death. No creosot e- in
sr?lash zone.
4-Good Condition
5-(Good Condition
6-Good Condition 4.8 in. 'There is a sunken sailboat approximately 20 feet in length,
C:F6922A.K.
BENT 5:
PILE-DESCRIPTION
1--Good Condition 5.0 m. Pile covered t,,ith weeds.
2-Good Condi tion
3-Good Condition
4-Good Condition
-(,00d Condil:i.on
6-Good Condition 4.0 in
BENT 6:
Begin White Spongy Groc•.,th on L:ilcs
PILE-DESCRIPTION
1.-Gc:od Condition 5.8 ?n
2-Goo6 Condition
3-Good Co:id:ii=ioli
4-Good Condition
5-Good Condition
6-Good Condition 5.0 ni
-
PILL-DESCRIPTION
1.-Good Condition 5.5 In
2-Good Condition
3-Good Condition
A-Good Condition_
5-I1t :!-1. o'c.l.ock, there is a 50 mm wide by 75 mai deep checl: from the water surlace damn 1
Printed on: O1ednesdF.:y 10/0(1/2006 0'/:X11 AM 26C0031/AAAH/9587
Page n of: E
CONDITION TEXT
In
6-Good Condition 5.5 in
BENT 8:
PILE-DESCRIPTION
I -Good Condition 5.0 m
2-Good Condition
3-Good Condition
4--Good Condition
5--Good Condition
6- 6.0 in. At 5 o'clock there is a 0.6 in long check begi.uni.ng 0.6 m off the bottom and
extending upward. It is 25 nun wade and 90 nun deep. Tile timber appears sound.
BENT 9:
PILE-DESCRIPTION
1.-5.0 in. 1 in helot•; tare water surface there are two large chips 25 to 75 mm wide by 0.3 in
long due to impact. The pile is .in otherwise good condition.
2-The pile is split in the 1.2 o'clock: - 6 o'clock axis from the mud line- to i in above the
mud lane. Tile core material was sound. 'There is also a 10 nim wide by 40 mm wide check
at tiie 3 o'clock position that begins 0.3 above the mud line and extends upward 1.6 m.
There is a 60 nun deep check at the 6 o'clock position from the water line down 1 m.
'.there :is a 60 mini deep check at the 12 o'clock position from the waterline down. 1. In. There
is a 60 mm deet) check at the a o'clock position from the waterline clown 1 nr.
3-0.6 m below the waterline at the 1.0 o'clock uosition there is a 75 mm by 75 nun hole in
the pile, depth. not recorded. The material is round.
4-Good Condition
5-Good Condition
6-Good Condition 5.0 m
BETTY 7.0:
PILE--DESCRIPTION
1-Good Condition 4.5 in
2-Good Condition
3-Good Condition
4.-Good Condition
S--Good Condition
6-Good Condition 5.0 m. 1.4 in long abandoned pile.
BENT 11:
PIL'.E-DESCRIPTION
1-5.0 m. At the 3 o'clock. position 0.7 in above the mud line there 3-s a 20 nam wide check:
100 to 150 min deep and 3 in long which follows tide spiral grain.
2.-Good Condition
3-Several checks in s_nlaslz zone on north Side 10-30 nun width and dePth
4--Single check in the sp_-la-s i zone on west side 30 mm width and depth. Several other
checks at the 1.0 o'clock position 3_5 m long. Tire material is sound.
5-At: the 9 o'clock position there is a 1.0 mm check that extend.: approxiiiiatel.y 3/4 of the
way through the pile and extends- the entire length of the pile. The timber is soil.iid.
13;NT 12:
PI.:E-7:?ESCRIPTION
1-Good Condition 5.0 rn
2--At the 7 o'clock position there is a 1.0 nnn wido by 75 nun deep check that: begins 1 m off
the bot-Loin and is 1 m long.
Printed on:Wedinesday 10/04/2006 0'1:41 AM 28C0031/AAAH/9587
Page 5.of G
CONDITION TEXT
3-Many checks in splash 'Lone on downstream side 10-30 min width and depth. No creosote in
splash zone.
4-Good Condition
5-Good Condition
6--Good Condition 5.3 in. 'Pine utility pole that is bolted onto the structure ends
approximately 1 in below the cross bracing.
BENT 13:
FILE-DESCRIPTION
1(Pi.pe pile)-Good Condition. A 0.6 in section of pile was cleaned in the 5 to G in depth
range. All marine growth was removed. The exposed section was lightly pitted.
2-Good Condition 5.5 in
3-Good Condition
a--Good Condition
5-There is a 10 nun wade check 12.5 imp deep beginning at the mud line and extending up 1.5
In. The position was not noted.
G-Good Condition
7-Good Condition
8 (pipe pi..le)-Good Condition
BENT 3-4 :
PILL'-DESCRIPTION
1(Pi.pe pile)-Good Condition
2-Good Condition 5.5 in.
3-There is a 25 min wide by G0 mm deep crack at the 5 o'clock position that starts just
below the horizontal brace and extends downward 1 in.
4-Good Condition
5-Vertical checking in splash zone on upstream side 25 mm deep and wide. At the 6
o'clock and S o'clock positions there are areas that at.)pear to have 40 mrn wide strips of
wood missing approx.i_mate-ly 50 mm deep by 0.3 in lo.rg. At the 9 o'clock position 1.5 in
above the mud line there._.is .a .1 m ..long by 50,mri wide area of missing wood. At the 6
o'clock position there is a similar area. of material missing 3 m below the waterline.
G-Good Condition
7- S.2 m. At the 9 o'clock position there is a 5 run wade by '75 mm deep check that
extends 7_ in below and above the waterline.
8(pi.pe pile)-Good Condition
BENT 7.5:
PILE-DESCRIPTION
1-Good Condition 5.5 in
2-0ood Condition
3-Good Condition
4--Good Condition
S--Good Condition
6--Good Condition ;J.S in
BENT 1.6:
PILE.--DESCRIPTION
1-Good Condition 5.5 m
2--Good Condition
3-Good. Condition
4-Good:_C:ondi.ti:on: . .,_....-- --- --
5--Good Condition
6-Good Condition 5.5 in
17:
PILE-DESCRIPTION
1--Good Condition G.0-m. 1. in t:e.l.ow surface there is a 50 mm wide piece oi= aluminum stuck
Printed on: Wednesday 1.0/04/2006 0'7:4.1 AH 28C0037./AAAH/9587
Page 6 of L
CONDITION TEXT
.in the pile. Possibly a piece of boat propeller.
2-Good Condition
3-Good Condition
4-Good Condition
5--Good Condition
6-Good Condition 5.5 in. 0.3 in l_)elow the surface at: the 9 o'clock position there is a 100
mm by 50 mm by 1.00 nun deep hole in the The material is fir-in.
BENT :1.A:
PILE-DESCRIPTION
1-Good Condition 6-0 m
2-Good Condition
3-At 10 o'clock 0.6 in below the horizontal brace there is and area of soft wood 50 mm
deep by 25 mm wide by 0.4 in long.
4-Good Condition
5-There are several. strips of missing wood 25 mm deep by 75 mm wide 1 in below the
waterline.
6--Good Condition 5.0 in
BENT 19:
PILE-DESCRIPTION
I-Good Condition 4.5 in
2-Good Condition
3-Good Condition
4-Good Condition At the 9 o'clock position at a depth of 2.5 in there is a 10 nun by 150 1111
deep check extending upward 1..0 m.
5-Good Condition
G-Good Condition 4.5 in
EENT 20:
PILE-DESCRIPTION
1.-Good Condition n.3 in
2-Good Condition
3--Good Condition
4-Good Condition
5--Good Condi t i.on
6-Good Condition 4.0 in
ELEMENT INSPECTION RATINGS
t�#Elern Element DescriToti cn ].:i1V '1:'o tal Un.i.tc
Qty i.ii cacti Condit7_on SC��
tate
Q t Y St. ]_ St. 2 :tet. 3 St. n Ell t. 5
101 12 Concrete Deck - Dare 2 1180 sq.in. 0 0 1180 0 0
101 113 painted :-feel. S*tying r 2 24 in. 7..9. 0 0 0 0
i01 117 Timber StrliigBr 2 1.865 in. 965 900 0 0 0
1.01 1.52 Painted Steel Floor Beam 2 9 in. 0 9 C 0 0
1.01. 202 Painted Steel Column. ox Pi.l.e 2 4 ca. 4 0 0 0 0
Extension
1.0.7. 215 Rei_n£orced Conc Abutment 2 1.7 111. 0 9 8 0 0
101. 7.7.8 Timber Submerged Pile 2 113 ea. 0 90 19 4
101 ?.34 Reinforced Cone Can 12 in. 1.1 1. 0 0 0
-.. .. - -
101 235 Timber Cap 2 1.86 ni. 0 1.8G 0 0 0
101 358 Deck Cracking 7. 1. ea. 0 0 0 1
1.01 360 Sett:loinent 2 1. ea. 1 0 0
WORK RECOMMENDATIONS
Printed on:Wediiesday _10/04/2006 07:41 '�M 28C0031./AAA11/9587
Page 7 of E
WORE: RECOBg1ENDATIONS
RecDate: 07/19/2002 S:_;tcost: Rehabilitate the deck. Until the deck. can
Action : Deck-Rehab StrTorget: 2 YEARS be rellabilitated, unsound concrete and
Work BY: LOCAL AGENCY DistTarget: spalls in the deck should be patched at
Sr.ai:us : PROPOSED FA: regular iliro.rval.s.
Inspected By Tim Campbell
Registe,X,/d Ci.vi.l L'ngi.neer Qe Mpfl .
c�
_X p6J301 �
�P
CN 0.a
�STgrF
Printed on: 'Wednesday :1..0104/2006 07:47. AM 28C:0031./AA..UI/95A7
Page 8 of F
STRUCTURE INVENTORY AND APPRAISAL REPORT
IDENTIFICATION
SUFFICIENCY RATING == 40.2-
(.1) SLATE NAME- CALIFORNIA 069 STATUS STRUCTURALLY DEFICIENT
(8) STRUCTURE NUMBER 28CO031 HEAL'T'H INDEX
69.8
(5) IIdVEN7'ORY b20UTIE(ON/UAIDER)- ON 1.400V7000
(2) HIGHWAY AGENCY DISTRICT 04 PAINT CONDITION INDEX = 82.7
(3) COUNTY CODE 013 (4) PLACE CODE 00000 C'LASSIFICATIOti COD
(6) FEATURE INTERSECTED- DUTCH SLOUGH (112) NBIS BRIDGE LENGTH- YES
(7) FACILITY CARRIED-- BETHEL ISLAND RD (104) HIGHWAY SYSTEM- NOT ON NITS
(9) LOCATION- 1.5 MI N CYPRESS RD (26) FUNCTIONAL CLASS- MAJOR COLLECTOR RURAL 0'
(11) MILEPOINT/KIL011 TERPOINT 0 (100) DEFENSE HIGiWAY-- NOT STRATINE'T
(12) BASF: HIGHWAY NETWORK- NOT ON NET 0 (I.01) PARALLEL S'TRUC'TURE-- NONE EXISTS 1
(13) LRS ]INVENTORY ROUTE & SUBROUTE (107.) DIRECTION OF TRAFFIC- 2 WAY
(16) LATITUDE 38 DEG 00 MIN 43 SEC (103) TEMPORARY STRUCTURE-
(17) LONGITUDE 12.2 DEG 38 MIN 7.7 SEC (105) FED.L7ANDS ITWY-- NOT APPLICA._BLE C
(98) BORDER BRIDGE STATE CODE o SHARE Q (110) DESIGNATED NATIONAL, NETWORK - NOT Oi`I NET 0
(99) BORDER BRIDGE STRUC URi NUMBER (20) TOLL- ON FREE ROAD 3
(21.) MAINTAIN-- COUN'T'Y HIGHWAY AGENCY 02
STRUCTURE TYPE AND MATERIAL +**+*+++*
(7.::) OWNER- COUNTY }IIGIIbJAY AGENCY 02
(43) STRUCTURE TYPE bIAIN:MAT'ERIAL- WOOD OR TIMBER (37) HISTORICAL SIGNIFICANCE- NOT ELIGIBLE 5
TYPE- STRINGER/14ULTI-DErAM OR GDR CODE 702.
(44) STRUCTURE 'TYPE APPR:MATERIAL- x++*+***+++**+** CONDITIO\T ++-+***++*r*++*x'*' CODE;
TYPE- CODE: (58) DECK 2.
(45) NUMBER OF SPAN: IN MAIN UNIT 23 (59) SUPERSTRUCTURE 6
(46) NUMBER OF APPROACH SPANS 0 (60) SUBSTRUCTURE 5
(107) DECK STRUCTURE TYPE- CIP CONCRETE CODE 1 (61) CHANNEL, & CHANNEL PROTECTION 6
(108) WEARING SURFACE / PROTECTIVE SYSTEM: (62) CULVERTS N
A) 'TYPE OF WEARING SURFACE-- NONE CODE p ***+****+ LOAD RATING AND POSTING *"*+x'**'kr CODE
B) TYPE OF MF..MBR.ANE- NONE CODE p (31) DESIGN LOAD- M-18 OR H-20 4
C) TYPE OF DECIC PROTECTION- NONE CGDE U
(63) OFERA'TING RATING METHOD- ALLOWABLE STRESS 2
**++++++*+++*++ AGE AND SERVICE ***+***+++ *+*+'
(64) OPERATING RATIAG- 31.7
(27) YEAR BUILT 1949 (65) INVENTORY RATING METHOD-- ALLOWABLE S'T'RESS 2
(106) YEAR RECONSTRUCTED 1969 (66) INVENTORY RATING- 22.7
(42) TYPE OF SERVICE: ON- HIGHWiAY-PEDESTRIAN 5
(70) BRIDGE POSTING- EQUAL, TO OR A)30Vr; LEGAL ]:;OADa
UNDER- WATERWAY 5 (41) STRUCTURE OPEN, POSTED OR CLOSED- A
(2.8) L:ANE9:ON STRUCTURE 02 UNDER STRUCTURE 00
DESCRIPTION- OPEN, NO RF.STRIC'1'T019
(29) AVERAGE DAILY TRAFFIC 5172
(30) YEAR CLQ ADT 1998 (109) TRUCK ADT 5 *+****++***:+,' * APPRAISAL, *r*'*+**+*+*+ ..:.*.*. CODE
(19) L'YPASS, DETOUR LENGTH 199 KM (67) STRUCTURAL EVALUA'T'ION 5
**+****+ + *** GEOMETRIC DATA ****+*+**++'k*x+x (68) DECIC GEOMETRY 2
(48) ];,ENGTH OF MAXIMUM SPAN 5.8 M (69) UNDERCLEA.RANCES, VERTICAL, & HORIZON'1AL, I:
(49) S'T'RUCTURE LENGTH 139.6 M ('71) WATER ADEQUACY 8
(50) CURB OR SIDEWALK: LEFT 0.5 M RIG:IT 1.2 M (72) APPROACH ROADRAY ALIGNMENT 6
(51) BRIDGE ROADWAY WIDTH CURB TO CURB 6.7 N (36) TRAFFIC SAFETY FEATURES 0 00 0
{113) SCOUR CRITICAL BRIDLES T
(52) DECKWIDT?T OUT TO OUT 8.5 I.1
(32.) APPROACH ROADWAY WID`H (W/SHOULDERS) 9.8 IQ *******+++ PROPOSED IMPROVEMEN'T'S **********
(33) BRIDGE MEDIAN- NO MEDIAN 0 (7 5) TYPE OF WORK- REPLACE FOR DEFIC:J ENC' CODE 31
(34) SKEW 0 DEG (35) STRUCTURE FLARED NO 06) LENGTH OF S'TRUC'TURE IMPROVEMENT 147.581. M
(10) INVENTORY ROUTE MIN VERT CLEAR 99.99 T•I (94) BRIDSE IMPROVEMENT COST $1,505,000
(47) INVENTORY ROUTE TOTAL HORIZ CLEAR 6.7 M . (95) ROADWAY P•IPROVEMENT COSI' $151,000
(53) MIN VERT CLEAR OVER BRIDGIE RDWY 99.99 M r
(9n') TOTAL PROJECT OUST' ,2,2513,000
(54) MIN VERT UNDERC EAR. REF- NOT H/RR 0.00 M
(97) YEAR OF IMF'ROV7:::':1:Ai^t COST i:.liIDii:TE 1999
(55) MIN IAT UNDERCLEAR RT REF- NOT LI/RR 0.0 19
(114) FUTURE ADT 8000
(56) MIN LAT UND'ERCLr'AR LT (v 0 Ai
(11.5) Yi•,A13 OF FUTi)RR AI)'T' 2013
NAVIGITION DATA
--------�- --- --
(3 8) , ;IGA`TI'JN C'ONTROI,'- 3P. PEi2PII`.! REQ (_'ODE 1
PROTECTION-F _. (9G) INSPECTIONON DAT;: 09/06 (91) FREQUENCY 24 1•SO
(111) PIER ON- CODE
(92) CRITICAL FEATURE _TNSPECTIGhT: (93) CFI DATE
(39) NAVIGATION VERTICAL CLEARANCE 4.3 1•I
('_16) VI. T-I,.T.F'P BRIDGE NAV MIN VERT CLEAR14r-) r'RACTL-?:E CRIT liET7:Si.- YES 2% MO A) 12/03
B) UNDERWATER INSP- YES 60 MO B) 12/03
(40) NAVIGATION HORIZONTAL CLEARANCE 13 .0 t,
C) OTIiER SI'_CIAi, ]:NSP- NO Td0 C_')
Print-ed on: Wednesdaf 10/Od/2006 07:41 AM 28=031/AAAH/9587
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