san francisco-oakland bay bridge east span seismic safety project contractor information meeting...
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San Francisco-Oakland Bay BridgeSan Francisco-Oakland Bay BridgeEast Span Seismic Safety ProjectEast Span Seismic Safety Project
Contractor Information MeetingContractor Information MeetingConstruction Contract 04-0120F4 Construction Contract 04-0120F4
November 30, 2005November 30, 2005
SFOBB East Span Seismic Safety ProjectSFOBB East Span Seismic Safety Project2
Jon TappingJon TappingInterim SFOBB East Span Interim SFOBB East Span
Project Manager, CaltransProject Manager, Caltrans
SFOBB East Span Seismic Safety ProjectSFOBB East Span Seismic Safety Project3
Dan McElhinney,Dan McElhinney,District 4 Director, CaltransDistrict 4 Director, Caltrans
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DVBE - Civil RightsDVBE - Civil Rights
Robert PadillaRobert Padilla
Statewide Small Business Liaison for Statewide Small Business Liaison for Caltrans, Office of Civil RightsCaltrans, Office of Civil Rights
Disabled Veteran Business Enterprise Disabled Veteran Business Enterprise (DVBE) goal(DVBE) goal
Prime Contractor’s commitmentPrime Contractor’s commitment
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Technical IssuesTechnical Issues
Brian MaroneyBrian MaroneySFOBB East Span Technical SFOBB East Span Technical
Manager, Caltrans Manager, Caltrans
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Guidelines for Q&AGuidelines for Q&A
Please submit questions in writing on cards Please submit questions in writing on cards providedprovided
Any answers provided today are preliminary and Any answers provided today are preliminary and not considered final until posted on the bidder not considered final until posted on the bidder inquiry web siteinquiry web site
Bidder Inquiry website: http://www.dot.ca.gov/dist4/construction/Inquiries/04-0120F4_inquiry.html
Future inquiries may be addressed to the Duty Senioremail: [email protected]: [email protected] address: P.O. Box 23660, Oakland, CA 94623-0660Mailing address: P.O. Box 23660, Oakland, CA 94623-0660Fax number: (510) 622-1805Fax number: (510) 622-1805All inquiries must include the contract number (04-0120f4)All inquiries must include the contract number (04-0120f4)
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Mike WhitesideMike WhitesideUpcomingUpcoming Addenda Addenda
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Upcoming Addendum ItemsUpcoming Addendum Items
Addendum 4, early DecemberAddendum 4, early December CJP to PJPCJP to PJP Remove “Unsatisfactory Progress” Remove “Unsatisfactory Progress”
SpecificationSpecification Add Temp. Tower AE & AW final DesignsAdd Temp. Tower AE & AW final Designs Use of Electorslag WeldingUse of Electorslag Welding Pre-Assembly Requirements ReducedPre-Assembly Requirements Reduced Constructability Refinements/Improvements Constructability Refinements/Improvements
& Conflict Resolution& Conflict Resolution
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Upcoming Addendum ItemsUpcoming Addendum Items
Addendum 5, late DecemberAddendum 5, late December
Performance specifications for castingsPerformance specifications for castings E2 Shear Key/Bearing AlternativeE2 Shear Key/Bearing Alternative Hinge K Pipe Beam FabricationHinge K Pipe Beam Fabrication Hinge K ClosureHinge K Closure Availability of North Side of Oakland Availability of North Side of Oakland
ApproachApproach
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Upcoming Addendum ItemsUpcoming Addendum Items
Addendum 6, early JanuaryAddendum 6, early January
Miscellaneous clean-up issuesMiscellaneous clean-up issues Constructability Refinements/Improvements Constructability Refinements/Improvements
& Conflict Resolution& Conflict Resolution
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Michael StoneMichael StoneScheduleSchedule
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SAS ScheduleSAS ScheduleMonths
Previous AdvertisementFirst Working Day DP 1 - 829 Cdays DP 2 DP 3W2 Cap Beam 1950 Cdays 2130 Cdays DP 2Tower Shop Drawings/Fabrication 2310 CdaysE2/T1 Available 34 months
Construct TowerDeck Shop Drawings/FabricationConstruct DeckConstruct Cable System Load TransferComplete SAS for Westbound TrafficComplete SAS
Current AdvertisementFirst Working Day DP 1 - 650 Cdays DP 2 DP 3 DP 4W2 Cap Beam 1770 Cdays 1950 Cdays 2130 CdaysTower Shop Drawings/FabricationE2/T1 Available 36 months
Construct TowerDeck Shop Drawings/FabricationConstruct DeckConstruct Cable System Load TransferComplete SAS for Westbound TrafficComplete SAS
51 5439 42 45 4827 30 33 36
8472 75 78 8166 6948 51 54 57 6039 42 45 6327 30 33 3615 18 21 243 6 9 12
60 63 66 69 723 6 9 12 15 18 21 24 57
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SAS Schedule – SAS Schedule – Working DrawingsWorking DrawingsMonths 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42
Working Drawing Schedule
First Working Day
MFSQA / Shop Audit
Material Order
Material Lead Time (to start fabrication)
Mock-ups
Wood Mock-up
Steel Mock-up
Preliminary Erection Plan
Submittal
CT Review
Re-submittal
CT Re-review
Weight Control
Submittal
CT Review
Re-submittal
CT Re-review
Working Drawings
Submittal
CT Review
Re-submittal
CT Re-review
Fabrication
First Shipment
Last Shipment
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SAS ScheduleSAS ScheduleChanges since last advertisement
• Increased bidder compensation• Revised CRIP specifications to provide non-compensable
time for CRIP submittal• Reduction in time required for Caltrans to review and
approve weld repairs• Allowing repairs to be made after erection• E2/T1 availability earlier in the contract, more time between
E2/T1 availability and Milestones 2, 3 and 4
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Marwan NaderMarwan Nader
Temporary Tower Design ExampleTemporary Tower Design Example
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TEMPORARY TOWER TEMPORARY TOWER DESIGN EXAMPLEDESIGN EXAMPLE
November 18, 2005November 18, 2005
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Tower ConfigurationsTower Configurations
Tower CTower C
Tower GTower G
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DESIGN CRITERIADESIGN CRITERIACodes, Standards, SpecificationsCodes, Standards, SpecificationsApplicable Codes/Specifications:Applicable Codes/Specifications: CalTrans Standard Specifications, 1999CalTrans Standard Specifications, 1999 CalTrans Special Provisions, Contract 040120F4CalTrans Special Provisions, Contract 040120F4 CalTrans Falsework Manual, Rev. 32, November 2001CalTrans Falsework Manual, Rev. 32, November 2001
AISC-LRFD, 1999 for rolled sectionsAISC-LRFD, 1999 for rolled sections API RP2A-LRFD, July 1993 for tubular sections and API RP2A-LRFD, July 1993 for tubular sections and
connections (and pipe piles)connections (and pipe piles) AASHTO-LRFD Bridge Construction Specification, AASHTO-LRFD Bridge Construction Specification,
2nd Ed. (Concrete only)2nd Ed. (Concrete only) ANSI/ASCE 795 (Wind loads only)ANSI/ASCE 795 (Wind loads only)
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Independent Loads CasesIndependent Loads Cases
Dead LoadDead Load Live LoadLive Load Vessel ImpactVessel Impact EarthquakeEarthquake
1.0X-direction + 0.3 Y direction0.3 X-direction + 1.0 Y direction
-1.0 X-direction + 0.3 Y direction 0.3 X-direction - 1.0 Y direction
Wind LoadWind Load Wind, Wave and CurrentWind, Wave and Current
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Wind, Wave and CurrentWind, Wave and Current
WindWind ASCE 7-95 specifies an 85MPH Wind Gust @ +10m Section 10-1.59 of the Special Provisions specifies a 100 MPH 3-sec gust @ El. +50m. The 100MPH Wind Gust velocity stated in the Special Provisions govern.
The importance factor is 1.15 per revised Special Provisions The exposure coefficients are for exposure D (open water) The gust factor is 0.85 in accordance with ASCE Section 6.6 The shape factor on projected flat surface of the box girder was 1.5 (ASCE Table 6-8),
and 0.8 for the tubular tower structures (ASCE Table 6-9). WaveWave
2m high, 6sec wave per revised Special Provisions Drag and inertia coefficients are 0.65 and 1.6 (ref API RP2A), respectively
CurrentCurrent 3-knot surface current was conservatively assumed
(Note: Vessel Collision Report indicates a uniform 2 knot design current for Impact design).
The surface current velocity profile with depth was developed utilizing a 1/7th power distribution.
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Construction Loads/StagesConstruction Loads/Stages
1. Individual deck lifts 1 thru 9 on the appropriate towers
2. In- fill / heavy lifts 1, 2, 3 & 4 on the appropriate towers
3. Connecting the deck sections together in the longitudinal direction
4. Connecting the cross beams in the transverse direction
5. Connecting the deck sections to W2 and E2 cap beams
Tower CTower C Temporary Tower (TT) TT plus Deck Lift #1 (830 Tonnes) on 4 bearing pads TT plus Deck Lift #4 (459 Tonnes) on 4 bearing pads TT plus Deck Lift #4 plus half of Heavy Lift #1 (830/2 = 415 Tonnes) = total 875 T Envelope of Vertical Forces (see Table 1 on Sheet Construction Load No. 1)
Tower GTower G Temporary Tower (TT) TT plus Deck Lift #9 (892 Tonnes) on 6 bearing pads TT plus Deck Lift #9 plus half of Heavy Lift #3 (1285/2 = 643 Tonnes) = tot al 1535 T TT plus Deck Lift #9 plus half of Heavy Lifts #3 & #4 = 2177 T Envelope of Vertical Forces (see Table 1 on Sheet Construction Load No. 1)
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Load CombinationsLoad Combinations
1.4 DL1.4 DL
1.1 DL + 1.3 LL1.1 DL + 1.3 LL
1.0 DL + 1.0 LL + 0.5 Wind + 1.0 Current + 1.0 Impact (Vessel)1.0 DL + 1.0 LL + 0.5 Wind + 1.0 Current + 1.0 Impact (Vessel)
1.0 DL + 1.0 LL + 1.0 EQ1.0 DL + 1.0 LL + 1.0 EQ
1.0 DL + 1.0 LL +1.3Wind +1.3Wave + 1.3Current1.0 DL + 1.0 LL +1.3Wind +1.3Wave + 1.3Current
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Tower CTower C
Tubular steel structure, trucked and assembled on site Tubular steel structure, trucked and assembled on site with the use of a crawler cranewith the use of a crawler crane
All tower and truss joints are to be boltedAll tower and truss joints are to be bolted Leg segments bolted together with splice flanges Leg segments bolted together with splice flanges
located near inflection pointslocated near inflection points Pre-installed gusset plates welded to legs for bracing Pre-installed gusset plates welded to legs for bracing
members to be bolted ontomembers to be bolted onto Gusset plates actually penetrate through the legs to Gusset plates actually penetrate through the legs to
provide load continuity through the jointsprovide load continuity through the joints
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Tower GTower G
6- leg tubular steel jacket structure, 65m (213 ft) high6- leg tubular steel jacket structure, 65m (213 ft) high 14m x 30m (46 ft x 98 ft) footprint at the top, to match 14m x 30m (46 ft x 98 ft) footprint at the top, to match
bearing locationsbearing locations Pin piles driven through the jacket legsPin piles driven through the jacket legs The jacket base plan dimensions provide the same The jacket base plan dimensions provide the same
overturning resistance in both orthogonal directionsoverturning resistance in both orthogonal directions Bay height chosen to provide efficient diagonal Bay height chosen to provide efficient diagonal
bracingbracing Cross braced to provide ductility Cross braced to provide ductility
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3D View of Towers ABC Model3D View of Towers ABC Model
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Mode 1 (T=0.78 sec) Mode 1 (T=0.78 sec)
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Y Spectral Displacement (5.62 cm at top Y Spectral Displacement (5.62 cm at top of Tower C) (Transverse)of Tower C) (Transverse)
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Wind Displacement Wind Displacement (0.8 cm at top of Tower C)(0.8 cm at top of Tower C)
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Transverse Pushover at 115mmTransverse Pushover at 115mm
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Transverse Pushover
0
5,000
10,000
15,000
20,000
25,000
30,000
35,000
40,000
45,000
50,000
0.000 0.020 0.040 0.060 0.080 0.100 0.120
Displacement at Top of Tower (m)
Ba
se
Sh
ea
r (k
N)
Shear reductions are due to compression member buckling (tension members take over)
Transverse Pushover to 115mmTransverse Pushover to 115mm
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3D View of Tower C Model as a separate 3D View of Tower C Model as a separate structurestructure
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Mode 2 (T=1.43 sec)Mode 2 (T=1.43 sec)
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Y Spectral Displacement (7.63cm at top Y Spectral Displacement (7.63cm at top of Tower) (Transverse)of Tower) (Transverse)
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Wind Displacement Wind Displacement (1.06cm at top of Tower)(1.06cm at top of Tower)
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Transverse Pushover at 300mmTransverse Pushover at 300mm
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Transverse Pushover
0
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350
Displacement at Top of Tower (m)
Bas
e S
hea
r (k
N)
Shear reductions are due to compression member buckling (tension members take over)
Transverse Pushover to 300mm, Force-Transverse Pushover to 300mm, Force-Displacement Curve (76mm Seismic Demand)Displacement Curve (76mm Seismic Demand)
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Tower C ConclusionsTower C Conclusions
Combined structure is stiffer; lower periodCombined structure is stiffer; lower period Produces larger forcesProduces larger forces
Separate structure is more flexible; higher Separate structure is more flexible; higher periodperiod
Produces lower forcesProduces lower forces
Consider Base Isolation SystemConsider Base Isolation System (Slip plane at bearing level with retainers)(Slip plane at bearing level with retainers)
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3D View of Tower G Model3D View of Tower G Model
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3D View of Tower G alone3D View of Tower G alone
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Mode 2 (T=1.36 sec)Mode 2 (T=1.36 sec)
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IMPACTY Displacement (Y=4.5 cm IMPACTY Displacement (Y=4.5 cm at top of tower, Y=11.5 cm at point of impact)at top of tower, Y=11.5 cm at point of impact)
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Y Spectral Displacement Y Spectral Displacement (9.7 cm at top of Tower)(9.7 cm at top of Tower)
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Wind Displacement Wind Displacement (4.4 cm at top of Tower)(4.4 cm at top of Tower)
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Transverse Pushover Displaced Shape Transverse Pushover Displaced Shape at X=0.45 mat X=0.45 m
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Transverse Pushover
0
2,000
4,000
6,000
8,000
10,000
12,000
14,000
0.000 0.100 0.200 0.300 0.400 0.500
Displacement at Top of Tower (m)
Bas
e S
hea
r (k
N)
No member buckling present at this load level – piles govern capacity
Transverse Pushover Curve to 0.45 mTransverse Pushover Curve to 0.45 m
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3D View of Tower G Model Pinned at the 3D View of Tower G Model Pinned at the BaseBase
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Transverse Pushover Displaced Shape Transverse Pushover Displaced Shape at X=1.0 mat X=1.0 m
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Transverse Pushover
0
5,000
10,000
15,000
20,000
0.000 0.200 0.400 0.600 0.800 1.000 1.200
Displacement at Top of Tower (m)
Ba
se
Sh
ea
r (k
N)
Shear reductions are due to compression member buckling (tension members take over)
Transverse Pushover Curve Transverse Pushover Curve to 1.0 mto 1.0 m
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Lateral Pile Response1.067m diam. X 32mm Pile
(10,000.00)
(8,000.00)
(6,000.00)
(4,000.00)
(2,000.00)
-
2,000.00
4,000.00
- 50 100 150 200 250
Displacement (mm)
Mo
men
t (k
N-m
) -
Lat
eral
Lo
ad (
kN)
w / soil sof tening
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Axial Pile Response1.067m diam. x 32mm Pile
-
2
4
6
8
10
12
14
16
18
20
0 10 20 30 40 50 60 70 80 90 100
Axial Displacement (mm)
Ax
ial
Lo
ad
(M
N)
API basic soil criteria w/out API limits 38 wall thickness
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Tower G ConclusionsTower G Conclusions
Provide Vessel Impact energy absorption Provide Vessel Impact energy absorption systemsystem(reduces overall demand on tower)(reduces overall demand on tower)
Increase pile diameter and/or reduce Increase pile diameter and/or reduce bracing size bracing size (to provide more tower ductility)(to provide more tower ductility)
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It should be noted that this Design Example is a It should be noted that this Design Example is a first iteration in the design process and requires first iteration in the design process and requires further refining in order to meet the full intent of further refining in order to meet the full intent of
the specified design requirements.the specified design requirements.
As noted, there are several approaches to As noted, there are several approaches to meet the requirements of the Drawings and meet the requirements of the Drawings and
Special Provisions.Special Provisions.
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Chris TrainaChris TrainaCash Flow AnalysisCash Flow Analysis
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Early Pay Items AnalysisEarly Pay Items AnalysisEarly Pay Items Analysis
$0
$200,000,000
$400,000,000
$600,000,000
$800,000,000
$1,000,000,000
$1,200,000,000
$1,400,000,000
$1,600,000,000
1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 43 45 47
Time in Months
Dol
lars
CUMULATIVE TOTAL TROCUMULATIVE TOTAL STRUCTURAL STEELTOTAL CONTRACT COSTTOTAL MONTHLY PAYMENTSMOH AND PERFORMANCE BOND AMOUNTCUMULATIVE MOBILIZATIONESTABLISH MARINE ACCESSACCELERATED WORKING DRAWINGS SUBMITTAL
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Steel PaymentsSteel Payments
$0
$200,000,000
$400,000,000
$600,000,000
$800,000,000
$1,000,000,000
$1,200,000,000
$1,400,000,000
$1,600,000,000
1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 43 45 47
Time in Months
Dol
lars
CUMULATIVE MATERIALS (STEEL PLATE) CUMULATIVE ERECT STRUCTURAL STEELCUMULATIVE TOTAL STRUCTURAL STEEL TOTAL CONTRACT COSTTOTAL MONTHLY PAYMENTS MOH AND PERFORMANCE BOND AMOUNTCUMULATIVE FURNISH STRUCTURAL STEEL
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Cash Flow AnalysisCash Flow Analysis
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48
TIME IN MONTHS
DO
LLA
RS
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
PE
RC
EN
TA
GE
CO
MP
LET
E (T
RE
ND
LIN
E
ON
LY)
TOTAL MONTHLY PAYMENTS TOTAL CONTRACT COST PERCENTAGE PAYED VS. TOTAL CONTRACT COST
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Rick MorrowRick MorrowOutstanding Bidder InquiriesOutstanding Bidder InquiriesTower Mock-UpTower Mock-Up