Seismic Design of Non-Conventional Bridges (2019) / Chapter Skim
Currently Skimming:
Pages 31-121
The Chapter Skim interface presents what we've algorithmically identified as the most significant single chunk of text within every page in the chapter.
Select key terms on the right to highlight them within pages of the chapter.
From page 31... ...
31 This appendix contains design criteria documents for the following bridge projects described in this report: Sixth Street Bridge Replacement Project (California) New Benicia Martinez Bridge (California)
|
From page 32... ...
32 Seismic Design of Non-Conventional Bridges Design Criteria Reference for Sixth Street Bridge Replacement Project, California Photo credit: HNTB
|
From page 33... ...
Design Criteria Documents 33 Sixth Street Viaduct Replacement May 14, 2016 Design Criteria Draft 6 Page i SIXTH STREET BRIDGE REPLACEMENT PROJECT STRUCTURAL DESIGN CRITERIA DRAFT 6 May 14, 2016 Prepared by HNTB Corp
|
From page 34... ...
34 Seismic Design of Non-Conventional Bridges Commentary Sixth Street Viaduct Replacement May 14, 2016 Design Criteria Draft 6 Page 14 5. SEISMIC DESIGN Seismic design of the Project shall be performed in accordance with Caltrans Draft Memo to Designers 20-22 - Seismic Design of Bridges with Isolation Bearing and Caltrans Seismic Design Criteria, augmented with pertinent provisions of ATC-32, NCHRP 472, AASHTO LRFD Bridge Design Specifications, AASHTO Guide Specifications for Seismic Isolation Design and project specific criteria as detailed in this document.
|
From page 35... ...
Design Criteria Documents 35 Commentary Sixth Street Viaduct Replacement May 14, 2016 Design Criteria Draft 6 Page 15 Soil Liquefaction: The SEE event will be used to assess liquefaction potential and corresponding downdrag forces, if applicable. If liquefiable soils are determined to be present under the design earthquake for the site, the structure shall be designed to withstand the forces and moments resulting from the lateral and vertical movements caused by the liquefaction.
|
From page 36... ...
36 Seismic Design of Non-Conventional Bridges Commentary Sixth Street Viaduct Replacement May 14, 2016 Design Criteria Draft 6 Page 16 shall be based on the outcrop of the firm ground. Seven sets of reference motion time histories shall be used for the safety evaluation; one set of reference motion time history shall be used for the functional evaluation.
|
From page 37... ...
Design Criteria Documents 37 Commentary Sixth Street Viaduct Replacement May 14, 2016 Design Criteria Draft 6 Page 17 Criteria specified damping is applicable to seismically isolated structures with the following damping provisions applicable to modal time history analysis. Rayleigh damping is to be used for the dynamic time-history analysis.
|
From page 38... ...
38 Seismic Design of Non-Conventional Bridges Design Criteria Reference for New Benicia Martinez Bridge, California Photo credit: Vince Streano
|
From page 39... ...
Design Criteria Documents 39 NEW BENICIA MARTINEZ BRIDGE Contract 59S742 DESIGN CRITERIA ( May 17, 2000) Revision 3 Prepared by T.Y.Lin International/CH2M Hill, A Joint Venture USED WITH PERMISSION OF CALIFORNIA DEPARTMENT OF TRANSPORTATION
|
From page 40... ...
40 Seismic Design of Non-Conventional Bridges Caltrans/Division of Structures New Benicia Martinez Bridge- Design Criteria May 17, 2000 Contract 59S742 Prepared by T.Y. Lin International/CH2MHill, A Joint Venture Page 9 6.
|
From page 41... ...
Design Criteria Documents 41 Caltrans/Division of Structures New Benicia Martinez Bridge- Design Criteria May 17, 2000 Contract 59S742 Prepared by T.Y. Lin International/CH2MHill, A Joint Venture Page 10 motion period.
|
From page 42... ...
42 Seismic Design of Non-Conventional Bridges Caltrans/Division of Structures New Benicia Martinez Bridge- Design Criteria May 17, 2000 Contract 59S742 Prepared by T.Y. Lin International/CH2MHill, A Joint Venture Page 11 Safety evaluation cSafety 2/3 cu Where cu is the ultimate concrete strain according to the Mander model (Mander et.
|
From page 43... ...
Design Criteria Documents 43 Design Criteria Reference for Tacoma Narrows Parallel Suspension Bridge, Washington Photo credit: Washington State DOT
|
From page 44... ...
44 Seismic Design of Non-Conventional Bridges Tacoma Narrows Bridge – Parallel Crossing Design Criteria August 31, 2000 STRUCTURAL DESIGN CRITERIA For TACOMA NARROWS PARALLEL SUSPENSION BRIDGE August 31, 2000 Revision 4 Washington State Department of Transportation United Infrastructure Washington Tacoma Narrows Constructors PTG / HNTB Tacoma Narrows Joint Venture USED WITH PERMISSION OF WASHINGTON STATE DEPARTMENT OF TRANSPORTATION
|
From page 45... ...
Design Criteria Documents 45 Tacoma Narrows Bridge – Parallel Crossing Design Criteria August 31, 2000 Page 22 References 5. SEISMIC DESIGN Seismic design of the bridge will be performed in accordance with the WSDOT BDM, augmented with pertinent provisions of project specific criteria as detailed in this document.
|
From page 46... ...
46 Seismic Design of Non-Conventional Bridges Tacoma Narrows Bridge – Parallel Crossing Design Criteria August 31, 2000 Page 23 References Piles/Drilled Shafts: Minimal damage. Pile Caps: Minimal damage Tower Caissons: Minimal damage Anchorage Blocks: No damage.
|
From page 47... ...
Design Criteria Documents 47 Tacoma Narrows Bridge – Parallel Crossing Design Criteria August 31, 2000 Page 24 References formation and downdrag caused by the liquefaction, or the structure shall be designed to withstand the forces and moments resulting from the lateral and vertical movements caused by the liquefaction. Addition- ally, the design of the foundations shall be evaluated with the soil in a liquefied state.
|
From page 48... ...
48 Seismic Design of Non-Conventional Bridges Tacoma Narrows Bridge – Parallel Crossing Design Criteria August 31, 2000 Page 25 References that represent its dominant linear and nonlinear behavior and the effects of soil-structure interaction. Demands will be evaluated as load- type quantities (forces and moments)
|
From page 49... ...
Design Criteria Documents 49 Tacoma Narrows Bridge – Parallel Crossing Design Criteria August 31, 2000 Page 26 References Soil- Structure Interaction shall be considered using nonlinear springs in the global model. The properties of the springs will be determined from local models, and shall include group effects.
|
From page 50... ...
50 Seismic Design of Non-Conventional Bridges Tacoma Narrows Bridge – Parallel Crossing Design Criteria August 31, 2000 Page 27 References REINFORCEMENT u pg pp Main Column Bars #11, #14 & #18 0.08 0.05 0.02 Main Column Bars #10 and Smaller 0.12 0.06 0.02 Spirals & Hoops #8 and Smaller 0.12 0.08 0.06 Tower Leg Spirals & Ties #8 and Smaller 0.12 0.05 NA pile and drilled shaft reinforcement limited to pp as follows: Commentary C5.4.3 Where: u = ultimate steel strain pg = design level of peak cyclical steel strain for tower "per- formance goals" pp = design level of peak steel strain for pile and drilled shaft "per- formance goals" The values of pg and pp given in this table are to be used for evaluat- ing the moment-curvature relationship for all column and pile plastic hinges. FEE event: To achieve the performance goals for the FEE event, the strains in tower leg and pile reinforcement shall be limited to s = 0.015.
|
From page 51... ...
Design Criteria Documents 51 Tacoma Narrows Bridge – Parallel Crossing Design Criteria August 31, 2000 Page 28 References At the pile casing tip and casing cut-off elevations, the casing will be assumed to contribute only lateral confinement for a distance of 2 times the pile diameter. With the allowance for corrosion considered, the cas- ing in these regions may be assumed to contribute 100 percent of its net area for confinement.
|
From page 52... ...
52 Seismic Design of Non-Conventional Bridges References 5.4.5 Plastic Hinge Length The maximum length of plastic hinges (Lp) in a solid section may be taken as Lp = 0.08*
|
From page 53... ...
Design Criteria Documents 53 Design Criteria Reference for Gerald Desmond Bridge Replacement Project, California Photo credit: Port of Long Beach
|
From page 54... ...
54 Seismic Design of Non-Conventional Bridges Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page i Exhibit 2-13-A GERALD DESMOND BRIDGE REPLACEMENT PROJECT STRUCTURAL DESIGN CRITERIA USED WITH PERMISSION OF CALTRANS AND PORT OF LONG BEACH, CA
|
From page 55... ...
Design Criteria Documents 55 Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page 11 5. SEISMIC DESIGN Seismic design of the Project shall be performed in accordance with Caltrans Seismic Design Criteria and Caltrans Guide Specifications for Seismic Design of Steel Bridges, augmented with pertinent provisions of ATC32, NCHRP 12-49, AASHTO LRFD Bridge Design Specifications, 4th Edition, with California Amendments, AASHTO Guide Specifications for Seismic Isolation Design, PTI Recommendations for Cable Stay Design, Testing, and Installation, and Project specific criteria as detailed in this document.
|
From page 56... ...
56 Seismic Design of Non-Conventional Bridges Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page 12 Bearings, Hinge Beams and Shear Keys: Moderate damage. Expansion Joints: Significant damage, without collapse of the joint Cable Systems (structural elements)
|
From page 57... ...
Design Criteria Documents 57 Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page 13 5.1.5 Seismic Loading during Construction For all bridges, the seismic loading during all phases of construction shall be designed to resist forces as described in Caltrans Bridge Memo to Designers 20-2. 5.2 Definition of Ground Motions Ground motions for use in dynamic seismic analysis of the bridge structures shall be taken from the Project Seismic Ground Motion Report information provided in Book 2, Section 8, Exhibit 2-8-F which documents the project-specific ARS design curves and spectrum-compatible ground motion time histories for the SEE and FEE.
|
From page 58... ...
58 Seismic Design of Non-Conventional Bridges Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page 14 and other inelastic elements (e.g. dampers)
|
From page 59... ...
Design Criteria Documents 59 Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page 15 When modeling of foundations for seismic demand evaluations, softening effects of local soils shall be considered including seismic induced large deformations and liquefaction. The ground motions documented in Book 2, Section 8, Exhibit 2-8-F shall be used for all cases of foundation modeling, with and without softening effects.
|
From page 60... ...
60 Seismic Design of Non-Conventional Bridges Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page 16 Main Span Bridge steel tower allowable strain limit value at the SEE Event shall meet the following requirements: Tower without seismic energy dissipation elements: 4* y where y is the yield strain of the steel Tower with seismic energy dissipation elements: The tower shall be designed to remain essentially elastic.
|
From page 61... ...
Design Criteria Documents 61 Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page 17 5.4.5 Allowable Concrete Strain Values The allowable concrete strain values for each earthquake level and components shall be according to the table below. The stress-strain relationships developed by Mander for confined concrete shall be used to calculate the values as a percentage of cu.
|
From page 62... ...
62 Seismic Design of Non-Conventional Bridges Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page 18 5.4.7 Main Span Bridge Tower and End Bent Shaft Energy Dissipating Shear Link (If Energy Dissipating Shear Link Are Used) Except for base fixity resistance from the dual columns, frame lateral resistance shall only be from the interaction of the twin columns and Energy Dissipating Shear Links or Seismic Energy Fuses.
|
From page 63... ...
Design Criteria Documents 63 Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page 19 Table 3: Energy Dissipating Shear Link Test Loading Sequence Phase III Load Step Link Rotation Amplitude (Radians) Number of Cycles 18 0.04000 1 19 0.06000 1 20 0.08000 1 21 0.10000 1 22 0.12000 1 FIGURE 1 – Loading History for Energy Dissipating Shear Link Test In Phase III the loading cycle continues at increments of 0.02 radians, with one cycle at each increment until link failure occurs.
|
From page 64... ...
64 Seismic Design of Non-Conventional Bridges Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page 20 The minimum requirements for structural laboratory are, at a minimum: - The structural laboratory shall be capable of conducting the required full scale Energy Dissipating Shear Link test including: provision of loading mechanism, specimen setup, instrumentation installation, testing of the instrumentation, acquisition and interpretation of the data; - Principal-in-charge and staff members shall have applicable experiences on similar tests; - The structural laboratory shall be able to finish the test within the time frame required. The Design-Builder shall submit a Energy Dissipating Shear Link Test Report showing the specimen(s)
|
From page 65... ...
Design Criteria Documents 65 Gerald Desmond Bridge Replacement Exhibit 2-13-A - Design Criteria Page 21 Hoop Tension (on net casing with 0.060 corrosion allowance) 5.4.11 Shear Design of Ductile Concrete Members The shear design of reinforced concrete members that are detailed as ductile members that may experience yielding shall conform to Caltrans Seismic Design Criteria, Section 3.6.
|
From page 66... ...
66 Seismic Design of Non-Conventional Bridges Design Criteria Reference for Hoover Dam Bypass Colorado River Bridge, Nevada/Arizona Photo credit: T.Y. Lin International
|
From page 67... ...
Design Criteria Documents 67 Colorado River Bridge Design Criteria October 30, 2003 page 1 STRUCTURAL DESIGN CRITERIA For Hoover Dam Bypass Colorado River Bridge October 30, 2003 Central Federal Lands Highway Division Hoover Dam Bypass Project HDR/Sverdrup/TYLinInternational
|
From page 68... ...
68 Seismic Design of Non-Conventional Bridges Colorado River Bridge Design Criteria October 30, 2003 page 2 6. SEISMIC DESIGN Seismic design of the bridge will be performed based on limit state design as an extreme limit state for the final configuration of the structure.
|
From page 69... ...
Design Criteria Documents 69 Colorado River Bridge Design Criteria October 30, 2003 page 3 Skewback Anchor Blocks: Minimal damage. Arch bracing and cross frames: Repairable damage.
|
From page 70... ...
70 Seismic Design of Non-Conventional Bridges Colorado River Bridge Design Criteria October 30, 2003 page 4 (displacements, relative displacements, and rotations) as required by the evaluation rules for various components.
|
From page 71... ...
Design Criteria Documents 71 Colorado River Bridge Design Criteria October 30, 2003 page 5 6.4.1 Structural Steel Component Capacities Primary steel arch rib, deck and spandrels will be designed for a force demand to capacity (D/C) ratio of no greater than 1.0.
|
From page 72... ...
72 Seismic Design of Non-Conventional Bridges Colorado River Bridge Design Criteria October 30, 2003 page 6 db = diameter of reinforcement For initial design, the maximum length of column plastic hinges in a hol- low section may be taken as: Lp = 1.0 * H where H = Section dimension in the direction of seismic loading.
|
From page 73... ...
Design Criteria Documents 73 Design Criteria Reference for I-74 Bridge, Iowa Photo credit: Modjeski and Masters, Inc.
|
From page 74... ...
74 Seismic Design of Non-Conventional Bridges Due to the importance of the I-74 crossing, MM's scope included an investigation of the effects of designing to a higher seismic standard than required by the AASHTO LRFD Specifications (AASHTO, 2007)
|
From page 75... ...
Design Criteria Documents 75 Figure 1. Seismic Response Spectra for 1000-year and 2500-year period return events.
|
From page 76... ...
76 Seismic Design of Non-Conventional Bridges multimode elastic method was selected for analysis in accordance with the Specifications for the corresponding operational classification and SZ (AASHTO 4.7.4.3)
|
From page 77... ...
Design Criteria Documents 77 Figure 3. Modal periods and mass participation with relation to the considered spectra 5 Response Modification Factors Although the response modification factor (R)
|
From page 78... ...
78 Seismic Design of Non-Conventional Bridges members shall satisfy the detailing provisions for the corresponding SZ in accordance with the Specifications (AASHTO 5.10.2.2, 5.10.11 and 5.13.4.6)
|
From page 79... ...
Design Criteria Documents 79 Figure 5. Magnitude of the seismic and wind moments in the steel ribs 0 2000 4000 6000 8000 10000 12000 14000 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 Normalized distance from steel-concrete connection M o m en t (K -f t)
|
From page 80... ...
80 Seismic Design of Non-Conventional Bridges 6.2 Connections According to the Specifications (AASHTO 3.10.9.2) , the design connection forces for bridges in SZ1 with an acceleration coefficient, As, less than 0.05 (As = 0.035g, see Appendix A1)
|
From page 81... ...
Design Criteria Documents 81 Table 3. Seismic forces for connection design Connection Axial Major axis Minor axis P (K)
|
From page 82... ...
82 Seismic Design of Non-Conventional Bridges restriction offered by the hangers, only the maximum calculated displacements shown in Table 5 are considered. Table 5.
|
From page 83... ...
Design Criteria Documents 83 8 Hinging mechanism The assumption that the collapse mechanism begins in the concrete ribs without participation of the steel ribs is verified by using a push-over analysis (POA)
|
From page 84... ...
84 Seismic Design of Non-Conventional Bridges Figure 7. Capacity curve in the transverse direction also recommended, considering the fact that the difference is only caused by the transverse reinforcement steel for confinement.
|
From page 85... ...
Design Criteria Documents 85 Design Criteria Reference for Port Mann Bridge Highway 1 Project, Vancouver, BC Photo credit: Thomas Heinser
|
From page 86... ...
86 Seismic Design of Non-Conventional Bridges Project: Gateway Project - Port Mann Bridge Design Document: Port Mann Bridge No. 1614 – Design Criteria Doc No.:ZB-230-FR-1614-001 Revision: 2 Date: June 12, 2009 PORT MANN BRIDGE HIGHWAY 1 PROJECT PORT MANN BRIDGE #1614 DESIGN CRITERIA 1.0 INTRODUCTION The Design Criteria is based on Schedule 4 of the Concession Agreement, and by reference to the CAN/CSA-S6-06 "Canadian Highway Bridge Design Code" (CAN/CSA-S6-06)
|
From page 87... ...
Design Criteria Documents 87 3 of 7 Project: Gateway Project - Port Mann Bridge Design Document: Port Mann Bridge No. 1614 – Design Criteria Doc No.:ZB-230-FR-1614-001 Revision: 2 Date: June 12, 2009 Structure Requirement Sched.
|
From page 88... ...
88 Seismic Design of Non-Conventional Bridges 4 of 7 Project: Gateway Project - Port Mann Bridge Design Document: Port Mann Bridge No. 1614 – Design Criteria Doc No.:ZB-230-FR-1614-001 Revision: 2 Date: June 12, 2009 Service: Damage: Possible Loss of Service Significant damage / No collapse 2% in 50 Evaluation: • Displacements 80% displacement at peak resistance • Displacements 80% of elastic displacements • Strain limits per table 4 7.4 Analysis and Design Parameters Parameters for seismic analysis and design are given in Table 4.
|
From page 89... ...
Design Criteria Documents 89 5 of 7 Project: Gateway Project - Port Mann Bridge Design Document: Port Mann Bridge No. 1614 – Design Criteria Doc No.:ZB-230-FR-1614-001 Revision: 2 Date: June 12, 2009 Item Parameters Reference Sched.
|
From page 90... ...
90 Seismic Design of Non-Conventional Bridges 6 of 7 Project: Gateway Project - Port Mann Bridge Design Document: Port Mann Bridge No. 1614 – Design Criteria Doc No.:ZB-230-FR-1614-001 Revision: 2 Date: June 12, 2009 Item Parameters Reference Sched.
|
From page 91... ...
Design Criteria Documents 91 7 of 7 Project: Gateway Project - Port Mann Bridge Design Document: Port Mann Bridge No. 1614 – Design Criteria Doc No.:ZB-230-FR-1614-001 Revision: 2 Date: June 12, 2009 Item Parameters Reference Sched.
|
From page 92... ...
92 Seismic Design of Non-Conventional Bridges Design Criteria Reference for San Francisco-Oakland Bay Bridge Self-Anchored Suspension Bridge, California Photo credit: Caltrans
|
From page 93... ...
Design Criteria Documents 93
|
From page 94... ...
94 Seismic Design of Non-Conventional Bridges
|
From page 95... ...
Design Criteria Documents 95
|
From page 96... ...
96 Seismic Design of Non-Conventional Bridges
|
From page 97... ...
Design Criteria Documents 97
|
From page 98... ...
98 Seismic Design of Non-Conventional Bridges
|
From page 99... ...
Design Criteria Documents 99
|
From page 100... ...
100 Seismic Design of Non-Conventional Bridges
|
From page 101... ...
Design Criteria Documents 101
|
From page 102... ...
102 Seismic Design of Non-Conventional Bridges
|
From page 103... ...
Design Criteria Documents 103
|
From page 104... ...
104 Seismic Design of Non-Conventional Bridges Design Criteria Reference for San Francisco-Oakland Bay Bridge Skyway Structures, California Photo credit: Caltrans
|
From page 105... ...
Design Criteria Documents 105
|
From page 106... ...
106 Seismic Design of Non-Conventional Bridges
|
From page 107... ...
Design Criteria Documents 107
|
From page 108... ...
108 Seismic Design of Non-Conventional Bridges
|
From page 109... ...
Design Criteria Documents 109
|
From page 110... ...
110 Seismic Design of Non-Conventional Bridges
|
From page 111... ...
Design Criteria Documents 111
|
From page 112... ...
112 Seismic Design of Non-Conventional Bridges
|
From page 113... ...
Design Criteria Documents 113 Design Criteria Reference for Tappan Zee Hudson River Crossing Project, New York Photo credit: HDR, Inc.; New York State Thruway Authority
|
From page 114... ...
114 Seismic Design of Non-Conventional Bridges TAPPAN ZEE HUDSON RIVER CROSSING PROJECT PROJECT DESIGN CRITERIA Volume 6: Structural (Bridges) Contract D214134 PIN 8TZ1.00 Project TA# TANY 12-18B Revision 3 5/22/2015 Prepared by Tappan Zee Constructors 555 White Plains Rd., 4th Floor Tarrytown, NY 10591 Revision No.
|
From page 115... ...
Design Criteria Documents 115
|
From page 116... ...
116 Seismic Design of Non-Conventional Bridges Tappan Zee Hudson River Crossing Project Project Design Criteria Volume 6: Structural (Bridges) Page 6-39 Reference Rev Date • Upper level event – 2500 year return period Safety Evaluation Earthquake (SEE)
|
From page 117... ...
Design Criteria Documents 117 Tappan Zee Hudson River Crossing Project Project Design Criteria Page 6-40 Volume 6: Structural (Bridges) Reference Rev Date 4.19.4 Seismic performance levels expressed in terms of damage levels are defined in the NYSDOT LRFD Blue Pages, which are as follows: • Minimal Damage: The Bridge should essentially behave elastically during the earthquake, although minor inelastic response could take place.
|
From page 118... ...
118 Seismic Design of Non-Conventional Bridges Tappan Zee Hudson River Crossing Project Project Design Criteria Volume 6: Structural (Bridges) Page 6-41 Reference Rev Date • Towers and Anchors Piers: Repairable Damage • Approach Span Piers: Repairable Damage • Superstructure: Minimal Damage • Bearings: Repairable Damage • Expansion Joints: Repairable Damage • Cable Systems: Minimal Damage 4.19.6 Functional Evaluation: The Crossing shall survive the Lower level event (FEE)
|
From page 119... ...
Design Criteria Documents 119 Design Criteria Reference for Willamette River Transit Bridge (Tilikum Crossing Bridge) , Oregon Photo credit: T.Y.
|
From page 120... ...
120 Seismic Design of Non-Conventional Bridges Project: Willamette River Transit Bridge Document: Supplemental Project Design Criteria Doc No.: ST-230-0001 Revision: 2 Date: September 30, 2011 WILLAMETTE RIVER TRANSIT BRIDGE Supplemental Project Design Criteria 1.0 INTRODUCTION The supplemental Project Design Criteria for the Willamette River Transit Bridge (WRTB) is based on the Conformed Project Specific Design Criteria – V10, October, 2010 (Criteria)
|
From page 121... ...
Design Criteria Documents 121 Project: Willamette River Transit Bridge Document: Supplemental Project Design Criteria Doc No.: ST-230-0001 Revision: 0 Date: January 26, 2011 Transverse Mild Reinforcement - Columns #8 & smaller 0.015 #8 & smaller 0.05 Non-Ductile Components Concrete 0.004 0.004 Post-Tensioning Reinforcement 0.008 0.008 Mild Reinforcement #18 0.005 .015#14 0.0075#11 & smaller 0.01 1.2 Prestressing Limits • Concrete compressive stress of 0.45 f`c for permanent loads and effective prestress • Concrete compressive stress of 0.6 f`c for SERVICE I limit state • Crack width of 0.012 in. for tension for the SERVICE limit states • Crack width of 0.016 in.
|
Key Terms
This material may be derived from roughly machine-read images, and so is provided only to facilitate research.
More
information on Chapter Skim is available.