Site Location and Geotechnical

Introduction

University of California, IrvineEast Peltason Pedestrian Bridge

Team S-3 Project Manager: Marissa Martinez Project Engineers: Khoa Nguyen, Richer Laporte, Darren Marasigan, Leonardo Silva, Loay Bahadur, Luis Salas

Design Criteria

Design

Environmental

References

AcknowledgementThis project was made possible on account of technical advising from client consultants Sal Sheikh P.E., Ciprian Stelea M.S. PE., and Candice Chong of Michael Baker International. Academic advising was provided by Professor Mo Li of the University of California, Irvine

The proposed site at UC Irvine sits on the Alquist-Priolo Earthquake Fault as shown in the figure below. Therefore, it is important to include seismic aspects in the design of pedestrian bridge.

The transverse Ranges and Peninsular Ranges must be considered for the site development. The majority of soil in the proposed site is a mixture of young colluvium and ancient marine terrace deposit.

Structural Vision in conjunction with Michael Baker International and the University of California, Irvine present the preliminary design of the East Peltason Pedestrian Bridge. Using steel trusses and lightweight concrete decking supported by concrete decking, the 88-foot pedestrian bridge will connect the existing UC Irvine campus to a new hypothetical development across the Math and Science Technology Building (MSTB) in addition to a new parking structure next to MSTB.

Environmental concerns such as California Environmental Quality Act (CEQA) documents would be addressed with prior construction projects that would take place across the East Peltason Drive Pedestrian Bridge.

Load + Load Combination

[1] LRFD Guide Specifications for the Design of Pedestrian Bridges. (2009). 1st ed. [ebook] Washington, D.C.: AASHTO, pp.2-6.

[2] AASHTO LRFD Bridge Design Specifications. (2012). 6th ed. [ebook] Washington, D.C.: AASHTO, pp.3-1 - 3-98 and 4-80 - 4-90.

Materials

Loads: 1. Dead (DC) includes steel member self-weight - 490 pcf, floor

deck system - 26 psf, security panel mesh - 25 plf on each chord, miscellaneous - 5 psf;

2. Live (PL) accounts for pedestrians - 90 psf; 3. Wind (WS) applied laterally to exposed surfaces, both windward

and leeward - 49.6 psf; 4. Earthquake (EQ) modelled as a single degree of freedom system

- DC*1.058 g, applied laterally.Load CombinationsLoad and Resistance Factor Design:● Strength I: 1.25*DC + 1.75*PL ● Strength III: 1.25*DC + 1.35*PL + 1.00*WS● Extreme Event I: 1.00*DC + 0.50*PL + 1.00*EQAllowable Strength Design:● Service I: 1.00*DC + 1.00*PL + 1.00*WS● Service II: 1.00*DC + 1.30*PL● Fatigue I: 1.75*PL

Pedestrian, vehicle, and fatigue loads were determined using the LRFD Guide Specifications for the Design of Pedestrian Bridges, December 2009, Article 3.1-3.7.Wind , dead, and earthquake loads were determined using the AASHTO LRFD Bridge Design Specifications, Eight Edition, 2017, Articles 3.4, 3.8, 3.10, 4.7.

❏ Steel members of ASTM A500 Gr. B: Self-weathering steel.❏ Concrete floor deck of Lightweight Type II/S concrete.❏ Metal Decking properties of PLBTM from VERCO manufacturer.❏ Abutment material to be determined.❏ Connection material to be determined.

Geographical Location

Bridge Model