Report on Constructability of Expansion Joint Replacement Santa Ana River Crossing, Riverside, CA
Prepared for
THE METROPOLITAN WATER DISTRICT
700 NORTH ALAMEDA STREET LOS ANGELES, CA 90012
1 Peters Canyon Rd., Suite 130
Irvine, CA 92606
IDS Group Project Number 13.113.01
February, 2015
Location of Expansion Joint. The
existing joint will be replaced
with a new joint to mitigate the
joint leaking problem
INTEGRATED DESIGN SERVICES
1 Peters Canyon Rd., Ste.130, Irvine, CA 92606 | tel. 949.387.8500 | fax. 949.387.0800 | www.idsgi.com
TABLE OF CONTENTS
Page 1. INTRODUCTION ..................................................................................................................... 1
2. TEMPORARY LATERAL LOADING CRITERIA ..................................................................... 2
2.1 Wind Load .................................................................................................................. 2
2.2 Seismic Load .............................................................................................................. 2
3. CONVAYANCE OF EXPANSION JOINT ASSEMBLIES ...................................................... 3
3.1 Option 1: Cranes ........................................................................................................ 3
3.2 Option 2: Rail Rigging and Lift on Bridge Trusses ...................................................... 3
4. TEMPORARY STRUCTURE STABILITY ............................................................................... 4
4.1 Analysis Approach ...................................................................................................... 4
4.2 Recommendations ...................................................................................................... 4
5. TEMPORARY AND PERMANENT PIPE LATERAL RESTRAINT .......................................... 4
5.1 Option 1: Lattice Cage ............................................................................................... 5
5.2 Option 2: Tying Pipe to Bridge Trusses ...................................................................... 5
6. CONCLUSION ........................................................................................................................ 6
APPENDIX A:
TEMPORARY SEISMIC AND WIND LOADS
APPENDIX B:
FEASIBILITY STUDY OF CRANE OPTION FOR EXPANSION JOINT REPLACEMENT CONSTRUCTION
APPENDIX C:
TEMPORARY STRUCTURE STABILITY FOR RAIL RIGGING OPTION
APPENDIX D:
PIPE LATERTAL RESTRAINT OPTION 1: LATTICE CAGE FOR TEMPORARY AND PERMANENT RESTRAINT
APPENDIX E:
PIPE LATERAL RESTRAINT OPTION 2: TYING PIPE TO BRIDGE TRUSSES
MWD: Report on Constructability of Expansion Joint Replacement Santa Ana River Crossing Feb, 2015 Page 1
Report on Constructability of Expansion Joint Replacement MWD Upper Feeder
Santa Ana River Crossing, Riverside, CA
The purpose of this constructability study is to demonstrate the feasibility of the construction of the expansion
joint replacement. The existing expansion joint, which is currently leaking, will be replaced with a new
bellows joint. The location and massive size of the pipe joint create constructability challenges for this
project. The construction procedures and sequences provided in this report are considered
recommendations to the contractor but do not limit the contractor from utilizing other means and methods
needed to successfully install the system specified in the construction document. All work plan details,
procedures, shop drawings and calculations of temporary construction in addition to shoring, rigging, etc.
shall be submitted to Metropolitan Water District (MWD) for review and approval before commencing with the
work.
1. INTRODUCTION
As part Task Order # 6, a design was developed to mitigate the water leakage that occurs at the existing
expansion joint of the pipe. The proposed repair of the sleeve-coupling joint is expected to substantially
improve the joint performance although requiring adjustments in the future to maintain the leak mitigation
performance. The joint repair would not require extensive temporary measures during the construction as
materials and equipment could be transported to the joint location using the existing walkway.
During the final design review, a concern was raised by MWD regarding potential liability with quagga-infested
water leaking from the pipe to the Santa Ana River. MWD concluded that the existing expansion joint should
be replaced by a different joint type that prevents water leaks and requires minimum operation maintenance.
A metal bellows expansion joint was identified by MWD for this purpose.
The installation of the bellows joint requires the removal of the existing joint, which creates a constructability
challenge since no access is allowed from the riverbed due to the environmental restrictions at the site. This
necessitates the removal of the top truss diagonal members above the expansion joint to provide access to
the construction. The removal of the diagonal top truss member above the joint, and the opening up of the
steel pipe, alters the existing structural system which results in (1) discontinuity in the top diaphragm that
resists lateral loads, and (2) discontinuity in the steel pipe in both lateral and vertical directions.
An investigation is needed to review the bridges stability and the pipes structural integrity during the joint
replacement operation. In addition, given the size of the pipe, the weight of the expansion joint assembly is
significant (the weight of the new bellows joint assembly is in the order of 5 kips), which also creates another
challenge to bring the joint in place.
MWD: Report on Constructability of Expansion Joint Replacement Santa Ana River Crossing Feb, 2015 Page 2
It is noted that the steel pipe is currently equipped with an expansion joint that transfers the shear forces
between the pipe segments at either side of the joint, while the bending and the torsional moments are not
transferred through the relatively small overlapping length of the joint. Therefore, the existing expansion joint
provided a "hinge" to the pipe when subjected to vertical and lateral loads. The base isolation of the bridge-
pipe system has been designed to accommodate this. In addition, the truss members and steel pipe strength
have been checked (and strengthened where required) based on the bridge-pipe interaction while
considering the joint hinge.
During the joint replacement construction the pipe will be sliced into two separate pieces with no moment or
shear force transfer. Due to the configuration of the new bellows joint (and to avoid over-stressing the
bellows portion) an external "sleeve" or support is needed to restrain the pipe against the relative lateral
movements (vertical and horizontal). The new configuration between the pipe segments still allows shear
transfer, free axial movement, and no bending and/or torsional moment transfer. After the top truss diagonals
are re-installed, the overall final behavior becomes similar to the current condition in terms of continuity in
the lateral and vertical directions near the expansion joint.
This report outlines the loading criteria used to investigate the integrity of temporary structure during the
proposed joint replacement. Recommended methods of moving of the expansion joint and other construction
materials are also indicated. The report also presents our view of the structural stability of the temporary
structures, and several feasible methods of temporary and permanent lateral restraint of the pipe.
2. TEMPORARY LATERAL LOADING CRITERIA
2.1 Wind Load
Wind load is calculated according to ASCE 7-10, Chapter 29. Refer to Appendix A for a detailed wind load
estimation. It is noted that according to ASCE 37-02, Section 6.2.1, reduction of the design wind speed is
allowed for a temporary structure with construction period between 6 weeks to 1 year. However, our study
does not use the reduced wind load since further analysis indicates that the seismic load, rather than the
wind load governs the lateral loading design of the bridge-pipe system. Wind load stability for crane or trolley
rail operation is not indicated in our study since it is the contractors responsibility.
2.2 Seismic Load
The maximum duration that the temporary condition exists during the construction is estimated to be two (2)
months. The probability that during this short period of time the structure becomes subjected to a large
earthquake is low, therefore current codes and standards (i.e. ASCE 41-6) allow the reduction of the seismic
loads during fast track construction projects. Accordingly, a temporary seismic load of 10% of seismic weight
is used in this study. Refer to Appendix A for detailed calculations of the temporary seismic load demand
according to the procedure of ASCE 41-06, Section 1.6.1.3.
MWD: Report on Constructability of Expansion Joint Replacement Santa Ana River Crossing Feb, 2015 Page 3
MWD has allowed a short-duration water shutdown during the expansion joint replacement project. Since
there will be no water in the pipe during the removal and replacement of the joint a significant amount of
weight of the system will be reduced leading to less demands of the seismic loads.
3. CONVAYANCE OF EXPANSION JOINT ASSEMBLIES
3.1 Option 1: Cranes
Appendix B includes the feasibility study of the expansion joint assembly conveyance using a crane. This
method utilizes a heavy crane, stationed at the south end of the bridge, with a jib length and a capacity
sufficient to lift the removed expansion joint, as well as the proposed new bellows expansion joint. The
crane lifts the new and existing joints one at a time at the desired location of the feeder pipe. It also lifts them
to the designated temperory stage/storage areas on the south bank of the Santa Ana River near the south
entry.
Our discussion with a crane manufacturer and operator demonstrated that this option is feasible. However,
permits for a crane assembling area at the site (beyond the easement) are to be acquired by MWD if this
option is used.
3.2 Option 2: Rail Rigging and Lift on Bridge Trusses
This option involves trolley rails (rigging system) built on top of the bridge trusses (over the entire length of
T1, bridging over the gap between T1 and T2 trusses, and extending two bays on T2). The trolly moves the
expansion joints (both existing and new, and one at a time) between the south end of the bridge to the joint
location. At the south end of the bridge, a crane will be set up to lift the rigging system, and the joints from
the ground to the trolley rails over the top of the trusses, and vice versa. At the joint location, a lifting assembly
system will be temporary installed to lift and drop the joints into position.
This option does not require heavy lifting over a long distance. Most likely, the footprint of the lighter crane
and the rigging equipment will fit within the corrently designated MWD eastments. The drawback of this
option is the relatively long construction time needed to build and remove the trolley rails and rigging system,
in addition to the complexity of construction the rails on top of the bridge trusses. It is also noted that a
moving load is applied on the bridge trusses in addition to the weight of the trolley rails and the rigging system.
The temporary structure stability and the truss member structural intigrity of this option are discussed in the
following section.
MWD: Report on Constructability of Expansion Joint Replacement Santa Ana River Crossing Feb, 2015 Page 4
4. TEMPORARY STRUCTURE STABILITY
4.1 Analysis Approach
The rail rigging option imposes a more critical loading condition on the temporary structure than the crane
option. Structure stability and truss integrity are studied for this option only.
In order to evaluate the truss member adequacy under gravity load a Finite Element model of the full bridge
is subjected to the estimated moving weight in the vertical direction. A single truss model (Truss T2 only)
representing the top diaphragm discontinuity and pipe discontinuity is used to evaluate the lateral stability
and the member adequacy for temporary lateral loads. Refer to Appendix C for details.
4.2 Recommendations
Based on the analysis, the following measures are recommended:
The rails will be supported directly by the bridge truss top chords. The rail members shall be
designed to span independently between the truss panel points. Under this configuration, the
existing members of the T1 trusses are found to be adequate to support approximately 9 kips moving
load transported on the rail rigging system.
The influence of the moving load on the misalignment of the opened pipe is estimated to be in the
order of 0.015 inch, which is within tolerances.
The T2 trusses are structurally stable even when temporary discontinuities of the top diaphragm and
the pipe are in effect after removing the top diagonal members and the existing expansion joint. The
truss members are found adequate to resist the estimated moving load and temporary lateral loads.
The actual construction loads, their locations, and the extent of travel shall be submitted by the
contractor to the owner for approval before commencing the work.
It is noted that the dynamic interaction between the moving load and the truss-pipe system was not
considered in this study. To avoid unanticipated vibrations, the trolley speed shall be less than 5 ft.
/sec. The rails shall be carefully leveled to avoid perceptible bumping.
5. TEMPORARY AND PERMANENT PIPE LATERAL RESTRAIN
The expansion joint is located near Pier 7 which provides simple end support to the bridge trusses T2 and
T1. The pipe, however, runs continuously over Pier 7 which is one of the supports along its long span, thus,
the curvature of the deformed profile of the pipe is not similar to that of the trusses at the pier supports.
Based on our analysis, if no restraint is provided against the relative vertical and horizontal movements
between the two segments of pipe after it is cut open (as needed to remove the existing expansion joint),
MWD: Report on Constructability of Expansion Joint Replacement Santa Ana River Crossing Feb, 2015 Page 5
there will be a 0.57 relative displacement in the vertical direction. This is caused by the weight of the pipe
even during water shutdown. This relative displacement could cause misalignment issues when installing the
bellows expansion joint, i.e. difficulty in fitting the new joint at both ends of the displaced pipe segments.
Moreover, if the bellows expansion joint is somehow installed with the 0.57 misalignment, once the water
flow resumes (before pipe restraints are installed between the pipe segments on each side of the new bellows
expansion joint) the bellows expansion joint will be stressed as the result of further relative displacement
(an addition 0.85) due to the additional weight of the water. This incremental force in the vertical direction
is estimated to be 120 kips. Stress in the bellows will significantly reduce its fatigue life which is not
acceptable.
Beside the pipes vertical relative movement restraint, temporary and permanent horizontal restraint shall be
provided as discussed in Section 1 of this report to restore the behavior in the pipe as originally intended to
perform.
5.1 Option 1: Lattice Cage
A lattice-type steel cage is proposed to restrain the pipe relative displacement when the pipe is cut open
before the expansion joint replacement. During this operation, the top face lattices will be kept open to
provide access to remove and lift the existing joint and drop the bellows joint assembly from above.
Once installation of the new joint is completed, new diagonal lattices will be installed on the top face of the
cage and the cage will be left permanently on the pipe. The cage will be attached to the north side pipe
through two channel-rings welded to the pipe, and by a single channel ring which will be separated from the
south side pipe O.D. using Teflon materials (friction coefficient = 0.04, Teflon on Teflon). This cage allows
free axial movement of the pipe, but restrains the pipes vertical and horizontal relative movement.
The lattice cage is designed to have sufficient stiffness and strength to resist the temporary and the
permanent gravity and seismic demands. Refer to Appendix D for detail analysis including the evaluation of
the steel pipe stress.
It is suggested that the lattice cage be assembled at the site over the existing pipe. Clearance between the
lattice cage and the pipe and the bellows joint assembly shall be sufficient for pipe cutting and welding. The
construction of the lattice cage, the modification of trusses for joint conveyance, and the removal of all
temporary elements can all be done before and after the shutdown, and thus reducing the duration of the
shutdown.
5.2 Option 2: Tying Pipe to Bridge Trusses
This option utilizes temporary ties between the steel pipe and the existing bridge trusses to restrain the
relative lateral displacements between the two segments of the opened pipe during the expansion Joint
replacement. Since the shear forces which are currently transferred by the pipe joint will now be transferred
to the bridge trusses (vs. the lattice cage in Option 1), the trusses will need to be strengthened to resist the
pipe reactions.
MWD: Report on Constructability of Expansion Joint Replacement Santa Ana River Crossing Feb, 2015 Page 6
A detail analysis might show that these temporary ties and truss strengthening could be part of the permanent
restraint. Using this option, the interaction between the pipe and the bridge trusses is altered from the current
condition, which was used as the base of the seismic upgrade design. A preliminary analysis shows that
the impact of such alternation on the demands on the base isolators is minimum. However, the truss member
adequacy requires to be confirmed by further analysis.
The advantage of Option 2 is providing maximum clearance at the pipe and the bellows joint assembly for
pipe cutting and welding. Time of pipe shutdown can be minimized since the construction of the ties, truss
strengthening, the modification of trusses for joint conveyance, and the removal of all temporary elements
can all be done before and after the shutdown. Please refer to Appendix E for details of Option 2.
At the writing of this report, we suggest a lattice cage similar to that used in Option 1 be installed for
permanent purpose and the ties to the bridge trusses be removed. This will simulate the hinge behavior in
the pipe, and the interaction between the pipe and bridge trusses will be the same as the current condition.
This eliminates the necessity to re-check the base isolation design, the strength of the bridge truss elements
and the strength of the pipe. We will need MWD concurrence in selecting Option 1 vs. Option 2.
6. CONCLUSION
This report documents several feasible options studied for the expansion joint replacement. During the
construction, proper lateral restraints will be installed over the pipe. Two options are introduced and found
feasible. The first option utilizes a lattice cage for both temporary and permanent restraint. The second
option utilizes ties to existing bridge trusses. Construction methods to move and lift the expansion joints are
also discussed. At this time, the option that uses a rail rigging system on top of the bridge trusses appears
to be more practical than the crane option. The rail rigging option uses smaller footprint that is more likely to
be contained within the current MWD easements.
The structural integrity during construction are also discussed. The temporary construction loads on the
bridge (pipe-truss system) depends largely on the construction means and methods to be used by the
contractor, particularly when a rail rigging option is chosen. In this preliminary study, such construction loads
are based on engineering judgment and the best information available. The study indicates that minimum
truss reinforcement should be expected for the expansion joint replacement construction. However, MWD
review of the contractor submittals of detailed work plans before commencement of construction is critical.
In summary, we found that the replacement of the existing expansion joint by the proposed bellows type
joint is feasible and constructible. The actual means and methods of accomplishing the task rests solely on
the successful general contractor. All contractors proposed work shall be reviewed and approved by MWD
prior to the commencement of the construction. This step is usually needed to insure the structural integrity
of the entire bridge, and compliance with the requirements of the project.
Temporary Seismic and Wind Loads
1. Temporary and Permanent Structural Conditions
The MWD selected Expansion Joint Repair - replacing existing EJ with a new bellow type EJ - requires
that during the construction,
Procedure (1): the (E) diagonal braces at the top horizontal truss directly above the EJ shall be
removed to provide access to the EJ, and
Procedure (2): the (E) EJ shall be cut and removed before the installation of the new bellow EJ.
Procedure (1) will result in discontinuity in the top diaphragm for lateral loads. Procedure (2) will
result in discontinuity in the steel pipe in both lateral and vertical directions.
Note that before Procedure (2), the steel pipe is equipped with an EJ that transfers shear forces
between the pipe segments on either side of the EJ. But moments are not transferred due to the
relatively small overlapping length. Therefore, before procedure (2), the (E) EJ behaves as a "hinge" in
the pipe when subjected to vertical and lateral loads. Procedure (2) will completely separate the pipe
into two pieces with no moment or shear force transfer.
After the EJ replacement, an external "sleeve" will be installed over the bellow to allow shear transfer
between pipe segments. And the top truss diagonals will be re-installed. The permanent behaviors will
be similar to the current condition in terms of continuity in the lateral and vertical directions near the EJ.
The system behaviors of the temporary structure is substantially different than the current condition
and the permanent condition considered in the design.
2. Rationale for Reduction of Loads on Temporary Structures
The maximum length of the time window that the temporary condition exists during the construction is
estimated to be about 2 months. The likelihood that during this short period of time (2 months) the
temporary structure subjected to a large earthquake or strong wind storm is low, therefore common
engineering practice and referenced codes and standards (i.e. ASCE 37-2, ASCE 41-6) allow reduction of
the seismic and wind loads based on the exposure period.
Also considered in this constructability study is the fact that when the (E) EJ is removed and the pipe is
opened up, there is no water in the pipe, which reduce a significant amount of the system weight and
hence significantly reduce the seismic lateral demands.
3. Calculation of Temporary Seismic Load
Per ASCE 41-06, Section 1.6.1.3, "Adjustment of Mapped Response Acceleration Parameters for other
Probability of Exceedance", the seismic load on the temporary condition described above is estimated
below.
Page A-1
yangbo.chenText BoxAppendix A
Design for earthquake event with 2% probability of exceedance during this 2 months period. Noted
as a (2%|2 months) event, which is an event with probability of exceedance greater than a (10%|50 yrs)
event (regular permanent structural design earthquake).
Mapped response paramenters
Ss = 1.5g
S1 = 0.6g
10%|50 yrs:
SDS = 1g
SD1 = 0.52g
Return period of (2%|2months) event
PR = -Y/ln(1-PEy) = 8.25 yrs
Y = exposure time = 2 month = 1/6 yrs = 0.167yrs
PEy = Probability of Exceedance = 0.02
Eq 1-3, Parameters for (2%|2months) Events
Si = Si 10%|50 (PR/475)n n = 0.44 (Table 1-3)
Ss 2%|2m = Ss 10%|50 (PR/475)n = SDS (PR/475)n = 0.168g
S1 2%|2m = S1 10%|50 (PR/475)n = SD1 (PR/475)n = 0.087g
The isolated structure (pipe + Truss) has a natural period of
Tn = 1 sec (Isolators are stiffer due to smaller displacement)
Use R = 1
I = 1 (This could be 1.0 since 2% probability of exceedance is used)
V = (S1/Tn)(I/R)W = 0.087W
Use minimum V = 0.1 W OK for seismic load
4. Calculation of Wind Load
Risk Category: IV (Essential Facility)
Exposure: C
Special Wing Region: 120 mph (ASCE 7-10 wind speed)
(Note this is corresponding approximately to wind with mean return interval of 1700
yrs.)
Directionality Factor Kd = 0.95
Page A-2
(Table 26.6-1, Chimneys, Tanks, and Similar Structures, Round)
Topographic Factor Kzt = 1 (Figure 26.8-1)
Gust-Effect Factor G = 0.85 (Rigid Structure, Unless otherwise determined in Tables)
Enclosure classication = open
Velocity Pressure:
qz = 0.00256 Kz Kzt Kd V2 Kz = 1.04 (40', Exposure C, Table 29.3-1)
qz = 36.4 psf
DESIGN WIND LOAD (ASCE 7-10 Section 29.5)
F = qz G Cf Af
Wind load Force Coefficients, Cf (Figure 29.5-1)
Cf = 0.55 D = 9.83ft
h = 40ft
D*(qz) =59.3
Moderately smooth
h/D = 4.1
F = qz G Cf Af
F = 17.1 Af
According to ASCE 37-02, Section 6.2.1, a reduciton factor 0.8 is allowed to be applied on the design
wind speed for construction period between 6 weeks to 1 year, which effectively reduces the design
wind load to 0.82 = 0.64 time of the calculated force above.
F = 10.9 Af
Use wind load 20 psf OK for wind load
5. Determine the governing lateral load
For empty pipe condition, seismic weight of Pipe + Truss
1.10 +1.25 = 2.35klf
Seismic Load = 0.1W = 235plf
Wind Load = 20 Af = 200plf (Af = 10x1 = 10 sqft/ft)
Therefore, Seismic Governs
Page A-3
FEASIBILITY STUDY OF TOWER CRANE OPTION AND CRAWLER
CRANE OPTION FOR EXPANSION JOINT REPLACEMENT
CONSTRUCTION
This is to document a preliminary study of the construction feasibility of the MWD proposed expansion
joint replacement project at MWD Upper Feeder over Santa River Crossing, Riverside, CA. The
construction option studied herein envolves a heavy crane stationed at the south end of the bridge (see
Figure below), with a jib length and lifting capacity sufficient to suspend the existing Expansion Joint (EJ)
to be removed from the feeder pipe, as well as the proposed new bellow-type EJ, and to transport them
(one at a time) between the EJ location on the feeder pipe and the designated temperory stage/storage
area on the south bank of the Santa Ana River near the south entry. Additionaly, the use of a crawler
crane was studied due to the area of work limitations per currently approved easements.
1. Crane Capacity Requirements
Google Earth Screenshot
Page B-1
yangbo.chenText BoxAppendix B
Required Jib Length (Radius) = 250
Required Hook Height = 50
Required Capacity at Max Jib Length = 6 kips
2. Equipment Availability
There are several models of tower cranes meeting these criteria available for rental, for example,
Terex Peiner SK575, Terex Comedil CTT 721-40, Potain MDT 412-L10, etc.
Further study and research shows that a crawler crane may be suitable for the project given the area
limitations.
3. Findings of This Study
It is feasible from an equipment capacity point of view. A Crawler Crane instead of a tower
crane may be more suitable given the site conditions and area limitations. A crawler crane can
have a boom length of more than 300 ft, and is capable of the required lifting power. The
crawler crane can be stationed on top of an approximately 40x40 wood platform, which would
not require concrete foundation or soil work.
The crawler crane will require a big assembling area near the location of the final station. From
the assembling area to the final station, the path is preferable to be clear of any obstacles such
as light poles or power lines.
The required crane assembling area may be larger than currently available at the site, at least
per current permit. Either new permit is acquired or assembling would have to be done on an
elevated condition, which would not be cost-effective.
Because of the heavy equipment itself and significant counter weight, there is a concern about
the ground bearing capacity particularly adjacent to underground sewer lines. MWD should
evaluate the existing conditions at all underground utilities.
The station area of a crawler crane need to be approximately 70 away from the pipe line for
boom operation to avoid the pipe or trusses.
Page B-2
Temporary Structure Stability for Rail Rigging Option
Trolley rails, lifts and their construction procedure shall be designed by the Contractor. The
construction loads on the bridge trusses shall be provided for review, and if required the truss
members shall be enhanced before the commencement of construction. However, this study
of the structural adequacy of the as-built trusses elements is based on engineering judgment
and best information available regarding the construction loads. Purpose of this study is to
demonstrate the feasibility and identify potential elements most likely requiring strengthening.
1. Weight of (E) Expansion Joint to Remove
a. 1st Piece to remove: (2.2 kips total)
2 long x 7/8 thick 9-10 Diameter Pipe = 2 x 1.1klf = 2.2 kips
b. 2nd Piece to remove: (7.25 kips total)
3 long x 1 thick 9-10 Diameter Pipe = 3 x 1.26klf = 3.8 kips
C15x50 Channel Ring 9-10 Diameter = 50plf x 30.9 = 1.5 kips
L7x4x3/4 Angle Ring 9-10 Diameter = 26.2plf x 30.9 = 0.8 kips
Bolts and Nuts = 6lbs x 31 = 0.2 kips
9 long x 1 thick 9-10 Diameter Pipe = 0.75 x 1.26klf =0.95 kips
2. Weight of (N) Bellow Expansion Joint
a. (4 kips total estimated by bellow manufacturer)
Center-spool (12) + Butt-strap (2)x6 = 2 x 1.1klf = 2.2 kips
Bellow (2) x 16.75 = 1.7 kips
Bolts and Nuts = 12 lbs x 10 = 0.12 kips
Therefore assuming 9 kips moving weight.
3. Weight of Rails
a. Rails need to be design to control rail deflection
Assume (2) W12x26 rails on trusses
(2) W12x65 bridging the gap over Pier 7
The weight of rails is automatically considered by program in models. Total
weight of rails is estimated to be 12.5 kips.
Note that for T1 Trusses where no temporary discontinuity (top diaphragm and pipe) is
introduced,
Seismic Weight of Trusses + Pipe + Full Water = 1278 kips (See 90%CD Calc. pp 21)
Additional weight during joint replacement construction,
Moving Weight + Rails = 9 kips + 12.5 kips = 21.5 kips
The ratio of additional weight to existing weight that the Bridge Trusses designed for:
Page C-1
yangbo.chenText BoxAppendix C
Full bridge model with moving loads (Gravity only):
Moving Load definition: 9 kips downward on one lane. See sketch below for lane definition
(South 2 bays of T2 + Gap between T2 and T1 + Entire T1); lanes are located close to the planes
of the vertical bridge trusses each side of the pipe, taking into account of possibly eccentricity
of loading. The 9 kips is conservatively loaded on one lane rather than distributed over 2 lanes.
Moving load impact on opened pipe misalignment
See below tabulated influence lines for vertical displacements of joints on either side of the
opened pipe. The maximum influence of the 9 kip moving load on the vertical misalignment of
the open pipe is estimated to be about 0.015 inch. This is very small and negligible.
Lanes of
Moving Load
Page C-3
Case Bellow Moving Load Influence forJoint 1550, U3 Case Bellow Moving Load Influence forJoint 874, U3 Differential @
9 kips
Lane Station Sta. Dist Ordinate Ord. Dist Global X Global Y Global Z Influence Lane Station Sta. Dist Ordinate Ord. Dist Global X Global Y Global Z Influence Influence
ft ft ft ft ft ft ft ft ft ft ft ft ft in
TrackRail1 1 0 1 0 358.0033 -6.75 22.5 -1.29E-05 TrackRail1 1 0 1 0 358.0033 -6.75 22.5 -1.52E-04 1.39E-04 1.50E-02
TrackRail1 2 8.9967 1 0 367 -6.75 22.5 -1.40E-05 TrackRail1 2 8.9967 1 0 367 -6.75 22.5 -1.52E-04 1.37E-04 1.48E-02
TrackRail1 3 17.9934 1 0 375.9967 -6.75 22.5 -1.51E-05 TrackRail1 3 17.9934 1 0 375.9967 -6.75 22.5 -1.51E-04 1.36E-04 1.47E-02
TrackRail1 4 18 1 0 376.0033 -6.75 22.5 -1.51E-05 TrackRail1 4 18 1 0 376.0033 -6.75 22.5 -1.51E-04 1.36E-04 1.47E-02
TrackRail1 5 26.9967 1 0 385 -6.75 22.5 -1.64E-05 TrackRail1 5 26.9967 1 0 385 -6.75 22.5 -1.19E-04 1.03E-04 1.11E-02
TrackRail1 6 35.9934 1 0 393.9967 -6.75 22.5 -1.77E-05 TrackRail1 6 35.9934 1 0 393.9967 -6.75 22.5 -8.69E-05 6.92E-05 7.48E-03
TrackRail1 7 36 1 0 394.0033 -6.75 22.5 -1.77E-05 TrackRail1 7 36 1 0 394.0033 -6.75 22.5 -8.69E-05 6.92E-05 7.47E-03
TrackRail1 8 45.4967 1 0 403.5 -6.75 22.5 -7.92E-06 TrackRail1 8 45.4967 1 0 403.5 -6.75 22.5 -6.72E-05 5.93E-05 6.41E-03
TrackRail1 9 54.9934 1 0 412.9967 -6.75 22.5 1.88E-06 TrackRail1 9 54.9934 1 0 412.9967 -6.75 22.5 -4.75E-05 4.94E-05 5.34E-03
TrackRail1 10 55 1 0 413.0033 -6.75 22.5 1.89E-06 TrackRail1 10 55 1 0 413.0033 -6.75 22.5 -4.75E-05 4.94E-05 5.34E-03
TrackRail1 11 64.4967 1 0 422.5 -6.75 22.5 1.17E-05 TrackRail1 11 64.4967 1 0 422.5 -6.75 22.5 -2.78E-05 3.95E-05 4.27E-03
TrackRail1 12 73.9934 1 0 431.9967 -6.75 22.5 2.15E-05 TrackRail1 12 73.9934 1 0 431.9967 -6.75 22.5 -8.15E-06 2.96E-05 3.20E-03
TrackRail1 13 74 1 0 432.0033 -6.75 22.5 2.15E-05 TrackRail1 13 74 1 0 432.0033 -6.75 22.5 -8.15E-06 2.96E-05 3.20E-03
TrackRail1 14 82.9934 1 0 440.9967 -6.75 22.5 4.02E-05 TrackRail1 14 82.9934 1 0 440.9967 -6.75 22.5 -7.78E-06 4.79E-05 5.18E-03
TrackRail1 15 83 1 0 441.0033 -6.75 22.5 4.02E-05 TrackRail1 15 83 1 0 441.0033 -6.75 22.5 -7.77E-06 4.79E-05 5.18E-03
TrackRail1 16 91.9934 1 0 449.9967 -6.75 22.5 5.88E-05 TrackRail1 16 91.9934 1 0 449.9967 -6.75 22.5 -7.41E-06 6.62E-05 7.15E-03
TrackRail1 17 92 1 0 450.0033 -6.75 22.5 5.88E-05 TrackRail1 17 92 1 0 450.0033 -6.75 22.5 -7.40E-06 6.62E-05 7.15E-03
TrackRail1 18 100.9967 1 0 459 -6.75 22.5 6.60E-05 TrackRail1 18 100.9967 1 0 459 -6.75 22.5 -6.88E-06 7.29E-05 7.88E-03
TrackRail1 19 109.9934 1 0 467.9967 -6.75 22.5 7.33E-05 TrackRail1 19 109.9934 1 0 467.9967 -6.75 22.5 -6.36E-06 7.96E-05 8.60E-03
TrackRail1 20 110 1 0 468.0033 -6.75 22.5 7.33E-05 TrackRail1 20 110 1 0 468.0033 -6.75 22.5 -6.36E-06 7.96E-05 8.60E-03
TrackRail1 21 118.9967 1 0 477 -6.75 22.5 7.60E-05 TrackRail1 21 118.9967 1 0 477 -6.75 22.5 -5.89E-06 8.19E-05 8.84E-03
TrackRail1 22 127.9934 1 0 485.9967 -6.75 22.5 7.88E-05 TrackRail1 22 127.9934 1 0 485.9967 -6.75 22.5 -5.41E-06 8.42E-05 9.09E-03
TrackRail1 23 128 1 0 486.0033 -6.75 22.5 7.88E-05 TrackRail1 23 128 1 0 486.0033 -6.75 22.5 -5.41E-06 8.42E-05 9.09E-03
TrackRail1 24 136.9967 1 0 495 -6.75 22.5 7.70E-05 TrackRail1 24 136.9967 1 0 495 -6.75 22.5 -5.03E-06 8.21E-05 8.86E-03
TrackRail1 25 145.9934 1 0 503.9967 -6.75 22.5 7.53E-05 TrackRail1 25 145.9934 1 0 503.9967 -6.75 22.5 -4.64E-06 7.99E-05 8.63E-03
TrackRail1 26 146 1 0 504.0033 -6.75 22.5 7.53E-05 TrackRail1 26 146 1 0 504.0033 -6.75 22.5 -4.64E-06 7.99E-05 8.63E-03
TrackRail1 27 154.9967 1 0 513 -6.75 22.5 7.11E-05 TrackRail1 27 154.9967 1 0 513 -6.75 22.5 -4.26E-06 7.54E-05 8.14E-03
TrackRail1 28 163.9934 1 0 521.9967 -6.75 22.5 6.69E-05 TrackRail1 28 163.9934 1 0 521.9967 -6.75 22.5 -3.89E-06 7.08E-05 7.65E-03
TrackRail1 29 164 1 0 522.0033 -6.75 22.5 6.69E-05 TrackRail1 29 164 1 0 522.0033 -6.75 22.5 -3.89E-06 7.08E-05 7.65E-03
TrackRail1 30 172.9967 1 0 531 -6.75 22.5 5.97E-05 TrackRail1 30 172.9967 1 0 531 -6.75 22.5 -3.51E-06 6.32E-05 6.83E-03
TrackRail1 31 181.9934 1 0 539.9967 -6.75 22.5 5.25E-05 TrackRail1 31 181.9934 1 0 539.9967 -6.75 22.5 -3.13E-06 5.56E-05 6.00E-03
TrackRail1 32 182 1 0 540.0033 -6.75 22.5 5.25E-05 TrackRail1 32 182 1 0 540.0033 -6.75 22.5 -3.13E-06 5.56E-05 6.00E-03
TrackRail1 33 190.9967 1 0 549 -6.75 22.5 4.34E-05 TrackRail1 33 190.9967 1 0 549 -6.75 22.5 -2.73E-06 4.61E-05 4.98E-03
TrackRail1 34 199.9934 1 0 557.9967 -6.75 22.5 3.43E-05 TrackRail1 34 199.9934 1 0 557.9967 -6.75 22.5 -2.33E-06 3.66E-05 3.95E-03
TrackRail1 35 200 1 0 558.0033 -6.75 22.5 3.43E-05 TrackRail1 35 200 1 0 558.0033 -6.75 22.5 -2.33E-06 3.66E-05 3.95E-03
TrackRail1 36 208.9967 1 0 567 -6.75 22.5 2.57E-05 TrackRail1 36 208.9967 1 0 567 -6.75 22.5 -1.89E-06 2.76E-05 2.98E-03
TrackRail1 37 217.9934 1 0 575.9967 -6.75 22.5 1.71E-05 TrackRail1 37 217.9934 1 0 575.9967 -6.75 22.5 -1.46E-06 1.85E-05 2.00E-03
Influence Line for U3 of Joint #1550 Influence Line for U3 of Joint #874 Misalignment
Page C-4
Moving Load Influence on Truss Member Axial Load:
Critical Case 1: Truss T2 (and Truss T1 similar) End Diagonal Member
Side Truss Diagonal Member 2C15x40+CapPl,
Compression capacity = 805 kips (see Calc. pp. 299)
Max Influence = 8.2 kips = 1% Capacity OK.
Case Bellow Moving Load Influence forFrame 394, RD = 0.5, Axial Force @
9 kips
Lane Station Sta. Dist Ordinate Ord. Dist Global X Global Y Global Z Influence
ft ft ft ft ft Kip in
TrackRail1 1 0 1 0 358.0033 -6.75 22.5 -0.6413 -5.77
TrackRail1 2 8.9967 1 0 367 -6.75 22.5 -0.6981 -6.28
TrackRail1 3 17.9934 1 0 375.9967 -6.75 22.5 -0.7549 -6.79
TrackRail1 4 18 1 0 376.0033 -6.75 22.5 -0.755 -6.80
TrackRail1 5 26.9967 1 0 385 -6.75 22.5 -0.832 -7.49
TrackRail1 6 35.9934 1 0 393.9967 -6.75 22.5 -0.9091 -8.18
TrackRail1 7 36 1 0 394.0033 -6.75 22.5 -0.9091 -8.18
TrackRail1 8 45.4967 1 0 403.5 -6.75 22.5 -0.6738 -6.06
TrackRail1 9 54.9934 1 0 412.9967 -6.75 22.5 -0.4385 -3.95
TrackRail1 10 55 1 0 413.0033 -6.75 22.5 -0.4384 -3.95
TrackRail1 11 64.4967 1 0 422.5 -6.75 22.5 -0.2031 -1.83
TrackRail1 12 73.9934 1 0 431.9967 -6.75 22.5 0.0322 0.29
TrackRail1 13 74 1 0 432.0033 -6.75 22.5 0.0322 0.29
TrackRail1 14 82.9934 1 0 440.9967 -6.75 22.5 0.031 0.28
TrackRail1 15 83 1 0 441.0033 -6.75 22.5 0.031 0.28
TrackRail1 16 91.9934 1 0 449.9967 -6.75 22.5 0.0297 0.27
TrackRail1 17 92 1 0 450.0033 -6.75 22.5 0.0297 0.27
TrackRail1 18 100.9967 1 0 459 -6.75 22.5 0.0281 0.25
TrackRail1 19 109.9934 1 0 467.9967 -6.75 22.5 0.0265 0.24
TrackRail1 20 110 1 0 468.0033 -6.75 22.5 0.0265 0.24
TrackRail1 21 118.9967 1 0 477 -6.75 22.5 0.0252 0.23
TrackRail1 22 127.9934 1 0 485.9967 -6.75 22.5 0.024 0.22
TrackRail1 23 128 1 0 486.0033 -6.75 22.5 0.024 0.22
TrackRail1 24 136.9967 1 0 495 -6.75 22.5 0.0229 0.21
TrackRail1 25 145.9934 1 0 503.9967 -6.75 22.5 0.0218 0.20
TrackRail1 26 146 1 0 504.0033 -6.75 22.5 0.0218 0.20
TrackRail1 27 154.9967 1 0 513 -6.75 22.5 0.0208 0.19
TrackRail1 28 163.9934 1 0 521.9967 -6.75 22.5 0.0197 0.18
TrackRail1 29 164 1 0 522.0033 -6.75 22.5 0.0197 0.18
TrackRail1 30 172.9967 1 0 531 -6.75 22.5 0.0184 0.17
TrackRail1 31 181.9934 1 0 539.9967 -6.75 22.5 0.0171 0.15
TrackRail1 32 182 1 0 540.0033 -6.75 22.5 0.0171 0.15
TrackRail1 33 190.9967 1 0 549 -6.75 22.5 0.0155 0.14
TrackRail1 34 199.9934 1 0 557.9967 -6.75 22.5 0.0139 0.13
TrackRail1 35 200 1 0 558.0033 -6.75 22.5 0.0139 0.13
TrackRail1 36 208.9967 1 0 567 -6.75 22.5 0.0118 0.11
TrackRail1 37 217.9934 1 0 575.9967 -6.75 22.5 9.66E-03 0.09
Page C-5
Critical Case 2: Truss T1 Bottom Chord
Side Bottom Chord Member 2C15x33.9+4WebPl,
Tension capacity = 1344 kips (see Calc. pp. 299)
Max Influence = 6.7 kips = 0.5% Capacity OK.
Case Bellow Moving Load Influence forFrame 1076, RD = 0.5, Axial Force @
9 kips
Lane Station Sta. Dist Ordinate Ord. Dist Global X Global Y Global Z Influence
ft ft ft ft ft Kip in
TrackRail1 1 0 1 0 358.0033 -6.75 22.5 3.04E-04 0.00
TrackRail1 2 8.9967 1 0 367 -6.75 22.5 5.49E-04 0.00
TrackRail1 3 17.9934 1 0 375.9967 -6.75 22.5 7.94E-04 0.01
TrackRail1 4 18 1 0 376.0033 -6.75 22.5 7.94E-04 0.01
TrackRail1 5 26.9967 1 0 385 -6.75 22.5 2.01E-03 0.02
TrackRail1 6 35.9934 1 0 393.9967 -6.75 22.5 3.23E-03 0.03
TrackRail1 7 36 1 0 394.0033 -6.75 22.5 3.24E-03 0.03
TrackRail1 8 45.4967 1 0 403.5 -6.75 22.5 0.0329 0.30
TrackRail1 9 54.9934 1 0 412.9967 -6.75 22.5 0.0625 0.56
TrackRail1 10 55 1 0 413.0033 -6.75 22.5 0.0625 0.56
TrackRail1 11 64.4967 1 0 422.5 -6.75 22.5 0.0922 0.83
TrackRail1 12 73.9934 1 0 431.9967 -6.75 22.5 0.1218 1.10
TrackRail1 13 74 1 0 432.0033 -6.75 22.5 0.1218 1.10
TrackRail1 14 82.9934 1 0 440.9967 -6.75 22.5 0.184 1.66
TrackRail1 15 83 1 0 441.0033 -6.75 22.5 0.184 1.66
TrackRail1 16 91.9934 1 0 449.9967 -6.75 22.5 0.2461 2.21
TrackRail1 17 92 1 0 450.0033 -6.75 22.5 0.2462 2.22
TrackRail1 18 100.9967 1 0 459 -6.75 22.5 0.2998 2.70
TrackRail1 19 109.9934 1 0 467.9967 -6.75 22.5 0.3534 3.18
TrackRail1 20 110 1 0 468.0033 -6.75 22.5 0.3535 3.18
TrackRail1 21 118.9967 1 0 477 -6.75 22.5 0.4291 3.86
TrackRail1 22 127.9934 1 0 485.9967 -6.75 22.5 0.5047 4.54
TrackRail1 23 128 1 0 486.0033 -6.75 22.5 0.5048 4.54
TrackRail1 24 136.9967 1 0 495 -6.75 22.5 0.6266 5.64
TrackRail1 25 145.9934 1 0 503.9967 -6.75 22.5 0.7483 6.73
TrackRail1 26 146 1 0 504.0033 -6.75 22.5 0.7484 6.74
TrackRail1 27 154.9967 1 0 513 -6.75 22.5 0.7299 6.57
TrackRail1 28 163.9934 1 0 521.9967 -6.75 22.5 0.7115 6.40
TrackRail1 29 164 1 0 522.0033 -6.75 22.5 0.7114 6.40
TrackRail1 30 172.9967 1 0 531 -6.75 22.5 0.5565 5.01
TrackRail1 31 181.9934 1 0 539.9967 -6.75 22.5 0.4015 3.61
TrackRail1 32 182 1 0 540.0033 -6.75 22.5 0.4014 3.61
TrackRail1 33 190.9967 1 0 549 -6.75 22.5 0.3279 2.95
TrackRail1 34 199.9934 1 0 557.9967 -6.75 22.5 0.2544 2.29
TrackRail1 35 200 1 0 558.0033 -6.75 22.5 0.2543 2.29
TrackRail1 36 208.9967 1 0 567 -6.75 22.5 0.1777 1.60
TrackRail1 37 217.9934 1 0 575.9967 -6.75 22.5 0.1011 0.91
Page C-6
Critical Case 3: Truss T1 Top Chord
Side Top Chord Member 2C15x55+1cvr+2web,
Compression capacity = 1323 kips (see Calc. pp. 299)
Max Influence = 6.2 kips = 0.5% Capacity OK.
Case Bellow Moving Load Influence forFrame 1080, RD = 0.5, Axial Force @
9 kips
Lane Station Sta. Dist Ordinate Ord. Dist Global X Global Y Global Z Influence
ft ft ft ft ft Kip in
TrackRail1 1 0 1 0 358.0033 -6.75 22.5 2.27E-03 0.02
TrackRail1 2 8.9967 1 0 367 -6.75 22.5 2.41E-03 0.02
TrackRail1 3 17.9934 1 0 375.9967 -6.75 22.5 2.55E-03 0.02
TrackRail1 4 18 1 0 376.0033 -6.75 22.5 2.55E-03 0.02
TrackRail1 5 26.9967 1 0 385 -6.75 22.5 3.42E-03 0.03
TrackRail1 6 35.9934 1 0 393.9967 -6.75 22.5 4.29E-03 0.04
TrackRail1 7 36 1 0 394.0033 -6.75 22.5 4.28E-03 0.04
TrackRail1 8 45.4967 1 0 403.5 -6.75 22.5 -0.0303 -0.27
TrackRail1 9 54.9934 1 0 412.9967 -6.75 22.5 -0.0648 -0.58
TrackRail1 10 55 1 0 413.0033 -6.75 22.5 -0.0648 -0.58
TrackRail1 11 64.4967 1 0 422.5 -6.75 22.5 -0.0993 -0.89
TrackRail1 12 73.9934 1 0 431.9967 -6.75 22.5 -0.1339 -1.21
TrackRail1 13 74 1 0 432.0033 -6.75 22.5 -0.1339 -1.21
TrackRail1 14 82.9934 1 0 440.9967 -6.75 22.5 -0.1984 -1.79
TrackRail1 15 83 1 0 441.0033 -6.75 22.5 -0.1984 -1.79
TrackRail1 16 91.9934 1 0 449.9967 -6.75 22.5 -0.2629 -2.37
TrackRail1 17 92 1 0 450.0033 -6.75 22.5 -0.2629 -2.37
TrackRail1 18 100.9967 1 0 459 -6.75 22.5 -0.3144 -2.83
TrackRail1 19 109.9934 1 0 467.9967 -6.75 22.5 -0.3659 -3.29
TrackRail1 20 110 1 0 468.0033 -6.75 22.5 -0.366 -3.29
TrackRail1 21 118.9967 1 0 477 -6.75 22.5 -0.4364 -3.93
TrackRail1 22 127.9934 1 0 485.9967 -6.75 22.5 -0.5068 -4.56
TrackRail1 23 128 1 0 486.0033 -6.75 22.5 -0.5068 -4.56
TrackRail1 24 136.9967 1 0 495 -6.75 22.5 -0.6002 -5.40
TrackRail1 25 145.9934 1 0 503.9967 -6.75 22.5 -0.6935 -6.24
TrackRail1 26 146 1 0 504.0033 -6.75 22.5 -0.6935 -6.24
TrackRail1 27 154.9967 1 0 513 -6.75 22.5 -0.662 -5.96
TrackRail1 28 163.9934 1 0 521.9967 -6.75 22.5 -0.6305 -5.67
TrackRail1 29 164 1 0 522.0033 -6.75 22.5 -0.6304 -5.67
TrackRail1 30 172.9967 1 0 531 -6.75 22.5 -0.5554 -5.00
TrackRail1 31 181.9934 1 0 539.9967 -6.75 22.5 -0.4803 -4.32
TrackRail1 32 182 1 0 540.0033 -6.75 22.5 -0.4802 -4.32
TrackRail1 33 190.9967 1 0 549 -6.75 22.5 -0.4117 -3.71
TrackRail1 34 199.9934 1 0 557.9967 -6.75 22.5 -0.3431 -3.09
TrackRail1 35 200 1 0 558.0033 -6.75 22.5 -0.343 -3.09
TrackRail1 36 208.9967 1 0 567 -6.75 22.5 -0.2696 -2.43
TrackRail1 37 217.9934 1 0 575.9967 -6.75 22.5 -0.1962 -1.77
Page C-7
Critical Case 4: Truss T1 Vertical
Side Vertical Member W14x82,
Compression capacity = 386 kips (see Calc. pp. 299)
Max Influence = 5.9 kips = 1.5% Capacity OK.
Case Bellow Moving Load Influence forFrame 1452, RD = 0.5, Axial Force @
9 kips
Lane Station Sta. Dist Ordinate Ord. Dist Global X Global Y Global Z Influence
ft ft ft ft ft Kip in
TrackRail1 1 0 1 0 358.0033 -6.75 22.5 3.77E-03 0.03
TrackRail1 2 8.9967 1 0 367 -6.75 22.5 4.14E-03 0.04
TrackRail1 3 17.9934 1 0 375.9967 -6.75 22.5 4.52E-03 0.04
TrackRail1 4 18 1 0 376.0033 -6.75 22.5 4.52E-03 0.04
TrackRail1 5 26.9967 1 0 385 -6.75 22.5 4.92E-03 0.04
TrackRail1 6 35.9934 1 0 393.9967 -6.75 22.5 5.31E-03 0.05
TrackRail1 7 36 1 0 394.0033 -6.75 22.5 5.32E-03 0.05
TrackRail1 8 45.4967 1 0 403.5 -6.75 22.5 0.0279 0.25
TrackRail1 9 54.9934 1 0 412.9967 -6.75 22.5 0.0504 0.45
TrackRail1 10 55 1 0 413.0033 -6.75 22.5 0.0504 0.45
TrackRail1 11 64.4967 1 0 422.5 -6.75 22.5 0.073 0.66
TrackRail1 12 73.9934 1 0 431.9967 -6.75 22.5 0.0956 0.86
TrackRail1 13 74 1 0 432.0033 -6.75 22.5 0.0954 0.86
TrackRail1 14 82.9934 1 0 440.9967 -6.75 22.5 -0.2799 -2.52
TrackRail1 15 83 1 0 441.0033 -6.75 22.5 -0.2801 -2.52
TrackRail1 16 91.9934 1 0 449.9967 -6.75 22.5 -0.6554 -5.90
TrackRail1 17 92 1 0 450.0033 -6.75 22.5 -0.6555 -5.90
TrackRail1 18 100.9967 1 0 459 -6.75 22.5 -0.5434 -4.89
TrackRail1 19 109.9934 1 0 467.9967 -6.75 22.5 -0.4314 -3.88
TrackRail1 20 110 1 0 468.0033 -6.75 22.5 -0.4313 -3.88
TrackRail1 21 118.9967 1 0 477 -6.75 22.5 -0.3466 -3.12
TrackRail1 22 127.9934 1 0 485.9967 -6.75 22.5 -0.2618 -2.36
TrackRail1 23 128 1 0 486.0033 -6.75 22.5 -0.2618 -2.36
TrackRail1 24 136.9967 1 0 495 -6.75 22.5 -0.2315 -2.08
TrackRail1 25 145.9934 1 0 503.9967 -6.75 22.5 -0.2012 -1.81
TrackRail1 26 146 1 0 504.0033 -6.75 22.5 -0.2012 -1.81
TrackRail1 27 154.9967 1 0 513 -6.75 22.5 -0.1782 -1.60
TrackRail1 28 163.9934 1 0 521.9967 -6.75 22.5 -0.1552 -1.40
TrackRail1 29 164 1 0 522.0033 -6.75 22.5 -0.1552 -1.40
TrackRail1 30 172.9967 1 0 531 -6.75 22.5 -0.1359 -1.22
TrackRail1 31 181.9934 1 0 539.9967 -6.75 22.5 -0.1166 -1.05
TrackRail1 32 182 1 0 540.0033 -6.75 22.5 -0.1166 -1.05
TrackRail1 33 190.9967 1 0 549 -6.75 22.5 -0.0987 -0.89
TrackRail1 34 199.9934 1 0 557.9967 -6.75 22.5 -0.0808 -0.73
TrackRail1 35 200 1 0 558.0033 -6.75 22.5 -0.0808 -0.73
TrackRail1 36 208.9967 1 0 567 -6.75 22.5 -0.0615 -0.55
TrackRail1 37 217.9934 1 0 575.9967 -6.75 22.5 -0.0423 -0.38
Page C-8
Single truss model with moving loads (Lateral and Gravity):
See sketch below for a graphic representation of the models used in this analysis.
A single bridge truss (T2) is analyzed. The truss is modeled as simple supported on 4 points
(corresponding to 2 supports on each pier). Only the portion of pipe within the length of Truss
T2 is modeled. The pipe is fixed at either ends above the pier to represent the effective restrain
from a continuation of the pipe. This single truss model does not fully represent the behaviors
of the full bridge, but rather serves as an approximate of the local behavior of the truss-pipe
interaction under relatively small lateral loading. Note that the temporary seismic load is
estimated to be 10% of the seismic weight, which is much less than the lateral demands in a
MCE earthquake. The displacement of the isolators shall be much smaller than the MCE
displacement and the isolators effective stiffness is higher. Laterally fixed truss supports and
fixed pipe restrains are thus judged to be appropriate for such an approximation purpose.
Above the location of the expansion joint, the top truss diagonal members (2 total) are
removed to represent the temporary structure condition.
Single Truss Model
Page C-9
Two Single Truss Models are created for different stages of construction:
Model A: Hinged Pipe with Full Water Mass
At the expansion joint, the pipe is modeled as a hinge, where shears but no moments
are transferred to the other side of the joint. Mass of water completely fulfilling the
pipe is modeled -- 10% water weight contributing the temporary seismic demand
together with the rest of the structural weight.
Model B: Open Pipe with No Water Mass
At the expansion joint, the pipe is open, where neither shears nor moments are
transferred to the other side of the joint. No mass of water in the pipe is modeled
only the weight of the structure is taken into consideration.
Since SAP2000 program does not handle horizontal moving load, the lateral Trolley Rail loading
on the truss is explicitly modeled as point loads at a few representing locations. The
overturning effect due to the center of mass above the top truss is also considered.
Temporary seismic in transverse direction (Y-Y direction)
Lateral Shear = 9 kips x 0.1 = 0.9 kips (applied as two 0.45 kips point loads in each case)
Overturning = 9 kips x 0.1 x (H/B) = 0.5 kips (applied as up and down point loads in
each case).
Temporary seismic in longitudinal direction (X-X direction)
Lateral Shear = 9 kips x 0.1 = 0.9 kips (applied as four 0.23 kips point loads in each case)
Overturning = 9/2 kips x 0.1 x (H/B) = 0.13 kips (applied as up and down point loads in
each case).
Page C-10
Y-Y Location 1 Y-Y Location 2
Y-Y Location 3 Y-Y Location 4
Y-Y Location 5
Moving Lateral Load (Transverse Direction) Modeled as Point Loads at Critical Locations
Page C-11
X-X Location 1 X-X Location 2
Moving Lateral Load (Longitudinal Direction) Modeled as Point Loads at Critical Locations
Model A:
1. Max lateral drift at frames adjacent to expansion joint
Lateral Drift Ratio 1
Lateral Drift Ratio 2
Page C-12
Drift Ratio 1 (see sketch above for definition)
Max drift ratio 1 = 0.05% very small, negligible
Drift Ratio 2 (see sketch above for definition)
Max drift ratio 2 = 0.02% very small, negligible
TABLE: Joint Displacements
Joint OutputCase CaseType U1 U2 U3 R1 R2 R3 D(U2) Drift Ratio
Text Text Text ft ft ft Radians Radians Radians ft %
224 10%Lateral + Moving Y Loc 1 Combination -0.000592 0.004804 0.001424 -0.000187 0.000038 -0.000144 0.007896 0.05%
224 10%Lateral + Moving Y Loc2 Combination -0.00059 0.004804 0.001428 -0.000187 0.000038 -0.000144 0.007933 0.05%
224 10%Lateral + Moving Y Loc3 Combination -0.000588 0.0048 0.001439 -0.000189 0.000037 -0.000143 0.007984 0.05%
224 10%Lateral + Moving Y Loc4 Combination -0.000586 0.004796 0.001411 -0.000185 0.000037 -0.000143 0.007817 0.05%
224 10%Lateral + Moving Y Loc5 Combination -0.000583 0.004788 0.001392 -0.000182 0.000036 -0.000142 0.007658 0.05%
324 10%Lateral + Moving Y Loc 1 Combination -0.000085 0.0127 0.001459 -0.000362 0.000031 -0.000235
324 10%Lateral + Moving Y Loc2 Combination -0.000081 0.012737 0.001463 -0.000363 0.000031 -0.000231
324 10%Lateral + Moving Y Loc3 Combination -0.00007 0.012784 0.001475 -0.000365 0.000032 -0.00023
324 10%Lateral + Moving Y Loc4 Combination -0.000074 0.012613 0.001442 -0.000358 0.000031 -0.000223
324 10%Lateral + Moving Y Loc5 Combination -0.000079 0.012446 0.001418 -0.000351 0.000031 -0.000213
TABLE: Joint Displacements
Joint OutputCase CaseType U1 U2 U3 R1 R2 R3 D(U2) Drift Ratio
Text Text Text ft ft ft Radians Radians Radians ft %
142 10%Lateral + Moving Y Loc 1 Combination -0.000445 0.002266 0.000527 -0.000132 0.000047 -0.000082 0.004206 0.02%
142 10%Lateral + Moving Y Loc2 Combination -0.000444 0.002269 0.000531 -0.000133 0.000047 -0.000081 0.004248 0.02%
142 10%Lateral + Moving Y Loc3 Combination -0.000443 0.002269 0.000538 -0.000134 0.000047 -0.000081 0.004287 0.02%
142 10%Lateral + Moving Y Loc4 Combination -0.000442 0.002274 0.000533 -0.000136 0.000046 -0.000078 0.004488 0.02%
142 10%Lateral + Moving Y Loc5 Combination -0.00044 0.002277 0.000534 -0.000139 0.000046 -0.000076 0.00468 0.02%
264 10%Lateral + Moving Y Loc 1 Combination 0.000212 0.006472 0.000506 0.000053 0.000044 -0.000358
264 10%Lateral + Moving Y Loc2 Combination 0.000214 0.006517 0.000509 0.000052 0.000045 -0.000359
264 10%Lateral + Moving Y Loc3 Combination 0.000224 0.006556 0.000516 0.000052 0.000045 -0.000359
264 10%Lateral + Moving Y Loc4 Combination 0.000211 0.006762 0.00051 0.000042 0.000044 -0.000335
264 10%Lateral + Moving Y Loc5 Combination 0.000207 0.006957 0.00051 0.000036 0.000043 -0.000318
Page C-13
2. Bottom truss diagonals
Bottom Diagonals in the Bay Directly under Expansion Joint
Max Axial Load (compression) = 13.3 kips < Brace Capacity = 73.3 kips (Calc. pp. 302), OK.
TABLE: Element Forces - Frames
Frame Station OutputCase CaseType P V2 V3 T M2 M3
Text ft Text Text Kip Kip Kip Kip-ft Kip-ft Kip-ft
627 1.25 10%Lateral + (D+Water) + Y Loc1 Combination -0.932 -0.201 0.011 -0.0003098 0.0521 -0.7264
627 12.4363 10%Lateral + (D+Water) + Y Loc1 Combination -0.932 -0.004515 0.011 -0.0003098 -0.0668 0.4252
627 1.25 10%Lateral + (D+Water) + Y Loc2 Combination -0.93 -0.201 0.011 -0.0003106 0.0523 -0.7262
627 12.4363 10%Lateral + (D+Water) + Y Loc2 Combination -0.93 -0.004488 0.011 -0.0003106 -0.0668 0.4251
627 1.25 10%Lateral + (D+Water) + Y Loc3 Combination -0.932 -0.201 0.011 -0.0003111 0.0525 -0.7262
627 12.4363 10%Lateral + (D+Water) + Y Loc3 Combination -0.932 -0.004477 0.011 -0.0003111 -0.067 0.425
627 1.25 10%Lateral + (D+Water) + Y Loc4 Combination -0.957 -0.201 0.011 -0.0003137 0.0537 -0.7244
627 12.4363 10%Lateral + (D+Water) + Y Loc4 Combination -0.957 -0.00431 0.011 -0.0003137 -0.0673 0.4249
627 1.25 10%Lateral + (D+Water) + Y Loc5 Combination -0.987 -0.201 0.011 -0.0003164 0.0547 -0.7228
627 12.4363 10%Lateral + (D+Water) + Y Loc5 Combination -0.987 -0.004147 0.011 -0.0003164 -0.0676 0.4247
628 0.2917 10%Lateral + (D+Water) + Y Loc1 Combination -0.933 0.001253 0.00837 -0.0001005 0.0535 0.4262
628 11.4779 10%Lateral + (D+Water) + Y Loc1 Combination -0.933 0.198 0.00837 -0.0001005 -0.0401 -0.6889
628 0.2917 10%Lateral + (D+Water) + Y Loc2 Combination -0.931 0.001231 0.008363 -0.00009962 0.0535 0.4261
628 11.4779 10%Lateral + (D+Water) + Y Loc2 Combination -0.931 0.198 0.008363 -0.00009962 -0.0401 -0.6888
628 0.2917 10%Lateral + (D+Water) + Y Loc3 Combination -0.932 0.001223 0.008341 -0.00009884 0.0533 0.426
628 11.4779 10%Lateral + (D+Water) + Y Loc3 Combination -0.932 0.198 0.008341 -0.00009884 -0.04 -0.6888
628 0.2917 10%Lateral + (D+Water) + Y Loc4 Combination -0.957 0.001133 0.008307 -0.00009941 0.053 0.4259
628 11.4779 10%Lateral + (D+Water) + Y Loc4 Combination -0.957 0.198 0.008307 -0.00009941 -0.04 -0.6879
628 0.2917 10%Lateral + (D+Water) + Y Loc5 Combination -0.987 0.001037 0.008286 -0.00009973 0.0526 0.4257
628 11.4779 10%Lateral + (D+Water) + Y Loc5 Combination -0.987 0.198 0.008286 -0.00009973 -0.0401 -0.6871
641 1.25 10%Lateral + (D+Water) + Y Loc1 Combination -13.312 -0.21 -0.009097 0.0001664 -0.0409 -0.7717
641 12.4363 10%Lateral + (D+Water) + Y Loc1 Combination -13.312 -0.013 -0.009097 0.0001664 0.0609 0.4725
641 1.25 10%Lateral + (D+Water) + Y Loc2 Combination -13.314 -0.21 -0.009073 0.0001657 -0.0407 -0.7719
641 12.4363 10%Lateral + (D+Water) + Y Loc2 Combination -13.314 -0.013 -0.009073 0.0001657 0.0608 0.4726
641 1.25 10%Lateral + (D+Water) + Y Loc3 Combination -13.312 -0.21 -0.00904 0.0001651 -0.0405 -0.7719
641 12.4363 10%Lateral + (D+Water) + Y Loc3 Combination -13.312 -0.013 -0.00904 0.0001651 0.0607 0.4727
641 1.25 10%Lateral + (D+Water) + Y Loc4 Combination -13.287 -0.21 -0.008909 0.0001625 -0.0393 -0.7736
641 12.4363 10%Lateral + (D+Water) + Y Loc4 Combination -13.287 -0.013 -0.008909 0.0001625 0.0603 0.4728
641 1.25 10%Lateral + (D+Water) + Y Loc5 Combination -13.257 -0.21 -0.008789 0.0001598 -0.0383 -0.7753
641 12.4363 10%Lateral + (D+Water) + Y Loc5 Combination -13.257 -0.013 -0.008789 0.0001598 0.06 0.473
642 0.2917 10%Lateral + (D+Water) + Y Loc1 Combination -13.311 0.001979 -0.012 0.0001993 -0.0588 0.4755
642 11.4779 10%Lateral + (D+Water) + Y Loc1 Combination -13.311 0.199 -0.012 0.0001993 0.0755 -0.6478
642 0.2917 10%Lateral + (D+Water) + Y Loc2 Combination -13.313 0.002001 -0.012 0.0002001 -0.0589 0.4756
642 11.4779 10%Lateral + (D+Water) + Y Loc2 Combination -13.313 0.199 -0.012 0.0002001 0.0755 -0.648
642 0.2917 10%Lateral + (D+Water) + Y Loc3 Combination -13.311 0.002008 -0.012 0.0002009 -0.059 0.4757
642 11.4779 10%Lateral + (D+Water) + Y Loc3 Combination -13.311 0.199 -0.012 0.0002009 0.0756 -0.648
642 0.2917 10%Lateral + (D+Water) + Y Loc4 Combination -13.286 0.002099 -0.012 0.0002003 -0.0594 0.4758
642 11.4779 10%Lateral + (D+Water) + Y Loc4 Combination -13.286 0.199 -0.012 0.0002003 0.0756 -0.6488
642 0.2917 10%Lateral + (D+Water) + Y Loc5 Combination -13.256 0.002194 -0.012 0.0002 -0.0597 0.476
642 11.4779 10%Lateral + (D+Water) + Y Loc5 Combination -13.256 0.199 -0.012 0.0002 0.0755 -0.6497
Page C-14
Bottom Diagonals in the End Bay
Max Axial Load (compression) = 14.8 kips < Brace Capacity = 73.3 kips (Calc. pp. 302), OK.
TABLE: Element Forces - Frames
Frame Station OutputCase CaseType P V2 V3 T M2 M3
Text ft Text Text Kip Kip Kip Kip-ft Kip-ft Kip-ft
625 1.25 10%Lateral + (D+Water) + Y Loc1 Combination 0.266 -0.202 0.004869 -0.0001853 0.0066 -0.7272
625 12.4363 10%Lateral + (D+Water) + Y Loc1 Combination 0.266 -0.004884 0.004869 -0.0001853 -0.0479 0.4286
625 1.25 10%Lateral + (D+Water) + Y Loc2 Combination 0.279 -0.202 0.004749 -0.0001856 0.0056 -0.7271
625 12.4363 10%Lateral + (D+Water) + Y Loc2 Combination 0.279 -0.004878 0.004749 -0.0001856 -0.0475 0.4286
625 1.25 10%Lateral + (D+Water) + Y Loc3 Combination 0.285 -0.202 0.00464 -0.0001859 0.0047 -0.7271
625 12.4363 10%Lateral + (D+Water) + Y Loc3 Combination 0.285 -0.004874 0.00464 -0.0001859 -0.0472 0.4285
625 1.25 10%Lateral + (D+Water) + Y Loc4 Combination 0.31 -0.202 0.003995 -0.0001877 -0.00053 -0.7267
625 12.4363 10%Lateral + (D+Water) + Y Loc4 Combination 0.31 -0.00486 0.003995 -0.0001877 -0.0452 0.4288
625 1.25 10%Lateral + (D+Water) + Y Loc5 Combination 0.329 -0.202 0.003395 -0.0001894 -0.0054 -0.7264
625 12.4363 10%Lateral + (D+Water) + Y Loc5 Combination 0.329 -0.004855 0.003395 -0.0001894 -0.0434 0.429
626 0.2917 10%Lateral + (D+Water) + Y Loc1 Combination 0.227 0.00919 0.026 -0.0001418 0.1574 0.4275
626 11.4779 10%Lateral + (D+Water) + Y Loc1 Combination 0.227 0.206 0.026 -0.0001418 -0.1336 -0.7764
626 0.2917 10%Lateral + (D+Water) + Y Loc2 Combination 0.24 0.00923 0.026 -0.0001412 0.1578 0.4275
626 11.4779 10%Lateral + (D+Water) + Y Loc2 Combination 0.24 0.206 0.026 -0.0001412 -0.134 -0.7769
626 0.2917 10%Lateral + (D+Water) + Y Loc3 Combination 0.247 0.009256 0.026 -0.0001408 0.1581 0.4274
626 11.4779 10%Lateral + (D+Water) + Y Loc3 Combination 0.247 0.206 0.026 -0.0001408 -0.1343 -0.7773
626 0.2917 10%Lateral + (D+Water) + Y Loc4 Combination 0.27 0.00936 0.027 -0.0001377 0.1602 0.4277
626 11.4779 10%Lateral + (D+Water) + Y Loc4 Combination 0.27 0.206 0.027 -0.0001377 -0.1364 -0.7782
626 0.2917 10%Lateral + (D+Water) + Y Loc5 Combination 0.288 0.009469 0.027 -0.0001346 0.1621 0.4279
626 11.4779 10%Lateral + (D+Water) + Y Loc5 Combination 0.288 0.206 0.027 -0.0001346 -0.1383 -0.7792
639 1.25 10%Lateral + (D+Water) + Y Loc1 Combination -14.787 -0.204 -0.043 0.0001058 -0.3054 -0.7475
639 12.4363 10%Lateral + (D+Water) + Y Loc1 Combination -14.787 -0.006784 -0.043 0.0001058 0.1717 0.4295
639 1.25 10%Lateral + (D+Water) + Y Loc2 Combination -14.8 -0.204 -0.043 0.0001055 -0.3064 -0.7476
639 12.4363 10%Lateral + (D+Water) + Y Loc2 Combination -14.8 -0.00679 -0.043 0.0001055 0.172 0.4295
639 1.25 10%Lateral + (D+Water) + Y Loc3 Combination -14.807 -0.204 -0.043 0.0001052 -0.3073 -0.7476
639 12.4363 10%Lateral + (D+Water) + Y Loc3 Combination -14.807 -0.006795 -0.043 0.0001052 0.1724 0.4296
639 1.25 10%Lateral + (D+Water) + Y Loc4 Combination -14.832 -0.204 -0.044 0.0001034 -0.3125 -0.748
639 12.4363 10%Lateral + (D+Water) + Y Loc4 Combination -14.832 -0.006808 -0.044 0.0001034 0.1743 0.4293
639 1.25 10%Lateral + (D+Water) + Y Loc5 Combination -14.851 -0.204 -0.044 0.0001017 -0.3174 -0.7483
639 12.4363 10%Lateral + (D+Water) + Y Loc5 Combination -14.851 -0.006813 -0.044 0.0001017 0.1762 0.4291
640 0.2917 10%Lateral + (D+Water) + Y Loc1 Combination -14.763 -0.000325 -0.0079 0.0002847 -0.0278 0.4315
640 11.4779 10%Lateral + (D+Water) + Y Loc1 Combination -14.763 0.197 -0.0079 0.0002847 0.0605 -0.666
640 0.2917 10%Lateral + (D+Water) + Y Loc2 Combination -14.776 -0.000365 -0.007836 0.0002853 -0.0275 0.4315
640 11.4779 10%Lateral + (D+Water) + Y Loc2 Combination -14.776 0.197 -0.007836 0.0002853 0.0602 -0.6655
640 0.2917 10%Lateral + (D+Water) + Y Loc3 Combination -14.782 -0.00039 -0.007776 0.0002857 -0.0271 0.4316
640 11.4779 10%Lateral + (D+Water) + Y Loc3 Combination -14.782 0.196 -0.007776 0.0002857 0.0598 -0.6652
640 0.2917 10%Lateral + (D+Water) + Y Loc4 Combination -14.806 -0.000495 -0.007411 0.0002888 -0.0251 0.4314
640 11.4779 10%Lateral + (D+Water) + Y Loc4 Combination -14.806 0.196 -0.007411 0.0002888 0.0578 -0.6643
640 0.2917 10%Lateral + (D+Water) + Y Loc5 Combination -14.824 -0.000604 -0.007071 0.0002919 -0.0232 0.4312
640 11.4779 10%Lateral + (D+Water) + Y Loc5 Combination -14.824 0.196 -0.007071 0.0002919 0.0559 -0.6632
Page C-15
Bottom Diagonals in the Interior Bay Adjacent to Expansion Joint
Max Axial Load (compression) = 7.5 kips < Brace Capacity = 73.3 kips (Calc. pp. 302), OK.
TABLE: Element Forces - Frames
Frame Station OutputCase CaseType P V2 V3 T M2 M3
Text ft Text Text Kip Kip Kip Kip-ft Kip-ft Kip-ft
629 1.25 10%Lateral + (D+Water) + Y Loc1 Combination 9.488 -0.205 -0.001547 -0.0003116 -0.0196 -0.7201
629 12.4363 10%Lateral + (D+Water) + Y Loc1 Combination 9.488 -0.007669 -0.001547 -0.0003116 -0.0023 0.4668
629 1.25 10%Lateral + (D+Water) + Y Loc2 Combination 9.491 -0.205 -0.001539 -0.0003122 -0.0195 -0.7197
629 12.4363 10%Lateral + (D+Water) + Y Loc2 Combination 9.491 -0.007654 -0.001539 -0.0003122 -0.0023 0.4671
629 1.25 10%Lateral + (D+Water) + Y Loc3 Combination 9.5 -0.205 -0.001542 -0.0003128 -0.0195 -0.7194
629 12.4363 10%Lateral + (D+Water) + Y Loc3 Combination 9.5 -0.007637 -0.001542 -0.0003128 -0.0023 0.4672
629 1.25 10%Lateral + (D+Water) + Y Loc4 Combination 9.463 -0.204 -0.001534 -0.0003109 -0.0195 -0.7191
629 12.4363 10%Lateral + (D+Water) + Y Loc4 Combination 9.463 -0.007572 -0.001534 -0.0003109 -0.0023 0.4667
629 1.25 10%Lateral + (D+Water) + Y Loc5 Combination 9.43 -0.204 -0.001509 -0.0003091 -0.0192 -0.7188
629 12.4363 10%Lateral + (D+Water) + Y Loc5 Combination 9.43 -0.007497 -0.001509 -0.0003091 -0.0023 0.4662
630 0.2917 10%Lateral + (D+Water) + Y Loc1 Combination 9.487 0.013 -0.007879 0.0001603 -0.033 0.4652
630 11.4779 10%Lateral + (D+Water) + Y Loc1 Combination 9.487 0.21 -0.007879 0.0001603 0.0552 -0.7853
630 0.2917 10%Lateral + (D+Water) + Y Loc2 Combination 9.491 0.013 -0.007882 0.0001598 -0.033 0.4654
630 11.4779 10%Lateral + (D+Water) + Y Loc2 Combination 9.491 0.21 -0.007882 0.0001598 0.0552 -0.7851
630 0.2917 10%Lateral + (D+Water) + Y Loc3 Combination 9.499 0.013 -0.007878 0.0001594 -0.033 0.4655
630 11.4779 10%Lateral + (D+Water) + Y Loc3 Combination 9.499 0.21 -0.007878 0.0001594 0.0551 -0.7848
630 0.2917 10%Lateral + (D+Water) + Y Loc4 Combination 9.463 0.013 -0.007881 0.000155 -0.033 0.4651
630 11.4779 10%Lateral + (D+Water) + Y Loc4 Combination 9.463 0.21 -0.007881 0.000155 0.0552 -0.7826
630 0.2917 10%Lateral + (D+Water) + Y Loc5 Combination 9.43 0.013 -0.0079 0.0001502 -0.033 0.4646
630 11.4779 10%Lateral + (D+Water) + Y Loc5 Combination 9.43 0.21 -0.0079 0.0001502 0.0553 -0.7802
643 1.25 10%Lateral + (D+Water) + Y Loc1 Combination -7.453 -0.2 0.002948 0.0001841 0.011 -0.6973
643 12.4363 10%Lateral + (D+Water) + Y Loc1 Combination -7.453 -0.002884 0.002948 0.0001841 -0.022 0.4362
643 1.25 10%Lateral + (D+Water) + Y Loc2 Combination -7.456 -0.2 0.002956 0.0001836 0.0111 -0.6977
643 12.4363 10%Lateral + (D+Water) + Y Loc2 Combination -7.456 -0.0029 0.002956 0.0001836 -0.022 0.4359
643 1.25 10%Lateral + (D+Water) + Y Loc3 Combination -7.464 -0.2 0.002954 0.000183 0.011 -0.698
643 12.4363 10%Lateral + (D+Water) + Y Loc3 Combination -7.464 -0.002917 0.002954 0.000183 -0.022 0.4358
643 1.25 10%Lateral + (D+Water) + Y Loc4 Combination -7.428 -0.2 0.002961 0.0001849 0.0111 -0.6982
643 12.4363 10%Lateral + (D+Water) + Y Loc4 Combination -7.428 -0.002981 0.002961 0.0001849 -0.022 0.4363
643 1.25 10%Lateral + (D+Water) + Y Loc5 Combination -7.395 -0.2 0.002986 0.0001867 0.0114 -0.6985
643 12.4363 10%Lateral + (D+Water) + Y Loc5 Combination -7.395 -0.003057 0.002986 0.0001867 -0.022 0.4368
644 0.2917 10%Lateral + (D+Water) + Y Loc1 Combination -7.455 -0.003369 -0.000164 0.0001493 0.0106 0.4375
644 11.4779 10%Lateral + (D+Water) + Y Loc1 Combination -7.455 0.194 -0.000164 0.0001493 0.0125 -0.626
644 0.2917 10%Lateral + (D+Water) + Y Loc2 Combination -7.459 -0.003368 -0.000168 0.0001488 0.0106 0.4373
644 11.4779 10%Lateral + (D+Water) + Y Loc2 Combination -7.459 0.194 -0.000168 0.0001488 0.0125 -0.6262
644 0.2917 10%Lateral + (D+Water) + Y Loc3 Combination -7.467 -0.003352 -0.000163 0.0001485 0.0106 0.4371
644 11.4779 10%Lateral + (D+Water) + Y Loc3 Combination -7.467 0.194 -0.000163 0.0001485 0.0124 -0.6265
644 0.2917 10%Lateral + (D+Water) + Y Loc4 Combination -7.431 -0.003118 -0.000166 0.0001441 0.0106 0.4376
644 11.4779 10%Lateral + (D+Water) + Y Loc4 Combination -7.431 0.194 -0.000166 0.0001441 0.0125 -0.6287
644 0.2917 10%Lateral + (D+Water) + Y Loc5 Combination -7.397 -0.002856 -0.000185 0.0001392 0.0106 0.4381
644 11.4779 10%Lateral + (D+Water) + Y Loc5 Combination -7.397 0.194 -0.000185 0.0001392 0.0126 -0.6311
Page C-16
3. Bottom truss chords
Bottom Chord in the Bay Directly under Expansion Joint
Max Axial Load (compression) = 70.9 kips < Member (2C15x33.9_SD) Capacity = 501 kips (Calc.
pp. 299), OK.
TABLE: Element Forces - Frames
Frame Station OutputCase CaseType P V2 V3 T M2 M3
Text ft Text Text Kip Kip Kip Kip-ft Kip-ft Kip-ft
151 0.8333 10%Lateral + (D+Water) + Y Loc1 Combination -61.478 -0.768 0.077 0.0009852 1.0094 -4.4066
151 17.1667 10%Lateral + (D+Water) + Y Loc1 Combination -61.478 0.344 0.077 0.0009852 -0.2508 -0.9479
151 0.8333 10%Lateral + (D+Water) + Y Loc2 Combination -61.512 -0.767 0.079 0.000984 1.0224 -4.4056
151 17.1667 10%Lateral + (D+Water) + Y Loc2 Combination -61.512 0.345 0.079 0.000984 -0.2614 -0.963
151 0.8333 10%Lateral + (D+Water) + Y Loc3 Combination -61.556 -0.766 0.079 0.0009873 1.0327 -4.4055
151 17.1667 10%Lateral + (D+Water) + Y Loc3 Combination -61.556 0.346 0.079 0.0009873 -0.2654 -0.9752
151 0.8333 10%Lateral + (D+Water) + Y Loc4 Combination -61.585 -0.768 0.086 0.0009419 1.1048 -4.4206
151 17.1667 10%Lateral + (D+Water) + Y Loc4 Combination -61.585 0.344 0.086 0.0009419 -0.3054 -0.9585
151 0.8333 10%Lateral + (D+Water) + Y Loc5 Combination -61.625 -0.769 0.093 0.0009006 1.1726 -4.4353
151 17.1667 10%Lateral + (D+Water) + Y Loc5 Combination -61.625 0.342 0.093 0.0009006 -0.348 -0.9478
379 0.8333 10%Lateral + (D+Water) + Y Loc1 Combination -70.873 -0.843 0.283 -0.0001667 3.0506 -4.9024
379 17.1667 10%Lateral + (D+Water) + Y Loc1 Combination -70.873 0.268 0.283 -0.0001667 -1.5743 -0.2085
379 0.8333 10%Lateral + (D+Water) + Y Loc2 Combination -70.839 -0.844 0.285 -0.0001679 3.0636 -4.9034
379 17.1667 10%Lateral + (D+Water) + Y Loc2 Combination -70.839 0.267 0.285 -0.0001679 -1.5849 -0.1934
379 0.8333 10%Lateral + (D+Water) + Y Loc3 Combination -70.795 -0.845 0.285 -0.0001646 3.074 -4.9035
379 17.1667 10%Lateral + (D+Water) + Y Loc3 Combination -70.795 0.267 0.285 -0.0001646 -1.5889 -0.1812
379 0.8333 10%Lateral + (D+Water) + Y Loc4 Combination -70.765 -0.843 0.292 -0.0002101 3.146 -4.8884
379 17.1667 10%Lateral + (D+Water) + Y Loc4 Combination -70.765 0.269 0.292 -0.0002101 -1.629 -0.1979
379 0.8333 10%Lateral + (D+Water) + Y Loc5 Combination -70.726 -0.841 0.299 -0.0002514 3.2138 -4.8737
379 17.1667 10%Lateral + (D+Water) + Y Loc5 Combination -70.726 0.27 0.299 -0.0002514 -1.6715 -0.2086
Page C-17
Bottom Chord in End Bay
Max Axial Load (compression) = 80.3 kips < Member (2C15x33.9_SD) Capacity = 501 kips (Calc.
pp. 299), OK.
TABLE: Element Forces - Frames
Frame Station OutputCase CaseType P V2 V3 T M2 M3
Text ft Text Text Kip Kip Kip Kip-ft Kip-ft Kip-ft
150 0.8333 10%Lateral + (D+Water) + Y Loc1 Combination -51.921 -0.453 -0.118 0.0013 -1.0322 -2.3322
150 17.1667 10%Lateral + (D+Water) + Y Loc1 Combination -51.921 0.658 -0.118 0.0013 0.8895 -4.0053
150 0.8333 10%Lateral + (D+Water) + Y Loc2 Combination -51.945 -0.453 -0.122 0.0013 -1.0863 -2.3297
150 17.1667 10%Lateral + (D+Water) + Y Loc2 Combination -51.945 0.658 -0.122 0.0013 0.9016 -4.0041
150 0.8333 10%Lateral + (D+Water) + Y Loc3 Combination -51.987 -0.453 -0.125 0.0013 -1.137 -2.3285
150 17.1667 10%Lateral + (D+Water) + Y Loc3 Combination -51.987 0.658 -0.125 0.0013 0.911 -4.0038
150 0.8333 10%Lateral + (D+Water) + Y Loc4 Combination -52.019 -0.452 -0.147 0.0013 -1.4248 -2.3286
150 17.1667 10%Lateral + (D+Water) + Y Loc4 Combination -52.019 0.659 -0.147 0.0013 0.9787 -4.0183
150 0.8333 10%Lateral + (D+Water) + Y Loc5 Combination -52.068 -0.452 -0.168 0.0013 -1.6958 -2.3296
150 17.1667 10%Lateral + (D+Water) + Y Loc5 Combination -52.068 0.66 -0.168 0.0013 1.0425 -4.0324
378 0.8333 10%Lateral + (D+Water) + Y Loc1 Combination -80.315 -0.461 -0.841 0.0001988 -11.0793 -2.9232
378 17.1667 10%Lateral + (D+Water) + Y Loc1 Combination -80.315 0.651 -0.841 0.0001988 2.665 -4.4773
378 0.8333 10%Lateral + (D+Water) + Y Loc2 Combination -80.292 -0.461 -0.846 0.0002046 -11.1335 -2.9256
378 17.1667 10%Lateral + (D+Water) + Y Loc2 Combination -80.292 0.651 -0.846 0.0002046 2.6771 -4.4786
378 0.8333 10%Lateral + (D+Water) + Y Loc3 Combination -80.25 -0.461 -0.849 0.0002123 -11.1842 -2.9268
378 17.1667 10%Lateral + (D+Water) + Y Loc3 Combination -80.25 0.651 -0.849 0.0002123 2.6865 -4.4789
378 0.8333 10%Lateral + (D+Water) + Y Loc4 Combination -80.218 -0.462 -0.871 0.0002186 -11.4719 -2.9267
378 17.1667 10%Lateral + (D+Water) + Y Loc4 Combination -80.218 0.65 -0.871 0.0002186 2.7542 -4.4644
378 0.8333 10%Lateral + (D+Water) + Y Loc5 Combination -80.169 -0.463 -0.891 0.0002304 -11.7429 -2.9257
378 17.1667 10%Lateral + (D+Water) + Y Loc5 Combination -80.169 0.649 -0.891 0.0002304 2.818 -4.4503
Page C-18
4. Frame columns
Critical Frame Column 1 (See sketch above for definition)
Pu = 100.3 kips, Mu = 22 k-ft.
Member W14x82, Capacity Pn = 386 kips (Calc pp. 299), Mn = 297 k-ft, D/C = 0.33 < 1, OK.
TABLE: Element Forces - Frames
Frame Station OutputCase CaseType P V2 V3 T M2 M3
Text ft Text Text Kip Kip Kip Kip-ft Kip-ft Kip-ft
432 0.625 10%Lateral + (D+Water) + Y Loc1 Combination -97.325 -0.92 0.528 -0.0017 5.3084 -6.1106
432 16.5 10%Lateral + (D+Water) + Y Loc1 Combination -96.015 -0.92 0.528 -0.0017 -3.0665 8.4932
432 0.625 10%Lateral + (D+Water) + Y Loc2 Combination -97.29 -0.929 0.528 -0.0016 5.3143 -6.1836
432 16.5 10%Lateral + (D+Water) + Y Loc2 Combination -95.98 -0.929 0.528 -0.0016 -3.0699 8.5612
432 0.625 10%Lateral + (D+Water) + Y Loc3 Combination -97.269 -0.938 0.529 -0.0016 5.3208 -6.2589
432 16.5 10%Lateral + (D+Water) + Y Loc3 Combination -95.959 -0.938 0.529 -0.0016 -3.0737 8.6313
432 0.625 10%Lateral + (D+Water) + Y Loc4 Combination -97.47 -0.905 0.529 -0.0015 5.3245 -5.9645
432 16.5 10%Lateral + (D+Water) + Y Loc4 Combination -96.16 -0.905 0.529 -0.0015 -3.0753 8.403
432 0.625 10%Lateral + (D+Water) + Y Loc5 Combination -97.682 -0.869 0.529 -0.0013 5.3272 -5.6371
432 16.5 10%Lateral + (D+Water) + Y Loc5 Combination -96.373 -0.869 0.529 -0.0013 -3.0763 8.1528
434 0.625 10%Lateral + (D+Water) + Y Loc1 Combination -100.242 -2.181 0.539 -0.0026 5.4236 -21.8638
434 16.5 10%Lateral + (D+Water) + Y Loc1 Combination -98.932 -2.181 0.539 -0.0026 -3.1323 12.7542
434 0.625 10%Lateral + (D+Water) + Y Loc2 Combination -100.276 -2.19 0.538 -0.0025 5.4176 -21.9369
434 16.5 10%Lateral + (D+Water) + Y Loc2 Combination -98.967 -2.19 0.538 -0.0025 -3.1289 12.8221
434 0.625 10%Lateral + (D+Water) + Y Loc3 Combination -100.297 -2.199 0.538 -0.0025 5.4112 -22.0121
434 16.5 10%Lateral + (D+Water) + Y Loc3 Combination -98.988 -2.199 0.538 -0.0025 -3.1251 12.8922
434 0.625 10%Lateral + (D+Water) + Y Loc4 Combination -100.096 -2.166 0.537 -0.0023 5.4075 -21.7178
434 16.5 10%Lateral + (D+Water) + Y Loc4 Combination -98.787 -2.166 0.537 -0.0023 -3.1235 12.664
434 0.625 10%Lateral + (D+Water) + Y Loc5 Combination -99.884 -2.129 0.537 -0.0021 5.4048 -21.3903
434 16.5 10%Lateral + (D+Water) + Y Loc5 Combination -98.574 -2.129 0.537 -0.0021 -3.1225 12.4137
Critical Frame Column 1
Critical Frame Column 2
Page C-19
Critical Frame Column 2 (See sketch above for definition)
Pu = 180.1 kips, Mu = 36.2 k-ft (weak axis)
Member 2C15x40+CapPl, Capacity Pn = 805 kips (Calc pp. 299), Mn = 398 k-ft, D/C = 0.30 < 1,
OK.
TABLE: Element Forces - Frames
Frame Station OutputCase CaseType P V2 V3 T M2 M3
Text ft Text Text Kip Kip Kip Kip-ft Kip-ft Kip-ft
394 0 10%Lateral + (D+Water) + Y Loc1 Combination -152.803 -0.373 0.637 -0.0056 9.4393 3.4877
394 12.8176 10%Lateral + (D+Water) + Y Loc1 Combination -151.602 0.587 0.637 -0.0056 1.275 2.1172
394 0 10%Lateral + (D+Water) + Y Loc2 Combination -152.728 -0.374 0.658 -0.0056 9.5898 3.4853
394 12.8176 10%Lateral + (D+Water) + Y Loc2 Combination -151.527 0.587 0.658 -0.0056 1.1587 2.1197
394 0 10%Lateral + (D+Water) + Y Loc3 Combination -152.7 -0.374 0.677 -0.0056 9.7282 3.4842
394 12.8176 10%Lateral + (D+Water) + Y Loc3 Combination -151.499 0.587 0.677 -0.0056 1.0525 2.1212
394 0 10%Lateral + (D+Water) + Y Loc4 Combination -152.433 -0.373 0.783 -0.005 10.516 3.4849
394 12.8176 10%Lateral + (D+Water) + Y Loc4 Combination -151.232 0.588 0.783 -0.005 0.4794 2.11
394 0 10%Lateral + (D+Water) + Y Loc5 Combination -152.211 -0.372 0.883 -0.0048 11.2545 3.4866
394 12.8176 10%Lateral + (D+Water) + Y Loc5 Combination -151.01 0.589 0.883 -0.0048 -0.0626 2.0986
395 0 10%Lateral + (D+Water) + Y Loc1 Combination -179.993 -0.299 5.144 0.0058 30.5461 3.9974
395 12.8176 10%Lateral + (D+Water) + Y Loc1 Combination -178.792 0.662 5.144 0.0058 -35.3929 1.6691
395 0 10%Lateral + (D+Water) + Y Loc2 Combination -180.068 -0.298 5.165 0.0058 30.6966 3.9998
395 12.8176 10%Lateral + (D+Water) + Y Loc2 Combination -178.867 0.662 5.165 0.0058 -35.5092 1.6666
395 0 10%Lateral + (D+Water) + Y Loc3 Combination -180.096 -0.298 5.184 0.0058 30.8351 4.0009
395 12.8176 10%Lateral + (D+Water) + Y Loc3 Combination -178.896 0.663 5.184 0.0058 -35.6153 1.6652
395 0 10%Lateral + (D+Water) + Y Loc4 Combination -180.364 -0.299 5.29 0.0064 31.6228 4.0002
395 12.8176 10%Lateral + (D+Water) + Y Loc4 Combination -179.163 0.662 5.29 0.0064 -36.1885 1.6764
395 0 10%Lateral + (D+Water) + Y Loc5 Combination -180.585 -0.3 5.39 0.0066 32.3613 3.9985
395 12.8176 10%Lateral + (D+Water) + Y Loc5 Combination -179.384 0.661 5.39 0.0066 -36.7304 1.6878
Page C-20
Model B:
1. Max lateral drift at frames adjacent to expansion joint
Drift Ratio 1 (definition similar to Model A)
Max drift ratio 1 = 0.04% very small, negligible
Drift Ratio 2 (definition similar to Model A)
Max drift ratio 2 = 0.02% very small, negligible
TABLE: Joint Displacements
Joint OutputCase CaseType U1 U2 U3 R1 R2 R3 D(U2) Drift Ratio
Text Text Text ft ft ft Radians Radians Radians ft %
224 10%Lateral + Moving Y Loc1 Combination -0.000249 0.004749 0.001381 -0.000174 0.00003 -0.000064 0.005867 0.04%
224 10%Lateral + Moving Y Loc2 Combination -0.000247 0.004751 0.001385 -0.000175 0.000029 -0.000063 0.005904 0.04%
224 10%Lateral + Moving Y Loc3 Combination -0.000245 0.004751 0.001396 -0.000176 0.000029 -0.000063 0.005954 0.04%
224 10%Lateral + Moving Y Loc4 Combination -0.000242 0.004706 0.001362 -0.000172 0.000028 -0.000062 0.005793 0.04%
224 10%Lateral + Moving Y Loc5 Combination -0.000239 0.004661 0.001339 -0.000169 0.000027 -0.000061 0.005639 0.03%
324 10%Lateral + Moving Y Loc1 Combination 0.000135 0.010616 0.001411 -0.000279 0.000024 -0.000159
324 10%Lateral + Moving Y Loc2 Combination 0.000139 0.010655 0.001416 -0.000281 0.000024 -0.000155
324 10%Lateral + Moving Y Loc3 Combination 0.00015 0.010705 0.001428 -0.000283 0.000025 -0.000154
324 10%Lateral + Moving Y Loc4 Combination 0.000145 0.010499 0.00139 -0.000275 0.000024 -0.000147
324 10%Lateral + Moving Y Loc5 Combination 0.000139 0.0103 0.001361 -0.000268 0.000024 -0.000137
TABLE: Joint Displacements
Joint OutputCase CaseType U1 U2 U3 R1 R2 R3 D(U2) Drift Ratio
Text Text Text ft ft ft Radians Radians Radians ft %
142 10%Lateral + Moving Y Loc1 Combination -0.00031 0.002433 0.000631 -0.000122 0.000044 -0.000104 0.003423 0.02%
142 10%Lateral + Moving Y Loc2 Combination -0.000309 0.002437 0.000635 -0.000124 0.000044 -0.000104 0.003464 0.02%
142 10%Lateral + Moving Y Loc3 Combination -0.000308 0.002439 0.000642 -0.000125 0.000045 -0.000104 0.003503 0.02%
142 10%Lateral + Moving Y Loc4 Combination -0.000305 0.002423 0.000634 -0.000127 0.000044 -0.0001 0.00371 0.02%
142 10%Lateral + Moving Y Loc5 Combination -0.000302 0.002407 0.000633 -0.000129 0.000043 -0.000096 0.003906 0.02%
264 10%Lateral + Moving Y Loc1 Combination 0.000384 0.005856 0.000611 0.000042 0.00004 -0.000288
264 10%Lateral + Moving Y Loc2 Combination 0.000386 0.005901 0.000614 0.000042 0.000041 -0.00029
264 10%Lateral + Moving Y Loc3 Combination 0.000396 0.005942 0.000622 0.000042 0.000041 -0.00029
264 10%Lateral + Moving Y Loc4 Combination 0.000381 0.006133 0.000613 0.000032 0.00004 -0.000265
264 10%Lateral + Moving Y Loc5 Combination 0.000375 0.006313 0.000611 0.000024 0.000038 -0.000247
Page C-21
2. Bottom truss diagonals
Bottom Diagonals in the Bay Directly under Expansion Joint
Max Axial Load (compression) = 8.9 kips < Brace Capacity = 73.3 kips (Calc. pp. 302), OK.
TABLE: Element Forces - Frames
Frame Station OutputCase CaseType P V2 V3 T M2 M3
Text ft Text Text Kip Kip Kip Kip-ft Kip-ft Kip-ft
627 1.25 10%Lateral + D + Y Loc1 Combination 4.712 -0.208 0.001816 -0.0002566 0.0041 -0.758
627 12.4363 10%Lateral + D + Y Loc1 Combination 4.712 -0.011 0.001816 -0.0002566 -0.0162 0.4623
627 1.25 10%Lateral + D + Y Loc2 Combination 4.718 -0.207 0.001838 -0.0002573 0.0043 -0.7578
627 12.4363 10%Lateral + D + Y Loc2 Combination 4.718 -0.011 0.001838 -0.0002573 -0.0163 0.4622
627 1.25 10%Lateral + D + Y Loc3 Combination 4.724 -0.207 0.001867 -0.0002578 0.0045 -0.7578
627 12.4363 10%Lateral + D + Y Loc3 Combination 4.724 -0.011 0.001867 -0.0002578 -0.0164 0.4621
627 1.25 10%Lateral + D + Y Loc4 Combination 4.626 -0.207 0.002037 -0.0002606 0.006 -0.7559
627 12.4363 10%Lateral + D + Y Loc4 Combination 4.626 -0.01 0.002037 -0.0002606 -0.0168 0.462
627 1.25 10%Lateral + D+ Y Loc5 Combination 4.531 -0.207 0.002192 -0.0002633 0.0073 -0.7542
627 12.4363 10%Lateral + D+ Y Loc5 Combination 4.531 -0.01 0.002192 -0.0002633 -0.0172 0.4619
628 0.2917 10%Lateral + D + Y Loc1 Combination 4.709 -0.003009 0.006481 -0.0001249 0.0297 0.4663
628 11.4779 10%Lateral + D + Y Loc1 Combination 4.709 0.194 0.006481 -0.0001249 -0.0428 -0.6012
628 0.2917 10%Lateral + D + Y Loc2 Combination 4.715 -0.003032 0.006476 -0.0001241 0.0296 0.4662
628 11.4779 10%Lateral + D + Y Loc2 Combination 4.715 0.194 0.006476 -0.0001241 -0.0428 -0.601
628 0.2917 10%Lateral + D + Y Loc3 Combination 4.721 -0.003041 0.006457 -0.0001233 0.0295 0.4661
628 11.4779 10%Lateral + D + Y Loc3 Combination 4.721 0.194 0.006457 -0.0001233 -0.0428 -0.601
628 0.2917 10%Lateral + D + Y Loc4 Combination 4.624 -0.003118 0.006397 -0.0001238 0.029 0.466
628 11.4779 10%Lateral + D + Y Loc4 Combination 4.624 0.194 0.006397 -0.0001238 -0.0426 -0.6002
628 0.2917 10%Lateral + D+ Y Loc5 Combination 4.529 -0.003202 0.006354 -0.000124 0.0286 0.4659
628 11.4779 10%Lateral + D+ Y Loc5 Combination 4.529 0.194 0.006354 -0.000124 -0.0425 -0.5995
641 1.25 10%Lateral + D + Y Loc1 Combination -8.847 -0.213 -0.00404 0.000147 -0.0233 -0.7823
641 12.4363 10%Lateral + D + Y Loc1 Combination -8.847 -0.016 -0.00404 0.000147 0.0219 0.4957
641 1.25 10%Lateral + D + Y Loc2 Combination -8.853 -0.213 -0.004018 0.0001463 -0.0232 -0.7825
641 12.4363 10%Lateral + D + Y Loc2 Combination -8.853 -0.016 -0.004018 0.0001463 0.0218 0.4958
641 1.25 10%Lateral + D + Y Loc3 Combination -8.859 -0.213 -0.003989 0.0001458 -0.023 -0.7825
641 12.4363 10%Lateral + D + Y Loc3 Combination -8.859 -0.016 -0.003989 0.0001458 0.0217 0.4959
641 1.25 10%Lateral + D + Y Loc4 Combination -8.761 -0.213 -0.003819 0.0001431 -0.0215 -0.7844
641 12.4363 10%Lateral + D + Y Loc4 Combination -8.761 -0.016 -0.003819 0.0001431 0.0212 0.496
641 1.25 10%Lateral + D+ Y Loc5 Combination -8.666 -0.213 -0.003665 0.0001403 -0.0201 -0.7861
641 12.4363 10%Lateral + D+ Y Loc5 Combination -8.666 -0.016 -0.003665 0.0001403 0.0209 0.4961
642 0.2917 10%Lateral + D + Y Loc1 Combination -8.839 -0.002913 -0.004596 0.000204 -0.0239 0.5011
642 11.4779 10%Lateral + D + Y Loc1 Combination -8.839 0.194 -0.004596 0.000204 0.0275 -0.5675
642 0.2917 10%Lateral + D + Y Loc2 Combination -8.845 -0.002891 -0.004601 0.0002048 -0.024 0.5012
642 11.4779 10%Lateral + D + Y Loc2 Combination -8.845 0.194 -0.004601 0.0002048 0.0275 -0.5677
642 0.2917 10%Lateral + D + Y Loc3 Combination -8.851 -0.002882 -0.00462 0.0002056 -0.0241 0.5013
642 11.4779 10%Lateral + D + Y Loc3 Combination -8.851 0.194 -0.00462 0.0002056 0.0276 -0.5677
642 0.2917 10%Lateral + D + Y Loc4 Combination -8.754 -0.002805 -0.00468 0.0002052 -0.0246 0.5013
642 11.4779 10%Lateral + D + Y Loc4 Combination -8.754 0.194 -0.00468 0.0002052 0.0278 -0.5685
642 0.2917 10%Lateral + D+ Y Loc5 Combination -8.659 -0.002721 -0.004724 0.0002049 -0.025 0.5015
642 11.4779 10%Lateral + D+ Y Loc5 Combination -8.659 0.194 -0.004724 0.0002049 0.0279 -0.5692
Page C-22
Bottom Diagonals in the End Bay
Max Axial Load (compression) = 10.4 kips < Brace Capacity = 73.3 kips (Calc. pp. 302), OK.
TABLE: Element Forces - Frames
Frame Station OutputCase CaseType P V2 V3 T M2 M3
Text ft Text Text Kip Kip Kip Kip-ft Kip-ft Kip-ft
625 1.25 10%Lateral + D + Y Loc1 Combination 6.114 -0.202 -0.005564 -0.00004602 -0.0601 -0.7269
625 12.4363 10%Lateral + D + Y Loc1 Combination 6.114 -0.005391 -0.005564 -0.00004602 0.0021 0.4345
625 1.25 10%Lateral + D + Y Loc2 Combination 6.131 -0.202 -0.005686 -0.00004633 -0.0611 -0.7269
625 12.4363 10%Lateral + D + Y Loc2 Combination 6.131 -0.005385 -0.005686 -0.00004633 0.0025 0.4345
625 1.25 10%Lateral + D + Y Loc3 Combination 6.145 -0.202 -0.005797 -0.00004661 -0.0621 -0.7269
625 12.4363 10%Lateral + D + Y Loc3 Combination 6.145 -0.00538 -0.005797 -0.00004661 0.0028 0.4344
625 1.25