Level 1 Load Rating_BIN 5523830 Plum Point Ln over CSX (ID 3463474).pdf
PDF 29 MB Posted
- Solicitation number
- 2138360
- Issued by
- Orange County, New York
About this file
This document set comprises a Level 1 Load Rating report and an associated Request for Proposals (RFP) for engineering services related to the Plum Point Lane Bridge rehabilitation project in Orange County, New York. The County of Orange Department of Parks, Recreation and Conservation is seeking a qualified engineering firm to provide rehabilitation services for the Plum Point Bridge, which carries Plum Point Lane over the CSXT River Line in New Windsor, Orange County. The bridge is a three-span steel girder structure with timber trestle piers originally constructed in 1930 and last rehabilitated in 1993. A pre-proposal conference and site visit were held on August 19, 2026, with questions due by August 25, 2026 at 3:00 p.m. to generalservices@orangecountygov.com. The bridge is currently closed to traffic due to fire damage sustained by Pier 1, which resulted in approximately 50 percent charring of the top of a column and diagonal member below girder G4, as well as approximately 75 percent damage to an adjacent secondary diagonal cross brace. Additionally, rot was discovered at the base of a diagonal member on the span 1 side of Pier 1.
The Load Rating analysis, completed October 8, 2025, indicates that with fire-damaged members replaced in kind, the bridge carries an inventory rating of HS 7.8 (12.5 tons) and an operating rating of HS 5.6 (9.0 tons), both controlled by timber components. The recommended posting is none, pending completion of pier replacement. The rating was prepared by Stephanie Fortune, EIT, and checked by Devon C. Kinsman, P.E., utilizing Allowable Stress Design methodology per AASHTO and AWS standards. The document notes that no minimum sizing requirements exist for timber bracing in applicable codes. No incumbent contractor or pricing information is provided in the RFP documentation. The County indicates that business enterprises awarded an identical or substantially similar procurement contract within the past five years is none, and emphasizes that failure to attend the pre-proposal conference and site visit may result in inadequate pricing, labor, materials, and time estimates at the offeror's own risk.
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Text version
BIN: 5523830
FEATURE CARRIED: Plum Point Lane
FEATURE CROSSED: CSXT River Line
TOWN: New Windsor
COUNTY: Orange
INVENTORY: OPERATING:
RF = 0.39 RF = 0.28
HS 7.8 (12.5 TONS) HS 5.6 (9.0 TONS)
(Allowable Stress) (Allowable Stress)
RECOMMENDED POSTING: None
Note:
The Inventory Rating is controlled by the Timber Columns.
The Operating Rating is controlled by the Timber Bracing.
PREPARED BY: Stephanie Fortune, EIT
CHECKED BY:
Devon C. Kinsman, P.E.
DATE: October , 2025
2025 LOAD RATING
*The Bridge is currently closed to traffic due to the fire damage to Pier 1.
The bridge should remain closed until replacement of the pier is completed.
PAGE
General Information Sheet 1
References 2
HS-20 ASD Load Rating Summary Sheet 4
Contract Plans - Framing Plan and Beam Details 6
Inspection Report - Deterioration Descriptions 18
1990 Engineering Report 32
Geometry and Loading Calculations 99
RISA Inputs & Outputs 138
Allowable Stresses 195
Load Rating Calculations 199
TABLE OF CONTENTS
1 BIN: 5523830
2 Date Load Rating performed: October 8, 2025
3 Political Unit: Orange County
4 Feature Carried: Plum Point Lane
5 Feature Crossed: CSXT River Line
6 Superstructure Type: Steel Girders
7 Number of Spans: 3
8 Skew: 0
9 Total Length: 132'-3 1/2"
10 Span Length: 37'-11", 37'-8", 56-8 1/2"
11 Out-to-out width: 30'
12 Bridge width rail-to-rail: 28'
13 Number of actual travel lanes: 2
14 Number of lanes used in rating: 2
15 Type of deck: Concrete filled steel grid
16 Type of wearing surface: Concrete
17 Type of sidewalk: 4' Wide Concrete (one side)
18 Barrier or railing type:
19 Year Built 1930
20 Rehabilitation year: 1993
21 Design live load: HS-20
22 Existing posted load: Closed to traffic
GENERAL INFORMATION SHEET
Two-Rail Curbless, 4-Rail with Curb, Chain link fence
(both sides)
JOB
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
LEVEL 1 LOAD RATING REFERENCES BIN:
1. AASHTO Manual for Bridge Evaluation, 3rd Edition as ammended by the 2019, & 2020 Interim Revisions
2. NYSDOT Standard Specifications for Highway Bridges, 16th Edition as ammended by the 1997, 1998, 1999, & 2000 Interim Revisions
3. AWS National Design Specification for Wood Construction, 15th Edition
4. AWS National Design Specification Supplement for Wood Construction, 15th Edition
5. AISC Steel Construction Manual, 16th Edition
6. AASHTO Manual for Condition Evaluation of Bridges as ammended by the 1996 & 1997 Interim Revisions
Description of structure:
Three simply supported spans, each consiting of 5 steel girders supported by concrete abutments and timber piers with steel cap beams.
See record plans, engineering report, and geometry attachment.
5523830
Plum Point Lane over CSXT River Line
SNF October 8, 2025
443 Electronics Parkway, Liverpool, New York 13088
Phone 315-457-5200 · Fax 315-451-0052
JMB 10/10/2025
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
Assumptions:
- Rating of only the timber piers
- Analysis for if all fire damaged members have been replaced in kind
- Allowable Stress Design (ASD)
- The bracing can be approximated as shown in the RISA Model
- All members are Southern Pine No. 2 or a comparable equivalent
- Compressive/tension stresses were added/subtracted from the moment stresses and rated using the lower allowable stresses.
- Dimensions were taken from a combination of the 1990 engineering report, 1993 rehabilitation record drawings, and 2025 field measurements.
Notes:
- Self weight modifiers were applied to each model to account for the dead load of bracing members not included in the model.
- Per MCEB 6.7.6, longitudinal/ braking forces are only rated at the operating level.
- As no minimum sizing for timber bracing is provided in the AASHTO and AWS codes, the bracing was checked to function as bracing using AISC SCM App. 6.
This resulted in 2 models for each pier:
1. Model with all typical gravity/live loads applied to just the cap beams and columns. The columns were assessed for capacity based on their maximum un-braced length, the bracing was checked to sufficiently brace the columns in this scenario. This model was used to calculate both inventory and operating ratings.
2. Model with braking loads and one lane of traffic per AASHTO Standard Specifications for Highway Bridges. This was applied to the columns and bracing between the two sets of columns (annotated in model/spreadsheets as X bracing) as these are the members that would become primary members in resisting the braking load. This model was used to calculate operating ratings only.
Because the braking force is only rated for an operating rating, this can result in a lower controlling operating rating than the controlling inventory rating.
Plum Point Lane over CSXT River Line
SNF October 8, 2025
443 Electronics Parkway, Liverpool, New York 13088
Phone 315-457-5200 · Fax 315-451-0052
JMB 10/10/2025
NYSDOT REGION : X All'ble Stress
TOWN : LRFR
COUNTY : LFR
BIN : Proposed BRIDGE : Existing
X As-Built
LIVE LOAD RATINGS DUE TO AXIAL:
RATING RATING
FACTOR FACTOR
1 N/A 0.60 HS 12.0 ( 19.2 T)
2 N/A 0.28 HS 5.6 ( 9.0 T)
1 330.11 HS 6602.2 ( 10563.5 T) 53.80 HS 1076.0 ( 1721.6 T)
2 173.85 HS 3477.0 ( 5563.2 T) 40.65 HS 813.0 ( 1300.8 T)
LIVE LOAD RATINGS DUE TO COMBINED AXIAL AND MOMENT:
RATING RATING
FACTOR FACTOR
1 1.05 HS 21.0 ( 33.6 T) 1.04 HS 20.8 ( 33.3 T)
2 0.39 HS 7.8 ( 12.5 T) 0.73 HS 14.6 ( 23.4 T)
1 5.24 HS 104.8 ( 167.7 T) 6.62 HS 132.4 ( 211.8 T)
2 4.59 HS 91.8 ( 146.9 T) 5.86 HS 117.2 ( 187.5 T)
LIVE LOAD RATINGS DUE TO SHEAR:
RATING RATING
FACTOR FACTOR
1 603.52 HS 12070.4 ( 19312.6 T) 13.72 HS 274.4 ( 439.0 T)
2 688.36 HS 13767.2 ( 22027.5 T) 8.55 HS 171.0 ( 273.6 T)
1 1.54 HS 30.8 ( 49.3 T) 2.27 HS 45.4 ( 72.6 T)
2 1.02 HS 20.4 ( 32.6 T) 1.66 HS 33.2 ( 53.1 T)
CONTROLLING LOAD RATINGS:
RATING RATING
FACTOR FACTOR
HS-20 0.39 HS 7.8 ( 12.5 T) 0.28 HS 5.6 ( 9.0 T)
OPERATING
RATING RATING
MEMBER
Timber Bracing
Timber Bracing
Steel Channel
Steel Channel
Timber Column
Timber Column
INVENTORY
MEMBER
Timber Column
Timber Column
Steel Cap Beam
Steel Cap Beam
Plum Point Lane over CSXT River Line
Steel Cap Beam
Steel Cap Beam
HS-20 LEVEL 1 LOAD RATING SUMMARY SHEET
New Windsor Orange 5523830
Pier #
HS-20
INVENTORY OPERATING
RATING RATING
Pier #
HS-20
INVENTORY OPERATING
RATING RATING
Pier #
HS-20
INVENTORY OPERATING
RATING RATING
MEMBER
NYSDOT REGION : X All'ble Stress
TOWN : LRFR
COUNTY : LFR
BIN : Proposed BRIDGE : Existing
X As-Built
RECOMMENDED POSTING :
PREPARED BY:
CHECKED BY:
DATE :
NONE
Stephanie Fortune, EIT
Devon C. Kinsman, P.E.
October , 2025
New Windsor Orange 5523830 Plum Point Lane over CSXT River Line
HS-20 LEVEL 1 LOAD RATING SUMMARY SHEET
Record Plans field verified
Did not field verify, assume correct as all other framing plan information was field verified to be correct.
122.86 123.21 125.84 126.11
Inspection Report
New York State Department of Transportation PIA Red Flag 8B240TW022
Flag Date: September 04, 2024
Superseding Information:
No Flags Superseded
Feature Crossed:
3 - Steel, 02 - Stringer/Multi-Beam or Girder
CSXT RIVER LINE
08 - POUGHKEEPSIE
Typical or Main Span Type:
Region:
3 - EAST
Feature Carried:
Number of Spans: Bridge Carries National Highway System:
This Bridge is not a Ramp
No
ORANGE
Structure Information
PLUM POINT LANE
Political Unit: Town of NEW WINDSOR
Approximate Year Built:
County:
Orientation:
BIN: 5523830
Thomas A. BarrellBy:
Bridge Load Posting (Tons) :
Primary Owner:
Primary Maintenance Responsibility:
20 - State - Other
20 - State - Other
Code 99 - Closed to Primary Usage
Posted Load Matches Inventory : Yes
Jain Alexander
NYSDOT
Verbal Notification Information
Person Notified:
Of:
Date: September 04, 2024 12:18:00 PM
Date:
Signature: Date: September 05, 2024
Signature Information
Thomas A. Barrell, P.E. 087058-1
Robert J. SeeleyReviewed By: September 05, 2024
Attachments: 11
Report Printed: September 05, 2024 1:44:21 PM
Format Version 20240613
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
Flagged Elements
Flagged Condition Description Red Flag PIA 8B240TW022 issued (New Flag)
Subject: Fire Damaged Pier 1 Timber Trestle
Structure Information:
This structure is a 3 span multi-girder superstructure with a concrete filled steel grid deck. The superstructure is supported by concrete abutments and timber trestle piers (photos 1 and 2). The timber trestle piers are mostly original from 1930 and were rehabilitated/widened in 1993. The original trestles consisted of 2 rows of 3 vertical columns and 2 diagonal columns/braces (each row of columns/diagonals supports its own span). The 2 rows of columns/diagonals are braced against each other longitudinally. During the 1993 rehabilitation, the top of the columns and cap beam were removed, a new steel cap beam was installed, and new timber columns were added on the left and right sides of the pier to widen it. It is unknown if the original diagonal members on each side are load carrying members, bracing members or both as they are located partially below girders G2 and G4 (photo 3). The bridge is currently closed due to fire damage (photo 4). Plans are available in the BIN folder. See attachments 9 and 10 for plan sheets relevant to the timber trestle piers.
2024 Conditions:
Pier 1 was recently damaged by fire. As a result of the fire, most of the pier is charred but exhibits no damage from the fire, except for the vertical and diagonal members below girder G4 on the span 2 side (photos 1, 5 and 6). Fire damage has resulted in approx. 50% of the top of the column and diagonal to burn away as well as approx. 75% of the adjacent secondary diagonal cross brace. The column and diagonal appear to be in fair condition from the outside, however, the condition of the interior portions that were damaged by the fire is unknown and it is possible that more fire damage exists.
In addition to the fire damage, rot was found at the base of the diagonal column/brace below girder G2 on the span 1 side of pier 1 (photos 2 and 7). This member has completely rotted away at the base and no longer provides any load carrying capacity or bracing to the pier.
All other vertical/diagonal and bracing members are charred but are otherwise in fair to good condition with no other apparent fire damage. The members do exhibit some checks up to 4” deep (photo 8), however, this was noted during the last general inspection from 2022. All members except noted above are solid and appear to be in good condition.
The pier was inspected from the base and from approx. 2/3 height using a ladder. A ladder could not reach the top of the pier and the inspection of the timber members just below the steel cap beam was visual only from approx. 2/3 height of the pier (pier height is approx. 36 ft). The top portion of the trestle appears to be in fair to good condition with no significant fire damage, except for the vertical and diagonal members below girder G4 on the span 2 side of pier 1 as noted above.
Pier 2 appears to be in fair to good condition with no fire damage.
Load Rating Information:
The level 2 load rating BrR sheet in the BIN folder states there is a level 1 load rating, however, it is unknown if this is for the superstructure or the timber trestle piers, or both. The bridge is not currently load posted.
Reason for Flag Issuance:
This flag is issued due to the fire damage and rot found to the vertical and diagonal columns/braces. The timber trestle pier appears to be stable under its own dead weight, however, the live load capacity of the pier appears to be reduced. A level 1 load rating of pier 1 is recommended.
Parent Element Element Span Number : 1
PR208 - Timber Trestle
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
Flag Photographs
1 001_24-5523830-P9046031.JPG
Attachment Description: Pier 1 End Face, Looking Begin
Photo Number: Photo Filename:
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
2 002_24-5523830-P9046048.JPG
Attachment Description: Pier 1 Begin Face, Looking End
Photo Number: Photo Filename:
Report Printed: September 05, 2024 1:44:22 PM
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
3 003_24-5523830-P9046053.JPG
Attachment Description: Pier 1, Vertical & Diagonal Members at Top below Girder G2, Span 1, Side, Looking End (typical)
Photo Number: Photo Filename:
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
4 004_24-5523830-P9046054.JPG
Attachment Description: Begin Approach and Top of Deck, Looking End (road just west of this is blocked off with a fence)
Photo Number: Photo Filename:
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
5 005_24-5523830-P9046018.JPG
Attachment Description: Pier 1, Vertical & Diagonal Members at Top below Girder G4, Span 2 Side, Looking End (1)
Photo Number: Photo Filename:
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
6 006_24-5523830-P9046020.JPG
Attachment Description: Pier 1, Vertical & Diagonal Members at Top below Girder G4, Span 2 Side, Looking End (2)
Photo Number: Photo Filename:
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
7 007_24-5523830-P9046042.JPG
Attachment Description: Pier 1, Span 1 Side Trestle, Left Side, Looking End Right
Photo Number: Photo Filename:
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
8 008_24-5523830-P9046026.JPG
Attachment Description: Pier 1, Vertical Member below Girder G3, Looking Right
Photo Number: Photo Filename:
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
9 009_Plan 1.JPG
Attachment Description: Plan 1
Photo Number: Photo Filename:
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
10 010_Plan 2.JPG
Attachment Description: Plan 2
Photo Number: Photo Filename:
PIA Red Flag 8B240TW022 BIN 5523830 Flag Date: September 04, 2024
11 011_RF PIA 8B240TW022 Photo Location Plan.png
Attachment Description: RF PIA 8B240TW022 Flag & Photo Location Plan.png
Photo Number: Photo Filename:
1990 Engineering Report
GEOMETRY, DEAD LOAD, & LIVE LOAD
Pier 1: Bent 1A
Coord. X Y Z C1B 0.000 0.000 0.000 C11 8.000 0.000 1.034 C12 13.302 0.000 1.628 C13 23.825 0.000 2.917 C14 26.860 0.000 3.288 C1T 27.860 0.000 3.411 C2B 0.000 0.000 2.833 C21 3.833 0.000 3.767 C22 8.000 0.000 4.890 C23 12.531 0.000 5.886 C24 13.302 0.000 6.073 C25 20.831 0.000 7.907 C2T 27.860 0.000 9.619 C3B 0.000 0.000 10.827 C31 1.330 0.000 10.827 C32 2.797 0.000 10.827 C33 9.719 0.000 10.827 C34 12.531 0.000 10.827 C35 13.302 0.000 10.827 C36 17.019 0.000 10.827 C37 26.533 0.000 10.827 C3T 27.860 0.000 10.827 C4B 0.000 0.000 16.911 C41 1.330 0.000 16.911
Member ID Type RISA Labels Start Node
End Node Length Member Size RISA Size
C42 6.258 0.000 16.911 ft C43 12.531 0.000 16.911 C1 Column C1a thru C1e C1B C1T 28.07 11.75" x 11.75" 12"x12" C44 21.776 0.000 16.911 C2 Column C2a thru C2e C2B C2T 28.67 11.5" x 11.5" 12"x12" C4T 27.860 0.000 16.911 C3 Column C3a thru C3g C3B C3T 27.86 12" x 12" 12"x12" C5B 0.000 0.000 22.994 C4 Column C4a thru C4e C4B C4T 27.86 11.5" x 12" 12"x12" C51 1.330 0.000 22.994 C5 Column C5a thru C5g C5B C5T 27.86 11.5" x 11.5" 12"x12" C52 2.797 0.000 22.994 C6 Column C6a thru C6e C6B C6T 28.67 12" x 11.5" 12"x12" C53 9.719 0.000 22.994 C7 Column C7a thru C7e C7B C7T 28.07 11.75" x 11.75" 12"x12" C54 12.531 0.000 22.994 H1 Horizontal Brace H1a thru H1b C12 C35 9.20 9.25"x2.5" 9.25"x2.5" C55 13.302 0.000 22.994 H2 Horizontal Brace H2a thru H2b C55 C72 9.20 9.25"x2.5" 9.25"x2.5" C56 17.019 0.000 22.994 H3 Horizontal Brace H3a thru H3b C22 C62 22.05 9"x2.5" 9.25"x2.5" C57 26.533 0.000 22.994 D1 Diagonal Brace D1 C21 C31 7.49 9.25"x2.5" 9.25"x2.5" C5T 27.860 0.000 22.994 D2 Diagonal Brace D2 C61 C51 7.49 9.25"x2.5" 9.25"x2.5" C6B 0.000 0.000 30.988 D3 Diagonal Brace D3 C32 C41 6.26 9.25"x2.5" 9.25"x2.5" C61 3.833 0.000 30.054 D4 Diagonal Brace D4 C52 C41 6.26 9.25"x2.5" 9.25"x2.5" C62 8.000 0.000 28.931 D5 Diagonal Brace D5a thru D5C C52 C22 19.68 8.875" x 2.375" 9.25"x2.5" C63 12.531 0.000 27.936 D6 Diagonal Brace D6a thru D6C C32 C62 19.68 8.875" x 2.375" 9.25"x2.5" C64 13.302 0.000 27.748 D7 Diagonal Brace D7a thru D7C C23 C57 21.48 8.875" x 2.375" 9.25"x2.5" C65 20.831 0.000 25.914 D8 Diagonal Brace D8a thru D8C C63 C37 21.48 8.875" x 2.375" 9.25"x2.5" C6T 27.860 0.000 24.202 D9 Diagonal Brace D9a thru D9b C36 C14 12.40 9.25" x 2.5" 9.25"x2.5" C7B 0.000 0.000 33.821 D10 Diagonal Brace D10a thru D10b C56 C74 12.40 9.25" x 2.5" 9.25"x2.5" C71 8.000 0.000 32.787 G1 Dummy Girder G1 C7T G1T 0.50 - RE4x4 C72 13.302 0.000 32.193 G2 Dummy Girder G2 G2 G2T 0.50 - RE4x4 C73 23.825 0.000 30.905 G3 Dummy Girder G3 C4T G3T 0.50 - RE4x4 C74 26.860 0.000 30.533 G4 Dummy Girder G4 G4 G4T 0.50 - RE4x4 C7T 27.860 0.000 30.411 G5 Dummy Girder G5 C1T G5T 0.50 - RE4x4 G4T 28.360 0.000 10.161 G1-G2 Dummy Deck G1-G2 G1T G2T 6.75 - RE4x4 G2T 28.360 0.000 23.661 G2-G3 Dummy Deck G2-G3 G2T G3T 6.75 - RE4x4 G5T 28.360 0.000 3.411 G3-G4 Dummy Deck G3-G4 G3T G4T 6.75 - RE4x4 G3T 28.360 0.000 16.911 G4-G5 Dummy Deck G4-G5 G4T G5T 6.75 - RE4x4 G1T 28.360 0.000 30.411 T1 Pier Cap Cap1 Thru Cap 8 C1T C7T 27.00 9.25" x 2.5" HP12x53 G2 27.860 0.000 23.661 X1 Cross Between Bents X1 C11 C11B 4.50 9.25" x 2.5" 9.25"x2.5" G4 27.860 0.000 10.161 X2 Cross Between Bents X2 C11 C12B 6.98 9.25" x 2.5" 9.25"x2.5" X3 Cross Between Bents X3 C12 C12B 4.50 9.25" x 2.5" 9.25"x2.5" X4 Cross Between Bents X4 C12B C13 11.52 9.25" x 2.5" 9.25"x2.5" X5 Cross Between Bents X5 C13 C13B 4.50 9.25" x 2.5" 9.25"x2.5" X6 Cross Between Bents X6 C22 C23B 7.05 9.25" x 2.5" 9.25"x2.5" X7 Cross Between Bents X7 C24 C23B 4.50 9.25" x 2.5" 9.25"x2.5" X8 Cross Between Bents X8 C23B C25 8.96 9.25" x 2.5" 9.25"x2.5" X9 Cross Between Bents X9 C25 C24B 4.50 9.25" x 2.5" 9.25"x2.5" X10 Cross Between Bents X10 C43 C41B 4.50 9.25" x 2.5" 9.25"x2.5" X11 Cross Between Bents X11 C44 C42B 4.50 9.25" x 2.5" 9.25"x2.5" X12 Cross Between Bents X12 C62 C63B 7.05 9.25" x 2.5" 9.25"x2.5" X13 Cross Between Bents X13 C64 C63B 4.50 9.25" x 2.5" 9.25"x2.5" X14 Cross Between Bents X14 C63B C65 8.96 9.25" x 2.5" 9.25"x2.5" X15 Cross Between Bents X15 C64B C65 4.50 9.25" x 2.5" 9.25"x2.5" X16 Cross Between Bents X16 C71 C71B 4.50 9.25" x 2.5" 9.25"x2.5" X17 Cross Between Bents X17 C71 C72B 6.98 9.25" x 2.5" 9.25"x2.5" X18 Cross Between Bents X18 C72 C72B 4.50 9.25" x 2.5" 9.25"x2.5" X19 Cross Between Bents X19 C72B C73 11.52 9.25"x2.5" 9.25"x2.5" X20 Cross Between Bents X20 C73 C73B 4.50 9.25"x2.5" 9.25"x2.5"
Bent 1B
C1Bb 6.000 -4.500 0.725 C11b 8.000 -4.500 0.967 C12b 13.302 -4.500 1.608 C13b 23.825 -4.500 2.880 C14b 27.210 -4.500 3.290 C1Tb 28.210 -4.500 3.411 C2Bb 6.000 -4.500 4.295 C21b 8.000 -4.500 4.782 C22b 12.531 -4.500 5.886 C23b 13.302 -4.500 6.073 C24b 20.934 -4.500 7.932 C2Tb 28.210 -4.500 9.704 C3Bb 6.000 -4.500 10.827 C31b 8.000 -4.500 10.827 C32b 12.531 -4.500 10.827 C33b 13.302 -4.500 10.827 C34b 17.019 -4.500 10.827 C35b 26.533 -4.500 10.827 C3Tb 28.210 -4.500 10.827 C4Bb 6.000 -4.500 16.911 C41b 12.531 -4.500 16.911 C42b 21.776 -4.500 16.911 C4Tb 28.210 -4.500 16.911 C5Bb 6.000 -4.500 22.994
C51b 8.000 -4.500 22.994 C52b 12.531 -4.500 22.994 C53b 13.302 -4.500 22.994
Member ID Type RISA Labels Length Member Size RISA Size C54b 17.019 -4.500 22.994 ft C55b 26.533 -4.500 22.994
BC1 Column bC1a thru bC1e C1Bb C1Tb 22.37 11.75" x 11.75" 12"x12" C5Tb 28.210 -4.500 22.994 BC2 Column bC2a thru bC2e C2Bb C2Tb 22.86 11.5" x 11.5" 12"x12" C6Bb 6.000 -4.500 29.526 BC3 Column bC3a thru bC3e C3Bb C3Tb 22.21 12" x 12" 12"x12" C61b 8.000 -4.500 29.039 BC4 Column bC4a thru bC4c C4Bb C4Tb 22.21 11.5" x 12" 12"x12" C62b 12.531 -4.500 27.936 BC5 Column bC5a thru bC5e C5Bb C5Tb 22.21 11.5" x 11.5" 12"x12" C63b 13.302 -4.500 27.748 BC6 Column bC6a thru bC6e C6Bb C6Tb 22.86 12" x 11.5" 12"x12" C64b 20.934 -4.500 25.889 BC7 Column bC7a thru bC7e C7Bb C7Tb 22.37 11.75" x 11.75" 12"x12" C6Tb 28.210 -4.500 24.117 BH1 Horizontal Brace bH1a thru bH1b C12b C33b 9.22 9.25"x2.5" 9.25"x2.5" C7Bb 6.000 -4.500 33.096 BH2 Horizontal Brace bH2a thru bH2b C53b C72b 9.22 9.25"x2.5" 9.25"x2.5" C71b 8.000 -4.500 32.854 BH3 Horizontal Brace bH3a thru bH3d C22b C62b 22.05 9"x2.5" 9.25"x2.5" C72b 13.302 -4.500 32.213 BH4 Horizontal Brace bH4a thru bH4b C11b C31b 9.86 9.25"x2.5" 9.25"x2.5" C73b 23.825 -4.500 30.941 BH5 Horizontal Brace bH5a thru bH5b C51b C71b 9.86 9.25"x2.5" 9.25"x2.5" C74b 27.210 -4.500 30.532 BD1 Diagonal Brace bD1 C22b C31b 6.70 9.25"x2.5" 9.25"x2.5" C7Tb 28.210 -4.500 30.411 BD2 Diagonal Brace bD2 C51b C62b 6.70 9.25"x2.5" 9.25"x2.5" G4b 28.210 -4.500 10.161 BD7 Diagonal Brace bD7a thru bD7c C35b C63b 21.48 8.875" x 2.375" 9.25"x2.5" G2b 28.210 -4.500 23.661 BD8 Diagonal Brace bD8a thru bD8c C23b C55b 21.48 8.875" x 2.375" 9.25"x2.5" G1Tb 28.710 -4.500 30.411 BD9 Diagonal Brace bD9a thru bD9b C34b C14b 12.68 9.25" x 2.5" 9.25"x2.5" G2Tb 28.710 -4.500 23.661 BD10 Diagonal Brace bD10a thru bD10b C54b C74b 12.68 9.25" x 2.5" 9.25"x2.5" G3Tb 28.710 -4.500 16.911 BG1 Dummy Girder bG1 C7TB G1TB 0.50 - RE4x4 G4Tb 28.710 -4.500 10.161 BG2 Dummy Girder bG2 G2B G2TB 0.50 - RE4x4 G5Tb 28.710 -4.500 3.411 BG3 Dummy Girder bG3 C4TB G3TB 0.50 - RE4x4 BG4 Dummy Girder bG4 G4B G4TB 0.50 - RE4x4 BG5 Dummy Girder bG5 C1TB G5TB 0.50 - RE4x4 G1B-G2B Dummy Deck G1Tb-G2Tb G1TB G2TB 6.75 - RE4x4 G2B-G3B Dummy Deck G2Tb-G3Tb G2TB G3TB 6.75 - RE4x4 G3B-G4B Dummy Deck G3Tb-G4Tb G3TB G4TB 6.75 - RE4x4 G4B-G5B Dummy Deck G4Tb-G5Tb G4TB G5TB 6.75 - RE4x4 BT1 bCap1 Thru bCap8 C1Tb B7Tb 27.00 9.25" x 2.5" HP12x53 Ch1 Connecting channel channel1 C7T C7TB 4.51 C7x9.8 C7x9.8 Ch2 Connecting channel channel2 G2 G2B 4.51 C7x9.8 C7x9.8 Ch3 Connecting channel channel3 C4T C4TB 4.51 C7x9.8 C7x9.8 Ch4 Connecting channel channel4 G4 G4B 4.51 C7x9.8 C7x9.8 Ch5 Connecting channel channel5 C1T C1TB 4.51 C7x9.8 C7x9.8
Start Node End Node
Pier 2: Bent 2A
C1B 0.000 -5.000 0.000 C11 8.000 -5.000 0.964 C12 16.100 -5.000 1.939 C13 27.457 -5.000 3.308 C14 30.110 -5.000 3.627 C1T 31.110 -5.000 3.748 C2B 0.000 -5.000 2.489 C21 4.051 -5.000 3.476 C22 15.329 -5.000 6.223 C23 16.100 -5.000 6.410 C24 23.761 -5.000 8.276 C2T 31.110 -5.000 10.066 C3B 0.000 -5.000 11.164 C31 1.330 -5.000 11.164 C32 4.194 -5.000 11.164 C33 12.112 -5.000 11.164 C34 15.329 -5.000 11.164 C35 16.100 -5.000 11.164 C36 19.817 -5.000 11.164 C37 29.331 -5.000 11.164 C3T 31.110 -5.000 11.164 C4B 0.000 -5.000 17.248 C41 1.330 -5.000 17.248 C42 8.153 -5.000 17.248 C43 15.329 -5.000 17.248 C44 24.574 -5.000 17.248 C4T 31.110 -5.000 17.248
Member ID Type RISA Labels Length Member Size RISA Size C5B 0.000 -5.000 23.331 ft C51 1.330 -5.000 23.331
C1 Column C1a thru C1e C1B C1T 31.33 11.75" x 11.75" 12"x12" C52 4.194 -5.000 23.331 C2 Column C2a thru C2e C2B C2T 32.02 11.5" x 11.5" 12"x12" C53 12.112 -5.000 23.331 C3 Column C3a thru C3g C3B C3T 31.11 12" x 12" 12"x12" C54 15.329 -5.000 23.331 C4 Column C4a thru C4e C4B C4T 31.11 11.5" x 12" 12"x12" C55 16.100 -5.000 23.331 C5 Column C5a thru C5g C5B C5T 31.11 11.5" x 11.5" 12"x12" C56 19.817 -5.000 23.331 C6 Column C6a thru C6e C6B C6T 32.02 12" x 11.5" 12"x12" C57 29.331 -5.000 23.331 C7 Column C7a thru C7e C7B C7T 31.33 11.75" x 11.75" 12"x12" C5T 31.110 -5.000 23.331 H1 Horizontal Brace H1a thru H1b C12 C35 9.22 9.25"x2.5" 9.25"x2.5" C6B 0.000 -5.000 32.006 H2 Horizontal Brace H2a thru H2b C55 C72 9.22 9.25"x2.5" 9.25"x2.5" C61 4.051 -5.000 31.019 H3 Horizontal Brace H3a thru H3b C22 C62 22.05 9"x2.5" 9.25"x2.5" C62 15.329 -5.000 28.273 D1 Diagonal Brace D1 C21 C31 8.16 9.25"x2.5" 9.25"x2.5" C63 16.100 -5.000 28.085 D2 Diagonal Brace D2 C61 C51 8.16 9.25"x2.5" 9.25"x2.5" C64 23.761 -5.000 26.219 D3 Diagonal Brace D3 C32 C41 6.72 9.25"x2.5" 9.25"x2.5" C6T 31.110 -5.000 24.429 D4 Diagonal Brace D4 C52 C41 6.72 9.25"x2.5" 9.25"x2.5" C7B 0.000 -5.000 34.495 D5 Diagonal Brace D5a thru D5C C52 C22 20.41 8.875" x 2.375" 9.25"x2.5" C71 8.000 -5.000 33.531 D6 Diagonal Brace D6a thru D6C C32 C62 20.41 8.875" x 2.375" 9.25"x2.5" C72 16.100 -5.000 32.556 D7 Diagonal Brace D7a thru D7C C23 C57 21.48 8.875" x 2.375" 9.25"x2.5" C73 27.457 -5.000 31.188 D8 Diagonal Brace D8a thru D8C C63 C37 21.48 8.875" x 2.375" 9.25"x2.5" C74 30.110 -5.000 30.868 D9 Diagonal Brace D9a thru D9b C36 C14 12.76 9.25" x 2.5" 9.25"x2.5" C7T 31.110 -5.000 30.748 D10 Diagonal Brace D10a thru D10b C56 C74 12.76 9.25" x 2.5" 9.25"x2.5" G4T 31.610 -5.000 10.498 G1 Dummy Girder G1 C7T G1T 0.50 - RE4x4 G2T 31.610 -5.000 23.998 G2 Dummy Girder G2 G2 G2T 0.50 - RE4x4 G5T 31.610 -5.000 3.748 G3 Dummy Girder G3 C4T G3T 0.50 - RE4x4 G3T 31.610 -5.000 17.248 G4 Dummy Girder G4 G4 G4T 0.50 - RE4x4 G1T 31.610 -5.000 30.748 G5 Dummy Girder G5 C1T G5T 0.50 - RE4x4 G2 31.110 -5.000 23.998 G1-G2 Dummy Deck G1-G2 G1T G2T 6.75 - RE4x4 G4 31.110 -5.000 10.498 G2-G3 Dummy Deck G2-G3 G2T G3T 6.75 - RE4x4 G3-G4 Dummy Deck G3-G4 G3T G4T 6.75 - RE4x4 G4-G5 Dummy Deck G4-G5 G4T G5T 6.75 - RE4x4 T1 Pier Cap Cap1 Thru Cap8 C1T C7T 27.00 9.25" x 2.5" HP12x53 X1 Cross Between Bents X1 C11 C11B 5.00 9.25" x 2.5" 9.25"x2.5" X2 Cross Between Bents X2 C11 C12B 9.57 9.25" x 2.5" 9.25"x2.5" X3 Cross Between Bents X3 C12 C12B 5.00 9.25" x 2.5" 9.25"x2.5" X4 Cross Between Bents X4 C12B C13 12.48 9.25" x 2.5" 9.25"x2.5" X5 Cross Between Bents X5 C13 C13B 5.00 9.25" x 2.5" 9.25"x2.5" X6 Cross Between Bents X6 C23 C23B 5.00 9.25" x 2.5" 9.25"x2.5" X7 Cross Between Bents X7 C24 C23B 9.34 9.25" x 2.5" 9.25"x2.5" X8 Cross Between Bents X8 C24 C24B 5.00 9.25" x 2.5" 9.25"x2.5" X9 Cross Between Bents X9 C42 C41B 5.00 9.25" x 2.5" 9.25"x2.5" X10 Cross Between Bents X10 C43 C42B 5.00 9.25" x 2.5" 9.25"x2.5" X11 Cross Between Bents X11 C44 C43B 5.00 9.25" x 2.5" 9.25"x2.5" X12 Cross Between Bents X12 C63 C63B 5.00 9.25" x 2.5" 9.25"x2.5" X13 Cross Between Bents X13 C64 C63B 9.34 9.25" x 2.5" 9.25"x2.5" X14 Cross Between Bents X14 C64 C64B 5.00 9.25" x 2.5" 9.25"x2.5" X15 Cross Between Bents X15 C71 C71B 5.00 9.25" x 2.5" 9.25"x2.5" X16 Cross Between Bents X16 C71 C72B 9.57 9.25" x 2.5" 9.25"x2.5" X17 Cross Between Bents X17 C72 C72B 5.00 9.25" x 2.5" 9.25"x2.5" X18 Cross Between Bents X18 C73 C72B 12.48 9.25" x 2.5" 9.25"x2.5" X19 Cross Between Bents X19 C73 C73B 5.00 9.25" x 2.5" 9.25"x2.5"
Start Node
End Node
Bent 2B
C1Bb 6.000 0.000 0.729 C11b 8.000 0.000 0.972 C12b 16.100 0.000 1.956 C13b 27.457 0.000 3.337 C14b 29.840 0.000 3.626 C1Tb 30.840 0.000 3.748 C2Bb 6.000 0.000 3.950 C21b 8.000 0.000 4.437 C22b 15.329 0.000 6.223 C23b 16.100 0.000 6.410 C24b 23.682 0.000 8.257 C2Tb 30.840 0.000 10.001 C3Bb 6.000 0.000 11.164 C31b 8.000 0.000 11.164 C32b 11.687 0.000 11.164 C33b 15.329 0.000 11.164 C34b 16.100 0.000 11.164 C35b 19.817 0.000 11.164 C36b 29.331 0.000 11.164 C3Tb 30.840 0.000 11.164 C4Bb 6.000 0.000 17.248 C41b 8.295 0.000 17.248 C42b 15.329 0.000 17.248 C43b 24.574 0.000 17.248 C4Tb 30.840 0.000 17.248 C5Bb 6.000 0.000 23.331 C51b 8.000 0.000 23.331
Member ID Type RISA Labels Length Member Size RISA Size C52b 11.687 0.000 23.331 ft C53b 15.329 0.000 23.331
BC1 Column bC1a thru bC1e C1Bb C1Tb 25.023 11.75" x 11.75" 12"x12" C54b 16.100 0.000 23.331 BC2 Column bC2a thru bC2e C2Bb C2Tb 25.566 11.5" x 11.5" 12"x12" C55b 19.817 0.000 23.331 BC3 Column bC3a thru bC3e C3Bb C3Tb 24.840 12" x 12" 12"x12" C56b 29.331 0.000 23.331 BC4 Column bC4a thru bC4c C4Bb C4Tb 24.840 11.5" x 12" 12"x12" C5Tb 30.840 0.000 23.331 BC5 Column bC5a thru bC5e C5Bb C5Tb 24.840 11.5" x 11.5" 12"x12" C6Bb 6.000 0.000 30.545 BC6 Column bC6a thru bC6e C6Bb C6Tb 25.566 12" x 11.5" 12"x12" C61b 8.000 0.000 30.058 BC7 Column bC7a thru bC7e C7Bb C7Tb 25.023 11.75" x 11.75" 12"x12" C62b 15.329 0.000 28.273 BH1 Horizontal Brace bH1a thru bH1b C12b C34b 9.208 9.25"x2.5" 9.25"x2.5" C63b 16.100 0.000 28.085 BH2 Horizontal Brace bH2a thru bH2b C54b C72b 9.208 9.25"x2.5" 9.25"x2.5" C64b 23.682 0.000 26.238 BH3 Horizontal Brace bH3a thru bH3d C22b C62b 22.050 9"x2.5" 9.25"x2.5" C6Tb 30.840 0.000 24.495 BH4 Horizontal Brace bH4a thru bH4b C11b C31b 10.192 9.25"x2.5" 9.25"x2.5" C7Bb 6.000 0.000 33.766 BH5 Horizontal Brace bH5a thru bH5b C51b C71b 10.192 9.25"x2.5" 9.25"x2.5" C71b 8.000 0.000 33.523 BD1 Diagonal Brace bD1 C22b C32b 6.139 9.25"x2.5" 9.25"x2.5" C72b 16.100 0.000 32.539 BD2 Diagonal Brace bD2 C52b C62b 6.139 9.25"x2.5" 9.25"x2.5" C73b 27.457 0.000 31.159 BD7 Diagonal Brace bD7a thru bD7c C36b C63b 21.480 8.875" x 2.375" 9.25"x2.5" C74b 29.840 0.000 30.869 BD8 Diagonal Brace bD8a thru bD8c C23b C56b 21.480 8.875" x 2.375" 9.25"x2.5" C7Tb 30.840 0.000 30.748 BD9 Diagonal Brace bD9a thru bD9b C35b C14b 12.541 9.25" x 2.5" 9.25"x2.5" G4b 30.840 0.000 10.498 BD10 Diagonal Brace bD10a thru bD10b C55b C74b 12.541 9.25" x 2.5" 9.25"x2.5" G2b 30.840 0.000 23.998 BG1 Dummy Girder bG1 C7TB G1TB 0.500 - RE4x4 G1Tb 31.340 0.000 30.748 BG2 Dummy Girder bG2 G2B G2TB 0.500 - RE4x4 G2Tb 31.340 0.000 23.998 BG3 Dummy Girder bG3 C4TB G3TB 0.500 - RE4x4 G3Tb 31.340 0.000 17.248 BG4 Dummy Girder bG4 G4B G4TB 0.500 - RE4x4 G4Tb 31.340 0.000 10.498 BG5 Dummy Girder bG5 C1TB G5TB 0.500 - RE4x4 G5Tb 31.340 0.000 3.748 G1B-G2B Dummy Deck G1Tb-G2Tb G1TB G2TB 6.750 - RE4x4 G2B-G3B Dummy Deck G2Tb-G3Tb G2TB G3TB 6.750 - RE4x4 G3B-G4B Dummy Deck G3Tb-G4Tb G3TB G4TB 6.750 - RE4x4 G4B-G5B Dummy Deck G4Tb-G5Tb G4TB G5TB 6.750 - RE4x4 BT1 Pier Cap bCap1 Thru bCap8 C1Tb C7Tb 27.000 9.25" x 2.5" HP12x53 Ch1 Connecting channel channel1 C7T C7TB 5.007 C7x9.8 C7x9.8 Ch2 Connecting channel channel2 G2 G2B 5.007 C7x9.8 C7x9.8 Ch3 Connecting channel channel3 C4T C4TB 5.007 C7x9.8 C7x9.8 Ch4 Connecting channel channel4 G4 G4B 5.007 C7x9.8 C7x9.8 Ch5 Connecting channel channel5 C1T C1TB 5.007 C7x9.8 C7x9.8
Start Node End Node
SHEET NO.
CALCULATED BY
CHECKED BY
PIN
Girders **also may be referred to as beams or stringers
O.C. Spacing ft
Span 1 ft W30 x 90 @ kip/ft
Span 2 ft W30 x 90 @ kip/ft
Span 3 ft W30 x 148 @ kip/ft
Bridge Slope
Deck
Out-to-out width ft 4-1/4" Steel Grid Deck @ ksf See spec page at end
Width of overhang ft 6" (minimum, varies w/ 2% cross slope) concrete fill
No asphalt wearing surface
Railing and Curb and fence
Fence:
Chain mesh psf Posts lb/ft CL bearing to CL Bearing: ft Top Rail lb/ft ksf k/ft Posts between CL bearings: Bottom Rail lb/ft
Height ft Height ft spacing between posts: ft k/ft
G5 side: Steel 2-rail bridge railing, no curb, fence
Steel 2 rail bridge railing without curb: lb/ft k/ft
G1 side: Steel 4-rail bridge railing with 4 ft wide sidewalk, fence
Steel 4 rail bridge railing: lb/ft --> 2025 BM T6-2 k/ft
Side walk/curb width ft
Sidewalk average depth in. = ft
0.085
5.375 0.448
8 8.25 10.176 0.006
50 --> using 2019 BM T6-2, Two rail w/brush curb - (three-rail with brush curb - three rail curbless)
0.05
1.05 6 132.29 3
0.001 0.006 14 3
59.208 0.148
0.08
30 0.055
1.5
DESCRIPTION: Load Determination Calulcations for RISA - Bridge Geometry and Information
6.75
40.417 0.09
37.667 0.09
DATE
B&L NO. 1724.010
Plum Point Lane
1 OF
SNF DATE 7/2/2025
assumed
DCK 7/2/2025
CALCULATED BY
CHECKED BY
PIN
Utilities Only between G1 and G2
See spec pages at end
2-4" PVC conduits lb/ft per conduit * 2 = lb/ft = k/ft
1-3" PVC conduit lb/ft per conduit * 1 = lb/ft = k/ft
3-4" galvanized steel conduit lb/ft per conduit * 3 = lb/ft = k/ft k/ft
Multiply by 2 to account for wires: k/ft *2 = k/ft
Diaphragms C12 x 20.7 @ lb/ft = k/ft
Length: ft ft X k/ft = k/dia.
Span 1 Span 2 Span 3
Between G1 and G2: C12 x 20.7
Between the rest: C12 x 20.7
SIPS psf = ksf --> 2025 BM 5.7
3 3 4
4 0.004
# of dia. # of dia. # of dia.
5 5 7
20.7 0.0207
6.75
6.75 0.0207 0.140
10.30 30.90 0.031
0.0383
0.0383 0.077
DESCRIPTION: Load Determination Calulcations for RISA
2.75 5.50 0.006
1.94 1.94 0.002
DATE
B&L NO. 1724.010
2 OF
SNF DATE 7/2/2025
Plum Point Lane
CALCULATED BY
CHECKED BY
PIN
Interior Girder 4 - Dead Load
Deck:
4-1/4" steel grid deck ksf X ft = k/ft
Conc. Fill: Maximum Depth = in. Minimum Depth in.
Average Depth = in. = ft
Conc. Fill: kcf X ft X ft = k/ft
Total for deck = k/ft + k/ft = k/ft
Railing / Curb / Fence
Curb/sidewalk kcf X ft X ft = k/ft
Railing k/ft + k/ft = k/ft
Fence Mesh: ksf X ft = k/ft
Posts: k/ft per post X ft X 14 / ft = k/ft
Top and bottom rails: k/ft
Total for railing / curb / fence = k/ft + k/ft + 1.1 ( k/ft + k/ft + k/ft ) = k/ft k/ft / 5 = k/ft0.493 0.099
0.336 0.135 0.008 0.005 0.006 0.493
0.006 8.25 posts 132.29 0.005
0.006
0.336
0.05 0.085 0.135
0.001 8 0.008
0.371 0.653 1.024
0.15 5 0.448
7.740 0.645
0.15 6.75 0.645 0.653
DESCRIPTION: Load Determination Calulcations for RISA - Interior Girder 4 DL Calculations
0.055 6.75 0.371
8.550 6.930
DATE
B&L NO. 1724.010
Plum Point Lane
3 OF
SNF DATE 7/2/2025
Detail factor
# of girders
CALCULATED BY
CHECKED BY
PIN
Diaphragms
Span 1: k/dia. X 3 dia. X = k/girder
Span 2: k/dia. X 3 dia. X = k/girder
Span 3: k/dia. X 4 dia. X = k/girder
SIPS
ksf X ft = k/ft
Utilities NONE on G4
Selfweight (SW) from Girder
Span 1 and 2: k/ft X = k/ft Span 3: k/ft X = k/ft
TOTAL DL ON INTERIOR GIRDER 4
Span 1
Diaphragms
[ ft ( k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
Span 2
[ ft ( k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
Span 3
[ ft ( k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip38.84
0.432
23.617
59.21 1.024 0.099 0.027 0.152 0.576
25.325
37.67 1.024 0.099 0.027 0.093
40.42 1.024 0.099 0.027 0.093 0.432
0.148 1.03 0.152
Curb, railing, fence
Girder SWDeck SIPS
0.004 6.75 0.027
0.09 1.03 0.093
0.140 1.03 0.432
0.140 1.03 0.576
B&L NO. 1724.010
DESCRIPTION: Load Determination Calulcations for RISA - Interior Girder 4 DL Calculations
0.140 1.03 0.432
SNF DATE 7/2/2025
DATE
Plum Point Lane
4 OF
CALCULATED BY
CHECKED BY
PIN
Interior Girder 3 - Dead Load
Deck:
4-1/4" steel grid deck ksf X ft = k/ft
Conc. Fill: To left of CL
Max. Depth = in. Min. Depth = in.
Average Depth = in. = ft Width = ft
To right of CL
Max. Depth = in. Min. Depth = in.
Average Depth = in. = ft Width = ft
Conc. Fill: kcf X ft X ft + kcf X ft X ft = k/ft
Total for deck = k/ft + k/ft = k/ft
Railing / Curb / Fence
Same as G4 --> k/ft
0.703
0.3713 0.703 1.074
0.099
0.15 1.375 0.726
0.15 5.375 0.686
8.715 0.726 1.375
8.880 7.590
8.235 0.686 5.375
DESCRIPTION: Load Determination Calulcations for RISA - Interior Girder 3 DL Calculations
0.055 6.75 0.371
8.880 8.550
DATE
B&L NO. 1724.010
Plum Point Lane
5 OF
SNF DATE 7/2/2025
CALCULATED BY
CHECKED BY
PIN
Diaphragms Same as G4
Span 1: k/girder
Span 2: k/girder
Span 3: k/girder
SIPS Same as G4 k/ft
Utilities NONE on G3
Selfweight (SW) from Girder Same as G4
Span 1 and 2: k/ft Span 3: k/ft
TOTAL DL ON INTERIOR GIRDER 3
Span 1
Diaphragms
[ ft ( k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
Span 2
[ ft ( k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
Span 3
[ ft ( k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip40.321
0.432
24.559
59.21 1.074 0.099 0.027 0.152 0.576
26.336
37.67 1.074 0.099 0.027 0.093
40.42 1.074 0.099 0.027 0.093 0.432
0.093 0.152
Curb, railing, fence
Girder SWDeck SIPS
DESCRIPTION: Load Determination Calulcations for RISA - Interior Girder 3 DL Calculations
0.432
0.432
0.576
0.027
DATE
B&L NO. 1724.010
6 OF
SNF DATE 7/2/2025
CALCULATED BY
CHECKED BY
PIN
Interior Girder 2 - Dead Load
Deck:
4-1/4" steel grid deck ksf X ft = k/ft
Conc. Fill: Wedge on top:
Max. Depth = in. Min. Depth = in.
Average Depth = in. = ft Width = ft
Constant Section underneath:
Depth = in. = ft Width = ft
Conc. Fill: kcf X ft X ft + kcf X ft X ft = k/ft
Total for deck = k/ft + k/ft = k/ft
Railing / Curb / Fence
Same as G4 --> k/ft
0.572
0.3713 0.572 0.943
0.099
0.15 6.625 0.066
0.15 6.75 0.500
0.795 0.066 6.625
6.000 0.500 6.75
DESCRIPTION: Load Determination Calulcations for RISA - Interior Girder 2 DL Calculations
0.055 6.75 0.371
1.590 0.000
DATE
B&L NO. 1724.010
Plum Point Lane
7 OF
CALCULATED BY
CHECKED BY
PIN
Diaphragms
Span 1: k/dia. X 1/2 X ( 5 dia. + 3 dia. ) X = k/girder
Span 2: k/dia. X 1/2 X ( 5 dia. + 3 dia. ) X = k/girder
Span 3: k/dia. X 1/2 X ( 7 dia. + 4 dia. ) X = k/girder
SIPS Same as G4 k/ft
Utilities k/ft / 2 = k/ft
Selfweight (SW) from Girder Same as G4
Span 1 and 2: k/ft Span 3: k/ft
TOTAL DL ON INTERIOR GIRDER 2
Span 1
Utilities Diaphragms
[ ft ( k/ft + k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
Span 2
[ ft ( k/ft + k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
Span 3
[ ft ( k/ft + k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
0.152 0.792
37.69
22.886
59.21 0.943 0.099 0.027 0.0383
0.576
24.535
37.67 0.943 0.099 0.027 0.038 0.093 0.576
40.42 0.943 0.099 0.027 0.038 0.093
0.093 0.152
Curb, railing, fence
Girder SWDeck SIPS
0.140 1.03 0.792
0.027
0.077 0.0383
DESCRIPTION: Load Determination Calulcations for RISA - Interior Girder 2 DL Calculations
0.140 1.03 0.576
0.140 1.03 0.576
DATE
B&L NO. 1724.010
8 OF
SNF DATE 7/2/2025
CALCULATED BY
CHECKED BY
PIN
Exterior Girder 5 - Dead Load
Deck:
4-1/4" steel grid deck ksf X ft = k/ft
Conc. Fill: Sloped wedge on top:
Max. Depth = in. Min. Depth = in.
Average Depth = in. = ft Width = ft
Constant Section below
Depth = in. = ft Width = ft
Conc. Fill: kcf X ft X ft + kcf X ft X ft = k/ft
Total for deck = k/ft + k/ft = k/ft
Railing / Curb / Fence
Same as G4 --> k/ft
0.388
0.2681 0.388 0.656
0.099
0.15 3.875 0.039
0.15 4.875 0.500
0.465 0.039 3.875
6.00 0.500 4.875
DESCRIPTION: Load Determination Calulcations for RISA - Exterior Girder 5 DL Calculations
0.055 4.875 0.268
0.930 0.000
DATE
B&L NO. 1724.010
Plum Point Lane
9 OF
CALCULATED BY
CHECKED BY
PIN
Diaphragms
Span 1: k/dia. X 1/2 X 3 dia. X = k/girder
Span 2: k/dia. X 1/2 X 3 dia. X = k/girder
Span 3: k/dia. X 1/2 X 4 dia. X = k/girder
SIPS
ksf X ft / 2 = k/ft
Utilities NONE on G5
Selfweight (SW) from Girder Same as G4
Span 1 and 2: k/ft Span 3: k/ft
TOTAL DL ON INTERIOR GIRDER 5
Span 1
Diaphragms
[ ft ( k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
Span 2
[ ft ( k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
Span 3
[ ft ( k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip27.401
0.216
16.323
59.21 0.656 0.099 0.014 0.152 0.288
17.507
37.67 0.656 0.099 0.014 0.093
40.42 0.656 0.099 0.014 0.093 0.216
0.093 0.152
Curb, railing, fence
Girder SWDeck SIPS
0.140 1.03 0.288
0.004 6.75 0.0135
DESCRIPTION: Load Determination Calulcations for RISA - Exterior Girder 5 DL Calculations
0.140 1.03 0.216
0.140 1.03 0.216
DATE
B&L NO. 1724.010
10 OF
SNF DATE 7/2/2025
CALCULATED BY
CHECKED BY
PIN
Exterior Girder 1 - Dead Load
Deck:
4-1/4" steel grid deck ksf X ft = k/ft
Conc. Fill:
Constant Section
Depth = in. = ft Width =
Conc. Fill: kcf X ft X ft = k/ft
Total for deck = k/ft + k/ft = k/ft
Railing / Curb / Fence
Same as G4 --> k/ft0.099
0.15 4.875 0.500 0.366
0.268 0.366 0.634
DESCRIPTION: Load Determination Calulcations for RISA - Exterior Girder 1 DL Calculations
0.055 4.875 0.268
6.00 0.500 4.875
DATE
B&L NO. 1724.010
Plum Point Lane
11 OF
CALCULATED BY
CHECKED BY
PIN
Diaphragms
Span 1: k/dia. X 1/2 X 5 dia. X = k/girder
Span 2: k/dia. X 1/2 X 5 dia. X = k/girder
Span 3: k/dia. X 1/2 X 7 dia. X = k/girder
SIPS Same as G5 k/ft
Utilities Same as G2 k/ft
Selfweight (SW) from Girder Same as G4
Span 1 and 2: k/ft Span 3: k/ft
TOTAL DL ON INTERIOR GIRDER 1
Span 1
Utilities Diaphragms
[ ft ( k/ft + k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
Span 2
[ ft ( k/ft + k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
Span 3
[ ft ( k/ft + k/ft + k/ft + k/ft + k/ft ) + k ] / 2 supports
= Kip
0.152 0.504
27.977
16.693
59.21 0.634 0.099 0.014 0.038
0.360
17.899
37.67 0.634 0.099 0.014 0.038 0.093 0.360
Curb, railing, fence
Girder SWDeck SIPS
40.42 0.634 0.099 0.014 0.038 0.093
0.140 1.03 0.504
0.0135
0.038
0.093 0.152
DESCRIPTION: Load Determination Calulcations for RISA - Exterior Girder 1 DL Calculations
0.140 1.03 0.360
0.140 1.03 0.360
DATE
B&L NO. 1724.010
Plum Point Lane
12 OF
Plum Point Lane
13 OF
Using 55 psf, about the average and considering these decks do not have a concrete layer on top
Spec sheets used in dead load calulations:
14 OF
15 OF
CALCULATED BY
CHECKED BY
PIN
LIVE LOAD
Using LFD - Standard Specifications for Highway Bridges
Span 1 ft
Span 2 ft
Span 3 ft
Lane Load: k/ft longitudinally Concentrated Load: k
Span 1
As a transverse load: k/ft X 1/2 X ft / ft = k/ft k / ft = k/ft k/ft
Span 2
As a transverse load: k/ft X 1/2 X ft / ft = k/ft k / ft = k/ft k/ft
Span 3
As a transverse load: k/ft X 1/2 X ft / ft = k/ft k / ft = k/ft k/ft
Plum Point Lane
16 OF
SNF DATE 7/2/2025
2.60
4.49
DESCRIPTION: Load Determination Calulcations for RISA - LL Calculations
40.417
37.667
59.208
DATE
B&L NO. 1724.010
40.417 10 1.29
260.640
0.640
2.60
3.81
0.640 59.208 10 1.89
26 10 2.60
3.89
0.640 37.667 10 1.21
26 10
26 10
DCK 7/7/2025
CALCULATED BY
CHECKED BY
PIN
With one lane open:
TOTAL DL ON INTERIOR GIRDER 1
With two:
SNF DATE 7/2/2025
DATE
Plum Point Lane
17 OF
B&L NO. 1724.010
DESCRIPTION: Load Determination Calulcations for RISA - LL Calculations
CALCULATED BY
CHECKED BY
PIN
Truck Now using CL Brg to CL Brg spans
Utilizing this table from SSHB: Span 1 ft
Span 2 ft
Span 3 ft
Span 1: L = ft
R1A = k / 2 = k per wheel line
Span 2: L = ft
R1B = R2A = k / 2 = k per wheel line
Span 3: L = ft
R2B = k / 2 = k per wheel line
Plum Point Lane
18 OF
32.917
54.208
35.667
SNF DATE 7/2/2025
DATE
B&L NO. 1724.010
DESCRIPTION: Load Determination Calulcations for RISA - LL Calculations
35.667
59.642 29.821
25.775
54.208
32.917
26.76553.53
51.550
CALCULATED BY
CHECKED BY
PIN
With one lane open: With two:
With two:
DESCRIPTION: Load Determination Calulcations for RISA - LL Calculations
DATE
B&L NO. 1724.010
Plum Point Lane
19 OF
CALCULATED BY
CHECKED BY
PIN
Lane Load: Two Lane loaded
Bent 1A - look at span 1
Scenario: Two lanes loaded , 3a
Scenario: Two lanes loaded , 3b
ADD point load to G5T: kip
Scenario: Two lanes loaded , 3c
Scenario: Two lanes loaded , 3d
ADD point load to G5T: kip
Direction
X
X
X
DESCRIPTION: Live Load Application in RISA
DATE
B&L NO. 1724.010
Plum Point Lane
20 OF
SNF DATE 7/10/2025
k/ft k/ft
-3.89 -3.89
-3.89 -3.89
-3.89 -3.89
Member Label
G1-G2
G2-G3
G3-G4
G4-G5
-1.95 k/ft k/ft
X -3.89 -3.89 11.11% 100.00% k/ft k/ft % %
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
0.00%
End Loc.
100.00%
100.00%
100.00%
48.15%
Start Loc.
51.85%
0.00%
0.00%
-3.89 -3.89
End Mag.
X
Start Mag.
G2-G3 X -3.89 -3.89 0.00% 100.00%
G1-G2 X -3.89 -3.89 81.48% 100.00%
-1.95
Member Label Start Mag. End Mag. Start Loc. End Loc.
G4-G5 X -3.89 -3.89 0.00% 100.00%
G3-G4 X -3.89 -3.89 0.00% 100.00%
G2-G3 k/ft k/ft % %
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G4-G5 X -3.89 -3.89 0.00% 77.78%
G3-G4 X -3.89 -3.89 0.00% 100.00%
Direction
G4-G5 X -3.89 -3.89 0.00% 100.00%
G1-G2 X -3.89 -3.89 51.85% 100.00%
G3-G4 X -3.89 -3.89 59.26% 100.00%
G2-G3 X -3.89 -3.89 0.00% 100.00%
NOTE: G1-G5 are right to left to match record plans. The dummy members on RISA used to apply live load also have start node on right and end node on left.
DCK 7/10/25
CALCULATED BY
CHECKED BY
PIN
Bent 1B - look at span 2
Scenario: Two lanes loaded , 3a
Scenario: Two lanes loaded , 3b
ADD point load to G5TB: kip
Scenario: Two lanes loaded , 3c
Scenario: Two lanes loaded , 3d
ADD point load to G5TB: kip
End Mag.
DESCRIPTION: Load Determination Calulcations for RISA
DATE
B&L NO. 1724.010
21 OF
SNF DATE 7/10/2025
Plum Point Lane
G2B-G3B X -3.81 -3.81 0.00% 100.00% k/ft k/ft % %
G1B-G2B X -3.81 -3.81 51.85% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
Member Label Direction Start Mag. Start Loc. End Loc.
k/ft k/ft % %
G4B-G5B X -3.81 -3.81 0.00% 48.15%
G3B-G4B X -3.81 -3.81 0.00% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G4B-G5B X -3.81 -3.81 0.00% 100.00%
-1.90
G3B-G4B X -3.81 -3.81 0.00% 100.00%
G2B-G3B X -3.81 -3.81 11.11% 100.00%
G3B-G4B X -3.81 -3.81 0.00% 100.00%
G2B-G3B X -3.81 -3.81 0.00% 100.00% k/ft k/ft % %
G1B-G2B X -3.81 -3.81 81.48% 100.00% k/ft k/ft % %
G1B-G2B X -3.81 -3.81 51.85% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G4B-G5B X -3.81 -3.81 0.00% 77.78%
G4B-G5B X -3.81 -3.81 0.00% 100.00%
G3B-G4B X -3.81 -3.81 59.26% 100.00%
-1.90
G2B-G3B X -3.81 -3.81 0.00% 100.00%
CALCULATED BY
CHECKED BY
PIN
Bent 2A - look at span 2
Scenario: Two lanes loaded , 3a
Scenario: Two lanes loaded , 3b
ADD point load to G5TB: kip
Scenario: Two lanes loaded , 3c
Scenario: Two lanes loaded , 3d
ADD point load to G5TB: kip
DESCRIPTION: Load Determination Calulcations for RISA
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
DATE
B&L NO. 1724.010
Plum Point Lane
22 OF
SNF DATE 7/10/2025
G3B-G4B X -3.81 -3.81 0.00% 100.00%
G2B-G3B X -3.81 -3.81 0.00% 100.00% k/ft k/ft % %
G1B-G2B X -3.81 -3.81 51.85% 100.00% k/ft k/ft % %
G2B-G3B X -3.81 -3.81 11.11% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G4B-G5B X -3.81 -3.81 0.00% 48.15%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G4B-G5B X -3.81 -3.81 0.00% 100.00%
-1.90
G3B-G4B X -3.81 -3.81 0.00% 100.00%
G3B-G4B X -3.81 -3.81 0.00% 100.00%
G2B-G3B X -3.81 -3.81 0.00% 100.00% k/ft k/ft % %
G1B-G2B X -3.81 -3.81 81.48% 100.00% k/ft k/ft % %
G1B-G2B X -3.81 -3.81 51.85% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G4B-G5B X -3.81 -3.81 0.00% 77.78%
G4B-G5B X -3.81 -3.81 0.00% 100.00%
G3B-G4B X -3.81 -3.81 59.26% 100.00%
-1.90
G2B-G3B X -3.81 -3.81 0.00% 100.00%
CALCULATED BY
CHECKED BY
PIN
Bent 2B - look at span 3
Scenario: Two lanes loaded , 3a
Scenario: Two lanes loaded , 3b
ADD point load to G5T: kip
Scenario: Two lanes loaded , 3c
Scenario: Two lanes loaded , 3d
ADD point load to G5T: kip
DESCRIPTION: Load Determination Calulcations for RISA
End Loc.
k/ft k/ft %
DATE
B&L NO. 1724.010
Plum Point Lane
23 OF
SNF DATE 7/10/2025
G3-G4 X -4.49 -4.49 0.00% 100.00%
G2-G3 X -4.49
Member Label Direction Start Mag. End Mag. Start Loc.
-4.49 0.00% 100.00%
G1-G2 X -4.49 -4.49 51.85% 100.00% k/ft k/ft % %
G2-G3 X -4.49 -4.49 11.11% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G4-G5 X -4.49 -4.49 0.00% 48.15%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G4-G5 X -4.49 -4.49 0.00% 100.00%
-2.25
G3-G4 X -4.49 -4.49 0.00% 100.00%
G3-G4 X -4.49 -4.49 0.00% 100.00%
G2-G3 X -4.49 -4.49 0.00% 100.00% k/ft k/ft % %
G1-G2 X -4.49 -4.49 81.48% 100.00% k/ft k/ft % %
G1-G2 X -4.49 -4.49 51.85% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G4-G5 X -4.49 -4.49 0.00% 77.78%
G4-G5 X -4.49 -4.49 0.00% 100.00%
G3-G4 X -4.49 -4.49 59.26% 100.00%
-2.25
G2-G3 X -4.49 -4.49 0.00% 100.00%
CALCULATED BY
CHECKED BY
PIN
Lane Load: One Lane loaded Lane Load: One Lane loaded
Bent 1A - look at span 1 Bent 1B - look at span 2
Scenario: One lane loaded , 1a Scenario: One lane loaded , 1a
Scenario: One lane loaded , 1b Scenario: One lane loaded , 1b
Scenario: One lane loaded , 1c Scenario: One lane loaded , 1c
Plum Point Lane
24 OF
B&L NO. 1724.010
DESCRIPTION: Load Determination Calulcations for RISA
Member Label Direction Start Mag. End Mag.
SNF DATE 7/10/2025
DATE
G2-G3 X -3.89 -3.89 0.00% 100.00%
G1-G2 X -3.89 -3.89 51.85% 100.00%
Start Loc. End Loc.
k/ft k/ft % %
G2-G3 X -3.89 -3.89 0.00% 100.00% k/ft k/ft % %
G1-G2 X -3.89 -3.89 81.48% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G1-G2 X -3.89 -3.89 66.67% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G3-G4 X -3.89 -3.89 0.00% 29.63% k/ft k/ft % %
G1B-G2B X -3.81 -3.81 51.85% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G3-G4 X -3.89 -3.89 0.00% 14.81%
G2-G3 X -3.89 -3.89 0.00% 100.00% k/ft k/ft % % k/ft k/ft % %
G1B-G2B X -3.81 -3.81 81.48% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G2B-G3B X -3.81 -3.81 0.00% 100.00%
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G3B-G4B X -3.81 -3.81 0.00% 29.63%
G2B-G3B X -3.81 -3.81 0.00% 100.00%
G3B-G4B X -3.81 -3.81 0.00% 14.81%
G2B-G3B X -3.81 -3.81 0.00% 100.00% k/ft k/ft % %
G1B-G2B X -3.81 -3.81 66.67% 100.00%
CALCULATED BY
CHECKED BY
PIN
Lane Load: One Lane loaded Lane Load: One Lane loaded
Bent 2A - look at span 2 Bent 2B - look at span 3
Scenario: One lane loaded , 1a Scenario: One lane loaded , 1a
Scenario: One lane loaded , 1b Scenario: One lane loaded , 1b
Scenario: One lane loaded , 1c Scenario: One lane loaded , 1c
SNF DATE 7/10/2025
Plum Point Lane
DESCRIPTION: Load Determination Calulcations for RISA
Member Label Direction Start Mag. End Mag.
DATE
B&L NO. 1724.010
25 OF
G1-G2 X -4.49 -4.49 51.85% 100.00%G1B-G2B X -3.81 -3.81 51.85% 100.00%
Start Loc. End Loc.
k/ft k/ft % % k/ft k/ft % %
Start Loc. End Loc. Member Label Direction Start Mag. End Mag.
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G2-G3 X -4.49 -4.49 0.00% 100.00%G2B-G3B X -3.81 -3.81 0.00% 100.00%
-4.49 -4.49 81.48% 100.00%
G2B-G3B X -3.81 -3.81 0.00% 100.00%
G1B-G2B X -3.81 -3.81 81.48% 100.00% G1-G2 X k/ft k/ft % % k/ft k/ft
G3-G4 X -4.49 -4.49 0.00% 29.63%G3B-G4B X -3.81 -3.81 0.00% 29.63%
G2-G3 X -4.49 -4.49 0.00% 100.00%
G1B-G2B X -3.81 -3.81 66.67% 100.00% G1-G2 X k/ft k/ft % % k/ft k/ft
Member Label Direction Start Mag. End Mag. Start Loc. End Loc.Member Label Direction Start Mag. End Mag. Start Loc. End Loc.
G3B-G4B X -3.81 -3.81 0.00% 14.81%
G2-G3 X -4.49 -4.49 0.00% 100.00%
-4.49 -4.49 66.67% 100.00%
G2B-G3B X -3.81 -3.81 0.00% 100.00%
G3-G4 X -4.49 -4.49 0.00% 14.81%
CALCULATED BY
CHECKED BY
PIN
Truck Load: Both lanes open - pier 1 Bent 1a kip
Bent 1b kip
Scenario 4a - bent 1a Scenario 4a - bent 1b
Scenario 4b - bent 1a Scenario 4b - bent 1b
Scenario 4c - bent 1a Scenario 4c - bent 1b
DESCRIPTION: Load Determination Calulcations for RISA
SNF DATE 7/10/2025
DATE
Plum Point Lane
26 OF
B&L NO. 1724.010
-25.78 77.78%
26.765
29.63%
18.52%
-25.78 81.48%
-25.78 88.89%
P
25.775
Mag.
X -26.77 40.74%
G3-G3 X -26.77 29.63%
Member Label Direction Mag. Loc.
kip %
G2-G3
-25.78 29.63%
G3B-G4B X -25.78 88.89%
Loc.
kip %
G2B-G3B X -25.78 40.74%
G4-G5 X -26.77 77.78%
Member Label Direction
G3B-G4B X
G4B-G5B X
G3-G4 X -26.77 88.89%
X -25.78 81.48%
G2-G3 X -26.77 70.37% G2B-G3B X 70.37%
Loc.
kip % kip %
G1-G2 X -26.77 81.48% G1B-G2B
Member Label Direction Mag. Loc. Member Label Direction Mag.
Member Label Direction Mag. Loc. Member Label Direction Mag. Loc.
G3B-G4B X
G4B-G5B X
-25.78
-25.78
-25.78
G3-G4 X -26.77 29.63%
G4-G5 X -26.77 18.52%
G2-G3 X -26.77 70.37% G2B-G3B X -25.78 70.37% kip % kip %
G1-G2 X -26.77 81.48% G1B-G2B X
G4-G5 X -26.77 77.78% G4B-G5B X -25.78 77.78%
G3-G4 X -26.77 88.89% G3B-G4B X
CALCULATED BY
CHECKED BY
PIN
Scenario 4d - bent 1a Scenario 4d - bent 1b
Scenario 4e - bent 1a Scenario 4e - bent 1b
Scenario 4f - bent 1a Scenario 4f - bent 1b
DATE
B&L NO. 1724.010
Plum Point Lane
27 OF
SNF DATE 7/10/2025
DESCRIPTION: Load Determination Calulcations for RISA
Member Label Direction Mag. Loc. Member Label Direction Mag. Loc.
kip % kip %
-25.78 59.26%G3-G4 X -26.77 59.26% G3B-G4B X
-25.78 11.11%
G2-G3 X -26.77 100% G2B-G3B X -25.78 100%
G2-G3 X -26.77 11.11% G2B-G3B X
Mag. Loc.
kip % kip %
Member Label Direction Mag. Loc. Member Label Direction
G4-G5 X -26.77 48.15% G4B-G5B X -25.78 48.15%
-25.78 48.15%
G4-G5 X -26.77 37.04% G4B-G5B X -25.78 37.04%
G3-G4 X -26.77 48.15% G3B-G4B X
-25.78 0.00%
G2-G3 X -26.77 88.89% G2B-G3B X -25.78 88.89%
G2-G3 X -26.77…
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