Quincy National Cemetary Bridge Analysis Final Report.pdf

Quincy National Cemetery | Quincy, IL AE Structural Integrity Study and Recommenda ons for Repairs

VA TASK ORDER #: 36C78623D0033/36C78624N0263

VA PROJECT #: 820-MR24-027

ANDERSON PROJECT #: 17833

March 18, 2024

CLIENT / OWNER

Department of Veterans Affairs

Contact: Mr. Richard Adu

Contracting Officer National Cemetery Administration (NCA) Department of Veterans Affairs Contracting Services (43C)

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PROJECT DESIGN TEAM:

PROJECT MANAGEMENT/STRUCTURAL

Anderson Engineering of MN, LLC

Contact: Adam Adams, Principal Structural Engineer/Sco Vedvei, Sr. Structural Engineer

13605 1st Avenue North, Suite 100

Plymouth, MN 55441

(763) 412-4000

COST ESTIMATING

OCMI

Contact: Kyle Veater

2100 N Greenville Ave

Richardson, TX 75082

(757) 803-7517

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CONTENTS

Execu ve Summary………………………………………………………….3

Current Condi ons and Site Visit Summary………………………3

Structural Analysis……………………………………………………………4

Bank Stabiliza on……………………………………………………………..4

Remedia on and Risk Mi ga on……………………………………4-5

Cost Es mate……………………………………………………………………5

Appendix A: Site Photographs………………………………………6-12

Appendix B: Field Dimensions…………………………………….13-17

Appendix C: Cost Es mate………………………………………….18-30

Appendix D: Structural Calcula ons………………………….31-104

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EXECUTIVE SUMMARY

Quincy Na onal Cemetery serves as the final res ng place of United States soldiers from the Civil War. A stone arch bridge is used to cross the Emery Creek to enter the cemetery. This bridge has served its purpose for many years and is considered a historical structure.

Over me the Emery Creek has induced a high level of stress and erosion on the bridge and piers due to the high flow levels and various debris and sediment flowing in the creek. This, along with the watershed from the cemetery and surrounding area, can cause washouts and weathering of the mortar between the stones of the bridge. A structural assessment of the bridge in its current condi ons has been requested due to a few loca ons where some apparent failures have occurred, and no ceable cracks have formed.

CURRENT CONDITIONS AND SITE VISIT SUMMARY

The Anderson Engineering team made a site visit on Thursday, January 25, 2024 to gain field data and assess the condi on of the damage to the bridge. Field verifica on of dimensions of the stone arches were made and can be seen in the a ached drawings in appendix B.

Some of the assump ons made were that the arched tunnels run solid through the bridge, and that the spandrel walls act as retaining walls to hold in the soil on top of the bridge. The observa ons of interest were the cracks running through all three arches on the west side of the bridge between 12”-28” from the outermost edge and running mostly parallel to the edge of the tunnels. These can be seen in images 1 and 2 in appendix A. The por on shown in the contract photos with the bridge crumbling was found to be the southern wall of the center arch. The damaged area was about 2’-6” above the base and about 6’- 5” in from the western edge of the bridge and is shown in images 3 and 4 in appendix A.

A er talking with site managers, the poten al source of the many of the cracks and loosened bridge stones could be due to watershed and erosion issues. Both the north and south banks on the west side of the bridge have frequent soil washout concerns. Many a empts by the maintenance crews at fixing the washout concern have been ul mately unsuccessful as the erosion appears to s ll be plaguing the bridge structure. Images 5 through 10 in appendix A show the current condi ons around the corners of the bridge and show some erosion and washout occurring, as well as some of the a empts at filing them with a combina on of rip rap and in some places a concrete mix.

We were made aware that the north abutment pier had water that had undercut and washed out some of the stones at the base of the pier. This has since been fixed with replacement stones and mortar and can be seen in the image 11 in appendix A. While the current washout/erosion issues are not structural by nature, they could quickly become structural concerns. As the history of this bridge has shown, if le unaddressed this could con nue to erode the bridge abutment piers, and eventually cause further concerns with the condi ons of the bridge’s structural integrity. It was also stated that equipment of significant weight (30-kip trucks and equipment) is driven over this bridge. That informa on was used in the general structural analysis of the bridge components.

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STRUCTURAL ANALYSIS

A structural analysis of the stone arches was performed modeling loads equivalent to a 32-kip axle load, or the HL93 design truck vehicular live load from the AASHTO Bridge Design Specifica ons. This loading is equal to or greater than the equipment that was reported to be needed to service the cemetery. We used a 3D modeling so ware called RISA 3D to perform the proper structural analysis to determine if there are loading concerns for the exis ng components. As there is not a design guide for stone bridges, some general hand calcula ons we made as well, to determine if our findings from RISA 3D analysis made sense and coincided with our hand calcula ons. The analysis shows that in our professional opinion the stone arches and piers are adequate to support the appropriate AASHTO loading criteria. We feel that these calcula ons represent the actual condi ons that were seen in our site visit as well. We did not see signs of overall se lement or differen al se lement in the bridge, which would have caused an excessive amount of cracking.

The longitudinal cracks parallel to the edge of the arches are not uncommon for this type of structure and are not signs of major structural failures. These are likely are caused by mul ple freeze-thaw cycles with water in the backfill that was unable drain out. Cracking that would be caused from excess loading on top of the bridge and would pose significant structural concern would be running horizontal across the tunnel.

The spalling and crumbling shown in the contract photos was likely caused by erosion with debris flowing through the tunnels that is con nuously colliding with the sidewall. This is a general assump on with many variables, but one that would explain the current condi ons. Over me, water flowing through coupled with freeze-thaw cycles could have caused the cracks to worsen to its current state.

BANK STABILIZATION

The northeast corner of the upstream side of the bridge has had some significant bank stabiliza on as part of a previous design. This appears to be providing the proper stabiliza on as needed for the design and currently doesn’t show signs of failures. The downstream side, however, currently does not have any stabiliza on mi ga on and is a significant part of the current and poten al future structural concerns for this bridge. In order to properly provide informa on on the stabiliza on, a watershed study should be conducted to help control water runoff from the surrounding areas to alleviate some of the undercu ng of the spandrel walls and abutment piers. If this is not done, water will con nue to erode these loca ons and major structural damages and concerns could happen.

REMEDIATION AND RISK MITIGATION

The current cracks and damaged stones should all be tuck-pointed and regrouted to repair the arches and piers to their original states and prevent any further weathering that could create structural concerns from occurring. The process of removing the stones and regrou ng them in place should be done to the extent that any loose grout or excessive cracks are removed and or no longer visible.

According to our conversa on with Ed Hooker from the VA on the SHPO requirements, natural hydraulic lime mortar should be used for the grou ng to follow the historic structure restora on criteria.

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Preliminary observa ons to mi gate the stormwater away from the bridge abutment may include providing a wing-wall at the top of the slope to direct the stormwater away, or installing rip-rap or another erosion control device on the down slope. Addi onal stormwater mi ga on op ons could include storm sewer structures and pipes to collect and divert the stormwater away from the bridge.

It is our understanding that the bridge is located in a floodplain, and a City of Quincy Floodway Permit will be required for any construc on in the floodplain. Certain construc on ac vi es may also require permits from the Corp of Engineers, the Department of Water Resources of the Illinois Department of Transporta on, and the Environmental Protec on Agency prior to the issuance of the Floodway Permit.

Our professional opinion is that the bridge, in its current condi on, does not require immediate shoring for foot traffic. However, our opinion is also that the bridge should not be used for vehicle traffic un l the tuck point remedia ons have taken place due the unforeseeable future effects of erosion from the creek. The immediate structural bridge shoring that would be required to allow vehicle traffic does not prevent the furthering of erosion damage to the piers and spandrel walls. Bank stabiliza on remedia ons are highly recommended to prevent future erosion and structural concerns, but not required for immediate use of vehicle traffic on the bridge.

Our opinion is that the risk factor with respect to meline for the bank stabiliza on would be now.

Erosion due to waterflow is very unpredictable and could undermine the abutment piers with any high creek flow and watershed from the surrounding area.

COST ESTIMATE

The provided Rough Order of Magnitude (ROM) cost es mate captures the opinion of probable cost for the cracked stone/grout tuckpoint repair and bank stabiliza on measures outlined in this preliminary report. As detailed, the ROM es mate does not include design, permi ng, or land acquisi on costs. It is assumed that a selected contractor would be afforded space for setup (trailer) and laydown (materials) on or immediately adjacent to Quincy Na onal Cemetery property. At present, the basis of es mate assumes an approximate construc on dura on of six (6) months from mobiliza on to substan al comple on.

Inclusive of the Tuckpoint and Bank Stabiliza on scopes, the current ROM es mates cost is $608,135.

Given the preliminary nature of this report and the engineering design s ll to be completed, a Design Con ngency of 25%, as a factor of Direct Costs, is included within the es mate. S ll, for budge ng purposes it may be most appropriate to consider a cost range un l the project is more thoroughly developed. OCMI suggests a range of -15% -- +25% ($516,800 - $760,168) be considered for early budge ng purposes.

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APPENDIX A: SITE PHOTOGRAPHS

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Image 1 Image 2

Images 1 & 2 show some longitudinal cracking running along the west edge of the tunnels. These cracks are more indica ve of freeze-thaw cycles and general weathering than they are of a structural loading failure.

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Image 3 Image 4

Images 3 & 4 show damage that was sent and described in the contract. This damage is likely caused by erosion from the water and debris flowing through the tunnels.

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Image 5 : SE Corner Image 6: SE Corner

Images 5 & 6 show the exis ng condi ons of the southeast corner of the bridge abutments and how water has undercut and eroded some of the back fill. They also show the past a empts at remedia ng the problem with different types of rip rap back fill and concrete infill.

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Image 7: SW Corner Image 8: SW Corner

Images 7 & 8 show the exis ng condi ons of the southwest corner of the bridge abutments and how

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Image 9: NW Corner Image 10: NW Corner

Images 9 & 10 show the exis ng condi ons of the northwest corner of the bridge abutments and how

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Image 11

Image 11 shows where the abutment pier has previously been restored due to water eroding the backfill and undercu ng the bo om of the pier.

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APPENDIX B: FIELD DIMENSIONS

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Figure 1: Overall site plan with added dimension to es mated property line.

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Figure 2: Plan view bridge dimensions.

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Figure 3: Tunnel eleva on dimensions.

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Figure 4: Tunnel eleva on dimensions.

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Appendix C: Cost Es mate

National Cemetery Administration

Quincy National Cemetery Bridge Repair

Quincy, IL

Anderson Engineering of MN

ROUGH ORDER OF MAGNITUDE

OCMI JOB #: 240007.000

11 March 2024

Quincy, IL

ROUGH ORDER OF MAGNITUDE OCMI JOB #: 240007.000 | 11 March 2024

Quincy Report Prelim.docxSpecifications and Reports

COST ESTIMATE

INTRODUCTORY NOTES

This estimate is based on verbal direction from the client and the following items, received 01 March 2024:

Construction start date of June 2025

The following items are excluded from this estimate:

Professional fees.

Building permits and fees.

Inspections and tests.

Furniture, fixtures & equipment, except as noted.

Installation of owner furnished equipment.

Construction change order contingency.

Overtime.

Hazardous material abatement/removal.

Items referenced as NOT INCLUDED or NIC in estimate.

The midpoint of construction of September 2025 is based on:

We strongly advise the client to review this estimate in detail. If any interpretations in this estimate appear to differ from those intended by the design documents, they should be addressed immediately.

Estimated construction duration of 06 months

This estimate is based on a Design-Bid-Build delivery method.

This estimate is based on prevailing wage labor rates.

This estimate is based on a detailed measurement of quantities. We have made allowances for items that were not clearly defined in the drawings. The client should verify these allowances.

This estimate is based on a minimum of four competitive bids and a stable bidding market.

This estimate should be updated if more definitive information becomes available, or if there is any change in scope.

ROUGH ORDER OF MAGNITUDE OCMI JOB #: 240007.000 | 11 March 2024

ELEMENT TOTAL COST

01. TUCKPOINT & REGROUT STONES $406,398

02. BANK STABILIZATION $201,738

TOTAL CONSTRUCTION COST $608,135

PROJECT SUMMARY

Prepared by: OCMI Sheet 1 of 10

ROUGH ORDER OF MAGNITUDE OCMI JOB #: 240007.000 | 11 March 2024

ELEMENT TOTAL COST

01. TUCKPOINT & REGROUT STONES $246,408

02. BANK STABILIZATION $122,318

TOTAL NET DIRECT COST $368,726

GENERAL MARKUPS

DESIGN CONTINGENCY 25.00% $92,182

ESCALATION TO MIDPOINT 09/2025 6.75% $31,111

CONTRACTOR OVERHEAD AND PROFIT 20.00% $98,404

BONDS & INSURANCE 3.00% $17,713

TOTAL CONSTRUCTION COST $608,135

DETAILED PROJECT SUMMARY

Prepared by: OCMI Sheet 2 of 10

TUCKPOINT & REGROUT STONES

Quincy, IL

ROUGH ORDER OF MAGNITUDE OCMI JOB #: 240007.000 | 11 March 2024

ELEMENT TOTAL COST

G. BUILDING SITEWORK $83,408

Z. GENERAL $163,000

NET DIRECT BUILDING COST $246,408

DESIGN CONTINGENCY 25.00% $61,602

SUBTOTAL $308,010

ESCALATION TO MIDPOINT 09/2025 6.75% $20,791

SUBTOTAL $328,801

CONTRACTOR OVERHEAD AND PROFIT 20.00% $65,760

SUBTOTAL $394,561

BONDS & INSURANCE 3.00% $11,837

TOTAL BUILDING COST $406,398

BUILDING SUMMARY

Prepared by: OCMI Sheet 3 of 10

Quincy, IL

ROUGH ORDER OF MAGNITUDE OCMI JOB #: 240007.000 | 11 March 2024

ELEMENT TOTAL COST

G90 OTHER SITE CONSTRUCTION $83,408

Z10 GENERAL $163,000

NET DIRECT BUILDING COST $246,408

DESIGN CONTINGENCY 25.00% $61,602

SUBTOTAL $308,010

ESCALATION TO MIDPOINT 09/2025 6.75% $20,791

SUBTOTAL $328,801

CONTRACTOR OVERHEAD AND PROFIT 20.00% $65,760

SUBTOTAL $394,561

BONDS & INSURANCE 3.00% $11,837

TOTAL BUILDING COST $406,398

DETAILED SUMMARY

Prepared by: OCMI Sheet 4 of 10

Quincy, IL

ROUGH ORDER OF MAGNITUDE OCMI JOB #: 240007.000 | 11 March 2024

DESCRIPTION QUANTITY UNIT UNIT RATE ESTIMATED COST

G. BUILDING SITEWORK

G90 OTHER SITE CONSTRUCTION

G9090 OTHER SITE CONSTRUCTION $83,408

$83,408

G. BUILDING SITEWORK TOTAL $83,408

Z. GENERAL

Z10 GENERAL

Z1010 GENERAL $163,000

$163,000

Z. GENERAL TOTAL $163,000

Prepared by: OCMI Sheet 5 of 10

Quincy, IL

ROUGH ORDER OF MAGNITUDE OCMI JOB #: 240007.000 | 11 March 2024

DESCRIPTION QUANTITY UNIT UNIT RATE ESTIMATED COST

G. BUILDING SITEWORK

G90 OTHER SITE CONSTRUCTION

G9090 OTHER SITE CONSTRUCTION

Temporary Water Diversion 3 EA 10,000.00 $30,000 Tuckpoint stone 1,802 SF 22.79 $41,083 Clean and prep. masonry 1,802 SF 6.84 $12,325

$83,408

G90 OTHER SITE CONSTRUCTION TOTAL $83,408

G. BUILDING SITEWORK TOTAL $83,408

Z. GENERAL

Z10 GENERAL

Z1010 GENERAL

General Conditions

Superintendent 6 MO 20,000.00 $120,000 General Requirements

Trailer set-up 1 LS 10,000.00 $10,000 Trailer rental 6 MO 3,000.00 $18,000 Supplies 6 MO 750.00 $4,500 Crane 3 MO 3,500.00 $10,500

$163,000

Z10 GENERAL TOTAL $163,000

Z. GENERAL TOTAL $163,000

Prepared by: OCMI Sheet 6 of 10

BANK STABILIZATION

Quincy, IL

ROUGH ORDER OF MAGNITUDE OCMI JOB #: 240007.000 | 11 March 2024

ELEMENT TOTAL COST

G. BUILDING SITEWORK $122,318

NET DIRECT BUILDING COST $122,318

DESIGN CONTINGENCY 25.00% $30,580

SUBTOTAL $152,898

ESCALATION TO MIDPOINT 09/2025 6.75% $10,321

SUBTOTAL $163,218

CONTRACTOR OVERHEAD AND PROFIT 20.00% $32,644

SUBTOTAL $195,862

BONDS & INSURANCE 3.00% $5,876

TOTAL BUILDING COST $201,738

BUILDING SUMMARY

Prepared by: OCMI Sheet 7 of 10

Quincy, IL

ROUGH ORDER OF MAGNITUDE OCMI JOB #: 240007.000 | 11 March 2024

ELEMENT TOTAL COST

G90 OTHER SITE CONSTRUCTION $122,318

NET DIRECT BUILDING COST $122,318

DESIGN CONTINGENCY 25.00% $30,580

SUBTOTAL $152,898

ESCALATION TO MIDPOINT 09/2025 6.75% $10,321

SUBTOTAL $163,218

CONTRACTOR OVERHEAD AND PROFIT 20.00% $32,644

SUBTOTAL $195,862

BONDS & INSURANCE 3.00% $5,876

TOTAL BUILDING COST $201,738

DETAILED SUMMARY

Prepared by: OCMI Sheet 8 of 10

Quincy, IL

ROUGH ORDER OF MAGNITUDE OCMI JOB #: 240007.000 | 11 March 2024

DESCRIPTION QUANTITY UNIT UNIT RATE ESTIMATED COST

G. BUILDING SITEWORK

G90 OTHER SITE CONSTRUCTION

G9090 OTHER SITE CONSTRUCTION $122,318

$122,318

G. BUILDING SITEWORK TOTAL $122,318

Prepared by: OCMI Sheet 9 of 10

Quincy, IL

ROUGH ORDER OF MAGNITUDE OCMI JOB #: 240007.000 | 11 March 2024

DESCRIPTION QUANTITY UNIT UNIT RATE ESTIMATED COST

G. BUILDING SITEWORK

G90 OTHER SITE CONSTRUCTION

G9090 OTHER SITE CONSTRUCTION

Wing-wall, Allowance 1 LS 4,500.00 $4,500 Protect existing bridge, Allowance 1 LS 7,500.00 $7,500 Protect existing electrical pole, Allowance 1 LS 3,000.00 $3,000 Temporary Water Diversion 2 EA 25,000.00 $50,000 Clear and grub, brush, turf, roots, disposal 840 SF 2.13 $1,789

Grade, machine 672 SF 9.51 $6,390 Rip-rap and rock lining, random, broken stone, 3/8 to 1/4 CY pieces, machine placed for slope protection, grouted672 SF 66.60 $44,758 pieces, machine placed for slope protection, grouted Repair existing conditions

Sod, on sloped ground 1,920 SF 2.28 $4,381

$122,318

G90 OTHER SITE CONSTRUCTION TOTAL $122,318

G. BUILDING SITEWORK TOTAL $122,318

Prepared by: OCMI Sheet 10 of 10

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Appendix D: Structural Calcula ons

Quincy National Cemetery Bridge Assessment Quincy, IL

March 12, Structural Calculations Project # 17833

Anderson Engineering of MN, LLC

SVedvei

17833

Bridge Analysis SK-1

Mar 12, 2024 at 11:28 AM

Arch Bridge Analysis Calcs.r3d

17833

Bridge Analysis SK-2

Mar 12, 2024 at 11:29 AM

17833

Bridge Analysis SK-7

Mar 12, 2024 at 11:37 AM

17833

Bridge Analysis SK-3

Mar 12, 2024 at 11:30 AM

17833

Bridge Analysis SK-4

Mar 12, 2024 at 11:33 AM

17833

Bridge Analysis SK-8

17833

Bridge Analysis SK-6

17833

Bridge Analysis SK-5

17833

Bridge Analysis SK-9

Company Designer Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 1

Node Coordinates

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N219 0 -5 0 2 N220 5.75 -5 0 3 N221 11.75 -5 0 4 N222 17.583 -5 0 5 N223 5.714604 -4.550251 0 6 N224 5.609287 -4.111576 0 7 N225 5.436644 -3.694777 0 8 N226 5.200924 -3.310117 0 9 N227 4.907932 -2.967068 0

10 N228 4.564883 -2.674076 0 11 N229 4.180223 -2.438356 0 12 N230 3.763424 -2.265713 0 13 N231 3.324749 -2.160396 0 14 N232 2.875 -2.125 0 15 N233 2.425251 -2.160396 0 16 N234 1.986576 -2.265713 0 17 N235 1.569777 -2.438356 0 18 N236 1.185117 -2.674076 0 19 N237 0.842068 -2.967068 0 20 N238 0.549076 -3.310117 0 21 N239 0.313356 -3.694777 0 22 N240 0.140713 -4.111576 0 23 N241 0.035396 -4.550251 0 24 N242 11.713065 -4.530697 0 25 N243 11.60317 -4.072949 0 26 N244 11.42302 -3.638029 0 27 N245 11.177051 -3.236644 0 28 N246 10.87132 -2.87868 0 29 N247 10.513356 -2.572949 0 30 N248 10.111971 -2.32698 0 31 N249 9.677051 -2.14683 0 32 N250 9.219303 -2.036935 0 33 N251 8.75 -2 0 34 N252 8.280697 -2.036935 0 35 N253 7.822949 -2.14683 0 36 N254 7.388029 -2.32698 0 37 N255 6.986644 -2.572949 0 38 N256 6.62868 -2.87868 0 39 N257 6.322949 -3.236644 0 40 N258 6.07698 -3.638029 0 41 N259 5.89683 -4.072949 0 42 N260 5.786935 -4.530697 0 43 N261 17.547093 -4.543759 0 44 N262 17.440256 -4.098752 0 45 N263 17.265121 -3.675937 0 46 N264 17.025998 -3.285724 0 47 N265 16.728777 -2.937723 0 48 N266 16.380776 -2.640502 0 49 N267 16 -2.407162 0 50 N268 15.567748 -2.226244 0 51 N269 15.122741 -2.119407 0 52 N270 14.6665 -2.0835 0 53 N271 14.210259 -2.119407 0 54 N272 13.765252 -2.226244 0 55 N273 13.342437 -2.401379 0

Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 2

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 56 N274 12.952224 -2.640502 0 57 N275 12.604223 -2.937723 0 58 N276 12.307002 -3.285724 0 59 N277 12.067879 -3.675937 0 60 N278 11.892744 -4.098752 0 61 N279 11.785907 -4.543759 0 62 N284 12 -3.839812 0 63 N285 3 -2.134838 0 64 N286 1 -2.832181 0 65 N287 2 -2.26249 0 66 N288 4 -2.363706 0 67 N289 5 -3.074866 0 68 N290 6 -3.823876 0 69 N291 7 -2.564765 0 70 N292 8 -2.104324 0 71 N293 9 -2.019675 0 72 N294 10 -2.2806 0 73 N295 11 -3.029344 0 74 N296 13 -2.611225 0 75 N297 14 -2.169886 0 76 N298 15 -2.109747 0 77 N299 17 -3.255284 0 78 N352 0 -25 0 79 N353 5.75 -25 0 80 N354 11.75 -25 0 81 N355 17.583 -25 0 82 N356 5.714604 -24.550251 0 83 N357 5.609287 -24.111576 0 84 N358 5.436644 -23.694777 0 85 N359 5.200924 -23.310117 0 86 N360 4.907932 -22.967068 0 87 N361 4.564883 -22.674076 0 88 N362 4.180223 -22.438356 0 89 N363 3.763424 -22.265713 0 90 N364 3.324749 -22.160396 0 91 N365 2.875 -22.125 0 92 N366 2.425251 -22.160396 0 93 N367 1.986576 -22.265713 0 94 N368 1.569777 -22.438356 0 95 N369 1.185117 -22.674076 0 96 N370 0.842068 -22.967068 0 97 N371 0.549076 -23.310117 0 98 N372 0.313356 -23.694777 0 99 N373 0.140713 -24.111576 0

100 N374 0.035396 -24.550251 0 101 N375 11.713065 -24.530697 0 102 N376 11.60317 -24.072949 0 103 N377 11.42302 -23.638029 0 104 N378 11.177051 -23.236644 0 105 N379 10.87132 -22.87868 0 106 N380 10.513356 -22.572949 0 107 N381 10.111971 -22.32698 0 108 N382 9.677051 -22.14683 0 109 N383 9.219303 -22.036935 0 110 N384 8.75 -22 0

Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 3

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 111 N385 8.280697 -22.036935 0 112 N386 7.822949 -22.14683 0 113 N387 7.388029 -22.32698 0 114 N388 6.986644 -22.572949 0 115 N389 6.62868 -22.87868 0 116 N390 6.322949 -23.236644 0 117 N391 6.07698 -23.638029 0 118 N392 5.89683 -24.072949 0 119 N393 5.786935 -24.530697 0 120 N394 17.547093 -24.543759 0 121 N395 17.440256 -24.098752 0 122 N396 17.265121 -23.675937 0 123 N397 17.025998 -23.285724 0 124 N398 16.728777 -22.937723 0 125 N399 16.380776 -22.640502 0 126 N400 16 -22.407162 0 127 N401 15.567748 -22.226244 0 128 N402 15.122741 -22.119407 0 129 N403 14.6665 -22.0835 0 130 N404 14.210259 -22.119407 0 131 N405 13.765252 -22.226244 0 132 N406 13.342437 -22.401379 0 133 N407 12.952224 -22.640502 0 134 N408 12.604223 -22.937723 0 135 N409 12.307002 -23.285724 0 136 N410 12.067879 -23.675937 0 137 N411 11.892744 -24.098752 0 138 N412 11.785907 -24.543759 0 139 N413 12 -23.839812 0 140 N414 3 -22.134838 0 141 N415 1 -22.832181 0 142 N416 2 -22.26249 0 143 N417 4 -22.363706 0 144 N418 5 -23.074866 0 145 N419 6 -23.823876 0 146 N420 7 -22.564765 0 147 N421 8 -22.104324 0 148 N422 9 -22.019675 0 149 N423 10 -22.2806 0 150 N424 11 -23.029344 0 151 N425 13 -22.611225 0 152 N426 14 -22.169886 0 153 N427 15 -22.109747 0 154 N428 17 -23.255284 0 155 N429 0 -45 0 156 N430 5.75 -45 0 157 N431 11.75 -45 0 158 N432 17.583 -45 0 159 N433 5.714604 -44.550251 0 160 N434 5.609287 -44.111576 0 161 N435 5.436644 -43.694777 0 162 N436 5.200924 -43.310117 0 163 N437 4.907932 -42.967068 0 164 N438 4.564883 -42.674076 0 165 N439 4.180223 -42.438356 0

Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 4

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 166 N440 3.763424 -42.265713 0 167 N441 3.324749 -42.160396 0 168 N442 2.875 -42.125 0 169 N443 2.425251 -42.160396 0 170 N444 1.986576 -42.265713 0 171 N445 1.569777 -42.438356 0 172 N446 1.185117 -42.674076 0 173 N447 0.842068 -42.967068 0 174 N448 0.549076 -43.310117 0 175 N449 0.313356 -43.694777 0 176 N450 0.140713 -44.111576 0 177 N451 0.035396 -44.550251 0 178 N452 11.713065 -44.530697 0 179 N453 11.60317 -44.072949 0 180 N454 11.42302 -43.638029 0 181 N455 11.177051 -43.236644 0 182 N456 10.87132 -42.87868 0 183 N457 10.513356 -42.572949 0 184 N458 10.111971 -42.32698 0 185 N459 9.677051 -42.14683 0 186 N460 9.219303 -42.036935 0 187 N461 8.75 -42 0 188 N462 8.280697 -42.036935 0 189 N463 7.822949 -42.14683 0 190 N464 7.388029 -42.32698 0 191 N465 6.986644 -42.572949 0 192 N466 6.62868 -42.87868 0 193 N467 6.322949 -43.236644 0 194 N468 6.07698 -43.638029 0 195 N469 5.89683 -44.072949 0 196 N470 5.786935 -44.530697 0 197 N471 17.547093 -44.543759 0 198 N472 17.440256 -44.098752 0 199 N473 17.265121 -43.675937 0 200 N474 17.025998 -43.285724 0 201 N475 16.728777 -42.937723 0 202 N476 16.380776 -42.640502 0 203 N477 16 -42.407162 0 204 N478 15.567748 -42.226244 0 205 N479 15.122741 -42.119407 0 206 N480 14.6665 -42.0835 0 207 N481 14.210259 -42.119407 0 208 N482 13.765252 -42.226244 0 209 N483 13.342437 -42.401379 0 210 N484 12.952224 -42.640502 0 211 N485 12.604223 -42.937723 0 212 N486 12.307002 -43.285724 0 213 N487 12.067879 -43.675937 0 214 N488 11.892744 -44.098752 0 215 N489 11.785907 -44.543759 0 216 N490 12 -43.839812 0 217 N491 3 -42.134838 0 218 N492 1 -42.832181 0 219 N493 2 -42.26249 0 220 N494 4 -42.363706 0

Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 5

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 221 N495 5 -43.074866 0 222 N496 6 -43.823876 0 223 N497 7 -42.564765 0 224 N498 8 -42.104324 0 225 N499 9 -42.019675 0 226 N500 10 -42.2806 0 227 N501 11 -43.029344 0 228 N502 13 -42.611225 0 229 N503 14 -42.169886 0 230 N504 15 -42.109747 0 231 N505 17 -43.255284 0 232 N508 1.4375 -2.519416 0 233 N509 7.25 -22.411564 0 234 N510 13.208 -42.483762 0 235 N587 0 -29 0 236 N588 5.75 -29 0 237 N589 11.75 -29 0 238 N590 17.583 -29 0 239 N591 0 -9 0 240 N592 5.75 -9 0 241 N593 11.75 -9 0 242 N594 17.583 -9 0 243 N595 0 -49 0 244 N596 5.75 -49 0 245 N597 11.75 -49 0 246 N598 17.583 -49 0 247 N599 0 -28 0 248 N600 17.583 -28 0 249 N601 0 -8 0 250 N602 17.583 -8 0 251 N603 0 -48 0 252 N604 17.583 -48 0 253 N605 0 -27 0 254 N606 17.583 -27 0 255 N607 0 -7 0 256 N608 17.583 -7 0 257 N609 0 -47 0 258 N610 17.583 -47 0 259 N611 0 -26 0 260 N612 17.583 -26 0 261 N613 0 -6 0 262 N614 17.583 -6 0 263 N615 0 -46 0 264 N616 17.583 -46 0

Member Primary Data

Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M157 N219 N241 CRECT15X12 Beam Rectangular Conc3000NW Typical 2 M159 N241 N240 CRECT15X12 Beam Rectangular Conc3000NW Typical 3 M160 N240 N239 CRECT15X12 Beam Rectangular Conc3000NW Typical 4 M162 N239 N238 CRECT15X12 Beam Rectangular Conc3000NW Typical 5 M163 N238 N237 CRECT15X12 Beam Rectangular Conc3000NW Typical 6 M165 N237 N236 CRECT15X12 Beam Rectangular Conc3000NW Typical 7 M166 N236 N235 CRECT15X12 Beam Rectangular Conc3000NW Typical 8 M168 N235 N234 CRECT15X12 Beam Rectangular Conc3000NW Typical

Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 6

Member Primary Data (Continued)

Label I Node J Node Section/Shape Type Design List Material Design Rule 9 M169 N234 N233 CRECT15X12 Beam Rectangular Conc3000NW Typical

10 M170 N233 N232 CRECT15X12 Beam Rectangular Conc3000NW Typical 11 M171 N232 N231 CRECT15X12 Beam Rectangular Conc3000NW Typical 12 M172 N231 N230 CRECT15X12 Beam Rectangular Conc3000NW Typical 13 M173 N230 N229 CRECT15X12 Beam Rectangular Conc3000NW Typical 14 M174 N229 N228 CRECT15X12 Beam Rectangular Conc3000NW Typical 15 M175 N228 N227 CRECT15X12 Beam Rectangular Conc3000NW Typical 16 M176 N227 N226 CRECT15X12 Beam Rectangular Conc3000NW Typical 17 M177 N226 N225 CRECT15X12 Beam Rectangular Conc3000NW Typical 18 M178 N225 N224 CRECT15X12 Beam Rectangular Conc3000NW Typical 19 M179 N224 N223 CRECT15X12 Beam Rectangular Conc3000NW Typical 20 M180 N223 N220 CRECT15X12 Beam Rectangular Conc3000NW Typical 21 M181 N220 N260 CRECT15X12 Beam Rectangular Conc3000NW Typical 22 M182 N260 N259 CRECT15X12 Beam Rectangular Conc3000NW Typical 23 M183 N259 N258 CRECT15X12 Beam Rectangular Conc3000NW Typical 24 M184 N258 N257 CRECT15X12 Beam Rectangular Conc3000NW Typical 25 M185 N257 N256 CRECT15X12 Beam Rectangular Conc3000NW Typical 26 M186 N256 N255 CRECT15X12 Beam Rectangular Conc3000NW Typical 27 M187 N255 N254 CRECT15X12 Beam Rectangular Conc3000NW Typical 28 M188 N254 N253 CRECT15X12 Beam Rectangular Conc3000NW Typical 29 M189 N253 N252 CRECT15X12 Beam Rectangular Conc3000NW Typical 30 M190 N252 N251 CRECT15X12 Beam Rectangular Conc3000NW Typical 31 M191 N251 N250 CRECT15X12 Beam Rectangular Conc3000NW Typical 32 M192 N250 N249 CRECT15X12 Beam Rectangular Conc3000NW Typical 33 M193 N249 N248 CRECT15X12 Beam Rectangular Conc3000NW Typical 34 M194 N248 N247 CRECT15X12 Beam Rectangular Conc3000NW Typical 35 M195 N247 N246 CRECT15X12 Beam Rectangular Conc3000NW Typical 36 M196 N246 N245 CRECT15X12 Beam Rectangular Conc3000NW Typical 37 M197 N245 N244 CRECT15X12 Beam Rectangular Conc3000NW Typical 38 M198 N244 N243 CRECT15X12 Beam Rectangular Conc3000NW Typical 39 M199 N243 N242 CRECT15X12 Beam Rectangular Conc3000NW Typical 40 M200 N242 N221 CRECT15X12 Beam Rectangular Conc3000NW Typical 41 M201 N221 N279 CRECT15X12 Beam Rectangular Conc3000NW Typical 42 M202 N279 N278 CRECT15X12 Beam Rectangular Conc3000NW Typical 43 M203 N278 N277 CRECT15X12 Beam Rectangular Conc3000NW Typical 44 M204 N277 N276 CRECT15X12 Beam Rectangular Conc3000NW Typical 45 M205 N276 N275 CRECT15X12 Beam Rectangular Conc3000NW Typical 46 M206 N275 N274 CRECT15X12 Beam Rectangular Conc3000NW Typical 47 M207 N274 N273 CRECT15X12 Beam Rectangular Conc3000NW Typical 48 M208 N273 N272 CRECT15X12 Beam Rectangular Conc3000NW Typical 49 M209 N272 N271 CRECT15X12 Beam Rectangular Conc3000NW Typical 50 M210 N271 N270 CRECT15X12 Beam Rectangular Conc3000NW Typical 51 M211 N270 N269 CRECT15X12 Beam Rectangular Conc3000NW Typical 52 M212 N269 N268 CRECT15X12 Beam Rectangular Conc3000NW Typical 53 M213 N268 N267 CRECT15X12 Beam Rectangular Conc3000NW Typical 54 M214 N267 N266 CRECT15X12 Beam Rectangular Conc3000NW Typical 55 M215 N266 N265 CRECT15X12 Beam Rectangular Conc3000NW Typical 56 M216 N265 N264 CRECT15X12 Beam Rectangular Conc3000NW Typical 57 M217 N264 N263 CRECT15X12 Beam Rectangular Conc3000NW Typical 58 M218 N263 N262 CRECT15X12 Beam Rectangular Conc3000NW Typical 59 M219 N262 N261 CRECT15X12 Beam Rectangular Conc3000NW Typical 60 M220 N261 N222 CRECT15X12 Beam Rectangular Conc3000NW Typical 61 M261 N352 N374 CRECT15X12 Beam Rectangular Conc3000NW Typical 62 M262 N374 N373 CRECT15X12 Beam Rectangular Conc3000NW Typical 63 M263 N373 N372 CRECT15X12 Beam Rectangular Conc3000NW Typical

Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 7

Member Primary Data (Continued)

Label I Node J Node Section/Shape Type Design List Material Design Rule 64 M264 N372 N371 CRECT15X12 Beam Rectangular Conc3000NW Typical 65 M265 N371 N370 CRECT15X12 Beam Rectangular Conc3000NW Typical 66 M266 N370 N369 CRECT15X12 Beam Rectangular Conc3000NW Typical 67 M267 N369 N368 CRECT15X12 Beam Rectangular Conc3000NW Typical 68 M268 N368 N367 CRECT15X12 Beam Rectangular Conc3000NW Typical 69 M269 N367 N366 CRECT15X12 Beam Rectangular Conc3000NW Typical 70 M270 N366 N365 CRECT15X12 Beam Rectangular Conc3000NW Typical 71 M271 N365 N364 CRECT15X12 Beam Rectangular Conc3000NW Typical 72 M272 N364 N363 CRECT15X12 Beam Rectangular Conc3000NW Typical 73 M273 N363 N362 CRECT15X12 Beam Rectangular Conc3000NW Typical 74 M274 N362 N361 CRECT15X12 Beam Rectangular Conc3000NW Typical 75 M275 N361 N360 CRECT15X12 Beam Rectangular Conc3000NW Typical 76 M276 N360 N359 CRECT15X12 Beam Rectangular Conc3000NW Typical 77 M277 N359 N358 CRECT15X12 Beam Rectangular Conc3000NW Typical 78 M278 N358 N357 CRECT15X12 Beam Rectangular Conc3000NW Typical 79 M279 N357 N356 CRECT15X12 Beam Rectangular Conc3000NW Typical 80 M280 N356 N353 CRECT15X12 Beam Rectangular Conc3000NW Typical 81 M281 N353 N393 CRECT15X12 Beam Rectangular Conc3000NW Typical 82 M282 N393 N392 CRECT15X12 Beam Rectangular Conc3000NW Typical 83 M283 N392 N391 CRECT15X12 Beam Rectangular Conc3000NW Typical 84 M284 N391 N390 CRECT15X12 Beam Rectangular Conc3000NW Typical 85 M285 N390 N389 CRECT15X12 Beam Rectangular Conc3000NW Typical 86 M286 N389 N388 CRECT15X12 Beam Rectangular Conc3000NW Typical 87 M287 N388 N387 CRECT15X12 Beam Rectangular Conc3000NW Typical 88 M288 N387 N386 CRECT15X12 Beam Rectangular Conc3000NW Typical 89 M289 N386 N385 CRECT15X12 Beam Rectangular Conc3000NW Typical 90 M290 N385 N384 CRECT15X12 Beam Rectangular Conc3000NW Typical 91 M291 N384 N383 CRECT15X12 Beam Rectangular Conc3000NW Typical 92 M292 N383 N382 CRECT15X12 Beam Rectangular Conc3000NW Typical 93 M293 N382 N381 CRECT15X12 Beam Rectangular Conc3000NW Typical 94 M294 N381 N380 CRECT15X12 Beam Rectangular Conc3000NW Typical 95 M295 N380 N379 CRECT15X12 Beam Rectangular Conc3000NW Typical 96 M296 N379 N378 CRECT15X12 Beam Rectangular Conc3000NW Typical 97 M297 N378 N377 CRECT15X12 Beam Rectangular Conc3000NW Typical 98 M298 N377 N376 CRECT15X12 Beam Rectangular Conc3000NW Typical 99 M299 N376 N375 CRECT15X12 Beam Rectangular Conc3000NW Typical

100 M300 N375 N354 CRECT15X12 Beam Rectangular Conc3000NW Typical 101 M301 N354 N412 CRECT15X12 Beam Rectangular Conc3000NW Typical 102 M302 N412 N411 CRECT15X12 Beam Rectangular Conc3000NW Typical 103 M303 N411 N410 CRECT15X12 Beam Rectangular Conc3000NW Typical 104 M304 N410 N409 CRECT15X12 Beam Rectangular Conc3000NW Typical 105 M305 N409 N408 CRECT15X12 Beam Rectangular Conc3000NW Typical 106 M306 N408 N407 CRECT15X12 Beam Rectangular Conc3000NW Typical 107 M307 N407 N406 CRECT15X12 Beam Rectangular Conc3000NW Typical 108 M308 N406 N405 CRECT15X12 Beam Rectangular Conc3000NW Typical 109 M309 N405 N404 CRECT15X12 Beam Rectangular Conc3000NW Typical 110 M310 N404 N403 CRECT15X12 Beam Rectangular Conc3000NW Typical 111 M311 N403 N402 CRECT15X12 Beam Rectangular Conc3000NW Typical 112 M312 N402 N401 CRECT15X12 Beam Rectangular Conc3000NW Typical 113 M313 N401 N400 CRECT15X12 Beam Rectangular Conc3000NW Typical 114 M314 N400 N399 CRECT15X12 Beam Rectangular Conc3000NW Typical 115 M315 N399 N398 CRECT15X12 Beam Rectangular Conc3000NW Typical 116 M316 N398 N397 CRECT15X12 Beam Rectangular Conc3000NW Typical 117 M317 N397 N396 CRECT15X12 Beam Rectangular Conc3000NW Typical 118 M318 N396 N395 CRECT15X12 Beam Rectangular Conc3000NW Typical

Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 8

Member Primary Data (Continued)

Label I Node J Node Section/Shape Type Design List Material Design Rule 119 M319 N395 N394 CRECT15X12 Beam Rectangular Conc3000NW Typical 120 M320 N394 N355 CRECT15X12 Beam Rectangular Conc3000NW Typical 121 M321 N429 N451 CRECT15X12 Beam Rectangular Conc3000NW Typical 122 M322 N451 N450 CRECT15X12 Beam Rectangular Conc3000NW Typical 123 M323 N450 N449 CRECT15X12 Beam Rectangular Conc3000NW Typical 124 M324 N449 N448 CRECT15X12 Beam Rectangular Conc3000NW Typical 125 M325 N448 N447 CRECT15X12 Beam Rectangular Conc3000NW Typical 126 M326 N447 N446 CRECT15X12 Beam Rectangular Conc3000NW Typical 127 M327 N446 N445 CRECT15X12 Beam Rectangular Conc3000NW Typical 128 M328 N445 N444 CRECT15X12 Beam Rectangular Conc3000NW Typical 129 M329 N444 N443 CRECT15X12 Beam Rectangular Conc3000NW Typical 130 M330 N443 N442 CRECT15X12 Beam Rectangular Conc3000NW Typical 131 M331 N442 N441 CRECT15X12 Beam Rectangular Conc3000NW Typical 132 M332 N441 N440 CRECT15X12 Beam Rectangular Conc3000NW Typical 133 M333 N440 N439 CRECT15X12 Beam Rectangular Conc3000NW Typical 134 M334 N439 N438 CRECT15X12 Beam Rectangular Conc3000NW Typical 135 M335 N438 N437 CRECT15X12 Beam Rectangular Conc3000NW Typical 136 M336 N437 N436 CRECT15X12 Beam Rectangular Conc3000NW Typical 137 M337 N436 N435 CRECT15X12 Beam Rectangular Conc3000NW Typical 138 M338 N435 N434 CRECT15X12 Beam Rectangular Conc3000NW Typical 139 M339 N434 N433 CRECT15X12 Beam Rectangular Conc3000NW Typical 140 M340 N433 N430 CRECT15X12 Beam Rectangular Conc3000NW Typical 141 M341 N430 N470 CRECT15X12 Beam Rectangular Conc3000NW Typical 142 M342 N470 N469 CRECT15X12 Beam Rectangular Conc3000NW Typical 143 M343 N469 N468 CRECT15X12 Beam Rectangular Conc3000NW Typical 144 M344 N468 N467 CRECT15X12 Beam Rectangular Conc3000NW Typical 145 M345 N467 N466 CRECT15X12 Beam Rectangular Conc3000NW Typical 146 M346 N466 N465 CRECT15X12 Beam Rectangular Conc3000NW Typical 147 M347 N465 N464 CRECT15X12 Beam Rectangular Conc3000NW Typical 148 M348 N464 N463 CRECT15X12 Beam Rectangular Conc3000NW Typical 149 M349 N463 N462 CRECT15X12 Beam Rectangular Conc3000NW Typical 150 M350 N462 N461 CRECT15X12 Beam Rectangular Conc3000NW Typical 151 M351 N461 N460 CRECT15X12 Beam Rectangular Conc3000NW Typical 152 M352 N460 N459 CRECT15X12 Beam Rectangular Conc3000NW Typical 153 M353 N459 N458 CRECT15X12 Beam Rectangular Conc3000NW Typical 154 M354 N458 N457 CRECT15X12 Beam Rectangular Conc3000NW Typical 155 M355 N457 N456 CRECT15X12 Beam Rectangular Conc3000NW Typical 156 M356 N456 N455 CRECT15X12 Beam Rectangular Conc3000NW Typical 157 M357 N455 N454 CRECT15X12 Beam Rectangular Conc3000NW Typical 158 M358 N454 N453 CRECT15X12 Beam Rectangular Conc3000NW Typical 159 M359 N453 N452 CRECT15X12 Beam Rectangular Conc3000NW Typical 160 M360 N452 N431 CRECT15X12 Beam Rectangular Conc3000NW Typical 161 M361 N431 N489 CRECT15X12 Beam Rectangular Conc3000NW Typical 162 M362 N489 N488 CRECT15X12 Beam Rectangular Conc3000NW Typical 163 M363 N488 N487 CRECT15X12 Beam Rectangular Conc3000NW Typical 164 M364 N487 N486 CRECT15X12 Beam Rectangular Conc3000NW Typical 165 M365 N486 N485 CRECT15X12 Beam Rectangular Conc3000NW Typical 166 M366 N485 N484 CRECT15X12 Beam Rectangular Conc3000NW Typical 167 M367 N484 N483 CRECT15X12 Beam Rectangular Conc3000NW Typical 168 M368 N483 N482 CRECT15X12 Beam Rectangular Conc3000NW Typical 169 M369 N482 N481 CRECT15X12 Beam Rectangular Conc3000NW Typical 170 M370 N481 N480 CRECT15X12 Beam Rectangular Conc3000NW Typical 171 M371 N480 N479 CRECT15X12 Beam Rectangular Conc3000NW Typical 172 M372 N479 N478 CRECT15X12 Beam Rectangular Conc3000NW Typical 173 M373 N478 N477 CRECT15X12 Beam Rectangular Conc3000NW Typical

Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 9

Member Primary Data (Continued)

Label I Node J Node Section/Shape Type Design List Material Design Rule 174 M374 N477 N476 CRECT15X12 Beam Rectangular Conc3000NW Typical 175 M375 N476 N475 CRECT15X12 Beam Rectangular Conc3000NW Typical 176 M376 N475 N474 CRECT15X12 Beam Rectangular Conc3000NW Typical 177 M377 N474 N473 CRECT15X12 Beam Rectangular Conc3000NW Typical 178 M378 N473 N472 CRECT15X12 Beam Rectangular Conc3000NW Typical 179 M379 N472 N471 CRECT15X12 Beam Rectangular Conc3000NW Typical 180 M380 N471 N432 CRECT15X12 Beam Rectangular Conc3000NW Typical 181 M441 N587 N352 CRECT24X12 Beam Rectangular Conc3000NW Typical 182 M442 N588 N353 CRECT24X12 Beam Rectangular Conc3000NW Typical 183 M443 N589 N354 CRECT24X12 Beam Rectangular Conc3000NW Typical 184 M444 N590 N355 CRECT24X12 Beam Rectangular Conc3000NW Typical 185 M445 N591 N219 CRECT24X12 Beam Rectangular Conc3000NW Typical 186 M446 N592 N220 CRECT24X12 Beam Rectangular Conc3000NW Typical 187 M447 N593 N221 CRECT24X12 Beam Rectangular Conc3000NW Typical 188 M448 N594 N222 CRECT24X12 Beam Rectangular Conc3000NW Typical 189 M449 N595 N429 CRECT24X12 Beam Rectangular Conc3000NW Typical 190 M450 N596 N430 CRECT24X12 Beam Rectangular Conc3000NW Typical 191 M451 N597 N431 CRECT24X12 Beam Rectangular Conc3000NW Typical 192 M452 N598 N432 CRECT24X12 Beam Rectangular Conc3000NW Typical

Member Advanced Data

Label I ReleaseJ Release Col-Wall Vert Release T/C Only Physical Deflection Ratio Options Seismic DR 1 M157 BenPIN Compression Only Yes Default None 2 M159 Compression Only Yes Default None 3 M160 Compression Only Yes Default None 4 M162 Compression Only Yes Default None 5 M163 Compression Only Yes Default None 6 M165 Compression Only Yes Default None 7 M166 Compression Only Yes Default None 8 M168 Compression Only Yes Default None 9 M169 Compression Only Yes Default None

10 M170 BenPIN Compression Only Yes Default None 11 M171 BenPIN Compression Only Yes Default None 12 M172 Compression Only Yes Default None 13 M173 Compression Only Yes Default None 14 M174 Compression Only Yes Default None 15 M175 Compression Only Yes Default None 16 M176 Compression Only Yes Default None 17 M177 Compression Only Yes Default None 18 M178 Compression Only Yes Default None 19 M179 Compression Only Yes Default None 20 M180 Compression Only Yes Default None 21 M181 Compression Only Yes Default None 22 M182 Compression Only Yes Default None 23 M183 Compression Only Yes Default None 24 M184 Compression Only Yes Default None 25 M185 Compression Only Yes Default None 26 M186 Compression Only Yes Default None 27 M187 Compression Only Yes Default None 28 M188 Compression Only Yes Default None 29 M189 Compression Only Yes Default None 30 M190 BenPIN Compression Only Yes Default None 31 M191 BenPIN Compression Only Yes Default None 32 M192 Compression Only Yes Default None 33 M193 Compression Only Yes Default None

Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 10

Member Advanced Data (Continued)

Label I ReleaseJ Release Col-Wall Vert Release T/C Only Physical Deflection Ratio Options Seismic DR 34 M194 Compression Only Yes Default None 35 M195 Compression Only Yes Default None 36 M196 Compression Only Yes Default None 37 M197 Compression Only Yes Default None 38 M198 Compression Only Yes Default None 39 M199 Compression Only Yes Default None 40 M200 Compression Only Yes Default None 41 M201 Compression Only Yes Default None 42 M202 Compression Only Yes Default None 43 M203 Compression Only Yes Default None 44 M204 Compression Only Yes Default None 45 M205 Compression Only Yes Default None 46 M206 Compression Only Yes Default None 47 M207 Compression Only Yes Default None 48 M208 Compression Only Yes Default None 49 M209 Compression Only Yes Default None 50 M210 BenPIN Compression Only Yes Default None 51 M211 BenPIN Compression Only Yes Default None 52 M212 Compression Only Yes Default None 53 M213 Compression Only Yes Default None 54 M214 Compression Only Yes Default None 55 M215 Compression Only Yes Default None 56 M216 Compression Only Yes Default None 57 M217 Compression Only Yes Default None 58 M218 Compression Only Yes Default None 59 M219 Compression Only Yes Default None 60 M220 BenPIN Compression Only Yes Default None 61 M261 BenPIN Compression Only Yes Default None 62 M262 Compression Only Yes Default None 63 M263 Compression Only Yes Default None 64 M264 Compression Only Yes Default None 65 M265 Compression Only Yes Default None 66 M266 Compression Only Yes Default None 67 M267 Compression Only Yes Default None 68 M268 Compression Only Yes Default None 69 M269 Compression Only Yes Default None 70 M270 BenPIN Compression Only Yes Default None 71 M271 BenPIN Compression Only Yes Default None 72 M272 Compression Only Yes Default None 73 M273 Compression Only Yes Default None 74 M274 Compression Only Yes Default None 75 M275 Compression Only Yes Default None 76 M276 Compression Only Yes Default None 77 M277 Compression Only Yes Default None 78 M278 Compression Only Yes Default None 79 M279 Compression Only Yes Default None 80 M280 Compression Only Yes Default None 81 M281 Compression Only Yes Default None 82 M282 Compression Only Yes Default None 83 M283 Compression Only Yes Default None 84 M284 Compression Only Yes Default None 85 M285 Compression Only Yes Default None 86 M286 Compression Only Yes Default None 87 M287 Compression Only Yes Default None 88 M288 Compression Only Yes Default None

Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 11

Member Advanced Data (Continued)

Label I ReleaseJ Release Col-Wall Vert Release T/C Only Physical Deflection Ratio Options Seismic DR 89 M289 Compression Only Yes Default None 90 M290 BenPIN Compression Only Yes Default None 91 M291 BenPIN Compression Only Yes Default None 92 M292 Compression Only Yes Default None 93 M293 Compression Only Yes Default None 94 M294 Compression Only Yes Default None 95 M295 Compression Only Yes Default None 96 M296 Compression Only Yes Default None 97 M297 Compression Only Yes Default None 98 M298 Compression Only Yes Default None 99 M299 Compression Only Yes Default None

100 M300 Compression Only Yes Default None 101 M301 Compression Only Yes Default None 102 M302 Compression Only Yes Default None 103 M303 Compression Only Yes Default None 104 M304 Compression Only Yes Default None 105 M305 Compression Only Yes Default None 106 M306 Compression Only Yes Default None 107 M307 Compression Only Yes Default None 108 M308 Compression Only Yes Default None 109 M309 Compression Only Yes Default None 110 M310 BenPIN Compression Only Yes Default None 111 M311 BenPIN Compression Only Yes Default None 112 M312 Compression Only Yes Default None 113 M313 Compression Only Yes Default None 114 M314 Compression Only Yes Default None 115 M315 Compression Only Yes Default None 116 M316 Compression Only Yes Default None 117 M317 Compression Only Yes Default None 118 M318 Compression Only Yes Default None 119 M319 Compression Only Yes Default None 120 M320 BenPIN Compression Only Yes Default None 121 M321 BenPIN Compression Only Yes Default None 122 M322 Compression Only Yes Default None 123 M323 Compression Only Yes Default None 124 M324 Compression Only Yes Default None 125 M325 Compression Only Yes Default None 126 M326 Compression Only Yes Default None 127 M327 Compression Only Yes Default None 128 M328 Compression Only Yes Default None 129 M329 Compression Only Yes Default None 130 M330 BenPIN Compression Only Yes Default None 131 M331 BenPIN Compression Only Yes Default None 132 M332 Compression Only Yes Default None 133 M333 Compression Only Yes Default None 134 M334 Compression Only Yes Default None 135 M335 Compression Only Yes Default None 136 M336 Compression Only Yes Default None 137 M337 Compression Only Yes Default None 138 M338 Compression Only Yes Default None 139 M339 Compression Only Yes Default None 140 M340 Compression Only Yes Default None 141 M341 Compression Only Yes Default None 142 M342 Compression Only Yes Default None 143 M343 Compression Only Yes Default None

Job Number Model Name

Anderson Engineering of MN, LLC SVedvei 17833 Bridge Analysis

Checked By : __________

3/12/2024

11:39:20 AM

RISA-3D Version 22 [ Arch Bridge Analysis Calcs.r3d ] Page 12

Member Advanced Data (Continued)

Label I ReleaseJ Release Col-Wall Vert Release T/C Only Physical Deflection Ratio Options Seismic DR 144 M344 Compression Only Yes Default None 145 M345 Compression Only Yes Default None 146 M346 Compression Only Yes Default None 147 M347 Compression Only Yes Default None 148 M348 Compression Only Yes Default None 149 M349 Compression Only Yes Default None 150 M350 BenPIN Compression Only Yes Default None 151 M351 BenPIN Compression Only Yes Default None 152 M352 Compression Only Yes Default None 153 M353 Compression Only Yes Default None 154 M354 Compression Only Yes Default None 155 M355 Compression Only Yes Default None 156 M356 Compression Only Yes Default None 157 M357 Compression Only Yes Default None 158 M358 Compression Only Yes Default None 159 M359 Compression Only Yes Default None 160 M360 Compression Only Yes Default None 161 M361 Compression Only Yes Default None 162 M362 Compression Only Yes Default None 163 M363 Compression Only Yes Default None 164 M364 Compression Only Yes Default None 165 M365 Compression Only Yes Default None 166 M366 Compression Only Yes Default None 167 M367 Compression Only Yes Default None 168 M368 Compression Only Yes Default None 169 M369 Compression Only Yes Default None 170 M370 BenPIN Compression Only Yes Default None 171 M371 BenPIN Compression Only Yes Default None 172 M372 Compression Only Yes Default None 173 M373 Compression Only Yes Default None 174 M374 Compression Only Yes Default None 175 M375 Compression Only Yes Default None…