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HomeMy WebLinkAbout04-22 RESOLUTION113 West Mountain Street Fayetteville, AR 72701 (479) 575-8323 Resolution: 04-22 File Number: 2021-1020 BURNS AND MCDONNELL ENGINEERING COMPANY, INC. AMENDMENT NO. 1: A RESOLUTION TO APPROVE AMENDMENT NO. 1 TO THE PROFESSIONAL ENGINEERING SERVICES AGREEMENT WITH BURNS & MCDONNELL ENGINEERING COMPANY. INC. IN THE AMOUNT OF $42.764.00 FOR DESIGN SERVICES ASSOCIATED WITH A PROJECT TO ADDRESS SCOUR AT THE SOUTH ARMSTRONG AVENUE BRIDGE OVER TOWN BRANCH BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYETTEVILLE, ARKANSAS: Section 1: That the City Council of the City of Fayetteville. Arkansas hereby authorizes Mayor Jordan to sign Amendment No. I to the Professional Engineering Services Agreement with Burns & McDonnell Engineering Company. Inc. in the amount of $42.764.00 for design services associated with a project to address excessive scour at the South Armstrong Avenue bridge over Town Branch. PASSED and APPROVED on 1/4/2022 Attest: `011111FIrrr G�ERK / •�•RFz�'i •m= Kara Paxton. City Clerk Trea- -9sy •'�k�NNS Page 1 Printed on 115122 City of Fayetteville, Arkansas 113 West Mountain Street Fayetteville, AR 72701 (479)575-8323 Text File File Number: 2021-1020 Agenda Date: 1/4/2022 Version: 1 Status: Passed In Control: City Council Meetinq Agenda Number: A.5 File Type: Resolution BURNS AND MCDONNELL ENGINEERING COMPANY, INC. AMENDMENT NO. 1: A RESOLUTION TO APPROVE AMENDMENT NO. 1 TO THE PROFESSIONAL ENGINEERING SERVICES AGREEMENT WITH BURNS & MCDONNELL ENGINEERING COMPANY, INC. IN THE AMOUNT OF $42,764.00 FOR DESIGN SERVICES ASSOCIATED WITH A PROJECT TO ADDRESS SCOUR AT THE SOUTH ARMSTRONG AVENUE BRIDGE OVER TOWN BRANCH BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYETTEVILLE, ARKANSAS: Section 1: That the City Council of the City of Fayetteville, Arkansas hereby authorizes Mayor Jordan to sign Amendment No. 1 to the Professional Engineering Services Agreement with Burns & McDonnell Engineering Company, Inc. in the amount of $42,764.00 for design services associated with a project to address excessive scour at the South Armstrong Avenue bridge over Town Branch. City of Fayetteville, Arkansas Page 1 Printed on 11512022 City of Fayetteville Staff Review Form 2021-1020 Legistar File ID 1/4/2022 City Council Meeting Date - Agenda Item Only N/A for Non -Agenda Item Chris Brown 12/15/2021 ENGINEERING (621) Submitted By Submitted Date Division / Department Action Recommendation: Approval of a contract amendment with Burns and McDonnell Engineering Company, Inc. in the amount of $42,764 (total contract amount $62,754) for engineering design services to address excessive scour associated with Town Branch Bridge at S Armstrong Ave pursuant to selection RFQ 21-01 selection 10. 4470.621.8810-5314.00 Account Number 02108.2101 Project Number Budgeted Item? Yes Does item have a cost? Yes Budget Adjustment Attached? No Purchase Order Number: Change Order Number: Original Contract Number: Budget Impact: 02108 Other Drainage Improvements Fund Town Branch At Armstrong Bridge Current Budget Funds Obligated Current Balance Item Cost Budget Adjustment Remaining Budget Project Title $ 356,917.00 $ 105,331.96 ? 251,585.04 $ 42,764.00 208,821.04 V20210527 2021-343 Previous Ordinance or Resolution # N/A 2021-0000030 Approval Date: Comments: Original contract under $20k and approved administratively. CITY OF FAYETTEVILLE ARKANSAS MEETING OF JANUARY 4, 2022 TO: Mayor and City Council THRU: Susan Norton, Chief of Staff Chris Brown, Public Works Director FROM: Alan Pugh, Staff Engineer CITY COUNCIL MEMO DATE: December 15, 2021 SUBJECT: Approval of a contract amendment with Burns and McDonnell Engineering Company, Inc. in the amount of $42,764 (total contract amount $62,754) for engineering design services to address excessive scour associated with Town Branch Bridge at S Armstrong Ave pursuant to selection RFQ 21-01 selection 10 RECOMMENDATION: Staff recommends Approval of a contract amendment with Burns and McDonnell Engineering Company, Inc. in the amount of $42,764 (total contract amount $62,754) for engineering design services to address excessive scour associated with Town Branch Bridge at S Armstrong Ave pursuant to selection RFQ 21-01 selection 10. BACKGROUND: The bridge in question appears to have been in place since at least 1978 according to aerial photography. This bridge receives annual inspections from ARDOT similarly to all bridges within the area. The bridge has been experiencing scour for quite some time, however, recent rains seem to have accelerated this scour. DISCUSSION: Due to the increase in scour under the bridge over the past few years, ARDOT has placed the bridge on their scour critical list. This requires the City to perform an inspection of the scour after every rain event that causes the stream gauge to exceed 10.83 feet in height. This is obviously a short-term monitoring program with the need of a more permanent solution to address the scour that has occurred and prevent further scour in the future. As such staff recommends approval of a contract with Burns and McDonnell Engineering Company in order to develop construction documents to restore the banks and eliminate scour. Burns McDonnell completed some preliminary work under the original contract to analyze the bridge and determine feasible solutions which can be found within this packet along with the revised agreement. This original work was under $20,000 and approved administratively. This amendment is a continuation of that work to aid in the design of the repairs. The design will be accomplished through a combination of consulting services and staff design. Burns McDonnell Mailing Address: 113 W. Mountain Street www.fayetteville-ar.gov Fayetteville, AR 72701 will mainly be handling the design specific to the bridge structure and scour. Staff will be handling the administrative items and ancillary portions of the design such as maintenance of traffic. Construction funding has been proposed as a CIP project within the 2022 budget. BUDGET/STAFF IMPACT: The design for this project is proposed to be paid for with CIP funds, project 02108 Other Drainage projects. Attachments: Contract Amendment 1 Preliminary Report BURNS & X MEDONNELL AMENDMENT No. 1 AMENDMENT TO PROFESSIONAL ENGINEERING SERVICES AGREEMENT Date: 11/29/2021 THIS AMENDMENT modifies the Agreement dated May 12. 2021 made by and between Burns & McDonnell Engineering Company, Inc., (hereinafter called ENGINEER), and City of Fayetteville, Arkansas acting by and through its Mayor (hereinafter called CITY OF FAYETTEVILLE) for the following Project: Armstrong Ave Bridge over Town Branch. For good and valuable consideration, the sufficiency of which is acknowledged, the parties agree to make the following changes to their Agreement. 1. The parties agree that the ENGINEER's Scope of Services is amended as follows: The Scope of Services to be furnished by ENGINEER during the Project is included in Appendix A attached hereto and made part of this Agreement. 2. The following adjustments are made to the ENGINEER's compensation: The lump sum authorized for this Amendment No. 1 is $42,764. Justification of costs and fees is included in Appendix B attached hereto and made part of this Agreement. 3. The time for completion of ENGINEER's Services is adjusted as follows: The provisions of this Amendment have been agreed to in anticipation of the orderly progress of the Project through completion of the services stated in the Amendment. ENGINEER will proceed with providing the authorized services immediately upon receipt of written authorization from CITY OF FAYETTEVILLE. Said authorization shall include the scope of the services authorized and the time in which the services are to be completed. The anticipated schedule for this project is described in Appendix A. 4. Other changes to the Agreement, if any, are stated below: None 5. The terms of this AMENDMENT supersede any contrary terms of the Agreement. This AMENDMENT will be deemed a part of, and be subject to, all other terms and conditions of the Agreement. Except as modified above, the Agreement will remain in full force and effect. IN WITNESS WHEREOF, the parties have executed this AMENDMENT the day and year first written above. THIS AGREEMENT CONTAINS A BINDING ARBITRATION PROVISION, WHICH MAY BE ENFORCED BY THE PARTIES. AE-6 FORM CITY OF FAY TEVILLE, A NSAS BURNS & MCDONNELL ENGINEERING COMPANY, INC. Digitally signed by - Steven Beam By: By: nate mi u ni Name: Lioneld Jor n Name: Steven Beam, Title: Mayor Title: Business Manager ``���ttttr►rrrr�� ATTEST: •� JERK G\7 Y 0,,lj''''. By: _ AYETTE4iLLE; Name: flt'�Gt_ �' 11 �'•, Title: City Clerk lON���+�♦`�♦♦ AE-6 FORM BURNS MEDONNELL APPENDIX A TO AMENDMENT NO. 1 PROFESSIONAL ENGINEERING SERVICES AGREEMENT SCOPE OF SERVICES PROJECT DESCRIPTION The City of Fayetteville (Owner) plans to conduct engineering for the rehabilitation of the embankment slopes and structural steel pile for the intermediate bents on the Armstrong Road bridge over Town Branch. Bridge inspection reports performed by ARDOT has listed these items as Priority C-Important. The proposed project amendment will be to provide support for development of the construction documents to rebuild the embankment slopes, repair/protect the intermediate bent piles, remove and replace expansion joints, placement of epoxy polymer overlay and paint the steel beams. Phase It: Construction Documents Items not included in this Phase are: A. Geotechnical investigation B. Environmental studies and investigations C. Construction observation Task 1— Project Management/Administration Provide the management functions required to complete the scope of work. Tasks include: A. Correspondence with the City B. Quality control/quality assurance reviews C. Scheduling and assignment of personnel resources D. Monitoring of work progress E. Invoicing for work performed F. Providing project status updates to the City outlining work performed during the invoicing period, upcoming work activities, and outstanding actions required by the City. G. Assist City with pre -bid and respond to questions. Task 2 — Kickoff Meeting Have a brief meeting with team members to discuss the project scope. Topics/Tasks include: A. Safety B. Scope of services C. Plan details and layout D. Schedule Task 3 — Plan Details, Project Manual, Cost Estimate and Permits Activities performed by the City: A. Hydraulic analysis and scour B. Field survey C. Plans a. Cover sheet and index b. General plan and elevation sheet i. Includes erosion control and striping details c. Maintenance of traffic sheets d. General notes sheet (City to prepare sheet) i. Excluding painting and polymer overlay notes e. General quantities sheet (City to prepare- sheet) i. Includes signage, erosion control, gabions, filter fabric, flowable fill, granular material. ii. Excludes concrete, reinforcing steel, structural steel, joints, polymer overlay, painting. f. Embankment repairs and details D. Project manual a. Excludes necessary special provisions for pile strengthening, expansion joint replacement, polymer overlay or painting. E. Permits Activities performed by BMCD: A. Embankment repair material review and collaboration. B. Plans a. General notes sheet (City to prepare sheet) i. Includes painting and polymer overlay notes. b. General quantities sheet (City to prepare sheet) i. Includes concrete, reinforcing steel, structural steel, joints, polymer overlay, painting. c. Pile strengthening and encasement sheet d. Expansion joint replacement sheet C. Applicable special provisions D. Construction cost estimate E. Review entire plan set F. Bid services a. Including pre -bid meeting and responding to questions. b. Excludes advertisement, bid package review, concurrence of bids, letter of recommendation etc. Task 4 — Deliverables The deliverables for the project will be: A. Notes as stated above B. Quantities as stated above C. Pile strengthening and encasement sheets D. Expansion joint replacement sheet E. Construction Cost Estimate Appendix B - Justification of Costs and Fees November 29, 2021 Armstrong Ave Bridge over Town Branch City of Fayetteville Phase H: Construction Documents TASK 'Task 1 - Project ManagementfAdministration Correspondence with the City Quality control/quality assurance reviews Invoicing for work performed Bid services (pre -bid, respond to questions etc.) 'Task 2 - Kickoff Meeting Kickoff Meeting 'Task 3 - Plans, Proj. Manual, Cost Est. Embankment Material Review Plans General Notes (1 Sheet, City) BMCD (Painting and polymer ov General Quantities (1 Sheet, City) BMCD (Conc., rebar, str. steel, j p. overlay, painting) Pile Strengthening and Encaseme Expansion Joint Replacement (1 S Project Manual (City) SPs for p. overlay (BMCD) Construction Cost Estimate (BMCD) Review entire plan set 'Task 4 - Deliverables Address comments Sign and seal Miscellaneous Site visit egory - Description - Project Manager - Senior Engineer :E - Staff Engineer ;H - Technician AN - Administrative Assistant MANHOURS PM 'r_: erlay notes) 4 oints, 8 nt (2 Sheets, BMCD) 16 heet, BMCD) 14 1 6 6 4 2 4 TOTAL MH - Phase II: 2 101 LABOR COSTS Rate MH Amount $241.00 2 $482 $206.00 101 $20,806 $169.00 70 $11,830 $169.00 48 $8,112 $126.00 12 $1,512 Subtotal Labor Costs $42,742 1 of 2 Appendix B - Justification of Costs and Fees November 29, 2021 Armstrong Ave Bridge over Town Branch City of Fayetteville Phase ❑: Construction Documents EXPENSES ITEM Quantity Unit Rate Amrnmt iPrinting (8 1/2 x 11) 0 each $0.08 $0 (Printing (11 x 17) 0 each $0.35 $0 (Plotting (22 x 34) 0 each $1.35 $0 (Mileage (1 trip @ 40 miles) 40 mile $0.560 $22 !Lodging each $88.00 $0 Meals (per day) each $25.00 $0 $0.00 $0 Subtotal Expenses $22 TOTAL COSTS - Phase II: Construction Documents $42,764 BASIS OF ESTIMATE Description 2 of 2 SOUTH ARMSTRONG AVENUE BRIDGE OVER TOWN BRANCH � EMBANKMENT REHABILITATION _ AND PILE ANALYSIS SUBMITTED TO CITY OF FAYETTEVILLE AUGUST 13, 2021 TABLE OF CONTENTS ExecutiveSummary..............................................................................................1 1.0 Hydraulic Data...........................................................................................1-1 2.0 Intermediate Bent Piles..........................................................................2-1 3.0 Conclusions & Recommendations........................................................3-1 Appendix A - Channel Profile Measurements Appendix B - General Plan and Elevation Appendix C - Construction Cost Estimate Appendix D - ARDOT Inspection Report Appendix E - References LIST OF FIGURES Figure1-1: Drainage Area......................................................................................................1-1 Figure 2-1: Corrosion and Section Loss at Bent 3, Pile 5..........................................2-1 Figure 2-2: Corrosion and Section Loss at Bent 2, Pile 1.........................................2-2 Figure 2-3: Corrosion and Section Loss at Bent 2, Pile 2........................................2-2 Figure 2-4: Impact Damage at Bent 2, Pile 3...............................................................2-3 Figure 2-5: Impact Damage at Bent 2, Pile 3.............................................................. 2-4 LIST OF TABLES Table 1-1: Peak Streamflow Data.......................................................................................1-2 Table 2-1: Intermediate Bent Pile Section Losses........................................................2-1 Index and Certification Burns & McDonnell Recommendation Report for South Armstrong Avenue Bridge over Town Branch Project No. 134045 Report Index (hapter Number 1.0 (hapter Title Number of Pages Hydraulic Data 2 2.0 Intermediate Bent Piles 4 3.0 Conclusions & Recommendations 1 Appendix A Channel Profile Measurements 2 Appendix B General Plan and Elevation 2 Appendix C Construction Cost Estimate 1 Appendix D AFOOT Inspection Report 12 Appendix E References 1 Certification I hereby certify, as a Professional Engineer in the state of Arkansas, that the information in this document was assembled under my direct personal charge. This report is not intended or represented to be suitable for reuse by the City of Fayetteville or others without specific verification or adaptation by the Engineer. �g'rA?6 OFAR AS �+ O LICENSE PROFESSIONAL. 0 LfNGIN� 0 No.17 72 a 4 t(13/20Pe � MICHP o f BURNS MSDONNELL" Travis M. Rapp (AR-17472) BMcD Engineer, P.E. (state & license) Date: August 13, 2021 City of Fayetteville Index and Certification Executive Summary The City of Fayetteville hired Burns & McDonnell to perform an embankment study and pile structural analysis for the South Armstrong Avenue Bridge over Town Branch. The existing bridge was built in 1972 and is a 108-foot long three span (32.42'-40.33'-34.67') continuous composite rolled beam structure that is skewed 45 degrees. The bridge has a 25,-0', clear roadway width with a raised 5'-2" wide sidewalk along the east side and is supported by five beam lines spaced at 6'-6". The end and intermediate bents are founded on structural steel H- piles. In 2019 the average daily traffic (ADT) was 3,700 vehicles per day.' Bent and pile labeling shown in this report coincides with the naming convention used in the last inspection report included in Appendix D. It is our understanding that the City's goal for this report is to provide recommendations that will extend the bridge's service life. BURNSM�DONNELL" City of Fayetteville Executive Summary 1 1.0 Hydraulic Data The watershed for Town Branch was delineated at the South Armstrong Avenue bridge location by using the USGS StreamStats web application.' This produces a drainage area of 11.8 square miles. Figure 1-1 shows the boundaries and limits for the drainage area. Figure 1-1: Drainage Area 4124 93¢6 892 3321 4292 3883 180 y_ - 8T] 84 - - 3311 ?�4T .... .. 882 e76 r2k I I 265 .• 388] �� _ 2— 2111 t YJyr 661 z] 141 50 r f1, 350 `1 ll A /J f iV 75 5�/ 33e zlor aQ3 6ao Fury rttw:ir 222a r6A8 - 3329 ,99 d 8644 195 16,995 all 141 6] a12�� JJ Farmingtong 1- 55 6 f 10L' - 5 -1 I.I 255 1412 2121 213 2250 265 169 141 211 I'..1., i16. _ 25 - 55 51 134 2251 264 1]0 254 4164 256 Drake 69 41 az s3 _ u3 2253 fidd3218 = 165 28824 25] x 4163.3 5 Greenland 2198 46 202 265 12 16i 2212 During the site visit, vertical measurements were taken from the top of sidewalk curb along the east side of the bridge to the groundline below. These measurements were taken at 10-foot intervals to determine the channel profile at the bridge. These measurements and resulting channel profile are provided in Appendix A. The bridge has a USGS stream gage attached to it. Historical data' was referenced from the gage to determine velocities at peak flow for the last six years. Flow rates and gage heights were given from the stream gage information. At a given gage height the channel profile at the bridge was utilized to calculate the area of the open channel. Once complete, velocities were determined by implementing the continuity equation (Q = VA). All pertinent information is displayed in Table 1-1. BURNSM�DONNELL` City of Fayetteville Hydraulic Data 1-1 In addition to the stream gage data, peak flow rates for the 2% and 1% Annual Change (50 and 100-year, respectively) events were derived by using the USGS StreamStats web application.2 This data is provided in Table 1-1 as well. Table 1-1: Peak Streamf low Data Water Year Date Gage 2015 2015-12-27 18.59 4,840c 1,310.9 3.7 2017 2017-04-29 19.12 5,260c 1,311.4** 4.0 2018 2018-05-03 15.50 2,850 1,036.0 2.8 2019 2019-06-23 18.19 4,550 1,292.9 3.5 2020 2020-01-11 16.42 3,370 1,120.5 3.0 2% Annual Chance (50-Year) N/A N/A 9,890 1,311.4** 7.5 Event 1% Annual Chance (100-Year) N/A N/A 12,200 1,311.4** 9.30 Event C - All or part of the record attected by Urbanization, Mining, Agricultural changes, Channelization, or other. * - Values computed by Burns & McDonnell. ** - Maximum waterway opening. Research performed by Freeman and Fischenich4 indicates that gabion baskets can be used in stream applications where flows exceed velocities of 20 feet per second. The calculated velocities of Town Branch after peak flow events are less than that threshold, and it is our recommendation to form and place gabion basket walls along each end bent. Additionally, flowable select material shall be used as backfill behind the walls to fill voids and areas underneath the end bents. Implementing this strategy will prevent any backfill from washing away or becoming displaced during periods of heavy flow. Being proactive will minimize further undermining of the end bents. If conditions worsen, repairs will be more involved. Additional detail about these recommendations is provided in Section 3.0. BURNSM�DONNELL" City of Fayetteville Hydraulic Data 1-2 2.0 Intermediate Bent Piles The most recent bridge inspection report indicated that corrosion and section loss of the intermediate bent piles near the normal water surface elevation was a concern. While on - site, the piles were documented with photos and caliper measurements. Section losses were confirmed, and an additional pile was identified with heavy section loss at Bent 2, Pile 2. Table 2-1 depicts the section loss at the various intermediate bent piles. Table 2-1: Intermediate Bent Pile Section Losses Figure 2-1: Corrosion and Section Loss at Bent 3, Pile 5 BURNSMSDONNELL" City of Fayetteville Intermediate Bent Piles 2-1 Figure 2-2: Corrosion and Section Loss at Bent 2, Pile 1 Figure 2-3: Corrosion and Section Loss at Bent 2, Pile 2 BURNSMSDONNELL" City of Fayetteville Intermediate Bent Piles 2-2 An analysis was performed to determine the structural adequacy of the intermediate bent piles. The results conclude that the piles can withstand localized section loss of up to 32% before posting of load or strengthening would be necessary. Three piles raise concern, in particular Bent 2, Pile 2 which has section loss estimated to be 40%. Corrective action such as strengthening should be considered for this pile. To preserve the structural section of the remaining H-piles, it is recommended to encase the bottom exposed regions of the piles (up to the first lateral angle bracing) within concrete webwalls. Load ratings were calculated for both HS-20 and H-20 design trucks. From the analysis it was determined that the H-20 loading was sufficient and did not control. Inventory and operating ratings corresponding to the HS-20 loading were 31 tons and 51 tons, respectively. An inventory rating is defined as live load which can safely utilize an existing structure for an indefinite period of time. An operating rating is defined as the maximum permissible live load to which the structure may be subjected. Allowing unlimited numbers of vehicles to use the bridge at operating level may shorten the life of the bridge. During our site visit we observed one additional item not included in the prior inspection report; this was the northernmost flange of Bent 2, Pile 3 has been damaged due to impact. One of the previous embankment repairs at Bent 1 has failed and a portion of the concrete within that repair slid and/or toppled down the embankment and came to rest after striking the pile. Figure 2-4 and Figure 2-5 show the condition of the affected pile. No immediate concerns arise from this damage. Figure 2-4: Impact Damage at Bent 2, Pile 3 BURNSM�DONNELL" City of Fayetteville Intermediate Bent Piles 2-3 Figure 2-5: Impact Damage at Bent 2, Pile 3 BURNS &MSDONNELL City of Fayetteville Intermediate Bent Piles 2-4 3.0 Conclusions & Recommendations Based on the observations and analysis described herein, we have the following recommendations. 1. Strengthen Bent 2, Pile 2. This could entail welding of structural steel plate to the existing web and flanges that is of sufficient length to extend 12 inches in each direction beyond the region of section loss. 2. If Bent 2, Pile 2 is not strengthened, the bridge should be load posted for 31 tons (inventory) or 51 tons (operating) depending upon the City's posting policy. 3. Reconstruct the bridge embankments using gabion baskets at the end bents and tie them back to the fill upstream and downstream of the bridge. Removal of all previous embankment repairs prior to placing the gabion basket wall is recommended. The embankment scour has progressed to the point of concern because the existing bridge is no longer of adequate length for current stream flows, and the embankments under the bridge are transforming to take a similar shape to that of the upstream and downstream channel banks. This may not be a permanent solution, but it will extend the life of the bridge. 4. Encase the existing steel H-pile columns at the intermediate bents within a concrete webwall to mitigate any further section loss. The webwall should extend in height from 12" below the existing groundline up to the bottom of the lowest level of angle bracing. If section loss exceeds 32%, strengthening the pile is still required even if encased in concrete. 5. Remove the large tree that is wedged on the intermediate bents on the upstream side of the bridge. This large blockage will capture additional debris increasing the lateral load on the intermediate bents and redirecting flow from the center of the channel to the banks increasing erosion potential. The findings at Bent 2, Pile 2 are concerning and repairs are warranted; however, the bridge is not in imminent danger of collapse. We do recommend that the City establish a plan of action to address the pile section loss regardless of whether or not the embankments are reconstructed. Upon final decision of repairs, strengthening Bent 2, Pile 1 and Bent 3, Pile 5 should also be considered. The extents of proposed repairs can be viewed on the "General Plan and Elevation" sheet shown in Appendix B. The overall project cost is estimated to be $179,970. A breakdown of the cost estimate is shown in Appendix C. Any references provided within the body of this report are documented in Appendix E. BURNSMSDONNELL` City of Fayetteville Conclusions & Recommendations 3-1 Appendix A - Channel Profile Measurements or o° 0� �77Zr �c `o 13'-6" . 10'-0.1 10'-0.1 10'-0.1 10'-0.1 10-0" 10-0" 10-0" 10-0" 10-0" 10-0" 10-0" 1� -- 1-7----------- /�--------------- /------------ —7iY -- 7 i/ i/ 17H- /"%/ 4y/ /y/ / H H// /// Sidewalk / H/, H, Hi // A // _��_T/-----------_ /----------- - - - - --- -------------- —- - - - - Bent No. 1 Bent No. 2 PLAN Bent No. 3 Bent No. 4 CTI'Y OF FAYETTEVILLE SEAL ORIGINAL 1IGNAn1RE ON FE.E V U cnC Q C) 0 W J J Top of Sidewalk Curb 1 L IIC -M - - --III - - —III- _ - IIC - - HE - - 1 - - 31 - -ill - - - III - - IE - - ➢L - - -M - - -31 - - - III - - - IIC - - E - - ]Q - - Al - - -31 - - - III- IL - - ➢L - - -1 -1Ill -rm-- -�--- - - - - -- rr - -- - -- - - --- - - - F7 - - - - - - - --- , o _ Ti Ti = II11 n II `i' II 11 II II 11 II N � II 11 II a II 11 11 11 II N 11 11 Existing II II o 0 II 11 II II Groundline II II s II II II II II II II II II II a II II II II d H H 13'-6" I 10-0" I 10-0" I 10'-0" I 10'-0" I 10'-0" I 10'-0" I 10'-0" I 10'-0" I 10'-0" I 10'-0" 1 10'-0" ELEVATION CHANNEL PROFILE MEASURE- MENTS DRAWNBY: DATE: JGS 612021 CHECKED BY: DATE: TMR 612021 DESIGNED BY: DATE: JGS 6/2021 scwce: ioa,�vNrBEa: 1"= 10' 1 134045 BR-01 Appendix B - General Plan and Elevation Existing Concrete Repairs to be Removed, typ. 117 T — / H / / ///H / 2 45°i { Y P //H / r / • — // H Approx. 0.38 miles to E. 15th St. H BEGIN BRIDGE PLAN o° 0� U 3 Proposed Concrete Webwall, typ. U Proposed Gabion Basket Wall, typ. O a Pile 1, /ii1 — _---—— — — — — —— — t --- /— -- / _ yp- — H— �/ — — o 3 / / 0 0 / / Pile 4 / typ / / Pile 5, typ. Total Length of Bridge 109' 6"= 107'-5" Continuous Composite Rolled Beam Unit (32.42'-40.33'-34.67') Pile 2, // H typ. /rj/ / Approach Pile 3, // /// / Slab, typ. typ. H / /// / Approx. 0.23 miles _ to Pump Station Rd. / H/// 1 ' - 0'/""_ END BRIDGE Cr OF FAYETTEVILLE SEAL NOTES Utilities are not shown. Skew not shown in "ELEVATION" for clarity. O Place on Filter Blanket and Backfill with Flowable Select Material. O2 Strengthen pile. ORIGINAL SIGNA= ON FILE W J J Proposed Gabion Basket Wall, typ. Raised Concrete Curb with Guardrail Plowable Select Material, typ. ` 1 0 C HE - - --III- - -III- - - II - � - - I - 31 - -III - - - III-- _ IE - ➢L - - -M - - -31 - - -III- - - IIC - - E - - -E - — Al - - -II - - III- - - IL - - ➢C - - 70 -1Ill - - - I_ llf—_=_ __T-—__�—_—_*—_--0(__ —_—T=_�__—IIF--III--T-417 =11f ==ll-=---_—_I—_ t7_�ltl-- — — — — — — — — — — — a Ti Ti U III II II II II 0� Existing Concrete 11 II 11 Existing II Groundline 11 Proposed Concrete Webwall, typ. II II II II 11 II Repairs to be II 11 11 \\\ 11 II Removed, typ. II 11 II 11 II II II II II a 1 1 — 1 HP10x42 Piles II HP10x42 Piles 1 — 1 i Bent No. 1 Bent No. 2 HP12x53 Piles, typ ELEVATION Bent No. 3 Bent No. 4 GENERAL PLAN AND ELEVATION DRAWNBY: DATE: JGS 6/2021 CHECKED BY: DATE: TMR 612021 DESIGNED BY: DATE: JGS 6/2021 scwce: ioa,�vNrBEa: 1"= 10' 1 134045 BR-02 Appendix C - Construction Cost Estimate PAY ITEM NO. 201 PAY ITEM NAME CLEARING QUANTITY 1 LS UNIT COST $5,000 TOTAL COST $5,000 201 GRUBBING 1 LS $2,000 $2,000 206 FLOWABLE SELECT MATERIAL 116 CUYD $150 $17,400 601 MOBILIZATION 1 LS $20,000 $20,000 629 GABIONS 341 CUYD $270 $92,070 802 CLASS S CONCRETE - BRIDGE 35.40 CUYD $1,000 $35,400 816 FILTER BLANKET 100 SQYD $6 $600 821 MODIFICATION OF EXISTING BRIDGE STRUCTURE (BRIDGE NO. 19976) 1 LS $7,500 $7,500 $179,970 Appendix D - ARDOT Inspection Report _ Bridge #19976(Underwater type 2, Routine) Armstrong Avenue over Town Creek - Wash. Co. KANSAS DEPARTMENT V.�F TRANSPORTATION Location: 0.4 MI SOUTH SH 16 Team Lead: Bob McEntyre Inspection Date: February 19, 2020 S-1':ry Y4�,lu a4 '`#r. � •�'�. I f� �2�`� �'?�� :x ��r. 7,10 . _ '-'- - .s '••rv--,r• - 1. .4.. - = •. Latitude:36.04339, Long itude:-94.13611 Route:2070 Section:00 Log:O Arnold Road ID:72xSARMSTR0NGAVEx3xA, Arnold Log mile:0.366 Dist. 04, Washington County _ Bridge #19976(Underwater type 2, Routine) VARK.?RANSPORTATION Armstrong Avenue over Town Creek - Wash. Co. ANSAS DEPARTMENT Location: 0.4 MI SOUTH SH 16 Team Lead: Bob McEntyre Inspection Date: February 19, 2020 0.4 MI SOUTH SH 16 SUMI11ERSEY k til+ North St E North st LLEY CITYPARK NORTH SEQUIWAH W Mapre st MOUNT NOR6 IIVI ITY University of IECHTS Arkansas tl8b BREEZY HEaGIiTS W Center St Fayetteville SEOLQYAH PREiERVE FAIR PARK 16 IENNINGSPLUSr �unlsvilJe Rd TER CEOARPOINT ARCADLA CONDOS 266 Fiyette Junction III FALYETTEVILLE INDUSTRIAL PARK FAYETTEVILLE 71 COUNTRYCLU13 t Kill MASTERS AR STONE MOUNTAIN v z WTl%WVSTONE9RIOGE tC 57 8 STARK DRLYE CANVAS KIHX! AIN DAMID Ill VILLAGE DEl CRUCENT LAKE SEOLICY WACO- pant Ln LV bing ROBINSON Drake Field Copyright ©2020 MicrdstkFAN� suppliers. All rights rase v F ATFS 36.04339,-94.13611 _ Bridge #19976(Underwater type 2, Routine) VARK.?RANSPORTATION Armstrong Avenue over Town Creek - Wash. Co. ANSAS DEPARTMENT Location: 0.4 MI SOUTH SH 16 Team Lead: Bob McEntyre Inspection Date: February 19, 2020 Maintenance Needs Date Reported: 04/18/2012 Priority: C - Important Type of Work: Repair Status: Monitor Component: Deficiency Description The channel embankment adjacent to the north and south abutments - There is significant embankment erosion adjacent to both abutments with earth settlement under both abutment caps. Earth settlement has exposed the piling. Exposed piling have active corrosion with up to 1/8" section loss during this inspection. Concrete collars placed adjacent to the abutments in the past as an erosion countermeasure are undermined. Remarks There is significant embankment erosion adjacent to both abutments with earth settlement under both abutment caps. Earth settlement has exposed the piling. Exposed piling have active corrosion with up to 1/8" section loss during this inspection. Concrete collars placed adjacent to the abutments in the past as an erosion countermeasure are undermined. s There is significant embankment erosion adjacent to both abutments with earth settlement under both abutment caps. Earth settlement has exposed the piling. Exposed piling have active corrosion with up to 1/8" section loss during this inspection. Concrete collars placed adjacent to the abutments in the past as an erosion countermeasure are undermined. V KANSAS DEPARTMENT TRANSPORTATION Bridge #19976(Underwater type 2, Routine) Armstrong Avenue over Town Creek - Wash. Co. Location: 0.4 MI SOUTH SH 16 Team Lead: Bob McEntyre Inspection Date: February 19, 2020 There is significant embankment erosion adjacent to both abutments with earth settlement under both abutment caps. Earth settlement has exposed the piling. Exposed piling have active corrosion with up to 1/8" section loss during this inspection. Concrete collars placed adjacent to the abutments in the past as an erosion countermeasure are undermined. South embankment erosion at abutment 2. V KANSAS DEPARTMENT TRANSPORTATION Date Reported: 04/18/2012 Priority: C - Important Type of Work: Repair Status: Monitor Component: Miscellaneous Bridge #19976(Underwater type 2, Routine) Armstrong Avenue over Town Creek - Wash. Co. Location: 0.4 MI SOUTH SH 16 Team Lead: Bob McEntyre Inspection Date: February 19, 2020 Deficiency Description The expansion joint assemblies at the North and South bridge ends - The expansion joint anchorage is loose at both abutments. Both joints are noisy and have movement during live load impacts. The joint seals are in place but leak water and debris on the abutments and the ends of the beams. Remarks The expansion joint anchorage is loose at both abutments. Both joints are noisy and have movement during live load impacts. V KANSAS DEPARTMENT TRANSPORTATION Date Reported: 04/18/2012 Priority: D- Routine Type of Work: Repair Status: Open Component: Deck Bridge #19976(Underwater type 2, Routine) Armstrong Avenue over Town Creek - Wash. Co. Location: 0.4 MI SOUTH SH 16 Team Lead: Bob McEntyre Inspection Date: February 19, 2020 Deficiency Description Deck - The driving surface of the deck has sealable cracking in all spans. Remarks Span 2-Transverse cracking. .t jt- aIN Span 1, left lane-Maperacking. _ Bridge #19976(Underwater type 2, Routine) Armstrong Avenue over Town Creek - Wash. Co. KANSAS DEPARTMENT V'�'F TRANSPORTATION Location: 0.4 MI SOUTH SH 16 Team Lead: Bob McEntyre Inspection Date: February 19, 2020 Span 2-Transverse cracking. _ Bridge #19976(Underwater type 2, Routine) Armstrong Avenue over Town Creek - Wash. Co. ANSAS DEPARTMENT V.?RANSPORTATION Location: 0.4 MI SOUTH SH 16 Team Lead: Bob McEntyre Inspection Date: February 19, 2020 Date Reported: 02/27/2014 Priority: C - Important Type of Work: Repair Status: Monitor Component: Substructure Deficiency Description Substructure - Steel Piling at Bents #2 and 3 have no paint system with active corrosion and section loss at the base of bents. Piling typically have 1 /8" section loss at this inspection at or near the normal water elevation. The most extreme areas are the flanges at bent #3, pile #5 with 5/16" section loss with 3/16" remaining section, and bent #2, pile #1 which has knife edge section loss and are reduced in width by 1/2". Remaining thickness ranges from 1/4" down to 3/16" at the normal water elevation. Remarks Bent #2, pile #1-Section loss to flange. Section loss to pile flange. V KANSAS DEPARTMENT TRANSPORTATION Bridge #19976(Underwater type 2, Routine) Armstrong Avenue over Town Creek - Wash. Co. Location: 0.4 MI SOUTH SH 16 Team Lead: Bob McEntyre Inspection Date: February 19, 2020 Bent #2, pile 1-Knife edge section loss to flange. _ Bridge #19976(Underwater type 2, Routine) Armstrong Avenue over Town Creek - Wash. Co. KANSAS DEPARTMENT V'�'F TRANSPORTATION Location: 0.4 MI SOUTH SH 16 Team Lead: Bob McEntyre Inspection Date: February 19, 2020 Date Reported: Priority: Type of Work Status: Component: 02/08/2018 C - Important Repair Open Superstructure Deficiency Description Superstructure - There is active corrosion forming in the ends of the beams over the abutments where the expansion joints leak water on the superstructure. The most noteworthy example is at Bent # 4, Beam # 3. The bottom flange is reduced to 7/16" adjacent to the bearing at this inspection. The sole plates have heavy deterioration, section loss and pack rust. The majority of the superstructure has freckled rust showing through the paint system. Remarks � =j .'s4 r,` t- �.•� .yam �i Span 3, beam 1 @ abutment 2-Pack rust 3/16" Span 3, beam 3 @ abutment 2-Corrosion. section loss. tigy V KANSAS DEPARTMENT TRANSPORTATION Bridge #19976(Underwater type 2, Routine) Armstrong Avenue over Town Creek - Wash. Co. Location: 0.4 MI SOUTH SH 16 Team Lead: Bob McEntyre Inspection Date: February 19, 2020 Date Reported: 02/19/2020 Priority: B - Pressing; 6 month completion goal Type of Work: Clean Status: Open Component: Channel Deficiency Description Channel - The channel has a large tree wedged against bents #2 and #3. Remarks The channel has a large tree wedged against bents #2 and #3. Appendix E - References 1. ARDOT System Information & Research Division, 2019, Average Daily Traffic data available on the World Wide Web (ARDOT Interactive ADT Web APP) , accessed June 22, 2021, at URL https://ardot.maps.arcgis.com/apps/webappviewer/index.html?id=8deb09579210490bafb97 bd03c3c0792 2. U.S. Geological Survey, 2021, The StreamStats program for Arkansas, online at http://water.uscis.ciov/osw/streamstats/arkansas.html, accessed on June 22, 2021. 3. U.S. Geological Survey, 2021, National Water Information System data available on the World Wide Web (USGS Water Data for the Nation), accessed June 22, 2021, at URL https://nwis.waterdata.usgs.gov/nwis/peak?site_no=07048495&agency cd=USGS&format=h tml 4. Freeman, G. E., and Fischenich, J.C. (2000). "Gabions for Streambank Erosion Control," EMRRP Technical Notes Collection (ERDC TN-EMRRP-SR-22), U.S. Army Engineer Research and Development Center, Vicksburg, MS. https://apps.dtic.mil/sti/pdfs/ADA378403.pdf BURNS N MCDONNELL,M CREATE AMAZING. 6S76 Lynch's Prairie Cove, Suite B Springdale, Arkansas 72762 burnsmcd.com