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Home My WebLink AboutCORRESPONDENCE - RFP - 9134 BRIDGE INSPECTION, MAINTENANCE, REPAIR AND REPLACEMENTOfficial Purchasing Document Last updated 10/2017 EXHIBIT A WORK ORDER FORM PURSUANT TO A MASTER AGREEMENT BETWEEN THE CITY OF FORT COLLINS AND ALFRED BENESCH & COMPANY WORK ORDER NUMBER: PROJECT TITLE: ORIGINAL BID/RFP NUMBER & NAME: 9134 Bridge Inspection, Maintenance, Repair & Replacement MASTER AGREEMENT EFFECTIVE DATE: August 1, 2020 WORK ORDER COMMENCEMENT DATE: WORK ORDER COMPLETION DATE: MAXIMUM FEE: (time and reimbursable direct costs): PROJECT DESCRIPTION/SCOPE OF SERVICES: Professional agrees to perform the services identified above and on the attached forms in accordance with the terms and conditions contained herein and in the Master Agreement between the parties. In the event of a conflict between or ambiguity in the terms of the Master Agreement and this Work Order (including the attached forms) the Master Agreement shall control. The attached forms consisting of ( ) page(s) are hereby accepted and incorporated herein, by this reference, and Notice to Proceed is hereby given after all parties have signed this document. PROFESSIONAL: Date: ACCEPTANCE: Date: REVIEWED: Date: ACCEPTANCE: Date: Professional Services Agreement - Work Order Type 9134 Bridge Inspection, Maintenance, Repair and Replacement Page 8 of 31 DocuSign Envelope ID: ABFA36BF-3B56-488D-AF08-873C1158DBD1 thirteen 13 October 31, 2020 September 1, 2020 Siphon Overpass Pedestrian Bridge Weld Testing 400903822 - BENESCH - 2020 - 01 See attached $6,395.00 DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 8/24/2020 William Epp Senior Vice President 8/24/2020 Caleb Feaver Civil Engineer II Engineering - Capital Projects 8/24/2020 Dan Woodward Elliot Dale Buyer 8/28/2020 Alfred Benesch & Company 7979 E. Tufts Avenue, Suite 800 Denver, CO 80237 www.benesch.com P 303-771-6868 F 303-741-6745 August 19, 2020 Caleb Feaver Project Manager City of Fort Collins 215 N Mason Street Fort Collins, CO 80522 RE: Bridge Inspection, Maintenance, Repair, and Replacement Mulberry Bridge – Weld Testing Dear Mr. Feaver: We have reviewed the request for weld testing on a spare pedestrian bridge. We understand the bridge is currently stored in a yard off Mulberry St in Fort Collins, CO and has been there since 2015. The City is considering using this bridge for a pedestrian overpass over a railroad and would like to verify the welds are adequate. Benesch has retained Intermountain Testing Company to perform the required testing. The work will be performed in accordance with the attached scope provided by the City. One notable exception to the scope is that the contractor requests the bridge be lifted 3’-6” off the ground to provide adequate clearance for testing. Failure to provide the required clearance will cause delays in testing and result in additional costs. We propose to include the testing for a fee not-to-exceed $6395.00. A detailed estimate is attached for your reference. Please review and let me know if you have any questions or concerns. Sincerely, Steven G. Hakes, PE John Sabo, PE Project Manager Vice President Attachments: 1. Scope of Work 2. Benesch Fee Proposal 3. Intermountain Testing Proposal DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 This scope of work is pertinent to a City-hired contractor to perform weld testing on the steel pedestrian truss that is stored off Mulberry Street in the City of Fort Collins. The work will include testing of all primary member welds, secondary member welds to floorbeam ends, and ground welds along the structure from deck remnant removal. This welded weathering steel Pratt Truss consists of box shaped members and has parallel chords, a 165’ span, and 24 panels. Floorbeams are welded to the truss vertical members, approximately 10” above the bottom chords, per plans. Note that bottom chords and diagonal members are in tension, and thus considered fracture critical. Truss verticals are in compression. Also, note that floorbeams are spaced at less than 7’ throughout, and are thus not considered fracture critical. The truss is stored in a yard off Mulberry Street. It was relocated here in 2015. Truss nodes, panels and floorbeams are numbered from north to south, starting with Floorbeam/Node “0” and Panel “1”, same as in the attached inspection report. Trusses are designated as west and east. There are bolted field splices in Panel 12. The concrete portion of the deck was removed, prior to its relocation to the site, but deck remnants currently remain (stay-in-place forms, deck end plates, and deck end channels). These deck remnants will removed by a contractor prior to any weld testing. Weld Testing: 1. Testing Method: • Welds will be tested using approved method(s) as suggested by the Weld Testing Contractor. • It is highly recommended that weld testing be performed with dry steel powder, or some other method that will not leave permanent staining or paint along the weathering steel. • Weld testing method will be discussed with the City, prior to any testing and shall be in accordance with testing instrument manufacturer recommendations. • Testing contractor will be responsible for preparing surfaces for testing, as required (wire brush, etc). • A City or Baker inspector/representative may be on-site during testing. 2. Welds to be tested: • Fillet welds at the truss nodes: o Vertical member welds to the truss top and bottom chords. o Diagonal member welds to the truss top and bottom chords. o Truss end post welds to the truss top and bottom chords. o Any other welds at truss node connections. • Floorbeam welds: o Welds between the floorbeam ends and trusses. o Welds between the floor system bracing and floorbeam ends. • Ground welds from deck removal: o Ground longitudinal welds between the removed deck end plates and end floorbeams. 3. Weld Reporting: • A summary report will be delivered to the City after all welds have been tested. • Report will document the size and location of any cracks in the welds/base metal. • As-Built negligible defects in the welds (porosity, minor undercutting, etc) need not be mentioned. • Any significant as-built defects in the welds should be noted with size and location given. • A field visit with Weld Testing Contractor City Representative(s) , Design Consultant, and/or Baker may be required if cracked welds are noted. Attachments: o Sheet(s) from Baker 06/26/2020 initial inspection o Sheet(s) from Baker 2/11/2015 Inspection Findings Report. Scope of Work DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 Prepared by: Page 1 of 17 Bridge No. Mulberry Pedestrian Truss Inspected by: M. Orlowsky Town: Fort Collins Inspection Date 6-26-2020 Fort Collins W.O. #14 Photo #1 : West elevation, looking southeast. Photo #2 : East elevation, looking southwest. DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 Prepared by: Page 2 of 17 Bridge No. Mulberry Pedestrian Truss Inspected by: M. Orlowsky Town: Fort Collins Inspection Date 6-26-2020 Fort Collins W.O. #14 Photo #3 : Typical underside, looking north from floorbeam 7. Note the leakage stains along the floorbeams. Floorbeam weathering steel protective coating is failing. Photo #4 : Typical underside, looking north from floorbeam 8. Note the leakage stains along the floorbeams. DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 Prepared by: Page 3 of 17 Bridge No. Mulberry Pedestrian Truss Inspected by: M. Orlowsky Town: Fort Collins Inspection Date 6-26-2020 Fort Collins W.O. #14 Photo #5 : Looking south through the structure from the north end. Photo #6 : Looking north through the structure from the south end. DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 Prepared by: Page 4 of 17 Bridge No. Mulberry Pedestrian Truss Inspected by: M. Orlowsky Town: Fort Collins Inspection Date 6-26-2020 Fort Collins W.O. #14 Photo #7 : North end of the bridge. End of bridge is supported by timber blocks at the bearing areas. Structure is out of level ¼” over 2’, measured at the end floorbeam. Photo #8 : South end of the bridge. Note that the timber support blocks are installed below the truss bottom chord, NOT at the sole plates. Structure is 7/8” out of level over 2’, measured at the end floorbeam. DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 Prepared by: Page 5 of 17 Bridge No. Mulberry Pedestrian Truss Inspected by: M. Orlowsky Town: Fort Collins Inspection Date 6-26-2020 Fort Collins W.O. #14 Photo #9 : Southwest corner of the bridge: Timber block is not located below the sole plate. Photo #10 : Southeast corner of the bridge: Timber block is not located below the sole plate. DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 Prepared by: Page 12 of 17 Bridge No. Mulberry Pedestrian Truss Inspected by: M. Orlowsky Town: Fort Collins Inspection Date 6-26-2020 Fort Collins W.O. #14 Photo #23 : Typical stay-in-place form splice. Note the round welded stay-in-place form connections at the form seam. Photo #24 : Deck channel at L8 at the east truss: Laminated rust along the deck channel, typical. DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 Prepared by: Page 15 of 17 Bridge No. Mulberry Pedestrian Truss Inspected by: M. Orlowsky Town: Fort Collins Inspection Date 6-26-2020 Fort Collins W.O. #14 Photo #29 : East truss, node L8: Sloppy/undercut weld at the base of the vertical. Photo #30 : East truss, node U7: Intersecting welds at the top of the vertical and diagonal. DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 Span 1 towards Mulberry and Lemay, East Span Nomenclature: Example note to write on steel: S1,US, L0, IB - Span 1, Upstream Truss, Lower Chord #, Inboard Face (inboard always to deck) U0 U1 U2 U3 U4 U5 U6 U7 U8 U9 U10 U11 U12 U13 U14 U15 U16 U17 U18 U19 U20 U21 U22 U23 U24 L0 L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 L12 L13 L14 L15 L16 L17 L18 L19 L20 L21 L22 L23 L24 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Abut 1 Pier 2 DS Truss US Truss US / DS Truss DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 Fort Collins P2115030 Mulbery Bridge Weld Testing Inspection 8/19/2020 Principal Project Manager II Project Engineer II Total Hours Benesch Labor Fee Mileage OOP Intermountain Testing Company Sub-Task Fees Hourly Rates: $ 225 $ 185 $ 125 xxx NDT Testing 0 9 14 23 $ 3,415 $ 180 - $ 2,800 $ 6,395.00 Project Management 3 3 $ 555 $ 555 Field Work 8 8 $ 1,000 $ 90 $ 2,170 $ 3,260 Report 1 6 7 $ 935 $ 100 $ 1,035 Post Report Site Visit 5 5 $ 925 $ 90 $ 530 $ 1,545 0 - $ - 0 - $ - 0 - $ - 0 - $ - 0 - $ - 0 - $ - 0 - $ - 0 - - - - - 0 - $ - 0 - $ - Total 0.0 9.0 14.0 23 $ 3,415 $ 180 $ - $ 2,800 $ 6,395.00 - TOTAL PROJECT FEE - 9.0 14.0 23.0 $ 3,415 $ 180 $ - $ 2,800 $ 6,395.00 Notes: C:\Users\shakes\Documents\_TEMP\Fort Collins\Weld Testing\Fee Estimate - Mulberry Bridge Weld Testing 8/20/2020 11:50 AM DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63 QUOTE 2965 South Shoshone St. Englewood, Colorado 80110 303-761-0650 1-800-742-5621 Fax 303-761-0658 Customer Alfred Benesch & Company Attention Steve Hakes Project Date 2020 Phone 303-771-6868 Fax c) 720-610-4433 Email gshakes@benesch.com Job Description MT Inspection of Pedestrian Bridge Remarks /Quote Information Certified Welding Inspector (CWI), Level II Magnetic Particle for two (2) trips Inspector and supplies to perform visual examination and magnetic particle inspection and report results based on locations defined in scope of work. 2020 - Two Trips Two (2) days of labor for one man @ $85.00/hr. x 8 hrs. + 3 hrs./day OT @ $100.00 /hr. = $980.00/day Truck/Equipment/Mileage Charge @ $.75/mile (140 miles round trip) = $105.00/day Day 3 - issue report = $100.00 Total = $2,270.00 Total Quote $2,270.00 Quote By Joe Ferguson Quote Date 8-12-2020 DocuSign Envelope ID: 28E018A9-B35C-4E3A-98E4-7B54C04CCD63