A06__Drawing_Book_Water_Canyon_Trail_Bridges_100_percent.pdf
PDF 2 MB Posted
- Attached to
- GAOA WATER CANYON TRAIL BRIDGE REPLACEMENT Federal contract opportunity
- Solicitation number
- 140L3923R0024
About this file
This package includes construction drawings and specifications for replacing two trail bridges along the Water Canyon Trail within the GAOA Wilderness Area in Nevada. The drawings depict the site layout, individual plans and profiles for the upstream and downstream bridges, superstructure details including prefabricated steel truss designs, and abutment designs. The specifications provide requirements for aggregate base, decking material, welding standards, load assumptions, concrete mix designs and placement, and environmental protection measures.
The related federal contract opportunity is a solicitation issued by the Bureau of Land Management Nevada Region seeking bids to construct the replacement bridges according to the designs. The solicitation number is 140L3923R0024 and the project is named the GAOA Water Canyon Trail Bridge Replacement. The response due date is not stated.
View the file
Other files for this federal contract opportunity
| File | Type | Posted |
|---|---|---|
| Sol_140L3923R0024_Amd_0001.pdf | ||
| B09_Q_and_A_0001.docx | DOCX document | |
| B03_DBA_Wages_NV20220005.pdf | ||
| A06_Trail_Specifications.doc | DOC document | |
| Sol_140L3923R0024.pdf | ||
| A04_100__Statement_of_work_TrailsPortion.docx | DOCX document | |
| A06_Water_Canyon_Trail_Bridges_SCR_s.docx | DOCX document | |
| A06_Chapter_10__Outdoor_Developed_Areas.pdf | ||
| A04_100__Statement_of_work_PedestrianBridges.docx | DOCX document |
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Text version
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WHITES CREEK
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CONTRACTOR STAGING AREA
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UPSTREAM 60' TRAIL BRIDGE
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DOWNSTREAM 45' TRAIL BRIDGE
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CONTRACTOR STAGING AREA
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WATER CANYON RD
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CHK'D BY:
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DESIGN OFFICE:
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DESIGNED BY:
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PROJECT NO:
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UNITED STATES DEPARTMENT OF THE INTERIOR
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BUREAU OF LAND MANAGEMENT
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U.S. DEPARTMENT OF THE INTERIOR
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BUREAU OF LAND MANAGEMENT
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SITE LAYOUT
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WATER CANYON TRAIL BRIDGES
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WINNEMUCCA
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NEVADA
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NOC
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CONTROL PT. 4 N: 14864252.14 E: 1456584.87 Z: 5682.76
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CONTROL PT. 6 N: 14864645.15 E: 1456406.21 Z: 5614.64
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CONTROL PT. 5 N: 14864717.22 E: 1456480.39 Z: 5615.92
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CONTROL PT. 2 N: 14864168.24 E: 1456875.06 Z: 5665.85
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CONTROL PT. 3 N: 14864172.94 E: 1456779.13 Z: 5661.98
AutoCAD SHX Text NOTES: 1) CONTRACTOR SHALL STRIP AND STOCKPILE TOPSOIL FROM SITE CLEARING. CONTRACTOR SHALL STRIP AND STOCKPILE TOPSOIL FROM SITE CLEARING. STOCKPILED TOPSOIL SHALL BE UNIFORMLY PLACED NEAR GRADED BRIDGE APPROACHES. 2) CONTRACTOR SHALL REMOVE FEWEST ASPEN TREES NECESSARY TO FACILITATE CONTRACTOR SHALL REMOVE FEWEST ASPEN TREES NECESSARY TO FACILITATE BRIDGE PLACEMENT. ALSO, PROVIDE SPECIAL CARE WHEN CROSSING CHANNEL AS NOT TO DAMAGE EXISTING STREAM BANKS. 3) ELEVATIONS OF CONTROL POINTS ARE PROJECT SPECIFIC AND DO NOT REFLECT ELEVATIONS OF CONTROL POINTS ARE PROJECT SPECIFIC AND DO NOT REFLECT ACTUAL ELEVATIONS. CONTRACTOR SHALL CONFIRM CONTROL POINT LOCATIONS WITH PROJECT INSPECTOR PRIOR TO BEGINNING CONSTRUCTION.
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PHOTO 1:LOCATION OF UPSTREAM BRIDGE CROSSING
PHOTO 2:LOCATION OF DOWNSTREAM BRIDGE CROSSING. TOTAL STATION IS SETUP OVER CONTROL POINT 3.
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BUREAU OF LAND MANAGEMENT
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BUREAU OF LAND MANAGEMENT
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DOWNSTREAM BRIDGE - PLAN AND PROFILE
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WATER CANYON TRAIL BRIDGES
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WINNEMUCCA
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100 YR FP
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DOWNSTREAM BRIDGE: PROFILE
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DOWNSTREAM BRIDGE: PLAN
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BUREAU OF LAND MANAGEMENT
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UPSTREAM BRIDGE - PLAN AND PROFILE
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WATER CANYON TRAIL BRIDGES
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UPSTREAM BRIDGE: PROFILE
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6" LAYER OF COMPACTED AGGREGATE BASE (TYP)
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3X12 FIR OR 3X10 SOUTHERN YELLOW PINE DECKING
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DESIGN OFFICE:
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SUPERSTRUCTURE
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WATER CANYON TRAIL BRIDGES
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WINNEMUCCA
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AutoCAD SHX Text GENERAL NOTES: 1. PEDESTRIAN BRIDGE SUPERSTRUCTURES SHALL BE PREFABRICATED STEEL TRUSSES (HALF THROUGH H SECTION) BY CONTECH ENGINEERED PEDESTRIAN BRIDGE SUPERSTRUCTURES SHALL BE PREFABRICATED STEEL TRUSSES (HALF THROUGH H SECTION) BY CONTECH ENGINEERED SOLUTIONS, OR APPROVED EQUIVALENT. 2. HSS SQUARE AND RECTANGULAR TUBING SHALL BE ASTM A847 HSS SQUARE AND RECTANGULAR TUBING SHALL BE ASTM A847 3. FLAT PLATE, ANGLE, AND CHANNEL SHALL BE ASTM A 588 FLAT PLATE, ANGLE, AND CHANNEL SHALL BE ASTM A 588 4. SHOP WELDING SHALL CONFORM TO AWS D.1.1-STEEL SHOP WELDING SHALL CONFORM TO AWS D.1.1-STEEL 5. FCM SHALL FOLLOW AASHTO LRFD PEDESTRIAN MANUAL SECTION 8.2.3 FCM SHALL FOLLOW AASHTO LRFD PEDESTRIAN MANUAL SECTION 8.2.3 6. DEBUR ALL EXPOSED WELDS WHICH MAY COME IN CONTACT WITH PEDESTRIANS. DEBUR ALL EXPOSED WELDS WHICH MAY COME IN CONTACT WITH PEDESTRIANS. LOADINGS AND DESIGN CRITERIA: 1. AASHTO LRFD GUIDE SPECIFICATIONS FOR THE DESIGN OF PEDESTRIAN BRIDGES, 2009 AASHTO LRFD GUIDE SPECIFICATIONS FOR THE DESIGN OF PEDESTRIAN BRIDGES, 2009 2. AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 2017, 8TH EDITION AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 2017, 8TH EDITION 3. AASHTO LRFD SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES, AND TRAFFIC SIGNALS, 2015, 1ST EDITION AASHTO LRFD SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES, AND TRAFFIC SIGNALS, 2015, 1ST EDITION 4. AASHTO GUIDE SPECIFICATIONS FOR LRFD SEISMIC BRIDGE DESIGN, 2011, 2ND EDITION AASHTO GUIDE SPECIFICATIONS FOR LRFD SEISMIC BRIDGE DESIGN, 2011, 2ND EDITION 5. AASHTO M 133 STANDARD SPECIFICATIONS FOR PRESERVATIVES AND PRESSURE TREATMENT PROCESSES FOR TIMBER, 2012 AASHTO M 133 STANDARD SPECIFICATIONS FOR PRESERVATIVES AND PRESSURE TREATMENT PROCESSES FOR TIMBER, 2012 6. AISC PART 16.1-2010 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AISC PART 16.1-2010 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS 7. ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES 8. AWS D1.1 STRUCTURAL STEEL WELDING CODE - STEEL, 2015 AWS D1.1 STRUCTURAL STEEL WELDING CODE - STEEL, 2015 9. NDS SUPPLEMENT - DESIGN VALUES FOR WOOD CONSTRUCTION, 2015 NDS SUPPLEMENT - DESIGN VALUES FOR WOOD CONSTRUCTION, 2015 10. GUIDE TO STABILITY DESIGN CRITERIA FOR METAL STRUCTURES, 2010, 6TH EDITION GUIDE TO STABILITY DESIGN CRITERIA FOR METAL STRUCTURES, 2010, 6TH EDITION 11. THIS STRUCTURE HAS NOT BEEN DESIGNED FOR VEHICLE OR FLOOD LOADINGS THIS STRUCTURE HAS NOT BEEN DESIGNED FOR VEHICLE OR FLOOD LOADINGS 12. LOADS LOADS 12.1. 90 PSF LIVE LOAD 90 PSF LIVE LOAD 12.2. 50 PLF RAIL LIVE LOAD, 200 LB POINT LOAD 50 PLF RAIL LIVE LOAD, 200 LB POINT LOAD 12.3. 105 MPH WIND LOAD; 20 PSF OVERTURNING WIND105 MPH WIND LOAD; 20 PSF OVERTURNING WIND
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BRIDGE ABUTMENT: ELEVATION VIEW
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BRIDGE ABUTMENT: BOTTOM VIEW
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BRIDGE ABUTMENT: PLAN
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BRIDGE RAILING: FRONT VIEW
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CHECK SQUARE
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EDGE OF FOOTING
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#6 BARS @ 12" OC
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ABUTMENT WALL
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#6 BARS @ 12" OC
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#5 TIE BARS @ 12" OC W/18" OVERLAP
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DIMENSION PER SHOP DRAWING
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#6 @ 12" OC EA WAY TOP AND BOTTOM
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2X4 KEY WAY
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#6 BARS @ 12" OC
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#5 TIE BARS @ 12" OC W/18" OVERLAP
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1 - #5 BAR
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#4 @ 12" OC W /18" OVERLAP
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CHK'D BY:
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DESIGN OFFICE:
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BUREAU OF LAND MANAGEMENT
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U.S. DEPARTMENT OF THE INTERIOR
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BUREAU OF LAND MANAGEMENT
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BRIDGE ABUTMENTS
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WATER CANYON TRAIL BRIDGES
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WINNEMUCCA
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NEVADA
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BRIDGE ABUTMENT: SECTION
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GENERAL NOTES: 1) ABUTMENTS SHOWN ARE FOR BIDDING PURPOSES ONLY. CONTRACTOR TO PROVIDE ABUTMENT ABUTMENTS SHOWN ARE FOR BIDDING PURPOSES ONLY. CONTRACTOR TO PROVIDE ABUTMENT DESIGN STAMPED BY A LICENSED PROFESSIONAL ENGINEER IN THE STATE OF NEVADA. 2) CONTRACTOR SHALL VERIFY ALL ABUTMENT DIMENSIONS WITH BRIDGE SHOP DRAWINGS TO CONTRACTOR SHALL VERIFY ALL ABUTMENT DIMENSIONS WITH BRIDGE SHOP DRAWINGS TO INSURE COMPATIBILITY. 3) MATERIALS AND CONSTRUCTION OF THIS STRUCTURE SHALL BE IN ACCORDANCE WITH THE MATERIALS AND CONSTRUCTION OF THIS STRUCTURE SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATION FOR CONSTRUCTION OF ROADS AND BRIDGES ON FEDERAL HIGHWAY PROJECTS (FP-14) AND STANDARD SPECIFICATIONS FOR CONSTRUCTION OF TRAILS AND AND TRAIL BRIDGES ON FEDERAL PROJECTS. CONCRETE NOTES: 1) ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-19. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-19. 2) CONTRACTOR SHALL VERIFY SITE CONDITIONS & ALL DIMENSIONS PRORT TO STARTING WORK. CONTRACTOR SHALL VERIFY SITE CONDITIONS & ALL DIMENSIONS PRORT TO STARTING WORK. NOTIFY CONTRACTING OFFICER OF ANY DISCREPANICES FOR RESOLUTION PRIOR TO PROCEEDING. 3) ALL CONCRETE SHALL BE A HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 ALL CONCRETE SHALL BE A HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS. 4) CEMENT SHALL CONFORM TO ASTM C150, TYPE II. CEMENT SHALL CONFORM TO ASTM C150, TYPE II. 5) CONCRETE AGGREGATES SHALL CONFORM TO ASTM C33. CONCRETE AGGREGATES SHALL CONFORM TO ASTM C33. 6) ALL REINFORCING STEEL SHALL BE GRADE 60 MIN. AND CONFORM TO ASTM A615 UNLESS ALL REINFORCING STEEL SHALL BE GRADE 60 MIN. AND CONFORM TO ASTM A615 UNLESS OTHERWISE NOTED. 7) NO WELDED WIRE FABRIC SHALL BE ALLOWED UNLESS PLACED IN CONJUNCTION WITH NO WELDED WIRE FABRIC SHALL BE ALLOWED UNLESS PLACED IN CONJUNCTION WITH REINFORCING STEEL. 8) REINFORCING STEEL SHALL BE FABRICATED ACCORDING TO "MANUAL OF STANDARD PRACTICE REINFORCING STEEL SHALL BE FABRICATED ACCORDING TO "MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION." 9) MINIMUM LAP SPLICE SHALL BE 48 BAR DIAMETERS UNLESS OTHERWISE NOTED. MINIMUM LAP SPLICE SHALL BE 48 BAR DIAMETERS UNLESS OTHERWISE NOTED. 10) MINIMUM BEND DIAMETER SHALL BE 6 BAR DIAMETERS UNLESS OTHERWISE NOTED. MINIMUM BEND DIAMETER SHALL BE 6 BAR DIAMETERS UNLESS OTHERWISE NOTED. 11) MINIMUM REINFORCING COVERAGE IS 3" UNLESS OTHERWISE NOTED. MINIMUM REINFORCING COVERAGE IS 3" UNLESS OTHERWISE NOTED. 12) CONCRETE SHALL BE PLACED AGAINST FIRM UNDISTURBED NON EXPANSIVE SOIL. WHERE OTHER CONCRETE SHALL BE PLACED AGAINST FIRM UNDISTURBED NON EXPANSIVE SOIL. WHERE OTHER CONDITIONS ARE ENCOUNTERED DURING EXCAVATION, THE CONTRACTING OFFICER SHALL BE NOTIFIED AND REMEDIAL MEASURES PRESCRIBED PRIOR TO PROCEEDING WITH WORK. 13) BOTTOM OF ALL FOOTING TRENCHES SHALL BE CLEAN AND LEVEL. REMOVE ALL DEBRIS BEFORE BOTTOM OF ALL FOOTING TRENCHES SHALL BE CLEAN AND LEVEL. REMOVE ALL DEBRIS BEFORE PLACING ANY CONCRETE. 14) ALL BOLTS & THREADED ROD SHALL BE ASTM A325 OR 316SS MINIMUM UNLESS OTHERWISE ALL BOLTS & THREADED ROD SHALL BE ASTM A325 OR 316SS MINIMUM UNLESS OTHERWISE NOTED, NEW, & WITHOUT SIGNIFICANT RUST. 15) A " CHAMFER SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE UNLESS OTHERWISE A " CHAMFER SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE UNLESS OTHERWISE 34" CHAMFER SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE UNLESS OTHERWISE NOTED. 16) REINFORCING DOWELS, BOLTS, ANCHORS, SLEEVE, ETC. TO BE EMBEDDED IN CONCRETE SHALL REINFORCING DOWELS, BOLTS, ANCHORS, SLEEVE, ETC. TO BE EMBEDDED IN CONCRETE SHALL BE SECURELY POSITIONED BEFORE PLACING CONCRETE. 17) ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED BY MOTORIZED VIBRATORY MEANS AND ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED BY MOTORIZED VIBRATORY MEANS AND THOROUGHLY WORKED AROUND REINFORCEMENT, EMBEDDED ITEMS AND INTO CORNERS OF FORMS. 18) MINIMUM DEVELOPMENT LENGTH FOR REBAR REINFORCING IS 12 BAR DIAMETERS. MINIMUM DEVELOPMENT LENGTH FOR REBAR REINFORCING IS 12 BAR DIAMETERS. NATURAL RESOURCE PROTECTION MEASURES: 1) TO PREVENT THE SPREAD OF INVASIVE AND NOXIOUS WEEDS, EQUIPMENT USED SHALL BE TO PREVENT THE SPREAD OF INVASIVE AND NOXIOUS WEEDS, EQUIPMENT USED SHALL BE WASHED BEFORE TRANSPORT TO THE CONSTRUCTION SITE AND OFF-ROAD OPERATION OF EQUIPMENT IS LIMITED TO THE EXTENT NECESSARY FOR CONSTRUCTION AND SITE ACCESS. 2) EROSION AND SEDIMENT CONTROL STRUCTURES SHALL BE USED DURING CONSTRUCTION TO EROSION AND SEDIMENT CONTROL STRUCTURES SHALL BE USED DURING CONSTRUCTION TO REDUCE SOIL LOSS DUE TO RUNOFF. EROSION AND SEDIMENT CONTROL STRUCTURES SHALL REMAIN IN PLACE UNTIL CONSTRUCTION IS COMPLETE AND DISTURBED AREAS HAVE BEEN SURFACED OR VEGETATED.
| G1-TITLE SHEET_27Apr23 |
| C1_PLAN_27APR23 |
| Sheets and Views |
| C1_PLAN |
| C2_DS_PLAN AND PROFILE_2MAY23 |
| Sheets and Views |
| C2_DS_PLAN AND PROFILE |
| C3_US_PLAN AND PROFILE_2MAY23 |
| Sheets and Views |
| C3_US_PLAN AND PROFILE |
| C4_SUPERSTRUCTURE_27APR23 |
| Sheets and Views |
| C4_SUPERSTRUCTURE |
| C5_ABUTMENTS_2MAY23 |
| Sheets and Views |
| C5_ABUTMENTS |
File details come from the government source that posted it. Updated .