I 940R. RAMP I15N TO MLK & Over RAMP I15N TO US 95E 01/28/2015. Report Contents

Transcription

1 Bridge Number Bridge Location Inspection Date I 90R RAMP I15N TO MLK & Over RAMP I15N TO US 95E This report identifies deficiencies requiring urgent corrective action This bridge is scour critical This bridge contains fracture critical components Yes No Report Contents Inspection Report Cover Sheet Element Level Inspection Report Waterway Measurement Report Bridge Photographs Signs and Utilities Inspection Report Maintenance Recommendation Report Underwater Inspection Procedures Complex Bridge Inspection Procedures Load Rating Summary Structure Inventory & Appraisal Report Other: Supplemental Drawings Fracture Critical Member Inspection Procedures Type of Inspection: Initial Routine In-Depth Underwater Fracture Critical Complex Other Special Inspectors Team Leader Name: Akinola, Ayodele Initials Reviewing P.E. Seal and Sign Assistant Name: Parshley, Clarence Assistant Name: Assistant Name: Reviewing P.E. Name Premo, Michael Date of Review: 02/23/2015 I hereby certify that these documents were prepared or approved by me.

2 Element Condition Values Bridge Number I 90R Bridge Location RAMP I15N TO MLK & Over RAMP I15N TO US 95E Inspection Date Elem/Env Element Description Quantity UOM Qty1 Qty2 Qty3 Qty 012- / 2 Reinforced Concrete Deck/Slab 713 sq ft Structure splits off from adjoining structure I 90 at south end. - Deck concrete wearing surface exhibits random longitudinal cracks to 1/32" wide, some with 6" spacing. Cracking is mostly in wheel paths, in isolated areas, and is not evident in all spans. - Several failing 6" diameter grouted construction plugs. - Near the center of Span 12, a 5" long 2 x timber is embedded in the deck surface on the right wheel track, with adjacent spalling to 10" X 1" D on left wheel path. - Span 1 spalling at left wheel path is up 1.8" l X 1'5" W X 2" D. 10 / 2 Prestressed Concrete Closed Web/Box 1772 ft Girder - East edge of Span 1 girder exhibits minor spalling to 10" L X " W X 1/2" D, no exposed rebar. - Spots of transverse cracking to 1/6"w with light efflorescence in soffit overhangs. - There are three seismic restraint cables per set, with two sets above each pier. - The western set of seismic restraint cables at Pier 1 is very taut. - The top edge of the post tensioning thrust blocks exhibit construction related open and incipient spalling from 1' L x 1' W x 1" D, some with short sections of exposed but not corroded rebar in the following locations: - Span 5, block 2 left at north end; - Span 6, block 3 left at south end; - Span 8, block right at north end; - Span 9, block right at north end (see Photo 6); - Span 10, block right at north end; - Span 12, block 3 right at south end; - Span 12, block right at north and south ends; - Span 1, block 3 right at north end; - Span 1, block right at north end. - Post tensioning thrust blocks exhibits cracking to 1/16" w at intermittent locations. 205 / 2 Reinforced Concrete Column/Pile 15 each Extension Column 1 is below the pier cap of structure I Columns typically exhibit horizontal and vertical cracks to 1/6" wide. - West face of Column 5 and the south faces of Columns 7 and 8 exhibit minor honeycombing. - Column 10, north face has 6 stirrups exposed with light surface corrosion due to insufficient cover. - Column 6 shows water stains on both sides and light scale less than 1/2" deep on southeast face full height due to water runoff from above joint. - Column 15 at girder soffit interface exhibits a rock pocket on the east face up to 2'6" L X 3" H X 2" D, no exposed rebar. 215 / 2 Reinforced Concrete Abutment 26 ft Southwest edge of the Abutment 2 backwall exhibits a 2' H x 6" W x 3/" D impact related spall. 23 / 2 Reinforced Concrete Pier Cap 60 ft 60 - Pier cap generally exhibits 1/6"w vertical cracking. - Pier 11 cap exhibits horizontal cracking at interface of sidewall arm extensions.

3 Element Condition Values Bridge Number Bridge Location I 90R RAMP I15N TO MLK & Over RAMP I15N TO US 95E Inspection Date Elem/Env Element Description Quantity UOM Qty1 Qty2 Qty3 Qty 303 / 2 Assembly Joint with Seal 105 ft Modular expansion joints are filled with dirt and debris. - There are signs of minor leakage as evidenced by light water staining at segment joints from overflow of expansion joint ends. No evidence of breaks in assembly joint seal. - Hairline to 1/6" longitudinal cracks in some headers. 31 / 2 Pot Bearing 12 each 12 - Abutment 2 pot bearing grout pads exhibit minor edge spalls. 321 / 2 Reinforced Concrete Approach Slab 1 each Approach slab concrete wearing surface exhibits longitudinal and transverse cracks to 1/16" wide. 331 / 2 Reinforced Concrete Bridge Railing 355 ft Parapets exhibit hairline to 1/6" wide vertical cracks, numerous tire scuffs and scrapes. - Right parapet spalling to 1'L x 7"W x 1" D. 516 / 2 Concrete Coating 1 lump sum Coating exists on interior face of parapets and lower 1/3 of columns. - No significant deficiencies / 2 Under Deck Lighting System each Two attached to Column 2 and one attached to each Column 13 and No significant deficiencies. 680 / 2 Reinforced Concrete Retaining Walls 60 ft 60 - No significant deficiencies. 685 / 2 Concrete Abutment Slope Paving 1 each Few horizontal cracks to 1/8"w. - The slope paving crown at the southeast end exhibits a broken section up to 1'6" L X 2'" W, due to undermining. 690 / 2 Substructure Scour and Erosion 16 each 16 - West face of Column 5 and 6 has minor erosion at the base 69 / 2 Debris on Seats 1 each Light trash on abutment seat. - Minor pigeon excrement on Pier 6 and 11 seat. 750 / 2 Relief Joints 23 ft 23 - The south relief joint exhibits minor deterioration of joint material and a 1" height differential at the eastern 8'. 761 / 2 Reinforced Concrete Approach Barrier Rail each - Southeast approach parapet exhibits a lateral offset to 2-1/2" w by right relief joint. - Approach parapet exhibits tire scuff marks.

4 Element Condition Values Bridge Number Bridge Location I 90R RAMP I15N TO MLK & Over RAMP I15N TO US 95E Inspection Date Elem/Env Element Description Quantity UOM Qty1 Qty2 Qty3 Qty 770 / 2 Cement Concrete Approach Pavement 1 lump sum South approach pavement exhibits cracking to 2" W (see Photo ), with areas of spalling along the crack; opened to " W. - South approach pavement panel adjacent to relief joint exhibits spalling to 1'" L X 9" W X 2-1/2" D. 771 / 2 Asphalt Concrete Approach Pavement 1 lump sum Asphalt approach pavement along north relief joint exhibits advance joint crack deterioration to 6" W X 27'7" L X 2" D. 775 / 2 Approach Roadway Embankment 1 lump sum Southeast approach embankment at slope paving crown exhibits undermining to 6'L X 6" H X 2' maximum penetration. 783 / 2 Approach Roadway Drains 1 each 1 78 / 2 Approach Slab Drains 2 each Both south drains are clogged (see Photo 5). 800 / 2 Impact Damage 1 lump sum 1 - Lower east edge of the Span 16 girder exhibits minor impact scrapes located approximately 30' south of Abutment 2.

5 State of Nevada Department of Transportation Date: Photo 1: West Elevation Date: Photo 2: South Approach

6 State of Nevada Department of Transportation Date: Photo 3: General Superstructure Date: Photo : 2" South Approach Pavement Cracking

7 State of Nevada Department of Transportation Date: Photo 5: Clogged South Approach Slab Drain Date: Photo 6: Spalled Span 9 Block Post-Tensioning Thrust Block

8 Maintenance Inspection Work Items and Costs Report Bridge Number Bridge Location I 90R RAMP I15N TO MLK & Over RAMP I15N TO US 95E 2 - Perform action with next 1 year Timing Criticality Item Code Description Units 2 Inspection Date Std.Unit Cost Quantity Unit Cost Total Cost Repair Asphalt Wearing 1 - Minor R10 SQFT Surface 2 Repair incipient/open spalling along north relief joint. 2 - Major Super6 Reset Bearings EACH Evaluate and reset western set of seismic restraint cables at Pier 1 if necessary. 3 - Perform action within next 2 years Timing Criticality Item Code Description Units 3 Std.Unit Cost Quantity Unit Cost Total Cost Seal Crack in Concrete 1 - Minor R15 LINFT Approach Panel 3 Seal cracking on south approach pavement. Patch spalling on south approach pavement panel, adjacent to relief joint. 1 - Minor R8 Clean Approach Drain EACH Unclog approach slab drains. - Perform action when time and money permit Timing Criticality Item Code Description Units Std.Unit Cost Quantity Unit Cost Total Cost Repair Spalled Concrete 1 - Minor Sub5 SQFT Slope Paving Repair broken section of slope paving crown at the southeast end. Repair Spalls in 1 - Minor Super1 SQFT Concrete Superstructure Repair spalled plugs in deck and embedded timber in Span 12 deck. Repair/Fill Approach 1 - Minor R CUYD Embankment Erosion Repair undermining at southeast approach embankment at slope paving crown.

9 Maintenance Inspection Work Items and Costs Report Bridge Number Bridge Location I 90R RAMP I15N TO MLK & Over RAMP I15N TO US 95E Inspection Date Seal Deck/Slab Cracks 1 - Minor D10 SQFT (Pourable Sealant) Seal deck cracking. 1 - Minor D9 Clean Expansion Joints EACH Clean assembly joints. Repair/Replace 1 - Minor D31 LINFT Concrete Bridge Railing Patch parapet spalling. Repair Spalled 1 - Minor Sub LS Substructure Concrete Patch rock pocket on Column 15 at girder soffit interface.

10 [REV. 7/01] LOCAL NAME TYPE LENGTH ft-in 1772'-0" Ramp N-MLK Blvd WIDTH ft-in BRIDGE LOAD RATING State of Nevada Department of Transportation Load Rating Report Precast Segmental Single Cell Box Girder (15 spans) 26'-7" STRUCTURE NUMBER I-90R YEAR CONSTRUCTED DEPTH ft-in '-0" CONTRACT NUMBER(S) 2830 COUNTY ROUTE DISTRICT MILEPOST Clark I-15 / US-95 ANALYSIS BY: A. Harrison/H. Larson DATE: 8/15/2007 CHECKED BY: C. Serroels DATE: 3/20/ Method of Analysis: BD2 Time Dependent Analysis (Version 3.05), SAP2000 (Version 10), Hand Calculations A.) Existing Condition With existing Rating By Load Factor Method No overlay INVENTORY RATING = HS 28.0 = 5.7 Metric Tons OPERATING RATING = HS 6.8 = 76. Metric Tons PERMIT TRUCK COLOR CAPACITY = PPPPP B.) Modified Condition With future Rating By Load Factor Method inch AC Overlay INVENTORY RATING = HS --- = ---- Metric Tons OPERATING RATING = HS --- = ---- Metric Tons PERMIT TRUCK COLOR CAPACITY = CONDITION RATING Date of Inspection: [Summarized from the Structure Inspection Report] COMMENTS: DECK RATING: SUPERSTRUCTURE RATING: SUBSTRUCTURE RATING: CULVERT RATING: Note: Ratings above are NBI Ratings from inspection report weighted for structural items only See "Seg_Load Rating_I-90R.doc" for a complete description of the Load Rating procedure used for this bridge 7 2/6/ Feet Type: Routine 9 Inches 7 CHANNEL RATING: NA 7 EST. REMAINING LIFE [Years]: NA MIN. VERTICAL CLEARANCE STRUCTURE POSTED? [Yes/No]: Seal and Signature No This report was prepared in accordance with AASHTO "Manual for Condition Evaluation of Bridges, 199 Second Edition" with revisions by Nevada Department of Transportation. Report by: A. Harrison/H. Larson DATE: 8/15/2007

11 [REV. 8/05] State of Nevada DATE Department of Transportation 10/9/2007 Load Rating Summary Sheet LOCAL NAME STRUCTURE NUMBER Ramp N-MLK Blvd I-90R COUNTY Clark ROUTE I-15 / US-95 MATERIAL PROPERTIES: BRIDGE DATA Deck/---- Girders/ ---- Original Bridge: Concrete F'c (psi)= Precast Segmental Single Cell Box Girder (15 spans) Reinforcing Steel Fy (psi)= 60,000 60,000 Structural Steel Fy (psi)= NA NA Widenings: Prestressing Steel F's (psi) 270, ,000 None 150, ,000 ANALYSIS CRITERIA: - Rating performed using LFD - Analyzed structure under "existing" conditions - Deck rating live loads computed from Homberg influence charts - Web principal stress rating based on AASHTO LRFD requirements - CA Permit Trucks modeled with 26kip front axle and 8k axles at 18' - Locked in erection loads, dead loads, section properties, and time dependent parameters based on contractors longitudinal construction analysis dated: 3/23/ Transverse deck stresses checked at face of web, start of overhang and center of cell - ANALYSIS METHOD & RESULTS: Rating Method Deck BD2, Hand Calculations (Transverse Analysis) Loads Girders Special Items - Analysis by: A. Harrison/H. Larson Date: 8/15/2007 Checked by: C. Serroels Date: 3/20/2008 BD2 Time Dependent Analysis (Version 3.05), SAP2000 (Version 10), Hand Calculations Hand Calculations (Web Principal Stress) HS20 = AASHTO HS20- Truck Load or Lane Load whichever is greatest P5/P9/P13 = Caltrans permit trucks P5, P9, and P13 applied separately with same wheel lines per girder as for HS20 No overlay Controlling Girder Action Special Rating Items Deck Girders Analysis Point Critical Action Web Cracking Sp1 Mid-Span Flexure (principal 5.6Stress) NA Sp1 Mid-Span Flexure NA NA 1.86 Sp1 Mid-Span Flexure NA NA 1.50 Sp1 Mid-Span Flexure NA NA 1.0 Sp1 Mid-Span Flexure NA NA INVENTORY RATING = HS 28.0 = 5.7 Metric Tons OPERATING RATING = HS 6.8 = 76. Metric Tons Rating Factors for P5 / P7/ P9/ P11/ P13 = 1.86/1.68/1.50/1.5/1.0 Rating for P7 and P11 interpolated LOAD RATING- Existing Condition Overlays- Standard Rating Items INVENTORY RATING: RATING FACTOR for HS20 = OPERATING RATING: RATING FACTOR for HS20 = RATING FACTOR for P5 = RATING FACTOR for P9 = RATING FACTOR for P13 = LOAD RATING- w/ Modified Condition Overlays- Standard Rating Items Controlling Girder Action Special Rating Items INVENTORY RATING: Deck Girders Analysis Point Critical Action Rating Item/ Action RATING FACTOR for HS20 = OPERATING RATING: RATING FACTOR for HS20 = RATING FACTOR for P5 = RATING FACTOR for P9 = RATING FACTOR for P13 = INVENTORY RATING = HS --- = --- Metric Tons OPERATING RATING = HS --- = --- Metric Tons Rating Factors for P5 / P7/ P9/ P11/ P13 = -.-- / -.-- /-.-- /-.-- /-.--

12 Last Modified: 02/2/2015 Structure Inventory and Appraisal 1. State Code 329 (Nevada) 2. District 01 (District 01) 3. County 003 (Clark). Place Code 0000 (Las Vegas) 5. Inventory Route Feature Intersected RAMP I15N TO US 95E 7. Facility Carried RAMP I15N TO MLK & 8. Structure No. I 90R 9. Location LAS VEGAS 10. Min Vertical Clearance ft. 11. Milepoint Base Hwy Network 1 (Inventory Route is on the Base Network) 13A. LRS Inv Route B. Subroute No. 16. Latitude 17. Longitude 19. Detour Length ' 2.71 " ' 12.3 " 20. Toll 3 (On Free Road) 21. Maintenance Resp 01 (State Highway Agency) 22. Owner 01 (State Highway Agency) 32. Appr. Roadway Width 33. Median Functional Class 11 (Urban) 27. Year Built A. Lanes On 1 28B. Lanes Under Avg Daily Traffic Year of ADT Design Load 6 (MS 18+Mod / HS 20+Mod) 0 (No median) 3. Skew 99 degrees 35. Structure Flared 0 36A. Bridge Railings 1 (Meets acceptable standards) 36B. Transitions 1 (Meets acceptable standards) 36C. Approach Guardrail 1 (Meets acceptable standards) 36D. Approach GuardRail Term 1 (Meets acceptable standards) ft. 37. Historical Significance 5 (Not eligible) 38. Navigation Control N (Not applicable, no waterway) 39. Vertical Clearance 0.0 ft. 0. Horiz. Clearance 0.0 ft. 1. Posting Status A (Open) 2A. Type of Service On 1 (Highway) 2B. Type of Service Under 1 (Highway, with or w/out pedestrian) 3A. Main Span Material 6 (Prestressed concrete continuous) 3B. Main Span Design 21 (Segmental Box Girder) A. Appr. Span Material 0 (Other) B. Appr. Span Design 00 (Other) 5. No. of Spans Main Unit No. of Appr. Spans 0 7. Horiz. Clearance 23.6 ft. 8. Length Max Span 139. ft. 9. Structure Length ft. 50. Curb/Sdwk Width LT 0.00 ft. RT 0.00 ft. 51. Width Curb to Curb 23.6 ft. 52. Deck Width Out to Out 26.6 ft. 53. Min. Vert. Clearance Over 328 ft. 5A. Min. Vert. Underclear H (Highway beneath structure) 5B. Min. Vert. Underclear 16.7 ft. 55A. Min. Lat. Underclear Right H (Highway beneath structure) 55B. Min. Lat. Underclear Right 22.7 ft. 56. Min. Lat. Underclear Left 10.5 ft. 58. Deck 7 (Good Condition (some minor problems)) 59. Superstructure 7 (Good Condition (some minor problems)) 60. Substructure 7 (Good Condition (some minor problems)) 63. Rating Method 1 (Load Factor (LF)) 6. Operating Rating Rating Method 1 (Load Factor (LF)) 66. Inventory Rating Struc Eval 7 (Better than present minimum criteria) 68. Deck Geometry 6 (Equal to present minimum criteria) 69. Underclearance, 6 (Equal to present minimum criteria) Vert & Horiz 70. Posting 5 (Equal to or above legal loads) 71. Waterway Adequacy N (Not Applicable) 72. Approach Alignment 8 (Equal to present desirable criteria) 75A. Type Of Work 75B. Work Done By 76. Len of Struc Impr ft. 90. Inspection Date 91. Frequency 2 92A. FC Frequency 92B. UW Frequebcy 92C. SI Frequency 92A-1. FC Required N 92B-1. UW Required N 92C-1. SI Required N 93A. FC Inspection Date 93B. UW Inspection Date 93C. SI Date 9. Bridge Impr Cost $ Rdwy Impr Cost $ Total Proj Cost $ Year of Impr Cost 98A. Border Bridge Code (Not Applicable) 98B. % Responsibility 99. Border Bridge No STRAHNET 1 (Is on an Interstate STRAHNET route) 101. Parallel Structure N (No parallel structure) 102. Direction of Traffic 1 (1-way traffic) 103. Temp Structure 10. Hwy Sys Inv Route 1 (Structure/Route is on NHS) 105. Fed Lands Hwys 0 (Not Applicable) 106. Year Reconstructed 107. Deck Type 1 (Concrete Cast-in-Place) 108A. Wearing Surface 1 (Monolithic Concrete (concurrently placed with structural deck)) 108B. Deck Membrane 0 (None) 108C. Deck Protection 0 (None) 109. Truck ADT 0 % 110. Desig National Net 1 (Inventory route on National Truck Network) 111. Pier Protection 112. Bridge Length Y 113. Scour Critical Bridges N (Not over waterway) 11. Future ADT Year Future ADT Min Nav Vert Clear 0 ft Contract Number 202. Seismic Risk 203. Structure Name 20. Culvert Barrel Height 205. Culvert Barrel Width 206. Culvert Barrel Length 207. Total Deck Area 713 sq ft Last Access Required Inspection Date 209. Access Required 8 Inspection Frequency 210. Date of Next Access 01/28/2019 Required 211. Bridge Inventory South to North Direction 61. Channel/Channel Prot N (Not Applicable) 62. Culvert N (Not Applicable) Sufficiency Rating: FO: N SD: N