Loading...
HomeMy WebLinkAbout20090924_DQInspector's Daily Report Project Name Date Shift Sheet 1 of 3 day Weather AM PM Inspector IDR Report # No. No. 11 1 Laborer with CDB 6 23 21 2 2 1 650J John Deere Dozer 1 2 1 1 Photos/Videos taken today?x Yes No File: Inspector's Shift Hours From: To:Inspector's Signature Reviewed By Signs Barricades I-405/I-5 to SR169 Stage 2 - Widening and SR515 Interchange Project sunny, hi 61 low 52 Traffic Control Reviewed Subcontractor Number & Classification Plan SheetItem Quanity IDR Sheet Item Number Material / Item Description Major Equipment on Project CDB Number & Classification EX 270LC Hitachi excavator with hoepack water truck General Foreman with CDB Foreman with CTI Operators with CTI 350P John Deere offroad dump truck D6 Cat dozers (1 idle today) Dynapac 16 ton vibratory roller partly cloudy, hi 68 low 61 Daniel Quehl 20090924 DQ Operator with CDB Foreman with Terra DynamicsSurveyors with CDB Bid Items Inspected Today/Field Note Flaggers EX 450 Hitachi excavators Location Structure#/Station (idle today) Acceptable Date 6:00 AM Date 7:00 PM TR (9.26.09) Laborers with CTI 9/24/009 September 24, 2009 Daniel Quehl Inspector's Daily Report Project Number Sheet 2 of 3 Inspector IDR Report # 20090924 DQ September 24, 2009 DateIDR Sheet Daniel Quehl I-405/I-5 to SR169 Stage 2 - Widening and SR515 Interchange Project Inspector's NotesToday' s activities listed for CDB at the Defoor site: Attended the CDB morning activity meeting. Attended the weekly CDB safety meeting. Performed observation and soil density testing on fill using common borrow over Miragrid 3XT and SF-20 Geogrid reinforcing and area east of Geogrid reinforcing from stations 10+35 to 15+95. Performed soil density testing at above locations per T310 and SOP 615 (Method 1) using a Troxler nuclear density gauge model 3440. The moisture density relationship value of 117.0 with a 12.1% optimum moisture was used per Mayes Testing lab number T-09082-24. The tests meet the 95% required compaction. The contractor was informed of test results. See attached Field Density Report and Density Work Sheet for results and locations. Verfied that Primary Geogrid reinforcing was placed longitudinal from both slopes located on the north and south areas of the site at stations 10+35 and 15+95. This was per the conversation with Roch Player the Engineer with CDB. While the Geogrid Reinforcing was being installed from stations 10+35 to 15+95 the following was verified: 1. Checked to assure that the proper type of Geogrid reinforcing was being used and was not damaged. 2. Checked to assure the minimum embedment depth was attained according to approved plans&specs 3. Checked that Geogrid was attached together, with the subcontractor using twist ties placed at a 1' to spacing and overlapping the Geogrid 2 to 6 inches. 4. A total of 49 rolls of Miragrid 3XT and 4 rolls of SF-20 were placed today. 5. That fill being placed did not exceed 1'. The subcontractor is using a laser to check elevations on each lift. 6. That the Geogrid was laying flat and not bundled up prior to fill being placed. 7. The unused Geogrid was covered with black plastic to protect from the sun. Elevations 208 and 209 were completed with installation and inspection of the Secondary and Primary Geogrid reinforcing from stations 10+35 to 15+95. Fill was placed at elevation 210 from station 10+35 to 13+50 and the Secondary Geogrid reinforcing at this elevation had not been placed yet. Performed observation as 17 truck loads for a total of 425 cubic yards of unsuitable material was placed by CDB along the 2:1 slope between the ditchline and Geogrid reinforcing from stations 10+00 to 15+95 and elevations 191 to 208 preparing slope for top soil and hydroseeding. This material was being transported from the stockpile located on the northeast corner of the site. After all unsuitable material had been placed along the 2:1 slope then the silt fence at elevation 191 was removed by CDB.. There was a total of 4,730 cubic yards of common borrow transported today by the conveyor belt from a total of 215 truck loads. The CTI subcontractor placed a total of 2,825 cubic yards from 113 truck loads. Performed observation of the fully loaded 350D offroad dump trucks and water truck driving over the compacted areas and material appeared to be firm and unyielding. Visited by Dave Zimmerman with CDB and owner Gary Merlino to see the progress of the project. Also visitd by Robert Morales withTerra Dynamics to measure and get dimensions of the 2:1 slope,locations stated above,where compost will be placed. Inspector's Daily Report Project Number Sheet 3 of 3 Inspector IDR Report # IDR Sheet Date 20090924 DQ Inspector's Notes I-405/I-5 to SR169 Stage 2 - Widening and SR515 Interchange Project September 24, 2009 Daniel Quehl Visited by Rod Blalock compliance inspector with WSDOT throughout the day. Personal used on the Defoor site: 1. Dan Lonsdale-General Foreman with CDB 2. Kevin Wicklund-Foreman with CTI 3.Mark Klinkhammer-Operator with CTI 4.Ken Hashon -Operator with CTI 5.Mark Furnier-Operator with CTI 6.Jay Knudtsen-Operator with CTI 7.Leo Dunn-Laborer with CTI 8. Robert Gamble-Operator with CTI 9.Mike Forest-Laborer with CTI 10.Mark Candee-Operator with CDB 11. Bill Smith-Laborer with CTI 12. Jim Davis-Laborer with CDB 13.Will Fletland-Operator with CTI 14. Dave Dover-Foreman with CDB 15.Jesus-Laborer with CDB 16.Wade Smith-Operator with CDB 17. Jeremiah Perez-Foreman with CDB 18.Josh Taylor-Surveyor with CDB 19. Eric Johnson-Surveyor with CDB 20. Robert Morales-Foreman with Terra Dynamics 21. Chris Qr Equipment used on the Defoor site: 1.Two 350P John Deere offroad dump trucks 2.Two EX450 Hitachi excavators 3. EX270LC Hitachi excavator(idle today) 4. Two D6 Cat dozers (1 idle today) 5.Dynapac 16 ton vibratory roller 6.650J John Deere dozer 7.water truck Project #:Date: 9/24/2009 Project :20 Inspector: Test Method: WSDOT FOP for AASHTO T310 123 10+35 to 15+95 10+35 to 15+95 10+35 to 15+95 T-09082-24 T-09082-24 T-09082-24 11+00 15+30 11+30 N/A N/A N/A Common Common Common -20 -28 -21 0 degrees 113.8 111.0 114.0 90 degrees 113.0 112.2 114.5 average 113.4 111.6 114.3 0 degrees 9.7 12.0 11.9 90 degrees 10.1 11.6 11.0 average 9.9 11.8 11.5 12.40 12.50 11.47 0.00 0.00 0.00 12.40 12.50 11.47 0.89 0.42 1.15 0.00 0.00 0.00 0.89 0.42 1.15 7310 92.80 96.66 90.00 119.4 117.0 120.5 95.0 95.4 94.8 11.4 12.1 11.0 11.4 12.1 11.0 11.4 12.1 11.0 Thomas B Robinson (5) % Retained on #4 Sieve (% Oversize) = Mass Retained / Mass of Sample Mass of Sample (Dry or SSD) = (1) - (2) (3) Mass of Retained on #4 Sieve + Tare (4) Mass of Tare B Mass of Material Retained on #4 Sieve = (3) - (4) (1) Mass of Sample (Dry or SSD) + Tare (2) Mass of Tare A T-09082 Gradation Determination Optimum Moisture Content Corrected = ((6 x 7) + (5 x 8)) / 100 (6) % Passing #4 Sieve = (100 - % Retained) Density and Optimum Moisture Determination WSDOT T99 Percent Compaction (% of maximum) = (Dry Density / Corrected Maximum Density) x 100 Maximum Density (from Maximum Density Curve Table) (7) Optimum Moisture of Fine Material, passing #4 (from Maximum Density Curve Report) (8) Optimum Moisture of Coarse Material, retained #4 (from Maximum Density Curve Report) Average Moisture Content Reference to Centerline Moisture Content Average Dry Density lb/cu.ft. Gauge Readings Material Type Depth of Material Dry Density lbs/cu.ft. Reviewed By: Comments: Test Hole Number Soils Field Density Worksheet for WSDOT Projects (WSDOT SOP 615) Moisture Density Curve # Test Station Station to Station Worksheet used when Maximum Density is determined using WSDOT Method T99 Daniel Quehl WSDOT I405,I5 to SR169 MTE Nuclear Gauge #: Project #:Date: 9/24/2009 Project :20 Inspector: Test Method: WSDOT FOP for AASHTO T310 4 10+35 to 15+95 T-09082-24 14+50 N/A Common -27 0 degrees 113.2 90 degrees 114.7 average 114.0 0.0 0.0 0 degrees 12.9 90 degrees 12.0 average 12.5 0.0 0.0 11.14 0.00 11.14 0.00 0.00 0.78 0.00 0.78 0.00 0.00 7 #DIV/0! #DIV/0! 92.97 #DIV/0! #DIV/0! 119.4 95.4 #DIV/0! #DIV/0! 11.4 11.4 11.4 #DIV/0! #DIV/0! Thomas B Robinson (5) % Retained on #4 Sieve (% Oversize) = Mass Retained / Mass of Sample Mass of Sample (Dry or SSD) = (1) - (2) (3) Mass of Retained on #4 Sieve + Tare (4) Mass of Tare B Mass of Material Retained on #4 Sieve = (3) - (4) (1) Mass of Sample (Dry or SSD) + Tare (2) Mass of Tare A T-09082 Gradation Determination Optimum Moisture Content Corrected = ((6 x 7) + (5 x 8)) / 100 (6) % Passing #4 Sieve = (100 - % Retained) Density and Optimum Moisture Determination WSDOT T99 Percent Compaction (% of maximum) = (Dry Density / Corrected Maximum Density) x 100 Maximum Density (from Maximum Density Curve Table) (7) Optimum Moisture of Fine Material, passing #4 (from Maximum Density Curve Report) (8) Optimum Moisture of Coarse Material, retained #4 (from Maximum Density Curve Report) Average Moisture Content Reference to Centerline Moisture Content Average Dry Density lb/cu.ft. Gauge Readings Material Type Depth of Material Dry Density lbs/cu.ft. Reviewed By: Comments: Test Hole Number Soils Field Density Worksheet for WSDOT Projects (WSDOT SOP 615) Moisture Density Curve # Test Station Station to Station Worksheet used when Maximum Density is determined using WSDOT Method T99 Daniel Quehl WSDOT I405,I5 to SR169 MTE Nuclear Gauge #: Page of125.2****124.8124.4124.311.9*11.4*120.5*120.5*119.4*119.412.112.1Average114.7OMC %*11.4*1111127.111.6111112.2Direct TransmissionCompaction %FieldMoisture Content %Dry Density (PCF)Backscatter / Direct TransmissionLaboratoryMax Dry Density (PCF)113.8113Tan silty sand with trace of oversizeTan silty sand with trace of oversize9512117*11 114.595*119.4MTE Nuclear Gauge No.:Wet Density (PCF)9.710.1ASTM D 6938*11.4Depth or Elevation (feet)Direct Transmission23a2a3Test #11a4*127.8128.5*11.44aFill over Geogrid Reinforcing at Defoor site 55' east of ditchline at station 14+50*119.4113.212-20'below finishgrde-20'below finishgrde-28'below finishgrde-28'below finishgrde-21'below finishgrde-21'below finishgrdeLocationIn our opinion, fill generally meets specifications as indicated by test numbers:Soil Type DescriptionTan silty sand with trace of oversizeTan silty sand with trace of oversizeTan silty sand with trace of oversizeFill over Geogrid Reinforcing at Defoor site 55' east of ditchline at station 14+50Fill over Geogrid Reinforcing at Defoor site 130' east of ditchline at station 11+00Fill over Geogrid Reinforcing at Defoor site 110' east of ditchline at station 11+30Contractor AdvisedFull-time observationMethod of Adding Moisture:fire hose and water truck1 footComments: *See Attached Density Work Sheet for test #'s 1 thru 4Type and Number of Compaction units:Number of Passes:16 ton roller3to4Part-time observationDry Density: 11QC Sample:Test No.:Direct TransmissionDirect Transmission-27'below finishgrdeFill over Geogrid Reinforcing at Defoor site 130' east of ditchline at station 11+00Fill over Geogrid Reinforcing at Defoor site 40' east of ditchline at station 15+30Fill over Geogrid Reinforcing at Defoor site 40' east of ditchline at station 15+30Fill over Geogrid Reinforcing at Defoor site 110' east of ditchline at station 11+30Direct Transmission127.6 114Type and Number of earth moving units:Dozer and ExcavatorASTM D 698 (Standard Proctor)ASTM D 1557 (Modified Proctor)Specification Compaction and Material :95%-T99 21Date: 9/24/009T09082WSDOT I405,I5 to SR169Daniel QuehlProject No.:Tan silty sand with trace of oversizeMoisture %:SoilFIELD DENSITY TEST REPORTTan silty sand with trace of oversizeAverage12.9-27'below finishgrdeTan silty sand with trace of oversizeTan silty sand with trace of oversizeTan silty sand with trace of oversizeDirect TransmissionDirect TransmissionDirect TransmissionTan silty sand with trace of oversize117*Average*Project:Inspector:3a 114.595*In our opinion, fill does not meet specifications as indicated by test numbers:Fill test meets compaction specifications2020225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 98036 Fax 425.745.1737 10029 S. Tacoma Way, Suite E-2 Ph 253.584.3720 Tacoma, WA 98499 Fax 253.584.3707 7911 NE 33rd Drive, Suite 190 Ph 503.281.7515 Portland, OR 97211 Fax 503.281.7579 MTE 1400-2C, Rev 2, 4/1/08 Page of95Depth or Elevation (feet)Compaction %FieldMoisture Content %Dry Density (PCF)Backscatter / Direct TransmissionLaboratoryMax Dry Density (PCF)20MTE Nuclear Gauge No.:Wet Density (PCF)AverageASTM D 6938Test # LocationIn our opinion, fill generally meets specifications as indicated by test numbers:Soil Type DescriptionTan silty sand with trace of oversizeContractor AdvisedFull-time observationMethod of Adding Moisture:fire hose and water truck1 footComments: *See Attached Density Work Sheets for test #'s 1 thru 4Type and Number of Compaction units:Number of Passes:16 ton vibe roller3to4Part-time observationDry Density:QC Sample:Test No.:Project No.:Type and Number of earth moving units:Dozer and ExcavatorASTM D 698 (Standard Proctor)ASTM D 1557 (Modified Proctor)Specification Compaction and Material :95%-T9922Date: 9/24/009T09082WSDOT I405,I5 to SR169Daniel QuehlMoisture %:SoilFIELD DENSITY TEST REPORTIn our opinion, fill does not meet specifications as indicated by test numbers:Fill test meets compaction specificationsProject:Inspector:OMC %20225 Cedar Valley Road, Suite 110 Ph 425.742.9360 Lynnwood, WA 98036 Fax 425.745.1737 10029 S. Tacoma Way, Suite E-2 Ph 253.584.3720 Tacoma, WA 98499 Fax 253.584.3707 7911 NE 33rd Drive, Suite 190 Ph 503.281.7515 Portland, OR 97211 Fax 503.281.7579 MTE 1400-2C, Rev 2, 4/1/08