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Home My WebLink About20091008_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 13 2 1 1 650J John Deere Dozer 1 1 1 1 1 1 Photos/Videos taken today?x Yes No File: Inspector's Shift Hours From: To:Inspector's Signature Reviewed By Laborers with CTI 10/08/009 October 8, 2009 Daniel Quehl 7:00 PM TR (10/10/2009) Acceptable Date 6:00 AM Date EX 450 Hitachi excavators(1idle 1/2 a day) Location Structure#/Station (idle 1/2 a day) Bid Items Inspected Today/Field Note Flaggers sunny, hi 63 low 57 Daniel Quehl 20091008 DQ Operator with CDB General Foreman with CDB Foreman with CTI Operators with CTI TC-9 Komatsu small dump crawler(idle) 350P John Deere offroad dump truck D6 Cat dozer(idle 1/2 a day) Dynapac 16 ton vibratory roller IDR Sheet Item Number Material / Item Description CDB Number & Classification EX 270LC Hitachi excavator with hoepack water truck 312C Cat Excavator(idle) Subcontractor Number & Classification Plan SheetItem Quanity I-405/I-5 to SR169 Stage 2 - Widening and SR515 Interchange Project sunny, hi 57 low 43 Traffic Control ReviewedSigns Barricades Inspector's Daily Report Project Number Sheet 2 of 3 Inspector IDR Report # IDR Sheet Daniel Quehl I-405/I-5 to SR169 Stage 2 - Widening and SR515 Interchange Project Inspector's Notes October 8, 2009 Date 20091008 DQ Today' s activities listed for CDB at the Defoor site: Attended the CDB morning weekly safety meeting and activity meeting. Performed observation and soil density testing on fill using common borrow over SF-55 Primary Geogrid reinforcing and remainder of used Miragrid 3XT rolls being used in place of SF-20 Secondary 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 113.0 with a 12.9% optimum moisture was used per Mayes Testing lab number T-09082-32. The test met the 95% required compaction. The contractor was informed of test results. See attached Field Density Report and Density Work Sheet for results and locations. 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. There was 16 Rolls of SF-55 and remainder of the Miragrid 3XT rolls were used in place of SF-20 for Secondary Geogrid reinforcing 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. Elevation 226 and 227 were completed from stations 10+35 to 15+95 with installation and inspection of the Secondary and Primary Geogrid reinforcing. At elevation 228 the fill was placed and compacted from station numbers 10+35 to 15+95 but no Secondary Geogrid reinforcing had been placed at this elevation today. CTI placed a total of 2,475 cubic yards of common transported from 99 truck loads. The common borrow was transported to the site by a conveyor belt from the Rolling Hills south of Thunder Creek with a total of 4,158 cubic yards transported today by 189 truck loads. Performed observation of the fully loaded 350D offroad dump truck and water truck driving over the compacted areas and material appeared to be firm and unyielding. Visited by Roch Player the Eng. with CDB, Mr.Gary Merlino, and Allan Brown with CDB to see the progress of the project. Ken Viren the materials technician with WSDOT performed a soils density test per T310 and obtained a sample per SOP 615. Mazen Hadi the inspector with WSDOT visited the site throughout the day. The Holding Point was reached at elevation 226 and Ken Viren the Materials Technician with WSDOT along with myself spoke with Kevin Wicklund the Foreman with CTI that all testing had been obtained and that it was alright to continue. Performed observation for the fill along the 1.5:1 slope between stations 10+35 to 15+95 being brought to finish grade elevation from elevations 208 to 228. The slope was then hoepacked after fill was completed. Inspector's Daily Report Project Number Sheet 3 of 3 Inspector IDR Report # Inspector's Notes I-405/I-5 to SR169 Stage 2 - Widening and SR515 Interchange Project October 8, 2009 Daniel Quehl IDR Sheet Date 20091008 DQ Personal present at 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.Bill Smith-Laborer /Operator with CTI 8. Robert Gamble-Operator with CTI 9.Mike Forest-Laborer with CTI 10.Mark Candee-Operator with CDB 11. Jim Davis-Laborer with CDB 12. Leo Dunn-Laborer with CTI Equipment used on the site: 1.350P John Deere offroad dump truck 2.Two EX450 Hitachi excavators(1 idle 1/2 a day) 3. EX270LC Hitachi excavator (idle 1/2 a day) 4.D6 Cat dozer(idle 1/2 a day) 5.Dynapac 16 ton vibratory roller 6.650J John Deere dozer 7.water truck 8.312C Cat Excavator (idle today) 9.TC-9 Komatsu small dump crawler(idle today) Page of2a 109.1*99In our opinion, fill does not meet specifications as indicated by test numbers:Tan silty sand with trace of oversizeDirect TransmissionDirect TransmissionDirect Transmission123Direct Transmission12.9Tan silty sand with trace of oversizeMoisture %:SoilFIELD DENSITY TEST REPORTAverageTan silty sand with trace of oversizeTan silty sand with trace of oversizeT09082WSDOT I405,I5 to SR169Daniel QuehlProject No.:Project:Inspector:11Date: 10/08/009Type and Number of earth moving units:Dozer and ExcavatorASTM D 698 (Standard Proctor)ASTM D 1557 (Modified Proctor)Specification Compaction and Material :95%-T99 Fill over Geogrid Reinforcing at Defoor site 140' east of ditchline at station 15+00Fill over Geogrid Reinforcing at Defoor site 135' east of ditchline at station 15+25Fill over Geogrid Reinforcing at Defoor site 135' east of ditchline at station 15+25Fill over Geogrid Reinforcing at Defoor site 130' east of ditchline at station 13+25*See Attached Density Work Sheet for test #'s1thru3Type and Number of Compaction units:Number of Passes:16 ton roller&Hoepack3to4Part-time observationDry Density: 10.9QC Sample:Test No.:Contractor AdvisedFull-time observationMethod of Adding Moisture:fire hose 1 footComments:LocationIn 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 140' east of ditchline at station 15+00Fill over Geogrid Reinforcing at Defoor site 130' east of ditchline at station 13+25-9'below finishgrde-9'below finishgrde-8'below finishgrde-8'below finishgrde-6'below finishgrde-6'below finishgrdeFill test meets compaction specificationsTest #11a23a2a320Tan silty sand with trace of oversize*113MTE Nuclear Gauge No.:Wet Density (PCF)13.814.6ASTM D 693812.9Tan silty sand with trace of oversize*9711.2*113*9.5 112*97Depth or Elevation (feet)Direct TransmissionDirect TransmissionCompaction %FieldMoisture Content %Dry Density (PCF)Backscatter / Direct TransmissionLaboratoryMax Dry Density (PCF)110.2109.4109.6109.1111.8AverageOMC %12.9*113*11312.910.3 *123.5Average*10*9.5*112.9*112.9121.0****125.4125.4121.910.920225 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 Project #:Date: 10/8/2009 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-09082-32 T-09082-32 T-09082-32 15+00 15+25 13+25 N/A N/A N/A Common Common Common -9 -8 -6 0 degrees 110.2 109.6 111.8 90 degrees 109.4 109.1 112.0 average 109.8 109.4 111.9 0 degrees 13.8 11.2 10.0 90 degrees 14.6 10.9 10.3 average 14.2 11.1 10.2 12.05 10.14 11.89 0.00 0.00 0.00 12.05 10.14 11.89 0.24 0.29 0.60 0.00 0.00 0.00 0.24 0.29 0.60 235 98.05 97.15 94.93 113.0 113.0 112.9 97.2 96.8 99.1 12.9 12.9 9.5 12.9 12.9 9.5 12.9 12.9 12.4 Thomas B Robinson Reviewed By: Comments: 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 #: Material Type Depth of Material Dry Density lbs/cu.ft. Test Hole Number 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) (1) Mass of Sample (Dry or SSD) + Tare (2) Mass of Tare A T-09082 Gradation Determination Average Moisture Content Reference to Centerline Moisture Content Average Dry Density lb/cu.ft. Gauge Readings (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)