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Report (76)
DoS-0 ( 1 2,C2 SPI --- Craig Schuck,VP 11 December 2017 Niki Munson Riverside Homes LLC ;TZ =-g 17933 NW Evergreen Parkway,#370 F=- _ � �n a' '4 Portland,OR 97006 DEC I 3 201/ Re: Geotechnical Construction Observation su e IT 3 ''�M '-J.. mmary report for Progress Landing, r .�. + 'mss '�z A a`'S #,� '�z�`+-� �'�a 12 lots in Tigard Oregon Dear Mr. Schuck and Ms.Munson, Rapid Soil Solutions (RSS) is pleased to submit this geotechnical construction observations summary report for Progress Landing Subdivision project located in Tigard, Oregon. The purpose of this report is to summarize RSS's on-call geotechnical observation and testing services for infrastructure, roadway, and residential lot construction between the dates of September2017 to November2017. The subject property is located off of SW 135`h Avenue just south of the intersection Morning Hill Drive. The jurisdictional regulatory agency for the subject site is Was SW in County,Oregon. hington Construction Observation Methods and Techni ues RSS and ACS Testing performed geotechnical testing services for the site improvements construction phase of the project as requested on an on-call basis. This summary report is based upon construction monitoring, p ements QA/QC oversight of fill placement activities, and analytical laboratory,nuclear gauge density. Nuclear gauge density testing was performed during construction in accordance with ASTM D6938 to document placement of structural lot fill, utility trench backfill, road fill, and concrete. Nuclear gauge testing consists of measuring the density and moisture content of in- place construction materials compared to the theoretical maximum density asphalt r sty determined by the Proctor moisture-density test or Rice density test. Project construction specifications, indicated on the approved civil plans, require achieving at least 95 percent relative compaction for soil and aggregate and 91 percent relative compaction for asphalt concrete. as General Information and structural fill lacement As indicated on the grading plans produced by NW Engineers the Subdivision is a single-family residential project consisting of 12 building lots, asphalt-paved roadways, underground utilitymily infrastructure, and storm water management facilities. The only lots of have fill lac them were 5-9 and 10,12 where ACS Testing. Those test results have been sent before results were achieved with proof rolls and compaction tests. Topsoil p ed upon placed on lots following site improvements construction. The frontportion of andy P was observed to have been contain soft soil resulting from excavation and backfill of power and communication utility lots at the site may trenches. Bearing capacity of the lots are 1,500 psf. a pfd i Lc 503-816-3689 mea@rapidsoilsolutions.com Remainin Lots RSS did not observe or test structural fill placed on remaining lots located within the limits of subdivision. These lots were either cut below original grade or exist in their approximate preconstruction state. These lots may be covered with a layer of organic topsoil spread after construction. If evidence of undocumented fill or previously disturbed soil is discovered during future foundation excavation, sub-grade assessment should be conducted by a licensed geotechnical engineer or designated representative prior to footing construction. Utilities and Roads RSS tested trench backfill for storm, water, and sanitary sewer utility infrastructure in accordance with project plans and specifications. RSS also tested structural fill, crushed aggregate base, and asphaltic concrete placed in proposed roadway alignments. Test results generally met project specifications at locations and dates tested. Recommendations RSS's construction monitoring indicates future individual home construction is compatible with tested soil conditions, provided the recommendations outlined below are followed: • Residential footings for all lots should extend through the topsoil/strippings layer or soft surface soils and bear upon firm native soil or engineered structural fill. The estimated bearing capacity for footings founded on soils as described above is 1,500 psf. Footings should be embedded at least 18 inches below lowest adjacent exterior grade to increase overburden resistance and reduce potential frost heave. Wet-weather foundation construction will likely require sub-grade over-excavation and backfill with compacted crushed aggregate. • If fill placement is proposed or necessary to raise foundation subgrade elevations to desired finished grades, RSS should provide verification of adequate subgrade support conditions before fill placement, and conduct testing of structural lot backfill prior to residential construction. • Competent bearing surface and foundation su structural appurtenances (i.e.,drivewayspp°rt is recommended beneath potential cracking or damage, y patios, slabs, sidewalks, deck posts, etc.)to limit • Residential structures should be provided with adequate foundation and crawl space drainage. Failure to provide adequate drainage may result in unanticipated foundation settlement, soil sloughing, or erosion. Drainage implementations may require future monitoring and periodic modification to maintain functionality and efficiency. • Finished grade for all lots should provide positive drainage away from structures. Depressions or areas with potential to retain ponding surface water should be avoided. • Some total and differential settlement of finished residential structures may be expected. Most settlement is likely to occur during or soon after construction, but some pia it t !..[_ 503-816-3689 mia@rapidsoilsolutions.com r � long-term settlement is possible. Conclusions and Limitations Based on our observations and density testing of earthwork construction, it is our opinion that earthwork grading was performed in general accordance of the approved engineering plans. It should be noted that we were present only on a part time basis during construction operations, but observed and tested periodically in accordance with Washington County Standards. If you have any questions concerning our geotechnical services or materials testing, please contact the undersigned at 503-816-3689. Thank you, f „ 19244PE OREGON EXPIRES: .-." Mia Mahedy-Sexton,PE GE SoilSoiskions 503-816-3689 mia@rapidsoilsolutions.com ., Field Report Project: Progress Landing stripping house digout Location: SW 135th south of Walnut Street, Tigard Date: 915/17 Developer: LCD Weather: 74 deg., Smoky Permit#: PFI2017-00034 Mia Mahedy-Sexton,PE GE Rapid Soil Solutions(RSS) conducted an onsite review of the stripping and building digout. The site is firm and unyielding, and the digout is complete, good to go for backfilling and grading. 3� _ Iir ' • P ' ;' 4k01;11:01114144 , • vik 19244PE - fii' OREGON cst„ *41�dtgHEpy.S� cP�aEs: - 1l Ra . ; � SOL1iOnSLLC 503-816-3689 mia@rapi ....... Soil SPILL tT 41111=0.w.REIT DATE: Sep 13,2017 ACS Testing,Inc 7409 SW Tech Center Dr,Suite 145 OILSPAGE 1 OF: 1 Tigard,OR 97223 TESTI VC.`•'` Phone:503-443-3799 Fax:503-620-2748 503.443.3799 DAILY ASPHALT COMPACTION /IN PLACE SOIL DENSITY (NUCLEAR METHOD)Asphalt ASTM D2950/Soil Density ASTM D6938 AASHTO T310 RAPID SOIL SOLUTIONS 3915 SW PLUM STREET PROGRESS LANDING PORTLAND,OR 97219-6018 12050 SW 135TH AVE Jurisdiction TIGARD TIGARD,OR 97223 Permit#: N/A INSPECTOR/CERT Cameron Ingersoll ODOT#49382 WEATHER ACS Job# 17-6962-24 (- OVERCAST 17 SUNNY I— RAIN SOIL TEST METHOD:E]T99 0D698 01180 ❑D1557 AGG: r 3/4"-r- 1-1/2"- OTHER: 15Z NATIVE TYPE: Light Brown Silt CPN r 8510 r 8036 r 8022 r 8021 SUPPLIER: Existing r 8037 l— 8658 (" 8237 r 8511 r 7781 CONTRACTOR LCD TROXLER r 2064617 38579 (— 38580 r 30560 r C MIX j— B MIX r LEVEL II (— LEVEL Ill ALL GAUGES CALIBRATED BY ODOT TEST MODE: ❑BACKSCA ITER ❑X DIRECT 811 DEPTH STANDARD COUNT: OPT.MOISTURE: 18.9 1) 642 2) 2250 RICE OR PROCTOR 10212 MAX.DRY DENSITY: 103.6 %/o OF DENSITY REQ, 95 TEST NO. LOCATION %MOIST. LIFT OR ELEV. %DEPTH DENSITY.LBSMAX DENSITY 1 Lot 4 13.6 El:240.3 8" 103.3 100 2 Lot 3 12.8 El:240.3 8" 103.7 100 3 Lot 10 15.4 El:229.15 811 102.2 99 4 Street A 15.0 Subgrade 811 101.0 97 5 6 7 8 9 10 11 12 13 RESULTS GIVEN TO: Robert Hem with LCD COMMENTS: Tests taken on existing native for roadway and lot fill.Proof roll performed using a fully loaded water truck.No deflection or yielding observed. Reviewed by: Date:Sep 14,2017 CC Mia Mahedy-Sexton DOUG .!•U L/VP Operations ACCREDITED DE/KB us-ia1,a . 1 #0010O 1 SP//,1 L7 DATE: Sep 15,2017 ACS Testing,Inc CRf TF PAGE 1 OF: 7409 SW Tech Center Dr,Suite 145 AILS 1 Tigard,OR 97223 Phone:503-443-3799 Fax: 503.443.3799 DAILY ASPHALT COMPACTION I IN PLACE SOIL DENSITY2748 (NUCLEAR METHOD)Asphalt ASTM D2950/Soil Density ASTM D6938 AASHTO T310 RAPID SOIL SOLUTIONS 3915 SW PLUM STREET PROGRESS LANDING PORTLAND,OR 97219-6018 12050 SW 135TH AVE Jurisdiction TIGARD TIGARD,OR 97223 Permit#: N/A INSPECTOR/CERT Luis Cortez ODOT#42838 WEATHER ACS Job# 17-6962-24 OVERCAST 17 SUNNY r RAIN AGG: (— 3/4^-r 1-1/2 OTHER: SOIL TEST METHOD:❑✓ T99 0D698 ❑T180 OD1557 Ix NATIVE TYPE: Brown Silty Clay CPN (— 8510 r 8036 r 8022 [' Bo21 SUPPLIER: I— 8037 r 8658 r 8237 r 8511 r 7781 CONTRACTOR LCD TROXLER 17 20646 r 38579 r 38580 r 30560 I— C MIX r B MIX r LEVEL II r LEVEL III ALL GAUGES CALIBRATED BY ODOT TEST MODE: []BACKSCATTER [XODIRECT 8" DEPTH STANDARD COUNT: OPT.MOISTURE: 18.9 1) 2039 RICE OR PROCTOR 10212 2) 666 MAX.DRY DENSITY: 103.6 % OF DENSITY REQ. 95 TEST NO. LOCATION %MOIST. UFT OR ELEV. DEPTH DENSITY.LBS %MAX DENSITY 1 Lot 5 16.4 El:239.30 2 Lot 6 --- 105.0 101 17.8 EI:239.70 ____ 3 1000.0.0 97 4 .—__—_ 5 6 7 ----- 8 9 10 -----_ 11 12 — 13 --____ RESULTS GIVEN TO: Matt Bly with LCD — —'— COMMENTS: Native fill for lots 5&6.A proof roll passed with loaded water truck. Reviewed by: Date:Sep 18,2017 CC Mia Mahedy-Sexton DOUG Ey: IVEL Operations ACCREDITED us.1064 DE/KB r t Page 1 of 1 ACS Testing,Inc srx.,,r 7409 SW Tech Center Dr.,Suite 145 4111=0:: Tigard,OR 97223 Phone:503-443-3799 Fax:503-620-2748 Oa k DAILY SOILS REPORT Job# 17-6962-24 503.443.3799 °" Date:Sep 18,2017 Permit# n/a Mail To RAPID SOIL SOLUTIONS Project 3915 SW PLUM STREET PROGRESS LANDING PORTLAND,OR 97219-6018 12050 SW 135TH AVE TIGARD,OR 97223 Inspector: John Meyer#50256 Weather: Overcast Contractor: LCD Temperature:52 Field Ins section: ACS representative arrived on-site to review and probe native soil around and inside footing on West side of project to contain cast in place walls for storm sewer.No deflection noted.Material appears to be tightly com acted des wet conditions. Proof roll inaccessible due to depth of pit and dimensions. p ptte Results were given to/testing conducted for Roger Mern with LCD,on-site. Our reports pertain to the material tested or inspected only.information contained herein is not to be reproduced except in full, without prior written authorization from this office. Reviewed ate: 9/19/2017 cc:Mia Mahedy-Sexton DE/KB Do Es uivel, VP Pt -�_ / N.C`3-l Olii motor- ACCREDITED M CALPORTLAND® CONCRETE STRUCTURES LLC 09/21/2017 PROJECT: PROGRESS LANDING The enclosed concrete mix designs are being submitted for use on the above project. All mix designs are designed based on specification information provided. These mix designs will be produced in conformance with applicable codes and specification and shall be tested in accordance with ASTM,AASHTO,ODOT and/or WSDOT procedures. ASTM C94 Section 4.6 states"...The purchaser shall ensure that the manufacturer is provided copies of all reports of tests performed on concrete samples...Reports shall be provided on a timely basis."In accordance with the specification,approval of these mix designs carries with it CalPortland's inclusion on the distribution list for all concrete test reports. ACI 301 16.7.4.3 states"to facilitate testing and inspection,the contractor shall provide and maintain for the sole use of the testing agency adequate facilities for safe storage and proper curing of concrete test specimens on the project site for the first 24 hours as required by ASTM C31." CalPortland does not guarantee field cured cylinders. Proper curing for early strength is the responsibility of the contractor. The cement used on this project will conform to ASTM C150,AASHTO M85,and are approved per ODOT and/or WSDOT Standard Specifications. Pozzolanic materials used on this project will conform to ASTM C618,AASHTO M295,and are approved per ODOT and/or WSDOT Standard Specifications. Ground Granulated Blast Furnace Slag used on this project will conform to ASTM C989,AASHTO M302,and are approved per ODOT and/or WSDOT Standard Specifications. Aggregates used on this project will conform to ASTM C33 and are approved per ODOT and/or WSDOT Standard Specifications. Air-entrainment used on this project will conform to ASTM C260 and are approved per ODOT and/or WSDOT Standard Specifications. All other chemical admixtures used on this project will conform to ASTM C494 and are approved per ODOT and/or WSDOT Standard Specifications. When ordering concrete,it is the customer's responsibility to order the approved mix number for the project and application. When ice,hot water,accelerator,retarder,or high-range water reducer is needed to meet project specifications,it is the contractor's responsibility and cost to order the proper materials. CalPortland mix designs(strength,slump,air,and unit weight)are based on testing at the truck discharge per ASTM standards. CalPortland will not be responsible for these plastic and hardened qualities due to pumping or other methods of conveying. If you have any questions please contact,Greg Hendrix at in our Technical Services Department. • 7 CALPORTLAND' Concrete Design Submittal Summary 09/21/2017 To: CONCRETE STRUCTURES LLC RE: PROGRESS LANDING Thank you for the opportunity to provide materials for this project. The mixes chosen for this submittal were based on the documents provided by and conversations had with the requesting party. The mixes below have been included with this submittal for your review: Mix Use Slump 1443FS FOOTINGS&WALLS Air W/CM 4000/4500 PSI WITH MR 6"+/-1" 1.5 0.42 Concrete mix designs are submitted to meet project specifications. Acceptable material performance is based on proper testing and protection of concrete and concrete samples.Concrete mix design ingredients may be adjusted to maintain yield,consistency and performance. Similar'materials,with proven performance,may be substituted at the supplier's discretion.Concrete will be batched in accordance with the applicable portions of the ASTM C94 standards unless otherwise agreed upon. Additional Project Submittal Information: Sincerely, Greg Hendrix ghendrix@calportland.com This submittal contains proprietary,confidential,and legally privileged information.Disclosure,copying,and distribution without express written permission are strictly prohibited. e , Newberg 2808 NE Wyoski Newbergno,OR 97132Road CALPORTLANO Concrete Mix Submittal Submittal Information Mix Information Submittal Name PROGRESS LANDING Date Submitted 09/21/2017 Mix ID 1443FS Mix Name 4000/4500 PSI WITH MR Customer CONCRETE STRUCTURES LLC Compressive Strength(Fc) 4000 psi @ 28 Days Project Name PROGRESS LANDING Flexural Strength(fs) Contract ID Aggregate Nominal Size 3/4"(19mm) Project Location Use FOOTINGS&WALLS Air Entrained Mix Properties Slump 6"+/-1" Sack Content 6.66 94 lb/sack Total Mass 3975.8 lb Air 1.5% Total Water 31.17 gal W/CM Ratio 0.42 Total Volume 27.00 ft3 Water/Sack 4.68 gal Unit Weight 147.25 Ib/ft3 Group Material Description Specific Mass Volume CIIGement Portland Type rip Supplier Absorption Gravity lb CALPORTLAND ft3 CEMENT 3.15 532 2.707 Additive Slag DURA SLAG Ash Grove 2.89 94 0.521 Aggregate Coarse Aggregate WINDSOR ISLAND 3/4"-#4 ROUND ROCK\C-67 ROCK-#24-038-2 2.3 2.6 1850 11.403 DRUW:105.6 Fine Aggregate WINDSOR ISLAND Concrete Sand ROCK-#24-038-2 3 2 1236 7.798 DRUW:105.4 Ib/ft3 Water Potable Water WATER-1 CITY OF NEWBERG 1 260 4.167 Admixture Water Reducer Mid Range GCP Applied DARACEM 55 MRWR pp 1 3.910 Dosage:60 fl oz/yd3 Technologies Air Air 0.405 Contact Greg Hendrix Email ghendrix@calportland.com I9 CALPORTLAND® Concrete Mix Evaluation Report ACI 318 Required Average Strength Mix ID 1443FS Mix Name 4000/4500 PSI WITH MR Number Of Tests 30 Design Strength(f'c) 4000 psi @ 28 Days Average Strength 6169 psi Required Strength(f'cr) 4870 psi @ 28 Days St Dev 586 psi Temp Air Comp Acceptance Test Date (Concrete) Slump Content Strength Strength Moving Mix Laboratory (7-Day) (28-Day)Averagep 12/07/2016 1443F5 (°F) (in) (%) (psi) Carlson Testing 68 5 1 8 (psi) (psi) Lab 4330 6420 12/07/2016 1443FS CP 12/07/2016 1443FS 80 7.5 2 4750 CP 81 6.75 2.1 6480 12/08/2016 1443FS Carlson Testing 49 501050 51 6363 Lab 6 1.3 0 5922 0 0 6197 12/08/2016 1443FS Carlson Testing 49 Lab 8 1 4540 5250 5787 12/13/2016 1443F5 Carlson Testing 77 6.75 Lab 14 3810 6200 5790 12/13/2016 1443FS Carlson Testing 73 6.75 Lab 1.5 4140 6460 5970 12/15/2016 1443FS Carlson Testing 65 6 Lab 1 6 4690 5910 6190 12/16/2016 1443FS Carlson Testing 65 6.75 Lab 13 4210 6490 6287 12/21/2016 1443FS Carlson Testing 69 Lab 6 1.5 3610 5660 6020 12/27/2016 1443F5 Carlson Testing 73 Lab 6 1.8 3830 5480 5877 12/28/2016 1443FS Carlson Testing 73 Lab 6 2.2 5430 6880 6007 12/29/2016 1443FS Carlson Testing 65 Lab 6'S 1.3 4520 6380 6247 01/09/2017 1443FS Carlson Testing 57 Lab 6 1.8 4930 7580 6947 02/17/2017 1443FS Carlson Testing 66 6.25 Lab 2.3 4330 5870 6610 02/20/2017 1443FS Carlson Testing 52 6.75 Lab 1.6 4890 6600 6683 02/22/2017 1443FS Carlson Testing 64 Lab 4 5 1.3 4350 6300 6257 02/23/2017 1443FS Mayes Testing Lab 02/27/2017 1443FS 66 4.5 4860 Mayes Testing Lab 7440 6640 02/28/2017 1443FS 63 6.25 4050 Carlson Testing 69 6150 6690 Lab 5 1 6 3740 6450 6690 03/04/2017 1443FS Carlson Testing 58 Lab 03/04/2017 6.5 3 5590 6060 1443F5 Carlson Testing 66 Lab Mayes5.25 2.8 5800 5947 03/06/2017 1443FS Testing Lab 58 4.75 04/04/2017 1443FS 4640 6700 6030 Carlson Testing 60 7 1.9 Lab 4540 6290 6263 04/25/2017 1443FS Carlson Testing 68 Lab 6 1.3 4520 6490 6493 04/25/2017 1443F5 Mayes Testing Lab 05/01/201766 6.5 5 3970 1443FS Carlson Testing 65 4.75 5230 6003 Lab 1 9 4330 5540 5753 05/05/2017 1443FS Carlson Testing 70 5 1.8 4180 6090 5620 Ir..? CAL?ORTLAND® Concrete Mix Evaluation Report ACI 318 Required Average Strength Mix ID 1443FS Mix Name 4000/4500 PSI WITH MR Number Of Tests 30 Design Strength(ft) 4000 psi @ 28 Days Average Strength 6169 psi Required Strength(f'cr) 4870 psi @ 28 Days St Dev 586 psi Temp Air Comp Acceptance (Concrete) Slump Contenr Strength Strength Moving (7-Day) (28-Day)Average Test Date Mix Laboratory (°F) (in) (%) (Psi) 05/19/2017 1443F5 (psi) (psi) Mayes Testing Lab 55 5.5 1.5 07/19/2017 1443FS 3940 6090 5907 Carlson Testing 82 6.25 1.7 Lab 3530 5110 5763 1:12 CAL?ORTLAND® Combined Aggregate Blend Report Mix ID 1443FS Nominal Max Size 3/4"(19mm) Mix Name 4000/4500 PSI WITH MR Design Strength(f'c) 4000 psi @ 28 Days Aggregate Volume 19.2 Coarse Aggregate% 59.4 Fine Aggregate% 40.6 %Passing Gradations Aggregate Type Coarse Fine %Contribution 59.4 40.6 Sieve/Test Spec Result 3/4"-#4 ROUND ROCK 1 C-67 Concrete Sand 1"(25mm) 100.0 100.0 100.0 3/4"(19mm) 97.6 96.0 100.0 1/2"(12.5mm) 66.7 44.0 100.0 3/8"(9.5mm) 53.6 22.0 #4(4.75mm) 98.7 40.7 1.0 98.7 #8(2.36mm) 31.8 0.1 78.2 #16(1.18mm) 26.1 0.1 64.1 #30(0.6mm) 20.9 0.1 51.2 #50(0.3mm) 10.0 0.1 24.4 #100(0.15mm) 2.1 0.1 5.1 #200(75pm) 0.51 0.10 1.10 Pan 0.00 0.00 0.00 100._, ca c 60_ elw 20- r 0 1 • 1 1 1 1 11 1 , 1 , 'I' I I` Sieve Opening(mm) D10(ES):0.30 030: 1.89 050:7.82 D60: 10.85 D15/085:0.03 Cu:36.11 Cc: 1.10 CIP CAL 'ORTLAN DM1 Port10la50nN RORiver St 97227 Certificate of Anal S1S Ph#503 335-2600 y F#503 331-3700 Source: Ssangyong,So Korea We hearby certify that CalPortland(Lot#17-196)Type UII Low Alkali cement meets the standard requirements of ASTM C 150 for Type I and Type II low alkali cement.Additionally CalPortland Type 1111 Low Alkali cement meets the requirements of AASHTO M-85 for Type UII cement. Following are the chemical and physical testing results of this cement. ASTM C-150 Requirements Chemical Requirements Lot# 17-196 Champion Bay Additional Type I Type II Results Data Requirements Silicon dioxide(Si02) Requirements Limestone --- Aluminum oxide(A1203),max.% 19.7 7.8 ---Ferric oxide(Fe203),max.% --- 6.0 4.8 3.1 Calcium Oxide(CaO) 6.0 3.4 1.4 ___ Magnesium oxide(MgO),max.% 63.2 46.1 6 0 6.0 2.5 3 Sulfur trioxide(S03),max.% 3.0 3 Loss on ignition,max.% .5 3 8 0.0 Insoluble residue,max.% 3.5 3.5 1.7 Alkalies(Na20+0.658 K20),max.% 0.601. 1.5 0.55 Base Tricalcium silicate(C3S)% 0.60--- -- 60 Cement Dicalcium Silicate(C2S)% --- --- 60 62 Tricalcium aluminate(C3A),max.% 10 11 --- 8 Tetracalcium aluminoferrite(C4AF) % - 7 7 %CO2 --- --- 10 11 --- --- 1.1 %CaCO3 in limestone min. 70 70 86 86 %Limestone max. 5.0 5.0 2.8 Physical Requirements Air content of mortar,max.% 12 Passing 45 um(#325)sieve% 12 8 Blaine Fineness,min m2/kg -260 260 408 Autoclave expansion,max.% 8 0.800.80 0.02 Compressive strength psi,Mpa,min. 1 Day psi MPa --- --- 2480 psi ---3 Day psi 1740 --- 17.1 MPa MPa 1450 4175 psi 7 Day psi 12 10 28.8 MPa MPa 2760 2470 5015 19 psi 28 Day psi 17 34.6 MPa MPa 6380 psi Vicat set in minutes --- 44.0 MPa 45 to 375 45 to 375 130 •C-1038 expansion limit if S03>3.0% 0.020% 0.010 Date July 18,2017 • Director of Tech al Services Pacific NW and Canada Cement Division _4 GROG Location Portland Slag Product Dura Slag Date 8-Feb-17 Certification No. Slag 4-16 STANDARD REQUIREMENTS ASTM C989&AASHTO M302 CHEMICAL PHYSICAL Spec. Test Item Limit Result Item Spec. Test Limit Result Slag Sulfide sulfur as S(%) 2.5 max Slag 1.12 %Retained 325 mesh 20 max 2.9 Blaine fineness(m2/kg) A 415 Air Content of Slag Mortar(%) 12 max 4.1 Specific Gravity A 2.89 Reference Cement Reference Cement Total Alkalies(%) 0.60 min 0.77 %Passing 325 mesh A 92.0 Potential(%) 0.90 max Blaine fineness(m2/kg) A 361 C3S A Compressive strength MPa(PSI) min: C2S A 60 7 Days A 33.3(4830) C3A A 12 28 Days 35(5000) 41.6(6030) C4AF A 8 50-50 Blend of Slag and Reference Cement C4AF+2(C3A) A 22 Compressive strength MPa(PSI) min: C3S+4.75(C3A) A 93 7 Days A 29.2(4230) 28 Days A 49.7(7210) Slag Activity Index Grade 120 min: Average of Last 5 Samples 7 Days A 88 Any Individual Sample 7 Days A 86 Average of Last 5 Samples 28 Days 115 120 Any Individual Sample 28 Days 110 116 ANot applicable The Ground Granulated Blast-Furnace Slag meets the chemical and physical requirements of the ASTM C989/C989M-14 and AASHTO M 302-13 specifications for Grade 120. Signature: Title: Chief Chemist Edward C.Rafacz 3801 E Marginal Way S,Seattle,WA 98134; Ph: (206)623-5596; Fax:(206)623-5355 PRODUCT DATA SHEET v4i4g gcp applied technologies DARACEM® 55 Mid-range water-reducing admixture ASTM C494 Type A and F Product Description Daracern® 55 is a mid-range water reducer specifically formulated to produce concretes with dramatically enhanced finishing characteristics and normal setting times. Effective through a wide addition rate range, Daracem 55 combines the benefits of normal and high-range water reducers allowing for the ultimate control of the concretes placing and finishing properties. Daracem 55 is an aqueous solution of complex organic compounds, each of which contributes uniquely to the concretes final properties. It contains both patented dispersing and finishability agents that provide performance superior to conventional water-reducing products. Daracem 55 is also formulated with a catalyst which promotes more complete hydration of Portland cement to assure superior strength performance. It is manufactured under rigid controls which provide uniform, predictable performance. Daracem 55 contains no calcium chloride. Daracem 55 is supplied as a dark brown, low viscosity liquid, weighing approximately 10.7 lbs/gal (1.28 kg/L). Uses production at higher slumps with better water retention and Daracem` 55 produces a concrete with lower water content, internal cohesiveness, providing a less "sticky" concrete with .Ityields improved placement properties.Formulated with proven finishing improved placement properties and enhanced finishabilit Y enhancing components, Daracem 55 controls bleeding while a less permeable and more durable concrete. Daracem 55 is used bringing the mortar to the surface.Finishers have stated that the in ready-mix,job site and concrete paving plants for normal and concrete has improved trowelability.The influence of Daracem 55 lightweight concrete, in block and precast. It imparts a "slickness" on the finishability of lean mixes has been particularly noticeable. to the surface of the concrete making it most appropriate for Floating and troweling, by machine or by hand, easily imparts a concrete flatwork as well as slip form work. Daracem 55 is also smooth,close tolerance surface with less machine time and labor. particularly effective in lean or fly ash and slag compensated mixes. •Neutral setting times Advantages Daracem 55 offers significant advantages over conventional water Formulated with a set control agent,Daracem 55 provides normal setting characteristics throughout its addition rate range. This allows for increased water reduction and increased slump without reducers.Field work has consistently demonstrated: significantly extended setting times. It also allows the flexibility • Ultimate workability and finishability to vary addition based on specific job and weather requirements. The exceptional water reducing capabilities allow for concrete •Superior strength performance The water reduction properties, up to 12%, and dispersion characteristics allow the production of lower water to cement ratio concretes and more complete hydration. The combined Product Advantages effect is increased compressive and flexural strengths at all ages. • Ultimate workability and finishability • Neutral setting times Addition Rates • Superior strength performance The addition rate range of Daracem 55 is 3 to 15 fl oz/100 lbs (190 to 980 mL/100 kg)of cement.Typically excellent results are 111111.111.1111111.1111..p..- achieved between 5 to 7 fl oz/100 lbs (325 to 460 mL/100 kg) of cement. Optimum addition depends on the other concrete mixture components, job conditions and desired performance characteristics. Compatibility with Other Admixtures and Dispensing Equipment Batch Sequencing A complete line of accurate, automatic dispensing equipment is Daracem 55 is compatible with most GCP admixtures as long as available. Daracem 55 may be added to the concrete mix on the they are added separately to the concrete mix. In general, it is sand or in the batch water. recommended that Daracem 55 be added to the concrete mix near the beginning of the batch sequence but after the cement and water Specifications are combined for optimum performance.Different sequencing may be used if local testing shows better performance.Please see GCP Concrete shall be designed in accordance with Standard Technical Bulletin TB-01 10, Admixture Dispenser Discharge Line Recommended Practice for Selecting Proportions for Concrete,ACI Location and Sequencing for Concrete Batching Operations for 211. further recommendations. The water-reducing admixture shall be a mid-range water-reducing Pretesting of the concrete mix should be performed before admixture such as Daracem 55 as manufactured by GCP Applied use, as conditions and materials change in order to ensure Technologies, or its equivalent. The admixture shall not contain compatibility, and to optimize dosage rates, addition times in the calcium chloride. It meets the requirements of Specification for batch sequencing and concrete performance. For concrete that Chemical Admixtures for Concrete ASTM Designation C494 as a requires air entrainment, the use of an ASTM C260 air-entraining Type A and Type F admixture. Certification of compliance shall be agent (such as Daravair'or Darex°product lines) is recommended made available on request. The admixture shall be considered part to provide suitable air void parameters for freeze-thaw resistance. of the total mixing water. The admixture shall be delivered as a ready-to-use liquid product Packaging & Handling and shall require no mixing at the batching plant or job site. Daracem 55 is available in bulk, delivered in metered tank trucks and drums. Daracem 55 contains no flammable ingredients. It will freeze at approximately 15°F (-9°C) but will return to full strength after thawing and thorough mechanical agitation. gcpat.com I North America Customer Service: 1-877-4AD-MIX1 (1-877-423-6491) We hope the information here will be helpful.It is based on data and knowledge considered to be true and accurate,and is offered for consideration,investigation and verification by the user,but we do not warrant the results to be obtained.Please read all statements,recommendations,and suggestions in conjunction with our conditions of sale,which apply to all goods supplied by us.No statement, recommendation,or suggestion is intended for any use that would infringe any patent,copyright,or other third party right. Daracem,Daravair and Dare,are trademarks,which may be registered in the United States and/or other countries,of GCP Applied Technologies Inc.This trademark list has been compiled using available published information as of the publication date and may not accurately reflect current trademark ownership or status. 4 ©Copyright 2016 GCP Applied Technologies Inc.All rights reserved. GCP Applied Technologies Inc.,62 Whittemore Avenue,Cambridge,MA 02140 USA. In Canada,294 Clements Road,West,Ajax,Ontario,Canada L1S 3C6. GCP0083 DW-12-1216 gcp applied technologies R � PIIAL 7409 SW Tech Center Dr.Ste. 145 'rA`rf Tigard,OR.97223 Ph:503-443-3799 Fax:503-620-2748 rrxrc v:.rw 503.443.3799 REPORT OF CONCRETE CYLINDER TEST Project Number: 17-6962-24 Project: PROGRESS LANDING Report Number: c8135 Client RAPID SOIL SOLUTIONS Address: 12050 SW 135TH AVE TIGARD, OR 97223 Attn: MIA MAHEDY—SEXTON FIELD TEST CONDITIONS AND RESULTS (ASTM C 31) Date Placed: 9/25/2017 Time Sampled: 2:30 PM Location of Sample: FOOTINGS / RETAINING WALLS AT STORM WATER RETENSION POND Supplier. CAL PORTLAND Truck Number: 7235 Ticket Number: 1263907 Mix Number: 1443FS • Design Strength: 3000 psi Time Batched: 1:30 PM Time Placed: Batch Size: 9.5 yds. Slump: 4.5 i n. (ASTM C 143) Air Content: 1.6 $ Concrete Temp: 73 °F (ASTM C 173) T Water Added: 5 GALLONS gal. Temp: 63 °F Technician:G GRAIN LABORATORY TEST RESULTS (ASTM C 39) Test Percent of Type of Specimen Date Age Load Diameter Area Strength Design Fracture A 10/2/2017 7 58720 4.00 12.57 4670 156% B 10/23/2017 28 4.00 12.57 4 C 10/23/2017 28 4.00 12.57 D 10/23/2017 28 4.00 12.57 E=HOLD 0 4.00 12.57 Remarks: TYPES OF FRACTURE X X ) Type 1 Type 2 Type 3 Copies to: 1 1 MIA MAHEDY—SEXTON Type 4 Types Type s Reported by: WALT ACS Testing,Inc 7409 SW Tech Center Dr Suite 145 111=4uvcRere Tigard,OR 97223 Phone:503-443-3799 Fax: DAILY FIELD REPORT FOR STRUCTURAL MASONRY/CONCRETE2748 oLLs TE SG.»c 503.443.3799 Permit:# N/A RAPID SOIL SOLUTIONS 3915 SW PLUM STREET Date: Sep 25,2017 PROGRESS LANDING SUBDIVISION PORTLAND,OR 97219-6018 12050SW 135TH AVE IS THIS A RE-INSPECTION TIGARD,OR OYES ONO Inspector Greg Crain OBOA#856 ACS Job# 17-6962-24 Rebar (" r,`"" Concrete(� (�Masonry High Lift ❑ Low lift Only I f ❑ CONTINUOUS F PERIODIC C e t, ❑Spread Footings Reviewed prior inspection a 0 ❑ ❑✓ Walls ❑CMU re. QRunning Footings Columns ❑CDF Clean Outs Provided 0 ❑ ❑Slab ❑ ❑Tilt Panels ❑pilaster Approved Plans ✓❑ o o ❑Post Tension 0 Grade Beam 0 Other:See Below Non Previous Compliance ems InseEl 0 Yds.Placed <50 Supplier: CAL PORTLAND ItEmbeds Per Plans 0 0 ✓❑ Approved Mix DesignMix Design(s) 1443 FS Req. Strength(s) 3000 0 0 #Sets Cast 1 #Specimens 5 Reinforcing Per Plans Q 0 0 CYL.CAST GROUT MORTAR PRISM Concrete/Grout Vibrated Q ❑ 0 ❑✓ 4X8 ❑CubesCubes ❑ 0 Grouted Foreman Notified of NCR ❑ 06X12OPrisms ❑Prisms ❑Hollow Items El 0 Method of Placement Soils Have Been Approved ❑f ❑ 0 ❑f PUMP ❑CHUTE 0 WHEEL BARROW ❑BUCKET Completed Work Complies ❑✓ 0 0 RFI with S.ecifications RFI#'(s) RFI ISSUE DATE 0 Holdowns ❑CIP Anchors 0 0 Q Ins'action& Locations: Contractor DLC EXCAVATING/CONCRETE STRUCTURES CS Representative arrived on site to monitor/sample concrete placement at footings/retaining walls(monolithic)for stormwater retention pond. Note;wall/footing reinforcement previously inspected/partially approved by ACS(Jerry Frampton). Follow up inspection this date to verify completion of rebar reinforcement per plan sheet-11 and Details/Schedules sheet-29(Revision 3). Reviewed (-Mb Date: cc: 9/26/2017 Be�AW Bob Brown, President ACS-1147 ACCREDITED • MILT 7409 SW Tech Center Dr.Ste. 145 4/LS =L. ..+�. Tigard,OR.97223 503.443.379; • Ph:503-443-3799 Fax:503-620-2748 RAPID SOIL SOLUTIONS 3915 SW PLUM STREET PORTLAND,OR 97219-6018 PROJECT: PROGRESS LANDING JOB NO: 17-6962-24 LOCATION: N/A WORK ORDER NO: MATERIAL: . 3/4-0 LAB NO: 10223 SAMPLE SOURCE: Baker Rock SAMPLE DATE: 9/11/2017 MOISTURE-DENSITY RELATIONS OF SOILS USING A 5.5Ib RAMMER AND A 12In DROP(ASTM D698C) English Metric (tot) (kg/cu.m.) Maximum dry density: l 126.668 I Optimum moisture(%): f 130 129 128 127 126 a. 125 2+ 124 c 123 0 122 p 121 120 119 118 4 5 6 7 8 9 10 Moisture(%) • NOTES: Reviewed by: G ESQUIVEL,VP OPERATIONS DEfjs Ill.11.r 7409 SW Tech Center Dr.Ste. 145 olu =s.,r Tigard,OR.97223 503.443.3799 Ph:503-443-3799 Fax:503-620-2748 RAPID SOIL SOLUTIONS 3915 SW PLUM STREET PORTLAND,OR 97219-6018 PROJECT: PROGRESS LANDING JOB NO: 17-6962-24 LOCATION: N/A WORK ORDER NO: MATERIAL: . 3/4-0 LAB NO: 10223 SAMPLE SOURCE: Baker Rock SAMPLE DATE: 9/11/2017 MOISTURE-DENSITY RELATIONS OF SOILS USING A 5.51b RAMMER AND A 12in DROP(ASTM D698C) English Metric (pct) (kg/cu.m.) Maximum dry density: ( 126.6 Optimum moisture(%): ( 6 8 130 129 128 127 c•%. 126 a, 125 A. 124 c 123 4777.4%.4%.*** ** 0 122 121 120 119 118 4 5 6 7 8 9 10 Moisture(%) NOTES: Reviewed by: G ESQUIVEL,VP OPERATIONS DEfs "„^,.T Page 1 of 1 ACS Testing,Inc 41111=ONCRE•rt 7409 SW Tech Center Drive DAILY SOILS REPORT suite los "' Tigard,OR 97223 O rssrrVG,r.vr Phone:503-443-3799 503.443.3799 Date: Oct 3, 2017 Fax:503-620-2748 Mail To: Project: RAPID SOIL SOLUTIONS Job# 17-6962-24 PROGRESS LANDING 3915 SW PLUM STREET Permit# 12050 SW 135TH AVE PORTLAND, OR 97219-6018 TIGARD, OR 97223 Weather: Sunny Temperature: 65 Inspector: Michelle Chacon ODOT#49380 Contractor: LCD Field Inspection: ACS representative arrived on site for proofroll on subgrade for"A" Street. Entire street was proofrolled with a fully loaded dump truck. No deflection was noted. Results given to Robert Jones with LCD. Photo Comments: Photo Comments: Our reports pertain to the material tested or inspected only.Information contained herein is not to be reproduced except in full, without prior written authorization,from this office. Reviewed CC: Date 10-04-2017 Doug'J squivel,VP ,... DE/MC OCT 032017 ACS-1142 ACCREDITED Field Report Project: Progress Landing retaining wall perf pipe question Location: SW 135th south of Walnut Street, Tigard Date: 10/3/17 Developer: LCD Weather: 72 deg. Sunny Permit#: PFI2017-00034 Mia Mahedy-Sexton, PE GE Rapid Soil Solutions (RSS)conducted an onsite review of the wall footing along the north boundary. The City had expresses a concerned that the perf.pipe north of that wall could bring water over the top of the earth to the north and drain onto neighboring properties. The reality is that the storm pipe running to the east is lower in elevation, so would not cause that condition unless the storm pipe were completely plugged. I agreed to eliminate the perf pipe behind that wall. ti ar' Fy 4, �+ FAO►F, `�4 �" �# .te Al ,, , ,. ',... ..: 11 i ,itimiora......: 4 � , 1 tu,rtikb 19244PE - Ort Yj ,-V r-,.r OREGON ft% 1/41316 .'fANED*5 EXPIRES: 6.,-- `" Flapici SoilSolwtioris1_ ._- 503-816-3689 mia@rapidsoilsolutions.corn VP/l,ll.T (��CRf Ian. DATE: Oct 10,2017 ACS Testing,Inc 7409 SW Tech Center Dr,Suite 145 OILSPAGE 1 OF: 1 Tigard,OR 97223 T`'T"" ' ` Phone:503-443-3799 Fax:503-620-2748 503.443.3799 DAILY ASPHALT COMPACTION/IN PLACE SOIL DENSITY (NUCLEAR METHOD)Asphalt ASTM D2950/Soil Density ASTM D6938 AASHTO T310 RAPID SOIL SOLUTIONS 3915 SW PLUM STREET PROGRESS LANDING PORTLAND,OR 97219-6018 12050 SW 135TH AVE Jurisdiction City of Beaverton TIGARD,OR 97223 Permit#: N/A INSPECTOR/CERT Cameron Ingersoll ODOT#49382 WEATHER ACS Job# 17-6962-24 17 OVERCAST I- SUNNY r RAIN SOIL TEST METHOD:0 T99 AGG: 1-' 3/4"-(— 1-1/2"- OTHER: 0D698 []7180 []D1557 IR NATIVE TYPE: brown silt CPN SUPPLIER: existing r 8037 E 8658 E 8237 r 8511 I- 7781 CONTRACTOR LCD TROXLER r 20646(✓ 38579(— 38580(— 30560 I— MIX r MIX (! LEVEL II rLEVEL III ALL GAUGES CALIBRATED BY ODOT TEST MODE: ❑BACKSCATTER 1 j DIRECT 81t DEPTH STANDARD COUNT: OPT.MOISTURE: 19.0 1) 650 2) 2240 RICE OR PROCTOR 10212 MAX.DRY DENSITY: 103.6 %/o OF DENSITY REQ. 95 TEST NO. LOCATION %MOIST. LIFT OR ELEV. DEPTH DENSITY.LBS %MAX DENSITY 1 Lot 9 13.5 El: 231.00 8" 108.6 105 2 Access road 14.7 EL 227 c 8" 106.8 103 3 4 5 6 7 8 9 10 11 12 13 RESULTS GIVEN TO: Robert with LCD. COMMENTS: Tests taken on existing native for lot fills. / ir Reviewed by: AW..— Date:Oct 10,2017 CC Mia Mahedy-Sexton DOUG SQUIV !VP Operations - ACCREDITED DE/MC :1C'S.lt,,,3 "�'-'/��rNT.TE.'P!/ALT17409SW Tech Center Dr.Ste. 135 !,MIS Tigard,OR.97223 11( Ph:503-443-3799 Fax:503-620-2748 503.443.3799TES rlSf. REPORT OF CONCRETE CYLINDER TEST Project Number: 17-6962-24 Project: PROGRESS LANDING Report Number: c8135 Client: RAPID SOIL SOLUTIONS Address: 12050 SW 135TH AVE TIGARD, OR 97223 Attn: MIA MAHEDY-SEXTON FIELD TEST CONDITIONS AND RESULTS ASTM C 31 Date Placed: 9/25/2017 Time Sampled: 2:30 PM Location of Sample: FOOTINGS / RETAINING WALLS AT STORM WATER RETENSION POND Supplier: CAL PORTLAND Truck Number: 7235 Mix Number: 1443FS Ticket Number: 1263907 Design Strength: 3000 psi Time Batched: 1:30 PM Batch Size: 9.5 yds, Time Placed: Slump: 4.5 in. (ASTM C 143) Air Content: 1.6 % (ASTM C 173) Concrete Temp: 73 °F Ambient Temp: 63 °F Water Added: 5 GALLONS gal. Technician: G CRAIN LABORATORY TEST RESULTS ASTM C 39 Test Tye of Specimen Date Age Load Diameter Area Strength Percent Designof Fracture A 10/2/2017 7 58720 4.00 12.57 4670 B 10/23/2017 28 69000 4.00 12.57 183% 3 56 C 10/23/2017 28 70690 4.00 12.57 30 1880 3 5 D 10/23/2017 28 67280 4.00 12.57 350 178% 3 53 E=HOLD 0 50 17$g 3 4.00 12.57 Remarks: TYPES OF FRACTURE NN NEI .1 Typo i TYPe 2TYpe 3 Copies to: N 11 MIA MAHEDY-SEXTON fl Type4 TYPe 5 TYPE 6 Reported by: Aiar f ACCREDITED sr»acr DATE: 10-11-2017 ACS Testing,Inc -oxceere 7409 SW Tech Center Dr,Suite 145 OILSPAGE 1 OF: 1 Tigard,OR 97223 rt'`r',"G•'"'C Phone:503-443-3799 Fax:503-620-2748 503.443.3799 DAILY ASPHALT COMPACTION /IN PLACE SOIL DENSITY (NUCLEAR.METHOD)Asphalt ASTM D2950/Soil Density ASTM D6938 AASHTO T310 RAPID SOIL SOLUTIONS 3915 SW PLUM STREET PROGRESS LANDING PORTLAND,OR 97219-6018 12050 SW 135TH AVE Jurisdiction City of Tigard TIGARD,OR 97223 Permit#: INSPECTOR/CERT Reed Degagne WEATHER ACS Job# 17-6962-24 (- OVERCAST r SUNNY 17 RAIN SOIL TEST METHOD: ❑T99 ❑✓D698 DTI 80 ❑D1557 AGG: (7 3/4"-(— 1-1/2"- OTHER: CPN r- 8510 r 8036 r 8022 r 8021 r NATIVE TYPE: SUPPLIER: Baker Rock r 8037 I 8658 r 8237 [ 8511 (— 7781 TROXLER I7 20646 r 38579 r 38580 r 30560 CONTRACTOR Lamphere r C MIX r B MIX r" LEVEL II r LEVEL III ALL GAUGES CALIBRATED BY ODOT TEST MODE: DBACKSCATTER ❑X DIRECT 8 DEPTH STANDARD COUNT: OPT.MOISTURE: 6.8 1) 612 2) 2126 RICE OR PROCTOR 10223 MAX.DRY DENSITY: 126.6 %/o OF DENSITY REQ, 95 TEST NO. LOCATION %MOIST. LIFT OR ELEV. DEPTH DENSITY,LBS %MAX DENSITY 1 First driveway back 100 yards 6.2 am visit 8„ 106.5 84 2 First driveway back 100 yards 6.8 pm visit 8" 101.8 88 3 4 5 6 7 8 9 10 11 12 13 RESULTS GIVEN TO: Fernando Paz COMMENTS: Contractor aware of results. Reviewed by: Date: 10-11-2017 CC DOU SQUIVEL/VP Operations ACCREDITED DE/KP FIELD MEMO Project: Progress Landing Location: Tigard, OR Date: 11/8/17 00034 Developer: Riverside Homes Permit#: PFI2017- Rapid Soil Solutions (RSS)has reviewed the drawings shown below and finds there is an error in the asphalt section. There shown be just 3in of AC. The extra %"of elevation will be added to the 3/4"minus rock section to make sure all the grades work out on site. Taken from sht. 3/29 of contract drawings r ¢ Pts.E 5.0' 5.0' 14' P.uB. �FRNI1f ?LAN1En !{' SA' S.0' O.S' S7141 t 20 firT 2.0 SIRTER "ER''"` I 0.5' Ort-TrIce 15301a OMER 2.023 liG?OGv/rl�' i/i Ji/Viii ih\/i\}`/...... NOTE .S-IJ7'IFf£L y AC.CQM ro 2x aF AASNTO r-70D FOR MET REA1HFn COMSIPLKSON A00 AN AMMAN_r r 3/P-0'Ortus4ED ROM Cr i-�'-p BASE ROpi m THC t R Raw SECnON EAN(+ACIEa m Sts OF AMMO r-!w OEO I IPRORE 00 0t0' RAT Rk7GCAREND THE K101RON OF Lauri$004 GEOTErM E FAC LOR ARRNMED Y 1-1/2"-o-WASE ROE1t. EENAE)0409100 CONS1ROOROR DEPEMANo UPON nff O04PACTED m RSR OF AASHT@ r-!M! RESULTS OF TIC PROOF ROLL STREET A TYPICAL SECTION NTS 10, !C' r 2` 2' ORA001 SHOULDER ORA1B. '. Rtr- 1001 1...IXR �� /J Al\i ,..% SEE SHEET LEAEL Z AC.COAR'AC� TO us OF Awn)T-209 COAAAC'IEO TOR OF AASNR3 YtRO 1 !-!/2'-0'BASE ROCk C0AP TEO TO BSR OF AASATO 7-!S0 ACCESS RD TYPICAL SECTION If you have any questions with this field report please contact me at the below numbers. PRO iNE ° 447 t8244P'E yik tr OREGON 0 4HEtrf J EXPIRES: /-.J- Rapid I SOitSOLlotionSLIc 503-816-3689 mia@rapidsoilsolutions.com r SHIA:.T 411=0,vc HETI: DATE: Nov 3,2017 ACS Testing,Inc 7409 SW Tech Center Dr,Suite 145 ,,,,,, PAGE 1 OF: 1 Tigard,OR 97223 Teen:,"." Phone:503-443-3799 Fax:503-620-2748 503.443.3799 DAILY ASPHALT COMPACTION / IN PLACE SOIL DENSITY (NUCLEAR METHOD)Asphalt ASTM D2950/Soil Density ASTM D6938 AASHTO T310 RAPID SOIL SOLUTIONS 3915 SW PLUM STREET PROGRESS LANDING PORTLAND,OR 97219-6018 12050 SW 135TH AVE Jurisdiction TIGARD TIGARD,OR 97223 Permit#: N/A INSPECTOR/CERT Dan Hamilton#44273 WEATHER ACS Job# 17-6962-24 r OVERCAST E SUNNY E RAIN SOIL TEST METHOD:0 T99 OD698 T180 ✓ D 1557 AGG: (,7 3/4"-r 1-1/2"- OTHER: E NATIVE TYPE; CPN r" 8510 r 8036 r 8022 E 8021 SUPPLIER: Baker rock r 8037 (— 8658 r 8237 r 8511 r 7781 TROXLER f 20646 r 38579 (, 38580 r 30560 CONTRACTOR Lamphere E C MIX r B MIX (- LEVEL II (- LEVEL III ALL GAUGES CALIBRATED BY ODOT TEST MODE: OBACKSCATTER XO DIRECT 6l DEPTH STANDARD COUNT: OPT.MOISTURE: 8.7 1) 696 2) 2130 RICE OR PROCTOR 10037 MAX.DRY DENSITY: 127.0 %/o OF DENSITY REQ. 95% TEST NO. LOCATION %MOIST. LIFT OR ELEV. DEPTH DENSITY.LBS %MAX DENSITY 1 Lot CRNR 5/6 7.2 Top 6" 2 Lot CRNR 1/2 128.0 100.8 7.4 Top 6" 127.2 100.2 3 Cultasack at center 7.3 Top 6" 126.7 99.8 4 5 6 7 8 9 10 11 12 13 RESULTS GIVEN TO: The Contractor COMMENTS: Shots taken on base aggregate for road way Reviewed by: Date:Nov 4,2017 co Mia Manedy-sexton DOUG ES I VEL/VP Operations ACCREDITED DE/AW ats-ian