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Plans ry 1"> P17 Lot Area: 7205 sq ft / RGENEE Bldg Cov: 2630 sq ft Total impervious: 3000 coverage: 36 % / 42 % to- - 1-M u-iZ Q w _ JAN 2018 o>Ozw : � o eater*mice Q ;t - �• il-i_?Fi�{ltY !Drainage'.�� 231 ,.... ,,.: �.. r 61.00' .111TH ■'�_�' '13G 'lilt fence) .... --'4----232� -______— - - - �— 230 — .�.. _ - - — Wo au+promo OREGON M117E OAK 1.l'CAL 232_'J --_�-1�---- -0 — 234 C.) T�-236 1Nu•/q�w'+ram �u7�tA t.s CAL /(/ • 37.78 r 41 aCommrwttd!!! PAC=DOGWOOD 1.5'CAL • 4 00 ■ 0 Tree protection : 240 Covered 6 8 ■ Patio 240 I J The project arborist has reviewed 5.00' : Grand FP 4 112.S 5.00' this plan and certifies that the trees TYP. ■ Cantilever TYP. and tree protection are accurately —■ I— �'1 ii4! represented;tree protection ■ - — measures are equal to or greater ■ (- C I ,, than those on the approved tree ■ 3 3 C protection plan,which remains I 8 2 Q C () applicable. ■ 241 FFE (...9 (13 ■ I ® �� <J t) JUS13 OA_ • I N 1 ■I ■I 239 GFE N D (13 Morgan Holen,Project Arborist I 24 o C 1 D. 4-/a) �+ , ■ ISA Board Certified Master Arborist, 240 III n, fp •C PN-6145B ii1 Q 0 ISA Tree Risk Assessment Qualified \ ■ Date:January 18,2018 (20.5'1 SS SD ori cy iiO 235 I - - - - - 238 Ct - - ''�� \ 61.00 In (NORTHiltilarasaismir __ ) / REDB, RY7\:::::;) • )--- COU ' 1 20 0 10 20 40 PLOT PLAN NOTES: Inimminimmil #0..i....= 1. BASED ON SURVEY INFORMATION RECEIVED ON 11-29-2017. 2. PLOT PLANS SUBJECT TO CHANGE BASED ON FINAL PLAT. 1 inch = 20 ft. 3. UTILITIES SHOWN BASED ON PRELIMINARY CONSTRUCTION PLAN. ), 1(..: MINIM sae MAIM TM mlall Riverside Homes, LLC a ENGINEERS Progress Landing N0399 17933 NW Evergreen Pkwy Beaverton,Oregon 97006 n engineering Lot 07 503-645-0986 III &Planning 0161111010 "^ 3409 RW John Olsen Place 112032 SW Redberry Court 1 MYlsbmo,OR 97124 OP 503 6014401 50360144024a1 1 RobertC, Plotted: Jan 05, 2018 — 11:58am, P:\N0399\dwg\Eng\Plat Plots\01-05-2018\N0399—Progress Landing 07.dwg Lot Area: 7205 sq ft '' ir .., SETBACK LINE Bldg Cov: 2630 sq ft , ' 61.00' I (TYP.) Total impervious: 3000 34 coverage: 36 % / 42 % totalEM7411.1. rater service , Ma I I Drainage _.-_� >30(q- 1,— r D p i silt fence ...e KZ-0JD� Em ;E 0 j� 137.781 • —Im I i I i.III I • Q.rcu,g onoal ('1011 lE ��( 1.5 CAL 1 Ka • • 240 " � al al — (NI ■ CoveredI r 6 W, CCrclalbhylus dhponkvrn KA1SURA 1.5'CAL c I U Patio 240 ■ �--112.5� 5.00' ■ Grand FP 5.00' TYP. ■ Cantilever TYP. ■ i— l • J Coma nuttdlp PACg1C DOGWOOD 1.5' CAL ■ — ■ 3382 The project arborist has reviewed this plan and ■ certifies that the trees and tree protection are ( I 241 FFE m W accurately represented;tree protection I■ measures are equal to or greater than those on ■ the approved tree protection plan,which 111P . remains applicable. y41 ■ ■II I 1 'i 239 GFE I: II-yyl 7fr, f. 41-.44-,_ ■ a0 24 ■ 240 N. Morgan Holen,Project Arborist I ■ SS SD o n ISA Board Certified Master Arborist,PN-61458 \__ ■1 „7,-,..7,2 '- ISA Tree Risk Assessment Qualified ■ � N 235■ o w Date:December 12,2017 , ,,� — — r — — — 61. ' — — 2388 NORTH 61.00' 7\::::::;7 N."••••••..„......____ REDBERRY COUR I';. 20 0 10 20 40 mi1 iiii 1 inch = 20 ft. PLOT PLAN NOTES: CITY OF TIGARD 1. BASED ON SURVEY INFORMATION RECEIVED ON 11-29-2017. Approved by Nanning 2. PLOT PLANS SUBJECT TO CHANGE BASED ON FINAL PLAT. Date: /r,2///1 R- 3. UTILITIES SHOWN BASED ON PRELIMINARY CONSTRUCTION PLAN. wnitiala: LS Mama we AS sal. dor. Riverside Homes, LLC I ENGINEERS Progress Landing N0399 17933 NW Evergreen Pkwy Beaverton,Oregon 97006Engineering Lot 07 503-645-0986 • I.&Planning DRAM "a 3409 NW John OlsenFace 112032 SW Redberry Court' 1 Hillsboro,09 9]124 or 503 9014401 503 9014402 fax 1 RobertC, Plotted: Dec 01, 2017 — 12:49pm, P:\N0399\dwg\Eng\Plat Plots\11-30-2017\N0399—Progress Landing 07.dwg � w 11 December 2017 Craig Schuck,VP Niki Munson Riverside Homes LLC 17933 NW Evergreen Parkway,#370 Portland,OR 97006 Re: Geotechnical Construction Observation summary report for Progress Landing, 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 September 2017 to November 2017. The subject property is located off of SW 135th Avenue just south of the intersection of SW Morning Hill Drive. The jurisdictional regulatory agency for the subject site is Washington County,Oregon. Construction Observation Methods and Techniques 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, 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 asphalt concrete. Nuclear gauge testing consists of measuring the density and moisture content of in- place construction materials compared to the theoretical maximum density determined by the Proctor moisture-density test or Rice density test. Project construction specifications, as 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. General Information and structural fill placement 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 utility infrastructure, and storm water management facilities. The only lots of have fill placed upon them were 5-9 and 10,12 where ACS Testing. Those test results have been sent before and results were achieved with proof rolls and compaction tests. Topsoil was observed to have been placed on lots following site improvements construction. The front portion of lots at the site may contain soft soil resulting from excavation and backfill of power and communication utility trenches. Bearing capacity of the lots are 1,500 psf. Rapid 1 SoilSolwtionalc 503-816-3689 mia@rapidsoilsolutions.com r . Remaining 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 support is recommended beneath structural appurtenances (i.e.,driveways, patios, slabs, sidewalks, deck posts, etc.)to limit potential cracking or damage. • 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 RaPid SoilSolvti Lic 503-816-3689 mia@rapidsoilsolutions.com 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, 40011 pRoft, eikEtt I19244i"E Na OREGON EXP EB: -- '/ Mia Mahedy-Sexton,PE GE Rapid SoilSo1 LLC 503-816-3689 mia@rapidsoilsolutions.com SP11.11.T DATE: Sep 13,2017 ACS Testing,Inc 01..CRETE 7409 SW Tech Center Dr,Suite 145 PAGE 1 OF: 1 Tigard,OR 97223 OILS TESTICG.!.\'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 PROGRESS LANDING 3915 SW PLUM STREET 12050 SW 135TH AVE PORTLAND,OR 97219-6018 TIGARD,OR 97223 Jurisdiction TIGARD Permit#: N/A INSPECTOR/CERT Cameron Ingersoll ODOT#49382 17-6962-24 ACS Job# WEATHER r OVERCAST f7 SUNNY r RAIN SOIL TEST METHOD:D 199 ❑D698 01180 ❑D1557 AGG: r 3/4"-r 1-1/2"- OTHER: CPN f— 8510 r 8036 r 8022 r 8021 rg NATIVE TYPE: Light Brown Silt r 8037 r 8658 r 8237 r 8511 r 7781 SUPPLIER: Existing TROXLER r 2064617 38579 r 38580 r 30560 CONTRACTOR LCD ALL GAUGES CALIBRATED BY ODOT r C MIX r B MIX r LEVEL II r LEVEL III TEST MODE: ❑BACKSCATTER ❑X DIRECT go DEPTH STANDARD COUNT: OPT.MOISTURE: 18.9 1) 642 2) 2250 RICE OR PROCTOR 10212 MAX.DRY DENSITY: 103.6 % OF DENSITY REQ. 95 TEST NO. LOCATION %MOIST. LIFT OR ELEV. DEPTH DENSITY.LBS %MAX 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 8" 102.2 99 4 Street A 15.0 Subgrade 8" 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 7, DOUG 4"•U L/VP Operations ACCREDITED DE/KB CS•I06J :PHUT ACS Testin DATE: Sep 15,2017 g,Inc 41111w oNcRETE 7409 SW Tech Center Dr,Suite 145 PAGE 1 OF: 1 Tigard,OR 97223 OILS TESTI.,•(:.I:VC Phone:503-443-3799 Fax:503-620-2748 503.443.3799 DAILY ASPHALT COMPACTION I IN PLACE SOIL DENSITY (NUCLEAR METHOD)Asphalt ASTM D2950/Soil Density ASTM D6938 AASHTO T310 RAPID SOIL SOLUTIONS PROGRESS LANDING 3915 SW PLUM STREET 12050 SW 135TH AVE PORTLAND,OR 97219-6018 TIGARD,OR 97223 Jurisdiction TIGARD Permit#: N/A INSPECTOR/CERT Luis Cortez ODOT#42838 17-6962-24 ACS Job# WEATHER r OVERCAST 17 SUNNY r- RAIN SOIL TEST METHOD:O T99 01)698 0T180 0D1557 AGG: r 3/4"-(— 1-1/2"- OTHER: CPN r- 8510 I— 8036 r- 8022 r- 8021 (X NATIVE TYPE: Brown Silty Clay r 8037 r 8658 r 8237 r- 8511 r 7781 SUPPLIER: TROXLER 17 20646 r 38579 r- 38580 r- 30560 CONTRACTOR LCD unix (— B MIX ALL GAUGES CALIBRATED BY ODOT (— r LEVEL II r- LEVEL III TEST MODE: OBACKSCA I tER D DIRECT Bra DEPTH STANDARD COUNT: OPT.MOISTURE: 18.9 1) 2039 2) 666 RICE OR PROCTOR 10212 MAX.DRY DENSITY: 103.6 % OF DENSITY REQ. 95 TEST NO. LOCATION %MOIST. LIFT OR ELEV. DEPTH DENSITY.LBS %MAX DENSITY 1 Lot 5 16.4 El:239.30 8" 105.0 101 2 Lot 6 17.8 El:239.70 8" 100.0 97 3 4 5 6 7 8 9 10 11 12 13 RESULTS GIVEN TO: Matt Sly with LCD COMMENTS: Native fill for lots 5&6.A proof roll passed with loaded water truck. Reviewed b C� Mia Mahedy-Sexton Y: Date:Sep 18,2017 DOUG E , IVEL Operations ACCREDITED DE/KB ACS-1004 ACS Testing,Inc Page 1 of 1 7409 SW Tech Center Dr.,Suite 145 srvr,cr Tigard,OR 97223 41111=0.%CIL Phone:503-443-3799 Fax:503-620-2748 DAILY SOILS REPORT Job# 17-6962-24 n:crus,rrr 503.443.3799 Date:Sep 18,2017 Permit# n/a Mail To: Project: RAPID SOIL SOLUTIONS PROGRESS LANDING 3915 SW PLUM STREET 12050 SW 135TH AVE PORTLAND,OR 97219-6018 TIGARD,OR 97223 Inspector: John Meyer#50256 Weather: Overcast Contractor: LCD Temperature: 52 Field Inspection: 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 compacted despite wet conditions. Proof roll inaccessible due to depth of pit and dimensions. 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: 9/192417 Mia Mahedy-Sexton DE/KBDo Es nivel,VP \t'S-lis>.: ACCREDITED CAL?ORTLANDT 09/21/2017 CONCRETE STRUCTURES LLC 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. CAL 'ORTLAND* 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 Air W/CM 1443FS FOOTINGS&WALLS 6"+/-1" 1.5% 0.42 4000/4500 PSI WITH MR 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. I C? Newberg 2808 NE Wynooski Road Newberg,OR 97132 CALPORTLAND' Concrete Mix Submittal Submittal Information Mix Information Submittal Name PROGRESS LANDING Mix ID 1443FS Date Submitted 09/21/2017 Mix Name 4000/4500 PSI WITH MR Customer CONCRETE STRUCTURES LLC Compressive Strength(f'c) 4000 psi @ 28 Days Project Name PROGRESS LANDING Flexural Strength(f s) Contract ID Aggregate Nominal Size 3/4"(19mm) Project Location Air Entrained0 Use FOOTINGS&WALLS 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 Total Volume 27.00 ft3 W/CM Ratio 0.42 Water/Sack 4.68 gal Unit Weight 147.25 Ib/ft3 Specific Mass Volume Group Material Description Supplier Absorption Gravity lb ft3 Cement Portland Type I/II CALPORTLAND 3.15 532 2.707 CEMENT Additive Slag Ash Grove 2.89 94 0.521 DURA SLAG Aggregate Coarse Aggregate WINDSOR ISLAND 2.3 2.6 1850 11.403 3/4"-#4 ROUND ROCK\C-67 ROCK-#24-038-2 DRUW:105.6 Fine Aggregate WINDSOR ISLAND 3 2.54 1236 7.798 Concrete Sand ROCK-#24-038-2 DRUW:105.4 Ib/ft3 Water Potable Water CITY OF NEWBERG 1 260 4.167 WATER-1 Admixture Water Reducer Mid Range GCP Applied 1 3.910 DARACEM 55 MRWR Technologies Dosage:60 fl oz/yd3 Air Air 0.405 Contact Greg Hendrix Email ghendrix@calportland.com 03 CAL?ORTLAND® Concrete Mix Evaluation Report ACI 318 Required Average Strength Mix ID 1443FS Number Of Tests 30 Mix Name 4000/4500 PSI WITH MR Average Strength 6169 psi Design Strength(f'c) 4000 psi @ 28 Days St Dev 586 psi Required Strength(f'cr) 4870 psi @ 28 Days Comp Acceptance Temp Air Strength Strength Moving (Concrete) Slump Content (7-Day) (28-Day)Average Test Date Mix Laboratory (°F) (in) (%) (psi) (psi) (psi) 12/07/2016 1443FS Carlson Testing 68 5 1.8 4330 6420 Lab 12/07/2016 1443FS CP 80 7.5 2 4750 6480 12/07/2016 1443FS CP 81 6.75 2.1 4290 6190 6363 12/08/2016 1443FS Carlson Testing 49 6 1.3 5010 5920 6197 Lab 12/08/2016 1443FS Carlson Testing 49 8 1 4540 5250 5787 Lab 12/13/2016 1443FS Carlson Testing 77 6.75 1.4 3810 6200 5790 Lab 12/13/2016 1443FS Carlson Testing 73 6.75 1.5 4140 6460 5970 Lab 12/15/2016 1443FS Carlson Testing 65 6 1.6 4690 5910 6190 Lab 12/16/2016 1443FS Carlson Testing 65 6.75 1.3 4210 6490 6287 Lab 12/21/2016 1443FS Carlson Testing 69 6 1.5 3610 5660 6020 Lab 12/27/2016 1443FS Carlson Testing 73 6 1.8 3830 5480 5877 Lab 12/28/2016 1443FS Carlson Testing 73 6 2.2 5430 6880 6007 Lab 12/29/2016 1443FS Carlson Testing 65 6.5 1.3 4520 6380 6247 Lab 01/09/2017 1443FS Carlson Testing 57 6 1.8 4930 7580 6947 Lab 02/17/2017 1443FS Carlson Testing 66 6.25 2.3 4330 5870 6610 Lab 02/20/2017 1443FS Carlson Testing 52 6.75 1.6 4890 6600 6683 Lab 02/22/2017 1443FS Carlson Testing 64 4.5 1.3 4350 6300 6257 Lab 02/23/2017 1443FS Mayes Testing Lab 66 4.5 4860 7480 6793 02/27/2017 1443FS Mayes Testing Lab 63 6.25 4050 6140 6640 02/28/2017 1443FS Carlson Testing 69 5 1.6 3740 6450 6690 Lab 03/04/2017 1443FS Carlson Testing 58 6.5 3 5590 6060 Lab 03/04/2017 1443FS Carlson Testing 66 5.25 2.8 5800 5947 Lab 03/06/2017 1443FS Mayes Testing Lab 58 4.75 4640 6700 6030 04/04/2017 1443FS Carlson Testing 60 7 1.9 4540 6290 6263 Lab 04/25/2017 1443FS Carlson Testing 68 6 1.3 4520 6490 6493 Lab 04/25/2017 1443FS Mayes Testing Lab 66 6.5 5 3970 5230 6003 05/01/2017 1443FS Carlson Testing 65 4.75 1.9 4330 5540 5753 Lab 05/05/2017 1443FS Carlson Testing 70 5 1.8 4180 6090 5620 CAL?ORTLAND® Concrete Mix Evaluation Report ACI 318 Required Average Strength Mix ID 1443FS Number Of Tests 30 Mix Name 4000/4500 PSI WITH MR Average Strength 6169 psi Design Strength(f'c) 4000 psi @ 28 Days St Dev 586 psi Required Strength(f'cr) 4870 psi @ 28 Days Comp Acceptance Temp Air Strength Strength Moving (Concrete) Slump Content (7-Day) (28-Day)Average Test Date Mix Laboratory (°F) (in) (%) (psi) (psi) (psi) Lab 05/19/2017 1443FS Mayes Testing Lab 55 5.5 1.5 3940 6090 5907 07/19/2017 1443FS Carlson Testing 82 6.25 1.7 3530 5110 5763 Lab C1111 CAL?ORTLAND® Combined Aggregate Blend Report Mix ID 1443FS Nominal Max Size 3/4"(19mm) Mix Name 4000/4500 PSI WITH MR Aggregate Volume 19.2 Design Strength(t'c) 4000 psi @ 28 Days Coarse Aggregate% 59.4 Fine Aggregate% 40.6 %Passing Gradations Aggregate Type Coarse Fine %Contribution 59.4 40.6 3/4"-#4 ROUND Sieve/Test Spec Result ROCK\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 99.9 #4(4.75mm) 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 80 co 00Go a 40 20- 4 0 -, II . I . I Ill I � II r I' I I . iII I` ° V TO 3 CO IPv TIP at Sieve Opening(mm) D10(ES):0.30 D30:1.89 D50:7.82 D60:10.85 D1S/D85:0.03 Cu:36.11 Cc: 1.10 CI? 1050 N River St CALPORTLAN D" Portland,OR 97227 Ph#503 335-2600 Certificate of Analysis 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 I/H 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 Additional Lot# 17-196 Champion Bay Type I Type II Results Data Requirements Requirements Limestone Silicon dioxide(Si02) --- --- 19.7 7.8 Aluminum oxide(A1203),max.% --- 6.0 4.8 3.1 Ferric oxide(Fe203),max.% --- 6.0 3.4 1.4 Calcium Oxide(CaO) --- --- 63.2 46.1 Magnesium oxide(MgO),max.% 6.0 6.0 2.5 3 Sulfur trioxide(S03),max.% 3.0 3.0 3.8 0.0 Loss on ignition,max.% 3.5 3.5 1.7 Insoluble residue,max.% 1.5 1.5 0.33 Base Alkalies(Na20+0.658 K20),max.% 0.60 0.60 0.55 Cement Tricalcium silicate(C3S)% --- --- 60 62 Dicalcium Silicate(C2S)% --- --- 10 11 Tricalcium aluminate(C3A),max.% --- 8 7 7 Tetracalcium aluminoferrite(C4AF) % --- --- 10 11 %CO2 --- --- 1.1 %CaCO3 in limestone min. 70 70 86 %Limestone max. 5.0 5.0 2.8 Physical Requirements Air content of mortar,max.% 12 12 8 Passing 45 urn(#325)sieve% --- --- 97 Blaine Fineness,min ml/kg 260 260 408 Autoclave expansion,max.% 0.80 0.80 0.02 Compressive strength psi,Mpa,min. 1 Day psi --- --- 2480 psi MPa --- --- 17.1 MPa 3 Day psi 1740 1450 4175 psi MPa 12 10 28.8 MPa 7 Day psi 2760 2470 5015 psi MPa 19 17 34.6 MPa 28 Day psi --- --- 6380 psi MPa --- --- 44.0 MPa Vicat set in minutes 45 to 375 45 to 375 130 *C-1038 expansion limit if S03>3.0% 0.020% 0.010 Date July 18,2017 10 Director of Tec al Services Pacific NW and Canada Cement Division Y ASH 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 Spec. Test Item Limit Result Item Limit Result Slag Slag Sulfide sulfur as S(%) 2.5 max 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 0.90 max Blaine fineness(m2/kg) A 361 Potential(%) Compressive strength MPa(PSI) min: C3S A 60 7 Days A 33.3(4830) C2S A 12 28 Days 35(5000) 41.6(6030) C3A A 7 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 �� gcp applied technologies DARACEM® 55 Mid-range water-reducing admixture ASTM C494 Type A and F Product Description Daracem® 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 internal cohesiveness, providing a less "sticky' concrete with Daracem® 55 produces a concrete with lower water content, improved placement properties.Formulated with proven finishing improved placement properties and enhanced finishability.It yields 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 Formulated with a set control agent,Daracem 55 provides normal Advantages setting characteristics throughout its addition rate range. This Daracem 55 offers significant advantages over conventional water allows for increased water reduction and increased slump without reducers.Field work has consistently demonstrated: significantly extended setting times. It also allows the flexibility to vary addition based on specific job and weather requirements. • Ultimate workability and finishability The exceptional water-reducing capabilities allow for concrete ' Superior strength performance The water reduction properties, up to 12`Yo, 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 Addition Rates • Neutral setting times • 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 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-0110, 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 Darex 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 O 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 e • ,Lr 7409 SW Tech Center Dr.Ste. 145 �:e�,,..,•.�T� Tigard,OR.97223 Ph:503-443-3799 Fax:503-620-2748 uns TExnvc,IS( 503.443.3799 REPORT OF CONCRETE CYLINDER TEST Project Number: 17-6962-24 Report Number: c8135 Project: PROGRESS LANDING 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 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 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% 4 B 10/23/2017 28 4.00 12.57 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 PA 119411 Type 2 Type 3 Copies to: MIA MAHEDY-SEXTON Type Types Types Reported by: ACS Testing,Inc 7409 SW Tech Center Dr Suite 145 SPHALr Tigard,OR 97223 t iosaterr Phone:503-443-3799 Fax:503-620-2748 OILS DAILY FIELD REPORT FOR STRUCTURAL MASONRY/CONCRETE TEStI,(..IVC 503.443.3799 Permit:# N/A RAPID SOIL SOLUTIONS Date: Sep 25,2017 PROGRESS LANDING SUBDIVISION 3915 SW PLUM STREET 12050SW 135TH AVE PORTLAND,OR 97219-6018 IS THIS A RE-INSPECTION TIGARD,OR DYES ENO Inspector Greg Crain OBOA#856 ACS Job# 17-6962-24 Rebar Concrete ER Masonry High Lift 0 Low Lift ❑ CONTINUOUS Inl PERIODIC Only YES NO N/A ❑Spread Footings D Walls ❑CMU Reviewed prior inspection reports D ❑ ❑✓ Running Footings ❑Columns ❑CDF Clean Outs Provided ❑ ❑ f❑ ❑Slab ❑Tilt Panels ❑Pilaster Approved Plans D ❑ ❑ ❑Post Tension ❑Grade Beam ❑Other:See Below Previous Non Compliance D 0 ❑ Yds.Placed <50 Supplier: CAL PORTLAND Items Inspected Embeds Per Plans ❑ ❑ D Mix Design(s) 1443 FS Req. Strength(s) 3000 Approved Mix Design D ❑ ❑ #Sets Cast 1 # Specimens 5 Reinforcing Per Plans D ❑ ❑ CYL.CAST GROUT MORTAR PRISM Concrete/Grout Vibrated D C ❑ 04X8 ❑Cubes ❑Cubes ❑Grouted Foreman Notified of NCR ❑6X 12 ❑Prisms ❑Prisms El Hollow Items ❑ ❑ D Method of Placement Soils Have Been Approved D ❑ ❑ Q PUMP ❑CHUTE ❑WHEEL BARROW ❑BUCKET Completed Work Complies D ❑ ❑ Rli'I with Specifications RFI#'(s) RFI ISSUE DATE 0 Holdowns ❑CIP Anchors 0 0 D Contractor DLC EXCAVATING/CONCRETE STRUCTURES Inspection &Locations: ACS 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 itul AAA.— Date: 9/26/2017 cc: BB/Aw Bob Brown,President - 1. ACCREDITEn ACS-1147 t �Cff, 7409 SW Tech Center Dr.Ste. 145 OILS 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 5.5Ib RAMMER AND A 12in DROP(ASTM D698C) English Metric (pcf) (kg/cu.m.) Maximum dry density: 126.6 Optimum moisture(%): 6.8 130 129 128 127 126 c. 125 1, 124 7, — ,................. ..v c 123 o G 122 p 121 120 119 118 4 5 6 7 8 9 10 Moisture(%) NOTES: Reviewed by: .fy..,_ it .„..,,e.4,1„,4- G ESQUIVEL,VP OPERATIONS DEfjs A, f PIM r 7409 SW Tech Center Dr.Ste. 145 „ns Tigard,OR.97223 .trIN4/SC 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 5.5Ib RAMMER AND A 121n DROP(ASTM D698C) English Metric (pcf) (kg/cu.m.) Maximum dry density: 126.6 Optimum moisture(%): 6.8 130 129 128 127 126 c. 125 x+ 124 c 123 m G 122 /7der 1.6%**"*%..%%\ s..........ss,..v p 121 120 119 118 4 5 6 7 8 9 10 Moisture(%) NOTES: Reviewed by: .yam asl .„-att.4,44.- G ESQUIVEL,VP OPERATIONS • DEfjs M1 SMUT Page 1 of 1 ACS Testing,Inc 7409 SW Tech Center Drive 411=ANCRETE DAILY SOILS REPORT Suite 145 OILS Tigard,OR 97223 rgST,AG,,.l,- 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: i!C pi:: ._ 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 G Date 10-04-2017 cc: Doug squivel,VP •t gny�y DE/MC OCT0 LU!! ACS 1142 ACCREDITED I. .PII IST DATE: Oct 10,2017 ACS Testing,Inc +ILII"O Ckl•Tl 7409 SW Tech Center Dr,Suite 145 PAGE 1 OF: 1 Tigard,OR 97223 Phone:503-443-3799 Fax:503-620-2748 TEATIV(, IV( 503.443.3799 DAILY ASPHALT COMPACTION / IN PLACE SOIL DENSITY (NUCLEAR METHOD)Asphalt ASTM D2950/Soil Density ASTM D6938 AASHTO T310 RAPID SOIL SOLUTIONS PROGRESS LANDING 3915 SW PLUM STREET 12050 SW 135TH AVE PORTLAND,OR 97219-6018 TIGARD,OR 97223 Jurisdiction City of Beaverton Permit#: N/A INSPECTOR/CERT Cameron Ingersoll ODOT#49382 17-6962-24 ACS Job# WEATHER 17 OVERCAST (- SUNNY I— RAIN SOIL TEST METHOD:E✓ T99 ❑D698 0T180 0D1557 AGG: r 3/4"-r 1-1/2"- OTHER: CPN E 8510 I— 8036 I— 8022 1— 8021 IX NATIVE TYPE: brown silt E 8037 E 8658 r 8237 I— 8511 r 7781 SUPPLIER: existing TROXLER E 2064617 38579 I— 38580 I— 30560 CONTRACTOR LCD ALL GAUGES CALIBRATED BY ODOT I— C MIX r B MIX I— LEVEL II r LEVEL III TEST MODE: ❑BACKSCATTER E DIRECT 8" DEPTH STANDARD COUNT: OPT.MOISTURE: 19.0 1) 650 2) 2240 RICE OR PROCTOR 10212 MAX.DRY DENSITY: 103.6 % 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: 227.60 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. Reviewed by: Date:Oct 10,2017 CC Mia Mahedy-Sexton Aga DOUG SQUIV /VP Operations /-11ACCREDITED DE/MC 3CS•lofo e 'HALT 7409 SW Tech Center Dr.Ste. 135 Tigard,OR.97223 411=0IfeRT.TI. Ph:503-443-3799 Fax:503-620-2748 1111 rt..+rrv:.tw 503.443.3799 REPORT OF CONCRETE CYLINDER TEST Project Number: 17-6962-24 Report Number: c8135 Project: PROGRESS LANDING 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 in. (ASTM C 143) Air Content: 1.6 % (ASTM C 173) Concrete Temp: 73 °F Ambient Temp: 63 °F WaterAdded: 5 GALLONS gal. Technician: G CRAIN 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% 4 B 10/23/2017 28 69000 4.00 12.57 5490 183% 3 C 10/23/2017 28 70690 4.00 12.57 5630 188% 3 D 10/23/2017 28 67280 4.00 12.57 5350 178% 3 E=HOLD 0 4.00 12.57 Remarks: TYPES OF FRACTURE X X A A, dT TyPe 1 TYpe 2 TyPe 3 Copies to: [I] MIA MAHEDY-SEXTON Type4 Types Type6 Reported V4iOr ACCREDITED 'P'I"T DATE: 10-11-2017 ACS Testing,Inc . °NCRETE 7409 SW Tech Center Dr,Suite 145 PAGE 1 OF: 1 Tigard,OR 97223 °!E' Phone:503-443-3799 Fax:503-620-2748 TESTING.INC 503.443.3799 DAILY ASPHALT COMPACTION / IN PLACE SOIL DENSITY (NUCLEAR METHOD)Asphalt ASTM D2950/Soil Density ASTM D6938 AASHTO T310 RAPID SOIL SOLUTIONS PROGRESS LANDING 3915 SW PLUM STREET 12050 SW 135TH AVE PORTLAND,OR 97219-6018 Jurisdiction City of Tigard TIGARD,OR 97223 Permit#: INSPECTOR/CERT Reed Degagne 17-6962-24 ACS Job# WEATHER r OVERCAST r SUNNY 17 RAIN SOIL TEST METHOD: ❑T99 ED698 ❑T180 ❑D1557 AGG: 17 3/4"-r 1-1/2"- OTHER: CPN r 8510 r 8036 r 8022 r 8021 r NATIVE TYPE: r 8037 r 8658 r; 8237 r 8511 r 7781 SUPPLIER: Baker Rock TROXLER 17 20646 E 38579 r 38580 r 30560 CONTRACTOR Lamphere ALL GAUGES CALIBRATED BY ODOT r C MIX r B MIX r LEVEL II r LEVEL III TEST MODE: ID BACKSCATTER QX DIRECT gl' DEPTH STANDARD COUNT: OPT.MOISTURE: 6.8 I) 612 2) 2126 RICE OR PROCTOR 10223 MAX.DRY DENSITY: 126.6 % 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 Date: 11/8/17 Location: Tigard, OR Developer: Riverside Homes Permit#: PFI2017- 00034 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 '/z"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 I a .... 25 125, P.U.E. I I P.UE 50' 5.0' 14' 14 5.0' 5.0' I05*WMUI PSLNP 2.0' PAPITER 9DEMMLN '0.5' I . S1RP 0.5 ` tCUTTE 8 OIlT1EA LIU ,r `77\�\ @vv+i\‘i� i-\.... s 1i1 ao\\\\\v\ r�+'i4+v+ ' ,\\\,7'vWSrii1/r;,,,„„,, v >q/, „rrri,„*.+fir-, � .... NOTE 3-1/t.EE141 5.AC.C91P” TOR MET.c IHER CCMS1RUCIOR ADD AN AD01112M I.r 10 931E CA AASNTO T-204 OF 1-f'-0 BASE ROM ID A#IE'M ROAD SEC9pt Y 3JP-0'00.4191Fn ROp( 000 E MINI t EN PE1SE MAT 0�NMEND 1H0 Amnia, DDNc1CIE0 TO SW 1OF AAS4TO T-180 OF YNATI SOON OE01EX*E FABRIC(0R APPRb1Eh Y 1-1/Y-0.BASE ROCK. EQUAL) DEAFHO00 UPON TIC 001PACiED ID 05*OF AAS1T0 7-180 RESULTS OF TIE(ROOT ROIL STREET A TYPICAL SECTION NTS A 20 4 IO' 10' 1' r r 7' Y 10' 2' GRAVEL SHOULDER I I GRAVEL /SS 1 A... j' SEE SHEET %�/%A;0, .a.,t... o; ..* ..4 � 11 t 14 /„.4.,,,,//,/4„„W r//Y/r44,4 4,,M %) PP. FAA 3.AC,ODI, 1./j 4',..4'.r////rj 10428 OF AASIIIO T-204 \\\\,\\ r 3JP-0'00U51FD 0004: ACRO 10 858'OF AASN10 1-180 Y 1-I/2'-'BASE RDCk__... 0StP TEO 010 458 OF AMMO 7-180 ACCESS RD TYPICAL SECTION If you have any questions with this field report please contact me at the below numbers. _g9 Plat FookEtt 4*- i.„,p, ,d OREGON 4 EXPIRES: ti-- SO1SO1wboflsLLc 503-816-3689 mia@rapidsoilsolutions.com i ti.t mow,5PILILT DATE: Nov 3,2017 ACS Testing,Inc V{J,yCRF.TE 7409 SW Tech Center Dr,Suite 145 PAGE 1 OF: 1 Tigard,OR 97223 G`f'' Phone:503-443-3799 Fax:503-620-2748 TESTING.l.4C 503.443.3799 DAILY ASPHALT COMPACTION / IN PLACE SOIL DENSITY (NUCLEAR METHOD)Asphalt ASTM D2950/Soil Density ASTM D6938 AASHTO T310 RAPID SOIL SOLUTIONS PROGRESS LANDING 3915 SW PLUM STREET 12050 SW 135TH AVE PORTLAND,OR 97219-6018 TIGARD,OR 97223 Jurisdiction TIGARD Permit#: N/A INSPECTOR/CERT Dan Hamilton#44273 17-6962-24 ACS Job# WEATHER r OVERCAST r SUNNY r RAIN SOIL TEST METHOD:0 T99 OD698 0T180 JD1557 AGG: 17 3/4"-r 1-1/2"- OTHER: CPN r 8510 r 8036 r 8022 r 8021 r NATIVE TYPE: r 8037 r 8658 r 8237 r 8511 r 7781 SUPPLIER: Baker rock TROXLER r 206461— 38579 17 38580r 30560 CONTRACTOR Lamphere r C MIX r B MIX r LEVEL II r LEVEL III ALL GAUGES CALIBRATED BY ODOT TEST MODE: ❑BACKSCATTER D DIRECT 6" DEPTH STANDARD COUNT: OPT.MOISTURE: 8.7 1) 696 2) 2130 RICE OR PROCTOR 10037 MAX.DRY DENSITY: 127.0 % 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" 128.0 100.8 2 Lot CRNR 1/2 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 CC Mia Mahedy-Sexton DOUG ES IVEL/VP Operations ACCREDITED DE/AW Ncs-I()h4