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Home My WebLink AboutBuilding Field Test & Inspection Report 2018-12-148\t-tr-ooatrlb Jt"lt-- woodchuck 1120 Arihur Street E{ectre, Ore8otr 97402 o-fEcer 541'357'5532 chuck@WoodChuckEtrgtureerhgcom Proiect 18'337ttlEERIIGEN6 ilH:::#i:::nck Engineering has comprered a soir invesrigarion ar rhe subiecr p.roperrv. our understanding is *rat it is proposl"i i.'".**"i " .onventional wo6d-framed single- family residence on this sit€. This-was a previously unoccupied loL ThepurposeofourinvestiSationwastodeterminet}resuitabilityofthesoilsforconstruchonofthe residence, and prorio" .".o.."rJtion.ior construction of the foundahon. The scope ofour services is ii-il"a to'g"n"ia suitability with respect to bearing capacity and expansive soils' INVESTIGATION AND FINDINGS The investigation consisted ofexaminingthe site soils during, excavation for the foundation' The depth of the foundaion excavatior! based on ouiobservations in the fiel4 varied from 12 to S2-inches' The exposed soils on the lot consisted ofa layer ofa brown organic layer over a dense, gray to yellow silty clay loim over silty clay, over weathered tredrock Croundwater springs were not encountered in the foundation excavation. December 14, 2018 Rock Builders Inc. 30364 MaPle Dt'ive function CitY, O re Eon 97 4*8-94+0 Subiect Foundation soils 54L Oak SL SPringfield, Oregon 97 47 7 RECOMMENDATIONS Conventional cast-in-place concrete spread and stfip footings may be used for foundations. Foundation loads should bear on the brown to yellow dense sandstone or bedrock or the dense silty clay a minimum of l8-inches below final grade. This may be accomplished by either placing the footings directly on undisturbed native soils or on a select granular fill that extends to tlre undisturbed native soils a minimum of 1B-inches below final grade. Select glanular' fill should consist of 7+-inch minus, well graded crushed aggregate. Selectgranular fill shall be placed in layers not to exceed 12-inches (loose) and mechanically compacted. Construction according to tlese recommendations is adequate to assul€ stable moistul€ content of foundation soils, and adequate bearing capacity, for the proposed foundation. ,?-.!j*. Aproof roll was performed on December 10, 2 018' prior to placinq concrete forms Theroll was performed wfth a sinsle axle au.p *.r. ririii;;d"d. ih"r;;s no visible plmpingof the imported fill and the depressions left from the tire tracks was less than 1-inch deep' we recommend acceptance of the imported granular fill, by the local building official. WoodChuck Engineering LIMITATIONS OF THIS REPORT This report has been prepared for t}le exclusive use of Rock Builders lnc. and their design consultants for tjre subiect proposed structure. The soil investigation, analysis, and recommendations meet standards of care of competent design engineers providing similar services at the time these services were provided. We do not warrant or guarantee these recommendations, site surface, or subsurface conditions. Exploration test holes indicate soil conditions only at specific locations (i.e. tle test hole locations) to t}te depth penetrat€d They do not necessarily reflect soil/rock materials or groundwat€r conditions that exist between or beyond exploration locations or limits. Thankyou for the opportunity to be ofservice. please call ifyou have any quesUons. GIN Respectfully,65476PE &*t-l-zl Chuck Du Fault, P.E. WoodChuck Engineering OREGON 11 Expires 12-31-19 Project:7g.337 CIienE Rock Builders Inc.541 Oak SL page 2 of2December 14, 201.g The scope ofour services does not include construction safety precautions, techniques, sequences, or procedures exceptas specifically recommended in t}is reporL Our services should notbe interpreted as an environmental assessment of site conditions. 0-Lt\-z-/- Earth fngineers, lnc. 4660 Main Street, Suite 100 o Springfield o OR 97478 Phone: 541-39$6340' Fax il1-3936385 www.eartFengineers c'm DAILY FIELD TESTING REPORT P e1ot2 As requested by Brandon Devers with Rock Builders, lnc., Earth Engineers' Inc' (EEl) representative Pete Furlong was on site to perform moisture-density tests (nuclear method) on imported structural fill placed under the proposed single family residential structure and garage. compactive efforts were performed using a large vibrating roller before and during our time on site Moisturedensity tests were performed at finished rock graoe- in accordance with ASTM ri2922 and D3017 using a Troxler 3430 nuclear densometer. The test resutts are pre-sented in Table 1 below and the approximate locations are shown in Figure 1 below The moisture-densit San<l and cravelclensity curve was Table 1: Moisture0ens Test Results y tests aboye were peflormed on finished rccl<compnsed of 3/4"-0 crushed rock from Eugenegradeusing a maximum clry density of 133.4 pcf an(t an optimum moislure content of 7.lol. The noislurc- oate: August 10, 2018 EEI Report No.: 1&154-2 Permit tlo : GitY of SPringfield 811-17- nddress: 541 Oak Streel, Springfield, 0026'18-DWL 97 477o ctiern: Rock Builders, lnc Projed: \Mllamette Heights SuMivision - Block 1 1 Lot 5 Weather. SunnYSLbcontractor: NAGeneral cor{rador Rock Builders, lnc rted: 10:30 a.m.Detaibd Testin Notes DeArrived: 9:00 a,m. Percent Compaction Required Percent compaction Achieved Dry Density (pcO Percent Moisture Wet Density (pcr) Test Elevation Test Probe Depth (in.) Approximate Location of Test Test # 9594125.9 4.310131 .3FRGNortheast Comer of Garage PadI o<4.9 99138.6 132.210FRG2Southeast Comer of Garage Pad 95130.7 4.8 9810136.9FRG3Southwest Comer of Garaoe Pad 115.7 6.0 8710134.5FRG4Northwest Comer of Garage Pad 97 95170.6 128.9FRG5Northeast Comer of House Pad 95128.8 4.8 9710134.86Northwest Comer of House Pad 9510132.9 126.8 3.9 957Southwest Comer of House Pad FRG OA 95133.7 127 .5 4.88Southeast Comer of House Pad FRG 9510136.1 130.2 45 989South Strip Footing Center FRG FRG 10 '133.8 126.5 5.8 95 9510Middle Strip Footing Cenler 10 4,E o<11 North Strip Footing Center FRG 12 Retest of Location 4 Northwest Comer or carage Pad FRG 10 137 .3 131 .8 99 95 Sand and performed in accotdance with AASHTO T 1BO Method D Stan(lard and was provkled lo us by Eugene Items Teded: Moisture-Density Testing 95 10 FRG 10 137 .8 '13'l .5 99 4.2 EEI Report No. 18-1 54-2 August 10, 2018 2ot2 4&12 a a 3a 5 87aa a,| a 2 a 6 118 108 ,8 Figure 't: Approximate locations of moisture-density testing performed on Augusl 10,2018 on the impoded 1-112'minus crushed rock placed under the proposed single family residential structure and garage Distribution (eleclronic distribution onlv): Brandon Devers - Rock BuiHers, lnc. - brandon@rockbuildersinc.com Field Staff Name (Print)i Pete Furlong Report Reviewed By. Ray Aliperti lh7J2/'Field Copy of tbndlvritten Report Let on Site: NO ted res..rlt"s do nol relie\r'e contractor ftom ih accordance with contract ard appao\red documents- A Earth Engirrccrs, 1,t,,. 4660 Main Street, Suite 100 e Springfield o OR 97478 Phone: 54'l-391634O o Fax: 541-3916385 www. earth-engineers. com DAILY FIELD OBSERVATION REPORT 1of 2 Date: August 8, 2018client: Rock Builders, lnc.Permit tlo.: City of Springfie6 811-17- 002618-DVVL EEI Report No.: 18-154-1Project: Wllamette Heighls SuMivision - Block 1 'l, Lot 5 Address: 541 Oak Street, Springfield, Oregon 97477 GerEral contractor Rock BuiHers, lnc.Subcordractor; NA Items observed: Subgrade under Proposed Single Family Residential Struclure r l.lew Observation ! Re.Observation Typ€ of Observations Detailed Observation Notes As requested by Brandon Devers with Rock Builders, lnc., Earth Engineers, lnc. (EEl) representative Ray Aliperti was at the project site fmm about 8:00 a.m. to 9:00 a.m. on this dale to observe subgrade soils under the proposed single family residential structure and garage. Upon anival, our client had already exposed the subgrade soils using a John Deere 135c Excavator with a 5'wide smooth bladed bucket. The exposed subgrade soils visually appeared to be relatively undisturbed, nati\re, sittyclaylclayey silt wilh sand. To assist us in determining the stability of the in-place soils, we used a 112" diameter soilprobe. The soil probe penetrated the surface ofthe subgrade approximately 3" - 4" using heavy effort, indicating a firmsubgrade at the time of our observalion. ln addition, we also used a pocket penetrometer to perform unconfinedcompressi\€ strength testing on several locetions of the exposed subgrade surface. The unconlined compressivestrength test results were between 3 and 4 tons per square fool. our representative was informed by Mr. Devers thal the eleosed subgrade surface will be covered with approxmately30'- 36" of imported crushed rock to bring the building pad up to finished rock grade. The crushed rock will be placedas follows: approximately 6" - 10'of 4' open-graded angular quarry rock will be placed over the subgrade and thenapproximately 12'- 24" of 1-1!2' minus crushed rock will be placed over the open{raded rock. Mr. De\ers alsoinformed us that he will contact us to perform in-place compaction testing on the imported crushed rock. Weather Clear U Continuous r Periodic EEI Report No 18-1 August8' 54-1 2018 2 ol2 Photo 1: Looking southwest at on this date (within the limits of a portion of the elposed subgrade soils obsenred the yellorv dashed line). Photo 2: Looking south at a portion of the e),eosed subgrade soils observed on this date (within lhe limits of the yellow dashed line). Distribution (electronic distribution only): Brandon Devers - Rock Builders,lnc. - brandonr@rockbuildersinc com Fietd s,tafr Name (ptirt): Ray Aliperti Report Reviewed By; Ray Aliperti R"1+ V-44"1 Field Name Cqy of l.tadwitten Report LeA m Si,tej No OLr do rpi relieve the contractof fromperfomirg ,n accordance wilh tlrF-t coriract and approyed permtt ;,- K I IE .fl v ffit I jE I 1 t[*" JFrt r-G--i:2 --_ t'. a