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Specifications (3) 44474. Earth 1508 Broadway Street Vancouver, Washington 86 • Engineers, Phone (360) 567-1806 IVE` Ertc Fax (360) 253-8624 1' FEB 12 2015 DAILY FIELD OBSERVATION REPORT CITYOFTIGARU BU1LD11NSJON Client: TimberRidge Development Permit No: City of Tigard Date: February 6, 2015 #MST2014-00196 Project: New Single Family Residence Address: 12412 SW Autumnview Drive Report No: 15-004-5 Tigard, Oregon General Contractor: TimberRidge Development Subcontractor N/A Weather: rain, 50's Location or Items Inspected: Foundation subgrade- overexcavation ❑New Inspection • Re-Inspection Type of Observations ❑At Completion • In Progress ❑Post Completion ❑Continuous •Periodic ❑Other Detailed Observation Notes As requested by John Duncan with TimberRidge Development, EEI representative Jeremy Fissel, PE was on site at about 10:30am to re-observe foundation subgrade soil conditions at the southeast corner of the new home. Yesterday EEI visited the site and recommended that this area be either re-worked or overexcavated due to soft, wet soil conditions. Our evaluation was based on EEI Report No. 15-004-1 dated January 16, 2015 and the information provided in GRI's report'4134 GEOTECHNICAL REPT,' dated November 30, 2004. On arrival, the southeast corner of the foundation plan had the concrete forms and rebar removed, and was over- excavated about 14-18 inches. The new subgrade was fill material comprised of moist to wet brown silt with some gravel and occasional cobbles. There was some standing water in the excavation (about 1-inch maximum). The subgrade was evaluated using a 1/2-inch diameter, pointed steel soil probe under moderate pressure. This generally resulted in 4 to 6 inches of penetration. EEI rep recommends that another 6 inches be overexcavated, to firm soils. Additionally, water should not be permitted to accumulate in the excavation. Once overexcavated, EEI suggest that the subgrade be covered with plastic to limit the surface water to contact the subgrade. Additionally, because of the expected rains, a ditch through the excavation sidewall (at the southwest corner), could be excavated providing for drainage away from the excavation. Once concrete is ready to be poured, the plastic used to cover the subgrade (if used) should be removed. In summary, with the addition 6 inches of overexcavation at the southeast corner, footing subgrade surfaces for the new home is suitable for placement of concrete. John with TimberRidge said that concrete is planned to be placed on Monday (2/9/2015). Because of the expected rains, and the current site grading, EEI rep strongly recommends that the footing subgrade be protected from water accumulation and footing subgrade surfaces have access for drainage. EEI rep left site at about 11:00 am. EEI Report No. 15-004-5 February 6, 2015 Page 2 of 3 / ti*, i , ' ' .1. ' ' Vitlet*:',. Ili ,..,,,, ,, , ,.., \ .44,, , ...rt-„;,„ ,, ... 3.,:tz t V • ', -, ,' o''' ,,,,,,,swoloo....11,-Iff.. ...:44,.."`"' ,. .. 4;4 ' ',:'-'' te , "�. ua� '<' .� :� ! e ' kriLtirt. ` Aµ. sa" . '`4.d PHOTO 1: Southeast corner of planned home showing are of overexcavation, viewing northeast i ( ..rte`.:. a„, f\F I �"'1 , c F . sa_ �ea.o - 4 , ffmi1\ PHOTO 2: Current site grading,with concrete forms in place, viewing north EEI Report No. 15-004-5 February 6,2015 Page 3 of 3 _,,,, \ 1-,rl , ,, — .. i, i,*/ if • 444'"41471e ., :,. II ' - ._"',it...� ,. , PHOTO 3: Current site grading, with concrete forms in place, viewing northeast Attachment: Foundation Plan(by RAE Design&Associates) Report Distribution (e-mail only): John Duncan,TimberRidge Development, (iohnduncan(c�trdcustomhomes.com) Field Staff Name(Print): Jeremy Fissel, PE ' Report Reviewed By: Travis Willis, PE Field Staff Signature: Copy of Handwritten Report Left on Site: No Our inspection does not relieve the contractor from performing in accordance with their contract and approved permit documents. EEI Report No. 15-004-5 February 6, 2015 ATTACHMENT - FOUNDATION PLAN (Sheet 1 of 10 by RAE Design &Associates, dated 9/15/2014) j I Ti y 1 I ►�' .0 Yrt+V lW p. are' 1 r;"'k today,and . lith an ad .. ...., ov- r • 4i e 4 wY ;:;.: 1.- 3 .i1 Earth 1508 Broadway Street Vancouver, Washington 98663 Engineers, Phone (360) 567-1806 Inc. Fax (360) 253-8624 DAILY FIELD OBSERVATION REPORT Page 1 of 3 Client: TimberRidge Development Permit No: City of Tigard Date: February 5, 2015 I #MST2014-00196 Project: New Single Family Residence Address 12412 SW Autumnview Drive Report No.: 15-004-4 Tigard, Oregon General Contractor: TimberRidge Development Subcontractor: N/A Weather: rain, 50's Location or Items Inspected: Foundation subgrade •New Inspection ❑Re-Inspection Type of Observations ❑At Completion • In Progress ❑ Post Completion ❑Continuous • Periodic ❑Other Detailed Observation Notes As requested by John Duncan with TimberRidge Development, EEI representative Jeremy Fissel, PE was on site at about 9:15am to observe foundation subgrade soil conditions for the referenced home. EEI rep was on site several occasions previously to observe the excavation and general subgrade conditions. However, during the previous visits the locations of the footings was not accurately established. Today's visit was to confirm the actual footing layout and where they lined up on the various benches located throughout the site. Our evaluation was based on EEI Report No. 15-004-1 dated January 16, 2015 and the information provided in GRI's report'4134 GEOTECHNICAL REPT,' dated November 30, 2004. On arrival, forms and rebar for most of foundation layout was in place. EEI rep evaluated the foundation subgrade conditions using a 1/2-inch diameter, pointed steel soil probe under moderate pressure. The surface of the subgrade consisted of about 2 inches of imported crushed gravel, placed after EEI evaluated the site during a previous visit. The gravel was removed in several areas and the exposed subgrade soils were as previously described, brown gravelly silt, generally in a moist condition. The soil probe generally penetrated about 1 inch, appearing to stop on gravel or cobbles. There was one area located at the southeast corner of the building where the soil probe could penetrate up to 2 feet. After removing the 2 inch imported crushed gravel layer, the immediate subgrade was a gravelly and cobbley brown silt. There appeared to be subsurface gravel or cobbles at this location by reaction of the soil probe. EEI suspects that the recent rains had weakened this area, as it is the lowest point of the building footprint. EEI rep further evaluated the subsurface soils in this area using a drive probe, starting from approximate footing elevation in the southwest corner of the foundation layout. A description of the drive probe test is found in Attachment 2. It is noted that several attempts were made in the southwest area in order to miss cobbles within the upper foot of soil. Results of the drive probe testing are also included in Attachment 2 of this report. Generally the results show that the subsurface soils have softened, most likely due to the inclement weather, and the area being the lowest point within the building footprint. After removing the drive probe rods, water was observed to have accumulated in the drive probe hole. An additional drive probe test was also performed outside the southwest corner of the building footprint, in the upper portion of the lot. Based on the results of the soil probe and drive probe at the southwest corner of the home, EEI rep recommended that this soft area be addressed prior to pouring the footings. It may be addressed by the • EEI Report No, 15-004-4 February 5, 2015 Page 2 of 3 following options: (1) wait for the subsurface soils to drain, and recompact subgrade soils, or (2) overexcavate soft subgrade soils to competent subgrade soils. EEI rep estimates that competent subgrade soils are about 2 feet below the surface. See Attachment 1 for the location of the area recommended to be overexcavated. Based on the drive probe results at the southwest corner of the planned structure, in the fill soils, those subgrade soils are suitable to support 1,500 psf loading. EEI rep also noticed that some of the formed footings/walls did not have suitable soil coverage at the base; EEI recommends native or structural fill extending no steeper than an imaginary 1 H:1 V line from the outer footing edge. See Photos 1 and 2. The locations of these footings/walls are also show on the attached foundation plan. , -',,':ji, 14"1-POrf;4r!' '''''''''''''' ------,----r. — - — - . ,::::ilet,,,,,,,, ,,,,..:1.,,,, ,,.„....:;4- :4,7,' 4,.„' '`";,:.: ;":T,-. .4,»=, ' ;.- .,,,,* : ,'4#4-<:-.t° •• r.Structural Fill to be` * :ced at a 1 H:1 V slo _ , mj arel ..... .„.. ,...„ tip,: .;111/4. -a, i . , , , ,.. ... ,.,.. . ... , , , , , , r , .. , ,„ , . . .. i , . . ..„... i ' , . . .. . ..,. ay,,,,, I:, , PHOTO 1: Forms for`North' garage wall, viewing east EEI Report No. 15-004-4 February 5, 2015 Page 3 of 3 Structural Fill to be ,.'laced at a 1H�1V op from footin c: . A l�rj t Ar w I a ' L . 't r -M� t PHOTO 2: Foundation wall formed at the southwest quadrant of home, viewing south EEI rep also noticed that to accommodate the future placement of the recommended structural fill that some of the formed walls may need to be taller than the height at which they are currently formed. Contractor should consider interior grading required to achieve the required fill needed at the recommended 1 H:1 V angle and the heights of the formed walls before pouring concrete. In summary, with the exception of the southwest corner(see Attachment 1), the subgrade soils are suitable for placement of concrete. It is also noted that the fill placement around the new interior footings/walls should occur immediately following concrete curing, prior to these footings receiving additional loads produced from by further construction of the superstructure. EEI rep left site at about 10:15 am. Attachment: Foundation Plan(by RAE Design&Associates) Drive probe test results Report Distribution(e-mail only): John Duncan,TimberRidge Development,(lohnduncan(a,trdcustomhomes.corn) Field Staff Name(Print): Jeremy Fissel, PE Report Reviewed By: Travis Willis, PE Field Staff Signature: Copy of Handwritten Report Left on Site No t _ Our inspection does not relieve the contractor from performing in accordance with their contract and approved permit documents. EEI Report No. 15-004-4 February 5, 2015 ATTACHMENT - FOUNDATION PLAN (Sheet 1 of 10 by RAE Design&Associates, dated 9/15/2014) I . Approximate location of ' d.;' drive probe tests . i i DP 1 ... �», DP-2 ■ I 1 '. .. Jt;;N s:«. ..: a EEI recommend �___r° °,4 overexcavating footing '-' subgrade to firm soils, ,;; approximately 2 feet . ti P - x, __ _," - _.-,. .,. ,. WA EEI Report No. 15-004-4 February 5, 2015 Page 5 of 3 ATTACHMENT — Drive Probe Test Results Project Name: New Single Family Residence Project Location: 12412 SW Autumnview Street, Tigard OR EEI Project #: 15-004 Test Date: 2/5/2015 Technician(s): J. Fissel DEPTH DEPTH DP-1 DP-2 DP-3 DP-4 DP-5 DP-6 DP-7 (IN.) (FT.) 0-6 0-1 8 11 6-12 1 25 12-18 1-2 2 25 18-24 3 35/3" 24-30 5 2-3 30-36 5 36-42 5 3-4 42-48 5 48-54 5 4-5 54-60 5 60-66 7 5-6 66-72 11 72-78 6-7 11 78-84 13 84-90 7-8 18 90-96 25 DP-1: outside the southeast corner of the building footprint (see Attachment 1) DP-2: outside the southwest corner of the building footprint (see Attachment 1) DP-3: DP-4: DP-5: DP-6: DP-7: The drive probe test is based on a "relative density" exploration device used to determine the distribution and to estimate strength of the subsurface soil and decomposed rock units. The resistance to penetration is measured in blows-per-1/2 foot of an 11-pound hammer which free falls roughly 3.5 feet driving a 1/2-inch diameter pipe into the ground. This measure of resistance to penetration can be used to estimate relative density of soils. For a more detailed description of this geotechnical exploration method, please refer to the Slope Stability Reference Guide for National Forests in the United States, Volume I, United States Department of Agriculture, EM-7170-13, August 1994, P 317-321.