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Home My WebLink About1451 Ellington Roadk6,(,WC-r-7-1 Al DAILY FIELD REPORT Project Gerich Residence Report No.1 1451 Ellington Road Location South Windsor, CT Date 18 April 2001ClientNewsomConstruction, Inc. Page 1 of 1ContractorEarthWorksDevelopment, LLC File No. 27651-000WeatherClearTemperature50OF I.CONTRACTOR'S ACTIVITIES: 1.Prior to our visit to the site, Earth Works Development, LLC had excavated to approximate foundationbearingelevation, 95.0, for the main house. 2.According to Bob Newsom; Newson Construction, Inc., work was suspended when peat and softer naturally occurring soils were encountered at bearing elevation. U. FIELD REPRESENTATIVE'S ACTIVITIES: 1.At the request of Mr. Newsom, a visit was made to the site to review the conditions of the excavation and to direct further explorations and test pitting to aid in evaluation of bearing strata.2.Directed that several test pits and hand excavated explorations be dug to assess the nature of the underlying naturally occurring soils and their suitability for foundation bearing.3.Collected representative samples of soils and prepared logs of soil conditions discovered in the excavated test pits. 4.Met on site with Cliff Gerich; homeowner, Bob Newsom; Newsom Construction, Inc. and Rich Williams; Earth Works Development, LLC to discuss project details and scheduling requirements.5.Telephoned John Dugan, PE; Haley and Aldrich to discus preliminary findings project status. ATTACBNMNTS: None Field Representative(s) Time on site Report/Travel/Other TotalP. Falce 1230- 1430(2 hrs.) 1.5 hrs./ 1.0 hr/ --- - 4.5 hrs. Distribution: Newsom Construction, Inc.; Bob Newsom G:\projects\27651\DFR1.doc Haley&Aldr' , Inc'. jrO#O=9 J7rP.% + ti 4 y''•o b' •w,, YALF-Y DAILY FIELD REPORT Project Gerich Residence Report No.2 1451 Ellington Road Location South Windsor, CT Date 26 April 2001 Client Newsom Construction, Inc. Page 1 of 1 Contractor Earth Works Development, LLC File No. 27651-000 Weather Clear Temperature 50OF I.CONTRACTOR'S ACTIVITIES: 1.Earth Works Development, LLC (EWD) arrived at the site to begin excavation of unsuitable organic soils from the foundation bearing area of the house. 2.After moving their Akerman EC200 excavator into the center portion of the previously completed excavation, Rich Williams (EWD) noted that he would probably spend the remainder of the day casting previously excavated soils away from the sides of the excavation. This would apparently allow him room to stockpile additional unsuitable soils which would be generated by the required over excavation. II. FIELD REPRESENTATIVE'S ACTIVITIES: 1.As no additional critical work was to be accomplished on this day, it was agreed by Mr. Williams and the writer that they would talk later in the day to discuss the possibility of a visit on Friday, 27 April 2001. 2.As requested, the writer did contact Mr. Williams later in the day and it was decided that we would talk again on Friday before a visit was made to the site. 3.Met on site with Rich Williams; Earth Works Development, LLC to discuss project details and scheduling requirements. 4.Telephoned John Dugan, PE; Haley and Aldrich to discus project status and scheduling requirements. ATTACIIlVIENTS: None Field Representative(s) Time on site Report/Travel/Other Total P. Falce 0800-0900 (1 hrs.) 25 hrs./ .75 hr/ --- -2.0 hrs. Distribution: Newsom Construction, Inc.; Bob Newsom G:\projects\27651\DFR2.doc Haley & ich, Inc. a`pgnnnnorr•Ad¢ ova C O1~d,Y c O ;/ No. 12321 :t, ry• 10 rdWA UNDERGROUND ENGINEERING& ENVIRONMENTAL SOLUTIONS Haley&Aldrich,Inc. 110 National Drive Glastonbury,CT 06033-4318 Tel:860.659.4248 Fax:860.659.4003 FLALEY 23 April 2001 Email:HAR@HaleyAldrich.com A File No. 27651 Newsom Construction, Inc. 314 Three Mile Road Glastonbury, Connecticut 06033 Attention:Bob Newsom Subject: Foundation Recommendations 1451 Ellington Road South Windsor, Connecticut Ladies and Gentlemen: This letter provides the results of our site investigation and recommendations for foundation design for the subject project. Our services were provided according to our proposal dated 18 April 2001, which you have authorized. Introduction You have begun foundation excavation for a single-family home, located on the south side of Ellington Road, approximately one-half mile east of Foster Road. See the Project Locus,OFFICES Figure 1. After encountering soft organic soil at foundation level, you requested we evaluateBostonconditionsandrecommendmeasurestoprovidesuitablefoundationsupport. On 18 AprilMassachusetts 2001, our senior technician visited the site and observed soil conditions, including soilsCleveland Ohio exposed in five test pits, and three shallow, shovel excavations. Denver Site and Subsurface Conditions Colorado Los Angeles The site grade at the house location is approximately El. 100. At the time of our visit,California excavation was completed to about El. 95, the planned foundation level, throughout most of Manchester the building area. Five backhoe test pits were excavated both within and just outside theNeu,Hampshire building area. Logs of the test pits are attached in Appendix A. The locations and estimated Newark ground surface elevations of the test pits are noted on the logs. The three hand-shovelNewJerseyexplorationsintheinteriorofthebuildingareawerenotlogged, as results are similar to TP5 Portland in the interior of the site. Maine Rochester Below the planned foundation level of El. 95, the test pits encountered layers of soft blackNewYorkpeatandgrayorganicsilt, overlying gray clay. The surface of the clay is typically at El. 92 San Diego California San Francisco California Washington District of Columbia 1'mitcd mi rccycicd papo Newsom Construction, Inc. 23 April 2001 Page 2 to 92.5, except in the northeast corner. In this area, TP4 indicated the clay surface to be about El. 91. Water was not noticeably seeping into the excavation, or into the test pits. However, water appeared to be perched above the clay layer. Foundation Recommendations Our recommendations are based on the results of the explorations described in this letter, and our understanding of the proposed construction, as noted. We should be requested to re- evaluate these recommendations if differing subsurface conditions are encountered, or if plans for the building change. Support the building on spread and strip footings at the planned grades, and designed for a net maximum allowable soil bearing pressure of 1,500 lb per sq ft. Reduce the allowable bearing pressure in proportion to footing size for footings with the minimum dimension less than 3 ft. The minimum footing dimension is 1.5 ft. Footings should bear at least 3.5 ft below lowest exterior grade for frost protection. The soft peat and organic silt at foundation level are unsuitable to support the foundations or lowest floor slab. These materials should be excavated throughout the building limits down to the surface of the gray clay, to the limits shown on Figure 2. Use a smooth-edged bucket to avoid leaving a layer of disturbed clay at subgrade level. Place a non-woven type geotextile filter (such as Amoco 4551 or Nicolon S600) on the clay subgrade, then place 3/4 in. size crushed stone to foundation and slab subgrade level. Do not operate heavy equipment on or within 1.5 ft above the clay subgrade. The first lift of crushed stone should be placed by a backhoe operating from beyond the edge of the excavation, or by a small dozer working on top of the stone. The first lift of stone should be 12 in. thick, and compacted with a walk-behind roller operated on static mode. Thereafter, the stone should be placed in maximum 6-in thick lifts, measured before compaction, and compacted with the roller on vibratory mode. We understand you will place a foundation drain around the outside of the foundation wall, to discharge by gravity to ground surface near the southeast corner of the property. We agree with this foundation}drainage plan, and recommend the drain invert be at least one ft. below basement slab level. The crushed stone drainage fill should also be placed as foundation wall backfill within at least 3 ft of the basement wall, with the geotextile filter to separate it from the adjacent soils. Place a one-ft. thick layer of silty fill, over a geotextile, as the final layer over the backfill to reduce surface water infiltration into the crushed stone. This silty layer should be omitted where the paved driveway will cover the backfill. Newsom Construction, Inc. 23 April 2001 Page 3 We have appreciated the opportunity to assist you. If you have any questions or require additional information, please do not hesitate to call. Sincerely yours, HALEY & ALDRICH, INC.Of gNgIJohnP. Dugan, J ., P.E.0% No Z1 Senior Vice President s•..®meo•`'a ti 86060 Attachments: Figure 1 Project Locus Figure 2 Limits of Unsuitable Soil Removal Appendix A Test Pit Logs G:\PROJECTS\27651\1-fdn rec,Newsom.doc ems..I 1 y i ill :ti^ i i ,/ rim FJK l SITE COORDINATES. LSOUTHALna1) 1451rcHCONNECTICUT ii CONNECTICUT PROJECT LOCUS II APRIL 2001 EXCAVATION LIMIT MIN. DISTANCE) 2'-0" ZCRUSHED STONE UNSUITABLE MATERIAL CLAY 1451 ELUNGTON ROAD nJ SOUTH WINDSOR. CONNECTICUT O Q 0 LIMITS OF UNSUITABLE 0I SOIL REMOVAL in upwmumoum CID RNGUARWIG& LVVnWMWffAL NOT TO SCALE APRtL 2001 FIGURE 2 APPENDIX A TEST PIT LOGS Test Pit N . INTEST PIT LOG Page 1 of 1 PROJECT L H&A FILE NO.o—Q LOCATION 1 L k N GIUM PO S,VQ I N 01 0 PROJECT MGR. CLIENT N19-A1yS 60M ZrCIA Mor-)-k ,Jim 9-1FIELD REP CONTRACTOR ot-ft v n D 'Vq DATE EQUIPMENT kL' MG 2= WEATHER d Ground El. ICO . ft Location UJ S_ Groundwater depths/entry rates El.Datum G W F-T-- in/min): Stratum Depth Sample Change Description of Materialsft) ID Depth ft) Obstructions: Z 1 55 wRemarks: O Boulders: Standine water in com leted it: Diameter(in.) Number Approx.vol.(cu.fL) Test Pit Dimensions: at depth 54ft. 12 to 24 Pit Depth measured after hrs.elapsed over 24 Pit Length X Width Po«m 03MB Test Pit No. TEST PIT LOG rp-2 Page 1 of 1 PROJECT H&A FILE NO. C)cjo LOCATION \r` ,.ZL7Al ,Q cj W Nh 1 — PROJECT MGR. CLIENT tV S T FIELD REP CONTRACTOR O Q" Lt DATE EQUIPMENT ay 2 WEATHERS Ground E1. ft Location Groundwater depths/entry ratesEl.Datum clu r-S in/min): Stratum Depth Sample Change Description of Materials00IDDepth 110 Obstructions: 40v4 O r2CoAn.4kc s t Lzt- 3 o VJ I '?.,(') Remarks:F\A?2 C_LAY Boulders: Standlniz water in CODIDleted it: Diameter(in.) Numb r Approx.vol.(cu.ft.) Test Pit Dimensions: at depth ft. 12 to 24 Pit Depth measured after hrs.elapsed over 24 Pit Length X Width Farm#3009 Test Pit No. TEST PIT LOG IF 3 Page I of 1 PROJECT &EA\CA-L)m(/e H&A FILE NO. LOCATION 1451 C-,LL%krC:; ON R.fl PROJECT MGR. N p N CLIENT zT12vN&A1 Qa, NW-- FIELD REP CONTRACTOR j4' —yV OILS 1 f yiA M L LQ- DATE 1 r6 Pr kL, O EQUIPMENT Zoo OF WEATHER L.IF_ja >—Y- Ground El. C1 S 10 ft Location --L7— Groundwater de thstenp try ratesEl.Datum SN 4r--R J in/min): Stratum Depth Sample Change Description ofMaterialsft) ID Depth ft) Obstructions: N01v 1 G Remarks: 5+t C• 7 i_ dig Boulders: Standing water in com leted Dit: Diameter(in.) Number Approx.vol.(cu.ft.) Test Pit Dimensions: at depth ft. 12 to 24 Pit Depth measured after hrs.elapsed over 24 Pit Length X Width Form 03008 Test Pit No. No TEST PIT LOG Tp-z 1 of 1 PROJECT H&A FILE NO. "ZkC7—C-2quo LOCATION Gj,yell NCB I PROJECT MGR.N CLIENT QtrV Q N4-TI ACM V IN .C. FIELD REP CONTRACTOR e,p ,N o ryt-S b /'c YY1 -, t.1_DATE 1 2\l.D 1 EQUIPMENT /"Z WEATHER p Ground El. ft Location —v NO ym-,ry - Groundwater depths/entry rates El.Datum 0-mcW& Stratum Depth Sample Change 00 ID Depth Description of Materials 00 Obstructions: z A,Q S'T Remarks: Boulders: Standin¢water in completed nit: Diameter(in.) Number Approx.vol.(cu.ft.) Test Pit Dimensions: at depth ft. 12 to 24 s Pit Depth 6- measured after hrs.elapsed over 24 Pit Length X Width Form 03009 Test Pit No. PPROIJE TEST PIT LOGPage 1 fR4r=g\CA\- 12 .(/1VC Fa H&A FILE NO. Llk( — O9*0 LOCATION 1*151 SLj-jN(oT0 t-4_.j2D W j+NQ&0 jZ.(*PA—_ PROJECT MGR. CLIENT OS (avN 4-1 L I N d, FIELD REP L CONTRACTOR Q L1.rS jJ M ' "C, DATE iveQ\(_ EQUIPMENT WEATHER Ground El. Gt PM ft Location - LAN*---M Groundwater depths/entry rates El.Datum Gu VP 1(61 -#--,Oyrrw Qf-- 40yemik-%Al ACU-- (in/min): Stratum Depth Sample Change Description ofMaterials ft) ID Depth ft) Obstructions: Z Z , DTI lrl S1 lr'` C S Remarks: Boulders: Standinu water in com leted olt: Diameter(in.) Number Approx.vol.(cu.it.) Test Pit Dimensions: at depth ft. 12 to 24 Pit Depth measured after hrs.elapsed over 24 _ Pit Length X Width Farm N3M