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Home My WebLink AboutB12-0274 receipt TOWN OF VAIL, COLORADO Statement ******************************************************************************************** Statement Number: R120000855 Amount: $5,756.56 07/03/201212:17 PM Payment Method: Check Init: LC Notation: #1221 /SCOTT TURNIPSEED Permit No: B12-0274 Type: COMBINATION BLDG PERMIT Parcel No: 2103-122-1500-5 Site Address: 1701 BUFFEHR CREEK RD VAIL Location: Total Fees: $44,712.81 This Payment: $5,756.56 Total ALL Pmts: $5,756.56 Balance: $38, 956.25 ******************************************************************************************** ACCOUNT ITEM LIST: Account Code Description Current Pmts PF 00100003112300 PLAN CHECK FEES 5,756.56 } 1 p I Icpwortilt.)■, Jo de,hni,JI, )4 • 4.11.. teC -)-1 1601 HEPWORTH-PAWLAK GEOTECHNICAL -ul,sil Ili„,•„iiht::.. •o_-h.c;nll September 27, 2012 Scott S. Turnipseed, AIA Attn: Mike Guzik P. O. Box 3388 Eagle, Colorado 81631 M ike @sstaia.co in Job No. 112 335A Subject: Observation of Partial Excavation, Proposed Residence, Lot 1, Eleni Zneimer Subdivision, 1677 Buffehr Creek Road, Vail, Colorado Dear Mike: As requested, a representative of Hepworth-Pawlak Geotechnical, Inc. observed the partial excavation at the subject site on September 26, 2012 to evaluate the soils exposed for foundation support. The findings of our observations and recommendations for the foundation design are presented in this report. The services were performed in accordance with our agreement for professional engineering services to Scott S. Turnipseed, MA, dated September 26, 2012. Geologic conditions that may affect the site 1` are beyond the scope of this report. The residence will be a three story structure with the lower level stepped down the hillside slope and daylighting to the south. Ground floors will be a combination of structural over crawlspace and slab-on-grade. The building has been designed to be supported on spread footings using an allowable soil bearing pressure of 3,000 psf. The foundation design was based on a geotechnical investigation for the proposed residence by Koechlein Consulting Engineers dated July 23, 2012, Job No. 12-020. We have been provided a copy of their report. The site is steeply sloping south facing hillside terrain. The site has been graded by cut and there is about a 25 feet high soil nail wall retaining the cut along the uphill,north side. The soil deposits at the site are apparently hillside colluvium. At the time of our site visit, the foundation excavation for the northern and western portions of the residence had been cut in multiple levels from about 4 to 10 feet below the Parker 30 i-841-7119 • Colorado Springs 719-633-5562 • Si1' errhornc 970-468-1989 Scott S. Turnipseed, AIA September 27, 2012 Page 2 adjacent ground surface. The eastern and southern portions were not complete at this time. The soils exposed in the bottom of the excavation consisted of medium dense, silty gravely sand with cobbles. The soils were to rocky to obtain undisturbed samples for swell-consolidation testing. The results of a gradation analysis performed on a sample of silty sand and gravel soils(minus 3 inch fraction) obtained from the site are presented on Figure 1. No free water was encountered in the excavation and the soils were generally moist. The soils are similar to those encountered in Boring 1 of the Koechlein study. Considering the conditions exposed in the excavation and the nature of the proposed construction, spread footings placed on the undisturbed natural granular soils designed for an allowable bearing pressure of 3,000 psf can be used for support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. All existing fill, topsoil and loose disturbed soils in footing areas should be removed and the bearing level extended down to the undisturbed natural granular soils. Exterior footings should be provided with adequate soil cover above their bearing elevations for frost protection. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should,also be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for on-site soil as backfill. A perimeter foundation drain should be provided to prevent temporary buildup of hydrostatic pressure behind the basement walls and prevent wetting of the lower levels. Structural fill placed within floor slab areas can consist of the on-site granular soils compacted to at least 95%of standard Proctor density SPD at a moisture content near optimum. Backfill placed around the structure should be compacted to at least 90% SPD and the surface graded to prevent ponding within at least 10 feet of the building. Some settlement of deeper fill areas should be expected even though the fill is compacted to the project specifications. Use of a select granular import material, such as road base, and increasing compaction to at least 98% SPD could be done to partly mitigate the settlement potential. The recommendations submitted in this letter are based on our observation of the soils exposed within the foundation excavation and do not include subsurface exploration to evaluate the subsurface conditions within the loaded depth of foundation influence. This study is based on the assumption that soils beneath the footings have equal or better support than those exposed. The risk of foundation movement may be greater than indicated in this report because of possible variations in the subsurface conditions. In Job No. 112 335A GA:tech Scott S. Turnipseed, AIA September 27, 2012 Page 3 order to reveal the nature and extent of variations in the subsurface conditions below the excavation, drilling would be required. It is possible the data obtained by subsurface exploration could change the recommendations contained in this letter. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants(MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. We should observe the remaining portion of the building when the excavation complete. If you have any questions or need further assistance, please call our office. Sincerely, HEPWORTH-PAWLAK GEOTECHNICAL, INC. .a a r m • ..o David A. Young, P.P.111,,-(%' I --r 4? stk. Z-2ifi DAY/ljg 7Z° � U$ ..°.. Ak. iti4888 attachment Figure 1, Gradation Test Results Job No. 112 335A �t@ch