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Home My WebLink About20100806.tiff • • t . A : •,, ..H1 �1 Plains Engin:erIng 01/4 735 Denver Avenue • Fort Lupton CO 80621 Phone 303-857.9280 • Fax 3O3-857-9238 • SUBSURFACE INVESTIGATION AND FOUNDATION RECOMMENDATIONS Prepared For: Mrs. Sue Maestas 13227 Duquesne St. Commerce City, CO. 80022 Job Site Located At: 15169 Lamb St. Fort Lupton, CO. 80621 41 July 24, 2000 JOB # 00-0446 (zi; t�QA.•-• i ti vt•te 044 rn Cecil R. Crowe PE and LS 12330 12330 ; at s',7-2 4 .22 • 2010-0806 • PURPOSE: • This report reflects a soil and foundation investigation from soil borings to P g g determine the subsurface soil identification, and to determine the physical characteristics of the soil for a suitable foundation design. The foundation is to support a single-family home. LOCATION AND SITE CONDITIONS: This report represents the results of the data obtained during the subsoil investigation for the proposed house at 15169 Lamb Street, Fort Lupton, Co. The site is presently a vacant lot. The site is reasonably level with slopes of I % to the West. The lot appears to be well drained with no erosion evident. SUBSOIL CONDITIONS: Two, four inch diameter holes were drilled to a depth of fifteen feet at the building site on July 17, 2000, as shown on the attached site map. Samples • of the soil were taken at two-foot intervals. These samples were analyzed in the field and laboratory to determine the characteristics of the soil for identification and foundation design. In general, the soil profiles in test holes # 1 & #2, indicate Sandy Silt (SM) material to a depth of 3 feet, then Sandy Clay (SC) to a depth of 6 feet. Sandy Clay with Low Plasticity (CL) exists from 6 feet to 15 feet. The Standard Penetration Test similar to ASTM D1586 showed 9 blows for 12-inch penetration, at a depth of 4 feet. The shrink/swell test indicated a shrink/consolidation of 1 .0 % at a depth of 4 feet. Free water was encountered during the drilling operation at a depth of 7 feet. The soils in this report were classified using the American Society of Testing Materials (ASTM) procedures. All loose and disturbed soil shall be removed before placing of the concrete for the foundation. The bottom of the foundation shall be a minimum of three feet below final grade for frost protection and below any organic material. i ! • Groundwater: • Groundwater levels were recorded at the time of our field investigation, free water was encountered in both test holes at depths of 7 feet. The groundwater can be expected to fluctuate throughout the year depending on variations in precipitation, surface irrigation, and runoff on the site. We recommend that the bottom of the basement or crawlspace excavations be maintained at least 2 feet above the free groundwater level. The ground water levels recorded represent the free, static water levels after equalization of hydrostatic pressures in the test hole borings. It is possible that the groundwater levels recorded in the test hole borings may not be present at those levels in the excavations. Flow rates, seepage paths, hydrostatic pressures, seasonal groundwater fluctuations, water quality and other factors were not determined in this investigation. A program, which may include special well construction, test procedures, long-term monitoring program and analysis would be necessary to determine these factors. FOUNDATIONS RECOMMENDATIONS: • The Sandy Clay (SC) material has a bearing strength of 1500 psf and an equivalent liquidpressure of 40psf. We recommend the use of a spread q q P footing reinforced to equalize soil pressures, due to the low shrink-swell potential of the analyzed soils. The following comments are additional recommendations for the foundation construction. SLAB ON GRADE CONSTRUCTION: 1 . Where slabs-on-grade are chosen and the owners are willing to accept the risks associated with slab movement, the following recommendations should be followed: a.) Slabs should be constructed to be "free floating." The slabs should be isolated from all structural components and utilities which penetrate the slab. Isolation may be achieved with 1/2 inch isolation material or by sleeving. b.) Eliminate under slab plumbing where feasible. Where such plumbing is unavoidable, it should be pressure tested during • i • construction to minimize leaks, which would result in wetting of • the sub soils. c.) Place the slab directly on the undisturbed natural soils, or well compacted fill soil. Do not place a gravel layer under the concrete slab, unless specified by the foundation engineer. Slabs should be reinforced with wire mesh or fibermesh to help control crack separation. d.) To avoid settlement and distortion of exterior slabs due to improper compaction, we recommend that concrete slabs should be doweled to the foundation wall. The slab should be reinforced as necessary for the span involved. 2. Provide frequent scoring of the slabs to provide joints for controlled cracking of the slab. Control joints should placed to provide approximate slab areas of 150 square feet. The depth of sawed control joints should be 1 of the slab thickness. 3. A minimum void or clear space of 11/2 inches should be provided at or • near the bottom of all non-bearing partitions and furring strips placed over the concrete slabs, see attachment. In finished room areas, all drywall and paneling should be stopped approximately 11/2 inches above the top of the slab. This will allow some space for upward movement of the slab before pressures are applied to the wall and upper levels of the structure. The builder should provide a 1/2 inch space at the bottom of all doorjambs to allow for limited movement of the floor slab. The owner is hereby notified that it is their responsibility to maintain these void spaces. 4. Proper drainage away from the foundation walls should be provided. A minimum slope of 12 inches in the first 10 feet out from the building is recommended. Roof downspouts and sill cocks should discharge into long concrete splash blocks (5 feet long) or into metal gutter extensions to deposit runoff water beyond the limits of the backfill soil near the foundation walls. The foundation and retaining walls should be well cured, damp proofed, and well braced prior to backfilling. • 5. Steel reinforcement will be required in the footings and foundation • • wall. This will give the walls beam strength to span or bridge over any loose or soft pockets of soil not found in our exploratory holes or that may m y develop during construction . This should also help prevent any differential movement of the foundation system. FOUNDATION DRAIN: The drainage system should contain a 4-inch diameter perforated drainpipe encased in a minimum of 12 inches of clean, 3/4 inch to 11/2 inch clean gravel . The drain should extend around the lower level of the perimeter with the invert at the high end of the drain being placed a minimum of four inches below the top of the footing. The drain should be run to a non-perforated sump pit or daylight well away from the foundation at a minimum slope of 1/8 inch per foot to facilitate efficient removal of water. The gravel should be placed a minimum of 8 inches over the pipe for the full width of the trench. The top of the gravel should be covered with Mirafi 140 N filter fabric or felt paper, to minimize clogging of the gravel by backfill material. CONSTRUCTION DETAILS: • In any soil investigation, it is necessary to assume that the subsurface soil conditions do not vary greatly from the conditions encountered in the field and laboratory testing. The accompanying design is presented using best professional judgment based on the limits of the extent of testing commissioned by the client. Our experience has been that at times, soil conditions do change and variations do occur. These may become first apparent at the time of excavation for the foundation system. If soils conditions are encountered which appear different from the test borings as presented in this report, it is recommended that this office be called to inspect the open excavation prior to placing the footings. This inspection is not part of the report. DISCLAIMER: THE PARTIES SPECIFICALLY AGREE THAT HIGH PLAINS ENGINEERING, INC. HAS NOT BEEN RETAINED NOR WILL THEY RENDER AN OPINION CONCERNING ANY ENVIRONMENTAL ISSUES, HAZARDOUS WASTE OR ANY OTHER KNOWN OR • UNKNOWN CONDITIONS THAT MAY BE PRESENT ON SITE. 4$ '¼aiigPP/a!ns 'rte„ 735 Denver Avenue • Fort Lupton CO 80621 Phone 3C3-857-9280 • Fax 303-857-9238 .± PROPERTY ADDRESS 1Seit 1-14m3 ' ri!E" c t ForrttProt1,, cc) PROPERTY OWNER: NAME _ M ? S, ScE ?WAEST,4S ADDRESS / 3227 DterQwEsNt 5.-17 ,, Carlo-7 e 11-1 / 77 60 500,22 PHONE 3° 3 377 / vvl SATURATION AND SWELLING GROUNDWATER SMEARED SURFACES REMOVED: �ES NO ENCOUNTERED 0 / FEET. SAND OR GRAVEL ADDED: YES_ C ESTIMATED DEPTH TO MAXIMUM SEASCNAL WATER TABLE IF NOT ENCOUNTERED ill . DATE AND TIME PRESOAK WATER ADDED: PROFILE: 7// 7 /00 3 :oo IS AREA BELIEVED TO BE SUBJECT TO SEASONAL AMOUNT OF PRESOAK WATER ADDED (GALLONS): FLUCTUATIONS WHICH COULD RESULT !N A • 10 GALL oiu f SESONAL WATER TABLE WITHIN 8' OF SURFACE? YEs_�J0 DATE AND TIME PERCOLATION TEST IS STARTED: -7/0_/00 4 J SLOPE DETERMINATION IN ABSORPTION DID WATER REMAIN IN HOLE AFTER THE OVER- AREA: / TO THE ( DIRECTION) NIGHT SWELLING PERIOD: HOLE 1 YES `� NO HOLE 2 YES NO BEDROCK: HOLE 3 YES ✓ NO ENCOUNTERED C > S FEET. HOLE 4 YES ✓ NO ESTIMATED DEPTH IF NOT ENCOUNTERED IN PROFILE: HOLE S YES ' NO HOLE 6 YES ` _ NO PERCOLATION RATE MEASUREMENT PERCOLATION RATE (MIN./IN.) 3 TYPE OF BEDROCK: _.� SANDSTONE ,3(P DEEP HOLE 1 S y ___CLAYSTONE SILTSTONE S DEEP HOLE 2 13 , 8c1 DEEP HOLE 3 10 ' OTHER DEEP HOLE 411` . 47 IS BEDROCK FRACTURED OR WEATHERED? A DEEP 47 YES___NO 3% HOLE 5 I . IS BEDROCK BELIVED TO BE PERMEABLE? :2)2 DEEP HOLE 6 13• `9 5 (PERC RATE <60 µIN./IN.) AVERAGE /4 . `i YES_NO • FILE NO . O ono 44 __ _ SIITE MAP • /57 „ snanir r,,t?Y Lk Prom, Cc) \ his x k cirk x x >c x x k 11/4 ' ° ,,--- Pere Holes Ic a a 707 ' :#1 Pere Profile Hole o Soil Profile Soil Profile Hole # 1 • Hole #2 fJv ' • LAw13 STREET- . - • •• 77/77/7" SANDY SILT 2 / ( SM ) 3 BLOWCOUNTS 9 /12 - 4 - - - SANDY CLAY 6 WATER 7 8 • 9 SANDY CLAY WITH LOW 10 PLASTICITY ( CL ) 11 12 • 13 14 • 15 . 501E F' OFILE • 0 SOIL TESTING SUMMARY ill 12 % - 10% - il - 4 --- I • ! i , 8 % , , t - -- — 0- _ .l s 6 % _ _.. z O P4 % , Q O C 7 % ' , t 4 Z 0 O W CD , E- -2 % { - . Z ! O w .14 ova 4.4. _ . _ . . a. - 6 % , , . „ i . i 411 I -- 8 % - 1 I I I - 10 % - r - - ,. . I - 12 % , I , 4 100 500 1000 2000 3000 10000 LOAD (PSF) HOLE # : DEPTH L. L Pt 4 P. ! % SWELL % CONSOLIDATION • REMARKS i 4 lvo -- /U5rrc_ r 1, 0 % SAMOy cl-Ay (Sc) - , HIGH PLAINS Joe No. 00 - 044L ENGINEERING SWELL/CONSOLIDATION TEST RESULTS 735 DENVER AVE. PROPERTY AT: 15 /69 tivimB STKEE- r DATE: 7/c24/o 0 FT. LUPTON, CO 80621 ate T L� �T oN/ cc-)F DRAWN: 7N-z.S PHONE: 303-857-9280 CHECKED: FAX: 303-857-9238 • Hello