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Home My WebLink AboutB14-0207 Soil Report.pdf inter-Mountain Engineeringua. SOI LS AND FOUNDATION INVESTIGATION FOR LOT 28, BLOCK A, VA'IL DAS SCHONE FILING NO. I VAIL COLORADO PREPARED FOR: DU-MAR & ASSOCIATES PROJECT NUMBER V-1201G AUGUST 1981 I- BOX C-100 1420 VANCE STRE AVON,CO 81620 LAKEWOOD,CO 80 949-5072,DENVER 893-1531 232.01 — CONCLUSIONS I . Subsoil conditions are fairly uniform over the site with topsoil to a depth of one foot, underlain by silt, slightly sandy to a depth of four feet, underlain by silty sand , 2 . The proposed residence should be founded on conventional spread footings designed for a maximum soil bearing pressure of, 1000 psf . SCOPE This report presents the results of a Soils and Foundation Investigation for the proposed residence on Lot 28, Block A, Vail Das -Schone Filing No. I , Town of Vail , Eagle County, Colorado. The Investigation was prepared by means of fest pits and laboratory testing of samples obtained from these -- test pits . This investigation presents a description of surface and subsurface conditions encountered at the site, recommended foundation systems, allowable design pressures, and groundwater conditions as well as design and construction criteria influenced by the subsoils . • SITE LOCATION AND DESCRIPTION The site is located in apart of the Southeast one-quarter of Section II , Township 5 South , Range 81 West of the Sixth 2 SITE LOCATION AND DESCRIPTION - continued Principal Meridian , Eagle County , Colorado . The lot drains to the East with vegetation consisting of native grasses . SITE INVESTIGATION The field investigation performed on August 7, 1981 , consisted of excavating , logging , and sampling two test pits . The locations of the test pits are shown on Drawing No. I . Summaries of the test pit logs are detailed on Figures No. 1 and 2 . Summaries of the test results are shown on Figures No. 3 and 4 . The test pits were excavated with a conventional backhoe . Laboratory samples were obtained by driving a standard hand drive sampler into undisturbed soils . SUBSURFACE AND GROUNDWATER CONDITIONS Refer to the summary of test pits, Figures No . I and 2 . Subsurface conditions are fairly uniform, with topsoil to a depth of one foot, underlain by sandy silt to a depth of four feet, underlain by silty sand . No overlot grading has been done prior to this investigation . No groundwater was encountered in the test pits at the time of excavation . 3 PROPOSED CONSTRUCTION We understand that the proposed residence will consist of a two story structure, utilizing wood frame type of con- struction . FOUNDATION RECOMMENDATIONS Low to moderately consolidating silts and sands will be encountered in the excavation. The proposed residence should be founded on conventional type spread footings designed for a maximum soil bearing pressure of 1000 psf ( dead load plus one-half live load) . At this pressure, foundation settlements will b-e tolerable'. It-'would' be advisable to proportion footings so as to minimize differential settlements . The bottom of the footing should be placed a minimum of 48 inches below final grade for frost protection . SLAB CONSTRUCTION The upper natural) soils will provide adequate support for slab-on-grade construction . If clean , granular soils are imported to be used as select fill no problems with capillary rise of moisture will occur . However, if the select fill contains some clays or fine materials there is always the possibility of• capillary rise of moisture . 4 SLAB CONSTRUCTION - continued ' We suggest that the plans and specifications be prepared with a specified minimum of 4 inches of clean , washed , gravel immediately under the floor slabs . The purpose of this clean , washed material is to break capillary rise of moisture to avoid problems with bonding of asphalt tiles to floor slabs and other problems associated with minor amounts of moisture . we suggest densifying the surface of fill or natural soils with a vibratory type compactor immediately prior to placement of floor slabs . Slabs should be constructed in accordance with AC1 recommendations to minimize the risk of shrinkage problems. Slabs should be scored into maximum 200 square foot areas to localize and control any cracking'. GROUNDWATER AND DRAIN SYSTEM - While little or no groundwater was encountered at the time the field =investigation was conducted, it `Is possible that seasonal variations will cause fluctuations , or for a water table to be present in the upper soils during the spring months, or after a prolonged period of rain . A peripheral drain system as detailed on Figure No. 5 - should be installed . 5 CRAWL SPACE COVER When moist soils ' are encountered in the excavation , the ground surface in crawl space areas should be covered with an impervious moisture barrier sealed against the foot- ings . This will help to reduce humidity in the crawl space area and will also prevent the moist foundation soils from drying , and shrinking, which could possibly cause the structure to settle . BACKFILL AND SURFACE DRAINAGE The potentially consolidating foundation soils encountered in portions of the site should be prevented from being wetted after construction . Generally, this can be accomplished by insuring that the backfill placed around the foundation walIs will not settle after completion of construction and that the backfill material Is relatively impervious . Water should be added to backfill material to allow proper compaction -- do ynot puddle. ( Surface water running toward the structure from upslope areas should be diverted around and away from the bur ! ding by means of drainage swales or other simi lar measures . ) The final grade should have a positive slope away from the foundation wal Is on all sides . ' A. minimum of 12 inches In the f irst ten feet is recommended. Downspouts and siIl 6 BACKFILL AND SURFACE DRAINAGE —continued cocks should discharge into splash blocks that extend beyond the limits of the backfill . Splash blocks should slope from the foundation walls . The use of long downspout extensions in ; place of splash blocks is advisable . LAWN IRRIGATION Do not Install sprinkler systems next to foundation walls, porches or patio slabs . If sprinkler systems are installed, the sprinkler heads should be placed so that the spray from the heads , under full pressure, does not fall within five feet of foundation walls , porches or patio slabs . Lawn irrigation must be controlled . If the future owners desire to plant next to foundation walls, porches or patio slabs, and are willing-to assume the risk of structural damage, etc . , then it is advisable to plant only flowers and shrubbery ( no lawn ) of varieties that require very little moisture . These flowers and shrubs should be hand-watered only . MISCELLANEOUS Some of the soils at the site are potentially consolidating and the owner should be cautioned that there is some risk of 7 MISCELLANEOUS - continued future damage. (The contractor is directed to those items covered under BACKFILL AND SURFACE DRAINAGE and LAWN IRRIGATION .) Our experience has shown that damage due to swelling or _ consolidating soils usually results from saturation of the foundation soils caused by improper drainage, excessive irrigation , and poorly consolidated backfills . (The elimination of the potential sources of excessive water will greatly minimize the risks of 'construction of this site., This report has been prepared for the exclusive use of Du-Mar & Associates for the specific application to the proposed residence located on Lot 28, Block A , Vail Das Schone - 7 Filing No. I , Vail , Colorado. The findings and recommendations of this report have been obtained in accordance with accepted professional engi - neering practices in the field of Foundation Engineering - and Soil Mechanics . There is no other warranty, either express or implied . Sincerely, INTE MOUNJ�j N ENGINEERING, LTD . G. homes Allen o\Rnu1//// p • Field Engineer `PY•M6F7i��r�,„ eisrp iyRe iewed & Approved • roved By :y .; �o •l • eS ._. -7%40N � E�e•O. öeP * ct el , • • ,,' I_ N.-1;5 s ��`,c — ' G% P "ta lvt 2.7 / m - TEST LOCATION PROPOSED RESIDENCE LOT 28, BLOCK A, VAIL DAS SCHONE FILING NO. I k q VA IL, ';COLORADO FOR DU-MAR & ASSOCIATES PROJECT Na t V-12O I G DRAWN BY' SCALE DATE.. DRAWWRG NO., I PIT NO 1 e �. DEPTH �p., IN FEE DESCRIPTION OMATERIAL REIAARKS r TOPSOIL• I 4 i _ _ SILT,.- sandy, with traces dry of calcareous material 2 3 - o 4 - '? SAND, silty 5 _ ? 6 . 7 ,. . 8 Bottom of Test Pit S' No groundwater 9 - encountered. 10 — 11 - 12e 13 4 --. •15 I 1 SUMMARY OF TEST PITS PROPOSED RESIDENCE , LOT 28, BLOCK A, VAIL DAS SCHONE FILING NO. I VAIL, COLORADO .ti FOR DU-MAR & ASSOCIATES •_- PROJECT nat V-120 I G DRAWN BY' SCALE' DATE' FIGURE NO ' I PIT NO. 2 • y a , ea 4c3 T' i°,v r 03v sA DEPTN DESCRIPTION OF MATERIAL IN FEET _ REN.ARKS - TOPSOIL 1 1 I SI LT, `sandy, 'with traces very r of calcareous material dry 2 - 3 — C' ^ , SAND, ',silty dry t •6 7 - Bottom of Test Pit 7.5' No groundwater ' 8 encountered. 9 - 1O 11 12 13 14 • 15 ! 1 SUMMARY OF TEST PITS PROPOSED RESIDENCE LOT 28, BLOCK A, VAIL DAS SCHONE FILING NO. I VA I L,' COLORADO r `" FOR DU-MAR & ASSOCIATES PROJECT NO.% V- 12O I G DRAWN BT• SCALE' DATES FIGURE NO.. 2 I ' O ---.... 40 11111 Ill DEPT HG NO' I Add it1•na1 . so :. o under ' 1111'�, ' �' �� consta) t p ur: wetti g L-' 2 . p • 3_: 11111111111111111 11 111111 ' 1111 ®1111 0.1 1.0 LOAD (KSF) 10 _. SAMPLE OF Very silty sand, light brown NAT. MOISTURE CONTENT _ dry, w/traces of calcareous NAT: DRY DENSITY PI material BORING NO. DEPTH $1 011' Additional :onscl cation under u constant pressure cLe to wetting w z O 5' 0.1 1.0 LOAD 4KSF) 10 SAMPLE OF Fine sand, traces of grave I , NAT. MOISTURE CONTENT veryslightly moist, brown NAT. DRY DENSITY P SWELL - CONSOLIDATION TEST RESULTS 5 " PROPOSED RESIDENCE v LOT 28, BLOCK A, VAIL DAS SCHONE -FILING NO. I VAIL, COLORADO fl ' o `FOR DU-MAR & ASSOCIATES PROJECT NO V-12O I G - E {ii p 3 FIGURE NO 3 L SSS ,I BORING NO 2 DEPTH 6' dditi.nalunderiiiihllFonsta t p •' Uo• �, r- . wetti 9 w 1111111 11III 11111 o �[ 11 11111 Itiflhllil___111111 O III• 5 1 . 111111111 1111 1111111511111111 0.1 1.0 LOAD IKSF) 10 SAMPLE OF Very sandy silt, light brown, NAT. MOISTURE CONTENT dry NAT. DRY DENSITY P T liii ii 1111111 DEPTHG NO. X111111 1111111 111111 11111115__1111111 111111 I1111111111111111 _111111I 111111 Z CS 1111111 1111111 ®1111 Z 11111 X1111111 11111 0.1. 1.0 LOAD (KSF) 10 SAMPLE OF NAT; MOISTURE CONTENT NAT. DRY DENSITY f SWELL — CONSOLIDATION TEST RESULTS n PROPOSED RESIDENCE •-{`, LOT 28, BLOCK A, VAIL DAS 501-1ONE FILING NO. I = VA 11_, COLORADO m _< ✓ FOR DU—MAR & ASSOCIATES Y PROJECT NO V-12O I G �E `p FIGURE NO 4 y "' it Foundation Wall Backfill moistened and well compacted #15 Felt 000t-i; + da.; .d Paper '�do Minimum of 6" of Polyethelene Moisture Barrie 3/4 inch gravel , glued to foundation wall 4" Diameter Perforated Pipe sloped a minimum of 0,25% to sewer lateral subdrain, sump pump or daylighted DETAILS OF PERIPHERAL DRAIN SYSTEM FOR FOOTING TYPE FOUNDATION FIGURE 5