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HomeMy WebLinkAboutFile Documents.1411 Crystal Lake Rd.0062.2018 (21).ARBK od County Road 154 Glenwood Springs,CO 81601 Geotechnical Engineering I Engineering Geology Phone: (970)945-7988 Materials Testing I Environmental Fax: (970)945-8454 Email: hpkglenwood@kumarusa.com Office Locations: Parker, Glenwood Springs,and Silverthorne, Colorado SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDANCE 1411 CRYSTAL LAKE ROAD ASPEN, COLORADO PROJECT NO. 17-7-406 JUNE 29, 2017 PREPARED FOR: BRIAN SMALLWOOD C/O MENENDEZ ARCHITECTS ATTN: LUIS MENENDEZ 715 WEST MAIN STREET, SUITE 104 ASPEN, COLORADO 81611 lam@menendezarchitects.com RECEIVED 3/29/2018 ASPEN BUILDING DEPARTMENT TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY - 1 - PROPOSED CONSTRUCTION - 1 - SITE CONDITIONS - 2 - FIELD EXPLORATION - 2- SUBSURFACE CONDITIONS - 2 - DESIGN RECOMMENDATIONS - 3 - FOUNDATIONS - 3 - FOUNDATION AND RETAINING WALLS - 4 - FLOOR SLABS - 5 - UNDERDRAIN SYSTEM - 6 - SURFACE DRAINAGE - 6 - DRYWELL - 7 - LIMITATIONS - 7 - FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 AND 5 -GRADATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS TABLE 2- PERCOLATION TEST RESULTS RECEIVED 3/29/2018 H-Pt-KUMAR ��yySPEN Project No. 1biUIL G DEPARTMENT PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located at 1411 Crystal Lake Road, Aspen, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to Brian Smallwood dated May 8, 2017. A field exploration program consisting of exploratory borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed residence will be a 1 and 2-story structure over a partial basement with a detached garage. The main residence will be located in place of the existing residence on the property as shown on Figure 1. Ground floors will be slab-on-grade in the basement and garage. Grading for the structure is assumed to be relatively minor with cut depths up to about 10 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. RECEIVED 3/29/2018 H-P-KUMAR Project No. 4.'SPEfti bur[1 TG DEPARTMENT - 2 - SITE CONDITIONS The site is occupied by an existing house that will be razed prior to construction of the proposed residence. The building site lies around 15 to 20 feet above the Roaring Fork River, which borders the site to the south and east. The topography of the site is shown by the contour lines on Figure 1 (2-foot contour interval). Vegetation consists of grass, aspen trees, landscape trees, and a planted flower bed. There is a gravel circle and driveway connecting the site to Crystal Lake Road. FIELD EXPLORATION The field exploration for the project was conducted on June 2, 2017. Two exploratory borings were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. The borings were advanced with 4-inch diameter continuous flight augers powered by a truck- mounted CME-45B drill rig. The borings were logged by a representative of H-P/Kumar. Samples of the subsoils were taken with 1% inch and 2 inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140-pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils consist of about 6 inches of topsoil overlying medium dense to dense, silty sand, gravel and cobbles with probable boulders. Drilling in the dense granular soils with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered in the deposit. RECEIVED 3/29/2018 H-P%-KUMAR Project No. e 1'SPEfti 'BUT[ G DEPARTMENT - 3 - Laboratory testing performed on samples obtained from the borings included natural moisture content and density and gradation analyses. Results of gradation analyses performed on small diameter drive samples (minus 1' inch fraction) of the coarse granular subsoils are shown on Figures 4 and 5. The laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist to moist. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural granular soils. Existing fill, debris and topsoil from the prior development should be removed from beneath the new building areas. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable bearing pressure of 2,500 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 4) 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. RECEIVED 3/29/2018 H-P-KUMAR Project No. �J\SPEN Uf[d1NG DEPARTMENT -4- Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) All existing fill, debris, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to the relatively dense natural granular soils. The exposed soils in footing area should then be moistened and compacted. If water seepage is encountered, the footing areas should be dewatered before concrete placement. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of the on-site granular soils. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 40 pcf for backfill consisting of the on-site granular soils. Backfill should not contain organics or rock larger than about 5 inches. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill placed in pavement and I RE EVED 3/29/2018 H-Pk Project No. 1 - _ SPEN bUILt5? G DEPARTMENT - 5 - walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. We recommend granular soils for backfilling foundation walls and retaining structures because their use results in lower lateral earth pressures and the backfill will improve the subsurface drainage. Subsurface drainage recommendations are discussed in more detail in the "Underdrain System" section of this report. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.50. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 400 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a granular material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab-on-grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4-inch layer of free- draining gravel should be placed beneath basement level slabs to facilitate drainage. This RECEIVED CEIVED 3/29/2018 H-P�KUMAR Project No. ����SFE�y �UrCo G DEPARTMENT - 6 - material should consist of minus 2-inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on- site granular soils devoid of vegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below-grade construction, such as retaining walls, crawlspace and basement areas,be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free-draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free-draining granular material used in the underdrain system should contain less than 2%passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 11/2 feet deep. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. RECEIVED 3/29/2018 H-PIKUMAR Project No. 1.7 SFE�y bT �1 G DEPARTMENT - 7 - 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free-draining wall backfill should be covered with filter fabric and capped with at least 2 feet of the on-site finer graded soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 5 feet from foundation walls. DRYWELL Drywells and bio-swales are often used in the Aspen area for site runoff detention and disposal. The natural granular soils encountered are relatively free draining and should be suitable for surface water treatment and disposal. The results of percolation testing performed in Boring 1, presented in Table 2, indicate an infiltration rate of about 4 to 8 minutes per inch. The bedrock is generally known to be relatively deep in this area and groundwater level should be down near river level. The drywell should have solid casing down to at least basement level and perforation below that level. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the RECEIVED 3/29/2018 H-Pk-KUMAR Project No. ����SFE�y �U1L4WG DEPARTMENT - 8 - 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. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, I-9-PL KUMAR P;AVV1 ,----------- Robert L. Duran, E.I. Reviewed by: s, PA,\,, A y .. ,<„1/4; .,, e a�r %-y i� I ow Steven L. Pawlak, P.E. it ` ,, 4. I D2 • K ki 61,500 r. RLD/ksw ;;= a,,4 A,t.F. <<t RECEIVED 3/29/2018 H-PMKUMAR Project No. ����AASPEN lip UTC iI11G DEPARTMENT CRYSTAL LAKE ROAD—LOOP • BORING 2 40 \ ,/ dNe>Ne>>. / i .*1.4#7 '� �:,'''z; P BORING 1';• I� -� a 4 Ni`,/ \ /'J , /♦ + ,4`<� I 4 o® i./ / EXISTING I RESIDENCE `� 1411 -YSTAL LAKE ROAD ROAR/NG FORK RIVeR 0. g MI MI 20 0 20 40 a^ APPROXIMATE SCALE—FEET a: Ri E( EIVED 0 17-7-406 H-P%KUMAR LOCATION OF EXPLORATORY BORINGS lg. 1 §i 3/2.S/2018 ASPEN BUILDING DEPARTMENT BORING 1 BORING 2 EL. 7983' EL. 7985' 0 ti „ 0 31/12 WC=6.7 - 38/12 _ =-200 -20019 5 ' 25/12 45/12 5 WC=7.30 - _ DD=125 +4=19 - F -200=19 - w Law- - - w � 10 48/12 50/6 10 n-- WC=4.0 _ =3.1 -WC D- o- di +4=46 +4=20 _o -200=9 -200=37 - w 15 15 20 20 s. Q� ECEIVED g,. 17-7-406 H-PvKUMAR LOGS OF EXPLORATORY BORINGS Fig. 2 2A/2018 ASPEN BUILDING DEPARTMENT LEGEND ; TOPSOIL; ORGANIC SANDY SILT AND CLAY. SAND, GRAVEL AND COBBLES (SM—GM); SLIGHTLY SILTY TO SILTY, PROBABLE BOULDERS, MEDIUM DENSE TO DENSE, SLIGHTLY MOIST TO MOIST, BROWN, ROUNDED ROCK. 0 RELATIVELY UNDISTURBED DRIVE SAMPLE; 2—INCH I.D. CALIFORNIA LINER SAMPLE. DRIVE SAMPLE; STANDARD PENETRATION TEST (SPT), 1 3/8 INCH I.D. SPLIT SPOON SAMPLE, ASTM D-1586. 38/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 38 BLOWS OF A 140—POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE CALIFORNIA OR SPT SAMPLER 12 INCHES. t PRACTICAL AUGER REFUSAL. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON JUNE 2, 2017 WITH A 4—INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE OBTAINED BY INTERPOLATION BETWEEN CONTOURS ON THE SITE PLAN PROVIDED. 4. THE EXPLORATORY BORING LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); OD = DRY DENSITY (pcf) (ASTM D 2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 422); —200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140). 0 0 s st 1 ,,,,,,. RECEIVED gi 17-7-406 H-PvKUMAR LEGEND AND NOTES Fig;��'9/2018 $s ASPEN BUILDING DEPARTMENT HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S.STANDARD SERIES I CLEAR SQUARE OPENINGS 24 HRS 7 HR5 100 45 MIN 15 MIN GOWN 1911IN 4MIN WIN #200 #100 /SD c40#30 61e #10/6 14 3 6' 3 4' 1 12' 3' 5'6' 0'0 I �_; > izI: 30 I I I I I 10 -- --I-- 1--90 -- — I — I- 0 1 1 1 1 r T--] 1 -1 IT"11 1 I —II I 1 I 1 I I I 1 1 r r r11 I I 1 .1--r III I 100 .001 .002 .005 .009 .019 .037 .075 .150 .300 I .600 1.1e 12.36 4.75 9.5 19 3e.1 76.2 127 200 I DIAMETER OF PARTICLES IN MILLIMETERS 152 ND CLAY TO SILT FINE SA MEDIUM COARSE FINE GRAVEL MEDIUM ,COBBLES GRAVEL 19 % SAND 62 % SILT AND CLAY 19 X LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Silty Gravelly Sand FROM: Boring 1 0 5' HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S. STANDARD SERIES I CLEAR SQUARE OPENINGS 24 HRS 7 HRS 100 45 MIN IS MIN 60MIN 19MIN 41.1IN 1MIN #200 #100 #50#40 i30 #16 610 66 /4 3 6" 3 l' 1 1 2' 3' 5'6" e'0 _— _ -- --_---1— r --- _ -- — .—_— I— 90 1 I - I I — J — w -- --I----- I— — — 60 -- -- ----I-- --L. -- — -----I--—za ---I- -I- _ --1-- 70 -- — -- — I — I — — I — 1 1 -- ♦ — 00 —I _ --- - I—_ 40 -- I 1 — II _7:- 50 =— -- ---- — - I — I -- I so --T-- —I-- -F 1Ott 40 — ----- _ - --- 80 - �- _r --- —+-- ----- — ---------- --I . -7--- 30 . - 1 I -I 70 ------ ——— — ----—I-- ----I— — _-- 1.—-- ----1_— — I I 20 _ — I— L— —1_ et) I 10_ 1 --.-- _.—�_—I — --I---- --t--__ 90 --- — --- ----I ------1— - -- 0 1— —r'n-TMilmmilelt--I—I—r-rr-m -I-�--1—r-r-rl- —r— 100 .001 .002 .005 .009 .019 .037 .075 .150 .300 I .600 1.10 1 2.36 4.75 9.5 19 35.1 76.2r'127 200 I DIAMETER OF PARTICLES IN MILLIMETERS 152 I 3 SAND GRAVEL CLAY TO SILT COBBLES FINE I MEDIUM COARSE FINE COARSE GRAVEL 46 X SAND 45 X SILT AND CLAY 9 % e LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Slightly Silty Sand and Gravel FROM: Boring 1 0 10' s These test results apply only to the samples which were tested. The testing report shall not be reproduced. except In full, without the written E.a approval of Kumar& Associates, Inc. Sieve analysis testing Is performed in accordance with ASTM D422, ASTM C136 'H and/or ASTM D1140. ECEIVED gi 17-7-406 H-PvKUMAR GRADATION TEST RESULTS illFig. 4 3/29/2018 ASPEN BUILDING DEPARTMENT HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S.STANDARD SERIES I CLEAR SQUARE OPENINGS 24 HRS �7 HRS I`14I 1 0= �=` :a 1==4 3 2• 3- s=- e 511, •oI00 I�� = = � = =Pll90 -M- ---- --. - 1 0 ==111111131511= - =-.=== 01.- ==MMIIIIIIIIIIM IMENIMMIN= a- 51111=11 �=�� Raaa999MI�M1�1 Bo _-_ ---___ __-_.20 _-_ _m_ __ -- _Ru a�aeeaa� aaa� e� 70 _ __M___�EEW' ---- ••30 - e9aa�99�-9a9a�99 --- e!• 60� �� MAI� ��ll' -Er.-iii --- •40 50 111111111111111111 i 50 u 10--Ell---- -_-----. 60 1W=aa66661 9 aMINII MO 915111 -_ C�70 30 =M --_I__MINI__ -_.. 10 I111*11 IN 90 MI.001 .002 .005 .019 .037 .075 .150 .300 .600 1.113 1 2.36 4.75 9.5 1 I ..1 76,T 127 200 00 .425 2.0 IDIAMETER OF PARTICLES IN MILLIMETERS I52 CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM COARSE FINE COARSE GRAVEL 23 % SAND 58 Y. SILT AND CLAY 19 X LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Silty Gravelly Sand FROM: Boring 2 ® 2.5' HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS US.STANDARD SERIES CLEAR SQUARE OPENINGS 24 HRS 7 HRS 100 45 MIN 15 MIN COMIC 19MIN 4141N 1MIN f200 f100 130 j40 f30 016 #10 a 64 3/6' 3 4' 1 1 2' 3' 5 •. - - - - 1 90 I I 10 --- ------ — — t _ — r- a0 - --I - -- 20 70 _- --- -_. I I -- - --r- 30 - - I I - e9 - -i- 1 r 40 - I I F I so _ I _ so te -- -40AP! �--- - I - ea - - - - L I 30- - - - {-_ I_ 1 r--- 70 20 - I I - - - I - eo ------ - - - - --I - - - - 1- 10 -- -- - -{ - - I 90 ---0 -1-f--l1 r-r-1-I .r I -frn--[ 111-m t'--t-l1-t-I I FT I I-I-1 rrrlT I - 100 .001 .002 .005 .009 .019 .037 .075 .150 .300 I .600 1.1a 2.35 4.73 9.5 19 3e 1 76.2 127 200 I DIAMETER OF PARTICLES IN MILLIMETERS 152 I SAND GRAVEL COBBLES CLAY TO SILT FINE MEDIUM COARSE FINE COARSE i. GRAVEL 20 X SAND 43 % SILT AND CLAY 37 X o LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Very Silty Gravelly Sand FROM: Boring 2 ® 10' Th esa test results apply only to the • samples which were tested. The Ltesting report shall not be reproduced. except In full, without the written E o approval of Kumar & Associates. Inc. Sieve analysis testing Is performed In t',,7 accordance with ASTM D422,ASTM C136 and/or ASTM DI 140. ECEIVED oR se 17-7-406 H-PtiKUMAR GRADATION TEST RESULTS Fig. 5 3/29/2018 ASPEN BUILDING DEPARTMENT c co -0 4 -o o cn "i g q k ƒ § o § 0 . ) U § 2 74 § 4 U « 2 Ad > > §V)� 2 §§§ \ n0� p C<X w - /w 2 E 22 ± $ -- coce 2ae 0< \§§ - = W 2 eoo Lu ��o / 0 i- \/Z� en | 2 z < / q q 2 a < _1 D CC k / - Cr) N §\&k £ N <Q§ 3 — z pi_/ - en 0 N- - a5 oZ N m zEo k § F. © 2 ( 2 < o q 2 _ "ri D f | — 3/29/2018 ASPEN BUILDING DEPARTMENT H -P KUMAR TABLE 2 PERCOLATION TEST RESULTS PROJECT NO. 17-7-406 HOLE NO. HOLE LENGTH OF WATER WATER DROP IN AVERAGE DEPTH INTERVAL DEPTH AT DEPTH AT WATER PERCOLATION (INCHES) (MIN) START OF END OF LEVEL RATE INTERVAL INTERVAL (INCHES) (MIN./INCH) (INCHES) (INCHES) B-1 124 2 551/2 50 51/2 0.4 50 48% 11/2 1.3 481/2 481/4 1/4 8 48'/4 48 '/4 8 48 473/4 1/4 8 473/4 471/4 1/2 4 471/4 46'/z 3/4 2.7 461/z 451/2 1 2 451/2 451/4 1/4 8 451/4 45 '/4 8 45 443/4 '/4 8 Note: The percolation test was conducted in the completed 4-inch diameter borehole on June 2, 2017. RECEIVED 3/29/2018 ASPEN BUILDING DEPARTMENT