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HomeMy WebLinkAboutFile Documents.688 Spruce St.0119-2020-BRES (3) Kumar&Associates,Inc.. Geotechnical and Materials Engineers 5020 County Road 154 and Environmental Scientists Glenwood Springs,CO 81601 ——`� phone:(970)945-7988 fax:(970)945-8454 email:kaglenwood@kumarusa.com An Employee Owned Company www.kumarusa.com Office Locations: Denver(HQ),Parker,Colorado Springs,Fort Collins,Glenwood Springs,and Summit County,Colorado cots&Associates 4c (3Q \ www.kumarusa.mm 19g9.2019 SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE 688 SPRUCE STREET ASPEN, COLORADO PROJECT NO. 19-7-488 SEPTEMBER 27, 2019 PREPARED FOR: MKMN, LLC ATTN: JEN & GREG GOLDFARB 800 MAGNOLIA STREET MENLO PARK, CALIFORNIA 94025 mkmnllc(a gmail.com RECEIVED 10/29/2020 ASPEN BUILDING DEPARTMENT TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY - 1 - PROPOSED CONSTRUCTION - 1 - SITE CONDITIONS - 1 - FIELD EXPLORATION -2 - SUBSURFACE CONDITIONS - 2 - DESIGN RECOMMENDATIONS - 3 - FOUNDATIONS - 3 - FOUNDATION AND RETAINING WALLS - 4 - FLOOR SLABS - 5 - UNDERDRAIN SYSTEM - 5 - SITE GRADING - 6 - SURFACE DRAINAGE - 6 - 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 10/09/0020 Kumar&Associates,Inc.® Project No.19-7-488 ASPEN BUILDING DEPARTMENT PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located at 688 Spruce Street, 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 MKMN, LLC dated May 21, 2019. 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 existing house will be razed. The proposed residence will be a two-story structure over a full basement level. Basement and attached garage floors will be slab-on-grade. Grading for the structure is assumed to be involve cut depths between about 4 to 12 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. SITE CONDITIONS The site is currently occupied by an existing residence with asphalt and concrete driveway. In general, the site slopes down to the west at between 5 and 20%. There are steeper slopes approaching 50%in the southwest corner of the property. Vegetation consists of landscaped RECEIVED 10/29/2020 Kumar&Associates,Inc.® Project No.19-7-488 ASPEN BUILDING DEPARTMENT -2 - lawn, shrubs and aspen trees and junipers. The lower southwest part of the property appears to contain relatively deep fill from past grading. FIELD EXPLORATION The field exploration for the project was conducted on September 3, 2019. Three 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 Kumar& Associates, Inc. Samples of the subsoils were taken with a 1%inch I.D. spoon sampler. The sampler was 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 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, below 3% feet of sand and gravel fill in Boring 1 or 1 to 1% feet of topsoil in Borings 2 and 3, consist of up to 20 feet of medium dense silty sand and gravel with cobbles and possible boulders. A loose sand layer was encountered below about 15 feet in Boring 3. Drilling in the coarse granular soils with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered in the deposit at Boring 1 located on the upper bench of the site. Laboratory testing performed on samples obtained from the borings included natural moisture content 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. Shallow samples of the sand and gravel soils from Borings 2 and 3 were taken for total lead RECEIVED 10/29/2_020 Kumar&Associates,Inc.® Project No.19-7-488 ASPEN BUILDING DEPARTMENT - 3 - testing. The lead testing results will be provided separately. 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. 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 2,000 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 18 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. 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 dens E c E IVE D 10/09/2020 Kumar&Associates,Inc.® Project No.19-7-488 ASPEN BUILDING DEPARTMENT - 4- 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. 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 below pavement and 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. Backfill should not contain organics, debris or rock larger than about 6 inches. 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 aga 0/99/2020 Kumar&Associates,Inc.® Project No.19.7-488 ASPEN BUILDING DEPARTMENT - 5 - the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.45. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 325 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 compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on-site granular 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 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. RECEIVED 10/29/2020 Kumar&Associates,Inc.® Project No.19-7-488 ASPEN BUILDING DEPARTMENT - 6 - 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 1%2 feet deep. SITE GRADING The risk of construction-induced slope instability at the site appears low provided the building is located away from the steep slope as planned and cut and fill depths are limited. We assume the cut depths for the basement level will not exceed one level, about 10 to 12 feet. Fills should be limited to about 8 to 10 feet deep, especially downhill of the residence where the slope steepens. Embankment fills should be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement,the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to at least 95% of the maximum standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. The risk of slope instability will be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. This office should review site grading plans for the project prior to construction. 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. RECEIVES 10/29/2020 Kumar&Associates,Inc.® Project No.19-7-488 ASPEN BUILDING 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 capped with about 2 feet of the on-site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 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 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 RECEIVED 10/29/,020 Kumar&Associates,Inc. Project No.19-7-488 ASPEN BUILDING DEPARTMENT - 8 - of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, Kumar& Associates, In 2; Daniel E. Hardin, P. ° l 2/ 9 ;cc Reviewed by: --,0% `i 7 ,.....„_„.1.v._.,04. ._,........A..._ Steven L. Pawlak,P.E. DEH/kac cc: Phillip Ring phillip@rds-aspen.com RECEIVED 10/29/2020 Kumar&Associates,Inc.® Project No.19-7-488 ASPEN BUILDING DEPARTMENT \\ \\ WATERLINE F I3 \\ rS 1,3 GN'AIn il'E 2PO2R \ ,N TERLI O lar ONE FOUNDS BON BRASS CAP LOT TwO Lfi aENARA,.2'Y. ,R P, SET IN Y}B AS ORIGINAL L _ YlOOPER SUBDIVISION \\ )IryPI w`PIASTI i:a13. 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TxN>Y3 ,, ,, zo N}, ' .., A r M SSI )•O'29F 1 't a 1 L N' �r\ � 2 per— ` T�If �,�-s .., a +.. i31 con Os at nraasBx,".0 nr too'r] SMUGGLER HUNTER TRUST COVDOMIN IV M} SVY'Pi'a IFN'13113 f)' I I. 5 PLAT RR Iw Pcu N 'sR Dg LNRI l fit. f __ ,_ .s, , oABDA.EG.S. o�� :�o., 1 BwARRR,LASTIC w EEP g'+`. rt i z e 8 2 1 8 e S F. 25 0 25 50 n, APPROXIMATE SCALE—FEETRErFivED 1 ,/29/2" 020 1 19-7-488 Kumar &Associates LOCATION OF EXPLORATORY BORINGS Fig. 1 GfCPa BUILDING DEPARTMENT BORING 1 BORING 2 BORING 3 EL. 7967' EL. 7954' EL. 7954' 0 ro 0 ti ti — 28/12 18/12 49/12 50/6 - 14/12 26/12 5.3 o WC=6.0 -200-1 - +4=20 _ +4=26 5 31/12 -200=15 _ 10/12 10/12 -200=12 5 WC=3.1 - _ — -200=16 — — °( 0 _ 10 1 0 48/12 27/12 10 F. w— —w w w w_ —w i " WC=2.3 I 1-— +4=38 —0 1- w 200=12 w O 15 I 57/12 5/12 15 WC=4.8 +4=90 -200=12 _ 20 19/12 di 2/12 20 25 25 3 `I 1 Q z, v [n I E L' „; RECEIVE[ of o:CZ. 19-7-488 Kumar & Associates LOGS OF EXPLORATORY BORINGS t-19•292/2020 a "' ASPEN BUILDING DEPARTMENT LEGEND ��TOPSOIL; ORGANIC, SILTY SAND WITH SCATTERED GRAVEL, LOOSE TO MEDIUM DENSE, % ,SLIGHTLY MOIST, DARK BROWN. FILL: SILTY SAND AND GRAVEL, MEDIUM DENSE, SLIGHTLY MOIST TO MOIST, LIGHT BROWN AND GRAY. BORING 1 ONLY. 4 SAND AND GRAVEL (SM-GM); SILTY WITH COBBLES, LOOSE TO MEDIUM DENSE, SLIGHTLY 4. •-MOIST, LIGHT BROWN. o.-: 11 DRIVE SAMPLE, 1 3/8-INCH I.D. SPLIT SPOON STANDARD PENETRATION TEST. 28/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 28 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES. t PRACTICAL AUGER REFUSAL. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON SEPTEMBER 3, 2019 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 D2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D6913); -200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D1140). , 1 �v1• I ‘1 '_ 1 I ,1 1 1 11 ,) V F _p/29/2020 19-7-488 Kumar & Associates LEGEND AND NOTES rig. 3 ASPEN BUILDING DEPARTMENT HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 24 HRS 7 HRS 10D - - - 6' IN VMI 41.1 1 N- 7510 .1100 /50#40#30 i 6 /1?E6 (1/4' --- WO 90 --__ - —.-__._._ -- -__ —__- --_ r-_ _ - - _-. _ 1 - 10 .._-.--I - _ -- 80 fi -_ _ _ _ _ ____ —__ _ --_ __ rt _ - _ ___.._. _- __ __-- --I 70 _-- --1- - 30 - -- __ -_ -- --- ___-_- - 1 ___ - ._ - - _ _ - - - _------_ 60 - - _ -- _- I I - _ __ - -- - - - - - 1 40 8 z F ;- _ i _ __ - --� _1Vej 50 __ --___- -- - __�- I 50 4O — —1 60 30 -- - - - - - -- - - I - - - -_ --- _ ---1-- 70 20 I - 80 - _I__ L 1 10 • 90 0 --T-1--Fil I 1- 1-.:I 7.1 1111 _ = T. _ _ II 1 I I I I ' I I I I 1 I I r - I -LI 1-F111- 100 .001 .002 .005 .009 .019 .037 .075 .150 .300 I .600 1.18 2.36 4.75 9.5 19 38.1 78.2 127 200 .425 2.0 152 I DIAMETER OF PARTICLES IN MILLIMETERS CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM COARSE FINE COARSE GRAVEL 20 % SAND 65 % SILT AND CLAY 15 % LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Silty Gravelly Sand FROM: Boring 1 ® 3' & 5' (Combined) HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 24 HRS 7 HRS 100 45 MIN 15 MIN 604IN 19MIN 41JN 1MIN #200 #100 450#40#30 #16 #10/8 /4 5<8' 3/' 1 2' 3' 5'6' 8'0 --- 90 I- - - 10 -_f -- 1_ _- —I I eo - - - - -I I •20 I ] - --- - - 1-- 70 - ------- 1 t 1 1 30 -I I i - I _ u 60 ---- - - - - - — — — — — -- - - ---- - -- _ - -] 40 F __ u 5O --_ --- - - �_. -_- -__---__ 1 50 —I 1 - - _-- - W - - _ __ _ -40 I I_ 1 60 _ 1 30 _ - - .-_ - ____ - -_ ----- 70 I 20 --_- __ _ - ___—. ----- - I 1-- I - 80 1- . n _ _ - -- r 10 _.- - -. —�---- - -__ - _ - - t 90 0 -- I. 1 --T Tl 1 - I - -I- 1 1 1 1111 - 1 111 1111- - -1 1 1 I 1 I1TI —(1---T"-I-i T-1-111 1- 100 .001 .002 .005 .009 .019 .037 .075 .150 .300 I .600 1.18 12.36 4.75 9.5 19 38.1 76.2 127 200 .425 2.0 152 I DIAMETER OF PARTICLES IN MILLIMETERS I 1. CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM COARSE FINE COARSE GRAVEL 38 % SAND 50 % SILT AND CLAY 12 % LIQUID LIMIT PLASTICITY INDEX These test results apply only to the samples porch were tested. The SAMPLE OF: Silty Sand and Gravel FROM: Boring 2 0 10' & 15' (Combined) F testing report shall not be reproduced, except in full, without the written m approval of Kumar & Associates, Inc. a I, Sieve analysis testing Is accordance perfor3, /m�ed in s ASTM C136 and/or AS TM TM Q M. 1—�' 'I �,q Rq F 19-7-488 Kumar&Associates GRADATION TEST RESULTS 1( 24/2020 ASPEN BUILDING DEPARTMENT it HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 24 HRS 7 HRS � - TB _ f00 MN — -- 1� IN - '4 0 40 D 1 4 3' 0.0 90 . '.e I _ -- I 10 80 20 70 __--t---. -_ -_ -I---- 30 2 60 - _—_-- - - --- - - _.- - - - - 40 c W 50 I- r a W 40 r' iso i - - I —I 0 - - - �_i- -t I 1 1 'I J_J=-LL 1J1__- 1:.- -ii - - I I I_. 1--I I Li 11.1.1_ - I I__I 1_I I I I 100 .001 .002 .005 .009 .019 .037 .075 .150 .300 I .600 1.18 12.36 4.75 9.5 19 38.1 76.2 127I 200 DIAMETER OF PARTICLES IN MILLIMETERS tszI CLAY TO SILT SAND GRAVEL COBBLES FINE MEDIUM COARSE FINE COARSE GRAVEL 26 % SAND 62 % SILT AND CLAY 12 % LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Silty Gravelly Sand FROM: Boring 3 ® 3' & 5' (Combined) HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 24 NRS 7 HRS 100 45 MIN 15 MIN 60 IN 16MIN 4MIN 1MIN 0200 0100 9 0/40 30 /5 i10/8 t4 3/3' 3 4" 1 2" 3" 8'8_ 8'0 I I- _ I 90 I. T _ - - -_. - -I 10 80 - �___--_ _..-.. I_ , -�_._ 20 _ _ I - I f - I I — I_ 60 - 1 _ - - - --1._ - _- __ -- - -. I 40 — 1 - - S0 — I = I So I W 40 I I f 60 LE - - I - - _ -- - - - _ - I so - -- I 1 1- 70 -- - - - - - - --I- - 1 - - 20 I -i I- 80 10 -r- -- -- I-- - I — I 90 -- - - — 0 - -I-1 1_L1 I I_ IL1 I Ii -- -1 - 11T-17.E -I- I i-V1Fi IT" -- I- I ITT rill I 100 .001 .002 .005 .009 .019 .037 .075 .150 .300 I .600 1.18 12.36 4.75 9.5 19 38.1 76.2 127 200 .425 2.0 152 I I DIAMETER OF PARTICLES IN MILLIMETERS ND CLAY TO SILT FINE SA MEDIUM (COARSE FINE GRAVEL MEDIUM COBBLES GRAVEL 9 % SAND 79 % SILT AND CLAY 12 % LIQUID LIMIT PLASTICITY INDEX These test results apply only to the SAMPLE OF: Slightly Gravelly Silty Sand FROM: Boring 3 ® 15' & 20' (Combined) samples which were tested. The testing report shall not be reproduced, ,E,o except In full, without the written t approval of Kumar & Associates, Inc. Sieve analysis testing Is p rformed I ,_ .. accordance with ASTM;-D( 3 p79 1 I n r ASTM C136 and/or ASrf f1'4�1 ' ,v, , �Y�` F. F lrf 19-7-488 Kumar& Associates GRADATION TEST RESULTS r 16i/g2 /2020 ASPEN BUILDING DEPARTMENT eo eo \ w « A 7 c d o e S c > › 2 k › d / / d -4 /2 A A 2 d d / / o. I- Bqz m in G 2Q5 £ =ku u m I— CO co �§ / W § )� U) 2 LLJ u, § W § § _ 0 a w CO Li d -J cc§/ - VN N O CLC� re 2 § § / q 2 § & §CD / q q N 01 c & c k » ® &k c £ c§ $2 ast \ fo » §k§ — R n q q\ § � b§ G N q452 ©2 $ 2\ / z x i , in / q 0 g E 2 — In — 2 2 ƒ ic : , \ t U U U E -4-41-0- EC E|VE . � z — 0 co l0/2§/2020 ASPEN BUILDING DEPARTMENT I( A Kumar&Associates,Inc.® Geotechnical and Materials Engineers and Environmental Scientists —�I 1_ TABLE 2 PERCOLATION TEST RESULTS PROJECT NO.19-7-488 HOLE HOLE DEPTH LENGTH OF WATER WATER DROP IN AVERAGE NO. (INCHES) INTERVAL DEPTH AT DEPTH AT WATER PERCOLATION (MIN) START OF END OF LEVEL RATE INTERVAL INTERVAL (INCHES) (MIN.IINCH) (INCHES) (INCHES) B-2 124 4 52 44 8 .5 4 44 37 7 .6 4 37 33 4 1 4 33 29 4 1 4 29 27 2 2 4 27 25 2 2 4 25 23 2 2 4 23 21 2 2 Note: Percolation test was performed in Boring 2 on September 3, 2019. RECEIVED 10/29/2020 ASPEN BUILDING DEPARTMENT Geotechnical , .® umar and Materials Engineers 5020 County Road 154 and Envi�ronmental Scientists Glenwood Springs,CO 81601 phone:(970)945-7988 fax:(970)945-8454 email: kaglenwood@kumarusa.com An Employee Owned Company www.kumarusa.com Office Locations: Denver(HQ),Parker,Colorado Springs,Fort Collins,Glenwood Springs,and Summit County,Colorado �Joac&issodatos'f October 8, 2019 y(3ç: g www.kamarosa.om MNKN, LLC 1989-201 Attn: Jen& Greg Goldfarb 800 Magnolia Street Menlo Park, California 94025 mnknllc@gmail.com Project No. 19-7-488 Subject: Total Lead Content Test Results, Proposed Residence, 688 Spruce Street, Aspen, Colorado Dear Jen& Greg: As part of the subsoil study we recently conducted for design of foundations at the site, report dated September 27, 2019, Project No. 19-7-488, two total lead content tests were performed on samples of the upper soils in each boring. The total lead contents were 76 and 124 ppm. It is our understanding that typical "action"levels of total lead in this area are on the order of 800 to 1,000 ppm. The total lead content test results are attached. If you have any questions or need further assistance, please call our office. Sincerely, H-PtKU AR o 244,3 z Daniel E. Hardin, P. . ; 41 � lc)/ a DEH/kac / ``, ✓ Set'-----. ��� Attachment: Grand Jul fiht ries Analytical Report: Total Lead in Soil Test Results Cc: Phillip Ring phillip@rds-aspen.com RECEIVED 10/29/2020 ASPEN BUILDING DEPARTMENT JOHN C. KEPHART & CO. GA \ JU \ CT 1 435 NORTH AVENUE ♦ PHONE: (970) 742-7618 • FAX: (970) 243-7235 • GRAND JUNCTION, COLORADO 81501 - ANALYTICAL REPORT — Received from: Kumar and Associates 970-945-7988 • 5020 County Road 154 FAX 945-8454 Glenwood Springs, CO 81601 Customer No. Laboratory No. 6440 Sample solids Date Received 9/11/19 Date Reported 9/20/19 Lab number 6440 Sample ID 197-488 B2 11 7,10,8 (moist soil and rock mix) Total Moisture 2.8 % % soil in sample 54.7 % Total Lead in soil 76 ppm 6441 197-488 B-3 1" 37,34,15 (moist soil and rock mix) Total Moisture 4.7 % % soil in sample 64.8 % Total Lead in soil 124 ppm Lab Dir. : Brian S. Bauer RECEIVED 10/29/2020 ASPEN BUILDING DEPARTMENT