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pitkin.eh.246536100001 (1999)
Document Layout (From Most Recent to Oldest Permit) Permit Application Log Sheet/Notes & Photos Communications As -built Design Engineer Design Soil Information Water Permit & Information Second System on property Third System etc. Floor Plans Please See Building and Land Use Approvals Files for additional information. Aspen/Pitkin Environmental Health Department Permit for an Individual Sewage Disposal System 130 S. Galena St. Aspen, Colorado 81611 Phone 970-920-5070 / FAX 970-920-5074 Permit # 99060 Parcel ID # 2465-361-00-001 Type of permit Name of Owner Street Address Property legal des New( X ) Repair( ) Addition to House( ) Size of lot 35 acres Water source Drivate well Total square footage of the house 2,018 # of bedrooms in house 2 # of offices, lofts & similar sized rooms in house Caretaker unit Detached Total square footage of the caretaker unit -300 # of bedrooms in caretaker unit 1 If of offices, lofts & similar sized rooms in caretaker unit Designed for what # rooms (list) FOUR = TWO main house + TWO for detached cabin if allowed Permit information Designed by Dean Deroiser, McLaughlin Water Engineers Mailing Address 11 P AABC, Aspen, CO 81611 Perc rate 30 mpi Profile hole depth 11 ft Depth to groundwater or bedrock +11 ft Septic tank capacity 1,500 gallons Absorption area Comments Septic permit approved per compliance with the engineer design and specifications dated July 29, 1999 Revised Any changes must be approved by this department and the design engineer prior to them being made. The design requires one 1,500 gallon two compartment tank. The pipe inside the tank shall extend downward 14" below center line of tee. A 30% reduction for infiltrators is taken = 940 sq ft. There will be 6 trenches of 11 units in each trench for a total of 66 units. There is to be a minimum of 6 feet of undisturbed soil between the trenches. Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin County ISDS regulations. Permit approved by: ate: �r X19 Plans and specifications of the proposed individual sewage disposal system have been reviewed and are considered satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was issued unless system construction has commenced or an extension has been approved in writing by the Department. As -built drawings must be included with this permit before the final approval will be issued. i4s, J Ina spectionapproval: Date: fa faS�9f fa/b'99 -'AA % 0'-A�et . 11 r ASP IN ENVIRONMENTAL HEALTHTMENT APPLIC. I FOR INDIVIDUAL SEWAGE DIS AL SYSTEM 130 S. Galena St., Aspen Colorado 81611 Phone 970-920-5070/Fax 970-920-5039 Name of OWNER LeVt Owner's Mailing Address tUlillowl civ dE , 000a7 Business Phone: Home Phone: lip - 0 15091 Primary Contact Person (all communication regarding this permit will go through this person) Name Company Contact Mailing Address /WCts Cell Phone: Z rarcei w s tavanaoie rrom assessors orrice at 920-5160 or at www.aspen.com/assessor/) Street address of property 1-01 IV J LZ- ll1 fc �p�� 1� Legal Description: Lot �_ ,Block PRvC� ,Filing s b vvi io r ff T 1 Size of lot: 15 acres. Type of proposed structure:Q Vily Size of bldg. envelope: Total square feet of house 7.. O V # of bedrooms in house �✓ # of offices, lofts & similar sized rooms in house 5 Caretaker Unit: Attached ( ) Detached ( f) Total area(sq. ft.) of caretaker unit and similar size rooms of Permit is for: New Home (i/) Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( ) Water: Private well ( V/�) Spring ( ) Stream ( ) Community/Public Water System ( ) If community system: Name of system The fee for a ISDS application is $330 for a permit that takes 6 hours or less for the department to approve. If approval takes longer than 6 hours, a rate of $55 per hour will be charged. The maximum fee is $1000. The basic fee of $330 is due at the time of application. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISDS permit; second, before final approval of the ISDS permit. Application for an individual sewage disposal system is hereby submitted. I hereby certify that the above information is true and accurate and that I have provided true and accurate information on locations of all existing and proposed wells, contour intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain tiles, irrigation ditches, lakes, water courses, streams, floodplains, dry gulches, and existing septic systems. I hereby certify that any such features not shown on attached site map are not present. Issuance of the permit does not imply the approval of any other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all approvals and permits have been obtained. The Aspen/Pitkin Environmental Health Department, Pitkin County and employees of these agencies will be held harmless should the individual sewage disposal system fail or malfunction. The permit to construct is issued on information submitted by the applicant or his/her representatives. The owner assumes full responsibility in case of failure of the system. / Signature of applicant &NA4%0 Date 7`13/9'q Received by n %Ll!(i _ ceipt # Date a ul stat By: MCLAUGHLIN WATER ENGS; ' 19709251974 ; Oct-1� 11:55AM; Page 1/2 McLAUGI LUN WATER ENGINFIRS, ltd. 111 P A.A13C ASPI'.N. C01.0RAD0 81611 970.925-1921) 97U-925.1974 fox mw wpcn(rg)xof.ncl MEMORANDUM RECEIVED Date: October 11, 1999 ASPEN / PITKIN To: Pitkin County Environmental Health, ENVIRONMENTAL HEALTH From; Dean Derosier; McLaughlin Water Engineers, Ltd. RE: GINA Residence - Septic System Final - 99-016.01 The GINA Residence, in East Sopris Creek, septic system has been installed by Aspen Diggers and placed into service. MWE and GID have inspected the installation of the system and find it was installed according to MWE's design and PCEH requirements. This letter is to serve as the acceptance letter for KW& and recommendation to Pitkin County for final acceptance of the system. I have attached a set of record drawings for your information and records. Please call is you have any questions. Gdd\tn1\iR-016.01 P;ti MCLAUGHLIN WATER ENCS; 19709251974 ; Oct -11-99 11:55AM; Page 2/2 10/09/1999 15:59 9709632 GREG WILLIAMS PAGE 01 PETE R 3iNA RESIDENCE SaOo -rAALT 36 AD ccerLCI4r NOT To SCALE Sim C I TfiA)K .. _. ,__' /d4 636 E, i • 7i MCLAUGHUN WATER ENGINEERS, ltd. I I I P AABC ASPEN, COLORADO 81611 970-925-1920 970-925.1974 fax mweaspen@rofnel MEMORANDUM Date: July 29, 1999 Revised To: Pitkin County Environmental Health & Peter Gina From: Dean Derosier; McLaughlin Water Engineers, Ltd. RE: Gina Residence -East Sopris Creek - Septic System Design Notes The following are my design notes for the Gina Residence Septic System design. Main Home + Cabin - 2 -Bed Rooms (main) 2 Bed Room (cabin) - Approx. 2,018 Square Feet of living area (Main) + 250 (cabin) - 100 gallons per day per person (main) 75GPD (cabin) - 30 minute per inch perc rates (AVERAGE)- Perc Test by H P Geotech (attached) - Ground water Depth Unknown Flow = Q = 2 bed rooms x 2 peo/br x 75 gal/day/per x 1.75 = 525 gallons + 2 Bedrooms X 2 peo X 100 GPD X 1.75 = 700; Q = 1,225 total gallons of flow Tank sizing - 1,500 gallon tank; (Tank = 1.25 X Q) Install 1- 1,500 gallon tank. Area of Septic field required = A A = (Q\5) x square roots of the perc rate (AVG) = 1225/5 X SR(30) A = 1342 square feet Infiltrators = 15.5 square feet = 86 infiltrators 30% reduction for infiltrators = 940' = 61 infiltrators Use 6 trenches of 11 units in each trench = 66 units LC C.� Tank to be installed level and below the homes. Tees will be installed on both the inffluent and effluent lines of the tank, set on the inside of the tank. Set top of line from tee within 1" of the roof of the tank and extend line downward 12" below center line of tee. Fill tank with water prior to backfill to check for leaks and leave water in tank for placing the system in service. Septic tanks will be a two -chambered tanks. Provide access to tanks for inspection. Increase size of system to 66 units to add additional capacity and even trenches - 6 trenches x 11 units long (66'). A splitter box is to be installed prior to bed system to distribute flow to each end of each infiltrator trench system. (IE - Distribute even flow to each end of each infiltrator trench). Install trenches 10' apart center to center. Install access\inspection port at one end of each trench. All Invert elevations and final locations on both systems to be field determined by the Engineer. System is to be installed to best fit the open area, site, soils, and to minimize the removal of trees and other shrubs. G. Dean gdd\GjmD9-0.016.01 ASPEN/PITANVIRONMENTAL HEALTH DEPARTMEO ISDS DESIGN REQUIREMENTS -DEPARTMENT USE ONLY Name Gina House SizE 2,166 (75 gpd, 100 gpd, or 130 gpd) 04M #of Bedrooms, Similar Rooms accessible to baths in Main Residence 2 # of Bedrooms, similar rooms w/ access to bath in ATTACHED caretaker If of Bedrooms & Similar Rooms w/ access to baths in DETTACHED caretaker 2 Average Daily Waste Flow 600 # bedrooms X 2 people/br X 75 State Review Required? no Perc Rate 30 (T) 3 equals # of Perc Holes Required Design Flo w (Q) = # bedrooms X 2 people/bedroom X gpd X 1.75 Q= 1225 k� Minimum tank capacity 1531 gallons g Absorption Area (A= Q/5 X SQR A = 1342 sq. ft. of absorption area required 87 infiltrator units without reduction A maximum 30% reduction is allowed for use of deep gravel or gravelless chambered system. sq.ft. with reduction 61 infiltrator units with reduction AREA NEEDED FOR STANDARD ABSORPTION TRENCHES 447 1342 Total sq ft /3 =lineal ft of trench needed 8 447 lineal ft/assumed trench length of 60ft = # of 60ft trenches needed 7 # trenches minus 1 = rows of 6ft wide undisturbed soil between trenches 24 8 times 3 = total width of of 60" long field needed for just the trenches 42 7 times 6' = total width of 60' long field needed just for undisturbed soil 66 width of trench +width of undisturbed soil = total width needed 66 by 60 ft is the area needed for a standard absorption field in a trench configuration with no reductions taken and ASSUMING AN AVERAGE PERCOLATION RATE OF 30 SLOWER PERCOLATING SOILS WOULD REQUIRE MORE AREA. SETBACK FROM WELL SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 118 If of feet = 68 SETBACK FROM DRY GULCH # of feet = 43 Remember: 8 feet of additional distance for each 100 gallons/day of design flow over 1,000 gallons/day should be added unless an RPE can verify that it is not necessary to prevent contamination. 1/20/99 6 Printed on Recycled Paper 0 HEPWORTH-PAWLAK GEOTECHNICAL, INC. 0 5020 Road 154 Glenwood Springs, CO 81601 Fax 970 945-8454 Phone 970 945-7988 SUBSOIL STUDY FOR FOUNDATION DESIGN AND PERCOLATION TEST, PROPOSED RESIDENCE 3 MILES WEST OF EAST SOPRIS CREEK ROAD PITKIN COUNTY, COLORADO JOB NO. 198 701 NOVEMBER 23, 1998 PREPARED FOR: PETER GINA P.O. BOX 10816 ASPEN, COLORADO 81612 9 HE• ORTH - PAWLAK GEOTECHNII AL, INC. November 23, 1998 Mr. Peter Gina P.O. Box 10816 Aspen, Colorado 81612 Job No. 198 701 Subject: Report Transmittal, Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Three Miles West of East Sopris Creek Road, Pitkin County, Colorado Dear Mr. Gina: As requested, we have conducted a subsoil study for design of foundations and percolation test at the subject site. Subsurface conditions encountered in the exploratory borings drilled in the proposed building area below 'h to 1 foot of topsoil consist of medium dense clayey sand and gravel containing scattered cobbles overlying very stiff to hard sandy clay to the maximum depth explored, 21 feet. The clay soils can possess an expansion potential when wetted. Groundwater was not encountered in the borings at the time of drilling or when checked one day later. The proposed residence can be founded on spread footings placed on the natural subsoils and designed for an allowable bearing pressure of 3,000 psf. The footings should also be designed for a minimum dead load pressure of 1,000 psf. Subexcavation of the more expansive clay soils may be needed. The report which follows describes our investigation, summarizes our findings, and presents our recommendations. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. If you have any questions regarding this report, please contact us. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Thomas J. Westhoff, C.E.T. Rev. By: DEH TJW/ksm (0 0 0 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY ............................... 1 PROPOSED CONSTRUCTION ................................... 1 SITE CONDITIONS .......................................... 2 FIELD EXPLORATION ....................................... 2 SUBSURFACE CONDITIONS ................................... 2 FOUNDATION BEARING CONDITIONS ........................... 3 DESIGN RECOMMENDATIONS ................................. 3 FOUNDATIONS ........................................ 3 FLOOR SLABS ........................................ 4 UNDERDRAIN SYSTEM .................................. 5 SURFACE DRAINAGE ................................... 6 PERCOLATION TESTING ..................................... 7 LIMITATIONS .............................................. 7 FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 & 5- SWELL -CONSOLIDATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS TABLE 2 - PERCOLATION TEST RESULTS f � H -P GEOTECH �a 0 0 PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study and percolation test for a proposed residence to be located in Section 36, Township 8 South, Range 87 West, 3 miles west of East Sopris Creek Road, Pitkin County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to develop recommendations for foundation and septic disposal system design. The study was conducted in accordance with our agreement for geotechnical engineering services to Peter Gina, dated October 13, 1998. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples of the subsoils and bedrock obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell 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, recommendations and other geotechnical engineering considerations based on the proposed construction and the subsoil conditions encountered. PROPOSED CONSTRUCTION At the time of our study, design plans for the residence had not been developed. Conceptual plans for the residence are for a 2,200 sq. ft. ground floor constructed with straw bale exterior walls and a 600 sq. ft. basement level. A separate garage is also proposed to be constructed. Ground level and basement floors will be slab -on -grade. The building locations are shown on Fig. 1. For the purpose of our analysis, foundation loadings for the structure were assumed to be relatively light and typical of the proposed type of construction. If building loadings, location or grading plans are significantly different from those described above, we should be notified to reevaluate the recommendations contained in this report. H -P GEOTECH -2- 0 SITE CONDITIONS The proposed building site is on a relatively flat bench located on a north facing hillside with steep slopes above and below the bench. The bench slopes gently down to the northeast. At the time of our field work, the site was vacant except for an existing access road, shed and well. The proposed building area is vegetated with scrub oak, grass and weeds. Some clearing of the scrub oak has been performed in the proposed building area. Numerous angular sandstone cobbles and boulders up to 21/2 feet in diameter were noted on the ground surface. FIELD EXPLORATION The field exploration for the project was conducted on October 20, 1998. Two exploratory borings and one percolation soil profile boring were drilled at the locations shown on Fig. 1 to evaluate the subsurface conditions. The borings were advanced with 4 inch diameter continuous flight auger powered by a truck -mounted Longyear BK- 51HD drill rig. The borings were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils were taken with 13/e 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 failing 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, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface profiles encountered at the site are shown on Fig. 2. Below about 1/2 to 1 foot of clayey organic topsoil, the subsoils consist of 1 to 4 feet of medium dense, clayey sand and gravel containing scattered cobbles overlying l3H -P GEOTECH -3- 0 very stiff to hard sandy clay to the maximum depth explored, 21 feet. The clay soils can possess an expansion potential when wetted. Laboratory testing performed on samples obtained during the field exploration included natural moisture content and density, percent finer than sand size gradation analyses and Atterberg limits. Swell -consolidation testing was performed on relatively undisturbed drive samples of the clay subsoils. The swell -consolidation test results, presented on Figs. 4 and 5, indicate low compressibility under relatively light surcharge loading and a low to moderate expansion potential when wetted under a constant light surcharge. Undisturbed sampling of the upper clayey sand and gravel soils was not possible due to the rock content. Atterberg limits testing indicate the clay soils are medium plastic. The laboratory testing is summarized in Table I. No free water was encountered in the borings at time of drilling or when checked one day later. The subsoils were slightly moist. FOUNDATION BEARING CONDITIONS The subsoils encountered at the site possess low to moderate expansion potential when wetted. The expansion potential of the less expansive portion of the clay can probably be mitigated by load concentration to reduce or prevent swelling in the event of wetting below the foundation bearing level. Subexcavation of the more expansive clay will be needed. Surface runoff, landscape irrigation, and utility leakage are possible sources of water which could cause wetting. DESIGN RECOMIIIENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the structures be founded with spread footings placed on undisturbed natural soils. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural soils can be designed for an allowable bearing pressure of 3,000 psf. The footings should also be /'Y H-P GEOTECH designed for a minimum dead load pressure of 1,000 psf. In order to satisfy the minimum dead load pressure under lightly loaded areas, it may be necessary to concentrate loads by using a grade beam and pad system. Wall -on -grade construction is not recommended at this site to achieve the minimum dead load. 2) Based on experience, we expect settlement or heave of footings designed and constructed as discussed in this section will be about 1 inch. There could be some additional movement if the bearing soils were to become wet. 3) The footings should have a minimum width of 16 inches for continuous footings and 24 inches for isolated pads. 4) Continuous foundation walls should be reinforced top and bottom to span local anomalies and limit the risk of differential movement. One method of analysis is to design the foundation wall to span an unsupported length of at least 12 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 55 pcf for the on-site soil as backfill. Backfill should not contain vegetation, topsoil, or oversized rock. 5) 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 the exterior grade is typically used in this area. 6) Prior to the footing construction, all topsoil, disturbed soils and the more expansive clay should be removed and the footing bearing level extended down to competent bearing soils. 7) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FLOOR SLABS The on-site soils possess an expansion potential and slab heave could occur if the subgrade soils were to become wet. Slab -on -grade construction may be used provided precautions are taken to limit potential movement and the risk of distress to the building is accepted by the owner. A positive way to reduce the risk of slab movement, which is / H -P GEOTECH J 0 -5- 0 commonly used in the area, is to construct structurally supported floors over crawlspace. To reduce the effects of some differential movement, nonstructural floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Interior non-bearing partitions resting on floor slabs should be provided with a slip joint at the bottom of the wall so that, if the slab moves, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. Slip joints which will allow at least 11/2 inches of vertical movement are recommended. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Slab reinforcement and control joints 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 immediately beneath basement level slabs -on -grade. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. The free -draining gravel will aid in drainage below the slabs and should be connected to the perimeter underdrain system. Required fill beneath slabs can consist of the on-site gravelly soils or a suitable imported granular material, excluding topsoil and oversized rocks. The fill should be spread in thin horizontal lifts, adjusted to at or above optimum moisture content, and compacted to at least 95 % of the maximum standard Proctor density. All vegetation, topsoil and loose or disturbed soil should be removed prior to fill placement. The above recommendations will not prevent slab heave if the expansive soils underlying slabs -on -grade become wet. However, the recommendations will reduce the effects if slab heave occurs. All plumbing lines should be pressure tested before backfilling to help reduce the potential for wetting. UNDERDRAIN SYSTEM Although groundwater was not encountered during our exploration, it has been our experience in mountainous areas and where clay soils are present, that local perched groundwater may develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. Therefore, we recommend below -grade construction, such as crawlspace and basement areas, be A0 H-P GEOTECH 0 0 -6- protected from wetting by an underdrain system. The drain should also act to prevent buildup of hydrostatic pressures behind foundation walls. The underdrain system should consist of a drainpipe surrounded by free -draining granular material placed at the bottom of the wall backfill. The drain lines should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade, and sloped at a minimum 1 % grade to a suitable gravity outlet. Free -draining granular material used in the drain system should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. The drain gravel should be at least l lh feet deep. Void form below the foundation can act as a conduit for water flow. An impervious liner such as 20 mil PVC may be placed below the drain gravel in a trough shape and attached to the foundation wall with mastic to keep drain water from flowing beneath the wall and to other areas of the building. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion potential of the soils. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 to 3 feet of the on-site soils to reduce surface water infiltration. 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. 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 10 feet from foundation walls. Consideration should be given to T H -P GEOTECH • use of xeriscape to reduce the potential for wetting of soils below the foundation caused by irrigation. PERCOLATION TESTING Percolation tests were conducted on October 21, 1998 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile boring and three percolation holes were drilled at the locations shown on Fig. 1. The test holes were excavated and soaked with water one day prior to testing. Holes P-1 and P-3 were excavated by hand and hole P-2 was excavated with a power auger. The soils exposed in the percolation holes were similar to those exposed in the upper portion of the Profile Boring shown on Fig. 2 and consist of clayey sand and gravel with occasional cobbles. Sandy clay was encountered at 4'/2 feet deep in the Profile Boring down to the bottom of the hole at 11 feet. The percolation test results are presented in Table 2. The percolation rate in the hand dug holes both measured 23 minutes per inch. The hole excavated with the power auger measured 45 minutes per inch. It has been our experience that percolation test holes drilled with a power auger in clays tend to infiltrate slower than hand dug holes due to smearing of the clay walls. The percolation rate shown for holes P-1 and P-3 is more indicative of the true rate for these soils, in our opinion, Based on the subsurface conditions encountered and the percolation test results, the tested area appears suitable for a conventional infiltration septic disposal system. 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 expressed 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 Fig. 1, the proposed type of construction and our experience in the area. 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 H -P GEOTECH U U -s- 0 encountered during construction appear to be different from those described in this report, we should be notified at once so reevaluation 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 of 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. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL INC. Thomas J. Westhoff, C.E.T. Reviewed By: d�p �REG Co� �.....1 Daniel E. Hardin, P.E. ;� 24443 TJW/ksm cc: Jeff Dickenson, Ar ' /C/ H -P GEOTECH APPROXIMATE SCALE 1" = 100' BUILDING �\ ENVELOPE � X 7945 7940 7950 �r%y��-� �i� P 1 --_N. \ 7955 _�� \�__� /� i -PROFILE *aO� \ \ BORING P 3\ \ \ \ r � BORING 1 BORING 2 � � � 7950\ 7945 7955 7960- 'PROPOSED O / \ GARAGE ` - PROPOSED / I r RESIDENCE ( I� 7960 7965 \ EXISTING i \ _ 7965 7970 APPROXIMATE LOCATION SHED 7 970 OF EXISTING WELL i --7975 7975 \ X / 1 I EXISTING ACCESS - 00 ROAD V xSOP OJ y0 Q'( OF NOTE: SITE LOCATED IN SEC11ON 36, TOWNSHIP 8 SOUTH, RANGE 87 WEST, PITKIN COUNTY, CO. HEPWORTH - PAWLAK LOCATION OF EXPLORATORY BORINGS I Fig. 1 198 701 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES wC=8.7 DD -119 7945 r ' l 60/3 7940 Note: Explanation of symbols is shown on Fig. 3. E 701 HEPWORTH - PAWLAK GEOTECHNICAL, INC. �l 7945 7940 LOGS OF EXPLORATORY BORINGS I Fig. 2 BORING 1 BORING 2 7965' BORING 3 ELEV. = 7962' ELEV. = 7965' ELEV. = 7965 7965 ., 21/12 18/6.20/1 Fq 7960 7960 18/6.50/4 50/6 WC --14.5 wC=11.5 -20087 DD -119 LL=45 PI -24 50/8 7955 m 7955 55/12 50/6 li I+) 13.4 WC --13.4D 9.9 D-114 DD -114 DD -119 0 -200=83.71 60/6 a c o LL -34 y PI=15 0 7950 w w 7950 _ 30/12 41/12 wC=8.7 DD -119 7945 r ' l 60/3 7940 Note: Explanation of symbols is shown on Fig. 3. E 701 HEPWORTH - PAWLAK GEOTECHNICAL, INC. �l 7945 7940 LOGS OF EXPLORATORY BORINGS I Fig. 2 LEGEND: W MW ® TOPSOIL: slightly silty sandy clay with gravel, organic, medium stiff, moist, black. SAND AND GRAVEL (SC—GC); clayey, with scattered cobbles, medium dense, slightly moist, reddish brown to brown. ©CLAY (CL); sandy, slightly silty, very stiff to hard, slightly moist, mottled brown to medium brown, claystane fragments to cobble size in boring 2. hRelatively 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. Drive sample blow count; indicates that 21 blows of a 140—pound hammer falling 30 inches were 2112 / required to drive the California or SPT sampler 12 inches. NOTES: 1. Exploratory borings were drilled on October 20, 1998 with a 4—inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from building corners staked in the field. 3. Elevations of 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 transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling or when checked 1 day later. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DO = Dry Density ( pcf ) —200 = Percent passing No. 200 sieve. LL = Liquid Limit ( 7 ) PI = Plasticity Index (R ) 198 701I HEPWORTH - PAWLAK LEGEND AND NOTES GEOTECHNICAL, INC. j�) Fig. 3 4 3 RIM, 0 0 ij 0.1 1.0 10 100 APPLIED PRESSURE — ksf upon Moisture Content = 9.9 Dry Density = 114 Sample of: Sandy Clay From. Boring 2 at 10 Feet percent pcf 0.1 1.0 10 100 APPLIED PRESSURE — ksf 198 701 HEPWORTH — PAWLAK SWELL—CONSOLIDATION TEST RESULTS FFig- GEOTECHNICAL, INC. I �� Expan:sioAn 0.1 1.0 10 100 APPLIED PRESSURE — ksf upon Moisture Content = 9.9 Dry Density = 114 Sample of: Sandy Clay From. Boring 2 at 10 Feet percent pcf 0.1 1.0 10 100 APPLIED PRESSURE — ksf 198 701 HEPWORTH — PAWLAK SWELL—CONSOLIDATION TEST RESULTS FFig- GEOTECHNICAL, INC. I �� T E 1 0.1 1.0 1— APPUED PRESSURE — ksf m 198 701 HEPWORTH — PAWLAK SWELL—CONSOLIDATION TEST RESULTS Fig. 5 GEOTECHNICAL, INC. j L/ U z J Q U_ z U W W Y Q Q i F- CC 0 a LU 2 0 00 6 Z Q1 O H M M LU H LU LU H } cc Q 7 AOL Aek T 6 O Y � U m m m m m m U U U U U T T > T T T C C C c C C m m m m m o > x - U - z 0 U � y Z O � u U K LO N f - m y a LO W > M o N co co a z n 0 a � z a `a <� _ 6 T _ o a o_ i w L7 � M r 'x- '" z M cn co a o 0 Z � U o_ C, a LO Ln a U O f U e N 0 m 0 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 1AR 7ni HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES( AVERAGE PERCOLATION RATE (MIN./INCH( P-1 34 15 10 9 1 23 9 8 1 8 7 1 7 6 1/2 1/2 6 1/2 5 3/4 3/4 5 3/4 5 3/4 P-2 30 15 9 8 3/4 3/4 45 8 1/4 7 1/2 314 7 1/2 7 1/4 1/4 7 1/4 63/4 1/2 63/4 6 1/2 114 6 1/2 6 1/4 1/4 P-3 28 15 ' 9 6314 2 1/4 23 6 314 53/4 1 53/4 5 3/4 5 41/4 3/4 4114 3 1/2 3/4 3 112 3 112 NOTE: Percolation tests were performed on October 21, 1998. The average percolation rate was based on the last three readings of each test. • GENERAL NOTES n:rpa sNA IDdOGC-lrwtAl ro+p! a..... r.4. e.n ro ro, apeeMowt c0 aa] MOl IaMiY M1b!]M LO .kb Aatr.rLet 10. Y[I4n p1. e! OaP4 UMk ntN Ga -- Arr.ASAcw. ,Irrl DbLtim NNRrst. Wq t MDrngl, ofOf Cry1d bl.p tee —t w aaa rlw 1 IAx / rp.pu. e..m. t Lero4:atnn p/ P+✓ 6W�'N pa.ry�A Yi.pW CrrbI CFCY.LOYvdb.GO l41p (fl0) Y}j11M /bwWdNYa 1NY. rR arvcCrol by+✓t'y lwvYrt.O]M Mven pit Ree/. 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GIWA M N-e.11TNf DRAAING INDEX rl L 5 SHM KME: TITLE SHEET PERMIT 5ET am 1113/99 0 0 0 0 m DW ME SITE PLAN PERMIT SET DAM. l/13/99 • wNN O Q V 'l a SHM Kum LOWER FLO PLANK DUE 7/6/99 (A2.1 SHEET H/YE` MAIN FLOOR PLAN MT: 1/6/99 A2.2 0 0 SHEEr AM LOFT FLOOR PLAN 4 FRAMING PERMIT `ET DAM 1/13/qq 0 0 9 0 SHEET NYE ROOF PLAN PERMIT 5ET nAX. L" It --L--------1--J--1'--- — — _--J--------J A 9QIIH B.NATION VM •w — — — — — — — — — — — — — — — — — — — — — — — — 6 NORTH M-:VATION .. LL — — — — — — — — — — — — — — — — — — — — — — — J O VEST ELEVATION - - Ti�N—µ 2 6h• T6 -----L-- O EAST ELEVATION w• • rvr I r SHM wi[ ELEVATIONS PERMIT 5ET ? /14/qq A3.1 uu-+ra-"-_-�m= 0 E A SND- SECTION B LIVIN& ROOM SECTION v.' . ro• G KITCHEN SECTION �1 M45TER BATH SECTION +• . ,'o• D LOFT 5E6TION w•. rc• rBl✓� 9EET xNC BLDG 5EGT5 PERMIT 5ET DAM 1/13/99 u , • «ic aei.. n.r I I I n I II I I I I How --------------------J +�- F T ATION 'Ll: FO• 0 B NORTH aEVAnON v.• .Z 9QT N/lE GARAGE PLANS GAM -rn/a9 A1O.1 0 0 0 S2.1 0 LUo Zs F LU oz O FK ROOF FR''II V PLAN U11C 'VbAq S4.1 • ��j WELL CONSTRUCTIOIOND TEST REPORT FOR OFFICE USE ONLY STATE OF COLORADO, OFFIC OF THE STATE ENGINEER 1. WELL PERMIT NUMBER 194124 2 Owner Name(s) Francis X Gina Jr. Mailing Address P.O. Box 10816 City, St. Zip : Aspen, Co. 81612 Phone (970)925-5299 APPROVAL•GWS31-91-03 3. WELL LOCATION AS DRILLED NE 1/4 NE DISTANCES FROM SEC. LINES: 1/4 Sec. 36 Twp. 08S Range 87W 850 ft. from North Sec. line. and 1050 ft. from East Sec. line. OR SUBDIVISION: STREET ADDRESS AT WELL LOCATION: LOT BLOCK FILING(UNIT) 4 GROUND SURFACE ELEVATION ft. DRILLING METHOD Air Rotary DATE COMPLETED 10/20/97 TOTAL DEPTH 140 ft. DEPTH COMPLETED 140 ft. 5. GEOLOGIC LOG : 6. HOLE DIAM. (in) FROM (R) TO (ft) Depth Type of Material (Size, Color, and Type) 9.0 0 26 000-010 Clays, rocks, shale 6.5 26 140 010-140 Marcos shale 7. PLAIN CASING OD (in) Kind Walt Size From (ft) To (R) 7.0 Steel D.24 -1 26 5.5 PVC 25 20 100 0 0 PERF. CASING: Screen Slot Size: 5.5 PVC .250 100 140 8. Filter Pack 9. Packer Placement Material : Type WATER LOCATED 100 + Size: Depth REMARKS Interval: 10. GROUTING RECORD Matanal Amount Density Interval Placement cement 3 sks 16 gal 6-26 poured 11. DISINFECTION: Type: HTH Amt. Used: 2 oz. 12. WELL TEST DATA : [ I Check Box If Test Data is Submitted On Supplemental Form. TESTING METHOD: Air Compressor Static Level : 72 ft. Date/Time Measured 10/20/1997 Production Rate : 10 gpm. Pumping Level Total ft. Date/Time Measured 10/20/1997 Test Length 2 hrs. Remarks : 13. 1 to" nae er awe = nude Main and krwwtM mm m rMrecf, eiW ant fty are true w my knowledge. (pssuam b Sectlon 244101(13X@) CRS. uw ma" of ham sbW m consaedes perjury h the aeoond degree and is punwMEla as a claw 1 misdemeawr) CONTRACTOR : Shelton RoxDrillin Corp. Phone :(970 927-4182 Name / Title (Please Type or Print) Signatur� Wayne Shelton / President Date 10/21/97 ��j 0 0 MEMORANDUM To: Ellen Sassano, Planning Office From: Lee Cassin, Assistant Environmental Health Director Date: September 12,1995 �cTL®-''r$� O(cpm Re: Levitt 1041 Hazard Review & G/ eneral Submission Parcel ID # 2465-361-00-001 M��J The Aspen/ Pitkin Environmental Health Department has reviewed the details of the Levitt application under the authority of the Pitkin County Land Use Code and has the following comments. ADEQUATE PROVISIONS FOR WATER NEEDS: Sections 2-17 and 3-1104: "It is the policy of the County to insure the availability of a water supply of adequate quality, quantity, pressure and dependability for fire protection and support of a proposed land use prior to approval of the use. The County shall require land uses to hook up to existing public systems if service is available." This Department needs adequate information on the legal and produced quantity of the well, and the quality of water available. This can be done from the well permit and the well driller's report. The applicant must ensure that the water quality is acceptable by having it tested by a lab such as the Snowmass Water and Sanitation District or Aspen Consolidated Sanitation District. Before a septic permit can be issued, the well must be drilled to assure that setback requirements from the well to the septic system can be maintained. The Pitkin County Land Use Code requires that the well be within the building envelope which should be possible on this site. A condition of approval for this application is the receipt of information documenting that the location of the well(s) meet setback requirements and can be placed within the building envelope and that quantity/quality of the well water are adequate. Without meeting these requirements a septic permit and building permit can not be issued. SEWAGE TREATMENT AND COLLECTION: Sections 2-18 and 3-1105: "It is the policy of the County to ensure that adequate sewage treatment facilities are available to serve existing and new developments. Public and private sewage disposal systems and connections to such systems shall comply with the sewage disposal guidelines of Pitkin County's Individual Sewage Disposal System Regulation." rrtaeJ.. "'W N. qV 0 0 Lots in the East Sopris Creek area are served by individual septic systems. All such systems installed within Pitkin County require septic permits issued by the Environmental Health Department, and must comply with the County's septic regulations. Before the applicant initiates any studies or tests on the site, they should contact this office. The Aspen/Pitkin Environmental Health Department will design the system for the applicant as part of the permit fee, if an engineered system is not required. We will advise the applicant about the best location for the system and provide a system design. We will determine if an engineered system is needed based on soil test results. The applicant already knows that an engineered system (if soil conditions are inadequate) may be required. The applicant will need to adhere to minimum horizontal setback requirements for placement of septic system components which should be no problem on this lot. The leach field will need to be located a minimum of 100 feet from the applicant's well and from any neighboring wells. It should be possible to fit the house, well and septic system within the building envelope. The area for the leach field should be located in an area of no traffic, planted with dry land grass, and should not be watered. It is desirable to locate the system below the house so that the system can operate by gravity. The applicant should call our office to discuss this site. A condition of approval for this application is the receipt and approval of the septic permit by the Environmental Health Department before a building permit can be issued. WATER QUALITY IMPACTS: Sections 2-14 and 3-705 and 3-710: "It is the policy of the County, to preserve and protect its present water resources. To this end it is the policy of the County that no land use be initiated which would adversely affect the quantity, quality, or accessibility of the County's water resources; or which would occur at the expense of established water -dependent agricultural activities; or which would result in increased sahnization of water resources, loss of minimum stream flows, further destruction of wildlife habitat, or major expenditures to reacquire or redistribute major water resources. It is also the policy of the County to maintain a natural vegetative buffer along its surface waters such that the surface and groundwaters of the area are not encroached upon by land uses or other human activities which could cause deterioration of water quality or impair the natural treatment processes provided by meadows and wetlands." The Environmental Health Department will be addressing water quality impacts on down stream water quality. This application is not expected to impact down stream water quality if the minimum horizontal distances between components of the system and physical features are in accordance with the Pitkin County Sewage Regulations. P W nn "e P4,- 1// eer There is no condition of approval for this section. AIR OUALITY: Sections 2-13 and 3-602: "Only that development is permitted which will not contribute significantly to degradation of air quality in Pitkin County. Developments may not constitute an indirect or direct air pollution source under Federal, State or County regulations." This project is not expected to contribute significantly to degradation of air quality in Pitkin County. The applicant must file a fireplace/woodstove permit with the Environmental Health Department before the building permit will be issued. The less densely populated parts of the county like East Sopris Creek may have two devices per building: a maximum of one wood burning fireplace and a second device which can be either a gas log fireplace or a certified woodstove. In addition, unlimited numbers of decorative gas appliances are allowed. Coal may not be burned in anv device. No wood burning device may be installed in barns or agricultural buildings. A condition of approval for this application is the receipt and approval of the fireplace/woodstove permit by the Environmental Health Department before the building permit can be issued. CONFORMANCE WITH OTHER ENVIRONMENTAL HEALTH LAWS: Section 2-7: "it is the policy of the County to ensure that no use or development of land is permitted which is in violation of the laws of the County, the State of Colorado, or the United States of America." This Department is not aware of any issues of concern regarding other environmental health laws. 1-0 0 10 0 1 C 20 1 inch = 10 feet INSTALL 4" EFFLUE T LINE INTO EACH END OF EAG TRENGH - BACKFILL - 3"MM6 rtax. -TOP 50L �DNG ZONE - FINE NATIVE MATERIAL NO LARG92 THAN I" N CI4M'-TER WRNN 6 " OF NPLTRATOR 3 vvv vv v v v v v v V V v v v v v vv vov 6- 66 - FOOT KczTRATOR vvv v o v v v TRENCtg3 - II UNITS N EACa4 v v v v I TRE , E TO BE FELD DETERP'ENED v MNIM" DOOM 5 :7-1..X'7 TO BOTTOM �, OF p T4EM--H. O' APART MNI Z' , NFLTRATOR E TO BE FELO DETERm,i6' BY ENGNF.r.R �I 44 SDR PVC PPW3 TO EACH /. END OF NFL TR4TOR TRS'C-�ES NSTA! L 4" PVC Into �H TRENCH TFENCl ET4 � - ''�Ta i JA X00 I - 1,500 CsALLON SFFTIG TANK Sf:'LITTER BOX \ TIG FIELD {NFOOT TRENGH TRENGH \ \ 11 FILTRA -ENT � INTO 7ALL 4" FRL -ATO S ENGH Ci EACH p OF EAGI I Q� NTO INSTALL 4"o ET.IT LINE )x ETH �p OF EAGH TREK G PROFILE HOLE O PERCOLATION HOLES IE OF TRENCHES, TANKS, AND FtF'ING TO BE FELD DETERMINED BY THE ENGNEER SEE DESIGN NOTES FOR ADDITIONAL NFORMATION v G INA Fie IDENCE SE=TIG 5�rST M FLAN AND DETAIL PROJECT NUM$ER 99 McLAUGHLIN WATER ENGINEERS, Ltd. 1 2420ALCOTT ST -DENVER, CO 80211 DESIGN, DETAILRAWING CHECK d CHECK DATE D NUMBER