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pitkin.eh.246534301008 (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 # 99051 Parcel ID # 2465-343-01-008 Type of permit New( x) Repair( ) Addition to House( ) Name of Owner Harold Kloosterman Street Address 147 0 17 7 4,- Id rr6.y 4W Property legal description Lot 49, Sopris Ranch subdivision Size of lot 37.18 acres Total square footage of the house 5000 sq ft Water source private well # of bedrooms in house 5 # of offices, lofts & similar sized rooms in house Caretaker unit no Total square footage of the caretaker unit # of bedrooms in caretaker unit # of offices, lofts & similar sized rooms in caretaker unit Designed for what # rooms (list) ; FIVE Permit information Designed by Dean Derosier Mailing Address 111 P AABC, Aspen CO 81611 Perc rate 53.33 Profile hole depth Depth to groundwater or bedrock Septic tank capacity 2500 gal Absorption area 1790 sq It unknown Septic permit approved per compliance with the engineer design and specifications dated July 16, 1999. Any changes must be approved by this department and the design engineerrp for to them being made. Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin County ISDS regulations. Two 1250 gal tanks will be installed in a series for a total capacity of 2500 gal. With a 30% reduction for infiltrators, the absorption area will equal 1790 ft with a total of 115 infiltrators. Permit approved by: Date: Plans and specifications of the proNsed 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. Installer: orlc! GJe C GL, �s�c��� Z2o % Final inspection approval:Date: Sc%e inNS/�. clLr� l �l« S - Aja 6t it 43 2- � t z 5-0 94L 7Q.u,� /s✓ e/iq� Xl J Ts U ev7-3 5w e4c 1, i ocv ASPENI KIN ENVIRONMENTAL HEALTH DED MENT APPLICATOR INDIVIDUAL SEWAGE DISP I ,STEM 30 S. Galena St., Aspen Colorado 81 i 1 Phone 970-920-5070/Fax 970-920-5039 Name of OWNERa rd i(� / KLao5 ter iz %- r p Owners Mailing Address Ro . 6,6 X' b�_ e -w ErCicD Business Phone: Home Phone: ���ti yd `J :3 / 3 IPrimary Contact Person (all communication regarding this permit will go through this person) Name Company Contact Mailing Address Cell Phone: Parcel ID # (available from assessors omce [�`l at 920-5160 or at www.aspen.com/assessor/) Z Street address of property Legal Description: Lot 14q ,Block Filing Subdivision Size of lot: 37.18 acres. Type of proposed structure: Size of bldg. envelope: Total square feet of house �—bn r) # of bedrooms in house # of offices, lofts & similar sized rooms in house Caretaker Unit: Attached ( ) Detached ( ) Total area(sq. ft.) of caretaker unit # of Permit is for: New Home (X Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( ) Water. Private well (�) 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, fioodplains, 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 l�C.� /Yi //` (�"11���^'\ Date Received by 0 12 1JD(I _ Receipt# Date 121q� By: MCLAUGHLIN WATER ENCS; Date: October 25 1999 19709251974 Oct -25-Q9 12:16PM; Page 1/2 McLAUGH1.fN WATER L•'NGP;ELKS, ltd I I 1 1, MBC ASpF:N, coli 1RAIX1 81611 970-925-1920 970-925.1974 5+ m�easpai(aaol'utt MEMORANDUM To, Pitkin county Environmental Health, From: Dean Derosier; McLaughlin Water Engineers, Ltd. RE: xloosterman Septic System - Lot 49 Sopris Mtn Ranch - Recommendation of Final Approval 98-048.02 The system was designed and installed and ready to be placed into service as of October 25. 1999. MwE and GDD inspected the installation of the system and found it was installed according to MWE'e design and PCEH requirements. This letter is to serve as the acceptance letter for MWE and recommendation to Pitkin County for final acceptance of the system. To my knowledge the system was installed according to MWE drawings, which can be used as the asbuilts. Minor piping changes were made with 2 - new 1,250 gallon tanks in series and 8 - 93' long trenches in a system, (120 units, 15 in each trench), were installed in a infiltrator gravelless chamber system. All setback limitations were meet. Pleas call ly6u, �t(e a can D P. s. ,, :...-%sa-ns ,.,!A% fr.1\,, W ny questions. Sent By: MCLAUGHLIN WATER ENGS; Project Title/� �G O Subject 19709251974 Oct 12:16PM; McLaughlin Water Nr.wp�l(iGtl�/i,C(�SEi 67A IPA GE ProjectNo.y�o,Z. Page 212 Ltd. 9, N5a a McLAUGHLIN WATER ENGINEERS, ltd. 111 P AABC ASPEN, COLORADO 81611 970-925-1920 970-925-1974 fax mwe pen rofnet MEMORANDUM Date: April 27, 1999 To: Pitkin County Environmental Health & Harold Kloosterman From: Dean Derosier; McLaughlin Water Engineers, Ltd. RE: Kloosterman Residence - Lot 49 Sopris Mtn.Ranch - Septic System Design Notes The following are my design notes for the Kloosterman Residence Septic System design. Main house remodel and Guest unit Main Home - 5 -Bed Rooms - Approx. 5,000 Square Feet of living area - 100 gallon per day per person - 53.33 minute per inch perc rates - Perc Test by GDD - Ground water Depth Unknown Tank sizing - 5 - Bed Rooms requires a 2,188 gallon tank;(Tank = 1.25 X Q) Install two 1,250 gallon tanks in series to make 2,500 total gallons Flow = Q = 5 bed rooms x 2 peo/br x 100 gal/day/par x 1.75 = 1,750 gallons per day Area of Septic field required = A A = (Q\5) x square roots of the perc rate (AVG) = 1,750/5 X SR(53.33) A = 2,555 square feet Infiltrators = 15.5 square feet = 165 infiltrators 30% reduction for infiltrators = 1,7901 = 115 infiltrators a Tanks will be installed in the general area of the existing tank. 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. Increase size of system to 120 units to add additional capacity and even trenches - 8 rows x 15 units long (25'x 901)in a bed configuration. Install a splitter box prior to bed system to distribute flow to each end of the infiltrator bed system. (IE - Distributre even flow to each end of each infiltrator row in the bed. Install access\inspection port at one end of each row. 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 remove; of Oak trees and other shrubs. �41 r� ,G `,``4w �,, �.Lt: c�� . G. Dean Del PPOM,•e$DN:: U gdMoost m\9"48.02 E7 MWE LTD. McLaughlin Water Engineers 111 P AABC Aspen Co. 81611 970-925-1920 970-925-1974 fax PERCOLATION TESTS RESULTS Date: April 27, 1999 BY: Dean Derosier; McLaughlin Water Engineers, Ltd., P.E. RE: Kloosterman - RESIDENCE Property Address: ---- Legal Description: Lot 49 Sopris Mtn Ranch Property Owner: Harold Kloosterman 338 Sutton Barrington, I1 60010 Percolation Information: Hole Depth: 36• Sand\Gravel: No Presoak:Yes - 9/l/98 Amt of Water: 5 gal Bedrock ® : n\a Type: shale Ground Water ®: Unknown Depth to Water: Unknown Fluccutations: No Slope: 0% Depth to Rock: unknown Fractured: yes Percolation Tests: Date and Time:9\2\98 10:00 am Hole # 1 2 3 Depth 36" 36" 36" Presoak yes yes yes Remaining Time 10min 10min 10min Interval 2hr 2hr 2hr Length Percolation 53.3mpi 40mpi 40mpi Rate DESIGN PERCOLATION RATE: 53.33 MINUTES PER INCH Soil Profile Hole: 12" - top soil - 12" to 8' Fractured and en shale intermixed with sandy soils and small cobbles. ��P��`a��AD0 Rfn,� NAME: G. Dean Derosier,P.E. COMPANY:MCLaughlin Water Engineers, Ltd. SIGNATURE ADDRESS: 111 P AABC Aspen, CO. 81611 970-925-1920 ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT ISDS DESIGN CALCULATIONS Owner's Name Kloosterman Parcel ID # House Size (sq. ft.) 5000 (75 gpd, 100 gpd, or 130 gpd) 100 Number of Bedrooms in Main House 5 Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House Number of Bedrooms in Detached Caretaker unit Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit (If the caretaker unit is ATTACHED, treat as if part of main house.) Average Daily Waste Flow 1000 State Review Required? no Perc Rate 53 (T) Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75 Q= 1750 Absorption Area (=Q/5 X SQRT perc rate) A = 2548.0385 sq. ft. of absorption area required 164 graveness chamber units without reduction # of Perc Holes Required: 3 1 in every soil type? Spaced uniformly over proposed area? A maximum 30% reduction is allowed for use of deep gravel or gravelless chambered system, only if the lot size and soil conditions are optimal. If a reduction is being proposed, describe why lot size and soil conditions are optimal: A = 1783.6269 sq.ft. with reduction 115 graveness chamber units with reduction Type of system: []Absorption trenches []Absorption bed [] Graveness chambers []Dry well []Seepage Pit []Other (type) Minimum tank capacity 2187.5 gallons SETBACK FROM WELL # of feet = 160 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 110 SETBACK FROM DRY GULCH # of feet = 85 G Printed on Recycled Paper 7 0 Jul 09 99 07:03a HAROW KLOOSTERNRN 1 616 7304 07/0b11999 16"05 97092742W. NE STI PAGE e1 fa' ' 'r"'rotr'yrpy Jar 21 '39 Poi.,pc] 27;00/1999 14:73 9729272261 6TuDI') turf at 1..a ...,. ..�.,,..�.., June 25. 1999 Sud almm a Hmtaowrms A7aodadm Sad 0611 Sopste 1•1a1M1aln Raoetl Rd. il"t, W 11621 IRA: so" }40wW21tt Xh W 49 DW Hud. TU sop" Mouatata Rwwb Delis- Rs - w Committee conatdwnt (tbe Lad Studio) 'hu tomiewed dw RAW Dtlaist Roicw The D2dtep to "7001111 am w die eubau¢ed by ttu atnan d Loc av iy tM etta.rkWU 0 �Po+e) wN a ncaaautdamon npnl tR:d2/ 7112 eampl 0uldellnae atrk 'tiluble Il�jm eowcw are prohimt- ad'. 72e will awnlyl ytopaad brvc a "SM eolZM eoweed by a lnia OM a it our mummbdoon lbat a low aw'w (40 wait) Eroded bulb to uwd to miaimw any add t+w cc a Mac ahlddad flxt�m ttw ctwo, l eaK feew"dW the d impact fat d 51300()0 frm td he owrws La 49 to the Soprit bloua'a reRaadl Homwrracta Auoctenon. TM Flaef Pian W �1 am ildnoe of Sceamtmc A peeky le wmpLlla pWo.el luw lea addlswad Sincerely. The Lnd S%4o Fbml Colp1 a2peored by: �voo. i pew mw kw 107 tam lett 1W r..0 -s 61421 Mor relm 1004611) to lyra A+aae/ tWrdoae..w. ,pee p.l KLOOSTERMAN RADENCE 0 LOT 49, SOPRIS MOUNTAIN RANCH PITKIN COUNTY, COLORADO Bulldinp Envelope Job No. GS -2681 APPROXIMATE LOCATIO OF EXPLORATORY BORINGS IZ =50' Ftp. 1 f1 0 urn 5 50/12 10 50/7 oe0 0 c 15 32/12 L w a 0 20 25 41/12 30 35 Job No. GS -2681 TH-2 OTH-3 36/12 50/7 50/8 TH-4 23/12 45/12 34/12 50/2 50/3 SUMMARY LOGS OF EXH TH-5 t 11r:(ef:VkI17 0 ® 10 Weathered claystone, medium hard, 50/10 moist, gray. Claystone bedrock, hard to very hard, v moist to slightly moist, brown and gray. e v rt S 15 ' Drive sample. The symbol 50/12 u Indicates that 50 blows of a 140 pound hammer falling 30 Inches were required to drive a 2.5 Inch O.D. sampler 12 Inches. 20 NOTES 25 1. Exploratory borings were drilled on April 22 do 23, 1999 with a four Inch diameter continuous flight power auger. 16/12 2. No free ground water was encountered 30 In our exploratory borings the day of our field Investigation. 3. These exploratory borings are subject to the explanations, limitations and 35 conclusions as contained In this report. ORATORY BORINGS Fig. 2 ® Organic sandy clay, with roots, soft, moist, dark vegetation and brown. (OL) 35/12 5 El Clay, sandy to moist, brown. gravelly, (CL) stiff to very stiff, ® 10 Weathered claystone, medium hard, 50/10 moist, gray. Claystone bedrock, hard to very hard, v moist to slightly moist, brown and gray. e v rt S 15 ' Drive sample. The symbol 50/12 u Indicates that 50 blows of a 140 pound hammer falling 30 Inches were required to drive a 2.5 Inch O.D. sampler 12 Inches. 20 NOTES 25 1. Exploratory borings were drilled on April 22 do 23, 1999 with a four Inch diameter continuous flight power auger. 16/12 2. No free ground water was encountered 30 In our exploratory borings the day of our field Investigation. 3. These exploratory borings are subject to the explanations, limitations and 35 conclusions as contained In this report. ORATORY BORINGS Fig. 2 3 2 1 0 z O V) z t a d ae 2 z O V3 0 0 EXPANSION UNpER CONSTANT PRESSURE DUE TO WETTING J u.1 1.0 10 100 APPLIED PRESSURE — KSF Sample of CLAY, SANDY ( CL ) NATURAL DRY UNIT WEIGHT= 108 PCF From TH-2 AT 4 FEET NATURAL MOISTURE CONTENT= 17.4 % 3 2 1 0 z O H a d 2 z _0 ig IX 3 d i O U 0.1 1.0 10 100 APPLIED PRESSURE — KSF Sample of CLAY, SANDY ( CL ) NATURAL DRY UNIT WEIGHT= 113 pCF From TH-3 AT 9 FEET NATURAL MOISTURE CONTENT= 18.5 % JOB NO. GS -2681. lS Swell Consolidation Test Results FIG. 3 3 2 1 0 z O N z 1 a d 3e 2 z yyO to 3 GC IL i O U r EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING APPLIED PRESSURE — KSF 10 10o Sample of CLAY, SANDY ( CL ) NATURAL DRY UNIT WEIGHT- 117 PCF From TH 4 AT 4 FEET NATURALMOISTURECONTENT= 11.2 % I 1 0 z O d be 2 z O M 3 d i O U 01 APPLIED PRESSURE — KSF Sample of From _ JOB NO. GS -2681 I L9 10 100 NATURAL DRY UNIT WEIGHT= PCF NATURAL MOISTURE CONTENT= % Swell Consolidation Test Results FIG. 4 0 SLOPE PER REPORT 1 SLOPE \ PER BACKFILL OSHA PREFABRICATED DRAINAGE COMPOSITE (MIRAFI 2000 OR EQUIVALENT). USE WHERE BACKFILL HEIGHT EXCEEDS 8 FEET. EXTEND UP TO 1/2 OF BACKFILL� HEIGHT. COVER GRAVEL WITH FILTER FABRIC ENCASE PIPE IN WASHED CONCRETE AGGREGATE (ASTM C33, NO. 57 OR NO. 67). EXTEND GRAVEL TO TOP - OF VOID I 4 -INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE RANGING BETWEEN 0.5 AND I PERCENT. NOTE: DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM OF DEEPEST VOID AT TF HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. ........ � STRUCTURAL FLOOR Exterior Foundation Wall Drain -� Job No. ss-z5s1 RQ, 5 0 • SOILS AND FOUNDATION INVESTIGATION KLOOSTERMAN RESIDENCE LOT 49 SOPRIS MOUNTAIN RANCH PITKIN COUNTY, COLORADO CTL/THOMPSON, INC. CONSULTING ENGINEERS RECEIVED MAY 1 SOILS AND FOUNDATION INVESTIGATION KLOOSTERMAN RESIDENCE LOT 49 SOPRIS MOUNTAIN RANCH PITKIN COUNTY, COLORADO Prepared For: MR. HARRY KLOOSTERMAN c/o Richard Bos Partners 414 West 5" Street Royal Oak, MI 48067 Attention: Mr. Richard J. Bos Job No. GS -2681 May 10, 1999 CTUMOMPSON, INC. CONSULTING ENGINEERS 234 CENTER DRIVE ■ GLENWOOD SPRINGS, COLORADO 81601 ■ (970) 945-2809 TABLE OF CONTENTS SCOPE SUMMARY OF CONCLUSIONS SITE CONDITIONS PROPOSED CONSTRUCTION SUBSURFACE CONDITIONS SITE GRADING EVALUATION OF SWELL POTENTIAL FOUNDATION Drilled Friction Piers FLOOR SYSTEMS AND SLAB -ON -GRADE BELOW GRADE CONSTRUCTION SURFACE DRAINAGE LIMITATIONS FIGURE 1 -APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS FIGURE 2 - SUMMARY LOGS OF EXPLORATORY BORINGS FIGURES 3 AND 4 - SWELUCONSOLIDATION TEST RESULTS FIGURE 5 - EXTERIOR FOUNDATION WALL DRAIN TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS MR. HARRY KLOOSTERMAN LOT 49, SOPRIS MT. RANCH CTLIT GS -2681 D 1 1 2 2 2 3 4 5 5 7 9 10 10 :�j SCOPE This report presents the results of our soils and foundation investigation for the Kloosterman Residence to be constructed at Lot 49, Sopris Mountain Ranch in Pitkin County, Colorado. The purpose of this investigation was to explore the subsurface conditions atthe site and provide geotechnical design and construction criteria for the proposed building. This investigation was completed in general accordance with our Proposal No. GS -99-116, dated February 22, 1999. This report includes descriptions of surface and subsurface conditions which were identified during our field work at the site, recommendations related to foundations and support of lower level floors, and specific design and construction criteria for site grading, foundations, lower levels floors, belowgrade construction and surface drainage. Our report was prepared from data developed during our field and laboratory investigations, subsequent engineering analyses and ourexperience with similar projects. Our recommendations are based upon our understanding of the planned construction. If plans change or differ from the assumptions presented herein, we should be contacted to review our recommendations and determine if revisions are needed. A summary of our findings and conclusions is presented below. Detailed recommendations for design and construction are presented in subsequent sections of this report. SUMMARY OF CONCLUSIONS Our exploratory borings penetrated a 1 foot thick layer of organic sandy clay "topsoil" above stiff to very stiff, sandy clay containing occasional cobble and boulder in the upper several feet underlain by hard to very hard, claystone bedrock. A 3 feet thick layer of weathered claystone was between the clays and bedrock in ourTH-1. Depth to bedrock varied from 23 to 29 feet below the existing ground surface in our borings. Ground water was not found the day of drilling. 2. Some of the sandy clays have a high swell potential. 3. We believe the most appropriate foundation system for support of the proposed building would be straight shaft drilled piers. Refer to the FOUNDATION section for more details. MR. HARRY KLOOSTERMAN LOT 49, SOPRIS MT. RANCH CTUT GS -2681 i 4. We recommend that living area floors not be constructed directly on the native clays because of their swelling potential (see FLOOR SYSTEMS AND SLAB ON GRADE). 5. Good surface drainage away from the building should be maintained at all times to reducewetting of foundation soils and reducethe possibility of seepage into the crawl space. SITE CONDITIONS Lot 49 is located on north facing slopes below Mount Sopris in Pitkin County, Colorado. Access is from West Sopris Creek Road to an access drive that borders the site to the north and east. West Sopris Creek is below the parcel to the north. Ground surfaces at the planned building envelope slope down to the northeast at grades measured and visually estimated at 5 to 10 percent. Vegetation consists of dense scrub oaks and open meadow areas with grasses, weeds and sage brush. PROPOSED CONSTRUCTION The Kloosterman Residence will be wood frame single family residence with some heavy timber construction. The building exteriorwill be primarilywood siding with some stone veneer. A basement is planned below parts of the building. An attached garage with a slab -on -grade floor is also planned. The building footprint will be approximately 7,000 squarefeetwith a total living area of approximately 10,000 square feet. Maximum excavation depths for the basement wil I be approximately 10 feet. We assumed maximum exterior wall loads will be approximately 3 kips per lineal foot and isolated column loads will be a maximum of 15 kips. We should be informed if the final design differs to allow re-evaluation of the recommendations and criteria presented herein. SUBSURFACE CONDITIONS Subsurface conditions were investigated by drilling five (5) exploratory borings at the approximate locations shown on Figure 1. Borings were drilled using a 4 inch diameter solid stem continuous flight auger and a track mounted drill rig. Drilling MR. HARRY KLOOSTERMAN LOT 49, SOPRIS MT. RANCH CTL/T GS -2681 operations were observed by our engineering geologist, who staked their locations, prepared a field log of each exploratory boring and obtained soil samples for subsequent laboratory testing. Graphic logs of the soils found in our exploratory borings and results of penetration resistance tests are shown on Figure 2. Laboratory test results are presented on Figures 3 and 4 and summarized on Table 1. Our exploratory borings penetrated a1 foot thick layer of organic sandy clay" topsoil' above stiff to very stiff, sandy clay containing occasional cobble and boulder in the upper several feet underlain by hard to very hard, claystone bedrock. A 3 feet thick layer of weathered claystone was between the clays and bedrock in our TH-1. Depth to bedrock varied from 23 to 29 feet below the existing ground surface in our borings. Groundwater was not found the day of drilling. SITE GRADING We understand that maximum excavation depths will be approximately 10 feet deep for the basement. Man placed fill is not planned below the building footprint, however, some fill will likely be needed to achieve subgrade elevations for exterior concrete flatwork, patio slabs and the access drive. Areas to receive fill or where exterior concrete or stone flatwork will be constructed should be grubbed and stripped of vegetation, topsoil and any soft soils. The resulting surface should be scarified to atleast 8 inches deep, moisture conditioned to 1 percent below to 3 percent above the optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). Fill can consist of the on-site soils free of organics, debris, rock larger than 3 inches in diameter or other deleterious materials. Fill should be placed in maximum 8 inch thick loose lifts, moisture conditioned to 1 percent below to 3 percent above optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). MR. HARRY KLOOSTERMAN LOT 49, SOPRIS MT. RANCH CTUT GS -2681 3 0 RM7 The on-site soils can be excavated with standard heavy construction equipment such as trackhoes, dozers and loaders. Some cobbles and boulders may be encountered in the upper approximately 6 feet of the soils. In our opinion, permanent cut slopes should remain stable at slopes of 2 to 1 (horizontal to vertical) or flatter. If this cannot be practically achieved, it may be necessary to permanently retain the excavated areas. If temporary or permanent retaining systems are needed, we will be happy to work with the design team in deciding upon the type of retainage and provide geotechnical design criteria. Temporary excavations may be required for foundations, utilities, etc. We believe the soils above ground water can be considered Type B materials as described in the October 1989 Occupational Safety and Health Administration Standards (OSHA). The OSHA criteria stipulates that temporary cuts made in Type B material should not be steeperthan 1 horizontal to 1 vertical. Cuts which are less than 5feetdeep, and do not encounter ground water, may be excavated at steeper slopes if a competent person observes the operation and no signs of potential cave-in is noted. EVALUATION OF SWELL POTENTIAL As part of our evaluation of the subsoils and bedrock, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample from field exploration is first loaded at natural moisture content and then flooded and allowed to swell under the load. The load can be the in-situ overburden pressure or some standard load. Because of an extensive experience base with a standard load of 1,000 psf, our firm usually conducts tests using this load. The results of swell tests, load back tests for swell pressure, in-situ moisture and density, Atterberg limits, site grading, and soil profile are combined to judge the swell potential at a given site. Performance of slabs -on -grade and relative risk of foundation problems are the objective of this rating. Generally, sites are rated as low, moderate, high or very high swellpotential. Swell test results corresponding to these categories are 0 to less than 2 percent, 2 to less than 4 percent, 4 to less than 6 percent, and 6 percent or greater; respectively. The results of a swell test on a site are tempered with data from MR. HARRY KLOOSTERMAN LOT 49, SOPRIS MT. RANCH CTLlT GS -7681 4 surrounding lots, depth of tests, depth of excavation, soil profile, and correlation with other tests. The rating of a site as low or high swell potential is not absolute. Rather, this represents a judgment. Movement of foundations or floor slabs may occur with time in low, moderate, high and very high swell areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of damage usually is greater in areas rated as high orvery high swell potential. Heave of slabs -on -grade of3 to 5 inches is not uncommon in these areas. On low and moderate swell sites, slab heave of 1 to 3 inches is considered normal and we believe, in the majority of instances, movements of this magnitude constitute reasonable slab performance. We estimate the swell potential on this lot is moderate based upon field data, laboratory test results and our experience. FOUNDATION The native sandy clay soils exhibita lowto high swelling potential. We therefore believe the building foundations should penetrate below the zone of anticipated moisture variation and be designed to concentrate the weightof the structure to resist the uplift forces generated by the swelling clays. In our opinion, straight shaft drilled piers extending well into the very stiff, sandy clays most nearly satisfy these requirements; we therefore recommend a drilled pier foundation be used. Design criteria and construction recommendations for drilled friction piers are presented below. Drilled Friction Piers Compression loads on piers should be designed for a maximum allowable end bearing pressure of 8,000 psf and a skin friction value of 800 psf. Skin friction should be neglected for the initial 3 feet of pier length below the grade beam. 2. The piers should be designed fora minimum dead load equal to 8,000 psf times the pier cross sectional area. If this recommended minimum dead MR. HARRY KLOOSTERMAN LOT 49, SOPRIS MT. RANCH CM GS -2681 load cannot be achieved, we recommend using a skin friction of 800 psf to calculate the additional pier length required to compensate for the minimum dead load deficiency. 3. The piers should have a minimum diameter of 12 inches, a minimum length of 20 feet and extend at least 16 feet below the lowest excavated grade within 10 feet of the pier location. 4. To determine the steel reinforcement required to resistthe uplift due to swelling soils, we recommend assuming a net uplift(in kips) of 50 times the pier diameter (in feet) minus the applied dead load. 5. All piers should be reinforced for their full length. Steel reinforcement should extend an adequate distance beyond the pier head into the grade beams or foundation walls. 6. Piers subjected only to axial loads should have a center to center spacing of at least 3 pier diameters orthey should be designed as a group. Where two piers ofdifferentsizes are adjacent, the larger diameterwill govern. Considerably largerspacing are very desirable for laterally loaded piers, depending on the geometry of the pier locations and the lateral load direction. The piers may be designed to resist lateral loads. If horizontal subgrade reaction moduli are used in lateral pier design, we recommend (201D) tons per cubic foot for the native clay soils. D refers to the pier diameter (in feet). Special care should be taken to avoid mushrooming the tops of the piers. 9. There should be at least a 4 inch continuous void beneath the grade beams, between the piers, to concentrate the dead load of the structure on the piers. If a void form is used, its' design and specification should be reviewed priorto selecting a specific product. The void form material must be sufficiently stiff to support the overlying structural member without crushing, but it must not be capable of transferring damaging loads to the grade beam or wall as a result of soil heave. The void form should be capable of resisting intrusion of concrete during the pour, and this must be carefully checked in the field. The void form thickness in the loaded condition should not be less than the above specified minimum void height. Void form material must cover the full width of the grade beams or walls, run from edge to edge of adjacent piers and must not move during the concrete pour. 10. The strength of the pier supporting soil strata can be significantly reduced by stress release caused by drilling the pier hole. Wetherefore recommend that all piers be completed as soon as possible. Open pier holes should not be left over night prior to placing concrete. MR. HARRY KLOOSTERMAN LOT 49, SOPRIS MT. RANCH CTLIT GS -2681 11. Piers concrete should have a slump of 6 to 8 inches and be designed to achieve its design strength at these higher slumps. 12. Installation of drilled piers should be observed by a representative of our firm to identify the bearing strata, observe the proper cleaning of the pier hole, verify that the recommended minimum pier lengths were achieved and confirm that the subsurface conditions encountered were consistent with our borings. FLOOR SYSTEMS AND SLAB -ON -GRADE The near -surface soils at proposed floor and exterior flatwork elevations include highly expansive clays. The expansive materials are stable at their natural moisture contents, but upon wetting will heave lightly loaded floors. This heaving cannot be controlled by concentrating slab loads. Some increase in moisture must be assumed because ofthe impact of residential construction and associated landscaping. The best current method to limitthe potential of basementslab heave, to our knowledge, is the construction of a structurally supported floor with an airspace between the floor and ground. The required air space depends on materials used to construct the floor. To provide adequate space for heaving, we recommend at least 8 inches for this site. The structural floor is supported by the foundation system. There are design and construction issues associated with structural floors, such as ventilation and increased lateral loads, which must be considered. In our opinion, structural floors should be used in all finished living areas in the proposed residence. Structural floors are not normally used in garage areas. Driveways, sidewalks and exterior patio slabs are also constructed as slabs -on -grade. At the present time there is no economical method to control movement of these slab -on -grade elements. Performance of slabs -on -grade on expansive soils is erratic. Slab heave of 1 to 3 inches is considered "normal' for moderately expansive sites. In unusual cases, heave can exceed this range. We believe these movements are most likely to occur in the first 5 yearsfollowing construction as the soils and bedrock respond to changes in availability of moisture. Various properties of the soils and environmental conditions influence magnitude and rate of slab movement. Increases in the moisture content in expansive soils will cause heaving and may cause cracking of slabs -on -grade. MR. HARRY KLOOSTERMAN LOT 49, SOPRIS MT. RANCH CTLrr GS -2681 For parts of the building that require slabs -on -grade for economic or practical considerations, we recommend the following precautions for slab -on -grade construction. Slab -on -grade floor construction should be limited to areas such as the garage where slab movement and cracking are acceptable. 2. Slabs should be placed directly on the exposed subsoils. Provision of sand and gravel layer beneath the slabs is not recommended because it increases the possibility of a single source of water wetting the entire area supporting the slabs. 3. Slabs should be separated from exterior walls and interior bearing members with a slip joint which allows free vertical movement of the slabs. These joints must be mai ntai ned to avoid transfer of movement to the residences' super structure. 4. Use of slab bearing partitions should be minimized. Where such partitions are necessary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways and stairwells should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The owner should monitor partition voiding and other connections, and re-establish the gap when it closes to less than 1/2 inch. 5. Underslab plumbing should be eliminated where feasible. Where such plumbing is unavoidable, itshould bethoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and water lines leading to slab -supported appliances should be constructed with flexibility. 6. Plumbing and utilitieswhich pass through slabs should be isolated from the slabs with sleeves. Heating and air conditioning systems supported by slabs should be provided with flexible connections capable of at least 2 inches of vertical movement so that slab movement is not transmitted to the ductwork. These connections must be maintained by the owner. Exterior patio and porch slabs should be isolated from the residence. These slabs should be well -reinforced to function as independent units. Movements of these slabs should not be transmitted to the residence foundation. The owner should also consider wood decks (versus concrete patio slabs) on this lot because decks can be adjusted in the event of movement. 8. Frequent control joints should be provided to reduce problems associated with shrinkage and curling. Panels which are approximately square generally perform better than rectangular areas. Beyond the MR. HARRY KLOOSTERMAN LOT 49, SOPRIS MT. RANCH CTL? GS -2681 recommendations of the American Concrete Institute, we advocate an additional joint 3 feet off and parallel to foundation walls. BELOW GRADE CONSTRUCTION Snowmelt, rain and irrigation water frequently flows into the backfill placed adjacentto foundation walls and may collecton the surface of less permeable natural soils occurring atthe bottom ofthefoundation excavation. This can cause damp orwet conditions in below grade areas of the building. We recommend a perimeter exterior drain be constructed around the residence. This perimeter drain should consist ofa 4 -inch diameter open joint or slotted schedule 40 PVC pipe encased in free draining gravel such as washed concrete aggregate. The exterior perimeter drain rock should extend up to within 2 feet of the surface grades. Drain board products such as Miradrain 6200 or AKZO Enkodrain B, etc. bonded to waterproofing membrane could also be considered and may be preferable alternatives. The upper 2 feet of backfill should be the on site native clay soil to minimize surface water seepage into the subsurface drain. The exterior drain must be continuously sloped to several low points from which the collected water can drain into positive gravity outfalls, or sumps with pumps, which are not subjected to clogging orfreezing. Waterflowing in the exterior perimeterdrain should not be allowed to leak intothe crawl space areas beneath structurally supported lower level floors. A typical foundation drain detail is shown on Figure 5. Foundation walls will be subjected to lateral earth pressure. Since these walls are restrained, and cannotmove they should be designed for an "at rest' lateral earth pressure. We recommend an equivalentfluid density of 60 pcf for the "at rest' lateral earth pressure. This equivalent fluid density does not include allowance for sloping backfill, hydrostatic pressures, live loads or load from adjacent structures. Backfill placed adjacent to foundation walls should be moisture conditioned and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). MR. HARRY KLOOSTERMAN LOT 49, SOPRIS MT. RANCH CTLJT GS.2681 0 SURFACE DRAINAGE t The performance of foundations and concrete flatwork is influenced by moisture conditions in the subsoils. Wetting of foundation soils can be reduced by grading the ground surface to cause rapid run-off of water away from the building. Wetting or drying of open foundation excavations should be avoided. During spring snow melt, sheetwash will likely occur over ground surfaces at this site. Site grading should provide surface drainage to channelize and direct sheetwash down, around and away from the building. We recommend a drainage swale be incorporated into the landscaping scheme above and around the building. In addition, the ground surface surrounding the building should be sloped to drain away from the building in all directions. We recommend a slope of at least 12 inches in the first 10 feet. Roof downspouts and drains should discharge well beyond the limits of all backfill and should never be connected to the subsurface perimeter drain. Splash blocks or downspout extensions should be provided at all discharge locations. Landscaping within 5 feet of the building should consist of native flora which requires a minimum amount of irrigation. Impermeable membranes used for weed control block evaporation and should not be used adjacent to the building. We recommend using an appropriate geotextile fabric for weed control which allows normal evaporation to occur. Sprinkler heads should be no closer than 5 feet from the building and be directed away from the building. Snow which falls off the roof or as a result of plowing should not be allowed to accumulate adjacent to the building. We suggest using snow breaks and heattape on gutters and downspouts to meltsnow on the roof and drain moisture away from the building. Snow removal should result in snow being piled away from the building. LIMITATIONS Our exploratory borings were spaced to obtain a reasonably accurate picture of the subsurface. Variations in these subsurface conditions not shown by ourexploratory MR. HARRY KLOOSTERMAN LOT 09, SOPRIS MT. RANCH CTUT GS -2661 10 a i borings will occur. We should observe the completed excavation to confirm the soils are as anticipated from our exploratory borings. Our report was based on conditions disclosed by our exploratory borings, results of laboratory testing, engineering analysis and our experience. Criteria presented reflects the proposed building as we understand it. We should be advised if the final design differs from our assumptions to permit us to re-evaluate our conclusions. This investigation was conducted in a manner consistent with the level of care and skill ordinarily exercised by geotechnical engineers currently practicing under similar conditions in the locality of this project. No other warranty, expressed or implied, is made. If we can be of further service or if you have questions regarding this report, please call. PSON, Wilson L"Liv' Engineering o so;; L copies sent) MR. HARRY KLOOSTERMAN LOT 49, SOPRIS MT. RANCH CTLrr GS.2681 11 r COLORADO DIN-ISION OF WATER RESOLRCES DEPARThEENT OF NATURAL RESOURCES 1313 SiIERMA-'N ST., 811.818, DENVER CO 80203 phone - Infc: (303) 866-3587 main: 1303) 8663681 NEW 35+ ACRE RESIDENTIAL Name 01 aGG"Vaal Harry Kloosterman tdallme Addnus coo Beach Resource kgmt. 210 E. :iyman Ave, Ste. 301 CYI Ste* 2q code ASoen CO 816:2 telephone Number IInCl'AO me eode; 970-925-3475 2. TYPE OF APPLICATION CONSTRUCT A NEW WELL ON A TRACT OF LAUD OF 35 ACRES OR MORE MoneonnE nos acarowWJment e MH- 34088 4. LOCATION OF WELL county DVf:OfIVV4(N QVartar Pi -than E 1!a NW SO on Tavmanq Nor h Rarpe E m w pnnebal McNdian 34 6 ❑ 43 87 ❑ 0 6th 32 I•d D,et.m* JI well from aevLon IN " MW DN❑e 1330 r..o-em edd,t", a dltfenm fmm aoolicant addrsn pt app' A. ATTACH LEGAL LE MPTION FOR 35+ ACRE TRACT ja Development Name Sopris m0intain 3anch Lot no. 4 9 Urtlt ❑ other a. STATE PARCEL C. Y vasa in sect 37.:8 acres 0 Water Well Permit 6 USE OF WELL (check spproprls el-ary � ® A. Ordinary household purposes in up to 3 single-family dwellings, the wittering of domestic animals, and the irrigation of not more than one (t1 acre of home gardens and lawns ❑ R. Livestock watering (on fam,ftanch,ranee/pecmre) MAXIMUM PRODUCTION RATE OF THE WELL SHALL NOT EXCEED 15 GPM 18. TYPE OF RESIDENTIAL SEWAGE Sys trm I D. THIS WILL BE THE ONLY WELL ON THIS TRACT GR Septic tank i absorption leach field ❑ Central system D.m+et nam.: ❑ Vault tucrrfon wwaye to ba . a.Wd to: ❑ Other (mach copy of argineenng deem Nsma Shelton Drilling Corp. 1095 10. SIGNATURE of applicant(s) or authorized agent The making of false statements herein const"" periurY in the second degree. which is punishable as a "ss 1 mis- demeanor pur"fft to C.R.S. 24.4-104031121. 1 have read the statements herein, know the contents thereof and state that they are true to my krwwledgc. 40ct. G84 919 L NUWd31S001N r 010HUH !9-14-55 DIV CO WD BA USE MD Form GWS -50 (1219: QSO:60 66 00 Inr WO • 0 A parcel of land being part of the S12 of the NWl/4 and the SW U4 of Section 34, "township 8 South, Range 87 West of the 6th Principal Meridian, Pitkin County, Colorado, said parcel being more particularly described as follows: Beginning at a point whence the Northeast Corner of said Section 34 bears N 48d10' E 3462.43 feet; thence S 52d28' W 2160.00 feet; thence N 54d12'W 787.34 feet; thence N 40d38' E 533.79 feet; thence 441.32 feet along the are of a 500.00 foot radius curve to the right, the chord of which bears N 65d55'30" E 427.23 feet; thence 303.10 feet along the arc of a 500.00 foot radius curve to the left, the chord of uhich'ocars N 73d5 IE 298.49; thence N 56d29' E 305.00 feet; thence 214.50 feet along the arc of a 600.60 foot radius curve to the left, the chord of which bears N46d 14'30" E 213.36 feet; thence 524.47 feet along the arc of a 600.00 foot radius curve to the right, the chord of tishich bears N6ld02'30" E $07.93 feet; thence N86dU5'B 157.00 feet; thence S39d55'E 495.00 feet to the point of beginning, containing 37.18 acres more or less. c•d bOCL 69b 919 T 141:1412i3iS001N r alObUH QS0:60 66 00 Tnr Form NO OFFICE OF THE STATE EN(alrvtLH t 3ws-r, COLORADO OMSION OF WATER RESOURCES rw`E Cs�ta n�yl Bier t]r] Stwrman St. Oam<r, Cdwade 9I)2G] 1303: gr --Set APPLICANT HARRY K OOSTERMAN % BEACH RESOURCE MGMT 210 E HYMAN AVE #301 ASPEN CO e1612 (970)925-3475 PEr,W TO USE AN DUSTING WEU -- ISSUANCE OF THIS PERMrr DOES NOT CONFER A WATER RtOr? OF APPROV 1) This web shelf be used !n such a way as t0 CUM no materiel inpuy to "frting water ngncs. TIM :ssiude another d the perm does rill &%sure the applicant that no �ry wo occur to another vested water right Or preCtude a owner of a vested water right hum seeking 444 in a civil Court action. 2) The cl this well shall be in comilamm will, the Water aporava of -2. unless a ar;s;XO has beer, granted by the State eoard 01 Examiniers of w err Wel (_oruuuction2and Pump Ins;aiM Wi Contia0'Ors in accordance with Rub 18. 3) Approved pursuant to CRS 37 °2 foZ(3)(b)pQ(A) as the Only well on a trai of land of 37 18 acres descnbea as tot c9, Sopris Mountain Ranch division of land, P(dkln County. being more particulary described in the attached Exhibit A. to three 4) The use of ground water from 'his well is limeed ro Ftre praealoh, groin&% hoarce d purpdaes and `Q single fami"r dwellings, the irrigation 0 not more than one p) acre of home gardens and lawns, arta tna watntng of domestic arLmelS 5) The mamilr�um Pumping rate s1`a& not a>,ceeo 15 GDM. an IkIdNidU21 waste watts disPosat system of the 6) T'.^e return Now from m the use of o waft must be :t2 non-ev&norat`ve rix where the waver is returned to the 1e Ssante Stream system n which rite well d located. , 7) This well shall be Opngructed not more than 200 fee from the tOCBtlon SDeealed on this permit. 81 Aporrn�ed for the ktslaiiation of a pump m• and the use d., am existing well. constructed an A' ust'4. 1998. to a depth of 360 }Cet, under monitoring hole nonce MH340e8. acknowledged Juty 30, 1 l L -'.r` 1095 WEL1. PERMf' Nt1MBER ziaasa- -- - DN. S CNTY. 49 WD 38 DES. BAS.N MC t ae Bock: Tena: g bAn: soPRrs MGuNTAM n}NCH APPF VEO WELL LOC 71ON PMON COUNTY SE 114 NW 114 Section 34 Twp e S RANGC 97 W $h P.M. DiSTANCGj GRnM SECTI N LIN S 252. Fl. trrm North Section I ine ty3o Fr. froir WAST Sect on Lire K --W Receipt NO t7albuJ.f r IOU NOV 12 =y8 EXPf4ATION OATS nATF ISSUED 3q g•d bOEL 694 9T9 T WUWU31SODIN r GIMIUH 990:130 00^13 90 Tnr nr:arl gSSCLRCE ICIT No. GWS -7 GCMr I 4197 _ STATE OF COLORADO OFFICE OF THE STATE ENGINEER 821 ©Idg., 1313 Sman St., Denver. Colorado 80203 (303) 888-3551 Fax (3C3) 866.3589 INF ORNAT ION FOR WELL PERMITS APPROVED PURSUANT TO CRS 37-92.602 ('HOU.SEHOI-D, DOMESTIC. LIVESTOCK AND EXEMPT COMMERCIAL USES) Carefully reed the condhions of approval on your well perrtllt. The conditions and the Information on this intomation sheet must be compiled with In order Tor the permit to remain valid. E ISSUANCE OF THIS PERM!T DOES N0TC.QNFER A WATER RIGMr. A STATEMENT OF BENEFICIAL USE FOR THIS TYPE OF WELL t5 NOT REQUIRED. THE PERMIT EXPIRATION DATE IS TWO YEARS FROM THE Dgg1pUED. The Well must De Constructed and evidence of IT'S construction must be received by this office In the form of a Well Construction and Tast report from the well construction contractor wnhnnirg that the well Mas constricted poor to expiration of the wen permit. The well permit number Is located In the upper fight hand corner of Ina permit, and the expiration date is located in the lower right hand --eoMw-The tStptretior, dMIT-of the pemnn miry be exart+deaorre year ata tune at Vier-dlscreuon otthrSlate-Eir inccr for good cause shown. If an, extension of time is nI'<r_ssan to congNOS_th�ll, you multi_ Ale a written reduest for the extenslon. The realest must state why the well has not construcled and include an estimate of when the wen will he Water well consmrctim and pump installation oorKTartors are specificalty licensed in Colorado to partorrn these Specialized tasks. It is Ilkgal for contractors who do not hold these licenses to construct wells and Install pumping equipment in or on wells. The well must be constructed and the pump insvlled by contractors with current licerrte(s) issued by the StzL of Colorado unless exempted as described on the reverse side. The veli corlsiruCtlDn report Including a lest of the well yield must be submitted to the office of the Slate Engineer within sixty (60) days of completlon of the work or within seven days after expiration of the permit whichever is earlier. The pump Installation report including a pumping system fest must be submitted within siMy (60) days of completion of the Wort. The contraetof(s) must provide you Winn a copy of the work reports) filed with the Stale Engineer. The Well Construction and rest Report. Form Number GWS -31 and the Pump Installalbh and Test Report. Form Number GWS -32 are available from the DWlslon of. Wa:er Resources offices. Additional Information regarding well construction, pump Installation, required testing and well plugging and sealing regulations are found on the reverse side of this Sheet. You have been provided with copies of the well pemltL The owners copy Is for your records. There a also a copy for the pump installation contractor Copies have been sent to the driller if you indicated a driller license number on the application, or these two copies are also erclosed. You may make additional copies for the well constriction contractor if you self -2 a dmerem well mostrudion contractor. I0O NOT GIVE YOUR "OWNER'S COPY" TO THE CONTRACTOR. The onginal perm+f is on file :n the Denver office Records Section. Copies may be Obtained for a of 50 terns per page. Statutes require that any change of mating address or ownership be reported to the State Engineer. Form number GWS -11 L used both by new brmerII to report ownership changes and current owners to report address manges. If you have questions. contact the Denver Office. or the Division Office In the area where your well is l0alad. DI'v"1O111 1 800 Stn Ave Ron 321 Greeley CO 80831 (303)352-ST12 DIVISION 5 Box 196 50513 US Hwy 6 a 24 Ginwd Spgs CO 81801 (970)945-5665 DIVISION 2 Box 5728 310 E Abriende Suite B Pueblo CO 51004 (719) 542-3388 DIVISION a Box 773450 625 So. Linooln Ave. Strobt Spgs CO 80477 (970) 879.0272 DIVISION 3 Box 289 422 41h St Alamosal DO 81 (719) 5a9-8883 101 DIVISION 7 Box 1880 1474 Main SI Durango CO 61302 (970) 247.1845 DIVISION 4 Box 456 1540 E Niagara Montrose CO 51402 (970) 249-5622 DENVER OFFICE Ron 821 1311 Snermen St Denver CO 80203 (303) 886-3581 TOTAL '.03 b'd bOEL 631. 919 T HUWd31soo-lN r OIOJHH R30:60 66 OD Tnr 0 0 Jl+i-l7-.y» J-_1 oCrx.n YCSI�I�Lt i'nar. �i WELL CONSTRUCTION AND PUMP INSTALLATION BY THE WELL OWNER You may construct the well and/or install the pump yourself if the well is for your own use. is on property you own, end is constructed or pumping equipment is imaged with equipment owned and operated by you. It is you, tt O�Sf_Dl_llty to complete arid submit the Well �nsirucllon and Test Report, Form Number GWS -31 ardior the Pump instal— aT–fion and Test Report, rgmn Number GWS -32. The" forms are available from our offices. The welt must be con+lrucled and the pump installed in accordance whh the well construction standards of the State Board of Examiners of Water Well Comtrucilnm aro Pump irstanabon Contractor. The Water Well Constructlon Rules are available from Division of water Resources offices for a fee or $3.00. The Rules cover the minimum requirements for well construction, pump Installation, disinfect'.on, plugging and sealing and include contractor Ilrensing regulatior3. It you are WnalrUotrig your own well or installing pumping equipment, g is mcommeri -vial you nhlain a copy of these Rules for reference. RULE 14 WELL TESTING 14.7 General - The provisions of Inds rule establish minimum standards for the testing of wets wells. Every well constructed for Ne purpose of producing ground water shall be tested to determine: a. a yield fest for the wall; and i b. the production rate of the equipment installed when the welt Is Placed irto service. 14.1 Well Yield Test - The yield of a well shall be determined as a aabi+zed production rate where Ine withdrawal rate and the drawdown do :rot change by more than 10 % during the last hour of the test. The test shall dernons1rate that either a, tits well Is capable o1 producing the pelifiltted pumping rate for the well; or b mal the maximum yield of the well Is less than the permitted Production rate. 14.3 Responsibility for Well Yield Test - Well construction contractors are responsible for performing the well yield fest and submhling the test data 10 the State Engineer. if the construction contractor also inslalts the production fequipment. the well yield test may be combined with the production equipment test, provided that the lest meets the requirements of Rule 14.2. The construction contractor may forgo the well yield test if he can show that a licensed Pump installer will perform -he well yield test with the permanent production equipment within 60 days of his drilling of the well. 11,4 production Equipment Test - The production equipment msialled in wells shall be tested to make sure g is functioning as designed. The test shall demonstrate the production capacity of the aquiPmert as 2=91'yinstalled in the well or that the production from the well complies with it's conditions 01 the Permit, whichever is loss. 14.5 Responsibility for Production Equipment Test - Pump installation contractors are responsibm for testing me production equipment installed in a well upon completion of their work. if the well construction Contractor determined the well yield and submitted a report. the pump installer need not perform anot'mer well yield lest. H the pump ins-aller does l rpt perform a Well yletd test wrh the permanent Production equipment, tie snag perform a production equipment last and wells to be plugged and sealed must be plugged in accordance with of the Water Well Construction Rules. A Well Abandonment Re Pon, forth number GWS -9 must be submitted to confirm plugging and sealing of the well. This forts s aysgd',Itr, frim our oPfiera{ cw. The geaR4kWfor pwggb�g-an0'seabng"aorta is 040111-111 !ie found on the reverse side of the Well Abandonment Report form. RULE 15 STANDARDS FOR PLUGGING AND SEALING WELLS AND WELL EXCAVATIONS 15.1 General -The plugging and Sealing of all wells, monitoring and observation wells, monitoring and observaucn holes, and test holes, wNcn are no longer intended to be used, IS necessary to prevent contamination of ground water and the migration of water ttuouo the unused borehole It is the ultimate responsibility of the well owner to have e we!I prnpeily plugged and sealed. The well rnnstNRlon contractor or authorized individual is responsible ror notifying �, the well owner of these filugging requirements. Persons authorized to install pumping equipment may Plug wells which do " requne the removal of rasing from more that'. one aqulfer of the ripping or Perforating of rasing opposite confining layers. All materials used for badifllling shall be dean and free from contaminants. The well casing may be cut off below land surface so that it will not Welfare with the ardfcipated use of tide land. It me casing is cut off excavation shall oe .gilled with materals which are net morirl cover shall eepermanently O permeable than thesurrounding soils. to the remaining tas!ng and the TOTAL P.01 l J' S - el irOCL 63tb 3I3 I NUWd31300_lN r a_10dUH aBOr60 66 00 Iter ,�a-as-tsss ce=o9 Nsme Gro ' nitritir•r �— SEW -H , MGT Sheltonfling COIP- p 0 so 1059 tic. # 0g5 ..r .sur: r R d pumo Set OePth aqua Tec punv Purlo Fd Pt%001rtstallatxi" ) 6 WeRea nerd ,,,w ury Cc irwolce * C.1279 Date oa z� Per it N Locoon Peiorsted Ft : Estimated ' _V^t t5 M Static Level Total Drtilad 740 J IQ GPM 96q -p311 (TOo n;;TT�cn) � tRkr'ntcHdub) � o E 9,50000 Price per Fod ci FoCt 75_.� Poor Fad a S e 9,5000 1 otal invoice.... ' ' l 9.500.00 pue and DWf!� upon pi Penna _— t G M 1tlE PUMm Sys -mm SELF Co, IFAS puw IM9T�N t T}e9 WELL Oi1R W SYS TTE" �L VOID OUR W ARRh' D BY ! L EgTAB�H9 ^E AL i.WE l3Ul�`Y IjtST'u vt1N��PTEST aCOA14 g�*4G- 0.t It LEW IV A V LIE7 GAIT Te�gt11t1E WHtL m e � prmw wmn OETE pd Od BTRON E H PAMM 0 k 1M A o*T �� �topd�r': �Qlwatleo. nnyrOtx�'�°n us+ b+ro' of 90" of dry ho" pr eu° ti. 6EfE ucno µplea la's �oM s a oiheis i"" m ° a e* sPP np wo 3.OaMof*p iep�toOe �iwidY°° rdaW 4,q 9 °' U*r!a Wlu n tam rhle i01 tM Dt us tpr decd ntact T 4. 1M bad�rI Rv dryReQ jione Ple� e coY t ys p 0 KAptdtn♦1 W 9b :�" r'" ton8 o co �'d Vd hese am qu°at J 9'd bOEL 694 919 T WUW831SODIN C alOaUH QS0!60 66 00 Inc t a Beach F4 Resource Management. LLC Ilarold J. Kloosterman Cambridge partners P.O. Brix 63 New Buffa'o, MI 4906E Ke n U September 9, 1993 Groundwater Well Water Samples Dear Harry: The pump test results from Samuelson Yuma Co. verified the well is capable of yielding 10 gpm. However, during a standard four hour test the well did not reach equilibrium and consequently hater was being continuously mined from the well. Nevertheless, the well recovered over 100 feet of water within thirty minutes. While this test is not conclusive of the well's potential, it appears to be satisfactory for domestic purposes and limited lawn mid garden irrigation. The water quality sample results indicate that the water is acceptable, though sodium and dissolved solids content were above the drinking water limits prescribed by the Colorado Department of Health. These may be reduced by installing_ a=airs _ purifier from suppliers such as Cu h an Wates-Cnnd,L -- p.Qt LA Beach FI Resource Management, LLC Harold J. Kloosterman Cambridge Partners P.O. Bor tib New Buffalo. hu 49068 Dear Harry: September 9, 1998 Re: Groundwater Well Water Samples The pump test results front Samuelson Punto Co. verified the well is capable of yielding 10 gpm. However, during a standard four hour test the well did not reach equilibrium and consequently water was being continuously mined from the well. Nevertheless, the well recovered over 100 feet of water within thirty minutes. While this test is not conclusive of the well's potential, it appears to he satisfactory for domestic purposes and limited lawn and garden irrigation. The water quality sample results indicate that the water is acceptable, though sodium and dissolved solids content were above the drinking water limits prescribed by the Colorado Department of Health. These maybe reduced by installing a water purifier from suppliers such as Culligan Water Conditioning. The rental of a purifi--r costs $25 per month plus a $75 installation fee whereas the installed price of a purifier ranges from $1,0'7C1 to $1,465. Please call me with any questions you might have. We will file a well permit for this well and complete all the necessary paperwork. 0163al.04 CC: %I Prckea, Esq. 3M IF .0; (970) 9M3475 i. • •ICY 4. 14 Sincerely, t t� L'd bDEL Gab 313 WUWN31S007N C 0I0LIdH Qit=60 66 00 rnC alarmwarr� - _ .. EXSTWG AND P,17l.RE GROUND BACKFILL - 3"MNJS MAX 6' -TOP SOL BEDDWG ZONE - FIDE NATNE MATERIAL NO LAIR692 THAN 1" W OW -ETM WITHN 6 "OF RSFLTRATOR� 1?, FLTRATOR J i WFLTRATOR J 0 PERCOLATION HOLES 0� PROFILE HOLE INSPECT N ORTS AT F D OF EACH / x90' BED SYS' 120 INFILTRATO 8 - W - FOOT NFLTRATOR ROar- BL.4rrS N EACH - 120 TOTAL ROW, E TO BE FELD DETE IMEWED MN-"" CS=TW 5 }FOOT TO BOTTOM OF TR- ' . 5m C.ON ut. TiON E TO BE FELD DETERMWED BY ENGNEEZ 4" SDR PvG PPWG TO EACH END OF WLTRATOR TRENGES NSTALL OPEN TEE AT EACH TReZI4 5ED DI ETA IL - N I S a ��I1 1 1 1 1 1 L�tl I I I I I I I I I I I I I I M I If�-41 �lll[ItfIImH]RIIWiIwUIIIIIIIII[HIIIIII it 4" PRIG / 35 8 Rows OF 15 UNITS M A BED LAYOUT WITH EFFLUENT INTO EACH END \ GH ROW OF INFILTRATORS IE OF TRENCHES, TANKS, PIPINCs TO BE DETERMINED BY THE ENQNEEI SPLITTER BOX - 2 OUTLETS 1 LINE TO EACH END OF INFILTRATOR BED SYSTEM SYSTEM TO BE INSTALLED SEE DESIGN NOTES FOR ADDITIONAL INFORMATION 20 0 20 40 1 ir,lh = 20 'eet 98-0.48.02 +( 9 0 N VJ W p L. M VL CL O Qm Y a N 9 s M v� a, c W `c a. T Fil ' i i FSI � z s M