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pitkin.eh.273503200010 (2006)
Pitkin Coun' 'nvironmental Health & Natural Resor, rs Department Pe it for an Individual Sewage Disposal _ tem 0405 Castle Creek Road, Suite 10, Aspen, Colorado 81611 Phone 970-920-5070 / FAX 970-920-5077 Permit # 06033 Parcel ID # Type of permit 2735-032-00-010 New( X) Repair() Addition/Remodel to House( ) Name of Owner George Shifrin Street Address 1 n3 Oak Ridoe Drive Property legal description Size of lot 5.69 acres Water source Total square footage of the house \A/oct Ri ittarmilk MPtrn District # of bedrooms in house 5 Caretaker unit # of bedrooms in caretaker unit 9084 # of offices, lofts & similar sized rooms in house Total square footage of the caretaker unit # of offices, lofts & similar sized rooms in caretaker unit Designed for what # rooms (list) 5 bedrooms Permit information Designed by Bot ndaries Unlimited Mailing Address 823 Blake Avenue Suite 102 Glenwood Springs, CO 81601 Perc rate 240 Profile hole depth 8 ft Depth to groundwater or bedrock Minimum Septic tank capacity 2843 gallons Minimum Absorption area Comments Greater than 8 ft 7048 sq ft w/ no reduction Septic permit approved per compliance with the engineer design and specifications dated April 22, 2006. Any changes must be approved by this department and the design engineer prior to them being made. Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin County ISDS regulations. The engineer has stated that the setback from the well to the field can be reduced to 148 feet. This system will consist of one 2500 gallon single compartment tank followed by a 1000 gallon tank with a biotube pump in the second compartment. A 4" PVC ball valve can be installed in the first compartment of the second tank to allow access to the old system for emergency purposes only (see engineer's statement). The effluent will be pumped to a large pipe and gravel system (120 x 59). The bed should be level with 1 foot of clean 1 '/2" screened rock covered with 1-3 feet of backfill. A pump test should be conducted at the time of final inspection. This department does riot endorse any brand of products. This permit must be kept on-site during installation. The engineer must do a final inspection of the installation and submit an as -built letter to this department. This department must also be called for an inspection with a minimum of 48 hours advanced notice. "Revegetation over the area of the field is very important for the functioning of the system. Pitkin County has guidelines that must be followed to assure the plants that are introduced are appropriate for the conditions of the area. The use of native plants is strongly encouraged. I Permit approved by: /�y JQ ( � i �� � ��C4 (AV a ��Q Date:=`)"``�� b itikulv]. (1� 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. Expiration Date: I ) I& 1 06___ Installer: ` ; License Number: T Final approval: `` J Date: (e %� (110, IN R PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM 0405 Castle Creek Road, Suite 10, Aspen Colorado 81611 Phone (970) 920-5070 Fax (970) 920-5077 Name of OWNER -��(j C 11 TY ! n Owner's Mailing Address 113 )&-k- t`L� Cit , State, Zip as X4'1 c."' �� (� Business Phone: Home Phone: l --l0 E-mail Address: Primary Contact Person (all communication regarding this permit will go through this person) Name E ri L" �e (h•'� eke ( n� Company e- e's Co nst- (;-l-Ibr" 1'��u.+ tom, er?lr-`Tt l. -LC- Contact Mailing Address - -L]-5 CvLLn OC -A 1lJZi S irL' -c (o() City, State, Zip -' 19 und.a-lam ib Business Phone( u ?(Af"ICl4-3 Cell Phone: U Fax W 'v L{ -(q 6(. E-mail Address:Cis (Efi, - � Parcel ID # (available from assessor's office at 920-5160 or at www.pitkinassessar.or ) - --� --� - Building Permit # (if available) Street address of property V ✓✓ !Q�' ' ile L Legal Description: Lot Selock Filing Subdivision Size of lot: lj. (<,�t acres. Type of proposed structure: `S ~ r'� r Total square feet of house G( �� t✓ # of bedrooms (potential) in house Caretaker Unit: Attached ( ) Detached ( ) Total areas . ft. of caretaker unit # of bedrooms(potential) in caretaker unit Permit is for: New Home (� ) Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( ) Water: Private well ( ) Spring ( ) Stream ( ) Community/Public Water System ( ) If community system: Name of system 11A M6b' ml ti, Met,-, The fee for a ISDS application is $600 for a permit that takes 6 hours or less for the department to approve. If approval takes longer than 6 hours. a rate of $100 per hour will be charged. The maximum fee is $1000. The basic fee of $600 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 Pitkin County Environmental Health Department, Pitkin County and employees of these agencies will be held harmless should the individual sewage disposal system fail or malf nction. The permit to construct is issued on information submitted by the applicant or his/her representatives. TAe owner asspes full responsibility in case of failure of the system. Signature of applicant Received by Date #� Date NOTE: SEPTIC SYSTEM APPLICATION CHECKLIST SEPTIC PERMIT APPLICATIONS CANNOT BE ACCEPTED UNTIL ALL OF THE DOCUMENTS AND INFORMATION BELOW HAVE BEEN RELIEVED. Each box should be checked to indicate the following have been completed, or submitted as part of the application. Only one copy of each document is necessary. Completed application form. Engineer design stamped by a Registered Professional Engineer (RPE) registered in the State of Colorado - o Design must be based on the Pitkin County ISDS Regulation, Revised 2001. This design should be on a site map (V to 20' scale) that must include locations of all existing and proposed wells, location of perc tests, contour intervals, all proposed and existing buildings, property lines, ditches, water lines, sprinkler systems, springs, suction (irrigation) lines, drinking water cisterns, drain tiles, all water courses, floodplains, floodways, dry gulches and existing septic systems. The map must include all such features on neighboring properties within setbacks. o An individual may provide ISDS engineering services for themselves provided the dwelling the ISDS serves is his/her primary residence, but an Owner/Builder Acknowledgement must be signed at submittal. See Pitkin County ISDS Regulation Article 4, Section 6.28.110. Val Environmental Health & Natural Resources has been notified and given an opportunity to visit the site at the time of soil testing. Soils report provided by an RPE: o Percolation tests (must be conducted by an RPE). o Soil profile. Building floor plans. Plans should be 11"x17" and legible. Land use development approval (from Community Development): o Recorded 1041 Hazard Review Site Plan designating the approved building envelope. o Copies of all land use development approvals pertinent to location of the septic system, or pertaining to the property's water supply (e.g., BOCC Resolution, HO Decision). Proof of adequate water supply. Generally, this will include: o For private wells (well must be drilled before septic permit can be issued): • Well driller's report. ■ Well permit (issued by the Colorado Division of Water Resources) and final augmentation plan (if required). o For community and non -community public water systems: • Letter from the Water District confirming they have sufficient water to supply the development and have agreed to do so. o For surface water diversions: • Proof of decreed water rights. Proof of adequate water quality. o Bacteriology test results. (Aspen Consolidated Sanitation District and Snowmass Water & Sanitation District perform this test locally). Fee. The ISDS Permit fee is $600; the flat fee covers the first 6 hours of processing. An hourly rate of $100 will be charged beyond the first 6 hours, up to $1,000. The "tank only" fee is $150. Please make check payable to: Pitkin County Environmental Health & Natural Resources Department. A WAIVER IS AVAILABLE FOR SUBMITTING A BUILDING PERMIT APPLICATION PRIOR TO OBTAINING AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT. Please ask the Community Development Department or Environmental Health & Natural Resources Department for further information. G:\isds\isds applic\isds ckist 032306.doc co PITKIN ENVIRONMENTAL HEALTH DEPARTMENT ISDS DESIGN CALCULATIONS Owner's Name Parcel ID # House Size (sq. ft.) (75 gpd, 100 gpd, or 130 gpd) 130 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 0 (If the caretaker unit is ATTACHED, treat as if part of main house.) Average Daily Waste Flow 1300 State Review Required? no Perc Rate 240 (T) Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75 Q= 2275 Minimum tank capacity 2843.75 gallons . Absorption Area (=Q/5 X SQRT perc rate) A = �7048_8�29ft. of absorption area required X°"` 11 Q W avelless chamber units without reduction # of Perc Holes Required: 5.8740247 1 in every soil type? Spaced uniformly over proposed area? QUICK 4 9_8UQ ICK 4. 9.2 A = 3524.4148 sq.ft. with 50% reductionTRENCHES 4934.1808 sq ft 30% reduction BED 360 gravelless chamber units with reduction 536 chamber units with reduc. STANDARD A= 3524.4148 sq.ft. with 50% reductionTRENCHES 4934.1808 sq ft 30% reduction BED 227 gravelless chamber units with reduction 318 chamber units with reduc. EQ 36 221 EQ36 units in TRENCHES 395 EQ36 units in a BED 0 Pitkin County Environmental Health Department Contact Log Sheet Parcel�. .. , Pers"poken To Comments / Action to be Taken ENE MIMES in, iw x • ►��.�%►1ST ♦./ ♦ i __ 1 I 1 �, �� • t ___ RIM, lam. �r1Rf MAM" .011 MV 101, 171W. 1., ., , . 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Ails �► # �' w "f" ,.- ,y�«��' p, '*"r „jr •'{,.uy + - '.. gr w Ir + .. s ,• f �M�'�, 4 ."tea• # '+ �!� k IPAs,.' j i < r r s +{ a may* • , + +� a. .r t w sy, 46 - ,,+ ,,, mss' �" -'"". �. .. �f M '� � -:� . � •„ _ w y <. xti r 4 T 4VO 16'-o r. z m� `��iillii�i •kF .i '' 4 _ i . 4` ^y'' -•yam, q _ > r�- ' ..� '� ►aY+'� f�f; r� �✓. <eRi� `' fir. � ��. • '�^', -•' «- � � _ �. w. .��`;'K"� w#mer rr �,u a ..� ,$ w>*. ,! + p w A% . F 10 Plb6 le IPAs,.' j i < r r s +{ a may* • , + +� a. .r t w sy, 46 - ,,+ ,,, mss' �" -'"". �. .. �f M '� � -:� . � •„ _ w y <. xti r 4 T 4VO 16'-o r. z m� `��iillii�i •kF .i '' 4 _ i 4 V° a. a - ' r F � 4 ,p w► No— Ary, A AW 7ddfto _ a M �" _ '� �±.,` # .. � � .,.r .rte � � i, . 1y�.'n!' `` "`" �s " ,,,,,;, _ *'� �+! -. -,� - • Page 1 of 2 Carla Ostberg From: Deric & Tracey Walter [dericwalter@comcast.net] Sent: Thursday, May 17, 2007 11:17 PM To: Carla Ostberg Subject: RE: pictures - shifrin Forget working for Pitkin County, you should start up a photo studio! The way you captured the essence of the Sch. 40 PVC subtly arcing its way down the center of the trench and then abruptly swerving into the first tank at 450 ... Breathtaking 0... All cheesy compliments aside, thanks for forwarding the pictures to me. I assume there is a cleanout at the building (Adam told me there was) and that the pipe is 4"0. If that is correct, them I'm good with backfilling the trench. They should hold off on backfilling the tanks until we can verify that the vertical manifold is installed in the first tank and I believe they will have to use 30"0 risers if using a Biotube Pump Vault at those depths. I am unfortunately out of the area today and do not have Adam's # with me. Could you please remind him to contact Angela Halliwell at SCG Enterprises to verify the riser size requirements for this depth? Thanks a million! Oh, and my business email addres s deric@bu-inc.com -Deric From: Carla Ostberg [mailto:carlab@co.pitkin.co.us] Sent: Thursday, May 17, 2007 12:00 PM To: Deric & Tracey Walter Subject: FW: pictures - shifrin Hey Deric, I was at the Shifrin residence yesterday and took these pictures. Not much to see as far as the tanks go because there is no plumbing and no pump in there. They wanted to backfill the line from the house to the tank as it is a significant trench. I thought that should be fine. Let me know if you need anything or have other questions. Thanks, Carla Ostberg, REHS 5/22/2007 Page 2 of 2 r Environmental Health Program Supervisor Pitkin County Environmental Health and Natural Resources 970-920-5438 5/22/2007 Page 1 of 2 Carla Block From: Deric Walter [deric@bu-inc.com] Sent: Monday, May 08, 2006 11:49 AM To: Carla Block; jma@sopris.net; alana@sopris.net Subject: Shifrin ISDS Carla Block Pitkin County Environmental Health Per our discussion, I would like to include the following text to be included in the Shifrin ISDS: 103 Oak Ridge Drive, BUI#2005-Shifrin. "Based on the geological conditions (clayey soils with slow percolation rates at 120 to 240 mpi) and evaluation of risk of contamination of groundwater, it is not necessary to add 8 -feet additional distance for each 100 -gallons or wastewater per day of design flow over 1,000 gallons per day as specified in the table to prevent contamination. The 148 -feet of separation between the proposed absorption area and groundwater well are appropriate to prevent contamination." "While the existing septic field is not sufficiently sized for the proposed residence, it did not show evidence of failure. Therefore, it is proposed that the existing septic field be connected to the second septic tank for temporary use (up to 24-hrs) when power outages prevent the pumps from operating. The physical use of the field shall be controlled through a manually operated 4" PVC valve. When using this field, the owner shall minimize water usage and operate it at his/her own risk. BUI makes no guarantee on the condition of this field or its ability to function under the calculated calculated demands." Sincerely, Deric J. Walter, PE Deric I Walter, PE We've moved to the Blake Professional Building! 823 Blake Ave., Ste. 102 Glenwood Springs, CO 81601 5/8/2006 Page 2 of 2 T. (970) 945-5252 1 F: (970) 384-2833 1 C. (970) 618-7035 derlc@bu-lnc.com OFBOUNDARIES UNLIMITED INC. fm ConSullOng & Civil Engineers Notice: Use ofthis electronic media by anyone other than Boundaries Unlimited Inc. shall be at the sole risk ofsuch user and without liability or legal exposure to Boundaries Unlimited Inc. 8 saying these fle(s), the user_7CCeJ1_tS responsibility for this electronic media 5/8/2006 A parcel of land situated in the SW1A of the NW1A and the NW1A of the SW1A, Section 3, Township 10 South, Range 85 West of the Sixth Principal Meridian. County of Pitkin, State of Colorado Stickies (username) 1 Tue, Apr 25, 2006 APR -25-2006 10:29 H -P GEOTECH 1 fn tech i-!F".PWORTH-PAWLAK GEOTECHNICAL Apf•il 14, 2006 t'., • . ki�:pworrti-rawl;ik Uept: c! : ,..i., Inc 500 Coumy 'toad 154 CJlenworxi 5priags, C'olr:tt�t•: `�.!/,J1 f one:970,'.345,7988 Fax: P. 01104 I`-slac River Construction Attn: Rick Halevy ,275 County Road 100, Suite 100 C�:rbondale, Colorado 81623 .lois 'No. 106 0329 Subiect: Percolation Testing, Proposed Septic Disposal System, 103 Oadc- Ridge Drive, Pitkin County, Colorado. Di) ar Mr. Halevy: As requested, Hepworth - Pawlak Geotechnical, Inc., performed percolation testing at the sub,jcet site. The testing, was performed in accordance with our agreement :for professional services to Blue River Construction, dated April 10, 2006. CTL;/Thompson, luc. previously conducted a subsoil study for foundation dcsianat the subject site and Presented their findings in a report dated August 29, 2005, Project No. GSO"581-120. Six percolation test holes had been excavated prior to our testing; at the locations shown on',, i,,Ture 1. The subsoils exposed in the percolation test holes consisted o -k -,.tl)out l foot of topsoil overlying sandy clayey gravel with cobbles and boulders. No frce water was observed in the test holes and the soils were slightly moist to moist. Percolal on test holes were nand dug in the bottom of shallow backhoe pits and soaked with water iby t:be client on lA2ri1 10, 2006. The holes vvere covered with insulation to protect againsF. f,:eezing ovcr:Li2ht. Percolation testing was conducted on April 11, 2006, by a representative of Hepworth - `' �U\ Pawlak Geotechnical, Inc. The soil temperatures in the test holes prior to testing varied 11 bet% -ren 40°F and 46'F and the air temperature was about 50°F. "fest holes t'-1, .P-2, and I'-3 were performed within the existing leach field. Test holes P-4, P-5 and .P-6 were per{'On-ned at the top of'knolll to the cast of the existing leach field. The percolation test results are summarized on Table 1. The percolation test results indicate infiltration rates p of J 20 and 240 minutes per inch.. Based on the subsurface conditions eneowntert"d and the Parker :iO3-841-7119 , Colorado Springs 719-63.3-5562 • Silverthorne 97,11;-465'4989 -19 APR -25-2006 10:29 H—P GEOTECH P.02iO4 131 Lie River Construction n rril 7-4, 2006 Pale 2. percolation test results, we recommend the system be designed by a professional engineer. If you have any questions or need further assistance, please call our office. S illcerely, 111, \k/ORTH - PAWLAK GEOTECHNICAL, INC. J07dv Z. Adamson, Jr., P.E. R.(;v. by: DEH JZA/kmm attachinents Figure 1 — Location of Percolation Test Holes Table 1 — Percolation Test Results cc: Boundaries Unlimited, Inc. —Atte: Deric Walter Job No. 106 0329 r�xecf� APR -25-2006 10:29 H -P GEOTECH P. 03/04 -.405� APPkOXIMATE SCLAE V7, 80' P 1 815 r 8170 P5 A i 1 1 P6 1 � a150 I 1 ` a1so� 1 � I � / 1 / 8170 8180 ` — — B180 106 0329A.� LOCATION OF PERCOLATION TEST Figure 1 bl1 W05M+PAW GEor�nrw,cu HOLES APR -25-2006 10:30 H -P GEOTECH HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS P.0 JOB NO. 106 03)9 HOLE W). HOLE DEPTH LENGTH OF WATER WATER DROP IN i AVERAGE (INCHES) INTERVAL DEPTH AT DEPTH AT WATER i PERCOLATION (MIN) START OF END OF LLVFL RATE INTERVAL INTERVAL (INCHES) (MIN./INCH) (INCHES) _._{INCHES) ....... ... P-1 11. 58 i 30 51/2 51A 1 14 51/4 1A 4 3/4 240 P-2 65 30 6 5 1/2...... /Z 1/4 5 4 -Y4 1 4 3/4 120 0 P-3 63 30 4 3/4 3/4 41/2 4 1, 41/z 41/2 0 240 30 61/2 6111 i 1/4 61/4 I 61/4 j 0 6 1/4 6 _0 Z40 30 61/2 61/4 6 1A 6 1/4 6 5 3A 1 1/4 5 3/4 51/2 1/4 30 61/7 61/2 1 C, 6 1/2 6 1/4 1/4I. 61/4 61/1 0 6114 6 1/4 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked by the client prior to our testing. Percolation tests were conducted on April il, 2006. 'The averace percolation rates were based on the last two readings of each test. TOTAL P.04 0 Buttermilk Metropolitan District 517 East Hopkins Avenue Aspen, Colorado 81611 Joyce Armco, President Vine Santucci, Vice- Presi entCharles Malkemus, Treasurer Marcy Grass, Secretary Tom Sandof Director Gary Beach, Manager April 10, 2006 Ezra Louthis Pitkin Community Development Dept. 130 S. Galena Street Aspen, Colorado 81611 Re: 103 Oak Ridge Drive (Property ID #: 2735 0320 0010) Dear Ezra: This letter will confirm that the property at 103 Oak Ridge Drive lies within the corporate Boundaries of the Buttermilk Metropolitan District. The Buttermilk Metro District provides potable water service to properties within the District through a Colorado State approved public water system. The system identification number is PWSID # CO 0149160 and a ground water source has been adjudicated Under Case Nos. OOCW305 and 01CW28 in Water Court Division 5, and the water supply meets or exceeds all federal and state water quality standards and a fully operational pumping, treatment and distribution system is in place to deliver water to all properties currently within the District. The property at 103 Oak Ridge Drive is therefore eligible for water service from the District upon completion of a water service application, payment of processing and inspection fees and the installation of a District approved water service line and water meter. 103 Oak Ridge Drive is also served by District maintained asphalt roads including West Buttermilk Road and Oak Ridge Drive. 103 Oak Ridge Drive is eligible to access these roads, and use of the roads during construction by heavy vehicles is permitted following the payment of a Heavy Vehicle Use Fee. This fee is calculated by, and paid to, the District for the accelerated wear caused by heavy trucks and equipment commonly used to build larger homes. All proposed cuts to the road and access points must be pre -approved by the District. Home sites that are set back from existing roads are encouraged by the District as this is in keeping with the feel of the neighborhood. Sincerely, James T. Korpela District Operations Manager Apr 25 2008 9 30AM H ^ :�•. Vii.. .:i t.� . ..v,,wt .�rN•;s;:aWaF3'%€+Y.J�ti ;nmaF•a.*K�'.'.'9?fii*d..hw.:r,: 9"'-925-4754 p.2 CTL I THOMPSON t. SOILS AND FOUNDATION INVESTIGATION SHIFRIN RESIDENCE 103 OAK RIDGE DRIVE PITKIN COUNTY, COLORADO Prepared For: Ai MYLES RICHARDS CONSTRUCTION 300 A Aspen Airport Business Center V Aspen, CO 81611 Attention: Mr. Walter Boromski Project No. GSO4581-120 Revised =` August 29, 2005 b, 234 Center Drive I Glenwood Springs, Colorado 81601 Telenhone:970-945-2809 Fax: 970 d . r r TABLE OF CONTENTS SCOPE SUMMARY OF_CONCLUSIONS SITE CONDITIONS PROPOSED CONSTRUCTION SUBSURFACE CONDITIONS EARTHWORK Excavation Structural Fill Backfill FOUNDATIONS FLOOR SYSTEM AND SLABS -ON -GRADE BELOW -GRADE CONSTRUCTION SUBSURFACE DRAINAGE SURFACE DRAINAGE LIMITATIONS FIGURE 1 -APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS FIGURE 2 — SUMMARY LOGS OF EXPLORATORY BORINGS FIGURE 3 — SWELL -CONSOLIDATION TEST RESULTS FIGURE 4 —GRADATION TEST RESULTS FIGURE 5 — EXTERIOR FOUNDATION WALL DRAIN TABLE I —SUMMARY OF LABORATORY TEST RESULTS MYLES RICHARD CONSTRUCTION 103 OAK RIDGE DRIVE PROJECT NO. GSO4531-120 REVISED 1 1 2 2 3 4 4 4 5 5 6 7 8 8 9 W r Ni SCOPE This report presents the results of our soils and foundation investigation for the Shifrin Residence proposed at 103 Oak Ridge Drive in Pitkin County, Colorado. The purpose of our investigation was to evaluate the site and subsurface conditions. and provide design -level geotechnical recommendations for the proposed construction. Our report was prepared from data developed from our subsurface ------------- - exploration, laboratory testing, engineering analysis, and our experience -with similar conditions. This report includes a description of the subsurface conditions found in our exploratory borings, and our opinions and recommendations for design and construction of foundations, floorsystems, below -grade walls, and details influenced by the subsoils. The recommendations contained in this report were developed based on our understanding of the planned, construction. If plans will differ significantly from the descriptions contained herein, we should be informed so that we can check that our recommendations and design criteria are appropriate. A summary of our conclusions is presented below. SUMMARY OF CONCLUSIONS 1. Subsurface conditions found in our exploratory borings consisted of 6 inches of concrete over 2.5 feet of fill or about 6 inches of sandy clay "topsoil" underlain by natural clayey to silty gravel with cobbles, boulders and lenses of sandy clay to the maximum explored depth of 10 feet. Practical auger refusal occurred on cobbles and boulders at multiple depths in' our borings. Free ground water was not found in our exploratory borings. 2. We recommend constructing the residence on footing foundations supported by the undisturbed, natural gravel soil. Existing foundations, floor slabs and utilities should be removed from below the building footprint. Design and construction criteria for footings are presented in the report. 3. We judge potential risk of differential movementwill be low for slab -on- grade construction supported by the undisturbed, natural gravel soil at this site. A washed rock layer with an embedded PVC drain pipe network will be required below slab -on -grade floors. MYLES RICHARD CONSTRUCTION 1 103 OAK RIDGE DRIVE PROJECT NO. GSO4581-120 REVISED 4. Surface drainage should be designed to provide for rapid removal of surface water away from the proposed residence. A foundation drain should be installed around the building. SITE CONDITIONS The site is located at 103 Oak Ridge Drive in Pitkin County, Colorado. The building envelope is on a small ridge thattrends down to the north along the eastside of Oak Ridge Drive. A two-story, wood-frame.residence was located on the property (see Figure 1). The building was being demolished at the time of our field investigation. Large areas of concrete flatwork were adjacent to the residence. Gentle to moderate slopes are present adjacent to the building. Steep slopes drop down west of the building. Vegetation on the property consisted primarily of oak brush and sage. PROPOSED CONSTRUCTION Building plans for the Shifrin Residence were not developed at this writing. We understand that the new residence will be constructed near the location of the residence being demolished. The building will likely be 2 -stories with a basement below part of the building. The residence will also have an attached garage. Slab -on - grade floors are desired in the garage and basement. We expect excavation depths will be on the order of 10 to 15 feet at the uphill side of the building. Maximum foundation loads between 1,000 and 3,000 pounds per lineal foot of foundation wall with maximum interior column loads of 30 kips are anticipated. We should be provided with construction plans, when available, so that we can provide geotechnical engineering input and adjust our recommendations and design criteria, if necessary. MYLES RICHARD CONSTRUCTION 2 103 OAK RIDGE DRIVE PROJECT NO. GSO4581-120 REVISED F f s SUBSURFACE CONDITIONS I I Subsurface conditions at the site were investigated by drilling three ' exploratory borings (TH-1 through TH-3) at the approximate locations shown on Figure 1. Borings were advanced with 4 -inch diameter, solid -stem auger and an all - terrain drill rig. Drilling operations were directed by our field representative who logged the soils encountered in the borings and obtained samples. Graphic logs of I the soils encountered in our exploratory borings are sh&wn on figure 2. Subsurface conditions found in our exploratory borings consisted of 6 inches of concrete over 2.5 feet of fill or about 6 inches of sandy clay "topsoil" underlain by natural clayey to silty gravel with cobbles, boulders and lenses of sandy clay to the Q maximum explored depth of 10 feet. The fill consisted of clayey gravel and cobbles. jResults of field penetration resistance tests and observations during drilling indicated I the natural,gravel soil was dense to very dense. Practical auger refusal occurred on i -�•' � cobbles and boulders at multiple depths in our borings. Free ground water was not `j found in our exploratory borings at the time of drilling. Our exploratory borings were backfilled immediately after drilling operations were completed. nv, Samples of the soils obtained from our exploratory borings were returned to a our laboratory for testing. One sample of clay was selected for one-dimensional, swell -consolidation testing. The clay sample exhibited 0.8 percent swell when wetted under an applied pressure of 1,000 psf. Swell -consolidation test results are shown on Figure 3. Two samples of the natural gravel soil ,selected for gradation testing contained 39 and 33 percent gravel, 37 and 23 percent sand, and 24 and 44 percent silt and clay size material (passing the No. 200 sieve). Soil sampling equipment limited the maximum retrievable soil particle size to 1.5 inches. Therefore, gradation test results are representative of only the smaller size fraction of the actual soil. Observations during drilling indicated a significant percentage of the subsoils at this site are cobbles and boulders. Gradation test results are shown on Figure 4. Laboratory testing is summarized on Table I. MYLES RICHARD CONSTRUCTION 3 103 OAK RIDGE DRIVE PROJECT NO. GSO4581-120 REVISED EARTHWORK Excavation We expect that maximum excavation depths of 10 to 15 feet will be required at the uphill side of the proposed residence. We anticipate excavations for the building foundations and utilities can be accomplished using conventional, heavy-duty excavation equipment. Large boulders should be expected. Existing building foundations, floorslabs, utilities and fill should be removed from below the building. Our representative should observe the completed foundation excavation to confirm that deleterious materials are removed and the natural gravel soil is exposed. Sides of utility trenches will need to be sloped or braced to meet local, state and federal safety regulations. The natural gravel soil will classify as a Type C soil based on OSHA standards governing excavations. Temporary slopes deeper than 5 feet should be no steeper than 1.5 to 1 (horizontal to vertical) in Type C soils. Free ground water was not found in our exploratory borings during drilling operations. Ground water levels vary with seasonal conditions and are normally closest to the ground surface during and immediately after peak snow melt in spring and early summer months. Our experience in the area of this site indicates that the upper soils become saturated during snowmelt, which can result in significant flow of ground water into excavations. We expect that dewatering can be accomplished by sloping excavation floors to gravity discharges or temporary sumps where water can be removed by pumping. The ground surrounding the excavations should be sloped as much as practical to direct runoff away from the excavation. Permanent dewatering is discussed in the SUBSURFACE DRAINAGE section. Structural Fill I Structural fill may be required to obtain subgrade elevations for the garage floor and exterior concrete flatwork. Areas which will receive fill should be stripped MYLES RICHARD CONSTRUCTION 4 103 OAK RIDGE DRIVE PROJECT NO. GSO4581-120 REVISED of vegetation, organic soils and debris. The on-site soils free of organic matter, debris and rocks larger than 4 inches in diameter can be used as structural fill. Structural fill should be placed in loose lifts of 10 inches thick or less, moisture -conditioned to within 2 percent of optimum moisture content and compacted to at least 98 percent of standard Proctor (ASTM D 698) maximum dry density. Moisture content and density. of fill should be checked by a representative of our firm during placement. Backfill Proper placement and compaction of backfill adjacent to foundation walls is important to reduce infiltration of surface water and consolidation settlement. Backfill placed adjacent to foundation wall exteriors should be free of organic matter, debris and rocks larger than 4 inches in diameter. Backfill should be placed in loose lifts of 10 inches thick or less, moisture conditioned -to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. We recommend that density and moisture content of structural fill be checked during placement. FOUNDATIONS We recommend constructing the proposed, residence on footing foundations I I. supported by the undisturbed, natural gravel soil. Existing foundations, floor slabs, utilities, and fill should be removed from below the planned building footprint. The completed foundation excavation should be observed by a representative of ourfirm, prior to placing forms, to confirm that deleterious materials are removed and that the natural gravel soils are exposed. A 4 -inch thick layer of densely compacted, granular, structural fill can be used as a leveling course below footings. Recommended design and construction criteria for footings are presented below. 1. The footing foundations should be supported on the undisturbed, natural gravel soil. Soils loosened during the excavation or forming MYLES RICHARD CONSTRUCTION 5 103 OAK RIDGE DRIVE PROJECT NO. GSO4581-120 REVISED process for the footings should be removed or the soils can be re - compacted prior to placing concrete. A 4 -inch thick layer of densely compacted, granular, structural fill- can be used as a leveling course below footings. 2. Footings should be designed for a maximum soil bearing pressure of 5,000 psf. 3. Continuous wall footings should have a minimum width of at least 16 inches. Foundations for isolated columns should have minimum dimensions of 24 inches by 24 inches. Larger sizes maybe required, depending upon foundation loads. 4. Grade beams and foundation walls should be well reinforced, top and bottom, to span undisclosed loose or- soft soil pockets. We recommend reinforcement sufficientto span an unsupported distance of at least 10 feet. Reinforcement should be designed by the structural engineer considering the effects of lateral loads on wall performance. 5. The soils under exterior footings should be protected from freezing. We recommend the bottom of footings be constructed at a depth of at least 42 inches below finished grades for frost protection. FLOOR SYSTEM AND SLABS -ON -GRADE Slab -on -grade floors are desired forthe garage and basementfloors. Existing foundations, floor slabs, utilities and fill should be removed from below the building footprint. Based on our laboratory test data and our experience, we judge potential risk of differential movement will below for slab -on -grade construction supported by the undisturbed, natural gravel soil. Structural fill below slabs should be placed and compacted as outlined in the Structural Fill section. A washed rock layer with an embedded PVC drain pipe network will be required below slab -on -grade floors to mitigate potential problems resulting from ground water and is discussed in the SUBSURFACE DRAINAGE section. Slabs should be separated from exterior walls and interior bearing members with slip joints which allow free vertical movement of the slabs. Exterior concrete flatwork, such as patio and porch slabs, should be isolated from the residence and well -reinforced to function as independent units. Frequent control joints should be MYLES RICHARD CONSTRUCTION 6 103 OAK RIDGE DRIVE PROJECT NO. GSO4531-120 REVISED TV provided in slabs, in accordance with American Concrete Institute (ACI) recommendations, to reduce problems associated with shrinkage and curling. BELOW -GRADE CONSTRUCTION Foundation walls which extend below -grade should be designed for lateral earth pressures where backfill is not present to about the'same extent onboth "sides ofthe wall. Many factors affect the values of the design lateral earth pressure. These factors include, but are not limited to, the type, compaction, slope and drainage of the backfill, and the rigidity of the wall against rotation and deflection. For a very rigid wall where negligible or very little deflection will occur, an "at -rest" lateral earth pressure should be used in design. For walls.which can deflect or rotate 0.5 to 1 percent of wall height (depending upon the backfill types), lower "active" lateral earth pressures are appropriate. Our experience indicates typical basement walls can deflect or rotate slightly under normal design loads, and that this deflection results in satisfactory wall performance. Thus, the earth pressures on the walls will likely be between the "active" and "at -rest" conditions. If the on-site soils are used as backfill, we recommend design of below -grade walls using an equivalent fluid density of at least 45 pcf for this site. This equivalent density does not include allowances for sloping backfill, surcharges or hydrostatic pressures. The recommended equivalent density assumes deflection; some minor cracking of walls may occur. If very little wall deflection is desired, a higher equivalent fluid density may be appropriate for design. Backfill should be placed and compacted as outlined in the Backfill section. SUBSURFACE DRAINAGE The upper soils at this site can become saturated during spring and early summer months. Additionally, water from rain and surface irrigation of landscaping frequently flows through relatively permeable backfill placed adjacent to a building MYLES RICHARD CONSTRUCTION 7 103 OAK RIDGE DRIVE PROJECT NO. GSO4581-120 REVISED =Mftm and collects on the surface of relatively less permeable soils occurring at the bottom of the excavation. This can cause wet or moist conditions in below -grade areas after construction. A permanent dewatering system will be required for the proposed residence. We recommend installation of an exterior foundation drain around the residence. A washed rock layer with man embedded PVC drain pipe network should be. installed below floor slabs. The exterior foundation drains should consist of 4 inch diameter, slofted, PVC R pipe encased in free draining gravel. A gravel zone or prefabricated drainage composite should be placed adjacent to foundation walls. Care should be taken during backfill operations to prevent damage to drainage composites. The upper 2 feet of backfill should consist of compacted, clayey soils to minimize surface water seepage into the subsurface drain. The drain should lewd to a positive gravity outlet, or to a sump pit where water can be removed by pumping. Gravity outlets should not be susceptible to clogging orfreezing. Installation of clean outs along the drain pipes is recommended. Excavations to construct the foundation drain must not undermine the subsoils supporting the adjacent footing foundations. Typical foundation drain details are presented on Figure 5. The drain system below the lower level floor slabs can consist of 2 inch diameter, slotted, PVC pipe installed on 10 foot centers and imbedded in at least 6 inches of washed gravel. The pipes should convey waterto perimeter drain collector pipes. Water collected should be discharged to positive gravity outlets or to sump pits where water can be removed by pumping. SURFACE DRAINAGE Surface drainage is critical to the performance of foundations, floor slabs and concrete flatwork. We recommend the following precautions be observed during construction and maintained at all times after the Shifrin Residence is completed: MYLES RICHARD CONSTRUCTION 8 103 OAK RIDGE DRIVE PROJECT NO. GS04581-120 REVISED J 1. The ground surface surrounding the exterior of the building should be sloped to convey surface water away from the building. We recommend providing a slope of at least 6 inches in the first 5 feet around the residence 2. Backfill around the exterior of foundation walls should placed be in maximum 10 inch thick loose lifts, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor (ASTM D 698).maximum dry density. 3. The building should be provided with roof..gutters and.downspouts. Roof downspouts and drains should discharge well beyond the limits of all backfill. Splash blocks and downspout extensions should be provided at all discharge points.. 4. Landscaping should be carefully designed to minimize irrigation. Plants used near foundation walls should be limited to those with low moisture requirements; irrigated grass or other landscaping requiring comparatively large amounts of irrigation should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of the foundation. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; the application of additional water will increase the likelihood of slab and foundation movements. 5. Impervious plastic membranes should not be used to coverthe ground surface immediately surrounding the building. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to control weed growth and allow some evaporation to occur. LIMITATIONS Our exploratory borings were drilled in accessible areas of the site to obtain a reasonably accurate picture of subsurface conditions. Variations in the subsurface conditions not indicated by our borings will occur. A representative of our firm should be called to observe the completed foundation excavation to confirm that deleterious materials are removed from below the building and that the natural gravel soils are exposed. This investigation was conducted in a manner consistentwith that level of care and skill ordinarily exercised by geotechnical engineers currently practicing under MYLES RICHARD CONSTRUCTION 9 103 OAK RIDGE DRIVE PROJECT NO. GSO4581-120 REVISED similar conditions in the locality of this project. No other warranty, express or implied, is made. If we can be of further service or if you have questions regarding this report, please call. CTL I THOMPSON, INC. Edward R. White, E.I. Staff Engineer Reviewed by: J es D. K�tlogg P E. ,. Project Engrpeef'- ERW:JDK:c (5 copies sent)`-' " r: I MYLES RICHARD CONSTRUCTION 103 OAK RIDGE DRIVE 10 PROJECT NO. GSO4581-120 REVISED SCALE_ V= 4U s �0. s O � 00. E'ectric Switch' Green electric box Electric Transformer 0 Approxi Eosemc Approximate Locations of Exploratory Borings Fig. c c 0 `v 0 W TH-1 TH-2 --- TH-3 EL=8169 EL=8166 EL=8166 r— 8170 8165 8160 AIRY 8150 8145 8140 Project No. GSO4581-120 Revised 50/6 8170 8165 33/12 8160 8155 8150- 8145 150- 8145 — LEGEND: 177-1 Concrete. flo ® Clayey sand "topsoil", gravel and cobbles, moist, rust, brown. ® Fill, gravel, cobbles, clayey, medium dense, moist, rust, brown. Gravel, - clayey, silty, cobbles, boulders; --lenses of sandy clay, dense to very dense, moist, rust, brown, gray. (GC—GM, CL) Drive sample. The symbol 50/6 indicates that 50 blows of a 140 pound hammer falling 30 inches were required to drive a 2.5 inch O.D. sampler 6 inches. Indicates bulk sample from auger cuttings. Indicates practical auger refusal. Symbols above the bottom of boring indicate that hole locations was moved to advance boring farther. 1. Exploratory borings were drilled on July 27, 2005 with 4—inch diameter, solid—stem auger and an all—terrian drill rig. Exploratory borings 8140 were backfilled immediately after drilling operations were completed. No free grot. SUMMARY LOGS OF EXPLORATORY BORINGS o > m m N cl) z > c: cn F�- CD -n ;u 0 (D c z ;7j (D 0 m 0 *m U) 0 0 z U) 0 II CL co � 0• -u -n COMPRESSION % EXPANSION 60 44 O toW A. M O ................. ................. ................. .............. .. ................. i................. -•;"•-•••-•-•-•----••i_.._..._•"-•._...{..-•-"•....__-••• .... ........... T ------------------ I ----------------- ............ ................. ......... ................. ................. .......... .............. ...... ................. 1 .......... ..... ................. ............ .... .............. ................. ................. ............ . .............. ............ ................. ................. ................. 1L .......... ...... ................. ................. I ..... ..... I ......... I I ................................... .......... ...... I F ....... * ....... . ............ T -------- ^ ------- ................. ----------------- ................ ................... ............ --1 ... ............ I ............. .. ............. .................. ! F .... ................. ................. ................. --------- ............ . .......... ................. .................. .... ................................. 1 1 ...... ................. ................. ................. ................. 1 .................. ........... ------------- .... ................. .... j ................ ................. ........... ------------------ ----------- ............. .. .... i ............. .................. ................. I ----------------- .. ............. .................r..._..___._._.._.._. -_._...__._._.t___:._....._._.._' ................. ................. ..... i................. ................. t ................. ............. ................. ................. ...... ----------------- --------------------------- ...... .... .............. ................. ................. ................. ................... ................ i ................. ................. ......... ................ ...... --- I-1-1 ........ ........ .................. 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I ............ .... ................. ................. ................. ............ m T ................. ............... . ............... .. ..................F --..._......._._.1.______________.-t._.._... - .................................. cf) Z . ................. i ----------------- i ................. . ................. ......... ...... ................. .... ................. ................. ......... i -- — -- ---------------- ----------------- ................. ................. i ................ T ........... 4 .............. 0 i i , I__ ______________ ................. i.... .. . .......... ................. .... .................. ; i ................. ----------------- .................. 1 0 - ; - .. 1� ................. ................. .................................... ................. ........... ............ .... ...... I,--,- .............. . . ................. I I . i ........... ...............0 I .... cr...-..!............... ................. ............ ................. ................. ............. ....... •----------------- ---------- ................. ................ ................. ................. ................ ............. IC7 ..................... ............ t ................. ...... t .... ................. ................. ..... .................. ................. . ............... . I- t ................. ............ ..... ----- ................. ............... . .............. . . . ......... - ---------------------- ----------------- ...... ..................... ............ i ................. ............ ................. ................. ............ ............. ..... ................. ................. .................... ......... ............................ ................................... -------- t ----------------- ................. ................. ................. m o ................. .................. ............. ................. .................. ........................... .... ........ --- . ...... ..i ... .............................. ................. ........ ................. ............. ................. .................................. ............... ................. ............ .... 7 .............. ........... ..... t ................. ----------------- ........... ................. ......... ....... i ........ ................. t ......... ....... ............... ..i........__.._..._:................. ................. ................. .................. ................. ................. I .................I.......•"-•-•-" .. --------- ....... ............. ----------- ........... ................. ................ ......... ...... .............. i ................. ................. ................. .............. I.._.._-..... ..... ........ .................. .................. .......... 1 1 ....... ................. ........... ....... ................. ................... ............ I .... ! . I .................. . ................. F . 1 � t ................. i ----------------- - ----------------- ----------------- ........... i .. .................. --------------- .. i_....._.....-. .... I .... * ............ ----------------- ...... ................. ..... ........... ::.: ........... i ------ i .................. ........... ............ ........ r ........ ------ * ------- ...............- - - i ................. ................. ........ . ................. ................. ................. .............. .............. ----------------- 1 ...................................... ................. i................ ................. 0 E01 wwu rrr oww uu HYDROMETER ANALYSIS I SIEVE ANALYSIS 25 HR 7 HP, TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MINAS MIN. 4 MIN. 1 MIN. '200 '100 -50-40-36 '16 -10-s '4 3/8' 3/4' 1%' 3' 5"6" 8' 0 100 _________ __________ ..___..._ ____...__._ ____.___._ .._ .................._.._.._---_.-_ . ---- ----- --- ______-•_ ---- --- _____._._ ..._._�_ _ _ — -_____-___ --------- ---_L--_ -_____-__ ._._....• _.. j _ , _ _ _ ________ _----------- 0 _ _-_.-}__ __.-_._ _____t. -_-_____ ...._.____ _.. -_ _ __ _ _ _ _ ::-.: _ 80 ....______-----_____ _-._______- .... ......_._._ .____-._ __._____._ __ --...__--__ _-_.-_._.._ _._....._ ..__.._____ .______._ _ ___. _ _ ....__--.._ _____-__.-. _----:.___ .._.__.____ ______. .. ______ _ ------ •_. _ _ ____ 2 0 ...._.____ ________ -------- ________ _______--- ___------ ___________ ________ _________ __....... ......... __..__.__ _________- ___--.__. _ . . . ......... Z ---- ----------- -___ .____-.--• __-....__ ________. _.__..... .._____._ ...__..._ _.___..__ _.- ......___ ___..... ___.____ ---•-- _ _ _ N_____ N ___._- .............- ____-___ ___.____ ___________ ______ _________ _______ _____....._ ____.-__ _._ __ _ __ _-_ _ - _ _.....__ _____..__ ___.___ ___}_.. __ ._.._ .....r-_}_ -_-______ __-+_ __. 40 6 60 .. ------- _. .._ - . _.-- w 40 60 - - - - - ------- --•---- - -•. --- - - -- _-- %- _ . -- - ----- --- --•- -- }- -- - }- - -- -- - ----- --- -• --+ - - - - - - ---• -•---•+ - - ------... 30-- -- .......• ----- - - -- - - - - - _ ----- - - - }- = - -+ - -- -- --- ------ --- - +-- --- 70 20 - -- - - -- - - - - - - ___ - --- - -- -: -_— - - - -- -_ -__. - -- - - - 80 - - - ---..-- - - ----- --•-----•--- ----.--•- ------ •--••- - - -� - - - _ -._ -- -- -- _ - -- --•-- - - -- - - - - - -- - ._...-- -%-----•---- - 90 - -- -•-------- - - -- - - - --- - - -- - - - - - - - - - - - - - - - - - - - - --%- - - -- - - - -- -- -- -- --- 001 0.002 .019 .037 .074 .149 297 590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 762 12' .005 .009 0 42 2200 DIAMETER OF PARTICLE IN MILLIMETERS SANDS GRAVEL CLAY (PLASTIC) TO SILT (NON -PLASTIC) FINE MEDIUM COARSE I I FlNE COARSE I COBBLES Sample„of GRAVEL, CLAYEY, SILTY (GC -GM) . GRAVEL 39 % SAND 37 % From TH-1 AT 8-10 FEET SILT & CLAY 24 % LIQUID LIMIT - % 1 PLASTICITY INDEX - % HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. "200 '100 '50 '40 '30 '16 '10'8 '4 3/8' 3/4' 1W 3' 5"6' 8' 100 0 --- ----- ---- ----- ----- ------ ----- --- ___+— ------ --~- ----- --- •— - __— — -- -- — -- -- -- — — ---- — — — — — %— --- —'— -- -- -- — — ---- — — --7 0 90 1 80 _ 20 7038 ° -- -- -- -- — a 60 a ---__._ _.-_ _ ' - ----- - - - _ _ - U 50 50 W—_____-________—__ .______ __.______ __..___. _____.—_ . _.._..__—__ ._.._}-________________—.__;_. _..____._ ___—. _______._---_--._ ___.•-•___ __ ----- - -- - - - - - - -_- _-- - - - - --” -- - _ - - - - - - 40 60 - --- - - - -" ------ --... - - --- - - - - - -- - - _ 30 70 -_ -- _ - - - - - - ---- - - -- - 20 - -- - - - - --------- -------- --- - ----•- ---------- 10 -------- 10 — -- — — — — .....--_ — __� _ —_. — — --- 90 — — — — _ — — — -- — — — — -- — -- — " — — -- : --- --- ------- -- — -- — - 0 — -- — ^ -- — -- — -- .—....—_ --- -"- — + -- -- --- — -- — --------- 77 a 110D .001 0.002 .005 .009 .019 .037 .074 .149 2970.42390 1.19 2.0 236 4.76 9.52 19.1 36.1 762 121752200 DIAMETER OF PARTICLE IN MILLIMETERS Sample of GRAVEL, CLAYEY, SILTY (GC -GM) GRAVEL 33 % SAND 23 % From TH-3 AT 8-10 FEET SILT & CLAY 44 % LIQUID LIMIT - % PLASTICITY INDEX - % Gradation PROJECT NO. GSO4581-120 REVISED Test Results FIG. 4 r TABLE I SUMMARY OF LABORATORY TEST RESULTS i PROJECT NO. GS04581-120 REVISED BACKFILL (COMPOSITION AND - COMPACTION PER REPO PREFABRICATED DRAINAGE COMPOSITE (MIRADRAIN 6000 OR EQUIVALENT) COVER GRAVEL WITH FILTER F=ABRIC iiiim lwiiii NOTE: DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM OF FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. PROVIDE PVC SHEETING GLUED TO FOUNDATION WALL TO REDUCE MOISTURE PENETRATION ,—BELOW GRADE WALL REINFORCING STEEL PER STRUCTURAL DRAWINGS PROVIDE POSITIVE SLIP JOINT BETWEEN SLAB AND WALL IMBEDDED IN WASHED CONCRETE AGGREGATE OR BEYOND 1:1 L - FOOTING OR PAD SLOPE FROM BOTTOM OF FOOTING. (WHICHEVER IS GREATER) /4 -INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD BE LAID IN A TRENCH WITH A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. ENCASE PIPE IN WASHED CONCRETE AGGREGATE (ASTM C33, NO. 57 OR NO. 67). EXTEND GRAVEL TO AT LEAST 1/2 HEIGHT OF FOOTING. project No. GSO4581-120 Revised, Exterior Foundation Wall Drain Fig. 5 GRAVEL BED 77 8186 t,roz 'er Al tvnNVI OCIV of o3 'NgdS V "-gAR10 -9JOI �l YV0 COT iaoowg�t woos onw R H-Lvg 3-1-7 >19-3�0 �FI1SVD N3dSV u Uj>� U D uj �pO � uwc� c� (,D 0 J uu U 00 UNJ JC) Ct ck UNJ 0 cn�Qa 2 C) Lf) Uuj Uj � M � UJco �� Q CL a C) Q a m o n m � ¢ J rQ^ o V n wwe GENERAL PLAN NOTES 1. ALL DIMENSIONS ARE TO OUT5IDE FACE OF 5TUD U.O.N. 2. NEW INTERIOR WALL5 TO BE 2XG OR TO ALIGN WITH EX15TING CONDIDON5 A5 REQUIRED, 3. PROVIDE SOUND IN5ULATION IN ALL WALL5 t FLO0R5 WHEN FRAMING 15 NEW OR EXP05ED. 4. CONTRACTOR TO COORDINATE FINI3HE5 WITH INTERIOR DESIGNER. 5. PROVIDE, PREPARE 5UB-5URFACE < IN5TALL NEW FLOORING PER INTERIOR DESIGNER'S DIRECTION GENERAL DEMOLITION PLAN NOTES 1. ALL CONDITIONS ARE 70 BE VERIFIED IN THE FIELD PRIOR TO COMMENCEMENT OF WORK, NOTIFY ARCHITECT IMMEDIATELY IF D15CREPANOE5 OCCUR. 2. CONTRACTOR 15 RE5PON51BLE FOR PROTECTION OF ALL ADJACENT 5PACE5 DURING CONSTRUCTION. 3. CONTRACTOR 15 RE3PON5I13LE FOR PATCHING AND REPAIRING ALL WORK A5 REQUIRED. 4. REMOVE EX15TING FLOORING - EXTENTS PER INTERIOR DESIGNER. GALAMBOS ARCHITECTS INC 314 D AABC ASPEN, CO 81611 (970)429-1286 J J uj W �o ceoo UUJo J �p Y Q Oa V M Q z� w CL V) Q ISSUE F DATE PE- 01.13.2014 I PROPOSED BATH NORM ARP,O!'. A 210 GENERAL PLAN NOTES 1. ALL DIMENSIONS ARE TO OUT5IDE FACE OF 5TUD U.O.N. 2. NEW INTERIOR WALLS TO BE 2X6 OR TO ALIGN WITH EXISTING CONDITIONS A5 REQUIRED. 3. PROVIDE SOUND IN5ULATION IN ALL WALL5 4 FLOOR5 WHEN FRAMING IS NEW OR FXP05ED. 4. CONTRACTOR TO COORDINATE FINISHES WITH INTERIOR DESIGNER. 5. PROVIDE, PREPARE 5Ul3-SURFACE 4 INSTALL NEW FLOORING PER INTERIOR OE5IGNER'S DIRECTION. GENERAL DEMOLITION PLAN NOTES 1. ALL CONDITIONS ARE TO BE VERIFIED IN THE FIELD PRIOR TO COMMENCEMENT OF WORK. NOTIFY ARCHITECT IMMEDIATELY IF DISCREPANCIE5 OCCUR. 2. CONTRACTOR 15 RESPONSIBLE FOR PROTECTION OF ALL ADJACENT SPACES DURING CON5TRUCTION. 3. CONTRACTOR 15 RESPONSIBLE FOR PATCHING AND REPAIRING ALL WORK A5 REQUIRED. 4. REMOVE EXISTING FLOORING - EXTENTS PER INTERIOR DESIGNER. �1 EXISTING MUD ROOM (DEMO PLAN) r7'�_� rvoRm aPxow r ;I GALAMBOS ARCHITECTS INC. 314 D AABC ASPEN, CO 81611 (970)429-1286 V J J W r�O QC) UWO JCU oC QOa U M Q z� w CL Q f55N -- CAIS PERMIT 01.13.2010 PROPOSED MUD ROOM � ^ RORm aRRow 2.1 "MW T" I% 201 MAIN SMELT #W4 CARKWD ,gnCOLORADO 81623 .10 704-9760 pl- (97 704-9700 F- 1970 704-0257 f LIE JUL 2 7 2006 __Pl IAAWS�Iln'. 23 Fl-- MI 104 WSO 7114-0267 E-AtRU; jMA@"PrMW I p � wo �t 0 tan .4.0 xgvmPYIMR mAevmoN Ulm Cxiw ascan Amyxom sn mwuvsLnm A2.2' CAI®O.`7galD S7RFaT ftSP4 N(AIARADO 81825 tar 9a-s95u Pfnne: (B70 704.9950 Z-3 (9 704.UL8T E-Dfail: J ,URbV9U JUL 2 7 2606 ISSVPDTO4. aae ooaAoca.ss nsssa ... nnGstss mmm re.vr'r a.osps a�,v�ssuesssnr niw:a me¢nsrox nAstt Cox .MT gJ]by" msay. tcwi.sm naa. txsessnmmw asaw; t. A2.3 �� 201 MAIN STREET #304 CARBONDALE COLORADO 81623 ' (970} 704-9750 Phone: (970)704-9750 Fax;(970) 704-0287 E -Mail: Ima -Pliant e A41 A{D w U O 4 µD W QWO P:; U Z M1 rTl 1O O 11 12 (� 13 14 TIVLD 2 5 2006 ISSUED FOR DATE I i Y ENIMiONNIENTAL DD PROGaEiS (A a JURALRES©URGES mom wwEa,.evn.�rl.n,a Ib lm 018 Um HDRIVE A2.1 NATU ENVIRONMENTAL dm 6Ro55 = Q a4 S. fZAL RESOURCES 1050AKRmGa DRIVC 6 H J K L M Die O O T U 1 2.2 4 M2 &ROSS = q b4 5. . u 5 W_w — n'�• T U U U U U UU vU v 201 MAIN 9MLT #304 CAR90NDALE COLORADO 81623 (9703 704-9750 Phone: (970)704.9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net A2.3 GRAPHIC SCALE (W nw) I bob Legend and Motaw kund manunmt as descrAW 46&bafm P1 m rrm h7dkotaw Aspon resp k7dkvies &Wh L470 Indkofm OX -159 $* (nO hatching) im&vatev 15Z -MX Mqoe (dots) hidketas MX -45X Rope (dashed 11hes) motes 45Xar greater $AWW ( lhm) 8"r*V$ and, based Upon 0 *0 ARbOr- AMMd Of MM nOrth*a&&dY COMW and a rabor found of an mote Ig. of tL-008 - mmog. a &war, ft., of 5 to, 7h& surmX. oOos not n0Womt a hft mareh by this r to o -o -M dot*-, . =-:0. wto. or tit or- of twoosd All InAw"amm:d to- Omwv* 00"rmu ar O&W wzvwn&mv" a.f t*Ooed how be M*ON tills W-4. avw,r IftpfSUbIgVt M qW~t OWWM-*7t* fOr Okl*tft USA*& 9v to; 0:00:0m"Ift dw hood W Ow" Of Aged Of *0 POM Ma 3Q, y:. Aw "Joct to a fiftem foot oammnwt or so far as pr4cfAml at ad A*mf Ihm " not Al 00 ants (8"* At of Pop 967) to COAW** &W, va XMW vowaxemw Tmnx S,(1RvXT1-1v6! STRVIMS miwx -Ow*W %am =v *I*a SO 226 Heother / or ao ,M -=%WW= =ewmw stmrimmv Glenwood Springs, Colorado 81601 4 z =& & i (970) 928-970,6 , === (FAI 94-7-9007) AN m hamm qjM0*410-ofnet TUTTLE SURVEYING SERVMES Shifrin 10 1 Hazard Review Si% Plan ,4 parcel of land situated in tate of the NW>/ NN'1/4 of t%e S�'1/4, Section d, Tawnship /0 South, Range 86' fYest ol -he Sixth Principal i?ridaan County of Pitkin, Sta,te of Colorado (Bearcq fgcrtfier described below,,) Found Rabor Dev. 8141.58 PP LoCatior, of a 10' Holy Crass Easement as shown In Book 503 at Page 915 a n, d Cies Leg& Dw&*tfon (Per ROO CWWWtment) Booning at the West 114 O"ar of saM 5�qcdbn 3, then" M00108"32V 92.39 Amf along the West 11he of sold Soct,,42n % Mence AW7912T $56.50 foot to a polhi on the WIn sold bary bo Bary of gound property dos ed 8*4* 241 at PO e Me f*#*w1hqF coums and didamew A95WWT 61--84 feet, thence 54574'4OT 223 75 foot, thowo Sj4 UVOOT la 14 feet, then" S1,9156100T 102.00 feet. thence S89W155OW 895-20 feat to a poht on the west Ithe of said ApctAx? 3 theive ,Rt W?,rO1T- 90.60 foot alw# the west /#w of said &Pedw 3 to the pati of beghmlho- - trIc switch electr-10 box Mrk rrensfamer Approximate Locotfor; of a 10' Holy Cross Easement as shown in Book 503 at Page 915� Found A Rebar %11111111111111111 Jill 52222 i II Page: 2 of 2 03/27/20016, 12:33, JONICE K VOS CAUDILL �JTKIN COUNTV CO R 21.Oe D 0. 00 103 Oakricz'ge Drive flspen, Co. 81611 Private Rood Basement os s�7own or an Improvement Survey performed by Alpine Surveys Znc. ard described In Hook 362, Page 669 Book 508 mage 423 Water shutoff Water Shutoff CenterAne of a M -P7. States 10' TelVhone & Telegraph Casemer t Book 229, Page 60 Damn bsr. L)'.T Date.- 03120106 Rk' WORX2X5�1030AMIDGE OWN Odrrs Hazard Mitigation mogetatIm?. M.M. agement and Mo&ficatM, R*com- m end *& Around the purposed house and be)vd the Airthor.. lost pm.jectibn of combustible construction for a distance of 15f4S*t the ar*O ShW/d be Of nwoombastibAg hard5"M47004 9/29"Of0d PAWS, Ole mats-Aals &treauld rat bet s=tatr-ed whin this slices l# the owner wry/d ffle to hrr cr few orna enter` tr"s near the hese this rosy be ohne ...... ..t ..... furthest growth expected from the miatury trees. In other words, these trees defenable speco as the buildIngs dz Be)vnd the 15 _fWt WW UP to J5-fAsetP cross slope and 65 -feet in a1rections where U stopaand , down slopes transfer to afopes exceeding 25X maintain natural andlor irrigated gross at /aw then 6 -Inches and thin exIsfing treses: and brush into 1hdA*#jv1s or ctast" Ob* and servkobwry should be thinned and ciusterod L#nbs of trmw should be pruned to one half Me height of the tree or 10 -feet *Wchawr is less. No brush err shrubs which **e'7 mctufe hV bet I anouo act as /ad*r Aie should be provided car maintmed around the trees: (:Zvst" of bushos or s4rubs should to separated #m each affier and frau/ those b*)ond 6h* J5- of and 65-&ot arew by a &�danc* of 2 A( t1mes the height of the Matum vagetatlon. 7ho diameter of a cluster should be lira/ted to 2 A( t1mes the height of the mature vegetation. As an exampM.- If the mpected mature height of the vegetation is 10 feet then the 47mator of the clustpr should be no greater than 25 feet and the d1stanco between clusters should be greater than 25 feet. Miqd/y the plw?t matwfd growing between trees and clusters of bushes or shrubs ts grow maIntalned at 6 -laches or /*= W; and remove tower branches of brish or shrubs within clusters or Indluftial plants to e1#njnat& ladder fijel. Most of the shrubs that will be cut are vigorous sprouting Al is and the out ends should be treated with a product named GartonFor an equivalent by a by p"on licensed to apply herkicxCut matwals &&dd be olffier moved or choped and spnwd. Remove or ah/p a# standing dead one deadfall on the prqpert,X New Constructlon., Pftkk COLOnty has Structures DOX07 and Construcii" ReWftwents, ffie fiWOW479 are panqphra"d from J-80-070 Wd flan rd Areas and may or may not contra exwt language but it Is intended to be consistent w1th the intent and purpose of the Pl" County requftments.- At* partion of the ba"ing 49 to be convbwted with unanclasod proj.saftna Pum j*.-t1bns such as docks f -yes, should be *eat to a mlhmum on the oim" she s1do and an the sA*w and sftuld not have vent#06on 4WIngS ArOactiOns * mdY c=se tmat &%po and s6xdd be protected as fb&va AAY PIR., ��s Madd be constructed with motooWs cpproved for one-hour fi CIO An ajowaffio 0on*ftoftn method fcr suchprojec.607a w Mqouft use of no#401%koA". baAA19 rnatww or heavy an'bor or log. Wa 00V&W6bM if the W%AmW of the pmocft partlon Is coverod with MOWWS;gi"40. for one-hour Ame-mobffie conaftetkn and If thereareno insider an#W old Man seven4--five d. W.,:*" (75 : Artas bW*w surh. prq)i�tkns shaft be wM of vsptaMo. ar of bust el M0tW1W% "Mm areas bow PlOct,076 shall be protected fro". 400orwoftn or Va. or of VV90&hW MOWW 6".y pwa"W�t of a W0100five barn ior 0~04 M#ft rest by cpvwWv with oanavie or sauna:ns. M" 460 be no stwo" of combust 10 rnat&-ias wi4jor pAoctjons, 7ft waft undsm*oth pro dans s;ha be atws-MmMd wlffi matooWs eApnoved )br. ono -hour f4v-rasW1v* avnsfruobtan an the &W01br &W# of 00 WV# ft*W QP*r)jng$ A was b*140W Pf40jft-,hbV$ SW/ be to MP*Md &89 ao0o sho# be or am and three-fteths #)Ot (1?9 SOW wOOd. Avj:*010fls ma soffl s, roofs over esn y Indude, but ov not limIted tar eaves, comms t I c -A bay. w0ab" or docks and bdconAm d.OokA c. m. Noor pia, p - t�07 Wows and Gimm" 6V4z*d opwh?9v &W be provided with clastng, solid, exterlor non-flomma" shutters or sir l' be ta"pwod glass. &-terlor Waft and AWW S&#)g and exterior weal/ construcUon subs// have a minimum one-hour firo-res0stive routing, ground 1#vW to roofflne Exterlor doors shall be noncombus-t-lble or one and three-fourths inch (IF") solld wood. If a hardscape patlo and masonir .y waft has been designed as a buffer, exterior dbors may have tempered gkss If approved by the fire Morshal, Foundlallon.. FoundWons, sot and craw/ space openings shall be fully enclosed and constructed with mate appromd far one-hour &e-r&Wst1y* constructAm on the extw-lbr slate of the waft and and# extend from the top of grade to the undemiWe of the floor decking or walls. Rooft. Roofs sha# &* ewstructed with a CAA A roof coy*Mq on a aess A assembly as deflnod In the 2WJ h7Mmahonal Raft47g, Code /VC) Section 15052 Wood shake/shingle roof coverings am prahbited In a(/ wi7d&e hazard aws Roofs with loss than a & 12 pitch are not permitted in w#d&o areas unless they mroy with the WowIng. 1) All roof coverings shIa// be listed as a Class A materlal for #7stallation on as aass A roof assembly 2) All roof coverings shall, have a surface that 560# ftlo#itate the nat4jral process of claar#yg the roof 3) All roof designs shall fooffliate the natural process of clevMg roof debris. Protrusions above the roofte, such as parapets, shall be profiblted 4) Roafs shall be installed as required by the adopted building code and shall have a minimum s*e of 1.• 46t 5) All roof designs, coverings or equlvdent asmnblles shall be speciftall .y approved by the Fhv Marshal prkr to submittal of a building pornaat q*lcathn 6) Vents: Vents shrill be wevied with corrosim resistant wire mesh, with mesh ane -firth Inch ()V*) moxh7wrn. a) Roofs and guttww, &hdl be kept clear of debris. Zf . .5f ... c) All flammable maj*rIals shall be stored on a parallel contour a m1n4num of r7fteen feet (15) away from tinny structure. d) W*od$ and grosses within the fifteen -foot (15) perimeter and under trees shall be n7aWainied to an hoot of not m" than six Inches (S-). MISM110760US.' a) Firewood1wood p#es shall be stacked on a paraflel contour a m*?#num of fiffeen feet (15) away frw" the structure. b) Swimming pools shall be acceswble by the Fire Deportment c) Feces shall be kept c/ear of brush and QW&YS. d) Wood fences shall not connect to the structure. e) Airy outbulOngs or addiftnal structures shall adhere to the same standtvds as structures. f) Each structure shall have a m;n#num of one ton (10) pound AHC fire extlngu4s6or- g) Addresses shall be clearly monred Wth two-inch (2) non -combust S 16ttOrs Qftd sal be WWI* at the p4nary pokt of access f the pubtlo or compnon access road and installed on a iron -c ombustIblo post. T47TTLZ SbirfrTZ11W s1wUCTS ow &SW W.'Wan &ss*d 4v; WW wwt ft 226 ilea th er L Gr e arve swam W*r V" ==6%WW= Aroa in fm ft"i Glenwood Springs, Colorado 81607 err= Mn &w*d %"A ow W*a :�W wasW"at --V"WMW*d more A= tam years (970) 928-9708 (FAA 947-9007) =A0 da* Of MW "rfQVCa&M AMU" I cjtu t tle Oro f. n e t w TUTTLE SURVEYUMAG SERVICES] 4 O -M 0 /®d/ / ffa z f i Re Vi e z/ Si ei Plan 4 parcel ol land situated in the S 1 4' ol- 1 --hoe and M e IV K.1,11V of the J Seeder 3, .how Gem hCr /0 So u th, Ran; e 96' Xe-�Ft ql the S:rth Per ez al JV-eri'dian County. of P tiro, Sta ee ol Co?orado rurther described below..,) Legal Descrotion (Per 7We Commi&"nt) Beginning at the #lost 114 Cawnvr of said Sktctlon 4 thence on MOOV8`120W 92.350 feet a!ong the west Ane of sold Sech, J, th an c L N8879132T 6M.50 foot to a point on the wwtady boundAwy of property descri5ed- In Book 241 at Page 62a Along said boundary APR 2 5 2006 the Wowing coarses and' aWancew S2338`007* 61.84 feet, thence PITKIN COUNTY E;',MRONVEND�L 543741007 22J. 75 footj thence 534 105100 T 121.14 feet thence HEXTH & NATURAL RESOURCES S1836"00r 102.00 &0*4 thence 589 6`56"W 85'520 feet to a point Candid of ApprovW on the wast line of sold Sectlon J, thence 14002X01 90-00 feet 1. No deve1qwrwt Is permittedwtsA* the doled buldOg envatpe(q), other a/onq the west lh7o of sold Sw6an JJ to the paint of begftnft, ffigm clevrAV r*Whvd for w#dfiv m1f*fAm. Prior to commencement of any earthinoubg or offior ca"stnict1w octlWly, the cwmn of the bu#dkg enmbpe shalf be staked and constmotion I* #istallad end the constnxtIon 00 WWW the pe Toter of the building enwV4pa mmch-,g sha# ram*67 In place until Issuance of a CortMato of OccupwcK All areas. Legend and Notew pa-mm-4ally dlMobed by construction sha# be revaptated with native shrubs and grosses kidketes Axwd monumont as described W01h aw prowIng seasw of the project"s comployon. 4-idkwtes Plhe Tree 2. Ar,,, dewM:pmant !:seated whho settacks mandated by County zoning regulations shall Indicates Aspen Tree r"Uke 4, variance from the Hoard of AdAistrant, Approval of bu#d#ig and access wv*A*e,.- wiffiln aua� setbacks does not assure, qpprovW of a vw*noa h741catts Brush Line J. The WovIng meawass am roWked to amid Airthor impact on wftlffa- a. Any dog(s) on the propert), must be In a fanced wwAnurA kannei4od, or Leashed at all lh4kates OX -15X slope (no hatching) tlmw when out-of-doors; for the purpose of this roWkwnent, lafoch* fonving does not constlW4 a Awced enclosure or kennel. indLw tas 15X-JOX Slope (dots) b. Mush or wown w1re fwxw are probAffied Any wood fwchg on the property shall (1) employ 3 raft r4 err less of the round or split raff tjpe, (W) not exceed 48In height above ground Indloat" JO -4519 .Slope (dasked lines) level and 120 In width (top view. Z and (1v) have at least 18" between two of the raft Ow fencing &W owshrt af no mov than 3 strands of smooth wine and shall not exceed 42" in hoot. h7dkotw 45X or greater slopas lines) a AAProApproved,#w-prmf A Wdll* Proof Refuse Contabo-as rewired by 8OCC anokenco/ 010-"I' U Establia6ing AVq&dqtkn* and Standar* Regardft fire Protect lon of WaYffe, be used 00. Me pi o.* The use, of ftdf-*ow1hg &vw and s�tv&s sh*Y be avold*d In coansation with Bsarfts are bawd upon a jO mbar Bund at the northeasterly comer and any now &W*"V/fi9' a mbar found dot an ante w7o paht brad/ of Me wbject ush?q a beerhV of $40MIOT between the two doscribed monaments. *ffi a Fe" to ablyW the condRIons of this q*roval may r&wft in revocadon of this ago veor any subsew..ent perWtts) or qpprovW(s) rokW to ffi/s property or Mis sirmy does not reprsmt a title march by We vested rests a ac with this y sun to. dotarmhm **wen—sho or to discovIer a /h ih* *ft t mo buh.w#4 eovabp* attains copes In dwcoss of 15JK prAor to dents orOw, anvin7branoss of record, A# A&m1sshn, of any new buAft pwmlts for new devsAWment the Applkwt ~ submit a 47AW-m- ot-lion par&**q. to 0-WIMShoi 00S.&M074t-S - other or Mft1gW*n ropert *am can ongkow or goo loot Ikensed In the State of CoAvivda Me report shall aw- am4remas of record has been tai sn firwn Mlo doncootrott. Met the slio am be. engftsmd In such a way Mat there /s no hazard posed, and Insurwft- commitments Issued by Land M40 QWvotm Company &W q&-* the 0ma of d0turbed 4qm, any re -graft r*Wkod and thea size and lAmwftn of a// daW 50twnber 2t Z004 as a�dvr ftmbor MOM nvY1qv1**- dent. Any now d*vabpmant sW be wmftned upon corvlAmcs with the r4awt, MAS property' /Ssubloct to apparent 00"Mants for exlsmg UNNO& !his property is mitJoct to eamnents, rots of way, reWhvmonts, terms, con4ftlonpr onis, co is and osahufta as now shown Tols, iia the d title 4iiR6�94n�f one In the of heir A�tzkin Mls prop4ort Is snub to a Meen foot easement or so for as pwtlral aknq all lot /" as noted In cavenants (Book 262 at P4*w 90� The appfloant hereby av*nojW*4**s that he has been iMbrmed by POIn County of the existences of 1041 environmental hazard areas that m4*t affect the pmportg any ImprommantA and the use and occupancy f4oreqf.62 George Shift oat& This 1041 Hazard Rotiew 5ft P14m has been rvolewod and approvedby the Community Development Dkoctor of Pitkin County thle ltldfay 20M INA, Cindy 1lWb&!4 C=munIty DeveMpmont Director kosq - C"I.9 522228 Page: 1 of 2 03/27/2005 12:33' JAN:CE K VQS CPUDILL PITKIN COUNTY CO R 21,00 Q 0.00 We 1041 Hazard ft%4**, %To Plan has been accapte d for Sing In the Office of the Clerk and Recorder of PitkIn County, Colomdo, thls.'� of 20M, In Plat Saok JEM Pdg*_, � Reception 7 Z? Oki* and R,4c6r66r /0,? OakHdge Prive County of Fftkin Dram by.. /T Daft. 03/20/00 Or' m I MINIMUM SET. ACK5 FROM THE ABSORPTION FIELD SHALL BE: / Effluent Pumping System - Dual Compartment Drawdown :.4 A. SEPTIC TANK=6' ••_ .� B. WELL=202' (FOR A POTABLE WELL) oPVC Riser with Grommets) O C. POTABLE WATER SUPPLY LINE=25' (bond se tank adapter with O D. BUILDING FOUNDATION OR RETAINING WALL=20' recommended adhesive) Orenco Systems® E. PROPERTY LINES=10' Slope Ground—Fiberglass Gasketed Lid with mrenco 2. MINIMUM SETBACKS FROM THE SEPTIC TANK SHALL BE; Away from Riser Stainless Steel Bolts ' _...... -- A. WELL=50' (POTABLE) ) B. POTABLE WATER SUPPLY LINE=70' PVC Sph:e Box with Cord Grips 814 AIRWAY AVENUE C. BUILDING FOUNDATION OR RETAINING WALL=5' Conduit to 9747E -9N, OREGON 0 Control Panel Dischorg" Assembly 97479-9012 D. PROPERTY LINES/1RRIGATON LATERALS=10' Conduit Seal Flexible lose W \ Tank Adapter (cast or bolted) he Such 80 PVC Effluent Discharge to TELEPHONE: Q' - -- Inlet Tee sc-ption Feld Distribution Manifold (541) 459-444s Jr2 FACSIMILE: I 81 \ �_ �I (541) 459-2884 Liquid Level o = 1 GRA - I ��I 8, \ GRAPHIC SCALP '3'j s4 \ �1I Level Coltrol + MAE ✓ 8 S6 10 0 5 10 20 40 Float Ass;mbly �; ,•-Ow 8160 \ rs8 Vault Inlit Ports 11. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PITKIN COUNTY REGULATIONS OF UJI INDIVIDUAL SEWAGE DISPOSAL/TREATMENTYNOTHDWINGS.S, EVEN THOUGH ALL SUCH REQUIREMENTS I - __ Orenco Effluent Pump ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE 8162 ( IN FEET) 1000-ggllan Septic Tank -Filter CPatridge FOR KNOWING AND CONFORMING TO SUCH SPEWING DO DETAILS AS ARE REFERRED TO IN THE Q ABOVE MENTIONED REGULATIONS. THIS DRAWING ODES NOT CONSTITUTE AN ISDS/IS15 PERMIT. A PERMIT MUST BE OBTAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS. 1 inch = 20 ft" Na Baffle ENGINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACKFILL AND PROVIDE A LETTER OF INSPECTION AS REQUIRED BY THE OFFICIALS. A REQUEST FOR INSPECTION MUST BE MADE ® BY THE CONTRACTOR AT LEAST 48 -HOURS PRIOR TO THE EXPECTED TIME OF BAG<FlWNG. O �--� Biotube Rump Vault q 876 (Contac- SCG Enterprises, Inc. 2 n��AND eA eu A_�oNs Z t / 164 Notes: 5 BEDROOMS + 2 PERSONS/BEDROOM-130 GALLONS/PERSON/DAY: EXISTING WELL. s7o.e76zD57) �., 1. System to be installed In conformance with manufacturers recommendations. AVERAGE DAILY FLOW -1300 GPD; DESIGN FLOWm1.75*AVERAGE®2275 GPD (Q) 8162 \j MAY BE USED FOR 2, The Discharge Pump shall be a high head vertical turbine pump with a design flow t IRRIGATION PURPOSES of 30 gpm. Pump model to be specified by the manufacturer. Floats shall be set MINIMUM TANK L TANK 10N5: ONLY. MINIMUM TOTAL TANK SIZE=Q+1 DAY/24 HRS+30 HRS -2844 GPD - for a dosing volume of 500 gallons (-4 doses per day). Contact SCG Enterprises Patents # 4,439 323 & 5,492,635 04 r DOSING REQ'D. USE BIOTUBE EFFLUENT PUMP ®500 GAL/DOSE. REQUIRED STORAGE IS i 8 at 970.876.2057 for system specifications and installation procedures. Foreign Patents Pending THEREFORE 3244 GALLONS. INSTALL A 2500 -GALLON SEPTIC TANK (tat TANK, NO BAFFLE, N + 8166 e t nq Rock 761 \ 3. The pump system shall be connected to an alarm which shall be both audible and 0 2002, Oreneo Systems, Inc. WITH INLET/OUTLET TEES) IN SERIES WITH A 1000 -GALLON SEPTIC TANK (2nd TANK, NO R � Y"emain 87 visible, located within the house and on a circuit separate from the pump. BAFFLE, INLET TEE). a 'Ci G. Ci 1 66 NDW-TD-04LU \ BIOTUBE PUMP VAULT DETAIL Rev. 2.0 (10/02) A - CALCULATIONS: Q®MAXIMUM FLOW w d Y d $Pa \ - 2275 240 7050 SF 5 t-PERC. RATE -120 to 240 PER H.P. GEO7ECH. in ATTACH REMIVABLE CAP OR (N T. O D (� j INSTALL ADOSED/PRESSURIZED GRAVEL BED INA 59'x120' CONFIGURATION. 1 \ THREADED CIEANOUT ASSEMBLY. REMOVABLE 4• PER H.P. GEOTECH, SOILS OBSERVATION INDICATED 1 -FOOT TOPSOIL OVER SANDY CLAYEY IA '� d 0 M /, •• ' " \ INSTALL MAR(ER IF CAP IS TO INISH GRADE CAP GRAVEL WITH COBBLES AND BOULDERS. PERCOLATION TESTS RESULTS WERE 120. 120, 240, V/ vi Lp QO BF. BURIED. 240, 240 AND 240 MPI. USE 240 MPI _ - VA N DO 5. THE BED AREA SHALL HE EXCAVATED TO LEVEL THE SITE AND REMOVE ALL BOULDERS OVER � � C N O M OVER THE FIELD AND 12' IN DIAMETER. UP TLANDSCAPED WITH T OF ESHALLOW ROOTING AN FILL WITH OSHRUBS OT OF OAND GRASSES. PSOIL MAY BE PLACED W a) U i° INSTALL 40 ` \� ' 4" 0 SOLID PIPE �� >_ c o e PVC SEWER d \ �+ B. CLEAN OUTS ARE REQUIRED A7 111E HOUSE AND AT ALL BENDS AND AT LEA57 EVERY top- PVC o 100 -FEET BETWEEN THE HOUSE AND THE SEPTIC TANK. 4,.J U > .r o WITH A 00 fjj PLACE ADJACENT TO '� ca Q C ; CLEANOUT \ \ Il+ p\� /fr 4"0 PVC RISER DISTRIBUTION PIPE 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTAWNG ALL WATER TIGHT COMPONENTS O n AT THE INSTALL A 2500 -GALLON ,_ THROUGHOUT THE SYSTEM TO PREVENT INFILTRATION � 41- .0 CLEANOUT n[NG :., ' 1' '• 4" PVC WYE Y SEPTIC TANK (1st TANK, NO �1 \ ` SOLID CAP FOR 5 LO _ \ SUPPORT ® a B. INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS PORTS TO FINAL GRADE, PORTS ■� �+ O N BAFFLE) ANDA 1000 -GALLON 4"� 45' BEND BOTTOM OF �/- 4" 0 PERFORATED PIPE SHALL BE MARKED IF CAPS ARE TO HE BURIED. 07E m SEPTIC TANK 2nd TANK, NO TRENCH OR BED WRAPPED WITH FILTER 9. INSTALL BLUEBOARO INSULATION OVER SEWER AND EFFLUENT PIPE WHEREVER DEP11 IS LESS >r N c �% FABRIC THAN 3.0 FEET. ONE (1) WCIi OF BLUEBOARD COVER IS EQUIVALENT TO ONE (1) FOOT OF = V ISI BAFFLE) WITH A BIOTUBE r \ 8�6� \ Q,Q 4"� SEWER LINE F�o� ,\\,\\ 11 EARTH COVER. (� � 10. SITE PLAN INFORMATION FROM JOHN MUIR ARCHITECTS. � EFFLUENT PUMP CLEAN OUT ASSEMBLY Combination Air Vent & 11. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG AS ALL MINIMUM Cleanout Detail Inspection Well Detail � �-- 5' MIN. �� %e • " \ �Q DISTANCES AND SLOPES MEET THOSE REQUIRED. As 0 + Q (N.T.SJ 1. THE BOTTOM OF THE ABSORPTION FIELD SHALL BE LEVEL AND THE BOTTOM AND SIDEWALLS INSTALL A 4" PVC F t l \ \ �'A MUST BE RAKED TO REMOVE ANY SOIL SMEARS INCURRED DURING THE EXCAVATION. FAILURE BALL VALVE AND I �rcish \\�� TO DO SO MAY REQUIRE THE CONTRACTOR TO REPLACE THE ABSORPTION FIELD AT HIS/HER CONNECT THE ,j N81728j>a OWN EXPENSE. SECOND TANK TO � N >� 2. DRAINAGE SWALES ARE TO BE PROVIDED ABOVE AND AROUND THE FIELD, AS NECESSARY, TO II � DRILL 1/4-0 HOLES 48" ON PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA. THE EXISTING SEPTIC CENTER FOR ENTIRE LENGTH 3• NO EXCAVATION OF THE ABSORPTION FIELD IS TO BE DONE DURING WET WEATHER AND USE FIELD (AS BACKUP) P �. _n M OF ALL LATERALS OF RUBBER TIRE VEHICLES OVER THE ABSORPTION AREA IS STRICTLY PROHIBITED. �` ' �� �. i� 4. COVER MAY BE VARIED (1 -FOOT MINIMUM, 3' MAXIMUM) TO ALLOW FOR LANDSCAPING. C ` A ,- 'f \ / 0 2 817¢ 8� 4 \81 is 24" \ ` ` � �/ ". rC)g \\ INSTALL WITH A RAISED �� \\ ` : • Gaa�6950 1 r- -< \ VERTICAL BEND ANDA 1" PVC �' _-, _ ��. ` `�` ���- 1 \ FF-��.P> rn m AIR VACUUM/RELIEF VALVE. SLOV51PE 81 Lop 1 \ ` TO 1 '� c ���� — a �,>8 2" SOLID PVC FROM DOSING TANK =vU� 2 '�, , z r //�g� \ \ (SLOPE BACK TO TANK) ��`. v� ` `— PERF -0p,4 2 pVp EO WI LATE B' TYP.""`` -� `"� �-.^� SLGP �` ` `�".' _ HOLES -ALS RELOCATE THE EXISTING 8j � = goITOM� �t E \N\ IRRIGATION CISTERN c PUMP ASSEMBLY AT N \ �® _ P p` uo>� e` /I / LEAST 25 AWAY FROM 5�t _ ' ,- so \ ut� / Pool f THE ABSORPTION FIELD yy��ii ff ff,,�� l174, _ 1 ��\UfIU� \'\ ' \ l N e7 114 //// 0 8� 0 .�t 8178 ` �' SLOPE - n pp j1 Spa flagstone g9tIo tf Y \� ,. ` �r� 0�' Pipe Lateral Layout Detail + firepit Pool 10 Q�s 'n 0� Q (r� Q - (N.T.S.) I` PDO ����, a�ao + AROUND / — — — — — — Q 9 0t HIGH SIDES OF BED \ At � � /-------------- --- —.---- DRAINAGE TRENCH 1 y y / ✓ j — 8782 g1g2 STRAW OR MARSH HAY INSPECTION WELL I,�\� — — _ — — — — — — — — _ — — •— — — — — — — — — FILTER FABRIC, OR 4" (MIN.) INSTALL L -- — —— 8184 BACKFILL PT — — — — — — — — \ \ MAX.�\ ——————— — — -- —— —GRAVEL BEDCO — �\owilI�//�j I — — — SEE DETAIL ------- � p � � �� - --- — N -_ d6 — — — — — — — — a _ — _ — — — — — _.. — .— — — N cbcc ��O QQ O o O o p o o O aQ o o 6" (TYP.) �s" E CID _ — — — — — 00 878 6' (TYP.) 0 -------------- 6 3' (TYP.) Qi to %/�rl p' 2"0 SCH 40 PVC TO THE — — — — — — — — — — — — — — PERFORATED 2"0 PIPE SQA `i+ GRAVEL BED WITH POSITIVE P I' (TYP.) DRAINAGE BACK TO THE TANK. ' _ _ _ VbQ\1------------- INSTALL BLUEBOARD INSULATION � — — — — — — — — — — — Section A -A (36" WIDE, 1"=1' COVER) OR �� �''.� 1 1j2" SCREENED ROCK Absorption Bed Section Detail 1 MOUND OVER LINE AS -------------- -------------- O 6� (N.T.S.) t'6 i 3' A o o �. NECESSARY TO MAINTAIN 6' OF — — — — — — — — — _ — — — — 8786 EQUIVALENT COVER. ---------------- __ _--_—__®_--—__------_—_ �-------------------------•— � O � 120' -- — N C _` — — -- 3 O • O is ZC—_--_o.__—___ ____—�,__—_-----_____________________________ —. _-_-------_-------------------------------------------- 2"4 DISTRIBUTION PIPE 2"0 DISTRIBUTION PIPE 2"0 DISTRIBUTION PIPE (SOLID SCH. 40 PVC) (SOLID SCH. 40 PVC) (SOLID SCH. 40 PVC) c4 — — — — — — — — — — — — — _.. - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — CID ❑ LJ \ I --I �/ �Q 2"o EFFLUENT PIPEw/• (SOUO SCH. 40 PVC) ----------_— ------_•'--- ----------------------------- \ \\ 818 2 — — -------------- C — — — - r� � J 2"4 PIPE LATERALS _� L — --————————————— —------- a- -- — - - - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — (PERF. SGB. 40 PVC) a = PROPOSED INSPECTION WELL (TYP.) \-----------_---`-----------_--------------------------- -- FILE INFO: PROPERTY BOUNDARY PROJECT NO. jI -----___---------------------_----------------------------- PROJECT NAME: 'a 371 �• EDGE OF GRAVEL FILE NAME: GR -01 rA:J �I �•••.....••' C, 120' 5/0 P1 P.1. F-� Absorption Bed Plan View Detail ISIDS (N.T.S,)