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pitkin.eh.264327400002 (2013)
Permit #: COUN ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CONSTRUCTION PERMIT 76 Service Center Rd- Aspen, CO - 81611 Phone: 970.920.5070 Fax: 970.920.5374 0038.201$.powt Parcel ID #: 2643-274-00-002 Permit Issued: ®NEW CDU ❑REPAIR ❑REMODEL/ADDITION ❑TANK ONLY ❑FIELD ONLY ❑AMENDMENT Owner(s): VC Su Property Address: Legal Description: Size of Lot: 7.12 Size of Building: in si e LLC 371 Sunny: Parcel A&B 10,747 ide Ln Acres Detached Accessory Unit: ❑YES ®NO Sq. Ft. Size of Accessory Unit: The system is designed for: Main residence with 5 bedrooms. Designed By: High Country Engineering Phone #: 970-945-8676 Fax #: 970-945-2555 Project #: Mailing Address: Email Address: Perc Rate: 1 LTAR Profile Hole Depth Minimum Tank Capacity: 1875 gallons 2131009.00 1517 Blake Ave Sq. Ft. Dated: July 9, 2013 8 ft Depth to Groundwater or Bedrock: N/A Minimum Absorption Area: 750 ft2 (50% Reduction Permit Conditions: This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications cited above. Changes must be approved by this Department and the engineer prior to construction. This OWT system is designed for a new 5 -bedroom main residence. The existing OWT system shall be properly abandoned. The new OWT system shall consist of sewage flowing via gravity to a 2,000 gallon three -compartment septic tank. A 0.75 Microfast system will be installed in the second compartment and a dosing pump shall be installed in the third compartment. Effluent will be dosed to a distribution box and will then gravity feed a 6 -trench soil treatment area. Each trench will have 13 Quick -4 chambers for a total of 78 chambers. The soil treatment area shall be a minimum of 140 feet to any well, 10 feet to the property line, 65 to the dry gulch, and 10 feet to the lined (culvert) irrigation ditch and 25 feet to any drinking water supply line. All conditions outlined in the September 26, 2013 letter from the Salvation Ditch Company shall be met and a letter stating the conditions have been met shall be submitted to this office prior to final approval of the OWTS permit. A copy of a maintenance contract for the OWT system and an approval letter from the engineer must also be submitted to this office prior to final approval. 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 within 30 days of the final inspection, unless a longer period of time has been agreed upon, in writing. This Department must also be called for the final inspection with a minimum of 48 hours notice. Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS Regulation. This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the system by qualified personnel, in accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail. Issuance of this permit does not imply compliance with Pitkin County building and/or land use regulations, nor guarantee issuance of building and/or land use permits. THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE. Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission is hereby given to the property owner(s) to perform the work indicated in accordance with the Pitkin County OWTS Regulation. This Permit will expire 1 year from the date of issuance unless construction on the system has commenced. An "as -built" drawing must be submitted and approved by EH before final approval of the system will be issued. Issued B Date: 10/10/13 Expires: Installer: License #: Reactivation Authorized by: Final Approval Issued By:—' ° �' Dater f New Expiration Date: Feeprd 0038. zot3. P0Vj7 ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CONSTRUCTION PERMIT APPLICATION 76 Service Center Rd Aspen, CO - 81611 Phone: 970.920.5070 Fax: 970.920.5374 Parcel ID# (available from the Pitkin County Assessor's Office 2643 - 274 - 00 - 002 970.920.5160 or at www. oitkinassossor.org): Puroose of Pe•ml: [NEW El REPAIR DUE TO FAILURE ❑ REh10DEUADD1i[ON El TANK ONLY F1 FIELD ONLY Cost of System Repair or Remodel/Addition (approximate): Property Address 372 Sunnyside Lane, Aspen, CO 8166 Lot Parcl.s A&B Block: Filing: Subdivision. Property Owncr(s)': VC Sunnyside, LLC Finaii Address: Owner's Mailing Address PO Box 7699, Aspen , CO 81611City, State, Zip. Home Phone: BLsiness Phone: 'Contact information must be provided for the owner signing this application. Prmary Contact 0ersorl4ppncant (if not avmer): Matt Langhorst Company: High Country Engineering Contact/Applicant Mail,ng Address: 1517 Blake Avenue, City. State. Zip Suite 101, Glenwood Springs, CO 81601 Cell Phone: 970-3'79 9847 Business Phone 970-945-8676 Fax Number: Email Address: matt@hceng.com Building Permit # (d apps cable): Lot Size (in acres): 7.12 acres Size of Building (square 'eet): 10 747 SF Number of Potential Bedrooms: 5 bedrooms Detached Accessory Un t? [I YES CX' NO Size of Accessory Unit (square feet): Number of Potential Bedrooms In or Fixture List for the Accessory Unit. Water Source: ❑ PRIVATE WELL El SURFACE WATER ❑SPRING ©COMMUNIT-Y/PUBLIC WATER SYSTEM Name of CommunityiPubItcWater System (if apolicabte):white Horse Springs water and San District Engineering Firm: High Country Eng4obNum" 2131009 Phone Number: 970-945-8676 Fax Number970 - 945 -2 Mailing Address: City, Stale. Zip: 1511 Blake Avenue, Ste 101 Glenwood Springs, CO 81601 PLEASE READ BEFORE SIGNING: I comity that the above Information Is complete and acc to and that I have provided complete and accurate Information In all of the documents included in my application package. I acknowledge ThatINR may revoke any permit I am issued if my application Is found to contain any inaccurate, false, or misloading Information. I understand at no construction may be undertaken on an OWTS until an OWTS Construction Permit Is Issued. Owner Signature (Requi,ed): (( Date: Applicant Sin ra Date: /n EN/HR Staff:I k �Fee& Recelot # 18 Date: (� �ZO t 55 CEHONSITE WASTEWATER TREATMEN1- YSTEM (OWTS) USE PERMIT APPLICATION CHECKLIST 76 Service Center Rd - Aspen, CO - 81611 Phone: 970.920.5070 Fax: 970.920.5374 A complete application package must be presented at the time of your pre -application conterence Tor acceptance. To schedule a pre -application conference, please call 970-920-5070. PLEASE INITIAL EACH ITEM TO INDICATE COMPLETION Only one copy of each item is necessary. X OWTS Use Permit Application (completed) X Site Plan ❑ Please indicate the type of document to be submitted below. ❑ 11" X 17" and/or [� Electronic document emailed to ehnr(cbco.pitkin.co.us before the date of the pre -application conference ® All designs must be 1" to 20' in scale. ® Site plan must include locations of existing wells, buildings, property lines, ditches, water lines, springs, irrigation lines, drinking water cisterns, drain tiles, water bodies, wetlands, riparian areas, floodplains, dry gulches, and existing OWTSs. X Soil Testing Notification 8r Report (must be provided by a PE) ❑ This Department should be notified when soil tests are conducted. A 2"- 4" perforated PVC pipe should be placed in the soil profile hole for monitoring purposes. ® Report must include percolation test results and the soil profile evaluation. X Building Floor Plans ® 11" X 17", or submitted electronically to ehnr(cDco.pitkin.co.us before the date of the pre -application conference. X Land Use Approvals & Other Relevant Permits 8r Approvals ® Recorded Site Plan that designates approved envelope(s) for development. If the property is exempt from this requirement, please have a Community Development Planner email ehnrOco.pitkin.co.us with confirmation of the exemption. 24" X 36" and ® 11" X 17", or electronic document emailed to ehnrAco.pitkin.co.us before the date of the pre -application conference ® Copies of all land use approvals, as well as all other documentation relevant to the siting of the OWTS(s) and any other development on the property (e.g., Resolutions, Administrative Decisions, recorded easements). Comments from EH/NR regarding Land Use review referrals can be accessed by opening http://www.a:rpenpitkin.com/pdfs/depts/7/landuse.ndf and clicking the blue link in the "Referrals" column. Referral comments more than 2 years old may need to be requested from the County Planning Department. Construction Management Plan ❑ Required & Obtained Not Required Requirements: http.-//www aspenpitkin comlodfs/depts/7/CMP Manual pdf Forms: http-//www.aspenpitkin.com/depts/7/bldgdiv.cfm X Proof of Adequate Water Supply Legal water supply must be demonstrated in accordance with Colorado water law and meet the requirements of the Pitkin County Land Use Code. ❑ Private systems: Proof generally includes a well driller's report, well permit issued by the Colorado Division of Water Resources, final augmentation plan (if required), and a recent pumping report. Wells must be drilled before an application will be accepted. ® Public: systems: Proof generally includes a letter from the CWQCD - approved public water system confirming it has sufficient water to supply the development and it has agreed to do so. Initial Site Inspection ❑ All components of the OWTS, as well as the proposed buildings, water source, and other pertinent physical features must be clearly staked and labeled prior to the inspection. Inspection must be scheduled between May 1st and Oct 31st, unless otherwise approved by EH/NR. X Applicable Fee ® OWTS Construction Permit: $1,023* ❑ Tank Only: $523* *There is an additional Administrative Fee of $175.00 for properties in the Town of Snowmass Village. Please Make Checks Payable To: Pitkin County Environmental Health & Natural Resources Department TO SUBMIT A BUILDING PERMIT APPLICATION PRIOR TO OBTAINING AN OWTS CONSTRUCTION PERMIT THE FAST TRACK WAIVER MUST BE SUBMITTED TO COMMUNITY DEVELOPMENT WITH YOUR BUILDING PERMIT APPLICATION. Please note that this waiver only allows for the submittal of the Building Permit Application. It does not allow for the issuance or approval of the Building Permit without OWTS Construction Permit approval from the EH Department. G:\OWTS March 8, 2008 NEW R=GS\Office - Admin\Forms\OWTS Const Forms\OWTS Construction checklist.xls Updated:3/20/09 Pitocin County Environmental Health Department Coniact Log Sheet Name: 50 t . . Parcel iD#: 7-03 -- 2-I coo Address: Z SoA� 5'- l- PeCson S 9Ken To - Comments /Action to be Taken. _-..:. --__-_ _ Initials Time Date::,. _ f n� V�.1 �✓tL ti t �i 1 c -%."i0. ! A 5 s W0.S 1.n ah to .�1- CIVIL ENGINEERING LAND SURVEYING An Employee -Owned Company MEMORANDUM To: Kurt Dahl, Pitkin County Environmental Health Department From: Matthew Langhorst, PE Date: August 15, 2014 Project: 372 Sunnyside Lane, Aspen, CO. Subject: OWTS Construction Approval Letter. The proposed OWTS field design at 372 Sunnyside Lane outside of Aspen has been installed per the approved and permitted plans. The beds were trenched down to the tested soil elevation and installed on an un -compacted level pad of existing soils. The fields are located in their general area of design and have proper separation from trench to trench. The fields are more than the required 90' from the end of the newly culverted ditch and meet property line and culvert setbacks per the design. Trenching and piping were completed correctly. The trench inlet piping was attached to the upper ports on the end caps to the chambers runs and inspection ports were brought to above grade as designed. The new three chamber concrete septic tank meets sizing requirements per design and has an inlet drop and outlet bio -filter installed per design. The internal dosing pump appears to be installed and functioning as per design. The tank lids have been raised to the proper elevation above grade and backfilling of the trench and septic tank dig have been completed. Please see attached photos of the installation. Please let me know if you have questions pertaining to this acceptance letter submittal. Thanks, r Af Matthew Langhorst, P.E. High Country Engineering, Inc. 1517 BLAKE AVENUE, SUITE 10 1 GLENWOOD SPRINGS, CO 81 601 970-945.8676 • PHONE 970-945-2555 • FAx WWW.HCENG.COM 1517 BLAKE AVENUE, SUITE 10 1 GLENWOOD SPRINGS, CO 81601 970-945-8676 • PHONE 970-945-2555 • FAX WWW.HCENG.COM �i 8661-2 +Z6O09VI* WOO"JN3JN'MMM 99925V6 (oC61 Xtld-9L90866 (OL813NOHd 10910 O'3l1N9Atl 3]Itlt6C 9{O 'SNI `9NRI33NION3 AN1Nnoo How as,rlinasv 8 a 1N3 W1tl32112131tlM 311SN0 3Ntl'1301SANNNS ZL£ wn g W OOb2fOlOJ'ALNf10J NINLd E N S1J3LHJxN Otl03lJW xJ31SM3M[3 n N O 13 Is / z Y7 0 / o w / Z CL a7 �� U Y N a� NO Q FO Z 8Z R NV Rw as,rlinasv 8 a 1N3 W1tl32112131tlM 311SN0 3Ntl'1301SANNNS ZL£ wn g W OOb2fOlOJ'ALNf10J NINLd E N S1J3LHJxN Otl03lJW xJ31SM3M[3 n N O 13 Is / z Y7 0 / f / as,rlinasv 8 a 1N3 W1tl32112131tlM 311SN0 3Ntl'1301SANNNS ZL£ wn g W OOb2fOlOJ'ALNf10J NINLd E N S1J3LHJxN Otl03lJW xJ31SM3M[3 n N O 13 Is / z Y7 o< mar I • / / o -".z `x.y} -- / rq': I / IZ I .0 o ; N / f / a� o< mar I • / / o -".z `x.y} -- / rq': I / IZ I .0 o ; N DESIGN CALCULATIONS - for Pitkin USING LTAR Owner's Name Parcel ID # House Size (sq. ft.) (75 gpd or 100 gpd) Number of Bedrooms in Main House 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 LTAR (T) Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.5 Q= 1500 Minimum tank capacity 1875 gallons Absorption Area (=B20 X 1.0/1317) A = Q x 1.0 loading/LTAR A = 1,500 sq. ft. of absorption area required _ _Absor_ _rN �_ A= f 1,500 sq. ft. of absorption area required Abs. Area w/ loading factor (1325) Trench Bed Quick4 Trench Quick4 Bed Pipe and Gravel 1350 1500 137 152 Dosing 1200 1200 122 122 Chambers 1050 1350 106 137 Max Allowable 750 1050 76 106 Secondary Treatment Abs Area w/ out loading factor (B28) Trench Bed Pipe and Gravel 1350 1500 137 152 Dosing 1200 1200 122 122 Chambers 1050 1350 106 137 Max Allowable 750 1050 76 106 140 SETBACK FROM WELL # of feet = 90 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 65 SETBACK FROM DRY GULCH # of feet = CIVIL ENGINEERING LAND SURVEYING An Employee -Owned Company MEMORANDUM To: Kurt Dahl, Pitkin County Environmental Health From: Matthew Langhorst Date: October 10, 2013 Project: 372 Sunnyside Lane, Aspen, CO 81611 Subject: Septic System LTAR and Soils High Country Engineering has put together the OWTS design plan for 372 Sunnyside Lane in Pitkin County, CO. We have based our LTAR assumption from the best available information in hand and the Geotech for the project has agreed we are within the soils range for a 1 gallon/SF range. When the original gradation test was completed the Geotech did not do a Hydrometer test on the soils to show the percentage of Silt versus Clay passing the #200 sieve, but with Liquid Limit and other tests available he feels that a majority of the soils will fall within the Silt range. HCE is requesting that the Environmental Health Department release the OWTS system design as approved so that the Owner can pull their Building Permit which has been completed through the County process. HCE will provide the EHD with the Hydrometer test once it is completed and if the Hydrometer test shows that modifications to the approved plan/LTAR need to be made at that time, we will complete those changes and resubmit to the EHD for approvals. We are aware that the re -review will be billed through EHD on a time and materials basis. Please let me know if you have questions pertaining to the irrigation plan and profile submittal that we have provided. Thanks, Matthew Langhorst, P.E. High Country Engineering, Inc. 1517 BLAKE AVENUE, SUITE 10 1 GLENWOOD SPRINGS, CO 81601 970945.8676 • PHONE 970.945-2555 • FAx W W W. HCENG.COM CIVIL Pitkin County Environmental Health c/o: Kurt Dahl 76 Service Center Road Aspen CO, 81611 LAND SURVEYING An Employee -Owned Company July 9th, 2013 Re: Soil Analysis and Onsite Wastewater Treatment System Design 5 -Bedroom Residence 372 Sunnyside Lane Pitkin County, Colorado Dear Kurt, High Country Engineering, Inc. has analyzed subsurface investigations performed previously on the subject property. An onsite wastewater treatment system (OWTS) has been designed for the proposed residence. The property is located outside of Aspen, in an area where OWTSs are necessary. SITE CONDITIONS The subject property is currently developed; however, the existing residence will be demolished and replaced with a new, 5 -bedroom residence. The subject residence will be served by a community water system. SUBSURFACE A review of soil investigations on the property was conducted. The following data was obtained: • Existing Drywell Location and Percolation Rate —10/27/1994 County File o The existing drywell system was installed in 1994. o Percolation rate at that location, just adjacent to proposed field was 25 mpi. • CTL Thompson Soils Investigation — May 3rd, 2013 o Soil described as sandy gravel with silty clay; o The soils appear to be consistent through the inspection pit dug within the center of the proposed field location. o Soil gradation consists of 27% gravel, 32% sand, 41% silt and clays. o These soils are consistent with the soils at the existing drywell location and percolation test location. • CTL Thompson Preliminary Soils Report — March 8th, 2013 o Three bore holes were completed for soils testing; bore 3 was in the proximity of the proposed septic field. o Soil gradation consists of 27% gravel, 47% sand, 26% silt and clays at a depth 1517 Blake Avenue, Suite 101 Glenwood Springs, CO 81601 Telephone (970) 945-8676 - Fax (970) 945-2555 AMA T of approx. 5V Lower level soils are more dense clatrata, but should not affect this field's function. o Classified as a Type "B" soil. Well draining. o No subsurface water was encounter or bedrock material in the borings. A long term acceptance rate (LTAR) of 1.0 gal/sq. ft will be used to design the OWTS. DESIGN SPECIFICATIONS The OWTS design is based on a 5 -bedroom home over 6,000sf. An average daily wastewater flow of 1000 GPD and design flow of 1500 GPD will be used. With a 30 % reduction in design flow for Chambers and 20 % reduction for Dosing, the total design flow will is calculated at 750 GPD. The installation will include a 2,000 -gallon, three -compartment top seam septic tank with a .75 MicroFAST treatment system. There will be a 250 -gallon dosing chamber with a PF -300511 pump in a Biotube pump vault within the septic tank. The subsurface absorption area will consist of 6 trenches with (13) Quick -4 chambers per trench. This gives us a total of 78 chambers at 9.58 SF per chamber of absorption area. This is total of 750 SF of absorption area. Construction must be according to Colorado Department of Public Health and Environmental Individual Sewage Disposal System Guidelines, Ouray County Individual Sewage Disposal System Permit provided by Ouray County Building Department, and this design. OPERATION INFORMATION AND MAINTENANCE The surface of the drain field should be seeded upon completion. Vegetation is an important factor in drain field performance. Erosion control should be practiced prior to and during re - vegetation. Geo -fabrics or plastics should not be used over the drain field. No heavy equipment, machinery, or materials should be placed on backfilled drain fields. Livestock should not graze on the drain field. Plumbing fixtures should be checked to ensure that no additional water is being discharged to OWTS. For example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a drain field. The homeowner should pump the septic tank every two years, or as needed gauged by measurement of solids in the tank. Garbage disposal use should be minimized, and non - biodegradable materials should not be placed into the OWTS. Grease should not be placed in household drains. Loading from a water softener should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS. Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste only. ADDITIONAL CONSTRUCTION NOTES The design includes a pump, air release valves and weep holes should be installed to allow pump lines to drain back to tank or to field to minimize risk of freezing. Excavation equipment must not drive in excavation of drain field due to the potential to compact the underlying soils. Extensions should be placed on all septic tank components to allow access to them from existing grade. Precast concrete tanks and distribution boxes should be used, unless plastic or fiberglass is required. Access to all tank compartments and distribution devices is optimal. INSTALLATION OBSERVATIONS E High Country Engineering, Inc. must view the OWTS system during construction. The OWTS observation should be performed before backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing siphons, and other plumbing, as applicable, must also be observed. High Country Engineering, Inc. should be notified 48 hours in advance to observe the installation. LIMITS The design is based on information submitted. If soil conditions encountered are different from conditions described in report, HCE, Inc. should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The installer should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Please call with questions. Sincerely, O�p00 LIEF HIGH COUNTRY ENGINEERING, INC. �' •' �'� R SAN '•' Matthew Langhorst �o% •.: 4 '`F'••..•��...•''� sS�ONA� Project Manager ENG C ATTACHMENT 8: PROOF OUEQUATE WATER SUPPLY WHITE HORSE SPRINGS WATER AND SANITATION DISTRICT POST OFFICE BOX 808 ASPEN COLORADO 81612 TO PITKIN COUNTY ENVIRONMENTAL HEALTH DEPT. This letter is to verify that the water district has sufficient water supply for Fire and Domestic use to provide water to 372 Sunny Side Lane, lot 12 sec. 26 and Lot16 Sec. 27 site owner VC Sunny Side LLC. Also there is a 6 inch water main running through the east side of this lot. If any question please contact Ron Ferguson Water District Superintendent and operator in charge, at 963-3180 HOLLAND&HARTPR - September 26, 2013 VIA EMAIL Jeff Davis Richard Wax & Associates P.O. Box 7699 Aspen, CO 81612 jeffdavis ,rwaspen.com Mark E. Hamilton Phone 970-925-3476 Fax 866-784-7682 MEHamilton@hollandhart.com >0969.0001 RE: Project Proposal at 372 Sunnyside Lane and Conditional Approval Letter from the Salvation Ditch Company Dear Mr. Davis: Our office represents the Salvation Ditch Company (SDC). We understand that you represent VC Sunnyside LLC (the "Owner'), the record owner of real property located at 372 Sunnyside Lane (the "Property'). We further understand that the Owner is seeking Pitkin County approval for construction of a new primary residence on the Property and that the County has encouraged you to cooperate with the Ditch Company to resolve any potential issues regarding impacts upon the Salvation Ditch or its associated easement across the Property. SDC's engineers (Sopris Engineering LLC) have reviewed plans for this project, which contemplates construction immediately adjacent to the Salvation Ditch right-of-way and necessitates a pump -around of ditch flows, protection against modification to the ditch, a minimum separation between the ditch and any proposed structures, piping a ditch section, potential ditch re -alignment, and other measures to protect the SDC. As you know, by virtue of historic use, SDC presently holds an easement across the Property to the extent reasonable and necessary to operate, maintain, repair and replace the ditch in its present alignment. The purpose of this letter is to provide conditional approval from SDC so that you may confirm County approvals that align with SDUs expectations. SDC is willing to approve the project upon the following conditions: 1. Improvements Agreement. VC Sunnyside LLC and the Salvation Ditch Company must enter into a improvements agreement acceptable to SDC that shall run with the land and be binding upon all successors in interest. Such agreement shall include the following terms: Holland & Hart LLP Attomeys at law Phone (970)92S-3476 Fax (970)925-9367 www.hollandhart.com 600 East Main Street, Suite 104 Aspen, CO 81611-1991 Asp,n oder gs Base oouWer Carson City Cheyenne Cobrado Springs Denver Demer Tech Center Mcxson Hole t as Verpb Re Salt lake City Sanm Fe Wa0in g0ti, D.C. HOLLAND&HART. Jeff Davis September 26, 2013 Page 2 a. Engineered plans and specifications prepared by a Colorado -registered professional engineer have been submitted to SDC concerning any excavation. landscaping, improvements or alternations to occur with 15 feet of either side of the centerline (of existing and/or relocated portion(s)) of the Salvation Ditch. Final plans and specification shall comply with the plans received on September 6th, 2013 from High County Engineering. subject to comments and modifications requested in September 26, 2013 letter from Sopris Engineering and any other minor modifications or clarifications timely requested by Sopris Engineering prior to completion of the project. b. Any construction affecting the ditch shall be perfonned outside of the irrigation season (after October 15 or before May 1). Owner shall comply with all reasonable directives of SDC concerning the timing or manner of construction to minimize impacts upon the ditch or the delivery of water to SDC shareholders. c. Owner shall not utilize water from the ditch except pursuant to shares held in the SDC and for irrigation use upon historically irrigated lands along the ditch. No aesthetic ponds or water features may be supplied by the ditch. d. Upon completion of the project, mylar as-builts shall be provided to SDC along with electronic copies of the same in C.A.D. format. e. SDC or its engineers may inspect work in progress with such personnel as SDC deems necessary. f. Owner shall provide a complete warranty as to all defects in materials and workmanship extending at least two (2) full irrigation seasons following completion of the project and acceptance of the same by SDC. g. Owner shall comply with all state, federal and local laws, ordinances, rules and regulations with regard to the project and indemnity SDC as to any violation of the same. h. Upon completion of any improvements to the ditch and acceptance of the same by SDC, they shall be the property of SDC, without further action of either party. i. Owner shall provide an engineered preliminary cost estimate for all work within the ditch right-of-way and shall secure its performance of its obligations and completion of the project with security acceptable to SDC (cash deposit, irrevocable standby letter of credit, or performance bond) to secure 110% of the cost estimate. Upon project completion and acceptance by SDC, these funds shall be released except 10% of the total which shall be held by SDC to secure Owner's two -season warranty obligations. If HOLLAND&HART. Jeff Davis September 26, 2013 Page 3 Owner should default in its obligations, SDC shall have the right to draw upon these funds for purposes of completing the project. j. SDC's approval shall not make it liable for any loss or damage arising out of the development or redevelopment of the Property. On behalf of itself and any successors - in -interest. Owner shall waive any claims against SDC related to any improvements placed within 15' of the centerline of the ditch. k. Owner's contractor and engineer shall name SDC as an additional insured at the same coverage levels provided to Owner with regard to general liability, workers' compensation, automobile, professional liability. and umbrella insurance coverage. 2. Ditch easement. During construction of any piped sections of the ditch, each joint and each bend or fitting shall be surveyed prior to being buried. Upon completion, and prior to release of any security, Owner shall convey to SDC a perpetual, non-exclusive easement extending 15 feet on either side of the as -built centerline (or, if accepted by SDC's board, an easement extending 10' from the centerline on the side of the ditch where the new home will be, and 20' from the centerline on the other side), together with preservation of any historical ingress and egress to the ditch across the Property, free and clear of all encumbrances excepting any matters accepted by SDC after review of a current title commitment. The easement shall thereafter be recorded in the Pitkin County records Said easement shall restrict the placement, movement or alteration of any improvements within the ditch easement (including but not limited to any utilities, paving, fences, and deep-rooted vegetation) without SDC approval and Owner's assumption of liability for damage to any such improvements that may be sustained during future operation and maintenance of the ditch. Said easement shall operate to extinguish any historical easement rights inconsistent with the new easement terms and alignment. 3. Cost reimbursement. By signature hereon. Owner agrees to reimburse SDC for its full legal, engineering, or other fees and costs incurred in the course of reviewing this proposal, documenting the same, and monitoring and inspecting the project. 4. VC Sunnyside LLC and its contractors must adhere to all material representations made in the Project Proposal and in negotiating the agreement regarding the Project Proposal and the Potential Protective Measures, and the Salvation Ditch Company shall consider those representations to be conditions of approval, unless amended by other conditions. 0 0 HOLLAND &HART." Jeff Davis September 26, 2013 Pate 4 Failure to comply with the conditions of this approval may result in revocation of this conditional approval. Sincerely, Mark E. Hamilton of Holland & Hart iii, MEH:aee cc: Michael Kiernan, Salvation Ditch Mana yer Tom Moore, SDC president Chris Geiger, Esq., Balcomb & Green Matt Lan -horst, P.E., HCE Carter Page, P.E., Sopris Eng. Yancy Nichol. P.E., Sopris Ent). (all via email) 6352288.2 VI I ■EMKO■ Eo ■❑ Ee 1w \ I • • o�oo • ------------------ PLACE CLEANOUT ABANDON AND FILL ALONG LINE EXISTING DRYWELL PRIOR TO BOX. OCATION. REMOVE BARRELS AS NEEDED TO INSTALL NEW TANK. �— II I 1 PROPOSED 2" 1 WATER SERVICE i FROM EXISTING VAULT (123' TO , CLOSEST ITEM OR SEPTIC SYSTEM)., a / 1 OWTS DESIGN CALCULATIONS: 5 -BEDROOM RESIDENCE: (GREATER THAN 6000 SJF (100 GAL/PERSON/DAY x 2 PERSONS/BEDROOM x 5 BEDROOM) AVERAGE DAILY FLOW = 1000 GALLONS DESIGN FLOW = Q = 1.5 x 1000 = 1500 GALLONS TANK SIZING: • 1500 x 30 HOUR RETENTION TIME = 1875 GALLONS • USE 2000 -GALLON, THREE -COMPARTMENT TANK WITH .75 Micro FAST ABSORPTION AREA SIZING USING SECONDARY TREATMENT: • PERCOLATION RATE = 25 MPI • CALCULATED ABSORPTION AREA = Q/5 x SQRT PERC RATE = 1500 SF •• 30% REDUCTION, CHAMBERS IN TRENCHES •• 20% REDUCTION FOR DOSING 60 LF OF 2" PRESURIZED FPUMP LINE TO SPLITTER BOX. SPLITTER BOX 11.25' BEND.ITH 6-4" OUTLET PORTS. BUILDING ENVELOPE (13)-04 INFULTRATOR HAMBERS PER TRENCH. ♦- - 6 TRENCHES TOTAL (750SF). 2,000 GALLON, THREE COMPARTMENT SEPTIC TANK WITH A '.75' MICROFAST SYSTEM AND 500 GALLONG DOSING TANK BUILT IN. EXISTING UTILI PED AND BOX TO BE RELOCAT IN FUTUF PA VE0 DRIVE ......., (a ------------------ \\\ ------ \ PROPOSED 48" ADS -WT CULVERT. 90' DITCH SETBACK. DOSING PUMP CALCULATIONS: DOSING AMOUNT • 6 DOSES TO THE FIELD PER DAY. • 250 GALLONS MAX. PER DOSE. • PUMP GPM = 30 GALLONS PER MINUTE. • PUMP RUN TIME: APPROXIMATELY 10 MINUTES PUMP SIZING: • ORENCO SYSTEMS PF -300511 OR EQUIVALENT GRAPHIC SCALE IN Mil I ( IN PEST ) 1 1-h . 10 EE TOTAL AREA REQUIRED - 750 SF EXISTING DRIVEWAY INFULTRATION SYSTEM: \ • 6 TRENCHES, 13 04 CHAMBERS IN EACH TRENCH, 78 TOTAL CHAMBERS ('QUICK -4') PROPOSED HOUSE • EFFECTIVE AREA PER CHAMBER: 9.58 SF EXISTING MAJOR CONTOUR • WIDTH OF TRENCHES = 3 FEET WIDE EXISTING MINOR CONTOUR • 6' UNDISTURBED SOIL BETWEEN EACH TRENCH "+w • LENGTH OF TRENCHES = 13 CHAMBERS = 52 FEET LONG EXISTING BUILDING ENVELOPE Pq ���STjNC DRi �F OBSERVATION PORT PER TRENCH RUN. EXISTING FENCE. LINE SETBACK. EXISTING OPEN DITCH SECTIONS TO BE CULVERTED. PROPOSED 48" '�' ADS -WT CULVERT. I. ABSORPTION LATERAL$ SHALL NOT EXCEED 100 -FEET INLENGTH, EXISTING DRIVEWAY 2. THE BOTTOM OF EACH ABSORPTION TRENCH SHALL BE LEVEL TO BE PROVIDED TRENCHES, AS NECESSARY, TO PREVENTSURFACE RUNOFF FROM ENTERING ABSORPTION AREA \ 3. DRAINAGE SWALES ARE ABOVE ANDAROUND 4, TRENCH LATERALS SHALL FOLLOW CONTOURS, IN ACCORDANCE RECOMMENDATIONS. PROPOSED HOUSE 5, IN5TALL INFILTRATOR WITH MANUFACTURERS _ 6. TRENCH BOTTOM AND SIDEWAL S MUST BE RAINED TO REMOVE SOIL SMEARS INCURRED DURING EXCAVATION. EXISTING MAJOR CONTOUR 7, NO EXCAVATION OF ABSORPTION FIELD IS TO BE DONE DURING NET WEATHER AND USF OF RUBBER TIRE VEHICLES OVER ABSORPTION ARM IS PROHIBITED EXISTING MINOR CONTOUR 8. BOULDERS EXISTING WITHIN THE TRENCH SHALL BE EXCAVATED ANO BACKFILL SHALL INSIST OF ONSRE SEMCT OR 11 RUN MATERIAL EXISTING PROPERTY LINE 9. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO ORDERING SYSTEM PARTS. EXISTING BUILDING ENVELOPE 10, THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATIONS AND DEPTHS OF ALL EXISTING BURIED UTIUTIES. 11. CLEAN OUTS ARE REQUIRED AT ALL BENDS AND A MINIMUM OF 100 FEET ALONG THE HOUSE SEWER, 12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ALL WATERTIGHT COMPONENTS, PRIOR TO THE ABSORPTION AREA, TO PREVENT INFILTRATION. 13. TOPSOIL COVER MAY BE VARIED IWITH I FOOT MUU"UMI TO ALLOW FOR NON- INTRUSIVE LANDSCAPING, MAXIMUM OF 4' IN DEPTH. 14. INSTALL RISERS AS NECESSARY TO BRING ALLACCESS POINTS TO WITHIN ONE-HALF FOOT OF FINALGRADE. 15. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG AS ALL MINIMUM DISTANCES AND SLOPES MEET THOSE REQUIRED. 16 PROVIDE POSITIVE DRAINAGE OF SURFACE WATERAWAY FROM ABSORPTION FIELD AREA USINGDRAINAGESWALESASNECESSANY. ]). SOILS IN FORMATION PROVIDED BYCTE THOMPSON, LOB NUMBER 1%V ER. \ 18. THIS DRAWING DOES NOT CONSTITUTE AN OWTS PERMIT. PERMITMUSTBE OBTAINED FROM APPROPRIATE COUNTY OFFICIALS. ENGINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACXFILL AND PROVIOE COUNTY REPORT TO 19. THIS SYSTEM 15 SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM. 20 INSTALL BLUEROARD INSULATION M. SEWER PIPE WHEREVER DEPTH IS IESS THAN 5.0 FEET. 21. THE SUBSDILS EXPOSED IN THE PROFILE PIT CONSISTED OF 3 -FEET OF TOPSOIL OVERLYING GRAVEL TOPSOIL: SANDY SILT AND CLAY, GRAVELLY, ORGANIC, SUGHTLY MOLST, DARK BROWN, 22. SITE PLAN NFORMATIOH NUMBING' BEDROOMS, 511E OF HOUSE PROVIDED BV BREWSTER MCLLOD ARCHITECTS. ASPEN, CO. 23. LEACH f ELO MUST BE SURVEYED AFTER INSTALLATION FOR ACCURATE LOCATION FOR FINAL FIELD INSPECTION AND WRITEOFF. 24. NO EXISTING BUILDINGS, WELLS, SPRINGS OR IRRIGATION FAOLITIES ARE WITHIN THE SITE, 25. NO IRRIGATION FACILRIES ARE TO BE CONSTRUCTED ON THE SITE. 26. DOMESTIC WATER IS TO BE PROVIDED BY THE LOCAL WATER DUTIUCT. 27. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PITKIN COUNTY REGULATIONS OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS. EVEN THOUGH ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ONTHEDRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS REFERRED TO IN THE ABOVE MENTIONED REGULATIONS. 90' DITCH SETBACK. 4^; �A } e LEGEN z > � w ID a°a ID° poL Vz�_Vg Nz 0 w2g u 0 L • ED ED Z Ro. m W'oR O Z US o aW"O 6 W aam U Y(LWww _ 1- 1-100 o o Z m 31, n nw_ U ^0Z o_ 2D. m I F Z ~0 ZZIII J� aO WW aUCF, w Or U>)4' 1- LLjjz ZIW„ U) U fo Za rn Er U N Y (4 fW„ wa mU) m p F'FCOJE.CT NO. 2131009.00 OWTS S 1 EXISTING DRIVEWAY PROPOSED DRIVEWAY PROPOSED HOUSE EXISTING MAJOR CONTOUR — — EXISTING MINOR CONTOUR EXISTING PROPERTY LINE ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ EXISTING BUILDING ENVELOPE z > � w ID a°a ID° poL Vz�_Vg Nz 0 w2g u 0 L • ED ED Z Ro. m W'oR O Z US o aW"O 6 W aam U Y(LWww _ 1- 1-100 o o Z m 31, n nw_ U ^0Z o_ 2D. m I F Z ~0 ZZIII J� aO WW aUCF, w Or U>)4' 1- LLjjz ZIW„ U) U fo Za rn Er U N Y (4 fW„ wa mU) m p F'FCOJE.CT NO. 2131009.00 OWTS S 1 ¢ UU « Z W , no, F NATURAL BACKFILL m o o1� REMOVABLE PVC CAP � � -8 0).0 is rc UTILIZE UPPER ^'a• zw.naAw "`; 12" MIN, COVER MANIFOLD PORTS " ' «� ° ° ro §0 c i °o S 48" MAX. COVER FOR PIPE ..x'b 'p '"' o - goo DRILL 4 — 1/2"0 AIR HOLES C.",^•"w �LL 8 wooi \ ATTACHEMENTS IN EXPOSED PIPE ./\/\/`g 5 �g a�I' O \\i'�°>i ,.» as aQ P R q" o CUT HOLE IN TOP OF •\,�\r\\/\ \/\/ « :w:.: �u J �w SOLID PIPE INFILTRATOR UNIT AT / / \\� ,'tea^.,,;••^;,,,� ,,•,,,,,, a w� CENTER FOR INSTALLATION u \/ SIDES / OF INSPECTION WELL PIPE ROUGHENED / j\\ j/\\�� %j\ / //j w..,.,.. �',:,w maP�o`�...P•,�. . m OUP 12"�1"m \\ / ri o \\ r4 } Z In 4" 0 PERFORATED PIPE \ \ \ \\ \\ \ \ \ \36" QUICK 4 / NATURAL TRENCH INFILTRATOR UNIT'U'•:» ':o:.^';:05.°�`'.,':. ."�.»'`'.,�'G,,;t".o..w.roers•n GROUND TRENCH BOTTOM LEVEL -- NFILTRATOR UNIT AND ROUGHENED INSPECTION WELLDETAIL(T N,T.S. TRENCH CROSS SECTION YPI R.T.S. 0 REMOVABLE PVC CAP �..•"P.Te::'° `°°"" INSTALL MARKER IF CAP ia«�ei i�wa 1 Y o T F IS TO BE BURIED. FINISH GRADE Pip LICFN '"I> �..+«�.k"""", "°""°"". "`." 'fay 0:b- O _ V, LAN 0 I �i "ar'•,..n,mw r".rm.. w .<. �.mw.<.:a'i...:":..,wU.l.v,..�.�,..cr - Z 3979, _-- Iw hW wuevae 1 ,...... .. V Lo Z 4" COUPLING a" RISER,� W W n SS/O N N\- Z 1n Q Y u to 4" 45' SWEEP BEND ,.�w•-.........,,+........,.,,....a°..w.., k. ,...,...,�.,,a,. ...»» ...<...,.a Z0 vi Z 4" SEWER LINE a, "sem ""ws.*G" m .^ ..^^"�» Ya >w W > M amp U Lu FLOW �� . ■LUS STANDARD CHAMBER . mmamw..v:.as.a.�e,m.u�.°....,.,�.m...�.....am+.waw.mw,..m....rm°.n.,<n.w.w.nm.,.,...,.�. L• e� r e .. A.. « ..,aw..,. ,. � N W m p� ck4 Pl.. Standard Chamber Side and End Views +:° ?X°.�m..xuaa.�.ee.�u - 1°m iYvm O 0 4 2 4 °ix_ U PVC WYE —'(.�;`.�w..�.....m......c.a..ab... F- aea.°,a = a CLEAN OUT ASSEMBLY --x--I v..,........a...,.».U...,..".aa......aa�w.,.,...�.w.....,....»-.,..�...,a.a..�..KK,,... _ SEWER CLEAN OUT DETAIL OMrck4 Pis Al1•in-Ona 12 Encap FmnL Side and End VlaWS N.T.S. ..e -z .w......>^ ..""". .w V,R" .m.. .w....p...m.,.... a•,w■RI 1 �_-� ",memaa rtw[ar w.�.:S ,••g radee2A.t 1.._` i.. «, a^ °'.•�s':r....., �^. .-. 1 Mn,rvn Hai—dal Dials—I Feet) Belwe:n CWrS C .neseeand Ft,tin■, PhY lFea.— ..... .•esr,an..nu• 0,mk4 Pus AhtimOne PeriscopeAar,- 64 , , ' µ■ppyw,� 1�v� I'1. 6 l(... j a" P. ` «r. �'�`.1'�'b w.. ..e.er. U O W W I Z m1rdL4 PWa Stands d Ch -0- SPeeiReab— .r■m»•1•. a....w,.....m. u.o ' Size (W r L H _. W . b3' x IV (86 135 x 31 T (meat Hayht . v ., 3. 8 0', 12'T' w W Etlecka Length .. S , t cm} t .. «n E 4 m,, 6 5 nn, 22.6 , e 0 tl1 0: to INFILTRATOR' Dq iL F n W 3C LEI 5Y :a _ Atbsrcss Fan.ue • 3a'RZ DUAL .una,» L311 d m (A ak sgfx C OmsS SCALE 1: 5 m 0 �, en+,snweo .scam sn..m>1 "cw�;..aa«m«oxrmed<mav o.a«mlo-m e, me rommmnlrm evn:. roabcae. A.w,ded uraaaaao ww,« owR.,�,.-a1o,mlwntDRe,oa wcn ceadma cmv..,a aadscn«A•b lD rnna«mrca-m,azmasee me. �axRenenl elamerxbexilY 40e v:a abmTOlabN a,wue PWkre Rge•eaM ca°adalwst •Ynaede c0 ra•n� nx et eN»e cr.ecu,•e Ha watMq,t banbn to Pr ene•dme anmcam•,:tPq.TNn rnR Ga Mbet wlMrN oteb ,....',`„°.:w n...a...w.».^Xa•..ao.aarrr.e..'3°$`embar..r a....w.....,.e<w....ww.w�..wew.. �«.«.w.w.e...wam.a..� aoo.sal.uw .�Yee�"y sMw.iafiwnOnY•t•ma.aom t „w y,_ - "• n ,. pyo e,.... m.e+ws�mm °d 5� EE ,m,.. _. «.,.,. w ..w........... .. R,.°,.. FSYY°- ..mwawr , Po a«x. . . K� �� 1 8 Amacea:aaw«»immnce a, .ro,...a.waa.. m.�.,°...,,w a.�.• 14niA earn lW GPDdae•galwo.m tADU DPD, anbwYaaaam«m.oeaever.E o. awrmeaaeeiac mx•meae a •Ianb,wr«ev.nt coamnrown. as PE«oa•nae QaoabmooenrP<.erc•e mePdb 9ne ewllvb,v.b ne DaP nmencaaera,bdwsi0en e.d«wPn(btlaeba sl auafian9 cakubaonsl Maruw,h- .;. n... ,.. �- .'^'•' .4.�•.uw eeuwm Rwa, .'new.. .v."ew,...<w�.a. usa "� ,�... aew.ww.n..war.awwo- yw.. rne:vD'da . eM mry„a�gM1 dnonvwinz Mif ms addkura Akd sdDaa, NRawe ror assn lfAl GPDdsestsaler snef nessaary n.^Na.m..wxuiwa.x.. .., �� new..x.an S OWTS2 COUNTY SETBACK GUIDLINES 11 Aba«,ni«, T—h Aba«Ptron Bed SarE Fuer (see ezcep5ors oelorl 100. 25 25 20 10 50e1 250 53- 15P SuEaurraoe Dbpemal o wan a. Urod Send Filter 50 10 25 15 10 1 1 b U.—Send Flaer in sal wthe Pa.W.n lana' 25 25 15 t0 25 13 15 15 Rat < 50 MR Li WWaate WPoral so 10 25 t5 10 25 10 1 25 1s P.ndl Liretl PoneD1epe— 1000 25 25 t5 10 25 15 System Ua” 10Dm 10 50 125 10 25m 15 Va.E a 10 25 15 10 25 t5 Sek TanksPad.ageRarM J1525 Gx rg «Pumprp axante, VaomSM' goo' 10 26 6 10 W t5 P 10 'Sn' 0 /0'n 50"' 15SO "cw�;..aa«m«oxrmed<mav o.a«mlo-m e, me rommmnlrm evn:. roabcae. A.w,ded uraaaaao ww,« owR.,�,.-a1o,mlwntDRe,oa wcn ceadma cmv..,a aadscn«A•b lD rnna«mrca-m,azmasee me. �axRenenl elamerxbexilY 40e v:a abmTOlabN a,wue PWkre Rge•eaM ca°adalwst •Ynaede c0 ra•n� nx et eN»e cr.ecu,•e Ha watMq,t banbn to Pr ene•dme anmcam•,:tPq.TNn rnR Ga Mbet wlMrN oteb ,....',`„°.:w n...a...w.».^Xa•..ao.aarrr.e..'3°$`embar..r a....w.....,.e<w....ww.w�..wew.. �«.«.w.w.e...wam.a..� aoo.sal.uw .�Yee�"y sMw.iafiwnOnY•t•ma.aom t „w y,_ - "• n ,. pyo e,.... m.e+ws�mm °d PROJECT NO. acm�mbem nu Poe>me w.w.,.Pat•e<oa,da».baeec•omm,rc nemaaeY.ac.Pw »••an ma mtwma me n»a: was. Tna a,wn �mea�n waeeem�«mn tn<em caPem•ttl:anke vdn a. ,p«aed.nea�pouro aea:a,� ,m,.. _. «.,.,. w ..w........... .. R,.°,.. FSYY°- ..mwawr , Po a«x. . . K� �� 1 197009.0 2 O Amacea:aaw«»immnce a, .ro,...a.waa.. m.�.,°...,,w a.�.• 14niA earn lW GPDdae•galwo.m tADU DPD, anbwYaaaam«m.oeaever.E o. awrmeaaeeiac mx•meae a •Ianb,wr«ev.nt coamnrown. as PE«oa•nae QaoabmooenrP<.erc•e mePdb 9ne ewllvb,v.b ne DaP nmencaaera,bdwsi0en e.d«wPn(btlaeba sl auafian9 cakubaonsl Maruw,h- .;. n... ,.. �- .'^'•' .4.�•.uw eeuwm Rwa, .'new.. .v."ew,...<w�.a. usa "� ,�... aew.ww.n..war.awwo- yw.. rne:vD'da . eM mry„a�gM1 dnonvwinz Mif ms addkura Akd sdDaa, NRawe ror assn lfAl GPDdsestsaler snef nessaary n.^Na.m..wxuiwa.x.. .., �� new..x.an OWTS2 COUNTY SETBACK GUIDLINES 11 E PRELIMINARY GEOTECHNICAL INVESTIGATION 372 SUNNYSIDE DRIVE PITKIN COUNTY, COLORADO Prepared For: RICHARD A. WAX & ASSOCIATES, LLC P.O. Box 7699 Aspen, CO 81612 Attention: Mr. Jeff Davis Project No. GS05725-125 March 8, 2013 234 Center Drive I Glenwood Springs, Colorado 81601 Telephone: 970-945-2809 Fax: 970-945-7411 E TABLE OF CONTENTS SCOPE............................................................................................................................................ 1 SITECONDITIONS......................................................................................................................... 1 SUBSURFACECONDITIONS........................................................................................................ 2 SITEGEOLOGY.............................................................................................................................. 3 GEOLOGICHAZARDS...................................................................................................................3 SITEEARTHWORK........................................................................................................................ 4 Excavations................................................................................................................................ 4 SiteGrading Fill.......................................................................................................................... 5 StructuralFill.............................................................................................................................. 5 FOUNDATIONS............................................................................................................................... 6 DrilledPiers................................................................................................................................ 6 GroutedMicropiles.................................................................................................................... 7 MatFoundation.......................................................................................................................... 8 LOWERLEVEL FLOORS............................................................................................................... 8 FOUNDATIONWALLS................................................................................................................... 9 SURFACE DRAINAGE.................................................................................................................. 10 CONCRETE................................................................................................................................... 11 FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATIONS ........................... 12 LIMITATIONS................................................................................................................................ 12 FIGURE 1 - VICINITY MAP FIGURE 2 - LOCATION OF EXPLORATORY BORINGS FIGURE 3 - SUMMARY LOG OF EXPLORATORY BORINGS FIGURE 4 - GRADATION TEST RESULTS APPENDIX A - LABORATORY TEST RESULTS RICHARD A. WAX & ASSOCIATES, LLC 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S:\GS05725.000\125\2. Reports%GS05725125 R1.doc SCOPE This report presents the results of our preliminary geotechnical investigation for a new residence proposed at 372 Sunnyside Drive in Pitkin County, Colorado. An existing residence at the site will be demolished. We conducted the investigation to evaluate subsurface conditions at the site and provide geotechnical recommendations for planning purposes for the new residence. Our report was prepared from data developed during our field 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 presents preliminary recommendations for foundations and floor systems. Design -level foundation recommendations will be provided when plans showing the existing construction and planned construction are available. Subsurface information obtained from this investigation will be used to develop the design -level recommendations. SITE CONDITIONS The site is located at 372 Sunnyside Drive in Pitkin County, Colorado. A vicinity map is shown on Figure 1. An existing residence with a partial or full basement below the main level is on the lot. The basement appears to be about 10 feet below ground along the uphill side of the building. The site is at a transitional area from steep to comparatively moderate slopes. Fill was placed to level areas for parking and drives. The Salvation Ditch is to the west of the existing building. We should be provided a copy of the field survey showing the existing and proposed conditions, when available. Vegetation on the lot consists of native grasses, brush and trees. Approximately 1 foot of snow covered the ground at the time of our field investigation. RICHARD A. WAX & ASSOCIATES, LLC 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S:%GS05725.000N2512. RepoRs1GS05725125 Rt.doe 1 EM SUBSURFACE CONDITIONS To investigate subsurface conditions at the site, we directed the drilling of three exploratory borings at the approximate locations shown on Figure 2. Boring locations were limited by existing construction, steep slopes and snow. Exploratory drilling operations were directed by our laboratory/field manager who logged the soils observed in the borings and obtained samples. Samples obtained in the field were returned to our laboratory where field classifications were checked and typical samples were selected for laboratory testing. Graphic logs of the soils observed in our exploratory borings are shown on Figure 3. Boring TH-1 was located in the asphalt paved drive area on the downhill side of the lot. We found 7 feet of medium dense, moist clayey sand fill with gravels underlain by 20 feet of stiff to very stiff, moist to very moist, natural sandy clay with gravels underlain by very dense clayey sand to the maximum depth drilled of 30 feet. Boring TH-2 penetrated blocks of sandstone displaced from higher elevations or placed by past earthwork operations. In our boring TH-3, below a layer of topsoil, we found 5 feet of clayey sand with some gravels underlain by sandy clay. Boring TH-3 was drilled to sample soils for information for the individual sewage disposal system (RSDS) designer to utilize to develop plans. Ground water was not encountered in our borings at the time of our field investigation. Ground water may rise during snowmelt or develop from ditch loss of the Salvation Ditch. S m les obtained in the field were returned to our laboratory where field p ry classifications were checked and typical samples selected for laboratory testing. A sample of the existing fill contained 29 percent gravel, 49 percent sand and 22 percent silt and clay sized particles (passing the No. 200 sieve). Gradation test RICHARD A. WAX & ASSOCIATES, LLC 2 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 SAGS05725.0001125\2. Reports%GS05725 125 R1.doc I - I results on'natural soils where 9 to 27 percent gravel, 41 to 50 percent sand and 26 to 76 percent silt and clay sized particles. Two samples of the natural clay subjected to swell/consolidation testing exhibited no and low swell potential. Laboratory test results are provided in Appendix A. SITE GEOLOGY We evaluated the geology of the site using our in-house collection of geologic maps (Geologic Map of the Aspen Quadrangle, Pitkin County, Colorado by Bryant, 1971). We interpret the surficial soils at the site as the transitional area between alluvial fan deposits and glaciofluvial deposits. We did not encounter bedrock in our exploratory borings. The subsurface conditions observed in our borings are consistent with the mapping that we reviewed. Artificial fill is present on the western areas of the site. GEOLOGIC HAZARDS Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and relatively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in moisture and are called expansive soils. Other soils can settle significantly upon wetting and are referred to as collapsing soils. The soils that exhibit collapse potential are more common west of the continental divide; however, both types of soils occur all over the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns leads to an increase in RICHARD A. WAX & ASSOCIATES, LLC 3 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S:%GS05725.000\12542. Reports%GS05725125 RIAcc I I I subsurface moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in this report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. Geologic hazard mapping by Bryant indicates that the site is an alluvial fan. The site development needs to consider the potential for settlement, especially at the uphill areas of the site. SITE EARTHWORK Excavations Excavation to remove existing construction can be accomplished using conventional, heavy-duty excavation equipment. Sides of excavations need to be sloped or braced to meet local, state and federal safety regulations. Earth retention may be required to maintain excavation face and global stability during demolition of the existing building. We can provide earth retention plans, if needed. We expect the natural clay soil will classify as a Type B soil based on OSHA standards governing excavations. Temporary slopes should be no steeper than 1 to 1 (horizontal to vertical) in Type B soils. Natural sands and existing fill will likely classify as Type C soils according to OSHA and a 1.5 to 1 (horizontal to vertical) or flatter excavation side is required. Voids from removal of larger rock should be backfilled with structural fill or with lean mix concrete (flowable fill). We should observe the completed excavation to check that conditions are as anticipated. Contractors are responsible for proper site excavation and the maintenance and safety of the excavations and overall site safety. RICHARD A. WAX & ASSOCIATES, LLC 4 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S.\GS05725.000\125\2. Reports\GS05725125 Rt.doc E L1 La Site Grading Fill Site grading fill may be required adjacent to the new building footprint. Areas which will receive fill should be stripped of vegetation, organic soils, existing building components and debris. The on-site soils free of organic matter, debris and rocks larger than 3 inches in diameter can be used as site grading fill. Fill should be placed in loose lifts of 10 inches thick or less and moisture conditioned to within 2 percent of optimum moisture content. Fill placed outside the building footprint should be compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. If heated slabs or patio areas are planned, the fill should be placed as structural fill to limit future settlement. Moisture content and density of fill and structural fill should be checked by a representative of our firm during placement. Structural Fill Backfill may be needed to fill below -grade areas of the existing building subsequent to demolition. Backfilling of existing below -grade areas and fill below exterior flatwork should be placed as structural fill. Areas which will receive fill should be stripped of vegetation, organic soils and debris. We recommend structural fill consisting of a CDOT Class 6 aggregate base course be used to fill below -grade areas of the existing building. 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 be compacted to at least 100 percent of standard Proctor (ASTM D 698) maximum dry density. Moisture content and density of structural fill should be checked by a representative of our firm during placement. Our experience is that properly placed RICHARD A. WAX & ASSOCIATES, LLC 5 372 SUNNYSIDE DRIVE PROJECT NO. GS05725.125 S:1GS05725.000112512. Reports1GS05725 125 R1.doc La structural fill may settle approximately 0.5 to 1 percent of the fill thickness. We recommend anticipating 1 percent settlement to calculate the potential differential settlement from fill. FOUNDATIONS Our design -level foundation recommendations will be provided after plans showing the existing and planned building construction are available and reviewed. The following information is provided to allow conceptual plans and budgets to be developed. The new foundation may be supported on structural fill, natural soils and existing fill. The building should be supported on a foundation that mitigates the potential for future differential movement related to the various support conditions. We believe a drilled pier, micropile, or mat foundation will likely be appropriate foundation alternatives, if conditions below the foundation are variable. Spread footings could be considered if the new foundations are below the existing foundations and are on similar, natural soils. Preliminary design recommendations and construction criteria for drilled piers, micropiles and a mat foundation are presented below. Drilled Piers 1. Piers would be designed for a maximum allowable end bearing pressure of 5,000 to 15,000 psf and an allowable skin friction value of 500 to 1,500 psf. Skin friction would be neglected for the portion of the pier within 5 feet of the bottom of the foundation walls and grade beams. Minimum deadloads on piers may or may not be required based on actual building plans. I 2. Piers should have a minimum length of 20 feet. The pier length should not exceed about 30 times the diameter. RICHARD A. WAX & ASSOCIATES, LLC 6 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 SAGS05725.000\12512. Reporte\GS05725 125 R1.doc k 3. A continuous void should be placed beneath all grade beams and foundation walls, between piers, to concentrate the deadload of the residence on the piers. 4. Foundation walls and grade beams should be well reinforced. The reinforcement should be designed by the structural engineer considering lateral earth pressures and the effects of large openings within basement walls. Grouted Micropiles Micropiles should be designed to meet specified loading conditions, as indicated by the structural engineer. The micropiles can be designed using procedures contained in the FHWA "Micropile Design and Construction Guidelines Manual", Report No. FHWA-SA-97-070 dated June 2000 or "Micropile Design and Construction Reference Manual' number FHWA-NHI-05-039, dated December 2005. We can design the micropiles or be available to assist in the designs and specifications developed by others. General recommendations for micropiles are provided below. 1. Four distinct classifications of micropiles have been standardized based on various drilling and grouting techniques. A description of the various micropile types (A, B, C, and D) is provided in the previously referenced manual. The selection of micropile type should be left to the discretion of the designer and/or contractor. Based on the anticipated soil type, we recommend a "Type B" micropile be utilized. This type of micropile would be temporarily cased full length at the time of drilling. Neat cement grout is placed into the hole under pressure (typically 100 to 200 psi) as the temporary casing is withdrawn. We recommend a minimum micropile hole diameter of 4- 1/2 inches and a total length of at least 20 feet. The reinforcement bar in the micropile should extend full length. 2. Values for the grout -to -ground nominal bond strength are commonly based on experience of local Contractors and Geotechnical engineers. Table 5-2 on page 5-16 of the "Micropile Design and Construction Guidelines Manual' presents ranges of typical values of RICHARD A. WAX 6 ASSOCIATES, LLC 7 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 SAGS05725.000\125X2. Reports\GS05725125 Rl.doc the nominal bond strength for various installation methods and ground conditions. 3.1 We recommend, as a minimum, the upper 5 feet of the micropile contain permanent casing to provide a sound connection from the micropile to the foundation system. This upper section of permanent casing may also be required for lateral load considerations. Mat Foundation 1. The reinforced concrete mat foundation can be constructed directly on the undisturbed, natural soil and granular structural fill. 2. The mat foundation should be designed for a maximum allowable soil pressure of 500 to 1,000 psf if constructed on the undisturbed, natural soil. 3. Values for modulus of subgrade reaction (Ks}, coefficient of friction and passive resistance are used to design mat foundation. We can provide values for these criterions when building plans are available. 4. Soil beneath the foundation must be protected from freezing. We recommend the bottom of the foundation be constructed at a depth of at least 42 inches below finished exterior grades. The appropriate building department should be consulted regarding required frost depths. LOWER LEVEL FLOORS Lower level floors may be structurally supported by the foundation with a crawl space below or be constructed as slabs -on -grade. From a geotechnical perspective, structural floors are preferable to slabs -on -grade. If a mat is the building foundation, the mat would be both the foundation and the floor slab. RICHARD A. WAX & ASSOCIATES, LLC 8 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S:%GS05725.000112512. Reports\GS05725 125 R1.doe k k am Based on our laboratory test data and experience, we judge slab -on -grade construction supported by the undisturbed, natural soil will have a low to moderate risk of differential movement and associated damage. Slabs placed on 2 to 3 feet of granular structural fill would have a low risk of future damage. Exterior patio and porch slabs should be isolated from the residence. Fill placed below flatwork should be placed as described in the Structural Fill section. These slabs should be well - reinforced to function as independent units. Frequent control joints should be provided, in accordance with American Concrete Institute (ACI) recommendations, to reduce problems associated with shrinkage and curling. Our experience indicates panels which are approximately square generally perform better than rectangular areas. Underslab plumbing should be pressure tested for leaks before the slabs are constructed. Plumbing and utilities which pass through slabs should be isolated from the slabs with sleeves and provided with flexible couplings to slab supported appliances. FOUNDATION WALLS Foundation walls which extend below -grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the 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 that 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 below - grade walls in residences 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. RICHARD A. WAX & ASSOCIATES, LLC 9 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S:1GS05725.000%'I25X2. Reports%GS05725125 R1.doc C Where the building frame does not result in a braced condition, the foundation walls are normally designed for a 50 pcf equivalent fluid pressure. We can provide criteria if a braced condition is designed. This equivalent fluid pressure does not include allowances for loading from compaction of backfill, surcharge loads, or sloping backfill. The structural engineer should consider the need for temporary bracing during backfill. Ventilation is important to maintain acceptable humidity levels in crawl spaces. The mechanical systems designer should consider the humidity and temperature of air, and air flow volumes, during design of crawl space ventilation systems. We believe it is appropriate to install an active ventilation system that is controlled by a humidistat. SURFACE DRAINAGE Surface drainage is critical to the performance of foundations, slabs and exterior flatwork. We recommend the following precautions be observed during construction and maintained at all times after the residence is completed: 1. The ground surface surrounding the exterior of the residence should be sloped to drain away from the residence in all directions. We recommend providing a slope of at least 12 inches in the first 10 feet around the residence, where possible. In no case should the slope be less than 6 inches in the first 5 feet. 2. Backfill around the exterior of foundation walls should be placed and compacted as described in the Foundation Wall Backfill section. 3. The residence 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. RICHARD A. WAX & ASSOCIATES, LLC 10 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S:\GS05725.000\12512. Reports\GS05725 125 RI.doe n 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 should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of the foundation and should be directed away from the residence. 5. Impervious plastic membranes should not be used to cover the ground surface immediately surrounding the residence. 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. CONCRETE Concrete in contact with soil can be subject to sulfate attack. We measured water-soluble sulfate concentrations in two samples from this site at 0.00 and 0.05 percent. Sulfate concentrations less than 0.1 percent indicate Class 0 exposure to sulfate attack for concrete in contact with the subsoils, according to the American Concrete Institute (ACI) Guide To Durable Concrete (AC1201.2R-01). Forthis level of sulfate concentration, ACI indicates any type of cement can be used for concrete in contact with the subsoils. In our experience, superficial damage may occur to the exposed surfaces of highly permeable concrete, even though sulfate levels are relatively low. To control this risk and to resist freeze -thaw deterioration, the water- to-cementitious material ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drainage or high water tables. Concrete exposed to freezing and thawing should have a total air content of 6% ± 1.5%. We recommend all walls and grade beams in contact with the subsoils be water -proofed. RICHARD A. WAX & ASSOCIATES, LLC 11 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S:%GS05725.000\12512. Reporte\GS05725 125 Rt.doc t "i FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATIONS This report has been prepared for the exclusive use of Richard A. Wax and Associates, LLC and the design team for the purpose of providing preliminary geotechnical criteria for the proposed project. Design -level criteria for foundation design will be provided subsequent to review of plans showing the existing and planned building construction. The information, conclusions and recommendations presented herein are based upon the considerations of many factors including, but not limited to, the type of structures proposed, the configuration of the structures, the geologic setting, and the subsurface conditions encountered. The conclusions and recommendations contained in the report are not valid for design -level plans or for use by others. CTL I Thompson, Inc. should be retained to provide general review of the construction plans and provide geotechnical engineering and material testing during construction. The purpose is to observe the construction with respect to the geotechnical design concepts, specifications or recommendations, and to facilitate design changes in areas where the subsurface conditions differ from those anticipated. If others perform the observation and testing, they must accept responsibility to judge whether the recommendations in this report remain appropriate. LIMITATIONS Our exploratory borings were located 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 placement of structural fill and backfill. Testing without observation can have undesirable results. RICHARD A. WAX & ASSOCIATES, LLC 12 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 &XGS05725.00012M. Reports\GS05725125 Rt.doe 3 This investigation was conducted in a manner consistent with that level of care and skill ordinarily exercised by geotechnical engineers currently practicing under similar conditions in the locality of this project. No warranty, express or implied, is made. If we can be of further service in discussing the contents of this report, please call. CTL I THOM' O.• v; John 1 Branc ger J M:c �s' , cc: via email to jeffdavis@rwaspen.com RICHARD A. WAX & ASSOCIATES, LLC 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 SAGS05725.00012512. ReporUIGS05725125 R1.doc 13 Li D SCALE' V - 2000' RICHARD WAX AND ASSOCIATES 372 SUNNVSIDE DRIVE Project No. GS05725-125 Vicinity Map Fig. 1 9 SCALE: 1' - 100 RICHARD WAX AND ASSOCIATES 372 SUNNYSIDE DRIVE: Project No. GS05725-125 NOTE: LOCATIONS OF EXPLORATORY BORINGS ARE APPROXIMATE. Location of Explortory Borings Fig. 2 eo w Ll Depth In Feet NN N N O w u o o N O N x I N N N V \ J. N N N N N N O N (A o o u o N O I I I I I I I( 1 I I I � I i I I I 1 I I 1 109.1 ul 44dea N N N (A o o u o N O I I I I I I I( 1 I I I � I i I I I 1 I I 1 109.1 ul 44dea Elk J. W o K S X O rN 9 O go OX a N� �< �� �� a j j O V o O qO O a Q rt. 7C7 Nq ee° aq Nq a 3 M - 0 0�[7 O ate' oo c OcoP � '240 V4 0 O 0 3 6acv a° ;p � §a odaA: "A�S �a ��. >=0 wc 7a x =— an3g o goo ua 40 o c og v .3Q of c �rt+o 0-!°m ae°0 �'u 0.io 0 3 ia� s� O I as n a g os O a a 032 as °o e— o o a �rt g 301 cG .0 aa .6 a! ma e M a C O : i s06 C n �e7 �06 "° miqas NvoOaSnN 3 �� rQ a 33 LieFva iao =e•ca C a Q noT 2"e 3 rt O. 0 C 3 rt .o Elk C7 APPENDIX A LABORATORY TEST RESULTS RICHARD A. WAX & ASSOCIATES, LLC 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S:\GS05725.000\'125\2. Reports\GS05725 125 R1.doc JUIIIpltC UI UL/ -%T, 01ANUT k%,L) UHY UNIT WtIUIII= 111 rLF From TH-1 AT 19 FEET MOISTURE CONTENT= 17.1 % Swell Consolidation RICHARD A. WAX ASSOCIATES, LLC FIG. A-1 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 SAGS05725MM125\6 Calcs\Swell GS05725 0.1 1.0 10 100 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH-1 AT 24 FEET RICHARD A. WAX ASSOCIATES, LLC 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S'\GS05725.000\125\6 Calcs\Swell GS05725 DRY UNIT WEIGHT= MOISTURE CONTENT= Swell Consolidation 112 PCF 17.4 % FIG. A-2 E r LA Sample of SAND, CLAYEY (SC) From TH - 1 AT 4 FEET GRAVEL 29 % SAND 49 % SILT & CLAY 22 % LIQUID LIMIT % PLASTICITY INDEX % HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 IN. BO IN 19 MIN 4 MIN. 1 MIN. '200 •100 'S0 '40 '30 '16 •8 -4 318" 314" 1W. 3' 5"6" e" 0 100 0 100 t - 10 90 t 20 80 I z 70 30 Z '¢ a 6040 000- it u50 w a — .__ 50 v w 80 0_ 40 .000 70 30 80 20 90 10 —_ 100 0 .001 0.002 005 009 .019 037 .074 .149 2970.42 .590 1.19 2.0 238 4.76 9.52 191 36 1 76 2 12, 52200 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS GRAVEL FINE MEDIUM I COARS FINE COARSE COBBLES Sample of SAND, CLAYEY (SC) From TH - 1 AT 4 FEET GRAVEL 29 % SAND 49 % SILT & CLAY 22 % LIQUID LIMIT % PLASTICITY INDEX % Sample of SAND, CLAYEY (SC) From TH - 1 AT 14 FEET RICHARD A. WAX ASSOCIATES, LLC 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S \GS05725.000\12546. Calcs\Gradation GS05725.xls GRAVEL 27 % SAND 47% SILT & CLAY 26 % LIQUID LIMIT % PLASTICITY INDEX % Gradation Test Res U Its FIG. A-3 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 -4 318" 314" 1%" 3" 51.6" 8" 0 100 t - t 10 90 I 20 80 070 — .__ 30 w z a60 40 w o uj z W50 —_ r 50 o' w -- w it (L a 4060 30 70 20 80 90 10 0 ! — 10D .001 0.002 i'.005 .009 .019 .D37 .074 .149 297 590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS GRAVEL FINE I MEDIUM I CO RS I FINE COARSE 1 COBBLES Sample of SAND, CLAYEY (SC) From TH - 1 AT 14 FEET RICHARD A. WAX ASSOCIATES, LLC 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 S \GS05725.000\12546. Calcs\Gradation GS05725.xls GRAVEL 27 % SAND 47% SILT & CLAY 26 % LIQUID LIMIT % PLASTICITY INDEX % Gradation Test Res U Its FIG. A-3 Sample of SAND, CLAYEY (SC) From TH - 2 AT 4 FEET GRAVEL 17 % SAND 50 % SILT & CLAY 33 % LIQUID LIMIT % 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 '8 '4 3/8" 314" 1%" S. 5"6" 8" 0 100 CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 '100 '50 '40 '30 '16 '10 '8 -4 318" 3/4" 1W 3" 5"6" " 10090 1 I 20 80 F... -- 10 90 ZOw 70 - I �. N _�.�r� Z — 40 r a 80 --.... -- . i 20 80 1 ...... z .._- W50 , - 50 Z Li w t 0 Lu 07030 60 a CL 40 t cnZ 70 30-- 40 'uj 60 80 20± T I — I CL z 1 90 - ( 100 76.2 12152200 _ 0 001 0 002-7 z 50 U50 2.38 4.76 9.52 19.1 38.1 .037 .074 I 0.42 DIAMETER OF PARTICLE IN MILLIMETERS SANDS GRAVEL u ¢ ac w 80 a 0 40 70 30 80 20 } 90 10 100 0 0.002 019 .149 .297 590 1.19 20 2.38 4.76 9.52 19.1 361 76.2 12152200 .001 .005 .009 .037 .074 0 42 DIAMETER OF PARTICLE IN MILLIMETERS SANDS I GRAVEL CLAY (PLASTIC) TO SILT (NON -PLASTIC) FINE I MEDIUM I COARS I FINE COARSE I COBBLES Sample of SAND, CLAYEY (SC) From TH - 2 AT 4 FEET GRAVEL 17 % SAND 50 % SILT & CLAY 33 % LIQUID LIMIT % PLASTICITY INDEX % Sample of CLAY, SANDY (CL) From TH - 3 AT 9 FEET RICHARD A. WAX ASSOCIATES, LLC 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 SAGS05725.000112516. Calcs\Gradation GS05725.xls GRAVEL 9 % SAND 41 % SILT & CLAY 50 % LIQUID LIMIT % PLASTICITY INDEX % Gradation Test Results FIG. A-4 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 -4 318" 3/4" 1W 3" 5"6" " 10090 1 I 20 80 F... -- ZOw 70 - I �. N _�.�r� Z — 40 r a 80 --.... -- . i 1 ...... z .._- W50 , - 50 Z Li w t 60 a CL 40 t 70 30-- 80 20± T I — I 1 90 - 100 76.2 12152200 _ 0 001 0 002-7 -.,..149 .297 005 009 019 0 0 .590 119 2.38 4.76 9.52 19.1 38.1 .037 .074 I 0.42 DIAMETER OF PARTICLE IN MILLIMETERS SANDS GRAVEL CLAY (PLASTIC) TO SILT (NON -PLASTIC) FINE MEDIUM I COARS I FINE COARSE I COBBLES Sample of CLAY, SANDY (CL) From TH - 3 AT 9 FEET RICHARD A. WAX ASSOCIATES, LLC 372 SUNNYSIDE DRIVE PROJECT NO. GS05725-125 SAGS05725.000112516. Calcs\Gradation GS05725.xls GRAVEL 9 % SAND 41 % SILT & CLAY 50 % LIQUID LIMIT % PLASTICITY INDEX % Gradation Test Results FIG. A-4 Ln N r LD N A Iff O N O z F- U W O w a w r O s 75 U 0 U Q) .6 z V) C CL 0 0 0 0 v m 0 W .Q a 70 m `m C: rn c N 3 0 :3 v m 3 ai 0 z IY II 11 YW fl�u�i �nnu �YIflA ��inn�ni� ■m� r O s 75 U 0 U Q) .6 z V) C CL 0 0 0 0 v m 0 W .Q a 70 m `m C: rn c N 3 0 :3 v m 3 ai 0 z W May 3, 2013 Richard Wax & Associates P.O. Box 7699 Aspen, CO 81612 Attention:' Mr. Jeff Davis Subject: Gradation Analysis Near Surface Soils 372 Sunnyside Drive Pitkin County, Colorado Project No. GS05725-120 We met with you on April 25, 2013 at the site to obtain a soil sample from an exploratory pit located south of an existing residence at 372 Sunnyside Drive in Pitkin County, Colorado. We performed gradation testing on the soil sample. The sample tE;sted contained 27 percent gravel, 32 percent sand and 41 percent silt and clay sized particles (passing the No. 200 sieve). The approximate location ?f the exploratory pit is shown on Figure 1. Gradation test results are shown on Figure 2. We appreciate the opportunity to work with you on this project. If you questions or we can be of further service, please call. Very Truly Yours CTL I THOMPSON, ING. r Edward R. White, P.E. Project Engineer ERW:cd cc: Via email to jeffdavisQrwaspen.com, roarin- forkccQgmail.com 234 Center Drive I Glenwood Springs, Colorado 81601 Telephone: 970-945-2809 Fax 970-945-7411 have y Sample of SAND, CLAYEY, GRAVELLY (SC) From TP - 1 AT 4-6 FEET GRAVEL 27 % SAND 32% SILT & CLAY 41 % LIQUID LIMIT % PLASTICITY INDEX % .-a • •. .. •. .. .. • s , . � ..��i-a�aaaaaarsasaaas•a.�aaa. ar.C����-'CCii� MIMI �i� ., aass�aaaaaaaa.iaraar. aaa�r_.s- a-aa.as•aaasaa�a�.a�aar_r_aaaaa�s�iaaaa..r. , aaaaaaaaaraaaaa. Mg. C I =aas•.a� ��=M gm ffiB�C�.�.� .� ,WRIME ��� aaaaaa.aaaaaar=saaaaa�r_�a aa.r�aaaaaa�aaaa�Is EMENIMMIMENE o11. MEI 1111 , . 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N y VC SUNNYSIDE LLC a 1 s 372 Sunnyside Lane O~ o w Aspen, CO E c u `r. z 0 i Oil0 c� 0 z H 0 0-3 0 z I�r I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I L—� I i I I I I I I I i I I I I I I I I I � i L MD GG Rw 9O 90 M WH 8SOSS r4 ji oo 0 00000 j€ p3V{ € a0( f 30-3 V4' -bib W� wb FO �� F VC SUNNYSIDE LLC 372 Sunnyside Lane Aspen, CO jog � z 0 H 0 n z eb H 0 z a 7. 9 b 4 ra VC SUNNYSIDE LLC 372 Sunnyside Lane Aspen, CO mo- ]0-) V4 - VC SUNNYSIDE LLC 372 Sunnyside Lane Aspen, CO mo- VC SUNNYSIDE LLC 372 Sunnyside Lane Aspen, C • 00 O O trJ m O 00000 0 00000 0 0 1 RKCBTON#: 580012, 05/19/2011 at 11:33:45 AM, I or 3, R $31.00 Janice K. V— Caudill, Pitkin Ca ty, 00 PLRT 2K 96 PO 83 n V .—J CD OR d r 42 t INT! jA AO"'t IVA" I I8CEPTION#580012, 05/19/2011 at 11:53:45 AM, 2 OF 3, J—i— X. I I— C—dill, Pitkin Co ty, CO PLAT EK 96 PG 86 Q • p IMCEPTION#: 580012, 05/19/2011 at 11:53:45 AN, 3 OF 3, Janice K. V.. Caudill, Pitkin County, CO PLAT M 96 PG 86A 0 ACT LS 91 .40' 0 40 BO U.S. SURVEY FOOT USED TWO FOOT CONTOURS 1 CERTIFICATION THE UNDERSIGNED STATES THAT THE PROPERTY DESCRIBED HEREON WAS FIELD SURVEYED LS J363B / SED FDIERY EVIDENCE SHOWN AND THAT TNERE-AVE-- DIISCREPANCAND IS RESEOFARECOON THE ALINE SCTS. ENCROACHMENTS. EASEMENTS OR RIGHTS OF WAV IN FIELD EVIDENCE OR KNOWN TO ME EXCEPT / AS HEREON SHOWN. UNDERGROUND UTILITIES WITH NO ABOVEGROUND APPURTENANCES. AND DOCUMENTS OF RECORD NOT SUPPLIED TO THE SURVEYOR ARE EXCEPTED. '•��' ,A z+ DATED: 1509 UNDESCRIRED 30* UTILITY AND ACCESS EASMNT °S ALONG CURRENT (51371 EKISTI NO u WATERLINE. BK 538 POE 559 ��I ILLEGIBLE I sm d°/ R}ILL.4 erATI - HOUSE LS 33636 LS 33638 PAVED DRIVE l:E LS 9184 O PARCEL A 7.12 ACRES •/- LEGEND AND NOTES FOUND SURVEY MONUMENT AS DESCRIBED UTILITY BOXES AS DESCRIBED MANHOLE BEARING BASED ON C.D.O.T. MILE POST MONUMENTS 37.1 AND 37.6: S 31.09'30"E 1269.64'. WIRE FENCE WOOD FENCE SURVEY CONTROL LOT DOES NOT MATHEMATICALLY CLOSE POSTED ADDRESS "372 SUNNYSIDE LANE" 30' ACCESS EASEMENT DESCRIBED IN BOOK 266 AT PAGE 285 AS NO LONGER IN EFFECT AS PER PCT20705F. TITLE INFORMATION FURNISHED BY: PITKIN COUNTY TITLE. INC. CASE NO.: PCT23626W EFFECTIVE DATE: OCTOBER 22. 2012 SLOPE ANALYSIS (INCLUDES HOUSE FOOTPRINT AND TENNIS COURT) SLOPES 0 < 15% 50,692.2 SO FT •/- SLOPES 15 < 30% 14,124 SO FT •/- SLOPES 30 < 45% 45,539.9 SO FT •/- SLOPES 45% ) m 12,239.5 SO FT AREA OF NO TOPOGRAPHY 167,551.6 $O FT ./- CERTIFICATION THE UNDERSIGNED STATES THAT THE PROPERTY DESCRIBED HEREON WAS FIELD SURVEYED LS J363B / SED FDIERY EVIDENCE SHOWN AND THAT TNERE-AVE-- DIISCREPANCAND IS RESEOFARECOON THE ALINE SCTS. ENCROACHMENTS. EASEMENTS OR RIGHTS OF WAV IN FIELD EVIDENCE OR KNOWN TO ME EXCEPT / AS HEREON SHOWN. UNDERGROUND UTILITIES WITH NO ABOVEGROUND APPURTENANCES. AND DOCUMENTS OF RECORD NOT SUPPLIED TO THE SURVEYOR ARE EXCEPTED. '•��' ,A z+ DATED: 1509 UNDESCRIRED 30* UTILITY AND ACCESS EASMNT °S ALONG CURRENT (51371 EKISTI NO u WATERLINE. BK 538 POE 559 ��I ILLEGIBLE I L, �a TOWNSHIP 9 SOUTH. RANGE 65 WEST OF THE 6 rh PRINCIPAL MEAD AN, I sm d°/ R}ILL.4 erATI - HOUSE LS 33636 LS 33638 PAVED DRIVE l:E LS 9184 O PARCEL A 7.12 ACRES •/- LEGEND AND NOTES FOUND SURVEY MONUMENT AS DESCRIBED UTILITY BOXES AS DESCRIBED MANHOLE BEARING BASED ON C.D.O.T. MILE POST MONUMENTS 37.1 AND 37.6: S 31.09'30"E 1269.64'. WIRE FENCE WOOD FENCE SURVEY CONTROL LOT DOES NOT MATHEMATICALLY CLOSE POSTED ADDRESS "372 SUNNYSIDE LANE" 30' ACCESS EASEMENT DESCRIBED IN BOOK 266 AT PAGE 285 AS NO LONGER IN EFFECT AS PER PCT20705F. TITLE INFORMATION FURNISHED BY: PITKIN COUNTY TITLE. INC. CASE NO.: PCT23626W EFFECTIVE DATE: OCTOBER 22. 2012 SLOPE ANALYSIS (INCLUDES HOUSE FOOTPRINT AND TENNIS COURT) SLOPES 0 < 15% 50,692.2 SO FT •/- SLOPES 15 < 30% 14,124 SO FT •/- SLOPES 30 < 45% 45,539.9 SO FT •/- SLOPES 45% ) m 12,239.5 SO FT AREA OF NO TOPOGRAPHY 167,551.6 $O FT ./- CERTIFICATION THE UNDERSIGNED STATES THAT THE PROPERTY DESCRIBED HEREON WAS FIELD SURVEYED LS J363B / SED FDIERY EVIDENCE SHOWN AND THAT TNERE-AVE-- DIISCREPANCAND IS RESEOFARECOON THE ALINE SCTS. ENCROACHMENTS. EASEMENTS OR RIGHTS OF WAV IN FIELD EVIDENCE OR KNOWN TO ME EXCEPT / AS HEREON SHOWN. UNDERGROUND UTILITIES WITH NO ABOVEGROUND APPURTENANCES. AND DOCUMENTS OF RECORD NOT SUPPLIED TO THE SURVEYOR ARE EXCEPTED. THIS SURVEY IS VOID UNLESS WET STAMPED WITH TME SEAL OF THE SURVEYOR BELOW. z+ DATED: a S / JOHN M. MOWORTH. P.L.S. 25947 u ��I ILLEGIBLE I RED CAP SOUTHEAST CORNER SECTION 27. TOWNSHIP 9 SOUTH. RANGE 65 WEST OF THE 6 rh PRINCIPAL MEAD AN, I BRAS CAP IN PLACE. HORIZONTAL CONTROL ITOPOGRAPHIC/IMPROVEMENT SURVEY „ OF PARCELS A AND B AS DESCRIBED IN THE COMMITMENT FOR TITLE INSURANCE PREPARED BY PITKIN COUNTY TITLE. INC.. CASE NO. ASE( JOB PCT20705F. DATED: MAY 15.2006. PITKIN COUNTY. COLORADO. R NO. 32136 PARCEL A: R RI I 8 A TRACT OF LAND SITUATED IN LOT 12 OF SECTION Z6 AND LOT 16 OF SECTION 27. TOWNSHIP 9 SOUTH. RA HGE BS WEST OF THE SIXTH PRINCIPAL MERIDIAN. PITKIN COUNTY. $ FOLLOWS: COLORADO. DESCRIBED AS BEGINNING AT A POINT ON THE EASTERLY LINE OF A 60 -FOOT ROAD WHENCE THE SOUTHEAST CORNER OF SAID SECTION 27 BEARS S 07.46' E 1714.03 FEET: THENCE N 03'"'30- W 87.23 FEET ALONG THE EASTEgLY LINE OF SAID ROAD: THENCE N 1]•20'10" W 120.45 FEET ALONG THE EASTERLY LINE OF SAID ROAD: THENCE 5 66.09'15' W 71.26 FEET TO A POINT ON THE WESTERLY LINE OF A 30 FOOT ROADWAY EASEMENT: THENCE N 39.14'161" W 263.29 FEET ALONG THE WESTERLY LINE OF SAID ROADWAY EASEMENT: THENCE N 50.35'56' E 545.72 FEET: THENCE S 33.49'1,1- E 736.66 FEET: THENCE S 78.38'27" W 569.62 FEET TO A POINT ON THE EASTERLY LINE OF A 60 -FOOT ROAD. THE POINT OF BEGINNING. SUBJECT TO A 30 -FOOT ROAD EASEMENT. BEING 15 FEET IN WIDTH ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTER LINE: CDLL MNS BEGINNING AT A POINT ON THE SOUTHERLY NE OF THE ABOVE DESCRIBED TRACT OF LAND WHENCE A SOUTHWEST CORNER THEREOF REARS 5 58.09'LI15" WEST 40.15 FEET: THENCE N 40.04'30' W 275.20 FEET TO A POINT ON THE NORTHERLY LINE OF THE ABOVE DESCRIBED TRACT OF LAND WHENCE THE NORTHWEST CORNER THEREOF BEARS S 50.35'56" W 34.50 FEET. PARCEL B: R I ARANGE TRACT OF LAND SITUATED IN THE SOUTHEAST ONE-QUARTER OF SECTION 27. TOWNSHIP 9 SOUTH. I 65 WEST OF THE SIXTH PRINCIPAL MERIDIAN. BEING THAT CERTAIN PARCEL SHOWN AS A 60 -FOOT ROADWAY ABUTTING LOT 12-A ON THE MAP OF WHITE HORSE SPRINGS. DESCRIBED AS FOLLOWS: R gI BEGINNING AT A POINT WHENCE THE SOUTHWEST CORNER OF SAID SECTION 27 BEARS S 08'12'45" E ^ $ 1919.86 FEET: THENCE S 17.20'30" E 120.45 FEET: DIVERSION D THENCE S 03•"'30' E 87.21 FEET: THENCE 5 29.10'30' W 121.76 FEET: I THENCE 5 14.57'30' W 115.34 FEET: THENCE S 00.20'30' W 146.05 FEET: Y.P.C. IN olml THENCE 5 06.55'30' E 113.89 FEET: THENCE S 68.09'15- W 62.09 FEET: PYC THENCE N 06.55'30' W 133.69 FEET: THE N 00.20'10' E 156.56 FEET: AR, N 35• W THENCE N 14.57'30' E 130.52 FEET: OF RECORD THENCE N 29.10'10- E 111.53 FEET: THE N 03•"'30' W 62.35 FEET: 4% I% THENCE N 17'20'30" W 'GII3FEET: 57 THENCE ® s1 N 66.09'15' E 60.19 FEET. TO THE POINT OF BEGINNING. COUNTY OF PITKIN STATE OF COLORADO ❑ W1 PREPARED BY ASPEN SURVEY ENGINEERS. INC. 210 SOUTH GALENA STREET PLL ION ASPEN. COLORADO 61611