Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
pitkin.eh.246734400549 (1996)
Document Layout (From Most Recent to Oldest Permit) Permit Application Log Sheet/Notes & Photos Communications As -built Design Engineer Design Soil Information Water Permit & Information Second System on property Third System.etc. Floor Plans Please See Building and Land Use Approvals Files for additional information. ASPEU "-KIN ENVIRONMENTAL- iiEACTH DEPARTIV='!T P APPLS-,. FOR INDIVIDUAL SE%VA0E,13ISPOSAL4fTEM I° 130 S. Galena St., Aspen Colorado 61611 Phone 970-920-5070/Fax 970-920-5039 -U 3 i k l.? 7— O 4 7 y Permit # ry QQ� / Parcel ID # 2/6 7 - 35� l - 60 - S49 Pornit For. New Installation (/Repair (: Remodel ( ) Emergency Use ( ) Name of OWNER 1311Ac f — aIf1[.5 Owner's Mailing Address !l�•o � Bdx .3 0, 45ain C'o. q �/� l� EEEEE Business Phone: Q,25 J 077 Home Phone: 7 Sl" Q 7 7 Name of Agent _ Agent's Mailing Address Business Phone : _ Cell Phone: Fax Copy of permit to be sent to: Owner ( /Agent ( ) Both ( ) I Stwel Address Legal Description: Lot ,Block _ Size of lot saes Type of proposed structure: total ar:a(living space (sq. ft): Z yOQ Caretrker Unh : ( )Attached( )Detached 0 < _r, ,Subdivision #CLLSL Size of bldg. envelope: # of Bedrooms, offices and similar size :rooms: ,3 I 'W. er.(4Private well( )Spring ( )Stream ( ) CommunWPublic (Name of System) Is Proof of Adequate Water Attached? ( ) Yes (4 No Has this project been approved by Pitkin County ? (/) Yes( ) No Is a copy of the floor plan attached ( required) ? (✓f Yes ( ) No Application for an Individual sewage disposal system is hereby submitted. The undersigned acknowledges that Ne above informalinn Is We and that false information will Invalidate the application and any subsequent per ik Issuance of the permit does nor imply the approval of any other permit required for construction pursuant to Pkkin County codes. No mnsbuction may be undertaken until all approvals and permits have been obtained. The ewner assumes all responsibilities in case of failure or inadequacy of this system. ,7 6 / Signature of applicant Q Oro r! illd L - Dale � - 3 1- For department use below ___-.________________________________________________________________________________________________._.- s' .cur �_ . •. l u Septic tank capacity: gallons Absorption area: '( 73 sq. ft.c *141 ret)t x d pl rr .Lif i's a re-fe c a-\ of 4b -L- increased square -Eqp t of It u�M9 s pile e whloh WAS es�n vuld 1i1 JG._ resoltilie-N 64 •Nte- 8W. 'f} is shit 0f�y sized fZF Erd�ms. It�1 rturxd pfa:2 a seu4c44;�n�of get_tnjlnu.rr CY0v1 jeros;er; /u UAUJl '1 doJed 3-a0-¢6 ft SF be 4ilowed• /htS sincl�des J" 1.541-pilli xph-ci6Ak-, I,000 -�d 11o� p��p;n9 is2%, d1.cd 761Sr?ked.re �oL gr"dless bed (wh,,A 441 y;uen A 3r1 riAra�l.m 1. ..us 13 ra.,.X m.s4 m%in11,A. Atli Sel{vi.Yc mu%l- - An Inspection Is required prior to backfill of any component of the distribution system. Design by Engineer Required ? (- Yes ( ) No All plans and specifications of the engineer must be followed. Any changes must be approved in writing and the engineer must cemity the final installation to the Environmental Health Department in writing. p Permit approval uy: Dale 3'd2 7- 7 y f Plans and spe.:ificatens of the proposed individual wage di)j o I system hale been reviewed and are considered satisfactory. Permission is hereby granted to the owder or the agent to perform the work Indicated in acmrtl a with O Pi kIn County ISOS Regulation in effect at the time of issue. This permit becomes invalid 6 months r7 em the date that the permit was Issued unless system construction has commencetl or w extension has been approved in wilting by the Department. Installer. As -Built drawings must l- Included wi thl;permit before the finrtalQappro. yal,yr 1 be issued. 41t/ Final Inspection Approval: a�U 1e1+r0,-,r.t,.e.t, .Q-w•C'Date: art19 2Date requested: ___A14 — Date Pd.: 6 - U - e j Receipt #0 .2 ,2 30Received by: u1I J5 Infomration complete: fA be maLin4o.ind • Iartt GrLzkn-nq will Ix y9u. rtd J46- leucl of gro rind wa4er7 warrarcfs 4.I 6T �y w 0 5- /S- Q� ChtilCcd ltocla U, lSdO J&l 5�A•e_ 42Lnt (ecn6re-0 dos;,5 (tn -Fri 694!t) 1((liUCrtd, 7 uinodCS /V - In Puce. �rof 4r6d-e- 7"u l Sf- ID z,id -&nk . .4t&rv- W/ ruu%o na� !1 bta 24 ;,15fr 'on d c)md6 i l �l �^9 T's d Sewer G nt- cannccfi Umi klmda,/. AY -w 5"a29 -f9 i'nt! jn5jkA'&q an 3 roL,s a� l3 �raucl(ess chtulxrS !n a be'd is 5feaed by lkl� enjkv?,r. clerked a Lca �'nfi�hed • ku p v 2 (a ru s fi/! iv 1v ASPE,riTKIN ENVIRONMENTAL HEALTH DEPAI TENT APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM 130 S. Galena St., Aspen Colorado 81611 Phone 970-920-5070/Fax 970-920-5039 Permit 46 00,�t. Parcel ID# 00 - Permit For: New Installation (If Repair ( ) Remodel ( ) Emergency Use ( ) Name of OWNER —�(4a At&i; l-. aril e9 Owner's Mailing Address P- o • Bo x 3 Y S 9, Q s #M, /d Business Phone: 4d S' 5-071 Home Phone: <l 2 S - 50 7 7 Name of Agent Agent's Mailing Address Business Phone: Cell Phone: Fax Copy of permit to be sent to: Owner (J) Agent ( ) Both ( ) Street Address u0l cq,-fdl urel*K lCn ad Legal flot: Description: ckkk; ,Subdivision Size of lot: acres pe of propose tract �{ trig. envelope: Total area/living space (sq. 0 0 0 # of Bedrooms, offices d similar size :room . J Water:( t,}¢rivate wall( )Spm )StreeipCommunity/Public (Name o stem) Is Proof of Adequate Water Attached ? (✓f Yes ( ) No P(ra; it NpJlr i' on Has this project been approved by Pitkin County ? (.,) Yes o I / Is a copy of the floor plan attached ( re Application for an individual sewage disposal system Is hereby sub.' .The undereign ackn at the above information is true and that false Information will Invalidate the application and any subsequent the it does not Imp the ap 1 of any other permit required for construction pursuant to Pilkin County codes. No construction may be undertaken until ell e�r`ovela and have been obta . The comer assumes all responsibilities in case of failure or inadequacy of this system. Signature of applicant JQC Or ren Date Septic tank capacity: /000 Aws A Absorption area: '130 sq, ft. kll plans a s�d�ca�'tn5 01 Can rosier'5 d4}ed mus+ be -IlziUowed- 6ror.duy leoel was JA,' keb.0 Jkt 5u.ri44e— d Jd.e fyloa-d rrllts= be k/p � 4kq+ po.,4. 'rank &,o,.iny Witt Jx required• Ih 1;0k5e system Can Aal fbwl+ be in Urd!ied 1Lf' � Xdrocros'nor CR,, J V"Al-t- of (luny 5P2cC be ouar a,000. ihc. freufj,n9 Jd�1k alw�.ld 0o+ be 5;zed % include 5epT'e ':ant C4Pacifq- All $!+tracks mus{ be uamlzxed. 44 eauporcnfs of Ac An Inspection Is required prior to backfill of any component of the distribution system. Design by Engineer Required? (Yes ( ) No All plans and specifications of the engineer must be followed. Any changes must be approved in writing and the engineer must ce the final installation to the Environmental Health Department in writing. Permit approval by: `'UY e:^b 2 Date /=/7 - 4 Plans and specifications of the proposed ind' ual ispowl system have been reviewed and are considered satisfactory. Pernission is hereby granted to the owner or the agent to perform the work indicated in a1w e 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 constructlon has commenced or an extension has been approved in writing by the Department. Installer: As -Built drawings must be Included with this permit before the final approval will be Issued. Final Inspection Approval: Date: Date requested: Date Pd.:6-.20'91 Receipt It: -2230 Received by: Information complete: NA J DEC -30-98 WED 10 32 MCLAIINLIN WATER ENG FAX N0. 9709251974 Date: December 30, 1998 P. 03 MCLAUGHLIN WATER ENGINEERS, ltd 210 A AABC. ASPEN, COLORADO 81611 970-925-1920 970-925-19741ax `nW"Tpl*0f-nd MEMORANDUM $gt, Pitkin county Environmental Health, From: Dean Derosier; McLaughlin Nater Engineers, Ltd. RE, Thomas Mines Septic System - Capital Creek Road - 95-o12.o1 The system was designed in 1995 and installed and placed into service in 1998. MNE and ®D inspected the installation of the system and found it was installed according to MWB's design and PCEH requirements. This letter is to serve as the acceptance letter for DM and recommendation to Pitkin County for final acceptance of the system. To my knowledge the syetem was installed according to MWE drawings, which can be used as the asbuilts. A 9' x 78' bed was installed with a gravelless chamber system. Please call is you have any questions. G. Dean Deresier, P. E. MWS - 95-012.01 gdd 05/08/2011 07:23 9636078 B R SEPTIC PAGE 03 'SEP, 22.2010 9:58AM ENO HEALTH NAT RESOURCE N0. 502 P. 2 Tank Components: Tank 1� Lids P FAIL Tank Integrity FAIL Mid -Tank Baffles FAIL NP SanitaryTets / Inlet & outlet Baffles FAIL Effluent Filter/Screens p FAIL (tip Water Tight . p FAIL �..� Pump/Dosing Siphon FAIL NP Tank Material A35 FAIL Pump Alarm t ^�D `/ e�J �J as / No NP Tank Components! Tank Lids QAW FAIL Tank integrity 54D FAIL Mid -Tank Baffles PASS FAIL NP SantaryTees/ Inlet & Outlet Baffles p FAIL ' Effluent Fiker/Screens PASS FAILNP? Water Tight FAIL Pump/Dosing Siphon P FAIL NP Tank Material PA FAIL Pump Alarm No NP if additional tanks are present, include reports for each. SECONDARY TREATMENT: Is a secondary treatment unit part of r the system design'> / i If Yes: Make/Model: Lids PASS FAIL • Tank Integrity PASS FAIL Media Container PASS FAIL NP Media Condition PASS FAIL NP Mechanical5ystems PASS FAIL NP Controls/Alarms PASS FAIL Expires: Maintenance Agreement PASS FAIL Provider Name Provider Phone Number ABSORBMON AREA! Distribution Box Accessible from grade? Yes �o� NP Distribution Box � ��`"'a� FAIL ADV Accessible from grade? Yes No Automatic Distributing Valve (AOVl 4jj�a7 FAIL Observation Ports CPijiD FAIL Effluent Surfacing FAIL Evidence of Past Surfacing �,_NQ_) YES Surface Dampness NO YES —" Excessive odors YES Liquid In observation port inches 05/08/2011 07:23 9636070 B R SEPTIC PAGE 04 • JUN. 21. 2010 1,42 PM ENO HEALTH NAT RESOURCE N0. 411-P. Any Problems with the system that war& oat addressed in a inspection chacklistP Please list any recommendations for the system to contiMu Its current usage. 11119 61/ i% were any repairs done as a It Yes, please describe the repairs. my Inspector's Signature; Business Name: Phone Number Address: Email: Pitldn County inspecto Additional Notes: and 20,Lj . YES in this inspection is accurate as A COPY of this lnsPedlnn repox Will be remPkted t0 Pitkin eaunW Enrfronmenmd Health wleh 6p days of the inspection. 5 HOLY CROSSOLECTRIC ASSOPIATION, INC. 3799 HIGHWAY 82 P.O. DRAWER 2150 GLENWOOD SPRINGS, COLORADO 81602 October 12, 1994 Mr. Tom Mines P. O. Box 3888 Aspen, Colorado 81612 RE: Mines Residence/Capitol Creek Dear Mr. Mines: The above mentioned development is within the certificated service area of Holy Cross Electric Association, Inc. 13031 945-5491 (FAXi 945-4081 Holy Cross Electric Association, Inc. has existing power facilities located on or near the above mentioned project. These existing facilities have adequate capacity to provide electric power to the development, subject to the tariffs, rules and regulations on file. Any power line enlargements, relocations, and new extensions necessary to deliver adequate power to and within the development will be undertaken by Holy Cross Electric Association, Inc. upon completion of appropriate contractual agreements. Please advise when you wish to proceed with the development of the electric system for this project. Sincerely, HOLY CROSS FA1J6CT�AS)bOIATION, INC. Staki q E• ineer JAF:rjm Basallk Rural Dire Protection9st>rnct P.O. Box 801 Basalt, Colorado 81621 Srcvc Howard (303) 927-3365 Fire Chief Vonda Williams Administrative Assistant Oct. 14, 1994 Tom Mines PO Box 3888 Aspen, CO 81612 RE: Mines Residence/Capitol Creek Road To whom it may concern: This letter is to inform you that the Basalt and Rural Fire Protection District does provide fire protection for the above mentioned development. If you have any questions please feel free to contact either myself or Chief Howard at the above number. Sincerely, / l V�IIdCJ l �4n,c Vonda Williams Fire Inspector /vw c7 J 9 13i��9c[H���F9�w.l'1 TO Betsey Kipp TO Tim Malloy From: Tom Dunlop Postmark: Jul 19,95 4:43 PM Status: Previously read Subject: Mines Property ------------------------------------------------------------ Message: I talked to Tom Mines today at Tim's request. I offered to review soil data submitted by a Reg.Professional Engineer, and if necessary have our dept go to the site and verify the data. Tom Mines said he would get the perc test and deep boring done and let us review it. I did not offer to have our dept run the tests, as we do not do that any more for any applicant. FYI `1 McLaughlin Water Engineers, Ltd. 1 EMO%4NDUM DATE: March 20, 1996 TO, Tom Mines FROM: McLaughlin Water Engineers, Ltd.; G. Dean Derosier,P.E. RE: Mines SEPTIC SYSTEM DESIGN: Design Revisions This memorandum is written to give you additional details on the design, materials, and installation of the Septic System which was designed to serve the proposed new home, which is being constructed at your property on Capital Creek. The memorandum is separated into three sections; 1 - Septic tank and Bed System design, 2 - Effluent tank design, 3 - Installation and Materials for the system. The design drawing is also attached for additional reference. This design will maintain required setbacks, 4 -foot minimum ground water to septic system separation, concrete tanks to minimize floatation from ground water, and all other Pitkin County requirements. The site will also allow use of a standard infiltrator system with the use of a dosing tank, although this design is based on a bed Type System. 1. Septic Tank and Filtration Bed System Design: The location of the home and the site conditions determined the required type of system which was to be designed. The site is located adjacent to Capital Creek, on a bench just above wetlands which surrounds the property on the North and river side. The difficulties encountered deal with the limited area to work with, ground water at the ground level, Wetlands, and a side hill location for the system. These items lead to the design of a system which would use a standard septic tank, Infiltration Bed System, and will require a pump to lift the effluent up to a flat area next to the home site for disposal. The system design was based on the ultimate construction of a 3 bedroom residence, which required at a minimum, the installation of a 1,500 gallon septic tank for the separation of solids and a dosing tank. I recommend a 1,500 gallon tank as the main septic tank, and a 1,000 gallon tank as the effluent pump/dosing tank for a total capacity of 2,500 gallons. Larger tanks may be used if desired. The main septic tank is a double chambered tank and the effluent pumping/dosing tank is a single chambered unit. The two tanks are to be installed in a series with the septic tank first, followed by the effluent pump tank. The tank invert piping elevations are to be as shown on the attached design drawing. The Bed System sizing is based on the soil percolation tests, ground water depth, and using a dosing system to disperse the flow evenly into the system for disposal. Due to the ground water being at the ground level at the bottom of the side hill, the system will be located 4 -feet above the ground water. The water level, the dosing system, and the flow anticipated to utilized by the system determine the size of the Bed System required. The system design is based on 3 bed rooms and 100 gallons per day for the 2,400 square foot home, and a percolation rate of 21.5 minutes per inch. This gives a bed size of 973 feet. Using infiltrator units we get a 30% reduction in size, so the actual bed size needs to be 682 sq. feet. Since each unit use 18 sq feet of area, 38 infiltrator units are required. They will be installed 3 across and 13 units lon of a total of 339 infiltrator i or 701 sq. feet. Bed size will be 9' wide X 78' long. Z 0 0 The details of the Bed System; installation, elevations, and location are shown on the attached design drawing and sheets. The transmission piping and manifold are to be 2 -inch and distribution laterals are to be I -1\2 -inch, both Sch 40, PVC piping. The laterals are to be perforated piping with 1/4 -inch holes on 30 -inch centers. The lateral piping is to be hung from the top on the infiltrator unit on the inside, approximately 3" down. Effluent Pumping Tank- The ankThe effluent pumping tank is required to pump the effluent from the septic tank to the septic field in the terrace above the home site. The tank capacity is approximately 1,000 gallons. The tank was sized in order to get the required additional septic tank capacity and to cycle the pump operation of the system. The pumping system required needed to pump the effluent up approximately 10 -feet of elevation difference and 8 -feet of piping and head losses, for a total of 18 -feet of head. The pump we have chosen for the system is a submersible, by Hydromatic Pump, Model number SP -50, a bronze pump system, with a piggyback float system. The pump is a .40 horse power, single phase, 115Volt unit, with a 2 -inch discharge and a built in diaphragm level control system or optional float system to regulate the operation of the pump based on water levels in the tank. The pump operation and installation is simple, as the water level in the tank rises it switches on the pump, which operates until it reaches the bottom of the pump and shuts the pump off. We recommend the operational float level system for the tank. A double float system will need to be used, also by Hydromatic, Model 3900. The pump is to set on the floor of the tank approximately 6 -inch above the floor. (Design details for operational water levels in the tank are to be field determined by the design engineer. The type of pump control depends on the dimensions of the tank). The pump operates at a approximately flow rate of 70 gallons per minute at the required 18 -feet head, and pumps the effluent up to the manifold just prior to the distribution laterals. The manifold distributes the flow into the laterals. The flow is evenly divided into the 4 piping systems, with 1/4 -inch holes at 30 -inch centers. Additional information on the selected pump is enclosed for your review and use. At your option a second pump could be purchased as a backup or stand by pump. This would shorten the system down time and inconveniences which will occur if the pump breaks down or has other problems. The cost of the second pump is approximately $750.00. It is not required, but is recommended. The effluent tank is also required to be equipped with a high water level alarm system to alert you when a pump has failed to operate or another problem has risen. The high water level alarm system is operated by a float, mounted on the tank wall, which is activated when the water level rises to a chosen point above the normal operating pump level. The float signals a red light and a buzzer, which should be located in your adjacent mechanical room or garage. The buzzer can be turned off manually signaling acknowledgment of the problem, but the red light stays on until after the water level drops back down. This is a required safety feature which assists the owner in the satisfactory operation of system by letting you know you have a problem before it becomes an emergency situation. The system we have chosen is a Tank Alert 1. by S.J. Electro. (See design drawing for additional level control details. I have included 2 - 2 -inch PVC conduits to be run from the adjacent home to the effluent pumping tank. One is for power to the pump and the other one for the high water level control system. Please inform the electrical designer of the home of these additions. Installation and Materials: 0 • The septic tanks can be obtained from Copeland concrete products in Rifle, or from the locally in Emma from Dreager. The tanks should be located as shown on the drawings and installed level. The access ports are to be sealed water tight and brought up to within 6 -inches of final grade. If in the event the tanks are too high, minor landscaping may be required to bury them. The invert elevations for both tanks are critical to the operation of the pump and should be followed closely. The blockouts for the inlets and outlets are also required to sealed water tight to prevent infiltration. All piping, pump, and alarm system materials can be obtained form Dotson Engineering products in Glenwood or Grand Junction Pipe in Basalt. The 4 -inch piping from the house to the septic tank and to the pumping tank is SDR 35. Ail manifold, distribution, and lateral piping is to be Schedule 40 PVC. All Piping should be installed at a minimum depth of 3.5 -feet. The pumping line is to be laid with the shown slope to permit the line to drain back into the tank after each pumping cycle to prevent freezing. The laterals are to be installed as shown on the drawing and are need to be installed to within + or - .01 -feet. (See attached design drawing for bedding details and additional installation notes.) The septic system installation can be done by any excavation contractor who is familiar with this type of project. If you have any questions on the design or other items, please feel free to call me at any time. See installation and construction notes attached to this memorandum. CC: PCEH MWE - Denver Thanks, Dean Derosier ! /a FIE McLaughlin Water Engineers, Ltd. Project Title Ale- 5 f'sr� Project No. e2 51-2- Date ' /'--' 0 Subject — 5�1 IA.-), i�3 —Designed�_age _ 3" 1 1-7+7' X3, 13 :�7 6 EL 6146 /-iA' -3 + t7- ill -3 t -2 _-2 702 F� HmMcLaughlin Water Engineers, Ltd. Project Title / ^ ` 5- s �/ G [Project No. S— '�L Date 3 // �/y 6 Subject 5;4 52 — SSG ice/ 3 Designed �� Page I!hn.�/rG This! �a� GSL s 77) _i Tli- 7, t / o T TC -� - L I i 3 /5/v C E 5 III w 39;' C�, /- -,�C 70 ' lam/ � iC7F /n/riGf^i9-�c�ls EL 14 1 4 1 - - �- - - - Name Mines ASPEN/PITPENVIRONMENTAL HEALTH DEPARTME19 ISDS DESIGN REQUIREMENTS DEPARTMENT USE ONLY Permit # Parcel ID # House Size <2000 (75 gpd, 100 gpd, or 130 gpd) _ Number of Bedrooms, Lofts, Offices, Similar Rooms, Main House 3 Number of Bedrooms, Lofts, Offices, Similar Rooms, Caretaker unit 0 Average Daily Waste Flow_ 675 # bedrooms X 2 people/br X 75 X 1.5 State Review Required? no Perc Rate 21.5 (T) Design Flo w (Q) _ # bedrooms X 2 people/bedroom X gpd X 1.75 Q= 787.5 ✓ — Absorption Area (A= Q/5 X SORT) — A = 730.2975 sq. ft. of absorption area required 41 infiltrator units without reduction / A maximum 30% reduction is allowed for use of deep gravel or gravelless chambered system. >/ 511.2082 sq.ft. with reduction 28 infiltrator units with reduction 75 �ocncf -{o � ��,siAl�-sittr� 1a,It- anGrrdriacr S�9%Cac ut.nno�' 1u- inu[axd 1�1¢r 546 Plan Y �/crrplQ s CA AAOb(. GU(f' 2600 Of- Type ++Type of system: []Absorption trenches [Absorption bed [] Gravelless chambers []Dry well []Seepage Pit Roumping Chamber &dLs &VO, P" Is an Engineer -Designed System required? no(� I' yes v1 reason: groundwater ¢ LrLe1Ls Itllnq en✓ Minimum tank capacity 1000 gallons f utcP;a' Gy4 t (zJy np� SETBACK FROM WELL Wed # of feet = 100 Remember: 8 feet of additional distance for each 100 gallons/day of design flow over 1,000 gallons/day should be added unless an RPE can verify that it is not necessary to prevent contamination. APPROVED FOR ISSUE BY: SYSTEM INSTALLED BY: DATE OF FINAL INSPECTION REQUEST: FINAL INSPECTION BY: Printed on Recycled Paper DATE: 197•\il:s ASPEN/PITKINVIRONMENTAL HEALTH DEPARTMEP ISDS DESIGN REQUIREMENTS DEPARTMENT USE ONLY Permit # Name Mines Parcel ID # House Siz 2400 (75 gpd, 100 gpd, or 130 gpd) 100 Number of Bedrooms, Lofts, Offices, Similar Rooms, Main House 3 Number of Bedrooms, Lofts, -Offices, Similar Rooms, Caretaker unit 0 Average Daily Waste Flow_ 675 # bedrooms X 2 people/br X 75 X 1.5 State Review Required? no Perc Rate 21.5 (T) Design Flo w (Q) _ # bedrooms X 2 people/bedroom X gpd X 1.75 Q= 1050 Absorption Area (A= Q/5 X SART) A 973.7299 sq. ft. of absorption area required 54 infiltrator units without reduction A maximum 30% reduction is allowed for use of deep gravel or gravelless chambered system. -7 681.611 sq.ft. with reduction (( L rOL05 of 13 38 infiltrator units with reduction L r YV W3– row / Type of system: []Absorption trenches []Absorption bed [] Gravelless chambers []Dry well []Seepage Pit []Pumping Chamber 2 g Is an Engineer -Designed System required? no— yes o_yes _ reason: Minimum tank capacity gallons SETBACK FROM WELL # of feet = 104 Remember: 8 feet of additional distance for each 100 gallons/day of design flow over 1,000 gallons/day should be added unless an RPE can verify that it is not necessary to prevent contamination. APPROVED FOR ISSUE BY: DATE: SYSTEM INSTALLED BY: DATE OF FINAL INSPECTION REQUEST: FINAL INSPECTION BY: DATE: / Printed on Recycled Paper w McLaughlin Water Engineers, Ltd. M Project Title -r Project No. Date-- Subject—/"r- /'V-/ 3 DesignedPage.. A/ F F /17 a 1/ CIO 67 h,F -2 c, /7 100 v /0 G/00 O 0 ,4 7s 3 4 -7 C 3 y -2— -K I dO Y I - I a"-- WO qpi- d I /g AMM 0 0 LETTER OF TRANSMITTAL McLaughlin Vater Faghmm, Ltd. ]AZO Ala* St., Dmver, Cabrado 10¢11 (303) 458-5550 TO it? ( F l GENTLEMEN: WE AI,•= SENDING YOU ❑ Shop drawings ❑ Copy of letter DATE ?d- JOB CT5 ATTENTION r RE: Zcc, ❑ Attached ❑ Under separate cover ❑ Prints ❑ Plans ❑ Samples ❑ Change order ❑ following Items: ❑ Specifications COPIES DATE DESCRIPTION Zcc, REMARKS //c /9-C C o C/ I9/G C C�� 5A—,,�,`L S si t / i'// /G e— G //' C, ,4 / C /Coo� 7` SAL i'f COPY TO Q SIGNED: I If snelovts we not as noted, kindly notify us of I. ..IN 11 UH .1.0ur UR' ulr nnlw' mo 11.1 urc 1.111' u,, uR' um u¢ for J., ulr 'Im Lur uV Lnr ."'. nu' m., 1111 ulr ulr .Lawyers rtle insurance Corporation NATIONAL HEADQUARTERS ril RICHMOND. VIRGINIA �f(1 OI,.^i� l/ii ,-, 595 EXHIBIT "A" LEGAL DESCRIPTION A Parcel of land situated in Tract No. 82, Section 34, Township 8 South, Range 86 West of the 6th Principal Meridian, lying Westerly of a County Road as constructed and in place, Northerly of the Southerly line of said Tract No. 82, and Easterly of the Westerly line of said Tract 82, described as follows: BEGINNING at an iron post with a brass cap properly marked for Angle Point No. 3 of said Tract 82; Thence North 01 18'00" West 416.58 feet along the Westerly line of said ' Tract 82 to the Southwesterly corner of property described In Book 222 at Page 217, Pitkin County Records; Thence South 87 63100" East 215.83 feet along the Southerly boundary of said parcel to a point on the Westerly line of said County Road; Thenc: South 10 28'00" West 154.24 feet along the Westerly line of said County Road; Thence South 29 23100" East 191.13 feet along the Westerly line of said County Road; Thence South 60 53'00" West 183.98 feet along the Northerly line of said County Road to a point on the Southerly line of said Tract No. 82; Thence 89 27'00" West 49.82 feet to an iron post with a brass cap found ' In place and properly marked for Angle Point No. 4 of said Tract 82, being also the South one-quarter of said Section 34; Thence North 89 27'00" West 48.18 feet to an iron poet with a brass cap found in place and properly marked for the North one-quarter corner of Section 3, Township 9 South, Range 86 West of the 6th Principal Meridian; Thence North 89 66'00" West 13.70 feet to Angle Point No. 3 of said Tract 82, the Point of Beginning. COUNTY OF PITKIN, STATE OF COLORADO m '03 VINO In V.5 A. 15�0.1WCW ir! ���' :SCR Y 00 s : McLaughlin Water Engineers, Ltd. Project Title A //,- F S s L� ii Project No.? 5 Date 5 I W/ 5 Subject o x S/C, ' DesignedZ�429 Page — /'/9--7/1%'/fiJ E -a-5 lTi67'1 4 4 7' — -7 — 3 l9 c� -r, S. 7 S cP�o X A-2 S= - 7, S c y L u st A /, oa-d V"�/s/• C 7-'?�. /<- �G_ ��CC'.n.e q 1. 5 ��� Fi«/C FC. 5 /-c�4-GL c ; 7 e7, 5 X !. S x u59r- �I Gj'r? X a�Ea X 75- /P4y Al?EA (?C CPc-e n E E�7 %IE�KGf!<,S _ 191z 1j 5a/ r4. /, a !ilSinG /cosi G 7Ati� — 00 t2 X4'6� c Gl �a UNn� LAyi.c SoiGS ��cpaty? £ �= 375 x 80 5: 3 3 —' sc. a sp' h u14 LS o' Z--1 -6 �.� f � % 0 �� y � � � OJE4l�.✓, 0} 1 G 'x 5Ci _ 3cS p LIZ /--c^ / c""v Le -Ac." ExG To ArI of DE�th F = GNR ve- C 4rl G = Flz-L b vEa /f F�GL vvf. n- Qa /9 � .(V �' � L Gn a r Na McLaughlin Water Engineers, Ltd. Project Title 1)71,116 S Project No. C s Date Subject 1-/ C– .v Designed-A2� Page i I � d NSE cf � 1 = LNE41 — �^ 47* z 17f —6 = ' a s. / /ire % �% SLcnfi s c 1 .95 ti sZ Sy -5-14 , /lE. En 5 io 5- 7 y -o ^'NiL� �Xi�ti•–G L. /� f 2 (.�� = S a t y/ _ `•�1_ /tH I-J�7 19-1c C17� 73 7,0s i9 -C-414 4, Fes., e i/f /! �3 wrr DATES May 10, 1995 McLaughlin Water Engineers, Ltd. cuR ('40" u°� MEMORANDUM �� Q (A Xt IV d� �y'LO TO Tom Mines i aO 0 FROMz McLaughlin water Engineers, Ltd.; G. Dean Derosier,P.E. REt MINES SEPTIC SYSTEM DESIGN This memorandum is written to give you additional details on the design, materials, and installation of the Septic System which was designed to serve the proposed new home, which is being constructed at your property on Capital Creek. The memorandum is separated into three sections; 1 - Septic tank and Mound System design, 2 - Effluent tank design, 3 - Installation and Materials for the system. The design drawing is also attached for additional reference. 1. Septic Tank and Mound System Design, The location of the home and the site conditions determined the required type of system which was to be designed. The site is located adjacent to Capital Creek, on a bench just above wetlnds which surround the property. The difficulties encountered dealt with the limited area to work with, the soils at the site, ground water 7 -feet below the ground level, a steep bank, athe wetlands at the bottom of the banks. These items lead to the design of a system which would use a standard septic tank and Mound System, and will require a pump to lift the effluent up to a flat area next to the home site for disposal. The system design was based on the ultimate construction of a 3 bedroom residence, which required at a minimum, the installation of a 1,000 gallon septic tank for the separation of solids and a dosing tank. I recommend a 1,000 gallon tank as the main septic tank, and a 1,000 gallon tank as the effluent pump/dosing tank for a total capacity of 2,000 gallons. Larger tanks may be used if desired. The main septic tank is a double chambered tank and the effluent pumping/dosing tank is a single chambered unit. The two tanks are to be installed in a series with the septic tank first, followed by the effluent pump tank. The tank invert piping elevations are to be as shown on the attached design drawing. 0 The Mound System sizing is based on the soil percolation tests, ground water depth, and using a dosing system to disperse the flow evenly into the system for disposal. The percolation results showed a soil with a good percolation rate of 22 minutes per inch, with ground water being encountered at approximately 7-footfrom the surface. The high percolation rate, the dosing system, and the flow anticipated to utilized by the system determine the size of the Mound System required. Using 1.2 gallons per square foot, a flow of450gallons requires 375 square feet of septic field in the Mound System. The details of the Mound System; installation, elevations, and location are shown on the attached design drawing and sheets. The overall system size will be 17 -feet X 68 -feet, the actual field size is 6 -feet X 50 -feet. The transmission piping, manifold, and distribution laterals are to be 2 -inch Sch 80, PVC piping. The laterals are to be perforated piping with 6 -inches of gravel under and 2 -inches of gravel over the pipe. The sand to be used in the system is to be a medium sand with the following characteristics: 25%+ between 2.0 and 0.25mm; 30-35%- between 0.25 and 0.05mm; and 5-10% between 0.05 and 0.002mm. This sand is similar to the masonry sand available at Roaring Fork Sand and Gravel. Installation details and instructions are attached to this memorandum. Effluent Pumping Tank: The effluent pumping tank is required to pump the effluent from the septic tank to the septic field in the terrace above the home site. The tank capacity is approximately 1,000 gallons. The tank was sized in order to get the required additional septic tank capacity and to cycle the pump operation of the system. The pumping system required needed to pump the effluent up approximately 9 -feet of elevation difference and 6.5 -feet of piping and head losses, for a total of 15.5 -feet of head. The pump we have chosen for the system is a submersible, by Hydromatic Pump, Model number SR -50, a bronze pump system, with apigyback float system. The pump is a .40 horse power, single phase, 115Volt unit, with a 2 -inch discharge and a built in diaphragm level control system or optional float system to regulate the operation of the pump based on water levels in the tank. The pump operation and installation is simple, as the water level in the tank rises it switches on the pump, which operates until it reaches the bottom of the pump and shuts the pump off. We recommend the operational float level system for the tank. A double float system will need to be used, also by Hydromatic, Model 3900. The pump is to set on the floor of the tank approximately 6 - inch above the floor. (Design details for operational water levels in the tank are to be field determined by the design engineer. The type of pump control depends on the dimensions of the tank). 0 The pump operates at a approximately flow rate of 50 gallons per minute at the required head, and pumps the effluent up to the manifold just prior to the distribution laterals. The manifold distributes the flow into the laterals. The flow is evenly divided into the 4 piping systems, with 1/4 -inch holes at 30 -inch centers. Additional information on the selected pump is enclosed for your review and use. At your option a second pump could be purchased as a backup or stand by pump. This would shorten the system down time and Inconveniences which will occur if the pump breaks down or has other problems. The cost of the second pump is approximately $750.00. It is not required, but is recommended. The effluent tank is also required to be equipped with a high water level alarm system to alert you when a pump has failed to operate or another problem has risen. The high water level alarm system is operated by a float, mounted on the tank wall, which is activated when the water level rises to a chosen point above the normal operating pump level. The float signals a red light and a buzzer, which should be located in your adjacent mechanical room or garage. The buzzer can be turned off manually signaling acknowledgement of the problem, but the red light stays on until after the water level drops back down. This is a required safety feature which assists the owner in the satisfactory operation of system by letting you know you have a problem before it becomes an emergency situation. The system we have chosen is a Tank Alert 1. by S.J. Electro. (See design drawing for additional level control details. I have included 2 - 2 -inch pvc conduits to be run from the adjacent home to the effluent pumping tank. One is for power to the pump and the other one for the high water level control system. Please inform the electrical designer of the home of these additions. Installation and Materials= The septic tanks can be obtained from Copeland concrete products in Q1� Rifle, or from the locally in Emma from Dreager. The tanks should be located as shown on the drawings and installed level. The Qt access ports are to be sealed water tight and brought up to within 6 -inches of final grade. If in the event the tanks are too high, minor landscaping may be required to bury them. The invert elevations for both tanks are critical to the operation of the pump and should be followed closely. The blockouts for the inlets and outlets are also required to sealed water tight to prevent Infiltration. O 0 All piping, pump, and alarm system materials can be obtained form Dotson Engineering products in Glenwood or Grand Junction Pipe in Basalt. The 4 -inch piping from the house to the septic tank and to the pumping tank is SDR 35. All manifold, distribution, and lateral piping is to be Schedule 80 PVC. All Piping should be installed at a minimum depth of 3.5 -feet. The pumping line is to be laid with the shown slope to permit the line to drain back into the tank after each pumping cycle to prevent freezing. The laterals are to be installed as shown on the drawing and are need to be installed to within + or - .01 -feet. (See attached design drawing for bedding details and additional installation notes.) The septic system installation can be done by any excavation contractor who is familiar with this type of project. If you have any questions on the design or other items, please feel free to call me at any time. See installation and construction notes attached to this memorandum. CC: PCEH UWE - Denver Thanks, Dean Derosier ! 0 SUMP, EFFLUENT AND SEW.'' _ PUMPS AND ACCESSORIES DROMATIC �%p� MARLEY PUMPS n _ 1 ', .0 ev wmv coma r U W0 HP - MAX EDl1D® E• SPHERE - 1000 RPM •a ouxwu ru•run •awu0wMa SK5O • Non -clog, two -vane, semi -open impeller. • Pump -out vanes on rear shroud of impeller. • Heavy-duty, oil -tiled motor. • Thermal overload protection is built into motor windings. • 2" NPT discharge (3" flange optional). • Cast iron construction. • Automatic features float switch with a piggyback plug. SK6O • Non -clog, two -vane, semi -open impeller. • Pump -out vanes on rear shroud of impeller. • Heavy-duty, ofl-tilled motor. • Built-in thermal overload protection. • Pressure sensitive diaphragm switch on automatic models. • 2" NPT discharge (3" flange optional). • Cast iron construction. SK75/SK1OO • Higher capacity 3/4 HP (SK75). { • 1 HP (SK100) pumps for sewage services. •�• • Non -clog, two vane, semi -open impeller. .a Spring loaded mechanical seal • +•++T AT > •n. • AT +'•+T with carbon and ceramic faces. a +•+T w u �++�• Cast iron motor housing and rwus••. n°au pump Casing. r s W xp s Heavy-duty stainless steel shaft • Heavy-duty, oil -filled motor. • 2" NPT discharge (3" flange optional). �� ! 7 WIDE-ANGLE "PIGGYBACK" SWITCH No switch arrangement on the market is more reliable! The tilt sensitive mechanism is sealed inside a non -corrosive float. Available in 10' and 20' cord lengths with "piggyback" style plug-in connector. High reliability makes field servicing almost a thing of the past. -DIAPHRAGM "PIGGYBACK" SWITCH s 3o Designed for ease of service. The same tried and true diaphragm mechanism that has helped give HYDROMATIC its great reputation for dependability has been designed into an all new engineered plastic switch housing and features a new vented cord with a piggyback plug-in connector. Now available in a variety of switch settings. 3900 LEVEL CONTROL For use in sewage and many chemical solutions, 3900 controls are designed for operating pumps through a magnetic starter or contactor to control liquid level in sumps or tanks. They can also be used to operate alarms to indicate high water conditions. The switch is potted in a solid leakproof polypropylene float. Available with either normally open or normally closed contacts. Rated to 13 FLA at 115 or 230V. Temperature range from 32° F to 160°F. J D DEC 04 '95 6:14 MCLAUGJwjH WATER ENG 393-4587019 F'.1 . McLaughlin Water Engineers, Ltd. 210 A VENTNOR AVE., ASPEN, CO. 31611 � phone: (303)925-1920 FAX 925-1074 FAX Ao, � 4; 0 Date: / t/- 5 - To: To: %1i /7' Company: G From: RE: >/ C T NWE Project#: No. of pages (total, including this sheet) If you do not receive all pages, please contact at our office at (303)325-1920. Thank You Comments: 31 a� _� ;�• McLaughlin Water Engineers, Ltd. yam- s Y9,iwnF;,iii!fRyRitafGY.'�'M,?!R�9fsi'tS3i`�"�?IStGRlilir,J"mn"^"�.!!fRH17G'Wliif'`li'lia.NRiRAi%.bB!ij�'1fil: Project Tide n. %� Project No �! 7 - a Date yip Subject 7 5/ ,- Designed �/� Page T '._ -57"._x. '-.-,��'✓f�i .�niG::%`"��.. .._�.•.�_�_._;.• ' -- - -- - Z el A _ n...'ta _�....I_ �..;._ i -�YK :. _._.... _�--.._.: ..... �•—_..r.. ..J' --:---_.._ ; nom. _. —f_. , . -- ' •I�'^.._.__.�.._ �-.w...r.._.._.�- �... _, _.. �—•-.+- .--A-"-^_.:_ .- �_--5-.•}_-_'.moi-_{- i �,._.�.^.....— �'- NI-Hg7dT,)N 02:91 %, I'8 04 '95 16:14 Project Title Subject WATER ENG 303-4587019 Project No._/ -E P.2 Water Engineers, Ltd. Designed Page S rE¢x._.7..r oF.s/off �l tr rQ ' �. dab o .� • -LCL Ad���..! 1--' .. i 7--'--•?•- • ' -, � .._� .' ._I -...I. ..T_......_.___, -i .... _..... ,. _.. ,�� A.P . - - _. SPG_ _�.._ ,�• I IL .I .f �. ' ..r--I�e.4�1_ ' _S �.'�d��'�.�Lji._.L_ •— t I � .. 1 _.���_I rl�: r, : ' .. er_._ � {free./._:...�{. ' .!..____.;, —�__• ..f. ULL 04 '7D •o•tD I•n.-u w�,r�,Uy i I- M cIIU V. W av Ikgl: VAV McLaughlin Water Engineers, Ltd. Project Title 1AI //" 4 SSf�" C Project No. S Date `�� Z�1 5 Subject DfiSlC'/ D pmp . T X.1:: :_.:.._.. :.•_..__. ..�... '..... � 788_ ._. ' ...�----�?� -�- � •---�s l . �.. a { oor�;— .'.....:..;.. ° _ _... �v ,� 3�'1_�--• 6 , 44. S�:_�S.. ..__:f...uJE} . ;�__ pl�:� �ro.i+�G..' `'fi✓�tL.z.� 1J_....:i9.•� p:__✓1 Ari T ..'f : •, ! _ _.. S4. � .�L��I.G dE�..:_. ��'l�F-.f.t: :..!fE.�ti. .�...__�/1���.,1_41.......4'/..Ar�l�.!RiL � �' _....Ell�..� .t •'.., DEC 04 195 16:16 Project Title Subject WATER ENG 303-4587019 m McLaughlin Water Engineers, Ltd. Project No. q 5 Designed Page ..,K._=.;St.tLG•sly�tt.._���'�fK ��:as�..�'�2���_il-:��t�'�.---,__-—___..i___.�. 41 Apt ...... s. 1.7 a?.'f.. }.� ,}�'L,--+'•—:--- i 40 t ! - x..,,6.?/__ L J. e _'•__�_ ���L_._-y�� �+. ...l�,I '.S.!/n/-.: ��•.ur—r... _...: Ar rl,rnj. ..r-_rr—r-�_ fir_ 1 ' T7/'—•+� .�. ..I. .•r_••I_`��-- ....�= d�nrr.. _� ., �L..l. fF':Trr{Ti. I ; _.:.._r•_ ..... •�--- .._ II ..t_A--._.-r --1. Q_S.. _,�T_ �`a..:S�.,G4Yr.if"L_:.--•--r--i..,.i --"------.--. ...:- .. .,.. .... _ L I DEC 04 '95 16:17 WATER ENG 303-4587019 P.5 McLaughlin Water Engineers, Ltd. Project Title Project No Subject Designed Page - - —;..x %1 _�': ,.a,....•--•� • _ � :s..:_ :rte._-�-ri--_�-.Y;._.�_ �__ Ji1+�'^' , _i 7� 7:5.J - ,i'' �/• . J /p -r. i • -f--=-.: "'Y-���-Art:.. r_.. ..:. ... _ , i ...)_,t. �I./..Y_.._. ,____ _i_ _ •r? _i__ _ ....r__I ..:_ •. �._i�_i"_/�/.rte.- i t _ ..`.M1 '••/-Oibl L •.✓:--i-•• 7y`�.�t% '�_�..5,- �•-` T._..,._�__. ._..f.--.,.v.�_���-,fir,-,.'• -�.-�- - , —t --- -. '- - - ...._. 12/19/1995 11:41 30392 13,313 4ELS�x1, NE*D Nelson Environmental & Wastewater Soluffons, Ltd �45E 02 E December 2, 1995 , Mr. Tom Mines S Mines, Inc. DEC 2 0 1995 P. O. Box 3888 — Aspen, CO 81612 ENVIRONMENTAL HEALTH ASPEN / PITKEN Re On-site Wastewater Disposal System for a Parcel of Land in Tract 82, Section 34, Township 8 South, Range 86 West of the 6th P M. Dear Tom, As requested, Nelson Environmental and Wastewater Solutions, Ltd., performed a soils study and percolation tests to design a septic system for the proposed residence on property owned by you. We conducted this study according to Section 4-5 of Pitkin County Regulations on individual Sewage Disposal Systems in effect on March 17, 1995 when the test was done. We have based our recommendations on the subsurface conditions encountered. Please furnish this letter and completed engineering drawings to the Aspen/Pitkin Environmental Health Department to obtain a permit to construct this individual sewage system The proposed residence is to be a three bedroom, three bathroom residence of approximately 1900 square feet. The property is 1 98 acres in size The drinking water is to be provided from an individual well to be drilled on the property. The proposed building site is on a small hill on the South end of the site adjacent to Capitol Creek Road The property is bisected by Capitol Creek and over half of the lot is located in a wetlands area designated by the U. S Corps of Engineers. The creek is about 110 feet from the building site. The ground surface of the property appears natural throughout the proposed area of construction, and slopes to the North at a 15% grade in the area of the septic system The vegetation on most of the property consists of wetlands grasses and willows. A few stands of sagebrush, ookbrush and pinion trees are located just above the demarked wetlands area along the south property line Subaurtace CWAItlwts A soil profile pit, within the proposed adsorption area, was excavated to a depth of nine feet below the existing grade. Groundwater was encountered at 83 inches below the surface. Bedrock was not present within nine feet of the surface of the ground. There were gravels and cobble intermixed within the soil matrix from one foot down, with P.O. Box 6961 Snowmass Village, CO. 81615 Office (303) 923.3289 Home 00.3) 923.270. 12/19!1995 11:41 30.392327 Mines Onsite Sewage System Evaluation December 2, 1995 Page 2 BOB NELSON, NEWS PAGE 03 diameters ranging from two -inches to over three feet The top four feet of the soil consisted of a sandy, gravelly loam. There appeared to be a layer of reddish sandy clay in the deeper portions of the profile pit excavation below six feet. The soils were moist from Spring snowmen and runoff The subsurface soil conditions were evaluated with ft standard percolation test procedures at the approximate location shown on Figure 1 The test holes were excavated with a backhoe upon our arrival at the site Percolation testing was performed in the proposed absorption area above and to the East of the building area. The soil was already quite moist from runoff Three shallow holes were hand dug in the bottom of backhoe excavations to a depth of approximately forty to forty-five inches below the surface. Three inches of gravel were placed in each test hole after all loose soil had been removed and the test hole sKWY%41s roughened The test hole p►eparation avoided smearing the surfaces and weter wes added carefully to avoid scorning the "waft. The test holes were pre-soaked by adding water every thirty minutes for over four hours before beginning the percolation test When the test began, the westerly test hole (P-1) contained about 8 irOMM of water The other holes (P-2 and P-3) farther to the East were empty for a short time. The resuits of the percolation testing are presented in Table I These results indicate the shallower sandy loam and gravel soils have an average percolation rate of 21 5 minutes per inch and are acceptable for an engineerednfiiltration design for the on-site sewage system The deeper reddish, sandy clay had a percolation rate of 320 minutes per inch and is not considered suitable. Considering the wetlands areas of the property and on the subsurface conditions encountered, a sewage system designed by a registered professional engineer will be required. We understand that you have now contacted Mclaughlin Water Engineers to complete the sewage system design. Limkatlora� This report has been prepared according to generally accepted practices in this arae for use for sewage disposal design purposes The conclusions and recomrrwvMH" submitted in this report are based upon data obtained from our site visits at the location indicated. Tbens is some possibility that the nature and extent of variations in the subsurface 3011 across the site may not have been evident at the time ` Amr lovo 11:41 30392320 Mines Onsite Sewage System Evaluation Deosmbw 2, f 995 Pape 3 808 NELSON, K 3,10 PAX ©4 of this investigation and may need additional evaluation ff further excavation reveals conditions dffferent from those described. This office should be advised of any unusual situations as soon as possible so we may reevaluation of our recommendations It you have questions or if we may be of furthw assistance, please call the office Sinowply. Robert F Nelson President Reviewed By: Dean DOnm*, P E. McLaughlin Water Engineers 1[; 1'�i IyH7 11:41 E W S yC) 303923276 TABLE I BOB 'IE -SOA, NEx,S 6 D43_ 05 1 45 PERCOL TWN TEST RES t .T FORM 1/16 Hole Hole Depth No (in.) Length of Interval (Minutes) Depth at Start of Interval (Inches) Depth at End of Interval (Inches) prop in Water Level (Inches) Average Percolation Rate(Min /Inch) 1 45 12 1 13116 1 3/4 1/16 20 13/4 1 1I/16 1116 20 l 11/16 1 9116 1/8 20 19/16 15/8 1116 320 2 37 15 371S 215116 15/16 10 2 15116 2 1/2 7/16 10 21/2 21116 7/16 10 21/16 15/8 7/16 10 15,18 1 1/8 112 20 3 47 10 3112 29116 15116 10 29116 21/8 9116 10 2 118 1 314 318 (re811) 10 2 1/8 1 11116 716 )0 111116 11/4 7/16 23 Mmes Property Lot in Traet No 82, TBS, R 96W of the 6th P M. Date ofPered ation Test 3/17/95 P.O, Box 6961 Snowmaae Villose, CO- 81615 Office OW) 923.3289 Home (303) 923.2766 ",I J, AJ10 11: 41 3170'DYJZ i bb • 575 �'ES7J, 'JE�3.�iL • W Property Address. Caoitoi Cfeek Road S Lege) Deacriptiore A Lot in TractNo 82. TBS, R86W. of the 6th P M • Contrador Name Mid, Jnc, Sawrast•e am sw•iYq o Smeared taaiaeas removed X -Yes o Or" Added _X_Ye6 To a 3' Depth o Date and Time praosh water added 3/17/93 2 LW o -m o Atnoum of p work wooer added 8-10 PUM Per lest bole o Wooer teatairtiag in belles alkr pecleek° Node 1: XYo _ No Hale 2. _ Yes .X_No Hole3 _Yt• x No PC colatf•e Rate All esstrst wee Mel: 320 adause/iaeb Hole 2: 20 nurrAWtech Hak 3: 23 mintnesiinch AVERAGE 21 5 tronutes/ nch for Holes 62 @ M3 Excavating Contractor. Name:Eondon Excavating 0-1-1E 06 Gre"dwater. o Enwmtctod at 7 ft. o Estitueted depth to high searonal wafer if not enmwueted- NIA o Is arra believed to be Subject to etasortal flucilusnow which could result in a stacoaW water table' -2L Yes _ No SI•pe is sbttery6" area 15% to the N Bedrock o Na Ergotmined o Estimated depot tf sa encwntcred-W feet o Type of l rrtbo. _Sartdrtow _Claystoruc X_Siltlone _L( Other Shalt _A -Fractured Weathered o is bedrock believed to be permeable^ _2L Yes _No 1 codify that the above infonmartion is conect and complete to the hest of my knowledge and that all tests were performed in accordance with the provisions of the Pitkin County Code Tilka X, Sections 45.1 through 1-5.7 (Pitkin County Individual Sewage piwg RemAstions Reviewed �P McLaughlin Water Engineers P.O. Box 6%1 Snowautse VMAV, CO 81613 Offtct (303) 923.3289 Home (303) 923.2766 Lt) 73 O {•! ° "78 � C� � w Go � C� �7l y t .x r 10 1'3 McLaughlin Water Engineers, Ltd. MEMORANDUM DATE: October 30, 1995 TO: Tom Mines FROM: McLaughlin Water Engineers, Ltd.; G N NOV 0 8 1995 ASPEN / PITKEN Dean Derosier,P.E. RE: Mines SEPTIC SYSTEM DESIGN: Design Revisions This memorandum is written to give you additional details on the design, materials, and installation of the Septic System which was designed to serve the proposed new home, which is being constructed at your property on Capital Creek. The memorandum is separated into three sections; 1 - Septic tank and Mound System design, 2 - Effluent tank design, 3 - Installation and Materials for the system. The design drawing is also attached for additional reference. This design will maintain required setbacks, 4 -foot minimum ground water to septic system separation, concrete tanks to minimize floatation from ground water, and all other Pitkin County requirements. The site will also allow use of a standard infiltrator system with the use of a dosing tank, although this design is based on a Mound System. 1, Septic Tank and Mound System Design; The location of the home and the site conditions determined the required type of system which was to be designed. The site is located adjacent to Capital Creek, on a bench just above wetlands which surrounds the property on the North and river side. The difficulties encountered deal with the limited area to work with, ground water at the ground level, wetlands, and a side hill location for the system. These items lead to the design of a system which would use a standard septic tank and Mound System, and will require a pump to lift the effluent up to a flat area next to the home site for disposal. The system design was based on the ultimate construction of E, 3 bedroom residence, which required at a minimum, the installation of A 1,000 gallon septic tank for the separation of solids and a dosing tank. I recommend a 1,000 gallon tank as the main septic tank, and a 1,200 gallon tank as the effluent pump/dosing tank for a total capacity of 2,200 gallons. Larger tanks may be used if desired. The main septic tank is a double chambered tank and the effluent pumping/dosing tank is a single chambered unit. The two tanks are to be installed in a series with the septic tank first, followed by the effluent pump tank. The tank invert piping elevations are to be as shown on the attached design drawing. The Mound System sizing is based on the soil percolation tests, ground water depth, and using a dosing system to disperse the flow evenly into the system for disposal. Due to the ground water being at the ground level at the bottom of the side hill, the system will be located 4 -feet above the ground water. The water level, the dosing system, and the flow anticipated to utilized by the system determine the size of the Mound System required. Using 1.2 gallons per square foot, a flow of 450 gallons per day requires 375 square feet of septic field in the Mound System. The details of the Mound System; installation, elevations, and location are shown on the attached design drawing and sheets. The overall system size will be 17 -feet X 80 -feet, the actual field size is 6 -feet X 62 -feet. The transmission piping and manifold are to be 2 -inch and distribution laterals are to be 2 -inch, both Sch 40, PVC piping. The laterals are to be perforated piping, (1/4 - inch holes on 30 -inch centers), with 6 -inches of gravel under and 2 -inches of gravel over the pipe. The sand to be used in the system is to be a medium sand with the following characteristics: 25%+ between 2.0 and 0.25mm; 30-35%- between 0.25 and 0.05mm; and 5-10% between 0.05 and 0.002mm. This sand is similar to the masonry sand available at Roaring Fork Sand and Gravel. Installation details and instructions are attached to this memorandum. Effluent Pumping Tanks The effluent pumping tank is required to pump the effluent from the septic tank to the septic field in the terrace above the home site. The tank capacity is approximately 1,200 gallons. The tank was sized in order to get the required additional septic tank capacity and to cycle the pump operation of the system. The pumping system required needed to pump the effluent up approximately 9 -feet of elevation difference and 6 -feet of piping and head losses, for a total of 15 -feet of head. The pump we have chosen for the system is a submersible, by Hydromatic Pump, Model number SK -50, a bronze pump system, with a piggyback float system. the pump is a .40 horse power, single phase, 115Volt unit, with a 2 -inch discharge and a built in diaphragm level control system or optional float system to regulate the operation of the pump based on water levels in the tank. The pump operation and installation is simple, as the water level in ,the tank rises it switches on the pump, which operates until it reaches the bottom of the pump and shuts the pump off. We recommend the operational float level system for the tank. A double float system will need to be used, also by Hydromatic, Model 3900. The pump is to set on the floor of the tank approximately 6 - inch above the floor. (Design details for operational water levels in the tank are to be field determined by the design engineer. The type of pump control depends on the dimensions of the tank). y9 The pump operates at a approximately flow rate of 50 gallons per minute at the required 15 -feet head, and pumps the effluent up to the manifold just prior to the distribution laterals. The manifold distributes the flow into the laterals. The flow is evenly divided into the 4 piping systems, with 1/4 -inch holes at 30 -inch centers. Additional information on the selected pump is enclosed for your review and use. At your option a second pump could be purchased as a backup or stand by pump. This would shorten the system down time and inconveniences which will occur if the pump breaks down or has other problems. The cost of the second pump is approximately $750.00. It is not required, but is recommended. The effluent tank is also required to be equipped with a high water level alarm system to alert you when a pump has failed to operate or another problem has risen. The high coater level alarm system is operated by a float, mounted on the tank wall, which is activated when the water level rises to a chosen point above the normal operating pump level. The float signals a red light and a buzzer, which should be located in your adjacent mechanical room or garage. The buzzer can be turned off manually signaling acknowledgement of the problem, but the red light stays on until after the water level drops back down. This is a required safety feature which assists the owner in the satisfactory operation of system by letting you know you have a problem before it becomes an emergency situation. The system we have chosen is a Tank Alert 1. by S.J. Electro. (See design drawing for additional level control details. I have included 2 - 2 -inch PVC conduits to be run from the adjacent home to the effluent pumping tank. One is for power to the pump and the other one for the high water level control system. Please inform the electrical designer of the home of these additions. Installation and Materials The septic tanks can be obtained from Copeland concrete products in Rifle, or from the locally in Emma from Dreager. The tanks should be located as shown on the drawings and installed level. The access ports are to be sealed water tight and brought up to within 6 -inches of final grade. If in the event the tanks are too high, minor landscaping may be required to bury them. The invert elevations for both tanks are critical to the operation of the pump and should be followed closely. The blockouts for the inlets and outlets are also required to sealed water tight to prevent infiltration. im All piping, pump, and alarm system materials can be obtained form Dotson Engineering products in Glenwood or Grand Junction Pipe in Basalt. The 4 -inch piping from the house to the septic tank and to the pumping tank is SDR 35. All manifold, distribution, and lateral Piping is to be Schedule 40 PVC. All Piping should be installed at a minimum depth of 3.5 -feet. The pumping line is to be laid with the shown slope to permit the line to drain back into the tank after each pumping cycle to prevent freezing. The laterals are to be installed as shown on the drawing and are need to be installed to within + or - .01 -feet. (See attached design drawing for bedding details and additional installation notes.) The septic system installation can be done by any excavation contractor who is familiar with this type of project. If you have any questions on the design or other items, please feel free to call me at any time. See installation and construction notes attached to this memorandum. CC: PCEH MWE - Denver Thanks, Dean Derosier ! 14;54 30392327 EJB NELSON, NEWS, LTD E ` W 3ept«nber 1, 1995 MSEP1 S Mr. Tom Mimes Mina, Inc. P. 0. Box 3888Aspen, CO 91612 ENVIRONMENTAL HEALTH Rs: Alternative On-site Wastewater Disposal System for a Parcal of Land in TraCtP 8822, N Section 31, Township 8 South, Range 86 West of the 6th P M Dear Tom: As requested, Nelson Environmental and Wastewater Solutions, Ltd., performed a soils evaluation to oonsider alternative designs for a septic system for the proposed residence, if move to the North side of Capitol Creek We conducted this study according to Article 5 of the Pltkin County Individual 8ewaoe Dlsvosal systsm . We have based our recommendations on the subsurface conditions encourtelvd. e The property it to ayes In size. The dunking voter is to be provided from an individual—* l to be drilled on the property. The secondary proposed building site adjaeertt to and directy North of Capitol Creek. The property is bisected by Capitol Creek and over half of the lot is located in a wetlands area deeQnsted by the U. S. Corps of Engineers. The rest of the property North of the dusk consists of a steep hiliside of Mencos shale. The ground surface of the property North of the creek appears natural throughout the proposed area of construction, but 84" down to the South at Viid9s ue to M% ;n tha area delineated bY_ ft-A$Pen?MWn County Erivlrontnantal Health DoWmels as a polentlal area for the is yetem. The vegetation on most of the property consists of andslwet grasses and willows. A few stands of sagebrush, oak brush and pinion trees are located on the hill above the creek, although most of this arca is bare hillside with loose shale fragments on the surface There is a driveway cut on the access road below the percotatk n test holes that reaches t0 ten feat in height. There is an irrigation ditch along the hillside above the proposed absorption area that is appa,rertt)y abandoned. This should be verified, as it also poses some limitations, if ever used. P.O. Box 6%1 Srwvrmass ViUaae, CO. 81613 Office (303) 923.3299 Home (303) 923.2766 JWJiy J270 Mines Onsite Sewage System Reevaluation ruepwr ber 1, 1985 Pape 2 BOB `E -SON, Nc'.JS,'� The test holes were excavated with a baddxw before our arrival at the site. '49E 03 A soil profile pit, 48 feet North of the creek and within the proposed absorption area, was excavated to a depth of 85 irtCtes below the swiaca. 8edrrrck Yves not encountered within the profile pit, but was exposed at depths from 18 to 40 inches along the ridge line only 20 feet East of the profile pit. No ground water was preset in the profile pit excavation. There were loose shale fragments intermixed within the soil matrix of the profile excavation, but generally `he soil consisted of a coarse clayey loam for the entire depth of the hole. The percolation test holes were located further East along a ridge of conscl�dated shales. Unlike some Marcos shale formations encountered within the general vionity, the shale excavated from these percolation pts came out in large blocks and wes not fractured or love to any appreciable degree. The subsurface soil conditions Ywre not evaluated with the standard percolation tarsi �[ procedures due to the difficulty of placing a smaller test tide in the bottom of the hole with sufficient depth to provide a hole with adequate volume to presoak and measure the Psrmsability of the soil. The area was not considered suitable for use as a septic system absorption area. It was envisioned that the septic system would be set up to receive the wastewater from the residence iron a grinder pump on the town level of the house into the septic tank located In the vicinity of the profile It. Th" &1e affluent from the septic tank would be Pumped up to shallow trenches located on the hillside above the driveway. Thsrs are a number of severe limiWicirm on the use of the properly North of that a awx ror conseuaian ur a a.ptro eyetem ,,,ae„ +crud. th. Mrty Nor room a crmm Imbed within the requWhcns: 1) The minimum hodzoMal Setbacks from the creek to the septic tank, sewer line and affluent line and absorption field aro fifty feet (50'). �_=K_N. Mines Onsite Sewage System Reevaluation September 1, 1835 Pape 3 SEs. LTL) 46 =4G_r e4 2) The absorption area must be located a minimum of forty (40') uphill of the dnveway cut on a very severe slope of 50 to 70*Article 73). 3) There must be four feet of suitable soil below the bottorr, of any proposed absorption trench, and this is not possible with the presence of the consolidated shale ridge above the driveway cut, exposed at depths from 1 1/2 feet to 4 feet below the surface. 4) The absorption system must be located a minimum of one hundred feet horizontally from tine proposed well location. As Shown on Figure 1, once the minimum setbacks, so+l conditions and topography are taken into account, there is only a very limited area available for the on-site sewage system. crook anticipate that the of the creek only suitable conditions available on the property North are located west of the profile hole in an area about 23 feet long and 10 to 15 feet wide. At best, this area would only provide an absorption field of between 250 and 375 square feet. That is not considered a sufficient area to construct an absorption system for the septic system to serve the proposed The property residence. to the north of Capitol Creek does not present and feasible alternative dance. sites for the location of an on-site wastewater system. : This report has been prepared according to generally accepted practices in this area for use for sewage disposal design purposes The conclusions and recommendations submitted in this report are based upor, data ot)tained from our site visits at the location indicated Th" is some possibility that the nature and extent of variations in the subsist" eoil across the site may not have been evident at the time of this inveetigatien, and may need additional evaluation if further excavation reveals conditions different from those described. This office should be advised of any unusualre situations as soon as possible 30 we may eveluation Of our recommendations if you have questions or if wa may be of further assistance, please call the ofiee SineerLe�lY. Robert F. Nelson presidam `t I SCS L�1 ___ • .1r, vt..o�N• NEAS.LTO It 0 ■ r !- r OASE 95 .i JA 9 SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE CAPITOL CREEK AND SNOWMASS CREEK ROADS PITKIN COUNTY, COLORADO JOB NO. 194 233 AUGUST 23, 1994 PREPARED FOR: MINES, INC. ATTN: TOM MINES P. O. BOX 3888 ASPEN, COLORADO 81612 0 0 HEPWORTH-PAwLAK GEOTECHNICAL, INC. 5020 Road 154 Glenwood Springs, CO 81601 August 23, 1994 Fan 30 945-8454 Phone 303 945.7988 Mines, Inc. Attn: Tom Mines P. 0. Box 3888 Aspen, Colorado 81612 Job No. 194 233 Subject: Subsoil Study for Foundation Design, Proposed Residence, Capitol Creek and Snowmass Creek Roads, Pitkin County, Colorado. Gentlemen: As requested, we have conducted a subsoil study for the proposed residence at the subject site. Subsurface conditions encountered in the exploratory borings drilled in the proposed building area consist of about 3 feet of soft topsoil, sand and clay above dense sandy gravel with cobbles and boulders. Shale bedrock was encountered at about 6 feet. Groundwater was encountered in the borings near the ground surface at the time of drilling, The proposed residence can be founded with a pier or pile foundation that bears in the underlying bedrock in the low lying area, and spread footings in the higher area. Pier hole drilling and pile driving will be difficult due to the cobble and boulder size rock. Excavation dewatering will likely be needed. Other design and construction criteria relating to geotechnical aspects of the proposed residence are presented in the body of the report. The report which follows describes our investigation, summarizes our findings, and presents our recommendations. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. If you have any questions regarding this report, please contact us. Sincerely, HEPWORTH-PAWLAK GEOTECHNICAL, INC. Steven L. Pawlak, P.E. Rev. By: DEH SLPIrr cc: Colombo International Inc. - Attn: Jim Colombo Ga 0 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY .............................. 1 PREVIOUS STUDY...........................................1 PROPOSED CONSTRUCTION .................................. 2 SITE CONDITIONS ......................................... 2 FIELD EXPLORATION ....................................... 2 SUBSURFACE CONDITIONS ................................... 3 FOUNDATION BEARING CONDITIONS ........................... 4 DESIGN RECOMMENDATIONS..................................4 SPREAD FOOTING ..................................... 5 FOUNDATION AND RETAINING WALLS ..................... 5 UNDERDRAIN SYSTEM ................................. 7 SURFACE DRAINAGE .................................. 8 LIMITATIONS ............................................. 8 FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS 53 PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located at Capitol Creek and Snowmass Creek Roads, Pitkin County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Mines, Inc., dated June 23, 1994. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine engineering characteristics of the on-site soils. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsoil conditions encountered. PREVIOUS STUDY A subsoil study was conducted by Chen and Associate in the vicinity of the proposed residence and the results were presented in a saporcdated March 31, 1980, Job No. 20,193. The study included 2 backhoe pits in the higher part of the lot. The information presented in this report has been considered in the preparation of Chen's report. 5y 0 9 -2- PROPOSED CONSTRUCTION The proposed residence will be a 2 story wood frame structure that extends into a low lying marshy part of the lot. An insulated concrete foam block may be used for the perimeter walls. Ground floor will be mostly structural above an open space in the low lying part of the site. The uphill part could be slab -on -grade. Grading for the structure is assumed to be relatively minor with cut depths between about 3 to 6 feet. Foundation loadings will generally be relatively light and consist of columns in the low lying area and continuous walls in the higher area of the site. If building loadings, location or grading plans change significantly from those described above, we should be notified to reevaluate the recommendations contained in this report. SITE CONDITIONS The site was vacant at the time of our field work. The building area is located near Capitol Creek Road and transitions higher terrain that the road is based on, and low lying marsh that is covered by heavy grass and brush. The ground surface is irregular and slopes moderately down from the road into the poorly drained marsh. The ground surface is firm and covered with scattered cobbles in the higher area to spongy with standing water in the low lying area. FIELD E�(PLORATION The field exploration for the project was conducted on July 25, 1994. Two exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the 15S 0 0 -3- subsurface conditions. The borings were advanced with 4 -inch diameter continuous flight augers powered by a track -mounted CME -45 drill rig. The borings were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils were taken with a 1 3/8 -inch I.D. spoon sampler. The sampler was driven into the subsoils at various depths with blows from a 140 -pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils and bedrock. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS The subsurface conditions encountered at the site are shown graphically on Fig. 2. The subsoils consist of about 3 feet of soft topsoil, sand and clay overlying relatively dense, silty sandy gravel with cobbles and boulders. Very hard shale bedrock was encountered below the gravels at a depth of 6 feet. Drilling in the dense gravel and bedrock with auger equipment was difficult due to the coarse rock and hardness and drilling refusal was encountered in the deposits. The subsurface profiles are generally consistent with those logged by Chen and Associates. Laboratory testing performed on samples obtained from the borings included natural moisture content and gradation analyses. Results of gradation analysis performed on a small diameter drive sample (minus 1 1/2 -inch fraction) of the coarse granular subsoils are shown on Fig. 4. The laboratory testing is summarized in Table I. Free water was encountered near the ground surface in the borings at the time of drilling. The water is likely perched on the underlying bedrock. W ME FOUNDATION BEARING CONDITIONS The subsoils encountered to about 3 feet depth are loose and soft and not suitable for support of foundations or floor slabs. The underlying gravels and bedrock have moderate to high bearing capacity and should be relatively incompressible under light residential loading. Pier and spread footing foundations that bear on the dense gravels or on the underlying shale bedrock can be used for building support. The shallow groundwater level and coarse gravel deposit will snake pier drilling difficult. It may be more practical to use driven piles or to use conventional backhoe excavation and dewatering to construct pads. DESIGN RECOMMENDATIONS PIERS OR PILES Piers or piles are proposed in the low lying part of the building site to minimise disturbance of the [Harsh. The design and construction criteria presented below should be observed for a drilled pier or pile foundation system. 1) Drilled piers that are based in the shale bedrock should be designed for an allowable end bearing pressure of 30,000 psf and a skin friction of 3,000 psf for that portion of the pier in bedrock. 2) Piles that are driven to virtual refusal in the underlying bedrock should develop their structural capacity. A relatively heavy section with structural tip protection is recommended. 3) All piers and piles should have a minimum total embankment length of 10 feet and a minimum penetration into the bedrock of 4 feet. 4) The pier holes should be properly cleaned prior to placement of concrete. Casing of the holes will be required. Difficult drilling and oversizing of the pier 5:� -5 - holes should be expected. Concrete should be placed in the pier hole immediately after drilling. The pier drilling contractor should mobilize equipment of sufficient size to achieve the design pier sizes and depths. 5) A representative of the soil engineer should observe pier drilling or pile driving operations on a full-time basis. SPREAD FOOTING Spread footings are proposed in the higher part of the site. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings should be placed on the dense natural gravels or on shale bedrock and designed for an allowable bearing pressure of 3,000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be less than 1 inch. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be reinforced top and bottom to- span an unsupported length of at least 12 feet. 5) A representative of the soil engineer should and observe all footing excavations prior to concrete placement to evaluate bearing conditions. Subexcavation of soft soils and dewatering of excavations could be needed. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 50 pcf for backfill consisting of the on-site soils. Self standing cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 40 pcf for backfill consisting of the on-site soils. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected even if the material is placed correctly and could result in distress to facilities constructed on the backfill. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.45. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 300 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, 5� 0 -7- 0 particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95 % of the maximum standard Proctor density at moisture content near optimum. FLOOR SLABS The natural gravel soils are suitable to support lightly loaded slab -on -grade construction. The topsoil, sand and clay soils should be removed. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 -inch layer of free -draining gravel should be placed beneath slabs to facilitate drainage. This material should consist of minus 2 -inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site sand and gravel soils devoid of vegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Free water was encountered at near the ground surface in the low lying part of the building site and groundwater may rise or perch during times of heavy precipitation or seasonal ninoff in the higher part of the site. The shallow water level will increase the risk of frost heave to slabs and pavements. We recommend below grade construction, such as retaining walls and shallow spread footings, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain 9 W12 0 should be placed behind the uphill site wall and the uphill foundation wall of the residence and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 2 feet deep. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free -draining wall backfill should be capped with about 2 feet of the on-site finer graded soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. LUMTATIONS This report has been prepared in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no 0 IME 0 other warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Fig. 1, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear to be different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications of the recommendations presented herein. We recommend on-site observation of pier drilling, excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, HEPWORTH-PAWLO�CtE C$Ni INC. , t C;) .4 �d ;� Reviewed By: 222 .ai GE�� '' Steven L. Pawlak, P.c� Daniel E. Hardin, P. E. SLPlrr Lo • Opproximate Scale 1"=50' Property Boundaries �j e3' � Capitol ��000 I � Creek \ �a PIP / � a \ J \ A� 27 / Boring 2 n • g Proposed Residence ;7'66 Building o Setback �G g Lines � / GaQ`co� Bench Mark: Ground Surface at Property Corner Pin Elev. = 100' Assumed. 194 233 HEPWORTH-PAWLAK Location of Exploratory Borings Fig. 1 QiOTECHNICAL, Inc. co3 Boring 1 Elev.=90' Boring 2 Elev.=88' 90 — �--I 90 75 * 75 Note: Explanation of symbols is shown on Figure 3. 194 233 HE►WORTH-PAWLAK I Logs of Exploratory Borings R. 2 GEOTECHNICAL, Inc. f 3/6,25/0 WC=25.4 v o°' -200=62 a" u 85 85 to 32/12 o ' +4=41 -200=18 50/2 0 w 80 80 w 40/0 75 * 75 Note: Explanation of symbols is shown on Figure 3. 194 233 HE►WORTH-PAWLAK I Logs of Exploratory Borings R. 2 GEOTECHNICAL, Inc. f LEGEND: TOPSOIL; organic silt, soft, wet, black J CLAY (CL); sandy, shale fragments, soft, wet, brown. Some organics. SAND (SM); silty, gravel) loose, wet, dark brown. Some organics. Y, 9 p: GRAVEL AND COBBLES (GM -GP); sandy , boulders, slightly silty to silty, dense, wet, brown. CLAYSTONE/SILTSTONE BEDROCK; very hard, gray. Mancos Shale. Drive sample; standard penetration test (SPT), 1 3/8 -inch I.D. split spoon sample, ASTM D-1586. 32/12 Drive sample blow count; indicates that 32 blows of a 140 -pound 'hammer failing 30 inches were required to drive the SPT sampler 12 inches. —� Practical rig refusal. Where shown above bottom of log, indicates multiple attempts were made to advance the boring. Groundwater level after driiling. NOTES: 1. Exploratory Borings were drilled on July 25, 1994 with 4 -inch diameter continuous flight power auger. 2. Location of the exploratory borings were measured approximately by pacing from features shown on I he site plan provided. 3. Elevation of the exploratory borings were measured by instrument level and refer to the Bench Mark on Fig. 1. 4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. Water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Moisture Content M =4=Percent retained on No. 4 sieve -200=Percent passing No. 200 sieve 194 233 HEPWORTH-PAWLAK Legend and Notes Fig. 3 GEOTECHNICAL, Inc. DIAMETER OF PARTICLE- IN MILLIMETERS I CLAY TO SILT FINE I MEOtVM CUAN5E I FINE 1 COATI' GRAVEL 41 % SAND 41 % SILT AND CLAY 18 % % LIQUID LIMIT .. PLASTICITY INDE'C SAMPLE OF silty sand and gravel FROM Boring 2 @ 4 Feet I DIAMETER OF PARTICLE IN MILLIMETERS I CLAY TO SRT an-0GRAVEL C088LF3 FINE MEDIUM COARSE FINE COAGSE GRAVEL % SAND % SILT AND CLAY % LIQUID LIMIT % PLASTICITY INDEX % SAMPLE OF FROM 194 233 II HE?WORTH-PAWLAK GRADATION TEST RESULTS Fig- 4 1 GEOTECHNICAL, Inc. (3 U) Z J J U) a N U_ LU Z U) U U-' w H O � LU — p LU J ~ Y CO cc a <o J 0] Ah MW m m o y � 0 0 o > � a � U � C ? V1 C �0 N — l/1 o w _ z �- _ O 2 N 2 O ¢ ¢ O � � U U X p i fa U a moo_ a w � n i N co a iO y 2 0 a s U r U a - a r z r 2 - a o o z U LO N _ N z 0 a � N U O a O z N c 12/21/1995 00:34 3039255077 I 1 ' MINES INCORPORATED 0 4 f i l d ��w q pi" iso Flooe- ASPEN / PAGE 01 12/04/1995 05:25 303925507 MINES INCORPORATED 0 IN PAGE 01 I l L 0 00 It e `(a s 0'7 7 I I 12'14/1995 23:09 303925507 MINES INCORPORATED PAGE 01 12/04/1995 05:25 303925507 MINES INCORPORATED � Yf6'(LAN O7 � 1 l r 3tll"yl yY Jr ,� r -5 i �� nay. - . hU *o!"� S71pv"�Ar NP �L, : ,e/ ^ OC frm Gv �vkRGRYh ri&5-CiVLIGt1' K�uI,S rrs{ ___ _.mums T �� o 10 20. 100 40 50 &0 'b to qo nor, 2:1�P Nov fl nnef R.rcd,a Sal Diel«k --rA.. C r�P CLSTIanner�"5'�JS7 #:.'j,824 Ra[6 UOn NO. • r�.El'DRDE% KNOW ALL MEN By THESE PRESENIS THAT - 7 • `iT TAN R. CI!RIS—,L:ISC:l Firm Party Cl nysaand and w11e I. 0. III 53 13 5mya Wnor, 0. Boa or S,reet Address ❑ a Colorado COrpdraliOn inowmass, Colorado 81G54 ❑ a930"mma iIV Sld tf Parrnann,p for "nd in considerstlon of ten dollars an.: Other valuable cense:«.,,eon, in hand nail, hereby sells and cOnvevs to 70SE11II C. tiEI,-AXIS •x ,nm.duany Second Party 0 iow tenancy P.O. 60% 30 O lananev �n cammw, Ox or Street aldtlreS,a O a Colorado COr P•RI'an Snowmass, Colorado 81654 r-, aannendm Cit.; State Zip C a L, -,tad PartnHsh,p the following dr.,cribed property in the County of pity I.n and State of Colorado A parcel of land situated in Tract No. 82, Section 34, Township 8 South, Ratnge 86 tlest Of the Sixth Principal Meridian, lying m.-sterly and Northerly of a County Road as constructed and in placer :7orthorly of the Southerly 14n.e of said Tract 110. 82, and rasterly of the easterly line of said Tract No. 82, said parcel of land is described as follows: L•eyinning at an iron post with a brass cap properly mar -iced for Angle Point No. 3 of said Tract 82, thence ti. 01.18'00'• :i., 416.5a feet along the tiesterly line of sjid Tract 82: thence S. 87.43'00" E., 215.03 feet to a point on the tlesterly line of said County Road; thence S. 10°28'00" t'., 154.24 feet along the etesterly �S g v rse hereo.f� with all its app•arns:nces and werrants title [ t�- s�rtfe, �xceut and cable t to general properly taxes for the current Year. U.S. patent res•-rvatiors and exceptions. any and all easements and rights of way of a public or privets nature and manning, zoning and other governmental ruses and regulations, speeifica'.ly excepting an access easement twelve feet in width as described in Book 244 at Page 677 and ar access eas^ment twenty feet it, width as described in Book 222 .tt page 21' of the Pitkin County records. 11 SIGNED this al 'l f day of _ October , A.D. 19 78 I rN STATE OF COLORADO I I ss. COUNTY OF GARFIELD I The foregoing Instrument was acknowledges before •-z 'nes 1L—•:r•, OI OC lObet 18X78 b� Jan R. Christensen. •" LV .Maslwe•rny hal Will official tool. . 4�r MV cdlssion expu05'si' :,fl Y, fou U •' `V --� - Nolary Public , 3 _ Nora. • aaaw a.lal anal x•WA rw.r N awrra.r..a..,w a. E f. a l• '� arTRe.ZrN ERMAN•SMa LTONRC -rami 0 E DEPARTMENT OF THE ARMY U.S. ARMY ENGINEER DISTRICT, SACRAMENTO CORPS OF ENGINEERS 1325 J STREET REPLY TO SACRAMENTO, CALIFORNIA 95814-2922 ATTENTION Of July 19, 1994 Regulatory Section (199475223) Mr. Thoma■ Mines Post Office Box 3888 Aspen, Colorado 81612 Dear Mr. Mines: I am responding to your request for a Department of the Army permit to discharge concrete into tightly sealed forms for the piers for the construction of your home. The project is located at Capitol Creek in Section 34, Township 8 South, Range 85 West, Pitkin County, Colorado. The Chief of Engineers has issued a nationwide general permit number 25 which authorizes the discharge of fill material into waters of the United States including adjacent or isolated wetlands for pouring concrete into tightly sealed forms. Your project can be constructed under this authority provided the work meets the conditions listed on the enclosed information sheet. This permit only authorizes the construction of the support piers as depicted in your permit application. The vegetation can be cut under the proposed structure but this letter does not authorize mechanized land clearing in wetlands. The equipment used to excavate the post holes must not disturb any more of the wetlands on-site than is necessary to complete the excavation. This permit verification will be valid for a period of two Years from the date of this letter unless the nationwide permit is modified, reissued, or revoked. You should contact this office if work will extend beyond this date. We have assigned number 199475223 to your project. Please refer to this number in any correspondence with this office. If 0 0 You have any questions, please contact Mr. Michael Claffey of this office or telephone number (303) 243-1199. Sincerely, Grady L. McHure Chief, Western Colorado Regulatory Office 402 Rood Avenue, Room 142 Grand Junction, Colorado 81501-2563 Enclosure Copies Furnished: Dr. Gene Reetz, U.S. Environmental Protection Agency, 8WM-WQ, 999 18th Street, Suite 500, Denver, Colorado 80202-2466 Mr. Keith Rose, U.S. Fish and Wildlife Service, 764 Horizon Drive, South Annex A, Grand Junction, Colorado 81506-3946 Mr. Paul von Guerard, Subdistrict Chief, U.S. Geological Survey, 402 Rood Avenue, Room 223, Grand Junction, Colorado 81501 Mr'. Alan Czenkusch, Colorado Division of Wildlife, 453 Mountain Laurel, Aspen, Colorado 81611 ecru or+wc wcoi uU�u mcu HOLY M AYTLMTIOM C/ .oze41GSJJY DCPARTMENT OF THE ARMY U.S. ARMY ENOINSSR DISTRICT. SACRAMENTO cORPS OF ENOINSERS 1329 J STREET SACRAMENTO, CALIFORNIA 99614-2922 April 12, 1995 Regulatory Branch (199475323) Mr. Thomas Mines Post Office Box 3888 Aspen, Colorado 81612 near Mr. Mines: • 3G 3'lGJJ(J//:a 1 I am responding to your request for a Department of the Army permit to discharge fill material into wuLlanda adjacent to Capitol Creek for the elope OL a wetland aewage eyeton or aoptic system. The project is located at caVItol crack in section 34, Township 8 South, Range 85 West, Pitkin county, Colorado. The Chief of Engineers has issued nationwide general permit number 18 which authorizes the discharge of dredged or fill material in waters of the United States for minor discharges. We have completed the pre -discharge notification procedures required by our regulations. Your project can be constructed undar this authority provided the work meets the conditions llecea on the enclosed information sheets. This letter authorizes the discharge of 21.5 cubic yards into 490 square feet of wetlands for the standard septic system if required. If the wetland treatment facility is approved by the county, the discharge will be limited to 5.3 cubic yards in 195 square feet of wetlands. If not required by the County, you must avoid any discharge of fill material into wetlands. This permit verification will be valid for a period of two years from the aate of tnis luLl unlcoe the nationwide parmir 1s modified, reissued, Or revokua, You should contact this office if work will extend beyond this date. 66"T OV.COE WE6T COLO REG ?.63;1M : 2023.11 X268 > • 20203663??: M 3 We have assigned number 199475277 to your project. Please refer to this number in any correspondence with this office. If you have any questions, please contact Mr. Michael Claffey of this office or telephone number (970) 243-1199. sincerely, srti/ �iaiewe:jvtKeurnacol orado Regulatory o 402 Rood Avenue, Room 142 ucauu uuuvblvu, c.v1vaa.av o1Oo1-L�a� Enclosure Copies Furnished: Dr. Gene Recta, U.S. Environmental Protection Agency, 8W14-WQ, 999 18th Street, suite 500, Denver, Colorado 80202-2466 Mr. Keith Rose, U.B. Fish and Wildlife Service, 764 Horizon Drive, South Annex A, Grand Junction, Colorado., 81506-3946 Mr. Paul von Guerard, Subdistrict Chief, U.B. Geological survey, 402 Rood Avenue, Room 223, Grand Junction, Colorado 81501 Mr. Alan CzenkuaCh, Colorado Division of Wildlife, 473 Mountain Laurel, Aaron, Colorrdn 91F11 2. j r 0 DEPARTMENT OF THE ARMY U.S. ARMY ENGINEER DISTRICT, SACRAMENTO CORPS OF ENGINEERS 1325 J STREET REPLY TO SACRAMENTO, CALIFORNIA 95814.2922 ATTENTION OF April 5, 1995 Regulatory Branch (199475223) Mr. Thomas Mines Post Office Box 3888 Aspen, Colorado 81612 Dear Mr. Mines: 0 I am responding to your written request dated by your consultant John Grove for nationwide general permit number 18 verification for the wetland sewage treatment system on your lot e= the intersection of Capitol Creek and Snowmass Creek roads in itkin County, Colorado. We have initiated the Pre -Discharge Dtification procedures required by our regulations for nationwide general permit 18 authorization. We noticed in your application that the pilings for house construction will be steel girders driven into the soil. The construction of a single family residence on pilings driven in this manner does not require a Department of the Army permit under Section 404 of the Clean Water Act. We support your consultant's original design of the wetland treatment system in uplands as this design avoids wetland impacts entirely. You have requested nationwide general permit 18 to cover an extension of the slope of the system that may be required by the county, or the extension of a slope for a standard septic system design that may be required by the county. If you have any questions, please write to Mr. Michael Claffey or telephone (303) 243-1199. Sincerely, Grady L. McNure Chief, Western Colorado Regulatory Office 402 Rood Avenue, Room 142 Grand Junction, Colorado 81501-2563 Copy Furnished: Pitkin County Community Development, 130 South Galena Street, Aspen, Colorado 81611 wRJ•5•Rev. 76 Application must be complete where applicable. Type or print in BLACK INK. No overstrikes or erasures unless initialed. (1) mailing COADO DIVISION OF WATER RESOURS 818 Cantenniel Bldg., 1313 Sherman St., Denver, Colorado 80203 PERMIT APPLICATION FORM (Xy A PERMIT TO USE GROUND WATER ( 3S A PERMIT TO CONSTRUCT A WELL FOR: (X A PERMIT TO INSTALL A PUMP NAME Thomas Mines STREET P.O. Box 3888 1 REPLACEMENT FOR NO. ) OTHER WATER COURT CASE NO. CITY Asnea 0 81612 15lrtq (no) TELEPHONE NO. 303 925-5077 (2) LOCATION OF PROPOSED WELL County Pitkin SW g of the SEY.. Section 34 Twp. 8 S Frig. 86 W 6 P iN.SI ,E. w, (3) WATER USE AND WELL DATA Proposed maximum pumping rate Igpm) Average annual amount of ground water to be appropriated iacre-feetl: Number of acres to be irrigated: Proposed total depth (feet) 15 3 0 200 Aquifer ground water is to be obtained from: Tributar Owner's well designation GROUND WATER TO BF USED FOR XX HOUSEHOLD USE ONLY I 1 DOMESTIC (1) I ) LIVESTOCK (2) i ) COMMERCIAL (4) I ) OTHER (9) no irrigation (0) ( ) INDUSTRIAL (5) 1 1 IRRIGATION (6) I I MUNICIPAL (8) DETAIL THE USE ON BACK IN (I I1 (4) DRILLER Name Shelton Drilling Co. Street P.O. Box 1059 City Basalt, Co. 81621 ( 4+U i sol TeiephoneNo. 927-4182 Lir. No 1095 u FOR OFFICE USE ONLY: DO NOT WRITE IN THIS COLUMN Receipt No. / Basin Dist. ME k e a s a . Y e• This well shall be used in such a way as to cause no material injury to existing water rights. The issuance of the permit does not assure the applicant that no injury will occur to another vested water right or preclude another owner of a vested water right from seeking relief in a civil court action. APPLICATION APPROVED PERMIT NUMBER DATE ISSUED EXPIRATION DATE (STATE ENGINE RI BY - 0 COUNTY (5) THE LOCATION OF THE PR OSED WELL and the area on which the water well be used must be indicated on the diagram below. Use the CENTER SECTION (1 section, 640 acres) for the well location. 4 1 MILE. 5280 FEET �I + + i i I _NORTH1 T 4— NORTH SECTION LINE J ! N z ~ � i N m ► I I I A V ti y O z SOUTH SECTION LINE 'I t -'' T 4 i (6) THE WELL MUST BE LOCATED BELOW by distances from section fines. 100 ft. from South -sec. line I north or soum) 2500 ft. from East Han or won sec. line LOT BLOCK FILING ar SUBDIVISION (7) TRACT ON WHICH WELL WILL BE LOCATED Owner: T. Mines No. of acres 1 • 9 . Will this be the only well on this tract? yes (8) PROPOSED CASING PROGRAM Plain Casing 7 in. from 0 ft. to 30 ft. 5 in. from 25 ft. to 150 ft. Perforated casing 5 in. from 1 50 ft. to 200 ft. in. from ft. to !t, .� — — — '� — + I �I I 4- a WATER EQUIVALENTS TABLE (Rounded Figured An acre-foot covets 1 acre of land 1 foot deep 1 cub¢ foot Per second Icfsl 449 gallons per minute (gpmI A family of 5 will require approximately 1 acre-foot of water per year. 1 acre-foot 43.560 cubic fast 325.900 gallons. 1,000 gpm pumped cOntmuous v for One pay products 4.42 acre-feet. (6) THE WELL MUST BE LOCATED BELOW by distances from section fines. 100 ft. from South -sec. line I north or soum) 2500 ft. from East Han or won sec. line LOT BLOCK FILING ar SUBDIVISION (7) TRACT ON WHICH WELL WILL BE LOCATED Owner: T. Mines No. of acres 1 • 9 . Will this be the only well on this tract? yes (8) PROPOSED CASING PROGRAM Plain Casing 7 in. from 0 ft. to 30 ft. 5 in. from 25 ft. to 150 ft. Perforated casing 5 in. from 1 50 ft. to 200 ft. in. from ft. to !t, .� — — — '� — (9) FOR REPLACEMENT WELLSgivedistance and dlrecnon from old well and plans for plugging it: The scale of the diagram is 2 !riches = 1 mile Each small square represents 40 acres. WATER EQUIVALENTS TABLE (Rounded Figured An acre-foot covets 1 acre of land 1 foot deep 1 cub¢ foot Per second Icfsl 449 gallons per minute (gpmI A family of 5 will require approximately 1 acre-foot of water per year. 1 acre-foot 43.560 cubic fast 325.900 gallons. 1,000 gpm pumped cOntmuous v for One pay products 4.42 acre-feet. (10) LAND ON WHICH GROUND WATER WILL RF USED Owner(s): Thomas Mines No. of acres: 1 .9 Legal description: ( see attached sheet) (11) DETAILED DESCRIPTION of the use of ground water: Household use and domestic wells must indicate system to be used. type of disposal Household use only with state and county approved septic and leach field. (12) OTHER WATER RIGHTS, used on this land, including wens Give Registration and Water Court Case Numbers. Type or right Used for (purpose) Description of land on which used (13) THE APPLICANT(S) STATE(S) THAT THE INFORMATION SET FORTH HEREON IS TRUE TO THE BEST OF HIS KNOWLEDGE. c yr-1eLtLANrrb/ -q (1 Use additional sheets of paper if more soage is required. • M,'nrs. �taa. vie�2 V S;k U131'�' �f / a4l%eo, Pu,«i5 CWS MEMORAMUM ✓matin GTaue +� Iktn %17osier To: Tim Malloy, Planning Office Crete �i� �k/I From: Betsey Kipp, Environmental Health Department =uIw"+ uuof Through: Thomas S. Dunlop, Director ','fib �ocR�r� cult oe4l"J5 wa i l Date: December 5, 1994 y aeLI k46a_CkZ Re: Mines 1041 Hazard Review Parcel ID # 2467-344-00-549 The Aspen/Pitkin Environmental Health Department has reviewed the details of the Mines 1041 Hazard Review application under the authority of the Pitkin County Code, Title II, and has the following comments. ADEQUATE PROVISIONS FOR WATER NEEDS: Sections 2-6 and 5-205: "It is the policy of the County to ensure that land is not committed to any use and that no use is initiated without adequate evidence that a water supply of adequate quality, quantity, pressure and dependability is available to support the use intended." This Department needs adequate information on the quantity and quality of water available. This can be done from tests of wells present on-site by a water engineer's or well driller's report. The applicant must ensure that the water quality is acceptable by having it tested by a lab such as Snowmass Water and Sanitation. Before a septic permit can be issued the location of the well must be indicated to assure that setback requirements from the well to the septic system can be complied with. A condition of approval for this application is receipt of information documenting the location of the well and quantity/quality of the well water. SEWAGE TREATMENT AND COLLECTION: Sections 2-7 and 5-200: "Itisthe policy of the County to ensure that land is not committed to any use and that no use is initiated without adequate evidence that facilities to collect, treat and dispose of anticipated types and quantities of waste water are available or can and will be provided with suitable capacity, quality of discharge, suitable point of discharge and dependability". Lots in the Snowmass area are served by individual septic systems. All such systems installed within Pitkin County require septic permits issued by the Environmental Health Department, and must comply with the County septic regulations. To receive a Septic Permit, the applicant will need to submit a Septic Permit Application and appropriate fee with a completed Soil Data Form C� V 0 0 including perc test results and profile hole information. It must be possible to design an adequate septic system before a building permit can be issued. Since the property is in a designated wetlands area and free water was encountered at 4 1/2 feet below existing grade by Chen and Associates in a study done by them in March 1980; and free water was encountered at 10 inches below grade in an August 4, 1992 report by Earth Resources Investigations, Inc.; and free ground water was on the surface in an August 1994 report by Hepworth -Pollack, any septic system considered for the site will have to be designed by a registered engineer. The Board of County Commissioners, in September of 1994, approved the use of wetland wastewater treatment systems as individual sewage disposal systems on a limited basis due to their experimental nature. At present, only six (6) wetland systems are allowed in Pitkin County and must meet the following conditions: 1. The lot must be large enough to accommodate an alternate septic sytem should the experimental system fail. 2. The constructed wetlands must be designed by a Colorado registered professional engineer. Consideration must be made for temperature fluctuations in the design. 3. There must be no discharge of effluent off the property, unless special permits are obtained. 4. No permit will be issued by this Department if a health hazard is determined to exist or undue risk of contamination exists. 5. Odor complaints will be investigated. 6. The applicant shall notify immediate neighbors or the homeowners association of the intent to use a wetlands system if the property is regulated by covenants. The Environmental Health Department is required to monitor the first two (2) wetlands systems for a year following installation. We will be checking the quality of the effluent and for any groundwater contamination. If this proposal ends up being the second wetlands system installed in Pitkin County, the applicant shall be aware that monitoring will be required. A condition of approval for this application should be that the owner provide monitoring ports as specified by the Environmental Health Department, if this is the second wetlands system installed in Pitkin County. Further, the owner shall provide this department access to the wetlands system for purposes of sampling and inspection. All minimum horizontal setback distances as established by the Pitkin County Sewage Regulations must be maintained. The applicant should be aware that a minimum of 100 feet is required between wells on the property and the absorption field and any neighboring wells. If the wetlands system is lined a 60 -foot 2 0 0 distance must be maintained. The setback distance from the river should be determined in the spring when the seasonal runoff is highest. A condition of approval for this application is the receipt and approval of the septic permit by the Environmental Health Department before a building permit can be issued. All conditions for wetlands wastewater treatment systems must be met. In addition, this Department will require that the wetlands system be lined. WATER QUALITY IMPACTS: Sections 2-22 and 5-107.2: "It is the policy of the County to preserve and protect its present water resources. To this end it is the policy of the County that no land use be initiated which would adversely affect the quantity, quality, or accessibility of the County's water resources; or which would occur at the expense of established water - dependent agricultural activities; or which would result in increased salinization of water resources, loss of minimum stream flows, further destruction of wildlife habitat, or major expenditures to reacquire or redistribute major water resources. It is also the policy of the County to maintain a natural vegetative buffer along its surface waters such that the surface and groundwaters of the area are not encroached upon by land uses or other human activities which could cause deterioration of water quality or impair the natural treatment processes provided by meadows and wetlands." The Environmental Health Department will be addressing water quality impacts only on down stream water quality. We are concerned that this application may impact down stream water quality. Minimum horizontal distances between components of the system and physical features must be in accordance with Section 4-4 of the Pitkin County Sewage Regulations. A condition of approval for this application is that the registered engineer that designs the wetlands system ensures this Department that no contamination of Capitol Creek will result from the wetlands use. AIR QUALITY: Sections 2-17 and 5-106: Only that development is permitted which will not contribute significantly to degradation of air quality in Pitkin County. Developments may not constitute an indirect or direct air pollution source. The applicant must file a fireplace/woodstove permit with the Environmental Health Department before the building permit will be issued. The less densely populated parts of the county like Old Snowmass may have one wood burning fireplace and one department certified device or two department certified devices per building. In addition, unlimited numbers of decorative gas appliances are allowed. Coal may not be burned in any device. No wood burning device may be installed in barns or agricultural buildings. 3 A condition of approval for this application is the receipt and approval of the fireplace/woodstove permit by the Environmental Health Department before the building permit can be issued. CONFORMANCE WITH OTHER ENVIRONMENTAL HEALTH LAWS: Section 2-21,it is the policy of the County to ensure that no use or development of land is permitted which is in violation of the laws of the County, the State of Colorado, or the United States of America.-- of merica." of great importance to this Department is the impact of water pollution on human health. The proposed project is in a difficult area for construction of an individual sewage disposal system due to the close proximity of Capitol Creek and the existing wetland. Great care must be taken to minimally impact the riparian habitat and to monitor the effluent from the septic system. General comments: It is the recommendation that this application be tabled until the following is submitted to this department: 1) The owner should meet with this department to review plans to meet condition #1, under SEWAGE TREATMENT AND COLLECTION listed above. That is, be able to technically describe how an alternative onsite sewage disposal system can be placed on the property should the wetlands system fail. Given the documented high ground water, the options to install alternative sewage treatment systems are very limited in our opinion. 2) The owner should discuss with this department, how condition #4 under SEWAGE TREATMENT AND COLLECTION, listed above will be satisified. Specifically, how the situation of "...undue risk of contamination..." to ground water will be minimized. It is of significant concern to this department that a failure in the proposed wetlands system could occur, and due to the high ground water, failure may go unnoticed due to the natural flushing action of the area. ... ENV:NP:LAND USE:Mines.Hazard.Review 33 4 0000 WETLANDS 15 DOSING TANK (NTS) 213 pp� Procosed Gnd Wetlands — Bncly -15 yds. �;l in Wetlands Mound Systefn�--- Fill/Sand L111 7 L — - — - - - - - F ---- ----------- 3.0 \� 2-;nch sch 80 PVC-,,. 1.5 From TanksL 2' SCH 80 -- — — — — - — — — —1 /of 'Ad§Pr' 10 Property Line 9 40 Capitol Creek Road McLAUGHLIN WATER ENGINEERS EE ..C 3 N e420 ALCOTT ST, -DENVER, CO 80211 DETAIL DATE PROJECT NUMBER DRAWING NUMBER CHECK -A 24 L 'f-4' I ZTA! II E YE 30L T I IF T f-A,5L 5 4" Pl/C 2" PVC L-Z7AJZ11 7 - COUPLING TO S.�' 50,r TANK 4T,/OR Hligy WATER LEVEL W,4TZ-R LfYZ-L I FLOAT r.4LARM PLIM10 ON S YS Tf-m (FLDAT) 14'ZJMP H YDR294-f 4 Tlf r. SEE MEMO FOR 49Z -7-41L S -- DRAIN YOLZ- (FL 04 T) PUMP OFF T41VI< ``I DOSING LEVELS 1615- lc-lzZD Df - Tz-R1w1NZD f.TO F7 1 BY THE EIV611VEZ-R WETLANDS 15 DOSING TANK (NTS) 213 pp� Procosed Gnd Wetlands — Bncly -15 yds. �;l in Wetlands Mound Systefn�--- Fill/Sand L111 7 L — - — - - - - - F ---- ----------- 3.0 \� 2-;nch sch 80 PVC-,,. 1.5 From TanksL 2' SCH 80 -- — — — — - — — — —1 /of 'Ad§Pr' 10 Property Line 9 40 Capitol Creek Road McLAUGHLIN WATER ENGINEERS EE ..C 3 N e420 ALCOTT ST, -DENVER, CO 80211 DETAIL DATE PROJECT NUMBER DRAWING NUMBER CHECK -A