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HomeMy WebLinkAbout4560 Frying Pan Rd - 246702300029Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970)328-8755 Fax: (970)328-8788 EAGLE COUNTY Project Address Parcel No. 004559 FRYING PAN RD BASALT AREA CO 246702300029 Owner Information Address FRANK MONTALBANO 004559 1/2 FRYING PAN RD Phone: (970)927-5542 E BASALT CO Cell: Engineer(s) Phone Church OWC, LLC (720)898-3434 Contractor(s) License Number Phone Primary Contractor Excavation Services, Inc. 79-08 (970)963-8355 Yes Insaections: For Inspections call (970) 328-8755 Inspection IVR OWTS Partial Inspection _ 093 OWTS Final Inspection 095 Permitted Construction / Details: This permit grants permission to add an additional 1,000 gallon two compartment tank to connect to the existing 1,000 gallon two compartment tank and an additional 400 square feet of absorption credit via 20 Infiltrator Q4 chambers to the existing 744 square feet of absorption area credit, designed to accommodate a total of four bedrooms. Install exactly as depicted on the design as revised and stamped on 9-23-08. The engineer must verify half of the effective capacity exists in the first compartment and certify the system when installed. Occupancy will be permitted once certification is received. CONDITIONS: Office Copy 1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT 2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN CR.S. 25-10-101, et seq., AS AMENDED 3. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMITAND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT 4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED Andrew Jessen September 23, 2008 Issued by: Environmental Health Department, Eagle County, CO Date Department of Environmental Health Eagle (970) 328-8755 Fax: (970) 328-8788 El 3ebel (970) 704-2700 TOLL FREE: 800-225-6136 P.O. Box 179 500 Broadway Eagle, CO 81631 www.eaglecounty.us APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ISDS Permit # 0tO7-5-&-0k- (7/g Building Permit # 5- _09- INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED) FEE SCHEDULE APPLICATION FEE $373.00 This fee includes the ISDS Permit, Site Evaluation (Percolation Test, or Soil Profile Observation) and Final Inspection. Additional fees may be charged if a re -inspection is necessary, or a pre -construction site visit or consultation is needed. The re -inspection fee is $55.00. Make all remittance. payable to: Eagle County Treasurer. Property Owner: JR,dr�V, Me>&[TALPhone: 970.92r-$S42 Mailing Address: �sj I%L F-12'�J�G (�i�N f�—6AS,4Li, L0 Applicant/Contact Person: z4i t� ,,t ,,fg&Pyj_-- Phone: Licensed Systems Contractor: Cikp License # (3 r7 2 Company/DBA: Phone: 72p 4 Mailing Address: g59D /SST /4THA,_,, sr�E, �a�, L,4kEWn05 60 6021s_ Permit Application is for: F­ New Installation Alteration F Repair Location of Proposed Individual Sewage Disposal System: Legal Description: Tax Parcel Number: 241p°102.3000Zq Lot Size: i Assessor's Link: www.eaglecounty.us/patie/­ Physical Address: 4596 %z FPIALG R4,d &0AL- Building Type: V Residential/Single Family Number of Bedrooms: [- Residential/Multi Family Number of Bedrooms: Commercial/Industrial* Type of Use: *These systems require design by a Registered Professional Engineer Type of Water Supply: KPrivate Well [7 Spring F7 Surface If Public Name of SupplieE�- Applicant Signature : Public Office Use Only Amount Paid: �7J?� Receipt#: Check#: ����� Date: CHURCH OWC, LLC Onsite Wastewater Consultants September 30, 2008 Frank Montalbano 4559 1/2 Frying Pan Road Basalt, Colorado 81621 Subject: OWS Design Installation Observation 4559 1/2 Frying Pan Road Eagle County, Colorado COWC Job No. C555 Mr. Montalbano, As requested, CHURCH Onsite Wastewater Consultants, LLC (COWC) performed a site visit to observe the installation of the onsite wastewater system (OWS) at the subject site. COWC prepared an OWS design documents under Job No. C555 dated September 23, 2008. A site visit was performed on September 19, 2008. At the time of the site visit, a new 1000-gallon concrete, Copeland mid -seam septic tank was in place ready for backfill. A site visit was performed on September 24, 2008. At the time of the site visit the sewer piping to the new septic tank was bedded and an inlet tee was in the tank. There was also an effluent filter installed. The two new trenches were installed with 10 Infiltrator Standard Quick 4 chambers in each row. The trenches were at the same elevation and the installer was instructed to lower the new trench furthest from the house so that the bottom of the first trench was the same elevation as the top of the second trench. The trenches were level and contained observation pipes. A site visit was performed on September 29, 2008. At the time of the site visit the chambered trenches were adjusted to the appropriate elevations and the solid pipe between the trenches was exposed. The trenches were backfilled. The first septic tank lid was broken and must be replaced. LIMITATIONS This letter provides information derived from observations made during three site visits to the subject site. COWC has observed installed components of the OWS; no inspections have been performed. COWC does not have the authority to control the installer's methods, protocols, schedule or the equipment that has been selected by the installer and/or client. Neither the observations made nor the contents of this letter imply any warrantee or guarantee of materials or workmanship. It is possible that problems with the system may occur in the future due to installation procedures that were not able to be observed by COWC. The observed components of the OWS appear to be installed in general conformance with the CHURCH OWS design, plans and specifications. 9590 West 14th Avenue Ste. 100, Lakewood, CO 80215 Voice 720-898-3434 FAX: 720-898-3455 r v If there are questions, please call. Sincerely, CHURCH Onsite Wastewater Consultants, LLC Kathryn Kangas RWW/kek 2 copies sent OWS Installation Observations, C555 September 30, 2008, Page 2 Reviewed By: Robert W. Wright, P.E Copy to: Excavation Services, P.O. Box 1159, Carbondale, CO 81623 Copy to: Eagle County Health Department, P.O. Box 179, Eagle, CO 81631 P.O. BOX 527, Wheat Ridge, CO 80034-0567 Voice: 720-898-3434 FAX: 720-898-3455 CHURCH OWC, LLC Onsite Wastewater Consultants August 09 2007 Frank Montalbano 4559 1/2 Frying Pan Road Basalt, Colorado 81621 Subject: OWS Design - Upgrade 4559 1/2 Frying Pan Road Eagle County, Colorado COWC Job No. C555 Frank, a"L,5 III # As requested, CHURCH Onsite Wastewater Consultants (COWL) has investigated the requested site and conditions for preparation of an onsite wastewater system (OWS) design. The design was prepared for Individual Sewage Disposal System (ISDS) permit submittal to Eagle County Health Department (ECHD). SITE CONDITIONS The investigated site is an approximate 1/2-acre lot. A site plan is indicated on Figure 1. The property is located in a rural area where an OWS is required and is serviced by a community well. There is an existing OWS on the site which is permitted for a two bedroom dwelling. Vegetation at the proposed drainfield area consists of a moderate cover of grasses. EXISTING CONSTRUCTION There is an existing 2-bedroom residence. The design was done by Glenwood Structural and Civil under Job # 00066, dated 8/30/02.There is an easement in place with the adjacent neighbor, which allows the neighbors field on your lot. _ aAowtvvo-compartment septic tank. There is an existing field in place for a two -bedroom dwelling with an infiltrative area of 496 square feet of surface including a 50% reduction for use of chambers. The residence is served water by a community well. PROPOSED CONSTRUCTION A two -bedroom addition to the existing single-family residence is proposed. In accordance with the ISDS regulations, the sewage load for a four -bedroom residence is 600 gallons per day (GPD). The peak sewage loading is 900 GPD using a 1.5 peaking factor. SUBSURFACE CONDITIONS Subsurface conditions were explored by drilling two profile borings in the proposed drainfield areas Subsurface conditions observed consisted of 6 inches of topsoil underlain to 8 feet by relatively dense silty, clayey, sandy gravel with cobbles and boulders as per Hepworth Pawlak Geotech Job No 100- 761. Free water was not encountered in the profile boring. 9590 West 14th Avenue Ste. 100, Lakewood, CO 80215 Voice 720-898-3434 FAX: 720-898-3455 OWS Design, Job No. C555 Revised 07-08-09, Page 2 Five percolation test holes were drilled at the locations indicated on Figure 1 to depths ranging from about 30 to 32 inches. The percolation test results ranged from 22 to 120 minutes per inch (MPI). The average percolation rate recommended by Hepworth-Pawlak was 40 MPI. RECOMMENDATIONS The OWS should be installed as specified in Figures 1. The upgrade requires additional septic tank capacity, a distribution box and additional drainfield trench area. itZS O ISDS regulations call for a minimum of a 1-500 gallon septic tank to serve a 4-bedroom dwelling. There is an existing 1000-gallon tank in place. To satisfy this requirement the addition of a second (1000-gallon, two -compartment tank should be installed in series providing a total tank capacity of {� 2000 gallons. To serve the field in a serial distribution design the installation of a two -outlet ' distribution box should be connected as identified in Figure 1. i Current ISDS regulations call for an infiltrative area for a four -bedroom dwelling of 1138 square feet. ing a 50% reduction for chamber trenches a total of 569 square feet is required. With an existing Iready in place, an additional 73 square feet is required. COWC proposes an additional 8 Quick chambers in a trench, which will provide 78.96 square feet. 1-( & kt o ( 1,J qq 3 -1y rat old ;k -4 cv--` a % 3W- Vehicular movement over the field area should be kept at a minimum to avoid compaction of the receiving soils. Dump trucks and rubber -tire backhoes are to be kept off of the proposed field area. The surface of the field should be seeded after installation of the system. A cuorl s "Pasture, or Prairie" should be used. These mixes rir% ^^} to 15 inches high. No e--'--- and small livestock pa; (U INSTALLATION OBS The installation of thex drainfield construction c ' C) septic tank is to be insti bedded and distribution i 4 chambers in place bef �- D service. Our office shoud > v✓ �/ 24 hours in advance. TI drainfield or additional si I v additional unit rate fee. The goal of an operation ais to observe the operation and perform minor maintenance to the OWS to allow for proper, long term functioning of the system. COWC suggests an operation and maintenance schedule or contract with a private maintenance company exist. Septic tanks. • The scum and sludge accumulation in the septic tanks should be monitored yearly. Once the scum or sludge thickness reaches 25% of the chamber depth, the entire chamber should be pumped. We anticipate a pumping frequency of 1 to 3 years at design flows. An alternative is a regular pumping frequency of every year. OWS Design, Job No. C555 Revised 07-08-09, Page 3 Drainfield.•The surface around the fields is to be observed monthly for signs of failure such as lush vegetation growth or effluent ponding. Liquid levels in each field section are to be observed through the observation pipes and levels recorded. General. System users must realize an onsite wastewater system is different from public sewer service. There are daily considerations such as not putting plastic or other non - biodegradable material into the system. Water use should be monitored so toilets are not allowed to run when seals malfunction. Allowing fixtures to flow continuously to prevent water lines from freezing is not acceptable. Although the proposed system can accommodate variable flows, spreading water use over several hours and eliminating peak flows is recommended. To illustrate the point, a malfunctioning toilet can consume in excess of 1000 GPD. Excessive daily loading could flood and irreparably harm the OWS. COWC cautions against installation of a water softener. The chemical and hydraulic loading from the backwash of a water softener may be detrimental to the OWS and a separate dryweil should be constructed for the backwash waste, if a softener is installed. No land- scaping or plastic can be used over the field, which will reduce performance of the field. The design of the OWS is based on the treatment of domestic sewage only. Swimming pool or spa water is not to be discharged into the OWS. The proposed system design is based on design flows in the report. Increased flows may hydraulically or organically overload each respective OWS, causing premature failure. LIMITATIONS Our investigation, layout, design, and recommendations are based on data submitted. If conditions considerably different from those described in this report are encountered, we should be called to observe the conditions. If proposed construction is changed, we should be notified to evaluate the effect of the changes on the wastewater system. All construction is to be in accordance with the Individual Sewage Disposal System (ISDS) regulations. Pipe type and size, burial requirements, and other specifications, which are not depicted in our report, are to conform to the requirements of the ISDS regulations. The installer of the system is to be approved by the ECHD and is to have demonstrated knowledge of the ISDS regulations and requirements. If you have questions or if COWC can be of additional assistant ' ce ly, ria dwards, ROWP Project Engineer Attachments 3 copies sent Ed% 6.25'x4' INFILTRATOR STANDARD 4 GRAVELLESS CHAMBER 4" OBSERVATION PIPE, TYP o 1 1 1 1 1 - 6.25'x4' INFILTRATOR STANDARD 4 GRAVELLESS CHAMBER 0 o- - 6.25'x4' INFILTRATOR STANDARD 4 GRAVELLESS CHAMBER 0 o - 3'x4' INFILTRATOR 4" SCH 40 EFFLUENT PIPE FROM D-BOX, TYP QUICK.4 GRAVELLESS SERIAL OVERFLOW PIPE CHAMBER SOLID 4" SCH 40 PVC 001 1 1 1 1 1 1 1 1 1 1 - 68' FIELD DETAIL PLAN N.T.S PIPE CAP, TYP 4" OBSERVATION PIPE, TYP EXISTING GRADE /\\ BACKFILL, TYP x \� j�\ �j IN -SITU SOIL, TYP 00 d / INFILTRATOR QUICK4 GRAVELLESS CHAMBER -_, SERIAL OVERFLOW PIPE Z 04 EXTENT OF EXCAVATION 6' MIN 3' (TYP) (TYP) FIELD DETAIL PROFILE N.T.S TRENCH SPECIFICATI❑NS DESIGN CRITERIA NUMBER OF TRENCHES - 4 RESIDENCE = 4 BEDROOMS LENGTH OF TRENCHES - 68 FEET, RESIDENCEMS 17 CHAMBERS LOADING = Q = GPD WIDTH OF EACH TRENCH - 3 FEET, TOTAL LOADIATION 1 CHAMBER RATE = 40 MPI TOTAL NUMBER OF CHAMBERS - 68 PERCOAREA CHAMBERS = (1.5 X 750 X Vn ) / 5 = 1138 SF T❑TAL AREA - 569 SF 50% REDUCTI❑N FOR TRENCHES =569 SF CHURCH OWC, LLC MONTALBANO RESIDENCE Onsite Wastewater Consultants Onsite Wastewater Engineering -Geological Engineering FIELD DETAILS 9590 W. 14th Ave., Ste. 100, Lakewood, CO 80215 Voice: (720) 898-3434 Fax: (720) 898-3455 JOB NO. C555 DATE: 08/2007 FIGURE 3 R • ® ? O O c a Ld Q c oo Z W O � w (n t N cn m 0 m a ^ v co co J N a v LZ LD It W 0 V Z LL m 3 ` UJI 'D J N> 0 O U CDgyp+ n'2 p� p p t y 7 O Y m p p p V 4] m CD N rt.+ 3 0.D U to m CD O N •CDco CL -00 47, c N o CD (r1 E Q C U CD CD CD a-c 0 d 0 Y c 7 O — p a: CDLZ O U .Za M > W Z w 0 Y z w ,{ U ColO W Q �— J C E • a- m w U s D 0,a v J Q CO � � Z c0 O LL TF c o =3 0 m U 4� LU (q CL N c •� L O O U U O) LC) a-+ x N W o CZ I— I�, N OJ LO C O LCCJ CD E > co -cozC? Q CZ Q _J tf c6 — o0 E J��(�o cn o � J 0 (,0Q)o x CZ U � LT f— 0,00 3:0 ' U co��J CD A) 0-_ 0- C U� c° >N _Q U(n N � � O ro� C) � � r•a o � O �� � CD ate© CLf) 0m Y CHURCH OWC, LLC Onsite Wastewater Consultants 9590 West le Avenue, Ste. 100 Lakewood, CO 80215-4716 (720) 898-3434 Voice • (720) 898-3455 Fax Facsimile Transmittal To: /tom%✓ C/ r rr% From: e 0 e5 Company;��li Redpient Fax: C��,�,�� Recipient Phone: Job No: :,ages: (including fax cover page) Date: 7�111ae5 0 Urgent 0 For Review ❑ Please Comment ❑ Please Reply Rf As Requested Comments/Re: / AEI I�/lr 4d'i�2 Wl/iG GFf�G�G �� GAG G dlil�"�Gln/S � YoIJ fF Gnu, OUr 7;;�n 7;1'K- cs �" / s 0� r� / �IL� "AA�� '. S 'G 1 Q! 5 eCCHURCH OYVC, LLC • (720)&34.i4 Volpe . (720) 896.3455 Fax r 4" OBSERVATION PIPE, TYP 3'x4' INFILTRATOR 4" SCH 40 EFFLUENT PIPE FROM D—BOX, TYP QUICK 4 GRAVELLESS SERIAL OVERFLOW PIPE CHAMBER SOLID 4" SCH 40 PVC FIELD DETAIL PLAN N.T.S PIPE CAP, TYP 4" OBSERVATION PIPE, TYP EXISTING GRADE x BACKFILL, TYP IN —SITU SOIL, TYP v / INFILTRATOR QUICK4 GRAVELLESS CHAMBER SERIAL OVERFLOW PIPE - ' EXTENT OF EXCAVATION 6' MIN F� OYP) FIELD DETAIL PROFILE N. f—S RESIDENCE = 4 BEDRD❑MS .�� TOTAL LOADING = 0 = 600 GPD 5K (00 yc, PERCOLATION RATE = 40 MPI �' AREA=C. 15=1138SF 50% REDUCTI❑N FOR TRENCHES =569 SF CHURCH OWC, LLC Cnsite Wastewater Consultants Onsite Wastewater Engineering -Geological Engineering 9590 W. 14th Ave., Ste. 100, Lakewood, CO 80215 Voice: (720) 898-3434 Fax: (720) 898-3455 3' ICH SPECIFICATIONS NUMBER OF TRENCHES - 4 LENGTH OF TRENCHES — 68 FEET, 17 CHAMBERS WIDTH OF EACH TRENCH — 3 FEET, 1 CHAMBER TOTAL NUMBER OF CHAMBERS — 68 CHAMBERS TOTAL AREA -- 569 SF MONTALBANO RESIDENCE FIELD DETAILS JOB NO_ C555 DATE: 08/2007 FIGURE 3 CHURCH OWC, LLC Onslte Wastewater Consultants 9590 West 10 Avenue, Ste. 100 Lakewood, CO 80215-4716 (720) 998-3434 Voice • (720) 898-3455 Fax Facsimile Transmittal To: Monqueescha Walker From: Bob Wright Company: Eagle County Health Department Recipient Fax: 970-328-8788 Job No: C555 Pages: 5 ❑ Urgent ❑ For review Monqueescha, Recipient Phone: Client: Montalbano Date: 8/13/09 ❑ Please Comment ❑ Please reply I apologize for taking so long to get back to you regarding the drainfseld sizing for the Montalbano OWS. I looked back through the files and reviewed the gradation we have in our records. In evaluating that gradation against the percolation test results, It appears that the sample taken probably is not representative of the areas where percolation tests were conducted. The uniformity of the percolation test results would indicate that the soil is sandier than the gradation reflect. The gradation results of 31% gravel, 29% sand and 40% silt and clay does not give us a good idea what the actual clay fraction is. With the percolation results averaging around 40 MPI, it appears that the silt fraction of the fines is the governing portion of the gradation. I have revised the report to reflect this evaluation, under the section titled Subsurface Conditions. The drainfieid sizing is good as previously submitted. Please replace the previous revision to the written report with the one following this fax cover letter, and being mailed to you today. If there are questions, please feel free to give us a call at your convenience. Thanks very much, CHURCH Onsite Wastewater Con ultants, LLC "4 Bob Wright, PE Project Engineer RECEIVE® AUG 12 2000 ENVIRONMENTAL Kl..d' y CHURCH OWC, ULC . (M) 84&3434 Voice . (720) M-3455 FRX . -. CHURCH OWC, LLC Onsite Wastewater Consultants July 21, 2008 Frank Montalbano 4559 1/2 Frying Pan Road Basalt, Colorado 81621 Subject: OWS Design Upgrade 4559 1/2 Frying Pan Road Eagle County, Colorado COWC Job No. C555 Mr. Montalbano, As requested, CHURCH Onsite Wastewater Consultants (COWC) has Investigated the requested site and conditions for preparation of an onsite wastewater system (OWS) upgrade design to augment an existing drainfield to allow the addition of bedrooms to an existing residence. The design was prepared for Individual Sewage Disposal System (ISDS) permit submittal to Eagle County Health Department (ECHD). SITE CONDITIONS The investigated site is an approximate 1/2-acre lot. A site plan is indicated on Figure 1. The property is located in a rural area where an OWS is required. Potable water is supplied to the lot by a community well. The subject residence is served by an existing OWS which is permitted for a two bedroom dwelling. Vegetation at the proposed drainfield area consists of a moderate cover of grasses. EXISTING CONSTRUCTION There is an existing 2-bedroom residence. The design was performed by Glenwood Structural and Civil under Job # 00066, dated August 30, 2002.There is an easement in place with the adjacent neighbor, allowing the neighbor's drainfield on your lot. The existing septic tank serving the subject residence is a 1000-gallon two -compartment septic tank. There is an existing field in place for the two -bedroom dwelling with an infiltrative area of 372 square feet which includes an allowable 50% reduction for the use of chambers. The existing drainfield chambers are the older model Infiltrator units that were 6.25-feet long by 3-feet wide, having an allowable 15.5 SF of infiltrative area. PROPOSED CONSTRUCTION A two -bedroom addition to the existing single-family residence is proposed. In accordance with the ISDS regulations, the sewage load for a four -bedroom residence is 600 gallons per day (GPD). The peak sewage loading is 900 GPD using a 1.5 peaking factor. It is proposed to add a 1,000-gallon, two -compartment septic tank in series with the existing septic tankto obtain the minimum tankage required, and add two-40-foot chambered drainfield trenches, in series to the existing three chambered trenches now serving the residence. The new drainfield trenches will use Infiltrator Quick4 Standard units. 9590 West 14th Avenue Ste. 100, Lakewood, CO 80215 Voice 720-898-3434 FAX: 720-898-3455 Montalbano OWS Design, Job No. C555 Revised July 21, 2008, Page 2 SUBSURFACE CONDITIONS Subsurface conditions were explored by drilling two profile borings in the proposed drainfield areas. Subsurface conditions observed consisted of 6 inches of topsoil underlain to 8 feet by relatively dense silty, clayey, sandy gravel with cobbles and boulders per Hepworth Pawlak Geotech Report, Job No 100-761. Free water was not encountered in the profile boring. Five percolation test holes were drilled at the locations indicated on Figure 1 to depths ranging from approximately 30 to 32 inches. The percolation test results ranged from 22 to 120 minutes per inch (MPI). The average percolation rate recommended by Hepworth-Pawlak was 40 MPI. The 120 MPI test result was verified by Percolation Holes 4 & 5 due to a large rock in the bottom of the 120 MPI percolation hole. Percolation results obtained from Holes 4 & 5 indicate that an average 40 MPI percolation rate Is reasonable. The soil gradation indicates that the soil was determined to have 31% gravel, 29% sand and 40% silt and clay. The percolation results would appear to point to the clay fraction being less than the weight required to constitute a clay loam classification. The fact that the one 120 MPI percolation result was verified with two additional percolation tests that averaged 40 MPI provides a level of confidence in classifying the soil as more of a sand loam, which will allow an application rate of 0.6 Gals/SF/Day. This classification matches the actual percolation test results more closely. RECOMMENDATIONS The OWS should be installed as specified in Figures 1-5. The system upgrade requires additional septic tank capacity, a flow splitter basin and additional drainfield trench area. ISDS regulations call for a minimum of a 1500 gallon septic tank capacity to serve a 4-bedroom dwelling. There is an existing 1000-gallon tank in place. To satisfy the tankage requirement, the addition of a second 1000-gallon, two -compartment tank should be installed in series, providing a total tank capacity of 2000 gallons. To serve the field in a serial distribution design the installation of an insulated, two -outlet flow splitter basin should be connected as identified in Figures 2 & 5. Current ISDS regulations call for an infiltrative area for a four -bedroom dwelling of 1138 square feet. Using an allowable 50% reduction for chambered trenches, a total of 569 square feet is required. With an existing 372 SF of infiltrative area In the existing three chambered trenches, an additional 197 SF of infiltrative area is required. COWC proposes an additional 20 Quick 4 chambers in two trenches, which will provide 197.4 square feet of usable area. Vehicular movement over the drainfield can compact the soil, change the infiltrative capacity of the receiving surface and cause early failure of the drainfield. No vehicular traffic over the drainfield area shall be allowed during construction, or after the field has been installed. The surface of the field should be seeded after installation of the system. A seed mix, such as "Pasture, or Prairie" should be used. These mixes do not require irrigation and develop a growth 10 to 15 inches high. No automatic sprinkler system should be installed over the field. INSTALLATION OBSERVATIONS The installation of the OWS must be observed by the design engineer. The observations include drainfield construction observations and other observations prior to backfill. At the times of the observations, the septic tank is to be installed with risers on the tank, inlet and outlet connections Montalbano OWS Design, Job No. C555 Revised July 21, 2008, Page 3 properly bedded, the flow splitter basin installed and connection to the field. The drainfield shall have the Quick4 chambers in place and be ready backfilling. A final observation is required prior to placing the OWS into service. Our office should be called at 720-898-3434 to observe the installation of the OWS at least 24 hours in advance. These observations, any repeat observations, design revisions, staking of drainfield or additional site visit requirements are not included with this design and will be Invoiced at an additional unit rate fee. OPERATION AND PREVENTATIVE MAINTENANCE SCHEDULE The goal of an operation and maintenance schedule is to observe the operation and perform minor maintenance to the OWS to allow for proper, long term functioning of the system. COWC suggests an operation and maintenance schedule or contract with a private maintenance company exist. Septic tanks: The scum and sludge accumulation in the septic tanks should be monitored yearly. Once the scum or sludge thickness reaches 25% of the chamber depth, the entire chamber should be pumped. We anticipate a pumping frequency of 1 to 3 years at design flows. An alternative is a regular pumping frequency of every year. Drainfield. The surface around the fields is to be observed monthly for signs of failure such as lush vegetation growth or effluent ponding. Liquid levels in each field section are to be observed through the observation pipes and levels recorded. General: System users must realize an onsite wastewater system is different from public sewer service. There are daily considerations such as not putting plastic or other non - biodegradable material into the system. Water use should be monitored so toilets are not allowed to run when seals malfunction. Allowing fixtures to flow continuously to prevent water lines from freezing is not acceptable. Although the proposed system can accommodate variable flows, spreading water use over several hours and eliminating peak flows is recommended. To illustrate the point, a malfunctioning toilet can consume in excess of 1000 GPD. Excessive daily loading could flood and irreparably harm the OWS. COWC cautions against installation of a water softener. The chemical and hydraulic loading from the backwash of a water softener may be detrimental to the OWS and a separate drywell should be constructed for the backwash waste, if a softener is installed. No land- scaping or plastic can be used over the field, which will reduce performance of the field. The design of the OWS 1s based on the treatment of domestic sewage only. Swimming pool or spa water is not to be discharged into the OWS. The proposed system design is based on the design wastewater flows stated In this report. Increased wastewater flows or large wastewater flows over a short period of time may hydraulically or organically overload the system and can cause premature failure. LIMITATIONS Our investigation, layout, design, and recommendations are based on data submitted. If conditions considerably different from those described In this report are encountered, we should be called to observe the conditions. If proposed construction is changed, we should be notified to evaluate the effect of the changes on the wastewater system. All construction is to be in accordance with the Individual Sewage Disposal System (ISDS) regulations. Pipe type and size, burial requirements, and other specifications, which are not depicted in our report, are to conform to the requirements of the ISDS regulations. The installer of the system is to be approved by the ECHD and is to have demonstrated knowledge of the ISDS regulations and requirements. Montalbano OWS Design, Job No. C555 Revised July 21, 2008, Page 4 If there are questions or if COWC can be of additional a sistance, please feel free to contact us at your convenience. Sincerely, Robert W. Wright, PE Project Engineer Attachments 3 copies sent Page 1 of 1 Ray Merry From: Robert Wright [rwrig ht@cowc. info] Sent: Friday, September 19, 2008 5:30 PM To: Ray Merry Subject: C555, Montalbano OWS Upgrade Ray, I stopped by at the Montalbano residence at 4995'/2 Frying Pan Road this afternoon at the request of Mike from Excavation Services. They were setting the second 1,000 gallon septic tank. I called and talked to Laura at your office, as I did not know that they had been issued a permit, as I have not gotten the design revision to you yet. Mike didn't know either, but thought that Frank Montalbano had received one. After discussing the project with Laura, I instructed Mike to delete the flow splitter and to route the discharge from the second tank into the first new chambered trench, and then serially pipe the two new trenches together, and then to the inlet of the existing serial trenches. We should be good to go. I will have PDF copies of the modified drawings to you this weekend, with stamped copies mailed on Monday. Please let me know if there are questions. Thanks, CHURCH Onsite Wastewater Consultants, LLC Bob Wright, PE Project Engineer Phone 720.898.3434 Cell 720.272.6469 9/22/2008 CHURCH OC, LLC Onsite Wastewater Consultants September 23, 2008 Frank Montalbano 4559 1/2 Frying Pan Road Basalt, Colorado 81621 Subject: OWS Design Upgrade 4559 1/2 Frying Pan Road Eagle County, Colorado COWC Job No. C555 Mr. Montalbano, R8cpOv�b sEP 9 0 '�'/'VjP ') ?Doi At � T As requested, CHURCH Onsite Wastewater Consultants (COWC) has investigated the requested site and conditions for preparation of an onsite wastewater system (OWS) upgrade design to augment an existing drainfield to allow the addition of bedrooms to an existing residence. The design was prepared for Individual Sewage Disposal System (ISDS) permit submittal to Eagle County Health Department (ECHD). SITE CONDITIONS The investigated site is an approximate 1/2-acre lot. A site plan is indicated on Figure 1. The property is located in a rural area where an OWS is required. Potable water is supplied to the lot by a communitywell. The subject residence is served by an existing OWS which is permitted for a two bedroom dwelling. Vegetation at the proposed drainfield area consists of a moderate cover of grasses. EXISTING CONSTRUCTION There is an existing 2-bedroom residence. The design was performed by Glenwood Structural and Civil under Job # 00066, dated August 30, 2002.There is an easement in place with the adjacent neighbor, allowing the neighbor's drainfield on the subject site. The existing septic tank serving the subject residence is a 1000-gallon two -compartment septic tank. There is an existing field in place for the two -bedroom dwelling with an infiltrative area of 372 square feet which includes an allowable 50% reduction for the use of chambers. The existing drainfield chambers are the older model Infiltrator units that were 6.25-feet long by 3-feet wide, having an allowable 15.5 SF of infiltrative area. PROPOSED CONSTRUCTION A two -bedroom addition to the existing single-family residence is proposed. In accordance with the ISDS regulations, the sewage load for a four -bedroom residence is 600 gallons per day (GPD). The peak sewage loading is" 900 GPD using a 1.5 peaking factor. It is proposed to add a 1,000-gallon, two -compartment septic tank in series with the existing septic tankto obtain the minimum tankage required, and add two-40-foot chambered drainfield trenches, in series to the existing three chambered trenches now serving the residence. The new drainfield trenches will use Infiltrator Quick4 Standard units. 9590 West 14th Avenue Ste, 100, Lakewood, CO 80215 Voice 720-898-3434 FAX: 720-898-3455 Montalbano OWS Design, Job No. C555 Revised September 23, 2008, Page 2 SUBSURFACE CONDITIONS Subsurface conditions were explored by drilling two profile borings in the proposed drainfield areas. Subsurface conditions observed consisted of 6 inches of topsoil underlain to 8 feet by relatively dense silty, clayey, sandy gravel with cobbles and boulders per Hepworth Pawlak Geotech Report, Job No 100-761. Free water was not encountered in the profile boring. Five percolation test holes were drilled at the locations indicated on Figure 1 to depths ranging from approximately 30 to 32 inches. The percolation test results ranged from 22 to 120 minutes per inch (MPI). The average percolation rate recommended by Hepworth-Pawlak was 40 MPI, The 120 MPI• test result was verified by Percolation Holes 4 8& 5 due to a large rock in the bottom of the 120 MPI percolation hole. Percolation results obtained from Holes 4 & 5 indicate that an average 40 MPI percolation rate is reasonable. The soil gradation indicates that the soil was determined to have 31% gravel, 29% sand and 400/0 silt and clay. The percolation results would appear to point to the clay fraction being less than the weight required to constitute a clay loam classification. The fact that the one 120 MPI percolation result was verified with two additional percolation tests that averaged 40 MPI provides a level of confidence in classifying the soil as more of a sand loam, which will allow an application rate of 0.6 Gals/SF/Day. This classification matches the actual percolation test results more closely. RECOMMENDATIONS The OWS should be installed as specified in Figures 1-5. The system upgrade requires additional septic tank capacity and additional drainfield trench area. ISDS regulations call for a minimum of a 1500 gallon septic tank capacity to serve a 4-bedroom dwelling. There is an existing 1000-gallon tank in place. To satisfy the tankage requirement, the addition of a second 1000-gallon, two -compartment tank should be installed in series, providing a total tank capacity of 2000 gallons, with at least half of the design flow volume in the first compartment of the first tank. Current ISDS regulations call for.an infiltrative area for a four -bedroom dwelling of 1138 square feet. Using an allowable 50% reduction for chambered trenches, a total of 569 square feet is required. With an existing 372 SF of infiltrative area in the existing three chambered trenches, an additional 197 SF of infiltrative area is required. COWC proposes an additional 20 Quick 4 chambers in two trenches, which will provide 197.4 square feet of usable area. Vehicular movement over the drainfield can compact the soil, change the infiltrative capacity of the receiving surface and cause early failure of the drainfield. No vehicular traffic over the drainfield area shall be allowed during construction, or after the field has been.installed. The surface of the field should be seeded after installation of the system. A seed mix, such as "Pasture, or Prairie" should be used. These mixes do not require irrigation and develop a growth 10 to 15 inches high. No automatic sprinkler system should be installed over the field. INSTALLATION OBSERVATIONS The installation of the OWS must be observed by the design engineer. The observations include drainfield construction observations and other observations prior to backfill. At the times of the observations, the septic tank. is to be installed with risers on the tank, inlet and outlet connections Montalbano OWS Design, Job No. C555 Revised September 23, 2008, Page 3 properly bedded, and connection to the field. The drainfield shall have the Quick4 chambers in place and be ready backfiiling. A final observation is required prior to placing the OWS into service. Our office should be called at 720-898-3434 to observe the installation of the OWS at least 24 hours in advance. These observations, any repeat observations, design revisions, staking of drainfield or additional site visit requirements are not included with this design and will be invoiced at an additional unit rate fee. OPERATION AND PREVENTATIVE MAINTENANCE SCHEDULE The goal of an operation and maintenance schedule is to observe the operation and. perform minor maintenance to the OWS to allow for proper, long term functioning of the system. COWC suggests an operation and maintenance schedule or contract with a private maintenance company exist. Septic tanks. The scum and sludge accumulation in the septic tanks should be monitored yearly. Once the scum or sludge thickness reaches 25% of the chamber liquid depth, the entire chamber should be pumped. We anticipate a pumping frequency of 1 to 3 years at design -flows. An alternative is a regular pumping frequency of every year. Drainfreld.• The surface around the fields is to be observed monthly for signs of failure such as lush vegetation growth or effluent ponding. Liquid levels in each field section are to be observed through the observation pipes and levels recorded. General: System users must realize an onsite wastewater system is different from public sewer service. There are daily considerations such as not putting plastic or other non - biodegradable material into the system. Water use should be monitored so toilets are not allowed to run when seals malfunction. Allowing fixtures to flow continuously to prevent water lines from freezing is not acceptable. Although the proposed system can accommodate variable flows, spreading water use over several hours and eliminating peak flows is recommended. To illustrate the point, a malfunctioning toilet can consume in excess of 1000 GPD. Excessive daily loading could flood and irreparably harm the OWS. COWC cautions against installation of a water softener. The chemical and hydraulic loading from the backwash of a water softener may be detrimental to the OWS and a separate drywell should be constructed for the backwash waste, if a softener is installed. No land- scaping or plastic sheeting can be placed over the field, which will reduce performance of the field. The design of the OWS is based on the treatment of domestic sewage only. Swimming pool or spa water is not to be discharged into the OWS. The proposed system design is based on the design wastewater flows stated in this report. Increased wastewater flows or large wastewater flows over a short period of time may hydraulically or organically overload the system and can cause premature failure. LIMITATIONS Our investigation, layout, design, and recommendations are based on data submitted. If conditions considerably different from those described in this report are encountered, we should be called to observe the conditions. If proposed construction is changed, we.should be notified to evaluate the effect of the changes on the wastewater system. All construction is to be in accordance with the Individual Sewage Disposal System (ISDS) regulations: Pipe type and size, burial requirements, and other specifications, which are not depicted in our report, are to conform to the requirements of the ISDS regulations. The installer of the system is to be approved by the ECHD and is to have demonstrated knowledge of the ISDS regulations. and requirements. Montalbano OWS Design, Job No. C555 Revised September 23, 2008, Page 4 If there are questions or if COWC can be of additional assistance, please feel free to contact us at your convenience. Sincerely, Robert W. Wright, PE Project Engineer Attachments 3 copies sent aJw ° w LL 2� �O • 1w OW zW ¢ Et LO1 xy_ WU 8E'ESL p O � a M�Z6�OS,fiES a 0 0� o a - O I 2 2 el y I 3 wl �IQ 0 U) o 10 0 0 I I O O p I z avn3nia¢ I W y gn �I Ca 1 p p I1 8 I i i 8 I psi r 1 4 1 1 °a ¢ Lu � wo°waW"p zu�¢ yti o-zow�aZ�X wow ao 0 oau�w°z=°�z � �zrogw3�zy `�wS 2Z lu WJaVu;¢¢kW U. 02 W � m W W O a W w� W Q h U~ W¢ U O a z z OLL O O(9 TU O 05;: �-W_�RO jU�Q oyjq�Wuwi'LJ¢¢o UJ tri�Z�CxO 2jl/Ji�u2�jmWU�J¢2 Z2��o0 ¢ zZ y U��tiWLL 3>jkaZ22�0110 0ul ��8v�c�wa�¢wLLa°ti WQU �.y p:LL a Z w 00,0E Z g z 0 J U 2 w W 0 z C0 X W 01 iN C In U c OD J�W8 m � co o °0 o U�.YC o�11)o =a =(D��m �'1 U(1'=U)� ��c W>� :ao T�roya = U) U0 o ° �0,> .LO C 0 ¢w ti �q0 U UOU 1=¢N xx J y� W Z va �� r � I I I I I le� r-I II ri r-I II II 8 k 4 I I -I 1. 1I1 I III III I I I 1 101 Y Uo R °mJ wz� =Uv� 2�W E7 10l Q 3 � J t N��Z6AS.6HS - >r �� 8X 81 Iry q( LO N In u1 UCE N O C �Iu� m wlo O m mo Z W 3 c'�iw <(wF- 0 'N cc W 0 CO O W O z 0 W W 0 U) Fb w d (E O 0 Q m J F z i EXIST 6:25'x4' INFILTRATOR STANDARD GRAVELLESS CHAMBER, TYP OF 3 —NEW 4" SCH 40 EFFLUENT PIPE, TYP , 50', TYP , z 3'x4' INFILTRATOR NEW SERIAL OVERFLOW "JQUICK 4 GRAVELLESS PIPE SOLID 4" SCH ,CHAMBER 40 PVC z 1 40'. TYP m 7—NEW TRENCH, TYP j NEW 4" SCH 40 EFFLUENT PIPE, TYP 10 STD QUICK4 CHAMBERS, TYP FIELD DETAIL PLAN N.T.S PIPE CAP, TYP C- �4" OBSERVATION PIPE, TYP EXISTING GRADE INFILTRATOR QUICK4 GRAVELLESS CHAMBER 0 04 EXTENT OF � �� EXCAVATION SERIAL OVERFLOW PIPE FIELD DETAIL SECTION N.T.S DESIGN CRITERIA RESIDENCE = 4 BEDROOMS TOTAL LOADING = Q = 600 GPD PERCOLATION RATE = 40 MPf AREA = (1.5 X 600' X Y-40 )/5 = 1138SF 50% REDUCTION FOR TRENCHES =569 SF EXIST TRENCH AREA= 15.5 SF/CHAMBER X 24= 372 SF 569 SF— 372 SF= 197 SF 197 SF/9.87 SF/CHAMBER= 19.96 CHAMBERS USE 20 QUICK4 CHAMBERS IN NEW TRENCHES 6' MIN F 3' �I (TYP) T (TYP) j TRENCH SPECIFICATIONS # Or OLD TRENCHES — 3 LENGTH OF OLD TRENCHES — 50 FEET, 8 CHAMBERS EA WIDTH OF EACH TRENCH — 3 FEET TOTAL # OF OLD CHAMBERS= 3 X 8= 24 TOTAL AREA OLD CHAMBERS= 24 X 15.5 SF= 372 SF # OF NEW TRENCHES= 2 LENGTH OF NEW TRENCHES= 50',.10 CHAMBERS EA TOTAL # OF NEW CHAMBERS= 2 X 10= 20 TOTAL AREA OF NEW CHAMBERS= 20 X 9.87 SF= 197 SF IUTAL UKAIINPICLU AKtA= ')/Z zr -r 11:1/ JI-= OW3 Jr CHURCH QWC, LLC VIONTALBANO RESIDENCE OWS UPGRADE Onsite Wastewater Consultants FIELD DETAILS Onsite Wastewater Engineering -Geological Engineering 9590 W. 14th Ave., Ste. 100, Lakewood, CO 80215 Voice: (720) 898-3434 Fax: (720) 898-3455 JOB NO. C555 DATE: 09/19/2008 FIGURE 3 - E ?. � p U cE- c 6 O a a0 fn a] F�- � lL Q C LO It LLJ U � z E m :3 E v v 0 E a ai O p L 5 v m Q Q L m yQ. W N W N LU a Q ❑ 2 U O c �f O w z z o uJ c� ❑_ O._-. F cn U L LLJ U a+ 0 CA a O CCU cn m J .t.-. Q z 0 O � O m -2 U CD l_ 2 _ W N rL o� C—IL > v Q o f% x v W V x W C N ip 9 CO Lo (Q} COcm {Lj J ! W UHF°� W E !2 v o 000o C-5 Co o J d U t6 Q °> ap U $ = O 03 a � `^ H >° 001) w O z u � Q z w W p JQ>- Z0-n z (na L- L M:Um 1V� o w �cnw 4W�- F p d = Cwi O0 C)>-w mU) toFcn oo GO z� in ao aJ L>wLLI m LI-Cp5 Q z� w!(x Up � � Ox Z �m mmo m EM m O _ F- U w "' Lbcn ") w UZ) c; 0 m �O �cz l mm} }m ��) ZZYD �QW t aoU� 00 oLLJ p ° °O° °° o O U LLI p ° ° ° `4 'v ° O � ' F- (Qn 00o O °° °o OO° ° °O':Si''.i ° p Q i� ° O O U a p d. o° 0 LOiI C 9 O qj En w ui R UJ L%O� w (Y in w viU� LLI ~O > CL = Q 2w gaQ-2L ❑ z m w N H ZQrno o m W w 0 m z z � LL O cn x o 0o z O z L Q Q z OQwUCL U JCL �0J Z (n ow O ZOUZ o a IL ° ° > LL � . U g � (n Ld z E- zo E- o > LL,U�� (L Q=1� O p o J Of �t�a LLI Oa a �i]�OQ Ua w- 0- m(L M O O~ m g D OU J� J w: C*4 M C.) Q U 0.� Q w Q Z M Z w. L� O (!)Ow�� O� U) OpaOm d wdd Q i-QF r- zU 0o �a wa Z � ZLLJ m-' U z am wUo=o w a O � Q�Z QEU7 CAFE-. Q 00 ° � Q}. � ❑ m LLI Ua= 0 D w cL w O Z CLdo ¢Q O�OU UJ O O �>w F-j CO O D (if O ZQmiLioj > Qmcy w w m Z) w O j N W WJMa.=LL m Ld O LO C O mv a. Q Ld w CO r C E- _I LLF LL, Z Q 0 z U pm ( l 0 C.)S R O U y CO— co Q QzQ 'N �a Z�W o�,� -' N -jm0)oo U O Z— N 1 O 0Y > Q U�Z > mwOO�O�O uj z cn Z Z � LL o>� W 0 < LL. Z N mJ> o-yam -�� � 0) O�Eo Q F-QWz�_QF'O -X� _�(D J U(nm� g 0 Z JU-�- w U ZO N c ai c� rn co U cii �U0m M z(nOQ�~a-V) wz nVs C: Ci.���ol) Q / QO❑O Z.;sOwsp�WQZm�>L`'1 2 r z:t?\, =wmJ QOw Z�w fkfa:wLwt,VZQU z0= CO UO� '/ / c� O Z m 2 Z LL- Q c0 Q7 i> I ff)(-FF PROJECT Yz- _-FEV149 ?a-Vt -Rd- P 4RJ E �Fr_aIYLV_ YAD A 4CJ b C� rL project description A t�O-N,Tn ow j,ohtvft& 6 date task/action follow-up start date completion date 4c FLb L"O Agaz& ""- Iv 01 0 U -'A 4, U4, J v 4A 1"-(- 0- 'VL) (A YV Q( T_ LIJ qXqh 4v,--b V__ -(/U,,) r /I/ 7./b,-�— -i 'f f awe ZI y YLI PROJECT CONTACTS name phone/fox e-mail 7RO P9 9 i&G# 55 ,aq->Wj 8L- F 7- -7 � VA t documents enclosed LI L notes INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 2228-02 BP NO. OWNER: MIKE AND KAREN PEPPERS PHONE: 970-927-3440 MAILING ADDRESS: 4559 FRYING PAN RD., BASALT, CO 81621 APPLICANT: SAME PHONE: SYSTEM LOCATION: 4559 FRYING PAN RD., BASALT, CO TAX PARCEL NO. 2467-023-00-008 LICENSED INSTALLER:_ CHENAULT PLUMBING, OLEN CHENAULT LICENSE NO. PHONE: DESIGN ENGINEER:_ GLENWOOD STRUCTURAL AND CIVIL ENGINEERING, ADOLFO GORRA PHONE NO. 970-928-0135 INSTALLATION GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 3 BEDROOM RESIDENCE 1250 GALLON SEPTIC TANK, 1488 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA 48 INFILTRATOR UNITS AS PER ENGINEER'S DESIGN SPECIAL INSTRUCTIONS: INSTALL IN SERIAL DISTRIBUTION AS PER ENGINEER'S DESIGN DATED 9/4/02 WITH A CLEANOUT BETWEEN THE TANK AND THE HOUSE, AND INSPECTION PORTALS IN EACH TRENCH RAKE ALL TRENCH SURFACES TO PREVENT THE SMEARING OF SOILS, AND DO NOT INSTALL IN WET WEATHER. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIREMENTS, AND DO NOT BACK FILL WITH ANY ROCKS LARGER THAN 8 INCHES IN DIAMETER. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN ENGINEER FOR THE FINAL IN- SPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION, OR WITH ANY QUESTIONS REGARDING THE INSTALLATION. ENVIRONMENTAL HEALTH APPROVAL: LAURA FAWCETT DATE: SEPTEMBER 13, 2002 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 1488 SQUARE FEET (VIA 48 INFILTRATOR UNITS AS PER DESIGN ) INSTALLED CONCRETE SEPTIC TANK 1250 GALLONS LOCATED 90 DEGREES AND 7 FEET FROM THE EAST SIDE OF THE BUILDING COMMENTS: THE FINAL INSPECTION WAS DONE BY RICHARDS RIGOLI OF EAGLE COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN ENGINEER ON 9/18/02. THE ENGINEER'S FINAL CERTIFICATION WAS RECEIVED ON 9/25/03 THIS SYSTEM IS LARGE ENOUGH FOR A 3 BEDROOM RESIDENCE. ANY ITEM NOT MEETING REQUIREMENTS WILL BE CO CTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHE WORK S COMPLETED. ENVIRONMENTAL HEALTH APPROVAL r / DATE: SEPTEMBER 25, 2003 INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 2228-02 BP NO. OWNER: MIKE AND KAREN PEPPERS PHONE: 970-927-3440 MAILING ADDRESS: 4559 FRYING PAN RD., BASALT, CO 81621 APPLICANT: SAME PHONE: SYSTEM LOCATION: 4559 FRYING PAN RD., BASALT, CO TAX PARCEL NO. 2467-023-00-008 LICENSED INSTALLER: CHENAULT PLUMBING, OLEN CHENAULT LICENSE NO. PHONE: DESIGN ENGINEER: GLENWOOD STRUCTURAL AND CIVIL ENGINEERING, ADOLFO GORRA PHONE NO. 970-928-0135 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 3 BEDROOM RESIDENCE 1250 GALLON SEPTIC TANK, 1488 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA 48 INFILTRATOR UNITS AS PER ENGINEER'S DESIGN SPECIAL INSTRUCTIONS: INSTALL IN SERIAL DISTRIBUTION AS PER ENGINEER'S DESIGN DATED 9/4/02, WITH A CLEAN -OUT BETWEEN THE TANK AND THE HOUSE, AND INSPECTION PORTALS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT THE SMEARING OF SOILS AND DO NOT INSTALL IN WET WEATHER. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIREMENTS, AND DO NOT BACK FILL WITH ANY ROCKS LARGER THAN 8 INCHES IN DIAMETER. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN ENGINEER FOR THE FINAL IN- SPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION, OR WITH ANY QUESTIONS REGARDING THE INSTALLATION. THE BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS BEEN INSPECTED AND APPROVED. ENVIRONMENTAL HEALTH APPROVAL: Lti DATE: SEPTEMBER 13, 2002 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: SQUARE FEET (VIA ) INSTALLED TANK: GALLONS IS LOCATED DEGREES AND FEET INCHES FROM COMMENTS: ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL DATE: Incomplete Applications Will NOT Be Accepted (Site Plan MUST be attached) ISDS Permit # �) job Building Permit # APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 Eagle (970)328-8755, Fax (970)328-0349, El Jebel (970)927-3823 **************************************************************************** * FEE SCHEDULE * APPLICATION FEE $350.00 * THIS FEE INCLUDES THE ISDS PERMIT, SITE EVALUATION (PERCOLATION TEST, * SOIL PROFILE OBSERVATION) AND FINAL INSPECTION * ADDITIONAL FEES MAY BE CHARGED IF A REINSPECTION IS NECESSARY, OR A * PRE -CONSTRUCTION SITE VISIT OR CONSULTATION IS NEEDED * REINSPECTION FEE $47.00, PRE -CONSTRUCTION SITE VISIT FEE $85.00 * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" **************************************************************************** PROPERTY OWNER: ve- MAILING ADDRESS: 'Y5 - /y` 7' �� °�'� �� PHONE: 7 APPLICANT/CONTACT PERSON: fj'J //C' ..e_ eoQ 5 PHONE:IV I LICENSED SYSTEMS CONTRACTOR: �i��� i�� i PHONE: fiq-129,? COMPANY/DBA: ��-Eay Cr,�G f- ADDRESS. a3 /-���ie✓r�c L°es ******************************************************************** ****** PERMIT APPLICATION IS FOR: NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: ,Q 7-,/3ci;� OF 4,1". 0 IA,- 7-;e*tiF< Al -// a j tictssr SLr�:' 47 sov3�i, ReV66 T6 G✓e-sT or- 'T/iz �� ��,ei.�eif'�9� ;'�'1�,�%�9,� iAI7X4.. Legal Description: /t, i •�i� t�F- o. Tax Parcel Number: -2 44.7 e 2 3 0 Q o 0 53 Lot Size: Physical Address: BUILDING PE: (Check applicable category) ( Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* Number Number Type _ OP14 of Bedrooms 3 of Bedrooms *These systems require design by a Registered Professional Engineer TYPE OF WATER, -,SUPPLY: (Check applicable category) (Well ( ) Spring ( ) Surface ( ) Public Name of Supplier: APPLICANT SIGNATURE: ,,�--- Date: AMOUNT PAID: ��- RECEIPT #: DATE: 7 10 0� CHECK #: CASHIER: DEPARTMENT OF ENVIRONMENTAL HEALTH (970)328-8755 FAX: (970) 328-8788 TOLL FREE:800-225-6136 www.eagle-county.com September 25, 2003 Mike and Karen Peppers 4559 Frying Pan Rd. Basalt, CO 81621 EAGLE COUNTY RAYMOND P. MERRY, REHS Director RE: Final of ISDS Permit #2228-02, Tax Parcel #2467-023-00-008. Properly location: 4559 Frying Pan Rd., Basalt, CO. Dear Mr. and Mrs. Pepper: This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division at (970) 328-8755. Sincerely, Janet Kohl Eagle County Environmental Health Department ENCL: Educational Brochure Final ISDS Permit cc: files, September 2003 Chrono file OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179 DEPARTMENT OF ENVIRONMENTAL HEALTH (970)328-8755 FAX (970) 328-8788 TDD: (970) 328-8797 TOLL FREE: 800-225-8136 www.eagle-county.com EAGLE COUNTY, COLORADO Date: September 13, 2002 TO: Chenault Plumbing & Heating Raymond P. Merry, REHS Director FROM: Environmental Health Division RE: Issuance of Individual Sewage Disposal System Permit #2228-02. Tax Parcel #2467-023-00-008. Property Location: 4559 Frying Pan Rd., Basalt, CO., Peppers main residence. Enclosed is your ISDS Permit #2228-02, and a field copy of the engineer design stipulated on the permit. It is valid for 120 days, or for the duration of your current building permit for this property. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Please note any special requirements that may have been added to the design by this department. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County Environmental Health must also view the installation prior to back filling. Please call well in advance for your final inspection. Your TCO will not be issued until our office receives this certification from the engineer, and views the installation. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. Please notify this office if you have not been contracted to perform this installation. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Glenwood Structural and Civil Engineering, Adolfo Gorra OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179 ISDS Permit #�" ®2 ction Date (a. is.0 2 TAM Final Inane C2=18tsnese Form Tank is IZ JO gal. Tank Material Tank is located ft. and 0 degrees from E S1©E car'. L--XI;T04(.7- pri'v� v?e eps....ue l.eesk! Tank is located f t . anddegrees #sera grMu umt lauarsW Tank set level Tank lids within 8" of finished grade. size of field ft2 �itunits lineal ft. 'recnrav�.vy y . Cleanout is installed in between tank and house(+ 1/I00ft). 3 There is a "T" that goes down 14 inches in the inlet and ` outlet of the tank. V Inlet.and outlet is sealed with tar•:tapej rubber gasket tc. T-Vjnk -bas two-:dompartments with the.:i1a�ger.,.cQ artment closest to the..:;..;,, house_ m4sa;eure: distance and relative direpZ.sL� to.. -fA:eld. / Depth of field. _ ft _A VE446f �owffC�d , tN �"n+ vcr� TO fete° rz- G1-05e j'o ytii�}. ✓ s AD'a Soil interface raked. Inspection portals at the .end of each trench., Proper distance to setbacks. Chambers properly installed as per manufacturer$ specifications. (Chambers latched, end plates properly installed, rocks temoved from trenches, etc.) Type of pipe used for building sewer Line 35 , leach field other Inspection meets rjmiremeata. Copy form to installer's file if reeoamandations for improvement. ►ere suggested. AC71ON TAKEN: E-�J&rINEEIC vILL SE -NO j0)* OS/G,51Z-jiFrGA-J7p,A `CTFE-R• Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Fied 100 25 20 10 s0 25 10 10 50 10 5 10 50 10 * 10 -EAGLE- -6OUNTY : HEALTH P.O. BOX 179 EAGLE, CO 81631 POOOUGI M1(NAgN sheen) ZW-r (FMW*J MR ro ma Mrn EVIL mcc r-omr MV .,DB 9,?49- 02 SHEET NO. CALCULATED CHECKED BY of DATE n 4 • 1N P%Z DATE RON : " M I k:A CONSTRUCT I '01J FAX f 40. 9709273-1.40 Oct. 04 '_-Woo 07:11PN P? September 28, 2000 MINA' Construction Attn: Mike Peppers 4559 Frying Pan Road �> Basalt, Colorado 81621 !t);;�uctr: �1pculcC't.rnn: Job No. 100 761 Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed Residence, 4559 Frying Pan Road, Eagle County, Colorado. Dear Mr. Peppers: As requested, Hepworth Pawlak Geoteclmical, Inc, performed a subsoil study and percolation testing for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated September 15, 2000. The data obtained, and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence will be a single story wood frame structure over a crawlspace located on the site as shown on R.S. 1. The attached garage floor will be slab -on -grade. Cut depths are expected to be up to about 6 feet. Foundation loadings for this type of construction are assumed to be relatively light and .typical of the proposed type -of construction. The septic disposal system is proposed to be located about 80 feet downhill to the east of the proposed residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re -evacuate the recommendations presented in this report Site Conditions: The lot was vacant at the time of our field work. The site is currently a fenced pasture. The ground surface across the lot is hilly with a moderately steep slope down the east- There is about 20 feet of elevation difference across the property. An existing single story log residence with a basement is located on Lot 9 to the west. A metal frame residence is located to the north on Lot 8A. The lot is vegetated with grass and weeds_ Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about '/a foot of topsoil, consist of relatively dense gravel, Cobbles and boulders in a silty sand matrix. Results of a ROr9 : ' P1 I k:H CONSTP.UCT I M FHn 1,10. : 97092734-40 Oct:. 09 22000 07:12Pr9 P3 MIKA Construction September 28, 2000 Page 2 gradation analysis performed on a sample of the gravel (minus 3 inch fraction) obtained from the site are presented on Fig. 3. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations_ Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 3,000 psf for support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for -columns. Loose and disturbed soils and existing fill encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural gravels. Voids created by the removal of large rocks should be backfilled with compacted sand and gravel or concrete. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area- Continuous foundation walls should be reinforced top and bottom to span Iocal anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 45 pcf for the on -site gravels, excluding oversized rock, as backfill. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction_ 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 act as a leveling course and to facilitate drainage. This material should consist of minus 2 inch aggregate With less than 50% passing the No_ 4 sieve and less than. 2% passing the No. 200 sieve. 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 soils devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during tiles of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below grade construction, such as retaining walls and crawispace areas, be protected from wetting and hydrostatic H-P GEOTECH ?OM : ' 'M I M4 COfETP.UCT I ON FH x: NO. : 9 7 09?7344o Oct. 09 2:033 07:12-P9 P4 MIKA Construction September 28, 2000 Page 3 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 should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade 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 1 y2 feet deep. Surftw 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 back -fin should be adjusted to near optimum moisture and compacted to at Ieast 95% of the maximum standard Proctor density in Pavement and slab areas and to at least 90% of the maximum standard Proctor density m landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be Sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and WaIkWaY areas. A swale may be needed uphill to direct surface runoff around the residence. d) Roof downspouts and drains should discharge well beyond the limits of all back -fill. Percolation Testing: Percolation tests were conducted on September 18, 2000 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes had been dug at the locations shown on Fig. 1. Test holes had been dug at the bottom of shallow-backhoe pits and were soaked with water by the client prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and consist of about L/x foot of topsoil overlying relatively dense gravel, cobbles and boulders in a silty sand matrix to the pit depth of 8 fleet_ The percolation test results are presented in Table I. The percolation test results indicate an infiltration rate between about 30 and 120 minutes per inch. The slower rate measured in test hole P-2 may have been due to a large rock in the bottom of the hole_ Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal H-P GEOTEC14 ROM ':. M I KA COF JSTRUCT' 10PJ FAX t 10. : 97093 : 34- 0 Oct. 09 '2000 07: 13P►9 PS MIK.A Construction September 28, 2000 Page 4 system designed for a percolation rate of about 40 minutes per inch. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles anus practices in this area at this time. We matte no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated 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 pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at. once so re-evaluation of the recommendations may be made. Tbis 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 to the recommendations presented herein_ We recommend on -site observation of excavations and foundation bearing strata and testing of structural fM by a representative of the geotechnical engineer- Ifyou have any questions or if we may be of further assistance, please let us know. Sincerely, HEPWORTH - PAWLAK Jordy Z_ Adamson, Reviewed by: Daniel E. Hardin, P.E. JZAAMW attach eats H-P GEOTEC14 IMRGMMM ANAL."M MEW AMALVEM 70a MCAOMM U.S. 5TAN"M SERKS VLLM *aUAAF apD"G9 2f MR. 7 RR 0 43 MO. 15 MM. 60 WN.19 MM, 4 M71. 7 MW. Imo 000 "a 03M #10 /8 �- zo �.d� ROM :' MIKA CONSTRUCTI014 FAX NO. : 9709273440 Oct.. 09 , 2000 07:15PM P1 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE I PERCOLATION TEST RESULTS JOB NO. 1.00 761 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER. DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE IMINJINCH► P-1 51 1s 7 40 6 5 4 '1s "A P-2 P-3 48 49 15 15 7 6 "A Yk 120 30 6 '/a 6 34 6 6 O 6 6 O 6 8 5 aA 5 'i4 5 4 4 '!: 4 'h 4 3 Ma 3 'A 3 3 2 'A 'A Naze: Percolation .test holes were hand dug in the bottom of backhoe .pits and soaked by the client. Percolation tests were conducted on September 18, 2000. The average percolation rates were based on the last two readings of each test. :ZOrI : ,'M I kA CONSTFUCT I ON FAX NO. 9709273440 Oct. 09 ' 2000 07:16PM P2 1 LOT 12 PROPOSED RESIDENCE ■ PIT 1 JOT SA APPROXIMATE SCALE V 30, PROFILE 01 PIT Q 1 LOT 13 r 100 761 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS Fig 1 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES wq. M I K-1 COUISTPucT 1014 FAX NO. 9709273440 Oct. 09 -MOO 07:16PM P3 PIT 1 PIT 2 PROFILE PIT D 0 s to• :� l ' -• 5 •.s• _ •,e. • n 5 _ J +4=31 m 20os40- • A• LL=24 4 .. 10 .. 10 LEGEND: TOPSOIL; sandy day, organic, loose, slightly moist, red. _• GRAVEL, COBBLES AND BOULDERS (GM); ' In a silty sand matrix, dense. slightly moist. red. .n- _ 1 Disturbed bulk sample. NOTES: 1. Exploratory pits were excavated on • $eptember 18 and 19. 2000 with a backhoe. Z Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3_ Elevations of exploratory pits were not measured and logs of exploratory pits are drawn to depth. 4. The exploratory pit locations should be considered accurate" only to the degree Implied by the method used. 5. The lines between materials shown an the exploratory pit logs represent the approximats boundaries between material types and transitions may be gradual. S. No free ,rater was encountered in the pits at the time "of excavating. Fluctuations An water level may occur with time. 7. Laboratory Testing Results: +4 = Percent retained on No. 4 sieve —200 = Percent passing No. 200 sieve LL = Liquid Limit ( X ) PI = Plasticity Index ( X ) 100 761 HEPWORTH — PAWLAK LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, INC. __ Ci���l'dL1I111 '�1�1IA111r:\ �• :1�I�Z�1�/Iwl�[ March 8, 2001 MIKA Construction 4559 Frying Pan Road Basalt, CO 81621 Attn: Mike Peppers Re: Mallinger Residence Additional Percolation Testing and Septic System Design Dear Mr. Peppers: This is to relay the . results of additional percolation tests and to present the septic system design. Additional testing was conducted due to concerns regarding previous test results. Please refer to the Subsoil Study for Foundation Design and Percolation Testing by HP Geotech Job 100 761 dated September 28, 2000. Therein, holes P-1 and P-3 had rates of 40 and 30 minutes per inch, respectively. Hole P-2, however, had a rate of 120 minutes per inch that may have been due to a large rock in the bottom of the hole. HP Geotech concluded that "the tested area should be suitable for a conventional infiltration septic disposal system designed for a percolation rate of about 40 minutes per inch." As an additional measure, two additional percolation tests were conducted. Holes P-4 and P-5 respectively averaged 53 and 22 minutes per inch. These test holes were hand dug at the bottom of back hoe pits and had been pre-soaked by the Client. Our test observations are presented in the accompanying table. The location of these additional tests are shown on the accompanying Septic System Design drawing dated March 8, 2001. Based on the overall testing and in keeping with the previous recommendations, we have prepared the design based on an infiltration rate of 40 minutes per inch. Please contact our office should any questions arise or if we may be of further assistance. Thank You, • J F% f- " I Adol O. Gorra, P.E. President RAWAND;.� -7 ,ZINC. p AGo •Q 90 2S-9S4 0 � e NA1. cc: Jordy Adamson c@ HP Geotechnical File A 11-n I . PL --- !G'7n% Q7SR-n I qG • F.. ica-7n) 9�R_9F5n4 Mika Construction/Mike Peppers Mallinger Residence Additional Percolation Testing and Septic System Design Page2.of 2 ADDITIONAL PERCOLATION TEST RESULTS P-4 a@ 49" 5:19 PM 5 - 5:37 4-5/8 3/8 5:55 4-3/8 1/4 5:58 8 - Water Added due to rocks sliding into hole 6:18 7-1/2 ..1 /2 P-5 @ 42" 5:17 5-3/4 - 5:36 4-3/4 1 5:55 4 3/4 6:18 13., 1 4A6111111lirilil+ltl� September 25, 2003 Eagle County Environmental Health Division 500 Broadway, P.O. Box 179 Eagle, CO 81631-0179 Sent Via Fax # 328-8788 Attrt. Janet Kohl Re: Peppers Residence Septic !SDS Permit No. 2228-02 Dear Ms, Kohl: Project No. 02066 This is to confirm that Glenwood Structural and Civil, Inc. had the opportunity to observe the installation of the plumbing and infiltrator chambers for the above septic system prior to backf ill. This observation was conducted on September 18, 2002_ This is to certify that the system was installed in accordance with the plans prepared by this office dated August 30, 2002 and approved by the County. Our apologies for the inconvenience caused by the delay in forwarding this information. Please contact us if anything further is required. Thank You, GLENWOOD STRUCTURAL AND CIVIL, INC. Adolf 0. Gorra, M.S., P.E. Presi ent r;��o �131�q/s��� s f 0'• 29954 61�N AL cc: Mika Construction via fax # 927-3440 File 0:\ehares\data\Jobs\Stared Projects\2002\02M-Mika Septic\1atEag1ato030925,wpd 2425 5. Grand Ave., Ste 102 • Glenwood 5prircj5, C081 GO f Phone (970) 928-0135 * Fax (9 %0) 928-9304 CCv_n5_arir� Tul I MQ- 1 nnfll Tr)- C:nr-f C i-ni IKITY C:K11 t Wr-701 Tu v0(.:'C• n ■ a 51 KC;-UKAL- Engineers • Constructors September 25, 2003 Eagle County Environmental Health Division 500 Broadway, P.O. Box 179 Eagle, CO 81631-0179 Sent Via Fax # 328-8788 Attn: Janet Kohl Re: Peppers Residence Septic Project No. 02066 ISDS Permit No. 2228-02 Dear Ms. Kohl: This is to confirm that Glenwood Structural and Civil, Inc. had the opportunity to observe the installation of the plumbing and infiltrator chambers for the above septic system prior to backfill. This observation was conducted on September 18, 2002. This is to certify that the system was installed in accordance with the plans prepared by this office dated August 30, 2002 and approved by the County. Our apologies for the inconvenience caused by the delay in forwarding this information. Please contact us if anything further is required. Thank You, GLENWOOD STRUCTURAL AND CIVIL, INC. � •R.G�s"), 0. � Ov��•�r fOi U. Q29954 •< M.S., P.E. �SDG��� NgLC�G cc: Mika Construction via fax # 927-3440 File C:\shares\data\Jobs\Stored Projects\2002\02066-Mika Septic\IetEag1eCo030925:wpd 2425 5. Grand Ave., Ste 102 Glenwood 5pring5, C06I GO I •:Phone (970) 928-0 135 Fax (970) 926-9804 ■ JOB NAME_ 2228-02 Tax #2467-023-00-008 4559 Frying Pan: Rd., PEPPERS Basalt JOB NO. DATE STARTED• • • ■ - • i HIVIC NOW NOW5111 MEN! Ulm p'l WAINA 4 NO J` 1 _ I Milk ._SUMMARY _ ME TOTALw PRICE �� F�Npw "m 0,111 - �mdml -w -Ap. TOTAL MATERIAL 0 UM COSTS TOTAL JOB COST GROSSMISC. PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE _■ JOB FOLDER Product 278 JOB FOLDER Ffted In USA. TRENCH INFORMATION GENERAL NOTES: � " C� CALCULATIONS V� SEPTIC SYSTEM CA y G SURVEYING LTD TOTAL 48 EA "INFILTRATOR" SOIL PROFILE 1. SURVEY PROVIDED IN ELECTRONIC FORMAT BY HIRED UN + oil STANDARD 34" CHAMBERS IN /z foot tops SEPERATE 3 WIDE TRENCHES IN _ +/ to 8 feet relatively dense gravel, cobbles and boulders in a silty sand matrix CONSTRUCTION SHALL BE CARRIED OUT IN CONFORMANCE WITH CHAPTER IV e encountered 2. ALL CONSTR NATIVE SOIL W/ 6" MIN. COVER No groundwat r EAGLE COUNTY LAND USE REGULATIONS FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEMS AND 3' MAX TRENCH DEPTH " (ISDS) RAKE SOIL INTERFACE GRADATION RESULTS 31% Gravel, 29% sand, 40% silt and clay. 3. REFER TO HP GEOTECH JOB NO. 100-761- SUBSOIL STUDY FOR FOUNDATION INLET ELEV.= 102.E DESIGN AND PERCOLATION TESTING O INVERT= 102.0 PERCOLATION TEST RESULTS - Perc. # 1 - 40 minutes per inch (provide additional tests 4 & 5 due to large rock bottom of hole) 4. PERCOLATIO Perc. # 2 -120 minutes per inch (pN TEST RESULTS OF 40 MINUTES PER INCH USED IN DESIGN 2 INLET ELEV.= 101.E Perc. # 3 - 30 minutes per inch 5. SOIL CONSISTS OF 31 % GRAVEL, 29 % SAND, AND 40 % SILT AND CLAY INVERT= 101.0 Perc. # 4 - 53 minutes per inch Perc. # 5 - 22 minutes per inch 6. YARD GRADES TO REMAIN EXISTING EXCEPT AS NOTED INLET ELEV.= 100.E -30 INVERT= 100.0 Recommended percolation rate T used for design = 40 minutes per inch 7. ALL SEWER PIPING TO BE 4" SDR35 AND SHALLHAVE A MINIMUM COVER OF 12" 4 INLET ELEV.= 99.4 ; DESIGN FLOW CALCULATIONS 8. INSTALLER SHALL COMPLETE "ISDS FINAL INSPECTION COMPLETENESS FORM" INVERT= 98.8 14.75 50.00 10.81 Number of bedrooms =, PRIOR TO INSPECTION Number of occupants=6 Design Flow = Q 9. COORDINATE WITH STRUCTURAL AND ARCHITECTURAL DRAWINGS FOR REQUIRED 5 INLET ELEV. 98.8 = Q = 6 persons x 75 gpd/person = 450 gpd P OXIMITY TO BUILDING O INVERT= 98.2 P BACKFILL IN R -.; Maximum Flow = Qmax = Q x 1.5 f =, Qmax = 675 gpd INLET ELEV. 98.5 - - . 6 INVERT= 97.9 �i u SEPTIC TANK vi , 1 R - - r V -Qma x 30 hrs 124 hrs - 844 gallonsi1l'.- on 3 bedrooms) -- o Minimum capacity 1000 gallons based . i -c m artment b Front Range Precast Use 1,200 Gallon 2 o p Y ABSORPTION AREA BASED ON MAXIMUM FLOWAND PERCOLATION RATE A = (Qmax/5)m z - (675/5)(40) s -854 s.f. a ber S stem in a trench configuration is allowed a 50 %reduction in the absorpon area. Use a�, 15 L.F. +/- N Standard Infiltrator Ch m y O O = O __� _ _ ..- O MAl TA1N 4 i. conservative reduction of 30 % for this criteria - �, \ 1�'MIN. _ 13 L.F. +/- F ---- - 100 -� O Z Areduced = A x 0.70 = 598 s.f. - - - - --= - - '� area per it filtrat�r chamber =15:5 s.f.71 Surface a p _ O O Number of Infiltrator Chambers = .598 s.f. 115.5 s.f. 39 chambers t� 1D 13 L.F. TERM ACCEPTANCE RATE S=9% ON AREA BASED ON MAXIMUM FLOW AND LONG ABSORPTION 4 - -• o A = Qmax / L.T.A.R = 675 gpd / 0.45 gpd / sf (EPA Table 7-2) T # ❑ �k �. =1,500 sf � �t.. �,• 13 L. F. For Standard Infiltrator Chambers, use permitted area reduction of 50 %. S=8% Areduced = A x 0.5 = 1,500 x 0.5 = 750 > 598 s.f. above (Govern) O O Number of Infiltrator Chambers = 750 s.f. 115.5 s.f. = 48 chambers i ' VS; EGTIOr�` p�R 1 2 13 L.F. +/- � �� ,$ E - +� o EXISTING r�C1Li .:,Et,i }' , pi.� � (TY G) P•. Application Rate 675 gpd / (48 chambers x 15.5 sf/chamber x 2) = 0.45 gpd/s.f. - i DIST Ui ION S i�STF;L'i - TOi/zt. ?SEA -� PP ,'` "I,NI ILTPA7-OR" STANDARD 34" CHAMBERS 59 L.F. O Use 6 trenches in serial distribution w/ 8 chambers each (48 chambers total) FIELD FIT GRADES & SLOPE SURFACE W/ 12" MIN. COVER & 2% MIN �.� CLE�NOUTS ONPORT PROVIDE i l NR RISER I(TYP OF 6) SPLASHPLATE AT INLET _ IL c - SURFACE��.� `�. FINE GRADE SWALEAS REQ'D CLEANOUT __ - -Tfi0 DIRECT SURFACE DRAINAGE Ag R RP REp, 37 L.F. +/- O 0 1200 GALLON 1 AWAY FROM LEACHING AREA RpDE URFP ��G P 2- COMPARTMENT '`� , DO SEPTIC TANK FIN DIREG OM ►-�' BY FRONT RANGE TO Y FR $ ��•�. PEA PRECAST W/ i MANHOLE GRADE EXTENSIONS - 1000 GALLON 2-Ct}rv'PART �;7 FIELD FIT ELEVATIONS SEPTIC Alai- 1 EXISTING t+ PROPOSED RESIDENCE FF 132' 0 RESIDINCE TO BE , r DEMOLISHED t. p , EXISTING�IpN - - j Q A.D.U. - pIRC-�' Cn E?III I 0,41fP- \ F ORFP t �1" S co 40.00 46.00 40�A I ; CS 1 - '500c'�00'00'"E -- - _ � � ._ ,..- - - - ; .;e...� rks::�t_-�.s=ax����-.....,�Fs,:x�.e+<.-..,,-w�csfr+wr:•...... __.�.:�..�;�-F-�.:;s.a.�.s-.rA-e•� - sa c+�.�-,:aas� - - =..,.t..tar.:.��.ams.-�t.�ea-v;a•�ae.4. �-'.=-•>=w'm^..a,^:,sf�Ea z.� .<:.rer�c....:�.�,;�;..,- - - - s 28A.00 - TEM- P SCA.E: 1 = 10 These documents are intended for the exclusive use of the project specified below. The use of these documents for any other purpose is not authorized. Written authorization from Glenwood Structural and Civil must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that period is not authorized. MIKA CONSTRUCTION PEPPERS RESIDENCE - SEPTIC - SYSTEM Scale: 1" = 10' REVISIONS Description Date 1 2 3 4 ANP CIVIL. INC, �nglneers • Constructors 60411-!c5t 12t� Street Glenwood 5princp, CO (970) 928-0135 Fax 928-9804 Job Number 00066 Engineer AG Date 8/30/02 •�0 .• c/s 2 4 G • • Sheet Of : '� r INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 2071-01 BP NO. 13521 OWNER: MIKE PEPPERS PHONE: 970-927-3440 MAILING ADDRESS: 4559 FRYING PAN ROAD, BASALT, CO 81621 APPLICANT: SAME PHONE: SYSTEM LOCATION: 4559 FRYING PAN ROAD, BASALT, CO TAX PARCEL NO. 2467-023-00-008 LICENSED INSTALLER: CHENAULT PLUMBING & HEATING, OLEN CHENAULT LICENSE NO. 44-01 PHONE: 970-948-1288 DESIGN ENGINEER: GLENWOOD STRUCTURAL AND CIVIL, INC., ADOLFO GORRA PHONE NO. 970-928-0135 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 1 BEDROOM RESIDENCE 1000 GALLON 2 COMPARTMENT SEPTIC TANK, 744 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA 24 INFILTRATOR UNITS AS PER DESIGN SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED 3/15/01, IN SERIAL DISTRIBUTION IN TRENCHES, WITH A CLEANOUT BET- WEEN THE TANK AND THE HOUSE AND INSPECTION PORTALS IN EACH TRENCH. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIRE- MENTS, AND RESTRICT VEHICULAR AND LIVESTOCK TRAFFIC OVER LEACH FIELD. RAKE ALL TRENCH SURFACES TO PREVENT THE SMEARING OF SOILS, DO NOT BACK FILL WITH ANY COBBLES LARGER THAN 8 INCHES IN DIAMETER, AND DO NOT INSTALL IN WET WEATHER. ENGINEER IS RESPONSIBLE FOR FINAL CERTIFICATION, BUT EAGLE COUNTY ENVIRONMENTAL HEALTH WILL ALSO INSPECT THE INSTALLATION. PLEASE CALL 48 HOURS IN ADVANCE FOR YOUR FINAL INSPECTION. THE BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS BEEN INSPECTED AND APPROVED. ANY CHANGES IN THE DESIGN OF THIS SYSTEM NEED TO BE REVIEWED AND APPROVED PRIOR TO CONSTRUCTION. ENVIRONMENTAL HEALTH APPROVAL: /4ti(/Y ( (4AA DATE: APRIL 3, 2001 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 744 SQUAREFEET(VIA 24 BIODIFFUSER UNITS ) INSTALLED CONCRETENK: 1000 GALLONS IS LOCATED 80 DEGREES AND i 3— FEET INCHES FROM THE CLEANOUT TO THE FIRST LID OF THE TANK COMMENTS: THE FINAL INSPECTIONS WERE DONE BY LAURA FAWCETT OF EAGLE COUNTY FNVTRoNMFNTAT TIFATTH AND THE DESIGN ENGINEER ON OCTOBER 5, 2001. THE ENGINEER'S FINAL CERTIFICATION WAS RECETVED ON JUNE 24, 2002. THIS SYSTEM IS LARGE ENOUGH FOR A ONE BEDROOM RF.STT)FNCF_ ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVA DATE: DUNE 25, 2002 Incomplete Applications Will NOT Be Accepted (Site Plan MUST be attached) ISDS Permit # �.b ��- U Building Permit # 135c�-j r•. APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 Eagle (970)328-8755, Fax (970)328-0349, E1 Jebel (970)927-3823 ************************************************************************** * FEE SCHEDULE * PERMIT APPLICATION FEE $150.00 * PERCOLATION TEST/SOIL PROFILE AND SITE EVALUATION FEE $200.00 * SITE VISIT/CONSULTATION FEE $85.00 * REINSPECTION FEE $47.00 * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" ************************************************************************** PROPERTY OWNER: MAILING ADDRESS: APPLICANT/CONTAC LICENSED SYSTEMS COMPANY/DBA: T CONTRACTOR: AJAA 4XAJk ' I ADDRESS. /. PERMIT APPLICATION IS FOR: (V) NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: Tax Parcel Number: c�!�7 - (�o��J - 66 -"M 9 - /Lot Size: 154 IK 142 � Physical Address:�Zy'I �!. 7ltT" BUILDING TYPE: (Check applicable category) (� Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* Number Number Type _ of Bedrooms of Bedrooms *These systems require design by a Registered Professional Engineer TYPE OF WATER SUPPLY: (Check applicable category) (-V Well ( ) Spring ( ) Surface ( ) Public Name of �ier: APPLICANT SIGNATURE: Date: *************************************************************************** AMOUNT PAID: 3s V RECEIPT # l < 57 is DATE: 3 IC116 CHECK #: 101- CASHIER: FROr 1 1 1 I KA CONSTRUCTION FRX 140. 97092 73440 ILI September 28, 2000 Oct. 09 2'000 07:11Pr9 P? 1 .9i tt�ti.n7aj tipr'if:�•:, a.. �-+:�:::a� :,c+r:;� i�itnsirl 97D-945-79S , Yxc ItPgk:(: hpg'c:Atccat,cnn: MIItiA Construction Attn: Mike Peppers 4559 Frying Pan Road Basalt, Colorado 81621 Job No. 100 761 Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed Residence, 4559 Frying Pan Road, Eagle County, Colorado. Dear Mr. Peppers: As requested, Hepworth Pawlak Geotechnical, Inc. performed a subsoil study and percolation testing for foundation and septic disposal designs at The subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated September 15, 2000. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report - Proposed Construction: The proposed residence will be a single story wood frame structure over a erawlspace located on the site as shown on Fig. 1. The attached garage floor will be slab -on -grade. Cut depths are expected to be up to about 6 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located about 80 feet downhill to the east of the proposed residence. If buildinb conditions or foundation loadings are sigoifficantly different from those described above, we should be motified to re-evaluate the recommendations presented in this report - Site Conditions. The lot was vacant at the time of our field work. The site is currently a fenced pasture. The ground surface across the lot is hilly with a moderately steep slope down the east- There is about 20 feet of elevation difference across the property. An existing single story log residence with a basement is located on Lot 9 to the west - A metal frame residence is located to the north on Lot 8A. The lot is vegetated with grass and weeds - Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fisz 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about %, foot of topsoil, consist of relatively dense gravel, cobbles and boulders in a silty sand matrix. Results of a FROM : M I KA CONSTRUCTION FAX 1,10. : 9709273440 Oct. 09 =000 O 7 : 1?PM P3 MIKA Construction September 28, 2000 Page 2 gradation analysis performed on a sample of the gravel (minus 3 inch fraction) obtained from the site are presented on Fig. 3. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist_ Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 3,000 psf for support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils and existing fill encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural gravels. Voids created by the removal of large rocks should be back -filled with compacted sand and gravel or concrete_ Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area_ Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet_ Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 45 pcf for the on -site gravels, excluding oversized rock, as bacl�il. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction_ 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 .loch layer of free -draining gravel should be placed beneath slabs to act as a leveling course and to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50 o passing 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 optimiun. Required fill can consist of the on -site soils devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition- We recommend below -grade construction, such as retaining walls and crawispace areas, be protected from wetting and hydrostatic H-P GEOTECH FROM : t`I I KH CONSTRUCTION FAX' HO. : 9709273440 Oct. 09 2000 07: 12PM P4 MIKA Construction September 28, 2000 Page 3 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 should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable ,gravity outlet. Free -draining granular material used in the underdrain system should contain Iess 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 1 L/z 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 Ieast 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. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale may be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation tests were conducted on September 18, 20M to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes had been dug at the locations shown on Fig. 1 _ Test holes had been dug at the bottom of shallow backhoe pits and were soaked with water by the client prior to testing_ The soilss exposed in the percolation holes are similar to those exposed in the Profile Pit shown ou Fig. 2 and consist of about 1/� foot of topsoil overlying relatively dense gravel, cobbles and boulders in a silty sand matrix to thpit depth of 8 feet_ The percolation test results are presented in Table I. The percolation e test results ,indicate an infiltration rate between about 30 and 120 minutes per inch. The slower rate measured in test hole P-2 may have been due to a large rock i.0 the bottom of the hole_ Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal H-P GEOTECH FROM : 111 I KH COVISTPUCT I 01•J FAX HO. : 970927.3440 Oct.. 09 2000 O 7 : 13pf4 Ps MIKA Construction September 28, 2000 Page 4 system designed for a percolation rate of about 40 minutes per inch. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time- We make no warranty either expressed or implied_ The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated 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 pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be Ynade_ This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technicalinterpretations 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 recorntuendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and fotindation beating strata and testing of structural till by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know_ Sincerely, HEPWORTH - PAWLAK G£ IN co�4A a.o;;, Jordy Z_ Adamson. , P I+ 07 Reviewed by: ac 1zgl •Gl`' FSSjONAI-� 0 Daniel E. Hardin. P.F_ JZAllcsw attachments H-P GEOTECH "MROME, "Ad- or. 9ENE MALIrms -nue WIZAbN= U S_ SrANDAM SERIES CLEAR SWARE �PENINGs 2i MR. 7 NX O 45 WN. 15 MIN. 130 MIN_19 MIN. 4 1✓7N. 7 MN. /2W WOO jp50 030 #16 Oa is 3/g't/2'3/4' 1 1/2.' V S E- 6'10 FP.ON : h 1 k_A CONSTPUCT I 011 FAX NO. : 9709= 73440 Oct. 09 20013 07: 15PN P1 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE I PERCOLATION TEST RESULTS JOB NO. 100 761 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MINANCH) P-1 51 15 7 6 % '/a 40 6 "/x 6 '/x 6 rJ '/a 5 4 '/x '/s P-2 48 15 7 it 120 6 '/a 6 34 6 6 0 6 6 0 6 5 a/a %< P-3 49 15 8 5 1 30 5 4 '/z 'f2 4 "/z 4 4 3 '/1 % 3 'A 3 •'/a 3 2 "/2 "/s Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked by the client. Percolation tests were conducted on September 18, 2000. The average percolation rates were based on the last two readings of each test. MON Ti <-H CONSTP.UCT I ON FAX NO. : 97092 73 340 Oct. 09 2000 0 7 : 16P9 P2 LOT 12 1n5^f>e%cc,l .OT SA LOT 13 APPROXIMATE SCALE I' = 30, PROFILE PIT A 100 761 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS Fig 1 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES FROM Ltd KH CONSTRUCT I OH Ff;X 140. : 97092 7 3440 Oct. 09 2000 0 7 ' 16PM P3 e PIT 1 PIT 2 PROFILE PIT • D 0 eo- _ _ LL 3 i� ��•° s C 0 J 1-4-31 -200w40 o- • 4 • o (L=24 / U P1=5 10 10 LEGEND- ® TOPSOIL, sandy clay, organic, loose, slightly moist, red. GRAVEL, COBBLES AND BOULDERS (GM); in a silty sand matrix, dense, slightly moist, red. ,a. 1 Disturbed bulk sample. NOTES: 1. Exploratory pits were excavated on -September 18 and 19, 2000 with a backhoe- 2- Locations of exploratory pits were measured approximately by pacing from features on the site plan provided- 3- Elevations of exploratory pits were not measured and logs of exploratory pits are drawn to depth_ 4. The exploratory pit locations should be considered accurate only to the degree implied by the method used. S. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7- Laboratory Testing Results: +4 = Percent retained on No. 4 sieve —200 = Percent passing No. 200 sieve LL = Liquid Limit ( % ) PI = Plasticity Index ( % ) 100 761 HEPWORTH — PAWLAK LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, INC. E 011110"i :1�I�jI�►r11�1�[ ssa Engineers • Constructors March 8, 2001 MIKA Construction 4559 Frying Pan Road Basalt, CO 81621 Attn: Mike Peppers Re: Mallinger Residence Additional Percolation Testing and Septic System Design Dear Mr. Peppers: This is to relay the results of additional percolation tests and to present the septic system design. Additional testing was conducted due to concerns regarding previous test results. Please refer to the Subsoil Study for Foundation Design and Percolation Testing by HP Geotech Job 100 761 dated September 28, 2000. Therein, holes P-1 and P-3 had rates of 40 and 30 minutes per inch, respectively. Hole P-2, however, had a rate of 120 minutes per inch that may have been due to a large rock in the bottom of the hole. HP Geotech concluded that "the tested area should be suitable for a conventional infiltration septic disposal system designed for a percolation rate of about 40 minutes per inch." As an additional measure, two additional percolation tests were conducted. Holes P-4 and P-5 respectively averaged 53 and 22 minutes per inch. These test holes were hand dug at the bottom of back hoe pits and had been pre-soaked by the Client. Our test observations are presented in the accompanying table. The location of these additional tests are shown on the accompanying Septic System Design drawing dated March 8, 2001. Based on the overall testing and in keeping with the previous recommendations, we have prepared the design based on an infiltration rate of 40 minutes per inch. Please contact our office should any questions arise or if we may be of further assistance. Thank You, Adollb O. Gorra, P.E. President RA P / INC. v o� p 0. G0. ®Q = 29954oz 9 `� ° . I-Q • e � cc: Jordy Adamson @ HP Geotechnical File 5'z'P57W' -lam` rirt le. (- F-T fe �r wt --c r+- [ 2,tM- &o1+ l z1�- G04 West 1 2`h Street • Glenwood Springs, Colorado 81 GO I • Phone (970) 928-0135 • Fax (970) 928-9804 0 E '�f{III�I11�:1 �WON0 �1�[ ® :% March 28, 2001 County of Eagle Environmental Health 500 Broadway, P.O. Box 179 Eagle, CO 81631-0179 Attn: Laura Fawcett Re: Mallinger Residence Septic System Dear Ms. Fawcett: 40 �LDO 4-1" In accordance with our conversation, this is to transmit the required data and calculations for the referenced project. These follow in the suggested format. SOIL PROFILE %2 foot topsoil %2 to 8 feet relatively dense.gravel, cobbles and boulders in a silty sand matrix Nogroundwaterencountered . GRADATION RESULTS 31 % Gravel, 29% sand, 40% silt and clay PERCOLATION TEST RESULTS Perc. # 1 - 40 minutes per inch Perc. # 2 - 120 minutes per inch (provide additional tests 4 & 5 due to large rock @ bottom of hole) Perc. # 3 - 30 minutes per inch Perc. # 4 - 53 minutes per inch Perc. # 5 - 22 minutes per inch Recommended percolation rate T used for design = 40 minutes per inch DESIGN FLOW CALCULATIONS Number of bedrooms = 1 Minimum occupancy = 3.5 persons (Governs) Design Flow = Q Q = 3.5 persons x 75 gpd/person = 263 gpd Maximum Flow = Qmax = Q x 1.5 Qmax = 263 gpd x 1.5 = 394 gallons per day SEPTIC TANK V = Qmax / 24 hrs x 30 hrs = 492 gallons Minimum capacity = 750 gallons Use 1,000 Gallon 2-compartment by Front Range Precast or Norwesco G04 West 1 21h Street • Glenwood Springs, Colorado 81 GO 1 0 Phone (970) 928-01 35 • Fax (970) 928-9804 0 Eagle County Environmental Health, page2, March 28, 2001 ABSORPTION AREA BASED ON MAXIMUM FLOW AND PERCOLATION RATE A = (Qmax/5)V T = (394/5)V 40 = 498 s.f. Standard Infiltrator Chamber System in a trench configuration is allowed a 50% reduction in the absorption area. Use a conservative reduction of 25% for this criteria. Areduced = A x 0.75 = 498 s.f. x .75 = 374 s.f. Surface area per infiltrator chamber = 15.5 s.f. Number of Infiltrator Chambers = 374 s.f. / 15.5 s.f. = 24 chambers Use 3 trenches in serial distribution w/ 8 chambers each. ABSORPTION AREA BASED ON DESIGN FLOW AND LONG TERM ACCEPTANCE RATE A = Q / L.T.A.R. - Using Daily Flow Q in lieu of Maximum Flow Qmax due to 1 bedroom dwelling and use of 3.5 persons minimum in Daily Flow A = 263 gpd / 0.4 gpd/sf (state) = 658 s.f. (Governs) Or A = 263 gpd / 0.45 gpd/sf (EPA) = 585 s.f. For Standard Infiltrator Chambers, use permitted area reduction of 50%. Areduced = A x 0.5 = 658 s.f. x 0.5 = 329 s.f. < 374 s.f. above OK Application Rate = 263 gpd / (24 chambers x 15.5 sf/chamber x 2) = 0.35 gpd/s.f. Your help and input with this project is greatly appreciated. Please call if there are any questions or if we can be of any assistance. Thank You, GLENWOD6 SAUCTU Adolfo Gorra, P.E. President cc: Mike Peppers File tAL INC. 0� R"E 0,� a o 2995 LANAL ��� Mika Construction/Mike Peppers Mallinger Residence Additional Percolation Testing and Septic System Design Page 2 of 2 ADDITIONAL PERCOLATION TEST RESULTS .... .... .... .... ....... . . .......... ......... .......... ...... . . ........ . ...... ... ........... . .... ... .. .......... ........... ...... . ..... .................. ........ ......... ... .. . .............. . . X; ... ... . ... ......... ..... .......... .......... ......... ......... X . .... :X.- ... ... . ..... ...... ................ ........ . ..... .... ........ .... ...... . ... ............. .... .... .... .. ............. .... ..... .... ...... ...... ... ............. .......... . ..... ....... ...... ..... ..... . .. . . ...... .. ...... .. .. . :: ........... . .......... 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E............I........... t.......................>............F...........>...................... s.................................5...........?............2...........3...................................I.......................: Community Development Department (970)328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com EAGLE COUNTY, COLORADO Date: April 3, 2001 TO: Chenault Plumbing & Heating Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 FROM: Environmental Health Division RE: Issuance of Individual Sewage Disposal System Permit No.2071-01. Tax Parcel #2467-023-00-008. Property Location: 4559 Frying Pan Road, Basalt, CO., Peppers residence. Enclosed is your ISDS Permit No. 2071-01, and a field copy of the engineer design stipulated on the permit. It is valid for 120 days, or for the duration of your current building permit for this property. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Please note any special requirements that may have been added to the design by this department. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County Environmental Health must also view the installation prior to back filling. Please call well in advance for your final inspection. I Your TCO will not be issued until our office receives this certification from the engineer, and views the installation. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. Please notify this office if you have not been contracted to perform this installation. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Glenwood Structural and Civil, Inc., Adolfo Gorra, P.E. ISDS Permit # a0-71. v I Date -[Q-Y '0 ISDS Final InsRection Q=leteness Form V Tank is b 00 gal. Tank Material lie( � o /Tank is located ft. and b degrees from (permanent landmark) Tank is located ft. and degrees from % Iparmmneat landmark) Tank set level. Tanks lids within 6" of finished grade. Size of field ft2 units lineal ft. < Technology ) o d i u aid" installed in between tank and house + 1 100ft Cleanout is ( / ) There is a "T" that goes down 14 inches in the inlet and outlet of the tank: Inlet -and outlet is sealed with tar -,tape,+ rubber gasket etc. ►� ink ;has two compartments with the.;!3;arger...,.CpMpartment closest to the hou e. .0 Measure distance and relative direict. i g Depth of field.. ft. NIL .Soil interface raked.' - �/ .. C' S 2,f `� Inspection portals at the_end of each trench.. Proper distance to setbacks. Chambers properly installed as per manufacturers specifications. (Chambers latched, end plates properly installed, rocks removed from trenches, etc.) Type of pipe used for building sewer Line 5 h P- -�"�" leach field_, V nr1,Ar U v dTG�'l 11 Y� S�P�2 GTt l`� YJD s 791. t 5 1 r� It.G���11- 1 E? V Inspection meets 2=irements. Copy form to installer's file if recommendations for improvement were suggested. ACTION TAKEN: Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Field 100 25 20 10 50 25 10 10 TAZ�. 50 10 5 10 50 10 * 10 DEPARTMENT OF ENVIRONMENTAL HEALTH (970) 328-8755 FAX (970) 328-8788 TDD: (970) 328-8797 • TOLL FREE: 800-225-8136 www.eagle-county.com EAGLE COUNTY, COLORADO June 25, 2002 Mike Peppers 4559 Frying Pan Rd. Basalt, CO 81621 Raymond P. Merry, REHS Director RE: Final of ISDS Permit #2072-01, Tax Parcel #2467-023-00-008. Property location: 4559 Frying Pan Rd., Basalt, CO. Dear Mr. Peppers: This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division at (970) 328-8755. Sincerely, i Janet Kohl Eagle County Environmental Health Department ENCL: Informational Brochure Final ISDS Permit cc: files OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179 C1���Iri�llll]I� '�i violM PA1M 114 :,k 11111�/Im1k a1 Engineers • Constructors June 24, 2002 Eagle County Environmental Health Division 500 Broadway, P.O. Box 179 Eagle, CO 81631-0179 Sent Via Fax # 328-8788 Attn: Janet Kohl Re: Peppers Residence Septic Project No. 00047 ISDS Permit No. 2071-01 Dear Ms. Kohl: This is to confirm that Glenwood Structural and Civil, Inc. had the opportunity to observe the installation of the plumbing and infiltrator chambers for the above septic system prior to backf ill. This observation was conducted on October 5, 2001. The system was installed in accordance with the design prepared by this office and approved by the County. We regret any inconvenience caused by the delay in forwarding this information to your office. If anything further is required, please contact us. Thank You, GLENWOODATRUCTURAL AND OHO �;p 29954 O. Gorra, M.S., P.E. ,-nt cc: Mika Construction via fax # 927-3440 File ■ 0 Phone (970) 928-01 35 0 Fax (970) 928-9604 0 2071-01 Tax #2467-023-00-0b8 n JOB NAME. 4559 Frying Pan Rd. PEPPERS JOB NO. �" Basalt - nsoo BILL TO DATE STARTED DATE COMPLETED DATE BILLED ' ' -L -01 It-j rpou, hav ur 7 . V-� 1-b 7' '� 1 if rA � j- 4 . JlLw I L�eu �aqm ow-6b -3 hAavA Aw 9 "J'-n dLl? - 7qq 4- c y� c d . D K -�O A&Lc Max ,4:. CQ Lc� / -' ("'-1 . �'y �•i �_�� , Cc •� � � c,�,Q2 � � �1�� �; d L,f "LL JOB COST SUMMARY TOTAL SELLING PRICE 7 " TOTAL MATERIAL TOTAL LABOR k INSURANCE tQ _X—) _ SALES TAX MISC. COSTS l G c .+,vdf- Z4 r wkZL = 4 t4 Z TOTAL JOB COST J +O�,�t414;t_o GROSS PROFIT 6 — ,1 '�� / (,! 1 I� r f / 7� 1..� � �-(} (,�,(�(� (y-(,��� y�/+'l — (;Lt,((�Lti• . LESS OVERHEAD COSTS 117'l /o OF SELLING PRICE NET PROFIT JOB FOLDER Product 278 bvd- �^e%_,i^ �►i0 %/► (A/ d(i` 1 1 7 ;OBE ' �'■ wyvt�Yr�� (� C�p� Printed in USA r ... ?.,r i • T J P&vi, RgL b ct 3 frmdlora D $ 6""'C go?/-O 2-067-0a3-oo-008 Peppers 456R FrV o%j Pars Rrt. Ba�a.lf r i spurs I 10000 hv-C� 4 ✓ � l75 Co ft Recycled Content 10% Post•Consumer r389`501 ZW 102,28 FXSS1w'Lnnf:7SXd6k?C:k is These documents are intended for the exclusive use of the project specified below. The use of these documents for any other purpose is not authorized. Written authorization from Glenwood Structural and Civil must be obtained for any other use. This document is to be used within one year of the date of preparation. Use after that period is not authorized. MIKA CONSTRUCTION MALLINGER RESIDENCE SEPTIC SYSTEM Scale: 1 " = 10' REVISIONS 0 Description Date 1 Serial Distribution 3/14/01 2 3 4 ^ Ej......,_. W ONC tftUK .UM �cri1U ►Hwr� rsT ►VUKVVC0UV (rv�TMCK) RESIDENeE 10 L. LOR FRONT RANGE PRECAST O O O INV T IN = 99.3 or r S= 48° W/ MANHOLE GRADE EXTENSIONS i I INVE T IN = 101.6 INVERT 1N = 105.75 - QINVERT OUT = 105.50 PRO DE SPLASH PLA E p GENERAL NOTES: 1. SURVEY PROVIDED /N ELECTRONIC FORMAT BY HIRED GUN SURVEYING, LTD 2. ALL CONSTRUCTION SHALL BE CARRIED OUT IN CONFORMANCE WITH CHAPTER IV EAGLE COUNTY LAND USE REGULATIONS FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEMS (ISDS) 3. REFER TO HP GEOTECH JOB NO. 100-761 - SUBSOIL STUDY FOR FOUNDATION DESIGN AND PERCOLATION TESTING 4. PERCOLATION TEST RESULTS OF 40 MINUTES PER INCH USED IN DESIGN 5. SOIL CONSISTS OF 31 % GRAVEL, 29% SAND, AND 40% SILT AND CLAY 6. YARD GRADES TO REMAIN EXISTING EXCEPT AS NOTED 7. ALL SEWER PIPING TO BE 4" SDR35 AND SHALL HAVE A MINIMUM COVER OF 12" 8. INSTALLER SHALL COMPLETE "ISDS FINAL INSPECTION COMPLETENESS FORM" PRIOR TO INSPECTION 9. COORDINATE WITH STRUCTURAL AND ARCHITECTURAL DRAWINGS FOR REQUIRED BACKFILL /N PROXIMITY TO BUILDING 0 0111 I N engineers - Constructors 604 West 12th 5Veet Glenwood Springs, CO C 970 928-0135 Fax 92(5-9804 Job Number 00047 Engineer AG Date 3/8/01 Sheet 1 Of