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HomeMy WebLinkAbout4500 W Brush Creek Rd - 238306100005INDIVIDUAL 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. 1798-98 BP NO. OWNER: COLORADO DIVISION OF PARKS PHONE: 970-434-6862 MAILING ADDRESS: P.O. BOX 700, CLIFTON, CO 81520 APPLICANT: ROBERT G. CARLSON PHONE: 970-434-6862 SYSTEM LOCATION: 15954 BRUSH CREEK RD, SYLVAN LAKE WEST CAMPGROUND AREA TAX PARCEL NO. 2383-061-00-005 LICENSED INSTALLER: HI RIVER CONSTRUCTION, PAUL HORBETZ LICENSE NO. 51-98 PHONE: 970-464-5954 DESIGN ENGINEER: HOLLAND ENGINEERING PHONE NO. 970-243-8300 INSTALLATION HEREBY GRAT�,TE D FOR THE FOLLOWING: 1500 GALLON SEPTIC TANKS SQUARE FEET OF ABSORPTION AREA VIA 30 STANDARD OR 29 EO 36 INFILTRATOR UNITS PER DESIGN. SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN REVISIONS DATED 7-27-98. INSTALL IN SERIAL DISTRIBUTION IN TREN- CHES WITH A CLEANOUT BETWEEN THE TANK AND THE BUILDING, AND INSPECTION PORTS IN EACH TRENCH. ENGINEER IS RESPON- SIBLE FOR FINAL INSPECTION. ENVIRONMENTAL HEALTH APPROVAL: DATE: JULY 27, 1998 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 BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER W, 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 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: (Site Plan MUST be attached) ISDS Permit # 1729 -r `/ F APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (El Jebel) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" �cFF�c**icak�c*k�c*k*t�c�c�c*k*F**�ct**�c4c�c*ic*�ccaFY*tt k�c*kk*�c4ck****kakkt****�cttt*�c***** PROPERTY OWNER: MAILING ADDRESS: GmLOC�/�Qc7 D (V, 0-F I �FZ1� S PHONE: (770) f3%S--2- (p APPLICANT/CONTACT PERSON: 'RC, ('�', (fPV-2'L<,HONE• (q70) �3LI-Cob'1�r,2. MAILING ADDRESS: j� O i�S en )< . � DC> . G L. l F LICENSED ISDS CONTRACTOR: PT V Lr, � � R ►�J� -[' Z PHONE • 0011-4 �'j�J 5 COMPANY/DBA: { I R1 Vfc{Z CE,,,, T ADDRESS : a / F,© Z, CS PERMIT APPLICATION IS FOR: (>c) New Installation ( ) Alteration ( ) Repair LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit�- (if known) Legal Description: Subdivision: Filing: —Block: Lot No. Tax Parcel Number: -�_ V I Lot Size: Street Address: BUILDING TYPE: (Check applicable category) ( ) Residential/Single Family Number of Bedrooms ( ) Residential/Multi-Family* Number of Bedrooms (�) Commercial/Industrial* Type TYPE OF WATER SUPPLY: (Check applicable category) ( ) Well (X) Spring ( ) Surface ( ) Public Name of Supplier: — *These system require d sign by a Registered Professional Engineer SIGNATURE: - Date: - ? 7 TO BE COMPLETED BY(T�E BOUNTY AMOUNT RECEIPT #: '�U��J� DATE: CHECK #: 735-/ CASHIER: 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: July 27, 1998 TO: Hi River Construction 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. 1798-98. Tax Parcel # 2383-061-00-005. Property Location: 15954 Brush Creek Rd., Sylvan Lake west campground area. Enclosed is your ISDS Permit No. 1798-98. It is valid for 120 days. 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. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Your TCO will not be issued until our office receives this certification. 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. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Holland Engineering ROLLAND ENGINEERING 405 RIDGES BOULEVARD, SUITE A GRAND JUNCTION, COLORADO 81503 (970) 243-8300 November 20, 1998 attn: Ray Merry Eagle County Health Department PO Box 850 Eagle CO 81631 Re: Sylvan Lake Dear Ray: RECEIVED NOV 2� 194 MMWNlTY PI_Y9k90MENt Please find attached two copies of the As -Built drawing for Sylvan Lake State Park, sieve analysis for the "Septic Sand" placed one foot thick below and 6" thick along the sides of the infiltrator chambers, and the inspection results of the existing septic tank for the remolded existing camping area. An inspection of the existing septic tank at the west end of the campground was performed by Rolland Engineering on August 25, 1998. The majority of the perimeter of the tank was excavated, including the effluent and influent pipes, in order to perform a visual inspection. The tank was in reasonable condition structurally with some evidence of leakage at the effluent pipe. The influent and effluent pipes were replaced and grouted. A further inspection of the tank was performed to verify conformance with Section 4.07.01 Eagle County Design Standards. a) Prior to the inspection 1800 gallons was pumped from the tank, leaving about a foot of sewage still in the tank. Required capacity of the tank is 1000 gallons. b) The top of the inlet pipe is 2" from the top of the tank and the top of the outlet pipe is 6" from the top of the tank. Therefore the inlet invert is 4" higher than the outlet invert. c) Baffles extend to 24" below the top of the tank and the invert of the 4" outlet pipe is 10" below the top of the tank. Therefore the baffles extend 14" below the invert of the outlet pipe. d) The distance from the outlet invert to the underside top of the tank is 10 inches (see c). e) The liquid depth is approximately 42 to 48 inches. f) The tank (approx 2000 gal) has two compartments of about equal size. g) The bottom of the baffles are 14 inches below the outlet pipe invert (see c). h) Each compartment has an access hole in the top of the tank. Design criteria specifies 20 inches in diameter, where the existing openings are 10 inches. I) the top of the tank has approximately 6" of cover. Please contact either Tom Rolland or myself if you need any additional information. Sincerely, Eric Slivon Rolland Engineering ROLLAND ENGINEERING 405 RIDGES BOULEVARD, SUITE A GRAND JUNCTION, COLORADO 81503 (970) 243-8300 May 13, 2002 attn: Bill Carlson, R.E.H.S. Eagle County Department of Community Development Eagle County Building, 500 Broadway Eagle Colorado 81631 Re: Sylvan Lake - Individual Sewage Disposal System West Campground Area Dear Bill: Please find attached an As -Built drawing for Sylvan Lake State Park Water and Sewer Plan. As - Built information was collected on October 21, 1998. "EQ-36" Infiltrator chambers were installed in series at quantities and location as indicated on the As -Built plan.. I certify that on October 21, 1998, the Individual Sewage Disposal System was installed at the above referenced location according to design specifications. eA) e<' 7, C ­� A., 4 CO JZOG0 Cx( q JP 0C--� ISDS Permit # I? 7S6 `6 Date (, t ��""�' Z Tans Final Inspection CgMpleteness Form Tank is oa�gal. Tank Material cQ'tickei 11) _ z. Tank is located Z ft. and degrees fro1peramu"t 1anawk) Tank is located ft. and degrees from (pez..nenc lenkerk) Y -RLffaD,Tank set level. Tank lids within 8" of finished grade. Size of field k22b�ft2 3 Z units 2%2 lineal ft. Technology C € a° < .ice° /r cleanout is installed in betweea tank and house(+ 1/100ft). �a ���', There is a "T" that goes down 14 inches in the inlet and outlet of the tank. oeJZ- 17,1f- in -let. and outlet is sealed with tar• -,tape,. rubber gasket etc. pc-_ Tk Yias two compartments with the;-ajrg€r-.,.cpd�partment closest to the house. /e�cyP ift"ure: distance and relative 1L soa;LDo pth of field. ft. J `Soil interface raked. 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 leach field Other � Inspection meets requirements. Copy form to installer's file if recommendations for improvement Were suggested... -yr` SBA a ACTION TAKEN: Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Fie d 100 25 20 10 50 25 10 10 50 10 5 10 50 10 * 10 SYLVAN LAKE STATE PARK WASTEWATER QUANTITY SEPTIC TANK AND ABSORPTION TRENCH DESIGN July 31, 1998 L MAINTENANCE AREA (4 Bedroom House, 1 Trailer and 1 Maintenance Office Building) ISDS PERMIT #1799-98 (1) 4 bedroom Seasonal Housing with Sewer Hydraulic Design Loading 75 gallon/room/day; BODS Design Loading 0.20 lb/room/day 4*75 = 300 gallon/day; 4*0.20 = 0.80 lb/day (2) One Trailer with Water and Sewer Hook-up (Assuming 3 person) Hydraulic Design Loading 75 gallon/person/day; BODS Design Loading 0.20 lb/person/day 3 *75 = 225 gallon/day; 3 *0.20 = 0.60 lb/day Total Hydraulic Loading(Q) = 300+225=525 gallon/day Total Design BODS Loading = 0.80+0.60+0.16 =1.40 lb/day Design Loading =1.5*Total Hydraulic Loading =1.5*525=787.5 jallon/dav Minimum Size of Septic Tank(V)=Q* 1.25 days V=787.5 * 125=984 (use 1000 gal) Absorption Area, (A)=Q/5*(T)"Z A=787.5/5 * 151"z= 610 s.f. EQ 36 Infiltrator Chamber Effective Area = 31.93 s.f No. Of Chambers = 610/31.93 = 20 EO 36 Infiltrators 1 A- SYLVAN LAKE STATE PARK WASTEWATER QUANTITY AND SEPTIC TANK AND ABSORPTION TRENCH DESIGN July 31, 1998 IL SOUTHERN CABIN AREA (4 Cabins, 2 Flush Toilets, I I Day User Picnic Sites, 5 Campsites, 4 Car & Boat Trailer, One Two bedroom Building with One Bath and One Kitchen) ISDS PERAM #1800-90 (1) 5 Existing Campsites Without Sewer Hydraulic Design Loading 50 gallon/unit/day; BODS Design Loading 0.17 lb/unit/day 5*50 = 250 gallon/day; 5*0.17 = 0.85 lb/day (2) 4 Cabins Hydraulic Design Loading 50 gallon/unit/day; BODS Design Loading 0.171b/unit/day 4*50 = 200 gallon/day; 4*0.17 = 0.68 lb/day (3) 11 Day User Picnic Sites Hydraulic. Design Loading 15 gallon/unit/day; BODS Design. Loading 0.12 lb/unit/day 11 * 15 =165 gallon/day; 11 *0.12 =1.32 lb/day (4) 4 Car & Boat Trailer Parking Space Hydraulic Design Loading 7.5 gallon/unit/day; BODS Design Loading 0.06 lb/unit/day 4*7.5 = 30 gallon/day; 4*0.06 = 0.24 lb/day (5) One Two -bedroom Building with One Bath and One Kitchen Hydraulic Design Loading 1.5 * 7 5 gallon/person/day BOD5 Design Loading 0.34 lb/day 1.4*4*75 = 450 gallon/day; 4*0.20 = 0.801b/day Total Design Hydraulic Loading = 250+200+165+30+450=1095 allon/dav Total BODiDesign Loading = 0.85+0.68+1.32+0.24+0.80=189lb/day Minimum Size of Septic Tank(V)=Q* 1.25 days V=1095*1.25=11§1(use 1500 gal) Absorption Area,(A)=Q/5*(T)' (Add 50 gal/day for peak cabin use) A=1195/5*15"2— 29 6 s.f. EQ 36 Infiltrator Chamber Effective Area = 31.93 s.f No. Of Chambers = 926/31.93 = 29 EO 3 6 Infiltrators 2 SYLVAN LAKE STATE PARK WASTEWATER QUANTITY SEPTIC TANK AND ABSORPTION TRENCH DESIGN July 31,1998 IIL WEST CAMPGROUND AREA (20 Campsites without Sewer, and 11 day user sites) ISDS PERMIT # 1798-98 t; (1) 20 Campsites without Sewer Hydraulic Design Loading 50 gallon/unit/day; BODS Design Loading 0.17 lb/unit/day 20*50 =1000 gallon/day, 20*0.17 =3.40 lb/day (2)11 Day User Picnic Sites Hydraulic Design Loading 15 gallon/unit/day; BODS Design Loading 0.12 lb/unit/day 11 * 15 =165 gallon/day; 11 *0.12 =1.32 lb/day . Total Design Hydraulic Loading = 1000+165 =1165 gallon/day Total Design BODs Loading = 3.40+1.32 = 4,72 lb/day Muumum Size of Septic Tank(V)=Q*1.25 days V=1165*1.25= 56 (use 1500 gal) Absorption Area, (A)=Q/5*(T)' A=116515*15'2= EQ 3 6 Infiltrator' Chamber Effective Area = 31.93 s. f No. Of Chambers = 902/31.93 = 28 EQ 36 Infiltrators 3 SYLVAN LAKE STATE PARK WASTEWATER QUANTITY SEPTIC TANK AND ABSORPTION TRENCH DESIGN July 31,1998 y IV. REMODELED EXISTING CAMPGROUND AREA WITH FLUSH TOILET -AND SHOWER (14 Campsites without Sewer, and Group Campsite) ISDS PERMIT #1801-98 (1) 14 Campsites without Sewer Hydraulic Design Loading 50 gallonhmit/day; BODS Design Loading 0.17 lb/unit/day 14*50 = 700 gallon/day, 14*0.17 =2.38 lb/day (2) Group Campsite (6-10 Camp Vehicles) Hydraulic Design Loading 15 gallon/vehicle/day; BODS Design Loading 0.12 lb/unit/day 10*15 =150 gallon/day; 10*0.12 =1.20 lb/day Total Design Hydraulic Loading = 700+150 = 850 gallon/dav Total Design BOD, Loading =2 38+120=3.58lb/day Minimum Size of Septic Tank(V)=Q*1.25'days V=850*1.25=1063 (use 1250 gal) Absorption Area, (A)=Q/5*(T)' A= 85015*1512=-b58 s.f. EQ 36 Infiltrator Chamber Effective Area =` 31.93 s.f No. Of Chambers = 658/31.93 = 21 E 3621E Infiltrators File:CASYLVAMWQ.WPD El GRAND JUNCTION LINCOLN ' O• • GEOTECHNICAL ENGINEERS -GEOLOGISTS 1441 Motor St. TEL: (970) 242-8968 Grand Junction, CO 81505 FAX: (970) 242-1561 September 3, 1998 Rolland Engineering 405 Ridges Blvd. Grand Junction, CO 81503 Re: Sieve Analysis, Delivered to the Laboratory from Sylvan Lake At your request personnel of Grand Junction Lincoln DeVore have completed a sieve analysis on a sample of material which was delivered from the above -referenced. site. The results follow. Sample I Old Stockpile ple 2 VeStockpile Sample 3 Pond Sand Sieve No. Specs 100 3/4" 99 1/2" 100 100 99 3/8" 99* 97* 98* #4 100% 86 80 97 #10 69 61 96 #20 45* 39* 94* #40 50-55% 21 19 79 #100 14.0 12.8 51.1 * #200 <15% effective size d10%mrn .02 .06 Cu 35 14 Cc 4 2 Silty Sand Silty Sand Sandy Silt This sieve analysis was completed in accordance with ASTM D-422. Rolland Engineering Sieve Analysis, Delivered to the Laboratory from Sylvan Lake September 3, 1998 Page 2 If any questions arise regarding these results or if we can be of any further assistance to you, please do not hesitate to contact this office at any time. Respectfully Submitted, GRAND JUNCTION LINCOLN VO , by: Edward M. orris PE Principal Engineer GJLD Job No.: 86887-GJ i%jig i% i � , � , • i� %ice%i�%I % • I • • 1441 Motor St. TEL: (970) 242-8968 Grand Junction, CO 81505 FAX: (970) 242-1561 September 3, 1998 Rolland Engineering 405 Ridges Blvd. Grand Junction, CO 81503 Re: Soil Permeability Testing, Delivered to the Laboratory from Sylvan Lake Personnel of Grand Junction Lincoln DeVore have completed soil permeability testing of a sample delivered to our office. The specimen was remolded to a 2.5 inch diameter, loosely tamped to 2 inches thick and was tested using the `Falling Head' test method. Following are the specimen characteristics and results of testing. Sample Initial Head Temp °C K cm/sec 1 108.59 cm 230 2x 10-3 If any questions arise regarding these results or if we can be of any further assistance to you, please do not hesitate to contact this office at any time. Respectfully Submitted, GRAND JUNCTION LINCOLN DeVORE, Inc. bv: Edward . Morris PE Principal Engineer GJLD Job No.: 86887-GJ SYLVAN LAKE STATE PARK WASTEWATER QUANTITY SEPTIC TANK AND ABSORPTION TRENCH DESIGN July 31, 1998 M WEST CAMPGROUND AREA (20 Campsites without Sewer, and 11 day user sites) ISDS PERA HT # 1798-98 (1) 20 Campsites without Sewer Hydraulic Design Loading 50 gallon/unit/day; 20*50 = 1000 gallon/day, (2)11 Day User Picnic Sites Hydraulic Design Loading 15 gallon/unit/day; 11 * 15 =165 gallon/day; BODS Design Loading 0.17 lb/unit/day 20*0.17=3.401b/day BOD5 Design Loading 0.12 lb/unit/day 11*0.12 =1.32lb/day. Total Design Hydraulic Loading = 1000+165 =1165 gallon/day Total Design BODs Loading = 3..40+1-32 = 4-72 lb/day Minimum Size of.Septic Tank(V)=Q*1.25 days V=1165*1.25= 45 (use 1500 gal) Absorption Area, (A)=Q/5*(T)' A=116515*1517= 09 2 s f EQ 36 Infiltrator Chamber Effective Area = 31.93 s.f No. Of Chambers= 902/31.93 = 28 EQ, 36 Infiltrators RECEIVED A 3 1 1994 1 3 FA 7z M U) X Ul 0 U Z;r%l om o 1798-98 Tax #2383-061-OU-UUS JOB NAME 15954 Brush Creek Rd SYLVAN LAKE WEST CAMPGROUND Eagle JOB NO. B LOCATION BILL TO DATE STARTED O DATE COMPLETED DATE BILLED `F-%Q .- I y . �, 2 �' e r1 C� o S sty �-, (5,PA� �5), (:L-/ /,o o I '-(,1 /1--) JOB COST SUMMARY TOTAL SELLING PRICE TOTAL MATERIAL TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT JOB FOLDER Product 277 JOB FOLDER Printed in U.S.A. tv uo o � � O A p Q E--4 - o � Q o � A _ o � 0 x cx a i I I 1 � I IW I$ I6 1� I W W C Q 5 W LJ zt i Wi i i Ld 0 Iv CL 15101-1 co v C4 cr W r 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. 1799-98 BP NO. OWNER: COLORADO DIVISION OF PARKS PHONE: 970-434-6862 MAILING ADDRESS: P.O. BOX 700, CLIFTON, CO 81520 APPLICANT: ROBERT G. CARLSON PHONE: 970-434-6862 SYSTEM LOCATION: 15954 BRUSH CREEK RD, SYLVAN LAKE MAINTENANCE AREA TAX PARCEL NO. 2383-061-00-005 LICENSED INSTALLER: HI RIVER CONSTRUCTION, PAUL HORBETZ LICENSE NO. 51-98 PHONE: 970-464-5954 DESIGN ENGINEER: HOLLAND ENGINEERING PHONE NO. 970-243-8300 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1000 GALLON SEPTIC TANK 610 SQUARE FEET OF ABSORPTION AREA VI INFILTRATOR UNITS AS PER DESIGN. SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED 7/24/98 WITH REVISIONS AGREED UPON 7/29/98. INCREASE THE NUMBER OF INFILTRATOR UNITS FROM 11 T INSTALL IN SERIAL DISTRIBUTION IN TRENCHES, WITH A CLEANOUT BETWEEN THE TANK AND THE BUILDING AND INSPECTIO RTS IN E INEER IS RESPONSIBLE FOR FINAL INSPECTION OF SYSTEM. ENVIRONMENTAL HEALTH APPROV DATE: JULY27, 1998 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 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: 672 SQUARE FEET (VIA 21 EQ 36 TNEILTR ATOR 11NTT.0 INSTALLED CONCRETE SEPTICANK: 1000 GALLONS IS LOCATED _q0_ DEGREES AND 35 FEET FROM THE SOUTH WEST CORNER OF THE MAINTENANCE BUTT.DTNG_ COMMENTS: THE FINAL INSPECTION WAS DONE WILLIAM CARLSON OF FAGT.F. r.nTINTY ENVIRONMENTAL HEALTH ON JUNE 14, 2002. THE ENGINEER'S FINAL GEETTFTCATIQN AND AS-RUTT.T DRAwTNG WFRF RECEIVED ON MAY 13, 2002, THTS SYSTEM CAN ACCOMMOTIATR TTTF. RFASnNAT, HQTTSTN(, TTNTT Amn MAINTENANCE BUILDING. ANY ITEM NOT MEETING REQUIREMENTS WIL C CTED R OVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. r ENVIRONMENTAL HEALTH APPROVAL DATE: JUNE 19, 2002 (Site Plan MUST be attached) �} ISDS Permit APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (El Jebel) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * * * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" �ct9c9cic*klck*ic**it*Ft4c*4c***ic�ckk4c�c**4c**ic**9c�c**�c kkicFk*�ck*************kkt*ictt*k�ck PROPERTY OWNER: Gm� ot�AQo CV, O �/��\�S PHONE: MAILING ADDRESS: _0• P ox -700 G L z }= T G G¢� 't S n APPLICANT/CONTACT PERSON: ►3E: (470��y-(� MAILING ADDRESS: • O )c '7 Dd . G L l �= Tc� L�o LICENSED ISDS CONTRACTOR: v �� d R t��-[' Z PHONE: COMPANY /DBA: i R1 V>c2 �N T• ADDRESS: JE G t-- t �T®N Gcn, PERMIT APPLICATION IS FOR: () New Installation ( ) Alteration ( ) Repair LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit # d A- (if known) Legal Description: Subdivision: Filing:_Block: Lot No. Tax Parcel Number:-� �_ �_� Lot Size: _ Street Address: 15 16- ******************************************************** ***************** BUILDING TYPE: (Check applicable category) ( ) Residential/Single Family Number of Bedrooms ( ) Residential/Multi-Family* Number of Bedrooms (� Commercial/Industrial* Type TYPE OF WATER SUPPLY: (Check applicable category) ( ) Well (>4 Spring ( ) Surface ( ) Public Name of Supplier: *These systems re it desig by a Reg'stered Professional Engineer SIGNATURE: Date: %- -7- TO BE COMPLETED BY THE COUNTY AMOUNT PAID: RECEIPT DATE: A g CHECK #: 7 CASHIER: ,rAjdt d 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 19, 2002 Colorado Division of Parks Attn: Robert Carlson P.O. Box 700 Clifton, CO 81520 Raymond P. Merry, REHS Director RE: Final of ISDS Permit #1799-98, Tax Parcel #2383-061-00-005. Property location: 15954 Brush Creek Rd., Eagle, CO. Dear Mr. Carlson: 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 tvu-)rl 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 ROLLAND ENGINEERING 405 RIDGES BOULEVARD, SUITE A GRAND JUNCTION, COLORADO 81503 (970) 243-8300 May 13, 2002 attn: Bill Carlson, R.E.H.S. Eagle County Department of Community Development Eagle County Building, 500 Broadway Eagle Colorado 81631 Re: Sylvan Lake - Individual Sewage Disposal System Maintenance Area Dear Bill: Please find attached an As -Built drawing for Sylvan Lake State Park Water and Sewer Plan. As - Built information was collected on October 21, 1998. "EQ-36" Infiltrator chambers were installed in series at quantities and location as indicated on the As -Built plan.. I certify that on October 21, 1998, the Individual Sewage Disposal System was installed at the above referenced location according to design specifications. i ISDS Permit # c Date (-- . W ! "-i_ ea Z_ ISDS Final InBoeation completeness Form Tank is '' gal. Tank Material Tank is located aLf t . and �degrees cpa..o.ne l.oastd Tank is located ft. and degrees from 1pezmuimc Lumbmrh) &L'CoR Tank set level. Tank lids within 8" of finished grade. i size of field <-7_) Z ft2 �- its lineal ft. Technology c' C• ! '� r a e S Cleanout is installed in between tank and.4&ense-C+ /100ft). P,,y 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. ./ Tdnk ;has two • dompartments with the.,= anger-.�..gpMpartment closest to house. - 2'S -.Measure: distance and relative dirept -, to, -field; . E-43Depth of field. ft . -25.'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 'removed from trenches, etc.) � -- Type of pipe used for building sewer leach field Other -� Inspection meets requirements. Copy form to installer's file if recommendations for improvement Mere suggested. ACTION TAKEN: f f , %,&O .aai u lrah Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Field 100 so 25 20 10 50 10 5 10 50 ME 25 10 10 10 * 10 r GEOLOCIC AND GEOTECHNICAL ENGINEERING EXPLORATION SYLVAN LAKE EAGLE COUNTY, COLORADO Prepared For: ROLLAND ENGINEERING 405 Ridges Blvd. Grand- Juncti-cn, CO Prepared By: LINCOLN-DeVORE, INC. 1441 Motor Street Grand Junction, CO 81505 August 30, 1995 TABLE OF CONTENTS Page No. INTRODUCTION 1 FINDINGS 2 g-EN RAL SITE GEOLOGY 5 GEOLOGIC HAZARDS AND DEVELOPMENT CONSTRAINTS g SEWAGE DISPOSAL 14 EXPLORATION PITS, LABORATORY TESTS AND RESULTS 15 CONCLUSIONS AND RECOMMENDATIONS 18 FOUNDATIONS 20 CONCRETE SLABS ON GRADE 23 EARTH RETAINING STRUCTURES 25 REACTIVE SOILS 26 LIMITATIONS 27 E FINDINGS SITE DESCRIPTION The project site is located in the North half :of the Northeast Quarter of Section.6, Township 7S, Range 83W of the 6th Principal Meridian, Eagle County, Colorado. More specifically the site is located on the North side of Sylvan Lake, along the West Brush Creek Road. Physiographically, the site lies in the Northeastern corner of the Colorado Plateaus Province, West of the Gore Range and North and West of the Swatch Range of the Rocky Mountains. The site is situated at the intersection of West Brush Creek and Sneve Gulch. The site is located in a rather deep canyon with Hardscrabble Mountain to the Northwest, Red Table Mountain to the South and Southwest and unnamed moun- tains to the Southwest. Topographic relief on the site is moder- ate with elevations ranging from a low of approximately 8420' above sea level to a high e of 8600' above sea level, for the area proposed for development. The slopes rise rapidly from this valley, beyond the margins of the proposed development. Natural slopes within the development range form 5% to 12% with some small areas exhibiting 15%-20%. Slopes adjacent of the develop - meet area range from 30%-70%. The topography on the site generally decreases from the East side to the West. Site drainage is somewhat variable with the majority of runoff traveling from the Northeast to -*the West, into West Brush Creek. A small portion--i-n- 2 primarily intercepted by the drainage along the County Road and also appears to flow only intermittently. Vegetationis somewhat variable across the site, with thicker vegetation, including Aspens and Ever- greens in the Northeast corner (within the minor gully feature). The majority of the site is characterized by sparse Sagebrush and grasses due to poorly developed soils and the well drained soils which rapidly remove surface water in a downward direction. Past use of the site appears to have consisted mainly of stock grazing and hay production. More re- sently, the lad has been used as a low density campground associ- lated with the Sylvan Lake State Park. 4 essentially a modification of the land forms established during the geologic past. Bedrock Deposits ,The bedrock beneath the majority of this site is the Maroon Formation of Permian and Pennsylvian age. The Maroon Formation consist of a thick series of sandstones, con- glomerates and mudstones which are generally maroon and grayish red in color. The lower portion of the Maroon Formation inter - tongues with the Eagle Valley Formation. The Maroon Formation is well exposed on the slopes to the East of the State Park. North of the Sylvan Lake Park and par- tially beneath the undeveloped portion to the Northwest, the State Bridge Formation is exposed on the upper slopes. The State Bridge Formation of lower triassic and permian in age is a thick series of siltstones and sandstones which are of orange -red to red -brown in color. The State Bridge Formation is quite a bit younger in age than the Maroon Formation but is near the same elevation topographically doe to movement along a prominent fault which trends generally East to West in this area. This fault is part of a large series of faults which essentially mark--_thd' perimeter of Hardscrabble Mountain, to the Northwest. The Maroon Formation and State Bridge Formation are underlain by the Eagle Valley Formation and Evapo- rate of Pennsylvanian age. The Eagle Valley Formation is not exposed on this site but is well exposed on the higher slopes immediately West of Sylvan Lake. a GEOLOGIC HAZARDS AND DEVELOPMENT CONSTRAINTS There are no major hazards on the site that would preclude the proposed development of the campground however, there are me site characteristics that will have significant effects on the proposed development. Suitable miti- gation techniques will vary according to the severity of the hazard at the particular location in question. Flooding and Debris Flow Sylvan Lake is at or near the juncture of 4 significant valleys. Of these 4 valleys, Sneve Gulch ap- pears to be the most important as the debris fans from this gulch essentially cover the entire site proposed for development. On -site observations of the existing gullies in the lower Snev.e site Alluvium indicate that signifi- cant water flows are fairly common, probably due to thunderstorm activity in the upper basin. In addition, significant debris is periodically transported along these gullies. Several areas of recent debris movement were observed during our field observa- tions and the topographic mapping suggest additional areas which should be of concern. For purposes of this report, the mapping of the debris flow activity is divided into 3 zones, ranging from high hazard to low hazard. The high hazard debris flow zone is located along existing gullies which show evidence of recent and apparently on -going flood flow and debris movement. Very-1-ittle- ed would be the most critical for slope stability, particularly during or immediately after snowmelt and runoff. Excavations deeper than 6' should be properly laid back or supported. Any such safety provisions shall conform to reasonable industry. safety practices and to applicable OSHA regulations. Load Carrying Ability of the Soils The unconsolidated soils on this site are generally loosely deposited, fairly porous, dry and prone to long term and short term settlement. These lower density soils are prone to settlement upon the application of foundation loads if the maximum allowable bearing capacity of the soils is exceed- ed. Typical mitigation techniques include proper foundation design, the possibility of special site treatment or preparation prior to foundation construction and proper final grading and control of surface drainage. It is important the soils not be allowed to become saturated at or below foundation level. Corrosion The soils on this site have a moderate sulfate content and are mildly corrosive to concrete. Sulfate attack can be mitigated by the use of concrete with cement re- sistant to sulfate attack. Frost Heaving Silty and silty clay soils such as those found on portions of this site are susceptible to frost heaving. Proper design of road sections and maintaining adequate drainage 10 tion of the proposed maintenance structures will be necessary to minimize building damage due to debris flow activity. In addi- tion, small diversion structures may be required. Such struc- tures can be constructed with earth and rock or with earth rein- forced timbering. The flow channels and diversion structures must be periodically inspected and cleaned of debris, as re- quired. Seismicity The site is located adjacent to and possibly over a large fault which is part of a fault complex which comprises the perimeter of Hardscrabble Mountain. In addition, another fault is present immediately Southwest of the site, along the Southwest side of Sylvan Lake. No evidence of recent earthquakes or faultings were found on or near the site during our field exploration. No earthquake epicenters within 30 miles of the site are recorded. The faults around the perime- ter of Hardscrabble Mountain are generally considered to be inac- tive at this time. Consequently, the seismic risk in the site area appears to be comparatively low. The historical record of seismic events in Colorado is too short to allow an adequate assessment of the earthquake potential in the state. According to the Seismic Risk Map of the United States (Altermissen, 1969), the entire state lies in Zone 1-minor damage, in which earthquakes of the modified Mercalli intensity of VI or less may occur. Several earthouakPc of intensity VII have been recorded in Colorado in the recent past. In addition, geologic evidence indicates that larger 12 SEWAGE DISPOSAL A conventional septic tank and absorp- tion field sewage disposal system is proposed for this improved campground and park facility. Portions of the site that will be suitable for locating conventional absorption fields will be limited to (1) the presence of thin soils and very rocky subsoils with a very fast percolation rate and (2) the location of the High Debris Flow Hazard areas. Several exploration pits were excavated across the site. At each location, the soils were visually identified and evaluated for their potential of providing proper treatment of sewer affluent and final disposal of the treated fluids. One area was selected on the North side of the West Brush Creek County Road, within a moderate debris flow hazard area and a second area was tested near the East side of the existing campground in a low Geologic Hazard area.. At each location, the exploration pit was excavated with 2 steps. At the ground surface and on each step, a shallow percolation test hole was hand excavated, pre- soaked and successive time and water levels were recorded. Percolation rate in minutes per inch was calculated for each interval by dividing the elapsed time by the change in water level in inches. Percolation Test Percolation, Rates-Minutes/Inch surface -2 1/2' -5' P1 5 1/8 4 1/4 3 3/8 P2 8 1/2 5 1/4 4 3/4 14 be 1100 psf, with no minimum dead load pressure required. The finer grained portion of this Soil Type contains sulfates in detrimental quantities. The surface soils are deposited over the dense formational material of the Maroon Formation of Penn- sylvanian and Permian Age. The'Maroon Formation can broadly be described as a grayish -red to reddish -orange siltstone and sand- stone, which also contains beds or layers of grayish -red and pale maroon arkosic sandstone. This formational rock, when weathered, can be subject to moderate degrees of -piping, hydrocompaction and low to moderate swelling. It often contains moderate levels of sulfates. The Maroon Formation was not encountered during our subsurface exploration at depths of 10 feet. It is not anticipat- ed The Maroon Formation will affect the design and construction of the improvements on this site. GROUND WATER: No free water surface was encountered in any of the test pits to the depths excavated. However, some very moist conditions were encountered in the lower portion of many of the exploration pits. In our opinion the true free water surface is fairly deep in this area, and hence, should not affect con- struction. Seepage moisture may affect construction if surface drainage is not properly controlled. However, it should be noted that there is`a considerable potential for seepage water on this site, particularly during wetter (snowmelt) seasons. Seepage can be expected in the upper colluvium in wet seasons. Seepage could 16 CONCLUSIONS AND RECOMMENDATIONS GENERAL DISCUSSION No geologic conditions were apparent during our reconnaissance which would preclude the site develop- ment as planned, provided the recommendations contained herein are fully complied with. Based on our investigation to date and the knowledge of the proposed construction, the site condition which would have the greatest effect on the planned development is the Moderate and High Debris Hazard Areas. No major difficulties are anticipated in the course of excavating into the surficial soils on the site. It is probable that safety provisions such as sloping or bracing the sides of excavations over 4 feet deep will be necessary. Any such safety provisions shall conform to reasonable industry safety practices and to applicable OSHA regulations. The OSHA Classifi- cation for excavation purposes on this site is Soil Class B for the dry to slightly moist soils and Soil Class C for .very moist to wet soils. In general, we recommend all structural fill in the area -beneath any proposed structure or roadway be compacted to a minimum of 90% of its maximum modified Proctor dry density (ASTM D1557). This structural fill should be placed in lifts not to exceed six (6) inches after compaction. We recommend that fill be placed and compacted at approximately its optimum moisture content (+/-2%) as determined by ASTM D 1557. Structural fill should be a granular, non -expansive soil. We recommend that all backfill placed around the exterior of the buildings, and in utility trenches 18 FOUNDATIONS We recommend the use of a conventional shallow foundation for the proposed structures consisting of continuous spread footings beneath all bearing walls and isolated spread footings beneath all columns and other points of concen- trated load. Such a shallow foundation system, resting on the alluvial/debris fan deposits (silty clayey gravels), may. be de- signed on the basis of an allowable bearing capacity of 1100 psf maximum. No minimum dead load is required. Contact stresses beneath all continuous walls should be balanced to within + or - 150 psf at all points. Isolated interior column footings should be designed for contact stresses of about 150 psf less than the average used to balance the continuous walls. The criterion for balancing will depend somewhat upon the nature of the structure. Single -story, slab on grade structures may be balanced on the basis of dead load only. Multi -story structures may be balanced on the basis of dead load Plus 1/2 live load, for up. to 3 stories. It should be noted that the term "foot- ings" as used above includes the wall on grade or "no foot:---"-' ing" type of foundation system. On this particular site, the use of a more conventional footing, the use of a very narrow footing or Possibly a "no footing" will. depend entirely upon the foundation loads exerted by the structure. We would anticipate the use of narrow footings on this site. Stem walls for shallow foundation sys- 20 . FROST PROTECTION We recommend that the bottom of all foundation components rest a minimum of 2 1/2 feet below finished grade or as required by the local building codes. Foundation components must not be placed on frozen soils. Structural slab -on -grade (Monolithic) foundation systems typically have an effective soil cover of less than 12 inches. Under normal use, the building and foundation system radiates sufficient heat that frost heave from the under- lying soils is not normally a problem. However, additional pro- tection can be provided by applying an insulation board to the exterior of the foundation and extending this board to approxi- mately 18 inches below the final ground surface grade. This board may be applied either prior to or after the concrete is cast and it is very important that all areas of soil backfill be compact- ed. Local building officials should be consulted for regulatory frost protection depths: t i L Problems associated with slab 'curling' are usually minimized by proper curing of the placed concrete slab. This period of curing usually is most critical within the first 5 days after placement. Proper curing can be accomplished by continuous water application to the concrete surface or, in some instances by the placement of a 'heavy' curing compound, formulated to minimize water evaporation from the concrete. Curing by continuous water application must be carefully under- taken to prevent the wetting or saturation of the subgrade soils. 1 24 REACTIVE SOILS Since groundwater near the State Bridge, Maroon or Eagle Valley Formations typically contains sulfates in quantities detrimental to a.Type I cement, a Type II or Type I -II or Type II-V cement is recommended for all concrete which is in contact with the subsurface soils and bedrock. Calcium chloride should not be added to a Type II, Type I -II or Type II-V cement under any circumstances. 4 ft recommendations can be provided, if appropriate. Lincoln DeVore makes no warranty, either expressed or implied, as to'the findings, recommendations, speci- fications or professional advice, except that they were prepared in accordance with generally accepted professional engineering practice in the field of geotechnical engineering. E 28 SYLVAN LAKE STATE PARK WASTEWATER QUANTITY SEPTIC TANK AND ABSORPTION TRENCH DESIGN July 31, 1998 I. MAINTENANCE AREA (4 Bedroom House, 1 Trailer and 1 Maintenance Office Building) ISDS PERMIT #1799-98 (1) 4 bedroom Seasonal Housing with Sewer Hydraulic Design Loading 75 gallon/room/day; BODS Design Loading 0.20 lb/room/day 4*75 = 300 gallon/day; 4*0.20 = 0.80 lb/day (2) One Trailer with Water and Sewer Hook-up (Assuming 3 person) Hydraulic Design Loading 75 gallon/person/day; BODS Design Loading 0.20 lb/person/day 3*75 = 225 gallon/day; 3*0.20 = 0.60 lb/day Total Hydraulic Loading(Q) = 300+225=525 gallon/day Total Design BODS Loading = 0.80+0.60+0.16 =1.40 lb/day Design Loading =1.5*Total Hydraulic Loading =1.5*525=787.5 �allon/dav Minimum Size of Septic Tank(V)=Q* 1.25 days V=787.5 * 1.25=984 (use 1000 gal) Absorption Area, (A)=Q/5*(T)' A=787.5/5*15"2= 610 s.f. EQ 36 Infiltrator Chamber Effective Area = 31.93 s.f No. Of Chambers = 610/31.93 = 20 EO 36 Infiltrators 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: July 27, 1998 TO: Hi River Construction 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. 1799-98. Tax Parcel # 2383-061-00-005. Property Location: 15954 Brush Creek Rd., Sylvan Lake maintenance area. Enclosed is your ISDS Permit No. 1799-98. It is valid for 120 days. 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. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Your TCO will not be issued until our office receives this certification. 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. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Holland Engineering 1799-98 Tax #2383-061-00-005 JOB. NAM 15954 Brush Creek Rd SYLVAN LAKE MAINTENANCE AREA Eagle JOB NO. LOCATION BILL TO DATE STARTED 6— DATE COMPLETED DATE BILLED ®o-. bvyL 3 A,,,L-. � w sa -7 $ -. � n a,k ,G c,�s e-('Y Z/ - z LI ag—cz S l Wei-,��� �-- e'4ck �� , � JOB COST SUMMARY a- ' - TOTAL SELLING .PRICE 14 TOTAL MATERIAL TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT JOB FOLDER Product 277 JOB FOLDER Printed In USA 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. 1800-98 BP NO. OWNER: COLORADO DIVISION OF PARKS PHONE: 970-434-6862 MAILING ADDRESS: P.O. BOX 700, CLIFTON, CO 81520 APPLICANT: ROBERT G. CARLSON PHONE: 970-434-6862 SYSTEM LOCATION: 15954 BRUSH CREEK RD, SYLVAN LAKE SOUTHERN CABIN AREA TAX PARCEL NO. 2383-061-00-005 LICENSED INSTALLER: HI RIVER CONSTRUCTION. PAUL HORBETZ LICENSE NO. 51-98 PHONE: 970-464-5954 DESIGN ENGINEER: HOLLAND ENGINEERING PHONE NO. 970-243-8300 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1500 GALLON SEPTIC TANK-1±45 SQUARE FEET OF ABSORPTION AREA VIA 29 STANDARD OR EO 36 INFILTRATOR UNITS PER DESIGN. SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN REVISIONS DATED 7-27-98. INSTALL IN SERIAL DISTRIBUTION IN TRENCHES, WITH A CLEOANOUT BETWEEN THE TANK AND THE BUILDING AND INSPECTION PORTS IN EACH TRENCH. ENGINEER IS RESPONSIBLE FOR FINAL INSPECTION. ENVIRONMENTAL HEALTH APPROVAL: DATE: JULY 27, 1998 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 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: 950 SQUARE FEET (VIA 30 EQ 36 INFILTRATOR UNIT$ INSTALLED CONCRETE SEPTIfANK: 150 GALLONS IS LOCATED 2f),Q DEGREES AND 9 9 FEET FROMTIIR CONCRETE COMMENTS: THE FINAL INSPECTION WAS DONE BY WILLIAM CARLSON OF EAGLE COUNTY ENVIRONMENTAL HEALTH ON JUNE 14, 2002. THE ENGINEER'S FINAL CERTIFICATION AND AS -BUILT DRAWING WERE RECEIVED ON MAY 13 2002. THIS SYSTEM IS FOR THE SOUTHERN CABIN, ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORR TE RE F AL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL DATE: JUNE 19, 2002 (Site Plan MUST be attached) s <E� Y L V A ]J �, 4 VN E ISDS Permit # O `` / 0 s �vT 14 F—i2Q IZ:)4 ►,7 ��IL-4 APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (El Jebel) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * * * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: Gm� ot�AQo �V, OF PHONE: 1970) -/3y- - MAILING ADDRESS: APPLICANT/CONTACT PERSON* 6211, ��L�HONE• (470) ���-Cv�'fa MAILING ADDRESS: LICENSED ISDS CONTRACTOR: PA V A a R r-!:;, Z PHONE: _ 9Vo) COMPANY/DBA: ADDRESS: Sot ] TZo�D e t., PERMIT APPLICATION IS FOR: (>c) New Installation ( ) Alteration ( ) Repair LOCATION OF PROPOSED INDrIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit # ' y ° A - ( if known) Legal Description: Subdivision: Filing:_Block: Lot No. Tax Parcel Number: -(,2- _LLot Size: _ Street Address: BUILDING TYPE: (Check applicable category) ( ) Residential/Single Family Number of Bedrooms ( ) Residential/Multi-Family* Number of Bedrooms (xl Commercial/Industrial* Type TYPE OF WATER SUPPLY: (Check applicable category) ( ) Well (>4 Spring ( ) Surface ( ) Public Name of Supplier: *These syste require design b a egistered Professional Engineer SIGNATURE: Date: �' —7 " *************************************************************************** TO BE COMPLETED BY THE COUNTY AMOUNT PAID: 5 o RECEIPT #: o U�� DATE: CHECK #: CASHIER: 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: July 27, 1998 TO: Hi River Construction 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. 1800-98. Tax Parcel # 2383-061-00-005. Property Location: 15954 Brush Creek Rd., Sylvan Lake southern cabin area. Enclosed is your ISDS Permit No. 1800-98. It is valid for 120 days. 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. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Your TCO will not be issued until our office receives this certification. 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. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Holland Engineering 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 19, 2002 Colorado Division of Parks Attn: Robert Carlson P.O. Box 700 Clifton, CO 81520 Raymond P. Merry, REHS Director RE: Final of ISDS Permit #1800-98, Tax Parcel #2383-061-00-005. Property location: 15954 Brush Creek Rd., Eagle, CO. Dear Mr. Carlson: 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, R 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 ROLLAND ENGINEERING 405 RIDGES BOULEVARD, SUITE A GRAND JUNCTION, COLORADO 81503 (970) 243-8300 May 13, 2002 attn: Bill Carlson, R.E.H.S. Eagle County Department of Community Development Eagle County Building, 500 Broadway Eagle Colorado 81631 Re: Sylvan Lake - Individual Sewage Disposal System Southern Cabin Area Dear Bill: Please find attached an As -Built drawing for Sylvan Lake State Park Water and Sewer Plan. As - Built information was collected on October 21, 1998. "EQ-36" Infiltrator chambers were installed in series at quantities and location as indicated on the As -Built plan.. I certify that on October 21, 1998, the Individual Sewage Disposal System was installed at the above referenced location according to design specifications. of Uj t . 'neering v� o OF.C()Leff C,, - Ism Permit # ! I —7� Date Teng Final Inspection ' � lete��ese Form . '—'Tank is Le—O'C*gal. Tank Material PJ j p A Tank is located 2-S f t . and degrees fro► L2' ^, C- A � Tank is located ft. and(Pwmumudegrees frtw - i -qAq Tank set level. ° '-:)_Tank lids within 8" of finished grade. Size of field 2. t2 units lineal ft. Technology. . S Cleanout is installed in between tank and house(+ 1/100ft). AIL There is a "T" that goes down 14 inches in the inlet and outlet of the tank: er Inlet . and outlet is sealed with tar. -,tape;- rubber gasket etc. 0 Tdnk -has t*o dompartments with the..-xarger.:c gpartmeat closest to the house. ::.Meadsure. distance and relative Depth of field. ft. -Soil interface raked. -. Inspection portals at the .end of each trench.. Proper distance to setbacks. wChambers properly installed as per manufacturer$ specifications. (Chambers latched, end plates properly installed, rocks 'removed from trenches, etc.) Type of pipe used for building sewer line leach field Other " Inspection meets rauiremeats. copy form to installer's file if recommendations for improvement.were suggested. ACTION TAKEN: el-P.' *:-1 V eq/10 Setbacks Well Potable House Property Lake Water Lines line Stream Dry Tank Drain Gulch Field 100 25 20 10 50 25 10 10 50 10 5 10 50 10 * 10 GEOLOCIC AND GEOTECHNICAL ENGINEERING EXPLORATION SYLVAN LAKE EAGLE COUNTY, COLORADO Prepared For: ROLLAND ENGINEERING 405 Ridges Blvd. Grand- Junction, CO Prepared By: LINCOLN-DeVORE, INC. 1441 Motor Street Grand Junction, CO 81505 August 30, 1995 TABLE OF CONTENTS Page No. INTRODUCTION 1 FINDINGS 2 GJFNERAL SITE GEOLOGY - 5 GEOLOGIC HAZARDS AND DEVELOPMENT CONSTRAINTS g SEWAGE. DISPOSAL 14 EXPLORATION PITS, LABORATORY TESTS AND RESULTS 15 CONCLUSIONS AND RECOMMENDATIONS 18 FOUNDATIONS 20 CONCRETE SLABS ON GRADE 23 EARTH RETAINING STRUCTURES 25 REACTIVE SOILS 26 LIMITATIONS 27 d f FINDINGS SITE DESCRIPTION The project site is located in the North half :of the Northeast Quarter of Section 6, Township 7S, Mange 83W of the 6th Principal Meridian, Eagle County, Colorado. More specifically the site is located on the North side of Sylvan Lake, along the West Brush Creek Road. Physiographically, the site lies in the Northeastern corner of the Colorado Plateaus Province, West of the Gore Range and North and West of the Swatch Range of the Rocky Mountains. The site is situated at the intersection of West Brush Creek and Sneve Gulch. The site is located in a rather deep canyon with Hardscrabble Mountain to the Northwest, Red Table Mountain to the South and Southwest and unnamed moun- tains to the Southwest. Topographic relief on the site is moder- ate with elevations 'ranging from a low of approximately 8420' above sea level to a high 1 of 8600' above sea level, for the area proposed for development. The slopes rise rapidly from this valley, beyond the margins of the proposed development. Natural slopes within the development range form 5% to 12% with some small areas exhibiting 15%-20%. Slopes adjacent of the develop- ment area range from 30%-70%. The topography on the site generally decreases from the East side to the West. Site drainage is somewhat variable with the majority of runoff traveling from the Northeast to -*the West, into West Brush Creek. A small portion--i-n- 2 primarily intercepted by the drainage along the County Road and also appears to flow only intermittently. Vegetation. is somewhat variable across the site, with thicker vegetation, including Aspens and Ever- greens in the Northeast corner (within the minor gully feature). The majority of the site is characterized by sparse Sagebrush and grasses due to poorly developed soils and the well drained soils which rapidly remove surface water in a downward direction. Past use of the site appears to have consisted mainly of stock grazing and hay production. More re- cently, the lad has been used as a low density campground associ- lated with the Sylvan Lake State Park. e essentially a modification of the land forms established during the geologic past. -�� Bedrock Deposits The bedrock beneath the majority of this site is the Maroon Formation of Permian and Pennsylvian age. The Maroon Formation consist of a thick series of sandstones, con- glomerates and mudstones which are generally maroon and grayish red in color. The lower portion of the Maroon Formation inter - tongues with the Eagle Valley Formation. The Maroon Formation is well exposed on the slopes to the East of the State Park. North of the Sylvan Lake Park and par- tially beneath the undeveloped portion to the Northwest, the State Bridge Formation is exposed on the upper slopes. The State Bridge Formation of lower triassic and permian in age is a thick series of siltstones and sandstones which are of orange -red to red -brown in color. The State Bridge Formation is quite a bit younger in age than the Maroon Formation but is near the same elevation topographically doe to movement along a prominent fault which trends generally East to West in this area. This fault is part of a large series of faults which essentially mark ---the perimeter of Hardscrabble Mountain, to the Northwest. The Maroon Formation and State Bridge Formation are underlain by the Eagle Valley Formation and Evapo- rate of Pennsylvanian age. The Eagle Valley Formation is not exposed on this site but is well exposed on the higher slopes immediately West of Sylvan Lake. GEOLOGIC HAZARDS AND DEVELOPMENT CONSTRAINTS There are no major hazards on the site that would preclude the proposed development of the campground however, there are me site characteristics that will have significant effects on the proposed development. Suitable miti- gation techniques will vary according to the severity of the hazard at the particular location in question. Flooding and Debris Flow Sylvan Lake is at or near the juncture of 4 significant valleys. Of these 4 valleys, Sneve Gulch ap- pears to be the most important as the debris fans from this gulch essentially cover the entire site proposed for development. On -site observations of the existing gullies in the lower Sneve Gulch Alluvium indicate that signifi- cant water flows are fairly common, probably due to thunderstorm activity in the upper basin. In addition, significant debris is periodically transported along these gullies. Several areas of recent debris movement were observed during our field observa- tions and the topographic mapping suggest additional areas which should be of concern. For purposes of this report, the mapping of the debris flow activity is divided into 3 zones, ranging from high hazard to low hazard. The high hazard debris flow zone is located along existing gullies which show evidence of recent and apparently on -going flood flow and debris movement. Very .Little- ed would •be the most critical for slope stability, particularly during or immediately after snowmelt and runoff. Excavations deeper than 6' should be properly laid back or supported. Any such safety provisions shall conform to reasonable industry safety practices and to applicable OSHA regulations. Load Carrying Ability of the Soils The unconsolidated soils on this site are generally loosely deposited, fairly porous, dry and prone to long term and short term settlement. These lower density soils are prone to settlement upon the application of foundation loads if the maximum allowable bearing capacity of the soils is exceed- ed. Typical mitigation techniques include proper foundation design, the possibility of special site treatment or preparation prior to foundation construction and proper final grading and control of surface drainage. It is important the soils not be allowed to become saturated at or below foundation level. Corrosion d The soils on this site have a moderate sulfate content and are mildly corrosive to concrete. Sulfate attack can be mitigated by the use of concrete with cement re- sistant to sulfate attack. Frost Heaving Silty and silty clay soils such as those found on portions of this site are susceptible to frost heaving. Proper design of road sections and maintaining adequate drainage 10 tion of the proposed maintenance structures will be necessary to minimize building damage due to debris flow activity. In addi- tion, small diversion structures may be required. Such struc- tures can be constructed with earth and rock or with earth rein- forced timbering. The flow channels and diversion structures must be periodically inspected and cleaned of debris, as re- quired. Seismicity The site is located adjacent to and possibly over a large fault which is part of a fault complex which comprises the perimeter of Hardscrabble Mountain. In addition, another fault is present immediately Southwest of the site, along the Southwest side of Sylvan Lake. No evidence of recent earthquakes or faultings were found on or near the site during our field exploration. No earthquake epicenters within 30 miles of the site are recorded. The faults around the perime- ter of Hardscrabble Mountain are generally considered to be inac- tive at this time. Consequently, the seismic risk in the site area appears to be comparatively low. The historical record of seismic events in Colorado is too short to allow an adequate assessment of the earthquake potential in the state. According to the Seismic Risk Map of the United States (Altermissen, 1969), the entire state lies in Zone 1-minor damage, in which earthquakes of the modified Mercalli intensity of VI or less may occur: Several earthquakes of intensity VII have been recorded in Colorado in the recent past. In addition, geologic evidence indicates that larger 12 SEWAGE DISPOSAL A conventional septic tank and absorp- tion field sewage disposal system is proposed for this improved campground and park facility. Portions of the site that will be suitable for locating conventional absorption fields will be limited to (1) the presence of thin soils and very rocky subsoils with a very fast percolation rate and (2) the location of the High Debris Flow Hazard areas. Several exploration pits were excavated across the site. At each location, the soils were visually identified and evaluated for their potential of providing proper treatment of sewer affluent and final disposal of the treated fluids. One area was selected on the North side of the West Brush Creek County Road,. within a moderate debris flow hazard area and a second area was tested near the East side of the existing campground in a low Geologic Hazard area.. At each location, the exploration pit was excavated with 2 steps. At the ground surface and on each step, a shallow percolation test hole was hand excavated, pre- soaked and successive time and water levels were recorded. Percolation rate in minutes per inch was calculated for each interval by dividing the elapsed time by the change in water level in inches. Percolation Test Percolation, Rates-Minutes/Inch surface -2 1/2' -5' P1 5 1/8 4 1/4 3 3/8 P2 8 1/2 5 1/4 4 3/4 14 be 1100 psf, with no minimum dead load pressure required. The finer grained portion of this Soil Type contains sulfates in detrimental quantities. The surface soils are deposited over the dense formational material of the Maroon Formation of Penn- sylvanian and Permian Age. The Maroon Formation can broadly be described as a grayish -red to reddish -orange siltstone and sand- stone, which also contains beds or layers of grayish -red and pale maroon arkosic sandstone. This formational rock, when weathered, can be subject to moderate degrees of -piping, hydrocompaction and low to moderate swelling. It often contains moderate levels of sulfates. The Maroon Formation was not encountered during our subsurface exploration at depths of 10 feet. It is not anticipat- ed The Maroon Formation will affect the design and construction of the improvements on this site. GROUND WATER: No free water surface was encountered in J any of the test pits to the depths excavated. However, some very moist conditions were encountered in the lower portion of many of the exploration pits. In our opinion the true free water surface is fairly deep in this area, and hence, should not affect con- struction. Seepage moisture may affect construction if surface drainage is not properly controlled. However, it should be noted that there is `a considerable potential for seepage water on this site, particularly during wetter (snowmelt) seasons. Seepage can be expected in the upper colluvium in wet seasons. Seepage could 16 CONCLUSIONS AND RECOMMENDATIONS GENERAL DISCUSSION No geologic conditions were apparent during our reconnaissance which would preclude the site develop- ment as planned, provided the recommendations contained herein are fully complied with. Based on our investigation to date and the knowledge of the proposed construction, the site condition which would have the greatest effect on the planned development is the Moderate and High Debris Hazard Areas. No major difficulties are anticipated in the course of excavating into the surficial soils on the site. It is probable that safety provisions such as sloping or bracing the sides of excavations over 4 feet deep will be necessary. Any such safety provisions shall conform to reasonable industry safety practices and to applicable OSHA regulations. The OSHA Classifi- cation for excavation purposes on this site is Soil Class B for the dry to slightly moist soils and Soil Class C for_very moist to wet soils. In general, we recommend all structural fill in the area -beneath any proposed structure or roadway be compacted to a minimum of 90% of its maximum modified Proctor dry density (ASTM D1557). This structural fill should be placed in lifts not to exceed six (6) inches after compaction. We recommend that fill be placed and compacted at approximately its optimum moisture content (+/-2%) as determined by ASTM D 1557. Structural fill should be a granular, non -expansive soil. We recommend that all backfill placed around the exterior of the buildings, and in utility trenches 18 ` •;fir•;, FOUNDATIONS We recommend the use of a conventional shallow foundation for the proposed structures consisting of continuous spread footings beneath all bearing walls and isolated spread footings beneath all columns and other points of concen- trated load. Such a shallow foundation system, resting on the alluvial/debris fan deposits (silty clayey gravels), may be de- signed on the basis of an allowable bearing capacity of 1100 psf maximum. No minimum dead load is required. Contact stresses beneath all continuous walls should be balanced to within + or - 150 psf at all points. Isolated interior column footings should be designed for contact stresses of about 150 psf less than the average used to balance the continuous walls. The criterion for balancing will depend somewhat upon the nature of the structure. Single -story, slab on grade structures may be balanced on the basis of dead load only,. Multi -story structures may be balanced on the basis of dead load Plus 1/2 live load, for up. to 3 stories. _ 1 It should be noted that the term "foot- ings" as used above includes the wall on grade or "no footing" type of foundation system. On this particular site, the use of a more conventional footing, the use of a very narrow footing or Possibly a "no footing" willdepend entirely upon the foundation loads exerted by the structure. We would anticipate the use of narrow footings on this site. Stem walls for shallow foundation sys- 91 FROST PROTECTION We recommend that the bottom of all foundation components rest a minimum of 2 1/2 feet below finished grade or as required by the local building codes. Foundation components must not be placed on frozen soils. Structural slab -on -grade (Monolithic) foundation systems typically have an effective soil cover of less than 12 inches. Under normal use, the building and foundation system radiates sufficient heat that frost heave from the under- lying soils is not normally a problem. However, additional pro- tection can be provided by applying an insulation board to the exterior of the foundation and extending this board to approxi- mately 18 inches below the final ground surface grade. This board may be applied either prior to or after the concrete is cast and it is very important that all areas of soil backfill be compact- ed. Local building officials should be consulted for regulatory frost protection depths. i 22 Problems associated with slab 'curling' are usually minimized by proper curing of the placed concrete slab. This period of curing usually is most critical within the first 5 days after placement. Proper curing can be accomplished by continuous water application to the concrete surface or,- in some instances by the placement of a 'heavy' curing compound, formulated to minimize water evaporation from the concrPt.P_ Curing by continuous water application must be carefully under- taken to prevent the wetting or saturation of the subgrade soils. i 24 R REACTIVE SOILS .j Since groundwater near the State Bridge, Maroon or Eagle Valley Formations typically contains sulfates in quantities detrimental to a Type I cement, a Type II or Type I -II or Type II-V cement is recommended for all concrete which is in contact with the subsurface soils and bedrock. Calcium chloride should not be added to a Type II, Type I -II or Type II-V cement under any circumstances. 4 N 26 ft recommendations can be provided, if appropriate. Lincoln DeVore makes no warranty, either expressed or implied, as to'the findings, recommendations, speci- fications or professional advice, except that they were prepared in accordance with generally accepted professional eng ineering practice in the field of geotechnical engineering. f 28 SYLVAN LAKE STATE PARK WASTEWATER QUANTITY AND SEPTIC TANK AND ABSORPTION TRENCH DESIGN July 31, 1998 IL SOUTHERN CABIN AREA (4 Cabins, 2 Flush Toilets, 11 Day User Picnic Sites, 5 Campsites, 4 Car & Boat Trailer, One Two bedroom Building with One Bath and One Kitchen) ISDS PERMIT #1800-90 (1) 5 Existing Campsites Without Sewer Hydraulic Design Loading 50 gallon/unit/day; BODS Design Loading 0.17 lb/unit/day 5*50 = 250 gallon/day; 5*0.17 = 0.85 lb/day (2) 4 Cabins Hydraulic Design Loading 50 gallon/unit/day; BODS Design Loading 0.17 lb/unit/day 4*50 = 200 gallon/day; 4*0.17 = 0.68 lb/day (3) 11 Day User Picnic Sites Hydraulic Design Loading 15 gallon/unit/day; BODS Design Loading 0.12 lb/unit/day 11 * 15 =165 gallon/day; 11 *0.12 =1.32 lb/day (4) 4 -Car & Boat Trailer Parking Space Hydraulic Design Loading 7.5 gallon/unit/day; BODS Design Loading 0.06 lb/unit/day 4*7.5 = 30 gallon/day; 4*0.06 = 0.24 lb/day (5) One Two -bedroom Building with One Bath and One Kitchen Hydraulic Design Loading 1.5*75 gallon/person/day BODSDesignLoading, 0.34lb/day 1.4*4*75 = 450 gallon/day; 4*0.20 = 0.80 lb/day Total Design Hydraulic Loading = 250+200+165+30+450=1095 gallon/dav Total BODjDesignLoading = 0.85+0.68+1.32+0.24+0.80 3.89lb/day Minimum Size of Septic Tank(V)=Q* 1.25 days V=1095*1.25= g (use 1500 gal) Absorption Area,(A)=Q/5*(T)''Z (Add 50 gal/day for peak cabin use) A=1 195/5 * 15'a— 926 s.f. EQ 36 Infiltrator Chamber Effective Area = 31.93 s.f No. Of Chambers = 926/3.1.9.3 =.29 EO 36 Infiltrators 2 X�Nc cr 4- s Ex SERVICE� i NEW 2» t wWATERLINE =x l 9 Orri z� 0 Z ai $ i Z� rn � 0 l Z O m--g O -z C) K \� N o r 1800-98 Tax #2383-061-00-005 JOB, NIAME 15954 Brush creek Rd. JOB NO. SYLVAN LAKE SOUTHERN CABIN Eagle LOCATION BILL TO DATE ST RTED lq,� DATE COMPLETED DATE BILLED GCO % l 00- $ 7 e � ,6 i or 2 i 0 4 42 JOB COST SUMMARY TOTAL SELLING .PRICE TOTAL MATERIAL TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS OF SELLING PRICE NET PROFIT JOB FOLDER Product 277 JOB FOLDER t; , Printed in U.S.A. NEW 15D5 21 EO 36 INFIL TR470R Ck4t-IBER5 1 TRENCA4 tv 84' WHI TE RIVER I TRENC4 tv 92' NATIONAL I000 6,41- 5EPTIC TANK WHI TE RIVER ` NA TIONAL FOREST z O w w O � z w o � cn x � o o A a � A C� A O Z 1.4 O � co d a { { f I Z{ I I � W { I I 2 I { w I I V to � o fQ 1< 15 F2000�, Foz 7:03, 1 a w� zn w x � a W � 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. 1801-98 BP NO. OWNER: COLORADO DIVISION OF PARKS PHONE: 970-434-6862 MAILING ADDRESS: P.O. BOX 700 CLIFTON CO 81520 APPLICANT: ROBERT G. CARLSON PHONE: 970-434-6862 SYSTEM LOCATION: 15954 BRUSH CREEK RD, SYLVAN LAKE EXISTING CABIN AREA TAX PARCEL NO. 2383-061-00-005 LICENSED INSTALLER: HI RIVER CONSTRUCTION. PAUL HORBETZ LICENSE NO. 51-98 PHONE: 970-464-5954 DESIGN ENGINEER: HOLLAND ENGINEERING PHONE NO. 970-243-8300 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1250 GALLON SEPTIC TANK 658 SQUARE FEET OFABSORPTION AREA VIA 22 STANDARD OR 21 EO 36 INFILTRATOR UNITS PER DESIGN. SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN REVISION DATED 7-27-98. INSTALL IN SERIAL DISTRIBUTION IN TRENCHES WITH A CLEANOUT BETWEEN THE TANK AND THE BUILDING, AND INSPECTION PORTS IN EACH TRENCH. ENGINEER IS RESPONSIBLE FOR FINAL INSPECTION. ,f ENVIRONMENTAL HEALTH APPROVALS "4,�!✓p� Cu DATE: NLY 27. 1998 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 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: 766 SQUARE FEET (VIA 24 EQ 36 INFILTRATOR UNITS) INSTALLED CONCRETE SE:PTIGANK: 2000 GALLONS IS LOCATED 2 RnDEGREES AND -15 FEET FROM THF. NORTH WEST SIDE OF THE BUILDING. COMMENTS: THE FINAL INSPECTION WAS DONE BY WTT T.TAM cAR7 snN nN Ni NE 14, 2002, THE F.NCIINFE FINAL CERTIFICATION AND AS —BUILT DRAWING WERE RFCFTVFD ON MAY 14, 9009 TTTTC QVRTEM SERVICES THE MAIN CAMPGROUND ANY ITEM NOT MEETING REQUIREMENTS WIL CO CT B RE FINA APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. DATE: ,TTTNR 19 , 2 nn ENVIRONMENTAL HEALTH APPROVALtv 'S ir (Site Plan MUST be attached)��v� ISDS Permit # 10 V 1 I U APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (El Jebel) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * * * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: G��-oCZAQv ��1, C�� �/�R\<S PHONE: MAILING ADDRESS: APPLICANT/CONTACT PERSON: Ko (�. (-'V,LS—Cf4HONE: (4-70) 42�,Ll-6o�'ld MAILING ADDRESS: LICENSED ISDS CONTRACTOR: FA U IA 0 1Z PHONE: COMPANY/DBA: 1 R1VC2 C-pmT ADDRESS: 3 Sa �Lti=Tore C� gS S2O PERMIT APPLICATION IS FOR: ( New Installation ( ) Alteration ( ) Repair LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit # N • A - ( if known) Legal Description: Subdivision: Tax Parcel Number: Street Address: _Filing:_Block: Lot No. A-D D �V_ Lot Size: _ BUILDING TYPE: (Check applicable category) ( ) Residential/Single Family ( ) Residential/Multi-Family* (751 Commercial/Industrial* TYPE OF WATER SUPPLY: (Check applicable category) ( ) Well (X) Spring ( ) Surface ( ) Public Name of Supplier: Number Number Type _ of Bedrooms of Bedrooms *These syst s require design by a Registered Professional Engineer SIGNATURE: ti Date: 7 - 7 - (� TO BE COMPLETED BY THE COUNTY /, p AMOUNT PAID: �+ RECEIPT #: 005 5 DATE: Icl C` CHECK #: CASHIER: 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: July 27, 1998 TO: Hi River Construction 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. 1801-98. Tax Parcel 9 2383-061-00-005. Property Location: 15954 Brush Creek Rd., Sylvan Lake existing campground area. Enclosed is your ISDS Permit No. 1801-98. It is valid for 120 days. 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. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Your TCO will not be issued until our office receives this certification. 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. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Holland Engineering 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 19, 2002 Colorado Division of Parks Attn: Robert Carlson P.O. Box 700 Clifton, CO 81520 Raymond P. Merry, REHS Director RE: Final of ISDS Permit 91801-98, Tax Parcel #2383-061-00-005. Property location: 15954 Brush Creek Rd., Eagle, CO. Dear Mr. Carlson: 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: Informational Brochure Final ISDS Permit cc: files OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179 ROLLAND ENGINEERING 405 RIDGES BOULEVARD, SUITE A GRAND JUNCTION, COLORADO 81503 (970) 243-8300 May 13, 2002 attn: Bill Carlson, R.E.H.S. Eagle County Department of Community Development Eagle County Building, 500 Broadway Eagle Colorado 81631 Re: Sylvan Lake - Individual Sewage Disposal System Remodeled Existing Campground Area Dear Bill: Please find attached an As -Built drawing for Sylvan Lake State Park Water and Sewer Plan. As - Built information was collected on October 21, 1998. "EQ-36" Infiltrator chambers were installed in series at quantities and location as indicated on the As -Built plan.. I certify that on October 21, 1998, the Individual Sewage Disposal System was installed at the above referenced location according to design specifications. U ,....Not ��p, a��►st�,��o�yy� Sincer Thomas D. Ro Rolland Enjzinee SYLVAN LAKE STATE PARK WASTEWATER QUANTITY SEPTIC TANK AND ABSORPTION TRENCH DESIGN July 31,1998 IV. REMODELED EXISTING CAMPGROUND AREA WITH FLUSH TOILET AND SHOWER (14 Campsites without Sewer, and Group Campsite) ISDS PERMIT #1801-98 (1) 14 Campsites without Sewer Hydraulic Design Loading 50 gallon/unit/day; BODS Design Loading 0.17 lb/unit/day 14*50 = 700 gallon/day, 14*0.17 =2.38 lb/day (2) Group Campsite (6-10 Camp Vehicles) Hydraulic Design Loading 15 gallon/vehicle/day; BODS Design Loading 0.12 lb/unit/day 10*15 =150 gallon/day, 10*0.12 =1.20 lb/day Total Design Hydraulic Loading = 700+150 = 850 gallon/dav Total Design BOD, Loading=a38+1.20=3.58lb/day Minimum Size of Septic Tank(V)=Q*1.25 days V=850*1.25=1063 Va1Val (use 1250 gal) Absorption Area, (A)--Q/5*(T)3'Z A= 850/5*151`2=-658 s.f. EQ 36 Infiltrator Chamber Effective Area = 31.93 s.f No. Of Chambers = 658/31.93 = 21 EO 36 Infiltrators File:C:\.SYLVAMWQ.WPD rd GEOLOCIC AND GEOTECHNICAL ENGINEERING EXPLORATION SYLVAN LAKE EAGLE COUNTY, COLORADO Prepared For: ROLLAND ENGINEERING 405 Ridges Blvd. Grand- Juncti'cn, CO Prepared By: LINCOLN-DeVORE, INC. 1441 Motor Street Grand Junction, CO 81505 August 30, 1995 TABLE OF CONTENTS Page No. INTRODUCTION 1 FINDINGS 2 _DIERAL SITE GEOLOGY - 5 GEOLOGIC HAZARDS AND DEVELOPMENT CONSTRAINTS g SEWAGE DISPOSAL 14 EXPLORATION PITS, LABORATORY TESTS AND RESULTS 15 CONCLUSIONS AND RECOMMENDATIONS 18 FOUNDATIONS 20 CONCRETE SLABS ON GRADE 23 EARTH RETAINING STRUCTURES 25 REACTIVE SOILS 26 LIMITATIONS 27 e . � f FINDINGS SITE DESCRIPTION The project site is located in the North half :of the Northeast Quarter of Section 6, Township 7S, Range 83W of the 6th Principal Meridian, Eagle County, Colorado. More specifically the site is located on the North side of Sylvan Lake, along the West Brush Creek Road: Physiographically, the site lies in the Northeastern corner of the Colorado Plateaus Province, West of the Gore Range and North and West of the Swatch Range of the Rocky Mountains. The site is situated at the intersection of West Brush Creek and Sneve Gulch. The site is located in a rather deep canyon with Hardscrabble Mountain to the Northwest, Red Table Mountain to the South and Southwest and unnamed moun- tains to the Southwest. Topographic relief on the site is moder- ate with elevations ranging from a low of approximately 8420' above sea level to a high of 8600' above sea level, for the area proposed for development. The slopes rise rapidly from this valley, beyond the margins of the proposed development. Natural slopes within the development range form 5% to 12% with some small areas exhibiting 15%-20%. Slopes adjacent of the develop- ment area range from 30%-70%. The topography on the site generally decreases from the East side to the West. Site drainage is somewhat variable with the majority of runoff traveling from the Northeast to -*the West, into West Brush Creek. A small portion--i-n- 2 primarily intercepted by the drainage along the County Road and also appears to flow only intermittently. Vegetationis somewhat variable across the site, with thicker vegetation, including Aspens and Ever- greens in the Northeast corner (within the minor gully feature). The majority of the site is characterized by sparse Sagebrush and grasses due to poorly developed soils and the well drained soils which rapidly remove surface water in a downward direction. Past use of the site appears to have consisted mainly of stock grazing and. hay production. More re- sently, the lad has been used as a low density campground associ- fated with the Sylvan Lake State Park. e 4 essentially a modification of the land forms established during the geologic past. -� Bedrock Deposits The bedrock.beneath the majority of this site is the Maroon Formation of Permian and Pennsylvian age. The Maroon Formation consist of a thick series of sandstones, con- glomerates and mudstones which are generally maroon and grayish red in color. The lower portion of the Maroon Formation inter - tongues with the Eagle Valley Formation. The Maroon Formation is well exposed on the slopes to the East of the State Park. North of the Sylvan Lake Park and par- tially beneath the undeveloped portion to the Northwest, the State Bridge Formation is exposed on the upper slopes. The State Bridge Formation of lower triassic and permian in age is a thick series of siltstones and sandstones which are of orange -red to red -brown in color. The State Bridge Formation is quite a bit younger in age than the Maroon Formation but is near the same elevation topographically doe to movement along a prominent fault which trends generally East to West in this area. This fault is part of a large series of faults which essentially mark--"th'e" perimeter of Hardscrabble Mountain, to the Northwest. The Maroon Formation and State Bridge Formation are underlain by the Eagle Valley Formation and Evapo- rate of Pennsylvanian age. The Eagle Valley Formation is not exposed on this site but is well exposed on the higher slopes immediately West of Sylvan Lake. a GEOLOGIC HAZARDS AND DEVELOPMENT CONSTRAINTS There are no major hazards .on the site that would preclude the proposed development of the campground however, there are me site characteristics that will have significant effects on the proposed development. Suitable miti- gation techniques will vary according to the severity of the hazard at the particular location in question. Flooding and Debris Flow Sylvan Lake is at or near the juncture of 4 significant valleys. Of these 4 valleys, Sneve Gulch ap- pears to be the most important as the debris fans from this gulch essentially cover the entire site proposed for development. On -site observations of the existing gullies in the lower Sneve Gulch Alluvium indicate that signifi- cant water flows are fairly common, probably due to thunderstorm activityin the u ` upper basin. In addition, significant debris is periodically transported along these gullies. Several areas of recent debris movement were observed during our field observa- tions and the topographic mapping suggest additional areas which should be of concern. For purposes of this report, the mapping of the debris flow activity is divided into 3 zones, ranging from high hazard to low hazard. The high hazard debris flow zone is located along existing gullies which show evidence of recent and apparently on -going flood flow and debris movement. Very 1-ittle- ed would be the most critical for slope stability, particularly during or immediately after snowmelt and runoff. Excavations deeper than 6' should be properly laid back or supported. Any such safety provisions shall conform to reasonable industry safety practices and to applicable OSHA regulations. Load Carrying Ability of the Soils The unconsolidated soils on this site are generally loosely deposited, fairly porous, dry and prone to long term and short term settlement.- These lower density soils are prone to settlement upon the application of foundation loads if the maximum allowable bearing capacity of the soils is exceed- ed. Typical mitigation techniques include proper foundation design, the possibility of special site treatment or preparation prior to foundation construction and proper final grading and control of surface drainage. It is important the soils not be allowed to become saturated at or below foundation level. Corrosion The soils on this site have a moderate sulfate content and are mildly corrosive to concrete. Sulfate attack can be mitigated by the use of concrete with cement re- sistant to sulfate attack. Frost Heaving Silty and silty clay soils such as those found on portions of this site are susceptible to frost heaving. Proper design of road sections and maintaining adequate drainage 10 tion of the proposed maintenance structures will be necessary to minimize building damage due to debris flow activity. In addi- tion, small diversion structures may be required. Such struc- tures can be constructed with earth and rock or with earth rein- forced timbering. The flow channels and diversion structures must be periodically inspected and cleaned of debris, as re- quired. Seismicity The site is located adjacent to and possibly over a large fault which is part of a fault complex which comprises the perimeter of Hardscrabble Mountain. In addition, another fault is present immediately Southwest of the site, along the Southwest side of Sylvan Lake. No evidence of recent earthquakes or faultings were found on or near the site during our field exploration. No earthquake epicenters within 30 miles of the site are recorded. The faults around the perime- ter of Hardscrabble Mountain are generally considered to be inac- tive at this time. Consequently, the seismic risk in the site area appears to be comparatively low. The historical record of seismic events in Colorado is too short to allow an adequate assessment of the earthquake potential in the state. According to the Seismic Risk Map of the United States (Altermissen, 1969), the entire state lies in Zone 1-minor damage, in which earthquakes of the modified Mercalli intensity of VI or less may occur. Several earthquakes of intensity VII have been recorded in Colorado in the recent past. In addition, geologic evidence indicates that larger 12 SEWAGE DISPOSAL A conventional. septic tank and absorp- tion field sewage disposal system is proposed for this improved campground and park facility. Portions of the site that will be suitable for locating conventional absorption fields will be limited to (1) the presence of thin soils and very rocky subsoils with a very fast percolation rate and (2) the location of the .High Debris Flow Hazard areas. Several exploration pits were excavated across the site. At each location, the soils were visually identified and evaluated for their potential of providing proper treatment of sewer affluent and final disposal of the treated fluids. One area was selected on the North side of the West Brush Creek County Road, within a moderate debris flow hazard area and a second area was tested near the East side of the existing campground in a low Geologic Hazard area.. At each location, the exploration pit was excavated with 2 steps. At the ground surface and on each step, a shallow percolation test hole was hand excavated, pre- soaked and successive time and water levels were recorded. Percolation rate in minutes per inch was calculated for each interval by dividing the elapsed time by the change in water level in inches. Percolation Test Percolation, Rates-Minutes/Inch surface -2 1/2' -5' P1 5 1/8 4 1/4 3 3/8 P2 8 1/2 5 1/4 4 3/4 14 be 1100 psf, with no minimum dead load pressure required. The finer grained portion of this Soil Type contains sulfates in detrimental quantities. The surface soils are deposited over the dense formational material of the Maroon Formation of Penn- sylvanian and Permian Age. The Maroon Formation can broadly be described as a grayish -red to reddish -orange siltstone and sand- stone, which also contains beds or layers of grayish -red and pale maroon arkosic sandstone. This formational rock, when weathered, can be subject to moderate degrees of -piping, hydrocompaction and low to moderate swelling. It often contains moderate levels of sulfates. The Maroon Formation was not encountered during our subsurface exploration at depths of 10 feet. It is not anticipat- ed The Maroon Formation will affect the design and construction of the improvements on this site. GROUND WATER: No free water surface was encountered in any of the test pits to the depths excavated. However, some very moist conditions were encountered in the lower portion of many of the exploration pits. In our opinion the true free water surface is fairly deep in this area, and hence, should not affect con- struction. Seepage moisture may affect construction if surface drainage is not properly controlled. However, it should be noted that there is 'a considerable potential for seepage water on this site, particularly during wetter (snowmelt) seasons. Seepage can be expected in the upper colluvium in wet seasons. Seepage could 16 CONCLUSIONS AND RECOMMENDATIONS GENERAL DISCUSSION No geologic conditions were apparent during our reconnaissance which would preclude the site develop- ment as planned, provided the recommendations contained herein are fully complied with. Based on our investigation to date and the knowledge of the proposed construction, the site condition which would have the greatest effect on the planned development is the Moderate and High Debris Hazard Areas. No major difficulties are anticipated in the course of excavating into the surficial soils on the site. It is probable that safety provisions such as sloping or bracing the sides of excavations over .4 feet deep will be necessary. Any such safety provisions shall conform to reasonable industry safety practices and to applicable OSHA regulations. The OSHA Classifi- cation for excavation purposes on this site is Soil Class B for the dry to slightly moist soils and Soil Class C for _very moist to wet soils. In general, we recommend all structural fill in the area -beneath any proposed structure or roadway be compacted to a minimum of 90% of its maximum modified Proctor dry density (ASTM D1557). This structural fill should be placed in lifts not to exceed six (6) inches after compaction. We recommend that fill be placed and compacted at approximately its optimum moisture content (+/-2%) as determined by ASTM D 1557. Structural fill should be a granular, non -expansive soil. We recommend that all backfill placed around the exterior of the buildings, and in utility trenches 18 ��r FOUNDATIONS We recommend the use of a conventional shallow foundation for the proposed structures consisting of continuous spread footings beneath all bearing walls and isolated spread footings beneath all columns and other points of concen- trated load. Such a shallow foundation system, resting on the alluvial/debris fan deposits (silty clayey gravels), may. be de- signed on the basis of an allowable bearing capacity of 1100 psf maximum. No minimum dead load is required. Contact stresses beneath all continuous walls should be balanced to within + or - 150 psf at all points. Isolated interior column footings should be designed for contact stresses of about 150 psf less than the average used to balance the continuous walls. The criterion for balancing will depend somewhat upon the nature of the structure. Single -story, slab on grade structures may be balanced on the basis of dead load only,. Multi -story structures may be balanced on the basis of dead load Plus 1/2 live load, for up to 3 stories. It should be noted that the term "foot- ings" as used above includes the wall on grade or- "no footing" type of foundation system. On this particular site, the use of a more conventional footing, the use of a very narrow footing or Possibly a "no footing" will. depend entirely upon the foundation loads exerted by the structure. We would anticipate the use of narrow footings on this site. Stem walls for shallow foundation sys- 20 FROST PROTECTION We recommend that the bottom of all foundation components rest a minimum of 2 1/2 feet below finished grade or as required by the local building codes. Foundation components must not be placed on frozen soils. Structural slab -on -grade (Monolithic) foundation systems typically have an effective soil cover of less than 12 inches. Under normal use, the building and foundation system radiates sufficient heat that frost heave from the under- lying soils is not normally a problem. However, additional pro- tection can be provided by applying an insulation board to the exterior of the foundation and extending this board to approxi- mately 18 inches below the final ground surface grade. This board may be applied either prior to or after the concrete is cast and it is very important that all areas of soil backfill be compact- ed. Local building officials should be consulted for regulatory frost protection depths: 22 Problems associated with slab 'curling' are usually minimized by proper curing of the placed concrete slab. This period of curing usually is most critical within the first 5 days -after placement. Proper curing can be accomplished by continuous water application to the concrete surface or, in some instances by the placement of a 'heavy' curing compound, formulated to minimize water evaporation from the concrete. Curing by continuous water application must be carefully under- taken to prevent the wetting or saturation of the subgrade soils 1 24 Since groundwater near the State Bridge, Maroon or Eagle Valley Formations typically contains sulfates in quantities detrimental to a Type I cement, a Type II or Type I -II or Type II-V cement is recommended for all concrete which is in contact with the subsurface soils and bedrock. Calcium chloride should not be added to a Type II, Type I -II or Type II-V cement under any circumstances. B 26 recommendations can be provided, if appropriate. Lincoln DeVore makes no warranty, either expressed or implied, as to*the findings, recommendations, speci- fications or professional advice, except that they were prepared in accordance with generally accepted professional engineering practice in the field of geotechnical engineering. f t CM 28 ISDS Permit # N-f -S`6 Date (�, 4 / `/- � 2, TSDS Final Inagect on Cowleteness Form Tank is gal. Tank Material (f love J-Qf 'Q Tank is located J ft. and 22� degrees from tpat�n�lae l.oanrlcl Tank is located f t . and degrees from `See FD �S '. �' /^) Ja.ummt LUWMark► Tank set level. Tank lids within 8" of finished grade. ✓ Size of field I ft- units 2-Im lineal ft. Technology r Q 3 4 .+� oa 7, T�$ e5 Cleanout is installed in between tank and house(+ 1/100ft). p ?�►� There is a "T" that goes down 14 inches in the inlet and outlet of the tank. P,-('E0Z. Inlet. and outlet is sealed with tar --,tape; rubber gasket etc. P,4-PL TOZ_ T k ;has twa _ compartments with the.-, ••urger-..,cpNgpartment closest to the....-..--,, house. 6-4 A. -21�N aaeure: distance and relative direptiam 04- Depth of field. ft. i3- '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 "removed from trenches, etc.) Type of pipe used for building sewer line , leach field Other Inspection meets reauirements. Pe)Z 4s S�,/,�`.t0lmS Aj �Q. j o2 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 50 10 5 10 50 10 * 10 rT 70 R° �l Z G� O c� 1 O n N OM c� mo(n o� o O> x coz z Z O, (Aom� \ N �X vi g »gym � P Z �rl .rt Ab rd i << " on 0.4 r'• , O tv 100 of wro �o W W OD i C) �;- ' - •� :� t m s �� M a 9 .i• �'' . trj Cr,� N All En, N ro '.i •��: V , by {{ -�"4rr,�."L' / 1 N Z ' /` '� Q1 tj o-q 51 ;i ro ro ro. p ,; ro j 1• uoi m v z a cn ry._. � .� as O O. i r , N 'D C+ N \ f N ' Pol a a CL AC VA ' CL tv CD r _ M Jbow � rt;N i t m N 14 LA Ln --• m dam:;:, 01 Q d m N a'`, o ` >m p0 ma m -1 t or m Co 0 C; to G no z A m _q m z > X? j: -1 v na r to � _......_ r , D --- --". O ' 4 i Q IOU1—Vb Tax #2383-061-00-005 JOu riAMm 15954 Brush Creek Rd. SYLVAN LAKE EXISITING Eagle dlwpPe r�6i-v JOB NO. LOCATION BILL TO DATE START D DATE COMPLETED DATE BILLED ov 7 �' �z' fie` .- ��-1/�3 f q ! � ' (i!v 1nr � /,�.` ! � � � �'�•,2�/ �co�f,�.� ,��� � n h P-4 4- /yk J-') JOB COST SUMMARY TOTAL SELLING PRICE TOTAL MATERIAL TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS OF SELLING PRICE NET PROFIT JOB FOLDER Product 277 JOB FOLDER Printed in US.A. NEW ISDS 1 TRENCH @ 68 ' L—) N L�c-� LEGEND ' = 1. ALL CONSTR:JCTION TO CONFORM TO EAGLE COUNTY STANDARDS AND SPECIFICATIONS. ? 6.5' - NFLUENT . �„� 2. ALL SEtik ER PIPE SHALL BE SDR-35 Y/ / EXISTING YARD HYDRANT 10-0' 3.0' 3 0 5 c►' 3. PERCOLATICN TEST TO BE PERFORMED PRIOR TO PLACEMENT OF INFILTRATOR CHAMBERS. 6.5' SC>_ID p plpE ` - "CLAM ANI�" - RE --ACT 5-0' 4. MAINTAIN 25 FEET SEPARATION BETWEEN POTABLE WATERLINES AND ABSORPTION TRENCHES. — — EXISTING WATER DISTRIBUTION SYSTEM - BEYOND TRENCk :GE EXCAVATE AND-, _ ; 5. INFILTRATOR CHAMBERS TO BE INSTALLED IN ACCORDANCE WITH MANUFACTURE'S STANDARDS l[ Yf-J PF�OPOSED YARD HYDRANT EXCAVATE AND STANDARD RECOMPACT 5.0' lNf7LTRATOR' 2.5' RECOirtPACT 2.5`- BELOW TRENCI+ a AND SPEIF(CATIONS. 3 BEYOND TRENCH CHAMBERS MPACT EXISTING SOIL GRE PLACWG FILL 6. a L 4" Pv� SEWER PIPE SHALL BE LAID AT 2% MIN_ GRADE. L w PROPOSED WATER DISTRIBUTION SYSTEM ISDS 3. 7. MULTIPLE INFILTRATOR TRENCHES SHALL BE CONNECTED IN SERIES, WITH 4" PVC AT THE TOP OF Thy INFILTRATOR CHAMBERS. NEW INDIVIDUAL SEWER DISPOSAL SYSTEM ABSORPTION TRENCH- DETAIL ABSORPTION TRENCH SECTION r I z rF0 o c� � w o o a o Q o � Q o z 0-4 o � a ! ! 1 i ! f I i I I f I Iz LJ w li I !J 1L !a IW IW IZ !G IV Iz IW I_j Io Iw 15 J 1" 1L i Ivi �N ! 0 z Q 0 5 W I 1 ! ! 1 I II 1 I Z f� I f f I I ! Iv 1 I f I t {o Is kw I� i0 Iv la la 00 aQDi Q I z v b 000 I 4 I� c ! � G O 1� w f� W � j - �,,. ����,� - ".' 2.0' v.� ( Y / YARD HYDRANT �- 9.0, 3.0' , 7. MULTIPLE INFILTRATOR TRENCHES SHALL BE CONNECTED IN SERIES. WITH 4" PVC AT THE c SOLID PVC PIPE 1 _ TOP OF THE INFILTRATOR CHAMBERS. WATER DISTRIBUTION SYSTEM 0� 8. ONE VIEW PDRT, INSTALLED TO MANUFACTURER'S STANDARDS, IS TO BE PLACE IN a Ea 3e EACH ROW OF INFILTRATORS. ! WATER VALVE m JNf7LTR4TOR' 9. "SEPTIC SAND" SHALL HAVE LESS THAN 15% PASSING SIEVE NO_ 200, 50-55% PASSING co o CHAMBERS SIEVE NO. 40 AND 100% PASSING SIEVE NO., OR APPROVED SIMILAR GRADATION. SANITARY CLEAN OUT 3.0' o /SDS ABSORPTION TRENCH DETAIL ABSORPTION TRENCH SECTION NEW INDIVIDUAL SEWER DISPOSAL SYSTEM 3 .Q z O - r-� w o cx z w a � cri a Q a Q E" o � Q � A o z a 0 � Ul c� a � t � F{IW iv { �Ld jauj w cr t I t a 5 W <I's �Y U 10 GC a. i 41 op Obi per, � z QIle it Z _ A,— oc �- w G1-t � W