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HomeMy WebLinkAbout611 Green Mountain Dr - 210904212009Department of Environmental Health Eagle (970) 328-8755 Fax: (970) 328-8788 El Jebel (970) 704-2700 TOLL FREE: 800-225-6136 EAGLE COUNTY P.O. Box 179 500 Broadway Eagle, CO 81631 www.eaglecounty.us APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ISDS Permit # 4 -ID —411-3 q Building Permit # 4-1 D—4/yo?� INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED) FEE SCHEDULE APPLICATION FEE $373.00 This fee includes the ISDS Permit, Site Evaluation (Percolation Test, or Soil Profile Observation) and Final Inspection. Additional fees may be charged if a re -inspection is necessary, or a pre -construction site visit or consultation is needed. The re -inspection fee is $55.00. Make all remittance payable to: Eagle County Treasurer. Property Owner: ;�e���-%hd� i;J�'� Phone: (70?,M -yZf1Y Mailing Address: IUD, i%x /077 fan 1P Colo 1?�631 Applicant/Contact Person: W ill ,Artyts Phone: r%7(2)3gd Licensed Systems Contractor:�XCar/a f License # Company/DBA: Phone: Mailing Address: Permit Application is for: 7,, New Installation (` Alteration r Repair Location of Proposed Individual Sewage Disposal System: Legal Description: 167L /_-5R9le AM& 5andiV(,5iC1_r_t Tax Parcel Number: ;�,©q ova ;a o�9 Lot Size: ; p��j aeireS Assessor's Link: www.eaglecounty.us/patie[ Physical Address: OW 1 (� re_eYl [h6un-6'm 1 J('1ye- Building Type: K Residential/Single Family Number of Bedrooms: r- Residential/Multi Family Number of Bedrooms: r- Commercial/Industrial* Type of Use: *These systems require design by a Registered Professional Engineer Type of Water Supply: r' Private Well F- Spring r Surface 57, Public If Public Name of Supplier : hmb) isIn4Pr rY,Atl 4,AA1'16hA-1A Applicant Signature : Office Use Only Amount Paid: 3.�73 o—e) Receipt#: Check#: ��� Date: �4 110 Laura Fawcett From: Laura Fawcett Sent: Friday, May 07, 2010 1:55 PM To: 'Vern L. Brock' Subject: RE: Williams septic revisions Attachments: Infiltrator Quick4 Plus Standard Chamber Quick4 Plus Standard LP Chamber 12-21-09.pdf Hi Vern, Thank you for the e-mail. Please include a soil profile log of soil types for the 8 feet profile hole P2010-1 with your stamped copy of the design. The locations of any other profile holes you observed, especially below or adjacent to the proposed leach field would be helpful to document on your plan, too. Nevertheless, you should show the location of the HP Oeotech profile hole on your design. The trenches should not be dug in the locations that the profile holes were dug because waste water could more easily infiltrate the disturbed soil instead of following the trench lengths. Also, if you are proposing the installation of 2 ft of sand in the trenches below the Infiltrator units and a maximum trench depth of 2-3 feet, please put that on the design so that the permit will be correct. Can you provide the sand specifications as well? There is a new low profile Infiltrator unit that may work well on this site in shallow trenches. I have attached the leach field sizing document from the State Health Department for your review for the low profile Infiltrator unit. Thank you, Laura From: Vern L. Brock [mailto:brockconsulting@centurytel.net] Sent: Friday, May 07, 2010 1:32 PM To: Laura Fawcett Cc: 'Vern Brock' Subject: Williams septic revisions La u ra, This letter follows the Williams septic system design revisions. In summary, the changes are as follows: 1) A current profile hole was dug at location P2010-1 and found no bedrock to 8 feet. The soil was fine grained gypsum- silt. As depicted on the H-P report dated 1999, the depth to bedrock is greater further down the slope from the house. As such, the rock retaining wall has been omitted, and the absorption trench system now has 3 shorter rows of infiltrators. Other exploratory holes were dug outside the field area to verify depth to bedrock below 4 ft., but to protect the undisturbed nature of the field, no holes are to be dug in the proposed drain field location. 2) The soil conditions very between those described on the H-P report and a more fine grained gypsum soil with no rocks. As a measure to compensate for the varying soil types, it is proposed to have course spec. sand imported and installed 2 ft. depth and full width under the infiltrators. 3) There will not be any fill allowed under the sand or any part of the septic drain field. 4) All surface drainage will be directed away from the drain field, including down spouts. 5) The depth of the infiltrators will be 2-3 ft. and will follow the contours of existing grade. A stamped set will be dropped off for your further review. Regards, Vern L. Brock, P.E. Brock Consulting, LLC 876 Mesa Drive P.O. Box 3644 Eagle, CO 81631 970.471.2121 Fax 328-0875 5/7/?010 HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154 Glenwood Springs, CO 81601 June 10, 1998 Fax 970 945-8454 Phone 970 945-7988 Scott Corbett P.O. Box 508 Avon, Colorado 81620 Job No. 198 350 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 9, Eagle Hills Subdivision, Eagle County, Colorado. Dear Mr. Corbett: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated May 20, 1998. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence will be a two story wood frame structure over a walkout basement Ievel. Basement and garage floors are proposed to be slab -on -grade. Cut depths are expected to be up to about 10 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located about,25 feet downhill to the northwest of the proposed residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site was vacant at the time of our field work. The ground surface on the lot is variable with two drainages in the northwestern portion of the lot: The drainages were dry at the time of our field work. The slope is moderately steep down to the northwest at grades between about 20% to 40%. A drainage structure has been constructed in the northwest corner of the lot. Vegetation consists of scattered sagebrush, juniper trees and weeds. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating three exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1/2 foot of topsoil, generally consist of 1 to 2 feet of medium dense silt and sand overlying hard siltstone bedrock. About 5'/2 feet of gravelly fill overlies the bedrock in Piv1. Bedrock was not encountered in the Profile Pit to the maximum depth excavated, 9 feet. Refusal to digging occurred in the pits due to the hardness of the bedrock. Results of consolidation testing performed on a relatively undisturbed sample of the silt, presented on Fig. 3, indicate low compressibility under existing moisture conditions and light loading and a low collapse potential (settlement under constant load) when wetted. The sample showed moderate to high compressibility upon additional loading after wetting. Scott Corbett June 10, 1998 Page 2 Results of a gradation analysis performed on a sample of the gravelly fill (minus 5 inch fraction) obtained from the site are presented on Fig. 4. The laboratory results are summarized on Table I. No free water was observed in the pits at the time of excavation and the soils and bedrock materials were slightly moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed bedrock materials designed for an allowable soil bearing pressure of 2,500 psf for support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose disturbed soils and bedrock and existing fill encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed bedrock. ! he hard rock could be difficult to excavate and require drilling and blasting or splitting. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced; top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at leas 45 pcf for the on -site soil and well broken bedrock as backfill. Floor Slabs: The natural ion -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath 1asement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50 % passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95 % of maximum standard Proctoir density at a moisture content near optimum. Required fill can consist of the on -site soils and well broken bedrock or imported granular fill devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience) in the area and where bedrock is shallow that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction,) such as retaining walls and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. H-P GEOTECH Scott Corbett June 10, 1998 Page 3 The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed 'at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 11/2 feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation tests were conducted on May 27, 1998 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes were dug at the locations shown on Fig. 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water, one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and consist of about 1/2 foot of topsoil overlying sand and silt. The percolation test results are presented in Table H. The percolation test results indicate an infiltration rate between 5 and 12 minutes per inch with a average of 8 minutes per inch. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. Due to the relatively fast infiltration rate, a civil engineer should review the infiltration septic disposal system design. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the H-P GEOTECH Scott Corbett June 10, 1998 Page 4 locations indicated on Fig. 1, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the ,subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Sincerely, - PAWLAK GEOTECHNICAL, INC. Jordy Z. Ad s cif P.9 71 Revie ed By: �sS "' ••••'''NG� AL E Steven L. Pawlak, P.E. JZA/ro attachments cc: Kurtz and Associates - Attn: Brian Kurtz H-P GEOTECH 940 ` 1 ` ` 940 960.E � 9w � � / 0 P 3 A, ■ PROFILES, 960 P 2 PIT DRAINAGE STRUCTURE 0 P 1 _ .. EASEMENT. -- r `1 SPIT 3 1---�---- - T - 970 980 1 ` ' 1 990..--,.__980 - \ PIT 2 \ ` PIT APPROXIMATE SCALE 1'=50' ram" HEPWORTH - PAWLAK I LOCATION OF EXPLORATORY PITS Fig.1 198 350 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES PIT 1 PIT 2 PIT 3 PROFILE PIT ELEV. = 991' ELEV. = 983' ELEV. = 972' ELEV. = 962' 0 ::.., LL- +4=40 OD-78 5 _-200=46-200=75 5 C a - C3 __.__.,.___....__.... _.......... 10 10 — LEGEND: ® FILL; gravelly sand and silt with cobbles, occasional boulders, medium dense, slightly moist, light brawn. ® TOPSOIL; slightly organic silt and sand, loose, slightly moist, brown. SAND AND SILT (SM—ML); slightly gravelly, loose to medium dense, slightly moist, light brown. SILTSTONE BEDROCK; hard, dry, gray, gypsiferous. Dolomite. �9 2" Diameter hand driven liner sample. � Disturbed bulk sample. _J Practical backhoe refusal. NOTES: 1. Exploratory pits were excavated on May 26, 1998 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of the exploratory pits were obtained by interpolation between contours on the site plan provided and checked by instrument level. Logs are drawn to depth. 4. The exploratory pit locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) —200 = Percent passing No. 200 sieve DD = Dry Density ( pcf ) LL = Liquid Limit ( % ) +4 = Percent retained on No. 4 sieve NP = Nonplastic I 198 350 1 HE WOC H - PAWLAK LOGS OF EXPLORATORY PITS 1 Fig. 2 INC. j I d W O Moisture Content = 8.1 percent Dry Density Weight = 78 pcf Sample of: Sandy Silt From: Profile Pit at 3 Feet wil Compression upon 2 0 4 U 5 6 7 �w 0.1 1.0 10 100 APPLIED PRESSURE — ksf 198 350 HEPWORTH - PAWLAK SWELL -CONSOLIDATION TEST RESULTS Fig. 3 GEOTECHNICAL, INC. U 2 _U z 2 U w 0 !w! co a J a CC 0 a w (n 0 U) t U) ui oc co FLU 1� - 0 LU 1- ma Qcr �0 Co W a U 3�J O o N O W j � 41 4� m i U) (A D O U) U in U) W 7 2 a U � U N Z f a mW 6 a J J M C7 O vZ-i N co i— LO N z y �a a d' CO t- N O Q O � w A. a °° � z o m N a o o — z E U N 00 s LO m z o W m c ; 0 �O M a O Ce) N -HT J Q� i-j r (h 0 �. a. HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 198 350 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MINJINCH) P-1 42 15 water added water added water added water added water added water added 7'/4 2 A 5 5 8A 33/4 4% 8%4 3% 4 Y2 8 4 4 6% 2% 4 6'/4 3'/2 2'/ 3% '/n 3 3 '/4 2% P-2 52 15 water added water added water added water added water added water added 8'A 1 % 6% g 7 2 5 8% 3'/4 5'A 6 2% 3 '/4 5'A 2'/2 3 3% 2% 1 2% % 2 3% 1 A 2 P-3 45 15 water added water added water added 9 A 5'% 4 12 5'% 3 2'/4 6 '/4 4 2 '% 4 1 % 2'/4 5'% 2'/4 3'A 2A % 1'A 3 1 % 1'/4 1% 'A 1% Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May 26, 1998. Percolation tests were conducted on May 27, 1998. The percolation rate was based on the last two readings of the test. 0q 00y --q4lo-2-7- oui l S- 10 - /6 - l S7 /i of/,-O*) I�V"J 1( C�r��e✓�AUri `� r� L�r 9 &Z-(e fit Us Sc �d l vi s' PROJECT PROJECT CONTACTS project description 6.u) S, Z"� kz,2u& date task/action follow-up start date completion date �Zbf'/0 W-CIL VV711Y- - 1114 3 r M4A i . fly 'J � CrZ sty d 'D LIZ J VK.S fz � � A name phone/fax e-mail e�T L01(IIam5 -70-:540-Wt3 q_/Ue )I F bro nsu,tfivc -Eicr % documents enclosed notes Lot 9 4" PVC (TYP.) CHAMBERS 2.5'X4' INSPECTION PORTS --- NQ� 15 PERC. TEST IS TEST PIT SHEET NOTES: 1. SEE HEPWORTH - PAWLAK GEOTECHNICAL. INC. (H-P) SUBSOIL STUDY AND PECOLATION TEST. JOB NO. 198350 JUNE 10. 1998 FOR THIS DESIGN. Ld 8 Kaibab F>fingNo, 2 OD cn 03 Co tol 110, PIT 1 ,..- _ , Lam✓ ,.. _ ,,. / / / {! i / / � f � � t i f ; j ] f 1001, i 296 MINE j l i 1 1 j P3 / 1 90 OD �PIT3 18) iJ t t' MINN.. PIT2 //,e s \ l \ > \ l 15 GALLON c� it Ct� @ERS o SEPTIC TANK, o j 1 / N I' CONCRETE ;>�,l� i( -- * .'' '" AUf�K i INSTALL 'LET L ---(TOTAL � 6) _ It ALT. SEPTIC DRAIN FIELD / 1 t' f / LOCATION / r % i l� = i 1 1 / � i 1• /. i ' I . / f r / 1 /./ 1 /, /" r• 1 GRAPHIC SCALE 20 / 0 10 2C / o IN FEET ) I inch = 20 ft. 44r 06 U —i cep N � J r'Np°c 0> I 00 po zFhOr IL 00 .0 J Q No c�naito� � ZW Ir.^� O2oo)°2 U U `r c (0 wW`�o 000 XO O o (,�Q it MQO�-� W W W U Z W 0Q W Q J Z Qom,. U F a- W V) (� J =�Z W J () Q W w p Z Z F- p 0 I W W W p Q 0 O U i' I— Z p O U 1 ./ W L Q I W }I m m > z _O i— Q U 0 J N O z W O LL- Cn o > z w Q of Y z Q t— U H w s z ILi i l w I 1 1 W i I � 11 w 1 !mM m ry J-j 0 0 C� J Lj Q —_ >O Z Y z ��C)U W na- U-)w F- Da- w= x SHEET SS1 WILLIAMS RESIDENCE LOT 9 0611 GREEN MOUNTAIN DRIVE EAGLE2. CO 81631 March 8, 2010 DESIGN CALCULATIONS FOR ABSORPTION TRENCH SYSTEM REFERENCES Individual Sewage Disposal Systems, Colo. Dept. of Health, Revised 1994 or Individual Sewage Disposal Systems Eagle County Regulations f(ISDS) Infiltrator Chamber Systems Septic Installation, a,atTe tion Hepworth-PawlkGeohnicaln (HSuiland percolation Test, Job No. 198 350, June 10, 1998. Because of the site conditions and slope, a Chamber Trench System is recommended for this site. DESIGN FLOWS Number of bedrooms = 5, Maximum daily Flow (Qmax) =1.5 X Ave. daily flow Qave = 5 bedrooms x 2 persons%drm x 75 gallons/person/day = 750 gpd Qmax = 750 X 1509/0 = 1125 gpd SEPTIC TANK Volume = Qmax/24hrs x 30hrs Detention V = 1406 gallons Used 1,500 Gallon (2 compartment) watertight concrete Septic Tank by FLXX or GJ Pipe or equivalent. First compartment 1000 gal, second compartment 500 gallons. ABSORPTION AREA Design percolation rate was calculated by "H-P" to be T = 8 MPI (minutes per inch) average. Based on Percolation rate of 8, and underlying sand and silt, a Long Term Acceptance Rate (LT AR) of 1.0 GALIDay/sf was used for extra conservancy in design. A = Qmax/1.0 gpd/sf A = 1125/1.0 =1125 sf INFILTRATOR CHAMBER SYSTEM IN SERIAL TRENCH DISTRIBUTION State Reduction for Trenches in Chamber System is 501/6 Square Feet per chamber is 10.0 (Quick 4) 30"x48" Final Absorption Area Required = 1125 (0.50) = 562 sf Number of Chambers = Req'd Area/10-0 sf/chamber = 562/10 = 56 Chambers * Meets Manufacturer Minimum Recommendations Use 3 Rows of Chambers per plan. Installed Infiltrator Systems, Inc. "Quick 4" Standard Chambers INSTALLATION Install all components to the required setbacks required by regulations. No over excavation allowed for septic tank. Install septic tank level. Install the delivery pipe from the residence to the septic tank and septic tank to absorption trench. All pipe to be minimum 2% slope, Schedule 40 PVC (ASTM D 2665). Install chambers level. Connect relief pipe from trench to trench per plans. Backfill and compact the pipe trench, septic tank, and chambers to manufacturer specifications. Caner inspection lids with minimum 8-inches of soil. All covers shall be child proof (100 lb. Min.). NOTES: 1. All installations met the rules and regulations of the Eagle County Environmental Health Division, Chapter 4, Individual Sewage Disposal Systems. 2. The building sewer line from the house to the septic tank minimum slope of inch per foot, verified by owner. 3. The septic tank to be installed level. The tank removable covers or manholes to within 8 inches of the finished grade, for inspection and cleaning. 4. Excavated three (3) feet wide trenches. The horizontal distance from sidewall to sidewall between the trenches approximately six (6) feet. 5. The bottom and the sidewalls of the trenches to be raked to eliminate smearing. 6. Assemble and install Infiltrator Chambers in the trenches according to the manufacturer's recommendations. 7. Backfill the sidewall area with native on -site (sandy) soil for 8. proper support- Backfill the trenches with a minimum of 12 inches of tamped soil 9. cover. Avoid vehicle traffic over the system; notified owner/contractor. MVIMU1Vi DIMENSIONS TO FACILITIES SETIC TANK TO BUILDING SETIC TANK TO WATER LINE SETIC TANK TO ABSORPTION TRENCHES ABORPTION TRENCHES TO BUILDING ABORPTION TRENCHES TO WATER LINE A13ORPTION TRENCHES TO PROPERTY LINE BLLDING SEWER TO WATER LINE BLLDING SEWER TO DRY GULCH INFILTRATOR SYSTEMS INC. QUICK4 CHAMBER LOPED SERIAL DISTRIBUTION DETAIL CROSS SECTION NOT TO SCALE ORIGINAL GRADE /-DIFFERENT ELEVATION OVERFLOW 12• CENTER -TO -CENTER SPACING PER CODE ACTUAL (MIN. REQUIRED) 15 FT (5 FT) 100 FT (10 FT) 12 FT (10 FT) 25 FT (20 FT) > 100 FT (25 FT) >40FT (25 FT) > 100 FT (10 FT) 25 FT (25 FT) ESTABLISH VEGETATIVE COVER 12"MIN., H-10 LOAD AREAS f-6' MIN., NON -TRAFFIC AREAS 36• TYP. PLEASE NOTE: AL I' iLTRATOR CHAMBERS MAY BE USED IN THIS APPLICATION INFILTRATOR SYSTEMS, INC. 6 BUSINESS PARK ROAD I INFILTRATOR SYSTEMS INC. P.O. BOX 768 OLD SAYBROOK, CT 06475 QUICK4 CHAMBER PH. (900) 221 4436 SLOPED SERIAL DIST. FX. (860) 577-7001 DETAIL CROSS SECLON W W W.INFiLTRATORSYSTEMS.COM Scale NOT TO SCALE ;Checked BCP Date 03/31/2006=Q4_SERIAL_X Drawn BY: KJB Sheet 1 Of 1 1500 Galmpadment Septic Tank _FIN • Monolithic tank meets PLAN ASTM-C-1227 Spec.f0r water and wastewater structures. -- • Butyl rubber sealard meets /� • N Outlet Fed. Spec. SS-S-210A filet ; (Provided with tank) '=--- — • All plumbing shoan in diagram is 4' SDR 25. I `'�`---- f . J I (Prodded with tank) f Ably: Al.S. SECTION 4• Push Seal gasket tyU11:81 — 10,_2" Gbncrete or haavy duty polyethylene riser system 4 � Pert # Capacity (ga,orls) Approximate Weights Tank Lid Total PGA-kO-255 1535 9,615lbs 3,900lbs 13,515lbs In;Qc;nertig : Front Range PrecatlConcrete, Inc. 5439 N- Fuh4le Highway, EwIder, Colorado BWO2 Phone (303) 442-3207 • (600) 782+07 • Fax (303) 442-3200 W WW. f1X x:om 5L 0.. INFILTRATOR SYSTEMS, INC: PLACEMENT CF FILL MATERIAL WITHIN ZONE OF DISPOSAL NJ_HC_T_X_FZD.DWG ESTABLISH VEGETATIVE COVER MOUND FOR PROPER ; iMNAGE TOPSOIL - NATIVEBACKF,LL ' W LTRATOR SYSTEMS CHAMBER . LEVEL OF INFILTRATION 4* , - ZONE OF TREATMENT ` -_ CSUITABLE SOIL*, / LIN ' 7 MIN. - ZONE OF '.SPOSAL� D PERMEABLE SOIL OR FRACTURED ROCK SUBSTRATA Sc In& S r� M �4� ff_)46.L E P t'T 9• MINIMUM 18' MAXIMUM COVER 2 t CCB-�s E SAMD ,LtWOPLTM r JG ZONE/ /- / / / / / / 4' MIN I0 N O _ Infiltrator PLACEMENT OF FILL MATERIAL WITHIN Systems, Inc. ZONE OF DISPOSAL Scale NOT TO SCALE Checked DFH Date 11/18/2004 ACAD NO. NJ_HC_T_X_M.DwG QU ICK4 STANDAR 12• 34- INFILTRATOR SYSTEMS INC. QUICK4 STANDARD CHAMBER INFILTRATOR SYSTEMS INC. QUICK4 CHAMBER SAME END SERIAL DISTRIBUTION TRENCH DETAIL (PLAN VIEW) NOT TO SCALE SLOPE INFILTRATOR SYSTEMS, INC. 6 BUISNESS PARK ROAD P.O. BOX 768 INFILTRATOR SYSTEMS INC. OLD SAYBROOK,CT06475 QUICK4 STANDARD PH. (800) 221-4436 CHAMBER DETAIL FX. (860) 577-7001 W W W.INFI LTRATORSYSTEMS.COM Scale NOT TO SCALE Checked BCP Date 03/30/2006 Q4_STDTECH Drawn By: KJB Sheet 1 Of 1 QUICK 4 STANDARD CHAMBER CENTER -TO -CENTER SPACING SEE CODE PLEASE NOTE ALL INFILTRATC CIHAMBERS MAYBE BE USED IN THIS MANNER MULTIPORT END CAP INFILTRATOR SYSTEMS, INC. 6 BUISNESS PARK ROAD INFILTRATOR SYSTEMS INC. P.O. BOX 768 QUICK4 CHAMBERS OLD SAYBROOK, CT 06475 SAME END SERIAL PH. (800) 221-4436 DISTRIBUTION FX.(860)577-7001 WWW.INFILTRATORSYSTEMS.COM TRENCH DETAIL Scale NOT TO SCALE Checked BCP Date 03/31/2006 Q4_SA_ME_END _ Drawn By: KJB Sheet 1 Of 1 QUICK4 CHAMBER INSPECTION PORT TYP CAL INSTALLATION DETAIL (Not to Scale) Option A: CHAMBER RISER TO GRADE /ATTACH CAP 6R THREADED / CLEANO JT ASS EMBLY v / „*armel Option B: INSTALLATION WITH VALVE BOX SMALL VALVE COVER BOX OR IRRIGATION VALVE BOX AT GRADE U `- (.0NLO -1 WppN00 (5> 0 Z0 1 L NC �<1 0 V)(f)00 M ZWO � O U U) .W _ 0 W ( _y 0 O00J h-Q0 Q O LL_ In W 0 m• w L.LN Q W U Z W — V) r _j Q W V) —I W Q Z — Z D � O 0 U �- Q _ U — F Q bj Z W W C� Z D 0 U W Q I (D W ml > O w Q QO o O o z 0 ATTACH CAP OR THREADED CLEANOUT ASSEMBLY COMPACT SOIL BASE TO SUPPORT BOX 4" PVC PIPE CUT TO FIT W Z Q Q 0 LNL W III W -' REST 4" PVC PIPE ON TOP OF USE HOLE SAW INSPECTION PORT SEAT. W TO CUT OUT SECURE IN PLACE WITH A PRE -MARKED CIRCLE DRYWALL SCREW W LL_ W lMM IQ I~-0Zy z I I 0c> a_, LIj INFILTRATOR SYSTEMS, INC. M a- F0 W P 6 BUISNESS PARK ROAD :D a- W = X P.O. BOX 768 INFILTRATOR SYSTEMS INC. to Q o U W I OLD SAYBROOK, CT 06475 QUICK4 STANDARD PH. (800) 221-4436 INSPECTION PORT DETAIL F WWW.INFILTRATORSYSTEMS.COM SHEET Scale NOT TO SCALE Checked BCP Date 05/19/2006 ACAD No ouio_NSPECToNPoRT Drawn BY: KJB ISheet 1 Of 1 aw.b►v w.sua� awbaawuvaa� ava auua>.auuaa aa.ra�v u��aaa .a�awaau �aa71J.7j Infiltrator Chamber System Septic Design and Installation, Current Edition NOTES: Hepworth-Pawlak Geotechnical, Inc. (H-P) Subsoil and percolation Test, Job No.198 350, 1. All installations met the rules and regulations of the Eagle County June 10,1998. Environmental Health Division, Chapter 4, Individual Sewage Because of the site conditions and slope, a Chamber Trench System is recommended for this site. DESIGN FLOWS Number of bedrooms = 5, Maximum daily Flow (Qmax) =1.5 X Ave. daily flow Qave = 5 bedrooms x 2 personslxkm x 75 gallons/person/day = 750 gpd Qmax = 750 X 150% =1125 gpd , SEPTIC TANK Volume = Qmax/24hrs x 30hrs Detention V = 1406 gallons Used 1,500 Gallon (2 compartment) watertight concrete Septic Tank by FLXX or GJ Pipe or equivalent First compartment 1000 gal, second compartment 500 gallons. ABSORPTION AREA Design percolation rate was calculated by "H-P" to be T = 8 MPI (minutes per inch) average. Based on Percolation rate of 8, and underlying sand and silt, a Long Term Acceptance Rate (LTAR) of 1.0 GAL. Day/sf was used for extra conservancy in design. A = Qmax/1.0 gpd/sf A=1125/1.0 =1125 sf INMTRATOR CHAMBER SYSTEM IN SERIAL TRENCH DISTRIBUTION State Reduction for Trenches in Chamber System is 50% Square Feet per chamber is 10.0 (Quick 4) 30"x48" Final Absorption Area Required =1125 (0.50) = 562 sf Number of Chambers = Req'd Area/10.0 sf/chamber = 562/10 = 56 Chambers * Meets Manufacturer Minimum Recommendations Use 3 Rows of Chambers per plan. Installed Infiltrator Systems, Inc. "Quick 4" Standard Chambers Disposal Systems. 2. The building sewer line from the house to the septic tank minimum slope of K inch per foot, verified by owner. 3. The septic tank to be installed level. The tank removable covers or manholes to within 8 inches of the finished grade, for inspection and cleaning. 4. Excavated three (3) feet wide trenches. The horizontal distance from sidewall to sidewall between the trenches approximately six (6) feet. 5. The bottom and the sidewalls of the trenches to be raked to eliminate smearing. 6. Assemble and install Infiltrator Chambers in the trenches according to the manufacturer's recommendations. .7. Backfill the sidewall area with native on -site (sandy) soil for proper Support- 8. Backfill the trenches with a minimum of 12 inches of tamped soil cover. 9. Avoid vehicle traffic over the system; notified owner/contractor. N31iiiM I DIMENSIONS TO FACILITIES ACTUAL (MIN. REQUIRED) SEPTIC TANK TO BUILDING 15 FT (5 FT) SEPTIC TANK TO WATER LINE 100 FT (10 FT) SEPTIC TANK TO ABSORPTION TRENCHES 12 FT (10 FT) ABSORPTION TRENCHES TO BUILDING 25 FT (20 FT) ABSORPTION TRENCHES TO WATER LINE >100 FT (25 FT) ABSORPTION TRENCHES TO PROPERTY LINE >40Fr (25 FT) BUILDING SEWER TO WATER LINE >100 FT (10 FT) BUILDING SEWER TGDRY-GULCH H 25 FT (25 FT) 1500 Gal. Single Compartment AVE - Septic Tank MAX • Monolithic tank meets PLAN ASTM-C-1227 Spec. for wader and wastewater structures. • Butyl rubber sealant meets ,�r'�-'•- Fed. Spec. SS-S-210A Inlet rJP ti Outlet (Provided pith tank) :C-- (-----=%` • All plumbing shown In _ '�- `� ` Go so diagram is 4' SDR 25. ----r .__-- (Provided with tank) wit: AL 1 S. Lbncreie or heavy duty - SECT11W polyeNene riser system S.. 4' Pssd Sam f r 1 / :. 12.. / �_ 55" Part At Capacity (pIons) Approximate Weights Tank Lid Total PCA400-255 1535 9,6151bs 3,900lbs 13,515lbs F4);Xf", rt Front Range Precast Concrete, Inc. E432 N. FooMa Highway. Boulder, Colorado 80302 Phom (303) 442-3207 • (600) 7iL}WW • Fax (303) 442-3209 t+ WW.f6tx.corn ., ,A,IT/I -IPgR/VTA� J Q Lr- /-\ I' ,2• 44e V) V)0 0 /1 ZW-If\ INSPEC TION ON PORT - O 0 rn O -1••i 52• (EFFECTIVE) V, C W v 0 -Y U _--I X 0 LL O (�WQL Q LL QUICK4 STANDARD MULTIPORT END CAP In W0 18 f MF� 8.0 �• - 3a INFILTRATOR SYSTEMS, INC. 6 BUISNESS PARK ROAD P.O. BOX 768 INFILTRATOR SYSTEMS INC. OLD SAYBROOK, CT 06475 QUICK4 STANDARD PH. (800) 221-4436 ' FX. (860) 577-7001 CHAMBER DETAIL W W W.INFILTRATORSYSTEMS.COM - Scale NOT TO SCALE Checked BCP Date 03/30/2006 Q4_STDTECH Drawn By: KJB Sheet 1 Of 1 - INFILTRATOR SYSTEMS INC. 0 QUICK4 CHAMBER ' SAME END SERIAL DISTRIBUTION M Q TRENCH DETAIL Q - (PLAN VIEW) W NOT TO SCALE _ r ` SLOPE Z (n V) - — O W -i -� 0 QUICK 4 STANDARD CHAMBER SEPTIC . W W " TANK F �y W O - 0 J (!) U U Z CENTER -TO -CENTER SEEC DE Z SPACING SEE CODE HIGH LEVEL ( 1 .' OVERFLOW Q r W W 0. �- L1..1 U -� W " -3_ 4 PVC PIPE _ (/i v V / W MULTIPORT J END CAP r _ W - I m - INFILTRATOR SYSTEMS, INC . PLACEMENT OF FILL MATERIAL WITHIN ZONE OF DISPOSAL INFILTRATOR SYSTEMS, INC. , 6 BUISNESS PARK ROAD INFILTRATOR SYSTEMS INC. P.O. BOX 768 QUICK4 CHAMBERS NJ HC_7 X FZD.DWG OLD SAYBROOK, CT 06475 PLEASE NOTE ALL INFILTRATOFO MBERS MAYBE BE USED IN THIS MANNER PH. (800) 221-4436 SAME END SERIAL FX. (860) 577 7001 DISTRIBUTION WWW.INFILTRATORSYSTEMS.COM TRENCH DETAIL N , Scale NOT TO SCALE Checked _ BCP o 0 Date 03/31/2006 Q4_SAME_END - MOUND FOR PROPER rRAINAGE ESTABUSH VEGETATIVE COVER Drawn BY: KJB _ Sheet 1 Of 1 W MINIMUM 1W MAXIMUM - - - - - - _ - _ - _ \\ .. _ ..• NATNE BAC1ffLLL - - COVER INFILTRATOR SYSTEMS INC. QUICK4 CHAMBER SLOPED SERIAL DISTRIBUTION ;�� NFlTRATOR SYSTEMS 1r-,B- - QUICK4 CHAMBER O • DETAIL CROSS SECTION j .: CHAMBER e•-1r INSPECTION PORT a - - - - NOT TO SCALE - _ - _ _ . - LEVEL of NFIL TION = : •.: '. ;.:::.•.. TYPICAL INSTALLATION ON DETAIL o U' 4� (Not to Scale) • ORIGINAL GRADE DIFFERENT ELEVATION OVERFLOW - " a `;J ` ESTABLISH VEGETATIVE COVER - itJiJE of TFtEATbtENr Option A: CHAMBER p' RISER TO GRADE 1 I I I 1 I suLTAPLI_ SOIL _ _ ... Option B: INSTALLATION WITH VALVE BOX I I r f ► I I 12- MIN., H-10 LOAD AREAS I I I I I I I G MIN., NON -TRAFFIC AREAS - - -� r:... - - TTACH CWORTHREADED CLEANOLITASSEMBLY 1 [ I 1 «;,« - - SMALL VALVE COVER BOX OR IRRIGATION VALVE BOX AT GRADE- /_ •. , / � / / / LIM ATTACH CAPTHREADED I m I 1 - 1r - /•R:'�... `�'- - - ;. CLEANOUT ASSEMBLYF wz l I I •-.. S..T / :r COMPACT SOIL BASE r PVCPFE CUT F - I I I (- _ _ _ / / 7;r r OFIT TOSUPPO-+.:.�•' :>• SUPPORT BOX _ 4' PVC PIP E CUT T O FIT T Q l� Q I I 36' TYP N. '-�' CENTER T04;ENTER SPACING ``,`>' ��' : + W PER CODE �a, '.�a �: USE HOLE SAW _ •� REST# PIC PIPE ON TOP OF !;� I . 4' MIN TO CUf OUT : y... INSPBCrON PORT SEAT. USE HOLE SAW REST 4` PVC PIPE ON TOP OF - I ( LL I PRE -MARKED CIRCLE SECUR N PLACE WITH A KECUT OUT t '' INSPECTION CTION PORT SEAT. C I I i I i ZONE OF DISPOSAL - _ _ PRE -MARKED CIRCLE ORYMOlLSCREW _ - WITH A - ( I PERMEABLE SOIL OR _ DRYWALL SCREW I I I U I I I - �—FRACTURED ROCK SUBSTRATA PLEASE NOTE: ALL INLTRATOR CHAMBERS MAY BE USED IN THIS APPLICATION I I LU I LL =_ W I I \ WFlLIBATOR SYSTEMS. INC 6 BUISNESS PARK ROAD P.O. BOX 768 r INFILTRATOR SYSTEMS INC. OLD SAYBROOK. Cr 06475 QUICK4 CHAMBER = ' PH. (8M) 221-4436 SLOPED SERIAL DIST. Fx (860) 577-?Wl DETAIL CROSS SECTION W W WJNFILTRATORSYSTL%G.COM Scale NOT TO SCALE Checked BCP Date 03/31/2006 . Q4_SERIAL_X - Drawn BY KJB • I I Sheet 1 Of 1 ( 0 N LLJ Ir Infiltrator Systems Inc. PLACEMENT OF FILL MATERIAL WITHIN ZONE OF DISPOSAL Scale NOT TO SCALE Checked DFH Date 11/1B/2004 ACAD No. Ni_Hc_' x_Fm DWG Drawn P Sheet Or INFILTRATOR SYSTEMS, INC. 6 BUISNESS PARK ROAD P.O. BOX 768 OLD SAYBROOK, CT 06475 PH. (80) 221-4436 • ' FX.(860)577-7001 001 F~-QZY z i m f (� W W I h— v Q o U w I i I I I I I INFILTRATOR SYSTEMS INC. QUICK4 STANDARD INSPECTION PORT DETAIL WWW.INFILTRATORSYSTEMS.COM C C "T- SHEET Scale NOT TO SCALE J e e I Checked _ BCP Date 05/19/2006 cn S 2 a ACAD NO.om-ie� mTor Rr Drawn B Y• KJB Sheet 1 Of 1