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Home My WebLink About1111 daybreak designAugust 27, 2009 Jerry Rtisch 353E Vista Dr Silt, Colorado 81652 GORDON I METER SURVEYORS Subject: BMCC INC Three Bedroom Dwelling Battlement Mesa, CO Project # 2009-368.001 Jerry: GLENWOOD SPRINGSASPEN CRESTED BUTTE I 1 8 W.. 61H, SUITE 200 P.O. BOX 2155 P.O. Box 3088 GLENWOCO SPRINGS, CO 81601. ASPEN, CO. B 1612 CRESTED BUTTE, CO 81 224 970-945-1004 970-925-6727 970349-5355 FX: 970-945-5948 PX: 970-925-4157 PX: 970-349-5358 As requ-asted, SGM prepared an Onsite Wastewater Treatment System (OWTS) design for the subject site. The design was prepared for Individual Sewage Disposal System (ISDS) permit submittal to Garfield County. SGM investigated subsurface conditions at the lot and are listed below. SITE CONDITIONS The site is a 40 acre lot, as indicated on Figure 1. The subject site is located in an area where OWTS are required. The area of the proposed OWTS site slopes 15% to the north. Surface vegetation consists of a sparse cover of native grasses and sage brush. The site will be served water by an onsite well located greater than 200 feet from the drainfield. PROPO-3ED CONSTRUCTION i y✓a The new structure will be a 3 bedroom dwelling with MR. square feet. The flow rate for the residence is 75 gallons/day/person for an average daily flow of 450 gallons/day (GPD) and 675 GPD peak load using a 1.5 peaking factor. SUBSURFACE CONDITIONS Subsurfs:ce conditions were investigated by digging test pits and conducting percolation tests at the location indicated on Figure 1. Subsurface conditions at the test pit consist of silty gravelly sand with cobbles and boulders. Free water was not encountered in the test pit. Percolation tests ranged from 40 to 53 minutes per inch (MPI). The average percolation rate was 44 MPI. Percolation test results are included in this report. SCHMUESER I GORDON ( MEYER ENOINEERS & SURVEYORS RECON MENDATION Project # 2009-368.001 The results of the investigation indicate an OWTS with septic tank, dosing siphon and drainfield composed of chamber trenches can be constructed at this site. The proposed location of the OWTS is presented on Figure 2. It is recommended that a 1,250 gallon, two compartment tank be used equipped with a Model 312 screened dosing siphon complete with an effluent filter on the outlet pipe, which will discharc e to a six outlet distribution box equipped with speed levelers. The absorption field is to be constructed with Quick 4 gravelless infiltrator chamber in 5 rows, each containing 13 chambers for a total of 626.84 square feet taking the allowed maximum reduction. Sewer Pipe: Sewer pipes should be 4 -inch SDR35 PVC pipe installed with a minimum slope of 1%. Joints should be solvent welded. Cleanouts are required 1) at the stubout from the building, 2) at spacing not to exceed 100 feet, and 3) upslope of two or more bends closer than ten feet in the sewer pipe. Bends in the sewer pipe are not to exceed 45 degrees. The pipe should be properly bedded per the typical trench detail presented on the design drawings. The location of the sewer stubout from the structure is unknown. The septic tank should: 1) be located down gradient of the home, 2) be buried no deeper than three feet, and 3) at a location accessible for siphoning and maintenance at the tank. The installer must coordinate with the general contractor as to elevation of the stubout. A septic tank deeper than 3 feet will not be allowed. If SGM can assist with locating .the septic tank after the stubout location is identified, please call. Septic Tank: The septic tank for the OWTS should be 1,500 -gallon, two-compartment septic tank. The septic tank shall contain an Orenco Systems, Inc. Model OS1312ES screened dosing siphon in the second compartment. The tank and lids must conform to County ISDS regulations. The tank shall be installed with watertight access risers and bolt down lids. A manufacturer's diagram of the proposed septic tank configuration is presented on Figure 3. If there is not adequate grade between the septic tank anc drainfield, a pump may be required. Schedule 40 PVC pipe connections shall be used. Tanks shall be Natertight with a water tightness test performed by the contractor. Push gaskets for the inlet and outlet pipe can be used for burial depths up to 4 feet. Cast -in-place gaskets must be used for tanks with burial depths of greater than 4 feet. Discharce Piping: The 3 -inch siphon discharge shall be upsized to a 4 -inch discharge pipe using a 3 -inch to 4 -inch reducer at the outlet of septic tank. The discharge piping from the effluent outlet to the drainfield shall be 4 -inch diameter SDR35 PVC pipe with solvent welded joints. A minimum pipe slope of 1% is required. The pipe should be properly bedded per the typical trench detail presented on the design d-awings. Drainfield: Five 3 -feet by 60 -feet chambered trenches are proposed for a total absorption area of 641.55 SF. The clrainfield shall be installed a minimum of 10 ft from property lines and 20 ft from the face of the building. The trenches are to be constructed in accordance with the details indicated on Figure 2. The surface of the field should be seeded after installation of the system. A seed mix such as "Foothills, Pasture, or Prairie" mixes should be used. These mixes do not require irrigation and develop a growth 10 to 15 inches high. No automatic sprinkler system should be installed over the field. Vehicular traffic and livestock should be kept off the drainfield. SCHRIUESER GORDON I METLR ENGINEERS & SURVEYORS INSTALLATION OBSERVATIONS Project # 2009-368.001 The -inst&tDation of. the OWTS is to be observed by the design engineer. A final observation will be required ,prior to placing the OWTS into service. Our office should be called at 970-945-1004 to observe the installation at least 24 hours in advance. This observation, any repeat observations, OWTS design revisionsstaking of drainfields or additional site visit requirements are not included with this design and will be at an additional unit rate fee. OPERAT!ON .AND PREVENTATIVE MAINTENANCE SCHEDULE The goal of an operation and maintenance schedule is to observe the operation, and perform minor maintene nce to the onsite wastewater system to allow for proper, long-term functioning of the system. Septic Tanks: The scum and sludge accumulation in the septic tanks should be monitored yearly. Once the cumulative scum or sludge thickness reaches 25% of the chamber depth, the entire chamber should be pumped. A pumping frequency of 1 to 3 years at design flows should be anticipated. An alternative is a regular pumping frequency of every 2 years. Flier and Effluent Siphoning System: The effluent filter at the septic tank discharge should be cleaned (hosed off) at the time of pumping or as needed. The effluent siphon should be checked semi-annually to ensure siphon is functioning properly. Grainfield: The surface area around the fields is to be observed monthly for signs of failure such as lush vegetation growth or effluent ponding. Liquid levels within each field section are to be o Dserved through the observation pipes, and levels recorded. General: System users must realize an onsite wastewater system is different from public sewer s>rvice. There are daily considerations such as not putting plastic or other non -biodegradable material into the system. Water use should be monitored so toilets are not allowed to run when ssals malfunction. Allowing fixtures to flow continuously to prevent water lines from freezing is nat acceptable. Although the proposed system can accommodate variable flows, spreading ater use over several hours and eliminating peak flows is recommended. To illustrate the point, a malfunctioning toilet can consume in excess of 1,000 GPD. Excessive daily loading could flood and irreparably harm the OWTS. SGM cautions against installation of a water softener. The chemical and hydraulic loading from the backwash of a water softener may be detrimental to the OWTS and a separate drywell should be constructed for the backwash waste if a softener is installed. No landscaping or plastic can be used over the field, which will reduce performance of the field. The design of the OWTS is based on the treatment of domestic sewage only. Swimming pool or spa water is not to be discharged into the OWTS. The proposed OWTS design is based on the flows noted in the report. Increased flows may hydraulically or organically overload each respective OWTS, causing premature failure. SCFIMUESER I GORDON I MEYER ENGINEERS & SURVEYORS LIMITATIONS Project # 2009-368.001 Our investigation, layout, design, and recommendations are based on data submitted. If conditions considerably different from those described in this report are encountered, SGM should be called to observe the conditions. If proposed construction is changed, SGM should be notified to evaluate the effect of the changes on the wastewater system. All construction is to be in accordance with the OWTS regulations. Pipe type and size, burial requirements, septic tank construction, and other specifications, which are not depicted in our report, are to conform to the requirements of the OWTS regulations. The installer of the system is to be licensed by the County Health Department and demonstrated knowledge of the OWTS regulations and requirements. If there 5 are questions or if we may of further service, please call. Sincere y, SCHMU ESER GORDON MEYER 110 Brian Edwards Senior 1�Vastewater Technician Reviewed By: Owner's Name ISDS DESIGN CALCULATIONS - for Garfield BMCC JNC is Parcel ID # House Size (sq. ft.) Number of Bedrooms in Main House Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House OD; (75 gpd or 100 gpd) Number of Bedrooms in Detached Caretaker unit Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit (If the caretaker unit is ATTACHED, treat as if part of main house.) Average Daily Waste Flow State Review Required? Perc Rate 4441. m 450 no Design Flow (Q) _ # potential bedrooms X 2 people/bedroom X gpd X 1.5 Q= 675 Minimum tank capacity 843.75 gallons 75 Absorption Area (=Q/5 X SQRT perc rate) A = 895 sq. ft. of absorption area required Absorp:ion Area (=Q/5 X SQRT perc rate) WITH SECONDARY TREATMENT (no loading factor) A= 895 sq. ft of absorption area required Abs. Area w/ locating factor (B25) Trench Bed Pipe an d Gravel 805.9398241 895.4886934 Dosing 716.3909547 716.3909547 Chamb-ers 626.8420854 805.9398241 Max Al towable 447.7443467 626.8420854 Secondary Treatment Abs Area w/ out loading factor (1328) Trench Bed Pipe an ;I Gravel 805.9398241 895.4886934 Dosing 716.3909547 716.3909547 ChambirrS 626.8420854 805.9398241 Max Al. owable 447.7443467 626.8420854 100 SETBACK FROM WELL # of feet = 50 SETBACK: FROM POND, STREAM OR IRRIGATION DITCH # of feet = 25 SETBACK FROM DRY GULCH # of feet = Schmueser Gordon Mever Job AddressBMCC INC.(NEI//44SW 1/4/Sectonl1gron Test Results Job County, Colorado Garfield Feet 0-1 1-8 H2O C N/A 2 H2O @ V!A 3 H2O @ IVA Job No. Organics light grey siltaceous clay with cobbles and boulders top layer very dense moist at 52 inches Description, NO GROUNDWATER WAS ENCOUNTERED DEPTH 39 40 TIME 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 3.25 4.00 4.75 5.25 5.75 6.25 6.75 8.38 9.25 10.13 10.75 11.38 7.25 8.25 8.88 9.50 10.00 10.50 8/20/2009 WITHIN EXCAVATION END 4.00 4.75 5.25 5.75 6.25 7.00 8.38 9.25 10.13 10.75 11.38 11.88 8.25 8.88 9.50 10.00 10.50 10.88 CHANGE MPI 0.75 27 0.75 27 0.50 40 0.50 40 0.50 40 0.75 27 1.63 0.88 0.88 0.63 0.63 0.50 1.00 0.63 0.63 0.50 0.50 0.38 12 23 23 32 32 40 20 32 32 40 40 53 RATE 40 ;AVG. = 44 MPI NE1/49191/4 SECTION 19 TOCATTIP 7 SOUTH RANCE.45 NEST GRAPHIC SCALE X0 WO (Nldf) 1 bath . MI 11. VICINITY MAP 4' 5CH 40 PVC (Y£.WONT, 5EE SNL M PAGE CONTRACTYTR TO 0t/t/&tA CG.CT LCZ17 l OF w SEVER LATE CONVENEE0 TO P70705E0 NOV SCHMUESER GORDON MEYER 1 1 8 W. 6TH STREET, SURE 200 e GLENWOOD SPRINGS COLORADO 81 601 q (970) 945-1004 FAX (970) 945-5948 k SCHMUESER i GORDON I MEYER 11 ASPEN. COLORADO (970) 925.6727 g E n ns` "` J CRESTED BUTTE, CO (970) 349-5355 BMSS 0W7 n T ao' 0ISTROU1750,: crir DET.V1 MME 2 HOVE 1250 CAL 2 CO.MPARIAENT SEPTIC rax SEE OEfAEE PAGE 2 ABSORPTION5 iS Of rWICK 4 PIRLTRiRWS SEE DEEM PAGE 2 ABSORPTION flan EXCEEDS' YOO' DSTANCE 10 PATER SOURCE ENO CAP MT/t 4" O63331&I IOW PIPE SEE EAU PAGE 2 1 GRAPHIC SCALE tl p (111 itt) 1 W! - ID R 2009-368.00) DCS t' L crmx 08/24/2009 h-"" Sot I . too 110F - s PIP2 GL's CFJCETEV VD G?ra SiIVAI.ES STEEL MIS PVC EIS ii {VIII GROMIfii3 e''0 TO TANK AM?IEII MTN 141.011 EN0WT A0t t V 1 *MI swan 1 Alen iiITATATA 1.1.11 near 40APTER (CAST OR DOOM CLIP ON At.1.YTNYtEM1rE /-EA,Warr SCS&a -- TA.'G0V? TING PGE (P57/10 9P/a3N DOSING SIPHON 12 'C (MM 4' DA 1E R00t000) GENERAL NOES 1. ALL MATERIALS, INSTALLATION PRACTICES, SETBACK REQUIREMENTS ETC., SHALL COMPLY WITH THE GARFLELD COUNTY OATS R£GULA770NS. 2. THE TRENCHES SHALL BE CONSTRUCTED SO TU4T THE BOTTOM /S LEVEL +/-0. 1 PLACE BED IN NATURAL GROUND, BELOW TOP SO/L; NO PORTION OF 771E TRENCH SHALL BE PLACED /N FILL. 3. PROVIDE ADEQUATE SURFACE & SUBSURFACE WATER DIVERSION TO ASSURE 7T/AT RUN-OFF DOES NOT ENTER 771E ABSORPTION FIELD AREA IF SUBSURFACE WATER /5 ENCOUNTERED, NO77FY ENGINEER. 4. 771E RECOMMENDED SEEDING IS FOOTHILLS, PASTURE 01? PRAIRIE ALL OTHER AREAS DISTURBED BY CONSTRUCTION SHALL BE RESEEDED WITH NATIVE GRASSES TO PREVENT EROSION. 5. THE LOCATION OF THE 7RENCHES MAY BE ALVUSIED IN THE FIELD TO Bt11tR FE THE SITE PROVIDED ALL SETBACKS ARE MET. CONTRACTOR SHALL VERIFY LAYOUT ACCOMMODATES SITE SLOPE. 6. 4" PVC TEES SHOULD NOT BE GLUED TO ENABLE OBSERVA77ONS OF WATER LEVEL /N SYSTEM AND 70 REMOVE EXCESS SALTS ACCUMULATION OR SURPLUS WATER, IF NECESSARY. 7. USE RISERS AS NEEDED TO BR/NG SEPTIC TANK ACCESS HATCH WITHIN 6" OF F/N/SHED GRADE. 8. SCH 40 PVC PIPE OR PIPE OF EQUAL S7RENG7H OR 07HER PIPE PROPERLY SUPPORTED TO PREVENT FAILURE BY SE77LJNG SHALL EXTEND FROM ALL TANKS FOR A DISTANCE OF AT LEAST FIVE Httl (52 FROM THE INLET AND OUTLET ENDS 9. 771E CONTRACTOR AND OWNER SHALL TAKE WHATEVER MEASURES ARE NECESSARY TO ASSURE THAT (a) SEPTIC TANK ANO SEWER UNES ARE COMPLETELY WATER TIGHT, AND (b) THE SYSTEM /S TO BE INSTALLED 70 PREVENT FREEZING OF ALL PRESSURE AND GRAVITY SEWER LINES 10. THE GARRELD COUNTY ENVIRONMENTAL HEALTH DEPARTMENT AND THE ENGINEER SHALL BE NO77RED WHEN CONSTRUCTION COMMENCES AND KEPT ABREAST OF THE CONSTRUCTION PROGRESS 30 THAT SUFFICIENT /NSPEC770N CAN BE PERFORMED TO ASSURE CONFORMANCE WITH THESE PLANS. PROVIDE A MINIMUM OF 48 HOURS NO77CE TO EACH. 11. PVC SEWER PIPE SHALL BE SDR 35 IN ALL 7RAFF7CC AREAS, ASTM 2729 PVC ELSEWHERE. 12. SURFACE GRADING SHALL ROU7E RUNOFF AROUND AND AWAY FROM THE TRENCHES DESICJ CALCULAT/01dS2 CHAMBERED DESIGN CRITERIA RESIDENCE= 3 BEDROOMS TOTAL LOADING= 0= 675 GPO PERCOLATION RATE= 44 MP/ AREA= [(675)xSORT(44,11/5= 895.49 5F CHAMBERED TRENCH SPECLFICA770NS 307 REDUCTION= 0.3x895.49 SF= 626.8 NUMBER OF TRENCHES – 5 LENGTH OF TRENCHES – 52 f7 13 CHAMBERS TOTAL NUMBER OF CHAMBERS – 65 �.e- TOTAL AREA – 641.55 li RA er 5 —a OFFTS DETAILS yL.l 2009-368.00 'ja,�:», e,�- DCS F.'i o= 08/24/2009 PE, DIC 40F n F PVC CAP " DEP Sai> aft twixoVT, E OR GBSERYARRV PPE OBSERVATION PORT/CLE4NOUT CAP IZO)Y TO BEDS HOT 10 '0VZ ' 0 stM(4PON PPE, PP FFD it maM4 6' 2W ]' Mr) it Yr% TRENCH Dt IAtL _ _.. HOI ro mvI PLUG DISTRIBUTION BOX ICI N 4l'I UNPALEO AREAS PAVED AP:A5 t:ATON EYS)b:'C AC FM 'AH' alt ASPHALT ONLY NO DRUM nYP£ GUT Writ ENISRh.40 setas O C01R3C GTMPACT M 95Z AM'. DRY OXY writ £ 151A6 S/i0-54$6 ----ELOPE PER OSHA P 0L'$' UID✓1S ONC/ecG RLL rIPF.C]ED 20 306 ;MOP' DFlaJIY OaOH Opo 0,0 o° 0 Ott BURIED PPE eFOD, L{47604(( CCWPA Aat NOTES' 1. PLACE AAD C04H4CT EIENDWG MA/MN I900 tlWE 8606 PPE. z. ter u DAT 8� ate; APE CLEAN—OUT DETAIL _.. NOT TO Stas PIPE DETAIL SEPTIC TANK W/7 SCHMUESER GORDON MEYER 1 1 8 W. 6TH STREET, SUITE 200 GLENWOOD SPRINGS. COLORADO 81 60I 5' (970) 945-1004 FAX (970) 945-5948 j 5CHMUESERs GORDONc ens t ASPEN, COLORADO (970) 925-6727 s cc s JCRESTED BUTTE, CO (970) 349-5355