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HomeMy WebLinkAbout04136t 7-oc 5s GARFIELD CialeNTY BUILDING AND SANITATION DEPARTMENT 108 Eighth Street, Suite 201 Glenwood Springs, Coloradof 81601 Phone (970) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY Owner's Nam System Location Permit 413 6 A is Parcel No. This does not constitute a building or use permit. i d ru Pr Address �at I �l Phone 4-62a 941 CR3yio cJ 0$_ Legal Description of Assessor's Parcel No. SYSTEM DESIGN (9/79- /7a -to -/ q Septic Tank Capacity (gallon) Other Percolation Rate (minutes/inch) Number of Bedrooms (or other) Required Absorption Area - See Attached Special Setback Requirements: Date Inspector FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System Installer Septic Tank Capacity Septic Tank Manufacturer or Trade Name Septic Tank Access within 6" of surface Absorption Area Absorption Area Type and/or Manufacturer or Trade Name Adequate compliance with County and State regulations/requirements Other / 1� / Date h//D 6 Inspector ��j (� f� , 2[a + f (l (e `1 j� r Let s RETAIN WITH RECEIPT RECORDVAr CONSTRUCTION SITE %/9te2-- t-tpt •CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs,alters, or installs an individual sewage disposal system in a manner which involves a knowing and material variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine —6 months in jail or both). wh'4 •DDI Ir AUT vN, nes. nr.ar.T INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER eff `— ?{uce ADDRESS n 'I-L� iYlC�y�c�„�,� t 4) l (� 3 Oto (nig ), X 1PHONE (c, �% 9o8 CONTRACTOR L'814 Cc 0 (33 j l � );01S ADDRESS % tr Sun»� k S.14 9: Ilac 4- PHONE 3 -7 9 --a L5 / 67(4— 6E47 a - PERMIT REQUEST FOR (NEW INSTALLATION ( ) ALTERATION ( ) REPAIR Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See pate 4). LOCATION OF PROPOSED FACILITY: Near what City of Town > 14 Size of Lot “, -' <c-* Legal Description or Address 9i y/ C f 3Ado WASTES TYPE: ( ) DWELLING ( ) TRANSIENT USE ( -)-COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER -DESCRIBE BUILDING OR SERVICE TYPE: Number of Bedrooms i Tc;r it __.irL Z V, Number of Persons C °m5 2_AO ( ) Garbage Grinder ( ) Automatic Washer ( ) Dishwasher SOURCE AND TYPE OF WATER SUPPLY: (v)"WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Was an effort made to connect to the Community System? A site plan is required to be submitted that indicates the following MINIMUM distances: Leach Field to Well: 100 feet Septic Tank to Well: 50 feet Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet Septic System (septic tank & disposal field) to Property Lines: 10 feet YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT A SITE PLAN. GROUND CONDITIONS: Depth to first Ground Water Table Percent Ground Slope TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: ( ) SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET( ) OTHER -DESCRIBE /Q3 p a-P.P11t.D:ti S FINAL DISPOSAL BY: ( ) ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION ( ) UNDERGROUND DISPERSAL ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL} ( ) WASTEWATER POND ( ) OTHER -DESCRIBE /95 ri. 440�/t S WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes per inch in hole No. 1 Minutes per inch in hole No. 3 Minutes per inch in hole No. 2 Minutes per inch in hole No. _ Name, address and telephone of RPE who made soil absorption tests: Name, address and telephone of RPE responsible for design of the system: s b g4 -.c UR02i)Vi/64' 193 CvvPte AJE 64AbolS Ser- co . Woo, Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or mi repre ation ay result in the denial of the application or revocation of any permit granted based upon said applic in leg action for perjury as provided by law. 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Cohn& Collins ISDS Individual Sewage Disposal System 4941 County Road 346 1 Bruce & Betty Collins P.O. Box 1222 Carbondale, CO 81623 970.616.4682 U•undafles DES.: d}n nlimited, Inc OR.: dfn C9nWn/ b OlN Enpneen CN.: ah 923 Gywan of 11.. oATE:11/7/05 femme *INA COe B0 LS 970 946 2 2 to 9701N2 NO. DATE REVISION BY r Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs. Colorado 81601 Phone•. 970.945.7988 Faz970-945.8454 email: hpgeo®hpgeotech.com Job No. 105 866 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Commercial Building, 4941 County Road 346 (Manan Creek Road). Garfield County, Colorado Dear Mr. Collins: 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 September 28,'2005. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Evaluation of potential geologic hazard impacts on the site are beyond the scope of this study. Proposed Construction: The proposed building will be a single story steel frame and metal structure located on the site as shown on Figure 1. The floor will be slab -on -grade at an elevation of 5260.3 feet. Cut depths are expected to range between about 2 to 4 feet. Foundation loadings for this type of construction are assumed to be light to moderate and carried primarily by widened pad footings and typical of the proposed type of construction. The septic disposal system is proposed to be located east of the building. 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 is occupied by an existing modular residence and metal building as shown on Figure 1. The terrain transitions from a moderate (northwest facing) slope just below County Road 346 to strongly sloping in the existing and proposed development areas. The ground surface has undergone some grading consisting of apparent shallow fill placement. There is about 1 foot elevation difference across the proposed building. Vegetation consists of weeds with grass in the ditch area along the south side of the property. The ditch was flowing water at the time of our field exploration. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered, below about 1 to 11 feet of fill or': I'.n,rr ;x'; -:4i I H • l:, L r.t.!, nn; i i‘ ;;.iso: • aN..rrii.v:•.r .17C -40* -i":"." 4'„ • :11 1 1 1 D �} 11 go ' 1 J I • .minor J y results are excavation t Itediiims61)yGsaridy'silty"c1a'y°-fha'eztkdedto.the pit swell- consolidation testing performed on relatively 1 ; presented on Figure`3;{in�ttatetto"frioderate .1 1 'loading ridWetting.::, One ofthe samples showed a constaa gttt sur` charge .The aborato y test tr.--.-rt 5 i.. ,tef 4th+,. - o free wawas observed tthe pits at the: time of y moistbecouung totst,4. -?•44-.-.---.,..n*tepth; - . Foundation Recommendatiobs:Conidering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable bearing pressure of 2,000 psf for support of the proposed building. The soils tend to compress when loaded and there could be some long term foundation settlement. Footings should be a minimum width of 18'inches for4ntinuous walls and 2 feet for columns. All fill, topsoil and loose or disturbed soils encountered at the foundation bearing level within the excavation should be'renoved nd the footing bearing level extended down to the undisturbed'nahrral soils. The footing subgrade should then be moistened and compacted. Exterior footings should be pro wed with: adequate cover above their bearing elevations for frost protection. Placement -of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be well reinforced top and bottom to span local anomalies and better withstand the effects of some differential settlement su,by.assuniing an 'unsuppoirted length of at least 12 feet. Foundation walls acting asretaining structitra es should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on-site soil as backfill. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of gravel should be placed beneath the floor slab for support and to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 12% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site soils or suitable imported granular soils devoid of vegetation, topsoil and oversized rock. Surface Drainage: A perimeter foundation drain around the building should not be needed due to the slab=at-grade construction. The following drainage precautions should be observed during construction and maintained at all times after the building has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. Job No. 105 866 -3- 2) Ezteriorb l'shoi lid be ad usfed'to hoar . • _" of J> op timtimmoisttue;and comp ` 'a 1 95%0 of the inaziii iinistar ctor density in "fp em-,.. s ab areas and touatt l 90% Yof the maximum sta'n`dard � u r. .)t.7t;--2.7,ie g Hs Proctor ,prlandscaff.�e a�reas. .; • 3) I h gro su �io�u� , �iinyyg the exterior--of the builatng should be .m•the•fo>onrn all' ons. •We l� �. , �, um slope i. of 6 inches in thest$1'0'-feet in unpaved ai ea's aiiii :" .i 1' um slope of 2% inche3'.ui the'fi n.t 10 feet in pavement and walkway ' A Swale may e "along'th'e south Aide'of the building to surface runoff and divert potential ditch overflow water. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 5 feet from the building. Percolation Testing: Percolation tests were conducted on October 6, 2005 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percol4on holes were dug at the locations shown on Figure 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 Figure 2 and consist of sandysilty clay. The percolation test results, presented in Table 2, indicate percolation rates *ging from about 90 to 180 minutes per inch Based on the subsurface conditions encountered and the percolation test results, the tested area is not suitable for a conventional infiltration septic disposal system. A civil engineer should design the septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. 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 Job No. 105 866 Gtech -4 - presented herein We`recor ithendYod-site observation Of excavations and foundation besiing- rWand: wting of striuctural fill by a representative of the geoteehnical enguieei: ;.- If y"on hate"anjt e§tions or if we May be of further assistance, please let us know. Respectfully-Submitted, • HEPWORTH - P David A. Young, P.E. 1 \ 2-216 ° c VaiNta i,"--0.9 V `- = Reviewed by: Daniel E. Hardin, P.E. DAY/djb attachments Figure 1, Location of exploratory Pits and Percolation Test Holes Figure 2, Logs of Exploratory Pits Figure 3. Swell -Consolidation Test Results Table 1. Summary of Laboratory Test Results Table 2. Percolation Test Results cc: S. K. Peiehtal Engineers —Attn: Steve Pei sntal Boundaries unlimited - Attn: Deric Walter Job No. 105 S66 APPROXIMATE SCALE r = 120' LEGEND: ■ EXPLORATORY PIT PERCOLATION TEST HOLE es, •� -e PASS • p'rnreVI ITS AND ;.' 2 -::4::z ! S n . ,,FIgure 1f k _i_ LEGEND: e js NOTES: Pa 1 __ 4 ELEV.= 5261' PIT 2 ELEV.= 5262 WC -12.1 DD -i08 -23543 WC -11.5 DD -112 WC -15.7 DD=107 PROFILE PIT EL,t 5261' • FILL; man placed sandy silty clay with scattered gravel, soft, moist, dark brown. TOPSOIL; organic silty clay, moist, dark brown. 5 10 _ , CLAY (CL); silty, sandy, stiff to medium stiff with depth, slightly moist to moist with depth, brown, occasionally calcareous. 2' Diameter hand driven liner sample. 1. Exploratory pits were excavated on October 3, 2005 with a Cat 416B backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits were obtained by interpolation between contours shown on the site plan provided. 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. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC =Water Content (%) DO = DryDensity (pcf) a 200. = Percent passing No. 200 sieve 4ci SOF EXPLOE?ATO Y PITS J Figure.: ..Y,...�.-..- 0 0 ffl m n 0 Compression 96 2 0 1 2 3 4 5 0.1 1.0 10 APPLIED PRESSURE - ksf 100 Moisture Content = 11.5 Dry Density = 112 Sample of: Sandy Silty Clay From: Pit 2 at 3 Feet percent pcf Compression upon wetting 0.1 100 ST. RESULTS,. . Figure"t3 -. ,t _1 { Moisture D&Y Sarnple'of: From: ., = • 11.4 percent is1 Y = 111 pcf Der• Sandy Sift y Clay Pit 1 at 4 Feet :., .. • ,i 12 Expansion upon wetting 0 0 ffl m n 0 Compression 96 2 0 1 2 3 4 5 0.1 1.0 10 APPLIED PRESSURE - ksf 100 Moisture Content = 11.5 Dry Density = 112 Sample of: Sandy Silty Clay From: Pit 2 at 3 Feet percent pcf Compression upon wetting 0.1 100 ST. RESULTS,. . Figure"t3 -. ,t _1 : td -' �- Jm a. Sandt silty clay U y i m Ti a1 , • 4 f� H H - g 6 ) _ ATrERBERG LIMIrS. I u o s i g gcn 1;: gaN Z fi G --I .r N p 12.1 108 01O .•r h L y, 11Q1 S. it,y A 00 _ - m 'n 1 � A y r. HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO. 105 866 HOLE N0. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN AVERAGE WATER PERCOLATION LEVEL RATE (INCHES) (MIN./INCH) P-1 40 15 12'h 12'/2 0 180 12 'h 12 '/2 0 12 'h 12' '/4 12 1/4 12'% 0 12 1/4 12'/4 0 12'/4 12 1/4 12 12 0 12 12 0 P-2 37' 15 9'/4 8'h / 90 8 'h 8 1 1/4 8'/4 8 '/4 8 7 3/4 1/4 7 3/4 7 1/4 'h 7'/4 7 '/4 7 7 0 7 6 3/4 1/4 P-3 38 3/4 15 9 3/4 9 3/4 0 180 9 V4 9 1/2 1/4 9 'h 9 1/4 1/4 9 1/4 9 1/4 0 9 Vs 9 1/4 0 9 1/4 9 1/4 9 9 0 9 9 0 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on October 5, 2005. Percolation tests were conducted on October 6, 2005. The average percolation rates were based on the last three readings of each test.