Loading...
HomeMy WebLinkAboutApplication- PermitGARFIELD COUNT* BUILDING AND SANITATION DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945-8212 A � 4 INDIVIDUAL SEWAGE DISPOSALPERMIT PROPERTY Owner's Name 1 -- kit a Present Address System Location 0.41 1Jtsu._. Br. 0291-93-Os— Permit NE 3875 Assessor's Parcel No. This does not constitute a building or use permit. Legal Description of Assessor's Parcel No SYSTEM DESIGN 4 E" Septic Tank Capacity (gallon) Other A `/1 "Percolation Rate (minutes/inch) Number of Bedrooms /(or other) ' ! / / 13' 2 !t / P.,cL Frrc Restfired Absorption Area - See Attached (y -7S- lb 1 nn,AG L (,."-- Lew s Special Setback Requirements: SS t I ✓ ( e t eJn 0,1-4-n b e g hone TC)0 3 lP pe s roe 4/3 /00; rr etArn 3X� SO(Jc S vs( xb' 3 _ 3 %��.� ? Date ��- Inspector Ler i FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation r System Installer Septic Tank Capacity / 2 S Septic Tank Manufacturer or Trade Name t t9o-►— Septic Tank Access within 8" of surface 1 Absorption Area Absorption Area Type and/or Manufacturer or Trade Name /4ft-C,:;:, Adequate compliance with County and State regulations/requirements .t1 Other 00 Date Inspector RETAIN WITH RECEIPT ION SITE RECORDS AT CON TRUCT 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). White - APPLICANT Yellow - DEPARTMENT INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION sNt cY POThaal .Niv`3A0CP OWNER 5 RCS/VG `5l "LCG IDogK Pito PertrrCS oo F. M nry sr, sit: 103 ADDRESS spsv, co Slit) Aimee CONTRACTOR MAtn avr aTN(f coRA. ADDRESS �.s nLT. ox (lo vg Viet t 1 PHONE 970 - TZO - 2 300 PHONE ?70 - 727- 102.4 PERMIT REQUEST FOR (x) 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 page 4). LOCATION OF PROPOSED FACILITY: Near what City of Town CA le C0/094F Size of Lot 3.a 7i. /9c/ 3 Legal Description or Address 1.07 C , s r.=Rcr vG R/9NC'-1 PVD ! Q 110 q SKiep WASTES TYPE: (x) DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER - DESCRIBE BUILDING OR SERVICE TYPE: Number of Bedrooms q Number of Persons ('4 Garbage Grinder ( x) Automatic Washer (K) Dishwasher SOURCE AND TYPE OF WATER SUPPLY: (x) WELL ( ) SPRING ( ) STREAM OR CREEK Gi cehmgAr7y wEu. Swin-t 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: 2 (X) SEPTIC TANK ( ) VAULT PRIVY ( ) PIT PRIVY ( ) AERATION PLANT ( ) VAULT ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET( ) OTHER -DESCRIBE FINAL DISPOSAL BY: (\04. ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION ( ) UNDERGROUND DISPERSAL ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND ( ) OTHER -DESCRIBE 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: 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 misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and in legal action for perjury as provided by law. Signed firg= Date PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 SPACE 2310 LF r PVC LOCATION VELL IDC TO mora =mix TO VA TOTAL 6 205 Lt OS awn HONE 7000 OIL TNS LF C DAIS 200 PVC PURE -COM CZ TO WM vno <s r PUE-CORE ego u - STIRLING RANCH P.U.D GARFIELD COUNTY, COLORADO LRAWDIO ��00 �I{IIIIIIIIIII►ISI►►►ui����i►I111111111111111111111111111111Iuu��►►i►ill� TIMBERLINE ENGINEERING OP Hepworth-Pawlak Geotechnical, Inc. GeSt" ech 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 HEPWORTH-PAWLAK GEOTECHNICAL Fax: 970-945-8454 email: hpgeo@hpgeotech.com September 24, 2003 Sally Allen-Potvin c/o Peak Properties of Aspen 600 East Main Street, Suite 103 Aspen, Colorado 81611 Job No. 103 554 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 6, Stirling Ranch, Skipper Drive, Garfield County, Colorado. Dear Ms. Potvin: 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 4, 2003. 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 one and two story wood frame structure with an attached garage located on the site as shown on Figure 1. Ground floors will be structural over a crawlspace for the residence and slab -on -grade in the garage. Cut depths are expected to range between about 3 to 5 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 to the west 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: A rough graded driveway and a water line had been constructed into the building site. The building site was vacant at the time of our field exploration. The ground surface in the building area slopes gently to moderately down to the southwest at grades up to about 6%. A steeper hillside sloping down to the southwest is located about 50 feet to the southwest of the proposed building area. The lot is vegetated with pinon and juniper trees with an understory of cactus, grass and weeds. Numerous basalt cobbles and boulders are exposed on the ground surface. PorLor 3/li.R4.1-7110 • Onlnro,tnCnrinnc 710 -All -SSA? • Rila,Arthnrno 070.4.AR-1ORO Sally Allen-Potvin September 24, 2003 Page 2 Subsidence Potential: Stirling Ranch is underlain by Pennsylvania age Eagle Valley Evaporite bedrock. The evaporite contains gypsum deposits. Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. Sinkholes were not observed in the immediate area of the subject lot. The exploratory pits were relatively shallow, for foundation design only. Based on our present knowledge of the site, it cannot be said for certain that sinkholes will not develop. In our opinion, the risk of ground subsidence at Lot 6 is low but the owner should be aware of the potential for sinkhole development. 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 foot of topsoil, consist of basalt gravel, cobbles and boulders in a calcareous sandy silt matrix. Results of swell -consolidation testing performed on a relatively undisturbed sample of silt matrix, presented on Figure 3, indicate low compressibility under existing moisture conditions and light loading and a high collapse potential (settlement under constant load) when wetted. The sample showed high compressibility upon increased loading after wetting. There could have been some disturbance of the sample due to the hard dry condition of the soil. Results of a gradation analysis performed on a sample of the gravel and cobble soils (minus 5 inch fraction) obtained from the site are presented on Figure 4. No free water was observed in the pits at the time of excavation and the soils 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 natural soil designed for an allowable soil bearing pressure of 2,000 psf for support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Voids created by the removal of large rocks should be backfilled with compacted sand and gravel, such as 314 -inch road base, or with concrete. Exterior footings should be provided 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 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 Job 8103 554 HP. Sally Allen-Potvin September 24, 2003 Page 3 based on an equivalent fluid unit weight of at least 50 pcf for the on-site soil, excluding vegetation, topsoil or oversized rock, as backfill. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of sand and gravel, such as /-inch road base, should be placed beneath slabs -on -grade for a leveling course. 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 devoid of vegetation, topsoil and oversized rock. 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. 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. 5) Irrigation sprinkler heads and landscaping which requires regular heavy irrigation, such as sod, should be located at least 5 feet from foundation walls. Job #103 554 SAO Sally Allen-Potvin September 24, 2003 Page 4 Percolation Testing: Percolation tests were conducted on September 17, 2003 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 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 about 1 foot of topsoil overlying basalt gravel, cobbles and boulders in a calcareous sandy silt matrix to the backhoe refusal on boulders at a depth of 4 feet. The percolation test results are presented in Table 1. The percolation test results indicate an infiltration rate between 7 and 20 minutes per inch with an average of 16 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. The depth of suitable soils below the septic disposal area should be verified by additional excavation before or at the time of construction. 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 express 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 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. Job #103 554 HP Sally Allen-Potvin September 24, 2003 Page 5 If you have any questions or if we may be of further assistance, please let us know Sincerely, HEPWORTH - PAWLAK GEOTEt' - ; - _ _INC. Jordy Z. Adamson, Jr., Reviewed by: Steven L. Pawlak, P.E. JZA/djb attachments Figure 1 - Location of Exploratory Pits and Percolation Test Holes Figure 2 - Logs of Exploratory Pits Figure 3 - Swell Consolidation Test Results Figure 4 - Gradation Test Results Table 1 - Percolation Test Results cc: Ernest Kollar Engineers, Inc. - Attn: Ernie Kollar John Muir Architects, Inc. - Attn: Kristin Mule' Maley Building Corporation - Attn: Patrick Maley Job #103 554 _ NP. . APPROXIMATE SCALE 1' = 50' LOT 9 7162 I EXISTING DRIVEWAY TO SKIPPER DRIVE / 1t/ 6� / Z,L / ,' // 7 11 // I I 7 7/ // 1/ 11 1 111 / PROFILE /y 1/ I I I I/ 1 /// P 1A 1/ //PIT 1 ; i r 7162 ' . ` \i P 2Q� tee I vt / / PROPOSED Iii/ P 3 RESIDENCE — 77160 ,/ PIT 2 \----- , \ _ --/ _� �� \ i / \ 7158 ,/ \ LOT 6 7156 // �— \ \\ \ I /7154 ) \) // de /- 7156 7152 / 7158 103 554 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES Figure 1 4S Li- fl. i 5 a a .. 0 5 _ 10 LEGEND: n-/ I _J T NOTES: PIT 1 ELEV.= 7161' PIT 2 ELEV.= 7158' PROFILE PIT ELEV.= 7161' TOPSOIL; sandy clayey silt, organic, firm, moist, dark brown. 0 5 10 BASALT GRAVEL AND COBBLES (GM); In a sandy silt matrix, with boulders, dense, slightly moist, light brown to white, calcareous. 2" Diameter hond driven liner sample. Disturbed bulk sample. Practical digging refusal with backhoe. 1. Exploratory pits were excavated on September 16, 2003 with a Cat 420D 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 on the site plan provided. 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 ( X ) DD = Dry Density ( pcf ) +4 = Percent retained on No. 4 sieve —200 = Percent passing No. 200 sieve Depth — Feet 103 554 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Figure 2 Compression X 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Moisture Content a 12.7 percent Dry Density - 67 pcf Sample of: Sandy Silt Matrix From: Pit 2 at 3.5 Feet Compression upon wetting 0.1 .0 0 APPUED PRESSURE — ksf 100 103 554 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL CONSOLIDATION TEST RESULTS Figure 3 - RC NT R Al P R70W1llal 0.04.290 SPE711E REAM= us sTNCN SERIES SPE CLEM SWARF WENNs 24 RR. 7 IRI 0 b HL 15111L pp net • IK 1 a 6100 ro /30 610 a 10 20 30 40 30 00 70 10 00 100 M 3//' 3/C 1 1/r r yr r 100 WSW �WOW -. WS ----WS —i• WW --��-- CX- -C • - --IS!' MI r -- - — --ISa- -� �- -- S-- .W __ -IS .S • —S SMIS� - SO WE SF .� ala .� WO'a .�S W AS SI SSW SW. SO SMI SOMMER MSS v - - .001 .002 .000 000 .010 .037 .074 .100 .300 .000 1.13 2.30 435 0.61 12.0 DIAMETER OF PARTICLES IN MIWMETERS 37.0 76.2 12152 703 CLAY 70 aT GRAVEL 60 X ISL RE 1 ,E®R, [COARSE 1 r01E I COARSE SAND 18 % SILT AND CLAY 22 X LIQUID LIMIT X PLASTICITY INDEX X SAMPLE OF: Basalt Gravel and Cobbles in FROM: Pit 2 at 4 thru 5 Feet a Sandy Silt Matrix COORS 90 0 70 00 S0 40 30 20 I0 0 . ]:itJS 1RTh 103 554 HEP WORTH—PA WLAK GEOTECHNICAL, INC. GRADATION TEST RESULTS Figure 4 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS JOB NO. 103 554 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 (MIN./INCH) P-1 39 15 water added water added 5 4 1 20 4 31/4 3/4 5 1/4 4 1/2 3/4 4 1/2 3 314 3/4 5 4 1/4 314 4 1/4 3 1/2 3/4 P-2 35 15 water added water added water added water added 6 3 1/2 2 1/2 7 5 1/4 3 2 1/4 5 3/4 3 1/2 2 1/4 5 3/4 3 1/4 2 1/2 5 3/4 3 1/2 2 1/4 3 1/2 1 1/4 2 1/4 P-3 41 15 water added water added water added 5 3 1/2 1 1/2 20 5 314 4 1/2 1 1/4 1 4 112 3 3/4 3/4 5 1/2 4 314 3/4 5 3/4 5 3/4 5 41/4 3/4 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on September 16, 2003. Percolation tests were conducted on September 17, 2003. The average percolation rates were based on the last two readings of each test.