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HomeMy WebLinkAbout02202 • GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N.. 2 2 0 2 ' 109 8th Street Suite 303 A re Parcel No. Glenwood Springs, Colorado 81601 r Phone (303) 945-8212 This does not constitute INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. t PROPERTY Owner's Name Dan Jervis Present Address 0392 Stagecoach Lane, C'd o 9 -1532 System Location 0276 Wooden Deer Road, Wooden Deer, Lot 19, Carbondale Legal Description of Assessor's Parcel No. SYSTEM DESIGN 44 (� C a Septic Tank Capacity (gallon) lon) Other Percolation Rate (minutes/inch) Number of Bedrooms (or other) It R Required Absorption Area - See Attached ` Special Setback Requirements: 4 Date Inspector • s 1 SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation . System InstelleF—� � ( Septic Tank Capacity ,,9• S © 1 0 Septic Tank Manufacturer or Trade Name £i' r Septic Tank Access within 8" of surface `' ,n/ ,, � _� y /) Absorption Area /� 4 � A (P-�-�' zd � 'I f _ I I Absorption Area Type and /or Manufacturer or Trade Name ...• . , , ..,c� --��t i ii ! : � _' .4-- ® /- i (., • Adequate compliance with County and State regulations/requirements Other /�'SJ)�,,,�.,�y,� i Date i'mA c"'91 Inspector j cc7cc ^T:= RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE *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 Ctass I, Petty Offense (5500.00 fine -8 ., months in )ail or both). Applicant: Green Copy Department: Pink Copy — . rkVr. I r Application INDIVIDUAL• SEWAGE DISPOSAL SYSTEM AP Rpproval by OWNER PA"iJ/ei- R. r/ER✓i s JAN 0 5 1994 County Official: ADDRESS Ofl S774-beeoge -w 1,4( � 4' %% 14f ,5 CONTRACTOR SAME _- ADDRESS_ __ PHONE- 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 4I.) LOCATION OF PROPOSED FACILITY: County E,P4f'G /EL4 Near what City of Town e ,JRBon/44 -s-E _ - Lot Size itabacce, Legal Description her /2 WoODed PS I< 51/4aD/✓ /6 /0a( WASTES TYPE: (X ) Dwelling ( ) Transient Use ( ) Commercial or Institutional ( ) Non - domestic Wastes ( ) Other - Describe BUILDING OR SERVICE TYPE: hDJ( .¢i IL-Y 1z Coe.Atr: _- Number of bedrooms • 9 _ Number of persons__3 ( ) Garbage grinder (x) Automatic washer (A) Dishwasher SOURCE AND TYPE OF WATER SUPPLY: ( ) well ( ) spring ( ) stream or creek Give depth of all wells within 180 feet of system: __(✓�_ _ - If supplied by community water, give name or supplier: 5!/BD/ ✓/S /oN5 oa'' S/srrg GROUND CONDITIONS: Depth to bedrock: --- j. - - -- Depth to first Ground Water Table:_ - A_—_ -_— — - - - -- Percent ground slope: /OZZ ^^/2% _ - • — DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: A/Ode Was an effort made to connect to community stem? _ Y Y iclON� � /,C BGE' TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: (X) Septic Tank ( ) Aeration Plant ( ) Vault ( ) Vault Privy ( ) Composting Toilet ( ) Recycling, potable use • ( ) Pit Privy ( ) Incineration Toilet ( ) Recycling, other use ( ) Chemical Toilet ( ) Other - Describe: FINAL DISPOSAL BY: (X) Absorption Trench, Bed or Pit ( ) Evapotranspiration ( ) Underground Dispersal ( ) Sand Filter ( ) Above Ground Dispersal ( ) Wastewater Pond ( ) Other - Describe: WILL EFFLUENT BE DISCIIARGED DIRECTLY INTO WATERS OF THE STATE? j-(o _ - • roar 2 .. • • t:,•' • SOIL PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer.) Minutes per inch in bole No. 1 1.11nutes per inch in hole No. 3 Minutes per inch in hol e No. 2 111 nu Les per inch in hol e No. Nance, address and telephone of IiPE who made soil absorption Les is _ Name, address and telephone of IU'E 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 heal department for purposes of the evaluation of the appl Ica Lion; and the issuance of the periiift.1s'subject to such terns and conditions as deemed necessary to insure compliance w I th rul es and regulations adopted under Article 10, Title 25, C.R.S. 1973, as amended. the undersigned hereby certifies that al 1 statements made, information and reports submitted herewith and required to be submitted by the applicant are or wi11 be represented to be true and correc t to the best of my knowledge and belief and are designed to be relied on by the 1oca1.deparIntent of heal th in evaluating the same for purposes of issuing the permit applied for herein. I further under- stand 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 per- jury as provided by law. Date Signed PLEASE DRAW AND ACCURATE MAP TO YOUR PROPERTY • • • • Page 3 • PLOT I'LAN AND DESIGN FLATUItES: Include by measured distance location of wells, springs, potable wafer supply lines, cisterns, buildings, property lines, subsoil drains, lake, water course, stream, dry gulch and show location of proposed system by direction and distance from dwell rig or other fixed reference object, and additional submissions in support of this application such as data, plans, specifications, statements and conmilments. • • Page 4 Ch eneNOrthel'll, Inc. Consulting Engineers and Scientists 5080 Road 154 Glenwood Springs, Colorado 81601 December 13, 1993 303945 -7458 303 945-2363 Facsimile Dan Jervis 0392 Stagecoach Lane Carbondale, CO 81623 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 19, Wooden Deer Subdivision, Garfield County, Colorado Job No. 4 136 94 • Dear Mr. Jervis: As requested, Chen- Northern, Inc., performed a subsoil study for design of foundations and percolation testing at the subject site. The work was conducted in accordance with our agreement for geotechnical engineering services to you, dated November 9, 1993. 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 -story wood frame structure with a lower walkout basement level and an attached slab -on -grade garage and will be located on the site as shown on Fig. 1. Ground floor of the residence will be slab -on -grade construction. Cut depths of about 8 to 10 feet are assumed. Foundation loadings for this type of construction are assumed to be relatively light. An on -site septic disposal system is proposed downhill from the residence and to the west. The percolation profile pit and test hole locations are shown on Fig. 1. If building conditions or foundation loadings are significantly different from those described above, we should be notified to reevaluate the recommendations presented in this report. Site Conditions: At the time of our field investigation, the site was vacant and vegetated with sage brush, grasses, weeds and evergreens. The adjoining lots were also vacant at this time. The building site is located on a south tending ridge and the ground surface slopes down toward the south, east and west. Total elevation change across the building area is about 20 feet. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating 3 exploratory pits at the locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about one -foot of topsoil, consist of siltstone bedrock except in Pit 1 where sandy gravel was encountered to a maximum depth explored of 9 feet. Results of a gradation analysis performed on a sample of clayey gravel (minus 5 -inch fraction) obtained from the site are presented on Fig. 4. No free water was observed in the pit at the time of excavation. Subsidence Potential: Bedrock of the Pennsylvanian Age Eagle Valley Evaporate underlies the Wooden Deer Subdivision. These rocks are a sequence of gypsiferous shale, fine- 4 mcm or th< Pail croup <r com0nmev Dan Jervis December 13, 1993 Page 2 grained sandstone /siltstone with some massive beds of gypsum and limestone. There is a possibility that massive, heavily bedded gypsum deposits associated with the Eagle Valley Evaporite underlie portions of the lot. 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. No evidence of cavities was encountered in the exploratory pits excavated in the building area. Based on our present knowledge of the subsurface conditions at the site, it cannot be said for certain that sinkholes will not develop. The risk of ground subsidence on Lot 19 throughout the service life of the proposed residence is believed to be low, however, the owner should be aware of the potential for sinkhole development or subsidence. If further investigation of possible cavities in the bedrock below the site is desired, we should be contacted. Foundation Recommendations: Considering the subsoils encountered in the exploratory pit and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil or bedrock designed for an allowable soil bearing pressure of 2000 psf for support of the proposed residence. There is some risk of differential settlement with respect to footings transitioning from bedrock to sandy gravels. Footings which transition the bedrock to gravels should be heavily reinforced to reduce the risk of differential settlement. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. If loose or disturbed soils are encountered at the foundation bearing level within the excavation, they should be removed and the footings extended down to adequate natural bearing material. 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 50 pcf. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly to moderately 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 basement 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. Dan Jervis December 13, 1993 Page 3 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 gravels devoid of vegetation, topsoil and oversized rock. i Jnderdrain System: Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perched groundwater may 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, crawl space and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. . 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 2 feet deep. An impervious membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough shape and attached to the foundation walls with mastic to prevent wetting of the bearing soils. Excessive wetting of the bearing materials could cause disolution of gypsum in the evaporite bedrock resulting in sinkhole formation and subsidence. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all tunes 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 tnaximum 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. A swale may be needed uphill of the residence to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Dan Jervis December 13, 1993 Page 4 Percolation Test Percolation testing was performed at the subject site on November 12, 1993. A profile pit and two percolation test holes were excavated in the area of the proposed leach field on November 11, 1993 at the locations shown on Fig. 1. Siltstone bedrock was encountered in the profile pit at a depth of two feet and in the percolation test holes at a depth of 4.5 feet. Percolation tests were conducted in the overburden soils. Percolation test hole depths and results are summarized on Table II. The subsoils encountered within the profile pit and percolation test holes are not suitable for a conventional leach field system. Due to the fast percolation rate and shallow bedrock conditions, an engineered disposal system will be required. A possible alternative to an engineered system would be to locate the disposal system on the eastern portion of the lot. Additional percolation testing would be required to determine the feasibility of locating a conventional leach field system in this area. Limitations: This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained frown the exploratory pits excavated at the locations indicated on Fig. 1 and the proposed type of construction. The nature and extent of subsurface variations across the site may not become evident until further excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, CHEN -NORTI IERN, INC. �o ?;�.' '�':;e ems • o 28301 �3�� ' •r te Thomas L. Allen, P.E. ° i � SS 1 0 1 � Rev. By: SRH TLA/rli Attachments APPROXIMATE SCALE \ 1" = 50' \ CENTERLINE OF ROAD L ROAD EASEMENT 1 P - 2 QP -1 in PROFILE PIT l- - PIT 2 _________ 6460 PIT 3 III III 1 6470 I 6480 PROPOSED \� & RESIDENCE \ I PIT LOT 19 1 6490 LOT \ \\ BOUNDARIES 6500 6470 6480 6490 6500 4 136 94 IChen�Northem 1 LOCATION OF EXPLORATORY PITS I Fi 1 • • PIT 1 PIT 2 PIT 3 PIT 4 PROFILE — 6490 6490 — ,— 6480 6480 — 6485 ,WC = 8 6485 — — 6475 6475 _ J-200 = 30 F- - 1 +4= 49 -200 = 30 I 6470 _ 1 z 0 — 6480 6480 — z 6470 zo 0 F Q¢ J - 12 Gi i -22 00 0 = 35 - - REFUSAL - 6475 6475 _ ^ 6465 6465 :2 T _ _ _ _ _ _ REFUSAL _ - - — 6470 6470 — _ 6460 6460— REFUSAL 4 136 94 )CheneNOrthern,InC. LOGS OF EXPLORATORY PITS 1 N' 2 LEENQ Fi TOPSOIL, silty sand, medium dense, dry, light brown. ® SAND (SM —GM); very gravely,very silty, dense, dry to slightly moist, light brown, slltstone fragments. 0 SILT (ML —SM); sandy, medium dense, dry, whitish tan, calcareous. I° BEDROCK; Siltstone with gypsum or calcium carbonate, very hard. II I Disturbed Bulk Sample 1 Practical Backhoe Refusal Notes 1. Test pits were dug on November 11, 1993. 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 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 Togs represent the approximate boundaries between material types and the transitions may be gradual. 6. Ground water was not encountered In the pits at the time of digging. LABORATORY TEST RESULTS WC =Water Content ( %) +4= Percentage retained on #4 sieve — 200 = Percentage passing No. 200 sieve 4 136 94 I Chen0Northern, Inc. I LEGEND AND NOTES 1 Fig. 3 HVDROMEI ER ANALYSIS SIEVE ANALYSIS TIME READINGS U 5 STANDARD SERIES I CEEL SOUARE OPENINGS 24 1m 7 HR ' 10 45 MIN 15 MIN 60 MIN 19 MIN4MIN IMIN '200 '100 '50 '40'30 '16 I'8 V 4 . 100 �; - - — —E, — 0 90 —J ___A 7 I 10 60 — 1 1 1 20 1 1 — ] _I— _. 30 1 � _ � 1 0 z 60 — 1 - -I 40 L k ' ' i —1 I w 0. 50 —' —_ I' 1 1 —50¢ w 1 — w w I __— i — [ 1 1 20 1 80 Ifi I 1 1 I - 30 1 • 1 -i 1 T 0 r, TT F1 1 — T — 1TT1111 1 1 1 1111 I - 1 1 1 1"11, i T 1 1814 00 001 002 005 009 019 037 074 149 297 .2 590 1 1 9 2 238 4 7 6 952 • . 9 1 3 6 1 . 762 1271522 1 DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO 511,1 SAND 'co ARSE I FINE GRIPE COARSE {COBBLES GRAVEL 41 % SAND 29 To SILT AND CLAY 30 % % % LIOUID LIMIT PLASTICITY INDEX SAMPLE OF Silty sandy gravel FROM Pit 1 @ 4 feet HYDROMETER ANALYSIS SIEVE ANALYSIS 1 TIME READINGS I U 5 STANDARD SERIES SIEVE CIEA SOUARE OPENINGS 21 HR 45 MIN 15 MIN 60 MIN. 19 MIN 4 MIN 1 MIN '200 '100 '50'40'30 '16 '10 '8 '4 S 100 - p _ == = rassiiiiii'll , 0 • so _____ ______=_ 20 -- - - -- - - - - 70 1. -- -- - - -� -- l� X 30 ���li� I��1 w Z. .1 ------- - --- H - - -_— . - -- — a .. !!!1! � !!!� ■ . z w w i 0 40 - - -- - - - - -- 600 ]0 - = _ — 20 BO I0_ f _ IL � �� 9° — C�>• =�51 _ o —11 —.. — .. .. .. —... .11o. - —. i ..i 1■1 ==•• ∎•111 100 001 .002 005 009 019 037 .074 149 297 590 1.19 38 476 953 '91 381 762 427 11 42 20 152 OIAMET ER OF PARTICLE IN MILLIMETERS 1 CLAY TO SILT I FINE 1 SAND MEDIUM ICOARSE+ FINE GF C COARSE 'COBBLES GRAVEL 49 % SAND 21 % SILT AND CLAY 30 % J LIQUID LIMIT % PLASTICITY INDEX a0 SAMPLE OF Silty sandy gravel FROM Pit 1 @ 8 feet 4 136 941 Chen @Northern, Inc. is GRADATION TEST RESULTS I Fig. 4 \ -0 -0 q / a | C ? # CC a \ 11 1 pa \\ \ # k A � lig 1/ } . . 4 4 OM- . 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