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Home My WebLink About213 Spring Creek Rd - 211110205005INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH P.O. Box 179 - 550 Broadway • Eagle, Colorado 81631 Telephone: 328-7311 or 949-5257 or 927-3823 YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1105 Please call for final inspection before covering any portion of installed system. OWNER: Thomas S. Carlin PHONE: 328-7325 MAILING ADDRESS: Box 838, Eagle CO AGENT: PHONE: SYSTEM LOCATION: 0213 Spring Creek Rd, Gypsum LICENSED INSTALLER: Hynoon Excavating, Inc. 03-91 (� LICENSE NO. DESIGN ENGINEER OF SYSTEM* T+" INSTALLATION IS HEREBY GRANTED FOR THE FOLLOWING: 1800 GALLON SEPTIC TANK OR GALLON AERATED TREATMENT UNIT. DISPERSAL AREA REQUIREMENTS: SQUARE FEET OF SEEPAGE BED SQUARE FEET OF TRENCH BOTTOM. SPECIAL REQUIREMENTS: 815 sq ft of trench OR 280 ft of 10" SB2 OR 26 infiltrators in trenches. Install as per engineer design. Place inspection porta s at end of each trench. 1/ ENVIRONMENTAL HEALTH OFFICER: DATE: 11 / 18 / 91 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, C.R.S. 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT AND CAUSE FOR BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. SECTION Ill, 3.21 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED ACCORDING TO THE REGULATIONS. FINAL APPROVAL OF SYSTEM: (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. j� INSTALLED ABSORPTION OR DISPERSAL AREA: SQUARE /FEEET.. ✓IL2 0 i/ O /0 s,82- INSTALLED SEPTIC TANK: 2'026 GALLONS 310 DEGREES _ 3 FEET ire7r &,/Je SEPTIC TANK CLEANOUT TO WITHIN 8" OF FINAL GRADE, OR: j PROPER MATERIALSAND ASSEMBLY YES NO COMPLIANCE WITH COUNTY/STATE REGULATION REQUIREMENTS: YES NO ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. COMMENTS: 1,7 ENVIRONMENTAL HEALTH OFFICER:DATE: s ENVIRONMENTAL HEALTH OFFICER: DATE: (RE -INSPECTION IF NECESSARY) RETAIN WITH RECEIPT RECORDS PERMIT APPLICANT/AGENT: OWNER: AMOUNT PAID: RECEIPT #: CHECK #: CASHIER: - ISDS Permit # //D$ _. _ .. Building -Permit # S06d APPLICATION _FOR. INDIVIDUALSEWAGE. DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE --EAGLE COUNTY P:.0. BOX 179 EAGLE, CO 81631 - .328-8730/92.7-3823(Basalt) PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $125.00 PROPERTY OWNER: T4 ot--i ze_ 6 ' k l PHONE: 3 Z� %.3. G 5 � MAILING- ADDRESS: (� D y � v � � � � �. L APPLICANT/CONTACT PERSON: ��%r �- PHONE: Z z✓. - 7v'��%' \ LICENSED SYSTEMS CONTRACTOR. — / holy,' On - 03 PHONE PERMIT" APPLICATION- IS` FOR':-' (;X) NEW- INSTALLATION (-) ALTERATION-— ( } REPAIR LOCATION OF PROPOSED INDIVI. SEWAGE DISPOSAL SYSTEM: Legal -Description:---Tr- Parcel Number: Lot size:-jj—' physical--Address . _ BUILDING'TYPE:- ----(Check applicable category) ( ) Residential / Single Family Number of Bedrooms. --(--)---Res-identia1--/-- Multi -Family* - Number of -Bedrooms-- - ()C) Commercial / Industrial* Type - HOT --TUB - -- .-... -- ___ .-- -_._ . _ ---Yes-_( } :. No X WATER CONSERVATION PLAN Yes () No-(-) TYPE OF WATER SUPPLY: Well(A Spring ( ) Surface.( ). Public (x) Name of .Supplier-:,,,. Give depth of all wells within 200 feet of system: *These systems require design by a Registered Professional Engineer NOTE: SITE PLAN MUST BE ATTACHED TO APPLICATION MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" SIGNATURE: .�� /'� DATE: AMOUNT PAID: /S� RECEIPT# U �./ DATE: CHECK #. CASHIER: �CC� COMMUNITY DEVELOPMENT DEPARTMENT (303) 328-8730 EAGLE COUNTY, COLORADO November 18, 1991 Thomas S. Carlin Box 838 Eagle, CO 81631 725 CHAMBERS AVE. P.O. BOX 179 EAGLE, COLORADO 81631 FAX (303) 328.7207 RE: Issuance of Individual Sewage Disposal System Permit No. 1105 Dear Mr. Carlin: Enclosed is your ISDS Permit No. 1105. The enclosed copy of the permit must be posted at the installation site. You must call our office for final inspection before covering any portion of the installed system; the deadline for final inspections is December 1. If you have any questions, please feel free to contact us at the following numbers depending on your calling area: Eagle Valley 328-8730; Basalt/El Jebel 927-3823, ext. 730. Sincerely, /&:�::4 Roger Boyd Environmental Health Assistant Community Development RB:ckc Enclosure cc: ISDS File COMMUNITY DEVELOPMENT DEPARTMENT (303) 328.8730 EAGLE COUNTY, COLORADO November,25, 1991 Thomas S. Carlin Box 838 Eagle, CO 81631 RE: Final of ISDS Permit No. 1105 Dear Mr. Carlin: 725 CHAMBERS AVE. P.O. BOX 179 EAGLE, COLORADO 81631 FAX (303) 328.7207 This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. Also enclosed are informational sheets regarding the care of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division, P.O. Box 179, Eagle, Colorado 81631. We can also be reached, depending on your calling area, at the following numbers: Eagle Valley 328-8730; Basalt/El Jebel 927-3823. Sincerely, C. Kelley Carhart Office Assistant ckc Encl: Information Sheets Final ISDS Permit cc: Chrono File ISDS File Building Permit File JOB JOHNSON, KUNKEL & ASSOCIATES, INC. SHEET NO. P.O. BOX 409 CALCULATED BY EAGLE, COLORADO 81631 (303) 328-6368 CHECKED BY_ OF_ DATE _ DATE _ y •-...... ......... '....��. �.m v....... mum"n iuu rntt"Uu ZZo-tiwo JOB JOHNSON, KUNKEL & ASSOCIATES, INC. SHEET No. 1 OF 1 P.O. BOX 409 EAGLE, COLORADO 81631 CALCULATED BY �Y DATE �` ! t \ (303) 328-6368 CHECKED BY DATE SCALE 2c,c» ...... = ..D1E....'`...._L ........................1:...... _--- l ..........._........... c� = 2 i.�........:......_..:�E-3........._1....... ._.E ..__................ t .. ...... ..... ...... .............:..._.....................:............. 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L........... ............<........... <........ ...... .............. ..... ........ ....... ..... ...... _._................._.._.... ... ... ............:._5a........_............. ........ ........... ._........... ._ ........... ............................ ........ ..............:......._........ ........ :..............:...........................:..............:........................._;............;.......... e, _ L� .._............ 1....... ...... ..... I I ........ ...... ",.... .. �.�..... — L.. ..... .... s a_�4-1 .. . 3 ._ . PRODUCT 204-1 (Single Sheets( 205-1(Padded) ®® Inc., Groton, Mass. 01471. To Order PHONE TOLL FREE 1-8W225-6380 FAIInter-Mountain Engineering Ltd. SOILS AND FOUNDATION INVESTIGATION FOR PROPOSED COMMERCIAL BUILDINGS CARLIN MINOR P.U.D. — AMENDMENT NO. 1 PARCEL C, SPRING CREEK PARK EAGLE COUNTY, COLORADO PREPARED FOR: TOM CARLIN PROJECT NO. 9137OG AUGUST 1991 Box No. 978 • Avon, Colorado 81620 • 949-5072 Denver 893-1531 1420 Vance Street • Lakewood, Colorado 80215 • Phone: 232-0158 TABLE OF CONTENTS CONCLUSIONS 1 SCOPE 1 SITE LOCATION AND DESCRIPTION 2 SITE INVESTIGATION 2 SUBSURFACE AND GROUNDWATER CONDITIONS 3 PROPOSED CONSTRUCTION 4 FOUNDATION RECOMMENDATIONS 4 SLAB CONSTRUCTION 6 GROUNDWATER AND DRAIN SYSTEM 7 REINFORCING 7 BACKFILL AND SURFACE DRAINAGE 8 LAWN IRRIGATION 9 MISCELLANEOUS 9 TEST LOCATION DRAWING NO. 1 SUMMARY OF TEST PITS FIGURES NO. 1 - 2 SWELL -CONSOLIDATION TEST FIGURE NO. 3 PERIPHERAL DRAIN SYSTEM FIGURE NO. 4 FOUNDATION OVEREXCAVATION AND COMPACTION FIGURE NO. 5 CONCLUSIONS 1. Subsoil conditions are fairly uniform over the site with less than two feet of topsoil underlain by sandy silt with rock fragments light brown and white to the maximum depth explored of 8.5 feet. 2. The proposed buildings should be founded on undisturbed sandy silt on conventional spread footings designed for a maximum soil bearing pressure of 1,000 psf. See FOUNDATION RECOMMENDATIONS for information concerning requested soil bearing pressure of 3,000 psf. SCOPE This report presents the results of a Soils and Foundation Investigation for the proposed buildings to be constructed on Parcel C, Phase I, Carlin Minor P.U.D., Eagle County, Colorado. The investigation was prepared by means of test pits and laboratory testing of samples obtained from these pits. The purpose of this foundation exploration was to determine the various soil profile components and the engineering characteristics of the foundation materials, .and to provide criteria for use by the design engineers and architects in preparing the foundation design. 2 SITE LOCATION AND DESCRIPTION The site is a 10 acre parcel located on Spring Creek Road in Gypsum, Eagle County, Colorado. The site is generally flat less than 5 percent slopes, draining in northerly direction. The vegetation consisted of grass and sparse sage brush except at the proposed buildings location were the topsoil was stripped. SITE INVESTIGATION The field investigation performed on August 7, 1991, consisted of excavating, logging and sampling two test pits. The locations of the test pits are shown on Drawing No. 1. C, The test pits were excavated with a conventional backhoe. Summaries of the test pit logs are detailed on Figures No. 1 and 2. Laboratory samples were obtained at selected intervals by driving a "California" hand sampler into undisturbed soil. These samples were returned to our laboratory, inspected and classified in accordance with the Unified Soil Classification System and the test pit logs were edited as necessary. To aid in classifying the soils encountered, and to determine general soil characteristics, selected laboratory tests (moisture content, unit weight, swell consolidation) were performed on representative soil samples. Summaries of the test results are shown on Figure No. 3. 3 SUBSURFACE AND GROUNDWATER CONDITIONS Refer to the summary of test pits, Figures No. 1 and 2. Subsurface conditions are fairly uniform. The topsoil ranged from 1 to 2 feet and was underlain by light brown gypsiferous sandy silt with scattered rock fragments to a depth of 6 to 8 feet. Below this depth the size and the amount of rock fragments increased as it approached the weathered bedrock. Some grading was completed prior to this investigation, and it should be modified according to this report. No groundwater was encountered in any of the test pits at the time of excavation. Indexes to Geological Mapping, Eagle County, Colorado, prepared by Charles S. Robinson & Associates, Inc., in 1975, states that soils in this area may contain minerals in variable amounts that produce serious detrimental effects on concrete, metal or other substances that are in contact with the soils. Type II cement should be used in all concrete that will be in contact with the soil. These maps also state that soils in this area may be subject to subsidence due to hydro -compaction in low density soils. The underlying bedrock is Eagle Valley Evaporite, which contains water soluble salts. Solution of these salts can produce sinkholes and general area subsidence. There are sinkholes and subsidence areas in the Gypsum area. There were no sinkholes observed at the site at the time of the investigation. 4 PROPOSED CONSTRUCTION Based upon the information provided by Tom Carlin it is understood that the proposed buildings will be a warehouse and an office. Loads are anticipated to be light. FOUNDATION RECOMMENDATIONS Low density sandy silt will be encountered in the foundation excavation. The proposed buildings should be founded on conventional type spread footings designed for a maximum soil bearing pressure of 1000 psf. At this pressure, settlements are anticipated to be approximately one inch. The footings should be constructed on the undisturbed sandy silt soils. However, during our telephone conversation today August 14, 1991, you have informed me that your proposed buildings have been designed for 3000 psf and that you would like a recommendation to modify the bearing capacity of the soils to support this design pressure. In order to accomplish your request the footings should be constructed on over -excavated and recompacted native soils, or an approved import, the depth and the width of the overexcavation to be according to Figure No. 5. The on -site soils are suitable for use as backf ill except the topsoil and organic matter and particles greater than 3 inches. 5 The fill should be wetted or dried (most likely wetted) to within 2% of optimum moisture and compacted to a minimum of loot of the standard Proctor value (ASTM D-698). Care should be taken not to introduce water into the undisturbed native soils, because of the possible adverse effects on the settlement characteristics of these soils. If these recommendations are -followed, the proposed buildings should be founded on conventional type spread footings designed for a maximum soil bearing pressure of 3000 psf. At this pressure the settlements are anticipated to be approximately one inch. The footing excavations should .be smooth, free of debris, organics, loose soil, frost, and standing water. A representative of this office should be contacted to inspect the foundation excavation to verify that the soil conditions are the same as those anticipated in this report. The bottom of the footings should be placed a minimum of 48 inches below final grade for frost protection. Voids left by the removal of cobbles in the bottom of the footing excavation should be filled with lean concrete or a granular soil with a maximum particle size of 3 inches compacted to 100 percent of standard Proctor density (ASTM D-698) within 2 percent of optimum moisture. 0 SLAB CONSTRUCTION All excavations made for the foundations must be properly backfilled with suitable material compacted to a minimum of 95 percent of the maximum standard Proctor density (ASTM D-698). The on -site soils are suitable for use as backf ill in their native state. Due to the high content of cobbles and boulders, it will be necessary to screen out the larger rocks prior to using this material as backf ill. Before the backf ill is placed, all water and loose debris should be removed from these excavations. Prior to the construction of concrete floors, the undisturbed subgrade should be proof compacted .with a. loaded rubber -tired loader to a uniform high density. Special care should be taken in areas where underground utilities have been installed. The floor slabs should be reinforced and joints should be provided at the junctions of the slab and the foundation walls, so that a small amount of independent movement can occur without causing damage. The slabs should be scored in accordance with the American concrete Institute's recommendations to control cracking. A granular mat (-3/4 inch, less than 5 percent passing No. 200 sieve) should be provided below the floor slabs. This should be a minimum of four inches in thickness and compacted. The purpose of this granular mat is to provide a capillary break between the subgrade and the slab. GROUNDWATER AND DRAIN SYSTEM While no ground water was encountered at the time the field investigation was conducted, it 'is possible that seasonal variations will cause fluctuations, or for a water table to be present in the upper soils during the spring months, or after a prolonged period of rain. A foundation perimeter drain as detailed on Figure No. 4 is recommended to reduce the risk of surface water infiltrating the footing subsoils. REINFORCING The foundation should be well reinforced and rigid enough to withstand differential settlements. Foundation walls retaining earth should be designed to resist an equivalent fluid pressure of 40 pcf for an "active" case assuming a level drained backfill condition. 8 BACRFILL AND SURFACE DRAINAGE The potentially consolidating foundation soils encountered in portions of the site must be prevented from being wetted after construction. The backfill placed around the foundation walls must not settle after completion of construction and .the backfill material must be relatively impervious. The on -site soils exclusive of topsoil and large `rocks are suitable for use as backfill in their native state. Due to the high content of cobbles and boulders, it will be necessary to screen out larger rocks prior to using this material as backfill. Backfill should be moistened or dried to near its optimum moisture content and compacted to at least 90 percent of the maximum standard Proctor density. Structural backfill should be compacted to at least 95 percent of the maximum standard Proctor density. Surface water running toward the structure from upslope areas should be diverted around and away from the building by means of drainage swales or other similar measures. The final grade should have a positive slope away from the foundation walls on all sides. A minimum of 12 inches in the first 10 feet is recommended. Downspouts and sill cocks should discharge into splash blocks that extend beyond the limits of the backfill. The use of long downspout extensions in place of splash blocks is advisable. 9 LAWN IRRIGATION Do not install sprinkler systems next to foundation walls, porches or patio slabs. If sprinkler systems are installed, the sprinkler heads should be placed so that the spray from the heads, under full pressure, does not fall within five feet of foundation walls, porches or patio slabs. Lawn irrigation must be controlled. If the future owners desire to plant next to foundation walls, porches or patio slabs, and are willing to assume the risk of structural damage, etc., then it is advisable to plant only flowers and shrubbery (no lawn) of varieties that require very little moisture. These flowers and shrubs should be hand watered only. MISCELLANEOUS The recommendations provided herein are based on experience in the area and from the on -site field exploration. The information obtained from the field exploration and laboratory testing reflects subsurface conditions only at the specific locations at the particular times designated. Subsurface conditions at other locations and times may differ from the conditions at these locations. The extent of any variations between the test pits may not appear evident until excavation is performed. However, only minor variations are expected. If during construction conditions appear to be different, this office should be advised so re- evaluation of the recommendations may be made. 10 This report has been prepared for the exclusive use of Tom Carlin for the specific application to the proposed building structures to be located on Parcel C, Carlin Minor, P.U.D., Eagle County, Colorado. The findings and recommendations of this report have been prepared in accordance with locally accepted professional engineering standards for similar conditions at this time. There is no other warranty, either expressed or implied. Sincerely, INTER -MOUNTAIN ENGINEERING, LTD. � �� Luiza Petrovska, Project Engineer Reviewed by: J ffe y Spanel, P.E. Vi a Pre ident C' N.T.S. Spring Creek Road Pit 2 Spring Creek Park ! F - - - - - - Parcel "B" L- - - j exist (Proposed Bldg. Buidlings t Unplatted Pit 1 Parcel "C" Phase I i Parcel "C" Phase II I I TEST LOCATION Proposed Commercial Buildings Carlin Minor P.U.D. - Amendment No. 1 Parcel C, Spring Creek Park Eagle County, Colorado Prepared for PRo✓Ecr NO-' 91370G DRAWN art SCALE+ DATE= DRAWING NO.+ P1T NO. 1 i ti 1i' o 0EPTw r + o xj �r • 4�, �CIEET oiescmpTfom of YArERtet TOPSOIL Sandy SILT slightly slightly moist ' porous, with rock fragments light brown and white 5 Q weathered bedrock Bottom of Test Pit No groundwater encountered 10 SUMMARY OF TEST PITS Proposed Commercial Buildings Carlin Minor P.U.D. - Amendment No. 1 _ Parcel C, Spring Creek Park. Eagle County, Colorado Prepared for Tom Carlin acmaxxs ►R"Cr has 9137OG nauRt Na � 1 �. PIT NO. 2 t ti r v W FEES Ot1CRIP7ion OF wArER14l C TOPSOIL (surface stripped) Sandy SILT slightly slightly moist porous, with rock fragments light brown and -white 5 Sandy SILT light brown slightly moist and white with -rock ragments at 12" Bottom of Test Pit No groundwater encountered 10 SUMMARY OF TEST PITS Proposed Commercial Buildings Carlin Minor P.U.D. - Amendment No. 1 . Parcel C, Spring Creek Park Eagle County, Colorado Prepared for Tom Carlin • ACUARK1 '*"Cr NMI 9137OG navRt Na 8 2 I C r N BORING NO. 2 DEPTH 8 0 0 -1 J J W -2 N z -3 0 Q o -4 J 0 ch 0 -5 U 0.1 1.0 LOAD (KSF) 10 100 SAMPLE OF Sandy SILT NAT. MOISTURE CONTENT 17.7 % % SWELL/PRESS. SAMPLE FLOODED AQ•5 KSF NAT. DRY DENSITY 90.6 PCF BORING NO. 1 DEPTH 4 0 0 -1 J ' J W -2 N z 0 -3 a -4 J 0 Cn z 0 -5 0.1 1.0 LOAD (KSF) 10 100 SAMPLE OF Sandy SILT NAT. MOISTURE CONTENT 10.5 % % SWELL/PRESS.. SAMPLE FLOODED AT0.5 KSF NAT. DRY DENSITY 90.8 PCF SWELL — CONSOLIDATION TEST RESULTS Proposed Commercial Buildings Carlin Minor P.U.D. - Amendment No. 1 Parcel C, Spring Creek Park Eagle County, Colorado Prepared for PROJECT NO. 9137OG Tom Carlin FIGURE NO 3 Foundation Wall Polyethelene Moisture / Barrier glued to foundation wal l Back;ill moistened well compacted \ r �� Geotexti 1 e d' (Mirafi 140N or c equivilant) Minimum of 6" of 3/4 inch gravel 4" diameter perforated rigid pipe sloped a minimum of 1/8" ' per foot to sewer lateral subdrain, sump pump or daylighted. DETAILS OF PERIPHERAL DRAIN SYSTEM FOR FOOTING TYPE FOUNDATION FIGURE 4* • Project No. P.O.BOX 978 Inter -Mountain SUITE 101 9137 OG 0910 NOTTINGHAM ROAD AVOH.COLD. SIGN Engineering Ltd. 14M VANCE STFFET LAKEMOOO.COLO.. 80215 Figure No . 5 (3031949-3072 (303)232-0158 I FOUNDATION OVEREXCAVATION AND COMPACTION I "�COMPACTED FILL 01-1 WHERE: X = WIDTH OF FOOTING D = DEPTH OF OVER EXCAVATION W = WIDTH OF OVEREXCAVATION .2 FEET _W FEET COMPACT BOTTOM OF EXCAVATION X WIDTH OF FOOTING INCHES 16 /B 20 22 24 2.7 3.0 3.3 3.7 4.0 5.4 6.0 6.5 7. / 7.6 :sue Y