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Home My WebLink About4321 E Lake Creek Rd - 210529100023 - OWTS-2-11-5743Work Classification: NewPermit 1825 SUNBURST DR VAIL CO 81657- 1825 SUNBURST DR VAIL CO 81657- Address Owner Information Permit Status: Active Project Address 210529100023 Permit Type: OWTS Permit Permit NO. OWTS-2-11-5743 Expires: 10/1/2011 Issue Date: 6/3/2011 Parcel No. 004321 E LAKE CREEK ROAD LN EDWARDS, CO Private Wastewater System Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970)328-8755 Fax: (970)328-8788 Phone: (970)389-0471 Cell: (970)471-0397 Inspection For Inspections call: (970) 328-8755 Inspections: IVR PhoneEngineer(s) (970)949-5152RA NELSON & ASSOCIATES Contractor(s)Phone Primary ContractorLicense Number DIAMOND A EXCAVATING (970)926-2596 Yes18-11 DEBORAH L. WEBSTER WEBSTER RANCH LLC Permitted Construction / Details: Install as per J & K, Inc. revised design dated 4/29/2011, job number 10005, which is a new system to serve a 4 bedroom residence. Install a three compartment, 1500 gallon concrete, Front Range Pre-cast septic tank. In the third compartment install the Zoeller Pump model BN98 or equivalent as per engineer design. Install a cleanout between the house and the tank. The leachfield is to consist of 2040 sq ft of absorption area credit via 102 Quick 4 Infiltrator units installed in trenches with 2 inch schedule 40 pipe suspended inside the chambers. The pipe shall have 3/16 inch holes drilled as per design details. Pay careful attention to trench elevations so that effluent dose is spread over entire leachfield equally. Maintain all required setbacks, well, irrigation ditches, etc. Do not install in wet or frozen soil conditions. Call the design engineer and Eagle County Environmental Health for a final inspection before burying any of the system components. In order to receive final approval, the engineer must provide the final certification letter, photos of the installation, and as-built drawings of the system. Issued by: Environmental Health Department, Eagle County, CO June 03, 2011 Date Customer Copy Terri Vroman CONDITIONS: 1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT 2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101, et seq., AS AMENDED 3. 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 WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT 4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED Work Classification: NewPermit 1825 SUNBURST DR VAIL CO 81657- 1825 SUNBURST DR VAIL CO 81657- Address Owner Information Permit Status: Active Project Address 210529100023 Permit Type: OWTS Permit Permit NO. OWTS-2-11-5743 Expires: 10/1/2011 Issue Date: 6/3/2011 Parcel No. 004321 E LAKE CREEK ROAD LN EDWARDS, CO Private Wastewater System Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970)328-8755 Fax: (970)328-8788 Phone: (970)389-0471 Cell: (970)471-0397 Inspection For Inspections call: (970) 328-8755 Inspections: IVR PhoneEngineer(s) (970)949-5152RA NELSON & ASSOCIATES Contractor(s)Phone Primary ContractorLicense Number DIAMOND A EXCAVATING (970)926-2596 Yes18-11 DEBORAH L. WEBSTER WEBSTER RANCH LLC Permitted Construction / Details: Install as per J & K, Inc. revised design dated 4/29/2011, job number 10005, which is a new system to serve a 4 bedroom residence. Install a three compartment, 1500 gallon concrete, Front Range Pre-cast septic tank. In the third compartment install the Zoeller Pump model BN98 or equivalent as per engineer design. Install a cleanout between the house and the tank. The leachfield is to consist of 2040 sq ft of absorption area credit via 102 Quick 4 Infiltrator units installed in trenches with 2 inch schedule 40 pipe suspended inside the chambers. The pipe shall have 3/16 inch holes drilled as per design details. Pay careful attention to trench elevations so that effluent dose is spread over entire leachfield equally. Maintain all required setbacks, well, irrigation ditches, etc. Do not install in wet or frozen soil conditions. Call the design engineer and Eagle County Environmental Health for a final inspection before burying any of the system components. In order to receive final approval, the engineer must provide the final certification letter, photos of the installation, and as-built drawings of the system. Office Copy June 03, 2011 Issued by: Environmental Health Department, Eagle County, CO Date Terri Vroman CONDITIONS: 1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT 2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101, et seq., AS AMENDED 3. 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 WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT 4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED DEPARTMENT OF ENVIRONMENTAL HEALTH (970)328-8755 FAX: (970) 328-8788 TOLL FREE: 800-225-6136 www.eaalecountv.us EAGLE COUNTY P.O. Box 179 500 Broadway Eagle, CO 81631 www.eaglecounty.us PERMIT APPLICATION FOR ONSITE WASTEWATER TREATMENT SYSTEM OWTS PERMIT # OW75?-o? -1L` ?W3 BUILDING PERMIT # - -Q -it - 5 7 O INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED) FEESCHEDULE APPLICATION FEE $800.00 MAJOR REPAIR FEE $800.00 MINOR REPAIR FEE 400.00 This fee includes the OWTS Permit, Site Evaluation (Percolation Test, or Soil Profile Observation) and Final Inspection. Additional fees may be charged if a re -inspection is necessary, or a pre -construction site visit or consultation is needed. The re -inspection fee is $135.00 Make all remittance payable to: Eagle County Treasurer. Webster Ranch LLC (Deborah Webster / steph�One Blanchard) 970.471.0397 Property Owner: 1825 sunburst Dr. - Vail, CO 81657 Mailing Address: email debby.webster@gmail.com / stephenb47@gmail.com Registered Professional Engineer: J&K, Inc. Phone: 970 , 328.6368 Applicant or Contact Person: Tim Carpenter Licensed Systems Contractor: Diamond A Excavating, LLC Company / DBA: Mailing Address: P.O. BOX 1957 - Edwards, CO 81632 Permit Application is for: x New Installation Phone: 970.748.7696 License # Phone: 970.926.2596 les@diamondaexcavating.com Alteration i Repair Location of Proposed Onsite Wastewater Treatment System: Legal Description: Section 29 Township 5 Range 82 7 Tax Parcel Number: • AM5 �q 190t7a 3 Lot Size: Assessor's Link: www.eaalecountv.usJpatie! 28.178 Acres Physical Address: 4321 E. Lake Creek Rd. Edwards, CO 81632 Building Type: x Residential / Single Family Number of Bedrooms: Residential / Multi Family Number of Bedrooms: Commercial / Industrial* Type of Use: *These systems require design my a Registered Professional Engineer Type of Water Supply: x Private Well If Public Name of Supplier: Spring Surface Public Applicant Signature: �—� �� t �- - 15, 1 c Office Use Only r Bp Amount Paid: D Receipt #: _ _ _. _ Check #: r� /q Date: 02� April 27, 2011 Laura Fawcett Eagle County Environmental Health PO Box 179 Eagle CO 81631 RE: Webster Property Septic System The following comments are directed at concerns you expressed to Chris Williams in a phone conversation earlier this week. The size of the dosing slug is 158 gallons. This results in 3.79 doses per day for the average flow rate of 600 gallons per day, which is greater than the recommended minimum of 2 doses per day. 158 gallons per day should also adequately exercise the system. Roughly 81 gallons is needed to fill the 2” headers and laterals. To assure even distribution of effluent to each lateral we choose an efficient operating point of a commonly available pump at (50 gpm at 13’ TDH) and designed the system to evenly distribute effluent to each lateral at that operating point. Based on the chosen operating point, I calculated the flow rate for orifices of both the upper and lower laterals. Since the lower laterals are under slightly higher pressure we provided fewer holes (21) for the lower part of the system than for the upper part of the system, 24 holes. These calculations are attached for your information. Please call me with any questions. Jim Kunkel January 27, 2012 Chuck Collins RA Nelson & Associates Inc. P O Drawer 5400 Avon, CO. 81620 On August 25th, 2011, J&K inspected the Septic System installation at the Webster Blanchard residence on East Lake Creek Road. The field report is attached. The initial excavation site conditions were in conformance with design requirements. On August 30, 2011, J&K inspected the leach field installation. All infiltrators had been installed in accordance with the plans and specifications. The field report is attached. On November 14th, 2011, J&K performed a final inspection of the septic system and observed a squirt test of the dosing system. The pump was run through its cycle several times as clean water was pumped into the dosing chamber. The float levels controlling the pump were adjusted to match the design set points, and water was observed at each of the inspection ports, showing an even distribution across the leach field. Overall the system was operating as expected. An as-built survey of the leach field, septic tank and dosing tank were performed by Gore Range Surveying. A drawing of the original design with the as-built overlying the design is attached. It appears that the residence and the septic system were adjusted in the field. The adjustment should not have any adverse effect on the operation of the septic system. Minimum setbacks from the irrigation ditches and the building were maintained. The completed septic system is in substantial compliance with the plans and specifications. Please call me with any questions. Sincerely, James S. Kunkel PE & LS No. 23089 J&K, Inc. P.O. Box 409 Eagle, CO 81631 TO: THE FOLLOWING WAS NOTED: FIELD INSPECTION BY: Jim Kunkel: Inspected excavated leach field, soils appeared to match the soils report. Contractor asked if they could lower the northern end of the field to avoid a small (less than 8" fill to obtain cover. I advised them that the elevation of the the distribution pipes had to match the drawings for the dosing system to operate properly. Setbacks from irrigation ditches appeared to be adequate. A large quantity of topsoil was stored north of the leach field. I reminded the contractor that the final grading over the leach field would have to match the approved plans. DATE 8/25/2011 JOB NO. EA10005 PROJECT Webster, Blanchard Residence LOCATION East Lake Creek Road CONTRACTOR RA Nelson OWNER Steve Blanchard WEATHER good TEMP 70 PRESENT AT SITE Tim Carpenter, Chuck Collins, Jose Selic Chuck Collins RA Nelson J&K, Inc. P.O. Box 409 Eagle, CO 81631 TO: THE FOLLOWING WAS NOTED: FIELD INSPECTION BY: Jim Kunkel: Infiltrators are installed but not yet backfilled. Installation is in substantial compliance with the plans and specifications. Dosing equitment has not been installed yet. I advised Chuck that we would have to perform a squirt test after dosing tank and equipment is installed. DATE 8/30/2011 JOB NO. EA10005 PROJECT Webster, Blanchard Residence LOCATION East Lake Creek Road CONTRACTOR RA Nelson OWNER Steve Blanchard WEATHER good TEMP Warm PRESENT AT SITE Chuck Collins, Jose Selic Chuck Collins RA Nelson Hepworth-Pawlak Geotechnical, Inc. e154 ytech Phone: County Road Glenwood Springs, Colorado 81601 G Phone: 970.945-7988 HEPWORTH-PAWLAK GEOTECHNICAL Fax: 970-945-8454 July 8, 2010 email hpgeo@hpgeorech.com Webster Ranch, LLC Attn: Deborah Webster and Stephen Blanchard 1825 Sunburst Drive Vail, Colorado 81657 Job No. 110 045B Subject: Percolation Testing, Proposed Residence, Webster Ranch, Parcel C, Eagle County, Colorado Dear: Ms. Webster and Mr. Blanchard: As requested, Hepworth - Pawlak Geotechnical, Inc., performed percolation testing at the subject site. The testing was done in accordance with our proposal for professional services to you, dated January 20, 2010. A profile boring and three percolation test holes were drilled on June 16, 2010 at the locations shown on Figure 1. The subsoils encountered in the Profile Boring below about one foot of topsoil consisted of about 5 feet silty clayey sand with gravel overlying dense, silty sandy gravel, cobbles and boulders to the bottom boring depth of 9 feet. No free water was encountered in the boring and the soils were moist. Percolation test holes were drilled with 6-inch auger into the upper silty clayey sand and gravel and soaked with water on June 16, 2010. Percolation testing was conducted on June 17, 2010 by a representative of Hepworth - Pawlak Geotechnical, Inc. The percolation test results are summarized in Table 1 and range between 36 and 60 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. If you have any questions or need further assistance, please call our office. Sincerely, F��-PALrEOTECHNICAL, INC. Steven L. Pawlak, P.E. Daniel E. Hardin, SLP/ksw attachments Boring and Percolation Test Holes Figure 2 — Ud'9't0'F?6file Boring Table 1 — Percolation Test Results Figure Y'14, cc: J&& Inc. — Attn: Chris Williams Graybeal Architects — Attn: Doug Graybeal (doug@graybealarchitects com) Parker 303-841-7119 0 Colorado Springs 719-633-5562 0 Silverthorne 970-468-1989 1 i1 / DVS I oo z I I / 7940 110 045B 7925 / \\\\ ,9`pO�i/ \\\ O \ \\ P3 \ \ A P2 \ \\ \ 0 \ \ \\ PROFILE BORING \ I \ P1 I I \\ >19 I I � \ \1 I PROPOSED \ \ RESIDENCE \FP\GPj�ON O\jON I I APPROXIMATE SCALE I 1" = 40' 7935 7930 LOCATION OF PRCOLATION TEST HOLES I Figure 1 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS IAR tin iin AAR 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 (MINJINCH) P-1 34 15 167z 15% % 40 15a/4 15'/4 15'/4 14% /z 14% 14% % 14% 14 14 13% % 13% 13Y4 % P-2 32 15 18 17Y4 % 60 17'/4 16% /z 16% 16Y4 7: 16'/4 16 % 16 15'/ Y4 15% 15'/z % 15'/z 15Y4 Y4 P-3 30 15 17 16 1 36 16 15 1 15 14'% 3/4 14'/4 13% % 137a 13'/ 13'/z 13 /2 13 12% 1 % Note: Percolation test holes were 6" diameter auger drilled and soaked on June 16, 2010. Percolation tests were conducted on June 17, 2010. The average percolation rates were based on the last two readings of each test. GecPtech HEPWORTH- PAWLAK GEOTECHNICAL SUBSOIL STUDY Hepworth-Pawlak Geotechnical, for. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-3454 email: hpgeo@hpgeotech.com FOR FOUNDATION DESIGN PROPOSED RESIDENCE WEBSTER RANCH, PARCEL C EAGLE COUNTY, COLORADO JOB NO. 110 045A JULY 8, 2010 PREPARED FOR: WEBSTER RANCH, LLC ATTN: DEBORAH WEBSTER AND STEPHEN BLANCHARD 1825 SUNBURST DRIVE VAIL, COLORADO 81657 Parker 303-841-7119 0 Colorado Springs 719-633-5562 0 Silverthorne 970-468-1989 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY.....................:.................................................. - 1 - PROPOSED CONSTRUCTION................................................................................. - I - SITECONDITIONS................................................................................................... - I - SUBSIDENCE POTENTIAL..................................................................................... - 2- FIELDEXPLORATION............................................................................................ - 2- SUBSURFACE CONDITIONS..............................:................................................... - 3- FOUNDATION BEARING CONDITIONS............................................................... - 3- DESIGN RECOMMENDATIONS............................................................................. - 4- FOUNDATIONS.................................................................................................... - 4- FOUNDATION AND RETAINING WALLS......................................................... - 5- FLOORSLABS...................................................................................................... . 6 - UNDERDRAINSYSTEM...................................................................................... - 7- SITEGRADING.................................................................................................... - 7- SURFACEDRAINAGE......................................................................................... - 8- LIMITATIONS.......................................................................................................... - 8- FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 AND 5 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 6 AND 7 - GRADATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located on Parcel C, Webster Ranch, Eagle County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to Webster Ranch, LLC dated January 19, 2010. A field exploration program consisting of exploratory borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed residence will be a one and two story structure with a caretaker unit. Ground floors will be slab -on -grade and structural above crawlspace. Grading for the structure is assumed to be relatively minor with cut depths between about 4 to 8 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. SITE CONDITIONS The site is located in an irrigated field near the valley bottom of East Lake Creek about 4 miles south of US Highway 6. The ground surface is gently sloping down to the north Job No. 110 045A tech -2- with about 8 feet of elevation difference across the building footprint. Irrigation ditches are located on the east and -south sides of the building area. Vegetation consists of grass and weeds with scattered brush and aspen groves in perimeter areas. Scattered boulders are also exposed on the ground surface of the building area. SUBSIDENCE POTENTIAL Bedrock of the Pennsylvanian age Eagle Valley Evaporite underlies the Lake Creek area. These rocks are a sequence of gypsiferous shale, fine-grained sandstone and siltstone with some massive beds of gypsum and limestone. There is a possibility that massive gypsum deposits associated with the Eagle Valley Evaporite underlie portions of the property. Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. Sinkholes are generally known to be scattered throughout this area. These sinkholes appear similar to others associated with the Eagle Valley Evaporite in areas of the Eagle River valley. Sinkholes were not observed in the immediate area of the subject property. No evidence of cavities was encountered in the subsurface materials; however, the exploratory borings were relatively shallow, for foundation design only. 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 future ground subsidence on property throughout the service life of the proposed residence, in our opinion, is low; however, the owner should be made aware of the potential for sinkhole development. If further investigation of possible cavities in the bedrock below the site is desired, we should be contacted. FIELD EXPLORATION The field exploration for the project was conducted on June 16, 2010. Three exploratory borings were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. The borings were advanced with 4 inch diameter continuous flight augers powered by a truck -mounted CME-45B drill rig. The borings were logged by a representative ofHepworth-Pawlak Geotechnical, Inc. JVv lV0. IIV V4JH ^ HO+ech -3- Samples of the subsoils were taken with 1% inch and 2 inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils consist of about 1 to 1 %z feet of topsoil overlying somewhat stratified medium dense, silty clayey sand and gravel with cobbles and possible boulders. Dense gravel, cobbles and boulders were encountered between 10 and 22 feet in the borings. Drilling in the dense granular soils with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered in the deposit. Laboratory testing performed on samples obtained from the borings included natural moisture content and density and gradation analyses. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the sand soils, presented on Figures 4 and 5, indicate low to moderate compressibility under conditions of loading and wetting. Results of gradation analyses performed on small diameter drive samples (minus 1 %2 inch fraction) of the coarse granular subsoils are shown on Figures 6 and 7. The laboratory testing is summarized in Table 1. Free water was encountered in Boring 2 at a depth of about 19'/2 feet. The upper soils were generally moist to very moist with depth. FOUNDATION BEARING CONDITIONS The soils are mainly medium dense sand and gravel with some higher silt and clay content areas. Spread footings placed on the natural granular soils should be suitable for Job No. 110 045A Giggtech support of lightly loaded footings with relatively low settlement potential. Soft areas may be encountered due to the long term subsurface wetting from irrigation and need to be removed down to drier dense soils. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural granular soils. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable bearing pressure of 2,000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 4) 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 also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) The topsoil, loose disturbed soils and soft wet soils should be removed and the footing bearing level extended down to the relatively dense natural granular soils. The exposed soils in footing area should then be moisture adjusted to near optimum and compacted. Structural fill used to reestablish Job No. 110 045A C-cPtech -5- design bearing level should consist of relatively well graded sand and gravel, such as road base, and be compacted to at least 98% of standard Proctor density at near optimum moisture content. If water seepage is encountered, the footing areas should be dewatered before concrete placement. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 50 pcf for backfill consisting of the on -site granular soils. Cantilevered retaining structures which are separate from the structure and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 40 pcf for backfill consisting of the on -site granular soils. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some Job No. 110 045A C-Aiort@ci'h I Me settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.45. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 375 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a granular material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. 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 free -draining gravel should be placed beneath basement level slabs to facilitate drainage and be connected to the perimeter underdrain system. This material should consist of minus 2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% 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 granular soils devoid of vegetation, topsoil and oversized rock. Job No. 110 045A r&eCh -7- UNDERDRAIN SYSTEM Although free water was encountered well below expected excavation depth, it has been our experience in mountainous areas that local perched groundwater can 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, crawlspace 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 1 %2 feet deep. SITE GRADING The risk of construction -induced slope instability at the site appears low provided cut and fill depths are limited. We assume the cut depths for the foundation levels will not exceed about 8 feet. Fills placed around the building should be limited to about 8 feet deep and be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to at least 90% of the maximum standard Proctor density. The fill should be benched into slopes or excavations that exceed 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by vegetation or other means. Job No. 110 045A tech 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 paved areas. Free -draining wall backfill should be capped with about 2 feet of the on - site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 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 borings drilled 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 borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions Job No. 110 045A c&Rech SZ encountered during construction appear different from those described in this report, we should be notified so that 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. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Steven L. Pawlak, P.E. Reviewed by: IM SLP. 1904 J&K, Inc. — Attn: SOMM"Fan, PE (Sean&@jk-inc.com) Graybeal Architects — Attn: Doug Graybeal (doug@graybealarchitects.co Job No. 110 045A Ge.Ptech 7940 �9 \ \ \ 1 \ I \ BORING 1 I I \ I I I 1 1 \ 1 PROPOSED \ \ BORING 3 RESIDENCE N TON ( BORING 2 GP�\O I I I I 1 APPROXIMATE SCALE / 1" = 40' 7935 110 045A �I 7930 LOCATION OF EXPLORATORY BORINGS I Figure 1 BORING 1 BORING 2 ELEV.= 7937' ELEV.= 7935' 7940 - PROPOSED 7935 PROPOSED A. FLOOR LEVEL 38/12 FLOOR LEVEL P7 •4' 20/12 18/12 WC=11.4 p: DD=115 21/12 7930 q WC=14.2 DD=117 6/12 WC=15.3 +4=14 -200=36 -200=29 LL=20 p PI=3 816,15/5 11/12 WC=13.5 WC=13.0 LE 7925 E00 �38 18 DD=115 0 d X. w 15/12 15/12 1 1 7920 7915 7910 12/12 WC=14.7 DD=115 +4=9 -200=45 50/5 Note: Explanation of symbols is shown on Figure 3. BORING 3 ELEV.= 7929' 7940 7935 7930 PROPOSED FLOOR LEVEL 7925 LL c 0 10/12 m WC=19.6 DD=107 L 7920 12112 WC=12.8 DD=120 7915 7910 110 045A HEPG,9hGEOTECXNICAL LOGS OF EXPLORATORY BORINGS Figure 2 WORTX•PAWLAK LEGEND: ® TOPSOIL; organic clayey sand with gravel, very moist, dark brown. ®q SAND AND GRAV EL (SM-GM); silty to clayey, cobbles, possible small boulders, medium dense, moist, brown, subangular to rounded rocks. FIR SAND (SM-SC); silty, clayey, gravels, medium dense, moist to wet in Boring 2 with depth, brown. GRAVEL, COBBLES AND BOULDERS (GM); silty, sandy, dense, moist to wet in Boring 2, brown. Relatively undisturbed drive sample; 2-inch I.D. California liner sample. ■ Drive sample; standard penetration test (SPT), 1 3/8 inch I.D. split spoon sample, ASTM D-1586. 2iii0/��12 Drive sample blow count; indicates that 20 blows of a 140 pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. Free water level in boring following drilling. —� Depth at which boring had caved following drilling. TPractical auger drilling refusal. NOTES: 1. Exploratory borings were drilled on June 16, 2010 with 4-inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory borings were obtained by interpolation between contours shown on the site plan provided and checked by instrument level. 4. The exploratory boring 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 boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. Water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DID = Dry Density (pcf) +4 = Percent retained on the No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity Index (%) 110 045A LEGEND AND NOTES I Figure 0 0 C O m 1 a E 0 U 4 Moisture Content = 11.4 percent Dry Density = 115 pcf Sample of: Silty Clayey Sand with Gravel From: Boring 1 at 4 Feet upon wetting 0.1 1.0 10 100 APPLIED PRESSURE - ksf 0.1 110 045A Moisture Content = 13.0 Dry Density = 115 Sample of: Silty Clayey Sand From: Boring 2 at 8 Feet No movement upon wetting 1.0 10 APPLIED PRESSURE - ksf percent pcf SWELL -CONSOLIDATION TEST RESULTS 100 Figure 4 Moisture Content = 19.6 percent Dry Density = 107 pcf Sample of: Sandy Silty Clay From: Boring 3 at 5 z Feet 0 1 o c �° 2 No movement upon wetting y a E 0 3 4 0.1 1.0 10 100 APPLIED PRESSURE - ksf 110 045A N �tgcll CAL HEPWORTH•PAWLAK GEOTECHNI SWELL -CONSOLIDATION TEST RESULTS Figure 5 a O O r O z a 0 ;W N N � N U U b Al W W Z N ti OmW a Z* N � V v C 2C Z M J G K W m J lZZ N E � 00 O\ V7 D\ 0e 0N M m N 7 M liz X N V N Z¢ O a J i?ON M O � W O N Q Z 0 J F W M Ln N o t- \c 00 Q O Z V 0 S x <h 00 'cl' 00tn a\ C G W a O z N 0 rr N en m 1'en-lelle t'll r�e r4 Z 27/ 51, 5 0 f1: -- / 3 - 0, 7 -- r3, to = S. '6 �- r "'ter Z rt r ( 70 It 0 c)) r //o l A ) -7-P C.Oootq 7�� cis ts-e . /Asip 2 Z. 3 -��. /pr�p SECTION: 2.20.035 QV4t/TY PUMPS �NCE /c!� /c1 FMO973 Z 0310 Product information presented ® Supersedes here reflects conditions a time kZ4"211"519 /"g 1108 of publigtion. Consult factory L L/ regarding discrepancies or inconsistencies. MAIL TO: P.O. SOX 16347 • Louisville, KY 40255-0347 Visit our web Site: SNIP TO: 3649 Cane Run Road • Louisville, KY 40211-1961 www.zoellercom (502) 778-2731. 9 (800) 928-PUMP • FAX (502) 774-3624 COMPARE THESE FEATURES • Non -clogging engineered plastic vortex impeller design. • Corrosion resistant powder coated epoxy finish. • Durable cast construction. Cast switch case, motor, pump housing and base. No sheet metal parts to rust or corrode. • Castings - All cast iron class 25-30 25000# tensile strength. • Stainless steel screws, guard, handle, arm and seal assembly. • Float operated submersible (NEMA 6) 2-pole mechanical switch. • Motor - Permanent split capacitor, 60 Hz, 1725 RPM, oil -filled, hermetically sealed, automatic reset thermal overload protection. • Bearings - Upper & lower oil fed cast iron. • Carbon and ceramic shaft seal. • Entire unit pressure tested after assembly. • Watertight neoprene "❑" ring between motor and pump housing. • Maximum temperature for effluent or dewatering 130°F - 54°C. • Passes'/2 inch spherical solids. • No screens to clog. • Standard cord length 15 ft. (UL Listed). • 1'/" NPT Discharge (1'/2" X 2" PVC Adapter included with BN & BE Models). • On point - 9'/2' • Off point - 3" • Major width - 10 Va" • Height - 12" SIMPLEX AND DUPLEX SYSTEMS AVAILABLE PACKAGED SYSTEMS AVAILABLE Note: The sizing of effluent systems normally requires variable level float(s) controls and properly sized basins to achieve required pumping cycles or dosing timers with nonautomatic pumps. 98 Cast Iron Series "FLOW -MATE" (FOR PUMP PREFIX IDENTIFICATION SEE NEWS & VIEWS 0052) FOR SEPTIC TANK LOW PRESSURE PIPE (LPP) AND ENHANCED FLOW STEP SYSTEMS EFFLUENT OR DEWATERING PUMP SUBMERSIBLE 11/2" NPT DISCHARGE A u. r® To M 010 • Auto %F • Ave Vad SSP. f� f O Copyright 2010 Zoeller Co. All rights reserved. LU w� PUMP PERFORMANCE CURVE MODEL 98 25 - 6 20 - U_ 15 4 k2j a J 10 Q w z 5 0 10 20 30 40 50 60 70 80 GALLONS LITERS 0 80 160 240 FLOW PER MINUTE MODEL 98 Feet Meters Gal. I Liters 5 1.5 72 273 10 3.0 61 231 15 4.6 45 170 20 7.1 25 95 Shut-off Head: 23 ft. 7.0m oon-rl 4 21M SK11o2 CONSULT FACTORY FOR SPECIAL APPLICATIONS • Electrical alternators, for duplex systems, are available and Variable level float switches are available for controlling single supplied with an alarm and three phase systems • Mechanical alternators, for duplex systems, are available Double piggyback variable level float switches are available for with or without alarm switches variable level long cycle controls • Refer to FM1922 and FMO806 for temperatures above 130°F 98 Series Control Selection Model volts -Ph Mode Amps Simplex Duplex M98 115 1 Auto 9.4 1 4 N98 115 1 Non 9.4 2 or 3 4 W8 230 1 Auto 4.7 1 4 E98 230 1 Non 4.7 2 or 3 4 SELECTION GUIDE 1. Integral float operated mechanical switch, no external control required. 2. For automatic use single piggyback variable level float switch or double piggyback variable level float switch. Refer to FM0477. 3. See FM 1228 for correct model of simplex control panel. 4. See FM0712 for correct model of duplex control panel or FM1663 for a residential alternator system. For information on additional Zoeller products refer to catalog on Piggyback Variable Level Switches, FM0477; Electrical Alternator, FM0486; Mechanical Alternator, FMO495; Sump/ Sewage Basins, FMO487; Single Phase Simplex Pump Control, FM1596; Alarm Systems, FM0732. A CAUTION All installation of controls, protection devices and wiring should be done by a qualified licensed electrician. All electrical and safety codes should be followed including the most recent Nationat Electrical Code (NEC) and the Occupational Safety and Health Act {DSHA), "Easy assembly" (pump & discharge pipe not induded.) OPTIONAL PUMP STAND PIN 10.2421 • Reduces potential clogging by debris. • Replaces rocks or bricks under the pump. • Made of durable, noncorrosive ABS. • Raises pump 2" off bottom of basin. Provides the ability to raise intake by adding sections of 1'/? or 2" PVC piping. • Attaches securely to pump. Accommodates sump, dewatering and effluent applications. NOTE: Make sure float is free from obstruction. RESERVE POWERED DESIGN For unusual conditions a reserve safety factor is engineered into the design of every Zoeller pump. MAIL To: P.O. BOX 16347 LouZ •kLiw2p-l IPTO:i!!3 KY one R 0347 Manufacturers of.. SNIP i'0: 3649 Cane Run Road Louisville, KY 40211-1961 gm,,,www.zoelter corn (502) 7 FAX (502) 774-3524�PUMP O Copyright 2010 Zoeller Co. All rights reserved. 1500 Gal. Three Compartment FVQC Electric Lift Septic Tank Monolithic tank meets Total Capacity:1535 gallops ' ASTM-C-1227 Spec. PLAN Interior space for water and waste- adequate for water structures. duplex pump • Butyl rubber sealant installation meets Fed. Spec. SS- - S-210A. (Provided Inlet _ OLltlet with tank) See pages 35 - 41 for - - s�_8�. pumps and controls. Sealed baffle wall. Install effluent filter at this location. 10'-2" IY 2" Cast -A -Seal SECTION Gasket typical 4" Push Seal s�� Gasket typical 2' x 1' Modified riser w/ J-box float tree bracket Effluent pump (sized per specifi- cation) / remote alarm box, float �„ 5'-10" tree, control and alarm switches installed and pump plumbed to 55" '--' 52" stub -out including preassembled pipes and fittings. 4" - 21 Connections to electrical source by others. , Watertight Front Range Precast Concrete, Inc, 5439 N. Foothills Highway, Boulder, Colorado 80302 Phone (303) 442-3207 - (800) 783-3207 • Fax (303) 442-3209 www.flxx.com Part # Capacities (gallons) A B Lift Station Chamber (gallons) Discharge per Cycle Approximate Weights Tank Lid Baffle Walls Total Variable PCA-000-268 675 450 410 8.8 Gal. / 9,615 Ibs 3,900 Ibs 2,220 ibs 15,735 Ibs Vertical Inch -55- PA2010 Projects\ 10005\Dwg\Plan Production Drawings\ 10005_SEPTIC PP.dwg, 1 /27/2012 12:40:04 PM <m m O r m o I <z mZ A I mC) v0 I vZ m v I N Zmrp D0 p0 Z > ON m � < o O O N ± C 9 Zmm 14 � � w 'O Ln Ili (Nrl J p9 J O { O O 7929.9 0 7928.16 ol- 1 I I I 1 I / I 1 I I I I 1 I � � I 0 O N I I o 1 m Z I I N � I m � I 6) I I I I I I � v m IrPl D 1 I 1 I I I V O ID + �� i DN I v. I N w mn n03 i 00 D D m n Z I = m m j m m z0 I I m _ I I I X N Z C) L) I I I I I m m rr I I I I I m� rr D <D b+ rl 10 10 V N � T I O N I I I I I + 7924.5 I I O I I I I L61E ALL) IN I m V I r <D — I ,D +O I N � N I O O V iI ATFRAI MAIN I I r �I 10 m < 10 +I N O LATERAL D IN + I �p %0 <O m�N mN mIN V G r�r� uI oA <D<D <D o m V 10 } v + % + r N " N N 1v v '00 1 w 14 C) V z m r V 10 N O O I I i / r-- N - Z vrvimv m - r IT' 003 X !-nm D F C C 0 :K r) >> < T Z -i m m rm X��Cz22 D0 Z -ZiL) r D m 0� p ;0 ;0 m rm D o Xn �o - 0z mZ s Z! Z 3 Z O II m D m Z O m n m n 0 � on m1 P0 Am _ m N o 3 m 00 -� <Z n N 0 N D m Om Z< v �n 0 Om � m r, D3 ,0 _j D � N OZ Z do Z . 0 \ \ \ \ / / / / III III A I II I I I II I I I I I I II I I II I I I I `\ I ►I I \ III I .I 1 I III I I I.I 1 I IV I I I I I I Ij I I � I I I I I I I I I I I I I I I I I I I I I I I I � II I I m C) m V) Y V' m m 3 PROJECT WEBSTER RANCH PARCEL C TITLE SEPTIC SYSTEM PLAN AND PROFILE m Z C 4/15/1 I 1 REVISED PER COUNTY COMMENTS AD JK y B 4/6/ 1 1 REVISED PER COUNTY COMMENTS AD JK A 3/25/1 1 U-TRANSITION AND PIPE DIA. CLARIFICATION -SEE CLOUDED AREA WSK JK y 1 10/29/10 ISSUED FOR BUILDING PERMIT �C*+ NO. DATE DESCRIPTION BY CHK N < T 0 N o N m m O r 0 0,0 _ 0 3 m TO X T n Z n n O00 ao O vl 00 w co W 0 00 �M10 w y m m 00 0 N C O m — N Cl Co c n n C D Z < r D n D Z D 2 z = m m Z m m n Z " Z x Z m n 2A Ll m L 1 Z • cii PA2010 Projects\ 10005\Dwg\Plan Production Drawings\ 10005_SEPTIC PP.dwg, 1 /27/2012 12:40:04 PM <m m O r m o I <z mZ A I mC) v0 I vZ m v I N Zmrp D0 p0 Z > ON m � < o O O N ± C 9 Zmm 14 � � w 'O Ln Ili (Nrl J p9 J O { O O 7929.9 0 7928.16 ol- 1 I I I 1 I / I 1 I I I I 1 I � � I 0 O N I I o 1 m Z I I N � I m � I 6) I I I I I I � v m IrPl D 1 I 1 I I I V O ID + �� i DN I v. I N w mn n03 i 00 D D m n Z I = m m j m m z0 I I m _ I I I X N Z C) L) I I I I I m m rr I I I I I m� rr D <D b+ rl 10 10 V N � T I O N I I I I I + 7924.5 I I O I I I I L61E ALL) IN I m V I r <D — I ,D +O I N � N I O O V iI ATFRAI MAIN I I r �I 10 m < 10 +I N O LATERAL D IN + I �p %0 <O m�N mN mIN V G r�r� uI oA <D<D <D o m V 10 } v + % + r N " N N 1v v '00 1 w 14 C) V z m r V 10 N O O I I i / r-- N - Z vrvimv m - r IT' 003 X !-nm D F C C 0 :K r) >> < T Z -i m m rm X��Cz22 D0 Z -ZiL) r D m 0� p ;0 ;0 m rm D o Xn �o - 0z mZ s Z! Z 3 Z O II m D m Z O m n m n 0 � on m1 P0 Am _ m N o 3 m 00 -� <Z n N 0 N D m Om Z< v �n 0 Om � m r, D3 ,0 _j D � N OZ Z do Z . 0 \ \ \ \ / / / / III III A I II I I I II I I I I I I II I I II I I I I `\ I ►I I \ III I .I 1 I III I I I.I 1 I IV I I I I I I Ij I I � I I I I I I I I I I I I I I I I I I I I I I I I � II I I m C) m V) Y V' m m 3 PROJECT WEBSTER RANCH PARCEL C TITLE SEPTIC SYSTEM PLAN AND PROFILE m Z C 4/15/1 I 1 REVISED PER COUNTY COMMENTS AD JK y B 4/6/ 1 1 REVISED PER COUNTY COMMENTS AD JK A 3/25/1 1 U-TRANSITION AND PIPE DIA. CLARIFICATION -SEE CLOUDED AREA WSK JK y 1 10/29/10 ISSUED FOR BUILDING PERMIT �C*+ NO. DATE DESCRIPTION BY CHK N < T 0 N o N m m O r 0 0,0 _ 0 3 m TO X T n Z n n O00 ao O vl 00 w co W 0 00 �M10 w y m m 00 0 N C O m — N Cl Co c n n C D Z < r D n D Z D 2 z = m m Z m m n Z " Z x Z m n 2A Ll m L 1 Z • cii aOPO TO�G<F /AV,T FRST� P ydJ I GHWAY 6 - A s m n m m EDWARDS NpG P � m ?O n M�CO r P CREEK PQ PROJECT SITE \/I!-INIITV MAD \cU\2 \ 4, \2 WEBSTER RANCH PARCEL C SITE HORIZONTAL CONTROL PLAN GRAPHIC SCALE 30 0 15 30 60 ( IN FEET ) I inch = 30 ft. SITE SHEET INDEX SHEET NO. DESCRIPTION C.1.0 SITE HORIZONTAL CONTROL PLAN C.1.1 SITE GRADING, DRAINAGE & EROSION CNTRL PLAN C.1.2 SEPTIC SYSTEM PLAN AND PROFILE C.2.0 SITE CONSTRUCTION DETAILS C.2.1 SEPTIC SYSTEM DETAILS EXISTING MAJOR CONTOUR — — — -- EXISTING MINOR CONTOUR — — — — EXISTING EDGE OF ROAD EXISTING EASEMENT — — — — EXISTING IRRIGATION DITCH FLOW LINE — — — EXISTING VEGETATION BOUNDARY r v v v rY EXISTING TREE EXISTING HEAD GATE EXISTING BOULDER Q EXISTING EDGE OF CREEK — — — — — — — 100 YR. FLOODPLAIN BOUNDARY PROPOSED MAJOR CONTOUR �/ )& K INC* PROPOSED MINOR CONTOUR g PROPOSED EDGE OF DRIVEWAY PROPOSED DRIVEWAY CENTERLINE — - - — PROPOSED CHANNEL FLOW LINE ARCHITECTURE PROPOSED COMMON UTILITY TRENCH — CU — CU — CIVIL ENGINEERING PROPOSED STORM PIPE w/ FLARED END SECTION PROPOSED BOULDER LANDSCAPE WALL LAND SURVEYING PROPOSED TOPSOIL STOCK PILE BOUNDARY ------ PROPOSED LIMITS OF DISTURBANCE — — MAPPING PROPOSED UTILITY PEDESTAL PLANNING PROPOSED UTILITY POLE PROPOSED WELL STRUCTURAL ENGINEERING -�---------/EDGE OF CREEK (TYP.) _ I OO YR. FLOODPLAIN / 1 \ / \ /' / / l \�\ Jl / / / / \ \ \\ \\ \\\ \\\\\ \\ \ N I I \\ / — — // /// _-- // // BOUNDARY (TYP.) — — — — — — — ! �•/ ice'/ / I / \ / / / / / \ \ \ \ \\ r--- I\N' /' /! 75'HIGH WATER SETBACK LINE (TYP.) / / i------- -----' SITE BENCHMARK ELEVATION 799.00 N51°30'59.67"W SOD SPIKE \\\ \ \ \ \ \ \ \ \ \ VDRIE I / / +00 PROPOSED I / I TO CL0 CAP AT N 114 \\ \\ //----------/ I \ \ \ \ \\ \\ \\ \---- I / / 2 I /T1 GLO BRASS \ \ \ TO 29 S52° 14' 45.01 "E ) I \ \ \ \ \ \\ \\ \ \ \ \ \ \ I / CORNER, SECTION 1760.545' \\ \ \\ / / \ \\\\ \ \\\\\\------\\\ \\\%\\\� \ IRRIGATIONEXISTING DITCH CENTERE(TYP.) LLJ _W 0 _ \ \ < EXISTING HEAD GATES (TYP.) 0 _S67° 11' 07.05"W z 263.929' S47° 43' 09.8'6"W / \ I 360.023' l I \ \ ! I — q(j Ile EXISTING IRRIGATION \ \\\\ /� ♦ c !' ♦ / v I I DITCH CENTERLINE (TYP.) Y PROPOSED ITDRIVEWAY �C�\ I / I c PROPOSED `\ GA EXCHNGE LOOP FIELD " \ cc J5 APPROXIMATE / ! LOCATION I / I I 1 I I I � AWE PROPOSED DRAINAGE DITCH I I A / / / / .1 9 3 / / / CENTERLINE (TYP.) EXISTING /REE(TYP.) NOTE: I I I I l l �I I I // / / / / / I I l / 1. Surveyor shall use final stamped foundation drawings q I I I I / / / / / // // / / / // / I I / for layout of the structural elements. Verify consistency between final foundation drawings and this drawing. Bring _ an discrepancy to Engineerattention before roceedin / / / / / / / / / / / I I I I I / / /_ _ ` — __=_� __- — _ — _�� \� �___=— POST OFFICE BOX 409 1286 CHAMBERS AVE., SUITE 200 EAGLE, COLORADO 81631 P 970 328 6368 F 970 328 1035 WWW.JK-INC.COM Y u °a °a N � m Z O r_ a u W Z Z w w O O U Z Z Z 0 0 :CO) cc� cc� a a O LU cn L cn ww w V) N —_ W I— Ln p � N � o m Z REVISIONS ISSUE Z Q U CL J W J 0 z CL � 2 U U J Z a � z 0 w V I ce ca 0LU W U O LU -' f- a STAMP JOB NO. 10005 SHEET NO. EXISTING BRIDGE NOTES: I. UTILITY LINE SIZES TO BE PROVIDED BY THE UTILITY COMPANIES. 2. TOPSOIL SHALL BE STOCKPILED ON THE SITE, TO THE EXTENT PRACTICABLE, FOR SUBSEQUENT RE -APPLICATION IN AREAS TO BE REVEGETATED. ANY AND ALL STOCKPILES SHALL BE PROTECTED FROM EROSIVE ELEMENTS. SILT FENCE SHALL BE PLACED AROUND THE BASE OF THE STOCKPILES. 3. CUT AND FILL SLOPES SHALL NOT BE STEEPER THAN 2 HORIZONTAL TO I VERTICAL. SLOPES STEEPER THAN 3:1 SHALL BE TREATED WITH AN APPROVED ROLLED EROSION CONTROL FABRIC. 4. NATURAL VEGETATION SHALL BE RETAINED AND PROTECTED, WHENEVER POSSIBLE, EXPOSURE OF SOIL TO EROSION BY REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. IF CONDITIONS WARRANT, CONTRACTOR SHALL TAKE APPROPRIATE MEASURES TO STABILIZE THE EXPOSED MATERIAL AND MITIGATE THE POTENTIAL FOR DUST GENERATION OR EROSION. TREES SHALL BE PROTECTED WHERE EVER POSSIBLE INSIDE AND OUT OF THE LIMITS OF DISTURBANCE AS SHOWN ON THE DRAWING. 5. EXPOSED SOIL SHALL BE STABILIZED AND PROTECTED FROM EROSIVE FORCES NO LATER THAN 14 DAYS AFTER ACHIEVING FINISHED GRADE OR IF THE AREA IS TO REMAIN DORMANT (DISTURBED BUT NOT AT FINAL GRADE) LONGER THAN 14 DAYS. STABILIZATION/PROTECTION MAY BE EFFECTED BY: MULCHING OR PLACEMENT OF TEMPORARY EROSION CONTROL FABRICS, AS INDICATED ON THE PLANS AND APPROPRIATE FOR THE SLOPE. 6. IF A DISTURBED AREA WILL BE EXPOSED FOR UP TO A YEAR PRIOR TO FINAL STABILIZATION, TEMPORARY REVEGETATION WILL BE REQUIRED IN ADDITION TO THE STABILIZATION/PROTECTION MEASURES. TEMPORARY REVEGETATION MAY BE ACCOMPLISHED USING AN ANNUAL GRASS SEED MIX IN ACCORDANCE WITH THE REVEGETATION NOTES. 7. IF A DISTURBED AREA IS AT FINAL GRADE OR IS EXPECTED TO REMAIN DORMANT FOR MORE THAN A YEAR. PERMANENT REVEGETATION IN ACCORDANCE WITH REVEGETATION STANDARDS. WEBSTER RANCH PARCEL C GRADING, DRAINAGE AND EROSION CONTROL PLAN GRAPHIC SCALE 30 0 15 30 60 IN FEET) I inch = 30 ft. 8. CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL MEASURES, THROUGHOUT THE DURATION OF I / / / / I I I \ \ I I $ / / / %1 // CONSTRUCTION ACTIVITIES. EROSION CONTROL FACILITIES SHALL BE INSPECTED AND REPAIRED AS NECESSARY (AT LEAST ONCE PER WEEK AND AFTER EACH STORM EVENT). 9. AT ALL TIMES THE SITE SHALL BE MAINTAINED AND/OR WATERED TO PREVENT EROSION FROM WIND OR WATER TO THE EXTENT POSSIBLE. EARTHWORK OPERATIONS SHALL BE DISCONTINUED WHEN MITIGATION MEASURES ARE INADEQUATE TO PREVENT FUGITIVE DUST FROM IMPACTING ADJACENT PROPERTY. IF EARTHWORK IS COMPLETE OR HAS BEEN DISCONTINUED, AND DUST CONTINUES TO BE GENERATED FROM THE /�' l l / / / I N I \ - —< --- EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR EXISTING EDGE OF ROAD EXISTING EASEMENT EXISTING IRRIGATION DITCH FLOW LINE EXISTING VEGETATION BOUNDARY EXISTING TREE EXISTING HEAD GATE EXISTING BOULDER EXISTING EDGE OF CREEK 100 YR. FLOODPLAIN BOUNDARY PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED EDGE OF DRIVEWAY PROPOSED DRIVEWAY CENTERLINE PROPOSED CHANNEL FLOW LINE PROPOSED COMMON UTILITY TRENCH PROPOSED STORM PIPE w/ FLARED END SECTION PROPOSED BOULDER LANDSCAPE WALL PROPOSED TOPSOIL STOCK PILE BOUNDARY PROPOSED LIMITS OF DISTURBANCE �ritsrr��r PROPOSED UTILITY PEDESTAL 0 PROPOSED UTILITY POLE PROPOSED WELL _ L PROPOSED SILT FENCE ®®_ - PROPOSED STRAW BAILS SITE CONTRACTOR SHALL IMMEDIATELY INSTITUTE MORE SUBSTANTIAL MITIGATION MEASURES AND SHALL CORRECT ALL IMPACTS TO ADJACENT PROPERTY. 10. ALL TEMPORARY SEDIMENT CONTROLS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL STABILIZATION OF SITE IS ACHIEVED, OR WHEN IT IS CLEAR THAT THE TEMPORARY MEASURES ARE NO LONGER NEEDED. I I . POSITIVE SURFACE DRAINAGE AWAY FROM UTILITY AND STRUCTURE EXCAVATIONS IS REQUIRED DURING CONSTRUCTION OPERATIONS, INCLUDING GRADING AND LANDSCAPING. 12. AN EASEMENT LOCATION FOR THE OVERHEAD POWER WILL BE PROVIDED BY HOLY CROSS UPON FINAL DESIGN. — — — — — — — — 11 / / / / / / / / / / / / / / / / EXISTING ASPEN 1 / / 100 YR. FLOODPLAIN / / / I 1\ / / // // // / / TREE (TYP.) BOUNDARY (TYP.) EDGE OF , // // / / / I CREEK (TYP.) EXISTING GRADE CONTOURS (I' INTERVALS) 75' HIGH WATER SETBACK LINE (TYP.) / / O END OF DITCH CONSTRUCTION, TIE INTO EXISTING CHANNEL FINISHED GRADE CONTOURS (I' INTERVALS) EXISTING IRRIGATION`_� / —\ 1\01 \ \ DITCH CENTERLINE (TYP.) I / /l / /.9 �i /f �\ \ \/ // //// // / // / // // / // / / • / / / / / / /^ \ I r \,\ / I / / // \\ \ \ TO BEODROP; LINED WITH RIP RAP \ \ \ FOUNDATION DRAIN [ — — 1 1 \ ( \ APPROX. ELEV. 7922' I 1 \r 7930 I 7sz\\\� . SEPTIC DRAINFEILD i LOCATION T-� Nam_= / i \ EROSION CONTROL STRAW \ I I ♦ I �, — — — — — — — — — \ BAIL LOCATION (TYP.)I / e, ARAG-E-ra.:i 1 s // /////// / / I// / \ I I I � ♦ __-------�1�-L� �1 , ' I \ '`ee��.EL//.-7926.83 790.0` ' ° 7929 69 /\ LOWER LEGEL T.O SLAB GRATE DRAIN @ 2/ \ II ... EROSION CONTROL INV. IN ELEV = 7924.34 1 \ LEV. = 7927.33' I / SILT FENCE (TYP.) INV. OUT ELEV = 7924.09 i \ �� \\ " 79zb.s9 701 PI / // // / / I V / A \ 1 1 A �1 ° ✓ E EV LE7937 O.SL B APPROX. LOCATION OF PROFILE BORING I 1 i li/i l F P2 APPROX. LOCATION I I III 1 i i i it 1 I I o / / / ( \ / I I OF PERCOLATION III II ; � \ I n ( / / \ 1 I TEST HOLES (TYP.) II i M, �A TEMP TOPSOIL STOCKPILE / /l 1 i BOUNDARY. /� / / (lI l \ i TO BE REMOVED AND AREA TO BE REVEGETATED / /.� </�� RE: \ / / / i ' ' ' / 1 s SOILS ENGINEER TO CONFIRM � � i , i , 9 LANDSCAPE PERCOLATION RATES AFTER / / i y� i PLN FOR SIDE STOCK PILE REMOVAL. \\ /// i �! \ / / WALK ENTRY I .S� Ii� 3 / FOUNDATION DRAIN DAYLIGHT `'o \\ ; i \ , I ° 7936.08— // ELEV. 7920' INSTALL PER SOILS ENGINEER I I I I I \ \ APPROX. LIMITS OF DISTURBANCE, CONTRACTOR TO VERIFY FINAL 3 / \ DISTURBANCE BOUNDARY 11 \ \ \\\ \ \ PIPE INV. ELEV = 7915.69 Cu ` PROPOSED LANDSCAPE WALLS - mo �M'N' z "I, � -, - START OF DITCH CONSTRUCTION; TIE INTO EXISTING CHANNEL / \ -7936.587936.38 \A cn s, PERIM FND \ ( \ •7936.58 / ^Q / / / DRAIN/ /93 8 ti� / A/ I / PROPOSED CHANNEL FLOW LINE (TYP.) r - I O � / 7936.00 EXISTING HEADGATE / LOCATION (TYP.) FOUNDATION DRAIN APPROX. INV ELEV. = 7931 S PROPOSED DRIVEYVAw/ t< � cu �� CENTERLINE (TYP.) \\ \ �a _-,� " I APPROX. WELL 1—'\r a / / I \ V / , LOCATION .00 ff 0000 i.00� / �� ♦♦� k / / ----------------\ \ \ \ \ \ \ \ \ \ / '0 � ♦ ,�' C�♦ \ \ \ \ \\ `\ \\ \ \ \ \ o PROPOSED UTILITY PEDESTAL / 100' Cli � j♦♦♦ \ I' 156 LF 18" @ 0.50% — — — — — — — \ \ \\\\ \\ \\ \\ \ \\ \\ \\ \ \ PROPOSED GEO-EXCHANGE LOOP FIELD 1 TIE INTO EXISTING ROAD \ /�INO I \\ /�♦ �/ l 46J/ �� \ \\ \ \ \ \ \ \ \ \ \ \ \\ /%// \ \ ��' ✓'�\U PIPEINV.ELEV=79Lr4I'/ �� \ \ \ \\ \ \ \ \•J,\ \ \ \\ \ // L CO .00 APPROX. UTILITY / / �/ Co \ ♦ � 'C� / / \ p \ — _ \ 1 \ \ ^ \ \ \ \ \ \ \ \ + I \ POLE LOCATION / / `� / \ �` ®® ♦ , !��/ — 01000 / I CU�_ �� / / \ C� _ - -1� ♦ / \ COMMON / \ UTILITY TRENCH; L Cu Cu INCLUDINGELECTRICAND�TELEPHONE LINES am\ � I START OF PROPOSED ALL WEATHER 9/ S SURFACE DRIVEWAY CONSTRUCTION' \ FOUNDATION DRAIN DAYLIGHT ELEV. 7928.5' MAX. SLOPE DRAIN I % MIN. INSTALL PER SOILS ENGINEER J&K, INC* ARCHITECTURE CIVIL ENGINEERING LAND SURVEYING MAPPING PLANNING STRUCTURAL ENGINEERING POST OFFICE BOX 409 1286 CHAMBERS AVE., SUITE 200 EAGLE, COLORADO 81631 P 970 328 6368 F 970 328 1035 WWW.JK-INC.COM X u V) Z O a u Ln z w O O Lu u v a 0 z z z Z o Ov Ov m cc� Lu ix� a O ILL 0 N o N w w � _ _ o - 'n - N H Q � m Z REVISIONS ISSUE U 0Z Lu J U Q CL w u J CL QO = z� U QZ a o0 U � Z �.�..� Z � `o _O Q O w u LLI 0' ix i a STAMP JOB NO. 10005 SHEET NO. / / i / / / / / / / I 1'-- - — I------------- ---- _ I I� --_7921.92 9.0( 7930- PROPOSED SLAB ELEV 7926.83 PROPOSED HOUSE CONNECTION ELEVATION TO BE VERIFIED UPON FINAL DESIGN 7925- 7920- 7915- 110 ------------�\ 45°ELBOW I 90' ELBOW \ \\ \ J Ij HORIZONTAL SCALE I" = 10' VERTICAL SCALE I" = 5' 12" MIN. DIA. CONCRETE OR PROPOSED FINISHED GRADE — _ -- o - --- -- STA:0+40.83 EXISTING GRADE g STA:1 +04.57 1 STAB +T3S7 - STA:0+51.00 E . V. R 9' TYP. STA:0+97.26 STA:45.91 ELEV: 3-COMPARTMENT SEPTIC TANK STA:0+99.72 ELEV:7922.00 917.30 o� N 10 0 `O � 00 Ln CAcV 1+ 0 1+ 1 •7930 _ STA:1 +22.57 ELEV:7922.00 STA:1 +24.87 r ELEV:7922.33 STA: I +24.87 `ELEV:7922.00 LOWER FIELD INV. EL 7920.40' - 7920 .7915 4.9 I I I I 1 I I 1 I I l WEBSTER RANCH PARCEL C SEPTIC SYSTEM PLAN AND PROFILE GRAPHIC SCALE 10 0 5 10 20 (IN FEET) I inch = 10 ft. NOTES: I. PROVIDE RIGID INSULATION ALONG THE SEPTIC SERVICE MAIN TO EQUIVALENT 4' BURY, WHERE NECESSARY. I" OF INSULATION IS EQUAL TO I' OF BURY. 2. SOILS ENGINEER SHALL CONFIRM PERCOLATION RATE OF SOILS IN LEACH FIELD AREA AFTER CONTRACTOR REMOVES TOPSOIL STOCK PILE MATERIAL. J&K, INC* ARCHITECTURE CIVIL ENGINEERING LAND SURVEYING MAPPING PLANNING STRUCTURAL ENGINEERING POST OFFICE BOX 409 1286 CHAMBERS AVE., SUITE 200 EAGLE, COLORADO 81631 P 970 328 6368 F 970 328 1035 WWW.JK-INC.COM Y U Q a Q a 3 >- m w a O u w N Z Z O O ua at u Ln Ln a o� � J U w w Q O O fti a ii IL O Z Z Z O O a U U Z O Co af cc� 0� ii a �~-, O Lu Sn � cn Z w w w ~ v> a' d N — — — W n p vl N N _ Q Q U m Q — O Z REVISIONS ISSUE Lu J_ U w 0 J w CL U�/ ILL Q z CL Q = z U Q z w w V) Co U_ CL w V) u 0'-W' a STAMP [T'6N°� 10005 SHEET NO. SEWER I PROFILE NEENAH R-4999-AX DRAINAGE NOTES: 12" min 0.7 Ba 0.3 Ba 0 18" TYPICAL GRATE DRAIN DETAIL N.T.S. TOP OF SUBGRADE INSTALLATION OF PLASTIC OR METAL CULVERT WITH END SECTIONS LEGEND LIMITS OF STRUCTURE EXCAVATION IN ROCK 00000o LIMITS OF STRUCTURE EXCAVATION IN SOIL TYPICAL CULVERT DETAIL N.T.S. ".IP RAP 3D 4U BUILD EMBANKMENT TO HERE AND EXCAVATE TO 18" / DEPTH REQUIRED. 0.3 Ba LI ROAD SURFACE END SECTION MINIMUM COVER 1.0' D MINIMUM GRADE = 0.5% CROSS SECTION BEDDING MATERIAL SHALL BE 12" LOOSE THICKNESS CLASS I STRUCTURAL BACKFILL. END SECTION �4D SEE PLAN VIEW NOTE: I. END SECTIONS TO BE INSTALLED WHERE SHOWN. ALL CULVERTS MAY REQUIRE DEEPENING OF ROAD DITCH TO ACCOMODATE MINIMUM COVER OF I.0' AT SHOULDER. 2. RIP RAP SIZING d50 PER HIGHWAY SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, LATEST EDITION. TYPICAL CULVERT INSTALLATION FILTER FABRIC EXTRA STRENGTH NEEDED MESH SUPPORT WITHOUT WIRE STEEL OR WOOD POST STEEL OR - WOOD POST 36" HIGH MAX 12" MIN. 'ACING WITH ZT FENCE kCING WITHOUT PONDING HT. FILTER FABRIC ATTACH SECURELY TO UPSTREAM RAF SIDE OF POST. 9 MAX. � (RECOMMENDED) STORAGE HT. 4"x6" TRENCH WITH COMPACTED BACKFILL STANDARD DETAIL TRENCH WITH NATIVE BACKFILL 12" MIN. NDING HT. RAF GRAVEL ALTERNATE DETAIL TRENCH WITH GRAVEL NOTES: I. INSPECT AND REPAIR FENCE AFTER EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. 2. REMOVED SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT CONTRIBUTE SEDIMENT OFF -SITE AND CAN BE PERMANENTLY STABILIZED. 3. SILT FENCE SHALL BE PLACED ON SLOPE CONTOURS TO MAXIMIZE PONDING EFFICIENCY. SILT FENCE SOIL STABLIZATION N.T.S. OR SEDIMENT BASIN. LE TYPICAL TREATMENT. WET SLOPE LINING EROSION BLANKETS & TURF 1) SLOPE SURFACE SHALL BE FREE OF ROCKS, REINFORCEMENT MATS CLODS, STICKS AND GRASS. MATS/BLANKETS SLOPE INSTALLATION SHALL HAVE GOOD SOIL CONTACT. 2) LAY BLANKETS LOOSELY AND STAKE OR STAPLE TO MAINTAIN DIRECT CONTACT WITH THE SOIL. DO NOT STRETCH. SLOPE STABILIZATION DETAIL 1. THE ALIGNMENT, GRADE, LINE, AND OTHER IMPROVEMENTS SHOWN ON PLANS MAY REQUIRE FIELD ADJUSTMENT TO ACCOMMODATE UNANTICIPATED CONDITIONS. FIELD ADJUSTMENTS MUST BE APPROVED BY THE ENGINEER OF RECORD. 2. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE START OF CONSTRUCTION. 3. ALL DISTURBED AREAS SHALL BE RE -VEGETATED WITH THE APPROPRIATE SEED MIXTURE FOR THAT AREA. SEE SEED MIXTURE TABLE BELOW. NOTES: EROSION CONTROL I . SEE CDOT M&S STANDARDS FOR TEMPORARY EROSION CONTROL, M-208-1 LATEST REVISED EDITION. 2. PERMANENT EROSION CONTROL SHALL BE PLACED AFTER CUT AND FILL SLOPES ARE IN PLACE. ALL CUT AND FILL SLOPES AND OTHER DISTURBED AREAS SHALL BE RE -VEGETATED AFTER CONSTRUCTION. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION AND MAINTENANCE OF TEMPORARY EROSION CONTROL. CONTRACTOR SHALL BE RESPONSIBLE TO USE BEST MANAGEMENT PRACTICES FOR DUST, SEDIMENT AND EROSION CONTROL. 4. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR AN ON -SITE WATER TRUCK DURING CONSTRUCTION TO BE USED TO PREVENT DUST FROM DISPERSING INTO THE ATMOSPHERE AND FOR COMPACTION SPECIFICATION REQUIREMENTS. SEED MIXTURE COMMON NAME GENUS/SPECIES RATE WESTERN WHEATGRASS AGROPYRON SMITHII 8 LBS. PER ACRE THICKSPIKE WHEATGRASS AGROPYRON DASYSTACHYM 6 LBS. PER ACRE STREAMBANK WHEATGRASS AGROPYRON RIPARIUM 6 LBS. PER ACRE SLENDER WHEATGRASS AGROPYRON TRACHYCAULUM 6 LBS. PER ACRE PUBESCENT WHEATGRASS AGROPYRON TRICHOPHORUM 4 LBS. PER ACRE CANBY BLUEGRASS POA CANBYI 3 LBS. PER ACRE GREEN NEEDLEGRASS STIPA VIRIDULA 5 LBS. PER ACRE INDIAN RICEGRASS ORYZOPSIS HYMENOIDES 3 LBS. PER ACRE DRYLAND - IRRIGATED COMMON NAME GENUS/SPECIES RATE TALL FESCUE (TURF TYPE) FESTUCA ARUNDINACEA 3 LBS. PER 1,000 SF BASIN WILDRYE ELYMUS CINEREUS I LB. PER 1,000 SF KENTUCKY BLUEGRASS POA PRATENSIS I LB. PER 1,000 SF VARIES TO DAYLIGHT (9' MIN) SLOpE _ VARIES (9 o f 7 (st F V STANDARD VARIES I Mqk 4 8 4FS BOTTOM TO DAYLIGHT VARIES (I2.5' MIN.) OF CHANNEL /� (3' MIN) 1 i I� 2' TYP. TYPICAL PROPOSED IRRIGATION CHANNEL SECTION N.T.S. CULVERT OUTLET DETAIL N.T.S. NOTE: I. STRAW LOGS MAY BE SUBSTITUTED FOR STRAW BALES BALES IMBEDDED 4" TO 6" J FI STRAW BALE CHECK DAM DETAIL N.T.S. STAKES- 2" X 2" X 3' BERM OR NATURAL TERRAIN J&K, INC. ARCHITECTURE CIVIL ENGINEERING LAND SURVEYING MAPPING PLANNING STRUCTURAL ENGINEERING POST OFFICE BOX 409 1286 CHAMBERS AVE., SUITE 200 EAGLE, COLORADO 81631 P 970 328 6368 F 970 328 1035 WWW.JK-INC.COM 2 u m z 0 a u W z z w w O O 0 H H z z > z > 0 O O m 3� Q� a a O 0 0 0 w w w Ln ,3� N - - O W v1 .p N Q z REVISIONS ISSUE U o J J zQ W U Q w Ly C) Q CL � Q J I z� °C U �z z < oO U U � W z z EO m Q t) W O C� oC W u O uj -r F- c a �- STAMP 10005 SHEET NO. C6200 N.T.S. N.T.S. RADE GENERAL NOTES: SEPTIC SYSTEM CALCULATIONS: PERCOLATION CALCULATIONS: PERCOLATION TESTS: HOLE NO.I T = HOLE NO.2 T = HOLE NO.3 T = AVG. PERCOLATION RATE _ LOADING RATE FOR TESTED SOILS = GENERAL DESIGN CALCULATIONS: NUMBER OF BEDROOMS = GALLONS/PERSON/DAY = PERSONS PER ROOM = AVG. DAILY FLOW = MAX. DAILY FLOW = SEPTIC TANK CALCULATIONS: 40 MIN/INCH 60 MIN/INCH 36 MIN/INCH 45.33 MINANCH 0.45 GAL./SQ. FT./DAY (PER EPA TABLE) 4 75 GAL 2 4 BR X 2 PERSONS/BR X 75 G/P/D = 600 GPD 600 GPD x (150%) = 900 GAL/DAY VOLUME (FOR 4 BEDROOMS) = 1250 GAL ABSORPTION BED AREA CALCULATION: A = Q = 900 GAL./DAY = 2000 SQ. FT. LOADING RATE 0.45 GAL./SQ. FT./DAY USE GRAVEL -LESS SYSTEM AREA REDUCTION = 50% REQUIRED LENGTH OF INFILTRATOR = 2000 SQ. FT. X 0.5 (REDUCTION) = 100 CHAMBERS (SAY 102 INFILTRATOR CHAMBERS) 10 SQ. FT./CHAMBER NO. OF INFILTRATORS PER LATERAL = 102 = 17 INFILTRATORS PER LATERAL (LATERAL LENGTH = 4' X 17 = 68' ) 6 NOTE: I. TRENCH WIDTH SHALL NOT BE MORE THAN 16" NOR LESS THAN 12" WIDER THAN THE OUTSIDE DIAMETER OF THE PIPE LAID THEREIN. 4" DIA. PVC DELIVERY PIPE 4.5 SUPPLY MAIN LINE DETAIL N.T.S. TRENCH WIDTH OR 1'-8" MIN. MINIMUM COVER PER SPECIFICATIONS OR PER CONSTRUCTION DRAWING TRENCH WIDTH O PIPE BELL O.D. STANDARD PIPE BEDDING DETAIL SUB -SURFACE DETAIL N.T.S. 4" SCHEDULE 40 PVC EARTH BACKFILL GRAVITY CLEANOUT TYPICAL DETAIL N.T.S. 12" MIN. DIA. CONCRETE OR HEAVY DUTY POLYETHYLENE RISER SYSTEM w/ LIDS (TYP.) 4" PUSH SEAL GASKET (TYP.) Ypa FILL WITH GRAVEL THREADED PLUG r 6" TO 8" + 24" MIN. SCH 40 PVC 5/8" REBAR FOR LOCATING PURPOSES. TIE TO VERTICAL PVC WITH #9 WIRE. TOP OF REBAR AT 1'-0" BELOW FINISHED GRADE. 45' LONG RADIUS ELBOW 2'-0" MIN. SCHEDULE 40 PVC 4"x4" ME ELEV: 7921.88 4'-7" 6" 3" MIN. 14" MIN. 4� 4"x4"x4" INLET TEE, TYP. 675 GAL. CAPACITY PUMP OFF 7918.75 450 GAL. CAPACITY ALARM 7920.50 PUMP ON 7920.25 410 GAL. CAPACITY 4" 10'-2" TYPICAL 1500 GAL SEPTIC TANK DETAIL N.T.S. PROFILE TEST PIT N.T.S. 1'0' TOPSOIL 5.00' SILTY, CLAYEY SAND WITH GRAVEL 3.00' SILTY SANDY GRAVEL, I COBBLES AND BOULDERS NOTE: I. LOCATION OF PERCOLATION HOLES, PROFILE HOLE, PROFILE BORING HOLE AND PERCOLATION TEST RESULTS PROVIDED BY HP GEOTECH. JOB #1 10 045B. DATE: JULY 8, 2010 MULTIPORT END CAP APPROX. 3' TO GRADE ELEV: 7921.0 !" PRESSURIZED LINE 1/8" WEEP HOLE AT ELBOW FOR DRAIN BACK DO NOT INSTALL CHECK VALVE TANK CONFIGURATION BASED ON FRONT RANGE PRECAST CONCRETE, INC. 1500 GALLON SEPTIC TANK PH. 303.442.3207 NOTES: I. QUICK 4 STANDARD LP INFILTRATOR CHAMBERS (6 ROWS) OR DISTRIBUTOR APPROVED EQUAL, W/ 2"0 SCHEDULE 40 LATERALS SUSPENDED W/ ZIP -TIES FROM THE TOP OF CHAMBER AT EACH END OF INFILTRATOR MODULE. THE (3) UPPER ELEVATION LATERALS SHALL HAVE 3/ 16" 0 HOLES SPACED AT 8.5' O.C. THE (3) LOWER ELEVATION LATERALS SHALL HAVE 3/ 16" 0 HOLES SPACED AT 9.75' O.C. ENSURE ALL LATERALS ARE LEVEL. HOLES SHALL BE PLACED IN THE 12 O'CLOCK POSITION. ADDITIONAL HOLES SHALL BE DRILLED AT THE MIDDLE AND END OF EACH LATERAL IN THE 6 O'CLOCK POSITION TO SERVE AS A DRAIN WHEN PUMP IS TURNED OFF. 2. A PIECE OF FLAT ROCK (I.E. FLAGSTONE) OR OTHER EROSION CONTROL DEVICE SHALL BE PLACED BELOW THE 3/16" DRAIN OUT HOLES. 3. PROVIDE 2" VENT TO DAYLIGHT AT END OF EACH LATERAL. INSERT 2" DISTRIBUTION PIPE IN TOP HOLE AND HANG ALONG TOP OF INFILTRATOR UNITS FOR ENTIRE LENGTH OF RUN 4.4' 4.0' (EFFECTIVE LENGTH) 9' (MIN.) FINISHED GROUND SLOPE AWAY FROM STRUCTURE SIDE VIEW QUICK 4 STANDARD INFILTRATOR CHAMBER TYPICAL DETAIL N.T.S. NOTE: INSTALL INFILTRATOR TO MANUFACTURERS RECOMMENDATION. 36" MAX. COVER 18" MIN. COVER FOR TRENCH (TYP.) 11 IIIIIII111 IIIIII11- =1 I =1 I 1 I =1 I= =1 I =1 I 1 I =1 I =1 I =1 I =1 11 _ _ IIIIIIIII11 _ _ 1111 II11 11I ]H=111 I��II 11111 1-I I:�II � 1 11 11 J 3' (TYP.) 6' (MIN.) 3' (TYP.) 2" DIA. LATERAL (TYP.) I. THE SEPTIC SYSTEM SHALL BE INSTALLED BY AN EAGLE COUNTY LICENSED INSTALLER (EXCAVATION AND BACKFILLING). CONSTRUCT SEPTIC SYSTEM IN ACCORDANCE WITH THE MOST RECENT EAGLE COUNTY DEPARTMENT OF HEALTH REGULATIONS FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEMS (CHAPTER IV ISDS). 2. DISTURBANCE OF EXISTING VEGETATION IN FIELD AREA SHALL BE KEPT TO A MINIMUM. 3. PLEASE NOTIFY THE ENGINEER OF CONSTRUCTION SCHEDULE 24 HOURS PRIOR TO THE START OF CONSTRUCTION. A REPRESENTATIVE OF J&K, INC. SHALL BE CONTACTED FOR INSPECTION PRIOR TO PLACEMENT OF BACKFILL. 4. THE CALCULATIONS FOR THIS SEPTIC SYSTEM WERE BASED ON PEAK FLOW CONDITIONS WITH NO LEAKING APPLIANCES. IT IS THE OWNERS RESPONSIBILITY TO ASSURE NO APPLIANCES IN THE HOUSE HAVE LEAKING FIXTURES THAT COULD OVERWHELM THE DESIGNED SYSTEM. 5. ALL PIPE ELEVATIONS NOTED ON PLAN TO BOTTOM OF PIPE. 6. SIDEWALLS AND BOTTOM OF TRENCHES ARE TO BE INSPECTED FOR SMEARING OF CLAY SOILS. IF NEEDED, RAKING OF TRENCH WALLS AND BOTTOM TO BE PERFORMED TO AID IN ABSORPTION. 7. FINAL GRADE ABOVE THE LEACH FIELD SHOULD BE GRADED TO PREVENT PONDING OF RUNOFF. 8. SURFACE ACTIVITY MUST BE RESTRICTED ABOVE THE FIELD TO ACTIVITIES THAT WILL NOT OVERLY COMPACT THE SOIL, OR CAUSE STRUCTURAL DAMAGE TO THE SEPTIC SYSTEM. 9. CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL BEST MANAGEMENT PRACTICE. SEE CDOT LATEST EDITION M&S STANDARDS FOR TEMPORARY EROSION CONTROL BEST MANAGEMENT PRACTICE. SEPTIC TANK NOTES: 10. THE INLET PIPE SHALL BE PROPERLY SUPPORTED TO PREVENT FAILURE BY SETTLING FOR A DISTANCE OF AT LEAST FIVE FEET FROM THE INLET OF THE SEPTIC TANK. REFER TO THE COUNTY REGULATIONS FOR REQUIREMENTS. 11. SEPTIC TANK SHALL BE DESIGNED TO WITHSTAND H-20 AXLE LOADS, OR BARRIERS SHALL BE PROVIDED TO EXCLUDE VEHICLE TRAFFIC FROM THE TANK SITE. 12. THE SEPTIC TANK SHALL BE DESIGNED TO WITHSTAND 8 FEET OF SATURATED OVERBURDEN. 13. THE TRANSFER OF LIQUID FROM THE FIRST COMPARTMENT TO THE SECOND OR SUCCESSIVE COMPARTMENT SHALL BE MADE AT A LIQUID DEPTH OF AT LEAST 14" BELOW THE TRANSFER PIPE OUTLET INVERT BUT NOT IN THE SLUDGE ZONE. PUMP NOTES: 14. PUMP SHALL BE SET OFF BASE OF VAULT AT LEAST 6" AND NOT HIGHER THAN 9". PUMP SHALL BE ABLE TO PUMP 50 GPM AGAINST 13 FEET OF HEAD. USE ZOELLER PUMP CO. EFFLUENT PUMP MODEL BN98 OR EQUAL.. PUMP PERFORMANCE CURVE OF ALTERNATE PUMP SELECTION SHALL BE REVIEWED BY ENGINEER. SUPPLIER SHALL PROVIDE MECHANISM FOR REMOVAL AND REPLACEMENT OF PUMP FROM ABOVE TANK. 15. A PACKAGED LIFT STATION MAY BE SUBSTITUTED FOR DOSING TANK DESIGN. SUBMIT TO ENGINEER FOR APPROVAL 16. PROVIDE A CONTROL SYSTEM WITH ALARM PANEL IN A CONSPICUOUS LOCATION. INFILTRATOR NOTES: 17. INSTALL INFILTRATOR TO MANUFACTURERS RECOMMENDATION. 18. TRENCH TOLERANCE +/- 0.04' PER 100'. 19. NATURAL GROUND BELOW INFILTRATOR SHOULD BE FREE OF COBBLES OR GRAVEL THAT WOULD INHIBIT FLUSH CONTACT OF INFLTRATOR UNIT WITH GROUND. ENGINEER SHOULD INSPECT PREPARED SURFACE PRIOR TO PLACEMENT OF INFILTRATOR. 20. EXISTING CONDITIONS MAY VARY THROUGHOUT FIELD AREA. TRENCH BOTTOMS SHOULD BE DEEPER THAN 4' AND NO SHALLOWER THAN I' TO TOP OF INFILTRATOR. HOWEVER, TRENCH TOLERANCE OF +/_ 0.04' PER 100 FEET SHALL BE MAINTAINED. 2.8' SECTION VIEW TRENCH BACKFILL AND COMPACT (TYP.) INFILTRATOR (TYP.) - IIIII11 /•� r�1:71 del :Zil�l � I )&Kg INC. ARCHITECTURE CIVIL ENGINEERING LAND SURVEYING MAPPING PLANNING STRUCTURAL ENGINEERING POST OFFICE BOX 409 1286 CHAMBERS AVE., SUITE 200 EAGLE, COLORADO 81631 P 970 328 6368 F 970 328 1035 WWW.JK-INC.COM Y X Q Q V Q Q m Z O a at u W Z Z w Lu O 0 a O Z Z Z Z) Z) 0 O 0 m cc� cc� 0� Lu a Lu a 0 0 0 Ln 0 > Lu > u, w v) N - - W 'n .3 � N � o co 0 Z REVISIONS ISSUE U J W U � C J U I -I -I Z a u oC ll�__ oC CL W Lu V) m LJZ..I u 0'ix -W' F- a STAMP JOB NO. 10005 SHEET NO. Ce2o N.T.S. TRENCH CROSS SECTION TYPICAL DETAIL N.T.S. aOPO TO FAG�F /AV,T FRST� P ydJ IGH1'1'AY6 - A s m n m m EDWARDS NpG P � m ?O n M�CO r P CREEK PQ PROJECT SITE i \/If-INII-rV MAD \cU\2 \ 4, \2 WEBSTER PROPERTY PARCEL C SITE HORIZONTAL CONTROL PLAN GRAPHIC SCALE 30 0 15 30 60 ( IN FEET ) I inch = 30 ft. SITE SHEET INDEX SHEET NO. DESCRIPTION C.1.0 SITE HORIZONTAL CONTROL PLAN C.1.1 SITE GRADING, DRAINAGE & EROSION CNTRL PLAN C.1.2 SEPTIC SYSTEM PLAN AND PROFILE C.2.0 SITE CONSTRUCTION DETAILS C.2.1 SEPTIC SYSTEM DETAILS EXISTING MAJOR CONTOUR — — — -- EXISTING MINOR CONTOUR — — — -- EXISTING EDGE OF ROAD EXISTING EASEMENT — — — — EXISTING IRRIGATION DITCH FLOW LINE — — — EXISTING VEGETATION BOUNDARY r v v v rY EXISTING TREE EXISTING HEAD GATE EXISTING BOULDER Q EXISTING EDGE OF CREEK — — — — — — — 100 YR. FLOODPLAIN BOUNDARY PROPOSED MAJOR CONTOUR �/ j& K INC* PROPOSED MINOR CONTOUR q PROPOSED EDGE OF DRIVEWAY PROPOSED DRIVEWAY CENTERLINE — - - — PROPOSED CHANNEL FLOW LINE ARCHITECTURE PROPOSED COMMON UTILITY TRENCH — CU — CU — CIVIL ENGINEERING PROPOSED STORM PIPE w/ FLARED END SECTION PROPOSED BOULDER LANDSCAPE WALL LAND SURVEYING PROPOSED TOPSOIL STOCK PILE BOUNDARY ------ PROPOSED LIMITS OF DISTURBANCE — — MAPPING PROPOSED UTILITY PEDESTAL PLANNING PROPOSED UTILITY POLE PROPOSED WELL STRUCTURAL ENGINEERING ------' — \ G \� SITE BENCHMARK - / 1 I \ \ \ ELEVATION = 7929.00' \ \ \ \ \ \ \ \\ \ \ \ \ \ \ SOD SPIKE \ \ \ \ \ \ \ \ \ VDRIE I / / +00 PROPOSED I / I TO CL CAP AT N 114 \\ \\ // /---------/ I \ \ \ \ \\ \\ \\ \---- I / / 2 112 GLO BRASS \ \ \ \ / / / \ \ \ \ \\ \\ \ \ TO 29 S52° 14' 45.01 "E ) I \ \ \ \ \ \\ \\ \ \ \ \ \ I / CORNER, SECTION 176.01"E \\ \ \\ / / \ \\\\ \ \\\\\\------ I � \ \ UJI I I 0 Lu � EXISTING HEAD GATES (TYP.) 0 —S67° 11' 07.05"W z 263.929' a S47° 43' '" 09.86W 5 360.023' l I \ \ ' I /Wl \ / Co c I / = / / EXISTING IRRIGATION �`` DITCH CENTERLINE (l eb\ I CU. PROPOSED 12' DRIVEWAY / \ cG C \ / \ \ \ \ \ �' Co `2. All i BOULDER DROP 7935- _ R � STRUCTURE �TIONS APPROXIMATE / LOCATION / T I Cn PROPOSED DRAINAGE DITCH \ \ I I / I / / I I I I i A/v, / / / / / / •.1 3 / / CENTERLINE (TYP.) LO EXISTING TREE (TYP.) NOTE: 1. Surveyor shall use final stamped foundation drawings 1 I / / / / l / l ^ / �o \ Ill for layout of the structural elements. Verify consistency I I / / / / , / / — — / / / / / / / / / / / / / / / �a between final foundation drawings and this drawing. Bring any discrepancy to Engineer's attention before proceeding. —__ �__ _ -_ _ � / I \ \ \ POST OFFICE BOX 409 1286 CHAMBERS AVE., SUITE 200 EAGLE, COLORADO 81631 P 970 328 6368 F 970 328 1035 WWW.JK-INC.COM u m Z O r- a at Uj W Uj Z ca m m O V) V) W rn Q N Q 0 O _ Z REVISIONS ISSUE Z Q CL J � O Z W CL O O v 113� J C Q ~ W Z O cry w N O LU 0' �- ix a 1 1 r STAMP [TON°� 10005 SHEET NO. EXISTING BRIDGE NOTES: I. UTILITY LINE SIZES TO BE PROVIDED BY THE UTILITY COMPANIES. 2. TOPSOIL SHALL BE STOCKPILED ON THE SITE, TO THE EXTENT PRACTICABLE, FOR SUBSEQUENT RE -APPLICATION IN AREAS TO BE REVEGETATED. ANY AND ALL STOCKPILES SHALL BE PROTECTED FROM EROSIVE ELEMENTS. SILT FENCE SHALL BE PLACED AROUND THE BASE OF THE STOCKPILES. 3. CUT AND FILL SLOPES SHALL NOT BE STEEPER THAN 2 HORIZONTAL TO I VERTICAL. SLOPES STEEPER THAN 3:1 SHALL BE TREATED WITH AN APPROVED ROLLED EROSION CONTROL FABRIC. 4. NATURAL VEGETATION SHALL BE RETAINED AND PROTECTED, WHENEVER POSSIBLE, EXPOSURE OF SOIL TO EROSION BY REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. IF CONDITIONS WARRANT, CONTRACTOR SHALL TAKE APPROPRIATE MEASURES TO STABILIZE THE EXPOSED MATERIAL AND MITIGATE THE POTENTIAL FOR DUST GENERATION OR EROSION. TREES SHALL BE PROTECTED WHERE EVER POSSIBLE INSIDE AND OUT OF THE LIMITS OF DISTURBANCE AS SHOWN ON THE DRAWING. 5. EXPOSED SOIL SHALL BE STABILIZED AND PROTECTED FROM EROSIVE FORCES NO LATER THAN 14 DAYS AFTER ACHIEVING FINISHED GRADE OR IF THE AREA IS TO REMAIN DORMANT (DISTURBED BUT NOT AT FINAL GRADE) LONGER THAN 14 DAYS. STABILIZATION/PROTECTION MAY BE EFFECTED BY: MULCHING OR PLACEMENT OF TEMPORARY EROSION CONTROL FABRICS, AS INDICATED ON THE PLANS AND APPROPRIATE FOR THE SLOPE. 6. IF A DISTURBED AREA WILL BE EXPOSED FOR UP TO A YEAR PRIOR TO FINAL STABILIZATION, TEMPORARY REVEGETATION WILL BE REQUIRED IN ADDITION TO THE STABILIZATION/PROTECTION MEASURES. TEMPORARY REVEGETATION MAY BE ACCOMPLISHED USING AN ANNUAL GRASS SEED MIX IN ACCORDANCE WITH THE REVEGETATION NOTES. 7. IF A DISTURBED AREA IS AT FINAL GRADE OR IS EXPECTED TO REMAIN DORMANT FOR MORE THAN A YEAR. PERMANENT REVEGETATION IN ACCORDANCE WITH REVEGETATION STANDARDS. WEBSTER RANCH PARCEL C GRADING, DRAINAGE AND EROSION CONTROL PLAN GRAPHIC SCALE 30 0 15 30 60 (IN FEET) I inch = 30 ft. EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR EXISTING EDGE OF ROAD EXISTING EASEMENT EXISTING IRRIGATION DITCH FLOW LINE EXISTING VEGETATION BOUNDARY EXISTING TREE EXISTING HEAD GATE EXISTING BOULDER EXISTING EDGE OF CREEK 100 YR. FLOODPLAIN BOUNDARY PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED EDGE OF DRIVEWAY PROPOSED DRIVEWAY CENTERLINE PROPOSED CHANNEL FLOW LINE PROPOSED COMMON UTILITY TRENCH PROPOSED STORM PIPE w/ FLARED END SECTION PROPOSED BOULDER LANDSCAPE WALL PROPOSED TOPSOIL STOCK PILE BOUNDARY PROPOSED LIMITS OF DISTURBANCE 0 �ritsrr��r 8. CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL MEASURES, THROUGHOUT THE DURATION OF PROPOSED UTILITY PEDESTAL CONSTRUCTION ACTIVITIES. EROSION CONTROL FACILITIES SHALL BE INSPECTED AND REPAIRED AS NECESSARY I / / / / / / I I \ \ \ I I I / P / / / / / / �'i / / PROPOSED UTILITY POLE (AT LEAST ONCE PER WEEK AND AFTER EACH STORM EVENT). / / PROPOSED WELL _ L 9. AT ALL TIMES THE SITE SHALL BE MAINTAINED AND/OR WATERED TO PREVENT EROSION FROM WIND OR / / / / / / / J \ \ \ \ I I 1 \ \ w o Y / �/ / / / / PROPOSED SILT FENCE j� — — _ - WATER TO THE EXTENT POSSIBLE. EARTHWORK OPERATIONS SHALL BE DISCONTINUED WHEN MITIGATION F o / / PROPOSED STRAW BAILS / MEASURES ARE INADEQUATE TO PREVENT FUGITIVE DUST FROM IMPACTING ADJACENT PROPERTY. IF /, / / / / / / I \ \ \ I I \ \ \ \ \ w - _ — — — — V i / / / \ / EARTHWORK IS COMPLETE OR HAS BEEN DISCONTINUED, AND DUST CONTINUES TO BE GENERATED FROM THE SITE CONTRACTOR SHALL IMMEDIATELY INSTITUTE MORE SUBSTANTIAL MITIGATE MEASURES AND SHALL CORRECT ALL IMPACTS TO PROPERTY. ADJACENT 1 \ \\ �\ 10. ALL TEMPORARY SEDIMENT CONTROLS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL STABILIZATION OF II / / / / I I J \ \ \ � � � \ \\----------' SITE IS ACHIEVED, OR WHEN IT IS CLEAR THAT THE TEMPORARY MEASURES ARE NO LONGER NEEDED. I / / / / / / I / \ \ \ \ \ \ \ \ \ \ — — — — — — — — — —' I I . POSITIVE SURFACE DRAINAGE AWAY FROM UTILITY AND STRUCTURE EXCAVATIONS IS REQUIRED DURING CONSTRUCTION OPERATIONS, INCLUDING GRADING AND LANDSCAPING. 12. AN EASEMENT LOCATION FOR THE OVERHEAD POWER WILL BE PROVIDED BY HOLY CROSS UPON FINAL DESIGN. \-------- \\ 11 / / / / / , / / / / / / / / / / EXISTING ASPEN 1 / / 100 YR. FLOODPLAIN / / / I 11 / / ,/ // // / / TREE (TYP.) BOUNDARY (TYP.) EDGE OF , // // / / / I CREEK (TYP.) /� // // / / / / / / � EXISTING GRADE CONTOURS (I' INTERVALS) I 75' HIGH WATER SETBACK LINE (TYP.) / / o END OF DITCH CONSTRUCTION, TIE INTO EXISTING CHANNEL FINISHED GRADE CONTOURS (I' INTERVALS) EXISTING IRRIGATION101 \ \ DITCH CENTERLINE (TYP.) 'Ilk \.\ / / // \� PROPOSED DROP; LINED TO BE �\\\ FOUNDATION DRAIN t— — 1 I APPROX. ELEV. 7922' I I \ SEPTIC DRAINFEILD i I Ic)30 \ PROPOSED LANDSCAPE WALLS II I II I Ili LOCATION I I I 17929.5I / i \ EROSION CONTROL STRAW I IJJ I ♦ f ,, o N / — _ — ---------\ BAIL LOCATION (TYP.) IIII \ ♦ \ 1 I \ o I I II /� ----- \ 1 LI I \ l •``e�J.E EVAG. 6A ♦ \ I 'F I ` /-79 26.83 /i 00 /� 9 o o d 7929,69 \ LOWER LEG EL T.O.SLAB ''••. \\ EROSION CONTROL C �v GRATE DRAIN @ no 1 o J%7926.59 LEV.=7927.33' �\ SILT FENCE (TYP.) \ I I , _ I \ \ ` / 7 6>3 START OF DITCH CONSTRUCTION; TIE INTO EXISTING CHANNEL 'mac\ sz ,\ II , INV. IN ELEV - 7924.34 I % .. I 79z8.is /7936.58 \ My 11 \ // //////( /// /I ��I / // I / 1I I 11\ / /v v \ \ V \ \ \ �\ V \ \ \ II IIj II iI �II� 1,1 ; A 1 iI i1 1 \i11�' 'i 1 /A " > ✓° POj` I /> /INV. OUT ELEV=7924.09 ^ �MAIN LEVEiT793638 T?O SLAB ELEV=74371 PE R�IM FVNDIM I DRAIN �7936.46 79 0 � 9366 T�p/ ,00 / \/ / 1 I oi`9i-- / / / / \ I , I , ��h / 1 I � ( / \ I // � � \ � � \I , , \ / / q � I I / PROPOSED CHANNEL \X// TEMP TOPSOIL STOCKPILE I / I I I� i \ \ i / \ % / / I / / / FLOW LINE (TYP.) r - / BOUNDARY, / I \ 1 , 1 ;1 �1I i TO BE REMOVED AND AREA 1 / / j� I �' \\ i i i�i / / \ TO BE REVEGETATED / / / Jl� 1 I 1 I / I // \ I 1 //v, / 3. / RE. 7 LANDSCAPE ARA Er.osLAB It I I 1 EV/ 79 WALK ENTRY 7936.67 z 1s.z / //\ // PLN FOR SIDE��i I / 7936.00 FOUNDATION DRAIN DAYLIGHT `'o / i \ \ I 3 ' / 7936.08 79 \ I / /� / EXISTING HEADGATE ELEV. 7920'g35 / LOCATION (TYP.) INSTALL PER SOILS ENGINEER APPROX. LIMITS OF DISTURBANCE, CONTRACTOR TO VERIFY FINAL / I \ \ \ DISTURBANCE BOUNDARY \ I.' / \ FOUNDATION . I I \ \ \ \ \ \ , C \ \ �/ I DRAIN I \ \ \ \ \\ \ PIPE INV. ELEV = 7915.69 \ I. \ — \\� �1 /; l 1 \ APPROX. INV \ ) \ \ \ \ \ P \ 'Cu, ELEV. = 7931 PROPOSED DRIVEWAY �\\3 `\ Cu / 1 \ CENTERLINE (TYP.) \ , �J�j cu_\ APPROX. WELL LOCATION \ .00 rn — ♦cl ma/ /_ i/ / PROPOSED UTILITY PEDESTAL ♦ a, \ \ I START OF PROPOSED ALL WEATHER \ ♦ ♦'' ♦// c�� `�' / /�y I — — — — — — -� \ \\ \\ `\ \\ `\ \ \ `\ \ \ PROPOSED GEO-EXCHANGE LOOP FIELD SURFACE DRIVEWAY CONSTRUCTION; \ / c / I'' 156 LF 18" @ 0.50% — — — — — — . \ ` \ \ \ \ \ \ \ \ \ \ \ , 1 TIE INTO EXISTING ROAD \ /j 00 J11l 10000 ✓' / PIPE INV. ELEV = 791.541 Co 00 . / cu / \ ` APPROXUTILITY co `� ! ♦ ♦ 100i�/ c / cu ♦ ♦ , // — — \ ^ 100\ \ \ \ 11 \ \\\\ \\ \ \ \ \ \\ \ ` + POLE LOCATION /c�/ / / / �\ ®®- ♦ c3/ 100♦/ ) //� /�\� \ // 1 \ \ \ \ \ \ \ \\ \ /� L \ �u - _ - -i— _� `� / ♦'/ \ COMMON UTILITY TRENCH; / \ I I ` \ I \ \ ♦ ♦ ♦/ \ I INCLUDING ELECTRIC AND _ _ _ _ _ _ TELEPHONE LINES ®®_ _ - FOUNDATION DRAIN DAYLIGHT ELEV. 7928.5' MAX. SLOPE DRAIN I % MIN. INSTALL PER SOILS ENGINEER J&K, INC* ARCHITECTURE CIVIL ENGINEERING LAND SURVEYING MAPPING PLANNING STRUCTURAL ENGINEERING POST OFFICE BOX 409 1286 CHAMBERS AVE., SUITE 200 EAGLE, COLORADO 81631 P 970 328 6368 F 970 328 1035 WWW.JK-INC.COM Y X u V) Co z O a at off Lu CL W H F C7 z 0 J D co O ILL Lu Z) 0 N Q C. O z REVISIONS ISSUE 0Z J Q = W CL J z Q U QO z w Q z Lu 0 0 �Q U Co � (1�, �J z V QO V w u O F— a 1 1 r STAMP JOB NO. 10005 SHEET NO. LL- 0 a 0 CL 0 Ln N 0 0 N rn N 0 / / , , , , / / / / / / / / / / / / / / / / / / / / / / / / I/ I I / / / / / / / / I I / J / / / i 1 / PROPOSED / DRIVEWAY (TYP.) / / / / / lk�� -------------- - - _--_-_ _ - -.-.- - - - --- - - - - \ \ \ / *4 50' MIN.DITCH SETBACK / I I - 52.50' 2.00' WEST LEECH FIELD, 4" DIA. 52 L.F. LATERAL, 7922.66 INV. ELEV. = 792I.00 i .'1cl / I -- - (3 TYP) / / 52.50' � 9.00' (TYP.) I - ___- _ _ - �A!1+10.65 OFF:0.00' EAST LEECH FIELD, I -'----____-- - - STA:1+08.35 2" DIA. 52 L.F. LATERAL, / J--L 7922.81 -----_ i �2f_f:9A� _ INV. ELEV. = 7922.50 / II (3TYP) ///---------- / I ------__ ------__ STA:0+99.35---- --- _ 25.27 7923.23 ---- -___ ---- OFF:0.00' 7 STA:0+90.35 /�____-__---- -- Q____---_-_- I 6.00' (TYP,r) Lid 925.59 / STA:0+85.50 OFF:0.00' I / ` --------------------------------/ / --OFF:0.00'_ _ 7926.05 STA:0+51.16 STP,'+40.83 ` \ / OFF 0 00' 00 0.00' / \ 'STA:0+39.20 O 50' MIN. DITCH SETBACK OFF:0.00'uj Q - 2" SEPTIC SERVICE \ - / 4' INSIDE DIA DOSING PUMP VAULT b // \ I 1250 GAL COPELAND CONCRETE SEPTIC - - - - - - - - - - - - - - - \ \ \ TANK OR ENGINEERED APPROVED EQUAL L6 \ \ / ^'' 4" SEPTIC SERVICE 24" DIA. INSULATED ACCESS RISERS ' 4" CLEANOUT `\\ \\ ,/ PROPOSED /' \ A:O+ \V / HOUSE \�� OF / F :0.00 / S +02.7 \ I. RK HORIZONTAL SCALE I" = 10' VERTICAL SCALE I" = 5' 7930 PROPOSED SLAB ELEV 7926.83 PROPOSED HOUSE CONNECTION ELEVATION TO BE VERIFIED UPON FINAL DESIGN 7920- 7915- 110 PROPOSED FINISHED GRADE w/ SCREW ON PVC CAPS - ----- EXISTING GRADE DOSING VAULT RIM ELEV 7926.00 - ---------------________ __ ---- Z --__ - ----- 5 STA:I ELEV:7921.58------- STA:0+90.35 STA:0+52.27 ELEV:79 ELEV:7921.58 LEV:7922.50 ELEV:7 STA: I STA:0+40.83 +57.27 OWER FIELD INV. ELEV:7921.88 STA:O+ ELEV:75 STA:0+54.76 ELEV:7918.00 6.0 17.75 N 10 0 � N 00 N 1+010 1+ 7930 08.35 I22.50 10.08 22.88 10.08 122.50 1L 7921.0' •7920 7915 5 WEBSTER PROPERTY PTIC SYSTEM PLAN AND PROFI L GRAPHIC SCALE 10 0 5 10 20 IN FEET) I inch = 10 ft. NOTES: I. PROVIDE RIGID INSULATION ALONG THE SEPTIC SERVICE MAIN TO EQUIVALENT 4' BURY, WHERE NECESSARY. I" OF INSULATION IS EQUAL TO I' OF BURY. J&K, INC* ARCHITECTURE CIVIL ENGINEERING LAND SURVEYING MAPPING PLANNING STRUCTURAL ENGINEERING POST OFFICE BOX 409 1286 CHAMBERS AVE., SUITE 200 EAGLE, COLORADO 81631 P 970 328 6368 F 970 328 1035 WWW.JK-INC.COM Y X u Co Z O a at u W F a O Z 0 J CO O 0 w v) V) W rn Q N Q �O O Z REVISIONS ISSUE Lu J_ U iL O J w CL U CL Q = z U Q z Lu Lu V) W U_ CL W V) u O Lu -' i a STAMP JOB NO. 10005 SHEET NO. 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