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Section 3 Technical Documents
Section 3 Technical Documents Engineering Report • Access & Basic Traffic Study • Water Supply Plan • OWTS • Utilities • Drainage S.1 Boundary Survey & Existing Conditions C.1 Site Plan C.2 Water & Utility Plan C.3 OWTS Plan Preliminary Subsoil Study — HP Kumar (001-1300. Civil Engineering Engineering Report Surve In �e ondGIANINETTI SPRING CREEK & y GUEST RANCH ‘1-ete d Inc • Garfield County, CO Project No. 12001.01 February 15, 2018 GIANIPIETTI SPRING CREEK GUEST RANCH "Af:V Contents A. Introduction 1 B. Site Access 1 C. Auxilary Turn Lane Requirements 1 D. Water Supply 2 E. Wastewater Disposal 2 F. Other Utilities 2 G. 100 Year Flood Plain & Drainage 3 923 Cooper Avenue, Ste. 201 I Glenwood Springs, CO 81601 I 970.945.5252 1 www.bu-inc.corn A. Introduction This report presents the required engineering information for Gianinetti Spring Creek Guest Ranch site development plans, per the Garfield County's Pre -application Conference Summary, dated 11- 2-17. The 83.4 acre site is located in Garfield County along the northeast portion of the Town of Carbondale. The site is bound on the north mostly with the State Highway 82 and bound to the west mostly with the Gianinetti Subdivision (Town of Carbondale Plat). The Roaring Fork River runs across the north end the site basically parallel to the property's north property line. Land use has been historically agricultural that includes irrigated pastures, livestock, equipment storage and agricultural out buildings. A gazebo structure along with a grassed volleyball court and playground area is located in the northwest portion of the site. The Gianinetti Family Partnership plans to further develop the northwest portion of the ranch (around the Gazebo) into a rural event center along with guest cabins. The event center is intended to be used for weddings & meetings servicing up to 200 persons. A mix of 1 to 2 bedroom guest cabins with a maximum of 12 total bedrooms are planned southeast of the existing Gazebo. The cabins will range from 400 to 700 SF in size. B. Site Access As shown on the Site Plan C1, the ranch's only public access is an existing driveway intersecting the east side of Cowen Drive (8th Street), approximately 280 feet south of the Latigo Loop intersection. The gravel driveway slopes down a hillside road cut at nearly a 12% grade onto the northwest portion of the site and then branches into several gravel and dirt drives that meander throughout the site. The driveways serving the proposed event center and cabins will be improved with an all-weather 20' wide graveled surface. Parking for the event center, can accommodate at least 86 vehicles and located in the open field area east of the event center (See site plan C1) C. Auxiliary Turn Lane Requirements The following traffic analysis is for addressing auxiliary turn lane requirements for the additional traffic generated from Gianinetti's proposed new land use. Since the most popular day of the week for larger weddings is Saturday, 8th Street Traffic Counts were recently completed on three consecutive Saturday afternoons, Dec 23rd and 30th, 2017 and Jan 6th, 2018 near the Ranch's existing driveway intersection. A summary of the Traffic Counts are attached. Saturday's high traffic volume generally occurs between 3pm and 5pm with a peak of 86 vehicles per hour (or approximately 43 vehicles per hour in each direction). 8th Street's posted speed limit is 20 MPH. Generated traffic: Cabins: Average Daily Traffic (ADT) generated from the 9 (max) new cabins. According to the ITE publication "Trip Generation 7th Edition" Table (attached), Average Trip Generation Rates can range from 3.16 ADT/unit for a recreational vacation home up to 4.99 ADT/unit for a residence in mobile home park. An ADT of 4.0 will be used for the proposed cabins which results 9 (max) cabins X 4.0 ADT = 36 ADT. A conservative vehicle per hour rate would be 25% of the ADT or 0.25 X 36 ADT = 9 veh/hr or 5 veh/hr each direction. Event Center: the proposed event center will normally be scheduled for weddings venues during summer and shoulder season weekends. Even though the average wedding attendance is around 120 people, the basis of the attached Trip Generation Table for Typical Wedding Events was Page 1 923 Cooper Avenue, Ste. 201 1 Glenwood Springs, CO 81601 1 970.945.5252 1 www.bu-inc.com prepared for 200 people (based on the facility size and capacity). Peak Traffic Hours for an "at - capacity wedding event" would most likely occur at the following times: Arrivals (inbound) 60 Vehicles from 3 pm to 4pm Departures (outbound) 27 Vehicles from 6 pm to 7pm Combining generated inbound traffic of 30 veh/hr (half of 60 inbound Vehicles from each direction) plus the generated cabin traffic of 5 veh/hr with the 8th Street peak Traffic of 43 veh/hr results in a total of 78 veh/hr in both directions. According to CDOT State Highway Access Code, Dated March 2002, Section 3.5 (5) under Auxiliary Turn Lanes: - The right turn deceleration lane may be dropped if the volume in the travel lane is predicted to be below 150 DHV (design hourly volume). 78 veh/hr is less than 150 DHV. Therefore no right turn deceleration lane is warranted. - The left turn deceleration lane may be dropped if the opposing traffic is predicted to be below 100 DHV (design hourly volume). 43 veh/hr is less than 100 DHV. Therefore no left turn deceleration lane is warranted. - The left turn acceleration lane may be dropped if the volume in the lane in the direction of travel is predicted to be below 120 DHV (design hourly volume). 43 veh/hr is less than 120 DHV. Therefore no left turn acceleration lane is warranted. Therefore, auxiliary turn lanes are not warranted on Cowen Drive for Gianinetti Spring Creek Guest Ranch addition generated traffic. D. Water Supply Town of Carbondale currently does not provide new water service to properties lying outside the Town's boundary (moratorium exists on providing new services to properties not annexed into the Town). The owner intends to apply for contract water with the Basalt Water Conservancy District for a well to be developed on the property as shown on the water plan. Expected availability of well water is high due to sands and gravels and high ground water encountered on the site. A private pressurized central water system (Not a Public Water System per CDPHE water system classification) will deliver water to the cabins and event center. Water quality tests will completed once the well is developed to determine if any treatment is required. The Water Demand for the proposed event center and cabins calculates out to 490,000 gals or 1.5 Acre-foot per year (see Water Demand table on Sheet C2.) E. Wastewater Disposal The Town of Carbondale currently does not provide new wastewater service to properties lying outside the Town's boundary (moratorium exists on providing new services to properties not annexed into the Town). Wastewater from the proposed cabins and event center will be treated with onsite wastewater treatment system (OWTS) as shown on the OWTS plan, Sheet C3. The design incorporates for high ground water. F. Other Utilities Holy Cross Energy currently services the property and will reroute underground two existing Page 2 923 Cooper Avenue, Ste. 201 1 Glenwood Springs, CO 81601 1 970.945.5252 1 www.bu-inc.com sections of overhead lines in order avoid conflict with the new building structures. Holy Cross Energy's Will serve letter is attached. Owner intends to use propane for gas. G. 100 -Year Flood Plain & Drainage The northern portion of the property lies within the Roaring Fork River flood plan area as designated by the Federal Emergency Management Agency (FEMA) Flood Plain Study. The Roaring Fork River flood plain depicted on the latest Flood Insurance Rate Map (FIRM) Panel Numbers 080205 1856B and 1857B (copies of effected area attached) are graphically referenced on all the Gianinetti's project drawings. Also attached is the Roaring Fork River Flood Profile (Sheet 135P) for the project area. The river "backwater section" of the flood plain created by The State Highway 133 bridge structure (Station 71,960) during a 100 -year flood event (1% annual chance flood) occurs upstream from the bridge for approximately 1,560 lineal feet. Buildings constructed within the backwater section of the 100 - year flood plain will not block or affect the 100 -year flow. Therefore, there should be no increase of the flood plain elevation. The proposed event center measuring approximately 1400 lineal feet upstream from the bridge, well within the backwater section, will not increase the 100 year flood elevation. Finished floor elevations for all buildings within or in the fringes of the 100 -year flood plain shall be constructed at least one foot above the 100 -year flood elevation. Storm water detention will not be necessary due to the sites natural drainage and location adjacent and within the Roaring Fork River Flood Plain. Grading shall be sloped to ensure drainage away from new building structures. Page 3 923 Cooper Avenue, Ste. 201 I Glenwood Springs, CO 81601 I 970.945.5252 1 www.bu-inc.corn ATTACHMENTS DRAWINGS • LAND SURVEY PLAT S.1 • SITE LAYOUT & GRADING PLAN C.1 • WATER & UTILITY PLAN C.2 • OWTS PLAN C.3 EXHIBITS • COWEN DRIVE TRAFFIC COUNT SUMMARY • TRIP GENERATION TABLE FOR 200 PERSON WEDDING • HOLY CROSS ENERGY WILLING TO SERVE LETTER • FIRM (FEMA) — FLOOD PLAIN PANELS 080205 1856B & 1857B • FEMA - ROARING FORK RIVER — FLOOD PROFILE 135P 923 Cooper Avenue, Ste. 201 I Glenwood Springs, CO 81601 I 970.945.5252 1 www.bu-inc.corn RECOVERED & ACCEPTED #5 R W/ CAP STAMPED " LS 14111" RECOVERED & ACCEPTED REBAR W/ RED PLASTIC CAP FOR P.O.L. RECOVERED & ACCEPTED REBAR W/ 2" ALUM. CAP STAMPED "CDOH" Recovered & Accepted 3 4' Brass Cap stamped: w N STATE HI HWAY 82 (ROW VA IES) (Agrees w/ Monument Record 13G on file) Land Survey Plat R.N. 896 ECOVERED & ACCEPTED CDOT (TYPE 1 MONUMENT WITH NO CAP DID NOT FIND OR SET MONUMENTATION FOR CORNERS FOR THIS SURVEY RECOVERED & ACCEPTED CDOT TYPE 2 MONUMENT Section 27 LOS ADOBES SUBDIVISION N 86°59'34" W - 5217.66' N Line f �SWCor Lot 19 North b/ 72 err RN 798572 "ng Fork River 94ffNTFR17 /1040 79 Open Space Parcel 8 RECOVERED & ACCEPTED W/ 2" ALUM CAP STAMPED " CDOH LS 30277" DID NOT FIND OR SET MONUMENTATION FOR CORNERS FOR THIS SURVEY RECOVERED & ACCEPTED Parcel _REBAR W/ ORANGE PLASTIC CAP STAMPED " LS 14111" Parcel 2 Parcel COWEN P.U.D. SUBDIVISION RN 41 0,98 RECOVERED & ACCEPTED PIN W/ YELLOW PLASTIC CAP STAMPED "SGM LS 15710" RECOVERED & ACCEPTED REBAR W/ RED PLASTIC CAP STAMPED "3' REF PT HCE LS 19598" Section Corner NUMEROUS UTILITY 31" Brass Cap stamped: BOXES WITHIN FENCE Parcel 4 ACCEPTED CDOT FENCE TYPE 1 MONUMENT WITH CAP STAMPED "CDOT APPROXIMATE LIMITS OF 100 -YEAR FLOODWAY REC ERED : ACCEPTED REBAR RED PLASTIC C P STAMPER "HCE 19598" - RECOVERED ALUM. CAP S PED "LS 31544"-S59°49'E - 0.2' 33.10 oN RECOVERED & '.' PTED REBAR W/ YELLS •LASTIC CAP STAMPED "H S 16342" RECOVERED & ACCEPTED REBAR W/ YELLOW PLASTIC CAP STAMPED "HCE LS 16342" 0 FENCE OVERHEAD POWER LINE FENCE GAZEBO RECOVERED & ACCEPTED REBAR W/ RED PLASTIC CAP STAMPED 643" FOR P.O.L. APPROXIMATE LIMITS OF 100 -YEAR FLOODPLAIN FENCE l -- T 7 S R88W S 28 S27 S 33 S34 1973 BLM (Calculated position - Did not recover per Monument Record 13E on file) * GIANINETTI SUBDIVISION LOT BOUNDARY ADJUSTMENT LOTS 20 & 21 111 [0(3130 VISION OF LOTS 15&160F GIANINETTI SUBDIVISION RN 803657 RECOVERED NAIL AT 15A** PROPERTY CORNER - GIANINETTI SUBDIVISION RN 411484 15B`* RECOVERED NAIL AT PROPERTY CORNER 0' RECOVERED & ACCEPTED REBAR W/ YELLOW PLASTIC CAP STAMPED "HCE LS 19598" RECOVERED & ACCEPTED REBAR W/ YELLOW PLASTIC CAP STAMPED "HCE LS 19598" SECOND AMENDED PLAT OF ROARING FORK VILLAGE NOTICE: ACCORDING TO COLORADO LAW, YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE CERTIFICATION SHOWN HEREON. 16A`* 16B* \\ GIANINETTI SUBDIVISION ZdiN 4114 RECOVERED & ACCEPTED REBAR W/ YELLOW PLASTIC CAP STAMPED "HCE LS 19598" 29 28 Land Survey P R.N. 896 27 Gianinetti Sus sivision R.N. 411484 EDS ACCEPT W/ RED PLASTIC CAP "HCE • '8" EX. DIRT ROAD APPROXIMATE LIMITS OF 1'EAR FLOODPLAIN EXISTING GATE (TYP.) FENCE FENCE N line of Section 34, T. 7 S., R. 88 W. Gianietti (unplatted) 111.79 FENCE 24' E. OF P/L OPRtNG FDRcRIVER PER1DEED SRN 6 96211 HITE BOUNDARY LINE ADJUSTMENT 669621 RECOVERED : CEPTED REB W/ YEL 1 r PLASTI I CAP STA 5710" FENCE 131E. OF P/L N_ N 87°23'54" IC 5290.16' RECOVERED & ACCEPTED REAR W/ YELLOW PLASTIC CAP STA PED " LS 15710" RECOVERED & ACCEPTED REBAR W/ RED PLASTIC CAP STAMPED "3' REF PT HCE LS 19598" 00 23 26 25 FENCE Point of Beginning S 89°36'19" E 1120.31' Lease Parcel 397,346SgFt / 9.122Ac MIL FENCE 5.6' S. OF P/L N 89°36'19" W 910.86' 24 99 RECOVERED REBAR & CAP STAMPED " BU -INC LS 25642" R.N. 629643 w w CC Evergreen Cemetery c/) Evergreen E Cemetery 5 w WEGNER TO XRB LLC RN 629643 N M S 01°01'18 W FENCE 11.4' S. OF P/L R.N. 557266 IESLANIK ENTS, V LLC RN 557266 Recovered & Accepted 3'-4" Brass Cap stamped: N 01°05'14" E - 2694.76' (Agrees w/ Monument Record 17G on file) 66.0' Witness Corner Recovered & Accepted 2" Iron Pipe (Cap Missing): (Agrees w/ Monument Record 17E on file) GRAPHIC SCALE 200 0 100 200 400 ( IN FEET ) 1 inch = 200 ft. OH OH LEGEND EXISTING OVERHEAD ELECTRIC EXISTING DIRT ROAD EXISTING WATER COURSE EXISTING FENCE ADJOINING PROPERTY LINE PROPERTY LINE SECTION CORNER 0 FOUND REBAR & CAP W/ DESCRIPTION 0 SET REBAR W/ BU -INC ALUM CAP J APPROXIMATE LIMITS OF 100 YEAR FLOODWAY APPROXIMATE LIMITS OF 100 YEAR FLOODPLAIN LEGAL DESCRIPTION A PARCEL OF LAND LOCATED IN THE SOUTHWEST ONE-QUARTER OF SECTION 27, THE SOUTHEAST ONE-QUARTER OF SECTION 28 AND THE NORTHEAST ONE-QUARTER OF SECTION 34, TOWNSHIP 7 SOUTH, RANGE 88 WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF GARFIELD, STATE OF COLORADO, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE MOST EASTERLY CORNER OF LOT 25, GIANINETTI SUBDIVISION AS PLATTED UNDER RECEPTION NUMBER 411484 IN THE GARFIELD COUNTY CLERK AND RECORDER'S OFFICE; THENCE NORTHWESTERLY ALONG SAID SUBDIVISION THE FOLLOWING SIX (6) COURSES: 1) N27°16'39"W, A DISTANCE OF 681.74 FEET 2) N25°22'39"W, A DISTANCE OF 380.30 FEET 3) S77°44'52"W, A DISTANCE OF 113.40 FEET TO A POINT ON THE EASTERLY RIGHT-OF-WAY OF EIGHTH STREET 4) N12°09'57"W ALONG SAID RIGHT-OF-WAY, A DISTANCE OF 12.98 FEET TO A POINT OF CURVE 5) ALONG SAID RIGHT-OF-WAY AND THE ARC OF A CURVE TO THE LEFT HAVING A DELTA OF 21°02'39", A RADIUS OF 480.00 FEET AND A LENGTH OF 176.30 FEET TO A POINT OF TANGENT 6) N33°12'31"W ALONG SAID RIGHT-OF-WAY, A DISTANCE OF 238.90 FEET TO A POINT OF CURVE; THENCE ALONG SAID RIGHT-OF-WAY AND THE ARC OF A CURVE TO THE LEFT HAVING A DELTA OF 20°13'15", A RADIUS OF 460.55 FEET AND A LENGTH OF 162.54 FEET TO A POINT OF NON -TANGENT, SAID POINT BEING ON THE EASTERLY LINE OF PARCEL 6, COWEN P.U.D. SUBDIVISION AS PLATTED UNDER RECEPTION NUMBER 418398 IN THE GARFIELD COUNTY CLERK AND RECORDER'S OFFICE; THENCE NORTHERLY AND WESTERLY ALONG SAID SUBDIVISION THE FOLLOWING FIVE (5) COURSES: 1) N38°35'08"E, A DISTANCE OF 117.74 FEET 2) N27°52'04"W, A DISTANCE OF 181.91 FEET 3) N45°51'15"W, A DISTANCE OF 332.77 FEET 4) N55°35'45"W, A DISTANCE OF 339.43 FEET 5) N89°54'45"W, A DISTANCE OF 281.45 FEET TO A POINT ON THE EASTERLY RIGHT-OF-WAY OF COLORADO HIGHWAY 133; THENCE N0°32'06"E ALONG SAID RIGHT-OF-WAY, A DISTANCE OF 173.17 FEET TO A POINT ON THE SOUTHERLY LINE OF A BLM PARCEL AS DESCRIBED UNDER RECEPTION NUMBER 257944 THENCE N89°25'37"E ALONG SAID PARCEL, A DISTANCE OF 365.76 FEET TO A POINT ON THE SOUTH RIGHT-OF-WAY OF COLORADO HIGHWAY 82; THENCE EASTERLY ALONG SAID RIGHT-OF-WAY THE FOLLOWING FOUR (4) COURSES: 1) S75°28'36"E, A DISTANCE OF 323.18 FEET 2) S84°08'47"E, A DISTANCE OF 333.67 FEET 3) N79°09'35"E, A DISTANCE OF 915.48 FEET 4) N70°51'31"E, A DISTANCE OF 123.21 FEET TO A POINT ON THE SOUTHERLY LINE OF A BLM PARCEL AS DESCRIBED UNDER RECEPTION NUMBER 257944 THENCE S89°40'47"W ALONG SAID PARCEL, A DISTANCE OF 85.40 FEET TO THE WEST LINE OF THAT PARCEL AS DESCRIBED UNDER RECEPTION NUMBER 796572 IN THE GARFIELD COUNTY CLERK AND RECORDERS'S OFFICE; THENCE SOUTHERLY AND EASTERLY ALONG SAID PARCEL THE FOLLOWING TWO (2) COURSES: 1) S1°06'05"W, A DISTANCE OF 50.00 FEET 2) N73°04'35"E, A DISTANCE OF 127.56 FEET TO A POINT ON THE NORTH LINE OF THAT PARCEL AS DESCRIBED IN BOOK 926 AT PAGE 921 UNDER RECEPTION NUMBER 472711 IN THE GARFIELD COUNT CLERK AND RECORDERS OFFICE; THENCE ALONG SAID PARCEL THE FOLLOWING FOUR (4) COURSES: 1) S 66°27'41E ALONG THE CENTERLINE OF THE ROARING FORK RIVER, A DISTANCE OF 473.66 FEET 2) S1°01'20"W, A DISTANCE OF 1501.09 FEET TO A POINT ON THE SOUTH LINE OF SECTION 27 3) S1 °01'20"W, A DISTANCE OF 664.75 FEET TO A POINT ON THE NORTH LINE OF THAT PARCEL AS DESCRIBED UNDER RECEPTION 629643 IN THE GARFIELD COUNTY CLERK AND RECORDER'S OFFICE 4) N89°36'19"W ALONG SAID NORTH LINE, A DISTANCE OF 910.86 FEET TO THE POINT OF BEGINNING. SAID PARCEL CONTAINS 3,634,606 SQUARE FEET, AND/OR 83.439 ACRES, MORE OR LESS. BASIS OF BEARINGS THE WEST LINE OF EIGHTH STREET AS PLATTED BY GIANINETTI SUBDIVISION AND MONUMENTED AT THE SOUTHEAST CORNER OF LOT 19 BY A REBAR WITH A YELLOW PLASTIC CAP STAMPED "HCE LS 19598" AND AT THE NORTHEAST CORNER OF LOT 23 BY A REBAR WITH A YELLOW PLASTIC CAP STAMPED "HCE LS 19598" WITH THE LINE BETWEEN BEING ASSUMED TO BEAR S 27° 02' 24" E (GIANINETTI SUBDIVISION). GENERAL NOTES 1. THIS SURVEY DOES NOT CONSTITUTE A TITLE SEARCH BY BOUNDARIES UNLIMITED INC. TO DETERMINE OWNERSHIP OR EASEMENTS OF RECORD . A TITLE COMMITMENT WAS NOT PROVIDED BY THE OWNER. 2. THE ADJACENT SUBDIVISION PLATS OF RECORD UTILIZED IN THE PREPARATION OF THIS SURVEY ARE: 1) GIANINETTI SUBDIVISION RECORDED UNDER R.N. 411484; 2) COWEN PLANNED UNIT DEVELOPMENT SUBDIVISION RECORDED UNDER R.N. 41839; 3) BOUNDARY LINE ADJUSTMENT MAP OF THE HITE PROPERTY RECORDED UNDER R.N. 669621. RECORDED LAND SURVEY PLATS OF RECORD UTILIZED IN THE PREPARATION OF THIS SURVEY ARE: 4) RIGHT-OF-WAY PLANS FOR CDOT PROJECT C0821-091 R.N. 865; 5) IMPROVEMENT SURVEY FOR LOT 26, GIANINETTI SUBDIVISION R.N. 896. 3. ALL REFERENCES TO BOOKS, PAGES, MAPS AND RECEPTION NUMBERS ARE PUBLIC DOCUMENTS ON FILE WITH THE CLERK AND RECORDER OF GARFIELD COUNTY, STATE OF COLORADO. 4. A PORTION OF THE SUBJECT PROPERTY DOES LIE WITHIN A 100 -YEAR FLOOD PLAIN AS SHOWN ON FIRM (FLOOD INSURANCE RATE MAP) FOR GARFIELD COUNTY, COLORADO AND INCORPORATED AREAS, PANEL1857 OF1900, MAP 0802051857 B EFFECTIVE DATE: JANUARY 3, 1986 AND THE COLORADO RIVER AND TRIBUTARIES FLOOD PLAIN STUDY PREPARED BY THE ARMY CORP OF ENGINEERS FOR GARFIELD & MESA COUNTIES, COLORADO SHEET RF -12 DATED DECEMBER 1982. MAPS WERE DIGITIZED AS PUBLISHED AND INCORPORATED GRAPHICALLY INTO SURVEY BASE MAP FOR REFERENCE PURPOSES ONLY. 5. UNDERGROUND UTILITIES WERE NOT LOCATED BY THIS SURVEY. 6. MONUMENTATION SHOWN WITH NO DESCRIPTION INDICATES A NO. 5 REBAR WITH 1 Y2" ALUMINUM CAP STAMPED "BU -INC LS 25642" SET FOR THIS SURVEY. SURVEYOR'S CERTIFICATE I, STEVEN L. SMITH, BEING A REGISTERED LAND SURVEYOR IN THE STATE OF COLORADO, ON THE BASIS OF MY KNOWLEDGE, INFORMATION AND BELIEF, DO HEREBY CERTIFY TO GIANINETTI FAMILY LTD PARTNERSHIP THAT THIS LAND SURVEY PLAT WAS PREPARED BY ME AND UNDER MY SUPERVISION FROM A SURVEY MADE BY ME AND UNDER MY SUPERVISION AND THAT BOTH THE SURVEY AND THE PLAT ARE TRUE AND ACCURATE TO THE BEST OF MY KNOWLEDGE AND BELIEF. STEVEN L SMITH, REGISTERED LAND SURVEYOR DATE COLORADO NO. 25642 FOR AND ON BEHALF OF BOUNDARIES UNLIMITED INC. COUNTY CLERK & RECORDER'S CERTIFICATE DEPOSITED THIS DAY OF , 2013, AT O'CLOCK M., IN BOOK OF THE COUNTY SURVEYORS LAND SURVEY PLATS/RIGHT- OF-WAY SURVEYS AT PAGE , RECEPTION NO. . THIS LAND SURVEY PLAT COMPILES WITH SECTION 38-51-102 COLORADO REVISED STATUTES. COUNTY DEPUTY CLERK SW/4 SEC.27, SE/4 SEC. 28, NE/4 34, T. 7 S., R.68 W., 6TH P.M. (13oCivil Engineering V, Surveying -- & Beyond co c0 G • .re.e d InC• 923 Cooper Avenue Suite 201 Glenwood Springs, CO 81601 tele: 970.945.5252 fax: 970.384.2833 Engineer or Surveyor Seal Client Information: • IANINETTI FAMILY PARTNERSHII 592 COWEN DR CARBONDALE, CO 81623 000.000.0000 CARBONDALE, CO GIANINETTI SPRING CREEK GUEST RANCH LAND SURVEY PLAT 771 Revision Date 6 z • PROJECT NO. Sheet 12021 FILE NAME: V -base - 9 AC LPaSE PARCEL.dwg Designer:N 1 BDL J I Drafter: APL Date: 2/14/18 N:\PROJECTS\2012\12021-Gianinetti Carbondale Parcel\dwg\12021-C Base (m).dwg 2/15/2018 9:26 AM S. Edge of Water 04Mar201 7 i EXISTING ELECTRIC HOOKUP BOXES Approx. 100Yr Flood Way FEMA FLOOD PLAIN ELEVATION OVERHEAD ELECTRIC pN POWER POLE \ (TYP) WETLAND / / EX.X. EVENT CENTER GRASS PARKING AREA (85 - 9.5 X 19' SPACES) / v \N27° 521041W 181.91' of Fence C/L Swale ence / / 1"• / / / / / O Existing Volleyball Field Fence / 0 TH I x \/2 ence 111 1 i I \\ / // y�, // 1 � / \tel / / \ / / / zc.,,, Gate / _—_/ / 7 N38° 35 081'E 117.74' / 12+50 04Mar2017 A 50 EX. GRAVEL ACCESS ° Unimproved Tr / I f//\ ,ss :______i y7 i —x CC O CO 7- I - x r / \o / L=176.30, R=480.00 Chord N22° 41' 17 TW Ch Length175.31 A=21°02'39" S77° 44' 52'W 113.40' APPROX 100 YR FLOOD PLAIN Gate Gate NOTES: Vicinity Map 1°=2000' OH OH LEGEND 100 -YR 100 -YR x x EXISTING OVERHEAD ELECTRIC EXISTING WETLAND BOUNDARY FEMA FLOOD PLAIN ELEVATION EXISTING FENCE EDGE OF GRAVEL DRIVE BOUNDARY LINE APPROXIMATE LIMITS OF 100 YEAR FLOODWAY (PER FEMA) APPROXIMATE LIMITS OF 100 YEAR FLOODPLAIN (PER FEMA) EXISTING DRIVEWAY NEW GRAVEL DRIVEWAY ALL APPROPRIATE UTILITIES SHALL BE CONTACTED PRIOR TO ANY EXCAVATION ALL DEMOLITION AND CONSTRUCTION SHALL MEET OR EXCEED THE CURRENT CONSTRUCTION AND DESIGN STANDARDS ESTABLISHED BY THE COUNTY AND BE SUBJECT TO OBSERVATION BY THE COUNTY AND THE PROJECT ENGINEER. ALL UNSPECIFIED FILL AREAS AS SHOWN ON THE SITE PLAN REQUIRE 90% MINIMUM COMPACTION TO MAXIMUM COMPACTED STANDARD PROCTOR DENSITY. ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA). GRADING SHALL BE SLOPED TO ENSURE DRAINAGE AWAY FROM ALL STRUCTURES IN ALL DIRECTIONS. <c*6'` ALL NEW BUILDING FINISHED FLOOR ELEVATIONS SHALL BE PLACED AT LEAST ONE FOOT (1') ABOVE THE 100 YEAR FLOOD ELEVATION AS ESTABLISH BY FEMA. STORM WATER DETENTION WILL NOT BE NECESSARY DUE TO THE SITES NATURAL DRAINAGE AND ITS LOCATION ADJACENT AND WITHIN THE ROARING FOR RIVER FLOOD PLAIN. PROJECT DISTURBANCE IS ESTIMATED AT 0.7± ACRES. DISTURBED AREAS SHALL BE REVEGETATED WITH LAWN AND/OR REGIONAL e5 PASTURE GRASSES, AS DESIRED. �* ALL EXISTING AND NEW DRIVEWAY ACCESSES TO CABINS AND EVENT CENTER SHALL BE COMPLETED WITH A 20 FT WIDE GRAVELED SURFACE, APPROX 100 YR FLOOD PLAIN EROSION AND POLLUTION CONTROL DEVICES SHALL BE PROVIDED AS NECESSARY AROUND ALL CONSTRUCTION AREAS AND EXCAVATIONS.THE ROARING FORK WETLAND BOUNDARY FLAGGED IN FIELD BY CLAFFEY ECOLOGICAL CONSULTANTS, INC. ON JUNE 20, 2017. THE NORTHERN PORTION OF THE PROPERTY LIES WITHIN THE ROARING FORK RIVER FLOOD PLAN AREA AS DESIGNATED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA) FLOOD PLAIN STUDY. THE ROARING FORK RIVER FLOOD PLAIN DEPICTED ON THE LATEST FLOOD INSURANCE RATE MAP (FIRM) PANEL NUMBERS 0802051856B AND 1857B (COPIES OF EFFECTED AREA ATTACHED) ARE GRAPHICALLY REFERENCED ON THESE DRAWINGS. (0130Civil Engineering Surveying et & Beyond CP 1/, e d Inc. 923 Cooper Avenue Suite 201 Glenwood Springs, CO 81601 tele: 970.945.5252 fax: 970.384.2833 Engineer or Surveyor Seal RELII0 tiSiRv % _/ Client Information: GIANINETTI FAMILY PARTNERSHIP 592 COWEN DR CARBONDALE, CO 81623 000.000.0000 NORTH v. 0 50' 100' = 50' Scale: 1" 810 ___ r Know what's below. CaII before you dig. CARBONDALE, CO Gianinetti Spring Creek Guest Ranch GIANINETTI SPRING CREEK GUEST RANCH By Revision 0 z T M V LCA CO I` oo a) PROJECT NO. • Sheet 12021 FILE NAME: Designer: c base (m).dwg Cm Drafter: APL Date: 2/14/18 N:\PROJECTS\2012\12021-Gianinetti Carbondale Parcel\dwg\12021-C Base (m).dwg 2/15/2018 9:26 AM //` / / _ 0 / - 11111111111 MIN ND POWER \ b� — EX. STORAGE REMOVE & REPLACE 672 LF OF OVERHEAD POWER LINE WITH UNDERGROUND POWERLINE PER HOLY CROSS ENERGY x F POWER POLE (TYP). _4\1'(, 1-1/2" PURECORE WATERLINE APPROX 900 LF (4.5' PIPE COVER) M X X Y 5,50 N-00 1-1/2" PURECORE WATER 7+50 LINE APPROX. 900 LF \ 8+00 X 8-:50 M0 DRY FIRE HYDRANT (DETAIL THIS SHEET) 00 7 7 - Existing Volleyball Field Approx. 100Yr Flood Way WETLAND / 7 7- 7- 2 / / / V / / 7 \ V IE / NEW UNDERGROUND POWER APPROX 770 LF OF TRENCH / 2 7- E / / / / /J/2 / / AI 2 \/ / / \ — — / / // I i — / FEMA FLOOD PLAIN ELEVATION / / / / 7 7 • i moo° r ✓ 7 / \� POWER POLE (TYP). 3/4" CURB STOP & 2" SCH 80 PVC VALVE BOX PIPE & CAP (ONE PER CABIN SERVICE LINE) • era 77 3/4" PURECORE WATER SERVICE (PER CABIN) Off. < O� NEW WELL OPTIONAL PUMP HOUSE APPROX FLOOD PI v 44* 40 16 10. La 9 • • • IT Itr ii • • 8 — REINFORCED CONCRETE LID STANDARD RISER SECTION(S) PERFORATED RISER SECTION(S) 6194 • Vicinity Map 24" MANHOLE RING & LID 6' DIA 4-172" FTP MALE ADAPTER FOR FIRE SUCTION HOSE CONNECTION \Ai CAP PER CRFPD 11.11.11. 4110 4110 q 11.11. 41 41 41111•PIII ger., gr. awl fodaibdali 6" 90° ELBOW TYPICAL GRASSED AREA 6' MIN. TOPSOIL NOTE: FREE D GRAVEL 9b I I 11 W' PVC SCH 80 1. THE WET WELL (SYSTEM) SHALL BE CONSTRUCTED TO PRODUCE 1,000 CALLON PER MINUTE FOR FIRE PUMP TRUCKS. 2. BACKFILL EXCAVATION AROUND STRUCTURE WITH COMPACTED FREE DRAIN GRAVEL TO TOP OF PERFORATED SECTIONS. 3. OVERALL DEPTH, MINIMUM OF 10'. 4. PERFORATED SECTION, 8 FT. MINIMUM INTO PERVIOUS ALLUVIUM. • PAINT DRY HYDRANT RED 6" STD STEEL OR SCH 80 PVC 6" 90° ELBOW STD STEEL OR SCH 80 PVC 8"x6" REDUCER WELL PUMP CONSTRUCTION NOTES ALL INSTALLATION AND MATERIALS SHALL COMPLY WITH THE NATIONAL ELECTRIC CODE, COUNTY REQUIREMENTS AND THE SPECIFICATIONS. 2. IF A WIRE SIZE IS NOT SPECIFIED, THE CONTRACTOR SHALL PROVIDE THE WIRE SIZE AND MATERIAL REQUIRED BY THE NATIONAL ELECTRIC 3. ALL UNDERGROUND CABLE SHALL BE PLACED IN CONDUIT OR SHALL BE PLACED AT DEPTH REQUIRED BY THE NATIONAL ELECTRIC CODE AND EMBEDDED IN SAND (3 INCHES MINIMUM THICKNESS AROUND CABLE). CABLES MAY BE LAID IN THE SAME TRENCH SIDE BY SIDE. 4. WELL PUMP SHALL BE GOULD 3/4HP WETEND 7STG 4" SUBMERSIBLE 3/4HP 3/60/230 4" CP MOTOR, AQUAVAR SOLO CON TRLR 2HP KIT (1—PH IN, 3PH OUT), INSTALL HYDRO 5 GAL PRES. TANK L4c 1-1 /4" CONSTANT PRESSURE KIT IN NEARBY BUILDING OR CABIN,: OR A0E. USE WATER DEMANDS MAX. DAYS UNITS GPD TGPD PER YEAR OCCUPIED Recreational Cabin Bedrooms 12 100 Event Center - Per Person 200 5 TOTALS 12 Max. Cabin Water Connection: Event Center Connection TOTAL CONNECTIONS = 10 Less than 15 service connections -OK 1200 365 1000 52 2200 TOTAL PERSONS SERVED DAILY AT LEAST 60 DAYS PER YEAR 24 24 CDPHE WATER SYTEM CLASSIFICATION 9 1 TOTAL PERSONS SERVED DAILY 60 DAYS/YEAR = 24 TOTAL PERSONS SERVED DAILY LESS THAN 60 DAYS PER YEAR 24 1000 1024 TOTAL GALS PER YEAR 438,000 52,000 490,000 Less than 25 persons daily 60 days/yr -OK SYSTEM CLASSIFICATION: NOT A PUBLIC WATER SYSTEM (No water quality testing or treatment required) (Bo Civil Engineering c? Surveying et co CP 923 Cooper Avenue Suite 201 Glenwood Springs, CO 81601 tele: 970.945.5252 fax: 970.384.2833 Engineer or Surveyor Seal RELI 10 Client Information: GIANINETTI FAMILY PARTNERSHIP 592 COWEN DR CARBONDALE, CO 81623 000.000.0000 Aiii\ v . NORTH 401 80' = 401 Scale 1'1 810 ___ r Know what's below. Call before you dig. CARBONDALE, CO Gianinetti Spring Creek Guest Ranch Water & Utility Plan By Revision PROJECT NO. Sheet 12021 FILE NAME: 12021-c base (m).dwg Designer: C.2 BDL Drafter: APL Date: 2/14/18 N:\PROJECTS\2012\12021-Gianinetti Carbondale Parcel\dwg\12021-C Base (m).dwg 2/15/2018 9:26 AM 7 1 \ \ _ - _ J �n G 1 ' +prox. l OYr (/ \ / -� \ \ FIOo ay /�� / MA FL( L VATIO STYROFOAM INSULATED FIBERGLASS LID WITH STAINLESS STEEL BOLTS AND URETHANE GASKET ORENCO 6402 TWO (2) -ZONE DISTRIBUTION VALVE GRD WATER SITE EVALUATION WT NOTES 1. ALL CONSTRUCTION SHALL BE IN A ACCORDANCE WITH CDPHE REGULATION #43 ONSITE WASTEWATER TREATMENT SYSTEM REGULATION (OTWS), MOST CURRENT EDITION AND TEST HOLE 1 SURFACE LOCAL AGENCY REQUIREMENTS WHICH MAY OR MAY NOT SPECIFICALLY BE NOTED ON THE DRAWINGS. THIS DRAWING IS NOT AN OWTS PERMIT. A PERMIT MUST BE OBTAINED FROM THE APPROPRIATE LOCAL AGENCY. THE ENGINEER MUST OBSERVE THE CONSTRUCTED SYSTEM BEFORE BACKFILL AND PROVIDE A LETTER OF INSPECTION AS REQUIRED BY THE LOCAL GOVERNING AGENCY. THE CONTRACTOR SHALL REQUEST FOR INSPECTION AT LEAST 48 -HOURS PRIOR TO THE SCHEDULED TIME OF BACKFILLING. 2. DEMAND CALCULATIONS (SEC.43.6.A.4.(1)) 1. SITE AND SOIL EVALUATIONS WERE PERFORMED BY: BRUCE D LEWIS, PE BOUNDARIES UNLIMITED INC. 923 COOPER AVE. STE 201 GLENWOOD SPRINGS, CO 81601 \ \ /\ / \\ \\ \\ \/\/\ y A�A\PS V \/\//\ * r A /\\`/ r 1 \ \ / \\ \ \\ /\/\ A\�\�\\ \/ \/\ \ \ /A\ _ l ll Ill- Client Information: -- 592 COWEN DR �V y / o f - F a o ° F \'' \ - t I _ -`r it r I 1\\ -1-..x.1*--, \ \ ` �,'`�, \ / - Sl , \ % \ ✓ A V WETLAND _ _ o - / \ /a< 1' \ L / EX. GAZEBO \ / a Z W� PVC ENCLOSURE L�II]a��: - dJI:1J A9II TO ABSORPTION 2.A. SIX 1-BDRM & THREE 2-BDRM CABINS AND A 200 -PERSON EVENT CENTER (MOSTLY WEDDINGS) WITH MOUNDED DOSING AND TREATMENT LEVEL 1 (TL1) 2.B. AVERAGE DAILY WASTEWATER FLOW (ADWF): 2.B.1. CAMPGROUND CABINS WITH KITCHENETTE AND NO LAUNDRY, DISPOSAL, OR DISHWASHER: 970.945.5252 - 810 0 , , Know what's below. - By 2. EVALUATION DATE(S): OCTOBER 11, 2017. Revision h :!!I- FIELDS m TABLE 6.2 - TRAVEL TRAILER PARKS WITH INDIVIDUAL WATER & SEWER HOOKUP: 50 gpdc ADWF = 50 gpdc " 12 BDRMS * 2 PERSONS/BDRM = 1,200 gpd 2.B.2. EVENT CENTER W/RESTROOMS: 3. PERCOLATION (PH) TESTS RESULTS: r N CYJ • LC) CO FROM 1 PROJECT NO. Sheet 12021 PERC HOLE #1 - 6.7 MPI FILE NAME: 12021-c base (m).dwg Designer: C.3 PUMPS Distribution C3) ' GRAVEL BASE Valve PERC HOLE #2 -15.0 MPI PERC HOLE #3 - 8.6 MPI AP GRD WATER 5 2 FT DEPTH 2/14/18 TABLE 6.2 - FACILITIES WITH SHORT-TERM OR TRANSIENT VISITORS: 5 gpdc (Facility events restricted to 1 event per two consecutive days) ADWF = 5 gpdc * 200 PERSONS = 1,000 gpd; EFFECTIVE ADWF = STORED ADWF DOSED OVER 2 (OR MORE) DAYS = 1,000 gpd / 2 days = 500 gpd TOTAL ADWF = CABINS ADWF + EVENT CENTER ADWF = 1,200 gpd + 1000 gpd = 2,200 gpd OR EFFECTIVE TOTAL ADWF = CABINS ADWF + EVENT CENTER EFFECTIVE ADWF = 1,200 gpd + 500 gpd = 1,700 gpd 3. SEPTIC TANK (SEC.43.9.B.2.b) 3.A. SIX 1 BDRM &THREE 2-BDRM CABINS ANDA 200 PERSON EVENT CENTER TANKS SIZED TO PERMIT DETENTION OF WASTEWATER DESIGN FLOW FOR A MIN OF 48 HOURS 3.B. CAMPGROUND CABINS 3.6.1. 48 HR DENTENTION VOL = 1,200 gpd " 2 DAYS (48 HRS) = 2,400 GALS. FIRST COMPARTMENT/TANK MIN. VOL = 50%" 48 HR DENT. VOL = 50%" 2,400 GALS = 1,200 GALS (USE 1,500 GAL SINGLE COMPARTMENT TANK FIRST TANK IN SERIES) SECOND COMPARTMENT/TANK MIN VOL = 48 HR DENT VOL TANK - FIRST TANK VOL = 2,400 GALS 1,500 GALS = 900 GALS (USE 1,000 -GAL SINGLE COMPARTMENT TANK EQUIPED WITH EQUIPED A DOSING PUMP STATION - SECOND TANK IN SERIES) 3.C. EVENT CENTER (USE LIMITED TO NOT MORE THAN ONE EVENT PER TWO CONSECUTIVE DAYS) 3.0.1. ADWF = 5gpdc " 200 PERSONS =1,000 gpd; EACH DOSING PER DAY DAYS = 1,000 gpd/2 days = 500 gpd 48 HOUR DENTION VOLUME = 1,000 gpd * 2 DAYS (48 HRS) = 2,000 GALS o " FIRST COMPARTMENT/TANK MIN. VOL = 50 / 48 HR DENT. VOL = 50% " 2,000 GALS = 1,000 GALS SECOND COMPARTMENT/TANK MIN VOL = EVENT MAX VOL = 1,000 GALS (USE ONE 2,000 GAL TWO EQUAL SIZE COMPARTMENT TANK EQUIPED WITH A DOSING PUMP STATION; PUMP DOSING SHALL BE LIMITED TO PUMP NOT MORE 500 GALLONS PER 24 HOURS DAY) 4. ABSORPTION AREA CALCULATIONS 4.A. GROUNDWATER WAS ENCOUNTERED AT SIX FEET; FLOOD PLAIN ELEVATION APPROXIMATELY 24" BELOW EXISTING GROUND SURFACE; GOUND SURFACE IS RELATIVELY FLAT LESS THAN 20%; THEREFORE, THE ABSORPTION FIELD SYSTEM SHALL BE A PRESSURE DOSED SHALLOW GRAVELLESS CHAMBER SYSTEM IN A BED CONFIGURATION. SOILS REVIEWED BY BOUNDARIES UNLIMITED, INC ON. AND HP-KUMAR, INC, WERE FOUND TO BE TO BE SLIGHTLY SILTY SANDS & GRAVELS WITH PERCOLATION RATES RANGING BETWEEN 6.7 AND 15 MINS PER INCH. PERCOLATION TESTS WERE ALSO COMPLETED IN TWO 10 FT X 10 FT X 3 FT MOUNDED FILL AREAS (LIGHTLY COMPACTED) USING NEARBY EXCAVATED SILTY SANDS & GRAVELS FOR THE FILTER MATERIAL RESULTING PERCOLATION RATES OF 9.5 AND 14.6 MINS PER INCH. THE SYSTEM WILL BE OVERSIZED TO ALLOW FOR POSSIBLE FILTER MATERIAL AND BACKFILL COMPACTION IRREGULARITIES AND HAS BEEN DESIGNED FOR A TREATMENT LEVEL 1 LONG TERM ACCEPTANCE RATE (LTAR) OF 0.60 gpd/SF (PER TABLE 10-1) 4.B. MINIMUM SOIL TREATMENT AREA A: (SEC.43.10.C.4) A = EFFECTIVE TOTAL ADWF = 1,700 gpd = 2,500 SF LTAR 0.80 gpd/SF ADJUSTMENT FACTORS: R :DOSING1.0;CHAMBERED BED0.7(PER TABLE 1 2 1 C O S PRESSURE 0& 0 3 A, adj = 2,500 SF " 1.0 * 0.7 = 1,750 SF ABSORPTION AREA WILL BE DIVIDED INTO TWO 875 SF, 12 -FT WIDE BEDS SERVICED WITH ALTERNATING DOSING VALVE. INFILTRATOR QUICK4: 875 SF / 12 SF/UNIT = 76 UNITS PER BED CONFIGURATION TOTAL UNITS = 152 OR ADS BIODIFFUSER (STD): 875 SF / 18.75 SF/UNIT = 48 UNITS PER BED CONFIGURATION - TOTAL UNITS = 96 PERC HOLE #4 7.5 MPI PERC HOLE #5 8.6 MPI PERC HOLE #6 6.7 MPI AVG = 8.9 MPI 4. SOIL TYPE = 1 (TABLE 10-1) BASED ON PERCOLATION TEST & SOIL EVALUATION. TREATMENT LEVEL 1 LTAR= 0.80 gals/day/sq.ft. = SILTY SANDY - GRAVELS 1 WITHEn - COBBLES - _ SILTY SANDY - GRAVELS 1 WITH - - COBBLES - Scale: N.T.S. �<<- �Q�S�Oa� f6o1 e coNasuB i � m \ FLUSH VALVE ASSEMBLY, TYP. \ \ i IRRIG. VALVE BOX 1"0 BALL VALVE & THREATdASSEMBLY T G�N���'6 0 STOEX RAGE \ \ -� \� - (4 PER BED) sy = flik 1 .r''" / ip _ _ -� \ _ 'srq INSPECTION PORT, TYP. (4 PER BED) ,4/64773), \ 21'4 ,9/P -------- - j <g� se /4G Q�•s.^� SSFyNFrosFgrrsoq 4'\ �Kc I �• ��° 5. SETBACK REQUIREMENTS FOR A TREATMENT LEVEL 1 STA TRENCH/BED, UNLINED SAND FILTER OR SEEPAGE PIT(PER TABLE 7-1)AND AN(MOSTLYWEDDINGS) o e�4ry,l,, A Is , / \ k .*4',.4, *% dFD� Q'@�y.��� a - N�4► ��� ° , .,�� A. 4, O Q� t* -*' ��,4 �� 'c���* \ / / 'C,C�4 • l 4t, OCC,1'w/ ♦+� CDPHE APPROVED WATERTIGHT 2,000 GAL o �`��� # # . PRECAST CONCRETE DUAL 1,000 -GAL ) / / } `--Itt 'k °- CHAMBER SEPTIC TANK WITH DOSING PUMP Q.w�N.si ❑m ,i PACKAGE (SEE DETAIL). 18" MINIMUM COVER / / / rH / / o / Ekisti '3 ng T� Volleybaii 2" 0 SCH 40 PVC OR PURECORE PIPE �_ \ 1 1/4" SCH.40 PVC DISTRIBUTION LATERAL PIPE, TYP. 1-1/2"x1-1/4" SCH.40 PVC TYP. (4 PER BED) 1 1/2"0 SCH.40 PVC DISTRIBUTION LINES & \ MANIFOLD, TYP. \ hr // SET DISTRUBUT ON VALVE I ABOVE DISTRIBUTION LATERAL FOR PIPE DRAINAGE �� )�o �� REDUCER, X ' I / 0.25' --- - PIPES ,I °°° °o 1"X-1/2" PVC REDUCER 1-1/2"0 PVC ELBOW ° ago *i :=. °o°°°°°g 000�°° 1� 1-1/2"0 PVC DISTRIBUTION PIPE {, V Flush 1 /al Valve EFFECTIVE TOTAL ADWF=1,700 GPD: 5.A. SPRING OR WELL= 100' 5.B. POTABLE WATER SUPPLY LINE=25' 5.C. POTABLE WATER SUPPLY CISTERN=25' 5.D. DWELLING=20 I I 5.E. PROPERTY LINE, PIPE OR LINED IRRIGATION DITCH=10' 5.F. INTERMITTENT IRRIGATION LATERAL, INFILTRATION STRUCTURE=25' (► DD (+ L Site a Sols Evaluation 5.G. LAKE, WATER COURSE, IRRIGATION DITCH, STREAM OR WETLAND=50'. (DISTANCE REDUCED WITH PVC LINER BARRIER) Scale: N.T.S. 5.H. DRY GULCH, CUT BANK OR FILL AREA=25' _ 5.1. SEPTIC TANK -5 5.J. RESTRICTIVE LAYER OR GROUNDWATER (VERTICAL): 3' (TREATMENT LEVEL 1, PRESSURE DOSING) 3. SETBACK REQUIREMENTS FOR THE SEPTIC TANK SHALL BE (PER TABLE 7-1): 3.A. SPRING OR WELL=50' 3.B. POTABLE WATER SUPPLY LINE=10' 3.C. POTABLE WATER SUPPLY CISTERN =25' 3.D. DWELLING= 5 3.E. PROPERTY LINE, PIPE OR LINED IRRIGATION DITCH -10' 3.F. INTERMITTENT IRRIGATION LATERAL, INFILTRATION STRUCTURE=10' 3.G. LAKE WATER COURSE, IRRIGATION DITCH, STREAM OR WETLAND=50' 3.H. DRY GULCH, CUT BANK OR FILL AREA= 10' 3.1. STA TRENCH/BED, UNLINED SAND FILTER OR SEEPAGE PIT=5' 4. SEPTIC TANKS &RISERS (AND ALL JOINTS) MUST BE WATERTIGHT TO PREVENT GROUNDWATER INFILTRATION DUE TO HIGH GROUNDWATER AND FLOOD PLAIN ELEVATION SEPTIC TANK (EMPTY) BUOYANCY CALCULATIONS VALLEY PRECAST TANKS (GAL'S) 2000 1500 1000 TANK LENGTH (ft) 13.50 11.00 9.25 TANK WIDTH (ft) 6.50 5.67 5.00 TANK HEIGHT (ft) 5.67 5.67 5.67 Exterior tank Volume (CF) 497.3 353.2 262.1 water weight (lb/CF) 62.43 62.43 62.43 deplaced water weight (lbs) 31,043 22,052 16,362 Tank Weight (lbs) 21,150 14,360 11,535 Add'n weight to Balance (lbs) 9,893 7,692 4,827 Native soil backfill dense lbs CF 90 90 90 of soil backfill over tank (in) 18 18 18 ( / )Ifro Calc Weight of native soil backfill (lb)11,846 8,415 6,244 g ' OK OK OK Note: assumes max water table at top of tank. a<� /\G Field APPROX. 200 LF (4' PIPE COVER) .d�r I °F <�oo aso < FM 140° FM- F >\ 2" 0 SCH 40 PVC OR PURECORE PIPE FM OX. 600 LF (4' PIPE COVER)� 0 00 Ff� , ap 60 aye ,Q- •\ LL / ^� - \-� /I/ I \ \tel \� / / / / \ °:_ /� \ \� - -/ __ �\ 1 I 1 I / / - - / J _, J - -1� x Scale: N.T.S. ATTACH REMOVABLE THREADED CLEANOUT ASSEMBLY. INSTALL MARKER IF CAP BE BURIED. CAP OR IS TO FINISH GRADE � A A\ VA\i /V IMI /V� . OR 6" PVC WYE) _ / 4" OR 6" 0 PVC RISER OO moo` -_x ° \ -a a - F c o° �4" IP FM = 1-1/2" 0 SCH 40 PVC OR PURECORE PIPE - ; APPROX. 35 LF \ �'\ ~ - CDPHE APPROVED 1,000 GALLON ' ONE -COMPARTMENT PRECAST CONCRETE SEPTICTANK W/HIGH== COC GSIZE HEAD DOSING PUMP CDPHE APPROVED 1,500 -GALLON SINGLE -COMPARTMENT PRECAST / CONCRETE SEPTIC TANK _ \ \ i V / x \ 4"OR 6 0 45° BEND FLOW 11 IIS 4' OR 6"0 PVC SEWER Cleanout LINE X <<,, - o a yVA � Scale: N.T.S. ,opo. ° INV. 6100.7' ''�` ft,//\ V A ,,�Q�.o° ��� - - \ �- / % ,101.6 f.,, " / m - �4 o - STYROFOAM INSULATED FIBERGLASS LID STAINLESS STEEL BOLTS AND URETHANE GASKET WITH CHECK VALVE 0 q-,'>° 4" 0 PVC SDR35 @ 1% OW 7,50° ->Q' MIN SLOPE (PER CABIN) °o +ay. u, mRD 6" 0 PVC SDR35 / / 800 1 170 LF @ % \ J 9."° i / o \ �`� \x ` �� / o / �� ` INV. ( 6102.4' / / \ V \ r / �/ \\ \ \moo k \ \ �� \ \\ ,, F\ \\ V� V A� �i �A;y vv ��� �y _� / ti y JI)� ����A_y V a \ e h / �� \ ��. o` \ m ° � o� ° �� v C Udepth L 2 ^LL 0 -m_' =y- PVC ENCLOSURE FLOW FREEtY DRAINING GRAVEL II,1_ rI r-- Check Valve Scale: N.T.S. GENERAL ABSORPTION AREA NOTES Item # 20007-2CP 2000 Compartment Gallon Top Seam with High Head Two Pump 1500 Gallon Top Seam Item # One Compartment 1500T-2CP 1000 Gallon Top Seam Item # One Compartment with 10007-1 CP -HH High Head Pump DESIGN NOTES 162" 111"• r Design per performance test per ASTM C1227 ., ° ° ° 1. INSTALL MANUFACTURER'S 2. ABSORPTION WIDE BY THE TOPOGRAPHY RECTANGULAR (6) FEET BETWEEN 3. THE BOTTOM LEVEL AND RAKED TO DURING REQUIRE ABSORPTION 3' MIN CHAMBER UNITS IN ACCORDANCE WITH 4. DRAINAGE SWALES ARE TO BE PROVIDED ABOVE RECOMMENDATIONS. AND AROUND THE FIELD, AS NECESSARY, TO BEDS SHALL NOT EXCEED 12 FEET' PREVENT SURFACE RUNOFF FROM ENTERING 100 FEET IN LENGTH, SHALL PARALLEL ABSORPTION AREA. AND SHALL BE INSTALLED IN A 5. NO EXCAVATION OF THE ABSORPTION FIELD IS TO PATTERN WHENEVER POSSIBLE. SIX BE DONE DURING WET WEATHER AND USE OF MINIMUM SEPARATION DISTANCE RUBBER TIRE VEHICLES OVER THE ABSORPTION BEDS AREA IS STRICTLY PROHIBITED. OF THE ABSORPTION BED SHALL BE 6. UNSUITABLE MATERIAL EXISTING WITHIN THE FIELD THE BOTTOM AND SIDEWALLS MUST BE SHALL BE EXCAVATED AND BACKFILL SHALL REMOVE ANY SOIL SMEARS INCURRED CONSIST OF IMPORTED LOAMY SAND OR SANDY THE EXCAVATION. FAILURE TO DO SO MAY GRAVEL. THE ENGINEER SHALL BE CONTACTED IF THE CONTRACTOR TO REPLACE THE BEDROCK OR GROUNDWATER IS ENCOUNTERED IN FIELD AT HIS/HER OWN EXPENSE. THE OVEREXCAVATION. 7. TOPSOIL COVER MAY BE VARIED (1 -FOOT MINIMUM, 2 FOOT MAXIMUM) TO ALLOW FOR LANDSCAPING. \ATTACH REMOVABLE CAP OR THREADED CLEANOUT ASSEMBLY. INSTALL MARKER IF CAP ISTD BE BURIED. GRAVELLESS CHAMBER SYSTEM. 4'0 PVC Soup INFILTRATOR QUICK 4, ADVANCED DRAINAGE PIPE CUT TO FIT SYSTEMS BIODIFFUSER (STANDARD), OR ENGINEER APPROVED EQUAL. COVER WITH 6' OF TOPSOIL 12" MIN., ANDAEVEGETATE 24" MAX. 12' WIDE BED "1 3' MIN DESIGN NOTES 132" ALLOWABLE BURY , • Top surface area 87.75 ftz • @ 28 days; concrete = 6,000 Installation: • Tank to be set on 5"min. sand gravel • Tank to be backfilled uniformly PSI Min. bed or pea on all sides in i ° ° \° 1,000 GAL CHAMBER \ 1,000 GAL CHAMBER• \ on Water Table)Top • Design per performance test per ASTM C1227 •f'c ° �: y ° ° ' ° ° 1(Based • Top surface area 62.33 ftz concrete sand 6,000 Installation:20" • Tank to be 28 days;PSI ea p gravel • Tank to be backfilled uniformly on all sides in lifts Tess than 24" and mechanically compacted • Excavated material maybe used for backfill, provided large stones are removed Excavation should be dewatered and tank filled with water prior to being put in service for installation with water table less than 2' below \ � TANK ID 20 Clear Access ° l 0° p ' ° 6g, �° ° WATER TABLE ALLOWABLE EARTH FILL ° View Di 2' -0" 60" Clear Access 11 \ = o 3 0 \ lifts less than 24" and mechanically • Excavated material may be used provided large stones are removed • Excavation should be dewatered with water prior to being put in installation with water table less compacted for backfill, and tank filled service for than 2'• below \ \ \ TANK ID 20" Clear Access ° \ C' \ 78" ° 2, -0" 3, -0" TANK ID 3' 0" 4' - 0" 1 a ° ° DRY 4' - 0" ° ° 1 DESIGN NOTES • Desi n er erformance test er ASTM C1227 g p p p • Top surface area 46.25 ft2 Flexible Wires to Panel = NI** 1 ��� 24" Minimum Height Quick Disconnect Ball Valve grade • Meets C1644 O6 for resilient connectors • Inlet and Outlet identified above • Delivered complete with internal pipe piping Flexible Boot Top View 24" Min. Height ° ° - ° ° 1 grade • Meets C1644 06 for resilient connectors TopView •Disconnect • Inlet and Outlet identified above pipe . Delivered complete with internal piping • Secondarysafetyscreen available with PVC riser Flexible Butyl Rubber • Option of pump or siphon installed Boot Sealant "See installation guide on our website Imi • f'c @ 28 days; concrete = 6,000 PSI Min. Boot _ Installation: � ° ° R • PVC r concrete risers available • Secondary safety screen available riser with PVC Butyl Rubber Sealant = Wires to Panel z - ,� fill: 5^ Quick Ball Valve • Tank to be set on 5 mm. sand bed or pea gravel • Tank to be backfilled uniform) on all sides in lifts less than 24" and mechanically compacted • Excavated material may be for backfill, 68" r 1� 5„ 19" PUMP=30 GPM 400 GA FDOOSS (Orenco PF300511 73" Butyl Rubber Sealant ° - \ ALLOWABLE BURY (Based on Water Table) 5 - ORENCO PF3005 PUMP . IN used provided large stones are removed • Excavation should be dewatered and tank filled with water prior to being put in service for installation with water table less than 2' below 56 orequal) 4�� ; •E'• $;: r3a.i r Section ° S ° tel ALLOWABLE BURY (Based on Water Table) ° 5" 1 - 11 WATER TABLE ALLOWABLE EARTH' FILL - 30 GPM, 1/2HP SET PUMP TIMER FOR 10 MIN ...t '�'�'r'r:''3i ° .. WATER TABLE ALLOWABLE EARTH FILL 19 i T 19 1 ° 0' 0" 3' 0' ° _ - DURATION @ 2 HOUR INTERVAL, SET CUTOFF i ° grade , , ° ° ° , 1 View 1' - 0 " 3' - 0' ° FLOAT AT 500 GAL (50%) ..I , i i :.•. 0' - 0" 3' - 0"1 68"° °a • Meets C1644-06 for resilient connectors (MAX) �� 106" • Inlet and Outlet identified above pipe Pump: • Delivered complete with internal piping• Lowers TSS and improves effluent qualityto field • p Secondary safety screen available with PVC Easiest pump system to maintain on the market • Complete installation (wiring, panel, mounting and start-up procedures) p Complete warranty Service contracts available for maintenance ° REMAINING IN CHAMBER ""' 1'-0" 3'-0" ° 53" v �v USE -A 0l1UT- /� M •°,, \\ ; :;; 'oo� v \ � v,w I - - K1L> �S �d � I II 2'-0" 4'-0" 4" ° 3'-0�� 4'-0' DRY 4'-0"riser 3' - o° 4' - 0' •=i y _ � y,ur o aan IT I ' 11 e • �o• v' i � �' e _ _ = - = - -1 = 1= Section View DRY 4' - 0" ► 129 �� Section View _ -I I -I „ 413� - N�-r� I7 -I - 1-1 -I I- ��� �0Q11�W MIOA -I I I -I P1PE REST Em I --I � •- 3.0 FEET (MIN) SELECT MEDIUM BOTTOM ELEVATION -6102.5' 1-1/433 PRESSURE DOSING PIPE WITH 1/8'0 HOLES SAND EVERY 48'O.C. (FACING UP)11 Y EA G�d HANmr4i,pIP ---♦AI4.A3BVEEA ---I �P pp���� I- I Digging Specs 99.9 Invert Dimensions Net Capacity P Y Digging Specs 99 99 Invert Dimensions Net Net Weight 11' Long 7' Wide Inlet Outlet Length Width Height Capacity Lid Tank Total Digging Specs Invert Dimensions Net Capacity Net Weight 15' Long x 8' Wide 56" below inlet invert Inlet 56" Outlet 73" Length 162" Width 78" Height 92" Inlet 1559 Side gallons Outlet Side 507 gallons Total 2066 gallons x 56" below inlet invert 56" 73" 111" 60" 92" 1,042 gal 2,620 lbs 8,915 lbs 11,735 lbs Lid Tank Total 30 MIL LINER CURTAIN SIDES OF BARRIER \\\\\/\/\\\\\\\/\\\\\\\/\\\\\\\\/\\\\ \/\\\\\\ \/\\\\\\\/\\\\\\\\/\\\\\\\\/\\\\\\\\/\\\\\\i /yv v/yv v /v v / \ /v v /v v / v ��Av>/ \\�\���w��\/vvA , ,.& ',1,. \>/\\/\>\\/\>\\/ �� � \� y v\\v//\\y\\ EXISTING GROUND ELEVATION - 6103' FLOOD PLAIN ELEVATION 6101.5' 13' Long 8'i Wide 56"belowinlet invert Inlet 56"53"132"68"68",5 Outlet Length Width Height 1 2 gallons n 8 ga o s I 3,600 lbs 10,760 I bs 14,360 lbs Net Weight Lid Tank Total - 5,420 lbs 15,530 lbs 21,150 lbs EXISTING GRAVEL Mounded Pressure Dosing Chamber Bed g Water & 28005 Co. Rd. 317 Wastewater (719) 395-6764 P.O. Box 925 • Systems Buena Vista, CO 81211 Fax: (719) 395-3727 lir •Products• •Service Website: www.valleyprecast.com Email: frontdesk@valleyprecast.com Water & 28005 Co. Rd. 317 Wastewater (719) 395-6764 P.O. Box 925 • Systems Buena Vista, CO 81211 Fax: (719) 395-3727 Products•ProductsScale: \ • Service Website: www.valleyprecast.com Email: frontdesk@valleyprecast.com Water & 28005 Co. Rd. 317 (719) 395-6764 P.O. Box 925 Wastewater • Systems Buena Vista, CO 81211 Fax: (719) 395-3727 \ • Service Website: www.valleyprecast.com Email: frontdesk@valleyprecast.com N.T.S. © Bo Civil Engineering V Surveying & Beyond CD cn 6 d Ino• 923 Cooper Avenue Suite 201 Glenwood Springs, CO 81601 tele: 970.945.5252 fax: 970.384.2833 Engineer or Surveyor Seal o RELI mitis G� rR0 Client Information: GIANINETTI FAMILY PARTNERSHIP 592 COWEN DR CARBONDALE, CO 81623 000.000.0000 v NORTH r, 0 50' 100' Scale: 1" = 50' 810 0 , , Know what's below. CARBONDALE, CO CD Gianinetti Spring Creek Guest Ranch a OWTS Plan 0 =. By Revision m z r N CYJ • LC) CO ti CO cm PROJECT NO. Sheet 12021 FILE NAME: 12021-c base (m).dwg Designer: C.3 BDL Drafter: AP Date: 2/14/18 COHEN DRIVE TRAFFIC COUNT SUMMARY Gianinetti - 8th St. Traffic - Sat 12-23-17 Gianinetti - 8th St. Traffic - Sat 1-6-18 Gianinetti - 8th St. Traffic - Sat 12-30-17 Time NB NB SB SB Total Total Time NB NB SB SB Total Total Time NB NB SB SB Total Total 12:00 9 11 20 12:00 10 9 19 12:15 9 6 15 12:15 8 9 17 12:30 6 11 17 12:30 6 5 14 12:45 8 32 4 32 12 64 12:45 8 32 7 30 15 62 01:00 10 13 23 01:00 5 15 20 01:00 7 5 12 01:15 6 10 16 01:15 11 13 24 01:15 4 4 8 01:30 8 10 18 01:30 5 5 10 01:30 10 11 21 01:45 5 29 5 38 10 67 01:45 7 28 5 38 12 66 01:45 7 28 7 27 14 55 02:00 12 8 20 02:00 11 4 15 02:00 6 6 12 02:15 6 5 11 02:15 4 10 14 02:15 8 16 24 02:30 8 4 12 02:30 9 9 18 02:30 7 9 16 02:45 5 31 13 30 18 61 02:45 17 41 10 33 27 74 02:45 11 32 8 39 19 71 03:00 11 13 24 03:00 6 11 17 03:00 11 9 20 03:15 11 13 24 03:15 9 5 14 03:15 16 13 29 03:30 12 15 27 03:30 4 11 15 03:30 4 15 19 03:45 5 39 4 45 9 84 03:45 9 28 12 39 21 67 03:45 6 37 11 48 17 85 04:00 4 8 12 04:00 9 12 21 04:00 8 12 20 04:15 7 13 20 04:15 8 10 18 04:15 13 9 22 04:30 8 7 15 04:30 7 16 23 04:30 7 12 19 04:45 6 25 13 41 19 66 04:45 6 30 8 46 14 76 04:45 9 37 10 43 19 80 05:00 10 7 17 05:00 10 13 23 05:00 9 9 18 05:15 13 10 23 05:15 7 5 12 05:15 5 4 9 05:30 7 12 19 05:30 9 3 12 05:30 10 22 32 05:45 2 32 8 37 10 69 05:45 3 29 10 31 13 60 05:45 5 29 7 42 12 71 06:00 11 9 20 06:00 14 6 20 06:00 5 7 12 06:15 9 6 15 06:15 4 2 6 06:15 6 10 16 06:30 5 8 13 06:30 4 5 9 06:30 4 4 8 06:45 6 31 12 35 18 66 06:45 1 23 9 22 10 45 06:45 7 22 6 27 13 49 413 07:00 3 4 7 388 07:00 4 7 11 07:15 6 8 14 07:15 4 10 14 07:30 4 3 7 07:30 2 7 9 07:45 4 17 5 20 9 37 07:45 2 12 11 35 13 47 Snow began 1pm 489 61.1 08:00 6 5 11 Streets wet most of day. 458 57.3 411 Trip Generation Table for 200 Person Wedding (Based on typical local wedding events) Groups Arriving & No. Departing Vehicles Time Prior to 3 PM 3pmto4pm 4 pm to 5 pm 5pmto6pm 6pmto7pm 7pmto8pm 8pmto9pm 9pmto10pm After 10 pm Peak Hours ARRIVE - Staff - Bride, Groom, & Wedding Party - Set-up crew - Florist - Deliveries - Caterer & bartenders ARRIVE - Guests (180 Max) Event (wedding) Banquet (wedding) DEPART -40%x200=80 DEPART - 20%x 200 =40 DEPART - 20%x 200 =40 DEPART - 20%x 200 =40 - Bride Groom, & Wedding Party DEPART - Staff - Caterer, Bartender & others 20 max 60 None 27 13 13 Comment includes some departures Based on an average vehicle occupancy of 3 13 Event ends at 10 pm 12 ARRIVE (inbound) 60 Veh From 3 pm to 4 pm DEPART (outbound) 27 Veh From 6 pm to 7 pm February 15, 2018 GIANINETTI FAMILY LLLP 592 Cowen Drive Carbondale, CO 81623 3799 HIGHWAY 82 • P.O. BOX 2150 GLENWOOD SPRINGS, COLORADO 81602 (970) 945-5491 • FAX (970) 945-4081 RE: Gianinetti Reroute Dear Mr. Gianinetti, The above mentioned development is within the certified service area of Holy Cross Energy. Holy Cross Energy has adequate power supply to provide electric power to the development, subject to tariffs, rules and regulations on file. Any power line enlargements, relocations, and new extensions necessary to deliver adequate power to and within the development will be undertaken by Holy Cross Energy upon completion of appropriate contractual agreements and subject to necessary governmental approvals. Additionally, due to current economic conditions, Holy Cross Energy is not stocking the quantity of construction materials as in past years. If your project is slated for construction this year, please advise us as soon as possible. You will need to enter into agreements with Holy Cross Energy, and pay for the project, sufficiently in advance of construction to avoid possible delays while materials are procured. The currently estimated lead time for procurement of materials is around 12 weeks. Please advise when you wish to proceed with the development of the electric system for this project. Libby Cowling Design Engineer (970)947-5428 office direct * (970)274-2447 cell Gianinetti Reroute - 65-45 - W/0# 23022 A Touchstone Energy® Cooperative's 28 ZONES SA perms ZONE C ZONE A2 ZONE B \ ZO EB � sa ZONE C 6c64 ZONE B ZONE B ZONE ZONES ZONEM ZONE B i \ S EME1 ZONE C ,Py ZONE C TOWN OF CARBONDALE ZONE C ZONE C FREIMAp RAMOE ZONES CE 1' 650 TOWN OF CARBONDALE ZONE B oaae 5Nw1.o1 n3Awia innnl �. rnnun1n ... .. , nu WI scall me Nw atnai l'wne lnwun. �e+n•-.� IS001634d610. APPIIO%IMA1 C SCALL. 1' s I [ 1 0 100 1-1 1— 0 MASS IAL FLOOD INSURANCE PEOSRAII FIRM FLOOD INSURANCE RATE MAP GARFIELD COUNTY, COLORADO (i1N1NCORPORATE D AREAS) PANEL 1856 OF 1900 Me MAP 10000 PON PAN ILO NOT P61NSe01 COMMUNITY -PANEL RIMER 080205 1856 6 +01X5 .ANeL 1010 BTU MAP REVISED: JANUARY 3, 1986 600 0 50o 1-1 1-1 F-3 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP GARFIELD COUNTY, COLORADO (UNINCORPORATED AREAS) PANEL 1857 OF 1900 iSEE MAP INDEX FON PANELS NOT PRINTEOI COMMUNITY•PANEL NUMBER 080205 1857 8 Taw MAP REVISED: ty�'` a JANUARY 3, 1986 LEVATION I FEET A D` 6110 6100 6090 6080 6070 6060 ■� R°mow ■ MOIL \�lrC7 --11= Ill 111= •. 11 ■ 147C7i'VW ■ ■ ■ ■ _ ■ ■�� •I • Amp r- moi. ■ - ■� MEM/ iii■____ ,i1MMENI11� .,,i411111111 ■� ` ■� •_ ■� ■� ■� ■� ■� 68,800 69,200 69,600 70,000 70,400 70,800 71,200 71,600 72,000 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH COLORADO RIVER 72,400 72,800 LEGEND 0.2% ANNUAL CHANCE FLOOD 1% ANNUAL CHANCE FLOOD 2% ANNUAL CHANCE FLOOD 10% ANNUAL CHANCE FLOOD "<"\ W/A STREAM BED 73,200 73,600 6110 6100 6090 6080 6070 6060 74,000 IOD PROFILE AL EMERGENCY MANAGEMEN A ARFIELD COUNTY �, 135P H-PKUMAR Geotechnical Engineering 1 Engineering Geology Materials Testing 1 Environmental 5020 County Road 154 Glenwood Springs, CO 81601 Phone: (970) 945-7988 Fax: (970) 945-8454 Email: hpkglenwood@kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, Summit County, Colorado January 22, 2018 Gianinetti Family, LLC Attn: Ernie Gianinetti 592 Cowen Drive Carbondale, Colorado 81623 Subject: Dear Ernie: Project No. 17-7-879 Preliminary Subsoil Study for Foundation Design, Proposed Gianinetti Guest Ranch, North 8th Street, near Carbondale, Garfield County, Colorado As requested, H-P/Kumar performed a subsoil study for design of foundations at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to Gianinetti Family, LLC dated December 19, 2017. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed construction will consist of a community barn and nine cabins located on the property as shown on Figure 1. The buildings will likely be single story wood structures. Ground floors will probably be slab -on -grade at the community barn and structurally supported over crawlspace for the cabins. Cut depths are expected to range between about 2 to 3 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The property is located northeast of Carbondale's 8th Street and adjacent the Roaring Fork River as shown on Figure 1. The terrain is low lying and relatively flat, and has undergone some grading. The grading consists of apparent minor areas of shallow fill. The ground slope is slight and down to the west at grades of about 2%. Elevation difference across -2 - the individual building sites is about 1 foot. Vegetation consists of grass and weeds. Portions of the site near the river are within the 100 year flood plain as noted on the site plan provided to us and show on Figure 1. Subsidence Potential: The site and nearby areas of Carbondale are underlain by Pennsylvania Age Eagle Valley Evaporite bedrock. The evaporite contains gypsum deposits. Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. During previous work in the area, sinkholes were observed scattered in the Carbondale area. Sinkholes were not observed on the subject site, but grading may have covered them. Based on our present knowledge of the site, it cannot be said for certain that sinkholes will not develop. In our opinion, the risk of ground subsidence at the Gianinetti Guest Ranch site is low but the owner should be aware of the potential for sinkhole development. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating three shallow exploratory pits at the approximate locations shown on Figure 1. The pits were excavated by the client. The logs of the pits are presented on Figure 2. The subsoils encountered, below about 1 to 11/2 feet of organic topsoil or fill consisted of relatively dense, sandy gravel and cobbles. The gravel and cobbles were slightly silty at Pits 2 and 3 and extended down to the depths explored of 4 and 3 feet, and silty and slightly clayey at Pit 1 to a depth of 6 feet where the soils became slightly silty down to the pit depth of 7 feet. The fill was encountered at Pit 2 and was apparent on site sandy gravel and cobble soils that appeared at least moderately compacted. Results of gradation analyses performed on disturbed bulk samples of the coarse granular soils (minus 5 to 6 -inch fraction) obtained from the site are presented on Figure 4. The laboratory testing is summarized in Table 1. Free water was encountered in Pit 1 at the time of excavation at a depth of 5 feet. No free water was observed in Pits 2 and 3 at the time of excavation. The subsoils were slightly moist to moist, becoming wet below the groundwater level at Pit 1. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed entirely on the undisturbed natural coarse granular soils designed for an allowable bearing pressure of 2,500 psf for support of the proposed buildings. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. All fill, topsoil, and fine grained soils, and all loose disturbed materials encountered at the foundation bearing level within the H-PrtKUMAR Project No. 17-7-879 -3 - excavation should be removed and the footing bearing level extended down to the undisturbed natural coarse granular soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on-site granular soils, excluding topsoil and plus 6 -inch size rocks, as backfill. Floor Slabs: The natural on-site coarse granular soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. The suitability of the existing fill to support floor slabs should be further evaluated at the time of 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 slabs for support and to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 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 topsoil and oversized (plus 6 inch) rocks. Underdrain System: It is our understanding the finished floor elevations of the buildings at their lowest levels is at or above the surrounding grade. Therefore, a foundation drain system is not required. Groundwater level at the site may rise during spring run-off. Frozen ground during spring runoff can also create a perched condition. We recommend below -grade construction, such as retaining walls and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain and wall drain system. If the finished floor elevation of the proposed structures has a floor level below the surrounding grade, or below grade crawlspace areas are planned, we should be contacted to provide H-PkKUMAR Project No. 17-7-879 -4 - recommendations for an underdrain system. All earth retaining structures should be properly drained. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the buildings have 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 buildings should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 21/ inches in the first 10 feet in pavement and walkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Figure 1 and to the depths shown on Figure 2, the proposed type of construction, and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations H-P%KUMAR Project No. 17-7-879 -5 - 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. If you have any questions or if we may be of further assistance, please let us know. Respectfully Submitted, '1g,� mss®esa •.; . c •�• % C\ a+ pts I• s",r a wr David A. Young, P. `� ` '. ':• s zb . .o• �► DAY/kac b:i ftiv �2� �La ONALW `- attachments Figure 1 - Location of Exploratory Pits Figure 2 - Logs of Exploratory Pits Figure 3 - Legend and Notes Figure 4 - Gradation Test Results Table 1 - Summary of Laboratory Test Results cc: Boundaries Unlimited — Bruce Lewis (bruce@bu-inc.com) H-Pk-KUMAR Project No. 17-7-879 Gust eoncn\orarnng\1 neva Iv `/ $ C7 ., _-1 i — g �\ /� , 11 / PROPOSED / --- / / 1 I / CABINS (TYP) \ // /illA 1 / / / E; w / III / � 7 / / \ Ili PIT 1 i / 7 `/ 1, �(�/ I)^ '!l�'rlile \ -17O O /in on CL c w w C3 C7 f 1- c, O CJ O O O O CL CL C� C= w w CO m $ � M -- , r PROPOSED COMMUNITY BARN 0 50 0 50 100 APPROXIMATE SCALE -FEET i / / 11 17-7-879 H -P- KUMAR LOCATION OF EXPLORATORY PITS Fig. 1 DEPTH-FEET 0 5 10 PIT 1 EL. 6118' o WC=38.5 DD=75 PIT 2 EL. 61 1 6.5' +4=65 —200=7 I +4=85 —200=1 PIT 3 EL. 61 1 4' 0 5 10 17-7-879 H -P- KUMAR LOGS OF EXPLORATORY PITS Fig. 2 transit( Guest Ranch\ Draffing\177879-02 10 LEGEND TOPSOIL; HIGHLY ORGANIC SILTY CLAY, SOFT, VERY MOIST, BLACK. o 0 FILL: MAN—PLACED SLIGHTLY SILTY SANDY GRAVEL AND COBBLES, MEDIUM DENSE, SLIGHTLY MOIST, BROWN. GRAVEL AND COBBLES (GM—GC); SANDY, SILTY, SLIGHTLY CLAYEY, DENSE, MOIST BECOMING WET BELOW GROUNDWATER LEVEL, BROWN, ROUNDED ROCKS. GRAVEL AND COBBLES (GM—GP), SANDY, SLIGHTLY SILTY, DENSE, MOIST TO WET AT PIT 1, BROWN, ROUNDED ROCKS. HAND DRIVEN LINER SAMPLE. DISTURBED BULK SAMPLE. DEPTH TO WATER LEVEL AT TIME OF PIT EXCAVATION. NOTES 1. THE EXPLORATORY PITS WERE EXCAVATED WITH A BACKHOE ON JANUARY 12, 2018. 2. THE LOCATIONS OF THE EXPLORATORY PITS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY PITS WERE OBTAINED BY INTERPOLATION BETWEEN CONTOURS ON THE SITE PLAN PROVIDED. 4. THE EXPLORATORY PIT LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY PIT LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER CONDITIONS INDICATED. NO GROUNDWATER ENCOUNTERED IN PITS 2 AND 3. FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR WITH TIME. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 422); —200 = PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140). 17-7-879 H-1)vKUMAR LEGEND AND NOTES Fig. 3 dy, Proposed GIcnInnetf Guest Ranch \Drafting\177879 I I PERCENT PASSING O o o O o 0 0 0 0 0 HYDROMETER ANALYSIS SIEVE ANALYSIS c'8 Ve OD V O e 00 O O O O O O O O O PERCENT RETAINED TIME READINGS 24 HRS 7 HRS 45 IN MI 6OMIN 19MIN 4MIN 1MIN U.S. STANDARD 200 100 50 ;40 SERIES 30 6 10 8 CLEAR SQUARE OPENINGS 4 3 8" 3 4" 1 1 2" "6" 3" INN I I I I .v01 .002 .005 .009 .019 .037 .075 DIAMETER .150 .300 OF PARTICLES I .600 1. .425 IN MILLIMETERS 8 1 2.36 2.0 4.75 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL FINE MEDIUM COARSE FINE I COARSE COBBLES GRAVEL 65 % LIQUID LIMIT SAMPLE OF: Silty Sandy Gravel SAND 28 % SILT PLASTICITY INDEX with Cobble (FILL) FROM: AND CLAY 7 Pit 2 ® 0.5'-1.5' HYDROMETER ANALYSIS SIEVE ANALYSIS V b Oe N N p e O O O O O O O y1 O O PERCENT RETAINED 100 TIME READINGS 24 HRS 7 HRS 45 MIN 15 MIN 60MIN 19MIN 4MIN 1MIN #200 U.S. STANDARD SERIES #100 50 #40 30 t 6 410 48 ,4 CLEAR SQUARE OPENINGS 3 8" 3 4" 1 1/2" 3" 5"6" t I III 90 80 _-.----.. I ■ 1 r 1 70 .1 I 60 f I a 1 50 — I I 1 t d -- L- 40 L _ - 1 30 I1 20 1 I 10 I h100 .001 .002 .005 .009 .019 .037 .075 .150 DIAMETER .300 OF PARTICLES I .600 .425 1. IN MILLIMETERS 8 12.36 4.75 2.0 9 5 19 38.1 76.2 127 152 200 CLAY TO SILT SAND GRAVEL FINE MEDIUM COARSE FINE COARSE COBBLES GRAVEL 85 % SAND LIQUID LIMIT SAMPLE OF: Sandy Gravel and Cobbles 14 % SILT AND CLAY 1 PLASTICITY INDEX FROM: Pit 2 0 3-4' These test results apply only to the samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D422, ASTM C136 and/or ASTM 01140. 17-7-879 H-PvKUMAR GRADATION TEST RESULTS Fig. 4 Project No. 17-7-879 SOIL TYPE Silty Clay (Topsoil) Silty Sandy Gravel with 11 Cobble (Fill) Sandy Gravels and Cobbles II UNCONFINED COMPRESSIVE STRENGTH (PSF) ATTERBERG LIMITS PERCENT PASSING LIQUID PLASTIC NO. 200 LIMIT INDEX SIEVE (%) (%) NATURAL GRADATION DRY GRAVEL SAND DENSITY (%) (%) (pct) oc VD 85 1 NATURAL MOISTURE CONTENT (%) oo SAMPLE LOCATION DEPTH , (ft) '/2 - 11/2 E.