Loading...
HomeMy WebLinkAbout1.0 Application1 ~7-'" Garfield OIJuiity, . , 1 il:AND USE CHANGE PERMIT Community Development De ~rl)en ) 108 9th Street, Sulte>401 0/5 Ii / / J Glenwood Springs, CO ~1p0l (970) 945-8212 WWW.g_rl field·COUlJ. y59m I ff I ·TYPE OF APPLICATION Iii Administrative Review D Limited Impact Review D Maj_or Impact Review D Amendments to an Approved LUCP DUR OMIR D SUP D Minor Temporary Housing Facility D Vacation of a County Road/Public ROW D Location and Extent Review D Comprehensive Plan Amendment ,· } APPLICATION FORM 0 Development in 100-Year Floodplain D Development in 100-Year Flo.odplain Variance D Code Text Amendment D Rezoning D Zone DistrictO PUD D PUD Amendment D Administrative Interpretation D Appeal of Administrative Interpretation D Areas and Activities of State Interest D Accommodation Pursuant to Fair Housing Act D Pipeline Development D Variance D Time Extension (also check type of original application) i INVOLVED PARTIES Owner/ Applicant Name: Joanna Shaffer Phone: (970 )379-8221 . Mailing Address: 555 Prefontaine Ave City: Rifle E-mai1Joshffr@yahoo.com State: CO Zip Code: _8_1_6_5_0 ____ _ Representative (Authorization Required) Name: Bell Consulting LLC -Nathan Bell Phone: ( 970 ) 948-3153 Mailing Address: _P_O_B_o_x_8 ______________________ _ City: Rifle State: CO Zip Code: 81650 -------- E-mail : nbell@bellconsultingllc.com PROJECT NAME AND LOCATION Project Name: The Lariat -Community Meeting Facility Assessor's Parcel Number: 212~---364 ___ 00 _ 006 __ Physical/Street Address: 634 County Rd 296, Rifle, CO 81650 Legal Description : _s_e_e_D_e_e_d ______________________ _ Zone District: _R_u_r_a_I ___________ Property Size (acres): _2_.4_4 ____ _ · PROJECT DESCRIPTION Existing Use: Single Family Residential -storage Proposed Use (From Use Table 3-403): _C_o_m_m_u_n_ity'--M_e_et_in-=g'-F_a_c_ili-=ty ______________ _ Description of Project: The Lariat is going to include an ope n sided pavillion for events such as weddings , wedding receptions, birthdays, community meetings and other outside events throughout the Spring , Summer and Fall months as weather permits. The facility will also indude a restroom facility for the events , cabins for guests to prepare , an office and storage buildings . The site will be served by an existing well and OWTS since publ ic facilities are not in the area . REQUEST FOR WAIVERS Submission Requirements 0 The Applicant requesting a Waiver of Submission Requirements per Section 4-202. List: Section:--------------Section:--------------- Section: Section : --------------- Waiver of Standards 0 The Applicant is requesting a Waiver of Standard s per Section 4-118. List: Section:--------------Section:--------------- Section: Section:--------------- I have read the statements above and have provided the required attached information which is S ·-\S \5 Date OFFICIAL USE ONLY File Number:Qa.B~'Q_-..8.~.1..~ ::r1"..cD Fee Paid:$__..~=--~"'--"'....,_ _______ _ Garfield County PAYMENT AGREE MENT FORM GARFIELD COUNTY ("COUNTY") and Property Owner ("APPLICANT") _~J~o~an~n~a~S~h=a~ff-=-e~r ____ _ agree as follows: 1. The Applicant has submitted to the County an application for the following Project: __ _ The Lariat -A Community Meeting Facility 2. The Applicant understands and agrees that Garfield County Resolution No. 2014-60, as amended, establishes a fee schedule for each type application, and the guidelines for the administration of the fee structure. 3. The Applicant and the County agree that because of the size, nature or scope of the proposed project, it is not possible at this time to ascertain the full extent of the costs involved in processing the application . The Applicant agrees to make payment of the Base Fee, established for the Project, and to thereafter permit additional costs to be billed to the Applicant. The Applicant agrees to make additional payments upon notification by the County, when they are necessary, as costs are incurred. 4. The Base Fee shall be in addition to and exclusive of any cost for publication or cost of consulting service determined necessary by the Board of County Commissioners for the consideration of an application or additional County staff time or expense not covered by the Base Fee . If actual recorded costs exceed the initial Base Fee, the Applicant shall pay additional billings to the County to reimburse the County fo r the processing of the Project. The Applicant acknowledges that all billing shall be paid prior to the final consideration by the County of any Land Use Change or Division of Land . I hereby agree to pay all fees re lated to th is applicatio n: Billing Contact Person: __ -"J-=-o=a'"'"nn"""a"'-=Sh"""a=f""'fe=r--------Phone: (970 ) 379-8221 Billing Contact Address: -~S_S_S_P_r~e_fo_n_t~a_in_e_A_v_e ____________ _ City: __ __;_R:.;.;if""le~--------------State: CO Zip Code: 81650 Billing Contact Email: -~i~o~sh_ff_r~®-y~a_h_o~o~.c~o~m _____________________ _ Printed Name of Person Authorized to Sign: -~'---\ .......... ')~n~l \~~"'~o...~~~~~:fRr~,__,~--------- 5 ---\S -\5 (Date) Rcoordeda Reception) WARRANTY DEED 1lilS DEED, made on April 11, 2014 Between Hans George Parkinson and Michelle Parkinson of the Coun1y of Garfield, and Stale of CO, gnmtor, and Joanna D. Shaffer whose legal address is: 555 Prefontaine Av~ Rifle, CO, 81650 I oftbe Coun1y ofGarlield and Stale of CO, grantee: WITNESSEIB, That the grantor for and in consideration of the sum of $85,000.00 DOLLARS, the receipt and sufficiency of which is hereby acknowledged, lw granred, bargained, sold and conveyed, and by these presents does gnmt, bargain, sell and coavcy and confinn unto the grantee, his heirs and assigns forever, all the real propcrtytogclbcr with improvcmcms, if any, situate, lyiag.00beingill1hc County ofGadickland SIBie of Colorado dcscn"bed as follows: A tract of land beginning at the southeast comer of Section 36, Township 5 South, Range 93 West of the 6th Principal Meridian; thence Northerly along the Section line a distance of 228 feet; thence West to the right of way of Colorado Highway No. 13; thence Southerly along the east right of way line of said Colorado Highway No. 13 to the South line of Section 36; thence East along said Section line to the Point of Beginning EXCEPT that part conveyed to the State Department of Highways in deed reco.rded July 14, 1986 in Book 691 at Page 392. Together with the following water and water rights, ditches and ditch rights of way, title to which are not included in the wananties contained herein: 2 Miner Inches of Grand Tunnel Ditch; and existing pond on property as known by street and number as: 634 County Road 296 Rifle CO TOGETHER wi1111!11 and siDplar ~. ~ -1appudlCp8Dl:ICs1hen$> ~or in 8D)'Wisc ~ and 1hc RYaSio11 and n:vcrsi0ns, rcmaindu imd rcuU!iDdcn, rcuts, · · ·and profits ~ Bl all the ~ rigbt. tide; ililmst, clalm ad demand wbalsocver of the grantor either in law or equity, ot; in and to th~'XTve bargained premises, willi the hcmlitmnen1s and appurteoances. , TO HA VE AND TO HOLD the said premises above bargained and descnl>cd, with the appurtenmces, unto the grantee, his heirs and assigns forever, And the Grantor, for himsclt; his heirs, and personal rcpreseul8livcs docs covmant, gnmt, bargain, and agree to and with the Granree, his heirs anO~ that at the time of the CllSCllling and dcliVQ"}' nf lhc8e presculs, !Jc is wdJ seized of the prmUses above c;mvcyi:d, bas good. SUie, perti:ct, absolute and indefcasiblc estate of iuhcritlmce, in law, in fee simple, .00 has good rigbt. tull powu and lawtbl authority to gmat. bargain, sell and convey the same in IDlllllla" and form as afOICSaid, and that lhc S111DC me free aud clear ftom all former md other grants, bmgains, sales, liens, taxes, assessments, cooumbnmccs and RSl:rictions of whatever kind or nalllR soever, except and subject to gr:neral taxes and asscssmcnts fur the year 2014 and subscqucot years and all those specific exceptions described by reference to recorded documaJts as refle:cll:d in Commonwealth Title Company's CommibncntNo.1403035 ANTIC acccptcd by Gnmtcc(s) in aa:ordance with Section 8.1 (Record Title Maims) of the Contract to Buy and Sell Rcai E9tate relating to the above referenced property; distributioo utility casanenis (includiag, aibJe TV); those spccifically dcscribcd rights of third parties llOt shown by the public records of which Gnmtee(s) has acbllll lmowledp mKl whii:h wae llCCCpleel by GnmliDe(s) in accordlUlcc with Section 8.2 (Off-Record Title Mattas) and Section 9 (Cumlll Survey Rtricw) of the Coa1mct to Buy and Sell Real ES1all: rdllting to thc ubovc desm"bed real property; inclusion of the Property within any spcc:ial lllxing district; The grantor shall and will WARRANT AND FOREVER DEFEND the above bargained premises in the quiet and peaceable possession of the grantee, bis hciJs and assigns, against all and every person or penoos lawfully claiming the whole or any part thereof. The singular nwnber shall include the plural, the plnral the singular, and the use of gender shall be applicable~ ... · . . · ~;z:zr .. _hm_ ... __ .. V~11 Hans George Parkinson Michelle ParldnSon c; STATE OF COLORADO ) , ) SS, f"'> COUNTY OF GARFIELD ) The foregoing instrument was aclcnowledged bcfon: me on April 11, 2014, by Ham Gaqc Paddmoo aod Midlcllc Paddnson. My commission expires: CGmmoaweolth File No, 1403CW ANTIC -.. -D.-$".PndballibaDAvmue IWlcCO 11650 DENNA CONWELL NOTARY PUBLIC STATE OF COLORADO NOTARY ID #19934014538 .., Qwilllicn Eicpr.s Slplllllblr27, 2017 127 &s: ~ S1rect Ri&, co 816SO miles km 2 3 THE LARIAT A Community Meeting Facility Owner: Joanna Shaffer SSS Prefontaine Ave. Rifle, CO 81650 970-379-8221 Prepared by: Bell Consulting LLC. Nathan Bell -PE 33401 PO Box8 Rifle, CO 816SO 970-948-3153 Survey Data provided by: Bookcliff Survey Services Michael Langhorne -PLS 136 E. 3rd St. Rifle, CO 816SO 970-625-1330 Page 2 PROJECT DESCRIPTION The Lariat will be a family owned and operated facility to host events such as: weddings, reunions, birthdays and various types of outdoor parties. The Lariat will be in operation during the warmer months of Spring, Summer and Fall and will closed during colder winter months. The main focus of the site will be the Pavilion. This open sided structure, complete with enclosed fireplace will provide shelter for events. There will be room to seat 150 guests for dinner. The patio with its barbeque grill, sink and counter space is the perfect place for those who want to provide their own meal. It can also be used by catering service providers. The front patio will be perfect for dancing as well as enjoying the views and relaxing with friends and family. The grounds will also have picnic tables, horse shoe pits, play areas for children and various open air seating areas. The terrain is naturally terraced and these levels will be accessible for the enjoyment of guests. There are 4 additional buildings proposed for the site in addition to the Pavilion and existing garage/storage building. A cabin which is to be constructed adjacent to the existing garage will house the one room office with a ¾ bathroom (shower, toilet, sink). Another cabin in the lower area will be set up for guest preparations (ie. Bride preparations) and is to include a ½ bathroom (toilet and sink). A third cabin closer to the Pavilion is to be constructed as the restroom facility. The restroom will consist of 2 toilets and a sink each for women and men, and will be handicap accessible from the Pavilion. The fourth additional building is to be a shed in the vicinity of the restroom which will be used primarily for storage but could also be used for guest preparation if empty. Each structure will be equipped with adequate fire extinguishers for emergency use. The Lariat will be accessed with a private drive onto County Road 296 east of the intersection of County Road 296 and State Highway 13. The drive will enter into the parking area of the Lariat where guests will park in the 38 designated parking spaces. The parking area includes 2 hard surfaced handicapped accessible spaces. The guest will then be able to walk around the site or take the surfaced path to the Pavilion and adjacent upper area facilities. A golf cart type vehicle will be provided so that any guests with disabilities can reach the Pavilion or other areas of the site along the walking path. The Lariat will be a service oriented business. We will be renting the use of our site along with providing set-up and clean-up services. Our guests will either provide their own food and beverages or use a catering service. The Lariat will not be selling or providing food and beverages. Any alcohol on the premises will be the responsibility of the renting guest and no selling of alcohol will be permitted. In addition, if alcohol is on the premises, the guest responsible for renting The Lariat must pay for a security officer to be on site during the event. We believe that The Lariat will be an ideal place to host events due to its close proximity to town and beautiful views of the surrounding mountains. The Lariat will bring in out of town guests and will help support other local business owners including catering services, restaurants, hotels, floral shops and photographers. Garfield County LUDC -Article 4: Division 2 .......................................................... 4 4-203.B. General Application Materials ................................................................................... 4 4-203.C. Vicinity Map ............................................................................................................... 4 4-203.D. Site Plan .................................................................................................................... 4 4-203.E. Grading and Drainage Plan ......................................................................................... 4 4-203.F. Landscape Plan .......................................................................................................... 5 4-203.G. Impact Analysis ......................................................................................................... 5 4-203.L. Traffic Study ............................................................................................................... 6 4-203.M. Water Supply and Distribution Plan .......................................................................... 7 4-203.N. Wastewater Management/Plan ................................................................................ 8 4-203.0. Floodplain Analysis .................................................................................................... 9 APPENDIX A-APPLICATIONS APPENDIX B -OWNERSHIP INFORMATION APPENDIX C -ADJACENT OWNERS AND MINERAL RIGHTS APPENDIX D-STORM WATER RUNOFF APPENDIX E -ESTIMATES APPENDIX F-WATER ANALYSIS AND CALCULATIONS APPENDIX G -OWTS CALCULATIONS AND O/M MANUAL APPENDIX H -CTL THOMPSON SOILS AND FOUNDATION INVESTIGATION Page3 Page 4 Garfield County LUDC – Article 4: Division 2 4-203.B. General Application Materials 1. Application Form – provided in Appendix A 2. Ownership – provided in Appendix B 3. Adjacent Property Owners and Mineral Owners – see Appendix C – · According to available information, the most recent owners of record for the mineral rights are deceased with no known transfer to others. 4. Fees – see Agreement to Pay form Appendix A 5. Project Description – see above 4-203.C. Vicinity Map - See report cover and development plan cover sheet 4-203.D. Site Plan - See development plan set 4-203.E. Grading and Drainage Plan The proposed improvements to the site include gravel access road and parking area, gravel pathway, buildings and grass covered open spaces. The road and parking area will flow into vegetated swales along the front (west) edge of the property and the swales are to be mown as part of the site maintenance. The upper disturbed area around the Pavilion and restrooms also drain into a vegetated drainage that skirts the parking area and leach field finally ending up in the same front swale. The front drainage swale runs to the northwest corner of the property where it crosses under Highway 13 through a 24-inch CMP. The northeast portion of the site containing the existing irrigation pond is to remain undisturbed. This area is encircled by the irrigation tail-water ditch as it flows around the pond and carries flows from this area to the north property boundary and finally ending up at the 24-inch culvert. The calculations indicate that the rate of runoff for the 25-year storm event decreases due to improvements in the permeability of the soils by increasing the overall vegetative cover and increasing the times of concentrations as water is channeled through the site. 1-9 and 11-12 - See development plan set 10 – Construction Schedule · The schedule anticipates that the road and parking area along with the Pavilion and restroom building will be completed by September of 2015. The office building and cabin will be constructed as quickly thereafter as finances allow with anticipated completion by May of 2016. 13 - Estimated erosion control costs – see Appendix E 14-16 - See Engineering Report for runoff calculations – see Appendix D 17 – Storm Water Management Plan a. a typical Plan for submittal as part of the SWMP application is included in Appendix D 18 – Reclamation, Revegetation and Soil Plan has been incorporated into the development plan set. 19 – Hydraulic Calculations – see Appendix D 20 – Maintenance Requirements of BMP’s Page 5 b. The site currently is fairly well covered in grasses and shrubs. The cover will be improved as part of the development which will increase the natural erosion control and sediment reduction in site runoff. The vegetated swales will be the primary mechanism to accomplish reduced sediment loading. Thus the standard site irrigation and mowing of the grass ground cover constitutes the main maintenance for the BMP’s. Any temporary BMP’s shown on the plan set are to be completely removed once the vegetation is established. 4-203.F. Landscape Plan The overall landscaping of the site is to remain similar in nature to the existing conditions. The site currently has numerous large trees throughout and is mostly covered in grasses which provide viable ground cover. Trees will be added as shown on the development plans to help provide screening along the front of the site and shading in strategic locations. The overall ground cover will also be improved by removing weeds and increasing the grass coverage through seeding and irrigation. Introduced grasses will be a Perennial Rye Grass or Creeping Red Fescue variety. 1-3 – see plan set 4- Estimate – see Appendix E 5- Maintain c. The property has irrigation water rights out of the Grand Tunnel Ditch and the existing pond on site. The irrigation water will be pumped and piped to supply adequate water to all existing and proposed trees, shrubs and grass areas. The piping will be above ground so that the system can be stored during winter and will include hoses with drips and sprinklers. 4-203.G. Impact Analysis 1. Adjacent land uses are primarily agricultural in nature with native undeveloped land to the east and south. The parcel directly north is a small 1+ acre parcel that is vacant. North of the small 1+acre parcel and also abutting The Lariat on the east is the rural Family of Faith Church Outreach. The property abuts County Road 296 and State Highway 13 on the west with open irrigated land across these roads. The Rifle Fireside Lanes bowling alley is north on Highway 13 approximately ¾ of a mile. 2. The site features are shown on the Existing Conditions Survey by Bookcliff Survey Services. The property is rectangular in shape running east-west on the longer axis. The west portion abutting the roads is fairly level with an existing garage type building and an access driveway off County Road 296. The site slopes up to the east with an average 30-foot elevation gain to a benched area that includes and existing irrigation pond along the north boundary. An existing irrigation ditch enters the site at the northeast corner, circulates around the pond and exits the site along the northern boundary towards the foot of the sloped area. Currently the site vegetation consists of various grasses covering most areas with various cottonwood, elm, fruit and juniper trees throughout. 3. The site soils are evaluated in a report by CTL Thompson and attached herewith. All soils within the site are suitable for building purposes with no anticipated hazards. 4. No geologic hazards exist on the site or adjacent to the property that will impact development. 5. Groundwater is not anticipated to be a problem on the site as the site is above the Government Creek flow plane with static water levels in the well at 12-feet. Sewer service is to be provided by an OWTS with calculations provided as part of this report. The well was drilled up gradient Page 6 from the proposed leach field area as the general slope of the valley drainage is from north to south. 6. The parcel has been in use for many years and therefore most of the site has been altered from its natural state. a. The proposed property improvements shall improve the flora through weed reduction and improved vegetative cover thus reducing impacts to runoff areas. b. The property is only within the designated winter range for mule deer as defined on the Garfield County Wildlife Habitat mapping. The site however is not a good mule deer location due to the proximity to State Highway 13 and populations tend to stay on the native and agricultural areas to the east. c. Minimal impacts are anticipated because the general overall condition of the site is to remain similar to the existing. The entire property is currently fenced. d. The site does not contain any radiation hazards per the CTL report. 7. The site is surrounded by mostly open space which minimizes the impacts to neighbors. All lighting used during events will be either downward facing or have minimal outward shining. Noise will be kept in compliance with regulations. 8. The hours of operation will primarily be afternoons and evenings as events listed tend to dictate most often during weekends. The Lariat is to operate during the warmer Spring, Summer and Fall months. 4-203.L. Traffic Study 2. Basic traffic analysis – a. The current property access is from County Road 296 approximately 50-feet east of the CR 296 and Colorado State Highway 13 intersection. The proposed improvements will move the access point 21-feet farther east on CR 296 to provide additional storage on CR 296 for cars entering Highway 13. (see the detailed site plan) Approximately ½ mile south of the property, County Road 296 turns east and becomes County Road 291. b. Historically, the parcel was used as a single family residence with associated residential vehicle trips. The location of the property and proposed development creates an access point onto CR 296 that is less than ideal due to minimal distances. The benefit to the proposed uses as an events facility will be the timing of traffic entering and leaving the site. The heaviest traffic flows on both CR 296 and the adjacent Highway 13 are morning and evening commutes during the week. While the events proposed at The Lariat will primarily be held on weekends and during non-peak hours with incoming traffic during the afternoons and exiting traffic after off- site evening flows. The access to the parking area for The Lariat is approximately 200 feet from CR 296 to the parking lot. This length allows a storage cue of approximately 10 vehicles entering or leaving the facility thus reducing vehicle waiting on CR 296. It is anticipated that the primary access route will be from Highway 13 south turning right on CR 296 and then left into The Lariat entrance road. Traffic observations on CR 296 during peak evening hours indicate fewer than 3 vehicles waiting to turn onto Highway 13 that would interfere with vehicles turning left into The Lariat. The primary exit route will be turning right onto CR 296 and then left onto Highway 13. The stop sign at the exit of The Lariat onto CR 296 will cause vehicles to cue in the drive rather than on CR 296. Page 7 c. The proposed land use will be as a community meeting facility. The use includes a open air Pavilion, a small office building, a cabin for guests to prepare and a restroom building. According to Garfield County vehicle counts for uses by type, the site requires 1 parking space per 100 square feet of public assembly area and 1 parking space per 250 square feet of office space. This equates to 29 spaces for the Pavilion, 2 spaces for the office and 2 additional spaces for the guest preparation cabin for a total of 33 spaces. Since current Trip Generation manuals do not provide adequate counts for a facility of this type, the 33 vehicles is being used as the maximum daily trip. The arriving traffic will most likely be spaced over a period of more than an hour with most guest arriving close to a specific time. Guests will tend to leave in much the same manner. Therefore the ADT for the site is estimated at 33 passenger vehicles entering and leaving with the peak hour occurring during off hours for adjacent street traffic. Truck traffic will be limited to public services such as garbage collection. County Road 296 and the intersection with Highway 13 is at a level of service A with minimal wait periods for traffic exiting CR 296 onto Highway 13 or traffic entering CR296. d. All construction for the property will occur primarily on the property with minimal impact to off-site roads. Materials will be brought to the site via Highway 13 onto CR 296. However, the site development is quite small and therefore will not require a significant amount of traffic. A County road access and construction permit will be obtained prior to any work within the CR 296 right of way. 4-203.M. Water Supply and Distribution Plan Water is to be supplied by a newly constructed well on the property. The Lariat shall be used by transient or short-term guests for short periods of time versus full time use. The primary use of the well water will be for the restrooms as it is anticipated that most guests renting the facility will either supply their own drinks including water or drinks will be supplied by the caterer. There is not going to be a main drinking water supply location such as a fountain for guests. The well will not be used for irrigation as the property has irrigation water rights in the ditch on site. Also, low-flow toilets will be installed in all restrooms to reduce water usage during guest activities. The Lariat water system does not require a Public Water System application and permit because it will not serve 25+ people more than 60 days per year. The intended use is warmer periods as the facilities are outdoor in nature. The number of days in use are calculated as follows: April and October: max. avg 1 day per week = 8 days May and September: max. avg 2 days per week = 16 days June, July, August: max. avg 2.5 days per week (typically 13 weekends during the summer) = 33 days Total = 57 days in use Therefore the total yearly maximum would be less than 60 days per year during which more than 25 individuals use the system. The facilities on site will be supplied water through a piping system as shown on the development plans with a well pump supplying pressure. It is recommended that a 3/4-HP pump be installed to supply adequate pressure to the restroom facility. It is also recommended that a pressure tank with a minimum capacity of 150-gallons be installed on the system to reduce pump cycles and help equalize pressure. A typical 150+ gallon pressure tank has a draw-down of 50 gallons which will buffer the system during high usage. Page 8 1.b-(2) Calculations have taken into account the short-term use of the facility without showers or laundry facilities provided to the guests. Therefore, calculations provide a well water use of 900 gallons per day when events occur. This equals 2.57 Single-Family Equivalent (SFE) for the proposed uses. e. The transient nature of the use of The Lariat reduces the higher water uses per individual and therefore is calculated based on the anticipated use of facilities. The maximum occupancy of 150 guests with a duration of 4 hours is calculated to use the restroom facility an average of 3 times. f. Restroom use: 2.5 x (1.2 gal/flush + 0.5 gal/handwash) = 4.25 gal g. IN keeping with the waste water calculations the average use is increased to 5-gallons per guest. This equates to 750-gallons used during a 4 hour event which is an average of 3.125- gallons per minute of water use. h. Uses in the office have been taken into consideration as part of the system supply calculations as provided in Appendix F 1.b-(3) i. Irrigation water is to be supplied by the existing on-site irrigation ditch with water rights owned by the applicant out of the Grand Tunnel Ditch and also from storage in the existing irrigation pond. Water will be pumped and piped above ground to serve irrigation needs. 1.b-(4) j. Fire protection is to be provided via adequate placement of extinguishers throughout all buildings. Also the site is approximately 3 miles from the Rifle Fire Protection District main facilities which minimizes response times. 1.b.5.a – see reports provided in Appendix F k. The water pump test indicates a capacity of 6-gpm for the well which is sufficient to meet the needs of the proposed uses. 1.b.5.c – see reports provided in Appendix F l. The water quality testing was performed by Mountain States Laboratories in Wheat Ridge, Colorado. The results indicate adequate water quality to serve the transient population of the proposed facility. All results indicate levels below the Minimum Contaminant Levels as regulated by the CDPHE. The tests do indicate high levels of sulfates and a high total dissolved solids level so it is recommended that any water used for drinking should be treated through a reverse osmosis system or other method to improve taste. 2 – Water Distribution - see development plan set 4-203.N. Wastewater Management/Plan 1.b. – m. The Lariat is to be a meeting and event facility serving visitors throughout the warmer Spring, Summer and Fall months. The visitors will most likely be involved with events lasting a portion of a day thus short-term or transient in nature. The capacity for visitors is to be limited to 150 people per event with most likely a single event per day. The primary site includes a restroom facility with 2 toilets and a sink for men and women (4 toilets, 2 sinks) along with a cabin that has a single toilet and sink. The one room office building is anticipated to have 2 people maximum during regular business hours and includes a bathroom with a toilet, sink and shower. The Garfield County Commercial Wastewater Table 6-2 lists an average 5 GPD per person for short-term visitors and 15 GPD per person for “office buildings”. However, the office Page 9 was considered as a one bedroom residence and 75 GPD for 2 people was utilized for calculation purposes. n. The site will be served by an On-site Wastewater Treatment System comprised of 4” collection piping, a 2000-gallon baffled septic tank and infiltrator chambers arranged in a trench configuration. The collection piping will be run at continuous grades on straight alignments with a cleanout system provided at all grade breaks or alignment bends. 1.b.(1) and (5) – calculations are provided in Appendix G 1.e. – Wastewater System Design - see development plan set 4-203.O. Floodplain Analysis The property is not located within any designated floodplains as indicated on the Garfield County maps or FEMA FIRM mapping. The Lariat 634 CR 296 Rifle, Colorado DRAINAGE REPORT May 11, 2015 Prepared for: Joanna Shaffer 555 Prefontaine Ave Rifle, CO 81650 Engineer: Nathan Bell, P.E. Bell Consulting LLC P.O. Box 8 Rifle, CO 81650 970/948-3153 The Lariat, Drainage Report - 1 – May 1, 2015 Contents introduction DESCRIPTION BASINS METHODOLOGY Off site impacts Developed on site flows conclusions APPENDIX A NRCS Soils Information APPENDIX B PRECIPITATION DATA APPENDIX C Pre-developed Off Site and On Site Hydrology Calculations APPENDIX D Post-developed Hydrology Calculations APPENDIX E Structure Capacity Calculations The Lariat, Drainage Report - 2 – May 1, 2015 Drainage Report – The Lariat, Rifle, CO Bell Consulting LLC. has prepared the following Drainage Report for the proposed improvements for The Lariat, a proposed Community Meeting facility located just north of the City of Rifle, Colorado. The purpose of the study is to ascertain the offsite drainage impacts to this site and how development of the site will impact storm runoff from the site. The site is unique in that it is quite small and has historically had a mix o f buildings, concrete pads, gravel drives, irrigation ditches and a pond impacting the existing conditions of the storm runoff. The improvements proposed for the current development are to occur within the areas already disturbed due to past site modifications. The minimizing of new disturbed areas, the replacement of existing impervious areas and the improvement to the vegetative cover on the site create a situation that actually reduces the storm runoff from the site. Calculations are provided within this report indicating the reductions. INTRODUCTION The Lariat is located just north of the City of Rifle and is accessed via County Road 296 near the intersection with State Highway 13. The property is bounded on the west by County Road 296 and State Highway 13, on the east and south by a large agricultural parcel and on the north by a vacant parcel. Overall the site is approximately 2.1 acres Regulations require the developer of a parcel to provide mitigation for rain storm events so that the increase in impervious area due to the development does not harm any downstream property. This is accomplished by providing some type of mitigation to allow the rate of runoff to remain at or below historic flow rates. The intent of this report is to provide calculations of the storm events and a description of the methods utilized to mitigate the runoff. DESCRIPTION The property topographically is relatively level throughout the western portion transitioning to a steep hillside for the eastern portion. A level area and a pond was constructed at some time in the past in the eastern portion of the site. The pond is storage for irrigation purposes and is at the end of a sub-lateral of the Grand Tunnel Ditch. The pond is not being impacted nor modified in any way as a part of the development of the site. Historically the property contained a single family residence along with a garage and several concrete pad areas. The site was served with a gravel driveway with gravel parking areas. The Lariat, Drainage Report - 3 – May 1, 2015 BASINS The designation of basin boundaries is shown on the map provided. The offsite area was divided into two basins utilizing aerial and existing topographic maps to delineate the basin boundaries and flow patterns. The onsite area was divided into five basins for post improvements related to the Meeting Facility flow conditions. As mentioned above, the site has historically contained improvements that impacted the storm runoff and these were utilized in the current calculations. METHODOLOGY The peak runoff flows for the analysis were determined with the HydroCAD computer program using the methodology given in the Soil Conservation Service’s “Technical Release No. 20, Urban Hydrology.” Design criteria established by Garfield County require that peak runoff flows be analyzed assuming a 25-year frequency storm event while keeping in consideration the 100-year storm event. The 25-year, 24-hour and the 100-year, 24-hour precipitation events were estimated to be 1.82 and 2.3 inches respectively. The 2-year, 24- hour precipitation event was estimated at 1.06-inches. These data were collected from the online National Weather Service NOAA Atlas 2 interactive program. The NRCS/SCS soils mapping lists the soils in the area primarily in the Hydrologic Group A for the level western portion and Group D for the steeper eastern area and the off-site basins. The type of ground cover as well as density also affects the runoff volume from a site. The off-site areas consist primarily of a mix o f sagebrush complex with some pinyon/juniper stands. The onsite areas are a mix of brush and grasses along the eastern portions transitioning to grasses in the level western areas. Calculations provided herein and the design of the infrastructure are based upon the 25-year storm event. The design of the proposed storm drainage piping has the capacity for 25-year event flows and is not damaged by 100-yr events The site was analyzed for the pre-developed, or historic, and post-developed conditions to determine the potential impacts to the area with respect to runoff flows. OFF SITE IMPACTS The two off-site basins flow into the site from the steep area to the east. The flows are intercepted by a tail-water lateral of the irrigation ditch and transported diagonally across and down the northern boundary of the site. The post improved conditions will continue to direct the off-site flows in much the same way to mitigate any impact the off-site areas might have to the improvements. The Lariat, Drainage Report - 4 – May 1, 2015 Area Runoff Flows BASIN AREA (acres) CN Peak Runoff (cfs) 25 year Peak Runoff (cfs) 2 year O1 0.87 80 0.83 0.13 O2 1.42 80 1.34 0.21 DEVELOPED ON SITE FLOWS Development of the site will consist of a large covered pavilion on the level area, 4 cabin/sheds throughout and gravel for the driveway and parking areas. The new improvements are replacing previous improvements in many cases therefore the impacts of impervious areas are not as significant as a previously undeveloped site. Also, the addition of improved vegetation on all portions actually increase the permeability of the soil and decrease runoff. A portion of the site as delineated by basins P1, D1 and D2 is not to be improved as a part of this development plan. Therefore these areas will not have any increase in runo ff. These basins are also collected by the same tail-water lateral of the irrigation as collects the off-site flows and directs the flow down the north boundary of the site. Basins X1 and X2 will contain all of the proposed modifications. The following table provides a comparison of the flows as basin X1 becomes S1 for development and X2 becomes S2. Developed Runoff BASIN AREA (acres) CN Pre Runoff (cfs) 25 year Post Runoff (cfs) 25 year X1 to S1 0.61 77 to 76 0.43 0.39 X2 to S2 0.472 58 to 53 0.01 0.005 As indicated, flows from these areas actually decrease since the improved vegetation increases the permeability of the soil. Basin X2/S2 is considered soil type A with good vegetative cover and therefore does not have hardly any runoff from a 25-yr event. The Lariat, Drainage Report - 5 – May 1, 2015 CONCLUSIONS The flows from the proposed improvements to the site by the current development plan are quite minimal and actually are reduced through the use of better vegetative cover. The off-site areas and the irrigation ditch traversing the site add significantly more flows to the 24-inch culvert under State Highway 13. Storm water detention is not required as part of this development. Runoff improvements for the site are indicated on the proposed Site Layout and Grading Plans provided by Bell Consulting as part the development application. Nathan Bell, P.E. 33401 – Bell Consulting LLC. L:\BC-jobfiles\138-Shaffer community\hydro\Drainage Report-Shaffer.docx APPENDIX A NRCS Soils Information Engineering Properties This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the survey area. Hydrologic soil group is a group of soils having similar runoff potential under similar storm and cover conditions. The criteria for determining Hydrologic soil group is found in the National Engineering Handbook, Chapter 7 issued May 2007(http:// directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=17757.wba). Listing HSGs by soil map unit component and not by soil series is a new concept for the engineers. Past engineering references contained lists of HSGs by soil series. Soil series are continually being defined and redefined, and the list of soil series names changes so frequently as to make the task of maintaining a single national list virtually impossible. Therefore, the criteria is now used to calculate the HSG using the component soil properties and no such national series lists will be maintained. All such references are obsolete and their use should be discontinued. Soil properties that influence runoff potential are those that influence the minimum rate of infiltration for a bare soil after prolonged wetting and when not frozen. These properties are depth to a seasonal high water table, saturated hydraulic conductivity after prolonged wetting, and depth to a layer with a very slow water transmission rate. Changes in soil properties caused by land management or climate changes also cause the hydrologic soil group to change. The influence of ground cover is treated independently. There are four hydrologic soil groups, A, B, C, and D, and three dual groups, A/D, B/D, and C/D. In the dual groups, the first letter is for drained areas and the second letter is for undrained areas. The four hydrologic soil groups are described in the following paragraphs: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Depth to the upper and lower boundaries of each layer is indicated. Engineering Properties---Rifle Area, Colorado, Parts of Garfield and Mesa Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/23/2015 Page 1 of 5 Texture is given in the standard terms used by the U.S. Department of Agriculture. These terms are defined according to percentages of sand, silt, and clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam," for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the content of particles coarser than sand is 15 percent or more, an appropriate modifier is added, for example, "gravelly." Classification of the soils is determined according to the Unified soil classification system (ASTM, 2005) and the system adopted by the American Association of State Highway and Transportation Officials (AASHTO, 2004). The Unified system classifies soils according to properties that affect their use as construction material. Soils are classified according to particle-size distribution of the fraction less than 3 inches in diameter and according to plasticity index, liquid limit, and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM, GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH, and OH; and highly organic soils as PT. Soils exhibiting engineering properties of two groups can have a dual classification, for example, CL-ML. The AASHTO system classifies soils according to those properties that affect roadway construction and maintenance. In this system, the fraction of a mineral soil that is less than 3 inches in diameter is classified in one of seven groups from A-1 through A-7 on the basis of particle-size distribution, liquid limit, and plasticity index. Soils in group A-1 are coarse grained and low in content of fines (silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on the basis of visual inspection. If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as A-1-a, A-1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional refinement, the suitability of a soil as subgrade material can be indicated by a group index number. Group index numbers range from 0 for the best subgrade material to 20 or higher for the poorest. Rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter are indicated as a percentage of the total soil on a dry-weight basis. The percentages are estimates determined mainly by converting volume percentage in the field to weight percentage. Percentage (of soil particles) passing designated sieves is the percentage of the soil fraction less than 3 inches in diameter based on an ovendry weight. The sieves, numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of soils sampled in the survey area and in nearby areas and on estimates made in the field. Liquid limit and plasticity index (Atterberg limits) indicate the plasticity characteristics of a soil. The estimates are based on test data from the survey area or from nearby areas and on field examination. References: American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Engineering Properties---Rifle Area, Colorado, Parts of Garfield and Mesa Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/23/2015 Page 2 of 5 Report—Engineering Properties Absence of an entry indicates that the data were not estimated. The asterisk '*' denotes the representative texture; other possible textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/ OpenNonWebContent.aspx?content=17757.wba). Engineering Properties–Rifle Area, Colorado, Parts of Garfield and Mesa Counties Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Fragments Percentage passing sieve number—Liquid limit Plasticit y index Unified AASHTO >10 inches 3-10 inches 4 10 40 200 In Pct Pct Pct 27—Halaquepts, nearly level Halaquepts, nearly level 85 C/D 0-8 Clay loam CL A-6 0 0 95-100 90-100 85-95 65-80 30-35 10-15 8-24 Clay loam, loam CL, CL- ML A-4, A-6 0 0 95-100 90-100 75-95 55-80 25-35 5-15 24-60 Stratified very gravelly cobbly sand GW-GM, SW-SM A-1 0-25 20-40 45-80 40-75 25-50 5-10 —NP 40—Kim loam, 3 to 6 percent slopes Kim 85 A 0-17 Loam CL, CL- ML A-4 0 0 100 100 85-95 60-75 25-30 5-10 17-60 Loam CL, CL- ML A-4 0 0 100 100 85-95 60-75 25-30 5-10 Engineering Properties---Rifle Area, Colorado, Parts of Garfield and Mesa Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/23/2015 Page 3 of 5 Engineering Properties–Rifle Area, Colorado, Parts of Garfield and Mesa Counties Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Fragments Percentage passing sieve number—Liquid limit Plasticit y index Unified AASHTO >10 inches 3-10 inches 4 10 40 200 In Pct Pct Pct 47—Nihill channery loam, 6 to 25 percent slopes Nihill 85 A 0-11 Channery loam GC, GC- GM, SC, SC- SM A-4 0-10 0-25 55-80 55-75 50-70 35-55 25-30 5-10 11-18 Very channery loam GC, GC- GM A-1, A-2, A-4 0-25 0-30 30-55 30-50 25-50 20-40 25-30 5-10 18-60 Stratified extremely channery sandy loam to extremely channery loam GC, GC- GM, GW, GW-GC A-1, A-2 0-30 0-40 10-30 10-25 5-25 0-20 25-30 5-10 66—Torriorthents- Camborthids-Rock outcrop complex, steep Torriorthents, steep 45 D 0-4 Variable ——0 0-20 —————— 4-30 Fine sandy loam, loam, clay loam CL, CL- ML, SC- SM, SM A-2, A-4, A-6 0 0-20 65-95 60-90 50-80 25-70 15-35 NP-20 30-34 Unweathered bedrock —————————— Camborthids, steep 20 C 0-4 Variable CL-ML, ML, SC- SM, SM A-2, A-4, A-6 0-5 0-40 65-100 60-100 35-75 25-60 20-35 NP-15 4-30 Loam, clay loam CL, CL- ML A-4, A-6 0 0-5 100 75-100 55-90 50-80 25-40 5-20 30-34 Unweathered bedrock —————————— Rock outcrop, steep 15 0-60 Unweathered bedrock ————————0-14 — Engineering Properties---Rifle Area, Colorado, Parts of Garfield and Mesa Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/23/2015 Page 4 of 5 Data Source Information Soil Survey Area: Rifle Area, Colorado, Parts of Garfield and Mesa Counties Survey Area Data: Version 8, Sep 22, 2014 Engineering Properties---Rifle Area, Colorado, Parts of Garfield and Mesa Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/23/2015 Page 5 of 5 APPENDIX B PRECIPITATION DATA 5'11/2015 Precipitation Frequency Data Server NOAA Atlas 14, Volume 8, Version 2 Location name: Rifle, Colorado, US* Latitude: 39.5646°, Longitude: -107.7706° Elevation: 5522 ft* •source: Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, lshani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Velda, Geoffery Bonnin NOAA, National \'leather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular I PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 louration ll Average recurrence interval (years) I 1 II 2 II 5 II 10 II 25 II 50 II 100 II 200 II 500 II 1000 I I s-min I 0.123 0.154 0.208 0.256 0.327 0.386 0.449 0.516 0.610 D.685 (0.101-0.152) (0.126-0.191) (0.169-0.258) (0.207-0.320) (0.256-0.436) (0.292-0.523) (0.325-0.629) (0.355-0.751) (0.400-0.923) (0.434-1.05) I 10-min I 0.181 0.226 0.305 0.375 OA79 0.566 0.657 0.755 0.893 1.00 (0.148-0.223) (0.185-0.279) (0.248-0.378) (0.303-0.469) (0.374-0.638) (0.428-0.766) (0.476-0.922) (0.519-1.10) (0.585-1.35) (0.635-1.54) I 1s-min I 0.220 0.275 0.371 OA57 0.585 0.690 0.801 0.921 1.09 1.22 (0.180-0.272) (0.225-0.340) (0.303-0.461) (0.370-0.572) (0.456-0.778) (0.522-0.934) (0.580-1.12) (0.633-1.34) (0.713-1.65) (0.774-1.88) 1 30-min I 0.273 0.347 0.473 0.582 0.738 0.864 0.994 1.13 1.32 1A7 (0.224-0.337) (0.284-0.430) (0.385-0.588) (0.471-0.727) (0.573-0.976) (0.651-1.16) (0.718-1.39) (0. 775-1.64) (0.862-1.99) (0.928-2.25) 1 60-min I 0.340 OA19 0.553 0.669 0.835 0.970 1.11 1.25 1.46 1.61 (0.279-0.420) (0.343-0.518) (0.450-0.687) (0.541-0.836) (0.649-1.10) (0.731-1.31) (0.801-1.55) (0.861-1.82) (0.952-2.19) (1.02-2.48) B OA07 OA91 0.633 0.756 0.933 1.07 1.22 1.38 1.59 1.76 (0.336-0.498) (0.405-0.601) (0.520-0.778) (0.616-0.935) (0.731-1.22) (0.819-1.43) (0.892-1.68) (0.955-1.97) (1.05-2.37) (1.13-2.67) B OA67 0.545 0.680 0.799 0.971 1.11 1.26 1.41 1.63 1.80 (0.387-0.567) (0.452-0.663) (0.561-0.831) (0.654-0.982) (0.766-1.26) (0.851-1.47) (0.923-1.72) (0.985-2.00) (1.08-2.40) (1.16-2.69) B 0.587 0.675 0.825 0.954 1.14 1.29 1.44 1.60 1.82 2.00 (0.491-0.705) (0.564-0.813) (0.686-0.996) (0.788-1.16) (0.906-1.45) (0.995-1.68) (1.07-1.94) ( 1.13-2.24) (1.23-2.65) (1.30-2.95) B 0.743 0.860 1.06 1.22 1A6 1.65 1.84 2.05 2.32 2.53 I (0.626-0.884) (0.724-1.02) (0.885-1.26) (1.02-1.47) (1.17-1.84) (1.28-2.12) (1.38-2.44) (1.46-2.81) (1.58-3.31) (1.67-3.68) B 0.920 1.06 1.31 1.52 1.82 2.06 2.30 2.56 2.91 3.19 I (0.781-1.08) (0.903-1.25) (1.10-1.55) (1.27-1.80) (1.47-2.26) (1.62-2.60) (1.74-3.01) (1.84-3.47) (2.00-4.09) (2.12-4.56) B 1.10 1.25 1.53 1.77 2.11 2.39 2.68 2.99 3.41 3.75 I (0.938-1.27) (1.07-1.46) (1.30-1.78) (1.49-2.08) (1.72-2.60) (1.90-2.99) (2.05-3.46) (2.17-4.00) (2.37-4.73) (2.52-5.28) B 1.19 1.37 1.67 1.93 2.31 2.61 2.93 3.26 3.72 4.09 I ( 1.03-1.38) (1.18-1.58) (1.43-1.94) (1.64-2.25) (1.90-2.82) (2.09-3.25) (2.25-3.75) (2.39-4.33) (2.60-5.11) (2.77-5.70) I 4-day I 1.27 1A6 1.78 2.06 2A6 2.78 3.11 3.46 3.94 4.32 (1.10-1.46) (1.26-1.68) (1.53-2.06) (1.76-2.39) (2.03-2.99) (2.23-3.43) (2.40-3.96) (2.54-4.56) (2.77-5.37) (2.94-5.99) I 7-day I 1A9 1.69 2.04 2.35 2.77 3.12 3.47 3.84 4.34 4.73 (1.29-1.69) (1.47-1.93) (1.77-2.34) (2.01-2.70) (2.30-3.33) (2.52-3.80) (2.69-4.36) (2.84-4.98) (3.08-5.83) (3.25-6.46) I 10-day I 1.68 1.89 2.26 2.57 3.01 3.36 3.72 4.09 4.60 5.00 (1.46-1.90) (1.65-2.15) (1.96-2.57) (2.22-2.94) (2.51-3.58) (2.73-4.07) (2.90-4.64) (3.05-5.27) (3.28-6.13) (3.46-6.77) I 20-day I 2.21 2A6 2.86 3.20 3.68 4.05 4.43 4.82 5.34 5.74 (1.94-2.48) (2.16-2.75) (2.50-3.22) (2.79-3.62) (3.09-4.31) (3.31-4.83) (3.49-5.43) (3.62-6.10) (3.85-6.97) (4.02-7.64) 1 30-day I 2.64 2.93 3AO 3.79 4.33 4.74 5.15 5.56 6.11 6.52 (2.34-2.94) (2.59-3.27) (2.99-3.80) (3.31-4.26) (3.64-5.01) (3.89-5.58) (4.07-6.24) (4.20-6.96) (4.43-7.89) (4.59-8.59) 1 45-day I 3.19 3.56 4.14 4.62 5.26 5.75 6.22 6.68 7.28 7.72 (2.83-3.52) (3.15-3.93) (3.66-4.60) ( 4.06-5.15) (4.45-6.04) (4.74-6.71) (4.95-7.46) (5.08-8.27) (5.31-9.30) (5.48-10.1) 1 60-day I 3.65 4.10 4.82 5.39 6.15 6.71 7.25 7.78 8.44 8.92 I (3.25-4.01) (3.65-4.51) (4.27-5.32) (4.75-5.98) (5.21-7.00) (5.56-7.78) (5.79-8.64) (5.93-9.55) (6.18-10.7) (6.36-11.6) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence intervaO will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top http ://hdsc.nws.noaa.gov/hdsc/pfds/pfds _printpage.htm l?lat= 39.5646&1on=-107. 7706&data= depth&units=english&series= pds#table I 1/4 5'11/2015 9 8 7 c: ..r:. 6 .µ c. Ql 5 -0 c: 0 ·.;::; 4 re ..... ·c.. -~ 3 c.. 2 1 0 c: .E I u"1 8 7 c: ~ 6 .µ c. ~ 5 c: 0 ·.;::; 4 19 ·c.. u 3 ~ c.. Precipitation Frequency Data Server PF graphical PDS-based dept h-durat io n-f req ue n cy ( D DF) c urves Latitude : 39. 564 6 °, Long itude : -ll07. 770 6 ° . . . ---:-. --.. ~ ---. --: .... --:--. ~ ... -. -: ---... ;-. - c:: c:: c: c: ..... ..... ..... ..... ..... >. >. >. >. >, .E .E .E .E .r;;. .r;;. .r;;. .r;;. .r;;. re re re re re N rri th r:i ~ -0 -0 -0 1? -0 6 ~ I I .-! N rri tj. 6 0 0 r--. .-! .-! l'l'1 t.O .-! Duration I I I t I ···-·-·.----·------·.-·······:-·---------.--------·.-----·· . . . . . . -. --.----... ----·. -.... -... ~ -. 2 5 10 25 50 100 200 Average r ecurrenc e i nterva l (years) . . >. >, >, >, re re re re -0 1? -0 -0 6 JiO 0 N l'l'1 ""' \0 500 1000 NOAA At l as 14, Volu m e 8, Version 2 Crea t ed (GMT}: Mo n May 11 18:05:54 2015 ', }-I _,,,,, - Back to Top Maps & aerials Small scale terrain 1.::: -~ l'O!;;------- I -·- http ://hdsc.nws.noaa.gov/hdsc/pfds/pfds _printpage.htm l?lat= 39.5646&1on=-107. 7706&data= depth&units=english&series= pds#table Ave rage recu:rrenc e interval {years) 2 5 10 25 50 100 200 500 1000 Duration 5-mln 10-mln 15-mln JO-min 60-min 2-1'1r J-1'1r 6-1'1r 12-h r 24-h r 2--day 3--day 4--day 7--day 10-day 20-day 30-day 45-day 60-day 214 5'11/2015 Precipitation Frequency Data Server Large scale terrain iT,i Map Report a map error Large scale map I -·-I @ Rifle [fil] 2km http ://hdsc.nws.noaa.gov/hdsc/pfds/pfds _printpage.htm l?lat= 39.5646&1on=-107. 7706&data= depth&units=english&series= pds#table 314 APPENDIX C Pre-developed Off Site and On Site Hydrology Calculations D1 ditch1 D2 ditch2 O1 off-site O2 off-site P1 pond X1 pre-site X2 pre-site 1D ditch D1-o D1-out O1-o outlet O1 O2-o outlet O1s1-o S1-out X-o pre-outlet 2PCB Road D ditch out Drainage Diagram for Existing runoff Prepared by Bell Consulting LLC HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Subcat Reach Pond Link EXISTING Existing runoff Prepared by Bell Consulting LLC Page 2HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.790 57 Woods/grass comb., Poor, HSG A (X2) 0.120 70 Sagebrush range, Fair, HSG D (P1) 1.130 77 Brush, Fair, HSG D (D2,X1) 2.290 80 Pinyon/juniper range, Fair, HSG D (O1,O2) 0.170 85 Sagebrush range, Poor, HSG D (D1) 0.030 98 Paved parking & roofs (X2) 4.530 TOTAL AREA EXISTING Existing runoff Prepared by Bell Consulting LLC Page 3HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Goup Subcatchment Numbers 0.790 HSG A X2 0.000 HSG B 0.000 HSG C 3.710 HSG D D1, D2, O1, O2, P1, X1 0.030 Other X2 4.530 TOTAL AREA EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 4HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Time span=2.00-24.00 hrs, dt=0.02 hrs, 1101 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.170 ac 0.00% Impervious Runoff Depth>0.67"Subcatchment D1: ditch1 Flow Length=133' Tc=0.4 min CN=85 Runoff=0.24 cfs 0.009 af Runoff Area=0.520 ac 0.00% Impervious Runoff Depth>0.36"Subcatchment D2: ditch2 Flow Length=291' Tc=0.8 min CN=77 Runoff=0.37 cfs 0.015 af Runoff Area=0.870 ac 0.00% Impervious Runoff Depth>0.46"Subcatchment O1: off-site Flow Length=336' Tc=0.5 min CN=80 Runoff=0.83 cfs 0.033 af Runoff Area=1.420 ac 0.00% Impervious Runoff Depth>0.46"Subcatchment O2: off-site Flow Length=529' Tc=1.3 min CN=80 Runoff=1.34 cfs 0.054 af Runoff Area=0.120 ac 0.00% Impervious Runoff Depth>0.18"Subcatchment P1: pond Flow Length=88' Tc=0.2 min CN=70 Runoff=0.03 cfs 0.002 af Runoff Area=0.610 ac 0.00% Impervious Runoff Depth>0.36"Subcatchment X1: pre-site Flow Length=335' Tc=1.0 min CN=77 Runoff=0.43 cfs 0.018 af Runoff Area=0.820 ac 3.66% Impervious Runoff Depth>0.02"Subcatchment X2: pre-site Flow Length=250' Tc=1.7 min CN=58 Runoff=0.00 cfs 0.001 af Avg. Depth=0.49' Max Vel=3.76 fps Inflow=2.76 cfs 0.566 afReach 1D: ditch n=0.035 L=166.0' S=0.0452 '/' Capacity=14.27 cfs Outflow=2.70 cfs 0.565 af Avg. Depth=0.29' Max Vel=5.41 fps Inflow=2.54 cfs 0.551 afReach D1-o: D1-out n=0.030 L=275.0' S=0.1018 '/' Capacity=31.76 cfs Outflow=2.47 cfs 0.550 af Avg. Depth=0.20' Max Vel=2.59 fps Inflow=0.83 cfs 0.033 afReach O1-o: outlet O1 n=0.040 L=134.0' S=0.0672 '/' Capacity=5.40 cfs Outflow=0.80 cfs 0.033 af Avg. Depth=0.22' Max Vel=3.48 fps Inflow=1.34 cfs 0.054 afReach O2-o: outlet O1 n=0.035 L=123.0' S=0.0813 '/' Capacity=6.79 cfs Outflow=1.30 cfs 0.054 af Avg. Depth=0.12' Max Vel=2.38 fps Inflow=0.43 cfs 0.018 afReach s1-o: S1-out n=0.030 L=170.0' S=0.0588 '/' Capacity=1.79 cfs Outflow=0.41 cfs 0.018 af Avg. Depth=0.30' Max Vel=1.25 fps Inflow=0.41 cfs 0.019 afReach X-o: pre-outlet n=0.030 L=62.0' S=0.0065 '/' Capacity=6.29 cfs Outflow=0.40 cfs 0.019 af Peak Elev=5,435.84' Inflow=3.10 cfs 0.584 afPond 2P: Road 24.0" x 76.0' Culvert Outflow=3.10 cfs 0.584 af Inflow=2.76 cfs 0.566 afPond D: ditch out Primary=2.76 cfs 0.566 af Total Runoff Area = 4.530 ac Runoff Volume = 0.133 af Average Runoff Depth = 0.35" 99.34% Pervious = 4.500 ac 0.66% Impervious = 0.030 ac EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 5HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment D1: ditch1 [49] Hint: Tc<2dt may require smaller dt Runoff =0.24 cfs @ 11.90 hrs, Volume=0.009 af, Depth>0.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.170 85 Sagebrush range, Poor, HSG D 0.170 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 17 0.1200 2.42 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.3 116 0.0700 5.72 11.45 Channel Flow, channel1 Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.040 Earth, cobble bottom, clean sides 0.4 133 Total Subcatchment D1: ditch1 Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.170 ac Runoff Volume=0.009 af Runoff Depth>0.67" Flow Length=133' Tc=0.4 min CN=85 0.24 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 6HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment D2: ditch2 [49] Hint: Tc<2dt may require smaller dt Runoff =0.37 cfs @ 11.92 hrs, Volume=0.015 af, Depth>0.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.520 77 Brush, Fair, HSG D 0.520 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 23 0.2600 3.57 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.1 78 0.1800 16.28 24.42 Channel Flow, Area= 1.5 sf Perim= 2.2' r= 0.68' n= 0.030 0.4 110 0.0540 5.03 10.06 Channel Flow, ditch Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.040 Earth, cobble bottom, clean sides 0.2 80 0.0500 6.45 12.90 Channel Flow, ditch2 Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.030 0.8 291 Total Subcatchment D2: ditch2 Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.520 ac Runoff Volume=0.015 af Runoff Depth>0.36" Flow Length=291' Tc=0.8 min CN=77 0.37 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 7HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment O1: off-site [49] Hint: Tc<2dt may require smaller dt Runoff =0.83 cfs @ 11.91 hrs, Volume=0.033 af, Depth>0.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.870 80 Pinyon/juniper range, Fair, HSG D 0.870 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 30 0.2700 3.64 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.2 166 0.3100 12.48 18.72 Channel Flow, channel1 Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 Earth, cobble bottom, clean sides 0.2 140 0.2000 10.03 15.04 Channel Flow, Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 0.5 336 Total Subcatchment O1: off-site Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.870 ac Runoff Volume=0.033 af Runoff Depth>0.46" Flow Length=336' Tc=0.5 min CN=80 0.83 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 8HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment O2: off-site [49] Hint: Tc<2dt may require smaller dt Runoff =1.34 cfs @ 11.92 hrs, Volume=0.054 af, Depth>0.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 1.420 80 Pinyon/juniper range, Fair, HSG D 1.420 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6 74 0.1000 2.21 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.5 300 0.1600 10.25 15.37 Channel Flow, channel1 Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.035 0.2 155 0.3300 12.88 19.32 Channel Flow, Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 1.3 529 Total Subcatchment O2: off-site Runoff Hydrograph Time (hours) 24232221201918171615141312111098765432 Fl o w ( c f s ) 1 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=1.420 ac Runoff Volume=0.054 af Runoff Depth>0.46" Flow Length=529' Tc=1.3 min CN=80 1.34 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 9HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment P1: pond [49] Hint: Tc<2dt may require smaller dt Runoff =0.03 cfs @ 11.92 hrs, Volume=0.002 af, Depth>0.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.120 70 Sagebrush range, Fair, HSG D 0.120 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 10 0.2000 3.13 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.1 78 0.1500 8.68 13.02 Channel Flow, channel1 Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 Earth, cobble bottom, clean sides 0.2 88 Total Subcatchment P1: pond Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.120 ac Runoff Volume=0.002 af Runoff Depth>0.18" Flow Length=88' Tc=0.2 min CN=70 0.03 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 10HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment X1: pre-site [49] Hint: Tc<2dt may require smaller dt Runoff =0.43 cfs @ 11.92 hrs, Volume=0.018 af, Depth>0.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.610 77 Brush, Fair, HSG D 0.610 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7 114 0.1400 2.62 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.3 221 0.1100 12.73 19.09 Channel Flow, Area= 1.5 sf Perim= 2.2' r= 0.68' n= 0.030 1.0 335 Total Subcatchment X1: pre-site Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.610 ac Runoff Volume=0.018 af Runoff Depth>0.36" Flow Length=335' Tc=1.0 min CN=77 0.43 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 11HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment X2: pre-site [49] Hint: Tc<2dt may require smaller dt Runoff =0.00 cfs @ 18.01 hrs, Volume=0.001 af, Depth>0.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.790 57 Woods/grass comb., Poor, HSG A 0.030 98 Paved parking & roofs 0.820 58 Weighted Average 0.790 Pervious Area 0.030 Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1 120 0.0670 1.81 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.6 130 0.0076 3.35 5.02 Channel Flow, Area= 1.5 sf Perim= 2.2' r= 0.68' n= 0.030 1.7 250 Total Subcatchment X2: pre-site Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.820 ac Runoff Volume=0.001 af Runoff Depth>0.02" Flow Length=250' Tc=1.7 min CN=58 0.00 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 12HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 1D: ditch Inflow Area =2.980 ac,0.00% Impervious, Inflow Depth > 2.28" for 25-yr event Inflow =2.76 cfs @ 11.95 hrs, Volume=0.566 af Outflow =2.70 cfs @ 11.97 hrs, Volume=0.565 af, Atten= 2%, Lag= 1.2 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 3.76 fps, Min. Travel Time= 0.7 min Avg. Velocity = 2.10 fps, Avg. Travel Time= 1.3 min Peak Storage= 120 cf @ 11.96 hrs, Average Depth at Peak Storage= 0.49' Bank-Full Depth= 1.00', Capacity at Bank-Full= 14.27 cfs 0.50' x 1.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 2.0 '/' Top Width= 4.50' Length= 166.0' Slope= 0.0452 '/' Inlet Invert= 5,443.00', Outlet Invert= 5,435.50' Reach 1D: ditch Inflow Outflow Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.980 ac Avg. Depth=0.49' Max Vel=3.76 fps n=0.035 L=166.0' S=0.0452 '/' Capacity=14.27 cfs 2.76 cfs2.70 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 13HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach D1-o: D1-out Ditch that includes 0.25-cfs rights Inflow Area =2.460 ac,0.00% Impervious, Inflow Depth > 2.69" for 25-yr event Inflow =2.54 cfs @ 11.94 hrs, Volume=0.551 af, Incl. 0.25 cfs Base Flow Outflow =2.47 cfs @ 11.96 hrs, Volume=0.550 af, Atten= 3%, Lag= 1.4 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 5.41 fps, Min. Travel Time= 0.8 min Avg. Velocity = 2.80 fps, Avg. Travel Time= 1.6 min Peak Storage= 127 cf @ 11.94 hrs, Average Depth at Peak Storage= 0.29' Bank-Full Depth= 1.00', Capacity at Bank-Full= 31.76 cfs 1.00' x 1.00' deep channel, n= 0.030 Side Slope Z-value= 2.0 '/' Top Width= 5.00' Length= 275.0' Slope= 0.1018 '/' Inlet Invert= 5,524.00', Outlet Invert= 5,496.00' Reach D1-o: D1-out Inflow Outflow Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 2 1 0 Inflow Area=2.460 ac Avg. Depth=0.29' Max Vel=5.41 fps n=0.030 L=275.0' S=0.1018 '/' Capacity=31.76 cfs 2.54 cfs 2.47 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 14HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach O1-o: outlet O1 Inflow Area =0.870 ac,0.00% Impervious, Inflow Depth > 0.46" for 25-yr event Inflow =0.83 cfs @ 11.91 hrs, Volume=0.033 af Outflow =0.80 cfs @ 11.94 hrs, Volume=0.033 af, Atten= 4%, Lag= 1.6 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 2.59 fps, Min. Travel Time= 0.9 min Avg. Velocity = 0.78 fps, Avg. Travel Time= 2.8 min Peak Storage= 42 cf @ 11.92 hrs, Average Depth at Peak Storage= 0.20' Bank-Full Depth= 0.50', Capacity at Bank-Full= 5.40 cfs 1.00' x 0.50' deep channel, n= 0.040 Side Slope Z-value= 3.0 '/' Top Width= 4.00' Length= 134.0' Slope= 0.0672 '/' Inlet Invert= 5,534.00', Outlet Invert= 5,525.00' ‡ Reach O1-o: outlet O1 Inflow Outflow Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.870 ac Avg. Depth=0.20' Max Vel=2.59 fps n=0.040 L=134.0' S=0.0672 '/' Capacity=5.40 cfs 0.83 cfs 0.80 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 15HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach O2-o: outlet O1 Inflow Area =1.420 ac,0.00% Impervious, Inflow Depth > 0.46" for 25-yr event Inflow =1.34 cfs @ 11.92 hrs, Volume=0.054 af Outflow =1.30 cfs @ 11.94 hrs, Volume=0.054 af, Atten= 4%, Lag= 1.1 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 3.48 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.08 fps, Avg. Travel Time= 1.9 min Peak Storage= 46 cf @ 11.93 hrs, Average Depth at Peak Storage= 0.22' Bank-Full Depth= 0.50', Capacity at Bank-Full= 6.79 cfs 1.00' x 0.50' deep channel, n= 0.035 Side Slope Z-value= 3.0 '/' Top Width= 4.00' Length= 123.0' Slope= 0.0813 '/' Inlet Invert= 5,535.00', Outlet Invert= 5,525.00' ‡ Reach O2-o: outlet O1 Inflow Outflow Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 1 0 Inflow Area=1.420 ac Avg. Depth=0.22' Max Vel=3.48 fps n=0.035 L=123.0' S=0.0813 '/' Capacity=6.79 cfs 1.34 cfs 1.30 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 16HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach s1-o: S1-out Inflow Area =0.610 ac,0.00% Impervious, Inflow Depth > 0.36" for 25-yr event Inflow =0.43 cfs @ 11.92 hrs, Volume=0.018 af Outflow =0.41 cfs @ 11.96 hrs, Volume=0.018 af, Atten= 5%, Lag= 2.1 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 2.38 fps, Min. Travel Time= 1.2 min Avg. Velocity = 0.73 fps, Avg. Travel Time= 3.9 min Peak Storage= 30 cf @ 11.94 hrs, Average Depth at Peak Storage= 0.12' Bank-Full Depth= 0.25', Capacity at Bank-Full= 1.79 cfs 1.00' x 0.25' deep channel, n= 0.030 Side Slope Z-value= 4.0 '/' Top Width= 3.00' Length= 170.0' Slope= 0.0588 '/' Inlet Invert= 5,498.00', Outlet Invert= 5,488.00' ‡ Reach s1-o: S1-out Inflow Outflow Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.610 ac Avg. Depth=0.12' Max Vel=2.38 fps n=0.030 L=170.0' S=0.0588 '/' Capacity=1.79 cfs 0.43 cfs 0.41 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 17HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach X-o: pre-outlet Inflow Area =1.430 ac,2.10% Impervious, Inflow Depth > 0.16" for 25-yr event Inflow =0.41 cfs @ 11.96 hrs, Volume=0.019 af Outflow =0.40 cfs @ 11.98 hrs, Volume=0.019 af, Atten= 3%, Lag= 1.5 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 1.25 fps, Min. Travel Time= 0.8 min Avg. Velocity = 0.47 fps, Avg. Travel Time= 2.2 min Peak Storage= 20 cf @ 11.97 hrs, Average Depth at Peak Storage= 0.30' Bank-Full Depth= 1.00', Capacity at Bank-Full= 6.29 cfs 0.50' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 2.0 '/' Top Width= 4.50' Length= 62.0' Slope= 0.0065 '/' Inlet Invert= 5,435.90', Outlet Invert= 5,435.50' Reach X-o: pre-outlet Inflow Outflow Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.430 ac Avg. Depth=0.30' Max Vel=1.25 fps n=0.030 L=62.0' S=0.0065 '/' Capacity=6.29 cfs 0.41 cfs 0.40 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 18HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 2P: Road [57] Hint: Peaked at 5,435.84' (Flood elevation advised) [61] Hint: Exceeded Reach 1D outlet invert by 0.34' @ 11.98 hrs [62] Warning: Exceeded Reach X-o OUTLET depth by 0.05' @ 11.98 hrs Inflow Area =4.410 ac,0.68% Impervious, Inflow Depth > 1.59" for 25-yr event Inflow =3.10 cfs @ 11.98 hrs, Volume=0.584 af Outflow =3.10 cfs @ 11.98 hrs, Volume=0.584 af, Atten= 0%, Lag= 0.0 min Primary =3.10 cfs @ 11.98 hrs, Volume=0.584 af Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 5,435.84' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 5,435.00'24.0" x 76.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,434.00' S= 0.0132 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=3.07 cfs @ 11.98 hrs HW=5,435.84' (Free Discharge) 1=Culvert (Inlet Controls 3.07 cfs @ 2.46 fps) Pond 2P: Road Inflow Primary Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 3 2 1 0 Inflow Area=4.410 ac Peak Elev=5,435.84' 24.0" x 76.0' Culvert 3.10 cfs3.10 cfs EXISTING Type II 24-hr 25-yr Rainfall=1.82"Existing runoff Prepared by Bell Consulting LLC Page 19HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond D: ditch out [40] Hint: Not Described (Outflow=Inflow) Inflow Area =2.980 ac,0.00% Impervious, Inflow Depth > 2.28" for 25-yr event Inflow =2.76 cfs @ 11.95 hrs, Volume=0.566 af Primary =2.76 cfs @ 11.95 hrs, Volume=0.566 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Pond D: ditch out Inflow Primary Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.980 ac 2.76 cfs2.76 cfs APPENDIX D Post-developed Hydrology Calculations D1 ditch1 D2 ditch2 O1 off-site O2 off-site P1 pond S1 post-site S2 post-site 1D Ditch C1 post-outlet D1-o D1-out O1-o outlet O1 O2-o outlet O1 1CCB Culvert 2PCB Road D ditch out Drainage Diagram for Developed runoff Prepared by Bell Consulting LLC HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Subcat Reach Pond Link Shaffer Developed runoff Prepared by Bell Consulting LLC Page 2HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.430 30 Brush, Good, HSG A (S2) 0.120 70 Sagebrush range, Fair, HSG D (P1) 0.530 73 Brush, Good, HSG D (S1) 0.350 76 Gravel roads, HSG A (S2) 0.520 77 Brush, Fair, HSG D (D2) 2.290 80 Pinyon/juniper range, Fair, HSG D (O1,O2) 0.170 85 Sagebrush range, Poor, HSG D (D1) 0.119 98 Paved parking & roofs (S1,S2) 4.529 TOTAL AREA Shaffer Developed runoff Prepared by Bell Consulting LLC Page 3HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Goup Subcatchment Numbers 0.780 HSG A S2 0.000 HSG B 0.000 HSG C 3.630 HSG D D1, D2, O1, O2, P1, S1 0.119 Other S1, S2 4.529 TOTAL AREA Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 4HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Time span=2.00-24.00 hrs, dt=0.02 hrs, 1101 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.170 ac 0.00% Impervious Runoff Depth>0.67"Subcatchment D1: ditch1 Flow Length=133' Tc=0.4 min CN=85 Runoff=0.24 cfs 0.009 af Runoff Area=0.520 ac 0.00% Impervious Runoff Depth>0.36"Subcatchment D2: ditch2 Flow Length=291' Tc=0.8 min CN=77 Runoff=0.37 cfs 0.015 af Runoff Area=0.870 ac 0.00% Impervious Runoff Depth>0.46"Subcatchment O1: off-site Flow Length=336' Tc=0.5 min CN=80 Runoff=0.83 cfs 0.033 af Runoff Area=1.420 ac 0.00% Impervious Runoff Depth>0.46"Subcatchment O2: off-site Flow Length=529' Tc=1.3 min CN=80 Runoff=1.34 cfs 0.054 af Runoff Area=0.120 ac 0.00% Impervious Runoff Depth>0.18"Subcatchment P1: pond Flow Length=88' Tc=0.2 min CN=70 Runoff=0.03 cfs 0.002 af Runoff Area=0.610 ac 13.11% Impervious Runoff Depth>0.32"Subcatchment S1: post-site Flow Length=335' Tc=1.0 min CN=76 Runoff=0.39 cfs 0.017 af Runoff Area=0.819 ac 4.76% Impervious Runoff Depth>0.00"Subcatchment S2: post-site Flow Length=250' Tc=1.7 min CN=53 Runoff=0.00 cfs 0.000 af Avg. Depth=0.49' Max Vel=3.76 fps Inflow=2.76 cfs 0.566 afReach 1D: Ditch n=0.035 L=166.0' S=0.0452 '/' Capacity=14.27 cfs Outflow=2.70 cfs 0.565 af Avg. Depth=0.34' Max Vel=0.93 fps Inflow=0.39 cfs 0.017 afReach C1: post-outlet n=0.030 L=36.0' S=0.0031 '/' Capacity=4.33 cfs Outflow=0.37 cfs 0.017 af Avg. Depth=0.29' Max Vel=5.41 fps Inflow=2.54 cfs 0.551 afReach D1-o: D1-out n=0.030 L=275.0' S=0.1018 '/' Capacity=31.76 cfs Outflow=2.47 cfs 0.550 af Avg. Depth=0.20' Max Vel=2.59 fps Inflow=0.83 cfs 0.033 afReach O1-o: outlet O1 n=0.040 L=134.0' S=0.0672 '/' Capacity=5.40 cfs Outflow=0.80 cfs 0.033 af Avg. Depth=0.22' Max Vel=3.48 fps Inflow=1.34 cfs 0.054 afReach O2-o: outlet O1 n=0.035 L=123.0' S=0.0813 '/' Capacity=6.79 cfs Outflow=1.30 cfs 0.054 af Peak Elev=5,436.03' Inflow=0.39 cfs 0.017 afPond 1C: Culvert 12.0" x 26.0' Culvert Outflow=0.39 cfs 0.017 af Peak Elev=5,435.83' Inflow=3.01 cfs 0.581 afPond 2P: Road 24.0" x 76.0' Culvert Outflow=3.01 cfs 0.581 af Inflow=2.76 cfs 0.566 afPond D: ditch out Primary=2.76 cfs 0.566 af Total Runoff Area = 4.529 ac Runoff Volume = 0.130 af Average Runoff Depth = 0.34" 97.37% Pervious = 4.410 ac 2.63% Impervious = 0.119 ac Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 5HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment D1: ditch1 [49] Hint: Tc<2dt may require smaller dt Runoff =0.24 cfs @ 11.90 hrs, Volume=0.009 af, Depth>0.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.170 85 Sagebrush range, Poor, HSG D 0.170 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 17 0.1200 2.42 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.3 116 0.0700 5.72 11.45 Channel Flow, channel1 Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.040 Earth, cobble bottom, clean sides 0.4 133 Total Subcatchment D1: ditch1 Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.170 ac Runoff Volume=0.009 af Runoff Depth>0.67" Flow Length=133' Tc=0.4 min CN=85 0.24 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 6HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment D2: ditch2 [49] Hint: Tc<2dt may require smaller dt Runoff =0.37 cfs @ 11.92 hrs, Volume=0.015 af, Depth>0.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.520 77 Brush, Fair, HSG D 0.520 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 23 0.2600 3.57 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.1 78 0.1800 16.28 24.42 Channel Flow, Area= 1.5 sf Perim= 2.2' r= 0.68' n= 0.030 0.4 110 0.0540 5.03 10.06 Channel Flow, ditch Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.040 Earth, cobble bottom, clean sides 0.2 80 0.0500 6.45 12.90 Channel Flow, ditch2 Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.030 0.8 291 Total Subcatchment D2: ditch2 Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.520 ac Runoff Volume=0.015 af Runoff Depth>0.36" Flow Length=291' Tc=0.8 min CN=77 0.37 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 7HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment O1: off-site [49] Hint: Tc<2dt may require smaller dt Runoff =0.83 cfs @ 11.91 hrs, Volume=0.033 af, Depth>0.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.870 80 Pinyon/juniper range, Fair, HSG D 0.870 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 30 0.2700 3.64 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.2 166 0.3100 12.48 18.72 Channel Flow, channel1 Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 Earth, cobble bottom, clean sides 0.2 140 0.2000 10.03 15.04 Channel Flow, Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 0.5 336 Total Subcatchment O1: off-site Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.870 ac Runoff Volume=0.033 af Runoff Depth>0.46" Flow Length=336' Tc=0.5 min CN=80 0.83 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 8HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment O2: off-site [49] Hint: Tc<2dt may require smaller dt Runoff =1.34 cfs @ 11.92 hrs, Volume=0.054 af, Depth>0.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 1.420 80 Pinyon/juniper range, Fair, HSG D 1.420 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6 74 0.1000 2.21 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.5 300 0.1600 10.25 15.37 Channel Flow, channel1 Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.035 0.2 155 0.3300 12.88 19.32 Channel Flow, Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 1.3 529 Total Subcatchment O2: off-site Runoff Hydrograph Time (hours) 24232221201918171615141312111098765432 Fl o w ( c f s ) 1 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=1.420 ac Runoff Volume=0.054 af Runoff Depth>0.46" Flow Length=529' Tc=1.3 min CN=80 1.34 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 9HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment P1: pond [49] Hint: Tc<2dt may require smaller dt Runoff =0.03 cfs @ 11.92 hrs, Volume=0.002 af, Depth>0.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.120 70 Sagebrush range, Fair, HSG D 0.120 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 10 0.2000 3.13 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.1 78 0.1500 8.68 13.02 Channel Flow, channel1 Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 Earth, cobble bottom, clean sides 0.2 88 Total Subcatchment P1: pond Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.120 ac Runoff Volume=0.002 af Runoff Depth>0.18" Flow Length=88' Tc=0.2 min CN=70 0.03 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 10HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment S1: post-site [49] Hint: Tc<2dt may require smaller dt Runoff =0.39 cfs @ 11.92 hrs, Volume=0.017 af, Depth>0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.530 73 Brush, Good, HSG D 0.080 98 Paved parking & roofs 0.610 76 Weighted Average 0.530 Pervious Area 0.080 Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7 114 0.1400 2.62 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.3 221 0.1100 12.73 19.09 Channel Flow, Area= 1.5 sf Perim= 2.2' r= 0.68' n= 0.030 1.0 335 Total Subcatchment S1: post-site Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.610 ac Runoff Volume=0.017 af Runoff Depth>0.32" Flow Length=335' Tc=1.0 min CN=76 0.39 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 11HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment S2: post-site [49] Hint: Tc<2dt may require smaller dt [73] Warning: Peak may fall outside time span Runoff =0.00 cfs @ 24.00 hrs, Volume=0.000 af, Depth>0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=1.82" Area (ac)CN Description 0.430 30 Brush, Good, HSG A 0.039 98 Paved parking & roofs 0.350 76 Gravel roads, HSG A 0.819 53 Weighted Average 0.780 Pervious Area 0.039 Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1 120 0.0670 1.81 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.6 130 0.0076 3.35 5.02 Channel Flow, Area= 1.5 sf Perim= 2.2' r= 0.68' n= 0.030 1.7 250 Total Subcatchment S2: post-site Runoff Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 Type II 24-hr 25-yr Rainfall=1.82" Runoff Area=0.819 ac Runoff Volume=0.000 af Runoff Depth>0.00" Flow Length=250' Tc=1.7 min CN=53 0.00 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 12HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 1D: Ditch Inflow Area =2.980 ac,0.00% Impervious, Inflow Depth > 2.28" for 25-yr event Inflow =2.76 cfs @ 11.95 hrs, Volume=0.566 af Outflow =2.70 cfs @ 11.97 hrs, Volume=0.565 af, Atten= 2%, Lag= 1.2 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 3.76 fps, Min. Travel Time= 0.7 min Avg. Velocity = 2.10 fps, Avg. Travel Time= 1.3 min Peak Storage= 120 cf @ 11.96 hrs, Average Depth at Peak Storage= 0.49' Bank-Full Depth= 1.00', Capacity at Bank-Full= 14.27 cfs 0.50' x 1.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 2.0 '/' Top Width= 4.50' Length= 166.0' Slope= 0.0452 '/' Inlet Invert= 5,443.00', Outlet Invert= 5,435.50' Reach 1D: Ditch Inflow Outflow Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.980 ac Avg. Depth=0.49' Max Vel=3.76 fps n=0.035 L=166.0' S=0.0452 '/' Capacity=14.27 cfs 2.76 cfs2.70 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 13HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach C1: post-outlet [79] Warning: Submerged Pond 1C Primary device # 1 OUTLET by 0.08' Inflow Area =1.429 ac,8.33% Impervious, Inflow Depth > 0.14" for 25-yr event Inflow =0.39 cfs @ 11.92 hrs, Volume=0.017 af Outflow =0.37 cfs @ 11.94 hrs, Volume=0.017 af, Atten= 4%, Lag= 1.2 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 0.93 fps, Min. Travel Time= 0.6 min Avg. Velocity = 0.34 fps, Avg. Travel Time= 1.7 min Peak Storage= 15 cf @ 11.93 hrs, Average Depth at Peak Storage= 0.34' Bank-Full Depth= 1.00', Capacity at Bank-Full= 4.33 cfs 0.50' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 2.0 '/' Top Width= 4.50' Length= 36.0' Slope= 0.0031 '/' Inlet Invert= 5,435.20', Outlet Invert= 5,435.09' Reach C1: post-outlet Inflow Outflow Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.429 ac Avg. Depth=0.34' Max Vel=0.93 fps n=0.030 L=36.0' S=0.0031 '/' Capacity=4.33 cfs 0.39 cfs 0.37 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 14HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach D1-o: D1-out Ditch that includes 0.25-cfs rights Inflow Area =2.460 ac,0.00% Impervious, Inflow Depth > 2.69" for 25-yr event Inflow =2.54 cfs @ 11.94 hrs, Volume=0.551 af, Incl. 0.25 cfs Base Flow Outflow =2.47 cfs @ 11.96 hrs, Volume=0.550 af, Atten= 3%, Lag= 1.4 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 5.41 fps, Min. Travel Time= 0.8 min Avg. Velocity = 2.80 fps, Avg. Travel Time= 1.6 min Peak Storage= 127 cf @ 11.94 hrs, Average Depth at Peak Storage= 0.29' Bank-Full Depth= 1.00', Capacity at Bank-Full= 31.76 cfs 1.00' x 1.00' deep channel, n= 0.030 Side Slope Z-value= 2.0 '/' Top Width= 5.00' Length= 275.0' Slope= 0.1018 '/' Inlet Invert= 5,524.00', Outlet Invert= 5,496.00' Reach D1-o: D1-out Inflow Outflow Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 2 1 0 Inflow Area=2.460 ac Avg. Depth=0.29' Max Vel=5.41 fps n=0.030 L=275.0' S=0.1018 '/' Capacity=31.76 cfs 2.54 cfs 2.47 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 15HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach O1-o: outlet O1 Inflow Area =0.870 ac,0.00% Impervious, Inflow Depth > 0.46" for 25-yr event Inflow =0.83 cfs @ 11.91 hrs, Volume=0.033 af Outflow =0.80 cfs @ 11.94 hrs, Volume=0.033 af, Atten= 4%, Lag= 1.6 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 2.59 fps, Min. Travel Time= 0.9 min Avg. Velocity = 0.78 fps, Avg. Travel Time= 2.8 min Peak Storage= 42 cf @ 11.92 hrs, Average Depth at Peak Storage= 0.20' Bank-Full Depth= 0.50', Capacity at Bank-Full= 5.40 cfs 1.00' x 0.50' deep channel, n= 0.040 Side Slope Z-value= 3.0 '/' Top Width= 4.00' Length= 134.0' Slope= 0.0672 '/' Inlet Invert= 5,534.00', Outlet Invert= 5,525.00' ‡ Reach O1-o: outlet O1 Inflow Outflow Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Inflow Area=0.870 ac Avg. Depth=0.20' Max Vel=2.59 fps n=0.040 L=134.0' S=0.0672 '/' Capacity=5.40 cfs 0.83 cfs 0.80 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 16HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach O2-o: outlet O1 Inflow Area =1.420 ac,0.00% Impervious, Inflow Depth > 0.46" for 25-yr event Inflow =1.34 cfs @ 11.92 hrs, Volume=0.054 af Outflow =1.30 cfs @ 11.94 hrs, Volume=0.054 af, Atten= 4%, Lag= 1.1 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 3.48 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.08 fps, Avg. Travel Time= 1.9 min Peak Storage= 46 cf @ 11.93 hrs, Average Depth at Peak Storage= 0.22' Bank-Full Depth= 0.50', Capacity at Bank-Full= 6.79 cfs 1.00' x 0.50' deep channel, n= 0.035 Side Slope Z-value= 3.0 '/' Top Width= 4.00' Length= 123.0' Slope= 0.0813 '/' Inlet Invert= 5,535.00', Outlet Invert= 5,525.00' ‡ Reach O2-o: outlet O1 Inflow Outflow Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 1 0 Inflow Area=1.420 ac Avg. Depth=0.22' Max Vel=3.48 fps n=0.035 L=123.0' S=0.0813 '/' Capacity=6.79 cfs 1.34 cfs 1.30 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 17HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 1C: Culvert Inflow Area =1.429 ac,8.33% Impervious, Inflow Depth > 0.14" for 25-yr event Inflow =0.39 cfs @ 11.92 hrs, Volume=0.017 af Outflow =0.39 cfs @ 11.92 hrs, Volume=0.017 af, Atten= 0%, Lag= 0.0 min Primary =0.39 cfs @ 11.92 hrs, Volume=0.017 af Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 5,436.03' @ 11.92 hrs Flood Elev= 5,438.09' Device Routing Invert Outlet Devices #1 Primary 5,435.72'12.0" x 26.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 5,435.46' S= 0.0100 '/' Cc= 0.900 n= 0.010 Primary OutFlow Max=0.39 cfs @ 11.92 hrs HW=5,436.03' (Free Discharge) 1=Culvert (Inlet Controls 0.39 cfs @ 1.89 fps) Pond 1C: Culvert Inflow Primary Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.429 ac Peak Elev=5,436.03' 12.0" x 26.0' Culvert 0.39 cfs0.39 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 18HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 2P: Road [57] Hint: Peaked at 5,435.83' (Flood elevation advised) [61] Hint: Exceeded Reach 1D outlet invert by 0.33' @ 11.96 hrs [63] Warning: Exceeded Reach C1 INLET depth by 0.35' @ 12.00 hrs Inflow Area =4.409 ac,2.70% Impervious, Inflow Depth > 1.58" for 25-yr event Inflow =3.01 cfs @ 11.97 hrs, Volume=0.581 af Outflow =3.01 cfs @ 11.97 hrs, Volume=0.581 af, Atten= 0%, Lag= 0.0 min Primary =3.01 cfs @ 11.97 hrs, Volume=0.581 af Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 5,435.83' @ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 5,435.00'24.0" x 76.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,434.00' S= 0.0132 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=2.99 cfs @ 11.97 hrs HW=5,435.83' (Free Discharge) 1=Culvert (Inlet Controls 2.99 cfs @ 2.44 fps) Pond 2P: Road Inflow Primary Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 3 2 1 0 Inflow Area=4.409 ac Peak Elev=5,435.83' 24.0" x 76.0' Culvert 3.01 cfs3.01 cfs Shaffer Type II 24-hr 25-yr Rainfall=1.82"Developed runoff Prepared by Bell Consulting LLC Page 19HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond D: ditch out [40] Hint: Not Described (Outflow=Inflow) Inflow Area =2.980 ac,0.00% Impervious, Inflow Depth > 2.28" for 25-yr event Inflow =2.76 cfs @ 11.95 hrs, Volume=0.566 af Primary =2.76 cfs @ 11.95 hrs, Volume=0.566 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Pond D: ditch out Inflow Primary Hydrograph Time (hours) 24222018161412108642 Fl o w ( c f s ) 3 2 1 0 Inflow Area=2.980 ac 2.76 cfs2.76 cfs 2-yr Type II 24-hr 2-yr Rainfall=1.06"Developed runoff Prepared by Bell Consulting LLC Page 1HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Time span=2.00-24.00 hrs, dt=0.02 hrs, 1101 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.170 ac 0.00% Impervious Runoff Depth>0.20"Subcatchment D1: ditch1 Flow Length=133' Tc=0.4 min CN=85 Runoff=0.07 cfs 0.003 af Runoff Area=0.520 ac 0.00% Impervious Runoff Depth>0.06"Subcatchment D2: ditch2 Flow Length=291' Tc=0.8 min CN=77 Runoff=0.03 cfs 0.003 af Runoff Area=0.870 ac 0.00% Impervious Runoff Depth>0.10"Subcatchment O1: off-site Flow Length=336' Tc=0.5 min CN=80 Runoff=0.13 cfs 0.007 af Runoff Area=1.420 ac 0.00% Impervious Runoff Depth>0.10"Subcatchment O2: off-site Flow Length=529' Tc=1.3 min CN=80 Runoff=0.21 cfs 0.012 af Runoff Area=0.120 ac 0.00% Impervious Runoff Depth>0.01"Subcatchment P1: pond Flow Length=88' Tc=0.2 min CN=70 Runoff=0.00 cfs 0.000 af Runoff Area=0.610 ac 13.11% Impervious Runoff Depth>0.05"Subcatchment S1: post-site Flow Length=335' Tc=1.0 min CN=76 Runoff=0.02 cfs 0.003 af Runoff Area=0.819 ac 4.76% Impervious Runoff Depth=0.00"Subcatchment S2: post-site Flow Length=250' Tc=1.7 min CN=53 Runoff=0.00 cfs 0.000 af Avg. Depth=0.24' Max Vel=2.53 fps Inflow=0.60 cfs 0.479 afReach 1D: Ditch n=0.035 L=166.0' S=0.0452 '/' Capacity=14.27 cfs Outflow=0.58 cfs 0.478 af Avg. Depth=0.06' Max Vel=0.35 fps Inflow=0.02 cfs 0.003 afReach C1: post-outlet n=0.030 L=36.0' S=0.0031 '/' Capacity=4.33 cfs Outflow=0.01 cfs 0.003 af Avg. Depth=0.13' Max Vel=3.52 fps Inflow=0.60 cfs 0.477 afReach D1-o: D1-out n=0.030 L=275.0' S=0.1018 '/' Capacity=31.76 cfs Outflow=0.59 cfs 0.476 af Avg. Depth=0.07' Max Vel=1.43 fps Inflow=0.13 cfs 0.007 afReach O1-o: outlet O1 n=0.040 L=134.0' S=0.0672 '/' Capacity=5.40 cfs Outflow=0.12 cfs 0.007 af Avg. Depth=0.08' Max Vel=1.99 fps Inflow=0.21 cfs 0.012 afReach O2-o: outlet O1 n=0.035 L=123.0' S=0.0813 '/' Capacity=6.79 cfs Outflow=0.20 cfs 0.012 af Peak Elev=5,435.78' Inflow=0.02 cfs 0.003 afPond 1C: Culvert 12.0" x 26.0' Culvert Outflow=0.02 cfs 0.003 af Peak Elev=5,435.35' Inflow=0.60 cfs 0.480 afPond 2P: Road 24.0" x 76.0' Culvert Outflow=0.60 cfs 0.480 af Inflow=0.60 cfs 0.479 afPond D: ditch out Primary=0.60 cfs 0.479 af Total Runoff Area = 4.529 ac Runoff Volume = 0.028 af Average Runoff Depth = 0.07" 97.37% Pervious = 4.410 ac 2.63% Impervious = 0.119 ac 2-yr Type II 24-hr 2-yr Rainfall=1.06"Developed runoff Prepared by Bell Consulting LLC Page 2HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment D1: ditch1 Runoff =0.07 cfs @ 11.91 hrs, Volume=0.003 af, Depth>0.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 2-yr Rainfall=1.06" Area (ac)CN Description 0.170 85 Sagebrush range, Poor, HSG D 0.170 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 17 0.1200 2.42 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.3 116 0.0700 5.72 11.45 Channel Flow, channel1 Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.040 Earth, cobble bottom, clean sides 0.4 133 Total Summary for Subcatchment D2: ditch2 Runoff =0.03 cfs @ 11.96 hrs, Volume=0.003 af, Depth>0.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 2-yr Rainfall=1.06" Area (ac)CN Description 0.520 77 Brush, Fair, HSG D 0.520 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 23 0.2600 3.57 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.1 78 0.1800 16.28 24.42 Channel Flow, Area= 1.5 sf Perim= 2.2' r= 0.68' n= 0.030 0.4 110 0.0540 5.03 10.06 Channel Flow, ditch Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.040 Earth, cobble bottom, clean sides 0.2 80 0.0500 6.45 12.90 Channel Flow, ditch2 Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.030 0.8 291 Total 2-yr Type II 24-hr 2-yr Rainfall=1.06"Developed runoff Prepared by Bell Consulting LLC Page 3HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment O1: off-site Runoff =0.13 cfs @ 11.93 hrs, Volume=0.007 af, Depth>0.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 2-yr Rainfall=1.06" Area (ac)CN Description 0.870 80 Pinyon/juniper range, Fair, HSG D 0.870 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 30 0.2700 3.64 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.2 166 0.3100 12.48 18.72 Channel Flow, channel1 Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 Earth, cobble bottom, clean sides 0.2 140 0.2000 10.03 15.04 Channel Flow, Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 0.5 336 Total Summary for Subcatchment O2: off-site Runoff =0.21 cfs @ 11.94 hrs, Volume=0.012 af, Depth>0.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 2-yr Rainfall=1.06" Area (ac)CN Description 1.420 80 Pinyon/juniper range, Fair, HSG D 1.420 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.6 74 0.1000 2.21 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.5 300 0.1600 10.25 15.37 Channel Flow, channel1 Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.035 0.2 155 0.3300 12.88 19.32 Channel Flow, Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 1.3 529 Total 2-yr Type II 24-hr 2-yr Rainfall=1.06"Developed runoff Prepared by Bell Consulting LLC Page 4HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment P1: pond Runoff =0.00 cfs @ 23.98 hrs, Volume=0.000 af, Depth>0.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 2-yr Rainfall=1.06" Area (ac)CN Description 0.120 70 Sagebrush range, Fair, HSG D 0.120 Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.1 10 0.2000 3.13 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.1 78 0.1500 8.68 13.02 Channel Flow, channel1 Area= 1.5 sf Perim= 3.2' r= 0.47' n= 0.040 Earth, cobble bottom, clean sides 0.2 88 Total Summary for Subcatchment S1: post-site Runoff =0.02 cfs @ 11.98 hrs, Volume=0.003 af, Depth>0.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 2-yr Rainfall=1.06" Area (ac)CN Description 0.530 73 Brush, Good, HSG D 0.080 98 Paved parking & roofs 0.610 76 Weighted Average 0.530 Pervious Area 0.080 Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 0.7 114 0.1400 2.62 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.3 221 0.1100 12.73 19.09 Channel Flow, Area= 1.5 sf Perim= 2.2' r= 0.68' n= 0.030 1.0 335 Total Summary for Subcatchment S2: post-site Runoff =0.00 cfs @ 2.00 hrs, Volume=0.000 af, Depth=0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Type II 24-hr 2-yr Rainfall=1.06" 2-yr Type II 24-hr 2-yr Rainfall=1.06"Developed runoff Prepared by Bell Consulting LLC Page 5HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Area (ac)CN Description 0.430 30 Brush, Good, HSG A 0.039 98 Paved parking & roofs 0.350 76 Gravel roads, HSG A 0.819 53 Weighted Average 0.780 Pervious Area 0.039 Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1 120 0.0670 1.81 Shallow Concentrated Flow, shallow Short Grass Pasture Kv= 7.0 fps 0.6 130 0.0076 3.35 5.02 Channel Flow, Area= 1.5 sf Perim= 2.2' r= 0.68' n= 0.030 1.7 250 Total Summary for Reach 1D: Ditch Inflow Area =2.980 ac,0.00% Impervious, Inflow Depth > 1.93" for 2-yr event Inflow =0.60 cfs @ 12.00 hrs, Volume=0.479 af Outflow =0.58 cfs @ 12.04 hrs, Volume=0.478 af, Atten= 2%, Lag= 2.0 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 2.53 fps, Min. Travel Time= 1.1 min Avg. Velocity = 2.03 fps, Avg. Travel Time= 1.4 min Peak Storage= 38 cf @ 12.02 hrs, Average Depth at Peak Storage= 0.24' Bank-Full Depth= 1.00', Capacity at Bank-Full= 14.27 cfs 0.50' x 1.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 2.0 '/' Top Width= 4.50' Length= 166.0' Slope= 0.0452 '/' Inlet Invert= 5,443.00', Outlet Invert= 5,435.50' Summary for Reach C1: post-outlet Inflow Area =1.429 ac,8.33% Impervious, Inflow Depth > 0.02" for 2-yr event Inflow =0.02 cfs @ 11.98 hrs, Volume=0.003 af Outflow =0.01 cfs @ 12.03 hrs, Volume=0.003 af, Atten= 22%, Lag= 3.1 min 2-yr Type II 24-hr 2-yr Rainfall=1.06"Developed runoff Prepared by Bell Consulting LLC Page 6HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 0.35 fps, Min. Travel Time= 1.7 min Avg. Velocity = 0.20 fps, Avg. Travel Time= 2.9 min Peak Storage= 1 cf @ 12.00 hrs, Average Depth at Peak Storage= 0.06' Bank-Full Depth= 1.00', Capacity at Bank-Full= 4.33 cfs 0.50' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 2.0 '/' Top Width= 4.50' Length= 36.0' Slope= 0.0031 '/' Inlet Invert= 5,435.20', Outlet Invert= 5,435.09' Summary for Reach D1-o: D1-out Inflow Area =2.460 ac,0.00% Impervious, Inflow Depth > 2.33" for 2-yr event Inflow =0.60 cfs @ 11.97 hrs, Volume=0.477 af, Incl. 0.25 cfs Base Flow Outflow =0.59 cfs @ 12.01 hrs, Volume=0.476 af, Atten= 3%, Lag= 2.3 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 3.52 fps, Min. Travel Time= 1.3 min Avg. Velocity = 2.70 fps, Avg. Travel Time= 1.7 min Peak Storage= 46 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.13' Bank-Full Depth= 1.00', Capacity at Bank-Full= 31.76 cfs 1.00' x 1.00' deep channel, n= 0.030 Side Slope Z-value= 2.0 '/' Top Width= 5.00' Length= 275.0' Slope= 0.1018 '/' Inlet Invert= 5,524.00', Outlet Invert= 5,496.00' Summary for Reach O1-o: outlet O1 Inflow Area =0.870 ac,0.00% Impervious, Inflow Depth > 0.10" for 2-yr event Inflow =0.13 cfs @ 11.93 hrs, Volume=0.007 af Outflow =0.12 cfs @ 11.98 hrs, Volume=0.007 af, Atten= 10%, Lag= 2.9 min 2-yr Type II 24-hr 2-yr Rainfall=1.06"Developed runoff Prepared by Bell Consulting LLC Page 7HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 1.43 fps, Min. Travel Time= 1.6 min Avg. Velocity = 0.50 fps, Avg. Travel Time= 4.5 min Peak Storage= 11 cf @ 11.95 hrs, Average Depth at Peak Storage= 0.07' Bank-Full Depth= 0.50', Capacity at Bank-Full= 5.40 cfs 1.00' x 0.50' deep channel, n= 0.040 Side Slope Z-value= 3.0 '/' Top Width= 4.00' Length= 134.0' Slope= 0.0672 '/' Inlet Invert= 5,534.00', Outlet Invert= 5,525.00' ‡ Summary for Reach O2-o: outlet O1 Inflow Area =1.420 ac,0.00% Impervious, Inflow Depth > 0.10" for 2-yr event Inflow =0.21 cfs @ 11.94 hrs, Volume=0.012 af Outflow =0.20 cfs @ 11.97 hrs, Volume=0.012 af, Atten= 4%, Lag= 1.9 min Routing by Stor-Ind+Trans method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Max. Velocity= 1.99 fps, Min. Travel Time= 1.0 min Avg. Velocity = 0.69 fps, Avg. Travel Time= 3.0 min Peak Storage= 12 cf @ 11.96 hrs, Average Depth at Peak Storage= 0.08' Bank-Full Depth= 0.50', Capacity at Bank-Full= 6.79 cfs 1.00' x 0.50' deep channel, n= 0.035 Side Slope Z-value= 3.0 '/' Top Width= 4.00' Length= 123.0' Slope= 0.0813 '/' Inlet Invert= 5,535.00', Outlet Invert= 5,525.00' ‡ Summary for Pond 1C: Culvert Inflow Area =1.429 ac,8.33% Impervious, Inflow Depth > 0.02" for 2-yr event Inflow =0.02 cfs @ 11.98 hrs, Volume=0.003 af Outflow =0.02 cfs @ 11.98 hrs, Volume=0.003 af, Atten= 0%, Lag= 0.0 min Primary =0.02 cfs @ 11.98 hrs, Volume=0.003 af 2-yr Type II 24-hr 2-yr Rainfall=1.06"Developed runoff Prepared by Bell Consulting LLC Page 8HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 5,435.78' @ 11.98 hrs Flood Elev= 5,438.09' Device Routing Invert Outlet Devices #1 Primary 5,435.72'12.0" x 26.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 5,435.46' S= 0.0100 '/' Cc= 0.900 n= 0.010 Primary OutFlow Max=0.01 cfs @ 11.98 hrs HW=5,435.78' (Free Discharge) 1=Culvert (Inlet Controls 0.01 cfs @ 0.81 fps) Summary for Pond 2P: Road Inflow Area =4.409 ac,2.70% Impervious, Inflow Depth > 1.31" for 2-yr event Inflow =0.60 cfs @ 12.04 hrs, Volume=0.480 af Outflow =0.60 cfs @ 12.04 hrs, Volume=0.480 af, Atten= 0%, Lag= 0.0 min Primary =0.60 cfs @ 12.04 hrs, Volume=0.480 af Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 5,435.35' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 5,435.00'24.0" x 76.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,434.00' S= 0.0132 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=0.59 cfs @ 12.04 hrs HW=5,435.35' (Free Discharge) 1=Culvert (Inlet Controls 0.59 cfs @ 1.59 fps) Summary for Pond D: ditch out Inflow Area =2.980 ac,0.00% Impervious, Inflow Depth > 1.93" for 2-yr event Inflow =0.60 cfs @ 12.00 hrs, Volume=0.479 af Primary =0.60 cfs @ 12.00 hrs, Volume=0.479 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 2.00-24.00 hrs, dt= 0.02 hrs APPENDIX E Structure Capacity Calculations Page 1 of 1 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 05/14/15 07:52:15 AM FlowMaster v5.15 Highway 13 culvert 24" Worksheet for Circular Channel Project Description Project File untitled.fm2 Worksheet Hwy 13 Culvert Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.024 Channel Slope 0.012500 ft/ft Depth 2.00 ft Diameter 24.00 in Results Discharge 13.70 cfs Flow Area 3.14 ft² Wetted Perimeter 6.28 ft Top Width 0.00 ft Critical Depth 1.33 ft Percent Full 100.00 Critical Slope 0.020362 ft/ft Velocity 4.36 ft/s Velocity Head 0.30 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 14.74 cfs Full Flow Capacity 13.70 cfs Full Flow Slope 0.012500 ft/ft FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-166607:55:30 AM Page 1 of 1 05/14/15 Worksheet for Trapezoidal Channel Access rd channel Project Description Project File untitled.fm2 Worksheet Access channel Flow Element Trapezoidal Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.030 Channel Slope 0.007600 ft/ft Depth 1.00 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Bottom Width 0.00 ft Results Discharge 5.05 cfs Flow Area 2.00 ft² Wetted Perimeter 4.47 ft Top Width 4.00 ft Critical Depth 0.83 ft Critical Slope 0.020395 ft/ft Velocity 2.53 ft/s Velocity Head 0.10 ft Specific Energy 1.10 ft Froude Number 0.63 Flow is subcritical. USDA NAIP | Rob Hykys 0 100 200ft Adjoining Property Owners 2129-364-00-005 Hoyos, Lissett & Julissa 1065 Grand Ave. Silt, CO 81652 2127-313-00-228 Family of Faith Church Outreach, inc. PO Box 95 Rifle, CO 81650 2127-313-00-246 2177-041-00-011 Bryces Valley Holdings, LLC. 205 Ranchitos Rd Taos, NM 87571 2129-364-00-010 2177-041-00-007 Black Lion Properties, LTD PO Box 1438 Rifle, CO 81650 The Lariat 634 CR 296 ~ th S I • ~ .c 0.5mi j Sa t May 9 2015 08 :01 :08 AM. . > " E ;. ttome R nch ~6 Rob Hykys, GISP I <C;sri, HERE, Delorme, iPC USGS , MET!; NASA , EPA, USDA APPENDIX A APPLICATIONS APPENDIX B OWNERSHIP INFORMATION APPENDIX C ADJACENT OWNERS AND MINERAL RIGHTS APPENDIX D STORM WATER RUNOFF APPENDIX E ESTIMATES APPENDIX F WATER SYSTEM ANALYSIS AND CALCULATIONS APPENDIX G OWTS CALCULATIONS AND O/M APPENDIX H CTL THOMPSON SOILS AND FOUNDATION INVESTIGATION ! , ! ' ' ' ·- I t I / I i I I ' I EXISTING CONDITIONS SURVEY A Parcel of Land Situate in the SEl/ 4 of the SEl/ 4 of Section 36, Township 5 South, Range 93 West of the 6th P.m., County of Garfield, State of Colorado 0 30 60 90 SCALE: l "=30' LEGEND Guy Wire Power Pole Telephone Ped. Delineator Post --x--x--x-Fence Sign Tree {Scaled to Drip Line) p c) l!FO Und~ground Fiber Optic ft.larker """ 0 UT Underground Telephone Marker Overhead Utilities PROPERTY DESCRIPTION A TRACT OF LAND, CONTAINED WITfilN THE SEll 4 OF THE SEll4 OF SECTION 36, TOWNSfilP 5 SOU11i, RANGE 93 WEST OF THE 6TH P.M IN GARFIELD COUNTY, COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE SE CORNER OF SAID SECTION 36, A BLM BRASS CAP, THENCE ALONG THE EASTERLY LINE OF SAID SECTION 36 N00'06'38"W 228,00 FEET; THENCE WEST 468.51 FEET TO THE EASTERLY RIW LINE OF STATE HIGHWAY 13; THENCE ALONG SAID RI WON THE ARC OF A CURVE TO THE RIGHT HA VINO A RADIUS OF 2342 FEET, A CENTRAL ANGLE OF 2°27'23" AND AN ARC LENGTI:I OF 100.41 FEET, WHICH ARC SUBTENDS A CHORD BEARING Sl2'0928"W 100.40 FEET; THENCE S76'36'42"E 40.40 FEET; THENCE S00'39'18"W 122. 70 FEET TO THE SOUTH LINE OF SAID SECTION 36; THENCE LEA VINO SAID RI W LINE ALONG SAID SOUTH LINE S89'43'18"E 452.20 FEET TO THE POINT OF BEGINNING, CONTAINING 2.44 ACRES MORE OR LESS. NOTES 1.) DATE OF SURVEY WAS DECEMBER 5, 2014 2.) CONTOUR INTERVAL FOR THIS SURVEY IS TWO FEET. 3.) ELEVATIONS ARE BASED ON AN NGVD29 ELEVATION OF 5473.9' ON 11iE A REBAR AND 1-112" ALUMINUM CAP LS NO. 16397 AS SHOWN HEREON. 4.) THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF A CURRENT TlTLE COMMITMENT AND DOES NOT REPRESENT A TITLE SEARCH BY TI:IIS SURVEYOR OR BOOKCLIFF SURVEY SERVICES, INC. OF THE PROPERTY SHOWN TO DETERMINE OWNERSfilP, COMPATIBILITY WITH ADJOINING PARCELS, OR EASEMENT OR ENCUMBRANCES OF RECORDS AFFECTING THIS PARCEL, SURVEYOR'S STATEMENT I, MICHAEL J. LANGHORNE, A REGISTERED LAND SURVEYOR, LICENSED UNDER THE LAWS OF THE STATE OF COLORADO DO HEREBY CERTIFY THAT THE SURVEY SHOWN HEREON WAS PREPARED ON THIS DATE JANUARY 23, 2015 BY ME OR UNDER MY D.(Rjf,,($Jf::Sf;JF!Jf;RVISION AND CHECKING THAT THIS MAP IS A TRUE REPRESEJ!l!f.Jl.JfL()J¥1tfi~F. x:; .. ~.1.-· '/ ... .-.··-': , "" ,_ ~'.-' -,_j _.-,,,. \;o mff1fitl'~:-··r:::(~)~ ·t:i -~~ ;:~ !:;:}E(fi f,t~· ;J<' ~-~ MICHA!ift;'('JfLANGHORNit,'f3~oRADo REGISTRATION NO. 36572 FOR ANF;_''ii;if,3EHALF <lJiJ.f:·t BOOKCilJff"~t/JJ1Vli:;Z,~E_~VftES, INC. -, . ~ ·', -' --·' .-- ""'''-,~ -: .._-<'; z 0 F a. C2 0 (f) w 0 z 0 (/) 5 w a: >-w > a: ::::> (/) Cf) z 0 -1--a z 0 () ~ z -1- (f) ->< w w ::> z w >o a: < U) Ww~ u.. z CX> ~<o :c I-(.) (/) ~ w 0 u. ...I "") w u. a: -0.. a: It) U) U) FILE: EXC DFT. TL CK. MJL DATE: 12/19/14 PROJECT NO, 14093-01 SHEET 1 OF 1 T CTLITHOMPSON IHCORPORATBD SOILS AND FOUNDATION INVESTIGATION 634 COUNTY ROAD 296 RIFLE, COLORADO Prepared For: JOANNA SHAFFER 555 Prefontaine Road Rifle, CO 81650 Project No. GS05905-120 234 Center Drive I Glenwood Springs, Colorado 81601 Telephone: 970-945-2809 Fax: 970-945-7411 January 15, 2015 TABLE OF CONTENTS SCOPE ............................................................................................................................................. 1 SUMMARY OF CONCLUSIONS ..................................................................................................... 1 SITE CONDITIONS ......................................................................................................................... 2 PROPOSED CONSTRUCTION ....................................................................................................... 2 GEOLOGIC HAZARDS .................................................................................................................... 3 SUBSURFACE CONDITIONS ......................................................................................................... 3 EARTHWORK .................................................................................................................................. 4 Excavations .................................................................................................................................. 4 Construction Dewatering .............................................................................................................. 5 Structural Fill ................................................................................................................................. 5 FOUNDATION ................................................................................................................................. 6 Upper Building .............................................................................................................................. 6 Garage/Shop ................................................................................................................................ 7 FLOOR SYSTEM AND SLABS-ON-GRADE ................................................................................... 8 BACKFILL COMPACTION ............................................................................................................... 9 BELOW-GRADE CONSTRUCTION .............................................................................................. 10 SURFACE DRAINAGE .................................................................................................................. 10 CONCRETE ................................................................................................................................... 10 FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATIONS ............................. 11 GEOTECHNICAL RISK ................................................................................................................. 12 ADDITIONAL SERVICES .............................................................................................................. 12 LIMITATIONS ................................................................................................................................. 12 FIGURE 1 -VICINITY MAP FIGURE 2-LOCATIONS OF EXPLORATORY BORINGS FIGURE 3 -SUMMARY LOGS OF EXPLORATORY BORINGS FIGURE 4 -SWELL CONSOLIDATION TEST RESULTS FIGURE 5 -GRADATION TEST RESULTS TABLE I -SUMMARY OF LABORATORY TESTING EXHIBIT A-SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S :\GS05905.000112012. Reports\GS05905120 R1 .doc SCOPE This report presents the results of our soil and foundation investigation for the proposed construction at 634 County Road 296 in Rifle, Colorado. We con- ducted this investigation to evaluate subsurface conditions at the site and provide geotechnical engineering recommendations for the proposed construction. Our report was prepared from data developed during our field exploration, laboratory testing, engineering analysis and experience with similar conditions. This report includes a description of the subsurface conditions encountered in our exploratory borings, and presents geotechnical engineering recommendations for design and construction of the foundations, floor systems and for details influenced by the subsoils. The report was developed based upon the scope of services provided in Proposal GS 14-0240, dated November 21, 2014. Recommendations contained in this report were developed based on our understanding of the planned con- struction. If building plans will differ significantly from the descriptions contained herein, we should be informed so that we can provide geotechnical engineering input and check that our recommendations and design criteria are appropriate. A summary of our conclusions is presented below. SUMMARY OF CONCLUSIONS 1. Our borings penetrated nil to 6 inches of organic sandy clay "topsoil", 3 to 11.5 feet of sandy clay, and nil to 5.5 feet of weathered clay- stone underlain by claystone bedrock to the maximum depth of 25 feet. Free groundwater was not encountered in our borings on the day of drilling. 2 . Natural claystone bedrock below the site was found near elevations for the planned upper building foundation elevations. Very sandy clay soil with gravel was found at foundation elevations for the ga- rage/shop . The buildings can be constructed on footings supported entirely by the undisturbed, natural clay or claystone. Design and construction criteria for footings are presented in the report. JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S :IGS05905.000\12012. Reports\GS05905120 R1.doc 1 3. Slab-on-grade floor construction can be supported completely on the natural soils or densely compacted granular structural fill with low po- tential risk of differential movement. 4. Control of surface drainage is critical and should be designed to pro- vide for rapid removal of water away from the buildings. 5. Design and construction criteria for foundations and floor systems in this report were compiled with the expectation that all other recom- mendations presented related to surface drainage, landscaping irri- gation, backfill compaction, etc. will be incorporated into the project and that owners will maintain the structures, use prudent irrigation practices and maintain surface drainage. It is critical that all recom- mendations in this report are followed. SITE CONDITIONS The property is located at 634 County Road 296 in the northern part of Ri- fle, Colorado at the approximate location shown on the vicinity map (Figure 1 ). A single-story cinder block shop building is present on the western part of the lot. A former residence on the lot had been demolished prior to our field investigation. State Highway 13 is west of the lot; County Road 296 is present at the southwest corner of the lot. A pond is located in the northeastern part of the lot. Ground sur- face on the lot slopes down to the west at grades of about 1 percent. Ground slopes over 30 percent are present east of the site. Vegetation at the site consists of sparse native grasses and brush. PROPOSED CONSTRUCTION We understand that a two-story, wood framed building (upper building) will be constructed on the eastern portion of the lot, about 60 feet south of the existing pond. A separate single-story garage/shop building(lower building) will be con- structed about 800 feet south of the existing garage/shop. No below grade levels are planned. We expect maximum foundation excavation depths will be on the or- der of about 3 feet, for frost protection of the foundations. Foundation loads are JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:IGS05905.000\12012. Reports\GS05905120 R1.doc 2 expected to vary between 1,000 and 3,000 pounds per linear foot of foundation wall with maximum interior column loads of up to 20 kips. If construction will differ significantly from the descriptions above, we should be informed so that we can adjust our recommendations and design criteria, if necessary. GEOLOGIC HAZARDS We reviewed geologic mapping showing the site. The mapping was by Ralph Shroba and Robert Scott with U.S. Geologic Survey (Open File Report 97- 852). The mapping was completed in 1997. The site is mapped as sheetwash deposits underlain by Shire Member bedrock. No geologic hazards are identified on the mapping for the site. Our field investigation at the site supports the map- ping. Covering the ground with structures, roads and exterior flatwork, coupled with irrigation and changing drainage patterns, leads to an increase in subsurface moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in this report are followed to increase the chances that the foundations and slabs-on-grade will perform satisfactorily. After construction, owners must assume responsibility for maintaining the structure and use appro- priate practices regarding drainage and landscaping. We do not believe geologic constraints exist on this site that would inhibit development of the site as planned. SUBSURFACE CONDITIONS Subsurface conditions were investigated by drilling three exploratory bor- ings (TH-1 through TH-3) at the approximate locations shown on Figure 2. Bor- ings were drilled with 4-inch diameter, solid stem auger and a track-mounted drill rig. Exploratory drilling was directed by our project engineer who logged the soils encountered in the borings and obtained samples. Graphic logs of the soils en- countered in our exploratory borings are shown on Figure 3. JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:IGS05905.0001120\2. Reports\GS05905120 R1.doc 3 Our borings penetrated nil to 6 inches of organic sandy clay "topsoil", 3 to 11.5 feet of sandy clay, and nil to 5.5 feet of weathered claystone underlain by claystone bedrock to the maximum depth of 25 feet. Free groundwater was not encountered in our borings on the day of drilling. Observations during drilling indi- cated the clay was medium stiff to stiff, the weathered claystone was medium hard and the bedrock was hard to very hard. Boring TH-2 was piped to facilitate future measurements of groundwater. We performed gradation testing on two samples from our borings. The soils contained 8 and 17 percent gravels, 34 and 32 percent sand and 51 and 58 percent silt and clay size particles (passing the No. 200 sieve). Two samples of the claystone were selected for one dimensional swell-consolidation testing. The samples were wetted under an applied load of 1,000 psf and the resulting volume change measured. The samples exhibited 0.3 to 0.6 percent swell when wetted. Swell-consolidation test results are shown on Figures 4 and 5. Gradation test re- sults are shown on Figure 6 and laboratory test results are summarized on Table I. EARTHWORK Excavations Excavations will be predominantly in very sandy clay with gravel, with exca- vations for the upper building bottoming in the claystone bedrock. We anticipate that excavations in the soils can be accomplished using conventional, heavy-duty excavation equipment. A pneumatic hammer attached to a trackhoe would aid excavations in the bedrock. Sides of excavations must be sloped or braced to meet local, state and federal safety regulations. Where excavations cannot be laid back to safe slopes, earth retention systems will be required. It does not ap- pear that earth retention will be required at this site. The soils at this site will likely JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:\GS05905.000\12012. Reporta\GS05905120 R1.doc 4 classify as Type 8 or Type C soils based on OSHA standards governing excava- tions. The bedrock will likely classify as stable rock. Temporary slopes deeper than 4 feet and above groundwater should be no steeper than 1 to 1 (horizontal to vertical) in Type B soils and 1.5 to 1 in Type C soils. Excavations in the bedrock can be near vertical. Contractors are responsible for site safety and providing and maintaining safe and stable excavations. Contractors should identify the soils en- countered and ensure that OSHA standards are met. Construction Dewatering Our exploratory borings did not penetrate groundwater at the time of drill- ing. Groundwater may rise during spring and early summer. Minor groundwater seepage can be expected during these seasons. It may be feasible to perform construction dewatering by sloping the excavation to a gravity outlet or to a sump pit where water can be removed by pumping, if required. Structural Fill Structural fill will likely be required to attain grades for interior slab-on-grade floors or exterior concrete flatwork. Voids resulting from removal of boulders that extend below the planned building elevation will also need to be filled with struc- tural fill or lean mix concrete (flowable fill). A firm subgrade will be required to place structural fill. We recommend that structural fill consist of a COOT Class 6 aggregate base course or similar soil. On-site soils can be used for structural fill, provided they are free of organic matter, debris, and rocks larger than 3 inches in diameter. Structural fill should be placed in loose lifts of 10 inches thick or less, moisture conditioned to within 2 percent of optimum moisture-content, and be compacted to at least 100 percent of standard Proctor (ASTM D 698) maximum dry density. Moisture content and density of structural fill should be checked by a representative of our firm during placement. Well placed structural fill will undergo JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905·120 S:\GS05905.000112012. Reports\GS05905120 R1 .doc 5 some settlement. We suggest assuming 0.5 to 1.0 percent times the fill thickness of settlement will occur. FOUNDATION Our subsurface information indicates that the natural very sandy clay with gravel is likely present at foundation elevations for the proposed garage/shop. Claystone bedrock is likely present at foundation elevations for the upper building. The buildings can be constructed on footing foundations supported entirely by the undisturbed, natural soil and bedrock. Control of surface water is critical to the performance of foundations at this site. If control of surface water is managed appropriately, footing foundations are appropriate. If requested, we can provide a drilled pier foundation alternative, supported by the bedrock. The drilled pier foundation alternative would support the building below the probable zone of moisture variation and is more positive than footings to mitigate future building movements. A representative of our firm should be called to observe soils in the founda- tion excavation and check that conditions are suitable for support of the founda- tion as designed. Our experience indicates that maximum total settlement will be about 1 inch for footings designed and constructed as recommended. Recom- mended design and construction criteria for footings are presented below. Upper Building 1. Footing foundations should be supported by the undisturbed, natural claystone. Soils loosened during excavation or the forming process for the footings should be removed or the soils can be re-compacted prior to placing concrete. 2. Footings supported by the claystone can be designed for a maxi- mum allowable soil pressure of 5,000 psf. JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:\GS05905.0001120\2. Reports\GS05906120 R1 .doc 6 3. A friction factor of 0.45 can be used to calculate resistance to sliding between concrete footings and the bedrock. 4. Continuous wall footings should have a minimum width of at least 16 inches. Foundations for isolated columns should have minimum di- mensions of 24 inches by 24 inches. Larger sizes may be required, depending upon foundation loads. 5. Grade beams and foundation walls should be well reinforced, top and bottom, to span undisclosed loose or soft soil pockets. We rec- ommend reinforcement sufficient to span an unsupported distance of at least 12 feet. Reinforcement should be designed by the struc- tural engineer. 6. The soils under exterior footings should be protected from freezing. We recommend the bottom of footings be constructed at a depth of at least 36 inches below finished exterior grades for frost protection. The applicable building department should be consulted regarding required frost protection depth. Garage/Shop 1. Footing foundations should be supported by the undisturbed, natural clay. Soils loosened during excavation or the forming process for the footings should be removed or the soils can be re-compacted prior to placing concrete. 2. Footings supported by the clay soil can be designed for a maximum allowable soil pressure of 1,500 psf. 3. A friction factor of 0.40 can be used to calculate resistance to sliding between concrete footings and the soil. 4. Continuous wall footings should have a minimum width of at least 16 inches. Foundations for isolated columns should have minimum dimensions of 24 inches by 24 inches. Larger sizes may be re- quired, depending upon foundation loads. 5. Grade beams and foundation walls should be well reinforced, top and bottom, to span undisclosed loose or soft soil pockets. We rec- ommend reinforcement sufficient to span an unsupported distance of at least 12 feet. Reinforcement should be designed by the struc- tural engineer. JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:\GS05905.000112012. Reports\GS05905 120 R1 .doc 7 6. The soils under exterior footings should be protected from freezing. We recommend the bottom of footings be constructed at a depth of at least 36 inches below finished exterior grades for frost protection. The applicable building department should be consulted regarding required frost protection depth. FLOOR SYSTEM AND SLABS-ON-GRADE Floors in the buildings will likely be constructed as slabs-on-grade. Based on our subsurface information and experience, we judge slab-on-grade construc- tion supported by the undisturbed, natural clay soil and bedrock or densely com- pacted, granular structural fill will have a low risk of differential movement and as- sociated damage. As previously stated, recommendations pertaining to control of surface drainage to minimize wetting below the building is critical. Structural fill re- quired below slabs should be placed and compacted as recommended in the Structural Fill section. A leveling course of aggregate base course or sand may be needed below slabs and should be constructed following structural fill recommen- dations. Backfill below exterior slabs-on-grade will settle. Potential settlement es- timates can be made assuming 0.5 to 1 percent times the fill thickness. We rec- ommend the following precautions for slab-on-grade construction at this site. 1. Slabs should be separated from wall footings and column pads with slip joints which allow free vertical movement of the slabs. 2. Underslab plumbing should be pressure tested for leaks before the slabs are poured. Plumbing and utilities which pass through slabs should be isolated from the slabs with sleeves and provided with flexible couplings to slab-supported appliances. 3. Exterior patio and porch slabs should be isolated from the residence. These slabs should be well-reinforced to function as independent units. 4. Frequent control joints should be provided, in accordance with Amer- ican Concrete Institute (ACI) recommendations, to reduce problems associated with shrinkage and curling. JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:\GS05905.000112012. Reports\GS05905120 R1 .doc 8 BACKFILL COMPACTION Settlement of foundation wall and utility trench backfill can cause damage to concrete flatwork and/or result in poor drainage conditions. Compaction of backfill can reduce settlement. Attempts to compact backfill near foundations to a high degree can cause damage to foundation walls and window wells and may increase lateral pressures on the foundation walls. The potential for cracking of a foundation wall can vary widely based on many factors, including the degree of compaction achieved, the weight and type of compaction equipment utilized, the structural design of the wall, the strength of the concrete at the time of backfill compaction, and the presence of temporary or permanent bracing. Backfill placed adjacent to foundation wall exteriors should be free of or- ganic matter, debris and rocks larger than 3 inches in diameter. Backfill should be moisture conditioned to within 2 percent of optimum moisture content and com- pacted to about 90 to 95 percent of standard Proctor (ASTM D 698) maximum dry density. We recommend that density and moisture content of backfill be tested by a representative of our firm during placement. The top 1 to 2 feet of backfill should consist of a clay soil to limit surface water infiltration. Proper moisture conditioning of backfill is as important as compaction, be- cause settlement commonly occurs in response to wetting. The addition of water complicates the backfill process, especially during cold weather. Frozen soils are not considered suitable for use as backfill because excessive settlement can re- sult when the frozen materials thaw. Precautions should be taken when backfilling against below-grade walls. Temporary bracing of comparatively long, straight sections of walls should be used to limit damage to walls during the compaction process. Waiting at least seven days after the walls are placed to allow the concrete to gain strength can also reduce the risk of damage. Compaction of fill placed beneath and next to JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S :\GSD5905.000112012 . Reporta\GS05905120 R1 .doc 9 window wells, counterforts, and grade beams may be difficult to achieve without damaging these building elements. Proper moisture conditioning of the fill prior to placement in these areas will help reduce potential settlement. BELOW-GRADE CONSTRUCTION We understand that below-grade areas are not planned for the proposed buildings. If development plans change to include below-grade areas, we should be informed so that we can provide recommendations for below-grade construc- tion and subsurface drainage. SURFACE DRAINAGE Proper design, construction, and maintenance of surface drainage is critical to the satisfactory performance of foundations, slabs-on-grade, and other im- provements. Landscaping and irrigation practices will also affect performance. Ex- hibit A contains our recommendations for surface drainage, irrigation, and mainte- nance. CONCRETE Concrete in contact with soil can be subject to sulfate attack. We tested two soil samples for water soluble sulfate concentrations. The tested samples contained 0.28 to 0.44 percent water soluble sulfate, which is considered a high level. For this level of sulfate concentrations, ACI indicates concrete shall be made with ASTM C 150 Type V cement, or an ASTM C 595 or C 1157 hydraulic cement meeting high sulfate resistant hydraulic cement (HS) designation and shall have a specified minimum compressive strength of 3000 psi at 28 days. Alterna- tive combinations of cements and supplementary cementitious materials, such as Class F fly ash, shall be permitted with acceptable test records for sulfate durabil- ity. JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:\GS05905.000112012. Reports\GS05905 120 R1 .doc 10 In our experience, superficial damage may occur to the exposed surfaces of highly permeable concrete, even though sulfate levels are relatively low. To control this risk and to resist freeze-thaw deterioration, the water-to-cementitious materials ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drainage or high water tables. Concrete should have a total air content of 6% +/-1.5%. We recommend all foundation walls and grade beams in contact with the subsoils (including the inside and outside faces of garage and crawl space grade beams) be damp-proofed. FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATIONS This report has been prepared for the exclusive use of Joanna Shaffer and the design team for the purpose of providing geotechnical design and construction criteria for the proposed project. The information, conclusions, and recommenda- tions presented herein are based upon consideration of many factors including, but not limited to, the type of structures proposed, the geologic setting, and the subsurface conditions encountered. The conclusions and recommendations con- tained in the report are not valid for use by others. Standards of practice continu- ously change in the area of geotechnical engineering. The recommendations pro- vided are appropriate for about three years. If the proposed additions are not con- structed within about three years, we should be contacted to determine if we should update this report. We recommend that CTL I Thompson, Inc. provide construction observa- tion services to allow us the opportunity to verify whether soil conditions are con- sistent with those found during this investigation. If others perform these observa- tions, they must accept responsibility to judge whether the recommendations in this report remain appropriate. JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:\GS0590S.0001120\2. Reports\GS05905120 R1.doc 11 GEOTECHNICAL RISK The concept of risk is an important aspect with any geotechnical evaluation primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsur- face conditions. Our analysis must be tempered with engineering judgment and experience. Therefore, the recommendations presented in any geotechnical eval- uation should not be considered risk-free. We cannot provide a guarantee that the interaction between the soils and a proposed structure will be as desired or in- tended. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structures will perform satisfactorily. It is critical that all recommendations in this report are followed during construction. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. ADDITIONAL SERVICES Additional geotechnical engineering services are appropriate based on the planned construction. We recommend the following additional geotechnical ser- vices: 1. Review of the excavation plans; 2. Review of final building plans; and 3. Construction observations and materials testing. LIMITATIONS Our exploratory borings were located to obtain a reasonably accurate pic- ture of subsurface conditions. Variations in the subsurface conditions not indicat- ed by our borings will occur. A representative of our firm should be called to ob- JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:IGS05905.000\12012. Reports\GS05905120 R1.doc 12 serve and test fill placement and observe the completed foundation excavation to confirm that the exposed soils are suitable for support of the footings as designed . This investigation was conducted in a manner consistent with that level of care and skill ordinarily exercised by geotechnical engineers currently practicing under similar conditions in the locality of this project. No warranty, express or im- plied, is made . If we can be of further service in discussing the contents of this report, please q_,~~b ~-. ~\l-~P.g _~1c CTL I T ~' ~@~,. -~'q:- :§ ~~~\~\o t : 9 . } . -:r. ,:~~·· .. d/ /. ~/ ~~l.(i :'t \' ·:-. ··. <l..Jtl~··.~ jJ ~n, ·········· .r~' ./ Edward R. Wli1te }1.P.:~E-:·,.. ._,,........,..,.....,.. Project Engineer -- cc: Via email joshffr@yahoo.com JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:\GS05905.000\12012. Raports\GS05905120 R1.doc 13 SCALE: 1" = 3,000' JOANNA SHAFFER 634 COUNTY ROAD 296 Project No. GS05905-120 Vicinity Map Fig. 1 SCALE: 1" = 1 OO' JOANNA SHAFFER 634 COUNTY ROAD 296 Project No. GS05905-120 NOTE: LOCATIONS o BORINGS AREF' AEPXPPRLOORATORY XIMATE. Locations of Exploratory Borings Fig. 2 ~ CJ ..; w a: ::i CJ u:: VJ CJ g CJ z a: ~ 0 "' "' 0 "' "' 5l § z ~ 0 ~ "' 6 0 0 .,; 0 "' "' 5l \;! VJ TH-1 0 5 10 15 I- ;r20 25 30 35 40 JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 50/1 50/3 50/6 Anticipated Maximum Excavation Proposed Two Story Building (Upper Building) TH-2 50/4 50/3 i:J50/9 Anticipated Maximum Excavation TH-3 12/12 11/12 50/9 150110 50/4 Proposed Garage/Shop (Lower Building) 0 5 10 15 20~i 0 25 30 35 40 LEGEND: ~SANDY CLAY "TOPSOIL", ORGANICS, MOIST, BROWN. ~CLAY, SANDY, MEDIUM STIFF TO STIFF, MOIST, BROWN. (CL) ~WEATHERED CLAYSTONE, SANDY, MEDIUM HARD, MOIST, BROWN. I CLAYSTONE, HARD TO VERY HARD, MOIST, BROWN, PURPLE. p NOTES: DRIVE SAMPLE. THE SYMBOL 5/01 INDICATES 5 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 01 INCHES. 1. EXPLORATORY BORINGS FOR THIS INVESTIGATION WERE DRILLED ON DECEMBER 17, 2014 WITH 4-INCH DIAMETER, CONTINUOUS-FLIGHT SOLID-STEM AUGER AND A TRACK-MOUNTED DRILL RIG. 2. LOCATIONS OF EXPLORATORY BORINGS ARE APPROXIMATE. 3 . NO FREE GROUNDWATER WAS FOUND IN OUR EXPLORATORY BORINGS AT THE TIME OF DRILLING. 4. THESE EXPLORATORY BORINGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS AS CONTAINED IN THIS REPORT. SUMMARY LOGS OF EXPLORATORY BORINGS ~ FIG. 3 7 6 5 .~ y/ 4 3 2 0 -1 -2 -3 z 0 -4 Ci) z c:( D.. >< -5 w ~ 0 z 0 -6 Ci) (/) w D:: D.. -7 :i!l 0 u -8 r--r-- 0.1 I/ vj I/ I I \ I\ \ r-. '"" -........ ,..._I ~ l APPLIED PRESSURE -KSF Sample of CLAYSTONE From TH-2 AT 1_9 _F_E=Er= JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:\GS05905.000\120\6. Calcs\GS05905 120 Swell.xis ~~ . '} " 1.0 ' 111111 I I I I 11 I -L -· EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING "" \ o/\ '· .\ \•J I I 11 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 100 121 PCF 9.6 % Swell Consolidation Test Results FIG.4 ~ 7 .--.------.-- 1 -: -I I !....,....,._I 1-1 -I -I 11 -1 I 6 5 EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING r-1 : 41--- 2 •-- _LI_,~--.--~-~ --+----+---~• 3 ·---->-· \ 0 -2 1---+----l!----'-- -3 t------+- i z 0 -4 u; z - --+----+--+--+----I~_.._.__,__ __ <C ll. x -5 ·---+----l--+--· w l -- I I ~ -6 I--·---.-I I-? __ l_J_t ~ I --"----+"~: __,._I :~· ' --ti--I tti- -8 ----------~----------~~--~~·~~~~--------~~--~ ....... ----.... 0.1 APPLIED PRESSURE -KSF Sample of CLAYSTONE From TH-3 AT 14 FEET JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S .\GS05S05.000\120i6. Calcs\GS05905 120 Swell.xis 1.0 10 DRY UNIT WEIGHT= MOISTURE CONTENT= 100 118 PCF -- 9.9 % Swell Consolidation Test Results FIG.5 HYDROMETER Af':IAL YSIS 25HR. 7 HR. 45 MIN . 15 MIN. 100 90 f-· ~70 iii ~60 TIME READINGS 60 MIN . 19 MIN . 4 MIN . 1 MIN. SIEVE ANALYSIS U .S . STANDARD SERIES CLEAR SQUARE OPENINGS *200 *100 20 -----·=-----=·== . =.=---=-·---1=--==-==,=~=80 10 ·-. ~' ~ I-._: 90 t:===±==:;:=::;:::i.:::.::;::;:l:c===:t:::::::.=t:::;::::c:::;l:;:w==:t::::;:=::±::::±:::;::l::;::;:::;::c:l.===l-1=!:::::.=:.:::t::;:::;::::;:;t:::==:±::=:::;:::f::;::::;::::;:::;:kl-:w::±~=l=:I -I •-100 0 .001 0.002 .005 .009 .019 .037 .074 CLAY (PLASTIC) TO SILT (NON-PLASTIC) .149 .297 .590 0.42 1.19 2.0 2.38 4.76 DIAMETER OF PARTICLE IN MILLIMETERS SANDS ,FINE MEDIUM , COARS 9.52 191 36 .1 GRAVEL, FINE COARSE GRAV~L 8% SAND 76.2 127 200 152 COBBLES Sami::>le of CLAY, SANDY (CL) From TH-2AT~4-F-E~E-T~~~~~~----SILT & CLAY 5J3 -% LIQUID LIMIT 34 % '% % PLASTICITY IN ~ HYDR(!)_METER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U .S . STANDARD SERIES CLEAR SQUARE o'PENINGS 45 MIN . 15 MIN . 60 "!IN. 19 MIN . 4 MIN 1 ~IN. *200 '.100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" rn• 3• 5•5• 8" 100 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~Et~~~~~~~jl~~~~~~jj§j o 90 t==:=i:=:=:=i==:E=.:3=:=:~:::=:3=:=::1 ::=::=*--i= _ _,,, ·-'~= 10 I----1-,_ 1--±--· 80 ,_ ,.__ wo'--,_30 fil iii _______ '-==--~-t-=l=i===·=====:= z Ill ,_ . -~ ' . f--40 ~ [o ============~z====r===~~==·==~===~~so i ffio -~ =---~=I . =!=----===== . ::=l ~ 0..40 -----__ ,___ ---------==!-----,---------------=I so ~ 30 ==-----===='======$=~==--'===== ====1 ~70 ·-f--. '. r 1-_-~-i ------===-==-'==--t='========l8 20_ _ ·-1 r =i o 10 ======,==·==-------=f=='=I=~===--=='===1 90 0 --·---==~:==~·=====~~===~============·=~100 .001 0.002 .005 .009 .019 .037 .014 .149 .297 0 .4 2 .590 1.19 2.0 2.38 4.76 9 .52 19.1 36.1 1s.2 12i 5 i2oo CLAY (PLASTIC) TO SILT (NON-PLASTIC) Sample of CLAY, SANDY (CL) From TH -3 AT 9 FEET JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:\GS05905.000\120\6. Calcs\GS05905 120 Gradation.xis DIAMETER OF PARTICLE IN MILLIMETERS SANDS FINE MEDIUM GRAVEL COARS FINE COARSE COBBLES GRAVEL 17 % SAND SILT & CLAY 51 % LIQUID LIMIT PLASTICITY IN ~ Gradation Test Results 32 % % % FIG. 6 MOISTURE DRY EXPLORATORY DEPTH CONTENT DENSITY BORING IFEETl 1%l (PCFl TH-1 4 7.3 TH-1 14 8.3 123 TH-2 4 6 .5 TH-2 19 9.6 121 TH-3 4 11.4 TH-3 9 11.2 TH-3 14 9 .9 118 TH-3 24 6.9 ATIERBERG LIMITS LIQUID PLASTICITY LIMIT INDEX (%) (%) 41 28 TABLE I SUMMARY OF LABORATORY TESTING PROJECT NO. GS05905-120 SWELL TEST RES UL TS* APPLIED SOLUBLE SWELL PRESSURE SULFATES (%) (PSF) (%) 0.280 0.6 1000 0.440 0 .3 1000 *SWELL MEASURED WITH 1000 PSF APPLIED PRESSURE, OR ESTIMATED IN-SITU OVERBURDEN PRESSURE. NEGATIVE VALUE INDICATES COMPRESSION. ~ PASSING PERCENT PERCENT NO. 200 GRAVEL SAND SIEVE (%) 1%1 1%1 DESCRIPTION 83 CLAY, SANDY (Cl) CLAYSTONE 8 34 58 CLAY, SANDY (CL) CLAYSTONE CLAY, SANDY ICLl 17 32 51 CLAY, SANDY (Cl) CLAYSTONE 93 CLAYSTONE Page 1 of 1 EXHIBIT A SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture conditions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from the proposed buildings. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs-on- grade. Positive drainage away from the foundation and avoidance of irrigation near the foundation also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL I Thompson, Inc. recommends the following precautions. The owner should main- tain surface drainage and. if an irrigation system is installed. it should substan- tially conform to these recommendations. 1. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after con- struction can cause heave or softening of fill and foundation soils and result in foundation and slab movements. Proper surface drainage around the barns is critical to control wetting. 3. The ground surface surrounding the exterior of each building should be sloped to drain away from the building in all directions. We recommend a minimum constructed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around the res- idence, where practical. JOANNA SHAFFER We do not view the recommendation to provide a 1 O percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, because we know that backfill will likely settle to some degree. By starting with sufficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a building where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a building and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 634 COUNTY ROAD 296 ExhibitA-1 PROJECT NO. GS05905-120 S :IGS05905.0001120\2. Reports\GS05905120 R1 .doc Construction of retaining walls and decks adjacent to the building should not alter the recommended slopes and surface drainage around the building. Ground surface under the deck should be compacted and slope away from the building. A 10-mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plas- tic sheeting should direct water away from the building. Retaining walls should not flatten the surface drainage around the building and block or impede the surface runoff. 4 . Swales used to convey water across yards and between buildings should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where land- scaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete-lined channels or plastic pipe should be used. 5. Backfill around the foundation walls should be moistened and compacted. 6. Roof downspouts and drains should discharge well beyond the lim- its of all backfill. Splash blocks and/or extensions should be provid- ed at all downspouts so water discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, sol- id, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be maintained by the home owner. 7. The importance of proper owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will in- crease likelihood of slab and foundation movements. Landscaping should be carefully designed and maintained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not dis- charge within 5 feet of foundations. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still al- low natural evaporation to occur. JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S:IGS05905.000\12012. Reports\GS05905 120 R1 .doc ExhibitA-2 8. The design and construction criteria for foundations and floor sys- tem alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all rec- ommendations in this report are followed. JOANNA SHAFFER 634 COUNTY ROAD 296 PROJECT NO. GS05905-120 S :IGS05905.000112012. Reports\GS05905 120 R1 .doc ExhibitA-3 Page 1 5/14/2015 7:23:40 PM ********************************************************************** * E P A N E T * * Hydraulic and Water Quality * * Analysis for Pipe Networks * * Version 2.0 * ********************************************************************** Input File: water supply.net The Lariat Link - Node Table: ---------------------------------------------------------------------- Link Start End Length Diameter ID Node Node ft in ---------------------------------------------------------------------- 2 storage office 30 1 3 office R/R 185 1 4 office cabin 30 .75 pump well storage #N/A #N/A Pump Energy Usage: ---------------------------------------------------------------------- Usage Avg. Kw-hr Avg. Peak Cost Pump Factor Effic. /Mgal Kw Kw /day ---------------------------------------------------------------------- pump 100.00 75.00 1757.83 0.63 0.63 0.00 ---------------------------------------------------------------------- Demand Charge: 0.00 Total Cost: 0.00 Node Results: ---------------------------------------------------------------------- Node Demand Head Pressure Quality ID GPM ft psi ---------------------------------------------------------------------- office 1.20 5673.93 100.49 0.00 R/R 4.80 5666.94 86.20 0.00 storage 0.00 5675.64 101.24 0.00 cabin 0.00 5673.93 99.84 0.00 well -6.01 5256.00 0.00 0.00 Reservoir Link Results: ---------------------------------------------------------------------- Link Flow VelocityUnit Headloss Status ID GPM fps ft/Kft ---------------------------------------------------------------------- 2 6.01 2.45 57.21 Open 3 4.80 1.96 37.78 Open 4 0.00 0.00 0.00 Open pump 6.01 0.00 -419.64 Open Pump Network Table - Nodes Elevation Demand Head Pressure Node ID ft GPM ft psi Junc office 5442 1.20 5673.93 100.49 Junc R/R 5468 4.80 5666.94 86.20 Junc storage 5442 0.00 5675.64 101.24 Junc cabin 5443.5 0.00 5673.93 99.84 Resvr well 5256 -6.01 5256.00 0.00 The Lariat EPANET 2 Page 1 Ne t w o r k T a b l e - L i n k s Le n g t h D i a m e t e r R o u g h n e s s F l o w V e l o c i t y L i n k I D f t i n G P M f p s Pi p e 2 3 0 1 1 0 0 6 . 0 1 2 . 4 5 Pi p e 3 1 8 5 1 1 0 0 4 . 8 0 1 . 9 6 Pi p e 4 3 0 . 7 5 1 0 0 0 . 0 0 0 . 0 0 Pu m p p u m p # N / A # N / A # N / A 6 . 0 1 0 . 0 0 Th e L a r i a t EP A N E T 2 Pa g e 1 FEATURES Powered for Continuous Operation: All ratings are within the working limits of the motor as recommended by the motor manufacturer. Pump can be operated continuously without damage to the motor. Field Serviceable: Units have left hand threads and are field serviceable with common tools and readily available repair parts. Sand Handling Design: Our face clearance, floating impeller stack has proven itself for over 50 years as a superior sand handling, durable pump design. FDA Compliant Non-Metallic Parts: Impellers, diffusers and bearing spiders are constructed of glass filled engineered composites. They are corrosion resistant and non-toxic. Discharge Head/Check Valve: Cast 303 stainless steel for strength and durability. Two cast-in safety line loops for installer convenience. The built-in check valve is constructed of stainless steel and FDA compliant BUNA rubber for abrasion resistance and quiet operation. Motor Adapter: Cast 303 stainless steel for rigid, accurate alignment of pump and motor. Easy access to motor mounting nuts using standard open end wrench. Stainless Steel Casing: Polished stainless steel is strong and corrosion resistant. Hex Shaft Design: Six sided shafts for positive impeller drive. Engineered Polymer Bearings: The proprietary, engineered polymer bearing material is strong and resistant to abrasion and wear. The enclosed upper bearing is mounted in a durable Noryl® bearing spider for excellent abrasion resistance. 5GS, 7GS, 10GS, 13GS, 18GS & 25GS 5-25 GPM, ½ – 5 HP, 60 HZ, SUBMERSIBLE PUMPS TECHNICAL BROCHURE B5-25GS R4 PAGE 2 Residential Water Systems Goulds Water Technology Horsepower Code 05 = 1/2 07 = 3/4 10 = 1 15 = 11/2 20 = 2 30 = 3 50 = 5 GPM at BestEfficiency 5 GS 05 4 1 2 C GS Pump Series Voltage 1 = 115 V 2 = 230 V 3 = 380 V 4 = 460 V 7 = 575 V Phase 1 = 1 Phase 3 Wire 2 = 1 Phase 2 Wire 3 = 3 Phase 3 Wire 4 = 4" Motor 5, 7, 10, 13, 18, 25 C=CentriPro Motor CL =w/CentriPro Motor, less Control Box RCL =Reduced Stage / CentriPro Motor less Control Box 3.75" 3.90" Effective diameterwith cable guard MOTOR W.E. DISCHARGE 1¼" NPT Part Name Material Discharge Head AISI 303 SS Check Valve Poppet AISI 304 SS Check Valve Seal BUNA, FDA compliant Check Valve Seat AISI 304 SS Check Valve Retaining Ring AISI 302 SS Bearing Spider - Upper Noryl® GFN2 Bearing Proprietary Engineered Polymer Klipring AISI 301 SS Diffuser Lexan® Impeller Noryl® Bowl AISI 304 SS Intermediate Sleeve *AISI 304 SS, Powder Metal Intermediate Shaft Coupling *AISI 304 SS, Powder Metal Intermediate Bearing Spider *Glass Filled Engineered Composite Intermediate Bearing Spider *AISI 303 SS Shim AISI 304 SS Screws – Cable Guard AISI 304 SS Motor Adapter AISI 303 SS Casing AISI 304 SSShaft Coupling AISI 304 SS, Powder Metal Cable Guard AISI 304 SS Suction Screen AISI 304 SS *See repair parts for where used. SPECIFICATIONS “GS” SERIES MATERIALS OF CONSTRUCTION NOMENCLATUREWATER END DATA See price book for complete order numbers. Series Model Required HP Stages Length (in) Weight (lbs) 5GS 5GS05R .5 9 12.9 8 5GS05 .5 12 15.0 9 5GS07 .75 15 17.0 11 5GS10 1 20 21.7 13 5GS15 1.5 26 25.8 15 5GS20 2 33 31.6 19 7GS 7GS05R .5 7 11.7 6 7GS05 .5 10 13.8 7 7GS07 .75 13 16.0 8 7GS10 1 17 18.8 9 7GS15 1.5 22 23.6 12 7GS20 2 27 27.2 13 7GS30 3 34 33.2 18 10GS 10GS05R .5 5 10.1 6 10GS05 .5 7 11.5 7 10GS07 .75 10 13.6 8 10GS10 1 12 15.0 9 10GS15 1.5 17 18.4 12 10GS20 2 20 21.7 13 10GS30 3 27 27.5 18 10GS50R 5 35 33.0 21 10GS50 5 42 40.2 24 13GS 13GS05 .5 5 10.1 6 13GS07 .75 7 11.5 7 13GS10 1 10 13.6 8 13GS15 1.5 12 15.0 9 13GS20 2 17 18.4 12 13GS30 3 21 22.3 15 18GS 18GS07 .75 6 11.8 7 18GS10 1 8 13.5 8 18GS15 1.5 11 16.1 10 18GS20 2 14 18.6 11 18GS30 3 19 24.1 15 18GS50R 5 24 28.3 17 18GS50 5 30 34.4 21 25GS 25GS10 1 7 13.4 8 25GS15 1.5 9 15.3 9 25GS20 2 11 17.2 10 25GS30 3 15 20.9 14 25GS50R 5 22 28.7 17 25GS50 5 26 33.4 21 Model Flow Range GPM Horsepower Range Best Efficiency GPM Discharge Connection Minimum Well Size Rotation① 5GS 1.2 – 7.5 ½ – 2 5 1¼4"CCW 7GS 1.5 – 10 ½ – 3 7 1¼4"CCW 10GS 3 – 16 ½ – 5 10 1¼4"CCW 13GS 4 – 20 ½ – 3 13 1¼4"CCW 18GS 6 – 28 ¾ – 5 18 1¼4"CCW 25GS 8 – 33 1 – 5 25 1¼4"CCW ① Rotation is counterclockwise when observed from pump discharge end. PAGE 3 Residential Water Systems Goulds Water Technology NEMA MOTOR • Corrosion resistant stainless steel construction. • Built-in surge arrestor is provided on single phase mo- tors through 5 HP. • Stainless steel splined shaft. • Hermetically sealed windings. • Replaceable motor lead assembly. • NEMA mounting dimensions. • Control box is required with 3 wire single phase units. • Three phase units require a magnetic starter with three leg Class 10 overload protection. CENTRIPRO 4" SINGLE-PHASE MOTORS CENTRIPRO 4" THREE-PHASE MOTORS AGENCY LISTINGS CUS ®Pump/Water End and CentriPro Motor - tested to UL778 and CAN 22.2 by CSA International (Canadian Standards Association) CentriPro Motor - Certified to NSF/ANSI 61, Annex G, Drinking Water System Components 4P49UL® C L A S SIFIE D WATER QUALITY NSF/ANSI 372 – Drinking Water System Components – Lead Content CLASS 6853 01 - Low Lead Content Certification Program - - Plumbing Products ® LLC Order No. Type HP Volts Length in. (mm) Weight lb. (kg.) M05421 2-wire PSC ½115 11.0 (279)20 (9.1) M05422 ½ 230 11.0 (279)20 (9.1) M07422 ¾12.4 (314)23 (10.4) M10422 1 13.3 (337)25 (11.3) M15422 1.5 14.9 (378)29 (13.2) M05411 3-wire ½115 10.0 (253)19 (8.6) M05412 ½ 230 9.7 (246)18 (8.2) M07412 ¾10.8 (275)22 (10) M10412 1 11.7 (297)23 (10.4) M15412 1.5 13.6 (345)28 (12.7) M20412 2 15.1 (383)31 (14.1) M30412 3 18.3 (466)40 (18.1) M50412 5 27.7 (703)70 (31.8) Order No. HP Volts Length in. (mm)Weight lb. (kg.) M15437 1.5 575 11.7 (297)23 (10.4) M20437 2 15.3 (389)32 (14.5) M30437 3 15.3 (389)32 (14.5) M50437 5 27.7 (703)70 (31.8) M75437 7.5 27.7 (703)70 (31.8) Order No. by Voltage HP Length in. (mm) Weight lb. (kg.)200V 230V 460V M05430 M05432 M05434 ½10.8 (275)22 (9.7) M07430 M07432 M07434 ¾10.8 (275)22 (9.7) M10430 M10432 M10434 1 11.7 (297)23 (10.4) M15430 M15432 M15434 1.5 11.7 (297)23 (10.4) M20430 M20432 M20434 2 13.8 (351)28 (12.7) M30430 M30432 M30434 3 15.3 (389)32 (14.5) M50430 M50432 M50434 5 21.7 (550)55 (24.9) M75430 M75432 M75434 7.5 27.7 (703)70 (1.8) PAGE 4 Residential Water Systems Goulds Water Technology RPM 3450 60 Hz 0123 246810 1200 CAPACITY 0 40 80 120 160 100 200 300 400 200 500 240 280 320 600 700 800 360 1200 GPM m3/hr TO T A L DY N A M I C HE A D METERS FEET 900 1100 1000 14 2.51.5.5 7GS30 7GS20 7GS15 7GS10 7GS07 7GS05 7GS05R 20Ft. RECOMMENDED RANGE1.5 – 10 GPM .5GPM 0 .5 1.0 1.5 2.0 1 2 34567 8 900 CAPACITY 0 25 50 75 100 125 100 200 300 400 150 500 175 200 225 250 600 700 800 275 300 1200 900 GPM m3/hr TO T A L DY N A M I C HE A D METERS RPM 3450 60 Hz FEET 5GS15 5GS10 5GS07 5GS05 5GS05R 1000 1100 5GS20 325 350 RECOMMENDED RANGE1.2 – 7.5 GPM 20 Ft . .2GPM Model 5GS Model 7GS PAGE 5 Residential Water Systems Goulds Water Technology RPM 3450 60 Hz 246810 12 1400 FEET 16 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 RECOMMENDED RANGE3 – 16 GPM 25Ft. .5 GPM 10GS50 10GS30 10GS20 10GS15 10GS10 10GS50R 0123 CAPACITY 0 50 10 150 200 250 300 350 400 GPM m3/hr TO T A L DY N A M I C HE A D METERS 10GS07 10GS05 10GS05R Model 10GS Model 13GS RPM 3450 60 Hz 0 220 160 100 40 0 700 500 300 200 100 600 400 0 0 13 28 18 20 22 TO T A L DY N A M I C HE A D CAPACITY GPM m3/hr FEETMETERS 24 120 60 140 80 20 46 16141210 180 200 5 24 13GS30 13GS20 13GS15 13GS10 13GS07 13GS05 20 Ft . 1 GPM RECOMMENDED RANGE4 – 20 GPM PAGE 6 Residential Water Systems Goulds Water Technology Model 18GS Model 25GS 6543210 00 510152025 100 30 35 40 200 300 400 500 600 700 1000 0 20 60 80 100 120 140 180 200 320 CAPACITY TO T A L D Y N A M I C H E A D METERS GPM m3/h RPM 3450 60 Hz FEET 800 900 300 280 260 240 220 160 40 8 18GS50 18GS30 18GS20 18GS15 18GS10 18GS07 7 20 Ft . 1GPM RECOMMENDED RANGE 6 – 28 GPM 18GS50R RPM 3450 60 Hz 9876543210 00 510152025 100 30 35 40 200 300 400 500 600 700 0 25 50 75 100 125 150 175 200 225 CAPACITY TO T A L DY N A M I C HE A D METERS GPM m3/h FEET 800 25GS50 25GS30 25GS20 25GS15 25GS10 25GS50R RECOMMENDED RANGE 8 – 33 GPM 20 Ft . 1 GPM PAGE 7 Residential Water Systems Goulds Water Technology Depth to Water in Feet/Ratings in GPM (Gallons per Minute) 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 340 380 420 460 500 540 580 620 660 700 740 780 820 860 900 940 980 1020 0 7.4 6.9 6.3 5.8 5.3 4.7 4.0 3.0 1.4 20 7.3 6.7 6.2 5.6 5.1 4.5 3.8 2.6 5GS05R ½ 30 7.2 6.6 6.1 5.6 5.0 4.4 3.6 2.3 40 7.1 6.6 6.0 5.5 4.9 4.3 3.4 2.1 50 7.0 6.5 5.9 5.4 4.9 4.2 3.3 1.8 60 6.4 5.8 5.3 4.8 4.1 3.1 1.6 Shut-off PSI 118 109 101 92 83 75 66 57 49 40 31 23 14 5 0 7.7 7.3 6.9 6.4 6.0 5.6 5.1 4.7 4.1 2.6 20 7.5 7.1 6.7 6.3 5.9 5.4 5.0 4.5 3.9 3.2 2.3 5GS05 ½ 30 7.5 7.1 6.7 6.2 5.8 5.4 4.9 4.4 3.8 3.1 2.1 40 7.4 7.0 6.6 6.2 5.7 5.3 4.9 4.3 3.7 2.9 1.9 50 7.7 7.4 6.9 6.5 6.1 5.7 5.2 4.8 4.2 3.6 2.8 1.8 60 7.3 6.9 6.5 6.0 5.6 5.2 4.7 4.2 3.5 2.6 1.6 Shut-off PSI 156 147 138 130 121 112 104 95 86 78 69 60 52 43 34 17 0 7.6 7.3 7.0 6.6 6.3 5.9 5.2 4.4 3.3 1.6 20 7.5 7.2 6.9 6.5 6.2 5.8 5.5 5.1 4.2 3.1 1.3 5GS07 ¾ 30 7.5 7.2 6.8 6.5 6.1 5.8 5.4 5.0 4.6 3.6 2.1 40 7.4 7.1 6.8 6.4 6.1 5.7 5.4 5.0 4.6 4.1 2.8 50 7.4 7.1 6.7 6.4 6.0 5.7 5.3 4.9 4.5 4.0 3.4 1.8 60 7.6 7.3 7.0 6.7 6.3 6.0 5.6 5.3 4.9 4.4 3.9 3.3 2.6 Shut-off PSI 184 175 167 158 149 141 132 123 115 106 97 89 80 63 45 28 11 0 7.5 7.0 6.5 5.9 5.3 4.6 3.8 2.8 1.6 20 7.6 7.4 7.2 7.0 6.4 5.9 5.2 4.5 3.7 2.6 5GS10 1 30 7.6 7.4 7.2 6.9 6.7 6.1 5.5 4.8 4.0 3.1 1.9 40 7.6 7.4 7.1 6.9 6.6 6.3 5.8 5.1 4.4 3.5 2.5 50 7.5 7.3 7.1 6.8 6.6 6.3 6.0 5.4 4.7 3.9 2.9 1.7 60 7.5 7.3 7.1 6.8 6.5 6.3 6.0 5.7 5.0 4.3 3.4 2.3 Shut-off PSI 214 206 197 188 180 171 162 154 136 119 102 84 67 50 32 15 0 7.5 7.2 6.8 6.3 5.9 5.5 5.1 4.6 4.1 3.5 2.8 1.8 20 7.6 7.5 7.1 6.7 6.3 5.8 5.4 5.0 4.5 4.0 3.4 2.6 1.6 5GS15 1½ 30 7.6 7.5 7.3 6.9 6.5 6.0 5.6 5.2 4.7 4.2 3.7 3.0 2.1 40 7.6 7.4 7.3 7.1 6.6 6.2 5.8 5.3 4.9 4.5 3.9 3.3 2.5 1.4 50 7.6 7.4 7.2 7.0 6.8 6.4 6.0 5.5 5.1 4.7 4.2 3.6 2.9 1.9 60 7.6 7.4 7.2 7.0 6.8 6.6 6.1 5.7 5.3 4.8 4.4 3.8 3.2 2.4 Shut-off PSI 274 265 257 248 239 231 213 196 179 162 144 127 110 92 75 58 40 23 0 7.4 7.1 6.8 6.4 6.1 5.7 5.4 5.0 4.7 4.3 3.9 3.3 2.7 20 7.4 7.1 6.7 6.4 6.0 5.7 5.3 5.0 4.6 4.2 3.8 3.3 2.6 1.9 5GS20 2 30 7.5 7.2 6.9 6.5 6.2 5.8 5.5 5.1 4.8 4.4 4.0 3.5 2.9 2.2 40 7.3 7.0 6.7 6.3 6.0 5.6 5.3 4.9 4.6 4.2 3.7 3.2 2.5 1.7 50 7.5 7.2 6.8 6.5 6.1 5.8 5.4 5.1 4.7 4.3 3.9 3.4 2.8 2.1 60 7.6 7.3 7.0 6.6 6.3 5.9 5.6 5.2 4.9 4.5 4.1 3.6 3.1 2.4 1.6 Shut-off PSI 328 311 293 276 259 242 224 207 190 172 155 138 120 103 86 68 51 MODEL 5GS SELECTION CHART Horsepower Range ½ – 2, Recommended Range 1.2 – 7.5 GPM, 60 Hz, 3450 RPM HP PSIPumpModel PAGE 8 Residential Water Systems Goulds Water Technology Depth to Water in Feet/Ratings in GPM (Gallons per Minute) 200 220 240 260 280 300 340 380 420 460 500 540 580 620 660 700 740 780 820 860 900 940 980 1020 1060 1100 1140 0 10.2 9.3 8.5 7.6 6.8 5.9 4.7 2.6 20 10.1 9.2 8.3 7.5 6.7 5.8 4.5 2.1 7GS15 1½ 30 10.4 9.6 8.7 7.8 7.0 6.2 5.1 3.3 40 10.3 9.9 9.1 8.2 7.4 6.6 5.6 4.2 1.6 50 10.3 9.9 9.4 8.6 7.7 6.9 6.0 4.9 2.9 60 10.2 9.8 9.4 8.9 8.1 7.2 6.4 5.4 3.9 Shut-off PSI 194 186 177 168 151 134 116 99 82 64 47 30 12 0 9.8 9.3 8.7 8.4 7.8 7.1 6.3 5.4 4.5 3.5 2.2 20 9.8 9.3 8.7 8.4 7.7 6.9 6.2 5.3 4.3 3.2 2.8 7GS20 2 30 9.9 9.5 9.0 8.5 7.9 7.2 6.4 5.7 4.4 3.7 40 10.0 9.7 9.2 8.7 8.3 7.5 6.7 6.0 5.2 4.1 3.0 50 9.9 9.4 8.9 8.5 7.8 7.2 6.3 5.5 4.7 3.5 60 10.0 9.6 9.1 8.7 8.2 7.4 6.6 5.8 5.0 4.0 Shut-off PSI 268 251 234 216 199 182 165 147 130 113 95 80 61 43 26 0 9.8 9.5 9.2 8.7 8.3 7.9 7.4 6.8 6.2 5.4 4.7 3.9 3.0 2.0 20 9.8 9.4 9.2 8.7 8.3 7.8 7.2 6.7 6.2 5.3 4.5 3.7 3.3 1.7 7GS30 3 30 10.0 9.6 9.2 8.8 8.5 8.0 7.5 6.9 6.3 5.7 4.8 4.1 3.2 2.3 40 10.0 9.7 9.4 9.0 8.6 8.2 7.7 7.2 6.6 5.9 5.2 4.4 3.6 2.7 1.7 50 9.9 9.5 9.2 8.7 8.4 7.9 7.4 6.8 6.3 5.5 4.8 3.9 3.1 2.2 60 10.0 9.7 9.3 9.0 8.6 8.1 7.6 7.0 6.5 5.8 5.1 4.2 3.4 2.5 1.5 Shut-off PSI 320 303 286 268 251 234 216 199 182 165 147 130 113 95 78 61 43 27 MODEL 7GS SELECTION CHART Horsepower Range ½ – 1, Recommended Range 1.5 – 10 GPM, 60 Hz, 3450 RPM Depth to Water in Feet/Ratings in GPM (Gallons per Minute) 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440 460 480 500 540 580 620 0 10.2 8.9 7.5 5.9 3.6 20 9.8 8.5 7.0 5.3 2.5 7GS05R ½ 30 9.6 8.3 6.8 4.9 1.9 40 9.4 8.1 6.5 4.6 1.2 50 9.2 7.8 6.3 4.2 0.5 60 7.6 6.0 3.8 Shut-off PSI 85 77 68 59 51 42 33 25 16 7 0 10.1 9.2 8.3 7.4 6.3 5.0 3.4 20 9.8 9.0 8.1 7.1 6.0 4.6 2.7 7GS05 ½ 30 9.7 8.8 7.9 6.9 5.8 4.3 2.4 40 10.4 9.6 8.7 7.8 6.7 5.6 4.1 2.0 50 10.3 9.4 8.5 7.6 6.6 5.4 3.8 1.7 60 10.2 9.3 8.4 7.5 6.4 5.1 3.5 Shut-off PSI 125 116 107 99 90 81 73 64 55 47 38 29 21 12 0 10.0 9.3 8.6 7.9 7.1 6.2 5.2 4.0 2.4 20 10.4 9.8 9.1 8.4 7.7 6.9 6.0 4.9 3.5 1.8 7GS07 ¾ 30 10.3 9.7 9.0 8.3 7.5 6.7 5.8 4.7 3.3 1.5 40 10.2 9.5 8.9 8.2 7.4 6.6 5.6 4.5 3.1 50 10.1 9.4 8.8 8.1 7.3 6.5 5.5 4.3 2.8 60 10.0 9.3 8.7 7.9 7.2 6.3 5.3 4.1 2.5 Shut-off PSI 140 131 122 114 105 96 88 79 70 62 53 44 36 27 18 10 0 10.1 9.6 9.0 8.5 7.9 7.3 6.7 6.0 5.3 4.4 3.4 2.1 20 10.4 9.9 9.4 8.9 8.3 7.7 7.1 6.5 5.8 5.0 4.1 3.0 1.6 7GS10 1 30 10.3 9.9 9.3 8.8 8.2 7.6 7.0 6.4 5.7 4.9 4.0 2.8 40 10.3 9.8 9.2 8.7 8.1 7.5 6.9 6.3 5.6 4.8 3.8 2.6 50 10.2 9.7 9.2 8.6 8.0 7.4 6.8 6.2 5.4 4.6 3.7 2.4 60 10.1 9.6 9.1 8.5 7.9 7.3 6.7 6.0 5.3 4.5 3.5 2.2 Shut-off PSI 166 158 149 140 132 123 114 106 97 88 80 71 62 54 45 36 28 19 10 HP PSI Horsepower Range 1½ – 3, Recommended Range 1.5 – 10 GPM, 60 Hz, 3450 RPM Pump Model Pump Model HP PSI PAGE 9 Residential Water Systems Goulds Water Technology Depth to Water in Feet/Ratings in GPM (Gallons per Minute) 340 380 420 460 500 540 580 620 660 700 740 780 820 860 900 940 980 1020 1060 0 15.6 15.1 14.6 14.2 13.7 13.3 12.8 12.3 11.7 11.0 10.2 9.2 7.9 6.3 4.3 20 16.0 15.5 15.0 14.6 14.1 13.6 13.2 12.7 12.2 11.6 10.9 10.1 9.0 7.6 6.0 3.9 10GS50R 5 30 15.7 15.3 14.8 14.3 13.8 13.4 12.9 12.4 11.9 11.2 10.4 9.5 8.2 6.7 4.9 40 16.0 15.5 15.0 14.5 14.0 13.6 13.1 12.6 12.1 11.5 10.8 9.9 8.8 7.4 5.7 3.6 50 15.7 15.2 14.7 14.2 13.8 13.3 12.9 12.4 11.8 11.1 10.3 9.3 8.0 6.5 4.5 60 15.9 15.4 14.9 14.4 14.0 13.5 13.0 12.6 12.0 11.4 10.7 9.7 8.6 7.2 5.4 3.2 Shut-off PSI 341 324 306 289 272 255 237 220 203 185 168 151 133 116 99 81 64 47 29 Depth to Water in Feet/Ratings in GPM (Gallons per Minute) 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 340 380 420 460 500 540 580 620 660 700 740 780 820 0 15.6 14.0 12.4 10.4 6.5 20 15.4 13.5 11.5 9.2 6.0 10GS05R ½ 30 13.0 11.1 8.0 4.0 40 11.0 7.9 3.0 50 7.0 60 Shut-off PSI 61 53 44 34 26 18 10 0 16.0 15.3 14.3 12.8 11.3 9.0 6.4 20 15.9 14.9 13.8 12.5 10.8 8.3 4.8 10GS05 ½ 30 15.7 14.6 13.5 12.3 10.5 7.8 4.0 40 14.5 13.4 12.0 10.3 7.5 3.0 50 13.0 11.5 9.8 7.2 60 11.3 9.0 6.4 Shut-off PSI 89 81 72 63 55 46 37 29 20 11 0 16.0 15.2 14.3 13.4 12.5 11.5 10.3 9.0 7.0 4.0 20 15.8 15.0 14.0 13.0 12.3 11.2 10.2 8.5 6.0 10GS07 ¾ 30 15.7 14.8 13.9 12.8 12.0 11.0 9.8 8.2 5.5 40 15.6 14.7 13.8 12.7 11.9 10.8 9.7 8.1 5.2 50 15.3 14.4 13.5 12.6 11.6 10.5 9.4 7.5 4.8 60 14.3 13.4 12.5 11.5 10.3 9.0 7.0 4.0 Shut-off PSI 130 121 113 104 95 87 78 69 61 52 43 35 26 17 9 0 15.8 15.2 14.5 13.7 12.8 12.0 11.0 10.0 6.7 20 15.7 14.9 14.3 13.5 12.7 11.7 10.6 9.6 8.1 6.5 10GS10 1 30 16.0 15.6 14.8 14.2 13.3 12.5 11.6 10.4 9.4 7.8 5.5 3.0 40 16.0 15.5 14.7 14.1 13.2 12.4 11.5 10.3 9.1 7.4 5.0 3.0 50 15.3 14.6 13.9 13.0 12.3 11.3 10.1 8.9 7.0 4.3 60 15.8 15.2 14.5 13.7 12.8 12.0 11.0 10.0 8.6 6.7 4.0 Shut-off PSI 158 150 141 132 124 115 106 98 89 81 72 63 55 46 37 20 0 15.7 15.3 14.8 14.4 13.3 12.2 10.9 9.3 7.1 3.0 20 16.0 15.6 15.2 14.7 14.3 13.7 13.2 11.9 10.6 9.0 6.5 10GS15 1½ 30 15.9 15.5 15.2 14.6 14.2 13.5 13.1 12.6 11.3 9.7 7.6 4.0 40 15.8 15.5 15.1 14.6 14.2 13.5 13.0 12.5 11.8 10.3 8.8 6.0 50 15.7 15.4 14.9 14.5 14.0 13.4 12.8 12.3 11.7 11.0 9.4 7.4 3.4 60 15.7 15.3 14.8 14.4 13.9 13.3 12.8 12.2 11.6 10.9 10.1 8.1 5.6 Shut-off PSI 197 188 180 171 162 154 144 136 128 119 110 93 76 58 41 24 6 0 16.0 15.7 14.9 14.2 13.4 12.4 11.4 10.0 8.2 5.8 20 15.9 15.5 15.3 14.8 14.1 13.2 12.2 11.0 9.9 8.0 5.2 10GS20 2 30 15.8 15.4 15.1 14.7 14.4 13.5 12.7 11.7 10.3 8.8 6.5 40 15.8 15.4 15.1 14.7 14.4 14.0 12.9 12.2 10.9 9.5 7.8 3.9 50 16.1 15.7 15.3 15.0 14.6 14.2 14.0 13.4 12.5 11.5 10.1 8.5 6.0 60 16.0 15.7 15.3 14.9 14.5 14.2 13.8 13.4 12.8 11.8 10.7 9.1 7.2 3.4 Shut-off PSI 225 216 208 199 190 182 173 164 156 139 121 104 87 69 52 35 17 0 15.8 15.2 14.6 14.0 13.3 12.6 11.9 11.0 10.0 9.0 7.5 5.8 20 15.7 15.1 14.5 13.9 13.2 12.5 11.8 10.9 9.9 8.8 7.2 5.4 10GS30 3 30 15.9 15.4 14.8 14.2 13.4 12.8 12.0 11.3 10.3 9.3 8.1 6.2 3.8 40 15.9 15.6 15.0 14.4 13.8 13.1 12.4 11.5 10.8 9.7 8.6 7.1 4.7 50 16.0 15.8 15.6 15.3 14.7 14.1 13.3 12.7 11.9 11.0 10.2 9.1 7.8 6.0 3.0 60 16.0 15.8 15.5 15.2 14.8 14.3 13.7 12.9 12.3 11.4 10.6 9.6 8.3 6.8 4.5 Shut-off PSI 284 275 267 258 249 232 215 197 180 163 145 128 111 94 76 59 42 24 MODEL 10GS SELECTION CHART Horsepower Range ½ – 3, Recommended Range 3 – 16 GPM, 60 Hz, 3450 RPM Pump Model HP PSI Horsepower Range 5, Recommended Range 3 – 16 GPM, 60 Hz, 3450 RPM Pump Model HP PSI Depth to Water in Feet/Ratings in GPM (Gallons per Minute) 440 480 520 560 600 640 680 720 760 800 840 880 920 960 1000 1040 1080 1120 1160 1200 1240 1280 1320 0 16 15.5 15.2 14.9 14.5 14 13.5 13 12.5 12 11.5 10.8 10.2 9.5 8.5 7 5.2 20 15.9 15.4 15.1 14.8 14.5 13.9 13.4 12.9 12.4 11.9 11.3 10.7 10.1 9.4 8.2 6.8 4.3 10GS50 5 30 15.6 15.2 14.9 14.6 14.2 13.7 13.1 12.6 12.1 11.6 11.0 10.4 9.8 8.8 7.5 6.0 3.0 40 15.8 15.3 15.1 14.7 14.4 13.8 13.3 12.8 12.3 11.8 11.2 10.6 10.0 9.2 7.9 6.6 4.1 50 15.5 15.2 14.9 14.6 14.1 13.6 13.0 12.5 12.1 11.5 10.9 10.3 9.7 8.6 7.3 5.6 60 15.7 15.3 15.0 14.7 14.3 13.7 13.2 12.7 12.2 11.7 11.1 10.5 9.9 9.0 7.7 6.5 3.2 Shut-off PSI 346 329 312 294 277 260 242 225 208 191 173 156 139 121 104 87 69 52 35 17 Pump Model HP PSI PAGE 10 Residential Water Systems Goulds Water Technology Depth to Water in Feet/Ratings in GPM (Gallons per Minute) 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 340 380 420 460 500 540 580 620 660 700 740 780 820 0 19.0 17.5 15.3 12.5 8.2 20 18.8 16.5 14.5 12.0 8.0 13GS05 ½ 30 16.0 13.4 11.0 4.1 40 13.3 10.6 4.0 50 9.8 60 Shut-off PSI 60 52 43 35 26 17 9 0 19.7 18.5 17.0 15.0 13.2 11.5 8.5 20 19.4 18.0 16.4 14.8 12.9 10.5 6.0 13GS07 ¾ 30 18.9 17.5 16.0 14.6 12.5 10.0 5.0 40 17.4 15.9 14.4 12.4 9.7 4.0 50 15.4 13.8 12.0 9.5 60 13.2 11.5 8.5 Shut-off PSI 86 78 69 61 52 43 35 26 17 8 0 19.6 18.4 17.6 16.6 15.4 14.1 12.8 11.4 9.5 6.0 20 20.0 19.4 18.5 17.2 16.3 15.0 13.8 12.5 11.0 8.5 4.0 13GS10 1 30 20.0 19.2 18.2 17.1 15.8 14.7 13.6 12.2 10.5 7.5 40 19.9 19.0 18.0 17.0 15.7 14.6 13.5 12.0 10.1 7.3 50 18.8 17.8 16.8 15.5 14.5 13.0 11.6 9.9 7.0 60 17.6 16.6 15.4 14.1 12.8 11.4 9.5 6.0 Shut-off PSI 128 119 110 102 93 84 76 67 58 50 41 32 24 15 6 0 19.7 18.9 18.2 17.3 16.3 15.2 14.2 13.2 12.1 8.7 20 19.5 18.4 17.9 17.0 16.0 15.1 14.1 12.9 11.8 10.2 8.8 13GS15 1½ 30 20.2 19.4 18.6 17.6 16.8 15.8 14.9 14.0 12.6 11.5 9.9 7.9 4.0 40 20.0 19.3 18.5 17.5 16.6 15.7 14.8 13.9 12.5 11.4 9.5 7.3 4.0 50 20.0 19.1 18.3 17.4 16.4 15.5 14.5 13.6 12.3 11.0 9.2 6.3 60 18.9 18.2 17.3 16.3 15.2 14.2 13.3 12.1 11.0 8.7 5.6 Shut-off PSI 156 147 139 130 121 113 104 95 87 78 69 61 52 43 35 17 0 20.0 19.5 19.0 18.3 17.9 17.2 15.8 14.4 12.6 10.5 7.7 20 19.8 19.4 18.8 18.2 17.6 17.0 16.3 15.6 14.1 12.4 10.2 6.8 13GS20 2 30 19.7 19.3 18.7 18.2 17.4 16.8 16.2 15.5 14.8 13.1 11.1 8.8 40 19.6 19.2 18.6 18.1 17.3 16.7 16.1 15.4 14.7 13.8 12.0 9.8 6.0 50 20.1 19.5 19.1 18.4 18.0 17.2 16.6 16.0 15.2 14.6 13.7 12.9 10.8 8.5 60 20.0 19.5 19.0 18.3 17.9 17.2 16.5 15.8 15.1 14.4 13.6 12.6 11.5 9.2 5.0 Shut-off PSI 206 198 189 180 172 163 155 146 137 129 120 111 103 85 68 51 33 16 0 19.8 19.4 18.9 18.0 17.1 16.0 14.6 13.5 11.9 10.0 7.3 20 19.6 19.2 18.9 18.3 17.9 17.0 15.9 14.7 13.3 11.8 9.7 6.9 13GS30 3 30 20.0 19.5 19.1 18.8 18.2 17.8 17.4 16.4 15.2 13.9 12.3 10.5 8.3 4.0 40 20.0 19.4 19.1 18.7 18.2 17.8 17.3 16.8 15.6 14.5 13.0 11.4 9.5 6.0 50 19.9 19.5 19.0 18.6 18.1 17.7 17.2 16.7 16.1 14.9 13.7 12.0 10.1 7.9 60 19.8 19.4 18.9 18.5 18.0 17.5 17.1 16.6 16.0 15.4 14.2 12.9 11.0 9.0 5.0 Shut-off PSI 235 226 217 209 200 191 183 174 165 157 139 122 104 87 70 53 35 18 MODEL 13GS SELECTION CHART Horsepower Range ½ – 3, Recommended Range 4 – 20 GPM, 60 Hz, 3450 RPM Pump Model HP PSI PAGE 11 Residential Water Systems Goulds Water Technology MODEL 18GS SELECTION CHART Horsepower Range ¾ – 5, Recommended Range 6 – 28 GPM, 60 Hz, 3450 RPM Depth to Water in Feet/Ratings in GPM (Gallons per Minute) 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 340 380 420 460 500 540 580 620 660 700 740 780 820 860 0 28.2 26.5 24.0 21.0 17.9 13.5 20 27.7 25.9 23.0 20.0 16.5 10.8 18GS07 ¾ 30 25.0 22.0 18.8 15.7 9.5 40 22.2 18.9 15.1 9.0 50 18.4 15.0 7.5 60 13.5 5.0 Shut-off PSI 74 66 58 49 40 32 23 14 0 27.0 25.5 23.6 21.2 18.8 15.9 12.0 20 28.0 26.6 25.1 22.7 20.0 17.6 14.0 10.0 18GS10 1 30 27.9 26.1 24.3 22.2 19.8 17.1 13.8 8.3 40 26.0 24.1 22.0 19.7 17.0 13.1 8.0 50 24.0 22.0 19.1 16.5 13.0 7.1 60 21.0 18.6 15.8 12.0 Shut-off PSI 103 94 86 77 68 60 51 42 34 25 16 0 28.4 27.2 26.0 24.8 23.0 21.4 19.6 17.5 15.0 12.1 20 27.8 26.8 25.4 24.0 22.2 20.6 18.8 16.7 14.0 10.0 18GS15 1½ 30 27.7 26.5 25.3 23.8 22.0 20.2 18.5 16.1 13.5 10.0 40 27.5 26.3 25.0 23.6 22.0 20.1 18.1 16.0 13.1 9.5 50 27.6 26.4 25.0 23.4 21.8 20.0 18.0 15.5 13.0 9.2 60 26.0 24.6 23.0 21.2 19.5 17.5 15.0 12.0 7.9 Shut-off PSI 143 134 126 117 108 100 91 82 74 65 56 48 39 30 22 0 28.0 27.1 26.2 25.1 24.0 22.9 21.4 20.0 16.8 12.8 20 27.8 26.8 25.8 24.6 23.7 22.6 21.0 19.5 18.0 16.0 11.6 18GS20 2 30 27.5 26.5 25.5 24.5 23.3 22.1 20.6 19.0 17.5 15.8 13.6 6.5 40 28.5 27.4 26.4 25.4 24.4 23.2 22.0 20.5 18.9 17.4 15.7 13.5 11.0 50 28.0 27.2 26.2 25.3 24.3 23.0 21.8 20.3 18.7 17.0 15.3 13.1 10.5 6.0 60 28.0 27.1 26.2 25.1 24.0 22.9 21.4 20.0 18.3 16.8 14.8 12.8 9.5 Shut-off PSI 183 174 165 157 148 139 131 122 113 105 96 87 79 70 61 44 27 0 28.0 27.4 26.7 26.0 25.0 23.5 21.5 19.2 16.9 14.2 10.5 20 27.7 27.0 26.3 25.8 24.9 24.0 23.0 21.0 18.9 16.5 13.5 9.0 18GS30 3 30 27.6 26.9 26.2 25.5 24.8 23.9 22.9 21.9 19.8 17.5 14.9 11.2 40 27.5 26.9 26.2 25.4 24.6 23.8 22.8 21.8 20.9 18.5 16.0 13.3 8.0 50 27.4 26.8 26.0 25.2 24.5 23.6 22.6 21.7 20.6 19.5 17.3 14.5 11.0 60 28.0 27.4 26.7 26.0 25.0 24.3 23.5 22.5 21.5 20.5 19.2 18.0 15.7 12.8 7.0 Shut-off PSI 225 216 208 199 190 182 173 164 156 147 139 130 113 95 78 61 43 26 0 27.7 26.6 25.4 24.0 22.5 20.8 19.0 16.9 14.5 11.7 8.1 20 27.6 27.0 26.4 25.2 23.8 22.2 20.5 18.7 16.6 14.1 11.2 7.4 18GS50R 5 30 28.0 27.5 26.9 26.3 25.7 24.4 22.9 21.3 19.5 17.5 15.2 12.5 9.1 40 27.9 27.4 26.8 26.2 25.6 25.0 23.5 22.0 20.3 18.4 16.2 13.7 10.6 6.7 50 27.9 27.3 26.7 26.1 25.5 24.8 24.1 22.7 21.0 19.2 17.2 14.8 12.0 8.5 60 27.8 27.2 26.7 26.1 25.4 24.7 24.0 23.3 21.7 20.0 18.1 15.9 13.3 10.1 6.0 Shut-off PSI 261 252 244 235 226 218 209 200 183 166 148 131 114 96 79 62 44 27 0 27.9 26.8 25.8 24.8 23.7 22.6 21.2 19.9 18.4 16.8 14.8 12.4 9.7 20 27.5 26.6 25.6 24.5 23.3 22.2 21.0 19.8 18.0 16.2 14.3 12.0 8.8 18GS50 5 30 28.0 26.9 26.0 25.0 23.9 22.9 21.6 20.3 18.6 17.0 15.0 13.0 10.2 6.2 40 28.0 27.4 26.3 25.3 24.4 23.2 22.1 20.1 19.4 17.9 16.0 14.0 11.6 8.0 50 27.9 27.3 26.8 25.9 24.9 23.8 22.7 21.3 20.1 18.5 16.9 14.9 12.8 10.0 6.0 60 27.9 27.2 26.8 26.2 25.2 24.1 23.0 21.9 20.7 19.2 17.5 15.8 13.6 11.0 7.8 Shut-off PSI 307 298 290 281 264 246 229 212 195 177 160 143 125 108 91 73 56 39 HP PSIPump Model MODEL 25GS SELECTION CHART Horsepower Range 1 – 5, Recommended Range 8 – 33 GPM, 60 Hz, 3450 RPM Depth to Water in Feet/Ratings in GPM (Gallons per Minute) 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 340 380 420 460 500 540 580 620 660 700 740 0 32.8 30.8 28.6 26.2 23.5 20.0 16.2 11.0 20 31.8 30.0 27.5 25.2 22.0 19.0 15.0 8.0 25GS10 1 30 29.6 27.2 25.0 21.6 18.0 14.0 40 27.1 24.9 21.5 17.9 13.9 50 24.3 21.0 17.5 13.0 60 20.0 16.2 11.0 Shut-off PSI 82 74 65 56 48 39 30 22 13 4 0 33.0 31.8 30.3 28.8 26.9 24.8 22.0 19.8 16.5 11.0 20 32.6 31.2 29.6 28.0 26.0 23.8 21.0 18.1 14.8 8.0 25GS15 1½ 30 32.5 31.0 29.5 27.6 25.6 23.2 20.9 17.9 14.0 40 30.9 29.4 27.5 25.5 23.1 20.8 17.7 13.6 50 29.0 27.2 25.1 22.9 20.4 17.2 13.0 60 26.9 24.8 22.0 19.8 16.5 11.0 Shut-off PSI 111 103 94 85 77 68 59 51 42 33 25 16 7 0 33.0 31.8 30.4 29.0 27.4 25.7 22.6 21.5 19.3 15.4 20 32.7 31.3 30.0 28.6 26.8 25.0 22.9 20.9 18.3 14.3 9.0 25GS20 2 30 32.3 31.0 29.6 28.5 26.4 24.5 22.6 20.5 18.0 14.0 8.0 40 30.9 29.5 28.2 26.3 24.3 22.4 20.4 17.8 13.6 8.0 50 30.5 29.4 28.0 26.0 24.1 22.1 20.0 17.2 13.2 60 30.4 29.0 27.4 25.7 22.6 21.5 19.3 15.4 12.2 Shut-off PSI 139 130 121 113 104 95 87 78 69 61 52 43 35 26 17 0 33.0 32.2 31.5 30.5 29.6 28.3 27.1 25.8 22.6 19.0 14.0 20 32.8 32.0 31.0 30.0 29.0 27.9 26.6 25.0 23.8 21.9 20.0 12.6 25GS30 3 30 32.6 31.8 30.9 30.0 28.8 27.6 26.5 24.9 23.4 21.6 19.9 15.2 8.0 40 32.5 31.7 30.9 29.9 28.8 27.5 26.2 24.7 23.3 21.5 19.9 17.8 11.9 50 32.3 31.6 30.8 29.8 28.5 27.3 26.0 24.5 23.0 21.2 19.5 17.4 11.5 60 33.0 32.2 31.5 30.5 29.6 28.3 27.1 25.8 24.1 22.6 20.9 19.0 16.9 14.0 10.0 Shut-off PSI 191 183 174 165 157 148 139 131 122 113 105 96 87 79 70 53 35 18 0 32.7 32.2 31.7 31.2 30.5 29.1 27.3 25.3 23.3 21.4 19.3 16.5 11.7 20 33.0 32.5 32.1 31.5 31.0 30.3 29.6 28.8 27.0 25.0 23.0 21.1 18.9 15.9 10.6 25GS50R 5 30 32.9 32.5 32.0 31.5 30.9 30.2 29.5 28.7 27.8 25.9 23.9 21.9 19.9 17.4 13.3 40 32.9 32.4 31.9 31.4 30.8 30.1 29.4 28.5 27.6 26.7 24.7 22.7 20.8 18.6 15.3 50 32.8 32.3 31.8 31.3 30.7 30.0 29.2 28.4 27.5 26.5 25.6 23.6 21.6 19.6 16.9 60 32.7 32.2 31.7 31.2 30.6 29.9 29.1 28.3 27.4 26.4 25.4 24.4 22.4 20.4 18.2 14.6 Shut-off PSI 252 243 234 226 217 208 200 191 182 174 165 156 139 122 104 87 70 52 35 18 0 33.0 32.5 31.5 30.2 29.0 27.6 26.0 24.2 22.4 20.5 18.3 15.8 12.0 20 32.9 32.3 31.8 31.3 30.0 28.8 27.2 25.8 23.9 22.0 20.0 17.8 15.0 11.0 25GS50 5 30 32.8 32.2 31.8 31.2 30.5 29.3 27.9 26.4 24.8 22.9 21.0 18.9 16.2 13.0 8.0 40 32.7 32.1 31.7 31.1 30.4 29.9 28.5 27.1 25.4 23.7 21.9 19.9 17.5 14.5 10.5 50 32.6 32.1 31.6 31.0 30.3 29.9 29.2 27.8 26.3 24.5 22.6 21.8 18.7 16.0 12.7 60 33.0 32.5 32.0 31.5 30.8 30.2 29.8 29.0 28.3 26.9 25.1 23.3 21.5 19.5 17.0 14.0 9.5 Shut-off PSI 286 277 268 260 251 242 234 225 216 199 182 165 147 130 113 95 78 61 43 26 HP PSIPump Model Goulds is a registered trademark of Goulds Pumps, Inc. and is used under license. CentriPro is a trademark of Xylem Inc. or one of its subsidiaries. Noryl and Lexan are trademarks of GE Plastic. © 2014 Xylem Inc. B5-25GS R4 November 2014 Xylem Inc. 2881 East Bayard Street Ext., Suite A Seneca Falls, NY 13148 Phone: (866) 325-4210 Fax: (888) 322-5877 www.gouldswatertechnology.com ~ ,... . . _._; ~) ' .. \ L Recordcu Jan J, 1958 Reception ~o; 2002)0 u t 3: 20 Gins. .riHNER11L DEEO P .r.:. s. Kcc(;an, Hecor -..1cr • Le r ; .·•.•. ·_,,,._,,;a ..,<: nin~ .hundred and fifty-sev~n bctwce~ GUY R, COUL TEH __ . a flt·: "· antor, and ll!ARY L, COUL'I'.ER of the County uf Garficl~. ·; .. . ·'1 ar.u s~at t ·!; c ... :;·Jf i ,, .. , ; ·-the second part, heremalter catted the Grantee.-,-----·• ·. -:f ... . . W!T:SESSETH, ·y QI the >;:.un of T :f1 O ul lars (SlO;OO)··and -othcr good and valuable __ coJlSi~!"ation, --Tt-+-----·-------.--------.. . . .· ----·-·-·· in har.ci :,aid_!<)· the said Grantee, t e rece1p ···-· ----- .• ,~., ,,. ~-'"-•wledged, J;ia.S · granted, _bargained, s~ld, l'l n"':-·; transfer,-·assign-and-deliver-unto -i:he....Grantc.c_, ____ _ ;., . ~-· her heirs, <:xc:c;!u• :., a.in .i ii•-'': >1tors and assigns forever an undivided one- .brthinterest i n and toany and a .... flhe oil, gas ::;:::! :ither minerais in and undL-r and that may be pruducec ;. ;1m the following described lands situate, · .lying and l.ieing in the Cuunty 0i Garfield ·and State of Colorado, to-wit; The E!SEt and East Tt::n acres of the SWiSEi of Section 36, I ownsh!p "5-Sc::ratir,--Ran6 e 93 West-of-U..e-Sildh p _M , ex_cept tht> :1 . 4 acres convey cc: to 'f.ed l\L Coulter on Decernb!=r 15,· 1950 by clceo recurdec! as Document 174962 in book 256 at _-yage 418 uf t hC: _ _9arf~~ ld_ County records. -'---;----,------------'0-.-- .• f ~~-.. ·_ -. Aiso thal part of Lo•,; J and 4 :of0 Section 31, Township 5 · South; Range >12 West of fr.e six.t!!_!'.! !\~. and lying Westerly of the · .. __ 1 u ilowin.; <lt:s<. rii '"'' :;1.·.·: Beginning at a point on the South:·----·· li~ of said Lvt 4 wh t::1ce tlie-Southwe.st-c:orner or said ·Lot r;J._ -~~---. ~ . ... ~· . ' ,_ 4 bears W-est 392. (, f• •!l; thence N. 5°3 1 E. 2650. 3 feet tu· the ~ur t h lint' o f ;;;;1 <-,,ot 3. : .~ To g f"th e r with the:-1·:.;:-.t of ingress "and egress at all ti.mes for the . ::.: .. • ··.ol<;>ring, ·operating and devel~ing sa~d -·-·---·-----~~--___::.__~- ' -----. --=-::~ : . . ") -;.. . _ .... ~ . . ·~ 2/.5 ·; ._t /'.1 la; 'l it :-..tJni· ~r.1 ·1·r i n 11u \\ it h ti1~ ci ;;iil lo r{'C ll(,VC .froin said t.n2 1d a!i 1 1f Ll i•· c11 ·nutL·1·1.;, ;ir·l •j 1t·r·ty and improvt!inents. -·---________________ , __ _ T il v sal1· is u.ad1• subjec_.l tu any rights now ~xisting to any lessee .· .... _ . - _____ o_r_a_s~~~~~.'~.'~':" any V'1lid an<l subsifil.i.ng_uiL..,aruL_g;is lease of rcc~rd ·h•-r'<'I · r •. :"<· 1·x1 -, t:l•·d ; it lil'ing understo0.u and agn.!cd \ha\ _,..-1 td Grant e e _____ s_1i_a_l 1 __ 1_,avl:, n ·c:t:ive a11d 1.mjuy the herein granted_ undivided inter~;5t in a11<.l tu all bonuses, rents, royalties ancf'other benefits which· may accrue ·- ---·--:um;;,..-: thc:tcrms_ of sai{l _tease-inspf_a_f_:Jis ·a _~o".~!'~!!5~-~~-y~-de:;;cr_il!~U:-:--=---------· ian~ fru;n and after the . date here.of, precisely as ii the_ 9raatee herein undivided -interest in and to the lands. herein described and Grantee one of -- ----··tfi~cssuFs-therein~------- TO 111\VE-AND-Tc;l ·1.lOLD the same, together with all and singular ·--·. the .<iJJpurtcn;i.n_tes. an:d._ privilcgcs .. tbereunto belonging or Jn _<my.wise ~he.re:: ___ . ___ _. ~mtu appertaining, and all the estate, ri!l'ht, tiU~-' interest .;ind clair'.1 whats.ocver, of the said Granter, either in law or equity, to the onl;,· p'ropcr use, benefit and be hoof o( th.c said Grantee, her heirs and assigns fnre~·er IN· WlTN;:ss WJIEREOF~ the said party of the first part, Grant or, · ---.... ,.~hcrcunto-sct-tris !1a11cl ar.tl--se:tl-ti1e-'-t.lay-e.ncl-year-Hf5~hove-:.i;i:i.tten ____ _ . _-_ ... -.. . ~-"f?LA : --' ~-']_--·--··-... ·--. --p-:--ST.ATE ~OF .. COLOU.t\DO-:_.)._ -:___ __ \ ) ss. COVZ':TY OF Gt1RFIELD . ) . -On -the ,.13,..,,( day of March, A. D.-1957, personally app.eared before me GUY n ·coi:fi7YE"H the· signer of-the aboye instrument, who duly acknow~ -· leckctl to ~ie "that he ·'executed. the. same. -·----· ·~..._.MY Commission expires March-19, 19GO, \-' t_' . ) . (' ,. )(AL..P.~ Notary Puolic ·----"---'-':-' .!_•__;_ _ _::._-.,---------~~----:---------------:-------------- .--.".I -(• ·------------f;·.:-.-.tf,-;.c:1··Cnr1 ry ·e; t".~-ps rcatii-rcd: .. ( .·-----·--·--··----···. .· ----------·--;- Return to Search Results You searched for: DocNumlD = 200230 and RecDatelD >= V\ed Feb 21 00:00:00MST1883 and <= V\ed Apr 01 00:00:00 MDT2015 One item found.1 Description Mineral Deed (1) 200230 Summary Rec Date: 01/0311958 12:00:00 AM. BookPage: Related: Grantor: COULTER GUY R Grantee: COULTER MARYL Notes: Legal: Return to Search Results r eat e a n account to receive your report for uyCoulte r Fir st Name (Requiredj La st Name (Required) Em ail {Required) Vievv Full Results) By e nte ring your e m a il, you agree t o r eceive our free n e w s le tte r. Your informatio n will r e main p rivat e. W e 'll n ever sh are o r sell your information. Already a m ember? Sign in person s :. Guy Coulter Age: Died in 1968 C urrent Address:----, Rifle CO Phone Number: (""'*) "'*~ -*"*" Court Records C h eck: ..('Available :-~ --: ·--~Public That's The One • not offer cons ume r ; rtin g Act (FCRA). , and makes n o ~red comes from public < -· .:-· .-.m b e u sed for t, housing, ins urance, ease vis it GoodHi re for • • PeopleSmart Search Options Age range Fi rst N ame M a ry M iddle N ame Last N ame Coulter Maiden N ame City Rifle State I Colorad~ Zip Code Match fast name exactly Only show records w ith age Only show !tving persons Search Successful! 1 Public Record Report Found. Select a record below to access available: ../ Court Records ../ Add r ess H istory ../ Ba nkr u ptcies ../ Property Records ../ Contact Info ../ Rea l Estate Info ~ J udgments I Li e n s -./ M uch More! location Possible Relations Complete Details That's The One By using our website you agree to our Te rms o f U se and Privacy Po licy. PeopteSmart is not a consumer reporting agency and does not offer consumer reports as defined by the guidelines of the Fair Cre dit Re porting A ct (FCRA). PeopteSmart does not verify or evaluate each piece of data, and makes no warranties or guarantees about the informatton. All data offered comes from public sources. None of the information offered by PeopleSmart can be used for assessing or evaluating a person's eligibility for employment, housing, insurance, credit, or for any other purpose. covered under the FCRA. Please visit Good Hire for a ll your employment screening needs. Tank & Field-Trenches Garfield County Health Department Individual Sewage Disposal/Treatment System Type:Septic Tank Owner's Name and Address:Project Number:138 House Size (sq. ft.):288 N/A gallons/person/day No Garbage Disposal? (Y/N) Number of Bedrooms in Main House 1 Number of Offices, Libraries, Studies, Similar-sized Rooms in Main House 0 Number of Bedrooms in Detached Caretaker unit 0 0 Total Bedrooms and Potential Bedrooms:1 Single bedroom for office building considered 5 750 150 persons using additional bathrooms. Average Daily Waste Flow :900 gallons/day State Review Required?:No Average Percolation Rate (t) =80.7 minutes/inch Percolation rate is an average. Design Flow (Q) = Average Daily Waste Flow X 1.5 Design Flow, Q =1,350 gallons/day Absorption Area = A = 2425.50 sq. ft. of absorption area required 2,426.00 sq.ft. (Rounded Area) A (Trench) =1212.75 sq. ft..Trench System:50 % Reduction A (Bed) =1697.85 sq. ft..Bed System:30 % Reduction INFILTRATORS for Garfield County Number of Infiltrator Units (TRENCH) 80.85 bio-difuser Rounded Number of Units:81 9 trenches of 9.00 units each 75.00 feet wide X 45.00 feet long Unit Length:5.00 Row Separation:9.00 3,375.00 sq. ft. for trenches Unit Width:3.00 Actual number of Infiltrators for "square" field/trench = 81.00 units Infiltrator Cost (ea.) =$0.00 Cost of Infiltrators =$0.00 Number of Infiltrator Units (BED) 113.19 bio-difuser Rounded Number of Units:114 bed system, 14 units wide, and 9.00 units long. 47.42 feet wide X 54.00 feet long Unit Length:6.00 Row Separation:3.42 2,560.50 sq. ft. for bed Unit Width:3.00 Actual number of Infiltrators for "square" field/trench = 126.00 units Infiltrator Cost (ea.) =$0.00 Cost of Infiltrators =$0.00 Gravel less Infiltration System Joanna Shaffer 634 CR 296 Rifle, CO 81650 ISDS Design Calculations Number of Offices, Studies, Similar-sized Rooms in Caretaker Unit (If the caretaker unit is ATTACHED, treat as if part of main house.) Additional flow at 5GPD for 150 visitors/day; office and cabin w/ full bathroom considered above. A maximum 50% reduction is allowed for use of deep gravel or gravelless chambered system, for a TRENCH system only if the lot size and soil conditions are optimal. If a reduction is being proposed, describe why lot A Q x t=5 Page 1 Shaffer ISDS Calculations1 HOLE No. DEPTH OF TEST HOLE - below existing ground TIME TME INTERVAL TME INTERVAL DEPTH TO WATER LEVEL (FROM TOP OF STAKE) DROP in WATER LEVEL DROP in WATER LEVEL PERCOLATION RATE (ft.)(military)(min)(min)(feet)(feet)(inches)(min/in) 9:43:00 0.80 10:13:00 0:30 30.0 0.84 0.04 0.480 62.50 11:18:00 1:05 65.0 0.93 0.09 1.080 60.19 14:33:00 3:15 195.0 1.19 0.26 3.120 62.50 61.34 9:45:00 0.70 10:15:00 0:30 30.0 0.75 0.05 0.600 50.00 11:52:00 1:37 97.0 0.85 0.10 1.200 80.83 14:36:00 2:44 164.0 1.02 0.17 2.040 80.39 80.39 10:00:00 0.82 10:30:00 0:30 30.0 0.86 0.04 0.480 62.50 11:38:00 1:08 120.0 0.99 0.13 1.560 76.92 14:00:00 2:22 142.0 1.13 0.14 1.680 84.52 80.72 PERCOLATION TEST RESULTS FORM Hole Percolation Rate: 4.50#1 Notes: Percolation Tests #1, #2, & #3 were performed on __12/13/2014___. The "Hole Percolation Rate" is the average percolation rate in the last 25% of the percolation test hole, represented by the bolded numbers in the last column. The Design Percolation Rate is the (rounded) WORST value of the Hole Percolation Rates for #1, #2, & #3 in min./in Hole Percolation Rate: #2 #3 Hole Percolation Rate: Shaffer ISDS Calculations1 Page 1 of 1 INDIVIDUAL SEWAGE DISPOSAL SYSTEM (Septic Tank and Leach Field) OPERATION and MAINTENANCE GUIDE PREPARED BY: Bell Consulting, LLC. I.S.D.S. O&M Manual page 2 of 5 INDIVIDUAL SEWAGE DISPOSAL SYSTEM OPERATION AND MAINTENANCE The following tips and suggestions are intended to increase the useful life of your engineered sewage disposal system and to prevent disposal system failure due to neglect and abuse. The design of this system is designed for a specific number of persons occupying the stated structures. A larger occupancy rate than the design rate may result in an overload of the septic system and cause immediate system failure or a reduction of the life span of the leaching area. MINIMIZE THE LIQUIDS Practicing water conservation practices within your home can minimize wastewater that enters the system. The less wastewater you produce, the less wastewater there will be to treat and dispose. 1. Repair leaky fixtures. Check the toilet by dropping food coloring dyes in the tank and see if it shows up in the bowl prior to flushing. 2. Wash clothes only when you have a full load. 3. Take short showers instead of baths. Don't turn on the shower all the way and turn it off while lathering. 4. Install and use water saving fixtures and devices in your bathrooms, laundry rooms and kitchens. 5. Do not let the water run while washing, shaving, brushing teeth, rinsing vegetables, dishes, etc. Use a stoppered basin where possible. 6. Provide adequate drainage around the engineered system area to divert surface runoff from higher ground during storms or winter snowmelt. MINIMIZE THE SOLIDS Septic systems are "anaerobic" treatment systems. Digestion of solid materials is very slow and requires air or "aerobic" conditions to "disappear". The less material you put into the system, the less often it will require pumping. A good rule to follow is: I.S.D.S. O&M Manual page 3 of 5 "Don't use your septic system for anything that can be disposed of in some other way" 1. Avoid using a garbage disposal. Properly dispose of scraps and other garbage by composting, recycling, or with the trash. 2. Collect grease in a container rather than pouring it down the sink. 3. Minimize the disposal of paper products into the system. Non- degradable items such as disposable diapers, sanitary napkins, tissues, cigarette butts and paper towels are especially harmful to the system. 4. Only three things should go into the septic tank: Human Wastes; Toilet Paper; and Water. 5. Ordinary household chemicals (bleaches, detergents & soaps) will not hurt the bacteria in your system when not used in excessive amounts. 6. DO NOT DISPOSE OILS, PAINTS, THINNERS, FILM DEVELOPMENT CHEMICALS, OR OTHER TOXIC LIQUIDS INTO YOUR SYSTEM. SEPTIC TANK ADDITIVES Advertised chemical additives, bacteria, enzymes, etc. do not help solids breakdown in the septic tank and will not reduce the need for pumping the septic tank. REGULAR INSPECTIONS Septic Tank: To inspect the septic tank, remove the manhole cover at the inlet end of the tank. Use a shovel to push the scum layer away from the side of the tank and estimate its thickness. If the scum layer is 12" thick or more, arrange to have the septic tank pumped immediately. Replace the cover and wash off the shovel and your hands. For an average 3 or 4 bedroom residence, the pumping interval for the I.S.D.S. O&M Manual page 4 of 5 septic tank is usually between 2 and 4 years. Annual inspection of the septic tank should become part of your overall home maintenance routine. Dosing Tank or Pump Station: To inspect the dosing tank, follow the same instructions for the septic tank. However, there should not be a scum layer or sediments inside the tank. Check to see if the water level markings are consistent on the side of the tank. Variability indicates that the siphon or effluent pump is not operating properly. If the water level is near the top of the markings, wait for the siphon or pump to operate and watch for problems. The siphon has an overflow pipe in which the effluent will flow out of the tank by gravity. Should this be occurring, have the tank pumped and check the siphon openings to see if they are plugged. Effluent Filter: To inspect the effluent filter, remove the manhole cover at the outlet end of the tank. However, there should not be a scum layer or sediments inside the tank. Check to see if the water level markings are consistent on the side of the tank. High water indicates that the effluent filter is not operating properly. If the water level is near the top, remove the filter cartridge using the filter cartridge handle. Keeping the filter in the septic tank, spray the filter with water until clean. Replace the filter into the effluent tee. Filter Mound or Trench: Check the observation tubes regularly. Standing water near the same elevation as the natural soil surface (or higher) may be an indication of trouble. Look for seepage or excessive wetness near the base of the filter mound or trench area. SUMMARY A general inspection of the septic tank, dosing tank (or pump station), filter mound or trench area should be made each year. These inspections are best made during the wet season of the year. If these items are not routinely inspected, solids can carry over into the disposal areas from the septic tank and clog the system resulting in system failure and health hazard risks. In areas with potentially high I.S.D.S. O&M Manual page 5 of 5 ground water, the septic tank should be pumped during low water months such as September, October, and November. Pumping during high water months may cause the septic tank to float out of the ground. The LariatGovernment Creek R e b a r a n d 1 - 1 / 2 " A l u m i n u m C a p L S N o . 1 6 3 9 7 S i t e B e n c h m a r k E l = 5 4 7 3 . 9 ' R e b a r a n d C a p L S N o . 9 0 0 9 R e b a r a n d 1 - 1 / 2 " A l u m i n u m C a p L S N o . 1 6 3 9 7 U T U T 1 6 " C M P C r u s h e d 1 2 " C M P I n v . I n = 5 4 3 5 . 4 ' I n v . O u t = 5 4 3 5 . 0 ' 2 4 " C M P v . I n = 5 4 3 5 . 0 ' O u t = 5 4 3 4 . 0 ' Gravel Driveway D o k e s L a n e 6 " P V C I n v I n = 5 4 3 6 . 6 ' I n v O u t = 5 4 3 5 . 7 ' A s p h a l t G u y W i r e t o P o w e r P o l e P o n d N 9 0 ° 0 0 ' 0 0 " W 4 6 8 . 5 1 ' N 0 0 ° 0 6 ' 3 8 " W 2 2 8 . 0 0 ' N 8 9 ° 4 3 ' 1 8 " E 4 5 2 . 2 0 ' S 00°39'18" W 122.70' 4 0 . 4 0 ' S 7 6 ° 3 6 ' 4 2 " E D 2 ° 2 7 ' 2 3 " R 2 3 4 2 . 0 0 ' L 1 0 0 . 4 1 ' C B N 1 2 ° 0 9 ' 2 8 " E C H 1 0 0 . 4 0 ' U T White St r i p e Yellow D a s h e d White St r i p e G r a v e l D r i v e w a y B l o c k R e t a i n i n g W a l l s 2 1 . 0 ' 4 0 . 2 ' S t o r a g e S h e d C i s t e r n L i d C D O T A l u m i n u m C a p 5 4 6 0 5440 54 7 0 5 4 8 0 5490 549 0 5 4 7 0 5 4 8 0 5 4 8 0 5 4 6 0 5 4 5 0 5 4 4 0 544 0 1 7 . 2 ' 7 3 . 6 ' Guy WirePower PoleTelephone P e d . Delineator P o s t FenceSignTree (Scale d t o D r i p L i n e ) Undergrou n d F i b e r O p t i c M a r k e r Undergrou n d T e l e p h o n e M a r k e r Overhead U t i l i t i e s UFOUT LEGEND SCALE: 1"=30' T H E L A R I A T A C o m m u n i t y E v e n t s F a c i l i t y 6 3 4 C o u n t y R o a d 2 9 6 , G a r f i e l d C o u n t y , C o l o r a d o NOTES1.) Existing conditions survey was performed in December of 2014.2.) CONTOUR INTERVAL FOR THIS SURVEY IS 2 FEET.3.) The site does not fall within a designated 100-year floodplain. O W N E R J o a n n a S h a f f e r 5 5 5 P r e f o n t a i n e A v e R i f l e , C O 8 1 6 5 0 E N G I N E E R N a t h a n B e l l , P . E . B e l l C o n s u l t i n g , L L C . P . O . B o x 8 R i f l e , C O 8 1 6 5 0 9 7 0 - 9 4 8 - 3 1 5 3 S U R V E Y O R M i c h a e l L a n g h o r n e P L S B o o k c l i f f S u r v e y S e r v i c e s 1 3 6 E . 3 r d S t r e e t R i f l e , C O 8 1 6 5 0 9 7 0 - 6 2 5 - 1 3 3 0 I n d e x t o S h e e t s S h e e t D e s c r i p t i o n 1 C o v e r - E x i s t i n g C o n d i t i o n s 2 S i t e a n d G r a d i n g P l a n 3 A c c e s s , t r a i l , d r a i n a g e P r o f i l e s 4 O W T S P l a n 5 L a n d s c a p e P l a n 6 S a m p l e S W M P p l a n E x i s t i n g C o n d i t i o n S u r v e y - B o o k c l i f f S u r v e y S e r v i c e s Vicinity M a p Scale: 1" = 5 0 0 ' NOTES - GENERAL:1.All work shall be coordinated with the Property Owner or Representative.2.Dust control for all areas is to be maintained through wetting exposed surfacesthroughout the construction process and final wetting upon completion.3.It is the contractor's responsibility to notify the utility notification company ofColorado at 1-800-922-1987 at least two business days in advance of anyconstruction which requires utility locates and to verify location and depth beforework begins.4.The contractor is responsible for the protection of all utilities during construction. Allutilities shall be maintained in continuous service throughout the entireconstruction period. The contractor shall be responsible and liable for any damagesto, or interruption of, services caused by the construction.5. It is the contractor's responsibility to coordinate and schedule all earthwork, roadconstruction, traffic regulation, utility construction, construction inspection andgeotechnical testing.6. It is the contractor's responsibility to maintain road access and traffic control at alltimes during construction.7. Contractor is responsible for acquisition of Storm Water Discharge Permit from theState of Colorado if required.8. Stormwater Best Management Practices shall be utilized for all Constructionactivities during all phases of construction, until the final acceptance of the project.The Contractor shall keep the work site clean and free from rubbish and debris. TheContractor shall also abate dust nuisance as necessary as required by the State ofColorado and the Property Owner. Contractor shall take preventive measures toinsure that mud from vehicles and/or construction debris are not deposited on theexisting paved streets. Any such mud or debris that is tracked on to the existingstreets from this site shall be completely removed before construction activities haveended for the day. No such mud or debris shall be allowed to remain in any streetovernight.9. All Erosion Control Devices shall remain in-place and maintained until a 70%re-vegetation is established or until removed for irrigation purposes.10.All materials and workmanship shall be subject to inspection by the owner and theirrepresentatives. They reserve the right to accept or reject any materials and/orworkmanship that do not conform to the approved drawings and specifications.11.A traffic control plan must be approved by Garfield County Road and Bridge andowner or owner's representative prior to work in County Road 296. H/C Yellow dashed centerline P a v i l i o n 4 4 x 6 6 F F : 5 4 7 4 . 5 s h e d f f : 5 4 6 6 . 5 R e s t r o o m F F : 5 4 6 8 . 0 c a b i n f f : 5 4 4 3 . 5 o f f i c e f f : 5 4 4 2 . 0 PARKING 12 PA R K I N G 1 3 ( t y p . 9 ' x 2 0 ' ) P A R K I N G 9 Leach F i e l d 1 0 0 ' w e l l s e t b a c k 8 ' w i d e A c c e s s P a t h e x i s t i n g s t o r a g e P= 2 H/C (16'x20') s e p t i c t a n k s e e I S D S d e s i g n 16.00'Site drainage channel2:1 sides -see profilefor grade 1 6 . 9 4 ' 1 8 . 2 7 ' 1 9 . 5 1 ' E x i s t i n g I r r i g a t i o n P o n d t o r e m a i n w i t h o u t m o d i f i c a t i o n I r r i g a t i o n T a i l w a t e r D i t c h E x i s t i n g p o n d l o w l e v e l d r a i n a n d o u t l e t o v e r f l o w I r r i g a t i o n D i t c h White stripeWhite stripe Right turn lane 24" CMP inv:5435.0Colorado State Highway No. 13Cnty Rd 296 1 0 . 2 3 ' 10.00'10.62' 4 " S c h 4 0 s e w e r t o p r o p o s e d s i n k c o n c r e t e a n d t r e e t o b e r e m o v e d Existing stop sign EXISTING WELL20' ASPHALT APRON NEW STOP SIGN d u m p s t e r p a d E x i s t i n g 6 ' w o v e n w i r e f e n c e E x i s t i n g 6 ' w o v e n w i r e f e n c e E x i s t i n g 6 ' w o v e n w i r e f e n c e H / C s p o t s t o b e 6 " t h i c k c o n c r e t e p a d s 2 ' c o n t o u r i n t e r v a l e x i s t i n g g r o u n d 71.50' edge of Highway 13to centerline intersectionSIGHTDISTANCE =600' E x i s t i n g 2 : 1 s l o p e m i n 2 % s l o p e a w a y f r o m a l l b l d g s m i n 2 % s l o p e a w a y f r o m a l l b l d g s H a r d s u r f a c e a c c e s s t o r e s t r o o m s m i n 2 % s l o p e a w a y f r o m a l l b l d g s m i n 2 % s l o p e a w a y f r o m a l l b l d g s w a t e r p r e s s u r e t a n k i n s i d e o f f i c e o r h e a t e d a r e a w a t e r t o b e 1 " P u r e c o r e O A E water t o b e 2 " Pure c o r e O A E 3 / 4 " w a t e r s e r v i c e 3 / 4 " w a t e r s e r v i c e R e m o v e e x i s t i n g s t e e l p i p e R e p l a c e e x i s t i n g P V C w i t h 1 2 " A D S - N 1 2 c u l v e r t 3 % 3 % T y p i c a l A c c e s s S e c t i o n · N T S 3 1 C L 2 1 2 1 31 3 % o r t a p e r t o e x i s t i n g C o u n t y R d 3 % o r t a p e r t o e x i s t i n g C o u n t y R d T y p i c a l E n t r a n c e A p r o n · N T S 3 1 C L 2 1 2 1 31 3 % - 4 % C L T y p i c a l P a t h S e c t i o n · N T S 2 m a x 1 2 m a x 1 2 m a x 1 2 m a x 1 D e s c r i p t i o n L : \ B C - j o b f i l e s \ 1 3 8 - S h a f f e r c o m m u n i t y \ d r a w i n g s \ S i t e l a y o u t . d w g S h e e t T i t l e F i l e C l i e n t P r o j e c t O F D r a w i n g R e v i s i o n s B y N o . D a t e S h e e t N u m b e r B E L L C O N S U L T I N G , L L C P . O . B o x 8 R i f l e , C o l o r a d o 8 1 6 5 0 V o i c e : 9 7 0 / 6 2 5 - 9 3 1 3 F a x : 9 7 0 / 6 2 5 - 9 3 1 5 D a t e B y C h e c k e d B y 2 T h e L a r i a t D e s i g n S i t e L a y o u t a n d G r a d i n g P l a n J o a n n a S h a f f e r C R 2 9 6 , R i f l e , C O 5 / 1 1 / 1 5 n j b 0 H O R I Z O N T A L G R A P H I C S C A L E I N F E E T 1 I N C H = F E E T 2 0 2 0 2 0 4 0 6 0 A R E A S : T o t a l s i t e = 2 . 4 4 a c r e s B u i l d i n g s a n d c o n c r e t e = 0 . 0 7 a c r e s G r a v e l d r i v e , p a r k i n g , t r a i l = 0 . 3 9 a c r e s O p e n S p a c e ( v e g e t a t e d ) = 1 . 8 1 a c r e s P o n d = 0 . 1 7 a c r e s N O T E S 1 . ) E x i s t i n g c o n d i t i o n s s u r v e y w a s p e r f o r m e d i n D e c e m b e r o f 2 0 1 4 . 2 . ) C O N T O U R I N T E R V A L F O R T H I S S U R V E Y I S 2 F E E T . 3 . ) T h e s i t e d o e s n o t f a l l w i t h i n a d e s i g n a t e d 1 0 0 - y e a r f l o o d p l a i n . Connect to existingpaved road R e s t r o o m F F e l e v : 5 4 6 8 S h e d F F : 5 4 6 6 . 5 P a v i l l i o n a c c e s s p o i n t F F : 5 4 7 4 . 5 D e s c r i p t i o n L : \ B C - j o b f i l e s \ 1 3 8 - S h a f f e r c o m m u n i t y \ d r a w i n g s \ S i t e l a y o u t . d w g S h e e t T i t l e F i l e C l i e n t P r o j e c t O F D r a w i n g R e v i s i o n s B y N o . D a t e S h e e t N u m b e r B E L L C O N S U L T I N G , L L C P . O . B o x 8 R i f l e , C o l o r a d o 8 1 6 5 0 V o i c e : 9 7 0 / 6 2 5 - 9 3 1 3 F a x : 9 7 0 / 6 2 5 - 9 3 1 5 D a t e B y C h e c k e d B y 3 T h e L a r i a t D e s i g n A c c e s s . T r a i l , D r a i n a g e P r o f i l e s J o a n n a S h a f f e r C R 2 9 6 , R i f l e , C O 5 / 1 1 / 1 5 n j b Access Dri v e P r o f i l e T r a i l P r o f i l e Front Drain Profil e 16.00'16.94' 1 8 . 2 7 ' 1 9 . 5 1 ' 10.23'10.00'10.62'6.0' min. Between TrenchesBio-diffuser Chamber (3'x5' ea unit)9 Rows of 9 units ea., 81 Total -or equivalent length Percolation Test Hole #3and profile holePercolation Test Hole #2 Percolation Test Hole #1 Polylok Distribution Box w/Baffle and 9 dist pipes 2" -OAE 2000 Gallon Septic Tank w/ baffle4" Sch40 pipe2" Sch40 pipecabinff: 5443.5 officeff:5442.0Site drainage channel 2:1sides10.23'10.00'10.62'Parking areaParking area D o u b l e w y e c l e a n - o u t b e l o w b e n d a n d c o n n e c t i o n D o u b l e w y e c l e a n - o u t D o u b l e w y e c l e a n - o u t b e l o w b e n d a n d c o n n e c t i o n Double wy e c l e a n - o u t below horiz o n t a l a n d vertical be n d Double wye cle a n - o u t Double wye cl e a n - o u t 100' well setback c a b i n f f : 5 4 6 8 . 0 s h e d P a v i l l i o n f f : 5 4 7 4 . 5 0 Storage I r r i g a t i o n d i t c h C o n n e c t C a b i n s e w e r B i - d i r e c t i o n a l w y e c l e a n o u t Connect Cabin sewerConnect Office sewer 4 " S c h 4 0 s e w e r p i p e o n c o n t i n u o u s g r a d e . M i n b u r y 4 ' S i n k c o n n e c t i o n w i t h B i - d i r e c t i o n a l w y e c l e a n o u t Bi-directional wye cleanoutat grade changeBi-directional wye cleanoutat grade change D e s c r i p t i o n L : \ B C - j o b f i l e s \ 1 3 8 - S h a f f e r c o m m u n i t y \ d r a w i n g s \ S i t e l a y o u t . d w g S h e e t T i t l e F i l e C l i e n t P r o j e c t O F D r a w i n g R e v i s i o n s B y N o . D a t e S h e e t N u m b e r B E L L C O N S U L T I N G , L L C P . O . B o x 8 R i f l e , C o l o r a d o 8 1 6 5 0 V o i c e : 9 7 0 / 6 2 5 - 9 3 1 3 F a x : 9 7 0 / 6 2 5 - 9 3 1 5 D a t e B y C h e c k e d B y 4 T h e L a r i a t D e s i g n O W T S D e s i g n J o a n n a S h a f f e r C R 2 9 6 , R i f l e , C O 5 / 1 1 / 1 5 n j b 0HORIZONTAL G R A P H I C S C A L E I N F E E T 1 I N C H = F E E T 2 0 20 2 0 4 0 6 0 S e p t i c T a n k D e t a i l T y p i c a l S i d e S e c t i o n D e t a i l Typical Distribution Detail T h i s O n s i t e W a t e w a t e r T r e a t m e n t S y s t e m i s d e s i g n e d t o s e r v e a C o m m u n i t y M e e t i n g F a c i l t y w h i c h w i l l i n c l u d e p r i v a t e r e s t r o o m s , a n o f f i c e w i t h 3 / 4 b a t h a n d a c a b i n w i t h 1 / 2 b a t h . T h e f a c i l i t y i s t o s e r v e u p 1 5 0 p e o p l e p e r e v e n t . A c c o r d i n g t o G a r f i e l d C o u n t y r e g u l a t i o n s f o r d e s i g n a v e r a g e w a s t e f l o w t h e c a l c u l a t i o n s u t i l i z e t h e f o l l o w i n g ; a s s u m i n g s h o r t - t e r m v i s i t o r s a t 5 g p d / p e r s o n a n d 2 e m p l o y e e s f o r t h e o f f i c e a t 7 5 g p d / p e r s o n . T h e r e f o r e : S e w a g e F l o w : 1 5 0 p e r s o n s X 5 g p d / p e r s o n = 7 5 0 g p d 2 p e r s o n s X 7 5 g p d / p e r s o n = 1 5 0 g p d A v e r a g e D a i l y W a s t e F l o w = 9 0 0 g p d D e s i g n D a i l y W a s t e F l o w = 1 . 5 0 x A v e r a g e D a i l y W a s t e F l o w ; 1 . 5 0 x 9 0 0 g p d = 1 3 5 0 g p d M i n i m u m r e c o m m e n d e d c o n c r e t e s e p t i c t a n k s i z e = 2 0 0 0 g a l l o n s - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - P e r c o l a t i o n t e s t i n g w a s p e r f o r m e d b y B e l l C o n s u l t i n g , L L C . R e s u l t s o f p e r c o l a t i o n t e s t i n g w e r e a s f o l l o w s : P e r c o l a t i o n R a t e 1 : 6 1 m i n / i n P e r c o l a t i o n R a t e 2 : 8 0 m i n / i n P e r c o l a t i o n R a t e 3 : 8 0 m i n / i n U s e a P e r c o l a t i o n R a t e = 8 0 m i n / i n - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T h e r e q u i r e d a b s o r p t i o n a r e a ( A ) f o r a n o r m a l g r a v e l t y p e l e a c h a r e a i s c a l c u l a t e d u s i n g t h e f o l l o w i n g f o r m u l a : A = ( D e s i g n f l o w / 5 ) x S q . r o o t o f ( A v e . P e r c o l a t i o n R a t e ) T h e r e f o r e , A = 1 3 5 0 x S q . r o o t o f 8 0 5 A = 2 4 2 6 s f G a r f i e l d C o u n t y a l l o w s a m a x i m u m r e d u c t i o n o f 5 0 % o f t h e r e q u i r e d l e a c h i n g a r e a f o r a g r a v e l e s s t y p e d e s i g n i n a T r e n c h c o n f i g u r a t i o n a n d m a x i m u m 3 0 % r e d u c t i o n f o r a B e d c o n f i g u r a t i o n . T h i s i s a T r e n c h c o n f i g u r a t i o n , T h e r e f o r e t h e r e q u i r e d A r e a = 2 4 2 6 s f x 0 . 5 = 1 2 1 3 s f R e q u i r e d n u m b e r o f B i o - d i f f u s e r U n i t s = 1 2 1 3 / 1 5 = 8 1 u n i t s T h e l e a c h T r e n c h e s s h a l l b e 9 r o w s , 9 u n i t s l o n g f o r a t o t a l o f 8 1 u n i t s . M i n i m u m H o r i z o n t a l S e t b a c k s : L e a c h f i e l d S e t b a c k f r o m W e l l s : 1 0 0 f t S e p t i c t a n k s e t b a c k f r o m w e l l s : 5 0 f t S e t b a c k f r o m R i v e r o r l i v e s t r e a m : 5 0 f t S e t b a c k f r o m D r y G u l c h : 2 5 f t T h e a b o v e d e s i g n e d I S D S s h a l l b e i n s t a l l e d s a t i s f y i n g a l l m i n i m u m s e t b a c k s a n d d e s i g n s t a n d a r d s a s d e s c r i b e d b y G a r f i e l d C o u n t y P l a n n i n g D e p t . I S D S r e g u l a t i o n s a n d a c c o r d i n g t o a l l m a n u f a c t u r e r s s p e c i f i c a t i o n s a n d r e c o m m e n d a t i o n s . R e s i d e n c e d o m e s t i c w a t e r i s s e r v e d b y t h e C i t y o f R i f l e w i t h a n e x i s t i n g t a p . E x i s t i n g C o n d i t i o n s a n d B o u n d a r y i n f o r m a t i o n p r o v i d e d b y o w n e r . Sewer Profile 16.00' 1 6 . 9 4 ' 1 8 . 2 7 ' 1 9 . 5 1 ' 1 0 . 2 3 ' 10.00'10.62' G r a v e l P a r k i n g d u m p s t e r p a d H/C concrete (16'x20') H/C concrete 20' ASPHALT APRON Leach Fi e l d e x i s t i n g s t o r a g e o f f i c e f f : 5 4 4 2 . 0 s e p t i c t a n k s e e I S D S d e s i g n c a b i n f f : 5 4 4 3 . 5 c o n c r e t e a n d t r e e t o b e r e m o v e d 2 ' c o n t o u r i n t e r v a l e x i s t i n g g r o u n d E x i s t i n g 6 ' w o v e n w i r e f e n c e E x i s t i n g I r r i g a t i o n P o n d t o r e m a i n w i t h o u t m o d i f i c a t i o n E x i s t i n g p o n d l o w l e v e l d r a i n a n d o u t l e t o v e r f l o w I r r i g a t i o n T a i l w a t e r D i t c h H a r d s u r f a c e a c c e s s t o r e s t r o o m s R e s t r o o m F F : 5 4 6 8 . 0 s h e d f f : 5 4 6 6 . 5 P a v i l i o n 4 4 x 6 6 F F : 5 4 7 4 . 5 R e p l a c e e x i s t i n g P V C w i t h 1 2 " A D S - N 1 2 c u l v e r t 1 2 " d i a b i r c h 6 " d i a b i r c h 6 " d i a b i r c h 6 " d i a b i r c h d o u b l e 1 2 " d i a c o t t o n w o o d 8 " d i a C o t t o n w o o d 1 2 " d i a C o t t o n w o o d 1 4 " d i a C o t t o n w o o d 1 2 " d i a C o t t o n w o o d 1 2 " d i a J u n i p e r 1 0 " d i a J u n i p e r 6 " d i a J u n i p e r 6 " d i a J u n i p e r 1 0 " d i a J u n i p e r G r a v e l P a t h H a r d S u r f a c e P a t h G r a v e l P a t h Gravel Par k i n g G r a v e l P a r k i n g Gravel P a r k i n g Gravel Access P r o p o s e d B l u e S p r u c e Proposed Blue Spruce Proposed Blue Spruce Proposed Crab appleProposed Crab apple P r o p o s e d M a p l e 8 " d i a C o t t o n w o o d P r o p o s e d O r n a m e n t a l f r u i t P r o p o s e d O r n a m e n t a l f r u i t Possible horse shoe pits a n d p l a y a r e a over leach field. No per m a n e n t s t r u c t u r e s or posts buried more tha n 2 ' . D e s c r i p t i o n L : \ B C - j o b f i l e s \ 1 3 8 - S h a f f e r c o m m u n i t y \ d r a w i n g s \ S i t e l a y o u t . d w g S h e e t T i t l e F i l e C l i e n t P r o j e c t O F D r a w i n g R e v i s i o n s B y N o . D a t e S h e e t N u m b e r B E L L C O N S U L T I N G , L L C P . O . B o x 8 R i f l e , C o l o r a d o 8 1 6 5 0 V o i c e : 9 7 0 / 6 2 5 - 9 3 1 3 F a x : 9 7 0 / 6 2 5 - 9 3 1 5 D a t e B y C h e c k e d B y 5 T h e L a r i a t D e s i g n L a n d s c a p e P l a n J o a n n a S h a f f e r C R 2 9 6 , R i f l e , C O 5 / 1 1 / 1 5 n j b 0 H O R I Z O N T A L G R A P H I C S C A L E I N F E E T 1 I N C H = F E E T 2 0 2 0 2 0 4 0 6 0 A R E A S : T o t a l s i t e = 2 . 4 4 a c r e s B u i l d i n g s a n d c o n c r e t e = 0 . 0 7 a c r e s G r a v e l d r i v e , p a r k i n g , t r a i l = 0 . 3 9 a c r e s O p e n S p a c e ( v e g e t a t e d ) = 1 . 8 1 a c r e s P o n d = 0 . 1 7 a c r e s T r e e C o u n t E x i s t i n g d e c i d u o u s + 6 " = 1 1 E x i s t i n g J u n i p e r + 6 " = 5 P r o p o s e d B l u e S p r u c e = 3 P r o p o s e d o r n a m e n t a l f r u i t = 5 N O T E S 1. ) T h e m a j o r i t y o f t h e s i t e i s t o b e g r a s s e s o f a p e r e n n i a l R y e o r c r e e p i n g r e d f e s c u e v a r i e t y t o i n c r e a s e d r o u g h t t o l e r a n c e a l l o w h e r b i c i d e a p p l i c a t i o n f o r w e e d c o n t r o l . 2. ) A l l a r e a s n o t s h o w n a s s u r f a c e d i n s o m e m a n n e r a r e t o b e g r a s s y o p e n a r e a s . 3. ) T h e r e i s c u r r e n t l y m i n i m a l n o x i o u s w e e d s i n e v i d e n c e o n t h e s i t e . 4. ) A l l h e r b i c i d e a p p l i c a t i o n i s t o b e b y a l i c e n s e d a p p l i c a t o r o r i n c o m p l i a n c e w i t h G a r f i e l d C o u n t y V e g e t a t i o n M a n a g e m e n t . 5. ) C O N T O U R I N T E R V A L F O R T H I S S U R V E Y I S 2 F E E T . G r a v e l P a r k i n g G r a v e l P a r k i n g Gravel P a r k i n g Gravel Par k i n g H/C concrete H/C concrete (16'x20') Gravel Access c a b i n f f : 5 4 4 3 . 5 o f f i c e f f : 5 4 4 2 . 0 e x i s t i n g s t o r a g e Leach Fi e l d 2 ' c o n t o u r i n t e r v a l e x i s t i n g g r o u n d E x i s t i n g p o n d l o w l e v e l d r a i n a n d o u t l e t o v e r f l o w E x i s t i n g I r r i g a t i o n P o n d t o r e m a i n w i t h o u t m o d i f i c a t i o n I r r i g a t i o n T a i l w a t e r D i t c h P a v i l i o n 4 4 x 6 6 F F : 5 4 7 4 . 5 H a r d s u r f a c e a c c e s s t o r e s t r o o m s R e s t r o o m F F : 5 4 6 8 . 0 s h e d f f : 5 4 6 6 . 5 p r o p o s e d s e p t i c t a n k 110' of silt fence to protecthighway roadside ditch 150' of silt fence to mitigaterunoff to adjacent parcel 6 0 ' o f s i l t f e n c e t o d u r i n g r e s t r o o m c o n s t r u c t i o n Double wattle at outlet of drainageGrass drainage swlae H a r d S u r f a c e P a t h G r a v e l P a t h e x i s t i n g t r e e t o b e r e m o v e d F l o w E n d V i e w S e c t i o n V i e w F a b r i c S t a p l e d t o P o s t s S i l t F e n c e F a b r i c A n c h o r e d i n T r e n c h 6 " b y 6 " T r e n c h C o m p a c t e d B a c k f i l l F l o w D i r e c t i o n 1 0 ' m a x . 2 4 " m i n . W o o d P o s t , 2 " X 2 " 4 2 " m i n . 2 4 " m i n . 1 8 " m i n . S i l t F e n c e F a b r i c A n c h o r d i n T r e n c h a n d F i r m l y A t t a c h e d t o P o s t F l o w D i r e c t i o n 6 " b y 6 " T r e n c h D e s c r i p t i o n L : \ B C - j o b f i l e s \ 1 3 8 - S h a f f e r c o m m u n i t y \ d r a w i n g s \ S i t e l a y o u t . d w g S h e e t T i t l e F i l e C l i e n t P r o j e c t O F D r a w i n g R e v i s i o n s B y N o . D a t e S h e e t N u m b e r B E L L C O N S U L T I N G , L L C P . O . B o x 8 R i f l e , C o l o r a d o 8 1 6 5 0 V o i c e : 9 7 0 / 6 2 5 - 9 3 1 3 F a x : 9 7 0 / 6 2 5 - 9 3 1 5 D a t e B y C h e c k e d B y 6 T h e L a r i a t D e s i g n S a m p l e S W M P M a p J o a n n a S h a f f e r C R 2 9 6 , R i f l e , C O 5 / 1 1 / 1 5 n j b 0 H O R I Z O N T A L G R A P H I C S C A L E I N F E E T 1 I N C H = F E E T 2 0 2 0 2 0 4 0 6 0 W a t t l e / E r o s i o n L o g . D o n o t s c a l e . S i l t F e n c e D o n o t s c a l e . NOTES:1.Erosion control BMP's to b e i n s t a l l e d p r i o r t o c o n s t r u c t i o n . 2.Dust maintenance is to occ u r t h r o u g h w e t t i n g o n l y r a t h e r t h a n c h e m i c a l s t a b i l i z a t i o n u n l e s s o t h e r w i s e a p p r o v e d b y Engineer or owner.NOTES - GENERAL:1.All work shall be coordinat e d w i t h t h e P r o p e r t y O w n e r o r R e p r e s e n t a t i v e . 2.Dust control for all areas is t o b e m a i n t a i n e d t h r o u g h w e t t i n g e x p o s e d s u r f a c e s t h r o u g h o u t t h e c o n s t r u c t i o n process and final wetting u p o n c o m p l e t i o n . 3.It is the contractor's respon s i b i l i t y t o n o t i f y t h e u t i l i t y n o t i f i c a t i o n c o m p a n y o f C o l o r a d o a t 1 - 8 0 0 - 9 2 2 - 1 9 8 7 a t l e a s t two business days in adv a n c e o f a n y c o n s t r u c t i o n w h i c h r e q u i r e s u t i l i t y l o c a t e s a n d t o v e r i f y l o c a t i o n a n d d e p t h before work begins.4.The contractor is responsib l e f o r t h e p r o t e c t i o n o f a l l u t i l i t i e s d u r i n g c o n s t r u c t i o n . A l l u t i l i t i e s s h a l l b e m a i n t a i n e d in continuous service thr o u g h o u t t h e e n t i r e c o n s t r u c t i o n p e r i o d . T h e c o n t r a c t o r s h a l l b e r e s p o n s i b l e a n d l i a b l e for any damages to, or in t e r r u p t i o n o f , s e r v i c e s c a u s e d b y t h e c o n s t r u c t i o n . 5. It is the contractor's respo n s i b i l i t y t o c o o r d i n a t e a n d s c h e d u l e a l l e a r t h w o r k , r o a d c o n s t r u c t i o n , t r a f f i c r e g u l a t i o n , utility construction, cons t r u c t i o n i n s p e c t i o n a n d g e o t e c h n i c a l t e s t i n g . 6. It is the contractor's respo n s i b i l i t y t o m a i n t a i n r o a d a c c e s s a n d t r a f f i c c o n t r o l a t a l l t i m e s d u r i n g c o n s t r u c t i o n . 7. Contractor is responsible f o r a c q u i s i t i o n o f S t o r m W a t e r D i s c h a r g e P e r m i t f r o m t h e S t a t e o f C o l o r a d o i f r e q u i r e d . 8. Stormwater Best Manage m e n t P r a c t i c e s s h a l l b e u t i l i z e d f o r a l l C o n s t r u c t i o n a c t i v i t i e s d u r i n g a l l p h a s e s o f construction, until the fi n a l a c c e p t a n c e o f t h e p r o j e c t . T h e C o n t r a c t o r s h a l l k e e p t h e w o r k s i t e c l e a n a n d f r e e f r o m rubbish and debris. The C o n t r a c t o r s h a l l a l s o a b a t e d u s t n u i s a n c e a s n e c e s s a r y a s r e q u i r e d b y t h e S t a t e o f Colorado and the Proper t y O w n e r . C o n t r a c t o r s h a l l t a k e p r e v e n t i v e m e a s u r e s t o i n s u r e t h a t m u d f r o m v e h i c l e s and/or construction debr i s a r e n o t d e p o s i t e d o n t h e e x i s t i n g p a v e d s t r e e t s . A n y s u c h m u d o r d e b r i s t h a t i s tracked on to the existin g s t r e e t s f r o m t h i s s i t e s h a l l b e c o m p l e t e l y r e m o v e d b e f o r e c o n s t r u c t i o n a c t i v i t i e s h a v e ended for the day. No suc h m u d o r d e b r i s s h a l l b e a l l o w e d t o r e m a i n i n a n y s t r e e t o v e r n i g h t . 9. All Erosion Control Devic e s s h a l l r e m a i n i n - p l a c e a n d m a i n t a i n e d u n t i l a 7 0 % r e - v e g e t a t i o n i s e s t a b l i s h e d o r u n t i l removed for irrigation p u r p o s e s . 10.All materials and workm a n s h i p s h a l l b e s u b j e c t t o i n s p e c t i o n b y t h e o w n e r a n d t h e i r r e p r e s e n t a t i v e s . T h e y reserve the right to acce p t o r r e j e c t a n y m a t e r i a l s a n d / o r w o r k m a n s h i p t h a t d o n o t c o n f o r m t o t h e a p p r o v e d drawings and specificatio n s . 11.A traffic control plan mu s t b e a p p r o v e d b y G a r f i e l d C o u n t y R o a d a n d B r i d g e a n d o w n e r o r o w n e r ' s representative prior to w o r k i m p a c t i n g C o u n t y R o a d s . VEGETATION NOTES:1.Application of fertilizer and s e e d m i x i s t o o c c u r i n A p r i l / M a y o r S e p t e m b e r / O c t o b e r d e p e n d i n g o n c o n s t r u c t i o n completion date, location, t y p e s t o b e a p p l i e d a n d w e a t h e r . 2.Timing for revegetation sh a l l b e a p p r o v e d b y o w n e r . 3.Area to be treated and seed e d i n c l u d e s a l l a r e a s d i s t u r b e d d u r i n g c o n s t r u c t i o n a n d m a y b e m o r e t h a n n o t e d i f construction occurs outside o f d e s i g n a t e d a r e a s . 4.Seed varieties are to be well m i x e d a n d i n s t a l l e d b y m e c h a n i c a l m e a n s a t a d e p t h o f ½ ” o r a s d i r e c t e d b y o w n e r . 5.Silt fences are to remain in p l a c e u n t i l 7 0 % v e g e t a t i o n o c c u r s u n l e s s o t h e r w i s e n o t e d o n p l a n s . Form No. GWS-25 OFFICE OF THE STATE ENGINEER COLORADO DIVISION OF WATER RESOURCES 818 Centennial Bldg ., 1313 Sherman St , Denver, Colorado 80203 (303) 866-3581 APPLICANT JOANNA D SHAFFER 555 PREFONTAINE AVENUE RIFLE , CO 81650- WELL PERMIT NUMBER ___ 78_5_8_5 ___ -_F __ _ DIV. 5 WO 39 DES. BASIN MD APPROVED WELL LOCATION GARFIELD COUNTY SE 1/4 SE 1/4 Section 36 Township 5 S Range 93 W Sixth P.M. DISTANCES FROM SECTION LINES 250 Ft from South 400 Ft from East Section Line Section Line 1095 (970) 379-8221 UTM COOR DI NA TES (Meters.Zone : 13 , NAD83) PERMIT TO CONSTRUGT A WELL Eas ting : Northing : ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT CONDITIONS OF APPROVAL 1) This well shall be used in such a way as to cause no material injury to existing water rights. The issuance of this permit does not ensure that no injury will occur to another vested water right or preclude another owner of a vested water right from seeking relief in a civil court action. 2) The construction of this well shall be in compliance w ith the Water Well Construction Rules 2 CCR 402-2, unless approval of a variance has been granted by the State Board of Examiners of Water Well Construction and Pump Installation Contractors in accordance with Rule 18. 3) Approved purs uant to CRS 37-90-137(2), on the condition that this well is operated in accordance with the West D ivide Water Conservancy District Augmentation Plan approved by the Division 5 Water Court in case no. 02CW0123. If this well is not operated in accordance with the terms of said decree, it will be subject to administration includi ng orders to cease diverting water. WDWCD contract #R140918JS(a). 4) The use of ground water from this well is limited to drinking and sanitary facilities for a commercial business and the irrigation of not more than one (1) acre of landscape , gardens and lawns. This well is known as Shaffer Well. 5) The pumping rate of this well shall not exceed 15 GPM . 6) The annual withdrawal of ground water from this well shall not exceed 3 .86 acre-foot 7) The return flow from the use of this well must be through an individual waste water disposal system of the non-evaporative type where the water is returned to the same stream system in which the well is located . 8) The owner shall mark the well in a conspicuous place with well permit number(s), name of the aquifer, and court case number(s) as appropriate. The owner shall take necessary means and precautions to preserve these markin gs . 9) A total izing flow meter must be in stalled on this well and maintained in good working order. Permanent records of all diversions must be maintained by the well owner (recorded at least annually) and submitted to the Division Engineer upon request 1 O) This well shall be constructed not more than 200 feet from the location specified on this perm it 11) Th is well shall be located at least 600 feet from any existing well , completed in the same aquifer, that is not owned by the applicant, excluding well permit no (s). 221932 and 284653 (spacing waivers subm itted by the well owners). NOTE: This we ll is to be io cated on a tract of land of 2.44 acre(s) desciibed as that portion of the SE 1/4 of the SE 1/4, Sec. 36 , Twp . 5 South, Rng . 93 West, 6th P.M ., Garfield County, more particularly described on the attached exhibit A Further identified as 0634 Dokes Lane , Rifle , CO 81650. .e_ ~ '7 NOTE: Parcel Identification Number (PIN): 23-2129-364-00-006 ?/ ~ NOTE: Assessor Tax Schedule Number: R210316 I°./]' 0o/</ APPROVED DMW Receipt No . 9503892 State Engineer DATE ISSU ED 10-31-2014 By EXPIRATION DATE 10 -3 1-2015 APPLICATION TO LEASE WATER FROM WEST DIVIDE WATER CONSERVANCY DISTRICT 818 Taughenbaugh Blvd. #101 , P . 0 . Box 1478, Rifle, Colorado 81650 1. APPLICANT INFORMATION Name: Joanna Shaffer Mailing address: 555 Prefontaine Avenue Rifle, CO 81650 Telephone : 970-379-8221 Email: joshffr@yahoo .com Authorized agent: ___________________ _ 2. COURT CASE #s: Decree Case No. Augmentation Plan Case No . ______________ _ 3. USEOFWATER RESIDENTIAL Number of main residences: __ _ No. ADU's __ _ Subdivision: No . constructed units: No. vacant lots Home garden/lawn irrigation of 43560 total sq. ft. Method of irrigation: flood __ sprinkler_x_ other __ Non-commercial animal watering of animals Fire Protection x Evaporation: Maximum water surface to be exposed: ____ _ Description of any use , other than evaporation, and method of diversion, rate of diversion , and annual amount of diversion of any water withdrawn from the pond:--------------- Well Sharing Agreement for multiple owner wells must be submitted. If greater than two owners, application must be made under a homeowners association. COMMERCIAL Number of units: two Total sq . ft. of commercial units: 5000 Description of use: Events center, i.e. weddings , parties INDUSTRIAL Description of use: Evaporation: Maximum water surface to be exposed: ______ _ Description of any use, other than evaporation, and method of diversion , rate of diversion, and annual amount of diversion of any water withdrawn from the pond: ____________________ _ DIRECT PUMPING Tributary: Location:----------------------- 4. SOURCE OF WATER Structure: Well Structure Name: Shaffer Well ----------Source: surface storage__ ground water_x_ Current Permit # (attach copy) Contract#: R140918JS(a) Map#: R11 Date Activated: 9/18/14 5. LOCATION OF STRUCTURE Garfield SE County 36 Section Quarter/quarter 5S Township Distance of well from section lines: SE Quarter 93W Range Elevation: _5_2_8_0_~~~---- Well location address: 634 County Road 296, Doaks Lane Rifle (Attach additional pages for multiple structures) 6. LAND ON WHICH WATER WILL BE USED (Legal description may be provided as an attachment.) See attached Number of acres in tract: 2.44 --------- 6 P.M. Inclusion into the District, at Applicant's expense, may be required. 7 . TYPE OF SEWAGE SYSTEM Septic tank/absorption leach field _X_ Central System __ Other_ District name:--------------------- 8 . VOLUME OF LEASED WATER NEEDED IN ACRE FEET: 2.48 (minimum of I acre foot except augmentation from Alsbury Reservoir where a lesser amount is allowed) Provide engineering data to support volume of water requested. Commercial, municipal, and industrial users must provide diversion and consumptive data on a nwnthly basis. A totalizing flow meter with · renwte readout is required to be installed and usage reported to West Divide. Applicant expressly acknowledges it has had the opportunity to review the District's form Water Allotment Contract and agrees this application is made pursuant and subject to the terms and conditions contained , f\.Q_ /\ ~u~ ~~ ~~ Applicant Signature Application Date: Sept. 12, 2014 ----'------------ ISSUED AS AREA B CONTRACT ___ YES _x ___ N.O Printed portions of this form, except differentiated additions or deletions, have been approved and adopted by the West Di vi de Water Conservancy District. Form: WDWCD 2009 APPLICATION Legal Description A tract of land, contained within the SE t / 4 of the SE 1/4 of Section 36, Township 5 South, Range 93 West of the 6th P.M. in GarfieJ,d County, Colorado -more particularly described as follows; Beginning at the SE corner of said Section 36, a BLM brass cap, thence along the eas·terly line of said Section 36 NOU06'31f' W 22B~oo feet; thence West 468.51 feet to the easterly R/'W line of State Highway f 3; thence along said R/W on the arc of a curve to the right having a radius of 2342 feet, a central angle of 2'27'2:$ and an arc length of 100.41 feet, which arc subtends a chord bearing S 12'09'2/{'W 100.40 feet,· thence S76"36'4Z-E 40.40 feet; thence SO<T39'1l1'W 122.70 feet to the south line of said Section 36; thence leaving said R/JY iine along said south line SBg43•1tr E 452.20 feet to the point of beginning, containing 2.44 acres. niore or less. JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC TOTAL WATER USE ESTIMATES COLORADO RIVER SERVICE AREA WEST DIVIDE WATER CONSERVANCY DISTRICT APPLICANT: !Joanna Shaffer I Contract Amount w/ 5% trans it Loss = 2.48 acre feet (1) . . unit va1ue : Irrigation Diversion (ft) 0 .144 0.423 0 .589 0 .619 0 .503 0 .355 0 .111 2 .743 (1) (2) (3 ) (4) (5) (6) (7) DWELLING UNITS IRRIGATED AR EA (SQ FT):,43,560 COMMERCIAL AREA (SQ FT): 5000 NO . OF LIVESTOCK: ELEVATION (MSL):l 5280 I EVAPORATION AREA (Acre): (2) . . (3) . . (4) . . (5) . . Un it Va lue : In House In House Commercia l Irrigation C . U . Diversion C .U. Diversion (ft) (AF) (AF) (AF) 0.00 0 .00 0 .10 0 .00 0 .00 0 .09 0.00 0 .00 0.10 0.115 0 .00 0 .00 0.09 0.338 0.00 0.00 0 .10 0 .471 0 .00 0 .00 0 .09 0.495 0.00 0 .00 0 .10 0.402 0.00 0.00 0.10 0.284 0.00 0 .00 0 .09 0.089 0.00 0 .00 0.10 0 .00 0.00 0.09 0 .00 0.00 ~ 2 .194 0 .00 0.00 2 80% irrigation efficiency for sprinkler systems Blaney Criddle assess ment with Po chop adjustments 350 ga ll ons per day per residence 15 % consumptive use for ISDS systems 200 ga ll o ns per day per 1000 sq ft of commercia l space 15% consumptive use for ISDS systems Co lumn (1) * irr igated area in acres (6) .. Commercia l C.U . (AF) 0 .01 0 .01 0.01 0.01 0 .01 0.01 0 .01 0 .01 0 .01 0 .01 0 .01 QJl1 0.17 (7) ', Irrigation Diversion (AF) 0.00 0.00 0.00 0.14 0.42 0.59 0.62 0.50 0.36 0.11 0.00 ~ (8) (9) (10) (11) (12) (13) Transit Loss= 5.0% (8) ,~, (9) . . (10) (11) uvesmcK Irrigation Diversion & Pond Total C.U . C .U . Evaporation Diversion (AF) (AF) (AF) (AF) 0.00 0 .00 0.00 0 .100 0.00 0.00 0.00 0 .090 0.00 0 .00 0.00 0 .100 0 .12 0.00 0 .00 0 .248 0.34 0 .00 0 .00 0 .544 0.47 0 .00 0 .00 0 .715 0 .50 0 .00 0.00 0 .750 0.40 0 .00 0 .00 0 .628 0.28 0 .00 0.00 0 .469 0 .09 0 .00 0.00 0.217 0 .00 0.00 0.00 0 .097 0 .00 0 .00 0.00 ~) 2.19 0.00 0 .0 0 6 Co lumn (2) * irrigated area in acres Livestock use at 11 gall ons per head per day Evaporation Ca lculations (12) (13) I O!al Total Contract C.U . Amount (AF) (AF) 0 .014 0.015 0.013 0 .014 0.014 0 .015 0 .129 0.135 0 .352 0.370 0 .485 0 .509 0.509 0 .535 0.416 0 .437 0.298 0 .313 0.103 0 .108 0.014 0 .015 0.014 &m ) 2 .362 0 Colum n (3) + Column (5) + Co lumn (7) + Column (9) + Co lumn (10) plus 5% transit loss Co lumn (4) +Column (6) +Column (8) +Column (9) +Colum n (10) Co lumn (12) plus trans it loss I ,1 z. -t-1_,7i ---3 , tJ f f Colo River Pond Evap 041309 9/12/2014 Geolocation: (39 .57192144076505 , -107 .77114387286383) Functions Geo lookup: enter your Geolocation and click Go . nn .nnnn ,-nnn .nnnn I Go I Legend ._ ___ ___,District Boundariest ~---~A l sbury Reservoir service area ._ ___ _.fourmile service area .-------.silt Mesa service area Rifle Creek and Elk Creek service area ._ ___ _,Colorado River service area " j,,../ • 200m Map Report a map error WEST DIVIDE WATER CONSERVANCY DISTRICT WATER ALLOTMENT CONTRACT Contract#: R140918JS{a) Map#: Rll Date Activated: 9/18/14 Name of Applicant: _______ .:5_~0~0...._'<"-__ ~~°'----~---5 __ ~ __ CA.._~-·~_e_r-________ _ Quantity of Water in Acre Feet: _____________ {) __ ' _</ __ B ________________ _ Applicant, hereby applies to the West Divide Water Conservancy District, a political subdivision of the State of Colorado, organized pursuant to and existing by virtue of C.R.S. 1973, Section 3 7-45-10 I,~ (hereinafter referred to as the "District") for an allotment contract to beneficially and perpetually use water or water rights owned, leased, or hereafter acquired by the District. By execution of this Contract and the attached Application, Applicant hereby agrees to the following terms and conditions: I. Water Rights: Applicant shall own water rights at the point of diversion herein lawfully entitling Applicant to divert water, which will be supplemented and augmented by water leased herein. If Applicant intends to divert through a well, it must be understood by Applicant that no right to divert exists until a valid well permit is obtained from the Colorado Division of Water Resources. 2. Quantity: Water applied for by the Applicant in the amount set forth above shall be diverted at Applicant's point of diversion from the District's direct flow water rights, and when water is unavailable for diversion pursuant to administration by the Colorado State Engineer during periods when said direct flow water right is not in priority, the District shall release for the use of Applicant up to said quantity in acre feet per year of storage water owned or controlled by the District. It is understood that any quantity allotted from direct flow, storage or otherwise, to the Applicant by the District will be limited by the priority of the District's decrees and by the physical and legal availability of water from Districfs sources. Any quantity allotted will only be provided so long as water is available and the Applicant fully complies with all of the terms and conditions of this Contract. The District and the Applicant recognize that some of the District's decrees may be in the name of the Colorado River Water Conservation District, and the ability of the District to allot direct flow right to the Applicant may be dependent on the consent of the Colorado River Water Conservation District. If at any time the Applicant determines it requires less water than the amount herein provided, Applicant may so notify the District in writing, and the amount of water allotted under this Contract shall be reduced permanently in accordance with such notice. Rates shall be adjusted accordingly in following water years only. 3. Beneficial Use and Location of Beneficial Use: Any and all water allotted Applicant by the District shall be used for the following beneficial use or uses: industrial, municipal, domestic and related uses, or commercial (except for commercial use from Alsbury Reservoir and except to the extent that Ruedi Reservoir water may not be available for commercial as that term is defined on Page 5 of Contract No. 2-07-70-W0547 between the United States and the West Divide Water Conservancy District). Applicanfs beneficial use of any and all water allotted shall be within or through facilities or upon land owned, leased, operated, or under Applicant's control. 4. Decrees and Delivery: Exchange releases made by the District out of storage from Ruedi Reservoir, Green Mountain Reservoir, Alsbury Reservoir, or other works or facilities of the District, or from other sources available to the District, shall be delivered to the Applicant at the outlet works of said storage facilities or at the decreed point of diversion for said other sources, and release or delivery of water at 1 such outlet or points shall constitute performance of the District's total obligation. Delivery of water by the District from Ruedi Reservoir or Green Mountain Reservoir shall be subject to the District's lease contracts with the United States Bureau of Reclamation. Releases from other facilities available to District shall be subject to the contracts, laws, rules, and regulations governing releases therefrom. Furthermore, the District hereby expressly reserves the right to store water and to make exchange releases from structures that may be built or controlled by the District in the future, so long as the water service to the Applicant pursuant to this agreement, is not impaired by said action. Any quantity of the Applicant's allocation not delivered to or used by Applicant by the end of each water year (October 1 ), shall revert to the water supplies of the District. Such reversion shall not entitle Applicant to any refund of payment made for such water. Water service provided by the District shall be limited to the amount of water available in priority at the original point of diversion of the District's applicable water right, and neither the District, nor those entitled to utilize the District's decrees, may call on any greater amount at new or alternate points of diversion. The District shall request the Colorado Division of Water Resources to estimate any conveyance losses between the original point and any alternate point, and such estimate shall be deducted from this amount in each case. Water service provided by the District for properties located within the Bluestone and Silt Water Conservancy Districts is provided pursuant to Agreements with said Districts. The Intergovernmental Agreement between the District and the Silt Water Conservancy District, dated January 25, 2001, is recorded as Reception No. 575691, Garfield County Clerk and Recorder's Office. The Intergovernmental Memorandum of Understanding between the District and the Bluestone Water Conservancy District, dated April 26, 2001, is recorded as Reception No. 584840, Garfield County Clerk and Recorder's Office. 5. Alternate Point of Diversion and Plan of Augmentation: Decrees for alternate points of diversion of the District's water rights or storage water may be required in order for Applicant to use the water service contemplated hereunder. Obtaining such decree is the exclusive responsibility of Applicant. The District reserves the right to review and approve any conditions which may be attached to judicial approval of said alternate point of diversion as contemplated or necessary to serve Applicant's facilities or lands. Applicant acknowledges and agrees that it shall be solely responsible for the procedures and legal engineering costs necessary for any changes in water rights contemplated herein, and further agrees to indemnify the District from any costs or losses related thereto. Applicant is solely responsible for providing works and facilities necessary to obtain/divert the waters at said alternate point of diversion and deliver them to Applicanfs intended beneficial use. Irrespective of the amount of water actually transferred to the Applicanfs point of diversion, the Applicant shall make annual payments to the District based upon the amount of water allotted under this Contract. In the event the Applicant intends to apply for an alternate point of diversion and to develop an augmentation plan and institute legal proceedings for the approval of such augmentation plan to allow the Applicant to utilize the water allotted to Applicant hereunder, the Applicant shall give the District written notice of such intent. In the event the Applicant develops and adjudicates its own augmentation plan to utilize the water allotted hereunder, Applicant shall not be obligated to pay any amount under Paragraph 19 below. In any event, the District shall have the right to approve or disapprove the Applicant's augmentation plan and the Applicant shall provide the District copies of such plan and of all pleadings and other papers filed with the water court in the adjudication thereof. 6. Contract Payment: Non-refundable, one time administrative charge, in the amount determined by the Board of Directors of the District from time to time, shall be submitted with the application for consideration by the District. 2 Annual payment for the water service described herein shall be determined by the Board of Directors of the District. The initial annual payment shall be made in full, within thirty (30) days after the date ofnotice to the Applicant that the initial payment is due. Said notice will advise the Applicant, among other things, of the water delivery year to which the initial payment shall apply and the price which is applicable to that year. Annual payments for each year thereafter shall be due and payable by the Applicant on or before each January 1. If an annual payment is not made by the due date a flat $50 late fee will be assessed. Final written notice prior to cancellation will be sent certified mail, return receipt requested, to the Applicant at such address as may be designated by the Applicant in writing or set forth in this Contract or Application. Water use for any part of a water year shall require payment for the entire water year. Nothing herein shall be construed so as to prevent the District from adjusting the annual rate in its sole discretion for future years only. If payment is not made within fifteen ( 15) days after the date of said written notice, Applicant shall at Districfs sole option have no further right, title or interest under this Contract without further notice, and delivery may be immediately curtailed. The allotment of water, as herein made, may be transferred, leased, or otherwise disposed of at the discretion of the Board of Directors of the District. Upon cancellation of this water allotment Contract with the District, the District shall notify the Division of Water Resources offices in Denver and Glenwood Springs. The Division of Water Resources may then order cessation of all water use. 7. Additional Fees and Costs: Applicant agrees to defray any expenses incurred by the District in connection with the allotment of water rights hereunder, including, but not limited to, reimbursement oflegal and engineering costs incurred in connection with any water rights and adjudication necessary to allow Applicant's use of such allotted water rights. 8. Assignment: This Contract shall not inure to the benefit of the heirs, successors or assigns of Applicant, without the prior written consent of the District's Board of Directors. Any assignment of Applicant's rights under this Contract shall be subject to, and must comply with, such requirements as the District may hereafter adopt regarding assignment of Contract rights and the assumption of Contract obligations by assignees and successors. Nothing herein shall prevent successors to a portion of Applicant's property from applying to the District for individual and separate allotment Contracts. No assignment shall be recognized by the District except upon completion and filing of proper forms for assignment and change of ownership. In the event the water allotted pursuant to this Contract is to be used for the benefit ofland which is now or will subsequently be subdivided or held in separate ownership, the Applicant may only assign the Applicant's rights hereunder to: 1) No more than three separate owners all of whom shall be party to a well sharing agreement satisfactory to the District; or 2) A homeowners association, water district, water and sanitation district or other special district properly organized and existing under the laws of the State of Colorado, and then, only if such parties, association or special district establishes to the satisfaction of the District that it has the ability and authority to perform the Applicant's obligations under this Contract. In no event shall the owner of a portion, but less than all, of the Applicant's property to be served under this Contract have any rights hereunder, except as such rights may exist pursuant to a well sharing agreement or through a homeowners association or special district as provided above. Upon the sale of the real property to which this Contract pertains, Applicant shall make buyer aware of this Contract and proper forms for assignment and change of ownership must be completed. 3 9. Other Rules: Applicant shall be bound by the provisions of the Water Conservancy Act of Colorado; by the rules and regulations of the Board of Directors of the District; and all amendments thereof and supplements thereto and by all other applicable law. 10. Operation and Maintenance Agreement: Applicant shall enter into an "Operation and Maintenance Agreement" with the District under terms and conditions determined by the board of Directors of the District, if and when, the Board of said District determines in its sole discretion that such an agreement is required. Said agreement may contain, but shall not be limited to, provisions for additional annual monetary consideration for extension of District delivery services and for additional administration, operation, and maintenance costs; or for other costs to the District which may arise through services made available to the Applicant. 11. Change of Use: The District reserves the exclusive right to review, re-approve or disapprove any proposed change in use of the water allotted hereunder. Any use other than that set forth herein or any lease or sale of the water or water rights allotted hereunder without the prior written approval of the District shall be deemed to be a material breach of this Contract. 12. Use and Place of Use: Applicant agrees to use the water in the manner and on the property described in the documents submitted to the District at the time this Contract is executed, or in any operation and maintenance agreement provided by Applicant. Any use other than as set forth thereon or any lease or sale of the water or water rights herein, other than as permitted in paragraph 8 above, shall be deemed to be a material breach of this agreement. 13. Title: It is understood and agreed that nothing herein shall be interpreted to give the Applicant any equitable or legal fee title interest in or to any water or water rights referred to herein. 14. Conservation: Applicant shall use commonly accepted conservation practices with respect to the water and water rights herein, and hereby agrees to be bound by any conservation plan adopted hereafter by the District for use of District owned or controlled water or water rights. 15. Restrictions: Applicant shall restrict actual diversions to not exceed the contract amount for ordinary household purposes, the watering of domestic livestock, fire protection, and the irrigation of lawn and garden as specified in the Application. Applicant shall also comply with all restrictions and limitations set forth in the well permit obtained from the Colorado Division of Water Resources. Watering of livestock shall be restricted to Applicant's domestic animals not to be used for commercial purposes unless Applicant obtains approval from the Colorado Division of Water Resources for commercial use/livestock watering, provided that in no event shall actual diversions exceed the amount of water provided by this Contract. Violation of this paragraph 15 shall be deemed to be a material breach of this Contract. 16. Well Permit: If Applicant intends to divert through a well, then Applicant must provide to District a copy of Applicant's valid well permit before District is obligated to deliver any water hereunder. 17. Measuring Device or Meter: Applicant agrees to provide, at its own expense, a measuring device deemed acceptable by the District's Engineer after consultation, or a totalizing flow meter with remote readout to continuously and accurately measure at all times all 4 .- water diverted pursuant to the terms of Applicant's water right and the terms of this Contract. Applicant agrees to provide accurate readings from such device or meter to District upon District's request. Applicant acknowledges that failure to comply with this paragraph could result in legal action to terminate Applicant's diversion of water by the State of Colorado Division of Water Resources. By signing this Contract, Applicant hereby specifically allows District, through its authorized agent, to enter upon Applicant's property during ordinary business hours for the purposes of determining Applicant's actual use of water. 18. Representations: By executing this Contract, Applicant agrees that it is not relying on any legal or engineering advice that Applicant may believe has been received from the District. Applicant further acknowledges that it has obtained all necessary legal and engineering advice from Applicant's own sources other than the District. Applicant further acknowledges that the District makes no guarantees, warranties, or assurances whatsoever about the quantity or quality of water available pursuant to this Contract. Should the District be unable to provide the water contracted for herein, no damages may be assessed against the District, nor may Applicant obtain a refund from the District. 19. Costs of Water Court Filing and Augmentation Plan: Should the District, in its own discretion, choose to include Applicant's Contract herein in a water court filing for alternate point of diversion or plan of augmentation, then Applicant hereby agrees to pay to the District, when assessed, an additional fee representing the District's actual and reasonable costs and fees for Applicant's share of the proceedings. Applicant shall be assessed a pro-rata share of the total cost incurred by the District in preparing, filing and pursuing to decree the water court case. The pro-rata share shall be calculated by dividing such total cost by the number of contractees included in the filing. To the extent that the District is caused additional costs because of objection filed specifically due to the inclusion of Applicant's Contract in the filing, such additional costs may be charged specifically to Applicant and not shared on a pro-rata basis by all contractees. 20. Binding Agreement: This agreement shall not be complete nor binding upon the District unless attached hereto is the form entitled "Application to Lease Water From West Divide Water Conservancy District" fully completed by Applicant and approved by the District's engineer. Said attachments shall by this reference thereto be incorporated into the terms of this agreement. All correspondence from the District to Applicant referring to or relating to this agreement is by this reference incorporated into this agreement as further terms and conditions of this agreement. 21. Warning: IT IS THE SOLE RESPONSIBILITY OF THE APPLICANT TO OBTAIN AV AUD WELL PERMIT OR OTHER WATER RIGHT IN ORDER TO DIVERT WATER, INCLUDING THE WATER ACQUIRED UNDER THIS CONTRACT. IT IS THE CONTINUING DUTY OF THE APPLICANT TO MAINTAIN THE VALIDITY OF THE WELL PERMIT OR WATER RIGHT INCLUDING FILING FOR EXTENSIONS OF PERMITS, FILING WELL COMPLETION REPORTS, FILING STATEMENTS OF BENEFICIAL USE, OR OTHERWISE LAWFULLY APPL YING THE WATER TO BENEFICIAL USE ON A REGULAR BASIS WITHOUT WASTE. 22. AREA B. CONTRACTS: IF APPLICANT'S WELL OR OTHER WATER RIGHT THAT IS THE SUBJECT OF THIS CONTRACT IS LOCATED OUTSIDE "AREA A" AS DESIGNATED BY THE DISTRICT, THEN THIS PARAGRAPH APPLIES: THE AUGMENTATION WATER PROVIDED BY THE DISTRICT UNDER THIS CONTRACT MAY ONLY PROTECT APPLICANT'S WATER RIGHT FROM A CALL ON THE COLORADO RIVER AND MAY NOT PROTECT APPLICANT FROM A CALL FROM ANY OTHER 5 SENIOR RIGHT . NO REPRESENTATION OTHERWISE IS MADE BY THE DISTRICT. IF THIS IS A CONCERN TO APPLICANT, THIS CONTRACT MAY BE RESCINDED UPON WRITTEN NOTICE DELIVERED TO THE DISTRICT BY THE APPLICANT WITHIN THE NEXT 30 DAYS FOLLOWING THE AFFIXING OF SIGNATURES ON THIS CONTRACT IN WHICH EVENT ALL SUMS PAID BY APPLICANT FOR~ C~f TRA ~C~~0 SHALL BE IMMEDIATELY REFUNDED TO APPLICANT. . \Y\Q~ ------------------A!can: Applicant STATEOF~Q_~; O~/~cJ~-- COUNTY OF b Q r ~t ~ \d,_ ) SS. The foregoing instrument was acknowledged 'f'\. Q__ S "'-t= e r- STATE OF ________ _ ) SS . COUNTY OF ______ _ The foregoing instrument was acknowledged before me on this __ day of ---------' 20 ____ , by __________________ . Witness my hand and official seal. My commission expires: __________ _ Notary Public ORDER After a hearing by the Board of Directors of the West Divide Water Conservancy District on the Application, it is hereby ORDERED that said Application be granted and this Contract shall be and is accepted by the District. President A~ / . Date This Contract includes and is subject to the terms and conditions of the following documents which must accompany this Contract: 1. Map showing location of point of diversion (use map provided) 2. Application and Data Form fully completed and signed The printed portions of this form, except differentiated additions or deletions, have been approved and adopted by the West Divide Water Conservancy District. Form: WDWCD 01-01-08 CONTRACT. 6 Ray's Well Done Pump Service, LLC Ray Latham December 10, 2014 Attn: Joanna Shaffer RE: Well Test @ 634 C.R. 296/Rifle On 12/10/2014, a four hour well test was conducted on a well located at 634 C.R. 296/Rifle. The following information was obtained: Approx. Well Depth ............................................................................ 195' casing Size .......................................................................................... 7" steel x 5" PVC Static Water Level ............................................................................... 12.0 ft . Total Test lime ................................................................................... 4 hours Draw Down ......................................................................................... 19 ft. 2 in. Production ..........................................................................................• 6.0 GPM Test Pump ........................................................................................... 1/2 HP Remarks: Well tested at 6 GPM for four hours with three hours of stable pumping rate at 6 GPM. At test time, the above stated well is capable of producing 8,640 gallons in a 24 hour period. If there are any questions regarding this well test, please contact me at 970-379-8017 . Sincerely, &~c Ray Latham Ray's Well Done Pump Service, LLC 970-379-8017 welldonepumps@gmail.com Lie.# 1419 P.O. Box 863 Rifle, CO 81650 970-379-8017 welldonepurnps@grnail.com Lie. #1419 II Mountain States II ACCLJTEST L ABORATOR I E S Technical Report for Ray's Well Done Pumps, LLC 634 CR 296 Accutest Job Number: D65597 Sampling Date: 12/10/14 Report to: Ray's Well Done Pumps, LLC PO Box 863 Rifle, CO 81650 welldonepumps@gmail.com ATTN: Ray Latham Total number of pages in report: 17 Test results contained within this data package meet the requirements of the National Environmental Laboratory Accreditation Program and/or state specific certification programs as applicable. e-Hardcopy 2.0 Automated Report µ/-~ Scott Heideman Laboratory Director Client Service contact: Cristina Berrutti 303 -425 -6021 Certifications: CO (C000049), ID, NE (C000049), ND (R-027), NJ (CO 0007), OK (D9942), UT (NELAP C000049), TX (Tl04704511) This report shall not be reproduced, except in its entirety, without the written approval of Accutest Laboratories . Test results relate only to samples analyzed. Mountain States • 4036 Youngfield St. • Wheat Ridge, CO 80033-3862 • tel: 303-425-6021 • fax: 303-425-6854 • http://www.accutest.com Accutest Laboratories is the sole authority fur authorizing edits or modifications to this document. Unauthoriz.ed modification of this report is strictly prohibited. • 1of17 • AC:C:UTEST. 065597 ._ ... O .. IO.TOPt'l'"S Sections: Table of Contents -1- Section 1: Sample Summary .................................................................................................... 3 Section 2: Summary of Hits .................................................................................................... 4 e Sa e l': ~ 3 .. D65597-l: 634-CR296 WELL..................................................................................... 6 3 ... D65597-1A: 634-CR296 WELL ................................................................................... 8 3 3 D65597-1B: 634-CR296 WELL ................................................................................... 10 Section 4: Subcontract Lab Data ....................................... -.................................................. 12 Section 5: Misc. Forms ............................................................................................................ 15 5.1 : Chain of Custody . .. . . . . . . . . . . .. . . .. . . . . ... . .. . .. . ... . .. . . . . . . .. . . . . .. . . . . .. . . .. .. .. . . . . . . .. . . .. ... . . . . . . . . .. . . . . . . . . . . . . . . . 16 II • I II • 2of17 .ACCUTEST. £>65597 Accutest Laboratories II Sample Summary Ray's Well Done Pumps, LLC Job No: D65597 634 CR 296 Sample Collected Matrix Client Number Date Time By Received Code Type Sample ID D65597-1 12/10/14 14:00 RL 12/11/14 DW Drinking Water 634 -CR296 WELL D65597 -1A 12/10/14 14:00 RL 12/11/14 DW Drinking Water 634 -CR296 WELL D65597 -1B 12/10/14 14:00 RL 12/11/14 DW Drinking Water 634 -CR296 WELL I 3 of17 AC::CLJTEST. 065597 Summary of Hits Job Number: D65597 Account: Project: Ray 's Well Done Pumps, LLC 634 CR 296 Collected : 12/10/14 Lab Sample ID Client Sample ID Result/ Analyte Qual 065597-1 634-CR296 WELL Calcium 27.7 Copper 0 .011 Iron 0.56 Magnesium 26.8 Manganese 0 .064 Sodium 724 Uranium 0.039 Chloride 54.6 Fluoride 1.6 N itrogen , Nitrate 1.5 N itrogen , Nitrate + Nitrite a 1.5 Nitrogen , Nitrite 0 .035 Specific Conductivity 2730 Sulfate 1200 065597-lA 634-CR296 WELL Calcium 29.8 Magnesium 31.0 Sodium 745 Sodium Adsorption Ratio b 22.8 065597-IB 634-CR296 WELL Calcium 29.6 Alkalinity , Total as CaC03 543 Corrosivity , Langlier Index 0 .4 Hardness , Calcium c 73.9 Solids , Total Dissolved 2340 pH 7.72 Temperature {Field) 20 RL 0 .80 0.0040 0.020 0 .20 0 .0020 25 0.00040 2 .5 0 .50 0.050 0.070 0 .020 1.0 50 2.0 1.0 2 .0 0 .40 5 .0 1.0 10 {a) Calculated as : {Nitrogen , Nitrate) + {Nitrogen , Nitrite) {b) Calculated as : {Na meq/L) I sqrt [{Ca meq/L) + {Mg meq/L)/2] MDL {c) Calculated as : {Calcium * 2.497) to convert to Calcium Carbonate Units mg/I mg/I mg/I mg/I mg/I mg/I mg/I mg/I mg/I mg/I mg/I mg/I umhos/cm mg/I mg/I mg/I mg/I rati o mg/I mg/I mg/I mg/I SU Deg. C Page 1of1 II Method EPA 200.8 EPA 200.8 EPA 200.8 EPA 200.8 EPA 200 .8 EPA 200.8 EPA 200.8 EPA 300 .0 EPA 300 .0 EPA 300.0 EPA 300.0 EPA 300 .0 SM 2510B -2011 EPA 300 .0 SW846 6010C SW846 6010C SW846 6010C USDA HANDBOOK 60 EPA 200.7 SM 2320B-2011 SM16 203 SM 2340B-2011 SM 2540C -2011 EPA 150 .l EPA 170 .1 •• 4of17 • ACCLJTEST. 065597 ...... OfOATQ'"••• II Mountain States II ACCLJ TEST L ABORATORIES Sample Results Report of Analysis Section 3 I • 5of17 ACCU TEST 065597 Accutest Laboratories Report of Analysis Page 1of1 Client Sample ID: 634 -CR296 WELL Lab Sample ID: D65597-1 Matrix: DW -Drinking Water Project: 634 CR 296 Total Metals Analysis Analyte Result MCL RL Units Arsenic <0.0016 0.010 0.0016 mg/l Cadmium <0.00020 0 .0050 0.00020 mg/l Calcium 27 .7 0.80 mg/l Copper 0.011 1.3 0.0040 mg/l Iron 0.56 0.020 mg/l Lead <0 .0010 0.015 0 .0010 mg/l Magnesium 26.8 0.20 mg/l Manganese 0.064 0.0020 mg/l Sodium 724 25 mg/l Uranium 0.039 0.00040mg/l Zinc <0.020 5.0 0 .020 mg/l (1) Instrument QC Batch: MA5602 (2) Instrument QC Batch: MA5617 (3) Prep QC Batch: MP14789 RL = Reporting Limit MCL = Maximum Contamination Level (40 CFR 141) DF 2 2 2 2 2 2 2 2 50 2 2 Date Sampled: 12/10/14 Date Received: 12/11/14 Percent Solids: n/a Prep Analyzed By Method 12/17/14 12/18/14 JB EPA 200.8 1 12/17/14 12/18/14 JB EPA 200.81 12/17/14 12/18/14 JB EPA 200.8 1 12/17114 12/18114 JB EPA 200.8 1 12/17/14 12/18/14 JB EPA 200 .8 1 12117/14 12118114 JB EPA 200 .81 12/17/14 12/18/14 JB EPA 200.8 1 12/17/14 12/18114 JB EPA 200.81 12/17114 12124/14 JB EPA 200 .8 2 12/17114 12/18/14 JB EPA 200.8 1 12/17/14 12/18114 JB EPA 200.8 1 Prep Method EPA 200 .8 3 EPA 200.8 3 EPA 200 .8 3 EPA 200.8 3 EPA 200.8 3 EPA 200.8 3 EPA 200.8 3 EPA 200.8 3 EPA 200 .8 3 EPA 200 .8 3 EPA 200.8 3 • 6of17 .AC:CUTEST. 065597 UOO•AH•• .. Accutest Laboratories Report of Analysis Client Sample ID: 634-CR296 WELL Lab Sample ID: D65597-1 Matrix: DW -Drinking Water Project: 634 CR 296 General Chemistry Analyte Result MCL Units DF Chloride 54.6 mg/l 5 Fluoride 1.6 4.0 mg/l 5 Nitrogen, Nitrate 1.5 10 mg/l 5 Nitrogen, Nitrate + Nitrite a 1.5 mg/l 1 Nitrogen, Nitrite 0.035 1.0 mg/l 5 Specific Conductivity 2730 umbos/cm 1 Sulfate 1200 mg/l 100 (a) Calculated as: (Nitrogen , Nitrate) + (Nitrogen, Nitrite) MCL =Maximum Contamination Level (40 CFR 141) Page 1of1 Date Sampled: 12/10/14 Date Received: 12111114 Percent Solids: n/a Analyzed By 12/11/14 15:20 BF 12/11/14 15:20 BF 12/11/14 15 :20 BF 12/11114 15:20 BF 12111/14 15:20 BF 12124/14 TJ 12/11/14 18:53 BF Method EPA 300.0 EPA 300 .0 EPA 300.0 EPA 300 .0 EPA 300 .0 SM 2510B -2011 EPA 300.0 • 7of17 • ACCLJTEST. 065597 l.'l•O .. "'TOFO !IW Accutest Laboratories Client Sample ID: 634 -CR296 WELL Lab Sample ID: D65597-1A Matrix: DW -Drinking Water Project: 634 CR 296 SAR Metals Analysis Analyte Result MCL Calcium 29.8 Magnesium 31.0 Sodium 745 (1) Instrument QC Batch: MA5607 (2) Prep QC Batch: MP14817 RL = Reporting Limit RL 2.0 1.0 2.0 Report of Analysis Page 1of1 Date Sampled: 12110/14 Date Received: 12/11114 Percent Solids: n/a Units DF Prep Analyzed By Method Prep Method mg/I 1 mg/I 1 mg/I 1 12/19/14 12/19/14 JB 12/19114 12/19/14 JB 12119/14 12119/14 JB SW846 6010C l SW846 3010A/M 2 SW846 6010C 1 SW846 3010A/M 2 SW846 6010C l SW846 3010A/M 2 MCL = Maximum Contamination Level (40 CFR 141) • 8of17 • AC:::C:::LJTEST. 065:597 ._ •• o .. "'To ... .,. Accutest Laboratories Report of Analysis Client Sample ID: 634 -CR296 WELL Lab Sample ID: D65597-1A Matrix: DW -Drinking Water Project: 634 CR 296 General Chemistry Analyte Result MCL Units DF Sodium Adsorption Ratio a 22 .8 ratio 1 (a) Calculated as: (Na meq/L) I sqrt [(Ca meq/L) +(Mg meq/L)/2] MCL = Maximum Contamination Level (40 CFR 141) Date Sampled: 12/10/14 Date Received: 12/11/14 Percent Solids: n/a Page 1of1 I Analyzed By Method 12/19/14 18:48 JB USDA HANDBOOK 60 • 9of17 • AC:C:UTEST. 065597 1..-..0 .. A?OA11f• Accutest Laboratories Report of Analysis Page 1of1 Client Sample ID: 634 -CR296 WELL Lab Sample ID: D6 5597-1B Matrix: DW -Drinking Water Project: 634 CR 296 Total Metals Analysis Date Sampled: 12/10/14 Date Received: 12111/14 Percent Solids: n/a Analyte Result MCL RL ·units DF Prep Analyzed By Method Prep Method Calcium 29.6 (1) Instrument QC Batch: MA5596 (2) Prep QC Batch: MP14782 RL = Reporting Limit 0.40 mg/I 1 MCL =Maximum Contamination Level (40 CFR 141) 12/16/14 12/17/14 KV EPA 200.7 1 EPA 200.7 2 • 10of1 7 .ACCLJTEST. 065597 '-••Ofll ... l'Ofllo•s Accutest Laboratories Report of Analysis Client Sample ID: 634 -CR296 WELL Lab Sample ID: D65597-1B Matrix: DW -Drinking Water Project: 634 CR 296 General Chemistry Analyte Result MCL Units DF Alkalinity , Total as CaC03 543 mg/l 1 Corrosivity, Langlier Index 0.4 1 Hardness, Calcium a 73 .9 mg/l 1 Solids , Total Dissolved 2340 mg/l 1 pH 7.72 SU 1 Field Parameters Temperature (Field) 20 Deg. C 1 (a) Calculated as: (Calcium* 2.497) to convert to Calcium Carbonate MCL = Maximum Contamination Level (40 CFR 141) Date Sampled: Date Received: Percent Solids: Analyzed 12/15/14 12/17/14 16:33 12/17/14 16:33 12116/14 12/11/14 13:40 12/12/14 Page 1of1 w (...., 12/10/14 12111/14 n/a By TJ KV KV JF TB SUB Method SM 2320B-2011 SM16 203 SM 2340B-2011 SM 2540C-2011 EPA 150.1 EPA 170.1 11of17 .ACCLJTEST. 1>65597 l..4•0• ......... 0.1.:• II Mountain States II ACC LJ TEST: L ABORATORIES Subcontract Lab Data Report of Analysis Section 4 II • 12of17 II ACCLJTEST. 065597 -tus1:rial ...-.1'!;1•-RATORIE c ~ato(es s voJr dcpe:ide-.. ~, ~"':-p2 :·. 2-,~:·y:.:-.,~: .:~-.::11~ -?::JOr2~0 To: Accutest Mountain States (AMS) 4036 Y oungfield St. Wheat Ridge Attn: Renea Rooks co Lab No. Sample Description 80033 Test Method 141211012-0lA D65597X-I, 12/10/14, *Total Colifonns MPN 2:00pm SMEWW9221 B Samples received · good condition unless otherwise noted in case narrative. TEST REPORT ACCUTEST-M Date Received: 12/1112014 Date Reported: 12/1512014 PO Number: D65597X Analysis Result Units MDL Date/By <2 fecal; <2 total MPN/IOOmL • = Scope Analysis # = Subcontracted Analysts MDL = Method Detection Limit KM 12/1112014 ND = Not Detected at the Method Detection Limit Page: 1of1 II ,J4_('-''\..rg cc-Z"Ste~t. "Jrec .. ,1cige,(c1c:-sdc8JC.:..:'. 3 ... 3 .28 96:. ~~.::, 23 7 -J964;:,!,x. ,,,Nw "iCJS"O u _,-e" Re.:::--::;t 0 ~'":~lys.~ c:ck""owiedges .. "'~ "e:1s arc! ,..or.dit:or s v ~-ca '.)e 'oun.., a ""'.\J\r"-'\'.);du.st ::lab$ rie· -r...., repc..'l't 1 110t tO bc:i rap"oduced in whole or i., part for adve -tis; i:q pt....-pose:s ithot.:t e<b~a1r g pr1~r .. ritte" =iuttior-, or • 13of17 .ACCLJTEST. 065597 .......... .. 1•• ~~ n c .... -j .,_, mo OJ .... :f ~ .,•'l 1tr · .. ,. ~ .\.. ..... i _11._ _ > '-, ..... ,,, _ • ~ • .i,,.., 'i r / -.... .. ,,. ~,. ~ : ·~~I· "ft .... · • --· -• ... --·..., --· ···-•-....-'"--·-•---"--•·Yt\•+ Olr,f ~ .. · ' ,,_ '"rJd'' § . .., .. , .. -tr<"'-,.,,,,~~, :. !fift!I'. ;;r,;' ~ L· '! .•. :·1r ii l\ l '.\, t )f. .. '·:r ·:·\,.-f I ~i]'l,i!:. ,•THTA~1 "1•T Q'L' cu· t'fODY . .,,~r.·t~: ~·i.!111.'{ ~ii';f1~ . .. . -.;· ' .... ,. " ., ·, ., •. ·· •A~r w:>o:t ~,,..,,,.. Df 'i:~';? Accut.lstJob#! · 065597 )( • """'''""""'° i' !e:::S.'.ltl · AGClilf'E~':. ::i;.~·:i!~f<;::,'_t•.·.1::;?-\!1 '4j3~Youngfi,tJ!t_Sb;;W.h~t-~g~.Q~0.9.¥..,,,_. _AccutastQooto~'·; .. ~O ''(;. .~i;; ., •. 1-:'(I; U,;r- . , «i_ 303-425-602.l F.AX: 30~'"!~·6854 ·---·· -·-· AMS P.O.#: .. !?·1 •,11:t N C: Projoct No.: . t; 1 '7~•'· ·~ tf' '" ' I Cl!entlnl'onnat!Owi: .Jill1 ~>•..,~.o<~~'~r1uim . ,, •I Subcontract 1L&boratoz!hlhlotril8tion .• •r.-11 1;f Analvtlcal lnfbrmatlon t,,~.,1,~IJ. . \V :•:•t ,. '\ Name ... "" •. Accutest Mountaln <State&· {AMSl Address ' 4036 Younafleld St ;City , • State Zip ... •": .. Wheat Ridge, •·r 1€0 1-•n :,o 80033 Send Report to: Scott Heideman !Any questions conblct: Shea Greiner PhoneJFax #: (303) 425-6021; (303)425-6854 Name Address City Contact: Phone: Collection lndustrial<Lab 4046 Youngfteld St. I Wheat Ridge State co Sample Management (303) 287-9691 l.jp 80033 t>reservaflon ,, z a.. I I •• :E e g 8 Matrixl~H~slgl~l~lil J I tf\:l.\ \bl :t. Field ID I Point of Collection Date Time J o&s&97i.-1 o~ A ¥--'h~\\wl I Turnaround Information IXJ10 Business Day Standard O Other ~----(Days) 12/10/14 2:00PM AQ I 1 x Data Deliverable Information Approved By: 0 Commercial "A" ---------t D commerc1a1 "B" ---------10 Commerclal "BN" 0PDF D Compact Dlsli OeliveR61e r:• ' ·· D Electronic Oellvery: D State Forms . D Other (Specify) ---------1 O Reduced Tier 1 !.~ ·, • f-.' 'I· .-10 Day:Tumarouad.ttai'dcopy,,RUSti Is FAX Data unless pnivlou,ty •?<I EJ Full Tier 1 _ approved. .l-· -' • I .. .. j1 ,lf,1-1• :t·~".~.~·~·"' I l \r " It••'· 1'!4! I ~lr .. ' ·'~-I .\\11"·" Comments CommenlS I Remarb Please use Colorado regulations and Rls. .r: 1 ·, , ... ~" ., ... ,•rf ' ! • , • 1r<.ennqu1_ ~ --,, "-,..,~, IH'I ll""A <r 1.9•& •:rnc : .... _.,~ t ! ,, ~.,'"'. h ;,:~A .,,,.,. ·~h ,.,, 3 _ "'" '':::Yid: . 10•10 & nme: ----.--1 un tee ---------------J... ______ ___JL__ ; , ·. '" ~3 _Temperature-C___ O ---·-- II II Mountain States II ACCLJTEST: LABORATORIES Misc. Forms Custody Documents and Other Forms Includes the following where applicable : • Chain of Custody Section 5 • 15of17 • AC::C::LJTE9T. 065597 Lll•Cl .. ATOAlll[. LA&OA~TQAi:ES CHAIN OF CUSTODY Aa:de:a.~c:.5 h~~ "°36Y~Su-i Ya-Riilge.Co H033 'IEL30J..425-6t21 m-731-4511 FAX 343-42S-61l21 -<>'*• ~ ,,,_. <!lf~~~«e"'."~~ ,,"{·'~'~""""'4l~~~p..~:,;t::;"'.:~:~~ T.a~T~(~dcrs) ~10~~ ..--[\ski. s s~ L>oµ (ByCo."1:.cc:~c.n.'yl Q i so.,-,_ SH D •Day El<BlfB«l 0 2 Day"""""""' D 1 Day SERGENCI D Comm.-Ud "A"C\.Moll1) D ~"B"l...,..,, D Commucial '"B'" .+Mer.a-aw. D FlAJ..TI (Unl3+4} o-"""" 0EDOFor.n.=. __ _ o- c.cm.nwdal 'A' • Results Only c:.omm..;ia; 'B°"• ResU!s:• OC.Sur:-.";"3} PAGE :f.c,F _::£- _...,., 'DC:. <;"" 'q "* ·~-.~~~~""""' Ma!:lx Codes r:Nl -~:::-.a-.;v.-~~­ GN-G;:;,,n:i WGt.!1 ---SW-StmccWr:lief SO·Sol SL· Slodge SED-s.lt.":".en!. 01-<li UO · OtherliqlJicf AIR-IW SOL·Oflel"Scild ---...,,.. ..... EB-~!s;.;.J ffS..R'meBlcri: TB-T~Bkri: LABUSEOHlY C..-1 /,VJ D65597: Chain of Custody Page 1of2 I • 16of17 • ACCLJTEST. 065597 • .ACCUTEST. Accutest Laboratories Sample Receipt Summary Accutest Job Number: 065597 Client: RAYS Date/ Time Received: 121111201412:15:00 PM Cooler Temps {lnitiaUAdjusted): #1: (3.2/3.2)· Delivery Method: Cooler Secuffix y 1. Custody Seals Present: 0 2. Custody Seals Intact 0 !;22lfi ilm~Wl!lll 1. Temp criteria achieved: 2 . Cooler temp verification: 3. Cooler media: 4. No. Coolers: gual~ Control Preservation 1. Trip Blank present/ cooler: 2. Trip Blank listed on COG: 3. Samples preserved properly: 4. voes headspace !Tee : Comments Accutest Laboratories V:(303) 425-0021 or N y or D 3. COG Present 0 D 4. Smpl Dates/T1me OK 0 Y. 2[ l!t 0 D ; BarTheim; Ice (Bag) y or N NIA D D 0 D D ~ 0 D D D li2I Project: Airbill #'s: CO N Sam!!le ln!ggr~ -Documentation D 1. Sample labels present on bottles: D 2. Container labeling complete: 3. Sample container label I COG agree: ~illD!!l 11 lalll.gd1J£ -!:&a!IW21l 1. Sample recvd within HT: 2. All containers accounted for: 3. Condition of sample: sillll121!1 lamgmx -lomuctioaio 1.Ana~s$requestedisclear: 2. Bottles received for unspecified tests 3. Sufficient volume recvd for ana~s$: 4. Compositing instructions clear: 5. Filtering instructions clear: 4036 Yot.engfieki Street F: (303) 425-8854 y or N 0 D 0 D 0 D y !2[ H 0 D 0 D Intact Y. or N 0 D D li2I 621 D D D D D Wheat Ridge, CO 'M'Nr'fziccutestcom I NIA D65597: Chain of Custody Page 2 of2 • 17of17 .ACCUTEST. 065597 UOOOATOOO .. THE LARIAT Improvement Estimate 2015 Item Description Quantity Units Estimated Cost per Unit Cost Estimate Sawcut asphalt existing sawcut asphalt for new apron 1 LS $500.00 $500.00 remove existing ashpalt waste to location designated by City 21 CY $40.00 $826.67 scarify and recompact scarify 12" and recompact to 100% std proctor 74 SY $3.00 $220.67 Class 6 ABC 3" under HBP for leveling 6 CY $35.00 $214.54 Hot Bituminous Pavement 3" depth (150 pcf)10.3 Tons $630.00 $6,496.88 sub-total, Asphalt apron:$8,258.75 scarify and recompact scarify 12" and recompact to 100% std proctor 1,725 SY $3.00 $5,174.33 Class 6 ABC 6" surface 287 CY $35.00 $10,061.20 Portland Cement Concrete, handicap parking pads 6" fiber reinforced 740 Sq. Ft.$10.00 $7,400.00 ADS-N12 culvert 12" at 26'1 Each $312.00 $312.00 Class 6 ABS - trail 4" surface 44 CY $35.00 $1,551.67 sub-total, Gravel areas:$24,499.20 small Trees ornamental fruit 3 Each $830.00 $2,490.00 large trees Blue Spruce 5 Each $260.00 $1,300.00 grass seed Perennial Rye @20lb/acre 30 lbs $2.20 $66.00 sub-total, Veg:$3,856.00 Purecore - 2"2" main to pressure tank 150 LF $2.54 $381.00 Purecore - service 1" and 3/4" lines 330 LF $3.94 $1,300.20 Pump 3/4hp includes electrical service 1 LS $900.00 $900.00 Pressure tank -150+ gal includes connections 1 LS $1,200.00 $1,200.00 sub-total, Water:$3,781.20 Septic tank 2000 gal w/ baffle 1 Each $3,000.00 $3,000.00 4" sch 40 main piping and fittings 359 LF $5.85 $2,100.15 2" sch40 laterals 360 LF $3.15 $1,134.00 Bio-diffuser chamber 81 Each $30.00 Distribution box 9-outlet Polylok 1 Each $500.00 $500.00 Install tank, dist. Box. Leach field 1 LS $5,000.00 $5,000.00 sub-total, OWTS:$11,734.15 La n d s c a p As p h a l t a p r o n Wa t e r OW T S Gr a v e l a r e a s Page 1 of 1