Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
pitkin.eh.264503401007 (2004)
Pitkin County Environmental Health Department Permit for an Individual Sewage Disposal System 0405 Castle Creek Road, Suite 10, Aspen, Colorado 81611 Phone 970-920-5070 / FAX 970-920-5077 Permit #k 3Parcel ID # 2645-034-01-007 -jSType of permit New(X ) Repair( ) Addition/Remodel to House( ) Name of Owner Street Address Steven & Alison Brammell 1000 Lazy O Road, Snowmass, CO 81621 Property legal description Size of lot 7.83 acres O Subdivision Total square footage of the house 8,400 Water source Community/Public Water System # of bedrooms in house 3 # of offices, lofts & similar sized rooms in house Caretaker unit # of bedrooms in caretaker unit Designed for what # rooms (list) Designed by Mailing Address Total square footage of the caretaker unit 2 # of offices, lofts & similar sized rooms in caretaker unit 5 total = 3 house+2 future caretaker (2 people/BR, no room used as a bunkroom) Permit information (,amhn R AccnriatPS 113 9th St,Suite 214 Glenwood Springs CO 81602-1458 Perc rate (80)- Profile hole depth 9 ft Depth to groundwater or bedrock Minimum Septic tank capacity 2,844 gallons Minimum Absorption area (_nmmanic >9ft * see engineer design Septic permit approved per compliance with the engineer design and specifications stamped and revised 09/16/04. Any changes must be approved by this department and the design engineer prior to them being made. Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin County ISDS regulations. *Because of the slow percolating soils, the design is for a drip dispersal system based on an LTAR rate of 0.2. There is one 2,500 gallon tank followed by a 1,000 gallon tank with two Advantex AX -20 filter modules. Both tanks are single compartment, concrete tanks. The field is six zones of Geoflow driplines for a total of 5,700 lineal ft, for an effective area of 11,375 sq ft. There is a two foot separation between each dripline. Driplines are kept shallow, but must be a minimum of 12 inches below the surface of the ground. This department does not endorse any brand of products. This permit must be kept on-site during installation. The engineer must do a final inspection of the installation and submit an as -built letter to this department. This department must also be called for an inspection with a minimum of 48 hours advanced notice. *Revegetation over the area of the field is very important for the functioning of the system. Pitkin County has guidelines that must be followed to assure the plants that are introduced are appropriate for the conditions of the area. The use of native plants is strongly encouraged. Permit approved by: Date: 5� Plans and specifications of the 00posed individual sewage disposal system have been reviewed and are considered satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was issued unless system construction has commenced or an extension has been approved in writing by the Department. As -built drawings must be included with t 's permit before the final approval will be issued. Installer: j/ s (,A(�-t^ Final approval: Date:, J G A M B A & ASSOCIATES CONSULTING ENGINEERS & LAND SURVEYORS W-6 AM B A[ N G IN EER I NG.0 OM PHONE: 970/945-2550 FAX: 970/945-1410 113 NINTH STREET, SUITE 214 P.O. Box 1458 GLENWOOD SPRINGS, COLORADO 81602-1458 `r/ Tuesday, July 25, 2006 Nancy MacKenzie Environmental Health Specialist Pitkin County Environmental Health & Natural Resources 0405 Castle Creek Road, Suite 10 Aspen, CO 81611 Original by mail, copy by FAX to (970) 920-5077 *t y ft h►�cq�� �� r`Vv6G 006 `V RE: Brammell ISTS & Geoflow System, Letter of Final Acceptance, Construction Permit #04072. Dear Nancy: Gamba & Associates, Inc. (G&A) are sending this letter as our notice that to the best of our knowledge, the system installed for the above residence has been constructed in substantial compliance with the three -sheet set of design plans prepared by us, stamped and sealed on July 13', 2005. We are aware of no significant changes from the design plans sufficient to warrant a revision for the purpose of providing as -built documents. Therefore, we believe that the design plans can serve adequately as as -built plans. If you have any questions, please call. Sincerely, Gamba & Associates, H:\04473\Communications\Brammell ISTS & Geoflow. FinaLApproval letter.doc by FAX to (970) 920-9905 Brammell ISTS & Geoflow — Final Letter of Acceptance. Tuesday, July 25, 2006 Page 1 of 1 10-4 P. 1 COMfICATION RESULT REPORT ( JUL. 27. 2NO 2:50PM ) * * * FAX HEADER: ENVIRO HEALTH NAT RESOURCE TRANSMITTED/STORED : JUL.27.2006 2:50PM FILE MODE OPTION ADDRESS RESULT PAGE -------------------------------------- ------------------------------------------------------------- 447 MEMORY TX GAMBA & ASS. OK 2/2 ------------------------------------------------------------------------------------------ REASON FOR ERROR E-2) BUSY E- 1) H AN G Up OR LINE FAIL E- 3) NO ANSWER E- 4) NO FACSIMILE CONNECTION PITKIN COUNTY ENVIRONMENTAL HEALTH & NATURAL RESOURCES DATE: 7/27/2006 Send to: T_ Carter Page From: Alicia Gomez Fax Number: 945-1410 Phone Number: 920-5087 CC: Number of Pages, Including Cover: 2 CC Fax Number: Q URGENT O REPLY ASAP q PLEASE COMMENT O PLEASE REVIEW ® FOR YOUR INFORMATION COMMENTS: Septic Permit # 04072 for parcel 2645-034-01-007, owner Brammell, has been finalized_ Please feel Free to call 920-5070 if you have any questions. fax cover Pitkin County Environmental Health and Natural Resources 0405 Castle Creek Road Suite #10, Aspen, CO 81611 Phone (970) 920.5070 1 Fax (970) 920.5077 Web site www.aspenpitkin.com/ehnr or 101111114 1 PITKIN COUI . Y ENVIRONMENTAL HEALTH Dom. ARTMENT APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM 0405 Castle Creek Road, Suite 10, Aspen Colorado 81611 Phone 970-920-5070/Fax 970-920-5077 Name of OWNER: Steven & Alison Brammell Owner's Mailing Address: 107 South Royal Ascot City, State, Zip Home Phone: Las Vegas, Nevada Business Phone: (702) 804-0034 Home Phone: N/A E-mail Address: N/A Primary Contact Person (all communication regarding this permit will go through this person) Name: T. Carter Page, P.E. 35161 Company Gamba &.-A ssoclates, Inc. Contact Mailing Address: 1 13 9th Street Suite 214 — P.O. Box 1458 City State Zip Glenwood Springs CO 81602-1458 Business Phone: (970) 945-2550 Cell Phone (970)948 3149 Fax (970)945 1410 E-mail Address: tcpagePgambaengineerinq com Parcel ID # (available from assessor's office at 920-5160 or at www.aspen.com/assessor/) 264 503 401 007 Street address of property: 1000 Lazy O Road, Snowmass, Colorado 81621 Legal Description: Lot: N/A Block: N/A Filing: N/A Subdivision: Lazy O Subdivision Size of lot: 7.83 Acres. Type of Proposed Structure: Single Family Residential Total square feet of house: 8,400 sq. ft. # of bedrooms (potential) in house: FOUR (4 ) Caretaker Unit: Attached? ❑ Detached? X Not Applicable? ❑ Total square feet of caretaker unit: unk. # of bedrooms (potential) in caretaker TWO (2) Permit is for: New Home X Repair due to failure ❑ Remodel/Addition ❑ Emergency use ❑ Water: Private well ❑ Spring ❑ Stream ❑ Community/Public Water System X If community system: Name of system: Lazy O Subdivision The fee for a ISDS application is $600 for a permit that takes 6 hours or less for the department to approve. If approval takes longer than 6 hours, a rate of $100 per hour will be charged. The maximum fee is $1,000. The basic fee of $600 is due at the time of application. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISDS permit; second, before final approval of the ISDS permit. Application for an individual sewage disposal system is hereby submitted. I hereby certify that the above information is true and accurate and that I have provided true and accurate information on locations of all existing and proposed wells, contour intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain tiles, irrigation ditches, lakes, water courses, streams, floodplains, dry gulches, and existing septic systems. I hereby certify that any such features not shown on attached site map are not present. Issuance of the permit does not imply the approval of any other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all approvals and permits have been obtained. The Aspen/Pitkin Environmental Health Department, Pitkin County and employees of these agencies will be held harmless should the individual sewage disposal system fail or malfunctio . The per construct is issued on information submitted by the applicant or his/her representatives. The owner assumes full responsibility in cf failure f e system. / `� Signature of Received by: H:\04473\Calculations\ISDS Permit Application-Brammell.doc Created on 5/14/2004 1:13 PM Date: Receipt#: 6 gu Date: PITKIN 'JNTY ENVIRONMENTAL HEALTH DEPART' iIT cPTIC SYSTEM APPLICATION CHECKLIST NOTE: SEPTIC PERMIT APPLICATIONS CANNOT BE ACCEPTED UNTIL ALL OF THE INFORMATION BELOW IS INCLUDED. The soils test and system design must be done by a Registered Professional Engineer. You should plan to meet with the RPE at your site to discuss where the soils tests should be done to meet all of the County regulations and where you want to put your house. The RPE will be your contact for issues you want to discuss about your system's size and location. Each box should be checked to indicate the following have been submitted before the application can be accepted. ❑ Environmental Health has been called to look at profile hole. X Completed application form. X Engineer design stamped by a RPE registered in the State of Colorado. (One set). Design must be based on the Pitkin County ISDS Regulation, Revised 2001. X Site map must include locations of all existing and proposed wells within setback distances (including on surrounding properties), contour intervals, all proposed and existing buildings, property lines, ditches, slopes of greater than 15% in the area of the drain field, water lines, sprinkler systems, springs, suction (irrigation) lines, drinking water cisterns, drain tiles, irrigation ditches, lakes, ponds, water courses, streams, floodplains, floodways, dry gulches, or existing septic systems. This must include all such features on neighboring properties within setbacks. X Site Plan on 11 x17 to show location of ISDS, building and driveway. (Two sets) X Complete building floor plans. Floor plans should be 11" x17". (One set) X Proof of adequate water supply: (Well must be drilled before septic permit can be issued.): For private wells, recent well driller's pump test showing gpm actually produced, well permit showing legal supply. The minimum yield from the well or water storage shall be .07 gallons/minute/person, which is 100 gallons/person/day. There must be storage or yield capable of a 24-hour supply for domestic purposes only (not including fire protection or irrigation). For community systems, proof there is adequate water for all houses served by the system. ❑ Proof of adequate water quality with bacteriology test: Aspen Consolidated Sanitation District and Snowmass Water & Sanitation District perform this test locally. X Percolation tests — submitted HP Geotech Report 103 549 dated October 28, 2003 X All ISDS Permit fees are $600 to cover first six hours of processing. Hourly rate of $100 will be charged beyond first six hours, up to $1,000. "Tank only" fee $150. Please make check payable to: Pitkin County Environmental Health Department. ❑ Copy of county approval (1041 approval, subdivision approval, etc.) You must obtain written approval from Community Development before submitting this application if your septic system is outside the building envelope and any part of the system is more than 30" above grade. A WAIVER IS AVAILABLE FOR SUBMITTING A BUILDING PERMIT APPLICATION PRIOR TO OBTAINING AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT. Please ask the Community Development Dept. or Environmental Health Dept. for further information. H:\04473\C alculations\Application Checklist-Brammell.doc Created on 3/9/2004 4:24 PM Pitkin County Environmental Health Department Contact Log Sheet Name: u- - AVU Parcel ID#: C) — O Address: Date Person Spoken To Comments / Action to be Taken Initials Time i YVl awll slelllul ua�el aq of uol}oy s}uawwoo of uei o s uosJad aged :ssaippd :#al laoaed :aweN }says 50-1 }oe}uoO }uaw}iedaa gII89 H le}u9wuoJlnu3 fi4unoo ui�j!ci OCT -15-2003 15:44 H -P GEOTECH 7 APPROXIMATE SCALE I "= 80` LOT 5 / 7390 i 7370 '� / BORING 1 7360 7350 • BORING 3 f BORING 2 7340- 7330 340-7330 — BUILDING ENVELOPE 7320 T PROFlLE 80RING � � P i —, 7310 P 3 300 O 1pO P. 05/05 PROPERTY_ BOUNDARIES LOT 7 LOT 8 / f e 103 549 FiEPWORTH—PAWLAK f LOCATION OF EXPLORATORY BORINGS Figure 1 I GEOTECHNICAL, INC_ TOTAL P.05 Page 1 of 2 Reply -To: <tcpage@gambaengineering.com> From: "T. Carter Page" <tcpage@gambaengineering.com> To: "Nancy McKenzie \(E-mail\)" <nancym@ci.aspen.co.us> Subject: FW: Brammell ISTS - Geoflow and Advantex design plans Date: Sun, 26 Sep 2004 13:06:30 -0600 X -Mailer: Microsoft Outlook CWS, Build 9.0.2416 (9.0.2910.0) Importance: Normal X -Spam: exempt X -MAIL -FROM: <tcpage@gambaengineering.com> X -SOURCE -IP: [207.155.248.72] X-MailScanner-Information: Please contact the ISP for more information X-MailScanner: Found to be clean Nancy: Attached is the email I sent to Rodney Ruskin and Francois vanderSpuy at Geoflow, and the answer I got back from Rodney. I will be contacting Angela Helliwell and/or Roger Shafer regarding the OSI controller, but I am leading towards the splitter valve. Carter -----Original Message ----- From: Rodney Ruskin [mailto:geoflow4@earthlink.net] Sent: Thursday, September 23, 2004 6:08 PM To: tcpage@gambaengineering.com Subject: Re: Brammell ISTS - Geoflow and Advantex design plans Dear Carter, Your design is simple and good. On the details I see that you selected a manual HEADWORKS. With Advantex OSI will supply their controller to manage the Geoflow system as well as the Advantex. This could also operate six solenoid valves instead of the splitter valve. I do not have anything against the design you chose, I want to make sure that you are aware that OSI offer this alternative. I apologize for the delay in response, both Francois and I were traveling. Thank you for specifying Geoflow, Rodney Ruskin rr(aDgeoflow.com www.geoflow.com ----- Original Message ----- From: T. Carter_ Page To: rr geoflow.com Cc: fdvs@geoflow.com Sent: Tuesday, September 21, 2004 5:36 PM Subject: Brammell ISTS - Geoflow and Advantex design plans Rodney, Francois: Attached please find the PDF files for the three sheet of plans for this project. The Advantex plans are obviously not part of your review, I just wanted to let you know what we were using to treat the septic tank effluent before it got to the field. file://C:\DOCUME-1\NANCYM—I .ASP\LOCALS-1\Temp\eudl3.htm 9/27/2004 Page 2 of 2 I am particularly interested in knowing if the Geoflow details that I have selected are the correct ones. I expect that the general contractor will be contacting you, if he has not already done so. His name is Bob Mineo of Mineo & Associates, Inc., his office phone number is (970) 920-4045, and his cell number is 970 319- 8979 . He will probably be employing sub -contractors to bid on the system, and they may also contact you. I have forwarded all of your information to him for this purpose. Any assistance that you can provide would be greatly appreciated. The plans have been submitted to Pitkin County for their review. I do not anticipate that they will have any significant changes, and if any of my details are incorrect, I expect to be able to change them in the final As -Built drawings. Pitkin County MAY require that this be considered and EXPERIMENTAL system, as I believe that it is the first in Pitkin County. Bob Frishman told me that any monitoring required could be conducted by or under the auspices of Geoflow. I will keep you informed of Pitkin County's comments as I receive them. If you have any questions of comments, please do not hesitate to call me at (970) 945-2550. Thank you, Carter file://C:\DOCUME—I\NANCYM—l.ASP\LOCALS—I\Temp\eudl3.htm 9/27/2004 Carla Block, 02:50 PM 6/16/2004, 1000 Lazy O Ranch Rd X -Sender: carlab@commons X -Mailer: QUALCOMM Windows Eudora Pro Version 4.2.0.58 Date: Wed, 16 Jun 2004 14:50:12 -0600 To: Nancy MacKenzie <nancym@ci.aspen.co.us> From: Carla Block <carlab@ci.aspen.co.us> Subject: 1000 Lazy O Ranch Rd Cc: kevin@studiobarchitects.net X-MailScanner-Information: Please contact the ISP for more information X-MailScanner: Found to be clean Brammell Page 1 of 1 This one Carter must have submitted to you. Roseann (Com Dev) said they do not have to stay within the bldg envelope for the septic because the subdivision covenants allow it to be outside. I assume you have this one, so if you have other questions call her. thanks, cb Carla Block Pitkin County Environmental Health 970-920-5438 Printed for Nancy MacKenzie <nancym(a-,)co.pitkin.co.us> 6/17/2004 -e r� Ln htlJrLVVVI inn. SUBSURFACE DRIP SYSTEMS Thursday, September 16, 2004 Gamba and Associates Fax: 970 945 1410 Page 1 of I Attention: Mr. T. Carter Re: Brammell Residence Dear Sir, u If you apply 0.2 gallons per day of secondary treated effluent in the area south of point 2 and north of point 9, you will be within Geoflow's standards. Regards, Rodney Ruskin. 506 Tamal Raza, Corte Madera, CA 94925. Tel 800-828-3388/ 415-927-6000 Fax 415-927-0120 www.geoflow.com 1 'd zLSb-S6L-Sits ui-p{snd Roupod CIOT :ZI i+0 91 daS Geoflow Subsurface Dispersal: Parts List (Prices are from 2003) Information automatically inserted is -from the multiple zone column in 'Worksheet 1-FieldDesign " and shown below in italics Qty[Units Item Number kescription Recommended List rice/unit Discount Price Total Price Dri line 5700 ft. WFPC-16-2-12 Waste ow PC. 1/2 h, 12in. emitter spacing 50.86 $4,902.00 Airvent and box 12 ea. APVBK-1 1" MPT air vent $21.52 $ 8.24 12 ea. AV BOX Airvent Box $6.50 $ $778.00 Headworks preassembled boxes. (May be specified in place of separate filter and flush valves.) Ultra Headworks. Incl. filter, field pressure gauge, headwork airvent, flush valves flow meter & filter pressure loss gauges in a closed bottom box I WHWULTRA-01-Aut jUltra Headwork 1" Filter with Auto flush valves 7-28 m $1,700.00 $1,700.00 Controllers 1 I ea. GEOI -115-SIM-AUT JPLC. Single zone. 115 V simplex pump. Automatic flush $975.00 $975.00 Dri line fittin s available in bas of 50 72 ea. LTSLIP-600 Locksli Adapter. 3/4" PVC slipto Wasteflow dri line $0.85 $61.20 72 ea. LTC -600 connector. Dri line to dri line connector $0,701 1 $50.40 Non-Geoflow items -11-ockslip Subtotal $8,024.84 1 ea. Pump & Filter & Vault Orenco PVU 66 24 24 & P1007 1120 485 ft. Gravity Sewer Lines 4" Schedule 40 PVC, or SDR 35 PVC - Gravity Lines 380 ft Pressure Sewer Lines 1.25" Schedule 40 PVC Force Main Lines 100 ft. PVC manifold (inches) 1.25" Schedule 40 PVC Manifolds 60 ea. PVC "Tees" 1.25" Schedule 40 PVC "Tees" ??lea. PVC Fittings 1.25" and 4" PVC Fittings - various types. 2 ea. Advantex Filtration I AX -20 units and one Orenco Biotube recirculation filter. 9/17/2004 Geoflow, Inc. Wasteflow Parts List V.2003H w \m Geoflow Subsurface Dripline Dispersal: Field Calculation M Job Description: Brammell ISTS - Revised for new Percolation Test results of September 3, 2004 Contact: Kevin Heath - Studio B Prepared by: T. Carter Page, P.E. nate• 9/10/2004 BrammeIIISTS - 5 Bedrooms - 2,275 gpd - Pressure Compensating driplines @ 0.53gph, 1 -ft. O.C. orfices, 2 ft. O.C. dripline,. Note. This worksheet can be found in Geoflow's Design and Installation Manual ?A, Dispersal Field as Dispersal Field as L,:..,.ro 7— lvinitinle 7.nnes Dosing 1 6 zone(s) Number of Zones Number of doses per day/zone: Pump run time per dose/zone (minutes): Pump run time per day/zone (hours): Pump run time per day/all zones (hours): A) Quantity of effluent to be disposed per day 2,275 379 gallons / da 0.2 0.2 allons / s .ft. / day 9.06 B) Hydraulic loading rate Determine total area required Choosespacing between WASTEFLOW lines 11,375 1,896 scivare ft. 2 2 ft. C) D) D) Chooses spacing between WASTEFLOW emitters 1 ft 1 ft. E) Total linear ft. Total number of emitters 5,688 948 each 5,688 948 each F) G) Select Wasteflow dripline Wasteflow PC 1/2gph - Wasteflow PC 1/2 gph dripline H) Pressure at the beginning of the dripfield 25 psi v 25 psi I) Feet of Head at the beginning of the dripfield 57.75 57.75 ft. J) What is the flow rate per emitter in gph? 0.53 0.53 gallons per hour K) Total flow for the area (gph) 3,014 502 gallons per hour Total flow for the area (gpm) 50.24 8.37 gallons per minute L) Select pipe diameters for manifolds and submains Select Vortex Filter (item no.) 4 1.25 inch AP4E150-4 (1.5in./4holes) AP4E-100 (lin.) M) Maximum length of each WASTEFLOW line. 260 260 ft. N) For additional technical flow, pressure and flushing data please refer to Geoflow's Design Manual and WASTEFLOW hydraulics worksheet. ., —, +- r nnca rninn itv Anci lenp-thot dailv doses Dosing Number of doses per day/zone: Pump run time per dose/zone (minutes): Pump run time per day/zone (hours): Pump run time per day/all zones (hours): 12 5 3.77 9.06 0.75 0.75 0.75 4.53 Dripline Volume .55 Tubing Inside diameter Total length of WASTEFLOW dripline / zone 5,668888 48 9 948 Total Volume in dripline / zone 70.20 11.70 Geoflow, Inc. Wasteflow Design Spreadsheet V.2003H ninutes hours / day hours inches ft gallons 9/16/2004 Geoflow Subsurface Dispersal: Pump Size Calculation Job Description: Brammell ISTS - Revised for new Percolation Test Contact: Kevin Heath - Studio B Prepared by: T. Carter Page, P.E. Date: 9/10/2004 Please fall in the shaded areas below: Information automatically inserted is from the multiple zone column in 'Worksheet 1 -Field Design Note. This worksheet can be found in Geoflow's Design and Installation Manual O) Minimum pump capacity 11.00 gpm P) Header pipe size 1.25 inch Q) Pressure loss in 100 ft. of pipe 1.33 psi R) Friction head in 100 ft. of pipe 3.07 ft. S) Static head i) Height from pump to tank outlet 0 ft. ii) Elevation increase or decrease 20 ft. T) Total static head 20 ft. U) Friction head i) Equivalent length of fittings 5 ft. ii) Distance from pump to field 310 ft. iii) Total equivalent length of pipe 315 ft. iv) Total effective feet 9.677745 ft. v) Head required at dripfield 57.75 ft. vi) Headloss through filter or Headwork 25.41 ft. 11 psi vii) Head loss through zone valves 3.927 ft. 1.7 psi V) Total friction Head 96.764745 W) Total dynamic head 116.76 ft. X) Minimum pump capacity 11.00 gpm Y) Choose the pump *** *** Note a few States + counties require additional flow for flushing. Please cnecx your tocai regi If you need assistance designing for this additional flow, please a. See Geoflow flushing worksheet or b. Contact Geoflow at 800-828-3388. Geoflow, Inc. Pump Selection Worksheet, V.2003H 9/16/2004 P hew 'wialc Geotechnical, Inc. 5020 Co nt F:oad 154 Glenwood Springs, Coloradu 81601 Phone: 97G-94., 7988 HEPWORTH-PAWLAK GEOTECHNICAL Fax:97p.u4;_, q;q. email: hpgeo(U?hpeeotech.com September 7, 2004 Steve and Allison Brammell 107 South Royal Ascot Las Vegas, Nevada 89144 Job No. 103 549 Subject: Additional Percolation Testing, Proposed Septic Disposal System, Lot 7, Lazy O Subdivision, Lazy O Road, Pitkin County, Colorado. Dear Mr. and Mrs. Brammell: As requested, Hepworth - Pawlak Geotechnical., Inc. performed additional percolation testing at the subject site. The testing was done in accordance with our proposal for professional services to you, dated July 28, 2004. We previously conducted a subsurface study, including percolation tests, and presented our findings in a report dated October 28, 2003, Job No. 103 549. Ten additional percolation holes were excavated on September 2, 2004 at the designated locations shown on Figure 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug in the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The subsoils exposed in the percolation holes are similar to those previously encountered at the site and consist of very stiff, sandy clay. No free water was observed in the pit and the soils were slightly moist to moist. Percolation testing was conducted on September 3, 2004 by a representative of Hepworth - Pawlak Geotechnical, Inc. The percolation test results are summarized on Table 1. The percolation test results varied between 40 and 120 minutes per inch. We understand that the septic disposal system will be designed by Gamba & Associates. If you have any questions or need further assistance, please call our office. Sincerely, HEPWORTH - PA Jordy Z. Adamson, Jr., P.E. Rev. by: SLP JZA/djb C. 0 REG/ �0 O ,.•••'' Q 2t 9707 �S�oNAl- E attachments Figure 1 - Location of Additional Percolation Test Holes Table 1 - Percolation Test Results cc: Gamba & Associates — Attn: Carter Page RECEIVED SEP 0 9 Parker 303.841.7119 0 Colorado Springs 719-633-5562 & Silverthorne 970-468-1989 APPROXIMATE SCALE I" = 100' LOT 8 AL AQUI I IUNAL NLKUULA I IUN lt�i NULtJ NUMBERED AND STAKED BY GAMBA & ASSOCIATES. O PROFILE BORING FROM PREVIOUS STUDY. L PERCOLATION TEST HOLES FROM PREVIOUS STUDY. 103 549 1 GEOTWORTH C AW AK I LOCATION OF ADDITIONAL PERCOLATION I Figure 1 • • HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS JOB NO. 103 549 PAGE 1 of 3 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF, INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) �i AVERAGE PERCOLATION RATE (MIN./INCH) P-1 30 30 9 73/4 11/4 80 73/4 7 3/4 7 6 112 112 — 61/2 6 _--� 112 6 51/2 1/2 51/2 5 112 5 43/4 114 P-2 36 30 12 11 1 Ili 80 HI 11 101/4 3/4 . 101/4 93/4 1/2 93/4 91/4 112 91/4 83/4 1/2 83/4 81/4 1/2 8 114 8 1/4 P-3 30 30 12 10112 11/2 60 101/2 91/2 1 91/2 81/2 1 81/2 73/4 3/4 73/4 7 3/4 7 61/2 1 1/2 61/2 6 1/2 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on September 2, 2004. Percolation tests were conducted on September 3, 2004. The average percolation rates were based on the last two readings of each test. HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS JOB NO. 103 549 PAGE 2 of 3 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER � DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-4 36 30 12 103/4 11/4 I 48 103/4 93/4 1 93/4 83/4 1 83/4 8 314 8 7112 1/2 71/2 63/4 3/4 63/4 61/4 1 /2 P-5 36 30 10112 9 1112 I j i 40 g 7 114 1 3/4 71/4 6 11/4 6 43141=1 43/4 4 3/4 4 3 1 3 21/2 1 /2 P-6 30 30 10 83/4 11/4 60 83/4 8 114 1/2 81/4 73/4 1/2 73/4 71/4 112 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on September 2, 2004. Percolation tests were conducted on September 3, 2004. The average percolation rates were based on the last two readings of each test. 0 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS JOB NO. 103 549 PAGE 3of3 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MINJINCH) % P-7 36 30 101/2 81/4 2 114 40 8114 71/4 1 71/4 61/2 314 61/2 5 314 314 P-8 36 30 101 /2 81/4 2 114 i 40 81/4 71/4 1 71/4 61/2 314 61/2 53/4 3/4 P-9 36 30 81/2 8 1 /2 120 8 71/2 1/2 71/2 71/4 114 71/4 7 1/4 P-10 36 30 91/2 81/4 1 114 60 81/4 73/4 112 73/4 71/4 112 71/4 63/4 112 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on September 2, 2004. Percolation tests were conducted on September 3, 2004. The average percolation rates were based on the last two readings of each test. PITKIN ENVIROMENTAL HEALTH DEPARTMEN�l"� ISDS DESIGN CALCULATIONS Owner's Name 1111110111JOIN W Parcel ID # House Size (sq. ft.) (75 gpd, 100 gpd, or 130 gpd) 130 Number of Bedrooms in Main House Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House Number of Bedrooms in Detached Caretaker unit Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit (If the caretaker unit is ATTACHED, treat as if part of main house.) Average Daily Waste Flow 1300 State Review Required? no Perc Rate (T) Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75 Q= 2275 Minimum tank capacity 2843.75 gallons Absorption Area (=Q/ 5 X SQRT perc rate) A = 4069.6437 sq. ft. of absorption area required 263 gravelless chamber units without reduction # of Perc Holes Required: 3.3913698 1 in every soil type? Spaced uniformly over proposed area? A maximum: 50% only if the lot size and soil conditions are optimal. If a reduction is being proposed, describe why lot size and soil conditions are optimal: A = 2034.8219 sq.ft. with 50% reductionTRENCHES 2848.7506 sq ft 30% reduction BED 131 gravelless chamber units with reduction 184 chamber units with reduc. Type of system: []Absorption trenches []Absorption bed [] Gravelless chambers []Drywell []Seepage Pit []Other (type) SETBACK FROM WELL # of feet = 202 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 152 SETBACK FROM DRY GULCH # of feet = 127 G A M B A & ASSOCIATES CONSULTING ENGINEERS & LAND SURVEYORS W -GA M EA ENG I N EE R I NG. M PHONE: 970/945-2550 FAX: 970/945-1410 113 NINTH STREET, SUITE 214 P.O. Box 1458 GLENWOOD SPRINGS, COLORADO 81602-1458 �rrr Monday, June 14, 2004 Nancy MacKenzie Senior Environmental Health Specialist Pitkin County Environmental Health 0405 Castle Creek Road, Suite 10 Aspen, Colorado 81611 RE: Brammell ISTS — plans and support documents, permit application Dear Nancy: Enclosed please find a three -sheet set of plans for the proposed treatment system for the Brammell residence on Lazy O Road. Also enclosed is the HP Geotech report number 103 549 dated October 28th, 2003. The report shows, and the survey information provided to us confirm that there were three percolation tests performed in the lower area of the proposed field. A profile boring was also performed in the same general area. To the best of our knowledge, Pitkin County was not notified to observe the profile boring. No water or rock was encountered in the area of the percolation tests or profile boring. The percolation rates reported by HP Geotech were variable, from 60 min./in. to 480 min./in. We are proposing an Advantex treatment system to improve the quality of the effluent, and reduce the rate of biomat buildup. We are also proposing the use of Geoflow subsurface driplines, buried at a depth of eight to ten inches. We believe that this will maximize the uptake of water and nitrogen by plants, and be the best system for this site and the proposed occupancy. We have informed the owner and architect that an accessory building envelope will need to be applied for to accommodate the proposed absorption area. Other elements of the system remain within the original building envelope. Because of the fact that the three percolation tests were not performed in the exact location of the proposed absorption field, and the slow rate encountered in one test, we are using a very conservative value for the Long Term Acceptance Rate of 0.1 gallons per square foot per day. We anticipate that Pitkin County will wish to have additional percolation tests performed in the proposed area of the absorption field. We also expect that a profile hole, or holes, will be required to be excavated in the area. We request that, should such subsequent percolation tests reveal a general trend towards a better (faster) percolation rate, we be allowed to revise the LTAR accordingly. We are submitting our plans to Advantex and to Geoflow for their review and comment. If substantial changes are requested or recommended, we will advise you. Brammell ISTS — June 13'h Plans Submittal Package Monday, June 14, 2004 Page I of 2 If you have any questions, please call. Sincerely, Gamba & Associates, Inc. K4/017/90 Enclosures: Three sheet set of plans, signed and sealed June 14th, 2004 Permit Application Permit Checklist HP Geotech Report 103 549 of October 28th, 2003 cc: Steven Brammell, owner Kevin Heath, Studio B Architects HA04473\Co=unications\P1ans of 0-13-04 to PITCO.doc Brammell ISTS — June 13`h Plans Submittal Package Monday, June 14, 2004 Page 2 of 2 sent by: sIUUIU b AHCHIIEU16; y/U w?u !tike; Me -11-U4 11:40; rage d ' � Nclarnrt.l)-I�aii�lA� Cicurechni,-ai, Inc. - 502C y 154 lJlcnwc-.,oJ Springs, (ik rai; F 16?It�h Mont. 9r0.94 -. 9,4 HEPWORTH-PAWLAK GEOTECHNICAL F„h: N0.9ii-&t54 .(!,)I r.j 1.::( ITT) SUBSURFACE STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 7, LAZY O SUBDIVISION LAZY O ROAD PITKIN COUNTY, COLORADO JOB NO. 103 549 OCTOBER 28, 2003 PREPARED FOR: STEVE AND ALLISON BRAMMELL 107 SOUTH ROYAL ASCOT -1 LAS VEGAS, NEVADA 89144 P»rl;c:r :103-841-7119 • Colorado prir s 7.15)633-5562 • Silvrrrlorne 970-468-1989 Sent by: 5 uUiU b ANUMI ItUlb; J!U uzu lu;diL; mar -ii -U4 -U4 11 :4n; rage i FABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY .............................. i PROPOSED CONSTRUCTION - - - - - - - - - - - - - - . - - - - - 1 SITE CONDITIONS ......................................... 2 FIELD EXPLORATION ........................................ SIJBSURFACF CONDITIONS .................................. 3 FOUNDATION BEARING CONDITIONS ........................... 4 DESIGN RECOMMENDATIONS ................................ 4 FOUNDATIONS ..................... .................. 4 FOUNDATION AND RETAINING WALLS ..................... 6 FLOORSLABS........................................ A UNDERDRAIN SYSTEM .................................. 9 SITE GRADING ...................................... 10 SURFACE DRAINAGE ................................. 12 PERCOLATION TESTING ............................... 12 LIMITATIONS ............................................ 13 FIGURE 1- LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 and 5 - SWELL -CONSOLIDATION TEST RESULTS TABLE 1 - SUMMARY OF LABORATORY 'ZEST RESULTS TABLE 2 - PERCOLATION TEST RESULTS Joh # 103 549 ��HP y!U 92U !ti"L1, Haar -11 -U4 11 :40; rage 4 PURPOSE AND SCOPE OF STUDY L� This report presents the results of a subsurface study for a Proposed residence to be located on Lot 7, Lazy O Subdivision, Lazy O Road, Pitkin County, Colorado- The project site is shown on Figure 1. The purpose of the study was to develop recommendations for foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Steve and Allison Bratnmell, dated August 28, 2003. A field exploration program consisting of exploratory borings and percolation testing was conducted to obtain information on subsurface conditions. Samples of the subsoils and bedrock obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and outer engineering characteristics. The results of the field exple,ration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation and for feasibility of an infiltration septic disposal system. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the assumed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION At the time of our study, design Flans for the residence had not been developed. The building is proposed in the upper portion of the building envelope roughly between the exploratory boring locations shown on Figure 1. We assume the residence will by typical of the area and conist of a two story wood frame structure over a walkout basement level. We assume the excavation for the building will have a maximum cut. depth of one level, about 10 to 12 feet below the existing ground surface. For the Jots 1!103 549 Sent By: STUDIO B ARCHITECTS; 970 920 7822; Mar -11-04 11:49; \,✓ -2- purpose of our analysis, foundation loadings for the structure were assumed to be relatively light and typical of the proposed type of construction. The on-site septic disposal system is Planned for the lower part of the lot. When building location, grading and loading information have been developed, we should be notified to re-evaluate the recommendations presented is this report. SITE CONDITIONS Page 5 The site was vacant at the time of our Geld exploration. The ground surface on the lot consists of a moderately steep, west facing hillside above Lazy n Road. Slope grades range from about 12 T to 22 % in the building envelope. Elevation difference between the bearing in the assumed building area is about 17 feet. A natural draw is located on the southern portion of the building envelope. Existing pits, likely from previous percolation testing conducted on the site, are located in the lower portion of the lot. Vegetation consists of sagebrush, grass and weeds. FIELD EXPLORATION The field exploration for the project was conducted on. September 16, 2003. Four exploratory borings were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. Borings 1 through 3 were located in the area of the proposed residence and the Profile Boring was located in the RK2Rgsecl sen �osaI area. The borings were advanced with a 4 inch diameter continuous flight auger powered by a track -mounted CME -45 drill rig. The track Jg was needed due to the sloping terrain. The borings were lugged by a representative of IIepworth-Pawlak Geotechnical, Inc. Samples of the subsoils and bedrock were taken with a 2 inch I.D. spoon sampler. The ~ampler was driven into the subsoils at various depths with blows from a 140 pound �—� hammer falling 30 inches. This test is similar to the standard penetration. test described ,fob #103 549 C�C7i�CGCC:I'1 Sent By: STUDIO B ARCHITECTS; 970 920 7822; Mar -11-04 11:49; Page 6 -3- by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils and hardnesm of the bc*(wk. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. Slotted PVC pipe was installed in the Profile Boring for monitoring of the groundwater level_ SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. Below about 'h foot of organic topsoil, the subsoils consist of very stiff to bard, slightly sandy to sandy clay. Weathered and fractured to hard claystone shale bedrock was encountered in Borings 1 and 3 at depths between 2 and 19 feet. The sails and bedrock encountered in the borings are similar to that encountered at other nearby lots and can possess an expansion potential when wetted. Laboratory testing performed on samples obtained during the field exploration included natural moisture content and density, and percent finer than sand size gradation analyses. Swell -consolidation testing was performed on relatively undisturbed drive samples of the clay subsoils. The swell-comsolidation test results, presented on Figures 4 and 5, indicate low c;oinpressibility under relatively light surcharge loading and a moderate to high expansion potential when wetted under a constant light surcharge. Swelling pressures between about 3,000 to 12,000 psf were measured. The laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling or when measured the following day. The subsoils and bedrock materials were slightly moist to moist. Job #1 W 549 C-al�7tiE'Gt"� Sent By: STUDIO B ARCHITECTS; 970 920 7822; Mar -11-U4 11:49; rage I \ 0 -4- FOUNllATION BEARING CONDITIONS The subsoils and bedrock encountered at the site are expansive. Shallow foundations placed on the expansive soils and bedrock similar to those encountered at this site can experience movement causing structural distress if the clay or claystone is subjected to changes in moisture content. A drilled pier foundation can be used to Penetrate the expansive materials to place the bottom of the piers in a zone of relatively stable moisture conditions and make it possible to load the piers sufficiently to resist uplift movements. Using a pier foundation, each column is typically supported on a single drilled pier and the building walls are founded on grade beams supported by a series of piers. Loads applied to the piers are transmitted to the bedrock partially through peripheral shear stresses and partially through end bearing pressure. In addition to their ability to reduce differential movements caused by expansive materials, straight - shaft piers have the advantage of providing relatively high supporting capacity with a relatively small settlement potential. A heavily reinforced monolithic slab foundation may be feasible for support of the residence with a risk of long term heave and building distress. The Slab would be designed to withstand the potential heave and could be conventionally reinforced OT- post-tensioned. rpost-tensioned. Provided below are recommendations for a drilled pier foundation. If recommendations for a monolithic slab foundation are desired, we should he contacted. DESIGN RECOMMENDATIONS FOUNDATIONS Based on the data obtained during the field and laboratory studies, we recommend straight -shaft pier, drilled into the claystone bedrock be used to support the proposed sirue;t are. )ob #103 549 Sent By: STUDIO B ARCHITECTS; 970 920 7822; Mar -11-04 11:b0; Page a -5- The design and construction criteria presented below should he observed for a straight - shaft pier foundation system: 1) The piers should be designed for an allowable end bearing pressure of 25,000 psf and an allowable skin friction value of 2,500 psf for that portion of the pier in bedrock. 2) Piers should also he designed for a minimum dead load pressure of 10,0(x1 psf based on pier end area only. If the minimum dead load requirement cannot be achieved, the pier length should be extended beyond the minimum penetration to snake up the dead load deficit. This can be accomplished by assuming one-half the allowable skin friction value given above acts in the direction to resist uplift. 3) Uplift on the piers from structural loading can he resisted by utilizing 75 % of the allowable skin friction value plus an allowance for the weight of the pier. 4) Piers should penetrate at least three pier diameters into the bedrock. A minimum penetration of 5 feet into the bedrock and a minimum pier length of 20 feet are recommended. 5) Piers should be designed to resist lateral lentis assuming a modulus of horizontal subgrade reaction of 75 tef in the clay soils and a mWulus of horizontal subgrade reaction of 200 tcf in the bedrock. The modulus values given are for a long, 1 foot wide pier and must be corrected for pier size. 6) Piers should be reinforced their full length with one #5 reinforcing rod for each 16 inches of pier perimeter to resist tension ercatcd by the swelling materials. 7) A 4 inch void form should be provided beneath grade beams to prevent the swelling soil grid rock from exerting uplift forces on the grade beams and to uauceuuate pier loadings. A void form should also be provided beneath pier caps. Job #103 549 Yb�Ct'1 Sent By: STUDIO B ARCHITECTS; 970 920 7822; Mar -11-04 11:50; Page 9 -6- 8) Concrete utilized in the piers should be a fluid mix with sufficient slump so that concrete will fill the void between the reinfcorcing steel and the pier hole. We recommend a slump in the range of 5 to 7 inches. 9) Pier holes should be properly cleaned prior to the placement of concrete. The drilling contractor should mobilize equipment of sufficient size to effectively drill through possible cemented hedrock zones. 10) Although free water was not encountered in the borings drilled at the site, some seepage in the pier holes may be encountered during drilling. Dewatering equipment may be required to reduce water infiltration into the pier holes. Placing concrete in the holes immediately after drilling- is recommended to minimize the need fur dewatering. If water cannot be removed prior to placement of concrete, the lremie med) od should be used after the hole has been cleaned of spoil. In no ease should: concrete free fall into more than 3 inches of water. 11) Care should be taken to prevent the forming of mushroom -shaped taps of the piers which can increase uplift force on the piers from swelling soils. 12) A representative of the geotechnical engineer should observe pier drilling operations on a full-time basis. FOUNDAT10N AND RETAINING WALLS Foundation walls and retaining- structures which are laterally supported and can he expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 60 pcf for backfill consisting of the on-site soils and well broken bedrock and 45 pef for backfill consisting of imported granular materials. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be desigued for a lateral earth pressure computed on the basis of an equivalent nuid trait weight of 50 pcf for backfill Job #103 549 9 .�-.�,■ Sent By: STUDIO B ARCHITECTS; 970 920 7822; Mar -11-04 11:51; Page 10 -7- v consistingof the on-site soils and 40 pcf for backfill consisting of imported granular materials. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or au upward sloping backfill surface will increase the lateral pressure imposed on a . foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed ii) uniform lifts and compacted to at least 90% slightly above optimurn. Backfill in pavement areas should be compacted to at least 95 `�'o of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use .large equipment near the wall since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected even if the material is placed correctly and could result in distress to facilities constructed on the backfill. We recommend imported granular soils for backfilling foundation walls and retaining structures because their use results in lower lateral earth pressures and the backfill will improve the subsurface drainage. Subsurface drainage recommendations arc discussed in mare detail in the "Undetdrain System" section of this report. Imported granular wall backfill should contain less than 15 % passing the No. 200 sieve and have a maximum size of ti inches. Granular materials should be placed to within 2 feet of the ground surface and to a minimum of 3 feet beyond the walls. The upper 2 feet of the wall backfill should be a relatively impervious cin -site soil or a pavement structure should be provided to prevent surface water infiltration into the backfill. Job #103 549 �'h Sent By: STUDIO B ARCHITECTS; 970 920 7822; Mar -11-04 11:51; Page 11 Shallow spread footings may be used for support of retaining walls separate from the residence, Provided some differential movement and distress can be tolerated. Foutirrgs should be sized for a maximum allowable bearing pressure of 3,000 psf. The lateral mislanc;e of retaining wall footings will be a combbiation of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated bored on a coefficient of friction of 0.30. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 300 pVf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. "Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95% of the maximum standard Proctor density at a moisture content near optitnum, FLOOR SLABS Floor slabs present a problem where expansive materials are present near floor slab elevation because sufficient bead load cannot be imposed on them to resist the uplift pressure generated when the materials are wetted and expand. We recommend that structural fluors with crawlspace below be used for all floors in the building that will be sensitive to upward movement. Slab -on -grade construction may be used in the garage arca provided the risk of distress is understood by the owner. We recommend placing at least 3 feet of nonexpansive structural fill, such as 'A -inch road base below floor slabs in order to mitigate slab movement: due to expansive soils. To reduce the effects of some differential movement; nonstructural floor slabs should be separated from all hearing walls, columns and partition walls with expansion joints ` which allow unrestrained vertical movement. Interior non -hearing partitions resting on Job #103 549 C-aecl� Sent By: STUDIO B ARCHITECTS; 970 920 7822; Mar -11-04 11:51; Page 12/24 52 floor slams should he provided with a slip joint at the bottom of the wall so that, if the slab moves, die movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and floor frames. Slip joints which allow at least 2 inches of vertical movement are recommended. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A. minimum 4 inch layer of free -draining gravel should be placed immediately beneath basement level slabs -on -grade. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. The free -draining gravel will aide in drainage below the slabs and should be counectcd to the underdrain system. Acquired fill beneadt slabs should consist of a suitable imported granular material, excluding topsoil and oversized rocks. The suitability of structural fill materials should be evaluated by the geotechnical engineer prior to placement_ The fill should be spread in thin horizontal lilts, adjusted to slightly above optimum moisture content, and compacted it) 95% of the maximum standard Proctor density. All vegetation, topsail and loose or disturbed soil should be removed prior to fill placement. The above recommendations will not prevent slab heave if the expansive soils underlying slabs -on -grade become wet_ However, the recormnendatiom will reduce the effects if slab heave occurs. All plumbing; lines should be pressure tested before backfilling to help reduce thepotential for wetting. UNDERDRAIN SYSTEM Although groundwater was not encountered at the residence site borings, it has been our experience in the arca where clay soils are present and hedrock is shallow that local Job 11103 549 Gec�ecYi Sent By: STUDIO B ARCHITECTS; 970 920 7822; Mar -11-04 11:52; Page 13/24 -lo- perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can also create x perched condition. Therefore, we recommend below -grade construction, such as crawlspace and baserrrent areas, be protected from wetting by an underdrain system. The drain should also act to prevent buildup of hydrostatic pressures behind foundation walls. The underdrain system should consist of a drainpipe surrounded by free -draining granular material placed at the bottom of the wall backfill. The drain lines should be placed at each level of excavation and at least 1 font below lowest adjacent finish grade, and sloped at a minimum I% grade to a suitable gravity outlet. free -draining granular material used in the drain system should consist of minus 2 inch aggregate with less than 50%p passing the No. 4 sieve and less than 2% passing the No. 200 sieve. The drain gravel should be at least 2 feet sleep. Vt)id form below the grade beams can act as a conduit for water flow. An impervious liner such as 20 mil PVC should be placed laelow the -drain gravel in a trough shape and attached to the grade beam with mastic to keep drain water from flowing beneath the grade beans and to other areas of the ibuilding. SITE GRADING Fill material used inside building limits and within 3 feet of pavement grade should consist of a relatively well graded, nonexpansive, granular material. Pill should be placed and compacted to at least 95% of the maximum standard Proctor density near tine optimum moisture content. Pill should not contain concentrations of organic matter or other deleterious substances. The geotechnical engineer should evaluate the suitability of proposed fill materials prior to placement. In fill areas, the natural soils altould be adjusted to a moisture content near optimum and compacted to provide a wi Mn base for fill placement. Jon # 103 549 '�' Ptech Jens My. Oiuuty a AnunIICU103 Ulu Wdu 10443 MkIl'. I i - •+ I I tee, raye i -+lc'+, -11- 'file natural soil and bedrock encountered during this study will be expansive when P'' p lain a compacted condition. Consequently, these materials should not be used as placed fill material beneath building areas or directly beneath pavement areas. The natural soil and bedrock can be used for fljLin ALcrial near the bottom of fills outside building areas. A detailed slope stability evaluation and resultant recommendations are beyond the scope of this report. However, general guidelittes are presented below so planning and design of the structure can be accomplished by the project designers and contractor. After initial planning and design are completed, we should be contacted to review the information. and conduct additional analysis as needed. 1) Permanent unretained cuts in the overburden soils less than 10 feet in height should not exceed 2 horizontal to 1 vertical. The risk of slope instability will be significantly increased it seepage is encountered in cuts. i, 2) Fills up to 10 feet in height can be used if the fill slopes do not exceed 2 horizontal l0 1 vertical and they are properly compacted and drained. The ground surface underlying all fill should be prepared by removing all ()rgaoic hatter, scarifying to a depth of 6 inches and compacting to 95 % of the Maxitilum standard Proctor density prior to fit l placement. Fills should be benched into hillsides exceeding 5 horizontal to 1 vertical. 3) Positive surface drainage should be provided around all permanent cuts and fills and steep natural slopes to direct surface runoff away from the slope faces. Slopes and other stripped areas should he protected against erosion by revegetation or other methods. 4) Site grading, drain details and building plans should be prepared by qualified engineers familiar with the problems in the area. Joh # 103 549 C'�°'r..t'1 LV 1OLG) ' r -12- SURFACE DRAINAGE CJ The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion potential of the soils and bedrock. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on-site soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Irrigation sprinkler heads and landscaping which requires regular heavy irrigation, such as sod, should be located at least 10 feet from foundation walls. PERCOLATION TESTING Percolation tests were conducted on September 17, 2003 to evaluate the feasibility of an infiltration septic disposal system at the -Mte. A Profile Boring was drilled and three percolation holes (P-1, P-2 and P-3) were dug at the locations shown on Figure 1. The test holes, nominal 12 inch diameter by 12 inch deep were hand dug and soaked with water one day Prior to testing. Tbe. soils exposed in the percolation holes are similar to Job #103 549 ��GHG�7R�-tiCh JerlL MY; 61UUlU C AriurtlltU 100 �tU �c� �occ, a' - "•""� `"�" -1.3- those exposed in the Profile Boring shown on Figure 2 and consist of very stiff, sandy clay. The percolation testresults, presented in Table 2, indicate average percolation rates from about 60 to 480 minutes per inch. 13ased on the percolation test results, the tested area is not suitable for a conventional infiltration septic disposal system. We recommend the septic disposal system be designed by a civil engineer. LIMITATIONS This study has been oronducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Figure 1, the assumed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. Tf conditions encountered during construction appear to be different from those described in this report, we should be notified at once so rc-evaluation of the recommendations may he made. 'this report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during coustivction to review and monitc)r the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted_ Significant design changes may requite additional analysis or modifications of the recommendations presented herein. We rcco,nme,nd on-site observation of excavations .1oh #103 549 h Sent By: STUDIO B ARCHITECTS; i -14- and foundation bearing strata, testing of structural fill and observation of pier drilling opemlous by a representative of the geotechnical engineer. Sincerely, HEPWORTH - PAWLAK GF.014Q MICAL. INC. 4.REQ),p i ,.;tP.µ AOA,1e . A_ / s Jordy Z. Adamson, r., 14 V0707 0 Reviewed by: %Nk- 1 Daniel E. Hardin, P.E. JZA/ksw cc: Studio B Architects - Attn: Elish Warlop Job # 103 549 �h APPROXIMATE SCALE 1"=80' LOT 5 7390 i I � i 7380 7370 J BORING 1 r 7360 7350• BORING .3 / /' BORING 2 7340- � r 7330 " BUILDING ENVELOPE 7320 Y PROFILE BORING P 1 --^ X 7310 _ _ �� P 3 300 �\ A \-, PROPERTY. BOUNDARIES LOT 7 J J LOT 8 1 103 549 ( HEPWORTH—PAWLAK I LOCATION Off' EXPLORATORY BORINGSFigure 1 GEOTECHNICAL, INC. 'L 0' GL ) Mal 1 - W - PROFILE BORING El EV.=7312' ELEV_=7350' ELEV.=7333' ELEV,=7336' n 5 10 n L— 15 20 25 BORING 1 BORING 2 BORING 3 PROFILE BORING El EV.=7312' ELEV_=7350' ELEV.=7333' ELEV,=7336' 35/12 30/12 54/12 23/12 WCm11.4 DDm115 WcW&1 DD -126 ol 15/12 34/12ol 23/12 50/B YVC�13.2 WC -14.8 DD -118 DD=117 -200-85 -200.95 36/12 29/t2 ::: 50/3 WC••rt.s DD -114 50/6 r .h 26/12 �� 50/1 50/1 I -t-, 37/12 r .♦-1 26/12 30 L --U Note: Explanation of Symbols is Shown on Figure 3. [a] A 10 20 25 30 103 549 HEPWORTH--PAWLAK LOGS OF EXPLORATORY BORINGS Figure 2 GEOTECHNICAL, INC. sent By: SIUUJU B , Wfu Wdu 1044i 1 LEGEND: TOPSOIL; sandy silty cloy, organic, moist, dark brown. CLAY (CL); slightly Sandy to sandy, very stiff to hard, slightly moist to moist. brown. CLAYSTONE BEDROCK; weathered and fractured to hard with depth, slightly moist, gray. Mancos Shale. Relatively undisturbed drive sample; 2—inch I.D. California liner sample. Drive sample blow count; indicates that 35 blows of a 140 pound hammer falling 30 inches were 35%12 required to drive the California or SPT sampler 12 inches. 1171 Indicates slotted PVC pipe installed in boring to depth shown. NOTES: 1. Exploratory borings were drilled on September 16, 2003 with a 4—inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from the features shown on the site plan provided_ 3. Elevations of exploratory borings were obtained by in between Contours Shown on the Site plan. Logs ore drawn to depth_ 4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling or when checked 1 day later. Fluctuations in water level may occur with time. 7_ Laboratory Testing Results: WC = water Content ( % ) DO = Dry Density ( pef ) —200 = Percent passing No. 200 sieve_ 103 549 HEP WORTH— PAWLAKLEGEND AND NOTES Figure 3 GEOTECHNICAL, INC. aw aellL. Dy. 01UU1 > w1w> 3 2 c 0 c a a x W 0 O N 9 1 CL 0 U 2 KM Moisture Content — 13.2 percent Dry Density = 118 PC Sample of: Sandy Cloy ISI upon o WIAI� 00 0.1 1.0 " APPLIED PRESSURE — kef Moisture Content = 11.6 percent Dry Density = 114 pcf Sample of: Sandy Clay From:Boring 1 of 14 Feet Expansion upon wetting .n 1 0.1 1.0 HEPWORTH PAWLAK 103 549 GEOTECHNICAL, INC. 00 IV APPLIED PRESSURE — ksf SWELL CONSOLIDATION TEST RESULTS Figure 4 Sent BY: SIUU10 b AHCHiTECTS; , , rage 2' 3 9 C.) 2 N ercent Dry Density 115 pcf Sample of: Sandy Clay �I ���I IN N�Y , milli 11■■IIIAII�I� IIII ■IIYN 1 1.0 lU APPLIED PRESSURE ksf Ell 1-111101Moisture Content = 14.5 pexcentDry Density 117 pct From: Boring 2 at 9 Feet Boom N I Expansion WEE oil 11 111111 1111 N oil wetting 1 0.1 1.0 10 100 APPLIED PRESSURE — ks( 103 549 HEPWORTH--PAWLAK SWELL CONSOLIDATION TEST RESULTS Figure 5 GEOTECHNICAL, INC. 4 HEPWORTH-PAW LAK GEOTECHNICAL, INC. TABLE I SUMMARY OF LABORATORY TEST RESUUFS i.Adll'LE LOCaT:_f)V ��.\1'UR,U. X,�TCRiI, S:UISTIIRC DRY CONCCYT UC\ill')' ll`: C1 <ataU:\1'IOA' I•F.P.C'KN7 P-ISSI YI; NO. NK, i1C5C .A"'EUBCRC LIDiI'IG I 811HLYG UCPTII 11 •J1 GR116.1. SAN1) i1'.I ttil LIUITU P{.A$1IC C 1.1NI'1' IKDCX :"•1 15i� 1 9 13.2 118 11.8 114 14 4 1I.4 115 11.8 1 17 y5 9 �t 5.1 126 I Mdr HEA JRTH-PAWLAK GEOTECHNICAL, I, TABLE 2 t. PERCOLATION TEST RESULTS raydMt4/ 44 JOB NO. 103 549 HOLE NO. "OLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL SINCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHESI AVERAGE PERCOLATION RATE (MINJINCH) P-1 25 20 8 318 8 3/9 160 g 8 0 8 77/8 118 7 718 7 314 118 7 314 1 7 518 118 7 518 7 112 118 P-2 12 20 61/2 6 112 0 460 6 112 6 112 0 6 112 6 112 0 6 112 6 318 118 6 318 63/8 0 6318 6318 0 P-3 16 20 11 112 10 112 1 1 60 10 112 9 118 1 318 9 118 87/8 114 8 718 8 112 318 8 112 8 118 318 8 118 7 718 114 Note: Percolation test holes were hand chug in the bottom of backhoe pits and soaked on September 16, 2003. Percolation tests were conducted on September 17, 2003. The average percolation rates were based on the last three readings of each test. J PROPOSED EFFLUENT FORCE MAIN (SEE )I • ol DETAILS) ETA" ) P4A0 2 90 WV01 ENVELOPE' _iLc; 2, Pa. f2 1 Vi v -4 1 PROPOSED SEPTIC TANKS AND ADVANTEX AX -20 .9 21, 4r401 5.4 UNITS (SEE DETAILS) z zj 0 . . . PROPOSED TWO—WAY CLEANOUT CARETAKER typ.) (SEE UNIT - (ABOVE DETAILS. -GARAGE) 2 SHEET 3)" also BedBedroomsms Ld a -1 w.l Al' .1 .1 .1 94MI / STING BWILDING ENVELOPE PROPOSED PROPOSED C P.V.C. 2—FOOT DIA. EFFLUENT DRAIN LINE (SEE ', MANHOLE "A-1" DETAILS) (SEE DETAILS) MAIN RESIDENCE: 3 Bedrooms PROPOSED (SEE PUMP VAULT 'PROPO , SED 2—F a OCT DETAILS, SHEET 3) PROP' OSED DIA_ MANHOLE -A-2" I(SEE DETAILS) HEADWORKS(SEE.' GEOFLOW DETAILS #575, SHEET 3) PROPOSED 4" P.V.C. 20— BUILDING EFFLUENT DRAIN LINE (SEE foot -7 DETAILS SHEET 3) SETBACK LINE 13 PROPOSED ZONE DRAIN� — zo UO— GEOFLOW DETAILS #589 MANIFOLD (typ.) (SEE & # 6038 SHEET 3) 00 01 clq 0, I zrA0 X K ,wl A sir t � 311 y. ~ �'�. , � � ^~ ' � � . _ ��/°J' ' ^� � ` , ` ,, -` � ` ` -, � ' - ° ^� - `� ' ' ' ' � - ` _ ' ` ' ^. _ `` `� - , //~ . ` -_' ° � � »a, . .� �\� /� >< /2 «: <y. �y wx�. : . x m » � . . .. . . m\.v.y% �:.�. ?� » ��\ � }y,\: �� \��. . �.. ©ƒ:� �: z\yam y� /�� � \ �»w �\�:<: � . . . �2y� wyw . � � a/ »: � � . � 2� § "�� .� � � � \� \ « . . ; GE PLAN FIRST FLOOR ,� ' GAt2A }^ • Y o nIiCM. ion •r ^ slid »ei ` I/'� " Vt' S��I� 1, . . T --• -- •-' ----�,—• .— __ _._. tai �` I All q nk r _r - i I J. '\CEJ 1 9 I' _ — ..— � ��` . —.• -- � •—• _.. �! �\.. � . . 1-i ,.w•r � �4� • 44a1.M cl.rJ•rti mlW'P I Ie MVry ` �1q� J �¢M �• 1.1.O. CHII fCI1 CP0:I.— 1 I1' I r�l. ..-\,( 1N�����40_OM I �.• ',, i� w•wY �w. i1 t •� � - I,q OR41h'Mr•WIV_i.4C��-- � I :.y��1i�'0'1 I, �'L1 bun.ria4w:cxcc� 4 � � (' I �• _.�--�:r+: j� � 1 Ila4ulctwW,:nrn4wr. j Ci ( (•- I... i. VPN .it— i ;ice i 1 } T',yt• _IGSralx.Pam At ,..,o�1?, .: — GARAGE PIAN ; H. a 28 GARAGE PLAN- SECOND -LOOK�` 7 .r PLAN KEY SCALE 5riC• c _- APf.N. 111.7 • ,S,TE t i i0 'd 'ON Xdi Wd H20 NOW VOOZ-OZ-03C w Sent 4y: STUDIO B ARCHITECTS; 5:,5 North M41 Street Aspen, CO 81611 Phone: 970.920 9428 Fax, 970.920.7822 To: Carla Block Fax: 920-5077 Phone [tee Brammell Lazy O lot 7 Date: 10105/2004 CC: Carla; we had revised the plan in the building dep�rtment to above the garage. Here is a copy of the revised plan. c Than you K n Heath Studio B Architects �(o Ve the bunk beds in the Northern bedroom or not informing you as well. k. � ~' ---- '-�_ � �� ,' 4 GARA LAW ROOF PLAN -~- . _~ PLAN KEY �� ~^ s Iou Ea.: [4 aGi09ER 20D3 FLOOR PLAN 2.3 Wastewater Design, Installation and Maintenence Guidelines (800) 828-3388 www.geoflow.com 1 6EOiLOW Design, Installation and Maintenance Guidelines ' Subsurface Drip for Onsite Wastewater Reuse and Dispersal October 2003 ' INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 DIAGRAM 1 - Typical Dripfield Layout System Components: . . . . . . . . . . . . . . . . . 3 ' Installing Lockslip fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Valve Installation and Operation . 18 WORKSHEET 3 - As Built System Description . . . . . . . . . . . . . . . . . . . . . . . 19 TABLE 3 - Subsurface Drip Installation Methods . . . . . . . . . . . . . . . . . . . . . . 20 2. Winterization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 SYSTEM MAINTENANCE: ' 1. Routine and Preventative Maintenance . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22 2. Home Owners Guide for Care and Maintenance of Geoflow Drip Dispersal Field . 23 3. Trouble Shooting Guide . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24 APPENDIXES: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 1 SYSTEM COMPONENTS: ' 1. Wasteflow® Dripline • 4 2. Controllers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 ' 3. Pumps and Pump tanks . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4. Filters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 . . . . . . . 5 5. Supply Manifold . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 6. Return Manifold . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . 6 ' 7. Pressure Regulator . . . . 6 8. Air Vacuum Breaker . . . . . • . . . . . . . . . . . . . . . . . . • • . . . . . . . • 6 9. Filter Flush Valves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 10. Field Flush Valves 6 ' 11. Zone Valves • 6 12. Wasteflow Headworks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 DESIGN PARAMETERS: 1. Select Area . • 7 2. Water Quality . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 3. Soil Application Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 ' TABLE 1 - Minimum Surface Area Guidelines to Dispose of 100 GPD . 8 TABLE 2 - Drip Loading Rates Considering Soil Structure . . . . . . . . . . . . . . . . . . . 9 1 4. Depth and Spacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5. Soil Layers and Types . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 . . . . . . 10 6. Adding Fill to the Dispersal Field . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 7. High Points, Siphoning and Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 ' 8. Excessive Elevation Differences . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 9. Hilly Site . 11 10. Multiple Zones . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 11. Reuse for Irrigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 ' 12. Water Application Formula. 12 WORKSHEET 1 - Dispersal Field Design for Single Zone System . . . . . . . . . . . . . . 13 ' WORKSHEET 2 - Select Pump . . . . . . . . . . . . . . . . . . . . . . . . SYSTEM INSTALLATION: . . . . . . 15 1. Installation Guidelines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 ' Installing Lockslip fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Valve Installation and Operation . 18 WORKSHEET 3 - As Built System Description . . . . . . . . . . . . . . . . . . . . . . . 19 TABLE 3 - Subsurface Drip Installation Methods . . . . . . . . . . . . . . . . . . . . . . 20 2. Winterization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 SYSTEM MAINTENANCE: ' 1. Routine and Preventative Maintenance . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22 2. Home Owners Guide for Care and Maintenance of Geoflow Drip Dispersal Field . 23 3. Trouble Shooting Guide . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24 APPENDIXES: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 1 INTRODUCTION Geoflow's WASTEFLOW®1 drip system disperses effluent below the ground surface through 1/2" pressurized pipes. It is designed using the grid concept with supply and flush manifolds at each end ' creating a closed loop system. The grid design provides a complete subsurface wetted area. The objective with effluent dispersal is usually to disperse the effluent using the minimum area as quickly and safely as possible at an approximately uniform rate throughout the year. If the main ' purpose of the Geoflow system is to irrigate, then please use the standard irrigation manual for landscape available from Geoflow, Inc. Subsurface drip is a highly efficient method to dispose of effluent. Small, precise amounts of water ' are uniformly applied under the soil surface from multiple points. The main advantages of Geoflow's subsurface drip system for effluent dispersal are: • Human and animal contact with effluent is minimized, reducing health risks. • Correctly designed systems will not cause puddling or runoff. • It can be used under difficult circumstances of high water tables, tight soils, rocky terrain, ' steep slopes, around existing buildings, trees or other vegetation, and on windy sites. • Disposal of water is maximized by means of evapotranspiration. • The system requires no gravel. It is easy to install directly into indigenous soils and the natural landscape can be maintained. ' Minimizes deep percolation. • Consumption of nitrates by the plant material is increased. ' Invisible and vandal proof installations. • Ten-year warranty for root intrusion, workmanship and materials. Systems are durable with a long expected life. ' Non intrusive. It allows use of the space while operating. • Easily automated. ' Effluent can be re -used for irrigation. ' NOTES • These guidelines are for secondary treated effluent When using primary treated effluent, Geoflow recommends automating all the self flushing valves, and increasing the number of ' emission points in the dispersal field. For more information on septic tank dispersal, please check our website at www.geoflow.com or telephone Geoflow at 800-828-3388. • Please follow your State and County Regulations for onsite wastewater dispersal. This ' manual is intended to be a guide to users of the Geoflow drip system and should be used only as a supplement to your local regulations 1 ' 1 WASTEFLOW® is a registered trademark of A.I. Innovations. 2 Geoflow Design and Installation Manual DIAGRAM 1: TYPICAL DRIPFIELD LAYOUT 6" - 10" deep (typical) Airvent ti in valve box Return manifold Wasteflow dripline. PVC Supply 2ft. Spacing (typical) manifold Lockslip PVC to dripline adapter. n Glued into 3/4" slip fitting. Valve Box a d Supply from Flush line pump tank `Field flush Vortex Filter valve Filter flush — valve b Flush return to :o 26�,-g pretreatment tank Not to scale October 2003 3 SYSTEM COMPONENTS: ' See Diagram 1 on page 3. A typical drip system installation will consist of the elements listed below: ' 1. WASTEFLOW® DRIPLINE (See Appendix 1 for product specification) ' WASTEFLOW dripline carries the water into the dispersal/reuse area. The dripline is connected to the supply and return manifolds with Compression or Lockslip fittings. Typical spacing between each dripline and between drip emitters is 24"on center. 12"spacing is used regularly for soils with 'very low or high permeability. The pipe has no joints that may pull apart during installation and is ideal for tractor mounted burying machines. It is sold in 500 -ft rolls. For export 400-m rolls are available. Rolls of alternative lengths, diameters and dripper spacings may be special ordered. ' WASTEFLOW dripline features: a) ROOTGUARDp2 The risk of root intrusion with an emitter slowly releasing nutrient rich effluent directly into ' the soil is well known to anyone who has observed a leaking sewer pipe. All Geoflow drip emitters are guaranteed to be protected against root intrusion with ROOTGUARD. This patented process fuses the root -growth inhibitor, TREFLAW into each drip emitter during manufacturing. Treflan is registered with the United States EPA for this application. The ROOTGUARD technology slowly releases Treflan in minute quantities to prevent root cells from dividing and growing into the barrier zone. It is chemically degradable, non -systemic, and virtually insoluble in water (0.3 ppm). ROOTGUARD carries a 10 year warranty against ' root intrusion. b) Bactericide protection Geoflow's WASTEFLOW has an inner lining impregnated with a bactericide, Ultra Fresh DM - 50, to inhibit bacterial growth on the walls of the tube and in the emitter. This minimizes the velocity required to flush WASTEFLOW dripline. The velocity only needs to move out the fine particles that pass through the 100 micron filter that, if not flushed, will ultimately ' accumulate at the distal end of each lateral. It is not necessary to scour growth off the inside wall of WASTEFLOW tubing. Since all pumps deliver more volume given less resistance to flow, just opening the flush valve will usually achieve this degree of flushing. When a minimum flushing velocity is requested, 0.5 feet per second is used with Wasteflow ' dripline to get the settled particles at the bottom of the pipe back into suspension. This equates to 0.375 gpm per dripline. ' c) Turbulent Flow Path WASTEFLOW drip emitters are pre -inserted in the tube 6" 12"or 24"apart with 24"being the most popular. Angles in the emitter flow path are designed to cause turbulence in order to equalize flow between emitters and keep the emitters clean. Geoflow emitters boast large flow ' paths, which, coupled with turbulent flow, have proven over the years to be extremely reliable and dependable 1 11 ' 2 ROOTGUARD® is a registered trademark of A.I. Innovations s Treflan is a registered trademark of Dow Agro Sciences 1 4 Geoflow Design and Installation Manual LI 1 17 WASTEFLOW Classic WASTEFLOW PC d) WASTEFLOW Classic and WASTEFLOW PC Dripline Both WASTEFLOW Classic and WASTEFLOW PC have turbulent flow path emitters with ROOTGUARD and bactericide protection. The WASTEFLOW PC has the added element of a silicone rubber diaphram that moves up and down over the emitter outlet to equalize flows regardless of pressure between 7 and 60 psi. To ensure a long life the recommended operating range is 10 to 45 psi. For WASTEFLOW Classic the flow rate delivered by the emitter is a function of the pressure at the emitter. The Classic dripline has the advantage of no moving parts or rubber that may degrade over time. Also, when minimum flushing velocities are required, the flows during a dosing cycle and flushing cycle are very similar with the Wasteflow Classic because when the flush valve is opened, the pressure is reduced, causing the flows from the emitters to decline. PC driplines require significantly higher flow for flushing than dosing as the emitter flow does not go down during the flushing cycle. We recommend that WASTEFLOW PC be used when the advantages are of substantial economic value. i) WASTEFLOW PC can be run longer distances than WASTEFLOW Classic. ii) Steep slopes. Systems should be designed for the dripline lateral to follow the contour. When this is practical, the extra cost of installing pressure regulators required for WASTEFLOW Classic would likely be less than the incremental cost of WASTEFLOW PC. iii) Rolling terrain. If the difference in height from trough to peak exceeds six feet then WASTEFLOW PC should be used. Vacuum relief valves must be placed at the top of each rise. 2. CONTROLLERS (See Appendix 3) Controllers are used for time dosing and time flushing of the filter and dripfields. GEO controllers include a programmable logic control interface for field modifications. They can be used on systems ranging in size from one to eight zones at the time this manual was printed. All controllers include a surge arrestor, elapsed time meter and counter. For larger systems please inquire about our Wasteflow Manager controller which has monitoring and telemetry capabilities. 3. PUMPS AND PUMP TANKS WASTEFLOW dripfields depend on pumps to dose effluent under pressure to the field. These must be sized according to flow and pressure requirements. Look for submersible effluent pumps from a dependable source. Geoflow does not endorse a single manufacturer, but does advocate you use a pump that is readily serviced in your area. Pump tanks should be sized according to your local rules and regulations. 4. FILTERS Geoflow systems use a self-cleaning Vortex Filter with a stainless screen 150 mesh / 100 micron filter element. The self-cleaning action is efficient over a range of flow rates depending on the filter size. The clean-out port is at the base and can be opened and closed manually or automatically. If using a manual flush valve, please keep the valve cracked open slightly at all times for continuous flushing. The controller will fully open automatic filter flush valves. October 2003 5 5. SUPPLY MANIFOLD ' This carries the water from the dosing tank to the dispersal area. Rigid PVC is usually used and must be designed to slope back to the pump tank in freezing conditions. The velocity in the manifold should be between 2 feet per second and 5 feet per second (fps). Refer to PVC pipe sizing chart in the appendix to determine the best diameter for your application. 6. RETURN MANIFOLD ' In order to help clean the system, the ends of the drip lines are connected together into a common return line, most often made of rigid PVC. This line will help equalize pressures in the system. Flushing should be done frequently during the installation period. Periodic flushing will help to keep the manifolds clean. The return manifold should be installed to self -drain back to the pump or ' pretreatment tank in freezing climates. 7. PRESSURE REGULATOR (See Appendix 6 for product specification) Pressure regulators fix the inlet pressure at a given rate and are recommended with WASTEFLOW Classic. Under normal operating conditions, pressure in the drip lines should be 10 psi to 45 psi. ' 8. AIR VACUUM BREAKER (See Appendix 5 for product specification) ' Air vacuum breakers are installed at the high points to keep soil from being sucked into the emitters due to back siphoning or backpressure. This is an absolute necessity with underground drip systems. They are also used for proper draining of the supply and return manifolds in freezing conditions. One is used on the high end of the supply manifold and one on the high point of the return manifold. ' Additional air vents may be required in undulating terrain. Freezing conditions require the air vacuum breaker be protected with insulation. ' 9. FILTER FLUSH VALVES (See Appendix 4 for product specifications) Used to flush debris from the filter cleanout port back to the pretreatment tank, this can be an ' electronically activated solenoid valve or a manual valve. If manual, it should be opened for a full flushing at least every six months and left cracked open slightly to flush continuously. Cracking open a manual valve may be used to increase flow through the system to be within the efficient flow rate of the filter and/or pump, if necessary. Certain States may require automated electronic flushing. ' Please refer to your State codes. 10. FIELD FLUSH VALVES. ' (See Appendix 4 for product specifications) Used to flush out fine particles that have passed through the filter and accumulated on the bottom of the tube at the end of each lateral, the field flush valve can be manual or electronic. If manual, it should be opened for full flushing at least every six months and left cracked open slightly to flush continuously and provide for drainage of the flush line in freezing conditions. Cracking open a manual valve can also be used to; increase the flow through the system to be within the efficient flow rate of the filter and/or pump, or to set system pressure instead of a pressure regulator. Certain States ' do require automated electronic flushing. Please refer to your State codes. 11. ZONE VALVES ' Used to divide single dispersal fields into multiple zones, these can be hydraulic activated index valves or solenoid valves. 1 6 Geoflow Design and Installation Manual n 12. WASTEFLOW HEADWORKS ' (See Appendix 7 for product specifications) WASTEFLOW Headworks is a pre -assembled unit including the filter, valves and pressure gauge in a jumbo box. It is installed between the pump and the field. Be sure to insulate the box in freezing ' climates. DESIGN PARAMETERS: ' 1. SELECT AREA Select the area with careful consideration of the soil, the terrain and your State and County ' regulations. Be sure the field is not in a flood plain or bottom of a slope where excessive water may collect after rain. Surface water should be directed away from the proposed field area. ' 2. WATER QUALITY Determine the quality of the water entering the system. Is it secondary treated or primary treated? If using primary treated effluent, please refer to Geoflow's article for direct septic found at www.geoflow.com or call 800-828-3388 for a copy. Be aware of water conditions intrinsic to the ' area. If iron or iron bacteria is prevalent, please be sure to eliminate it upstream of the drip system with ozone, ultraviolet or chemical treatment. Iron can be recognized as orange stain on plumbing fixtures and may be treated prior to entering the facility. u u 3. SOIL APPLICATION DESIGN Note: This section based on Subsurface Trickle Irrigation System for On -Site Wastewater Disposal And Reuse by B. L. Carlile and A. Sanjines. The basis of the information is from the Texas Health Department regulations. The rules in your County and State may vary. The instantaneous water application rate of the system must not exceed the water absorption capacity of the soil. A determination of the instantaneous water absorption capacity of the soil is difficult, however, since the value varies with the water content of the soil. As the soil approaches saturation with water, the absorption rate reduces to an equilibrium rate called the "saturated hydraulic conductivity." Wastewater application rates should be less than 10 percent of this saturated equilibrium. Even though the trickle irrigation system maximizes the soil absorption rate through the low rate of application, thus keeping the soil below saturation, there will be times when the soil is at or near saturation from rainfall events. The design must account for these periods and assume the worst case condition of soil saturation. By designing for a safety factor of 10 or 12, based on the saturated hydraulic conductivity, the system will be under -loaded most of the time but should function without surface failure during extreme wet periods. By applying wastewater slowly for a few hours daily, particularly if applied in "pulses" or short doses several times per day near the soil surface where the soil dries the quickest would keep the soil absorption rate at the highest value and minimize the potential of water surfacing in poor soil conditions. As stated previously, this design criterion will under -load the system at all times except when the soil is at or near saturation from rainfall. If designing for an efficient irrigation system, the water supply may not be sufficient to meet the demands of a lawn or landscaped area during peak water demand months. This problem can be overcome by either of two solutions: add additional fresh -water make- up to the system during the growing season to supply the needed water for plants in question; or split the system into two or more fields with necessary valves and only use one of the fields during the peak water demand months and alternate the fields during winter months or extremely wet periods, or use both fields simultaneously if the pump capacity will so allow. October 2003 1e TABLE 1. MINIMUM SURFACE AREA GUIDELINES TO DISPOSE OF 100 GPD OF SECONDARY TREATED EFFLUENT Dispersal field area calculation: Total square feet area of dispersal field = Design flow divided by loading rate Table 1 shows the recommended hydraulic loading rates for various soil conditions, using a safety factor of at least 12 with regard to the equilibrium saturated hydraulic conductivity rate of the soil. These loading rates assume a treated effluent with BOD and TSS values of less than 30 mg/1 is produced in the pre-treatment system and that any anomalies such as iron bacteria have been removed prior to dosing. NOTES 1) The above chart is provided as a guide only. States and Counties may have regulations that are different. Check your State guidelines and consult with your local health department. 2) Problems with drip dispersal fields occur when soils are misinterpreted. If in doubt, choose the more restrictive soil type from the table above. 3) "Soil type" should be based on the most restrictive layer within two feet of the dripline. In many soils 1 -ft. vertical separation from the limiting layer has proven successful with secondary treated effluent. Geoflow recommends you follow State and Local guidelines. 4) Table 1 above, with only minor modifications over the years, has served us well since 1990 with tens of thousands of systems operating successfully based upon this data. However, thanks to work by Jerry Tyler and his associates at the University of Wisconsin -Madison soil structure has become better understood and can now be used as a comprehensive tool to determine optimal hydraulic loading rates. Geoflow Design and Installation Manual Soil Absorption Rates Design Hydraulic Loading Total Area Required Est. Soil Hydraulic Soil Class Soil Type Perc. Rate Conductivity Rate gal/sq. ft. per sq. ft./ 100 gallons minutes/in inches/hr day per day I Coarse sand <5 >2 1.400 71.5 I Fine sand 5-10 1.5-2 1.200 83.3 II Sandy loam 10-20 1.0 - 1.5 1.000 100.0 II loam 20-30 0.75-1.0 0.700 143.0 III Clay loam 30-45 0.5-0.75 0.600 167.0 III Silt - clay loam 45-60 0.3-0.5 0.400 250.0 IV Clay non -swell 60-90 0.2-0.3 0.200 500.0 IV Clay - swell 90- 120 0.1-0.2 0.100 1000.0 IV Poor clay >120 1 <0.1 0.075 1334.0 Dispersal field area calculation: Total square feet area of dispersal field = Design flow divided by loading rate Table 1 shows the recommended hydraulic loading rates for various soil conditions, using a safety factor of at least 12 with regard to the equilibrium saturated hydraulic conductivity rate of the soil. These loading rates assume a treated effluent with BOD and TSS values of less than 30 mg/1 is produced in the pre-treatment system and that any anomalies such as iron bacteria have been removed prior to dosing. NOTES 1) The above chart is provided as a guide only. States and Counties may have regulations that are different. Check your State guidelines and consult with your local health department. 2) Problems with drip dispersal fields occur when soils are misinterpreted. If in doubt, choose the more restrictive soil type from the table above. 3) "Soil type" should be based on the most restrictive layer within two feet of the dripline. In many soils 1 -ft. vertical separation from the limiting layer has proven successful with secondary treated effluent. Geoflow recommends you follow State and Local guidelines. 4) Table 1 above, with only minor modifications over the years, has served us well since 1990 with tens of thousands of systems operating successfully based upon this data. However, thanks to work by Jerry Tyler and his associates at the University of Wisconsin -Madison soil structure has become better understood and can now be used as a comprehensive tool to determine optimal hydraulic loading rates. Geoflow Design and Installation Manual n 0 1 Soil Textures Soil Structure Maximum Monthly Average BOW> 30mg/L<220mg/L BOD5<30mg/L TSS>30 mg/L<150 mg/L TSS<30mg/L (gallons/fOday) (gallons/ft2/day) Course sand or coarser N/A 0.4 1.6 Loamy coarse sand N/A 0.3 1.4 Sand N/A 0.3 1.2 Loamy sand Weak to strong 0.3 1.2 Loamy sand Massive 0.2 0.7 Fine sand Moderate to strong 0.3 0.9 Fine sand Massive or weak 0.2 0.6 Loamy fine sand Moderate to strong 0.3 0.9 Loamy fine sand Massive or weak 0.2 0.6 Very fine sand N/A 0.2 0.6 Loamy very fine sand N/A 0.2 0.6 Sandy loam Moderate to strong 0.2 0.9 Sandy loam Weak, weak platy 0.2 0.6 Sandy loam Massive 0.1 0.5 Loam Moderate to strong 0.2 0.8 Loam Weak, weak platy 0.2 0.6 Loam Massive 0.1 0.5 Silt loam Moderate to strong 0.2 0.8 Silt loam Weak, weak platy 0.1 0.3 Silt loam Massive 0.0 0.2 Sandy clay loam Moderate to strong 0.2 0.6 Sandy clay loam Weak, weak platy 0.1 0.3 Sandy clay loam Massive 0.0 0.0 Clay loam Moderate to strong 0.2 0.6 Clay loam Weak, weak platy 0.1 0.3 Clay loam Massive 0.0 0.0 Silty clay loam Moderate to strong 0.2 0.6 Silty clay loam Weak, weak platy 0.1 0.3 Silty clay loam Massive 0.0 0.0 Sandy clay Moderate to strong 0.1 0.3 Sandy clay Massive to weak 0.0 0.0 Clay Moderate to strong 0.1 0.3 Clay Massive to weak 0.0 0.0 Silty clay Moderate to strong 0.1 0.3 Silty clay Massive to weak 0.0 0.0 ' TABLE 2 DRIP LOADING RATES CONSIDERING SOIL STRUCTURE. Table 2 (above) is taken from the latest State of Wisconsin code and reflects Jerry Tylers work. L October 2003 9 4. DEPTH AND SPACING ' WASTEFLOW systems usually have emitter lines placed on 2 foot (600 mm) centers with a 2 foot emitter spacing such that each emitter supplies a 4 sq. ft (0.36 m2) area. These lines are best placed at depths of 6-10 inches (150 - 250 mm) below the surface. This is a typical design for systems in ' sandy and loamy soils with a cover crop of lawn grass. Closer line and/or emitter spacing of 12 inches is used on heavy clay soils or very coarse sands where lateral movement of water is restricted. Using closer spacing should not reduce the size of the field. ' 5. SOIL LAYERS AND TYPES The shallow depth of installation is an advantage of the subsurface dripfield since the topsoil or surface soil is generally the most biologically active and permeable soil for accepting water. The topsoil also dries the fastest after a rainfall event and will maintain the highest water absorption rate. The quality and homogeneity of the soil may present a problem. If the soil was not properly prepared and there are pieces of construction debris, rocks and non-uniform soils, it is very difficult to obtain ' uniform water spread. In many cases, particularly if the soil is compacted, soil properties can be greatly improved by ripping and disking. 6. ADDING FILL TO THE DISPERSAL FIELD ' Some dispersal sites require additional soil be brought in for agronomic reasons or to increase separation distances from the restrictive layer. Restrictive layers stop or greatly reduce the rate of downward water movement, as a result surfacing may occur during part of the year. In soils with ' high water tables treatment is minimized due to a lack of oxygen. Placing drip lines in selected fill material above the natural soil provides an aerated zone for treatment. Dispersal however still occurs in the natural soil and the field size must be based on the ' hydraulic capability of the natural soil to prevent hydraulic overload. Any time fill material is Co be used, the area to receive the fill should have all organic material removed or it must be incorporated into the natural soil to prevent an organic layer from forming and ' restricting downward water movement. The fill material should be applied in shallow layers with the first 4 to 6 inches incorporated into the natural soil to prevent an abrupt textural interface. Continue this process until all fill has been incorporated. The fill area should be left crowned to shed surface water and may need diversion ditches or some other devices to prevent surface water from infiltrating. The entire fill area should have a vegetative cover to prevent erosion. If possible allow the fill to set at least seven to ten days before installing ' WASTEFLOW dripline. It is generally agreed that fill should not be used on slopes greater than 20%. ' 7. HIGH POINTS, SIPHONING AND SLOPES A potential problem with buried drip lines is siphoning dirt into the emitters when the pump is switched off. For this reason: ' a. Drip lines should have a fairly constant slope. Run dripline along a contour. b. At least one vacuum breaker should be installed at the highest point in each zone. ' c. Avoid installing lines along rolling hills where you have high and low points along the same line. If this is the case, connect all the high points together and install a vacuum breaker on the connecting line. (See Geoflow detail 602). d. Drip lines should be connected at the end to a common return line with a flush valve. 1 1 10 Geoflow Design and Installation Manual n J 8. EXCESSIVE ELEVATION DIFFERENCES WASTEFLOW Classic If the level variation within a WASTEFLOW Classic zone exceeds six feet, individual pressure regulators should be placed for each six-foot interval. WASTEFLOW PC WASTEFLOW PC can tolerate very large height variations provided the pressure remains within the 7 to 60 psi range, and preferably within 10 to 45 psi. At the end of each dosing cycle, water in the dripline will flow down to the bottom lines within the drip zone. This is called "lowhead drainage". On a slope site Geoflow recommends installing short manifolds with fewer lines and longer dripline runs. If unsure, a maximum of 1500 ft of Geoflow dripline within each zone or sub -zone can be used as a rule of thumb. Do not exceed 5 lines in a single zone or sub -zone with a slope greater than 10%. Be sure to open valves fully so manifolds drain rapidly. Slope .............. .. ................................................... Dripline: Fewer _ short Dripli un Many -......._..._._._._._._..._._._._._._._._._ longer runs are.................. recommendeds are referable on a.................... recommended on _._._._._._._._...._._._._.-._._._ Pslopes. slope. Manifolds ------------ Manifolds 9. HILLY SITE Concentrate drip lines at the top of the hill with wider spacing towards the bottom. In the case of compound slopes consult a professional irrigation designer or engineer. 10. MULTIPLE ZONES Drip dispersal fields can be divided into multiple zones or subzones with solenoid valves or index valves for the following reasons: a. Steep slopes with a risk of lowhead drainage can be subdivided to distribute the water at system shut -down more uniformly in the field. b. Smaller zones reduce the required flow per minute which consequently reduces the size of the pumps, valves, filters, supply and return lines. c. Subdividing the field is a tool used to achieve the optimum ranges required to efficiently operate the Vortex filters. ' d. If the dispersal field is located in multiple areas on the property. e. To accommodate varying soils or vegetation on a single site. Note. On multiple zones, a single Wasteflow Headworks can be used for filtration and flushing by placing zone valves downstream of the Headworks box. All zones would require a check valve on the ' individual flush lines upstream of each line joining a common flush line to keep flush water from one zone entering any other zone during the flush cycle. (See Geoflow Design Detail No. 588) If the effluent has not been through secondary treatment, then each zone should have a dedicated ' filter or Wasteflow Headworks. I October 2003 11 11. REUSE FOR IRRIGATION ' A good vegetative cover is an advantage to prevent erosion from the field and utilize water applied to the rooting zone. Sites should be planted or seeded immediately after installation. Grasses are particularly suitable for this application. Most lawn grasses will use 0.25"to 0.35"(6.3-8.9mm) of ' water per day during the peak growing season. This calculates to be about 0.16 to 0.22 gaUft2/day. By over -seeding lawns with winter ryegrass, this use efficiency can be continued through much of the year. For vegetation using 0.16 to 0.22 gaUft2/day by evapotranspiration, a sewage flow of 1000 ' gallons per day would supply the water needs of a landscaped area of 4600 to 6400 sq. ft. without having to add fresh water. For areas larger than this, the plants will suffer water stress during the hot months unless additional fresh water is applied. ' 12. WATER APPLICATION FORMULA To determine the rate of application for various drip irrigation designs, use the following formula: ' Water application (inches per hour) _ (231 x (emitter flow rate gph)) / ((Emitter spacing inches) x (dripline spacing inches)) Example: Dripline with 1.3 gph flow rate emitters spaced 24"apart and dripline spaced 24"apart. ' Water application = (231xL3)/(24x24) = 0.52 inches of water per hour. 0 [I 0 L 1 12 Geoflow Design and Installation Manual WORKSHEET: The following worksheet is available on an Excel spreadsheet and can be downloaded from ' Geoflow's homepage at www.geoflow.com. If you would like a copy sent to you at no charge phone 800-828-3388. To calculate the area required for your drip dispersal system you must know: ' 1. the quantity of effluent to be disposed of (in gallons per day) and 2. the soil acceptance rate (i.e. gallons per day per square foot). ' Make a sketch of the dispersal area with contour lines. WORKSHEET 1- DISPERSAL FIELD DESIGN FOR SINGLE ZONE SYSTEM 11 I Ci Worksheet Formula A) Quantity of effluent to be dispersed per day gpd B) Soil type or hydraulic loading rate Based on soil analysis loading rate (gal/sq. ft./day) C) Determine the total area required Refer to State or Local regulations. If none, refer to Table 1, page 8 and square ft Divide gpd by loading rate. (A)/(Bii) D) Choose the spacing between each WASTEFLOW line and each Standard spacing is 2 ft. WASTEFLOW emitter i) ft. between WASTEFLOW lines ii) ft. between WASTEFLOW emitters E) How many linear feet of dripline in (Area/ 2 ) for 2ft. line spacing. (C)/2.0 or the total area? (Area / 1) for 1 ft. line spacing. (C)/1.0 or (Area/ 0.5) for 6" line spacing. (C)/0.5 ft F) Calculate the number of emitters (Linearft. of dripline/2) for 2 ft emitter spacing. (E)/2 or (Linearft. of dnpline/1) for 1 ft emitter spacing. (E)/I or emitters (Linearft. of dnpline/0.5) for 6" emitter spacing (E)/0.5 1 October 2003 13 0 0 1 14 G) Choose pressure compensating or Classic See page 4 and Appendix 1, page 28 dripline ❑ WASTEFLOW Classic dripline or ❑ WASTEFLOW PC dripline H) Determine dripfield pressure Standard pressure is 20 psi. psi WASTEFLOW Classic systems need between 15 and 45 psi (34.7 and 104 ft.) at the start of the dripfield. WASTEFLOW PC systems need between 10 and 45 psi (23.1 ft. to 104 ft.) at the start of the dripfield. I) Determine feet of head required at dripfield Multiply pressure above by 2.31 to get head required. ft. of head (H) x 2.31 J) What is the flow See WASTEFLOW flow rates in Appendix 1. rate per emitter? gph / emitter K) Determine total flow for the area Number of emitters multiplied by the emitter flow rate at the design pressure. gpm Gph = (F)x(J) Gpm = gph160 gph L) Select pipe diameters for manifolds and submains Based on total flow from (K) above, in gpm. See schedule 40 friction loss charts on page 44 inches Optimum velocity is between 2 and 5 ft. per second. M) Select size of Vortex filter or Based on total flow from (K) above, in gpm. See WASTEFLOW Headworks minimum and maximum flow requirements for each filter in Appendix 2. Vortex filter or WASTEFLOW Headworks N) Sketch a layout of the WASTEFLOW See Maximum Length of Run table in Appendix 1 lines in the dispersal plot to make sure that the maximum lateral length of each WASTEFLOW line is not exceeded. Geoflow Design and Installation Manual IWORKSHEET 2 - SELECT PUMP r 1 P Worksheet O) Minimum pump capacity P) Header pipe size Q) Pressure loss in 100 ft. of pipe R) Friction head in 100 ft. of pipe S) Static head i) Height from pump to tank outlet. ii) Elevation increase or decrease T) Total static head U) Friction head i) Equivalent length of fittings ii) Distance from pump to field. iii) Total equivalent length of pipe. iv) Total effective feet. v) Head required at dripfield vi) Head loss through filter or Headworks vii) Head loss through zone valves Formula gpm From (K) above inches From (L) above psi Refer to PVC charts on page 34. ft. of head Multiply psi from (Q) above by 2.31 ft. Number of ft. ft. Height changes from pump to dripfield. ft. Add (Si) + (Sii) fall V) Minimum Total friction head W)Minimum Total Dynamic Head X) Minimum pump capacity NOTE: Some States and Counties require additional flow for flushing. Please check your local regulations. If you need help on flushing design, see Geoflow's flushing worksheet at www.geoflow.com or call Geoflow at 800-828-3388. Y) Choose the pump. Model Number Manufacturer Estimate loss through fittings - usually inconsequential for small systems. Measure length of sub -main Add (Ui) + (Uii) ft. (Uiii) /100 x (R) ft. See line (I) in Worksheet 1 above. ft. See pressure loss for filters in Appendix 2 or see pressure loss for Headworks box in Appendix 7. Multiply pressure by 2.31 to get head loss. ft. See pressure loss in Appendix 4 for electric valves. For manual or index valves check with the manufacturer. Multiply pressure loss in psi by 2.31 to get head loss. ft. Add (Uiv) + (Uv) + (Uvi) + (Uvii) ft. Add (T) + (V)From line item (0) above gpm Based on pressure from line (W) above and flow from line (X) above. October 2003 15 SYSTEM INSTALLATION ' 1. INSTALLATION GUIDELINES All Geoflow drip systems require: 100 micron / 150 mesh filter Filter flush valve Field flush valve and Air vent in each zone All Wasteflow Classic drip systems require pressure regulation Handle your dripline and components with care. ROOTGUARD® is temperature sensitive. To assure a long life store the drip line out of direct sunlight in a cool place. This should be a consideration when installing the system in very hot and sunny areas. Your system life span will be increased if it is buried an extra two or three inches below the soil surface, to avoid the warm temperature extremes. ' a) All dripfield construction shall be done in accordance with Local rules and regulations. b) No utilities, cable wire, drain tile, etc shall be located in dripfield. c) Fence off entire dripfield prior to any construction. ' d) System is not to be installed when ground is wet or frozen. e) Divert all downspouts and surface waters away from dripfield or into curtain drains. ' f) Excavation, filling and grading should have been finished before installation of the subsurface drip system. g) Be sure you have everything required for the installation before opening trenches. Pre -assemble ' as many sets of components as practical above ground and in a comfortable place. Compression or Lockslip adapters should be glued to PVC tees, riser units should be pre -assembled, the sub - main manifold with tees can be pre -assembled and used to mark the beginning and end of ' WASTEFLOW lines. h) For particularly tough soil conditions moisten the soil the day before opening trenches or installing WASTEFLOW. Remember it is much easier to install the system in moist soil. The soil should be moist but still should allow the proper operation of the installation equipment and not cause smearing in the trenches. The soil surface should be dry so that the installation equipment maintains traction. ' i) Mark the four corners of the field. The top two corners should be at the same elevation and the bottom two corners should be at a lower elevation. In freezing conditions the bottom dripline must be higher than the supply and return line elevation at the dosing tank. ' j) Install a watertight dosing tank. In freezing conditions the dosing tank should be at the lowest elevation of the entire system. Install a watertight riser on the dosing tank if necessary. k) Determine the proper size for the supply and return manifolds. See Worksheet line (L). ' 1) Install the PVC supply line from the dosing tank, up hill through one lower and one upper corner stake of the dispersal field. Please refer to your State guidelines for depth of burial. ' m) Paint a line between the two remaining corner stakes. 1 16 Geoflow Design and Installation Manual C ' October 2003 17 n) Install the Geoflow WASTEFLOW dripline from the supply line trench to the painted line, ' approximately 6" to 10"deep as specified. Upon reaching the painted line, pull the plow out of the ground and cut the dripline 1' above the ground. Tape the end of the dripline to prevent debris from entering. Continue this process until the required footage of pipe is installed. Geoflow dripline must be spaced according to specification (2 ft. is standard). Depth of burial of dripline ' must be consistent throughout the field. Take care not to get dirt into the lines. o) Install the supply header with tees lined up at each Geoflow line. Hook up the Geoflow lines to ' the supply header. Do not glue WASTEFLOW dripline. Installing Loc slip fittings a) Hold the fitting in one hand and position the tubing with the other hand. ' b) Move the sleeve back, and push the tubing onto the exposed stem as far as possible. c) Push the sleeve out over the tubing and thread the sleeve onto tubing, as though tightening a nut to a bolt. Hand tighten. Do not use tools. ' p) Install the Vortex filter and filter flush valve, or install the pre -assembled Headworks between the field and the pump tank on the supply line. *Insulate the box in freezing conditions. q) If using a pressure regulator, install it downstream of the filter or Headworks, just ahead of the ' dispersal field, on the supply line. Although the pressure regulator can be buried directly into the soil, it is preferable to install it inside a small valve box for easy access. *Insulate the box in freezing conditions. ' r) Install the floats in the dosing tank and wire up to the timer control. The timer control should be set to pump no more than the design flow, do not set to match the treatment capacity. s) Install the pump. Fill the dosing tank with fresh water and turn on the pump. Check for flow out the ends of all of the Geoflow lines. Let the pump run for about five minutes to flush out any dirt. Shut off the pump and tape the ends of the lines. t) Dig the return header ditch along the line painted on the ground and back to the pre-treatment ' tank. Start the return header at the farthest end from the dosing tank. The return line must have slope back to the treatment tank or septic tank. u) Install the return header and connect all of the Geoflow lines. Care must be taken not to kink the ' dripline. v) Install air vacuum breakers at the highest points in the dispersal field. Use pipe dope or Teflon tape and hand tighten. w) Install a ball or solenoid field flush valve on the return line to the pretreatment or pump tank unless a pre -assembled Wasteflow Headworks is being used. If a Headworks was installed on the supply line, connect the return line back through the Headworks box. Open the field flush valve ' and turn on the pump to flush lines then close the valve and check the field and all piping and connections for leaks. Turn off the system x) Turn on the pump and check the pressure at the air vacuum breaker(s). It should be between 15 ' to 45 PSI. Check the pressure in the WASTEFLOW Headworks if used. It should be five psi or higher. If using a manual valve for field flushing, crack it open until at least one PSI is lost or ' design pressure is reached and leave in that position. Check filter for debris y) the construction and clean. z) Provide owner with final as -built diagrams, flow measurements and pressure readings at startup. C ' October 2003 17 n 1 0 H 1 18 Geoflow Design and Installation Manual d) Test the connection to make sure the sleeve threads have gripped the tubing tightly. Valve Installation and Operation a) Wrap male adapters with 2 wraps of Teflon tape and thread the adapters into the valve inlet ' and outlet 1 turn past hand tight. CAUTION: over tightening may cause damage to the valve. The solenoid is located on the downstream side of the valve. b) Using watertight connectors, connect the valve common and an individual output wire to the ' solenoid leads. c) Flush the laterals by opening the internal manual bleed lever on the downstream side of the solenoid. Turn the flow control stem fully open (counterclockwise)for flow control models. ' d) Close the internal manual bleed after flushing the system. 1 0 H 1 18 Geoflow Design and Installation Manual 7 7 WORKSHEET 3- AS BUILT SYSTEM DESCRIPTION. 1. Site name: 2. Site address including State: 3. Dripfield designed by: 4. Dripfield installed by: 5. Date of installation: 6. Daily design flow: gpd. 7. Soil percolation rate: 8. Is there secondary treatment on this job site? Yes No If "Yes" to question 8 above, please name manufacturer and model number: 9. Number of zones in dripfield: If more than one zone, please describe valve (size, manufacturer, part number, type): 10. Amount of dripline installed in each zone: Zone 1 ft. Zone 2 ft. Zone 3 ft. Zone 4 11. Wasteflow dripline model number Wor description: 12. Flow rate per zone: Zone 1 gpm. Zone 2 gpm. Zone 3 gpm. Zone 4 gpm. 13. Depth dripline installed below grade: inches 14. Pump manufacturer, model number and number of pumps: 15. Vortex filter model number Wor description: If more than one zone, do the zones (a) share one filter or (b) each have their own filter? 16. Pressure in each zone: Zone 1 psi Location pressure measured: Zone 2 psi Location pressure measured: Zone 3 psi Location pressure measured: Zone 4 psi Location pressure measured: 17. Size (diameter) of feed manifold: inches. Depth of feed manifold: inches. 18. Size (diameter) of flush manifold: inches. Depth of flush manifold: inches. 19. Size of filter flush valve: inches. Is filter flush valve manual or automatic? 20. Size of field flush valve: inches. Is the field flush valve manual or automatic? If more than 1 zone, do the zones (a) share 1 flush valve or (b) does each zone have it's own flush valve? 21. Was any fill material supplied on the dripfield? If "yes" to 21 above describe fill quality and quantity added. ft. 22. Please provide owner with as -built drawings, including but not limited to direction of drip lines, location of air vents, pressure regulators if applicable, Headworks (filter and valves) and pump tank. 1 October 2003 19 TABLE 3. SUBSURFACE DRIP INSTALLATION METHODS NOTE: Disturbing the soil may effect the pore structure of the soil and create hydraulic conductivity problems. Please consult with your soil scientist or professional engineer before making the installation technique decision. INSERTION METHOD ADVANTAGES DISADVANTAGES a) Hand Trenching • Handles severe slopes and • Slow confined areas • Labor intensive • Uniform depth • Disrupts existing turf and ground • Back fill required b) Oscillating or vibrating • Fast in small to medium • Depth has to be monitored closely plow. Use the type that installations • Cannot be used on steeper inserts the dripline • Minimal ground disturbance slopes(>20% ) directly in place, not one • No need to back fill the trench • Requires practice to set and that pulls the dripline operate adequately through the soil. • Tends to "stretch" pipe. Shorter runs are required c) Trenching machine • Faster than hand trenching • Slower, requires labor • May use the 1"blade for • Disrupts surface of existing turf most installations • Back fill required • Uniform depth d) Tractor with dripline • Fast • The installation tool is designed insertion tool - see • Little damage to existing turf specifically for this purpose. diagram 2. below. because of the turf knife • Minimal ground disturbance • Does not stretch drip line • Adaptable to any tractor e) Tractor mounted 3 -point • Fastest. Up to four plow • Suitable for large installations only hitch insertion attachments with reels implement • A packer roller dumps back soil on top of the pipe Diag. 2 Installation Tool Reeler 21/4^ Toolbar =llp=pllSINI=_d1=11N=1111=111F= \ 1111=1Y. Ip=1111=N11_pL-8= - IIY=1111=111=N L=11p=1111= IIII=_IIII=IIII=111= ' 'll.hhn inievi�' cool spool Depth rn 1 �pll.r =111=1111=18: 11= WE IIIm-1111 Bill =IImINl=11111e 1111=191=1p=81=1N=111= IIII=III=Nlaltll?=11Ns IIII= III=INI;=BI_I lis Geoflow Design and Installation Manual n 0 1 0 7 e i 2. WINTERIZATION Buried drip systems are not prone to frost damage because, in their design, vacuum release and drain valves are provided. The dripline itself is made of polyethylene and not susceptible to freezing. It drains through the emitters so will not be full of water after pumps are turned off. Please follow these precautions: a) Manifolds, supply lines and return lines must be sloped back to their respective dosing or treatment tanks. These lines need to drain rapidly. Under extreme conditions return and supply manifolds must be insulated or buried below frost -line. Be sure drain valve on flush line remains open long enough for entire field to drain. b) Remove the check valve at the pump. c) Insulate equipment boxes, including Headworks box or filter and field flush valve boxes as well as zone dosing valves, pressure regulator and air vacuum relief valves. Use closed -cell insulation such as Perlite in a plastic bag. d) In severe freezing conditions, use heat tape or small heater in the Headworks box. d) The top of air vacuum relief valves must be no higher than soil surface. e) If using an index valve to split field zones, be sure it is capable of self -draining. f) WASTEFLOW lines will self -drain through the emitters into the soil. If the cover crop over the dripfield is not yet adequately established, add hay or straw over the field for insulation. g) Mark the valve box with a metal pin so you can find it in the winter when covered in snow. h) If using manual filter flush valves or manual field flush valves, they should be left cracked open slightly to provide for rapid drainage of the flush line in freezing conditions. i) Fields dosed with relatively small quantities of effluent are more likely to freeze than those dosed with design quantities. If winter use is less than summer use, then only use proportional number of fields to maintain water application rates in the field being dosed. I October 2003 21 SYSTEM MAINTENANCE: The best way to assure years of trouble free life from your system is to continuously monitor the system and to perform regular maintenance functions. For large systems or systems with a BOD > 30 mg/l automation of maintenance is essential. For smaller systems with a BOD < 30 mg/1 inspection and maintenance should be performed every six months. ROUTINE AND PREVENTATIVE MAINTENANCE 1) Remove the spin filter and install a clean cartridge. Clean the used filter cartridge back at the shop with a pressure hose. The filter cartridge should be cleaned from the outside inwards. If bacteria buildup is a problem we advise first trying lye, and if the problem persists, soak the filter cartridge in a chlorine bath - a mixture of 50% bleach and 50% water. 2) Open the field flush valve and flush the field for 3-5 minutes by activating the pump in "manual" position. Close the flush valve. On automatic solenoid valves the manual bleed lever should always be in the horizontal position and the dial on top should be free spinning. Clockwise rotation'closes valve 3) With the pump in the "manual" position, check the pressure in the drip field by using a ' pressure gauge on the schraeder valve located on the air vents and by reading the pressure gauge located in the Wasteflow Headworks box. The pressure should be the same as shown on the initial installation records. On systems with manual flush valves, close the field flush valve completely and then open the valve slightly until there is a 1-2 psi drop or design pressure is reached. This will allow the field to drain after each dose to prevent the manifold lines from freezing. 4) Remove the lids on the vacuum breaker and check for proper operation. If water is seen leaking from the top of the vacuum breaker, remove the cap of the vacuum breaker and press down on the ball to allow any debris to be flushed out. Be careful not to come in contact with ' the effluent. 5) Turn off the pump and reset the controller for auto mode. 6) Periodically remove and clean the air vents, field flush and filter flush valves. 7) Visually check and report the condition of the drip field, including any noticeable wetness. ' 8) Treatment and distribution tanks are to be inspected routinely and maintained when necessary in accordance with their approvals. 9) Record the elapsed time meter, pump counter, override counter, high-level alarm and power ' failures. This information can be obtained from the controller. �11 1 5 1 22 Geoflow Design and Installation Manual HOME OWNERS GUIDE FOR CARE AND MAINTENANCE OF GEOFLOW DRIP DISPERSAL FIELD A drip dispersal system has been installed on your property for the subsurface dispersal of the effluent from your home. ' The drip dispersal system consists of a series of 1/2"diameter drip tubing installed at a shallow depth of 8-10below the ground surface. It is designed to effectively disperse of the treated effluent in the ground with a combination of soil absorption and plant uptake. Your drip dispersal system will ' function for many years with only minimal maintenance being required, provided the following recommendations are followed: ' ❑ Establish landscaping (preferably a grass cover) immediately. This will stabilize the soil and allow for the vegetation to take up the water. ❑ Do not discharge sump pumps, footing drains or other sources of clear water to the system, ' except for the effluent discharge from your treatment system. ❑ Maintain all plumbing fixtures to prevent excess water from entering the dispersal system. ' ❑ Do not drive cars, trucks or other heavy equipment over the drip dispersal field. This can damage the drip components or the soil and cause the system to mal -function. Lawn mowers, rubber wheeled garden tractors and light equipment can be driven over the drip field. ❑ Do not drive tent stakes, golf putting holes, croquet hoops etc., into the dispersal field ' ❑ Contact your service company if your high water alarm should sound. The pump chamber is sized to allow additional storage after the high water alarm sounds but you should refrain from excessive water usage (i.e., laundry) until the system has been checked. ' ❑ After a temporary shut down due to a vacation or other reason, the treatment plant ahead of the drip field filter, initially may not function effectively, resulting in the filter blocking. ' Contact your service company if you notice any areas of excessive wetness in the field. In most cases, this is usually caused by a loose fitting or a nicked dripline and can be easily repaired. Note: There may be some initial wetness over the driplines following the system's installation. This should cease once the ground has settled and a grass cover is established 5 October 2003 23 0 ' Symptom: High water alarm activates continuously on a new installation (less than 3 months of operation). Inspection of the filter indicates it is plugged with a gray colored growth. Water usage is normal. Possible cause: Slow start-up of treatment plant resulting in the presence of nutrient in the effluent sufficient to cause a biological growth on the filter. This is typical of lightly loaded treatment plants that receive a high percentage of gray water (i.e., from showers and laundry). ' Remedy: Remove and clean filter cartridge in a bleach solution. Add a gallon of household bleach to pump tank to oxidize organics. Contact treatment plant manufacturer for advice on speeding up the treatment process possibly by "seeding" the plant with ' fresh activated sludge from another treatment plant. Symptom: Water surfaces continuously at one or more isolated spots, each one foot or more TROUBLE SHOOTING GUIDE: in diameter. Possible cause: Damaged drip line or a loose connection is allowing water be discharged under Symptom: High water alarm activates periodically (1-2 rimes/week). During other times the ' ' water level in the pump chamber is at a normal level. Dig up drip line. Activate pump and locate leak. Repair as required. Possible cause: Peak water usage (frequently laundry day) is causing a temporary high water If water is at base of slope, can be caused by low -head drainage. condition to occur. ' Remedy: Set rimer to activate the pump more frequently. Be sure to not exceed the total system after pump is turned off. This is not advised for freezing climates where design flow. To avoid this, reduce the duration of each dose. manifold drainage is required. Remedy: Provide a larger pump tank to accommodate the peak flow periods. Symptom: High water alarm activates during or shortly after periods of heavy rainfall. Geoflow Design and Installation Manual Possible cause: Infiltration of ground/surface water into system. ' Remedy: Identify sources of infiltration, such as tank seams, pipe connections, risers, etc. Repair as required. it is Symptom: High water alarm activates intermittently, including times when not raining or when laundry is not being done. Possible cause: A toilet or other plumbing fixture may be leaking sporadically but not ' continuously. Check water meter readings for 1-2 weeks to determine if water usage is unusually high for the number of occupants and their lifestyle. Also ' Remedy: determine if water usage is within design range. Identify and repair fixture. ' Symptom: High water alarm activates continuously on a new installation (less than 3 months of operation). Inspection of the filter indicates it is plugged with a gray colored growth. Water usage is normal. Possible cause: Slow start-up of treatment plant resulting in the presence of nutrient in the effluent sufficient to cause a biological growth on the filter. This is typical of lightly loaded treatment plants that receive a high percentage of gray water (i.e., from showers and laundry). ' Remedy: Remove and clean filter cartridge in a bleach solution. Add a gallon of household bleach to pump tank to oxidize organics. Contact treatment plant manufacturer for advice on speeding up the treatment process possibly by "seeding" the plant with ' fresh activated sludge from another treatment plant. Symptom: Water surfaces continuously at one or more isolated spots, each one foot or more in diameter. Possible cause: Damaged drip line or a loose connection is allowing water be discharged under pressure and therefore at a much greater volume than intended. ' Remedy: Dig up drip line. Activate pump and locate leak. Repair as required. Possible cause: If water is at base of slope, can be caused by low -head drainage. Remedy: Install check valves and airvents in the manifolds to redistribute water in the system after pump is turned off. This is not advised for freezing climates where manifold drainage is required. ' 24 Geoflow Design and Installation Manual the development of a good root zone. n 25 ' October 2003 Symptom: A portion of the drip field closest to the feed manifold is saturated while the rest of the field is dry. Possible cause: Insufficient pump pressure. A pressure check at the return manifold indicates pressure of less than 10 psi. ' Remedy: Check filter and pump intake to insure they are not plugged. If they are, clean as required. Remedy: Leaks in the system may be resulting in loss of pressure. Check for water leaks in connections and fittings or wet spots in the field. Also check air vents to insure they are closing properly. Repair as necessary. Remedy: Pump is worn or improperly sized. Pressure at feed manifold in less than 15 psi. Verify pressure requirements of system and provide a new or larger pump. As an ' alternate approach, the drip field may need to be divided into two or more zones. Possible cause: The duration of each dose is of insufficient length to allow the drip field to become off (or runs for only a brief time before turning pressurized before the pump shuts ' off). Remedy: Increase the pump run time and decrease the frequency of doses. Always calculate (or observe during field operation) how long the system takes to fully pressurize ' and add this time to the design dosing duration. Symptom: High water alarm begins to activate continuously after a long period (1-2 years) of heavy ' normal operation. Inspection of the filter indicates it is plugged with a accumulation of sludge. Possible cause: A buildup of solids in the pump tank due to carryover from the treatment plant. Remedy: Replace the filter cartridge with a clean cartridge. Check the pump tank and if an is the solids out of the pump tank. Also, check accumulation of solids noted, pump the operation of the treatment plant to insure it is operating properly. Symptom: Water surfaces at several spots in drip field during dosing periods. Installation is recent, less than 6 months of usage and the soil is a moderate to heavy clay. ' Possibly, the installation was completed using a non -vibratory plow. Possible cause: Smearing of the soil may have occurred during installation of drip line. Also, the "cut" installation allows an easy path for the water to surface resulting from the ' during dosing. Remedy: In most cases the sod will compact naturally around the drip line and the surfacing will diminish and ultimately cease. To help, reduce the duration of each dose and increase the number of doses/day. Also, it will help to seed the area to encourage the development of a good root zone. n 25 ' October 2003 Symptom: Entire area of drip field is wet, soft and spongy. It appears to be totally saturated ' with water. Situation occurs during dry season when there is little rainfall. Possible cause: Water being discharged to drip field exceeds design. Excess water may be a result of infiltration, plumbing leaks or excessive water usage. ' Remedy: Check water meter, elapsed time meter, pump counter, override counter or high level alarm counter to determine if water usage is in excess of design. Check for leaks or infiltration. Repair leaks as required. Reduce water usage by installing ' water saving fixture. Remedy: If water usage cannot be reduced, enlarge drip field as required. Possible cause: Area of drip field was inadequately sized and is too small. ' Remedy: Provide additional soil analysis to verify sizing and enlarge as required. IValve troubleshooting ' Symptom: Valve will not open manually Check water supply and any possible master or gate valves to insure they are open. Check that the valve is installed with the arrow pointing in the downstream direction. ' Check that the flow control is fully open, counterclockwise. Turn off the water supply. Remove the solenoid and check for debris blocking the exhaust port. ' Turn off the water supply. Remove the cover. Inspect the diaphragm for damage and replace if necessary. ' Symptom: Valve will not open electrically Check voltage at controller for 24 VAC station. Check voltage across the solenoid lead wires for minimum 21 VAC. Make sure handle on top of valve is free spinning. Not all the way open or all the way closed. If the valve still does not operate electrically, replace the solenoid. ' Symptom: Valve will not close Insure the manual bleed lever is in the closed position. Check for leaks around the flow control, solenoid or between valve cover and ' body. Turn off the water supply. Remove the solenoid and check for debris or damage to the exhaust port. Turn off the water supply. Remove valve cover and inspect for debris under diaphragm or debris in diaphragm ports. Symptom: Slow leak Check for dirt or gravel embedded in the diaphragm seat. Check actuator and exhaust fitting for proper seating. 1 26 Geoflow Design and Installation Manual I� �7 17 APPENDIX Appendix 1 Appendix 2 Appendix 3 Appendix 4 Appendix 5 Appendix 6 Appendix 7 Appendix 8 Page 28 . . . . Wasteflow Dripline Page 29 . . . . Wasteflow Classic Page 30 . . . . Wasteflow PC 0.53 gph Page 31 . . . . Wasteflow PC 1 gph Page 32 . . . . Filters Page 35 . . . . Controllers Page 39 . . . . Valves Page 41 . . . . Air Vacuum Breakers Page 42 . . . . Pressure Regulators Page 43 . . . . Headworks Page 44 . . . . PVC 40 Friction Loss Chart October 2003 27 IV A T i • • • • • • • 28 r WASTEFLOW DRIPLINE DESCRIPTION The flexible 1/2 " polyethylene dripline has large emitters regularly spaced in the line. With the dripline hidden about six inches below ground effluent is distributed slowly and uniformly, reducing ponding, even in difficult soils and hilly terrain. WASTEFLOW is built to last. It is guaranteed to be trouble-free from root intrusion with built-in ROOTGUARD® protection, and the dripline wall is protected from organic growth with a bacteri- cide lining. WASTEFLOW provides uniform distribution. The emitters have a Coefficient of variation (Cv) of less than .05. Different flow rates, dripline diameters and emit- ter spacings can be special ordered. Use 600 series compression adapters or lockslip fittings to connect the dripline to PVC pipe. ROOTGUARD® PROTECTION WASTEFLOW dripline features patented ROOT - GUARD' technology to prevent roots from clog- ging the emission points. The pre -emergent, Treflan®, is bound into WASTEFLOW emitters when they are molded to divert roots from grow- ing into the emitter outlet. The system is guaran- teed against root intrusion for 10 years. BACTERICIDE PROTECTION Ultra -Fresh DM50 is incorporated into the inner lining and emitters of WASTEFLOW dripline to prevent bacteria from forming and eliminates the need to scour the tubing. It is a tin based formula that defeats the energy system of microbial cells. WHEN TO USE WASTEFLOW PC VS. WASTEFLOW CLASSIC Geoflow, Inc. offers WASTEFLOW dripline in both pressure compensating (WASTEFLOW PC) and non -compensating (WASTEFLOW Classic) models. We recommend that WASTEFLOW PC be used when the advantages are of substantial economic value. a) Very long runs. b) Steep slopes. Systems should be designed for the dripline lateral to follow the con- tour. If this is possible, the extra cost of pressure regulators required for WASTE - FLOW Classic would likely be less than the incremental cost of WASTEFLOW PC. c) Rolling terrain. If the difference in height from trough to peak exceeds six feet then WASTEFLOW PC should be used. Vacuum relief valves must be placed at the top of each rise. WASTEFLOW PC and WASTEFLOW Classic can be interchanged to meet filter and zone flow requirements. WASTEFLOW dripline is available in 20mm diameter. Please see Geoflow website for specifi- cations. ■ WASTEFLOW is manufactured under US Patents 5332160,5116 414 and Foreign equivalents. ■ WASTEFLOW is a registered trademark of A.I.Innovations. ■ TREFLAN is a registered trademark of Dow Agro Chemicals. Geoflow Design and Installation Manual WASTEFLOW Classic Available in 2 standard models: WF16-4-24 WASTEFLOW Classic 24"/ 1.3gph WF16-4-12 WASTEFLOW Classic 12"/ 1.3gph Alternate flow rates, diameters and spacing available upon request. Flow Rate vs. Pressure (+/- 5%) WaGtPflnw Classic Pressure Head WF16-4-24 WF16-4-12 10 psi 23.10 ft 0.90 gph 0.90 gph 15 psi 34.65 ft. 1.13 gph 1.13 gph 20 psi 46.20 ft. 1.30gph 1.30gph 25 psi 57.75 ft. 1.47 gph 1.47 gph 30 psi 69.30 ft. 1.62 gph 1.62 gph 35 psi 80.85 ft. 1.76 gph 1.76 gph 45 psi 103.95 ft 1.89 gph 1.89 gph Maximum Length of Run vs. Pressure Wasteflow Classic Flow variation +/- 5% Total loss taken in dripline. No allowance for loss in the manifolds. Pressure Head WF 16-4-24 WF 16-4-18 9120ft. 10-45 psi 23 - 104 ft. 210 ft. 208 ft. A u,...... 1401 ..f 1— :n —;fAi — -- Pressure Head WF 16-4-24 WF 16-4-18 WF 16-4-12 10-45 psi 23 - 104 ft. 170 ft. 165 ft. 100 ft. October 2003 8 6 5 4 h 3 N C 2 1 0 Wasteflow Classic Pressure Loss vs. length of Dripline 12" 24° 0 50 100 150 200 250 300 Dripline Length (feet) WASTEFLOW Classic Specification The dripline shall consist of nominal sized one- half inch linear low density polyethylene tubing, with turbulent flow, drip emitters bonded to the inside wall. The drip emitter flow passage shall be 0.053 " x 0.053 " square. The tubing shall have an outside diameter (O.D.) of approximately .64 - inches and an inside diameter (I.D.) of approximately .55 -inches. The tubing shall consist of three layers; the inside layer shall be a bactericide protection, the middle layer shall be black and the outside layer shall be purple striped for easy identification. The dripline shall have emitters regularly spaced 24" (or 12") apart. The turbulent flow emitters shall be molded from virgin polyethylene resin. The turbulent flow emitters shall have nominal discharge rates of 1.3 gallons per hour at 20 psi. The emitters shall be impregnated with Treflan® to inhibit root intrusion for a minimum period of ten years and shall be guaranteed by the manufacturer to inhibit root intrusion for this period. WASTEFLOW Classic dripline shall be Geoflow model number WF16-4-24 (or WF16-4-12). W A S T E F L O W C L A S S S U 29 tv A IVU .P C WASTEFLOW PC 0.53 GPH WFPC16-2-24 WASTEFLOW PC 24"/ .53gph WFPC 16-2-18 WASTEFLOW PC 18"/ .53gph WFPC16-2-12 WASTEFLOW PC 12"/ .53gph Alternative spacing, flow rates and diameters available upon request Maximum Length of Run vs. Pressure Wasteflow PC Allows a minimum of 10 psi in the line *Recommended operating pressure is 10-45 psi Pressure Head WFPC16-2-24 Pressure Head WPFPC16-2-18 23.10 ft. — WFPC 16-2-12 7-60 psi* 16 -139 ft. 0.53 gph Maximum Length of Run vs. Pressure Wasteflow PC Allows a minimum of 10 psi in the line *Recommended operating pressure is 10-45 psi Pressure Head WFPC 16-2-24 WPW 16-2-18 WFPC 16-2-12 10 psi 23.10 ft. — — — 15 psi 34.65 ft. 321 ft. 260 ft. 174 ft. 20 psi 46.20 ft. 423 ft. 330 ft. 228 ft. 25 psi 57.75 ft 478 ft. 377 ft. 260 ft. 30 psi 69.30 ft. 535 ft. 415 ft. 288 ft. 35 psi 80.85 ft 576 ft. 448 ft. 313 ft. 40 psi 92.40 ft. 613 ft. 475 ft. 330 ft. 45 psi 103.95 ft 651 ft. 501 ft. 354 ft. 50 psi * 115.50 ft 675 ft. 523 ft. 363 ft. 55 psi * 127.50 ft 700 ft. 544 ft. 377 ft. 60 psi * 138.60 ft 727 ft. 563 ft. 403 ft. Kd = 2.070 317 50 1440 S 30 v 20 w 10 0 Wasteflow PC 0.53 gph. Pressure Loss vs. length of Dripline 0 100 200 300 400 500 600 700 800 Dripline Length (feet) WASTEFLOW PC Specification The dripline shall consist of nominal sized one- half inch linear low density polyethylene tubing, with turbulent flow, drip emitters bonded to the inside wall. The drip emitter flow passage shall be 0.032 " x 0.045 " square. The tubing shall have an outside diameter (O.D.) of approximately .64 -inches and an inside diameter (I.D.) of approximately .55 -inches. The tubing shall consist of three layers; the inside layer shall be a bactericide protection, the middle layer shall be black and the outside layer shall be purple striped for easy identification. The dripline shall have emitters regularly spaced 24"(or 18"or 12") apart. The pressure compensating emitters shall be molded from virgin polyethylene resin with a silicone rubber diaphragm. The pressure compensating emitters shall have nominal discharge rates of 0.53 gallons per hour. The emitters shall be impregnated with Treflan® to inhibit root intrusion for a minimum period of ten years and shall be guaranteed by the manufacturer to inhibit root intrusion for this period. 0.53 gph WASTEFLOW PC pressure compensating dripline shall be Geoflow model number WFPC 16-2-24 (or WFPC 16-2-18 or WFPC 16-2-12) Geoflow Design and Installation Manual 0 0 WASTEFLOW PC 1.02 GPH WFPC 16-4-24 WASTEFLOW PC 24 "/ 1.02gph WFPC16-4-12 WASTEFLOW PC 12"/ 1.02gph Alternate spacing available upon request. Flow Rate vs. Pressure Head WFPC 16-4-24 Dripline Pressure Head WFPC16-4-24 WFPC 16-4-12 7 - 60 psi* 16 - 139 ft. 1.02 gph Maximum Length of Run vs. Pressure Allows a minimum of 10 psi in the line *Recommended operating pressure is 10 - 45 psi Pressure P Head WFPC 16-4-24 WFPC 16-4-18 WFPC 16-4-12 10 psi 23.10 ft. — — — 15 psi 34.65 ft. 211 ft. 172 ft. 115 ft. 20 psi 46.20 ft. 265 ft. 210 ft. 146 ft. 25 psi 57.75 ft. 315 ft. 242 ft. 171 ft. 30 psi 69.30 ft. 335 ft. 266 ft. 180 ft. 35 psi 80.85 ft. 379 ft. 287 ft. 199 ft. 40 psi 92.40 ft. 385 ft. 305 ft. 211 ft. 45 psi 103.95 ft. 429 ft. 321 ft. 222 ft. 50 psi* 115.50 431 ft. 334 ft. 232 ft. 55 psi* 127.05 449 ft. 347 ft. 240 ft. 60 psi* 138.60 465 ft. 360 ft. 249 ft. Kd = 2.070 Wasteflow PC 1.02 gph. Pressure Loss vs. length of Dripline 60 50 40 S 30 `:3 20 14 P" 10 0 0 50 100 150 200 250 300 350 400 450 500 Dripline Length (feet) WASTEFLOW PC 1.02 GPH Specification The dripline shall consist of nominal sized one- half inch linear low density polyethylene tubing, with turbulent flow, drip emitters bonded to the inside wall. The drip emitter flow passage shall be 0.032" x 0.045 " square. The tubing shall have an outside diameter (O.D.) of approximately .64 -inches and an inside diameter (I.D.) of approximately .55 -inches. The tubing shall consist of three layers; the inside layer shall be a bactericide protection, the middle layer shall be black and the outside layer shall be purple striped for easy identification. The dripline shall have emitters regularly spaced 24"(or 12') apart. The pressure compensating emitters shall be molded from virgin polyethylene resin with a silicone rubber diaphragm. The pressure compensating emitters shall have nominal discharge rates 1.02 gallons per hour. The emitters shall be impregnated with Treflan® to inhibit root intrusion for a minimum period of ten years and shall be guaranteed by the manufacturer to inhibit root intrusion for this period. 1.02 gph WASTEFLOW PC pressure compensating dripline shall be Geoflow model number WFPC 16-4-24 (or WFPC 16-4-12). W A S T E F L O W I October 2003 31 P C 1 O 2 i !J 5 i VORTEX FILTERS Description The filters are placed between the pump and dripfield to screen out any debris. Body - Two-piece threaded housing with O-ring seal. Molded from high heat ABS and chemical resistant glass reinforced plastic. Screen - Sintered stainless steel. Sintering is a process in which three -pieces of stainless steel mesh are transformed into one; a perforated plate, 30m then 150 mesh. Screen collars molded from vinyl for long life and durability. Spin Plate and drain - Directional spin plate is molded of PVC or fiberglass. Vortex Spin Action - Incoming water is forced through a directional nozzle plate onto the inside of the stainless steel screen. A centrifugal motion starts inside the screen chamber, throwing organic and inorganic particles outward against the screen. Gravity, moves the debris down the screen wall to the 3/4" flush outlet at the base of the Vortex Filter. ITEM NUMBER SIZE (MIPT) AP4E-75 3/4" AP4E-100 1.011 AP4E-150-3 1.5 " AP4E-150-4 1.5 " AP4E-200-3 2.0" AP4E-200-4 2.0 " To stay clean, two criteria must be met: a. Flow into the filter must be within the specified range to produce a 5 to 8 psi pressure differential across the filter. b. The filter flush valve must be partially to fully open allowing debris to flush away. Spin plate �j__:"- c Upper housing O -Ring Debris basin FLOW (GPM) MAX. PRESSURE WIDTH (thread to thread) HEIGHT (with flush port) SIZE OF FLUSH PORT AREA OF FILTRATION 04-11 80 psi 6.0" 12.0" 3/4"MPT 23.4 inches2 07-29 80 psi 6.5" 13.0" 3/4"MPT 28.4 inches' - 34 -42 100 psi 12.0" 15.5" 3/4 MPT 60.8 inches' - 45 -55 100 psi 12.0" 15.5" 3/4" MPT 60.8 inches' - 68 -84 80 psi 12.0" 16.0" 3/4 MPT 60.8 inches2 90 - 110 80 psi 12.0" 16.0" 3/4 MPT 60.8 inches' - 32 Geoflow Design and Installation Manual l� ANE -75 3/4" Filter Specification The Y filter body shall be molded from glass reinforced engineering grade black plastic with a 3/4 inch male pipe thread (MIPT) inlet and outlet. The two piece body shall be capable of being serviced by untwisting and shall include an O-ring seal. An additional 3/4 inch MIPT outlet shall be capable of periodic flushing. The 150 -mesh filter screen is all stainless steel, providing a 23.4 square inch filtration area. The screen collar shall be molded from vinyl. The 3/4" filter shall be Geoflow Vortex Filter model number ANE -75. ANE -100 1 "Filter r 16 rA a 12 rA CA a� a 8 w 4 A_ 0 Flow vs. Pressure 0 0 2 4 6 8 10 Flow in gallons per minute (gpm) Self cleaning action occurs in shaded area. (4-11gpm) 25 CA a 20 0 Cn ami p� 15 10 Q 5 0 F- n Flow vs. Pressure 0 5 10 15 20 25 30 Flow in gallons per minute (gpm) Self cleaning action occurs in shaded area (7-28gpm) Note: Two or three 1 "Vortex filters can be used side by side to deliver higher flow rates or to decrease pressure loss through the filters. October 2003 33 V 0 R T E X F L T E R S Specification ' The Y filter body shall be molded from glass reinforced engineering grade black plastic with a 1 inch male pipe thread (MIPT) inlet and outlet. The two piece body shall be capable of being serviced by untwisting and shall include an O-ring seal. An additional 3/4 inch MIPT outlet shall be ' capable of periodic flushing. The 150 mesh filter screen is all stainless steel, providing ' a 28.4 square inch filtration area. The screen collar shall be molded from vinyl. The 1 " filter shall be Geoflow Vortex Filter model number AP4E-100. r 16 rA a 12 rA CA a� a 8 w 4 A_ 0 Flow vs. Pressure 0 0 2 4 6 8 10 Flow in gallons per minute (gpm) Self cleaning action occurs in shaded area. (4-11gpm) 25 CA a 20 0 Cn ami p� 15 10 Q 5 0 F- n Flow vs. Pressure 0 5 10 15 20 25 30 Flow in gallons per minute (gpm) Self cleaning action occurs in shaded area (7-28gpm) Note: Two or three 1 "Vortex filters can be used side by side to deliver higher flow rates or to decrease pressure loss through the filters. October 2003 33 V 0 R T E X F L T E R S .- L r ANE -150 1.5" Filter Specification The Y filter body shall be molded from glass reinforced engineering grade black plastic with a 1.5 inch male pipe thread (MIPT) inlet and outlet. The two piece body shall be capable of being serviced by unscrewing and shall include an O-ring seal. An additional 3/4%o MIPT outlet shall be capable of periodic flushing. The 150 mesh filter screen is all stainless, providing a 60.8 square inch filtration area. The outer support shell shall be woven stainless steel wire, and the inner screen shall be made of stainless steel cloth. The inner and outer screens shall be soldered together. The screen collar shall be molded from vinyl. The 11/2"filter shall be Geoflow model number AP4E-150-3 or AP4E-150-4 ANE -200 2" Filter Specification The Y filter body shall be molded from glass reinforced engineering grade black plastic with a 2 inch male pipe thread (MIPT) inlet and outlet. The two piece body shall be capable of being serviced by unscrewing and shall include an O-ring seal. An additional 3/4%c MIPT outlet shall be capable of periodic flushing. The 150 mesh filter screen is all stainless, providing a 60.8 square inch filtration area. The outer support shell shall be woven stainless steel wire, and the inner screen shall be made of stainless steel cloth. The inner and outer screens shall be soldered together. The screen collar shall be molded from vinyl. The 2"filter shall be Geoflow model number ANE -200-3 or ANE -200-4. 10 Flow vs. Pressure 0 0 10 20 30 40 50 60 Flow in gallons per minute (gpm) AP4E-150-3 at 34-42 gpm & AP4E-150-4 at 45-55 gpm 16 a N 12 C2 2 a 12 *" 4 A F 00 20 40 60 80 100 120 Flow in gallons per minute (gpm) ANE -200-3 at 68-84 gpm & ANE -200-4 at 90-110gpm Flow vs. Pressure 34 Geoflow Design and Installation Manual 11� M GEO CONTROLLERS Geo controllers are the brain in the system, utilizing a programmable logic controller (PLC) to activate the pumps cycles, zone valves and flush valves when needed. See the table below for the control panel that fits your application. All Geo controllers have the following built-in log functions: - Elapsed time meter (ETM) - Pump events - Peak timer events - High level alarm events - Power failure events Note: ETM and pump events are recorded whenever contactor is energized. Float Functions GEO Controllers Floats Functions High Level Alarm Float Float raised - Alarm enable. Activates the audible and visual alarm when lifted. Audible alarm may be silenced by pressing the illuminated "PUSH TO SILENCE" button. The audible alarm reactivates after 12 hours if the alarm condition is not resolved. The alarm light will remain on until the float is lowered. Secondary Timer On/Off Float Float raised - Peak Timer enable. The Peak timer will cycle the pump(s) more frequently. The Peak Timer function will remain active until the Primary Timer enable float lowers. When the Peak Timer function has been completed and the Primary Timer enable float is reactivated, normal timer operation will resume. Primary Timer On/Off Float Float raised - Timer enable. The Primary Timer will control pump cycles, beginning with the off cycle. Note: On duplex panels the pumps will alternate with each timer cycle. Redundant Off & Low Level Float raised - Pump enable. alarm float Float lowered - Pump disable. Flashing visual & audible alarm enable. This is a secondary off float that will prevent the operation of the pump if the water level in the tank gets too low. Pumping will be disabled in both the automatic and manual modes. This float also activates the visual and audible alarms. Audible alarm may be silenced by pressing the illuminated "PUSH TO SILENCE" button. The audible alarm reactivates after 12 hours if the alarm condition is not resolved. The flashing alarm light will remain on until the float is raised. When raised, this float will enable operation of the pump. October 2003 35 G E O C O N T R O L L E R S s 1 1 Choose a GEO controller: Step 2 Step 3 Step 1: Number of zones in dispersal field. Single zone. - Go to GEO1 table below. Two to four zones. - Zones activated hydraulically with indexing valves. Go to GEO1 table. - Zones activated electrically with solenoid valves. Go to GE04 table. Five to eight zones. - Zones activated hydraulically with indexing valves. Go to GEO1 table. - Zones activated electrically with solenoid valves. Go to GE08 table. More than 8 zones. - Zones activated hydraulically with indexing valves. Go to GEO1 table. - Zones activated electrically with solenoid valves. Special order. Auto - Zones activated with index & solenoid valve combinations can be accommodated. Please call Geoflow, Inc. Step 2: Voltage. Determine the required pump voltage. 115vac (max 3/4hp; 1phase pump) or 230vac (max 2hp; 1phase pump). Pumps must have internal capacitors. Any pumps requiring external capacitor kits will be special order. Capacitor kits and dimensions must be provided by pump manufacturer. Step 3: Number of pumps. Choose one pump (simplex) or two pumps (duplex). Step 4: Flushing operation. Choose manual or electronic field and filter flushing. Geoflow requires all direct septic systems use electronic flushing. (Manual flushing not available on GE04 or GE08 panels). GEO I Table GEO 4 Table GEO 8 Table Step 1 Step 2 Step 3 Step 4 Part Number GEO1 115vac Simplex Manual Geol-115v-Sim-Man Auto Geol-115v-Sim-Aut Duplex Manual Geol-115v-Dup-Man Auto Geol-115v-Dup-Aut 230vac Simplex Manual Geol-230v-Sim-Man Auto Geol-230v-Sim-Aut Duplex Manual Geol-230v-Dup-Man Auto Geol-230v-Dup-Aut Step 1 Step 2 Step 3 Step 4 Part Number GE04 115vac Simplex Auto Geo4-115v-Sim-Aut Duplex Auto Geo4-115v-Dup-Aut 230vac Simplex Auto Geo4-230v-Sim-Aut Duplex Auto Geo4-230v-Dup-Aut Step 1 Step 2 Step 3 Step 4 Part Number GE08 115 vac Simplex Auto Geo8-115v-Sim-Aut Duplex Auto Geo8-115v-Dup-Aut 115 vac Simplex Auto Geo8-230v-Sim-Aut Duplex Auto Geo8-230v-Dup-Aut ' 36 Geoflow Design and Installation Manual I October 2003 G E 0 37 C 0 N T R 0 L L E R S GE01 MANUAL CONTROLLERS The Primary Timer (float 2 -activated) controls the pump dose cycle during normal operating by the Peak ' conditions. During high flow conditions the pump dosing cycles will be controlled Timer (float 3 - activated). The Peak Timer off is typically set to trigger more frequent flow than the Primary Timer off setting. ' If duplex pump option is chosen, the pumps are alternated every pump cycle and never operate simultaneously. There is a selection switch for pump 1, pump 2 or alternation. This allows one pump to be taken out of service for maintenance without affecting the operation of the system. ' Pump dosing cycles are controlled by the timers when the H -O -A switch is in the auto position. Under normal conditions the Primary Timer (float 2) will control the pump(s). During high flow conditions, the Peak Timer (float 3) will control the pump(s). The Peak Timer will cycle the pump ' more frequently than the Primary Timer (field adjustable). The pump will dose for the same amount of time as it does when operated by the Primary Timer but the time in between doses, or the Peak timer "off time", will be 75% of that of the Primary Timer "off time". Factory settings (field adjustable) are 1 lir 55 minutes off and 5 minutes on for Primary Timer and Peak Timer is set to 1 hr ' 25 minutes off (1 hr 55 mins x 75%) and 5 minutes on. Consequently peak doses are more frequent than normal. Hydraulically activated zone valve(s) will index each time the PLC calls for a dose. Each time the ' pump is called for another zone is dosed. The controller does not dose all zones sequentially as "one" dose and ignores the fact that there are multiple zones for the purpose of dosing. For example if the Primary Timer is programmed to be off for 1 hour, on for 5 minutes and there are four zones, ' each zone will get 6 doses - five minutes in length - in a 24-hour period. The controller will dose a single zone every hour and will not dose all zones every hour. ' GEO AUTOMATIC CONTROLLERS The Primary Timer (float 2 activated) controls the pump dose cycle during normal operating conditions. During high flow conditions the pump dosing cycles will be controlled by the Peak Timer (float 3 activated). If duplex pump option is chosen, the pumps are alternated every pump cycle and never operate simultaneously. There is a selection switch for pump 1, pump 2 or alternation. This allows one pump to be taken out of service for maintenance without affecting the operation of the system. The Vortex Filter valve will open for 15 seconds (field adjustable) at the end of the pump cycle to allow flush the filter to self -flush. When the vortex filter flush is complete, the filter flush valve will close and the system drain function will begin. Pump dosing cycles are controlled by the timers when the H -O -A switch is in the auto position. ' Under normal conditions the Primary Timer (float 2) will control the pump. During high flow conditions, the Peak Timer (float 3) will control the pump. The Peak Timer will cycle the pump more frequently than the Primary Timer. The pump will dose for the same amount of time as it does "off when operated by the Primary Timer but the time in between doses, or the Peak Timer time", will be 75% that of the Primary Timer `off time". Factory settings (field adjustable) are 1 hr 55 minutes off and 5 minutes on for Primary Timer and Peak Timer is set to 1 hr 25 minutes off (1 hr ' 55 mins x 75%) and 5 minutes on. Zone valve(s) will open when the PLC calls for a dose or flush. These can be electrically operated solenoid valves (requires GE04 or GE08) or hydraulically activated index valves (used with GEO1). Each time the pump is called for another zone is dosed. The controller does not dose all zones sequentially as "one': dose but rather ignores the fact that there are multiple zones for the purpose of dosing. The total doses of all zones in a 24-hour period must be considered when setting the "off' timer(s). After the pump is deactivated the electrically activated solenoid flush valve will ' remain open for five minutes (field adjustable) to allow for drainage of the supply line and return line. If hydraulically activated index valve is used, be sure to drain the supply line in freezing climates. I October 2003 G E 0 37 C 0 N T R 0 L L E R S If hydraulically activated index valves are used in combination with a solenoid field flush valve, a ' field setting for number of zones and number of zone valves is available. Field flush valve will open at the end of the dosing cycle. The pump will continue to run for 5 seconds (field adjustable) to accommodate the opening of this valve. After the pump is deactivated the field flush valve will remain open for five minutes (field adjustable) to allow for drainage of the return line in freezing conditions. It is best to clock the length of time it takes the return flush line G to drain and use this to set your drain time. The activated zone valve remains open at the end of the dose for same " # " minutes as return flush and filter flush valves to accommodate drainage of supply line. To periodically flush the dripfield, after 10 dosing cycles (field adjustable) the pump will operate for 5 minutes (field adjustable) with the field flush valve open. The field flush cycle will repeat until all zones have been flushed. This operation will also occur after a power outage. This is achieved by correctly inputting number of zone valves (if applicable) and number of zones during setting of the ^^ controller values. GEO Panel Components: - Siemen's Logo programmable logic module for timing and controls. - Contactor and circuit breaker for pump (I 15VAC; max 3/4hp; IE pump or 230VAC; max 2hp; IE pump). Pumps must have built in capacitors. (External capacitor kits are special ^ order). - JJ Hand -Off -Auto (H -O -A) switches for pump(s) and valve(s) operation. - Connections/contacts for normally closed 24 VAC valves. (Contacts for normally open valves may be special ordered.) - Elapsed time meter and cycle counter for pump monitoring built in to PLC. R- Circuit breaker for control power. - Surge arrestor. - NEMA 4 X fiberglass enclosure. - UL listed control panel. GEO Wiring - Control voltage input is 115 VAC for all GE01 and GE04 panels. �» - Output to valve(s) is 24 VAC. Telemetry and SCADA control systems available. Please contact Geoflow for custom panel information. I ' 38 Geoflow Design and Installation Manual 7 l� 1 5 71 �J C SOLENOID VALVES Description The Solenoid Valve is electrically operated and used as zone valves and to flush the dripfield and Vortex filter. It is normally closed, and in the event of a power failure the valve closes. Features Unique Dual Ported Diaphragm greatly minimizes clogging. In operation, the diaphragm ports constantly flex, inhibiting sand, silt and debris from blocking the valve action. The porting design also permits equal pressure on both sides of the diaphragm wall, regardless of line pressure when valve is not operating, and nearly equal pressure across the wall when operating. This feature prevents diaphragm "stretching", a common cause of valve failure in valves that are ported through the seat. The DW Valve diaphragm is made of nylon fabric reinforced Buna-N rubber; a grooved rib interlocks with cover and body to prevent leakage. Nylon exhaust orifice is non -corrosive and has an opening sized larger than the diaphragm ports so that any pieces of sand or silt passing through the diaphragm will not be trapped beneath the solenoid actuator. Solenoid is constructed of molded epoxy resin having no carbon steel components exposed thereby eliminating possible external corrosion and deterioration. Solenoid is completely waterproof, with an O-ring seal, and complies with NEC Class II circuit requirements for 24V a.c. operation (also operates on 12 volts d.c. up to 75 psi). The actuator is teflon coated stainless steel and brass with a molded -in place rubber exhaust port seal; a stainless steel spring assures positive searing. High strength plastic glass -filled body and cover designed to operate in heavy duty commercial applications. Stainless steel 1/4 inch cover bolts and mating brass body inserts make re -assembly easy. Shock cone on diaphragm seat eliminates water hammer in all except extreme cases. Flow control. A brass, non -rising type flow control stem for throttling the valve from full open to close positions. Manual bleed lever. An easy-to-use, hand operated control bleeds valve to downstream; has stops for open and closed positions. Operating Data Cold water working pressure: 150 psi The DW Valve has excellent low flow characteristics ideally suited for dripfield and Vortex filter applications. Installation Teflon tape is recommended. 1 inch FIP can be bushed to 3/4 inch. 1-1/2 inch FIP can be bushed to 1-1/4 inch. International threads. (Specify ISO). The manual bleed lever should always be in the horizontal position and the dial on top should be free spinning for valve to operate automatically. Clockwise rotation closes valve. S O L E N O 1 D V A L V E S 39 ' October 2003 ELECTRICAL Wiring requires a single lead from the controller to Note. Wire sizes that are too small can cause each solenoid valve, plus a common neutral to all voltage to drop below the minimum required to solenoids. Type OF wire, UL listed, is recom- operate controllers and valves. mended for all hookups. Do not use nominal voltage ratings listed above for sizing of valve wire. See wire -sizing tables below based on operating pressure and wire length. ' 24 VAC/60 Hz Inrush: 9.86 VA Holding: 5.69 VA 24 VAC/50 Hz Inrush: 10.7 VA Holding: 7.5 VA Wire Size -1 valve per station. Input to controller is 115 Va.c. Pressure loss through Valves (in psi) GPM SVLV 100 SVLV 150 SVLV 200 0-4 1.2 max. 125 psi 160 psi 6 1.4 psi 2200' 2000' 8 1.6 700' 10 1.7 3200' 2500' 12 1.8 r14 0.064' 14 1.9 4000' 3000' 16 2.0 9000' 18 2.1 4700' 2800' 20 2.3 1.3 psi 12700' 22 2.5 1.4 24 2.8 1.5 16200' 26 3.2 1.6 0.43 28 3.7 1.7 0.31 30 4.3 1.9 32 4.9 2.1 34 5.6 2.3 36 6.3 2.5 38 7.0 2.8 40 7.7 3.0 2.3 psi 42 8.4 3.3 2.3 44 9.1 3.6 2.4 46 9.9 3.9 2.4 48 10.7 4.2 2.5 50 11.5 4.6 2.6 52 5.0 2.6 54 5.4 2.7 56 5.8 2.7 58 6.2 2.8 60 6.7 2.9 70 9.5 3.3 80 13.0 3.4 90 4.2 100 5.2 110 6.7 120 7.7 130 8.8 Maximum length of wire run in feet from control to valve AWG size Static pressure not exceeding Diameter No. In. 75 psi 85 psi 100 psi 125 psi 160 psi 0.040' 2200' 2000' 1600' 1,100' 700' 0.051' 3600' 3200' 2500' 1800' 1100' r14 0.064' 5700' 5000' 4000' 3000' 1700'0.081' 9000' 8000' 6400' 4700' 2800' 0.102' 14000' 12700' 10200' 7400' 4400' 0.129' 22700' 20200' 16200' 11800' 7000' MULTIPLYING FACTOR: 2 valves per station * 0.43 0.40 0.41 0.38 0.31 * Use this multiplying factor only in the event two valves will be operating simultaneously. r40 Geoflow Design and Installation Manual u C 1 i AIR VACUUM BREAKERS Description Air Vacuum Breakers are installed at the high points of the WASTEFLOW dripfield to keep soil from being sucked into the drip emitters due to back siphoning or backpressure. This is an absolute necessity with underground drip systems. They are also used for proper draining of the supply and return manifolds in freezing conditions. Use one on the high end of the supply manifold and one at the high point of the flush manifold and any other high points in the system. - Instant and continuous vacuum relief - Non -continuous air relief - Seals tight at 5 psi - Durable, weather resistant - Readily accessible pressure test point - Easy to install - Removable dirt cover - Maximum flow of 50 gpm Removable dirt cap Pressure test probe seal 3/4" hose thread Flex vinyl seat Air relief chamber Low density ball Ball retainer 1" MIPS Air Vacuum Specification The air vacuum relief valve provides instant and continuous vacuum relief and non - continuous air relief. Both the body and the removable dirt cover shall be constructed of molded plastic. The body and the dirt cover shall be connected with a 3/4 inch hose thread. The ball shall be constructed of low density plastic and the internal seat shall be constructed of vinyl. The air vacuum relief valve shall seal at 5 psi. Inlet size shall be a 1 inch male pipe thread. The air vent shall be Geoflow item number APVBK-1. tOctober 2003 41 V A C U U M B R E A K E R S -1 0 1j R r— G 1.. 1-1 -- 42 PMR 20 & PMR 50 Description The regulators are preset to regulate pressure to the field. These are recommended with Wasteflow Classic and optional with Wasteflow PC. This is the first component of the supply manifold. Under normal operating conditions, pressure in the drip lines should be: 10 psi to 45 psi for WASTEFLOW Classic and WASTEFLOW PC Dripline. ITEM NUMBER OUTLET PRESSURE FLOW RANGE MAX. INLET PRESSURES INLET SIZE OUTLET SIZE PMR-20LF 20 psi 1/10 - 8 gpm 150 psi 3/4"FIPT 3/4 FIPT PMR-20MF 20 psi 2 - 20 gpm 150 psi 1 "FIPT 1 "FIPT PMR-20HF 20 psi 10 - 32 gpm 150 psi 1.25 " FIPT 1 " FIPT PMR-50MF 50 psi 2 - 20 gpm 150 psi 1 " FIPT 1 " FIPT PMR-50HF 50 psi 10 - 32 gpm 150 psi 1.25"FIPT 1 "FIPT PMR -ULTRA 20 psi 12 - 75 gpm 20 - 75 psi 1.5 " socket 1.5 " socket PMR 20 and PMR 50 Specification Pressure regulator shall be designed to handle steady inlet pressures of 150 psi and withstand severe water hammer extremes. It shall handle flow rates between _ and _ gpm. Flow restriction shall be negligible until the factory preset operating pressure of _psi is reached. Regulating accuracy shall be within +/- 6%. Inlet size shall be _ FIPT. Outlet size shall be _FIPT. Pressure regulator shall be constructed of high impact engineering grade thermoplastics. Regulator shall be accomplished by a -fixed stainless steel compression spring enclosed in a chamber separate from the normal water passage. Each regulator shall be water tested for accuracy. Preset pressure regulators shall be Geoflow model no. PMR - PMR ULTRA Specification Pressure regulator shall be designed to handle steady inlet pressures of 150 psi and withstand severe water hammer extremes. It shall handle flow rates between 12 and 75 gpm. Flow restriction shall be negligible until the factory preset operating pressure of 20 psi is reached. Regulating accuracy shall be within +/- 6%. Inlet and outlet size shall be 1.5"socket. Pressure regulator shall be constructed of high impact ABS and delrin materials. Each regulator shall be water tested for accuracy. Pressure regulators shall be Geoflow model number PMR -ULTRA. Geoflow Design and Installation Manual 1 C 1 A-mic Hcalwrnk HEADWORKS Description Geoflow accessory parts are now available pre - assembled with either manual or automatic flush configurations. Each headwork box includes the following: - Vortex filter - Filter flush valve - Field flush valve - Pressure gauge - Headwork air vent - Headwork box Wasteflow Headworks Super includes flow meter and pressure gauges across the filter and can be special ordered with zone valves pre -assembled in the box. Note: Air vents, dripline, and fittings are required to complete the Geoflow disposal system. Pressure regulators are recommended with Wasteflow Classic. Flow Rates Wasteflow Headworks and Wasteflow Headworks Ultra Model No. Min. Flow Max. Flow WHW-.75-Aut/Man 4 gpm 11 gpm WHW-1.0-Aut/Man 10 gpm 28 gpm WHW-1.5-3Aut 34 gpm 42 gpm WHW-1.5-4-Aut 45 gpm 55 gpm WHW-2.0-3-Aut 68 gpm 84 gpm WHW-2.0-4-Aut 90 gpm 110 gpm October 2003 Operation Field and filter flushing can be done manually or automatically. Manual Headworks Both valves should be cracked open slightly at all times to allow a constant flush. Make sure pressure at the Headwork gauge is at least 3 psi, and if not, close the valves slightly to increase pressure. The valves need to be open fully for a complete system flush twice a year. Automatic Headworks Both valves are activated electrically. Geoflow recommends using a GEO controller to activate your flush cycles in the Automatic Headworks. To Fm Manual llcadw k 43 H E A D W O R K S P V C F R n L T U N L 0 S S C H A R T Pounds per square inch (psi) per 100 ft. of pipe Optimum velocity is 2 - 5 ft. per second. The pipe is Schedule 40 ASTM D 1785, D2672, D1784 Cell Class 12454-A Geoflow Design and Installation Manual /Z" 2'/a"°PipefN4' 3/,. 1" 6' Pipe Flow GPM Velocity FPS 11hPressure Flow GPM Velocity FPS Dro PSI VelocityDrop FPS PressurePressurePressure PSI Verl°Psty Drop PSI nFPS Drop PSI VellOPsty Pressure Drop PSI 1 1.05 0.43 0.60 0.11 0.37 0.03 8 0.76 0.06 2 2.11 1.55 1.2 0.39 0.74 0.12 0.43 0.03 0.96 0.09 3 3.17 3.27 1.8 0.83 1.11 0.26 0.64 0.07 0.47 0.03 4 4.22 5.57 2.41 1.42 1.48 0.44 0.86 0.11 0.63 0.05 5 5.28 8.42 3.01 2.15 1.86 0.66 1.07 0.17 0.79 0.08 6 6.33 11.81 3.61 3.01 2.23 0.93 1.29 0.24 0.95 0.11 8 8.44 20.10 4.81 5.12 2.97 1.58 1.72 0.42 1.26 0.20 10 10.55 30.37 6.02 7.73 3.71 2.39 2.15 0.63 1.58 0.30 15 0.48 1.73 9.02 16.37 5.57 5.06 3.22 1.33 2.36 0.63 20 0.60 1.95 0.21 1.13 7.42 8.61 4.29 2.27 3.15 1.07 25 0.73 2.17 0.25 1.26 9.28 13.01 5.36 3.42 3.94 1.63 30 1.02 2.60 0.35 1.51 11.14 18.22 6.43 4.80 4.73 2.27 35 1.36 3.04 0.47 1.76 0.12 7.51 6.38 5.52 3.01 40 1.74 3.47 0.60 2.02 0.16 8.58 8.17 6.30 3.88 45 2.16 3.91 0.75 2.27 0.20 9.65 10.16 7.09 4.80 50 2.63 4.34 0.91 2.52 0.24 1.11 10.72 12.35 7.88 5.83 60 3.97 5.42 1.38 3.15 0.37 1.39 0.05 150 9.46 8.17 70 5.56 6.51 1.93 3.78 0.51 1.67 0.07 175 11.03 10.87 Optimum velocity is 2 - 5 ft. per second. The pipe is Schedule 40 ASTM D 1785, D2672, D1784 Cell Class 12454-A Geoflow Design and Installation Manual 2"Pipe 2'/a"°PipefN4' Pipe 6' Pipe Flow GPM Velocity FPS Pressure Dro PS p Velocity FPS Pressure Drop PSI Velocity FPS Pressure Drop PSI VeSty Pressure Drop PSI 6 0.57 0.03 8 0.76 0.06 0.54 0.02 10 0.96 0.09 0.67 0.04 15 1.43 0.19 1.01 0.08 0.65 0.03 20 1.91 0.32 1.34 0.13 0.87 0.05 25 2.39 0.48 1.67 0.20 1.08 0.07 30 2.87 0.67 2.01 0.28 1.30 0.10 35 3.35 0.89 2.35 0.38 1.52 0.13 0.88 0.03 40 3.82 1.14 2.64 0.48 1.73 0.17 1.01 0.04 45 4.30 1.42 3.01 0.60 1.95 0.21 1.13 0.05 50 4.78 1.73 3.35 0.73 2.17 0.25 1.26 0.07 60 5.74 2.42 4.02 1.02 2.60 0.35 1.51 0.09 70 6.69 3.22 4.69 1.36 3.04 0.47 1.76 0.12 80 7.65 4.13 5.36 1.74 3.47 0.60 2.02 0.16 90 8.60 5.13 6.03 2.16 3.91 0.75 2.27 0.20 100 9.56 6.23 6.70 2.63 4.34 0.91 2.52 0.24 1.11 0.03 125 11.95 9.42 8.38 3.97 5.42 1.38 3.15 0.37 1.39 0.05 150 10.05 5.56 6.51 1.93 3.78 0.51 1.67 0.07 175 7.59 2.57 4.41 0.68 1.94 0.09 200 8.68 3.40 5.04 0.90 2.22 0.12 Optimum velocity is 2 - 5 ft. per second. The pipe is Schedule 40 ASTM D 1785, D2672, D1784 Cell Class 12454-A Geoflow Design and Installation Manual 0 GEOTECHNICAL INVESTIGATION LOT 7 LAZY "O" RANCH SUBDIVISION PITKIN COUNTY, COLORADO Prepared For: JACK MILLER & ASSOCIATES Box 4285 Aspen, CO 81612 Attention: Mr. Jack Miller Job No. GS -2910 January 11, 2000 CTL/THOMPSON, INC. CONSULTING ENGINEERS 234 CENTER DRIVE ■ GLENWOOD SPRINGS, COLORADO 81601 ■ (970) 945-2809 TABLE OF CONTENTS SCOPE 1 SUMMARY OF CONCLUSIONS 1 SITE CONDITIONS 2 PROPOSED CONSTRUCTION 2 SUBSURFACE CONDITIONS 3 SITE EXCAVATION AND GRADING 4 FOUNDATION 6 FLOOR SYSTEMS AND SLABS -ON -GRADE 7 BELOW -GRADE CONSTRUCTION 9 I4` SURFACE DRAINAGE 10 PERCOLATION TESTING 11 LIMITATIONS 11 FIGURE 1 - APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS AND PITS FIGURES 2 AND 3 - SUMMARY LOGS OF EXPLORATORY BORINGS AND PITS FIGURES 4 THROUGH 7 - SWELL/CONSOLIDATION TEST RESULTS FIGURES 8 AND 9 - PERCOLATION TEST RESULTS FIGURE 10 - EXTERIOR FOUNDATION WALL DRAIN TABLE I - SUMMARY OF LABORATORY TEST RESULTS JACK MILLER & ASSOCIATES LOT 7,LAZY O RANCH SUBDIVISION CTL/T GS -2910 SCOPE 0 This report presents the results of our soils and foundation investigation for the proposed residence on Lot 7, Lazy "O" Ranch Subdivision in Pitkin County, Colorado. We conducted the investigation to evaluate the subsurface conditions at the site and provide geotechnical recommendations for the proposed single family residence. Our report was prepared from data developed during field exploration and laboratory testing, engineering analysis and our experience with similar conditions. The report includes a description of the subsurface conditions found in our exploratory borings, our opinions and recommendations for design criteria for recommended foundation and floor systems, and geotechnical and construction criteria for details influenced by the subsoils. The recommendations contained in the report were developed based upon our understanding of the currently planned construction. A summary of our conclusions is presented below, with detailed design criteria presented in the report. SUMMARY OF CONCLUSIONS 1. Subsurface conditions in our exploratory borings consisted of 0.5 feet of organic, sandy clay "topsoil" and 15 to 35 feet of sandy clay with shale fragments underlain by claystone bedrock to the total explored depth of 39 feet below existing ground surface. Free ground water was not encountered in our exploratory borings during drilling operations. 2. We recommend founding the residence on drilled piers bottomed in bedrock. Design and construction criteria for drilled piers are presented in the report. 3. The clays at this site exhibited low swell and the claystone high swell in laboratory tests. High swelling clays are likely present under the site. In our opinion, potential risk of differential heave and associated damage to slab -on -grade construction will be high for slabs supported by the natural soils and bedrock at this site. We recommend structurally supported floors be used for all finished living areas. Potential performance of slab -on -grade floors in unfinished areas JACK MILLER & ASSOCIATES LOT 7,LAZY O RANCH SUBDIVISION CTL/T GS -2910 could be enhanced by sub -excavation of at least 3 feet of the soils below slabs and replacement with moisture treated, structural fill. 4. Surface drainage should be designed to provide for rapid removal of surface water away from the proposed residence. A foundation drain should be installed around below -grade areas. SITE CONDITIONS Lazy "O" Ranch Subdivision is located south of "Old" Snowmass in Pitkin County, Colorado. Lot 7 is located southeast of Lazy O Road in a swale which slopes down to the northwest. The ground surface in the building envelope slopes on the order of 5 to 15 percent. Vegetation at the site consists of sage brush and sparse grass and weeds. No structures were present on the subject site or adjacent land. PROPOSED CONSTRUCTION Preliminary construction planning was in progress and plans were not available at the time of this investigation. We anticipate the proposed single-family residence will be a two-story, wood -frame building with a walk -out basement and attached garage. The garage floor will likely be constructed as a slab -on -grade. Foundation loads are expected to vary between 1,000 and 3,000 pounds per lineal foot of foundation wall with maximum interior column loads of 30 kips. We anticipate maximum excavation depths forthe basementwill be between 6 and 8 feet deep. We should be informed if final construction plans differ significantly from the above descriptions so that we can review our recommendations and provide revised recommendations and/or design criteria, if necessary. JACK MILLER & ASSOCIATES LOT 7,LAZY 0 RANCH SUBDIVISION CTUT GS -2910 2 SUBSURFACE CONDITIONS Subsurface conditions at the site were investigated by drilling three exploratory borings (TH-1 through TH-3) and one profile boring (Profile 2) with an all - terrain drill rig at the approximate locations shown on Figure 1. We also excavated one profile boring (Profile 1) and six percolation borings (P-1 through P-6) in possible areas of the percolation field (Figure 1). Drilling and excavation was directed by our representatives who logged the soils and bedrock encountered and obtained samples. Samples obtained in the field were returned to our laboratory where field classifications were checked and typical samples selected for testing. Graphic logs of the soils encountered in our exploratory borings and pits are shown on Figures 2 and 3. Subsurface conditions in our exploratory borings consisted of 0.5 feet of organic, sandy clay "topsoil" and 15 to 35 feet of sandy clay with shale fragments underlain by claystone bedrock to the total explored depth of 39 feet below existing ground surface. Free ground water was not encountered in our exploratory borings during drilling operations. Field penetration resistance tests and observations during drilling indicated the clays were stiff to very stiff and the claystone was medium hard to very hard. Three samples of the clays and one sample of the claystone were selected for one-dimensional, swell -consolidation testing. The clay samples tested exhibited low swell (0.5 to 1.3 percent) and the claystone sample exhibited high swell (5.2 percent) when wetted under an applied pressure of 1,000 psf. Based on our experience in the area, we anticipate high swelling clays are likely present under the site. Results of swell -consolidation tests are shown on Figures 4 through 7 and laboratory testing is summarized on Table I. JACK MILLER & ASSOCIATES LOT 7,LAZY O RANCH SUBDIVISION CTUT GS -2910 3 SITE EXCAVATION AND GRADING Plans were preliminary and site grading plans were not available at the time of this investigation. We have assumed the building will be stepped into the natural slopes of the site to create a walk -out basement. Fill may be required to raise grades for the garage floor and exterior concrete flatwork. All areas which will receive fill should be stripped of vegetation, organic soils and debris. The resulting surface should be scarified to a depth of at least 6 inches, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of maximum standard Proctor (ASTM D 698) dry density. Fill can consist of the on-site soils free of organic matter, debris and rocks larger than 3 inches in diameter. Fill should be placed in thin, loose lifts of 8 inches or less, and moisture conditioned to between 0 and 3 percent above optimum moisture content. Fill placed below exterior concrete flatwork should be compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. Structural fill placed below interior floor slabs should be compacted to at least 98 percent of ASTM D 698 maximum dry density. Placement and compaction of fill should be observed and tested by a representative of our firm during construction. Our investigation indicates expansive clays and claystone are present at this site. In our opinion, differential heave and associated damage to slab -on -grade floors will be likely for slabs supported by the natural soils and bedrock at this site. If slab -on -grade floors are used in unfinished areas such as the basement or garage, potential performance of slab floors could be enhanced by sub -excavation of at least 3 feet of the soils below slabs and replacement with moisture treated, structural fill. The bottom of the sub -excavated area should be scarified to a depth of at least 6 inches, moisture treated to within 2 percent of optimum moisture content and compacted to at least 95 percent of maximum ASTM D 698 dry density. The excavated soils free of organic matter, debris and rocks larger than 3 inches can be re -used as structural fill. Structural fill should be placed in thin, loose lifts of 8 JACK MILLER & ASSOCIATES LOT 7,LAZY 0 RANCH SUBDIVISION CTUT GS -2910 4 inches or less, moisture conditioned to between 0 and 3 percent above optimum moisture content and compacted to at least 98 percent of ASTM D 698 maximum dry density. The excavation contractor should be chosen carefully to assure they have experience with fill compaction and have the necessary compaction equipment, such as a self-propelled sheepsfoot compactor. In order for the procedure to perform properly, close control of fill placement to specifications is required. Our representative should observe and test compaction of the fill. We anticipate the clays and claystone within anticipated excavation depths can be excavated using conventional, heavy-duty excavation equipment. Excavation sides will need to be sloped or braced to meet local, state and federal safety regulations. The on-site clays will classify as a Type B soil based on OSHA standards governing excavations. The claystone will classify as Type A unless a high degree of fracturing results in a Type B classification. Temporary slopes above ground water should be no steeper than 3/4:1 (horizontal to vertical) in Type A soils and 1:1 in Type B soils. Ground water seepage from excavation faces may lower soil classification and require flatter slopes. Contractors should identify the soils encountered in the excavation and refer to OSHA standards to determine appropriate slopes. Soils removed from an excavation should not be stockpiled at the edge of the excavation. We recommend the excavated soils be placed at a distance from the top of the excavation equal to at least the depth of the excavation. Free ground water was not encountered in our exploratory borings during our field investigation. We do not anticipate excavations for foundations or utilities will penetrate ground water, however, ground water levels may vary with seasonal conditions and time of year. Excavations should be sloped to a temporary sump where water can be removed by pumping. The ground surrounding the excavations should be sloped to direct runoff away from the excavation. We should be contacted JACK MILLER & ASSOCIATES LOT 7,LAZY O RANCH SUBDIVISION CTL/T GS -2910 5 immediately if ground water is found in the excavations to allow review of the drain system recommended within this report and foundation construction in general. FOUNDATION Our exploratory borings indicate expansive clays are present at foundation levels. We recommend drilled piers bottomed in bedrock to found the residence. Piers concentrate building dead loads and anchor the foundation below the zone of probable moisture variation to resist potential swelling pressures of the clays. Design and construction criteria for drilled piers are presented below. Piers should be designed for a maximum allowable end pressure of 25,000 psf and an allowable skin friction value of 2,500 psf for the portion of the pier in bedrock. Skin friction should be neglected for the portion of pier within 3 feet of the bottom of the foundation walls and grade beams. 2. Piers should be designed for a minimum dead load pressure of 15,000 psf based on pier cross-sectional area. If this dead load cannot be achieved, pier length should be increased beyond the minimum length to compensate for lack of dead load pressure. A skin friction value of 2,500 psf should be used for uplift resistance. 3. Piers should have a minimum length of at least 20 feet and penetrate at least 6 feet into the bedrock. Longer piers may be required depending upon foundation loads and depth to bedrock. 4. Piers should be reinforced the full length of the pier with at least two No. 5, Grade 60 reinforcing bars (or their equivalent) to resist tension in the event of swelling. Reinforcement should extend into grade beams and foundation walls. 5. There should be a 6 -inch (orthicker) continuous void beneath all grade beams and foundation walls, between the piers, to concentrate the dead load of the structure on the piers. Foundation walls and grade beams should be well reinforced. The reinforcement should be designed by a qualified structural engineer. Lateral earth pressures and the effects of large openings within basement walls should be considered. JACK MILLER & ASSOCIATES LOT 7,LAZY O RANCH SUBDIVISION CTUT GS -2910 6 7. Piers should be carefully cleaned prior to placement of concrete. To reduce potential for problems during pier installation, we recommend that a "drill and pour" construction procedure be used, in which concrete is placed in the pier holes immediately after the holes are drilled, cleaned and inspected. Ground water may be encountered during pier drilling. Concrete should not be placed in pier holes containing more than 3 inches of water. 8. If temporary casing is necessary, concrete should have sufficient slump so it will fill the pier holes and not hang on the sides of the casing during extraction of the casing. We recommend concrete with a minimum slump in the range of 5 to 7 inches if casing is used. Concrete should have a slump of at least 4 inches when placed in uncased piers. 9. Formation of mushrooms and enlargements at the top of piers should be avoided during drilling and subsequent construction operations. 10. Installation of drilled piers should be observed by our representative to confirm the piers are bottomed in the proper bearing strata and to observe the contractor's installation procedures. FLOOR SYSTEMS AND SLABS -ON -GRADE The clays at this site exhibited low swell and the claystone high swell in laboratory tests. High swelling clays are likely present under the site. In our opinion, potential risk of differential heave and associated damage to slab -on -grade construction will be high for slabs supported by the natural soils and bedrock at this site. Based on laboratory data and our experience, we estimate potential slab heave of 2 to 4 inches is possible. The most positive method to mitigate floor movement is the construction of a structural floor with an air space between the floor and the subgrade soils. The structural floor is supported by the foundation system. Structural floors are an excellent choice from a geotechnical viewpoint. There are design and construction issues associated with structural floors, such as ventilation and increased lateral JACK MILLER & ASSOCIATES LOT 7,LAZY 0 RANCH SUBDIVISION CTL/T GS -2910 7 CL' loads, which must be considered. In our opinion, structural floors should be used in all finished living areas in the proposed residence. Slab -on -grade floors may be desired in unfinished areas such as the basement or garage. Potential performance of slab -on -grade floors in unfinished areas could be enhanced by sub -excavation of at least 3 feet of the clays below slabs and replacement with moisture treated, structural fill as described in the SITE EXCAVATION AND GRADING section. This process does not eliminate heave, rather total heave can be reduced and movements made more uniform. Risk of movement and associated damage due to swell must be accepted by the owner if slab -on -grade floors are constructed. Exterior flatwork performance can also be enhanced by extending the area of sub -excavation under these improvements Where slabs -on -grade are required for economic or practical considerations, we recommend the following precautions for slab -on -grade construction at this site. These precautions will not prevent movement from occurring, they tend to reduce damage when slab movement occurs. Future owners should be advised of the potential for movement of slab -on -grade floors and these precautions. 1. Slab -on -grade floor construction should be limited to unfinished areas such the basement and garage where some slab movement and cracking are acceptable. 2. Slabs should be constructed directly on the structural fill. Provision of a sand or gravel layer beneath the slab is not recommended because it increases the possibility of a single source of water wetting the entire area supporting the slab. 3. Slabs should be separated from exterior walls and interior bearing members with a slip joint which allows free vertical movement of the slabs. These joints must be maintained by the home owner to avoid transfer of movement to load-bearing members. 4. The use of slab bearing partitions should be minimized. Where such partitions are required, a slip joint (or float) should be constructed to allow free vertical movement of the slab. Doorways and stairwells should be designed to allow vertical movement of slabs. JACK MILLER & ASSOCIATES LOT 7,LAZY O RANCH SUBDIVISION CTUT GS -2910 5. Underslab plumbing should be eliminated where feasible. Where such plumbing is unavoidable, it should be pressure tested for leaks during construction. Plumbing and utilities which pass through slabs should be isolated from the slabs. Gas and water lines leading to slab - supported appliances should be constructed with flexibility. Heating and air conditioning systems supported by slabs should be provided with flexible connections capable of vertical movement so that slab movement is not transmitted to the duct work. 6. Exterior patio and porch slabs should be isolated from the residence. These slabs should be well -reinforced to function as independent units. Movements of these slabs should not be transmitted to the residence foundations. 7. Frequent control joints should be provided to reduce problems associated with shrinkage and curling. Our experience indicates panels which are approximately square generally perform better than rectangular areas. We recommend use of an additional joint about 3 feet away from and parallel to foundation walls. BELOW -GRADE CONSTRUCTION Basement walls should be designed for lateral earth pressures. The design lateral earth pressure is dependent upon the type of backfill. Assuming the on-site soils are used as backfill, we recommend design of basement walls using an equivalent fluid density of at least 50 pcf for this site. This equivalent density does not include allowances for sloping backfill, surcharges or hydrostatic pressures. The structural engineer should consider site specific grading and the effects of large openings on the behavior of the walls. Backfill placed adjacent to the exterior of foundation walls should be moisture conditioned and compacted to at least 95 percent of maximum standard Proctor (ASTM D 698) dry density. Water from rain, snow melt and surface irrigation of lawns and landscaping frequently flows through relatively permeable backfill placed adjacent to a residence and collects on the surface of relatively impermeable soils occurring at the bottom of the excavation. This can cause wet or moist basement and crawl space JACK MILLER & ASSOCIATES LOT 7,LAZY O RANCH SUBDIVISION CTL/T GS -2910 9 M conditions after construction. To reduce the likelihood water pressure will develop outside foundation walls and reduce risk of accumulation of water at the basement level, we recommend provision of a foundation drain. The drain should consist of a 4 -inch diameter, open joint or slotted pipe encased in free draining gravel. The drain should lead to a positive gravity outlet, or to a sump pit where water can be removed by pumping. Gravity outlets should not be susceptible to clogging or freezing. A typical foundation drain detail is presented on Figure 10. Crawl space areas should be well ventilated. SURFACE DRAINAGE Surface drainage is critical to the performance of foundations and concrete flatwork. We recommend the following precautions be observed during construction and maintained at all times after the residence is completed: 1. Wetting or drying of the open foundation excavation should be avoided. 2. The ground surface surrounding the exterior of the residence should be sloped to drain away from the residence in all directions. We recommend providing a slope of at least 12 inches in the first 10 feet around the residence, where possible. In no case should the slope be less than 6 inches in the first 5 feet. We recommend incorporating a drainage swale above the residence to direct surface water around the residence. 3. Backfill around the exterior of foundation walls should be moistened and compacted to at least 95 percent of maximum standard Proctor (ASTM D 698) dry density. 4. The residence should be provided with gutters and downspouts. Roof downspouts and drains should discharge well beyond the limits of all backfill. Splash blocks and downspout extensions should be provided at all discharge points. We specifically recommend against burying downspout discharge pipes because it increases the potential for subsurface wetting near the foundation. Snow should not be allowed to accumulate adjacent to the residence. JACK MILLER & ASSOCIATES LOT 7,LAZY 0 RANCH SUBDIVISION CTL/T GS -2910 10 5. Landscaping should be carefully designed to minimize irrigation. Plants used near foundation walls should be limited to those with low moisture requirements; irrigated grass should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of the foundation and should be directed away from the building. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; the application of additional water will increase the likelihood of slab and foundation movements. 6. Impervious plastic membranes should not be used to cover the ground surface immediately surrounding the residence. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to control weed growth and allow some evaporation to occur. PERCOLATION TESTING We excavated six percolation pits (P-1 through P-6) and one profile pit (Profile 1) and drilled one profile boring (Profile 2) at the approximate locations shown on Figure 1. Graphic logs of the soils encountered in our pits and borings are shown on Figures 2 and 3. Results of our percolation tests are shown on Figures 8 and 9. Percolation test results indicate that a design percolation rate will be about 50 to 70 minutes per inch. In our opinion, a standard percolation field is not appropriate in the areas we tested. We recommend the percolation field be designed by an engineer qualified in septic field design. LIMITATIONS Our exploratory borings and pits were located to obtain a reasonably accurate picture of subsurface conditions. Variations in the subsurface conditions not indicated by our borings and pits will occur. If the sub -excavation and replacement process is performed a representative of our firm should observe placement and test compaction of fill. We should inspect installation of drilled piers. JACK MILLER & ASSOCIATES LOT 7,LAZY O RANCH SUBDIVISION CTL/T GS -2910 11 Our report was based on conditions disclosed by our exploratory borings, engineering analysis and our experience. Criteria presented reflect our understanding of the proposed construction. We should be advised if the final design differs from our assumptions to permit us to re-evaluate our conclusions and recommendations. 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 other warranty, express or implied, is made. If we can be of further service in discussing the contents of this report or in the analysis of the influence of the subsoil conditions on the design of the structure, please call. CTL/THOMPSON, INC. James D. Kellogg Staff Geotechnical Engineer Reviewed by: �1 rip John Mei, P.E. Branch M-18-ge -429 ' o •k JDK:JM•c ,e. •• (5 copies sent)-�ONAL� JACK MILLER & ASSOCIATES LOT 7,LAZY 0 RANCH SUBDIVISION CTUT GS -2910 12 Geoflow Subsurface Dripline Dispersal: Field Calculation Job Description: Brammell ISTS - Revised for new Percolation Test results of September 3, 2004 Contact: Kevin Heath - Studio B Prepared by: T. Carter Page, P.E. Date: 9/10/2004 BrammellISTS - 5 Bedrooms - 2,275 gpd - Pressure Compensating driplines @ 0.53gph, I -fi. O.C. orfices, 2 -ft. O.C. driplines. Note. This worksheet can be found in GeofloVs Design and Installation Manual Worksheet-Field'Design ' Dispersal Field as Dispersal Field as Rin ale 7nne. Mnitinle 7nnes NumberofZones 1 6 zone(s) A Quantity of effluent to be disposed per day 2,275 379 gallons / da B H drauhc loading rate 0.2 0.2 gallons / s .ft. / da C Determine total area required 11,375 1,896 square ft. D Choose spacing between WASTEFLOW lines 2 2 ft. D Choose spacing between WASTEFWW emitters 1 ft. - 1 ft. E) Totallinearft. 5,688 948 each F) Total number ofernitters 5,688 948 each G) Select W asteflow dripline Wastefbw PC-1/2gph F W asteflow PC 1/2 gph dripline H) Pressure at the beginning ofthe dripfield 25 psi + 25 psi 1) Feet of Head at the beginning of the dripfield 57.75 57.75 ft. J) What is the flow rate per emitter in gph? 0.53 0.53 gallons per hour K) Total flow for the area (gph) 3,014 502 gallons per hour 0 Total flow for the area (gpm) 50.24 8.37 gallons per minute L) Select pipe diameters for manifolds and submains 4 1.25 inch M) Select Vortex Filter (item no.)AP4E150-4(1.5in./4holes) 3.927 ft. AP4E-100 (lin.) N) Maximum length ofeach WASTEFLOW line. For additional technical flow, pressure and flush'n data please refer to Geoflows Design Manual and WASTEFLOW hydraulics worksheet. 260 260 ft. UnI Del0W to choose quantIIy ana lengLn of aatly aoses Dosing Number ofdoses per day/zone: Pump run time per dose/zone (minutes): Pump run time per day/zone (hours): Pump run time per day/all zones (hours): 12 5 3.77 9.06 0.75 0.75 0.75 4.53 Dripline Volume Tubing Inside diameter 0.55 0.55 Total length of WASTEFLOW dripline / zone 5,688 948 Total Volume in dripline / zone 70.20 11.70 GLUE MAGNET ON INSIDE OF IRRIGATION BOX LID - TO ALLOW MAGNETIC LOCATION. IYI�Iky:I�1�Z�3;��1>fP►11: SLIP-ON LID NOT GLUED. 6" (min.) J COMPACTED ROAD BASE 5.5' (min.) to minutes hours / day hours nches ft gallons CIRCULAR IRRIGATION -STYLE VALVE BOX & COVER - LID COLOR PURPLE OR GREEN - LABEL "SEWER" I--- 6" (min.) 2 -WAY CLEANOUT DETAILS Not To Scale 5.5' (min.) to CROWN of all gravity lines 4" SCH. 40 P.V.C. MANHOLE A-1: SEPARATE INLETS FROM RESIDENCE AND CARETAKER UNIT. MANHOLE A-2: INLET FROM ADVANTEX UNIT EFFLUENT LINE - 4" SCH. 40 P.V.C. 20 -in. Dia. CONCRETE LID JOINTS SEALED WITH RUB-R-NEK O.A.E. PRECAST REINFORCED METER PIT SECTIONS ALL OUTLET INVERTS TO BE 24" 0.2' LOWER THAN INLETS: A-1 OUTLET TO SEPTIC TANK. OUTLET A-2 TO PUMP VAULT CONCRETE INVERT CAST -IN-PLACE BASE (min.) SLOPE 6" BEDDING MATERIAL: 11" MINUS GRAVEL COMPACTED TO 95% MODIFIED PROCTOR 2 -ft. Dia. Meter Pit used as Sewer Manhole Not To Scale Geoflow Subsurface Dispersal: Pump Size Calculation Note. This worksheet can be found in Geoflow's Design and Installation Manual Worksheet - Pump Sizing O) Brammell ISTS - Revised 11.00 gpm for new Percolation Test P) results of September 3, Job Description: 2004 Contact: Kevin Heath - Studio B Prepared by: T. Carter Page, P.E. Date: 9/10/2004 Note. This worksheet can be found in Geoflow's Design and Installation Manual Worksheet - Pump Sizing O) Minimum pump capacity 11.00 gpm WASTEFLOW HEADWORKS P) Header pipe size 1.25 inch AND FLUSH VALVES Q) Pressure loss in 100 ft. ofpipe 1.33 psi PRESSURE REGULATOR R) lFriction head in 100 ft. ofpipe 3.07 ft. ZONE VALVE S) Static head INDEX VALVE i) Height from pump to tank outlet 0 ft. Iv ii) Elevation increase or decrease 20 ft. T) Total static head 20 ft. U) Friction head i) Equivalent length offittings 5 ft. o ii) Distance from pump to field 310 ft. n iii) Total equivalent length ofpipe 315 ft. ffi iv) Total effective feet 9.677745 ft. 0 v) Head required at dripfield 57.75 ft. N vi) Headloss through filter or Headwort 25.41 ft. 11 psi a � N vii) Head loss through zone valves 3.927 ft. 1.7 psi V) Total friction Head 96.764745 N W) Total dynamic head 116.76 ft. o a X) Minimum pump capacity 11.00 gpm a Y) Choose the pump *** FinishE Ground Lev NOTES: 1) All Geoflow piping to be installed under the supervision of a Geoflow representative, in accordance with the manufacturer's details and recommendations. 2) All electrical wiring to be installed by an electrician licensed in the State of Colorado, and shall be installed in strict accordance with Ativantex details and specifications, Geoflow details and specifications, and all applicable State and local codes. Special, 30" Dia. (min.) P,,mn nnei FilfPr Armee EFFLUENT PUMP VAULT Not To Scale FINISH GRADE 11 iAl I.. l7i I 6" ROUND YAI V&A,IX ADD INSULATION IN FREEZING CLIMATES GEOFLOW AIR/VACUUM BREAKER 1" THREAD DIAMETER (APVBK-D SCH. 80 NIPPLE LENGTH AS REQUIRED S BRICK SUPPORT (THREE) o 0 PEA GRAVEL SUMP PVC PIPE AND FITTING @[�9M@C;� 1" AIR/VACUUM BREAKER 522 SECTION (PLUMBED T11PVC) Not To Scale 09-02 IGEOFLOWO 750 Gal. Septic Tank no baffle Pump requires a m Liquid Level of 22 above the bottom of mp, IN THE LOW CONDITION. s Pump Package 'ump Vault PVU 66 24 24 SL C�COCdO'1 MULTIPLE ZONES WITH INDEX VALVE urenco nigh Head Effluent Pump P1007 11 20 SINGLE WASTEFLOW HEADWORK SCHEMATIC Not To Sale a 1 }-INCH SCH. 40 P.V.C. FROM WASTEFLOW HEADWORKS - (GEOFLOW - 576) FINISH GRADE_-� VALVE BOX � b 1" PVC COUPLING PVC MAINLINE FILTER AND FIE FLUSH LINE 1" PVC COUPLING civ (6) 1 }-INCH SCH. 40 P.V.C. ITRIBUTION PIPES TO GEOFLOW NES. BRICK SUPPORTS (ONE AT EACH CORNER) 1 CU. FT. PEA GRAVEL SUMP SCH 80 UNION II FLOW b b b VORTEX FILTE-I4- PVC LATERAL LINE b 1" PVC COUPLING PRESSURE GAUGE AIR VENT FIELD FLUSH IPS FLEX VALVE (BALL TYPE) SCH 80 UNION-�` a a (�R@FA@M SIMPLE WASTEFLOW HEADWORKS BOX - MANUAL SECTI❑N AIR/VACU BREAKER (PLUMBED GEOFLOW DRIPLINE AT EACH HIGH , P❑If ORENCO SYSTEMS AUTOMATIC DISTRIBUTION VALVE (SPLITTER VALVE OR INDEX VALVE) MODEL NO. V4606A; O.A.E. Force Main & Splitter Valve Schematic Not To Scale USE PRESSURE REGULATOR WITH WASTEFLOW CLASSIC (NOT REQUIRED WITH PC) Not To Scale LEGEND V WASTEFLOW HEADWORKS 0 WITH VORTEX FILTER AND FLUSH VALVES A❑ AIR/VACUUM BREAKER ® PRESSURE REGULATOR O FLUSH VALVE ZONE VALVE CHECK VALVE © INDEX VALVE SINGLE WASTEFLOW HEADWORK SCHEMATIC Not To Sale a 1 }-INCH SCH. 40 P.V.C. FROM WASTEFLOW HEADWORKS - (GEOFLOW - 576) FINISH GRADE_-� VALVE BOX � b 1" PVC COUPLING PVC MAINLINE FILTER AND FIE FLUSH LINE 1" PVC COUPLING civ (6) 1 }-INCH SCH. 40 P.V.C. ITRIBUTION PIPES TO GEOFLOW NES. BRICK SUPPORTS (ONE AT EACH CORNER) 1 CU. FT. PEA GRAVEL SUMP SCH 80 UNION II FLOW b b b VORTEX FILTE-I4- PVC LATERAL LINE b 1" PVC COUPLING PRESSURE GAUGE AIR VENT FIELD FLUSH IPS FLEX VALVE (BALL TYPE) SCH 80 UNION-�` a a (�R@FA@M SIMPLE WASTEFLOW HEADWORKS BOX - MANUAL SECTI❑N AIR/VACU BREAKER (PLUMBED GEOFLOW DRIPLINE AT EACH HIGH , P❑If ORENCO SYSTEMS AUTOMATIC DISTRIBUTION VALVE (SPLITTER VALVE OR INDEX VALVE) MODEL NO. V4606A; O.A.E. Force Main & Splitter Valve Schematic Not To Scale USE PRESSURE REGULATOR WITH WASTEFLOW CLASSIC (NOT REQUIRED WITH PC) Not To Scale ❑W WASTEFLOW DRIPLINE PVC FLUSH MANIF❑LD FLUSH '.N LINE GE0[ftb0W7 "END FEED" - FREEZING CONDITIONS LAYOUT 2.5' (min.) to CROWN of Gil pipes - 1" SCH. 40 P.V.C. PIPE FLOW FROM PUMP VAULT 2% (min.) SLOPE PIPES TO GEOFLOW ZONES (NOT ALL SHOWN) Not To Scale 20 -in. Dia. CONCRETE LID 24" JOINTS SEALED WITH RUB-R-NEK O.A.E. PRECAST REINFORCED METER PIT SECTIONS 1" SCH. 40 P.V.C. PIPES FLOW TO GEOFLOW - DRIPLINES (6 LINES) 12 -inch thick bed of i -inch washed rock below vault. ORENCO SYSTEMS AUTOMATIC DISTRIBUTION VALVE (SPLITTER VALVE OR INDEX VALVE) MODEL NO. V4606A; O.A.E. 2 -ft. Dia. Meter Pit Sections used as Index (Splitter) Valve Vault Not To Scale J 16 � � r- � � r4 Z LU �Z CL_ EUj .1 0-S Z LU W LU = N • N VU �0 Z °uo Q3 ~W Uu �> Z 13 (� W a w In W 0 ;b� Z a 0 tn Z ' � a � _ _ Z O 14- OW a' 4 N NDN �W (5X ��� �Z°m C3 Moo �z �a �(Z5 Oj �Wto 0 N RSO ,az NN �~ , C4 N N Z CZ r�U �� V C .f CD m CCU E ami > Q C L 0 0 N z;ca- ._ co CU O U co Ca V M (n U V W -r3 N i O U3 Z C C a cM co 3 r - -a Q ccs E ca CU U C/) cfJ 30 L _C3 LU C _Z S o W -Q as Z � � W r- N U LEGEND V HEADW❑ OWASTEFLOW WITH VORTEX FILTE AND FLUSH VALVES A� AIR/VACUUM BREAKE ® PRESSURE REGULATE O FLUSH VALVE ZONE VALVE CHECK VALVE © INDEX VALVE ❑W WASTEFLOW DRIPLINE PVC FLUSH MANIF❑LD FLUSH '.N LINE GE0[ftb0W7 "END FEED" - FREEZING CONDITIONS LAYOUT 2.5' (min.) to CROWN of Gil pipes - 1" SCH. 40 P.V.C. PIPE FLOW FROM PUMP VAULT 2% (min.) SLOPE PIPES TO GEOFLOW ZONES (NOT ALL SHOWN) Not To Scale 20 -in. Dia. CONCRETE LID 24" JOINTS SEALED WITH RUB-R-NEK O.A.E. PRECAST REINFORCED METER PIT SECTIONS 1" SCH. 40 P.V.C. PIPES FLOW TO GEOFLOW - DRIPLINES (6 LINES) 12 -inch thick bed of i -inch washed rock below vault. ORENCO SYSTEMS AUTOMATIC DISTRIBUTION VALVE (SPLITTER VALVE OR INDEX VALVE) MODEL NO. V4606A; O.A.E. 2 -ft. Dia. Meter Pit Sections used as Index (Splitter) Valve Vault Not To Scale J 16 � � r- � � r4 Z LU �Z CL_ EUj .1 0-S Z LU W LU = N • N VU �0 Z °uo Q3 ~W Uu �> Z 13 (� W a w In W 0 ;b� Z a 0 tn Z ' � a � _ _ Z O 14- OW a' 4 N NDN �W (5X ��� �Z°m C3 Moo �z �a �(Z5 Oj �Wto 0 N RSO ,az NN �~ , C4 N N Z CZ r�U �� V C .f CD m CCU E ami > Q C L 0 0 N z;ca- ._ co CU O U co Ca V M (n U V W -r3 N i O U3 Z C C a cM co 3 r - -a Q ccs E ca CU U C/) cfJ 30 L _C3 LU C _Z S o W -Q as Z � � W r- N U a V V �•„7j� r Q V L D d CL- m Q Z m U m Z r m y oI Iv m .6. o `~ n QC4o ffi 0 W C N O a � N w N Ow O o o a o � a = m � M o a� O -C M c c• x �o 0 Uj F_>Z -j W > W L/) N 0 0 ��•••••••••• Oji `��� �•„7j� Q V L D d CL- m Q Z m U Q V L D d CL- m Q Z m U m < W w �o �c N Z -a N M > ,w d 0:� _N d D -o. N 0 w 0 Q a o 0 >o �Z Effluent Sewer h A-1 Discharge Filtrate - to Sewer Manhole A-2 & to Pump Vault PLAN VIEW OF 2,500 GALLON PRIMARY TANK WITH (2) AX -20 FILTERS Not To Scale 2" Dia. Vent - NOTE: Vent can be relocated, with positive grade, to a site more suitable for landscaping purposes and to reduce the potential for odor. Finished ` Ground Level - - - - - - - - - - - - - ---- 5.5' (Min.) to CROWN of all gravity lines Effluent from Sewer Manhole A-1 —► C- 2% Slope (min.) 4" Sch. 40 PVC sewer pipe 14" (Min.) Extension 6" Class 5 Bedding Compact Sub -base to 95% Modified Proctor Standard 20" Dia. Access Risers & Lids and Alarms Special, 30" Dia. (min.) Pump and Filter Access Riser & Lid PLAN VIEW OF 1,000 GALLON RECIRCULATION TANK WITH PUMP Not To Scale AdvanTex Treatment System AX 20 Series - Mode 3a C=) X: CV z C4 :DQ N ~ W 3; 2 LLI W ii z C/) F - w LU ULJ cn Pump Supply to Standard 20" Dia. Access Standard 20" Dia. Access Special, 30" Dia. (min.) AdvanTex AX20 Mode Filters Risers & Lids Risers & Lids FinishE 3a Filter with Cold Pump and Filter Access Ground Lev Weather Package (typ.) 31" Riser & Lid (typ.) Filtrate Return Filtrate Line Return Line Pump Supply to Filters O 5" Min. Recirculating Splitter _- _ _--------------__-__. f Valve (RSV) -_-- -- - - - - - — --- -- with Quick Disconnect 3" Min. 14" (Min.) Extension 14" (Min.) -= 2% Slope (min.) -- Extension PRIMARY CQMPARTMENT RECIRCULATION TANK (2,500 GALLON BAFFLE -LESS 3 -PIECE (1,000 GALLON BAFFLE -LESS 2 -PIECE COPELAND CONCRETE SEPTIC TANK - COPELAND CONCRETE SEPTIC TANK - MODEL # C.M. 2500) 4" Sch. 40 MODEL # C.M. 1000) PVC sewer pipe CROSS SECTION OF 2,500 GALLON PRIMARY TANK WITH (2) AX -20 FILTERS Not To Scale NOTES: 1) All Advantex system installation shall be performed by a qualified Advantex installation person. 2) All electrical wiring to be installed by an electrician licensed in the State of Colorado, and shall be installed in strict accordance with Advantex design and details and applicable State and local codes. 3) Both septic tanks shall be tested for watertightness under the observation of the Advantex installation personnel, or the design engineer of record, before being backfilled. 4) All Advantex advanced treatment systems to be installed with VeriComm AXA remote telemetry control system, and shall be monitored for a minimum of 3 years after the initial installation. 5) All maintenance shall be performed by a qualified Advantex service person. Biotube® Pump Package 6" Class 5 Bedding Compact Sub -base to 95% Modified Proctor CROSS SECTION OF 1,000 GALLON RECIRCULATION TANK WITH PUMP Not To Scale Special, 30" Dia. (min.) Piimn nnri Filfar Ar -r, -cc uIVLUU� I uI l 1p 1 u Nukj , Note AdvanTex AX20 Mode 3a Filter with Cold Weather Package (typ.) 3 Splitter )isconnect END VIEW OF 1,000 GALLON RECIRCULATION TANK WITH PUMP Not To Scale Orenco Systems Incorporated (b Cj-�j Q)0z O— �O��o 0 ZRS3 Mo � O �OO o uj MMRSO dwN E Z° U0 WN -1 W 66 Za WIL wNWa 0 F10 a ?o 419 3 WW -i Zm VCd a0 m� OW a �z cpm �o �a W �a 0 o" M�IN - U) IWI�J >�a IGZ ImZ � p r% �U M Rr CD 0 Q� N = N 1 m Of v 3 '^ CD -o U m W LU w o LU p a a Q - 0 o m o m � o 0 o M � s o a = N � N � O z O F LU 3 U J LLA w Q w q V) � o 0 0 o_ >- a -m Q 0 =m U CLw �m M -0 C a 0 W s N N N z 3 0 a 32 w ckfN i C36 a d V d o w .0 Q a 0 0 >o w ce-z CALCULATION FOR LEACH FIELD SIZE ELECTRIC lu D CO Q = m LU Q m TR4NSFORMER Steve OL. Alison Bi•amYYleII IM :__tE*10NE d �F N 1000 Lazy 0 Road, Snowmass, CO 81621 PEDESTAL C t PROPOSED DESIGN IS FOR A 3 BEDROOM, 8,400 SQUARE FOOT SINGLE FAMILY N � o Z RESIDENCE, WITH A 2 BEDROOM CARETAKER UNIT ABOVE THE GARAGE. s O N tc •N j ACCORDING TO PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT, TO CALCULATE SEWAGE FLOWLa GW O foe ASSUME TWO PERSONS PER BEDROOM USING AN AVERAGE DAILY SEWAGE FLOW OF 130 GALLONS PER>R. , CL_¢eZ PERSON PER DAY, (for a building with more than 6,000 sq.ft.). 0 LU w a d (5 BEDROOMS) x (2 PERSONS PER BEDROOM) = 10 PEOPLE ,c C AVERAGE DAILY SEWAGE FLOW = (10 PEOPLE) x (130 GPD/PERSON) = 1,300 gpd a s MAXIMUM DAILY SEWAGE FLOW = (1.75) x AVERAGE DAILY FLOW o w ' Q a o (1.75) x (1,300 gpd) = 2,275 gpd 0 >o . \ �z MINIMUM SEPTIC TANK SIZE: (30 hr. DETENTION) 1 30 hr. = 1.25 DAYS Legend so o So goo iso TANK SIZE = MAX. DAILY FLOW 1.25 WV Water valve = 2,275 gpd x 1. _ — 2,843.75 GAL. USE TANKS AS BELOW, FOR ADVANTEX UNITS. GRAPHIC SCALE IN FEET USE ONE (1) 2,500 GAL. (3—piece) CONCRETE SEPTIC TANK, AND ONE (1) 1,000 GAL. (2—piece) _ _ — _ _ _ _ — _ _ _ = Corrugated Metal Pipe Culvert t j INCH= so FEET CONTOUR INTERVAL = 2 FEET CONCRETE SEPTIC TANK, BOTH TANKS TO BE BAFFLE—LESS, TOTAL VOLUME 3,500 GAL. ❑T Telephone Pedestal _ THE ABSORPTION AREA (A) FOR A NORMAL GRAVEL TYPE LEACH FIELD MAY BE CALCULATED Telephone Marker 0000, USING THE LONG TERM ACCEPTANCE RATE (LTAR) FORMULA: Right -of --Way Line A =_Q Property LineCD LTAR Where: O Property Comer Q = MAXIMUM DAILY SEWAGE FLOW = 2,275 gpd ------------ Building Envelope` LTAR = Long Term Acceptance Rate — Based in on the HP Geotech report 103 549 of ileo Percolation Test Holes of September 17, 2003, (3 total) with part September 7, 2004, a copy of which is transmitted with these plans. Also, the shallow dip_ rates. o distribution system has an allowable loading rate (LTAR) as defined by the Manufacturer, and �eo Percolation Test Holes of September 3, 2004, 10 total with P ( ) confirmed in a letter to Gamba & Associates of September 16th, 2004, a copy of which is also rates. attached to these plans. The LTAR rate usedin this revised design is 0.20 gal./sq.ft./day. Profile Hole (drilled) Septic Setback Lines - Distances noted - 5 -PIPE. 190 -foot LONG ZONE - 950 -feet TOTAL Ol Geoflow Zone & Number - Number of Pipes, Length of Zone. '., 10.00' PROPOSED SPUTTER VALVE VAULT (SEE— DETAILS. SHEET 3) THEREFORE: A = 2,275 gpd = 11,375 sq.ft. o Two -Way Gravity Effluent Cleanout 0.2 gal./sq.ft./day Check Valve - See Geoflow Detail #589, Sheet 3 The treatment system shall consist of a pair of septic tanks, total volume of filter Air/Vacuum Breaker - See Geoflow Detail #522, Sheet 10 -foot ' PROPERTY LINE OFFSET LINE ` `! 1 . - SUPPOSED IN'3 (SEE ZONE � SUPPLY PIPIM, (SEE I 1 GEOFLOW DETNILS # 589 & 3,500 gallons, with two Advantex AX -20 filter modules, effluent and pump 603b, SHEET 3)� operating in Mode 3 (minimal nitrogen removal). The dispersal system proposed for this site will consist of six (6) identical zones of Geoflow wastewater driplines, arranged in equal lengths for each zone of 950 feet, for a total of 5,700 linear feet of dripline. The driplines will be set along the natural grade of the existing ground, as much as possible, with two feet of separation between each dripline in each zone, and between zones. The driplines used are to be the Geoflow Wasteflow P.C. lines 2—inch nominal size, with orifices spaced 1—foot on center. Each zone will disperse approximately 76 gallons per dose, and will be dosed approximately 5 times per day, under peak flow conditions. See the Geoflow Worksheet — Field Design, on Sheet 3 of these plans.. Minimum Horizontal Distances shall conform to PITKIN COUNTY, Individual Sewage Disposal System Requirements. All components of the septic system shall be installed according to the PITKIN COUNTY Regulations, Colorado Department of Health and according to manufacturer specifications. See attached 0 & M Manual provided by Gamba & Associates, Inc. UNE aeEcnnN axsravrr�'-- LJ I N071544 37.47 F2 1 S&rj OS B.OtS PROPOSED EFFLUENT CURVE RnO/us LENG7N TAMGEN!' CF1oR0 BEA2'NC OELT.9 ' ° (SEE - \ - - FORCE MAIN SEE C1 65010 48.23 25.29 47.13 53729 42.305/F - DETAILS) �3_ _ , O O 0 O C2 28541 75870 81.46 756.6 SMO 7B 0 315134 VBC 4 \ / ` `,. C3 6500 177.58 826 10219 S44 -_U -j6 -V-103'3839 r `S C4 22aoo 430.09 326.22 364.80 N40223 112b035 r .� \" Is-nNG sulLoiNG IQ Q � CS 23500 8276 41.81 82 N421642 216710'37'r WV FN«i nPr NOTES: 1) Property boundary and building site information provided by Studio B Architects, dated March 9, 2004. { I' 2) System design has been based in art on the Hepworth-Pawlak Geotechnical report " Subsurface Study for Foundation Design" Job No. 103 549, of October 28, 2003 (attached to the application), and the Long Term Acceptance Rate for this type of soil. 3) All Advantex units, filters, pumps, and Geoflow distribution piping shall be installed in strict accordance with these plans, manufacturer's recommendations, and Pitkin County Environmental Health Regulations. 4) A separate Accessory Building Envelope variance must be applied for from Pitkin County, to include the absorption field areas outside the existing defined Building Envelope. 5) Cleanouts shall be installed on all gravity lines at all bends and at the midpoint of the lines between bends, and in no case shall cleanouts be ' farther apart than 100'. 6) The Geoflow Zones depicted on this drawing are straight. Actual pipe layout shall follow the ground contours as much as possible, while avoiding existing vegetation where practical. A • VN O � Om 0 VO Z 00 W 6 Z w (a WN F'"Z Z 0 °o �3 �Cj ZW NEW W U 413 M ro Ift OWWIF a� U!Z cpm IQZ �a �W Z_ N W I- F N14 I� j I11 a IGZ �Z �O hZ uM U LU LU 0 af O C O M s p N Q WH J LU U LU = L" cn G m ga H !A - cc cc a d v ,Nn V 0 Z 0 U LU rl!i lu D CO Q = m LU Q m ai �N d �F N L C t N o Z s O tc •N j GW O foe 0 d ,c C a s o w Q a o 0 >o �z LOT 7 LAZY PITKIN "0" RANCH SUBDIVISION COUNTY, COLORADO Scaled "=40' APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS AND PITS Job No. GS -2910 Fig. 1 TH-1 0 F1 10 23/12 14/12 25 30 35 TH-2 36/12 25/12 16/12 50/2 TH-3 0 35/12 5 18/12 10 25 30 35 1 40 40 --J SUMMARY LOGS OF EXPLORATORY BORINGS AND PITS Job No. GS -2910 Fig. 2 Profile 1 0 5 10 LEGEND [AW -4 1017 n P-1 P-2 P-3 Profile 2 P-4 P-5 P-6 0 00 VCR .00oeI of Organic, sandy clay "topsoil" with roots and vegetation, soft, moist, dark brown, gray. (OL) Clay, sandy with shale fragments, stiff to very stiff, slightly moist to moist, brown, gray. (CL) Claystone bedrock, medium hard to very hard, slightly moist to moist, gray. Drive sample. The symbol 23/12 indicates that 23 blows of a 140 pound hammer falling 30 inches were required to drive a 2.5 inch O.D. sampler 12 inches. NOTES A 5 10 1. Exploratory borings (TH-1 through TH-3) and Profile 2 were drilled on December 16, 1999 with four inch diameter, continuous flight auger and an ATV drill rig. Percolation pits (P-1 through P-6) and Profile 1 were excavated on November 9, 1999 with a rubber fire backhoe. 2. No free ground water was encountered In our exploratory borings or pits during our field investigation. 3. These exploratory borings and pits are subject to the explanations, limitations and conclusions as contained in this report. SUMMARY LOGS OF EXPLORATORY BORINGS AND PITS Job No. GS -2910 Fig. 3 z O U) z a w z O W It IL 2 O U L----J----L--J--J--L-J-L------------ -------------------------- --------------- ------- -----•---J---t--L-�--� .____________1__.._._L_.__J-.__t-_J_.J-_5-1-1____________J_______1 ___. _t ___L__!__J__1_J_J____________________J_____L___J___L__S_J__�_ EXPANSION UNDER CONSTANT PRi ES U , E;D `f0 WETTING 0.1 1.0 10 100 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 111 PCF From TH-1 AT 9 FEET JOB NO. GS -2910 NATURAL MOISTURE CONTENT= 11.0 Swell Consolidation Test Results FIG. 4 z 0 FA z Q a x LU 0 z '0'w ,V,wI VI W IX CL 2 0 L) EXPANSION UNDER CONSTANT; PRE�SURF, DUE TO WErTTING , , _!_-_____ i_____! _ 1__ �__ �__1_!_!_____________t____. _._..__1-__ i__.L__i i r „ T_____i ___r__I_,_�__r_T_T_____ --- ______i_ ___r__-T___�__i T_1_7 --------------- -------------- 0.1 1.0 10 100 APPLIED PRESSURE - KSF Sample of CLAYSTONE NATURAL DRY UNIT WEIGHT= 128 PCF From TH-1 AT 19 FEET JOB NO. GS -2910 NATURAL MOISTURE CONTENT= 9.3 Swell Consolidation Test Results FIG. 5 z O rh z a a x LU O z O N N W W �/ N - a 2 O U N cc ------------•-------L----J----L--J--J--L-J-J--------------------J-----L---1------ -J-------------L------ •---,---L--�-�--� EXPAAN$10N ANDER CONSTANT PliE8S0kE; CTE TO WETTING r------------ 1------- L____!__._L__J__J _.L_1 _1___. _.____..J _____1.________!__ �__J__i_!__---------------------------L___i--_t--l_J. _1_ _.___.__._ ------ !__S_J_J------------- L ------ J_____i_._i___L ____________F_______i ----------------- ---- _ i------- F_____f ___F___i __----------------------- ------- _f_l__i 0.1 1.0 10 100 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 110 PCF From TH-2 AT 14 FEET NATURAL MOISTURE CONTENT= 12.9 % JOB NO. GS -2910 Swell Consolidation Test Results FIG. 6 z O V) z a x W O z O W fY a O U 0.1 1.0 10 100 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 114 PCF From TH-3 AT 4 FEET JOB NO. GS -2910 NATURAL MOISTURE CONTENT= 13.3 % Swell Consolidation Test Results FIG. , SATURATION AND PREPARATION DATE: 11/09/99 TIME AT START OF SATURATION: 3:00pm PERCOLATION TEST DATE: 11/10/99 WATER IN BORING AFTER 24 HOURS YES X NO PERCOLATION TEST RESULTS HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER CHANGE IN WATER DEPTH (INCHES) PERCOLA- TION RATE (MIN/INCH) START OF INTERVAL (INCHES) END OF INTERVAL (INCHES) P-1 50.5 3:31 30 0.0 1.0 1.0 30 4:01 30 1.0 1.5 0.5 60 4:31 30 1.5 2.0 0.5 60 5:01 30 2.0 2.25 0.25 120 5:31 30 2.25 2.75 0.5 60 6:01 30 2.75 3.0 0.25 120 P-2 54.0 3:34 30 0.0 2.25 2.25 13 4:04 30 2.25 3.5 0.25 120 4:34 30 3.5 4.5 1.0 30 5:04 30 4.5 5.5 1.0 30 5:34 30 5.5 6.5 1.0 30 6:04 30 6.5 7.5 1.0 30 P-3 56.0 3:36 30 0.0 3.75 3.75 8 4:06 30 3.75 5.0 1.25 24 4:36 30 5.0 6.5 1.5 20 5:06 30 6.5 7.5 1.0 20 5:36 30 7.5 8.5 1.0 30 6:06 30 6.5 9.5 1.0 30 Job No. GS -2910 Fig• 8 SATURATION AND PREPARATION I PERCOLATION TEST DATE: 11/09/99 DATE: 11/10/99 TIME AT START OF SATURATION: 3:00pm WATER IN BORING AFTER 24 HOURS YES X NO PERCOLATION TEST RESULTS HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER CHANGE IN WATER DEPTH (INCHES) PERCOLA- TION RATE (MIN/INCH) START OF INTERVAL (INCHES) END OF INTERVAL (INCHES) P-4 54.0 3:26 30 0.0 2.0 2.0 15 3:56 30 2.0 2.75 0.75 40 4:26 30 2.75 3.5 0.75 40 4:56 30 3.5 4.25 0.75 40 5:26 30 4.25 4.5 0.25 120 5:56 30 4.5 5.0 0.5 60 P-5 48.0 3:24 30 0.0 1.5 1.5 20 3:54 30 1.5 1.5 0.0 -- 4:24 30 1.5 1.75 0.25 120 4:54 30 1.75 2.25 0.5 60 5:24 30 2.25 2.5 0.25 120 5:54 30 2.5 2.75 0.25 120 P-6 54.5 3:22 30 0.0 2.5 2.5 12 3:52 30 2.5 3.25 0.75 40 4:22 30 3.25 4.5 1.25 24 4:52 30 4.5 5.25 0.75 40 5:22 30 5.25 6.0 0.75 40 5:52 30 6.0 7.0 1.0 30 Job No. GS -2910 Fig. 9 SLOPE PER REPORT ` BACKFILL 1 SLOPE PER OSHA BELOW GRADE WALL ENCASE PIPE IN WASHED CONCRETE AGGREGATE (ASTM C33. NO. 57 OR NO. 67). s 2" MIN. Job No. GS -2910 0 NOTE: DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM OF VOID AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. .................. FLOOR SYSTEM ........:... CRAWL SPACE .: •: VOID /—REINFORCING STEEL PER T RA ...... •........ STR UC U L DRAWINGS GS VOID DRILLED PIER 4—INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE RANGING BETWEEN 1/8—INCH AND 1/4—INCH DROP PER FOOT OF DRAIN. Exterior Foundation Wall Drain Fig. 10 JOB NO. GS -2910 SUMMARY OF LABORATORY TEST RESULTS BORING DEPTH (FEET) NATURAL MOISTURE N NATURAL DRY DENSITY (PCF) ATTERBERG LIMITS UNCONFINED SWELL" LIQUID PLASTICITY COMPRESSIVE LIMIT INDEX STRENGTH N N N (PSF) SOLUBLE SULFATES N PASSING--_���� NO. 200 SIEVE N SOIL CLASSIFICATION TH-1 11.8 107 33 15 _ 88 CLAY, SANDY CL TH-1 9 11.0 111 0.5 CLAY, SANDY CLQ_ TH-1 19 9.3 128 5.2 CLAYSTONE TH-2 4 11.3 114 0.40 CLAY, SANDY (CL) TH-2 14 12.9 110 1.3 CLAY, SANDY (CL) TH-3 4 13.3 114 1.3 CLAY, SANDY (CL) "Note: Swell due to wetting at an applied load of 1,000 psf. Page 1 of 1