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Home My WebLink AboutOWTS Report from Ford ConstructionOWTS REPORT FOR PLUS FIVE LLC. PARACHUTE, COLORADO FORD CONSTRUCTION COMPANY, INC. 560 25 Rd / Grand Junction / Colorado / 81505 Ph. (970) 245-9343 / Fax (970) 245-5090 December 19, 2014 Dear Ms. Decker, Due to Regulation 43 being in effect as of June 30, 2014, this addendum has been written to modify the existing ISDS report prepared by Michael A. Berry, P.E. of Huddleston -Berry Engineering & Testing, LLC., dated February 21, 2014. The effected project is Plus Five LLC. near Parachute, Colorado. Plus Five LLC. involves 2.545 acres west of Parachute in the Travelers Highlands Subdivision, Block 10, Lots 3-24. A two-story 40 ft x 40 ft office and 60 ft x 60 ft shop are proposed for this site. The estimated number of employees for the designed system is 15 (see pg 2 of HB Report). A closed loop system has been designed for the shop drainage to be recycled, therefore no water from the washing of trucks is included in this OWTS design. Infiltrator Systems Quick4 Standard Chambers are still proposed for this system. The measured percolation rate was found to be an average of 10 minutes/inch, but a rate of 30 minutes/inch was used in the design calculations for conservatism (see pg 1 of HB Report). The maximum daily flow of the OWTS and absorption bed are calculated below: Base Commercial Flow: (15 employees)*(20 GPDlemployee) = 300 GPD Standard Bed Area: (300 GPD)1(0.5) = 600 Square Feet Adjusted Area For Bed and Chambers: (600 SF)*(1.2)*(0.7) = 504 Square Feet # of Quick4 Chambers: (504 SF)/(12 SF/Chamber) = 42 Chambers Minimum Due to the water reclaim system in the shop, the adjusted flow to the septic tank allows for the resizing of the sewage storage. Therefore, a 1,000 Gallon tank is proposed to be installed. For future use, a proposed back-up absorption bed has been sized and spaced a minimum of 6 ft from the edge of this previously calculated bed (as per Regulation 43). These calculations have been utilized in the design of the OWTS at Plus Five LLC. Details for the septic system are shown of Sheet C.2 of the building construction plans. 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PARCEL NO. 2409-284-03-001 PARACHUTE, COLO. UTILITIES PLAN FORD CONSTRUCTION COMPANY, INC. 560 25 road GRAND JCT CO 81505 PHONE (970) 245-9343 FAX (970) 245-5090 Huddleston -Berry Fnginccring & Testing, LI.( Ford Construction Company, Inc. 560 25 Road Grand Junction, Colorado 81505 Attention: Ms. Amanda Decker Subject: [SDS Design Two in the Loop Parachute, Colorado Dear Ms. Decker, 640 while Avenue Grand Junction, CO 81501 Phone: 970-255-8005 Fax: 970-255-6818 11uddle5loaL1 erry or hresiuin.net www.HBET GJ.com February 21, 2014 Project1100972-0002 At your request, Huddleston -Berry Engineering & Testing, LLC (1 IBET) completed design of an Individual Sewage Disposal System ([SDS) for the Two in the Loop project near Parachute, Colorado. The site location is shown on Figure 1. A site plan is included as Figure 2. Individual Sewage Disposal System Subsurface investigation at the site included five test pits as shown on Figure 2 — Site Plan. As indicated on the attached logs, the soils at the site consisted primarily of clayey sand. Percolation testing was conducted in the vicinity of the proposed ISDS in TP -1 and TP -3. The percolation hole in TP -2 collapsed and as a result, testing was not completed in this pit. The percolation rate in the native soils ranged from 8 to 12 minutes -per -inch with an average of approximately 10 minutes -per -inch. The percolation testing data are attached. In addition to the percolation rate of the subsurface materials, the seasonal high groundwater elevation is an important factor in determining the suitability of the site for Individual Sewage Disposal Systems. For ISDS suitability, the seasonal high groundwater elevation should be at least four feet below the bottom of the proposed absorption bed. As indicated on the logs, groundwater was not encountered at the site at the time of the investigation. In general, 1-IBET believes that the seasonal high groundwater elevation at this site is deeper than 10.0 feet below the existing ground surface. Two hi the Loop 1100972-0002 02/21/14 BuddWinn-Derry Seepage Bed Design The proposed construction at the site is anticipated to include 60 ft x 60 ft shop with attached two-story 40 ft x 40 ft office. The current number of employees is approximately 10; however, company growth is anticipated. Therefore, 15 employees will be assumed for the ISDS design. Showers will not be provided at the facility; however, the shop will include a floor drain which will discharge into the septic system after going through an oil/sand separator. Approximately once per week, the shop floor will be washed. In addition, an exterior wash bay is proposed for washing trucks. Based upon information provided to HBET, at the peak during the winter months, 10 to 15 trucks will be washed during a week using an average of 500 gallons of water for every 2 to 3 trucks. This water will also discharge into the septic system after going through the oil/sand separator. Infiltrator Systems Quick4 Standard Chambers are proposed in lieu of a conventional gravel absorption bed. For conservatism, a soil percolation rate of 30 minutes -per -inch will be utilized for the absorption field design. The maximum daily flow of the sewage disposal system and bed area are calculated below. Base Commercial Flow = (15 employees)(20 GPD/employee) = 300 GPD Supplemental Flow From Washing = ((l5 trucks/week)/(5 days/week))(500 gallons/2 trucks) + (500 gallons/week floor wash)/(5 days/week) = 850 GPD Average Daily Flow = (300 GPD) + (850 GPD) =1,150 GPD Maximum Daily Flow = (1,150 GPD)(1.5) = 1,725 GPD Standard Bed Area = [(1,725 GPD)(30 min/in)°'$]/5 = 1,890 Square Feet Reduced Area for Infiltrators = (1,890 ft2)(0.60) =1,134 Square Feet # of Quick4 Chambers = (1,134 / 9.2) =124 Chambers Minimum System Installation The installation of the septic tank, plumbing lines, absorption bed, etc. should be completed in accordance with Garfield County regulations and Infiltrator Systems specifications. In addition, the following construction procedures are recommended: The septic tank and distribution box should be placed level over native soils that have been scarified to a depth of 8 to 12 inches, moisture conditioned, and recompacted to a minimum of 95% of the standard Proctor maximum dry density, within ±2% of optimum moisture content. However, up to 3 -inches of washed rock or pipe bedding passing the 1 -inch sieve may be used as a leveling course under the septic tank and/or distribution box. W ‘206b .%LL PROIECT5'00972 - Ford Construction Co Inc'80972.0002 Tnn In the Loop1200. Gea'00972.0002 LR022111 dx 2 Two in the Loop 100972-0002 02/21/14 iiuddlcstnn•i erty e.. , psi- ISL ■ The bottoms of trenches and backfill around the septic tank and distribution box which will support sewer or effluent lines should be compacted to at least 90 percent of the standard Proctor maximum dry density, within ±2% of optimum moisture content. Pipe bedding should have a maximum particle size of 1 -inch, • Vehicular or heavy equipment traffic and placement of structures should not encroach within 10 feet of the septic tank or distribution box. Inspection Schedule Huddleston -Berry Engineering & Testing LLC should be retained to monitor the construction of the ISDS. The following schedule of observation and/or testing should be followed: ■ Observe the absorption bed excavation prior to placement of Infiltrator chambers. • Observe placement of the septic tank, distribution box, and all connecting sewer and effluent lines prior to backfill. Verify proper fall between inverts. • Observe and verify installation of the Infiltrator absorption bed prior to placement of cover and backfill. General Notes The ISDS design was based upon the results of the subsurface investigation and on our local experience. The design is valid only for the proposed construction. We are pleased to be of service to your project. Please contact us if you have any questions or comments regarding the contents of this report. Respectfully Submitted: Huddleston t >� r Engineering and Testing, LLC Michael A. Berry, P.E. Vice President of Engineering W1.2008 Al. t. PROIEC.15'00172.Fad Constmrtian Co Inc 00972-0002 Tv.o In Oke Loop\200 - Geo' 009720002 LRO221 to doe ATTACHMENTS \11.k - ,• . r. - it 11 //••• 1;,j• • c'k fi„"” • •••'•)-t_•:600 • . • •••••••;,, • _ ; , • • •-••••... :••••• •-•LV•• 2"..; tl • -• • \ . • - • ---..--..-. kz-?..11 r---• 1,--- ------' • —•- •••: \---:‘,.....„....j":?':Q ! ' A 1.. 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USGS Parachue, Colorado Qundrangle,7.5 Minute Series, 1962. 1,1 ••- •. 4 ( • } 1 7-; )- FIGURE 1 Site Location Map NOT TO SCALE 0 w NOT TO SCALE 5 N i f p Za my gg N rd- yzoF 00 20° wet >4 KO D 0Roma Z uom O 05 E co E A00w / 4 W la 0 Go >"' col w O 0 0 1- 7 =r .1 Q E- 0. as 00 b. 2u G Project No.: 00972-0002 Date: 02/21/14 u w o N W M z Lcti 0 o g". < ,-+UW Q < t ow= zcau crop* G p :oak) cn 3 d 2 ` o t " lailliZ -•- CLIENT PROJECT i:° " c Ford Huddleston -Berry Engineering & Testing, LLC 640 White Avenue, Unit B Grand Junction, CO 81501 970-255-8005 970-255-6818 Construction PROJECT NAME LOCATION TEST PIT NUMBER TP -1 PAGE 1 OF 1 Two in the Loop NUMBER 00972-0002 PROJECT Parachute. CO DATE EXCAVATION EXCAVATION LOGGED NOTES STARTED BY 1127114 COMPLETED 1/27/14 GROUND ELEVATION WATER TIME OF END OF EXCAVATION TEST PIT SIZE dry CONTRACTOR Client GROUND LEVELS: EXCAVATION EXCAVATION METHOD Backhoe AT NWB CHECKED BY MAB AT dry AFTER --- DEPTH (ft) 0 13- O 0 MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (ROD) BLOW COUNTS (N VALUE) POCKET PEN. (uf.. DRY UNIT WT. (Pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT 0 gJ 0. PLASTICITY INDEX -�`; !vi i` j til oil Clayey SAND and GRAVEL (gw), brownish gray, moist, medium dense 2 1 Clayey SAND (SC) with traces of Gravel, brown, moist, medium dense •"" Lab Classified GB1 '"' • til:/i-4/;1:51 dot GB 1 11 31 18 13 40 Bottom of test pit at 3.5 feet. i9-_,_=,1+ ' ' -•= .,640 :. 1-li►ddleston-Berry Engineering & Testing, LLC White Avenue, Unit B 9G Grund Junction, CO 81501 970.255-8005 970-255-6818 Construction PROJECT NAME LOCATION TEST PIT NUMBER TP-2 PAGE 1 OF 1 Two in the Loop CLIENT PROJECT Ford NUMBER 00972-0002 PROJECT Parachute, CO DATE EXCAVATION EXCAVATION LOGGED NOTES STARTED BY 1127/14 COMPLETED 1/27/14 GROUND ELEVATION WATER TIME OF END OF EXCAVATION TEST PIT SIZE CONTRACTOR Client GROUND LEVELS: EXCAVATION EXCAVATION dry METHOD Backhoe AT NWB CHECKED BY MAB AT dry AFTER --- d 0 V al. O MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (ROD) BLOW COUNTS (N VALUE) POCKET PEN. (a) DRY UNIT Wr. (pd) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) Ca 1- Din a 5 PLASTIC LIMIT O 0_ - -",..'•11: - -if - 1 !711'. 0 :114.4 0,10 i • r••b: !•1 !• Clayey SAND and GRAVEL (gw), brownish gray, moist, medium dense 1 _ 2 Ir. • Y- Y- Clayey SAND (sc) with traces of Gravel, brown, moist, medium dense Bottom of test pit at 3.0 feet. CLIENT PROJECT HuddlestonerryEnginering&Testing, LLC 640 White Avenue, Unit B Grand Junclion, CO 81501 970-255-8005 Q970-255-6818 Ford Construction PROJECT NAME LOCATION TEST PIT NUMBER TP -3 PAGE 1 OF 1 Two in the Loop NUMBER 00972.0002 PROJECT Parachute CO DATE STARTED 1127/14 COMPLETED 1/27/14 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Client GROUND WATER LEVELS: EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION dry LOGGED BY NWB CHECKED BY MAB AT END OF EXCAVATION dry NOTES AFTER EXCAVATION --- I GRAPHIC LOG SAMPLE TYPE NUMBER RECOVERY % (ROD) BLOW COUNTS (N VALUE) POCKET PEN. (tsf) MOISTURE CONTENT(%) ATTERBERG FINES CONTENT (%) LIMITS MATERIAL DESCRIPTION m 9 g L PLASTIC Limn- PLASTICITY IMB PLASTICITY INDEX 0- J J 0 0.0 \PM 1 Clayey SAND and GRAVEL (gw), brownish gray. moist, medium - • L: 4."-,b1 dense 1 . • Clayey SAND (sc) with traces of Gravel, brown, moist, medium dense _ -1 2.5 •' -- /7 5.0 • •• - / 7.5 •" • r�_ 10.0 y'.>l�'i Bottom of test pit at 10,0 feel. a, • CLIENT PROJECT . Huddleston -Berry Engineering& Testing, LLC 4, 640 White Avenue, Unit B 1' Grand Junction, CO 81501 970-255-8005 970.255-6818 Ford Cobsirtctlan PROJECT LOCATION NAME TEST PIT NUMBER Two in 1 h E Lcao# TP -4 PAGE 1 OF 1 NUMBER 00972-0002 PROJECT Parachute. CO DATE EXCAVATION EXCAVATION LOGGED NOTES STARTED BY 1/27/14 COMPLETED 1/27/14 GROUND ELEVATION WATER TIME END LEVELS: OF EXCAVATION OF EXCAVATION EXCAVATION TEST PIT SIZE CONTRACTOR Client GROUND dry METHOD Backhoe AT NWB CHECKED BY MAB AT dry AFTER --- a. tit I 0 0.0 GRAPHIC LOG MATERIAL DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) POCKET PEN. (ts() DRY UNIT WT. (Pei) MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX r� 1 4 OilClayey Clayey SAND and GRAVEL (gw), brownish gray, moist, medium dense _ 2.5 SAND (SC) with traces of Gravel, brown, moist, medium dense HMC 1 111 7 _int - 5.0j'!.• / ; ***Lab Classified GB1 'I* Li GB 1 6 30 17 13 50 :11 7.5 _ Jul _ 1/. 10.0 Bottom of test pit at 10.0 feel. Huddleston -Berry Engineering & Testing, LLC 640 White Avenue, Unit B Gruid Junction, CO 81501 970-255-8005 970.255-6818 Construction PROJECT NAME LOCATION TEST PIT NUMBER TP -5 PAGE 1 OF 1 Two in the Loop +.,. - ' ;:=s CLIENT PROJECT wo , , •, Ford NUMBER 00972.0002 PROJECT Parachute, CO DATE EXCAVATION EXCAVATION LOGGED NOTES STARTED BY 1/27/14 COMPLETED 1/27/14 GROUND ELEVATION WATER LEVELS: TIME OF EXCAVATION END OF EXCAVATION EXCAVATION TEST PIT SIZE CONTRACTOR Client GROUND dry METHOD Backhoe AT NWB CHECKED BY MAB AT dry AFTER -- EF MATERIAL 0 0.0 I GRAPHIC LOG DESCRIPTION SAMPLE TYPE NUMBER RECOVERY % (ROD) BLOW COUNTS (N VALUE) POCKET PEN. (tsf 5s. " ce 0 MOISTURE CONTENT (%) ATTERBERG LIMITS FINES CONTENT I (%) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX - 0... r ''4 4s•.i: Clayey SAND and GRAVEL (gw), brownish gray. moist, medium dense ' 2.5 _ 5.0 p �/• . J' T• 4 Clayey SAND (sc) with traces of Gravel, brown, moist, medium dense MC H 1 100 11 GB 7.5 10.0 Bottom of test pit at 10 0 feet. PERCOLATION TESTING Project Name: Two in the Loop Testing Conducted By: NB Location: Parachute, CO Pit Dimensions: Length Water Level Depth: SOIL PROFILE Depth Description Project No. 00972 0002 Test Pit No. TP -1 Date: 1/27/2014 Supervising Engineer: M. Berry ; Width Not Encountered X ; Depth 3.5 ft Remarks 0-1 ft Sandy Silty CLAY and GRAVEL (gw), brownish gray, moist, hard to very stiff Change (in.) 1-3.5 ft Sandy Silty CLAY (cI) with traces of Gravel, brown, moist, stiff 5 1.75 0.625 10 5 3.25 15 6.875 1.875 Test Number: 1 Top of Hole Depth: 3.5 ft Diameter of Hole: 4 in. Depth of Hole: 17 in. Time (min.) Water Depth (in.) Change (in.) 0 1.125 5 1.75 0.625 10 5 3.25 15 6.875 1.875 20 _ 7.75 0.875 25 8.75 1 30 9.625 0.875 35 10 0.375 40 10.75 0.75 45 10.875 0.125 50 11.25 0.375 55 _ 11.875 0.625 60 12.5 0.625 _ Rate (min/in): I 11 1 Average Percolation Rate (min/In): Test Number: Top of Hole Depth: Diameter of Hole: Depth of Hole: Time (min.) Water Depth (In.) Change (in.) Rate (min/in): Test Number: Top of Hole Depth: Diameter of Hole: Depth of Hole: Time (min.) Water Depth (in.) Change (in.) Rate (min/in): PERCOLATION TESTING Project Name: Two in the Loop Project No. 00972 0002 Test Pit No. TP -3 Location: Parachute, CO Date: 1/27/2014 Testing Conducted By: NB Supervising Engineer: M. Berry Pit Dimensions: Length ; Width ; Depth Water Level Depth: SOIL PROFILE Depth Description Not Encountered X 10 ft Remarks 0-1 ft Sandy Silty CLAY and GRAVEL (gw), brownish gray. moist, hard to very stiff Change (in.) 1-10 ft Sandy Silty CLAY (cl) with traces of Gravel, brown, moist, stiff 5 1.875 0.875 10 2.5 0.625 15 3.375 0.875 Test Number: 1 Top of Hole Depth: 0 ft Diameter of Hole: 4 in. Depth of Hole: 16 in. Time (min.) Water Depth (in.) Change (in.) 0 1 5 1.875 0.875 10 2.5 0.625 15 3.375 0.875 20 4 0.625 25 4.75 0.75 30 5.25 0.5 35 6.125 0.875 40 6.75 0.625 45 7.375 0.625 50 7.875 0.5 55 , 8.5 0.625 60 8.875 0.375 _ Rate (min/in): 9 I Average Percolation Rate (min/in): Test Number: 2 Top of Hole Depth: 5 ft Diameter of Hole: 4 In. Depth of Hole: 16 in. Time (min.) Water Depth (in.) Change (in.) 0.625 1.25 _ 0.625 2 0.75 3.125 1.125 4.125 1 5 0.875 6 1 7 1 7.75 0.75 8.5 0.75 9 0.5 9.75 0.75 10.125 0.375 _ Rate (min/in): I 8 Test Number: 3 Top of Hole Depth: 7 ft Diameter of Hole: 4 in. Depth of Hole: 18 in. Time (min.) Water Depth (in) Change (in.) 1.25 3.25 2 5 1.75 6.5 1.5 8 1.5 9.25 1.25 10 0.75 11 1 11.625 0.625 12.25 0.625 13 0.75 13.375 0.375 14 0.625 Rate (min/in): 12 1