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HomeMy WebLinkAboutpitkin.eh.264333401002 (1991)ASPEN*PITKIN ENVIRONMENTAL HEALTH DEPARTMENT a � t5 3 INDIVIDUAL SEWAGE DISPOSAL PERMIT N0. TYPE OF PERMIT: Initial Construction ( )Emergency use ( )Repair Work,(Previous Permit 1 .) ( )Alteration of an existing system, or installation (Previous Permit 1 ) ( )Use Permit as a result of Sale ( )Othort ISSUED TO: DATE OF ISSUE. � (914) (212) Owner Larry Marx Home Phone 764-8646 Business Phone 790-9528 Mailing Address RR 3, Box 194A, Siscowit Rd., Pound Ridge, NY 10576 Agent, Ma i l.in g Address Charies Cunniffe & Associates, Kevin MacLeod Phone (303) 925-5590 520 E. Hyman, Suite 301, Aspen, CO 81611 Sewage Disposal System Work to be performed by This permit valid only for premises )o cation by the following legal descriptions Lot 2, Owl Creek Ranch Subdiylslofl LoT SIZE 40. 19 AC , WATER SUPPLY Community AVERAGE PERCOLATION RATE. This individual Sewage Disposal Permit is granted with regard to the following use: Nutabor oft Dodreoms _ 1 Lofts Garbage Disposals 3 Dishwashers 3 Clothes Washors 2 CALCULATED AVERAGE DAILY WASTE LOAD ► 2�CALLONS. THE NATUP.E OF THE SYSTEM INCLUDED UNDER THIS PERMIT: ype of Tank or Treatment Units SOP -T- C- iii N X s Tank Capacity 2700- Callon Hinimum cthod of Final Disposals NotmigAbsorptiop .Area _ Square Feet Hinimum e«cription (including brand name, if any) of other equipment or appurtnancess V,!5-( 9 IN % N A /110 0A10 ,6As4L- 4,e61) o 3316 Is -0-0 -- CAL-LN1 ��si�t1G �H�-!5�TvAR& Ic-&CF lthrr Condit3opSinD /N 71V— SiJ�if'1/TTEl7 �'1N&&eS %7 SPGly� o vGrqG/rl� 0,,RT&I 6661A�EC4S STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: ( )Before Excavation ( )Upon completion of excavation and prior to placement of gravel)Before covering distribution system of absorption field (Prior to backfill of any component ( )Other, Specifys _ _ ---- Plans and specifications of the proposed sewage disposal system have been reviewed and are considered satisfactory. Permission iK hereby granted to thea owner or his agent to perform the work indicated above in accordance with the Pitkin County Individual Sewa;e Disposal Re,oilations in effect on the date of issue. In addition to general provisions set forth on the reverse her -20i, this Permit is subject to the following additional terns and conditions: Aspen/Pitkin Environmental APPROVED FOR ISSUE BY (title) Health Officer Thc• atxwe individual scvago disposal system installed by iids ixen in:pccted for use by a representative of the AsS:en ilitic'in Lnvlrc_1 - -nW Hca t., Dep-trtment. Tho uwnar astumoa awl responsibility in rose of failure or inadequacy of this sewage isposal system. Complete as -built drawing attached. DATE Of F NAL INSPECT N �Ji �� Aspen/Pitkin Environmental Health Officer ff: TITLE _ 130 South Galena Street Aspen, Colorado 81611 303/920-6070 (,pt ASPEN*PITKIN :. W ENVIRONMENTAL HEALTH DEPARTMENT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL -PERMIT Name of OWNER L—AjZ�`� Way. PHONE .2 -12 - IZAddress Ad d r e s of OWNER (� NrZU3 t� Name of APPLICANT cDNSj'fLUC,ilOtii PHONE IL's 11 /New PERMIT TO BE: ( )Picked Up • ()!tailed tot TYPE OF PERMIT: Installation ( )Repair ( )Owner ( )Applicant. ( )Emergency Use ( )Alteration NOT due to failure W_ATION OF PROPOSED SYSTEM i LCT Ota►- C f3C i�� �t4"l�iN (�' 01 �`f ���) OwL.Gku-- \ L'C 1 Legal Description L CS y Black Filing Subdivision - Size of Lot acres you plan any further PE OF STRUCTURE: ( Single Family Dwelling ( )Other: re ditions to the TY residence? ( )YES (�O MAiNr%0 G1 2 110. o! bedrooms ; No. of Lofts CV No.. of Garbage Diisp�osols Z No: of A LOmatiC Dishwashers No. of Autonatic Clothes washers� 1A�� KATER SUPPLY: ( )Private wall. Depth or ( )Public, Name of System t�1.�� CK(" 1+^^-k- ( )spring ( )Stream or Cweek TYPES OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSEDt Septic Tank/Absorption Field ( )Aeration Plant/Absorption Field t )Composting Toilet ( )Incineration Toilet ( )Mound ( )Recycling, potable use ( )Recycling, other use ( )Vault Privy ( )Other: The initial site inspection must be arianged with the Aspen/Pitkin Envirorumental Health Department (925-2020, 8-30-9130 a.m.) before a permit can be issued. The individual sewage disposal permit must be issued before a building permit can be obtained. FINAL INSPECTION APPROVAL MUST BE GIVEN BY THE ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT PRIOR TO BACKFILLING ANY PORTION OF THE SYSTEM. Application for an individual sewage disposal permit is hereby submitted. The undersigned acknowledges that the above information is true and that false information will in alidate the application and any subsequent permit. Signature of Applicant V DATE � (This application becomes. invalid 12 months from the above date.) NOTE: PLOT PLAN must be filed with this application. Please locate the following items by measured distances: 1. Property lines and dimensions. 2. Proposed and existing water wells on subject property and adjacent property. 3. Domestic water service lines., 4. Proposed and existing buildings, driveways, and other structures. S. Streams, lakes, ponds, irrigation ditches, and other water courses. 6. Proposed and existing individual sewage systems on subject property. , SUBMIT A REVISED PLOT PLAN PRIOR TO CONSTRUCTION IF INSTALLATION IS TO BE CHANGED FROM ORIGINAL PLAN. - The undersigned hereby acknowledges receipt of this individual sewage disposal pe�i app 1 ation and a permit feq in the amount of = ,,�Z� , Receipt Number _ Date Fee Received R' F� _�.•bY Administrative Officer 130 South Galena Street Aspen, Colorado 81611 303/980-13070 0 p 0 Ma.� 7��9/ I �-"U Sir- -,L � 3 � o o E -vo .--�U " y�/,� —�� Y��d -SSI i3�b �0� y�bs/9 q AWA ,7/g y52' �81 S/O Sze �;�8 3 3 � y�lv ��� ys� 13 �z ��J I � �- jk ��d f y N'�. �5�7 A . 2. ,5,7-7 15, vs/, tl � �.!55:r;k 1 1 'W ASPEN*PITKIN ENVIRONMENTAL HEALTH DEPARTMENT Legal description: - Address of Property: Name of Owner: 1 Address: (#&s Name of Agent: _ (city) (state) (zip) Lot Area (i'.2- Water Supply:Public Utility Subdivision_ Ct;tA94 Private W611 Other Distance to Nearest Surface Water �� Type Dates Observations Made: Soil Borings:' -/-`11 by Percolation Tests:'?-/ old by SOIL.BORING TESTS PERCOLATION TESTS Total -Depth Observed Depth to Groundwater Estimated Depth to Groundwater Character of Soils 5Z— Diameter Drop Time Isa r� Depth of Water (left after 8 hr. presoak) PERCOLATION TESTS P-1 P-1 P-2 P-3 Depth P-3 5Z— Diameter Drop Time Isa r� Depth of Water (left after 8 hr. presoak) (� g P-1 P-1 P-2 P-2 P-3 P-3 Drop Time Drop Time Drop Time Drop Time Drop Time Drop Time j y �� Z 7 e 7 a S3c;l .3/i 7 o 7X-'0` 5� ?� o` Rate P-1 A/P-Q0L Rate P-2 ��� AVERp(GE RATE: N1/5 minutes/inch Rate P-3 Plan of the site and location of test holes on the back Comments on Soi or Site: Date / /Signature --- 130 South Galena Street Aspen, Colorado 81611 303/920-5070 ""' Pnmal" Qp -73 1 � � MWE December 10, 1992 Bob Nelson Pitkin County Environmental Health 130 S. Galena St. Aspen, Colorado 81611 RE: MARX RESIDENCE SEPTIC SYSTEM Dear Bob: McLaughlin Water Engineers, Ltd. 210A Ventnor Ave., Aspen, Colorado 81611 (303) 925-1920 FAX (303) 925-1974 RONALD C. McLAUGHLIN HALFORD E. ERICKSON DOUGLAS T. SOVERN WILLIAM R. KENDALL RALPH L. TOREN TERRENCE P. KENYON GEZA E. KMETTY GENE A. BURRELL MICHAEL E. MERCER JOHN M. PFLAUM D e a r Mt II t J MICHAEL R. GALUZZI P j RONALD E. DVORAK SCOTT E. LEHMAN KENNETH D. ZIEBART DEC 1 C 1y�2 MARY ANNE BUSH J7[ BRIAN S. KOLSTAD R JAMES McLAUGHLIN G. DEAN DEROSIER ENVIRONME RICHARD E. M,LAUGHLIN NTAL HEALTH HAROLDNDE ROBERTS URMY e4SpEN/PITKIN EL M. PER L. URMY DANIEL M. PETRAMALA Enclosed are the asbuilt drawings for the septic system installed at the Marx residence in the Owl Creek subdivision in Pitkin County. McLaughlin Water Engineers, Ltd. designed and inspected the installation of the new septic tanks and mound system. The system was generally installed according to our plans and specifications and Pitkin County Regulations and has been approved for use and was placed into service on December 4, 1992. If you have any questions or require more information, please feel free to call me. Thanks for your help and time on this project. Very Truly Yours, McLAUGHLIN WATER ENGINEER ,!:�� G n Der Bie��E. CC: Kevin M - Cunniffe MWE - Denver Barry - BOA 91-041.001/GDD/MARX-PCEH DENVER CO TULSA, OK PHOENIX AZ LAKE DILLON, CO (303) 458-5550 (918) 664-2741 (602) 248-7702 (303)468-2141 HVNL.� COMPLETE ENGINEERING SERVICES IN: WATER RIGHTS AND RESOURCES WATER TREATMENT AND DISTRIBUTION SUBSURFACE DRAINAGE IRRIGATION FOUNTAINS STORM DRAINAGE AND FLOOD CONTROL WASTEWATER COLLECTION, TREATMENT AND REFUSE FIRE PROTECTION WATER BASED RECREATION SPECIALTY HYDRAULICS RATE STUDIES AND UTILITIES ECONOMICS 6 McLaughlin Water Engineers, I MEMORANDUM HATE: August 15, 1991 "O: Charles Cunniffe Associates; Kevin MacLoed .'ROM: McLaughlin Witter Engineers, Ltd.; G. Dean Derosier, P.E. P E: MARX SEPTIC SYSTEM DESIGN nis memorandum is written to give you additional details on the design, materials, :d instatl,jion of the Septic: System which was designed to serve the proposed Marx >me, whic•ii is being constructed on their property in Owl Creek. The memorandum separaLed into three sections; 1 - Septic tank and Mound System design, 2 -- 11111 cat tmd( design, 3 - installation and Materials for the system. The design drawing is also attached for additional reference. 1. Septic Tank and Mound System Design: The location or they home and the site conditions determined the required type of ystcul which wits to be designed. The site 1s located lit the Owl Creek Ranch ;,ubdivision in the Owl Creek Valley. The soils conditions at the home site are not suitable for a conventional septic system. Soil percolation rates in the top 3.5 -feet sire extremely good at 15 minutes per inch, but below that level the percolation rate is 0. This item lead to the design of a system which would use a standard septic tank and a pump to lift the effluent up to a flat area away from the house for the N1.1und Sysl1•m inst fellation at the location which was determined in the Meld at a I,,cc.ul aIle, X1.11t. The Mouild Fiyntum wns uhosau bectiubc of 11.1e Unimbility to 1,a iiiii&il•/lpetd III Pit more rowiil,y into the 9urrmindinl, site ennditionl9, The Mound System is basically a modified standard septic field that is built above ground to create adequate percolation into the top 3.5 -feet of soil. The system design was based on the ultimate construction of a 6 bedroom residence and a 2 bedroom caretaker unit, which requires at a minimum, the installation of 2,700 gallons of septic tanks for the separation of solids and a dosing tank. One 1,500 rillion troll( tend one 1,250 gallon tank will net as the main septic tanks, and an ...1.1111.'11(11 1 ,:11111 6.411"11 1 rAtI1. rio Ills sf f 1t1u10t pit ItIi./,III ahi6 tail l.. '17143 166CLI-I ouiN.l.; 11.0106o :ere to be double chambered tanks and the effluent pumping/dosing tank is a single chambered unit. The two septic tanks are to be installed in a series followed by the effluent pump tank. The tank invert piping elevations are to be as shown on the 111111chod do-111ru drn%V111g. The Mound System sizing is based on the soil percolation tests, ground water depth, :111 4-millih4jili, 141111 loillt; a fliodllp., syslem to disperse, the flow evenly into the system d1,311.1ac11 'I'llr, I,-,I.:,.Ia 11.111 looullo 01110wc41 a a.11l wllh 4 6104111 poroulof141r1 via to lir 111 20 minutes per inch in the 1'irst 3.5 -feet find 0 MPI below 3.5 --feet. using it good medium sand, and the flow rates from the home, the size of the Mound System is ,ipproximatel,y 1,500 - square feet. t The details of the Mound System; installation, elevations, and location are shown on Hie attached design drawing and sheets. The overall system size will be 50 -feet X 72 -feet, the actual field size is 30 -feet X 50 -feet. The transmission piping and manifold are 3 -inch piping, and distribution laterals are to be 2 -inch piping, both using Seh 80, PVC piping. The laterals are to be perforated with 1/4 -inch holes at 42 - inches on center. The transmission and manifold piping is to have 2 -inches of gravel under and 2 -inches of gravel over the pipe. The sand to be used in the system is to he a medium sand with the following characteristics: 25°x6+ between 2.0 and 0.25mm; ,;0-350/6- between 0.25 and 0.05mm; and 5-10% between 0.05 and 0.002mm. This sand similar to the masonry sand available at Roaring Fork Sand and Gravel. Installation cietails and instructions are attached to this memorandum. 2. Effluent Pumping Tank: The effluent pumping tank is required to pump the effluent from the septic tank to the septic field in the terrace above the home site. The tank capacity is approximately 1,500 gallons. The tank was sized in order to provide adequate storage capacity and to cycle the pump operation of the system. The pumping system required needed to pump the effluent up approximately 16.25 -feet of elevation difference and 2.5 -feet of piping and head losses, for a total of 18.75 -feet, (19 -feet) of head. The pump we have chosen for the system is a submersible, by Hydromatic Pump, Model number SPD -50H, a bronze pump system, with Auto -Control. The pump is a .50 horse power, single phase, 115Volt unit, with a 2 -inch discharge and a built in diaphragm level control system and additional float system to regulate the operation of the pump based on water levels in the tank. The pump operation and installation is simple, as the water level in the tank rises it hits a float which switches on the pump, which operates until it reaches the bottom of the pump, where a float shuts the pump off. Operational levels for the tank will be set by the engineer. A double float system will need to be used to control the pump. The float system is by S. J. Electro Systems, Model 15DFU 120V WP. The pump is to set on the floor of the tank approximately 6 -inch above the floor. The levels for the pump control depend on the dimensions of the tank. The pump operates at a approximately flow rate of 80 gallons per minute at the required head, and pumps the effluent up to the manifold just prior to the distribution laterals. The manifold distributes the flow into the laterals. The flow is evenly divided into the 16 piping systems, with 1/4 -inch holes at 42 -inch centers. Additional information on the selected pump is enclosed for your review and use. At your option a second pump could be purchased as a backup or stand by pump. This would shorten the system down time and inconveniences which will occur if the pump breaks down or has other problems. The cost of the second pump is approximately $800.00. It is not required, but is recommended. The effluent tank is also required to be equipped with a high water level alarm system to alert you when a pump has failed to operate or another problem has risen. The high water level alarm system is operated by a float, mounted on the tank wall, which is activated when the water level rises to a chosen point above the normal operating pump level. The float signals a red light and a buzzer, which should be located in your adjacent mechanical room or garage. The buzzer can be turned off manually signaling acknowledgement of the problem, but the red light stays on until after the water level drops back down. This is a required safety feature which assists the owner in the satisfactory operation of system by letting you know you have a problem before it becomes an emergency situation. The system we have chosen is a Tank Alert 1. by S.J. Electro. (See design drawing for additional level control details. I have included 2 - 2 -inch pvc conduits to be run from the adjacent mechanical room or garage to the effluent pumping tank. One is for power to the pump and the other one for the high water level control system. Please inform the electrical designer of the home of these additions. 3. Installation and Materials: The septic tanks can be obtained from Copeland concrete products in Rifle. The tanks should be located as shown on the drawings and installed level. The access ports are to be sealed water tight and brought up to within 6 -inches of final grade. If in the event the tanks are too high, minor landscaping may be required to bury them. The invert elevations for both tanks are critical to the operation of the pump and should be followed closely. The blockouts for the inlets and outlets are also required to sealed water tight to prevent infiltration. The air vent on the effluent pumping tank is required to be 3.5 -feet off the ground and have 180 -degree return bends with a #200 mesh stainless steel screen on the end. All piping, pump, and alarm system materials can be obtained form Dotson Engineering products in Glenwood. The 4 -inch piping from the house to the septic tank is required to be Schedule 40 PVC and should be installed at a minimum depth of 3.5 -feet. The 3 -inch transmission line from the effluent tank to the manifold should be installed at a minimum depth of 3 -feet to prevent freezing of the line during the winter. The pumping line is to be laid with the shown slope to permit the line to drain back into the tank after each pumping cycle to prevent freezing. The laterals are to be installed as shown on the drawing and are need to be installed to within + or - .01 - feet. (See attached design drawing for bedding details and additional installation notes.) The septic system installation can be done by any excavation contractor who is familiar with this type of project. If you have any questions on the design or other items, please feel free to call me at any time. See installation and construction notes attached to this memorandum. CC: Bob Nelson - PCEH MWE - Denver Thanks, Dean Derosier ! 91-014.001/marx septic { i i McLaughlin Water Engineers, Lt I :::::::::::... Project Title �• �' %/ — 42L Gt Project No. �OO/ Date L/G/ _ Subject ��� �� '' �� l G Designed Page -- z- S/G.✓ /1-/0, � is /9 6 /CL/6 "' A/ IJ anti S0iLs-o(76,4„; C_ :Ivoo,L � GLAy SiGYyT-0 5A -..,7y Gay✓ c l fi« /: t vvC► %iGUF�_ G- C., C1,5 -ids f Slav-� 12 - 12 u F 1C,C wlo\-l-2 Sys 5'c i . �d0 G�Gs 7 s ...................... f McLaughlin Water Engineers, Lt�' Project Title Project No. Date Subject Designed Page �C., Mc, v r /J 7-0 / iyf /7 ` /�( i/!G u S S G < S. - (l3d7`TUry� d % N10 uni7> sy C � ,E /�-v E S to � d F Sr/S �f� . / n/ � a /L/97�c�-✓ i i cir 5/qw_S __.� .. fi..._ SOUS _.. _ _ o�2 ,tics G 3 t .. t ..�... j.. ----r---4 L `/y tt-! I Of A "06-001C .f_ ' I i # (,cS 1d7 /ff / r P. 36 ,3 115 o 3 t .. t ..�... j.. ----r---4 L `/y tt-! I Of A "06-001C .f_ ' I i # (,cS 1d7 /ff / r i i Ll /$ o o 6 0 5 a C496 12o J y A SG I A-7 X c" F + --�-- 5'1 F €� /i i F Yo ,......E ,._ , _...t.._ A �r Fs Svc i f✓ t ! �w on 1 1 14- dy J�irtiG6F A-45i -5 to 56, _ , el.✓�C+ p f i iw 00/07/91 11124 a 303 943 2300 DODSON 01 . Represented By 'AYORQMATIC " DODSON ENGINEERED PRODUCTS, INC. 01033 Marand Rd. P.O. Box 248 PUMPSri (303) 945-223,1 GLENWOOD SPRINGS, COLO. 81601 Bulletln HW -los APPLICAVON • Septic tank effluent • Industrial sump service SIONE.R.-SIBLE HIGH HEA r-, rEATUR'8 Completely submersible. Heavy duty, oil -filled manors with ball bearing design in pure dielectric insulating oil ,)r cooler running, rmanent lubrication and longlife. totoi s are 1/2 HP ((SPD50H) or 1 HP (SP13100H).1ittgle phase motors, 115 volt or 230 volt, 3450 RPM, feattre start capacitors, solid estate start switches and autOtiatic reset thermal overload protection. Three phase motors 200 volt, 230 volt or 46tf volt, require magnetic sWA0 with overload protection located in the accessory control panel. Dual mochanical shaft seals are standard. Seals are long life, carbon and ceramic faced. Seal failure (S.F.) sensor capability (for connection to a seal failure alarm device) available as an option on single phase units, standard on three phase units. Water levet (automatic models) controlled by wide-angle float switch with piggyback style plug. r,1on-clogging, two -vane, cast iron semi -open impellers. SPD50H a 3-7/8" diameter impeller; SPD100H:7 4-1/16" diameter impeller. Impellers threaded to stainless steel shafts. No inlet screen to become clogged. Capable of handling 3/4" spherical solids, hump case and motor housing are heavy cast iron :For corrosion resistance. All exposed parts are high j4de bronze, cast iron, steel and stainless steel. Field serviceable. APABILITIES EFFLUENTPUMPS SPD50HISPD100H Capacities to: --- 110 GPM 140 GPM Shutoff Head: 50 Feet 63 Feet Solids Handlinft-, 3/4" 3/4" Discharge: 2" (3" optional) 2" (3" optional) Horsepower: 1/2 1 E)ectrical: le, 60 Hz, 3450 RPM, le, 60 Hz, 3450 RPM, 23OV, 9.5 FLA 115V,14.0 FLA; 230V, 7.0 FLA 3% 200V, 4.5 FLA; 230V, 4.0 FLA; 460V, 1.65 nA Controls: Automatic or Manual Automatic or Manual Power Cord: 14/3, SJTW-A, le, 115V 10' std. (20' opt.) 16/3, STW-A, lo, 230V = 20' std. • 14/4, STW-A,10, 115V 10' std. (20' opt.) * 16/4, STW-A, lo, 230V = 20' std. 16/3, STW-A, lo, 230V ¢ 20' std. * 18/5, STW-A, 30, 200V, 230V or 460V = 20' std. " 16/4, STW-A, lo, 230V v+ 20' std. ' Models with seal failure sensor wire. NSIO NS Represented By D50HISPD100H DODSON ENGINEERED PROW TS, INC. 0033 Marand Rd. P. 0. 80>, 248 GLENWOOD SPRINGS, COLO. 81601 r--- s,ea• -►� (303) 945.2233 11 I � 1 TOTAL HEAD IN FEET rlleO HW -106 cw 10/88 (Ftepwa susolin110.5) 'rimed In U.SJI':' 60 60 40 30 20 10 )• PERFORMANCE 0 . 0 �rrrrrrrr ■rrrrr �►�rrrr r�rr■INN rr man: r ■ ■E r■ ■ ■ ,r.NE �rrr ■ ► h 1ri'�=r ■r 0, ■r ■r homm ■t.r INN■�i.erIN rrrr►..�.�� rr r ■rrr ■r©' amomr�rrrr rr�r ,.am r ■ ■rr■ rO ■■ r. r r 20 40 60 80 100 120 140 U.S. GALLONS PER MINUTE flip YPROMATIC;UMPS 1840 Raney Road • Ashland, OH 44805.416/78$-3042 iter Design -Effluent Distribution Network. See Section 7.2.8(f). 7.2.4.4 Construction a. Site Preparation Good construction techniques are essential if the mound is to function properly. The following techniques should be considered: Step 1: Rope off the site to prevent damage to the area during other construction activity on the lot. Vehicular traffic over the area should be prohibited to avoid soil compaction. Step 2: Stake out the mound perimeter and bed in the proper orienta- tion. Reference stakes set some distance from the mound peri- meter are also required in case the corner stakes are dis- turbed. Step 3: Cut and remove any excessive vegetation. Trees should be cut at ground surface and the stumps left in place. Step 4: Measure the average ground elevation along the upslope edge of the bed to determine the bottom elevation of the bed. Step 5: Install the delivery pipe from the dosing chamber to the mound. Lay the pipe below the frost line or slope it uniformly back to the dosing chamber so it may drain after dosing. Back fill and compact the soil around the pipe. Step 6: Plow the area within the mound perimeter. Use a two bottom or larger moldboard plow, plowing 7 to 8 in. (18 to 20 cm) deep parallel to the contour. Single bottom plows should not be us- ed, as the trace wheel runs in every furrow, compacting the soil. Each furrow should be thrown upslope. A chisel plow may be used in place of a moldboard plow. Roughening the surface with backhoe teeth may be satisfactory, especially in wooded sites with stumps. Rototilling is not recommended because of the damage it does to the soil structure. However, rototilling may be used in granular soils, such as sands. Plowing should not be done when the soil is too wet. Smearing and compaction of the soil will occur. If a sample of the soil taken from the plow depth forms a wire when rolled between the palms, the soil is too wet. If it crumbles, plowing may proceed. 253 b. Fill Placement Step 1: Pl,ice the fill material on the upslope edges of the plowed arca. Keep trucks off the plowed area. Minimize traffic on the downslope side. Step 2:'Move the fill material into place using a small track type tractor with a blade. Always keep a minimum of 6 in. of mate- rial beneath the tracks of the tractor to minimize compaction of ,he natural soil. The fill material should be worked in this manner until the height of the fill reaches the elevation of the top of the absorption bed. Step 3: With the blade of the tractor, form the absorption bed. Hand level the bottom of the bed, checking it for the proper eleva- tion. Shape the sides to the desired slope. c. Distribution Network Placement Step 1: Carefully place the coarse aggregate in the bed. Do not create ruts in the bottom of the bed. Level the aggregate to a minimum depth of 6 in. (15 cm). Step 2: Assemble the distribution network on the aggregate. The mani- fold should be placed so it will drain between doses, either out the laterals or back into the pump chamber. The laterals should be laid level. Step 3: Place additional aggregate to a depth of at least 2 in. (5 cm) over the crown of the pipe. Step 4: Place a suitable backfill barrier over the aggregate. d. Covering Step 1: Place a finer textured soil material such as clay or silt loam over the top of the bed to a minimum depth of 6 in. (15 cm). Step 2: Place 6 in. (15 cm) of good quality topsoil over the entire mound surface. Step 3: Plant grass over the entire mound using grasses adapted to the area. Shrubs can be planted around the base and up the side - slopes. Shrubs should be somewhat moisture tolerant since the downslope perimeter may become moist during early spring and late fall. Plantings on top of the mound should be drought 254 wIII WIN�. Fill Material Medium Sand rJ TABLE 7-8 COMMONLY USED FILL MATERIALS AND THEIR DESIGN INFILTRATION RATES (24) Sandy Loam Sand/Sandy Loam Mixture Bottom Ash a Percent by weight. Characteri sti csa >25% 0.25-2.0 mm <30-35% 0.05-0.25 mm <5-10% 0.002-0.05 mm 5-15% Clay Content 88-93% Sand 7-12% Finer Grained Material b. Geometry of the Absorption Bed Design Infiltration Rate gpd/ft2 1.2 0.6 1.2 1.2 The absorption area within the mound system can either be a bed or a series of trenches. Beds are typically used for single homes or other small systems because they are easier to construct. The shape of the bed, however, depends on the permeability of the natural soil and the slope of the site. In most instances, a rectangular bed with the long axis parallel to the slope contour is preferred to minimize the risk of seepage from the base of the mound. If the natural soil has a percola- tion rate slower than 60 min/in. (24 min/cm), the bed should be made narrow and extended along the contour as far as possible (see Figure 7- 12). In soils with percolation rates faster than 60 min/in. (24 mi n/cm) , the bed can be square i f the water tabl e i s greater than 3 ft (0.9 m) below the natural ground surface (4)(25). 245 C■ 1-1GURE 7-13 MOUND DIMENSIONS Straw or Marsh Hay Perforated Clay Fill or Pipe Medium Sand Fill Topsoil Topsoil D t iso l�- 3, "�; =_ ^' r' Slope Sutjsoil ` Plowed Surface 3/a-2Yi in. Rock (A) Cross Section W (B) Plan View 247 L i JUN 18 190 16:54 C.P.S. DISTRIBUTORS I1±11 : PAGE. 03 A quality mercury switch designed to outlast the pump it controls ADVANTAGES • Reliable, Independently -mounted switch grea reduces drudgery of automatic pump repair • Unique electrical circuit designed for mllilom; operaflons * Totally self-contained pump switch - no cont: panel required • Directly switches pumps with high starting c� rents • Sealed waterproof and weatherproof • Adjustable pump range • 1" (2.54cm) to 4 (121,92cm) maximum • May be used with large or small pump chambe • Not sensitive to turbulence • ENTIRE UNIT (control as well as cord set) l Listed and CSA Certified ` Two-year limited warranty U.S. PATENT NO. 4262216 and 4291261 MODEL DFD or(DF Re N DESCRIPTION � The Double Float pump switch consists of two floats ("on" and "off' float), two cables molded to one piggy -back plug cord, and two releasable mounting straps. Both seabed floats contain a heavy-duty mercury switch with a holding relay sealed Inside one float. FEATURES The special heavy-duty, mercury -to -mercury type cwitchoc, togothor with a unique circuit, prevent relay -contact arcing when starting and stopping a pump. Utilizing this no -arc concept, the float switch is capable of directly switching high -motor starting currents: 120V • 1 HP maximum; 230V - 2 HP maximum. APPLICATIONS The Double Float pump switch provides dire automatic pump operation in sewage and wata systems. When DFD float 13 tipped Whom DFD float is tipped (. down, mercury remains in mercury moves to conti nomcontact position. position. SPECIFICATIONS MODEL: 15DFD 120V WP (with plug) PUMP DOWN iSDFU 120V WP (with plug) PUMP UP 15DFO 120V WOP (without plug) FOR EMPTYING ibDFU 120V WOP (Without plug) FOR FILLING 15DFD 230V WP (with plug) 15DFU 230V WP (with plug) 15DFb 230V WOP (without plug) 1SDFU 230V WOP (without plug) NOTE: Numbers preceding model designation (OFD or DFU) refer to cord length. The Double Float has standard piggyback cot lengths of 15 ff. (4.57m), 20 ft. (6.09m), and 30 ff. (9.14m). Available without plug in other lengths. (Please specify length,) FLOATS: HOUSING: 3.18 Inch (5.077 cm) x 3.875 Inch (9.842 cm) long, thlck•wd(l ri0fi-C0lY4051Ye PVC plastic for us• in liquids up 1409F (600C). MERCURY TILT SWITCH: Mercury-ta-mercury contacts, encapsulated in steel. CABLE: 14 gauge, (UL) SJOWA-SJOW (CSA) Neoprene. water-resistant (cable from float to splice). 14 gauge. 3 conductor, (UL) SJTOW.A•SJTW (CSA) thermoplastic, water-resistant, with molded piggy -bac plug. CLECTRICAL: RATED, 126V.A.C., ACHL, Single phdie 290V.A.C., 601-Iz, Single phase Maximum pump running current: 15 Amps Maximum pump running current: 13 Amps Maximum pump starting current: 55 Amps Maximum pump starting current: 35 Amps Recommended for use an pumps of 1 HP or less Recommended for use on pumps of 2 HP or les,. provided pump amp draw does not exceed 15 provided pump. amp draw does not exceed 1! running amps or 55 starting amps. running amps or 35 Starting amp:. This pump control should be used only with pumps eduipped with integral thermal nvprinad prntortion, WARNING.' Connect 124V DuuUle Fioal controls la 120 Volta aniy. Connect 230V Double Float controls to 230 Volta only. NOTE: One Double Float may be wired to operate relay control panels for much larger pump applications. rNortl�crn, in�. Chcn ,, Ihop,owo-1i n, S:.xad,•.1•: SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE AND CARETAKER UNIT LOT 2, OWL CREEK RANCH PITjQN COUN'T'Y, COLDRADO JOB NO. 4 559 90 NOVEMBER 7, 1990 PREPARED FOR MR. AND MRS. MARX C/O NEUBERGER AND BERMAN 522 5T11 AVENUE NEW YORK 14Y 10036 Anuanlx:rolltx: jijlj gioupnlcomthuiies 5080 Ruad 154 Glolwood Spxnngs. Colwado 81601 303 945-74 58 303 945-2363 Facsmttic L TABLE OF C:ONI'ENI'S CONCLUSIONS PURPOSE AND SCOPE OF STUDY PROPOSED CONSTRUCTION SITE CONDITIONS FIELD EXPLORATION SUBSOIL CONDITIONS FOUNDATION RECOMMENDATIONS FOUNDATION ALTERNATIVE FOUNDATION AND RETAINING WALLS FLOOR SLABS UNDERDRAIN SYSTEM SURFACE DRAINAGE LIMITATIONS FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOG OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 AND 5 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 6 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS 1 1 2 2 3 3 4 7 8 10 12 12 13 CONCLUSIONS The subsoils encountered at the site, below organic topsoil, consisted of sandy silty clays overlying slightly clayey silty sand and gravel and gravelly clay. The upper clays are highly expansive to a depth of about 8 feet. The proposed residence and caretaker unit should be founded with piers drilled into the sand and gravel and designed for a maximum end bearing pressure of 10,000 psf and a skin friction of 1000 psf for that portion of the pier in sand and gravel. Minimum pier dead load and/or belling of the pier bottoms is recommended to prevent uplift of the piers due to swelling clays. Spread footings that bear below the expansive clays may also be used for building support. Other geotechnical design and construction considerations are presented in the body of this report. PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence and caretaker unit to be located on Lot 2, Owl Creek Ranch, Pitkin County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to develop recommendations for foundation design. The study was conducted in accordance with our proposal for geotechnical engineering study to Mr. anti Mrs. Marx, dated August 28, 1989. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine compressibility or swell characteristics and classification of the on-site soils. The results of the field exploration and laboratory testing were analyzed to develop recommenda- tions for foundation types, depths and allowable pressures for the proposed building foundations. The results of the field exploration and laboratory testing are presented herein. -2- 1% This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsoil conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the residences are included in the report. • .• •• Sit •• • • The buildings are proposed in the area of the exploratory boring locations shown"on Fig. 1. The main residence will be one and two stories of wood frame construction over a crawl space with a total area of about 8500 square feet. The attached garage will have a slab -on --grade floor. The caretaker unit will be a single story wood frame structure over a crawl space with about 1000 square feet in area. We assume excavation for the building will have a maximum cut depth of about 3 to 4 feet below the existing ground surface. For the purpose of our analysis, foundation loadings for the structure were assumed to h -- relatively -relatively light and typical of the proposed construction type. If building loadings, locations or grading plans are significantly different from those described above, we should be notified to reevaluate the recommendations contained in this report. SITE CONDITIONS The site was vacant at the time of our field work. The proposed building area is gently rolling and slopes slightly to moderately down to the north- northeast at grades of 5 to 15 percent. A slight swale is located in the area of the proposed caretaker unit where the lot is low-lying. The site is vegetated -3 - with grass, weeds and scattered sagebrush. The building envelope corners were staked in the field. FIELD EXPIARATION The field explcration for the project was conducted on October 11, 1990. Three exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the subsurface conditions. The borings were advanced with 4 -inch diameter continuous flight augers powered by a truck -mounted CME -55 drill rig. The borings were logged by a representative of Chen -Northern, Inc. Samples of the subsoils were taken with 1 3/8 -inch and 2 -inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 7.40 -pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Log of Exploratory Borings, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSOIL 00NDITIONS The subsoil conditions encountered at the site, graphically shown on Fig. 2, are variable with respect to their types, depths and engineeriry-J properties. Below about 1 1/2 to 2 feet of organic topsoil, the subsoils consisted of stiff to very stiff and blocky sandy clays overlying medium dense to dense silty to clayey sand and gravel containing cobbles and possible boulders. The gravel layer was encountered in Borings 2 and 3 at depths of 8 to 9 feet. The gravel layer was not encountered in Boring 1 but below about 15 feet, the clays were gravelly. Laboratory testing performed on samples obtained during the field exploration included in-situ moisture content and dry density, grain size analyses and liquid and plastic limit testing. Swell -consolidation testing was performed on relatively undisturbed drive samples of the clay subsoils. The swell -consolidation test results, pres(anted on Figs. 4 and 5, indicate low compressibility under light surcharge loadings and a high expansion potential Of the upper clays when wetted under a constant light surcharge. The field exploration and laboratory testing indicates the highly expansive clays extend to a depth of about 8 feet. Undisturbed sampling of the sand and gravel soils was not possible due to the rock content. Gradation analyses performed on the minus 1 1/2 -inch fraction of the granular subsoils are presented on Fig. 6. The results of the testing are summarized in Table I. No free water was encountered in the borings at the time of drilling. The subsoils were slightly moist to very moist with depth. Free water .was measured in Boring 1 at a depth of about 20 feet when checked one day after drilling. Based on the.data obtained during the field and laboratory studies, we recommend piers drilled into the sand and gravel be used to support the proposed structures. Shallow foundations placed on the upper expansive soils, similar to those encountered at this site, can experience movement causing structural distress if the clay is subjected to changes in moisture content. The drilled pier -5 - foundation is intended 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 movcnxMts. Using a pier foundation, each column is 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 bearing soils 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 and should experience a relatively small amount of movement. The design and construction criteria presented below should be observed for a drilled pier foundation system: 1) The piers should be designed for an allowable end bearing pressure 10,000 psf and a skin friction of 1000 psf for that portion of the pl• in the sand and gravel. In the event that dense sands and gravels are not encountered within about 15 feet of pier length, then the piers can bear on the deeper clays and should be designed for an allowable end bearing pressure of 5000 psf and a skin friction of 800 psf for that portion of the pier below a depth of about 10 feet. 2) All piers should have a minimum total embedment length of 12 feet and a minimum penetration into the sand and gravel of 2 feet. A distance equal to 4 pier diameters but at least 6 feet below the top of the pier (including the portion of the pier in clay) should be neglected in the skin friction calculations. 3) The piers should also be designed to resist uplift (due to the expansive: clays) of 1500 psf for the total surface area of the drilled shaft in the stiff clay. If the minimum dead load requirement cannot be achieved arra the piers are spaced as far apart as practical, the piers can be bel -..1 in the sand and gravel to resist uplift caused by the swelling clays. The resisting load should be at least 1 1/2 times greater than the uplift force due to the expansive clays. 4) Piers should be reinforced their full length with at least one No. 5 reinforcing rod for each 16 inches of pier perimeter to resist tens,( -,i created by the swelling materials. The piers should have a minimum diameter of 12 inches. A larger diameter may be needed due to coarse granular zone or if belling of the piers is required. 5) A void form at least 4 inches high should be provided beneath grade be,ims to concentrate pier loadings and to prevent the expansive material from exerting uplift forces on the grade beams. 6) The pier holes should be properly cleaned prior to placement of concrete. The natural clays are generally very stiff which indicates that casing of the hole should not be required. There could be some caving of the lcracr granular zones. 7) free water was encountered at a depth of about 20 feet in Boring 1. We expect that water seepage could be encountered at other parts of the site in the granular subsoils especially in the spring and early sLmmr. It appears that limiting the pier hole depth would reduce the water potential and other problems of caving and cleaning. In no case should concrete be placed in more than 2 inches of water. 8) The clays contain cobbles and difficult drilling into the deeper sand and gravel should be expected. The drilled shaft contractor should mobilize equipment of sufficient size and operating condition to achieve the required pier size and penetration. -7- 9) A representative of the soil engineer should observe pier drilling operations on a full-time basis. 10) Foundation concrete should contain Type II cement which is typically used in this area. FOUNDATION ALTERNATIVE As an alternative to drilled piers, spread footings placed below the highly expansive clay soils or on compacted structural fill can be used to support the buildings. This alternative appears most feasible where a basement level, excavated to several feet below existing ground surface, is provided. The design and construction criteria presented below should be observ,-xl for a spread footing foundation system. The construction criteria should considered when preparing project documents. 1) Footings placed on the undisturbed natural sand and gravel or gravelly cl i below the upper expansive clay soils can be designed for an allowable soil bearing pressure of 3000 psf. The footings should also be designed for a minimum dead load pressure of 800 psf. In order to satisfy the minimum dead load pressure under lightly loaded areas, it may be necessary to concentrate loads by using a grade beam and pad system. Wall -on -grade construction is not recommended at this site to achieve the minimum dead load. 2) Based on experience, we expect settlement or heave of footings designed and constructed as discussed in this section will be about 1 inch. There could be some additional movement if the bearing soils were to become wet. 3) Alternately, footing grade could ba reestablished with imported granular fill compacted to 100% of the standard Proctor density at a moistur., content near optimum. The fill should extend out laterally from the edges of the footing a distance equal to the depth of fill below the footing. 4) The footings should have a minimum width of 16 inches for continuous footings and 24 inches for isolated pads. 5) Continuous foundation walls should be reinforced top and bottom to span local anomalies and limit the risk of differential movement. One method of analysis is to design the foundation wall to span an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure as discussed in the "Foundation and Retaining walls" section of this report. 6) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below the exterior grade is typically used in this area. 7) Prior to the footing construction, topsoil and loose or disturbed soils should be removed and the footing bearing level extended down to competent bearing soils. If water seepage is encountered in the excavation, the footing areas should be dewatered before concrete placement. 8) A representative of the soil engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 50 pcf for backfill consisting of off-site non-expansivc -9 - granular soils. Cantilevered retaining structures which can be expected to deflect sufficiently to mobilize the full active earth pressure condition sho'.�'1 be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 40 pcf for backfill consisting of off-site non -expansive granular soils. All foundation and retaining structures should be designed for appropriate surcharge pressures such as adjacent foundations, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the level of pressure imposed on a foundation wall or retaining structure. An undezdrain should be provided to prevent hydrostatic pressure buildup behind the walls. Backfill should be placed in uniform lifts and compacted to between 90% and 950 of the maximum standard Proctor density (ASTM D-698) at a moisture content near optimum. Care should be taken not to overcompact the backfill since this could cause excessive lateral pressure on the walls. Deep fills will likely settle even if they are placed correctly. Due to the expansive nature of the on-site clays, we recommend imported non -expansive soil be used as backfill. The backfill should have a maximum size of 8 inches, less than 30% passing the No. 200 sieve and be approved for use by the soil engineer. Backfill should be placed within an effective wedge defined by a line sloped at 300 from the vertical from the base of the wall to the ground surface. Cantilevered retaining structures, separate from the residence in areas where movements of the walls can be tolerated, can be founded on spread footings provided the owner understands the risk of foundation movement due to the expansive soils. Footings for cantilevered retaining structures placed on the upper natural clays below the topsoil should be designed fora maximum bearinj -10 - pressure of 3000 psf and a minimum dead load pressure of 1000 psf. Footings should have adequate depth for frost protection. Forty-two inches is typically used in this area as frost cover depth. The lateral resistance of retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of -the footings can. be calculated based on a coefficient of friction of 0.30. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 250 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a nonexpansive material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. Floor slabs present a problem where expansive materials are present near floor slab elevation because sufficient dead load cannot be imposed on them _o resist the uplift pressure generated when the materials are wetted and expand. We recommend that structural floors with crawl space below be used for all floors- in loorsin the residence and caretaker unit that will be sensitive to -upward movement. Slab -on -grade construction may be used in the garage area provided the ri: l; of distress is understood by the owner. We recommend placing at least 3 feet of non -expansive structural fill below floor slabs in order to mitigate slab -11 - movement due to expansive soils. Slab -on -grade may be placed directly on the lower clayey sands and gravels. To reduce the effects of some differential movement, nonstructural floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Interior non-bearing partitions resting on floor slabs should be provided with a slip joint at the bottom of the wall so that, if the slab moves, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. Slip joints which will allow at least 2 inches of vertical movement are recommended. Floor slab control joints should be used to reduce damage due to shrinkage cracking. We suggest joints be -provided on the order of 15 feet on center. 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 S. passing the No. 200 sieve. The free -draining gravel will aid in drainage bc? the slabs and should be connected to the underdrain system. Required fill beneath slabs can consist of a suitable imported granular material, excluding topsoil and oversized rocks. All structural fill materials should be evaluated by the soil engineer prior to placement. The fill should be spread in thin horizontal lifts, adjusted to at or above optimum moisture content, and compacted to 950 of the maximum standard Proctor density. All vegetation, topsoil and loose or disturbed soil should be removed prior to placement. The above recommendations will not prevent slab heave if the expansive soils underlying slabs -on -grade become wet. However, the recommendations will -12 - reduce the effects if slab heave occurs. All plumbing lines should be pressure tested before backfilling to help reduce the potential for wetting. UNDERDRAIN SYSTEM Although shallow groundwater was not encountered during our exploration, it has been our experience in mountainous areas where clay soils are present that local perched groundwater may develop during times of seasonal runoff. groundwater level may also rise or develop in the underlying granular soils. Therefore, each level cut into the hillside should be protected by an underdrain system. An underdrain system should consist of perimeter drain lines embedded J, free -draining granular material. Free -draining granular material used in t'.i^ drain system should contain less than 2% passing the No. 200 sieve, less 50% passing the No. 4 sieve and have a maximum size of 2 inches. The gravel depth should be at least 3 feet. A synthetic drain fabric placed on the foundation wall should be used to enhance the drainage system, especially for deep buried walls. The drain lines should consist of perforated drainpipe aril should be placed at least 12 inches below lowest adjacent finish grade (cr:-,,i. space) and sloped at a minimum 1% to a gravity outlet. Dry wells should not be used. It yaw � : • ■.►s ei The following drainage precautions should be observed during construction and maintained at all times after the residences have been completed: -13- 1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement areas and to other at least 90% of the maximum standard Proctor density in landscape areas. The use of rc the on-site expansive clays for backfilling in arc— other than landscape areas should be avoided. Granular backfill should be capped with about 2 feet of on-site soils or pavement material to limit surface water infiltration. 3) The ground surface surrounding the exterior of the buildings should t:e sloped to drain away from the foundation in all directions. We recomnF:i-r_i 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. LIMITATIONS This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client fc-r- design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Fig. 1 and the proposed type of construction. The nature and extent of subsurface variations across the site may not become evident until excavation is performed. If during construction, fill, soil, rock or wa' --- conditions _ conditions appear to be different from those described herein, this office shoulcl be advised at once so reevaluation of the recommendations may be made. We NNorthc-1-1-1, Inc. -14- recom end on-site observation of excavations, foundation bearing strata and pier drilling operations by a representative of the soil engineer. Sincerely, CHEN-NORTHERN, INC. .���� •O C _ 24443 Daniel E. Hardin, P.E.ess • ,� Reviewed By Steven L. Pawlak, P.E. DEH/ec cc: Charles Cunniffe and Associates - Attn: Kevin MacLeod -- PROPOSED CARETAKER UNIT • v BORING I PROPOSED RESIDENCE • BORING 2 NEW BUILDING ENVELOPE APPROXIMATE 111 = Boring 1 Boring 2 Boring 3 No te: 0 0 28/12 24/12 9/6,21/5 5 WC=1529/12 WC=75 DD= 104 DD=110 WC=17 LL=53 DD= 111 PI=35 26/12 10 WC/22 :; 23/12 WC=6 WC=9 +4=26 10 a)— DD= 104 �4=20 0 -200=32 +� LL- o.Lj- -200=33 4-3 31/12 31/12 00 70/11 a( 4/2,20/0 1; Cl - o 13/12 DD=101 20 -200=93 LL=29 PI=14 25 25 - 5 Note: explanation of symbols prosentod on Fig. 3. 4 559 90 Chen Northern,Inc. Logs of Exploratory Borings Fps 2 . , ' c " -. , LEGEND: ® Topsoil; organic silty clay, soft, moist, black. Clay (CL-CH); silty, slightly sandy to sandy, scattered gravel, cobbles in Boring 3, moist to very moist, mottled dark to reddish brown, blocky. aClay (CL); silty to sandy, gravelly,-stiff to very stiff, moist to wet, reddish brown. FM Gravel (GM); sandy, silty, slighlty clayey, with cobbles, medium dense to dense, moist, reddish brown. Relatively undisturbed drive sample; 2 -inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8 -inch I.D. split spoon sample, ASTM D-1586. 24/12 Drive sample blow count; indicates that 24 blows of a 140 -pound hammer idling 30 inches were required to drive the California or SPT sampler 12 inches. 1 Free water level in boring and number of days after drilling measurement was made. NOTES: 1. Exploratory borings were drilled on October 11, 1990 with a 4 -inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by taping from the building envelope corners staked in the field. 3. Elevations of exploratory borings were not measured and the logs of the borings are drawn to depth. 4. The exploratory boring locations should be considered accurate only to the degree implied by the mehtod used. S. The lines between materials shown on the exploratory boring logs.represent the approximate boundaries between material types and transitions may be gradual. 6. Water level readings shown on the logs t,:ere made at the time and under the conditions indicated. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content M LL = Liquid Limit DD = Dry Density (pcf) PI = Plasticity Index M +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve 4 559 90 1 Chen Northern,Inc I Legend and Notes I Fir. 3 -c co ' c 0 o X •� w rn 1 4 I 0 3 v, a� S_ E 2 O U 1 0 1 2 0 3 4 5 U.1 I.0 IU IUU APPLIED PRESSURE — ksf Moisture Con nt = 15 Percent Dry Unit Weight = 110 PC( Sample of: sandy clay From: Boring 1 at 5 feet -- Expansion pressure under constant due to wetting Additional under constant due to wetting compression -------- pressure ----`- ------ -- ---- U.1 I.0 IU IUU APPLIED PRESSURE — ksf 0.1 1.0 l U l UU APPLIED PRESSURE — ksf 4 559 90 Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. 4 CA -1-79 Moisture Content = 22 percent Dry Unit Weight = 104 Pct Sample of: Slightly sandy clay From: Boring 1 at 10 feet -- Additional under constant due to wetting compression pressure ------ -- ---- 0.1 1.0 l U l UU APPLIED PRESSURE — ksf 4 559 90 Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. 4 CA -1-79 3 0 N 2 C b Q X w 1 , 0 0 O V 1 v Q. E U 2 0 0 1 .N v CL E 2 O U 3 4 �— Moislure. Content - 17 percenl Dry Unit weight -- 111 Pcf sr,mweof: slightly sandy clay From: Boring 2 at 5 feet - — - - Additional under due compression constant to wetting pressure — — - Expansion - Dressure due under constant' to wetting - - — ---- ,nf a, ADD, 1r -r) nn1=QC1 IRF — kqf APPLIED PRESSURE — ksf 4 559 90 Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. 5 CA -1-79 W Moisture Content = % Percent Dry Unit weight = 104 Pct Sample of. sandy clay From: Boring 3- at 4 feet - — - - Additional under due compression constant to wetting pressure — — - - APPLIED PRESSURE — ksf 4 559 90 Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. 5 CA -1-79 W HYDROMETER ANALYSIS SIEVE ANALYSIS I WE HLADINGS U.S. SIANDAHI7 SLRILS CLEAR SUUARL C 24 F111. 711R • 10 45. 15 MIN. f,0 MIN. 19 MINA MIN. 1 MIN '200 ' 1fx1 '60 '40':10 ' I6 1 *8 1 - 9 0 60 Z NIX 20 1C 0 3.. 5" 11.. 8' 0 10 Ai >'7 n w 70 fxl 100 .(xI1 .1x72 msIxTJ U 19 1137 .074 .140 29/ .590 1. 1'J 'l.;ti; 4 2 /6 9.52 19.1 3D.1 76.1 127 2 42 20 IS1 DIAMETER OF PARTICLE IN MILLIMETERS SAND GHAVLL CLAY TO SILTFINEMF-.DIUM COAIISE FINE COAf1SL-' CODDLES GRAVEL 20 % SAND 47 % SILT ANO CLAY 33 9.4 LIQUID LIMIT PLASTICITY INDZX % SAMPLEOF slightly clayey silty FRoM Boring 2 at 15 feet sand with gravel HYDROMETER ANALYSIS SIEVE ANALYSIS I IML HLADINGS US S1ANDAIIU SLHIEti (.LLATI SOUAHL OPENINGS 24 I II1. 7 I IR. 4. lix 7 c7 2 N In 4 � 5 r z w U ui 4 v 2 Ic 0 MEMO MI mom 001 rw • C Awa- W ®��� 0 10 Ai >'7 n w 70 fxl 100 .(xI1 .1x72 msIxTJ U 19 1137 .074 .140 29/ .590 1. 1'J 'l.;ti; 4 2 /6 9.52 19.1 3D.1 76.1 127 2 42 20 IS1 DIAMETER OF PARTICLE IN MILLIMETERS SAND GHAVLL CLAY TO SILTFINEMF-.DIUM COAIISE FINE COAf1SL-' CODDLES GRAVEL 20 % SAND 47 % SILT ANO CLAY 33 9.4 LIQUID LIMIT PLASTICITY INDZX % SAMPLEOF slightly clayey silty FRoM Boring 2 at 15 feet sand with gravel HYDROMETER ANALYSIS SIEVE ANALYSIS I IML HLADINGS US S1ANDAIIU SLHIEti (.LLATI SOUAHL OPENINGS 24 I II1. 7 I IR. 4. lix 7 c7 2 N In 4 � 5 r z w U ui 4 v 2 Ic 0 110 .JO 1!x) .1x71 .002 .1x75 .009 .019 .037 .074 .149 .297 .590 1.19 :111 4.76 252 19.1 38.1 16.1 12712C) 42 711 152 DIAMETER OF PARTICLE_ IN MILLIMETERS sANr7 GRAVEL CLAY TO SILT FINF. MEDIl1M COAI7SF FINE COARSE COl1l GRAVEL 26 % SAND 42 % SILT AND CLAY 32 % LIQUID LIMIT % PLASTICITY INDEX h SAMPLE OF slightly clayey silty FROM Boring 3 at 9 feet sand with gravel 4 559 90 I C]1�(1NOI t�1C'1�11, �I1C. GRADATION TEST RESULTS I Fig. 6 MI mom • C Awa- W ®��� 110 .JO 1!x) .1x71 .002 .1x75 .009 .019 .037 .074 .149 .297 .590 1.19 :111 4.76 252 19.1 38.1 16.1 12712C) 42 711 152 DIAMETER OF PARTICLE_ IN MILLIMETERS sANr7 GRAVEL CLAY TO SILT FINF. MEDIl1M COAI7SF FINE COARSE COl1l GRAVEL 26 % SAND 42 % SILT AND CLAY 32 % LIQUID LIMIT % PLASTICITY INDEX h SAMPLE OF slightly clayey silty FROM Boring 3 at 9 feet sand with gravel 4 559 90 I C]1�(1NOI t�1C'1�11, �I1C. GRADATION TEST RESULTS I Fig. 6 Chen -Northern, Inc. T A B L E I SUMMARY OF LABORATORY TEST RESULTS 4 559 90 SAMPLE LOCATION NATURAL 1+OISTURE CONTENT ( .) NATURAL DRY DENSITY W) GRAOATION PERCENT PASSING NO. 2W SIEVE ATTERBERG LIMITS UNCONFINED COMPRESSIVE STRENGTH (Ps1) '' SOIL OR BED ±O K TYPE BORING DEPTH (Lem) I GRAVEL (-:) SAND (•b1 UOUID LIMIT PLASTICITY INDEX 1 5 15 110 53 35 sandy clay 10 22 104 slightly sandy clay 20' 24 101, 93 29 14 s. t sandy si�gi c�a 2 5 17 111 slightly sandy clay 15 6 20 47 33 s i csand wl aayey si -Ly ravpl 3 4 7 104 sandy clay 9 9 26 42 32 s i t y c ayev s1 t� san� with ravel f J P \ � I ,Jess n Hotes CARETAKER \ TANI< SIZING = �7 OT = 1.5 x Q F of . 05 \ OF = 8 f3. R. x pets/13 a. X �5 Go.ls/do,y/Pers. QF = /,BOO G-m/s/cAo y o! l I L�? o .00 aT = /. 5 x QF = /.5 x /Soo = a,700 UAB s / USE - !, 500 G7o,110n / / - �a5O0 TAN k Dosing to.n k Qp=QF = /800 GAL USE /-/,500 GAL. TANK MOUND SYSTEM See attatched I \memorandum for deto.its. PRIM 4 RY / RESIDENCE 101-41 / 00.4-I J / 1 I 101-41 01.01- 0 0 0 0 1.04-.avo.00 l �� IE=9y.00 I \ / .)' yO * '1" SCH c!0 pvc o.t !.O % a- a" ELEC. CONDUSTS CI -Power # I - Alarm) / • y a Septic tanks -_ A-! 500 (Gck/lons 140?. 00 IE,N = 9a.3 1 MOUND DIMENSIONS I E ovT = 9- o B- s 5/ PVC Straw or Marsh Hay,Perforated la 50 Go./Ion Clay Fill orI F-gj `/ Me lits"m Sand Fill Pipe Topsoil )N = � ! �6 c lEour=- 7S >' 4' pvc 4 FO - T�mpil 5 4 3.. �E D. r, _ opsoilt C - / 5 00 Go lton effluent f)ump,ny ,� --- o Slope Subsoil Plowed Surface 3/-2'/2 in. Rock - = ;. o' (Aosfng -tank 1E„,= 91. (o7) see tank Iwo, l H attatcked onernorandaml (A) Cross Section Raft r, W �� -0 40 r efts• TO I A ~ — d = 50' X75 j u y4 T W Distribution I IL = f I 'a e�, l / / l / �: y,�y /w' E MOUND SYSTEM' See a++u+ hed Laterals rnemorardurn cheto. is =-)r B L Tie mound syst�-rn into Bed of I Y) �/ n 3/a��-2Y2"" Rock ' t 1 / exis- y -. Ils,de, provide I /� n�// o,dequate drainage around system Slope K (B) Plan View Mound JetU, IS NTS �\I?FOLD: 3i' 3" S C H So pvc t,-) be l O. , d level 0.0a' 3, 7 5 e p t c F, e- l d 1 �N6 ZCavf_R Lif - dL6 CA AA vG --� !E,O7;C Lj CH � \1 -.Nibif WMrEi? ley A-2 i - FL C 1 ` 1 - Ohl ID 47)0 • 'DeA► N Fv,2 0 �r�k5 FLG A ASG 77NK N TS yr 1l T w/ -2 ('VC- LoA.lvu)T LEL CONTROLS TO 5/*L 17 rc f 50n 1116H W1qrE1" 1CkFz FL aAT lu/4Rin ` DOs tN 6- -rAIVk LE VEL 5 To GE FIEFO DETERMIAI- By THEE LEA/ & 1 AJ E E dR Lateral Cav Tee � Holes Spaced -Manifold " at ya<! MIRAF► r C f erforated '' ;Ii lily I r am Soil �\; rl �\\�,\�; Lalerals r Diversion for �VSurface_ Water is?,gin r,cCl: .tiihl\;%'y:'6" •Topsoil -- Max if ccnd Fill' lopeSod�Layer . - - Broken Up• =`�;'_ ,"found Section