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OSCAR-II Treatment System Large Soil Absorption System
Design Manual Idaho August, 2020
Manufactured by:
Lowridge Onsite Technologies PO Box 1179
Lake Stevens, WA 98258 877 476-8823
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Introduction:
The OSCAR-II (Onsite Sand Coil Area Recharge) is an at-grade onsite sewage treatment/dispersal component dosed with septic tank quality effluent or better. The OSCAR-II is comprised of a 12 inch layer of medium sand and a series of custom manufactured Netafim Bioline drip tubing coils. The sand media is placed on a prepared soil surface. OSCAR-II coils are then placed on the sand media and then covered with another 6 inches of medium sand. To control erosion or inadvertent disturbance from children or animals the sand can be covered with jute mate or cover with a shallow layer of mineral soil. Another option is to spread straw over final cover until vegetative cover takes hold: plant grass seed or other ground cover as soon as possible. See appendix E for more details. The coils of drip tubing are dosed with very small, frequent doses of effluent. These small frequent doses prevent the sand from being instantaneously overloaded. This maximizes the retention time in the sand to achieve the desired treatment level. The sand/soil interface is the discharge point of the treated wastewater. Vertical separation is measured from the prepared soil surface and the restrictive layer. If enough soil depth is present, the basal area can be excavated to lower the profile of the OSCAR. Vertical separation must follow IDAPA 58.01.03.013.04. See appendix G. Hydraulic loading rates must follow table 4-22, Secondary biological treatment system hydraulic application rates of the Technical Guidance Manual, or as amended. See appendix F for table. The septic and pump tanks must be an approved (TGM Section 5.2 Approved Septic Tanks) and IDAPA 58.01.03.013.05. OSCAR-II system must be designed by Professional Engineer licensed in the State of Idaho.
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Design:
Each Large OSCAR-II design is considered a custom design. As such, Lowridge must review all designs prior to submission to local health or Idaho Department of Environmental Quality (IDEQ). Designs must follow this design manual requirements and the requirements of IDAPA 58.01.03.013. Where conflict between this manual and the IDAPA 58.01.03.013 regulation exists, the regulation will over rule this manual except for the following three areas:
.013.04 c: Effective Soil Depths (use Table 4-21 TGM, Appendix N)
.013.04 i: Geotextile fabric over aggregates (there are no aggregates)
.013.04 k: Observation ports installed to bottom of drain rock. Observation ports shall be installed to the sand/soil interface.
A copy of the IDAPA 58.01.03.013 Large Soil Absorption System Design and Construction section can be found in Appendix I.
There are two models of OSCAR coils: OS-50 and OS-100. The OS-50 coils form a 5’ diameter coil, rated at 50 gpd. The OS-100 coils form a 7’ diameter coil, rated at 100 gpd. See appendix C for details of OS-100 foot print and specifications. Considerations for choosing between the OS-50 and the OS-100 is that the OS-50 basal areas will be longer and narrower than the OS-100 basal area. In soil groups C1 & C2 with zero percent slope only OS-50 coils can be used.
An OSCAR-II treatment/dispersal component has two (2) sizing criteria: hydraulic layout and basal area. The hydraulic layout criterion includes the number of coils and how they are to be connected. The basal area refers to the overall foot print of the OSCAR sand/soil interface.
Each design must have two times the primary area installed with a 100% reserve area. The two primary areas are to be alternated every six months, or at a time interval acceptable to the permitting agency. Lowridge recommends alternating daily to maintain vegetative grow.
Hydraulic Layout:
Coils are arranged in laterals. Each lateral will be either two or four coils linked in series between the supply and flush manifolds, depending on the coil model. The OS-50 coils will be arranged in series of 4 coils and the OS-100 in a series of two coils. See Illustration I & II and Table I & II below. Laterals are linked together to form zones or modules. No module can exceed 1,500 gallons per day design flow. Tables I & II are intended to be a guide for preliminary design work and are valid for both OS-50 coils and OS-100 coils. The hydraulic characteristics of the laterals for each coil model are identical. Each row of Table I & II represents a single module or zone. Multiple zones or modules can be used in parallel or alternated to achieve any design flow. A different design flow from what is outlined in the table can be specified if needed. Factors that effect the size of each zone are the contour, lot size and configuration, elevation change, hydraulic limitations, and design flow requirements. Each zone must have all
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its coils on the same plain or contour. For design help call Lowridge for assistance.
Factors for Designing Coil Layout:
Factors for designing the coil layout are: minimum coil inlet pressure, scouring velocity, emitter discharge rate, zone design flow rate, and minimum flush flow rate. It is necessary to keep the lateral lengths short as possible. This allows the tubing to fill quickly. Regardless of the OSCAR coil model (OS-50 or OS-100) the amount of tubing per lateral is a constant (100 feet of tubing) and the design flow rate per lateral is 200 gpd. The short lateral lengths reduces the amount of inlet pressure, yet increases the number of laterals needed for a given design flow rate. Each lateral requires additional flow during the flush sequence. Septic tank effluent (STE) needs at least 2 feet per second scouring velocity. This velocity equates to 1.6 gpm. Secondary effluent requires 1 fps scouring velocity (0.8 gpm). The emitter flow rate for each lateral is 1.4 gpm. When flushing, it is assumed that the emitters will discharge at the same rate as the dosing cycle. To maintain enough scouring velocity through the lateral there must be enough flow at the inlet to assure a minimum flow at the distal end. With STE, the minimum flow requirement for flushing is 1.4 gpm + 1.6 gpm = 3.0 gpm. With secondary effluent, the minimum flow requirement for flushing is 1.4 gpm + 0.8 gpm = 2.2 gpm. Supply lines must have a flush velocity between 2 and 5 fps. Use the Minimum flow values (dose plus flush flow) for calculating friction loss and velocity.
Illustration I: OS-50 coils. 2 laterals with 4 coils per lateral.
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Illustration II: OS-100 coils. 4 laterals with 2 coils per lateral.
Table I: With Septic Tank Effluent
Each lateral is comprised of either 4- OS-50 coils or 2- OS-100 coils. *Excess head values are calculated using the 110 volt version pump.
Table II: With Secondary Treatment
Each lateral is comprised of either 4- OS-50 coils or 2- OS-100 coils. *Excess head values are calculated using the 110 volt version pump.
OS-50 Laterals @ 4 coils OR OS-100 Laterals @ 2 coils
# of laterals / zone
GPD inlet psi Dose gpm
Flush gpm STE
DF size # Pumps
Excess TDH*
5 1000 15 7 15 1.5" 2 70’
7 1400 15 9.8 21 1.5" 2 70’
OS-50 Laterals @ 4 coils OR OS-100 Laterals @ 2 coils
# of laterals / zone
GPD inlet psi Dose gpm
Flush gpm
DF size # Pumps
Excess TDH*
5 1000 15 7 11 1.0” 2 75’
7 1400 15 9.8 15.4 1.0” 2 75’
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Table III: Hydraulic Characteristics with Septic Tank Effluent
*To achieve proper scouring velocity septic tank effluent must pass through the tubing at 2 fps. Two fps requires at least 1.6 gpm through each lateral in addition to the emitter flow rate.
Table IV: Hydraulic Characteristics with Secondary Treatment
*To achieve proper scouring velocity secondary treated effluent must pass through the tubing at 1 fps. Two fps requires at least 0.8 gpm through each lateral in addition to the emitter flow rate.
Basal Area: The basal area is comprised of the total area where the sand media is in
contact with the receiving soil. The minimum required basal area is calculated by dividing the design flow rate by the soil loading rate. See table 4-22 for loading rates.
Combining Hydraulic Layout and Basal Area Requirements:
To combine the coil layout and the basal area, start with the coil layout. On flat sites, the coils should be placed in the center of the length of the basal area. On sloping sites the coils must be arranged close to the upper edge of the basal area, on contour. The coils must be arranged in a single line within the basal area. To calculate the dimensions of the basal area the hydraulic layout of the coils must be considered. The length of the coil layout is effected by three factors: diameter of coil, space between coils, and space between coil and edge of sand shoulder. With the OS-50 coils there must be at least 6 inches between the drip tubing in different coils and at least 6 inches separation between sand shoulder and an emitter (See Illustration I). To simplify the
Single Lateral Dose Flow Rate *Additional Flow Min. Flow Rate
OS-50 1.4 gpm 1.6 gpm 3.0 gpm
OS-100 1.4 gpm 1.6 gpm 3.0 gpm
Single Lateral Dose Flow Rate *Additional Flow Min. Flow Rate
OS-50 1.4 gpm 0.8 gpm 2.2 gpm
OS-100 1.4 gpm 0.8 gpm 2.2 gpm
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calculations, use 5.5 feet for the diameter of the OS-50 coil. This will include the needed separation between coils and one of the shoulders. Then add six inches to the length for the minimum distance for the other shoulder. Next, add the side slope for both ends. Side slopes of the sand media is at least a 1 to 1 slope. There is a minimum 12 inch sand layer under the coil so the side slope will be at least 12 inches. With OS-100 coils the coil spacing and shoulder set backs are built into the dimensions of the coil. Each OS-100 coil requires an 85 inch diameter foot print (including the separation distance between each coil and the shoulder). Next add the side slopes.
On sloping sites the coils will be placed parallel to the contour and one edge of the coils must be placed 12 inches of the upslope basal edge. See Illustration II. There must be at least 6 inches separation between sand shoulder and an emitter. On slopes greater than 5% it is recommended to use a 3 to 1 slope on the side slopes for stability. Maximum basal area width on flat sites in soil sub-group C is 19.5’. See appendix H for details. For additional criteria for designing in soil groups C, flat site, see appendix H for details.
Illustration I: Shoulder Cross Section
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Illustration II: Flat site
Illustration III: Sloping Site
The coils must be installed level. Additional sand must be placed under the downslope side of the coil. The greater the sand hight, the greater the side slope. To calculate the additional sand depth use the following formula:
Diameter of coil (in inches) x % slope of site
In Illustration III, the 20% slope needs an additional 17 inches of sand to maintain a level coil network.
85” (diameter of coil) x 20% = 17”
Tanks: All tanks must conform to IDAPA 58.01.03.007. Septic tanks should be sized to twice the daily design flow.
Pumps: There are two factors to consider when calculating the pump requirements of an OSCAR-II system: dose flow rate and head, and flush flow
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ASTM C-33 SAND
COIL
6"
6"6"
6"
60"6"
PREPARED SOIL SURFACE
*
4" SLIP CAP
INSPECTION PORT
Section ANTS
BASAL WIDTH
FLAT SITE
Plan ViewNTS
MIN. SHOULDER LENGTH
1" RETURN
1" SUPPLY
BASA
L W
IDTH
OS-360-5
INSPECTION PORT
INSPECTION PORT
A
A
rate and head. As a rule of thumb, the flow rate for the flush cycle is about twice that of the dose cycle. When flushing the coils and back flushing the disc filter additional flow at high pressure is required (see Factors for Designing Coil Layout and Tables I & II). To accomplish this we use several pumps in combination. In all OSCAR-II systems it is desirable to use the same pump model: AY Mc Donald 22050E2AJ, 110 volt (or 22050E2J 230 volt), 1/2 horse power motor, 4 inches submersible. Variations to this pump model may be necessary if the total dynamic head requirement for any zone is greater than these pumps capacity. The TDH values in Table I are calculated using the 110 volt version pump. If more head is required the options are to use more pumps or the 230 volt versions. The 110 volt versions are more readily available than the 230 volt versions therefore, the 110 volt versions should be used if at all possible. Per IDAPA 58.01.03.013 regulation, 2 alternating pumps must be used. When a higher flow rate is needed increase the number of pumps. When two pumps run simultaneously, the potential flow is doubled at the same head capacity. One scenario is to increase the number of pumps to 4, alternating groupings of two pumps. When the flush sequence is required all four pumps activate.
Timer Settings and Control Operations:
The OSCAR system must be timed dosed. Timer settings for the OSCAR are short and very frequent (usually 3 minutes and 38 seconds off and 22 seconds on). Because the supply line will drain between doses the “on” times will need to be increased to compensate for the drain back volume. The timer setting will need to set differently for each site given the wide variety of OSCAR coil arrangements, pipe size variation, and drain down options. A Lowridge representative should be consulted when calibrating the timer settings.
Panel Operations
The LF1P-RF-XX-XX control panel is a 110 or 220 volt panel for OSCAR-II systems. It has the capacity to operate two major outputs: discharge pump, and the “Reverse Flush” headworks. All logic is controlled by an IDEC smart relay. The pump function options are as follows:
• Discharge Pump (Pump #1): is operated in a time-dose mode. Pump #1 pressurizes the Coil and back-flushes the disc filter and forward flushes the Coils. The IDEC relay allows the operator to determine the number of dose cycles before the disc filter flush and Coil flush cycles activate. (Default set to 90 doses).
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The timers have the following factory default settings: • Discharge-pump dosing: 3 minutes 38 seconds off, 22 seconds
on. (V1_OFF, V1_ON) • Disc filter flush: after pre-set number of dose cycles have
completed, the disc filter flush “ON” cycle runs for 30 seconds. (V2_ON).
• Coil flush: after Disc filter flush is completed, the Coil flushes for 2 minutes (V1V3_ON).
Sample Design
Assumptions for this sample design are:
• B2 soil group (0.6 gpd/ft^2) • 2800 gpd design flow • OS-100 coils • Flat site
The basal area for one of the primary areas:
2800 gpd/0.6 gpft^2/d = 4,667 ft^2
Number of OS-110 coils needed: 2800 gpd/ 100 gpd per coil = 28 coils
Divide system into two 1400 gpd modules: 28 coils / 2 = 14 coils Basal length = Coil layout + side slopes:
2’+(14 coils x 85”)/12 = 102’
Basal width = Area / length: 2,333 ft^2/102’ = 23.2’
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Illustration V: Fourteen OS-100 Coil Hydraulic Layout.
Hydraulic requirements per module:
• 2 coils per lateral = 7 laterals • Dose flow rate = 7 x 1.4 gpm = 9.8 gpm • Flush flow = 7 laterals x 1.6 gpm = 11.2 gpm • Minimum flow rate = 9.8 gpm + 11.2 gpm = 21 gpm • Inlet pressure = 15 psi or 35 feet of head • Elevation lift = 10 feet • Supply line length = 150 feet • Surplus head = 65 feet
Illustration VI: Operating point at 9.8 gpm, AY 22050E2AJ pump curve
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To calculate the size of supply and flush lines start with the smallest diameter pipe that will have the highest velocity (maximum of 5 fps) and not exceed the surplus head value (65 feet) using the minimum flow value (21 gpm). Refer to Appendix M. During flush cycles all pumps will be activated. To estimate the hydraulic requirements to the pump curve, multiply the values for the flow rates on the “X” axis by the number of pumps. In this case, assume two pumps, 110 volt version. At 40 gpm (20 x 2) the head available is 80 feet. At 40 gpm the 1.25 inches sch 40 PVC pipe have a velocity of 4.72 fps and 2.72 psi (6.28 feet) loss per 100 foot length of pipe.
TDH supply line = Friction lose + elevation gain TDH = (1.5 x 6.28) + 10 feet= 19.42 or 20 feet
The dose flow rate requirement of 9.82 gpm will need a minimum inlet pressure of 35 feet head. At this flow rate the operating point of the curve is 100 feet of head. Inlet pressure required is 35 feet leaving a surplus head value of 65 feet. The surplus head of 65 feet is available for the friction loss and elevation requirement of the supply line during the dose cycle. Tanks: septic tank for 2800 gpd design flow will range from 5,600 gallons to 8,400 gallons.
Appendix A
Media: Medium sand.
Appendix B:
OSCAR Parts list.
Each OSCAR unit will include: • LF1P-RF-2(or 4)-(C1 to C5) control panel (specific configuration varies
with system) • 30 gpm 1/2 hp turbine pump • OS-50 or OS-100 Coils • PVC fittings and drip tubing adapters • HWN-1.5-RF-(C1 to C4), reverse flush headworks (specific configuration
varies with system) • Solid ½” poly tubing for connections
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Appendix C: OS-50 & OS-100 Coil Detail.
OS-50: The OS-50 OSCAR coil is made with 25’ of custom Netafim Bioline with 0.42 gph emitters @ 6” spacing (50 emitters), an average of 2 emitters per sq. ft. Each pre-assembled coil has a minimum area of 25 sq. ft. (5’ x 5’). There must be a minimum of 6” spacing between each coil and a minimum of 6” spacing between any coil and the shoulder edge. Table III contains the minimum shoulder length for a given design flow. The “shoulder length” is the total minimum distance from the outside shoulder edge of the first coil to the opposite end shoulder of the last coil. This dimension includes all the coils, coil spacing, and shoulder spacing on each end.
Illustration VI: OS-100 coils:
OS-100: The OS-100 OSCAR coil is made with 50’ of custom Netafim Bioline with 0.42 gph emitters @ 6” spacing (100 emitters), an average of 2 emitters per sq. ft. Each coil has a minimum area of 50 sq. ft. (85” x 85”). The actual coil diameter is 73”. There must be a 12” minimum spacing between the tubing of differing OS-100 coils and a 6” spacing between any tubing and the shoulder edge. Table IV contains the minimum shoulder length for a given design flow. The “shoulder length” is the total minimum distance from the outside shoulder edge of the first coil to the opposite end shoulder of the last coil. This dimension includes all the coils, coil spacing, and shoulder spacing on each end. See illustration below.
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Illustration VII: OS-100 detail. The OS-100 OSCAR coil contains 100- 0.42 gph Netafim emitters in a 50 sq. ft. foot print. Emitter concentration is 2 emitters per sq. ft. Design flow for each OS-100 is 100 gpd.
Appendix D: OSCAR Cover Options.
There may be a desire to cover the OSCAR with something additional to the specified medium sand. Options include:
• landscaping jute mat held down with staples with grass seed or ground cover plantings
• a thin layer of mineral soil low in organic content (<10% organics)
Do Not Cover Sand with:
• organic mix (manufactured top soil from compost) • filter fabric
The intent is not to have too much additional cover over the final sand layer. Placing too much cover will inhibit plant root growth. Because the sand is in effect sub-surfaced irrigated, grass and other ground cover will grow rapidly,
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forming a firm protective cover over the OSCAR. At the end of the first growing season the sand layer is as firm a soil to walk on.
Appendix F: Hydraulic loading rates
Table 4-22. Secondary biological treatment system hydraulic application rates*
*Idaho Department of Environmental Quality Technical Guidance Manual
Appendix G: Effective Soil Depths from IDAPA 58.01.03.013.04.
Effective Soil Depths. Effective soil depths, in feet, below the bottom of the absorption module to the site conditions must be equal to or greater than the following table:
Soil Design SubgroupApplication Rate
(gallons/square foot/day)A-1 1.7
A-2a 1.2
A-2b 1.0
B-1 0.8
B-2 0.6
C-1 0.4
C-2 0.3
TABLE -- EFFECTIVE SOIL DEPTHS
Site Conditions Design Soil Group
Limiting Layer A B C
Impermeable Layer 8 8 8
Fractured Bedrock, Fissured Bedrock or Extremely Permeable Material
12 8 6
Normal High Groundwater Level 12 8 6
Seasonal High Groundwater Level 2 2 2
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Appendix H: Designs in Soil Sub-Group C, Zero Percent Slope
In soil sub-group C when the slope is zero, there is a concern that the flow of effluent from the coils to the edge of the basal area will be hindered. For this reason several additional limitations are imposed:
• Only OS-50 coils can be used. • Coils must be placed in the center of the basal area, length wise. • Maximum distance between a coil and the edge of the basal area shall not
exceed 7.25 feet in any direction. • Maximum basal area width is 19.5’. Separation between coils can be
increased to a maximum of 18” between coils.
Appendix I:
013. LARGE SOIL ABSORPTION SYSTEM DESIGN AND CONSTRUCTION.
01. Site Investigation. A site investigation for a large soil absorption system by a soil scientist and/or hydrogeologist may be required by the Director for review and approval and shall be coordinated with the Director. Soil and site investigations shall conclude that the effluent will not adversely impact or harm the waters of the State. (5-7-93)
02. Installation Permit Plans. Installation permit application plans, as outlined in Subsection 005.04, for a large soil absorption system submitted for approval shall include provisions for inspections of the work during construction by the design engineer or his designee and/or by the Director. (5-7-93)
03. Module Size. The maximum size of any subsurface sewage disposal module shall be ten thousand (10,000) gallons per day. Developments with greater than ten thousand (10,000) gallons per day flow shall divide the system into absorption modules designed for ten thousand (10,000) gallons per day or less. (5-7-93)
04. Standard Large Soil Absorption System Design Specifications. (5-7-93)
a. All design elements and applications rates shall be arrived at by sound engineering practice and shall be provided by a professional engineer licensed by the state of Idaho and specializing in environmental or sanitary engineering.
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(5-7-93)
b. Within thirty (30) days of system installation completion the design engineer shall provide either as-built plans or a certificate that the system has been installed in substantial compliance with the installation permit application plans. (5-7-93)
c. Effective Soil Depths. Effective soil depths, in feet, below the bottom of the absorption module to the site conditions must be equal to or greater than the following table:
(5-7-93)
d. Separation Distances. The disposal area absorption module must be located so that the following separation distances given, in feet, are maintained or exceeded as outlined in the following table:
TABLE -- EFFECTIVE SOIL DEPTHS
Site Conditions Design Soil Group
Limiting Layer A B C
Impermeable Layer 8 8 8
Fractured Bedrock, Fissured Bedrock or Extremely Permeable Material
12 8 6
Normal High Groundwater Level 12 8 6
Seasonal High Groundwater Level 2 2 2
TABLE -- SEPARATION DISTANCES
Feature of Interest Design Soil Group
A B C
All Domestic Water Supplies
Sewage Volume - 2,500-5,000 GPD 250 200 150
Sewage Volume - 5,000-10,000 GPD 300 250 200
Property Lines
Sewage Volume - 2,500-5,000 GPD 50 50 50
Sewage Volume - 5,000-10,000 GPD 75 75 75
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(5-7-93)
e. No large soil absorption system shall be installed above a downslope scarp or cut unless it can be demonstrated that the installation will not result in effluent surfacing at the cut or scarp. (5-7-93)
f. A minimum of two (2) disposal systems will be installed, each sized to accept the daily design flow, and a replacement area equal to the size of one (1) disposal system will be reserved. (5-7-93)
g. The vertical and horizontal hydraulic limits of the receiving soils shall be established and flows shall not exceed such limits so as to avoid hydraulically overloading any absorption module and replacement area. (5-7-93)
h. The distribution system must be pressurized with a duplex dosing system. (5-7-93)
i. A geotextile filter fabric shall cover the aggregate. (5-7-93)
j. An in-line effluent filter between an extended treatment system or lagoon system and the large soil absorption area shall be installed. (5-7-93)
k. Observation pipes shall be installed to the bottom of the drainrock throughout the drainfield.
(5-7-93)
l. Pneumatic tired machinery travel over the excavated infiltrative surface is prohibited. (5-7-93)
m. The drainfield disposal area shall be constructed to allow for surface drainage and to prevent ponding of surface water. Before the system is put into operation the absorption module disposal area shall be seeded with typical lawn grasses and/or other appropriate shallow rooted vegetation. (5-7-93)
Building Foundations - Basements
Sewage Volume - 2,500-5,000 GPD 50 50 50
Sewage Volume - 5,000-10,000 GPD 75 75 75
Downslope Cut or Scarp
Impermeable Layer - Below Base 100 50 50
Separation Distance - Between Modules 12 12 12
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05. Large Septic Tanks. Large Septic Tanks shall be constructed according to Section 007, except as outlined in this Subsection: (5-7-93)
a. Length to width ratios shall be maintained at least at a three to one (3:1) ratio. (5-7-93)
b. Tank inlet shall allow for even distribution of the influent across the width of the tank. (5-7-93)
c. The width to liquid depth ratio shall be between one to one (1:1) and two and one-quarter to one (2.25:1). (5-7-93)
06. Monitoring and Reporting. Before an installation permit is issued, a monitoring and reporting plan shall be approved by the Director and shall contain the following minimum criteria: (5-7-93)
a. Monthly recording and inspection for ponding in all observation pipes. (5-7-93)
b. Monthly recording of influent flows based on lapse time meter and/or event meter of the dosing system. (5-7-93)
c. Monthly recording of groundwater elevation measurements at all monitoring wells if high seasonal groundwater is within fifteen (15) feet of the ground surface. (5-7-93)
d. Semi-annual groundwater monitoring at all monitoring wells. (5-7-93)
e. Monitoring shall conform to the requirements of all federal, state, and local rules and regulations.
(5-7-93)
f. An annual “Large Soil Absorption System Report” shall be filed with the Director no later than January 31 of each year for the last twelve (12) month period and shall include section on operation, maintenance and monthly and annual monitoring data. (5-7-93)
07. Operation and Maintenance. Before an installation permit is issued, an operation and maintenance plan shall be approved by the Director and shall contain the following minimum criteria: (5-7-93)
a. Annual or more frequent rotation of the disposal systems, and whenever ponding is noted. (5-7-93)
b. A detailed operation and maintenance manual, fully describing and locating all elements of the system and outlining maintenance procedures needed for operation of the system and who will be responsible for system maintenance, shall be submitted to the Director prior to system use. (5-7-93)
c. A maintenance entity shall be specified to provide continued operation and maintenance. Approval of the entity shall be made by the Director prior to issuance of an installation permit.
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(5-7-93)
014. -- 995. (RESERVED)
996. ADMINISTRATIVE PROVISIONS.
Persons may be entitled to appeal agency actions authorized under these rules pursuant to IDAPA 58.01.23, “Rules of Administrative Procedure Before the Board of Environmental Quality”. (3-15-02)
997. CONFIDENTIALITY OF RECORDS.
Information obtained by the Department under these rules is subject to public disclosure pursuant to the provisions of Title 9, Chapter 3, Idaho Code, and IDAPA 58.01.21, “Rules Governing the Protection and Disclosure of Records in the Possession of the Department of Environmental Quality.” (3-15-02)
998. INCLUSIVE GENDER AND NUMBER.
For the purposes of these rules, words used in the masculine gender include the feminine, or vice versa, where appropriate. (12-31-91)
999. SEVERABILITY.
The rules of this manual are severable. If any rule, or part thereof, or the application of such rule to any person or circumstance, is declared invalid, that invalidity does not affect the validity of any remaining portion of the manual.
(5-7-93)
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Appendix J: AY Mc Donald Pump Curves
When using multiple pumps simultaneously a pump curve for a single pump can used to predict pump performance. Increase the flow values on the “X” axis of the curve by a factor equivalent to the number of pumps that will simultaneously run. Example: if two pumps will run, multiply the flow rate values by 2. The maximum head will not be increased, but the flow at a given head will double.
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Appendix K: Hazen-Williams Formula, Friction Loss Calculation
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Appendix M: Friction Loss and Hydraulic Velocity Chart
Appendix N: Vertical seperation limits
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