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HomeMy WebLinkAbout1994 - Septic System approval 4-0.1\i, CITY OF ORONO SEPTIC SYSTEM APPROVAL O O CITY of ORONO Municipal offices Post office Box 66 Crystal Bay,Minnesota 55323-0066 <1-kAC 110-0' LOCATION: 2000 Webber Hills Rd. OWNER: William O'Meara GENERAL CONTRACTOR: SEPTIC CONTRACTOR: August 12, 1993, Revised SITE EVALUATOR: Otto & Associates REPORT DATE: by owner The City of Orono has Approved your on-site system design as of January 24 , 19 9 4 (approved-disapproved) (date) Homeowner has revised tank locations to the South with the following comments: and East of the residence. All pump station calculations should be unchanged. Sewer lines less than 4 ' deep must be insulated. THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan. A permit must be issued to a licensed septic contractor prior to installation. A list of currently licensed septic contractors is enclosed. NOTICE TO INSTALLERS: Any changes to the approved plans and specs must have prior approval of the Inspector (473-7357). Call for inspections 24 hours in advance. ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and fencing must remain in place until final site grading. Approval to pour footings will not be granted until the Inspections Department has verified that primary and alternate sites are adequately protected. NO VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipment, etc.) is allowed within 20' of tested drainfield sites either before or after system construction. Compaction of these areas could render them unusable prohibiting the timely completion and or limiting the long term use of the property. A site copy will be available at the City Offices for the septic contractor. CITY OF ORON By y A Stephen • e Ian, On-site Systems Manager TELEPHONE-473-7357•FAX-473-0510 . a . 410 TT° SSOCIA TES ENGINEERS & LAND SURVEYORS, INC. August 6, 1993 6146301 ALI, I , 193 1 3es '4 P- � , 4cI1r Steve Holtze ,,(�,� ` f, T.C.F. Bank !''ir"`" • S�„e i✓ „7a,-- 801 Marquette Avenue Minneapolis, MN 55402 RE: Sewage Treatment System Site Evaluation Report Hennepin County, Minnesota Job No. 93428 - Lot 10, Block 2, WEBBER HILLS, Hennepin County, Minnesota. Dear Mr Holtz: The following is a design for a septic system for an existing 4 bedroom house on the above referenced lot using a mound system. However, no construction should begin before these plans are approved by the City of Orono. If you have any questions, please call me. Sincerely, Otto Associates Engineers and Land Surveyors, Inc. faiadff - a‘ Edward J. Otto, R. .S. MPCA License No. 964 9 WEST DIVISION STREET - BUFFALO, MINN. 55313 - (612) 682-4727 SITE EVALUATION REPORT For Steve Holtze Sewage Treatment System GENERAL INFORMATION This design is for a Type 1, 4 bedroom home and in accordance with the Minnesota Pollution Control Agency Standards and local ordinances. A seasonally high water table was evidenced at 13 inches of depth in Soil Boring 3. The slope is about 0%. The soils at a depth of 12 in Test Holes 1, 2 and 3 have a percolation rate of 41 minutes per inch. All neighboring wells are located more than 100' away from the proposed treatment area. NO IES: Keep all heavy equipment off the proposed treatment area before and after construction as much as possible. The treatment area should be marked off before construction. With proper installation and maintenance this system should have no problem in treating septic effluent effectively. It is recommended that the septic tanks be pumped every 2 years. MOUND SYSTEM: Flow: 4 bedroom = 150 gallon/day/bedroom 150 x 4 = 600 gallons per day. 600 GPD x 0.83 = 500 square feet. 10—foot wide rock bed 50 feet long = 500 square feet CONSTRUCTION EQUIPMENT: A rubber—tired tractor may be used for plowing or disking to prepare the soil surface but in no case shall a rubber—tired tractor be used after the surface preparation is completed. A crawler or tract—type tractor shall be used for mound construction. SOIL SURFACE PREPARATION: The discharge pipe from the pump to the mound area shall be installed prior to soil surface preparation. The trench excavated to install the discharge pipe shall be carefully backfilled and compacted to prevent seepage of effluent. PAGE 2 The total area selected for the mound, including that under the dikes, shall be roughened in order to thoroughly break up any existing sod layers and to provide a suitable transition zone between the original soil and sand layer of the mound. The area shall be roughened only when the moisture content of the soil 8 inches below the surface is drier than the plastic limit. Surface preparation or roughening may be performed with a mold board plow, a disk plow, or a back hoe using only the teeth. Mold board plow furrows shall be at least 8 inches deep, shall be thrown up slope and shall run perpendicular to the slope. There shall be no dead furrow under the mound. Disking may be used for surface preparation as a substitute for mold board plowing in soils having percolation rates faster than 15 minutes per inch (sandy loam) in the top 8—inch depth. Back hoe teeth may be used to roughen the soil surface and break up the sod layer. Care must be taken so as not to compact or puddle deeper soil layers. In no case shall any surface soil be excavated and removed from the area. Mound Construction shall proceed immediately after surface preparation is completed. Every effort should be taken to prevent rain from falling on the prepared soil surface. CONSTRUCTION MATERIALS AND PROCEDURES; DISTRIBUTION OF EFFLUENT: A minimum of 12" of soil defined as sand shall be placed where the filter material is to be located. A crawler tractor with a blade or bucket shall be used to move the sand into place. At least 6 inches of sand shall be kept under the tracks to minimize compacting of the plowed layer. The sand layer upon which the filter material is placed shall be level. Sand is defined as a soil texture composed by weight of a least 25 percent of very coarse, and medium sand varying in size from 2.0 to 0.25 mm, less than 50 percent of fine or very fine sand ranging in size between 0.25 and 0.05 mm, and no more that 10 percent of particles smaller that 0.05 mm. A minimum depth of 9 inches of filter material (rock) shall be placed on the sand layer prior to installing the distribution pipe. Filter material is defined as clean rock, crushed igneous rock or similar insoluble, durable and decay—resistant material free from dust, sand, silt or clay. The size shall range from 3/4 inch diameter to 2 1/2 inch diameter. PAGE 3 L PRESSURE DISTRIBUTION: Effluent shall be distributed over the filter material by three 2 inch diameter perforated pipes under pressure 48 feet long. Perforation holes shall be 1/4 inch diameter drilled in a straight line along the length of the pipe. Hole spacing shall be 30 inches with 20 perforation per lateral. Holes shall be drilled straight into the pipe and not at an angle, A sharp drill shall be used and any burrs in the inside of the pipe shall be removed, The perforated pipe laterals shall be installed level with the perforations downward. The perforated pipe laterals shall be connected to a 2—inch diameter manifold pipe and shall have their cads capped. The laterals shall be spaced 40 inches on center and at 20 inches from the edge of the filter material, The manifold pipe shall be connected to the supply pipe from the pump. The manifold shall be sloped toward the supply pipe from the pipe. Straw marsh hay to an un—compacted depth of 3 to 4 inches shall be placed over the filter material, A layer of untreated building paper (red rosin) shall be placed over the hay or straw, Geo—Textile material if approved by the County Building Inspector may also be used. Construction vehicles shall not be allowed on the filter material until backfill is placed. Sandy loam soil shall be placed on the filter material to a depth of 12 inches in the center of the mound and to a depth of 6 inches at the sides. Six inches of topsoil shall be placed on the fill material over the entire arca of the mound. A grass cover shall be established over the entire arca of the mound, No shrubs shall be planted on the top of the mound. Shrubs may be placed at the foot and side slopes of the mound. The side slopes of the mound will be 4 feet horizontal to 1 foot vertical (4:1). This gentle slope will allow easy mowing of the grass cover. The soil material at the toe of the dike should be slightly less permeable or somewhat tighter than the natural soil below the mound. This can be accomplished by selecting a finer soil or by compaction, Whenever mounds arc located on slopes, a diversion shall be constructed immediately up slope from the mound to intercept and divert runoff. PUMP AND COLLECTION TANK: A pump shall be used to deliver effluent to the mound. The pump shall be cast iron or bronze fitted with stainless steel screws or constructed of other sound, durable and corrosion resistant materials, PAGE 4 , 3 . The pump installed will need to dcliur 45 gallons per minute with a head of at least 20 feet. An alarm device shall be installed to warn of pump failure. Install the pump control and a Meyers, Model D.L.V. Audio Visual, Lo-Voltage alarm system or approved equal in a conspicuous place at the direction of the owner. Dosing Volume = 25% of 500 g.p.d. = 125 gallons, DRAINFIELD ROCK REQUIRED: Based on 12,5 inches of rock, 19 cubic yards of rock would be required, SAND REQUIRED: Approximately 255 cubic yards of clean sand for under mound is needed. NOTES: A. Please sec site plan layout, B. Typical sections for construction follow, C-7 E-3&4 E-6 E-12 F-7 PAGE 5 • PROPOSED ELEVATIONS: NOTE: This system is designed to use existing septic tanks. The outlet elevation of these tanks has not been verified. The head calculation is based on the top of the proposed pump tank being at the 96.0 foot elevation. if gravity flow can not be obtained to this elevation or pump tank the pump tank may have to be lowered and the head calculations will have to be revised. PROPERTY LOCATION: Lot 10, Block 2, WEBBER HILLS, Hennepin County, Minnesota. c . PERFORATED `�; -4 LAYER OF GEOTEXTILE LOAMY SAND CAP FABRIC PERFORATED LATERAL GRASS COVER 6 INCHES CLEAN SAND FILL �� TOPSOIL MAXIMUM SLOPE__..- • NiiiiiiiikrallkibaL . . 3 TO I TOPSOIL �ry 3 CLEAN ROCK 24" PLOWED OR /4 TO 2 /2 INCHES I SDISKED SURFACE �`ii��`i� I '/o SLOPE 77 UBSOIL CROSS SECTION A - A PIPE FROM PUMPING CHAMBER . . • . • \ • . : I :1llll. 1 w . .. l I n • r 1 • t---.- � � •PERFORATED .. I I u • LATERALS ' • i BED AREA I y F- • • J • ON ; ► o Lt.!_ , = . 0 m . • z z - j 20 INCHES I• 'i �'i`d' '� I INCHES • I • L._ — — 1—I I -. DIKE 10 FEET-1--DIKE MAX. • TOTAL WIDTH . ,` \� . / • . I II PLAN VIEW • • ;- ;• p,' ::.:':-,•:::,-;:::=-* 1,4,4.•:(.--,1v.z)..,___. � r� •:J,' SLY .. J i._v?..�r�J l.., I _ Al griti•J •.. ..:'i :_ �r.r rZ-_1f.;. S:ti 1,;f•�.j•} ./ E' -.1.,,?;,:..-- '_'-.:f�:;'S�r.•'-.-..--.-..-,-7.-z.::::3.-z_,\-,,,,,s40,::.-,i5.-,,,i,,,,.4,,..' "k• ,01:::,-;:i....,,,,.. .:-. ..55.-,..,,,,g,t � .. ��M*' X7"1'7 ���..i,'r ntx�•72" 1• ,.;....,„,,...1..:;„,,,,,-...,..." � 1 1.in- _-— tit:....•• ►'.:,---f;r` t:tiiJ.sy t ff��,L. rr* t .. .• . 'r v e-r.'' 11.1 ._...1'J✓yr=fraWnn�^�^yW.V:- .�- zt,`�f: ' 'ritt,...,. .....:,,.,.....� `>�;3-yy.� •. �`�.f'�'e-t.. �>„j� 1.?�aE-'- •C 1(.n'" �//,r'�" .�::.t.'••g"�Y,•r- .• .. - we,„•�. . S`Lv �- l`.I ..r...: :;!,;••`" ,t�y, y�.,_ i re-.0 `:i y�. ' "L= i • ... ' " x:1.4 1 :..Tr /,•- i:-1‘i*7*7, :5A• e/e'`4.././ • •/ c-'krk"�� • 1- a t'-'" i ?(`::i' / 7 ♦ v L J., .p 4 1 .'1 • I-�','7'r:•7•; 1 4 M ti.,._. 1{- RECTANGULAR SEWAGE TREATMENT MOUND 1 .F. �_ -= -,••.'_i^•'•: r`^zo'e:�'%�i j,Z;V"!r>: ..: , �,- �' = _ f...:.:,-..-!, -;e4,..;;;-:'- " � , - - . - f DIVERSION CHANNEL : _ = 'isij� / /' FOR SURFACE RUNOFF 11 A :r r SLO Esc^ .,. -�',•y 1 `,/�� di I •••14. '7...-•-•-•=74- ,--• tS-4-4.",W44S-+•.11-4''.... .*•••ts. 4-0,4" P- _ .,,..i; ' ii.f 'oil, ..... i:=s•>:A;,,)T• ''�-♦z�'� - ''. 'ria.�,.• ••�.^t ♦. t. • SEWAGE TREATMENT MOUND ' ON CONTOUR r LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND dr- PERFORATED PLASTIC PIPE PERFORATIONS SPACED 36" Ar/ON S END ONSIZLATTER. PERFORATION I�'�\ PE�FOR VIEW ,/ /6 2"MANIFOLD PIPE '' PERFORATIONS ON BOTTOM OF `;irA ' PLASTIC PIPE /0 if L-----,-- -, (ALTERNATE LOCATION i ;� OF PIPE FROM PUMP) END CAP 10'. rERAG \: , pi GA H PUMPING 2" PIPE FROM N 0 N OF PE CHAMBER R WATER TIGHT 8& LOCKABLE ELECTRIC BOX TREATED 'P_v--REDWOODOST (4 4 mIn) PLUGS OR ELECTRIC CONNECTIONS • /— LLE ELECTRIC CONNECTIONS MADE 2" PVC CONDUIT SCHEDULE 80 —_ — BOX MANHOLE COVER CHAINED & LOCKED-76"SPACE LOOP OF POWER CORD FOR SETTLEMENT SEALED MANHOLE RINGS `` FINAL GRADE I AT LEAST 12" `'- /, UNION �Y BLOW GRADE -.gram' FROM POWER SUPPLY ; . . i! PIPE IS LAID ON A UNIFORM SLOPE FROM PUMP STATION UP TO SOIL TREATMENT AREA + � FOR PROPER DRAINBACK SEALED TANK "COVER : LIF PIPE AT TANK MUST BE LOWER THAN UNION TO GET ELEVATION FOR DRAINBACK, PLASTIC ROPE OR CHAIN iA 1/4 INCH WEEP HOLE MUST BE USED WITH ANCHOR ; ALARM FLOAT ON SEPARATE WEEP HOLE ELECTRICAL CIRCUIT NOTES: ELECTRICAL WIRE FROM POWER SUPPLY START LEVEL 77 + �_� MUST NOT RUN OVER ANY TANKS BUT „1 MUST BE LAID BESIDE OTHER TANKS 3 1 _ _ AND MUST BE PLACED IN CONDUIT ALONG POST SHUT—OFF LEVEL Q ELECTRICAL CORDS FROM PUMP AND • FLOATS MUST BE RUN THROUGH ' CONDUIT. WIRES CANNOT HAVE GROUND PUMP CONTROL FLOATI [07601 ) CONTACT. ,. . . ; V MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLOW Estimated Sewage Flows in Gallons per day Estimated OD gpd (see pages D-7 or 1-3, 4, 5) Number ( ) 6 or measured gpd x 1.5 = Bedof Type I Type It Type III Type IV 2 300 225 180 B. SEPTIC TANK LIQUID VOLUMES 3 450 300 218 6• 4 600 375 256 s t 1°0 gallons (seepages C-3 or C-5) 5 750 450 294 a 6 900 525 332 lit. t. 7 1050 600 370 coin C. SOILS (refer to site evaluation) 8 1200 675 408 cd mad 1. Depth to restricting layer = 13 inches Septic Tank Capacities,in ger 1104131 Number of :Minimum Liquid Liquid capacity with 2. Depth of percolation tests = 2 inches bedrooms Capacity garbage disposal 3. Percolation rate 4ilImpi 2orleu 750 1125 3 or 4 1000 1500 4. Land slope % 4 or 6 1500 2250 7.s or 9 2000 3000 over 9 ..-- D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: Daily Flow x • 60n = C gpd x 0.83 sq. ft./gpd = sq. ft. 2. Select width of rock layer (10 feet or less) = 1 0 ft. 3. Length of rock layer = Area _ Width = 500 sq. ft. _ i'v ft. = SO ft. Rock Bed .r.:.j.f.j...,.f...f.,.f.r.. .T • l•!•t•l•:•t•l•t•t•l•r•r•tV :•ti•ti••.•ti•• ti••.•ti,:•e: ti .reel:•�SlVidth S70 ft. 0•tl-:!r•l!:•:Wit_::1::�:�::l4r E. ROCK VOLUME i Length 1. Multiply rock area by rock depth to get cubic feet of rock; 9 sq. ft. x 1 ft. _ cu. ft. 2. Divide cu. ft. by 27 cu. ft./cu. yd.to get cubic yards; cu. ft. -1. 27= N cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; ICI cu. yd. x 1.4 ton/cu. yd. = 21 tons. 1 F. ADSORPTION WIDTH . 1. Percolation rate in top 12 inches of soil is `T1 mpi Absorption Width Sizing Table Percolation Rate Gallons Ratio of 2. Select allowable soil loading rate from table on page E-; in Minutes Soil Texture per day per Absorption width Inch(MPl) squarefoot to Rock layer 6.SD gpd/f tz Width 3. Calculate adsorption width ratio by dividing rock layer Faster than 0.1• Coarse Sand --- 0loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 0.1.1 1 to s Sandn 1.20 2.00 oS•• Fine San0.60 2.00 6 to 15 Sandy Loam 0.79 1.52 1.20 gpd/ft2-1- OS0 gpd/ft2= Z . dk--0 . 16to 0m ° 2.00 315 Silt 06 00 Check this value on page E-16. 46 to 60 Clay Loam OAS 2.62 60 to 120 Clay 0.24 5.00 4. Multiply adsorption width ratio by rock layer width to get sto.201., n clay - required adsorption width; - 2.'to x 10 ft =24- ft 1 • •G. DOWNSLOPE DIKE WIDTH 1. If landslope is 2.9 percent or less,basal width includes both the upslope and downslope dike widths, 2. Calculate minimum mound size based on geometery: a. Determine depth of clean sand fill at upslope edge of rock layer: Separation _2._ feet b. Multiply rock layer width by landslope to determine drop in elevation; Slope Difference .'. 0 x O % 100 = 0 feet 1n15.pudllai� ;,i• ' Is,r;;p,;. . c. Add depth of clean sand depth of clean sand for up wt.kit ` .�,�;'a M1,; separation at upslope edge (2a) to depth of rock layer to Rod did MI " rock depth and the depth of cover to find the total mound -i" o...,...:.+,.wtdd, height at upslope edge of rock layer; --..„...".. 2- ft + 1 ft +'1 ft= . 4 feet d, Enter table on page bottom with landslope and upslope dike ratio. Select dike multiplier of 4', 0 Zx son 14• (040 e. Multiply dike multiplier by upslope mound height 4x 81 57.1-8. to get upslope dike width: 0 x 4 = I CCD feet gxiox tc. ,- t.OA-t. f, Add the depth of slope difference (2b) to the upslope height to get the downslope height 4t. + y = 4- feet (SBS szvg 255 4- g. Enter table on page E-18 with landslope and downslope dike ratio. Select dike multiplier of 4 h. Multiply dike multiplier by downslope mound height to get downslope dike width: 4 x4- =_la_ feet i. Mininmum mound width is the sum of upslope dike width plus rock layer width plus downslope dike width • ••r'/;:: `��r`:::.:�• :::. '.!'`:'':1;:::'`•:::,'_':::'':' / ,;rr�{.;rjtlr}r,s{ti:,��'r•a•�� r. hr' 'r.ri: ;r:�:,:�. 1 L ft + t 0 ft + )0 ft = e+ feet Re: 'Bcd'11+(dth',J,e'';`::vpgropcakeW:dt'K_ •{',.•. j. Subtract the Minimum width G,i'from the Absorption ,'+:.:::: ;t```' ` '•. -'.`. ' %..''_ :.... "''•'.:':;;:s width F.4 to find the Additional Downslope required for Rock • Lc"8 '. .. , Absor tion ':.:::,•:r :'.•''1.... •,,• .•'.••rr:r'•:i a}::,•:.}:''::c.r:�i.'•r,'•,1• P "'4 W: {.: �•:{. ; ,:•.•..::, ps pe l?ik.width upabpcai�i�r;dth,.:� ,�:'�� ti:,•.,'. ' ,u �� � ft ft = feet �... •• •lr:J : r.;r.:l..,..,. k. Add the Additional Downslope required for Absorption'';i;;?r::.;;.i::,:':l:�r;.•' ,:.,•�.,,•'• " :_ •.:' i:'.•..;,}:s'.::;;, ;;;I�uwi lope Dtkc Width .. to the downslope dike width and recalulate the Total ' • ''••.;• +''�:{',ti•';• ; • • . ;;:;;• - Mound Width which is is"the sum of upslope dike rr;:::;,;;{:.,*.:r �r}';:;•.rf}.::v.::.%4!... '•}r:•. 's:tirti: :'r•.:• ?t;r,}r,.+;' i?,.: l:;r.;;,:•f rt:;tl;i:;�;;r;};r:,}:r width plus rock layer width plus downslope dike width ' - ' ' '" _� .ft + ft +_ ft 4� feetTotal IAngth,,,,_ 1. Total mound length is the sum of upslope dike width plus rock layer length plus upslope dike width; Ito ft + SO ft + !to ft = 51 feet 3:1 4:1 1�w11s1OY10 U 6:1 7:1 3:1 4:1 &.3to611 7:1 8:1 %Mopo 0 3.0 ,9,1_ 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 8.0 1 3.09 4.17 3.26 6.38 7.53 2.91 '3T 4.76 5,66 651 7,41 2 3.19 4.35 6.56 6.82 5.14 2.83 3.70 454 5.36 6,14 6.90 3 330 454 5.88 7.32 8,86 2.75 3.57 4.35 8.06 5.79 6.45 4 3.41 4.76 6,75 7.89 0.72 248 3.45 4.17 4.84 5.46 6.06 5 3.53 5.00 6.67 8.57 10.77 2.61 3.33 4.00 4.62 5.9 5.71 6 346 5.26 7.14 9.38 12.07 2.51 3.23 3.85 4.41 4,93 8,41 • • 7 3.80 5.56 7.69 10.34 13.73 2.48 ' 3.12 8.70 4.23 6.70 5.13 • 1 3.95 5.88 8.33 1154 15.91 2.42 8.00 337 4.06 4.49 4.88 9 4.11 6.2.5 9.09 13,04 18.92 214 2.94 3.45 3.90 4.30 4.63 I0 429 6.47 10.0 15.00 2313 2.31 2.86 333 3.73 1.12 4.44 11 4.48 7.14 11.11 17.63 30.43 2.26 2.75 3.23 3,61 3,95 426 12 4.69 7.69 1250 21.43 43.73 2.21 2.70 312 3.49 5.60 4,08 END PERFORATION OF A PERFORATED LATERAL PRESSURE DISTRIBUTION SYSTEM -Grass Cover i i C C: Topsoil y �, 3 „, 1. Select number of perforated laterals `' •'-°Layer of Geote=rile Fabric (or lour- Loamy Sand Layer t Inch layer of hoy or was covered t . .. itn red rosin poper) 2. Select perforation spacing = 2 r-D feet ' R■ ��___I Per forat on Oril led Nar;:anf ally rYrr t r,Ante Cop Naar Top • /i Plus �` At Least 12e to Edge 3. Since perforations should not be placed closer than 1 ft. to �Oraln Field Rock ._.:', of Rock Layer the edge of the rock layer (see diagram), subtract 2 ft. from y Bottom l Ions LateraLocoll d al Clean Sond Lo er Bottom of Lateral the rock layer length. „- .. r ` ' Original Soil Properly Scarified 5 Before Placing Sand Layer Rock layer length - 2 ft. = 4S feet TABLE OF PERFORATION DISCHARGES IN GPM 4. Determine the number of spaces between perforations. Head Perforation diameter(inches) Divide the length above by perforation spacing and round down to nearest whole number. yin '/4 1.0a 0.56 0.74 � 1.5 0.69 0.90Length perf. spacing = ft. _ 2ft. = spaces 2.0b 0.80 1.04 (#3) (#2) 2.5 0.89 1.17 1.25. Number of perforations is equal to one plus the number of 3.00 0.9843 1.47 perforation spaces . 5.0 1.26 1.65 aUse 1.0 foot of head for residential systems. 19 spaces + 1 = 20 perforations per lateral bU'sc 2.0 feet of head for other establishments 6. Multiply perforations per lateral by number of laterals to get total number of perforations. Table 2 3 x -2.A.) _ )(- erforations Maximum allowable number of quater inch perforations per laterals perfs/lateral P lateral to guarantee<10%Discharge variation pe(ostion•pacing 1.25 inch 1 1.5 inch 2.0 inch (feet) 7. Determine required flow rate by multiplying 2.5 14 18 28 number of perforations by flow per perforation 3.0 13 17 26 3.3 12 16 25 4.0 11 15 23 ()%'' 017 5.0 10 t 14 22 pis X gpm/perf - gpm. 8. If laterals are connected to header pipe as shown on upper "'""°`°`°""° "'°`"`SS"`US.e.°ta.,'K example, select minimum required lateral diameter from table 2; enter table with perforation spacing and number --"�� of perforations per lateral. Select minimum diameter for ..---------- .---,,/ j, perforated lateral = inches �,'er 9. If perforated lateral system is attached to manifold pipe near the center, as in lower example, perforated lateral length and number of perforations per lateral will be approximately one c." "'R""••" half of that in # 6. Using these values, select minimum -��r=. >• �...."'"."-‘....'- i. diameter for perforated lateral from table 2 tires:..-�-- - • perforated lateral = 2. inches .- N. -.=,,.1,-,..m /:- PUMP SELECTION PROCEDURE A. Determine pump capacity: Gravity Distribution END PERFORATION OF A PERFORATED LATERAL 1. Minimum suggested is 600 gallons per hour(10 gpm)to stay ahead of -Grass ca„er water use rate. ..,, Topsoil \`44 2. Maximum suggested for delivery to a drop box of a home system is 2,700 _... :,.: ,, .. .1".!; '.Layer of Geolekiile FaWlc for fas- gallons per hour(45 gpm) to prevent build-up of pressure in drop box. ,_i-.' Loom Sand Layer r,,c„layer of Gel=t4,:.:soon caer.d . - with red rosin paperl tilpirnmas. Perforation Drilled Horizontally Pressure Distribution c]f . Into cap Near Top 3. a. Select number of perforated laterals Plus ' of Least y to Edge 'rain Field Rock,. -.,..t;� of Rock Layer b. Select perforation spacing= ft. Perforotloets Located al c. Subtract 2 ft. from the rock layer length. clean sand Layer Bottom of Lateral Rock layer leagttt-2 ft.= ft. , Original Soil Properly Scarified Before Placing Sand Layer d. Determine the number of spaces between perforations. Length perf.spacing= ft.+ ft.= spaces TABLE OF PERFORATION DISCHARGES IN GPM e. spaces+1 = perforations/lateral f. Multiply perforations per lateral by number of laterals to Head Perforation diameter(inches) get total number of perforations. ��7/32 t/4 perforations. atlaX speris/lateral- - 1.0a 036 0.74 1.5 0.69 0.90 g. PerlaxgpgpT=-----gpm• 2.0b 0.80 1.04 2.5 0.89 1.17 SELECTED PUMP CAPACITY , 453.0 1.13 1.28 gpm 4.0 1.13 1.47 5.0 1.26 t65 B.Determine head requirements: 1. Elevation difference between um andpoint of discharge. aUse 2.0.0 foot ofohead forfar Cher residential shsystems.nts P g bUse feet head other establishments feet 2. If pumping to a pressure distribution system,add five feet for pressure required at manifold 5 feet 3. Friction loss Pipe Length a. Enter friction loss table withgpm and pipediameter. t { Point of Discharge Read friction loss in feet per 100 feet from table. F.L.= 3,2-8 ft./100 ft of pipe Elevation Difference b. Determine total pipe length from pump to discharge • pump point. Add 25 percent to pipe length for fitting . loss,or use a fitting loss chart. Equivalent pipe • F-18b length-1.25 pipe times length=_ /r 1.5 inch 2.0 inch 3.0 inch x 1.25 = 4 4' feet gpm Friction loss per 100 ft of pipe c. Calculate total friction loss by multiplying 10 0.69 0.20 friction loss in ft/100 ft by equivalent_pipe length. 12 0.96 0.28 Total friction loss= 44- x ',2;Fro +100= feet 14 1.28 0.38 4. Total head required is the sum of elevation difference, 16 1.63 0.48 special head requirements,and total friction loss. - 20 2.03 0.60 20 2.47 0.73 0.11 13 + 5 + "1- 30 3.73 1.110.16. 30 5.23 1.5555 0.23 (1) (2) (3c) 35 7.90 2.06 0.30 40 11.07 2.64 0.39 45 14.73 3.28 0.48 TOTAL HEAD 2-0 feet 50 3.99 0.58 55 4.76 0.70 60 5.60 0.82 C. Pump selection 1. A pump must be selected to deliver at least `P gpm (Step A) with at least feet of total head (Step B). Logs of Soil Borings B-31 Location or Project / 3'7 a$ 1Tr717 2 e Borings made- by w. ci' ,z-- Date F- 3 S3 Classification System: AASHO ; USDA-SCS Unified t-''-; other Auger used (check two) : Hand or Power Plight , or Bucket '; other Depth, Boring number 3 Depth, Boring number in - in Surface elevation feet Surface elevation feet 0 0 r' •l K 'r )c-✓ -- --� 5.c. / - ,r J' .:1AV/ c u r r i t /U / V'( /(40 7L-/./i i . - /?' ....i /CC),,,--;en A 2 — /0 .-y"? 2 — �''''-? -- ' g,-^r.f.✓r. C' -'1 33,5 3Y- 4 — ,5,,o,,,,,, -- ,-, /a , - As? S 4 i ) 9 (, ,,._el liC 0 :/✓ 5 — � 5 — 6 — 6 — 7 — 7 — 8 — 8 I End of boring at feet. End of boring at ...) feet. 1 Standing water table: Standing water table: Present at feet of depth, Present at feet of depth, hours after boring. hours after boring. t/ Not present in boring hole • Not present in boring hole Mottled soil: Mottled soil: lc,c 44.44. Observed at feet of depth. Observed at .1 y 4011115.of depth. Not present in boring hole • Not present in boring hole Observations and comments: Observations and comments: Logs of Soil Borings, B-31 Location or Project 93 4/P8 //d/ -/ 2 e Borings made- by P -i" F P Date. 2.' '3— 9 Classification System: AASHO ; USDA-SCS ; Unified t/ ; other Auger used (check two) : Hand • Flight or Bucket � other or Power g Depth, Boring number Depth, Boring number in - in Surface elevation feet Surface elevation feet o o P 1 - " 47o 11'4-72 1 /�C ci -,,'/-.,w /c. p 2 2 5l0w.-1 ( /Q. 3 _— ' 3 — 5 ?/---0,.., ,..-) c/o,' /00.,-Y'+ 4 — 4 — y , 5 -- 6 — 6 — 7 — 7 — 8 — 8 End of boring at J feet. End of boring at feet. Standing water table: Standing water table: I Present at feet of depth, Present at feet of depth, 1 hours after boring. hours after boring. Not present in boring hole • Not present in boring hole Mottled soil: -)46 Mottled soil: Observed at ) 3 of depth. Observed at feet of depth. Not present in boring hole Not present in boring hole Observations and comments: Observations and comments: - .. r PERCOLATION TEST DATA SHEET .-- a Percolation test readings made by Po, on L/- 93 starting at t J (date) Test hole location 93 9 E( , Hole number / , Date hole was prepared Y- 3 ?-3 Depth of hole bottom_I 2 inches, Diameter of hole (0 inches Soil data from test hole: Depth, inches Soil texture U - (:7 /c/"w t . 1 /J / .0 N %,---7 Method of scratching sidewall / 'J ;-,e. ��= /-c-,.=c •-'-°- Depth of gravel in bottom of hole `� inches 0 Date and hour of initial water filling ,Depth of initial water filling / inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least4 hours ` ' , Maximum water depth above hole bottom during test inches Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level,inches minutes per inch D : 55 3G G3/F 1 --/? l ?, yCo -3 ' ?5- 3 © 6/2 / Ya 0. 0 3 : :75 F Pe. r.` / -3 : 55 3o 0 % / Ya a0. 0 Percolation rate = / 9• / /minutes per inch. PERCOLATION TEST DATA SHEET Percolation test readings made by P on_ 5)--- y 9 3 starting at a 4.0. (date) Test hole location 93 V,2 ? , Hole number ,Date hole was prepared 3 —93 Depth of hole bottom l a inches, Diameter of hole 6 inches Soil data from test hole: Depth, inches Soil texture 0 — Com /0 0• U � Ys Method of scratching sidewall 1" ' -' Depth of gravel in bottom of hole ' inches ''s Date and hour of initial water filling , Depth of initial water filling ' ' inches above hole bottom JQ . Method used to maintain at least 12 inches of water depth in hole for at least*hours ,Maximum water depth above hole bottom during test inches Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level, inches minutes per inch ;tom /C, '1 2 ; 5� 3o 1 "VF �!. a 3 : ,2c 30 Ca 77 7 5 6, 3o 6 Vy /9 L/, a 3 . 5 6 7 30 ?- I /? 26. 67 Percolation rate =—d 6.. 77minutes per inch. PERCOLATION TEST DATA SHEET /"` i PPercolation test readings made by `' G on '/ 9 3 starting at .5 a.m.4021. u (date) Test hole location 3 ! a� F , Hole number 3 , Date hole was prepared .51-- 3"S3 Depth of hole bottom � d inches, Diameter of hole �' inches Soil data from test hole: Depth, inches Soil texture / „, d �c Method of scratching sidewall --) rc. ,f<-... !� '--1i Depth of gravel in bottom of hole '� inches f i,-;, o :i: Date and hour of initial water filling' - , Depth of initial water filling / inches above hole bottom /‘0 Method used to maintain at least 12 inches of water depth in hole for at least I hours /7e `-' , Maximum water depth above hole bottom during test F- inches Time Percolation Time interval, Measurement, Drop in water rate, Remarks minutes inches level, inches minutes per inch 7 2 : 5 '7 3c, Co 74/ IVy ay R : 5 7 F. /tee 7-, / 3 . 27 30 7 s/G /Xi& V3 . 6g 3 : 77 8 Pe-4:- i / 3 5 7 30 7/y 3/y y0 3: 5 7 g y: 7 30 -7 /y 3/y 90 • Percolation rate =____ILLatminutes per inch. ` 1 4 L // ogs of Soil Borings, B-31 Location or Project g 3 7 a 4 o� /f/`Sof //T 2 P Borings made• by 0 . 4- /7, . Date F-- 3- 23 Classification System: AASHO USDA-SCS Unified L; other Auger used (check two) : Hand , or Power ; Flight , or Bucket other Depth, Boring number ( Depth, Boring number inin Surface elevation feet Surface elevation feet /O uJ rr 7..\•• , A4 O./7 I-I l'] MO 747"/,...•11 2 — /�}cui'1 2t`�+ r.t 2 Vim, ' -..-1-'-' ;_�>'.' .)it 3 — 1 G%cr is 3 /G2yk 4 — 4 — 5 5 6 6 — — 7 — 7 — 8 — 8 End of boring at feet. End of boring at 5 feet. Standing water table: Standing water table: Present at feet of depth, Present at feet of depth, hours after boring./ hours after boring-...---. Not present in boring hole // Not present in boring hole v . Mottled soil: ..- Mottled soil: 1�G ,�,%_ Observed at /1/ of depth. Observed at /4/ — of depth. Not present in boring hole Not present in boring hole . Observations and comments: Observations and comments: