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Home My WebLink AboutFinal PlansCenexc.e. r-i (EXISTING) — — — RIM=99.43 STATE H I G�-� WA y 19 (RHODY DRIVE) LE.(N)=9788 (6" PC) ANG WHEEL STOPS i0 BE REMOVED A1VCT'— — — — EDGE OF DRIVE STEEL CORNER POST 4' WIRE FENCE LIMITS OF PAWING ON WEST SIDE TO END EVEN WTH NORTH EDGE OF BUILDING LINED GRA VEL TRENCH DRAIN TO - BIORE7WION CELL IJ ALONG EDGE OF ASPHAL TIGRA VEL DRI VEWA Y (SEE DETAIL RIGHT) DRAINS TO ' CHIMA CUM CREEK ALL WORK ENCOMPASSED ON THESE PLANS SHALL CONFORM TO THE WASHINGTON STA TE DEPARTMENT OF STANDARD PLANS AND SPECIFICA 77ONS RE -USED. THIS AREA TO BE CONI�RTFD INTO PROPANE TANK USED - LANDSCAPE _7 �t° As AU SIGN - STEEL CORNER POST > —FUEL SIGN TELEPHONE --'•'�._e _ a a D' . n -= e • s _ _t�a - _ _ a - e a • a a D e . - _ _ ."a - . _ r--- D -- a _ 4 D-P _ D D_ -, a.�-- -� -- _ .,:: 1 . -�-�.' _� ., .,-..:- ,A>- .„_.� >',:_ „ , ,�.: L \ .- a` e a - e D - ': b'-7777777 a s a e s Y D e ♦ Pa . A AT^C� 7777 „ ;.. OHP OHP SAN - .77 tX1S41NU YKUYArvt 14iNA nu alwv 70 BE REMOVED AN01 REPLACED WIIN NEW 5' X 12' MONUMENT SIGN (THIS WILL REQUIRE � SEPARATE BUILDING PERMIT AN MEET DEVELOPMENT STANDARDS OF JCC 18.30) CONCRETE PAD, CHAIN LINK FENCE W TH PROPANE TANK Q_ a 577-SA OIL WATER SEPARATOR 800 Gallon Capacity Top SeOon x No. 577-SAT - - 3.300 ftm -`� �2r ; BARBED AND HOT WIRE FENCE fltstte€ Pik � 3 W4h Somgimg Tee By Others let z Pipe let VAth rY--` By Others i s_0_ Base ; No. 577-SA-8 7,595 ths. , i ,r � y STPUC IRWL 10'-FS_ #. Caeartte: 28 D y r_ rWe=s Strcnyth fa= 7000 Ps 2 Reber: AS 0 A-615 Grp 60 3. Va h: ASTU A-15S Ge dE 55 4, pesrgr: A f-31"-ffa 'Xtnrxsn SRuc -a3 Oesicy: ASAA C^89iJ -4 For Undasgam0 Prtsast Careseic 1zesatar Strue__" W`nt and ".. Lands ftS-2£5 Trud. 7P,ree3 w/ '. imFct ?sr A4s4Tt1 FOR WSTOU APPUCKRONs TK FO._ S WFORVATON is %FE : G,-NE£�#i. NiSTES- TaP 01 Ser>+'-ra4 Ele- inn: F- A: $aif,es ctnd Weis Ta Re Stee 2. Contmcta; to Met P5ot sae- wet Pipe i3Eacturo= SUFWY and {lhstoP AV P P tz SamP:Mc Fees Outlet Poe Sim Grajt H,, AR Ptets FD3 Wft� Ctean wot.r Prior T. Start -Up, Of Syst_ 01tiet Ppe Ef.v bca: Wrvy AS BkxaKt s: Sizrs_ ar..d Le of ans FOR 09AM.S,SEE REVERSE >> (terns Shown Are Subject To Chactge Wdtmd N4otdce issue Date; ALVist 2012 1 a -1995-2012 Cl cast a Pzecast, irtc- PROWDE RATS EDGE ASPHALT ALONG EAST MARGIN AND SOUTH MARGIN OF NEW PA VEMENT EX 6' CH N II SEE DETAIL RIGHT) 1 I � s e.. EX. CLEAN -OUTS (TYP.) 50' 'EN770N CELL J3 Q V O J Q W }VIDE GAP AT CORNER ASPHAL T TO DRAIN TO GRA VEL TRENCH TO BE 50' FROM EAST PROPERTY LINE —LINED GRA VEL TRENCH DRAIN TO BIORE7EN7701V CELL fff.3 ALONG EDGE OF GRAVEL PARKING AREA 0 (Ndkmstle Precast' l)Wiivedng Reliability '"M No. 3Q ' C,;W-izzd t#-tc+nand Hate Cavtr 7•_C' - - •.? �- Nt _ t012P Gol�ized Oics Note Cczvcr 2'-3" °r--•--�-- 2---3` - ; s»-rnon4 L i t A A„ , 3 4" €S.Nic.. Litt Ms-t f PLAN VIEW �'_ Stria scot F_ Baffle and W# it Rotes 4 P.tait$ t'•z TCF f CCPs Typkd 1 1 j2, C tuft #Ede f 3P PRE NUT PTE mh SemPtm9 Tee F Each Sde. 2 SfdE C4 trncty To Pfug (Ckwt) VWth 9 Tet [ By 01he's By obhs s s After ;sstoUabon j 12' or 1T t#eiots A. R.,qUired z_ i t- £ki Rtiauxs @ 4 r- s 5at� o 0 }-.•+--.F;vSs rimstr � � # gig sattse m f-Gr,iBudge a < Rgtc -_• wex - SECTION AA 2 i 1� 8-25-15 IREV. PER JEFFERSON CO. P. W REVIEW SVAE SITE PA VED/GRA VEL AREA jRE�lCH m r-RA VE ?" HMA CL %2" 2" CSTC GRA VEL BASE ASPHALT THICKENED EDGE DETAIL NTS 2" HMA a. !12" PAVEMENT ° 4 d A. C - . d �L •p- - •a d B. -B . - - •d,• . - - Q .6 - 4 a - 1- 2" CRUSHED SURFACING TOP COURSE 6" CLASS B GRAVEL BASE (COMPACTED DEPTH) (COMPACTED DEPTH) TYPICAL PAVEMENT SECTION SITE WAVING and PARKING PLAN CENEX PARKING and DAWNA,E IMPR 0 VEMEI \ TS � CONTACT CENEX 9315 RNODY DRIVE CHIMICUM, WA 98325 PD. Box 120. 11309 Clear Creek Road N.W. Silverdale, Washlrigtm W-'Z3 Silverdale 692-5525•Seattle (206) 682-5514 Fax t3(o0) (&W-0546 E1_i1NEER1NCs • SUFZVEi'11-s S87'44'02E 300a 00' 1 18-17-15 PER JEFFERSON CO. REVIEW SV/ME N0. DATE DESCRIPTION I BY :slot DfeAMN SPV I JH/Si CHEGiGEU DATE SCALE JOB NO, SHEET MWE 6-4-15 1 "=20' 6fi37.00 1 OF 3 CB i 1 (EXISTING) STORM PIPING TO MEET WSDOT SiD. _ RlM-9943 LE(N)=97.88 (6" PVC) STATE HIGHWAY 19 (RHODy nunrr, SPECIFICATIONS FOR SCHEDULE A" - - _ EDGE OF DRIVE STEEL CC POST BUBBLE -UP C.B. j1 (Type 1) RIM=9825 LE=96.50 W/STD. FRAME do GRA TE 4' WIRE FENCE APPROXlMA7ELY 0.93 ACRES TO BE DISTURBED. LINED GRAVEL TRENCH TO - DRAIN TO BIORETENTION CELL 11 (SEE DETAIL SHEET 1) DRAINS TO ' CHIMA CUM CREEK / ONP 8 (SW)=98.27 - - - - LANDSCAPE AREA TO RECEIVE SOIL TANK USED - - �ASOADN - - - - - - - - - _ _ _ _ - AMENDMENT AND MULCH LAYER �'' IGN • = - - - _ PRIOR TO PLANTING 1 STEEL CORNER t r D MATCH r . MA7Cl-I _ ' m. s ♦ ... , - - _ - - --- _ FUEL SIGN POST o _ r t ♦ . TELE hNNEG=00D a a MATCH D A r r a r r R D. r r MATCH a =A. 's EG= 100 4 OHP 2WIDE BERM ELEV=98 64 f480 SF. BOTTOM AREA, ELEV=97.64 6" POND DEPTH � t 6" FREEBOARD BULK PROPANE STORAGE i 18" BIORETENTION SOIL MIX PROPANE TANK CAP WOODS S87'44'020E 300 00' t 3 f t Y 11 FOUN� 5/8" REBAR AN 30' OHP n 100.70 Qf EX 6' CHAtAl LINK FENC ® s 34j 1 O e EX. CLEAN -OUTS (TYP.) 0 0 Q cd z a OVERFLOW SPILL WA Y W/RIP-RAP TO NA TI VE GROUND BIORETEN RON CELL 12 2' WIDE BERM, ELEV=100.83 f200 S F BOTTOM AREA, ELEV=99.83 6" POND DEPTH 6" FREEBOARD 18" BIORETENTION SOIL MIX BARBED AND NOT WRE FENCE LINED GRAVEL 1RENCH 70 DRAIN TO BIORE7FN77061 CELL #3 (SEE DETAIL SHEET 1) / ' Efl -.a- --�C: -max }} 7} � _ --.a.. �-•-� -- $¢.5� •, r � cry^g a�..� � �� ':.'�, , ., „ IN t Pug > A Bottom outlet - SK2-00 4' round 7.87` 153 0.34 A Bottom o� ttet - SK2-040 c round 15.75` 216" 0.48 8 Bottom owlet -SK2-00 6" round 7.87" 344 fl 77 B Bottom outlet - SK2-M T round 15.75' 486- 1-08 C End cutlet - SK2-00 4` round 7-87" 132 0.29 C End outlet - W40 4' rotund 15.75' 202 0.45 D End outlet - SK2-10 6' round 9.84' 320 0.71 p' End cwW - SK2.40 S' round 15-76' 437 0,97 E Type SK2-942D 4" round 25.33' 263 0.59 v Type SK2-902D 4" round 31,83" 297 0,66 Type SK2-902D 4 round 23.76" 254 0.57 ti > Type SK2-902D T round 34_83' 658 1,47 f Type SK2-902D 4' round 23-91` 255 0.57 Type M-902D 4' round 30.40' 290 0.65 ll Type SK2-902D 6' round 24-68' 570 1.27 L Type SK2 902D 4` round 2413' 256 0.57: &i Type SK2.902D 6' round 31.82` 658 1.47 pf Type SK2.902ii 4' round 31.26' 294 0,66 O Type SK2-902D 6' round 3128 651 1.45 p Type SQ-902D 8' round 31.82' 1149 2,56 Q Type SK2-902D 6' round 3032" 640 1.43 ,R Type SK2,OD20 V round 23AT 251 0,56 S Type SK2-902D 4" round 29-90" 288 0.64 June 1314 BIORETEN 110N CELL J3 2' WDE BERM ELEV=9912 i-360 S F. BOTTOM AREA, ELEV=98.03 6" POND DEPTH 6" FREEBOARD 18" BIORETENTRON SOIL MIX OVERFLOW SPILL WA Y W/RIP-RAP TO NA TI VE GROUND F 'We Tr� as the a;» fV,, ra*e<_ et t-, gc rxd3`st, End call NOT tr sTM bvicet - s:� •,rasa i y sp � Q Sck 40 az�_z t t ACO DRAIN PowerDrain - SMK ire edged charmel system witli kmg t"rW grate (ADA) . inal S � `-. a �asJ -..- `.rH-%3� 6f�'SS iiCit4rR �i'A(;�C:.R.2 fEai'w"e: 6'$� Pi'rOW%i. Z. k-wts sti'Wfii are n-de end: for fen-aae BTIe(t depth subtract 5aan t=-0.21 frorn rnaie inert (except reutr� charmis when it wM be san1 as Bute nvertj- a TO cakas'ate arm down depth. add 25"4rnnt (1.0, to hwert depth- . 3. Catch basin assembly 7ndudes p*rner cor!crete top. PocverLek grate. trash &,,cket and ptasbc base. 4- Card: basin assembly mcludes polpner concrete top, Powe2ak grate, deep trash bucket, plastic rise; and Plastic base. 5. Water intake per rneter charnel :s 134.2 s?.865 80 mli C4 4. ACO Polymer Products, hu.SPEC Southeast Sates Office Northeast Sates Office P0. Box 2455 West Sales Office PC Box 12067 4211 �"I-eas�-,i Road follow us wa --; Chardon: Oft 44024 Casa Grande, AZ 85130 Fort hht, SC 29708 -. Tel. t440) 285-7000 Tel: {520 421-9988 TO tree: F800i 543-4764 Electrouk Contact:MM 06 free #800) 543.4764 o-t Free: i888, 490-9552 Fax 803) 802.1063 irfo@ACODram.usPilo Fax: f4401285-7005 Fav, f520) 421-9899 www ACGDrairt.us June 1314 =exa'-P� a-:s n�zrsn-e3ur '±.x. OW LT 0r1440 R" - - ------- - Drainage Structures, Storm Sewers, Division 7 Sanitaty Sewers, Water Mains, and Conduits 7-01 Drains 7-01.1 Description This Work consists of constructing drain pipe and underdrain pipe in accordance with the Plans, these Specifications and Standard Plans, at the locations staked. 7-01.2 Materials Materials shall meet the requirements of the following sections: Gravel Backfill for Drains 9-03.12(4) Concrete Drain Pipe 9-05.1(1) Zinc Coated (Galvanized) or Aluminum Coated (Aluminized) Corrugated Iron or Steel Drain Pipe 9-05.1(2) Corrugated Aluminum Alloy Drain Pipe 9-05.1(3) Polyvinyl Chloride (PVC) Drain Pipe, Couplings and Fittings 9-05.1(5) Corrugated Polyethylene (PE) Drain Pipe, Couplings and Fittings (up to 10 inch) 9-05.1(6) Corrugated Polyethylene (PE) Drain Pipe, Couplings and Fittings (12 through 60 inch) 9-05 - 1(7) Perforated Concrete Underdrain Pipe 9-05.2(2) Zinc Coated (Galvanized) or Aluminum Coated (Aluminized) Corrugated Iron or Steel Underdrain Pipe 9-05.2(4) Perforated Corrugated Aluminum Alloy Underdrain Pipe 9-051(5) Perforated Polyvinyl Chloride (PVC) Underdrain Pipe, 8-inch diameter maximum 9-05.2(6) Perforated Corrugated Polyethylene (PE) Underdrain Pipe (up to 10 inch) 9-05.2(7) Perforated Corrugated Polyethylene (PE) Underdrain Pipe (12 through 60 inch) 9-05.2(8) Drain pipes may be concrete, zinc coated (galvanized) corrugated iron, aluminum coated (aluminized) corrugated iron, zinc coated (galvanized) steel, aluminum coated (aluminized) steel, corrugated aluminum alloy, polyvinyl chloride (PVC), or corrugated polyethylene (PE) at the option of the Contractor unless the Plans specify the type to be used. Underdrain pipe, other than AASHTO M 36 Type III Class IV, shall be perforated. They may be concrete, biturninized fiber, zinc coated (galvanized) corrugated iron, aluminum coated (aluminized) corrugated iron, zinc coated (galvanized) steel, aluminum coated (aluminized) steel, corrugated aluminum alloy, polyvinyl chloride (PVC), or corrugated polyethylene (PE) at the option of the Contractor unless the Plans specify the type to be used. It is not necessary that all drain or underdrain pipes on any one project be of the same kind of material; however, all contiguous pipe shall be of the same kind. 7-01.3 Construction Requirements A trench of the dimensions shown in the Plans or as specified by the Engineer shall be excavated to the grade and line given by the Engineer. 7-01.3(1) Drain Pipe Drain pipe shall be laid in conformity with the line and grades as shown in the Plans. The drain pipe shall be laid with soiltight joints unless otherwise specified. Concrete drain pipe shall be laid with the bell or larger end upstream. PVC drain pipe shall be jointed with a bell and spigot joint using a flexible elastomeric seal as described in Section 9-04.8. The bell shall be laid upstream. PE drain pipe shall be jointed with snap -on, screw -on, bell and spigot, or wraparound coupling bands as recommended by the manufacturer of the tubing. 7-01.3(2) Underdrain Pipe When underdrain pipe is being installed as a means of intercepting ground or surface water, the trench shall be fine -graded in the existing soil 3 inches below the grade of the pipe as shown in the Plans. Gravel backfill shall be used under the pipe. Gravel backfill shall be placed to the depth shown in the Plans or as designated by the Engineer. All backfill shall be placed in 12-inch maximum layers and be thoroughly compacted w ith three passes of a vibratory compactor for each layer. The Contractor shall use care in placing the gravel backfil material to prevent its contamination. Class 2 perforations shall be used unless otherwise specified. When Class I perforations are specified the perforated pipe shall be laid with the perforations down. Upon final ,acceptance of the Work, all drain pipes shall be open, clean, and free draining. Perforated pipe does not require a watertight joint. PVC underdrain pipe shall be jointed using either the flexible elastomen'c seal as described in Section 9-04.8 or solvent cement as described in Section 9-04.9, at the option of the Contractor unless otherwise specified in the Plans. The bell shall be laid upstream. PE drainage tubing underdrain pipe shall be jointed with snap -on, screw -on, bell and spigot, or wraparound coupling bands, as recommended by the manufacturer of the tubing. 7-02 Culverts 7-02.1 Description This Work consists of constructing culverts of the various types and classes in accordance with the Plans, these Specifications, and the Standard Plans, at the locations staked. Culverts may be used for transverse drains under the Roadway or as conduits for water pipe or other utilities passing under the Roadway. 7-02.2 Materials Materials shall meet the requirements of the following sections: Plain Concrete Culvert Pipe 9-05.3(l) Reinforced Concrete Culvert Pipe 9-05.3(2) Beveled Concrete End Sections 9-05.3(3) Steel Culvert Pipe and Pipe Arch 9-05.4 Steel Nestable Pipe and Pipe Arch 9-05.4(8) Steel End Sections 9-05.4(9) Aluminum Culvert Pipe 9-05.5 Aluminum End Sections 9-05.5(6) Solid Wall PVC Culvert Pipe 9-05.12(l) Profile Wall PVC Culvert Pipe 9-05.12(2) Corrugated Polyethylene Culvert Pipe 9-05.19 Steel Rib Reinforced Polyethylene Culvert Pipe 9-05.21 High -Density Polyethylene (HDPE) Pipe 9-05.23 Polypropylene Culvert Pipe 9-05.24 Mortar 9-20.4 Where steel or aluminum are referred to in this Section in regard to a kind of culvert pipe, pipe arch, or end sections, it shall be understood that steel is zinc coated (galvanized) or aluminum coated (aluminized) corrugated iron or steel, and aluminum is corrugated aluminum alloy as specified in Sections 9-05.4 and 9-05.5. Thermoplastic culvert pipe includes solid wall PVC culvert pipe, profile wall PVC culvert pipe, corrugated polyethylene culvert pipe, and polypropylene culvert pipe. It is not necessary that all culvert pipe on any one project be of the same kind of material. However, all contiguous pipe shall be of the same size, material, thickness, class, and treatment and shall be that required for the maximum height of cover. Measurement for payment of the Bid items associated with the drainage installation will be based on the diameter of the culvert pipe described by the Bid item in the Proposal. When schedule A, B, C, or D culvert pipe is specified in the Plans, the Contractor shall provide the specified schedule and diameter but has the option of furnishing any of the acceptable materials shown in the Culvert Pipe Schedules Table. The use of tongue and groove concrete pipe shall only be allowed under side road connections. All tongue and groove pipe shall be joined with cement mortar. 001- 12, 18, 24 Plain or Cl. IV .064H (16 Ga.) .060" (16 Ga.) PE, PVC, or PP A 30,36 Class 111 .064" (16 Ga.) .075" (14 Ga.) PE, PVC, or PP 2' 15' 42,48 Class 111 .064" (16 Ga.) .105' (12 Ga.) PE, PVC, �or 12, 1772:T-- I--- V (46 E, PVC, or PP .9-64" .064" (16 Ga.) B 30,36 Class V .075' (14 Ga.) PE, PVC, or PP 15'- 25' 42,48 Class V .064" (16 Ga.) .1050 (12 Ga.) PE, PVC, or PP 12,18,24 None .064" (16 Ga.) .060" (16 Ga.) None C 30,36 None .064" (16 Ga.) .075" (14 Ga.) None 25'- 40' 42,48 None .064" (16 Ga.) .105' (12 Ga.) None 12,18 None .064" (16 Ga.) .060" (16 Ga.) None D 24 None .064" (16 Ga.) .075" (14 Ga.) None 40'- 60' 30,36 None .064" (16 Ga.) .105" (12 Ga.) None 42,48 None .079' (14 Ga.) .135" (10 Ga.) None 'corrugated polyethylene pipe. 2Polyvinyl chloride pipe. Solid wall or profile wall for diameters through 27 inches Profile wall for diameters larger than 27 inches. 3Polypropylene pipe, Standard Notes Approval of this erosion/sedimentation control (ESC) plan does not constitute an approval of permanent road or drainage design (e.g. size and location of roads, pipes, restrictors, channels, retention facilities, utilities, etc.). The implementation of these ESC plans and the construction, maintenance, replacement, and upgrading of these ESC facilities is the responsibility of the applicant/contractor until all construction is completed and approved and vegetation/landscaping is established. The boundaries of the clearing limits shown on this plan shall be clearly flagged in the field prior to construction. During the construction period, no disturbance beyond the flagged clearing limits shall be permitted. The flagging shall be maintained by the applicant/contractor for the duration of construction. The ESC facilities shown on this plan must be constructed in conjunction with all clearing and grading activities, and in such a manner as to insure that sediment and sediment laden water do not enter the drainage system, roadways, or violate applicable water standards. The ESC facilities shown on this plan are the minimum requirements for anticipated site conditions. During the construction period, these ESC facilities shall be upgraded as needed for unexpected storm events and to ensure that sediment and sediment -laden water do not leave the site. The ESC facilities shall be inspected daily by the applicant/contractor and maintained as necessary to ensure their continued finictioning. The ESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within the 48 hours following a major storm event. At no time shall more than one foot of sediment be allowed to accumulate within a trapped catch basin. All catch basins and conveyance lines shall be cleaned prior to paving. The cleaning operation shall not flush sediment laden water into the downstream system. Stabilized construction entrances shall be installed at the beginning of construction and maintained for the duration of the project. Additional measures may be required to insure that all paved areas are kept clean for the duration of the project. SOIL AMFJVDMENT GLWEUMS Scarification. Scarify or till subgrade to 8 inches depth (or to depth needed to achieve a total depth of 12 inches of uncompacted soil after calculated amount of amendment is added). Entire surface should be disturbed by scarification. Do not scarify within drip line of existing trees to be retained. Amend soil to meet required organic content. A. Planting Beds I PRE -APPROVED RATE: Place 3 inches of composted material and rototill into 5 inches of soil (a total amended depth of about 9.5 inches, for a settled depth of 8 inches). 2. CALCULATED RATE: Place calculated amount of composted material or approved organic material and rototill into depth of soil needed to achieve 8 inches of settled soil at 10% organic content. Rake beds to smooth and remove surface rocks larger than 2 inches diameter. Mulch planting beds with 2 inches of organic mulch. 1 21 W BENC01 1- 71 ELEV=98. 64 B. Turf Areas I PRE -APPROVED RATE: Place 1.75 inches of composted material and rototill into 6.25 inches of soil (a total amended depth of about 9.5 inches, for a settled depth of 8 inches). 2. CALCULATED RATE: Place calculated amount of composted material or approved organic material and rototill into depth of soil needed to achieve 8 inches of settled soil at 5% organic content. Water or roll to compact to 85% of maximum dry density. Rake to level, and remove surface woody debris and rocks larger than I inch diameter. _Z6 ��"P POND D E�P TH LfUNUM tLt_V=Y1.b4 DEPTH DIORE- TE-N TION 18" DEPTHD I SOIL SIX SCALE BioREmNnoN ca ,L #i H. 1 10 SEMON V. 1 B06BLE-UP C.B. /1 R (Type 1) 'M= 98.25 WIS72). FRAME GRA 7F 67 L.F N 8" STU @ S=2.407, 1+25 Of 1-5 0+25 1+42 1+00 0+50 SCALE Drainage Design Pmfil e H.• 1`--20' V_ 1'_10' PLANTINGS MULCH LAYE 18" DEPTI SOIL MIX I NATIVE SOIL 2" W BEN(I"171 EL E V= 100. 81 76 11 POND DEPTH - -= - _0 I& Q 7 18" DEP T/H 810RETENTION SOIL MIX 120 EX C.B. (Type 1) 110 RIM=99.43 I.E(N)=9788 (6- PVC) /. E (S)=98 44 (6 - PVC) 8" (SW)=9827 NEW 100 im MEE577 FA NOR koi-41-001A 1,• Examples of plants appropriate for different soil moisture zones SCALE H. 1"-_ 10' 17 1 V- 1 =2 NOT TO SCALE COASTAL STRAWBERRY PACIFIC COAST IRIS MOCK -ORANGE :)WBERRY EDGE ROSE SEC770N V_ 1 "-_21 Bioretention Soil Mix Bioretention Soil Mix is mixed off -site and delivered ready for installation. Design infiltration rate: 1 inch/hour. Soil Mix. 65% to 70% gravelly sand and 30% to 35% compost (see specification below). Gravelly sand gradation per ASTM D 422. Sieve Size Percent Passing US No. 4 100 US No. 6 88-100 US No. 8 79-97 US No. 50 11-35 US No. 200 5-15 0 Maximum clay content should be less than 5%. 0 Soil mixture should be uniform, free of stones, stumps, roots or other similar objects larger than 2 inches. 0 On -site soil mixing or placement not allowed if soil is saturated or subjected to water within 48 hours. 0 Cover and store soil accordingly to prevent wetting or saturation. Test soil for fertility and micronutrients and, if necessary, amend mixture to create optimum conditions for plant establishment and early growth at rates recommended by an independent laboratory soil test. Organic content of the soil mixture should be 8% to 12%. Excavation , Bioretention soil media installatioo, Soil compaction can lead to facility failure; accordingly, Placement minimizing compaction of the base and sidewalls of the On -site soil mixing or placement should not be bioretention area is critical. Excavation should never be performed if BSM or subgrade soil is saturated. The allowed during wet or saturated conditions (compaction bioretention soil mixture should be placed and graded can reach depths of 2-3 feet during wet conditions and by machinery operating adjacent to the bioretention mitigation is likely not possible). Excavation should facility. If machinery must operate in the bioretention be performed by machinery operating adjacent to cell for soil placement, use light weight equipment with the bioretention facility and no heavy equipment with low ground -contact pressure. If machinery operates narrow tracks, narrow tires, or large lugged, high in the facility, the BSM infiltration rates must be field pressure tires should be allowed on the bottom of the tested and compared to design rates and verified by bioretention facility. If machinery must operate in the the project engineer. Failure to meet or exceed the bioretention cell for excavation, use light weight, low design infiltration rate for the BSM will require revised ground -contact pressure equipment and rip the base at engineering designs to verify achievement of treatment completion to re -fracture soil to a minimum of 12 inches and flow control requirements. The soil mixture should (Prince George's County, 2002). If machinery operates be placed in horizontal layers not to exceed 12 inches in the facility, subgrade infiltration rates must be field per lift for the entire area of the bioretention facility. tested and compared to design rates and verified by the Engineer of Record. Failure to meet or exceed the Compact the BSM to a relative compaction of 85 design infiltration rate for the subgrade will require percent of modified maximum dry density (ASTM D revised engineering designs to verify achievement of 1557). Compaction can be achieved by boot packing treatment and flow control benefits that were estimated (simply walking over all areas of each lift) and then in the Stormwater Site Plan. apply 0.2 inch of water per I inch of BSM depth. Water for settling should be applied by spraying or sprinkling. Prior to placement of the BSM the finished subgrade should: Be scarified to a minimum depth of 3 inches. Have any sediment deposited from construction runoff removed (to remove all introduced sediment, subgrade soil should be removed to a depth of 3-6 inches and replaced with BSM)' Be inspected by the engineer to verify required subgrade condition. Sidewalls of the facility beneath the surface of the BSM can be vertical if soil stability is adequate. Exposed sidewalls of the completed bioretention area with BSM in place should be no steeper than 3H:1V (see Bottom area and side slopes in section 6.1.2.2: Bioretention components). The bottom of the facility should be flat. Vegetation protection areas with intact native soil and vegetation should not be cleared and excavated for bioretention facilities. Controlling erosion and sediment are most difficult during clearing, grading, and construction; accordingly, minimizing site disturbance to the greatest extent practicable is the most effective sediment management. During construction: • Bioretention areas should not be used as sediment control facilities and all drainage should be directed away from bioretention areas after initial rough grading. Flow can be directed away from the facility with temporary diversion swales or other approved protection (Prince George's County, 2002). If introduction of construction runoff cannot be avoided see below for guidelines. • Construction on bioretention facilities should not begin until all contributing drainage areas are stabilized according to erosion and sediment control BMPs and to the satisfaction of the engineer. • If the design includes curb and gutter, the curb cuts and inlets should be blocked until BSM and mulch have been placed and planting completed (when possible), and dispersion pads are in place (see figure 6.1.27). Every effort during design, construction sequencing, and construction should be made to prevent sediment from entering bioretention areas. However, bioretention areas are often distributed throughout the project area and can present unique challenges during construction. See Section 5.4.1 for guidelines if no other options exist and runoff during construction must be directed through the bioretention areas. Erosion and sediment control practices must be inspected and maintained on a regular basis. rir�rr��Y:s