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05080019-20 Civil Construction Plans Rcv. 12/9/2005 DOCS
• D 01 DDS. >> 0. 1 771 CLIF -1 L� L=j L=j. & R S Rou Ot L ... L=j � r .� IV E O 0 v k� $� X Q - C LL Wo 0 0 LOT 3 BLOCK 2 CARMEL S - .IENCE & TECHNOLOGY PARK L w Lnw Q ADAMS STREET CARMEL, INDIANA 4 6 0 3 2 � ° WZ Q =0<� W 8- W W :2 V �DoU V) F- � N f- LrJ F- W Z _Zc- ARROPS OF CARMEL " = Z LOT 3 Co►ARBORS el OF P te, U Q a CARMEL SCIENCE & TECHNOLOGY PARK LEGAL DESCRIPTION C°"".. Science P :+`' RL in T I L I T I E %P"m 5" C 0'14\13TA U'A" I zi IL 0= J a r.�*±� • 4ts! "� ; Q a. i7, U Part of Block 2 in Carmel Science & Technology Park, the Conditional Secondary Plat of which was recorded November 20, 1986 in Plat Book 13, pages 65 -71, and Corrected by Certificate of Correction dated February 12, 1998, and recorded March 10, 1998, as Instrument 9811593, Replated in Secondary Replat as Lot 2, Block 2 of DEPT. OF ENGINEERING CHUCK SHUPPERD ,;FFF KENDALL JIM BLANCHARD Carmel Science Technology Park, as Instrument No. 99 -67811 in Plat Cabinet 2, Slide 356, all in the Office of the � � ONE CIVIC SQUARE VECTREN CAR:�'EL BUILDING COMMISSIONER Recorder of Hamilton County, Indiana, more particularly described as follows: \ CARMEL, INDIANA 46032 P.O. BOX 1700 ONE CIVIC SQUARE CARPEL, INDIANA 46032 (317) 571 -2441 NOBLESVILLE, INDIANA 46061 -1700 C Beginning at the Westernmost corner of said Block 2, whit) point is on the Northeasterly right of way line of Carmel \ '3171 571 -2444 ^• t '� (317) 776 -5535 Drive; thence along the Northerly boundary of said Block 2 the following two courses: (1) North 66 degrees 37 4q" 424MM ,,,W„,, [� GARY HOLT C/ +Y FELTNER minutes 43 seconds East, 500.46 feet; (2) South 79 degrees 13 minutes 44 seconds East, 37.64 feet; thence '�N : OFFICE OF FIRE CHIEF, FIRE STATION 1 GREG HOYES T('v'JNSHIP REGIONAL WASTE DISTRICT along the following six courses along the Western boundary of Lot 2 of said Block 2, (1) South 10 degrees 46 � N \ VE BLOCK 2 TWO CIVIC SQUARE HAMILTON COUNTY SURVEYOR OFFICE w CARMEL INDIANA 46032 ONE HAMILTON SQUARE, SUITE 146 �0 %:�1 NORTH AVENUE, SUITE A minutes 1 6 seconds West, 165.37 feet; (2) South E >6 degrees 37 minutes 43 seconds West, 128.40 feet; (3) AND�, F b,'s� t`IANAPOLIS, IN 46280 -1098 South 23 degrees 22 minutes 17 seconds East, 45.81 fee'' (4) North 90 degrees 00 minutes 00 seconds East, (317) 571 -2600 HAMILTON COUNTY JUDICIAL CENTER (317) P�4 -9200 135.09 feet; (5) South 00 degrees 00 minutes 00seconds West, 53.00 feet; (6) South 05 degrees 22. minutes 46 Z NOBLESVILLE, INDIANA 46060 seconds West, 22.46 feet; to a point on the Southerly boundary of said Block 2 and the Northerly right —of —way Z BILL AKERS (317) 776 -8495 THREE POLICE DEPARTMENT line of Adams Street; thence along the Norther) ri ht- of —fva line of said Adams Street the following three courses: � C� � CARMEL COMMUNICATIONS ?HREE CIVIC SQUARE 9 Y 9 Y 9 g 31 FIRST AVENUE NW JOHN SOUTH C�RHEL, INDIANA 46032 (1) Westerly 123.03 feet along a curve to the left having ti radius of 420.00 feet, the radius point of which bears z CARMEL, INDIANA 46032 HAMILTON COUNTY SOIL & WATER CONSERV. 571 -2500 info South 05 degrees 22 minutes 46 seconds West, to a point which bears North 11 degrees 23 minutes 42 seconds 925 DIVISION STREET West from said radius point; 2 continuing Weste.rl 93.32 feet along a curve to the left having a radius of 420.00 �� (317) 571 -2580 P ( ) 9 Y 9 9 �. � �� �'; � ME7 SCIENCE ;¢ TECFihOLOGY PARK NOBLESVILLE, INDIANA 46060 the radius point of which bears South 11 degrees 21 minutes 42 seconds East, to a point which bears North F' (317) 773 -1406 feet, P 9 P CatTn�l Science Block 7 DEAN GROVES 24 degrees 07 minutes 25 seconds West from said radius point; (3) South 65 degrees 52 minutes 30 seconds o p0 CINERGY SCOTT BREWER West, 143.16 feet, to a fillet at the intersection of the Easterly right —of —way line of Carmel Drive; thence � -ell 1441 SOUTH GUILDFORD DEPARTMENT OF COMMUNITY SERVICES Northwesterly 39.27 feet along a curve to the right having a radius of 25.00 feet, the radius point which bears, CARMEL, INDIANA 46032 ONE CIVIC SQUARE North 24 degrees 07 minutes 30 seconds West, to a point which bears North 65 degrees 52 minutes 30 seconds p (317) 581 -3041 CARMEL, INDIANA 46032 East from said radius point; thence along the Easterly boundary of the Carmel Drive right —of —way the following two d' Z (317) 571 -2417 courses; (1) North 24 degrees 07 minutes 30 seconds We-:.t, 32.69 feet, to a point on a curve to the left, the PAUL AGE JOHN DUFFY radius point which bears South 65 degrees 52 minutes 30 seconds West; (2) Northwesterly 220.50 feet along said �.,,�1 L curve to the left having a radius of 1,040.00 feet, to o saint which bears South 53 degrees 43 minutes 38 seconds "V CARMEL CITY UTILITIES g P 9 130 FIRST AVENUE SW PANHANDLE EASTERN PIPELINE CO. West from said radius point, and the POINT OF BEGINNING, containing 2.636 acres, more or less. CARMEL, INDIANA 46032 P.O. BOX 38 v (317) 571 -2648 ZIONSVILLE IN 46077 ALSO: (317) 733 -3213 BRIAN HOUGHTON INDIANA JONES & HENRY DEPARTMENT OF NATURAL RESOURCES 2420 N. COLISEUM BLVD., SUITE 214 402 W. WASHINGTON STREET FT. WAYNE INDIANA 46805 ROOM W264 INDIANAPOLIS, INDIANA 46204 (317) 232-4164 N n pu� 0mr-me 1 0 E I N VICINITY MAP o NOT TO SCALE EXIO I "I �s � PLAN L J CA% w GPj0%1AD1ft11:`,kMm1 00" D"11""AIN PLAIN w LM% cz; rXia I", &a 1i I a E 001 M a C 5 IT an DFiAlfth!AGE ETA---%ILS Co LU eN000 Ci E U .. P 0 L L a 1 T 1 . I P PROD, No. 050(0-030 DATE 8_2 -m5 REV. REV. DRAWN BY: Ct°W CHECKED BY: ALD SHEET : 4. x 5. ELINTRIi TRA MER ON f (2) W TER TERS &- IRRIGA ON OFF ASSEMBLY\ DUAL I' WATER METERS (8EE DTL. B /C5) VERIFY, TYPE, SIZE t LOCATION W/ IWC BLOCK 4 ZONED M -3 NEW GA5 SERVICE VERIFY, TYPE, 51ZE LOCATION W/ UTILITY VFF71 FrT ZONED M -3 SANITARY MANHOLE SHALL BE 1.5" HMA #11 SURFACE, ON 2" HMA #8 BINDER, ON 5" No. 53 CRUSHED STONE. PAVING MUST BE COMPLETED WITHIN ONE PAVING SEASON. EXISTING EDGE OF ADAMS ST. SHALL BE SAW CUT FOR INSTALLATION OF NEW PAVEMENT. ANY NEW PAVEMENT IN ADAMS ST. R/W SHALL BE 1.5" HMA #11 SURFACE, ON 2" HMA #8 BINDER, ON 3" HMA #5D BASE, ON 7" No. 53 CRUSHED STONE, ON 4" No. 2 CRUSHED STONE OR MATCH EXISTING WHICHEVER IS GREATER HOLEY MOLEY SAYS "DIG SAFELY" "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1-800-382-5544 GILL TOLL FREE PER INDIANA STATE LAW IC8 -1 -26. R IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. QS_ .G. U w 37.6• _ S �. i 9 13',x,4 30'x20' CMtl P5TER PAD E ... � W/ 6' WALL W1-; 20 UT�L� � �,� ARBORS OF CARMEL LIMITED PARTNERSHIP �S .E ETAIL ON C5 3Y EASEM BLOCK I IN5TR.1 B5 -41446 / / ZONED M -3 / 4 A --- - SSE � fix. W PI co zo / �j0 •z �'�` cN • 1 - O • t11'�ij'j' ' , •.�i� L s SCE g MASON,,, l sq. ft �.D�j NR A_ G 'SEE DETAILS ON Cl FOR ADA RAMP AT NTERSECTICN V N SEMEN r � •29 �5 "' -- W 281.-0 �-- .'Zzz: � �n_VEFARTMIENT w 5 ..� I CTION, VERIFY TYI - W LOCATION W/ Flt DErT. - w o ADA P S 7 SEE DTL. 6/C ow 5 55 E 3 s 1�. 09 .0 .A Jill 11 IAPA 21AA41E I "ERS LECTRICA METERS W W/ UTIJI LOCATION / UTILITY Q ` YPE, 51 E VERIFY, TY E, SIZE L Q 0, 1/8' ALUMINUM PANEL SCREEN PRINT SYMBOL COLORS SELECTED BY ARCH. HANDICAPPED SYMBOL 1'0' 9 2' 50. ALUMINUM POST MOL-. M -3 FINISH AS PER SPECIFICATIONS EXISTING WATER LINE 02 - 4' . .0 C. W - - -T - - -T - i � IN ® 8 "x8" AMERITECH PHONE PEDESTAL - - - - EASEMENT 119 CINERGY ELECTRIC BOX o� (I I cn I A.D.A. RAMP ( TY ) CURVE 4 N P SEE DTL s ON CI • II 2° �ZD SANITARY MANHOLE 124 i•�° n, PVC ®EXIST 8' P ENTENSION W � A. PITYP) m _ II II TL's ON Cl D4 GAS VALVE - GAS GAS --- UNDERGROUND GAS MAIN ' 163' - 8' PVC TC0�1 UNDERGROUND TELECOMMUNICATIONS EXISTING CONTOUR - -- PROPERTY or R/W LINE , SANITARY MANHOLE \ I SANITARY MANHOLE E E ----' - ' DUAL I' WATER M I ER DTL. B /Cro) SANITARY MANHOLE e{ i TAP BY IX, VER IFFY VERI Y, TYPE, SIZE t \ EXISTING STORM MANHOLE , ry TYPE, SIZE t LOCATIC N W✓ IWC EXISTING WATER VALVE `v LOCATM BLOCK `i EXISTING FIRE HYDRANT PROPOSED LEGEND tW UTILITY / CCNTRACTC TO INSTALL S ICS �- EXISTING STORM MANHOLE (BURIED) e DID: CTM VE141CLES TO BACK INTO PA 4 SPACES ALO s ADAM5 5T. 1/8' ALUMINUM PANEL SCREEN PRINT SYMBOL COLORS SELECTED BY ARCH. HANDICAPPED SYMBOL 1'0' 9 2' 50. ALUMINUM POST EXISTING LEGEND M -3 FINISH AS PER SPECIFICATIONS EXISTING WATER LINE 2.636 Ac. +/- CURB INLET W - - -T - - -T - UNDERGROUND TELEPHONE ® 8 "x8" AMERITECH PHONE PEDESTAL - - - - EASEMENT 119 CINERGY ELECTRIC BOX o� (I I SETBACK LINE • II 2° �• II 124 i•�° STREET SIGN r • CENTERLINE 10' II II I D4 GAS VALVE - GAS GAS --- UNDERGROUND GAS MAIN = 18,022 sq.ft. TC0�1 UNDERGROUND TELECOMMUNICATIONS EXISTING CONTOUR - -- PROPERTY or R/W LINE , VEGETATION E E ----' UNDERGROUND ELECTRIC LINE SANITARY MANHOLE SANITARY SEWER ODD EXISTING CATCH BASIN EXISTING STORM SEWER WV I>4 EXISTING WATER VALVE EXISTING FIRE HYDRANT PROPOSED LEGEND 24" ROLLED CONCRETE CURB PROPOSED SANITARY SEWER SUBDIVISION BOUNDARY ADJOINIER PROPERTY LINE PROPOSED STORM SEWER ----- E ----- PROPOSED UNDERGROUND ELECTRIC ----- GAS ---- GAS ---- -- PROPOSED UNDERGROUND GAS V PROPOSED UNDERGROUND WATER .�--- FLOW ARROW 767. PROPOSED GRADE CURB INLET CATCH BASIN 1/8' ALUMINUM PANEL SCREEN PRINT SYMBOL COLORS SELECTED BY ARCH. HANDICAPPED SYMBOL 1'0' 9 2' 50. ALUMINUM POST DATE 1_22 -05 M -3 FINISH AS PER SPECIFICATIONS ENGINEERING REV, 11 -30-05 2.636 Ac. +/- FINISH GRADE CHECKED BY: A 30,722 sq.ft. r :° • I II �• parking 119 2 ° •• o� (I I EARTH I • II 2° �• II 124 i•�° •'� III- CONCRETE FOOTING r • o z, 10' II II I 00 `' Ii1- sq.ft. = 12,700 sq.ft. (max) Parking uses © 1/300 sq.ft. = 18,022 sq.ft. Mai • • NANPICA NOT TO SCALE G ING SICsN -1 SIDEWALK RECESSED RAMP 6' -0' TUfu�IED DOUN CURS BEYOND ASPHALT PAVEMENT ELEVATION 0 a 2 CI PLAN �CE'SSED UJ14EFELCLJ AI� 1�?4MP IN r t�nl� alai k CARMEL ENGINEERING NOTES: 1. For installation of storm mains, water mains, sanitary mains, water service laterals, sanitary service laterals under city streets, regardless of the jurisdiction of the utility, the minimum cover from the top of the installed pavement to the top of the installed pipe shall be the pavement section thickness (all ' bituminous and aggregate material above the subgrade) plus 1' -0". If the standard practice of the utility that has jurisdiction over the installation has a more stringent cover requirement, the more stringent requirement shall govern. 2. Bedding, haunching and initial backfill materials, placement and compaction for water mains, water service laterals, sanitary mains and sanitary service laterals under and within 5 -feet of pavement shall be in accordance with the standard practice of the utility that has jurisdiction over the installation. Final backfill for water mains, water service laterals, sanitary mans and sanitary service laterals under and within 5 -feet of pavement shall be in accordance with the standard practice of the utility that has jurisdiction over the installation. Final backfill for water mains, water service laterals, sanitary mains and sanitary service laterals under and within 5 -feet of pavement shall be B- Borrow for Structure Backfill meeting the material requirements of the INDOT and shall be compacted in 6 -inch maximum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed. The backfill for the top 6- inches of the excavation below the start of the aggregate sub -base of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less than 95% Standard Proctor Density. If the standard practice. of the utility that has jurisdiction over the installation has a more stringent final backfill requirement, the more stringent requirement shall govern. 3. Bedding, haunching, and initial backfill for all RCP installations shall be B-- Borrow for Structure Backfill meeting the material requirements of the INDOT. Bedding shall be placed in the trench bottom such that after the pipe is installed to grade and line, there' remains a 4 -inch minimum depth of material below the pipe barrel and a minimum of 3- inches below the bell. For pipe sizes 66- inches and larger, the minimum depth of material below the pipe barrel shall be 6- inches. Bedding, haunching and initial backfill shall be compacted to 6 -inch maximum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed. The backfill shall be brought up evenly on both sides of the pipe for the full length of the pipe. Hunching shall extend to the springline of the pipe. The limit of initial backfill shall be 6- inches above the springline. Minimum trench width shall be the outside diameter of the pipe plus 18- inches. Final backfill for all RCP installations under and within 5 -feet of pavement shall be B- Borrow for Structure Backfill meeting the material requirements of the INDOT and shall be compacted in 6 -inch maximum lifts to not less than 959 Standard Proctor Density for the entire depth of the material placed. The backfill for the top 6- inches of the excavation below the start of the aggregate sub -base of the pavement shall be No. 53 Stone meeting the materials requirements of the INDOT and shall be compacted to not less than 957 Standard Proctor Density. Final Backfill for all RCP installations greater than 5 -feet of pavement shall be clean fill material free of rocks larger than 6- inches in diameter, frozen lumps of soil, wood or other extraneous material, compacted in 12 -inch maximum lifts to not less than 90% Standard Proctor Density for the entire depth of the excavation. 4. All paving within the existing and proposed city wa ri ht -of - shall conform to the right-of-way requirements of the Department of Engineering. Contractor shall contact the Department of Engineering to schedule a pre- construction meeting to review these construction requirements, staff notification, required staged inspections, and to review the authority of the Department as it relates to the work in the existing and proposed city right -of -way. SITE NOTES 1. It is the contractor's responsibility to verify existing site conditions prior to starting work. 2. The contractor shall be responsible for obtaining or verifying that all permits and approvals are obtained from the respective city, county, and /or state agencies prior to starting construction. 3. The Plumbing contractor shall consult with the Local Water Company, provide all materials and labor, and pay all costs not borne by the Local Water Company to provide any new water service. 4. The Plumbing contractor shall consult with the Local Gas Company, provide all materials and labor, and pay all costs not borne by the Local Gas Company to provide any new gas service. 5. The Electrical Contractor shall consult with the Local Power Company, provide all materials and labor, and pay all costs and fees not borne by the Local Power Company to provide any new underground electrical service. 6. The Electrical Contractor shall consult with the Local Telephone Company, and shall provide all labor and materials required which are not borne by the Telephone Company to provide any new telephone service. 7. Underground water main extension service shall be AWWA C900 PVC or Ductile Iron. Domestic water lateral service shall be Type 'K' Copper. (or approved equal per local water company). 8. The incoming water service shall be installed with a minimum of 54" ' of cover. 9. All utility service lines shall be constructed in accordance with all the latest applicable codes and to each utility's and /or city's standards. 10. Use compacted granular fill when utility lines are placed under walks and driveways. 11. Soil borings have not been performed at this time. Pavement design is based on an assumed soil bearing pressure of 1500 p.s.i. 12. Provide sleeves for mechanical work as required. 13. Notify Engineer at least 1 day (24 hours) prior to placing any concrete. 14. Areas between curbing, sidewalks, paving and building shall be filled with 4" of topsoil suitable for landscaping. 15. See this sheet for exterior concrete specifications. 16. See sheet C7 for sanitary sewer lateral specifications and requirements. 17. All structures shall comply with A.D.A. 1991. 18. All edge of pavement radii are 5 feet unless otherwise noted. 19. If active utilities are encountered but not shown on the drawings, the engineer shall be advised before work is continued. 20. Inactive and abandoned utilities encountered in excavating and grading operations shall be reported to the engineer. They shall be removed, plugged or capped as directed by the utility company and the engineer. 21. Contractor to install knox -box at a location determined by the fire department. Coordinate location, type and style with Carmel Fire Department. ASPHALT PAVEMENT SPECIFICATIONS The paving con rc -tor shall be responsible for the following: 1. The area to be paved shall be cleared of all rock, debris, roots and vegetation. An approved soil sterilant shall be utilized to prevent the growth of weeds. 2. All soft, yielding or other unsuitable materials encountered during any phase of subgradeconstrb,-tion shall be removed and replaced with suitable material. The replacement material shall 1 .Ii the unstable area for the entire depth of the compacted subgrade and meet the subgrade cr} -npaction requirements. The subgrade shall be shaped to the true lines and grade as shown on tl, plane. 3i The subgrui:,' Y :hall be compacted to 95% laboratory density as determined by ASSHTO Method T-99. 4. The subqrr Y and finish paving shall be tested by an approved testing company for uniform smoothness, ,- , ;i and grade. 5. Slope pavement 0.757 (MIN.) to insure proper surface drainage. 6. The hot mix asphalt based may be placed directly on the prepared subgrade in one lift for the base course to the required compacted thickness as specified in local street standards. i The hct m1A asphalt base and surface shall be placed in one lift to the true line and grades (is shown on the pions. The paving mixture shall be placed and compacted at a temperature between 250 F. (121 C) and 300 F. (149 C). 8. The" paving mixture shall be transported to the job site in clean well -- covered trucks with smooth dump beds. The base and surface mixtures are to be placed with self contained, power propelled pavers capable of placing the mix to the required dimensions as shown on the plans. 9. Asphalt grade shall be 'determined by its ability to satisfactory coat the aggregate, resist rutting and remain stiff during high temperatures and sustain freeze /thaw cycles in addition to the considerations of anticipated weather, mixing process and curing rote. 10. See details on Sheet C5 for pavement cross - sections. 11. All proposed asphalt pavement as shown shall be constructed in compliance with INDOT standard specifications, latest edition. 12. All parking striping and ADA areas shall be marked with a durable nonshrink, white point to be approved by the engineer. Site Data Zoned DATE 1_22 -05 M -3 Lot area ENGINEERING REV, 11 -30-05 2.636 Ac. +/- Building Area CHECKED BY: A 30,722 sq.ft. Impervious Area 69.4% Customer /Employee parking 119 Handicapped parking 4+1 (on Existing Parking) Proposed parking 124 Minimum Front Yard Setback 20' Minimum Side Yard Setback 10' Minimum Rear Yard Setback 20' Retail parking uses @ 1/200 sq.ft. = 12,700 sq.ft. (max) Parking uses © 1/300 sq.ft. = 18,022 sq.ft. ��o�os�� s� PLAN GRAPHIC SCALE ( IN FEET ) n inch = 40 ft. > >y Z �... 160 w� rl PROD. No. 0500 - 030 DATE 1_22 -05 T.AC. REV. 5 -30-05 Paw comm. REV. 9 -2ro -05 ENGINEERING REV, 11 -30-05 DRAWN BY: C CPW CHECKED BY: A ALD SHEET CONCRETE NOTES 1. ACI 318, "Building Code Requirements for Reinforce Concrete ": comply with applicable provisions except as otherwise indicated. U C4 2. Employ acceptable testing laboratory to perform materials evaluation, testing TBM- A COPPER WELD IN THE CENTER LINE OF ADAMS STREET �- � �°-- and design of concrete mixes. LOCATED 203.17 FEET EAST OF THE INTERSECTION OF ADAMS / PSS �-- S G� �� �.. 3. Perform sampling and testing during concrete placement, as follows: STREET AND CARMEL DRIVE. / BPS G 9 5 364' S 7. gF- / 13 448P -� - Air content ASTM C 173, one for each set of compressive strength -x 848' 7 specimens, 6% minimum on all concrete exposed to freezing or thawing. ELEVATION- 841.45 x 848.8 - _- --- _ 8 X848- 2o' !err 8'58 p ' P 9 9 - 4 Mfr EASE �5 ��' --._ �-- - Compressive strength ASTM C 39, one set of each 50 cu. yds. or 44 / x 848.87 fraction thereof each class of concrete; one specimen tested at 7 X842.27 \ 3.04 days, one specimen tested at 28 days, and one retained for later testing if required. / cc, x 849.67 When the total quantity of given class of concrete is less that 50 ��0C' x 842.93 842.65 �- cu. yds. strength tests may be waived by Engineer if field experience x 849 / i i /�$�`Z- --� �. _ �'`` --� indicates evidence of satisfactory strength. x 841.22 x 842.43 , 3 4J Test results will be reported in writing to Engineer, Contractor and .97 W Concrete Producer within 24 hours after tests are made. O cp co V__ 4. Concrete for pavement, foundation, slabs, walks, patios, and curbs shall \� 1' �� / / f / Z • • ..• .�' have a 28 day compressive strength of not less than 4,000 psi for all CN roq �4p�% % % -. -- - -- - / EIS •.. exterior poured concrete. G P G a C� � �� /� -+�.� UNIT , • : Z X 84 - A O` � 845 \ ?v6 STO 5. Mix design may be adjusted when material characteristics job conditions V � .-CL / /i /iii/ x 841.54 � -J�- /� � �.._ \ \� O�CE RyAs ... .., 9 Y 1 ELECTRIC. ESMT. , / /i / (r \ \ \ 9s36 s �UIj, O�Y weather, test results or other circumstances warrant. Do not use revised P \ \ q. f t. DING 1 PER INSTR. 89 -2604 / x 84 i �/ �� �i / r � / �,- � � ' \ \ _ / / J .\ \ \ 3 63 concrete mixes until submitted to and accepted by Engineer. x 84 _ 714 7'A -S Portland Cement ASTM C 150, Type as required. 849 - -- ,-� x843 I O AD�'lS / x 3. �453. 8 S? . . x 848.59 / - LB / 1 \ U 7. ASTM C 33 except local aggregates of roven curability may be used / �, P u • % �$ / ` ` / 850.4 -rte -, ` x 843.2- • when acceptable to Engineer. 8 4s / / x 841.13 w 42 / 8. Water: Drinkable / \ �X 847.31 f / Q�P � G� Z-' ao _ - r �5 �, 1 �, 9. Air- Entraining Admixture: ASTM C 260. A I Ai MAILBOX-ES- 10. Water- Reducin g Admixture: AS TM C 4 4• type as required to suit protect 30 r �___� conditions. Only use admixtures which have been tested and accepted in \ \ o. 2 S 5 E {�:,., N -- _ mix designs. G ( �- <bN x 842.57-- _ ti✓ 2 W 281.9 7' �. � --. �-�- -� 11. Provide form materials with sufficient stability to withstand pressure of 00 \\ 0 •�..� x 842.30 x 84 _ placed concrete without bow or deflection. go c2• - 1 �Tl• �_ , 258 -- - n N90 00 00 1�13:09� -' • 0 1 Deformed .� o \ ( J 2� W 2 Reinforcing Bars. ASTM A 615, Grade 60, unless otherwise indicated. x 843.84 / �- � � � 8 2.48 3. Welded Wire Fabric: ASTIVI A 185. A C) _.0 - � io 14. Job Site Mixing: Use drum type batch machine mixer, mixing not less than v r W. 1cr �, 0 1 1/2 minutes for one cu. d. or small capacity. Increase mixing time at x 84 .66 3 � 2.51 I � _ •- '�` Y 9 r j x 842.48 \ P5 �QS co z least 15 seconds for each additional cu. yd. or fraction thereof. \_ _ _ G� � S .� co Ins -610 841 �y \ :- G 15. Ready Mix Concrete: ASTM C 94 �• do \- A ��O • -i_ T._ 43.71 O ST'O �o• 9 s�C` 1� 16. Construct formwork so that concrete members and structures are of correct \ 0 36 Y / x 842.38 �' 10 D. & U. E. ft. "�- O '•' •:..... size, shape, alignment, elevation and position. -� �� . r _ D lye, _ , 9 P 1 - 03-- -- • �.� o , 1 �. Clean and adjust forms pr to concrete placement. Apply form release M2' -' 2� RC. P,�•5�°� i ` �` '�`� -`o � o o, agents or wet forms as required. Reti hten forms during concrete placement �� �. if required to eliminate leaks. ° � 1,2 jai �'. � (� �\ p• � �c84�`�$ o ✓ ry /ter �• 18. Satisfactory soil material shall be free of clay, rock or gravel larger than 2 in r 1 8 `300 any dimension, .: .41 4 �, o � 24� ys y soon, debris, waste, frozen material vegetable and other deleterious t3 \ y ia�4 / �, �j p �'� �, �R•C.p -61* organic matter. Soil shall consist of nonorganic, low plastic (P1 20) material. 8 41. 8 P55 Q5 -�/ 1.55 0, ��•`' 38.g . 19. Sub -base material: shall be natural( or artificial( graded mixture of natural \ ,� /� \ �� / , x or crushed ravel, crushed stone, crushed slog, atural or crushed sand. � �'� • 16 3 - 8 PVC x� ��, 9 g' �'`' .5 41.45. 3\4 - - _ ST` �-�• 2.J. Barricade open excavations occurring as art of this work and post with ` 9 P P SANITARY MANHOLE ANIT /.RY MANHOLE warning / 1Z i S -` lights. Nk S4 � ., •�, �T �`' 21. Protect structures, utilities , sidewalks, pavements and other facilities from XIS TING STORM MANHOLE X 41.4fi damage caused by settlement, lateral movement, undermining, washout and -� x 43. o0 2.2 °` ���� a ,t �-_ other hazards created b earthwork operations. 6 CPS \ 2S Y P •35 �Q � �� .. EXISTING STORM MANHOLE (BURIED p 22. Form concrete su h that favorable drainage nage occurs to storm drains, 2 �� � �0 x stairwell drams, and /or parking lots. No drainage should occur towards the 2 foundation of building walls. EXISTiNG LEGEND EXISTING STORK MANHOLE 23. Minimum concrete cover shall be 3 inches for reinforcing steel in accordance � � with (ACI 318 -83). W EXISTING WATER LINE CURB INLET 24. Reinforcement in grade beams shall be continuous. H r' 4� •� ---- -T UNDERGROUND TELEPHONE �+ 8 "x8" AMERITECH PHONE PEDESTAL 4 SANITARY }�{ 9 Horizontal overlap splices GQ shall be a minimum of 24 inches. �' --- EASEMENT / CINERGY ELECTRIC BOX SETBACK LINE - r pccr• STREET SIGN 25. Welding, including tack welding, of reinforced steel is rohibited. Welding of CENTERLINE P 9 _ GAS VALVE reinforcing steel will be permitted only by written approval of the engineer. SANITARY MANHOLE GAS GAS --- UNDERGROUND GAS MAIN X::- EXISTING CONTOUR 26. Footings shall bear on undisturbed material. Any unsuitable material shall be T C O M UNDERGROUND TELECOMMUNICATIONS removed. All footing ooting excavations shall be inspected by an independent sods PROPERTY or R/W LINE � engineer before concrete is laced. E UNDERGROUND ELECTRIC LINE SANITARY MANHOLE g P SANITARY SEWER (D EXISTING CATCH BASIN 27. Soils exposed in the bases of all satisfactory foundation excavations shall be -- EXISTING STORM SEWER EXISTING WATER VALVE C:Z) protected against any detrimental change in conditions such as disturbance, EXISTING: FIRE HYDRANT rain or freezing. Surface runoff shall not be allowed to enter the excavation. 28. Provide construction isolation n ' � �o� 5�,1 and control joints as indicated on structural sheets at a maximum grid spacing of 15, -0„ Luoy pc;nt 29. All concrete shall be finished with a light broom finish. ,..._ The contractor shall provide specifications and manufacturers data for concrete t r IN 30. - sealer, joint filler, and curing compound for all exterior slabs, to the engineer BaccF11, \''\� Class A _..oncrCtc . ''s prior to installation for approval. 31. All soft, yielding or other unsuitable materials encountered during an err \•Y�/�,� wT ' ,r '',?ls` :'�7•'��.: } /� ti`1,''y I � �' /�i•.,i �j�,. J 'r / . Y 9 9 Y •'�1�'; phase of subgrade construction shall be removed and replaced with r suitable material. The replacement material shall fill the unstable area . G1pG{;ed Sir for the entire depth of the compacted subgrade and meet the subgrade �f or r�grego:c Bo se. P P 9 g compaction requirements. The subgrade shall be shaped to the true lines 4" and grade as shown an the plans. : 32. The subgrade shall be compacted to 95% laboratory density as determined by AASHTO Method T--99. 33. The suNown rade and finish paving shall be tested by an approved testing : NTEGr�.AL CURB WI � K. Co 1C:RE1 PAVE t,iENT SKtU SE SIB ►�II.,�R SHr�PE. NOTES ` I where on this plan. CU ?E ALL. ' E PCSEa :` aUFEt' QES. 9A�at-EN SUGGRA.�E "BEFORE PLACP G CONCRtU� E. !on Q \\�� Z, GRAPHIC SCALE RMELTY::'-:OF! C .� STAND# 0 20 40 ea 160 CONCRFTc. ROLL �t�RB. �C ����� .. REV IG Rj IN FEET -in 1 'Inch = 40 ft F PROD. No. 050`0 -030 BATE REV. ' REV. DRAWN ErY: CM CHECKED 8Y: ALP SHEET CL V L CAP EXISTING 12" CMP & GROUT SOLID UNDER/N I� PAVEMENT / REMOy� PRIOR TO !�A HY�b E PROPOSED CURB INLET - 6 T.O;;C. - 841.98' 20 R.C.P. INV. SW - 838.58 34 640 S - 8,38.38'9 7�' ' SEE DETAILS ON C5 3 '` 29ft 84 _ 848 20 45 844 ANT PROPOSED CURB INLET - 7 T.0 C. - 841.98' 12 R.C.P. INV. N E - 83888' / i, • - SEE DETAILS ON C5�/ •✓� �• =o LU VM Pa ZZ / '�i / / / �i .�� 89 -6 -HDPE ® 1.0X - /� 8 5 LJNTT A l V � 1 � 1 » D E ELECTRIC. ESMT. r PER INSTR. #89 2604 0 CURB IN °It.' Ry • C. - 84� 3s Sq. f vll,D �NR y 1 R.C.P. INV. SW-� 8 4' cry t. Ci I�DP ®1. \ 15 �t.O:P.- --tNV, Nl�f - 8 4' \ . a / /.G / 2Z,18? OPOSED� ST lAAtr�M E4TAIL� ON C ,5 db E4K •�� T. L .C. - 842. `t' / 14 100'- HDPE ©�0 / 15 R.C.P. INV. -")837.52' \ • i • % ` / 1�� I 15 R. .P. INV. N 3 C�. 01W / E R.P.P. ADN . PROPOS OR MANHdLE - 3 3 T.0 C. �'• 42.99 • 15M R.C. I - 836.82' -�' J • �4•� / / 1 15 R.C.P.o`I� IN - 836:92 -- --._ S / SEE ETAI O�. , / - V� 50 -6» d /D \ i E ©1.0� �2 \ .0 4. x5. EL TRIO I ��a y TRA ffmER PAD FINISH FL00 ELEVATI O �` ON I 43.95 or 1 0 1 I '500 EASE.- EN (2) WATER TERM ° \ � LA V '- RRIGA N S OF ASSEMBL \ - .+ - PROPOSED CURB INLET T.O.C. - 841.71' 00 . _. \ 15: R.C.P. INV. SE _ 836.52; - � w \ 2 R.C.P. INV. SVJ 836.7 �' f \ \', 15 » R.C.P. INV. NW - 836-620 � �'. � •� � - W ti', �_ FiNISa FLOOR VATiON 843.08" or 1 t}0 0" - _ _ , \ °� ``''1 �, --� 3,540 .FT -` 841 - -- 117' "HDPE 1.0 J 8 - : 15 RCP 0 1.5% 0 I - PROPOSED CATCO N- 2 0�, , T.O.C. - 841.71 12 R.C.P. IIY1l. E - 637.37' � � � •�� � ��s ��'.� � �' SEE DETAILS ON CS P Y ��.q. f �s L \ \ r 1� !VG �Wy 7f ZZ40 yo 84, / (� 4 ��00, �! 163 - 8 PVC Z / SANITARY MANHOLE SANITARY MANHOLE 'HANCOR' MODULE 1 OR EQUAL. 54 X 200 IN LINE STOR vVATER �`\V g ��� QUALITY STRUCTURE 15" INLET EXISTING STORM ,MANHOLE � Gv� � { � T.O.C. 842 .0 3 .., OUTLET) INSTALL PER L4ANUF. 24" R.C.P. INV. W - 834.61; OUTLET INV. - 85.4:a 24 R.C.P. INV. E - 834,83 2SS, 18 " R.C.P. INV. N - 834.97 T.O.C. IISTING STORM MANHOLE (BURIED) 2 841.60 wo� 30" „ R.C.P. INV. W - 834.08' 24 R.C.P. INV. E - 834.08' EMSTING STORM MANHOLE 15" R.C.P. INV. S - 836.13 T.O.C. - 843.00 15P R.C.P. INV. N - P35.33 (PROPOSED -VERIFY) 42M R.C.P. INV. SW - 831.85 NEW T.O.C. - 841.85 ' \'3 30 R.C.P. INV. E - 832.73 (3 R.C.P. INV. NW - 833.14 SANITARY MANHOLE cn� D4 MINIMUM OF 6' TOPSOIL OVER EXCAVATION TO ENSURE GROUND COVER GROWTH IF REQUIRED OR PAVEMENT SECTION `B' BORROW OR EQUAL GRANULAR MATERIAL COMPACTED TO 95 90 STANDARD PROCTOR DENSITY BEDDING d INITIAL BACKFILL L BE INSTALLED IN ro - 12' �NCED LIFTS IMUM 9' OF CLEARANCE - BE PROVIDED ON EACH OR THE INSTALLED PIPE OF 1=,4VEMENT) 5CALE: Ill MINIMUM OF h' TOPSOIL OVER EXCAVATION TO ENSURE GROUND COVER GROWTH IF REQUIRED \ \ / \\ .\ REGULAR BACKFILL COMPACTED TO 9O �o STANDARD \ / D RD PROCTOR //\ /' DENSITY //\ B' BORROW OR EQUAL �, \ \\ /\ \/ GRANULAR MATERIAL COMPACTED TO 95 90 \\ / STANDARD RD PROCTOR \ \\ , \ DENSITY m \ \ NOTE: ALL BEDDING 4 INITIAL BACKFILL dia. + 1' -�" SHALL BE INSTALLED IN 12" BALANCED L IFTS A MINIMUM 9' OF CLEARANCE SMALL BE PROVIDED ON EACH COM- ICV�= I SIDE OF THE INSTALLED PIPE C>15`1`�All (PIORE r� Apt �5 �ol--t 1=vr_1r.) � 5CAL E: 112" = l ' - O' PROPOSED LEGEND MN Frame And Cove Neenah R -1642, Or Equal For Va ter tlgh t Insta lla Neenah R- 1916 -F, Or Equal , 112' Cement Mort Manhole Steps 8 16' c 4 Rubber Gasket Jo! A.S. TM. C443 A.S. T.M. C478 Re1nF. Conc, Manhole Sections No telt LIFt Holes Shall 4 Be Filled In Wlth Non - Shrink Mor to r For Precos t Inverts Prey I' Approx, Opening Between P/pe And Channel Concrete At Pene tra t /on 1 "' Mln• Fln/shed Pa vemen t Cement Mortar • Adjusting Rings 4 • 8' H1 12' Max. Relnf Concrete Eccen tr/c Cone Top A, S, T.M. C478 No tel 5' - -0' DO, HR ifs Require Transition Type I- Sections. 4' -0' D1o, For Sewers I8' & Smaller Precost Base - Sectlon Type II- A.S. T,M. C478 5' -0' !)la, For 4 Serer 21' 30' ,e Class 'A' Conc. Fill d d d d d d d d d d 44 Bed Bose Sec Von d 4 •4 44 4' Min,) Class 'B' 4 4 ' Or Compacted Granular ' 4 ' Se*dding Ma terla 1, Con Form/nrg N INAQT 903.oz, SIZe No 8 In CITY OF CAR No tel Preformed Bitumen Seals, Kent 0 Seal Or Equal, May Be Used Between STANDARD DET Adjust/ng Rings In Lleu OF Mortor Dotc Jonuc y 1995 Fats: Not T va ter tigh t nexlble Joln is Shall Be Res -Sera l CPr/ce Bros.., Lock Joint an terpo ce Cod, Mor N -Seal (US, Conc. Plpel t1r Equal. DRAINAGE & GRADING NOTES 1. Existing topography taken from Keeler -Webb Assoc., dated June 15, 1999, and Piers Inc. dated July 20, 2005. 2. Contractor to verify all existing conditions prior to beginning work. 9 9 3. All grading /earthmoving work to be done in strict accordance with all state and q local codes and requirements. 4. Land alteration which strips the land of vegetation, includin g regrading, Shall be done in a way that will minimize soil erosion 9 ding, . 5. Prior to any other construction, a stabilized construction entrance shall be constructed at each point of entry to or exit from the adjacent side along the ingress egress easement. 6. The duration of time which an area remains exposed shall be kept a practical minimum. the area shall be stabilized P to practical with temporary seeding m as quickly as g p er amounts shown on sheet C4. /. See sheet C4 for erosion control notes and plan. 8. Prior to construction of any permanent structures, all topsoil and organic matter, frozen, wet soft, loose, or undesirable soil shall be re g shall be removed to a minimum depth of six inches moved. topsoil remove organic matter in the areas 6 ") or as necessary to eas to be occupied by roads, walks and designated building areas. 9. Topsoil shall be separated from suitable fill materials and shall used as fill under any construction areas or future expansion areas. 10. Storm sewer structures shall comply with current specification of P the city, county and all agencies in respect to design construction. Granular backfiil shall be e and quality of areas and within 5 feet of the edge of pavement areas. 11. Pre -cast concrete and steel for manholes and inlets shall be in accordance with ASTM C -478. 12. Trenches shall be opened sufficiently ahead of pipe laying 9 to reveal obstructions, and shall be properly P rotected and /or barricaded when left. 13. Trenches shall be sheeted and graded as necessary to p rotect workmen and adjacent structures. All trenching shall bed accordance with O.S.H.A. standards to P en protect workmen. one in . 14. The subgrade shall be proofrolled with suitable equipment and all spongy and otherwise unsuitable material shall be r replaced with suitable material. removed and 15. All filled places under proposed storm and sanitary sewer lines and /or paved areas shall be compacted to 90% of maximum densit y as determined by modified AASHTO T -180 compact test or 95% of mIaximum density as determined by the standard proctor test AASHTO T -99. 16. Extra strength reinforced concrete Of to be placed under aved areas and a minimum cover of 24' shall be maintained. P 17. Storm water sediment traps shall be cleaned when the become filled with sediment and after permanent round cover y half _stablished. 9 er has been 18. The above property does not lie within a known flood plain Zone X r FEMA Flood Insurance Rate Map, panel no. i ) P P P 8057C209F, effective Tote February 19, 2003. 19, All proposed grades shown are top of pavement or rade unless other nc)ted. 9 wise 20. R.- move all trees and stumps from area to be occupied surfaced areas. Removal of trees outside these pred by road and a::, noted on drawings or approved b the ese areas shall only be done PP y owner. 21. All brush, stumps, wood and other refuse from the trees shall nsite or removed to disposal areas off of the site, be buried .�� iaII not be permitted unless proper permits disposal by burning r `- P p are obtained (where applicable). the location of on site bury pits shall be designated b the owner engineer. y or the 22. The contractor shall be responsible for the protection of to s and roots of existing trees on the project site that r P • trunks trees subject to construction � are to remain. Existing damage shall be boxed, fenced or otherwise r�r.- tected before any work is started; do not stockpile within branch rernove interfering branched without injury o trunks and spread tree paint. ry cover scars with 23. Remove all organic material from the areas to be occupied ' walks and parking areas. Pile and store topsoil P by buildings, roads, not interfere with construction operations. P at ° location where �t will p topsoil shall be reasonable free from subsoil, debris, weeds, grass, stones, ect. 24. After completion of site grading and subskirface utility installation, shall be replaced in areas designated on the erosion control top soil plan for seeding and / or sodding. Any remaining top soil shall be used for around structures and. landscaping areas. o finished grading 25. Contractor shall perform all cutting, filling, compacting f fills grading required to bring ntire j g and rough g project area to grade as shown on the drawings. 26. Rough grading: the tolerance for paved areas shall not exceed minus above the established subgrade. All other area 0.10 feet plus or plus or minus the established grade. All banks an s shall not exceed 0.10 feet be rounded at the top and bottom, d other breaks �n grade shall 27. The contractor shall confirm all earthwork ° k quantrties prior to start of construction. if an excess or shortage of earth is encountered, the contractor shall confirm with the owner and engineer the requirements for stockp� ' removal or importing of earth. l�ng, 28. Minor adjustments to the grades may be required to earthwork excess material or shortages are encountered. It is r balances when minor hereto that the calculations of the engineer in determining recognized by the parties shail be accomplished in accordance with the m earthwork quantities standards for such calculations. Further, the american society. of civil engineers at these calculations are subject to the interpretations of soil borings as the physical limits of th ' soil types, also the allowable variation in finish r e various the contractor, and that all of these grade and compaction permitted parameters may cause either an excess or shortage of actual earthwork materials to complete the ro' an actual minor excess or shortage of materials oc ur P sect• if such contact the engineer to determine if adjustments � s, the contractor shall imbalance of earth. J is can be made to correct the 29. There are no expected soil stockpiles or borrow areas ' protect. -associated �rr�th this �r�AL�liiLa /D LM GRAPHIC SCALE 40 0 20 40 80 (IN FEET ) 1 inch = 40 ft. t 0 ,sue Z t_ la PRa. Na. 0506-030 DATE PLAN COAlM. S-26-05 REV. iNG 11-30-05 DRAWN BY: caw CHECKED BY: ALD SHEET 24" ROLLED CONCRETE CURB PROPOSED SANITARY SEWER - SUBDIVISION BOUNDARY ADJOINER PROPERTY LINE PROPOSED STORM SEWER E PROPOSED UNDERGROUND ELECTRIC '-- GAS ----- GAS --- PROPOSED UNDERGROUND GAS PROPOSED UNDERGROUND WATER -�--- FLOW ARROW 767• PROPOSED GRADE EJ CURB INLET 0) CATCH BASIN MN Frame And Cove Neenah R -1642, Or Equal For Va ter tlgh t Insta lla Neenah R- 1916 -F, Or Equal , 112' Cement Mort Manhole Steps 8 16' c 4 Rubber Gasket Jo! A.S. TM. C443 A.S. T.M. C478 Re1nF. Conc, Manhole Sections No telt LIFt Holes Shall 4 Be Filled In Wlth Non - Shrink Mor to r For Precos t Inverts Prey I' Approx, Opening Between P/pe And Channel Concrete At Pene tra t /on 1 "' Mln• Fln/shed Pa vemen t Cement Mortar • Adjusting Rings 4 • 8' H1 12' Max. Relnf Concrete Eccen tr/c Cone Top A, S, T.M. C478 No tel 5' - -0' DO, HR ifs Require Transition Type I- Sections. 4' -0' D1o, For Sewers I8' & Smaller Precost Base - Sectlon Type II- A.S. T,M. C478 5' -0' !)la, For 4 Serer 21' 30' ,e Class 'A' Conc. Fill d d d d d d d d d d 44 Bed Bose Sec Von d 4 •4 44 4' Min,) Class 'B' 4 4 ' Or Compacted Granular ' 4 ' Se*dding Ma terla 1, Con Form/nrg N INAQT 903.oz, SIZe No 8 In CITY OF CAR No tel Preformed Bitumen Seals, Kent 0 Seal Or Equal, May Be Used Between STANDARD DET Adjust/ng Rings In Lleu OF Mortor Dotc Jonuc y 1995 Fats: Not T va ter tigh t nexlble Joln is Shall Be Res -Sera l CPr/ce Bros.., Lock Joint an terpo ce Cod, Mor N -Seal (US, Conc. Plpel t1r Equal. DRAINAGE & GRADING NOTES 1. Existing topography taken from Keeler -Webb Assoc., dated June 15, 1999, and Piers Inc. dated July 20, 2005. 2. Contractor to verify all existing conditions prior to beginning work. 9 9 3. All grading /earthmoving work to be done in strict accordance with all state and q local codes and requirements. 4. Land alteration which strips the land of vegetation, includin g regrading, Shall be done in a way that will minimize soil erosion 9 ding, . 5. Prior to any other construction, a stabilized construction entrance shall be constructed at each point of entry to or exit from the adjacent side along the ingress egress easement. 6. The duration of time which an area remains exposed shall be kept a practical minimum. the area shall be stabilized P to practical with temporary seeding m as quickly as g p er amounts shown on sheet C4. /. See sheet C4 for erosion control notes and plan. 8. Prior to construction of any permanent structures, all topsoil and organic matter, frozen, wet soft, loose, or undesirable soil shall be re g shall be removed to a minimum depth of six inches moved. topsoil remove organic matter in the areas 6 ") or as necessary to eas to be occupied by roads, walks and designated building areas. 9. Topsoil shall be separated from suitable fill materials and shall used as fill under any construction areas or future expansion areas. 10. Storm sewer structures shall comply with current specification of P the city, county and all agencies in respect to design construction. Granular backfiil shall be e and quality of areas and within 5 feet of the edge of pavement areas. 11. Pre -cast concrete and steel for manholes and inlets shall be in accordance with ASTM C -478. 12. Trenches shall be opened sufficiently ahead of pipe laying 9 to reveal obstructions, and shall be properly P rotected and /or barricaded when left. 13. Trenches shall be sheeted and graded as necessary to p rotect workmen and adjacent structures. All trenching shall bed accordance with O.S.H.A. standards to P en protect workmen. one in . 14. The subgrade shall be proofrolled with suitable equipment and all spongy and otherwise unsuitable material shall be r replaced with suitable material. removed and 15. All filled places under proposed storm and sanitary sewer lines and /or paved areas shall be compacted to 90% of maximum densit y as determined by modified AASHTO T -180 compact test or 95% of mIaximum density as determined by the standard proctor test AASHTO T -99. 16. Extra strength reinforced concrete Of to be placed under aved areas and a minimum cover of 24' shall be maintained. P 17. Storm water sediment traps shall be cleaned when the become filled with sediment and after permanent round cover y half _stablished. 9 er has been 18. The above property does not lie within a known flood plain Zone X r FEMA Flood Insurance Rate Map, panel no. i ) P P P 8057C209F, effective Tote February 19, 2003. 19, All proposed grades shown are top of pavement or rade unless other nc)ted. 9 wise 20. R.- move all trees and stumps from area to be occupied surfaced areas. Removal of trees outside these pred by road and a::, noted on drawings or approved b the ese areas shall only be done PP y owner. 21. All brush, stumps, wood and other refuse from the trees shall nsite or removed to disposal areas off of the site, be buried .�� iaII not be permitted unless proper permits disposal by burning r `- P p are obtained (where applicable). the location of on site bury pits shall be designated b the owner engineer. y or the 22. The contractor shall be responsible for the protection of to s and roots of existing trees on the project site that r P • trunks trees subject to construction � are to remain. Existing damage shall be boxed, fenced or otherwise r�r.- tected before any work is started; do not stockpile within branch rernove interfering branched without injury o trunks and spread tree paint. ry cover scars with 23. Remove all organic material from the areas to be occupied ' walks and parking areas. Pile and store topsoil P by buildings, roads, not interfere with construction operations. P at ° location where �t will p topsoil shall be reasonable free from subsoil, debris, weeds, grass, stones, ect. 24. After completion of site grading and subskirface utility installation, shall be replaced in areas designated on the erosion control top soil plan for seeding and / or sodding. Any remaining top soil shall be used for around structures and. landscaping areas. o finished grading 25. Contractor shall perform all cutting, filling, compacting f fills grading required to bring ntire j g and rough g project area to grade as shown on the drawings. 26. Rough grading: the tolerance for paved areas shall not exceed minus above the established subgrade. All other area 0.10 feet plus or plus or minus the established grade. All banks an s shall not exceed 0.10 feet be rounded at the top and bottom, d other breaks �n grade shall 27. The contractor shall confirm all earthwork ° k quantrties prior to start of construction. if an excess or shortage of earth is encountered, the contractor shall confirm with the owner and engineer the requirements for stockp� ' removal or importing of earth. l�ng, 28. Minor adjustments to the grades may be required to earthwork excess material or shortages are encountered. It is r balances when minor hereto that the calculations of the engineer in determining recognized by the parties shail be accomplished in accordance with the m earthwork quantities standards for such calculations. Further, the american society. of civil engineers at these calculations are subject to the interpretations of soil borings as the physical limits of th ' soil types, also the allowable variation in finish r e various the contractor, and that all of these grade and compaction permitted parameters may cause either an excess or shortage of actual earthwork materials to complete the ro' an actual minor excess or shortage of materials oc ur P sect• if such contact the engineer to determine if adjustments � s, the contractor shall imbalance of earth. J is can be made to correct the 29. There are no expected soil stockpiles or borrow areas ' protect. -associated �rr�th this �r�AL�liiLa /D LM GRAPHIC SCALE 40 0 20 40 80 (IN FEET ) 1 inch = 40 ft. t 0 ,sue Z t_ la PRa. Na. 0506-030 DATE PLAN COAlM. S-26-05 REV. iNG 11-30-05 DRAWN BY: caw CHECKED BY: ALD SHEET SIGN TO INDICATE THE LOCATION OF THE CONCRETE WASHOUT AREA BERM AROUND PERIMETER 12' 12' MIN. 2' -© MIN. COMPACTED EMBANKMENT MATERIAL TYP. � 3:1 OR FLATTER SIDE SLOPES 15'xt5' MN. OR AS REWIRED TO CONTAN WASTE 0::* I TE NOTES: I. CONCRETE WASHOUT AREA SHALL BE INSTALLED PRIOR TO ANY CONCRETE PLACEMENT ON SITE. 2. SIGNS SHALL BE PLACED AT THE CONSTR,{CTICN ENTRANCE. AT THE WASHOUT AREA, AND ELSEWHERE AS NECESSARY TO CLEARLY INDICATE THE LOCATION OF THE CONCRETE TRUCKS AND PUMPS RIGS. 3. THE CONCRETE WASHOUT AREA SHALL BE REPAIRED AND ENLARGED OR CLEANED OUT AS NECESSARY TO MAINTAIN CAPACITY FOR WASTED CONCRETE. GROUND SURFACE ALL DISTURBED AREAS PLANNED OR LIKELY TO REMAIN DORMANT FOR 15 DAYS OR MORE SHALL BE STABLIZED W/ TEMPORARY SEED PER NOTES AND DETAILS IN THIS SET THIS PLAN IS FOR CONCEPTUAL a_ EROSION CONTROL PURPOSES ONLY. DO NOT SCALE SEE SHI C1 AND C3. CAP EXISTING 12" CM P w -� & GROUT SOLID UNDER �" THE PERIMETER OF THE SITE SHALL PAVEMENT REMOVk0I ~' -� BE PERMANENTLY SEEDED FOLLOWING PRIOR TO 6RTWORK THE INSTALLATION OF CURBS 37-64 S 1 13' 8_48__ n , 5�8•S8' 4. AT THE END OF CONSTRUCTION, ALL CONCRETE SHALL BE REMOVED, FROM THE SITE AND DISPOSED OF AT AN APPROVED CONCRETE WASHOUT AREA 44 WASTE SITE. SEE DETAIL ON THIS SHEET 11111 '- 845 5. WHEN THE CONCRETE WA:4NOUT ARE IS REMOVED. THE DISTURBED AREA SHALL BE SEEDED AND MULCHED OR OT�RWISE / /.�'• - -- -- 844 _ --- STABILIZED N A MANNER APPROVED BY THE INSPECTOR. C0NC UJ.46NOU7 097A NOT TO SCALE C4 / �v / �/ % = 4444 Z / t tea• i i � �\ ELECTRIC. ESMT. / / �--�/ % - \ - 9,6CE B� DSO 3s q ft IN Q' PER INSTR. #89 -2604y / S G % FR9P__0 -a W_ 000 7141 0 , / � I � � NE SSE �_ _ � , / / / t > - •� - C� , ... � UNIT $ T I TEMPO -Y STO DO N ARkA ! ! I 2 ` \ / PREPARE SUB DE A D TONE \ -� 0 ` S �% y PER PWA SE TI O N O v C. STO E BAG DAM I T 4. x 5. EL TR I C \ % ` O O O S 6 C,5 I --- 0 Uhl i � i I O O O O O � II r w � ��s'e TRA MER PAD O O O O M� O O O O O � lk O O O O O O O O O 0 O 0 l �_ w 00 0 0 0 0 0 0 0 0 / I� -- - (2) WTER TERS` \\ I -5QO 0000 \' 000 000 w IRRIGA ON OFF \ ( �\ O O O I I I I 1 I 1 I __ w ASSEMBLY\ \ \ 7 0 -� -{ --Q- ..-�Vft. \ O O O 0� 0 W / 7 O \ 0 too \ \ 2 _;\ � \ \. � 841 ,� y 0-%06_EBRIS GUARD (TYP) i O rv'O SEE DTL. 17/C5 ?ioR o O �, 9 -Nc \ O 0 9• f•,D o • . 71 \ ` y STABILIZED CONSTRUCTION ENTRA CE O O O � � / ' 0 -- =ice ° ►....� - \ -1 SEE DTL. 9/C5 s\ i t \ SILT FENCE r 3 t SEE DTL. 14/C5 TW -- / A de U 7,204 :-` • ` XP. ILL 'I 1 163 8 PVC � / SANITARY MANHOLE SANITARY MANHOLE o P P �Q� EXISTING STORM ,MANHOLE Spy -� - \ .• ry � � L✓ \ T.O.C. 842.03 L T 24" R.C.P. INV. W - 834.61, ` �-��, �'a \ 24" R.C.P. INV. E - 834.63 2SS IS, � 18 R.C.P. INV. N - 834.97 8 / ID G ' �- EXISTING STORM ,MANHOLE (BURIED) pVC T.O.C. 841.60' . L / - 841 fi0 30" R.C.P. INV. W - 83•.08, / 1 . �y ' R SHALL .O 1� THE.. HA �73 24„ R.C.P. INV. E - 834.08' / ( � � �i� R A CLEAN UM i' 15 R.C.P. INV. S - 836.13 �- ► �- EXISTING STORM MANHOLE T.0 C. 843.00' _ ALL WO J S a CAMM HALL SE L.AEELM 30" R.C.P. INV. E- 832.731 91r%# "W. PA NO VIAM - DENS TO VIATSTWAY' ti 24" R.C.P. INV. NW - 833.14' G?V ` SANITARY MANHOLE le- DEVELOPMENT EROSION CONTROL SEQUENCE 1. Before construction, Place plastic mesh or snow fence barriers around the trees' drip line to protect the area below their branches. Woodland areas and vegetation suitable for filter strips shall be established and maintained especially in perimeter areas. A. The owner is responsible for inspection and maintenance of all erosion control measures as detailed in the Stormwatcr• Pollution Prevention Measures Maintenance Manual beginning immediately after installation and contain using until vegetation has been sufficiently established and all construction activity is complete. B. Post the N01 and the contact information for the onsite project manager C. Notify IDEM (317 -233-1864) and the Soil and Water Conservation District (317- 773 -1406) within 48 hours of starting construction. D. Designate the person responsible for site evaluations after each %" rain or larger or at least one time each week.. E. Schedule a pre construction meeting with the SWCD (317- 773 -1406) 2. Utilize the proposed driveway for a construction entrance. Install a stone staging area for fueling, parking and dumpster site. 3. Install perimeter BMPs A. All silt fence as shown on the plan. B. Protect nearby storm sewer curb inlets with stone - filled or gravel - filled goetextile bags (see details on C3 and C5) or equivalent measures before disturbing soil. 4. Remove topsoil (typically the upper 4 to 6 inches of soil material) and stockpile. Locate the stockpile away from any downslope street, driveway, stream, Lake, wetland, ditch, or drainageway. Immediately after stockpiling, temporary-seed the stockpiles per notes and details. Place sediment barriers around the perimeter of any stockpiles. 5. Start soil excavation and mass earthwork. 6. Temporary seed disturbed areas that will lie dormant for 15 days while storm and sanitary is installed. 7. Install all storm sewers and structures, and implement appropriate erosion control measures as the structures become active. Inspection and maintenance of the stormwater quality control structure and storm sewer infrastructure improvements is the responsibility of the owner /developer or his designee until improvements are accepted for maintenance by local agencies. A. Install swirl chamber as a part of the construction of the storm sewer system. B. Install outlet protection when the pipe is started. C. Install inlet protection as each inlet is completed. D. Remove the sediment trap and diversion swale after the storm sewer is functional. E. Install concrete washout facility. 8. Install stone base, curbs and pavement 9. Spread the stockpiled topsoil to a depth of 4 to 6 inches over rough - graded areas. 10. Final grade and install landscaping along with stabilizing the lot with sod, seed, and /or mulch. A. Water newly seeded /sodded areas as needed to keep the soil moist. Less watering is needed once grass is 2 inches tall. Fertilize and lime accordingly to soil test results or recommendation of a seed supplier or a professional landscaping contractor. B. Spread straw mulch on newly seeded areas,. using 1 1/2 to 2 bales of straw per 1,000 square feet. 11. Maintain erosion and sediment control practices until all disturbed areas are permanently stabilized. Inspection and maintenance of all common areas or right -of -way and infrastructure improvements is the responsibility of the owner /developer or his designee until improvements are accepted for maintenance by local agencies. 12. Complete building construction. SOILS MAP = N.T.S. O ...... SOIL NOTES 1. BROOKSTON SILTY CLAY LOAM - this soil is dark colored, silty in texture and on depressional uplands. It is deep and poorly drained with moderate permiability. There is a high availablity of water for plant growth along with a high organic content. Compact till starts at a depth of 40 -60 inches. The main features which affect urban development uses are seasonal high water table, high potential for frost heave, moderate shrink -swell potential, moderate permiability, and can have ponding surface water. 2. CROSBY SILT LOAM - This soil has 0 -3 percent slopes. This soil is lightly colored, silty in texture and on sloping uplands. It is deep and somewhat poorly drained with slow permiability. There is a high availablity of water for plant growth along and a medium organic content. Compact till starts at a depth of 20 -40 inches. The main features which affect urban development uses are seasonal high water table, high potential for frost heave. moderate shrink -swell potential, and slow permiability. This site will have to be constructed to the requirements set by the City of Carmel, Hamilton County Surveyors Office, and the Hamilton County Soil & Water. The structures foundu.;on shall have spreadfootings at the column locations, grade beams around the pi tin.ctcr, and slabs on grade. The structural construction documents address the &sign of these foundations in relation to the existing soils on the site. All paved areas shall have an adequate sub -base based on these . construction documents and the soils re �ctt. This site is serviced by Clay West Regional Waste District for sanitary sewer service and Indianapolis Water for domestic water service, therefore, there are no proposed wells or septic fields planned for this project. PROPOSED LEGEND STONE BAG DAM RIP-RAP SWALE SILT FENCE LANDSCAPING SEEDING BLANKET (EROSION CONTROL BLANKET) PERMANENT SEEDING TEMPORARY SEEDING DEBRIS GUARD EROSION CONTROL BLANKET NOTES 1. All permanent slopes shall be seeded with a mixture of mulch (3000 ) 1000 lbs. 12 -12 -12 fertilizer per acre, and red fescue at the rate of 40 lbs. per acre, and 40 Ibs. blue grass per acre from March 1 to May 15 and August 10 to October 15. 2. All sediment control measures shall be installed prior to cleaning and grubbing operations and shall be maintained until permanent ground cover is established. 3. All sediment control measures shall be performed in strict accordance with the plans as approved by the Hamilton County Soil & Water and the City of Carmel. 4. The Contractor shall provide adequate erosion protection measures during construction such as, but not limited to: Siltation basins, Silt traps, Straw bale dams, Soil Cement, Mulch and Seeding, Soil Stabilization Fabric, and Jute Netting. 5. Erosion control blanket by "North American Green" (or equal). Anchor all erosion control blankets as required per manufacturer North American Green 'S 150 BN' 100 biodegradable (48 Long) Staples shall be 11 gauge U- shaped, 6 " long, and minimum 1 " crown. Drive staples vertically into ground and use (4) staples at ends of roll. For slope installation, staple along length of roll at 6 foot intervals. For swale liner, staple along length of roll at 4 foot intervals. Another row of staples shall be placed in the center of the blanket alternately spaced from staples at each side of row. 6. Any grades established between May 15 to August 10 shall provide temporary seeding consisting of 40 lbs. per acre of annual rye grass. 7. For any seeding that takes place between October 15 to March 1. either rye or wheat may be substituted and spread at 3 bushels per acre. If grains are used they shall be cut at the time of permanent seeding. Cover seed with mulch i - 1 -1/Z deep. 8. If temporary seeding is established prior to permanent seeding, the mulch may be eliminated except for exposed areas. 0810N, O ~r Z Zl,__,�11". GRAPHIC SCALE 40 0 20 40 80 IN FEET 1 inch = 40 ft 160 :i .1 E cV V I N LO 3 Cn X - < •C J_ Q (V e 0 I 0 � U') a "W z W � �QJ =Ww Ld W O W 00 Q l-1q-V 0 C/I N W F- V N No W Ce o •r i W 4J - a Z z W = Z z VQviJ J W N ME M Q < a. IL C'O O O � A W Z criw E -- H E"-' S4 O 0 t!1 t� qq4 'I Chi Z CQ O 0-4 O vAI O a Z A Z FNI ca w � W w a - W U w w w U C7 w E-+ PROD. No. 050rJ - 030 DATE 5-2 - 05 PUN COMM. REV. 9 -2ro -05 ENGINEERING 11 - 30 -Oro DRAWN BY: crw CHECKED BY: ALO SHEET r- 1 1/2' HOT ASPHALTIC CONC. SURFACE COURSE . TAC COAT - 2' HOT ASPHALTIC CONC. BINDER COURSE 6' No. 53 STONE BASE COMPACTED, WELL DRAINED SUBGRADE LIG-WT OW l' o*P>9 ALT PA4 E STS CTIO��t �1 NOT TO SCALE 1 1/2' HOT ASPHALTIC GONG. SURFACE COURSE TAC COAT 2 1/2' HOT ASPHALTIC CONC. BINDER COURSE 4' No. 53 COMPACTED STONE (USE IN PARKING 5PACES ONLY) NOT TO SCALE (USE ON MAIN DRIVES ONLY) Cc JOINT SEALANT REINFORCI , MESH I /4 Q X X - X_ X X , Q , NOTE: T"IS JOINT TO BE �■• JOINT_ SPACED AT A MAXIMUM OF 6/' L JOINT �/ TO 15' -0' SCALE: 1112' = P -0' USE A COMMON ROW of 57APLES ON ADJOINING BLANKETS S 1 4 2= t ♦ • r - • s -•r1 F- • mss• r �: s�,:s s • - s -s c -• o • USE 4 STAPLES ACROSS AT THE START OF EACH ROLL AND CONTINUE TO STAPLE THROUGHOUT THE LENGTH OF THE ROLL. (100) STAPLES MINIMUM PER ROLL. STir T IL 4 SCALE: NOT TO SCALE A MINIMUN 4' DIA. PIPE CLEANOUT SHALL BE INSTALLED WITHIN (3) FEET OF OUTSIDE BUILDING WALL A PLUG SPECIFIED BY THE PIPE MANUFACTURER SHALL BE USED TO ENSURE 100% WATERTIGHTNESS. 1/8 BEND --� -TRUNK LINE LATERAL MINIMUM SIZE= 6' 1/8 BEND BUILDING LATERAL MINIMUM . SIZE ■ 4' COMPACTION OF GRANULAR BACKFILL IS CRITICAL UNDER WYE AND BEND. IF PROPER COMPACTION CANNOT BE ACHIEVED, PLACE A MIN. OF 6' OF CLASS B CONCRETE AROUND 1/8 BEND. 3' FROM - - DATE BUILDING REV. (TYP) SERVICE WYE C.I. CLEANOUT W/ ADJUSTABLE HOUSING FORD METER BOX CO. FERRULE W/ COUNTERSUNK PLUG 4 DRAWN BY: ROUND G.I. VANDALPROOF COVER TYPE X , 043 SINGLE LID, PAYING MESH COVER FOR 20' RISER 6x6 - W2.9xW2.9 COVERS FIN. GRADE UA1.F FOR 24' RISER 4' DEPTH 8' (MIN.) I' G.I. LOCATOR 8' (MIN.) ROD OR MAG- PLAN VIEW NETIC TAPE YOKE INSTALLED PER STRUCTURAL CONCRETE SECTION 102 -C 45' LONG SWEEP RIGHT -OF -WAY BEND LINE J FORD METER BOX CO. 30 MIN. F4LL= VALVES 114' PER FOOT Y - BRANCH W STRUCTURAL CONCRETE ENCASEMENT BELL HOLES SHALL BE ALL AROUND ELEVATION PROVIDED UNDER PIPE MATERIAL SERVICE LINE •B•EDDING LA / MUL i. OM CT I 51 CLEA O T (LESS THAN 15' DEEP) NOT TO SCALE C rj BAGS OVERLAP ONTO THE CURB I. Fill geotextile bags approximately half full with 2 to 3 Inch stone or mulch 2. At a position downelope of the lot and upslope of the Inlet, lay bags tightly in a row curving upslope from curb and away from Inlet. 3. Overlap bags onto the curb and extend a minimum of 3 feet Into the street. 4. For additional layers, overlap bags with the row beneath, and leave one -bag gap In the middle of the top row to serve as a spillway. 5. Place bags In an arc around curb Inlets that are In a sump position. 6. Set up safety /traffic barriers to keep vehicles from hitting bags, causing possible Injury, 1. Inspect and repair as needed, and remove any accumulated sediments after every storm. GAPS BETWEEN BAGS ACTS AS A SPILLWAY r�urvvrr CLIRa- INLET STOW SAG DETAIL NOT TO SCALE STORM INLkT SAD 11" LENT TRAP NOTES SEAM TRAP SHALL BE CLEANED OUT WHEN MATERIAL 1312' DEEP. TRAP SHALL BE NSTALLED WHEN TF#c CATCH BASIN IS INSTALLED AND SHALL RE►,tM UNTIL PEFUAN- ENT SURFACE Iv .1.4 AL-LED. 2:1 SLOPE OR LESS ON ALL SIDES EX 1. 32' T. O. C. NEENAH IRON GUTTER INLET FRAME AND GRATE INVERT R. C. P. 03 BARS * 12' O.C. EACH WAY NOTE: USE INDEPENDENT CONCRETE PIPE CORP. INLET TYPE A OR EQUAL. C T04 IN - -- /007� NOT TO SCALE ASPHALT PAVEMENT REPAIR PVMT. IF NEC, IM APPROPRIATE FILL (DEPENDENT ON / \ \\�/ \ (2) 04 BARS CONT. 6' BASED ON D.CAM. STANDARD DETAILS 12-02,12-03,12-04 4 14 -01 Ct.0 TE DETAIL 8 NOT TO SCALE CtJ. NOTES: I. WHERE SIDEWALK 15 CONSTRUCTED IMMEDIATELY ADJACENT TO CURB, THE SURFACE OF THE SIDEWALK SHALL BE CONSTRUCTED V2' HIGHER THAN THE CURB. 2. TRANSVERSE JOINTS SHALL BE CUT WITH A JOINTER HAVING A RADIUS OF �,4' AT 6' -0' SPACING AND 46' -0' BETWEEN EXPANSION JOINTS. (POR SIDEWALK ONLY) 3. SUBGRADE UNDER ALL CURB, SIDEWALK AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 201102 OF THE STANDARDS SPECIFICATIONS. 4. WHERE SIDEWALK IS CONSTRUCTED ADJACENT TO CURB, THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REQUIRED ELEVATION AND COMPACTED IN LAYERS NOT TO EXCEED 6'. 5. WHEN BUILT IN CONJUNCTION WITH CONCRETE PAVEMENT, EXPANSION AND CONTRACTION JOINTS SHOULD BE PLACED AT THE SAME LOCATIONS AS IN THE PAVEMENT SLAB. THE CURB AND GUTTER SHOULD BE TIED TO THE PAVEMENT BY 04 DEFORMED RE -BAR AT X -0' oz. IF NO CONCRETE PAVEMENT IS BEND BUILT, AT THE TIME, THE CURB IS CONSTRUCTED, EXPANSION JOINTS SHALL BE PLACED AT THE ENDS OF ALL RADII AND AT INTERVALS NOT TO EXCEED 100'. CONTRACTION JOINTS SHALL BE PLACED AT 20' oz. PROVIDE TRANSITION BETWEEN STABILIZED CONSTRUCTION ENTRANCE AND 0 0 00000000 a 00000000 0 00000000 0 00000000 0 00000000 00000000 ° 00000000 00000000 T.G. ELEVATION SLOPE 114% EENAH R -3286 OR R- 3180 -8V NEENAH R- --NEENAH R -3405 OR EG'JAL AVEMENT A'�EMENT T.C. ELEv. T -C. ELEV. FAVED '4 STANDING OJR5 SOLID LID CONTRACTOR SHALL INSPECT Al STORM SEWER GRATES EACH DAY TO INSURE THERE IS NO BUILD-UP OF SILT N STRUCTURE OR SEWER WE ALL STORM SEWER CASTINGS SFU1L1. BE LABELED 'DUMP NO WASTE - DRAINS TO WATERINKAr STOW? ft%ZR Co"Tlwla NOT TO SCALE CONTROL JOINT D/3 6x6 - 10/10 U.W.F. ASPHALT PAVEMENT 4' CONC. SLAB WIT" BROOM FIN&H 6' - - - 3/4' R - -X x RUNOFF OR EQUAL XN 4' GRANULAR FILL /� \ //\ .- n CONTRACTOR MAY SUB- . STITUTE NYCON' FIBER _ RENFORCIJG MIX DESIGN D _ - TO BE FORIUARDED TO ENGINEER FOR APPROVAL 6' L TRANSVERSE JOINT$ SHILL BE CUT WITH A JOINTER WAV14G A RADIUS OF 1/4' AT V-0' SPACING AND 48' -0' BETLLEEN EFANSION JOINTS. 2. SUBGRADE UNDER ALLCURB, SIDEWALK AND DRIVES SMALL BE COMPACTED N ACCORDANCE WITH THE STANDARD SFCFICATIONS. 3. WHERE SIDEWALK IS CNSTRUCTED ADJACENT TO CURB, THE SPACE BEHIND THE CURB SMALL BE FILLED WITH SUITABfE MATERIAL TO TIC REQUIRED ELEVATION AND COMPACTED N LAYERS NOT TO EXCEED 61. 4. WHEN BUILT IN CONJUNCION WITH CONCRETE PAVEMENT, EXPANSION AND CONTRACTION JOINTS SHOULD BE PLACED AM4E SAME LOCATIONS AS IN THE PAVEMENT SLAB. THE CURB AND GUTTER SHOULD BE TIED TO TM PAVEMENT BY 04 DEFORMED RE -BAR AT Y -0' ac. P NO CONCRETE PAVEMENT 15 BEND SUIT, AT THE TIME, TWE CURB 15 CONSTRUCTED, EXPANSION JOINTS SHALL BE PLACED AT THE EN3 OF ALL RADII AND AT INTERVALS NOT TO EXCEED 100'. COI.ITRACTICN JOINTS SHALL BE PLACID AT 20' ac. CONCF TE UljdU.K DETAIL ll NOT TO SCALE (FOR SIDEWALK ONL 1') Ct, MINIMUM OF (o' TOPSOIL OVER EXCAVATION TO ENSURE GROUNDCOVER GROWTH OQ S� REGULAR BACKFILL � �� 08 CRUSHED STONE OR APPROVED EQUAL CLASS I BEDDING MATERIAL HAND TAMPED OR WALKED INTO PLACE \ // ,\ Zllz NOTE: ALL BEDDING 4 INITIAL BACKFILL SHALL BE INSTALLED IN Co' - 12' BALANCED LIFTS 125 OD +i2' A MINIMUM V OF CLEARANCE SHALL BE PROVIDED ON EACH 7'.A SIDE OF THE INSTALLED PIPE T I b+i �r P/ 1"� J I L (MORE THAN 5' FROM PYMT.) I2 NOT TO SCALE 7 MINMUM OF (o' TOPSOIL OVER EXCAVATION TO aNSURE GROUNDCOVER GROWTH 'B' BORROW OR EQUAL GRANULAR MATERIAL, COMPACTED TO e5 % STANDARD PROCTOR DENSITY 08 CRUSHED STONE OR APPROVED EQUAL CLASS I BEDDING MATERIAL HAND TAMPED OR WALKED INTO PLACE ,\ \\ NOTE: ALL BEDDING 4 INITIAL BACKFILL SHALL BE INSTALLED IN 6' - 12' BALANCED LIFTS A MINIMUM S' OF CLEARANCE 1.25 O.D. +12' SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE @am L T I r l i./> � Tt I (W 11- 5' OF PAVEMENT) r13 Nor 70 SCALE NOTES: 1, 1' - 2 I/2' CRUSHED STONE, NOT LESS THAN FULL WIDTH OF INGRESS AND EGRESS. 2. WHEN NECESSARY, WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTRANCE ONTO PUBLIC RIGHT -OF -WAY. IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT TRAP. 3, THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO EXISTING ROADWAY. ALL SEDIMENT SPILLED, TRACKED, OR DROPPED ONTO PUBLIC RIGHT - OF -WAY MUST BE REMOVED IMMEDIATELY. STA15IL IZED CCNSTR=TION EXIT 9 NOT TO SCALE (USE ONLY WHEN EXISTING ORIVEWAr IS REMOVED) Clj SILT FENCE SHALL BE NSTALLFD BEFORE EARTH MOVING ACTIVITIES TAKEPLACE AND SHALL REMAIN UNTIL PE &W- ENT SEEDING HAS TAKEN HOLD CC+ TRACTOR SHALL INSPECT FENCES DALY TO INSURE SEDIMENT IS NOT BMRM WATERWAYS OR SEWEfSS. ALL SILT FENCES ARE TO BE PLACED AT TOE OF SLOPE 4 PERIMETER OF GRADING AREA EXCAVATE 4' x 4' TRENCH UPSLOPE E ALONG POSTS 9 FENCE POSTS �- ATTACH FILTER FABRIC TO WIRE FENCE 4 EXTEND IT INTO TRENCH �-- STAPLE WIRE FENCING TO FENCE POSTS ( BACKFILL 4 COMPACT • EXCAVATED SOIL GRADE INTO TRENCH) NOTES: I. SEDIMENT 5PAL. EE REMOVED AND TRAP RESTORED TO ITS ORIGINAL DMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED T.) 112 THE DESIGN DEPTH OF THE TRAP. SILT FENCE D#=T,4IL rl 4 NOT TO SCALE C t,. W m W 0 cA 8 PARKING LOT ITEM DATE 1 METERS REV. 3/4' METERS REV. FORD METER BOX CO. FORD METER BOX CO. DRAWN BY: TYPE X, 03 SINGLE LID, TYPE X , 043 SINGLE LID, METER PIT COVER FOR 20' RISER W /ADAPTER RING COVE COVERS 4' DEPTH 4 II -1/2' t LID. FOR 24' RISER 4' DEPTH '-* a) t\ LO J.. 13 -1/2' DIA. LID. PIT 20' OLOC RISER 24' SONOLOC RISER YOKE FORD METER BOX CO. FORD METER BOX CO. X Q •C 504 YOKE FOR I' METER U_ 503 YOKE FOR 3/4 METER J FORD METER BOX CO. FORD METER BOX CO. VALVES ANGLE 4 COMPRESSION ANGLE t COMPRESSION W VALVES FOR COPPER TUBING. VALVES FOR IRON TUBING. RISER SIZE I' FOR 3/4' METER 1-1/4' FOR I' METER SERVICE LINE 1 1/2' FOR (2) w SIZE 314' METERS 2' FOR (2) 1' METERS ITEMS: 1. METER FURNISHED 4 SET BY I.W.G. INLET TT( 2. YOKE INCLUDING ANGLE COMPRESSION OUTLET VALVES FURNISHED TO PLUMBER BY I W.C. FROM MAIN 3. ALL SERVICE LINES MUST HAVE 4 -1/2 FT. OF CUSTOMER COVER REGARDLESS OF THE WATER MAIN DEPTH. 4. LOCATE METER PIT WITHIN 12' OF PROPERTY LINE THE LOCATION MUST BE ACCESSIBLE AND IN A LEVEL PLACE. 5. THE PITS SHALL NOT BE LOCATED IN A DRIVEWAY. D Al SEWICE LINE INSTALLATION 0 SETTING NOT TO SCALE WHEELCHAIR RAMP 3' -0' MIN. 1,0. (FOR DUAL 3/4' $ P ME 'ERS IN PITS) 5' -0' TOP OF CURB 46' +0' 04EELCNAIR Ro - NOT TO SCALE CONCRETE RAMP 4 APRONS RIBBED TEXTURE ON SL DPE OF RAMP 6' STRIPES COLOR AS PER SPECS. 30' MINIMUM HE INSTALL (4) 6' STEEL FENCE POSTS RE MESH ASKET ALL SILT ;E MATERIAL 1ESW SECURE POSTS TO INSIDE OF PANEL POSTS POSTS IS CUJARO l Mm�mmmlk. La i , I �» • , I I I I I'� -CHAIN LINK GATE FRAME W/ 1X6 PT APPLIED VERTICALLY PRIME I COAT, PAINT 2 COATS (MATCH COLOR TO BLDG.) 4' DIA GALV. STEEL POST ANCHORED IN CONC. FOOTING SLIDE ACTION BOLT BY STANLEY CD 1009 CANE BOLT BY STANLEY CD 1211 GRADE OR PAVING • '° CONCRETE SLAB.• :' ; 2' -0' 8' ONC. FOUNDATION 03 BARS • 12' EACH WAY, 3' MIN. COVER BOTTOM, 2' MIN. COVER TOP (2) •6 BARS V -6' LONG is 3' O.G. ' .4 SECTION AI 8 �I -OR D Pyl ER PAO OETA1L S�GtION - 18 NOT TO SCALE L Do Is No, 29500.025 STATE OF • o • ••NDIA��:•'0� 8u rV PRW. No. 0506-030 DATE 8 -2 -05 REV. 6 -30 -05 REV. -9!!4 DRAWN BY: Crw CHECKED BY: (D E to SHEET N 0 _6 o '-* a) t\ LO J.. n w TT� V1 M 110 to � X Q •C U_ J n� M wy W N to ' •�.l C: 1 O cD w Q w � r�, Y�a v�o .CQ W Z W 0 - WZ vj O= 0 UJ M V 1,JJ(00< I-C-tov N 0 V) N W U cn No � W IX 040 •_t F' W Z _ZDz 0 7- z< L) Vi £: X J N CL • n M O C\2 WCn O � Z W A z H C) O O a E � A �9 Z C�3 O ato 141' CAS � OO w U � �� W H a �3 W � W U W U U W a � 0� I� LM Q ^ M 111 �a 0-4 PRW. No. 0506-030 DATE 8 -2 -05 REV. 6 -30 -05 REV. DRAWN BY: Crw CHECKED BY: ALE) SHEET TYPICAL SANITARY SEWER SPECIFICATIONS TO BE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT REVISED MAY 2002 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 12454B. 3. PVC sewer fittings shall conform to the requirements of ASTM D- 3034 -89 specification. Fittings in sizes through 8" shall be molded in one piece with elastomeric joints and minimum socket depths as specified in sections 6.2 and 7.3.2. Fittings 10" and larger shall be molded or fabricated in accordance with section 7.11 with manufacturers standard pipe bells and gaskets. Wail thickness of fittings shall be SDR 26 as defined in section 7.4.1 of specifications. Gaskets for elastomeric joints shall be molded with a minimum crosssectional area of 0.20 square inches and conform to ASTM F -477 specification. Fittings shall be manufactured by Harco or equal. 4. All sanitary manholes shall be precast concrete manholes in accordance with ASTM C -478 and Section 720. 0 -rings shall conform to C -443. Kent Seal or equivalent shall also be applied to all joints and between riser rings and castings. Manhole step spacing shall be no more than 16- inches. Manholes shall be air tested for leakage in accordance with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. A. Installation and operation of vacuum equipment and indicating devices must be in accordance with manufacturers recommendations and performance specifications which have been provided by the manufacturer and accepted by the Engineer. The vacuum equipment must be capable of testing the entire manhole, including the casting and riser rings. B. With the vacuum tester set in place: 1. Connect the vacuum pump to the outlet port with the valve open. 2. Draw a vacuum of ten (10) inches of Hg. and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a Manhole Depth Pressure Change of 1 Inch Hg 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add on additional fifteen (15) seconds and for manholes six (6) feet in diameter, add an additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet, the Engineer will determine the applicable minimum elapsed time. D. If the manhole fails the test, necessary repairs must be made and the vacuum test and repairs must be repeated until the manhole passes the test. E. If manhole joint sealants are pulled out during the vacuum test, the manhole must be disassembled and the joint sealants replaced. F. Manholes will be subject to visual inspection with all visual leaks being repaired. 5. Butyl rubber coating shall be applied around each manhole joint from 6- inches above to 6- inches below each joint. The appropriate primer shall be applied prior to applying the rubber coating. Inside joints to be filled with precoat plug material. 0 6. The manhole chimneys, including all riser rings shall be sealed using Infi - Shield Uniband or approved equal. Prior to placement, the top 4- inches of the manhole cone and casting frame shall be cleaned and primed. The Uniband shall extend from 3- inches below the top of the cone section to 2- inches over the flange of the manhole casting frame. 7. The casting elevations are set by plan. However, the castings are to be adjusted in the field by the Engineers representative should a discrepancy occur between plan grade and existing grade. New manhole ring and cover shall be installed to establish grade. Maximum height of adjusting rings shall be 12- inches. 8. Backfill around all structures and all cuts under paved areab with granular material. Trenches opening within 5 -feet of paved roadways shall be backfilled with granular material in accordance with Section 211. Backfill under sidewalks shall be granular, unless the walks are constructed a minimum of 6 months after backfill has been in place. 9. The Contractor shall be responsible for verifying that all state highways, city, and county permits have been obtained by the developer prior to start of construction. 10. The Contractor shall be required to furnish the developer's Engineer with a set of prints, marked in red pencil, showing actual sewer location and invert, to include lateral location, depth and length. Such asbuilt prints must be received by the Engineer before the final contract payment can be authorized. The sanitary sewer laterals and stubs termination shall be indicated on the surface with a metal fence post set immediately above the said termination point. 11. All sanitary sewer lines upon completion will be required to pass a low pressure air test. Said test shall be conducted according to ASTM 1417 -92, and shall be witnessed by an Engineer and a representative of the District. The testing shall be in accordance with Table 1. Add 0.5 psig for each foot of water above the sewer line bung tested. 12. Deflection tests shall be performed on all flexible* pipe after the final backfill has been in place at least 30 days. No pipe shall exceed a vertical deflection of 5% deflection test results. ( *The following are considered non - flexible pipes: concrete pipe, ductile iron pipe, and cast iron pipe). The deflection test shall be performed with a nine -paint mandrel. Proving rings shall be available. The deflection testing shall be conducted using a mandrel that is 95 percent of the inside diameter of the pipe being tested, and that the mandrel be pulled by hand. 13. All mandrel testing shall be observed by a professional engineer representative for certification and a representative of the District. 14. The ends of laterals are to be plugged tight with a braced plastic disc or cap capable of withstanding a low pressure air test without leakage. 15. Bedding for flexible pipe shall be No. 8 crushed stone from 6- inches below the pipe to 12- inches above the pipe. Bedding for rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe to the spring line of the pipe and from this point to 12- inches above shall be fill sand or equivalent. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water and sewer line crossings and separations shall be in accordance with 327 IAC 3 -6 -9. The minimum vertical seperation distance shall be 18 inches and the minimum horizontal seperation distance shall be 10 feet. If it is necessary to install the sewer within 10 feet of the water main, or laterals the sewer shall be water works grade ductile iron pipe with mechanical joints or SDR21 (class 200 psi or higher) PVC pressure pipe with compression fittings. 17. Trench shall be opened sufficiently ahead of pipe laying to reveal obstruction, and shall been properly protected and /or barricaded when left unattended. 18. No water shall be permitted to flow into the sanitary sewer system during construction.. Contractor shall utilize a pump to keep the water level below the pipe. Pump discharge shall be directed to a storm outlet in accordance with state and federal laws and regulations (327 IAC 3- 6 -20). Any pipe entering existing sewers shall be plugged with screw type mechanical, braced plug until such time as all tests on the sewers have been completed and the lines have passed all punch lists. 19. All sewer laterals installed by the mainline Contractor shall be bedded the same as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing any testing on the sewer. 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting R 1642A or equal) and be self - sealing type. The casting flange shall be 34 inches and the clear opening shall be 24 inches. Waterproof castings shall be Neenah R- 1916 -F1 and stamped SANITARY SEWER. 22. The minimum slope for sewer acceptance by the Clay Township Regional Waste District are: Size of Pipe Minimum Constructed Slope 8 -inch 0.40; 10 -inch 0.287 12 -inch 0.22% 15 -inch 0.15% 18 -inch 0.12% 23. The Contractor shall provide measurements of the slope of the sewer for each manhole section as construction progresses. Such measurements shall be certified by a Registered Land Surveyor or Engineer and be available on -site for observation by the District's Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24. In the event the Contractor does not meet the minimum slopes, the sewer section and any other affected sewer sections sham he reconstructed to meet such rrrrnrrrrum slopes. 25. Laterals are to be traced with a minimum size of 14 gauge wire from the wye to the terminus. The contractor for the building or home will extend the wire from this terminus to the building cleanout adjacent to the building. Pipe Pipe Minimum Length for far Time for Time fair TABLE I Diameter In. fin. Time, • mints min: s Minimum Time,- ft Longer Length, S TABLE I MINIMUM SPECIFIED TIME REQUIRED FORA 1.0 psig 15u ft � 200 ft 250 ft 300 2s0 � 350 ft 400 ft 450 ft 450 DROP FOR SIZE AND LENGTH OF'PIPE INDICATED 3:48 597 59? 0.360 L L 3:46 3;4� 3:46 3 :4� 3:46 3:46 3:46 3.4d 146 3:46 6 � 5:40 5.40 386 0.854 L 0.854 L 5:40 5:40 5.-40 5:40 5:40____ 5:40 5:42 6:24 8 � 7-034 298 298 1.520 L L 734 7:34 7:34 '7:34 7:34 7:34 7.34 7:34 74-36 ` 8:52 5:52 10:08 1 ]:24 11:24 10 i � 8,26 . 239 2374 L 2.3 74 L 928 9:28 9:28 9:28 9:28 9:25 � 9:63 11: 52 ��. 13:51 15:49 15.49 . 17. 48 12 12 16 1� 1 � 21 21 24-- 2 ! 30 3 0 33 38 � s 11 :20 11:20 14:10 14:10 17:00 17:00 19:150 22:40 � 22 :40 25:30 28:20 310-10 34:00 34 :00 199 ]58 15S 133 133 I14 114 89 89 88 88 80 8Q 72 72 86 s� 3.418 L 3.418 L 5.3,42 E L 7.682 E L 10.470E 10.470 L 13.674 L L 17.306 L 21-3-88 L L 25.852E 25.852 L 30.788 E L 11.-20 14:10 14:10 17-00 18:60 22:47 22:47 28:51 96:37 96:3 7 49:05 49:05 61:17 1120 1.1:20 1124 1.1:24 14: 75 17:05 15 17.05 19:58 19._58 - 22:47 22.47 25-38 17:48 25:3 8 8 34:54 45:34 45.34 57:41 71:13 7 � .1 � 88:70 SS .1 Q 02-012 31:09 31.09 44-52 61:00 79:46 79.46 100:57 124:38 150:43 35:36 35.36 51.16 69:48 91:10 115:22 1420-25 172:21 172.21 179:29 205:07 230:46 1 _E --- Pipe Pipe Minimum Length for far Time for Time fair Diameter In. fin. Time, • mints min: s Minimum Time,- ft Longer Length, S ` Specification Time forLength (L) Shown, minx rnlr� :s . 100 � 100 ft 15u ft � 200 ft 250 ft 300 2s0 � 350 ft 400 ft 450 ft 450 4 4 3:48 597 59? 0.360 L L 3:46 3;4� 3:46 3 :4� 3:46 3:46 3:46 3.4d 146 3:46 6 � 5:40 5.40 386 0.854 L 0.854 L 5:40 5:40 5.-40 5:40 5:40____ 5:40 5:42 6:24 8 � 7-034 298 298 1.520 L L 734 7:34 7:34 '7:34 7:34 7:34 7.34 7:34 74-36 ` 8:52 5:52 10:08 1 ]:24 11:24 10 i � 8,26 . 239 2374 L 2.3 74 L 928 9:28 9:28 9:28 9:28 9:25 � 9:63 11: 52 ��. 13:51 15:49 15.49 . 17. 48 12 12 16 1� 1 � 21 21 24-- 2 ! 30 3 0 33 38 � s 11 :20 11:20 14:10 14:10 17:00 17:00 19:150 22:40 � 22 :40 25:30 28:20 310-10 34:00 34 :00 199 ]58 15S 133 133 I14 114 89 89 88 88 80 8Q 72 72 86 s� 3.418 L 3.418 L 5.3,42 E L 7.682 E L 10.470E 10.470 L 13.674 L L 17.306 L 21-3-88 L L 25.852E 25.852 L 30.788 E L 11.-20 14:10 14:10 17-00 18:60 22:47 22:47 28:51 96:37 96:3 7 49:05 49:05 61:17 1120 1.1:20 1124 1.1:24 14: 75 17:05 15 17.05 19:58 19._58 - 22:47 22.47 25-38 14:10 14:10 19:]3 19:13 26:10 34:11 34:11 43:16 53:26 64:38 64:38 � 76.55 17:48 25:3 8 8 34:54 45:34 45.34 57:41 71:13 7 � .1 � 88:70 SS .1 Q 02-012 22.15 22:15 26:42 32:03 2627 26.27 � 43:37 5221 43.3? 52.21 56:58 6822 56.58 X8.22 72:07 86:32 .89.02 89:02 108:50 107.•49 107:49 1,29:18 28:12 15-": 80 128.12 .�80 31:09 31.09 44-52 61:00 79:46 79.46 100:57 124:38 150:43 35:36 35.36 51.16 69:48 91:10 115:22 1420-25 172:21 172.21 40:04 40.04 57&41 . 78:3] 18.31 127 . 129:48 1.29.45 133 193:53 179:29 205:07 230:46 MH Fr Neenc Manhole Steps 9 4 Rubber Gasket Join A.S.T.M. C443 A.S.T.M. 0478 Reinf. Conc. Manhole Secti Note: Lift Holes Shall Be Filled In Wi For Precast Inverts 1" Approx. Opening Pipe And Channel i At Penetration MINIMUM OF 6" Size No. 8 Crusl^ METAL RISER RING (NEENAH R- 1979 -M1, M2, OR M3 AS APPLICABLE)_, THEW SURFACE•' (3" MAX. DEPTH) TOP OF CASTING SHALL BE 1/4 " BELOW NEW PAVEMENT AT THE HIGHEST POINT. ( -1 /4" TOLERANCE IS ACCEPTABLE) "-ONE ROW OF KENT SEAL DETAIL A TOP OF CASTING SHALL BE 1 4" BELOW NEW PAVEMENT AT THE HIGHEST POINT. (-1/4 '• TOLERANCE IS ACCEPTABLE) EW SURFACE - } TOTAL NEW EW BINDER . a ; a . SURFACE GREATER -��- THAN 3 INCHES EXISTING SURFACE • . RECAST CONC. ADJUSTING RING AS REQUIRED INFISHIELD "UNI- BAND" HIGH EARLY STRENGTH DETAIL B CONCRETE. (TYPE 111A CEMENT) MANHOLE DOUBLE ROW OF KENT SEAL f 10. Mt4_ ISON V9__1 W� NOTE: BUTYL RUBBER BASE EXTERIOR BACKPLASTER MATERIAL. 1/4 " MINIMUN THICKNESS FROM 2" BELOW TOP OF CONE TO CASTING, 5EE ADJUSTING RING DETAIL 1 /C6 to .e C478 - Section xible Joints Seal (Price Joint (Interpace Seal (U.S. )r Equal. Note: Preformed Bitumen Seals, Kent Seal Or Equal, May Be Used Between Adjusting Rings In Lieu Of Mortar CLAY TOWNSHIP REGIONAL WASTE DISTRICT SUM MARY OF LATERAL INSTALLATION REQUIREMENTS 1. All houses, N-:il'}ngs, etc., shall connect to the District's sanitary sewer system within 90 days of notice providing a sewer is within 300 feet for Hamilton County or 100 feet for Boone County of the property line. Only one building may connect to the surer main per . lateral unless otherwise approved by the District. 2. No foundation or other storm water drains shall be interconnected to the sewer lateral installed and connected to the District's sanitary sewer. 3. The existing sewer line from the building to the septic tank may only be used if it is located under a building addition, patio, porch or paved driveway. Air test is required to show if acceptable for re -use. The property owner shall bear the cost of all testing. The District inspector must be onsite for the duration of the air test. 4. The owner or contractor shall notify the District prior to covering the installed lateral so that the District can make an inspection to determine compliance with the District's sewer use ordinance. Such notification shall be made 24 hours prior to the need for inspection. If the inspection fails and a second inspection is required, or contractor is not on site for scheduled inspection, or fails to cancel inspection, an additional fee of $75.00 will be due. This must be paid prior to the time of the follow -up inspection. 5. Property owners are hereby advised that the County Board of Health regulates the operation and maintenance of private sewer disposal (septic) systems. The County Ordinance provides in part that, upon connection to a public sewer, a septic tank " ?shall be abandoned and filled with earthen material in a safe and sanitary manner." Please contact the appropriate County Board of Health for further information. 6. Acceptable. Pipe Materials PVC PIPE: SDR 35, ASTM D -3034, SIX INCH PIPE PVC PIPE: SDR 21, ASTM D -241, SIX INCH PIPE GASKETS JOINTS ASTM D3212 GASKETS ASTM F -4 77 FITTINGS- SDR -26 DUCTILE IRON MECHANICAL COUPLING WITH PROPER FITTINGS. CLEAN OUTS TO BE LOCATED THREE FEET WITHIN THE FOUNDATION AND NO MORE THAN 300 FEET APART 7. Bedding: Use fill sand or Number 8, 9 or 11 stone Fill material is to be placed from 6 inches below to 6 inches above the pipe The trench should be a minimum of 18 inches wide 8. Laterals shall be installed no closer than 20 feet from water wells unless PVC pressure grade pipe is used meeting SDR 21 and ASTM D -2241. Any proposed installation requiring pressure pipe shall be reviewed and accepted by the District and the District's engineer prior to installation. 9. Where a transition is made between SDR 35 pipe and pressure grade SDR 21 pipe, a ductile iron gasketed mechanical coupling shall be used. . 10. Laterals shall terminate within 3 feet of the building unless the conditions in Item #3 above are met. No glued pipe shall be installed outside of building foundation walls. 11. Additional information on District standards and specifications may be obtained from the District's office during business hours of 8:00 am to 5:00 pm Monday through Friday. All District standards can be located on our web site at <http : / /www.ctrwd.org / >. Clay Township Regional Waste District 10701 North College Avenue, Suite A Indianapolis, Indiana 46280 Phone: 844 -9200 Fax 844 -9203 12. Septic effluent shell not be pumped out into the sanitary sewer system. 13. The District shall inspect ALL laterals. Please call the District office at 844 -9200 24 hours prior to time of inspection. 14. Contractors shall lay 14 gauge- stranded wire the entire length of the lateral. Wire is to be placed on top of the lateral. The District inspector will verify placement of the wire. After inspection, bedding is to be placed on top. 15. Call before you dig: IUPPS 1 --800- 382 -5544, 48 hours prior to digging. PROJ. No. 0506-030 DATE REV. REV. DRAWN BY: CPW CHECKED BY: N.D SHEET : STORMWATER POLLUTION PREVENTION PLAN NOTES Al Plan Index Provided on the Cover sheet A2 11" x 17" situation plan denoting lot numbers, boundaries, and streets is provided on the attached information. A3 Project Type: 40 Brownstone Units in 10 buildings with parking and on a 4.993 Acre site. A4 Vicinity Map: Denoted on Cover Sheet A5 Legal Description of Project Site: See attached Primary Plat and /or Cover Sheet. A6 Location of all lots and proposed site improvements: See Sheets C 1 to L1. A7 14 Digit Hydrologic Unit Code: 05120201090040 A8 State or Federal water quality permits: IDEM Rule 5 A9 For specific points., where stormwater discharge will leave the site: The Northeast corner of the site at the 12 RCP outlet, into Carmel Creek along the West side of the bank for the West side of the project. A stormwater control structure will be installed on the East side of the creek with an inlet on the Northwest corner and an outlet control structure on the Southwest side of the pond. see ate Deve)opment Plan Sheet C4 for more detaif. A10 For location of all wetlands, lakes and water courses on and adjacent to site: B graphic plotting the above described real estate does not lie within a delineated Wetland per U.S. Department of Interior Wetland Inventory Map, of the Carmel Quad, effective date 1990. See Site Development Plan Sheet C4 for more detail. All Receiving Waters: Carmel Creek and the White River Al2 Identification of potential discharges to groundwater: none found on the site A13 100 Year Floodplains, Floodways and Flood Fringes- The subject property does not lie within a known flood plain (Zone X) per FEMA Flood Insurance Rate Map No. 18057C 0209E effective date February 19, 2003. A14 Pre - Construction and Post Construction Peak Discharge: 10 year Pre - Construction Peak Discharge = 6 CFS 100 Post Construction Peak Discharge = 11 CFS A15 Adjacent Land Use (see Stormwater Pollution Prevention Plan - PreConstruction Plan Sheet C2 for more information): North: (Residential property) South: (Vacant) East: (Carmel Science & Technology Park) West: (Guilford Road) A16 Locations and approximate boundaries of all disturbed areas: See Sheets 1 - 4 for locations: A17 Identification of existing vegetative cover: See Topographic Survey A18 Soils Map including descriptions and limitations: See Sheet 1 for soils map, description and limitations. P P A19 Locations, size and dimensions of proposed stormwater systems: See Site Develo Plan Sheet 3 for proposed storm sewer system. pment A20 Locations, size and dimensions of any proposed off -site construction activities associated with this project: (None) A21 Locations of Soil Stockpiles: All topsoil stockpiles are temporary, since the topsoil will be spread around the site to promote the growth of grass in all landscaped areas. A22 Existing site topography: See Sheet 1 for existing site topography. A23 Proposed final topography: See Site Development Plan Sheet 3 for proposed site grading and drainage patterns. 9 9 81 Description of potential pollutants sources associated with the construction activities: Silt and sediment from exposed soils, leaves, mulch vehicular sources such as leaking fuel or oil, brake fluid, brake dust, trash, debris, biological agents found in trash, fertilizers, herbicides, pesticides, acid rain, lime dust, and concrete washout. B2 Sequencing of stormwater quality implementation relative to land disturbance activities: This plan has been created in an effort to eliminate sediment from leaving the Guilford Reserve project during construction protecting the adjoining properties and the Carmel C reek) PRECONSTRUCTION ACTIVITIES 1. Call the Indiana Underground Plant Protection Systems, Inc. ( "Holey Mole at 1- 800 - 382 -5544 to check the location of any existing utilities. The should b two working days before construction takes place. y e notified 2. An orange construction fence shall be constructed along the perimeter of an tree preservation areas prior to any earth moving. Y 3. A silt fence shall be installed at the edges of the for any stormwater runoff. Potential areas are identified project based t on here there is potential the areas of the frontage along Guildford Road and Carmel Creek, existing rot cttoimo important in and associated root zones. Evaluate existing vegetation suitable for use as filter strips talon the North, South, East and West boundaries. P g 4. Maintain a 10' minimum grass filter strip along the Northern, Southern, and Eastern boundary. 5. A construction entrance shall be placed per the plan location. 6. Establish construction staging area for equipment and vehicles as for from detention ponds and swales as possible. 7. Establish onsite location for owner /operator /contractor placement of approved lans and Rule 5 NOI and Rule 5 inspection documentation. P CONSTRUCTION ACTIVITIES: 1. Once erosion and sediment control measures are in place, begin land clearing followed immediately by rough grading. Do not leave large areas unprotected for more than 15 do Rule 5 requires that all disturbed areas that potentially will be idle for 15 days or more w II be stabilized (seeded, mulched, etc.) immediately. . 2. During mass grading, final grade, and seed pond banks, landscape berms, common ar and swales immediately after grading is completed. ens 3. Upon completion of mass grading, install sanitary and storm sewers. As storm sewers are constructed, install inlet protection measures. Install riprop upon completion of end section installation. Install the stormwater quality structure in accordance with manufacturer's specifications. cturer s 4. Install rock check dams as indicated per plans and details. 5. Once pavement and curbs are in place, install inlet sediment barriers. 6. Once the structures are installed in place, install temporary seeding and maintain all erosion control practices until final seeding and landscaping is installed. 7. Once inlet protection is in place, final grade all areas. Upon completion of all radin verify depth of pond per plan requirement, dredge. as needed. g g' 83 Stable construction entrance location(s) and specifications. See Stormwater Pollution 1 Prevention Plan Sheet 4 for location and Sheet 5 for construction entrance specifications, details and E34 Sediment control measures for sheet flow areas: See Erosion Control Plan Sheet 4 for locations of sediment control measurers and Sheet 5 construction details and specifications. 85 Sediment control measures for concentrated flow areas: See Erosion Control Plan Sheet 4 for locations of sediment control measures and Sheet 5 construction details and specifications. 86 Storm sewer inlet protection measures, locations, and specifications: See Erosion Control Plan Sheet 4 for locations of inlet protection measures and Sheet 5 construction details and specifications. 87 Runoff control measures: See Grading Plan sheet 3 and Erosion for locations of on Control Plan Sheet 4 runoff control measures and Sheet 5 construction details 68 Stormwater outlet protection specifications: See Erosion Control lan S specifications. locations of stormwater outlet control measures and Sheet 5 construction' Plan Sheet 4 for specifications. on details and B9 Grade stabilization structure locations and specifications: Plan Sheet 4 for locations of grade stabilization control meas See Erosion Control details and specifications. uses and Sheet 5 construction B10 Location, dimensions, specifications and construction details of each stormwater measure: See Erosion Control Plan Sheet 4 for locations of various stormwater ual quality measures and Sheet 5 construction details and specifications. q y 811 Temporary surface stabilization methods appropriate for each season: See Control Plan Sheet 4 for locations of temporary surface stabilization measures anrosion construction details and specifications. d Sheet 5 B12 Permanent surface stabilization specifications: See Erosion Control Plan Sheet for locations of permanent surface stabilization measures and Sheet 5 construction d 4 and specifications. etails B13 Material Handling and spill prevention plan: Purpose The intention of this Spill Prevention, Control and Countermeasures SPCC i ' procedures and equipment required to prevent the discharge (SPCC) s to establish the in quantities that violate applicable water quality standards caused and hazardous substances discoloration of the surface of navigable waters or adjoining shorelines, sheen upon or emulsion to be deposited beneath the surface of the water or adjoinin shorelines. sludge or also establishes the activities required to mitigate such discharges i.e.gcountermea The Plan should they occur. ( countermeasures) Definitions: Pollutant: means pollutant of any kind or in any form, including but not limited paint, cleaning agents, concrete washout, pesticides, nutrients, trash, hydraulic fluid sediment, petroleum, fuel oil, sludge, oil refuse, and oil mixed with wastes other than dredged fuel, oil, Discharge: dge oil. includes but is not limited to, any spilling, leaking, pumping, pouring, emitting, dumping. 9 g, emptying, or Navigable Waters: Means all waters of the United States that are a navigable stream, lake, or sea No definition is usually interpreted to mean any wastewater (even normal! d ( st This i sewer) that eventually drains into a navigable stream). y rY wash or storm Plan Review and Amendments: This plan shall be reviewed and /or amended, if necessary, the design of the site, construction, operation, or maintenance e which there a change in site's potential for the discharge of a regulated material. materially affects the Prediction of Potential Spills: 1. Nearest Navigable Water: (White River) 2. Drainage System: (Insert brief narrative description proposed drainage s stem i. " storm drainage leaves the Brownstone residential site by closed storm s terns to ' All to Carmel Creek. Y the East 3. Possible Spill Sources (during and post construction): fuel or oil, brake fluid, grease, antifreeze; construction trash Vehicular and sources such as leaking found in trash and debris, fertilizers, household items including but debris, biological d to agents d to cleaning agents, chemicals, paint, herbicides and pesticides. 4. Groundwater Contamination: The facility maintains 140 above ground or underground storage tanks at this site. it is felt that there is little or no possibility f Therefore, The facility does have Clay West Regional Wostep District construction groundwater contamination. utilities water. sanitary sewer and City of Carmel Alert Procedures for Spills: 1. Any personnel observing a spill will immediately instigate the following procedures: a. Dialing "0" from any telephone b. Notify the appropriate emergency personnel. 2. The Emergency Coordinator will then take the following actions: a. Barricade the areas allowing no vehicles to enter or leave the spill zone. b. Notify the Indiana Department of Environmental Management, Office of Emer enc Response by calling the appropriate telephone number: g y Office - (317) -233 -7745 Toll Free - (800)- 233 -7745 Also the National Response Center at (800)1-424-8802 and provide the following information: - Time of observation of the spill - Location of the spill - Identity of material spilled - Probable source of the spill Probable time of the spill - Volume of the spill and duration - Present and anticipated movement of the spill Weather- conditions Personnel at the scene - Action initiated by personnel c. Notify the Carmel Fire Department: 9 -1 -1 d. Notify the Carmel Police Department: 9 -1 -1 e. Notify waste recovery contractor, maintenance personnel or other contractual necessary for clean -up. rac personnel as f. Coordinate and monitor clean -up until the situation has been stabilized and all spills been eliminated. p have g. Cooperate with the IDEM -OER on procedures and reports involved with the event. Cleanup Parameters: 1. The Developer /owners shall be continuously kept informed, maintain lists of ualified contractors and available Vac- trucks, tank pumpers and other equipment readily accessible for clean -up operations. In addition, a continually updated list of available absorbent materials and clean -up supplies should be kept on site. 2. All maintenance personnel shall be made aware of techniques for prevention of spills. They shall be informed of the requirements and procedures outlined in this lan. The shal be kept abreast of current developments or new information on the prevention of sills I and /or necessary alterations to this plan. P 3. When spills occur which could endanger human life and this becomes prima concern the discharge of the life saving protection function will be carried out by the local olice� and fire departments. P 4. Absorbent materials, which are used in cleaning up spilled materials, will be disposed of i n a manner subject to the approval of the Indiana Department of Environmental Management. 5. Flushing of spilled material with water will not be permitted unless so authorized by the Indiana Department of Environmental Management or the local emergency response . a enc 9 Y B 14 Monitoring cndf maintenance guidelines for pollution prevention measures: Straw Bale Dam Maintenance Requirements 1. Inspect straw bale dams after each storm and promptly remove any sediment deposits insure adequate storage volume for the next rain, taking care not to undermine the s to entrenched bales. 2. Inspect periodically for deterioration or damage from construction activities and repair air p 3. After the contributing drainage area has been stabilized, remove all straw bales and sediment deposits, bring the disturbed area to grade and stabilize it. Silt Fence Maintenance Requirements 1. Inspection of the silt fence periodically and after each storm event. 2. If fence fabric tears, starts to decompose, or in any way becomes ineffective, replace t affected portion immediately. P he 3. Remove deposited sediment when it reaches half the height of the fence at its lowe point or is causing the fabric to bulge. st 4. Take care to avoid undermining the fence during clean out. 5. After the contributing drainage area has been stabilized, remove the fence and s deposits, bring the disturbed area to grade and stabilize it. edrment Temporary Sediment Trap Maintenance Requirements 1. Inspect temporary sediment traps after each storm event and immediate! repair an erosion and piping holes. Y P Y 2. Remove sediment when it has accumulated to one -half the design depth. 3. Replace spillway gravel facing when clogged. 4. Inspect vegetation and re -seed if necessary, 5. Check the spillway depth periodically to insure a minimum of 1.5 ft. depth from t lowest point of the settled embankment to highest point of the spillway rest and fill low areas to maintain desired elevation. Y I any 6. Promptly replace ony displaced rip -rap, being careful that no stones in the s illwa above design grade. P y are 7. After all disturbed areas have been stabilized, remove the structure and sediment the site to blend w'th adjoining areas and stabilize it. grade Sandbag Curb Inlet Barrier Maintenance Requirements 1. Inspect frequently for damage by vehicular traffic and repair if necessa 2. Inspect after each storm event. ry' 3. Remove sediment, without flushing, when it reaches half the height of the barrier. 4. Deposit removed sediment where it will not enter storm sewer drains. Block and Gravel Curb Inlet Protection Maintenance Requirements 1. After each storm event remove the sediment and replace the gravel, re lace the fabric if used. P geotextile 2. Periodically remove sediment and tracked -on soil from the street, without flushin reduce the sediment load on the curb inlet protection. 9• to 3. Inspect periodically for damage and repair. Keep grates free of debris. 4. After the contribut* °)g drainage area has been stabilized, remove the ravel, wire m geotextile fabric an -d sediment deposits and dispose of them properly. g esh, Erosion Control Bic:ON t (Surface Applied) Maintenance Requirements 1. During vegetative e: >tablishment, inspect after each storm event for an erosion blanket. y on below the 2. If any area(s) shoe 3 erosion, pull back that portion of the blanket the area and rel*:y oI�:� staple the blanket. covering it, re -seed 3. After vegetative; establishment check the treated area periodically. Temporary Gravel Construction Entrance Maintenance Requirements y 1. Inspect entrance pad and sediment disposal area wekly and after storm use. events or heavy 2. Reshape as needed for drainage and runoff control. 3. Topdress with oleo-) stone as needed. 4. immediately remov e► mud and sediment tracked or washed onto streets sweeping. Flushing should only be used if the water is conveyed into a sediment brushing or basin. trap or 5. Repair any broken road pavement immediately. Stormwater Quality Control Structure 1. Excavate and install per manufacturer's specifications at the time of ins sewer system. tolling the storm 2. inspect the structure throughout construction activities and maintain per manufacturer's recommendations. a� 3. Provide the owner /developer with the owners manual from the manufacturer maintenance to be performed by the owner upon completion of construction a for, continued ct�vrt�es. 815 Erosion & sediment control specifications for individual buildin lots: Se for Construction details and specifications for g e Sheet 4 & 5 erosion and sediment control on individual building lots not included in this phase of the project. Cl Description of pollutants and their sources associated with the proposed and sediment from exposed soils, leaves, mulch, vehicular sources suc a lleaki d use: Silt oil, brake fluid, brake dust, grease, antifreeze, metals, rubber fragments, road leaking fuel or sc�rids, COMStruction trash and debris, fertilizers, household 9 ©d grit, salts and cleaning agents, chemicals, paint, miscellaneous home improvement including but not limited to clothing and animal waste, elevated storm runoff tempertures, acid materials, ,toys and pathogens. pesticides and C2 Sequence describing stormwater quality measure implementation: see sheet 4 for installation sequence of erosion control practices. C3 Description of proposed post construction storm design for stormwater quality water quality measures: Site and facility q ' y protection on this site employs a multi -level strategy consisting g 1. Reducing or eliminating post - project runoff. 2. Controlling sources of pollutants. 3. And if needed, treating contaminated stormwater runoff before discharging i ' storm sewer system or receiving waters. 9 9 t into the Typical stormwater quality measures for reducing, eliminating or controlling controls) include: g pollutants (source a. This sites stormwater is discharged to a stormwater quality control structure at Northeast side of the site adjacent to Carmel Creek (this structure is desi Wed the 80% of total suspended solids from the storm sewer system and all impervious r remove p The plan is based on the contractor excavating and installing the entire storm sewer e system once mass earthwork activities are completed shall install the temporary diversion swale and basin (if unable to do so, the contractor b. Off -site runoff is conveyed to the stormwater control structure sheet i pond prior to leaving the area. which functions as a wet c. See sheets 4 -8 and L1 for permanent weeding, temporary seeding, native grasses installed along the East pond bank, and landscaping plantings in all vegetated areas not occupied by buildings, parking or other similar improvements to the site this will stormwater to be ,absorbed by the soil and vegetation, thus reducing promote n d. In any areas where erosion takes place and the erosion control blank ts)� sufficient, the contractor shall install 6" rip -rap as addition slope arm to ma ntaintth gradient and shape of the pond banks. e C4 Location, dimensions, specifications and construction details of stormwater quality measures: q y See Erosion Control Plan Sheet 4 for locations of permanent stormwater ua and Sheets 5, 7 and 8 for construction details and specifications. q I'ty measures C5 Description of maintenance guidelines for proposed water unlit BMW Operations and Maintenance Manual. q Y measures: See Owners ADDITIONAL STORMWATER POLLUTION PREVENTION MEASURES: Vehicle & Equipment Maintenance Description and Purpose Prevent or reduce the contamination of stormwater resulting from velicle and a ui m maintenance by running a "dry and clean site ". The best option would be to p erform ent maintenance activities at an offsite facility. If this option is not ovaikble then work s be performed in designated areas only, while providing cover for materials stored hould checking for leaks and spills, and containing and cleaning up spills inmediatel Y , outside, Suitable Applications These procedures are suitable on all construction projects where an onsite and a necessary for storage and maintenance of heavy equipment and vehices. Y rea is Limitations Onsite vehicle and equipment maintenance should only be used whereit is impractical send vehicles and equipment offsite for maintenance and repair. Sends vehicle COI to offsite should be done in conjunction with a Stabilized Cons g vehicles/equipment vehicle or equipment maintenance is a potential! significant Construction Etrance /Exit. Outdoor Activities that can contaminate stormwater include engine source o1 stormwater pollution. replacement of fluids, and outdoor equipment storage P °1r and "rv'ce, changing or g d parking (fjid leaks). Implementation . If maintenance must occur onsite, use designated areas, located awn } from drainage courses. Dedicated maintenance areas should be protected from storrivater runon n and should be located at least 50 feet from downstream drainage falities and watercourses. ourses. Drip pans or absorbent pads should be used during vehicle and equipent mainte that involves fluids, unless the maintenance work is performed over a im ermeabl once work in a dedicated maintenance area. P e surface Place a stockpile of spill cleanup materials where it will be readily ac!ssible. All fueling trucks and fueling areas are required to have spill kits onior use other protection devices. spill Use absorbent materials on small spills. Remove the absorbent' maters rom tl a dispose of properly. P p y nd Inspect onsite vehicles and equipment daily at startup for leaks and Dair immediately. Keep vehicles and equipment clean; do not allow excessive build -up 1 oil and r g ease. Segregate and recycle wastes, such as greases, used oil or oil filtersontifreeze solutions, batteries, hydraulic and transmission fluids. Provide seconda containmen cleaning covers for these materials if stored onsite. t and Train employees and subcontractors in proper maintenance and spill ianu procedures. P p cedures, Drip pans or plastic sheeting should be placed under all vehicles and ui men docks, barges, or other structures over water bodies when the vehiclor o ui t Placed on planned to be idle for more than 1 hour. q pment is (Properly dispose of used oils, fluids, lubricants and spill cleanup matals. Do not place used oil in a dumpster or pour into a storm drain or tercour se. Properly dispose of or recycle used batteries. Do not bury used tires. Repair leaks of fluids and oil immediately. Listed below is further information if you must perform vehicle or a ment maintenance onsite. q ntenance Inspection and Maintenance Inspect and verify that -BMPs are in lace activities. P prior to the commencemeraf associated While activities associated with the BMP are under way, insit week! to v continued BMP implementation. Y erify Keep ample supplies of spill cleanup materials onsite. Maintain waste fluid containers in leak proof condition. Vehicles and equipment should be inspected on each day of use. Lec should be repaired immediately or the problem vehicle(s) or equipment should be remov ef, om the project site. Inspect equipment for damaged hoses and leaky gaskets routinely. Rer o needed. Y r replace as Vehicle and Equipment Fueling Description and purpose Vehicle equipment fueling procedures and practices are designed to en leaks, and reduce or eliminate contamination of stormwater. This can a fuel spills and using offsite facilities, fueling in designated areas only, enclosing or Grin complished by implementing spill controls, and training employees and subcontractors 9 stored fuel, procedures. proper fueling Limitations Onsite vehicle and equipment fueling should only be used where it is practical vehicles and equipment offsite for fuelin p ctical to send g Sending vehicles and equipnt offsite should be done in conjunction with a Stabilized Construction Entrance /Exit. Implementation Use offsite fueling stations as much as possible. These busingsses are etter equipped to handle fuel and spills properly. Performing this work offsite can also l eliminating the need for separate fueling area at a site. economical by Discourage "topping -off" of fuel tanks. Absorbent spill cleanup materials and spill kits should be avail fueling trucks, and should be disposed of able in ling areas and on P properly after use. Drip pans or absorbent pans should be used during vehicle and a ui the fueling is performed over an impermeable surface in a dedicated lid fueling, unless g area. Use absorbent materials on small spills. Do not hose down or bu th ill. absorbent materials promptly and dispose of properly. ry P Remove the Avoid mobile fueling of mobile construction equipment around the site,ther equipment to designated fueling areas. ,transport the Train employees and subcontractors in proper fueling and cleonu roure P P s. Dedicated fueling areas should be protected from stormwater runon arunof, be located at least 50 ft. away from downstream drainage facilities f• and should must be performed on level -grade areas. 9 ar�ratercourses. Fueling Protect fueling areas with berms and dikes to prevent runon, runoff, c to contain spills. Nozzles used in vehicles and equipment fueling should be equipped wiln auto to control drips, Fueling operations should not be left unattended. matic shutoff Inspection and Maintenance Vehicles and equipment should be inspected each day of use for lea k,e repaired immediately or problem vehicles orequipment shoul aks should be site. d be rem( from the project Keep ample supplies of spill cleanup materials onsite. Immediately clean up spills and properly dispose of contaminated soil cleanup materials. Solid Waste Management Description and Purpose Solid waste management procedures and practices ore designed discharge of pollutants to stormwater from solid or constrct n to oov reduce the designated waste collection areas and containers, arranging for re ular providing an employees and subcontractors. 9 P ►and training Suitable Applications This BMP is suitable for construction site where the following wastes generated stored: g ed or 1. Solid waste generated from trees and shrubs removed during land yin existing structures (rubble), and building construction. 9• demolition of 2. Packaging materials including wood, paper and plastic. 3. Scrap or surplus building materials including scrap metals, rubber, t and masonry products. i c, glass pieces 4. Domestic wastes including food containers such as beverage cans, ee cu s n bags, plastic wrappers. and cigarettca. A p per 5. Construction wastes including brick, mortar, timber, steel and meta electrical cuttings, non - hazardous equipment parts, styrofoam and othiaterials a and and package construction materials. ,transport Implementation The following steps will help keep a clean site and reduce stormwater pollution: Select designated waste collection areas onsite. Inform trash-hauling contractors that you will accept only wa use. P y ter tight dumpsters for onsite Inspect dumpsters 'for leaks and contact the trash haulin c that is not watertight. g contractor to repair any dumpster Provide an adequate number of containers with lids or covers t container to keep rain out or to prevent loss of wastes when it it can be placed over the is windy. Prvrt for additional containers and more frequent pickup construction. P p during the demolition phase of Collect site trash daily, especially during rainy and windy conditions. Remove this solid waste promptly since erosion litter. soon and sediment control devices tend to collect Make sure that toxic, liquid wastes (used oils, solvents pesticides, additives, curling compounds) are not disposed paints) and chemicals (acids, construction debris. posed of in dumpsters designated for Do not hose out dumpsters on the construction site. hauling contractor offsite. Leave dumpster cleaning to the trash Arrange for regular waste collection before container overflow. Clean up immediately if a container does spill. Make sure that construction waste is collected, remov disposal areas. ed, and disposed of only at authorized Collection Storage and Disposal Littering on the project site should be prohibited. To prevent clogging of the storm drainage system, litter grates, trash rocks and ditch lines should be a priority. and debris removal from drainage Trash receptacles should be provided and located b the personnel on site to properly use the appropriate trash regcepta °I contractor and instruct all . receptacle. Litter from work areas within the construction limits and placed in watertight dumpsters at least week) of the project site should be collected generated by the contractor, the public, or others. Collected ss of whether the litter was placed in or next to drain inlets, stormwater drainage systems, and debris should not be g ystems, or watercourses. Dumpsters of sufficient size and number should be r generated by the project. p ovided to contain the solid waste I Full dumpsters should be removed from the ro'ect s' of by the trash hauling contractor. P J ite and the contents should be disposed Construction debris and waste should be removed from as needed. the site biweekly or more frequently Stormwater runoff should be prevented from co of berms, ntacting stored solid waste through the use dikes, or other temporary diversion structures or through elevate waste from site surfaces. 9 the use of measures to Solid waste storage oreQS should be located of least watercourses and should not be located in areas prone ft. from drainage facilities and P to flooding or ponding. Inspection and Maintenance Inspect and verify that activity based BMPs are in t lac e associated activities. While activities associated with the r to the commencement of to verify continued BMP imple:mentat�on. are under way, inspect weekly Inspect BMPs subject to non - stormwater dail occur. 9 dischar a y while non - stormwater discharges . Inspect construction waste area regularly. Arrange for regular wastes collection. Concrete Washout I IN The following steps will (help reduce stormwater pollution from concrete wastes: Discuss the concrete management techniques in this BMP . I I waste and washout) with the ready -mix concretes (such as handling of concrete supplier before any deliveries are made. I . Incorporate requirements for concrete waste management i subcontractor agreements 9 into material supplier and .-"-ft !� rf R }� + 1 I.-4 SCI V t 1 4 t y 1� - I W - 1 ,a _ 1 i �,n r.���,.r.� tr i F,,. UJ i { - 0 i +II . / � ;!r ah i OA'n. .3IO�' � t gas I". L_-_ , _Z (I I 44n. , -% Tnr �z - . ;if 4 1 I . " . - . . .. - . . 1. I . . . •'. '.,`� . � - r�3 K `i••1�J� :/��h t� �`r,}y`! ...�'`l•�.. i. �' 'r: ' v r M � i1 / ,"�. . i - j a " x.. •�• S +' .. , • _�x� X �� eft _ J tiiC.k "r) I ' Jar -, � • 0 . {�t'e0Cred . f: b'��'t~d . . I . I I I I . � . . . I . . � . . I . Y. P. ICAL m. . .S. ' . - - . . . . . . . .OT 70 SGSLE .. � 74E SPAC.1-E BEHIND' THE CURS SH,�(, g� ���Fp }yt?H SU?TAaLE . ' . � . MAT" RL:L i0 THE REQUIRED ELEVATION AND C OMPgrTED IN LAYERS .1 . . .. . .. . . . I NOT TO E XCEED 6' I�•� D . � � . . . I I 0 . . � . . . . � � � . . � SUB�F,�,�F pp @pcF U.yDER ALL CURBS, SI�EVIALKS, AND DRNc-'S I I SHALL BE COMFgCT�D iN A�COr�DANCE WITH' sECnp�� 207.02 OF THE'. STAN DARD SPECIFiCATIONS . I . . I . � . . - .. . . I 11 T_Z_;_:1 -- C , ^ _ ,r,.,: .. .. , '`" (::� � . � Spaci . 8-a I' ' - � . _ 0 `_.1, , . R t•- w M - ■ 11`CJl�aw�r�0 .��JtCi�$:.. �� . . 0 Shall . f . . ►__ . It . . . . . I I . . � . . . . . . I . . . I . . . . . I . . . I . .. * . ' "" L . . L ' * ' i COQ �d 0 oWe �I to . t S 1 Thick' ness . . Store dry and wet materials away from drainage . . - . L. QGURE . I - ____&A=_VAW___ - . . . i . g areas. Avoid mixing excess amounts of fresh concrete. Perform washout of concrete trucks offsite or in designated areas only. Do not washout concrete trucks into storm drains, open p ditches, streets or streams. Do not allow excess concrete to be dumped onsite, nsite, except in designated areas. For onsite washout: - - Locate washout area at least 50 feet from storm drains o - Do not allow runoff from this area by constructing a temporary n ditches, or water bodies. enough for liquid and solid waste. pit or berrned area large - Wash out wastes into the temporary pit where the concrete c then disposed of properly. an set, be broken up, and - Avoid creating runoff by draining water to a bermed or level ar . I to remove fine particles and expose the aggregate. ea when washing concrete - Do not wash sweepings from exposed aggregate concrete Collect and return sweepings to aggregate base stockpile or into the street dispose in the t r storm drain. P rash, Paint and Solvent Products . All excess paint and their related products shall be disposed of manufacturer suggests. P in the manner at which the I . Under NO circumstances will paint, solvents, or their related I L of in soil, sanitary sewers, storm sewers or detention basins,Products be cleaned or disposed Any violation of this shall be reported to the job superintendent. J p ntendent. . Dewatering All dewatering of excavations shall conform to r contractor may use dirt /siltation bas i.e. Dandy erosion control practices. The will remove a large wan' 9 ( ndy Dirt Bags, or approved equal). 9 q qty of silt an q )• These bags d dirt which will be prevented from entering the g L. sewer system or the stream. g e storm Lime Stabilization . If the contractor uses lime stabilization on this project all co cleaned of excess material in the concrete wash out and sto nnstruction equipment shall be } 9- the erosion control plan. e staging areas as shown on `' z. Fertilizer. A Fertilizer shall only be used to promote stabilized vegetation ' erosion control plan and details. The contractor in the amounts on the attached T recommendations, and be wary of the manufacturshall use all products per manufacturers ��' ers precautions. �' . . I .141. . . I . . . . . . . . - . - . �.. . . 1. I... ....10. . . I I . I I . I . � ��� r . . . . . . . . . FXI iTI NG �, �� Ct..E /-, i BREA3� . � • 'A` ,,,,,.- . , . . ` l �� � i fi " .s.�►l f.•+x' •.- .`s'.'i- ., :y,.' -! .,a >_"= �� ,� - 3 -s. .i.- - ,� A ,/ , '°0. �r r �, 11 I . / // illA/,, , , .� 9r. - . . � . . . / � �/� � . . . � . (�_z ... 7 l t • /� I . I - / - / Z . . . . I . ,� I W\ 1.4 , I ,..1 :•,a.: � r� ,('^ --' + � , ��( ` , ,, it. E ' . • � `, - ..M -'�- k �'-r'~ %- •,mow-" 1 - _- ' . ti i. .:'.'r �i - .,i...-: •�+.. -- ...n • - a a w .ill i •�. I �w • '' - ��•.I 'r �.� r."'r'"r t _ • • �,- . .1 .\1 . ,� _, _- •{ _' • _` _' ,►� \,.,,,, -- ` �k„�...+ �4.04.1 .. � I • .• t % •• J y •..• •. �1 } (� t t t } TM C (� P LAN 7 �j % � Ii`--i CI E 4.,, -_� ;� �k�_a, =;L• ;:'K~ - •• z'_... 7th f3E FIP4l����� � :�. [L-7)y O Vol -,- -k ti, . ' . . . . f '.� • y. i1 t t . �.. . ,. ..N . . ♦ 0 % oNC . TE'. EU ,�rI0N ," �,�.t+i� `�Uf�FtACE IS -0 13E S1.0,F) :0 AT THE .1�� E RATE A5 114 EXISTIN(; SUf�F,1CF . . EYISTING J:)A ,M [- #�1T . IS T C 1�`r CU7' r Off CL P4 0QEA1 <_ FRENCH SI�0IL 1� TO aC RE t,i OyED rp., � ' aRE. . . 11-5 14 A - f7 fi � at�f�F�'�CF, OrTIJt•�lNO U S TACT" A PPL1 EA AS P E 0 "I t4 VIiiiI . PT. OF 41(;l•tViAY Wit' NpAI�{� a'E�Ct��IC1' +TI(3,N 19 1Lt:. �`i E i. /QR. '�1 NG , SnIfil p�lt , aTO►� D.1f , � 1. DISTI)HR ED Or, REMOVED DURIt4C . ` CAVATION A(.TI�t1'1ES SI U ICE P TURK'D TO LIP, ORIG1r4� 1 rpr�iC7lrt >~ , . PL 111 CONCR TE i� TO Ur FI (SHED 1.5. I .. . �t''� 1 t .k'iST,P4r PA'' E'� II:NT. . CIJT ;yl�lAt..1- OF 7111 PLATED aURIN� 'gORF -Tiz CUUL TIME AMID U141IL }tiSi)vL& r it . .1LIE11. . I . . � .. . . . I . . I . � . . . . . . . � � I . � . I . I . . . . I I . . . . � I I . 1. . . . r•- ..' . I - 1\ . + . I.- . � f T � 1 (� � � 10. _ . � .�__ �w : . ��.. /s _ ¢ROS. No. 0!�0r0 -030 DATE 11-2'7-00 PLM Comm. REV. e -2ro _o5 ENGIN EERf NG 111-30-05 DRAWN BY: crw CHECKED BY: Abp SHEET : 0 Y.. LICsHT POLE ANCHOR BOLTS 31 -0' BY POLE MANUFACTURER W/ MiN. OF 12' EMBEDMENT 3_ 6'pIINA�CONCRETE - T 0 l4) � BENT "6 BARS (6) "3 TIES 12' O.C. 1 UNDISTURBED Y !% C) COMPACTED Ei �� �� GAP FILL ' i /� , �/\>, � 7 -- o yN q i i _ =% eVOI /+. l 1 1 i 0 • P . 10 ' V p / � Q , 1 q " S O - No G IS ti� UNIT A, . ELECTRIC. ESMT. / � S T fGt R I-� I1v Y , . PER INSTR. #89 -2604 q� QBujy1W SO Id 41 9.636 Sq G 182 5Q 2 F7'. �vs •, �' ?'rNc . 1 6 4. x 5�F'EL TRIC TRA MER PAD (2) WATER TERS & IRRIGA N S OFF ASSEMBL u EXISTING TREES TO Br PROTECTED THROUr`HOUT CONSTRUCTION -� i iL o� F `A IL ♦ . , / i *, i / ++ 1 _ _ - • �' • - p ,_ -- - - �,,,. BUI tip • , 3,540T. . IN Jew r • _4y ate`,• •, . j. ' C1 JAS %r ■� ^',■ ■...'.. . , ` � ; � �' INN � �r�■ \ PI � �► � � � -� � r����i 1.■tom '� �� , . • � • • `�� i � • _ � - •tit - / s• � ■_ r _ i 163 i PVC 1► a SANITARY MANHOLE SANITARY MANHOLE ShR�� �vRB P�1G THIS PLAN TO BE USED FOR 2SS. LAND�APiNG AND LIGH7IN(3 CCNTR.4CT� TO INSTALL &K�A14CrE � � 8 � • R°`' DiFFEcrW3 vENicLEs to eaa< Nro ONLY. REFER TO OTHER SHEETS p�c 000 PaIG; sIEs a.aWj ,anncttis sr. FOR AL,L DIMENSIONS AND /OR � CONSTRUCTION SPECIFiCAT10NS caNrR.acroR to sau cur �c t�vrtr, ��L CE �PAIR P?'. FCRDAIL ON C' SANITARY MANHOLE �6 lr EXTERIOR LIGHTING SCHEDULIE KEY MANUFACTURER MODEL FIXTURE NOTES A STERNBERG 100 W 1-11- PRESS. SODIUM MOUNT ®10' -O' AF,Cs. ON 41,0 VINTAGE LIGHTING &S30-BG--78M- 4910FP (DOUBLE) FLUTED POLE PER MANUFACTURER HUBBELL MAGNUFORM I I 40O W H I - PRESS. 50D IUM MOUNT o 25' -01 AF.U. ON 24' o L IGHTINCs SONOTUBE W/ POLE PER MANU. RCS-04001-1-2F6-1 (SINGLE) RTS -1256 HUBBELL MAIIFORM 11 400 W H I - PRESS. SODIUM MOUNT • 25' -0. AF,c,. ON 24' e LIGHTING RCS -040OH -2P8 -1 (TRIPLE) 50NOTUBE W/ POLE PER MANU. RT5 -i256 NOTES: I. CONTRACTOR TO INSTALL ALL EXTERIOR LIGHTING AS NOTED ABOVE PER MANUFACTURERS RECOMMENDATIONS. CONTRACTOR MAY SUBSTITUTE FIXTURES ONLY WITH ENGINEERS APPROVAL. 2. SEE ELECTRICAL SHEETS FOR NOTE�� 1R16ER O1,46R>A?'?, ,Ai'gCi PANEL504f; D 5CHEDULE. 3. PHOTOCELL(S) SHALL BE PROVIDED FOR ALL OUTDOOR LIGHTING AND 51GNAGE. 4. CONTRACTOr SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL STATE AND LOCAL CODES. 0 E ROOTING Q AND 814iZJ5 L ,rS� B L T ' ' G SCAIIEDULIE ROOTING KEG' S SCIENTIFIC NAME C COM'`''iON NAME S SIZE R COMMON NAME S SIZE R EA E EUONYMUS D DWARF J 18' B BALL t BURLAP � �oS , BUJ U JUNIPERU5 UPRIGHT 2� 5 5 ga I. 4 4 SM A ACER a 'LEGACY' ' 'LEGACY', SUGAR 2 2' cal. B BALL t BURLAP G ,8 R SP S SPIREA S GOLD FLAME 24' 2 TY ' TAXUS x m DENSE YEW 2 24' B BALL t BURLAP A AG a aUERCUS R RED , 6 B PG A PiCEA NORWAY 6' B PG P PICEA PUNGENS C COLORADO , , JH J JUNIPERUS B BLUE RUG 24 2 AB T LIRIODENDRON T TULIP 2' cal. B BF, A AMELANCHIER S SHADBLOW a BALL t BURLAP � VP F PINUS V VAND ERUOLF 1 1 V BALL 4 BURLAP. 8 HL M MORAINE G GLEDITSIA TRIACANTNOS 2 2@ cal. B BALL t BURLAP � � A AR A ACER AMUR 6 6' TALL B Z _ ��4 GRAPHIC S 80 160 I 0 20 40 . ( IN FEET ) 1 inch = 40 it. CONTRACTOR SHALL PROVIDE TEMPORARY ORAWsE FENCtW3 DURNG CONSTRUCTION a EDGE OF EXISTiNG I REELiNE OF ALL EXISTING I REES. CONTRACTOR IS TO DISPLAY 'DO NnT MATt lau• caoI ♦&j STAKE SHALL BE A MINIMUM OF 8' DEPTH FENCE SHALL BE 4' HIGH MINIMUM TEMPORARY ORANGE FENCING NOT TO SCALE GARDEN NOSE (3) GUYS OF 10 g TWISTED WIRE 120' APARt AROUND TREE 4' SOIL SAUCER 2' x 2' x 24' STAKE Z' 12' MIN. EVERGREEN TREE- GROUND LINE TO eE SAME AS EXISTED 0 NURSERY DECIDUOUS TREE - PRUNE BACK 1/4' ON- SITE t SPRAY W/ ANTI - DESICCANT PER MANU. RECOMMENDATIONS LADE 2 V2' o - 10' LONG CEDAR STAKE W/ 3' MIN. EMBEDDMENT (2) PER TREE 2' MULCH MiN. \BACK FILL W/ TOPSOIL t PEAT MOSS 3:1 RATIO iN (Be LIFTS, SATURATE EA. LIFT 2x BALL DiAM. NOTE: WRAP DECIDUOUS OVER 1' 0 U1/ BURLAP NOTES. I. FOR POORLY DRAINED SOILS PLANT ROOT BALL I/3 ABOVE EXISTMG GRADE. 2• SLOPE GRADE AWAY FROM ROOTS TO 4x DIAMETER OF 1200T BALL. 3. PLANT TREES NO DEEPER THAN * NURSERY„ 4. TRIAJK WRAP SENSITIVE TIES. ONLY. 5. WATER TREES WITH 14*i' OF WATER * TIME OF PLANTMrs. b. BAIILL TO 2x THE DIAMETER OF TWE ROOT BALL WTH SUITABLE TOPSOIL. 7. REMOVE ALL STRING AND TWINE, ROLL 5Ui4LAP DOIiN INTO HOLE. 8. SLOPE SIDES OF HOLE TO 1x TFIE 200T BALL p1.4hIHTER 9. EXCAVATE NECESSARY SOILS TO STABILIZE PLANTING TO p 7 TII°PMCs OVER 10. 'ROOT FLAB' OF THE pL,gMT MATERIALS hN3T BE PLANTED AT CsROIJNp LEVEL. PLANTING DETAILS FOR TREES &SHRUBS- NOT TO SCALE MONSOON TEMPORARY SFFnwr_ NOTES: IRRIGATION NEEDED DURING JUNE AND JULY. TO CONTROL EROSION AT TIMES OTHER THAN IN THE SHADED AREAS, USE MULCH. LATE SUMMER SEEDING DATES MAY BE EXTENDED 5 DAYS IF MULCH IS APPLIED INCREASE SEEDING APPLICATION BY 50 7 DURING DORMANT PERIODS. SPECIES lbs. / lbs. / SUITABLE DRY WELL, WET ACRE 1,000 s.f. PH DRAINED LEVEL / SLOPING OPEN AREAS TALL FESCUE 35 0.8 5.5 -8.3 2 1 2 TALL FESCUE 25 0.6 5.5 -8.3 1 (RED CLOVER) 5 0.12 KENTUCKY BLUEGRASS 15 0.4 5.5 -7.5 2 1 CREEPING RED FESCUE 15 0.4 STEEP BANKS TALL FESCUE 15 0.4 5.8 -7.5 2 1 2 KENTUCKY BLUEGRASS 25 0.6 TALL FESCUE 35 0.8 5.5 -8.3 2 1 EMERALD CROWN VETCH 10 0.25 LAWNS / HIGH MAINTAINANCE AREAS KENTUCKY BLUEGRASS 40 0.9 5.8 -7.5 2 1 CREPING RED FESCUE 40 0.9 PERENNIAL RYEGRASS 170 4.0 5.8 -7.5 1 TALL - FESCUE 170 4.0 5.5 -8.3 2 1 2 1 = PREFERRED 2 = WILL TOLERATE TEMPORARY SEEDING KIND OF SEED PER 1000 sq. ft. PER ACRE REMARKS WHEAT OR RYE 3.5 lbs. 2 bu. COVER SEED 1 " - 1 1/2" DEEP SPRING OATS 2.3 lbs. 3 bu. COVER SEED 1 " DEEP ANNUAL RYEGRASS 1 lbs. 40 lbs. COVER WITH MULCH .. +t•111� liii I1 t ll;1r� PROD. No. 0506-030 DATE 43-2-05 REV. B-30 -05 PLAN COMM. REV. 9-26• -05 ENGINEERING REV. RE 11-30-05 DRAWN BY: CPW CHECKED BY: ALO SHEET .. +t•111� liii I1 t ll;1r� PROD. No. 0506-030 DATE 43-2-05 REV. B-30 -05 PLAN COMM. REV. 9-26• -05 ENGINEERING REV. RE 11-30-05 DRAWN BY: CPW CHECKED BY: ALO SHEET