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HomeMy WebLinkAbout05070014 Civil Construction Plans Sct. 2B Rcv. 3/31/2006s a O sir N O O N O M M Cn L 0 y O U i rn 3: m N O O ..to to VICINITY MAP NOT TO SCALE imnry SHT. WE ,r`, ; S,f J • ,✓ 041 Ln ,l I REVISED PER DEVELOPER /TAC COMMENTS 3/31/06 BAH Cri TOPOGRAPHICAL SURVEY C200 &C201 { C300 -C302 ` I STREET PLAN & PROFILES / INTERSECTION DETAILS / TRAFFIC CONTROL � `.,`y ,--' it C �C � f � ,`� �`•� � _ I PROFILES C600 STORM SEWER PLAN & PROFILES C700 WATER PLANS C800 -C804 CONSTRUCTION DETAILS SANITARY STORM STREET LANDSCAPE PLANS VICINITY MAP NOT TO SCALE imnry SHT. DESCRIPTION DESCRIPTION C001 COVER SHEET REVISED PER DEVELOPER /TAC COMMENTS 3/31/06 BAH C100 TOPOGRAPHICAL SURVEY C200 &C201 SITE DEVELOPMENT PLAN C300 -C302 STORMWATER POLLUTION & PREVENTION PLAN & SPECS C400 STREET PLAN & PROFILES / INTERSECTION DETAILS / TRAFFIC CONTROL C500 SANITARY SEWER PLAN & PROFILES C600 STORM SEWER PLAN & PROFILES C700 WATER PLANS C800 -C804 CONSTRUCTION DETAILS SANITARY STORM STREET LANDSCAPE PLANS REVISIONS SHT. DESCRIPTION B0s°olo,C600 REVISED PER TAC COMMENTS ALL REVISED PER DEVELOPER /TAC COMMENTS 3/31/06 BAH CD S E C I a BCD D DEVELOPED BY: PLATINUM PROPERTIES, LLC 9757 WE.QJTPOINT DRIVE, SUITE 600 INDIANAPOLIS, INDIANA 46256 PHONE: (317) 863 -2061 Fax,* (317) - 290 -4379 CONTACT: STEVE BROERMANN EMAIL.* sbrcerm an n @pl atinum —properties. com i � I DRIVE SCALE: 1 " =200' SOILS MAP NOT TO SCALE MmA Miami silt loam, 0 -2 % slopes— This nearly level, deep, well drained soil is on slight rises on uplands. Permeability is moderate in the subsoil and the substratum. Available water capacity is high. The main soil features that adversely affect engineering uses of this soil are moderate potential for frost action, moderate permeability, and moderate shrink —swell potential. This soil has severe limitations for local roads and streets. The base material needs to be strengthened with suitable material. Crosby silt loam, 0 -3 percent slopes— this soil is light colored, silty in texture and on sloping uplands. It is deep and somewhat CrA poorly drained with slow permeability. It has high available water for plant growth and medium organic matter content. The soil has compact till starting at a depth between 20 —40 inches. The main soil features that affect urban development uses are seasonal high water table, moderate shrink —swell potential, high potential frost action and slow permeability. Br Brookston silty clay loam— this soil is dark colored, silty in texture and on depressional uplands. It is deep and very poorly drained with moderate permeability. It has high available water for plant growth and high organic matter content. It has compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasonal high water table, high potential frost action, moderate shrink —swell potential, moderate permeability and ponded surface water. MmB2 Miami silt loom, 2 -6 percent slopes— this soil is light colored, silty in texture and on sloping uplands. It is deep and well drained with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has compact till starting at a depth between 20— 40 inches. The main soil features that adversely affect urban development uses are moderate potential frost action, moderate shrink —swell potential, moderately slow permeability, low strength and erosion during construction. MmC2 Miami clay loam, 6 -12 % sloped severely eroded— this moderately sloping, deep well draining soil is on knobs and breaks along streams and drainage ways on uplands. Permeability is moderate in the subsoil and moderately slow in the substratum. This soil is suitable for urban development. The main soil features that adversely affect the engineering uses of this soil are moderate potential frost action, moderate shrink —swell potential, and moderately slow permeability. The hazard of erosion is high during construction. FxC3 Fox loam, 8 to 18 % slopes, severely eroded— This moderate sloping, well — drained soil is on side slopes adjacent to drainageways on terraces and in domelike areas on uplands. It is moderately deep over sand and gravelly sand. Permeability is moderate in the subsoil and rapid in the underlying material. Available water capacity is low. This soil has moderate limitations for urban development (Slope). Features that adversely affect engineering uses of this soil are moderate frost action, moderate shrink —swell potential, moderate permeability in the subsoil and very rapid permeability in the under lying material. Topsoil should be stockpiled for use in exposed areas. We Westland silty clay loam — This nearly level, deep, very poorly drained soil is in depressions, swales, and narrow drainageways on outwash plains. Runoff from higher adjacent soils is ponded on this soil. Permeability is slow. The water table is commonly at the surface or is at a depth of less than one foot in winter and early spring. Availbale water capacity is high. Surface runoff is ponded or is very slow. The main soil features that adversely affect engineering uses of this soil are a seasonal high water table, high potential frost action, moderate shrink —swell potential, and slow permeability. The base material for roads needs to be replaces or strengthened with suitable material. OcA Ockley silt loam, 0 -2 % slopes— This nearly level, deep well drained soil is mainly on broad terraces. Permeability and available water capacity is moderate. This soil is suitable for urban development. Features that adversely affect engineering uses of this soil are moderate frost action, moderate shrink —swell potential, moderate permeability in the subsoil and very rapid permeability in the under lying material. OcB2 Ockley silt loam, 2 -6 % slope, eroded— This gently sloping, deep well drained soil is mainly on broad terraces. Permeability and available water capacity is moderate. This soil is suitable for urban development. Features that adversely affect engineering uses of this soil are moderate frost action, moderate shrink —swell potential, moderate permeability in the subsoil and very rapid permeability in the under lying material. This soil has severe limitations for local roads because of low strength. The base material of roads needs to be strengthened with suitable material. SECTION 213 DESIGN DATA 44 LOTS - 5.31 LOTS PER ACRE 8.282 AC. CUPERTINO LANE 1,069.05 L.F. LANCE DRIVE 167.07 L.F. TOTAL 1,236.12 L.F. SPEED LIMIT: 25 M.P.H. PLANS PREPARED BY: STOEPPELWERTH & ASSOCIATES, INC. CONSULTING ENGINEERS & LAND SURVEYORS 9940 ALLISONVILLE ROAD FISHERS, INDIANA 46038 PROJECT MANAGER: EDWARD E. FLEMING EMAIL: efleming0stoeppelwerth.com PHONE: (317)- 849 -5935 FAX: (317)- 849 -5942 �• J� -• 1STE�••• - 19358 PANS CERTIFIED BY: _�� STATE OF Q '�.� • ANDIANP' TONAL E . 01/31/ 06 DAVID J. STOEPPELWERTH DATE PROFESSIONAL ENGINEER NO. 19358 s a 00 O Ln so O O cn N M M rl O N t d D1 O Q. O Fl- C) O U i rn i m N U) O O 90 ILO i m s a n 0 Ln to 0 0 N M M 9 Cn c v C% 0 a� D V) 0 0 N V rn 3 m N 0 0 0 to_ to M,, NOTE TO CONTRACTOR: CONTRACTOR SHALL VERIFY DEPTHS OF ALL EXISTING ONSITE UTILITIES PRIOR TO CONSTRUCTION TO CONFIRM THERE IS NOT ANY CONFLICTS WITH OTHER UTILITIES, STORM SEWERS OR STREETS. CONFLICTS AFTER CONSTRUCTION BEGINS ARE SOLELY THE CONTRACTOR'S RESPONSIBILITY. ALL PADS SHOULD BE TESTED TO ASSURE A COMPACTION OF AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY USING THE STANDARD PROCTOR TEST METHOD. ALL EXISTING OFF -SITE DRAIN TILES THAT ARE ENCOUNTERED SHALL BE TIED INTO THE PROPOSED STORM SEWER SYSTEM WITH A POSITIVE OUTFLOW "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA l X VAQ� .+'^''• LOCATION OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS PLAN ARE BASED UPON ABOVE GROUND EVIDENCE. (including, but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND ARE SPECULATIVE IN NATURE. THERE MAY ALSO BE OTHER EXISITING UNDERGROUND UTILIITIES FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR WHICH NO ABOVE GROUND EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS OF SAID EXISTING UNDERGROUND UTILITIES SHOULD BE VERIFIED BY THE CONTRACTOR PRIOR TO ANY AND ALL CONSTRUCTION. BENCHMARKS: LEE 2 - THE STATION IS LOCATED APPROX. 2.5 MILES NORTHEAST OF ZIONSVILLE; AT THE INTERSECTION OF SHELBOURNE AND WEST 131ST STREET; IN THE SE 1/4 OF THE INTERSECTION; SET IN TOP OF A CONCRETE POST, LEVEL WITH THE ROADWAY; A DEPARTMENT OF NATURAL RESOURCES BRASS CONTROL STATION TABLET, STAMPED "LEE 2 AZI 1989 ". N.A.V.D. ELEV.= 917.518 1 SCALE: 1 "= 50' A__ 1 i z� 3 11 � -07F o fftjjj o i y t� Q � 9 I i 3 DENOTES 4" SUBSURFACE DRAIN TO LOT --�-- DENOTES 6" SUBSURFACE DRAIN ROLL CURB 100 LOT NUMBER 874.1 PAD ELEVATION PAD SIZE: 35'X60 (UNLESS OTHERWISE NOTED) MFPG= MIN. FLOOD PROTECTION GRADE m�a� >- LEGEND TYPE EXISTING EDGE OF WOODS INVERT EXISTING CONTOUR =-=--- _ - = = = -= EXISTING SANITARY SEWER =- - = = -= w - - - -- - - - -= EXISTING STORM SEWER W PROPOSED GRADE FM_E_.1 MATCH EXISTING $70 PROPOSED CONTOUR 156 PROPOSED SANITARY SEWER 916.50 - --�-- - PROPOSED STORM SEWER - -000 -- PROPOSED SWALE 913.00 PROPOSED 5' SIDEWALK (BY HOME BUILDER) W 163 (DEVELOPER SHALL INSTALL SIDEWALKS 916.08 ALONG ALL COMMON AREAS) DENOTES 4" SUBSURFACE DRAIN TO LOT --�-- DENOTES 6" SUBSURFACE DRAIN ROLL CURB 100 LOT NUMBER 874.1 PAD ELEVATION PAD SIZE: 35'X60 (UNLESS OTHERWISE NOTED) MFPG= MIN. FLOOD PROTECTION GRADE m�a� >- NOTE: MIN. FLOOD PROTECTION GRADES OF ALL STRUCTURES FRONTING POND #3 SHALL BE NO LESS THAN 2 FEET ABOVE ANY ADJACENT 100 -YR. LOCAL OR REGIONAL FLOOD ELEVATION (WHICHEVER IS GREATER FOR ALL WINDOWS, DOORS, PIPE ENTRANCES, WINDOW WELLS, ETC.) STORM CHART STR. NO. TYPE T.C. RIM INVERT r 154 Y D' 912.50 910.00 W 155 Z 916.50 909.38 a 156 CURB INLET w MH 916.50 W SE &W 162 YARD INLET 913.00 910.50 W 163 CURB INLET w MH 916.08 909.88 E &NW Q CURB INLET w MH 916.22 909.50 SE &W 166 te) M CA N 0 O 167 CURB INLET w MH 913.91 909.50 STOEPPF ''''�. > - U 0 CD 0 • �O•• ��`��� m w Ln II U No. s_ 169 ICONCRETE END SECTION N \ 19358 �- STATE OF �• F- F- 4f J.S�NAL 4 f '''//mnn11,10% co Z� WW � a V) 8 o O U N 0 5; W w o° a` WJ Z > O o Q W V) ° W 0 ° UJ Q NOTE: MIN. FLOOD PROTECTION GRADES OF ALL STRUCTURES FRONTING POND #3 SHALL BE NO LESS THAN 2 FEET ABOVE ANY ADJACENT 100 -YR. LOCAL OR REGIONAL FLOOD ELEVATION (WHICHEVER IS GREATER FOR ALL WINDOWS, DOORS, PIPE ENTRANCES, WINDOW WELLS, ETC.) STORM CHART STR. NO. TYPE T.C. RIM INVERT DIRECTION 154 Y D' 912.50 910.00 W 155 CURB INLET w MH 916.50 909.38 a 156 CURB INLET w MH 916.50 909.19 SE &W 162 YARD INLET 913.00 910.50 W 163 CURB INLET w MH 916.08 909.88 E &NW Q CURB INLET w MH 916.22 909.50 SE &W 166 te) M CA N 0 /'' 167 CURB INLET w MH 913.91 909.50 STOEPPF ''''�. > - CURB INLET 0 CD 0 • �O•• ��`��� m w Ln II o r No. s_ 169 ICONCRETE END SECTION N \ 19358 �- STATE OF �• �'�.�,�.•' "NDIA %?' . •' ��� �• 4f J.S�NAL 4 f '''//mnn11,10% co NOTE: MIN. FLOOD PROTECTION GRADES OF ALL STRUCTURES FRONTING POND #3 SHALL BE NO LESS THAN 2 FEET ABOVE ANY ADJACENT 100 -YR. LOCAL OR REGIONAL FLOOD ELEVATION (WHICHEVER IS GREATER FOR ALL WINDOWS, DOORS, PIPE ENTRANCES, WINDOW WELLS, ETC.) STORM CHART STR. NO. TYPE T.C. RIM INVERT DIRECTION 154 YARD INLET 912.50 910.00 W 155 CURB INLET w MH 916.50 909.38 E &NW 156 CURB INLET w MH 916.50 909.19 SE &W 162 YARD INLET 913.00 910.50 W 163 CURB INLET w MH 916.08 909.88 E &NW 164 CURB INLET w MH 916.22 909.50 SE &W 166 YARD INLET 914.00 911.00 SW 167 CURB INLET w MH 913.91 909.50 NE &S &NW 168 CURB INLET 913.91 908.91 N &SW 168A ICURB INLET 914.36 910.30 SE 169 ICONCRETE END SECTION 907.60 NE EARTHWORK: 1. EXCAVATION A. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. B. Provide and place any additional fill material from offsite as may be necessary to produce the grades required on plans. Fill obtained from offsite shall be of quality as specified for fills herein and the source approved by the Developer. It will be the responsibility of the Contractor for any costs for fill needed. 2. REMOVAL OF TREES A. All trees and stumps shall be removed from areas to be occupied by a road surface or structure area. Trees and stumps shall not be buried on site. 3. PROTECTION OF TREES A. The Contractor shall, at the direction of the Developer, endeavor to save and protect trees of value and worth which do not impair construction of improvements as designed. B. In the event cut or fill exceeds 0.5 foot over the root area, the Developer shall be consulted with respect to protective measure to be taken, if any, to preserve such trees. 4. REMOVAL OF TOPSOIL A. All topsoil shall be removed from all areas beneath future pavements or building. Topsoil removal shall be to a minimum depth of 6 inches or to the depth indicated in the geotechmical report provided by the Developer to be excavated or filled. Topsoil should be stored at a location where it will not interfere with construction operations. The topsoil shall be free of debris and stones. 5. UTILITIES A. Rules and regulation governing the respective utility shall be observed in executing all work under this section. B. It shall be the responsibility of the Contractor to determine the location of existing underground utilities 2 working days prior to commencing work. For utility locations to be marked call Toll Free 1- 800 - 382 -5544 within Indiana or 1- 800 - 428 -5200 outside Indiana. 6. SITE GRADING A. Do all cutting, filling, compacting of fills and rough grading required to bring entire project area to subgrade as shown on the drawing. B. The tolerance for paved areas shall not exceed 0.05 feet above established subgrade. All other areas shall not exceed 0.05 feet plus or minus the established grade. Provide roundings at top and bottom of banks and other breaks in grade. C. The Engineer shall be notified when the Contractor has reached the tolerance as stated above, so that field measurements and spot elevations can be verified by the Engineer. The Contractor shall not remove his equipment from the site until the Engineer has verified that the job meets the above tolerance. FORM \EARTHWRK 0 \ \ 0 w • Li F- w 0 Q O u7 z° }- I W � 00 CY- ��/D/� V/ � X Z Q Q 11 J (I\ I `v ^• V) M of N W Z 0 0 C' 00 Z Ld C' M Z_ J o� � 00 cn Z O r` W U M Q Z Q D z z Q J � Y ry Qm z W In N :2 C):z a. Ct.0 0 O �U LLJ W Q (w D 1- (of) W F__ V) _J LL1 Q U SHEET NO. C200 101 N0.46600S213 ,-i s .a a O N n N M l0 O O N O M M +--1 cm C N E d O 75 N a PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL: STEVE BROERMANN PLATINUM PROPERTIES L.L.C. Phone: (317)- 818 -2900 ELEV.= 913.00 0 © [3 0 Denotes Construction Limits O© ® © © 0 © [3 © [3 Denotes Silt Fence Temporary 'Drop Inlet Protection Basket" or Coconut Fiber Erosion Control Logs Denotes permanent seeding & mulch areas Seeding rate: 130# /acre or 3# /1000 S.F. Seeding mixture: 25% creeping red fescue 35% perennial rye 40% Kentucky bluegrass seeding Ink 1 g w fiber / blanket et #S 50 by North American Green Seeding rate: II 0 acre or 2.5#/1000 S.F. Seeding mixture: 38% Kentucky 3I fescue 19% perennial rye 19% annual rye 14% orchard grass 10% Kentucky bluegrass • Denotes temporary seeding & mulching. Seeding rate: 50# /acre i 4 4 4 f Seeding mixture: 100% perennial rye. 4 1 4 4 e 7 X Ln p..1 to 0 0 N .--1 M - M rl 0 9 Cn C M a C 0 C N 2 a CZ$ 0 a a) E 0 V) 6 0 M i Cn 5 M N (7 C) O to d � � -,, i - v- �, �, , --',,- I I---- \!�; �.4 , -'ty~ \ / I : O I IV I � s' ' "' �.,f' S -. .✓ %• r;. tf� , ` f ( ^_ `%! 111. f \ \w \v\�`!; -' . 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A ^� �`� i r . / 1- •. l .: . i`1�' I a7 — — 0.PQ �` O O Lr i o -< .\ rn f , { 1- ,\\ �-. , i sF i t 11 I t \' \✓ rn C) -< rn a? X � ., i 1. I: . s Seedbed Preparation for Permanent Seedin 1. Test soil to determine pH and nutrient levels. (Contact you county SWCD or Cooperative Extension office for assistance and soils information, including available testing services.) 2. If soil pH is unsuitable for the species to be seeded, apply lime according to test recommendations. 3. Fertilize as recommended by the soil test. If testing was not done, consider applying 400 -600 lbs. /acre of 12 -12 -12 analysis, or equivalent, fertilizer. 4. Till the soil to obtain a uniform seedbed, working the fertilizer and lime into the soil 2 -4 in. deep with a disk or rake operated across the slope. yet? _ 4 •. - S ti SET ON t $ • FATER 1. 4I FASAIC r f`1 �f1 aK7 r ' - r } f fir} ' rJrJ� J. �J� ,%t%L l.,f .. , �, r mac: - i t .. T n • , f �� 7r 'i STAKES ( � ■1� �n PUMP 014Cr,AAGC- r.Csg NCT= UILII. CNE CtsCr ARC-c- ~CS_ ilLi; !Ara PL.A.v VI9-ry N. -.5. • I . k'Gsr, C:-AMP .. ti•` tii $iAKc YrCCDE. p a�.l •Jl t}[ GR N � • �i�' +. •S } , x ` � mac• :� i ,, 'r � PUM P P D l5CNARC V_ s1JPFAC YirSIE .i�+3+'�'•. •ter _ _ � `• ?.< _ <_ �tic�.: i�r�J .sa;y�,�•��•G`•�'l�c- .,4�u�_•v: }�L-. ` FILM FABRIC CROSS- 5ECnON WT. & FIG[GW i FMTER BAG r . . DEWATERING FILTER BAG DETAIL (TO BE USED WHEN PUMPING DIRTY WATER) NOTE: 1. ANY ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED IN THE FIELD BY THE INSPECTOR. 2. IF SITE REMAINS INACTIVE FOR A PERIOD OF 2 WEEKS, THEN STABILIZATION IS REQUIRED TO TAKE PLACE IN THE FORM OF TEMPORARY SEEDING, MULCH, OR SPRAY ON PALIMAR. 3. ALL DIRT HAS BEEN MOVED WITH SECTION 1 CONSTRUCTION AND TEMPORARILY SEEDED. SCALE: 1"= 60' The following is a list in sequence of construction activities to control soil erosion: 1. The contractor shall schedule a Pre - construction meeting with the Hamilton County Soil and Water Conservation District prior to any construction on the site being started. 2. The construction entrance shall be installed. The site will be constructed in phases as shown. 3. Maintenance and Refueling area constructed 4. Concrete washout area constructed 5. Posting information area shall be constructed. All items, as outlined in the in the 0 &M manual for Post Constuction water quality measures shall be placed in this area. 6. Perimeter Silt fencing to be installed. 7. The site has already been rough graded. Final grade the site (sides of swales and mounds to be seeded and mulched immediately upon completion. If the site remains inactive for a period of 15 days, stabilization is required to take place in the form of temporary seeding, mulch or spray on palimar. For temporary seeding, the contractor shall utilize a fast growing seed of either oats, annual ryegrass, wheat or rye depending on time of year. Disturbed areas should be kept to a minimum at all times. Phase 2 and 3 cannot be disturbed until Phase 1 is 40% seeded as noted. 8. Storm inlets are to be protected immediately after installation. 9. Contractor shall control mud accumulation on all streets surrounding project by installing stone surface at all locations where construction traffic leaves the site. Dust shall be kept to a minimum by utilizing sprinkling, Calcium Chloride, Vegetative cover, spray on adhesives or other approved methods. 10. Maintain all filters and traps during construction to prevent any blockages from accumulated sediment. Additional seeding and straw bales may be required during construction as specified by Engineer or Soil and Water Conservation District. Payment for additional straw bales shall be at the contractor's expense. Payment for additional rip -rap (not shown on plans) and seeding shall be paid for on a unit basis. 11. Contractor shall install all sanitary sewers, storm sewers, subsurface drains, and water mains. Coconut Fiber Logs or Drop Inlet Protection Baskets shall be installed at all storm inlets (including street inlets). 12. Seed all remaining disturbed areas and remove all BMP's when area is stabilized. 13. See individual lot construction details on sheet C301 for builder practices under construction. ```,���11�11►►► ►,I,* .� ` � � .,� �� '', ``` �� 1TE'•• F •,�J': � � . °os N. _ 19358 -a : STATE OF ' Q7 06,c�• YNDIANP' ... �.; �z Q,, �i �•••••• •••.••.•• •••• &� s" nnn�� MI >- M m W �- Z W M U Z 0 0 F- � j X w LLJ o X J LLI 0 W CL 0 W 0 5 W (D ,-- r CE Lli LL F- LU U Q� N Q Z Q 0 u7 Z W 0- 00 0:� _ r1- 1V) ro 0 Z Q Q L.t_ J r-- �1L / lr vi N W Z 0 1� Z � W^^•' LO 1 — to Z � J p') (n "q- J 00 a_ a_ Z Z 0 U W .J Z Q Z W 0 Y Of cQ C F- Z\-400' �! O.0, W QW X a.N ad QZ Z cro 1- C) F- D LL.(.) J J Z W Q(/) ^0 i..�.. F— CE V) W 3:: M X -J W 0 �— W :E Q 121:� U M m = r m LL CD J CO 0 �� M 0 Lv a �^ I I Q � or `� I— (D ,-- r CE Lli LL F- LU U Q� N Q Z Q 0 u7 Z W 0- 00 0:� _ r1- 1V) ro 0 Z Q Q L.t_ J r-- �1L / lr vi N W Z 0 1� Z � W^^•' LO 1 — to Z � J p') (n "q- J 00 a_ a_ Z Z 0 U W .J Z Q Z W 0 Z 0 F- Z\-400' �! O.0, W QW X a.N ad QZ Z cro 0 C) F- D LL.(.) J J Z W Q(/) ^0 i..�.. F— CE V) W 3:: M X -J W 0 �— W :E Q 121:� U SHEET N0. C300 101 N" 46600S213 rt V-1 e 0- Z I" cYi tD Ci 0 N O M M T-i >_ J Cn '0 0 F C O c a a2i L CL Cid 0 O M 0 E L 0 vl 0 M i 3 .o ca N to 0 0 to ko i cJi SEASONAL SOIL PROTECTION CHART STABILIZATION PRACTICE JAN. FEB. MAR. APR. MAY JUN. JUL. AUG. SEPT. OCT. NOV. DEC. PERMANENT A * * * / //> SEEDING _ DORMANT B > B > SEEDING _ SEEDING E * / / / / / / //* > _ SODDING F ** MULCHING G > Seedbed Preparation for Permanent Seeding 1. Test soil to determine pH and nutrient levels. (Contact you county SWCD or Cooperative Extension office for assistance and soils information, including available testing services.) 2. If soil pH is unsuitable for the species to be seeded, apply lime according to test recommendations. 3. Fertilize as recommended by the soil test. If testing was not done, consider applying 400 -600 lbs. /acre of 12 -12 -12 analysis, or equivalent, fertilizer. 4. Till the soil to obtain a uniform seedbed, working the fertilizer and lime into the soil 2 -4 in. deep with a disk or rake operated across the slope. A = KENTUCKY BLUE GRASS 40 lbs. /AC.: CREEPING RED FESCUE 40 lbs. /AC.: PLUS 2 TONS STRAW MULCH /AC. OR ADD ANNUAL RYEGRASS 20lbs> /AC. B = KENTUCKY BLUE GRASS 60 lbs. /AC.: CREEPING RED FESCUE 60 lbs. /AC.: PLUS 2 TONS STRAW MULCH /AC. OR ADD ANNUAL RYEGRASS 30lbs > /AC. C = SPRING OATS 3 BUSHEL /ACRE D =WHEAT OR RYE 2 BUSHEL /ACRE E = ANNUAL RYEGRASS 40 lbs. /AC. (1 lb. 11000 sq. ft.) F =SOD G = STRAW MULCH 2 TONS /ACRE - ANCHOR ALL MULCH BY CRIMPING OR * ACKIFYING * / // = IRRIGATION NEEDED DURING JUNE, JULY, AND /OR SEPT. ** = IRRIGATION NEEDED FOR 2 TO 3 WEEKS AFTER APPLYING SOD Rule 5 requires all disturbed areas likely to be idle for 15 day shall have surface stabilization applied. When weather conditions prevent rapid germination of grass, then 2t /ac mulch will be used to ensure ground stabilization requirements are met. D rou Inlet Protection Basket PNIMN IN a @01-M pNO- 0- W -4 tm WIN IffiON-01�%I %unw-1 It is the intent of this device to detain water for the purpose of allowing suspended so lids in the water to settle out before the water enters the storm structure. Some filtering w ill occur as water passes through the device. The bottom of this device is to seal against the flat outer part of the casting. The overall dimension of the basket shall be no smaller than the water inlet perforations in the casting and no larger than the outer dimensions of the casting. The height shall be 15" The basket frame shall be welded wire mesh rolled or bent and welded to itself to fit the casting. The wire size shall be no smaller than .149" dia. and openings no larger than 18 sq in. It is important that the bottom of the wire frame be smooth so as not to allow any leakage between the basket and casting. The top of the basket shall be open to prevent flooding during heavy storm events. Fabric shall be woven polypropylene allowing 15 -25gal /min /sq in. If non -woven fabric is used, the maintenance intervals should be increased to replace silt laden fabric. The fabric shall be attached to the frame and folded under the bottom to help seal against the casting. This device should be used in conjunction with other Best Management Practices to maximize the efficiency of the erosion control plan. Suppliers for this product include: Lakeside Supply Inc. (317) 281 -2661, Turfgrass Inc (317) 894 -3276. e being South 21 degrees 14 minutes 02 seconds East 365.00 feet from said point; thence easterly along said curve 84.74 feet to the point of tangency of said curve, said point being North 07 degrees 55 minutes 55 seconds West 365.00 feet from the radius point of said curve; thence North 82 degrees 04 minutes 04 seconds East 161.15 feet; thence South 00 degrees 05 minutes 53 seconds West 181.07 feet to the place of beginning, containing 8.282 acres, more or less. STAPLE PATTERNS APPLY TO ALL NORTH AMERICAN GREEN EROSION CONTROL BLANKETS. STAPLE PATTERNS WILL VARY DEPENDING UPON SLOPE LENGTH, SLOPE GRADE, SOIL TYPE AND AVERAGE ANNUAL RAINFALL. 300 275 250 225 200 ns 50 wa_ 125 100 75 50 25 FT. 4:1 3:1 2:1 1:1 LOW MED /HIGH FLOW FLOW CHANNEL CHANNEL AND SLOPE GRADIENT SHORELI B C C C C C D D L 8 C NE 3' L I - _.W.- X_ -1 - 1 1 : 9 41 f - . � I I 2' z' 6' 6' 4' 4' I 3' -x ie-- -ac x -x- 3' + 20# 1 1/2' t 1 -1 I - 3' - x 3,x --x x x x AB *C x xDx x x x X x x 1 STAPLE 1 -1/2 STAPLES 2 STAPLES 3.5 STAPLES PER SQ. YD. PER SQ. YD. PER SQ. YD. PER SQ. YD. EROSION CONTROL BLANKET STAPLE PATTERN GUIDE NOT-TO-SCALE FENCE POST (2x2 HARDWOOD POST) /�-- SILT FENCE MATERIAL 69 _$» M///z ti 3' .- GROUND SURFACE ti FENCE POST SHOULD SILT FENCE MATERIAL SHOULD BE BURIED � 1' BELOW BE BURIED 6" BELOW GROUND GROUND SURFACE. SURFACE. SILT FENCE DETAIL NOT -TO -SCALE Exhibit 5.74 -G. Sp9cI11catlan8 MU1lrnunle for $Itt Fence Fabri c. Assessment of Construction Plan Elements Al. See Sheets C300 A2. See Attachment. A3. Narrative Describing Project Nature and Purpose: This project is Stanford Park Section 2B, Residential subdivision. The purpose of this project is for future residential construction. A4. See map included on this sheet. A5. Legal Description of the Project Site: Legal description is shown on this sheet. The latitude is 39 °- 59' -00" and longitude is 86 °- 13' -00 ". A6. See Sheet C200 A7. Hydrologic Unit Code: 05 120201120070 A8. State or Federal Water Quality Permits: None A9. Specific Points Where Stormwater Discharge Will Leave This Site: The storm water will leave the site through the storm sewers to the existing Lake outlet pipes. . See sheet C200 for locations. A10. Location and Name of All % $5"/v �" STANFORD PARK SECTION 26 A part of the West Half of Section 20, Township 18 North, Range 3 East, and the West Half of Section 29, Township 18 North, Range 3 East, Hamilton County, Indiana, more particularly described as follows: Beginning at the Northeast corner of the West Half of said Section 29 thence South 00 degrees 01 minutes 15 seconds East 1,020.00 feet; thence South 89 degrees 58 minutes 45 seconds West 87.42 feet to a point on a curve concave southeasterly, the radius point of said curve being South 00 degrees 01 minutes 14 seconds East 50.00 feet from said point; thence southwesterly along said curve 43.39 feet to the point of tangency of said curve, said point being North 49 degrees 44 minutes 19 seconds West 50.00 feet from the radius point of said curve, said point also being the point of curvature of a curve concave northeasterly, the radius point of said curve being North 49 degrees 44 minutes 19 seconds West 66.00 feet from said point; thence northwesterly along said curve 224.70 feet to the point of tangency of said curve, said point being North 34 degrees 40 minutes 12 seconds West 66.00 feet from the radius point of said curve, said point also being the point of curvature of a curve concave northwesterly, the radius point of said curve being North 34 degrees 40 minutes 12 seconds West 50.00 feet from said point; thence northeasterly along said curve 26.08 feet to the point of tangency of said curve, said point being South 64 degrees 33 minutes 05 seconds East 50.00 feet from the radius point of said curve; thence North 89 degrees 54 minutes 07 seconds West 115.19 feet; thence North 00 degrees 05 minutes 53 seconds East 760.00 feet; thence North 08 degrees 23 minutes 06 seconds West 27.96 feet; thence North 28 degrees 10 minutes 18 seconds West 135.00 feet; thence North 61 degrees 49 minutes 42 seconds East 170.00 feet; thence North 28 degrees 10 minutes 18 seconds West 49.33 feet to the point of curvature of a curve concave easterly, the radius point of said curve being North 61 degrees 49 minutes 42 seconds East 20.00 feet from said point; thence northerly along said curve 33.84 feet to the point of tangency of said curve, said point being North 21 degrees 14 minutes 02 seconds West 20.00 feet from the radius point of said curve, said point also being the point of curvature of a curve concave southerly, the radius point of said curv Wetlands, Lakes, and Water Courses on And Adjacent to the Site: None All. Identity All Receiving Waters: This site outlets into an existing pond, which outlets to Shelborne Park and then to J. W. Brendle Legal Drain. Al2. Identification of Potential Discharges to Groundwater: Potential discharges into the groundwater may occur in existing Lakes. This should be addressed with clay bottoms to prevent pollutants from entering the groundwater. A13. 100 Year Floodplains, Floodways and Floodway Fringes: There are no floodplains, floodways or flood way fringes on this site. A14. Pre - Construction and Post Construction Estimate of Peak Discharge: Pre Developed: 100 year allow. =13.94 c.fs. Post Developed: 10 year= 16.18 c.fs. 100 year = 22.19 c.fs. A15. Adjacent Land use Including Upstream Watershed: West: residential East: residential Nort h: home South: residential A16. See Sheets C200 A17. Identification of existing vegetative cover: The dit on this site has been moved with Section 1. Existing vegetation has been established A18. See Map &descriptions included on this sheet A19. See Sheets C200 A20. See Sheets C500 and C700 A21. Locations of proposed soil stockpiles, borrow and/or disposal areas: All topsoil is to be relocated to non - building areas. Non - building areas would be considered common areas, rear yards, etc.. Their will be NO borrow areas associated with this project. The dirt will be moved on the entire site. A22. See Sheet C100 A23. See Sheet C200 CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES EROSION CONTROL A4. DROP INLET REAR YARD PLAN LEGEND PROTECTION SWALE BASKET PROPERTY LINE/ /-DRAINAGE < o °°< 'O °° DRAINAGE SWALE SUBSOIL STOCKPILE SF SF EXISTING DRAINAGE PS AREA TO BE TOP- ° \ ° FINISHED DRAINAGE 0 SOILED, SEEDED, PS TOPSOIL ° ^ STOCKPILE d��'i TREE CONSERVATION AND MULCHED t BY OWNER AT COMPLETION OF CONSTRUCTION. SF SILT FENCING PALIMAR IS TO BE HOUSE "-- GARAGE _y USED IF GRASS GRAVEL ENTRANCE/ GROWTH IS NOT \ '`..., EXIT PAD CONSTRUCTION POSSIBLE. ° PS ENTRANCE/ EXIT o j �l ° ° CURB INLET SIDE YARD CONCREAREAASHOUT PROTECTION v I P FM ""/ .. *. '. . DRAINAGE SWALE . ' DROP INLET LOCATION MAP J ' STREET PROTECTION SIDE- WALK TRASH DUMPSTER EXISTING CURB AND GUTTER CURB INLET PROTECTION SOIL SALVAGE AND UTILIZATION NOTES: 1. EROSION/ SEDIMENT CONTROL MEASURES MUST BE FUNCTIONAL AND BE MAINTAINED THROUGHOUT CONSTRUCTION. 2. MAINTAIN POSITIVE DRAINAGE AWAY FROM THE STRUCTURE. a PERMANENT SEEDING STORM WATER POLLUTION &PREVENTION NOTES: 2 Construction Materials and their Practices (A) All storms water quality measures, including erosion and sediment control, necessary to comply a. Erosion control measures shown on these plans shall be implemented prior to with this rule must be implemented in accordance with the plan and sufficient to satisfy subsection and during construction in the proper sequencing to minimize soil erosion. (b)• Erosion controls shall be inspected and maintained as described elsewhere in (B) Provisions for erosion and sediment control on individual building lots regulated under the B13 Cont. these plans. Excessive dusting of soil on the site shall be minimized by original permit of a project site owner must include the following requirements: reducing construction traffic across haze soil during dry and/or windy weather, (1) The individual lot operator, whether owning the property or acting as the agent of the and by applying water or other acceptable dust control measures to the soil. property owner, shall be responsible for erosion and sediment control requirements associated Upon completion of construction and suitable establishment of permanent with activities on individual lots. vegetation, temporary erosion control measures such as silt fence, check dams (2) Installation and maintenance of a stable construction site access. and inlet protection devices shall be removed in a manner to minimize (3) Installation and maintenance of appropriate perimeter erosion and sediment control additional land disturbance. Any areas disturbed by these operations shall be measures prior to land disturbance. properly revegetated (4) Sediment discharge and tracking from each lot must be minimized throughout the land b. Large waste materials created by cutting, sawing, drilling, or other operations disturbing activities on the lot until permanent stabilization has been achieved. shall be properly disposed of in suitable onsite waste containers. The site shall (5) Clean -up of sediment must be redistributed or disposed of in a manner that is in compliance be checked at the end of the day, as a minimum, and all waste materials, with all applicable statutes and rules. including those blown across or off the site by wind, shall be picked up and ` (6) Adjacent lots disturbed by and individual lot operator must be repaired and stabilized with disposed of in suitable containers. Where possible, operations such as sawing temporary or permanent surface stabilization. that create small particles should be performed in one spot in an area protected (7) For' individual residential lots, final stabilization meeting the criteria in section 7(b)(20) or from wind, and waste particles collected and disposed of frequently to minimize this rule will be achieved when the individual lot operator: wind dispersal. (A) completes final stabilization; or packaging used to transport materials to the site for construction of the facility (B) has installed appropriate erosion and sediment control measures for an individual lot prior to shall be disposed of properly, whether the material is taken out of its package occupation of the home by the homeowner and has informed the homeowner of the requirement for, and incorporated into the project immediately or stored onsite for future use. and benefits of, final stabilization. 7(b)(20) Final stabilization of a project site is achieved when: packaged materials stored onsite shall be inspected regularly and any loose (A) all land disturbing activities have been completed and a uniform (for example, evenly packaging shall be repaired or disposed of properly. distributed„ without large bare areas) perennial vegetative cover with a density of seventy percent c. All dewatering of activities shall be done in accordance to good erosion control (70 %) has been established on all unpaved areas and areas not covered by permanent structures, or practices. These practices should include the use of dirt bags such as Dandy Dirt equivalent permanent stabilization measures have been employed; and Bags. The use of these types of dewatering devices will remove large quantities (B) construction projects on land used for agricultural purposes are returned to its preconstruction of silt, sediment and dirt and prevent these materials to enter the storm sewer agricultural use or disturbed areas, not previously used for agricultural production, such as filter system. strips and areas that are not being returned to their preconstruction agricultural use, meet the final d If the use of lime is used to stabilize the soil of the site then all construction stabilization requirements in clause (A). equipment used shall be cleaned of all excess material with water in the INDIVIDUAL LOT BUILDER maintenance and refueling area as shown within these plans. e. Nutrients and fertilizers shall only be used to establish rapid vegetation. When STORM WATER POLLUTION &PREVENTION DETAIL these products are utilized, the user should pay strict attention to the products recommended usage. NOT -TO -SCALE 3. Concrete Waste Water a. All concrete waster water shall be disposed of in the designated area as shown on Sheets C300 -C301. This area is a 4' high, 10' diameter doughnut type mulch berm which shall be constructed over a geotextile fabric. This area shall be inspected on a daily basis Assessment of Stormwater Pollution Prevention Plan as a minimum. When this area becomes full, the pollutants shall be excavated, placed in - Construction Component an acceptable container and disposed of in a proper manner. 4. Paint Products B1. Description of Potential Pollutant Sources Associated with the a. All excess paint and there related products shall be disposed of in the manner at Construction Activities: Potential Pollutants during construction includes: which the manufacturer suggest. Under NO circumstances will paint or their related Concrete waste water, trash, fossil fuels, oil, grease, paint. Exposure of these pollutants to storm water runoff should be minimized by performing activities products be cleaned or disposed of in soil, sanitary sewers, storm sewers, detention basins such as, equipment storage, refueling, maintenance and port-a -let placement in or burned. Any violation of this shall be reported to the job superintendent. 5. Spill Response Directions designated areas as shown on sheet C300 -0301. In the event of small spills ,please contact the construction supervisor. In the event of spills that require removal of soils or other materials, please contact the construction supervisor, developer, County Surveyor's Office and the Local Fire Department. In the event of spills that have potential groundwater or surface water B2. Sequence Describing Stormwater Quality measure Implementation contamination, please contact the construction supervisor, developer, County Surveyor's Relative to Land Disturbing Activities: See Construction Sequence on Office, Local Fire Department and ID EM. Sheets C30q -0301 See O & M Manual for all Emergency Numbers. B3. Stable Construct on Entrance Locations and Specifications: The construction entrance is shown on sheet C300 along with the details of installation and specification of maintenance on this sheet. B4. Sediment Control Measures for Sheet Flow: The areas of runoff in a sheet flow condition are shown on sheet C300. Silt fence is the primary measure used to eliminate this type of erosion. Silt fence details are shown on this sheet. B5. Sediment Control Measures For Concentrated Flow Areas: The concentrated flow areas are the proposed swales. Erosion control blankets and drop inlet protection baskets will be installed Details are shown on this sheet. B6. Storm Sewer Inlet Protection Measure Locations and Specifications: Baskets and stone bags are shown to be placed at inlets. Locations are shown on sheet C300 and details are shown on this sheet. B7. Runoff Control Measures: The lake area is to be utilized for temporary sediment trap. B8. Stormwater Outlet Protection Specifications: All end sections of an outlet are shown to be rip - rapped to prevent scour erosion. Rip -Rap is shown on the site development plans and storm water pollution &prevention plans. See detail shown on this sheet and C801. B9. Grade Stabilization Structure Locations and Specifications: Not necessary B10. Location, Dimensions, Specifications and Construction Details of Each Stormwater Quality Measure: Each measure is shown on the plans along with the appropriate details and specifications. Bll. Temporary Surface Stabilization Methods Appropriate for Each Season: The storm water pollution &prevention plans along with the detail sheet provides different methods and sequences for each measure to be utilized (See seasonal soil protection chart on this sheet.) B12. Permanent Surface Stabilization Specifications: The permanent stabilization methods are specified on the storm water pollution &prevention plans. The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet). B13. Material Handling and Spill Prevention Plan: In order to minimize the release of potential pollutants during construction the Contractor shall implement this material handling and spill prevention plan. The Contractor shall review this plan with all subcontractors and require that they implement the plan as well. 1. Construction Equipment a. Fueling, lubrication and fluids: All operations involving the addition of fluids to equipment should be done in one location, as designated on Sheets C300, so that spills are limited to one location on the site, which will facilitate the cleanup of spills. If an onsite fueling tank is planned to be on site, it shall be double walled and stored in this designated area. This location is an area that will not allow spilled fluids to migrate into subsurface soils. In the event of a spill, the fluid shall immediately be cleaned up by removing the contaminated soil or stone which shall be disposed of in an acceptable manner. Spills on hard surfaces shall be soaked up by an acceptable material such as Oil Dry and the absorbent material disposed of in a proper manner. The spill shall also be reported immediately to the Contractor's superintendent. b. Equipment repair, especially when fluids must be removed from the equipment or the possibility of fluid spills is high, should always be done offsite at a facility that is more suitable than a construction site to handle spills. When equipment must be repaired onsite it should be moved to the maintenance and fueling area if possible. Otherwise, suitable on site containers should be placed under the equipment during repair to catch any spilled fluids and these fluids should be disposed of in a proper manner. C. All reusable fluid containers, such as gasoline cans, shall be inspected for leaks each time they are used. If leaks are found, the fluid shall be removed from the container in a proper manner and the container disposed of in an acceptable manner. Empty disposable containers, such as grease tubes and lubricating oil and brake fluid containers, and their packaging, shall be disposed of in a proper manner and shall not be left on the gro und or in the open on the construction site. of the site undisturbed during and after construction, allowing existing vegetation to help remove sediment during and after construction. C4. Location, Dimensions, Specifications and Construction Details of Each Stormwater Quality Measures: Catch basins, swales, and lake locations are provided on the site development plans. Details are provided on the Construction Plan Detail sheets. C5. Description of Maintenance Guidelines for Proposed Post Construction Water Quality Measures: Maintenance of all Stormwater pollution prevention measures will be the responsibility of the project owner, Platinum Properties until a point in time in which the Home Owners Association is established, utilizing procedures outline in the O &M manual for Post Construction water quality measures. At that point said association shall assume all maintenance responsibilities. The maintenance guidelines consist mostly of good housekeeping measures. Any grassed or vegetated areas that experience erosion from rainfall events should be repaired and revegetated as soon as possible. Trash or litter should be picked up and properly disposed to prevent it from getting into the storm drainage system and downstream waterways. Erosion of the detention pond banks should be addressed as soon as it becomes visible by filling the eroded area with suitable soil and establishing vegetation immediately, preferably by sodding, or by seeding and mulching and monitoring until suitable vegetation is established. The same measure should be used for steep banks of any earth berm or any other steep area The detention pond should also be monitored for sediment coming from the storm drainage system. If the bottom of the pond receives sediment, indicated by the sediment markers, it should be cleaned out and the source found and repaired. The elevation of the pond bottom should be checked every 8 to 10 years and, if significant sediment is encountered, it should be removed from the basin. This should be done during periods of low rainfall to allow soil stirred up by excavation to settle out before a rain event. The detention pond outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to prevent soil from entering the offsite storm drainage system. Pavement areas should also be monitored for pollutants. Any large quantity of fluids such as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home Owner Association and the source determined, if possible, and removed from the site for maintenance or repair. Pavements should also be monitored for sediment coming from vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off the pavement, and the source of the soil found and repaired as discussed above. EROSION CONTROL MEASURE INSTALLATION SEQUENCE MAINTENANCE STONE ENTRANCE PRIOR TO CLEANING AND GRADING INSPECT ENTRANCE PAD AND SEDIMENT DISPOSAL AREA WEEKLY AND AFTER STORM EVENTS OR HEAVY USE. RESHAPE PAD AS NEEDED FOR DRAINAGE AND RUNOFF CONTROL. TOPDRESS WITH CLEAN STONE AS NEEDED. IMMEDIATELY REMOVE MUD AND SEDIMENT TRACKED OR WASHED ONTO PUBLIC ROADS BY BRUSHING OR SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. SILT FENCE PRIOR TO CLEANING AND GRADING INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE AFFECTED PORTION IMMEDIATELY. REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR IS CAUSING THE FABRIC TO BULGE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE. TOPSOIL STOCKPILE PRIOR TO CLEANING AND GRADING DETERMINE DEPTH AND SUITABILITY OF TOPSOIL AT THE SITE. (FOR HELP, CONTACT YOUR LOCAL SWCD OFFICE TO OBTAIN A COUNTY SOIL SURVEY REPORT OR CONSULT WITH A SOIL SCIENTIST.) PRIOR TO STRIPPING TOPSOIL, INSTALL ANY SITE- SPECIFIC DOWNSLOPE PRACTICES NEEDED TO CONTROL RUNOFF AND SEDIMENTATION. REMOVE THE SOIL MATERIAL NO DEEPER THAN WHAT THE COUNTY SOIL SURVEY DESCRIBES AS "SURFACE SOIL" (I.E., A OR AP HORIZON). STOCKPILE THE MATERIAL IN ACCESSIBLE LOCATIONS THAT NEITHER INTERFERE WITH OTHER CONSTRUCTION ACTIVITIES NOR BLOCK NATURAL DRAINAGE; AND INSTALL SILT FENCES, STRAW BALES, OR OTHER BARRIERS TO TRAP SEDIMENT (SEE EXHIBIT 3.02 -8). (SEVERAL SMALL PILES AROUND THE CONSTRUCTION SITE ARE USUALLY MORE EFFICIENT AND EASIER TO CONTAIN THAN ONE LARGE PILE.) IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP OR SURROUNDED BY A SEDIMENT BARRIER. TEMPORARY DIVERSIONS AFTER ROUGH GRADING INSPECT WEEKLY AND FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT FROM THE CHANNEL AND REINFORCE THE RIDGE AS NEEDED. CHECK THE OUTLETS AND MAKE NECESSARY REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM TRAPS WHEN THEY ARE 50% FULL. WHEN THE WORK AREA HAS BEEN STABILIZED, REMOVE THE RIDGE, FILL THE CHANNEL TO BLEND WITH THE NATURAL GROUND, REMOVE TEMPORARY SLOPE DRAINS, AND STABILIZE ALL DISTURBED AREAS. ROCK DAM AFTER ROUGH GRADING INSPECT THE ROCK DAM AND BASIN FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT WHEN IT ACCUMULATES TO HALF THE DESIGN VOLUME (MARKED BY STAKE) CHECK THE DAM AND ABUTMENTS FOR EROSION, PIPING, AND ROCK DISPLACEMENT, AND REPAIR IMMEDIATELY IF THE BASIN DOES NOT DRAIN BETWEEN STORMS, REPLACE THE STONE ON THE UPSTREAM FACE OF DAM IF THE BASIN DRAINS TO RAPIDLY FOLLOWING A STORM,(LESS THAN 6 HRS.), ADD INDOT CA N0. 5 GRAVEL ON THE UPSTREAM FACE OF THE DAM. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED, a. REMOVE WATER AND SEDIMENT FROM THE BASIN. b. REMOVE THE DAM, DISPOSING OF THE ROCK IN DESIGNATED DISPOSAL AREAS. c. SMOOTH THE SITE TO BLEND THE SURROUNDING AREA. d. STABILIZE TEMPORARY SEEDING AFTER ROUGH GRADING INSPECT PERIODICALLY AFTER PLANTING TO SEE THAT VEGETATIVE STANDS ARE ADEQUATELY ESTABLISHED; RE- SEED IF NECESSARY. CHECK FOR EROSION DAMAGE AFTER STORM EVENTS AND REPAIR; RESEED AND MULCH IF NECESSARY. TOPDRESS FALL SEEDED WHEAT OR RYE SEEDINGS WITH 50 LBS. /ACRE OF NITROGEN IN FEBRUARY OR MARCH IF NITROGEN DEFICIENCY IS APPARENT. (EXHIBIT 3.11 -B SHOWS ONLY WHEAT /RYE FALL SEEDED.) PERMANENT SEEDING AFTER FINISH GRADING INSPECT PERIODICALLY, ESPECIALLY STORM EVENTS, UNTIL THE STAND IS SUCCESSFULLY ESTABLISHED. (CHARACTERISTICS OF A SUCCESSFUL STAND INCLUDE: VIGOROUS DARK GREEN OR BLUISH -GREEN SEEDLINGS; UNIFORM DENSITY WITH NURSE PLANTS, LEGUMES, AND GRASSES WELL INTERMIXED; GREEN LEAVES; AND THE PERENNIALS REMAINING GREEN THROUGHOUT THE SUMMER, AT LEAST AT THE PLANT BASE.) PLAN TO ADD FERTILIZER THE FOLLOWING SEASON ACCORDING TO SOIL TEST RECOMMENDATIONS. REPAIR DAMAGED, BARE, OR SPARSE OR PATCHY, BY FILLING ANY GULLIES, RE- FERTILIZING, OVER - OR RE- SEEDING AND MULCHING AFTER RE- PREPARING THE SEEDBED. IF VEGETATION FAILS TO GROW, CONSIDER SOIL TESTING TO DETERMINE ACIDITY OR NUTRIENT DEFICIENCY PROBLEMS. (CONTACT YOUR SWCD OR COOPERATIVE EXTENSION OFFICE FOR ASSISTANCE.) IF ADDITIONAL FERTILIZATION IS NEEDED TO GET A SATISFACTORY STAND, DO SO ACCORDING TO SOIL TEST RECOMMENDATIONS. EROSION CONTROL MATTING AFTER FINISH GRADING DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET. IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF 111E BLANKET COVERING IT, ADD SOIL, RE -SEED THE AREA, AND RE -LAY AND STAPLE THE BLANKET. AFTER VEGETATIVE ESTABLISHMENT, CHECK THE TREATED AREA PERIODICALLY. STRAW BALES AFTER FINISH GRADING INSPECT THE DROP INLET PROTECTION AFTER EACH STORM EVENT, AND MAKE NEEDED REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM THE POOL AREA TO ENSURE ADEQUATE RUNOFF STORAGE FOR THE NEXT RAIN, TAKING CARE TO NOT DAMAGE OR UNDERCUT THE BALES. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL BALES, CONSTRUCTION MATERIAL, AND SEDIMENT AND DISPOSE OF PROPERLY, GRADE THE DISTURBED AREA TO THE ELEVATION OF THE TOP OF THE INLET AND STABILIZE. INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED. INLET PROTECTION AFTER EACH INLET IN PLACED INSPECT AFTER EACH STORM EVENT. REMOVE SEDIMENT (BUT NOT BY FLUSHING) WHEN IT REACHES HALF THE HEIGHT OF THE BARRIER. DEPOSIT REMOVED SEDIMENT WHERE IT WILL NOT ENTER STORM DRAINS. AFTER ALL AREAS DRAINING TO THESE AREAS N/A REMOVAL OF STRAW BALES ARE STABILIZED AFTER ALL AREAS DRAINING TO THESE AREAS N/A REMOVAL OF INLET PROTECTION ARE STABILI A18. 20' -0" MIN. WIDTH CONSTRUCTION ENTRANCE DETAIL NOT -TO -SCALE `% ' %p RINEy ''�. '11:111- �. - � / •0� moo.. _ No. _ 10200495 -0-- STATE OF :' 0 o �r �'�,� •�� INDIAN `� n Br Brookston silty clay loam- this soil is dark colored, silty in texture and on depressional uplands. It is deep and very poorly drained with moderate permeability. It has high available water for plant growth and high organic matter content. It has compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasonal LINE WITH GEOTEXTILE WOVEN FABRIC high water table, high potential frost action, moderate shrink -swell potential, moderate permeability and ponded surface water. #53 STONE O 6' MIN. 3:1 FUELING &VEHICLE MAINTENANCE AREA CrA Crosby silt loam, 0 -3 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and somewhat poorly drained with slow permeability. It has high available water for plant growth and medium organic matter content. The soil N iM M M has compact till starting at a depth between 20 -40 inches. The main soil features that affect urban development uses are SECTION Z - Z seasonal high water table, moderate shrink -swell potential, high potential frost action and slow permeability. NOT -TO -SCALE 10' DIA. Mm62 Miami silt loam, 2 -6 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and well drained (3) 12" MULCH FILLED with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has EROSION CONTROL LOGS compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect WOVEN FABRIC NOT -TO -SCALE Z w o Z U _0 I-, j LJ X w o W urban development uses are moderate potential frost action, moderate shrink -swell potential, moderately slow permeability, low strength and erosion during construction. 6" EXCAVATED KEYWAY 6" EXCAVATED KEYWAY 6" MULCH BOTTOM OVER GEOTEXTILE CONg7ETE KMSH0UT DETAIL Q I i- m m Sgl5 MAP �JJ w 0 w a 5 w Of Y a � Q M 0 c0 M Q m LL. � \ Z a Ya � � M c W i°v \ r co \ Of O W_ li w U Q N cy -,I- Q O O L0 W "Zl- > 00 COCONUT FIBER EROSION C, X CONTROL LOGS Z � 1. At a position downslope of the lot and upslope Q of the inlet, attach log around upslope of curb J and away from inlet. [�_ 2. Set up safety /traffic barriers to keep vehicles ( � from hitting logs, causing possible injury. % (p 3. Inspect and repair as needed, and remove any V) � accumulated sediments after every storm. 01-1 N � Runoff � W r- �J W O O --I- Z (3 00 W Z O-) F- I n CURB INLET PROTECTION DETAIL � � NOT -TO -SCALE (n 00 Z � p r__ w N EROSION CONTROL NOTES U 1-' L `- B14. Monitoring and Maintenance Guidelines for Each Proposed Pollution Prevention Measure: Person in charge of and knowledgeable about erosion and sediment control shall inspect the site for Stormwater pollution prevention deficiencies at least daily and again within 24 hours of every 1/2 inch rain event. See Erosion Crontrol Notes on this sheet for specifications. B15. Erosion and Sediment Control Specifications For Individual Building Lots: Construction sequence for individual building lots is shown on this sheet. Stormwater Pollution Prevention Plan - Post Construction Component Cl. Description of Pollutants and Their Sources Associated with the Proposed Land Use: Proposed site will be a residential subdivision. Potential pollutants from this type of development include, but are not limited to: fluids and debris from parked vehicles & vehicular traffic which could include: fossil fuels, oil, grease, fertilizer /nutrients antifreeze, brake fluid, window washer fluid, rubber, plastic, &metal fragments, grit (sediment) from wearing of the road surface, trash (including bacteria and other biological agents contained in the trash) from littering and other types of improper disposal or storage, and elevated receiving water temperatures from Stormwater runoff contact with impervious surfaces. C2. &C3. Sequence Describing Stormwater Quality Measure Implementation: Description of Proposed Post Construction Stormwater Quality Measures: The post construction measures used to minimize sedimentation in waterways include swales and detention ponds. The swales will collect runoff from the buildings and a majority of the pavement. The design of the swales will allow sediment to be partially infiltrated before storm water enters the designed storm sewer system. Beehive inlets will prevent large items from entering the storm pipes and leaving the site. The detentions basins, which is designed to have water in it at all times, will also help reduce sediment and trash by allowing it to drop out prior to leaving the site. The owner also desires to keep some of the wooded part ZED REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED J Z Q a o �_ Z w - 0 Z 0 F z Y Qm C�j 0 Z O.OfO 0 oil F -J Z W o QV) CL �__ a 3 S W O � Q (f) U C301 SHEET N0. Joe "0.46600S2B FENCE POST (2x2 HARDWOOD POST) /�-- SILT FENCE MATERIAL 69 _$» M///z ti 3' .- GROUND SURFACE ti FENCE POST SHOULD SILT FENCE MATERIAL SHOULD BE BURIED � 1' BELOW BE BURIED 6" BELOW GROUND GROUND SURFACE. SURFACE. SILT FENCE DETAIL NOT -TO -SCALE Exhibit 5.74 -G. Sp9cI11catlan8 MU1lrnunle for $Itt Fence Fabri c. Assessment of Construction Plan Elements Al. See Sheets C300 A2. See Attachment. A3. Narrative Describing Project Nature and Purpose: This project is Stanford Park Section 2B, Residential subdivision. The purpose of this project is for future residential construction. A4. See map included on this sheet. A5. Legal Description of the Project Site: Legal description is shown on this sheet. The latitude is 39 °- 59' -00" and longitude is 86 °- 13' -00 ". A6. See Sheet C200 A7. Hydrologic Unit Code: 05 120201120070 A8. State or Federal Water Quality Permits: None A9. Specific Points Where Stormwater Discharge Will Leave This Site: The storm water will leave the site through the storm sewers to the existing Lake outlet pipes. . See sheet C200 for locations. A10. Location and Name of All % $5"/v �" STANFORD PARK SECTION 26 A part of the West Half of Section 20, Township 18 North, Range 3 East, and the West Half of Section 29, Township 18 North, Range 3 East, Hamilton County, Indiana, more particularly described as follows: Beginning at the Northeast corner of the West Half of said Section 29 thence South 00 degrees 01 minutes 15 seconds East 1,020.00 feet; thence South 89 degrees 58 minutes 45 seconds West 87.42 feet to a point on a curve concave southeasterly, the radius point of said curve being South 00 degrees 01 minutes 14 seconds East 50.00 feet from said point; thence southwesterly along said curve 43.39 feet to the point of tangency of said curve, said point being North 49 degrees 44 minutes 19 seconds West 50.00 feet from the radius point of said curve, said point also being the point of curvature of a curve concave northeasterly, the radius point of said curve being North 49 degrees 44 minutes 19 seconds West 66.00 feet from said point; thence northwesterly along said curve 224.70 feet to the point of tangency of said curve, said point being North 34 degrees 40 minutes 12 seconds West 66.00 feet from the radius point of said curve, said point also being the point of curvature of a curve concave northwesterly, the radius point of said curve being North 34 degrees 40 minutes 12 seconds West 50.00 feet from said point; thence northeasterly along said curve 26.08 feet to the point of tangency of said curve, said point being South 64 degrees 33 minutes 05 seconds East 50.00 feet from the radius point of said curve; thence North 89 degrees 54 minutes 07 seconds West 115.19 feet; thence North 00 degrees 05 minutes 53 seconds East 760.00 feet; thence North 08 degrees 23 minutes 06 seconds West 27.96 feet; thence North 28 degrees 10 minutes 18 seconds West 135.00 feet; thence North 61 degrees 49 minutes 42 seconds East 170.00 feet; thence North 28 degrees 10 minutes 18 seconds West 49.33 feet to the point of curvature of a curve concave easterly, the radius point of said curve being North 61 degrees 49 minutes 42 seconds East 20.00 feet from said point; thence northerly along said curve 33.84 feet to the point of tangency of said curve, said point being North 21 degrees 14 minutes 02 seconds West 20.00 feet from the radius point of said curve, said point also being the point of curvature of a curve concave southerly, the radius point of said curv Wetlands, Lakes, and Water Courses on And Adjacent to the Site: None All. Identity All Receiving Waters: This site outlets into an existing pond, which outlets to Shelborne Park and then to J. W. Brendle Legal Drain. Al2. Identification of Potential Discharges to Groundwater: Potential discharges into the groundwater may occur in existing Lakes. This should be addressed with clay bottoms to prevent pollutants from entering the groundwater. A13. 100 Year Floodplains, Floodways and Floodway Fringes: There are no floodplains, floodways or flood way fringes on this site. A14. Pre - Construction and Post Construction Estimate of Peak Discharge: Pre Developed: 100 year allow. =13.94 c.fs. Post Developed: 10 year= 16.18 c.fs. 100 year = 22.19 c.fs. A15. Adjacent Land use Including Upstream Watershed: West: residential East: residential Nort h: home South: residential A16. See Sheets C200 A17. Identification of existing vegetative cover: The dit on this site has been moved with Section 1. Existing vegetation has been established A18. See Map &descriptions included on this sheet A19. See Sheets C200 A20. See Sheets C500 and C700 A21. Locations of proposed soil stockpiles, borrow and/or disposal areas: All topsoil is to be relocated to non - building areas. Non - building areas would be considered common areas, rear yards, etc.. Their will be NO borrow areas associated with this project. The dirt will be moved on the entire site. A22. See Sheet C100 A23. See Sheet C200 CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES EROSION CONTROL A4. DROP INLET REAR YARD PLAN LEGEND PROTECTION SWALE BASKET PROPERTY LINE/ /-DRAINAGE < o °°< 'O °° DRAINAGE SWALE SUBSOIL STOCKPILE SF SF EXISTING DRAINAGE PS AREA TO BE TOP- ° \ ° FINISHED DRAINAGE 0 SOILED, SEEDED, PS TOPSOIL ° ^ STOCKPILE d��'i TREE CONSERVATION AND MULCHED t BY OWNER AT COMPLETION OF CONSTRUCTION. SF SILT FENCING PALIMAR IS TO BE HOUSE "-- GARAGE _y USED IF GRASS GRAVEL ENTRANCE/ GROWTH IS NOT \ '`..., EXIT PAD CONSTRUCTION POSSIBLE. ° PS ENTRANCE/ EXIT o j �l ° ° CURB INLET SIDE YARD CONCREAREAASHOUT PROTECTION v I P FM ""/ .. *. '. . DRAINAGE SWALE . ' DROP INLET LOCATION MAP J ' STREET PROTECTION SIDE- WALK TRASH DUMPSTER EXISTING CURB AND GUTTER CURB INLET PROTECTION SOIL SALVAGE AND UTILIZATION NOTES: 1. EROSION/ SEDIMENT CONTROL MEASURES MUST BE FUNCTIONAL AND BE MAINTAINED THROUGHOUT CONSTRUCTION. 2. MAINTAIN POSITIVE DRAINAGE AWAY FROM THE STRUCTURE. a PERMANENT SEEDING STORM WATER POLLUTION &PREVENTION NOTES: 2 Construction Materials and their Practices (A) All storms water quality measures, including erosion and sediment control, necessary to comply a. Erosion control measures shown on these plans shall be implemented prior to with this rule must be implemented in accordance with the plan and sufficient to satisfy subsection and during construction in the proper sequencing to minimize soil erosion. (b)• Erosion controls shall be inspected and maintained as described elsewhere in (B) Provisions for erosion and sediment control on individual building lots regulated under the B13 Cont. these plans. Excessive dusting of soil on the site shall be minimized by original permit of a project site owner must include the following requirements: reducing construction traffic across haze soil during dry and/or windy weather, (1) The individual lot operator, whether owning the property or acting as the agent of the and by applying water or other acceptable dust control measures to the soil. property owner, shall be responsible for erosion and sediment control requirements associated Upon completion of construction and suitable establishment of permanent with activities on individual lots. vegetation, temporary erosion control measures such as silt fence, check dams (2) Installation and maintenance of a stable construction site access. and inlet protection devices shall be removed in a manner to minimize (3) Installation and maintenance of appropriate perimeter erosion and sediment control additional land disturbance. Any areas disturbed by these operations shall be measures prior to land disturbance. properly revegetated (4) Sediment discharge and tracking from each lot must be minimized throughout the land b. Large waste materials created by cutting, sawing, drilling, or other operations disturbing activities on the lot until permanent stabilization has been achieved. shall be properly disposed of in suitable onsite waste containers. The site shall (5) Clean -up of sediment must be redistributed or disposed of in a manner that is in compliance be checked at the end of the day, as a minimum, and all waste materials, with all applicable statutes and rules. including those blown across or off the site by wind, shall be picked up and ` (6) Adjacent lots disturbed by and individual lot operator must be repaired and stabilized with disposed of in suitable containers. Where possible, operations such as sawing temporary or permanent surface stabilization. that create small particles should be performed in one spot in an area protected (7) For' individual residential lots, final stabilization meeting the criteria in section 7(b)(20) or from wind, and waste particles collected and disposed of frequently to minimize this rule will be achieved when the individual lot operator: wind dispersal. (A) completes final stabilization; or packaging used to transport materials to the site for construction of the facility (B) has installed appropriate erosion and sediment control measures for an individual lot prior to shall be disposed of properly, whether the material is taken out of its package occupation of the home by the homeowner and has informed the homeowner of the requirement for, and incorporated into the project immediately or stored onsite for future use. and benefits of, final stabilization. 7(b)(20) Final stabilization of a project site is achieved when: packaged materials stored onsite shall be inspected regularly and any loose (A) all land disturbing activities have been completed and a uniform (for example, evenly packaging shall be repaired or disposed of properly. distributed„ without large bare areas) perennial vegetative cover with a density of seventy percent c. All dewatering of activities shall be done in accordance to good erosion control (70 %) has been established on all unpaved areas and areas not covered by permanent structures, or practices. These practices should include the use of dirt bags such as Dandy Dirt equivalent permanent stabilization measures have been employed; and Bags. The use of these types of dewatering devices will remove large quantities (B) construction projects on land used for agricultural purposes are returned to its preconstruction of silt, sediment and dirt and prevent these materials to enter the storm sewer agricultural use or disturbed areas, not previously used for agricultural production, such as filter system. strips and areas that are not being returned to their preconstruction agricultural use, meet the final d If the use of lime is used to stabilize the soil of the site then all construction stabilization requirements in clause (A). equipment used shall be cleaned of all excess material with water in the INDIVIDUAL LOT BUILDER maintenance and refueling area as shown within these plans. e. Nutrients and fertilizers shall only be used to establish rapid vegetation. When STORM WATER POLLUTION &PREVENTION DETAIL these products are utilized, the user should pay strict attention to the products recommended usage. NOT -TO -SCALE 3. Concrete Waste Water a. All concrete waster water shall be disposed of in the designated area as shown on Sheets C300 -C301. This area is a 4' high, 10' diameter doughnut type mulch berm which shall be constructed over a geotextile fabric. This area shall be inspected on a daily basis Assessment of Stormwater Pollution Prevention Plan as a minimum. When this area becomes full, the pollutants shall be excavated, placed in - Construction Component an acceptable container and disposed of in a proper manner. 4. Paint Products B1. Description of Potential Pollutant Sources Associated with the a. All excess paint and there related products shall be disposed of in the manner at Construction Activities: Potential Pollutants during construction includes: which the manufacturer suggest. Under NO circumstances will paint or their related Concrete waste water, trash, fossil fuels, oil, grease, paint. Exposure of these pollutants to storm water runoff should be minimized by performing activities products be cleaned or disposed of in soil, sanitary sewers, storm sewers, detention basins such as, equipment storage, refueling, maintenance and port-a -let placement in or burned. Any violation of this shall be reported to the job superintendent. 5. Spill Response Directions designated areas as shown on sheet C300 -0301. In the event of small spills ,please contact the construction supervisor. In the event of spills that require removal of soils or other materials, please contact the construction supervisor, developer, County Surveyor's Office and the Local Fire Department. In the event of spills that have potential groundwater or surface water B2. Sequence Describing Stormwater Quality measure Implementation contamination, please contact the construction supervisor, developer, County Surveyor's Relative to Land Disturbing Activities: See Construction Sequence on Office, Local Fire Department and ID EM. Sheets C30q -0301 See O & M Manual for all Emergency Numbers. B3. Stable Construct on Entrance Locations and Specifications: The construction entrance is shown on sheet C300 along with the details of installation and specification of maintenance on this sheet. B4. Sediment Control Measures for Sheet Flow: The areas of runoff in a sheet flow condition are shown on sheet C300. Silt fence is the primary measure used to eliminate this type of erosion. Silt fence details are shown on this sheet. B5. Sediment Control Measures For Concentrated Flow Areas: The concentrated flow areas are the proposed swales. Erosion control blankets and drop inlet protection baskets will be installed Details are shown on this sheet. B6. Storm Sewer Inlet Protection Measure Locations and Specifications: Baskets and stone bags are shown to be placed at inlets. Locations are shown on sheet C300 and details are shown on this sheet. B7. Runoff Control Measures: The lake area is to be utilized for temporary sediment trap. B8. Stormwater Outlet Protection Specifications: All end sections of an outlet are shown to be rip - rapped to prevent scour erosion. Rip -Rap is shown on the site development plans and storm water pollution &prevention plans. See detail shown on this sheet and C801. B9. Grade Stabilization Structure Locations and Specifications: Not necessary B10. Location, Dimensions, Specifications and Construction Details of Each Stormwater Quality Measure: Each measure is shown on the plans along with the appropriate details and specifications. Bll. Temporary Surface Stabilization Methods Appropriate for Each Season: The storm water pollution &prevention plans along with the detail sheet provides different methods and sequences for each measure to be utilized (See seasonal soil protection chart on this sheet.) B12. Permanent Surface Stabilization Specifications: The permanent stabilization methods are specified on the storm water pollution &prevention plans. The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet). B13. Material Handling and Spill Prevention Plan: In order to minimize the release of potential pollutants during construction the Contractor shall implement this material handling and spill prevention plan. The Contractor shall review this plan with all subcontractors and require that they implement the plan as well. 1. Construction Equipment a. Fueling, lubrication and fluids: All operations involving the addition of fluids to equipment should be done in one location, as designated on Sheets C300, so that spills are limited to one location on the site, which will facilitate the cleanup of spills. If an onsite fueling tank is planned to be on site, it shall be double walled and stored in this designated area. This location is an area that will not allow spilled fluids to migrate into subsurface soils. In the event of a spill, the fluid shall immediately be cleaned up by removing the contaminated soil or stone which shall be disposed of in an acceptable manner. Spills on hard surfaces shall be soaked up by an acceptable material such as Oil Dry and the absorbent material disposed of in a proper manner. The spill shall also be reported immediately to the Contractor's superintendent. b. Equipment repair, especially when fluids must be removed from the equipment or the possibility of fluid spills is high, should always be done offsite at a facility that is more suitable than a construction site to handle spills. When equipment must be repaired onsite it should be moved to the maintenance and fueling area if possible. Otherwise, suitable on site containers should be placed under the equipment during repair to catch any spilled fluids and these fluids should be disposed of in a proper manner. C. All reusable fluid containers, such as gasoline cans, shall be inspected for leaks each time they are used. If leaks are found, the fluid shall be removed from the container in a proper manner and the container disposed of in an acceptable manner. Empty disposable containers, such as grease tubes and lubricating oil and brake fluid containers, and their packaging, shall be disposed of in a proper manner and shall not be left on the gro und or in the open on the construction site. of the site undisturbed during and after construction, allowing existing vegetation to help remove sediment during and after construction. C4. Location, Dimensions, Specifications and Construction Details of Each Stormwater Quality Measures: Catch basins, swales, and lake locations are provided on the site development plans. Details are provided on the Construction Plan Detail sheets. C5. Description of Maintenance Guidelines for Proposed Post Construction Water Quality Measures: Maintenance of all Stormwater pollution prevention measures will be the responsibility of the project owner, Platinum Properties until a point in time in which the Home Owners Association is established, utilizing procedures outline in the O &M manual for Post Construction water quality measures. At that point said association shall assume all maintenance responsibilities. The maintenance guidelines consist mostly of good housekeeping measures. Any grassed or vegetated areas that experience erosion from rainfall events should be repaired and revegetated as soon as possible. Trash or litter should be picked up and properly disposed to prevent it from getting into the storm drainage system and downstream waterways. Erosion of the detention pond banks should be addressed as soon as it becomes visible by filling the eroded area with suitable soil and establishing vegetation immediately, preferably by sodding, or by seeding and mulching and monitoring until suitable vegetation is established. The same measure should be used for steep banks of any earth berm or any other steep area The detention pond should also be monitored for sediment coming from the storm drainage system. If the bottom of the pond receives sediment, indicated by the sediment markers, it should be cleaned out and the source found and repaired. The elevation of the pond bottom should be checked every 8 to 10 years and, if significant sediment is encountered, it should be removed from the basin. This should be done during periods of low rainfall to allow soil stirred up by excavation to settle out before a rain event. The detention pond outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to prevent soil from entering the offsite storm drainage system. Pavement areas should also be monitored for pollutants. Any large quantity of fluids such as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home Owner Association and the source determined, if possible, and removed from the site for maintenance or repair. Pavements should also be monitored for sediment coming from vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off the pavement, and the source of the soil found and repaired as discussed above. EROSION CONTROL MEASURE INSTALLATION SEQUENCE MAINTENANCE STONE ENTRANCE PRIOR TO CLEANING AND GRADING INSPECT ENTRANCE PAD AND SEDIMENT DISPOSAL AREA WEEKLY AND AFTER STORM EVENTS OR HEAVY USE. RESHAPE PAD AS NEEDED FOR DRAINAGE AND RUNOFF CONTROL. TOPDRESS WITH CLEAN STONE AS NEEDED. IMMEDIATELY REMOVE MUD AND SEDIMENT TRACKED OR WASHED ONTO PUBLIC ROADS BY BRUSHING OR SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. SILT FENCE PRIOR TO CLEANING AND GRADING INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE AFFECTED PORTION IMMEDIATELY. REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR IS CAUSING THE FABRIC TO BULGE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE. TOPSOIL STOCKPILE PRIOR TO CLEANING AND GRADING DETERMINE DEPTH AND SUITABILITY OF TOPSOIL AT THE SITE. (FOR HELP, CONTACT YOUR LOCAL SWCD OFFICE TO OBTAIN A COUNTY SOIL SURVEY REPORT OR CONSULT WITH A SOIL SCIENTIST.) PRIOR TO STRIPPING TOPSOIL, INSTALL ANY SITE- SPECIFIC DOWNSLOPE PRACTICES NEEDED TO CONTROL RUNOFF AND SEDIMENTATION. REMOVE THE SOIL MATERIAL NO DEEPER THAN WHAT THE COUNTY SOIL SURVEY DESCRIBES AS "SURFACE SOIL" (I.E., A OR AP HORIZON). STOCKPILE THE MATERIAL IN ACCESSIBLE LOCATIONS THAT NEITHER INTERFERE WITH OTHER CONSTRUCTION ACTIVITIES NOR BLOCK NATURAL DRAINAGE; AND INSTALL SILT FENCES, STRAW BALES, OR OTHER BARRIERS TO TRAP SEDIMENT (SEE EXHIBIT 3.02 -8). (SEVERAL SMALL PILES AROUND THE CONSTRUCTION SITE ARE USUALLY MORE EFFICIENT AND EASIER TO CONTAIN THAN ONE LARGE PILE.) IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP OR SURROUNDED BY A SEDIMENT BARRIER. TEMPORARY DIVERSIONS AFTER ROUGH GRADING INSPECT WEEKLY AND FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT FROM THE CHANNEL AND REINFORCE THE RIDGE AS NEEDED. CHECK THE OUTLETS AND MAKE NECESSARY REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM TRAPS WHEN THEY ARE 50% FULL. WHEN THE WORK AREA HAS BEEN STABILIZED, REMOVE THE RIDGE, FILL THE CHANNEL TO BLEND WITH THE NATURAL GROUND, REMOVE TEMPORARY SLOPE DRAINS, AND STABILIZE ALL DISTURBED AREAS. ROCK DAM AFTER ROUGH GRADING INSPECT THE ROCK DAM AND BASIN FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT WHEN IT ACCUMULATES TO HALF THE DESIGN VOLUME (MARKED BY STAKE) CHECK THE DAM AND ABUTMENTS FOR EROSION, PIPING, AND ROCK DISPLACEMENT, AND REPAIR IMMEDIATELY IF THE BASIN DOES NOT DRAIN BETWEEN STORMS, REPLACE THE STONE ON THE UPSTREAM FACE OF DAM IF THE BASIN DRAINS TO RAPIDLY FOLLOWING A STORM,(LESS THAN 6 HRS.), ADD INDOT CA N0. 5 GRAVEL ON THE UPSTREAM FACE OF THE DAM. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED, a. REMOVE WATER AND SEDIMENT FROM THE BASIN. b. REMOVE THE DAM, DISPOSING OF THE ROCK IN DESIGNATED DISPOSAL AREAS. c. SMOOTH THE SITE TO BLEND THE SURROUNDING AREA. d. STABILIZE TEMPORARY SEEDING AFTER ROUGH GRADING INSPECT PERIODICALLY AFTER PLANTING TO SEE THAT VEGETATIVE STANDS ARE ADEQUATELY ESTABLISHED; RE- SEED IF NECESSARY. CHECK FOR EROSION DAMAGE AFTER STORM EVENTS AND REPAIR; RESEED AND MULCH IF NECESSARY. TOPDRESS FALL SEEDED WHEAT OR RYE SEEDINGS WITH 50 LBS. /ACRE OF NITROGEN IN FEBRUARY OR MARCH IF NITROGEN DEFICIENCY IS APPARENT. (EXHIBIT 3.11 -B SHOWS ONLY WHEAT /RYE FALL SEEDED.) PERMANENT SEEDING AFTER FINISH GRADING INSPECT PERIODICALLY, ESPECIALLY STORM EVENTS, UNTIL THE STAND IS SUCCESSFULLY ESTABLISHED. (CHARACTERISTICS OF A SUCCESSFUL STAND INCLUDE: VIGOROUS DARK GREEN OR BLUISH -GREEN SEEDLINGS; UNIFORM DENSITY WITH NURSE PLANTS, LEGUMES, AND GRASSES WELL INTERMIXED; GREEN LEAVES; AND THE PERENNIALS REMAINING GREEN THROUGHOUT THE SUMMER, AT LEAST AT THE PLANT BASE.) PLAN TO ADD FERTILIZER THE FOLLOWING SEASON ACCORDING TO SOIL TEST RECOMMENDATIONS. REPAIR DAMAGED, BARE, OR SPARSE OR PATCHY, BY FILLING ANY GULLIES, RE- FERTILIZING, OVER - OR RE- SEEDING AND MULCHING AFTER RE- PREPARING THE SEEDBED. IF VEGETATION FAILS TO GROW, CONSIDER SOIL TESTING TO DETERMINE ACIDITY OR NUTRIENT DEFICIENCY PROBLEMS. (CONTACT YOUR SWCD OR COOPERATIVE EXTENSION OFFICE FOR ASSISTANCE.) IF ADDITIONAL FERTILIZATION IS NEEDED TO GET A SATISFACTORY STAND, DO SO ACCORDING TO SOIL TEST RECOMMENDATIONS. EROSION CONTROL MATTING AFTER FINISH GRADING DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET. IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF 111E BLANKET COVERING IT, ADD SOIL, RE -SEED THE AREA, AND RE -LAY AND STAPLE THE BLANKET. AFTER VEGETATIVE ESTABLISHMENT, CHECK THE TREATED AREA PERIODICALLY. STRAW BALES AFTER FINISH GRADING INSPECT THE DROP INLET PROTECTION AFTER EACH STORM EVENT, AND MAKE NEEDED REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM THE POOL AREA TO ENSURE ADEQUATE RUNOFF STORAGE FOR THE NEXT RAIN, TAKING CARE TO NOT DAMAGE OR UNDERCUT THE BALES. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL BALES, CONSTRUCTION MATERIAL, AND SEDIMENT AND DISPOSE OF PROPERLY, GRADE THE DISTURBED AREA TO THE ELEVATION OF THE TOP OF THE INLET AND STABILIZE. INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED. INLET PROTECTION AFTER EACH INLET IN PLACED INSPECT AFTER EACH STORM EVENT. REMOVE SEDIMENT (BUT NOT BY FLUSHING) WHEN IT REACHES HALF THE HEIGHT OF THE BARRIER. DEPOSIT REMOVED SEDIMENT WHERE IT WILL NOT ENTER STORM DRAINS. AFTER ALL AREAS DRAINING TO THESE AREAS N/A REMOVAL OF STRAW BALES ARE STABILIZED AFTER ALL AREAS DRAINING TO THESE AREAS N/A REMOVAL OF INLET PROTECTION ARE STABILI A18. 20' -0" MIN. WIDTH CONSTRUCTION ENTRANCE DETAIL NOT -TO -SCALE `% ' %p RINEy ''�. '11:111- �. - � / •0� moo.. _ No. _ 10200495 -0-- STATE OF :' 0 o �r �'�,� •�� INDIAN `� n Br Brookston silty clay loam- this soil is dark colored, silty in texture and on depressional uplands. It is deep and very poorly drained with moderate permeability. It has high available water for plant growth and high organic matter content. It has compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasonal LINE WITH GEOTEXTILE WOVEN FABRIC high water table, high potential frost action, moderate shrink -swell potential, moderate permeability and ponded surface water. #53 STONE O 6' MIN. 3:1 FUELING &VEHICLE MAINTENANCE AREA CrA Crosby silt loam, 0 -3 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and somewhat poorly drained with slow permeability. It has high available water for plant growth and medium organic matter content. The soil N iM M M has compact till starting at a depth between 20 -40 inches. The main soil features that affect urban development uses are SECTION Z - Z seasonal high water table, moderate shrink -swell potential, high potential frost action and slow permeability. NOT -TO -SCALE 10' DIA. Mm62 Miami silt loam, 2 -6 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and well drained (3) 12" MULCH FILLED with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has EROSION CONTROL LOGS compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect WOVEN FABRIC NOT -TO -SCALE Z w o Z U _0 I-, j LJ X w o W urban development uses are moderate potential frost action, moderate shrink -swell potential, moderately slow permeability, low strength and erosion during construction. 6" EXCAVATED KEYWAY 6" EXCAVATED KEYWAY 6" MULCH BOTTOM OVER GEOTEXTILE CONg7ETE KMSH0UT DETAIL Q I i- m m Sgl5 MAP �JJ w 0 w a 5 w Of Y a � Q M 0 c0 M Q m LL. � \ Z a Ya � � M c W i°v \ r co \ Of O W_ li w U Q N cy -,I- Q O O L0 W "Zl- > 00 COCONUT FIBER EROSION C, X CONTROL LOGS Z � 1. At a position downslope of the lot and upslope Q of the inlet, attach log around upslope of curb J and away from inlet. [�_ 2. Set up safety /traffic barriers to keep vehicles ( � from hitting logs, causing possible injury. % (p 3. Inspect and repair as needed, and remove any V) � accumulated sediments after every storm. 01-1 N � Runoff � W r- �J W O O --I- Z (3 00 W Z O-) F- I n CURB INLET PROTECTION DETAIL � � NOT -TO -SCALE (n 00 Z � p r__ w N EROSION CONTROL NOTES U 1-' L `- B14. Monitoring and Maintenance Guidelines for Each Proposed Pollution Prevention Measure: Person in charge of and knowledgeable about erosion and sediment control shall inspect the site for Stormwater pollution prevention deficiencies at least daily and again within 24 hours of every 1/2 inch rain event. See Erosion Crontrol Notes on this sheet for specifications. B15. Erosion and Sediment Control Specifications For Individual Building Lots: Construction sequence for individual building lots is shown on this sheet. Stormwater Pollution Prevention Plan - Post Construction Component Cl. Description of Pollutants and Their Sources Associated with the Proposed Land Use: Proposed site will be a residential subdivision. Potential pollutants from this type of development include, but are not limited to: fluids and debris from parked vehicles & vehicular traffic which could include: fossil fuels, oil, grease, fertilizer /nutrients antifreeze, brake fluid, window washer fluid, rubber, plastic, &metal fragments, grit (sediment) from wearing of the road surface, trash (including bacteria and other biological agents contained in the trash) from littering and other types of improper disposal or storage, and elevated receiving water temperatures from Stormwater runoff contact with impervious surfaces. C2. &C3. Sequence Describing Stormwater Quality Measure Implementation: Description of Proposed Post Construction Stormwater Quality Measures: The post construction measures used to minimize sedimentation in waterways include swales and detention ponds. The swales will collect runoff from the buildings and a majority of the pavement. The design of the swales will allow sediment to be partially infiltrated before storm water enters the designed storm sewer system. Beehive inlets will prevent large items from entering the storm pipes and leaving the site. The detentions basins, which is designed to have water in it at all times, will also help reduce sediment and trash by allowing it to drop out prior to leaving the site. The owner also desires to keep some of the wooded part ZED REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED J Z Q a o �_ Z w - 0 Z 0 F z Y Qm C�j 0 Z O.OfO 0 oil F -J Z W o QV) CL �__ a 3 S W O � Q (f) U C301 SHEET N0. Joe "0.46600S2B Wetlands, Lakes, and Water Courses on And Adjacent to the Site: None All. Identity All Receiving Waters: This site outlets into an existing pond, which outlets to Shelborne Park and then to J. W. Brendle Legal Drain. Al2. Identification of Potential Discharges to Groundwater: Potential discharges into the groundwater may occur in existing Lakes. This should be addressed with clay bottoms to prevent pollutants from entering the groundwater. A13. 100 Year Floodplains, Floodways and Floodway Fringes: There are no floodplains, floodways or flood way fringes on this site. A14. Pre - Construction and Post Construction Estimate of Peak Discharge: Pre Developed: 100 year allow. =13.94 c.fs. Post Developed: 10 year= 16.18 c.fs. 100 year = 22.19 c.fs. A15. Adjacent Land use Including Upstream Watershed: West: residential East: residential Nort h: home South: residential A16. See Sheets C200 A17. Identification of existing vegetative cover: The dit on this site has been moved with Section 1. Existing vegetation has been established A18. See Map &descriptions included on this sheet A19. See Sheets C200 A20. See Sheets C500 and C700 A21. Locations of proposed soil stockpiles, borrow and/or disposal areas: All topsoil is to be relocated to non - building areas. Non - building areas would be considered common areas, rear yards, etc.. Their will be NO borrow areas associated with this project. The dirt will be moved on the entire site. A22. See Sheet C100 A23. See Sheet C200 CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES EROSION CONTROL A4. DROP INLET REAR YARD PLAN LEGEND PROTECTION SWALE BASKET PROPERTY LINE/ /-DRAINAGE < o °°< 'O °° DRAINAGE SWALE SUBSOIL STOCKPILE SF SF EXISTING DRAINAGE PS AREA TO BE TOP- ° \ ° FINISHED DRAINAGE 0 SOILED, SEEDED, PS TOPSOIL ° ^ STOCKPILE d��'i TREE CONSERVATION AND MULCHED t BY OWNER AT COMPLETION OF CONSTRUCTION. SF SILT FENCING PALIMAR IS TO BE HOUSE "-- GARAGE _y USED IF GRASS GRAVEL ENTRANCE/ GROWTH IS NOT \ '`..., EXIT PAD CONSTRUCTION POSSIBLE. ° PS ENTRANCE/ EXIT o j �l ° ° CURB INLET SIDE YARD CONCREAREAASHOUT PROTECTION v I P FM ""/ .. *. '. . DRAINAGE SWALE . ' DROP INLET LOCATION MAP J ' STREET PROTECTION SIDE- WALK TRASH DUMPSTER EXISTING CURB AND GUTTER CURB INLET PROTECTION SOIL SALVAGE AND UTILIZATION NOTES: 1. EROSION/ SEDIMENT CONTROL MEASURES MUST BE FUNCTIONAL AND BE MAINTAINED THROUGHOUT CONSTRUCTION. 2. MAINTAIN POSITIVE DRAINAGE AWAY FROM THE STRUCTURE. a PERMANENT SEEDING STORM WATER POLLUTION &PREVENTION NOTES: 2 Construction Materials and their Practices (A) All storms water quality measures, including erosion and sediment control, necessary to comply a. Erosion control measures shown on these plans shall be implemented prior to with this rule must be implemented in accordance with the plan and sufficient to satisfy subsection and during construction in the proper sequencing to minimize soil erosion. (b)• Erosion controls shall be inspected and maintained as described elsewhere in (B) Provisions for erosion and sediment control on individual building lots regulated under the B13 Cont. these plans. Excessive dusting of soil on the site shall be minimized by original permit of a project site owner must include the following requirements: reducing construction traffic across haze soil during dry and/or windy weather, (1) The individual lot operator, whether owning the property or acting as the agent of the and by applying water or other acceptable dust control measures to the soil. property owner, shall be responsible for erosion and sediment control requirements associated Upon completion of construction and suitable establishment of permanent with activities on individual lots. vegetation, temporary erosion control measures such as silt fence, check dams (2) Installation and maintenance of a stable construction site access. and inlet protection devices shall be removed in a manner to minimize (3) Installation and maintenance of appropriate perimeter erosion and sediment control additional land disturbance. Any areas disturbed by these operations shall be measures prior to land disturbance. properly revegetated (4) Sediment discharge and tracking from each lot must be minimized throughout the land b. Large waste materials created by cutting, sawing, drilling, or other operations disturbing activities on the lot until permanent stabilization has been achieved. shall be properly disposed of in suitable onsite waste containers. The site shall (5) Clean -up of sediment must be redistributed or disposed of in a manner that is in compliance be checked at the end of the day, as a minimum, and all waste materials, with all applicable statutes and rules. including those blown across or off the site by wind, shall be picked up and ` (6) Adjacent lots disturbed by and individual lot operator must be repaired and stabilized with disposed of in suitable containers. Where possible, operations such as sawing temporary or permanent surface stabilization. that create small particles should be performed in one spot in an area protected (7) For' individual residential lots, final stabilization meeting the criteria in section 7(b)(20) or from wind, and waste particles collected and disposed of frequently to minimize this rule will be achieved when the individual lot operator: wind dispersal. (A) completes final stabilization; or packaging used to transport materials to the site for construction of the facility (B) has installed appropriate erosion and sediment control measures for an individual lot prior to shall be disposed of properly, whether the material is taken out of its package occupation of the home by the homeowner and has informed the homeowner of the requirement for, and incorporated into the project immediately or stored onsite for future use. and benefits of, final stabilization. 7(b)(20) Final stabilization of a project site is achieved when: packaged materials stored onsite shall be inspected regularly and any loose (A) all land disturbing activities have been completed and a uniform (for example, evenly packaging shall be repaired or disposed of properly. distributed„ without large bare areas) perennial vegetative cover with a density of seventy percent c. All dewatering of activities shall be done in accordance to good erosion control (70 %) has been established on all unpaved areas and areas not covered by permanent structures, or practices. These practices should include the use of dirt bags such as Dandy Dirt equivalent permanent stabilization measures have been employed; and Bags. The use of these types of dewatering devices will remove large quantities (B) construction projects on land used for agricultural purposes are returned to its preconstruction of silt, sediment and dirt and prevent these materials to enter the storm sewer agricultural use or disturbed areas, not previously used for agricultural production, such as filter system. strips and areas that are not being returned to their preconstruction agricultural use, meet the final d If the use of lime is used to stabilize the soil of the site then all construction stabilization requirements in clause (A). equipment used shall be cleaned of all excess material with water in the INDIVIDUAL LOT BUILDER maintenance and refueling area as shown within these plans. e. Nutrients and fertilizers shall only be used to establish rapid vegetation. When STORM WATER POLLUTION &PREVENTION DETAIL these products are utilized, the user should pay strict attention to the products recommended usage. NOT -TO -SCALE 3. Concrete Waste Water a. All concrete waster water shall be disposed of in the designated area as shown on Sheets C300 -C301. This area is a 4' high, 10' diameter doughnut type mulch berm which shall be constructed over a geotextile fabric. This area shall be inspected on a daily basis Assessment of Stormwater Pollution Prevention Plan as a minimum. When this area becomes full, the pollutants shall be excavated, placed in - Construction Component an acceptable container and disposed of in a proper manner. 4. Paint Products B1. Description of Potential Pollutant Sources Associated with the a. All excess paint and there related products shall be disposed of in the manner at Construction Activities: Potential Pollutants during construction includes: which the manufacturer suggest. Under NO circumstances will paint or their related Concrete waste water, trash, fossil fuels, oil, grease, paint. Exposure of these pollutants to storm water runoff should be minimized by performing activities products be cleaned or disposed of in soil, sanitary sewers, storm sewers, detention basins such as, equipment storage, refueling, maintenance and port-a -let placement in or burned. Any violation of this shall be reported to the job superintendent. 5. Spill Response Directions designated areas as shown on sheet C300 -0301. In the event of small spills ,please contact the construction supervisor. In the event of spills that require removal of soils or other materials, please contact the construction supervisor, developer, County Surveyor's Office and the Local Fire Department. In the event of spills that have potential groundwater or surface water B2. Sequence Describing Stormwater Quality measure Implementation contamination, please contact the construction supervisor, developer, County Surveyor's Relative to Land Disturbing Activities: See Construction Sequence on Office, Local Fire Department and ID EM. Sheets C30q -0301 See O & M Manual for all Emergency Numbers. B3. Stable Construct on Entrance Locations and Specifications: The construction entrance is shown on sheet C300 along with the details of installation and specification of maintenance on this sheet. B4. Sediment Control Measures for Sheet Flow: The areas of runoff in a sheet flow condition are shown on sheet C300. Silt fence is the primary measure used to eliminate this type of erosion. Silt fence details are shown on this sheet. B5. Sediment Control Measures For Concentrated Flow Areas: The concentrated flow areas are the proposed swales. Erosion control blankets and drop inlet protection baskets will be installed Details are shown on this sheet. B6. Storm Sewer Inlet Protection Measure Locations and Specifications: Baskets and stone bags are shown to be placed at inlets. Locations are shown on sheet C300 and details are shown on this sheet. B7. Runoff Control Measures: The lake area is to be utilized for temporary sediment trap. B8. Stormwater Outlet Protection Specifications: All end sections of an outlet are shown to be rip - rapped to prevent scour erosion. Rip -Rap is shown on the site development plans and storm water pollution &prevention plans. See detail shown on this sheet and C801. B9. Grade Stabilization Structure Locations and Specifications: Not necessary B10. Location, Dimensions, Specifications and Construction Details of Each Stormwater Quality Measure: Each measure is shown on the plans along with the appropriate details and specifications. Bll. Temporary Surface Stabilization Methods Appropriate for Each Season: The storm water pollution &prevention plans along with the detail sheet provides different methods and sequences for each measure to be utilized (See seasonal soil protection chart on this sheet.) B12. Permanent Surface Stabilization Specifications: The permanent stabilization methods are specified on the storm water pollution &prevention plans. The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet). B13. Material Handling and Spill Prevention Plan: In order to minimize the release of potential pollutants during construction the Contractor shall implement this material handling and spill prevention plan. The Contractor shall review this plan with all subcontractors and require that they implement the plan as well. 1. Construction Equipment a. Fueling, lubrication and fluids: All operations involving the addition of fluids to equipment should be done in one location, as designated on Sheets C300, so that spills are limited to one location on the site, which will facilitate the cleanup of spills. If an onsite fueling tank is planned to be on site, it shall be double walled and stored in this designated area. This location is an area that will not allow spilled fluids to migrate into subsurface soils. In the event of a spill, the fluid shall immediately be cleaned up by removing the contaminated soil or stone which shall be disposed of in an acceptable manner. Spills on hard surfaces shall be soaked up by an acceptable material such as Oil Dry and the absorbent material disposed of in a proper manner. The spill shall also be reported immediately to the Contractor's superintendent. b. Equipment repair, especially when fluids must be removed from the equipment or the possibility of fluid spills is high, should always be done offsite at a facility that is more suitable than a construction site to handle spills. When equipment must be repaired onsite it should be moved to the maintenance and fueling area if possible. Otherwise, suitable on site containers should be placed under the equipment during repair to catch any spilled fluids and these fluids should be disposed of in a proper manner. C. All reusable fluid containers, such as gasoline cans, shall be inspected for leaks each time they are used. If leaks are found, the fluid shall be removed from the container in a proper manner and the container disposed of in an acceptable manner. Empty disposable containers, such as grease tubes and lubricating oil and brake fluid containers, and their packaging, shall be disposed of in a proper manner and shall not be left on the gro und or in the open on the construction site. of the site undisturbed during and after construction, allowing existing vegetation to help remove sediment during and after construction. C4. Location, Dimensions, Specifications and Construction Details of Each Stormwater Quality Measures: Catch basins, swales, and lake locations are provided on the site development plans. Details are provided on the Construction Plan Detail sheets. C5. Description of Maintenance Guidelines for Proposed Post Construction Water Quality Measures: Maintenance of all Stormwater pollution prevention measures will be the responsibility of the project owner, Platinum Properties until a point in time in which the Home Owners Association is established, utilizing procedures outline in the O &M manual for Post Construction water quality measures. At that point said association shall assume all maintenance responsibilities. The maintenance guidelines consist mostly of good housekeeping measures. Any grassed or vegetated areas that experience erosion from rainfall events should be repaired and revegetated as soon as possible. Trash or litter should be picked up and properly disposed to prevent it from getting into the storm drainage system and downstream waterways. Erosion of the detention pond banks should be addressed as soon as it becomes visible by filling the eroded area with suitable soil and establishing vegetation immediately, preferably by sodding, or by seeding and mulching and monitoring until suitable vegetation is established. The same measure should be used for steep banks of any earth berm or any other steep area The detention pond should also be monitored for sediment coming from the storm drainage system. If the bottom of the pond receives sediment, indicated by the sediment markers, it should be cleaned out and the source found and repaired. The elevation of the pond bottom should be checked every 8 to 10 years and, if significant sediment is encountered, it should be removed from the basin. This should be done during periods of low rainfall to allow soil stirred up by excavation to settle out before a rain event. The detention pond outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to prevent soil from entering the offsite storm drainage system. Pavement areas should also be monitored for pollutants. Any large quantity of fluids such as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home Owner Association and the source determined, if possible, and removed from the site for maintenance or repair. Pavements should also be monitored for sediment coming from vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off the pavement, and the source of the soil found and repaired as discussed above. EROSION CONTROL MEASURE INSTALLATION SEQUENCE MAINTENANCE STONE ENTRANCE PRIOR TO CLEANING AND GRADING INSPECT ENTRANCE PAD AND SEDIMENT DISPOSAL AREA WEEKLY AND AFTER STORM EVENTS OR HEAVY USE. RESHAPE PAD AS NEEDED FOR DRAINAGE AND RUNOFF CONTROL. TOPDRESS WITH CLEAN STONE AS NEEDED. IMMEDIATELY REMOVE MUD AND SEDIMENT TRACKED OR WASHED ONTO PUBLIC ROADS BY BRUSHING OR SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. SILT FENCE PRIOR TO CLEANING AND GRADING INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE AFFECTED PORTION IMMEDIATELY. REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR IS CAUSING THE FABRIC TO BULGE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE. TOPSOIL STOCKPILE PRIOR TO CLEANING AND GRADING DETERMINE DEPTH AND SUITABILITY OF TOPSOIL AT THE SITE. (FOR HELP, CONTACT YOUR LOCAL SWCD OFFICE TO OBTAIN A COUNTY SOIL SURVEY REPORT OR CONSULT WITH A SOIL SCIENTIST.) PRIOR TO STRIPPING TOPSOIL, INSTALL ANY SITE- SPECIFIC DOWNSLOPE PRACTICES NEEDED TO CONTROL RUNOFF AND SEDIMENTATION. REMOVE THE SOIL MATERIAL NO DEEPER THAN WHAT THE COUNTY SOIL SURVEY DESCRIBES AS "SURFACE SOIL" (I.E., A OR AP HORIZON). STOCKPILE THE MATERIAL IN ACCESSIBLE LOCATIONS THAT NEITHER INTERFERE WITH OTHER CONSTRUCTION ACTIVITIES NOR BLOCK NATURAL DRAINAGE; AND INSTALL SILT FENCES, STRAW BALES, OR OTHER BARRIERS TO TRAP SEDIMENT (SEE EXHIBIT 3.02 -8). (SEVERAL SMALL PILES AROUND THE CONSTRUCTION SITE ARE USUALLY MORE EFFICIENT AND EASIER TO CONTAIN THAN ONE LARGE PILE.) IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP OR SURROUNDED BY A SEDIMENT BARRIER. TEMPORARY DIVERSIONS AFTER ROUGH GRADING INSPECT WEEKLY AND FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT FROM THE CHANNEL AND REINFORCE THE RIDGE AS NEEDED. CHECK THE OUTLETS AND MAKE NECESSARY REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM TRAPS WHEN THEY ARE 50% FULL. WHEN THE WORK AREA HAS BEEN STABILIZED, REMOVE THE RIDGE, FILL THE CHANNEL TO BLEND WITH THE NATURAL GROUND, REMOVE TEMPORARY SLOPE DRAINS, AND STABILIZE ALL DISTURBED AREAS. ROCK DAM AFTER ROUGH GRADING INSPECT THE ROCK DAM AND BASIN FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT WHEN IT ACCUMULATES TO HALF THE DESIGN VOLUME (MARKED BY STAKE) CHECK THE DAM AND ABUTMENTS FOR EROSION, PIPING, AND ROCK DISPLACEMENT, AND REPAIR IMMEDIATELY IF THE BASIN DOES NOT DRAIN BETWEEN STORMS, REPLACE THE STONE ON THE UPSTREAM FACE OF DAM IF THE BASIN DRAINS TO RAPIDLY FOLLOWING A STORM,(LESS THAN 6 HRS.), ADD INDOT CA N0. 5 GRAVEL ON THE UPSTREAM FACE OF THE DAM. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED, a. REMOVE WATER AND SEDIMENT FROM THE BASIN. b. REMOVE THE DAM, DISPOSING OF THE ROCK IN DESIGNATED DISPOSAL AREAS. c. SMOOTH THE SITE TO BLEND THE SURROUNDING AREA. d. STABILIZE TEMPORARY SEEDING AFTER ROUGH GRADING INSPECT PERIODICALLY AFTER PLANTING TO SEE THAT VEGETATIVE STANDS ARE ADEQUATELY ESTABLISHED; RE- SEED IF NECESSARY. CHECK FOR EROSION DAMAGE AFTER STORM EVENTS AND REPAIR; RESEED AND MULCH IF NECESSARY. TOPDRESS FALL SEEDED WHEAT OR RYE SEEDINGS WITH 50 LBS. /ACRE OF NITROGEN IN FEBRUARY OR MARCH IF NITROGEN DEFICIENCY IS APPARENT. (EXHIBIT 3.11 -B SHOWS ONLY WHEAT /RYE FALL SEEDED.) PERMANENT SEEDING AFTER FINISH GRADING INSPECT PERIODICALLY, ESPECIALLY STORM EVENTS, UNTIL THE STAND IS SUCCESSFULLY ESTABLISHED. (CHARACTERISTICS OF A SUCCESSFUL STAND INCLUDE: VIGOROUS DARK GREEN OR BLUISH -GREEN SEEDLINGS; UNIFORM DENSITY WITH NURSE PLANTS, LEGUMES, AND GRASSES WELL INTERMIXED; GREEN LEAVES; AND THE PERENNIALS REMAINING GREEN THROUGHOUT THE SUMMER, AT LEAST AT THE PLANT BASE.) PLAN TO ADD FERTILIZER THE FOLLOWING SEASON ACCORDING TO SOIL TEST RECOMMENDATIONS. REPAIR DAMAGED, BARE, OR SPARSE OR PATCHY, BY FILLING ANY GULLIES, RE- FERTILIZING, OVER - OR RE- SEEDING AND MULCHING AFTER RE- PREPARING THE SEEDBED. IF VEGETATION FAILS TO GROW, CONSIDER SOIL TESTING TO DETERMINE ACIDITY OR NUTRIENT DEFICIENCY PROBLEMS. (CONTACT YOUR SWCD OR COOPERATIVE EXTENSION OFFICE FOR ASSISTANCE.) IF ADDITIONAL FERTILIZATION IS NEEDED TO GET A SATISFACTORY STAND, DO SO ACCORDING TO SOIL TEST RECOMMENDATIONS. EROSION CONTROL MATTING AFTER FINISH GRADING DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET. IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF 111E BLANKET COVERING IT, ADD SOIL, RE -SEED THE AREA, AND RE -LAY AND STAPLE THE BLANKET. AFTER VEGETATIVE ESTABLISHMENT, CHECK THE TREATED AREA PERIODICALLY. STRAW BALES AFTER FINISH GRADING INSPECT THE DROP INLET PROTECTION AFTER EACH STORM EVENT, AND MAKE NEEDED REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM THE POOL AREA TO ENSURE ADEQUATE RUNOFF STORAGE FOR THE NEXT RAIN, TAKING CARE TO NOT DAMAGE OR UNDERCUT THE BALES. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL BALES, CONSTRUCTION MATERIAL, AND SEDIMENT AND DISPOSE OF PROPERLY, GRADE THE DISTURBED AREA TO THE ELEVATION OF THE TOP OF THE INLET AND STABILIZE. INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED. INLET PROTECTION AFTER EACH INLET IN PLACED INSPECT AFTER EACH STORM EVENT. REMOVE SEDIMENT (BUT NOT BY FLUSHING) WHEN IT REACHES HALF THE HEIGHT OF THE BARRIER. DEPOSIT REMOVED SEDIMENT WHERE IT WILL NOT ENTER STORM DRAINS. AFTER ALL AREAS DRAINING TO THESE AREAS N/A REMOVAL OF STRAW BALES ARE STABILIZED AFTER ALL AREAS DRAINING TO THESE AREAS N/A REMOVAL OF INLET PROTECTION ARE STABILI A18. 20' -0" MIN. WIDTH CONSTRUCTION ENTRANCE DETAIL NOT -TO -SCALE `% ' %p RINEy ''�. '11:111- �. - � / •0� moo.. _ No. _ 10200495 -0-- STATE OF :' 0 o �r �'�,� •�� INDIAN `� n Br Brookston silty clay loam- this soil is dark colored, silty in texture and on depressional uplands. It is deep and very poorly drained with moderate permeability. It has high available water for plant growth and high organic matter content. It has compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasonal LINE WITH GEOTEXTILE WOVEN FABRIC high water table, high potential frost action, moderate shrink -swell potential, moderate permeability and ponded surface water. #53 STONE O 6' MIN. 3:1 FUELING &VEHICLE MAINTENANCE AREA CrA Crosby silt loam, 0 -3 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and somewhat poorly drained with slow permeability. It has high available water for plant growth and medium organic matter content. The soil N iM M M has compact till starting at a depth between 20 -40 inches. The main soil features that affect urban development uses are SECTION Z - Z seasonal high water table, moderate shrink -swell potential, high potential frost action and slow permeability. NOT -TO -SCALE 10' DIA. Mm62 Miami silt loam, 2 -6 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and well drained (3) 12" MULCH FILLED with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has EROSION CONTROL LOGS compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect WOVEN FABRIC NOT -TO -SCALE Z w o Z U _0 I-, j LJ X w o W urban development uses are moderate potential frost action, moderate shrink -swell potential, moderately slow permeability, low strength and erosion during construction. 6" EXCAVATED KEYWAY 6" EXCAVATED KEYWAY 6" MULCH BOTTOM OVER GEOTEXTILE CONg7ETE KMSH0UT DETAIL Q I i- m m Sgl5 MAP �JJ w 0 w a 5 w Of Y a � Q M 0 c0 M Q m LL. � \ Z a Ya � � M c W i°v \ r co \ Of O W_ li w U Q N cy -,I- Q O O L0 W "Zl- > 00 COCONUT FIBER EROSION C, X CONTROL LOGS Z � 1. At a position downslope of the lot and upslope Q of the inlet, attach log around upslope of curb J and away from inlet. [�_ 2. Set up safety /traffic barriers to keep vehicles ( � from hitting logs, causing possible injury. % (p 3. Inspect and repair as needed, and remove any V) � accumulated sediments after every storm. 01-1 N � Runoff � W r- �J W O O --I- Z (3 00 W Z O-) F- I n CURB INLET PROTECTION DETAIL � � NOT -TO -SCALE (n 00 Z � p r__ w N EROSION CONTROL NOTES U 1-' L `- B14. Monitoring and Maintenance Guidelines for Each Proposed Pollution Prevention Measure: Person in charge of and knowledgeable about erosion and sediment control shall inspect the site for Stormwater pollution prevention deficiencies at least daily and again within 24 hours of every 1/2 inch rain event. See Erosion Crontrol Notes on this sheet for specifications. B15. Erosion and Sediment Control Specifications For Individual Building Lots: Construction sequence for individual building lots is shown on this sheet. Stormwater Pollution Prevention Plan - Post Construction Component Cl. Description of Pollutants and Their Sources Associated with the Proposed Land Use: Proposed site will be a residential subdivision. Potential pollutants from this type of development include, but are not limited to: fluids and debris from parked vehicles & vehicular traffic which could include: fossil fuels, oil, grease, fertilizer /nutrients antifreeze, brake fluid, window washer fluid, rubber, plastic, &metal fragments, grit (sediment) from wearing of the road surface, trash (including bacteria and other biological agents contained in the trash) from littering and other types of improper disposal or storage, and elevated receiving water temperatures from Stormwater runoff contact with impervious surfaces. C2. &C3. Sequence Describing Stormwater Quality Measure Implementation: Description of Proposed Post Construction Stormwater Quality Measures: The post construction measures used to minimize sedimentation in waterways include swales and detention ponds. The swales will collect runoff from the buildings and a majority of the pavement. The design of the swales will allow sediment to be partially infiltrated before storm water enters the designed storm sewer system. Beehive inlets will prevent large items from entering the storm pipes and leaving the site. The detentions basins, which is designed to have water in it at all times, will also help reduce sediment and trash by allowing it to drop out prior to leaving the site. The owner also desires to keep some of the wooded part ZED REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED J Z Q a o �_ Z w - 0 Z 0 F z Y Qm C�j 0 Z O.OfO 0 oil F -J Z W o QV) CL �__ a 3 S W O � Q (f) U C301 SHEET N0. Joe "0.46600S2B sediment trap. B8. Stormwater Outlet Protection Specifications: All end sections of an outlet are shown to be rip - rapped to prevent scour erosion. Rip -Rap is shown on the site development plans and storm water pollution &prevention plans. See detail shown on this sheet and C801. B9. Grade Stabilization Structure Locations and Specifications: Not necessary B10. Location, Dimensions, Specifications and Construction Details of Each Stormwater Quality Measure: Each measure is shown on the plans along with the appropriate details and specifications. Bll. Temporary Surface Stabilization Methods Appropriate for Each Season: The storm water pollution &prevention plans along with the detail sheet provides different methods and sequences for each measure to be utilized (See seasonal soil protection chart on this sheet.) B12. Permanent Surface Stabilization Specifications: The permanent stabilization methods are specified on the storm water pollution &prevention plans. The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet). B13. Material Handling and Spill Prevention Plan: In order to minimize the release of potential pollutants during construction the Contractor shall implement this material handling and spill prevention plan. The Contractor shall review this plan with all subcontractors and require that they implement the plan as well. 1. Construction Equipment a. Fueling, lubrication and fluids: All operations involving the addition of fluids to equipment should be done in one location, as designated on Sheets C300, so that spills are limited to one location on the site, which will facilitate the cleanup of spills. If an onsite fueling tank is planned to be on site, it shall be double walled and stored in this designated area. This location is an area that will not allow spilled fluids to migrate into subsurface soils. In the event of a spill, the fluid shall immediately be cleaned up by removing the contaminated soil or stone which shall be disposed of in an acceptable manner. Spills on hard surfaces shall be soaked up by an acceptable material such as Oil Dry and the absorbent material disposed of in a proper manner. The spill shall also be reported immediately to the Contractor's superintendent. b. Equipment repair, especially when fluids must be removed from the equipment or the possibility of fluid spills is high, should always be done offsite at a facility that is more suitable than a construction site to handle spills. When equipment must be repaired onsite it should be moved to the maintenance and fueling area if possible. Otherwise, suitable on site containers should be placed under the equipment during repair to catch any spilled fluids and these fluids should be disposed of in a proper manner. C. All reusable fluid containers, such as gasoline cans, shall be inspected for leaks each time they are used. If leaks are found, the fluid shall be removed from the container in a proper manner and the container disposed of in an acceptable manner. Empty disposable containers, such as grease tubes and lubricating oil and brake fluid containers, and their packaging, shall be disposed of in a proper manner and shall not be left on the gro und or in the open on the construction site. of the site undisturbed during and after construction, allowing existing vegetation to help remove sediment during and after construction. C4. Location, Dimensions, Specifications and Construction Details of Each Stormwater Quality Measures: Catch basins, swales, and lake locations are provided on the site development plans. Details are provided on the Construction Plan Detail sheets. C5. Description of Maintenance Guidelines for Proposed Post Construction Water Quality Measures: Maintenance of all Stormwater pollution prevention measures will be the responsibility of the project owner, Platinum Properties until a point in time in which the Home Owners Association is established, utilizing procedures outline in the O &M manual for Post Construction water quality measures. At that point said association shall assume all maintenance responsibilities. The maintenance guidelines consist mostly of good housekeeping measures. Any grassed or vegetated areas that experience erosion from rainfall events should be repaired and revegetated as soon as possible. Trash or litter should be picked up and properly disposed to prevent it from getting into the storm drainage system and downstream waterways. Erosion of the detention pond banks should be addressed as soon as it becomes visible by filling the eroded area with suitable soil and establishing vegetation immediately, preferably by sodding, or by seeding and mulching and monitoring until suitable vegetation is established. The same measure should be used for steep banks of any earth berm or any other steep area The detention pond should also be monitored for sediment coming from the storm drainage system. If the bottom of the pond receives sediment, indicated by the sediment markers, it should be cleaned out and the source found and repaired. The elevation of the pond bottom should be checked every 8 to 10 years and, if significant sediment is encountered, it should be removed from the basin. This should be done during periods of low rainfall to allow soil stirred up by excavation to settle out before a rain event. The detention pond outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to prevent soil from entering the offsite storm drainage system. Pavement areas should also be monitored for pollutants. Any large quantity of fluids such as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home Owner Association and the source determined, if possible, and removed from the site for maintenance or repair. Pavements should also be monitored for sediment coming from vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off the pavement, and the source of the soil found and repaired as discussed above. EROSION CONTROL MEASURE INSTALLATION SEQUENCE MAINTENANCE STONE ENTRANCE PRIOR TO CLEANING AND GRADING INSPECT ENTRANCE PAD AND SEDIMENT DISPOSAL AREA WEEKLY AND AFTER STORM EVENTS OR HEAVY USE. RESHAPE PAD AS NEEDED FOR DRAINAGE AND RUNOFF CONTROL. TOPDRESS WITH CLEAN STONE AS NEEDED. IMMEDIATELY REMOVE MUD AND SEDIMENT TRACKED OR WASHED ONTO PUBLIC ROADS BY BRUSHING OR SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. SILT FENCE PRIOR TO CLEANING AND GRADING INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE AFFECTED PORTION IMMEDIATELY. REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR IS CAUSING THE FABRIC TO BULGE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE. TOPSOIL STOCKPILE PRIOR TO CLEANING AND GRADING DETERMINE DEPTH AND SUITABILITY OF TOPSOIL AT THE SITE. (FOR HELP, CONTACT YOUR LOCAL SWCD OFFICE TO OBTAIN A COUNTY SOIL SURVEY REPORT OR CONSULT WITH A SOIL SCIENTIST.) PRIOR TO STRIPPING TOPSOIL, INSTALL ANY SITE- SPECIFIC DOWNSLOPE PRACTICES NEEDED TO CONTROL RUNOFF AND SEDIMENTATION. REMOVE THE SOIL MATERIAL NO DEEPER THAN WHAT THE COUNTY SOIL SURVEY DESCRIBES AS "SURFACE SOIL" (I.E., A OR AP HORIZON). STOCKPILE THE MATERIAL IN ACCESSIBLE LOCATIONS THAT NEITHER INTERFERE WITH OTHER CONSTRUCTION ACTIVITIES NOR BLOCK NATURAL DRAINAGE; AND INSTALL SILT FENCES, STRAW BALES, OR OTHER BARRIERS TO TRAP SEDIMENT (SEE EXHIBIT 3.02 -8). (SEVERAL SMALL PILES AROUND THE CONSTRUCTION SITE ARE USUALLY MORE EFFICIENT AND EASIER TO CONTAIN THAN ONE LARGE PILE.) IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP OR SURROUNDED BY A SEDIMENT BARRIER. TEMPORARY DIVERSIONS AFTER ROUGH GRADING INSPECT WEEKLY AND FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT FROM THE CHANNEL AND REINFORCE THE RIDGE AS NEEDED. CHECK THE OUTLETS AND MAKE NECESSARY REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM TRAPS WHEN THEY ARE 50% FULL. WHEN THE WORK AREA HAS BEEN STABILIZED, REMOVE THE RIDGE, FILL THE CHANNEL TO BLEND WITH THE NATURAL GROUND, REMOVE TEMPORARY SLOPE DRAINS, AND STABILIZE ALL DISTURBED AREAS. ROCK DAM AFTER ROUGH GRADING INSPECT THE ROCK DAM AND BASIN FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT WHEN IT ACCUMULATES TO HALF THE DESIGN VOLUME (MARKED BY STAKE) CHECK THE DAM AND ABUTMENTS FOR EROSION, PIPING, AND ROCK DISPLACEMENT, AND REPAIR IMMEDIATELY IF THE BASIN DOES NOT DRAIN BETWEEN STORMS, REPLACE THE STONE ON THE UPSTREAM FACE OF DAM IF THE BASIN DRAINS TO RAPIDLY FOLLOWING A STORM,(LESS THAN 6 HRS.), ADD INDOT CA N0. 5 GRAVEL ON THE UPSTREAM FACE OF THE DAM. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED, a. REMOVE WATER AND SEDIMENT FROM THE BASIN. b. REMOVE THE DAM, DISPOSING OF THE ROCK IN DESIGNATED DISPOSAL AREAS. c. SMOOTH THE SITE TO BLEND THE SURROUNDING AREA. d. STABILIZE TEMPORARY SEEDING AFTER ROUGH GRADING INSPECT PERIODICALLY AFTER PLANTING TO SEE THAT VEGETATIVE STANDS ARE ADEQUATELY ESTABLISHED; RE- SEED IF NECESSARY. CHECK FOR EROSION DAMAGE AFTER STORM EVENTS AND REPAIR; RESEED AND MULCH IF NECESSARY. TOPDRESS FALL SEEDED WHEAT OR RYE SEEDINGS WITH 50 LBS. /ACRE OF NITROGEN IN FEBRUARY OR MARCH IF NITROGEN DEFICIENCY IS APPARENT. (EXHIBIT 3.11 -B SHOWS ONLY WHEAT /RYE FALL SEEDED.) PERMANENT SEEDING AFTER FINISH GRADING INSPECT PERIODICALLY, ESPECIALLY STORM EVENTS, UNTIL THE STAND IS SUCCESSFULLY ESTABLISHED. (CHARACTERISTICS OF A SUCCESSFUL STAND INCLUDE: VIGOROUS DARK GREEN OR BLUISH -GREEN SEEDLINGS; UNIFORM DENSITY WITH NURSE PLANTS, LEGUMES, AND GRASSES WELL INTERMIXED; GREEN LEAVES; AND THE PERENNIALS REMAINING GREEN THROUGHOUT THE SUMMER, AT LEAST AT THE PLANT BASE.) PLAN TO ADD FERTILIZER THE FOLLOWING SEASON ACCORDING TO SOIL TEST RECOMMENDATIONS. REPAIR DAMAGED, BARE, OR SPARSE OR PATCHY, BY FILLING ANY GULLIES, RE- FERTILIZING, OVER - OR RE- SEEDING AND MULCHING AFTER RE- PREPARING THE SEEDBED. IF VEGETATION FAILS TO GROW, CONSIDER SOIL TESTING TO DETERMINE ACIDITY OR NUTRIENT DEFICIENCY PROBLEMS. (CONTACT YOUR SWCD OR COOPERATIVE EXTENSION OFFICE FOR ASSISTANCE.) IF ADDITIONAL FERTILIZATION IS NEEDED TO GET A SATISFACTORY STAND, DO SO ACCORDING TO SOIL TEST RECOMMENDATIONS. EROSION CONTROL MATTING AFTER FINISH GRADING DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET. IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF 111E BLANKET COVERING IT, ADD SOIL, RE -SEED THE AREA, AND RE -LAY AND STAPLE THE BLANKET. AFTER VEGETATIVE ESTABLISHMENT, CHECK THE TREATED AREA PERIODICALLY. STRAW BALES AFTER FINISH GRADING INSPECT THE DROP INLET PROTECTION AFTER EACH STORM EVENT, AND MAKE NEEDED REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM THE POOL AREA TO ENSURE ADEQUATE RUNOFF STORAGE FOR THE NEXT RAIN, TAKING CARE TO NOT DAMAGE OR UNDERCUT THE BALES. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL BALES, CONSTRUCTION MATERIAL, AND SEDIMENT AND DISPOSE OF PROPERLY, GRADE THE DISTURBED AREA TO THE ELEVATION OF THE TOP OF THE INLET AND STABILIZE. INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED. INLET PROTECTION AFTER EACH INLET IN PLACED INSPECT AFTER EACH STORM EVENT. REMOVE SEDIMENT (BUT NOT BY FLUSHING) WHEN IT REACHES HALF THE HEIGHT OF THE BARRIER. DEPOSIT REMOVED SEDIMENT WHERE IT WILL NOT ENTER STORM DRAINS. AFTER ALL AREAS DRAINING TO THESE AREAS N/A REMOVAL OF STRAW BALES ARE STABILIZED AFTER ALL AREAS DRAINING TO THESE AREAS N/A REMOVAL OF INLET PROTECTION ARE STABILI A18. 20' -0" MIN. WIDTH CONSTRUCTION ENTRANCE DETAIL NOT -TO -SCALE `% ' %p RINEy ''�. '11:111- �. - � / •0� moo.. _ No. _ 10200495 -0-- STATE OF :' 0 o �r �'�,� •�� INDIAN `� n Br Brookston silty clay loam- this soil is dark colored, silty in texture and on depressional uplands. It is deep and very poorly drained with moderate permeability. It has high available water for plant growth and high organic matter content. It has compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasonal LINE WITH GEOTEXTILE WOVEN FABRIC high water table, high potential frost action, moderate shrink -swell potential, moderate permeability and ponded surface water. #53 STONE O 6' MIN. 3:1 FUELING &VEHICLE MAINTENANCE AREA CrA Crosby silt loam, 0 -3 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and somewhat poorly drained with slow permeability. It has high available water for plant growth and medium organic matter content. The soil N iM M M has compact till starting at a depth between 20 -40 inches. The main soil features that affect urban development uses are SECTION Z - Z seasonal high water table, moderate shrink -swell potential, high potential frost action and slow permeability. NOT -TO -SCALE 10' DIA. Mm62 Miami silt loam, 2 -6 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and well drained (3) 12" MULCH FILLED with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has EROSION CONTROL LOGS compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect WOVEN FABRIC NOT -TO -SCALE Z w o Z U _0 I-, j LJ X w o W urban development uses are moderate potential frost action, moderate shrink -swell potential, moderately slow permeability, low strength and erosion during construction. 6" EXCAVATED KEYWAY 6" EXCAVATED KEYWAY 6" MULCH BOTTOM OVER GEOTEXTILE CONg7ETE KMSH0UT DETAIL Q I i- m m Sgl5 MAP �JJ w 0 w a 5 w Of Y a � Q M 0 c0 M Q m LL. � \ Z a Ya � � M c W i°v \ r co \ Of O W_ li w U Q N cy -,I- Q O O L0 W "Zl- > 00 COCONUT FIBER EROSION C, X CONTROL LOGS Z � 1. At a position downslope of the lot and upslope Q of the inlet, attach log around upslope of curb J and away from inlet. [�_ 2. Set up safety /traffic barriers to keep vehicles ( � from hitting logs, causing possible injury. % (p 3. Inspect and repair as needed, and remove any V) � accumulated sediments after every storm. 01-1 N � Runoff � W r- �J W O O --I- Z (3 00 W Z O-) F- I n CURB INLET PROTECTION DETAIL � � NOT -TO -SCALE (n 00 Z � p r__ w N EROSION CONTROL NOTES U 1-' L `- B14. Monitoring and Maintenance Guidelines for Each Proposed Pollution Prevention Measure: Person in charge of and knowledgeable about erosion and sediment control shall inspect the site for Stormwater pollution prevention deficiencies at least daily and again within 24 hours of every 1/2 inch rain event. See Erosion Crontrol Notes on this sheet for specifications. B15. Erosion and Sediment Control Specifications For Individual Building Lots: Construction sequence for individual building lots is shown on this sheet. Stormwater Pollution Prevention Plan - Post Construction Component Cl. Description of Pollutants and Their Sources Associated with the Proposed Land Use: Proposed site will be a residential subdivision. Potential pollutants from this type of development include, but are not limited to: fluids and debris from parked vehicles & vehicular traffic which could include: fossil fuels, oil, grease, fertilizer /nutrients antifreeze, brake fluid, window washer fluid, rubber, plastic, &metal fragments, grit (sediment) from wearing of the road surface, trash (including bacteria and other biological agents contained in the trash) from littering and other types of improper disposal or storage, and elevated receiving water temperatures from Stormwater runoff contact with impervious surfaces. C2. &C3. Sequence Describing Stormwater Quality Measure Implementation: Description of Proposed Post Construction Stormwater Quality Measures: The post construction measures used to minimize sedimentation in waterways include swales and detention ponds. The swales will collect runoff from the buildings and a majority of the pavement. The design of the swales will allow sediment to be partially infiltrated before storm water enters the designed storm sewer system. Beehive inlets will prevent large items from entering the storm pipes and leaving the site. The detentions basins, which is designed to have water in it at all times, will also help reduce sediment and trash by allowing it to drop out prior to leaving the site. The owner also desires to keep some of the wooded part ZED REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED J Z Q a o �_ Z w - 0 Z 0 F z Y Qm C�j 0 Z O.OfO 0 oil F -J Z W o QV) CL �__ a 3 S W O � Q (f) U C301 SHEET N0. Joe "0.46600S2B co \ Of O W_ li w U Q N cy -,I- Q O O L0 W "Zl- > 00 COCONUT FIBER EROSION C, X CONTROL LOGS Z � 1. At a position downslope of the lot and upslope Q of the inlet, attach log around upslope of curb J and away from inlet. [�_ 2. Set up safety /traffic barriers to keep vehicles ( � from hitting logs, causing possible injury. % (p 3. Inspect and repair as needed, and remove any V) � accumulated sediments after every storm. 01-1 N � Runoff � W r- �J W O O --I- Z (3 00 W Z O-) F- I n CURB INLET PROTECTION DETAIL � � NOT -TO -SCALE (n 00 Z � p r__ w N EROSION CONTROL NOTES U 1-' L `- B14. Monitoring and Maintenance Guidelines for Each Proposed Pollution Prevention Measure: Person in charge of and knowledgeable about erosion and sediment control shall inspect the site for Stormwater pollution prevention deficiencies at least daily and again within 24 hours of every 1/2 inch rain event. See Erosion Crontrol Notes on this sheet for specifications. B15. Erosion and Sediment Control Specifications For Individual Building Lots: Construction sequence for individual building lots is shown on this sheet. Stormwater Pollution Prevention Plan - Post Construction Component Cl. Description of Pollutants and Their Sources Associated with the Proposed Land Use: Proposed site will be a residential subdivision. Potential pollutants from this type of development include, but are not limited to: fluids and debris from parked vehicles & vehicular traffic which could include: fossil fuels, oil, grease, fertilizer /nutrients antifreeze, brake fluid, window washer fluid, rubber, plastic, &metal fragments, grit (sediment) from wearing of the road surface, trash (including bacteria and other biological agents contained in the trash) from littering and other types of improper disposal or storage, and elevated receiving water temperatures from Stormwater runoff contact with impervious surfaces. C2. &C3. Sequence Describing Stormwater Quality Measure Implementation: Description of Proposed Post Construction Stormwater Quality Measures: The post construction measures used to minimize sedimentation in waterways include swales and detention ponds. The swales will collect runoff from the buildings and a majority of the pavement. The design of the swales will allow sediment to be partially infiltrated before storm water enters the designed storm sewer system. Beehive inlets will prevent large items from entering the storm pipes and leaving the site. The detentions basins, which is designed to have water in it at all times, will also help reduce sediment and trash by allowing it to drop out prior to leaving the site. The owner also desires to keep some of the wooded part ZED REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED J Z Q a o �_ Z w - 0 Z 0 F z Y Qm C�j 0 Z O.OfO 0 oil F -J Z W o QV) CL �__ a 3 S W O � Q (f) U C301 SHEET N0. Joe "0.46600S2B ZED REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED J Z Q a o �_ Z w - 0 Z 0 F z Y Qm C�j 0 Z O.OfO 0 oil F -J Z W o QV) CL �__ a 3 S W O � Q (f) U C301 SHEET N0. Joe "0.46600S2B a 3 S W O � Q (f) U C301 SHEET N0. Joe "0.46600S2B U C301 SHEET N0. Joe "0.46600S2B SHEET N0. Joe "0.46600S2B 7! =3 Z O O C) =3 0 9 cn �-1 '10 2 a. cd 0. Lu CA 6 CD lq- U rn N V) C) C) %0 -%0 ST \ �I 109 60, / /Z START INVERTED C AT THIS POINT. -- 40 -X I I cy) I--, x- m 50' P/ o 30' IB- � C4 Lr) 00 rn lb W + 0 Z F: E5 CL CA 0 0 PAVEMENT TO BE REMOVED 210 1 � _ r � STA I PVI STA = 0+82.07 PVI c SCALE: 1"= 20' 1913.621 LANCE DRIVE I m 3: I 0+21.15 0+23.15 0+47.07 0+L.68 P m 5 0+79.64 0+83.27 Q� 0 0 HIGH POINT ELEV = 917.70 14.69 914.361 W) 11-1 L- %.-/ I I %..,r li • I NOTE: 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 MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. HIGH POINT ELEV = 917.39 HIGH POINT STA = 1+41.70 LOW POINT ELEV = 916.51 HIGH POINT STA = 5+00.65 913.61 PVI STA = 1+42.45 LOW POINT STA = 3+44 PVI STA = 5+00 PVI ELEV = 917.76 PVI STA = 3+43.84 PVI ELEV = 917.45 A.D. -1.25 PVI ELEV 916.45 A.D. -1.24 tK 91394 K 31.89 A.D. 1.29 K 32.25 FUTURE THE RIDGE AT HAYDEN RUN r- qFrMnN C3 D CONSTRUCTION' - f I I I EXISTING -_ 4 . STANFORD P ARK '�it'� �'--� S ECTI O N 3 HIGH POINT ELEV = 915.13 LOW POINT ELEV = 914.03 HIGH POINT STA = 1+57.89 LOW POINT STA = 0+68.55 PVI STA = 1+47.07 PVI STA = 0+82.07 PVI ELEV = 915.22 O PVI ELEV = 913.91 > M LLI A.D. -2.61 A. D. = 2.61 INV.=912.19 K =15.30 Ld K = 19.13 40.00' VC- 50.00' VC - Z.-.O.O,-%O 6Q7. A-, 0 0 C14 0 O N m V) -_ v J wi SCALE: 1"=50' HOR.r- c� 0 r, 0 4 r-� 4 N 00 4 - + ui - 0) 1 " =5' VERT. Lo + , + 0' 0 0 920 0) oi tj > Ld U 12" R.C.F. > > uj due c c 4 c v c C LA 0% ri m I >- < m m > 0 F- Ld No. O > V) > M LLI m 19358 > m INV.=912.19 Ld Z.-.O.O,-%O 6Q7. A-, 0 O N m V) -_ v J wi 0 z 12 R.p P 1 cl - cy) 0 z 0 V) Ld U 12" R.C.F. > 114V.=909.20 LLI + cr- -i U-1 900.00 12" R.C.P. INV.= 0 LLJ 0 IN'/=110. CIS[ U-) 0 0 z 0 V) cy) Lu Lf Lo F- LO 0 Olt rl m 0 Lc) 0 00 04 F- 0 00 CL u z C14 Ln, L0 '0 0) Cl 1.1 LO 0) It Of 0 Ln 0 V) LA- 0 L0 r cy) Lc) Lo ro z 0 0 C) LO cc, (D r, 00 0) (jc) C) 00 y (1) r-- rL rl� r, (6 - (L� (.6 (6 4 L0 ,;- LO L6 CD z 0) M r- C) r,-, 4 rrj 4 CN :5 LLJ- 0 00 te -.1- ) 0 N 00 r- r�, r,� -n 4 Ld 0) a) 0) i�n 0) c pe) < 0% ri m I >- < m m (0 0 90EPP"" STEA� 0 F- No. O V) z 19358 -10 % STATE OF � INV.=912.19 Ld 0 O N m V) -_ v J wi 0 z 12 R.p P 1 cl - cy) 0 z 0 V) Ld > LLI Ld cr- -i U-1 900.00 12" R.C.P. INV.= 909.69 LLJ 0 IN'/=110. CIS[ U-) 0 0 cc cy) Lu Lf Lo F- LO 0 Olt rl L0 0 Lc) 0 00 04 F- 0 00 CL 0 z C14 Ln, L0 '0 0) Cl 1.1 LO 0) It Of 0 Ln 0 LO ro 0 t"I U-) L0 r cy) Lc) Lo ro cy) ul) LO cc, (D r, 00 0) (jc) C4 ro r-- rL rl� r, (6 - (L� (.6 (6 L0 ,;- LO L6 0 0 D L6 ui �Tl r,-, 4 rrj 4 CN :5 1 1 Ld k-) r�, r,� -n (6 Ld (6 pe) < 0) Z17 � cy) cy) cy) 1-1 cl cy) 0) I I pe) cy) LLJ 0 z a; M Of CD -q- 0 Lc, - c F- LL 0 J U-) 0 0) W ) 11 0) m /, "�. w F- w 7, 0) (0 0 90EPP"" STEA� 01 No. O V) 19358 -10 % STATE OF � INV.=912.19 0 ..........•... * AONNAAL ON SCALE: 1 "= 50' C-4 cy- 0-) 0 z ,I- < 0 Lc) z >- I LLJ cy) > ':I- 00 D r- V) .- Z < < LL- -j 0') V) Irr ui Ld Ld I Z C-) 0 00 Z Ld 0 0-) 00 Z 1-1 w w 0 2: V) O_ U) Lri Ld .j 40.00' VC K = 30.99 --40.00' VC 0+00 0+50 1+00 1+50 LL. ul) ul) 40.00' VC 0 0 0 16E �t 00 -1- 00 03 n N c� 0 00 0 + r- + + 0) + It 0 0) 0) LANCE DRIVE m 0) 0) V) LLi 0 L13 Ld 0 n 0 C) 0 C) SCALE: 1"=50' HOR. 0 > 0 > uj > > > > in > m > ui m m w Ld =5' VERT. m UJI 0 p > C) I > m - w 920 m ILL] C�6 C) Q) A Oro 0.60% -0.6f% 0 62.% mmmmmmw 0 ummumm-Immumm ---0.60% < (0 emmm mmmmm LL. 0 `d- I mmm woman U-) Ld + START INVERTEa CROW 0 0 + + N AT THIS POINT. 12" R.C.P. < V) C]l Z F- V) 01 O V) INV.=912.19 O N m V) -_ v J wi w .- DA TUAf ELE Vm 0) 1 12 R.p P 1 cl - cy) z 0 Ld > -i U-1 900.00 12" R.C.P. INV.= 909.69 N 0 IN'/=110. CIS[ U-) 0 0 cc cy) Lu Lf Lo F- LO 0 Olt rl L0 0 Lc) 0 00 04 F- 0 00 U-) .(D 0 z C14 Ln, L0 '0 0) 0 LO 0) It Of 0 Ln 0 C14 LO ro 0 t"I U-) L0 r cy) Lc) Lo ro cy) ul) LO cc, (D r, 00 0) (jc) C4 ro r-- rL rl� r, (6 - (L� (.6 (6 L0 ,;- LO L6 0 0 D L6 ui �Tl r,-, 4 rrj 4 CN :5 1 1 Ld k-) r�, r,� -n (6 (6 ZF (3, 0) Z17 � cy) cy) cy) - ;F, 0) "T, 0) cy) 0) cy) cy) cy) LLJ 0 z a; M Of CD -q- 0 Lc, - c F- 0) Ld 0) (7) 0) 0) 0) /, "�. w F- Of U 7, 0) cr, 0) 0) z 0) CL c)) cr) 0" c)) cy) 0) 0) 0) 0) < D 0 Cj 0 a 0 z LL- ILL. SHEET NO. 0+ . 00 0+50 1+ 1 00 1+50 2+00 2+50 3+00 3+50 0 00 + w c 5+50 0 L) 0 6+50 7+00 7+50 F- (0 r, 8+50 It- 00 C-4 9+50 10+00 10+50 Lil- 0 < Q I UQ I- I Lj - w) F i F= --� Lo Z x F- 0(.6 01 O O N m V) -_ v J wi w .- DA TUAf ELE Vm 0) 1 1 cl - cy) -i U-1 900.00 N 0 CIS[ U-) - cc cy) 0 Lf Lo 0 0 LO 0 Olt rl L0 0 Lc) 0 00 04 Lr) O� 0) 0 00 U-) .(D 0 Lf) ro C14 Ln, L0 '0 0) 0 LO 0) It Of 0 Ln 0 C14 LO ro 0 t"I U-) L0 r cy) Lc) Lo ro cy) ul) LO cc, (D r, 00 0) (jc) C4 ro r-- rL rl� r, (6 - (L� (.6 (6 L0 ,;- LO L6 L'� L6 ui �Tl r,-, 4 rrj 4 CN (Ni 7) ai CT, c)) r�, r,� -n (6 (6 ZF (3, 0) Z17 � cy) cy) cy) - ;F, 0) "T, 0) cy) 0) cy) cy) cy) cy) a; 0) 0� 0) 0) 0) 0) (7) 0) 0) 0) ter m (7j) cy) CF) 7, 0) cr, 0) 0) Cy) 0) CL c)) cr) 0" c)) cy) 0) 0) 0) 0) SHEET NO. 0+ . 00 0+50 1+ 1 00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 CUPERTINO SANE 1 ,-i L rl N O to O O N O M M ,--1 9 .0 C fp a 7g C V U_ IO L C) v m N V) O O to t0 / s Q ` (3) of to 0 0 N M M 0 9 vi v ai 0 L a 'c 6 0 Ln c, m N (n O O to to i m Is, T, E,, 0 Sera ++ + +k CTON 1 �x I I EX. LAT. + O' EX. LAT. ONO l' P \ r + O EX. LAT. d ;1 v rn % 79 L.F. -6" WYE & LAT. ,1 ��.• �P STA. 0 +15 c,4 } i "0 81 L.F. -6" ' WYE & LAT. C STA. 0 +58 t F, 10 L.F. -6" WYE & LAT. STA. 0 +79 11 L.F. -6" WYE & LAT. N STA. 2 +02 r- N 0 �Mp -, 12 L.F. -6" WYE & LAT. I STA. 2 +34 78 L.F. -6" +� J +r- J 00 +ln OOrn WYE & LAT. 0 m j 12 L.F. -6" 0 WYE & LAT. 0 STA. 2 +79 I STA. 2 +58 II (n H ME Q<CU (A 1- 77 L.F. -6" I I 13 L.F. -6" -' WYE & LAT. cD STA. 3 +24 PROPOSED GRADE Z) r-, I EXISTING GRADE 13 L.F. -6" WYE & LAT. I co STA. 3 +69 STA. 3 +03 O 15" R.C.P. � X I 14 L.F. -6" WYE & LAT. 4 STA. 0 +16 I I INV.= 911.80 77 L.F. -6" Q w SCALE: 1 50' I 14 L.F. -6" WYE & LAT. °' STA. 0 +61 I 15" R.C.P. ZW STA. 3 +48 14 L.F. -6" WYE & LAT. STA. 1 +06 Q0 I V) 76 L.F. -6" ii I` 14 L.F.-6" it I WYE & LAT. I .° STA. 1+84 v i� 80 L.F. -6" WYE & LAT. STA. 1+03 1 80 L.F. -6" WYE & LAT. STA. 1 +48 L— - 79 L.F. -6" WYE & LAT. STA. 2 +26 Ln cD rn CD m i i V N I I O 1 1 N O N N 0 C4 76 L.F. -6" N WYE & LAT. STA. 1+29 — rn 76 L.F. -6" I z it STA 2 +07 0 WYE & LAT. N . t r cn m,y, it #, 14 L.F. -6" r I CA WYE & LAT. rttf STA. 2 +29 I 75 L.F. -6" N I I WYE & LAT. ' I STA. 2 +52 ' 15 L.F. -6" WYE & LAT. t; STA. 2 +74 I I 75 L.F. -6 f WYE & LAT. N 1x STA. 2 +97 1 I, 15 L.F.-6" rt WYE & LAT. , m STA. 3 +19 I 0 t! J X " 75 L.F. -6 WYE & LAT. No STA. 3 +42 Oo I I 15 L.F. -6 rr I m I WYE & LAT. o STA. 3 +64 I O I 76 L.F. -6" WYE & LAT. cNO� I I 17 L.F. -6" m STA. 3 +77 WYE & LAT. I I STA. 3 +81 c°D 83 L.F. -6" T ._ - -. -- I STA. 3+79 N I o � © © 168 \ I I A 3 \ .O rn rn ox LANCE DRIVE PAVEMENT TO Bt`' REMOVED rn 1 920 910 EX. 8 "SE INV. =90,e SCALE: 1"=50' HOR. 1" =5' VERT. rp00 r- N 0 �Mp 78 L.F. -6" +� J +r- J 00 +ln OOrn WYE & LAT. 0 m _ Q�U I STA. 2 +58 II (n H ME Q<CU (A 1- 77 L.F. -6" w PROPOSED GRADE Z) r-, WYE & LAT. EXISTING GRADE C�3 STA. 3 +03 O 15" R.C.P. � X Q I I INV.= 911.80 77 L.F. -6" Q w SCALE: 1 50' J WYE & LAT. 15" R.C.P. ZW STA. 3 +48 v Q0 CONCRETE -35 P.V.C. V) 76 L.F. -6" F- CRADLE 8" SDR uj WYE & LAT. I 385 L.F. 0.45% Q I STA. 3 +93 2 Z I I 398 L.F. 0.45 O x 00 -35 P.V.C. 385' L.F. .45 NW 76 L.F. -6" Z_ rn WYE & LAT. Z 0 I STA. 0 +40 D � rn Z w O 0 r- V) U 76 L.F. -6" WYE & LAT. I STA. 0 +84 Ln cD rn CD m i i V N I I O 1 1 N O N N 0 C4 76 L.F. -6" N WYE & LAT. STA. 1+29 — rn 76 L.F. -6" I z it STA 2 +07 0 WYE & LAT. N . t r cn m,y, it #, 14 L.F. -6" r I CA WYE & LAT. rttf STA. 2 +29 I 75 L.F. -6" N I I WYE & LAT. ' I STA. 2 +52 ' 15 L.F. -6" WYE & LAT. t; STA. 2 +74 I I 75 L.F. -6 f WYE & LAT. N 1x STA. 2 +97 1 I, 15 L.F.-6" rt WYE & LAT. , m STA. 3 +19 I 0 t! J X " 75 L.F. -6 WYE & LAT. No STA. 3 +42 Oo I I 15 L.F. -6 rr I m I WYE & LAT. o STA. 3 +64 I O I 76 L.F. -6" WYE & LAT. cNO� I I 17 L.F. -6" m STA. 3 +77 WYE & LAT. I I STA. 3 +81 c°D 83 L.F. -6" T ._ - -. -- I STA. 3+79 N I o � © © 168 \ I I A 3 \ .O rn rn ox LANCE DRIVE PAVEMENT TO Bt`' REMOVED rn 1 920 910 EX. 8 "SE INV. =90,e SCALE: 1"=50' HOR. 1" =5' VERT. rp00 r- N 0 �Mp J +� J +r- J 00 +ln OOrn 0r'�O 0 m _ Q�U II Q<U II _ II (n H ME Q<CU (A 1- cn w PROPOSED GRADE Z) r-, � EXISTING GRADE C�3 r� O 15" R.C.P. � X Q I I INV.= 911.80 "= Q w SCALE: 1 50' J 15" R.C.P. ZW INV.= 909.35 Q0 CONCRETE -35 P.V.C. V) F- CRADLE 8" SDR uj I I 385 L.F. 0.45% Q W 8" SDR -35 P.V.C. Z I I 398 L.F. 0.45 O x 00 -35 P.V.C. 385' L.F. .45 NW /Lv V NOTES FULL DEPTH GRANULAR BACKFILL SHALL BE INSTALLED ON ALL SEWER LATERAL STREET CROSSINGS & COMPACTED PER I.D.O.H. STANDARDS. MIN. SLOPES PER THE TEN STATE STANDARDS SHALL PREVAIL IN ALL CASES. CONTRACTOR SHALL EXTEND SEWER LATERALS THRU EASEMENTS AS SHOWN. A MINIMUM OF 5 FT. AND A MAXIMUM OF 6 FT. OF COVER OVER LATERAL TERMINATION. ALL MANHOLES TO BE CONSTRUCTED WITH ONE 4" RISER RING TO ESTABLISH PLAN CASTING GRADE. ''` DENOTES FULL DEPTH GRANULAR BACKFILL ":..::•.: (SAND) NOTE: 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 MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. NOTE: EVERY BUILDING OR HOUSE TO BE CONNECTED TO THE SEWER SYSTEM SHALL HAVE ITS LOWEST CONNECTION ELEVATION FOR GRAVITY SANITARY SERVICES ONE (1) FOOT OR MORE ABOVE THE TOP OF THE MANHOLE CASTING ELEVATION OF EITHER THE FIRST UPSTREAM OR DOWNSTREAM MANHOLE OF THE SEWER TO WHICH THE CONNECTION IS TO BE MADE. NOTE: BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT AND COMPACTION FOR WATER MAINS, WATER SERVICES LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS 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 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 SUBBASE 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. 2 S i o m Z w ,F- 0 w U g U a U ~ V) W QU d _ H _N 0 J Lw F W a 0 0 LLI Ld S 5 Y Q' %. ``` gTOEPpF� w J� •1STERc� • ��9� o = QQ `C' Q •• t7 N No. - 19358 = } o o STATE OF '��. Q w < II Qr �ONAL'��`����`�� unn r w U SHEET NO. Q Q � � 0.) z w � J LLJ L.L. Of � Z) r-, � V C�3 r� � X Q Z Q "= Q w SCALE: 1 50' J ZW Q0 Q V) F- uj Z Ld I-- Q W I Z O O U 00 Z i /Lv V Z_ rn J D � 00 Z w O 0 r- V) U SHEET NO. Q z Q � 0 z w J L.L. � Y � Qm C�3 0O Q �U .J ZW Q V) F- Z Q J W a C) SHEET NO. s ' a Ln M N q t0 O O N O M M rl O 9 c1 'D N 2 m Cd c ry a E L O 1 O O U i rn m N M O O t0 _to i (n W in 7" 0 0 N M M 9 -o c a L 6 0 U i rn 5 i m N V) 0 0 ko -ko i i =�15.C1 -) a i r :y 1 ij 'd n (�I E� J7 to EX. 8" — — X TEMP. FH > BE REMOVED t u V SCALE: 1 "= 60' PRESSURE PIPE JOINT RESTRAINT TABLE o LENGTH OF IPE TO BE RESTRAINED .. ��� Q �6 Y cr Q IN EACH DIRECTION FROM 1/4 OF BEND � � c%A ' nH BASED ON 150 psi TEST PRESSURE < < DEGREE OF 6" 8" 10" 12" 14" 16" 18" 20" 24" 30" BEND o M 90 °, TEES 27' 35' 42' 50' 58' 65' 73' 80' 95' 115' & PLUGS w � \ M w Q °\ ° V) ^il 45" 7' 9' 11, 13' 15' 17' 19' 21' 24' 29' 22-1/2' 3' 4' 5' 6' 7' 8' 9' 10' 12' 14' 11-1/4* 2' 2' 3' 3' 4' 4 4' 5' 6' 7' M I ° I m m 0 F- N z F- w Z w :2 o M U U a z �- O N 4,, w w a. w LLJ v) o k Of z z w o ° w N w 5 a w LLI 'd ° w o 0 Q ° � o o. .. ��� Q �6 Y cr Q _D. —, W0 o_ � � c%A ' nH Q Fw— O < < �' %,,,'���R •........ �� <V) Nye ```��.�`� o M N m = m LL- w � \ M w Q °\ ° V) ^il ° � o o. .. ��� Q �6 9. _D. —, W0 o_ � � c%A ' OD 05 . a O U Fw— O < < �' %,,,'���R •........ <V) Nye ```��.�`� RESTRAINED JOINTS SHALL BE MECHANICAL JOINT WITH RETAINER GLANDS, US PIPE TR FLEX JOINT SYSTEM, US PIPE FIELD LOK GASKET SYSTEM, OR EQUAL. NOTE: THE ABOVE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED. LEGEND 0 PROPOSED HYDRANT W 16" VALVE Q VALVE KI REDUCER NOTE: BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT AND COMPACTION FOR WATER MAINS, WATER SERVICES LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS 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 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 SUBBASE 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. NOTE: FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY MAINS, WATER SERVICE LATERALS, SANITAR 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 MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. w U w a Q w Q O z � I _ W 0-' 00 V C X Z Q Q �LAJ N w r- W Z 0 0 co Z W Z rn Ln J M D v) 00 Z O T w N U E Q Q 0 z w Q U C700 Joe No.46600S2B Y <m N Q N J n �— p p Z � � �O O U Fw— O < < <V) w Q U C700 Joe No.46600S2B 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 Clay Township Regional Waste District (District) and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715 of the latest edition of the Indiana Department of Transportation Standard Specifications. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have a 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. Wall 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 cross - sectional area of 0.20 square inches and conform to ASTM F -477 specification. 4. All sanitary manholes shall be Aprecast 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 manufacturer =s 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 an 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. 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. 6. The manhole chimney =s including all riser rings shall be sealed using Infi - Shield AUniband@ 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 Engineer =s 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 areas 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 Aas built@ 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 being 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 -point mandrel. Proving rings shall be available. 13. All mandrel testing shall be observed by a professional engineer representative for certification cnd 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 3271AC 3 -6 -9. 17. Trench shall be opened sufficiently ahead of pipe laying to reveal obstruction, and shall be 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 some 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 done 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 0.28% 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 shall be reconstructed to meet such minimum 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. TABLE 1 TABLE 1 MINIMUM SPECIFIED T M REQUIRED FORA 1.0 psig DROP FOR SIZE AND LENGTH OF PIPE INDICATED Pipe Diameter In. Minimum Time, mints Length for Minimum Time ft Time for Longer Len S Specification Time for Length (L) Shown, mints NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 4 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46 6 1 5:40 386 0.854 L 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24 8 1 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24 10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 15:49 17:48 12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38 16 14:10 158 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04 18 17:00 133 7.682 L 17:00 19:13 25:38 32:03 26:27 44:52 51:16 57:41 21 19:50 114 10.470 L 18:60 26:10 34:54 43:37 52:21 61:00 69:48 78:31 24 22:40 89 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33 27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 8632 100:57 115:22 129:48 30 28:20 80 21.388 L 96:37 53:26 71:13 89:02 108:50 124:38 142 :25 160:15 33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129:18 150:43 172:21 193:53 38 34:00 86 30.788 L 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46 FINISH GF' " ^r N r- INFI "UNI N A M CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF KENT SEAL, (SEE MANHOLE CASTING SCHEDULE). PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INTERIOR JOINTS AND LIFT HOLES SHALL BE SEALED WITH NON - SHRINK GROUT PER SPECS SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF KENT SEAL MANHOLE REINF. PER ASTM SPECS PIPE DIA. PER PLAN & PROFILE BENCHWALL SHALL BE CLASS "B" CONC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDING LATERALS, SHALL BE A -LOCK, DURA SEAL OR APPROVED EQUAL. 6" MIN. CONCRETE ENCASEMENT 6" MIN. COMPACTED #8 STONE I.D. SANITARY MANHOLE -TYPE "B" NOT TO SCALE NOTE: BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT AND COMPACTION FOR WATER MAINS, WATER SERVICES LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS 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 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 SUBBASE 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. SANITARY MANHOLE R -1642A Nor- ro -scnLE W BOTTOM OF TRENCH a � D p 4 aD d t4l 2500 psi CONCRETE 4 q a TAMPED IN PLACE D #8 CRUSHED STONE D 4 PERSPECTIVE VIEW - EARTH CUT AWAY 6" ®TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS. CONCRETE CRADLE Nor- ro-scnLE MANHOLE CASTING SCHEDULE MANUFACTURER I SELF SEALING WATERTI HT NEENAH R -1642A R- 1916 -Ft EAST JOR AN I 1045Z2 1 45WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2 KENT SEAL, OR SINGLE ROW OF 1" KENT SEAL' (SEE MANHOLE CASTING SCHEDULE). FINISH GRADE PRECAST CONCRETE ADJUSTING RING x 24' '� -- -. DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INFISHIELD "UNIBAND" INTERIOR JOINTS AND LIFT HOLES BUTYL RUBB SHALL BE SEALED WITH NON- SHRINK GROUT PER SPECS, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF KENT SEAL OR SINGLE ROW OF 1" KENT SEAL *- MANHOLE REINF. PER ASTM SPECS PIPE DIA. PER PLAN & PROFILE N3 i BENCHWALL' SHALL CLASS "B" CONC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, 1 INCLUDING LATERALS, SHALL BE A -LOCK, DURA a SEAL OR APPROVED EQUAL PRESS - SEAL. I KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE s. INVERT DEPTHS OF 14 FT. OR GREATER. 4' -0° COMPACTED #8 STONE SANITARY MANHOLE -- TYPE "A" NOT TO SCALE MANHOLES SHALL BE AIR TESTED IN ACCORDANCE WITH ASTM C1244 -93, STANDARD TEST METHOD FOR CONCRETE SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE (VACUUM) TEST. #8 CRUSHED STONE HAND TAMPED OR WALKED IN TO 12" ABOVE PIPE. AND 8" BELOW PIPE NOTE: ALL BEDDING & INTAIL BACKFILL SHALL BE INSTALLED IN 6" TO 12" BALANCED LIFTS DX2 (MAX) TRENCH WIDTH 6" PIPE SANITARY SEWER SERVICE CONNECTION NOT -TO -SCALE 0 MIN. WIDTH L25 (O.D.) -12" #8 CRUSHED STONE BELL HOE EXCAVATED. BEDDING DETAIL NOT -TO -SCALE Jam; : '�1STE/ •• �c�`� No. s 19358 -o • STATE OF � � AONAL nnun BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTED TO 95% PROCTOR DENSITY). APPROVED SURFACE MARKER UNDISTURBED EARTH NOT -TO -SCALE SANITARY SEWER SERVICE CONNECTION Nor- ro -scnLE MIN. SLOPE SHALL BE MAIN SEWER M V) Z 0 M > w X Y o' w < 0 } m =mL JIn W� a ~ o pap L) LL CD O LLJ w U (n N O Lo >_ 1 W D' 00 � X Z Q Q O � 1 DO UJ r-- W 1 Z ° O DO Z W n _Z M J 00 Z O U < Z < 0 Z Of w 0 MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF KENT SEAL, (SEE MANHOLE CASTING SCHEDULE). PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INTERIOR JOINTS AND LIFT HOLES SHALL BE SEALED WITH NON - SHRINK GROUT PER SPECS SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF KENT SEAL MANHOLE REINF. PER ASTM SPECS PIPE DIA. PER PLAN & PROFILE BENCHWALL SHALL BE CLASS "B" CONC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDING LATERALS, SHALL BE A -LOCK, DURA SEAL OR APPROVED EQUAL. 6" MIN. CONCRETE ENCASEMENT 6" MIN. COMPACTED #8 STONE I.D. SANITARY MANHOLE -TYPE "B" NOT TO SCALE NOTE: BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT AND COMPACTION FOR WATER MAINS, WATER SERVICES LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS 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 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 SUBBASE 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. SANITARY MANHOLE R -1642A Nor- ro -scnLE W BOTTOM OF TRENCH a � D p 4 aD d t4l 2500 psi CONCRETE 4 q a TAMPED IN PLACE D #8 CRUSHED STONE D 4 PERSPECTIVE VIEW - EARTH CUT AWAY 6" ®TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS. CONCRETE CRADLE Nor- ro-scnLE MANHOLE CASTING SCHEDULE MANUFACTURER I SELF SEALING WATERTI HT NEENAH R -1642A R- 1916 -Ft EAST JOR AN I 1045Z2 1 45WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2 KENT SEAL, OR SINGLE ROW OF 1" KENT SEAL' (SEE MANHOLE CASTING SCHEDULE). FINISH GRADE PRECAST CONCRETE ADJUSTING RING x 24' '� -- -. DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INFISHIELD "UNIBAND" INTERIOR JOINTS AND LIFT HOLES BUTYL RUBB SHALL BE SEALED WITH NON- SHRINK GROUT PER SPECS, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF KENT SEAL OR SINGLE ROW OF 1" KENT SEAL *- MANHOLE REINF. PER ASTM SPECS PIPE DIA. PER PLAN & PROFILE N3 i BENCHWALL' SHALL CLASS "B" CONC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, 1 INCLUDING LATERALS, SHALL BE A -LOCK, DURA a SEAL OR APPROVED EQUAL PRESS - SEAL. I KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE s. INVERT DEPTHS OF 14 FT. OR GREATER. 4' -0° COMPACTED #8 STONE SANITARY MANHOLE -- TYPE "A" NOT TO SCALE MANHOLES SHALL BE AIR TESTED IN ACCORDANCE WITH ASTM C1244 -93, STANDARD TEST METHOD FOR CONCRETE SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE (VACUUM) TEST. #8 CRUSHED STONE HAND TAMPED OR WALKED IN TO 12" ABOVE PIPE. AND 8" BELOW PIPE NOTE: ALL BEDDING & INTAIL BACKFILL SHALL BE INSTALLED IN 6" TO 12" BALANCED LIFTS DX2 (MAX) TRENCH WIDTH 6" PIPE SANITARY SEWER SERVICE CONNECTION NOT -TO -SCALE 0 MIN. WIDTH L25 (O.D.) -12" #8 CRUSHED STONE BELL HOE EXCAVATED. BEDDING DETAIL NOT -TO -SCALE Jam; : '�1STE/ •• �c�`� No. s 19358 -o • STATE OF � � AONAL nnun BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTED TO 95% PROCTOR DENSITY). APPROVED SURFACE MARKER UNDISTURBED EARTH NOT -TO -SCALE SANITARY SEWER SERVICE CONNECTION Nor- ro -scnLE MIN. SLOPE SHALL BE MAIN SEWER M V) Z 0 M > w X Y o' w < 0 } m =mL JIn W� a ~ o pap L) LL CD O LLJ w U (n N O Lo >_ 1 W D' 00 � X Z Q Q O � 1 DO UJ r-- W 1 Z ° O DO Z W n _Z M J 00 Z O U < Z < 0 Z Of w 0 SHEET NO. JoB No.46600S2B J LLJ Q U J Y < Qm W � 0 �O � 01= Q Li. C) F- Z W Z <� Q � SHEET NO. JoB No.46600S2B J LLJ Q U v--1 - a V . M ILO t0 O O N O M M O 9 D1 'v U1 E O 1 v-•4 O O Cn i m N U) O O %0 OFFICE OF THE HA�,1[i:TdA COUNTY SURVEYOR . • ANCHOR FOR CONCRETE END SECTIONS SIDE PROFILE TOP VIEW 1' rte- - J - - - --+ + STEEL ALL THREAD MCN. DIAMETER • 7 ••r -- - - --s 1' � I STEEL NUTS G 'WASHERS 1' I END PROFILE Size Size H -bare r 1 . 1 � 1 1 ?TEFL I LL TY:fit!'.AD FiOLT E��OXS t' :.9 NG Dim. X 7IIDTS Cir HHD SECTION ALLTHF.Ea7 Sr^,1CI�5 TO BE TWO PER fC•GT E& �Z" 2ND aECTsi):J E ALLTHRSAD •a" 7sxa sJ:•crrorJ - <. Aaarxxstc l7Rl1KC1TG NOT TO SC?LLE) HAMILTON COUNTY SURVEYOR'S OFFICE Inches REV[�ED; 1 JAN 2:•00 Inches STANDARD PLAN APPROVED: �(Jai+•oo 0_,J KEN . WAE�, AXILr.OH COUNTY S:1F.'iIiYUR DATE I OFFICE OF THE HAMILTON COUNTY SURVEYOR I DEBRIS GUARD SIDE PROFILE i TOP VIEW ■M.T 1r .vrtoK r Taos eras w w■cxea .• rTT. s NOTES: 1. BARS & PLATES ARE HOT- ROLLED STEEL. 2. BARS, PLATES• & P1PIE ARE FINISHED WITH 2 COATS OF ALUMINUM PAINT. 3. BOLTS ARE GALVINIZED 4. NO REBAR THROUGH .PIPES WILL BE ALLOWED 5. DEBRIS GUARD SHALL BE REMOVABLE (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE REVISEDP I JAN 2000 STANDARD PLAN APPROVED: 4j'a"'Oo D-12.. KEN C.WA •HAMILTON COUNTY SURVEYOR DATE OFFICE OF THE HAMILTON COUNTY SURVEYOR AND CASTING O FRAME STANDARD MANHOLE AND COVER ER As F+QR PIPE SIZES 24" THRU " SPECIFIED d PRECAST CONCRETE ADJUSTER RINGS IF `yam NEEDED 112 INCHES OF RINGS MAXIMUM). t. NON- ASPHALT]( 24" MASTIC OR DIAMETER BUTYL RUBBER STANDARD PRECAST MANHOLE CAP OR CONE SEAL BETWEEN )DINTS �" MINlrxux, a' D NON- ASPHALTIC UASTEC OR BUTYL RUBBER SEAL BETWEEN JOINTS XIISIMUM MANHOLE A ron V-bar No. of H -bar Bolt "A" 48" Size Size H -bare Size Dia. Dim. GREATER THAN 45 TO 90 DEG Inches Inches Re 'd Inches Inches Inches m 18 1/2 3 5/8 1/2 5 a 24 5/8 4 3/4 1/2 7 w 30 5/8 4 3/4 1/2 7 1/2 i 38 3/4 4 1 1/2 10 1/2 e 42 3/4 4 1 3/4 it F'' 48 3/4 4 1 2 i e 3/4 12 a 54 3/4 4 1 2 i e 3/4 12 .4 BO 3/4 5 1 2 i e 3/4 14 U 72 3/4 6 1 2 t e 3/4 14 '4 84 3/4 8 1 ,pipe 3/4 15 NOTES: 1. BARS & PLATES ARE HOT- ROLLED STEEL. 2. BARS, PLATES• & P1PIE ARE FINISHED WITH 2 COATS OF ALUMINUM PAINT. 3. BOLTS ARE GALVINIZED 4. NO REBAR THROUGH .PIPES WILL BE ALLOWED 5. DEBRIS GUARD SHALL BE REMOVABLE (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE REVISEDP I JAN 2000 STANDARD PLAN APPROVED: 4j'a"'Oo D-12.. KEN C.WA •HAMILTON COUNTY SURVEYOR DATE OFFICE OF THE HAMILTON COUNTY SURVEYOR AND CASTING O FRAME STANDARD MANHOLE AND COVER ER As F+QR PIPE SIZES 24" THRU " SPECIFIED d PRECAST CONCRETE ADJUSTER RINGS IF `yam NEEDED 112 INCHES OF RINGS MAXIMUM). t. NON- ASPHALT]( 24" MASTIC OR DIAMETER BUTYL RUBBER STANDARD PRECAST MANHOLE CAP OR CONE SEAL BETWEEN )DINTS �" MINlrxux, a' D NON- ASPHALTIC UASTEC OR BUTYL RUBBER SEAL BETWEEN JOINTS XIISIMUM MANHOLE 12 1/2 3 5/8 1/2 4 48" 15 1/2 3 5/8 1/2 4 1/2 GREATER THAN 45 TO 90 DEG 18 1/2 4 5/8 1/2 4 1/2 m 21 1/2 4 5/8 1/2 5' C 0 24 5/8 4 3/4 1/2 5 12 TO 18 27 5/8 4 3/4 1/2 5 1/2 0 30 5/8 4 3/4 1/2 5 1/2 0 36 3/4 4 1 3/4 8 a 42 3/4 4 1 3/4 B a 48 3/4 5 1 3/4 B b a 54 3/4 6 11/2 1 E 3/4 8 A BO 3/4 5 1 2 i e 3/4 8 Iz 68 3/4 6 1 2Pipe 374 B 12 TO 24 72 3/4 B 1 2 i e 3/4 9 3 84 3/4 7 1 2pips 3/4 10 24 OR LARGER BO 3/4 7 1 , i e 3/4 14 NOTES: 1. BARS & PLATES ARE HOT- ROLLED STEEL. 2. BARS, PLATES• & P1PIE ARE FINISHED WITH 2 COATS OF ALUMINUM PAINT. 3. BOLTS ARE GALVINIZED 4. NO REBAR THROUGH .PIPES WILL BE ALLOWED 5. DEBRIS GUARD SHALL BE REMOVABLE (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE REVISEDP I JAN 2000 STANDARD PLAN APPROVED: 4j'a"'Oo D-12.. KEN C.WA •HAMILTON COUNTY SURVEYOR DATE OFFICE OF THE HAMILTON COUNTY SURVEYOR AND CASTING O FRAME STANDARD MANHOLE AND COVER ER As F+QR PIPE SIZES 24" THRU " SPECIFIED d PRECAST CONCRETE ADJUSTER RINGS IF `yam NEEDED 112 INCHES OF RINGS MAXIMUM). t. NON- ASPHALT]( 24" MASTIC OR DIAMETER BUTYL RUBBER STANDARD PRECAST MANHOLE CAP OR CONE SEAL BETWEEN )DINTS �" MINlrxux, a' D NON- ASPHALTIC UASTEC OR BUTYL RUBBER SEAL BETWEEN JOINTS XIISIMUM MANHOLE PIPE PIP& TURNS DIA- "F" DIA. •'G' NOTE: Be" 48" GREATER THAN 45 TO 80 DEC 8e" 54 --68" UP TO 00 DEG 84" 42- GREATER THAN 45 TO 90 DEG $4" 48- TURNS UP TO 45 DEG 72" 42 " -48" UP TO 45 DEC 80" 33 " -38" STRAIGHT THRU e0" 24'"-33 GRHATBR THAN 45 TO BO DEG FULL HEIGHT MANHOLE STEPS AS SPECIFIED CONCRETE REDUCER CAP KENTON C. WOO. HAMILTON C0 N7Y SURVEYOR TiL L OFFICE OF THE HAMILTON COUNTY SURVEYOR STRUCTURE SIZING TABLE PIPE STRUCTURES STRUCTURES ANGLE AND STEPS NOTE: CASTING SIZE LESS THAN 48" - MANHOLE CONFORMS TO QUALITY OF REQUIRED CASTING •3501 TL (INCHES) FROM T/C TO ASTM C -478 PIPES WILL III =111 =1 � 1 =r�1Ell •R -3501N 4 TR rrx L70e.i P"fOL 25 11V hi 1331— FRAME INVERT -NO BRICK OR BLOCK WILL REQUIRE i _ ^ G 9@'• (91+1..7 _ / (INCHES) BE ALLOWED IN MANHOLE SPECIAL DESIGN �Oo ` -` This casting to be uaed when "F" 12 TO 18 24 X 24 •O-RING GASKET. NON - DESIGN NO YES YES ASPHALTIC MASTIC OR CURB BI- IRECTION AL CASTING DIA. APPROVAL SURVEYOR'S OFFICE STANDARD PLAN BUTYL RUBBER SEAL 12 TO 21 30 X 30 ••• 1' MIN. OVER NO BETWEEN JOINTS YES KENT C. WARD, II ILTON COUNTY SURVEYOR DATE TYPICAL SSD HIGHEST PIPE APPROVAIL • Or approved by Hamilton County Surveyor's, Office {DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S 18 TO 21 BEEH,dVE INLET CASTING MH /BOX PREFORMED HOLE TO MAXIMUM YES YES YES APPROVED: DATE OF PIPE O.D_ -8" WITH KENTON C. RD, HAMILTON COUNTY SURVEYCR APPROVAL . KENTON C..WAR , AMILTON COUNT/ SURVEYOR NON- SHRINK CEMENT GROUT 24 X 38. OR ••• DESIGN 1 • , :., , , ,, . •,�.; �.• ;� • .. NO BENCH WALLS AT MINIMUM °/ " PER FOOT SLDPE. BENCH KLLS TO BE CONSTRUCTED TO SPRING LENB OF PIPE. 25 1/273 38 X 36 54 APPROVAL 17 3/4 14 1/24 1 2 12 TO 24 36 X 36 ••• DESIGN NO YES YES 3 8" MIN. 31 APPROVAII 15 3•• MIN - 33 24 OR LARGER 3 8 (DRAWING NOT TO OF PRECAST CONCRETE RISER OR APPROVED ALTERNATIVE NO SCALE] ONE COMPLETE MANHOLE BASE CNIT AND HAMILTON COUNTY SURVEYOR'S OFFICE 23 3/4 APPROVAL RiiYISBD; 1 Fife 2002 36 4 STANDARD PLAN 4100 APPROVED: YES­ KENTON C. WOO. HAMILTON C0 N7Y SURVEYOR TiL L OFFICE OF THE HAMILTON COUNTY SURVEYOR STRUCTURE SIZING TABLE PIPE STRUCTURES STRUCTURES ANGLE AND STEPS CURB CASTING SIZE LESS THAN 48" GREATER THAN QUALITY OF REQUIRED CASTING •3501 TL (INCHES) FROM T/C TO 48" FROM T/C PIPES WILL III =111 =1 � 1 =r�1Ell •R -3501N 4 TR rrx L70e.i P"fOL 25 11V hi 1331— FRAME INVERT TO INVERT REQUIRE i _ ^ G 9@'• (91+1..7 _ / (INCHES) ° SPECIAL DESIGN �Oo ` -` This casting to be uaed when curb flow coraes from both directions 12 TO 18 24 X 24 ••• DESIGN NO YES YES SURVEYOR'S OFFICE CURB BI- IRECTION AL CASTING REVISED: 11118/z13D4 APPROVAL SURVEYOR'S OFFICE STANDARD PLAN APPROVED: 12 TO 21 30 X 30 ••• DESIGN NO YES YES KENT C. WARD, II ILTON COUNTY SURVEYOR DATE TYPICAL SSD EAST JORDAN 6489N APPROVAIL • Or approved by Hamilton County Surveyor's, Office {DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S 18 TO 21 BEEH,dVE INLET CASTING MH /BOX DESIGN YES YES YES APPROVED: DATE CT-10 KENTON C. RD, HAMILTON COUNTY SURVEYCR APPROVAL . KENTON C..WAR , AMILTON COUNT/ SURVEYOR 21 TO 27 24 X 38. OR ••• DESIGN NO NO YES 25 1/273 38 X 36 54 APPROVAL 17 3/4 14 1/24 1 2 12 TO 24 36 X 36 ••• DESIGN NO YES YES 3 60 31 APPROVAII 15 5 33 24 OR LARGER 3 8 ••• 13 1 3 NO NO YES 66 APPROVAL 23 3/4 APPROVAL 5 1/2 36 4 24 OR LARGER 4100 MH /BOX DESIGN YES­ YES YES 37 24 1/16 20 APPROVAL 42 4 1/2 3 3/4 • PIPES NO LARGER THAN 18" CAN BE USED IN THE 2' SIDE OF THIS BOX. .. STRUCTURE. G N OUT GOING PIPES EFFECT STEPS IN THIS T -INCOMING AND P — SPECIAL NOTE: STRUCTURES DEEPER THAN 48" FROM T/C TO INVERT WILL BE A M.H. OR A BOX WITH STEPS UNLESS SPECIAL DESIGN IS APPROVED. SPECIAL NOTE: STRUCTURES WILL BE DESIGNED FOR MAXIMUM FLOW IN PIPES. SPECIAL NOTE: COUNTY MAY REQUIRE STEPS TO BE IN AFTER STRUCTURE IS SET, TO IMPROVE ACCESS. HAMILTON COUNTY SURVEYOR'S OFFICE REVISED: 1 FEB 2002 1A Af - J�'�d`I' _ STANDARD PLAN APPROVED: D -18 KENTON C. D• HAMILTON OUNTY SURVEYOR E OFFICE OF THE HAMILTON COUNTY SURVEYOR :'E25rrJ NIGH LEFT715 - j '+ /1• rn-1 OFFICE* OF THE HA=MILTON COUNTY _ r Irmil LETTERS 1 l >VI l I -1'r�` 25 WrCCU..l I� � a lJe'CBMr.a II ( I 23 u•2• Fear.+ E VP (37 d I I —I TO ALLOW FOR FUTURE SALTING I 11- — III —I I �— III — III — III —I I l UNDERDRAINS REQUIRED IN SWALES TT r --� HOUSE. TTT =�- rT _I 11 =� 1 I�� 3 (MIN.) i rj �t1= III =111 =1 � 1 =r�1Ell 3 IM[N_l 1 I; I I rrx L70e.i P"fOL 25 11V hi 1331— FRAME i A. ' c ie•[a:sss]yxElE 21 lJU5'ES•fir.rl ^ x13- eea�.,7 i _ ^ G 9@'• (91+1..7 _ / 740 ° k^- sr :n' %%ft_ f �Oo ` -` This casting to be uaed when curb flow coraes from both directions NEEh AH 3501 -L2 NO TE, ALL, DIMENSIONS '-+OWN ARE :N ENQL :5H A`K) L- ETHEC) MATERIAL: CAS- GP,AY LRON rlsT)4 A-415. CLASS 358 EAST JORDAN 7495 -k4 FINISH■ NO PAINT VE1.%HT: F3AFIE 214 - ,ORATE v7• • Or approved by Earriltoa County Surveyor's Office (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE CURB BI- IRECTION AL CASTING REVISED: 11118/z13D4 HAMILTON COUNTY SURVEYOR'S OFFICE STANDARD PLAN APPROVED: j4r =o� CT -� KEA HAMILTON DATE LJ C. W • , COUNTY SURVEYOR MINIMUM 6" SUB SURFACE DRAIN iIG NOTE TO CONTRACTOR: THE CITY OF CARMEL AND THE HAMILTON COUNTY SURVEYOR'S OFFICE NOW REQUIRES DOUBLE WALL HANCOR HI -Q SSD PIPE OR EQUAL TO BE USED. OFFICE OF THE HAMILTON COUNTY SURVEYOR EXISTING GRADE -� OFFICE* OF THE HA=MILTON COUNTY =1 I I =1 rT=��� (IIIN) 1 l >VI l I -1'r�` t �1- =1 I I -1 I I- �111 ► I- PROPOSED GRADE =1 11=1 I I =1 I =11,x- -- �____ -�-� -5- � -- —I I ICI I I =1 =1 . UNDERCUT SWALE BY 0.2• _ I-1 I I -1 11 11=1 I 1 I IJI - — III -- III — III -- III — III — III I I —I TO ALLOW FOR FUTURE SALTING I 11- — III —I I �— III — III — III —I I l UNDERDRAINS REQUIRED IN SWALES WITH LESS THAN 1/. SLOPE EXISTING GRADE HOUSE. TTT =�- rT _I 11 =� 1 I�� 3 (MIN.) i rj �t1= III =111 =1 � 1 =r�1Ell 3 IM[N_l 1 I; I I GSED GRADE I I ► -1 I I_1 I I _ 111 —I 11 -1 I ( -0 I I I I '� J `EL DERCUT SWALE BY 0.2' ALLOT FOR FUTU RE SILSINC 1 ( I- , , ,—, , -- T1__1rLLU` III � I I I VO e8 CRAVELO ° O III III III III I I I �� 7 / 740 ° PERFORATED SUBSURFACE DRAIN /3SD)PIPE WITH MINIMUM 0.51 GRADIENT. SEE DEVELOPMENT PLAN FOR SIZES �Oo ` -` (8" MINIMUM) AND INVERT ELEVATIONS. 3' ANCHOR HOLE DEVIL NOTE: z )/4• C57mrt7 TILE SHALL BE DOUBLE WALL-SMOOTH WALL •t C2rrr.7 PERFORATED PLASTIC PIPE. OR CLASS "A" WASHED STONE TYPICAL SWALE DETAIL �w (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE ��z x a FAc_ OPEN A�EAI 278 E�.AHE INCHES REVISED: 16 AUG 2005 HATERIAL[ CAST GRAY ER3N ASTM 4-AB, CLAS53 35a w " A 'u STANDARD PLAN APPROVED: MINIMUM 6" SUB SURFACE DRAIN D -16 KENT C. WARD, II ILTON COUNTY SURVEYOR DATE TYPICAL SSD EAST JORDAN 6489N TO INDIVIDUAL LOTS 10' - 0' SAND OF COMPRE: LOW VOII IN "201 Ise] RIP -RAP DETAIL NOT -TO -SCALE RIGID PIPE BEDDING DETAIL (CONCRETE PIPE) NOT -TO -SCALE 2' -0" 5' - 0" 5' - 0" OFFICE OF THE HAMILTON': COUNTY SURVEYOR OFFICE* OF THE HA=MILTON COUNTY SURVEYOR i ray > _ OR BUTYL RUBBER I L /d' R' / kT „r1 ice• `-/ �• EXTENSION TO BE SECURED TO STEEL POST 132rrml r IN 2 LOCATIONS d r TEMPORARY EXTENSION ABOVE GROUND 6 NO DUMPING % a E TO BE REMOVED UPON CONNECTION T0: 1. E )!} 33FAiM8 717 T47ftP.YAY 9 I, ) m 1'' i HOUSE. in 94� � a 1, � I'- ALL MEASUREMENTS TO BE MEASURED �E+ FROM BACK OF CURB. z EXTENSION SECURED TO STEEL POST IF EXTENSION IS NOT UTILIZED, IT IS TO BE E_# CAPPED BELOW GROUND LEVEL. PROPOSED 18" LATERAL LOCATIONS SHALL BE STAMPED ON CURB. (SEE CURB STAMP DETAIL) " � u 7 / 740 /\\ / \\\ \ 9 • o /a IF /� ANCHOR HOLE DEVIL � z )/4• C57mrt7 iv C25nra7 21• C533tTm) •t C2rrr.7 •8 WASHED GRAVEL j/ OR CLASS "A" WASHED STONE REDUCING �w REQUIRED x cP3 LQ' NOT'c■ ALL DIMENSID +)S 8�70WN ARE IN ENGUGA AND '.KTRIC). ��z x a FAc_ OPEN A�EAI 278 E�.AHE INCHES K e Z HATERIAL[ CAST GRAY ER3N ASTM 4-AB, CLAS53 35a w " A 'u FIN:SH1 NO NIIAT 43 x MINIMUM 6" SUB SURFACE DRAIN APPROVED: �' NEENAH 4342 TYPICAL SSD EAST JORDAN 6489N TO INDIVIDUAL LOTS • Or approved by Hamilton County Surveyor's, Office {DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE BEEH,dVE INLET CASTING HAMILTON REVISED: 11/18/2004 2 1/2 1520 STANDARD PLAN APPROVED: DATE CT-10 KENTON C. RD, HAMILTON COUNTY SURVEYCR KENTO C.WARD,H ILTON COUNTY SURVEYOR DATE . OFFICE OF THE HAMILTON': COUNTY SURVEYOR 'A57H h•�d' TYPE 'FFECESSED .'(ICKEr5 NOTE: 6`STEEL FENCE ( "T ") POST OR BUTYL RUBBER 7K EXTENSION TO BE SECURED TO STEEL POST ❑� IN 2 LOCATIONS CAP & TAPE TEMPORARY EXTENSION ABOVE GROUND 1� TO BE REMOVED UPON CONNECTION T0: 1. ; • '' HOUSE. / ALL MEASUREMENTS TO BE MEASURED CONDITIONS. CONE TOP TO FROM BACK OF CURB. z EXTENSION SECURED TO STEEL POST IF EXTENSION IS NOT UTILIZED, IT IS TO BE E_# CAPPED BELOW GROUND LEVEL. PROPOSED 18" LATERAL LOCATIONS SHALL BE STAMPED ON CURB. (SEE CURB STAMP DETAIL) GRADE 2 1/4 / 740 /\\ / \\\ \ 9 • o 46 IF /� ANCHOR HOLE DEVIL q00 \\ :�i, 0 J6 q00 O O $V Sa tS: S'; ACIUtiG LIA'.5 r [51m0 LGN3 x r:zs.,s v1oE t Vr 16113""1 o \ •8 WASHED GRAVEL j/ OR CLASS "A" WASHED STONE REDUCING T REQUIRED �/ o MINIMUM SLOPE 0.30% —► + q MINIMUM 4" SSD 3" MIN. - Cr approved by IlamLl:on County Surveyor's Office (DRAWING NOT TO SCALE) 12" MIN. SURVEYOR'S OFFICE 18" MAX. C A S T I� G MINIMUM 6" SUB SURFACE DRAIN APPROVED: �' D - PIPE DIAMETER TYPICAL SSD LATERAL TO INDIVIDUAL LOTS ALONG STREETS SURVEYOR (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S. OFFICE. (DRAWING NOT TO SCALE) HAMILTON REVISED: 1 JAN 2000 2 1/2 1520 STANDARD PLAN APPROVED 4�aNt °° SSD_) KENTO C.WARD,H ILTON COUNTY SURVEYOR DATE . BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTION TO 95% PROCTOR DENSITY). OFFICE OF THE HA- MILTON COUNTY SURVEYOR • •rJ.ass zsa• ; + / IM 7' [2•.w.n7 d0. ANni{A 801T H7�1i [N A SY [a99m1010. 9.C. 'A57H h•�d' TYPE 'FFECESSED .'(ICKEr5 NON- ASPHALTIC MASTIC DIA. �- A OR BUTYL RUBBER 7K C C ❑� RI M41Xk -EO P"ItLES ��' r L- -�7'llrf e tF446 AP*T,fEN tF•22542 �'� ❑ C O ❑ ❑ I 5l} ❑ I ❑CO ❑ ❑D 1� 1 1 , ; • '' + ❑:7G❑Ia / HAMILTON COUNTY .SURVEYOR'S CONDITIONS. CONE TOP TO 8 1/872 2' [ -I .7 )SAIL] LETTERS fUS9 r? Tar 9LRFp:E OF LM I %VOE Nr UW E_# STEPS AS SPECIFIED. 9 JLL A4C7!!4-+ 15 - +% 11 V4' [72m1 + fi t/ , 27 13!9' 7¢¢nw' Cn t-- S5 Va• lafiln � 12 C D .. ] .s cam—] 2 1/4 NOTE: a MANHOLE CONFORMS 740 u TO ASTM 478 a 0 -RING GASKET NON- 46 ASPHALTIC MASTIC OR BUTYL RUBBER SEAL ^�` 48" DIAMETER PRECAST CONCRETE SECTION ANCHOR HOLE DEVIL I i 1 tS: S'; ACIUtiG LIA'.5 r [51m0 LGN3 x r:zs.,s v1oE t Vr 16113""1 � /7.'1:3..+1 278 V2' I72M■r) 3fr 71B' ['RUrnl XY. =O_E :ETAIL ''` NON- SHRINK CEMENT GROUT. :. WAaTER 3:A.E ; 27 Y EE's A H 1642 or 1772 HONE, N. CAMMI A4 on sK%V A IDAILI R OM o,ETatn. EAST JORDAN 1045 R•TpEALI .*ST :MV AIM A31R 4111 CIASS'M rvtm Hart H,1N1rA IWVWT. revue . ms,us • u.• - Cr approved by IlamLl:on County Surveyor's Office (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE M A'N S O L I D D C A S T I� G REVISED: 11/18/21304 APPROVED: �' 14x65 STANDARD PLAN DATE CT -1 KENT - C. WARD, AMILTON COUNTY SURVEYOR PIPE SIZES 12" THRU 24" OFFICE OF THE HAMILTON COUNTY SURVEYOR LAKE CROSS - SECTIONS ASTING FRAME AND COVER AS SPECIFIED NON- ASPHALTIC MASTIC DIA. �- A OR BUTYL RUBBER 7K SEAL BETWEEN JOINTS. w SECTION A -A PRECAST CONCRETE ADJUSTER RINGS IF R -2 NEEDED (12 INCHES OF RINGS MAXIMUM). 24" DIAMETER ; • '' 1 1/2 ECCENTRIC CONE OR REDUCER ^. CAP AS REQUIRED BY SITE HAMILTON COUNTY .SURVEYOR'S CONDITIONS. CONE TOP TO 8 1/872 MATCH ADJUSTING RING PROFILE. FULL HEIGHT MANHOL E_# STEPS AS SPECIFIED. 9 KENT C. C. HARD, HILTON COUNTY SURVEYOR Dg78 5" MINIMUM 2 1/4 NOTE: a MANHOLE CONFORMS 740 u TO ASTM 478 a 0 -RING GASKET NON- 46 ASPHALTIC MASTIC OR BUTYL RUBBER SEAL ^�` 48" DIAMETER PRECAST CONCRETE SECTION AT JOINTS. 12 1/2 11 .': PREFORMED HOLE TO MAXIMUM 18 F PIPE O.D. •8" WITH BENCH WALLS AT MINIMUM ''` NON- SHRINK CEMENT GROUT. I /z" PER FOOT SLOPE. BENCH 27 WALLS TO BE CONSTRUCTED 73 TO SPRING L[NE OF PIPE. �:: NOTE: 15 1/2 STRUCTURES ARE TO BE 4 ^•,:', . ? , °.'. GROUTED FULLY, TROWELED 2 3/42 AND BRUSH FINISHED. SMOOTH A I REINFORCED BAR PRECAST BASE 6" OR 8" PER SECTION APPROVBD ALTERNATIVE 3" MINIMUM MANHOLE BASE SET r —ON 6" OF 2 STONE STANDARD MANHOLE FOR PIPE SIZES 12" THRU 24" 13 (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE 2 1/2 1520 REVISED; 1 FEB 2002 43 1/2 30 STANDARD PLAN APPROVED: ATE D -20 KENTON C..WAR , AMILTON COUNT/ SURVEYOR 4 1/2 OFFICE OF THE HAMILTON COUNTY SURVEYOR LAKE CROSS - SECTIONS G or T OPTION 3 DIA. �- A EASEMENT 15• MIN. I � 2' FREE OARD MIN. NORMAL POOL 100 YEAR (GROOVE- CUTLET END) (TONGUE -INLET END) EMERGENCY � 2` SECTION A -A SPILLWAY AT 100 YEAR t 1 R -2 SKIRT 12 USE OUTLET OPTION 3 1 1/2 .(DRAWING NOT TO SCALE) HAMILTON COUNTY .SURVEYOR'S OFFICE 8 1/872 REVISED 1 JAN 2000 ���OO 14 STANDARD _PLAN APPROVED: 9 KENT C. C. HARD, HILTON COUNTY SURVEYOR Dg78 15 D ,e- — IW L DIA. J E _T_ — — SKIRT C B X WALL G or T JDIA.+l DIA. �- A WALL 0.0570' C (GROOVE- CUTLET END) (TONGUE -INLET END) E SECTION A -A R -1 DIA. WALL G or T WT. SE A B C D E DIA. +1 R -1 R -2 SKIRT 12 2 1 1/2 530 4 24 8 1/872 7 24 13 10 1/16 9 3 1/2 15 2 1/4 2 740 6 27 46 73 30 16 12 1/2 11 3 1/2- 18 2 1/212 1 2 990 9 27 46 73 36 19 15 1/2 12 4 21 2 3/42 1 4 1280 9 35 38 73 42 22 16 1/8 13 4 24 3 2 1/2 1520 9 1/2 43 1/2 30 73 1/2 48 25 16 11/16 14 4 1/2 27 3 1/4 2 1/2 1930 10 1/2 48 25 1/273 1 2 54 28 17 3/4 14 1/24 1 2 30 3 1 2 3 2190 12 54 19 3/473 3 60 31 18 5/16 15 5 33 3 3/43 3 8 3150 13 1 3 58 1/2 9 1/4 7 3 66 34 23 3/4 17 1/2 5 1/2 36 4 3 1/2 4100 15 63 4 3/497 3 72 37 24 1/16 20 5 1/2 42 4 1/2 3 3/4 5380 21 63 35 98 78 43 27 1/4 22 5 1/2 48 5 4 1/4,6550 24 72 26 98 84 49 28 1/8 22 5 3/4 54 5 1/2 4 3/4 8040 27 65 35 100 90 55 32 7/8 24 6 1/4 60 6 5 8750 30 60 39 99 96 61 36 3/4 24 6 3/4 66 6 1 2 5 1/2 10630 24 78 21 99 102 67 35 11/16 24 7 1/4 72 7 6 12520 34 78 21 99 108 73 38 5/8 24 7 3/4 78 7 1 /216 1 /21144301 24 78 21 99 114 79 41 15/16 24 8 1/2 84 8 7 16350 24 78 21 99 120 85 4413 16 24 9 OAP' INCH PER�SIDE, HORIZONTAL FLARE NOTES: 1. MANUFACTURE OF END SECTION IS IN ACCORDANCE WITH VERTICAL FLARE APPLICABLE PORTIONS OF A.S.T.M. SPECIFICATION C76. SECTI ❑N B -B PRECAST CONCRETE END SECTION DETAIL ```,11111111111 / /IJ'I STOEPpF�'�.,�,. ,�0 gF A �•��, Q �. o ••: No. s 19358 -off•:. STATE OF �,� yNDIANP ///11111111111 NOTE: Storm Sewers Bedding, Haunching, Initial Backfill 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 shall be placed to be uniform as possible, but shall be loosely placed uncompacted material under the middle third of the pipe prior to placement of the pipe. Haunching and initial backfill shall be compacted in 8 -inch maxim lifts Ifts to not less than 90% 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. Haunching 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 Final backfill for all RCP installations under and within 5 -feet of pavement shall be B- Borrow for Structure Backfill meeting the material requirement 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 subbase of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less then 95% 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. S:\Legal\Carmel RCP Installation Review02 -01 -05 \Storm Sewers.doc OFFICE OF THE HAIaiILTON COUNTY SURVEYOR FL_rl LCW ISLE DErau ' FS'PCiZ.■) , ) ( « I =y I � � vrOL•a n fJe'ts�e,•) ct�%wa o � o 11 z3 vrttl9ar.a ; :M' (97§rnt Tw. w t Ld � V / 0 an �awr:CT`!M of FLITJ CCKESSUD A -� 27 Jrr [TOO—) 26 3/a'FC78 -3 a S :rr •� t1a.I+7 C D rr: " Xt01r..1 z. 3rA•[ Z& tesah.l 25'1635- 1 Q � vim J It 2S LIWESE. ■■1 TT 35' [963rr■7 h � NOTE: ALL. DIMENSIONS SCON ARE IN [i4%15H AND rn D•£TRIC3 NEENAH 3501 -TL or TR BEETS AA51+T0 M -3135 PROOF LCAO REOU:RENENTS. MATER:ALF CASE GRAY ERDN ASTM A-48. CLASS 36B EA 'T JORDAN 7495 -1Yi2 or M1 ;(EIGHTS FRAMEyZlI•tGRATE IE6• • Or approved by Eamllton County Surveyor's OffIca (DRAWING N0T TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE CURB INLET CASTING REVISED: 11/18/2004 QD 0] Q STANDARD PLAN APPROVED: ' !44-1:2 os- DATE CT-8 KENTO C. WARD, ]1A1dI1TON COUNTY SURVEYOR 6) U QI M M m In F Z W L) Z a O O WJ W 0 tr W IL O W (n 5 W 0' e- L1J LL_ LIJ U O In Q Q Z � I - tY Q 0' 00 w W Ld � V / 0 an � \ H z Q Q � J � � rn V/ W Uj W I QD 0] Q m LL. -, z \ M w 6) U fW- oto W e- L1J LL_ LIJ U O In Q Q Z � I - LLJ >� 0' 00 w W �U � V / 0 an � X z Q Q � J � � rn V/ W Uj W I Z 0 V co Z W Z � J 6-) J V / 00 0 d Z O Z Z � Y Qm Q �N � w pZ �U � 0 an SHEET NO. C801 JOB NO. 46600S213 Z Q z J W a v 2' RC rl L a Ln Ln N to O N \ M rl ,--I �p� J Dl N 16 N V) 1 N O 00 3 m N V) 0 0 to A-i PAVEMENT SURFACE PLACE EXPANSION JOINT AT BACK OF CURB LINE B OR AT SIDEWALK LINE 2' ROLL CURB J MAX. RAMP SLOPE 1 " /FT. A� CLASS "A" CONC. SIDEWALK PLAN VIEW RAMP PAVEMENT Imo— ICI VAR. _VAR. I1 I I 4" SECTION A –A CONTRACTION JOINT (TYP.) SECTION C –C _= WIDTH OF RAMP I SIDEWA K 4' MIN SECTION B –B TYPICAL SIDEWALK RAMP DETAIL FOR HANDICAPPED NOTE: WHERE STORM DRAINS CONFLICT WITH RAMP, RAMPS SHALL BE MOVED TO SIDE OF DRAIN. 6' -0" & 10' -0" SLOPE ASPHALT PATH TO ROAD OR TOWARD TOP OF BANK OF DITCH 1 /4 " /FT. MIN. TYPICAL ASPHALT PEDESTRIAN PATH X— SECTION sssss 100' TOP OF CURB 4. . PAVEMENT BOTTOM OF CURB TRANSVERSE EXPANSION JOINTS TRANSVERSE CONTRACTION JOINTS * * * ** WHEN BUILT IN CONJUCTION WITH CONCRETE PAVEMENT, EXPANSION AND CONTRACTION JOINTS SHOULD BE PLACED AT THE SAME LOCATIONS AS IN THE PAVEMENT SLABS. THE CURB AND GUTTER SHOULD BE TIED TO THE PAVEMENT BY 1/2" ROUND DEFORMED BARS AT ABOUT 3 FOOT INTERVALS. IF NO CONCRETE PAVEMENT IS BEING BUILT AT THE TIME THE CURB IS CONSTRUCTED, EXPANSION JOINTS SHOULD BE PLACED AT THE ENDS OF ALL RETURNS AND AT INTERVALS NOT TO EXCEED 100 FEET. CONTRACTION JOINTS SHOULD BE INSTALLED AT 20 FOOT SPACING. CURB JOINT DETAIL W z J �Il�� 3" TOPSOIL, SEED OR SOD AS REQUIRED TO MATCH EXISTING �.0 'EXISTING GRADE STANDARD FULL DEPTH GRANULAR BACKFILL DETAILS NOT —TO —SCALE EXISTING PAVEMENT 50' R /W 30' -0" 2)-0p) 1' -0„ 5' -0» —4)-0))— 2'— 0 13, -01, 13' -0�, .04 4' -0" 5' -0" w w z z J J 3 S DEWALK 4" THICK SIDEWALK 4" THICK ,y SLOPE 1/4" FT. SLOPE 1/4" FT. V SAW CUT FOR CLEAN BREAK 1.5" H.A.C. SURFACE * 11 ° o' o .a t1 0 °. ° ° A —, ° o .d v a o °: ° ., d o e . 44 4 a ° ° 12" THICK PLAIN CONCRETE TO BE FINISHED 1.5" BELOW 1' -0" MIN. THE EXISTING PAVEMENT BOTH SIDES ' .. OF TRENCH ...•:.:, .:..�. • :•'.. , . NOTE: FLOWABLE FILL TO BE PLACED 1. NEW SURFACE IS TO BE SLOPED AT THE ENTIRE TRENCH TO BOTTOM OF CONCRETE ELEVATION. SAME RATE AS THE EXISTING SURFACE. 2. EXISTING PAVEMENT IS TO BE SAW CUT FOR A CLEAN BREAK. 3. TRENCH SPOIL IS TO BE REMOVED FROM SITE. 4. 1.5" H.A.C. #11 SURFACE 5. BITUMINOUS TACK APPLIED AS PER "INDIANA DEPT. OF HIGHWAYS STANDARD SPECIFICATION 409 & 902. 6. ALL LANE MARKINGS, STRIPING, STOP BARS, ETC. DISTURBED OR REMOVED DURING EXCAVATION ACTIVITIES, SHALL BE RETURNED TO THEIR ORIGINAL CONDITION. 7. PLAIN CONCRETE IS TO BE FINISHED 1.5" BELOW THE EXISTING PAVEMENT. 8. CUT SHALL BE STEEL PLATED DURING CONCRETE CURE TIME AND UNTIL ASPHALT IS APPLIED. 6" 18" ' TOPSOIL 2 "R• 2 "R. 4" a' o A SLOPE 1/4" PER FOOT 12 -3/4" o ° 9 -3/ .4 o _ ASPHALT PATH ° .Q 110# SYD. BITUM SURFACE NO. 11. LV ON o o o o o — — — 0000000000 0 0 00 00 0000 220# SYD. BITUM BINDER NO. 8, LV ON o 0 0000000 00000 0 0 0 0 0 0 0 000 o 0o0000aD $o 5 COMPACTED AGGREGATE BASE, SIZE NO. 53 COMPACTED BACKFILL -/O" 0 00 0000 0 COMPACTED 00 6" 00 00 0000 0� 00000088000 OocP�o 0 0o0 #53 STONE COMPACTED SUBGRADE 24" REVERSE GUTTER CHAIRBACK CURB NOT –TO –SCALE TYPICAL STREET CROSS — SECTION NOT —TO —SCALE 1.5" H.A.C. SURFACE #11 2" H.A.C. BINDER #8 3" H.A.C. BASE #5D 7" COMPACTED #53 STONE COMPACTED SUBGRADE PAVEMENT COMPOSITIONS NOT —TO —SCALE NOTE: ALL PAVING TO BE COMPLETED IN ONE PAVING SEASON. NOTE: Minimum Cover for Pipe Crossings of City Streets 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. S:\Legal \Carmel RCP Installation Review02- 01- 05\ MinimumCoverForPipeCrossingOfCitySft =u.doc RESIDENTIAL STREETS ONLY LIMITS OF FULL DEPTH GRANULAR BACKFILL SHOULDER, TOPSOIL, SEED w SIDEWALK, TOPSOIL, SEED OR SOD, AS REQUIRED TO J OR SOD, AS REQUIRED TO MATCH EXISTING GRANULAR PAVEMENT WIDTH VARIABLE GRANULAR 3 MATCH EXISTING z BACKFILL BACKFILL I SHOULDER SECTION CURB SECTION ALL CUTS MADE IN OR UNDER ANY ROAD SURFACE SHALL BE BACKFILLED WITH B. BORROW WHERE A CUT EITHER TRANSVERSES OR PARALLELS THE ROAD SURFACE. GRANULAR BACKFILL SHALL BE PLACED IN THAT PORTION OF THE CUT. THE ENTIRE EXCAVATED AREA WITHIN THE RIGHT —OF WAY. �C NOTE TO CONTRACTOR: THE CITY OF CARMEL AND THE HAMILTON COUNTY SURVEYOR'S OFFICE NOW REQUIRES DOUBLE WALL RANCOR HI -Q SSD PIPE OR EQUAL TO BE USED. *Y- 2D--20D5 WED 1133 AM 0177 CF CAP.t'EL FAX NO. 317 571 243E P, 04 Property Line Back Of Coro tf 5 X' -0• kl'c. _ i _!' -0'� c^ own• I S',opa V' IL Pry 7 c a a4 Sidewalk '` 4" Top Soil Eecktill ' Prepared Suagrede TYPICAL SIDEWALK SECTION NOT TO SCALE * THE SPACE GEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REOUIRED ELEVATION AND COMPACTED IN LAVERS NOT TO EXCEED 6 IN DEPTH. SUBGRADE OR BASE UNDER ALL CUR9S, SIDEWALKS, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS, IN 76 7 Tooisd Or Sawea Joints % Thickness :.' ' : , Clasa ,A• concrete.' 4" 4inimum Sidewalk Built With Drivewayl Shall Have ldinimum Thickness Of S Or Thickness Of Drveway Which Ever Ts Granter. �• CONCRETE SIDEWALK N0T TO SCALE CITY CF CARMEL STANDARDS SIDEWALK DETAILS 2EVISZ0 FIGuftE 10 -14 TYPE I MATERIAL 1' -0" sTOEPPz_C'�.,�,,�. 19358 -o • STATE OF NOTE: Water and Sewer Under City Streets Bedding, Hounching, Initial Backfill Bedding, haunching, and initial backfill materials, placement and compaction for water mains, water service laterals, sanitary mains and sanitary service laterals shall be in accordance with the standard practice of the utility that has jurisdiction over the installation. Final B ackfill 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 subbase of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less then 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. S:\Lega1 \Carmel RCP Installation Review02 -01 -05\ Water &SewerUnderCitySftwts.doc NOTE: All paving within the existing and proposed City right -of -way shall conform to the requirements of the department of Engineering. Please add a note to the drawings that the Contractor shall contact the Department of Engineering to schedule a pre -cons truc tion meeting to review the Department's construction requirements, s toff notification requirements, required inspections for certain stages of the work and to review the authority of the Department as it relates to work within the existing and proposed City right - of- way. SALega1 \Carme1 RCP Installation Revicw02- 01- 05\ DepartmentOffingineeringNotc.doc M:1Y -25- 2005 N =D 1i.32 R,'1 CITY OF CNRIEL FAX NO, 317 571 2439 R 02 Ea,th Or Sidewaik SurkKe e � C.oncreit Curb 4r Carta 8 ruiteo �`"� J r• Fpvement / I \•. i� SYr � a7C C `j �a haihed Aggrrga r-- ' "��!• e''ost T }�J3c �c� j \%``� <;"�,.\ mss• '% loin. Ilan. —� -- Nkn' PIPE UNDERDR IN (Typicul Ink tulluliwis) NOTE:. PIPE SRALL C0NFORM TO REQUIREMENTS CF 4ECITON 908.17 t F STANUARU 3PECIF'ICATIONS, INSTALLATTON AEOUIRCD: 8071, SIDES OF PAVLMENT WHERE REQUIRED BY THE ENGINCER. CITY OF- CAHK1r -_L STANDARDS SUEISSURFAC "E DRAIN FIGURE 10 -9 MAY -25 -2005 WED 1133 AM CITY OF CARMEL FAX NO. 317 571 2439 P. r m Top Soil nI Q - LOM Pant Y, v ^ �• Compocteo y/ � �4 r p o Bocf ll --- �"�1�\ .T Class •A Concrete ya ;< l�' Compacted 5ubgrode or Aggregofe Bose -_ 24• klinirra,m NOTES. INTEGRAL CURB WITH CONCRETE PAVEMENT SHALL dE SIMILAR SHAPE, CURE ALL EXPOSED SURFACES. DAMPEN SUSCRADE BEFORE PLACING CONCRETE. CITY OF CARMEL STANDARDS CONCRETE ROLL CURB do CUTTER REVISED_... FIGURE m z 0 W Y Q LEI Q 0 0 =mL� Hz W\ Q Y L.1 U O Q M 5 LL1 v) z o r7 UJ O \ o E F- L1J U � 0 pp ya � I - b � � Spacing Eetween �O i � � Tro�sverse Joinls N 0 e r` � - +J a � a $hall Not Exceed 1.25 Times width Q J TYPE I MATERIAL 1' -0" sTOEPPz_C'�.,�,,�. 19358 -o • STATE OF NOTE: Water and Sewer Under City Streets Bedding, Hounching, Initial Backfill Bedding, haunching, and initial backfill materials, placement and compaction for water mains, water service laterals, sanitary mains and sanitary service laterals shall be in accordance with the standard practice of the utility that has jurisdiction over the installation. Final B ackfill 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 subbase of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less then 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. S:\Lega1 \Carmel RCP Installation Review02 -01 -05\ Water &SewerUnderCitySftwts.doc NOTE: All paving within the existing and proposed City right -of -way shall conform to the requirements of the department of Engineering. Please add a note to the drawings that the Contractor shall contact the Department of Engineering to schedule a pre -cons truc tion meeting to review the Department's construction requirements, s toff notification requirements, required inspections for certain stages of the work and to review the authority of the Department as it relates to work within the existing and proposed City right - of- way. SALega1 \Carme1 RCP Installation Revicw02- 01- 05\ DepartmentOffingineeringNotc.doc M:1Y -25- 2005 N =D 1i.32 R,'1 CITY OF CNRIEL FAX NO, 317 571 2439 R 02 Ea,th Or Sidewaik SurkKe e � C.oncreit Curb 4r Carta 8 ruiteo �`"� J r• Fpvement / I \•. i� SYr � a7C C `j �a haihed Aggrrga r-- ' "��!• e''ost T }�J3c �c� j \%``� <;"�,.\ mss• '% loin. Ilan. —� -- Nkn' PIPE UNDERDR IN (Typicul Ink tulluliwis) NOTE:. PIPE SRALL C0NFORM TO REQUIREMENTS CF 4ECITON 908.17 t F STANUARU 3PECIF'ICATIONS, INSTALLATTON AEOUIRCD: 8071, SIDES OF PAVLMENT WHERE REQUIRED BY THE ENGINCER. CITY OF- CAHK1r -_L STANDARDS SUEISSURFAC "E DRAIN FIGURE 10 -9 MAY -25 -2005 WED 1133 AM CITY OF CARMEL FAX NO. 317 571 2439 P. r m Top Soil nI Q - LOM Pant Y, v ^ �• Compocteo y/ � �4 r p o Bocf ll --- �"�1�\ .T Class •A Concrete ya ;< l�' Compacted 5ubgrode or Aggregofe Bose -_ 24• klinirra,m NOTES. INTEGRAL CURB WITH CONCRETE PAVEMENT SHALL dE SIMILAR SHAPE, CURE ALL EXPOSED SURFACES. DAMPEN SUSCRADE BEFORE PLACING CONCRETE. CITY OF CARMEL STANDARDS CONCRETE ROLL CURB do CUTTER REVISED_... FIGURE m z 0 W Y Q LEI Q 0 0 =mL� Hz W\ Q Y L.1 U O Q M 5 LL1 v) z o r7 UJ O \ o E F- L1J U � 0 rn zz o z � I - Lv > � � �O F- OF- LJ Zw W 0 X Z a Q J co Ld U Ld Z DO Z Ld Z J Ln rn cn 00 0 Z O � z z Q z Q 0 Z (n Y J � Q Qm � 0- � �O F- OF- LJ Zw W Ld Q U SHEET NO. C802 JOB NO.46600S2B