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HomeMy WebLinkAbout05070014 Civil Construction Plans Sct. 2 Rcv. 8/30/2005.a 1z N t� In O O N In N O 0 9 '0 a a� 0 V 1- O O i rn N N O O ko • �� WEST 141ST s. + t .. ' i- TE : 9x6 ` S iu Co elf o 4 ' 1�•J y •�-7 — _ T i °� 2 i • !' STREET ° WESiT - -., -f 31 S 5119 _ VICINITY MAP NOT TO SCALE INDEX SHT. DESCRIPTION ALL DESCRIPTION C001 REVISED BOUNDARY FOR SECTION 2 8/26/05 BAH COVER SHEET (317)-818 C100 TOPOGRAPHICAL SURVEY C200 —C201 SITE DEVELOPMENT PLAN C300 —C301 STORMWATER POLLUTION & PREVENTION PLAN & SPECS C400 —C403 STREET PLAN & PROFILES / INTERSECTION DETAILS / TRAFFIC CONTROL C500 SANITARY SEWER PLAN & PROFILES C600 —C601 STORM SEWER PLAN & PROFILES C700 —C701 WATER PLANS C800 —C804 CONSTRUCTION DETAILS SANITARY STORM STREET LANDSCAPE PLANS REVISIONS SHT. DESCRIPTION ALL REVISED PER ENGINEER COMMENTS 7/18/05 BAH ALL REVISED BOUNDARY FOR SECTION 2 8/26/05 BAH P (317)-818 2900 V) - S111111 0 Developed by: PLATINUM PROPERTIES 9551 DELEGATES ROW L.L.C. INDIANAPOLIS, INDIANA 46240 P (317)-818 2900 Fax: (317) - 818 -2910 CONTACT: KEN BRASSEUR = • • ■LOME =STO LANE 711561 155 1 154 1 153 48 1149115011511 152J 0 C Z 'AME BOULEVARD D r M �1 140 139 138 137 r- D Z M 136 135 134 133 • • 132 131 130 129 Sit, 171 172 173 174 175 176 177 178 179 180 181 182 183 184 iii WIQ W1� KNOLL Lp,NE RIVE SOILS MAP NOT TO SCALE SOILS MAP 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 loam, 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 2 DESIGN DATA 58 LOTS = 5.56 LOTS /ACRE 10.434 AC. ' WINDY KNOLL LANE 262.44 L. F. CUPERTINO LANE 44.90 L. F. LANCE DRIVE 152.59 L. F. SCALE: 1 =200' MODESTO LANE 522.20 L. F. BURLINGAME BOULEVARD 502.13 L. F. SUNNYVALE LANE 1118.96 L. F. TOTAL 2,603.22 L.F. PLANS PREPARED BY: STOEPPELWERTH & ASSOCIATES, INC. CONSULTING ENGINEERS & LAND SURVEYORS 9940 ALLISONVILLE ROAD FISHERS, INDIANA 46038 PHONE: (317)- 849 -5935 FAX: (317)-849-5942 Cn ' ,Q • v Z N � •zM(110 m M P 0- PLANS CERTIFIED BY. - o� . • 6/30/05 '''►` DAVID J. STOEPPELWERTH DATE PROFESSIONAL ENGINEER NO. 19358 T--4 1;4 O Q d' O ,-i O .--4 Ln O O N Ln N 00 O fu J pl .0 N O Cn (o U t CL p cn O Q. O I7 O O U i rn i N O O %D l� LE L a n N Ln O 0 N kD N 00 0 CU J CM v c E . 0 a� a� V 6 0 N U Cn N N 0 0 M NOTE TO CONTRACTOR: BENCHMARKS: CONTRACTOR SHALL VERIFY DEPTHS OF ALL EXISTING ONSITE UTILITIES PRIOR TO CONSTRUCTION LEE 2 - THE TO CONFIRM THERE IS NOT ANY CONFLICTS WITH OTHER UTILITIES, STORM SEWERS OR STREETS. STATION IS LOCATED APPROX. 2.5 MILES NORTHEAST OF ZIONSVILLE, AT THE INTERSECTION OF SHELBOURNE AND WEST CONFLICTS AFTER CONSTRUCTION BEGINS ARE SOLELY THE CONTRACTOR'S RESPONSIBILITY. 131ST STREET; IN THE SE 4 OF THE INTERSECTION; ' � SET IN TOP OF A CONCRETE POST, LEVEL WITH THE ROADNAY, A DEPARTMENT OF NATURAL RESOURCES BRASS CONTROL STATION ALL PADS SHOULD BE TESTED TO ASSURE TABLET, STAMPED "LEE 2 AZI 1989 ". N. A. V. D. _ A COMPACTION OF AT LEAST 95 PERCENT ELEV.= 917.518 OF THE MAXIMUM DRY DENSITY USING THE STANDARD PROCTOR TEST METHOD. SCALE: 1 "= 50' ALL EXISTING OFF -SITE DRAIN TILES THAT ARE ENCOUNTERED SHALL BE TIED INTO THE PROPOSED STORM SEWER SYSTEM WITH A POSITIVE OUTFLOW 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.) _ v.. cp, (D(.) 61 09 55.00 5. 0 55. 65.00 , n. a0 65.00 5 00 5 0 5 65,00 44 M, - .. , .:� 6 5.00 918.1 "J-07-L. .M.E. g __ _ _. 55 916 :9 �0' L. __,.- , ., R_ •..� o ,_._. 1 C5'`L. 71.33.. F. 916.3 915.$ ._,,... - __ .......... ...- ».. ...�...� .. 915.7 .. -_.. 915.0 Q� 916.6 916.0 g� 1�`°L` :1vTE: 914.3 - ,: N ...�... ...- ....,. ... ... .... -... ...�... 5.4 - ,... 914.2 13.5 10 L.M.E SWALE @ 1.0� SWALE @ 1.0� ...�.. »- �.. -�... ..- �... --.... 4•'`7 915.3 -C�il. 915.9 g 914.1 91 916.3 15' D.E. .15'. D.E. � ''� SWALE @ 1.0% I v , X, 918.9 X X ,`' 91 .4 X X 91 .8 X X 917.2 o 15 D.E.., 15' D.E. SWALE @ 1.0� ....... 36, g_B 0 ® X X_, -: 916.6 X X 916.1 �? 916.2 X X 916.8 = 15 D.E. 15' D.E. 70' W r X X 916.8 X X 916.6 X 915.6 X X 915.3 X X 914.9 w 914.9 X X 915.3 X X 915.7 X X 916.5 X X 916.5 0 O O O i p I 15' O :- O O O I a 6n 6 15 - - O 0 ..... Q O -_.. _ w 175 a I ° I .. , I c0 176 Q ' � 170 171 172 173 ° 169 174 ,� 177 178 179 180 1 -81 182 1 o 918.9 918.3 91.7.7 917.1 N 916.7 w 83 ✓ 184 185 186 Iw 919.4 916.6 �, 917.3 917.3 91.7.1 916.6 9 915 z 916.3 15.9 .9 916.3 916.7 917.0 917.0 I ...4 .. 4 y N \ _j L0 ` 25' G.B.L. % . LMC01 , 1 13' 10 ' 25' G.B.L. ° I 25 G.B.L. I� N B. o 25 G.B.L. _ 20' D.U. &S. S.E. 5' d , -- �' 917.8 917.2 �� 20'' D.U. &S.S.E. Y rn I D.U. &S.S.E. 916.9 916.6 916.3 915.8 916.2 916.5 916.6 916:6 916.3 916.0 915.6 915.2 915.6 D. 918.4 60.00' p I N 916.0 916.4 916.7 17.52 1' 0.9 0 - - - - - - - - - - - - - M _ 2.08% GR.CHG. 0.60% 0.60% H P � - V57 11+ .96 10 +50 10 +00 9 +73.95 9 +50 9 +00 0.60% 0.60% 0.60% sy. 0 71 - - - - - - - .60% R.CHG. 15' R.C.P. I 0.60 0 L.F. 15" R.C.P. % UNNYVA o 71 0 +20 ° $ LE LANE H.P. % 4 35 8 +50 7+ 94 7 +50 6 +83.94 6 +50 6 +23.88 6 +00 a� 5 +50 5 +00 4 +50 4 +00 3 ®0 73q 3 +00 m - ° m 2 +50 2 +00 1 +28.34 0 +88.360 +67.34 0 6 20 u, �- 2 91 M 918.17 0 0 17.55 917.27 0 91 .86 916.72 916.42 0 0 916.12 ® 0.50% 91 72 915.80 - -- 91 .20 916.40 916.50 916.42 916.12 915.82 .__`_' " 915.52 _.. __._ 9 6 M I r,1 Ln - - - - -�, oc3� n - - - -- - - - - - -- - 0or 0 915.22 9 5.01 915.3 0 0 915.69 16.0 ;{'916.40 916.31 916.18 � � T _ - - = N - - - - - \N �+ � / c- \N �6 rr�\ a 1 917.6 •S�� �' °' 1 99.85 16.2 Sa�.F Oq° 100.1 .9 "� a, 0 5 �. - 916.3 55.93 916.0 55.00 Z ! ° ,�. 0 915.6 65.00 815.2 65.00 55.00 55.00 55:00 13, �' Q ' 915.6 916.0 916.4 916.7 916.5 20 D. &U.E.; �' 20 D: &U.E... _... �� 20 D. &U.E. � f- t _ L. ° 25 G.B.L. • o I o U� I g I 153 I , CD o o 5m + N 917 •6 916.5 916.4 N � i °o CY) i , - X 0 rn rn X X X Wz W X O t LZ Ln It M ° 167 I 154 o_.�I M ±I .. 151 °° 0 0' B- ° N 916.2 - o �; Lr) °I I� �� i X9162 �I �o �; o �; ° N - o 915.9 � 0 0' ix 15_ O � `- N N O - I I N I . c 0 R.D.E. N - N I I o M 0 . 110 L.F.112" R.C.P. @ 0.60% X " _ I� 120.00' �> 915.6 `� n- `n I 9120.00' R.D E: 15' R.D.E 15 I ° 150 I o ui I I I� � Sri Sr O o M � I � o . ° 166 � 155 � i915.9 0 915 k Q 0 + X m _J W X W0___ z _ - ..... � 0 U0 I I x%, _c� Ln � I Ln XI ° 149 ; Z o 6 U 156 0 0) 0 915.2 � m N 165 o 0 915.9 I M X 915.9 N N I I + X 148 X 915.6 I 1 �? X ,n © -. ° to I r6 o I 914.9_ I I° N �L0 164 I o ° ° 1 o I 157 ° f _ 915.6 I I o 915 6 15 R.D.E. N NI N I 130 L.F. 24" R.C.P. ®0.30% I a0 l0 0. I I a' I _ X 120.00 914.5 N `- X - I 15' R. D. E. I CL © 1915.3[-_ 0 I I ° X � rn X 1 I "' Ld �I ° I ° r o �, 0 158 147 m o IN .163 -- I I � I ... ° ° U0 I 915 I vI 915.3 I 1014 •3 914.9 M o ° � 0) I o ; I I N I I I I I m X I I I o X 1., w I I'X ° X1 0 X O X o 0 _ W O O 146 N ' o 159 w W 162 o ° � �� � 0 N I o 8 . 915.2 I° 915. � o (D 0 L o IO) : DC . 130 L.F. 2 1 R.C.P. ® 0.27% I O I I I 0 N I p o ,°n R.D.E. i 1112 L.F. 18" R.C.P. ® 0.29 Ki O ° 4120.00 � 145 . 15 R.D.E. I a 15' R.D.E. I a' 915.5 0 0 C,4 00 � ,� ; LL1 -� ° M Q 1 00 X 6 4.9 11 914.9 o t` o o � b� r� N O rn j i O . i i S 120.00 914.9 , "HOLEY : MOLEY" SAYS: CAUTION 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 AI I CnNI�TRIICTInN LEGEND EXISTING EDGE OF WOODS EXISTING CONTOUR EXISTING SANITARY SEWER EXISTING STORM SEWER 48 PROPOSED GRADE M.E. MATCH EXISTING $70 PROPOSED CONTOUR PROPOSED SANITARY SEWER - -Q-- - PROPOSED STORM SEWER X000 --- PROPOSED SWALE PROPOSED 5' SIDEWALK (BY HOME BUILDER) (DEVELOPER SHALL INSTALL SIDEWALKS ALONG ALL COMMON AREAS) 100 LOT NUMBER 874.1 PAD ELEVATION PAD SIZE: 45'X60' (UNLESS OTHERWISE NOTED) MFPG= I MIN. FLOOD PROTECTION GRADE DENOTES 4" SUBSURFACE DRAIN TO LOT DENOTES 6" SUBSURFACE DRAIN ROLL CURB 1 -800- 382 -5544 CALL TOLL FREE 1- 800 - 428 -5200 FOR CALLS OUTSIDE OF INDIANA 4 0 �I O L� r- 7 2 5' G. B. L. 4 136 A 132 r 130 • 1 916.3 916.3 rk, 916.3 1 m �m � M M F- N Z Z Z � o ~ o LLI U U i w W o z LL. 0 y Z W Q � W Z d 0 > 5 w w X W STOEPp�''�•, Q Q 0 L co W F- Q 0 .� ��'�, Cn 0 LO a_ ° No. Z Q J Q LL j W Q (lj D 19358 = V) W `D -o -� STATE OF ` NDIMP- CO '.�.�. �.� VJ W %NAL Ld I U YLAK ILLLV.= yM .UZ f EARTHWORK: 15' RD. E. " N 100 YEAR ELEV. = 912.74 r < 201 L.F..27 "--R.G.P. ® 0.22% • _ r ;- 1. EXCAVATION BOTTOM ELEV. =8 N 98 . 80 _.. 120.0 '914.5 A. x w 15 R.D.E. s -•; �� -� `�� ;� ;' �`��- al that is suitable may be used for fills. All unsuitable material and all surplus a, excavated material not required shall be removed from the site. oo i B. Provide and place any additional fill material from offsite as may be necessary to produce the grades 142 j i i 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 914.9 a fill needed. O LL I it 4i .4 t CA 2. REMOVAL OF TREES X A. All trees and stumps shall be removed from areas to be occupied b a road surface P Y or X ap ' structure area. Trees and stumps shall not be buried on site. � J 3 M I_ r i I 143 1�4)_ PROTECTION OF TREES a A. The Contractor shall, at the direction of the Developer, endeavor to save and protect trees of value N 9 to X 15.2 , and worth which do not impair construction of improvements as designed. I� r` B. In the event cut or fill exceeds 0.5 foot over the root area, the Developer shall be consulted with XI,n respect to protective measure to be taken, if any, to preserve such trees. 0 71 Ittl F, I co 1 ' 4. REMOVAL OF TOPSOIL 0 rn 1 _ w. ^ `._ A. All topsoil shall be removed from all areas beneath future pavements p or building. Topsoil removal shall 144 `a I o ;` f' be to a minimum depth of 6 inches or to the depth indicated in the eotechmical report . I u � � ,. - .......� �_- `` ;' � ;._ ... g provided by the Developer a -` ,,, ; e oper to be excavated or filled. Topsoil should be stored at a location where it will not interfere 915.5 r` r ;',•` with construction operations. The topsoil shall be free of debris N I ,n .,• �,-- ••. ••,: P and stones. .r: • T 5 UTILITIES AR regulation governing the respective utility shall be observed in executing all work under this - - ,:-.. B. It shall be the responsibility p of the Contractor to determine _�_.� Y __ - �_--- _.--- ._------- - - - - -. _- _- - - - -- }------- ._. ..... .... ....__ - - - - -_ �..__.------ ... the location of existing underground utilities 2 working g _ �_ _ . �_ � -. -- - kin . . days prior to commencing work. r _.___.._...._ _�_ -_ -:_- ,, ;, P For unlit locate F, 1- 800 -38 - . 9 y location to be marked call Toll Free within Indiana or 1-800-428-5200 outside Ind , ` P 2 5 th I d Tana 6. SITE GRADING N Do all cutting, filling, compacting of fills and rough grading required to bring entire project area A to ade as shown on �+ - -- . - - - -._ B u b g r the drawing. v s S - The tolerance for paved areas shall not exceed 0.05 feet above established subgrade. All other areas S I 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 E Ld W U 1 z _Q Z z Q Q 0 L z W d7 ,' N LZ a. 00 a_ Z Q J Q LL j W Q (lj D V) W CO VJ W N Ld Z O O 00 Z ! 'Ld V LO LO _Z LO J rn co Z o `f w z _Q Z z Q � Y N LZ a. 00 a_ 0 cl� J LL.0 LLJ j W Q (lj D V) W V) LLJ Q U SHEET NO. C200 Joe NO. 46600S2 go 0 0 M u7 O O N Ln N 00 7 O J a� E M O a� a� V) 4 0 N V i rn -o N O 0 ko V) 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 CAUTION f' 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 N, 0. SCALE: 1 "= 50' SEE SHEET #C200 u H r t 1, t "HOLEY MOLEY" ..SAYS: 1- 800 -382 -5544 CALL TOLL FREE 1- 800 - 428 -5200 FOR CALLS OUTSIDE OF INDIANA CAUTION f' 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 N, 0. SCALE: 1 "= 50' SEE SHEET #C200 u H I( 1, ,. F, "HOLEY MOLEY" ..SAYS: 1- 800 -382 -5544 CALL TOLL FREE 1- 800 - 428 -5200 FOR CALLS OUTSIDE OF INDIANA CAUTION f' 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 N, 0. SCALE: 1 "= 50' SEE SHEET #C200 u H MIN. FLOOD PROTECTION GRADE DENOTES 4" SUBSURFACE DRAIN TO LOT --*-DENOTES 6" SUBSURFACE DRAIN ROLL CURB p V k . - r 3 } F- U) N z z z � O 00 U U W w V) O w o z Z W Q W Z a 0 0 Cn W 0 w x LEGEND TYPE EXISTING EDGE OF WOODS _.. ' .- -------- -- EXISTING CONTOUR = EXISTING SANITARY SEWER = - EXISTING STORM SEWER s4s.o PROPOSED GRADE M.E. MATCH EXISTING $70 PROPOSED CONTOUR 118 PROPOSED SANITARY SEWER 914.00 - -- - PROPOSED STORM SEWER <000 PROPOSED SWALE 913.00 PROPOSED 5' SIDEWALK (BY HOME BUILDER) E 120 (DEVELOPER SHALL INSTALL SIDEWALKS 913.00 ALONG ALL COMMON AREAS) SW EMERGENCY OVERFLOW ROUTE MIN. FLOOD PROTECTION GRADE DENOTES 4" SUBSURFACE DRAIN TO LOT --*-DENOTES 6" SUBSURFACE DRAIN ROLL CURB p V k . - r 3 } F- U) N z z z � O 00 U U W w V) O w o z Z W Q W Z a 0 0 Cn W 0 w x NOTE: MIN. FLOOD PROTECTION GRADES OF ALL STRUCTURES FRONTING POND #2 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 116 Y o' 913.00 910.89 SE 117 CURB INLET 914.00 910.55 a 118 CURB INLET 914.00 910.46 NW &E 119 YARD INLET 913.00 910.07 E 120 YARD INLET 913.00 909.68 SW 121 CURB INLET W MANHOLE 914.00 909.29 W &NE 122 CURB INLET W MANHOLE 914.00 a E &SW 123 CONCRETE END SECTION 908.80 1 124 o 914.00 912.14 NW 125 CURB INLET J • • ............. <<y" m > LL o 1.0 CURB INLET lo 911.30 Ld 127 YARD INLET 19358 - 910.52 NE 128 `0 915.00 -0 STATE OF S F�''• ..... n . CURB INLET W MANHOLE 41 *'-* �� 911.60 1 �•�`��` ll,,,, Ln NOTE: MIN. FLOOD PROTECTION GRADES OF ALL STRUCTURES FRONTING POND #2 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 116 YARD INLET 913.00 910.89 SE 117 CURB INLET 914.00 910.55 NW &SE 118 CURB INLET 914.00 910.46 NW &E 119 YARD INLET 913.00 910.07 E 120 YARD INLET 913.00 909.68 SW 121 CURB INLET W MANHOLE 914.00 909.29 W &NE 122 CURB INLET W MANHOLE 914.00 909.20 E &SW 123 CONCRETE END SECTION 908.80 NE 124 YARD INLET 914.00 912.14 NW 125 CURB INLET 915.10 911.48 N W SE 126 CURB INLET 915.10 911.30 SW ,E 127 YARD INLET 914.00 910.52 NE 128 YARD INLET 915.00 912.26 S 129 CURB INLET W MANHOLE 915.70 911.60 NE 130 CURB INLET W MANHOLE 915.70 911.45 SW &E 131 MANHOLE 916.50 911.18 W &E 132 YARD INLET 916.50 911.39 W &E 133 CURB INLET W MANHOLE 914.95 910.47 N &W 134 CURB INLET W MANHOLE 914.95 910.25 N &S 135 CONCRETE END SECTION 908.80 N &S 136 CURB INLET 916.10 912.59 N &W &NE 137 CURB INLET 916.10 912.24 W &E 138 CURB INLET W MANHOLE 916.90 912.18 W 139 CONCRETE END SECTION 908.80 SW 140 CURB INLET 916.90 913.44 SE 166 YARD INLET 914.00 911.50 NW &NE &S 167 CURB INLET 914.00 912.41 N &SW 168 CURB INLET 914.00 912.64 S 169 CONCRETE END SECTION 907.60 W &SE 0 0 w N� L.L w 0 a � � O � rn Ln Q o z >_ I W °' 00 ry V j 0 X Z Q Q L_ __J cD Cr N W W I Z 0 0 C� 00 Z W CD ru j Z_ Ln J � Z r\ w U E z Q � Y ry `Z � N �D �O 1 01-- w LL.0 > zW W < cf) D � W SHEET NO. C201 10B No.4660OS2 Q z Q 0 Z J LiJ Q U .••1 L .n 00 Ln O Ln T'•1 Ln 0 0 N Ln N 00 O 19 cri •v c ro a C O Cidc Q� L a C O O a v E 0 V) 6 0 rn U rn N 0 0 to �o v M PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL: KEN BRASSEUR PLATINUM PROPERTIES L.L.C. Phone: (317)- 818 -2900 . E 1 ELEV.= 913.00 ® © © E:== Denotes Construction Limits O© © 13 © © 0 © 13 0 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 Denotes seeding w /fiber blanket #S150 by North American Green Seeding rate: 110# /acre or 2.5# /1000 S.F. Seeding mixture: 38% Kentucky 31 fescue 19% perennial rye 19% annual rye 14% orchard grass 10% Kentucky bluegrass + Denotes temporary seeding & mulching. Seeding rate: 50# /acre + + ++ + ' + Seeding mixture: 100% perennial rye. + + ++ SAP SEG -�\v Vt��IIAMY\ VM�.IY..,. N. M.I.YV INSTALL 2Wx1W MN. MOM AC ORW PRIM 70 CONSTRUMM., 3 I t i INN ­SET ON _0 FLTM rr FAEFUC T4rTr'• � •3 r r - },�i - -- 'r - V ••':'' �1 .�{�SJ+d'3E,CS{- _•,r•:'t,''"l• tirS:+': ..{..y��..�.ti .ice •. X : ?'l} f.�` -; "' -0"�l' }r.{ . ,. fh'},�n}�h$,�'k!:r. :'Lt! -;vim .:i •i}C :i?r: - r1 - :; -.5 '4,t •S`; ti of.r'�i}= r•:y ?j`':i� • ti�i�Ylll"`JJJ �?;f4:.H?� '. 1 • .i;: ....Mc- :}fir.- } }%.)v ry�j(�., -��. .:._ ti tir r :.... -.�. - �:.b -: ?ti' rj�S;,•.~ krr r e {:.. "::.':.�: ;t�,,r: r;'r,..:.r► r.: WCCOE*f 5'; AKE5 pump sit:..0 IIIII GE • 1JCs� NCIM uslt' CNE C15CTII -CS_ PS, :ac PLAN V19-W N --.5. r v- WCCCEN -as A K :+ S•:} X?: �';'{: i:: �{: rj: �: y:{:' ti .;:::�.ti } }5:- .��r:.;.,�::r}.: f,.yr::iiKr?} _Si':�i:•. �`r'�nlr•. ^�,'ii •'�.. { - .- .....Y S^';ti yr fit }^itiSv?: •, ? rr � x ti rrt.yti � tl't ,_�::.c PutAP 013CHAR132 GACUNO :: r1 i�.,Srr•�}'ti r¢7 • ^�'lrr;:r:?: �i:.TEF: ��a �'lr�:. T. �. -.t. r�•r. SUgFACQ .- :•:�rflr�.ii•7�^«} .v��r:% - y4�+ v:� ?vtA{otti•:...w_�`{3..;�:y,�. ,i:�� CROSS- 5ECTICN N_T.S. FIGL-P,E 7 FILTER BAG F DEWATERING FILTER BAG DETAIL (TO BE USED WHEN PUMPING DIRTY WATER) �— BLANKETS INST1 ---------- ...___.______ _.._ k f S f j J 3 r• xy a i SECTION 1 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. A construction fence is to be installed around the fields as shown. 7. The site has already been rough graded. 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. 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. SCALE: 1"= 100' STOEPP 1,J`I �. STI E) a••. No. s 19358 -o STATE OF �c �,''• , P •:��, ' •' NDIAN �. `SS /6NAL 0 �% 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. i m I m I co to N H V) Z Z Z o w o F :2 V) o > w w D' o w Z r 0 Z Q w 0 Z m in � V) WW L0 O O 0 ' w w U V) z 0 Ln Q Ln °Z >— I W � X Z Q Q UJ J � a7 � I W l� W I Z_ 0 O co Z LI~J Z Ian J 00 n w � Z Q 0 o Z V) z J Q Q � w a Z 0 F— Z Y_ W � w QN a_ 1..1.. Z 00 Z 11-1- 0 0 �- �- LL. U .J Z L–Li J V) 0 Q a W V) W Q NG J LLJ 0 ii V) U SHEET N0. C300 106 N0.4660OS2 Y Q LO L0 0 Q C) 03 r, u7 00 Y m LL.. o � O O w\ LLJ a � F- O o\ m w ^II L0 O O 0 ' w w U V) z 0 Ln Q Ln °Z >— I W � X Z Q Q UJ J � a7 � I W l� W I Z_ 0 O co Z LI~J Z Ian J 00 n w � Z Q 0 o Z V) z J Q Q � w a Z 0 F— Z Y_ W � w QN a_ 1..1.. Z 00 Z 11-1- 0 0 �- �- LL. U .J Z L–Li J V) 0 Q a W V) W Q NG J LLJ 0 ii V) U SHEET N0. C300 106 N0.4660OS2 T-1 to a rn ,C : Ln fV In - o O r4 in N -00 V O (0 J of 6 U Cl) CL V) C O (3) > 2 a Cid O _=3 0 a a fn E V) 4 0 M i rn 'v N u7 O 0 ko tD i SEASONAL SOIL PROTECTION CHART STABILIZATION JAN. FEB. MAR. APR. MAY JUN. JUL. AUG. SEPT. OCT. NOV. PRACTICE 0 DEC. PERMANENT A * * * / //> SEEDING DORMANT B SEEDING SEEDING E * / / / / / / //* > SODDING F ** * / / / / / / / / / / / / //* > MULCHING G eedbed 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 i obta n a uniform seedbed working the fertilizer and lime in to th e soil 2 -4 in. deep with a disk or rake ooerated 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 Ib. 11000 sq. ft.) F =SOD G = STRAW MULCH 2 TONS /ACRE - ANCHOR ALL MULCH BY CRIMPING OR TACKIFYING * / //* = 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 rot) Inlet Protection Basket Prom 1wo-ft 11.4 �N_N_ minifoll ON 1 1Ii i B > It is the intent of this device to detain water for the purpose of allowing suspended solids in the water to settle out before the water enters the storm structure. Some filtering will 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 -25gai /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. A5• STANFORD PARK SECTION 2 I, the undersigned Registered Land Surveyor, hereby certify to the best of my information, knowledge and belief, that the included plat correctly represents a survey performed under my direction during MONTH YEAR of the following described real estate: A part of the Southwest Quarter of the Southwest Quarter of Section 20 and a part of the West Half of the Northwest Quarter of Section 29, all in Township 18 North, Range 3 East, of Hamilton County, Indiana, more particularly described as follows: Commencing at said Northwest comer of the said Quarter, Quarter Section of Section 20; thence North 89 degrees 39 minutes 07 seconds East along the North Line of said Quarter, Quarter Section 626.86 feet to the POINT OF BEGINNING of this description; said point also being the Northeast comer of Stanford Park, Section 1, recorded as Instrument No. in Plat Cabinet , on Slide in the Office of the Recorder of Hamilton County, Indiana; thence continuing North 89 degrees 39 minutes 07 seconds East along said North line of said Quarter, Quarter Section, 698.14 feet to the Northeast comer of the said Quarter, Quarter Section of Section 20; thence South 00 degrees 05 minutes 53 seconds West along the East line of the said Quarter, Quarter Section 1,314.19 feet to the Northeast corner of the West Half of the Northwest Quarter of Section 29; said point also being the Northwest comer of Shelbome Park, Section Two, record as Instrument No. in Plat Cabinet , on Slide in the Office of the Recorder of Hamilton County, Indiana; thence South 00 degrees 01 minutes 15 seconds East along the West line of said Shelbome Park, Section Two and the East line of the said Half Quarter of Section 29, a distance of 1,020.00 feet to the Northeast comer of the replat of Stanford Park, Section Three, recorded as Instrument No. in Plat Cabinet on Slide in the Office of the Recorder of Hamilton County, Indiana; the following eleven (I 1) courses being on and along the northern boundary of the said replat of Stanford Park, Section Three; 1) South 89 degrees 58 minutes 45 seconds West 66.86 feet to the point of curvature of a curve concave northeasterly, the radius point of said curve being North 00 degrees 01 minutes 15 seconds West 125.00 feet from said point; 2) northwesterly along said curve 127.27 feet t the i e o e po nt of tangency of said curve, said point being South 58 degrees 18 minutes 55 seconds West 125.00 feet from the radius point of said curve; 3) South 44 degrees 03 minutes 00 n seep ds West 108.38 feet to a point on a curve concave easterly, the radius point of said curve being South 45 degrees 57 minutes 00 seconds East 72.00 feet from said point; 4) southerly along said curve 55.32 feet to the point of tangency of said curve, said point being North 89 degrees 58 minutes 26 seconds West 72.00 feet from the radius point of said curve; 5) South 00 degrees 01 minutes 34 seconds West 10.20 feet; 6) North 89 degrees 58 minutes 26 seconds West 79.44 feet; 7) South 00 degrees 01 minutes 34 seconds West 417.64 feet; 8) South 89 degrees 31 minutes 57 seconds West 727.15 feet; 9) North 00 degrees 01 minutes 34 seconds East 424.24 feet; 10) North 89 degrees 58 minutes 26 seconds West 68.53 feet; 11) North 00 degrees 00 minutes 00 seconds East 112.51 feet to a point on the South boundary of the said Stanford Park, Section 1, the following nineteen (19) courses being on and along the said southern and eastern boundaries of the said Stanford Park, Section 1; 1) North 90 degrees 00 minutes 00 seconds East 234.34 feet to the point of curvature of a curve concave northerly, the radius point of said curve being North 00 degrees 00 minutes 00 seconds East 435.00 feet from said point; 2) easterly along said curve 241.32 feet to a point on said curve, said point being South 31 degrees 47 minutes 09 seconds East 435.00 feet from the radius point of said curve; 3) South 89 degrees 54 minutes 07 seconds East 368.56 feet; 4) North 00 degrees 05 minutes 53 seconds East 760.00 feet; 5) North 08 degrees 23 minutes 06 seconds West 27.96 feet; 6) North 28 degrees 10 minutes 18 seconds West 135.00 feet; 7) North 61 degrees 49 minutes 42 seconds East 170.00 feet; 8) 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; 9) 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; 10) North 26 degrees 54 minutes 58 seconds West 151.11 feet; 11) North 00 degrees 05 minutes 53 seconds East 460.00 feet; 12) South 89 degrees 39 minutes 07 seconds West 364.36 feet; 13) North 00 degrees 20 minutes 53 seconds West 120.00 feet; 14) North 89 degrees 39 minutes 07 seconds East 8.36 feet; 15) North 00 degrees 20 minutes 53 seconds West 170.00 feet; 16) North 89 degrees 54 minutes 49 seconds West 18.94 feet; 17) North 00 degrees 05 minutes 54 seconds East 169.86 feet; 18) South 89 degrees 39 minutes 07 seconds West 10.00 feet; 19) North 00 degrees 20 minutes 53 seconds West 120.00 feet to the place of beginning, containing 31.302 acres, more or less. Subject to all legal highways, rights -of -ways, easements, and restrictions of record 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. 300 275 250 225 200 175 Lu150 w 125 Q_ 100 7s 50 2s FT. 4:1 3:1 2:1 1:1 LOW MED /HIGH FLOW FLOW CHANNEL CHANNEL AND SLOPE GRADIENT SHORELINE 3' B C C C C D B A A B B 6' 6' 3 2' 4' 2' 4' Wltl, - -� 3, '1'e11tik atre-nbth at -x -x x -x- 205% r,:ongafion: - X X i 4 r f 20 I 1 1/2I 1 -1 ' L:xtra strenpth x - 3' - x 3,x - x x x AB '15 [,,11, /milt, /w.l,ft. Ic 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 6' -8„ 1 . ___� ***_���� ^ 3' zm/r , ti GROUND SURFACE tit" FENCE POST SHOULD SILT FENCE MATERIAL SHOULD BE BURIED ti 1' BELOW BE BURIED 6" BELOW GROUND GROUND SURFACE. SURFACE. SILT FENCE DETAIL NOT -TO -SCALE Exhibit 3.74 -C. Spoclticatlona (Ainimums for Silt Fences Fabric. Phys(c;11 prtipel'ty Woven fabric Non -woven fabric f4licrinF et'ficiency Wltl, 85''u '1'e11tik atre-nbth at 205% r,:ongafion: Stanc .lyd strc.ngLh 30 lbs. /linear in. 501h5. /liacar in. L:xtra strenpth 50 Its, /linear ill. 70 lbs. /linear in. Slurry thaw rate. 0.3,gal. /min. /sg1t. 4..5 gal. /min. /sq.ft. Water flow rate '15 [,,11, /milt, /w.l,ft. 2210 gal, /min. /sq.ft. Uv rc -L ;stance 70c3. 85% 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 2, 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 thru C202 A7. Hydrologic Unit Code: 05120201120070 A8. State or Federal Water Quality Permits: None A9. Specific Points Where Stormwater Discharge Will Leavie This Site: The storm water will leave the site through the storm sewers to the existing Lake outlet pipes. . See sheets C200 -C201 for locations. A10. Location and Name of All Wetlands, Lakes, and Water Courses on And Adjacent to the Site: None A11. Identity All Receiving Waters: This site outlets into an existing pond, which outlets to Shelbome 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.f.s. Post Developed: 10 year= 16.18 c.fs. 100 year = 22.19 c.f. s. A15. Adjacent Land use Including Upstream Watershed: West: residential East: residential North: home South: residential A16. See Sheets C200 thru C202 A17. Identification of existing vegetative cover: The dit on this site has been moved with Section 1. Existing vegitation has been established A18. See Map & descriptions included on this sheet. A19. See Sheets C200 thru C202 A20. See Sheets C500 -0501 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 thru C202 CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES EROSION CONTROL A4. DROP INLET REAR YARD PLAN LEGEND PROTECTION DRAINAGE SWALE BASKET PROPERTY LINE/ :1 I ° °` °O°` 'O°° DRAINAGE SWALE SUBSOIL PS STOCKPILE I SF SF EXISTING DRAINAGE Ili 1�fj I:fj \ AREA TO BE TOP- FINISHED DRAINAGE ° ° ab SOILED, SEEDED, o PS TOPSOIL �,, AND MULCHED STOCKPILE �S� lzf TREE CONSERVATION � BY OWNER AT a COMPLETION OF CONSTRUCTION. SF SILT FENCING PALIMAR IS TO BE HOUSE USED IF GRASS �- GARAGE \ GRAVEL ENTRANCE/ GROWTH IS NOT EXIT PAD A POSSIBLE. CONSTRUCTION 11 0 01 PS 0 o O �., "... * '_:.�. ggir-1 0 ENTRANCE EXIT 0 \ / l l ONCRETE WASHOUT CURB INLET SIDE YARD AREA PROTECTION DRAINAGE SWALE slil lsl���/ . . . . . ,��a,_,;_ �i -,y �t� �(�i 5 I •�`� I �� (' ii�� 1' Via_ " +�i ��.� (,fir •J i.� (� ,pp ).__1 I i ,� � WEST_ f4/ST l� �'7 1 �', 11:1 1. ­ , I` `L _11 11 ' f'�,r b�... i / -� � 916 ` _ } I € w 1 i a l� _ ,, _ _,/�,^, Ir - -w I J rJ -. i x I • .. 2� l3 ST 5 \ X ° } ; ' DROP INLET STREET PROTECTION LOCATION MAP SIDE- WALK TRASH DUMPSTER EXISTING CURB AND GUTTER CURB INLET PROTECTION SOIL SALVAGE AND NOTES: 1. EROSION/ SEDIMENT CONTROL MEASURES MUST BE FUNCTIONAL AND BE UTILIZATION MAINTAINED THROUGHOUT CONSTRUCTION. 2. MAINTAIN POSITIVE DRAINAGE AWAY FROM THE STRUCTURE. a PERMANENT SEEDING STORM WATER POLLUTION &PREVENTION NOTES: Z. Construction Materials and their Practices (A) All storm 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 b. and during construction in the proper sequencing to minimize soil erosion. inspected controls shall be as described elsewhere in Provisions for erosion and sediment control on individual building lots regulated maintained under the Erosion B13 Cont. these plans. Excessive dusting of sail on the site shall be minimized by original permit of a project site owner must include the following requirements: traffic across bare soil during dry and/or windy weather, (1) The individual lot operator, whether owning the property or acting as the agent of the reducing construction 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. (2) Installation and maintenance of a stable construction site access. vegetation, temporary erosion control measures such as silt fence, check dams rnnm�P (3) Installation and maintenance of appropriate perimeter erosion and sediment control and inlet protection devices shall be removed in a manner to i i i measures prior to land disturbance. additional land disturbance. Any areas disturbed by these operations shall be (4) Sediment discharge and tracking from each lot must be minimi properly revegetated disturbing activities on the lot until permanent stabilization has been achieved. sed throughout the land b. Large waste materials created by cutting, sawing, drilling, or other operations (5) Clean -up of sediment must be redistributed or disposed of in a manner that is incompliance shall be properly disposed of in suitable onsite waste containers. The site shall with all applicable statutes and rules. be checked at the end of the day, as a minimum, and all waste materials, 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 including those blown across or o temporary or permanent surface stabilization. disposed of in suitable containers. Where possible, operations such as sawing (7) For individual residential lots, final stabilization meeting the criteria in section 7(b)(20) or that create small particles should be performed in one spot in an area protected this rule will be achieved when the individual lot operator: from wind, and waste particles collected and disposed of frequently to minimize (A) completes final stabilization; or wind dispersal. 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 benefits of, final stabilization. 7(b)(20) Final stabilization of a project site is achieved when: and incorporated into the project immediately or stored onsite for future use. (A) all land disturbing activities have been completed and a uniform (for example, evenly Packaged materials stored onsite shall be inspected regularly and any loose distributed, without large bare areas) perennial vegetative cover with a density of seventy percent packaging shall be repaired or disposed of properly. (70 %) has been established on all unpaved areas and areas not covered by permanent structures, or c. All dewatering of activities shall be done in accordance to good erosion control equivalent permanent stabilization measures have been employed; and practices. These practices should include the use of dirt bags such as Dandy Dirt (B) construction projects on land used for agricultural purposes are returned to its preconstruction Bags. The use of these types of dewatering devices will remove large quantities agricultural use or disturbed areas, not previously used for agricultural production, such as filter of silt, sediment and dirt and prevent these materials to enter the storm sewer strips and areas that are not being returned to their preconstruction agricultural use, meet the final system. stabilization requirements in clause (A). d. If the use of lime is used to stabilize the soil of the site then all construction 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 Assessment of Stormwater Pollution Prevention Plan shall be constructed over a geotextile fabric. This area shall be inspected on a daily basis 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. 111. Description of Potential Pollutant Sources Associated with the 4. Paint Products Construction Activities: Potential Pollutants during construction includes: a. All excess paint and there related products shall be disposed of in the manner at Concrete waste water, trash, fossil fuels, oil, grease, paint. Exposure of these which the manufacturer suggest. Under NO circumstances will paint or their related 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. designated areas as shown on sheet C300 -C301. 5. Spill Response Directions 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 rSR�J W� r r DROP INLET STREET PROTECTION LOCATION MAP SIDE- WALK TRASH DUMPSTER EXISTING CURB AND GUTTER CURB INLET PROTECTION SOIL SALVAGE AND NOTES: 1. EROSION/ SEDIMENT CONTROL MEASURES MUST BE FUNCTIONAL AND BE UTILIZATION MAINTAINED THROUGHOUT CONSTRUCTION. 2. MAINTAIN POSITIVE DRAINAGE AWAY FROM THE STRUCTURE. a PERMANENT SEEDING STORM WATER POLLUTION &PREVENTION NOTES: Z. Construction Materials and their Practices (A) All storm 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 b. and during construction in the proper sequencing to minimize soil erosion. inspected controls shall be as described elsewhere in Provisions for erosion and sediment control on individual building lots regulated maintained under the Erosion B13 Cont. these plans. Excessive dusting of sail on the site shall be minimized by original permit of a project site owner must include the following requirements: traffic across bare soil during dry and/or windy weather, (1) The individual lot operator, whether owning the property or acting as the agent of the reducing construction 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. (2) Installation and maintenance of a stable construction site access. vegetation, temporary erosion control measures such as silt fence, check dams rnnm�P (3) Installation and maintenance of appropriate perimeter erosion and sediment control and inlet protection devices shall be removed in a manner to i i i measures prior to land disturbance. additional land disturbance. Any areas disturbed by these operations shall be (4) Sediment discharge and tracking from each lot must be minimi properly revegetated disturbing activities on the lot until permanent stabilization has been achieved. sed throughout the land b. Large waste materials created by cutting, sawing, drilling, or other operations (5) Clean -up of sediment must be redistributed or disposed of in a manner that is incompliance shall be properly disposed of in suitable onsite waste containers. The site shall with all applicable statutes and rules. be checked at the end of the day, as a minimum, and all waste materials, 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 including those blown across or o temporary or permanent surface stabilization. disposed of in suitable containers. Where possible, operations such as sawing (7) For individual residential lots, final stabilization meeting the criteria in section 7(b)(20) or that create small particles should be performed in one spot in an area protected this rule will be achieved when the individual lot operator: from wind, and waste particles collected and disposed of frequently to minimize (A) completes final stabilization; or wind dispersal. 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 benefits of, final stabilization. 7(b)(20) Final stabilization of a project site is achieved when: and incorporated into the project immediately or stored onsite for future use. (A) all land disturbing activities have been completed and a uniform (for example, evenly Packaged materials stored onsite shall be inspected regularly and any loose distributed, without large bare areas) perennial vegetative cover with a density of seventy percent packaging shall be repaired or disposed of properly. (70 %) has been established on all unpaved areas and areas not covered by permanent structures, or c. All dewatering of activities shall be done in accordance to good erosion control equivalent permanent stabilization measures have been employed; and practices. These practices should include the use of dirt bags such as Dandy Dirt (B) construction projects on land used for agricultural purposes are returned to its preconstruction Bags. The use of these types of dewatering devices will remove large quantities agricultural use or disturbed areas, not previously used for agricultural production, such as filter of silt, sediment and dirt and prevent these materials to enter the storm sewer strips and areas that are not being returned to their preconstruction agricultural use, meet the final system. stabilization requirements in clause (A). d. If the use of lime is used to stabilize the soil of the site then all construction 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 Assessment of Stormwater Pollution Prevention Plan shall be constructed over a geotextile fabric. This area shall be inspected on a daily basis 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. 111. Description of Potential Pollutant Sources Associated with the 4. Paint Products Construction Activities: Potential Pollutants during construction includes: a. All excess paint and there related products shall be disposed of in the manner at Concrete waste water, trash, fossil fuels, oil, grease, paint. Exposure of these which the manufacturer suggest. Under NO circumstances will paint or their related 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. designated areas as shown on sheet C300 -C301. 5. Spill Response Directions 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 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. 114. 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. 117. 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 1110. 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. B11. 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 ifi atio n Spec c s 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 onsite, 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 fuelling 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 gr ound or in the open on the construction site. d 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 e s t arm 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. A18. �6(�� � ��, (- � - I �,_ 1'1:�'. , �7- ,­ C, ­� _�'111::�� � . � 111Z1_ � �9 3 � lw_ ,--Ili , �� � 5�', , ` I � I c [A JJJJJJ � �CrA � �:rA �,�� � t a? g , � Y GrA l k �". l a.! ,�t,rr1���F E:; Ptt f..\r j �'�,, a A r1:111. ra` ' e= SOILS M AP No. = 10200495 -o `• STATE OF -' 27 20' -0" MIN. WIDTH 2"-S' WASHED • A 4 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 EROSION CONTROL LO with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has GS compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect urban development uses are * P sty 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 SEC110N«Z1�_>»Zf� 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. NOT -TO -SCALE 10' DIA. � moderate potential frost action, moderate shrink -swell potential, moderately slow permeability, low strength and erosion during construction. EXCAVATED KEYWAY 6° EXCAVATED KEYWAY 6• MULCH BOTTOM OVER GEOTEXTILE CONQKM WASHOUT DETAIL WOVEN FABRIC NOT -TO -SCALE COCONUT FIBER 1. At a position downslope of the lot and upslope of the inlet, attach log around upslope of curb and away from inlet. 2. Set up safety /traffic barriers to keep vehicles from hitting logs, causing possible injury. 3. Inspect and repair as needed, and remove any accumulated sediments after every storm. /' r Runoff 01 EROSION CONTROL LOGS 3J 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 of the site undisturbed during an CURB INLET PROTECTION DETAIL NOT -TO -SCALE EROSION CONTROL NOTES 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 -B). (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 = 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 6' MIN, 3:1 FUELING CrA Crosby silt loam, 0-3 r e cent slopes- & VEHICLE MAINTENANCE this soil is light colored it AREA CS 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 THE 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. INLET PROTECTION AFTER EACH INLET IN PLACED INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED. 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 STABILIZED REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED M Z O_ w Y Q w Q m } W � � � m W v O a0 o m v W cn z o\ O In CD O O LLI W LL_ U C) W ,,:�- cr 00 0 X Z LQ J V) I N W I Z O O Z W Z O-) J � Z 0 � U Q Z Q 0 Z w Q _J Q Q Q I- z_ W Z O Z \"e W W Q ^� N O Z ry� O 0i-- F- U Z O Q Q W w O :2 V) U C301 SHEET N0. Joe "0.46600S2 EM. Sheets C300 -0301 S See O & M Manual for all Emergency Numbers. 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 1110. 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. B11. 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 ifi atio n Spec c s 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 onsite, 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 fuelling 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 gr ound or in the open on the construction site. d 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 e s t arm 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. A18. �6(�� � ��, (- � - I �,_ 1'1:�'. , �7- ,­ C, ­� _�'111::�� � . � 111Z1_ � �9 3 � lw_ ,--Ili , �� � 5�', , ` I � I c [A JJJJJJ � �CrA � �:rA �,�� � t a? g , � Y GrA l k �". l a.! ,�t,rr1���F E:; Ptt f..\r j �'�,, a A r1:111. ra` ' e= SOILS M AP No. = 10200495 -o `• STATE OF -' 27 20' -0" MIN. WIDTH 2"-S' WASHED • A 4 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 EROSION CONTROL LO with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has GS compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect urban development uses are * P sty 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 SEC110N«Z1�_>»Zf� 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. NOT -TO -SCALE 10' DIA. � moderate potential frost action, moderate shrink -swell potential, moderately slow permeability, low strength and erosion during construction. EXCAVATED KEYWAY 6° EXCAVATED KEYWAY 6• MULCH BOTTOM OVER GEOTEXTILE CONQKM WASHOUT DETAIL WOVEN FABRIC NOT -TO -SCALE COCONUT FIBER 1. At a position downslope of the lot and upslope of the inlet, attach log around upslope of curb and away from inlet. 2. Set up safety /traffic barriers to keep vehicles from hitting logs, causing possible injury. 3. Inspect and repair as needed, and remove any accumulated sediments after every storm. /' r Runoff 01 EROSION CONTROL LOGS 3J 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 of the site undisturbed during an CURB INLET PROTECTION DETAIL NOT -TO -SCALE EROSION CONTROL NOTES 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 -B). (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 = 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 6' MIN, 3:1 FUELING CrA Crosby silt loam, 0-3 r e cent slopes- & VEHICLE MAINTENANCE this soil is light colored it AREA CS 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 THE 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. INLET PROTECTION AFTER EACH INLET IN PLACED INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED. 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 STABILIZED REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED M Z O_ w Y Q w Q m } W � � � m W v O a0 o m v W cn z o\ O In CD O O LLI W LL_ U C) W ,,:�- cr 00 0 X Z LQ J V) I N W I Z O O Z W Z O-) J � Z 0 � U Q Z Q 0 Z w Q _J Q Q Q I- z_ W Z O Z \"e W W Q ^� N O Z ry� O 0i-- F- U Z O Q Q W w O :2 V) U C301 SHEET N0. Joe "0.46600S2 AP No. = 10200495 -o `• STATE OF -' 27 20' -0" MIN. WIDTH 2"-S' WASHED • A 4 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 EROSION CONTROL LO with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has GS compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect urban development uses are * P sty 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 SEC110N«Z1�_>»Zf� 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. NOT -TO -SCALE 10' DIA. � moderate potential frost action, moderate shrink -swell potential, moderately slow permeability, low strength and erosion during construction. EXCAVATED KEYWAY 6° EXCAVATED KEYWAY 6• MULCH BOTTOM OVER GEOTEXTILE CONQKM WASHOUT DETAIL WOVEN FABRIC NOT -TO -SCALE COCONUT FIBER 1. At a position downslope of the lot and upslope of the inlet, attach log around upslope of curb and away from inlet. 2. Set up safety /traffic barriers to keep vehicles from hitting logs, causing possible injury. 3. Inspect and repair as needed, and remove any accumulated sediments after every storm. /' r Runoff 01 EROSION CONTROL LOGS 3J 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 of the site undisturbed during an CURB INLET PROTECTION DETAIL NOT -TO -SCALE EROSION CONTROL NOTES 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 -B). (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 = 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 6' MIN, 3:1 FUELING CrA Crosby silt loam, 0-3 r e cent slopes- & VEHICLE MAINTENANCE this soil is light colored it AREA CS 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 THE 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. INLET PROTECTION AFTER EACH INLET IN PLACED INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED. 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 STABILIZED REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED M Z O_ w Y Q w Q m } W � � � m W v O a0 o m v W cn z o\ O In CD O O LLI W LL_ U C) W ,,:�- cr 00 0 X Z LQ J V) I N W I Z O O Z W Z O-) J � Z 0 � U Q Z Q 0 Z w Q _J Q Q Q I- z_ W Z O Z \"e W W Q ^� N O Z ry� O 0i-- F- U Z O Q Q W w O :2 V) U C301 SHEET N0. Joe "0.46600S2 Z O_ w Y Q w Q m } W � � � m W v O a0 o m v W cn z o\ O In CD O O LLI W LL_ U C) W ,,:�- cr 00 0 X Z LQ J V) I N W I Z O O Z W Z O-) J � Z 0 � U Q Z Q 0 Z w Q _J Q Q Q I- z_ W Z O Z \"e W W Q ^� N O Z ry� O 0i-- F- U Z O Q Q W w O :2 V) U C301 SHEET N0. Joe "0.46600S2 O O LLI W LL_ U C) W ,,:�- cr 00 0 X Z LQ J V) I N W I Z O O Z W Z O-) J � Z 0 � U Q Z Q 0 Z w Q _J Q Q Q I- z_ W Z O Z \"e W W Q ^� N O Z ry� O 0i-- F- U Z O Q Q W w O :2 V) U C301 SHEET N0. Joe "0.46600S2 920 910 TUM ELEV 900.00 0+00 LOW POINT ELEV = 914.07 LOW POINT STA = 0+64.18 PVI STA = 0+64.08 PVI ELEV = 914.01 A.D. = 1.21 K = 33.02 HIGH POINT ELEV 915.38 HIGH POINT STA 3+01-39 PVI STA 3+01.34 PVI ELEV = 915.44 A.D. -1.20 K 33.26 LOW POINT ELEV = 915.15 LOW POINT STA = 3+56.34 PVI STA = 3+61.34 PVI ELEV = 915.08 A.D. = 1.60 K = 25.00 920 0 9100 + < F- V) Cn 0 Z IJJ TUM ELEVM 900.00 T-4 z Ln C) N 00 0 -9 0) 2 66 C: Aa V) C) C) C) C) %D 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 MODES] 0 1 ANE LOW POINT ELEV = 914.04 LOW POINT STA = 1+78.21 PVI STA 1+78.55 PVI ELEV 913.98 A.D. 1.21 K = 33.12 40' VC SCALE: 1"=50' HOR. in =5' VFRT_ 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 BURI INGAME BOULEVARD 920 C 910, C < C C SCALE.- 1 =50' HOR. 1 =5' VERT. __J 0 U-) QJ GRADE 0.60% 1 t\ J 12" R.C.P. c6 Lr) It Go 0) \-EXISTING GRADE INV.= 912.81 LC ) + 0') + 0) U-) ))- LLJ LLI PF OPOSED GRADE + C14 0 0 &i 0 co + > > M w > Ld + o8 Ld U) < 1 � F- z 0 2� A Of D �6 F- C) D 1E C) 0 LL_ 0 V) U) z 0) In Of ui n u-) 0 0 6 -EXISTING GRAD7_ C) 0) 0-) U-) z Ld O co r- N 0) co 1.0 L (6 CD iJ PROPOSEED WATER U') U-) Ln: U 0) 0) 0) 0) 0) 27" RIC.P. 0) 0) I _J INV.= 09.26 C-, 00 C + _+ < Cn V LU < LL V 0 LL, LL (DO 'm 0 00 . ..... M U) 10 00 LO 0 6 W 0 co L0 Lr) U U 0) 0) 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 BURI INGAME BOULEVARD 920 C 910, C < C C SCALE.- 1 =50' HOR. 1 =5' VERT. 0+00 0+50 WINDY 1+00 1+50 2+00 KNOI I 2+50 M U0 U� - 0) O n -) M 60 116 162 1 163 1 164 1 165 1 166 729 MODESTO LANE 1 +00 1 +50 2+100 2+50 3+0!1.39 3+ 159 145 146 0+50 X. 1 1 144 143 158 157 156 155 147 I I 148 - -W 1W 121�1+00 7 21 122 142 141 J I L_ N OTE: 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. INOTE: Minimum Cover for Pipe Crossings of City Streets For installation of Storr[i 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\Minimi,mCoverForPipeCrossingOfUityStreets.doc LANE 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, staff notification requirements, required inspections for certain s tages 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. S:\Legal\Cartnel RCP Installation Review02-01-05\DepartmentOfEngineetingNote.doc 149 124 150 PO 130' 113- 150' IR 1 167 168 0 Cn 0 0 Cn CA 4+i00 4+50 5+06, + 34 _J I CD i W_ + Ln 0 154 153 c) 30, 13- C, + cn 0 131 + KYT_ 151 152 4� 14 Cn 0 I BURUNGAME BOULEVARD X50 3+00 3+50 4+�00 140 1 139 STA. C z 138 W 1 0) 4+50 4+86 7 + co 4� 1 F P7 01 130' IF+- 0 137 I 10 + 0 Cn _+ cn P_ 1 iM 170 1 171 1 1 INTERSECTION _W STA 5+22.20 STA. . 9+73.95 N&�S 172 173 174 _J 13 28 - 175 176 T INTERSECTION STA. 5+02.13 W STA. 6+83.94 N& =3 1=3 1= M 0 ill 177 178 POINT OF TANGENCY O� STA. 0+96.35 = < I T_ I >_ < M M M z z W 0 z 0 :2 0 UJ V) of Li UJ cl� 0 z U_ 0 >_ Z W LJ < 0 Z 0 M 0 < SCALE: 1"= 50' %%% %%% 111 0 Ln STOEPp 0 0 w (0 OD < T 00 No. L0 r- _0 0 CO >_ 19358 y cn L, Li Lc) Ld < (D r-) M C) STATE OF :E Li (n 's I. ............ .. eXV U 0 1� 0 1`0 QO o Li 0.) ;1- < 0 Lo z >_ I LJJ 0-) > 00 J Of V) FUTURE o X 1". z < LL- THE RIDGE AT < _J HAYDEN RUN SECTION 3 LAJ C\4 L.LJ r-- Ld I 0 f CD 00 Z bi 0 ro L0 a. Z 0-) _J 0-) 00 0 U) Z 0 r- Lu V) LL_ < z < __J PROaOSED GRADE 0.60% 1 t\ J 12" R.C.P. \-EXISTING GRADE INV.= 912.81 LC ) PROPOSE'D WATE U-) ))- + C14 0 co + 0 + Ld U) < � F- z 0 F_ Of D �6 F- C) D C) 0 LL_ 0 V) U) z 0) In Of ui n u-) 0 0 6 C) 0) 0-) z Ld O co r- N 0) co 1.0 L (6 CD iJ �v U') U-) Ln: U 0) 0) 0) 0) 0) 0) 0) I _J 0+00 0+50 WINDY 1+00 1+50 2+00 KNOI I 2+50 M U0 U� - 0) O n -) M 60 116 162 1 163 1 164 1 165 1 166 729 MODESTO LANE 1 +00 1 +50 2+100 2+50 3+0!1.39 3+ 159 145 146 0+50 X. 1 1 144 143 158 157 156 155 147 I I 148 - -W 1W 121�1+00 7 21 122 142 141 J I L_ N OTE: 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. INOTE: Minimum Cover for Pipe Crossings of City Streets For installation of Storr[i 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\Minimi,mCoverForPipeCrossingOfUityStreets.doc LANE 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, staff notification requirements, required inspections for certain s tages 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. S:\Legal\Cartnel RCP Installation Review02-01-05\DepartmentOfEngineetingNote.doc 149 124 150 PO 130' 113- 150' IR 1 167 168 0 Cn 0 0 Cn CA 4+i00 4+50 5+06, + 34 _J I CD i W_ + Ln 0 154 153 c) 30, 13- C, + cn 0 131 + KYT_ 151 152 4� 14 Cn 0 I BURUNGAME BOULEVARD X50 3+00 3+50 4+�00 140 1 139 STA. C z 138 W 1 0) 4+50 4+86 7 + co 4� 1 F P7 01 130' IF+- 0 137 I 10 + 0 Cn _+ cn P_ 1 iM 170 1 171 1 1 INTERSECTION _W STA 5+22.20 STA. . 9+73.95 N&�S 172 173 174 _J 13 28 - 175 176 T INTERSECTION STA. 5+02.13 W STA. 6+83.94 N& =3 1=3 1= M 0 ill 177 178 POINT OF TANGENCY O� STA. 0+96.35 = < I T_ I >_ < M M M z z W 0 z 0 :2 0 UJ V) of Li UJ cl� 0 z U_ 0 >_ Z W LJ < 0 Z 0 M 0 < SCALE: 1"= 50' %%% %%% 111 0 Ln STOEPp 0 0 w (0 OD < T 00 No. L0 r- _0 0 CO >_ 19358 y cn L, Li Lc) Ld < (D r-) M C) STATE OF :E Li (n 's I. ............ .. eXV U 0 1� 0 1`0 QO o Li 0.) ;1- < 0 Lo z >_ I LJJ 0-) > 00 J Of V) FUTURE o X 1". z < LL- THE RIDGE AT < _J HAYDEN RUN SECTION 3 LAJ C\4 L.LJ r-- Ld I 0 f CD 00 Z bi 0 ro L0 a. Z 0-) _J 0-) 00 0 U) Z 0 r- Lu V) LL_ < z < jog "0.46600S2 __J Li < jog "0.46600S2 .n a - M M M Ln O O N l.0 N 00 T 4-1 0 9 Cn v ai 2 0- C6 c Iv a v v L V) O U i Cn i N to O O l0 l0 'I b9 737 END CONSTRUCTION STA. 11 +18.96 - - - - 11 .96 1 10 +50 170 171 172 173 NTERSEC11 N S 9 +73.95 N &S S 5 +22.20 W 174 I 1 I 175 176 0 177 I RSECTION ST r"48313 .94 N ST 02. W --- SUNNYVALE LANE I -- - - - - -- -- 10+00 9 iKL 5 9+50 9 +00 8 +50 7+ 94 7 +50 6+8 .94 6 +50 6+ 3. 6 +00 _ SEE SH02 O O ' SEE SHEET /C402 O 0 FOR �- FOR L W -- O 0 W + + 1 131 l 178 179 180 181 I I 182 I "739 5+5� 0 5J00 4 +50 4 +00 3455.73 bt e� 0 Ir= LO III I I „�I Se 157 � 30' 113-13E� os I � � .. ii - I i 136 1 135 1 134 T 1 . 1 133 °r - a • �� ;. a 0 Ell I SUNNYVALE LANE • •iii__ • • • HIGH POINT ELEV = 916.50 HIGH POINT ELEV = 916.48 LOW POINT ELEV = 916.02 LOW POINT ELEV = 915.72 HIGH POINT STA = 6 +23.88 HIGH POINT STA = 1 +28.34 LOW POINT STA = 0 +43.35 LOW POINT STA = 7 +73.94 PVI STA = 6 +23.94 LOW POINT ELEV = 915.01 PVI STA = 1 +28.36 PVI STA = 0 +45 PVI STA = 7 +73.94 PVI ELEV = 916.56 LOW POINT STA = 3 +55.73 PVI ELEV - 916.55 PVI ELEV = 915.96 PVI ELEV = 915.66 A.D. _ -1.20 PVI STA = 3 +54 A.D. _ -1.42 A.D. = 1.31 A.D. = 1.20 K = 33.43 PVI ELEV = 914.95 K = 28.23 K = 30.59 K = 33.33 40' VC A.D. = 1.31 40' VC SCALE: 1"=50' HOR. K = 30.64 40 VC 40 VC rn co Oo n ri � 1 " =5' VERT. r7 'Y. � `f' o Ln o 40 VC 00 00 cfl N Ln O O O + 0) + 0 O 920 rn + + Ln + � 0 909 0 PR POSED GRADE M 0) '� a) �; v U) U v .. .. U > co > o w > U > W Lj x.60 _._. __- ..... ._ . > U w m m w.._. m........ - 0.60% W m -.._ 0.60% w w m m _M ..__. - 0:71 % 0 1 % 0.6 2. _... 00 + rn rn ao + XISTIN GRADE O o+ D ° Q rn 15" F.C.P. ( + Q 0 o 0 z ~ INV.= 11.53 > INV. 91 .85 O N o 1" R.C.P 0 w c� o O I V. = 910. 6 ''' Q O 910 z� Q > Q U U F- W U (n 2 W W D W O U 0' Q' O U (n U r` w w co W 0 LL_ 0 w 0 00 F_ N F_ O N F- L0 0 00 Q z cD z CO Z cD F- �_ _O z c0 W 0) 0) °' a °' z 2 °DATUM ELEV m 0') 905.00 r` O r` to N .._ 0 r` N r` N r` N r` ,.. N N O u7 O Ln w O ;.. O N r` N r` _ N r` N w. r` N r7 N 00 c0 cfl ,_- �t _. N O r o0 Lf ) ro a0 r7 O r` U r7 00 r` 0 � N M 00 r` `, 00 O N d N f` 0) 00 cfl Ln r7 N O O r7 c0 00 O N � ♦t r`7 O O � w c0 _ CO c0 w c0 -- c0 - _: _ u7 u7 u7 Ln Ln c0 c0 c0 c0 co O t. r. c)6 c6 - Ln u7 Lf) Ln Ln V7 _ Ln Ln Ln L0 lf) Ln ' c0 cfl co c0 (D c0 c0 Q) 0) d7 0) 0) 0) 0) d7 O O 0) 07 0) 0) 0) 0) 0) O 0) 0) 0) 0) O O) O 0) 07 0) O 0) O 0) O 0) 0) 0) 0) O 0) 0) O 0) 11 +00 10 +50 10 +00 9 +50 9 +00 8 +50 8 +00 7 +50 7 +00 6 +50 6 +00 5 +50 5 +00 4 +50 4 +00 3 +50 3 +00 2 +50 2 +00 1 +50 1 +00 0 +50 0 +00 HIGH POINT ELEV = 915.14 LOW POINT ELEV = 914.08 HIGH POINT STA = 1 +85.44 LOW POINT STA = 0 +81.94 PVI STA = 1 +77.49 PVI STA = 0 +89.89 PVI ELEV = 915.22 PVI ELEV = 914.00 A.D. _ -1.99 A.D. = 1.99 K = 20.07 K = 20.07 40' VC 40' VC °' � O 00 r; °' 03 LC) a0 N 00 N ,n �i SCALE: 1 " =50' HOR. � � o 4 + + + 1 " =5' VERT. + 0) E; w 920 910 Q z 0 U o' z 0 U Z w DATUM ELEV 0° *0116lil/i �•: O WATER 0 12" R. P. 0+ 0 INV. 910.45 + rn + Q o � z LL 0 O U � V Of z � w r` O 0) w N _ O 00 r- _ ♦t U w GRADE CUPERTINO LANE/ LANCE DRIVE POINT OF TANGENCY STA. 1+30.63 BEGIN CONSTRUC11ON STA. 0 +00 CUPERTINO - dwoommom D =74 °50'41" R= 100.00' L= 130.63' T= 76.52' 1 mlml >- m V) (14 (14 w Z zo :2 O V) O W U > LLJ • -� s� N of W Cr LL) O Z CD Z W Qaf 0 W Z W 00 m W 0 Y a 00 r L0 M IL J ° 0 LU m � Ld o 0 n w Of W U 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\ MinimiimCoverForPipeCrossingOfCityStreets .doc ,`11111111111 / /j�I' STOEPp 19358 -o STATE OF SCALE: 1 "= 50' �NDIANP . ••���� .�,�. `S'%NAL E� ��% '''��� /IIIIIl11 ►11111` 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. � � Q o 0 Lo z W °' />/ 00 V) �- 0 X Z Q Li. Q J rn cD V) UJ W I� W I Z_ CD O C� 00 Z W Z � Ln J ch Z C/) O (\ W N U E Q z _Q z V J W I ILL. 0 NOTE: r All paving within the existing and proposed City right -of -way shall a- Q N conform to the requirements of the department of Engineering. Please odd a note to the drawings that the Contractor shall con tact the Department of Engineering to schedule a C�3 z pre - construction meeting to review the Department's construction 00 requirements, staff notification requirements, required inspections z fy - for certain s tages of the work and to re view the authority of the 0 Department as it relates to work within the existing and proposed < -0 City right - of- way. n z W 1..� r n S:\Legal \Carmel RCP Installation Review02- 01- 05\ DepartmentOfEngineeringNote.doc Q v ' W W LL V l J Ld Q U SHEET NO. C401 X06 NO. 46600S2 W > > W M PR P POSED - 0.6 0.60 - - EXISTING G GR D DE PROPOSE 0 P w GRADE CUPERTINO LANE/ LANCE DRIVE POINT OF TANGENCY STA. 1+30.63 BEGIN CONSTRUC11ON STA. 0 +00 CUPERTINO - dwoommom D =74 °50'41" R= 100.00' L= 130.63' T= 76.52' 1 mlml >- m V) (14 (14 w Z zo :2 O V) O W U > LLJ • -� s� N of W Cr LL) O Z CD Z W Qaf 0 W Z W 00 m W 0 Y a 00 r L0 M IL J ° 0 LU m � Ld o 0 n w Of W U 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\ MinimiimCoverForPipeCrossingOfCityStreets .doc ,`11111111111 / /j�I' STOEPp 19358 -o STATE OF SCALE: 1 "= 50' �NDIANP . ••���� .�,�. `S'%NAL E� ��% '''��� /IIIIIl11 ►11111` 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. � � Q o 0 Lo z W °' />/ 00 V) �- 0 X Z Q Li. Q J rn cD V) UJ W I� W I Z_ CD O C� 00 Z W Z � Ln J ch Z C/) O (\ W N U E Q z _Q z V J W I ILL. 0 NOTE: r All paving within the existing and proposed City right -of -way shall a- Q N conform to the requirements of the department of Engineering. Please odd a note to the drawings that the Contractor shall con tact the Department of Engineering to schedule a C�3 z pre - construction meeting to review the Department's construction 00 requirements, staff notification requirements, required inspections z fy - for certain s tages of the work and to re view the authority of the 0 Department as it relates to work within the existing and proposed < -0 City right - of- way. n z W 1..� r n S:\Legal \Carmel RCP Installation Review02- 01- 05\ DepartmentOfEngineeringNote.doc Q v ' W W LL V l J Ld Q U SHEET NO. C401 X06 NO. 46600S2 Q z _Q z V J W I ILL. 0 NOTE: r All paving within the existing and proposed City right -of -way shall a- Q N conform to the requirements of the department of Engineering. Please odd a note to the drawings that the Contractor shall con tact the Department of Engineering to schedule a C�3 z pre - construction meeting to review the Department's construction 00 requirements, staff notification requirements, required inspections z fy - for certain s tages of the work and to re view the authority of the 0 Department as it relates to work within the existing and proposed < -0 City right - of- way. n z W 1..� r n S:\Legal \Carmel RCP Installation Review02- 01- 05\ DepartmentOfEngineeringNote.doc Q v ' W W LL V l J Ld Q U SHEET NO. C401 X06 NO. 46600S2 .D a d' O O LA O O N Ln N O O J of .0 C O id N Ln O C r-� N O v- u i rn i N U) O O %D - tD d' m s .a a O Ln N Ln O O N ILO N O O J cm C fu a 0 L C O V U_ 23 M O U i rn i N En O O tO �O d' Lfl- m Im I m m \ \ Fw- cD o0 Q m n r O m Y m LL J On w\ a ~O LJ p \ Qo O \ O \ CD 0 Li • LL W U z ore o O L z >- I - W 0' 00 ry D V C X Z Q Q J LJLJ O w W I Z ° O 00 Z w Z 0-) J 00 Z O w ro N W J L� O ry a d- Ln of N Ln 0 0 N tD N O v-4 O 9 Ol .0 N c� d o� c rfl a cv c c� 0 0 Ln V i cn i N O 0 to 0 d- 21 Q z Q 0 z z Q J ry Q Z Q (n Y ry � N Z 00 �U Z w Q(of) (n LiJ JZ Q U SHEET N0. C500 10B No.4660052 F N Z z Z LLI 0 O 0 00 � w W V) w � (If w O Z_ 0 >- Z W a � p w Z a O p m N > 5 w w 12 1 \ \ Fw- cD o0 Q m n r O m Y m LL J On w\ a ~O LJ p \ Qo O \ O \ CD 0 Li • LL W U z ore o O L z >- I - W 0' 00 ry D V C X Z Q Q J LJLJ O w W I Z ° O 00 Z w Z 0-) J 00 Z O w ro N W J L� O ry a d- Ln of N Ln 0 0 N tD N O v-4 O 9 Ol .0 N c� d o� c rfl a cv c c� 0 0 Ln V i cn i N O 0 to 0 d- 21 Q z Q 0 z z Q J ry Q Z Q (n Y ry � N Z 00 �U Z w Q(of) (n LiJ JZ Q U SHEET N0. C500 10B No.4660052 ,-i O t a rn Ln N M Ln O O N Ln N co O J Ol N 4.. O L a- cz C fp a O V) 6 0 to U i rn N to O O to to d' m a to M 66 Ln N ,--4 Ln O O N to N 00 +--1 O O 9 _N O L a Cd c ra a E L O a.J 0 t0 N in O O to t� i (J) rq e s a Nr M Ln 0 0 N ko N 00 J cm -0 C a L .CU 0 0 rn N C) C) t.o ILD 6 O.D. + 1 1 15' -20' 1ANGLE VALVE PROTECTED 0 WITH PLASTIC WRAP w z J � � ui COCK CORP. d 1 1 " COPPER SERVICE I PIPE TO BE SUPPORTED ALONG ENTIRE LENGTH - EXCAVATE FOR EACH JOINT WATER SERVICE INSTALLATION NO SCALE) LE) ALL WATERMAIN SERVICE LINES TO TERMINATE AT E 8 FEET BEHIND SIDEWALK EWALK AND MARKED WITH A 4" PVC PIPE WITH A PAINTED BLUE TOP. NOTE: POSI -CAPS OR EQUIVALENT IS REQUIRED ON ALL WATER VALVE INSALLATION AND MEGA LUGS MUST BE INSTALLED AT ALL MECHANICAL JOINTS. NO WATERMAIN VALVES ARE TO BE PLACED WITHIN THE STREETS. THE R E A RE TO BE N 0 W AT E R VA LV ES OR MANHOLES OLE S W ITHI N THE PAVEMENT, ENT, CURBS OR SIDEWALKS. EW ALKS. INSTALL LL W AT ERM AI N TRACER ER WIRE WITH ALL WATER MAINS LAID. AND WARNING TAPE MUST BE INSTALLED 12" TO 18" ABOVE ALL WATERMAINS LAID FULL DEPTH GRANULAR BACKFILL (SAND) IS NEEDED FOR ALL STREET CROSSINGS ALL WATERMAINS SHALL BE DUCTILE IRON AND INSTALLED PER THE CITY OF CARM EL SPECIFICATIONS ALL WATERMAINS SHALL BE DUCTILE IRON AND INSTALLED PER THE CITY OF CARM EL SPECIFICATIONS w _z J N of 11-1 1' -0 "(MIN.) cv (CONFORM TO LOCAL REQUIREMENTS) X Q VALVE BOX 1 I z (,nVFR UV I \1 . ° LINE w a 0' -6" (.0 ". MIN. W 1 w w Q 0 2' -0" DIA.X2' -0 "DEEP DRAINAGE PIT IN ACCORDANCE WITH SPECIFICATIONS GATE VALVE WATER MAIN TEE OR ANCHORING TEE CONCRETE / CONCRETE CONCRETE BEARING PAD THRUST BLOCK THRUST BLOCK OR ANCHOR CAST -IN -PLACE AGAINST BLOCKING IF UNDISTURBED GROUND REQUIRED FIRE HYDRANT DETAIL (NO SCALE) NOTE: FIRE HYDRANT MARKERS TO BE INSTALLED N THE STREET PAVEMENT PERPENDICULAR TO THE FIRE HYDRANT. 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SERVICE UNE ' 1 • K COPPER 179 28 LF• I ;SERVICE UNE 63 LF. f .. - ... �- / ••• 1 \ _ _ 1..1.V -- 11 -_-_ 1.1.11- .. _ - -_ ____.___._ _1..1.11 1. _ _ _ 1111... \\ ��. M__ --_ 1 , 11 : / 135 • 1 K COPPER =� I „ SERVICE UNE 1" K COPPER 1$O 28 LF. SERVICE UNE n;- .' . 1 • 1._. 1.- -_ -» _____1.1.,_ ___ 1111__ ____ I __ 63 LF. ,# . _- -- -1. w., . i ` / 134 I I -1 -- ; 11 -_ -- __- ____-__-___, _1.111_ i , I M 1" K COPPER 181 • SERVICE UNE . ; :. 1" K COPPER ' r 28 LF. f i SERVICE UNE . - • --- _. - �.._.-_- I_ v 1111_- _ 1111_. _: . I ; Ti t a Ln N M N ;4 Ln O O N l0 N co 0 cn J .0 C f0 d L Q� .I.J O cn N cn O O %D t0 L` a M M Ln 0 N co n 7 O J Dl vi v (O fo V) 6 0 Go -o N 0 0 9.0 �t- 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 made of PVC plastic having a cell classification of 12454B. -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have a grooved bell and gasket. The pipe shall be 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 and a representative of the District. 14. The ends of laterals are to be plugged tight with a braced plastic disc or cap capable of withstanding a low pressure air test without leakage. 15. Bedding for flexible pipe shall be No. 8 crushed stone from 6- inches below the pipe to 12- inches above the pipe. Bedding for rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe to the spring line of the pipe and from this point to 12- inches above shall be fill sand or equivalent. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water and sewer line crossings and separations shall be in accordance with 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 MINLYIUM SPECIFIED TIME REQUIRED FORA 1.0 psig DROP FOR SIZE AND LENGTH OF PIPE INDICATED Pipe Diameter In. Minimum Time, min:s Length for Minimum Time ft Time for Longer Length, S Specification Time for Length (L) Shown, mints NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 100 ft 150 It 200 ft 250 ft 300 It 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 5:40 386 0.854 L 1 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24 8 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 1 56:58 68:22 79:46 91:10 102:33 27 25:30 1 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48 30 28:20 1 80 21.388 L 96:37 53:26 71:13 89:02 108:50 124:38 142:25 160:15 33 31:10 1 72 25.852 L 49:05 64:38 88:10 107:49 129:18 150:43 172:21 193:53 38 34:00 1 86 30.788 L 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46 FINISH Gf r C4 r- INFI "UNI BUTYL Rl r 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 SHIALL 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 NOT-TO-SCALE W W W � W BOTTOM OF TRENCH i FINISH GRADE C.I. MANHOLE FRAME & GRATE SET ON KENT SEAL OR EQUAL. 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. USE KENT SEAL OR EQUAL BETWEEN RISER RINGS (TYP.) TADJUST TO GRADE w/ FILLER RINGS S REQUIRED (4" MIN. /12" MAX.) PRECAST REINFORCED CONCRETE MANHOLE CONE MEETING A.S.T.M. STANDARD C -478. U MANHOLE SECTION JOINTS SHALL CONFIRM TO A.S.T.M. C -443 w/ 0 -RINGS GASKET BETWEEN SECTION, PLUS 1/2" EXTRUDABLE GASKET (KENT SEAL OR EQUAL) 4' -0" DIA. PRECAST REINFORCED MANHOLE SECTIONS MEETING A.S.T.M. STANDARD C -478. PIPE TO MANHOLE GASKET MEETING A.S.T.M. STND. C -443 SHALL BE CAST INTO MANHOLE SECTION AT THE TIME OF MANUFACTORING. q. 4 4. 4 0 .4 a: d 4 4 4 f - 4 4. -' - BREAK OUT TOP HALF OF PIPE AFTER PLACING CONCRETE BENCH WALL. TOP OF BENCHWALL SHALL BE AT MIN., ELEV. EQUAL TO TE CROWN OF THE PIPE CONCRETE BENCH WALL (CLASS B) BASE SHALL BE POURED IN PLACE OR PRECAST BOTH SHALL HAVE #4 BARS AT 12" O.C. EACH WAY Oo GRANULAR LEVELING MATERIAL ( #2 STONE) REQUIRED W /PRECAST BASE 6" MIN. PRECAST REINFORCED CONCRETE MANHOLE FOR SANITARY SEWER NOT -TO -SCALE P . D . . a. a Q_p d 2500 psi CONCRETE D D a Q� TAMPED IN PLACE #8 CRUSHED STONE PERSPECTIVE VIEW - EARTH CUT AWAY MANHOLE CASTING SCHEDULE MANUFACTURER SELFSEALING 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 SHIALL 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 NOT-TO-SCALE W W W � W BOTTOM OF TRENCH i FINISH GRADE C.I. MANHOLE FRAME & GRATE SET ON KENT SEAL OR EQUAL. 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. USE KENT SEAL OR EQUAL BETWEEN RISER RINGS (TYP.) TADJUST TO GRADE w/ FILLER RINGS S REQUIRED (4" MIN. /12" MAX.) PRECAST REINFORCED CONCRETE MANHOLE CONE MEETING A.S.T.M. STANDARD C -478. U MANHOLE SECTION JOINTS SHALL CONFIRM TO A.S.T.M. C -443 w/ 0 -RINGS GASKET BETWEEN SECTION, PLUS 1/2" EXTRUDABLE GASKET (KENT SEAL OR EQUAL) 4' -0" DIA. PRECAST REINFORCED MANHOLE SECTIONS MEETING A.S.T.M. STANDARD C -478. PIPE TO MANHOLE GASKET MEETING A.S.T.M. STND. C -443 SHALL BE CAST INTO MANHOLE SECTION AT THE TIME OF MANUFACTORING. q. 4 4. 4 0 .4 a: d 4 4 4 f - 4 4. -' - BREAK OUT TOP HALF OF PIPE AFTER PLACING CONCRETE BENCH WALL. TOP OF BENCHWALL SHALL BE AT MIN., ELEV. EQUAL TO TE CROWN OF THE PIPE CONCRETE BENCH WALL (CLASS B) BASE SHALL BE POURED IN PLACE OR PRECAST BOTH SHALL HAVE #4 BARS AT 12" O.C. EACH WAY Oo GRANULAR LEVELING MATERIAL ( #2 STONE) REQUIRED W /PRECAST BASE 6" MIN. PRECAST REINFORCED CONCRETE MANHOLE FOR SANITARY SEWER NOT -TO -SCALE P . D . . a. a Q_p d 2500 psi CONCRETE D D a Q� TAMPED IN PLACE #8 CRUSHED STONE PERSPECTIVE VIEW - EARTH CUT AWAY CONCRETE CRADLE Nor- ro -scnLE #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 b FIFt MIN. WIDTH L25 (O.D.) -12" #8 CRUSHED STONE BELL HOE EXCAVATED. BEDDING DETAIL NOT -TO -SCALE UNDISTURBED EARTH SANITARY SEWER SERVICE CONNECTION NOT -TO -SCALE % STOEPpF''�.,�'''. J� &GTEq* No. s = _ 19358 -o STATE OF �Z =�� j,�.•. /N 66, acs ..... ..•N��`�. ONAL E BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTED TO 95% PROCTOR DENSITY). APPROVED SURFACE MARKER -1 1 1-1 177 � II; NOT -TO -SCALE SANITARY SEWER SERVICE CONNECTION nor- ro- scALE MIN. SLOPE SHALL BE MAIN SEWER M u7 Z 0 C0 w a` Y 0_ < M U-1 I- < 0 U-) O 0 M LL wi u7 0 z Y W cai II a o m v W LO ° \ O u7 c\o Ld w U of Q rn o O z >- I - W a' V) r� � X Z Q Q J rn (0 � I Cr W r-- LLI I Z ° O 0 00 Z W 0 � Z_ �- u7 J 0-) ch 00 Z O T w J Y Q � wQ �N D �Z � 00 � LU � 7 1J Z Q Q ~ (n � W Q U SHEET NO. C800 X06 No.46600S2 ®TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS. CONCRETE CRADLE Nor- ro -scnLE #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 b FIFt MIN. WIDTH L25 (O.D.) -12" #8 CRUSHED STONE BELL HOE EXCAVATED. BEDDING DETAIL NOT -TO -SCALE UNDISTURBED EARTH SANITARY SEWER SERVICE CONNECTION NOT -TO -SCALE % STOEPpF''�.,�'''. J� &GTEq* No. s = _ 19358 -o STATE OF �Z =�� j,�.•. /N 66, acs ..... ..•N��`�. ONAL E BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTED TO 95% PROCTOR DENSITY). APPROVED SURFACE MARKER -1 1 1-1 177 � II; NOT -TO -SCALE SANITARY SEWER SERVICE CONNECTION nor- ro- scALE MIN. SLOPE SHALL BE MAIN SEWER M u7 Z 0 C0 w a` Y 0_ < M U-1 I- < 0 U-) O 0 M LL wi u7 0 z Y W cai II a o m v W LO ° \ O u7 c\o Ld w U of Q rn o O z >- I - W a' V) r� � X Z Q Q J rn (0 � I Cr W r-- LLI I Z ° O 0 00 Z W 0 � Z_ �- u7 J 0-) ch 00 Z O T w J Y Q � wQ �N D �Z � 00 � LU � 7 1J Z Q Q ~ (n � W Q U SHEET NO. C800 X06 No.46600S2 L .D a Ln 0 0 N l� N 00 (D J v Ln E L V) L 9-.1 0 00 Cn N En 0 0 t0 COMPLETELY SEAL CASTING BEARING SURFACE WITH 3:1 MIXTURE OF SAND AND PORTLAND CEMENT, • A 112' MORTAR 4 ' VARIES •'. 44 SLOPE 2' TO 41 CENTER I A A. e4 •.4 4 '•A' . ; : 4 4 4 a g)) 8), MATCH CASTING OPENING SIDE VIEW IIE I� 11, A IF1 I NA( Ifi !N L3 Z Z W 8' PRECAST CONCRETE o L3 CD Z 1" [25mm] HIGH LETTERS /- 3/4' [19mm] \ / HIGH LETTERS E n M \ 27 7/8" [7C8mm] FRAME 26 3/8' [670mm] FRAME E 26' [660mm] GRATE - ) a) 'V• �....P ' � I I ^ �_ •N, L-27 1/4" [692mm]- --� 36" 0 [914mm] CAD DWG. REF: 3501494.DWG- 1 H — U 2 U H a /� MATCH CASTING OPENING 8' f 8' 1 • 4' •A' �. .. ; ; °a • A 4 A� - 4 7.4 00 ,_ 4 TOP VIEW . ... 4'�: i • 4.. . A A a- 11' [279mm] 5' [127mm] E E 2, EE u R i m 10 E '.°, n N 6 E S u u m E E ^ n E n � O ry 1 O Co . N u LL NN a E !D u 1 1/2' [38mm3-_ .I 1/2" [13mm] 3 1/4' [83mm] 7' [178mm] NOTE: ALL DiMENSONS SHOWN ARE IN ENGLISH AND [METRIC] COMPONENT: FRAME 3501 -0192, GRATE 3501 -0193 MATERIAL: CAST GRAY IRON ASTM A -48, CLASS 350 FINISH: NO PAINT WEIGHT: FRAME 214 #, GRATE 177# WAS 3501 T08 OFFICE OF THE HAMILTON' COUNTY SURVEYOR DEBRIS GUARD SIDE PROFILE s-uo 7 -MM TOP VIEW so1.r ro Rrxox r rxor sR"x os coxcxe.r . WLf lNTY xp*'A- x.•x,a• NOTES: 1. BARS & PLATES ARE HOT- ROLLED STEEL. 2. BARS, PLATES, & PIPIE 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 REVISED: 1 JAN 2000 STANDARD PLAN APPROVED: 4j4.,,o-. KEN C. WA , HAMILTON COUNTY SURVEYOR DATE D-12 OFFICE OF THE HAMILTON (COUNTY SURVEYOR STRUCTURE SIZING TABLE PiPE Apron I V -bar No. of H -bar Bolt "A" SIZE Size Size H -bars Size Die. Dim. (INCHES) Inches Inches Re 'd Inches Inches Inches y 18 1/2 3 5/8 1/2 5 a 24 5/8 4 3/4 1/2 7 10 • 30 5/B q 3/4 1/2 7 1/2 W 38 3/4 ¢ 1 1 1/2 10 1/2 • 42 3/4 ¢ 1 1 3/4 11 p p 48 3/4 4 1 2 i e 3/4 12 p 54 3/4 4 1 2 i P e 3/4 12 a BO 3/4 5 1 2 ipe 3/4 14 w 72 3/4 5 1 2 P i P e 3/4 14 tz° B4 3/4 8 1 Zpipe 3/4 15 NOTES: 1. BARS & PLATES ARE HOT- ROLLED STEEL. 2. BARS, PLATES, & PIPIE 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 REVISED: 1 JAN 2000 STANDARD PLAN APPROVED: 4j4.,,o-. KEN C. WA , HAMILTON COUNTY SURVEYOR DATE D-12 OFFICE OF THE HAMILTON (COUNTY SURVEYOR STRUCTURE SIZING TABLE PiPE 12 1/2 3 5/8 1/2 4 SIZE 15 1/2 3 5/8 1/2 4 1/2 (INCHES) 18 1/2 4 5/8 1/2 4 1/2 m 21 1/2 4 5/8 1/2 5 a 0 24 5/8 4 3/4 1/2 5 o. 27 5/8 ¢ 3/4 1/2 5 1/2 • 30 5/6 4 3/4 1/2 5 1/2 u 36 3/4 4 1 3/4 8 p p 42 3/4 4 1 3/4 8 18 TO 21 48 3/4 5 1 3/4 8 v a 54 3/4 5 1 Zpipe 3/4 8 0 60 3/4 6 1 2 1 e 3/4 B tz° 88 3/4 6 1 Zpipe 3/4 8 12 TO 24 72 3/4 6 172 i e 3/4 9 84 3/4 7 1 2Pi a 3/4 10 24 OR LARGER 90 1 3/4 7 NO 3/4 14 NOTES: 1. BARS & PLATES ARE HOT- ROLLED STEEL. 2. BARS, PLATES, & PIPIE 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 REVISED: 1 JAN 2000 STANDARD PLAN APPROVED: 4j4.,,o-. KEN C. WA , HAMILTON COUNTY SURVEYOR DATE D-12 OFFICE OF THE HAMILTON (COUNTY SURVEYOR STRUCTURE SIZING TABLE PiPE STRUCTURES STRUCTURES ANGLE A.ND 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 WALL TOP OF DANA i •R -3501N It TR 11 OF INVERT TO INVERT REQUIRE TO? C7 BANK j I 'i;R:.WING `JOT HA- MILTON COUNITY SURVEYOR'S' ' OFFIC (INCHES) =iTVISF:L+ - SPECIAL DESIGN STANDARD PLAN _ 11, HM:' T N COUNTY S."•rEYR KEti :v d IAi1 . 12 TO 18 24 X 24 ••• DESIGN NO YES YES ASPHALTIC VASTIC OR BUTYL RUBBER SEAL u � STANDARD PLAN APPROVAL D -16 3' VIN. OYRR / BETWEEN JOINTS TE 12 TO 21 30 X 30 ••• DESIGN NO YES YES f f PREFORMED HOLE TO MAXIMUM LC) APPROVAL 9- NE:ENAH OF PIPE O.D. •B" WITH 18 TO 21 HAMILTON COUNTY SURVEYOR'S OFFICE MH /BOX DESIGN YES YES YES STANDARD PLAN /✓ (DRAWING NOT TO SCALE) APPROVAL KENTON W KENTON C., AR AMILTON COUNT SURVEYOR ATE 21 TO 27 24 X 36. OR ••• DESIGN NO NO YES 36 X 36 APPROVAL 12 TO 24 36 X 36 ••• DESIGN NO YES YES APPROVAL INE/MN/m/l/lo, 24 OR LARGER DESIGN ••• DESIGN NO NO YES . APPROVAL APPROVAL 24 OR LARGER MH /BOX DESIGN YES** YES YES (DRAWING NOT TO SCAT E! MANHOLE EASE AND RISER OR APPROVED ALTERNATIVE APPROVAL HAtfILTON COUNTY SURVEYOR'S OFFICE • PIPES NO LARGER THAN 18" CAN BE USED IN THE 2' SIDE OF THIS BOX. * *INCOMING AND OUT GOING PIPES EFFECT STEPS IN THIS STRUCTURE. — 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 INSTALLED AFTER STRUCTURE IS SET, TO IMPROVE ACCESS. HAMILTON COUNTY SURVEYOR'S OFFICE REVISED: 1 FEB 2002 STANDARD PLAN APPROVED D-18 KENTON C WAD , HAMILTON OUNTY SURVEYOR E OI'FICE Of THE HAMILIFON COUNTY S URV,EYOR BANK ARMOR 11IENT AT OUTLET PIPE IN OPEN CHANNELS TOP 1? BANE 74"P O i COY3 AS S s SPECIFIED FOR PIPE SIZES 24” THRU 66' r 1 -�I !r 3.1$i.'i. 3`Isst_ i Lam}}/ i .4 i WIDTH i'A%:e3 ^4i f t RCP I 11'. LT" , T Ti':. - r z I., Mi TiL i 7 l_.� ,� , D" 1R._;:ED�.,,.� -• --.- � �,_ 7-9" �R>�JED RIPP. IP I I? a I'J _ GABtAN I3-A F,ET � ` ^, � _� D � '- '_ - , --! _ CAB. -� f ASKYT TEXTIL MAT SHALL L EN 1) . S RF,NO L' - „ -. IL:S 0 ALL HE WAY AROU'N'D ~— YERIMLTEii OF THE REN MATTRESS. CROSS SECTION I t— STANDARD PRECAST ]MANHOLE CAP OR CONE aoTn•'rs TOP OF DANA i 42 " -48" IDE 11 OF I.4 CENTER 1_7NE OF P:? i T 'E OF SLOPE CK - ------------- - - - - -- I 60" TO? C7 BANK j I 'i;R:.WING `JOT HA- MILTON COUNITY SURVEYOR'S' ' OFFIC 0 O =iTVISF:L+ - ' n?PR0VED: 4j A ,j r,, STANDARD PLAN _ 11, HM:' T N COUNTY S."•rEYR KEti :v d IAi1 . REVISED __2_ -JAN 2000 OFFICE OF THE HAMILTON COUNTY SURVEYOR CASTING EFRAl AND STANDARD 2MANHOLE COY3 AS S s SPECIFIED FOR PIPE SIZES 24” THRU 66' r 1 -�I !r - c PRECAST CONCRETE ADJUSTER RINGS IF NEEDED 112 INCHES CF RINGS MAXIMUM). NON-ASPHALTIC ♦ 24•, ©]A3tETER BUTYLTRUBBEP. SEAL BETWEEN ', GREATER THAN 45 TO 90 DEG 64" t— STANDARD PRECAST ]MANHOLE CAP OR CONE aoTn•'rs 72" 42 " -48" UP TO 45 DEG 5" MINIMUM, 4' DIAMETER ,5" MI111UM NOV- ASPHALTIC MASTIC OR BUTYL RUBBER / SEAL BETTf.r.EN JOINTS / ;r • , TYPiCA1 ' MANHOLE Pf ?E PIPE TURNS DIA. "F•' DIA. "G- r 1 -�I !r 98" 48" GREATER THAN 45 TO SO GF5 98" 54 "-86` UP Tli 00 DEG 84" 42" GREATER THAN 45 TO 90 DEG 64" 46" TURNS UP TO 45 DEG 72" 42 " -48" UP TO 45 DEG 80" 33 " -38" STRAIGHT THR!U 60" 24r -33" GREATER THAN 45 TO 90 DEG 30" NTS x (O s #4 REBAR TO BE INSTALLED 6" O.0 f - u Z CV I k � N tD x NOTE: \CONTRACTOR SHALL VERIFY PROPER METHOD OF ATTACHING TO OUTLET STRU( PRIOR TO FABRICATION & INSTALLATION SPECIAL STRUCTURE NO. NOT To SCALE SAND OR OTHER NON - COMPRESSIBLE FINE LOW VOID MATERIAL. MINIMUM WIDTH 1.25 (O.D.) -12' (V Z m 0. 90' RIGID PIPE BEDDING DETAIL (CONCRETE PIPE) INOT -TO -SCALE ;t ;��•, / FU.. a L HK[CHT MANHOLE IN 2 LOCATIONS :III -1 I I =1 I I -� r 1 -�I !r - SrEPS AS SPECIFIED —III -I 11 -I i I— — -III- 1,�,1 --1_y' �— r PROPP OSED GRADE UNDERCUT SWALE BY 0.2' CAPPED BELOW GROUND LEVEL. ✓� ��- - - - -"- ` CONCRETE REDUCER CAP EXISTING GRADE / / =1 I I -1 -.,� 3 (M[N.l I :11 i-1 I I -1 I I 1 / NOTE: �� I -i i 1 I I- -I _ ...... 11 -I I I —I I I —III —I (,I —i • —� PROPOSED GRADE I I I —I 11 =1 I 1I —) - MANHOLE CONFORMS TO o -III — III — III �00GRAVEL III III —) (' III —III —I g��(0 0 00 F q ASTM C-478 -NO BRICK OR BLOCK VILL TYPICAL SSD LATERAL 0 O PERFORATED SUBSURFACE DRAIN (SSD) PIPE WITH MINIMUM 0.5% GRADIENT. QOOO BE ALLOWED IN MANHOLE HAI�'ZILTON COUNTY SUI�VE�'OR'S ' REVISED __2_ -JAN 2000 � �i r . -O -RING GA.�KET. NOh DIA. "F" APPROVED _. � F PIPE O. D. •8" WITH NON- SHRINK CEMENT GROUT. ItsNTON HAbll TON COi:NTY' SURVEYOR DATE .WARD, ASPHALTIC VASTIC OR BUTYL RUBBER SEAL u � STANDARD PLAN APPROVED —�— KENTON D D -16 3' VIN. OYRR / BETWEEN JOINTS TE HAiERIAI: C:rS:' OkA'r CROV AE7T4 4 -i8, Ci.a6ss 3 x E } HIGHEST PIPE REINFORCED BAR •4 0 12" ON CENTER OR 1 � 9_71UHT: 2QL:• f f PREFORMED HOLE TO MAXIMUM LC) 9- NE:ENAH OF PIPE O.D. •B" WITH (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE 2 EAST ORD AN f NO;N- SHRINK CEMENT GROUT a Z 0 U STANDARD PLAN /✓ (DRAWING NOT TO SCALE) D-20 KENTON W KENTON C., AR AMILTON COUNT SURVEYOR ATE BENCH WALLS AT MINIMUM PER FOOT SLOPE. BENCH "' >� ' •' r''• '. , WALLS TO BE CONSTRUC'FBD •. TIO SPRING LINE OF PIPE. ♦ f.. uf/ INE/MN/m/l/lo, t-- 8- MIN. � I 3" MIN . ONE COMPLETE CNIT OF PRECAST CONCRETE (DRAWING NOT TO SCAT E! MANHOLE EASE AND RISER OR APPROVED ALTERNATIVE HAtfILTON COUNTY SURVEYOR'S OFFICE ;• Rc VI9fiD: 1 FEB 2002 STANDARD PLAN APPROVED: ♦ , 0. 7E KENTON C. WV HAMEL70K CI bVNTY .SURVEYOR 30" NTS x (O s #4 REBAR TO BE INSTALLED 6" O.0 f - u Z CV I k � N tD x NOTE: \CONTRACTOR SHALL VERIFY PROPER METHOD OF ATTACHING TO OUTLET STRU( PRIOR TO FABRICATION & INSTALLATION SPECIAL STRUCTURE NO. NOT To SCALE SAND OR OTHER NON - COMPRESSIBLE FINE LOW VOID MATERIAL. MINIMUM WIDTH 1.25 (O.D.) -12' (V Z m 0. 90' RIGID PIPE BEDDING DETAIL (CONCRETE PIPE) INOT -TO -SCALE THE n:�v��rr,N o�;nr7 SURVEYOR oe. UNDERWATER DISCHARGE NO nLL `� SC e V11'F.� 1 /ate �S LAKE 0[1TLf:T DC'f'11L Y'()h L,1ICE CROSS-SECTION OPTION :' HAMILTON COlIN7}� SURVEYOR'S OFFICE � �.•• - l 4J �nll r. OFFICE OF THE HAMILTON ' COUNTY SURVEYOR - UNDERWATER DISCHARGE NO.T ALLO 4Gr D ' _ HYDROSEEDF.D 3 MULCH ' OR &.5150 DLANKET AS SPECIFIED -� 5' (MIN) 10' SAFETY LEDGE 3' cA1tN.) SODDED AREA � (CRCSS-HATCHED) cxi r L -- -END SECTION R.C.P. STORM SEWER NORMAL POOL F TOE PLATE 1, 6,. t OPTIONS FOR END SECTIONS :�01'CH RIPI -RAP INTO -METAL SEOWN!REQJiRES TOE PLATE SLOPE AS SHOWN - PRECAST REQUIRES ANCHOR USE RENO MATTRESS -CONCRETE SLOPEWAi.L ' - CONCRETE HEADWALL 51 --� NORMAL POOL I SLOPE 511 SLOPE� z SODDED AREA r'- O��`'C�( M (CROSS -- HATCHED o i 00 r a / t R.0 P. STORM SEWER RiP-RAP d' of RENO MATTRESS p Ct 1 1 TOP VIEW. LAKE OUTLET` DETAIL FOR `LAKE CROSS - SECTION OPTION 3 ` (DRAWING NOT TO SCALE) BACKFILL GRANULAF PER REQU INDIANA D HIGHWAYS COMPACT] PROCTOR EXISTING GRADE A ' 3 (I IN 2 LOCATIONS :III -1 I I =1 I I -� r 1 -�I !r - Tlri-= -1 —III -I 11 -I i I— — -III- 1,�,1 --1_y' �— r PROPP OSED GRADE UNDERCUT SWALE BY 0.2' CAPPED BELOW GROUND LEVEL. TO ALLOW FOR FUTURE SILTING' UNDERDRAINS REQUIRED IN SWALES WITH LESS THAN 1% SLOPE EXISTING GRADE / / =1 I I -1 -.,� 3 (M[N.l I :11 i-1 I I -1 I I 1 ) .- r- ,- r��r�i -r-I "1- =1 =i i �� I -i i 1 I I- -I _ ...... 11 -I I I —I I I —III —I (,I —i • —� PROPOSED GRADE I I I —I 11 =1 I 1I —) UNDERCUT SCALE BY 0.2' I I I- TO ALLOW FOR FUTURE SILTING ,! o -III — III — III �00GRAVEL III III —) (' III —III —I g��(0 0 00 F q CJ C C O IV 0 QQO000 � TYPICAL SSD LATERAL 0 O PERFORATED SUBSURFACE DRAIN (SSD) PIPE WITH MINIMUM 0.5% GRADIENT. QOOO HAI�'ZILTON COUNTY SUI�VE�'OR'S ' REVISED __2_ -JAN 2000 � �i STANDARD PLAN APPROVED _. � F PIPE O. D. •8" WITH NON- SHRINK CEMENT GROUT. ItsNTON HAbll TON COi:NTY' SURVEYOR DATE .WARD, WALLS TO BE CONSTRUCTED THE n:�v��rr,N o�;nr7 SURVEYOR oe. UNDERWATER DISCHARGE NO nLL `� SC e V11'F.� 1 /ate �S LAKE 0[1TLf:T DC'f'11L Y'()h L,1ICE CROSS-SECTION OPTION :' HAMILTON COlIN7}� SURVEYOR'S OFFICE � �.•• - l 4J �nll r. OFFICE OF THE HAMILTON ' COUNTY SURVEYOR - UNDERWATER DISCHARGE NO.T ALLO 4Gr D ' _ HYDROSEEDF.D 3 MULCH ' OR &.5150 DLANKET AS SPECIFIED -� 5' (MIN) 10' SAFETY LEDGE 3' cA1tN.) SODDED AREA � (CRCSS-HATCHED) cxi r L -- -END SECTION R.C.P. STORM SEWER NORMAL POOL F TOE PLATE 1, 6,. t OPTIONS FOR END SECTIONS :�01'CH RIPI -RAP INTO -METAL SEOWN!REQJiRES TOE PLATE SLOPE AS SHOWN - PRECAST REQUIRES ANCHOR USE RENO MATTRESS -CONCRETE SLOPEWAi.L ' - CONCRETE HEADWALL 51 --� NORMAL POOL I SLOPE 511 SLOPE� z SODDED AREA r'- O��`'C�( M (CROSS -- HATCHED o i 00 r a / t R.0 P. STORM SEWER RiP-RAP d' of RENO MATTRESS p Ct 1 1 TOP VIEW. LAKE OUTLET` DETAIL FOR `LAKE CROSS - SECTION OPTION 3 ` (DRAWING NOT TO SCALE) BACKFILL GRANULAF PER REQU INDIANA D HIGHWAYS COMPACT] PROCTOR EXISTING GRADE A ' 3 (I IN 2 LOCATIONS :III -1 I I =1 I I -� r 1 -�I !r - Tlri-= -1 —III -I 11 -I i I— — -III- 1,�,1 --1_y' �— r PROPP OSED GRADE UNDERCUT SWALE BY 0.2' CAPPED BELOW GROUND LEVEL. TO ALLOW FOR FUTURE SILTING' UNDERDRAINS REQUIRED IN SWALES WITH LESS THAN 1% SLOPE EXISTING GRADE / / =1 I I -1 -.,� 3 (M[N.l I :11 i-1 I I -1 I I 1 ) .- r- ,- r��r�i -r-I "1- =1 =i i �� I -i i 1 I I- -I _ ...... 11 -I I I —I I I —III —I (,I —i • —� PROPOSED GRADE I I I —I 11 =1 I 1I —) UNDERCUT SCALE BY 0.2' I I I- TO ALLOW FOR FUTURE SILTING ,! o -III — III — III �00GRAVEL III III —) (' III —III —I g��(0 0 00 F q CJ C C O IV 0 QQO000 � TYPICAL SSD LATERAL 0 O PERFORATED SUBSURFACE DRAIN (SSD) PIPE WITH MINIMUM 0.5% GRADIENT. QOOO SEE DEVELOPMENT PLAN FOR SIZES (8" MINIMUM) AND INVERT ELEVATIONS. 3' 21' 1= 331rrr11 '- ---- -� t• TYPICAL SWALE DETAIL APPROVED: 41a,4 0o (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE F PIPE O. D. •8" WITH NON- SHRINK CEMENT GROUT. Ily REVISED: 1 FEB 2002 WALLS TO BE CONSTRUCTED u � STANDARD PLAN APPROVED —�— KENTON D D -16 C. WARD AMILTON COU TY SURVEYOR TE HAiERIAI: C:rS:' OkA'r CROV AE7T4 4 -i8, Ci.a6ss 3 A- W "4m, a -I 3, -0), RIP —RAP DETAIL NOT -TO -SCALE OFFICE' OF THE HA-MILTON COUNTY SURVEYOR 4aJ 132-rn3 \� Q e 1 !,' NJ 11) ["3dPI114 Q 1 �n r• Ji:.4:Nx Tb TC tT6P.YA �I a 11 nr s g ti 9 4 a Y I 3 E E n m a r E Y i\ v y A ' a v E IN 2 LOCATIONS •'' Ln F t J w � v HOUSE. s [ z EXTENSION SECURED IF EXTENSION IS NOT UTILIZED, IT IS TO BE TO STEEL POST CAPPED BELOW GROUND LEVEL. PROPOSED LATERAL LOCATIONS SHALL BE STAMPED 18 GRADE ON CURB. (SEE CURB STAMP DETAIL) 7T,,a. / / \ \/ v! D• v! D s v v r o \ �O 00 ^�0 �O ^00 •8 WASHED GRAVEL /C> OR CLASS "A" o WASHED STONE \� REDUCING T / REQUIRED OFFICE MINIMUM SLOPE 0.30% -11- + c O o MINIMUM 4" SS D 3 MIN. I 12" MIN. 18" MAX. q D • PIPE DIAMETER TYPICAL SSD LATERAL TO INDIVIDUAL LOTS ALONG STREETS I�7mr=I I HAMILTON COUNTY SURVEYOR'S. OFFICE ASPHALTIC MASTIC OR BUTYL RUBBER SEAL t' -•t 21' 1= 331rrr11 '- ---- -� t• STANDARD PLAN APPROVED: 41a,4 0o i� KENTO C. WARD, HA,61LTON COUNTY SURVEYOR DATE F PIPE O. D. •8" WITH NON- SHRINK CEMENT GROUT. M E W `i.' WALLS TO BE CONSTRUCTED u � Wr_, ALL D M NSEwJ; ' G'A'*J s :f_ HHD rVIE7RICI. .. NOTE: FJx= OPEN 4424!1 27k E_^t::;TiE I)ICNES ;:•, ::',:',', �''•:'i STRUCTURES ARE TO BE .. X, HAiERIAI: C:rS:' OkA'r CROV AE7T4 4 -i8, Ci.a6ss 3 x E } F[N:SHt NO :LINT REINFORCED BAR •4 0 12" ON CENTER OR 1 � 9_71UHT: 2QL:• 3" YINIMUY e c l LC) 9- NE:ENAH 4342 (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE 2 EAST ORD AN 64891x' a Z 0 U STANDARD PLAN • Or approved by Hamilton County Surveyor`re Office (DRAWING NOT TO SCALE) H ARfILJTON CO UNTY SURVEY OR`c OFFICE BEEHJVE INLET CASTING REVISED: 1P/ s/z D4 STANDARD PLAN APPROVED:{as- {E ?;T3[+ G. RD, HAIL TOV COUNTY SURVEYCH DATE CT-10 OFFICE OF THE HAMILTON :COUNTY SURVEYOR 8`STEEL FENCE ( "T ") POST NOTE: EXTENSION TO BE SECURED TO STEEL POST IN 2 LOCATIONS CAP & TAPE TEMPORARY EXTENSION ABOVE GROUND' TO BE REMOVED UPON CONNECTION TO. HOUSE. ALL MEASUREMENTS TO BE MEASURED FROM BACK OF CURB. z EXTENSION SECURED IF EXTENSION IS NOT UTILIZED, IT IS TO BE TO STEEL POST CAPPED BELOW GROUND LEVEL. PROPOSED LATERAL LOCATIONS SHALL BE STAMPED 18 GRADE ON CURB. (SEE CURB STAMP DETAIL) .r 1 e / / \ \/ v! D• v! D s v v r o \ �O 00 ^�0 �O ^00 •8 WASHED GRAVEL /C> OR CLASS "A" o WASHED STONE \� REDUCING T / REQUIRED OFFICE MINIMUM SLOPE 0.30% -11- + c O o MINIMUM 4" SS D 3 MIN. I 12" MIN. 18" MAX. MINIMUM 8" SUB SURFACE DRAIN D • PIPE DIAMETER TYPICAL SSD LATERAL TO INDIVIDUAL LOTS ALONG STREETS (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S. OFFICE ASPHALTIC MASTIC OR BUTYL RUBBER SEAL REVISED: 1 JAN 2000 AT JOINTS. STANDARD PLAN APPROVED: 41a,4 0o SSD') KENTO C. WARD, HA,61LTON COUNTY SURVEYOR DATE F PIPE O. D. •8" WITH NON- SHRINK CEMENT GROUT. . OFFICE OF THE HA- �1ILTO'N COI; NTY SL)RVEYOP i N r H t.J 1 lu FOR CONCRETE END SECTIONS SIDE PROFILE TOP VIEW; . � I 1 SEAL BETWEEN JOINTS. :jTEEL ALL THRti A0 -- , E 24 30 36 42 48 54 60 66 72 78 84 90 96 102 108 114 120 _I fst TilEJ L ER i I i 7 -1 } I aSS i t END PP,OFILE NEEDED (12 INCHES OF RINGS MAXIMUM). 24" DIAMETER .r 1 e EEL L TI'P .AD DOLT F:JJtiS I 1' =OPG ECCENTRIC CONE OR REDUCER END SECr1C•;'1 ALLTEPE.0) SFACING TO ^a? Tr0 PER Fr,wT EX: SE "T:014 2 A' LTHF.EAD - 24" END S8Cr1OP: - ALLT9.UAD - uRAW VG NOT 70 SCAL -D H1IILTOV COUNTY SURVEYOR'S OFFICE MATCH ADJUSTING RING PROFILE. REVISED;. JAN 2 ".10D OFFICE STANDARD PLAN REVISED. 1 JAN 000 r O -!� KEN I _.5TAP:) _AYIL 73N COUNTY :JR :°EYOR DATE i OCi ~I[.'F n-P TT4P NAAiTiTniU 00TT?,,.q'v 0T7n1Tr.,.,r,1-, 'aSTH .9-4e' 14: )' L2E...,; rI011W-1CA 83.T sU�' /' TYPE VFECESSED ' =KE :5 H7_75 ON a 331833r..1:1A. 34. DI c , ccDr \5. 1 r Y- ❑ t 0CR4_1E4_E0 PCij< <LES ' +� 'r•• TOR'd l ❑�, o kY° iP.-FT, :=fx iF -22512 I'� 'I ' ❑ C 0 ❑ 0 ❑ I 000 ❑CD I ;l Q O S Fl�11'i E R l❑ 2' LSI. 1 PAras3 LE'TEFS ? F LS.i "? T4: aLfW4CE Or LI i '+443E N LCM 3 4 I � :Y f•e,.i: • ''ILL •'laCili^s -y _ ` �� 1 •J,' Calm) - y 27 5f3'E2nn ra � ' /•,,+ // iz �,F, ,� �'-- 2S l: 8' L6F•4n.,i � 3�€ -♦I (-- �M —+— I I " aR:_'HriR -IDLE ]E'i;SL• \-I-T. lit. ormc. r 151 -4 ,,C+•: x 11:ans3 VICE yam, �•• --24 LfE- c t.3m) 28 112' [724 -1 FEN AH _ 1642 or 1772 ,nrE• ail ctPEl fsas at naK n E.ai x rxo uTTSi1a. LEAST JORDAN I i w Wo _44C" 1s ilu1 "?T rAr.•1m a?$^avtd oy :10mil :0n County Surveyor's Or;icc (DRAWING NOT TO SCALE) HAMILTON COMITY SURVEYOR'S OFFICE MANHOLE,/ SOLID ID CASTING" REVISED: 11r18120�t ISTANDARD PLAN APPROVED: ell I � ���6� I :TENT _ C. WARD, aAXILTON COUNTY SURVEYOR DATn. CT-1 IOFFICE OF TT4F N A VTT.TOM rrnITi\TrP V 0TTn77nX7 n7m OFFICE 'OF THE HAMILTON COUNTY SURVEYOR czerra xlsa LEIT:RS r I fI pt)YP.�FI iT � �'•'4. t t — T ( 75 3Je'CS /'Jrr] ---------- 1 � I n � 1 w4'[32raJ d , x- ! { I f I 2x -F roe.: cxasE i _ I28 9.�fi Ce.7Sss: PFAxE m 'x 6'C9_•6rs7 s =a.Tc' 219JIE'f5xcmi n ; %` J .—M - ate• C91,•rl T— �-- --1 1 1 b This zestin j to be used whei curb flow comes :rorr, both dtrecticn)J EE[ 37{J1-L2 i:OTEI ALL E'IMEN.S[ONS E"C,rl ARE :N ENGLSH AL) i!'E7RCC) I MATERIAL: CAS' GRAY I,RaN ASTM 14- 45, Ctr_SS 35B EAST JORDAN 74a -lfY FIN);H= 1,1) Parr WEBBY, P�AM_� 214•, GRATE 177• • Or approved by Ear. U on Cc•unty Surveyors Office (DRAWING NOT TO SCALE) ` HAMILTON COUNTY cURVEYOR'S OFFICE CURB BI- IRECTIONAL CASTING REVISED: II.'1$f2004 `1111111111/1//fI �.�``�� STOEPPF�'�.�. `` O STE Q' • • �GIR�O�`�'� No. 19358 STATE OF Q *',If ONAL EN��I`•``. !U,111111111�� OFFICE OF THE HAMILTON COUNTY SURVEYOR ASTING FRAME AND COVER AS SPECIFIED NON- ASPHALTIC MASTIC 0PTI0N 3 OR BUTYL RUBBER x SEAL BETWEEN JOINTS. a s E 24 30 36 42 48 54 60 66 72 78 84 90 96 102 108 114 120 PRECAST CONCRETE ADJUSTER RINGS IF - - -z -- YEAR.` } EMERGENCY NEEDED (12 INCHES OF RINGS MAXIMUM). 24" DIAMETER +-' AT 100 YEAR ECCENTRIC CONE OR REDUCER i SE OUTLET OPTION 3 CAP AS REQUIRED BY SITE • I CONDITIONS. CONE TOP TO (DRAWING MATCH ADJUSTING RING PROFILE. FULL HEIGHT MANHOLE OFFICE STEPS AS SPECIFIED. REVISED. 1 JAN 000 ,I APPROVED:�/{NOU 6" MINIMUM KENTON C. WARD, AMILTON COUNTY SURVEYOR DATE NOTE: MANHOLE CONFORMS eo V TO ASTM 478 O-RING CASKET NON- U ASPHALTIC MASTIC OR BUTYL RUBBER SEAL `';' 48" DIAMETER PRECAST AT JOINTS. CONCRETE SECTION 3 PREFORMED HOLE TO MAXIMUM BENCH WALLS AT YINIMUY F PIPE O. D. •8" WITH NON- SHRINK CEMENT GROUT. %z" PER FOOT SLOPE. BENCH `i.' WALLS TO BE CONSTRUCTED TO SPRING LINE OF PIPE. .. NOTE: ;:•, ::',:',', �''•:'i STRUCTURES ARE TO BE :'.�`. �'• :': GROUTED FULLY, TROWELED �: •� .�: .,' .. •'r': ; ;' ?:'; r:' SMOOTH AND BRUSH FINISHED. PRECAST BASE REINFORCED BAR •4 0 12" ON CENTER OR 8•' OR e'• PER SECTION APPROVED ALTERNATIVE 3" YINIMUY :E—ON MA N8 "OF • 2 S STONE LC) STANDARD MANHOLE FOR PIPE SIZES 12" THRU 24" (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE J V REVISED: 1 FEB 2002 a Z 0 U STANDARD PLAN APPROVED: D-20 KENTON W KENTON C., AR AMILTON COUNT SURVEYOR ATE OFFICE 'OF THE HAMILTON COUNTY SURVEYOR czerra xlsa LEIT:RS r I fI pt)YP.�FI iT � �'•'4. t t — T ( 75 3Je'CS /'Jrr] ---------- 1 � I n � 1 w4'[32raJ d , x- ! { I f I 2x -F roe.: cxasE i _ I28 9.�fi Ce.7Sss: PFAxE m 'x 6'C9_•6rs7 s =a.Tc' 219JIE'f5xcmi n ; %` J .—M - ate• C91,•rl T— �-- --1 1 1 b This zestin j to be used whei curb flow comes :rorr, both dtrecticn)J EE[ 37{J1-L2 i:OTEI ALL E'IMEN.S[ONS E"C,rl ARE :N ENGLSH AL) i!'E7RCC) I MATERIAL: CAS' GRAY I,RaN ASTM 14- 45, Ctr_SS 35B EAST JORDAN 74a -lfY FIN);H= 1,1) Parr WEBBY, P�AM_� 214•, GRATE 177• • Or approved by Ear. U on Cc•unty Surveyors Office (DRAWING NOT TO SCALE) ` HAMILTON COUNTY cURVEYOR'S OFFICE CURB BI- IRECTIONAL CASTING REVISED: II.'1$f2004 `1111111111/1//fI �.�``�� STOEPPF�'�.�. `` O STE Q' • • �GIR�O�`�'� No. 19358 STATE OF Q *',If ONAL EN��I`•``. !U,111111111�� OFFICE OF THE HAMILTON COUNTY SURVEYOR LAKE CROSS - SECTIONS G or T 1 1 2 2 2 1/2 2 1 4 2 1 2 2 1 2 3 3 3/8 3 1/2 3 3 4 4 1 4 4 3/4 5 5 1 2 6 6 1/2 7 0PTI0N 3 A 4 6 9 9 9 1/2 10 1/2 12 13 1 3 15 21 24 27 30 24 34 24 24 EASEMENT C 48 1/8 46 46 38 30 25 1 273 19 3/473 39 1 4 34 3/497 35 26 35 39 21 21 21 21 15' MIN. E 24 30 36 42 48 54 60 66 72 78 84 90 96 102 108 114 120 2'FREE CARD MIN. NORMAL POOL - 100 - - -z -- YEAR.` } EMERGENCY - 5 __ 2• SPILLWAY +-' AT 100 YEAR 1 4 4 1/2 i SE OUTLET OPTION 3 5 (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE 6 1/4 REVISED. 1 JAN 000 ,I APPROVED:�/{NOU STANDARD PLAN D-8 KENTON C. WARD, AMILTON COUNTY SURVEYOR DATE STANDARD PLAN! NOTE: APPROVED:- l =`was i Storm Sewers KEt< C. Ti . HAM:LTON COUNTY SURVEYOR DATE CT-7 I Bedding, Haunching, initial Beckfill 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 D barrel and a minimum of 3- inches below the bell. For pipe sizes 66- inches and larger, the minimum depth of material below the •g• 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 i e prior to placement of the pipe. Haunching and initial backfill shall be compacted in _ 8 -inch maximum lifts to not less than 90% Standard Proctor — — — i IW LT] •A• Density for the entire depth of the material placed. The backfill DIA. shall be brought up evenly on both sides of the pipe for the full J E 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. i Final Bockfill Final backfill for all RCP installations under and within 5 -feet of SKIRT 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 C B 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 •A• less than 90% Standard Proctor Density for the entire depth of the excavation. tDIA.+1 S:\Legal\Carmel RCP Installation Review02 -01 -05 \Storm DIA. Sewers.doc WALL A 0.0570' OFFICE OF THE HAI,IILTON COUNTY SURVEYOR (GROOVE - OUTLET END) - (TONGUE -INLET END) SECTI ❑N A -A OAP DIA. 12 15 18 21 24 27 30 33 36 42 48 54 60 66 72 78 84 WALL 2 2 1/4 2 1/2 2 3/ 4 3 3 1 4 3 1 2 3 3 4 4 4 1 2 5 5 1/2 6 6 1 2 7 7 1/2 8 G or T 1 1 2 2 2 1/2 2 1 4 2 1 2 2 1 2 3 3 3/8 3 1/2 3 3 4 4 1 4 4 3/4 5 5 1 2 6 6 1/2 7 WT. SECI 530 740 990 1280 1520 1930 2190 3150 4100 5380 6550 8040 8750 10630 12520 14430 16350 A 4 6 9 9 9 1/2 10 1/2 12 13 1 3 15 21 24 27 30 24 34 24 24 B 24 27 27 1 35 43 1/2 48 54 58 1 2 63 63 72 65 60 78 78 78 78 C 48 1/8 46 46 38 30 25 1 273 19 3/473 39 1 4 34 3/497 35 26 35 39 21 21 21 21 D 72 7/8 73 73 73 73 1/2 1/2 3 7 3 3 4 98 98 100 1 99 99 99 99 99 E 24 30 36 42 48 54 60 66 72 78 84 90 96 102 108 114 120 DIA. +1 13 16 19 22 25 28 31 34 37 43 49 55 61 67 73 79 85_,44 R -1 10 1 16 12 1/2 15 1/2 16 1/8 16 11/16 17 3/4 18 5/16 23 3/4 24 1/161 27 1/4 28 1/8 32 7/8 36 3/4 35 11/16 38 5/8 41 15/16 13 16 R -2 9 11 12 13 14 14 1/2 15 117 1/2 20 22 22 24 24 24 24 24 24 SKIRT 3 1 2 3 1/2 4 1 4 4 1/2 4 1/2 5 5 1/2 5 1/2 5 1/2 5 3 4 6 1/4 6 3/4 7 1/4 7 3/4 8 1 2 9 INCH PER�SIDE. HORIZONTAL FLARE OAP 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 E•^N cr i� +SEC OETmL1 23 yr [m—i i F _T I 1 I �.. wcna +:;F V I _FT EW-4 � 7• ciaara T -r. 29' Coss..; �, 7, a12�z1scJ Z +3+4•Ci'Jea+rd m T`T -'• I i pl1 O:MENS[ONS -I*_1WH ARE IN E1,C-LIS1 AHD Ih1ETR C; EEE:c AAS#-TO M -305 P ?00(' L'.a.6D REOIIMEHEN7S. NEE.. A 1 3501 -TL or Tai MA ER,ALi CAS: GRAY IRDN ASTM A- 4d•CLASS 356 F(N SH1 NO PAINT -[ EAST JORDAN ;7495 42 or ;411 [IE "C1471 FRAME 21'41CRA7E :584 • Or a ?proved fly I;amllton County Survs)•ar's Ort_ca iDP.AWING NCT TO SCALIJ H AIMILTON COUNTY SURVEYOR'S OFFICE CURB INLET CASTING REVISED: 1 :lls!2004 r! STANDARD PLAN A P P JRO 1� E D: �°`- -��`'` !-� F =:c- os p KENTC;C C. WARD,HAMTLTOti COUNTY SURVEYOR DArE CT-8 m Z _O (!) LLJ O O Co 0 W ILL 1� W U V) N N � Q Z Q I..L. O LC) Z Z Y Q a' 00 Li I ` �O V) W F-- � Z Q \1 Q cw F- J 0 U m CO W CD 3 W < O QO o m 0 W N z o� Z CSC O O Co 0 W ILL 1� W U V) N N � Q Z Q I..L. O LC) Z Z W N> a' 00 Li I ` �O V) � Z Q \1 Q cw F- J I �V LL. LrtJ 00 I� W of r_Z V 00 Z rL�J V Ln m _Z LC) J 7 J V a Z 0 U Z Q SHEET NO. C801 roe No.46600S2 Q Q z W Q U Y J Q Q F- a.N Li 0 �O � LjU O Q cw F- I— SHEET NO. C801 roe No.46600S2 Q Q z W Q U rl a Nr M In N 00 O J Cn N a� 0 Q� N O U CM / N tn 0 tD - to / M ME so 2' RO PAVEMENT SURFACE Ai SIDEWA K PLACE EXPANSION JOINT RAMP: AT BACK OF CURB LINE B B OR AT SIDEWALK LINE C I/A 2 ROLL CURB MAX. RAMP SLOPE 1 " /FT. A—J CLASS - A-CONC. SIDEWALK PLAN VIEW RAMP PAVEMENT VAR. VAR. WIDTH OF RAMP 4" SIDEWA K 4' MIN SECTION A —A CONTRACTION JOINT (TYP.) SECTION B -B SECTION C -C 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 ROr�D 1 /4 " /FT. MIN. OR TOWARD TOP OF BANK OF DITCH TYPICAL ASPHALT PEDESTRIAN PATH X- SECTION * #s ** 100' TOP OF CURB PAVEMENT J VTRANSVERSE BOTTOM OF CURB TRANSVERSE EXPANSION JOINTS � 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. TFE 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 RE-URNS AND AT INTERVALS NOT TO EXCEED 100 FEET. CONTR \CTION JOINTS SHOULD BE INSTALLED AT 20 FOOT SPACING. CURB JOINT DEJAI L w z J \lt�� f�51 3" TOPSOIL, SEED OR SOD AS REQUIRED ,TTO/ MATCH EXISTING ^/ �—EXISTING GRADE STANDARD FULL DEPTH GRANULAR BACKFILL DETAILS NOT —TO —SCALE EXISTING PAVEMENT 1' -0" W z J SAW CUT FOR CLEAN BREAK ALK 4" THICK MATERIAL 1.5" H.A.C. SURFACE l• ; 7. ° v q ° o v q ° a. v A. \ \ \ \ \ \ \ a ° ° d. i ° ° ° ° a d \ \ \ \ \ \ \, \ . -a / X\\ /\\\/< \ \ \/ 12" THICK PLAIN CONCRETE TO BE FINISHED 1.5" BELOW l' -0" MIN. - / THE EXISTING PAVEMENT BOTH SIDES , NOTE: OF TRENCH .:..,..;`'.-:.:.. 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. 50' R/W 30' -0" 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 #51D 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. SALegal \Carmel RCP Installation Review02- 01- 05\Minimi mCoverForPipeCrossingOfCityStreets don. 6,> 18„ - TOPSOIL 2 "R• 2 "R. 4„ a. o ° SLOPE 1/4" PER FOOT °. 12 -3/4" ° ' °R ° ° 9-3/, d °co Q Q0 ASPHALT PATH q ° 110# SYD. BITUM SURFACE NO. 11. LV ON 00000--­__ 220# SYD. BITUM BINDER N0. 8, LV ON 000000 000 000000 000° 000000000 000 °0000 O O 5" COMPACTED AGGREGATE BASE, SIZE N0. 53 COMPACTED BACKFILL 000000 000 0 °° 00 00 COMPACTED 6„ 000 0oscP o 000000 ° ° #53 STONE COMPACTED SUBGRADE 24" REVERSE GUTTER CHAIRBACK CURB NOT -TO -SCALE RESIDENTIAL STREETS ONLY LIMITS OF FULL DEPTH GRANULAR BACKFILL SHOULDER, TOPSOIL, SEED OR SOD, AS REQUIRED TO MATCH EXISTING (GRANULAR PAVEMENT WIDTH VARIABLE z BACKFILL J cl� '. 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. w SIDEW LK, TOPSOIL, SEED Z. OR SO , AS REQUIRED TO 3 MATCHI EXISTING o- i9nY- 25 -"OJS WED 11:33 Ph "17f CF CIPT..LL RX NO. 3''7 571 2436 P. 04 Pnpert y 1, Eock Of Curb 1 S'ope % - /R. T'�f O�c'�i eMr• '.4 S denote ' ' +- 4• Top Scil 'e E0CC1i1V Prepared Subgratle TYPICAL SIDEWALK SECTICN NOT TO SCALE * THE SPACE BEHIND THE CURB SHAIL BE FILLED W17H SUITABLE MATERIAL TO THE REQUIRED ELEYATION AND COMPACTED IN LAY-.-RS NOT TO EXCEED 6' IN DEPTH. SUBCRADE OR BASE UNDER ALL CUR9S, SIDEWA! KS, AND DP,IVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS, / - --•�- Taalld Or $oweC joints Al Th;LkneSs �' .. Clas h' Concrete., 47 Minimum Sidewalk guilt with 0,iveiva'ys Snail Have Minimum Thiciness Of Or Thickness Of Orivenay Which Ever Is Greeter. CONCRETE SIDEWALK NOT TO SCALE CITY CF CARMEL STANDARDS SIDEWALK DETAILS PE`/I5�6 FIG',;nE 10 -14 d:1Y -25 -2005 WU l i : 32 f;:t t; l Y 11E' ;;!,RILL F:X N0, 17 571 ?439 P. 02 Eoil'n ti! S +cGaolk 5arfw.c Curb 4r Go & Cube: 1 I 1�`_IrL tilv[itiZllli<,':iN Anil_. PIPE 1,•,Ft�LL tC t't0V slsEW.ENTS GF e:_:,TTt1;e G06.17 i;t 1LTt:tIU.z1iJ 1tv57FLiliTIj14 iiE�UIF.fD: B611; SfJ�_S ('•F i'A`:1-[.i:11?' i`iFli=R: RE'ViR'10 Ei'; TH_ EFiiIi4FErt, ' CITY l i'° C,i,:Tll:. -1E— L —i7 lof-ii til.)f`.I`'X./Si _.�� � -- - - try _,_.�.�.,v...,r.,....�.,4 �- ,y,�.� �_•�.�,.� �- .�..�... �J;.'�l.l<t�C_ ;ji. =SIN iiclLEi) BULL I.URD 6C UU I Ir—M TYPE I S:\Legal \Carmel RCP Installation Review02- 01- 05 5' — 0" z J MATERIAL Top Soil � ^ t.ow Part Compoctec Boc4ill Class •A• Concrete • Compocted Subgrode •� or Aggregate Base \ Water &SewerUndetCityStreets.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 — construction meeting to review the Department's construction requirements, staff 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. \ DepartmentOfEngineeringNote.doc 81Y -3-2005 WED 1t;S3 Rtt CITY CF CARIIEL FflS NC. 317 571 2439 P. 3 mf 24' M.!inimum NOTES: INTEGRAL CURB WITH CONCRETE PAVEMENT SHALL E3E SIMILAR SHAPE. CURE ALL EXPOSED SURFACES. DAMPEN SUBCRADE 6EFORc, PLACING CONCRETE. CITY OF CnRMEL STANDAfiDS CONCRETE ROLL CURB & CUTTER 1' -0" • xG \STE/��c • �;:? 19358 'o STATE OF /O .,, NAL E NOTE: Water and Sewer Under City Streets Bedding, Haunchinq, 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:\Le €al \Carmel RCP Installation Review02- 01 -05 ? F]GURE in -u1 M o , w U (n N Q � z Q O LO o z >_ I W °' X Z � Q J � � I W I-- W of Z o C' 00 Z � W Z � I— I 00 O Z r__ z O < z 0 w Y Q w Q 0 , w o �mw Jz w\ Y w U O O M � w (/) z � CD U z Q z (n Y J � Ld < �N � C)O U w z� 110-00, Q (J1 (of) LLJ Q U SHEET N0. C802 Job No. 46600S2 o • •o � � c Spacng ee!nee:, T!onS +erne Joirla � � > $hou Not Exeeetl � o � � $ � r` 1 1.25 Times width _.�� � -- - - try _,_.�.�.,v...,r.,....�.,4 �- ,y,�.� �_•�.�,.� �- .�..�... �J;.'�l.l<t�C_ ;ji. =SIN iiclLEi) BULL I.URD 6C UU I Ir—M TYPE I S:\Legal \Carmel RCP Installation Review02- 01- 05 5' — 0" z J MATERIAL Top Soil � ^ t.ow Part Compoctec Boc4ill Class •A• Concrete • Compocted Subgrode •� or Aggregate Base \ Water &SewerUndetCityStreets.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 — construction meeting to review the Department's construction requirements, staff 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. \ DepartmentOfEngineeringNote.doc 81Y -3-2005 WED 1t;S3 Rtt CITY CF CARIIEL FflS NC. 317 571 2439 P. 3 mf 24' M.!inimum NOTES: INTEGRAL CURB WITH CONCRETE PAVEMENT SHALL E3E SIMILAR SHAPE. CURE ALL EXPOSED SURFACES. DAMPEN SUBCRADE 6EFORc, PLACING CONCRETE. CITY OF CnRMEL STANDAfiDS CONCRETE ROLL CURB & CUTTER 1' -0" • xG \STE/��c • �;:? 19358 'o STATE OF /O .,, NAL E NOTE: Water and Sewer Under City Streets Bedding, Haunchinq, 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:\Le €al \Carmel RCP Installation Review02- 01 -05 ? F]GURE in -u1 M o , w U (n N Q � z Q O LO o z >_ I W °' X Z � Q J � � I W I-- W of Z o C' 00 Z � W Z � I— I 00 O Z r__ z O < z 0 w Y Q w Q 0 , w o �mw Jz w\ Y w U O O M � w (/) z � CD U z Q z (n Y J � Ld < �N � C)O U w z� 110-00, Q (J1 (of) LLJ Q U SHEET N0. C802 Job No. 46600S2 MATERIAL Top Soil � ^ t.ow Part Compoctec Boc4ill Class •A• Concrete • Compocted Subgrode •� or Aggregate Base \ Water &SewerUndetCityStreets.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 — construction meeting to review the Department's construction requirements, staff 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. \ DepartmentOfEngineeringNote.doc 81Y -3-2005 WED 1t;S3 Rtt CITY CF CARIIEL FflS NC. 317 571 2439 P. 3 mf 24' M.!inimum NOTES: INTEGRAL CURB WITH CONCRETE PAVEMENT SHALL E3E SIMILAR SHAPE. CURE ALL EXPOSED SURFACES. DAMPEN SUBCRADE 6EFORc, PLACING CONCRETE. CITY OF CnRMEL STANDAfiDS CONCRETE ROLL CURB & CUTTER 1' -0" • xG \STE/��c • �;:? 19358 'o STATE OF /O .,, NAL E NOTE: Water and Sewer Under City Streets Bedding, Haunchinq, 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:\Le €al \Carmel RCP Installation Review02- 01 -05 ? F]GURE in -u1 M o , w U (n N Q � z Q O LO o z >_ I W °' X Z � Q J � � I W I-- W of Z o C' 00 Z � W Z � I— I 00 O Z r__ z O < z 0 w Y Q w Q 0 , w o �mw Jz w\ Y w U O O M � w (/) z � CD U z Q z (n Y J � Ld < �N � C)O U w z� 110-00, Q (J1 (of) LLJ Q U SHEET N0. C802 Job No. 46600S2