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HomeMy WebLinkAbout07070059 Site Plan C001 - C003 Approval Pending NFC Plan Commission Submittal dated 12/07/200610 9 8 7 6 5 4 3 2 1 � 0 O �D U 0 U. BOLT SPIKE D -� 6 RELUCIO o INSTR. #2000 -8549 LOUIS F. KEEN MANOR SUBDIVISION t%Z It f V-4 O 6 .--d U P.C. 1, SLIDE 749, INSTR. #96 -53473 �2� �\olv\ ES�� ch Mt oo aJ x TANNEHILL �1P. 0• , layer INSTR. #2000 -57057 82.60 P �' ENS \oN � _ ..� w o FANOLLA /LEFEUVRE TRUST U w INSTR. 2000 -608 u . E . HOLEY MOL EY SA YS = Q W Z 5/8 REBAR W/ CAP MARKED o 40 Detente n Area, D. & �,. 5/8 REBAR W/ CAP MARKED _ F v WEIHE ENGR 0012 SET ,� WEIHE ENGR 0012 SET DIG SAFELY Z SOUTH EDGE of VWEST -30 RODS (R - IN CHAIN LINK FENCE LINE "IT'S � ASPHALT DRIVE ASPHALT DRIVE . _ 495.0 ( THE LAW" � 4 S.88 49 55 W. .75' RECORD OVERLAP CALL 2 WORKING DAYS BEFORE YOU DIG a NORTH LINE D.R. 225, P.332 1-800-382-5544 ° �. Ct1 BOARD F N E AREA BUFFER COMMON AREA/ BUFFER COMMON / .�_ CALL TOLL FREE , „ AIL SE S 89 °58 47 E 1 4 1 • PER INDIANA STATE LAW IC 8 1 -26. � O 92.00' N 88 °49'55" E ,2 0' IT IS AGAINST THE LAW TO EXCAVATE �8. p WITHOUT NOTIFYING THE UNDERGROUND - --- 29 3.32 W 6`� LOT 55 LOCATION SERVICE TWO (2) WORKING ' W L OF SILT �� .63' �\ � DAYS BEFORE COMMENCING WORr;. „� � 49.00 42.0 7 sr� 0, _ � 42.0 45 00 9 0 0 3.16 42.0 �9 " O HOURMOZDI CD �\� N N .r 15' D. &U.E. `�> D.R.310, P.847 000 3864 S.F. -I 5 D. U.E. - - - 4 A W 'd• • Z 3.0' 8' 21.00' END OF BOARD FENCE & END w [T �4 rte, w OF CHAIN LINK FENCE ARE 0.7' WEST 7. p. 92.00' '�' o o , OF LINE AT THIS POINT 20. w o o F- 0.7 A SPH L T Q o N 7.0' o cD o w ice- C/1 ROADWAY w ° ° N 0 0 4188 S.F. � z Q Z N O 0 0 - 11.00 �, o o O o o "' ° _ ° 4316 S.F. O o o - W D o o o °- � C/1 Ln 4_1 U� • w � � 18.0' �,-� o W 0 5 U, ° ° 3.0 � H Z 64 S.F. �_� a Z PROPOSED ZONING. PUD ; o CD o 38 0 0 0 3864 S.F. Q z p., 3864 S.F. 3864 S.F. � 3864 S.F. _ w 0 Z -� 3864 S.F. C C 7.0 00 _ w Q 3.0' N Ln � - W 0 J2.00 4A Q Z 7.0 _ . M w EXISTING ZONING 137 _ �, a 3.0 9 5, 32.00 - ��, o � � LOT 56 0 � CD CD - S SMENT 15.0 �, KINNAMAN . PEDESTRIAN ACCESS , Z 0 � 10 D.&U E 42.00 5 Wdjk61 �=- � U o 822 S. F. N 34.49' 42.00' 5' Walk 42.00' 45.00 49.00 112 71'9 2 BAR F E IOTA L AC R AGE : 6. Q 8 Au. cN 15. N BOARD FENCE CORNER IS 0.4' 00 11 PARKING SPACES WEST OF LINE ` , LEGEND I 0 2 12.0 14.5 50.0' 88.49' 5" D.&U.E. DRAINAGE AND UTILITY EASEMENT Z � 2-! I ° ,= .00 V.1IV. VARIABLE WIDTH EASEMENT �-? rn, �o �Q Qw paQ Qw o 34.0 19 5' , S.E. SANITARY SEWER EASEMENT , o Wo Z � �� zW x-' N� 18.0' 12.0 3.7 S.S.P. SANITARY SEWER PIPE _ o ° � w � ° WILSON S VILLAG a Q o Q Q U Q 5. o' NINTH SECTION ES MT EASEMENT , 77,71' 2 P. B. 3, P.112 -113 AS P H ASPHALT >, r-i 10 D. &U.E. I.E. INGRESS EGRESS EASEMENT 12.0 - j to CD � - 46 S.F. LOT 57 _ _ � _ �- C. L. FENCE CORNER IS 0.2' ¢ , 1 5 Walk 4453 S.F. WALL WALL W/ o °� EAST OF LINE \� T a � "' ZD OG �)UMMAKY Q PARKING J Q Q :; `� D.R. 284, P.130 w w M' 2 � 7.0' N 89.55'32 W INTERNAL STREET- 11 SPACES I\ so 11r__rrr_rrTT'1 `9� � � CHAIN LINK FENCE 3 w BRICK f GN o 02.00' 3' 0' a) ° 7.6 3 p� TOTAL. 11 PARKING 0 z °• 822 S.F. z END OF FENCE 1S APPROX. ON LINE SPACES 0 ail U � p �-+ 3864 S.F. SCALE: 1 = 30 NOT TO SCALE 7.0' S 89 °5847" E v� " c„ 6.9 w Q. PROJECT LOCATION = 3864 S.F. N 89 °5532" W w 0 15 30 60 M 3.0 2 °° Q can 102.00' 1 0' v _ w °O 0 0 o _ONO 1. o LOT 58 n I 15.0 CIA Z 3864 S.F. ? ° o CD �, I Ll ° o f ;� = ' Q ° �; CHAFIN /BART M C 3864 S.F. Ln o °� z �- r•7 INSTR. 2000 -35983 w T. B. >r rr w S 89658'47" E o V) CD MmA w 3864 S.F. a- 7.0' N 89 55 32 W , \\�,� �,,�� �. ::: :.:.::: L N - �- C MMON AR • o �, o RESIDENTIAL 1 �.•••'' ST ••••, F- 102.00' 3.0 �- Ri T ��� ER 00 00 0 Cfl� o CD o - �: No I Q -1 3864 S.F. s' w • • ° 3864 S.F. :• �' i� L ............ .. w C ° �, OM/MF %, f AN11% - --m cr_ E o z 3864 S.F. AR CLAY •�` • 7.0 NAL o o S 89 55 32 E END OF SPLIT RAIL FENCE ����ii IS 0.7' EAST OF LINE IN 0j jo If/ VV 102.00 0 3 0 o w Q C3 - SPLIT RAIL FENCE TI a WELDS' `�' ' ° LOT 5� S P E 10201333 I CD 3864 S.F. - o z o . 3822 S.F. HELM ..p E VIAL K, Q o 4718 S INSTR. #99 -18741 s 40' i S 89'58'47" E WA 21.1 ' -�- L w/ D P ALT �� ECORATI N 89 °55'32" W As V ROADWAY Lv� NCE END OF SPLIT RAIL FENCE :... 21.0 10' D. &U.E. -^qR IS 0.4' WEST OF LINE 89058'47" W D.& , Q C. Lg - o , - ---- -- 26.0 o a C- 92-00 --- - �-- FIRE TRU K TURNAROUN SOILS TYPE LEGEND LL 3864 S.F. 10 D. &U.E. APPROX. EDGE OF TREES NOT TO SCALE �>_ � w (DRIP LINE) �~ N 8 C Br IA CRO�BYTSILT LOAM, 0 T002 %SLOPES SCALE: 1" =500' F LZ N - MmB2 MIAMI SILT LOAM, 2 TO 6 PERCENT SLOPES, ERODED PROJECT LOCATION - O p� Sh SHOALS SILT LOAM T I- o N >_ ~ (In S 89058;47" E o �''- 1.0 .9' PROJECT LOCATION � 140 S. 55. CD 18.0 J _ � Q z C C) �< rn LAN D DESCRIPTION oQ Q I 3822 S.F. � CD co CD LJ CHAIN LINK FENCE Part of the h 92.00 COMMON AREA east half of the southwest quarter of Section 25, Township 18 North, 3864 S.F. I�•�9'55'32 °' W , LOT 60 Range 3 East, being more particularly described as follows: C) TREE PRESERVATION AREA 1 Q w - WILEY 3 p Q 7.0 89'58'47" E o , - `° -0' ao ° INSTR. 96 -38843 Beginning at the southwest corner of said tract and running east 30 rods; thence N o �, # g 9 g CLUSTER OF TREES o - north 534 5/6 feet; thence west 30 rods; thence south 534 5/6 feet to the place of ; �:. w 18.0 co 1 .0' C H M A R K beginning, containin 6.059 acres more or less. 15.0 3864 S.F. o ° PERMAN ENT BEN g o t Lai o WEST LINE WILSON S VILLI --- 30.4' - z 3864 S.F. �- V' PER P.B.31 P.112 -113 To NNW hex nut on fire hydrant in the northeast quadrant d P y q: ASPHALT ° o 22 S F N I - of Guilford Avenue and Emerson Road (hydrant is located -ROAD WA N 30 2. 0 7.0' _ - EAST LINE DEED RECORD 225, 1 175' North of North property line and 30' East of the PREPARED B Y.- 30' P P y , TION EASEMENT PE 32 W . 4' TEMPORARY CONSTRUC ''- centerline of Gur'Iford Ave. I 10 TE WEIHE ENGINEERS INC. d . - ELEVATION - 836.77 (NGVD 1929) C 78.00 2 - l E) cl- C6 10 50 5 N. COLLEGE A VE. � N o Note: The above Bench Mark was established from the a 2 I 3864 S.F. °o STONE W CUT "X" IN 2' DIA. CONCRE� follown bench mark in May, 2002: INDIANAPOLIS IN 46280 AND PUBLIC RIGHT OF WAY � / � � � 9 y E N 0 UTILITIES TIES � FOUND 0.74 W. & 0.20 N. OF CALC. C ° ' " APPRO GO- T s 4 ' D 244, PAGES 143 -144 3864 S.F. U.S.C. �c G.S. Standard Bronze Disk sta m ed "X 42 1934" TELEPHONE: l 8 4 -6611 Q S 89 58 47 P � � � L Q - 10.0' (DRIP LINE 92.00' 1311.34' set in top of SW corner of concrete foundation of �, EAST 0 RODS(R) DATE. JULY 20 2007 17-8 N 895532 W 7.8 semaphore tower 8 -167.8 located 195 north cif the COMMON REA BUFFER • 9'55"E.-495.0'(M) / N. 88 UU '� 9.1' -- ---- 1.26' RECORD OVERLAP intersection of S.R. 234 and the Monon RR and 1 1 east H of the east rail. Q r 493.74 PER PLA T) �+ o SOUTH LINE S.W. 1/4 SEC. 25, T.1 e) ., R. 3E. ELEVATION - 829.23 (NGVD 1929) PREPARED FOR. ° - 0.7' N.88'49'55 "E.- 2622.68' (BASIS OF BEARINGS) Q � �I I� " II FENCE TEMPORARY BENCHMARK Uptown Partners LLC. 11 5/8 R BAR W/ CAP MARKED REMAINS OF OLD WOVEN NRE E o � WEIHE E GR 0012 SET APPKOX. ON LINE Q TBM #1 135 8th St. N. W . w t2 / N 0 M narl set !n North side of utility pole #300-183 a rox. �, �. D a9 y P PP a � Carmel IAT 46032 30 East of pysrcal centerline Guilford Ave. & 260 South SHEET N0. o of North property line of site. TELEPHONE: 317-966-2023 tea° - _ , ELEVATION - 842.66 (NGVD 1929) FAX: 317-580-9596 O c o CONTACT PERSON: Jest Zn, Moffett a W m 'PROJECT N0. Z �o <oLjw W06-0569 :� ¢O �a - - O- .. - - - - 10 9 8 7 6 5 4 3 2 10 9 8 7 6 5 4 3 2 1 ® r+ NO 00 © V1 eve U L e end ... w 1 Iq�" � UEE IF G 00 00 q >~ STORM SEWER RCP - � MM00 �J x W SANITARY SEWER PVC SDR-35 w � 0 UR rr 8 » U p W� H A 7 IE 531 G fo d Rd c ffN Z IC4 9 a SANITARY MANHOLE Y TANNEHILL �PR��`✓ 0• INSTR. #2000 -57057 82.60' T. C. 840.84 w F.L. 830.69 ° IN V. (W)832.3 FANOLLA /LEFEU VRE TRUST w i� � _ a� INSTR. 2000 608 Cif Z 5/8" REBAR W/ CAP MARKED o 40' Detenti n Area, D. & U. E. 5/8" REBAR W/ CAP MARKED 3' WOOD RAIL `TRAIL" FENCE ° "WEIHE ENGR 0012" SET SOUTH EDGE OF (R) "WEIHE ENGR 0012" SET 4 ASPHALT DRIVE WEST -30 RODS ASPHALT DRIVE (IN CHAIN LINK FENCE LINE) RETAINING WALL (TOP OF BANK) 00 S.88049'55 W. - 4 9 5.0 ( / SEE GRADING PLAN FOR ELEVATION 3.0 0' Q .75' RECORD OVERLAP W �` ' Z NORTH LINE D.R.225 P.332 Q x NOR , NORMAL POOL BOARD F N E COMMON AREA BUFFER =808.0 Fri � COMMON AREA/ BUFFER / ._ �_ _ ., W TOP OF SAFETY LEDGE MA G NAIL SE 1.4 1. �"�' � ' 20:1 / .� =807.0 18.0' � 2.0 3 BOTTOM OF SAFETY LEDGE T LOT s =806.5 NOTE' CROSS RIPE LL OF SILT <OTTOM 0 Cl1 HOURMOZDI DETENTION POND CROSS SECTION 'A -A' 12 RCP 15' D.& E. D.R.3101 P.847 (1'=20•) � ~ 15 D. U.E. t- - � 3.0 U 21.00 ' z 0 z - END OF BOARD FENCE & END N OF CHAIN LINK FENCE ARE 0.7 WEST H 7,0' o OF LINE AT THIS POINT 20. x w o F_ 0.7' O >� ASPHALT Q 7 0' ROADWAY w � w z Q o 1.00 o � o0 W w , D o � O 0 0 o Lv w 5 , , T- 18.0 � � x 0 0 ` v = CA ° 3.0 ' 7.0' w o °'o y; o 3.01 c . . Z �o 0 7.0 m rn 40. Q E- 41 � QW MQ Qw o 3.0' 32.00 w �a7 �� w �� cv., 9.5' _ - >- LOT 56 w o z z U W CD 10 - D. &U.E. PEDESTRIAN ACCESS SMENT 15.0' J KINNAMAN CD 5 Walk 1127/92 5 Walk 15. B AR F E N o z BOARD FENCE CORNER IS 0.4 c¢n WEST OF LINE � � � 11 PARKING SPAC 3' WOOD RAIL `TRAIL' FENCE '� C-0 U O tY p } RETAINING WALL (TOP OF BANK) W o U " 14.5' 12.0 50.0' SEE GRADING PLAN FOR ELEVATION N 3 y I� RETAINING WALL (TOP OF BANK) 6.00' 34. o' 19.5' ELEV. = 810.00 � NORMAL POOL 3:1 MA 18.01 - =808.0 3.1 WILSON'S VILLAGE 3� _ NINTH SECTION 20�' TOP OF SAFETY LEDGE N e g p = 0707.0 X W N 10 D. &U.E. ' P. B. 3, P.112 -113 3• BOTTOM OF SAFETY LEDGE =806.5 12. o' . v OM =798.0 LOT 57 �- C L. FENCE CORNER IS 0.2 w WALL WALL W °� EAST OF LINE DETENTION POND CROSS SECTION E -B Y 5 Walk / VO G T J ' D. R. 284, P.130 7.0' m Lo Q CHAIN LINK FENCE ¢ <D ss 6 � I ! N v� cn _ A1 w BRICK G 3.0 z 0 3. o END OF FENCE IS APPROX. ON LINE ° o SANITARY MANHOLE �y ° > U T.C. 841.01 w � F.L.831.56 ►� INV.(E)831.9 00 SHIC4 W .!•• GIST ••. �WY \ � V R a 3.0 I 2 lJ- z >X" � J - 1 0' 00 - • z _ IP E 1 1.0 LOT 58 - 0. �; CHAFIN /BART m o '% ••.., �pNP.••' T.B. NN STR. 2000 -35983 N 5' WALK ,, �,,`\����� � `'-� � I F � '� SAL LLJI � O 3' WOOD RAIL "TRAIL" FENCE ���IlII11111111� 20.0 2 (' o �►� o C M M 0 N AREA SEE GRAD NG W FOP OF BANK) NTION AREA 3.0 G uw oR ELFVA�,N I JAMES E. SHIELDS, JR. P.E. 10201333 NORMAL POOL � W � ° =808.0 r7 II 3. 20:1 w TOP OF SAFETY LEDGE W C J. Z BOTTOM OF SAFETY LEDGE � � z ° o 7.0' END OF SPLIT RAIL FENCE TTOM 3 U' � IS 0.7' EAST OF LINE DETENTION POND CROSS SECTION 'C -C' U U C =20') SPLIT RAIL FENCE LOT 59 co HELM INSTR. #99 -18741 1 1' - 40 WALL Lj • 0 2 w � � DEC � ASP ALT CL RA]`� ROADWAY >�, E FENCE oho z= END OF SPLIT RAIL FENCE 10 D. &U.E. AREA IS 0.4 WEST OF LINE � 21. C }- o I- D . & 26.0' , T. Q� CN 1` �?L, FIRE TRU K TURNAROUN W o o 10 D. &U.E. APPROX. EDGE OF TREES N (DRIP LINE) `~ ` �- o N �' ►-` 2 0' CJ' 1.0 .9 I_ �CN 55.' a' -� ° 1.0' F (QD Lri Q o� Ln LL_ = F` � C F Lj w 4 CHAIN LINK FENCE w COMMON AREA E--i 7.0 LOT 60 x TREE PRESERVATION AREA • 1 .� E: o >- Ld , Ln co 7.0 3.0 2 0 �? WILEY ° ° • 0 ° INSTR. #96 -38843 a �- CLUSTER OF TREES '1 �'� w 18.0' -- .� : 15.0 w ° ►- 1 . o WEST LINE WILSON'S VILLAGE NINTH TI �- 30.4 -- z SECTION � I o w PER P. B. 3 P.112 -113 �- L Q ASPHALT �, � ROADWAY `+ ° 0 7.0 T 3 o -EAST LINE DEED RECORD 225, PAGE 332 H Q - 10' TEMPORARY CONSTRUCTION EASEMENT PE - .4' - � . o ° m SANITARY MANHOLE D T. C.842.24 jj pZ (FUTURE - _j F -L_ R3�_ O r O IN V. (S)832. 3 0 „ VACATED TED RIGHT OF WAY INLET W BEER V w IN �- STONE W/ CUT X (IN 2 DIA. CONCRETE FOOTING) VA CA TI Ol a SS E N OR UTILITIES AND PUBLIC R T 7 FOUND 0.74 W. �c 0.20 N. OF CALC. CORNER - D 244 PAGES 143 -14 4 837.B9 PER INS W. CORNER E. 112, S. W. 114 APPRO GE OF TR S 7 IN V. 836.5 =0.25, T 18N.,R.3E. (DRIP LINE SHEET N0. ° 0 1A THEMA TICAL SPLIT) ~ EAS1T0 RODS(R) 1311.34 ° N AG NAIL SET 126th ST. v „ :� 7.8 _ � I , COMMON REA/ BUFFER N gg° g 55 E. -495.0 (M) ,� SCALE. 1 30 = Z °, R. SPI UND 0.92 E. & _ - o g "' ` S. F MATHEMATICAL SPLIT - - 0 9.1 --- ---- 1.26 RECORD OVERLAP ` �� � " 1311.34' T 4 3.74 PER PLAT' _Lj „ SOUTH LINE S.W. 1 /4 SEC.25, T.18N., R. 3E. 9 v) w m INV.841.23(12 P nl RR °Qp'�� "� _ gFgq RR' (RASIS OF BEARINGS) 0 15 30 60 n 7 PROJECT N0. t Lij U ° _j - W06-0569 Q� _J J 0 � - 46032 m R ir y m 10 a 8 7 6 5 4 3 2 1 sI1 NONE "V %+-F W I 01 rn v CI_ E L. M 0 r- 0 J m D U) J 0 E Q a `n I> 14- I ro o r` r` o o 3: N o ro u 0 N cn ?, U _° � } owm Z �0 =,W 0 Q 0 ,g o� General A) The work subject to the requirements of this policy shall include the production, hauling /delivery, spreading, finishing, compaction and other work necessary to prepare foundations, install aggregate bases and install one or more courses of base, intermediate, or surface hot mix asphalt mixtures within existing or proposed right -of -way for roadways, auxiliary lanes and asphalt multi -use paths. B) This policy shall be the basis for acceptance of the work by the City. Failure to adhere to the requirements of this policy may result in non - acceptance of the work or other remedies outlined in this policy. C) Workmanship, materials and quality of the work completed shall conform to the 2006 Standard Specifications of the Indiana Department of Transportation (hereinafter referred to as Standard Specifications), except where deviations are allowed herein, or variances are granted. D)Where the minimum standards of any other governmental agency having concurrent jurisdiction exceed these standards, the higher standards shall apply. E) If any plan or other note or specification on the approved construction documents exceeds the minimum standards of this policy, the higher standards shall apply. F) Nothing contained herein shall be construed as prohibiting the design and construction of improvements meeting higher standards, nor as discouraging petitions to appropriate governing bodies for variances for alternatives which can be supported by advances in technology and are approved by other agencies with concurrent jurisdiction. G) All work shall comply with the requirements of Section 105.03 of the Standard Specifications. H) For the purposes of this policy, where the term Engineer is used in this policy and the Standard Specifications, it shall mean: a) The Carmel City Engineer, staff of the Department of Engineering, other personnel employed by the City of Carmel, or authorized agent(s) that may be retained to represent the City of Carmel. ii) The Hamilton County Highway Engineer, staff of the Hamilton County Highway Department, other personnel employed by Hamilton County, or authorized agent(s) that may be retained to represent Hamilton County Highway, depending on the location of the work. 1) Authority of the Engineer over the work shall be per Section 105.01 of the Standard Specifications. J) Prior to commencing the work, the Contractor performing the work shall contact the Engineer to schedule a pre- construction meeting to review the Engineer's construction requirements, staff notification requirements, required inspections for certain stages of the work and to review the authority of the Engineer as it relates to the work. K) Under no circumstances shall work subject to the standards established by this policy commence without obtaining approved construction drawings by the City of Carmel Department of Engineering. !) Foundation A) General i) This work shall consist of the construction /preparation of the foundation in accordance with Section 105.03 of the Standard Specifications. B) Excavation and Embankment i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil stripping and subsequent backfilling for removed items within the slope stake limits shall be performed in accordance with Section 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, friable and deleterious material shall be completely removed within the limits of the slope stakes. ii) Excavations (1) After excavation operations, all spongy and yielding material that does not readily compact shall be removed from within the slope stake limits and the resulting void shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. (2) Any pronounced depressions within the slope stake limits resulting after excavation operations shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. iii)Embankments (1) Embankments shall be constructed in accordance with Section 203 of the Standard Specifications. (2) All spongy and yielding material that does not readily compact shall be removed from within the slope stake limits prior to embankment operations. (3) Any pronounced depressions within the slope stake limits resulting after clearing, grubbing, scalping and topsoil removal shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications prior to embankment operations. (4) Prior to the construction of any embankment, the original ground surface within the limits of the slope stakes shall be leveled and the upper 6- inches shall be compacted in accordance with Section 203 of the Standard Specifications. (5) Embankments shall be shaped to be well drained and shall be protected to prevent erosion. (6) Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specifications. C) Soil Subgrades i) Subgrades shall be prepared only after the installation of all utilities and subsurface drains indicated on the approved construction documents to be located under the pavement are completed. Trench backfilling work of these installations shall be in accordance with the City of Carmel Trench Backfilling specifications. ii) The subgrade shall be shaped to the required grade and sections, free from all ruts, corrugations, or other irregularities. iii)The subgrade shall be uniformly prepared, compacted and approved in accordance with Sections 207.02, 207.03 and 207.04 of the Standard Specifications. iv)Subgrades shall be inspected and approved by the Engineer before any aggregate base or hot mix asphalt pavements are constructed. A proofroll shall be conducted in accordance with Section 203.26 of the Standard Specifications. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any aggregate base or hot mix asphalt paving operations commence. v) At the discretion of the Engineer, Subgrade that has satisfactorily passed a proofroll, but remains uncovered for a period of 14 calendar days prior to placing stone or is subject to a measurable rain event prior to placing stone, shall be subject to additional proof rolls prior to placement of the Aggregate Base. D) Existing Pavement i) Milling of existing pavement surfaces shall be in accordance with Section 306.029 306.03, 306.05, 306.07 and 306.08 of the Standard Specifications. ii) Localized weak areas of the existing pavement section uncovered during the milling process shall be repaired in accordance with Section 304.02, 304.03, 304.05 or 305 of the Standard Specifications. iii)Prior to opening milled areas to traffic, the milled areas shall be cleaned of all material, debris and dust resulting from the operation. iv)Milled areas that remain open to traffic longer than those times stipulated in Section 306.05 of the Standard Specifications shall be subject to liquidated damages outlined in Section 306.05 of the Standard Specifications. The Contractor shall be responsible for payment of these Iiouidated damaaes. I 3) Aggregate Bases A) General i) This work shall consist of placing a compacted aggregate on a prepared soil subgrade in accordance with Section 105.03 of the Standard Specifications. ii) Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. iii)The material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the Standard Specifications. iv)The Aggregate Base material shall be handled and transported to, and on, the work site in a manner that minimizes segregation and moisture loss. v) Aggregate Bases shall be constructed on prepared foundations and to thicknesses equal or greater than those indicated on the approved construction documents. B) Temperature and Seasonal Limitations i) The Aggregate Base shall be placed in accordance with the temperature limitations of Section 301.04 of the Standard Specifications. ii) Frozen material shall not be placed. iii)Aggregate Bases must be placed and pass proof roll prior to November 30 in order to allow paving in accordance with Section 4C(iv) of this policy. C) Preparation i) The prepared foundation shall be free from objectionable or foreign materials at the time of placement. ii) The subgrade shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the Aggregate Base on the subgrade in accordance with Section 2C(v) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any Aggregate Base is placed. D) Spreading and Finishing i) The Aggregate Base shall be spread in accordance with Section 301.05 of the Standard Specifications. ii) The Aggregate Base shall be compacted in accordance with Section 301.06 of the Standard Specifications. iii)Subsequent paving courses shall be placed over the Aggregate Base within 14 calendar days. Aggregate Bases that lay exposed for a period of time greater than 14, calendar days or experience a measurable rain event prior to the placement of subsequent paving courses shall be subject to inspection and acceptance by the Engineer. At the discretion of the Engineer, additional proof rolls may be required. 4) Asphalt Pavement A) General i) This work shall consist of placing one or more courses of base, intermediate, or surface hot mix asphalt (HMA) mixtures on a prepared foundation in accordance with Section 105.03 of the Standard Specifications. ii) HMA base, intermediate, or surface mixtures shall be constructed on prepared foundations and to thicknesses equal or greater than those indicated on the approved construction documents. iii)Materials used in the production of the HMA mixtures shall be in accordance with Section 401.03 of the Standard Specifications. iv)Equipment for HMA operations, including but not limited to production, hauling /transportation, laydown, compaction and miscellaneous /ancillary activity shall be in accordance with Section 409 of the Standard Specifications. v) Installation of the full pavement section indicated on the approved construction documents for the entire area to be paved must be completed in the some paving season. vi)Widening operations shall comply with the following: (1) The outside face of the excavated area shall be left as nearly vertical as the nature of the material will permit and not wider than the outside limits of the widening section. (2) The existing pavement adjacent to the widening area shall be sawcut to a clean edge. (3) The subgrade in the widened area shall be compacted in accordance with this policy. (4) Widening mixtures shall comply with the pavement section indicated on the approved construction documents. (5) Compaction of the widening shall be in accordance with Section 304.05 of the Standard Specifications. B) Preparation i) The Aggregate Base shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the HMA courses in accordance with Section 3D(iii) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any paving operations commence. ii) All displacement or rutting of the Aggregate Base shall be repaired prior to placing HMA mixtures. iii)Milled asphalt surfaces shall be tacked in accordance with Section 406 of the Standard Specifications. iv)Asphalt surfaces between courses shall be tacked in accordance with Section 406 of the Standard Specifications. v) Contact surfaces of curbing, gutters, manholes, and other structures shall be tacked in accordance with Section 406 of the Standard Specifications. vi)Surfaces on which a mixture is placed shall be free from objectionable or foreign materials at the time of placement. vii) Tack Coat material shall be distributed with equipment meeting the requirements of Section 409.03(a) of the Standard Specifications. C) Weather and Seasonal Limitations i) HMA courses shall be placed when the ambient temperature and the temperature of the surface on which it is to be placed is 45'F (7'C) or above. The Engineer shall determine the ambient temperature. There shall be no provision for low temperature compaction allowed by Section 402.16 of the Standard Specifications. ii) No mixture shall be placed on a frozen subgrade. iii)Under no circumstances shall HMA mixtures be placed between December 15 and March 30. iv)lf a foundation that is to receive one or more courses of base, intermediate, or surface HMA mixtures is placed and determined to be an approved foundation by the City prior to November 30, placement of HMA courses will be allowed up to December 15, provided that the ambient and foundation surface temperature complies with the requirements of Section 4C(i) of this policy and the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. v) If the ambient and foundation surface temperature complies with the requirements of Section 4C(i) of this policy between April 1 and April 15, HMA course shall be allowed to be placed on an approved foundation provided that the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. vi)The Engineer reserves the right to suspend all paving operations if, in the opinion of the Engineer, that prevailing weather conditions and /or the condition of the Subgrade and /or the Aggregate Base may result in substandard HMA placement, spreading and finishing. �; D) Spreading and Finishing i) HMA courses shall be placed upon an approved foundation or other HMA course by means of laydown equipment in accordance with Section 409.03(c) of the Standard Specifications. ii) Segregation or flushing or bleeding of HMA mixtures will not be permitted. Corrective action shall be taken to prevent continuation of these conditions. Segregated or flushed or bleeding HMA mixtures shall be removed if directed. iii)AII areas showing an excess or deficiency of binder shall be removed and replaced. iv)AII HMA mixtures that become loose and broken, mixed with dirt, or is in any way defective shall be removed and replaced. E) Joints i) Joints shall conform to the requirements of Section 401.15 of the Standard Specifications. F) Compaction i) The HMA mixture shall be compacted with equipment in accordance with Section 409.03(d) of the Standard Specifications immediately after the mixture has been spread and finished. ii) Rollers shall not cause undue displacement, cracking, or shoving. 5) Inspections A) All materials furnished and each part or detail of the work will be subject to inspection per Section 105.10 of the Standard Specifications for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. B) The Contractor shall notify the Engineer a minimum of 48 -hours in advance of commencing any work subject to the standards established by this policy. C) The Contractor shall schedule proofrolls with the Engineer a minimum of 48 -hours in advance of such proofrolls. D) Sampling and testing of materials, equipment or construction work may be required at the expense of the Contractor at the discretion of the Engineer for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. Sampling and testing shall conform to the requirements of the sections of the Standard Specifications applicable to the portion of the work suspected to be non - compliant or as directed by the Engineer. E) Where the Engineer determines that is necessary to confirm compliance with standards of quality or thickness, pavements shall be cored and tested at the expense of the Contractor. The average thicknesses of all courses must equal or exceed the minimum prescribed by the approved construction documents, and no single core shall show a deficiency greater than one half inch (1/2 ") in any course or total thickness from the pavement section indicated on the approved construction documents. F) Such inspections shall not be construed to relieve the developers' engineers or contractors in any way from their obligations and responsibilities under their contracts. Specifically, inspection by the Engineer, or by retained engineers or testing agencies, shall not require them to assume responsibilities for the approved construction documents, for any misinterpretation of the approved construction documents by the contractors during construction, or for the means and methods of construction, nor for safety on the job site. G) Work identified to not meet the requirements of this policy or the approved construction documents, unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness, or any other cause found to exist prior to the final acceptance of the work, shall be removed immediately and replaced in an acceptable manner at the Contractor's expense. H) If the Contractor fails to comply forthwith with any order made under the provisions of this subsection, the Engineer will have authority to cause unacceptable work to be remedied or removed and replaced; to cause unauthorized work to be removed; and to deduct the costs frcm any monies due or to become due. 1) Work done contrary to instructions provided by the Engineer shall be considered unacceptable and subject to immediate removal and replacement in accordance with the instructions provided by the Engineer. 6) Acceptance A) Before acceptance of any phase of construction, the Engineer shall determine if the improvements are in substantial compliance with this policy (except for any variances granted) and the approved construction documents. B) The Engineer may, at his sole discretion, accept work that is not in conformance with this policy provided that the work is bonded for a period greater than three years. The Engineer shall establish the extended bonding requirement. 26' 10' 10' 3' 3'1 - r LOCATION OF PROFILE GRADE � LEVEL LINE CROWN 1 /4 " /FT.----, _ PREPARED SUBGRADE NOTE: PIPE UNDERDRAIN TO CONFORM TO REQUIREMENTS OF SECTION 906.17 OF STANQAf2D SPECIFICATIONS. *ALL PAVING IS TO BE COMPLETED IN ONE PAVING SEASON TYPICAI, SECTION= A , S (NO SCALE) 7 1"-HMA #11 SURFACE 2" -HMA #8 BINDER 5 " - #53 STONE BASE L.vmr -r%%., r L.0 vi%r%i.%.L.. -.�� SUBGRADE ASPHALT PATH PA S EC110N. (NO SCALE) 24" Top Soil IT % Slope 1/47/fL Compacted Backfill 1?1r(B RtEE i EEa,R (M [I) eVeR(30) �t�� (BEEt IP)R(SU �� G UILF01 DD SITE __ U3 i NOTES: FACES MAY BE BATTERED TO FACILITATE SLIP FORMING. CURE ILL EXPOSED SURFACES. DAIt+IPEN SUBGRADE BEFORE PLACING CONCRETE. . Scale: 1 if s 1' -0' CM'" OF CARMEL STANDARDS COMBINED CONCRETE CURB & GUTTER (TYPE III) REVISED FIGURE 10 -12 a Evil PIPE UNDERDRAIN (Typical Installations) NOTE: PIPE SHALL CONFORM TO REQUIREMENTS OF SECTION 906.17 OF STANDARD SPECIFICATIONS. INSTALLATION REQUIRED: BOTH SIDES of PAVEMENT WHERE REQUIRED BY THE ENGINEER. Scale: 1"= V -C" COY .OF CARMEL STANDARDS SUBSURFACE DRAIN REMED FIGURE 10 -9 - - I - 1 __ t :1, I i t� IIIIIIIIIIIIIIII r_1 .QF co Top Soil - Q Low Point ti� N, IN` i Q v c 7 Compacted , \- ` , Q p v Backfill � Class "A' Concrete =. 9 ``y o _ . r 4 d . D . \ f ij; a, r . `` \ �. ! Compacted Subgrade or Aggregate Bose . � 24" lnirrium NOTES: INTEGRAL CURB WITH CONCRETE PAVEMENT SHALL BE SIMILAR SHAPE. CURE AI.L EXF'DSED SURFACES. DAMPEN SUBGRADE BEFORE PLACING CONCRETE. - . . Scale: 11T= 1'--04 . . . . I CI T� OF CARMEL STANDARDS ommommoommmao - - - __ - . * CONCRETE ROLE CURB & GUTTER REVISED FIGURE 10 -10 Property lane Back Of Curb 5 )U-T Min. I 1' -{f' Grad own Slope %' L L I /�__ Min. ' . r :• . " * � ; w Top Soil C - * Backfill • ; _ Prepared SubgradQ TYPICAL SIDEWALK SECTION NOT TO SCALE * THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REQUIRED ELEVATION AND .COMPACTED IN LAYERS NOT TQ EXCEED s• IN DEPTH. SUBGRADE OR3ASE UNDER ALL CURBS, SIDEWALKS, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. . C C G C 35 s 97 Cn Spaung Between in ta - N Transverse Joints h H . I c a Shall Not Exceed v o r_ I`= 1,25. Times Width . ►= Tooled Or Sawed Joints 4 Thickness . ­ i. I. lvw__� •1 •�' ••1 ! , , ' r.•T -• •�• • . • • 4•clas•.7 •A. Concrete . �• ` �. 1 . •.. •• T 4 __ , • • . • •#" Minimum S +dew Ik Built With Driveways Shall Have Minimum Thickness Of ,T Or Thickness Of Driveway Which Ever Is Greater. . V CONCRETE SIDEWALK NOT To SCALE CITY OF CARMEL STANDARDS . SIDEWALK DETAILS REVISED r . FIGURE NT. SIDEWALK. PAVED AREAS AND WITHIN RICH -OF -SAY BEDDING AND HAUNCHING Bedding and haunching for all reinforced concrete pipe installations shall be #8 stone meeting the material requirements of the INDOT. The material shall be approved by the City of Carmel Department of Engineering at time of installation. Bedding shall be placed in the trench bottom such that after the pipe is installed to grade and line, there remains a 4 -inch minimum depth of material below the pipe barrel and a minimum of 3- inches below the bell. For pipe sizes 66- inches and larger, the minimum depth of material below the pipe barrel shall be 6- inches. Bedding shall be placed to be uniform as possible, but shall be loosely placed uncompacted material under the middle third of the pipe prior to placement of the pipe. If the underlying soils of the trench bottom are soft or yielding, the soil shall be undercut to such a depth that when repaired with #2 stone it will produce a uniform and stable foundation along the entire length of the pipe. Haunching shall be compacted in 8 -inch maximum lifts to not less than 90% Standard Proctor Density for the entire depth of the material placed. The backfill shall be brought up evenly on both sides of the pipe for the full length of the pipe. Haunching shall extend to the springline of the pipe. Minimum trench width shall be the outside diameter of the pipe plus 18- inches. FINAL BACKFILL Final backfill for all reinforced concrete pipe installations under and within 5 -feet of pavement or sidewalk or other paved areas and for all installations within City right-of-way shall be B- Borrow for Structure Backfill meeting the material requirements of the INDOT. The material shall be approved by the City of Carmel Department of Engineering at time of installation. Final backfill shall be compacted in 6 -inch minimum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed. The backfill for the top 6- inches of the excavation below the start of the aggregate sub -base of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less than 95% Standard Proctor Density. Final Backfill for all reinforced concrete pipe installations greater than 5 -feet from pavement, sidewalk, other paved areas of the limit of City right-of-way shall be clean fill material free of rocks larger than 6- inches in diameter, frozen lumps of soil, wood or other extaneous material, compacted in 12 -inch maximum lifts to not less than 90% Standard Proctor Density for the entire depth of the excavation. The final 6- inches of the excavation shall consist of topsoil. 5 4 M 50' EGRESS /INGRESS EASEMENT M S•1dewolk 61 18" . 1 in Top Soil .. . �s 20' 30' 13 W Maximum Ramp Slope 1 " /ft. A_-8-J '♦ * I I . . d � Back Of Curb U'ne / N ` W Compac!!!-.., _9 , v,10 ;Class "A" Concrete 4 '' Sockhll A, � �; v r , 17' 17' P ���% ^. Q. -. . ^ .' . - � - - 1. 0- I ! � � I � I I �_Cmp' Mitt - . , .. �. .1 - M, %W, Compacted Subgrade . 12' 10. 12' 2' cControction Jdtit (Typ.) 5' 6. 5' 24' . 21 Section "C--e' I •.• w w v . NOTES: FACES MAY BE .BATTERED TO FACILITATE SLIP FORMING. 1W , . 40 * - v . • �* � . W OR � _ _, .1 . CURE ALL EXPOSED SURFACES. TYPE I. 8 DAMPEri SUBGRADE BEFORE PLACING CONCRETE. - . - - CURB ':CAMP FOR HANDICAPPED REVISED . Scale: 1 X"= 1, "(f � . 10 -16 � C�i'`tj OF CARMEL STANDARDS , - . ' I ' ROFILE GRADE __ - - COMBINED CONCRETE CURB & GUTTER (TYPE II) . REVISED PARKING FIGURE. 10 -11' . LEVEL LINE ROWN 1/4-/F1.--,,, I ---�- . 11 CONC. WALK- CONC. CHAIRBACK CURB I I I I III -III III 111-11 I 111-111 111= 2' MIN. 2 MIN. PROPOSED ASPHAL MIN 6" SUBSURFACE (SEE PA VEMENT SEC SUBSURFACE SU DRAIN IN TRENCH W/ MIN. RIGID DRAIN /N AGGREGATE PAVEEMENT 6" TRENCH W/ PREPARED SUBGRADE PLAIN CONCRETE AGGREGATE NOTE: PIPE UNDERDRAIN TO CONFORM TO REQUIREMENTS OF SECTION 906.17 OF STANDARD SPECIFICATIONS. *ALL PAVING IS TO BE COMPLETED IN ONE PAVING SEASON ICAL SEC110N. (NO SCALE) 7 1"-HMA #11 SURFACE 2" -HMA #8 BINDER 5 " - #53 STONE BASE L.vmr -r%%., r L.0 vi%r%i.%.L.. -.�� SUBGRADE ASPHALT PATH PA S EC110N. (NO SCALE) 24" Top Soil IT % Slope 1/47/fL Compacted Backfill 1?1r(B RtEE i EEa,R (M [I) eVeR(30) �t�� (BEEt IP)R(SU �� G UILF01 DD SITE __ U3 i NOTES: FACES MAY BE BATTERED TO FACILITATE SLIP FORMING. CURE ILL EXPOSED SURFACES. DAIt+IPEN SUBGRADE BEFORE PLACING CONCRETE. . Scale: 1 if s 1' -0' CM'" OF CARMEL STANDARDS COMBINED CONCRETE CURB & GUTTER (TYPE III) REVISED FIGURE 10 -12 a Evil PIPE UNDERDRAIN (Typical Installations) NOTE: PIPE SHALL CONFORM TO REQUIREMENTS OF SECTION 906.17 OF STANDARD SPECIFICATIONS. INSTALLATION REQUIRED: BOTH SIDES of PAVEMENT WHERE REQUIRED BY THE ENGINEER. Scale: 1"= V -C" COY .OF CARMEL STANDARDS SUBSURFACE DRAIN REMED FIGURE 10 -9 - - I - 1 __ t :1, I i t� IIIIIIIIIIIIIIII r_1 .QF co Top Soil - Q Low Point ti� N, IN` i Q v c 7 Compacted , \- ` , Q p v Backfill � Class "A' Concrete =. 9 ``y o _ . r 4 d . D . \ f ij; a, r . `` \ �. ! Compacted Subgrade or Aggregate Bose . � 24" lnirrium NOTES: INTEGRAL CURB WITH CONCRETE PAVEMENT SHALL BE SIMILAR SHAPE. CURE AI.L EXF'DSED SURFACES. DAMPEN SUBGRADE BEFORE PLACING CONCRETE. - . . Scale: 11T= 1'--04 . . . . I CI T� OF CARMEL STANDARDS ommommoommmao - - - __ - . * CONCRETE ROLE CURB & GUTTER REVISED FIGURE 10 -10 Property lane Back Of Curb 5 )U-T Min. I 1' -{f' Grad own Slope %' L L I /�__ Min. ' . r :• . " * � ; w Top Soil C - * Backfill • ; _ Prepared SubgradQ TYPICAL SIDEWALK SECTION NOT TO SCALE * THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REQUIRED ELEVATION AND .COMPACTED IN LAYERS NOT TQ EXCEED s• IN DEPTH. SUBGRADE OR3ASE UNDER ALL CURBS, SIDEWALKS, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. . C C G C 35 s 97 Cn Spaung Between in ta - N Transverse Joints h H . I c a Shall Not Exceed v o r_ I`= 1,25. Times Width . ►= Tooled Or Sawed Joints 4 Thickness . ­ i. I. lvw__� •1 •�' ••1 ! , , ' r.•T -• •�• • . • • 4•clas•.7 •A. Concrete . �• ` �. 1 . •.. •• T 4 __ , • • . • •#" Minimum S +dew Ik Built With Driveways Shall Have Minimum Thickness Of ,T Or Thickness Of Driveway Which Ever Is Greater. . V CONCRETE SIDEWALK NOT To SCALE CITY OF CARMEL STANDARDS . SIDEWALK DETAILS REVISED r . FIGURE NT. SIDEWALK. PAVED AREAS AND WITHIN RICH -OF -SAY BEDDING AND HAUNCHING Bedding and haunching for all reinforced concrete pipe installations shall be #8 stone meeting the material requirements of the INDOT. The material shall be approved by the City of Carmel Department of Engineering at time of installation. Bedding shall be placed in the trench bottom such that after the pipe is installed to grade and line, there remains a 4 -inch minimum depth of material below the pipe barrel and a minimum of 3- inches below the bell. For pipe sizes 66- inches and larger, the minimum depth of material below the pipe barrel shall be 6- inches. Bedding shall be placed to be uniform as possible, but shall be loosely placed uncompacted material under the middle third of the pipe prior to placement of the pipe. If the underlying soils of the trench bottom are soft or yielding, the soil shall be undercut to such a depth that when repaired with #2 stone it will produce a uniform and stable foundation along the entire length of the pipe. Haunching shall be compacted in 8 -inch maximum lifts to not less than 90% Standard Proctor Density for the entire depth of the material placed. The backfill shall be brought up evenly on both sides of the pipe for the full length of the pipe. Haunching shall extend to the springline of the pipe. Minimum trench width shall be the outside diameter of the pipe plus 18- inches. FINAL BACKFILL Final backfill for all reinforced concrete pipe installations under and within 5 -feet of pavement or sidewalk or other paved areas and for all installations within City right-of-way shall be B- Borrow for Structure Backfill meeting the material requirements of the INDOT. The material shall be approved by the City of Carmel Department of Engineering at time of installation. Final backfill shall be compacted in 6 -inch minimum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed. The backfill for the top 6- inches of the excavation below the start of the aggregate sub -base of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less than 95% Standard Proctor Density. Final Backfill for all reinforced concrete pipe installations greater than 5 -feet from pavement, sidewalk, other paved areas of the limit of City right-of-way shall be clean fill material free of rocks larger than 6- inches in diameter, frozen lumps of soil, wood or other extaneous material, compacted in 12 -inch maximum lifts to not less than 90% Standard Proctor Density for the entire depth of the excavation. The final 6- inches of the excavation shall consist of topsoil. 5 4 M A--*1 • 24' S•1dewolk 61 18" . 1 C Ramp Top Soil .. . �s C � I �l.,,._......._._. . 1% n ,� ► . IF � N¢ t f t Maximum Ramp Slope 1 " /ft. A_-8-J '♦ * I I . . d � Back Of Curb U'ne / N ` Pavement Romp Sidewalk .. as Compac!!!-.., _9 , v,10 ;Class "A" Concrete 4 '' Sockhll A, � �; v r , r • - .J .� r, l• • • f: ..u: Iscl�ltion Joint P ���% ^. Q. -. . ^ .' . - � - - 1. 0- I ! � � I � I I �_Cmp' Mitt - . , .. �. .1 - M, %W, Compacted Subgrade . • or Aggregote Base cControction Jdtit (Typ.) Section "B--B" . 24' . . Section "C--e' I •.• w w v . NOTES: FACES MAY BE .BATTERED TO FACILITATE SLIP FORMING. 1W , . 40 * - v . • �* � . W OR � _ _, .1 . CURE ALL EXPOSED SURFACES. TYPE I. , ClT`( . OF CARTEL DAMPEri SUBGRADE BEFORE PLACING CONCRETE. - . - - CURB ':CAMP FOR HANDICAPPED REVISED . Scale: 1 X"= 1, "(f � . 10 -16 � C�i'`tj OF CARMEL STANDARDS , - . ' I ' __ - - COMBINED CONCRETE CURB & GUTTER (TYPE II) . REVISED FIGURE. 10 -11' . A--*1 . S•1dewolk 1 C Ramp .. . �s C � I w M Cias� A Cone• t f t Maximum Ramp Slope 1 " /ft. A_-8-J Pace Isolation Joint Al . Back Of Curb U'ne • PLAN VIEW Pavement Romp Sidewalk .. as •� 1 r • - .J .� r, l• • • f: ..u: Iscl�ltion Joint .. Vcr. Width Of Vac. �_l - �_Cmp' Mitt - . Section �A--A" • t t..� . ,. .%. •Mily w� 1 10 10 cControction Jdtit (Typ.) Section "B--B" . � i i i •-� :•••.y. ., •.:. •., . Section "C--e' I •.• w w v w 1W , . 40 * - v . • �* � . W OR � _ _, .1 . ,... TYPE I. , ClT`( . OF CARTEL . STANDARD .1 - . - - CURB ':CAMP FOR HANDICAPPED REVISED FIGURE 10 -16 BEDDING, HAUNCHING, INITIAL BACKFILL Bedding, Haunching and initial backfill requirements 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 BACKFILL Final backfill for water mains, water service laterals, sanitary mains and sanitary service laterals under and within 5 -feet of pavement or sidewalk or other paved areas and for all installations within City right -of -way shall be B- Borrow for Structure Backfill meeting the material requirements of the INDOT. The material shall be approved by the City of Carmel Department of Engineering at time of installation. Final backfill shall be compacted in 6 -inch maximum lifts to not less than 95% Standard Proctor Density for ' the entire depth of the material placed. The backfill for the top 6- inches of the excavation below the start of the aggregate sub -base of the pavement shall be No. 53 Stone meeting the material requirement 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 backfill requirement, the more stringent requirement shall govern. For installation of Storm Mains, Water Mains, Sanitary Mains, Water Service Laterals, Sanitary Service Laterals under City streets, regardless of 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", but under no circumstances shall the cover along any part of the pipe from the final pavement elevation to the top of the pipe be less than 2.5 -feet. 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. Cover heights for reinforced concrete pipe storm sewer that are less than those required will be evaluated on a case by case condition and approved only with written permission by the city engineer. 3 1 2 1.) SIDEWALK BUILT WITH DRIVEWAY SHALL BE MINIMUM THICKNESS OF 6" OR THICKNESS OF DRIVEWAY, WHICHEVER IS GREATER. 2.) TRANSVERSE JOINTS SHALL BE TOOLED OR SAWED TO A DEPTH OF 1/4 OF THE WALK THICKNESS. 3.) THE SPACING OF THE TRANSVERSE JOINTS IN SIDEWALK NOT TO EXCEED 1.25 TIMES THE WIDTH OF THE SIDEWALK. 1.5" -HMA #11 SURFACE 2" -HMA #8 BINDER 3" -HMA #5D BASE 7 " - #53 STONE t UMr_t%%.01 =u u uv r%rUL_r% SUBGRADE {UNDISTURBED SUBGRADE OVER PIPELINES) Lo-cm..; STFX&T PAVEbMW (NO SCALE) N07F• A MINIMUM OF J6 INCHES OF UNDISTURBED COVER TO BE MAINTAINED ABOVE PIPELINES AT ALL *ALL 99 IS TO BE COMPLETED IN ONE PAVING SEASON o w-4 NO 00 0 o E4 V �q0 i (�_.J z V0 S-In N P4 I 'R4"� } 00 ao" t � � C � .-a � o T c� oo �/ . X .< 1 col.4 W� w f VJ E_ W T-1 R Z t - W .< - - -= C14 1 w .9 r 1 040 r> W - as o 0 Go 4• �t Z - - 0 _ V1 - 04. - _... - - �1� 01 (/�^ U 4- �d Q W Z - ­ - o in O 4- t �- t � � cot= o as o I Z O O= Q w U A w Qs N o� 0 ,° co � w F o a A° A A U Q >. E - i- I C) T w r` �= E.., o 1 - N A r 1-i aD W J U3 M (n m �_ A `" Z z C11 o U) U) C/) Z :M U3 o w � 04 CE , 5�( �iO ar° ,o •,000 14 - , % •E .G %SR ; d * a • o Whom . •a - - 0 _- 116-ft- � = • ' . ,. - 111 -,-- 'a • so '* A) L __ 11110 �l _� JAMES E. SHIERS, JR. P.E. 10201333 `_ . J0 ".- .d 2 l 9 - T ) V E * � U A - W � Q., -01.9 - -0 U) w d E loft� Oid 1:4 (/) • . , (') �..4 " C , E., � :_ 9 - Q Q0 4 N J W � -_ (Z") .ra 9 Q :� �_ ° d CaX Q.r,,,, � &__� ° e o w W - � W Q I W �w ._ 04 o IS- W 124 &-unI d_, Ix Qmo� � U) SHEET NO. - - -- - I :. - a _. __ =J "I rr PROJECT N0. X06 -0560 1 11