Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
05060005.05 Construction Plans
uo AK � V cy LrA :r Br `4 r CrA 4 pr' CrA v+ r ..J- I I •/_ (,.,f �: ..... I � ! - _ r. '�. (~ � 1 ., _ �r. -• -. ».. ,,;, s ra,., t0:. # g.� 5 ^x a * II a n • . ww &t r .. ,. - - . - _� �;=4- fir- ? 9 {rr ;1 CrA STRF..�� _ : -. • f Cr A - - l � r .. 4� V. GrA CrA I - y • - •'� r Ut i � r � L a •• '' 7 � � -' +'.,� � I :, ; -./ °t -� i � ' � ,� ._ .. --- /"� CrA Sr CrA Ei I I ` ,\ 1 C = . �" �3r rA ,....,s— r_,,.,,� ■.J� ?` j� 1 i '..r... } fL L' ,�. CrA i . wt CrA t �> f i „_.f _." ..- -.i �,1 ( "•_ / e .__ '•. �Ffu,.�f., • �,t a•'..,,E z 9 3`aw. e,,..•a°- `x:wi,. BtF'. Y, CrA f GrA rA :fr C • 3r6 Cr { - fy t F A CrA A' zr rr f _ e ►� 5. y \ \ _ .__ u CrA l JI -- rA S # # CrA Pr _ r - r r + t r: CrA Br, r �- : {, - !qrs - ; ,31ST; 7�T� �� - _ -- - -- - - ;- q-T 13 T�s �� SOILS MAP I . , _._ 0 � ` rt _ -. +t, � y.,, % � • -'_ ._ tu • I ' ''� • nr LOCATION MAP • I • • • INDEX SHT. DESCRIPTION DESIGN DATA C001 COVER SHEET i � C100 TOPOGRAPHICAL SURVEY _____. -- 28 LOTS 1.36 LOTS /ACRE C200 —C201 SITE DEVELOPMENT PLAN 20.636 AC. ----- _- - --- -------- ____ C300 —C302 EROSION CONTROL PLAN & SPECIFICATIONS f LOST CREEK LANE 844.02 L.F. STREET PLAN & PROFILES /INTERSECTION DETAILS/ DIAMOND LAKE DRIVE 1053.58 L.F. C400 —C403 { i TRAFFIC CONTROL PLAN _ __ ----------------------- ' ROCK CREEK DRIVE C500 —0501 SANITARY SEWER PLAN & PROFILES k° C600 —C602 STORM SEWER PLAN & PROFILES/ SUMP PUMP CONNECTION PLAN C.A. #8 C700 WATER PLAN /WATER SPECIFICATIONS SPEED LIMIT 25 M.P.H. CONSTRUCTION DETAILS ? 3 54 SANITARY , C800 —C804 38 C.A. #7 STORM STREET 39 0 27 O 53 37 0 PLANS PREPARED BY: 11-1-1-7 LANDSCAPE PLANS AND DETAILS � 0 52 40 m 36 28 m m o STOEPPELWERTH 8c ASSOCIATES, INC. rri 51 CONSULTING ENGINEERS 8c LAND SURVEYORS { x 41 Z 35 �C 29 m # — 0 9940 ALLISONVILLE ROAD 50 D 42 v FISHERS, INDIANA 46038 SCALE: 1 " = 200' ` 30 34 33 32 31 49 PHONE: (317)-849-5935 ' FAX: (317)-849-5942 � DIAMOND LAKE DRIVE 48 C.A. X11 ; .E � _ C.A. #9 REVISIONS F 43 44 45 46 47 a age SHT. DESCRIPTION 0 M N ,-i Ln O N PANS CERTIFIED BY: cn Ln .- 05/27/05 JAMES 0. RINEHART IV DATE PROFESSIONAL ENGINEER o - NO. 10200495 Lu o R NEy� •Q No. � CD 10200495 -o STATE OF • Q o ��NAL 0 i i ,-•i cn .E co a Ln 0 0 N 01 74 Ln O m J pas 0 I, ; 0 c, N O O 00 i 74 15.4 g09910 N.P.= 902.70 2 YEAR ELEV.= 904.15 10 YEAR ELEV.= 904.90 100 YEAR ELEV.= 906.14 BOTTOM ELEV.= 895.70 EX. CONCRETE END 10'� NOTE: IF ANY UTILITIES UNDER GROUND CONFLICTS OCCUR DURING CONSTRUCTION IT SHALL BE THE RESPONSIBILTY OF THE CONTRACTOR TO WORK WITH THE INDIVIDUAL UTILITY COMPANY TO RELOCATE THE UTILITY THAT IS IN CONFLICT. bw F ELLS AND SEPTIC SYSTEMS L BE REMOVED PER HAMILTON TY HEALTH DEPARTMENT FlCATIONS. 1 x } m TBM # 9 z En- RAILROAD SPIKE, UP 1'± ON THE WEST SIDE OF A > POWER POLE # 13423, LOCATED ALONG THE SOUTH Of SIDE OF STONE DRIVE TO ADDY # 13405 AND TOWNE ROAD EAST SIDE OF TOWNE ROAD. ELEVATION: 908.59' S &A #2 11 1 RAILROAD SPIKE, UP 1'± ON THE WEST SIDE TELEPHONE POLE, LOCATED 136TH ST., 3RD POLE ON THE NORTH SIDE AND TOWNE ROAD. Q ELEVATION: 907.84' w Q 0 °� () m w CUD w LO .%%*"� p. R I NE, yg4'�. •` �. FLOW LINE CA TV LO NO. o • 10200495 = `� = -0 STATE OF '. -•••..........• �''�•,SS /ONA� EN o % %%`�� G— GAS LINE T— TELEPHONE LINE w U SCALE: 1"=: 60' LEGEND ° ° ° ( FLOW LINE CA TV CABLE T.V. LINE OHE OVERHEAD ELECT. LINES —E E— BURIED ELEC. LINE FENCE W WATER LINE G— GAS LINE T— TELEPHONE LINE SANITARY LINE STORM LINE O WATER METER D4 WATER VALVE O TELEPHONE MANHOLE GAS VALVE o.w.P. POWER POLES FIRE HYDRANT 0 MANHOLE LIGHT POLE _ _ = CURB INLET _ _ = ENDSECTION 0E.P. ELECT. PEDESTAL TELEPHONE PEDESTAL TREE SPOT ELEVATION _- CONTOUR LINE M.B. MAILBOX NOTE: ALL DEBRIS FROM DEMOLITION SHALL BE REMOVED FROM THE SITE. NOTE: ALL TREE REMOVAL ON —SITE TO BE DETERMINED BY DEVELOPER. (n N Q z Q O z z W a' V � X Z < Q J � rn V) I cif uj w w I Z 0 C� OC) Z w n Z rn ---� 0-) cf) 00 Z O _ Q Z Q D Q Z W 0 > iy- � W 7F 0 J O� Q F- () F- Z = QO Q U Lli W O J O W J W Q U SHEET NO. cl 00 JOB N0. 48700S2 in .E E a 0 rn Ln in 0 0 N rn Ln 0 9 C� 6 0 N rn N 0 0 00 vi STR. TYPE STIR. # T.C. INV. IN INV. OUT DEPTH STIR. SIZE CASTING TYPE PIPE SIZE DIR. OF PIPE THICKNESS CONCRETE END SECTION 402 w 903.30 903.30 12 SE YARD INLET 403 908.50 905.00 905.00 2.35 24X24 R-4342 12 NW 1.75 CONCRETE END SECTION 404 903.30 903.30 u7 a 18 SE CURB INLET 405 908.12 903.37 903.37 3.08 36X36 R -3501 18,18 NW,E 2 CURB INLET 406 908.12 903.40 903.40 3.05 30X36 R -3501 18,18 W,E 2 YARD INLET 407 907.80 903.53 903.53 2.60 30X30 R-4342 18,18,18 N,W 2 CURB INLET 408 908.47 904.38 904.38 1 2.42 30X30 R -3501 15,18 N,S 2 YARD INLET 409 908.47 904.47 904.47 2.59 30X30 R-4342 15 S 1.875 CONCRETE END SECTION 410 903.30 903.30 24 NE CURB INLET 411 908.85 903.47 903.47 3.17 36X36 R -3501 24,24 NE,SW 2.5 CURB INLET 412 908.85 903.56 903.56 3.08 36X36 R -3501 21,24 NE,SW 2.5 YARD INLET 413 909.00 904.00 904.00 3.06 36X36 R-4342 21,21 N,SW 2.25 YARD INLET 414 910.00 904.78 904.78 3.28 30X36 R-4342 18,21 NW,S 2.25 CURB INLET 415 909.91 905.21 905.21 3.03 30X30 R -3501 18,18 W,SE 2 CURB INLET 416 909.91 905.30 905.30 2.94 24X30 R -3501 12,18 W,E 2 YARD INLET 417 908.50 905.69 905.69 1.66 24X24 R-4342 12 E 1.75 CONCRETE END SECTION 418 904.10 904.10 18 SW YARD INLET 419 909.00 903.96 903.96 3.37 24X24 R-4342 18,18 NE,W 2 YARD INLET 419A 908.70 903.72 903.72 3.31 24X24 R-4342 18,18 W,E 2 CONCRETE END SECTION 420 904.10 904.10 21 W CURB INLET 421 909.21 905.06 905.06 2.21 30X36 R -3501 18,21 W,E 2.25 CURB INLET 422 909.21 905.15 905.15 2.39 30X30 R -3501 15,18 NW,E 2 YARD INLET 1 423 1 909.00 1 905.62 1 905.62 1.97 1 24X30 R-4342 12,15 SW,SE 1.875 YARD INLET 1 424 1 909.00 1 906.27 1 906.27 1.58 1 24X24 R-4342 12 NE 1.75 T.O.B.= 909.00 4 4 T.O.B.= 909.00 \-I 1 1 r. -SPILLWAY 15' -0" 907.00 WEIR EMERGENCY SPILLWAY LAKE #2 NOT -TO -SCALE T.O.B. ELEV. = 909.00 EXISTING GRADE BOTTOM = 896.50 CROSS SECTION '$A '$- "A" LAKE #2 NOT -TO -SCALE T.O.B. ELEV. = 909.00 LEGEND EMERGENCY FLOOD ROUTE -848 - EXISTING CONTOUR .. EXISTING SANITARY SEWER _ ---- = EXISTING STORM SEWER 1=1 PROPOSED GRADE 848- -- PROPOSED CONTOUR PROPOSED SANITARY SEWER --��- - PROPOSED STORM SEWER 000 PROPOSED PROPOSED SWALE PROPOSED 5' SIDEWALK (BY HOME BUILDER) PROPOSED 10' PATH 14 902.80 M.F.F. = 903.50 LOT NUMBER PAD ELEVATION PAD SIZE 80'Wx7O'D (UNLESS OTHERWISE NOTED) SCALE: 1 "= 50' No. 10200495 STATE OF Q .Q . '• .r •' �NDIANP • � � .� •S` /6NAL '11,1,,,,1 lilt ����,` DENOTES 4" SUBSURFACE DRAIN TO LOT �-- DENOTES 6" SUBSURFACE DRAIN ROLL CURB NOTE: DECORATIVE SIGNS, SPRINKLER SYSTEMS, TREES, LANDSCAPING MOUNDS, LIGHT POLES, OR OTHER SUCH AMENITIES ARE NOT PERMITTED IN THE RIGHT OF WAY. NOTE: A DEBRIS GUARD SHALL BE INSTALLED ON ALL UPSTREAM OPEN ENDED INLETS AND AT THE POND OUTFACE PIPE. EARTHWORK: 1. EXCAVATION t 3 A. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. r - B. Provide and place any additional fill material from offsite as may be necessary to produce the grades required on plans. Fill obtained from offsite shall be of quality as specified for fills herein and the ° source approved by the Developer. It will be the responsibility of the Contractor for any costs for fill needed. ' - 2. REMOVAL OF TREES r A. All trees and stumps from area to be occupied by a road surface area and building pad. Trees and stumps shall not be buried on site. 3. PROTECTION OF TREES A. The Contractor shall, at the direction of the Developer, endeavor to save and protect trees of value a:as;x: and worth which do not impair construction of improvements as designed. B. In the event cut or fill exceeds 0.5 foot over the root area, the Developer shall be consulted with respect of protective measure to be taken, if any, to preserve such trees. }mow _.4. REMOVAL OF TOPSOIL A. All topsoil shall be removed from all areas to be excavated. Topsoil should be stored at a location where it will not interfere with o construction operations. The topsoil shall be free of debris and stones. 5. UTILITIES A. Rules and regulation governing the respective utility shall be observed in executing all work under this section. B. It shall be the responsibility of the Contractor to determine the location of existing underground utilities 2 working days prior to commencing work. For utility locations to be marked call Toll Free 1- 800 - 382 -5544 within Indiana or 1- 800 - 428 -5200 outside Indiana. 6. SITE GRADING A. Do all cutting, filling, compacting of fills and rough grading required to bring entire project area to subgrade as shown on the drawing. eV B. The tolerance for paved areas shall not exceed 0.05 feet above established subgrade. All other areas °j 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 a 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. =I� FORM \EARTHWRK I.E. I.E. ' 4 14 i .1 i v a. • TBM # 9 RAILROAD SPIKE, UP 1'± ON THE WEST SIDE OF A POWER POLE # 13423, LOCATED ALONG THE SOUTH SIDE OF STONE DRIVE TO ADDY # 13405 AND TOWNE ROAD EAST SIDE OF TOWNE ROAD. ELEVATION: 908.59' S &A #2 RAILROAD SPIKE, UP 1'± ON THE WEST SIDE TELEPHONE POLE, LOCATED 136TH ST., 3RD POLE ON THE NORTH SIDE AND TOWNE ROAD. ELEVATION: 907.84' "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1-317-571-2648 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) 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. CD V) Z O to w u7 0 N u7 0 Li m Li 0 (n N 0 Ln >- I W 0-) 00 0 � X z Q J Q0 V) I UJ w f\ Ld of Z o 00 Z LLJ o ro Z 0) LO J co 00 Z 0 U Q Z Q 0 Z 0! w V) Q Z Q D Q Z z Q 0 a- w z =0 w o� o Qo W U � W w W �U) D Q W --� F_ U) W S J W :�E Q U SHEET NO. C200 JOB NO. 48700S2 Y D' Q w Q 0 u7 a � w \ o � m V) LO u7 0 N u7 0 Li m Li 0 (n N 0 Ln >- I W 0-) 00 0 � X z Q J Q0 V) I UJ w f\ Ld of Z o 00 Z LLJ o ro Z 0) LO J co 00 Z 0 U Q Z Q 0 Z 0! w V) Q Z Q D Q Z z Q 0 a- w z =0 w o� o Qo W U � W w W �U) D Q W --� F_ U) W S J W :�E Q U SHEET NO. C200 JOB NO. 48700S2 *-i .E a In 66 In In 0 0 N 00% In .9 C�7 0 N Cn N 0 0 00 TBM # 9 RAILROAD SPIKE, UP 1'± ON THE WEST SIDE OF A POWER POLE # 13423, LOCATED ALONG THE SOUTH SIDE OF STONE DRIVE TO ADDY # 13405 AND TOWNE ROAD EAST SIDE OF TOWNE ROAD. ELEVATION: 908.59' S &A #2 RAILROAD SPIKE, UP 1'± ON THE WEST SIDE TELEPHONE POLE, LOCATED 136TH ST., 3RD POLE ON THE NORTH SIDE AND TOWNE ROAD. ELEVATION: 907.84' aw ., I.E. =a.9%' THE LAKES OF HAYDEN RUN, SECTION \' INSTR. NO. 2003-7906 ,2 P.C. 3, SLIDE 22; :7:. N ,v/5 00 rn � .YX Y Q rn "I- V) w C X Z i Q -I Sfi # Q THE LAKES OF HAYDEN RUN, SECTION \' INSTR. NO. 2003-7906 ,2 P.C. 3, SLIDE 22; :7:. 3 �`o . /.00 910.40 V' 46 911.20 M.F.F.= 911.90 p .. _ 3' D , - --- - - - - -- LEGEND EMERGENCY FLOOD ROUTE -848 - EXISTING CONTOUR EXISTING SANITARY SEWER EXISTING STORM SEWER 848.0 PROPOSED GRADE 848-- PROPOSED CONTOUR PROPOSED SANITARY SEWER --�- - PROPOSED STORM SEWER <aao- PROPOSED SWALE PROPOSED 5' SIDEWALK (BY HOME BUILDER) PROPOSED 10' PATH 14 902.80 M.F.F. = 903.50 LOT NUMBER PAD ELEVATION PAD SIZE 80'Wx7O'D (UNLESS OTHERWISE NOTED) SCALE: 1 "= 50' �P :�G\STER,c •• �L 4 •• No. 10200495 -o • STATE OF Q :Q0.� yNDIANP' •�i��: IONAL DENOTES 4" SUBSURFACE DRAIN TO LOT -�-- DENOTES 6" SUBSURFACE DRAIN ROLL CURB NOTE: DECORATIVE SIGNS, SPRINKLER SYSTEMS, TREES, LANDSCAPING MOUNDS, LIGHT POLES, OR OTHER SUCH AMENITIES ARE NOT PERMITTED IN THE RIGHT OF WAY. NOTE: A DEBRIS GUARD SHALL BE INSTALLED ON ALL UPSTREAM OPEN ENDED INLETS AND AT THE POND OUTFACE PIPE. EARTHWORK: 1. EXCAVATION A. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. B. Provide and place any additional fill material from offsite as may be necessary to produce the grades required on plans. Fill obtained from offsite shall be of quality as specified for fills herein and the source approved by the Developer. It will be the responsibility of the Contractor for any costs for fill needed. 2. REMOVAL OF TREES A. All trees and stumps from area to be occupied by a road surface area and building pad. Trees and stumps shall not be buried on site. 3. PROTECTION OF TREES . A. The Contractor shall, at the direction of the Developer, endeavor to save and protect trees of value and worth which do not impair construction of improvements as designed. B. In the event cut or fill exceeds 0.5 foot over the root area, the Developer shall be consulted with respect of protective measure to be taken, if any, to preserve such trees. 4. REMOVAL OF TOPSOIL A. All topsoil shall be removed from all areas to be excavated. Topsoil should be stored at a location where it will not interfere with construction operations. The topsoil shall be free of debris and stones. 5. UTILITIES A. Rules and regulation governing the respective utility shall be observed in executing all work under this section. B. It shall be the responsibility of the Contractor to determine the location of existing underground utilities 2 working days prior to commencing work. For utility locations to be marked call Toll Free 1- 800 - 382 -5544 within Indiana or 1- 800 - 428 -5200 outside Indiana. 6. SITE GRADING A. Do all cutting, filling, compacting of fills and rough grading required to bring entire project area to subgrade as shown on the drawing. B. The tolerance for paved areas shall not exceed 0.05 feet above established subgrade. All other areas shall not exceed 0.05 feet plus or minus the established grade. Provide roundings at top and bottom of banks and other breaks in grade. C. The Engineer shall be notified when the Contractor has reached the tolerance as stated above, so that field measurements and spot elevations can be verified by the Engineer. The Contractor shall not remove his equipment from the site until the Engineer has verified that the job meets the above tolerance. FORM \EARTHWRK "HOLEY MOLEY" SAYS: 1 - 800 -382 -5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1- 317 -571 -2648 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) 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 ALL CONSTRUCTION. >_ I cIi Z O w o' N ,v/5 00 rn � .YX Y Q rn "I- V) w C X Z Q Q -I 3 Q I ` o� 0 V) Of W I UJ i` u7 M U m IE Y w\ ; d�Ya Q T. T.O.B.= 909.00 T.O.B.= 909.00 E ° N Ld -SPILLWAY LO 15' -0" 908.00 WEIR � Ln I J � EMERGENCY SPILLWAY LAKE #3 00 NOT -TO- SCALE' Z 0 ! cn LJ U / w i 0 � R rl � EXISTING GRADE T. 0. B. T. 0. B. 4 , ELEV. = 909.00 4 ELEV. = 909.00 4 71 N.P. =903.30 902.30 ••• •902.30 10 �1 10' 15' EMERGEI QY - SPILLWAY BOTTOM = 895.30 `"� �� F9 ' o I CROSS SECTION "A"- "A" LAKE #3 NOT-TO-SCALE 3 �`o . /.00 910.40 V' 46 911.20 M.F.F.= 911.90 p .. _ 3' D , - --- - - - - -- LEGEND EMERGENCY FLOOD ROUTE -848 - EXISTING CONTOUR EXISTING SANITARY SEWER EXISTING STORM SEWER 848.0 PROPOSED GRADE 848-- PROPOSED CONTOUR PROPOSED SANITARY SEWER --�- - PROPOSED STORM SEWER <aao- PROPOSED SWALE PROPOSED 5' SIDEWALK (BY HOME BUILDER) PROPOSED 10' PATH 14 902.80 M.F.F. = 903.50 LOT NUMBER PAD ELEVATION PAD SIZE 80'Wx7O'D (UNLESS OTHERWISE NOTED) SCALE: 1 "= 50' �P :�G\STER,c •• �L 4 •• No. 10200495 -o • STATE OF Q :Q0.� yNDIANP' •�i��: IONAL DENOTES 4" SUBSURFACE DRAIN TO LOT -�-- DENOTES 6" SUBSURFACE DRAIN ROLL CURB NOTE: DECORATIVE SIGNS, SPRINKLER SYSTEMS, TREES, LANDSCAPING MOUNDS, LIGHT POLES, OR OTHER SUCH AMENITIES ARE NOT PERMITTED IN THE RIGHT OF WAY. NOTE: A DEBRIS GUARD SHALL BE INSTALLED ON ALL UPSTREAM OPEN ENDED INLETS AND AT THE POND OUTFACE PIPE. EARTHWORK: 1. EXCAVATION A. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. B. Provide and place any additional fill material from offsite as may be necessary to produce the grades required on plans. Fill obtained from offsite shall be of quality as specified for fills herein and the source approved by the Developer. It will be the responsibility of the Contractor for any costs for fill needed. 2. REMOVAL OF TREES A. All trees and stumps from area to be occupied by a road surface area and building pad. Trees and stumps shall not be buried on site. 3. PROTECTION OF TREES . A. The Contractor shall, at the direction of the Developer, endeavor to save and protect trees of value and worth which do not impair construction of improvements as designed. B. In the event cut or fill exceeds 0.5 foot over the root area, the Developer shall be consulted with respect of protective measure to be taken, if any, to preserve such trees. 4. REMOVAL OF TOPSOIL A. All topsoil shall be removed from all areas to be excavated. Topsoil should be stored at a location where it will not interfere with construction operations. The topsoil shall be free of debris and stones. 5. UTILITIES A. Rules and regulation governing the respective utility shall be observed in executing all work under this section. B. It shall be the responsibility of the Contractor to determine the location of existing underground utilities 2 working days prior to commencing work. For utility locations to be marked call Toll Free 1- 800 - 382 -5544 within Indiana or 1- 800 - 428 -5200 outside Indiana. 6. SITE GRADING A. Do all cutting, filling, compacting of fills and rough grading required to bring entire project area to subgrade as shown on the drawing. B. The tolerance for paved areas shall not exceed 0.05 feet above established subgrade. All other areas shall not exceed 0.05 feet plus or minus the established grade. Provide roundings at top and bottom of banks and other breaks in grade. C. The Engineer shall be notified when the Contractor has reached the tolerance as stated above, so that field measurements and spot elevations can be verified by the Engineer. The Contractor shall not remove his equipment from the site until the Engineer has verified that the job meets the above tolerance. FORM \EARTHWRK "HOLEY MOLEY" SAYS: 1 - 800 -382 -5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1- 317 -571 -2648 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) 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 ALL CONSTRUCTION. >_ I cIi Z O w o' Ln N u7 0 w U (n � N Q Z Q 00 rn � o Y Q rn "I- V) w C X Z Q Q -I Q I ` o� 0 V) Of W I UJ i` u7 M U m J � w\ o Q ~ o m V) ^II ° N Ld o LO Z Ln N u7 0 w U (n � N Q Z Q 00 rn � o W > rn "I- V) C X Z Q Q -I I ` o� V) Of W I UJ i` Ld o Z o 0 Z I Ld o LO Z � Ln I J � 00 Z 0 cn LJ U n w � D Z Q O a. W Z zt 3: W OI- :2 0 QL QO W �U > W w W Yv) D Q W J V) W S F- SHEET NO. C201 JOB NO. 48700S2 J LLJ Q U i .E D Q N N N O Ln O O N C% Ln 0 cv J a - w H O u7 Ce W O O M U i O -0 N O O n O M PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL: RYAN THOMAS SKJODT THOMAS & ASSOCIATES PHONE # (317) - 920 -1616 TB M # 9 RAILROAD SPIKE, UP 1'± ON THE WEST SIDE OF A POWER POLE # 13423, LOCATED ALONG THE SOUTH SIDE OF STONE DRIVE TO ADDY # 13405 AND TOWNE ROAD EAST SIDE OF TOWNE ROAD. ELEVATION: 908.59' S &A #2 RAILROAD SPIKE, UP 1'± ON THE WEST SIDE TELEPHONE POLE, LOCATED 136TH ST., 3RD POLE ON THE NORTH SIDE AND TOWNE ROAD. ELEVATION: 907.84' NOTE: AFTER LAKE #2 & #3 ARE COMPLETED SIDE SLOPES SHALL BE STABILIZED WITH A FIBER BLANKET. M � � � � � = Construction Limits SCALE: 1"= 60' '0%0111111111111 Ill., SO.RIRE &�,, No. 10200495 'o STATE OF ' Q ItVDIMP- S /0NAL "111n n n 11"t � v (SF) C= Denotes silt fence to be installed Temporary straw bale dam to be removed during blanket installation. Denotes permanent seeding & mulch areas Seeding rate: 130# /acre or 3# 11000 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. Temporary geotextile bags to be installed at curb inlets. NOTE: TO CONTRACTOR 1. Prior to any work commencing contractor shall install stone drive at entrance, and all silt fences shown on plan. 2. Upon completion of the storm structure from being built the fabric drop inlet protection is to be installed ON curb inlets and straw bales on yard inlets immediately. 3. Upon completion of the swale construction, contractor shall notify engineer to as— built, upon review of as —built engineer shall notify contractor to install the erosion control blankets as soon as possible. FORMS/22687 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 installed. 3. Posting sign installed 4. Install perimeter silt fence 5. Maintenance and Refueling area constructed 6. Concrete washout area constructed 7. Grade site (sides of swales, mounds and ponds to be seeded and mulched immediately upon completion). Temporary seeding shall be recommended for all swales and disturbed areas that cannot be final seeded within a 15 day time period to prevent erosion. 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. All Common Areas to be topsoiled & fertilized based on soil type utilizing low or no phosphorous fertilizer. 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 Conservation Service. 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. Straw bale filters shall be installed at all storm inlets (including street inlets). .. CO Z O V) 5; w n, Y D' Q W I- Q 0 U-) � w \ = Y < ° Z m N °� LO LO u7 0 Li U (n � 0 >- CN � � L0 I Q z Q Z z LLJ > 0-) � V 0 X Z Q Q .J Q0 V) (if W I UJ Ld _Z of o Cl) 00 Z Lv o LO Z F— to J i� Zr-. O 00 I� �— w _ C0 Z Q I NN0 Z 0 0 Z 0 V) 0 W Lv 1..10 0 c� G Lv 1 • t w OF- F_ F-O <F- U)C) WW YU) Q J W Q z Q D z I J SHEET NO. LLJ Q U C300 JOB NO. 48700S2 c .E 0 0 Ln 0 0 N rn Ln 0 M 0 D w a Z O V) O w 0 M i rn N M O O n 00 M PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL: RYAN THOMAS SKJODT THOMAS & ASSOCIATES PHONE # (317) - 920 -1616 TB M # 9 RAILROAD SPIKE, UP 1'± ON THE WEST SIDE OF A POWER POLE # 13423, LOCATED ALONG THE SOUTH SIDE OF STONE DRIVE TO ADDY # 13405 AND TOWNE ROAD EAST SIDE OF TOWNE ROAD. ELEVATION: 908.59' S &A #2 RAILROAD SPIKE, UP 1'± ON THE WEST SIDE TELEPHONE POLE, LOCATED 136TH ST., 3RD POLE ON THE NORTH SIDE AND TOWNE ROAD. ELEVATION: 907.84' NOTE: AFTER LAKES #2 & #3 ARE COMPLETED SIDE SLOPES SHALL BE STABLIZED WITH A FIBER BLANKET. SCALE: 1"= 60' p. R IN... . . op b'• No. 10200495 --off STATE OF Construction Limits © (SF) O Denotes silt fence to be installed Temporary straw bale dam to be removed during blanket installation. Denotes permanent seeding & mulch areas Seeding rate: 130# /acre or 3# 11000 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 2.5# S.F. or /1000 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. InTemporary geotextile bags to be installed at curb inlets. NOTE: TO CONTRACTOR 1. Prior to any work commencing contractor shall install stone drive at entrance, and all silt fences shown on plan. 2. Upon completion of the storm structure from being built the fabric drop inlet protection is to be installed ON curb inlets and straw bales on yard inlets immediately. 3. Upon completion of the swale construction, contractor shall notify engineer to as— built, upon review of as —built engineer shall notify contractor to install the erosion control blankets as soon as possible. FORMS/22687 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 installed. 3. Posting sign installed 4. Install perimeter silt fence 5. Maintenance and Refueling area constructed 6. Concrete washout area constructed 7. Grade site (sides of swales, mounds and ponds to be seeded and mulched immediately upon completion). Temporary seeding shall be recommended for all swales and disturbed areas that cannot be final seeded within a 15 day time period to prevent erosion. 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. All Common Areas to be topsoiled & fertilized based on soil type utilizing low or no phosphorous fertilizer. 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 Conservation Service. 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. Straw bale filters shall be installed at all storm inlets (including street inlets). M z O co 5; W Of Cr Q W F- Q 0 L0 M U ma,- � 6 w\ Q ~� o Y m ^II oN L0 Ln N \ U-) 0 w U V) N Q Z O Lo Z }- I LLJ 6' > 00 Of _ U 0 X Z Q Q J I UJ W LLJ _Z r ^ MOM V 00 Z LLJ ro Z C-) .J co Z V) O N w V) Q Z Q Z C) J Q z 0- O J � 0 � w � �O U O[-- Z ~ p �Z o Q O W U Ww Z Q Z J a w W F— J LLJ Q v SHEET NO. C301 JOB No-48700S2 0 C .E E V O V Lli V_ O In O 0 N rn ,--1 In ,--i 0 0 J 0 - 0 - 0 O 01 w N O M i rn 'D N to 0 0 N 00 i PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL: RYAN THOMAS SKJODT THOMAS & ASSOCIATES PHONE # (317)- 920 -1616 SEASONAL SOIL PROTECTION CHART STABILIZATION PRACTICE JAN. FEB. MAR. APR. MAY JUN. JUL. AUG. SEPT. OCT. NOV. DEC. SEEDING DORMANT B SEEDING SEEDING E * / / / / / / //* > SODDING F ** * / / / / / / / / / / / / >- MULCHING G 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. lime into the soil uniform seedbed working he fertilizer and I e 4. Till the soil to obta in a 9 2 -4 in. deep with a disk or rake operated across the slope. A = KENTUCKY BLUE GRASS 40 lbs. /AC.: CREEPING RED FESCUE 40 lbs. /AC.: PLUS 2 TONS STRAW MULCH /AC. OR ADD ANNUAL RYEGRASS 201bs > /AC. B = KENTUCKY BLUE GRASS 60 lbs. /AC.: CREEPING RED FESCUE 60 lbs. /AC.: PLUS 2 TONS STRAW MULCH /AC. OR ADD ANNUAL RYEGRASS 30lbs > /AC. C = SPRING OATS 3 BUSHEL /ACRE D = WHEAT OR RYE 2 BUSHEL /ACRE E = ANNUAL RYEGRASS 40 lbs. /AC. (1 lb./1000 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. Dron Inlet Protection Basket 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 -25ga1 /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 (3 17) 894 -3276. THE LAKES AT TOWNE ROAD SECTION TWO A part of the Northeast Quarter of Section 29, Township 18 North, Range 3 East, Hamilton County, Indiana, more particularly described as follows: Commencing at the Northeast corner of said Northeast Quarter Section; thence South 00 degrees 25 minutes 57 seconds West along the East line of said Quarter Section, said line also being the Centerline of Towne Road, a distance of 548.70 feet to the POINT OF BEGINNING of this description; thence continuing South 00 degrees 25 minutes 57 seconds West along said line, a distance of 767.25 feet; thence South 89 degrees 36 minutes 38 seconds West 1,334.21 feet to a point on the eastern boundary of The Lakes at Hoyden Run, Section Two, a subdivision in Hamilton County, Indiana, the Secondary Plat of which is recorded as Instrument No. 2003 - 00079062, Plat Cabinet 3, Slide 224, in the Office of the Recorder of Hamilton County, Indiana, the following being on and along the eastern boundary of The Lakes at Hayden Run, Section Two, thence North 00 degrees 10 minutes 03 seconds East 955.14 feet to a point on the southern boundary of The Lakes at Towne Road Section One, a subdivision in Hamilton County, Indiana, the Secondary Plat of which is recorded as Instrument No. __- ____ , Plat Cabinet -, Slide -_, in the Office of the Recorder of Hamilton County, Indiana, the following fifteen (15) distances being on and along the southern boundary of The Lakes at Towne Road, Section One; (1) thence North 90 degrees 00 minutes 00 seconds East 203.76 feet; (2) thence South 00 degrees 00 minutes 00 seconds East 165.26 feet; (3) thence South 37 degrees 00 minutes 44 seconds East 50.00 feet to a point on a curve concave southerly, the radius point of said curve being South 37 degrees 00 minutes 44 seconds East 125.00 feet from said point; (4) thence easterly along said curve 80.75 feet to the point of tangency of said curve, said point being North 00 degrees 00 minutes 00 seconds East 125.00 feet from the radius point of said curve; (5) thence North 90 degrees 00 minutes 00 seconds East 33.32 feet; (6) thence South 00 degrees 09 minutes 35 seconds East 130.00 feet; (7) thence South 42 degrees 19 minutes 27 seconds West 42.75 feet; (8) thence South 00 degrees 10 minutes 03 seconds West 168.03 feet; (9) thence South 16 degrees 09 minutes 42 seconds East 21.87 feet; (10) thence South 89 degrees 34 minutes 03 seconds East 429.89 feet; (11) thence North 00 degrees 25 minutes 57 seconds East 195.50 feet; (12) thence North 62 degrees 00 minutes 09 seconds East 193.22 feet to a point on a curve concave southwesterly, the radius point of said curve being South 70 degrees 53 minutes 08 seconds West 175.00 feet from said point; (13) thence northwesterly along said curve 53.84 feet to the point of tangency of r 1 minutes 28 seconds East 175.00 said curve said point being North 53 degrees 5 P 9 9 feet from the radius point of said curve, said point also being the point of curvature of a curve concave easterly, the radius point of said curve being North 53 r i n .00 feet from said point; 14 thence degrees 15 minutes 28 seconds East 20 9 P ( ) northerly along sold curve 26.76 feet to the point of tangency of said curve, said point being North 50 degrees 05 minutes 05 seconds West 20.00 feet from the radius point of said curve; (15) thence South 89 degrees 34 minutes 03 seconds East 440.06 feet to the place of beginning. Containing 20.636 acres, more or less, subject to all legal highways, rights -of -ways, easements, and restrictions of record. S: 4870OS2 \LEAGAL \PLAT- S2.rtf May 9, 2005 (KMC) R: KMC; F: AAA FENCE POST (2x2 HARDWOOD POST) SILT FENCE MATERIAL - 3' GROUND SURFACE �1' ZFE E POST SHOULD SILT FENCE MATERIAL SHOULD E BUR IED :�: 1' BELOW BE BURIED 6" BELOW GROUND GROUND SURFACE. SURFACE. SILT FENCE DETAIL -TO-SCALE SCALE NOT fxhlblt :3.74 -0. Speolticatlons Mlnlaium6 fur Silt t'ente Fdbilc. 11byslcal proprrty Woven rubric Non-woven fabric Filtering cfficic +Icy 85% 85% Tensile strength at A B 2017, -, Clongation: - - 3, Standard strength 30 Ibs./linear in. 50 lbs. /lhicir in. Extra strength 50 lbs, /Ii1i4_titr iii. 70 lbs. /line-ar in. Slurry flow rate U.3 j al. /min. /sq.ft. 4.5 gsl. /min. /sq.i't. Water flow r:atc 15 eaI' /nli11. /6q.1t. 220 gal. /min. /sq.ft. UV resistance 7l/ it 815% STAPLE PATTERNS APPLY TO ALL NORTH AMERICAN ER CAN 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 0 J150 w 125 a_ 100 ui 75 50 25 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 EROSION CONTROL BLANKET STAPLE PATTERN GUIDE NOT -TO -SCALE 1 0Q11V 1 � 0 1 5' -0" 0 090 CIO ° &�> 0 R 10' -0" oQ QO a ` CP e�8d ��W �Q/1Q/ 5. -O„ q Q �� 0o °� Df oOD CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES DROP INLET PROTECTION REAR YARD DRAINAGE SWALE i O O O 0 0( 0 0 0 SUBSOIL STOCKPILE SF SF AREA TO BE TOP- ° ° 01 ° TOPSOIL SOILED, SEEDED PS r o 0 t \` n AND MULCHED a STOCKPILE BY OWNER AT } I COMPLETION OF CONSTRUCTION. PALIMAR IS TO BE HOUSE USED IF GRASS GARAGE GROWTH IS NOT \ POSSIBLE. CONSTRUCTION O O PS I o ENTRANCE/ EXIT ° 1 O SIDE YARD SF SF _ SF DRAINAGE SWALE 3' -0" II RIP -RAP DETAIL NOT -TO -SCALE Assessment of Construction Plan Elements Al. See Sheets C300 thru C301 A2. See Attachment. A3. Narrative Describing Project Nature and Purpose: This project is The Lakes at Towne Road, Section Two, a 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 86 °- 12' -13" and longitude is 39 °- 59' -06 ". A6. See Sheets C200 -0201 A7. Hydrologic Unit Code: 05120201090060 A8. State or Federal Water Quality Permits: None A9. Specific Points Where Storm water Discharge Will Leave This Site: The storm water will leave the site through the three interconnected ponds that's final point is Pond #3 in Lakes at Hayden Run. All of this site will now be considered part of the J.W. Brendle watershed See sheets C200 -C201. A10. Location and Name of All Wetlands, Lakes, and Water Courses on And Adjacent to the Site: None All. Identify All Receiving Waters: This site drains thru three interconnected ponds that s final sc i har g p Hayden point is Pond #3 in Lakes at Ha Run. All of this site will now be d considered part of the J.W. Brendle watershed Al2. Identification of Potential Discharges to Groundwater: None A13. 100 Year Flood plains, Floodways and Floodway Fringes: There are no flood plains, floodways or floodway fringes on this site. A14. Pre - Construction and Post Construction Estimate of Peak Discharge: Pre- Developed Unit Allowable Post-Developed: 10 year = 0.87 c.f.s. Pre: 4.63 c.f. s. 100 year =1.00 c.f. s. A15. Adjacent Landuse Including Upstream Watershed: West: residential East: residential/ agricultural North: residential South: residential/ agricultural A16. See Sheets C200 -0201 A17. Identification of existing vegetative cover: This site is entirely covered by crop residue. A18. See Map & descriptions included on this sheet. A19. See Sheet C200 -0201 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. A22. See Sheet C100 A23. See Sheets C200 -0201 STREET SIDE- WALK EXISTING CURB AND GUTTER CURB INLET PROTECTION SEE STORM WATER POLLUTION & PREVENTION NOTES BELOW INDIVIDUAL LOT STORMWATER POLLUTION & PREVENTION DETAIL NOT-TO-SCALE STORM WATER POLLUTION & PREVENTION NOTES: (A) All storm water quality measures, including erosion and sediment control, necessary to comply with this rule must be implemented in accordance with the plan and sufficient to satisfy subsection (b)- (B) Provisions for erosion and sediment control on individual building lots regulated under the original permit of a proj ect site owner must include the following requirements: (1) The individual lot operator, whether owning the property or acting as the agent of the property owner, shall be responsible for erosion and sediment control requirements associated with activities on individual lots. (2) Installation and maintenance of a stable construction site access. (3) Installation and maintenance of appropriate perimeter erosion and sediment control measures prior to land disturbance. (4) Sediment discharge and tracking from each lot must be minimized throughout the land d i sturb in g activities on the lot until pe rmanent stabilization h as bee n achieved. (5) Cleanup of sediment must be redistributed or disposed of in a manner that is in compliance with all applicable statutes and rules. (6) Adjacent lots disturbed by and individual lot operator must be repaired and stabilized with temporary or permanent surface stabilization. (7) For individual residential lots, final stabilization meeting the criteria in section 7(b)(20) or this rule will be achieved when the individual lot operator: (A) completes final stabilization; or (B) has installed appropriate erosion and sediment control measures for an individual lot prior to 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: (A) all land disturbing activities have been completed and a uniform (for example, evenly distributed, without large bare areas) perennial vegetative cover with a density of seventy percent (70 %) has been established on all unpaved areas and areas not covered by permanent structures, or equivalent permanent stabilization measures have been employed; and (B) construction projects on land used for agricultural purposes are returned to its preconstruction agricultural use or disturbed areas, not previously used for agricultural production, such as filter strips and areas that are not being returned to their preconstruction agricultural use, meet the final stabilization requirements in clause (A). Assessment of Storm water Pollution Prevention Plan - Construction Component B1. Description of Potential Pollutant Sources Associated with the Construction Activities: Potential Pollutants during construction includes: Concrete waste water, trash, fossil fuels, oil, grease, paint. Exposure of these pollutants to storm water runoff should be mimized by performing activities such as, equipment storage, refueling, maintenance and port-a -let placement in designated areas as shown on sheet C300. In the event of accidental contamination all efforts should be made to remove contaminants in an appropriate manner. The appropriate Fire Department should be contacted immediately to determine if further measures are needed B2. Sequence Describing Storm water Quality measure Implementation Relative to Land Disturbing Activities: See Construction Sequence on Sheets C300 -C301 B3. Stable Construct on Entrance Locations and Specifications: The construction entrance is shown on sheet C300 along with the details of installation and specification of maintenance on this sheet. B4. Sediment Control Measures for Sheet Flow: None 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 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 -C301 and details are shown on this sheet. B7. Runoff Control Measures: The lake areas are to be utilized for temporary sediment traps. These are to be constructed as early as possible to speed the removal of sediment (See construction sequence on sheets C300 - C301). B8. Storm water Outlet Protection Specifications: All end sections of an outlet are shown to be rip - rapped to prevent scour erosion. Rip - Rap is shown on the site development plans and storm water pollution & prevention plans. See detail shown on this sheet and C801. B9. Grade Stabilization Structure Locations and Specifications: Not necessary B10. Location, Dimensions, Specifications and Construction Details of Each Storm water 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 Specifications: The permanent stabilization methods are specified on the storm water pollution & prevention plans. The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet). B13. Material Handling and Spill Prevention Plan: In order to minimize the release of potential pollutants during construction the Contractor s hall implement this material handling ands ill 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 Sheet C300, so that spills are limited to one location on the site, which will facilitate the cleanup of spills. If an onsite fueling tank is planned to be on site, it shall be double walled and stored in this designated area. This location is an area that will not allow spilled fluids to migrate into subsurface soils. In the event of a spill, the fluid shall immediately be cleaned up by removing the contaminated soil or stone which shall be disposed of in an acceptable manner. Spills on hard surfaces shall be soaked up by an acceptable material such as Oil Dry and the absorbent material disposed of in a proper manner. The spill shall also be reported immediately to the Contractor's superintendent. b. Equipment repair, especially when fluids must be removed from the equipment or the possibility of fluid spills is high, should always be done offsite at a facility that is more suitable than a construction site to handle spills. When equipment must be repaired onsite it should be moved to the maintenance and fueling area if possible. Otherwise, suitable 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 ground or in the open on the construction site. PROPERTY LINE/ ° ° ° 2' 2' EXISTING DRAINAGE 6' 6' 4' I--,-- 4' . L - - 3, 3 -x ,A- x x -11- SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. i i- -i 11/2 ' 1 -1 4/ x} - it I x 20 - 3' - x 3,x �X x x x PROTECTION AB DROP INLET REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR 1C x xpx SOIL SALVAGE AND UTILIZATION PS 8 PERMANENT SEEDING x x x AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, X x x BRING THE DISTURBED AREA TO GRADE, AND STABILIZE. TOPSOIL STOCKPILE Q DETERMINE DEPTH AND SUITABILITY OF TOPSOIL AT THE SITE. (FOR HELP, CONTACT YOUR LOCAL SWCD OFFICE 1 STAPLE 1 -1/2 STAPLES 2 STAPLES 3.5 STAPLES PER SO. YD. PER SQ. YD. PER SQ. YD. PER SO. YD. EROSION CONTROL BLANKET STAPLE PATTERN GUIDE NOT -TO -SCALE 1 0Q11V 1 � 0 1 5' -0" 0 090 CIO ° &�> 0 R 10' -0" oQ QO a ` CP e�8d ��W �Q/1Q/ 5. -O„ q Q �� 0o °� Df oOD CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES DROP INLET PROTECTION REAR YARD DRAINAGE SWALE i O O O 0 0( 0 0 0 SUBSOIL STOCKPILE SF SF AREA TO BE TOP- ° ° 01 ° TOPSOIL SOILED, SEEDED PS r o 0 t \` n AND MULCHED a STOCKPILE BY OWNER AT } I COMPLETION OF CONSTRUCTION. PALIMAR IS TO BE HOUSE USED IF GRASS GARAGE GROWTH IS NOT \ POSSIBLE. CONSTRUCTION O O PS I o ENTRANCE/ EXIT ° 1 O SIDE YARD SF SF _ SF DRAINAGE SWALE 3' -0" II RIP -RAP DETAIL NOT -TO -SCALE Assessment of Construction Plan Elements Al. See Sheets C300 thru C301 A2. See Attachment. A3. Narrative Describing Project Nature and Purpose: This project is The Lakes at Towne Road, Section Two, a 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 86 °- 12' -13" and longitude is 39 °- 59' -06 ". A6. See Sheets C200 -0201 A7. Hydrologic Unit Code: 05120201090060 A8. State or Federal Water Quality Permits: None A9. Specific Points Where Storm water Discharge Will Leave This Site: The storm water will leave the site through the three interconnected ponds that's final point is Pond #3 in Lakes at Hayden Run. All of this site will now be considered part of the J.W. Brendle watershed See sheets C200 -C201. A10. Location and Name of All Wetlands, Lakes, and Water Courses on And Adjacent to the Site: None All. Identify All Receiving Waters: This site drains thru three interconnected ponds that s final sc i har g p Hayden point is Pond #3 in Lakes at Ha Run. All of this site will now be d considered part of the J.W. Brendle watershed Al2. Identification of Potential Discharges to Groundwater: None A13. 100 Year Flood plains, Floodways and Floodway Fringes: There are no flood plains, floodways or floodway fringes on this site. A14. Pre - Construction and Post Construction Estimate of Peak Discharge: Pre- Developed Unit Allowable Post-Developed: 10 year = 0.87 c.f.s. Pre: 4.63 c.f. s. 100 year =1.00 c.f. s. A15. Adjacent Landuse Including Upstream Watershed: West: residential East: residential/ agricultural North: residential South: residential/ agricultural A16. See Sheets C200 -0201 A17. Identification of existing vegetative cover: This site is entirely covered by crop residue. A18. See Map & descriptions included on this sheet. A19. See Sheet C200 -0201 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. A22. See Sheet C100 A23. See Sheets C200 -0201 STREET SIDE- WALK EXISTING CURB AND GUTTER CURB INLET PROTECTION SEE STORM WATER POLLUTION & PREVENTION NOTES BELOW INDIVIDUAL LOT STORMWATER POLLUTION & PREVENTION DETAIL NOT-TO-SCALE STORM WATER POLLUTION & PREVENTION NOTES: (A) All storm water quality measures, including erosion and sediment control, necessary to comply with this rule must be implemented in accordance with the plan and sufficient to satisfy subsection (b)- (B) Provisions for erosion and sediment control on individual building lots regulated under the original permit of a proj ect site owner must include the following requirements: (1) The individual lot operator, whether owning the property or acting as the agent of the property owner, shall be responsible for erosion and sediment control requirements associated with activities on individual lots. (2) Installation and maintenance of a stable construction site access. (3) Installation and maintenance of appropriate perimeter erosion and sediment control measures prior to land disturbance. (4) Sediment discharge and tracking from each lot must be minimized throughout the land d i sturb in g activities on the lot until pe rmanent stabilization h as bee n achieved. (5) Cleanup of sediment must be redistributed or disposed of in a manner that is in compliance with all applicable statutes and rules. (6) Adjacent lots disturbed by and individual lot operator must be repaired and stabilized with temporary or permanent surface stabilization. (7) For individual residential lots, final stabilization meeting the criteria in section 7(b)(20) or this rule will be achieved when the individual lot operator: (A) completes final stabilization; or (B) has installed appropriate erosion and sediment control measures for an individual lot prior to 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: (A) all land disturbing activities have been completed and a uniform (for example, evenly distributed, without large bare areas) perennial vegetative cover with a density of seventy percent (70 %) has been established on all unpaved areas and areas not covered by permanent structures, or equivalent permanent stabilization measures have been employed; and (B) construction projects on land used for agricultural purposes are returned to its preconstruction agricultural use or disturbed areas, not previously used for agricultural production, such as filter strips and areas that are not being returned to their preconstruction agricultural use, meet the final stabilization requirements in clause (A). Assessment of Storm water Pollution Prevention Plan - Construction Component B1. Description of Potential Pollutant Sources Associated with the Construction Activities: Potential Pollutants during construction includes: Concrete waste water, trash, fossil fuels, oil, grease, paint. Exposure of these pollutants to storm water runoff should be mimized by performing activities such as, equipment storage, refueling, maintenance and port-a -let placement in designated areas as shown on sheet C300. In the event of accidental contamination all efforts should be made to remove contaminants in an appropriate manner. The appropriate Fire Department should be contacted immediately to determine if further measures are needed B2. Sequence Describing Storm water Quality measure Implementation Relative to Land Disturbing Activities: See Construction Sequence on Sheets C300 -C301 B3. Stable Construct on Entrance Locations and Specifications: The construction entrance is shown on sheet C300 along with the details of installation and specification of maintenance on this sheet. B4. Sediment Control Measures for Sheet Flow: None 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 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 -C301 and details are shown on this sheet. B7. Runoff Control Measures: The lake areas are to be utilized for temporary sediment traps. These are to be constructed as early as possible to speed the removal of sediment (See construction sequence on sheets C300 - C301). B8. Storm water Outlet Protection Specifications: All end sections of an outlet are shown to be rip - rapped to prevent scour erosion. Rip - Rap is shown on the site development plans and storm water pollution & prevention plans. See detail shown on this sheet and C801. B9. Grade Stabilization Structure Locations and Specifications: Not necessary B10. Location, Dimensions, Specifications and Construction Details of Each Storm water 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 Specifications: The permanent stabilization methods are specified on the storm water pollution & prevention plans. The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet). B13. Material Handling and Spill Prevention Plan: In order to minimize the release of potential pollutants during construction the Contractor s hall implement this material handling ands ill 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 Sheet C300, so that spills are limited to one location on the site, which will facilitate the cleanup of spills. If an onsite fueling tank is planned to be on site, it shall be double walled and stored in this designated area. This location is an area that will not allow spilled fluids to migrate into subsurface soils. In the event of a spill, the fluid shall immediately be cleaned up by removing the contaminated soil or stone which shall be disposed of in an acceptable manner. Spills on hard surfaces shall be soaked up by an acceptable material such as Oil Dry and the absorbent material disposed of in a proper manner. The spill shall also be reported immediately to the Contractor's superintendent. b. Equipment repair, especially when fluids must be removed from the equipment or the possibility of fluid spills is high, should always be done offsite at a facility that is more suitable than a construction site to handle spills. When equipment must be repaired onsite it should be moved to the maintenance and fueling area if possible. Otherwise, suitable 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 ground or in the open on the construction site. B13 Cont. 2. Construction Materials and a. Erosion control measure, and during construction i Erosion controls shall be these plans. Excessive d reducing construction tra and by applying water or Upon completion of cons vegetation, temporary erc and inlet protection devic additional land disturban properly revegetated. b. Large waste materials crc shall be properly dispose checked at the end of the those blown across or of suitable containers. Whe particles should be perfol waste particles collected Packaging used to transpc shall be disposed of prop and incorporated into the Packaged materials store packaging shall be repair 3. Concrete Waste Water a. All concrete waste water Sheet C300. This area is a 4' high, constructed over a geotextile fabric. minimum. When this area becomes acceptable container and disposed o 4. Paint Products a_ All excess paint and there +P1'Ri cri+ " .' F �' CrA K 4: # r rA } r �, I 4 CrA,• ,. 5r, : " � I ( , '.. _" .�'. + z CrAT ': Gj rA .;. CrA A ti e ` . � -' . GAP 4: 1 11 f) 1. % a, I Gr �: . F., 1 z_ I ! # Crq ,, r e 4- t b`L z 4� ,X s e' 11 8r , �: , CrA MmB2 k"_' w a t4 pG A= r, . `� . ,1 c rFI ; ¢ ! CrA Cr$. # G CrA ' } . U ::, - Br �,; CrA t r R Br a a'. CrA A r �� 9 -.t a E a d. 8r ' ,�*� 9 Y. 3 A -1 +r 4 1 -::a - CrA � 3.. CIA & .4i f � b' K•...at 4 S3 4 :. B r C . v w i I r � � �' 'vim Caw r A rq ` i r... '.� Br° r'.. f`. <. \ : CrA , 9 . _, $r. _ B LL CrA =j� F)r * ,' CrA r t� \`-' -- W1 :_ _ CrA r }' s}.: �t . .i '. q r` r SI. -. .a.. r. `" fi N - E r r e r! 'Y: A d A± i< r d. CrA n GrA r r_ 8'r f r / x u C rA # _ _ t -CrA l_ ads} �: fir, "'«.. <�. CrA C, I rA ` v ' € CrA 1 i't t CrA „ °t r A fL }. ` rA Br Cr ::` f e $r IN �17 GP t � 8C CrA rs r *a. �$ �!' 1; I CrALL +` er` 1. r CrA +. /� Rr- y a Crk CrA. .. is .CrA -, n ` �w - MmB2 }}I� :Fptt g (I CrA +', r ^ T � - ,_` `t, tfk, t s • - CrA yy�� j > i -- Br r �, "CIA ;*s • _. CrA 7 ,�_, .. ` ff i CrA $� Prs 8r ., t s' 11 81 r i 1 gt ,." t _ CrA a eap CrA. r:. CrA . 8r.. r: rr B r G r Ai 5'i °ff s E y . r A r r C A r y .y.. p . CrA.. g �, *.• u`, 8r CrA CrA 1 - 11 6f ' CrA" their Packaging shown on these laps shall implemented be emented to P p P a the proper sequencing to minimize soil erosion. inspected and maintained as described elsewhere in fisting of soil on the site shall be minimized by ffic across bare soil during dry and/or windy weather, other acceptable dust control measures to the soil. truction and suitable establishment of permanent ision control measures such as silt fence, check dams es shall be removed in a manner to minimize ;e. Any areas disturbed by these operations shall be ated by cutting, sawing, drilling, or other operations I of in suitable waste containers. The site shall be day, as a minimum, and all waste materials, including the site by wind, shall be picked up and disposed of in re possible, operations such as sawing that create small med in one spot in an area protected from wind, and and disposed of frequently to minimize wind dispersal. rt materials to the site for construction of the facility ,-rly, whether the material is taken out of its package project immediately or stored onsite for future use. i onsite shall be inspected regularly and any loose -.d or disposed of properly. ;hall be disposed of in the designated area as shown on I O' diameter doughnut type mulch berm which shall be This area shall be inspected on a daily basis as a full, the pollutants shall be excavated, placed in an f in a proper manner. related products shall be disposed of in the manner at which the manufacturer suggest. Under NO circumstances will paint or their related products be cleaned or disposed of in soil, sanitary sewers, storm sewers or detention basins. Any violation of this shall be reported to the job superintendent. 5. Spill Response 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 contamination, please contact the construction supervisor, developer, County Surveyor's Office, Local Fire Department, and IDEM. 5. Emergency Numbers: Emergency Response 911 Carmel Fire Department (317) 571 -2600 Carmel Police Department (317) 571 -2545 Indiana Department of Natural Resources (812) 477 -8773 Indiana Department of Environmental Management (317) 233 -7745 Hamilton County Soil and Water (317) 773 -2181 Dura Builders, Inc. (317) 821 -8100 Hamilton County Surveyor (317) 776 -8495 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 storm water pollution prevention deficiencies at least daily and again within 24 hours of every 1/2 inch rain event. See Erosion Control 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. Storm water Pollution Prevention Plan - Post Construction Component Cl. Description of Pollutants and Their Sources Associated with the Proposed Land Use: Proposed site will be a single family subdivision. Potential pollutants from this type of development include, but are not limited to: nutrients and pesticides, fluids and debris from parked vehicles & vehicular traffic which could include: fossil fuels, oil, grease, 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 storm water runoff contact with impervious surfaces. C2. &C3. Sequence Describing Storm water Quality Measure Implementation: Description of Proposed Post Construction Storm water Quality Measures: The post construction measures used to minimize sedimentation in waterways include swales and detention ponds. The swales will collect runoff from portions of the buildings. The design the a gn o e sw les will allow sediment to be partially filtered out 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 detention basin 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 th e site. The use of Switch gran s , Canada Wild R y e , and Indian Grass on the west side of the Detention Pond will reduce any nutrient issues in this area. The large amount of open space in this development will be used for water quality practices. C4. Location, Dimensions, Specifications and Construction Details of Each Storm water 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 Storm water pollution prevention measures will be the responsibility of the project owner, Skjodt Thomas and Associates, until a point in time in which the Home Owners Association is established. At that point said association shall assume all maintenance responsibilities. The maintenance guidelines consist mostly of good housekeeping measures. Any grassed or vegetated areas that experience erosion from rainfall events should be repaired and revegetated as soon as possible. Trash or litter should be picked up and properly disposed to prevent it from getting into the storm drainage system and downstream waterways. Erosion of the detention pond banks should be addressed as soon as it becomes visible by filling the eroded area with suitable soil and establishing vegetation immediately, preferably by sodding, or by seeding and mulching and monitoring until suitable vegetation is established. The same measure should be used for steep banks of any earth berm or any other steep area. The detention pond should also be monitored for sediment coming from the storm drainage system. If the bottom of the pond receives sediment, indicated by the sediment markers, it should be cleaned out and the source found and repaired. The elevation of the pond bottom should be checked every 8 to 10 years and, if significant sediment is encountered, it should be removed from the basin. This should be done during periods of low rainfall to allow soil stirred up by excavation to settle out before a rain event. The detention pond outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to prevent soil from entering the offsite storm drainage system. Pavement areas should also be monitored for pollutants. Any large quantity of fluids such as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home Owner Association and the source determined, if possible, and removed from the site for maintenance or repair. Pavements should also be monitored for sediment coming from vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off the pavement, and the source of the soil found and repaired as discussed above. SOILS MAP 10' DIA. (3) 12" MULCH FILLED - EROSION CONTROL LOGS �- - 6" EXCAVATED KEYWAY V6" EXCAVATED KEYWAY /�p� 6" MULCH BOTTOM OVER GEOTEXTILE CAE/ /� 1CFEM WA MCPJT DETAIL WOVEN FABRIC NOT -TO -SCALE ,�., y _ - �� '- �� ` ' WEST 1443T SIREN _ _ 9v R L u r 11 d r . „WEST 136 Z-�� v 6 z, _.�! - W , co Z � - ;; o,� \ W. i ., w 11 h - , - \` • '/ , \ -T. wEVr- 31- aav r WEST 131STISTREI�I= � -` __ rte- ` ��11111111/1/�� ' 1 ,ate ��N. p. R I NE& ".,� � � --: �'. .. _\ - 11 I '� / I sl T• \S E i Q' • G R L VICINITY MAP = ��' °• No. 10200495 -0 '• STATE OF �` Q PROPERTY LINE/ ° ° ° DRAINAGE SWALE �- EXISTING DRAINAGE of the inlet, lay bags tightly in a row curving upslope from curb and away from inlet. FINISHED DRAINAGE 10�, • ZNDIANP • �4e -F I--,-- imum of 3 feet into the street. ._'_1 4. For additional layers, overlap bags with the d o sa s s row beneath, and leave a one -bag gap in the TREE CONSERVATION ONA� SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. 5. Place bags in an arc around curb inlets that SF SILT FENCING D:] GRAVEL ENTRANCE/ from hitting bags, causing possible injury. EXIT PAD 7. Inspect and repair as needed, and remove any CURB INLET accumulated sediments after every storm. PROTECTION DROP INLET REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR PROTECTION SOIL SALVAGE AND UTILIZATION PS 8 PERMANENT SEEDING B13 Cont. 2. Construction Materials and a. Erosion control measure, and during construction i Erosion controls shall be these plans. Excessive d reducing construction tra and by applying water or Upon completion of cons vegetation, temporary erc and inlet protection devic additional land disturban properly revegetated. b. Large waste materials crc shall be properly dispose checked at the end of the those blown across or of suitable containers. Whe particles should be perfol waste particles collected Packaging used to transpc shall be disposed of prop and incorporated into the Packaged materials store packaging shall be repair 3. Concrete Waste Water a. All concrete waste water Sheet C300. This area is a 4' high, constructed over a geotextile fabric. minimum. When this area becomes acceptable container and disposed o 4. Paint Products a_ All excess paint and there +P1'Ri cri+ " .' F �' CrA K 4: # r rA } r �, I 4 CrA,• ,. 5r, : " � I ( , '.. _" .�'. + z CrAT ': Gj rA .;. CrA A ti e ` . � -' . GAP 4: 1 11 f) 1. % a, I Gr �: . F., 1 z_ I ! # Crq ,, r e 4- t b`L z 4� ,X s e' 11 8r , �: , CrA MmB2 k"_' w a t4 pG A= r, . `� . ,1 c rFI ; ¢ ! CrA Cr$. # G CrA ' } . U ::, - Br �,; CrA t r R Br a a'. CrA A r �� 9 -.t a E a d. 8r ' ,�*� 9 Y. 3 A -1 +r 4 1 -::a - CrA � 3.. CIA & .4i f � b' K•...at 4 S3 4 :. B r C . v w i I r � � �' 'vim Caw r A rq ` i r... '.� Br° r'.. f`. <. \ : CrA , 9 . _, $r. _ B LL CrA =j� F)r * ,' CrA r t� \`-' -- W1 :_ _ CrA r }' s}.: �t . .i '. q r` r SI. -. .a.. r. `" fi N - E r r e r! 'Y: A d A± i< r d. CrA n GrA r r_ 8'r f r / x u C rA # _ _ t -CrA l_ ads} �: fir, "'«.. <�. CrA C, I rA ` v ' € CrA 1 i't t CrA „ °t r A fL }. ` rA Br Cr ::` f e $r IN �17 GP t � 8C CrA rs r *a. �$ �!' 1; I CrALL +` er` 1. r CrA +. /� Rr- y a Crk CrA. .. is .CrA -, n ` �w - MmB2 }}I� :Fptt g (I CrA +', r ^ T � - ,_` `t, tfk, t s • - CrA yy�� j > i -- Br r �, "CIA ;*s • _. CrA 7 ,�_, .. ` ff i CrA $� Prs 8r ., t s' 11 81 r i 1 gt ,." t _ CrA a eap CrA. r:. CrA . 8r.. r: rr B r G r Ai 5'i °ff s E y . r A r r C A r y .y.. p . CrA.. g �, *.• u`, 8r CrA CrA 1 - 11 6f ' CrA" their Packaging shown on these laps shall implemented be emented to P p P a the proper sequencing to minimize soil erosion. inspected and maintained as described elsewhere in fisting of soil on the site shall be minimized by ffic across bare soil during dry and/or windy weather, other acceptable dust control measures to the soil. truction and suitable establishment of permanent ision control measures such as silt fence, check dams es shall be removed in a manner to minimize ;e. Any areas disturbed by these operations shall be ated by cutting, sawing, drilling, or other operations I of in suitable waste containers. The site shall be day, as a minimum, and all waste materials, including the site by wind, shall be picked up and disposed of in re possible, operations such as sawing that create small med in one spot in an area protected from wind, and and disposed of frequently to minimize wind dispersal. rt materials to the site for construction of the facility ,-rly, whether the material is taken out of its package project immediately or stored onsite for future use. i onsite shall be inspected regularly and any loose -.d or disposed of properly. ;hall be disposed of in the designated area as shown on I O' diameter doughnut type mulch berm which shall be This area shall be inspected on a daily basis as a full, the pollutants shall be excavated, placed in an f in a proper manner. related products shall be disposed of in the manner at which the manufacturer suggest. Under NO circumstances will paint or their related products be cleaned or disposed of in soil, sanitary sewers, storm sewers or detention basins. Any violation of this shall be reported to the job superintendent. 5. Spill Response 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 contamination, please contact the construction supervisor, developer, County Surveyor's Office, Local Fire Department, and IDEM. 5. Emergency Numbers: Emergency Response 911 Carmel Fire Department (317) 571 -2600 Carmel Police Department (317) 571 -2545 Indiana Department of Natural Resources (812) 477 -8773 Indiana Department of Environmental Management (317) 233 -7745 Hamilton County Soil and Water (317) 773 -2181 Dura Builders, Inc. (317) 821 -8100 Hamilton County Surveyor (317) 776 -8495 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 storm water pollution prevention deficiencies at least daily and again within 24 hours of every 1/2 inch rain event. See Erosion Control 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. Storm water Pollution Prevention Plan - Post Construction Component Cl. Description of Pollutants and Their Sources Associated with the Proposed Land Use: Proposed site will be a single family subdivision. Potential pollutants from this type of development include, but are not limited to: nutrients and pesticides, fluids and debris from parked vehicles & vehicular traffic which could include: fossil fuels, oil, grease, 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 storm water runoff contact with impervious surfaces. C2. &C3. Sequence Describing Storm water Quality Measure Implementation: Description of Proposed Post Construction Storm water Quality Measures: The post construction measures used to minimize sedimentation in waterways include swales and detention ponds. The swales will collect runoff from portions of the buildings. The design the a gn o e sw les will allow sediment to be partially filtered out 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 detention basin 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 th e site. The use of Switch gran s , Canada Wild R y e , and Indian Grass on the west side of the Detention Pond will reduce any nutrient issues in this area. The large amount of open space in this development will be used for water quality practices. C4. Location, Dimensions, Specifications and Construction Details of Each Storm water 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 Storm water pollution prevention measures will be the responsibility of the project owner, Skjodt Thomas and Associates, until a point in time in which the Home Owners Association is established. At that point said association shall assume all maintenance responsibilities. The maintenance guidelines consist mostly of good housekeeping measures. Any grassed or vegetated areas that experience erosion from rainfall events should be repaired and revegetated as soon as possible. Trash or litter should be picked up and properly disposed to prevent it from getting into the storm drainage system and downstream waterways. Erosion of the detention pond banks should be addressed as soon as it becomes visible by filling the eroded area with suitable soil and establishing vegetation immediately, preferably by sodding, or by seeding and mulching and monitoring until suitable vegetation is established. The same measure should be used for steep banks of any earth berm or any other steep area. The detention pond should also be monitored for sediment coming from the storm drainage system. If the bottom of the pond receives sediment, indicated by the sediment markers, it should be cleaned out and the source found and repaired. The elevation of the pond bottom should be checked every 8 to 10 years and, if significant sediment is encountered, it should be removed from the basin. This should be done during periods of low rainfall to allow soil stirred up by excavation to settle out before a rain event. The detention pond outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to prevent soil from entering the offsite storm drainage system. Pavement areas should also be monitored for pollutants. Any large quantity of fluids such as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home Owner Association and the source determined, if possible, and removed from the site for maintenance or repair. Pavements should also be monitored for sediment coming from vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off the pavement, and the source of the soil found and repaired as discussed above. SOILS MAP 10' DIA. (3) 12" MULCH FILLED - EROSION CONTROL LOGS �- - 6" EXCAVATED KEYWAY V6" EXCAVATED KEYWAY /�p� 6" MULCH BOTTOM OVER GEOTEXTILE CAE/ /� 1CFEM WA MCPJT DETAIL WOVEN FABRIC NOT -TO -SCALE ,�., y _ - �� '- �� ` ' WEST 1443T SIREN _ _ 9v R L u r 11 d r . „WEST 136 Z-�� v 6 z, _.�! - W , co Z � - ;; o,� \ W. i ., w 11 h - , - \` • '/ , \ -T. wEVr- 31- aav r WEST 131STISTREI�I= � -` __ rte- ` ��11111111/1/�� ' 1 ,ate ��N. p. R I NE& ".,� � � --: �'. .. _\ - 11 I '� / I sl T• \S E i Q' • G R L VICINITY MAP = ��' °• No. 10200495 -0 '• STATE OF �` Q INSTALLATION SEQUENCE with 2 to 3 inch stone or mulch. STONE ENTRANCE 2. At a position downslope of the lot and upslope _..o-1'-_ / Runoff of the inlet, lay bags tightly in a row curving upslope from curb and away from inlet. � 10�, • ZNDIANP • �4e -F I--,-- imum of 3 feet into the street. ._'_1 4. For additional layers, overlap bags with the Gap between bogs acts as o spillway row beneath, and leave a one -bag gap in the mi ONA� SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. 5. Place bags in an arc around curb inlets that are in a sump position. SILT FENCE 6. Set up safety /traffic barriers to keep vehicles INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. from hitting bags, causing possible injury. 7. Inspect and repair as needed, and remove any accumulated sediments after every storm. AFFECTED PORTION IMMEDIATELY. %,,1� ``` n 11V-"- REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR IS CAUSING THE FABRIC TO BULGE. -- AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE. TOPSOIL STOCKPILE Q 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 0 AND SEDIMENTATION. LO °U I � z w \ Br Brookston - silt clay loom- a this soil i r s dark colored silt i n texture and on r Y Y de essional uplands. i It s deep and very poorly Y oo P P � Y a a � drained with moderate permeability. It has high available water for plant growth and high organic matter content. It has o v Cfl v7 z o N compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasonal IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP high water table, high potential frost action, moderate shrink -swell potential, moderate permeability and ponded surface water. TEMPORARY DIVERSIONS I INSPECT WEEKLY AND FOLLOWING EACH STORM EVENT. L0 REMOVE IM SED ENT FROM THE CHANNEL AND REINFORCE THE RIDGE AS NEEDED. Because of these engineering limitations this site will be constructed as follows. Cass Estates, being a single - family development within the jurisdiction of The City of Carmel and Hamilton County will have to abide by the current CHECK THE OUTLETS AN MA D KE NECESSARY REPAIR S IMMEDIATELY. Subdivision Control Ordinance. This ordinance requires that we have an artificially drained site and that the homes REMOVE SEDIMENT FROM TRAPS WHEN THEY ARE 50% FULL. within this development be well above the 100yr elevation of the proposed detention basins and therefore be protected WHEN THE WORK AREA HAS BEEN STABILIZED, REMOVE THE RIDGE, FILL THE CHANNEL TO BLEND WITH THE from flooding. All homes will be of slab type construction. In cases where a high water table is present special footings shall be constructed. All roads will have adequate sub -base. All sanitary sewers shall be public and therefore no septic NATURAL GROUND TEMP OR , REMOV E TE 0 ARY SLOPE DRAINS, AND STABILIZE ALL DISTURBED AREAS. ROCK DAM systems shall be allowed 1N5FECT THE ROCK DAM AND BASIN FOLLOWING EACH STORM EVENT. CrA Crosby ilt - - y loam, 0 3 percent slopes this soil is light colored, silty in texture and on sloping uplands. It is deep and somewhat REMOVE SEDIMENT WHEN IT ACCUMULATES TO HALF THE DESIGN VOLUME (MARKED BY STAKE) poorly drained with slow permeability. It has high available water for plant growth and medium organic matter content. The soil CHECK THE DAM AND ABUTMENTS FOR EROSION, PIPING, AND ROCK DISPLACEMENT, AND REPAIR IMMEDIATELY has compact till starting at a depth between 20 -40 inches. The main soil features that affect urban development uses are LC) , seasonal high water table, moderate shrink -swell potential, high potential frost action and slow permeability. IF THE BASIN DRAINS TO RAPIDLY FOLLOWING A STORM,(LESS THAN 6 HRS.), ADD INDOT CA NO. 5 GRAVEL ON Because of these engineering limitations this site will be constructed as follows. Cass Estates, being a single - family � development within the jurisdiction of The City of Carmel and Hamilton County will have to abide by the current ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED, a. REMOVE WATER AND Subdivision Control Ordinance. This ordinance requires that we have an artificially drained site and that the homes this N \ within development be well above the 100yr elevation of the proposed detention basins and therefore be protected TEMPORARY SEEDING from flooding. All homes will be of slab type construction. In cases where a high water table is present special footings shall be constructed. All roads will have adequate sub -base. All sanitary sewers shall be public and therefore no septic U-) systems shall be allowed SEED IF NECESSARY. 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 E LLJ with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has TOPDRESS FALL SEEDED WHEAT OR RYE SEEDINGS WITH 50 LBS. /ACRE OF NITROGEN IN FEBRUARY OR MARCH compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect urban development uses are PERMANENT SEEDING moderate potential frost action, moderate shrink -swell potential, moderately slow permeability, low strength and erosion during E construction. cl�_ W Because of these engineering limitations this site will be constructed as follows. The foundations and footings used U in this development shall be designed to include foundation drain tiles as to help prevent structural damage from PLAN TO ADD FERTILIZER THE FOLLOWING SEASON ACCORDING TO SOIL TEST RECOMMENDATIONS. shrinking and swelling and low strength. There will be no septic fields in this development. All roads will have adequate sub -base. REPAIR DAMAGED, BARE, OR SPARSE OR PATCHY, BY FILLING ANY GULLIES, RE- FERTILIZING, OVER - OR RE- 20' -0" MIN. WIDTH CONSTRUCTION ENTRANCE DETAIL NOT -TO -SCALE '+ .� �' , - . .• ` Exhlblt 3.25 -8. Forhyard and cross- secildn V1ews of a r"k check darn, ROCK CHECK DAM DETAIL NOT -TO -SCALE LINE WITH GEOTEXTILE WOVEN FABRIC #53 STONE o� z O O o� 6' MIN, E I O FUELING & VEHICLE MAINTENANCE AREA SECTION "Z " - "Z" NOT -TO -SCALE 1. Fill geotextile bags approximately half full INSTALLATION SEQUENCE with 2 to 3 inch stone or mulch. STONE ENTRANCE 2. At a position downslope of the lot and upslope _..o-1'-_ / Runoff of the inlet, lay bags tightly in a row curving upslope from curb and away from inlet. / 3. Overlap bags onto the curb and extend a min- I--,-- imum of 3 feet into the street. ._'_1 4. For additional layers, overlap bags with the Gap between bogs acts as o spillway row beneath, and leave a one -bag gap in the middle of the top row to serve as a spillway. SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. 5. Place bags in an arc around curb inlets that are in a sump position. SILT FENCE 6. Set up safety /traffic barriers to keep vehicles INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. from hitting bags, causing possible injury. 7. Inspect and repair as needed, and remove any accumulated sediments after every storm. AFFECTED PORTION IMMEDIATELY. CURB INLET PROTECTION DETAIL EROSION CONTROL NOTES NnT -T(1- rAI F EROSION CONTROL MEASURE INSTALLATION SEQUENCE MAINTENANCE STONE ENTRANCE PRIOR TO CLEARING 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 CLEARING 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 CLEARING. 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 CLEARING AND GRADING DETERMINE DEPTH AND SUITABILITY OF TOPSOIL AT THE SITE. (FOR HELP, CONTACT YOUR LOCAL SWCD OFFICE TO OBTAIN A COUNTY SOIL SURVEY REPORT OR CONSULT WITH A SOIL SCIENTIST.) PRIOR TO STRIPPING TOPSOIL, INSTALL ANY SITE- SPECIFIC DOWNSLOPE PRACTICES NEEDED TO CONTROL RUNOFF AND SEDIMENTATION. REMOVE THE SOIL MATERIAL NO DEEPER THAN WHAT THE COUNTY SOIL SURVEY DESCRIBES AS "SURFACE SOIL" (I.E., A OR AP HORIZON). STOCKPILE THE MATERIAL IN ACCESSIBLE LOCATIONS THAT NEITHER INTERFERE WITH OTHER CONSTRUCTION ACTIVITIES NOR BLOCK NATURAL DRAINAGE; AND INSTALL SILT FENCES, STRAW BALES, OR OTHER BARRIERS TO TRAP SEDIMENT (SEE EXHIBIT 3.02 -8). (SEVERAL SMALL PILES AROUND THE CONSTRUCTION SITE ARE USUALLY MORE EFFICIENT AND EASIER TO CONTAIN THAN ONE LARGE PILE.) IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP OR SURROUNDED BY A SEDIMENT BARRIER. TEMPORARY DIVERSIONS AFTER ROUGH GRADING INSPECT WEEKLY AND FOLLOWING EACH STORM EVENT. REMOVE IM SED ENT FROM THE CHANNEL AND REINFORCE THE RIDGE AS NEEDED. CHECK THE OUTLETS AN MA D KE NECESSARY REPAIR S 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 TEMP OR , REMOV E TE 0 ARY SLOPE DRAINS, AND STABILIZE ALL DISTURBED AREAS. ROCK DAM AFTER ROUGH GRADING 1N5FECT 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 NO. 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 -8 SHOWS ONLY WHEAT /RYE FALL SEEDED.) PERMANENT SEEDING AFTER FINISH GRADING INSPECT PERIODICALLY, ESPECIALLY STORM EVENTS, UNTIL THE STAND IS SUCCESSFULLY ESTABLISHED. (CHARACTERISTICS OF A SUCCESSFUL STAND INCLUDE: VIGOROUS DARK GREEN OR BLUISH -GREEN SEEDLINGS; UNIFORM DENSITY WITH NURSE PLANTS, LEGUMES, AND GRASSES WELL INTERMIXED; GREEN LEAVES; AND THE PERENNIALS REMAINING GREEN THROUGHOUT THE SUMMER, AT LEAST AT THE PLANT BASE.) PLAN TO ADD FERTILIZER THE FOLLOWING SEASON ACCORDING TO SOIL TEST RECOMMENDATIONS. REPAIR DAMAGED, BARE, OR SPARSE OR PATCHY, BY FILLING ANY GULLIES, RE- FERTILIZING, OVER - OR RE- SEEDING AND MULCHING AFTER RE- PREPARING THE SEEDBED. IF VEGETATION FAILS TO GROW, CONSIDER SOIL TESTING TO DETERMINE ACIDITY OR NUTRIENT DEFICIENCY PROBLEMS. (CONTACT YOUR SWCD OR COOPERATIVE EXTENSION OFFICE FOR ASSISTANCE.) IF ADDITIONAL FERTILIZATION IS NEEDED TO GET A SATISFACTORY STAND, DO SO ACCORDING TO SOIL TEST RECOMMENDATIONS. EROSION CONTROL MATTING AFTER FINISH GRADING DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET. IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF 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 (/) N,t [if k_'J i O L0 }- LLI M > d- =) 'r-,-" n in I 11 X Z Q Q LL J I M CID V I of LIJ Ld r\ LtJ I Z ° O 00 Z LL1 In V) Z LO I--" J a-) w 00 Z O r U Q Z Q 0 Z Li = V) E U) z J Q 0 Q z Q - W Q Z 0 0 CE Z �! LLI ZO W -3: :ft�: a- 0 E- Z Z IO O Q- /� U J V / -� W W 0 r n 0. y v' LL Q Q bi Z G [mm- J W W 0 12 I._ il:� V U SHEET NO. C304 JOB NO.48700S2 C so. � W D > 30 • e4Y 01 38 ml m I � / / r L ' I � m o I o I o 15' R.D.E. I + 41 4 6 N� + 15' R.D.E. co I � i I I CIA (n °i 39 I I o 1 ml I I of W 0 0 m C,41 OI0 m ` 40 \o. 0 i -- -------------- _...---- _- ...___.v_._v__. .. ------ D = 52'49' 13" R= 150.00' L= 138.28' T=74.49' POI RCURV 'RE STA. 7 +6 415 30 � RO ao Q Im 37 III II °I � lol POINT OF TANGENCY, � STA. 4+68.71 35 0\ i 402 TR L09 O' 41 OINi' OF CU NATURE �.2 +79.17 34 \ CURVE DA' \\ D =28 °25'18" , �-°o 410\ 9 ,• os \ • `906, \ POINT OF TANGENCY0. VAR. D.U. &S.S.E.& STA. 1-I -70.28 L.M.A.E. LAKE #3 _¢.INTERSECTION N.P.= 903.30 STA. 0 +00 E STA. 1 +32.42 N &S 2 YEAR ELEV.= 907.00 CURVE DATA 30 ., R 10 YEAR ELEV.= 907.30 D =42 °52'55" EX. 100 YEAR ELEV. -907.74 R= 150.00' 401 BOTTOM ELEV.-895.,30 L= 58.91'' •. T= 58.91' 404 7i .E U 01 Ln t� 0 Ln 0 0 N O 9 W 6 0 �r U rn N V) O O N co i R= 150.00 ` L= 74.41' _ VAR. D.U. &S.S.E.& L.M.A. E. 424 � 15' D. E. 33 POINT OF TANGEN STA. 1+00.69 25' B. L. 20' D. &U.E. LOW POINT ELEV = 908.12 LOW POINT STA = 0 +15.06 PVI STA = 0 +15 PVI ELEV = 907.97 A.D. = 3.00 K = 13.34 92( 0 0 I m 91C e z A i U, w P. 0.60% L.P. 0. % GRD.CHG. DIAL DATUM ELEV 1 +0 .69 1 +50 1 +63.73 2 +00 2 +28.70 2 +50 895.00 50 _ N \ \ o LTR \ POINT OF-CM o 710 \ 2 5' B, L. ST . 0 +26.29 o P NT OF CURVA RE •' �NDIANP ' ��� ` ST .0 +58.02 I 43 I I ' 44 o POP N C)wl 0 W n o F I O� I i I� I o 406 407 I 30 R.D.E. °01 � 0�) 0 0 I 0 405 �i STA. 0 +00 m � m � IN z Z Q� Q� o m 0 oN w o Ln ro 40 I Ln I F= I 1 cnZ cn 00 Z O Un o' � �. c/) I o 0 L 8 I 1 I I 4� 1 + 41 I + I cp I 50' W I 30• -B 1 1 JRVE DATA D= 43'26'20" R= 250.00' L= 189.54' T=99.59' \ 42 402 TR L09 O' 41 OINi' OF CU NATURE �.2 +79.17 34 \ CURVE DA' \\ D =28 °25'18" , �-°o 410\ 9 ,• os \ • `906, \ POINT OF TANGENCY0. VAR. D.U. &S.S.E.& STA. 1-I -70.28 L.M.A.E. LAKE #3 _¢.INTERSECTION N.P.= 903.30 STA. 0 +00 E STA. 1 +32.42 N &S 2 YEAR ELEV.= 907.00 CURVE DATA 30 ., R 10 YEAR ELEV.= 907.30 D =42 °52'55" EX. 100 YEAR ELEV. -907.74 R= 150.00' 401 BOTTOM ELEV.-895.,30 L= 58.91'' •. T= 58.91' 404 7i .E U 01 Ln t� 0 Ln 0 0 N O 9 W 6 0 �r U rn N V) O O N co i R= 150.00 ` L= 74.41' _ VAR. D.U. &S.S.E.& L.M.A. E. 424 � 15' D. E. 33 POINT OF TANGEN STA. 1+00.69 25' B. L. 20' D. &U.E. LOW POINT ELEV = 908.12 LOW POINT STA = 0 +15.06 PVI STA = 0 +15 PVI ELEV = 907.97 A.D. = 3.00 K = 13.34 92( 0 0 I m 91C e z A i U, w P. 0.60% L.P. 0. % GRD.CHG. DIAL DATUM ELEV 1 +0 .69 1 +50 1 +63.73 2 +00 2 +28.70 2 +50 895.00 50 _ N \ \ o LTR \ POINT OF-CM 20' D.U. &S.S.E. - 710 \ 2 5' B, L. ST . 0 +26.29 o P NT OF CURVA RE •' �NDIANP ' ��� ` ST .0 +58.02 I 43 I I ' 44 o POP N 0 I 0 W n o F I O� I c of I m I� I o 406 407 I 30 R.D.E. 30' D. E. � 0�) 0 0 0 405 BEGIN CONSTRUC11ON STA. 0 +00 C HIGH POINT ELEV = 909.64 HIGH POINT STA = 1 +40.98 PVI STA = 1 +32.43 PVI ELEV = 909.73 A.D. _ -2.09 K = 19.10 LOW POINT ELEV = 908.85 LOW POINT STA = 2 +89.17 PVI STA = 2 +89.18 PVI ELEV = 908.79 A.D. = 1.20 K = 33.34 SCALE: 1"=50' HOR_ HIGH POINT ELEV = 910.97 HIGH POINT STA = 4 +98.94 PVI STA = 4 +92.26 PVI ELEV = 911.05 A.D. _ -1.80 K = 22.20 LOW POINT ELEV = 909.91 LOW POINT STA = 6 +92.26 PVI STA = 6 +92.26 PVI ELEV = 909.85 A.D. = 1.20 m Z O cn w 0_ SCALE: 1"= 50' N ` .�. ���.�`` O R I NE& �• 0 ��. . ..:........... o Y Q N 10200495 \ Ln _= " 'o • STATE OF '0, •' �NDIANP ' ��� ` w �/1 /1111111111` X w U Z < Q LL- Q � 0�) 0 � I ui N m � m � z Z Q� Q� o m N ^II oN w o Ln ro Z Ln SCALE: 1"= 50' N ` .�. ���.�`` O R I NE& �• 0 ��. . ..:........... o = No. N 10200495 \ Ln _= " 'o • STATE OF '0, •' �NDIANP ' ��� ` o �/1 /1111111111` X w U • -- . i -w TTJV J-ruu 3+3u V +UU 6 +50 7 +00 7 +50 8 +00 920 a�41 89.5.00 i (n N Q z a 0 0-) ° W > cr 0-) "t 00 X Z < Q LL- � 0�) cD � I ui N W I z Qj O C� 00 Z w o Ln ro Z F= I V) 00 Z O Un o' LLI �. c/) LL Q z Q D Q Z cn a J � LL- O W cr- ZO C�3 01-- z Z< Q O a wW W Q W J ry I- W (n 2 w Q SHEET NO. C400 JOB N0. 4870O52 92C • e 8" WATERLI C C c U 0PIC 0 U_ L C C L LOW POINT ELEV = 908.47 HIGH POINT ELEV = 910.40 LOW POINT ELEV = 909.21 HIGH POINT ELEV = 911.89 LOW POINT STA = 1 +63.73 HIGH POINT STA = 4 +40.73 LOW POINT STA = 6 +58.32 HIGH POINT STA = 9 +24.94 PVI STA = 1+63.70 PVI STA = 4 +37.87 PVI STA = 6 +58.34 PVI STA = 9 +18.34 PVI ELEV = 908.41 PVI ELEV = 910.47 PVI ELEV = 909.15 PVI ELEV = 911.97 A.D. = 1.20 A.D. _ -1.40 A.D. = 1.20 Q K = 33.28 K = 28.63 K = 33.37 A.D. _ -1.80 40' vc � 40 VC SCALE: 1 " =50' HOR. K = 22.17 Irn` 4o vc 1 " =5' VERT. 40' VC 0 +00 0 +50 00 M Ln 9 Ln O O N Ln 9 _ 0 Lu 4 O U rn N O O n co i I +uu I +5u DI 2 +UU 2 +5U 5 +uu AMOND 15 +50 4 +00 4 +50 LAKE D1 D= 43'26'20" R= 250.00' L= 189.54' T= 99.59' 42 402 \ o \ t) \ LTR 09 �. \o� Y ''• VAR. D.U. &S. S.E.& POINT OF TANGENC L.M.A.E. STA. 1+'70.28 LAKE #3 I INTERSEC110N N.P.= 903.30 STA. 0 +00 E STA. 1 +32.42 N &S 2 YEAR ELEV.= 907.00 CURVE DATA 10 YEAR ELEV.= 907.30 D= 42'52'55" D_X. 100 YEAR ELEV.-907.74 R= 150.00' X01 BOTTOM ELEV.= 895.30 L= 112.26' T= 58.91' (40 BEGIN CONSTRUCTION STA. 0 +00 _ ' 920 DATUM ELEV / / / /, R o / / -5o / 0000 / I0-) N 0) 4 10 BO c r m z O V) W Of z Z Q LL O Ln I z Z a a' 00 M ^ I ` nD V ) W Z Q LL_ J Q Irn` I v 1 0 V LLJ I LAJ Ln LLJ Lo Z z Y II a r\ D O V �\ Ld C� n Z 0 F=- Ln J � co 00 Z O cf) U � O O cl, 00 o0 + p `- h N N I\ r7 n � O 00 6 00 o II 0 U + O rn O rn > W > m W cn W U W > > m w w m Ll m W > a 8 - 60% .60% - EXISTING GRADE 0.60 E N o 00 N o co + + + r- 15" R.C.P. 8 " R.C. + Q N Q 904.4 ¢ I V. =90 .10 U) < o W W W (n a D Q (n H Q F- Q Q U Z W 0 0� Lu Z D D D Z 0 Q U U U Q z U 0O LL_ O Li 2 U N rn co p N F- C-4 00 O O W i i- z_ < O 0' O O O O O O 6 O f m W0) a- o) rn am O Of r7 L0 04 Cn p O O n � _... F_ r- '. . O O T/ O .._. 0') O ,..000 00 00 00 .. 00 M , -.. MMM0) . N 00 T . -. � N tN .. T ' 91 V/ Or T T T ..- I VT , / / 1 V1 . .CD : i CD 0 +00 0 +50 00 M Ln 9 Ln O O N Ln 9 _ 0 Lu 4 O U rn N O O n co i I +uu I +5u DI 2 +UU 2 +5U 5 +uu AMOND 15 +50 4 +00 4 +50 LAKE D1 D= 43'26'20" R= 250.00' L= 189.54' T= 99.59' 42 402 \ o \ t) \ LTR 09 �. \o� Y ''• VAR. D.U. &S. S.E.& POINT OF TANGENC L.M.A.E. STA. 1+'70.28 LAKE #3 I INTERSEC110N N.P.= 903.30 STA. 0 +00 E STA. 1 +32.42 N &S 2 YEAR ELEV.= 907.00 CURVE DATA 10 YEAR ELEV.= 907.30 D= 42'52'55" D_X. 100 YEAR ELEV.-907.74 R= 150.00' X01 BOTTOM ELEV.= 895.30 L= 112.26' T= 58.91' (40 BEGIN CONSTRUCTION STA. 0 +00 _ ' 920 DATUM ELEV / / / /, R o / / -5o / 0000 / I0-) N 0) 4 10 BO c r m z O V) W Of Lo O N Ln 0 Li Li 0 N z Z Q LL O Ln I z Z a a' 00 M ^ I ` nD V ) W Z Q LL_ J Q Irn` I v 1 0 V LLJ I LAJ Ln LLJ Lo Z z Y II a r\ D U m V �\ Ld C� Lo O N Ln 0 Li Li 0 N z Z Q LL O Ln I z Z L`LJ / N Of a' 00 M ^ I ` nD V ) Z Q LL_ J Irn` I v 1 V LLJ I LAJ LLJ Z 0 C7 00 Z Ld C� n Z 0 F=- Ln J � co 00 Z O cf) U � _ Q Z Q D Q Z V / Q W 0 J of LL. O W Ir. zo C�3 OO I- Z Z F-0 Q (of) 0 0- W W I- Y � W Q W J � W (n 2 J W Q U SHEET N0. C401 JOB NO. 48700S2 *-i vi c .E E U CL 00 Ln Ln ;4 Ln 0 0 N 01 LA O 9 C� 0 z O w ce w F- z N O U i rn i N V) O O n co d' a tri c .E E Q M Ln N Ln O Ln O O N G% Ln 0 0 J J Z O u U - U- LL H M O U i O i N U) O O n O vi 15' R.D.E. i U. &S.S.E.& .A.E. O' P� J I I < so LJ D I 3�, o I 38 m ' VAR. D.U. &S.S.E.& I —I 15' R.D.E. L.M.A.E. o R.E —I 15' R.D.E. 39 Id I I I I c u 37 I iT, I W I I INSTALL SPE I r-I U I LIMIT SIGN 0 I p i F I 1 0 I II N I I mI 40 r z I I I IN I m1 36 I I I I II TALL SPEED I m 1 I LI IT SIGN I I C4 0 c,� O I alm �I �Aa \'F 3pT R 41 42 • • • VAR. D.U. &S.S.E.& L.M.A.E. 25 \ I I 35 ° I co 50 I \ mss. � 9 ° s i INSTA IIA!— I S EE I O N C ( r ice# .k, 1 ^� r AUa -•._ ASS Y t_r MiN, zzT z ,;v ALU E " i 'A ER a.�..v s#..Dr.: SEC. �" It :CT,,11: . «.,!:DER W,' i rr? S S 1 Ills s 1111 t i'z�}i S: i F t i t ;-'r' vide F. :PE �. $�! ;!� . t :P ,.�Z. ... •.. ...... :V3 b '1 u_.. �� e • / 4:r CC �. F ivc*.,.., e:,.: in;...a r.._ _, .:r .,�y g;_:.,_. be.:rs.w'?• . ._ saee, rc� +_ a.� 5osl >. SUBDIVISION STREET NAME SIGNS 3 SCALE. tdAR:n if II If 1� I Chc ° :E G 1' U,.. ' MINOR CROSSROAD URBAN INTERSECTION CURBED W SECTION —i CURBED � SEC 1'ON t i 0 4y; ,:t'.rmat;c M__ ,e ,ound in tf ,e , . cna �'on" 7raff,c Cv)1 _ SUBDIVISION SIGN PLACEMENT 27 STOP SIGN 25 N I N I WI c 15' D. E. r m o 33 32 31 T SIGN 25' B. L. I I I 28 I I INSTALL SPEE LIMIT SIGN I F ( I N I � O � I 0 o 29 r*i I c N � ci J VAR. D.U. &S.S.E.& rl L.M.A.E. ' ' � 30. R.D•E• R F\ INSTALL END OF ROAD MARKER 50' 15' R.D.E. 54 STOP SIGN 25 N I N YI ELD SIGN Ui OOO 15' D. E. IO 15' D. E. J 33 32 31 T SIGN 25' B. L. INSTALL- S PEED UM 25' B. L. 53 20' D. &U.E.ITI W En 20' D. &U.E. l0 44 45 46 N INSTALL END OF ROAD MARKER 50' 15' R.D.E. 54 STOP SIGN 25 N I N YI ELD SIGN Ui OOO 20' D.U. &S.S.E. IO _ WSTAtL J 25' B. L. �- LIMIT SIGN T SIGN I ° cn 53 c W 43 I l0 44 45 46 1 N 0 Lam. I m I � Ln w\ J elf �I ^II r oN 2 m J W 30' R.D.E. I 30' D.E. 30 D. E. INSTALL END OF ROAD MARKER 50' 15' R.D.E. 54 �I I �u m I I � 52 INSTALL SPEED 25 I LIMIT SIGN l N I\ OI � IN \ 5, m 50 S EET SIGI' 30 I I / 49 48 47 1 / ST MP Sign, (Rl -1' FF, 30 x 30" N -4 ty x 0 R1-3 12 x 6' wELJ �,gn (h -2) YlELO ;e SP-- D LIMIT S`,;, ^s 'R2 -1 SPEED LIMIT K2 -; 24• x 25: K i S: ...!S s::«:. t... „ i *i.,i. 1' .'S F.',;'i ems ; f _ .l.ig ': r� �.•.... Fer I,tiGi�T �.�rtl_i.•t �t'1Friii[ t ��:91E_ 2 j Ai sig . Lri': t:';;(,Ti Fri::; . .. „•.;Zir.f 4�L..:!�. TYPICAL SUBDIVISION REGULATORY SIGNS I � O it 64�I -1 z D i �I 0 J N z m N z C) D m ROPOSED 70' 1/2 R/W p m X11 PROPOSED 70' 1/2 R/W ?alNim tk2 C� :J.51Z]7 C1 NWL SGN A.ST FEH STA440 S'EZS ---- ><G SCS.1�(n 0 v S Q.�Eiri .� iP3ici:tCA '- / 0 0 0 0 i 0 of i I I WvP4CM E.S;.tiF1LL l I I .III ILLI i. t.ino ;9; red ce'le.t:r :re to �e To nied s}fn: :ncOy oa al 13 —iic^ dicrnor.c red poi!]. 2. T =•free (3j' Ecd— of —Pc"' rr,r kers ore io ze placed o` Fui Irr_ctlon. Uerxers are to be set e:evy cross bi wid:h of the roc . END L1i ts�;.j LEGEND STOP STOP SIGN 25 25 M.P.H. SIGN I N YI ELD SIGN STREET NAME SIGN OOO END ROADWAY MARKERS IO J �- N 770 ° cn 53 c W O Q� cn r 1 N 0 Lam. I m I � Ln w\ �I I �u m I I � 52 INSTALL SPEED 25 I LIMIT SIGN l N I\ OI � IN \ 5, m 50 S EET SIGI' 30 I I / 49 48 47 1 / ST MP Sign, (Rl -1' FF, 30 x 30" N -4 ty x 0 R1-3 12 x 6' wELJ �,gn (h -2) YlELO ;e SP-- D LIMIT S`,;, ^s 'R2 -1 SPEED LIMIT K2 -; 24• x 25: K i S: ...!S s::«:. t... „ i *i.,i. 1' .'S F.',;'i ems ; f _ .l.ig ': r� �.•.... Fer I,tiGi�T �.�rtl_i.•t �t'1Friii[ t ��:91E_ 2 j Ai sig . Lri': t:';;(,Ti Fri::; . .. „•.;Zir.f 4�L..:!�. TYPICAL SUBDIVISION REGULATORY SIGNS I � O it 64�I -1 z D i �I 0 J N z m N z C) D m ROPOSED 70' 1/2 R/W p m X11 PROPOSED 70' 1/2 R/W ?alNim tk2 C� :J.51Z]7 C1 NWL SGN A.ST FEH STA440 S'EZS ---- ><G SCS.1�(n 0 v S Q.�Eiri .� iP3ici:tCA '- / 0 0 0 0 i 0 of i I I WvP4CM E.S;.tiF1LL l I I .III ILLI i. t.ino ;9; red ce'le.t:r :re to �e To nied s}fn: :ncOy oa al 13 —iic^ dicrnor.c red poi!]. 2. T =•free (3j' Ecd— of —Pc"' rr,r kers ore io ze placed o` Fui Irr_ctlon. Uerxers are to be set e:evy cross bi wid:h of the roc . END L1i ts�;.j LEGEND STOP STOP SIGN 25 25 M.P.H. SIGN 0 YI ELD SIGN STREET NAME SIGN OOO END ROADWAY MARKERS NOTE: TRAFFIC CONTROL DEVICES SHALL BE INSTALLED BY THE CITY OF CARMEL STREET DEPARTMENT. NOTE: ALL TRAFFIC MAINTENANCE MUST BE IN COMPLIANCE WITH THE INDIANA MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (M.U.T.C.D.). m Z O W z 0') Q O LO °z W Z Q Q LL J Q0 � I cr 00 W II _Z O 00 Z i W UI d) Z 0-) F- J v 00 Z to O w U c/) Q Z Q D Q Z Y 0 J �- Q 770 � OIL ~ z W Q O Q� U cn U 0 Lam. m U m af � Ln w\ J elf m ^II r oN 2 J W Q U SCALE: 1 "= 60' % ``1111111111111 /I�,// = No. O 10200495 - - •' � N -o STATE OF n Ln DIM ��'�•, 8/6NAL \1 ���1111111It1 W \1 \ LL_ Ld U z 0') Q O LO °z W Z Q Q LL J Q0 � I cr 00 W II _Z O 00 Z i W UI d) Z 0-) F- J v 00 Z to O w U c/) SHEET N0. C403 X06 NO. 48700S2 Q Z Q D Q Z 0 J �- W 770 � OIL ~ z Z ~O O Q� U cn U W� Lam. Y L� Q Q J elf W 2 J W Q U SHEET N0. C403 X06 NO. 48700S2 I� i� I� I� i I0i .E a 0 0 0 Ln 0 0 N Ln 0 9 D Z a O 0 Ln 0 N M 0 0 r\ 00 910 M O D! F- J W J O O O 2 O <O M �Q .I U W U F- 00 O O O O r` r` r` r J 00 0 O '- cD N N O O J co bj 00 Uj 00 (D O W Oro OUn0) Or`0) » f SCALE. 1 50 HOR. 0—M ZQ „ zQ 11 _ ff zQ I, 1 =5 VERT. ZQ 11 M(nF- :2Cn :20E- \ S \F. � \I / / / / 00wo / w U Q Y of Q 89 L.F. 0.45% 8" S.D.R. 35 P.V.C. 902.10 171 L.F. 0.45% 8" S.D.R. 35 P.V.C. 902.20 F- "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1-317-571-2648 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) 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 ALL CONSTRUCTION. M v7 Z O_ V) W CIL 0 N u7 W_ L.� F- ry W U z Q 0 Ln }- I — w 00 of _ z Q Q V) I of LU w Z 0 0 C� 00 Z W Ln Z 0-) F- L? J w 00 Z 0 Lj w LL- U � � Q Z !^ Q V / W � z J Q IL- O O ry ry a. w D �0 Z OI- Q � Z ZQ QO � V)U � wW >- Nee U) ry < Q J �— W Z = Q F— Q SHEET N0. C500 JOB NO. 48700S2 Y of Q w F- Q 0 L0 M U m m w � w\ o Y m vii u7 0 N u7 W_ L.� F- ry W U z Q 0 Ln }- I — w 00 of _ z Q Q V) I of LU w Z 0 0 C� 00 Z W Ln Z 0-) F- L? J w 00 Z 0 Lj w LL- U � � Q Z !^ Q V / W � z J Q IL- O O ry ry a. w D �0 Z OI- Q � Z ZQ QO � V)U � wW >- Nee U) ry < Q J �— W Z = Q F— Q SHEET N0. C500 JOB NO. 48700S2 vi a rn in Ln 0 0 N M in 9 Q in 4 0 in U i rn -o N O 0 79 L.F. -6" Ln ° cr WYE & LAT. co RO STA. 0 +89 ' M I M.F.F.= 913.20 28 79 L.F. -6" WYE & LAT. STA. 1+81 M.F.F.= 913.20 29 o Cn 80 L.F. -6" k4_ o WYE & LAT. r-9 STA. 2 +71 c M.F.F.= 912.10 c m 50' �R/W O n x I I 52 11 L.F. -6" I WYE & LAT. STA. 1+43 I M.F.F.= 913.30 0 51 0 o I 10 L.F. -6" c WYE & LAT. STA. 2 +38 Cn M.F.F.= 912.90 �I M yz E DX4 I I Ui Q z a 0 N Y 0_ Q I W > PM w vI 0 M .2, .h 8 / 423 � I • I I I 70 MANHQLE 70 R ' STA.- 2 +90 50 o 15 L.F. -6 rn a \ \ I I WYE & LAT. I . STA. 2 +83 !�\ M.F.F.= 911.50 I 0 o / F• \ a-) \ 421 — — 15' R.D.E. I \ - o \ rn I 4 30 / 422 / • : 20 63 L.F. -6" WYE & LAT. 15' R D E — 1 STA. 1+14 � � / M.F.F.= 911.90 49 LAT. / 16 L.F. -6" I • +02 / / WYE & LAT. 911.90 STA. 1 +64 LrR so 713 M.F.F.= 911.30 I ' B. L. STA. 14+09 / • :U.E. 920 900 a w J 000 =0 Q O XF-U w(!)H SCALE: 1"=50' HOR. 1 "= 5' VER T. PROPOSED GRADE EXISTING GRADE 290 L.F. 0.45% 901 89 901.99 CONTRACTOR SHALL VERIFY INVERT PRIOR TO CONSTRUCTION 8" S.D.R. 35 P.V.C. 425 EX. VAR. D.U. &S.S.E.& L.M.A.E. r- O r- o' ~ O J O U) J + O O N Z Q < U M U 920 910 900 I N IZ D V N Cn 0 i-9 �m IIP �I M I� >_ i V) z 0 U) LL) o' SCALE: 1 "= 50' 'ROPOSED 70' 1/2 `n R /W p %%` 0,R I N&y��'' %� � M Ln No. 0 - 10200495 D STATE OF = w .� NOTE: ALL SANITARY SEWER LATERALS THAT CROSS THE STREET MUST BE BACKFILLED WITH FULL DEPTH GRANULAR BACK- FILL THAT IS MECHANICALLY PACKED. "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1-317-571-2648 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) 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 ALL CONSTRUCTION. Q z a 0 °z Y 0_ Q I W > w V 0 X H Z < Q U7 M C) m ct� Lj O w\ I Q ~ om (-D V) Z ! w o LC) SCALE: 1 "= 50' 'ROPOSED 70' 1/2 `n R /W p %%` 0,R I N&y��'' %� � M Ln No. 0 - 10200495 D STATE OF = w .� NOTE: ALL SANITARY SEWER LATERALS THAT CROSS THE STREET MUST BE BACKFILLED WITH FULL DEPTH GRANULAR BACK- FILL THAT IS MECHANICALLY PACKED. "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1-317-571-2648 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) 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 ALL CONSTRUCTION. Q Z ,^ Q V / C) W � Z J Q 0 O ry ry n w 7F D �0 Z OI- Q f— Z Za QO J �U � WW � YC/) � J Q �— W Z = Q� J LLj Q U SHEET NO. C501 JOB NO. 48700S2 Q z a 0 °z � I W > V 0 X Z < � af Ld I ao N W I _Z ° O (-D 00 Z ! w o LO Z LO I J 0-) 00 Z 0 cn � 0 w V) E Q Z ,^ Q V / C) W � Z J Q 0 O ry ry n w 7F D �0 Z OI- Q f— Z Za QO J �U � WW � YC/) � J Q �— W Z = Q� J LLj Q U SHEET NO. C501 JOB NO. 48700S2 U) .E a 0 M O N Ln 0 0 N 0) Ln 9 U 6 0 �o U Us .o N U0 O 0 00 vi 920 910 900 gut 900 PROPOSED GRA 0 `t O O Co 0) 0 w 0 9033 64 L.F. N.P.= 903.30 O F_ O Z O� � �j0't � WOIt wpo°a W0� -per WF-p (If SCALE. 1 5 H JOC6 JroC6 _j LO SCALE. 1 =50 HOR. o °Q II U ° zoQ 1 " =5' VERT. O m . II D� W II D�� p� II 1 =5 VERT. Q�� Q � 011 1.- Z Uw(n U(nl- > I U(l)H > - (fit- PROPOSED GRA EX E STING GRADE fl- 0) O w 0 9033 64 L.F. N.P.= 903.30 O 2.65% 12" R.C.P. Y ~ C,4 wNN wO0 910 910 FULL DEP' GRANULAF 6" SUBSL 900 900 910 3 (W) 5 (E) 900 920 Mull •�U, It 0 E O fl- 0) O w O O O Y ~ C,4 wNN wO0 Z +� d °°' Q 0 U.1 F- p J�� O J�O z wO00 J Ji�- z+OO JO- Z +p Z+Op Z +p 0 WU+ 0N° °°' � oI PR POSED GRADE ��'' ZnQ OZ t- m Of II Dt-� ro II 11 �Q DF-U o II 0_Q <i-- 0 .11 0_Q f$ > <t-�. 1 =5 VERT. II .11 af< Qt-�' Q UWUn EXISTING GRAD UUnF_ >- cnF- >- cnt- >_ cnF QLd0 LO U' (-D 905.15 18" MIN H 905.06 BACKFILL u7 130 L.F. 0.65% N.P.= 904.10 rLO 18" R.C.P. 904.3 ~ GRANULAR BACKFILL 8" WATERLINE 30 L.F. 904.38 _ o 903.53 0.30% Z 0 18" R.C.P. FACE DRAIN 30 L.F. w INV. =903. 0.30% O INV. =903. 5" R.C.P. 8" S.D.R. 35 P.V.C. INV.= 900.71 /7777��l IF 125 L.F. 0.10% 18" R.C.P. 193 L.F. 0.10% 18" R.C.P. 910 3 (W) 5 (E) 900 920 Mull •�U, It 0 U0 O fl- 0) O o0 O O O - ~ C,4 wNN wO0 Z +� d °°' Z +0) 0 oN� " 0 U.1 F- p J�� O J�O z wO00 Ww+ Ji�- z+OO JO- Z +p Z+Op Z +p Z+'O WU+ 0N° °°' � -N°' SCALE: 1 " =50' HOR. 0 ��'' ZnQ OZ t- m Of II Dt-� ro II 11 �Q DF-U o II 0_Q <i-- 0 .11 0_Q f$ > <t-�. 1 =5 VERT. II .11 af< Qt-�' U z0Q OzF- UWUn UU)F - - UUnF_ >- cnF- >- cnt- >_ cnF QLd0 OPC )' 1 R /V SCALE: 1 "= 50' .GVST, •- T� . No. = 10200495 -o • STATE OF ' � E � C14 M N C14 N O C4 °z Y 0' Q 0 W00 W1,0 ~ C,4 wNN ZO Z +� d °°' Z +0) 0 oN� " Jrl� Z+0 JOc Z +0 ��' WF-00 �U WW + FULL DEPTH to SCALE: 1 =50' HOR. PROPOSED GRADE QO Z Q�� Q<� 1 " =5' VERT. mM� II Q �F� m II Q Dt-, U o °� 3: _ -. � 155 L.F. 0.30% 15" R.C.P. o � 186 L.F. NOTE: ALL CASTINGS SHALL BE LABELED "DUMP NO WASTE- DRAINS TO WATERWAY ". "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1-317-571-2648 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) 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 ALL CONSTRUCTION. 91 9 >_ i z O w of N � Q z w LO °z Y 0' Q 0 W w N> Of W cD Y w W O OO I- z EXISTING GRADE FULL DEPTH to 0-1 U PROPOSED GRADE QO Z a GRANULAR BACKFILL Q Q Q ww 3: _ -. � 155 L.F. 0.30% 15" R.C.P. o � 186 L.F. J � 217 L. F. 0.30% 12" R.C.P. in 906.27 mm J� 0.51% 21" R.C.P. I � I- 0 905.62 905.62 905.15 LO a' (-D 905.15 18" MIN 905.06 905.06 Lv u7 904.1 N.P.= 904.10 rLO 6" SUBSURFACE DRAIN ~ GRANULAR BACKFILL 8" WATERLINE 30 L.F. _ o w 0.30% Z 0 vi a- U 8" R.C.P w � NOTE: ALL CASTINGS SHALL BE LABELED "DUMP NO WASTE- DRAINS TO WATERWAY ". "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1-317-571-2648 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) 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 ALL CONSTRUCTION. 91 9 >_ i z O w of N � Q z 0 LO °z Y 0' Q LLJ W w N> Of W D (\ OO I- z F- 0 X QO Z a Q Q w ww 3: Yco Q J Y J � EXISTING GRADE in mm J� U-1 I � I- 0 PROPOSED GRADE ~ � LO a' (-D 00 Z Lv u7 FULL DEPTH o rLO ~ GRANULAR BACKFILL J o') o w 00 Z 0 vi a- U J w � /7777��l IF 125 L.F. 0.10% 18" R.C.P. 193 L.F. 0.10% 18" R.C.P. 237 L.F. 0.10% 18" R.C.P. 131 L.F. 0.11% 18" R.C.P. 03.30 903.37 903.37 903.4 903.40 903.53 903.53 903.72 903.72 903.96 903.96 904.1 N.P.= 904.10 N.P.= 903.30 - 18" MIN 18" R.C.P. INV.= 903.53 6" SUBSURFACE DRAIN 8" WATERLINE 72 L.F. 30 L.F. 0.10% 0.10% 18" R.C.P. 8" R.C.P NOTE: ALL CASTINGS SHALL BE LABELED "DUMP NO WASTE- DRAINS TO WATERWAY ". "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1-317-571-2648 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) 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 ALL CONSTRUCTION. 91 9 >_ i z O w of 0 N u7 _W L.� W U (n Cr N � Q z 0 LO °z Y 0' Q LLJ CY) 00 w N> Of W D (\ OO I- V) F- 0 X QO Z a CE Q w ww 3: Yco Q (n J � O in mm J� W\ I � I- 0 Q ~ � LO C\4 (-D 00 Z Lv u7 0 N u7 _W L.� W U (n Cr N � Q z 0 LO °z 00 LLJ CY) 00 w N> Of ZO D (\ OO I- V) 0 X QO Z a CE J w ww 3: Yco Q (n J � O OJ V) Iy W I � I- 0 L,J I O (-D 00 Z Lv o rLO _Z J o') w 00 Z 0 vi a- U �- n w � SHEET NO. C6001 JOB NO. 48700S2 Q Z Q W J D Z LL. < 00 w C ZO 3:3: Z OO I- Z (I- QO CE w ww 3: Yco Q (n J � W OJ LLj 0 Q SHEET NO. C6001 JOB NO. 48700S2 En C .E E O U Y a d- 0 N Ln O O N 01 Ln O 9 C� 1- O t0 i cm i N U) O O n co i .E V a 0 N In 0 0 N iLn O� 0 co J v a cn N O ko U N 0 0 00 12 AR. U. &S.S.E.& / A.E. JP / / J' 75' so, D 3p. °I 38 I o 11 L.F. -4" LAT. STA. 06 +97 r `� M I 15' R.D.E. 15' R. D. E. 75' I C4 01 39 I mI 11 L.F. -4" LAT. STA. 06 +87 w 01 0 fTl I C,41 of0 ml �\ I r --1 I I 0 75' rn m cn U� N O I 40 1P I z 11 L.F. -4" LAT. I �- 1 m STA. 05 +07 � 75' 41 11 L.F. -4" LAT. STA. 04 +97 \°� \ \ F� 75 42 11 L.F. -4" LAT. STA. 04 +02 i i VAR. D.U. &S.S.E.& L.M.A. E. 30, D E N � °l �0 C I Cn 37 I� `T' I co11 L.F.-4" LAT. STA. 05 +91 I I I °II 75, I I II 36 I 11 L.F. -4" LAT. STA. 05 +81 I I I 75' I �\ I I l 35 °1 I 50' w I ' N 11 L.F.-4" LAT. 30 -e STA. 04 +57 ` I \ \ ,/� \ °a io \ ICIA \ Al \ \ \\ \ IN `90 . \ '•• VAR. D.U. &S.S.E.& \ \ L. M. A. E. \ • LAKE #3 N.P.= 903.30 \ 2 YEAR ELEV.-907.00 3o.,R 10 YEAR ELEV.= 907.30 100 YEAR ELEV.= 907.74 BOTTOM ELEV.= 895.30 • • see— II i i i i i CA i ii NOTE: THIS SHEET SHOULD BE USED ONLY FOR SUMP PUMP CONNECTION LOCATION. 27 N � o IR. U1 T 11 L.F.-4" LAT. a, C: IP STA. 09 +05 Fri I I 75' I I I I I 28 I I 11 L.F. -4" . STA. 08 +95 I I 75' 1 O i o 29 0 I!T' 12 L.F. 4" LAT. 1 c N M STA. 06 +57 �' I J � 75' r i VAR. D.U. &S.S.E.& \ L.M.A. E. � 3p R• � R It-- 74' 15 D.E. 75' Q z Q 15' D. E. 71' ( 75' W N> I..L Y Q✓ Q Q Q 34 33 J 32 LLI 31 11 L.F. -4" LAT. 11 L.F. -4" LAT. 11 L.F. -4" LAT. J J 11 L.F. -4" LAT.`" - STA. 01+22 STA. 01+32 � Ld STA. 03 +12 STA. 03 +22 I 25' B. L. _Z 0 25' B. L. 00 u 7 No. — _ 10200495 = 20' D. &U.E. r m 20' D. &U.E. _� — --- - - - - -- DIAL W o 20' D.U. &S.S.E. 25' B. L. I 43 N o 44 Qn o 11 L.F. -4" LAT. P 11 L.F. -4 LAT. STA. 01+59 - STA. 01 +69 0 IW :Z7 O 72' F11 75' 30' R.D.E. I 30' D. E. 45 11 L.F. -4" LAT. STA. 03 +52 75' •4 \ �� E. I 30 ' I _ 12 L.F. -4" LAT. _ _ I STA. 06 +47 / 15 R.D.E I 49 I / 11 L.F. -4 LAT. s �o.� / STA. 06+53 J 48 11 L.F. - 4" LAT. / / STA. 05 +23 47 / 46 11 L.F. -4" LAT. � Off/ Qi 11 L.F. -4 LAT. STA. 05 +13 / STA. 03 +62 - 75 30' D. E. 50' P/W 15' R.D_F 75' 54 11 L.F. - 4" LAT. STA. 10 +39 I 75, I I Ui 53 x c -4" LAT. ;r,1 I;,, cn I STA. 10 +29 m I I rn I I I 75' 52 11 L.F. -4" LAT. STA. 08 +49 8 75' o I � 51 cn I N 11 L.F. - 4" LAT. cn C STA. 08 +39 M I 75' ' 50 I 11 L.F. -4" LAT.0) STA. 06 +63 1 I ,5 / 'I NI z I I L� i mgr rI o Ia) ,I N1 z �I AI i' I 'ROPOSED 70' 112 R/W O m O v M z O U) w Q' SCALE: 1 "= 50' O r- CN LO Li0 F— U (� N Q z Q 0 i— ( ° z W N> I..L Y Q✓ Q Q Q �`- J LLI � Q0 � Ld I Cj W I _Z 0 C� 00 u 7 No. — _ 10200495 = °° r m O u7 0 W ,-- -o • STATE OF _• Q o Y mV)^ I I o N _Z i- Ln J rn ANAL (n SCALE: 1 "= 50' O r- CN LO Li0 F— U (� N Q z Q 0 i— ( ° z W N> I..L D Z Q Q �`- J � Q0 � Ld I Cj W I _Z 0 C� 00 Z W _Z i- Ln J rn (n o0 Z 0 U '�' _ �. C/) z z z Q pO PROPOSED I 70' 1/2 R/W U W Ld z0 Z � Z O O� U Z 1-0 f f Q— L WW HOLEY MOLEY" (� Q SAYS: CAUTION C LOCATION OF ALL EXISTING UNDERGROUND •� UTILITIES SHOWN ON THIS PLAN ARE BASED w 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 J BE OTHER EXISITING UNDERGROUND UTILIITIES W FOR WHICH THERE IS NO ABOVE GROUND :�i EVIDENCE OR FOR WHICH NO ABOVE GROUND 0� EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS Q OF UTILITIES 1-800-382-5544 SSHOULID BE EXISTING VERIFIED BY THOEUCONTRACTOR U CALL TOLL FREE PRIOR TO ANY AND ALL CONSTRUCTION. SHEET NO. 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1-317-571-2648 C602 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) JOB No. 48700S2 7! C .E ko a io O N Ln N In .-i O 9 Lu 0 0 0 c, N V) 0 0 00 m W _z J N � l' -0 "(MIN.) N (CONFORM TO LOCAL REQUIREMENTS) X Q VALVE 4' SIDEWAI K I Z COVEF IN ACCORDANCE WITH SPECIFICATIONS GATE VALVE WATER MAIN TEE OR ANCHORING TEE CONCRETE THRUST BLOCK FIRE HYDRANT DETAIL (NO SCALE) ALL WATERMAIN SERVICE LINES TO TERMINATE 8 FEET BEHIND SIDEWALK AND MARKED WITH A 4" PVC PIPE WITH A PAINTED BLUE TOP. NOTE: POST -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, CURBS, OR SIDEWALKS. INSTALL WATERMAIN TRACER WIRE WITH ALL WATER MAINS LAID. AND WARNING TAPE MUST BE INSTALLED 12" TO 18" ABOVE ALL WATERMAINS LAID FULL DEPTH GRANULAR BACKFILL IS NEEDED FOR ALL STREET CROSSINGS ALL WATERMAINS SHALL BE DUCTILE IRON AND INSTALLED PER THE CITY OF CARM EL SPECIFICATIONS CONTACT CARM EL UTILITIES FOR WATER MAIN LOCATIONS. O.D. + 1' 15' -20' I I =1 ANGLE -III III- (PROTECTED VALVE o 1= I I =1 WITH PLASTIC =1 I 111= WRAP -111 III_ W _ _Z =III lli: L =1 a_ CORP. COCK 1= —III III Ell I ( 1 1 " COPPER SERVICE =III _ III PIPE TO BE SUPPORTED ALONG ENTIRE LENGTH - EXCAVATE FOR EACH JOINT WATER SERVICE INSTALLATION (NO SCALE) NOTE: FIRE HYDRANT MARKERS TO BE INSTALLED IN THE STREET PAVEMENT PERPENDICULAR TO THE FIRE HYDRANT. f ff 3 _3 t f i tr Li LINE I _ Li 3 r 0' -6" MIN. F- PRESSURE PIPE JOINT RESTRAINT TABLE 2' -0" DIA.X2' -0 "DEEP �t °' ° W N a Tmf H p. R I NEjy DRAINAGE PIT DIRECTION FROM 1/4 OF BEND 0 TEST PRESSURE HSE GRAVEL DEGREE OF CONCRETE CONCRETE BEARING PAD THRUST BLOCK OR ANCHOR CAST -IN -PLACE AGAINST BLOCKING IF UNDISTURBED GROUND REQUIRED IN ACCORDANCE WITH SPECIFICATIONS GATE VALVE WATER MAIN TEE OR ANCHORING TEE CONCRETE THRUST BLOCK FIRE HYDRANT DETAIL (NO SCALE) ALL WATERMAIN SERVICE LINES TO TERMINATE 8 FEET BEHIND SIDEWALK AND MARKED WITH A 4" PVC PIPE WITH A PAINTED BLUE TOP. NOTE: POST -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, CURBS, OR SIDEWALKS. INSTALL WATERMAIN TRACER WIRE WITH ALL WATER MAINS LAID. AND WARNING TAPE MUST BE INSTALLED 12" TO 18" ABOVE ALL WATERMAINS LAID FULL DEPTH GRANULAR BACKFILL IS NEEDED FOR ALL STREET CROSSINGS ALL WATERMAINS SHALL BE DUCTILE IRON AND INSTALLED PER THE CITY OF CARM EL SPECIFICATIONS CONTACT CARM EL UTILITIES FOR WATER MAIN LOCATIONS. O.D. + 1' 15' -20' I I =1 ANGLE -III III- (PROTECTED VALVE o 1= I I =1 WITH PLASTIC =1 I 111= WRAP -111 III_ W _ _Z =III lli: L =1 a_ CORP. COCK 1= —III III Ell I ( 1 1 " COPPER SERVICE =III _ III PIPE TO BE SUPPORTED ALONG ENTIRE LENGTH - EXCAVATE FOR EACH JOINT WATER SERVICE INSTALLATION (NO SCALE) NOTE: FIRE HYDRANT MARKERS TO BE INSTALLED IN THE STREET PAVEMENT PERPENDICULAR TO THE FIRE HYDRANT. f ff 3 _3 t f i tr NOTE: ALL HYDRANTS SHALL INCLUDE A 6" VALVE. RESTRAINED JOINTS SHALL BE MECHANICAL JOINT MEGALUG WITH RETAINER US PIPE TR FLEX JOINT SYSTEM, US PIPE FIELD LOK GASKET SYSTEM GLANDS, , OR EQUAL. NOTE: THE ABOVE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED 91 Y ry Q O W F- PRESSURE PIPE JOINT RESTRAINT TABLE p LENGTH OF IPE TO BE RESTRAINED H p. R I NEjy IN EACH DIRECTION FROM 1/4 OF BEND BASED ON 150 psi TEST PRESSURE DEGREE OF • STATE OF BEND 6" 8" 10 1 2 �� 14 16 18 20 24 30 90 0, TEES UUC m & PLUGS 27' 35' 42' S0' 58 65 73 80 95 115 450 7' 9' 11' 13' 15' 17' 19' 21' 24' 29' 22-1/20 3' 4' 5' 6' 7' 8' 9' 10' 12' 14' 11-1/40 2' 2' 3' 3' 4' 4' 4' 5' 6' 7' NOTE: ALL HYDRANTS SHALL INCLUDE A 6" VALVE. RESTRAINED JOINTS SHALL BE MECHANICAL JOINT MEGALUG WITH RETAINER US PIPE TR FLEX JOINT SYSTEM, US PIPE FIELD LOK GASKET SYSTEM GLANDS, , OR EQUAL. NOTE: THE ABOVE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED 91 Y ry Q VAR. D.U. &S.' L. M . A. E. LAKE N.P.= 904. 2 YEAR ELEV.= 1Q.. YEAR ELEV, 100 YEAR ELE' BOTTOM ELEV.= �3 T LEGEND 0 PROPOSED HYDRANT W 16" VALVE Q VALVE KI REDUCER Q Z Q D Q Z Q NO I..I� W Z ZO Q 3�: 3�: J 01-- W F- Q� < WW Y0 Q J W 2 J W Q U C7001 JOB NO. 48700S2 O W p - -� SCALE: 1 "= 50 H p. R I NEjy ............� No. Q _ 10200495 • STATE OF 0 ONAL UUC m L o w ^� VAR. D.U. &S.' L. M . A. E. LAKE N.P.= 904. 2 YEAR ELEV.= 1Q.. YEAR ELEV, 100 YEAR ELE' BOTTOM ELEV.= �3 T LEGEND 0 PROPOSED HYDRANT W 16" VALVE Q VALVE KI REDUCER Q Z Q D Q Z Q NO I..I� W Z ZO Q 3�: 3�: J 01-- W F- Q� < WW Y0 Q J W 2 J W Q U C7001 JOB NO. 48700S2 O p - -� SCALE: 1 "= 50 p. R I NEjy ............� No. _ 10200495 • STATE OF ONAL VAR. D.U. &S.' L. M . A. E. LAKE N.P.= 904. 2 YEAR ELEV.= 1Q.. YEAR ELEV, 100 YEAR ELE' BOTTOM ELEV.= �3 T LEGEND 0 PROPOSED HYDRANT W 16" VALVE Q VALVE KI REDUCER Q Z Q D Q Z Q NO I..I� W Z ZO Q 3�: 3�: J 01-- W F- Q� < WW Y0 Q J W 2 J W Q U C7001 JOB NO. 48700S2 vi c .E E Q N ri N 0 Ln 0 0 N 0 In 9 _ 0 J Z V) 0 0 0 i D N U) 0 0 0 i GENERAL NOTES: 1. All storm sewers shall be constructed with reinforced concrete pipe Class III or as noted and conform to A.S.T.M. C -76 or latest revision. All manholes shall be precast concrete construction in accordance with State of Indiana Specifications and shall have Type "A" cast iron ring and cover. 2. Joints in sewer pipe shall conform to A.S.T.M. Specification C -425 or latest revision. X. 3. Sewer pipe shall be bedded in accordance with detail shown. Sewer trenches shall be kept free of all water. Do not allow water or mud to enter the sewer. 4. All pipe or drainage structures in trenc hes under paved surfaces and within 10 feet of the pavement shall be backfilled with granular material and compacted by approved methods. 5. No roof drains, footing drains and / or surface water drains may be connected to the sanitary sewer system, including temporary connections during construction. 6. Sewers crossing mains shall be laid to provide minimum distance of 18 inches between the outside of the water main and the outside of the sewer. This shall be the case where the water main is either above or below the sewer. The crossing shall be arranged so that the sewer joints will be equidistant and as for as possible from the water main joints. Where a water main crosses under a sewer, adequate structural support shall be provided for the sewer to prevent damage to the water main. When it is impossible to obtain proper horizontal and vertical separation as stipulated above, the sewer shall be designed and constructed equal to water pipe and shall be pressure tested to assure watertightness prior to backfilling. 7. Water mains shall be of ductile iron Class 350 cement lined pipe, unless otherwise noted in the plans. A. Water lines shall be of ductile iron pipe, Class 50 cement line water works grade. B. Stop shall be those manufactured by Ford or Mueller Corporation with AWWA taper thread, and with copper compression type fitting on outlet, or equal. C. Blow -off valves shall be those manufactured by Mueller Corporation (H010283 or H- 10291), or equal. D. Angle valves at the end of water service stub are to be copper compression type fitting also, and are to be protected with plastic bay over the valve. E. 3/4" taps in lines smaller than 4 inches shall be only by tapped tee or tapping saddle. Water service lines should be marked on curbs with blue paint. (Sewer lateral locations - red). 8. All water mains to be pressure tested for leakage and sterilized in accordance with directions from Carmel Water Department. 9. No traffic will be allowed on prepared subgrade prior to paving. Length for 10. All street construction within the lines of dedicated right -of -way shall be in accordance with the Specifications of Hamilton County Highway Department. 11. Property line corners of street intersections are rounded by an arc having a 15' radius. Property lines drawn hereon are carried to the P.I. of the arc. `Time, 12. A temporary seeding mixture in the areas where stripping of fills have been ' S1�eciticatioll graded shall be seeded for silt and erosion protection. After grading all {I1} construction areas are to be seeded as follows: A. Swale seeding : Seed and fertilize within construction limits with 5# /acre Ill. "Redtop" grass, 20# /acre "Rye Grass ", 20# /acre "Blue Grass ", 25# /acre Length, S "Tall Fescue" grass, and 600# /acre 12 -12 -12 fertilizer. 154 it 200 tt B. Cut /Fill Seeding Along Paved Areas: Seed and fertilize with 25# /acre "Tall 35t1 it Fescue" gross, 20# /acre "Rye Grass", 15# /acre "Blue Grass" and 600# /acre 454 �>:: 12 -12 -12 fertilizer. 13. The location of houses (depicted by rectangles) show the pad elevation and /or outside grade. The finished floor elevation is 8 inches higher, more or less than the outside grade. 14. It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners and /or the engineers of any changes, errors, or omissions found on these plans or in the field before work is started or resumed. 15. All drainage pipe and ditch outfalls to receiving streams shall be constructed in accordance with drawings, subject however, to any modification required by the City of Carmel at the time installation is completed and to any adjustments needed for field conditions that could not be anticipated on the design drawings. 16. Contractor to record dimensions measured along sewer line from nearest manhole to each sanitary sewer lateral. 17. Contractor to record dimension of each water stub from nearest fire hydrant measured along the water main. 18. The above locations of laterals, along with any other construction changes are to be incorporated on the original construction drawings and record drawings submitted to the City Engineer's Office os soon after compJetion of construction as possible. 19. Contractor shall verify subsurface conditions prior to bidding. 20. "The engineer and /or owner disclaim any role in the construction means and methods associated with the project as set forth in these plans." DUCTILE IRON PIPE SPECIFICATIONS a. Material: Ductile Iron Pipe in diameters from eight (8) inches through thirty six (36) inches shall be centrifugally cast and shall conform to ANSI Specifications A21.51 and AWWA C -151, latest revision. Ductile Iron Pipe shall be Class 50, 51, 52, or 54 wall thickness dependent upon site conditions and provided in minimum laying lenghts of eighteen (18) feet. b. Fittings: Fittings shall be standardized for the type of pipe and joint specified and shall comply with ANSI A- 21.10, AWWA C -110. c. Joints: Mechanical joints, slip or flanged joints shall be provided. Mechanical joints and accessories shall conform to AWWA Standard C -111, ANSI A- 21.11. The bolts and nuts shall be corrosion resistant high strenght alloy steel. The 0 -ring gaskets sealing the slip joint shall be made of rubber of special composition having a texture to assure a watertight and permanent seal and shall be the product of a manufacturer having at least five (5) years experience in the manufacuter of rubber gaskets for pipe joints. The gasket shall be a continous ring of flexible joint rubber of a composition and texture which is resistant to common ingredients of sewage, industrial wastes and groundwater; and which will endure permanently under the conditions likely to be imposed by this service. The gasket shall conform to the requirements of AWWA C -111 (ANSI A- 2111). Flanged joints shall be manufactured with laying dimesions, facing and flange detailed in accordance with AWWA Standard C -115 (ANSI A21.15) Class 125. area of 0.20 square inches and conform to ASTM F -477 specification. Fittings shall be manufactured by Harco or equal. 4. All sanitary manholes shall be precast concrete manholes in accordance with ASTM C -478 and Section 720. 0 -rings shall conform to C -443. Kent Seal or equivalent shall also be applied to all joints and between riser rings and castings. Manhole step spacing shall be no more than 16- inches. Manholes shall be air tested for leakage in accordance with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes by the Negative Air Ch Pressure (Vacuum) Test. A. Installation and operation of vacuum equipment and indicating devices must be in accordance with manufacturers recommendations and performance specifications which have been provided by the manufacturer and accepted by the Engineer. The vacuum equipment must be capable of testing the entire manhole, including the casting and riser rings. B. With the vacuum tester set in place: 1. Connect the vacuum pump to the outlet port with the valve open. 2. Draw a vacuum of ten (10) inches of Hg. and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a Manhole Depth Pressure Change of 1 Inch Hg 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add 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, the Engineer will determine the applicable minimum elapsed time. D. If the manhole fails the test, necessary repairs must be made and the vacuum test and repairs must be repeated until the manhole passes the test. E. If manhole joint sealants are pulled out during the vacuum test, the manhole must be disassembled and the joint sealants replaced. F. Manholes will be subject to visual inspection with all visual leaks being repaired. LLJ 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 chimneys, including all riser rings shall be sealed using Infi- Shield Unibandl or approved equal. Prior to placement, the top 4- inches of the manhole cone and casting frame shall be cleaned and primed. The Uniband shall extend from 3- inches below the top of the cone section to 2- inches over the flange of the manhole casting frame. 7. The casting elevations are set by plan. However, the castings are to be adjusted in the field by the Engineers representative should a discrepancy occur between plan grade and existing grade. New manhole ring and cover shall be installed to establish grade. Maximum heiight 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 asbuilt prints must be received by the Engineer before the final contract payment can be authorized. The sanitary sewer laterals and stubs termination shall be indicated on the surface with a metal fence post set immediately above the said termination point. 11. All sanitary sewer lines upon completion will be required to pass a low pressure air test. Said test shall be conducted according to ASTM 1417 -92, and shall be witnessed by an Engineer and a representative of the District. The testing shall be in accordance with Table 1. Add 0.5 psig for each foot of water above the sewer line 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 cost iron pipe). The deflection test shall be performed with anine -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 cop capable of withstanding a low pressure air test without leakage. 15. Bedding for flexible pipe shall be No. 8 crushed stone from 6- inches below the pipe to 12- inches above the pipe. Bedding for rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe to the spring line of the pipe and from this point to 12- inches above shall be fill sand or equivalent. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water and sewer line crossings and separations shall be in accordance with 327 IAC 3 -6 -9. 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 (3271AC 3- 6 -20). Any pipe entering existing sewers shall be plugged with screw type mechanical, braced plug until such time as all tests on the sewers have been completed and the lines have passed all punch lists. 19. All sewer laterals installed by the mainline Contractor shall be bedded the same as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewerconstruction. Also, 48 hours notice shall be given prior to doing any testing on the sewer. 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting R 1642A or equal) and be self - sealing type. The casting flange shall be 34 inches and the clear opening shall be 24 inches. Waterproof castings shall be Neenah R- 1916 -F1 and stamped SANITARY SEWER. 22. The minimum slope for sewer acceptance by the Clay Township Regional Waste District ore: 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 they terminus. The contractor for the building or home will extend the wire from this terminus to the building cleanout adjacent to the building. dR MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A BACKFILL 3,000 P.S. CONCRET . ' � .:,`a A .Y �4• 1 �"S � �,, -:. y�A � `' ♦}" Y `a� }¢' R.S ►.'� �. -: "� j '�� ;44 �A�st' .'4 ¢ '+t � w ,...:«,. h .� • �"^. � w •'r a _�.t. { �-{r`.. 6 � ;. 7 ,J �' ;_ �;ar ,aC' - -� ` � }'a• � � '� - >�« � r• ^s 4. _ ,.�to� ,'„� ,�l:' Ii��t.�.,fl. ----- �+ � X',.�r�'" _d4. •ie' wt .`YY,c „ .F _ .• <.. _ �,. .�` ..�^- x. '4 • , '- deb ` - �- �,.... -..� . r> (♦ r Of FINISH GRADE PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INF(SHIELD "UN [BAND" INTERIOR JOINTS AND LIFT HOLES BUTYL RUBBER SHALL BE SEALED WITH NON - SHRINK GROUT PER SPECS, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF %2" KENT SEAL - � OR SINGLE ROW OF 1 "KENT SEAL MANHOLE REINF. PER ASTM SPECS a PIPE DIA. PER PLAN &PROFILE N BENCHWALL SHALL BE CLASS "B" COLIC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDING LATERALS, SHALL BE A -LOCK, DURA SEAL OR 13: - APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN co 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 1/2" KENT SEAL, OR SINGLE ROW OF 1 "KENT SEAL (SEE Manhole Fralmle, S"O- lid MANHOLE CASTING SCHEDULE). •g • _ P , d ,s z''� =�i ?` � • �,.��r% it �a ..ry c ^� � :+�, r �, �`'�,rt' • -�sa .'�Yt �-S • 1 ► ' CA ,�� �...._1 rt:.f ... N*r, .' �a".! •y >. A"Y` Safi t • V �� - r `;_ � -?; � '�!. a .'S ... r a_ � .r". fix... _ ..J-.: : t'`6 s•�r - .. i- ',�A .R' �:: _ x is s x q d'- ,.•:...r ;. r- a ,. .... . �04 _ �- �...,... �♦"�,�•,.t.a „� :,, .?. �w r'' � '*g' t +'4' �'{s_ ,,��rra� ry lab • -+ �,�} � y .� ... � � .: ,:' r .. � � r� a..:.s- � � • wr .�e i�'-, ,i'` -. w r d' :.* w e a , �... � . i.a t�.:��:]Iv rij�.l� :1� ��+u�a MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 4' -0" _ 6 "MIN. COMPACTED #8 STONE SANITARY MANHOLE NOT TO SCALE 1. CONCRETE OR STONE BEDDING TO EXTEND TO UNDISTURBED TRENCH WALLS. 2. FOR TRENCH WIDTH, REFER TO SPECIFICATIONS. 3. FOR PIPE DIA., REFER TO PLAN AND PROFILES. TRENCH WIDTH TRENCH WIDTH BACKFILL COMPACTED Z GRANULAR MATERIAL io 3,000 P.S.I. Z CONCRET is i i 6" MIN. 6" MIN. CONCRETE ENCASEMENT CLASS "A -A" BACKFILL COMPACT #8 STONE TRENCH WIDTH 6" MIN. 6" MIN. -TYPE "A" z FINISH Gf " ^r CONCRETE CRADLE CLASS "A" DIA TRENCH WIDTH a } H BACKFILL COMPACTED GRANULAR � Z MATERIAL Z _ N Z Z a g COMPACTED � > #8 STONE iD Cr io INFI "UNI BUTYL Rl 6" MIN. 6" MIN. FLEXIBLE PIPE BEDDING 6" MIN. 6" MIN. RIGID PIPE BEDDING PIPE BEDDING DETAILS NOT TO SCALE (n N Q � z O to z° W a' X Z Q Q LL_ J cfl � I W II Z O Z I W r- � r Z 0-) I- J 0') )u11 N SECTION A -A .., (/l z O in Li Y a- Q w F- Q M U m� � z w\ o Y � � � M oN ` .. .... In � z�:•�o � LL 2� : u7 ' O O N H 1 111111111I1111110,0 COVER AND SEAL END OF LATERAL PROPERTY OR EASEMENT LINE 6 "0 LATERAL MAIN SEWER LINE A FLOW A NOTES: 1. PIPE BEDDING FOR LATERALS SHALL BE THE SAME AS FOR MAIN LINE SEWER. 2. NORMAL GRADE FOR LATERALS SHALL BE 1/4" PER FOOT. 3. MINIMUM GRADE FOR LATERALS SHALL BE 1/8" PER FOOT. 4. ALL FITTINGS SHALL BE SDR 26. 5. DEPTH AT PROPERTY LINE TO BE APPROX. 5 FEET BELOW ESTABLISHED GRADE EXCEPT WHERE MAIN LINE GRADE FIXES SHALLOWER DEPTH OR WHERE BASEMENTS DICTATE A GREATER DEPTH. 6. MARK END OF LATERAL AT PROPERTY LINE WITH A METAL FENCE POST. 7. LATERAL TO BE TRACED WITH #8 GAUGE WIRE FROM THE WYE FITTTING TO THE TERMINUS CAP. LATERAL DETAIL NOT TO SCALE MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN &PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL OR SINGLE ROW OF 1" 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, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF YZ" KENT SEAL OR SINGLE ROW OF 1" 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. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 6" MIN. CONCRETE ENCASEMENT I.D. 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE -TYPE "B" NOT TO SCALE � o Z � z O Q V J Q W D Z 0 U E- (n Z O U Q Q Q z 0 000-00 Z 0 3:3: U-1 01__ 1 Qo U) U WW Y� Q J W I W Q U SHEET N0. C800 JOB N0. 48700S2 SECTION 02730 - SANITARY SEWER 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 124546. 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 TABLE 1 MINI1\4UM SPECIFIED TIME REQUIRED FOR A 1.0 psi DROP FOR SIZE AND LENGTH OF PIPE INDICATED TABLE 1 Pile Mininlunl Length for Time for Diameter `Time, h'[inittlum Longer ' S1�eciticatioll Time for Length {I1} Shvx� °t�, II11I1:S Ill. Illina `Ititne, ft Length, S 100 ti 154 it 200 tt 254 cc 300 I't 35t1 it 400 tt 454 �>:: 4 3:48�� 597. 0.36(1 L 3:46 3:46 3:4C 3 :46 � x:46 3:46 .3:46 3:46 6� 5:40 3$6 t).K54 L 5:44 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 14:48 11:24 1.0 -_ $:26 .239 2,374 L 9:25 9 :28 9:25 963 I l:s2 13:51 15:9 17 :4$ 12 11:20. 1�9 3.418 I.. 11 :20 11:20 11:24 14:15 17:(15 19:58 22:41 25:38 16 14:10 15$ 5.342 I., 14:14 14:10 17:48 22:15 2f�:42' 31:09 35 :36 40:04 1 _ 1 S 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 1$:(i0 26:1(} �34:54 -43:37 52:21 ail :oa 69:4$ 7$:31. 24 22 :40 8�)�� �13.G74 I. 22:7 34:11 45:34 56:53 68:22. 79:46 91:10 102:33 27 25:34 88 17.346 I, 25:51 � 43:16 57:41 72:07 86:32 100:57 - 115:22 129:4$ 30 28:20 80 21.388 L 96 :37 53:26 71:13- 89:42 108:50 124:3$ 142:25 16 { }:IS 33 31:10 72 25.852 I:, 49:45 64:38 88:10 107:49 1 SII.egaliSanitar} Sets erSjlecili�atiutsTablc October 30, 2001 MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A BACKFILL 3,000 P.S. CONCRET . ' � .:,`a A .Y �4• 1 �"S � �,, -:. y�A � `' ♦}" Y `a� }¢' R.S ►.'� �. -: "� j '�� ;44 �A�st' .'4 ¢ '+t � w ,...:«,. h .� • �"^. � w •'r a _�.t. { �-{r`.. 6 � ;. 7 ,J �' ;_ �;ar ,aC' - -� ` � }'a• � � '� - >�« � r• ^s 4. _ ,.�to� ,'„� ,�l:' Ii��t.�.,fl. ----- �+ � X',.�r�'" _d4. •ie' wt .`YY,c „ .F _ .• <.. _ �,. .�` ..�^- x. '4 • , '- deb ` - �- �,.... -..� . r> (♦ r Of FINISH GRADE PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INF(SHIELD "UN [BAND" INTERIOR JOINTS AND LIFT HOLES BUTYL RUBBER SHALL BE SEALED WITH NON - SHRINK GROUT PER SPECS, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF %2" KENT SEAL - � OR SINGLE ROW OF 1 "KENT SEAL MANHOLE REINF. PER ASTM SPECS a PIPE DIA. PER PLAN &PROFILE N BENCHWALL SHALL BE CLASS "B" COLIC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDING LATERALS, SHALL BE A -LOCK, DURA SEAL OR 13: - APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN co 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 1/2" KENT SEAL, OR SINGLE ROW OF 1 "KENT SEAL (SEE Manhole Fralmle, S"O- lid MANHOLE CASTING SCHEDULE). •g • _ P , d ,s z''� =�i ?` � • �,.��r% it �a ..ry c ^� � :+�, r �, �`'�,rt' • -�sa .'�Yt �-S • 1 ► ' CA ,�� �...._1 rt:.f ... N*r, .' �a".! •y >. A"Y` Safi t • V �� - r `;_ � -?; � '�!. a .'S ... r a_ � .r". fix... _ ..J-.: : t'`6 s•�r - .. i- ',�A .R' �:: _ x is s x q d'- ,.•:...r ;. r- a ,. .... . �04 _ �- �...,... �♦"�,�•,.t.a „� :,, .?. �w r'' � '*g' t +'4' �'{s_ ,,��rra� ry lab • -+ �,�} � y .� ... � � .: ,:' r .. � � r� a..:.s- � � • wr .�e i�'-, ,i'` -. w r d' :.* w e a , �... � . i.a t�.:��:]Iv rij�.l� :1� ��+u�a MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 4' -0" _ 6 "MIN. COMPACTED #8 STONE SANITARY MANHOLE NOT TO SCALE 1. CONCRETE OR STONE BEDDING TO EXTEND TO UNDISTURBED TRENCH WALLS. 2. FOR TRENCH WIDTH, REFER TO SPECIFICATIONS. 3. FOR PIPE DIA., REFER TO PLAN AND PROFILES. TRENCH WIDTH TRENCH WIDTH BACKFILL COMPACTED Z GRANULAR MATERIAL io 3,000 P.S.I. Z CONCRET is i i 6" MIN. 6" MIN. CONCRETE ENCASEMENT CLASS "A -A" BACKFILL COMPACT #8 STONE TRENCH WIDTH 6" MIN. 6" MIN. -TYPE "A" z FINISH Gf " ^r CONCRETE CRADLE CLASS "A" DIA TRENCH WIDTH a } H BACKFILL COMPACTED GRANULAR � Z MATERIAL Z _ N Z Z a g COMPACTED � > #8 STONE iD Cr io INFI "UNI BUTYL Rl 6" MIN. 6" MIN. FLEXIBLE PIPE BEDDING 6" MIN. 6" MIN. RIGID PIPE BEDDING PIPE BEDDING DETAILS NOT TO SCALE (n N Q � z O to z° W a' X Z Q Q LL_ J cfl � I W II Z O Z I W r- � r Z 0-) I- J 0') )u11 N SECTION A -A .., (/l z O in Li Y a- Q w F- Q M U m� � z w\ o Y � � � M oN ` .. .... In � z�:•�o � LL 2� : u7 ' O O N H 1 111111111I1111110,0 COVER AND SEAL END OF LATERAL PROPERTY OR EASEMENT LINE 6 "0 LATERAL MAIN SEWER LINE A FLOW A NOTES: 1. PIPE BEDDING FOR LATERALS SHALL BE THE SAME AS FOR MAIN LINE SEWER. 2. NORMAL GRADE FOR LATERALS SHALL BE 1/4" PER FOOT. 3. MINIMUM GRADE FOR LATERALS SHALL BE 1/8" PER FOOT. 4. ALL FITTINGS SHALL BE SDR 26. 5. DEPTH AT PROPERTY LINE TO BE APPROX. 5 FEET BELOW ESTABLISHED GRADE EXCEPT WHERE MAIN LINE GRADE FIXES SHALLOWER DEPTH OR WHERE BASEMENTS DICTATE A GREATER DEPTH. 6. MARK END OF LATERAL AT PROPERTY LINE WITH A METAL FENCE POST. 7. LATERAL TO BE TRACED WITH #8 GAUGE WIRE FROM THE WYE FITTTING TO THE TERMINUS CAP. LATERAL DETAIL NOT TO SCALE MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN &PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL OR SINGLE ROW OF 1" 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, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF YZ" KENT SEAL OR SINGLE ROW OF 1" 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. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 6" MIN. CONCRETE ENCASEMENT I.D. 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE -TYPE "B" NOT TO SCALE � o Z � z O Q V J Q W D Z 0 U E- (n Z O U Q Q Q z 0 000-00 Z 0 3:3: U-1 01__ 1 Qo U) U WW Y� Q J W I W Q U SHEET N0. C800 JOB N0. 48700S2 SECTION 02730 - SANITARY SEWER 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 124546. 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 1 129:18 i i5() :43 1 172:21 _ ^194:5 34 3 34:00 8 86 3 30.78$ L 6 61::17 7 76:55 102:12 128:12 1 153:80 1 179:29 2 245:47 230:46 BACKFILL 3,000 P.S. CONCRET . ' � .:,`a A .Y �4• 1 �"S � �,, -:. y�A � `' ♦}" Y `a� }¢' R.S ►.'� �. -: "� j '�� ;44 �A�st' .'4 ¢ '+t � w ,...:«,. h .� • �"^. � w •'r a _�.t. { �-{r`.. 6 � ;. 7 ,J �' ;_ �;ar ,aC' - -� ` � }'a• � � '� - >�« � r• ^s 4. _ ,.�to� ,'„� ,�l:' Ii��t.�.,fl. ----- �+ � X',.�r�'" _d4. •ie' wt .`YY,c „ .F _ .• <.. _ �,. .�` ..�^- x. '4 • , '- deb ` - �- �,.... -..� . r> (♦ r Of FINISH GRADE PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INF(SHIELD "UN [BAND" INTERIOR JOINTS AND LIFT HOLES BUTYL RUBBER SHALL BE SEALED WITH NON - SHRINK GROUT PER SPECS, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF %2" KENT SEAL - � OR SINGLE ROW OF 1 "KENT SEAL MANHOLE REINF. PER ASTM SPECS a PIPE DIA. PER PLAN &PROFILE N BENCHWALL SHALL BE CLASS "B" COLIC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDING LATERALS, SHALL BE A -LOCK, DURA SEAL OR 13: - APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN co 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 1/2" KENT SEAL, OR SINGLE ROW OF 1 "KENT SEAL (SEE Manhole Fralmle, S"O- lid MANHOLE CASTING SCHEDULE). •g • _ P , d ,s z''� =�i ?` � • �,.��r% it �a ..ry c ^� � :+�, r �, �`'�,rt' • -�sa .'�Yt �-S • 1 ► ' CA ,�� �...._1 rt:.f ... N*r, .' �a".! •y >. A"Y` Safi t • V �� - r `;_ � -?; � '�!. a .'S ... r a_ � .r". fix... _ ..J-.: : t'`6 s•�r - .. i- ',�A .R' �:: _ x is s x q d'- ,.•:...r ;. r- a ,. .... . �04 _ �- �...,... �♦"�,�•,.t.a „� :,, .?. �w r'' � '*g' t +'4' �'{s_ ,,��rra� ry lab • -+ �,�} � y .� ... � � .: ,:' r .. � � r� a..:.s- � � • wr .�e i�'-, ,i'` -. w r d' :.* w e a , �... � . i.a t�.:��:]Iv rij�.l� :1� ��+u�a MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 4' -0" _ 6 "MIN. COMPACTED #8 STONE SANITARY MANHOLE NOT TO SCALE 1. CONCRETE OR STONE BEDDING TO EXTEND TO UNDISTURBED TRENCH WALLS. 2. FOR TRENCH WIDTH, REFER TO SPECIFICATIONS. 3. FOR PIPE DIA., REFER TO PLAN AND PROFILES. TRENCH WIDTH TRENCH WIDTH BACKFILL COMPACTED Z GRANULAR MATERIAL io 3,000 P.S.I. Z CONCRET is i i 6" MIN. 6" MIN. CONCRETE ENCASEMENT CLASS "A -A" BACKFILL COMPACT #8 STONE TRENCH WIDTH 6" MIN. 6" MIN. -TYPE "A" z FINISH Gf " ^r CONCRETE CRADLE CLASS "A" DIA TRENCH WIDTH a } H BACKFILL COMPACTED GRANULAR � Z MATERIAL Z _ N Z Z a g COMPACTED � > #8 STONE iD Cr io INFI "UNI BUTYL Rl 6" MIN. 6" MIN. FLEXIBLE PIPE BEDDING 6" MIN. 6" MIN. RIGID PIPE BEDDING PIPE BEDDING DETAILS NOT TO SCALE (n N Q � z O to z° W a' X Z Q Q LL_ J cfl � I W II Z O Z I W r- � r Z 0-) I- J 0') )u11 N SECTION A -A .., (/l z O in Li Y a- Q w F- Q M U m� � z w\ o Y � � � M oN ` .. .... In � z�:•�o � LL 2� : u7 ' O O N H 1 111111111I1111110,0 COVER AND SEAL END OF LATERAL PROPERTY OR EASEMENT LINE 6 "0 LATERAL MAIN SEWER LINE A FLOW A NOTES: 1. PIPE BEDDING FOR LATERALS SHALL BE THE SAME AS FOR MAIN LINE SEWER. 2. NORMAL GRADE FOR LATERALS SHALL BE 1/4" PER FOOT. 3. MINIMUM GRADE FOR LATERALS SHALL BE 1/8" PER FOOT. 4. ALL FITTINGS SHALL BE SDR 26. 5. DEPTH AT PROPERTY LINE TO BE APPROX. 5 FEET BELOW ESTABLISHED GRADE EXCEPT WHERE MAIN LINE GRADE FIXES SHALLOWER DEPTH OR WHERE BASEMENTS DICTATE A GREATER DEPTH. 6. MARK END OF LATERAL AT PROPERTY LINE WITH A METAL FENCE POST. 7. LATERAL TO BE TRACED WITH #8 GAUGE WIRE FROM THE WYE FITTTING TO THE TERMINUS CAP. LATERAL DETAIL NOT TO SCALE MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN &PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL OR SINGLE ROW OF 1" 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, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF YZ" KENT SEAL OR SINGLE ROW OF 1" 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. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 6" MIN. CONCRETE ENCASEMENT I.D. 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE -TYPE "B" NOT TO SCALE � o Z � z O Q V J Q W D Z 0 U E- (n Z O U Q Q Q z 0 000-00 Z 0 3:3: U-1 01__ 1 Qo U) U WW Y� Q J W I W Q U SHEET N0. C800 JOB N0. 48700S2 SECTION 02730 - SANITARY SEWER 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 124546. 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 SEAL (SEE Manhole Fralmle, S"O- lid MANHOLE CASTING SCHEDULE). •g • _ P , d ,s z''� =�i ?` � • �,.��r% it �a ..ry c ^� � :+�, r �, �`'�,rt' • -�sa .'�Yt �-S • 1 ► ' CA ,�� �...._1 rt:.f ... N*r, .' �a".! •y >. A"Y` Safi t • V �� - r `;_ � -?; � '�!. a .'S ... r a_ � .r". fix... _ ..J-.: : t'`6 s•�r - .. i- ',�A .R' �:: _ x is s x q d'- ,.•:...r ;. r- a ,. .... . �04 _ �- �...,... �♦"�,�•,.t.a „� :,, .?. �w r'' � '*g' t +'4' �'{s_ ,,��rra� ry lab • -+ �,�} � y .� ... � � .: ,:' r .. � � r� a..:.s- � � • wr .�e i�'-, ,i'` -. w r d' :.* w e a , �... � . i.a t�.:��:]Iv rij�.l� :1� ��+u�a MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 4' -0" _ 6 "MIN. COMPACTED #8 STONE SANITARY MANHOLE NOT TO SCALE 1. CONCRETE OR STONE BEDDING TO EXTEND TO UNDISTURBED TRENCH WALLS. 2. FOR TRENCH WIDTH, REFER TO SPECIFICATIONS. 3. FOR PIPE DIA., REFER TO PLAN AND PROFILES. TRENCH WIDTH TRENCH WIDTH BACKFILL COMPACTED Z GRANULAR MATERIAL io 3,000 P.S.I. Z CONCRET is i i 6" MIN. 6" MIN. CONCRETE ENCASEMENT CLASS "A -A" BACKFILL COMPACT #8 STONE TRENCH WIDTH 6" MIN. 6" MIN. -TYPE "A" z FINISH Gf " ^r CONCRETE CRADLE CLASS "A" DIA TRENCH WIDTH a } H BACKFILL COMPACTED GRANULAR � Z MATERIAL Z _ N Z Z a g COMPACTED � > #8 STONE iD Cr io INFI "UNI BUTYL Rl 6" MIN. 6" MIN. FLEXIBLE PIPE BEDDING 6" MIN. 6" MIN. RIGID PIPE BEDDING PIPE BEDDING DETAILS NOT TO SCALE (n N Q � z O to z° W a' X Z Q Q LL_ J cfl � I W II Z O Z I W r- � r Z 0-) I- J 0') )u11 N SECTION A -A .., (/l z O in Li Y a- Q w F- Q M U m� � z w\ o Y � � � M oN ` .. .... In � z�:•�o � LL 2� : u7 ' O O N H 1 111111111I1111110,0 COVER AND SEAL END OF LATERAL PROPERTY OR EASEMENT LINE 6 "0 LATERAL MAIN SEWER LINE A FLOW A NOTES: 1. PIPE BEDDING FOR LATERALS SHALL BE THE SAME AS FOR MAIN LINE SEWER. 2. NORMAL GRADE FOR LATERALS SHALL BE 1/4" PER FOOT. 3. MINIMUM GRADE FOR LATERALS SHALL BE 1/8" PER FOOT. 4. ALL FITTINGS SHALL BE SDR 26. 5. DEPTH AT PROPERTY LINE TO BE APPROX. 5 FEET BELOW ESTABLISHED GRADE EXCEPT WHERE MAIN LINE GRADE FIXES SHALLOWER DEPTH OR WHERE BASEMENTS DICTATE A GREATER DEPTH. 6. MARK END OF LATERAL AT PROPERTY LINE WITH A METAL FENCE POST. 7. LATERAL TO BE TRACED WITH #8 GAUGE WIRE FROM THE WYE FITTTING TO THE TERMINUS CAP. LATERAL DETAIL NOT TO SCALE MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN &PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL OR SINGLE ROW OF 1" 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, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF YZ" KENT SEAL OR SINGLE ROW OF 1" 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. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 6" MIN. CONCRETE ENCASEMENT I.D. 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE -TYPE "B" NOT TO SCALE � o Z � z O Q V J Q W D Z 0 U E- (n Z O U Q Q Q z 0 000-00 Z 0 3:3: U-1 01__ 1 Qo U) U WW Y� Q J W I W Q U SHEET N0. C800 JOB N0. 48700S2 SECTION 02730 - SANITARY SEWER 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 124546. 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 NOT TO SCALE 1. CONCRETE OR STONE BEDDING TO EXTEND TO UNDISTURBED TRENCH WALLS. 2. FOR TRENCH WIDTH, REFER TO SPECIFICATIONS. 3. FOR PIPE DIA., REFER TO PLAN AND PROFILES. TRENCH WIDTH TRENCH WIDTH BACKFILL COMPACTED Z GRANULAR MATERIAL io 3,000 P.S.I. Z CONCRET is i i 6" MIN. 6" MIN. CONCRETE ENCASEMENT CLASS "A -A" BACKFILL COMPACT #8 STONE TRENCH WIDTH 6" MIN. 6" MIN. -TYPE "A" z FINISH Gf " ^r CONCRETE CRADLE CLASS "A" DIA TRENCH WIDTH a } H BACKFILL COMPACTED GRANULAR � Z MATERIAL Z _ N Z Z a g COMPACTED � > #8 STONE iD Cr io INFI "UNI BUTYL Rl 6" MIN. 6" MIN. FLEXIBLE PIPE BEDDING 6" MIN. 6" MIN. RIGID PIPE BEDDING PIPE BEDDING DETAILS NOT TO SCALE (n N Q � z O to z° W a' X Z Q Q LL_ J cfl � I W II Z O Z I W r- � r Z 0-) I- J 0') )u11 N SECTION A -A .., (/l z O in Li Y a- Q w F- Q M U m� � z w\ o Y � � � M oN ` .. .... In � z�:•�o � LL 2� : u7 ' O O N H 1 111111111I1111110,0 COVER AND SEAL END OF LATERAL PROPERTY OR EASEMENT LINE 6 "0 LATERAL MAIN SEWER LINE A FLOW A NOTES: 1. PIPE BEDDING FOR LATERALS SHALL BE THE SAME AS FOR MAIN LINE SEWER. 2. NORMAL GRADE FOR LATERALS SHALL BE 1/4" PER FOOT. 3. MINIMUM GRADE FOR LATERALS SHALL BE 1/8" PER FOOT. 4. ALL FITTINGS SHALL BE SDR 26. 5. DEPTH AT PROPERTY LINE TO BE APPROX. 5 FEET BELOW ESTABLISHED GRADE EXCEPT WHERE MAIN LINE GRADE FIXES SHALLOWER DEPTH OR WHERE BASEMENTS DICTATE A GREATER DEPTH. 6. MARK END OF LATERAL AT PROPERTY LINE WITH A METAL FENCE POST. 7. LATERAL TO BE TRACED WITH #8 GAUGE WIRE FROM THE WYE FITTTING TO THE TERMINUS CAP. LATERAL DETAIL NOT TO SCALE MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN &PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL OR SINGLE ROW OF 1" 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, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF YZ" KENT SEAL OR SINGLE ROW OF 1" 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. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 6" MIN. CONCRETE ENCASEMENT I.D. 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE -TYPE "B" NOT TO SCALE � o Z � z O Q V J Q W D Z 0 U E- (n Z O U Q Q Q z 0 000-00 Z 0 3:3: U-1 01__ 1 Qo U) U WW Y� Q J W I W Q U SHEET N0. C800 JOB N0. 48700S2 SECTION 02730 - SANITARY SEWER 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 124546. 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 6" MIN. 6" MIN. FLEXIBLE PIPE BEDDING 6" MIN. 6" MIN. RIGID PIPE BEDDING PIPE BEDDING DETAILS NOT TO SCALE (n N Q � z O to z° W a' X Z Q Q LL_ J cfl � I W II Z O Z I W r- � r Z 0-) I- J 0') )u11 N SECTION A -A .., (/l z O in Li Y a- Q w F- Q M U m� � z w\ o Y � � � M oN ` .. .... In � z�:•�o � LL 2� : u7 ' O O N H 1 111111111I1111110,0 COVER AND SEAL END OF LATERAL PROPERTY OR EASEMENT LINE 6 "0 LATERAL MAIN SEWER LINE A FLOW A NOTES: 1. PIPE BEDDING FOR LATERALS SHALL BE THE SAME AS FOR MAIN LINE SEWER. 2. NORMAL GRADE FOR LATERALS SHALL BE 1/4" PER FOOT. 3. MINIMUM GRADE FOR LATERALS SHALL BE 1/8" PER FOOT. 4. ALL FITTINGS SHALL BE SDR 26. 5. DEPTH AT PROPERTY LINE TO BE APPROX. 5 FEET BELOW ESTABLISHED GRADE EXCEPT WHERE MAIN LINE GRADE FIXES SHALLOWER DEPTH OR WHERE BASEMENTS DICTATE A GREATER DEPTH. 6. MARK END OF LATERAL AT PROPERTY LINE WITH A METAL FENCE POST. 7. LATERAL TO BE TRACED WITH #8 GAUGE WIRE FROM THE WYE FITTTING TO THE TERMINUS CAP. LATERAL DETAIL NOT TO SCALE MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN &PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL OR SINGLE ROW OF 1" 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, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF YZ" KENT SEAL OR SINGLE ROW OF 1" 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. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 6" MIN. CONCRETE ENCASEMENT I.D. 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE -TYPE "B" NOT TO SCALE � o Z � z O Q V J Q W D Z 0 U E- (n Z O U Q Q Q z 0 000-00 Z 0 3:3: U-1 01__ 1 Qo U) U WW Y� Q J W I W Q U SHEET N0. C800 JOB N0. 48700S2 SECTION 02730 - SANITARY SEWER 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 124546. 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 ` .. .... In � z�:•�o � LL 2� : u7 ' O O N H 1 111111111I1111110,0 COVER AND SEAL END OF LATERAL PROPERTY OR EASEMENT LINE 6 "0 LATERAL MAIN SEWER LINE A FLOW A NOTES: 1. PIPE BEDDING FOR LATERALS SHALL BE THE SAME AS FOR MAIN LINE SEWER. 2. NORMAL GRADE FOR LATERALS SHALL BE 1/4" PER FOOT. 3. MINIMUM GRADE FOR LATERALS SHALL BE 1/8" PER FOOT. 4. ALL FITTINGS SHALL BE SDR 26. 5. DEPTH AT PROPERTY LINE TO BE APPROX. 5 FEET BELOW ESTABLISHED GRADE EXCEPT WHERE MAIN LINE GRADE FIXES SHALLOWER DEPTH OR WHERE BASEMENTS DICTATE A GREATER DEPTH. 6. MARK END OF LATERAL AT PROPERTY LINE WITH A METAL FENCE POST. 7. LATERAL TO BE TRACED WITH #8 GAUGE WIRE FROM THE WYE FITTTING TO THE TERMINUS CAP. LATERAL DETAIL NOT TO SCALE MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN &PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL OR SINGLE ROW OF 1" 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, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF YZ" KENT SEAL OR SINGLE ROW OF 1" 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. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 6" MIN. CONCRETE ENCASEMENT I.D. 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE -TYPE "B" NOT TO SCALE � o Z � z O Q V J Q W D Z 0 U E- (n Z O U Q Q Q z 0 000-00 Z 0 3:3: U-1 01__ 1 Qo U) U WW Y� Q J W I W Q U SHEET N0. C800 JOB N0. 48700S2 SECTION 02730 - SANITARY SEWER 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 124546. 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 COVER AND SEAL END OF LATERAL PROPERTY OR EASEMENT LINE 6 "0 LATERAL MAIN SEWER LINE A FLOW A NOTES: 1. PIPE BEDDING FOR LATERALS SHALL BE THE SAME AS FOR MAIN LINE SEWER. 2. NORMAL GRADE FOR LATERALS SHALL BE 1/4" PER FOOT. 3. MINIMUM GRADE FOR LATERALS SHALL BE 1/8" PER FOOT. 4. ALL FITTINGS SHALL BE SDR 26. 5. DEPTH AT PROPERTY LINE TO BE APPROX. 5 FEET BELOW ESTABLISHED GRADE EXCEPT WHERE MAIN LINE GRADE FIXES SHALLOWER DEPTH OR WHERE BASEMENTS DICTATE A GREATER DEPTH. 6. MARK END OF LATERAL AT PROPERTY LINE WITH A METAL FENCE POST. 7. LATERAL TO BE TRACED WITH #8 GAUGE WIRE FROM THE WYE FITTTING TO THE TERMINUS CAP. LATERAL DETAIL NOT TO SCALE MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN &PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL OR SINGLE ROW OF 1" 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, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF YZ" KENT SEAL OR SINGLE ROW OF 1" 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. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 6" MIN. CONCRETE ENCASEMENT I.D. 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE -TYPE "B" NOT TO SCALE � o Z � z O Q V J Q W D Z 0 U E- (n Z O U Q Q Q z 0 000-00 Z 0 3:3: U-1 01__ 1 Qo U) U WW Y� Q J W I W Q U SHEET N0. C800 JOB N0. 48700S2 SECTION 02730 - SANITARY SEWER 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 124546. 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 CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN &PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL (SEE MANHOLE CASTING SCHEDULE). 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, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF YZ" KENT SEAL OR SINGLE ROW OF 1" 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. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 6" MIN. CONCRETE ENCASEMENT I.D. 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE -TYPE "B" NOT TO SCALE � o Z � z O Q V J Q W D Z 0 U E- (n Z O U Q Q Q z 0 000-00 Z 0 3:3: U-1 01__ 1 Qo U) U WW Y� Q J W I W Q U SHEET N0. C800 JOB N0. 48700S2 SECTION 02730 - SANITARY SEWER 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 124546. 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 vi C .E E U O Ln O N Ln O O N al Ln 4-+ O 9 J 0 O co i rn i N O O n co i vi c E D UV a Ln i0 O N Ln O O N cn Ln O m J D J M N O co U i rn i N V) O O n co i s• r i r,._ --- A C X C .. .: j c mot] J Cn of v c � fk i !4 Tr ia;Jir•.:. ..;iL ... % COP�CRETE ROLL CURB & GUTTER LiTL?T'( 2`' R; °w '` ;W 'iD rJIL TY 3DAD.1 2' -0" RS, A U%;VIjU FP-'+) '' 4e� ANN rA F.'-4.! i gs,,.i :C# i:..h: I i I I Esr:• 1 i:,:f?is i I i I *REFLECTIVE SHEETING TO BE IN ACCORDANCE r ? 7 tI ® ** SEE I.S.H.C. STANDARD DETOUR SIGNS SHT. 3. 4� // Z/ /Z - _T DENSITY FOR THE ENTIRE DEPTH OF THE EXCAVATION. I � 1E - TF AT ABOUT 3 FOOT INTERVALS. IF NO CONCRETE PAVEMENT IS BEING Z/ Z/ // / 3. MINIMUM COVER FOR PIPE CROSSINGS OF CITY STREETS FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY MAINS, WATER SERVICE LATERALS, SANITARY SERVICE SHOULD BE PLACED AT THE ENDS OF ALL RETURNS AND AT LATERALS UNDER CITY STREETS, REGARDLESS OF THE JURISDICTION OF THE UTILITY, THE MAXIMUM COVER FROM THE TOP INTERVALS NOT TO EXCEED 100 FEET. CONTRACTION JOINTS SHOULD OF THE INSTALLED PAVEMENT TO THE TOP OF THE INSTALLED PIPE SHALL BE THE PAVEMENT SECTION THICKNESS (ALL ". r l BITUMINOUS AND AGGREGATE MATERIAL ABOVE THE SUBGRADE) PLUS 1 -0 IF THE STANDARD PRACTICE OF THE UTILITY U ) u m REQUIREMENT SHALL GOVERN. 4. SEE SANITARY SEWER AND WATER MAIN BACKFILL SPECIFICATIONS. IF THEIR RESPECTIVE SPECIFICATIONS ARE LESS CURB JOINT DETAIL A, L •+ I� Z_ v m oN 00 ' � y i I r, L 1) i; ": Sri.; oe r•:rt s:d 4rt�n -xi eic-h ib -G mrCs+ e.teeds 3C' j-Ji gas a rrate5 klif - are aio%ed to ne ?ov :;ct i!, AA ChErs J, i ae 'xatni > Le utlity eorrrxts, a >cep 'e cress rand. 3.; 4:itcr;5 -oil requi'e 3 .v,rilice !.i'm; tte pe"nif , :._ess TYPICAL UTILITY LOCATIONS ON A LOCAL ROAD NrJ SCxF 00 I 00 I t to .E 7 a M N O N In O O N Obi Ln O 9 Ur _ 0 ch O cn N O O n co i 6i 1" H.A.C. SURFACE #11 5" H.A.C. #5D BASE 7" #53 COMPACTED STONE COMPACTED SUBGRADE PAVEMENT COMPOSITIONS NOT -TO -SCALE -� cAbtL fv, CLCO14 k: ' - IMPHtAYL IINrS, uAY MIN. DC fJJr,CO TO ON11 nr+ fH' IY,'_ _ IN Cri Il1iJt.NFNLV.NLLT AHY'M ICRC Wi w!T}5N 1frC CS iN? ( _ 1J I LMWIMLLI cY "t l' uCCF' IN.:'.:Y,° 1--- --- „,,, —_ ..._.. T._; :,v!.se-. +�•'i tnuRwcn oHAiNAta, _ GA; LINE s' (MIN. 42” U LF) WA411 MAIN � (MIN. 48" IxrP) -- ..(� ~ -- _ w w w —.- 1 Al' 11; NUUA (T1' mN ) �COnduits frx R (inupr�e utility riossiuys muy be eist ix ulleJ uttir underdtoins �k pr to {.tiff? plvetmrnf if de.sirrd to avoid future burrs ut 48'. IJrTttr :dwl be 24" below tx of hack of (ant:. NOTES: 1.) All taps, lulerulu, pushes, buf6i wid other undcrgoamd rood erosimp fur ull unfit;? JiA be tit n minimum of 4h* below the puvemeut surfoce to ovoid de•ileclinnn which will rtumage tie undeWfuur ;y;lerri. 2.) All utilmea to be in died Lmd,7 the rand or curb Shull be hi3tclled prior tr, th(, Lmdrtr,*4ns if n Irrnd4ri:t r4mullon fs to be used. Subsequent to the Lrnderdrnins bring iustudled. NO trencfiing or plowing will be allowed nr o. -vi Ihr' r4mid or curb subuaie for utility instdotions within tha r /w. In nn event stwll culling 0 the asphalt binder, 9urlarn or cpnrrcte he allowed. NO undercutting of in place C(trbs will bo allc.W0 3 ) Any repnu:: lu the utideiJruln ;yStem shall be in fccted by Ihr Survep s Lttite when a regulated dram it invoix.d, nthcrwlcr by the haincun Lowrity highway Deportment, 4 ) ''milty tup & yus t.ip pits &hall be gronulor backfillCd In wilhin III" In the luP of curb. 5.) 11113 typical dtilail applies gnly In road: having Ile N/W and eJ5l>f-iiWt d0NrJef15IkS as Shown on Ihi, ploo. F,) All d(-.plhr inemimed hum cup of buck 111 curb. l.) Urviotidiis wol iegGiri a vJriance from the Cxmty CligirwG,r. TYPICAL UTILITY LOCATIONS AND LOCAL ROAD CROSSING DETAIL Nil SCAT," Ecil) C' SiCewc!k Surf :c: 7 GL l! f a - C :rcfete GLrb v' CuCD & e f � rCVeR'��t I e � i 911 Sa f,19r r °• J N i h'in. iirn. FIrr UNDERDR�JN (Typicol Irstciiio:Jfsris) NDTEE: PIPE SHAl.l_ CONFCRM TO R0I.f RE',+ENTS OF S -CTIQN 906.17 OF STANDii.1D SPECIE :cA_f 10NS. IN3iALLw17DN RE: UIP,"Gl 3C'��' �:F, -- 'DE PLACMENT WHER' FSEQUIREG B'f THE. ENGINEER. Ci iY OF CARffAEL STANDARDS Air DARDS REVISED ,�--- SUASuRFP_•E C P,*4 fSUBE 10-9 4"x4" WOOD POST 0 2"x4" WOOD BRACES (2 PER POST) SANDBAGS (MIN. 2 BAGS 1`-0" riPER POST) / 1 6' -0" "x4" WOOD POST GRADE LEVEL — ICI— ICI— ICI— ICI— ICI —ICI rIr IITrI�� 1/4" 0 THRU BOLTS 6" LARGE WITH WASHERS 2 "x8" WOOD RAILS I I-1 /8" STEEL PLATES ���III 4"x4" GENERAL NOTES VARIABLE 26' -0" TO 36' -0 " FROM CURB TO CURB 2' -0" RS, 2 "x8" WOOD RAILS—,, 6a 6'a 10' MIN. 2' -0" -I.S.H.C. SIGN XR -1 ** 4e� OF WHITE PAINT. ROAD Q LOCATION OF BARRICADE AS PER PLANS WHITE * 1\-REFLECTIVE SHEETING *REFLECTIVE SHEETING TO BE IN ACCORDANCE CLOSED WITH I.S.H.C. STANDARD SPECIFICATION 912.10. 4"x4" WOOD POST ® ** SEE I.S.H.C. STANDARD DETOUR SIGNS SHT. 3. 4� // Z/ /Z - _T DENSITY FOR THE ENTIRE DEPTH OF THE EXCAVATION. ORANGE * REFLECTIVE SHEETING 1E - TF AT ABOUT 3 FOOT INTERVALS. IF NO CONCRETE PAVEMENT IS BEING Z/ Z/ // / 3. MINIMUM COVER FOR PIPE CROSSINGS OF CITY STREETS FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY MAINS, WATER SERVICE LATERALS, SANITARY SERVICE 4"x4" WOOD POST 0 2"x4" WOOD BRACES (2 PER POST) SANDBAGS (MIN. 2 BAGS 1`-0" riPER POST) / 1 6' -0" "x4" WOOD POST GRADE LEVEL — ICI— ICI— ICI— ICI— ICI —ICI rIr IITrI�� 1/4" 0 THRU BOLTS 6" LARGE WITH WASHERS 2 "x8" WOOD RAILS I I-1 /8" STEEL PLATES ���III 4"x4" GENERAL NOTES N In 1Q ALL WOOD POST AND SUPPORT MEMBERS 05 REFER TO SECTION 800 OF THE INDIANA SHALL BE PAINTED WITH TWO (2) COATS STATE HIGHWAY COMMISSIONS STANDARD OF WHITE PAINT. SPECIFICATIONS AND LATEST ADDITION OF Q LOCATION OF BARRICADE AS PER PLANS INDIANA MANUAL OF UNIFORM TRAFFIC *REFLECTIVE SHEETING TO BE IN ACCORDANCE CONTROL DEVICES. WITH I.S.H.C. STANDARD SPECIFICATION 912.10. WHEN THE PROPOSED EXTENSION OF THE ® ** SEE I.S.H.C. STANDARD DETOUR SIGNS SHT. 3. STREET IS TO BE a) LESS THAN TWO (2) EXTRANEOUS MATERIAL, COMPACTED IN 12 —INCH MAXIMUM LIFTS TO NOT LESS THAN 90% STANDARD PROCTOR YEARS USE THE SANDBAGS ON POSTS DENSITY FOR THE ENTIRE DEPTH OF THE EXCAVATION. b) GREATER THAN TWO (2) YEARS USE THE THE MATERIAL REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY. GROUND POSTS. STANDARD BARRICADE DETAIL 1' -0" W Z 5)_01) SAND OR OTHER NON — COMPRESSIBLE FINE LOW VOID MATERIAL. FAN" SIDEWALK 4" THICK SLOPE 1/4" FT. 4" MIN. GRANULAR MATERIAL TEMPORARY SEEDING SHALL BE DONE IN ACCORDANCE WITH SECTION 621 OF I.D.O.H. SPECIFICATIONS WITHIN THE STREET RIGHT -OF -WAY. MINIMUM WIDTH 1.25 (O.D.) -12" CV Z 90' 0 RIGID PIPE BEDDING DETAIL (CONCRETE PIPE) NOT -TO -SCALE RESIDENTIAL STREETS ONLY LIMITS OF FULL DEPTH IGRANULAR BACKFILL GRANULAR GRANULAR z BACKFILL BACKFILL z 5' PAVEMENT WI TH VARIABLE 5' Z � J <1 BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTION TO 95% PROCTOR DENSITY). W z J 3 PAVEMENT SURFACE 50' R/W 30' -0" TYPICAL STREET CROSS- SECTION NOT -TO -SCALE 3" TOPSOIL, SEED OR SOD AS REQUIRED TO MATCH EXISTING Y� EXISTING GRADE SHOULDER SECTION CURB SECTION \J� f� PIPE BEDDING SPECIFICATIONS l 1. STORM SEWERS BEDDING, HAUNCHING, INITIAL BACKFILL BEDDING, HAUNCHING, AND INITIAL BACKFILL FOR ALL RCP INSTALLATIONS SHALL BE B— BORROW FOR STRUCTURE BACKFILL MEETING THE MATERIAL REQUIREMENTS OF THE INDOT. BEDDING SHALL BE PLACED IN THE TRENCH BOTTOM SUCH THAT AFTER THE PIPE IS INSTALLED TO GRADE AND LINE, THERE REMAINS A 4 —INCH MINIMUM DEPTH OF MATERIAL BELOW THE PIPE BARREL AND A MINIMUM OF 3— INCHES STANDARD FULL DEPTH GRANULAR BELOW THE BELL. FOR PIPE SIZES 66— INCHES AND LARGER, THE MINIMUM DEPTH OF MATERIAL BELOW THE PIPE BARREL SHALL BE 6— INCHES. BEDDING, HAUNCHING AND INITIAL BACKFILL SHALL BE COMPACTED BACKFILL DETAILS IN 6 —INCH MAXIMUM LIFTS TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR THE MATERIAL PLACED. THE BACKFILL SHALLBE BROUGHT UP EVENLY ON BOTH SIDES OF THE PIPE FOR THE FULL LENGTH OF THE PIPE. HAUNCHING SHALL EXTEND TO THE SPRINGLINE OF THE PIPE. THE LIMIT OF INITIAL NOT —TO —SCALE BACKFILL SHALL BE 6— INCHES ABOVE THE SPRINGLINE. MINIMUM TRENCH WIDTH SHALL BE THE OUTSIDE DIAMETER OF THE PIPE PLUS 18— INCHES. FINAL BACKFILL N In FINAL BACKFILL FOR ALL RCP INSTALLATIONS UNDER AND WITHIN 5 —FEET OF PAVEMENT SHALL BE B— BORROW FOR STRUCTURE BACKFILL MEETING THE MATERIAL REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED * * * ** IN 6 —INCH MAXIMUM LIFTS TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH 100' OF THE MATERIAL PLACED. THE BACKFILL FOR THE TOP 6— INCHES OF THE EXCAVATION BELOW THE START O•;�� N ••a, OF THE AGGREGATE SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE MEETING THE MATERIAL REQUIREMENTS TOP OF CURB OF THE INDOT AND SHALL BE COMPACTED TO NOT LESS THAN 95% STNADARD PROCTOR DENSITY. �� i'f��' , �•• ••• FINAL BACKFILL FOR ALL RCP INSTALLATIONS GREATER THAN 5 —FEET OF PAVEMENT SHALL BE CLEAN FILL * * * ** WHEN BUILT IN CONJUCTION WITH CONCRETE PAVEMENT, EXPANSION MATERIAL FREE OF ROCKS LARGER THAN 6— INCHES IN DIAMETER, FROZEN LUMPS OF SOIL, WOOD OR OTHER Lp EXTRANEOUS MATERIAL, COMPACTED IN 12 —INCH MAXIMUM LIFTS TO NOT LESS THAN 90% STANDARD PROCTOR LOCATIONS AS IN THE PAVEMENT SLABS. THE CURB AND GUTTER DENSITY FOR THE ENTIRE DEPTH OF THE EXCAVATION. :. ° a. 2. WATER AND SEWER UNDER CITY STREETS N In BEDDING, HAUNCHING, INITIAL BACKFILL 145 4z BEDDING, HAUNCHING AND INITIAL MATERIALS, PLACEMENT AND COMPACTION FOR WATER MAINS, WATER PAVEMENT BOTTOM OF CURB SERVICE LATERALS, SANITARY MAINSAND SANITARY SERVICE LATERALS SHALL BE IN ACCORDANCE WITH THE O•;�� N ••a, STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICITON OVER THE INSTALLATION. TRANSVERSE EXPANSION JOINTS TRANSVERSE CONTRACTION JOINTS FINAL BACKFILL �� i'f��' , �•• ••• FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS * * * ** WHEN BUILT IN CONJUCTION WITH CONCRETE PAVEMENT, EXPANSION 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% AND CONTRACTION JOINTS SHOULD BE PLACED AT THE SAME STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE TOP 6— INCHES LOCATIONS AS IN THE PAVEMENT SLABS. THE CURB AND GUTTER OF THE EXCAVATION BELOW THE START OF THE AGGREGATE SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE MEETING SHOULD BE TIED TO THE PAVEMENT BY 1 ROUND DEFORMED THE MATERIAL REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY. /2" BARS IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS A MORE STRINGENT AT ABOUT 3 FOOT INTERVALS. IF NO CONCRETE PAVEMENT IS BEING FINAL BACKFILL REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. BUILT AT THE TIME THE CURB IS CONSTRUCTED, EXPANSION JOINTS 3. MINIMUM COVER FOR PIPE CROSSINGS OF CITY STREETS FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY MAINS, WATER SERVICE LATERALS, SANITARY SERVICE SHOULD BE PLACED AT THE ENDS OF ALL RETURNS AND AT LATERALS UNDER CITY STREETS, REGARDLESS OF THE JURISDICTION OF THE UTILITY, THE MAXIMUM COVER FROM THE TOP INTERVALS NOT TO EXCEED 100 FEET. CONTRACTION JOINTS SHOULD OF THE INSTALLED PAVEMENT TO THE TOP OF THE INSTALLED PIPE SHALL BE THE PAVEMENT SECTION THICKNESS (ALL ". BE INSTALLED AT 20 FOOT SPACING. BITUMINOUS AND AGGREGATE MATERIAL ABOVE THE SUBGRADE) PLUS 1 -0 IF THE STANDARD PRACTICE OF THE UTILITY U ) THAT HAS JURISDICITON OVER THE INSTALLATION HAS A MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT m REQUIREMENT SHALL GOVERN. 4. SEE SANITARY SEWER AND WATER MAIN BACKFILL SPECIFICATIONS. IF THEIR RESPECTIVE SPECIFICATIONS ARE LESS CURB JOINT DETAIL RESTRICTIVE, THIS DETAIL SHALL PREVAIL. L 5' -0- W z J 3 SIDEWALK 4" THICK SLOPE 1/4" FT. W W W W W W MIN. 3" TOPSOIL ROLL CURB & GUTTER 4" MIN. GRANULAR TYPE I MATERIAL 6' -0" & 10' -0" SLOPE ASPHALT PATH TO ROAD 1' -0" `````�IIIIIIIIII/I /III,'I N In Q z Q z 145 4z '0 O =ct N Z0 Lu Q - Q al z= O•;�� N ••a, F- � O; 0 .� o ` �� i'f��' , �•• ••• 44 . ' ♦ , '' 'll/411111 1 p� ``,• %%%% BACK OF CURB 5' -0" MIN. 5' -0" MIN. I GRADED LAWNS I I TOP SOIL =1 I I =1 I I =1 I I =1 I I III =111 =111 =1 MIN. 4" MIN. 3" * I I BACKFILL PREPARED SUBGRADE PROPERTY LINE — TYPICAL SIDEWALK SECTION NOT -TO -SCALE 1' -0" R/W NOTE: 1. ALL TRANSVERSE JOINTS SHALL BE TOOLED OR SAWCUT JOINTS 1/4" THICK. 2. WALKS ACROSS DRIVEWAYS SHALL BE 6" OR THE THICKNESS OF THE PROPOSED DRIVEWAY WHICHEVER IS THICKER. SOIL ■ z 0 0 w U) � 0 N In Q z Q z L 00 Y LZ Q LLJ VJ 0 I- Z Q Q LL_ Q _j U ) U m LLJ J Z O w\ L a I� Z_ v m oN 00 Z L I J U) � 0 N In Q z Q z L 00 VJ 0 Z Q Q LL_ _j I..L 00 N L I Z_ ° O 00 Z L o Z 0) Fz 0-) LO t J V o Z 0 U � z Q z * THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REQUIRED ELEVATION AND COMPACTED IN LAYERS NOT TO EXCEED 6" IN DEPTH. SUBGRADE UNDER ALL CURB SIDEWALK, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. Q Z z Z W � W cl� :� 0-- Z W 0 J LL Q — O J LL. J 0 W p U-1 ui w Q Z > W CC — > ll I— z z 6' -0" BETWEEN TRANSVERSE z N o �:-j N o cr JOINTS Q 48' -0" BETWEEN EXPANSION JOINTS (MAX.) I %, O i V/ 4" MIN. � w CONCRETE SIDEWALK W Z Q RIOT -TO -SCALE n 3 0 I— Z I- 0 �— 0 Q U I- D �U I ' ' W F— Y / ^ V/ < Z 0 U W J Ld Q U SHEET NO. C803 JOB NO.4870OS2 rl c .E Y a M M M M 0 Ln 0 0 N O Ln ,-i a✓ 0 9 J H 0 0 U i 0 i N U) 0 0 n 0 cfi l 1 TYPE N �.. TYPk '. ,r Sidewalk TYPE �, f—m� �:-- ��dw�lk °l'1(PE A f :.,. - _ _ w �-- f'teicstrian- �= ' �' dross ink marking cra�s3io1 u Rglsecl madian , ' Rairw,,d median fnarkin ' -` r — _ - .- -- -- - - -- _ _^ _ _ _ _ - tltlllty strip - _ —_ _ -"tltliity rtn= ti __. �., Ulilit air ' � Utility � n >..�. k - TYPE C _r TYPE lt;4 4��l - Sidewalk k: S Suic>walk –�'` TYPE G -�TYPE G We l., � i TYPED •_ ._,_ - -TYPE H r 5 TYPE H --� f TYPE H /--T 'yPE K c 1'7 Sidewalk - Sidewalk - --------- ------------------------------ _--- -a.- ----- _ - - - - -- — Raiead madian,, Flossed median TYPE E ------------ -------- -------------------------------------------------- — — _— — -- --- — — — .. ------ - - - - -- — — — — -- - - - - -- --- -- -_— 4 --------- L- i Utility strip - - utility strip - L 1-1--F Sidewalk TYPE G _._. TYPE G Sldewalk J TYPE K NOTES__; 1. The curb ramp type includes the ramp and IfiCHANA DEPARTMENT OF TRAN3popTATION (flared ,aides as indicated by tho hatched lines LOCATION PLAN FOR on the details. A top level landing for every Flared side of sidewalk curb ramp next SIDEWALK CURES RAMPS curb ramp shall be provided. to utility strip shall ba sodded. SFPT1-Mt3LR 200 STANDARD DftAWIING NO, E 604 -5WC R -01 2. For details of sidewalk curb types sea 5. Sao Standard Drawings E 604- SWCR -02 for fi �a � rr ti Standard Drawings E 604- SWCR -03 to -11. General Notes. «Yn'*JAKWV t.rW n otirr 3. The curb ramps shall be placard within 5 AT4 cr f r.r fnnaa x.iv`exr ��a'i� the marked crosswalk area '' GN,.1Y0lYVY rwrN". (AV L- a K 4 t3t .- GENERAL NOTES: NOTES: 1 71 1 Thmia dimensions are based on a 6 in. curt, ^ta �' ' °�. 0.4"019" fiat Ort�iova details. height. They shall be Nropodionalty adjusted for other curb heights. 1 I � I � ! t 0 Sec Standwd piawing E 604- SWCR -02 Voltere site infeasibility pr'eclixles construction be 'a`\TJ 0.9 M - 1 A 8.33 9'� + S % =13 33 % > 1 t % to the width shown, such width may decreased to a minimum of 3'-0. I 8 33 � maxirnuryt 6 mnxtmum fer olternatc curb cun.struchom , Section ax•a . denotes leay !milt �� •ii': =-`ter ' The bottoca edge of the curb ramp shall be and =02 fuf LOCAtion Han and l � flush with the edge of adjacent pavomant Squaro porn PrvvWe 2"-0 fever strip if 2'-0 � and gutter line. TRUNCATED DOMES USED aalg?braic difference Provide curb as required, *P-Lr may be monolitic NAM Landing areas at the top of curb ramps shall IN DETECTABLE WARNINGS sa 11% level strip. have maximurn cross slope of SO: 1 in any CHANGE OF GRADE direction. It+than site lnfeasibilRy precludes Dai�xtabla warning brick a landhig slope cf 50: 1 in any direction, tris w Q slopes perpendicular to the cwb face shall not Brushed sand rr&ture exceed 50 :1. Settlru bed ONAL EN SI�opo 12 Fi Concrete base 2" 2" 2" If site infeasibility patio 4415 construction to PA;jEMEtyi' M U m J Uj z 0.3" o the width shown, the landing width may be a N a-' a ll decreased to 3'-0 minimum. The running 0 slope of the curb ramp may be sbeepened to a maximum of 10 : 1 for a maximum a In. rise ` -� --�,_, DETAIL OF RAMP GROOVES BRICK SURFACE CONSTRUCTION 9. drainage inlets sho[Ad be located uphill tram curb ramps to prevent puddles at the path of travel. Slopo 12: 1 #5 spa. 18" 7. See Standard Drawing E eO4,SV CR -12 for -- ---"-" PAyEa1EMC Improved access on narrow sidewalks, 8. Algebmicditterenceingradcrbetween the base MMANA DEPARTMENT OF IRANSPCRTAIILM of curb rainp and the gutter shall be limited to less SIDEWALK CURB RAMPS than 11%. tf It is not practical, a 2' -0 wide Grnsstruction of cwb if GENERAL NOTES & DETAILS level strip shall be provided, See detail sketch. separated from ramp � SEPTEMBER 2003 STANDARD DRAWNG N4. E 6e4- SWCR -02 1'- B r• . t • Uqf� AL.TERNXTE CURB CONSTRUCTION fT.tR eY - xr+n sT.MO+.+va n. L- a K 4 t3t .- r- �-y NOTES: 1 71 1 SaA ;standard Drewlno E O4- SWCR -02 r- �-y NOTES: SaA ;standard Drewlno E O4- SWCR -02 - lr --�` fiat Ort�iova details. 0 Sec Standwd piawing E 604- SWCR -02 for details or tine t1o(Eictablc warmm j. :;cc Standard Drawing E 004- SWCR -02 fer olternatc curb cun.struchom , denotes leay !milt �� •ii': =-`ter ' 10. Sce Standard Vrawing C 1504 - SWCR -01 and =02 fuf LOCAtion Han and l � General NoWs roe pcctivcly_ t -- Dete tiblµwarningclernesriN Setting bell Concrete base InteQj-611 ctrl na siuEWALK 51Llpo 12: 1 "`— —'�- -- INDIANA DEPAtt1MENT OF TRANSPURTATION � — t pAWjAE +T SIDEWALK CURB RAMP TYPE A � aLPTEMBER?nn:t _ - - �E STANDARD ORAWING ND. E 604- SWCR -03 ,h" preformed joint 1111or - r t No. /1,, ... �i ?t4+trt � -�'° RAMP CONSTRUCTION DETAIL 3 1� ©g��n� ,,,rlWAt Z�,. uY.[`FN�Nrr nh.��l un!i n►i Dui y .Nw,a.. �� � , , . ..__ NOTES -: rr 0 See Standard Drawing E 604 - SWCR -02 for groove details. -•* , r' (7) Soo Standard Drawing E 604- SWOR -02 for details of the detectable warning surface. ,ti �� �- �. f i) Indicated area denotes pay limits, } _ l l � `� rrrt l t f s19 : See Standards Drawing E G04- 3WCR• -03 for typical ramp a onstrtiction details. 10. Boo Standard DraWing E 604- SWCIt -01 \�i- 3 ,• . �, ry and -02 for Location Plan and T- Gonoral Notes respectively. 'so All, . �ty,,rc7 y�000QO�ao • ��" ��0(� � a l, 'U INDIANA DEaARTmENT Of TRANc;P0RTATVl SIDEWALK CURB RAMPS 'IYPE C RFF'TFhAFiF(� 2fin'i r. StANDARP DRAWING No. L W4- SWUNLOJ f No. .i'- dL..,Alrtra�9 LWsrit Kh-- -r..-,.VIN74 i18095} [tivwrnpivhwlyGn. "nits tHiG SWC pr yr fCAl1►L �n� LiU".F NWIfYAY 61.'LM01Jl WlY NOTES ( See Standard Drawing E 604- SWCR -02 for grooved details. Sou Stand ai'd Drawing E 604•SWCR -02 for details of the detectable warnings, (3) Indicated area donates pay limits. 9. See Standard Drawing E 604- SWCR -0 3 for typical ramp construction details. 10. See Standard Drawing E 604- SWCR -01 and -02 for Location Plan and General Notes respectively. 7 �ro Sri � S�" pr�fc�rmcd jUint tiller- - f rf B N Sidevialk ��y --,�� F-% •J4'. } prefvrmod f `,, �s►� * ',p�,+ r uirit tiller \ s i S ,*'S�p INDIANA UEPA}RtMEN1 j: ''IDEWALK i �`�`r'f TYp ,sbi: Ca , SEf TEMI STANDARD DRAWING t .. V) z (D i) w Of `0,vII1111111111111. ........... T �Q- GISTEYq� •• iL •� • No. 10200495 = -o STATE OF w Q ONAL EN U-) �.�.�`� ',�1j111111111111��` M U m J Uj z W o M a N a-' a ll O N 0 E Li U z rn Q V O z w 00 0 X Z < r� I V co � I Uj W W I _Z ° O C� 00 Z W Z_ U) 0 � � 00 O Z Q 0 U � z Q Z Q D Q Z /^ Q V J O J a W Ld O� Z F-- O Z U-- I a0 D Lf)U Cr. Y� (n Q O J U W 2 J W Q U C804 JOB NO. 48700S2 (4) Colora< (3) Autumn (9) Redtwig See Sheet For Tree Preserva (5) Autumn Bla: (16) Leatherleaf (5) Colorado ' MATCH LINE SF 31 Red Maple Foerster Grass et L -3 For Sign Detail ii Yew ibeam Coreopsis & Roses Weigela krea knnual Area 4) Anthony Waterer Spires 5) Wine & Roses Weigela 8) Moonbeam Coreopsis 6) Karl Foerster Grass 7) Wardi Yew 3) Royal Red Maple 3) Harvest Gold Crab �) Dwf. Fountain Grass Burning Bush Colorado Spruce Thornless Hawthorn Wordi Yew Honeylocust Leatherleaf Viburnum Grey Owl Juniper Prairiefire Crab Redtwig Dogwood Norway Spruce Karl Foerster Grass Redtwig Dogwood Royal Red Maple ! Burning Bush Norway Spruce -'H LINE SHEET L -2 U 1 "= 50' CD z 0 $128104 PROJECT NO. F MB z NH `v ; : - z ;. a • � a � W Q d era, �F a z ...+ „ � 0 Q U 1 "= 50' DATE $128104 PROJECT NO. F MB z NH z a a o � a � W Q d Q Q a z w 0 Q 0 x w z a o h � Q a w x H DATE REVISIONS 12/04/04 TAC REVISIONS 1/25/05 t DEV. REVISIONS SCALE 1 "= 50' DATE $128104 PROJECT NO. DRAWN BY MB CHECKED BY NH MATCH LIN] 1. EXISTING SITE INFORMATION SUPPLIED BY STOEPPIELWERTH AND ASSOC. FISHERS, IN 46038. ALL QUANTITIES AND DESIGN BASED UPON SAME. 2. BEFORE ANY EXCAVATION ON THE SITE. CALL FOR A LOCATE ON ANY EXISTING UTILITIES ON THE SITE. THE CONTRACTOR SHALL FAMILIARIZE HIMSELF /HERSELF WITH THE LOCATIONS OF ALL BURIED UTILITIES IN THE AREAS OF WORK BEFORE STARTING OPERATIONS. THE CONTRACTOR SHALL BE LIABLE FOR COST OF REPAIRING OR REPLACING ANY BURIED CONDUITS, CABLES OR PIPING DAMAGED DURING THE INSTALLATION OF THIS WORK. a•J� •sp 3. PROTECT STRUCTURES, UTILITIES, SIDEWALKS, PAVEMENTS AND OTHER UTILITIES TO REMAIN FROM DAMAGE CAUSED BY SETTLEMENT, LATERAL MOVEMENT, UNDERMINING, WASHOUTS AND OTHER HAZARDS CREATED BY SITE IMPROVEMENT OPERATIONS. 4. CAREFULLY MAINTAIN PRESENT GRADE AT BASE OF ALL EXISTING TREES TO REMAIN. PREVENT ANY DISTURBANCE OF EXISTING TREES. USE TREE PROTECTION BARRICADES WHERE INDICATED. PROTECT EXISTING TREES TO REMAIN IN PLACE AGAINST UNNECESSARY CUTTING, BREAKING OR SKINNING OF ROOTS, BRUISING OF BARK, SMOTHERING OF TREES BY STOCKPILING EXCAVATION AND CONSTRUCTION MATERIALS WITHIN THE DRIP LINE. 5. THE CONTRACTOR AT ALL TIMES SHALL KEEP THE PREMISES ON WHICH THE WORK IS BEING DONE, CLEAR OF RUBBISH AND DEBRIS. 6. ALL WORK AND OPERATIONS SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL CODES AND ORDINANCES. 7. LAYOUT OF ALL NEW PATHWAYS, CURBS AND WALLS SHALL BE SMOOTH AND CONTINUOUS. KINKY ALIGNMENT OR ABRUPT CHANGES WILL NOT BE ACCEPTED. LANDSCAPE ARCHITECT WILL REVIEW STAKED -OUT LAYOUT AND FORMWORK BEFORE CONSTRUCTION CONTINUES. Planting Notes 1. PLANT LOCATIONS SHALL BE STAKED BY THE CONTRACTOR AND REVIEWED BY THE LANDSCAPE ARCHITECT BEFORE PLANTING OPERATIONS COMMENCE. ADJUST AS REQUESTED TO AVOID UTILITY CONFLICTS. 2. NOTE THAT PLANT LIST QUANTITIES ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. CONCTRACTOR SHALL VERIFY ALL QUANTITIES PRIOR TO SUBMITTING THEIR BID FOR THIS PROJECT. 3. ALL PLANT MATERIAL SHALL CONFORM TO ANSI Z60.1 STANDARDS. LANDSCAPE ARCHITECT PRESERVES THE RIGHT TO REJECT ANY PLANT MATERIAL NOT MEETING INDUSTRY STANDARDS. 4. PLANTING BEDS SHALL RECEIVE A 3" LAYER OF SHREDDED BARK MULCH. 5• SEED AND STRAW MULCH ALL LAWN AREAS DISTURBED DURING CONSTRUCTION, UNLESS NOTED OTHERWISE. SCALE IN FEET i 0 25 50 100 150 MATCH LINE SHEET L- I 250 DATE REVISIONS CD TAC REVISIONS 11,25105 DEV. REVISIONS F-+ MB CHECKED BY NH w Un o w jv. �'� a•J� •sp Q t a , z w 0 J DATE REVISIONS 12/04/04 TAC REVISIONS 11,25105 DEV. REVISIONS F-+ MB CHECKED BY NH w Un o w Q Q z w 0 0 w a a O w w z a w H DATE REVISIONS 12/04/04 TAC REVISIONS 11,25105 DEV. REVISIONS DRAWN BY MB CHECKED BY NH SCALE �r I "= 50' DATE PROJECT NO. DRAWN BY MB CHECKED BY NH SHEET NO. 4' High Snow Drip Line of Exi ` High Snow Fence Along rip Line of Existing Trees High Snow Fence Along rip Line of Existing Trees 250 CD z ••'.• •. r'.�! V) U J DATE REVISIONS 12/04/04 TAC REVISIONS 1/25/05 DEV. REVISIONS SCALE 1 � 50' DATE $12$104 PROJECT NO. DRAWN BY M B CFfECKED BY NH 4' High Snow Fence Drip Line of Existing 1 4' High Snow Fence / Drip Line of Existing Tr General Construction Notes 1. EXISTING SITE INFORMATION SUPPLIED BY STOEPPELWERTH AND ASSOC. FISHERS, IN 46038. ALL QUANTITIES AND DESIGN BASED UPON SAME. 2. BEFORE ANY EXCAVATION ON THE SITE. CALL FOR A LOCATE ON ANY EXISTING UTILITIES ON THE SITE. THE CONTRACTOR SHALL FAMILIARIZE HIMSELF /HERSELF WITH THE LOCATIONS OF ALL BURIED UTILITIES IN THE AREAS OF WORK BEFORE STARTING OPERATIONS. THE CONTRACTOR SHALL BE LIABLE FOR COST OF REPAIRING OR REPLACING ANY BURIED CONDUITS, CABLES OR PIPING DAMAGED DURING THE JNST.ALLAT)ON OF THE S WORK. 3• PROTECT STRUCTURES, UTILITIES, SIDEWALKS, PAVEMENTS AND OTHER UTILITIES TO REMAIN FROM DAMAGE CAUSED BY SETTLEMENT, LATERAL MOVEMENT, UNDERMINING, WASHOUTS AND OTHER HAZARDS CREATED BY SITE IMPROVEMENT OPERATIONS. 4. CAREFULLY MAINTAIN PRESENT GRADE AT BASE OF ALL EXISTING TREES TO REMAIN. PREVENT ANY DISTURBANCE OF EXISTING TREES. USE TREE PROTECTION BARRICADES WHERE INDICATED. PROTECT EXISTING TREES TO REMAIN IN PLACE AGAINST UNNECESSARY CUTTING, BREAKING OR SKINNING OF ROOTS, BRUISING OF BARK, SMOTHERING OF TREES BY STOCKPILING EXCAVATION AND CONSTRUCTION MATERIALS WITHIN THE DRIP LINE. 5. THE CONTRACTOR AT ALL TIMES SHALL KEEP THE PREMISES ON WHICH THE WORK IS BEING DONE, CLEAR OF RUBBISH AND DEBRIS. 6. ALL WORK AND OPERATIONS SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL CODES AND ORDINANCES. 7. LAYOUT OF ALL NEW PATHWAYS, CURBS AND WALLS SHALL BE SMOOTH AND CONTINUOUS. KINKY ALIGNMENT OR ABRUPT CHANGES WILL NOT BE ACCEPTED. LANDSCAPE ARCHITECT WILL REVIEW STAKED -OUT LAYOUT AND FORMWORK BEFORE CONSTRUCTION CONTINUES. Planting Notes 1. PLANT LOCATIONS SHALL BE STAKED BY THE CONTRACTOR AND REVIEWED BY THE LANDSCAPE ARCHITECT BEFORE PLANTING OPERATIONS COMMENCE. ADJUST AS REQUESTED TO AVOID UTILITY CONFLICTS. 2. NOTE THAT PLANT LIST QUANTITIES ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. CONCTRACTOR SHALL VERIIFY ALL QUANTITIES PRIOR TO SUBMITTING THEIR BID FOR THIS PROJECT. 3. ALL PLANT MATERIAL SHALL CONFORM TO ANSI Z60.1 STANDARDS. LANDSCAPE ARCHITECT PRESERVES THE RIGHT TO REJECT ANY PLANT MATERIAL NOT MEETING INDUSTRY STANDARDS. 4. PLANTING BEDS SHALL RECEIVE A 3" LAYER OF SHREDDED BARK MULCH. 5. SEED AND STRAW MULCH ALL LAWN AREAS DISTURBED DURING CONSTRUCTION, UNLESS NOTED OTHERWISE. NORTH SCALE IN FEET 0 25 50 100 150 250 s w DATE I REVISIONS 112/04/041 TAc REvisio S 1/25/05 DEV. REVISIONS SCALE 1 _ 50' DATE $/2$/04 PROJECT NO. DRAWN BY MB CHECKED BY NH 250 DATE REVISIONS z 250 SCALE 1 "= 50' DATE $128104 PROJECT NO. DRAWN BY MB CHECKED BY N H SHEET NO. L-5 DATE REVISIONS 12/04/04 TAC REVISIONS 1/25/05 DEV. REVISION" SCALE 1 "= 50' DATE $128104 PROJECT NO. DRAWN BY MB CHECKED BY N H SHEET NO. L-5 General Construction Notes 1. EXISTING SITE INFORMATION SUPPLIED BY STOEPPELWERTH AND ASSOC. FISHERS, IN 46038. ALL QUANTITIES AND DESIGN BASED UPON SAME. 2. BEFORE ANY EXCAVATION ON THE SITE. CALL FOR A LOCATE ON ANY EXISTING UTILITIES ON THE SITE. THE CONTRACTOR SHALL FAMILIARIZE HIMSELF /HERSELF WITH THE LOCATIONS OF ALL BURIED UTILITIES IN THE AREAS OF WORK BEFORE STARTING OPERATIONS. THE CONTRACTOR SHALL BE LIABLE FOR COST OF REPAIRING OR REPLACING ANY BURIED CONDUITS, CABLES OR PIPING DAMAGED DURING THE INSTALLATION OF THIS WORK. o 3. PROTECT STRUCTURES, UTILITIES, SIDEWALKS, PAVEMENTS AND OTHER UTILITIES TO REMAIN FROM DAMAGE CAUSED BY SETTLEMENT, LATERAL MOVEMENT, UNDERMINING, WASHOUTS AND OTHER HAZARDS CREATED BY SITE IMPROVEMENT OPERATIONS. 4. CAREFULLY MAINTAIN PRESENT GRADE AT BASE OF ALL EXISTING TREES TO REMAIN. PREVENT ANY DISTURBANCE OF EXISTING TREES. USE TREE PROTECTION BARRICADES WHERE INDICATED. PROTECT EXISTING TREES TO REMAIN IN PLACE AGAINST UNNECESSARY CUTTING, BREAKING OR SKINNING OF ROOTS, BRUISING OF BARK, SMOTHERING OF TREES BY STOCKPILING EXCAVATION AND CONSTRUCTION MATERIALS WITHIN THE DRIP LINE. 5. THE CONTRACTOR AT ALL TIMES SHALL KEEP THE PREMISES ON WHICH THE WORK IS BEING DONE, CLEAR OF RUBBISH AND DEBRIS. 6. ALL WORK AND OPERATIONS SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL CODES AND ORDINANCES. 7. LAYOUT OF ALL NEW PATHWAYS, CURBS AND WALLS SHALL BE SMOOTH AND CONTINUOUS. KINKY ALIGNMENT OR ABRUPT CHANGES WILL NOT BE ACCEPTED. LANDSCAPE ARCHITECT WILL REVIEW STAKED -OUT LAYOUT AND FORMWORK BEFORE CONSTRUCTION CONTINUES. Planting Notes 1. PLANT LOCATIONS SHALL BE STAKED BY THE CONTRACTOR AND REVIEWED BY THE LANDSCAPE ARCHITECT BEFORE PLANTING OPERATIONS COMMENCE. ADJUST AS REQUESTED TO AVOID UTILITY CONFLICTS. 2. NOTE THAT PLANT LIST QUANTITIES ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. CONCTRACTOR SHALL VERIFY ALL QUANTITIES PRIOR TO SUBMITTING THEIR BID FOR THIS PROJECT. 3. ALL PLANT MATERIAL SHALL CONFORM TO ANSI Z60.1 STANDARDS. LANDSCAPE ARCHITECT PRESERVES THE RIGHT TO REJECT ANY PLANT MATERIAL NOT MEETING INDUSTRY STANDARDS. 4. PLANTING BEDS SHALL RECEIVE A 3" LAYER OF SHREDDED BARK MULCH. 5. SEED AND STRAW MULCH ALL LAWN AREAS DISTURBED DURING CONSTRUCTION, UNLESS NOTED OTHERWISE. SCALE IN FEET 0 25 50 100 150 250 U z DATE � a a H � z Q W � H � a o a, Q o Q o a z w o � 0 Q o z DATE � x a w � CHECKED BY Q o w H � o a � w o � DATE REVISIONS 12/04/04 TAC REVISIONS 1/25/05 1 DEV. REVISIONS SCALE III= 50' DATE $128104 PROJECT NO. DRAWN BY MB CHECKED BY NH 1/2" DIA RUBBE TUBE TYP. 2 STRANDS OF 14 GA WIRE FASTENDED SECURELY WITH TURNBUCKLES. PROVIE 3 GUYS PER TREE. 2" X 4" X 3' CCA - WOOD STAKES Evergreen Tree Planting GENERAL� NOTES: LC; 5SET NFUND�BED RSMASE. -or ��t �fi�L E DOZ� NFROMN TOP AI V�C k V FPSLANDSCAPETAGS AFTER NG WHTkhI ANDGIETTLING. PLUMB DIRECTEDRB�STHE LANDSCAPEAARCA�ECT. HA Lft�%FG AH XESR&TR.TTREES SIDEEFACESLASNTPRNED SO BEST GFT DE0 AFTE�A SETTLIN�OVE FINISH N"OT LACEEATTHE %OAOSE �FL5RUNK. VVATR DIAMETER 60F THE ROOTTE BALL. �, �O�WiNb OFDBALM.OBURLAPL TO BE UIBED SOIL OR COMPACTED B„ WALL, WALK OR PLANTER EDGE Jw ALL GROUND COVER & ANNUALS SHALL BE PLANTED AT EQUAL TRIANGULAR SPACING AS INDICATED EQUAL NOTE: APPLY PRE - EMERGENT HERBICIDE OVER ENTIRE PLANTING AREA PER MANUFACTURER'S SPECIFICATION 3" MULCH ���.�.:.� - -mss .,.. �,�r,�c��[mm►n�tun�� rI1���1�1rf��rM��t1 r� / /t!i �— CULTIVATE TO A 12" DEPTH AND AMEND AS PER SPECS TO FORM PREPARED PLANTING MIX Groundcover /Perennial Planting z_ C t is I 10' -0" MAX. Tree Protection Fencing N.T.S. N.T.S. EL POST, TO BE PLACED ALONG 'LINE OF EXISTING TREES ORANGE, HIGH TENSILE STRENGTH, POLY BARRICADE FABRIC (TYPICAL) N.T.S. GENERAL NOTES: q FOR gLL, Sl � UMMI BID S MA SE. R 3 O B LALPEbOTW N &OM TOP A0,T' � OV�LB8YSLANDSCAPETAGS Tnr_ES SAALLI B ALIGWYLE. PLUMB ICTEDRB�STHE LAN80$EAARCMECT. LjOqN WA H X� VE TOR.TTREES :EFACESLFRON�1RNED SO BEST INTRACTOR SHALL INSTALL TWO NFORCED RUBBER HOSE SECTIONS WITH DOUBLE STRAND OF #11 WIRE. WRAP E A MINIMUM OF TWO TIMES AROUND �H POST. Tree Planting Shrub Planting SET ROOT FLARE 4" ABOVE FINISH GRADE AFTER SETTLING. T LEEDT TH D HARDWOOD MULCH DO OOK. R xTHE SDIAMETER OFATHEEROOTT BALL. FROMVTOPWI 3 OFDBALL.OBURLAPL TO BE ROTTABL . UN�ISTURPED SOIL OR COMPACTED SU GRAD N.T.S. SHRUB HEAD WATER SAUCER PLANT PIT 2x THE DIAMETER OF THE ROOT BALL 3" SHREDDED MULCH REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL. BURLAP TO BE ROTTABLE REMOVE TWINE AND ROPE UNDISTURBED SOIL OR COMPACTED SUBGRADE N.T.S. y0 r"i -mssr I.> a �..i Lr ice' 3.� U C' C t 3 ' L1 d Pl iars silall b� i place Oi ICS 1 e, iii � o Cr e I �j I. L iD a r- pick-le i i oo Lee reucr , l J r' Plant List 'V a -9 -" 1 ,-„ . 1 yplcal rntrance k--)Ign N.T.S. # J I A�,iV1 L A-- I ATM rr !�- i-rni� H111 a O a Evergreen Tree Planting GENERAL� NOTES: LC; 5SET NFUND�BED RSMASE. -or ��t �fi�L E DOZ� NFROMN TOP AI V�C k V FPSLANDSCAPETAGS AFTER NG WHTkhI ANDGIETTLING. PLUMB DIRECTEDRB�STHE LANDSCAPEAARCA�ECT. HA Lft�%FG AH XESR&TR.TTREES SIDEEFACESLASNTPRNED SO BEST GFT DE0 AFTE�A SETTLIN�OVE FINISH N"OT LACEEATTHE %OAOSE �FL5RUNK. VVATR DIAMETER 60F THE ROOTTE BALL. �, �O�WiNb OFDBALM.OBURLAPL TO BE UIBED SOIL OR COMPACTED B„ WALL, WALK OR PLANTER EDGE Jw ALL GROUND COVER & ANNUALS SHALL BE PLANTED AT EQUAL TRIANGULAR SPACING AS INDICATED EQUAL NOTE: APPLY PRE - EMERGENT HERBICIDE OVER ENTIRE PLANTING AREA PER MANUFACTURER'S SPECIFICATION 3" MULCH ���.�.:.� - -mss .,.. �,�r,�c��[mm►n�tun�� rI1���1�1rf��rM��t1 r� / /t!i �— CULTIVATE TO A 12" DEPTH AND AMEND AS PER SPECS TO FORM PREPARED PLANTING MIX Groundcover /Perennial Planting z_ C t is I 10' -0" MAX. Tree Protection Fencing N.T.S. N.T.S. EL POST, TO BE PLACED ALONG 'LINE OF EXISTING TREES ORANGE, HIGH TENSILE STRENGTH, POLY BARRICADE FABRIC (TYPICAL) N.T.S. GENERAL NOTES: q FOR gLL, Sl � UMMI BID S MA SE. R 3 O B LALPEbOTW N &OM TOP A0,T' � OV�LB8YSLANDSCAPETAGS Tnr_ES SAALLI B ALIGWYLE. PLUMB ICTEDRB�STHE LAN80$EAARCMECT. LjOqN WA H X� VE TOR.TTREES :EFACESLFRON�1RNED SO BEST INTRACTOR SHALL INSTALL TWO NFORCED RUBBER HOSE SECTIONS WITH DOUBLE STRAND OF #11 WIRE. WRAP E A MINIMUM OF TWO TIMES AROUND �H POST. Tree Planting Shrub Planting SET ROOT FLARE 4" ABOVE FINISH GRADE AFTER SETTLING. T LEEDT TH D HARDWOOD MULCH DO OOK. R xTHE SDIAMETER OFATHEEROOTT BALL. FROMVTOPWI 3 OFDBALL.OBURLAPL TO BE ROTTABL . UN�ISTURPED SOIL OR COMPACTED SU GRAD N.T.S. SHRUB HEAD WATER SAUCER PLANT PIT 2x THE DIAMETER OF THE ROOT BALL 3" SHREDDED MULCH REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL. BURLAP TO BE ROTTABLE REMOVE TWINE AND ROPE UNDISTURBED SOIL OR COMPACTED SUBGRADE N.T.S. y0 r"i -mssr I.> a �..i Lr ice' 3.� U C' C t 3 ' L1 d Pl iars silall b� i place Oi ICS 1 e, iii � o Cr e I �j I. L iD a r- pick-le i i oo Lee reucr , l J r' Plant List 'V a -9 -" 1 ,-„ . 1 yplcal rntrance k--)Ign N.T.S. r, a O a H W �— CULTIVATE TO A 12" DEPTH AND AMEND AS PER SPECS TO FORM PREPARED PLANTING MIX Groundcover /Perennial Planting z_ C t is I 10' -0" MAX. Tree Protection Fencing N.T.S. N.T.S. EL POST, TO BE PLACED ALONG 'LINE OF EXISTING TREES ORANGE, HIGH TENSILE STRENGTH, POLY BARRICADE FABRIC (TYPICAL) N.T.S. GENERAL NOTES: q FOR gLL, Sl � UMMI BID S MA SE. R 3 O B LALPEbOTW N &OM TOP A0,T' � OV�LB8YSLANDSCAPETAGS Tnr_ES SAALLI B ALIGWYLE. PLUMB ICTEDRB�STHE LAN80$EAARCMECT. LjOqN WA H X� VE TOR.TTREES :EFACESLFRON�1RNED SO BEST INTRACTOR SHALL INSTALL TWO NFORCED RUBBER HOSE SECTIONS WITH DOUBLE STRAND OF #11 WIRE. WRAP E A MINIMUM OF TWO TIMES AROUND �H POST. Tree Planting Shrub Planting SET ROOT FLARE 4" ABOVE FINISH GRADE AFTER SETTLING. T LEEDT TH D HARDWOOD MULCH DO OOK. R xTHE SDIAMETER OFATHEEROOTT BALL. FROMVTOPWI 3 OFDBALL.OBURLAPL TO BE ROTTABL . UN�ISTURPED SOIL OR COMPACTED SU GRAD N.T.S. SHRUB HEAD WATER SAUCER PLANT PIT 2x THE DIAMETER OF THE ROOT BALL 3" SHREDDED MULCH REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL. BURLAP TO BE ROTTABLE REMOVE TWINE AND ROPE UNDISTURBED SOIL OR COMPACTED SUBGRADE N.T.S. y0 r"i -mssr I.> a �..i Lr ice' 3.� U C' C t 3 ' L1 d Pl iars silall b� i place Oi ICS 1 e, iii � o Cr e I �j I. L iD a r- pick-le i i oo Lee reucr , l J r' Plant List 'V a -9 -" 1 ,-„ . 1 yplcal rntrance k--)Ign N.T.S. DATE I REVISIONS 12/04/041 TAC REVISIONS SCALE AS NOTED DATE 8/12/04 PROJECT NO. DRAWN BY I MB CHECKED BY NH i SHEET NO. r, a O a H W z w � a o a a o W W N <C z Q � Q Q a z w w � O DATE I REVISIONS 12/04/041 TAC REVISIONS SCALE AS NOTED DATE 8/12/04 PROJECT NO. DRAWN BY I MB CHECKED BY NH i SHEET NO. r, O tai W O H H W N <C � v� W °z a � DATE I REVISIONS 12/04/041 TAC REVISIONS SCALE AS NOTED DATE 8/12/04 PROJECT NO. DRAWN BY I MB CHECKED BY NH i SHEET NO.