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HomeMy WebLinkAboutAshdrooke Sec 1A ' A 11 'j . 1_ --- - - - - -- --- 75 � 72 l i 74 '� 73 �I � 7 13 8 14 12 11 10 9 15 �y C 16 17 18 19 20 2 SOILS MAP NOT TO SCALE SOILS LEGEND CrA — Crosby Silt Loam Br — Brookston—Silty Clay Loam FUTURE COURT E INDEX SHEET No. ASHBROOKE - SECTION TWO INDIANA 46268 ~� TITLE SHEET S-2 (317) 841-9102 DEVELOPMENT PLAN EAST HALF S-3 69 1 64 - - 63 �\ 62 57 w 44 70 EROSION CONTROL PLAN WEST HALF S -6—S-8 STREET PLAN S-9 ENTRANCE PLAN S-10 5 4 3 2 1 S -14—S-15 43 S -16—S-17 GENERAL DETAILS S-18 SPECIFICATIONS --CR MNION-WAS - - 35 36 37 38 39 40 41 42 34 33 32 31 30 29 PENJERRMCK CT. 28 1 22 23 24 25 26 27 SITE MAP SCALE: 1'■200' Y. 9 SECTION 7 — 17N — 3E SECTION 1 (CONSTRUCTION PLANS) CLAY TOWNSHIP Engineer: PROJECT ENGINEER: DKS CHECKED BY: •Elmo r 9502 ANGOLA COURT E INDEX SHEET No. I INDIANAPOLIS, INDIANA 46268 ~� TITLE SHEET S-2 (317) 841-9102 DEVELOPMENT PLAN EAST HALF S-3 SCHNEIDER ENGINEERING CORP. 3020 NORTH POST ROAD INDIANAPOLIS, INDIANA 46226 (317) 898-8282 Schneider EngineeringCorporction CIVIL ENGINEERS LAND SURVEYORS 3020 NORTH POST ROAD INDIANAPOLIS, INDIANA 46226-6518 (317) 898-8282 DATE CHECKED: 5-7-91 CERTIFIED BY: - DATE: (JOB No. 813.10 ) SHEET S-1 OF 18 INDEX SHEET No. DESCRIPTION S-1 TITLE SHEET S-2 DEVELOPMENT PLAN EAST HALF S-3 DEVELOPMENT PLAN WEST HALF S-4 EROSION CONTROL PLAN EAST HALF S-5 EROSION CONTROL PLAN WEST HALF S -6—S-8 STREET PLAN S-9 ENTRANCE PLAN S-10 STREET DETAILS S -11—S-13 SANITARY SEWER PLAN S -14—S-15 STORM SEWER PLAN S -16—S-17 GENERAL DETAILS S-18 SPECIFICATIONS Schneider EngineeringCorporction CIVIL ENGINEERS LAND SURVEYORS 3020 NORTH POST ROAD INDIANAPOLIS, INDIANA 46226-6518 (317) 898-8282 DATE CHECKED: 5-7-91 CERTIFIED BY: - DATE: (JOB No. 813.10 ) SHEET S-1 OF 18 A - - LEGEND -� Existing Storm Sewer --o--- New Storm Sewer Existing Sanitary Sewer HOLEY MOLEY SAYS. "DON'T D10 eLiwe» -- --- -- FUTURES - 7.s New Sanitary Sewer ASHBROOKE - SECTION TWO Existing Contour Ot 0,3 Existing Elevation 000.00 New Pavement Elevation / r 69- - 000.cc All Other Finish Elevations 1 (000.00) Corrected Elevations I I 64 3 2C 0 5 ,l7. 1-800-382-5544 000 - - - -PVC 0 0.45f a88.5_ E CALL TOLL FREE I _ I ' Storm Structure Number I A. `»;.., ' :. �..:... 57 I ( _,,�A.,M 89 Ei } D 'PIS. '1-800-428-5200 44 Oo Sanitary Structure Number / FOR CA � � INDIANA 62 I � I I 86° LLS OUTSIDE OF IND y ""n' 317' OF 8" I I ........... Flow Arrow REMOVE EXISTINGTRIJIC JR ` FUTURE f 6. s I 1 PVC 0 0.459 Denotes Elevation and _ k FOUNDATION �f �� 63 000.o ASHBROOKE SECTION TWO Approximate Pad Size µ .............. o , n ' \� T T1 - SSD .....�. - 1 - - / Subsurface Dram w/4 Lateral Connection , r' -�---� I__ _ - _ - - - - f 71 ? / 117 " _ - 847. - - 169.70_ - 24 �1�f0' fb6�0120.00' 5 .f 1 886.7 ' 887.7 888.8 890.0 rL m ao 1 00 10" D.U.dt SE 853 _w I 10' D.U.Qc S E..... SD RISER I + € Oo SSD Invert Elevation ,f' "� s es, r " o x L -2 w Minimum Flood Protection 885.5 n Elevation I 1I 4E O] 00 90 t /.. * J� \ Jf !i .� .; pJ W W ,.W.i i < _s. ao W N N . y I 3 000.0 Su ested Finished Floor Elevation f 72 # /Gi ............. m W W 1; I . 99 e87 of . �..., sr �.t.. �, .. I �. -� .�:qp s _ ._ . w Water Main Shown for reference only.4Final desi + and Installation b Indianapolis Water Co. ., u, _ b Fire Hydrant Y P 155 OF 12 0 o I N `b' ' o o �...� N o A -._aoo- SWOIG' (it) 161.81' sa7.s 0���6 yxp Jam,` ., - RCP 0 0.40% ' _ � + �, 43 0 Ui o �} } I� N� mI I EX. Exisitng Grade (match existingrade s. 60 �. xo ae7.9.... a o l I o F 9 ) 2o 2U 888.5 888.7 I o I I o Z RCP ®0,409 /2e/ 889 3 E0 Swale Elevation (Flow Line) 73 ;I I I ° 890 0 1 � -�' B.L.BL 35' B. L. - 1 6 X^�"? 14,2 -- ----I-- ------ ---- - --q.E:::�a-O 64' OF 15 109 157''OF 2" RCP 0 0 50%5' D.U.&S.E 25 OF 12"RCP ®0.37% �� ��..& 886.4 2 3' RCP 0 0.5000100.00' 100.00'1D0.00' 120.00' 15' D U 170.2 i • 0` �� oo,�0 Bae 95 +1. _ - - - -- --- --- - --_ - - L\ 57: OF 12". �........ 409 P.C. FOSS - 123 D " ° ©F 2 � .. CARN ON / O �� 7+10.6 7+00 116 6++00 P 1p 4 SSD o RCP',® 0.50% ~� f--- P 075%_ 5+00 4+80 4+50 +1.50X 4+00 3 WAY 4' SSD + 1+00 FYI .... ------}� __ -- - - - _ --.. 3+00 2+80 0 2 0 -0.80% 0 }-tJ0 Q 9 \ 885.40 8 5.25 11.E LINE 86.75 888.37 0 884.87 985.20 - !? S6 886.00 -0.75% es .o, a8 .,2 - 885.57 86.7 6. n 107 8a 37 J, 895.0 160.87 ob /\\ 7 4'S ------------------- 4 55 4"SSD N 32 X ti ess.s 0.03. / \ 10000' 100.00' 100.00' 100.00' 21.09' 45.78' - 24 LAKE \ 339' OF B' ees.s 25' D. S.E. ga7.z eas.a eas.a - - 30' OF 12" • / VC . 0 0.45% 885.8 10 33.74' 13 CP 0 0.57% NORMAL POOL = 879.0 t� 111' of B' ao.72 \ PVC 0 0.45% �, -- - - ._ - --- - - - - - - - - - 885.8 15' D.U.& S.E. 100 YR. FLOOD ELEV. = 883.7 4J 1 £ _ , / j -_ y X35' B.L. 395' OF 8" PVC 0 0.45% �_ - 95.98' _ _ _ _ _ ---..- _ i FOR COMPLETE LAKE INFORMATION 1.......,' 7 / - ' ti "' m 1 887.9 N 888.7 888.2 SEE LAKE PLANS -JOB X813:00 = 1i , ..:�,_� �.k..��..-�..�.............�.. ...J �, c� � •� �, V`� �(, a � ! ;n 1 155' OF 15 885.2 tt o RCP ®o.5Q% o o I u; - o 0 0 LLJ 10' D.U.&- - S.E. 886.6 102 0 IN �'I O� _ 886.4 W 887.6 I 35' B.L 125 m m m I 878.4 I p o CD I - .. 88%.8 R1P RAP I �' CD Iw of t o a'o ' OF 18' (3 S.Y.) AdI RCP 0 0.30% 1 , I I W � Ws I o W V, 10' D.U.& S.E 151.18' 97' ©F 33' °p vi vi o vi 1 � cri I � I ¢ w o � 144' OF 33' RCP 0 0.15% `0 '�., RCP 00.15% �� I'D 0 36 �� � 37 38 39 q ,r �', a `222' OF 33' o o I o I 330' OF 24" 70' OF 18" 0 1 41 RCP 0 O:iS% I "y k. •.• N 82° RCP 0 0.25% RCP 0 0.40% I I 42 I I o mo 83� 6" SSD SSD RISER 10' D.U.& S.E. 6" SSD 10' D.U.& S.E. EX 50' /W 103 D -RISER - - -I - - - - 104 _ _ - sas.o- - - - - - -S.E.1 885.2 Ma 2 , �- 105 106 10 D.U.& 4 SSD uJ ��.,.. ...��- ('01ts - - - - 100.00'- 00.00 o �88 9"'• r` °° I p _ �:-?35.00' -100.00' 1 OO.oD' 100.00' 130 00' 70.000 5 0- esa.s SSD RISERLn ��pp 825 819 a.a 6" SSD Bsa.z ` tOL31' I I 885.0 G� � 00 cn cn m IJ 6" $$D 82 884_5 >> J' p„ , M 11 885.8 86 7 r� w 1 (i i 1 CN 884.3 o I r 1 O *, N o 142 OF 18' 12210' QUk.89' Ypri I 00 34 N 33 ' 32 31 �:� RCP'@ 0.25% 6" $$ ,. 29 IW_ o of ^ U -167' OF 18' o 0 0 0 0= i O w (� I w u; RCP 0 0.90%Ln 886 5 vi `i Z J :0 5 I 1 I o 886 -� �� .p / I (o I W _ M I I_. _ 0 887.5 I j 886.4 886.7 887.0 887.0 / I / sE e8a.s W 260 OF 8 �.-- l- / `T I I Q ice, SSD RISER v I 35' B.L - --- - - ---- - -- --- - / ea.t �� 0 p�T/ 82- m d 5 6s6.a �` PVC 0 0.70% _ 1 I 81' OF 15' 885.7 8 6.1 3.>' B L 886.3 885.7 /�61 • � / oz -- ---- RCP 00.40% ., °<. l4 20' D.U.& S.E. 1 - - - - - - J- 1393' OF 8" PVC 0 0.45% 286' OF 8" PVC 0 0.70% / 35 S9 / x wd I Z 3 oPOo PE -NZ � � a`� .' p T - 7 -- - 118 t7y, 5 m of `J ! C� SSD 19 OG' 895.1 15 D.U.& S E: 885.2 / a- -9 N 5 .60' 8.41' + u. as5CD .o a85.s 955.6 100.00' 64.28' S6 4 ; _ _. 3+00 PV1-HPC 4 SSD 113 - __ �(I 2+75 ---- ---- 4"SS _ _ _ 4"SSD 4 - - - - - - -- _6.- 885:24 2i .00 a SSD 885.39 , 884.48 1+00 +0.60% + - 1+00 3 - - -- PVI -HP 84.5 ; J , _ 0+00 t 0.97% 26' OF 12" +0.60% 2+00 3 t 00 -0.607. 4+00 p 5+00 4" SS W NE - - J �K - 3+25 °--ItT 5+9 .43 I I o 884 94 o RCP 0 0 50% r.-- N r -� I 1 u P:G. = 1+23.41 884.34 0.86X 884.37 - - -- LINE E ��� 885.27 6" SSD 5' OF 15" 4, SD `n 884,97 885.57 885.72 S o 885.3 97.3&` 6' W N - - - - 6" SSD ►t - --- W - - - - - - - - - RCP 0 0.37% R �Y a ,* o coY 114 so N 112 _ 6" SSD N m 2^ o �a1 � Ln 885.5 96.69' 21.59' 98.41 8 Imo' -- + ago 884.5 � tG € � - _ 884.9 15' D.U.& S.E. s 135.00' 885.0 100.00' 100 00' 100.00 64.28 6" SSD o _ _' 895.6 15' D.U.& S.E aapp �886.0 85.8 885.2 X674, ap - -�_ ' B.L �Bs.o - - - - - - - - - -- -- -- -- - I� w .. 26'OF 12' - - - - - - - 119 ' _ T aes. RCP 0 0.50X 1 ` % ?S 9 / w 886.5 ---- ; I 885.4 886.2 35' B.L. 986.3 886.0 \ 4" S9� 885.2' °D I 886.70 886.0 + .8 886.7 887.0 887.0 I f / I w a _ 1 4 _. _ Q_' 884.9 9 1 24'� f s l € � mz ' £ r 7[ 1 1 SSD _ I 4 , �, >K oo Do 128' OF 12' �; ISI -- -- - - - --- - - - - RCP 0 0.25% l v' 19 al . + I I to 2Q W w to o w • % m cn vi �n vi , � � N ,• 21 'dol W 22 23 24 o I� yo o rl 0 2 y �,, �.,,.,. o o o 0 26 (� 0 27 � X Lam/ ..:...... "e o I I N I, - I I I �o ` I 1 I u" I TBM 102 Top of boat spike in centerline of Shelbourne Road approximately 2600 feet south .1 of the centerline of 106th Street.: Elevation = 885.42 TBM 103 P.K. nail in west side of power pole 1 foot up on the east side of Shelbourne Roo - approximately 2600 feet south of the centerline of 106th Street. Elevation = 886.54 TBM 104 A cut square at the southeast corner of the concrete deck of a lift station on the south side of the subject site approximately 1600 feet west of the centerline of Shelbourne Road. Elevation = 884.12 LVUV P%LRIML JVR VL 1 J COLUMBUS, IN DATED 12-23-88 NOTE: FOR STORM AND SANITARY SEWER STRUCTURE INFORMATION SEE SHEET S-3. ASSUMED NORTH SCALE: 1 "= 50' FOR DETAIL OF ENTRANCE SEE SHEET S-9 FILE NAME: 8131DEV1 w Z Cl) J Z N _O � Y Y �C W w 3 vw 0 V) �Z Q� o w of W a- 3 so YCn UJ U UJ v UJ Q O N 1 U7 M C5 Z Y w U Z _ ?� rn � 0 0 r �-M b k N Oa 00 (Q N 0 Z I N - O 00 x Q 00 0 m / O in U a_ (10 va Q� 01 O QO U o- C 1 C.) �t Z NO Q o Q W �o W Z o Z gg Z Z t gyp. W C'4CD o - O r� Q W Z o _ U Q c V) i c Q) >_ C U � � J Q � Uto Cit O W z .. 0 1= ¢ n w O z �- M w W r Ne w O o �3-- w (D V) m O W Q o LL W Q a - W O W ter, W a - J.; SHEET S-2 OF „ 18 7 I .. Zia- V lot1f.. O a 5Lo FILE NAME: 8131DEV1 w Z Cl) J Z N _O � Y Y �C W w 3 vw 0 V) �Z Q� o w of W a- 3 so YCn UJ U UJ v UJ Q O N 1 U7 M C5 Z Y w U Z _ ?� rn � 0 0 r �-M b k N Oa 00 (Q N 0 Z I N - O 00 x Q 00 0 m / O in U a_ (10 va Q� 01 O QO U o- C 1 C.) �t Z NO Q o Q W �o W Z o Z gg Z Z t gyp. W C'4CD o - O r� Q W Z o _ U Q c V) i c Q) >_ C U � � J Q � Uto Cit O W z .. 0 1= ¢ n w O z �- M w W r Ne w O o �3-- w (D V) m O W Q o LL W Q a - W O W ter, W a - J.; SHEET S-2 OF „ 18 7 I .. GAS ELECTRIC INDIANA GAS COMPANY PSI ENERGY 15900 ALLISONVILLE ROAD i NOBLESVILLE, IN 46060 CARMEL, IN 46032 (317) 773-0430 (317) 261-8296 TELEPHONE STORM SEWER INDIANA BELL TELEPHONE CO. HAMILTON COUNTY SURVEYOR 5858 NORTH COLLEGE AVENUE •• I INDIANAPOLIS, IN 46204 NOBLESVILLE, IN 46060 (317) 252-5878 (317) 776-9626 CABLE TV I/ L JONES INTERCABLE CITY OF CARMEL 516 EAST CARMEL DRIVE I1'\ CARMEL, IN 46032 CARMEL, IN 46032 (317) 844-8877 i I WATER 'I 11. INDIANAPOLIS WATER CO. CLAY TOWNSHIP REGIONAL WASTE DISTRICT ff I 10755 NORTH COLLEGE GAS ELECTRIC INDIANA GAS COMPANY PSI ENERGY 15900 ALLISONVILLE ROAD 1441 N. GUILFORD AVE. NOBLESVILLE, IN 46060 CARMEL, IN 46032 (317) 773-0430 (317) 261-8296 TELEPHONE STORM SEWER INDIANA BELL TELEPHONE CO. HAMILTON COUNTY SURVEYOR 5858 NORTH COLLEGE AVENUE 942 MAPLE AVENUE INDIANAPOLIS, IN 46204 NOBLESVILLE, IN 46060 (317) 252-5878 (317) 776-9626 CABLE TV STREETS JONES INTERCABLE CITY OF CARMEL 516 EAST CARMEL DRIVE 11 FIRST AVENUE N.E. CARMEL, IN 46032 CARMEL, IN 46032 (317) 844-8877 (317) 846-7316 WATER SANITARY SEWER INDIANAPOLIS WATER CO. CLAY TOWNSHIP REGIONAL WASTE DISTRICT 1228 WATERWAY BLVD. 10755 NORTH COLLEGE INDIANAPOLIS, IN 46286 INDIANAPOLIS, IN 46240 (317) 263-6319 (317) 844-9200 1\ UTILITY HOTLINE: WITHIN INDIANA 1-800-382-5544 C OUTSIDE INDIANA 1-800-428-5200 The size and location of utilities are per plans and locations provided by the respective utility companies. All utility companies shall be notified prior to any excavation for field location of services. LT 4 11+20 HOLEY MOLEY SAYS, "DON'T D10 BLIND" 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA O SANITARY SEWER TABLE STIR # STA BASE LINE OFFSET LT/RT LT RT TYPE TC Z INVERTS MH. 6+00 C 30'1 RT EXIST. MANHOLE 8841 EX. INV.- (E & W) INV. -869.00(N) 1 3+92 C 33' RT MANHOLE 885.0 INV. -872.40(S) INV,-872.50(N)INV.-874.30E & W 886.7 2 1+84 C 34' RT MANHOLE 886.5 INV. -873.45(5) INV. -873.55(N) MANHOLE 3 0+87 C 30' RT MANHOLE 886 8 INV, -874.05 INV. -875.80 S INV. -874.15(N) E LT 4 11+20 A 40' RT MANHOLE 887.3 INV. -875.42(S) INV. -875.52(N & W) 5 2+97 D 30' RT MANHOLE 885.9 INV. -876.12(E) INV. -876.22(W) A 6 6+05 D 28' RT MANHOLE 885.2 INV. -878.33 2+80 7 3+60 E 33' LT MANHOLE 886.1 INV. -876.07(W) INV. -876.17(E) 8 6+46 E 23' LT MANHOLE. 884.8 INV. -878.17 BEFORE WORK IS STARTED OR RESUMED. 9 5+95 A 40' LT MANHOLE 887.0 INV. -877.33(W) INV. -877.43(E) 10 2+00 A 40' LT MANHOLE 886.8 INV. -879.21(W) INV. -879.31(N) 4. 11 2+77 B 35' RT MANHOLE 890.3 INV. -880.74(S) INV. -880.84(N) FUTURE \ 75 ASHBROOKE - SECTION TWO74 I 72 4. 4 " LAKE •' `'y NORMAL POOL = 879.00 ...... - '" 100 YR FLOOD ELEV - 88367 -------- --------- ---- FOR COMPLETE LAKE INFORMATION ��, '" ` "° " c11-1 SEE LAKE PLANS - JOB 1813.00 ``,, F"'LAJ W W ,,....._..� 884.3 a 1" #11 HAC SURFACE 2 112" #9 HAC BINDER 6" #53 STONE BASE SECTION "A -A" ACCESS DRIVE TO EXIST. LIFT STATIp . N Benchmarks 03 STORM SEWER TABLE STR # STA RINSE OFFSET LT/RT TYPE TC Z INVERTS 101 1+97 C 190' RT SLOPE WALL INV. -879.00 Co O 102 1+93 C 43' RT MANHOLE 886.7 INV. -879.22(E & W) 103 2+45 C 38' LT MANHOLE 885.5 INV. -879,37(E & W) INV. -879.37(S) 104 6+80 A 170' LT BEEHIVE INLET 884.0 INV. -879.70(E & W) INV. -881.20(N) 105 3+50 A 170' LT BEEHIVE INLET 883.7 INV, -880.53(E 7 W) INV. -880.53(S) 106 2+80 A 170' LT BEEHIVE INLET 883.3 INV. -880.81(N & W) 107 2+80 A 15' LT CURB INLET 885.06 INV. -881.28(N & S) 108 0+40 B 13' LT CURB INLET 884.70 INV. -881.52(E & S) BEFORE WORK IS STARTED OR RESUMED. 109 0+40.79 B 13' RT CURB INLET 884.70 INV. -881.62(E & W) 110 0+65 A 49' RT BEEHIVE INLET 886.8 INV. -882.41 (W & S) 4. 111 0+38 E 13' LT CURB INLET 884.00 INV. -880.37 N & W INV. -880.37 S 112 0+38 E 13' RT CURB INLET 884.00 INV. -880.37 5. 113 0+43 D 13' RT CURB INLET 884.00 INV. -880.69(E & S) RESPECTIVE UTILITY COMPANIES. ALL UTILITY 114 0+43 D 13' LT CURB INLET 884.00 INV. -880.82 EXCAVATION FOR FIELD LOCATION OF SERVICES. -' 115 6+80 A 15' LT CURB INLET 885.49 INV. -881,98(S) INV. -882.23(N) z O 116 6+80 A 15' RT CURB INLET 885.49 INV. -882.46(S & N) 117 6+80 A 170' RT BEEHIVE INLET 885.7 INV. -883.08 F-- 118 5+90 E 38' LT CURB INLET 883.80 INV. -880.89(S & N) 119 5+80 E 36.54' RT CURB INLET 883.70 INV. -881.17(S & N) CONTRACTION JOINT EVERY 20' OR LESS. 120 5+80 E 164 RT END SECTION INV. -881.49 4' CONCRETE SERVICE WALK ACROSS FRONTAGE OF Q 121 7+65 D 21' RT END SECTION INV.879.00 m 122 6+15.19 D 24.18' RT CURB INLET 882.44 INV. -879.45 CONSTRUCTION TO CONFORM TO APPLICABLE ¢ 123 0+65 A 23.51' RT CURB INLET 882.44 INV. -882.54 (N & S) 124 0+65 A 33.54' LT CURB .INLET 882.44 INV. -882.83 (N & S) 12�f 125 0+63 A 63' LT END SECTION j � INV. -883.00 11. CONTRACTOR SHALL MINIMIZE DAMAGE TO NOTE: The elevation datum used for this project was formulated to coincide with topographic mapping created from aerial photography. This mapping was preparedby a consultant using an incorrect elevation value for USC&GS Benchmark T-78. Since this mapping USC&GS Benchmark T-78 has been destroyed. Previous surveys have established that a discrepancy existed between USC&GS Benchmarks T-78 and S-78. The combination of these situations results in establishing an elevation datum based on an elevation value 1.12 feet greater than the published value for USC&GS Benchmark S-78. The lo flowing benchmarks are established on site with values adjusted for use with this project only. 4 rI 4W VW_ TBM 101 Top of railroad spike in centerline of Shelbourne Road approximately 1335 feet south of the centerline of 106th Street. 71 Elevation = 890.98 •,. TBM 102 ' Top of boat spike in centerline of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 885.42 DM 103 P.K. nail in west side of power pole 1 foot up on the east side of Shelbourne Roadt 11 approximately 2600 feet south of the centerline of 106th Street. Elevation = 886.54, - TBM 104 A cut square at the southeast corner of the concrete deck of a lift station on the south side of the subject site approximately 1600 feet west of the centerline of Shelbourne Road. Elevation = 884.12 LEGEND °y Existing Storm Sewer ----- New Storm Sewer Existing Sanitary Sewer New Sanitary Sewer y Existing Contour Existing Elevation 000.00 New Pavement Elevation k 000.00 All Other Finish Elevations (000.00) Corrected Elevations . 4. T` o0o Storm Structure Number Sanitary Structure Number Flow Arrow „ } Denotes Elevation ands•: , 000.0 Approximate Pad Size *` a __LSD- - Subsurface Drain w/4" Lateral Connection oo° SSD Invert Elevation, 95 Minimum Flood Protection Elevation 000.0 Suggested Finished Floor Elevation ' w Water Main Shown for reference only. Final design W Fire Hydrant � and installation by Indianapolis Water Co. ' Swale (it) ;M. (EX.) Exisitng Grade (match existing grade) a -11111 'Nil 111110, e �., t a _ iew ASSUMED NORTH SCALE: 1'"=50' TOPOGRAPHY BY LOBO AERIAL SURVEYS COLUMBUS, IN DATED 12-23-88 =it all 4. - zp z Z � O M Y N w Wo = J U Z c> o :Z C) 1- Y ohm w WY a_ Q N N ww or Y U w 2 U UJ rn rn Q N M 0 Z Y U w U Z : w o, Q � CD 0 ms )i I I r N 00 00 Z N O 00 N O 00 x F- Qm Co O GENERAL NOTES: o � _ � o 1. ALL GRADES AT BOUNDARY SHALL MEET EXISTING a_ `D v a GRADES. 0 Q N (� N 2. IT SHALL BE THE RESPONSIBILITY OF EACH Zo Q SUBCONTRACTOR TO VERIFY ALL EXISTING a Q UTILITIES AND CONDITIONS PERTAINING TO HIS w =0 PHASE OF WORK. IT SHALL ALSO BE THE z of z SUBCONTRACTOR'S RESPONSIBILITY TO CONTACT Z z- THE OWNERS OF THE VARIOUS UTILITIES FOR w oa_ PROPER STAKE LOCATION OF EACH UTILITY n Z BEFORE WORK IS STARTED. THE SUBCONTRACTOR 0 Q SHALL NOTIFY IN WRITING THE OWNER OR THE z Z o ENGINEER OF ANY CHANGES, OMISSIONS, ORv a) c ERRORS FOUND ON THESE PLANS OR IN FIELD V) BEFORE WORK IS STARTED OR RESUMED. W 3. STANDARD SPECIFICATIONS FOR CLAY TOWNSHIP REGIONAL - -o 0 WASTE DISTRICT SHALL APPLY FOR ALL SANITARY U SEWERS. 4. ANY PART OF THE SANITARY OR STORM SEWER TRENCHES RUNNING UNDER PAVED AREAS TO BE �- J BACKFILLED WITH GRANULAR MATERIAL. IYj o 5. THE SIZE AND LOCATION OF EXISTING UTILITIES 00 cci>=il SHOWN ARE PER INFORMATION PROVIDED BY THE O RESPECTIVE UTILITY COMPANIES. ALL UTILITY z COMPANIES SHOULD BY NOTIFIED PRIOR TO ANY 0 EXCAVATION FOR FIELD LOCATION OF SERVICES. -' W 6. SERVICE WALKS SHALL BE NON -REINFORCED z O CONCRETE 4" THICK AND 4' IN WIDTH. z 7. EXPANSION JOINTS ARE TO BE PLACED AT ALL O z WALK INTERSECTIONS AND BETWEEN WALKS AND F-- PLATFORMS. SIDEWALK SCORES ARE TO BE W p r) n ' EQUALLY SPACED BETWEEN EXPANSION JOINTS. U i -- CONTRACTION JOINTS AND PERPENDICULAR I W SIDEWALKS AT 5' INTERVALS OR LESS WITH A � CONTRACTION JOINT EVERY 20' OR LESS. LJ_J W n 8. 4' CONCRETE SERVICE WALK ACROSS FRONTAGE OF Q W w EACH LOT TO BE CONSTRUCTED BY OTHERS. m W 9. TEMPORARY TRAFFIC CONTROL DURING = C/ -)w O CONSTRUCTION TO CONFORM TO APPLICABLE ¢ 0 LOCAL AND STATE STANDARDS. 10. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE 0 w PERFORMED IN COMPLIANCE WITH APPLICABLE 12�f orf ~ O.S.H.A. STANDARDS FOR WORKER SAFETY. w 11 � 11. CONTRACTOR SHALL MINIMIZE DAMAGE TO SHEET EXISTING TREES. S-3 OF' 8 FILE NAME: 8131DEV2 I r .p ;L, `Qi +gyp A'. C Benchmarks NOTE_ The elevation datum used for this project was formulated to coincide with topographic mapping created from aerial photography. This mapping was preparedby a consultant using an incorrect elevation value for USC&GS Benchmark T-78. Since this mapping USC&GS Benchmark T-76 has been destroyed. Previous surveys have established that a discrepancy crated between USCkGS Benchmarks T-76 and S-78. The combination of these situations results in establishing an elevation datum based on an elevation value 1.12 feet greater than the published value for USCdcGS Benchmark S-78. The to Bowing benchmarks are established on site with values adjusted for use with this project only. TBM 101 Top of railroad spike in centerline of Sheiuoume Road approximately 1335 feet south of the centerline of 106th Street. Elevation = 890.98 TBM 102 Top of boat spike in centerline of Shelboume Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 885.42 TBM 103 P.K. nail In west side of power pole 1 foot up on the east side of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 886.54 TBM 104 A cut square at the southeast comer of the concrete deck of a lift station on the south side of the subject site approximately 1600 feet west of the centerline of Shelbourne Road. Elevation — 884.12 LAKE Ito FOR LAKE EROSION CONTROL-: Z SEE LAKE PLANS - JOB #813.00 �"- S W iV< FUTURE ASHBROOKE - SECTION TWO / sS V s i FUTURE ASHBROOKE - SECTION TWO NOTE: SHADED AREA DENOTES AREA TO BE SEEDED AND STRAW MULCHED. GO z O W CD IY w z <f M 0 r wr s w Y V W U, W � I Q o O ,n ASSUMED NORTH SCALE: 1 to=50' m 0 z Y U W U z 3 W cn Q Q � o i m c ;L, `Qi +gyp A'. W F-- W U .;,. �•• �3 � .� ;jam.€ ' NOTE: \'••• �r 'i4 FOR ADDITIONALC14 GO `� • \ 3 C O F` EROSION CONTROL o 0 " REQUIREMENTS & ~ �_ °° ' - t \ O INFORMATION SEE 04 ¢�' I SHEET S-5.04 a Q LLJ z z vi Nos TEMPORARY SEEDING z 1 o o 0 b U) — J pCj (n • i I LES . ry J CD y r4)< L 3 T_ 00 Cn . •• �Y E I Z S r.racmr..c 0 ;nSexfg.S`<. "c».r .�+M r LLJ M� oob � �� '�' �, Li•f e'r O WOrf O f O t L O L! CD �...�., ..�......._.. ......_.._.... O _ � .... a O Cn € ml0 W 111111111/ Q o W WARNING n- �b W O WCY J THIS SHEET TO BE USED FOR EROSION CONTROL '~ PURPOSES ONLY. FOR ANY OTHER INFORMATION SEE SHEET DEVELOPMENT PLAN. S-4 OF .— .� 18 FILE NAME: 8131ER01 n' A I Wheat or Rye Oats Annual Ryegrass Non -irrigated* Irrigated Dormant Seeding** Temporary Seeding Dates ® • ® • ®®®E®®®® ■ ■ ■■■V A■■I' Permanent Seeding Do 1 .I 1 1 Ranking: Salt Tolerance (to both soil salts k spray): 1 Good T Tolerance 2 Medium MT Medium Tolerance - Not tolerant S Slight Tolerance CO FIGURE 5-4 M Plan (n. t. s.) stake (typ) flow straw bale - stake (typ) -straw bale 5"-6"undertoe Seedbed Preparation Apply lime to raise the pH to the level needed for species being seeded. Apply 23 pounds of 12-12-12 analysis fertilizer (or equivalent) per 1000 sq. ft. (approximately 1000 pounds per acre) or fertilize according to test. Application of 150 Ihs. of ammonium nitrate on areas low in organic matter and fertility will greatly enhance vegetative growth. Work the fertilizer and lime into the soil to a depth of 2-3 inches with a harrow, disk or rake operated across the slope as muchj as possible. Seeding Select a seed mixture based on projected use of the area (Figure 5-2), while considering best seeding dates. See Figure 5-3 this sheet. If toler- ances are a problem, such as salt tolerance of seedings adjacent to streets and highways, see Figure 5-4 this sheet before final selection. Figure 5-2: Permanent Seed Mixtures Species Seeding Rate Suitable pH Site Suitability* lbs/acre lbs/1000 well sq. ft. Droughty Drained Wet Level and Sloping, Open Areas 1. Tall Fescue 35 .8 5.5-8.3 2 1 2 2. Tall Fescue 25 .6 5.5-8.3 1 Red Clover** 5 .12 3. Kentucky Bluegrass 15 .4 5.5-7.5 2 1 Creeping Red Fescue 15 .4 Steep Banks and Cuts 4. Tall Fescue 15 .4 5.8-7.5 2 1 2 Kentecky Bluegrass 25 .6 5. Tall Fescue 35 .8 5.5-8.3 2 1 Emerald Crownvetch** 10 .25 - - - - - - - - - - - Lawns and High Maintenance Areas 6. Kentucky Bluegrass 40 .9 5.8-7.5 2 1 Creeping Red Fescue 40 .9 7. Perennial Ryegrass 170 4.0 5.0-7.5 1 (Turf Type) 8. Tall Fescue 170 4.0 5.5-8.3 2 1 2 * 1 - Preferred 2 Will Tolerate ** Innoculate with specific Innoculants. Irrigation needed during this period. To control U. erosion at times other than in the shaded areas, cn use mulch. * Late summer seeding dates may be extended 5 days if mulch is applied. ** Increase seeding application by 507. FIGURE 5-3 - Temporary Seeding- - - - - - - - - Kind of Seed 1000 Sq. Ft. Acre Remarks - - - Wheat or Rye - - 3.5 lbs. 2 bu. Cover seed 1" to 1 1/2" deep - Spring Oats 2.3 lbs. 3 bu. Cover seed 1" deep Annual ryegrass 1 Ib. 40 lbs. Cover seed 1/4"deep* . * Not necessary where mulch is applied. Ranking: Salt Tolerance (to both soil salts k spray): 1 Good T Tolerance 2 Medium MT Medium Tolerance - Not tolerant S Slight Tolerance CO FIGURE 5-4 M Plan (n. t. s.) stake (typ) flow straw bale - stake (typ) -straw bale 5"-6"undertoe Seedbed Preparation Apply lime to raise the pH to the level needed for species being seeded. Apply 23 pounds of 12-12-12 analysis fertilizer (or equivalent) per 1000 sq. ft. (approximately 1000 pounds per acre) or fertilize according to test. Application of 150 Ihs. of ammonium nitrate on areas low in organic matter and fertility will greatly enhance vegetative growth. Work the fertilizer and lime into the soil to a depth of 2-3 inches with a harrow, disk or rake operated across the slope as muchj as possible. Seeding Select a seed mixture based on projected use of the area (Figure 5-2), while considering best seeding dates. See Figure 5-3 this sheet. If toler- ances are a problem, such as salt tolerance of seedings adjacent to streets and highways, see Figure 5-4 this sheet before final selection. Figure 5-2: Permanent Seed Mixtures Species Seeding Rate Suitable pH Site Suitability* lbs/acre lbs/1000 well sq. ft. Droughty Drained Wet Level and Sloping, Open Areas 1. Tall Fescue 35 .8 5.5-8.3 2 1 2 2. Tall Fescue 25 .6 5.5-8.3 1 Red Clover** 5 .12 3. Kentucky Bluegrass 15 .4 5.5-7.5 2 1 Creeping Red Fescue 15 .4 Steep Banks and Cuts 4. Tall Fescue 15 .4 5.8-7.5 2 1 2 Kentecky Bluegrass 25 .6 5. Tall Fescue 35 .8 5.5-8.3 2 1 Emerald Crownvetch** 10 .25 - - - - - - - - - - - Lawns and High Maintenance Areas 6. Kentucky Bluegrass 40 .9 5.8-7.5 2 1 Creeping Red Fescue 40 .9 7. Perennial Ryegrass 170 4.0 5.0-7.5 1 (Turf Type) 8. Tall Fescue 170 4.0 5.5-8.3 2 1 2 * 1 - Preferred 2 Will Tolerate ** Innoculate with specific Innoculants. U. Pr cn sfL :i9 L� r 2 0 tb.....Q��� a SOIL w g= a� ae = o v s uv Solt CONDITION Z9 M^F _« „ . g a� Tolerance o c A a o 0 o $ � a 4 � �_ 8d r- a i= S w F Wet or Dry Gen. Soil pray o U W w c5 = Creeping Red Fescue U Z C-0 ¢ z Festuca rubra 2 1 2 1 1 1 Med. 1 20-25 12-18 7-21 S Kentucky Bluegrass 2 1 2 1 1 1 Med. 1 25-35 12-18 10-20 MT Poo pratinsis a_ w� V, Z a Tall Fescue 2 1 1 1 1 1 Low 1 24-35 24-36 5-14 Festuca L arundinacea w SCALE: 1 "=50' W T Perennial ryegross 2 1 2 - 1 2 Med 2 15-20 12-18 5-10 MT Lolium perenne High Ml O Crownvetch - 1 1 2 - - Low 1 5-10 24 14-21 T U Coronillo moria W U Red Clover - 1 - 2 - - Med 1 7-10 18 5-10 S S Trifolium pretense Qp rn Qf Ranking: Salt Tolerance (to both soil salts k spray): 1 Good T Tolerance 2 Medium MT Medium Tolerance - Not tolerant S Slight Tolerance CO FIGURE 5-4 M Plan (n. t. s.) stake (typ) flow straw bale - stake (typ) -straw bale 5"-6"undertoe Seedbed Preparation Apply lime to raise the pH to the level needed for species being seeded. Apply 23 pounds of 12-12-12 analysis fertilizer (or equivalent) per 1000 sq. ft. (approximately 1000 pounds per acre) or fertilize according to test. Application of 150 Ihs. of ammonium nitrate on areas low in organic matter and fertility will greatly enhance vegetative growth. Work the fertilizer and lime into the soil to a depth of 2-3 inches with a harrow, disk or rake operated across the slope as muchj as possible. Seeding Select a seed mixture based on projected use of the area (Figure 5-2), while considering best seeding dates. See Figure 5-3 this sheet. If toler- ances are a problem, such as salt tolerance of seedings adjacent to streets and highways, see Figure 5-4 this sheet before final selection. Figure 5-2: Permanent Seed Mixtures Species Seeding Rate Suitable pH Site Suitability* lbs/acre lbs/1000 well sq. ft. Droughty Drained Wet Level and Sloping, Open Areas 1. Tall Fescue 35 .8 5.5-8.3 2 1 2 2. Tall Fescue 25 .6 5.5-8.3 1 Red Clover** 5 .12 3. Kentucky Bluegrass 15 .4 5.5-7.5 2 1 Creeping Red Fescue 15 .4 Steep Banks and Cuts 4. Tall Fescue 15 .4 5.8-7.5 2 1 2 Kentecky Bluegrass 25 .6 5. Tall Fescue 35 .8 5.5-8.3 2 1 Emerald Crownvetch** 10 .25 - - - - - - - - - - - Lawns and High Maintenance Areas 6. Kentucky Bluegrass 40 .9 5.8-7.5 2 1 Creeping Red Fescue 40 .9 7. Perennial Ryegrass 170 4.0 5.0-7.5 1 (Turf Type) 8. Tall Fescue 170 4.0 5.5-8.3 2 1 2 * 1 - Preferred 2 Will Tolerate ** Innoculate with specific Innoculants. EROSION CONTROL • LAND ALTERATIONS WHICH STRIP THE LAND OF VEGETATION, INCLUDING REGRADING, SHALL BE DONE IN A WAY THAT WILL MINIMIZE EROSION. WHENEVER FEASIBLE, NATURAL VEGETATION SHALL BE RETAINED, PROTECTED AND SUPPLEMENT. • THE DURATION OF TIME WHICH AN AREA REMAINS EXPOSED SHALL BE KEPT TO A PRACTICAL MINIMUM. THE AREA SHALL BE STABILIZED AS QUICKLY AS PRACTICAL. • TEMPORARY VEGETATION OR MULCHING SHALL BE USED TO PROTECT EXPOSED AREAS DURING DEVELOPMENT. • PERMANENT AND FINAL VEGETATION OR STRUCTURAL EROSION CONTROL DEVICES SHALL BE INSTALLED AS SOON AS PRACTICAL UNDER THE CIRCUMSTANCES. • SEDIMENT IN RUN-OFF WATER SHALL BE TRAPPED BY THE USE OF SUCH METHODS AS DEBRIS BASINS, AND SILT TRAPS UNTIL THE DISTURBED AREA IS STABILIZED. • CONTRACTOR SHALL MAINTAIN EROSION CONTROL MEASURES AS REQUIRED DURING CONSTRUCTION. �� n*i i nr.i nni ni Profile (n. t. s.) 6-1"x6" SLOTS TO BE EQUALLY SPACED. UD N cc) 00 uD N O Z II N o 100x F- o O Q m Gif 00 o O n.. W v � C'�Q 1 Q(D Of� C.) __ �t Z oQ E2 ILZ Q w �Z $ z �Z � 0 Z Z( fi w o0 o n- � �Q L,J Z o Q w z cn ;n z - v o _ C: �! v > U � a wLLJ .=(D 001 V) Cn O < Z M O W z z C:) Q CD °- U C LLJ z` I �3 O w ""- w C O� (-Ir) ; V) O m � �= o Q o ILL) U ci� O W J Q. a_ H SHEET S-5 OF 18 f° N U. Pr cn sfL :i9 L� r 2 0 tb.....Q��� w O z � o Z � O o (_n o U W w c5 = z U Z C-0 ¢ z �- 4 ofz o z of UJ w a_ w� V, Z a o iY ¢ ASSUMED NORTH w SCALE: 1 "=50' W o � Q cN Q Ml O Z Y U W U Z 3: w rn F Qp rn Qf M ' EROSION CONTROL • LAND ALTERATIONS WHICH STRIP THE LAND OF VEGETATION, INCLUDING REGRADING, SHALL BE DONE IN A WAY THAT WILL MINIMIZE EROSION. WHENEVER FEASIBLE, NATURAL VEGETATION SHALL BE RETAINED, PROTECTED AND SUPPLEMENT. • THE DURATION OF TIME WHICH AN AREA REMAINS EXPOSED SHALL BE KEPT TO A PRACTICAL MINIMUM. THE AREA SHALL BE STABILIZED AS QUICKLY AS PRACTICAL. • TEMPORARY VEGETATION OR MULCHING SHALL BE USED TO PROTECT EXPOSED AREAS DURING DEVELOPMENT. • PERMANENT AND FINAL VEGETATION OR STRUCTURAL EROSION CONTROL DEVICES SHALL BE INSTALLED AS SOON AS PRACTICAL UNDER THE CIRCUMSTANCES. • SEDIMENT IN RUN-OFF WATER SHALL BE TRAPPED BY THE USE OF SUCH METHODS AS DEBRIS BASINS, AND SILT TRAPS UNTIL THE DISTURBED AREA IS STABILIZED. • CONTRACTOR SHALL MAINTAIN EROSION CONTROL MEASURES AS REQUIRED DURING CONSTRUCTION. �� n*i i nr.i nni ni Profile (n. t. s.) 6-1"x6" SLOTS TO BE EQUALLY SPACED. UD N cc) 00 uD N O Z II N o 100x F- o O Q m Gif 00 o O n.. W v � C'�Q 1 Q(D Of� C.) __ �t Z oQ E2 ILZ Q w �Z $ z �Z � 0 Z Z( fi w o0 o n- � �Q L,J Z o Q w z cn ;n z - v o _ C: �! v > U � a wLLJ .=(D 001 V) Cn O < Z M O W z z C:) Q CD °- U C LLJ z` I �3 O w ""- w C O� (-Ir) ; V) O m � �= o Q o ILL) U ci� O W J Q. a_ H SHEET S-5 OF 18 f° N U. Pr 000 sfL :i9 L� r 2 0 tb.....Q��� EROSION CONTROL • LAND ALTERATIONS WHICH STRIP THE LAND OF VEGETATION, INCLUDING REGRADING, SHALL BE DONE IN A WAY THAT WILL MINIMIZE EROSION. WHENEVER FEASIBLE, NATURAL VEGETATION SHALL BE RETAINED, PROTECTED AND SUPPLEMENT. • THE DURATION OF TIME WHICH AN AREA REMAINS EXPOSED SHALL BE KEPT TO A PRACTICAL MINIMUM. THE AREA SHALL BE STABILIZED AS QUICKLY AS PRACTICAL. • TEMPORARY VEGETATION OR MULCHING SHALL BE USED TO PROTECT EXPOSED AREAS DURING DEVELOPMENT. • PERMANENT AND FINAL VEGETATION OR STRUCTURAL EROSION CONTROL DEVICES SHALL BE INSTALLED AS SOON AS PRACTICAL UNDER THE CIRCUMSTANCES. • SEDIMENT IN RUN-OFF WATER SHALL BE TRAPPED BY THE USE OF SUCH METHODS AS DEBRIS BASINS, AND SILT TRAPS UNTIL THE DISTURBED AREA IS STABILIZED. • CONTRACTOR SHALL MAINTAIN EROSION CONTROL MEASURES AS REQUIRED DURING CONSTRUCTION. �� n*i i nr.i nni ni Profile (n. t. s.) 6-1"x6" SLOTS TO BE EQUALLY SPACED. UD N cc) 00 uD N O Z II N o 100x F- o O Q m Gif 00 o O n.. W v � C'�Q 1 Q(D Of� C.) __ �t Z oQ E2 ILZ Q w �Z $ z �Z � 0 Z Z( fi w o0 o n- � �Q L,J Z o Q w z cn ;n z - v o _ C: �! v > U � a wLLJ .=(D 001 V) Cn O < Z M O W z z C:) Q CD °- U C LLJ z` I �3 O w ""- w C O� (-Ir) ; V) O m � �= o Q o ILL) U ci� O W J Q. a_ H SHEET S-5 OF 18 f° N Benchmarks U-) d- O O w O NOTE: 00 + Ln giI The elevation datum used for this project wds formulated to coincide with topographic w LLJ Q J mapping created from aerial photography. This mapping was preparedby a consultant L j V)J W n using an incorrect elevation value for USC&GS Benchmark T-76. Since this mapping C� USC&GS Benchmark T-78 has been destroyed. Previous surveys have established that a j SEE ENTRANCE PLAN DETAIL — SHEET discrepancy e) sted between OC&GS Benchmarks T-78 and S-78. The combination of w these situations results in establishing an elevation datum based on an elevation value o 1.12 feet greater than the published value for USC&GS Benchmark S-78. The fo llowmg Ln o -I- 000 D benchmarks are established on site with values adjusted for use with this project only. 1-00 co TBM 101 �, 0 0 Z I O Top of railroad spike in centerline of Shelbourne Road approximately 1335 feet ¢ south of the centerline of 106th Street. Elevation = 890.98 Elevation n a o - - - - - - - - - - - - - - .- - - - - - - --- I IBM 102 Cn W Top of boat spike in centerline of Shelboume Road approximately 2600 feet south of the centerline of 106th Street. CURVE C1 Elevation = 885.42 CURVE DATA TBM 103 FUTURE PI STA 9+40.67 I P.K. nail in west side of power pole 1 foot up on the east side of Shelbourne Road ASHBROOKE SECTION TWO R= 230.00' approximately 2600 feet south of the centerline of 106th Street. Elevation = 886.54 An�= 90'00'00" ABct L= 361.28' LC= 325.27' square at the southeast corner of the concrete deck of a lift station on the \ T= 230.00' south side of the subject site approximately 1600 feet west of the centerline of Shelbourne Road. \ \ 109 CB= N45'00'00"W Elevation - 884.12 66 \ \ V \ I \ I \ I � �j � I I 9 C "oo 1 5 S-,7 I I 4 3 Ln I J 6 \ 25'r 00 A69 " —I +--- � I *00 PI STA = 9+40.67 So ? ----------- — 00 17+00 6+00 5+00 - P.C. = 7+10.67 -_ CARWINIO 3 WAY - _---___- /S-7\ FOR CONTINUATION rO 1 35SAN —_—_— ITARY SEWER SEE SHEET S-7 S-10 36 1 1 37 38 STORM SEWER 885 AR 870 805 �FUTURC 1 II ASHBROOKE — SECTION TWO 57 1 1 44 i I i I I I I I I o I I + I Iz 150' WI Q I I I,? I 43 I� I+ I� I 6 . 1 1 S-17 S-16 w i p I ST17 4' CONC. WALK 4-1-00 3+ 00 o N 90'00'00" W LO - 4' CONC. WA( K 39 11 40 STORM SEWER -� STREET PLAN 41 _ `- 11 - 5 42 S-17 °.� GENERAL NOTES:HOLEY NOLEY SAI u- 1. ALL CUTS ARE TAKEN FROM THE EXISTING GRADE t� DOMPT TO THE NEW GRADE. 2. TEMPORARY TRAFFIC CONTROL DURING n CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 3. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 4. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL UTILITY LOCATIONS BEFORE CONSTRUCTION BEGINS. 5. CONTRACTOR SHALL MINIMIZE DAMAGE TO EXISTING TREES. 6. ALL ELEVATIONS SHOWN WITHIN VERTICAL CURVES (SHOWN (SHOWN IN PARATHESES) ARE CORRECTED ELEVATIONS. CALL TOLL FREE -8Aft 0% %)V- ;2 8 -52000 FOR CALLS OUTSIDE OF INDIANA / 0+00 STORM SEWER FOR ENTRANCE DETAIL 'SEE SHEET S-9 TOPOGRAPHY BY LOBO AERIAL SURVEYS COLUMBUS, IN DATED 12-23-88 SCALE: 1"-50' U-) d- O O w O t\ 00 00 + Ln giI w LLJ Q SCALE: 1"-50' STREET, PROFILE z 0 z Q U w z Q J z W 3 w O' F -- O U-) d- O O w O t\ 00 00 + Ln giI r7 LLJ Q J L j V)J W n N C� j SEE ENTRANCE PLAN DETAIL — SHEET S-9 O O Ln O -I- 000 D 1-00 co + of O I O ¢ J J Cn I W Cn W Ln 00 rO z ..... .. .. --...... _ - _ o � 00 W oI 00 3 �" CD J > 00V) W Cif W o0 O m u7 U u-iO w 00 r7 F- ai O Zp > apo z_ z� Uri .; O Q 00 00 Q C) �^ Q 0- 0- FD U C=7 3 O r� d � �_ r > w z h r co CD LC') CDLLJ 00 I z+ Z 00 + O oo w t- 3 � # O O w r- j + J Z Q k U + J O> W Q U Q w Q d' W p _ w (n 3 O O Cn N _ r) "') r" O O r`7 r� N O cD _CD d f� I -. (V O �- .^ + UD U-) 00 co cD O W U O U 00 c0 00 CO00 O 00 U U o0 ori 00 �n 00 U U � cD cD U r) � co j 00 00 _ 00 00 j co J 00 00 j j co > j _ 03 I j w_ W Ln r) W O Lr) O W cD U-) O Ln W O Ln W O U-) --t M O u7 W N n_ W LL W > U') n CD 00 O r- c�D Lq CT cD N cD O r` O r- rr) cND N 00 O N O� CD W N O W 000 �, , O� � On Ln LC) p � O 00 � O On CD a0 �- a0 a0 p ao a0 c�D 00 00 00 00 o0 00 00 a0 W a0 00 a0 a0 00 a0 00 00 a0 00 O co 00 00 O o0 a0 00 00 r7 c0 00 N a0 a0 c�D a0 c, 00 + 00 a0 + a0 OJ + aC) 00 00 a0 00 + 00 co + + -} 1 00 I + a0 + ao + ao i O° + I 00 -{- a0 00 + a0 0p + 00 +� C n I+ > Q rn 'Q I Ln > N> I rn Q i I Ln > r> op I+ 00 > Q I > N> I O O I L > ^ I r� > Q I > N> I t` Q I � > ^> I co Q 1 O > O > "., Q W I > r�> �t w Q I L > N> I Q I r� > I j `�> N I r Q> Ln t\> N I > N I > O I O> I > O 1 0 1 0 W J �- W J+ W J �' W W J+ J Q 1- W J F- W J + W J "� W J + W J F- LJ J + W J F-' W J + W J f" W + J .J W +, J -J F- LJ J + W J W Q W -+ W W + L Q W J ¢ W J + W Q J W O W Q W "�• (n W N W 07 W (/) W 00 W (n W (n W 00 W 00 W r� W (n W f- W Cn W CD W (n W W N W W Cn W W J f- W Cn J W r'� J Lil J UJ N �' I Cn W Cn W N F- W V) J + W J LLJ Cn J W Cn ;e STREET, PROFILE z 0 z Q U w z Q J z W 3 w O' F -- O U-) d- O O w O t\ 00 00 + Ln giI r7 LLJ Q J L j V)J W N C� j I a O O Ln O -I- 000 D 1-00 co + of O I O ¢ J J Cn I W Cn W UJ Z Q z O U UJ Cn z O U Cn z O_ (n- > Y w w O _ U C' Z Q o✓ 0 Of Uis Y U W W� � I o i m 0 z Y U w U z W rn Q Q rn � Jin_ I N CO ONO O 000 x 890 Q �m 00 ................................................................. Of w � �a Of 0 c1 O `t N U 0 � N l0 885 Z (f)< z M .........................................................._ 0 w o i z n Z o zvi W NO O n of to `` 880 w z o¢ 0 LLJ �� z - n, 0 T CU Q>)Q U C: 875 U m - 870LJ__J F-- _ Q 00 �Z z 8650_w CD O U Lli Cn U I � L-LJCD �- z � w 4 rill M L.L! Cn U- L LJ Q Q Qf ~ W W Q O w -J Of i! _ Cl- a - SHEET �. HORZ.: 1"=50' o S-6 R SCALL_. VERT.: 1)1=5' 18 FILE NAME: 8131STR1 U-) d- O O w 000 t\ 00 00 + 00 giI O + LLJ Q J L j V)J W Cn z O_ (n- > Y w w O _ U C' Z Q o✓ 0 Of Uis Y U W W� � I o i m 0 z Y U w U z W rn Q Q rn � Jin_ I N CO ONO O 000 x 890 Q �m 00 ................................................................. Of w � �a Of 0 c1 O `t N U 0 � N l0 885 Z (f)< z M .........................................................._ 0 w o i z n Z o zvi W NO O n of to `` 880 w z o¢ 0 LLJ �� z - n, 0 T CU Q>)Q U C: 875 U m - 870LJ__J F-- _ Q 00 �Z z 8650_w CD O U Lli Cn U I � L-LJCD �- z � w 4 rill M L.L! Cn U- L LJ Q Q Qf ~ W W Q O w -J Of i! _ Cl- a - SHEET �. HORZ.: 1"=50' o S-6 R SCALL_. VERT.: 1)1=5' 18 FILE NAME: 8131STR1 Benchmarks NOTE: The elevation datum used for this project was formulated to coincide with topographic mapping created from aerial photography. This mapping was preparedby a consultant using an incorrect elevation value for tISC&GS Benchmark T-78. Since this mapping USC&GS Benchmark T-76 has been destroyed. Previous surveys have established that a discrepancy existed between USC&GS Benchmarks T-78 and S- 78. The combination of these situations results in establishing an elevation datum based on an elevation wine 1.12 feet greater than the published value for USC&GS Benchmark S-78. The fo Bowing benchmarks axe established on site with values adjusted for use with this project only. TSM 101 Top of railroad spike in centerline of Shelboume Road approximately 1335 feet south of the centerline of 106th Street. Elevation = 890.98 IBM 102 Top of boat spike in centerline of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 885.42 TSM 10z P.K. nail in west side of power pole 1 foot up on the east side of Shelboume Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 886.54 TBM 104 A cut square at the southeast comer of the concrete deck of a lift station on the south side of the subject site approximately 1600 feet west of the centerline of Shelboume Road. Elevation - 884.12 9M 875 40A FOR CONTINUATION SEE SHEET S-6 5 A FOR CONTINUATION "SEE SHEET S-6 CURVE C2 CURVE DATA ' PI STA 1+39.20 / R= 200.00' A= 38'22'02" i' L= 133.93' LC= 131.44' PI STA = 1+39.20 7 STREET PLAN _ IV W d. FOR CONTINUATION SEE SHEET S-8 i i FOR CONTINUATION SEE SHEET S-8 71T ,So...%''-- LOBO AERIAL SURVEYS a _ COLUMBUS, IN CALL TOLL FREE DATED 12-23-88�� 71T TOPOGRAPHY BY ,So...%''-- LOBO AERIAL SURVEYS COLUMBUS, IN CALL TOLL FREE DATED 12-23-88�� �-800-2-5200 _f4 8........... 1 FOR CALLS OUTSIDE OF INDIANA s a r 3 U N... GENERAL NOTES: 870 w�F— z ......... 1. ALL CUTS ARE TAKEN FROM THE EXISTING GRADE '1 TO THE NEW GRADE. 2. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. c ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE 5,-g O. S.H.A. STANDARDS FOR WORKER SAFETY. 01 zibzh Z IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL UTILITY LOCATIONS BEFORE 8650 a CONSTRUCTION BEGINS. 5. CONTRACTOR SHALL MINIMIZE DAMAGE TO EXISTING TREES. k OFqh 6. ALL ELEVATIONS SHOWN WITHIN VERTICAL CURVES `- ; _ '•'r (SHOWN IN PARATHESES) ARE CORRECTED ELEVATIONS. TOPOGRAPHY BY ,So...%''-- LOBO AERIAL SURVEYS ` �' r' �fl COLUMBUS, IN ,�� DATED 12-23-88�� z. 8........... SCALE: 1"=50' t 0 w w U "03 � 0 z a0 " O D x EXISTING GRADE 89® < �M m Qf ....................................................................................................................... .................... ....._ _ L.............................. ............................................... .................................. .. ............. O 0 NEW GRADE o Q U C4 - -0.60%Z 0< Q +0.60% _.._......._....___ .............................._ _ . _........ .88� _.. w Cl- ................ o I- Z -- z Of— — — — — — — _ — — __ _ —Z Z J _-- W 00 (Qj 0 [1 U1 r 15 -_RCS Q) 0 _....._ Z Z ` INV. -880.5i 33" RCP 8" PVC INV. -879.3± INV-0 76.0± 8 "PVC INV. -874.4± IN Lo 10 tv IBJ rn t` 0 da Orn 1"y is OU U U U U U U O V U V_ O La.. W li I 1` STREET PROFILE 0 0 0 I U F W N 00 � u7 - O t � N N -40dLry � 00 ++ 00 + 00 CD w Q Q w¢ w +J t— F— J I— J "t W (n (n W N W t\ 00 00 I O O Li + J U-) W Q 8........... > ° 3 U N... 870 w�F— z ......... '1 J O 0 c Cn Cn . O z Q Z 8650 '3 ........... m., m _..._..... �m. W f U r7 s. I— U LIJ O Z Cn z w � 00 Q 00 W W Q a a- � O W ,J ao LCAOfF— + o m or- I LO 1 cfl =�1 O LLJ UJ UJ LL - V) UJ Q C) O J r? J Q O (n w W U a F- SHEET 00 O CU SCALE. co VERT.: 1"=5' 18 FILE NAME: 8131STR2 00 co 00 O0 cn I coo + + > a' co > W+ J J W O w = d r 7 U-) 0_ � o d O) m --4- L0 M u7 r" 7 N O (7) r- c0 L(') O r cD O cD CO CD cD u7 Ln L6 rrj 00 00 1-d- OD 00 + a0 000 000 000 0 000 0000 0000 + o f I o CD I Ln I O I in I O I U-) I I O N Q W W Q W ^ W O W (V W Ln W r- W O W Q ♦— J + + J + J + J + J + J + J + J+ J �— (n W O W (n O W O W r W UJ .— W r W N W Cr) STREET PROFILE 0 0 0 I U F W N 00 � u7 - O t � N N -40dLry � 00 ++ 00 + 00 CD w Q Q w¢ w +J t— F— J I— J "t W (n (n W N W t\ 00 00 I O O Li + J U-) W 8........... > ° .......... .............. - . ............................... ..........75 U N... 870 w�F— Ul- ......... '1 J O U c Cn Cn . O Q Z 8650 ........... m., m _..._..... �m. W f s. I— U LIJ O Z Cn z w � Q a_ Ocr_ W W Q a a- O W ,J LCAOfF— + 00 + m or- LO 1 cfl =�1 O LLJ UJ LL - V) UJ Q C) Li -3 Q O ri w w a- a F- SHEET SCALE. VERT.: 1"=5' 18 FILE NAME: 8131STR2 STORM SEWER 15 Benchmarks MOTE: The elevation datum used for this project was formulated mapping created from aerial photograpby This mapping we using an incorrect elevation value for USC&GS Benchmark USC&GS Benchmark T-78 has been destroyed. Previous aur discrepancy existed between USC&GS Benchmarks T-76 and these situations results in establishing an elevation datum 1.12 feet greater than the published value for USC&CS Ben( benchmarks are established on site with values adjusted A TBM 101 Top of railroad spike in centerline of Shelbourne Road south of the centerline of 106th Street. Elevation = 890.98 f TBki 102 Top of boat spike in centerline of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 885.42 TBM 103 P.K. nail in west side of power pole 1 foot up on the east side of Shelbourne Road I approximately 2600 feet south of the centerline of 106th Street. Elevation = 886.54 Tam 104 A cut square at the southeast comer of the concrete deck of a lift station on the south side of the subject site approximately 1600 feet west of the centerline of Shelbourne Rood. Elevation - 884.12 4 GENERAL NOTES: 1. ALL CUTS ARE TAKEN FROM THE EXISTING GRADE TO THE NEW GRADE. 2. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. HOLEY HOLEY SAYS, DOW7et DIG BLIND" 880 875 870 STREET PLAN TOPOGRAPHY BY LOBO AERIAL SURVEYS COLUMBUS, IN DATED 12-23-88 z Z O _N ® > Y W w U NA Z d Cr O ry W 0 - W S LUY U w U W M CD Q O ,n r M 0 z Y U W U Z ?f W M Q � I Q rn � p i O �{ z _.� <_ SCALE: 1 -50' 0 W ry W N Go 00 (0 N O z I1 N I O 00 x 890 ... _ ................................................................................................................................................ . a- � a or O c1 NEW GRADE EXISTING GRADE o 0 -------- --- -- --- z �Q 0 Z: - - d '4 0. _ so% 8 8 - 0 .6 0%LLJ 0 5 Q fpr 7 _...... ......_.__ __ ._ — �... ,.... — ....._...... _. _. ....,........_.......... ..... ........__... .......... ....._.. w = p .......... --------- ------ -------------------------- 5 a - -- -_Er -0.56 e - .97% _._------------ - --- --- 30 z Z(15 W O CL W nz . ....... ............ .... ....... .... .... ..... ... . . ....880 0 0 (1) Ln ....... . .. . . . ........_ w z � L 0 12" RCP 12" RCP 15" RCP _ -881.0± v INV. -880.81 INV. -880.41 INV. � •o, C � -oi Ili r b� i, 1'? o io :-� n :n co Bo 1n 1� i� io iv 7 oo i� in o i-� n — 0 0 0 0 0 0 0 C5 0 0 c� o o o > C -, ... ............ ... ....... .... ... .................. . ....... .... .. ...... . .. ....... . ......... .................... ...... N _ _ tV N CV N I I I I I I I I I 875 1 I I I I I I I 1 I I I I i I 1 I 1 U U I Q U � U U V U i. L� O ISI . ..... ................ 870 wU-11- �.. ..... __ - .. __ .. ...................-_ ...-. ..........._. 8" PVC „ - o .....-.. ....... _.. .. .. ......_ .. ._..... ................. ..._ ....................... ................ _ . MV. -871.8f � .... ......._... .... r a < z 00 cn 0 z U 865 M..... _....... .T...... ................ ..........._.-. > _- .. ................. ... .. ..... . . . U -i J Q W W vLLJxq 0 ")N V) 2r �. Z C) LJJZ3 O Q O C!) W O CD Z-5 W J U m Q d U O I oGi N N A. W d 7 W z Wcl: U Q a wM LJ cl: >; d > Ey > >EJ LiJ W O N -d- N '-d-00 a) --t0) 0) d 0) � 07 00 d' W O C-31 tv d p tv . , h.. r- W N � r- O) N r,.) r7 N t` r`- r- (M CN r") CT t` CD d- O t..-) O to 1� N CD N Ln d- O � �- p, -j sf ! d' O CO d' t In � LO Ln -t! d- M� r- 00 00 0o co O) 00 00 co 00 00 0o w oo _ co 00 0o N co ao ao p ao r.-) 00 ao 00 (p N 00 co 00 N CO Q, 00 LiJ W + C0 0o 00 00 i 00 a0 00 00 00 00 00 + C>D co 00 ao 0o 00 r a 00 00 00 00 00 00 00 00 00 00 CO ,n I I I I I I I I I I I I I I I ± I I =' p l o f 0 1 I I I I 1 I Ln I (n 1 = O W :>: o> Lr) o> Ln> o> Ln> CD Ln �> �> > �> �> o> > o> > > > �� �> �> > �> �> Q W Ln U 1 N W Q W '4 r- W U W N W LJ Lai W W Q Lil W + -W-1 + L Q J W "^�*�,. `� Q W 'Q W Q W W W <D W Q W W W Q LLJ Q W + J+ J �- + J + J + J + J + J + J + J F-- J + J -� J F- J f- J F- J -� J '�' J + J H J �' J + I F- J F- J '^ (n W Ln W Lt') W LC) W �' W W W W r'�'7 W r'") W 1'7 W (/7 W N W W W (~l) W W V) W (n W (/) W W N W M W (n W <t W L0 W Cn W Cn W s, W Q 4 W O W J IY C:� I -- a- IZ d 1 -- SHEET SHEET HORZ.: 1"=50' OF STREET PROFILE SCALE: . »_ VERT.. 1 - 5 18 FILE NAME: 8131STR3 RIGHT OF WAY VARIES 10, VARIES 10' 11.4' 1 5' 26' VARIES 20' 5' 1 4' 1' CONCWALK 2. 2' CHAIRBACK CURB 2' ISLAND 2' 2' CHAIRBACK CURB WALK WALK 2' ROLL CURB 2' ROLL CURB lidSLOP�4m PER FOOT MIN SLOPE 1/4" PER FOOT MIN 1" #11 HAC SURFACE 3" #9 HAC BINDER 9" w- COMPACTED STONE BASE PIPE UNDFRDRAIN (TYP) SEE DETAIL • PREPARED SUBGRADE PER INDIANA DEPARTMENT OF TRANSPORTATION SPECS. No. 207 TYPICAL STREET SECTION AT ENTRANCE SECTION "B -B" 50' RIGHT OF WAY *10' 130' BACK TO BACK 10' 1' 4' 12 26 BAC TO BACK 5' 4' 1' L,Q7 11 11 7 OUN WALK PROFILE GRADE WA 2' ROLL CURB 2' ROLL CURB I SLOPE 1/4" PER FOOT MIN SLOPE 1 4 " PER F00T MIN '.V .0 .�C C.0 .4 .V .V .K .'. L• V'l' V'4"':'4 t 4 PERTAINS TO 30' STREET 1' #11 HAC SURFACE PIPE UNDERDRAIN (TYP) 3" #9 HAC BINDER SEE DETAIL 9- /53 COMPACTED STONE BASE 0 PREPARED SUBGRADE PER INDIANA DEPARTMENT OF TRANSPORTATION SPECS. No. 207 TYPICAL STREET SECTION SECTION "C -C" LEGEND Existing Storm Sewer New Storm Sewer Existing Sanitary Sev New Sanitary Sewer Existing Contour +000.0 Existing Elevation 000.00 New Pavement Elevation " 000.00 Top of Curb Elevations All Other Finish Elevations Flow Arrow P oy T.C. Top of Casting Elevation Benchmarks NOTE: The elevation datum used for this project was formulated to coincide with topographic mapping created from aerial photography. This mapping was preparedby a consultant using an incorrect elevation value for USC&GS Benchmark T-78. Since this mapping USC&GS Benchmark T-78 has been destroyed. Previous surveys have established that a discrepancy existed between USC&GS Benchmarks T-78 and S-78. The combination of these situations results in establishing an elevation datum based on an elevation value 1.12 feet greater than the published value for USC&GS Benchmark S-78. The fo Bowing benchmarks are established on site with values adjusted for use with this project only. TBM 101 1 Top of railroad spike in centerline of Shelbourne Road approximately 1335 feet south of the centerline of 106th Street ,1x ` Elevation = 890.98 -,• TBM 102 ` Top of boat spike in centerline of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 885.42 TBM 103 P.K. nail in west side of power pole 1 foot up on the east side of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street, f k y ph; Elevation = 886.54 TBM 104 A cut square at the southeast corner of the concrete deck of a lift station on the south side of the subject site approximately 1600 feet west of the centerline of Shelbourne Road. Elevation = 884.12 0 Q � w z J r W y 3 0� w �O 0 a - F mCD S w 40' PROPOSED R/Wlkf V' 24' EXISTING EXISTING NEW PAVEMENT 4'1' PAVEMENT PAVEMENT - CONC. SLOPE WALK SLOPE: 1/4 PER FT. MIN. WALK 1/4" PER FT aq IM 00 > ` SURFACE 3' BINDER {{ mow,,,,.,„ ................... . ! � 9" No. 53 STONE PREPARED SUBGRADE PER INDIANA DEPARTMENT AGGR. BASE OF TRANSPORTATION SPECS SECTION No. 207 gf ii' ., o j w 0 ii ° fy .• SECTION A- A .� ° °(( ,, ,'`, i I 24' N £ ;n ao f' oo ; ire �:s00 #,� i' W W 1 I Q OQ LiJ 00 V, ,�... A...... M. _ ... .... o + 7.8 CL #, :J ..Q ' ZQ' a l J w CD 0 Z o 0 (::D w N p CJ o d io UJ o Z 43 LLJ C W 35' B.L. fr A 401 50 R/W -- I _ _ - - - CD + I SIDEWALK °n°+1 00 + . o 11F 2 , 8s.3 TRENCH GRATE 00 241 Q, Q, _ J (TYPICAL) 003 00 110 00 BR STA=0+40.00 T.C. BR STA=O 110.79 _--- - T.C. _ - 884.70884 70 H BR STA=0+54.33 -- .. .,.� 885.90 E & S ' O O 1 108 ,,' 109 3 BR STA 1+95.53 25 D. U. . .I 5 D U& S E.i BR STA=2+73.00 J o S17 iv1T.C. o 885.71 C885.15 P l 0 885.80 CD OTE - CD 885.16 I CENTrRLINE OF ISLAND'` z - --- �. - - - 123 1 IS 2' SOUTH OF CENTER --___ --- --- 94' N I N LINE OF STREET - - 32 CD ( 1•% 886.59 CARWNION WAY P� PVI L.P. 0 1886.80 1 25 887,0 3+00 CD 2+80 0 885.39 2+00 1 _N 90'00'00" W - _ _ _ PVI _ b 884.87 885.03 I 47.16' I 885_67 46.88' - I 29.54' �� 2'r 1+00 +65 (885.16) (885.1 I I I I 887.00 #? I 1ao la, 1 I � 886.80 £ i r 107 C2 300'r s.•......, 885.16 885.58 '_=._ i ,�� S-17 "' i i C T.C. I 1885.21300 885.13 885.95 C1r\ 124 i S 7'r BR STA=2+58.73 00 �'1O SANITARY SEWER 886.19 a C. + +00 00 885.80 25' D. U. & S. E. 10 I -T -- -_ D 885.90 - ! - BR STA=0+54.13 - -- 24 `ttJ I STORM SEWER YF RIP RAP 41 24 ' n 35' B. L.00 o a0 I 40 .............. o0 cn ; m LLJ 42 o U 00 Co Q Z YLLJ F 0- ' + , 35 B.L. gl C:) p I 4 00 E M F,..- w I vj C C) d cli ++ �S N rn vi 00 HOLEY MOLEY SAYS, 0 01 DON'T + 00 m + r do EX. SANITARY SEWER 0 6 00 00 SCALE: 1 =20 TOPOGRAPHY BY LOBO AERIAL SURVEYS COLUMBUS, IN DATED 12-23-88 RLE NAME: 9131STR4 N 00 00(0 N 0 Z 1 N O co f= GO 0 Q m Of (� - o o tr o I O Q i° U � CN C) z oQ CLZ W Q w Z oz Z Z J W oN 0 0 0z LLJ o Q 0 Z Z N 0 U E V) a, c � - -o > c 'U U II oo 0 z M 0 W O O F - LL O L40 U Q I � 1- Cl- W W 0f m O � �� Qw o C) � O W J � a � SHEET S-9 OF 18 CD BLINDcV 0 Z Q J Ln 0 I 0 Cn Z 0 m 1-800-382-5544 o co CALL TOLL FREE w w o 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA z c� Of O W � w J 3 UJ [n of Y U W S U W o, o a' � Q N m - 0 z `1 U W U Z W F-- Q m � ASSUMED NORTH M r m SCALE: 1 =20 TOPOGRAPHY BY LOBO AERIAL SURVEYS COLUMBUS, IN DATED 12-23-88 RLE NAME: 9131STR4 N 00 00(0 N 0 Z 1 N O co f= GO 0 Q m Of (� - o o tr o I O Q i° U � CN C) z oQ CLZ W Q w Z oz Z Z J W oN 0 0 0z LLJ o Q 0 Z Z N 0 U E V) a, c � - -o > c 'U U II oo 0 z M 0 W O O F - LL O L40 U Q I � 1- Cl- W W 0f m O � �� Qw o C) � O W J � a � SHEET S-9 OF 18 Benchmarks NOTE: The elevation datum used for this project was formulated to coincide with topographic mapping created from aerial photography. This mapping was preparedby a consultant using an incorrect elevation value for USC&GS Benchmark T-78. Since this mapping USC&GS Benchmark T-78 has been destroyed. Previous surveys have established that a discrepancy existed between USC&GS Benchmarks T-78 and S-78. The combination of these situations results in establishing an elevation datum based on an elevation value 1.12 feet greater than the published value for USC&GS Benchmark S-78. The fo llowing benchmarks are established on site with values adjusted for use with this project only. TBM 101 Top of railroad spike in centerline of Shelbourne Road approximately 1335 feet south of the centerline of 106th Street. Elevation = 890.98 TSM 102 Top of boat spike in centerline of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 885.42 TBM 103 P.K. nail in west side of power pole 1 foot up on the east side of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 886.54 TBM 104 A cut square at the southeast corner of the concrete deck of a lift station on the south side of the subject site approximately 1600 feet west of the centerline of Shelbourne Road. Elevation = 884.12 13 SANITARY SEWER 14 882.78 29.85' B8 12 3 12 �h 4 S1QEwA ,tia PT., 2 ,8.43. <k 720 STORM SEWER T.C. !y 883�50 P��� 884.01 882.44 44 ANF 88,; 4' o f Q_ 15 882.74 c, 884, 08 ASPHALT ACCESS DRIVE 98s' TO EXIST. LIFT STATION SEE SHEET S-3 41.02 �'- /6. 883.45Ln 0 883.04 BR STA=4+93.78 16 17 PENZANCE PLACE S 2,0 SCALE: 1=30 J 70 887.75 Oy9 d, iOl7 00 �j>s OS SANITARY SEWER --J 887 74 887.53 --4887.35 �1 V BR STA=8+97.17 oo�>J 6 6_25'r �x Bx6, dx 1886.66 (TYP) A6g `SO BR STA=0+37.31 ee� II 3S 886.65 3 �0 8x00 S -178$s TYP 6S 886.65 �O Q 35 TC 886.66 BR STA=8+32.21 BR STA=0+37.31 SANITARY SEWER CA_R_WIN_ IO_ N WAY & BOSLOE DRIVE S o SCALE: 1"=30' I� STORM SEWER 9 w 34 0 BR STA=3+86.49_ :�� BR STA=3+86.49 3 884.52 884.52 - TYP BR STA=O 38.00- KA I BR STA=0+38.00 884.04 00 `r T.C. _._ � _ T.C. 884.00 884.00 PENZANCE_ 0+50 0+00 0+50 PENJERRACK PLACE 3.000 CIO COURT 884.07 T.C. T.C. 884.00 884.00 04.04 s� BR STA=0+38.00 - J W BR STA=0+38.00 884.49 O 884.49 BR STA=4+62.49 BR STA=4+62.49 21 22 50' R/W SANITARY Sf Wl R PENZANCE PLACE & PENJERRACK COURT & BOSLOE DRIVE SCALE: 1"=3C' HOLEY MOLEY SAYS. "DON'T DIG BLIND" LEGEND r. New Storm Sewer {Aif New Sanitary Sewer 000.00 New Pavement Elevation { All Other Finish Elevations 4 e (000.00) .4 �. Flow r F z of Casting Elevations HOLEY MOLEY SAYS. "DON'T DIG BLIND" T.C. L STORM SEWER 29 SANITARY SEWER 883.80 30 BR STA=5+24.28 884.07 11.46 2g8 884.10 885.52 4 A �1 � II CP 5+00 PENJERRACK 5+90.43 884.39 COURT 50r R W 28 CO 885.52 � 4 SIDEWALK 4487' ti BR STA=5+24.28 �6 f�9�5 884.07 'g1' 2 884.10 10.56' T. C. 3 883.70 26 �� 883.80 , � 27 LEGEND r. New Storm Sewer {Aif New Sanitary Sewer 000.00 New Pavement Elevation 000.00 All Other Finish Elevations (Top of Curb Elevations) (000.00) Corrected Grades 40, Flow Arrow T.C. Top of Casting Elevations T.C. L STORM SEWER 29 SANITARY SEWER 883.80 30 BR STA=5+24.28 884.07 11.46 2g8 884.10 885.52 4 A �1 � II CP 5+00 PENJERRACK 5+90.43 884.39 COURT 50r R W 28 CO 885.52 � 4 SIDEWALK 4487' ti BR STA=5+24.28 �6 f�9�5 884.07 'g1' 2 884.10 10.56' T. C. 3 883.70 26 �� 883.80 , � 27 PENJERRACK COURT SCALE: 1"=30' 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA TOPOGRAPHY BY SBO AERIAL SURVEYS COLUMBUS, IN DATED 12-23-88 r. {Aif Z O 40, PENJERRACK COURT SCALE: 1"=30' 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA TOPOGRAPHY BY SBO AERIAL SURVEYS COLUMBUS, IN DATED 12-23-88 FILE NAME: 8131STR5 I r. Z O FILE NAME: 8131STR5 I 0 F - w U a FA N Ca 00 N O Z I N O oo x Co o Q m ft� �? t` O Ln o a_ 'D 01 O QN U 0 N U "t z oa Fr a_ Z w - w 0 ,. Z 0 * `•; Z z �1 w o0 o< w Z 0Q Z Z a) o = U N U c V cp c > c U � LJJ I Q 00 O Z M O W z O o V) Lij O Q W F- W W W W W O CV) V) M O Q o UJ LJ U � W a_ a F - SHEET 1 S-10 OF 18 Z O > wLLJ V U V Z U_ 0 w V) s Y U w U w o a o r m 0 z Y U w U Z w m Q Q Cr o r m 0 F - w U a FA N Ca 00 N O Z I N O oo x Co o Q m ft� �? t` O Ln o a_ 'D 01 O QN U 0 N U "t z oa Fr a_ Z w - w 0 ,. Z 0 * `•; Z z �1 w o0 o< w Z 0Q Z Z a) o = U N U c V cp c > c U � LJJ I Q 00 O Z M O W z O o V) Lij O Q W F- W W W W W O CV) V) M O Q o UJ LJ U � W a_ a F - SHEET 1 S-10 OF 18 GENERAL NOTES: 1. ALL CUTS ARE TAKEN FROM THE EXISTING GRADE TO THE PIPE INVERT. 2. ALL WYE, LATERAL AND PROFILE STATIONS ARE FROM THE NEAREST DOWNSTREAM MANHOLE. (MH) 3. WYES AND LATERALS TO BE 6" PIPE UNLESS OTHERWISE SPECIFIED. 4. ALL WYE CONNECTIONS SHALL HAVE A MINIMUM OF FIVE FOOT LATERAL EXTENSION CONNECTED TO THE WYE. THE END OF THE LATERAL SHALL BE PLUGGED OR CAPPED. 5. LATERALS RUNNING TO THE OPPOSITE SIDE OF STREET SHALL EXTEND 5' PAST THE RIGHT OF WAY LINE (PROPERTY LINE) 6. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL UTILITY LOCATIONS BEFORE CONSTRUCTION BEGINS. 7. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 8. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 9. CONTRACTOR SHALL MINIMIZE DAMAGE TO EXISTING TREES. Benchmarks NOTE The elevation datum used for this project was formulated to coincide with topographic mapping created from aerial photography This mapping was preperedby a consultant using an incorrect elevation value for USMS Benchmark T-78. Since this mapping UX&GS Benchmark T-78 has been destroyed. Previous surveys have established that a discrepancy emsted between USChCS Benchmarks T-78 and S-78. The combination of these situations results in establishing an elevation datum based on an elevation value 1.12 feet greater than the published value for USCdCS Benchmark S-78. The to Mowing benchmarks are established on site with values adjusted for use with this project only. TBM 101 Top of railroad spike in centerline of Shelbourne Road approximately 1335 feet south of the centerline of 106th Street. Elevation = 890.98 TBM 102 Top of boat spike in centerline of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 885.42 TBM 103 P.K. nail In west side of power pole 1 foot up on the east side of Shelboume Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 886.54 TBM 104 A cut square at the southeast corner of the concrete deck of a lift station on the south side of the sub)ect site approximately 1600 feet west of the centerline of Shelbourne Road. Elevation - 884.12 11 885 R 880 �i� 1 SAN. MH. # 4 -16 WYE 6& LAT 2+60 3 y 15 -16 S-1 70 WYE & LAT 2+10 —— — FUTURE7 ASHBRO03KE i /SECTION TWO 5 i 50" R,w FOR CONTINUATION SEE SHEET S-13 �c / � U Q 3� FOR CONTINUATION SEE SHEET S-12 z 35 w HOLEY MOLEY SAYS. "DON'T DIG gIIND" 0 z O F5 1-800-382-5544 w w U CALL TOLL FREE z 1-800-420-5200 W FOR CALLS OUTSIDE OF INDIANA co 34 50�' \ � � ---- �w I � 22 � _-_-------- -- -- 2 I I ' Y W — ----------� ------=-4-- _ U W Q -- o - ---- \ - -- ---- r m -BOSLOE DRIVE Ln - z 6 � Y U w WYE &LAT ------ ----- Z 0+30 EXISTING SAN. MH. Q d -- - U — - - --- - - - I Z 7 9 I I Q O S�16 8 QU X25 T WYE T �+30 T 15 3 21 +30 Z S-16 S-16 WYE & LAT 00 O+SO 4. MH. 3 FOR CONTINUATION a" SAN. MH. # 2 nr-r- r`i lrr-r r• 4 n SAN. MH. i# 1 INV. -875.57 (S & E) INV. -875.52 (N & W) t o SANITARY SEWER PLAN NOTE: FOR SANITARY STRUCTURE LOCATIONS SEE SHEET S-3. SANITARY SEWER rill ' f Ns 6,0 ;�0 r■f moo: T i SCALE: 1 "=50' N 00 CO uJ N O Z of N I O 00 X 890 �� a- .moi Q. XO O Q QD N U Of m C7 885Z E 0_ Q m ............... W v z Z C.7 OZ N Z J w �0 0 0 880zW Q m (J) (1) W z z — v O 2 v T U � � to Qi i C N 875 0 1 870 '17 JCD 00 Q O z 865 LIJz 0 z 8 60 Q _ ........._ .. UJ 3-- w w UJCn O � � O Cn n- M � Z Q o Q F- � C/7 w Q O w tZ a_ SHEET C �� r° T l` GENERAL NOTES: ASHBROOKE -SECTION TWO 1. ALL CUTS ARE TAKEN FROM THE EXISTING GRADE 8" STUB TO THE PIPE INVERT. HOLEY MOLEY SAYS, 2. ALL WYE, LATERAL AND PROFILE STATIONS ARE I I « DONT FROM THE NEAREST DOWNSTREAM MANHOLE. (MH) 3. WYES AND LATERALS TO BE 6" PIPE UNLESS DIG OTHERWISE SPECT IED. SAN. MH. # 11 4. ALL WYE CONNECTIONS SHALL HAVE A MINIMUM ��l 6 BLIND" OF FIVE FOOT LATERAL EXTENSION CONNECTED TO 57 44 THE WYE. THE END OF THE LATERAL SHALL BEWYE & : WYE & LAT PLUGGED OR CAPPED. 2+40 2+45 0- 5. LATERALS RUNNING TO THE OPPOSITE SIDE OF V) STREET SHALL EXTEND 5' PAST THE RIGHT OF 0 WAY LINE (PROPERTY LINE) Al"', 6. IT SHALL BE THE CONTRACTORS RESPONSIBILITY 50, R/ > 'A TO FIELD VERIFY ALL UTILITY LOCATIONS BEFORE1-800-382-5544 3' CONSTRUCTION BEGINS. 2 2 CALL TOLL FREE \�J 7. TEMPORARY TRAFFIC CONTROL DURING SSL-�161-800-428-5200 Of CONSTRUCTION TO CONFORM TO APPLICABLE FOR CALLS OUTSIDE OF INDIANA 1,1 0- Aw, LOCAL AND STATE STANDARDS. 70 1`35 3 8. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE S-16 S-16 PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. LU STANDARDS FOR WORKER SAFETY. FOR CONTINUATION 5 WYE & LAT WYE & LAT 4 3 2 1 1 1+05 9. CONTRACTOR SHALL MINIMIZE DAMAGE TO U-1 M SEE SHEET S-11 1+70 WYE & LAT WYE & LAT WYE & LAT EXISTING TREES. WYE & LAT 2+80 0+35 1+50 2+50 16 S-16 Benchmarks NOTE.- SAN. MH. 3 6 The elevation datum used for this project was formulated to coincide with topographic ted from aerial photography. This mapping was preparedby a consultant Ld USC&GS Benchmark T-78 has been destroyed. Previous surveys have established that a mapping created using an incorrect elevation value for (EMS Benchmark T-78. Since this mapping CARMINION WAY NOT: discrepancy emsted between USC&GS Benchmarks T-78 and S-78 The combination of FOR SANITARY STRUCTURE z these situations results in establishing an elevation datum based on an elevation value CD17, W 112 feet greater than the published value for USMS Benchmark S-78. The fa Mowing Ln < < I.- benchmarks am established on site with values adjusted for use with this project only. LOCATIONS SEE SHEET S-3. Q0 -1 Tem 101M Top of rallroad spike In centerline of Shelbourne Road approximately 1335 feet 7 >:� M south of the centerline of 106th Street. Elevation = 890.98 3 15 TBM 102 —S-16 S-1 Top of boat spike in centerline of Shelboue Road approximately 2600 feet south 35 of the centerline of 106th Street. FOR CONTINUATION rn Elevation = 885.42 WYE & LAT 36 37 38 39 40 41 SEE SHEET S-11 0+85 WYE & LAT WYE & LAT W`ff & LAT WYE &LAT WYE & [AT TBM 103 WYE & LAT 1+40 2+40 3+40 0+40 P.K. nail in west side of power pole 1 foot up on the east side of Shelbourne Road 1+80 2+85 42 TOPOGRAPHY BY approximately 2600 feet south of the centerline of 106th Street. Elevation = 886.54 STORM SEWER LATERAL V-4 LOBO AERIAL SURVEYS 00 A*% A cut square at the southeast comer of the concrete deck of a lift station a SAN. TBM 104 n the SAN. MH. 9 MH. 10 Msouth side of the sub)ect site approximately 1600 feet west of the centerline of COLUMBUS, IN elbourne Road. S-16 -.40 ElejQy vation '. - 6wtion 884.12 a) DATED 12-23-88 SANITARY SEWER PLAN A SCALE: 1 50' Cf 895 ................ ........................................ ..................... . ..... . ..................... ........................... . ...... ........... . ..... . ................................................................................................. .......................................... .............. ..................................................................................................... 895 00 (D N CD T.C.-890.3 00 ID z 1 "4 0 00 X 0) 00 0 8!9N 0 T.C. 886.8 NEW GRADE < a3 .... ................. . .. ... .................. ............ ....................... ........... .. - ................. ............................. .................... 890 Of ............... ........... . ..... ............ ............................. ............ .................... .................... ................. ...................................... ....................... ...................... ............ .......... ............. 0 0 T.C.-887.0 ...................... ............................ .................................... T.C.-886.8 (D a_ ry0 0 < 0 C1`1 EXISTING GRADE 0z 885 - ----- a- < — ----- . ...... . .. . .. ..... --- . . . ...... LLJ 7 ................. . 885 Z z CC, — GRANULAR BACKFILL �5 0z V� 12" RCP z 0,0' 6" PVC LATERAL + L'J IL GRANULAR BACKFILL P C�l + —INV. -881.8i INV.880.90 0 < CD 15" RC 118� RCP INV.- C�l Of to to 879.60 z 880 + + INV. -881.91,......._...,..... :!s .............. .......... ........ ......................... ... .................... . ......... INV. -881.2± 880 F 0 M 0 ................. . ........ ........... . ....... .... . .. . ......... LJ L- I- P INV. -880.84 (N)•S .S; > 7� 8- PVC (N) CONC. CRADLE INV. -880.74 (S) INV. -879.21 W) INV. -879.31 (N) INV. -874.15 875 INV. -877.33 kw) INV. -877.43 (E) .......... ........... ....... ... 11.11, .......... . ..... ........... . ............. 875 6 0 ........... INV. -875.80 (E) 8- PVC (S) 870 INV. -874.05 . . . . . . . . . . . . w L.LJ .. . ....................... ...... ....... ... ..... ..................... . . . . . .... . .. .. ............. . ....... ............ .. . . ... .... . . .......... .. ............. ........... - - ------ 870 '17 _J �--: ....... .... ........... ............ . ....... ...... . . . ................ < Ln V) 61100 z NU vU Cn 865 T C6 0 . ....... . . - - ----------- - - - - - - - ---- - ------- - - . ..... - - - -------- - - --------- 44 ........... .......... C-1 865 ... . ........ . ... . .......................... ............. .............. . ...... 7— LLJ O 860___,__ ........ . .860 .......... LJ /-10' OF 8" PVC p 339' OF 8" PVC 0 0.457. @ 0.45% (STUB) 395' OF 8" PVC @ 0.45% 317' OF 8" PVC 0.45% 3: L.J LJ -J __J L -Li > nk Ln -d 3� M LD M.:0 CD C:) CD CD C) 2� C) C) CD CD C) CD C) CD (z) Cn L,- -< + -4- - C) C) C:I V) CN + U) V) Li < fr- I- 5 § 7) a- LLJ 0 Ld -J 0C Of SHEET -13 S HORZ.: 1"=50' F SANITARY SEWER PROFILE SCALE: O VERT.. 1 )) =5) 18 FILE NAME: 8131SAN2 b GENERAL NOTES Benchmarks 1. ALL CUTS ARE TAKEN FROM THE EXISTING GRADE HOLEY MOLEY SAYS, NOTE: TO THE PIPE INVERT. tt TOPOGRAPHY BY rhe elevation datum used for this project was formulated to coincide with topographic DON'T mapping created from aerial photography. This mapping was preparedby a consultant 2. ALL WYE, LATERAL AND PROFILE STATIONS ARE LOBO AERIAL SURVEYS nsC& an inconvetBenchmark elevation value for trove S Benchmark surveys T-78. Since this mapping FROM THE NEAREST DOWNSTREAM MANHOLE. (MH) DIG USChCS Benchmark T-78 has been destroyed Previous surveys have established that a discrepancy existed between USC&O Benchmarks T-78 and S-78. The combination of 3. WYES AND LATERALS TO BE 6" PIPE UNLESS COLUMBUS, IN tbene situations insults in establishing an elevation datum ba ed on an elevation value 1.12 feet greater than the published value for USQGS Benchmark S--78. The to Bowing OTHERWISE SPECIFIED. BLIND DATED 12-23—HV " Q QQ benchmarks are established on site with values adjusted for use with this project only. ,. TBM 101 4. ALL WYE CONNECTIONS SHALL HAVE A MINIMUM OF FIVE FOOT LATERAL EXTENSION CONNECTED TO NOTE. \ Top of railroad spike in centerline of Shelbourne Road approximately 1335 feet south of the centerline of 106th Street. THE WYE. THE END OF THE LATERAL SHALL BE Elevation = 890.98 PLUGGED OR CAPPED. TBM 102 5. LATERALS RUNNING TO THE OPPOSITE SIDE OF FOR SANITARY STRUCTURE Top of boat spike in centerline of Shelbourne Road approximately 2600 feet south STREET SHALL EXTEND 5' PAST THE RIGHT OF LOCATIONS SEE SHEET S-3. of the centerline of 106th Street. WAY LINE (PROPERTY LINE) Elevation = 885.42 TBM 103 6. IT SHALL BE THE CONTRACTORS RESPONSIBILITY C/)P.K. nail in west side of power pole 1 foot up on the east side of Shelbourne Road TO FIELD VERIFY ALL UTILITY LOCATIONS BEFORE Z SAN. MH. 6 approximately 2.54 feet south of the centerline of 106th Street. CONSTRUCTION BEGINS. BOO 38Z �� O Elevation = 886.54 � � � _ 7. TEMPORARY TRAFFIC CONTROL DURING N S-16 A cu 104 CONSTRUCTION TO CONFORM TO APPLICABLE CALL TOLL FREE > Y A cut square at the southeast corner of the concrete deck of a lift station on the L J w sou1��li th side of the subject site approximately 1600 feet west of the centerline of LOCAL AND STATE STANDARDS. I 00-428-52 0 0 U Shelbourne Road. V 13 Elewtion - 884.12 8. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE FOR CALLS OUTSIDE OF INDIANA z PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. WYE do LAT 3 5 STANDARDS FOR WORKER SAFETY. .0 14 S-16 S-16 9. CONTRACTOR SHALL MINIMIZE DAMAGE TO rL LITERAL 12 2 EXISTING TREES. w —� i 35 T UJ s-16 SAN. MH. 5 1 1 SAN. MH. 1 FOR CONTINUATION 1 SAN. ISH. 7 �� � S-16 5-16 2, , Y WYE1& LAT SEE SHEET S-11 s-16 s-16 err ' 29 / --- 0+25 10 34 33 32 31 30 WYE & LAT SAN. ISH. s 1 , WYE & LAT WYE do LAT WYE do LAT 2+75 S-16 o —_Cn 1+65 -- 9 50 W I 1 05 T 2+05 WYE O T WYEd15 T _ 2 15 WYE dl: LAT z 2+55 f- N _ - E JERK z LATERAL o ----- 16 WYE do LAT — — r LJ WYE do LAT 1+45 1 — 2+50 WYE do LAT 0+55 1 ---- _ -- ----- — — --- -- WY; & AT 20 91 1 I I 22 I 23._ ._� 24._ 25._ I2 r � m NORMAL POOL ELEV.-879.0 Benchmarks NOTE: The elevation datum used for this project was formulated to coincide with topographic mapping created from aerie/ photography. This mapping was preparedby a consultant using &z `.: orrect e'--vation value for USC&GS Benchmark T-78. Since this mapping USC&GS Benchmark :'-78 hes been destroyed Previous surveys have established that a discrepancy existed between USCAGS Benchmarks T-78 and S-78. The combination of these situations results in establishing an elevation datum based on an elevation value 1.12 feet greater than the published value for USC&GS Benchmark S-78. The In Bowing benchmarks are established on site with values adjusted for use with this project only TBM 101 Top of railroad spike in centerline of Shelbourne Road approximately 1335 feet south of the c nterline of 106th Street. Elevation = 899.98 TBM 102 Top of boat spike in centerline of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 885.42 TBM 103 P.K. nail in west side of power pole 1 foot up on the east side of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 886.54 TBM 104 A cut square at the southeast corner of the concrete deck of a lift station on the south side of the subject site approximately 1600 feet west of the centerline of Shelbourne Road. Elevation - 884.12 LAKE 1 N.P.=879.00 STM. JILUI 14 STR. #102 ( 5 SLOPE WALL S-16 I STORM MANHOLE S-16 • 7 FOR CONTINUATION SEE SHEET S-15 GENERAL NOTES: 1. ALL CUTS ARE TAKEN FROM THE EXISTING GRADE TO THE PIPE INVERT. 2. ALL STATIONING IS TAKEN FROM THE NEAREST DOWNSTREAM STRUCTURE. 3. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL UTILITY LOCATIONS BEFORE CONSTRUCTION BEGINS. 4. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 5. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 6. CONTRACTOR SHALL MINIMIZE DAMAGE TO EXISTING TREES. 7 STR. 108 w STR. #10s 7 CURB INLET -1s - CURB INLET TEW 16 43 ` I 1 -50 /W _—_____------_ STR. #107 5-16 CURB INLET-----`L,,:- SANITARY NLET o SANITARY SEWER STR. #103 5 STORM MANHOLE s-16 FOR CONTINUATION r6STR. #105 / 6 STR. 1045-16 BEEHIVE INLET BEEHIVE INLET SEE SHEET S-15 I 35 36 1 37 38 39 34 33 32 31 30 I 8 ' s-16 FOR CONTINUATION SEE SHEET S-15 STORM SEWER X RIP RAP —(3 S. Y.) 41 42 I IS -16 40 I STR. #106 6 — BEEHIVE INLETS -16 i 29 2019131, STIR. # 110 BEEHIVE INLE NOTE: FOR STORM STRUCTURE LOCATIONS SEE SHEET S-3. STR. #123 7 CURB INLET S-1 5 N ' I � AJ, 43r 1-800-382-5544 O i U-1 Y 1-500-425-5200 1� W . I I i NORMAL POOL ELEV.-879.0 Benchmarks NOTE: The elevation datum used for this project was formulated to coincide with topographic mapping created from aerie/ photography. This mapping was preparedby a consultant using &z `.: orrect e'--vation value for USC&GS Benchmark T-78. Since this mapping USC&GS Benchmark :'-78 hes been destroyed Previous surveys have established that a discrepancy existed between USCAGS Benchmarks T-78 and S-78. The combination of these situations results in establishing an elevation datum based on an elevation value 1.12 feet greater than the published value for USC&GS Benchmark S-78. The In Bowing benchmarks are established on site with values adjusted for use with this project only TBM 101 Top of railroad spike in centerline of Shelbourne Road approximately 1335 feet south of the c nterline of 106th Street. Elevation = 899.98 TBM 102 Top of boat spike in centerline of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 885.42 TBM 103 P.K. nail in west side of power pole 1 foot up on the east side of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 886.54 TBM 104 A cut square at the southeast corner of the concrete deck of a lift station on the south side of the subject site approximately 1600 feet west of the centerline of Shelbourne Road. Elevation - 884.12 LAKE 1 N.P.=879.00 STM. JILUI 14 STR. #102 ( 5 SLOPE WALL S-16 I STORM MANHOLE S-16 • 7 FOR CONTINUATION SEE SHEET S-15 GENERAL NOTES: 1. ALL CUTS ARE TAKEN FROM THE EXISTING GRADE TO THE PIPE INVERT. 2. ALL STATIONING IS TAKEN FROM THE NEAREST DOWNSTREAM STRUCTURE. 3. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL UTILITY LOCATIONS BEFORE CONSTRUCTION BEGINS. 4. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 5. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 6. CONTRACTOR SHALL MINIMIZE DAMAGE TO EXISTING TREES. 7 STR. 108 w STR. #10s 7 CURB INLET -1s - CURB INLET TEW 16 43 ` I 1 -50 /W _—_____------_ STR. #107 5-16 CURB INLET-----`L,,:- SANITARY NLET o SANITARY SEWER STR. #103 5 STORM MANHOLE s-16 FOR CONTINUATION r6STR. #105 / 6 STR. 1045-16 BEEHIVE INLET BEEHIVE INLET SEE SHEET S-15 I 35 36 1 37 38 39 34 33 32 31 30 I 8 ' s-16 FOR CONTINUATION SEE SHEET S-15 STORM SEWER X RIP RAP —(3 S. Y.) 41 42 I IS -16 40 I STR. #106 6 — BEEHIVE INLETS -16 i 29 2019131, STIR. # 110 BEEHIVE INLE NOTE: FOR STORM STRUCTURE LOCATIONS SEE SHEET S-3. STR. #123 7 CURB INLET S-1 5 N ,W Z O � AJ, 43r 1-800-382-5544 O i U-1 Y 1-500-425-5200 W z FOR CALLS OUTSIDE OF INDIANA a 0 CURB INLET s-16 STR. #125 tl ND SECTION HOLEY MOLE? SAYS, "DON'T DID BLIND" TOPOGRAPHY BY LOBO AERIAL SURVEYS COLUMBUS, IN DATED 12-23-88 yy. ]v SCALE: 1`50' r .n 895 144' OF 33" RCP (CLASS 2) ® 0.15% 97' OF 33" RPC I CLASS 2) 0 0.15% W J C) z o � CD � CS f F- F- Cn Cn w J O z CD JP (n 7W Z Q Z 26' OF 12" RCP (CLASS 3) ® 0.40%860 Q 30 OF 12" RCP (CLASS 3) ® 0.57% f= . . ... . .... - UC) " " " 64' OF 15" RCP 157' OF 12" RCP CLASS 3 ® 0.50% 57' OF 12" RCP (n OF 33 RCP CLASS 2 ®0.15% 330 OF 24 RCP CLASS 2 ®0.25% 70' OF 18" RCP 155' OF 18 RCP CLASS 3 ®0.30% W (CLASS 3) 0 0.40% (CLASS 2) @ 0.37% (CLASS 3) ® 0.50% I 25' OF 12 RCP (CLASS 3) ® 0.50% LLI W w Q Ln UJ LLJ 0N/ J J J L� Z L� v Z Ln coZ �� m J rn J O? r"� J u7� m O w O O j O Z O Z O Z N Z N Z N U = 0 LL - CD O = O O o = = O m m m o = m m Cn + + LLJW o 0 0 w P w CD F� �� F� pfw Iz� � W N V7 m N r-7 Lki V7 m (n m (n U N U (n U (n m (n V (n U (n LLI (, W Q tl W O w d d F-- SHEET HORZ.: 1 "=50' 5-14 STORM SEWER PROFILE SCALE: »_ 1 �� VERT.. 1 - 5 18 FILE NAME: 8131STM1 N XW0000 Z O � AJ, 43r 1-800-382-5544 CALL TOLL FREE i U-1 Y 1-500-425-5200 z FOR CALLS OUTSIDE OF INDIANA a 0 W w W ac Y U W _ U Q� o� M 0 z Y U W Z ?W ¢ �I Q cn 0 M SCALE: 1`50' r .n 895 144' OF 33" RCP (CLASS 2) ® 0.15% 97' OF 33" RPC I CLASS 2) 0 0.15% W J C) z o � CD � CS f F- F- Cn Cn w J O z CD JP (n 7W Z Q Z 26' OF 12" RCP (CLASS 3) ® 0.40%860 Q 30 OF 12" RCP (CLASS 3) ® 0.57% f= . . ... . .... - UC) " " " 64' OF 15" RCP 157' OF 12" RCP CLASS 3 ® 0.50% 57' OF 12" RCP (n OF 33 RCP CLASS 2 ®0.15% 330 OF 24 RCP CLASS 2 ®0.25% 70' OF 18" RCP 155' OF 18 RCP CLASS 3 ®0.30% W (CLASS 3) 0 0.40% (CLASS 2) @ 0.37% (CLASS 3) ® 0.50% I 25' OF 12 RCP (CLASS 3) ® 0.50% LLI W w Q Ln UJ LLJ 0N/ J J J L� Z L� v Z Ln coZ �� m J rn J O? r"� J u7� m O w O O j O Z O Z O Z N Z N Z N U = 0 LL - CD O = O O o = = O m m m o = m m Cn + + LLJW o 0 0 w P w CD F� �� F� pfw Iz� � W N V7 m N r-7 Lki V7 m (n m (n U N U (n U (n m (n V (n U (n LLI (, W Q tl W O w d d F-- SHEET HORZ.: 1 "=50' 5-14 STORM SEWER PROFILE SCALE: »_ 1 �� VERT.. 1 - 5 18 FILE NAME: 8131STM1 XW0000 �. z � AJ, 43r SCALE: 1`50' r .n 895 144' OF 33" RCP (CLASS 2) ® 0.15% 97' OF 33" RPC I CLASS 2) 0 0.15% W J C) z o � CD � CS f F- F- Cn Cn w J O z CD JP (n 7W Z Q Z 26' OF 12" RCP (CLASS 3) ® 0.40%860 Q 30 OF 12" RCP (CLASS 3) ® 0.57% f= . . ... . .... - UC) " " " 64' OF 15" RCP 157' OF 12" RCP CLASS 3 ® 0.50% 57' OF 12" RCP (n OF 33 RCP CLASS 2 ®0.15% 330 OF 24 RCP CLASS 2 ®0.25% 70' OF 18" RCP 155' OF 18 RCP CLASS 3 ®0.30% W (CLASS 3) 0 0.40% (CLASS 2) @ 0.37% (CLASS 3) ® 0.50% I 25' OF 12 RCP (CLASS 3) ® 0.50% LLI W w Q Ln UJ LLJ 0N/ J J J L� Z L� v Z Ln coZ �� m J rn J O? r"� J u7� m O w O O j O Z O Z O Z N Z N Z N U = 0 LL - CD O = O O o = = O m m m o = m m Cn + + LLJW o 0 0 w P w CD F� �� F� pfw Iz� � W N V7 m N r-7 Lki V7 m (n m (n U N U (n U (n m (n V (n U (n LLI (, W Q tl W O w d d F-- SHEET HORZ.: 1 "=50' 5-14 STORM SEWER PROFILE SCALE: »_ 1 �� VERT.. 1 - 5 18 FILE NAME: 8131STM1 Benchmarks NOTE - rhe elevation datum used for this project was formulated to coincide with topographic mapping created from aerial photography. This mapping was preparedby a consultant using an incorrect elevation value for USChCS Benchmark T-78. Since this mapping USCAGS Benchmark T-78 has been destroyed Previous surreys have established that a discrepancy emsted between USChCS Benchmarks T-76 and S-78. The combination of these situations results in establishing an elevation datum based on an elevation value 1.12 feet greater than the published value for USUGS Benchmark S-78. The fo Bowing benchmarks are established on site with values adjusted for use with this project only. Eri 101 Top of railroad spike in centerline of Shelbourne Road approximately 1335 feet south of the centerline of 106th Street. Elevation = 890.98 TBM 102 Top of boat spike In centerline of Shelbourne Road approximately 2600 feet south of the centerline of 106th Street. Elevation = 885.42 TBM 103 P.K. nail in west side of power pole 1 foot up on the east side of Shelbourne Road approximately 2600 feet south of the centerllne of 106th Street. Elevation = 886.54 TBM 104 A cut square at the southeast corner of the concrete deck of a lift station on the south side of the subject site approximately 1600 feet west of the centerline of Shelbourne Road. Elevation - 884.12 7 STR. #111 s STR. #103 S-16 CURB INLET S-16 STORM MANHOLE 35 348 S-16 C) STR. #112 / 7 U CURB INLET s-16 Q - - - - OR CONTINUATION SEE SHEET S-14 23' 1 50' W 7 8 97,711 '11 I �21 7 STR. 113 ZSTR. #114 7 s-16 CURB INLET Q CURB INLET s-1 IV W CL 8 4 S-16 37 / 55 W I 36 STR. 117 6 6 STR. 104 BEEHIVE IN s-16 S-16 BEEHIVE INLET K), STR. 116 STR. 115 7 �S-16J CURB INLET CURB INLET S-16 GENERAL NOTES: 1. ALL CUTS ARE TAKEN FROM THE EXISTING GRADE TO THE PIPE INVERT. 2. ALL STATIONING IS TAKEN FROM THE NEAREST DOWNSTREAM STRUCTURE. 3. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL UTILITY LOCATIONS BEFORE CONSTRUCTION BEGINS. 4. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABI E LOCAL AND STATE STANDARDS. 5. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 6. CONTRACTOR SHALL MINIMIZE DAMAGE TO EXISTING TREES. NOTE: FOR STORM STRUCTURE LOCATIONS SEE SHEET S-3. 32 33 FOR CONTINUATION SEE SHEET S-14 39 STORM SEWER i 28 F vR vviv I Ilvuh I lulu -� SEE SHEET S-14 UJ PLAN HOLEY MOLEY SAYS, "DON'T DIG BLIND" 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA Vi GO LAKE 1 N.P.=879.00 RIP RAP - Lei TOPOGRAPHY BY LOBO AERIAL SURVEYS COLUMBUS, IN DATED 12-23-88 -- Ik1r Z Qom? n SCALE: 1"=50' EM 0 W W N 00 00 (0 N O Z 00 N 0 8908.90 �0 X .............................�.�-................_._......_�..._...................................................................................................,..:............... .... .....__ ._ EXISTING... GRADE ....... Q � ^ m _ ......... GRANULAR _ ... _............................................................................. T.C.-885.7 a a EXISTING GRADE _ _ T.C.-885.49 BACKFILL NEW GRADE EXISTING GRADE a T.C.-885.5 CD T.C.-884.00 T.C.-884. 00 T.C.-884.00§ T.C.-882.44 o N T.C.-884.0 - T.C.-883.7 T.C.-883.80 8?135 GRANULAR. ..... .- _ - - - - - GRANULAR T.C.-883.70 EXISTING GRADE K V) NEW GRADE BACKFILL 3 "' ........ . .......BACKFILL NEW GRADE X 0 z . ........ ............. . .........$ _---- - - - 885 _ M . CC) ------------- + g - 24" RCP (E) r - �, z - GRANULAR + 24" RCP (E� - " - - - - - - - _ _ ,� Z 0 z 18 RCP (E) 12 RCP S - INV. -879.70 M ? - _ _ _ ' GRANULAR INV. -880.53 O - - - _ - - - _ J NEW GRADE BACKFILL W 00 INV. -879.37 INV. -880.37 BACKFILL + + LAKE #1 , . - / o rn a_ INV. 883.0 w z 8 (S) NORMAL POOL o Q INV._ 881.49_ (N _ _ __ _ __ - _ - .. 880 ) - _ _ .�..�............ ..__..... ELEV. $78.0 W INV. -881.20 (N) = Z INV. -880.37 (N & W) INV. -880.69 (E & S) _ INV. -882.46 (S & N) (S) INV. (S) 7INV.881.17 (S & N)- -881.98 INV. -879.37 (S) Z INV. -882.23 (N) vvi �, i � ; Ln 0 33' RCP (W) 2 ' RCP (W) 8" PVC INV. -879.00 v 33" RCP (NW) INV. -880.82 (N) U co 6 6 `- 8" PVC INV. -879.70 I V.-880.53 INV.880.89 (S & N) INV. -877.8± Y..,y INV. -879.45 875-----JNV<-. � � . °° _ - 1.....__I _ INV. -876.91 , ...., ,�,. � > -° ........................................... . 875 , >; 8" PVC z Z INV. -874.6± 8" PVC o O 1 N f)87INV.-872.1 , 1.6 M 870 ........... Q T- C) Z 00 N Z 865 m _M ............... ...... ......... .................. .............. . ..... ........... ..., 0 ............ .......... . ........... 865 . . . . . .. .......... .......................m� w 0 Ofo �® z T 26' OF 12" RCP (CLASS 3) 0 0.50%o 30' OF 12' RCP (CLASS 3) 0 0.75% F= �Q U Q N 150' OF 15 RCP CLASS 3 ®0.30% � LLJ O 16T OF 18" RCP CLASS 3 0 0.60% 81' OF 15" RCP v 155' OF 12 RCP CLASS 3 0 0.40% 155' OF 15" RCP CLASS 3 0 0.50% " (CLASS 3) 0 0.40% IR 142 OF 18 RCP CLASS 3 0 0.25% 75 OF 15" RCP 128' OF 12" RCP CLASS 3 0 0.25% ,,. (CLASS 3) 0 0.37%LLJ LIJ II- HI a3 Ile LIJ W W W CD V) O f - Z F- F-- F- F-- F-- Z HLLJ F--- J " J Z Z CeME - O� J �J W J N W cD J �J d-Z�i, �� �_� rn W O� _ U c Z Z W Z Z O :^' r i:: O W Z Z N U v N U C14 __J O O fY O m m m m �] >= O 117 O] _ .rt.. ti;iico ' W Z O af O O � O � W O W = O m m O Siva N U (n U Ln U (n U V) U V) m ± U U + co m m ± N U ± coQ tL (�D cl� tY CD V / � W + N U 0 Y l O W SHEET STORM SEWER PROFILE SCALE:> VERT.: 1 =5 18 FILE NAME: 8131STM2 I r a EARTH OR SIDEWALK SURFACE _ TOP OF CURB CONCRETE CURB rV I r - PAVEMENT i INSTALLATION REQUIRED: • BOTH SIDES OF PAVEMENT RUNNING THROUGHOUT ENTIRE PROJECT. • PIPE MATERIAL PER INDIANA STATE HIGHWAY SPECS. No. 718.02 #8 GRAVEL STEEL FENCE POST (FOR TEMP. PROTECTION) SET FLUSH WITH i CAP & TAPE FENCE POST NOTE: PROPOSED GRADE TEMP EXTENSION ABOVE GROUND TO BE REMOVED -� UPON CONNECTION TO HOUSE SSD MAIN MAIN SLOPE 0.307. 6".6"x4" TEE CKYARD" SSD CONNECTION 3 TO INDIVIDUAL LOTS IS 16 6' 6' PLAN CONCRETE COLLAR CUT PIPE AT ANGLE TO MATCH SLOPE LAKE ;1 NORMAL POOL ELEV.-679.00 SECTION SLOPE WALL DETAIL 14 S-16 (INCHES) (MIN) STRUCTURE NUMBER FINISH GRADE 48 28 107108109111 11211211411511611 B 119122 24 EAST JORDAN CASTING 31 27 60 1570 OR EQUAL 30 ...'..v...LI° 33 60 . y...... _. _... Q_ . 44 Q V V)Ln v cn z v w a v U Q v v Q _j a- U > d W z o o CONCRETE BASE V) N 2 STONE Li .063 _ 00 13 6 Q ROLL CURB & GUTTER GRADE R.C.P. -NEENAH TYPE CASTING CAP / 8"x6 T. C. 16 8 NO. R -3501-N TEEE DIRECTION OF FLOW 2 Fes -_24" 4 -{ SUBSURFACE '1.,c DRAIN RISER DETAIL i CAP & TAPE FENCE POST NOTE: PROPOSED GRADE TEMP EXTENSION ABOVE GROUND TO BE REMOVED -� UPON CONNECTION TO HOUSE SSD MAIN MAIN SLOPE 0.307. 6".6"x4" TEE CKYARD" SSD CONNECTION 3 TO INDIVIDUAL LOTS IS 16 6' 6' PLAN CONCRETE COLLAR CUT PIPE AT ANGLE TO MATCH SLOPE LAKE ;1 NORMAL POOL ELEV.-679.00 SECTION SLOPE WALL DETAIL 14 S-16 DIMENSIONS A 9 MAX I.D. (INCHES) (MIN) STRUCTURE NUMBER 21 48 28 107108109111 11211211411511611 B 119122 24 48 31 27 60 34 30 60 33 60 30 36 60 44 42 60 50 R.C.P. 18 .063 9 12 6 36 42 2 1 2 R.C.P. 21 .063 10 13 6 41 ROLL CURB & GUTTER GRADE R.C.P. -NEENAH TYPE CASTING .079 T. C. 16 8 NO. R -3501-N 60 2 1 2 -ASPHALT 4 + " 24" '1.,c 60 72 OPENING -A r I I a I 36 .099 I 22 11 69 B 2 1 2 R.C.P. +A. .099 STANDARD REINFORCED CONC. BASE DIMENSIONS A 9 MAX I.D. (INCHES) (MIN) STRUCTURE NUMBER 21 48 28 107108109111 11211211411511611 B 119122 24 48 31 27 60 34 30 60 33 60 30 36 60 44 42 60 50 SPECIAL ROLL CURB INLET 1/2 TRENCH DEPTH MIN. a (GRANULAR MATERIAL TO BE USED UNDER ALL PAVED AREAS) NO -TE SOIL w 4 4 \\ BACKFILL MATERIAL PLACEMENT a v CLASS I, II, III, & IV = OF THE U.S.C.S. SOIL U CLASSIFICATION E3FI)OING SYSTEM. INITIAL BACKFILL AREA 6" MIN.- SPRING LINE OF PIPE 12" MAX.[) I'_-___.. - � HAUNCHING AREA - BEDDING AREA T O.D. OF PIPE FOUNDATION 6" MIN. - (REQUIRED IN UNSTARI_F SOIL) 12" MAX. 12"- -12" TRENCH & PIPE EMBEDMENT DETAIL a REINFORCED CONCRETE PIPE THRFADED ROD I I I j- ROD HOLDER / 6- \/ - �- --- -- F� -+ W _"A PLAN VIEW - --� REINFORCED EDGE I PIPE VARIE 2' SKIRT UP =T �— -2 W+A END VIEW TOE PLATE NOTE: FOR CORRUGATED METAL_ PIPE USE NEXT SMALLER DIAMETER END SECTION. METAL END SECTION DETAIL STR. #120, 121 TYPICAL SWALE SECTION (INCHES) (MIN) STRUCTURE NUMBER DIMENSIONS OF GALVANIZED END SECTIONS FOR ROUND STEEL PIPE 24 48 31 TYPE OF PIPE PIPE DIA IN INCHES GAGE _ DIMENSION A B H L W +1' (MAX) +1" +1 1/2" +2" APPROX. SLOPE R.C.P. 12 .063 7 8 6 26 30 2 112 36 60 44 42 60 0 X R.C.P. 18 .063 9 12 6 36 42 2 1 2 R.C.P. 21 .063 10 13 6 41 48 2 1/2 R.C.P. 24 .079 1 12 16 8 51 60 2 1 2 R.C.P. 30 .079 14 19 9 60 72 2 1 2 R.C.P. 36 .099 16 22 11 69 84 2 1 2 R.C.P. 42 .099 _ 18 27 12 78 90 2 1 4 R.C.P. 48 .099 18 30 12 1 84 102 2 ISOMETRIC PLAN R.C.P. 54 .099 18 33 12 1 87 _ 114 _ 1 3/4 NOTE: FOR CORRUGATED METAL_ PIPE USE NEXT SMALLER DIAMETER END SECTION. METAL END SECTION DETAIL STR. #120, 121 TYPICAL SWALE SECTION RADE JEW OR EXISTING) *NEENAH GRADENo. 1772-A a T.C. -1 CASTING J m a Q 30" DIA. X 0 I a Z > (RCP OR PRECAST) I z W (1) LINE 0.116 PIPE I 0 4 W.W.F. Q � L 4'-0" SQUARE BASE r STORM MANHOLE DETAIL 4 S-16 130 01300 13013131313 1300130❑ 13013000 0000130 GRADE MANHOLESTORM NEENAH TYPE CASTING T. C. No. 1772-A 24"OPENIN • l .°A.: [.'.'A VA I I I I 0 I I B I I I F STANDARD REINFORCED CONC. BASE DIMENSIONS MAX (I.D.) M (INCHES) (MIN) STRUCTURE NUMBER 21 48 28 24 48 31 �m 34 30 60 38 33 1 60 41 V02,103 36 1 60 44 �s H 50 33 60 10 36 60 44 RADE JEW OR EXISTING) *NEENAH GRADENo. 1772-A a T.C. -1 CASTING J m a Q 30" DIA. X 0 I a Z > (RCP OR PRECAST) I z W (1) LINE 0.116 PIPE I 0 4 W.W.F. Q � L 4'-0" SQUARE BASE r STORM MANHOLE DETAIL 4 S-16 130 01300 13013131313 1300130❑ 13013000 0000130 GRADE MANHOLESTORM NEENAH TYPE CASTING T. C. No. 1772-A 24"OPENIN • l .°A.: [.'.'A VA I I I I 0 I I B I I I F STANDARD REINFORCED CONC. BASE DIMENSIONS MAX (I.D.) M (INCHES) (MIN) STRUCTURE NUMBER 21 48 28 24 48 31 27 60 34 30 60 38 33 1 60 41 V02,103 36 1 60 44 42 1 60 50 SPECIAL STORM MANHOLE DETAIL DIMENSIONS A e MAXI.D.MIN (INCHES) c STRUCTURE NUMBER 12 36 15 36 18 48 25 #106 21 48 28 24 48 31 27 60 34 30 60 38 33 60 10 36 60 44 42 60 x' Y �=. BEEHIVE INLET DETAIL V VIL41- #-,-- 2500 psi CONCRETE NEENAH R-1642 W/SELF SEALING LID (OR EQUAL) FINISH GRADE PRECAST CONC. iv X 2'-0" DIA. a RINGS TAPERED CONE SECTION 0 'd I a -To z`Oc�ty o 0 Z5 :t F Z J 0 V — w wwe o w Ln n ,4 w Q w 0 w_°b� �a° Q„N�o v. m � BISMATIC COATING AS MANHOLE STEPS PER SPECIFICATION 4'-D" DIA. 4. FILL WITH ... CONCRETE PLAN �.. ..a a........ CAST IN PLACE OR PRECAST ° a #4 ® 12' EA. WAY m ra-'ir- a . w . a D.. 4 .d 13.13 o•oo.o o•o 0.00.0 0.0 0.13 a•o °o,e°o,v°13,13°13,13°13,13°o,p°a,a°13,13°o °13.13°o•a°o•a°13.13°o.°°a•a°13.13°a.o°13.0 6" MIN. STONE REQUIRED a° O p° O• o° O• p° O. p° O° 0 13° 0. 13° O• o° � UNDER MANHOLE BASE FOR LEVELING AND SUPPORT 6'-0" DIA. FOR CAST IN PLACE J r 4'-0" MIN. MANHOLE BASE FOR PRECAST -0" MIN. MANHOLE BASE FOR PRECAST SECTION A—A SANITARY MANHOLE DETAIL 1 S-16 IA I B UP TO 33 D+16 D+12 36" AND GREATER I D + 24" D SANITARY SEWER TRENCH DETAIL 2 S-16 Z O (n > Ld c� z 4 CD CD 0c uj rZ 5 Y U w U W Q' F- I Q o_ p 1 m O Z Y U w U Z w o: Q a 1 m N c 00 N O Z i 1 N O 0 X 00 U Q m O_' O �n 0 a- 0_ - x01 O U oN NORMAL GRADE 0_ cNn 1/4" PER FOOT MIN. -1/8" PER F001 Z_ N O z cr a ISOMETRIC PLAN z o SEE WYE & LATERALz O Z J CAPPING DETAIL Lj O O USE 6" SEWER PIPE MIN O Q UNLESS OTHERWISE SPECIFIED MAIN Q SEWER p Z cn APPROX. 90' Z O LONG RADIUS (=j V) a .� SECTION A -A c a� > c DIAMETER AS SPECIFIED f ON PLAN OR SCHEDULE U PLAN VIEW CONNECTION TO MAIN SEWER 3 LiJ S-16 �j Qz U O 00 Tn Z O m O COVER & SEAL w I I z • BELL HOLES SHALL BE PROVIDED I O C� AND THE TRENCH PREPARED SO THAT THE BOTTOM IS PROPERLY I I USE 6" SEWER PIPE UNLESS z w SUPPORTED THROUGHOUT ITS i OTHERWISE SPECIFIED Q LENGTH. I O w ' II U U r I w APPROX 90' I I Q of f I I LONG RADIUS CURVE /� L.Li W � w Zl DIAMETER AS L- in LJ CD - -- ---� - - - - - -- ----- SPECIFIED O i -- - - - - - - -- ON PLANS - - - - - -- ---- m D- = O *SEAL MUST BE ABLE TO PASS AIR PRESSURE TESTS (f) REQUIRED FOR SEWER MAIN Q Q W WYE & LATERAL CAPPING DETAIL 15 w S-16 � Of t m m SHEET S-16 OF _ 18 4 1 2" RIGHT OF WAY VARIES TOP SOIL 10' VARIES 10' LOW POINT cc 1' 4' S' 26'_ _ _ _ VARIES 20' 5' 4' 1' TOP OF j' CURB CONC, ISLAND CONC. 3 �� WALK 2' 2' CHAIRBACK CURB 2' 2' 2' CHAIRBACK CURB 2' WALK - 2' ROLL CURB 2' ROLL CURB o EI I I I 1 4" PER FT. SLOPE 1 /a' PER FOOT MIN 1 /4" PER FT EARTH I I I I SLOPE 1/4" PER FOOT MIN �— o BACKFILL °°.°. #53 COMPACTED \ 1" #11 HAC SURFACE STONE BASE 3' #9 HAC BINDER 9" #53 COMPACTED STONE BASE 3" PIPE UNDERDRAIN (TYP) 6 2'-0" *PREPARED SUBGRADE PER INDIANA DEPARTMENT SEE DETAIL (TYPE 1) OF TRANSPORTATION SPECS. No. 207 2' CONCRETE ROLL CURB & GUTTER TYPICAL STREET SECTION AT ENTRANCE 5 -1 " 6" 24" 50' RIGHT OF WAY 6" 18" 10' *30' BACK 10 BACK _ _ 10' � -- -b 1' 4 12 5, 2 26 BAC TO BACK CONC. 7 11 11 7' CONC. WALK WALK 2' ROLL CURB -PROFILE GRADE 2' ROLL CURB —I 14 PER FT. SLOPE 114" PER FOOT MIN SLOPE 1 /4" PER FOOT MIN 1/4� PER FT EARTH I=L cv rt _ BACKFILL= — a � I -ll D P o v PERTAINS TO 30' STREET #53 COMPACTED ° ° ° ° ° ° ° ° 1" #11 HAC SURFACE STONE BASE °�°'°°°'°�°'° °' °'°°°' PIPE UNDERDRAIN (TYP) ° ° ° ° 3" #9 HAC BINDER°.°°°.° ° °"o•° SEE DETAIL • PREPARED SUBGRADE PER INDIANA DEPARTMENT 9" #53 COMPACTED STONE BASE OF TRANSPORTATION SPECS. No. 207 2' CONCRETE CHAIRBACK CURB TYPICAL STREET SECTION 6 (WITHOUT GUTTER) ,' FA RA uj cr tj uj �. a. LLJ C) w•ck w o. z 4 . U1--0. . A 4'-0" MAINTAIN GUTTER FLOW LINE THRU RAMP PLAN VIEW 4'- 0" MAX. 1 1/2" PER FT v PAVEMENT rf ryy �a < 2k z`. k Ilfll !lilll I. � d .orf l,I:; f- tet•, «� � '�' 3 R'n 4, ra -� > f , ,w,z' & YYY Y ^ MAX. 1 1/2" PER FT v PAVEMENT IRB 'AIL 3 S-17 00 a }� o Q w . od FILE NAME: 8131DET2 z O > Y w U z CD 0 CL uj Y U W 2 U W C' a a a i �n r m 0 z Y U W U z _ Q Q � o r m 0 W LL- F-- w U N 00 00 �o N 0 z of N O 00 x 0000 0 Q m af Q �0 .. O in 0 - co a c � o I O `t N U 0(D z oa N z W Q W �o z Of z z J w 00 oa- �a w z o Q z Z o V) c � Q) U) — -o U 0 O L-IIW J Z Q O U Z 00 U) O z M W O W O cn C _I Q W CD L.,J V) U Lli S2 L.LJ z OV) LLJ M c' = O Q � Wy 11 Lj O(L cr— yy �WN/ J l a- d SHEET S-17 oF1 8 < z`. k Ilfll !lilll I. � d .orf IRB 'AIL 3 S-17 00 a }� o Q w . od FILE NAME: 8131DET2 z O > Y w U z CD 0 CL uj Y U W 2 U W C' a a a i �n r m 0 z Y U W U z _ Q Q � o r m 0 W LL- F-- w U N 00 00 �o N 0 z of N O 00 x 0000 0 Q m af Q �0 .. O in 0 - co a c � o I O `t N U 0(D z oa N z W Q W �o z Of z z J w 00 oa- �a w z o Q z Z o V) c � Q) U) — -o U 0 O L-IIW J Z Q O U Z 00 U) O z M W O W O cn C _I Q W CD L.,J V) U Lli S2 L.LJ z OV) LLJ M c' = O Q � Wy 11 Lj O(L cr— yy �WN/ J l a- d SHEET S-17 oF1 8 EARTHWORK 1. SCOPE OF WORK A. Extent: The work required under t.-iis section consists of all excavating, filling, rough grading and related items necessary to complete the work indicated on the drawings and described in the specifications. The Contractor shall notify in writing the owners and the Engineer of any changes, errors, or omissions found on the plans or in the field, before work is started or resumed. I i 1. In general, the items of work to be performed under this section shall include: clearing and grubbing, removal of trees and stumps (where required), protection of trees to remain, stripping and storage of topsoil, fill compaction and rough grading of entire site. 2. 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. The location of dump and length of haul shall be the Contractor's responsibility. 3. Provide and place any additional fill material from off the site as may be necessary to produce the grades required. Fill obtained from off site shall be of kind and quality as specified for fills herein and the source approved by the Owner. 4. The Contractor shall accept the site as he finds it and shall remove all trash, rubbish and debris from the site prior to starting excavation. B. Work not included: The following items of related work are specified and included in other sections of these specifications: 1. Excavation, grading and backfilling for utility lines 2. Storm drainage systems I 3. Sanitary sewer systems 4. Streets and paving 5. Water supply system 2. BENCH MARKS Maintain carefully all bench marks, monuments and other reference points; if disturbed or destroyed, contractor shall contact engineer. 3. REMOVAL OF TREES A. Remove all trees and stumps from area to be occupied by road and surfaced areas. Removal of trees outside these areas shall only be done as noted on drawings or approved Ly the Owner. B. All brush, stumps, wood and other refuse from the trees shall be buried onsite or removed to disposal areas off of the site. Disposal by burning shall not be permitted unless proper permits are obtained (where applicable). The location of on site bury pits shall be designated by the owner or the Engineer. 4. PROTECTION OF TREES A. General Protection: The Contractor shall be responsible for the protection of tops, trunks and roots of existing trees on the project site that are to remain. Existing trees subject to construction damage shall be boxed, fenced or otherwise protected before any work is started; do not stockpile within branch spread. Remove interfering branches without injury to trunks and cover scars with tree paint. 5. HANDLING OF TOPSOIL A. Remove all organic material from the areas to be occupied by buildings, roads, walks and parking areas. Pile and store topsoil at a location where it will not interfere with construction operations. Topsoil shall be reaso-iobly free from subsoil, debris, weeds, grass, stones, ect. B. After completion of site grading and subsurface utility installation, top soil shall be replaced in areas designated on the erosion control plan for seeding and/or sodding. Any remaining top soil shall be used for finished grading around structures and landscaping areas. 6. DISPOSITION OF UTILITIES: A. Rules and regulations governing the respective utilities shall be observed in executing all work under this section. B. If active utilities are encountered but not shown on the drawings, the Engineer shall be advised before work is continued. C. Inactive an abandoned d utilities encountered in excavating and grading operations shall be reported to the Engineer. They shall be removed, plugged or capped as directed by the Utility Company and the Engineer. D. It shall be the responsibility of each contractor to verify all existing utilties 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. 7. SITE GRADING: A. Grades: Contractor shall perform all cutting, filling, compacting of fills and rough grading required to bring entire project area to grade as shown on the drawings. B. Rough Grading: the tolerance for paved areas shall not exceed 0.10 feet plus or minus above the established subgrade. All other areas shall not exceed 0.10 feet plus or minus the established grade. All banks and other breaks in grade shall be rounded at top and bottom. C. Compaction Requirements: 1. All building pad areas shall be compacted to standards specified by local and/or state building codes. 2. For compaction requirements of paved areas, see street specifications. 8. Earth Work Balance The Contractor shall confirm all earthwork quantities prior to start of construction. If an excess or shortage of earth is encountered, the Contractor shall confirm with the Owner and Engineer the requirements for stockpiling, removal or importing of earth. Minor adjustments to the grades may be required to earthwork balances when minor excess material or shortages are encountered. It is recognized by the parties hereto that the calculations of the Engineer in determining earthwork quantities shall be ac- complished in accordance with the American Society of Civil Engineers Standards for such calculations. Further, that these calculations are subject to the interpretations of soil borings as the physical limits of the various soil types, also the allowable variation in finish grade and compaction permitted the contractor, and that all of these parameters may cause either an excess or shortage of actual earthwork materials to complete the project. If such an actual minor excess or shortage of materials occurs, the contractor shall contact the engineer to determine if adjustment can be made to correct the imbalance of earth. CLAY TOWNSHIP REGIONAL WASTE DISTRICT 1. Standard specifications of the Clay Waste 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 shall have grooved bell and gasket. 3. 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 pacing shall be no more than 16 -inches. 4. Bismatic coating shall be applied around each manhole joint from 6 -inches above to 6 -inches below each joint. Inside joints to be filled with precoat plug material. 5. The casting elevations are set by plan. However, the castings are to be adjusted in the field by the Engineer's representative, should a discrepancy occur between plan grade and existing grade. New manhole ring and cover shall be installed to establish grade. Maximum height of adjusting rings shall be 12 -inches. 6. 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. 7. 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. 8. 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 "as -built" prints must be received by the Engineer before the final contract payment can be authorized. The sanitary sewer laterals and stubs termination shall be indicated on the surface with a metal fence post set immediately above said termination point. 9. All sanitary sewer lines upon completion will be required to pass an infiltration weir test and a low pressure air test, unless otherwise directed by the Engineer. Said test shall be conducted according to NCPI Standard Method, and shall be witnessed by an Engineer and a representative of the Clay Waste District. 10. 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 deflectionof 5 percent deflection test results. (*The following are considered non -flexible pipes: concrete pipe, ductile iron pipe and cast iron pipe). The deflection test shall be performed with a nine -point mandrel. Proving rings shall be available. 11. All mandrel testing shall be observed by a Professional Engineer for certification and a representative of the Clay Waste District. 12. The ends of laterals are to be plugged tight with a braced plastic disc or cap capable of withstanding a flow pressure air test without leakage. 13. Bedding for flexible pipe shall be No. 8 stone from 6 -inches below the pipe to 12 -inches above the pipe. Bedding for rigid pipe shall be No. 8 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 stone bedding. 14. Water and sewer line crossings and separations shall be in accordance with Ten States' Standards. 15. Trench shall be opened sufficiently ahead of pipe laying to reveal obstructions, and shall be property protected and/or barricaded when left unattended. 16. 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. Any pipe entering existing sewers shall be plugged, until such time as all tests on the sewers have been completed and the lines have passed all punch lists. 17. All sewer laterals installed by the mainline Contractor shall be bedded the same as the main line sewer. 18. Forty-eight (48) hours notice shall be given to the Clay Regional Waste District prior to the start of sewer construction. Also, 48 -hours notice shall be given prior to any testing done on the sewer. 19. Manhole casting shall be stamped "SANITARY SEWER" (Neenah Casting R 1642 or equal) and be self-sealing type. Waterproof castings shall be Neenah R -1916-F1 and STORM SEWER SYSTEMS 1. SCOPE OF WORK The work under this section includes all storm sewers, storm water inlets, and related items, including excavating and backfilling, necessary to complete the work shown on the drawings. 2. MATERIALS A. Storm Sewers 1. Reinforced concrete sewer pipe shall confirm to ASTM C-76 latest revision, with joints conforming to ASTM C-443 latest revision. When storm pipe is submerged B. Manholes 1. Precast reinforced concrete manhole sections and steps shall conform to ASTM C-478 latest revision. 2. Casting shall be of uniform quality, free from blow holes, porosity, hard spots, shrinkage distortion or other defects. They shall be smooth and well cleaned by shot -blasting or by some other approved method. They shall be coated with asphalt paint which shall result in a smooth coating, tough and tenacious when cold, not tacky or brittle. They shall be gray iron meeting ASTM A-48 latest revision. 3. Joints - Manhole sections shall be jointed with rubber type gaskets. The rubber type gaskets shall meet ASTM C-443 latest revision. When manhole and storm pipe are continuously in water. C. SUBDRAINS 1, Perforated plastic pipe subdrains shall conform to ASTM F-405. 3. APPLICATION A. Permits and Codes - The intent of this section of the specifications is that the contractor's bid on the work covered herein shall be based upon the drawings and specifications but that the work shall comply with all applicable codes and regulations as amended by any waivers. Contractor shall furnish all bonds necessary to get permits for cuts and connections to existing sewers. B. Local Standards - the term "Local Standards" as used herein means the standards of design and construction of the respective municipal department or utility company. C. Existing Improvements - Maintain in operating condition all active utilities, sewers and other drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage to existing active improvements. D. Workmanship - To conform to all local, state and national codes and to be approved by all local and state agencies having jurisdiction. E. Trenching - Lay all pipe in open trenches, except when the local authority gives written permission for tunneling. Open the trench sufficient ahead of pipelaying to reveal any obstructions. The width of the trench shall be the inside pipe diameter plus 24 inches for 12 inches above the pipe. Sheet and brace trench as necessary to protect workmen and adjacent structures. All trenching to comply with Occupational Safety and Health Administration Standards. Keep trenches free from water while construction is in progress. Under no circumstances lay pipe or appurtenances in standing water. Conduct the discharge from trench dewatering to drains or natural drainage channels. F. Special Supports - Whenever in the opinion of the Engineer the soil at or below the pipe grade is unsuitable for supporting sewers and appurtenances specified in this section, such special support, in addition to those shown or specified, shall be provided as the Engineer may direct, and the contract will be adjusted. G. Backfilling - for a depth of at least 12 inches above the top of the pipe, backfill with earth or granular material free from large stones, rock fragments, roots or sod. Tamp this backfill thoroughly, taking care not to disturb the pipe. For the remaining trench depth, backfill with earth or granular material containing stones or rocks not larger than 4 inches. Backfill under and within 5' of walks, parking areas, driveways and street shall be granular material only - thoroughly compacted by approved methods. H. Manhole Inverts - Construct manhole flow channels of concrete sewer pipe or brick, smoothly finished and of semi -circular section conforming to the inside diameter of the connecting sewers. Make changes in size or grade gradually and changes in direction by true curves. Provide such channels for all connecting sewers at each manhole. 1. Subdrains - All subdrains shall be of the size shown on th eIons and d shall be constructed to the grades shown. All drains constructed off-site as part of the outlet drain will be located as shown. J. Utilities - 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 or the engineer of any changes, errors or omissions found on these plans or in the field before work is started or resumed. STREETS 1. SCOPE OF WORK The work required under this section includes all concrete and bituminous paving and related items necessary to complete the work indicated on drawings and described in the specifications, including but not limited to: All streets, parking areas in contract limits Curbs and gutters Sidewalks and concrete slabs, exterior steps 2. MATERIALS A. Concrete - Concrete shall be ready -mixed concrete and shall be a mix of proportioned fine and coarse aggregates with Portland cement and water. Minimum cement content shall be 6 bags per cubic yard of concrete and maximum water content shall be 5.5 U.S. gallons per sock of cement, including moisture in the aggregate. Slump for normal weight concrete shall be a maximum of 4 inches and a minimum of 2 inches. the slump of machine placed concrete shall be no less than 1-1/4 inches nor more than 3 inches. Standard test ASTM C-143 shall be used to measure slump. Compressive strength of concrete at 28 days shall be 4000 psi. All exterior concrete shall have air entrainment of 5% to 8% by volume per ASTM C -260. Retempering of delivered concrete will not be allowed. Concrete shall be composed of: 1. Portland cement - Conforming to ASTM C-150, Type IA or Type IIIA. 2. Aggregates: Conforming to ASTM C-33 3. Water - Shall be clear and free from injurious amounts of oils, acids, alkalies, organic materials or other deleterious substances. B. Welded Steel Wire Fabric - Where required for concrete reinforcement shall conform to ASTM A185. C. Premoulded Joint Filler - Shall be of non -extruding type meeting ASTM D-544 except that premoulded joint filler used in concrete walk construction may be either non -extruding or resilient. D. Bituminous Pavement Materials - All materials proposed for the construction of bituminous pavements shall comply with the Indiana Department of Transportation specifications, per latest revision. E. Compacted Aggregate Subbase: Shall be crushed stone or gravel. Crushed gravel shall be a minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated, thinly laminated, soft or disintegrated pieces; and shall be free from fragments coated with dirt. Compacted aggregate shall be graded as follows: SIEVE SIZE % PASSING 1-1/2" 100 1" 80-100 44 3/4" 70- 112" 0-1/2" 55-80 #4 35-60 #8 25-50 #30 12-30 #200 5-10 G. Concrete Walks and Exterior Steps 1. Slopes - Provide 1/4 inch per foot cross slope. Make adjustments in slopes at walk intersections as necessary to provide proper drainage. 2. Dimensions - Walks and steps shall be one course construction and of widths and details shown on the drawings. 3. Finish - Screed concrete and trowel with a steel trowel to a hard dense surface after surface water has disappeared. Apply medium broom finish and scribe control joints at 5 foot spacing. Provide 1/2" expansion joints where sidewalks intersect, and at a maximum spacing of 48 feet between expansion joints. H. Curing Concrete - Except as otherwise specified, cure all concrete by one of the methods described in Section 501.17 of the Indiana Department of Transportation Specifications, latest revision. I. Bituminous Pavement - Hot asphalt concrete pavement shall be as specified in Section 403 of the Indiana Department of Transportation Specifications latest revisions. Paving will not be permitted during unfavorable weather or when the temperature is 40 degrees F. and falling.: J. Compacted Aggregate Subbase - the thickness shown on the drawings is the minimum thickness of the fully compacted subbase. Compaction shall be accomplished by rolling with a smooth wheeled roller weighing 8 a 10 tons. Compact to 90% compaction using Standard Testing Procedures. Along curbs, headers and walls and at all placed not accessible to the roller, the aggregate material shall be tamped with mechanical tampers or with approved hand tampers. 3. APPLICATION.,_ A. Grading - Do any necessary grading in addition to that performed in accordance with Earthwork Section, to bring subgrades, after final compaction, to the required grades and sections for site improvement. B. Preparation of Subgrade - Remove spongy and otherwise unsuitable material and replace with stable material. No traffic will be allowed on prepared subgrade prior to paving... C. Compaction of Subgrade - The first 6 inchesAbelowithe subgrade shall be compacted to at leastof the maximum dry density as determined bye provisions of AASHO T-99. Water shall be prevented from standing on the compacted subgrade. D. Utility Structures - Check for correct elevation, of all manhole covers, valve boxes and similar,' structures located within areas to be paved, and make, or have made, any necessary adjustments in such structures. E. Placing Concrete 1. Subgrade - Place concrete only on a moist, compacted subgrade or base free from loose material. Place no concrete on a muddy or frozen subgrade. 2. Forms - All forms shall be free from warp,, tight enough to prevent leakage and substantial enough to maintain their shape and position without springing or settling, when concrete is placed. Forms shall be ' clean and smooth immediately before concreting. � r 3. Placing Concrete - Concrete shall be deposited so as to require as little rehandling as practicable. When concrete is , 0. to be placed at an atmospheric temperature of,s ,< 35 degrees F. or less, paragraph 702.10 of� � the Indiana Department of Transportation Specifications latest revision shall be „ followed. F. Concrete Curb 1. Expansion Joints - Shall be 1/2 inch thick x premoulded at ends of all returns and at a maximum spacing of 100 feet. 2. Contraction Joints - Unless otherwise provided, contraction joints shall be sawed joints spaced 20 feet on center.` 3. Finish - Tamp and screed concrete as soon as placed, and fill any honey combed places` Finish square corners to 1/4" radius and other corners to radii shown k � 6 r n ri W1 d, pAJ Y } N • Y U UJ U ¢ o o L, r M 0 Z: Y U LJ U Z LU Cn Q < � o r m N 00 00 co N O Z 00 N _O 010 xl ~ 00 O Q ml O 0 Q N U of C(N C7 i.- 0 0 ¢ tY o_ Q w UJ OfZ j O Z Z J W 0 O Ow �Z Ej-D o W2 Z Z Q) o U Q ` c � _> c U � O J Q 00 to z O Z co O W F- L1J O CJS WLLJ x W W CL m o C� Cf) w Q � w C� Of w Q a w O w � i W (r14I w w ti SHEET S-18 OF 18 i n 33 STREETS 1. SCOPE OF WORK The work required under this section includes all concrete and bituminous paving and related items necessary to complete the work indicated on drawings and described in the specifications, including but not limited to: All streets, parking areas in contract limits Curbs and gutters Sidewalks and concrete slabs, exterior steps 2. MATERIALS A. Concrete - Concrete shall be ready -mixed concrete and shall be a mix of proportioned fine and coarse aggregates with Portland cement and water. Minimum cement content shall be 6 bags per cubic yard of concrete and maximum water content shall be 5.5 U.S. gallons per sock of cement, including moisture in the aggregate. Slump for normal weight concrete shall be a maximum of 4 inches and a minimum of 2 inches. the slump of machine placed concrete shall be no less than 1-1/4 inches nor more than 3 inches. Standard test ASTM C-143 shall be used to measure slump. Compressive strength of concrete at 28 days shall be 4000 psi. All exterior concrete shall have air entrainment of 5% to 8% by volume per ASTM C -260. Retempering of delivered concrete will not be allowed. Concrete shall be composed of: 1. Portland cement - Conforming to ASTM C-150, Type IA or Type IIIA. 2. Aggregates: Conforming to ASTM C-33 3. Water - Shall be clear and free from injurious amounts of oils, acids, alkalies, organic materials or other deleterious substances. B. Welded Steel Wire Fabric - Where required for concrete reinforcement shall conform to ASTM A185. C. Premoulded Joint Filler - Shall be of non -extruding type meeting ASTM D-544 except that premoulded joint filler used in concrete walk construction may be either non -extruding or resilient. D. Bituminous Pavement Materials - All materials proposed for the construction of bituminous pavements shall comply with the Indiana Department of Transportation specifications, per latest revision. E. Compacted Aggregate Subbase: Shall be crushed stone or gravel. Crushed gravel shall be a minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated, thinly laminated, soft or disintegrated pieces; and shall be free from fragments coated with dirt. Compacted aggregate shall be graded as follows: SIEVE SIZE % PASSING 1-1/2" 100 1" 80-100 44 3/4" 70- 112" 0-1/2" 55-80 #4 35-60 #8 25-50 #30 12-30 #200 5-10 G. Concrete Walks and Exterior Steps 1. Slopes - Provide 1/4 inch per foot cross slope. Make adjustments in slopes at walk intersections as necessary to provide proper drainage. 2. Dimensions - Walks and steps shall be one course construction and of widths and details shown on the drawings. 3. Finish - Screed concrete and trowel with a steel trowel to a hard dense surface after surface water has disappeared. Apply medium broom finish and scribe control joints at 5 foot spacing. Provide 1/2" expansion joints where sidewalks intersect, and at a maximum spacing of 48 feet between expansion joints. H. Curing Concrete - Except as otherwise specified, cure all concrete by one of the methods described in Section 501.17 of the Indiana Department of Transportation Specifications, latest revision. I. Bituminous Pavement - Hot asphalt concrete pavement shall be as specified in Section 403 of the Indiana Department of Transportation Specifications latest revisions. Paving will not be permitted during unfavorable weather or when the temperature is 40 degrees F. and falling.: J. Compacted Aggregate Subbase - the thickness shown on the drawings is the minimum thickness of the fully compacted subbase. Compaction shall be accomplished by rolling with a smooth wheeled roller weighing 8 a 10 tons. Compact to 90% compaction using Standard Testing Procedures. Along curbs, headers and walls and at all placed not accessible to the roller, the aggregate material shall be tamped with mechanical tampers or with approved hand tampers. 3. APPLICATION.,_ A. Grading - Do any necessary grading in addition to that performed in accordance with Earthwork Section, to bring subgrades, after final compaction, to the required grades and sections for site improvement. B. Preparation of Subgrade - Remove spongy and otherwise unsuitable material and replace with stable material. No traffic will be allowed on prepared subgrade prior to paving... C. Compaction of Subgrade - The first 6 inchesAbelowithe subgrade shall be compacted to at leastof the maximum dry density as determined bye provisions of AASHO T-99. Water shall be prevented from standing on the compacted subgrade. D. Utility Structures - Check for correct elevation, of all manhole covers, valve boxes and similar,' structures located within areas to be paved, and make, or have made, any necessary adjustments in such structures. E. Placing Concrete 1. Subgrade - Place concrete only on a moist, compacted subgrade or base free from loose material. Place no concrete on a muddy or frozen subgrade. 2. Forms - All forms shall be free from warp,, tight enough to prevent leakage and substantial enough to maintain their shape and position without springing or settling, when concrete is placed. Forms shall be ' clean and smooth immediately before concreting. � r 3. Placing Concrete - Concrete shall be deposited so as to require as little rehandling as practicable. When concrete is , 0. to be placed at an atmospheric temperature of,s ,< 35 degrees F. or less, paragraph 702.10 of� � the Indiana Department of Transportation Specifications latest revision shall be „ followed. F. Concrete Curb 1. Expansion Joints - Shall be 1/2 inch thick x premoulded at ends of all returns and at a maximum spacing of 100 feet. 2. Contraction Joints - Unless otherwise provided, contraction joints shall be sawed joints spaced 20 feet on center.` 3. Finish - Tamp and screed concrete as soon as placed, and fill any honey combed places` Finish square corners to 1/4" radius and other corners to radii shown k � 6 r n ri W1 d, pAJ Y } N • Y U UJ U ¢ o o L, r M 0 Z: Y U LJ U Z LU Cn Q < � o r m N 00 00 co N O Z 00 N _O 010 xl ~ 00 O Q ml O 0 Q N U of C(N C7 i.- 0 0 ¢ tY o_ Q w UJ OfZ j O Z Z J W 0 O Ow �Z Ej-D o W2 Z Z Q) o U Q ` c � _> c U � O J Q 00 to z O Z co O W F- L1J O CJS WLLJ x W W CL m o C� Cf) w Q � w C� Of w Q a w O w � i W (r14I w w ti SHEET S-18 OF 18 i n