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2750 S 23rd Ave SWMP SCH =MM =R ARCHITECTS ENGINEERS I PLANNERS June 9, 2008 Mr. Allen Schoemaker Director of Public Works City of Blair 218 South 16 Street Blair, Nebraska 68008 RE: Lot 1 Improvements Gibbs Subdivision Blair, Nebraska Schemmer Project No. 05400.003 Dear Mr. Schoemaker: Based upon the requirement of the City of Blair the peak flow discharge from Lot 1 shall be no greater than the existing 10 -year storm and the volume of detention shall be the difference between the existing 10 -year storm and the proposed 100 -year storm. Enclosed please find the following: 1. Calculations for the 10 -year Existing Conditions using the Rational Method = 5.7 cfs 2. Calculations for the 100 -year Proposed Conditions using the Rational Method = 28.6 cfs 3. Calculations for the volume to be detained using the Rational Method =16, 460 cf 4. Calculation for detention pond outlet pipe using the Rational Method = 5.2 cfs 5. Exhibit of the plan that will be implemented If you have any questions regarding this matter, please contact us. Sincerely, THE Sp4qMMER ASSOCIATES INC. Arc 'tec� Engineers J n F. Kra r II, P. Manager, Land evelopme �� 16 Q/ Enclosures C: P. Gonzales, R. Mahalek - Schemmer PHONE 402.493.4800 FAx 402.493.7951 1044 North 115th Street, Suite 300 Omaha, Nebraska 68154 -4436 EMPLOYEE OWNED SCHEMMER.COM SCHEMMER PROJECT GIBBS SUBDIVISION DETENTION POND LOT 1 ARCHITECTS I ENGINEERS I PLANNERS JOB NO: 05400 DATE 6/10/2008 DRAWN DLK SCALE: 1 " =30' SHEET NO: 1 SHEET TITLE DETENTION POND LOT 1 REF N/A ON Af 5" CMP ® 0.65% \ / / ETENTION POND TOP = 1209.0 BOT = 1203.0 12 A� d � � /NORTH PERMANENT DETENTION POND VOLUME DESIGN Contour Contour Contour Total Elevaton Area Volume Volume Bottom of Pond: 1203.00 (sq ft) (cu ft) (cu ft) 1203.00 1456 0 0 1204.00 1925 1691 1691 1205.00 2461 2193 3884 1206.00 3062 2762 6645 1207.00 3729 3396 10041 1208.00 4461 4095 14136 Top of Pond: 1209.00 5258 4860 18995 Design volume of Detention Pond = 18,995 cu ft 1 i i Project Title: Gibbs Subdivision - Lot 1 Runoff and Storage Calculation Date: 9- Jun -08 Project Location: Blair, Nebraska EGA Project Number: 05400.001 100 -year 100 -year 10 -year Modified Rational Method Runoff Spreadsheet Rainfall Intensity Rainfall Intensity Rainfall Intensity minutes inches/hour minutes inchesthour minutes inches/hou Precipitation Return Event 100 year Drainage Qp= Cf'C'i'A Rainfall Runoff Coeffiecients Basin 5 12.2 5 12.2 5 8.8 Intensity Area Peak Flow 8 11 8 11 8 7.6 Time of Concentration, Minutes (in /hr) Cf C (Acres) (CFS) 10 10 10 10 10 6.9 /� 11 9.7 11 9.7 11 6 Existing 16 5.5 1 0.4 • 2.6 5.7 =Qp 12 9.1 12 9.1 12 5.9 � 15 8.4 15 8.4 15 5.9 . C1C Developed 8 1 1 1.25 0.8 2.6 28.6 =Qp , 16 8.1 16 8.1 16 5.5 •� 20 7.2 20 7.2 20 5.1 25 6.9 25 6.9 25 4.4 30 5.8 30 5.8 30 3.9 40 5 40 5 40 3.3 50 4.1 50 4.1 50 2.9 60 3.6 60 3.6 60 2.45 Detention Basin Estimation 75 3.2 75 3.2 75 2.2 90 2.7 90 2.7 90 1.85 105 2.4 105 2.4 105 1.6 120 2.1 120 2.1 120 1.45 240 1.25 240 1.25 240 0.8 360 0.88 360 0.88 360 0.6 1440 0.28 1440 0.28 1440 0.185 Duration 10 -yr 100 -yr of Storm Peak Flow Allowable Volume of Runoff Xh Xi Volume of Storage Differential Event Existing Developed Flow Existing Developed Required Volume (min) (cfs) (cfs) (Cu Ft) (min) (min) (Cu Ft) 5 2.9 19.8 5.7 2746 9516 2.31 0.72 6160 kO 6770 8 4.0 28.6 5.7 3794 13728 1.60 1.11 8786 9934 10 4.5 26.0 5.7 4306 15600 1.76 1.73 10026 Q 11294 11 4.3 25.2 5.7 4118 16645 1.81 1.87 10747 �% 12527 12 4.6 23.7 5.7 4418 17035 1.93 2.33 10835 ./��/ 12617 15 5.8 21.8 5.7 5522 19656 2.10 3.95 12481 �i - 14134 20 5.7 18.7 5.7 7550 22464 2.44 6.11 13693 J O 14914 25 - 8:3 a7.9 5.7 9388 269]0 `2.55 7.39 16460 17522'. 30 4.6 15.1 5.7 10159 27144 3.03 9.10 15144 16985 40 4.1 13.0 5.7 12655 31200 3.52 12.48 15934 18545 50 3.4 10.7 5.7 13797 31980 4 -29 16.10 13548 18183 60 3.0 9.4 5.7 14839 33696 4.89 19.33 12036 18857 75 2.5 8.3 5.7 15976 37440 5.50 22.97 10842 21464 90 2.3 7.0 5.7 17435 37908 6.52 29.33 6512 20473 105 1.9 6.2 5.7 17258 39312 7.33 32.38 3047 22054 120 1.7 5.5 5.7 17172 39312 8.38 36.57 - 1741 22140 240 1.5 3.3 5.7 31849 46800 14.08 111.36 -33481 14951 360 0.8 2.3 5.7 26557 49421 20.00 130.91 -70013 22863 1440 0.6 0.7 5.7 80571 62899 62.86 1234.29 - 412482 -17672 I I COMPUTATION FORM GIBBS PROPERTY Calculated by RJM Preliminary Drainage Area Gibbs Property STORM SEWER DESIGN Date 5/6/2008 X Final Project No. 05400.001 STORM DRAINAGE SYSTEM DESIGN 10 YEAR STORM Checked by JFK Design storm 10 year BY THE RATIONAL METHOD Design n = 0.013 Travel Time Location Conveyance Direct Runoff Sys. (System Design) Total Runoff W.S. Convey From To or O.F.L. W.C. S V Ti i A C q Q Sys./ Slope V des. Cap. Leng. t T.O.C. i Total Comp Des. S.B. Type Size min. des. (all.) A C Q Remarks No. ft. % f.p.s. min. in. /hr. Ac. c.f.s. c.f.s. Descr. (in) % % f.p.s. c.f.s. min. min. in /hr. Ac. c.f.s. (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24) (25) (26) (27) ..................................... ............................... . ..... ..................................................................................................... ....................................................................................................................................................................................................... .............................. ............................... Lot 1 Lot 1 Detention Basin B Ins. ection <5 8.8 2.02 0.85 15.1 ..................................................................................... ............................... ............................................................... .................................... ............................... Detention Basin Ditch 15 0.00 0.65 4.2 5.2 77 0.3 Total dischar a to,ditch from Lot 1 = 5.2 cfs a � 1 v 1ud ...................... .............................. .............................................................................................................................. ....................................................................................................................................................................................................... ... ............................... t S I V ....... s.7 . . .. ................................................ ............................... . .............. ....................................................................................... ............................... .. ...................................................................................... ............................... ................................................................................................................................. ............................... ................................................................................... ............................... ................................................................................... ............................... ................................................................................... ............................... ................................................................................... ............................... .................................................................................. ............................... ................................................................................. ............................... ............................................................................... ............................... ................................................................................. ............................... ......................................................................... ............................... ........................................................................... ............................... ......................................................................... ............................... ........................................................................ ............................... ................................................................................................................................................................................................... .................................................................................................... ............................... . ..................................................................... ............................... ................................................................................................................................................................................................... ............................................................................................................. ............................... . ..................................................................... ............................... ................................................................ ............................... .............................................................. ............................... .................................................. ............................... ............................................. ............................... .. ................................... ............................... ................................................................................................ ............................... ..................................................................................... ............................... ..................................................................................................................................................................... ............................. .. ...... ... ..... . ........ ................ ................ ................ ................. .................. ........... ... . ....................................................................... ............................... ............................................................... ............................... .......................................................... ............................... ............................................... ............................... LEGEND: FOR = Forest, FAL = Fallow, GRA = Grass, NBD = Nearly Bare Ground, GWW = Grassed WaterWay, SGF = Shallow Gutter Flow Lot 1 Storm Calcs (5- 6- 08).xlsSheet1 1/1 2 3 ! 5 6 ] B 9 10 11 I] IS 11 IS Ifi I6 3 I GRADING NNIRICWR SHALL NOT GRADE ON T16 FiIOt4IDY P 7 UNR THE PROPER GRADING EASFImO IS 091N ED FROM OPPA g s C!1 s T � -RAP P ER oEUE moo > r ° N em SEODDR BASIN NO. 2 /`. A ///3 i ti /' ' \ ✓ I I ss _ I I I ` N 'I \ LOT 6 121 "� / ;••:�%" / —1210 -. - / 126: -_ L Y�$€ fi4e?D _ , 24s_ - Es- \ �� \ 0 f \ + \ \. LOT 5 -Q —T r / \ \� \ -. / - - / ' / / / ! 1• SF Iz Si -1 a ` t 5 -15 / / �• sF)iDFTN. RP-RAP PER oEIAA max R i WWI. Ili DSSI9O BII6llI1G5 ND BA9ETBNL CDM TO BE RE1Dlm. ON , a sFT WA /' / j s¢ ou annINS N xoTE ON n sNETr. \ \ L + \+ C I H If \ /' o J I� , � � 1 \ \ .. \\ '\ � \ ` 1i \� . \l• � \ 4 1 T 1- - ° I / � i . °\ � \ `1 / � / 9 / �Q i5 `LOT 1 / \ PRpPo 6' N 4D 4400E THE PNFD IIYA 6 PA3'Flmlf SUS © Y \\ � Tv`� �, � •, .$ � � 4, `sE -lo ,/ ADD FOR TOP OF exr�m,r vea � 1 \` TO BE m10hD UY OPPA IOMCfOR SNYL COOIGWATE a W � F�u u G g EERY (FILL) ,� - 1 I I I I _ EX6TING GRADE 5 — — DEMOLITION NOTE: THE COST OF THE DEMOLITION PERMIT, PRE -DEMOL MON INSPECTIONS, UTILITY v J 6ROi (GI]O - A- +- - -~. a . T T — " - �. - i DISCONNECT EXPENSES, AND ANY OTHER EXPENSES NECESSARY TO COMPLY WITH I DEMOLITION PERMITS AND REGULATIONS SHALL BE PAID FOR BY THE GRADING SF -1 CONTRACTOR. F TEMPORARY DIVERSION DITCH � suE SILT FENCE DNEItS10N DIKE LOCATION Ill FLET LOCATION LN. FFET S-1 1,550 m -1 590 ` I A -2 930 DD -2 245 1 S-3 440 DD-3 I'D � S1 515 Oo-4 155 E IO s �� Q •` SF -5 5 m-5 195 6 SF-0 45 [LL6 380 PLASTIC CAP N7m mN • SF -6 45 a PR]PQtiTD GRlDE YYY ___ S-9 40 5F - 10 45 REFERENCED EROSION CONTROL NOTES: 7i /D R6Ep P/DI 2 P. -..{ _ — - c /, '• I I sE -11 .1 P�.LE „ eRTU G L SILT r F -12 2 COIbTNUCf STNH CONSTRILIION ENTRANCE AI RAND 50160' PARION" DI GRADE SF -IS 36 AREA. � 11 IF EuJtGE Cr SF -14 35 J MADE AND INSTALL TALL S IOTWATYN SACK SEE DEUIL ON SHEET 0 S GLEN _ � T "I 5 SPLLRN 5F -is JB A-0L D _ _ ,I ® WTTW , CgSDAK'f DII DRGE SEE MAL ON MS SHEET. s B SOLD YAl1 PPE 6' PAC PADPoSED 8A511 IPRCN SF -Ifi 45 5 Sfrlm APPRO]m EW'L WSW! PER Il41UFN:RxES Z s',s' met. (SEE oETAA) I CONSTRUCTKNd ENTRANCE � C01vmD ' O S Ifi' 1NIX OMET PPE ( 30 4 Y 6 CONTRACTOR 6 RESPphHE FOR LOCATING AN AREA FOR tlEi. TIIRC ; LOCATION TONS PORT- A-POnY AND CONCRETE N OR AX/. TIES RLST BE LOCATED (n D =PPE (FT) CE -1 120 N SELF CONTNING NFAS. O C N TEMPO ARY TERRACE TEMPORARY DETENTION BASIN DETAIL TEMPORARY RIPRAP APRON DETAIL EROSION CONTROL BLANKET B NO USED. D I w w No SCALE NO SCALE NO SCALE LOCATION ST. I"I"" CURB MET PROIECIGIL Q B -t 7.400 ID REI CREW FENCE (+ Z B-2 I,3O0 11 ENTOI S111CK PTE ].500 C.T. LEO BE IISm FDR BKIOIL FOR BA596 � Q B-3 410 m) O Q Z Bi 445 12 GOxnWW SFWL PROTECT E CAST G UR M WITHN PITUCK STREET J H ., (5 Q B-5 455 RGI . W d Y Z J p Q E d B LEGEND 6 o a m Q J TEMPORARY SILT BASIN DESIGN INFORMATION -- -I -- D.W CONTOUR o z C9 W —I16D — PROP. WHOM m M - I-. LLJ :z SET am QE TOP OF BASIN Q POIIW OF BASIN Im © mma E1E5•APON OF Rm 0 Iii (REST ELEVATION @ aEVO11T cumnom © E)ERaTICI' SxLYAY mm p oI,RET PPE sm d 1DGIN © oNEET PPE man ETEvam STORAGE Rm 510.R/DE PIRDADED - - — PFOffRa � /; m 3 g E O m ONE. ORE (7 x m f/'1 U 1 122200 121!,00 24' CEP 121550 1219D0 121400 12VOO 15' CIB - 1)3 lf. 1212()) I,O65 C.Y. 1,16] GY. - -SF— SET FENCE - 2 120400 1 DO II 50 120EW 1 - 1199D0 132 C.Y. Y. --- — EARTH STOCK PRE NO TH . A © 3 zmm zo3aD z1' cw 12" 106DD zo5oo s oP - n LF, zo2DD z10 4Y. z+fi V. VAM wunaxm ��� PROJECT No.: 05400.007 FxmeNCE c RIXIID EFOSaI CONTROL 1 M= 57 fl. E 0 1 3 �= t ) ! ! 5 a ) 6 9 10 11 12 13 IS 16 I) tfi i 1 1 i i llliul�r 1'�iill 3l ' T ` = �RZ== __ - - - -- —— - - - - -- —�- > r �( / I �7/ / / (1,4N �i /31 �ll �l 1l l l / I �� � �j l ( �\ \ \ ^ t � //� � /, �/j � �,�1'% i' (5F-r4- NORTH 30 w t > _ i Inch =3o N. � —_ 12 zlo / ORM SEWER, DETENTION CELL o ej o DRAINAGE EASEMENT. LEGEND — - DOW CONTOUR - o -- -- 1� Y1 / ����% PROPERTY LINE. A - -- W — w —w z 18 1 I j —1 PROPOSED cOHrouR � G S DR TG TOP OF CURB W H FUTUR 30 PCC VEMENT TS TOP OF SLAB W M y g / / TIN TOP OF WALL o o v3EdS \ WTH OO ' y ' c , � '= � 1 ® d / /�, / ToeW TO OF WALL x LOT 1 lb FF = 1218.50 / c2 W Z ? - _ ry t• / � 111 / � / � l7 � g 5' SIDEWALK EASEMENTS v � Lu F GENERAL EROSION CONTROL NOTES: REFERENCED EROSION CONTROL NOTES:( a 1. ALL CONTRACTORS /OPERATORS SHALL AoILTE TO THE STORY WATER POLLUTION PREVENTION PLAN 1. PROVIDE AND INSTAL 7 TON TYPE B CONCRETE RN RAP OVER GIDTERTB.E FABRIC. // / // (SWPPP) $INN AUTO EMPORIUM 705669. / 2. PROVIDE AND INSTALL 8 TON TYPE B CONCRETE RP NAP OVER GEOTEIOI.E FABRIC. GRADING NOTES ;I d A THE CONTRACTOR MUST COMPLY WITH ALL NOISE AND DUST CONTROL ORDINANCES OF THE CITY OF BWR I. AFTER GRADING OPERATIONS ARE WITHIN a OF FINAL GRADE, SPREAD STOCKPILED TOPSOIL ACROSS ENTIRE L AFTER SITE PREPARATION AND PRIOR TO FILL PLACEMENT, THE SUBGRADE SHALL BE PRODF -Rg1ID WITH 0. UNDER SIDEWNRS, THE UPPER 8 INCHES OF THE SUBmADE SHALL BE COMPAC TED TO A MINIMUM OF 95 SITE IF SPORED MATERIAL DOES NOT EQUAL e TIBER OF TOPSOIL. THE CONTRACTOR WILL TWA TOPSOIL A LOADED TANDEM AXLE DUMP TRUCK OR OTHER EQUIPMENT PROVIDING AN EQUIVALENT SUBGRADE PERCENT OF THE MAXIMUM DRY UNIT WEIGHT AT A WATER CONTENT BETWEEN -3 AND +3 PERCENT OF (n B. ALL DIMENSIONS OR ELEVATIONS MARKED WITH AND ASTERISK(•) SINAI BE FIELD VERIFIED PRIOR TO TO THE SITE AND SPREAD IT UNTIL THE a TOPSOIL THICKNESS IS REACHED. LOADING. A MINIMUM GROSS WEIGHT OF 25 TONS IS RECOMMENDED FOR THE PROOFROWNC EQUIPMENT. OPTIMUM (ASTM D696- 00ae1, STANDARD PROCTOR). SUBGRADE PREPARATION SHALL FRIEND LATERALLY Z CONSTRUCTION. NOTIFY THE ENGINEER OF ANY CONFLICTS WITH THE DRAWINGS PRIOR TI CONSTRUCTION. SOILS WHICH ARE OBSERVED TO RUT OR DEFLECT EXCESSIVELY. TYPICALLY MORE THAN AN INCH, .UNDER 0.5 FEET BEYOND THE EDGE OF THE SIDEWALK. Z S J. MATERIAL FOR USE AS SITE FILL SHOULD BE CLEAN, INORGANIC, LOW - PLASTICITY. LEAN CLAY, CL (LEAN THE MOVING LOAD SHALL BE UNDERCUT AND REPLACED WITH PROPERLY COMPACTED FILL THE C. PROVIDE POSITIVE N ALL AT ALL TIMES NGE P ATTERNS. PROVIDE POSITIVE DRAINAGE TEE CONSTRUCTION AREA NO P I PROPOSED OF WATER SHALL CLAY, LEAN CLAY WITH SAND AND SANDY CLAY), OR SILT ML ( SILT. SILT WITH SAND AND SANDY SILT), OR PROOF- ROLLNG AMT INDFRCUTRNG ACTIVITIES SHALL BE WITNESSED BY A REPRESENTATIVE OF THE R. EXCESS MATERIAL SHALL BE DISPOSED OF OFF -SITE BY THE CONTRACTOR IN A LEGAL MANNER. 0 CL BE A1IOVIED. YAINFAN ALL EXISTING DRAILUGE PAGE N A COMBINATION OF THESE TWO MATERIALS BOTH WITH A LIND LIMIT LESS THAN 45 AND A PLASTICITY GEOTECHMCAL ENGINEER AND SWILL BE PERFORMED DURING A PERIOD OF DRY WEATHER. DRAINAGE SIMILES AND CUTTER LINES. (/) LESS THAN 20. SANDY OR GRAVELLY CLAY AND SANDY OR GRAVELLY SILT SOILS ARE ALSO S. PROPOSED CONTOURS REPRESENT TOP OF PAVEMENT. SUBTRACT PAVEMENT THKXOESS FOR SUBGRADE U) Z ACCEPTABLE, PROVIDED LESS THAN 20 PERCENT IS RETAINED ON THE 200 STANDARD US STEVE AND THE Y. AFTER PROOF -ROWNG AND PRIOR TO FILL PLACEMENT, THE TOP 6' INCHES OF THE SUBGRADE SHWA BE ELEVATIONS La Z D. THE CONTRACTOR IS RESPONSIBLE TO ENSURE ALL EXCAVATIONS ARE MADE N ACCORDANCE WITH THE SAND AND GRAVEL IS WELL AND COMPLETELY MED INTO THE SOL SANDY SOILS WITH CLASSIFICATION OF SCAMFlFD AND RE- COMPACTED AS STRUCTURAL FILL TO ELIMINATE A PANE OF WEAKNESS ALONG THE Q OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) CONSTRUCTION STANDARDS - 29 CRF PART SM (SILTY SAND), SC (CLAYEY SAM), ORGANIC SOBS WITH CLASSIFICATION ON (ELASTIC SILT) OL (ORGANIC CONTACT SURFACE - Ei W N J 1928, SUBPART EXCAVATIONS AS PUO151ED N THE FEDERAL REGISTERED, VOL 54, 209, TUESDAY CLAY OR ORGANIC SILT). AND WHEY PLASTIC CLAYS WITH gA nCATION OF CH (FAT CLAY, FAT CLAY H. WHEN RUBBLE IS ENCOUNTERED, R SHALL BE OVERIXCAVATED AND REMOVED, AND LAWFULLY DISPOSED OF. - m O OCTOBER 31, 1989, RUED AND OSHA ST IN AD NI R BE THE GO L NTIH SAND, AND /OR » SANDY FAT CLAY) ARE NOT APPROVED FOR GENERAL FILL BEIOA'1 FOOTINGS, AGAINST � RESPONSIBILITY IN TO BE FA WH ODNFINSH S, AS A STANDARDS DS AND REGULATIONS IONS PERTAINING NG TO lb ALL ASPECTS OF THE L DETERMINE T AREAS SHIM. BE RE -FlUl7) OUTLET STRUCTURAL FILL A CEQTEGNIG 0:: L ENGINEER THE WORK THE WORK INCLUDING ENTERING EPoNG CONFINED SPACES. FOOTING BACIOXI, OR DNELTLY BELOW EXTERIOR PAVEMENTS AT THIS SIZE SHALL DETERMINE THE IAOT OF REMOVAL (/) a Ld (' E ALL CONSTRUCTION ACTIVITIES SHALL BE KEW WITHIN THE PROPERTY EASEMENT OR RW-OF -WAY SHOWN THE NATURAL PEORIA LOESS, LOVEIMHO LOESS AND COU LMUM SOILS ENCOUNTERED AT THE PROJECT SITE 0. BAWLL SOILS IN UTILITY TRENCHES SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF THE -:� Z Z U) ON THE PUNS. . D69-O ALL LATERAL AND EQUIPMENT SE BE KEPT WITHIN LIMITS OF THE PogB -0 APPEAR TO BE GENERALLY SUITABLE FOR REVISE AS FILL WHIN THE BUILDING AREAS, ON SIDPES, ANTI F -WAY BELOW AREAS TO BE PAVED. DRY UNIT R AT A WATER CONTENT BETW m CI E -3 AND +3 PERCENT OF OPTIMUM (ACHE _ .- Q OR EASEMENT. D698-0Oaet, STANDARD D P PROCTOR). FOR UTILITY TRENCHES BELOW PAVEMENT, THE UPPER 12 INCHES Q K ALL FILL SHALL BE PLACED AND COMPACIETI AS STRUCTURAL FILL COHESIVE SOILS SHALL BE PLACED IN SHALL. BE COMPACTED TO A MINIMUM OF 98 PERCENT OF THE MAXIMUM DRY UNIT WEIGHT AT A WATER 4 F. AL COMPACTION FOR FiVRTH1Y0AK OPERATIONS SFWL CONFORM TO TIME GEOIECHNIGIL REPORT PREPARED K. LIFTS NOT TO EXCEED 8 INCHES LOOSE THICKNESS. COHESIVE SOILS SHILL BE COMPACTED WITH A CONTENT BETWEEN -3 AND +3 OF OPTIMUM (ASMM 0698- 00ae1, STANDARD PROCTOR). LIFE THICKNESS C7 OJ m FOR THIS PROJECT BY THE SCHEMMER ASSOCIATES. DATED OCTOBER 30, 2007. PROJECT No. 05400.003. SHALL BE APPROPRIATELY MATCHED TO THE TYPE OF COMPACTION EQUIPMENT USED. SHEEPSF00T TYPE ROM TO A MINIMUM O' 95 PERCENT OF THE MAXIMUM DRY UNIT WEIGHT (ASIA G. THE SITE SHALL BE SIRIPPED OF ALL TOPSOIL (4' TO 6 DEPTH), ROOTS, VEGETATION, AND SOFT SOILS IN D690 - 000eL STANDARD PROCTOR). WATER CONTENT SHLLL BE CONIROIID TO BETWEEN -3 AND +3 P. FOR CONCRETE AND ASPHALT PAVEMENT , THE LPPER 12 INCHES OF SUBCRADE SHALL BE COMPACTED TO THE CONSTRUCTION AREAS. TOPSOIL PRODUCED BY SWING OPERATIONS SHILL BE SOCKPLFD N AN PERCENT OF OPT A - MINIMUM OF 99 PERCENT OF THE MAXIMUM DRY UNIT WEIGHT AT A WATER COMM BETWEEN -3 AND APPROVED LOCATION AND RE- SPREAD ON AREAS FINISH GRAM RECEIVE TOPSOIL A REPRESENTATIVE ATIVE +3 PERCENT OF OPTIMUM D698- 00ae1, STANDARD PROCTOR). FILL PLACED BELOW THIS LEVEL - PROJECT No.: 05400.001 O• THE GEO L FNGN ECHNIGIEER SHALL DED DETERMINE THE DEPTH OF REMOVAL AT THE TIME OF SITE SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF THE MATERIALS MAXIMUM STANDARD PROCTOR DRY (TOPSOIL STOCKPILE SHALL HAVE A MAXIMUM 3:7 SLOPE TH UNIT WEIGHT. PAVEMENT, PREPARATION SHALL EXTEND A H 2 FEET LATERALLY BEYOND THE H. TOPSOIL O $ EDGE OF THE PAVEMEIQ, Wq.UOING THE CONCRETE AND CUTTER CURB AND Uf1TT ER BECTON. - ffi s