Loading...
HomeMy WebLinkAbout17-033 Map 1�u �lumns/ , ,on ren— 490 s7 Lne , / l} ♦ FUTURE DEVELOPMENT 2 SITE TO BE GRADED WITH THIS PHASE ' o �N ip �e PROPOSED LIMITS OF GRADING o - brick cOi.m I- w/ S' ron fence / BUD 2,5' off line / / 9• RETAINING WALLS V o� rnNl ADJUST SAN SEWER I MANHOLE TO `FINISH GRADE 460 A1i C LEGAL DESCRIPTION PART OF SECTION 9. T-1—N, R-13—W, PULASKI COUNTY, ARKANSAS, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF LOT 1R, MID—TOWNE DEVELOPMENT, LITTLE ROCK, PULASKI COUNTY, ARKANSAS; ALSO BEING ON THE NORTH RIGHT—OF—WAY LINE OF SHACKLEFORD WEST BLVD; THENCE WESTERLY ALONG SAID NORTH RIGHT—OF—WAY LINE THE FOLLOWING BEARINGS AND DISTANCES: N74'15'39"W, 18.35 FEET; THENCE N71'39'43"W, 178.43 FEET; THENCE ALONG A 632,88 FOOT RADIUS CURVE TO THE LEFT, HAVING A CHORD BEARING AND DISTANCE OF S88716'58"W, 434.10 FEET; THENCE S68'18'05"W, 75.06 FEET TO THE EAST LINE OF THE LITTLE ROCK FBI PROPERTY; THENCE N21'46'22"W ALONG SAID EAST LINE, 595.71 FEET; THENCE S89'04'41'E, 297.03 FEET TO THE SOUTHWESTERLY PROPERTY LINE OF THE ROSE HILL NAZARENE CHURCH; THENCE S27'54'54"E ALONG SAID PROPERTY LINE 254.23 FEET; THENCE S14'38'24"E, 73.02 FEET; THENCE S87'47'03"E, 487.02 FEET TO A POINT ON THE WEST LINE OF LOT 1, HAMPTON INN ADDITION, LITTLE ROCK, ARKANSAS; THENCE S02'07'46"W ALONG SAID WEST LINE OF LOT 1 AND CONTINUING ALONG THE WEST LINE OF LOT 1R. MID—TOWNE DEVELOPMENT, 254.84 FEET TO THE POINT OF BEGINNING, CONTAINING 248,450 SO, FT. OR 5-7036 ACRES MORE OR LESS, /_ PROPOSED LIMITS OF GRADING 1 o l ll �. W rl� S �y �LC 434AJ' "` - 8•IIG RETAINING WALLS --� 1 +I' p mh m RETAINING WALLS NN0 ---- 1 \ S DEEENnTER 1 \ DETENTION 4 J VICINITY MAP N.T.S. CD rs mh 1 1 ss mh 4� 0 SHACKLEFORD so REw I �4j' III o / PROPOSED LIMITS OF GRADING •� 8• "I{ P 0-9 \ �- \ SOUT a LOT h m�fltidl �i_on� \ = _ MID- - AiL p AS REAR iGISTERED \ �' ` N 7 4 " PROFESSIONAL ENGINEER #538 o a a �IN61lN' L OAtt�i Nw 50SITE PLAN 33 / 30 1 30 90 WIIITE DATEBS & ASSOCIATES, mc. PARKER L EX US °°`' J — CIVIL ENGINEERING, LAND PLANNING & DEVELOPMENT, SURVEYING SHACKLEFORD WEST BLVD s. 24 RAHLING CIRCLE LITTLE ROCK, ARKANSAS 72223 Sne _ Scale 1 " 30 ft surwev er °rB.,. BY cneokee By I Aon.orea p'. HEAVY DUTY PAVEMENT 9' SO-2 WEARING SURFACE ,on fence hne 30 fl 3D 9fl LIGHT DUTY PAVEMENT 2' HMAC WEARING SURFACE PROPERTY Scoie 1 " = 30 ft 7• SB-2 P.OE H: LL NA/.. RnNU- E CNr:HCH / \ CONCREEE DRIVEWAY APRON • 8' THICK 3500 P.S.I. CONCRETE NOTES: - WITH 6 ga.x 6 ga. / 6' x 6' \ 1. DIMENSIONS SHOWN ARE MEASURED FROM WELDED WIRE MESH BACK OF CURD. 2. REFER TO \ TECHNICAL FOR RECOMMENDED PAVEMENT EREPORT SECTION LNG 3. ALL SIGNAGE, PAVEMENT MARKINGS AND PARKING LOT STRIPING \ SHALL CONFORM TO REQUIREMENTS GIVEN IN THE "MANUAL ON UNIFORM TRACEIC BO TROL DEVICES"(MUTCD). MUTCD REQUIRES THAT PARKING SPEi PROPER%""' OP WESTROCY PARTA'ERSHiP PROPE"RT" OF' \ L�SCP 11 L 'hTOCR I'BI LP LIGHT DUTY PAVEMENT (TYP) ) HEAVY DUTY PAVEMENT (TYP) / \ 12 ` { i y ❑ 2 JI f f 4" WIDE PARKING STRIPE (TYP) 17 I � / 1 / 1 16 w360Ca a 1 q Erick columns w/ 6' iron fence / 2.5' off line 16 PR LEXI qRD WEST BLVD. / SHA C�KLEF- 'I _ �/ i/ rsa — — — — — III _ I I / T ARdAS REGISTERED // \ PROFESSIONAL o� ENGINEER C A t \ 1140}Irc T. WiCL4 �r PAVING PLAN © WHITE-DATERS & ASSOCIATES, vvc. PARKER LEX US CIVIL ENGINEERING. LAND PLANNING & DEVELOPMENT. SURVEYING SHACKLEFORD WEST BLVD Sc 24 RAHLING CIRCLE LITTLE ROCK. ARKANSAS 72223 Sh / / f Survey By arewn By Cheeke By I AD➢- By Y - , STAKE SILT FENCE- /,,__AS SHOWN - line 1 � � l n5 � CIN o b19 , PP•O:'EFt'Y J! Y _ y 46 / STAKE SILT FENfLE 860 STAKE SILT FENCE AT INLET (fYP) / / i P!'OP.-f Ty OP RO�rf !l,'EL N.i%4 A't Clrr. kCfl STAKE,SILT FENCE f AS SHOWN f _ J .. ems_ • A = 300(K)(LS)(C)(P) Initial Soil Loss Equation K - Mountainburg 017 Carnasaw 0.32 0.245 LS - 2.37 (10% for 300') C - 1 0 P- 1,0 A = 300(0.245)(2 37)(1.0)(1 0) = 174,2 tons/acre/year Design Soil Loss Equation K - Mountainburg 0.17 Carnasaw 0.32 C 245 LS - 0 75B (3% for 200') C - a12 (Loose Hay at 20 tons/ocre with 1%-5% slopes limited to 400') P- 05 A = 300(0245)(0,75B)(012)(05) = 334 tons/acre/year < 50 allowable Const Period Soil Loss Est. 0.84 loins/acre/year Pre, Development Soil Loss Est. 174.2 tons/acre/year Post Development Soil Loss Est 3.34 tons/acre/year f j DITCH �. 2I 30 0 ]G 40 Scale 1" = 30 ft E!osian Conifol NO M 1, Contractor will be responsible for obtaining the Grading Permit Contact Vince Florioni at the City of Little Rock Public Works Department (371-4817) 2. For Erosion Central, stake Hay Boles and Silt Fence in Place prior to construction, 3. All disturbed areas shall be Fertilized, Seeded & Mulched (or Li within 21 days of construction activity 4, Rough Grading shall be completed and Slopes seeded within 9C of Start of Construction. Final Pavement sholl be Complete wit Days thereof. Final Landscaping shall be in place within 60 Da! completion of Paving 5. The Contractor shall be responsible for filing a Notice of Intent Pollution Prevention Plan as required by the ADEQ• All permit', be acquired prior to the start of construction. 6 Total Disturbed area Is 5 6 Acres, PLACE RiP RAPNNT STAKE SILT FENCE AT1NLEf [TYP} / AS RR - :0 y,l -.E' iron ferue - Jam—- 2.5' Ott line r SHACIfLEF�RD WEST BL VD. (60' RIW) CONSTRUCT 7'THICK � _ .� \ `� ��_��; _• - ... ,�, TEMPORARY STM30ZED - - •• GRAV CONSTRUCTION f r — �iSB I- \ / NCP BY 75 FT 3 1N LEN&TH 7-7 ��. �� STAKE 51 HCE Fater Fobn[ -Use staples wire Mesh wtn .� ~ _ $HCwN .. or winerings to wttach Non-Remf arced •-_ _ 4i F \, Flo_ Stake Fobricto wire Filter Fabric Silt Fence Fabric, Ho ckfill xith 75 lb �- A�4 M-i'— Rip- p REGME1. Bur Fla of Silt Fence o I, Height ws directed - Y P n both sides of _ , _ Fabrir 3• into the rw.as / y gin �RDFESSfO?iAL- G _ C Filter Fabric on Surfo[e b En eer m F4eitl ENGINEER TenP •V••miC o_. •}�: J ci f ;!ivalll, F. DAICG 1 -� EROSION• CONTROL PLAN - �� U I � •.� •. Bin SECTION VIEV. FRONT VIEwtuTE-DATERs&AssolemTE vvc. PARKER LEXUS CIV L ENGINEERING, LAND PLANNING & DEVELOPMENT. SURVEYING SHACKLEFORD WEST BLVD SILT FENCE / CHECK DAMS 24 RAH-INC CIRCLE LITTLE ROCK, ARKANSAS 72223 Sh E, drawn By: Checked BY I A.—Ii" By •on lance /F9Q I, me DESIGN BUILD SEGMENTAL BLOCK RETAINING WALL r CONSTRUCT STRAIGHT HEAD WALL FL-467 0 480 l` m N 36" NIP X 24 LF� 1Q SLIRFL- R. LET D� FL-4 � (IN) L-a5E 0 our} CONSTRUCT �O , SURFACE INLET '1 � FL-476D 36" RC X 68 LF / h � m 1. flN SUR Al 460 ~�1B-RCPX115LF -,DITCH TYPE 'A' CONSTRUCT SURFACE INLET 85 75'11 �FL-466.75 (=RCP) FL-4Z6.0 (10-RCP) B6.D / �3fl RCP X 50 LF CO TRUCT / S FACECE tT I j / X�•y6� 30"RCP XISLF brick columns w/ S' iron fence 4' CURB CUT Undeveloped Runoff Coefl�clenl 0.55 Time of Concentration (min.) 15 25 Yea, Romfall Intensity (,k/h,) 6.3 Bwlding 0 s/ ® 0.92 6 Paved Areas 54,00D sf ® 0,92 56,880 Lawn & Landscaping 33,977 sl ® D.44 144_950 97,977 73, B30 Developed "C" Value = 73,630/97,977 = 0.75 DeveloP ed Runoff Coefficient 075 Time al ConceMotion (min.) 5 25 Year Romfall Intensity (in,/hQ 8,5 Differential Runoff Rote (R) = 0.75(8.5)-0.55(6.3) = Z91 iN/hr. Simplified Volume Formula Volume Required = R x A x Tc x 60 =2.91 x 2,50x 5x 6D = 2,1 B2 cubic foal Volume Provided Pend Volume Elev 270.0 - 0 cf Elev 271.0 - 260 cf 1 130 Elev 272.0 - 3W cf 525 x 1 = 575 G Elev 273.0 - I,uw c1 1,19% 1 = 1,1g5 CI El" 274.0 - 4670 cf 2,135 0.5 = 1.401 CT 2.511 Release 25 Year Undeveloped Flow Acreage 2.5 Acres Runoff CoeflecienL 0,55 Time of Concentration 15 m 25 Year R,r,Ia II Intensity 63 in 0 = 0,55(6.3)(2.5) = 8,66 cfs Use 12" PVC Pipe as O.HaL 0 = C . A . (2gh)1/7 0 = 0,5 x 0;79 (2 x 32.2 x 3),71 = 659 cfs < B66 at. CONSTRU.0 AND INCORPORATE HEADWALL RETAINING WALL FL-452.0 "So 117INTO , yZ ' ~••.•�. -'•. ~. ,•�} . - .' - ..� WITHr AHTDx SPECIFICATIONS• r�•r„' x y� ..x +.rr 2. FINISH CONTOURS AND GRADES SHOWN ARE FOR FIN15HED SURFACES, ALLOWANCES SHALL BE MADE FOR PAVEMENTS, SLABS, B. ALL EXISTING IMPROVEMENTS WHICH INTERFERE WITH THE TOPSOIL, SOD, ETC. UNIFORM PLANES AND SURFACES SHALL BE AND ARE NOT TO BE SAVED SHALL BE REMOVED AND DISPO', SHAPED BETWEEN FINISHED SPOT ELEVATIONS AND/OR FINISH CONTOURS IMPROVEMENTS IN THE RIGHT-OF-WAY WHICH ARE TO REMAII SHOWN, MINIMUM PAVEMENT SLOPES SHALL BE 1%, MINIMUM FINISH SLOPES ON GRASS OR SOD SURFACES SHALL BE 1%, MINIMUM PROTECTED BY THE CONTRACTOR. LONGITUDINAL CONCRETE CURB & GUTTER SLOPE SHALL BE 0 6%. 9. ALL REINFORCED CONCRETE PIPE (RCP) SHALL BE CLAS`. SPILLDUT CURB SHALL BE USED ON THE HIGH 51DE OF PAVEMENT AND BELL AND SPIGOT TYPE JOINTS PIPE, MATERIAL AND INSTALL, AT DISCHARGE POINTS. SHALL BE IN CONFORMANCE WITH APPLICABLE ARKANSAS HIG 3. THE CONTRACTOR SHALL CONTROL EROSION ON THE SITE. ALL TRANSPORTATION DEPARTMENT (AHTD) STANDARD CONSTRUCTI( SLOPES SHALL BE FERTILIZED, SEEDED AND MULCHED (OR LANDSCAPED) SPECIFICATIONS, AS SOON TRA T R SHALL FILE A NOTICE OF TH AS POSSIBLE E CON C 0 AI TH IR APPUF 10, ALL WATER MAINS AND SEWER M NS AND THE INTENT WITH THE ARKANSAS DEPARTMENT OF ENVIRONMENTAL QUALITY. INCLUDING INSTALLATION, SHALL COMPLY WITH THE LATEST THE SITE SHALL BE GRADED TO MAINTAIN POSITIVE DRAINAGE DURING CENTRAL ARKANSAS WATER AND LITTLE ROCK WASTEWATER 11 CONSTRUCTION, WATER SHALL NOT BE ALLOWED TO POND. SPECIFICATIONS, CONNEC71DNS SHALL NOT BE MADE TO EXI: 4 ALL AREAS TO BE CUT OR FILLED SHALL BE CLEARED AND UNTIL NEW CONSTRUCTION HAS BEEN TESTED AND APPROVED GRUBBED. THE MAXIMUM FILL SLOPE SHALL BE 3:1. ALL FILLS ATTENTION IS SPECIFICALLY CALLED 71, THE CONTRACTORS TORSEXIS7 SHALL BE MADE IN B" LIFTS AND COMPACTED, AT OPTIMUM MOISTURE CONTENT TO 95% OF MODIFIED PROCTOR DENSITY (ASTM D-1557), AS LOCATION OF THE NG IMPROVEMENTS DETERMINED BY IN -PLACE DENSITY TESTS BORROW AND FILL MATERIAL SHALL BE SELECT CLAY SAND DR SANDY CLAY HAVING A THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DAMA LIOUID LIMIT LESS THAN 40 OR OTHER APPROVED FILL. FILL SOILS EXISTING IMPROVEMENTS WHICH ARE TO REMAIN CLASSIFYING AS SC OR GC ACCORDING TO THE UNIFIED SOILS CLASSIFICATION SYSTEM ARE CONSIDERED SUITABLE" SHALE MATERIAL PRIOR TD SUBMITTING HIS BID, THE CONTRACTOR SHALL REV USED IN FILL SHALL BE COMPACTED AT 3% ABOVE OPTIMUM MOISTURE PLANS AND SPECIFICATIONS HE SHALL VISIT THE SITE AND CONTENT WITH A VIBRATORY SHEEPS FOOT COMPACTOR. THE CONDITION OF THE SITE AND THE ADJACENT IMPROVEMEI 5. THE CONTRACTOR SHALL COORDINATE WITH EACH UTILITY COMPANY ANY EXISTING UTILITIES THAT REQUIRE RELOCATION WILL BE 1 PRIOR TO ANY EXCAVATION, ANY DAMAGE TO UTILITY LINES CAUSED RESPONSIBILITIES OF THE CONTRACTOR AND NOT THE OWNER BY THE CONTRACTORS OPERATIONS SHALL BE REPAIRED AT THE THE CONTRACTOR WILL HOLD THE OWNER HARMLESS FROM A CONTRACTORS EXPENSE THE CONTRACTOR SHALL VERIFY THE UNFORSEEN C05TS ASSOCIATED WITH THE STREET IMPROVEME HORIZONTAL AND VERTICAL ALIGNMENT OF EXISTING AND PROPOSED "ONE STORM SEWER, SAN17ARY SEWER AND WATER LINES TO ENSURE THAT 12 THE CONTRACTOR SHALL CALL -CALL" FOR LOCATI THEY ARE INSTALLED WITH ADEQUATE COVER AND CLEARANCE ALL UTILITIES PRIOR TO COMMENCEMENT OF ANY EXCAVATION. ROUGH GRADING SHALL BE COMPLETE BEFORE INSTALLATION OF STORM SEWER, SANITARY SEWER AND APPURTENANCES, WATER MAINS, SERVICES 13. ANY EXCESS EXCAVATED MATERIAL, NOT REQUIRED FOR AND APPURTENANCES. ALL UTILITY TRENCHES SHALL BE BACKFILLED OF FILLS SHALL BE HAULED OFF SITE AND COMPACTED WITH SELECT MATERIAL AS SPECIFIED IN NOTE #4 ABOVF, DESIGN BUILD SEGMENTAL BLOCK RETAINING WALLS &TN�,,ns- '�_.464 AITGH TYPE E V7CONSTRUCT 2.0 i I I I r� I I_>0 2.5off line CONSTRUCT V-=J� 9 1 g•� L SURFACE INLET FL-466,25 (30" RCP) FL-4770(15"RCP) 1­1�. n �� lU1 m 4 15"RCP X5BLF �"('{-' —WEST Ij 5HA CKLEFORD L VD, z - CONSTRUCT AND INCORPORATE HEADWALL INTO RETAINING WALL F L-445 0 NO 12" PVC X 30 LF 1 � 1 CONSTRUCT CURB INLET �B FL-4600 LL 11 KII11I1m ss mh CONSTRUCT SURFACE INLET —A— - IOU RI I - FL-4780/ �J — — EXTEND CULVERT�—/,�� V Il r for_ -�- REGISTERED PROFESSIONAL f ENGINEER TIMOTHY E DATERS GRADING PLAN _ No 5a33 rI o WHITE-DATERS & ASSOCIATES, Evc. PARKER LEXUS °a" 30 0 30 90 CIVIL ENGINEERING, LAND PLANNING & DEVELOPMENT, SURVEYING SHACKLEFORD WEST BLVD Sbx1 24 RAHLING CIRCLE LITTLE ROCK, ARKANSAS 72223 Shei s—v By I Drawn By ch..k.d 9v Ap ...d By 65' 0' SEE 2' THICK HOT MIX ASPHALTIC I ❑IQgp] P CONCRETE WEARING SURFACE TYPE 3 3' THICK HOT MIX ASPHALTIC � CONCRETE WEARING SURFACE TYPE 2 4Ar I`I 1 SLOPE VARIES j COMPACTED SUB -GRADE 957. MODIFIED PROCTOR NOTE: SPILLOUT CURB ON THE HIGH SIDE SEf v RgD�kC aL4ry COMPACTED SUB -GRADE 95% MODIFIED PROCTOR NOTE SPILLOUT CURB ON THE HIGH SIDE COMPACTED STONE BASE COURSE 7' THICK COMPACTED CRUSHED STONE BASE COURSE TYPICAL DOUBLE BAY PAVEMENT SECTION NOTE VERIFY PAVEMENT SECTION WITH GEOTECHNICAL ENGINEERING REPORT 45' 0' 2' THICK HOT MIX ASPHALTIC 3' THICK HOT MIX ASPHALTIC CONCRETE WEARING SURFACE TYPE 3 CONCRETE WEARING SURFACE TYPE 2 SLOPE VARIES \ I r„S NOTE: POUR ALL JOINTS WITH ACCEPTABLE BITUMINOUS JOINT FILLER. 6" 2"R 2 R 1 1/2" r]/4. p 7i 6" COMPACTED STONE BASE COURSE 7' THICK COMPACTED CRUSHED STONE BASE COURSE PICAL SINGLE BAY PAVEMENT SECTION NOTE: VERIFY PAVEMENT SECTION WITH GEOTECHNICAL ENGINEERING REPORT TYPE NO. 1 CURB AND GUTTER PLAN TYPE NO I CURB AND GUTTER POUR ALL JOINTS WITH ACCEPTABLE BITUMINOUS JOINT FILLER PLgiV TYPE NO. 1 CURB AND GUTTER POUR ALL JOINTS WITH ACCEPTABLE BITUMINOUS JOINT FILLER NOTE: USE SPILLOUT CURB ON HIGH SIDE OF STREET WITHOUT CROWN. FOR DIMENSIONS NOT SHOWN REFER TO TYPE NO CURB AND GUTTER DETAIL. 2'R 2" R `Q f TYPE NO. 1 SPILLOUT CURB BERM SECTION - SLOPE DITCH SECTION 3 TO 1 SLOPE ROCK CHECK DAM EVERY 100' DITCH TYPE W - SECTION N.T.S. �2. DITCH SECTION 3 TO 1 SLOPE 3' -. ROCK CHECK DAM EVERY 100' DITCH TYPE 'B' - SECTION N.T.S. 36 FT URIVCVVM1 I UrVN—UU I GRADING, PAVING & DRAINAGE STANDARD DETAILS 13 WIHTE-DATERS & ASSOCIATES, INC. PARKER L EX US ] CIVIL ENGINEERING. LAND PLANNING & DEVELOPMENT. SURVEYING SHACKLEFORD WEST BLVD 24 RAHLINC CIRCLE LITTLE ROCK. ARKANSAS 72223 S ," B. I Brun BY I Ch—M BY I Aph d BY: RiNF, ANTI r.nVFR NOTE FOR REINFORCING STEEL, RING AND COVER AND DIMENSIONS NOT SHOWN SEE CURB INLET AND JUNCTION BOX DETAIL. SURFACE INLET 2" DIA WELDED EXTRA STRENGTH GALVANIZED STEEL GUARD RAIL W'-4 -D' END ELEVATI❑N QUANTITIES - DIMENSI❑NS 4 EACH 4" DIAMETER POST WITH NO, 4 BARS 3" PVC SLEEVE 12' DEEP W/ NON -SHRINK EPDXY GROUT. k_l e' SECTI❑N "A" -"A" "D' 12" 15' 18" 24' 30` 36' 42" 48' 54' 60' 66" ' W' 4 5' 6" 8' 10- 12' 14 16' 18 20' 22' -H' 2'-2' 2-6' 2'-9' 3'-3' 3'-9' 4--4' A'-10' 5'-5' 5'-11' 6'-6' r-o ve• 'T' 9" 9" 9" 9- 10' 10" i 11" 11' 12' 12' Ip yr N 0.54 072 091 134 ].84 3.00 373 4.52 5.38 6.31 7.30 STEEL Les 32 38 44 56 69 81 93 105 118 130 142 1/2' 2- I NO. 6 BARS AT 6" EACH WAY � N ^ 14- - STEPS 11- N EXPANSION JOINT O 6 BARS WING LrNGT I/2' EXPANSION JOINT Z. UN PLAN Place 4" Din. Stools At Centerline of Inlet. Place Additional Stools Equal Distance From Centerline not to exceed 4'. TOP OF C, /2' EXP. JT. 1/2' EXP. JT I I I 2--D' 2'-0' WING LENG Fpl 3' 0' UNLE S NOTED MIN. M1N �I #6 2 10' EACH WAY FRONT ELEVATI❑N GUARD RAILS TO BE INSTALLED ❑N PIPES 4e, IN DIA OR GREATER NOTE GENERAL NOTES 1) THICKNESS OF PIPE SHOWN IS APPROX, AND IS USED FOR ESTIMATING PURPOSES ONLY 2) INSIDE DIAMETER OF PIPE DEDUCTED FROM HEADWALL QUANTITIES. CONCRETE 1) ALL CONCRETE TO BE CLASS "A REINFORCING STEEL 1) ALL REIN. STEEL TO BE 1/2' ROUND DEFORMED BARS OF STRUCTURAL OR INTERMEDIATE GRADE. CHAMFER 1) ALL EXPOSED EDGES TO BE CHAMFERED 3�4 STRAIGHT TYPE - CONC. HEADWALL CURB INLET STEP �b SLOPE 1/4' PER FT JUNCTION E GENERAL NOTES: w 1. Provide steps 15" on center in curb inlet box exceeds 4' in depth place ring and cover over steps. 7 2. Use double throat only where inlets are at low point of SECTI❑N "A -A" DIA. OF STRUCTURE WALL THICKNESS DIA OF OUTLET PIPE 4 FT. I.D 6' 12" THRU 27" 5 FT, I.D. 8" 30' THRU 42' 6 FT. LD B. 48' THRU 54" 8 FT. I.D 10' 60" THRU 72" CURB INLET & JUNCTION BOX DETAILS I Note: Pour all joints with acceptable Bituminous Joint Filler. A'- n" grade otherwise use one throat on upstream side of inlet. 3. Reinforcing steel as shown. 4. Cut and finish all pipe flush with inside of box. 5. Inlet throat to be beveled 45" 6. Costruct pipe so as to have a minimum of 6" clearance. at structure. 7. For pipe diameters larger than 24' provide special detail which shows accaurately the pipe arrangement in the structure. 8 Sub no 6 bars and heavy ring and cover in top of junction boxes in traffic areas[ 9. Use two cone. stools if wing length is greater then 3'-0". CONCRETE FLUME CREG�'IS'TERED APROFESSIOL ENGINEE as 4 No. 503 GRADING, PAVING & DRAINAGE STANDARD DETAILS a wzuTE DATERs & AssoclATEs, Evc. PARKER L EX US CIVIL ENGINEERING, LAND PLANNING & DEVELOPMENT. SURVEYING SHACKLEFORD WEST BLVD f3 24 RAHLING CIRCLE LITTLE ROCK, ARKANSAS 72223 SNn'[e BV 1 13- By I Che kM By, I Approved BY I�i1112 71■11 111-RR1N Il■1\IA■ o EXCAVATE TRENCH FOR LEVEL BASE. INSTALL DRAINAGE PIPE AS REQUIRED, o PROVIDE GRANULAR MATERIAL FOR BASE (COMPACTED AND LEVEL) OR OPTIONAL CONCRETE LEVELING PAD. BLOCK WIDTH 6"� 12" MIN. MIN `a f O NATIVE SNL STEP 1 a CHECK LEVEL OF BASE COURSE, LAY FIRST ROW OF BLOCKS a CHECK ALL LINE, GRADE, AND CURVES o INSTALL GRANULAR FILL COMPACT BACKFILL IN REMAINING AREA o SWEEP TOP OF BLOCK IN PREPARATION FOR NEXT COURSE_ PACTED 1ST BLOCK MIN -�1N. ° CRANUlAf2 1 WTE iAL ( VP A) SEE PROFILE 10.11N� a INSTALL NEXT BLOCK ACCORDING TO MANUFACTURERS SPECIFICATIONS • PLACE GRANULAR FILL BEHIND BLOCKS, AND COMPACT BACKFILL IN REMAINING AREA. -SWEEP AND CLEAN OFF TOP OF BLOCK. a REPEAT STEP 3, UNTIL GRID PLACEMENT IS REQUIRED. NEXT BLOCK AUTOMATIC SETBACK COMPACTED BACKFILL STEP 3 BLOCK HEIGHT o PLACE GRID AT PROPER ELEVATION CUT TO LENGTH SHOWN. a INSTALL GRID WITH THE ROLL DIRECTION PERPENDICULAR TO WALL FACE, -PLACE NEXT BLOCK. a PLACE UNIT FILL o PULL GRID TIGHT, KEEP TENSION APPLIED TILL BACKFILL IS PLACED; STAPLES OR STAKES MAY BE USED TO MAINTAIN TENSION. o FINISH BACKFILL PLACEMENT AND COMPACTION. STEP 4 .CONTINUE WALL CONSTRUCTION TO FULL HEIGHT, o PLACE ADDITIONAL BLOCK COURSES BY REPEATING STEP 3 o PLACE GRID AT REQUIRED HEIGHTS AND LENGTHS BY REPEATING STEP 4. STEP 5 o REPEAT STEPS 3 THRU 5, UNTILL WALL IS AT REQUIRED HEIGHT, -INSTALL COPING UNITS, FINAL BACKFILL, AND OPTIONAL DRAINAGE SWALE STEP 6 A minimum of four (4) bound copies of the wall design sealed by the wall design engineer must be submitted for review. The wall design submittal must include specifications and drawings showing the wall profiles with the geogrid placement and geogrid lengths. The drawings must also include construction details specific for the block and grid system used. The wall calculations and global stability calculations must also be included in the submittal and must clearly show the soil properties and soil parameters used in the design. The wall design engineer must be a registered engineer in the State of Arkansas where the wall is to be constructed and must have over 1,000,000 square feet of documentable design experiece in the last five years as the design engineer of record on wall projects. The wall designer engineer of record must submit a certificate of insurance showing errors and omission (E & 0) insurance coverage of at least $1,000,000.00. The coverage policy length must extend for at least two years after the completion of the wall installation. The design shall be in general accordance with the National Concrete Masonry Association (NCMA) Design Manual for Segmental Retaining Walls, 2nd Edition and follow the geogrid and block suppliers recommendations for their individual materials. The submittal shall address and include calculations for the following: 1. External Stability Calculations, Sliding F_S. 1.5 Min, Overturning F.S. = 2.0 Min. Bearing Capacity F.S. = 2.0 Min. 2. Internal Stability Calculations, Overstress F.S. = 1.0 Min. Fascia Overtuming F.S­ 1.5 Min. Pullout F.S. = 1.5 Min. Connection (peak) F.S. = 1.5 Min. Connection (deformation) _ <0.75 inch Shear (peak) F.S, = 1.5 Min. Block Overturning F.S. = 1.5 Min. Uncertainties F.S, = 1.5 Min. 3. Global Stability Calculations, Static Condition F.S.= 1.3 Min. The global stability must be evaluated at the worst case condition which is typically the maximum wall height and in the portion of the wall with steepest front slope. 4. Maximum Reinforcement Spacing = 2.0 feet 5. Minimum Anchorage Length = 1.0 foot 6. Geogrid Coverage Ration = 100% 7. The following live and dead loads must be used, where applicable, in the global and wall calculations: Car Parking Lot Live Load 150 PSF Heavy Duty Traffic Live Load 250 PSF Building Slab Live Load 150 PSF Building Foundation 2.0' Wide Strip Footing Load 3D00 PSF 8. The soil parameters used in the design must be correlated from the information presented in the geotechnical report for the project. 9. The partial factors of safety for the geogrids provided by the geogrid manufacturer must be used for the appropriate back fill material in the wall design and global stability calculations. 10. The geogrid—soil interaction coefficients and direct sliding coefficient recommended by the geogrid manufacturer must be used for the appropriate backfill material in both the wall design and global stability calculations. 11. The wall calculations must include the hydrostatic pressures resulting from a rapid drowdown from the 100—year flood elevation to the normal pool elevation and any live loads or slopes behind the wall, where applicable. 12. The block, geogrid, drainage layer, and free draining fill for the walls below the 100 year flood plain elevation and other wall items must be installed per the block and geogrid and manufacturers recommendations. NOTE: SHOP DRAWINGS SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ARCHITECT FOR HIS REVIEW AND APPROVAL. THE ABOVE SPECIFICATIONS ARE PROVIDED FOR INFORMATIONAL PURPOSES ONLY AND ARE NOT TO BE USED FOR CONSTRUCTION. SEGMENTAL BLOCK TYPE TO BE DETERMINED BY ARCHITECT/OWNER. BLOCK COLOR TO BE DETERMINED BY ARCHITECT/OWNER. RETAINING WALL THAT EXCEEDS 30" IN HEIGHT SHALL HAVE 48' TALL BLACK CHAINLINK FENCE AT TOP OF WALL AND SHALL MEET CITY ORDINANCES. THE WALL DESIGNER MUST COMPLETE THE ENGINEER CERTIFICATION/INDEMNIFICATION OF RETAINING WALL CERTIFICATE AS REQUIRED BY CITY OF LITTLE ROCK PUBLIC WORKS DEPARTMENT. EXCAVATION LIMITS AS STEEP AS POSSIBLE TO EXISTING GRADE — LIMITS OF EXCAVATION CAP UNIT INSTALLED NATIVE FILL PER MANUFACTURER`. INSTRUCTION MODULAR BLOCK SOIL REINFORCEMENT ? COMPACTED DRAINAGE FILL FINISHED DRAINAGE COLLECTION PIPE AGGREGATE GRAVITY FLOW TO OUTLET LEVELING PAD SECTION A -A ARKtff A! N. T. S. aae STE REGISTER RI ( PROFE SIOt ENGINEEI a a a rwoTHr E. Dail N. 5D33 SEGMENTAL BLOCK WALL DETAILS ® WMTE—DAMRS a& ASSOCIATES, VVC. I PARKER L EX US EJCNV ENGINEERING, LAND PLANNING & DEVELOPMENT, SURVEYING jl SHACKLEFORD WEST BLVD f3 2e RAHLING CIRCLE LITTLE RDCK, ARKANSAS 72223 Survey By 1 Drawn By I Cheeked By: I ADor d By: Sh, A. F,- ..• v�i .=..� . Pine-17 Cedar-9 Pine 1 QI Red B_ud-6 J f--STORY SNOWROOM 1 Z A GrOen Giant Arborvitoe-7 Amur Mople-4 _ •5 1 9 1 '4f'; i t a \ r• • S 87.47.03- E 487,02F - so o so 180 Scale 1 " = 60 ft t: ju —STORY � � - WLff TE p V .1 6 sFrrnbl 130' -- -- — — — — _ 7—STORY !sa' � C,gp(1RA !►EST AqM S'sRv'rCE AREA 7- - — - - 2—STORY SHOWROOM SfTE PLAN �� \ ��� + •- __ � `y�M1����'+'.� -_ WHITE-DATERS 8t ASSOCIATES, IN PARKER L EX US -S CIVIL ENGINEERING, LAND PLANNING & DEVELOPMENT, .Q{IRYEHH SHACKLEt ORD WEST BLVD PARK.•J PARK LEXU3 24 RAHLING CIRCLE LITTLE ROCK, ARKANSAS 72223 1 ITTI C DAPV ADVA\ICAC