Loading...
HomeMy Public PortalAboutFTT - For Construction PlansALABAMA SITE AREA AREA MAP: ALABAMA OKAL OSA 1-10 WALTON NORTHWEST FLORIDA DATE PREPARED: March 10, 2022 REVISED: April 28, 2022 REVISED: June 17,2022 SEAS ,seaside Engineering And ,surveying, LLC 6575 Highway 189 N Ph: (850) 650-9563 Baker, FL 32531 Fax: (850) 398-6812 Certificate of Authorization No. EB-0009313 These plans are the property of SEAS and are not to be reproduced either in paper or digital format without expressed written consent from SEAS © copyright 2022 Seaside Engineering And Surveying, LLC CONSTRUCTION PLANS FOR: CM/ OF CRESTVIEW FIRE TRAINING TOWER CRESTVIEW, FLORIDA SECTION 18, TO WNSHIP 3 NORTH, RANGE 23 WEST I-10 PREPARED BY: Seaside Engineering And Surveying, LLC 6575 Highway 189 N Baker, FL 32531 Phone: (850) 650-9563 CONTACT' Timothy D. Bowden, P.E., P.S.M. Tim. Bo wden@seasllc. net SITE LOCATION PREPARED FOR: City of Crestview 715 N. Ferdon Blvd. Crestview, Florida 32536 Phone: (850) 682-6132 CONTACT. Marc Bonifay, P.E. marcbonffaycityOfcreStVie w. org LOCATION MAP: Cl C2 C3 C4 C5 C6 INDEX OF SHEETS: SITE PLAN GRADING & DRAINAGE PLAN DETAILS SPECIFICATIONS SPECIFICATIONS SPECIFICATIONS 1. .. E R5.0 4) N CO rn L=13.47' R=100.00' d= 7'43'05"- CH=13.46' CB=N8457'20"E 34.0' ca isTi � r N8725'19 "W 66.14' (F) 0 OHE OWNER: HA f?S O.R. 2533, PG. 4 (iMPRO ED) L=19.27' R=124.00' d=8'54'13" CH=19.25' CB=N85'32'53"E '18»W 212.41 ' S85 52 • • i .,v „„ 0 v,� nl oisiE 40.2' 10' CURB TRANSI TION EX. 4' CHAIN LINK FENCE PROVIDE 10' LANDSCAPED BUFFER BETWEEN THE CRESTI/IEW HEAD START SITE AND THE PROPOSED IMPROVEMENTS NO IMPROVEMENTS OR CONSTRUCTION ACT714TIES PROPOSED WITHIN THIS AREA - HE - 10' X 30' RESTROOM BUILDING S8725'19 "E 216.48' EX. GRAVEL E. CONCRETE / PARKING LOT DUMPS �� WESTEDNEYA VENUE (40' PUBLIC R/W) EX. ASPHAL T _.Q, I VE Lu 32.9' _ 20.0' . EX. CONCRETE a MF 1 VE cs k) os • 5. off- 5' CURB 10. o' TRANSITION OWNER: 14N HERO.9 LANDING APPTS L `4.+,. 0. 1. 3404, 04! PG. 878 8 (/MPROVED) EX. CONCRETE PAD OHE 0 OHE • FIRE TRAINING TOWER Q 239.23' 0 0 N8757'19 "W 51 8:061 OHE 43.25' S8725'19"E 500.07' NCSIDEWALK EX. COu SITE DATA SUMMARY 103.8 ASPHALT ,DR, 18" CURB & GUTTER (TYPICAL) 0 APPROXIMA TE LIMITS OF SITE CONSTRUCTION f730, 933 S.F. 1.3.01 ACRES SOUTH LINE OF fEROON HEIGHTS ZONING DISTRICT COMMERCIAL LOW -INTENSITY (C-1) FUTURE LAND USE CATEGORY COMMERCIAL (C) LIMITS OF CONSTRUCTION 130,933 S.F. (3.01 Ac.) IMPERVIOUS SURFACE 60,393 S.F. (1.39 Ac.) LANDSCAPE/OPEN AREA 70,540 S.F. (1.62 Ac.) IMPERVIOUS SURFACE RATIO 0.47 GROSS FLOOR AREA 1,570 S.F. FLOOR AREA RATIO 0.35 MAX. ALLOWABLE BLDG. HEIGHT 50' BUILDING SACK REQUIREMENT FRONT 20' REAR 10' SIDE 10' /'. -0 N01 '58'22 »E 259.59' - EX. 8' CHAIN LINK FENCE 0 N87'57'19 "W 273.22' 270.1' OVERALL PARCEL .±5. 84 ACRES 0. R. 1074, PG. 725 (/MPRO VED) EX. CONCRETE PAD NOTES 1. BEARINGS AND COORDINATES SHOWN HEREON ARE REFERENCED TO THE STATE PLAN COORDINATE SYSTEM (SPCS), FLORIDA NORTH ZONE, NORTH AMERICAN DATUM OF 1983 (NAD83). 2. UNDERGROUND ENCROACHMENTS, IF ANY, NOT L OCA TEO. 3. ACCORDING TO THE NATIONAL FLOOD INSURANCE RATE MAP No. _12091 C0165J (COMM. PANEL No. 120597 0165 J) DATED MARCH 9. 2021 THE PROPERTY IS IN ZONE X . 4. SEE ARCHITECTURAL PLANS FOR ADDITIONAL DIMENSIONS AND DETAILS FOR PROPOSED BUILDINGS. 5. BUILDING DIMENSIONS ARE MEASURED TO THE OUTSIDE FACE OF BUILDING. 6. PAVEMENT DIMENSIONS ARE MEASURED TO THE EDGE OF PAVEMENT. 7. THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS DRAWING THAT MAY BE FOUND IN THE PUBLIC RECORDS OF OKALOOSA COUNTY. [3 EX. CONCRETE CUL-DE-SAC 40 20 0 40 0 5' CURB TRANSITION i cr 0SIN O 80 iTTiiiimmilmamimammaimummaimma GRAPHIC SCALE t"= 40' OHE n. i 18 17 19 20 i REVISIONS: GRIFFITH AVENUE WEST (40' PUBLIC R/W) A REVISIONS PER COMMENTS } 6/17/2022 T.D.B. W U /2\ SHIFTED SITE PER < <1- LEGEND ASPHAL TlC CONCRETE PAVEMENT CONCRETE SITE LIMITS 48 HOURS BEFORE YOU DIG CALL SUNSHINE ONE 1-800-432-4770 www.callsunshine.com U CY- :2) cc: 0 LL. rinro 1 0 Li to co `V Q W1 US 44 Q CO � Q � U o 03 U cMoc\I to 03 cb Ooo o 0, MM 00 Lop 4. SITE PLAN SHEET C 1 OF 6 MATCH SLOPE OF PA VEMEN T WHEN USED ON HIGH SIDE OF PA VEMEN T SLOPE OF PA VEMEN T W NOTES: 1. CONCRETE STRENGTH SHALL BE 2,500 PSI (MIN.). 2. SEE SPECIFICATIONS FOR 12" 6" REQUIRED JOINT SPACING. co 4 • 18" 4 v 8" 4 18" CURB & GUTTER SCALE: 1-1/2" = l'-0" ♦ NV 1-1/2" LAYER — TYPE SP-9.5 ASPHALTIC CONCRETE — F.D. 0. T. SPECIFICATION SECTION 334 (108#//N/sy DENSITY) 6" LAYER — CRUSHED AGGREGATE BASE (COMPACTED TO 98% MAX. DENSITY MSHTO T 180) FILL AND TOP 12" OF SUBGRADE (COMPACTED TO 95% MAX. DENSITY MSHTO T 180) ASPHALTIC CONCRETE PAVEMENT SCALE: 1-1/2" = 1'-0" 2 5 v A 4 4. NOTE: SEE SPECIFICATIONS FOR REQUIRED JOINT SPACING. 6" CONCRETE PAVEMENT (3,500 PSI) WITH F/BERMESH REINFORCEMENT 1-1/2 LBS. FIBER/C. Y. FILL AND TOP 12" OF SUBGRADE (COMPACTED TO 95% MAX. DENSITY MSHTO T 180) 6'' CONCRETE PAVEMENT SCALE: 1-1/2" = l'-0" 4" THICK CONCRETE 2,500 psi (MIN.) 1 1 g 1/2" EXPANSION JOINTS ® 50' 0.C. CONTRACTION JOINTS 0 5' 0.C. PLAN SCALE: 1/8" = 1 '-0" W/D TH VARIES — SEE PLAN NNW kbTI6All SCALE: 3/4" = 1'-0" CONCRETE SIDEWALK SCALE: AS SHOWN CURB & GUTTER (SEE PLAN FOR TYPE) 1-1/2" — 2"—\ 1' GRAVEL BED ' ASPH. PVMT. 4" CONCRETE Pt/MT. (2500 MIN.)111F WITH CURBi�,;,1�i,;,I 4" CONC. PVMT. VARIES 3' PLAN 4 • to 10 BOTTOM OF RETENTION AREA :Eli El I :El I �n ���ni—iii III-111-111`1 I I I 111-111-111-1117111-111-11-Illl_lllll11El1 SECTION a0 ff GRAVEL / / CONCRETE FLUME NOT TO SCALE 3' 4" yti;;;,:.�,'�;,;}:•,,�.::tik\ti�f:x �:.t:;�ti�:;:} S::is:ti�':+,'.'+�.'�±�M1���iCE}•�: a':': ,:.;j.+:t'a 22..?.;::..sb> : ^• ..�i+::;y �f;: ki:::;.2� i�':;?�k h'ryR'.•: , t;:. 8„ 2' ' , 3, 4„ / 8" / PLAN 3'-4" 2' 8" / / 8" /- 2 if CAST IRON GRATE PIPE NOTES: 1. INLET BOTTOM 12" LOWER THAN PIPE INVERT SHOWN ON PLANS. 2. SEE F. D. 0. T. STANDARD INDEX DRAWING NO. 's 201 & 232 OF THE LA TEST EDITION FOR ADDITIONAL DETAILS. 3. SEE PLAN FOR REQUIRED TYPE OF PIPE AND PIPE DIAMETER. TOP ELEV. goaggereererrerrerrwacia 2"CLR. (TYP.) #4 BARS 12" 0. C.E. W PIPE INV. ELEV. IJUUUUUVUUUL 18" SQ. OPENING IN INLET BOTTOM. , 11„ , 1,-6„ / 11„ / 3' 4" SECTION TYPE "C" INLET SCALE: 1/2" = 1'-0" 5 7 6 fr (MAX.) 0 LL 6' (MAX.) 0 PLAN 0 NOTE: INSTALL 4 "X4" WOOD POSTS ALONG BARRIER LINE (6' MAX. SPACING, 18" MIN. EMBEDMENT). EXCA VA TE 4" WIDE BY 4" DEEP TRENCH ALONG POST LINE, UPSLOPE OF BARRIER. FASTEN FILTER FABRIC TO 4"X4" POSTS WITH HEAVY DUTY WIRE STAPLES (AT LEAST 1 INCH LONG), TIE WIRES OR HOG RINGS. EXTEND 8" OF FABRIC INTO TRENCH AND BACKFILL. SILT FENCE W/ EXTRA STRENGTH FILTER FABRIC & 4 "x4 " ANCHOR POSTS 6' MAX. SPACING. • FILTER FABRIC 4 "x4" ANCHOR POSTS —! ® 6' MAX. SPACING. EXTRA STRENGTH FILTER FABRIC 4"x4" TRENCH ELEVATION SIL T FENCE SCALE: 1" = 5'-0" NOTE: SEE INLET DETAIL FOR INLET DESIGN AND INFORMATION. 1/2" WEDGE ANCHOR INTO INLET WALL (TYP.) 1/2" WEDGE ANCHOR INTO INLET WALL (TYP.) TOP OF BAFFLE • 1 III ................... ALLOW 12" MIN/MUM„„ BETWEEN BAFFLE AND FINISHED GRADE I L-1 Fri • PLAN Igge/liearrrrrrrrrrrrrrr�,�,r�\-T ti SECTION FLOW (UPSLOPE) I SECTION PRESSURE TREATED 2"x12" BAFFLE (TYP.) STORM INLET & GRATE (SEE PLANS FOR TYPE) PRESSURE TREATED 4"x4" BLOCK ' 6" LONG (TYP.) PRESSURE TREATED 2"x12" BAFFLE (TYP.) • i-----1 1 PRESSURE TREATED -, 4"x4" BLOCK LI ONG (TYP.) I I I --- ' ----STORM INLET WALL'fit' Ifffit ITTTI TYPE "C" INLET SKIMMER SCALE: 1/2" = 1'-0" 6 8 4X4—W4.0 X W4.0 W.W.F., BOTTOM #5 BARS TOP & BOTTOM, L=18" #5 BAR #6 BAR W. W.F. 130 • VARIES - SEE PLAN 400 OPENING CENTERED PLAN NEENAH R-3067 CURB INLET FRAME & GRATE 6" I ♦ SEE PLAN FOR HEIGHT ♦ 1 3' 6" D/AM. — GRA VEL / #5 BARS TOP #6 BARS BOTTOM 12" RETURNS, EACH (MIN.) PIPE NOTES: 1. INLET BOTTOM 12" LOWER THAN PIPE INVERT SHOWN ON PLANS. 2. SEE F.D.O. T. STANDARD INDEX DRAPING NO. 's 201 & 232 OF THE LA TEST EDITION FOR ADDITIONAL DETAILS. 3. SEE PLAN FOR REQUIRED TYPE OF PIPE AND PIPE DIAMETER. L:U JUUVUUUL 1 ' 6" 1 ' 6„ 1' 6„ 4 / 4'-6" DIAM. SECTION #4 BARS 18" 0.C. CONST. KEYED ' / JOINT— ♦ ♦ N w1 • 1 4. • • TYPE "9" INLET SCALE: 1/2" = 1'-0" ,10" , 4 „ TOP ELEV. F/L ELEV. TYPE P, AL T. A OPEN BOTTOM ONE CAGE #4 12" CTRS. BOTH WAYS IN CENTER 1/3 OF CONCRETE WALL PIPE INV. ELEV. #4 BARS CO 9" CTRS. BOTH WAYS #4BARS ®18"0.C. - • • 2" CLR. .� (TYP.) .4. #4 BARS •• 4, 6„ ;. w A• .. 2' 4„ a SECTION TOP ELEV. BOTTOM ELEV. #4 BARS 12" 0.C. #4 BARS (TYP.) CONCRETE ENDWALL SCALE: 7/2" = 1'-0" 1 1 CONCRETE SLAB — 3" THICK -� REINFORCED W/ 6X6 — W 1.4 X W 1.4 W. W.F. PLAN S' Iv- -1nnn nnnnnnnn c\..._ \ PIPE* J U U U U U U U U U U U U U u LiiU U U U U U U U U U U U U U U U t co NOTES: E SECTION £ a• ITT ITT PIPE LENGTH MEASURED TO THIS POINT * SEE PLAN FOR PIPE SIZE AND TYPE 1.� 6" ,ter' #4 BAR 4 CONRETE RUBBLE RIPRAP BASIN GRADE 080°0°0 . ()(;1`..)00 Ot°oo o °O • sz m REVISIONS: W 1. SILT FENCE IS REQUIRED DURING CONSTRUCTION AND UNTIL STABILIZATION IS COMPLETE. 2. CONCRETE SHALL BE CLASS l OR MEETING THE REQUIREMENTS OF ASTM C-478 (4,000 psi) EL9 'ski,. uai (f)„ z vZ LL' o o� 15" 18" 24" 30" DIMENSIONS A 2.27' 4.09' 2.70' 9.25' 6.36' Z48' 9.71' 11.95' 1.22' 1.41' 1.73' 2.00' 4.63' 4.92' 5.50' 6.08' N 1.19' 1.21' 1.25' 1.29' * SLOPE: TO C/L PIPE FOR PIPES 18" AND SMALLER. 2: 1 FOR PIPES 24" AND LARGER. MITERED END SECTION SCALE: 1/2" = l'-0" CO S TRUC TION cti 4.1 TC MARCH 10, 2022 •$w • 61.4 tiU C,f) 03 64, 03 Ci tn (.1; HICO (/) z ""2 W (1) "(11(7) it) co dzs cn "O`". Lo Lc) Q3. s'4.0. 03 LL izb Lo to CO 00kEc) CL(L811‘4 LLI k co cZ),R°Ec'l- ZZz SHEET C3 OF 6 SECTION 1 CLEARING AND GRUBBING 1-1 Description The work specified in this Section consists of clearing and grubbing within the project limits. Included in the work under this Section is the removal and disposal of existing pavement, as well as all protruding objects such as trees, stumps, roots, etc., necessary to prepare the area for the proposed construction; and removal and disposal of all product and debris which are not required to be salvaged or not required to complete the construction. Clearing and Grubbing shall conform to the requirements of Section 110 of the "The Florida Department of Transportation Standard Specifications For Road and Bridge Construction ", January 2020 edition except as may herein be modified. 1-2 Work Included Clearing and grubbing shall consist of the complete removal and disposal of all timber, brush, stumps, roots, rubbish, and debris and all other construction resting on or protruding through the surface of the existing ground and the surface of excavated areas, and all other structures and obstructions necessary to be removed and for which the removal thereof is not specified to be done under other items of the contract. Unless otherwise shown in the plans, clearing and grubbing shall be done in the following areas: 1. All areas where excavation is to be done including borrow pits, lateral ditches, right-of-way ditches, etc. 2. All areas where embankments will be constructed. 3. All areas where structures will be constructed. 4. Any other areas specifically called for on the plans to grubbed. 1-3 Depths of Removal of Roots, Stumps, and Other Debris In all areas where excavation is to be done and where the excavated material is to be used in the construction of embankments, or roadway base; also in all areas where roadway embankment will be constructed; roots, and other debris shall be removed to a depth of at least one foot below ground surface. The surface shall then be plowed to a depth of at least six inches and all roots thereby exposed shall be removed to a depth of at least one foot. All stumps within the construction limits shall be removed and disposed of by the Contractor. Within all other areas where clearing and grubbing is to be done, roots and other debris projecting through or appearing on the surface of the original ground shall be removed to a depth of one foot below the surface; no plowing and harrowing will be required in these areas. 1-4 Disposal of Materials Timber, stumps, brush, roots, and other objectionable material resulting from the clearing and grubbing shall be disposed of by the Contractor in locations and by methods approved by the local governing authority. END OF SECTION SECTION 2 EXCA VA TION AND EMBANKMENT be cleared and 2-1 Description The work specified in this Section consists of the excavation and embankment required for the pavement and ditches; the excavation and backfilling of pipe and utility trenches, and includes the preparation of subgrades; the construction of embankments, and other utilization or satisfactory disposal of the materials excavated; and the compaction and dressing of excavated areas and embankments. All Excavation and Embankment shall conform to the requirements of Section 120 of the "2020 Standard Specifications For Road And Bridge Construction'', latest edition. except as may herein be modified. 2-2 Excavation 2-2.1 Classification of Excavation All excavation is classified as regular excavation. Regular excavation shall consist of the excavation and the utilization or satisfactory disposal of all materials necessary for the construction of the roadway and side ditches, and the installation of pipe and utility trenches. 2-2.2 Excavation for Pipework All excavation shall be made along straight lines by open cut unless otherwise authorized by the Engineer or otherwise shown on the plans. Holes for pipe bells shall be hand -excavated to insure that the pipe rests upon the bottom of the trench for its entire length. If the bottom of the excavation is found to consist of rock, or any material that cannot be excavated to give a uniform bearing pressure, the material shall be removed to a depth at least six inches below established bottom grade and backfilled to grade with thoroughly compacted sand at the Contractor's expense. Any excavation carried below the depths indicated, without specific direction from the Engineer, shall be backfilled in the same manner. Trench width measured at one foot above the top of pipe for all pipe other than that approved for assembly prior to installation in the trench shall be: 1. The outside diameter of the pipe plus 16 inches for pipe up to and including 30 inches inside diameter. 2. The outside diameter of the pipe plus 24 inches for pipe greater than 30 inches inside diameter. 3. Where sheeting or shoring is used, the allowable width shall be measured between the inside face of the sheeting or shoring. For all pressure line piping approved for complete assembly prior to installation in the trench, the minimum trench width shall be the outside diameter of the coupling or joint plus two inches. Excavated material to be used for backfill shall be neatly deposited at the sides of the trenches where space is available. Where stockpiling of the excavated material is required, the Contractor shall obtain the sites to be used and maintain operations so as to provide for natural drainage and not present an unsightly appearance. Rock, shell, or other base materials for roads shalt be carefully selected and kept separate. Grade and line stakes shall be protected. No excavated material shall be placed on private property other than the Owners. 2-2.3 Dewatering for Pipework Dewatering, if required, shall be continued during construction to keep the ground water below the level of the back -fill at all times until the backfill is completed. Water settling may be approved or required, and shall consist of continuing the well points in service and applying water as directed to the excavation during backfill. 2-2.4 Sh orin g When necessary to protect workmen, banks, adjacent paving, structures and utilities, excavations shall be shored and braced by members of suitable size and arrangement. Shoring, bracing and sheeting shall be removed as excavations are backfilled in a manner to prevent injurious caving. Where directed by the Engineer, the sheeting shall be left in place in the backfill with proper bracing to provide lateral support. 2-3 Disposal of Unsuitable Materials If not otherwise designated in the plans, unsuitable materials shall be disposed of by the Contractor in areas provided by him, to the satisfaction of the Engineer and the local governing authority. 2-4 Disposal of Excess Useable Materials Excess useable materials shall be disposed of by the Con tractor in areas provided by the Owner and to the satisfaction of the Owner. The determination whether material is classified as useable or unsuitable shall depend upon the judgement of the Engineer. 2-5 Materials for Embankmen t All suitable material resulting from the excavation shall be used as much as practical during construction. Embankment shall not be constructed of material containing muck, stumps, roots, brush, vegetable matter, rubbish or other material that will not meet the compaction requirements. All material designated as undesirable shall be removed as provided above. Material placed over the areas of the project which are to be grassed, soded and mulched, or sodded shall be suitable for plant growth and free from appreciable quantities of hard clods, stiff clay, hardpan, gravel, brush, roots, refuse, or other deleterious materials and shall be of reasonably uniform quality. 2-6 Embankment Construction Embankment shall be constructed true to lines, grades, and cross sections shown in the plans or as ordered by the Engineer within the tolerances specified herein. 2-7 Backfilling of Pipework 2-7.1 General All fill and backfill shall be free from organic matter such as roots, stumps, trees, refuse, or other objectionable material. Except as specified otherwise, fill and backfill shall be placed in layers not more than 6 inches thick and each layer shall be compacted thoroughly and evenly. The moisture con tent of the fill material shall be such that proper compaction will be obtained. Back fill shall be not placed against concrete within seven days after it hos been poured and only when directed by the Engineer. 2-7.2 Back filling Trenches The initial backfill shall be carefully deposited on both sides of the pipe at the same time and thoroughly compacted around the barrel of the pipe until enough backfill has been placed to provide a cover of one foot above the bell of the pipe. The remainder of the trench shall be backfilled in well compacted one -foot layers. Except for trenches excavated in roads and streets, the backfill shall be placed and compacted to the density specified in Article 2-8.4, with approved mechanical tampers in six inch layers to the top of the trench. Water settling may be used where approved and shall be used where directed by the Engineer. The top material shall be used last and the surface of the trench restored to its original elevation. Under no condition is construction debris to be included with the backfill. Excavated material consisting of muck, mud, clay or other unsuitable material may not be utilized in the backfill. Where sheeting is withdrawn, all cavities remaining in or adjoining the trench shall be solidly filled and thoroughly compacted. Where sheeting is to remain in place, all cavities behind it shall be backfilled in the same manner as specified for trench backfill. No sheeting that has been driven below the pipe in vert may be removed. Before backfilling is completed all sheeting to remain shall be cut off at a line three feet below finish grade. 2-8 Compaction Requirements 2-8.1 Compaction of Embankments Each layer of the material used in the formation of the embankments shall be compacted to a density of at least 95 percent of the maximum density as determined by AASHTO T 180. Each layer shall be uniformly compacted, using equipment which will achieve the required density, and as compactive operations progress, each layer shall be shaped and manipulated as necessary to assure uniform density throughout the embankment. 2-8.2 Compaction of Subgrade The on -site subgrade in both cuts and fills shall be compacted to a density of at least 95 percent of the maximum density as determined by AASHTO T 180. The subgrade for paving operations within F.D. O. T. right-of-way shall be compacted to a density of at least 100 percent of the maximum density as determined by FM 1- T, Method D and shall be stabilized to provide an LBR value of 40. Subgrade stabilization for operations within F.D.O. T. right-of-way shall conform to the requirements of Sections 120, 200, 204, 230, 234, 285 and 914 of the "Florida Department of Transportation Standard Specifications for Road and Bridge Construction', January 2020 edition, for Type B stabilizing. It shall be the Contractor's responsibility to maintain the required density until the base or pavement, as applicable, is placed on the subgrade. A copy of the density test results shall be provided to the Engineer for approval prior to beginning base operations. 2-8.2.1 Compaction Test Requirements for Parking Areas Compaction tests shall be provided by the Contractor, at his expense, at intervals of no more than one density test per horizontal layer per 500 square yards of subgrade or three (3) tests minimum to verify density. 2- 8.2. 2 Compaction Test Requirements for Roadways Compaction tests shall be provided by the Contractor, at his expense, at intervals of no more than two hundred feet, staggered to the left, right, and on centerline to verify density. 2-8.3 Compaction of Grassed Areas For the upper six-inch layer of areas to be grassed, no specific density will be required under this Section and compaction shall be only to the extent directed. 2-8.4 Compaction for Pipes, Culverts, Etc. The backfill for trenches shall be compacted to a density of at least 95 percent of the maximum density as determined by AASHTO T 180 and in accordance with other sections of these specifications. Embankment over and around pipes and culverts shall be thoroughly compacted in a manner which will not place undue stress on the structures. 2-9 Final Dressing As a final grading operation, the surface of the earth work shall be shaped to conform to the lines, grades, and cross sections shown in the plans, or as directed, within the tolerances specified below. A tolerance of 0.1 foot above or below plan cross section will be allowed on the final earth work surface with the following exceptions: (1) The surface of shoulders and berms shall be shaped to within 0.1 foot of the plan cross section. (2) Earth work shall be shaped to match adjacent pavement, curb, sidewalk, structures, etc. (3) Ditch bottoms shall be shaped so that no water will be impounded. When dressing area adjacent to pavement, care shall be exercised to avoid possible damage to such pavements. 2-10 Inspection The Contractor shall be responsible for notifying the loco/ governing authority to arrange for inspections of the embankment and subgrade. The local governing authority shall be notified twenty-four (24) hours before the construction is ready for inspection. END OF SECTION SECTION 3 PAVEMENT BASE COURSE 3-1 Description The work specified in this Section consists of the construction of a pavement base course. The base course shall be constructed on a prepared subgrade and in a single course. The base course shall be constructed in accordance with these specifications and in conformity with the material, lines, grades, notes and typical cross sections shown in the plans. 3-2 Sand -Clay Base Course Sand -Clay material for use in the construction of Sand -Clay Base shall be a mixture of sand and clay, and shall be free of trash, foreign matter and other deleterious material. It shall not contain lumps or aggregate of such nature or in sufficient quantity to prevent the obtaining of a smooth surface, free from pits and pockets. It shall not contain particles of aggregate which will not pass a one -inch sieve. Sand -Clay Base Course shall conform to the requirements of Florida Department of Transportation SpecBooks Section 240 and Section 285 of the "2020 Florida Department of Transportation Standard Specifications for Road and Bridge Construction'', latest edition, except as may herein be modified. 3-2.1 Composition and Gradation The material passing the 10-mesh sieve shall meet the following requirements for composition, gradation, etc.: Percen t (of material passing the 10-Mesh Sieve) Clay material (smaller than 0.005 mm) Silt (material from, 0.005 to 0.05 mm) Combined Clay and silt 8 to 21 0 to 25 8 to 25 3-2.2 Bearing Value and Plasticity 3-2.2.1 Bearing Value The material shall have a Limerock Bearing Ratio Value of at least 75. 3-2.2.2 Plasticity The material shall meet the following requirements for plasticity (bused on tests made on the portion passing the No. 40 sieve): Liquid Limit - Not greater than 25. Plasticity Index - Not greater than 6. 3-2.3 Source of Material The area where sand -clay base material is obtained shall be approved by the Engineer. 3-2.4 Equipment for Placing Sand -Clay Base 3-2.4.1 Graders Blade graders shall be of the rubber- tired self-propelled type, of sufficien t size and weight to accomplish the desired results. 3-2.4.2 Rollers Pneumatic- tired rollers shall have a double row of wheels equipped with rubber tires so spaced that the tires on the front and rear rows together will cover the entire area over which the rollers travel. 3-2.5 Placing and Mixing San d - CI ay Base Materials For one -course construction, the placing and mixing of the base course materials shall be done as provided hereinafter for either Case 1 or Case 2. 3-2.5.1 Case 1: This covers the use of base course material consisting of natural sand -clay with which the mixture of additional sand or clay is not necessary. The material may be dumped directly on the subgrade but shall be uniformly distributed by approved methods. The loose thickness shall be as designated by the Engineer and shall be checked continuously by the Contractor to insure that the finished base will have the thickness and shape required by the typical section. The base course shall be thoroughly mixed for its full width and depth as shown in the plans. After the mixing is completed, the material shall be shaped to the required grade and cross section. 3-2.5.2 Case 2: This covers the use of base course material consisting of a mixture of two materials, both of which are to be hauled in. The materials shall be spread in successive layers on the road and mixed in place. The Engineer will determine the order in which the two materials shall be spread, as well as the depth of layers of each material. The dumping and spreading of the material, the mixing of the two materials and the shaping of the base shall be done as specified for Case 1. 3-2.6 Compaction The material shall have approximately the optimum moisture content and the proper loose consistency before being compacted. Wetting or drying will be required when the material does not have the proper moisture con tent to insure the required density. If the material is deficient in moisture, water shall be added and uniformly mixed -in by disking the base course to its full depth. if the material contains an excess of moisture, it shall be caused to dry before being compacted. Wetting or drying operations shall involve manipulation of the entire width and depth of the base as a unit. As soon as proper conditions of moisture are attained, the material shall be compacted to a density not less than 98 percent of the maximum density as determined by AASHTO T 180. In -place compaction tests to verify densities will be taken which represent an area no greater than 500 square yards in size. A minimum of three (3) tests shall be taken. A copy of the density tests shall be provided to the Engineer for approval prior to beginning paving operations. 3-3 Crushed Limestone Base Course The work specified in this Section consists of the construction of a base course composed of crushed limestone. The on -site base shall be constructed on a prepared subgrade and in a single course, and shall be constructed in accordance with these specifications and in conformity with the lines, grades, thickness, and cross-section shown in the plans. Limestone base for operations within F.D. 0. T. right-of-way shall conform to the requirements of Sections 230 and 911 of the "Florida Department of Transportation Standard Specifications for Road and Bridge Construction', January 2020 edition. 3-3.1 Gradation Requirements Gradation requirements specified herein shall apply to the completed base course. The aggregates shall have a maximum size of 1-inch and be graded continuously well within the limits specified in Table 1. Sieves shall conform to ASTM Ell. GRADATION Percentage by Weight Sieve Designation 1-inch 1/2-inch No. 4 No. 40 No. 200 OF A GGREGA TES Passing Square Mesh Sieve 100 40-70 20-50 5-25 0-10 NOTE: Particles having diameters less than 0.02 mm shall not be in excess of 3 percent by weight of the total sample tested. 3-3.2 Liquid Limit and Plasticity Index The liquid limit shall not exceed 35 and the material shall be non -plastic. 3-3.3 Limerock Bearing Ratio Limerock material shall have an average LBR value of not less than 100. 3-3.4 Stockpiling Materials Limestone shall be stockpiled on the cleared and leveled areas designated by the Engineer. The material shall be placed in such a manner so as to prevent segregation and allow for drainage of water. 3-3.5 Mixing of Materials The coarse and fine aggregates shall be mixed in a stationary plant, or in a traveling plant or bucket loader on an approved paved working area, and delivered as one mixture containing the fine and coarse aggregate. The supplier shall make such adjustments in mixing procedures or in equipment as may be directed to minimize segregation or degradation, and to ensure a satisfactory base course meeting all requirements of this specification. 3-3.6 Equipment The material shall be spread by mechanical rock spreaders, equipped with a device which strikes off the rock uniformly to the laying thickness and capable of producing an even distribution of the rock. 3-3.7 Spreading, Shaping, and Compacting 3-3.7.1 General The material shall be spread uniformly with equipment as specified above. Alt segregated areas of fine or coarse material shall be removed and replaced with properly graded rock. After the spreading is completed, the entire surface shall be scarified and then shaped so as to produce the required grade and cross section after compaction. 3- 3.7. 2 Moisture Content When the material does not have the proper moisture content to insure the required density, wetting or drying will be required. When water is added, it shall be uniformly mixed -in by disking to the full depth of the course which is to be compacted. Wetting or drying operations shall involve manipulation, as a unit, of theen tire width and depth of the course which is to be compacted. 3- 3.7. 3 Density Requirements The material shall be compacted to a density of not less than 98 percent of maximum density as determined AASHTO T 180 as soon as proper conditions of moisture are obtained. 3-3.7.4 Density Tests In -place compaction tests shall be provided by the Contractor, at his expense, to verify densities. Such compaction tests shall represent an area no greater than 500 square yards in size, or a minimum of three (3) tests over the site. A copy of the density tests shall be provided to the Engineer for approval prior to beginning paving operations. During final compacting operations, if bl adin g of any areas is necessary to obtain the true grade and cross section, the compacting operations for such areas shall be completed prior to making the density tests on the finished base. 3-4 Testing Surface The finished surface of the base course shall be checked with a 15-foot straightedge. All irregularities greater than 1/4 inch shall be corrected by scarifying and removing or adding base material as required, after which the entire area shall be recompacted as specified herein before. 3-5 Thickness Requirements The thickness of the base shall be measured at various points representing an area no greater than 500 square yards, or at a minimum of three (3) points over the site, through holes not less than three inches in diameter. Where the compacted base is deficient by more than 1/2 inch from the required thickness, the Contractor shall correct such areas by scarifying, adding material, and recompacting. The base shall be scarified and material added for a distance of 100 feet in each direction from the edge of the the deficient area. The affected area shall then be brought to the required state of compaction and to the required thickness and cross section. A copy of the base thickness tes tin gs results shall be provided to the Engineer for approval prior to beginning paving operations. 3-6 Maintenance The Contractor shall be responsible for assuring that the true crown and grade are maintained, with no rutting or other distortion, and that the base meets all other requirements of these specifications at the time of paving. END OF SECTION SECTION 4 ASPHALTIC CONCRETE PAVEMENT 4-1 Description The work specified in this Section consists of constructing asphaltic concrete pavement to a uniform grade and cross-section. The work shall be in accordance with these specifications and in conformity with the lines, grades, notes, and typical sections shown in the plans. 4-2 Materials 4 - 2.1 General The asphaltic concrete pavement type shall be as specified in the asphaltic concrete pavement section as shown in plan details. 4-2.2 Asphaltic Concrete Wearing Surface/Structural Course Type SP-9.5 and SP-12.5 Superpave Asphalt Concrete conforming to the requirements of Section 334 of the "The Florida Department of Transportation Standard Specifications for Road and Bridge Construction', January 2020. 4-2.3 Prime Coat The prime coat shall be cut -back Asphalt Grade RC-70 or RC-250 conforming to the requirements of Section 300 and Article 916-3 of the "Florida Department of Transportation Standard Specifications for Road and Bridge Construction'; January 2020 edition. 4-2.4 Tack Coat The tack coat shall be RA-500 conforming to the requirements of Article 916-2 or undiluted Emulsified Asphalt Grades RS-1 or RS-2 conforming to the requirements of Article 916-4 of the "Florida Department of Transportation Standard Specifications for Road and Bridge Construction'', January 2020. 4-3 General Construction Requirements The general construction requirements are as specified in Section 330, including the Provisions for Quality Control Plans and Quality Control Systems as specified in Article 6-8 of the "Florida Department of Transportation Standard Specifications for Road and Bridge Construction'', January 2020 edition. Superpave Asphalt Concrete pavement construction shall conform to Section 334 of the referenced specifications. C f cif) cif) cc O (f) UZ �Q O oc v� N O N O m m � O O Luc' U v � Q U O co � oob co M .q -� 12' coLi! Z CI) LOo Qwj z5 wzo ookR �UQti wa�� �O� N CC 4. C)N LU crl" "if] coocckz wOpoLu t� Q.)Engwo oc�Qv SHEET C4 SPECIFICATIONS OF 6