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HomeMy WebLinkAboutPLANS - COPY WRITTEN10.0' 26'± 8.0' 20.0' 4.0' \ t - - - - - - - - - - 1L ^ 1 2 2 OE OF PERIMETER BERM EL. 14.8 10.0' 5.0' SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS 26'± 1 2% r " 41 _EX_IS_TING G_R_ADE_ I- - - - - - - - - - - - - - - - - 1�- 6" COMPACTED SHELLROCK FBV 50 psi, 98% MAX PER 2' SOD AASHTo T-180. 12" STABILIZED SUBGRADE 98% MAXIMUM DENSITY PER AASHTO T-180. TYPICAL SECTION A -A STABILIZED SHELLROCK ACCESS WAY NOT TO SCALE 8.0' 12.0' 4.0' \ EXISTING GRADE 6" COMPACTED SHELLROCK FBV 50 psi, 98 1 is 1 2' SOD AASHTO T- 80. MAX PER 2 2 12" STABILIZED SUBGRADE OE OF PERIMETER BERM EL. 14.8 98% MAXIMUM DENSITY PER 5.0' AASHTO T-180. TYPICAL SECTION B-B SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS STABILIZED SHELLROCK ACCESS WAY NOT TO SCALE 4.0' 20.0' 4.0' If EL.20.8 ` 1 1 EL.21 EL. 20.6 20%16 �1 EXISTING GRADE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1� 4 / 6" COMPACTED ROCK FBV 50 psi, 98%MAX MAX PER AASHTO T-180. GRADE SWALE FROM 19.2 TO 18.4 12" STABILIZED SUBGRADE SEE PLAN VIEW 98% MAXIMUM DENSITY PER AASHTO T-180. SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS TYPICAL SECTION C-C STABILIZED SHELLROCK ACCESS WAY NOT TO SCALE 18'STALL 60.0' 24' ISLE - - - - - - - - - - - - - - - - - - - - - - - - - - - 4 GRADE SWALE FROM 19.2 TO 18.4 SEE PLAN VIEW SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS 18'STALL �,.' EXISTING GRADE- \ 6" COMPACTED SHELLROCK FBV 50 psi, 98% MAX PER AASHTO T-180. 12" STABILIZED SUBGRADE 98% MAXIMUM DENSITY PER AASHTO T-180. TYPICAL SECTION D-D STABILIZED SHELLROCK ACCESS WAY NOT TO SCALE 4.0' f EL.20.4 1r EXISTING GRADE ----------------- ------------ C.E. 17.4 1L 4 EL. 14.4 111 SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS 2 TYPICAL LAKE SECTION NOT TO SCALE PROPOSED 20' ACCI SPOIL DITI ACCESS EXPAND PARKING 70 PROPOSED 12' ACCI PROPOSEI 1.0 ACRES @ EXISTING P OUTFALL C \vim 70' x F.F.E. CULVERT LAKE CONNECTION CANTILEVER DETAIL N.T.S. 0 SCANNEC� BY St. Lucie County I? M M aw, ■ ■ W A� J d o M r o W C rC rC? �■ I� • � d Wmd tnO O°-°Q Im MY�N n w yC % N O M K 311" 4) W Co,o= -- t -- wfwA, W 2cd, cc C O > 0 LL N C Q L Q 0 15 dIL r 0.w ~ O�/�� LL rn W 0 ILL YI � EM Z ItLL � 00 M LL Wo C00 Q 0 ti O 5f LL o Qx Qx K d' � a N c w M col o a II LL N y E Q01 OI in Z J J J 4 Q LL ❑ z ❑ �+ z ❑ y r O N f%1 ❑ w 'o z p x O o a = > w Sr w E W E U) i rn L) z O � 3 � a y a i iY 6 c A a 4 v � � a E a m w K K � Q } m U C W M 4 N F Q 0 0 o 0 N � Z W%%%WW Z !nNOa UU w LL z J _0 W~ mzzQ } W U N O J 9 z NZ❑JNO ci L) ¢U1J¢W d Vi m002U LLLI 00�'❑Q O ~ ❑ o N O Q R LL 3 i C ,> M O J C J y au C ._ vv° O 0 J JOB No.: 2003-20 SHEET 02 OF 05 16, 61 MAINTENANCE BUILDING F.F.E. 24.50 4' 4' 16' 24' MIN. EL. 23.3 2% VARIES �— 1' ABOVE VARIES EL. 23.0 2% SWALE SEE PLAN — 4 MAX MIN. 20.4 4 MAX \ 1 6" COMPACTED SHELLROCK 1 1 8" COMPACTED SHELLROCK .� FBV 50 psi, 98% MAX PER 1 FBV 50 psi, 98% MAX PER --- -------------------EXISTING ------------ AASHTO T-180. 4 AASHTO T-180. GRADE —— — — — — —_ ------------- — — — — — — — — — — — — — — — — — — — EXISTING GRADE 12" STABILIZED SUBGRADE 98% MAXIMUM DENSITY PER 12" STABILIZED SUBGRADE SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS AASHTO T-180. 98% MAXIMUM DENSITY PER SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS AASHTO T-180. SECTION E-E NOTTOSCALE SECTION F-F NOT TO SCALE LEGEND: PROPOSED SHELLROCK SURFACE DIRECTION OF SURFACE DRAINAGE FLOW EXISTING ELEVATION x28.50 PROPOSED ELEVATION 30' 0' 30' 60' GRAPHIC SCALE 1"=60' I. c faA QJ M � O ■ ■ J y c a M 6 W _ V N L O z z ■` (A C � Nz 0 W fA 4) uj _ " z c m ui c r O> O ❑ z O ■� _ W L Q L O a. m IL W 0 d 0 N' zN U W A in W LL jMZiyLu Lu LL LL 0 ■� a c M W O O O ui ! + LL 1 0 a 0 ) S 3 0 N E u Q E a N z0 Lli f m m m Z W W W z ❑ O z ❑ H U U LL Y U m HJ ❑ Q ❑ QQ U O m W z ❑ x W a x > 0 1- a 0 z 0 0 'a z K 3 m 0 c y O w a g 5 W u a = z w c a o •„ `m J N N Y L U 0] E W i ] A 9 H F Q q a o C u e O j u N Z e x u u e n f ♦♦ O- ♦j —9 cv _ n ♦ir ui LU N `<1' T d r M L 04 ❑ • 1 O • r 4• V 2 �% ;0 Z LU ♦ IL i 0 i ZLu J �❑ j i 0 z 003am� z J i JQ U)u9 JOz QC)—�Jfq❑ mz a�W0 u) y 1Y o0zN90 W JOm'o4 N o O a L■ 0 L E co a CL c 0 0 =J aiL CL y■1 E y c C �� d i t�vd =a 0 W JOB No.: 2003-20 SHEET 03 OF 05 EL. 13.9 EL. 22.4 T.O.B. EL. 20.4 /6 17.4 1 52 LF 18" CMP @ 1.2010 DETENTION SWALE _ - 21_4 W.Q. ELEV. -------------------�-4 1 4 EL. 20.4 w 3" BLEEDER @ EL. 20.4 2 w SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS OUTDOOR AREA INV. EL. 14.5 DETENTION SWALE DETAIL NOT TO SCALE DESIGN TOP OF BANK )ESIGN CONTROL ELEV. ,K ELEV. 11.0 SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS TYPICAL AT LAND BRIDGE TYPICAL LAKE SECTION NOT TO SCALE 32.8' TYPICAL LAKE SECTION NOT TO SCALE 20' 2% TOP±20.4 - EL. 17.4 DESIGN CONTROL ELEV. LAKE v 4:1@:1 GRADE BREAK ELEV. 11.0 BOTTOM ELEV. 6.0 DESIGN TOP OF BANK )ESIGN CONTROL ELEV. I:4411IIIIATAIRI; SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS BOTTOM ELEV. 6.0 SECTION AT LAND BRIDGE NOT TO SCALE EL. 17.4 EL. 22.4 16' DET. I GRADING VARIES PER PLAN a LAKE T.O.B. EL. 20.4 I 1 1L EL. 20.4 BOTTOM DET. SWALE 6 4 AVERAGE NATURAL GROUND EL. 19.5± CONTROL EL. 17.4 SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS TYPICAL ISLAND SECTION NOT TO SCALE LEGEND: 30' 0' 30' 60' GRAPHIC SCALE 1"=60' v PROPOSED CHIMPANZEE ISLAND GRATE EL.=21.5 3" CIRCULAR BLEEDER INVERT 20.4 181, CMP OUTFALL PIP PIPE INV.=14.5 STRUCTURE BOT. EL. 13.0 FRONT VIEW TOP VIEW w ISLAND CONTROL STRUCTURE w TYPE ■■E■■ INLET (MODIFIED) H d ■ a J o M a 6 W ■ c o o N L O r z 1 ■ •— a M d Ir0 �Od[ w IM ' N O M o oc > co Q t 0 da cad •— d cq N U a Of W O) LL O _ L V 2 d f y Y/ �•jM.yL �LLMLLo a cLOU oC 0 � • . LL i o 3 0 N E N E I O Q Q U I Lu Q m 0] m Z W J W O 2 Q2 O O F U U LL Y vl N 4 O yVj W O f Q O> O C V a i i I i I c E E E N L) O c N a � W a 4 a a` a a N m W N C h Q O O z l���� i cv z ui Lo CIO v,•Ov z I Y � Z c a` LL �oQ O z > J Q N U y O Z QL) W?o�yo U li m Z Lu i/)� �02yfU W �0���¢ N Q O O L H a _O U. ,- i 6 ' 0 O m 0V i+� 0 3 C a �; d m _ •- C ■— .a m E O J JOB No.: 2003-20 SHEET 04 OF 05 EDGE OF DOME PATTERN SHALL ,-_ DETECTABLE s2 2I 35�I IBE IN -LINE WITH WARNING DIRECTION OF TRAVEL $qF - I I I I " b b�LO TRUNCATED DOME V^, SEE DETAIL rv_ INTEGRAL o _-0 O O O DOME O O O O PLAN VIEW DTRUNC TE DOME A ALL SIDEWALK CURB RAMPS SHALL HAVE DETECTABLE WARNING SURFACES THAT EXTEND THE FULL WIDTH OF THE RAMP AND IN THE DIRECTION OF TRAVEL 24 INCHES FROM THE BACK OF CURB CURB RAMP DETECTABLE WARNING 12'-0" 5'-0" 12'.0" EX. SHELLROCK ROAD 6" WHITE PAINT 6" WHITE PAINT STRIPD.C. ES 2 O .^�E LUE STRIPING FOOT INDE 17358 ALL H.Q,STALLS 'W HIGH HANDICAP EX. CONC. TYPICAL By CENTERED IN H NDI CAP STALL STALL.(W TE PAINT) I . HANDICAP STALL ' Y DETECTABLE WARNING CONSTRUCT WHEEL STOP N CONSTRUCT 6' WIDE SIDEWALK ---------------------------- EX. SIDEWALK CONCRETE HANDICAP STALLS, GRADE TO DRAIN, MAX. SLOPE ANY DIRECTION 2% NOTES: TOP PORTION OF FTP 25& 26 SHALL HAVE A REFLECTIVE BLUE BACKGROUND WITH WHITE REFLECTIVE SYMBOL AND BORDER. BOTTOM PORTION SHALL HAVE A REFLECTIVE WHITE PARKING BACKGROUND R WITH BLACK OPAQUE LEGEND AND BORDER. BY DISABLED FTP 25 & 26 IS FOR USE IN AREAS WHERE SPACE IS LIMITED. PERMIT ONLY HEIGHT SHALL BE 7 FEET MEASURED FROM THE GROUND OR SIDEWALK TO THE BOTTOM OF "PERMIT ONLY" SIGN OF 6 FEET TO THE BOTTOM OF "$250 FINE" SIGN. FTP-26 $250 FINE HANDICAP PARKING STALLS 1 /4"R -1/2" Pre -molded Expansion Joint Material EXPANSION JOINTS 1 /4"R T ( YP) y d/4 _J 7` d 3/16" Saw Cut Joint Maybe Substituted CONTRACTION JOINTS see plans for width 3,000 psi Class I Concrete Wit I No. 10 WWM Slope Per s Cross Sections 4" 2- •' Compact Subgrade to 95% NOTES: of the Maximum Density as Determined by AASHTO T-180 1. Provide expansion joints 25' center to center, at PC & PT of curves, junctions of existing & new sidewalks, and where sidewalk abuts curbs, driveways & similar structures. 2. Provide contraction joints 5' center to center. 3. Sod shall be placed below edge of sidewalk to allow drainage. TYPICAL SIDEWALK N.T.S. 518" Expansion Material Between All Asphalt 8 1 1/2" Deep Contraction Buildings and Structures 4" Deep Expansion Joint with Sealant Joint with Sealant Class I Cement Concrete Asphalt 1/2"� 1/2'1 Pavement W/Fiber Mesh p Slope Varies Added (3,500 psi) with Pavement/Slabs - (See Plan) _ Non-81ip Finish Sidewalk/Curbs 3/16" Saw Cut Joint 3116" Saw Cut J.gink " .. -` Maybe Substituted n INaybe Substitute 12" SUB GRADE COMPACTED TO 95% MAX. - ' DENSITY PER AASHTO T 180 METHOD _`. .a NOTES. 1. All materials and construction shall be in accordance with FDOT Specifications Sections 346 & 350. 2. All testing shall be In accordance with FOOT Specifications Section 34" for 28 day compressive strength 3,500 psi concrete. TYPICALCONCRETE PAVEMENT N.T.S. TOP VIEW EL.=19.60 BOTTOM EL =17.70 BOLTED 3" ON CENTER WI MASONRY BOLTS. 36" CMP i i01 I 101 I I I I I I I I I I I I I I I L-----J SIDE VIEW 42" L---------I FRONT VIEW CONTROL STRUCTURE #1 TYPE "Err INLET (MODIFIED) GRATE EL.-19.30 BOT. BAFFLE EL.=17.2 36" CMP PIPE INV.-14.0 STRUCTURE BOT. EL. 13.0 NOTES: EXISTING GROUND 1. BEDDING MATERIAL SHALL BE HAND PLACED IN 6" LIFTS AND SHALL CONSIST OF IN -SITU GRANULAR MATERIAL OR WASHED AND GRADED LIMEROCK 3/8"-7/8" SIZING, UNSUITABLE INSITU (' e MATERIALS SUCH AS MUCK, DEBRIS AND LARGER ROCK SHALL BE REMOVED. t.r , REMAINING BACKFILL 2. TH E PIPE SHALL FULLY SUPPORTED FOR I 6" MAX. SIZE A E LL S PP R ITS ENTIRE LENGTH WITH APPROPRIATE COMPACTION UNDER THE PIPE HAUNCHES. E { r` 3. THE PIPE SHALL BE PLACED IN A DRY TRENCH. V ' 4. BACKFILL SHALL BE DONE WITH APPROVED MATERIAL CLEAN AND Z - • 't FREE OF ROCKS, MUCK AND OTHER DELETERIOUS MATTER AND "•. TI, w, COMPACTED BENEATH THE HAUNCHES OF THE PIPE USING MECHANICAL 72" %'. 1� M GRANULAR BACKFILL TAMPERS TO 100%MAXIMUM DENSITY AS DETERMINED BY AASHTO T-99. � r _ 5. BACKFILL TO BE COMPACTED LONG HE SIDES MPA A T OF THE PIPE AND TO A POINT ONE FOOT ABOVE THE TOP OF THE PIPE TO 100°/< MAXIMUM DENSITY AS DETERMINED BY AASHTO T-99. pppp 6. A. WHERE PAVEMENT IS TO BE CONSTRUCTED OVER THE PIPE THE BEDDING MATERIAL REMAINING BACKFILL SHALL BE COMPACTED IN 6 INCH LAYERS AND li ;La COMPACTED TO 95% MAXIMUM DENSITY AS DETERMINED BY AASHTO T-180. a. WHERE "NO" PAVEMENT IS TO BE CONSTRUCTED OVER THE PIPE THE REMAINING FILL SHALL 8E COMPACTED IN 61NCH LAYERS TO A DENSITY 90% MAXIMUM DENSITY AS DETERMINED BY AASHTO T-180. 7. CONTRACTOR SHALL COMPLY WITH ALL STATE AND LOCAL TRENCH 4" MIN. SAFETY REGULATIONS TYPICAL TRENCH DETAIL N.T.S. RECOMMENDED TOE -IN NOTE* SILT FENCE SHALL BE INSTALLED PER MANUFATURER SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. SILT FENCE DETAIL Varies 15' Max. See Index No. 201, Sh. 4 & 5 For Reinf. Mod. For Depths ITTo 15' 5f r Grate -'f c�- -� p 2" Cl. { Eye Bolts See Index 201 U N #4 Bars @ 12" Ctrs. SECTION TYPE E INLET Recommended Maximum Pipe Size: 3'-0" Wall-24" Pipe 4' 6" Wall-42" Pipe PLAN 3--4:, EROSION AND SEDIMENTATION CONTROL NOTES Construction activities can result in the generation of significant amounts of pollutants which may reach surface or ground waters. Ono of the primary pollutants of surface waters is sediment due to erosion. Excessive quantities of sediment which reach water bodies of floodplains have been shown to adversely Transported sediment can obstruct stream affect their physical, biological and chemical properties. channels, reduce hydraulic capacity of water bodies of floodplains, reduce the design capacity of culverts and other works, and eliminate benthic invertebrates and fish spawning substrates by siltation. Excessive suspended sediments reduce light penetration and therefore, reduce primary productivity. MINIMUM STANDARDS 1. Sediment basin and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any land -distributing activity and shall be made functional before unslope land disturbance takes place. 2. All sediment control measures are to be adjusted to meet field conditions at the time of construction and be constructed prior to any grading or disturbance of existing surface material on balance of site. Perimeter sediment barriers shall be constructed to prevent sediment or trash from flowing orfloating on to adjacent properties. 3. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade but will remain undisturbed for longer than 30 days. Permanent stabilization shall be applied to areas that are to be left undisturbed for more than one year. 4. During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The applicant is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the project site. 5. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieved that, in the opinion of the Reviewer, is uniform, mature enough to survive and will inhibit erosion. 6. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation. 7. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres shall be controlled by a sediment basin. The sediment basin shall be designed and constructed to accommodate the anticipated sediment loading from the land -disturbing activity. The outtall device or system design shall take into account the total drainage area flowing through the disturbed area to be served by the basin. 8. After any significant rainfall, sediment control structures will be inspected for integrity. Any damaged devices shall be corrected immediately. 9. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume or slope drain structure. 10. Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 11. Sediment will be prevented from entering any storm drain system, ditch or channel. All storm sewer inlets that are made operable during construction shall be protected so that sediment -laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. 12. Before temporary or newly constructed stormwater conveyance channels are made operational, adequate outlet protection and any required temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel. 13. When work in a live watercourse is performed, precautions shall be taken to minimize encroachment, control sediment transport and stabilize the work area to the greatest extent possible during construction. Nonerodible material shall be used for the construction of causeways and cofferdams. Earthen fill may be used for these structures if armored by nonerodible cover materials. 14. When a live watercourse must be crossed by construction vehicles, a temporary stream crossing constructed of nonerodible material shall be provided. 1 h watercourse shall be stabilized immediate) after work in the watercourse is 5 The bed and banks of a w y completed. 16. Periodic inspection and maintenance of all sediment control structures must be provided to ensure intended ur purpose is accomplished. The Developer, owner and/or contractor shall be continual) a m l P P p P: Y responsible for all sediment leaving the property. Sediment control measures shall be in working condition at the end of each working day. 17. Underground utility lines shall be installed in accordance with the following standards in addition to other applicable criteria: A. No more than 500 linear feet of trench may be opened at one time. B. Excavated material shall be placed on the uphill side of trenches. C. Effluent from dewatering operations shall be filtered or passed through an approved sediment trapping device, or both, and discharged in a manner that does not adversely affect flowing streams or off -site property. D. Restabilization shall be accomplished in accordance with these regulations. 18. Where construction vehicle access routes intersect paved public roads, provisions shall be made to minimize the transport of sediment by tracking onto the paved surface, where sediment is transported onto a public road surface with curbs and gutters, the road shall be cleaned thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner.This p 9 Y provision shall apply to individual subdivision lots as well as to larger land -distributing activities. I 19. All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary measures are no longer needed, in the opinion of the Reviewer. Disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. 20. Properties and waterways downstream from construction site shall be protected from sediment disposition and erosion. 21. Phased projects should be cleared in conjunction with construction of each phase. 22. Erosion control design and construction shall follow the requirements in Index Nos. 101, 102 and 103 of FOOT Roadway and Traffic Design Standards. 23. The Reviewer may approve modifications or alter plans to these erosion control criteria due to site specific conditions. Crum 1 Unl 1 MUL A I MI I URC) ENGINEER OF RECORD INSPECTION REQUIREMENTS F.B.V. DENSITY L.B.R. THICKNESS MAX. SPACING MAX. SPACING MAX. SPACING MAX. SPACING LINEAR SQUARE LINEAR SQUARE LINEAR SQUARE LINEAR SQUARE FEET FEET FEET FEET FEET FEET FEET FEET COMPACTED OR 200 5,000 200 5,000 200 5,000 300 10,000 STABILIZED GRADE ROCK BASE ---- ---- 300 10,000 300 10,10 300 10,000 SHELL ROCK ---- ---- 300 10,000 ---- ---- 300 10,000 --- ---- --- ---- ---- PER PERINSP. ASPHALT INSP. ALL TESTING SHALL BETAKEN IN A STAGGERED SAMPLING PATTERN FROM A POINT 12" INSIDE THE LEFT EDGE OF THE ITEM TESTED, TO THE CENTER, TO A POINT INSIDE OF THE RIGHT EDGE Technical Specifications The Center for Captive Chimpanzee Care 1. Clearing and Grubbing: Clearing and grubbing shall be performed within the limits of the project work in accordance with Section 110, Florida Department of Transportation (FDOT) Specifications. This item shall include but is not removal and legal disposal of all trees limited to, the complete g p brush, stumps, roots, grass, weeds, rubbish and other undesirable material to a depth of 18 inches below natural ground or proposed finished grade, whichever is lower. The areas to be cleared generally consist of that area on the plans designated as the project area and consists of about 14.6 acres. All areas immediately adjacent to the clearing operation shall be protected by the installation of temporary silt barriers in accordance with the requirements of the South Florida Water Management District (SFWMD), Further erosion control shall be accomplished by seeding and mulching all disturbed areas as soon as they are at final grade, per the specifications for seeding and mulching, Section 3 below. All material shall be removed from the site and shall be disposed of in accordance with all local, state and federal requirements. Material may be burned, upon Contractor receiving all necessary burn permits. Any unburned debris shall be disposed of as specified above. 2. Earthwork and Grading: All earthwork and grading shall be performed as required to achieve the final grades, typical sections and elevations shown on the plans. In all other respects, materials and construction methods for earthwork, embankment, excavation and grading shall conform to the requirements of FOOT Specifications, Section 120. Any plastic or otherwise undesirable material within 36 inches of finished road grade shall be removed and replaced with suitable material. The contractor shall separate topsoil from the rest of the backfill material and shall place the topsoil as the last lift on the island to aid in the good grass cover after seeding and mulching. a e establishment of a 9 9 9 9 3. Roadways: Roadways shall be stabilized and finished with a course of shellrock as detailed on the drawings. Subgrade and shellrock specifications shall be as specified below. A. Shellrock: Cemented coquina (shellrock) base material shall be compacted to 98% of maximum density per AASHTO T-180. All lime rock shall meet the minimum requirements of FOOT Section 915. B. Sub -grade: Sub -grade shall be compacted to 98% of maximum density per AASHTO T-180, and stabilized to a minimum FBV of 50psi. Sub -grade shall be thoroughly rolled with a pneumatic tired roller prior to scheduling any sub -grade inspection. C. Sod: A two -foot wide strip of bahia sod shall be placed along the edge of the constructed roadways to aid in prevention of erosion and soil stability. Sod shall be placed in conformance to FOOT Section 570, 575 and 981. D. Seed , Fertilize and Mulch: All disturbed areas shall be stabilized with seed, fertilizer and mulch upon completion and acceptance by Engineer of final grading. Seed, fertilizer and mulch shall be in conformance to FOOT Sections 570, 575 and 981. The Contractor is responsible for establishing a stand of grass sufficient to prevent erosion and to allow removal of the temporary silt fences. The seed mixture shall be 40% millet and 60% bahia. E. Testing: The Contractor shall secure the services of an approved independent testing laboratory to conduct all required testing on sub -grade, base and concrete. Locations required for these tests shall be as determined by the Engineer during the progress of work. Should any tests fail, contractor shall at his own expense, repair the deficiencies and retest the work until compliance with the specifications is demonstrated. 4. Drainage Improvements: All labor, materials and construction methods shall be in conformance to the minimum engineering and construction standards of St. Lucie County and FOOT Specifications. Trench excavation and back-fillingshall meet or exceed the requirements of FD T o operations dO P Specifications, Section 125, The Contractor shall provide the necessary back -fill compaction testing p P rY P 9 required to demonstrate compliance q p ante with this section. The pipe trench shall be dry when pipe is laid and the pipe shall be bedded per the details and per FOOT specifications. The Contractor shall comply with Chapter 90-96, Laws of Florida, which requires the Contractor performing trench excavations over five feet in depth comply with all applicable trench safety standards and shoring requirements as set forth in the Occupational Safety and Health Administration's (OSHA) excavation and safety standards, 29 C.F.R. 19926.650, Sub -part P and incorporated as the State of Florida standard, as revised and/or updated. The cost of compliance with this requirement shall be included as a separate line item on the Contractor's bid. Otherwise, Contractor certifies that the cost of compliance is included in the unit cost of all items of work to which this requirement applies. A. Corrugated Metal Pie (CMP): All MP shall b aluminum alloy, round helical -wound C e e uu 9 P ( ) Y�%� corrugated pipe conforming to AASHTO-M 196-74 and FOOT Section 945. Pipe ends atjoily6I s#all tl be reformed to annular corrugations for the complete band width. All joints shall be soil- 9 Atl•�•••• connecting bands shall be corrugated annular coupling bands. A Neoprene gasket of Masi 7 inches wide by 3/8 inch thick shall be used for all pipes of 36-inch diameter and smalls" tgel- pipe sizes require gaskets of at least 10-1/2 inches in width. All CMP shall be insta1I;J i�xil&rn lengths to reduce the number of joints. vv� .W a u o B. E-Inlets/Control Structures: Pre -cast catch basins shall meet the requirements of ASrGI•• Z Specifications C-478 and 64T and FOOT Specifications, Section 425. Concrete for catch �Ilshall... have a minimum compressive strength of 4,000psi at 28 days. All grates shall be valley gutt�e(gy41 cast iron, traffic bearing design. ,111II C. Trench Backfill shall be as shown in the Drainage Details. In addition, testing under paved areas shall be as follows: One test location midway between structures and one test location adjacent to each structure. Engineer may request additional locations. Testing in each location shall begin in the first foot above the culvert with tests every two feet to within two feet of the sub -grade. Density shall be to 100 percent of maximum as determined by AASHTO T-99. D. Concrete Pavement: Concrete slabs shall be constructed in conformance to the requirements of FOOT Section 350, over 12" subgrade that is compacted to a density of 95% of maximum per AASHTO T-180 and stabilized to a minimum 50 FBV. The concrete shall have a minimum unconfined compressive strength of 3,000 psi at 28 days. Please see plan for contraction and expansion joint locations. Sub -grade shall be moistened at the time concrete is placed to insure a uniformly damp surface. Ready -mix concrete shall have a slump of between 2 and 4 inches. No water shall be added to increase workability. Test cylinders shall be made for the strength testing of each batch of concrete for 7 and 28 day testing. ENGINEER OF RECORD INSPECTION REQUIREMENTS CONTRACTOR TO CALL CONTRACT ENGINEER OF RECORD 48 HOURS ADVANCE FOR FOLLOWING INSPECTIONS: 1. PRECONSTRUCTION MEETING 2. DRAINAGE PIPE (UNCOVERED) 3. PAVEMENT SUBGRADE 4. PAVEMENT BASE 5. FINAL CALL 48 HOURS BEFORE YOU DIG IN FLORIDA 1-800-432-4770 IT'S THE LAW! SUNSHINE STATE ONE CALL Nix OF FLORIDA, INC. H d M L/�� �� o to 6 W - C C N= O Z d d •� IL m d to F- Cg) q w >.N O M °_ W H a) = =_ ITV O > 0 W a t ¢ r 0 N uj N U L Oy�� T 01 W Of W go ELM E: Q 3 go C 'o+ I � m N � m E i z L Q m m I1y�1I Jo m Z J J ❑ Z ❑ Z ❑ F U U W Y W N N ❑ �e3a Q WW O O W p x a O a x > c E E to ci Z O c y a LU a 4 v a` v a v N C m N Q o � O z lot* rt. � c� N �• LL In CO ❑ Z 4 a ix 0 W LL Z LU _O nzzQ > Cy 0In _J~ J W U N O Z N � Z o J y o W _J rn �0Z V) U W J OM I n Q o In O Q 0 0 L _ CL o = Uwd, V M�v W Qi �N2�Oa J r� Z y Mm CLIN y.i d L ,E /V1 J I- JOB No.: 21003-20 SHEET 05 OF 05 S89'04'14"E 1256.53' 38.04 Acres (Future Dev< " 1 Future Land Use: AG-5 (, N J O Ln N 0 0 0 BUS I PARKING 6:1 min. Access to Top of Berm Proposed Accessway Existing Administration and Proposed Parking h (See Detail C, Sht 2) Z _6 V � v U�II Z II Proposed Lake I b Existing Drainage Ouffall I` �QU Proposed Ta o Maintenance Building a to nq (See Detail A, Sht 2) W W Perimeter Berm (See Section B, Sht 2) I -1 du15 ac.) 600 S.F. Research Cottages ❑ OO \ 312' Lake 3.0 AC. 1 6, 000 S. F. MUSEUM 6,000 S.F. PUBLIC EDUCATION FACILITY Future Land Use: AG-5 (Agricultural-1 du/5 ac.) Existing Zoning: AG-5 Existing Use: Citrus Grove Existing Water Treatment Facility (See Detail D, sheet 2 / - - 1 ✓ Existing 50' R.O 1.21' .W. Goldsmith Road 789`19751"E 2527.27' Acrn"w.y Proposed 6 high HC Parking 1-sroar )arbed-wire CARETAKER'S - - - - - - curity fence RESIDENCE Proposed \ Stabilized \ / \ \ _-' (ZNACWA SS) Parking ,r Tm,ywNai st. Chimpan P� / I o w„• \ P,n - - �troduction U `wEIAwow -/ / j 111 I � \ omRmw ' CONCRETE PAD ll I \ 1 "` / Existing Lake rmp Housing 1 j POD 1 I DDIDAORAREA I I \ /- :. \ TW w_J I POD 2 I Proposed Stabilized ) I I I I I I I ou17ACWS) On6W Sxab O,Noh \ I (?]ACRES) rass Parking \ \ \ / II i I POD 12 II I Existing Lake l,°ACRES" II POD 4 I I I - - - - - I \ \ i OUTOCORAREA L •• \ \ \ \ �� POD 3 I I (26ACRE5) /I ' \ 1 OUTO°ORAR ` I Q.2ACRESi POD 11 (I a, Pop� 1 'b \ 12 Ig security Dra/nriNtl 4I I wall with 5' cantilever r t • extended (xistin ChimHousin See Detail B. Sht 2 \ nto lake.\\ I I 2276.96'. POD 5 III I� POD 6 O� OUrDRASEA (ZSACRES) W\I 1\ \\ -- POD 10 JI I 100' � 1 - - TYP r16A°RE6;E" I I �\ _ - - - - - - --- --- -\ // - \ / ' \ \ � Existing Lake I \T•\ \ \\ OUTDOOR AREA �. I / \ 11 , •� , � I - Existing Stabilized \. \ \ \� POD 7 I POD 8 Accessway OUT°OORAREA POD 9 t \ / , \ I / I Chimp Housing M6ACRES) \ \ , � _ _ I / / / OUTOOORAREA I (Typical) - \ / \ = / �� r •� I II\ R.]ACRES) I.I \ Lake ---- �\ / rw w.•r 1I o EL=17.4 _ 6:1 min. Access to Top of Berm S89°2818"E 2522.30' Future Land Use: AG-5 (Agricultural-1 du/5 ac.) Existing Zoning: AG-5 Existing Use: Citrus Grove Land Use Legend -Stabilized "Shellrock" Accessways and Parking -Existing Drainfield -Lake Area MIN'SE(ga� $1DEg f. Proposed Lake F Addition (2.25 Ac) CNR51D Proposed Chimp FFAR Island (2.04 Ac) ZNS' Proposed Chimp Building TECH. (2,318 St. Typ.) 30' Perimeter Road 6' high barbed-wire security fence SavcTh Mips.., :: Site Data Total Site Area (Parcel 1 & 2): 190.66 Ac. Existing Land Use: AG-5 Agricultural- 1 du/5 ac. Zoning: AG-5 Current Use: Agricultural Setbacks: Front 50' Rear 30' Side 20' Side Corner 30' Note: All Setbacks based off of Property Lines Maximum Height (allowed by AG-5): 89 Maximum Building Coverage: 10% Parcel 1 - Area Calculations ( > Total Site Area: 152.62 Ac. > Impervious Area: 43A7 Ae. (28%) 43.44 Aa (281-) > Total Buildings/Concrete/Sidewalks: 125 Ao: 122 Aa Existing Buildings/Concrete/Sidewalks: 0.95 Aa > Proposed Buildings/Concrete/Sidewalks: 030 Ae 027 At > Total Stabilized Accessways and Parking (shell rock): 5.58 Aa Existing Stabilized Accessways and Parking (shell rock.. 147 At > Proposed Stabilized Accessways and Parking (shell rock}. 2-11 Aa Total Lake (water surface): 36.64 Ac. Existing Lake (water surface}. 33.39 Aa ' Proposed Lake (water surface}. 325 Aa Pervious Area: Open Space 109.15 Aa (nq) 109.18 Ac. (nq) 18918 Ac. 109.18 Ac. Parcel 2 - Future Ancillary Site Area Calculations \\� Total Site Area: 38.04 Ac. 6:1 min. Access to Top of Berm Impervious Area: 5.07 Ac. (137) Accessways/Parking 1.71 Aa Buildings: 0.36 Aa Lake (water surface. 3.0 Ac. oPervious Area: 3297 Ac. (87q) h Open Space 32.97 Aa Q� h 3 � � C o .?r w r�WW �- 6' high barbed-wire security fence General Notes 1. All building, parking and access areas shall document compliance with the requirements of the American Disabilities Act prior to the issuance of a building permit. 2. Fire protection to be provided in accordance with minimum governing requirements. 3. Security lights to be provided on individual buildings. 4. Landscaping on North berm to be field adjusted to allow views from future education facility to Parcel 1. 5. Temporary irrigation provided for establishment of xeriscape landscaping. 6. St. Lucie County storm water permit is required per section 7.07.04 of the S.L.C. Land Development Code. 7. The required permit for all septic systems and drain fields will be obtained from the Health Department, as applicable. 8. Prior to approval of a Notice of Vegetation Removal Permit for Parcel 2, a landscape plan shall be submitted to the Environmental Resources Department. The Northwest 114 of Section 25, Township 35 South, Range 38 East in St. Lucie County, Florida. Less and except that part thereof owned in fee simple by any party for roads, canals, ditches, drainage and water management purposes. Together with: That plat filed May, 2002 known as Header Ranches Subdivision, as recorded in Plat Book 40, Page 38 of the Public Records of St. Lucie County, Florida. rEat VN OA ONO L 1Ua o & associates 701 E Ocean Blvd., stuaM Fbrida 34994 (772) 220-2100, Fax (772) 223-0220 100 Avenue A Suite 2A, Fort Pierce, Florida 34950 (772) 467-1301, Fax (772) 467-1303 827 North Thornton Avenue, Orlando, Ronda 32803 (407) 898-9521, Fax (407) 898-9768 Key / Location: Orange Avenue, S.R. 68 a o to K � ® yj vi v �c e CJ ~ N 10 S.R. Subject Site TWP: 35S Range: 38E Section: 25 Project Team: Proiect Name: save The CrrrM Inc Locatim 301[10 Header Canal Road Ft Pierce, Florida 34945 Owner: Save The Chines, Inc. P.O. Box 12220 Fort Pierce, FL 34979 (772) 429-M FAX (772) 460-0720 Plemer/Larxiscape Architect Lucido & Associates 701 E Ocean BNd Sdmrt, FL 34994 (772) 220-2100 FAX (772) 223-M Engineer: Rudd Jonse PE & Associates, PA 512 SW St Lucie Cresent Stuart, FL 34994 (772) 221-8600 Surveyor: crrlatian Fenex, Proresslonal Surveyor and Mapper 1657 South Dixie Highway Stuart, FL 34994 (772)283-2977 FAX (772)283-2979 Save The Chimps, Inc. Site and Landscape Plan St. Lucie County Date By Description 8.20.10 SAW Revised Site Plan Submittal 11.10.10 Revised Site Plan 1.17.12. Revised Proposed Maint. Bldg. __ (coo rInfnil A ch4 91 SCALE: 1" = 200' 0 100 200 M k 400 REG. # 1018 Thomas P. Lucido Designer SAW Sheet Manager MC Project Number 05-030.01 1 of 2 Municipal Number -- Computer File 05-030 Chimps Site Plan Admin Amend-2-1., © Copyright Lucido & Associates. These documents and their contents are the property of Lucido & Associates. Any reproductions, revisions, modifications or use of these documents without the express written consent of Lucido & Associates is prohibited by law. Proposel I MI 10 N ' / 7intenanc Buildi c 70' 0 77.5' 27s"ss` use Conc. Sidewalk And Apron (1,636 sf.) o i ie Prop. Bldg. Di ensions From 701x 1459 To 70x 100' Detail A Scale: 1r=60' \ o�. Swale m Chimp Housing (2,318 sf. Typical) Access oy c►,ou p,,,.l.l Detail B Scale: 1n=40' VARIES EXISTING DITCH / I� / 10' 40' _J1 40' h` TOP EL -MO WAX MYRTLE PINE BAH IA SOD EXISTING GRADE PERIMETER SECTION A NORTH BOUNDARY NOT TO SCALE 20' TOP EL-32.0 4►" `-WAX MYRTLE PINE Q BAHIA SOD' ®o 0 \ EXISTING GRADE ELEV.=20.0t PERIMETER SECTION B WEST BOUNDARY NOT TO SCALE Typical 100' Xeriscape Landscape Section (North and West Berm) xisting Caretaker's Security Fence Residence Exi I Admi 'str tion Tra' er isting Drainfield 21 -' isting Berm Exit ting 10' 40' VARIES \ EXISTING DITCH New Underground an x Existing Pump / Treatments ❑ J1 ItoI — O sure Goldsmith Road Perimeter Berm Existing Pole w/ Rack Mounted Meter & Panel —29.5'�� T�o 2.9 New 8'Wx2O'Lx8'Ht. Steel Container for Generator Detail D Scale: 1n=60' (47) 100' sections required MYC 5 PE 5 Property Line —� 0 0 Proposed Levee 0 Top of Berm Proposed Levee 30' Perimeter Road I_E 100' PERIMETER BERM (North & West) PLANT LIST: TREES AND PALMS Keyl ICommon Name lBotanical Name Soeciflcations PE 1 235 1 SLASH PINE I Pin=x elliottii 8' ht. x 3' sprd., 1.5" cal. min. SHRUBS AND GROUND COVER My C 235 MYRICA CERIFERA Wax myrtle 24"ht. x 24" sprd., full 3 gal., As Shown Note: E6,uivalent native plant species, c[uantities and specifications may be approved by the 5t. Lucie County Environmental Resources Department prior to installation. V � V lu v o & associates 701 E Ocean Blvd., Stuart, Florida 349DA (772) 220-2100, Fax (772) 223-0220 100 Avenue A Suite 2A, Fort Pierce, Florida 34950 (772) 467-1301, Fax (772) 467-1303 827 North Thornton Avenue, Orlando, Florida 32803 (407) 898-9521, Fax (407) 898-9768 Key / Location: Orange Avenue, S.R. 68 o � i • vi to a cc ; 0 t o r0 C,oldsmlfh Rd Midway Rd, S.R. 712 10 S R Subject Site TWP: 35S Range: 38E Section: 25 Project Team: Project Name: Save The Chirps, Inc. Location: 3000 Header Carrel Road Ft Piroe, Florida 34945 Save The Cldrnps, Inc. P.O. Box 12220 Fart Pierce, FL 34979 (772) 42944M ay_���M� �M� 1F.AAX VM 4460-0772-0 rIN.� Architect Luado & ASBOCIates 701 E Ocean Blvd Stint FL 34994 (779.1220-2100 FAX W2) 223 0220 Engheer: Rudd Jones, RE. & Associate, PA 512 SW St Lucie Cre W Stuart, FL 34994 W2) 221-6609 Surveyor, Clristian Ferrer, Professional Surveyor and Mapper 1657 Sotto Dixie Highway SW FIL 34994 2)283-2977 FAX W2)283-2979 Save The Chimps, Inc. Site and Landscape Plan St. Lucie County Date By Description 8.20.10 SAW Revised Site Plan Submittal 11.10.10 Revised Site Plan 1.17.12 Revised Proposed Maint. Bldg. (See Detail A, This Sht) SCALE: 1" _ • 0 REG. # 1018 Thomas P. Lucido Designer SAW Sheet Manager MC Project Number 05-030.01 2 of 2 Municipal Number --- Computer File 05-030 Chimps Site Plan Admin Amend_2_1.1 Detail C Scale: 1"=40' © Copyright Lucido & Associates. These documents and their contents are the property of Lucido & Associates. Any reproductions, revisions, modifications or use of these documents without the express written consent of Lucido & Associates is prohibited by law. 10.0' 26't 8.0' 20.0' 4.0' 4 1 EXISTING GRADE , 6" COMPACTED SHELLROCK 1 in I 1 2' SOD FBV 50 psi, 96 % MAX PER L AASHTO T-180. 2 2 12" STABILIZED SUBGRADE OE OF PERIMETER BERM EL. 14.8 98% MAXIMUM DENSITY PER AASHTO T-160. 5.0' SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS TYPICAL SECTION A -A STABILIZED SHELLROCK ACCESS WAY NOT TO SCALE 10.0' - _ 26't 8.0' 12.0' 4.0' GI gn d _ _. I` PI 91 a �- _ - - EXISTING GRADE - 6" COMPACTED SHELLROCK 1 in I 1 2' SOD T- FBV 50 98MAX PER -1 AASHTO T-180. 2 2 12" STABILIZED SUBGRADE OE OF PERIMETER BERM EL. 14.8 98% MAXIMUM DENSITY PER 5.0' AASHTO T-180. - TYPICAL SECTION B-B SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS STABILIZED SHELLROCK ACCESS WAY NOT TO SCALE 4.0' 20.0' 4.0' EL. 21.2 EL,20.6 ___- EL.21.3 _ EL. 2 0 1 4 �.ns,u . - 4 -1 EXISTING GRADE - - - - - - - - - - - - - - 1L 4 -. 6" COMPACTED SHELLROCK FBV 50 psi, 98% MAX PER AASHTO T-180. GRADE SWALE FROM 19.2 TO 18.4 12" BTABILIZED SUBGRADE SEE PLAN VIEW 98% MAXIMUM DENSITY PER AASHTO T-180. SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS TYPICAL SECTION $-, STABILIZED SHELLROCK ACCESS WAY NOT TO SCALE 60.0' 18' STALL 24' ISLE 18' STALL 1 4 r 4 1 EXISTING GRADE 1L 1r 6" COMPACTED SHELLROCK 4 FBV 50 psi, 98% MAX PER AASHTO T-180. GRADE SWALE FROM 19.2 TO 18.4 SEE PLAN VIEW 12" STABILIZED SUBGRADE SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS 98% MAXIMUM DENSITY PER AASHTO T-180. TYPICAL SECTION D-D STABILIZED SHELLROCK ACCESS WAY NOT TO SCALE ---I 4.0 EL 20.4 �� _ _ _ _ _ EXISTING GRADE -------------- ---------------- - - - - C.E. 17.4 1L_ 4 EL. 14.4 PROPC 20' SPOII ACI EXPA PARKI PROPO 12' i PROP 1.0 ACRI EXISTI OUTH MAINTEI F 90 SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS 1 2 r , TYPICAL LAKE SECTION NOT TO SCALE R- CANTILEVEER' 1 2 CULVERT LAKE CONNECTION CANTILEVER DETAIL N.T.S. M■ i N o 47 M W QZO C C N L Z O It 0 m GO- M IN T _ O ^ M au W Qi .N rn y c ui a \V O > 0 w 0 ■� C dataW O LL � ui 1-0 0) rn u yM2E W _ i co 04 ° 0 `O5 a O 3F O 'G a II N E m m m °w Z J J J ii ° ; w f7 U Ij N H Wi ° w z K p w O ° O _ > E z zp. a. a n, m N d KQ K } m W o° a zz a G a O °aZ� } Q J ULL NZ�-jNc aul 1<z to m0ZZN9uj O w -JF-Wn in > N oa 07 'a O 0 > NINE O >1 M O V mi A\ 42) 4) lum 4w i J ar d, c ■IM > v� 4 w 0 J JOB No.: 2003-20 SHEET 02 OF 05 _ 18' _ 60.01 MAINTENANCE BUILDING WWII 4 MAX SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS xAs*To7'/ou SECTION E~E NOT roS6xLc 24'yN|N. VARIES VARIES EL. 23.0 2% ' ~~".~ SEE PLAN — / 4 MAX 6" COMPACTED nocLLnoox 1 — pevaopsi, 00%MAX PER »xoxToT'1o^. —___________---------- ___________ EXISTING GRADE \ �12"nrxa/ocou000nAos onxMAXIMUM DENSITY PER SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS xAax7o/'/v^. 4' 16' SECTION F^F NOT loSCALE PR0P08FD8MELLR0CKSURFACE --i DIRECTION 0FSURFACE DRAINAGE FLOW EXISTING ELEVATION 028.50 PROPOSED ELEVATION iq In m "Ism IV 41010 IP OWN IMIN. jr, A ON kii wr 77 -461 119.20 DITCH OR POSED STABILIZE IQ Ali ACCESS W 200 GAL DOSING ELEVAT Force liP 4 WIT NY, DIRT 0 Ri tilt Tt Zz I Fri eu Ti q 15 Pi 30, 0' 30' 00' GRAPHIC SCALE 1"1D(/ o LL im in IIII iiiiii c III JOB No.: 2003-20 SHEET 100 26*± 8.01 20.0' 4.0' 2% 4 -------------- -- --- EXISTING GRADE 6" COMPACTED SHELLROCK FRV 50 psi 98% MAX PER Z SOD AASHTO T 116. 2 2 12" STABILIZED SUaGRADE 14-8 93% MAXIMUM DENSITY PER OE OF PERIMETER GERM AAS:HTO T-180. 5.0. 1 TYPICAL SECTION A -A SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS STABILIZED SHELLROCK ACCESS W Y NOT TO SCALE 10.01 261i 8.01 12.W 4.0' — — — — — — — — --- — — — — — 4 — — — — — — — — — — — — — — — EXISTING GRADE — — — — — — — — — — — - 6" COMP TED SHELLROCK N FBV 50 PSI, 98% MAX PER AASHTO 7-180. 2 2 12" STABILIZED SUBGRADIF OE OF PERIMETER BERM EL. 14.8 99% MAXIMUM DENSITY PER AASHTOT-180. TYPICAL SECTION B-B SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS STABILIZED SHELLROCK ACCESS W y NOT TO SCALE 4.0' 20.0' Co. EL 20.8 EL. 20.6 2% 4 EXISTING GIU DE — ----------------- 4 S" COMPACTED SHELLROCK FSV 50 psi, 98% MAX PER AASHTO 17480. GRADE SWALE FROM 19.2TO18.4 12" STABILIZED SUBGRADE SEE PLAN VIEW 98% MAXIMUM DENS" PER SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS AASHTOT-180. TYPICAL SECTION C-C STABILIZED SHELLROCK ACCESS WAY NOT TO SCALE J�IT4 L L I 4 GRADE SWALE FROM 19.2 TO I&A SEE PLAN VIEW GD& 18' STALL 2C ISLE IV STALL A I 4 _EXISTING GRADE WS" COMPACTED 'Co' FBV 5( 1 at, 98% MAX PER :SW AASHTO T-181 12' STABILIZED SIU�IBMGRADE SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS WA MAXIMUM DENSITY PER AASHTO T-180. TYPICAL SECTION D-D STABILIZED SHELLROCK ACCESS WAY MOTTO 4_1' 4 I�EL. 20A EXISTING GRADE ----------------- -------------------- C.E. 17A 11 1 SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS TYPICAL LAKE SECTION NOT TO SCALE SHELLROCK PROPOSE'D FAST LAKI FLIPANSION 2�25 ACRr-.:S (eP (1,20 P R 0 F "I "S F, D C H f k! )tif, N Z E !0 D -Rr G TOV —A 13 'F�l PROPOSEr','' '�L�k 2W ACG"-S"� oV,"O' SPOIL DITCH FOR ACCESS WAY EXPAND STAN11ZET, PARKING 70 SPM'%� PROPOSED STABILMED 12' ACCESS WAY II Ot PROPOSED LAK'E 1.0 ACRES@ C...., 1 ?Ak"! EXISTING PROJECT OUTFALL CULVERT MAINTENANCE 3kWTM,:,, 70' x 100" F.F.E. 22.60 PROPOSED SlAR ACCESS AREPI. CULVERT LAKE CONNECTION CANTILEVER DETAIL N.T.S. �o Nis �,_E N T R AL L A PK'f, 6 21.83 ACRES �� (i.2-6 AC. FROM C.E, ACFRr elM G.E. TO T.O.B.) V ad u! C m ton f�_ I VA �z o , 2 SEE Q.4 la IL A 0 1�i Pi .1 c >qzo ;4 ; woo w c —iE c 0 a <> 0 06 C I'L L'a to 0 LL La Ij m m NOR 00 UJ to U C w O 0 w. W Z . y w 0 u Lu 0 > E U) > Lu E ii > LU - aQo z i0o • ry w n C-4 I v JZ LU Z 0 -15 E LLI L LL u n ow o Z 2 Lu 0 uja: Uzi 0 < 8 I Suva 2 a j ink z< L"o 0 z o w �_0 rc WE >n 0 w 04 m Ft ui V 0 > 0 CL m 0 u rc 0 c ca 4m 0 _j EL ERE C 0 > tl JOB No.: 2003-20 T SHEET 02 OF 05 d 16' SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS 60 0' MAINTENANCE BUILDING F.F.E. 22.50 — — 8" COMPACTED SHELLROCK — — — — — — — — 50 88% MAX PER AASHTO T-lea ------------- IT' STABILIZED SUBGRADE 98% MAXIMUM DENSITY PER AASHTO T-I80. SECTION E-E NOT TO SCALE x 4` 16, 24' MIN. NORTH VARIES 1' ABOVE VARIES EL. 21.0 2% SEE PLAN SWALE — — MIN. 20.4 4 MAX -- 30' 0' 30' 60, 4 1 6" COMPACTED SHELLROCK 1 Ill 50 psi, 98% MAX PER 4 AASHTO T-180. LEGEND: GRAPHIC SCALE — — — — — — — — — 0' EXISTING GRADE 1"=6 PROPOSED SHELLROCK SURFACE 12" STABILIZED SUBGRADE 98% MAXIMUM DENSITY PER SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS AASHTO T-1S0. DIRECTION OF SURFACE DRAINAGE FLOW SECTION F-F NOT TO SCALE +71 EXISTING ELEVATION 028.50 PROPOSED ELEVATION ■ arc � � ,9 t�0.A W x ,. o- ,., r.p _.----.-_-.---------_�k➢tL3"a. „`,rr^'9 � s. __�:�� w"'� ��a a,�r.r s... ,_, -r_- �__ __-. _. — ----------- �:. _: "m.....� _. . ..- � . �, ..,.�, .. ",...:"..:,,A . >.... ...::..: ....�.. ......_.._ ...».a„ �,...�.�, ...�. ,. ..s. •� ..•,:. .,,::,,.. „.w..,ro .,.«.. �-..... ...,.. .m..,......W. �... ....�... «.v ..gam ...�. .• » .4.,. :....,.- ..m.. ,-.... -..: ,�.., „.a.�. "u... ,........a... ° �„ ...u, . « » . �.. a.«._ ...�.w:..... ...�, .w .. ....... .w..:...•.. ....,.° ., .. .>«.... ..<.:..o.... .......,m« ...,a = .... .,..�•" ...�, �.,. ,�.... ®.» ,�. _ . ...-....,.... W-.:» a,..�.. e,... .:.... ,. ,�> M..r...:..�� �.....a.,, ,....., ..«aa .....• ,. ,..,A: Ex., W,4.NTFtOL STRUCTURE --� r:I I� >; r "•:1 "°'"..`IICONNECT ? topEL:19.25, \. �. EX.150((F--361,CNIP i- " REL�K.��'ir �X.G.S» _., I y Ia,..} :. �.m. N E' �..-. BERM y, S Y "•` F . . a — IYvv�14.0' ,, ,i. ___ CONSTRUCT 4` I_� NIA1� HOLE T i _.___. _TO11' APPROX. LO9:;3,t .FCIN+O & r; CONSTRUCf34 L-F, 15" C,011071 I4"IV. 19 50, N. ig V, 16.40 / ":d NSTRUCT 4 L.F. -18" CMF' �- .INV- I? ,4di� hi.I IV. 13.JfI a Ij fJ -TOB- TOB— TOE TOB—`� TOS 4E- r 9•,20.3L I I! �0 -21,00 L_ 21.10 _ WAY rH FOR 10.20 2 v.°s.,R,;a RiCT�� L,.%._ �vC15;SPOIL IT ACCESS � r 3,r . lNVi '14�.50, E. INV, 13 3n4 e Y'1a��'..�,`3 .�`%� � , i ,.c! .-. 21:20-0 \ ,. you � s b'r , �N i . � j� w 1 1 0.80 PROPOSE IAWLIZED v- I FE S3ET I!» i i19 ill cI _. 2i➢° AC E4 i 1 °� .?' t O 1ndl ACRES �RC12�ES A f �C�F�f'AO ` EXISTING ELEVATION .J / /y'�a,,. i. µ9 ` •-i l ELEVATIO MCAL 2�4 to EXPAND STABILIZED d : „., e -_ DIRT FA€ RUNG AREA P i!raiNC P REA `I't sAL a POLE ,p✓//f�jy yyry ELECTRIC..._, BOX .CONNECT TO EY3 36a" CMP WITH 27 L F 36 C -, R fil k;S 1! .,,4AAR�c i of I 3, SET NAIL. IIV °�Y ?(u ` is I �L �x3 1_L ,- ,�' (I4Ei` D 1923} 21.20' 21.40 \\ 21.40 21.40 -- l I 1» 41 - " ems...... a4a:, �, �6 E?�L> TIOS€f�a'r g \ p + \ EX 12 LF - 36"° "PdP Alta .E -- — - --161 y $.a.1 a*T °U "T c:�j� _ t I G _ PIA ATC d '"<.X. SWA 1:.E I I,•\r OF," =.. -I T g�yy I n -un .'OVER , a�+� .Y.au u P ,;,.• 0 r`,. U` „ap _ 11V.!N� 1 �'O E:Ii"ay' Y .'si ... v. a».. w`i' . rJ .. �• .— -.—._. __--_ _ t.,zt--__—__—STa. ,__.--_ a._J. �� t .. e --_ _ _— - - °\ ! C i 1 i 1, [ �' - P zl .' 1 fr r :UCTu 10s WIDEr OACCESS AY -..-- - 1 s, I 1T1 +P 1 � �. _ n T F' V CD ! ( iY c uj ni o OsIR191 I i9ANCI1P a_ � L.L»t.a�,LK u 1 n I o u g 5 r�1 a`@ °"I'd£E 11' �I Ev r ' 5 " N — m a (TOTAL 3 HA,-101CAP)Fn SFF �p j I EX.HANDICAP STALL " x' r r„v .✓ tv V 3 9 : I ;.• 1 t o � a pig IL = a Ili c w a 3r 4) mill mm= gm— 3 r a _rn a j a c 7 c (a � O > O LL 0 RIB\ C V �Y, mILsa ryN. �Na 0 LMz ix no H ,u �LL MLL(3 c m ii 0 o V S} 4 Q2Q SQ m c E 1— m 40 tD m Z Z Q O C Z y C7 U I- U 13 WU M N Q r� W 2 O'Oer a K O w U p U 6 = i m N Gl m c a G m m � w m m�vg E o z a 5 K O C u g � v m, N O N 0 0 M 0 Q '. a :W= U) LU N S r o • O �t � Q � a ♦ //yy •` a w z O =22W Oa94WcS7 W 1'- W=4`0zt a� W° cZw U IL vim m02yujo gU W aod?o< 1 0 > C O L, LL 0 0 C J 0t IL iQ E C-a _ ai Z 4) C CL x ® lilt J JOB No.: 2O©3-20 SHEET 03 OF 05 EL.13.9 DETENTION SWALE EL. 22.4 - 21_4 W.CI. ELEV.---- 1 4 4 T.O B. EL. 211A 6 EL. 20.4 ru 3'• BLEEDER (�' EL. 20A J Z EL.17.4 W INV. EL.144 52 LF jrCMP @ 1.2% SEED, FERTILIZE AND, MULCH ALL DISTURBED AREAS OUTDOOR AREA DETENTION SWALE DETAIL NOT TO SCALE DESIGN TOP OF BANK )ESIGN CONTROL ELEV. A ELEV.11A 16.81 SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS TYPICAL AT LAND BRIDGE TYPICAL LAKE SECTION NOT TO SCALE DESIGN TOP OF BANK )ESIGN CONTROL ELEV.. X.4411ATAUKd, I32,3' _ I SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS TYPICAL LAKE SECTION NOT TO SCALE CONSTRUCT T.03l./ PROPOSED EDGE, OF -WATER f n 4, I�'v= a,c 21 .9' CONS RI3'_,c 3 DETENTION LION SWALE h 0 O I --- -----'� " I INV-20.9a4n „ -- — 20.40 q PROPOSED ELEVATION - - ----- � TYPI CAL CAL � c _ � _ 0, ROAD WA Y APPROX. � OC I I N OF �� _ r ) 2bAa- SEA Y 'r \ pp R ti `? ( , c>. _ @ ` C .a 6 t het—PROPOSED Pori ` <•. .1 .. LN. Wg*7 O I _ v. 14TO EX, T.0.13. TIE L.lo. a m �' ENV=20.6' ` ............. .- CONSTRUCT Y:B. - k 6.�..'"+: III EXISTING ELEVATION ...... 'X.I_LBE ,. -, TYPICAL r......... I 3F WATER-- N s Lx: Iop of Bony',- _- --- LX. Edge K fix. i:9L1�dCP1, . ACRt,-- PROPOSED CHIMPANZEE ISLAND 2% q N TOP t20.4 1 EL VA DESIGN' CONTROL ELEV. EL. ITA ■J m 16' 16' Dft7. GRADING VARIES PER PLAN © SWALE F- EL 22A -� LAKE e.. LAKE T.O.B. EL. MA J .� ! L_ EL 20.4 BOTTOM DET. SWALE 4:1h.1 GRADE BREAK ELEV.l7A S 4 AVERAGE NATURAL GROUND EL M51 CONTROL EL 1TA BOTTOM ELEV. SA BOTTOM ELEV. &0 SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS SEED, FERT1LiZE AND MULCH ALL DISTURBED AREAS TYPICAL ISLAND SECTION SECTION AT LAND DRIDGE NOT TO SCALE NOT TO SCALE FRONT VIEW GRATE EL.=21.5 T'CIRCULAR BLEEDER PIPE INV =14.5 STRUCTURE BOT. EL.13.0 ISLAND CONTROL STRUCTURE TYPE ■'E'■ INLET (MODIFIED) TOP VIEW 30, 0' 30' 60, GRAPHIC SCALE 1"zev I Old■ r/ w' J q a M d m ■ W W■ ++ O yr cm t ■ a 0A FAQ o_mI Q to cO >`RO C!9 �=az0 Q ' i� = arCL=CL�, ws 0 � LL• En W 16 'Q fA 3 o W �LL Nl�U Q � V � n o } �yl ¢ S uti u'�i E O N Q g Y U us K m wt Q -R0 w U o O a x > z z O fyy e w fq � Q � a m a i i m a 1 •e and S 1 ppp w� W e N F 1 �a g o 1' 2 i III e.y .� to •. WO o C ® e � LU LL i z O J O �o?Q > S J w o� Q E20 �LL z a i W m � o 0Z(4 ,, 0 F_ 1 K o ff! O Q 3 C L t� •L 91 � 4 _O f L \� IF /CL O U 0 O i _ Ali / u ■■ um IIY V E = O �� om u t w J D z w ° JOB No.; 2003-20 SHEET 04 OF 05 EDGE OF DOME PATTERN SHALL 'ECTABLE Szr f ' I_� BE IN -LINE WITH WARNING ( 1 DIRECTION OF TRAVEL v` 1 1 I w l 0 TRUNCATED DOME (SEE DETAIL) - - -0 O © O� O.S. INTEGRAL a. _ 11 © O © DOME Q © o o PLAN VIEW TRUNCATED DOME ALL SIDEWALK CURB RAMPS SHALL HAVE DETECTABLE WARNING SURFACES THAT EXTEND THE FULL WIDTH OF THE RAMP AND IN THE DIREC710M OF TRAVEL 24 INCHES FROM THE BACK OF CURB CURB RAMP DETECTABLE WARNING EX. SHELLROCK ROAD 6" WHITE PAINT 6" WHITE PAINT /$T:ES T O, ELUESTRIPWG /' FD07 INDE 4 17358 A L Ft.C. STALLS _ W HIGH AP Ef,CONC. TYPICAL - SYMBOL NTEREDI H NDICAP'STALL _ STALL.CWHITE PAINT) IANDICAP STALL. . -- 1 -- -� Y r ua DETECTABLE WARNING J _ G 'I CONSTRUCT WHEEL STOP CONSTRUCT r WIDE SIDEWALK W I I i- - - - - - - - - - - - - - - - - - - - - - EX SIDEWALK I Tr,Y rr _ . CONCRETE HANDICAP STALLS, GRADE TO DRAIN, MAX. SLOPE ANY DIRECTION 2% NOTES; TOP PORTION OF FTP 258 26 SHALL HAVE A REFLECTIVE BLUE BACKGROUND WITH WHITE REFLECTIVE SYMBOL AND BORDER. BOTTOM PORTION SHALL HAVE A REFLECTIVE WHITE PARKF40 BACKGROUND WITH BLACK OPAQUE LEGEND AND BORDER. BY DISABLED FTP 25 & 261S FOR USE IN AREAS WHERE SPACE IS LIMITED. PERMIT ONLY HFIlViT SHAI I RF 7 FFFT MFAS WDFROM THE GROUND OR D W ALK TO BOTTOM "PERM T Y" OF St EW Ig M OF 1 ONLY' SIGN FEET TO THE BOTTOM OF "$250 FINE" SIGN FTP-26 $250 FINE HANDICAP PARKING STALLS 1/4"R �112" Pre -molded Expansion Joint Material EXPANSION JOINTS 1/2" 1 f4"R T I yp-i y1r,-d/4 d 3/16" Saw Cut joint Maybe Substituted CONTRACTION JOINTS see plans for width 3,000 psi Class I Concrete With 6x6 No.10 WWM Slope Per 2 % Cross Sections 4" 7. .0 98 CMP VIEW EL.-19AD BOTTOM BOLTED 3" ON CEO MASONRY BOLTS. I l01 1 101 I C I I i 1 1 I I I I I I I I VIEW FRONT VIEW CONTROL STRUCTURE #1 TYPE "E" INLET (MODIFIED) GRATEEL.-IS.30 BUT. BAFFLE ELJn?2 STRUCTURE BOT. EL 133 NOTES: EIIISTING GROUND 1. 'BEDDING MATERIAL SHALL BE HAND PLACED IN fi" LIFTS AND SHALL CONSIST OF IN -SITU GRANULAR MATERIAL OR WASHED AND GRADED UNER4DCK318'-779"SMHG.UNSI4TA'BLE#40TU MATERIALS SUCH AS MUCK. DEBRIS AND LARGER ROCK SHALL BE REMOVED. REMAINING BACKFILL 2 THE PIPE SHALL BE FULLY SUPPORTED FOR ITS ENT LENGTH 6" >^ MAX SIZE col PCOMPACTIONI TH AP APPROPRIATE UNDER THE PIPE tV1UO1giES. r f / .1 II61 f �� r . -= I � 3. THE PIPE SHALL BE PLACED IN A DRY TRENCH.. r� / 4 BACKFILL SMALL BE DONE WITH APPROVED MATERIAL, CLEAN AND \ I FREE OF ROCKS, MUCK AND OTHER DELETERIOUS MATTER AND GRANULAR BACKFILL COMPACTED BENEATH THE HAUNCHES OF THE PIPE USING MECHANICAL TAMPERS TO 100% MAXIMUM DENSITY AS DETERMINED BY AASRTO T•OA 5. BACKFILL TO BE COMPACTED ALONG THE SIDES OF THE PIPE AND TO A PANT ONE FOOT ABOVE THE TOP OF THE PIPE TO 100%MAXIMUM DENSITY As DETERMINEDBY AASHTO T.99. vj S. WHERE' PAVEMENT TO BE CONSTRUCTED THE THE ... .. A P IS OVER PIPE I BEDDING MATERIAL REMAINING LSHALL OF COMPACTED IN 6 INCH LAYERS AND COMPACTED TO 95%MAXI UM M DENS TI Y ASDETERMINED BY AASHTO T-400. I S. WHERE "NO' PAVEMENT IS TO BE CONSTRUCTED OVER THE PIPE r THE REMAINING FILL SHALL BE COMPACTED INS INCH LAYERS TO A DENS" Jill 90°b MAXIMUM DENSITY AS DETERMINED BY PASHTO T-180. 7. CONTRACTOR SHALL COMPLY WITH ALL STATE AND LOCAL TRENCH 4" MM, SAFETY REGULATIONS TYPICAL TRENCH DETAIL N.T.S. Compact Subgrade to 95% NOTES: " of the Maximum Density as - Determined by AASHTO T-180 1, Provide expansion joints 25' center to center, at PC & PT of curves, junctions of existing &1 new sidewalks, and where sidewalk abuts curbs, driveways & Similar structures. RECOMMENI ED TOE4N NOTE" SILT FENCE SHP L BE INSTALLED 2- Provide contraction joints 5' Center to Center. PER MANUFATU ERSPECIFICATE laced below edge of sidewalk to allow drains PRIOR To THE s ART of 3. Sad shag he P 9 9e° CONSTRUCTION' TYPICAL SIDEWALK N.T.S. SILT FENCE DETAIL 518" Expansion Material 1 112 Deep Contraction Between AM Asphalt & e Deep Expansion Joint with Sealant Buildings and Structures Joint Atl Sealant Gass I Cement Concrete Pavement W/Flber Mesh Pave sphah abs slope vades 117, t ' Added 13,500 psi) whh SldowaNdCurtn. t Plant Non -slip Finish Varies - -� Is, Max. See Index No. St. Sh. 4 & 5 „ For Rain. Mod For Depths 1T To 15' 3/161, Saw Cut Joint 54 310" , 3/18-'sawcuit JpkN : Maybe Substituted "9 Maybe Substitu - i rate �- 2" 1 Bolts °12' SUB -GRADE COMPACTED TO95%as Index eat MAXX. DENSITY PER AASHTO T-180 METHOD ' .. a" �--• 04 Mars 1- AM matelots and construction shall be In accardam:e With FOOT Specifications Secdom:346 &35D. 2. AM tasting shall be In accordance with FDOT SpeclBcatlons Section 3468 for 28 day compressive strength 3,500 psi concrete, TYPICALCONCRETE PAVEMENT N.T.s. E E INLET dad MAXIMM Pipe Sloe: WaM•24" Pipe WaR42" Pipe PLAN EROSION AND SEDIMENTATION CONTROL NOTES Construction activities can result in the generation of significant amounts of pollutants which may reach surface or ground waters. One of the primary pollutants of surface waters Is sediment due to erosion. Excessive quantities of sediment which reach water bodies offloodplains have been shown to adversely affect their physical, biological and chemical properties. Transported sediment can obstruct stream channels, reduce hydraulic capacity of water bodies of floodplains; reduce the design' capacity of culverts and other works, and eliminate benthic invertebrates and fish spawning substrates by siltation. Excessive suspended sediments reduce light penetration and therefore, reduce primary productivity_ MINIMUM STANDARDS 1. Sediment basin and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any landodistributing activity and shall be made functional before unslope, land disturbance takes place. 2. At] sediment control measures are to be adjusted to meet field conditions at the time of construction and be constructed prior to any grading or disturbance of existing surface material on balance of site. Perimeter sediment barriers shall be constructed to prevent sediment or trash from flowing or floating on to adjacent properties. 3. Permanent r t r soil stabilization shall be applied to denuded' areas within seven days after o temporary pp Y final grade Is reached on any portion of the site. Temporary soil stabilization shalt be applied within seven days to denuded areas that may not be at final grade but will remain undisturbed for longer than 30 days. Permanent stabilization shall be applied to areas that are to be left undisturbed for more than one year. 4. During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The applicant is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the project site. 5. A permanent vegetative cover shall be established' on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieved that, in the opinion of the Reviewer, is uniform, mature' enough to survive and will inhibit erosion. 6. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after Installation. 7. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres shall be controlled by a sediment basin. The sediment basin shall be designed and constructed to accommodate the anticipated sediment loading from the land -disturbing activity. The outfall device or system design shall take into account the total drainage area flowing through the disturbed area to be served by the basin. 8. After any significant rainfall, sediment control structures will be inspected for integrity. Any damaged' devices shall be corrected immediately. 9. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume or slope drain structure. 10. Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 11. Sediment will be prevented from entering any storm drain system, ditch or channel. All storm sewer inlets that are made operable during construction shall be protected so that sediment -laden water cannot enter the conveyance system without first being' filtered or otherwise treated to, remove sediment 12 Before temporary ryornewly constructed stormwater conveyance channels are made operational adequate outlet protection and any required temporary or permanent channel lining shall be Installed in both the conveyance channel and receiving channel. 13. When work in a live Watercourse is performed, precautions shall be taken to minimize encroachment, control sediment transport andstabilizethe work area to the greatest extent possible during construction. Non'erodltTle material shall be used for the construction of causeways and cofferdams. Earthen fill may be used for these structures If armored by nonerodible cover materials. 14, When a live watercourse must be crossed by construction' vehicles, a temporary stream crossing constructed of nonerodible material shall be provided. watercourse shall be stabilized immediate) 15. The bed and banks of a W y after work In the watercourse is completed. 16. Periodic inspection and maintenance of all sediment control structures must be provided to ensure intended purpose is accomplished. The Developer, owner and/or contractor shalt be continually responsible for all sediment leaving the property. Sediment control measures shag be in working condition P 9 p pertY 9 at the end of each working day. 17. Underground utility lines shall be installed In accordance With the following standards in addition to other applicable criteria: A. No more than 600 linear feet of trench maybe opened atone time. B. Excavated material shall be placed on the uphill side of trenches. C. Effluent from dewatering operations shall be filtered or passed through an approved sediment trapping device, or both, and discharged in a manner that does not adversely affect flowing streams or off -site property. D. Restabilization shalt be accomplished in accordance with these regulations. 18. Where construction vehicle access routes intersect paved public roads, provisions shall be made to minimize the transport of sediment by tracking onto the paved surface, where sediment is transported onto a public road surface with curbs and gutters, the road shall be cleaned thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this'manner.This ' provision shall apply to Individual subdivision lots as well as to larger land -distributing amities. 19. All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary measures are no longer needed, in the opinion of the Reviewer. Disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. 20. Properties and waterways downstream from construction site shall be protected from sediment disposition and erosion. 21. Phased projects should be cleared In conjunction with construction of each phase. 22. Erosion control design and construction shall follow the requirements In Index Nos.101, 102 and 103 of FDOT Roadway and Traffic Design Standards. 23. The Reviewer may approve modifications or alter plans to these erosion Control criteria due to site specific conditions.. if ry rra+a+r+�+a+axn ra+ua+a+�.i+r+a, I-r---a-r.a-a-�-, Straight Bars 2"x J. Approx. Weight 215 Lbs. (FOR CONTROL STRUCTURE) ENGINEER OF RECORD INSPECTION REQUIREMENTS FJB V. DENSITY L.B.R. THICKNESS MAX. SPACING MAX. SPACING MAX. SPACING MAX SPACING LINEAR SQUARE LINEAR SQUARE LINEAR SQUARE LINEAR SQUARE 'FEET FEET FEET FEET FEET FEET FEET FEET COMPACTED OR 200 5 = ',. 200 5,000 200 5-ODD 300 10,000 STABILIZED GRADE ROCK BASE - - 300 10,DDO 300 10,000 300 10,OW SHELLROCK - - 300 10,00D - - 30D 10,000 ASPHALT - - - - "' - PER PER INSP. I INSP, ALL TESTING SHALL BETAKEN IN A STAGGERED SAMPLING PATTERN FROM A POINT 12" MDE THE LEFT EDGE OF THE ITEM TESTED, TO THE CENTER, TO A POINT INSIDE OF THE RIGHT EDGE Technical. Specifications The Center for CaDflve Chi'maanzee Care 1.. Clearing and Grubbing: Clearing and grubbing shall be performed within the limits of the project work In accordance with Section 110 , Florida Department of Transportation (FOOT) Specifications. This item shall Include, but is not limited to, the complete removal and legal disposal of all trees, brush, stumps, roots, grass, weeds, rubbish and other undesirable material to a depth of 18 inches below natural ground or proposed finished grade, whichever is lower. The areas to be cleared generally consist of that area on the plans designated as the project area and consists of about 14.6 acres. All areas immediately adjacent to the clearing operation shall be protected by the Installation of temporary silt barriers in accordance with the requirements of the South Florida Water Management District (SFWMD). Further erosion control shall be accomplished by seeding and mulching all disturbed areas as soon as they are at final grade, per the specifications for seeding and mulching, Section 3 below. All material shall be removed from the site and shall be disposed of in accordance with all local, state and federal requirements. Material may be burned, upon Contractor receiving all necessary burn permits. Any unburned debris shall be disposed of as specified above. 2. Earthwork and Grading: All earthwork and grading', shall be performed as required to achieve the final grades, typical sections and elevations shown on the plans. In all other respects, materials and construction methods for earthwork , , embankment, excavation and grading shah conform to the requirements of FDOT Specifications, Section 120. Any plastic or otherwise undesirable material within 36 Inches of finished road grade shall be removed and replaced with suitable material. The contractor shall separate topsoil from the rest of the backfill material and shall place the topsoil as the last lift on the island to aid in the establishment of a good grass cover after seeding and mulching. 3. Roadways: Roadways shall be stabilized and finished with a course of shelirock as detailed on the drawings. Subgrade and shellrock specifications shall be as specified below. A. Shellrock: Cemented coquina (shegrock) base material shall be compacted to 98% of maximum density per AASHTO T-180. All time rock shall meet the minimum requirements of FDOT Section 915. B. Sub -grade: Sub -grade shall be compacted to 98°/a of maximum density per AASHTO T-180, and stabilized to a minimum FBV of 50psi. Sub -grade shall be thoroughly roiled with a pneumatic tired roller prior to scheduling any sub -grade Inspection. C. Sod: A two-foct wide strip of bahia sod shall be placed along the edge of the constructed roadways to aid in prevention of erosion and soil stability. Sod shall be placed in conformance to FDOT Section 570, 575 and 981. D. Seed , Fertilize and Mulch: All disturbed areas shall be stabilized' with seed, fertilizer and mulch upon completion and acceptance by Engineer of final grading. Seed, fertilizer and mulch shag be in conformance to FOOT Sections 570, 575 and 981. The Contractor is responsible for establishing a stand of grass sufficient to prevent erosion and to allow removal of the temporary slit fences. The seed mixture shall he 40% millet and 60% bahia. E. Testing: The Contractor shall secure the services of an approved Independent testing laboratory to conduct all required testing on sub grade, base and concrete. Locations required for these tests shall be as determined by the Engineer during the progress of work. Should any tests fail, contractor shall at his own expense, repair the deficiencies and retest the Work until compliance with the specifications is demonstrated, 4. Drainage Improvements. All labor, materials and construction methods shall be In conformance to the minimum engineering and construction standards of St. Lucie County and FOOT Specifications. Trench excavation and back -falling operations shall meet or exceed the requirements of FOOT Specifications, Section 125. The Co 1back-fill P ntractor shall rov de the necessary compaction testis P rYPa 9 compliance required to demonstrate corn pit a with this section. The pipe trench shall be dry when pipe is laid and the pipe shall be bedded per the details and per FOOT specifications. The Contractor shall comply with Chapter 90-96, Laws of Florida,awhich requires the Contractor performing trench excavations over five feet in depth comply With all applicable trench safety standards and shoring requirements as set forth in the Occupational Safety and Health Administration's (OSHA) excavation and safety standards, 29 C.F.FL 19926.650, Subpart P and Incorporated as the State of Florida standard, as revised and/or updated. The cost of compliance with this requirement shall be included as a separate line item on the Contractor's bid. Otherwise, Contractor certifies that the cost of compliance Is included in the unit cost of all items of work to which this requirement applies. A Corrugated Metal Pipe (CMP)., .All CMP shall be aluminum alloy, round, heNcaFwound corrugated pipe conforming to AASHTO-M 196-74 and FOOT Section 945. Pipe ends at joints shall be reformed to annular corrugations for the complete band width. All joints shall be soli- tight. A1111%lltl connecting bands shall be corrugated annular coupling bands. A Neoprene gasket of at leas(.? inches wide by 3/8 inch thick shall be used for all pipes of 364nch diameter and smaller.L_(M�q�r pipe sizes require gaskets Of at least 10-1/2 inches in width. Aril CMP shall be installed a�y; um lengths to reduce the number of joints. � W ' ,tt, a Z:Z N B. E-Inlets/Contral Structures: Pre -cast catch basins shall meet the requirements of ASS ;y < Specifications C-478 and 64T and FOOT Specifications, Section 425. Concrete for catch %stq$tg )allo have a minimum compressive strength of 4,000ps1 at 28 days. All grates shall be valley gulI�yp east Iron, traffic bea fog design.'.zzz I' .,111 to C. Trench Backfill shall be as shown in the Drainage Details. In addition, testing' under paved areas shall be as follows: One test location midway between structures and one test location adjacent to each structure. Engineer may request additional locations. Testing in each location shall begin In the first foot above the culvert with tests every two feet to Within two feet of the sub -grade. Density shall be to 100 percent of maximum as determined by AASHTO 7-99. D. Concrete Pavement: Concrete slabs shall be constructed In conformance to the requirements of FDOT Section 350, over I Z' subgrade that is compacted to a density of 950% of maximum per AASHTO T-180 and stabilized to a minimum 50 FBV. The concrete shall have a minimum unconfined Compressive strength of 3,000 psi at 28 days. Please see plan for contraction and expansion joint locations. Sub -grade shall be moistened at the tfine concrete is placed to insure a uniformly damp surface. Ready -mix concrete shall have a slump of between 2 and 4 inches. No water shah be added to Increase workability. Test cylinders shall be made for the strength testing of each batch of concrete for 7 and 28 day testing. ENGINEER OF RECORD INSPECTION REQUIREMENTS CONTRACTOR TO CALL CONTRACT ENGINEER OF RECORD 48 HOURS ADVANCE FOR FOLLOWING INSPECTIONS: 1. PRECONSTRUCTION MEETING 2. DRAINAGE PIPE (UNCOVERED) 3. PAVEMENT SUBGRADE 4. PAVEMENT BASE 5. FINAL or CALL 48 HOURS, BEFORE YOU DIG IN FLORIDA 1-800-432-4770 IT'S THE LAW1 SUNSHINE STATE ONE CALL OF FLORIDA, INC. p� _ `R J M11W W at �Ww` N M ti Z C0: IL Mae a cis L N W S e C c6 C aim o<zo Q am C 65.t5"1a gasa. 00 C4 Z a = O Z� _ n: o to fA a" MIL, etsC OM/ I. o 0LL y� i S r r YD U. N Z H Z yZ{ a m Z J J J p U a S > EE � c°a O iLU 4 m IL a q z 0 � W a G O z rrr, i i O N d a tt1�� tY LL O ju zzzQ > J Q qo 00 QU C) I6 xW°az� m UJ 0 g_U 11I o0sM30a o in O F tF U1 Cr 0 LL MID am a v a = W � 1� /� M V C 3 arm CL fall %W M J a - *00 � =ay V Ic V J `WW r JOB No:: 2003-20 SHEET 05 OF 05