The URL can be used to link to this page

Home My WebLink AboutItem 19 Citrus Medical and Executive Park – Amended Final Subdivision Plan AGENDA ITEM COVER SHEET Meeting Date: March 15, 2005 lq Item # Contact Name: Contact Number: Thomas Grimms, AICP, Senior Planner 407 -905-3100 X 1044 Reviewed By: Department Director: City Manager: Subject: Amended Final Subdivision Plan for Citrus Medical and Executive Park. Background Summary: On September 17, 2002, the City Commission approved the Preliminary and Final Subdivision Plan as date stamped August 9, 2002 subject to approval of a Development Agreement and with consideration of the Planning and Zoning Commission's condition that the wall along Old Winter Garden Road be changed from a solid material to wrought iron or some open style fence and that the builder make every effort to incorporate existing trees into the parking lot islands and driveway areas. On September 17, 2002, upon review by the City Attorney, a Development Agreement was executed between the City and Assisted Living at Forest Cove, L TD involving a series (42) of Conditions of Approval for the development of the property. Issue: Should the Mayor and City Commissioners approve the Amended Final Subdivision Plan for Citrus Medical and Executive Park including a setback waiver? Recommendations Staff recommends that the Mayor and City Commissioners approve the Amended Final Subdivision Plan for Citrus Medical and Executive Park, as date stamped received by the City on March 4, 2005, including the requested setback waiver. Attachments: Location Map Future Land Use Map Zoning Map Amended Final Subdivision Plan of Citrus Medical and Executive Park, date stamped March 4, 2005 Financial Impact: No Impact Type of Item: D Public Hearing D Ordinance First Reading D Ordinance First Reading D Resolution I:8j Commission Approval D Discussion & Direction For Clerk's DeDt Use: D Consent Agenda D Public Hearing D Regular Agenda ~ Original Document/Contract Attached for Execution by City Clerk D Original Document/Contract Held by Department for Execution Reviewed by City Attorney Reviewed by Finance Dept. Reviewed by ( ) o N/A o N/A o N/A City Manager Robert Frank center of Good L . ~~e>. ... J"0 ~ Commissioners Danny Howell. District 1 Scott Anderson. District 2 Rusty Johnson. District 3 Nancy J. Parker. District 4 Mayor S. Scott Vandere:rift STAFF REPORT TO: The Honorable Mavor and Citv Commissioners FROM: Thomas Grimms, AICP, Senior Planner DATE: March 3, 2005 RE: Amended Final Subdivision Plan of Citrus Medical and Executive Park ISSUE Should the Mayor and City Commissioners grant a waiver and approve the Amended Final Subdivision Plan for Citrus Medical and Executive Park? BACKGROUND The Citrus Medical and Executive Park development is located on the south side of Old Winter Garden Road, across from Health Central Hospital. The property has a Professional Offices and Services Future Land Use designation in the Comprehensive Plan and is zoned Commercial (PUD). The lands adjacent to the site on the east, west and south are in unincorporated Orange County with existing residential development surrounding the site. The site was covered with almost exclusively oak trees, but many of these trees have been removed. On August 20,2002, the City Commission adopted Ordinance 2002-20 changing the Future Land Use Map designation from :Low Density Residential" to "Professional Offices and Services" consistent with the City's Comprehensive Plan and Joint Planning Area Agreement. On September 11,2001 an Utility Service Agreement between the City and Orange County was approved with the City providing sewer and water service. On September 17, 2002, the City Commission approved the Preliminary and Final Subdivision Plan as date stamped August 9, 2002 subject to approval of a Development Agreement and with consideration of the Planning and Zoning Commission's condition that the wall along Old Winter Garden Road be changed from a solid material to wrought iron or some open style fence and that the builder make every effort to incorporate existing trees into the parking lot islands and driveway areas. On September 17,2002, upon review by the City Attorney, a Development Agreement was executed between the City and Assisted Living at Forest Cove, L TD involving a series (42) of Conditions of Approval for the development of the property. DISCUSSION The Citrus Medical & Executive Office Park development comprises 5.81 acres and includes 8 buildings totaling 28,626 square feet, a 420-foot access cul-de-sac road, a structured retention pond and 154 parking spaces. There will be a 6-foot high block wall that will surround the development on east, west and south sides, plus a 6-foot high brick and metal fence wall along the front and a portion of the sides near Old Winter Garden Road. A 42-foot high black metal fence will be placed along the structured retention pond on the south and east sides. The amendment proposes to change the development from three (3) separate lots to one (1) lot encompassing all the buildings and parking. The development will be platted since there will be separate tracts for the retention pond, right-of-way dedication, lift station, and the internal cul-de-sac road. Waiver: A waiver is being requested from Article V Section 5-18 (b) City Code to reduce the buffer requirement between office and residential land uses from 25 feet to 10 feet along the west property line and the retention pond. The developer's justification is the need for the site to retain adequately a 100-year storm event and provide the necessary parking for the previously permitted land use of office/medical. The off-setting public benefit offered by the developer is the dedication of 0.18 acres additional right-of-way along Old Winter Garden Road. DEVELOPMENT REVIEW COMMITTEE RECOMMENDATION The Development Review Committee (DRC), met on February 28, 2005, and reviewed the proposed Citrus Medical and Executive Park Amended Final Subdivision Plan and a number of issues were discussed. It was pointed out that the building landscaping, parking spaces and the building layouts are not part of the approval of the Amended Final Subdivision Plan. Individual small scale site plans (SSSP) will be required to be submitted and approved for each building establishing these items. This plan is only being approved for master landscaping, perimeter wall and retention fencing, retention areas and master infrastructure. It was noted that plat approval must be secured before building permits are issued. It was agreed that a 6-foot perimeter wall will be used instead of the previously indicated 8-foot wall. The plan set needs to be revised eliminating the left turn lane out of the site since there is a continuous center median on Old Winter Garden Road at the entrance to the site. It was agreed that the original tree survey would be used but updated showing the latest tree removals with an "x" marking. The Site Data table needs to be revised utilizing a larger font. The DRC voted to recommend approval of the waiver and the Amended Final Subdivision Plan, conditioned on the developer having paid his fees to the City and that the changes discussed be incorporated into a revised plan submittal prior to the City Commission meeting. These revisions have now been incorporated into the plans. STAFF RECOMMENDATION: Based on the recommendation of the DRC, Staff recommends that the City Commission approve the Amended Final Subdivision Plan for Citrus Medical and Executive Park, as date stamped received by the City on March 4, 2005, including the setback waiver. Attachments: Location Map Future Land Use Map Zoning Map Amended Final Subdivision Plan of Citrus Medical and Executive Park, date stamped March 4, 2005 O:\Staff Reports\2005\SR05015 _ TG _AmendedJinaL Subdivision_Plan_ CitrusMedical&ExecutivePark_ CC.doc Citrus Medical and Executive Park Location Map ~ I I I f"f'\1 f'\~11 ^ I UJ VVL..VI '41f"\L. ~ - - 1/ 000000 o 00 '------ o 0 o 0 o 0 - o 0 00 0 o 0 000000 I~ GROVE r----,- r------- 1111/1,_ ~ ~ r----..____ r-------- r-----. ~ ~ -G V Il,.; III ~ :-::::::: :::::: ~ ~ - ~ - ---ED - 0 - ~ - - lM - - =< J:l - - =..::: I - - - ~ - - - - ~ l - T I I $aMI~( 11 I ... I--- - 0 - L J '-I ~ :~I - ~. ~ I L I - f - ( ;R' VS. AL r] - 9~ - J. .1 )\6.[ ~ / Ij Kl ~ 1 f---- - - I" I I I / II Citrus Medical and Executive Park Surrounding Future land Use Map CONS e R'LSTA Ocoee Community Development\nlpa 2005 C Subject Property EEEB Unincorporated Territory and Other Municipalties _ Low Density Residential _ Medium Density Residentia _ High Density Residential _ Professional Offices and Services _ Commercial _ Light Industrial _ Heavy Industrial _ Conservation/Floodplains _ Recreation and Open Space _ Public Facilitiesllnstitutional Lakes and Water Bodies 1 inch equals 600 feet 200100 0 200 400 600 Feet March Printed itrus Medical and Executive Park Surrounding Zoning Map c Q Ocoee Community OevelopmentlJ:epa 600 Feet March, 2005 CSUbject Property ~ Unincorporated Territory ~and Other Municipalties Zoning Classification: General Agricultural (A-1) _ Suburban (A-2) Single-Family Dwelling (R-1AAA) Single-Family Dwelling (R-1AA) r I Single-Family Dwelling (R-1A) _ Single-Family Dwelling (R-1) _ One- & Two-Family Dwelling (R-2) _ Multiple-Family Dwelling (R-3) _ Mobile Home Subdivision (RT-1) _ Professional Offices & Services (P-S) _ Neighborhood Shopping (C-1 ) _ Community Commercial (C-2) _ General Commercial (C-3) _Restricted Manufacturing & Warehousing (1-1) _ General Industrial (1-2) lmIJl Commercial (PUD) ~ Low Density (PUD) _ Medium Density (PUD) m High Density (PUD) _ Public Use (PUD) /' // Unclassified Lakes and Water Bodies ree. 1 inch equals 600 o 200 400 Printed: 200100 vi c� Z. o, w� V� w 2 F- i Z O w F- O Z W O r C C) LLU w CL V) w S F - w O J Z O 0 w V) N w Q 0 Z Q CU Z N w Q O O U) Q M m U - O0 i7 - d' w a_ O m IL w F - w w Q V) F - Z w F - Z O 0 It W F- Z Q V) F - Z w O O 0 T w w 2 F- v� Z3 �m 00 WW M iz F-0 Z� o° w ce o C5 Z Z WW � U ao U Q U � n M Ln_ W O _� F- 1-- �W 00 J U ow0 _ w U) 0 _W W � Q W X 0 E- Zx Q W U = Z E- wo Q= o� (� az uj mn 0 0 0 W W= a_ F- 0 LL_0-o W V) FZ o WQ Q� Vo w� F 00 L)(f) w W0 _� 0 0' z Q Z z� W U m0 U O oW W o' FQ AutoCAD filename: 04033.dwg CONDITIONS ® APPROVA 1. THE PROJECT INFRASTRUCTURE IS PROPOSED TO BE CONSTRUCTED IN ONE PHASE. 2. THE ARRANGEMENT OF BUILDINGS AND PARKING AREAS ARE SHOWN FOR INFORMATIONAL PURPOSES ONLY. THE EXACT LOCATION OF THE BUILDING AND PARKING AREAS WILL BE SHOWN ON EACH SITE PLAN AND SHALL MEET ALL CODE REQUIREMENTS IN EFFECT AT THAT TIME, UNLESS OTHER STANDARDS ARE OTHERWISE SPECIFIED ON THIS PLAN. 3. TRACT -A, ACCESS ROAD THROUGH THE PROPERTY, IS A PRIVATE ROAD OWNED AND MAINTAINED BY THE PROPERTY OWNER'S ASSOCIATION. 4. PARKING FOR INDIVIDUAL LOTS SHALL BE PROVIDED IN ACCORDANCE WITH THE CITY OF OCOEE LAND DEVELOPMENT CODE. 5. THE CITY IS SUBJECT TO THE TERMS, PROVISIONS AND RESTRICTIONS OF F.S. CHAPTER 163 CONCERN- ING MORATORIA ON ISSUANCE OF BUILDING PERMITS UNDER CERTAIN CIRCUMSTANCES. THE CITY HAS NO LAWFUL AUTHORITY TO EXEMPT ANY PRIVATE ENTITY OR ITSELF FROM THE APPLICATION OF SUCH STATE LEGISLATION AND NOTHING HEREIN SHALL BE CONSTRUED AS SUCH AN EXEMPTION. 6. A PROPERTY OWNERS' ASSOCIATION SHALL BE CREATED FOR OWNERSHIP AND MAINTENANCE OF ALL COMMON AREAS. 7. ALL LEGAL INSTRUMENTS, INCLUDING BUT NOT LIMITED TO, DECLARATIONS OF COVENANTS, EASEMENTS AND RESTRICTIONS, ARTICLES OF INCORPORATION OF THE PROPERTY OWNERS ASSOCIATION, AND WARRANTY DEEDS TO THE ASSOCIATION SHALL BE PROVIDED TO THE CITY FOR APPROVAL PRIOR TO PLATTING ALL OR A PORTION OF THE PROPERTY. 8. ANY DAMAGE CAUSED TO OLD WINTER GARDEN ROAD AS A RESULT OF THE CONSTRUCTION ACTIVITIES RELATED TO THE PROJECT SHALL BE PROMPTLY REPAIRED BY THE OWNER AT THE OWNER'S SOLE COST AND EXPENSE. 9. ACCESS RIGHTS TO OLD WINTER GARDEN ROAD ARE DEDICATED TO THE CITY OF OCOEE EXCEPT AT THE APPROVED LOCATION. 10. TRACT -C SHALL BE DEDICATED TO THE CITY BY THE EARLIER OF THE DATE WHICH IS (a) THIRTY (30) DAYS AFTER RECEIPT OF A WRITTEN REQUEST BY THE CITY, OR (b) THE BUSINESS DAY PRIOR TO PLATTING. TRACT -C SHALL BE CONVEYED BY WARRANTY DEED IN A FORM AND SUBSTANCE ACCEPTABLE TO THE CITY FREE AND CLEAR OF ALL LIENS AND ENCUMBRANCES AT THE DEVELOPER'S SOLE COST AND EXPENSE. THE CONVEYANCE OF TRACT -C SHALL NOT IMPOSE ANY OBLIGATION ON THE CITY TO MAKE ANY IMPROVEMENTS THERETO. PRIOR TO THE TIME TRACT -C IS IMPROVED AS A PUBLIC ROAD, THE DEVELOPER SHALL BE RESPONSIBLE FOR THE MAINTENANCE OF TRACT -C AT ITS SOLE COST AND EXPENSE. AT LEAST TWENTY (20) DAYS PRIOR TO THIS CONVEYANCE, THE DEVELOPER SHALL, AT THE DEVELOPER'S SOLE COST AND EXPENSE, SUBMIT TO THE CITY FOR REVIEW AND APPROVAL A METES AND BOUNDS LEGAL DESCRIPTION AND SKETCH OF DESCRIPTION, BOTH CERTIFIED TO THE CITY OF OCOEE, FOR THE PROPERTY TO BE CONVEYED. CONTEMPORANEOUSLY WITH THE CONVEYANCE OF THE PROPERTY, THE DEVELOPER SHALL PROVIDE TO THE CITY A CURRENT ATTORNEY'S TITLE COMMITMENT TO BE FOLLOWED BY A TITLE POLICY. THE DEVELOPER SHALL ESCROW THE REAL PROPERTY TAXES PRORATED AS OF THE DAY BEFORE THE CITY'S ACCEPTANCE OF THE CONVEYANCE IN ACCORDANCE WITH THE PROVISIONS OF SECTION 196.295 FLORIDA STATUTES. NEITHER THE DEVELOPER NOR ANY PERSON OR ENTITY SHALL BE ENTITLED TO ROAD IMPACT FEE CREDITS OR OTHER COMPENSATION WITH RESPECT TO THE CONVEYANCE OF TRACT -C. 11. THE STORMWATER SYSTEM, INCLUDING ALL PIPES, INLETS, MANHOLES AND STRUCTURES, TOGETHER WITH TRACT -B (RETENTION POND), WILL BE OWNED, OPERATED AND MAINTAINED BY THE PROPERTY OWNERS ASSOCIATION. A 30 FOOT DRAINAGE EASEMENT IN FAVOR OF THE PROPERTY OWNERS ASSOCIATION WILL BE PLATTED CENTERED ON THOSE PORTIONS OF THE STORMWATER SYSTEM FACILITIES EXTENDING ONTO LOTS #1 AND #3. 12. THE INTERNAL SANITARY SEWER COLLECTION SYSTEM, TRACT -D, (LIFT STATION), AND THE INTERNAL AND OFF- SITE FORCE MAIN WILL BE OWNED, OPERATED AND MAINTAINED BY THE PROPERTY OWNERS ASSOCIATION. 13. THE PERMITTED USES FOR THE PUD SHALL BE THOSE USES PERMITTED IN THE P -S ZONING DISTRICT UNDER THE OCOEE LAND DEVELOPMENT CODE, AS IT MAY BE AMENDED FROM TIME TO TIME. SUCH PROFESSIONAL SERVICES DEVELOPMENT SHALL CONFORM TO THE APPROPRIATE DEVELOPMENT STANDARDS WHICH WOULD BE APPLIED TO DEVELOPMENT IN THE P -S ZONING DISTRICT AND ORDINANCE 99-23. 14. ALL DRIVEWAYS, SIDEWALKS AND AMENITIES TO BE SHARED. MAINTENANCE OF THESE, THE WALLS, SIGNAGE AND THE BUILDING EXTERIORS TO BE BY THE PROPERTY OWNERS ASSOCIATION. WHERE MULTIPLE UNITS ARE CONSTRUCTED ON ONE LOT, ALL PARKING, DRIVEWAYS, SIDEWALKS AND AMENITIES ARE TO BE SHARED BY SUCH UNITS WITHIN THAT LOT. 15. ALL EXISTING STRUCTURES TO BE REMOVED FROM THE SITE. EXISTING SEPTIC SYSTEMS TO BE REMOVED AND DISPOSED OF IN ACCORDANCE WITH CITY AND STATE STANDARDS, THE EXISTING WELLS SHALL BE PROPERLY ABANDONED ACCORDING TO THE REQUIREMENTS OF THE ST. JOHNS RIVER WATER MANAGEMENT DISTRICT RULES. AN ABANDONMENT PERMIT IS REQUIRED AND A REGISTRATED WATER WELL CONTRACTOR IS REQUIRED TO PERFORM SUCH ABANDONMENT WORK. 16. A PERPETUAL, NON-EXCLUSIVE EASEMENT FOR ACCESS OVER ALL INTERNAL ROADWAYS AND PAVED AREAS SHALL BE GRANTED IN FAVOR OF THE CITY OF OCOEE AND OTHER APPLICABLE AUTHORITIES FOR LAW INFORCEMENT, FIRE AND OTHER EMERGINCY SERVICES. 17. TRACT D, LIFT STATION, SHALL BE FENCED WITH A BLACK, VINYL CHAIN LINK FENCE WITH POSTS AND RAILS PAINTED BLACK. SUCH LIFT STATION SHALL ALSO BE SCREENED WITH A HEDGE -TYPE SHRUBBERY SUCH AS VIBURNUM OR LIGUSTRUM. 18. BUILDING AREAS MAY BE INCREASED WHERE ANY BUILDING, OR PORTION OF ANY BUILDING IS SUBSEQUENTLY DESIGNATED ON THE INDIVIDUAL LOT DEVELOPMENT PLAN AS "PROSESSIONAL OFFICE", PROVIDED, HOWEVER, THE ESTIMATED TRIP GENERATION AS SPECIFIED HEREIN IS NOT INCREASED. 19• UNLESS OTHERWISE NOTED, A 5' UTILITY AND DRAINAGE EASEMENT WILL BE PLATTED ALONG ALL SIDE LOT LINES, AND A 10' UTILITY, DRAINAGE AND SIDEWALK EASEMENT ADJACENT TO THE STREET RIGHT-OF-WAY. SIDEWALKS WILL ONLY BE PLACED IN THIS EASEMENT IF NECESSARY TO RUN THEM AROUND EXISTING PROTECTED TREES TO BE PRESERVED. 20. ALL UTILITIES TO BE PLACED WITHIN THE 10' EASEMENT ALONG THE FRONT OF EACH LOT WILL BE PLACED AROUND EXISTING PROTECTED TREES TO BE PRESERVED. 21. EACH FIRE HYDRANT SHALL BE OSHA YELLOW IN COLOR AND A BLUE REFLECTIVE MARKER SHALL BE AFFIXED TO THE STREET IN THE CENTER OF THE LANE CLOSEST TO EACH HYDRANT. 22. ALL DRAINAGE, UTILITY AND MAINTENANCE EASEMENTS SHALL BE FOR THE BENEFIT OF THE PROPERTY OWNERS ASSOCIATION. THE LAND BURDENED BY SUCH EASEMENTS SHALL BE OWNED BY THE INDIVIDUAL LOT OWNERS. 23. AT ALL CORNERS AND WHERE OTHERWISE APPLICABLE, SIDEWALKS SHALL HAVE ACCESS RAMPS CONSTRUCTED TO ACCOMMODATE THOSE IN WHEELCHAIRS AND OTHERS WHO ARE PHYSICALLY CHALLENGED. 24. ALL COMMON AREA IMPROVEMENTS INCLUDING ENTRY FEATURES, WALLS, LANDSCAPING AND SIDEWALKS ALONG OLD WINTER GARDEN ROAD, AS WELL AS LANDSCAPING AROUND TRACT "B" (RETENTION POND) AND "D" (LIFT STATION) SHALL BE COMPLETED PRIOR TO ISSUANCE OF THE CERTIFICATE OF COMPLETION FOR THOSE CORRESPONDING PHASES. 25. STREET LIGHTS MEETING CURRENT CODE REQUIREMENTS SHALL BE INSTALLED BY THE DEVELOPER PRIOR TO CERTIFICATE OF COMPLETION AT HIS EXPENSE AND THE COST OF THEIR OPERATION WILL BE ASSUMED BY THE DEVELOPER IN ACCORDANCE WITH NO. 95-17. 26. ALL ON-SITE UTILITIES INCLUDING ELECTRICAL, CABLE, TV AND TELEPHONE SHALL BE PLACED BELOW GROUND. 27. ALL TRACTS THAT ARE TO BE OWNED AND MAINTAINED BY THE PROPERTY OWNERS ASSOCIATION SHALL BE CONVEYED TO THE PROPERTY OWNERS ASSOCIATION BY WARRANTY DEED AT THE TIME OF PLATTING. 28. EXISTING TREES 8" OR LARGER (OTHER THAN CITRUS TREES OR "TRASH" TREES) LOCATED ALONG PROPOSED LOCATIONS OF BUFFER WALLS OR ROAD RIGHT-OF-WAY LINES WILL BE PRESERVED IF AT ALL POSSIBLE. THE BUFFER WALLS AND ROADS WILL BE DESIGNED AROUND THOSE TREES TO INCORPORATE THEM INTO REQUIRED LANDSCAPE BUFFERS AND AS STREET TREES. 29. THE EXISTING GRADES ON INDIVIDUAL LOTS CONTAINING PROTECTED TREES WILL BE MAINTAINED AS MUCH AS POSSIBLE TO PRESERVE EXISTING PROTECTED TREES. FOR LOTS CONTAINING PROTECTED TREES, THERE WILL BE NO GRADING OR OTHER CONSTRUCTION ON INDIVIDUAL LOTS, EXCEPT AS SPECIFIED IN THE SUBDIVISION PLAN, UNTIL BUILDING PERMITS ARE ISSUED FOR THOSE LOTS. 30. REMOVAL OF EXISTING PROTECTED TREES WILL BE LIMITED TO CLEARING ROAD RIGHT-OF-WAY AND RETENTION AREAS AS DETAILED IN THESE PLANS. ALL EXISTING PROTECTED TREES. ON INDIVIDUAL LOTS WILL BE EVALUATED AT THE TIME OF SITE PLAN REVIEW FOR THAT LOT, TO DETERMINE WHETHER OR NOT EACH TREE NEEDS TO BE REMOVED. 31. IN ORDER TO INSURE THAT AS MANY EXISTING TREES AS POSSIBLE WILL BE PRESERVED. ALL ROAD RIGHT-OFWAYS AND RETENTION AREAS WILL BE FLAGGED FOR REVIEW BY THE CITY AND THE ENGINEER PRIOR TO ANY TREE REMOVAL. NO CLEARING PERMITS WILL BE ISSUED FOR SITE WORK OR BUILDING CONSTRUCTION UNTIL THE TREES TO BE PRESERVED HAVE BEEN CLEARLY MARKED WITH TREE PROTECTION BARRIERS. 32. NO PERSON SHALL UNDERTAKE LAND CLEARING OR THE REMOVAL OF ANY PROTECTED TREE WITHOUT FIRST OBTAINING A PERMIT FROM THE BUILDING DEPARTMENT. THE REMOVAL OF PROTECTED TREES SHALL BE MINIMIZED TO THE MAXIMUM EXTENT POSSIBLE AND NO AUTHORIZATION SHALL BE GRANTED TO REMOVE A TREE IF THE DEVELOPER HAS FAILED TO MAKE REASONABLE MEASURES TO PRESERVE SPECIMEN AND HISTORIC TREES. sill 111! 1 in 1700111111111 33. A 6' MASONRY SCREEN WALL AROUND THE PERIMETER OF THE PROPERTY SHALL BE CONSTRUCTED WITH THE SUBDIVISION IMPROVEMENTS. ALL SIDEWALKS ALONG OLD WINTER GARDEN ROAD AND IN FRONT OF TRACTS B AND D SHALL BE CONSTRUCTED WITH THE SUBDIVISION IMPROVEMENTS. ALL OTHER SIDEWALKS, INCLUDING THOSE IN FRONT OF INDIVIDUAL LOTS WILL BE CONSTRUCTED BY THE DEVELOPER OF EACH LOT. 34. THE ENTRANCE FEATURE WALLS AND SIGNAGE SHALL BE CONSTRUCTED WITH THE SUBDIVISION IMPROVEMENTS. 35. THE LEGALLY ASSIGNED NAME OF THE SUBDIVISION IS CITRUS MEDICAL AND EXECUTIVE PARK. PURSUANT TO ORDINANCE NO. 2001-18, ALL SUBDIVISION SIGNAGE MUST BE CONSISTENT WITH THE LEGALLY ASSIGNED NAME OF THE SUBDIVISION. ANY SUBSEQUENT CHANGE TO THE NAME OF THE SUBDIVISION. ANY SUBSEQUENT CHANGE TO THE NAME OF THE SUBDIVISION MUST BE APPROVED BY THE CITY COMMISSION. 36. NO BUILDING PERMIT FOR VERTYICAL CONSTRUCTION ON ANY LOT SHALL BE ISSUED UNTIL THE PLAT IS RECORDED AND NO PERMANENT CERTIFICATE OF OCCUPANCY FOR ANY STRUCTURE CONSTRUCTED ON THE SUBJECT PROPERTY SHALL BE ISSUED UNTIL A CERTIFICATE OF COMPLETION FOR SUBDIVISION IMPROVEMENTS INCLUDING THE WALL, RETENTION POND AND LIFT STATION HAS BEEN ISSUED. 37. NO OUTSIDE FREESTANDING VENDING MACHINES, NEWSPAPER BOXES OR SIMILAR EQUIPMENT SHALL BE PERMITTED UNLESS SUBSTANTIALLY SCREENED FROM VIEW FROM ADJACENT ROADS AND PARKING AREAS. 38. ALL ROOF MOUNTED EQUIPMENT MUST BE SCREENED FROM VIEW FROM ALL ADJACENT PROPERTY LINES. 39. PRIOR TO PLATTING, THE DEVELOPER WILL BE REQUIRED TO SUBMIT TO THE CITY APPROPRIATE CROSS ACCESS EASEMENTS AND, IF APPLICABLE, CROSS PARKING EASEMENTS FOR REVIEW AND APPROVAL BY THE CITY. ALL SUCH DOC UMENTS WILL NEED TO BE RECORDED CONTEMPORANEOOUS WITH THE PLATTING OF THE SUBDIVISION. 40. 41. 42. OVERNIGHT PARKING OF COMMERCIAL VEHICLES, TRACTOR TRAILERS, BOATS, RECREATIONAL VEHICLES, CAMPERS OR MOTOR HOMES SHALL BE PROHIBITED WITHIN ALL PARKING LOTS. NO COMMERCIAL VEHICLE WITH SIGNAGE PLACED THEREON SHALL BE PARKED IN A MANNER ALONG PUBLIC ROADWAYS TO BE VISIBLE AS AN ADVERTISING DEVICE. EACH LOT SHALL BE REQUIRED TO PROVIDE PARKING, INDEPENDENTLY OF ADJACENT LOTS, AS REQUIRED BY THE CODE. "A V_ Z cW c O Z CW Q } Zcv (y) 04 Lo 00 �r ^ O a o ZoM M QRZ m Z°0---� (Duo O o o Wo�2 a. 'o k °� Q Q 7 Z } omo,°Q Z H � m. n LL W ° UIL 0 m � m �r ^ P t7�° JJ� M N m o 0 m PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: n/a SHT. 2 OF 17 m O N 00 t7�° JJ� N m u`r'n m N ko o k °� } Lel. v o aQ W W� Z � zLr1 Q a Lf' 0 Q:: Q o Ld a w 2 °� 0 o W Q aLu 20 ww Q Q oLL1 PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: n/a SHT. 2 OF 17 m M m 0 m o W Z � 0 0 Q:: Ld W w 2 IL 0 o 0 Q PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: n/a SHT. 2 OF 17 AutoCAD filename: 04033.dwg vi Zg �m 00 ww W� w m F - z 0 a- 00 LdO U zz U v) w w m� O V) U N �a WL1_ W O _ F- '- z mw o(n wz O J U Ow o� En �o w V) Qw w OX Qw W z~ wLIJ 0 ¢� r U O En Z �w m= U U- 0 0 w w w 0 ow m0 n_ w0 Z � O H �F6 QU- Z zuj0 00 ow mz w � F- 0 z ¢� mz 0 00 0 rLw w� V) F_ WAIVER REQUEST TABLE: CITATION OF CITY CODE EXISTING REQUIREMENT PROPOSED C ANGE > JUSTIFICATION OF WAIVER ARTICLE V, MEDIUM BUFFER MINIMUM BUFFER THE NEED FOR SITE TO RETAIN ADEQUATELY A 100 -YEAR SECTION 5-18(b) 25 FOOT BUFFER 10 FOOT BUFFER STORM EVENT AND PROVIDE THE NECESSARY PARKING FOR 3.36 0.91 ADEQUATE FOR THE PREVIOUSLY PERMITTED LAND USE OF OFFICE/MEDICAL. ,. �� LANDSCAPE SCREENING A 10.0' BUFFER IS BEING PROVIDED AT STAFF REQUEST. THE r Z SOD & IRRIGATE I DEDICATION OF ADDITIONAL RIGHT-OF-WAY (TRACT' IS AN MEDICAL -PROFESSIONAL OFFICE BUILDING INTERIOR AREAS 957 OFFSETTING BENEFIT. 0 II �� _j J V)_ iA@ qND JE.D CONS77?U � 41 pvc TRACT -C: (RTW DEDICA10N) TRACT -B: (ETENRON POND) - MASONRY WALL WITH BRI COLUMNS & BLACK STEEL FENCING A TREE SURVEY, TREE REPLACEMENT PLAN AND LANDSCAPE PLAN WLL BE SUBMITTED WITH THE PRELIMINARY PLAN SUBMITTAL, LANDSCAPE PLAN WILL BE PREPARED IN ACCORDANCE WITH CITY CODE BY A PROFESSIONAL LANDSCAPE ARCHITECT. ALL LANDSCAPED AND LAWN AREAS TO BE MAINTAINED BY THE PROPERTY OWNERS ASSOCIATION. SPECIFYING PROPOSED LANDSCAPING INCLUDING TREES TO REMAIN AND REPLACEMENT OF TREES FOR THE TREES TO BE REMOVED. ALL LANDSCAPED AREAS TO BE PROVIDED IMTH UNDERGROUND IRRIGATION SYSTEM. PURPLE REUSE PIPING SHALL BE USED. 1 '► 1 e1 s Q< 6 U Z¢ W� aW W 2 J �z O z 15' -LANDSCAPED BUFFER AREA z a PLANTING ALONG THE INTERNAL ROADWAY TO BE CONSISTANT WITH ORD.#99-23 DETAILED LANDSCAPE PLAN TO BE SUBMITTED WITH FINAL SUBDIVISION AND SITE PLANS DOUBLE ROWLOCK (STANDARD) FIN.GRADE SIGN AND PEDESTAL NORWEGIAN BRICK, 0/E EACH SIGN FACE WILL BE NO MORE THAN 50 SQ. FT. BUILDING DIRECTORY DOt BLE ROWLOCK (STANDARD) FIN.GRADE DOUBLE ROWLOCK BAND NORWEGIAN BRICK (STANDARD) FRONT VIEW WALL & COLUMES START OF 6' MASONRY SCREEN WALL W/ STUCCO FINISH & DECORATIVE CAP Is 6' MASONRY SCREEN WALL W/. STUCCO. FINISH & DECORATIVE CAP SIGNAGE: RAISED LETTERS MOUNTED ON POLISHED STONE OR MARBLE TILE BACKGROUND. TILE TO BE RECESSED IN OVAL OR EWPIICAL SETTING, IN FOAM WALL CENTER OF FEATURE TO BE 5'-0" ABOVE ENTRY WALL FINISHED GRADE. CUSTOM LOGO MAY BE ADDED AT DEVELOPERS OPTION. EXISTING HOSPITAL ENTRANCE CA STREET THE FOLLOWING WORK SHALL BE CARRIED OUT DURING THE DEMOLITION STAGE: THERE EXISTS ONE OR MORE SEPTIC DRAIN FIELD SYSTEMS AND ONE OR MORE SMALL DIAMETER WELLS, THE SEPTIC TANK AND DRAINFIELD SYSTEMS SHALL BE REMOVED AND DISPOSED OF. THE WELLS SHALL BE LOCATED AND PROPERLY ABANDONED ACCORDING TO THE REQUIREMENTS OF THE & RWMD RULES. AN ABANDONMENT PERMIT IS REQUIRED AND A REGISTERED WATER WELL CONTRACTOR SHALL BE REQUIRED TO COMPLETE THIS WORK. ESTIMATED TRIP GENERATION (TRAFFIC PLANNING AND DESIGN, INC.) LAND USE ITE CODE (2) m P.M. PEAK HOUR DAILY TOTAL ENTER EXIT MEDICAL -PROFESSIONAL OFFICE BUILDING _r J 3 Q FS 3.36 0.91 o LAND USE ,. �� P.M. PEAK HOUR r Z SOD & IRRIGATE I z Q o MEDICAL -PROFESSIONAL OFFICE BUILDING INTERIOR AREAS 957 co 26 70 d io TJX n ' LAWN AREAS AND SHRUBARY 25 NATURAL AND o ASSOCIA11ON MAINTAINED LANDSCAPED BUFFER NOTE: THE WALL WILL BE 6' HIGH FROM THE HIGHEST GRADE, FRONT OR BACK OF THE WALL TRACT -C: (RTW DEDICA10N) TRACT -B: (ETENRON POND) - MASONRY WALL WITH BRI COLUMNS & BLACK STEEL FENCING A TREE SURVEY, TREE REPLACEMENT PLAN AND LANDSCAPE PLAN WLL BE SUBMITTED WITH THE PRELIMINARY PLAN SUBMITTAL, LANDSCAPE PLAN WILL BE PREPARED IN ACCORDANCE WITH CITY CODE BY A PROFESSIONAL LANDSCAPE ARCHITECT. ALL LANDSCAPED AND LAWN AREAS TO BE MAINTAINED BY THE PROPERTY OWNERS ASSOCIATION. SPECIFYING PROPOSED LANDSCAPING INCLUDING TREES TO REMAIN AND REPLACEMENT OF TREES FOR THE TREES TO BE REMOVED. ALL LANDSCAPED AREAS TO BE PROVIDED IMTH UNDERGROUND IRRIGATION SYSTEM. PURPLE REUSE PIPING SHALL BE USED. 1 '► 1 e1 s Q< 6 U Z¢ W� aW W 2 J �z O z 15' -LANDSCAPED BUFFER AREA z a PLANTING ALONG THE INTERNAL ROADWAY TO BE CONSISTANT WITH ORD.#99-23 DETAILED LANDSCAPE PLAN TO BE SUBMITTED WITH FINAL SUBDIVISION AND SITE PLANS DOUBLE ROWLOCK (STANDARD) FIN.GRADE SIGN AND PEDESTAL NORWEGIAN BRICK, 0/E EACH SIGN FACE WILL BE NO MORE THAN 50 SQ. FT. BUILDING DIRECTORY DOt BLE ROWLOCK (STANDARD) FIN.GRADE DOUBLE ROWLOCK BAND NORWEGIAN BRICK (STANDARD) FRONT VIEW WALL & COLUMES START OF 6' MASONRY SCREEN WALL W/ STUCCO FINISH & DECORATIVE CAP Is 6' MASONRY SCREEN WALL W/. STUCCO. FINISH & DECORATIVE CAP SIGNAGE: RAISED LETTERS MOUNTED ON POLISHED STONE OR MARBLE TILE BACKGROUND. TILE TO BE RECESSED IN OVAL OR EWPIICAL SETTING, IN FOAM WALL CENTER OF FEATURE TO BE 5'-0" ABOVE ENTRY WALL FINISHED GRADE. CUSTOM LOGO MAY BE ADDED AT DEVELOPERS OPTION. EXISTING HOSPITAL ENTRANCE CA STREET THE FOLLOWING WORK SHALL BE CARRIED OUT DURING THE DEMOLITION STAGE: THERE EXISTS ONE OR MORE SEPTIC DRAIN FIELD SYSTEMS AND ONE OR MORE SMALL DIAMETER WELLS, THE SEPTIC TANK AND DRAINFIELD SYSTEMS SHALL BE REMOVED AND DISPOSED OF. THE WELLS SHALL BE LOCATED AND PROPERLY ABANDONED ACCORDING TO THE REQUIREMENTS OF THE & RWMD RULES. AN ABANDONMENT PERMIT IS REQUIRED AND A REGISTERED WATER WELL CONTRACTOR SHALL BE REQUIRED TO COMPLETE THIS WORK. ESTIMATED TRIP GENERATION (TRAFFIC PLANNING AND DESIGN, INC.) LAND USE ITE CODE (2) m P.M. PEAK HOUR DAILY TOTAL ENTER EXIT MEDICAL -PROFESSIONAL OFFICE BUILDING 720/E 33.39 3.36 0.91 2.45 LAND USE SIZE TOTAL TRIP VOLUMES P.M. PEAK HOUR DAILY TOTAL IN OUT MEDICAL -PROFESSIONAL OFFICE BUILDING 28,626** 957 96 26 70 **BASED ON ALL MEDICAL OFFICES. GENERAL NOTES: (1.) THE PERMITTED USES FOR THE PUD TO BE THOSE USES PERMITTED IN THE PS ZONING DISTRICT UNDER THE OCOEE LAND CODE, AS IT MAY BE AMENDED FROM TIME TO TIME. SUCH PROFESSIONAL SERVICES DEVELOPMENT SHALL CONFORM TO THE APPROPRIATE DEVELOPMENT STANDARDS WHICH WOULD BE APPLIED TO DEVELOPMENT IN THE P -S ZONING DISTRICT AND ORDINANCE 99-23. (2.) THE SCHEMATIC OF THE BUILDINGS AND PARKING ARE FOR ILLUSTRATIVE PURPOSES ONLY. (3.) THE RETENTION POND WILL REMAIN UNFENCED. (4.) THIS DEVELOPMENT SHALL COMFORM WITH ORDINANCE #99-23. (5.) A LANDSCAPE, WALL AND SIGN EASEMENT, MINIMUM OF 15 -FEET WIDE, SHALL ENCOMPASS THE ENTRANCE WALL AS SHOWN ON THE PLAN. (6.) BENCHES, BIKE RACKS AND TRASH RECEPTACLES SHALL BE INCLUDED IN THE INDIVIDUAL BUILDING SITE PLANS. (7.) ARCHITECTURAL THEME: a. ALL BUILDINGS TO BE OF THE SAME ARCHITECTURAL TYPE AND STYLE. b. STUCCO EXTERIOR, EARTHTONE COLORS MEETING CITY STANDARDS (% WHITE). c. ROOFS: MIN. 6 -PITCH, ARCHITECTURAL SHINGLE OR TILE (7.) BRICK PAVERS (ACCESS DRIVES) TO BE INSTALLED WITH THE INDIVIDUAL SITES (8.) CONNECTION TO OLD WINTER GARDEN ROAD: o. ACCESS DRIVE- AS SHOWN, TEMPORARY 35'R. TO CONNECT TO EXIST. PAVEMENT. FINAL ACCESS DRIVE, CURB EXTENTIONS AND SIDEWALK TO BE INCLUDED IN THE OLD WINTER GARDEN ROAD CONSTRUCTION. b• POTABLE WATER AS SHOWN, TO CROSS UNDER OLD WINTER GARDEN RD. AND 71E INTO EXIST. 12" WATER MAIN. IN THE CASE WHERE OLD WINTER GARDEN RD. CONSTRUCTION OF NEW WATER MAIN PRECEEDS THIS PROJECT, TIE IN WILL ADJUST TO NEW MAIN. c. SANITARY FORCE MAIN -AS SHOWN, FORCE MAIN WILL REMAIN WITHIN THE EXISTING OLD WINTER GARDEN RD. R -O -W, SUBJECT TO RELOCTING TO ADDITIONAL 15' UTILITY EASEMENT DJACENT TO EXIST. R -O -W. (9.) FIRE HYDRANTS SHOWN CURRENTLY EXIST ON-SITE AND WERE CONSTRUCTED PER THE ORIGINAL APPROVAL OF THE SUBDIVISION. 3 } m Lo N C= t� c� QQ -� W' .0o�z 2 z'�,uj0v0 ¢t z u 0 00 ujS2 2.0 �> Q'QQZ� zCL :E 0 ¢ 0 m� W m, z W' z O ,- �^ m o w C L) d n o Q Z W M LLI Z z z 0 o a vl Ln 5 z La Ld z a ceO N W ce 0 m V) Iz. 00 WAf>T RUR ON o O CYNN OD en in Opp u c _ W//v T SITE DATA: o T N'b4N ! �� G THIS SITE IS NOT LOCATED WITHIN THE FEMA 100 -YEAR a` J` W __-2.5. V /q FLOODPLAIN BASED ON FIRM MAP DATED DEC. 06.2000. �c 22 c "� �`�. ` D�n / TOTAL SITA AREA 5.81 ACRES v TRACT -C (R/W DEDICATION) 0.18 ACRES %f � Q U- 0q p NET DEVELOPED AREA 5.63 RCRES �l II JJ Lu EXISTING ZONING A-1 ~ In .e Ln MASONRY WALL WITH BRICK .` •�� ZONING PUD Ln "`- COLUMNS & BLACK ` EL FENCING�� `CRES S�� 70TAL LOT(STREET) AREAS 4.60 ACRES �� Q `\ ` '~ �`\ 7RAc�T-9 (Po 0.3377 ACRES �� o O TRACT -0 ((LIFT STATION) 0.03 ACRES �2 d� E571UAM MAXIMUM BUILDING ROOK AG AS PROPOSED HEREON � � w .,': ` ; i i i ; ! •.� L MEDICAL OFFICES ONLY IL PROFESSIONAL OFFICES ONLY O z / / CE) W �O ,� • I ` i ; � 1 ' , t . ' `` 200 S.F. PARIONG SPA 2S0 S.F. PARKING SPA Ist.AREA P�� A ,SPACE EAR ' � IMPERV. X "o a `\ w J ry 198.417 S.F. 154 PARKING 28.626 S.F. 45.8 % 144 % 93,874 S.F. 47.1 % � � p Lu � LnI IIS " I iGi ! I i'•. END OF 6' MASONRY SCREEN WALL W/I Q e 1 STUCCO FINISH & DECORATIVE CAP MAXIMUM IMPERVIOUS AREA 70 x SUBDIVISION 1 I s MAXIMUM IMPERVIOUS AREA eD x LOT MINIMUM OPEN SPACE 2D x SUBDIVISION i I t r MAXIMUM FLOOR AREA RATIO 50 x LOT I l) FRONT YARD 25 FEET - . • -i � � } j • I REAR YARD 25 FEET ! } [ l SIDE YARD 10 FEET OLRGSF D M7ERG�ROAD O FEET MAXIMUM BUILDING HEIGHT 35 FEET LANDSCAPE BUFFER&a I RETENTION POND ABUTTING 15 FEET OLD WINTER GARDEN ROAD jIi r RETENTION POND ABUTTING 25 FEET RESIDENTIAL DISTRICT ALL BUILDING SITES ABUTTING 25 FEET m m EXISTING FMOM71AL DISTRICTS m m p W =e, -Lo ABUTTING INTERNAL ROAD TRACT 15 FEET Z z Y O I i i m SLSLI�ES: N Q Ld a ! 'SANITARY SEWER CITY OF OCOEE U Q s` Ili itLoi i POTABLE WATER CITY OF OCOEE RECLAIMED WATER CITY OF OCOEE B €_ O � �� A � ! � ! FIRE PROTECTION CITY of OCOEEo Ili - j I j z ELECTRIC FLORIDA POWER CORP. I I;} {;� I- VANGUARD � HEIGHTS SUIBDIVISION � > � � � t;' r TELEPHONE SOUTHERN BELL J Jill GAS LAKE APOPKA NATURAL P., a z ` GAS DISTRICT p -M SOLID WASTE CITY OF OCOEE `IS I O ! CONSUMPTION ESTIMATE: WATER AND SEWER CONSUMPTION BALD ON O AN 8 -HOUR DAY AND POPULATION OF 400. 0 % ' AVERAGE DAILY FLOW MED. 250 GPD/B00 S.F. u 43,750 &F • 13.872 GPD PEAK115 GPM FIRE Ftp R Fl.OW 1200 GPM O 20 PSI Z F -i �II! lj�I J LEGEND: W ELEV. EXIST. GROUND III '•, ! ! 16.9 in A /1.4 EXISTING CONTOURS z 42" DECORATIVE BLACK STEEL FENCE Z) a �, 6' MASONRY SCREEN WALL W/ STUCCO J A � f { I�� --� --- -!; � � FINISH &DECORATIVE CAP < C..;I Z U - COLUMNS & BLACK STEEL FENCING Z I -- BOUNDARY w DOUBLE WATER SERVICE I- QM o CHECK M Z W O AALVE SSEMBLY GATE VALVE LJJ BLOW -OFF WATER MAINS Q Ems.., v FIRE T ASSEM BWLY TYPICAL TEE INTERSECTION. ui U_ RECLAIM SERVICE Q R A. 6' SIDEWALK & RAMP TRAFFIC CONTROL DEVICESGATE VALVE PROJECTNUMBER ,'CLEAR OF STOP BAR ( BLOW -OFF RECLAIM MAINS 04033 ALL TRAFFIC CONTROL DEVICES TO MEET THE CITY OF OCOEE LAND DEVELOPMENT ASSEMBLY B. CROSSWALK: 2 0 12" REGULATIONS AND STATE STANDARDS, FDOT F.S.-SECTION 316.0747 AND THCMANUAL ON WHITE. 5.0' WIDE DATE: UNIFORM TRAFFIC CONTROL DEVICES" (MUTCO). = _`� STORM SEWER INLET AND M.E.S. 9/17/2004 ALL WORK WITHIN THE CITY RIGHTS-OF-WAY AND EASEMENTS REQUIRE A RIGHT-OF-WAY C 2' WHITE STOP BAR UTILIZATION PERMIT AND INSPECTION. DRIVEWAY PERMITS SHAII RF ISSUED BY THE [ =4' ' ='.� CONTROL STRUCTURE AND OUTFALL SCALE: T„_50, ,'CLEAR OF CROSS WALK ENGINEERING DEPARTMENT AND INSPECTED BY THE PUBLIC WORKS DEPARTMENT. ! D R1-1 STOP SIGN WITH FORCE MAIN SAN STREET NAME SIGNS' SHT■' MOUNTED OVER. SANITARY SEWER SYSTEM SEWERAGE SAN. MAIN UFT STATION OF 17 <ri* Z3 �mm 00 wF_ VLu ) F_ 1=- O z� 0 ° Ww O O z Z 0 1n LjW � U 0-0 In 0 Q W mCL N U- W O F_F- z w U) OO Z 0 �C) Ow V U) 0 W aW 0_ CL Z X Q W w ZF- I- w O Q 0 0 az �w m� U U- 0 O w w_ o~ w u (LO UJ En Z F- =- O f= Q � o Z I - z0 0 U V) �z W0 Ory z aZ Vo w U mZ) o 0 oow w 0= ujQ AutoCAD filename: 04033.dwg AS-BUILTSI TOP EL, CONDITIONS OF APPROVALI PRIER TO F"s- ACCEPTANCE BY THE CITY 13F OCOEE AS -BUILT BRAWDM SIGNED AND Zd O BY p 'L (1.) SIDEWALKS ALONG OLD WINTER GARDEN ROAD AND IN FRONT OF TRACTS "B* AND Art DREM REGESTERED LAND SURVEYOR, SHALL BE REQUIRED WITH THE HILL ffWM DFORKATIIiM TYPE P-6 INLET 140,86 - 'D' WILL BE.CONSTRUCTED HATH THE SUBDIVISION IMPROVEMENTS. SIDEWALKS IN 137.43 137,43 STM -2 TYPE P-6 INLET 141.00 FRONT OF INiIVIDUAL LOTS WILL BE CONSTRUCTED BY THE DEVELOPERS OF THE (A) SANATARY SEWERS 137.24 137.24 STM -3 TYPE P-6 INLET INDIVIDUAL LOTS. (1.) TOPElEVA71ON OF EACH MANHOLE FRAME AND COVER MASONRY WALL WITH COLUMNS & - 137.84 STM -4 (2.) THE ENTRANCE FEATURE WALLS AND SIGNAGE; AND ALL OF THE PERIMETER BUFFERBRICK (2.) INVERT OF EACH LINE ENTERING AND LEAVING EACH MANHOLE STRUCTURE BLACK STEEL FENCING - 137,71 137.71 WALLS WILL BE CONSTRUCTED WITH THE SUBDIVISION IMPROVEMENTS. TYPE -V INLET 141,90 137,51 - 137,51 (3.) LENGTH OF EACH RUN OF MAIN BETWEEN MANHOLES (CENTER -TO -CENTER) STM -6 TYPE -V INLET I - (4.) ACTUAL GRADE OF PIPE BETWEEN MANHOLES 136.88 136,50 I a � (s.) LOCATE ALL SERVICE WYES FROM DOWNSTREEMA MANHOLE WITH DEPTH AT 0 VARIES NOTE, LOT UNE AND DISTANCE FROM THE MAIN LINE 6 tt nM SEE PLAN (8.) LOCATE WITH MEQSUREMRNTS FROM PERMENANT VISIBLE OBJECTS ALL FITTINGS IMEITE FOR DIMENSIONS BUILDING LANDSCAPING, PARKING SPACES AND THE BUILDING LAYOUTS AND ACCESSORIES NOT VISIBLE FROM THE SURFACE (MINIMUM TWO POINT TIES) PART OF THE APPROVAL OF THE AMENDMENT FINAL SUBDIVISIO INDIVIDUAL SHALL SCALE SITE PLANS (_SSSP) WILL BE REQU APPROVED FOR EACH BUILDING ESTABLISHING THESE ITEMONLY 3 (g) STORM DRAINAGE FOR CONSTRUCTION OF POND AND BEiNG APPROVED FOR MASTER IJWDSCAPING. PERIMETER (1.) TOP ELEVATION OF EACH MANHOLE FRAME AND COVER/GRATE AS WELL. AS ALL WALL (SEE DETAIL SHEET 9) RETENTION F17HCNG, RETENTION AREAS AND MASTER INFRASTRU OTHER STRUCTURES (HEADWALLS, CONTROL STRUCTURES. ETC.) (2.) INVERT ELEVATIONS OF EACH LINE ENTERING AND LEAVING EACH STRUCTURE, CONCRETE FOOTER INCLUDING UNDERDRAIN PIPES (3.) INVERiS OF ALL' .MIiEl2ED END SECTIONS (4.) ACTUAL GRADE OF PIPE BETWEEN THE STRUCTURES x 136.72 (5.) INVERT ELEVATION AND TWO HORIZONTAL 71ES FROM PERNENANT VISIBLE OMEC75 36.98 TO ALL STORM STUB -OUTS. x$,,37 2 EDGE DOST. ASPH. PAVE. 84+00 7. ;7 - �37.s2 WIDTH VARIES(C) WATER SYSTEMS AND FORCElAA1NS _ (1.) ACTUAL LENGTHS OF PIPES BETWEEN BRANCHES AND VALVES IN THE RUN. POND BOTTOM 38.1- _ (2•) LOCATE WITH MEASUREMENTS FROM PERMtENANT VISIBLE OBJECTS ALL FITTINGS AND ACCESSORIES NOT VISIBLE FROM THE SURFACE ( MINIMUM TWO POINT TiES). US. ST THE DEPTHS OF ALL LINES AT ALL VALVES AND FIRE HYDRANT `� _ `P�t 60 X 135.03 ,: �Aj � 86p0 N 135.' x 1- 8 FEN�CI' ASOS WALLWITH BRICK ACK STEEL 139.59 X_ EXISTING HOSPITAL ENTRANCE TO BETWEEN THE AND OLD WINTER GARDEN RD, IN LIEU OF THE 42" HIGH DECORATIVE ` BLACK STEEL FENCE MOUNTED ON THE POND WALL dn79 45G\ 3 EXIST. CONC. DRIVE 00 39.50 .= - f 8° "- P STA.Bg A SECTION OF RETENTION POND 1 37 *_w. 58 N� 9.69 -� 13 `. 88. O � _1zz_•_ 86 � 3$385]6 137.99 3 STORM WATER MANAGMENT "TRACT" WALL 143,00 WSHWT EL. 134.00 THE DEVELOPER AGREES TO PR❑VIDE STORM WATER RETENTION AREAS TO COLLECT, HOLD, TREAT, INFILTRATE AND PROVIDE FOR CONTROLLED RATES OF DISCHARGE TO THE ADJACENT DOWNSTREAM AREAS WHICH NATURALLY RECEIVE RUNOFF FROM THE EXISTING PROJECT SITE, DRY -TYPE DETENTION IS PROPOSED, DESIGNED IN ACCORDANCE WITH THE CITY CRITERIA FOR LAND -LOCKED WATERSHEDS, REQUIRING RETENTION FROM THE 100 -YEAR, 24-HOUR, 10.6' RAINFALL) STORM EVENT, THE PONDS SHALL BE DESIGNED TO EXFILTRATE A MINIMUM OF I.0' OF RAINFALL OVER THE SITE WITHIN FOUR (4) DAYS, AND THE DESIGN RETENTION VOLUME WITHIN A PERIOD OF NOT GREATER THAN FOURTEEN (14) DAYS. STREETS ARE DESIGNED AS CLOSED DRAINAGE SYSTEMS, DESIGN CRITERIA FOR STREETS AND DRAINAGE FACILITIES SHALL MEET OR EXCEED CITY OF OCOEE GUIDELINES, DRY -TYPE DETENTION POND NO.STR, TYPE TOP EL, N,INV, S.INV, E,INV, W,INV. STM -1 TYPE P-6 INLET 140,86 - - 137.43 137,43 STM -2 TYPE P-6 INLET 141.00 - - 137.24 137.24 STM -3 TYPE P-6 INLET 141,89 - - - 137.84 STM -4 TYPE P-6 INLET 141.89 - - 137,71 137.71 STM -5 TYPE -V INLET 141,90 137,51 - 137,51 - STM -6 TYPE -V INLET 141,05 - 136,88 136.88 136,50 MASONRY WALL WITH BRICK COLUMNS & BLACK STEEL FENCING TRACT -BI (RETENTION POND) 42" DECORATIVE BLACK STEEL FENCE CONST. ON THE INTERIOR SIDE OF THE 3 POND WITH 5' SWING GATE CONST. 52 LF. OF 15' 4wgV. @ 1.505t ; 6' MASONRY SCREEN WALL W/ STUCCO FINISH & DECORATIVE CAP 3 40.07 _ 13.5 O� 6 1-3&76_x;K &7€Lx 138.51 4 �� x X36.20 137.85 N 8 DD 0.54 05 c N ` ` X 137A5 24 5 0 Ljs•1 x3.97�CJ X 139.94 a _ 0.,,40.o�-per x 1-5.7i�O/� X 139.7 ` O -� ` 1� ` IY, 1-6:56- 0 60 _j• . x 1 x. 135 70 S I CONST 3 LF. OF CON T. 70 LF. OF / .�" X 138. ` ` ^��.� / 2� 00 �`�� a 41 1 36" RCP O 0.90% 2 CP ® 0.50% 138.96 .S c�,3 ` 7� 1� y 135;7535.75 u, 6 x An N11 I _ '448,IB X `_0 x I PIPE INV. 136.0 _a�w _ , _... _-"----,CONST , 40 LF. OF A �- f t) 737.39 ' TYPE "V )°' :. `1 :. 15" . PVC ®0.50 + ` X , 37.00`_ ENERGY i :_ . u r Q e Lq -' 1 �._ 3 31 1 DISSIPetrOR PAD �` 2 r a 1 1 T 1 14 9 _ MASONRY WALL WITH BRICK 9¢A :RGY I -1 =`!' a > --:STM.-# 13 COLUMNS & BLACK STEEL FENCING x - - x 3aQ _ PIPE INV. 136.00 `".. --x �- : 7 03 PAD I (" s 40. e, ` ! ; st: 7::{r ^,n' TYPE "D"- _141. hj K 4 ` ` ` _ _ X 134.74 t ' ,1.48 /.. I 139 1. �\ i. i' x ; = `` ,139 4 h 5g 41 .436. -a1 _ _ -_.. ~' _ �� f O _ X ,37.52 9 '} 5+p0 _ ` X. 134.94 7 ..._ a •-.. 141.136 4& ` {, ! � F... � >, r � ... s, ...a I.S:. "..40,S�::'....._.... •`� 50 139-tII ti` ,I may* \ SEE SHEET 9 { _ �._ 140....... •. FOR POND 1 - ., s / /` ' ,� 141.-... ', , �, WALL DETAILS w _...`_ ,_ { l :: } 3 X 136.4 x X 135.86 I 4t f 1 ,. j �r4 ?C 136.28 �` \. 142 •% t { ____. 1 # > 4 954. X+ 735. 2 96 4tc86 I - 1 `' i 9 t 1 S 1, ° i i X 136.50 8 72 14 ;' ,' ! x11419 P F _-.__..� i I 6 i t X 137.58 X 136 7 -1- ...... _.... x 1 8.97 - TRACT -D: (LIFT STATION) A �z4->> 2s __..__._..... ; } `� ` x 136.05 x 6,82 i36.32 __. 742.0 `��l 42:fftl- � ' i' a p � ; ! ; 'R ,1` X 137.17 r 1.2 PT = -12+46.11-"_--_ j i..1 X € E ? 3 `max 137.65 X 137.0? !} !{ -D- 4/40 " } i ! S x;36.61 40. 00 , i TYPE o .-..... - _.. _ S � 14.4i�.56 1 ,t .l pp c+Y..- G x 136. 11 DIh r 3 I nCONST. 80 86 1F. OF �� i € I 1I1 i:( i{I{ I `• }3 +fiI xII W 15" RCP. 01-% 0.-% �.14252 Witt- x 0.26 iiI 37.08 x 1„ 6 .76 STM.- 11 3I _.._.__...._ r _V. X ,37.28 X137.14 O W TYPE x i37.41X13.60 i ' t / { ` 1 ,•aa.,+r-.` I + .. r,.... ';% k.. IG. 1'.Y �c...�•P :,.,....: ^••y,P{.n i>t%t. + } ' I i % \ 1 3•' i.... r l N i. STM'i L. tet- ! CONST. 206 LF. OF s ( 1 •-•1 Q �• ," I -I X12 '; _O 24" RCP ® 0.30% I I C~. -i 516 (t I�; I (/� Y;~'�,..I � .•�J` S ' ...I 's O 7 L N N � W N er � civ U p M ZO Q ___TZL ,On O E2 1 0 2 CL ^ `7 ZUO `oma Q-0 H ¢Q�QZ� Z Z�CL m CD0 o< Lr) j( V oZ�o a w w w W m p w U Lv m Z O vi � d• N m o 61 Z W a Lu MN co wqtz Im a w Z O II M 111 CL ^ o C-0 0 O H u_ j( V J Q N Z O_ Z W ClM W Z m Q Lv m Z O vi � aw N m o 61 Z W a Lu Q wqtz a w Z a � 0 uj W m ._,I O m V) . . .. . . . . . . . /,+; p }x 140.49 ! ! ' ; I { 6' MASONRY SCREEN WALL W/ _ -- __ - ".~ __.._._._ s ! ; i I STUCCO FINISH & DECORATIVE CAP �y f`Yr Ii '^�4,.i ' 't f < BLOCK A 142 i 1421 X 143 OT i (_ - - L m ,o r I Iia°1441�,� 1- STM-# 5--_ , , a ; = I I� 3 VANGUARD HEIGHTS SUBDIVISION o I f-- 1 �- TYPE "V" I ' i . ( I 1Eli I CV m 10) s _ CONST'63 F. OF _ ILj o I s..__._......_... T.. ! _..._..._....._..._..._ }' } I N LANDSCAPE Ld > 142.32 24` RCP ®0.30._v ._ ( I ;' BUFFER 20' 5' p0 I BUILDIN U f a .. j „ I �, Z O_ W I3 jt i_......_ X1 x 142,36 i_p$$ 31 t4.55 ri 142.7 I I I CONST 86 LF. OF 15" RCP. 1®,0.-% 2 I I 1 } i -,Ti-I L�Pe �J•1 -,T,- j3.j O lil I x R; 1 1� \% Z ,42.27 ° I } I } �...� 3._ 0 a,s>"} TYPE 'V' -,.::,_:.`z..- 3 i I i' ":;: ,`` 2 i1. ..:3r,::,.., :ot _i ;-.:c^,:vec:_c,;�u. ,n :_a,wz:.; s�r",e ..i• t 1 P-4 •� Xh43. 3 ', 3' O -� 6 .- 1 15 42.39 ` O r i I . # r`- ' - ' -' '._<,.._..._It � ME611 1 I > l � dim :ikS � t ,._---._ ' `�. �..,.,.....,,.,:..� s ; ; I • I W }, 1$ t � �^ -- _. -- : \, r:t __._ I ' 1 ;I B TYPICAL SECTION LIJ R� SWALE S > I # I :.... ;ISI ..._,..._._SZ�t 3 142.28 I I#; 143.08 Q T � 140.4 142.00 ; I ; t f R �' u'_._.__...__.._._.._._ LEGEND: o is ; i ;f€ X 142 I t 43 .. j.J TM.-# j._ ._._. ` t �C _�._._.._............� .._.._._t i .7L i ; iI Z 15 MES._.m.__....__.._ , ___._ _�' }{_.....__..__._._..___._.......__.._._.._----...._._. 1 ; 16 9 ELEV.EXIST GROUND Q ' x 43.04 r .. ( I -� 143.0 Y. V 1Gi CONST. 60 LF. OFI i r. i , - %i I- k. >Y:.. " ' ,� } I I I l '�� EXISTING CONTOURS Z z 15_ RCP. ®0.56%;-srortr eminwo 1�1 CONST. 53 LF. OF (; 1 90' x 46' ? 15` PVC ®0.-% 4.140 SF i i { STM.-# 10 4 STM=j 16 ; FF 143.00 } I } ; � ® �� ,i.W,E "V„ TYPE � s•._i � � x x 42 DECORATIVE BLACK STEEL FENCE � a -- } .::`..._.._...:._5.1.__4_..0...___._..•..._...._......._-_.._..I_J.•!E ,iil g' MASONRY SCREEN WALL W STUCCO V + Fwl ZL --- -----I -�:5=- X 143.25FINISHDECORATIVE 139, 7 , ; # 3 i t } � :• d ( ; ? � S ; -# .--139.5__..._._._..__.___..___..__...._--`•-, _.._ - MES' .- J COLUMNS . 0 _ - - - - - - - - - - - - - - - - - -^ ,s _ _141,5_-.._._.__..__ .___ _......_. I & BLACK STEEL FENCING V_ > -i LLJ X 2.39 -- BOUNDARY CL a 0 ~ U� 0 c� 4353 __ __._ DOUBLE WATER SERVICE W W 0 X 143.07 S89'52 51 E 434.07 ABBREVIATIONS CHEMM r. 143.63 VALVE GATE VALVE � C/? W H Li X 143.46 x 143.60 X 14:3.55 ASSL0 L 0 6' MASONRY SCREEN WALL W/ E4 STUCCO FINISH &DECORATIVE CAP CONST. CONSTRUCT BLOW-OEF WATER MAINS Z t --H 3 x 143.34 L.F. LINEAR FOOT FIRE T ASSEMBLY � ui RCP REINFORCED CONCRETE PIPE RECLAIM SERVICE Q PVC POLYVINYL CHLORIDE R PROJECT NUMBER EXIST. EXISTING GATE VALVE RECLAIM MAINS 04033 PL POINT OF CURVATURE BLOW -OFF E: PT POINT OF TANGENT ASSEMBLY DATE: MES MITERED END SECTION �- STORM SEWER INLET AND M.E.S. D.E. DRAINAGE EASEMENT SCALE: 111_50' NG NATURAL GROUND ME, - - CONTROL STRUCTURE AND OUTFALL STM STORM FORCE MAIN SHT. C.S. CONTROL STRUCTURE � SM. M.H. R RADIUS SEWERAGE 5AN MAIN SANITARY SEWER SYSTEM ,4, LIFT STATION OF 17. M 111 CL ^ o C-0 0 O H u_ j( V Q W Q W � aw z� Q wqtz a w Z a � 0 uj W . . .. . . . . . . . /,+; p }x 140.49 ! ! ' ; I { 6' MASONRY SCREEN WALL W/ _ -- __ - ".~ __.._._._ s ! ; i I STUCCO FINISH & DECORATIVE CAP �y f`Yr Ii '^�4,.i ' 't f < BLOCK A 142 i 1421 X 143 OT i (_ - - L m ,o r I Iia°1441�,� 1- STM-# 5--_ , , a ; = I I� 3 VANGUARD HEIGHTS SUBDIVISION o I f-- 1 �- TYPE "V" I ' i . ( I 1Eli I CV m 10) s _ CONST'63 F. OF _ ILj o I s..__._......_... T.. ! _..._..._....._..._..._ }' } I N LANDSCAPE Ld > 142.32 24` RCP ®0.30._v ._ ( I ;' BUFFER 20' 5' p0 I BUILDIN U f a .. j „ I �, Z O_ W I3 jt i_......_ X1 x 142,36 i_p$$ 31 t4.55 ri 142.7 I I I CONST 86 LF. OF 15" RCP. 1®,0.-% 2 I I 1 } i -,Ti-I L�Pe �J•1 -,T,- j3.j O lil I x R; 1 1� \% Z ,42.27 ° I } I } �...� 3._ 0 a,s>"} TYPE 'V' -,.::,_:.`z..- 3 i I i' ":;: ,`` 2 i1. ..:3r,::,.., :ot _i ;-.:c^,:vec:_c,;�u. ,n :_a,wz:.; s�r",e ..i• t 1 P-4 •� Xh43. 3 ', 3' O -� 6 .- 1 15 42.39 ` O r i I . # r`- ' - ' -' '._<,.._..._It � ME611 1 I > l � dim :ikS � t ,._---._ ' `�. �..,.,.....,,.,:..� s ; ; I • I W }, 1$ t � �^ -- _. -- : \, r:t __._ I ' 1 ;I B TYPICAL SECTION LIJ R� SWALE S > I # I :.... ;ISI ..._,..._._SZ�t 3 142.28 I I#; 143.08 Q T � 140.4 142.00 ; I ; t f R �' u'_._.__...__.._._.._._ LEGEND: o is ; i ;f€ X 142 I t 43 .. j.J TM.-# j._ ._._. ` t �C _�._._.._............� .._.._._t i .7L i ; iI Z 15 MES._.m.__....__.._ , ___._ _�' }{_.....__..__._._..___._.......__.._._.._----...._._. 1 ; 16 9 ELEV.EXIST GROUND Q ' x 43.04 r .. ( I -� 143.0 Y. V 1Gi CONST. 60 LF. OFI i r. i , - %i I- k. >Y:.. " ' ,� } I I I l '�� EXISTING CONTOURS Z z 15_ RCP. ®0.56%;-srortr eminwo 1�1 CONST. 53 LF. OF (; 1 90' x 46' ? 15` PVC ®0.-% 4.140 SF i i { STM.-# 10 4 STM=j 16 ; FF 143.00 } I } ; � ® �� ,i.W,E "V„ TYPE � s•._i � � x x 42 DECORATIVE BLACK STEEL FENCE � a -- } .::`..._.._...:._5.1.__4_..0...___._..•..._...._......._-_.._..I_J.•!E ,iil g' MASONRY SCREEN WALL W STUCCO V + Fwl ZL --- -----I -�:5=- X 143.25FINISHDECORATIVE 139, 7 , ; # 3 i t } � :• d ( ; ? � S ; -# .--139.5__..._._._..__.___..___..__...._--`•-, _.._ - MES' .- J COLUMNS . 0 _ - - - - - - - - - - - - - - - - - -^ ,s _ _141,5_-.._._.__..__ .___ _......_. I & BLACK STEEL FENCING V_ > -i LLJ X 2.39 -- BOUNDARY CL a 0 ~ U� 0 c� 4353 __ __._ DOUBLE WATER SERVICE W W 0 X 143.07 S89'52 51 E 434.07 ABBREVIATIONS CHEMM r. 143.63 VALVE GATE VALVE � C/? W H Li X 143.46 x 143.60 X 14:3.55 ASSL0 L 0 6' MASONRY SCREEN WALL W/ E4 STUCCO FINISH &DECORATIVE CAP CONST. CONSTRUCT BLOW-OEF WATER MAINS Z t --H 3 x 143.34 L.F. LINEAR FOOT FIRE T ASSEMBLY � ui RCP REINFORCED CONCRETE PIPE RECLAIM SERVICE Q PVC POLYVINYL CHLORIDE R PROJECT NUMBER EXIST. EXISTING GATE VALVE RECLAIM MAINS 04033 PL POINT OF CURVATURE BLOW -OFF E: PT POINT OF TANGENT ASSEMBLY DATE: MES MITERED END SECTION �- STORM SEWER INLET AND M.E.S. D.E. DRAINAGE EASEMENT SCALE: 111_50' NG NATURAL GROUND ME, - - CONTROL STRUCTURE AND OUTFALL STM STORM FORCE MAIN SHT. C.S. CONTROL STRUCTURE � SM. M.H. R RADIUS SEWERAGE 5AN MAIN SANITARY SEWER SYSTEM ,4, LIFT STATION OF 17. AutoCAD filename: 04033.dwg X 136.72 %137.2 -7.47 1-17.62 35.17 550�� x 135.03 x135.72 x1 8 TRACT -0 (R/W DEDICATION) TRACT -B+ (RETENTION POND) Z r m op W H L7 - wm ►_- o z� O oV) O U zz U � W W 0tz0 a 0 cn �Q wmo_ Ln LL - UJ O F -F - z LL1 oU) LL o U O r- Z) 3:: fn p W W U Q W w Z W W Z H-17 w Ln ~ Z o LLJ X U Q h O Z F -Cr z 0 0 U N z W � p � Q vi z zF Ld U :2 O O (if - O n - W LLJ Ln CITRUS MEDICAL NODAL DIAGRAM NODES N h W N A STAGE/AREA V STAGE/VOLUME T TIME/STAGE M MANHOLE BASINS 00 0 OVERLAND FLOW U SCS UNIT HYDRO S SANTA BARBARA LINKS � Z P PIPE W WEIR C CHANNEL D DROP STRUCTURE B BRIDGE R RATING CURVE H BREACH x 143.07 S89°52'51 "E 434.07' X 142.73 X 143.60 x 143.63 x 14;.55 X 143.46 x 143.34 X ffi.! x 135.70 "3k7R35.75 '�35.?5 x 137.00 18 x •SCF-•.. X6.33 7S 03 � i�g X 1 37 X `� X 134.74 --._ x 137.52 � � X 134.94 �` ,• 136.46 � � x 135.86 X 136.44x 136.28 �` �\ x am 1+15.62 6 � X 136.05 x '6.82 137.65 < 136.13 X 137.07 X 137.37 136.81 i o QI Z j V BLOCK A -7 VANGUARD HEIGHTS SUBDIVISION LbLiE..V 1): • W. STORMWATER ROUTING NODE GROUNDWATER INFILTRATION NODE 4- Tc (TIME OF CONCENTRATION) :; 137.17 x 136.93 x 136.90 1 137.09 x 137.28 Y. 137.14• X 136.76 x 137.41x 137.60 0 a n a 0 u M M Z_� N h W N I- O a-* Z Qa nz d� LL, oo-0 2f- z_�W0�Q o 00 �m LZO::EY?O I-- do << z Q 0 0uj < R ^ v v � Z w w W m O C U z W _ M 101 zW W 02W w Z Q O ix 73 m �� rn 00 u m �� m vmi o w Q77- ce � ce � o 00 O do u- _ �z 44Z R ^ v v a d 4 U Q M N a Q � o z W _ M 101 zW W 02W w Z Q O ix 73 SHT. 4AOF 17 m �� rn 00 u m �� m vmi o w Q77- ce � ce � o 00 O do u- _ �z 44Z R ^ v v a d 4 U Q Q �- o Q p o � O ced' -itLu �k uj o r�r1 V LLJW O Llj � SHT. 4AOF 17 m m W m o w z z U W m _ a- a a U Q z o a � �4 " o E-4 WA Ce QV1 � A a z � A H Z A WZ j W W � a Z LLJ 0 C Py H Li � Z W F- Q PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: 1"- 50` SHT. 4AOF 17 . AutoCAD filename: 04 3.s, 9 MATERIAL SPECIFICATIONS: Potable Water Mains, Sanitary Sewers and Force Mains TEMPORARY JUMPER CONNECTION NOTES: WATER SYSTEM TESTING' WHERE THE FOLLOWING SPECIFICATIONS DIFFER FROM THE CITY OF OCOEE STANDARD OR PREVAILING SPECIFICATIONS, THE CITY SPECIFICATION SHALL APPLY. 2'MEiER Doue� ECHECKlf AS 143LY BACKFLOW I. A temporary jumper connection Is required of all exxrsscttone between existing PREVENTER ASSEMBLY I Hydrostatic testing shall be performed at 150 pounds per square inch pressure, unless active water mains and proposed new water mob km SCH. 40 GALVANIZED The Contractor is requked to obtain and maintain at the Project Site a copy of the 2 The detail above Is to be used for RRin an new water t, of size from . I otherwise approved by the City. ter a period of not fess than two (2) hours. Testing shall be u y , . Y any Cit of Ocoee!* most recent "UTILITY STANDARDS AND SPECIFICATIONS MANUAL . The pips andi be polyethylene encased (8 anti where shown an the Drawings or existing acts a water moue and far flu hg of naw mains up to 8 INaIES IN PIPE AND FITTINGS accordance with the applicable proviatons as set forth h Section 14 AWWA Standard COW for The Contractor shall comply with these specifications and applicable qty Code of required by the y In accordance with ANSI/AWWA AM.51/0105 DIAMETER (2 5 FPSinuimum velodty) and for pulling bactartologiod samples from any PRESSURE GAUGE PROVIDE TEMPORARY I duatRlle iron pipe and AWWA Masud Number M-23 for PVC pipe. Ordinance and Development Regulations SERVICE PIPE STOPS FlrnNcs AND SERVICE SADDLES new water main a any size. The jumper connectbn aid les maintained anti oRx filing, SUPPORTS AS REQUIRED. Ju testing and disinfection of tM new main ha. been succpsfuily completed and E1Af• & POLYEILYLa rIE PIPE AND FITTINGS 1. SERVICE MATERIAL, dee for use from the Florida Department of Envkanmentd Protection (FTEP) and The testing procedure shall include the continued of the specified pressure Pdysthylene Pips one (1) inch ttmru two (2) inch shah les DR -9 (pass 200) o) Type •K• seamiaes 1•. 1-1/2•. er r Dopper water tubing shall ooMorn to otrtinent agendee ;bem raeeivsd.Theto the teat system. far the two hour period. by way f a pump taldng supplyfrom a oantaner eontomnhg to AWMWA 0900 PE 3408. A A C800 maa minimum Per connection shad also be used to euttoble for measuring water loss. The amount of lose shall be determined by measuring the All PVC Pips of nominal diameter four (4) notes through (12) indmes shdi FDEP deerance latter d Pel in the new mous attar /or esb I and ag thebe moriufaettr<ed h aeoerdanos with A Standard , latest aditterm. Tiro PVC adequate. Thrust bloddng and/or restrouts shah beVolume displaced from acid container. Should the test fall. necessary repairs shall be pipe shall have a minimum working pressure rating of 150 pal and shall hove a .c wit andl bin � and/threaded aacc orddaan�with connections provided OOshall b d d for and fltthgs uasd far connecting tina new pipe to the p�� capper g specifications n ��9 Pipe �� be dhufected prior to installation in accordance with AWWA 0651, 3/4' NNOSE8188 ohm ole rib (DR) of I& i be sial be of the same outside dlmneter m due!!s kan Pips. AWWA COW and AWWA 0901. Curb stops shall be sized to matdm the meter size 1992 edition. The topping also" and the exterior of the main to be tapped shall be 12 TO 30 */VACUUM BREAKER acoanpitehed by the contractor and the test repeated until within the established limits. The oappss • I contractor shall furnish the necessary labor. water pumps. gouges and all other items required to PVC Pips shall have integral bell push an typo joints conforming to ASTM D3139. and aonf«m to tins epsetflootians in AWWA ceoo and AWWA 0901. dbshing d byy spraying or swabbing per rg*1section u of acneAWWmay be YL ABOVE Is,_ Flrntxs� 3. Flushing of 10 inches u dkrrmetar and larger vector mobs soy be done through the tie-in 2' SClp, r!O p�VC, �� - - • canduct the rewired water dtstrbutian system and perform necessary repairs. � used with PVC pips simaM csMorm m the faMosYq epedieatiaa for dandle kosm pipe. �� h valve under very contracted conditions. The tat 2" SCHD. 80 PVC Boras fittings sinal be Dost and machined h accordance with owing procedures shall be fdiowad: DUCTILE IRON PAPE AND FITTINGS AWWA COW and AWWA C901 with compatible copper tubing txnnnectioma A. The tie-in valves shall be operated and pressure tasted in the presence of the utility PRE'SStlRE GAUGE I - EXIST 1 JM. company and engineer to verify water tightness prior to tie-in. Valves which aro not IV_ SERVICE SADDLES y adjacent to the DISINFECTION ACI ductile iron pipe shall conform to ANSI/AWWA C1Si/A21.51 AND HAVE A water tight shall be replaced with a new valve installed I mmediatelad . - minimum 350 pressure doss rating A service saddle shall be used for di service the taps up to tw° (27. Service looking valva Before being pieced h service, d new water mobs shag be ehioruated in accordance with the spedficattons FIttin shall be ductile,iron cam saddles shop be double strap, anchored by a minimum four (4) bolt pattern an a B. The DOUBLE STRAP SADDLE FPO . qs pact fittings h accordance with ANSI/AWWA ductile iron saddle body. Service saddles for PVC shall have the double "PAY jumper u connection ehn be constructed m detailed. The t ran or J below and the procedures outline h AWWA C-651 'Standard Procedure for Disinfectin Water Maine. A21.53 C153. shwd exactly to the outside diameter. Sed gy connection shill be used to fill the new water main and for Y CORP. STOP _ 9 / y Pipe hg gaskets shall be BONA -N rubber. MovieEng water for bac- Strops shall have a ductile ken body with o electro -galvanized steel hardware and o « lush rig s 11 not b of tin° nee' main as required by the roof permit. All provieiorma of the flortda Department of Environmental Protection permit shall be complied wfth. Joints for ductile iron ppipe and fitting joints shall be push -on t or atedmanted joints ivy coot of corrosion resistant metal primer. mains. shah not be attempted during peak demand boon of the wctatinq water 2' COW'. STOP _ conforming to AN51/A1MWA A21.11/Ci i. Where wiled for an the plana mains _ °tf°a�dainrd 8 1&tan-f�2d5Ljoints ah� is shall Flanged shag sectios 34.3 and 3/.4 GRAVITY SE AND FORCE HAMS • All downstream solves u the . I _ of the 'UTILITY MANUAL". � � �� (PVC). �ty Sewer Pipe -4' to 15'. pAsSLTM D=43 SDR 35. uniform ° Provide for and monitor the °mem must be open prior to openingres the tie-in sous. EXLRiime 82+ 0.04 1\- Time joints shall be integral bell doetomerte joints mofmufacturod h accordance •P inti ° h The pressure h the existing o g NEW WATER LINE pipe stiffness at 5% deflection shall be 48 main must not drop below 35 pal. WATER LINE SEEffs UNI-bell I _ gPlpeet The tie-in valve shall be Y 9 pressure drop am= the . 83+. Ductile iron Sleeves shall be metalled at di utitit � onnectians to existing mains, h AN PVC pipe UNI -B-4. valve [a greater than 10 andi wlthASTM D3212. a NSF -DW sed and be h overall colorstandard . The minimum C ! tie-in valve shall be indeed dosed by the utility company until flushin --� -y- y d D. The ikm-h valve shall be aimed onlyfor flushingof the new min. The - ` compliance with Section 35. City *UTILITY MANUAL. Terminal ftttinge shall be ductile ken. standard length shill be thirteen (13) feet shall be directed b the utility company re FLOW - - I `II+ by y pany and observed by the engineer. �-: EDGE EXIST. ASPH PAVE DUCTILE IRON PIPE CX1!TANG AND LNINGS E Attar flush the tie-in vow andi les dosed and locked n the dosed position by opo ' 1 . 84!00 -% I � WiDTH VARIES Where ductile ken pipe and fittings aro to be below ground or installed h a coskp PVC PIPE for itary force mine shall be 9 g of foo accordance with � aWWA tfe`utAitY Pant that _ Dope, 4. The contractor andl documentation demanstrottn (, ' NzzzEE'rShp Where ductile km pips and fittings into ed above /ground, dimension ratio (DR) of I& Pipe shall have the some O.D. as ductile kan pias. tion device has tested and b In working oMerTha°t the time hsckftaw on. L.-. " , I . o+i • (� - - - :: ' and valves shat! be thoroughly domed and given one coot of a JOINTS far PVC pipe be ntegral beg push -on type conforming to ASTM D31S9 Band 9 a : ` \ cep requked t0 flinch Ines Of than 8 inches n diameter the tie-in Valve gin p TIE-IN VALVE MUST BE CLOSED AND 5 dry with PVC pipe atwli be ductile kon compact fittings «�nnformug with shall remain dosed and shall be locked in the dosed b the atilt cam REMAIN LOCKED. CRY TO PROVIDE primer with a minimum 1. mils thickness. Intartnediate and FITTINGS used I \ - . �. e$+0p -- . ' _� finished field coats of oil based pant with a minimum 1.5 mils dry shall ANSI/AWWA A21.53/C153 and have a minimum 350 pal pressure des rating tJs-in valve shill rernoin looted dosed until Urns now sys has been cleared fc�i� ye LOCKING MECHANISM. VALVE WILL BE also be applied b the Contractor. Primer and field coots shall be agendsa the u I . I - 1t/ Zs• _� yy FUEEP and all other and shod be appiled h accordance with approved monufacturore rscommendatlana Pertinent ogendea OPERATED BY CITY PERSONNFI. ONLY. oil other NOTE: I `.-. >> fir: � \` 6 tonlr receipt llremoveclearance far ir«n� connectiion. corporation stops aro to be 1. TIME CIDNTRACTOR SHALL BE RESPONSIBLE FOR AIL MA7E " J. EXISTING HOSPITAL ENTRANCE dosed d the temporary brass pings, I ASSEMBLY, AND THE INSTALLATION OF THE DEVICE. �, 7. All inetallatlon and maintenance of the tam m - - RE 47YOF porgy y� per eanneotiorm and associated 2. THE CITY REQUIRES THE TEMPORARY JUMPER CONNECTION ' `� ,�`� 18 f �7{/ R/�NT� baddlow Prsventlon devtc°. flttngs, vow serfs. shah les the rssponeb0lty of the contractor. +�. • ` � -_ 1?" 1 WAY -T�' TO BE PAINTED BLACK !L SCREENED WITH A HEDGE. SWEET VIBURNUM _ R _ / i ) 30' BORE CIC JACK ( + i - _ »- �� ,.�� ' `� .. ..SSI; Zp�' �.S M1`�� 8j+0p ` ` !%***�\ 12• STEEL. CASING _ R! . - -rte / / CITY of OCOEE I I / -// -- " `+ �'.� - _�.. '\�\\ PLUG (FUTURE _ .- � ; To CITY TEMPORARY JUMPER CONNECTION DETAIL SPECFICABONS i I : I I - 1s' UT(L EASE. z .9 �' `` . -. - - ' _ 8-8 `4.� TIE-IN TO RWMI) / EXIST. : (. _ S' WATER MAIN n �` •�, _ �. N� �: ` _ I /'L ST �^ % ` 8• X 8• TEE I I*rD �� s e sIL . FUTURE 6'RWM / EXISTING CONCRETE DRIVES • •1. ' . � •. . ` q- AND 8• G.V. - ` TO CITY PROP.\ / - OPEN CUT AND REPAIR _ �� _� `•. ��: ` O� Q RWM \; I__� ( TO ORIGINAL PER CITY OF TO I I b n- py OCOEE SPECIFICATIONS 15' UT1L EASE n �� 1 . ` ` ` �/� �� UG / SUPPLY.811M ps a `err CITY O.W.G:R. PROJECT rn PR R 1 -I I _ T 8 ` + sy°. 2 so+� , �2 .>2. �,q (lzo��'PSAIN ,q �D k 8 e' of 8• D CONSTRUCT �''`•� '��ii:/� I ( ►� SANITARY FORCE MiffN�7�5' s ` - �!4'S �� /-A� 4- ' �- 0/ 1 D PROP.RWM �% \ W I g f " I I Z of EXISTING Rw tPROPas'u.E ). TRACT -CI (R/W DEDICATION) w s 30. e ' ' ` FM' (As �'' y 9}+os, - _ / 'IWC 4¢818 - �,.�� _ ` S.�'. l 9 IM 1 _ , ,�. . . ;_ 526 / I 12 TRACT -D (RETENTION POND) i . �_ / / I .I r- -_ REDUCED PRESS RE "-^ �OSr.' 0 . . . _ • . ` _� � � TEMP. DDCVA cKFLow PER CROWN TRENCH IN TRENCH WIDTH VARIES I lO 8~ �If N /BA `BACKFLOW PREVENTER- 6 -TEE, & G.V. 1 AFL AWWA STANDARDS alt OCOEE f�MPROVED TEMPORARY REUSE CONNECTION "'^_-�- " s• PROP DR `�`� CROSS CONNECTION CONTROL 3 MIN.j (SEE TYPE B W SIZE OF PiPE I y 1't/ • a yN ` `' 93+ �`� ' ' : �EDDING AND TRENCHING OPEN CUT WITH CITY PERMISSION. R ( C_,9-�_-. k h � PROGRAM - 1 ) DETAIL FOR OTHER ( (IF TIE-IN PRECEEDS OwGR CQNST.- `' i1�i {p - _ 'T�.= `�` RESTORATION.) ; '• - FINISHED GRADE 75' BORE &JACK 20' STEEL CASIN ._, � I ��.. MAINTAIN 10' HORIZONTAL CLEARANCE FROM : ' • _ . OF 0 SPEC TiO _. -1. `'13_8-. .. �'� _ . I CITY CO. FICA Ns) ` �� I I EXISTING WATER MAIN (HYDRANT) OR INSTALL - U 8 G.V. \`` o . 11' 20' D.LP. = : / i - AND 6 } _ `� _ � ` - + I . . i I 1 4s13EN S 13g % �._. . , ' .. l `'141 ` 2 I /� ... + i „F,;-� TRACT -DI (LIFT STATION) / �� - _ _ I I N I EDGE EXIST. PAVE - _ 1 /,til 11? , _; - :I _,.: . _ -_1395.14 p$_ ` ` _ \ • . `, ` 136_, . ,ti I / / t f _ h . _137 i ; Z _, BEND �2- ',% ENgS .' 1395 , } 1 ` � ` 9S.".00- ` {`i 138.- _ rte. j 22 5' +45' . S '- i :•` I - SEE NOTE 4 ^ ' ate t l > r` ;f , w 4I.5 :14Q __..._...., _ f t ( /' ' 139.,.in ,~ I ` f ! :: ; - 1% x ` �„ i 1 I i _LLJ ` �`-, `\ CANYON FILL s! 140 I - / / a - T_, -ti` i i i PIP OD. � - .� ` � \ 1 � / - Mj -�].... N- _ �_ .. - , t 141_. ,, _ // .,w, Y -.-... __..... _ i 1 € �� -142-1>9 .; '`, I `; ,1 I__..w_.--. _..._. i I( 1 r 4C __ I I ii I i i I I 9$A38 12' (TYP.) ij -- inEs � .._,._.-__ CONST. 57 LF. -8" € i ' i ` I (j ! ;, 1, � -~i 14 t i . 2 I . � I. -I CO�L1CI � ^ I 3 ' 1 - f FIRE HYDRANT _...---- I ' � 1 ` I � i T • � � I r SELECT COMMON FILL' --.._......_._. 1 __. _.... _ ' F ASSEMBLY ' € 9 i i i i ` `` Q PVC SAN. C 9 �/ FILL iE I' / ` � i ; i 1 FIRE HYDRANT. u f ! € f 3_H I ; , _. ri',) ° i BEDDING ROCK a j l;( i t i } iT ASSEMBLY f g _..._. _' `°P ks+ I I ' 1 t' I , , + , , _ y_,..,....... 11 PIPE BEDDING 1 I z ! y 1 i s i t .. ! r, ;1 11 ! i i I. ^ (SEE NOTE 8 a 9j UNDISTURBED EARTH ( ! 1 02^ J f..... .-... _ _ 5 . _._............. �J $ t i i% 1 t 1 -_ `-- --_ --- -- -- 3 j i o n� i M.H.#2 :tits. t f i€ I I I a NOTES: ; ? „ i_. RIM EL 14 I o . W 1. PIPE BEDDING: SELECT COMMON FILL COMPACTED TO 95% OF THE ; i ? i..._, } 1.48 W ; ,' .:,_`�..- ' 1 i I o t 4 ( z3nt< ! INV. EL 136.28 S I t.._._...._..._... I € i I I t= MAXIMUM DENSITY AS PER AASHTO 7 180. i I ij! I m i t-"" INV. F1.136.18 (NjI)i i t"'I t' i I } 1......-----,--.-.-.._.._.._-..•� : ; - ; 41 t ; I rn I r . I m 2 TRENCH BAGCFlLL COMMON FILL COMPACTED 10 95X OF THE I t i ; " t - i ? . _• () I 136.44 I— I I ( F- i (� . RID z MAXIMUM DENSITY AS PER AASHTO T-180. i i ; i f .�. �» .. .__..._( � E__...-.._._. . - ( o d W 3, USE TYPE A BIDDING TO BE DEIFRMINED IN THE ITBD as DIRECTED i s ' ' I A I -;: .mom .._- �,_ .. ,k - �/l\ BY THE COUNTY. t I i i ! : ; { ,,.......,,.,. v, r _..._.._...._...... r .. I ' ter- :;ca.v-rr . •n • u.. 4. (+j: 15' MAX. 12' MIN. FOR PIPE DV01ETIIi LESS THAN 24', j _ __. �, .+. AN 24• MAX (12' MIN.)FOR PIPE DIAME-TER 24' AND LARGER. 11 1 1 I I __._...1 '� s ' �wY::;3L I S t • : .11 it 5 WATER SHALL NOT BE PERMITTED IN 7HE TRENCH WPoNG CONSTRt1CTiON. t 1 r , { • .-_-.•.___._.. { , `q,. '!i :.` I t I t i i -. ° I'. i , ; s ; , r• t _ _...._....: 1* ,_ ,V c¢c err:�,.�- i i �i I< 6. ALL PIPE TO BE INSTALLED WITH BELL FACING UPS REAM TO THE ( 3 'z ,y l.._.5:.'' .` . •% __. _ f i ; [ r I1 11 I _ DIRECTION OF THE FLOW. ' ` I I _ ( I _ _ ... __ ° { ' ' ' 7. REFER TO SECTION 325 OF THE MANtLAL FOR SHEETING AND BRACING ! € ! ; i € _} _ _ '�" . ti '~ c� i { M1 I 1 ; i ' 1 : N �? ( I Q IN IXGVATTONS o i- s I_..___,._ .__.___ - L j" X _._..__..._ i { e F i (� g W 8. GRAVITY SEWERS SIWl UTILIZE TYPE A REDOING, IF REQUIRED BY IRE 4 I j i : ` i }__.___._._ ' ,jti. t'', '' �" 'Y; ,< ,(``_ ! -t $maim I i i 1 Z I ) Q caLriTY BEDDING OQ'Di SHNL BE 4' MINIMUM FOR PIPE DIAMETER LE55 N f i ? ( I r i t,;k . .___ ><: ` i : t- 0i I i i € , i E j .,,": ,. 1.5" REC. WATER .. _t €_...i Alo:: { t ; a THAN 15•, AND 6' MINIMUM FOR PIPE DIAMETER 16• AND LARGER ; i i r : { i t - - --'- `v *_ . y, i i 1• f m 3 O 9. DEPTH FOR R191(WAL OF UNSUITABLE MATERIAL SHALL GOVERN oEL=ITI OF id2 } i ! ]42 t ! ~ : ` C :' METER(TYP.) __ -_ ; O" i BEDDING ROCK BELOW THE PIPE COUNTY SHN L DETQiMtNE IN THE 141 141 $ i s __-_,. SEE WATER SERVICE i I i ; . O O I ( _ FIELD REQUIRED RI7IavA1 OF UNSURABLE MATTxw TO (tFACH . I - { I # DETAIL (THIS SHEET) I ' ' I 1140140 € ! nU, t_.. l.____......_. ( . _ d' j I I ' I I r' i SUITABLE foUNla4Ti0N. l!) I i iii + B#N j L_ ? ( x €,. ._........ } r I 1 I I R I W m I o. z TYPE A BEDDING AND TRENCHING DETAIL r- I i' D` € + s i Me I ___._._ i _ ... 11._..._....._ - - .. r , I o U (M 101) 0 �(I,1,1 ' 1 } _ I I (__ , i Lir Z I . I (---.--- 1 Of I gig Q M i1 {!I l 1 � •_+* $ ( ; . {i , is s I o L I I M ; 3 _ I, I : 1___ •___,_ i I - - i a t W i ._i I Z z I I i i i` I( I `- -_.--- j i _.._._ TRENCH WIDTH VAPo6 1 t ' ; ; : ! t ^... I - °. °- A SEE WATER SERVICE i ! I t ' c i €- - # + I ' I -,_. FIRE HYDRANT 3 m DETAIL (THIS SHEET)• i y I 9n i + I t `' in I O W ( ( W/ SIZE OF PIPE �- CROWN i $ i ; : _.__.____._.w .- - ` ASSEMBLY" r t--._.._.-__- _...._-.._.._ I B x 4 W F- 3' MINL L 4 S i'Et i i 1 I , U[if I I I FINISHED GRADE . . SEE No 8) i I I j I _ _.. / �� _ _ ` -f Igg I i t ( I a_ U I I : r .. • . . ' . • j ! I 1 ---- , --. °d'' i S i I , I to . . t f I I_.i s, RIM EL 142.26 1 1 , ! t I 1 . U Q I (I f - €• : i ( i ' _6 'g 137.12 INV. EL 137.26 (N)......_._...._ i 1 `s : 3 ! { W � ( •I < : - - . . ' - i I 1 f .. �_ ... I/ it \fs - i ?----_._.. . _„_ ED I �, LL ( O F - `� 4 t ? 1 i j I ^"" ,n \ a a:c=. c err.• ,,t'..=<: 4',--- -'Mc -'* a�•�.";xz+ . tom-,,, .1•�+ • , I ; € ii 1 :x W O + - i •. _ _ - i} € 1 I I I� 3 '` k:_.. s -Fit' ,..,,..,..�.T- i i{ I I I I H z i n SIE NOTE 4 / s � ! I? I i! i i t ty I fi d } '` I �,`____ tI_.._.. -- ..._-._...-� 1 i I S i', I r I I COMMON FILL . _ >� :PI Ob. �>x i 3! � W I N I i X� f ti f I d I Z I •) Z c E i i i (-_ ..� Y,.'• .-": }. ._._....__... I ;� �> :` !`\ I ......._...._._-t i i' i I { o I I I I 12• (iYP.) sEIEGr " � i M mo< �� ` r ___-_-• �', j;'.. _... 1 f I' I I EI z X Z Z I ) COMMON c I i i I I l S .__....-_.... I }. ��0 i i' ` i; I O W - FILL mz , I ( p _. , I ' I It. UNDISTURBID W i 3 € ' i I� FIRE HYDRANT._.___ i'-': do 'o' I q ! ?I O I ) a I' I I I I (\ ASSEMBLY I t Ias�ri� j l q i jif W� 1 I NOTE 3) a f I €III __ ..__. 1�; e - I i (` t i? j !I W NOIES Ln 0 t s 1 L .. _... 15, ti '\1 i i![ € 1.1. PIPE BODING.- SELECT COMMON FILL COMPACTED TO 95% OF THE : 1 . ; r i i I /r err' �, -- : E ' I I I i I I._,.__...._._.. ,VF y I �:,,, i( I Q W MAXIMUM DENSITY AS PER AASHTO T-180. , , :' .--._...._.__..__._._..i t ' 11 2 TRENCH BACIffiLL COMMON FILL COMPACTED TO 95X OF THE i �� ` J� i 'j� R / Y , i I 1 ; € , a a MAXIMUM DENSITY AS PER A/STTTO T-180. �� , L_..-._.___._-. $ `I2 //-,.J_ , .__.._-._.-..__.__- ____._.-..._._1-..._..- ..._ I r i } i : -. Z w I _,. _ ___._.._-( R,. � i-._ y I 1 1 1 1 ,if 0 3. PIPE BmDING (IITUZiNG SEI ECf COMMON FILL OR BEDDING ROCK IN tY'1/ " . pm- ACCORDANCE WITH TYPE A BEDDING AND TRENCHING DETAIL MAY BE I h ( 1 _,__,.___j 3 ./,,- i , -._,._-_.__....___._,._ __..1....1_......._._._..._,.._.._-. } ; ! s f , i I p� �j = M3itiL i ftF70UIRED AS DIRECTED BY THE COUNTY. _. _...W_ _.__..._ _.___,.__...a _...,_,._...��•.I , .3 ! " _( I t Z H Z $ 4. (+): 15' MAX 12' MIN FOR PIPE DVIMEiER LESS THAN 24, I Y..« _T... _._.,.-_.._,...._.,_......_ ...... ___... _ _._._. ? j 1€ ` s I , I . _ I- I 1 - `Oil t AND 24' MAX. (12' MIN.) FOR PIPE DIAMETER 24' AND LARGER ) i 1 1 �I t a i__ _.} .._ £ , ) a- ! I € r i O a 5. WATER SHALL NOT BE PERMITTED IN THE TRENCH DURING CONSTRUCTION. 1 ? 1 s € ':.. ? arm moo I : , , W O IIL 6. ALL PIPE TO INSTALLED WITH BELL FACING UPSTREAM TO THE I I j I I ! 1 ! 1* k t 4e' ' ; ` I 1- au its i I 1 I i I ~Q ��. DIRECTION OF THE FLOW ��: I _.._. _._'•_.l FF i� i i " i ? s I h . y, _a e. r.. € i c f 0 } .f r 7. REFER TO SECTION 32.5 OF THE MANUAL FOR SHEETING AND BRACING I «. , d i ` I j t t i ` i p I I IN EXCAVATIONS. yip. ., :1 ;,;.11' to " 8. FINAL RESTORATION IN IMPROVED AREAS SHALL BE IN COMPLIANCE WITH z I \ I i Fer z til APPLICABLE TTEGUTATTONS OF GOVERNING AGENCIES SURFACE =M :x"' I ?...... _' I t ' I s I RI3TOITAnON WITHIN ORANGE COUNTY RIGHT-OF-WAY SHALL COMPLY WITH ,. j _...-_._. -__� ._....__...- .-.� } _.- _ . t } { I W . i i; -i-,--:-,- %i ! 1' ;F.- - -X-1435-.. .. _ -ii;j I EX. 15 CMP I REQUIREMENTS RIGHT -0F -WAY t!(IUUtTKIN REGULAl10NS AND ROAD ! I i i i I i i ? i i w.f Fti y _._ 140.5 : Y4 :- - . '' m= I) I i I i I E i I I i I - j i Lx'r? i i �11--..___._._-.._ -__... _i39,5-- ..__._,__._. '' / I N INVERT: 138.38 ` I CONSTRUCTION SPECIFICATIONS. I i _.._._.,.____.__._-.___ l _ v S INVERT 136.32 ( TYPE B BEDDING AND TRENCHING DETAIL I ...`1 - .nI .< < .,.:.a s` .w 9 , f «a' G�i_, % » ..I. ...._ ....__..._-___...._I i_.•_........._,_.-.._.,.._-•139.siao,s ,-:::- .:==%,. i 0 0 1 O _....__ L•-,. I _ OU 10D) ----------------- ------i--- __--_141,5_-_-_-•_-_ � w DUST. CONC. VE I I _ I MAINTAIN A MINIMUM IV HORIZONTAL _-__..__ etiIl 18• VERITCAL CLEARANCE FROM - " I - -I-I I I EXISTING WATER MAIN Iib INSTALL to' REDUCED PRESSURE I i W __ DUCTILE IRON PIPE EACH SIDE OF ANY - - - - - - - Ru WO ( I ( CONFLICT, BOTH THE EXISTING WATER BACKFLOW PREVENTER BACKFLOW PREVENTER s89.52'51 "E 434.07' O I i - MAIN AND THE PROPOSED FORCE MAN. IN PLANS ACCORDANCE RD NCE WITH w (n BY - THE CITY Q : I aA�e. GATE VALVE V) o ter t2 ar1P I - I main TEST COCK (TYP.) GATE VALVE LZ N INVERT: 138.71 Ii, r I MAINTAIN 10' CL THREADED UNION z o S INVERT: 136.93 I I CONST. 4-45VENDS NIPPLE (TMP.) (2 REQUIRED) o i 0° BEND ero _-. 63 •I z • (2 REQUIRED) F-� Ewsr. CONa DR I o i 4 M Lr _1 FINAL GRADE 774 N `� Z I � - ¢C ZoI Z v EXIST. SANITARY MANHOLE I I 18' DIAMETER BY 6" = o STA. +/- 14+20 40.3' LT I ( I - OR 18' x 18' x 6" TOP EL 138.47 o w N. INV: 133.63 I FROM CONCRETE COLLAR TO CO- S. TOP: 135.77 i LJ W Ex,4• PK METAL PIPE) I NOTES: N AWROOU D 2 REQ`LD.) SERVICE V) DRILL O EL 135.00 Q I 1. ALL PIPE AND FITTINGS 2' AND SMALLER SHALL BE 2. THE CITY REQUIRES THE REDUCED PRESSURE BACKFLOW PREVENTER I THREADED SCHEDULE 40 GALVANIZED STEEL OR BRASS. TO BE PAINTED BLACK alt SCREENED WITH A HEDGE. (SWEET VIBURNUM) 2 i-' O -71 . <, i Fn z --_ .--- -- --- _� -5; Lij _ -_ -_ 0 Q W PVC FIRE WdN -- -• 91- I.P. 8' OF 8' D.I.P. ce , -1 §I , , 5y f f SiE TT =1 - - - 2'TAP STRAP, 2'METER BOX & 8'• DCVA - - 8• DCVA BACKFLOW PREVENTER(DWG.#5D1) r- 2•SERVICE PIPE TO BUILDING (10 O to II a J U U) WATER SERVICE DETAIL B'OIi111111151Og A. H. C. D. 0, IL 1. I TES' 1. THE CITY'S OWNERSHIP AND MAINTENANCE OF THE WATER SYSTEM STOPS AT AND INCLUDES THE WATER METER. 2. NO CONSTRUCTION IS PERMITTED OUTSIDE OF THE ROAD RIGHT-OF-WAY. ALL WORK PERFORMED OUTSIDE OF THE ROAD RIGHT-OF-WAY WILL NOT BE INSPECTED AND MAY BE SUBJECT TO BEING REINSTALLED BASED ON THE INDIVIDUAL BUILDING PLANS TO BE REVIEWED AT A FUTURE DATE. FINIS ED GRADE E.O.P. IO' Mora. !!1L la HDN � WITH PRW RZP STW"ATER STORM INLET SOLID -(Ti- I (U -- -• N > to I--� z �--a" IoM,0O 3 �ZQQ�Z w,u-F�- 0 ZQ-O'O¢ � r- (10 EXIST P.V.C. C FULL LENGTH) C �T PLENVCr'TH ) � � O�(D Z '-'-,, 0 .. M Y Q RESTRAINED .!HINT d CD Id- o ) Q a _-M_ z NDTESm '1,O I _ 0 0 � LOWERDNG E= TM ETM WATER MAIN t (�' LL �O � U)FIRCE MAIN BY DEFLECTMN ETHOD to 6' MASONRY SCREEN WALL W/ STUCC Q O iW- ACCEPTABLE IF EXIST. FIELD CONDITIONS PERMIT 45' ]UP. BENDS FINISH & DECORATIVE CAP (n �1 Z (4 REM � Y I--. `- LENGTH OF SECTD]N BASED ON Q A _r MINIMUM LENGTH AS DETER INED A AL I 0 A RESTRAINED JOINT' Z COLUMNS: &BLACK STEEL FENCING � R - O W Pq _► _ LLJ ADDITIONAL_ RESTRAINT TO BE BOUNDARY I-- 111---- �--- PR0VnXD AS REQUIRED STANDARD 0000=11 AMi. I o M011 DRIRIiA M cONFLICr Q6 UTILITY SEPARATION - ::) 1. Where water and gravity sanitary sewer mains cross with less than 18 0 inches vertical clearance, or the sanitary sewer main is above the water Z main, then the sanitary sewer will be 20 feet on the center of crossing, <_- of either. > A. ductile iron pipe and hydrostatically pressure tested; or B. concrete encased; or --, C. PVC pipe upgraded to water main standards and pressure tested. / 2. Where water mains and storm sewer pipes cross with less than 18 inches vertical clearance, or the storm main is above the water main, then the water main shall be 20 feet of ductile iron pipe centered on I the point of crossing. I- -- - U71UTY SEPARATION - HORIZONTAL CLEARANCE 3. When a water main parrallels a gravity sanitary sewer main, a separation (measured edge to edge) of at least 10 feet should be maintained. Where this separation is not met, one of the following must occur. A. the water main is laid in a separate trench or on an undisturbed earth shelf located on one side of the sewer at such an elevation that the bottom of the water main is at least 18 inches above the top of the - - - sewer. or B. if both sanitary sewer and potable water mains are proposed and the above (A.) is not met, the sanitary sewer pipes shall be upgraded to the equivalent pipe material as the water main and pressure tested. C. If the sanitary sewer is existing and the potable water main is proposed, the water main shall. at a minimum. be upgraded to ductile iron pipe, constructed in separate trenches, held at a higher elevation than the sanitary sewer, and utilize staggered Joints. 4. Where water mains parallel storm sewer pipes with less than 10 feet horizontal clearance, the water main shall be AWWA C150/C151 ductile iron in those locations. 5. Separation requirements of 10 feet horizontal and 18 inches vertical clearance between the force mains and the potable water mains must be maintained unless approved in advance by the Department. 6. Where water mains and unrestricted access ruse pipes cross with less than 18 inches vertical clearance or 3 feet horizontal clearance, the unrestricted access reuse pipe shall be upgraded and hydrostatically tested in the some manner as gravity sanitary sewer mains (see A above). 7. Separation requirements between potable water mains and any type of reuse mains other than unrestriced access reuse mains is 10 feet horizontal and 18 inches vertical clearance, with mitigation allowed when approved in advance by the Department. 4. 5.5' J �Q, 45 w 1 O 3'MIN '� � lk ti Z W M W I••' Z Z M W O a M In > O LZ11 W 52 M o a W AL' J O CO i ?- N 00 N Z© N N I--� �--a" IoM,0O �ZQQ�Z w,u-F�- C= ZQ-O'O¢ � ZUO" o� w0�SZ`T0 ` � 11 Q Q � Q Z ET= Q O�(D Z '-'-,, 0 oe LLJ M C) � U CZ � Y \ \ \ � Id- o ) Q a o z U to ,4 0 � lk ti Z W M W I••' Z Z M W O a M In > O LZ11 W 52 M o a W AL' J O CO i ?- N ?- 00 � o Q M n 00 U M M z11 - eOil < 0� � o O LL_ ` � cc X LQ P�q�W. CZ W Z CZ � Y �� z � 7- a w Id- o ) Q a � z U ,� a 0 � my LL �O � Q Z to 6' MASONRY SCREEN WALL W/ STUCC � O iW- M W ?- m � m m P4 pMq � m o W LQ 16.9 ELEV. EXIST. GROUND Z Z Y O a w ■ Ln a EXISTING CONTOURS U � 0 0 -X-X-1-1. Q 10' 1.0' Z � o tY 0 P4 Z o W a�� WATERMAIN 1' M(N.045, (_ a W wZ STANDARD COMM11 DML � O WATER MAIN INSTALLATION AT � �:) U) DRAINAGE INLET G U I..y Uj V � LEGEND: P4 pMq � Cn 16.9 ELEV. EXIST. GROUND LJj A'.4 ■ ,--Z/ EXISTING CONTOURS to � Z -X-X-1-1. 42" DECORATIVE BLACK STEEL FENCED LL 0.4 15161 ® 6' MASONRY SCREEN WALL W/ STUCC � M FINISH & DECORATIVE CAP Z � � Q A A AL I Z COLUMNS: &BLACK STEEL FENCING � Q Pq ,,, __ BOUNDARY t_ CL ;I A W DOLISIZ WATER SERVICE CK:VAILVE-M Z r ) -t W O AA Y GATE VALVE ~ L'- O q WATER MAINS Z = �En FIRE TF A UJI RECLAIM SERVICE Q U PROJECT NUMBER :;R GATT: VALVE 4 -RECLAIM MAINS 04033 BLOW -o FF ASSEMBLY DATE: 9/17/2004 STORM SEWER INLET AND M.E.S. affAL ■ -- CONTROL STRUCTURE AND OUTFALL SCALE: i11=50' FORM MAIN SHT■ M.H. io-SAN. SANITARY SEWER SYSTEM 5 SIEWEUff STATION smMARK OF 17 zg �mm 00 w w Wm _= �- o z� o° oV) w O U z U N w w a00 UQ LLJm V) LL- Lu iw O F - z �w oW z O J U o w U3 La -w LLJ <w Z z Xu. LL z F- LLIC QF- o� V� az �LL m� wC oc- LL � F- 0 � wC CL w V: z F -C wa w c: <LL fn Fz w z O U Z W- = V. o� z <V C Z F w C m _ LL w� U) �a AutoCAD filename: 04033.dwg z N _ � CD N �t c u... Q „UOo"'O 1 50 -.:rz Woo~ < N LL o wO::EY�O <Q�Qz �( Q-0�0< z /) .0 EX) - F V) z O ,_ `W it fu- - - - - - - -%D Wj ON •P?AWWW(J Q W W ens -u n .. in to '•-.t. CONTROL SLIRUCTURE �_ � I --------------------------N -------- TYPE "C. --------- .- n / / M N 0) S � I TYPE V" YPE M z � W Nz o o a m in \ E" O w 4J \------- ------------ / z a i I / 0 -10+00 -11+00 TYPE 6 -12+00 TRACT -AI (STREET) ST s `'3+00 TYPE '►• II l -'41100 14 X26 N / 81 \ / CD �� F rn � Ol i" - 00 STM.-# 11 TYPE "V" a / p N � CooN STRUCTU a, a x i- �n in to.14 ut , a I� NI / A"J�ur oil Lu irLn %o to ---------------- ----------5_-12 ----- ------ 0 Wd Lu �o------------------ W = ---------- _ _ Q C)Lu STMfiq STA. 11+24.74 5 fes STM#2 + 3 27:5'-K. TOP EL=141.89 TOP EL=140.86 INV. 137.71 INV. 137.43 m STIMV STM#3 cn m + + TOP EL.=141.89 TOP EL=141.00 INV. 137.84 INV. 137.24 w mLu > ca 148 144 140 136 132 ATUm Ary 130.00 17 d 148 144 144 140 140 LIFT STAT10N 136 132 132 W Z � STA'12+91.84 41 L. F v V a N � c RIM EL.=1 2.00 N n �.°'• 144. . S.E. INV. 135.92 (8"PV) H EL = 141.4 6 a o O W +11� STATION It V. 130.00 +34.93, 19.5 HE STA= 13+ 48 INV. 13 .24 o � e* Mw _j in PVI STA = 13+7 .24 z p N z z z MH 2 89.0' LT. T P EL = 141. 1 140 STA. 12+46.0 0od Z W R I RIM EL.=141.8 V. 136.88 EXISTING GRC UND A.D. _ -6.71 �w a II W S. INV. 136.8 Cn 7.45 39LF.- 24ORCP K = z w w < O 0.30% O 0.30% M + .- 24"RCP 050% BgpC VC 47'-2 RCP ST 10+00 cP �j w RIM EL.=142.6 M 136 a a 42' S N. INV. 137.6 II I t0 M of Cn I� to U a d- dN- 'Nd' dN- dN- dN' d - .r 135.00 U S-A EXI STING GROUND �y H L'- 132 �- M �- H c �-PROPOSED O a7 r GRADE 5 L U w H 00 0 0 00 ---- CO � co t7 PROJECT NUMBER m , nATF- m 00 �j 4' RCP 2 81n.PVC ® 4090 24• RCA 64LF 8in.PVC ® 0.40% ON cq8 cDGo .-� r� ON ci MW 002 a0 ° °M 04� d d t d0 a °2 t2 148 148 144 144 140 140 136 136 132 132 W W � Z d 148 Q 144 144 140 140 RETENTION POND 136 136 W Z � F v V a N � c . N n �.°'• 144. . P-4 OR o +6^ a W +11� V1 STA. 1 +34.93, 19.5 AT. IN T INV. 13 .24 � e* Mw _j in S z �iz z 0- z z z 13+15.00, 89.0' LT. T EL=141.05 140 0od Z W R I E V. 136.88 EXISTING GRC UND �w W INV. 135.42 EXISTING 39LF.- 24ORCP 63LF.- 24"R z < O 0.30% O 0.30% 2 .- 24"RCP 050% 47'-2 RCP 24' O 0. cP 136 a 42' Off' t0 d- 00 I� to M r d- dN- 'Nd' dN- dN- dN' d - W � Z d 148 Q 144 144 140 140 RETENTION POND 136 136 132 1 132 DATUM AW 130.00 O d a � Z � N n INLET 144. N P-4 OR o W +11� V1 STA. 1 +34.93, 19.5 AT. IN T INV. 13 .24 � e* Mw _j in S � 0- z o> IR 13+15.00, 89.0' LT. T EL=141.05 140 0od Z W R N LZ E V. 136.88 <C �w W INV. 135.42 EXISTING GROU z < 72'-24'R 47'-2 RCP 24' O 0. cP 136 a 42' Off' Ld �STACKAIILE RETAINING WALL W Z H ADWALL INV. 135.00 S-A 13+15.0, 32.0' LT. �y H L'- 132 Z H c O O a7 r N d N H 00 0 0 00 M CO � co t7 PROJECT NUMBER 10+00 11+00 12+00 13+00 14+00 �• I•�• NOTE: STATIONS ALONG C/L OF CAL -DE -SAC (TRACT "A') 9/17/2004 i NOTE: STATIONS ALONG C/L. OF CAL -DE -SAC (TRACT W) SCALE: _ 60' i r ' SH■T ■ i STREET -A TO OLD WINTER GARDEN ROAD STORM INLET #3 TO STORM INLET #6 STORM INLET #13 TO RETENTION POND 6 - OF 17 { Z o Z 144. P-4 W V1 H � w � i w m 140 0od A CL <C �w z < 136 a A Ld W Z C/) a o L �y H L'- 132 Z H c O F- W H Q U PROJECT NUMBER 04033 nATF- 10+00 11+00 12+00 13+00 14+00 �• I•�• NOTE: STATIONS ALONG C/L OF CAL -DE -SAC (TRACT "A') 9/17/2004 i NOTE: STATIONS ALONG C/L. OF CAL -DE -SAC (TRACT W) SCALE: _ 60' i r ' SH■T ■ i STREET -A TO OLD WINTER GARDEN ROAD STORM INLET #3 TO STORM INLET #6 STORM INLET #13 TO RETENTION POND 6 - OF 17 { z� �r m 00 w w U)~ wm i=- o Z� o° oU) Ld O U Z- 0LJ ww U U Q M li. w o ~Z �w 00 J U O w UJ Of V3:: U)o w wm Qw Of p n - ZX Qw W zI- N O g= 03- 0 Vin aZ w M :D U LL- O 00 w V) nT- O w 0- o_o wV) Z LLJ �o a' U U- 1 O Z� w Z 0 0 U� ofZ w0 o Of Q vi U)Z 0 Si LLJ r5 � D 00 o(�f w w� V) >- F-¢ AutoCAD filename: 04033.dwg \ \ 300, -1-00 \ `'\ \ �'167# PROP sth .89,L STOP RI -1 30" x 30" MAJOR_ 4" WHITE R2-1 s 6' -lo SKIP __!j) SOUD YELLOW I I T l fC / w ULvik-.,r\ i lulu ROAD - 4"DOUBLE YELLOW & J 12'MIN.1 12'MIN. 112'MIN. 36'36' MIN. Design Speed 35 45 50 55 1 55 1 55 Entry / Posted Speed 30 35 40 45 50 55 Turn Lane Decdlemtion n/ (Y Q Q ¢ Z O�o�O_Q Pavement or Stripe Taper T 50 50 50 50 50 50 Clearance Distance L, 70 85 100 125 150 170 Brake to Stop Distance L2 75 100 135 175 215 255 Right Turn Lane Length Rt 95 135 185 250 315 375 Unsignalized IntersectionQ Left Tum Queue Length 25' per 30 mph, 75' minimum Min Left Tum Lane Length Lt 170 210 260 325 390 BLOCK A Turn lane Accelemtdon SECTION 2. Pavement Marker Units SECTION 3. Roadway Sign Assemblies 1500 3.1 This work consists of furnishing and erecting aluminum or fiberglass reinforced Detail. (See Figure), and the locations designated in the plans. 1450 Taper Length LD no no 360 420 480 480 Total Length A Type 7: Circular white nonreflective marker Size N: Normal 5" max. width or 4" diameter, 0.75' height (minimum 24'), spaces expanded not more than 25% nor condensed more than 10%, to be mounted in pairs, back to back. 30 R1-1 Stop" or 36" R1-2 "Yield" mounted immediately below street names Size L: Large: 6' width or diameter, 1' height or 1.75" crown (circular) 700 900 900 Through Lane Tmwition fabricated for this purpose. Post shall be 2"x2" square 14 gauge hot dipped galvanized steel with a cast pyramid cap, of sufficient length to embed 36" below grade. See Street Name Sign Assembly figure. Transportation Standard Specifications for Road and Bridge Construction, with the following additions: Regulatory and warning signs u to 7.5 square feet shall be mounted 7' minimum above rade in 9 ry 9 9 P q pedestrian Nonreflective pavement markers shall and the shell of reflective pavement markers may, P P Y. areas, 5' minimum in rural areas. per FDOT index 17302, The Florida Department of Transportation Standard o consist of a heat -fired vitreous t sous ceramic base and sheat -fired opaque glazed surface to produce the properties of these provisions. The markers shall be thoroughly and evenly matured and shall be free Entering access area on LA 240 320 500 600 720 720 curve or offset > 8 with Alodine 1200, Bonderite 721, Indite 14-2. Sign panel thickness shall be: 0.10a 0 and 0.065 square inch. The protrusions q p ruse ns shall be circular. » 9 street name signs 0.065" Tests performed on ceramic markers shall be verified by a certificate of compliance all other signs up to 7.5 square feet 0.080" from the manufacturer and shall conform to the following requirements: Exiting access area on LD 180 240 360 420 480 480 curve or offset > 8' to posts or each other; 0.625" nom. bolts shall be used for fastening all other signs to posts. Hardness (Moh) 6 minimum O Directional reflectance - white glaze 75 minimum Yellow index - white glaze 0.07 maximum Encapsulated lens sheeting shall conform to the requirements of FSS L -S -300C and according to Section 994 of the Florida Department of Transportation Standard Specifications for Road and Bridge Construction. Signs shall have Type III that background) Color - yellow: dominant wave length 579 to 585 mu. Entering or Exiting on LD 160 200 240 270 350 420 tangent, centered Signs or sign assemblies of 5 feet width or greater OR 7.5 square feet or more shall be assembled W c and erected as indicated on the plans. 2.3 Installation and Replacement: lacement: Placement of p pavement markers, and replacement of failed pavement markers, shall be according to Section 706-3 and 706-4 of the Florida Department Aluminum bolts, nuts and hardware shall be used to fasten aluminum panels to aluminum. For all other parts galvanized steel will be allowed. Hot dip galvanizing shall be according to ASTM of Transportation Standard Specifications for Road and Bridge Construction. widening (Minimum) U PROJECT NUMBER 04033 Sight Distance 9/17/2004 SCALE: 1„ - $0' Minimum for Intersection 200 250 325 400 475 550 No Passing Stripe LengthP 125 125 125 1175 250 250 " WHITE OP BAR 1 R1-1 STOP SIGN • 40' P 38'R Hn ROW LINE 3'MIN.(FACE OF CURB) ��jjjjjj 6' 12'(NO CURB) 4" WHITE / L EDGE OF PAVEII (UNPAVED ShWLDER) 6" EDGE STRIPE "YPMU NOTE' ALL LANE WIDTHS " IE' T WHITE RELOCATE P.P. -� TRACT -D: (LIFT STATION' IACCEU 6" WN E D' R YIN. I LD - R YIN. MCCEU I Ln LOT -1 ®Under conditions of horizontal or vertical curves or transition offset from centerline by greater than 8 feet, entrance transition offset LA shall be constructed and striping shall include 6- 10' white skip lines and 18 yellow diagonal lines within striped islands. SIDEWALK awe cur P" AU 0WO-WN9 YAROW Arm *MW SECTION 1. Plastic Traffic Stripes and Markings oLD �i/v T ER � q RpE r NR 40 Mpy t EXIST N Sr DES/ •�,• P GRT, TU 400.89-1 GN SP RpppSED RN LANE \ \ EED i' p TN L 4 J RpPpSFp RU �qNE \`00' go' 91-1, 00 SRN �qNE 92+0 TAPER`` \ 740 � \ \ \ S6'30„ _ \ \448,18, \ LOT 3 1.1 The work under this section consists of placing traffic stripes and markings in substantial compliance with the ORANGE County Pavement Marking Details, (See, Figure). The Manual on Uniform Traffic Control Devices, and according to details shown in the plans; using a thermoplastic compound or preformed materials meeting the requirements specified herein.. Preformed materials shall not be used for longitudinal stripes unless approved by the Engineer in writing. The color shall be yellow or white according to MUTCD. Preformed materials shall be stored in a cool, dry place and be used within one year of manufacture. 1.2 Materials: Thermoplastic Compound: This material shall meet the M 249-79 1986 with this addition: Akl d resin a shall be used. requirements of AASHTO ( ) y type ed a mixture of synthetic resins Alkyd binder shall consist of y , at leastone of which is solid h boiling point plasticisers. At least one-third of the binder at room temperature, and hi9 g p p composition shall be the solid maleic -modified glycerol ester of wood resin and shall be no weight of the entire material formulation. The binder shall n less than eight percent by wig of y on resins tall oil resins blends of tall oil and wood contain petroleum based hydrocarbon w resin or similar derivatives. All glass spheres shall conform to Section 971-14 of the Florida Department of Transportation Standard Specifications for Road and Bridge Construction. 1.3 Preformed materials: Retroreflective pliant polymer marking plastic shall be 90 mils (without adhesive), except that when inlaid into new bituminous surfaces, 60 mils (without adhesive) may be provided. It will provide a cushioned resilient substrate that reduces bead crushing and loss. It shall be weather resistant and through normal traffic wear, shall show no appreciable fading , lifting or shrinkage throughout the life of the marking, and show no significant tearing rollback or other signs of poor adhesion. Markings which show more than five percent poor adhesion(sep rating from the pavement of its own accord or by manually pulling from the pavement withoyt stools within the first 45 days under traffic shall be replaced in their entirety at the Contractors expense. Preformed material shall be capable of conforming to pavement contours, breaks, faults, etc., through the action of traffic at normal pavement temperatures. The film shall have resealing characteristics such that it is capable of fusing with itself and previously applied marking film of the some composition under normal conditions of use. Preformed material shall have a minimum tensile strength of 40 pounds per square inch of cross section when tested according to ASTM D-638. A test specimen six inches by one inch by 0.06 inch minimum thickness shall be tested at a temperature range of 70 to 80 degrees F. using a jaw speed of 0.25 inch. This some specimen size shall support a dead weight of four pounds for not less than five minutes at the some temperature range. It shall have a minimum elongation of 50% when tested according to ASTM D-638. The surface of preformed material shall provide a minimum - skid resistance value of 35 BPN when tested according to ASTM E 303-667. al a colorless and have a minimum index of refraction of 1.50 when e Glass beads shall b wh tested using the liquid oil immersion method. Bead adhesion shall be such that beads are not easily removed from the film surface when scratched firmly with a thumbnail. No more than 10% of the beads shall be entrapped to less than 40% of their diameter. 1.4 Application: Thermoplastic materials shall be appliedi•occording to Section 711-3 and 711-4 of the Florida bepartment of Transportation Standard Specifications ,for Road and Bridge Construction. Preformed materials shall be placed on asphaltic and/or porUand cement concrete pavement surface which is clean and free of moisture, soil or other deleterious substances. Compressed air and brooming, if required, shall be utilized to clean the pavement surface. Preformed materials should be placed in new bituminous pavement before final rolling is completed. Protection of newly applied stripes and of traffic shall be according to Section 710-7 of the Florida Department of Transportation Standard Specifications for Road and Bridge Construction. F - Z w LLJZ M F - Z M W O Q M to Fn a > O Z W Ce (n a a It J 0 N M C3 ZLO N W N P r` N OVOco'0Z 0 U Z¢Q,�Z 2 ,,, '0 L60 0 0 Z LLJ o 'EZU0� ^N O C� n/ (Y Q Q ¢ Z O�o�O_Q LIJ N m to ~ LL0 I� UJ U- 3 m o C WCL Y I I Q w I 0 Q a- Q� 0 U a- °Nt ry r _ I I w 0� I a w � ~ BLOCK A VANGUARD HEIGHTS SUBDIVISION SECTION 2. Pavement Marker Units SECTION 3. Roadway Sign Assemblies 2.1 This work shall consist of furnishing and placingpavement markers in substantial compliance with the specifications and the details shown on the plans or the Orange County Pavement Markings 3.1 This work consists of furnishing and erecting aluminum or fiberglass reinforced Detail. (See Figure), and the locations designated in the plans. plastic reflectorized roadwaysigns with supporting posts. Fiberglass reinforced lastic si n material shall be approved by the Engineer, and shall be used only for sign panels of 3 square Teet or less. Type 2: Two way red/clear reflective marker Type 3: Two way red/yellow reflective marker Sign assemblies shall be installed at locations indicated on the plans and in substantial compliance with the Manual on Uniform Traffic Control Devices. They shall be assembled as described Type 4: One way yellow reflective marker on the plans or as follows: Type 5: One way clear reflective marker Street name assembly - 9» height single faced aluminum sign with length sufficient to accommodate 5 Type 6: Circular yellow nonreflective marker U.C./ 3.75" L.C. series C lettering and white border per Standard Alphabets for Highway Signs Type 7: Circular white nonreflective marker Size N: Normal 5" max. width or 4" diameter, 0.75' height (minimum 24'), spaces expanded not more than 25% nor condensed more than 10%, to be mounted in pairs, back to back. 30 R1-1 Stop" or 36" R1-2 "Yield" mounted immediately below street names Size L: Large: 6' width or diameter, 1' height or 1.75" crown (circular) but 7' minimum above ground to bottom of sign (5' rural areas). 36"02" W14-1 "Dead End" or "No Outlet" � A sign where indicated on the plans, mounted with a 14.5" minimum cast aluminum cantilever bracket 2.2 Materials: Materials shall be according to Section 70-2 of the Florida Department of fabricated for this purpose. Post shall be 2"x2" square 14 gauge hot dipped galvanized steel with a cast pyramid cap, of sufficient length to embed 36" below grade. See Street Name Sign Assembly figure. Transportation Standard Specifications for Road and Bridge Construction, with the following additions: Regulatory and warning signs u to 7.5 square feet shall be mounted 7' minimum above rade in 9 ry 9 9 P q pedestrian Nonreflective pavement markers shall and the shell of reflective pavement markers may, P P Y. areas, 5' minimum in rural areas. per FDOT index 17302, The Florida Department of Transportation Standard o consist of a heat -fired vitreous t sous ceramic base and sheat -fired opaque glazed surface to produce the properties of these provisions. The markers shall be thoroughly and evenly matured and shall be free Specifications for Road and Bridge Construction. from defects which affect appearance or serviceability. The bottoms of the ceramic markers shall be V free from loss or laze and shall have g g v a number of integrally formed protrusions approximately 0.050 3.2 Materials: Aluminum m signanels shall meet the requirements of the Aluminum Association inch in height projecting from the surface in a uniform pattern of parallel rows. Each protrusion shall have a facearallel to the bottom tt the The face Alloy 6061-T6 (ASTM 8209, B221, or 8308). Panels are to be degreased, etched, neutralized and treated p m of marker. area of each parallel shall be between with Alodine 1200, Bonderite 721, Indite 14-2. Sign panel thickness shall be: 0.10a 0 and 0.065 square inch. The protrusions q p ruse ns shall be circular. » 9 street name signs 0.065" Tests performed on ceramic markers shall be verified by a certificate of compliance all other signs up to 7.5 square feet 0.080" from the manufacturer and shall conform to the following requirements: signs 7.5 or more square feet 0.100" --------------------------------------------- --------------------------------- Sign posts shall be 2"x2" square 14 gauge hot dipped galvanized steel posts, except that for signs other than street name assemblies or other intersection signs, 3 lb./ft. flanged TEST REQUIREMENT galvanized steel channel posts be used. Hot dip galvanizing shall be according to ASTM A 123 or A 153. Adhesive bond strength to bottom surface of the marker 700 psi minimum Bolt, nut and washer materials shall conform to the requirements of ASTM A 325 and shall be zinc plated (Class 50 of ASTM B 695). 0.50" nom. bolts shall be used for fastening street name panels Glaze thickness 0.007 inch minimum to posts or each other; 0.625" nom. bolts shall be used for fastening all other signs to posts. Hardness (Moh) 6 minimum O Directional reflectance - white glaze 75 minimum Yellow index - white glaze 0.07 maximum Encapsulated lens sheeting shall conform to the requirements of FSS L -S -300C and according to Section 994 of the Florida Department of Transportation Standard Specifications for Road and Bridge Construction. Signs shall have Type III that background) Color - yellow: dominant wave length 579 to 585 mu. sheeting, except regulatory (white signs placed for roadways with speeds of 40 mph or less may have a Type II minimum sheeting. purity 767. to 96% total luminous reflectance Y value 0.41 minimum 3.3 Erection: Posts shall be placed at locations shown on the plans. Underground utilities should be located prior to placing. Posts may be driven or placed in post holes. Postholes shall be filled with clean dirt mixed with 20 of cement, and uniformly compacted, tamped in 4" layers. Autoclave resistance: glaze shall not spall, craze or peel pounds portland Strength 1.500 lbs. minimum Signs or sign assemblies of 5 feet width or greater OR 7.5 square feet or more shall be assembled W c and erected as indicated on the plans. 2.3 Installation and Replacement: lacement: Placement of p pavement markers, and replacement of failed pavement markers, shall be according to Section 706-3 and 706-4 of the Florida Department Aluminum bolts, nuts and hardware shall be used to fasten aluminum panels to aluminum. For all other parts galvanized steel will be allowed. Hot dip galvanizing shall be according to ASTM of Transportation Standard Specifications for Road and Bridge Construction. A 123 or A 153. F - Z w LLJZ M F - Z M W O Q M to Fn a > O Z W Ce (n a a It J 0 N M C3 ZLO N W N P r` N OVOco'0Z 0 U Z¢Q,�Z 2 ,,, '0 L60 0 0 Z LLJ o 'EZU0� ^N O C� N � � (Y Q Q ¢ Z O�o�O_Q LIJ N m to ~ LL0 (y L 6. UJ U- 3 m o C WCL F - Z w LLJZ M F - Z M W O Q M to Fn a > O Z W Ce (n a a It J 0 N � �� 0 rn 0 U m m SS^� o� o 7-0 O C� � W w P4 Z Z Y O zIn Q w �LA 0 Q a- Q� 0 U a- °Nt F - Z w LLJZ M F - Z M W O Q M to Fn a > O Z W Ce (n a a It J 0 N 91 In El I E6 � �� 0 rn 0 U m m �� rA Md, o� o 7-0 O C� � W w P4 Z Z Y O zIn Q w �LA 0 Q a- Q� 0 U a- °Nt ry LLIVg 0Z _ � ::EO w 0� a w 91 In El I E6 SHT. 7 OF 17 � a >' m m m ca 0 m n � W w P4 Z Z Y O Q w 0 Z a- m U a- a a Q SHT. 7 OF 17 � a 0 n LL - P4 P" 0 Z V � � a w � ~ A � Z Z Z Q aw V � A Z Z Z V W Z tn w O 0 Z LU O I4 E-1 Li E-4 � O Z W c H •G Q U PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: 1„ - $0' SHT. 7 OF 17 v) Zg �r M 00 W E- m 1- 0 ZX W N 00 ZZ O N ww U Ci_ O (n 0 Q m �U_ W O '17Z Z �w 00 ro or- o_ w W In Uo W Qw o- oX Z w W zI- i- W0 QF- = o� <Z �w m� U IL 0 Din W CL 0� io 0 w U) Z (_- o 1= �v Q U_ Z 0 W Z O 0 L) W W0 I-� 0 0_ Z Z 0 W0 M o 00 o W W W =z ti AutoCAD F - filename: 04033.dwg 3/4• acrylic modified fiber reinforced sturm skin both sides Typ (4000ps!) 5. ALL CONNECTION GAPS SHALL BE FILLED AND COVERED GENERAL CONDITI❑NSI WITH STANDARD NON WOVEN MESH WITH A LOW ALKALI E. -1 1. FOAM PANELS SHALL BE EXPANDED POLYSTYRENE WITH I 6. CONCRETE USED IN POST ENCASEMENT SHALL BE A MINIMUM THE PHYSICAL PROPERTIES SHOWN ON TABLE 1 PANEL OF 2500 POUNDS PER SQUARE INCH COMPRESSIVE STRENTGH. 3rd Norlxantat Rall added to volls over THICKNESS SHALL BE 5' NOMINAL SCHEDULE 40 PERIMETER WALL SYSTEM 2. POSTS SHALL BE AS PER TABLE 2 WITH PROPER IN PLACE W/ SELF DRILLING SCREWS ON SUPPORT POSTS, HANDICAP SPACING, GAUGE, DIAMETER AND EMBEDMENT, U NOTES FOR TABLE 1 3. SUBSTRATE BASECOAT SHALL BE 3/4' THICK REINFORCED 1. TYPICAL POST SPACING IS 7'-6' EXCEPT FOR THE 9, 15/8* mid &bottom mil ACRYLIC MODIFIED . FIBERS SHALL BE ALKALI RESISTANT 5° thick eps. 1' gap,Hlled and mvered w/mesh AND PORTLAND CEMENT SHALL ALSO HAVE A LOW ALKALI wall panel 7'5'lonp x6' 3' IS ACHIEVED AT THE BOTTOM OF THE POSTHOLES, CONTENT. tall (2pcsAm)Galy. Heavy blvd. Clamp BoRedw/hotdkoPed gals. Bolls 4. ALL HORIZONTAL AND VERTICAL SUPPORTS SHALL BE 21/2°plasticplug and Nuts, secured in placed w/ SHEDULE 40 GALVINIZED PIPE, Tinsile Requirements, 6' FinishedWall Wall stainless salt drilling _yews / min.Tinsile Strength Shall be 48,000psi. C330MP(0 All Steel to deet ASTM Standards for shedule 40 pipe Typ. T Th ic walls over 7' In height 3/4• acrylic modified fiber reinforced sturm skin both sides Typ (4000ps!) FOAM WALL DETAIL Table No. 1 TYP. PHYSICAL PROPERTIES OF WALL SYSTEM Property Units ASTM Test 1.0 PCF Density Density PCF D1622 1.0 Thermal Conductivity @ 40-F BTU/HR C518 0.24 (k Factor) @ 75* F (SQ. FT.)(FAn) 0.26 Thermal ResLstanoe @ 40-F @ 1' -- 4.17 (R Value) @ 75- F Thickness 3.85 Strength Properties PSI Compressive 10% Deformation PSI D1621 10-14 Flexural PSI 0203 25-30 Tensile PSI D1623 16-20 Shear PSI D723 18.22 Shear Modulus PSI -- 280-320 Modulus of ElasUdty, PSI -- 180-220 Moisture Resistance Perm. in. E96(PROC.A) 1.2-3.0 wVI Abserptlon (VOL.) % C272 <3.5 Capillary Coefficent of Thermal Exparslo. In/ (In) (F) D696 0.0000.35 Maximum Service Temperature -F Long Term -• 167 Intermident 180 Oxygen index % D2863 30.4 Demenslonai % 02126 MAX. Stability CHANGE (PROC. C&E) 2.0 Table No. 2 WALL SYSTEM TECHNICAL DATA INFORMATION Height w /nnn)Post Spacing Post Diameter w.....r om Nd4 .n fine,enre T•P ,E' ••'p er )o'•P a'•C .'O.a. 6 11•,4• a'.e• 1-1- C e' 6' I1ilNNOTESt L DESIGNED TO 8001 FLORIDA IMAI DD6 COW SECTION 1606 2 DESIOED fiat VDID i.DAD 6 140 If41 PER ASLE 7-9a a vum Ofi4TtTAt4CE FACN2 1.677 (VT 1-TAME 6-1 ff ASICE7 JW 4. bvsr EFFECT -DBS 5. FMI E CUEFIFICIENI' Cf -12 GUL LESS TWIN 3L PER ASCE 7-9& tVELOCM PRFssIRE EDSLTE CO iFICEffNT Kz -M MJRE C 0-15'0 (POTOP05RAPHIC FACTOR Kzt-LO 6.1, _CR 3 RAMP SEE DETAIL THIS SHEET 5. ALL CONNECTION GAPS SHALL BE FILLED AND COVERED 121 WITH STANDARD NON WOVEN MESH WITH A LOW ALKALI E. -1 RESISTANT AND AT A MINIMUM OF 6oz. I 6. CONCRETE USED IN POST ENCASEMENT SHALL BE A MINIMUM �� OF 2500 POUNDS PER SQUARE INCH COMPRESSIVE STRENTGH. 3rd Norlxantat Rall added to volls over 7. ALL CONNECTIONS SHALL BE HOT DIPPED GALVINIZED 2 8' in helghttyp. 3/8" BY 1 5/8' DIAMETER RAIL CLAMPS. BOLTED AND SECURED STANDARD CONSTRUCTION' DETAIL IN PLACE W/ SELF DRILLING SCREWS ON SUPPORT POSTS, HANDICAP TYP. U NOTES FOR TABLE 1 1. TYPICAL POST SPACING IS 7'-6' EXCEPT FOR THE 9, 15/8* mid &bottom mil 10, 11 AND 12 FOOT HIGH FENCES �_(sch 40 gal. Pipe) typ. All all Panels 2. POST ARE TO BE SUCH THAT A MINIMUM CONCRETE COVER OF 3' IS ACHIEVED AT THE BOTTOM OF THE POSTHOLES, Z sn 3. CONCRETE USED IN POST ENCASEMENT SHALL BE A MINIMUM OF � 2500 POUNDS PER SQUARE INCH COMPRESSIVE STRENGTH IN 28 d'Lo DAYS, '/2° supportpst+ 4. POST EMBEDMENT DEPTHS WERE CALCULATED ASSUMING AVERAGE h40galv.pipe) ta. 7'-6' o.c. SOIL CONDITIONS OF CLEAN SANDS WHICH WILL HOLD THEIR SHAPE Table 32 for pheight DURING CONSTRUCTION AND PROVIDE AN ASSUMED BEARING CAPACITY walls over 7' In height OF 2000 POUNDS PER SQUARE FOOT IN L❑OSE SANDS WHICH FLOW t1 h� FREELY ,OR IN SILTS OR ORGANIC TYPE MATERIALS DEEPER EMBEDMENTS WILL BE REQUIRED AND MUST BE DESIGNED 0� w ACCORDINGLY. CONTRACTERS SHALL NOTIFY ENGINEER IF ACTUAL SOIL CONDITIONS VARY FROM THAT ASSUMED. FOAM WALL DETAIL Table No. 1 TYP. PHYSICAL PROPERTIES OF WALL SYSTEM Property Units ASTM Test 1.0 PCF Density Density PCF D1622 1.0 Thermal Conductivity @ 40-F BTU/HR C518 0.24 (k Factor) @ 75* F (SQ. FT.)(FAn) 0.26 Thermal ResLstanoe @ 40-F @ 1' -- 4.17 (R Value) @ 75- F Thickness 3.85 Strength Properties PSI Compressive 10% Deformation PSI D1621 10-14 Flexural PSI 0203 25-30 Tensile PSI D1623 16-20 Shear PSI D723 18.22 Shear Modulus PSI -- 280-320 Modulus of ElasUdty, PSI -- 180-220 Moisture Resistance Perm. in. E96(PROC.A) 1.2-3.0 wVI Abserptlon (VOL.) % C272 <3.5 Capillary Coefficent of Thermal Exparslo. In/ (In) (F) D696 0.0000.35 Maximum Service Temperature -F Long Term -• 167 Intermident 180 Oxygen index % D2863 30.4 Demenslonai % 02126 MAX. Stability CHANGE (PROC. C&E) 2.0 Table No. 2 WALL SYSTEM TECHNICAL DATA INFORMATION Height w /nnn)Post Spacing Post Diameter w.....r om Nd4 .n fine,enre T•P ,E' ••'p er )o'•P a'•C .'O.a. 6 11•,4• a'.e• 1-1- C e' 6' I1ilNNOTESt L DESIGNED TO 8001 FLORIDA IMAI DD6 COW SECTION 1606 2 DESIOED fiat VDID i.DAD 6 140 If41 PER ASLE 7-9a a vum Ofi4TtTAt4CE FACN2 1.677 (VT 1-TAME 6-1 ff ASICE7 JW 4. bvsr EFFECT -DBS 5. FMI E CUEFIFICIENI' Cf -12 GUL LESS TWIN 3L PER ASCE 7-9& tVELOCM PRFssIRE EDSLTE CO iFICEffNT Kz -M MJRE C 0-15'0 (POTOP05RAPHIC FACTOR Kzt-LO 6.1, _CR 3 RAMP SEE DETAIL THIS SHEET i� WIDTH PER PLAN S6% SLOPE MAX. 1 /4"/FT. 4' THICK REINFORCED CONC. `� S� �►��' SLAB (3000 PSI) W/ 6X6 6 10/10 WWM OVER 6 MIL CR 3 VAPOR BARRIER ON CLEAN COMPACTED TREATED EARTH FILL CONCRETE SIDEWALKS NOT TO PUBLIC SIDEWALK CURB RAMPS EXPANSION JOINTS SHALL BE CONSTRUCTED ON 30' CENTERS ALONG LENGTH OF SIDEWALK. CONTRACTION JOINTS TO BE PLACED 0 10' O.C. ALONG LENGTH STANDARD DESIGN DETAIL FDR COMMERCIAL REFUSE CONTAINERS 2 e 6' GALV, STEEL PIPE BOLLARDS @ 48' ABOVE GROUND (TYP) 64' 15' MIN. 8" CONCRETE BLOCKWALL 3-5 CU.YD. TRASH CONTAINER 10 MIN, (#4VERT. REINF. © CORS.OD LANDSCAPE BUFFER o , w w w AND @ 4 O.C. CL •°+ 10 -8 )x(13 4 )xC6 THICK) REINFORCED BUILDING vol z 5' 20' 1z' 12' 20' 3 STUCCO EXTERIOR FACE CONCRETE DUMPSTER PAD AND PAINT ALL FACES. LINE Z < Momm 1;ATe EDGE OF PAVEMENT 2.0% (6' -0')x(13' -4')x(6' THICK) REINFORCED MIN.1/8" / FT. CONCRETE APPROACH PAD 111111 101 MIN.1 /8 / FT. 1 /4" / FT. 1 /4" / FT. Na PARI(ING AREA SIDEWALK TYPE -"D" CURB PLAN WEARING SURFACE 1-1/2"MINIMUM ASPHALT -PER ROAD SPECS 6' REINF❑RCED CONCRETE BASE 8" THICK PER ROAD SPECS �o PAD (CONCRETE -3500 P.S.I.) SUB -BASE** 12 THICK PER ROAD SPECS SIDEWALK 5' WIDE x 4" THICK, 3000 P.S.I. CURBS TYPE "D", FDOT INDEX 300 W -)K 6' STABILIZED TO MINIMUM F.B.VX50), ELEVATION UNDER CURB AREAS AND UNDER LIMER❑CK BASE. NOTES: TYPICAL PARKING SECTION 1. S❑LID WASTE CONTAINERS SHALL BE LOCATED A MINIMUM OF 6' FROM ANY STRUCTURE OR BELOW ANY OBSTRUCTING WIRES OR OTHER OBSTRUCTIONS. 2. A MINIMUM OF 50' CLEAR BACKUP SPACE FROM FRONT OF ENCLOSURE IS REQUIRED FOR SERVICING, PARKING AND LANDSCAPED AREAS MAY NOT BE USED FOR THIS PURPOSE. 3. PAD TO BE CONSTRUCTED OF EITHER 3000 PSI CONCRETE, W/5x6 10x10 W.W.M., OR 4' CONCRETE; #3 BARS @ 12' O.C. APPROACH PAD TO BE SAME COMPOSITION. 4. 6 FEET HIGH ENCLOSURE WITH OPAQUE GATES OR DURABLE SCREENING OR 6' HIGHER THAN THE CONTAINER HEIGHT (WHICHEVER IS GREATER), 5. BACKING INT❑ RIGHTS-OF-WAY IS PROHIBITED. D UMP S TER PAD (A),0.4' ABOVE CENTERLINE ROAD GRADE (B).6'-0' WIDE CONCRETE SIDEWALK, EACH SIDE*L* 4' THICK, 5' SECTIONS, 3000 P.S.I. (EXP. JT. 25' INTERVALS) 6' THICK AT DRIVEWAY )K* STREETSIDE SIDEWALKS MAY BE SERPINTINE AND MAY MEANDER WITHIN ADJACENT LANDSCAPE BUFFERS IN ORDER TO AVOID EXISTING TREES. (C).SOD or SEED AND MULCH PER F.D.O.T. STANDARD SPECIFICATION, SECTION 570 (D). MIAMI CURB, 3000 P.S.I. CONCRETE (E), ASPHALT PAVEMENT, 1-1/2' MINIMUM, TYPE S-3 ASPHALT CONCRETE. (F). BASE, 8' SOIL CEMENT BASE1 MINIMUM BEARING STRENGTH OF 350 P.S.I. SHALL BE OBTAINED WITHIN 28 DAYS1 CONSTRUCTION METHODS SHALL CONFORM TO SECTION 270 OF STANDARD F.D.O.T. SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, LATEST EDITION. ALTERNATE: 8' LIMEROCK BASE (LBR 100) COMPACTED TO 987 DENSITY BASED ON AASHTO T-180 MODIFIED PROCTOR TEST, (G). SUBGRADE: TO BE CONSTRUCTED IN ACCORDANCE WITH ORANGE COUNTY ROAD CONSTRUCTION SPECIFICATIONS AND SHALL BE COMPACTED TO 95% OF THE MAXIMUM DENSITY AS DETERMINED BY AASHTO T-180 TEST. (H), IN ADDITION, THE TOP 6' STABILIZED TO MINIMUM F.B.V.(50), UNDER CURB AREAS AND UNDER LIMEROCK BASE, NOTE, A REPRESENTATIVE OF A CERTIFIED SOILS LABORATORY SHALL BE PRESENT DURING ALL CONSTRUCTION PHASES UTILIZING A SOIL CEMENT BASE. TYPICAL ROADWAY SECTION H 30' 12' LANE 6' STAB. SHOULDER 1' .0625'/' TYP. 2.0% J U 30' TURN LANE 12' LANE 20' EXIST. (- , f 0% 5/8" TYPE FC -2 -ASPHALT T1'6' STAB. SHOULDER 1 TYP .0625'/' SWA-LE "T I 2" TYPE S-1 1 SWALE ASPHALT 12" LIMEROCK BASE (LBR 100) COMPACTED TO 98% DENSITY AASHTO T-180 MOD. 6' STABILIZED SHOULDER, EACH SIDE: 75 p.s.h FLORIDA BEARING VALUE, COMPACTED TO 98% DRY DENSITY PER A.A.S.H.T.O. T-180. SOD ALL NEW AND EXISTING SURFACES WITHIN LIMITS OF CONSTRUCTION OLD WINTER GARDEN ROAD EXIST. SECTION 110 8' 6' 1'6' 6' R=3/4'.� R=2' R=2' - .:.: !• , R=3, 1/4 / 1-1/2` : �'; ' 6, �•! ''t SUBBASE .0' 12' 8' SUBBASE FDOT TYPE "F" CURB FDOT TYPE -"D" CURB fR=3/4' R=3/4' 1/4' typ' 1/4' -1-1/2' tyP. _ AA 9' 61.74:� 7-1/2. 7' t:. • w: e`'i SUBBASE 6' SUBBASE 6' 2' MIAMI CURB ENVIRONMENTAL CURB NOTES( 1. ALL CURBS TO BE CONSTRUCTED OF 28 DAY, 2500 P.S.I. CONCRETE 2. 1/2' PRE -MOLDED EXPANSION J❑INT REQUIRED EVERY 500', CONSTRUCTION J❑INT REQUIRED EVERY 10' MAXIMUM (4' MINIMUM). 3. 1/2' PRE -MOLDED EXPANSION J❑INT REQUIRED AT EACH SIDE OF ALL STORM INLET STRUCTURES AND AT ALL RADIUS POINTS. 4. 6' SUBBASE TO BE COMPACTED AND TESTED TO 987 DENSITY WITH MINIMUM L.B.R. 40 BASED ON AASHTO T-180 MODIFIED PROCTOR TEST. 5. EXPANSION JOINT MATERIAL MUST COVER THE ENTIRE CRSS SECTION OF CURB, CURB SECTION SIGNS: CITY con PLACEMENT OF ALL TRAFFIC CONTROL SIGNS SHALL BE IN ACCORDANCE WITH THE CITY OF OCOEE. ALL TRAFFIC CONTROL SIGNS SHALL BE FABRICATED IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES USING 3M BRAND "SCOTCHLITE" SHEET- ING (ENGINEER GRADE) ON MINIMUM 0.080 GAUGE 5052-H38 ALUMINUM BLANKS. ALL -STOP- SIGNS SHALL BE HIGH INTENSITY 30" OCTAGON INSTALLED ON 12', 3 LBS./FT. -U- CHANNEL POSTS (RAIL STEEL ONLY) OR 3- X 12' ROUND ALUMINUM POSTS. "U" CHANNEL POSTS MAY BE USED FOR ALL SIGNS SMALLER THAN 36' X 48". ALL WARNING SIGNS SHALL BE 30" X 30". ALL STREET NAME SIGNS SHALL BE 9' IN HEIGHT WITH 5" HIGH UPPER AND LOWER CASE LETTERS ON A GREEN BACKGROUND WITH A MINIMUM 30" LENGTH. 8 REM M 52500 P.S.I. CONCRETE A 6" 6' DE B 9" 12- e DIAMETER.FLUSH WITH GRADE C- CROSS IN C 4' 4' 3/8"x6' - THROUGH PIPE BO112 DIAMETER NOTES: 1. ALUMINUM PLATES MINIMUM THICKNESS .060 INCHES.DIE CUT ALCOA ALLOY 6061-T6.OR EQUAL WHITE REFLECT- ORIZED LETTERS WITH GREEN RE- FLECTORIZED BACKGROUND TO MEET STANDARDS OF CiTY OF OCOEE. 2"x12'-0" GALVANIZED PIPE CODE FOR TYPE 3A SHEET RE- FLECTIVE MATERIAL CiTY CREST TO BE PURCHASED FROM THE CITY. z 2. SIGNS SHALL BE RIVETED USING TWO RIVETS ON POST AND ONE AT EACH M END OF BLANKS. MINIMUM STANDARDS STREET NAME MARKERS u 1 c1 11 4' WHITE 121 N N Min. 5' I Hill,s �� 8" 8" (CIO 4�2' w 4A2' STANDARD CONSTRUCTION' DETAIL HANDICAP ACCESSIBLE PARKING SPACES HANDICAP PARKING i� WIDTH PER PLAN S6% SLOPE MAX. 1 /4"/FT. 4' THICK REINFORCED CONC. `� S� �►��' SLAB (3000 PSI) W/ 6X6 6 10/10 WWM OVER 6 MIL CR 3 VAPOR BARRIER ON CLEAN COMPACTED TREATED EARTH FILL CONCRETE SIDEWALKS NOT TO PUBLIC SIDEWALK CURB RAMPS EXPANSION JOINTS SHALL BE CONSTRUCTED ON 30' CENTERS ALONG LENGTH OF SIDEWALK. CONTRACTION JOINTS TO BE PLACED 0 10' O.C. ALONG LENGTH STANDARD DESIGN DETAIL FDR COMMERCIAL REFUSE CONTAINERS 2 e 6' GALV, STEEL PIPE BOLLARDS @ 48' ABOVE GROUND (TYP) 64' 15' MIN. 8" CONCRETE BLOCKWALL 3-5 CU.YD. TRASH CONTAINER 10 MIN, (#4VERT. REINF. © CORS.OD LANDSCAPE BUFFER o , w w w AND @ 4 O.C. CL •°+ 10 -8 )x(13 4 )xC6 THICK) REINFORCED BUILDING vol z 5' 20' 1z' 12' 20' 3 STUCCO EXTERIOR FACE CONCRETE DUMPSTER PAD AND PAINT ALL FACES. LINE Z < Momm 1;ATe EDGE OF PAVEMENT 2.0% (6' -0')x(13' -4')x(6' THICK) REINFORCED MIN.1/8" / FT. CONCRETE APPROACH PAD 111111 101 MIN.1 /8 / FT. 1 /4" / FT. 1 /4" / FT. Na PARI(ING AREA SIDEWALK TYPE -"D" CURB PLAN WEARING SURFACE 1-1/2"MINIMUM ASPHALT -PER ROAD SPECS 6' REINF❑RCED CONCRETE BASE 8" THICK PER ROAD SPECS �o PAD (CONCRETE -3500 P.S.I.) SUB -BASE** 12 THICK PER ROAD SPECS SIDEWALK 5' WIDE x 4" THICK, 3000 P.S.I. CURBS TYPE "D", FDOT INDEX 300 W -)K 6' STABILIZED TO MINIMUM F.B.VX50), ELEVATION UNDER CURB AREAS AND UNDER LIMER❑CK BASE. NOTES: TYPICAL PARKING SECTION 1. S❑LID WASTE CONTAINERS SHALL BE LOCATED A MINIMUM OF 6' FROM ANY STRUCTURE OR BELOW ANY OBSTRUCTING WIRES OR OTHER OBSTRUCTIONS. 2. A MINIMUM OF 50' CLEAR BACKUP SPACE FROM FRONT OF ENCLOSURE IS REQUIRED FOR SERVICING, PARKING AND LANDSCAPED AREAS MAY NOT BE USED FOR THIS PURPOSE. 3. PAD TO BE CONSTRUCTED OF EITHER 3000 PSI CONCRETE, W/5x6 10x10 W.W.M., OR 4' CONCRETE; #3 BARS @ 12' O.C. APPROACH PAD TO BE SAME COMPOSITION. 4. 6 FEET HIGH ENCLOSURE WITH OPAQUE GATES OR DURABLE SCREENING OR 6' HIGHER THAN THE CONTAINER HEIGHT (WHICHEVER IS GREATER), 5. BACKING INT❑ RIGHTS-OF-WAY IS PROHIBITED. D UMP S TER PAD (A),0.4' ABOVE CENTERLINE ROAD GRADE (B).6'-0' WIDE CONCRETE SIDEWALK, EACH SIDE*L* 4' THICK, 5' SECTIONS, 3000 P.S.I. (EXP. JT. 25' INTERVALS) 6' THICK AT DRIVEWAY )K* STREETSIDE SIDEWALKS MAY BE SERPINTINE AND MAY MEANDER WITHIN ADJACENT LANDSCAPE BUFFERS IN ORDER TO AVOID EXISTING TREES. (C).SOD or SEED AND MULCH PER F.D.O.T. STANDARD SPECIFICATION, SECTION 570 (D). MIAMI CURB, 3000 P.S.I. CONCRETE (E), ASPHALT PAVEMENT, 1-1/2' MINIMUM, TYPE S-3 ASPHALT CONCRETE. (F). BASE, 8' SOIL CEMENT BASE1 MINIMUM BEARING STRENGTH OF 350 P.S.I. SHALL BE OBTAINED WITHIN 28 DAYS1 CONSTRUCTION METHODS SHALL CONFORM TO SECTION 270 OF STANDARD F.D.O.T. SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, LATEST EDITION. ALTERNATE: 8' LIMEROCK BASE (LBR 100) COMPACTED TO 987 DENSITY BASED ON AASHTO T-180 MODIFIED PROCTOR TEST, (G). SUBGRADE: TO BE CONSTRUCTED IN ACCORDANCE WITH ORANGE COUNTY ROAD CONSTRUCTION SPECIFICATIONS AND SHALL BE COMPACTED TO 95% OF THE MAXIMUM DENSITY AS DETERMINED BY AASHTO T-180 TEST. (H), IN ADDITION, THE TOP 6' STABILIZED TO MINIMUM F.B.V.(50), UNDER CURB AREAS AND UNDER LIMEROCK BASE, NOTE, A REPRESENTATIVE OF A CERTIFIED SOILS LABORATORY SHALL BE PRESENT DURING ALL CONSTRUCTION PHASES UTILIZING A SOIL CEMENT BASE. TYPICAL ROADWAY SECTION H 30' 12' LANE 6' STAB. SHOULDER 1' .0625'/' TYP. 2.0% J U 30' TURN LANE 12' LANE 20' EXIST. (- , f 0% 5/8" TYPE FC -2 -ASPHALT T1'6' STAB. SHOULDER 1 TYP .0625'/' SWA-LE "T I 2" TYPE S-1 1 SWALE ASPHALT 12" LIMEROCK BASE (LBR 100) COMPACTED TO 98% DENSITY AASHTO T-180 MOD. 6' STABILIZED SHOULDER, EACH SIDE: 75 p.s.h FLORIDA BEARING VALUE, COMPACTED TO 98% DRY DENSITY PER A.A.S.H.T.O. T-180. SOD ALL NEW AND EXISTING SURFACES WITHIN LIMITS OF CONSTRUCTION OLD WINTER GARDEN ROAD EXIST. SECTION 110 8' 6' 1'6' 6' R=3/4'.� R=2' R=2' - .:.: !• , R=3, 1/4 / 1-1/2` : �'; ' 6, �•! ''t SUBBASE .0' 12' 8' SUBBASE FDOT TYPE "F" CURB FDOT TYPE -"D" CURB fR=3/4' R=3/4' 1/4' typ' 1/4' -1-1/2' tyP. _ AA 9' 61.74:� 7-1/2. 7' t:. • w: e`'i SUBBASE 6' SUBBASE 6' 2' MIAMI CURB ENVIRONMENTAL CURB NOTES( 1. ALL CURBS TO BE CONSTRUCTED OF 28 DAY, 2500 P.S.I. CONCRETE 2. 1/2' PRE -MOLDED EXPANSION J❑INT REQUIRED EVERY 500', CONSTRUCTION J❑INT REQUIRED EVERY 10' MAXIMUM (4' MINIMUM). 3. 1/2' PRE -MOLDED EXPANSION J❑INT REQUIRED AT EACH SIDE OF ALL STORM INLET STRUCTURES AND AT ALL RADIUS POINTS. 4. 6' SUBBASE TO BE COMPACTED AND TESTED TO 987 DENSITY WITH MINIMUM L.B.R. 40 BASED ON AASHTO T-180 MODIFIED PROCTOR TEST. 5. EXPANSION JOINT MATERIAL MUST COVER THE ENTIRE CRSS SECTION OF CURB, CURB SECTION SIGNS: CITY con PLACEMENT OF ALL TRAFFIC CONTROL SIGNS SHALL BE IN ACCORDANCE WITH THE CITY OF OCOEE. ALL TRAFFIC CONTROL SIGNS SHALL BE FABRICATED IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES USING 3M BRAND "SCOTCHLITE" SHEET- ING (ENGINEER GRADE) ON MINIMUM 0.080 GAUGE 5052-H38 ALUMINUM BLANKS. ALL -STOP- SIGNS SHALL BE HIGH INTENSITY 30" OCTAGON INSTALLED ON 12', 3 LBS./FT. -U- CHANNEL POSTS (RAIL STEEL ONLY) OR 3- X 12' ROUND ALUMINUM POSTS. "U" CHANNEL POSTS MAY BE USED FOR ALL SIGNS SMALLER THAN 36' X 48". ALL WARNING SIGNS SHALL BE 30" X 30". ALL STREET NAME SIGNS SHALL BE 9' IN HEIGHT WITH 5" HIGH UPPER AND LOWER CASE LETTERS ON A GREEN BACKGROUND WITH A MINIMUM 30" LENGTH. 8 REM M 52500 P.S.I. CONCRETE A 6" 6' DE B 9" 12- e DIAMETER.FLUSH WITH GRADE C- CROSS IN C 4' 4' 3/8"x6' - THROUGH PIPE BO112 DIAMETER NOTES: 1. ALUMINUM PLATES MINIMUM THICKNESS .060 INCHES.DIE CUT ALCOA ALLOY 6061-T6.OR EQUAL WHITE REFLECT- ORIZED LETTERS WITH GREEN RE- FLECTORIZED BACKGROUND TO MEET STANDARDS OF CiTY OF OCOEE. 2"x12'-0" GALVANIZED PIPE CODE FOR TYPE 3A SHEET RE- FLECTIVE MATERIAL CiTY CREST TO BE PURCHASED FROM THE CITY. z 2. SIGNS SHALL BE RIVETED USING TWO RIVETS ON POST AND ONE AT EACH M END OF BLANKS. MINIMUM STANDARDS STREET NAME MARKERS u 1 c1 11 Straight Bars 2"x4" Reticuline Bars i" x" Bands 2"x 4" Approx. Weight 190 Lbs. 2�a " 51-58 a 5 41-111 5 r Grate o- �- 21/ Cl" Eye Bolt See Index 201 #4 Bars N o /2 Ctrs. SECTION TYPE D Recommended Maximum Pipe Size: 3'-1" Wall -24" Pipe 4'-1" Wall -36" Pipe TYPE 'D' CONTROL STRUCTURE M V 2' R 12' }It GENERAL NOTES i. This inlet is suitable for village swa/es, ditches, or other are to heavy wheel loads, minimum debris, and bicycle traffic. Th be placed in areas subject to occasional pedestrian traffic sr, areas and pavement areas where pedestrians can walk around 2. When alternate "G" grate is specified in plans, the grate is galvanized after fabrication. J. Reinforcing - 4t4 bars at 12" ctrs. both ways. Cut or bend b to clear pipe I1". 4. All exposed edges and corners shall be tooled to 4" radius. 5. Recommended maximum pipe sizes shown are for concrete p 6. For supplementary details see Index No. 201. 7. inlet to be paid for under the contract unit price for Inlets rlffi@ppffal�tl FUTURE STEEL GRATE nm 11611MV PIER /BLFT lD' SYes/ 6orals Mo.% &M Mternedlote &M 11 r'x#' mittw1/ne B0I! If'x SMI on*I. 1 SMI. U.S. F=ft 8• Inlet Ele Wft Ae 2awn D» PM" E /o k� She/ folia "F. See Della// Bolt M1deX 8N A� lit 11 SECTION 8B It'— "I MWftw.Plpe Slsa► SECTION AA r -r M'"/l - B!' SM 4-0 Wall - 319' She A-. J PLAN ►ri7t7 :: I:►1717 I�iT/•Tj ►ILrJt7 TYPE "V" INLET FDOT INDEX 20 Of r r -f iftm UTILITY STRIP 5' SIDEWALK WIDTH VARIES MILIA CURB OR CURB & GUTTER, TYPE F (CURB & GUTTER TYPE F SHOWN) lie Zs N DROP CURB PICTORIAL VIEW NOTES: 24' GUTTER SECTION 1. RAMPS LOCATIONS ARE TO BE COORDINATED WITH AND IN CONFORMANCE WITH CROSSWALK MARKING DETAILS AS SHOWN IN DETAIL, THIS SHEET. 2. IF A CURB RAMP IS LOCATED WHERE PEDESTRIAN MUST WALK ACROSS THE RAMP, THEN IT SHALL HAVE FLARED SIDES; THE MAXIMUM SLOPE OF THE FLARE SHALL BE 12:1. CURB RAMPS WITH RETURNED CURBS MAY BE USED WHERE PEDESTRIANS i 12" CROSSWALK WOULD NORMALLY WALK ACROSS THE RAMP. LINE (TYP) 3. RAMPS SHALL HAVE A TACTILE SURFACE, TEXTURES TO A DEPTH NOT EXCEEDING 1/8" BY USE OF A TAMP OR ROLLER FABRICATED WITH AN IMPRINTED SURFACE OF EITHER 1" MESH 0.250 WIRE CLOTH (PLAIN WEAVE, CONVENTIONAL CRIMP), 1 1/2- 6 EXPANDED METAL BO CROSSWALK (STANDARD) OR 3 POUND EXPANDED METAL GRATING. PLO Y1E� 4. RAMPS TO BE CONSTRUCTED AT ALL INTERSECTIONS, LINEAR ALIGNMENT WITH MAJOR STREET. CURB CUT RAMP FOR LINEAR PEDESTRIAN TRAFFIC GENERAL NOTES I. These inlets are suitable for bicycle traffic and are to be used in ditches, medians and other areas subject to infrequent traffic loadings but are not to be placed in areas subject to any heavy wheel loads. This inlet may be placed in areas subject to occasional pedestrian traffic such as landscaped areas and pavement areas where pedestrians can walk around the inlet. 2. Inlets subject to minimal debris should be constructed without slots. Where debris is a problem inlets should be constructed with slots. Slotted inlets located within roadway clear zones and areas subject to bicycles and/or pedestrians shall have traversable slots. The traversable slot modification is not adaptable to inlet Type H. Slots may be constructed at either or both ends as shown on plans. J. Steel grates are to be used on all inlets where bicycle traffic is anticipated. Steel grates are to be used on all inlets with traversable slots. Either cast iron or steel grates may be used on inlets without slots where bicycle traffic is not anticipated. Either cast iron or steel grates may be used on all inlets with non -traversable slots. Subject to the selection described above, when Alternate G grate is specified in the plans, either the steel grate, hot dipped galvanized after fabrication, or the cast iron grate may be used, unless the plans stipulate the particular type. 4. Recommended maximum pipe sizes shown are for concrete pipe. Size for other types of pipe must be checked for fit. 5. All exposed corners and edges of concrete are to be chomfered 4". 6. Concrete inlet pavement to be used on inlets without slots and inlets with non -traversable slots only when called for in the plans; but required on all traversable slot inlets. Cost to be included in contract unit price for inlets. Quantities shown are for information only. 7. Traversable slots constructed in existing inlets shall be paid for as inlets partial. For conversion work and method of payment see 'TRAVERSABLE SLOT INLETS (PARTIAL) FOR EXISTING INLETS'. 8. Sodding to be used on all inlets not located in paved areas and paid for under contract concrete inlet pavement unit. price for Sodding, SY. 9. For supplementary details see Index No. 201. M it N N 24" 4' -IFI I i M �� 8" 8" (CIO Straight Bars 2"x4" Reticuline Bars i" x" Bands 2"x 4" Approx. Weight 190 Lbs. 2�a " 51-58 a 5 41-111 5 r Grate o- �- 21/ Cl" Eye Bolt See Index 201 #4 Bars N o /2 Ctrs. SECTION TYPE D Recommended Maximum Pipe Size: 3'-1" Wall -24" Pipe 4'-1" Wall -36" Pipe TYPE 'D' CONTROL STRUCTURE M V 2' R 12' }It GENERAL NOTES i. This inlet is suitable for village swa/es, ditches, or other are to heavy wheel loads, minimum debris, and bicycle traffic. Th be placed in areas subject to occasional pedestrian traffic sr, areas and pavement areas where pedestrians can walk around 2. When alternate "G" grate is specified in plans, the grate is galvanized after fabrication. J. Reinforcing - 4t4 bars at 12" ctrs. both ways. Cut or bend b to clear pipe I1". 4. All exposed edges and corners shall be tooled to 4" radius. 5. Recommended maximum pipe sizes shown are for concrete p 6. For supplementary details see Index No. 201. 7. inlet to be paid for under the contract unit price for Inlets rlffi@ppffal�tl FUTURE STEEL GRATE nm 11611MV PIER /BLFT lD' SYes/ 6orals Mo.% &M Mternedlote &M 11 r'x#' mittw1/ne B0I! If'x SMI on*I. 1 SMI. U.S. F=ft 8• Inlet Ele Wft Ae 2awn D» PM" E /o k� She/ folia "F. See Della// Bolt M1deX 8N A� lit 11 SECTION 8B It'— "I MWftw.Plpe Slsa► SECTION AA r -r M'"/l - B!' SM 4-0 Wall - 319' She A-. J PLAN ►ri7t7 :: I:►1717 I�iT/•Tj ►ILrJt7 TYPE "V" INLET FDOT INDEX 20 Of r r -f iftm UTILITY STRIP 5' SIDEWALK WIDTH VARIES MILIA CURB OR CURB & GUTTER, TYPE F (CURB & GUTTER TYPE F SHOWN) lie Zs N DROP CURB PICTORIAL VIEW NOTES: 24' GUTTER SECTION 1. RAMPS LOCATIONS ARE TO BE COORDINATED WITH AND IN CONFORMANCE WITH CROSSWALK MARKING DETAILS AS SHOWN IN DETAIL, THIS SHEET. 2. IF A CURB RAMP IS LOCATED WHERE PEDESTRIAN MUST WALK ACROSS THE RAMP, THEN IT SHALL HAVE FLARED SIDES; THE MAXIMUM SLOPE OF THE FLARE SHALL BE 12:1. CURB RAMPS WITH RETURNED CURBS MAY BE USED WHERE PEDESTRIANS i 12" CROSSWALK WOULD NORMALLY WALK ACROSS THE RAMP. LINE (TYP) 3. RAMPS SHALL HAVE A TACTILE SURFACE, TEXTURES TO A DEPTH NOT EXCEEDING 1/8" BY USE OF A TAMP OR ROLLER FABRICATED WITH AN IMPRINTED SURFACE OF EITHER 1" MESH 0.250 WIRE CLOTH (PLAIN WEAVE, CONVENTIONAL CRIMP), 1 1/2- 6 EXPANDED METAL BO CROSSWALK (STANDARD) OR 3 POUND EXPANDED METAL GRATING. PLO Y1E� 4. RAMPS TO BE CONSTRUCTED AT ALL INTERSECTIONS, LINEAR ALIGNMENT WITH MAJOR STREET. CURB CUT RAMP FOR LINEAR PEDESTRIAN TRAFFIC GENERAL NOTES I. These inlets are suitable for bicycle traffic and are to be used in ditches, medians and other areas subject to infrequent traffic loadings but are not to be placed in areas subject to any heavy wheel loads. This inlet may be placed in areas subject to occasional pedestrian traffic such as landscaped areas and pavement areas where pedestrians can walk around the inlet. 2. Inlets subject to minimal debris should be constructed without slots. Where debris is a problem inlets should be constructed with slots. Slotted inlets located within roadway clear zones and areas subject to bicycles and/or pedestrians shall have traversable slots. The traversable slot modification is not adaptable to inlet Type H. Slots may be constructed at either or both ends as shown on plans. J. Steel grates are to be used on all inlets where bicycle traffic is anticipated. Steel grates are to be used on all inlets with traversable slots. Either cast iron or steel grates may be used on inlets without slots where bicycle traffic is not anticipated. Either cast iron or steel grates may be used on all inlets with non -traversable slots. Subject to the selection described above, when Alternate G grate is specified in the plans, either the steel grate, hot dipped galvanized after fabrication, or the cast iron grate may be used, unless the plans stipulate the particular type. 4. Recommended maximum pipe sizes shown are for concrete pipe. Size for other types of pipe must be checked for fit. 5. All exposed corners and edges of concrete are to be chomfered 4". 6. Concrete inlet pavement to be used on inlets without slots and inlets with non -traversable slots only when called for in the plans; but required on all traversable slot inlets. Cost to be included in contract unit price for inlets. Quantities shown are for information only. 7. Traversable slots constructed in existing inlets shall be paid for as inlets partial. For conversion work and method of payment see 'TRAVERSABLE SLOT INLETS (PARTIAL) FOR EXISTING INLETS'. 8. Sodding to be used on all inlets not located in paved areas and paid for under contract concrete inlet pavement unit. price for Sodding, SY. 9. For supplementary details see Index No. 201. F - Z W Z W o a M in (!) Z W Ld W Z Q O W W f M "7 ,G. N N 01 9 )poZZ Noh Z 0 Z �� UJ tzW tz 0 L4 Z � 0-,J LL, 0 � a• Q Q Z 1- U < �AOWOa �mL"'-�0 aLL - W Z UJ `Lo U Z sn � _ L d'Lo Q C Q n � 0 '2 0 t1 h� W cn 0� w 0 w -- F - Z W Z W o a M in (!) Z W Ld W Z Q O W W f rW CO 1- 0 U 01 9 O �00 m W � C, oCN � o Z � as � a• U D aLL - Q "00 Z sn � _ L a Q C Q n � 0 '2 0 t1 h� W cn 0� w 0 w -- w Q > Z w P-40 W SHT. 8 OF 17 rW CO ap W On w aZ Z � Y U O � U D D Q � a 0 Z 0 t1 h� LL. cn a ..J w R > Z P-40 W U U 1r-1 w� o Q A a V � Z z r-1 Z Z 411 Z W o t- < a W w O E-4 O W Q V PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: N/A SHT. 8 OF 17 z � }E 00 W W En I -- W M r = W 8 z —z I-- V� 0 Lj W 0 0 X (L 0 U) W a - Cf) U- W r Ld C/) O Z Z 0 W C) r - W ft: W W < X < W W Z Fr- I AutoCAD filename: 04033.dwg Base Leveling Pad Notes* Standard Unit --ti 1. The leveling pad is to be Width: 1811 n Ur�l constructed of crushed stone *Depth: 1811 Ir or Crushed Stone or 2,000 psi± unreinforced i Height: 811 a 0 concrete *Weight: 108 lbs LL. W > z 2.The base foundation is to be Reinforced Soil:) Geogrid approved by the site geotechnical tZ F-4 engineer prior to placement of the 00 leveling pad. > o C 00 Uj ,.2 ,,� � Lij 4k ce LLJ 0 Z 0z :�E Uj 'VIII 0 LJJ z 0 zt po V— I LLJ 5 04 W W E-1 %-Z V.. D p'' ,V\ 0-4 E--4 b UJI PROJECT NUMBER *Dimensions & Weight May Vary by Region Backfill and Extended Over the Fiberglass Pins. Place Next Unit. Pull Grid Taught and Backfill. Stake as required. Grid & Pin Connection Cap Unit Elevation Standard Elevation ME�u Standard Unit Dimensions May Vary by Region Cap Unit Elevation Cap Unit Plan Cap Unit Plan Universal Straight Split Cap Unit Option Cap Unit Option Dimensions & Availability Dimensions & Availability Will Vary by Region Will Vary by Region 8" Min. Low Permeable Soil r ..., X Ji -I V.- 24" -j -7 (Reinforced . Soil Approximate _ Limits of Excavation -711- Z. 4" Perforated PVC Drainage Tile Note: When site conditions require, wrap drainage tile in 3/411 aggregate and filter fabric with drainage composite or aggregate back drain system, as directed by geotechnical engineer. Keystone Cap Unit — Keystone Standard Unit — Unit Drainage Fill (3/4" Crushed Rock or Stone) 1/811-1 /4" 1 8" Finished Grade Typical Reinforced Wall Section Standard Unit - Near Vertical Setback P Place Post in Center of Standard Unit Void 42" High Decorative Black Steel Fence r� Fence Plan n -Shrink Grout st in Place Geogrid Fence SectionDetail Standard Unit - 1" Setback Keystone 411 Cap Unit Keystone Standard Unit Note: THE 42" HIGH DECORATIVE BLACK STEAL FENCE IS TO BE MOUNTED ON THE TOP OF THE POND WALL 0-.., 1 1-.&- A- F -:L 8" Min. Low Permeable Soil r A..� --ti 0 0 n Ur�l EL Unreinforced Concrete Ir or Crushed Stone Foundation Soil Leveling Pad Typical Reinforced Wall Section Standard Unit - Near Vertical Setback P Place Post in Center of Standard Unit Void 42" High Decorative Black Steel Fence r� Fence Plan n -Shrink Grout st in Place Geogrid Fence SectionDetail Standard Unit - 1" Setback Keystone 411 Cap Unit Keystone Standard Unit Note: THE 42" HIGH DECORATIVE BLACK STEAL FENCE IS TO BE MOUNTED ON THE TOP OF THE POND WALL 0-.., 1 1-.&- A- F -:L 8" Min. Low Permeable Soil Storm Dra Pipe Required Use Concrete Note: Slab in Outlet Area For pipes larger than 24", a concrete collar may be cast around pipe for ease of construction and appearance. Typical Pipe Outlet Detail 3" of Soil Fill is Required Between Overlapping Geogrid for Proper Anchorage (TYP.) Additional Drainage Fill Extend Wall Height / 2 ne Cap Unit Keystone Standard Unit Concrete Collar if Applicable Scour Protection as Required Is :j jj�i nreinforced Concrete or Crushed Stone Leveling Pad Typical Pipe Outlet Section Standard Unit - Near Vertical Setback Additional Geogrid Overlap Extend Wall Height / 4 Note: 1. Check with manufacturer specifications on correct direction of orientation for geogrid to obtain proper strength. 2. Corner units recommended for outside corners. Availability May Vary. Geogrid Installation at Corners_ n N '01,n1M`*1Lj IN, 11-1 r A..� Co In Ld 14 0 0 0 � ..t .a..rd , aa;t., / Ur�l EL 00 C-4 M U) Ir P.4 ON CN 0 >0 a 0 -cc Control Joint Cut LL. W > z % Reinforced Soil:) Geogrid % tZ F-4 00 Z Lf) Storm Dra Pipe Required Use Concrete Note: Slab in Outlet Area For pipes larger than 24", a concrete collar may be cast around pipe for ease of construction and appearance. Typical Pipe Outlet Detail 3" of Soil Fill is Required Between Overlapping Geogrid for Proper Anchorage (TYP.) Additional Drainage Fill Extend Wall Height / 2 ne Cap Unit Keystone Standard Unit Concrete Collar if Applicable Scour Protection as Required Is :j jj�i nreinforced Concrete or Crushed Stone Leveling Pad Typical Pipe Outlet Section Standard Unit - Near Vertical Setback Additional Geogrid Overlap Extend Wall Height / 4 Note: 1. Check with manufacturer specifications on correct direction of orientation for geogrid to obtain proper strength. 2. Corner units recommended for outside corners. Availability May Vary. Geogrid Installation at Corners_ n N '01,n1M`*1Lj IN, 11-1 31NE11E ca W LLI z 2 ba z �:: Co In Ld 14 0 1-- 0 0 0 0c) O -A Ur�l EL 00 C-4 M U) Ir P.4 ON CN o a 0 -cc LL. W > z X Q tZ F-4 00 Z Lf) > o C 00 Uj ,.2 ,,� � Lij 4k ce LLJ 0 Z 0z :�E Uj 0 LJJ 31NE11E ca W LLI z 2 ba z �:: Co In Ld 14 0 5-: ca LLI > Im (n -< Li EL LAJ Ir P.4 CL a a 0 -cc 0 P.4 -j LL. W > z F-4 > Uj j Q Z z 0 zt po V— I LLJ W 0 W W E-1 1 0 �G- D p'' 0-4 E--4 b UJI PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: N/A vi zg �m m 00 W ``' U)I- W m z� o° oV) O U zz U W W W Wa � U 0-o U Q w� a -m cnU- w o ~ �- z w oU) >-,o 0w wm Z)3:: Lo w aW w p a- zx Qw W zF- Qo o� Q z �w �M m U wo 0 w V) o ~ TrLL_Tl o wcn Z ~o Ld Tr U Qm 0 z0 z o 0 UTn of z W0 _cn o� z Q cnz 0 W U mo 00 w wOf =z r- Q AutoCAD filename: 04033.dwg ABBREV. AH ITEM DESCRIPTION ALARM HORN AL ASB ALARM LIGHT ALTERNATOR TEST SWITCH CCB CONTROL CIRCUIT BREAKER CCT CONTROL CIRCUIT TRANSFORMER DR I DUPLEX RECEPTACLE G.F.I. DRB I DUPLEX RECEPTACLE BREAKER ECB ETM F FL 1EMERGENCY CIRCUIT BREAKER 1ELAPSE TIME METER I FUSE I FLASHER FRI FLOAT REGULATOR G GR 11 UND I GENERATOR RECEPTACLE HOA HSS LA I HAND -OFF -AUTO -SELECTOR I HORN SILENCE SWITCH I LIGHTNING ARRESTER MB MOTOR BREAKER MCB MCT MAIN CIRCUIT BREAKER MAIN CIRCUIT TRANSFORMER MT MOISTURE AND TEMPERATURE FAILURE LIGHT MS MOTOR STARTER N OL NEUTRAL I VERLOAD HEATER PA POWER AVAILABLE LIGHT 3 REQUIRED, 1 EACH PHASE PAA PUMP AUTOMATIC ALTERNATOR PL PILOT LIGHT PM R PHASE MONITOR RELAY RE RL RESISTOR I RUN INDICATOR RTS A REGULATOR TERMINAL STRIP TS I TERMINAL STRIP TTS AD THERMAL TERMINAL STRIP AUTO DIALER 1. OUTER BOX SIZE SHALL BE A MINIMUM OF 24"W X 36"H X 10"D OR AS ELEV Y O CLLu 142.00 ELEV Z 4 4 NOTES: 1. DRAWING IS SHOWN FOR 230 VOLT POWER SUPPLY. THE LOCATION OF METER AND MAIN POWER DISCONNECT SHALL BE REVERSED FOR 480 VOLT SUPPLY. 2. WHEN TWO (2) SEPARATE CONDUCTOR -TYPE MOTORS ARE USED, CONDUIT SHALL BE INCREASED TO 3'. 3. POWER SUPPLY SHALL BE UNDERGROUND ON THE LIFT STATION SITE AND SHALL BE 3 PHASE FROM A 3 PHASE SOURCE ONLY. 4, HOSE BIB SHALL HAVE A REDUCED PRESSURE ZONE BACK FLOW PREVENTER PUMP STATION CONTROL PANEL INSTALLATION DETAIL a 0 O O f' ma PA PA PA Oso/120 000 IES a 1A cr pm oF2 rol P4 1-5 8-, SCH. 20 Fl STRETCHER BARS Oou 318" ROUND BARS DIM B IRUSS SEE NOTE 1 ' 5ti•:� r Orsi r:ra 0 11.5" ��0 w v i f0 INTERLOCK MS 1 MS 2 PAA D D aT az O G TTS G O O NOTES: 1. MAIN CIRCUIT TRANSFORMER REQUIRED FOR 480 VOLT SUPPLY ONLY. 6' x 6' REINFORCED CONCRETE POST -� METER BASE WITH BY-PASS -� 1-1/2" MIN.FIBERGLAS MOUNTING BRACKET ENCASED IN CONCRETE HOSE BIB ---- POWER DISCONNECT CONTROL PANEL 23 3 4 NOTES: 1. MAIN CIRCUIT TRANSFORMER REQUIRED FOR 480 VOLT SUPPLY ONLY. SWEEP ELBOWS y �5 OHMi\ /�AMAX. GROUND RODS n r♦MADADT 4" D.I. VENT WITH VENT CAP ALUMINUM ACCESS HATCH W/ LOCKSET AND RECESSED HANDLE.------- CONC. ANDLE.----- CONC. SLAB s, v' POWER CABLE 2" DIA. SCH. 40 STAINLESS STEEL PIPE MIN. 3/8' HEAVY DUTY A STAINLESS STEEL LIFTING CHAIN. i SHOWN ROTATED 90 DEG. FOR CLARITY. -r GRAVEL -' *6 -12 O.C. E. \ B \\ 2', *4-6'_ O.C.E.W. 4" ' DUCTILE IRON PIPE L .. • ' (RESTRAINED JOINT) r'.4" 2 - * 4 BARS CHECK VALVE GALVANIZED IRON 3" FLOOR D/2LN.PEROFOOTU SEE NOTE 13 N.T.S. ALUMINUM ACCESS HATCH JW OCKSET AND RECESSED HANDLE (SE N TE 8) :;� FLANGED RISER W/ BLIND FLA GE 2' STANDARD FLANGED TEE ELEV. Y 3� `CONC. SLAB.: ..'A � PLUG VALVE W LEVER OPERATOR 2' MI STAINLESS STEEL PRESSURE GUAGE : PET COCK VALVE MIN. 3/4 DIA. x 11" STAINLESS SECTION VIEW 7"E NTO BASER BOLTS TO EXTEND N.T.S. FINAL GRADE MOUNTING BRACKET POCKET ALARM LIGHT FENCING: FABRIC, POSTS FASTENINGS, FITTINGS AND ACCESORIES FOR CHAIN LINK FENCE SHALL MEET REQUIREMENTS OF ASSH10 M-181. HOT DIPPED GALNANIZED. WEIGHT OF FABRIC OF COATING 1.2 OUNCES SQ, FT. ZINK CLASS -B ; WEIGHT OF COATING ON POSTS AND BRACES, 1.8 OUNCES/SQ. FT., INSIDE AND OUTSIDE, PER REQUIREMENTS OF AASHTO M-111. NALV. CLIPS " MAX. SPACING -� POST CAP - POSTS & GATE - & GATE POSTS 3"O.D., SCH 40 -0" TO CENTER (MAX TOP RAIL: 1-5 8-, SCH. 20 ELEV. AT CONST. STRETCHER BARS Oou 318" ROUND BARS DIM B IRUSS SEE NOTE 1 ' 5ti•:� r Orsi r:ra ' 11.5" ��0 w v i ®© NOTE 8 QUO °N BRACKET DOOR STOP FENCING: FABRIC, POSTS FASTENINGS, FITTINGS AND ACCESORIES FOR CHAIN LINK FENCE SHALL MEET REQUIREMENTS OF ASSH10 M-181. HOT DIPPED GALNANIZED. WEIGHT OF FABRIC OF COATING 1.2 OUNCES SQ, FT. ZINK CLASS -B ; WEIGHT OF COATING ON POSTS AND BRACES, 1.8 OUNCES/SQ. FT., INSIDE AND OUTSIDE, PER REQUIREMENTS OF AASHTO M-111. NALV. CLIPS " MAX. SPACING -� POST CAP - POSTS & GATE - & GATE POSTS 3"O.D., SCH 40 -0" TO CENTER (MAX TOP RAIL: 1-5 8-, SCH. 20 ELEV. AT CONST. STRETCHER BARS PAD 318" ROUND BARS DIM B IRUSS SEE NOTE 1 ® TURNBUCKLE 10" LOCK DIM D 11.5" ��0 w v i ®© NOTE 8 QUO °N BRACKET DOOR STOP 6oU2 � DIM G 4.25 ED mo DOOR LATCH WITH LOCK Q Q ;l< z n DIM J z� Z:E 'o DIM K FOR DEADo ') 00- ELEV T 129.50 FRONT. Q� 131.00 ELEV V c� v MOUNTING ELEV W BRACKETS NOTES: ELEV X 1. OUTER BOX SIZE SHALL BE A MINIMUM OF 24"W X 36"H X 10"D OR AS FENCING: FABRIC, POSTS FASTENINGS, FITTINGS AND ACCESORIES FOR CHAIN LINK FENCE SHALL MEET REQUIREMENTS OF ASSH10 M-181. HOT DIPPED GALNANIZED. WEIGHT OF FABRIC OF COATING 1.2 OUNCES SQ, FT. ZINK CLASS -B ; WEIGHT OF COATING ON POSTS AND BRACES, 1.8 OUNCES/SQ. FT., INSIDE AND OUTSIDE, PER REQUIREMENTS OF AASHTO M-111. NALV. CLIPS " MAX. SPACING -� POST CAP - POSTS & GATE - & GATE POSTS 3"O.D., SCH 40 -0" TO CENTER (MAX TOP RAIL: 1-5 8-, SCH. 20 ELEV. AT CONST. STRETCHER BARS FABRIC* -// 318" ROUND BARS DIM B IRUSS SEE NOTE 1 2", TURNBUCKLE ►n ��-- 2500 PSI CONCRETE ' 2"_T6" 6"--I 12" FABRIC*: BLACK FENCE DETAIL GATE POST -i r GATE CORNER TRUSSARODS -s r - GATE FRAME f9 TIE WIRES 2" O.C. LINE POST: 2"O.D., SCH 40 TENSION WIRE: 0.077" COIL ED SPRING WIRE, COATED. GATE POST APPROVED BY THE CITY. 12=4 I -- `6' 6"' --1 I - 12" 2. FOR STATIONS WITH PUMPS RATED 20 HP OR GREATER, OUTER BOX SIZE SHALL BE 30"W X 42"H X 10"D AND SHALL HAVE 2 LATCHES ON THE 16' DOUBLE SWING GATE DETAIL DEAD FRONT. 3. DRAWINGS SHALL BE REVISED FOR STATIONS WITH PUMPS RATED GREATER THAN 47 HP AND SUBMITTED TO THE CITY FOR APPROVAL. NOTES: GENERAL NOTES: 1. ALL EXPOSED METAL SHALL BE PAINTED WITH 2 COATS OF EXTERIOR ENAMEL PAINT. 2. WET WELL AND VALVE VAULT SHALL BE COATED WITH COAL TAR INSIDE AND OUT. (TWO COATS,- 9 MILS EACH.) 3. BASE AND FIRST RISER UNIT TO BE CAST MONOLITHIC. 4. VALVE VAULT SHALL BE SIZED TO PERMIT EASY REMOVAL OF CHECK VALVE SPINDLES WITH MINIMUM CLEARANCES AS SHOWN FOR 6" DIAMETER PIPE AND SMALLER. CLEARANCES SHALL INCREASE AS REQUIRED FOR LARGER PIPE SIZES. 5. VALVE VAULT SHALL HAVE SEALED FLOOR AND DRAIN. 6. ALL LOCATIONS WHERE PIPES ENTER OR LEAVE THE WET WELL OR VALVE VAULT SHALL BE MADE WATERTIGHT WITH WALL SLEEVE OR NON -SHRINK GROUT. 7. THERE SHALL BE NO VALVES OR ELECTRICAL JUNCTION BOXES IN WET WELL. 8. WET WELL AND VALVE VAULT COVERS SHALL BE ALUMINUM WITH 316 S.S. HARDWARE AND LOCK BRACKET. SIZE AS REQUIRED BY PUMP MANUFACTURER AND APPROVED BY THE CITY. 9. FLEXIBLE COUPLING SHALL BE SLEEVE TYPE. 10. PUMPS SHALL BE: MANUFACTURER: FLYGT; MODEL: CP 3085 IMP: 436 DIA: 4"; MM, SPEED: 1750 RPM; DISCHARGE SIZE: 4 1N.; VOLTAGE: 230; HZ.: 60; PHASE: 3; H.P.: 5 ; MIN. SOLID SIZE 3 IN. 11. OPERATING CONDITIONS SHALL BE 119 GPM AT 23 FEET TDH. 12. ALL HARDWARE IN WET WELL AND VALVE BOX TO BE STAINLESS STEEL. 13. CONTRACTOR MAY INSTALL A "P" TRAP BETWEEN THE VALVE VAULT AND WET WELL AS AN ALTERNATIVE TO THE FLOOR DRAIN SHOWN. 14. CABLE HOLDER SHALL BE ON THE SAME SIDE OF WET WELL AS CONTROL PANEL. PUMPING STATIONS DIMENSIONS ELEV. AT CONST. DIM A 8" N I" N DIM B 6'-0" O DIM C- 10" Z Q � Qvv,, z DIM D 11.5" ��0 w v i DIM E NOTE 8 QUO °N DIM F NOTE 8 6oU2 � DIM G 4.25 ED mo DIM H 6'-0" Q Q ;l< z n DIM J z� Z:E 'o DIM K 4'-8" ') 00- ELEV T 129.50 ELEV U Q� 131.00 ELEV V c� v 135.00 ELEV W Lu 136.00 ELEV X Oz 136.50 ELEV Y O CLLu 142.00 ELEV Z -, w 135.92 o N W * PER PUMP MANUFACTURERS REQUIREMENT STATION INV. PUMPS OFF LEAD PUMP ON LAG PUMP ON ALARM ON CONC.SLAB PIPE INV. 1. TRUSS BARS ARE REQUIRED FOR EACH GATE SECTION AND THE FIRST SPAN ON EACH SIDE OF A CORNER POST ONLY. TRACT D, LIFT STATION, SHALL BE FENCED WITH A BLACK, VINYL CHAIN LINK FENCE WITH POSTS AND RAILS PAINTED BLACK. SUCH LIFT STATION SHALL ALSO BE SCREENED WITH A HEDGE -TYPE SHRUBBERY SEE LANDSCAPE PLAN. w o1 111 IL �rn ca U � 0 O N I" N ////7777 u a- O NZ �•'�^O ,� � Z Q � Qvv,, z o o ��0 w v i Q C= QUO °N ce Q 6oU2 � W H ED mo ow Q Q ;l< z n Z z� Z:E 'o U) It ') 00- w o1 111 IL z W M Lu Z z W o a m N (n O Z > W w � z Q 0 > 0 m N L �rn ca U � 0 O 00 m ////7777 u a- M N � � z W M Lu Z z W o a m N (n O Z > W w � z Q 0 > 0 m N L m w z �rn ca U � 0 O 00 m ////7777 u a- M N o U Q rn 9 CN o 00 O O Q 4> W ce Q W H Z ow z� �[ U) It Q� F� c� v Z 0 W Lu Oz O CLLu A 5 -, w a o N W m w z m z ca U m o w (n Q W a- Z o U I La_ Q Z o I La_ W H Z C) Z 0 W A a N z ILL. a �' A wz w Zc a W o Lu H a-4 O Wc G � } Q U PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: N/A SHT. 1® _ C v zg �m L2T 00 W w wm I=- _ 0 zw ° o w In O zZU U TTI W W " U D- o U Q L� W ELM In Ll- w 0 _F - ~z crw o0 wz 0 J 0 o� o� o� �o LU LLJ U) Qw 0 o- z x ¢w w zI- LLJo o� W� Q z �w �0 m0 U 0 0 0 w w w ud oU- 0-0 o_ 0-o wV) Z ,_- o aLL_ z o w� z z0 0 vU) �z w O O � z ¢ z zF- w 0 � 0 0o 0w w D_ Ld 1=- Q AutoCAD filename: 04033.dwg PROPERTY LINE - HORIZONTAL & VERTICAL SEPARATION REQUIREMENTS 6" 8" 10" 12" 16" PROPOSED UTILITY SANITARY SEWER POTABIF WATER RECLAMED WATER" (ORAwnr g r.M,) STORM SEWER ACCEPTABLE 12'MIN. EXAMPLE 44 NORM VERT. NORM VERT. HORIZ. VERT. HOAR. VERT. VARIANCES w c c 65 (VARIES) POTABLE 18• 10• Ir 1w TS• 15 19 WATER SEE GENERAL 30 22-1/2° BEND RECWMEW RECLA1 w 18• _ _ 5' C C t6. _ _ NOTES. NO. R/W 1 10 10 3. 0/C C 0 11-1/4° BEND 25'R. rNITARY/o te• s c cWER MAX E PLUG OR BRANCH OF TEE 11 DRIVEWAY 36 GENERAL NOTES: 1. THE TABLE REPRESENTS THE MINIMUM SEPARATION REQUIREMENTS AS 90 DESCRIBED IN F.D.E.P. RULES OF THE FLORIDA ADMINISTRATION CODE APRON MINIMUM LENGTH (FT) TO BE RESTRAINED ON EACH SIDE OF FITTING(S). PIPE SIZE 6" 8" 10" 12" 16" 20" 24" 30" 36" 90° BEND 28 36 44 51 65 90 450 BEND 12 15 19 21 21 30 22-1/2° BEND 6" 7 8 1 10 10 18 11-1/4° BEND 3 4 5 5 5 9 PLUG OR BRANCH OF TEE 11 28 36 44 51 65 90 TEE FINISHED GRADE PRECAST ;t c2 MANHOLE :R: : - , • N CR " METALLIC LOCATING WIRE WALL ISE NO SEWER3) o Q o CONCRETE BLOCK 36 MIN. -; -'. Y FINISHED GRADE CONCRETE ENCASEMENT z z ¢ ¢ OR BRICK AND COVER .::: r 6` OF VERi1CAl PIPE Q W - O o �' z MORTAR WALL (SEE NOTE 4) ��\�/\�/�\�/\\'\//�\/�\i (SEE NOTE 1 z w " DROP PIPE r w vi c- n 0 \Y INLET CONNECTION ) ¢ w 6 ° N FILLING AT / AS REQUIRED :L; 0 - BOTH ENDS „--VENT HOLE 1" STAINLESS \\//\ //\\� _ 2 ' BEND ^-j c w UO 2 � prt w0 rr;::: STEEL BANDING l i' -:: : ,... - � RESTRAINED _ STRAP (TWO % o 1 MAX. :r,,: :•,: -:: ¢ ¢ 3 z j JOINT DUCTILE PER SEF OF >\ d O o m L w = w IRON PIPE SKIDS MINIMUM) % /� STANDARD DROP DETAIL PRECAST N Z w 0 PVC WATER MAIN TRsrE CARENCASED WALL w OR w FORCE MAIN IN NON -SHRINK GROUT < U (SEE NOTE 2HOLE WALL PVC OR DIP 6" MIN. TREATED WOOD (F.A.C.). to to THESE SEPARATION REQIREMENTS SHALL APPLY BETWEEN I SKIDS AT 10 , •• . -Lu NEWLY PROPOSED UTILITY LINES AND EXISTING OR PROPOSED UTILITY MAXIMUM SPICING 1" M METALLIC LOCATING WIRELINES. ( ) NOTES: STEEL CASING PIPE SEE NOTE 2 PRECAST `2. FOR THE PURPOSE OF THIS TABLE, RECLAIMED WATER SHALL MEAN 1. FITTINGS SHALL BE RESTRAINED JOINTS UNLESS OTHERWISE MANHOLE ^ `� UNRESTRICTED PUBLIC ACCESS REUSE WATER AS DEFINED BY F.A.C. W� SPECIAL DETAIL FOR 24" DIAMETER ro N rn 17-610. OTHER TYPES OF RECLAIMED WATER ARE CONSIDERED RAW INDICATED. �- PIPE AND LARGER STAINLESS SiEE1 SEWAGE AND SEPARATIONS LISTED FOR SANITARY SEWER SHALL APPLY. 2. INSTALL FULL LENGTH JOINTS WITH TOTAL LENGTH EQUAL TO CURB &GUTTER OR GREATER THAN SHOWN IN THE TABLE. DUCTILE IRON PIPE BAND DIP R 3. ALL SEPARATION DISTANCES ARE FROM OUTSIDE OF PIPE TO OUTSIDE 3. WHERE TWO OR MORE FITTINGS ARE TOGETHER, USE FITTING / / / / / / / / STAINLESS STEEL OF PIPE UNLESS OTHERWISE SPECIFIED. CRITERION PRODUCING �� GREATER CLEARANCE SHALL BE USED. /\��/V�\%i�\�i\�i�i�\\/i�\/i�%�\%i�\�i�\�ii�\\/i\� :•.:t_ PIPE CLAMP WHICH YIELDS GREATEST LENGTH OF RESTRAINED PIPE. RESILIENT C/C - DENOTES CENTER OF PIPE TO CENTER OF PIPE. 4. IN LINE VALVES AND THROUGH RUN OF TEES OUTSIDE LIMITS 4" x 4" x 4'-6" 1" STAINLESS CONNECTOR � U IDE OF PIPE. 8' OF RESTRAINED JOINTS FROM OTHER FITTINGS NEED NOT BE LONG TREATED WOOD STEEL BANDING STANDARD PRECAST MANHOLE 0/0 - DENOTES OUTSIDE OF PIPE TOOTS (VARIES) MIN. SKIDS SEE NOTE 3 z RESTRAINED UNLESS OTHERWISE INDICATED. ( ) STRAP PIPE CONNECTION 4. ACCEPTABLE VARIANCES: A. WHERE HORIZONTAL SEPARATION IS NOT ATTAINABLE, DUCTILE 5. LENGTHS SHOWN IN THE TABLE HAVE BEEN CALCULATED IN Z ACCORDANCE WITH THE PROCEDURE OUTLINED IN "THRUST NOTES. w 1. DROP PIPE AND FITTINGS SHALL BE OF EQUAL SIZE AND MATERIAL AS M D % IRON PIPE OR CONCRETE ENCASEMENT MUST BE USED FOR AT �� ¢S° ttcJ THE INFLUENT SEWER. Z N RESTRAINT DESIGN FOR DUCTILE IRON PIPE AS PUBLISHED NOTES: 2. THE CITY MAY APPROVE ALTERNATE WATER TIGHT CONNECTION DETAILS w z z LEAST ONE OF THE PIPES. DUCTILE IRON OR CONCRETE EN- N � Z O_ 1. PVC PIPE SHALL REQUIRE INSULATED METALLIC LOCATING WIRE FOR CONNECTION OF 24' DIAMETER PIPES AND LARGER. Z w CASEMENT MUST BE USED UNTIL MINIMUM CLEARANCE IS BY DIPRA, WITH THE FOLLOWING ASSUMPTIONS: 3. AN OUTSIDE DROP CONNECTION SHALL O Q � 1n REGAINED. I (14 GAUGE COPPER) CAPABLE OF DETECTION BY A CABLE LOCATOR BE REQUIRED FOR ALL INFLUENT CITY OF OCOEE UTILITIES DEPARTMENT to o o 5: B. WHERE 18 INCH VERTICAL SEPARATION IS NOT ATTAINABLE AT WORKING PRESSURE: __-_ _ P.S.I.* 1. WHEN CONSTRUCTION IS WITHIN FOOT JURISDICTION, ADDITIONAL 2. AND SHALL BE BURIED DIRECTLY ABOVE THE CENTERLINE OF THE PIPE. LINES WHICH HAVE AN INVERT 2' OR -- - - ILJ Z L,I _ _ * REQUIREMENTS OF THE UTILITY ACCOMMODATION GUIDE SHALL BE MET. LOCATING WIRE SHALL TERMINATE AT THE TOP OF EACH VALVE BOX MORE ABOVE THE MANHOLE INVERT CROSSINGS, USE ONE FULL LENGTH OF DUCTILE IRO - SOIL DESIGNATION: -_ MANHOLE CONNECTION DETAILS � Z Q � CASED PIPE CENTERED AT THE POINT OF CROSSING. SPECIAL I LAYING CONDITIONS: -_- * - 2. CASING SPACERS, AS SPECIFIED IN SECTION 33.4.4. OF THE MANUAL, 3. AND BE CAPABLE OF EXTENDING 12" ABOVE TOP OF BOX IN SUCH A o SUPPORT MAY BE REQUIRED. 5. NO WATER PIPE SHALL PASS THROUGH OR COME IN CONTACT WITH MAY BE REQUIRED BY THE CITY OR MAY BE SUBSTITUTED IN LIEU OF MANNER SO AS NOT TO INTERFERE WITH VALVE OPERATION. in ANY PART OF A SANITARY OR STORM WATER MANHOLE OR 6. FOR PIPE ENCASED IN POLYETHYLENE, USE VALUES GIVEN IN WOOD SKIDS AND BANDING STRAP. USE DUCT TAPE AS NECESSARY TO HOLD WIRE DIRECTLY ON THE TE wm m > STRUCTURE. PARENTHESES OR INCREASE THE GIVEN VALUE BY A FACTOR 3. LARGER SKIDS SHALL BE REQUIRED FOR PIPE GREATER THAN 24" DIAMETER. TOP OF THE PIPE. �� m OF 1.5. 4. WHERE PRACTICAL, CASING SHALL EXTEND 10' BEYOND EDGE OF PAVEMENT 4. EARLY WARNING TAPE IS REQUIRED IN ADDITION TO LOCATING PVC PIPE COLORS AND SHALL NOT BE LESS THAN 6' BEYOND EDGE OF PAVEMENT IN ANY CASE. WIRE AT DIRECTION OF CITY. 4'MIN. CURB &GUTTER * TO BE COMPLETED BY THE ENGINEER. THE CITY MAY REQUIRE LONGER CASINGS FOR DEEPER BORES. UTILITY MAIN SEPARATION REQUIREMENTS FLARE NOTES: GRAVITY SEWER: SOLID LIGHT GREEN 1. PROPERTY LINE IS PROJECTED FORCE MAIN: Soup LIGHT GREEN O CITY OF OCOEE UTILITIES DEPARTMENT PERPENDICULAR TO STREET CA CITY OF OCOEE UTILITIES DEPARTMENT CITY OF OCOEE UTILITIES DEPARTMENT CITY OF OCOEE UTILITIES DEPARTMENT '•L TYPICAL PIPE N � m OR PERPENDICULAR TO A TANGENT 4" To 8" PIPE - 6" TAPE IS CENTERED ALONG TOP HALF OF PIPE. cn IF CURVILINEAR. TYPICAL LOCATIONS RESTRAINED PIPE TABLE. PVC PIPE ' ' " ' r r r 2. DRIVE APPROACH AND SIDEWALK SINGLE FAMILY THROUGH DRIVE SHALL BE 6"THICK BORING AND JACKING DETAIL SEWER LINE SEWER LINE WITH 6"x RI 10 WIRE MESH RESIDENTIAL DRIVES LOCATING WIRE �0 ORIF: DWG. FIG. DETAIL o � � 0 a, DATES DWGi FIG DATES DWG' FIG 3/17/99 INSTALL 108 10" TO 18" PIPE - 6"TAPE IS PLACED ALONG BOTH SIDES OF TOP HALF OF PIPE. u OCT.,91 KOVACS FIG 600 AUG. 1990 PIPETAB 104 BJACK 106 DATE, DwGi FIGS 4 CONNECTIONLL " VARIES VARIES W DOUBLE SINGLE SOP (1RA"TIM N.) (SEEON R STOP NOTE 3 CORPORATION U -BRANCH �.i uTllTs �., , axn , r a `^ DETAILS RAISED 1-1/2 LETTERS LOTS (TYP.) SERVICE (TYP.) SERVICE (TYP.) ) STOP (1" MIN.) FITTING (� >✓p O TROWEL -FINISHED FLUSH WITH TOP OF COVER LOT LINE WYE WITH _j -I (1 x /4 ,, r , r r r � , � � ac LI_ MARK WITH x 3/4'T� SEM ULE SEWER LINE SEWER LME CONCRETE BENCHING 6" BRANCH SEWER MAIN WOOD PAINTED Ile CONCRETE BASE oq o ,,J UJ 6 45 SIZE VARIES CLEAN-OUT PROPERTY BLUE &WITH CURB STOP " ° z LOT NUMBERS z 2 EA. 20" AND LARGER PIPE - TAPE IS PLACED ON BOTH SIDES OF THE TOP HALF OF THE PIPE d u4.. N O BEND TH SEE LINE (TYP.) ¢ ¢ WITH A THIRD STRIP CENTERED ALONG TOP HALF OF PIPE. a, s 0 0 O z 6" BRAWYE INCH SEE NOTE 1 (� (j )J w FF CLEAN-OUT REMOVABLE 6" 450 WYE WITH W w �M, + 3N� RTS:rll /(�� ~ u, SEE NOTE 1 PLUG BEND 6 BRANCH ¢ SEM UNE SEWER LIE SETL4R Lf� �I• • r ' SEWER 181E SEWER ULE SEWER UE' o 6 SANITARY w LOT - h z LINE WATER MAIN POLYETHYLENE POLYETHYLENE O O MANHOLE FRAME &COVER DOUBLE 6 MINIMUM TUBING (1 MIN.) TUBING (1" MIN.) PAPER BACKED ADHESIVE VINYL TAPE (TYPICAL) LY z (SEE STANDARD DETAIL) WYE 12" w SET COVERS FLUSH IN LyE MAX. SEWER LIE 1" SE�vEe LME 6' rY w PAVED AREAS & AT FRAMES BEDDED IN MORTAR SINGLE SINGLE METER BOX DOUBLE METER BOX ,U� (� /� ��/ O z 2 - NON PENETRATING PLAN AND WATER METER AND WATER METER FOR SEWER LINES - TAPE SHALL BE GREEN WITH BLACK LETTERING. v �'�" � O ELEVATIIONS SHOWN IN I 1 I (BY CITY) (BY CITY) FOR SEWER FORCE MAIN -TAPE SHALL 8E BROWN WITH BLACK LETTERING. >_ _ PICK HOLES \ TAPE SHALL RUN FROM JOINT TO JOINT ALONG THE LENGTH OF THE PIPE. w UNPAVED AR 2 COURSES OF BRICK MIN. 1'-6' MIN. 4 COURSES MAX. FINISHED GRADE SINGLE SERVICE DOUBLE SERVICE SLOPE TO ALL FORCE MAINS AND DUCTILE IRON GRAVITY LINES 1- > INSIDE WAIL OUTSIDE WALL . PRE -PRIMED PLAN • TERMINAL :I. CORPORATION STOP WITH IDENTIFICATION TAPE W EPDXY COAL TAR COATINGS is pM �W�� ' \ PER SPECIFICATIONS 4'-0' 5' MIN. w DEPTH AT &FITTING ' • � 1.0% MIN. � 4" WATER REDUCER (NORMALLY OPEN) NTS P ,Tris AL1 JOINT (TYP.) MAIN (MIN.) 6" FIRE AWWA TYPE PIPE IDENTIFICATION WffH PROTECTIVE BENCHING PER SPECIFICATIONS • 1. Dcq wWRWPER '� MATING ED FITTINGS AS HYDRANT CC THREADS a ROTATE REQUIRED (TYP.) ASEEMNOTE 1-'"A�SMETER EMBLY BOX (SEWER - FORCE MAIN AND GRAVITY) > SURFACES SPRING LINE REINFORCEMENT AND JOINT MIN. coMPLETED Soup -aur �_ TERMINAL DEPTH 30° (IYP.) SADDLE �� POLYETHYLENE PVC PIPE COLOR DETAIL 10 BE DESIGNED BY AS REQUIRED FOR (SEE NOTE 3) SEWER MAIN THE ENGINEER AND E. MIN. -wT� �- "HOUSE" SERVICE RIGHT OF WAY LINE TUBING APPROVED BY THE 9. 6" ( ( L1-1 /4" (3' MIN.)(TYP.) 30 - 45 DEG. -� PANTONE PURPLE 5220 T -SINGLE DOUBLE CURB TYPICAL PIPE BEDDING ROCK 2' MIN. LATERAL LATERAL WATER MAIN 9 �- - I9 2" TO 8" PIPE - 6' TAPE IS CENTERED ALONG TOP HALF OF PIPE WATER MAIN CAST -IN-PLACE PRECAST MONourHic--- 2' (TYP.) , RECLAIMED WATER MAIN RECLAIMED WATER MAIN , CONCRETE BASE BASE PROFILE NOTES: SIDEWALK (TYP.) 1. ALL FITTINGS SHALL BE BRASS WITH COMPRESSION/PACK JOINT ELEVATION NOTES: RIGHT OF WAY LINE TYPE CONNECTIONS. 10' TO 18' PIPE - 6" TAPE IS PLACED ALONG BOTH SIDES Of NOTES: 1. CLEAN-OUT (SHOWN SHADED) SHALL BE INSTALLED BY THE BUILDER 2. NO SERVICE LINE SHALL TERMINATE UNDER A DRIVEWAY. THE TOP HALF OF PIPE. 1. MANHOLE SHOWN IS FOR SEWER SIZE B' THRU 24, SEE SECTION 20.4.3 OF THE IN ACCORDANCE WITH STANDARD PLUMBING CODE. MANUAL FOR MANHOLE DIAMETER FOR SEWERS LARGER MAN 24". 2. LOCATE SINGLE LATERAL AS CLOSE TO LOT LINE AS POSSIBLE, 3. EACH SERVICE SHALL TERMINATE AT A CURB STOP(S) WHICH 2. DROP CONNECTIONS ARE REQUIRED WHENEVER INVERT OF INFLUENT SEWER IS ' .� L°o. �� . �� rw, o°., �� ' c - NOTES:: SHALL BE EXPOSED APPROXIMATELY 3' ABOVE FINAL GRADE AND %,' ' ' ' ' ' ' ' ' ' ' ' ' ' ' � %, ;' m m 0° 25' MAXIMUM. » " " ?- o 24 OR MORE ABOVE THE INVERT OF THE MANHOLE. SEE MANHOLE 1. ANCHORING TYPE 90' BEND SHALL ONLY BE USED WHERE RIGHT-OF-WAY TIED TOA 2 x 4 x 4 STAKE WITH THE TOP PAINTED BLUE AND CONNECTION DETAILS. 3. INVERT OF SERVICE LATERAL SHALL NOT ENTER SEWER MAIN CONSTRICTIONS WILL NOT ALLOW INSTALLATION OF A STRAIGHT ASSEMBLY. MARKED WITH THE NUMBER OF THE LOT(S) TO BE SERVED. Z co w > 3. APPROVED CONCENTRIC CONE DESIGN MAY BE USED AS AN ALTERNATIVE. BELOW SPRING LINE. Y O 20" AND LARGER PIPE - TAPE IS PLACED ON BOTH SIDES OF TOP HALF OF PIPE O 3 U CITY OF OCOEE UTILITIES DEPARTMENT CITY OF OCOEE UTILITIES DEPARTMENT CITY OF OCOEE UTILITIES DEPARTMENT CITY OF OCOEE UTILITIES DEPARTMENT CITY OF OCOEE UTILITIES DEPARTMENT WITH A THIRD STRIP CENTERED ALONG TOP HALF OF PIPE. W = a RFl11 ms m�rral NM cow= 0 D U Q Lpu� OPTIONAL MANHOLE 177 ry PRECAST CONCRETE MANHOLE SERVICE LATERAL DETAIL WATER SERVICE CONNECTION DETAILS �W% MmUm �wm PLAN AND SECTION FRAME AND COVER WATER SERVICE LOCATION DETAIL wm (USF 420 TYP.) ®�� i Q _ PAPER BACKED ADHESIVE VINYL TAPE (TYPICAL) ' !il DATES DWG, FIGS DATES DWG- FIG, DATES DWG FIG DATE 04/01/92 DWG FIGS ZOOA JAN. 1990 MHFRAME 202 AUG. 1990 WWLAT 204 AUG. 1990 SOMEAD 404 DATES AUG. 1990 DWG' SERVCONN FIG. O HYDRANT OPERATING NUT 12" - di HOSE NOZZLE �I MAS -x. W20111101 WAM 11M -I SET TOP OF VALVE BOX 12' TYP) AS REQ'D. 9108 BxE24 MIN. OX .�� 1" ��s INCHES Q-1 L' - t DETECTOR CHECK MIN 24 SQUARE 0,�2 PUMPER NOZZLE w TO FINISHED GRADE VALVE ( ROUND AND 6 THICK Z REINFORCED CONCRETE IMPREGNATED LETTERING SHALL BE USED. THE TAPE SHALL RUN-/ CONCRETE COLLAR FACING STREET FROM JOINT TO JOINT ALONG THE LENGTH OF THE PIPE. I UNPAVED REAS SHEAR PAD. SEE FINISHED GRADE FINISHED GRADE SEE DEFAILS� NOTE 1 - VALVE COLLAR H O a• • _.: 2 - 44 AT 9 (SEE DETAIL) CLAIMED WATER MAINS WITH IDENTIFICATION TAPE J E� cn � O.C. ALL NI {•)-III AROUND = 2" CAP PIPE IDENTIFICATION lluD �- uu11 •: �� _ r, uj 2" GATE VALVE (RECLAIMED WATER) w ADJUSTABLE CAST IRON FLOW `� BACKFILLEDVALVw SEE NOTE 2 GATE VALVE GATE VALVEQ VA /-ANCHORING NTE _ BACKFLOW PREVENIER uj W O.S. & Y. VALVES SEE NOTE 2 - > 2" 900 BEN IN ACCORDANCE WITH BOX SHALL REST ON (FL/FL) (2 REQ'D) UNION THREADED 2 REQUIRED) PLANS AAPPROVED BY u a RESILIENT SEAT BEDDING ROCK NOT � PLAN NIPPLE (IYP.) SEE NOTE 2 JA� '°•°• GATE VALVE THE CITY M. J. GATE VALVE I ON VALVE OR PIPE 1/2 PREFORMED JOINT AND SHALL BE MATERIAL TO BE PLACED NOTE: INSERT BACKFLOW 90' BEND WATER CENTERED ON BETWEEN D.I.P. AND PREVENTION DEVICE WHEN ( ) ° ao °° • ° e° "° • " o° , ° ° • a °° o CONCRETE SLAB. 2 REQUIRED ° o • o ° p oe o . o ° o o ° o oo'o ° ° o . o o . ° " TEST COCK (TYP.) GATE VALVE MAIN OPERATING NUT °"°-°" ° ° o•..o•c'o•°.p,° o.o;o•Q o. °•°"° THREADED UNION REQUIRED BY THE CiTY '► '°. oP "°. °. o •° o°°•°°°•°°o.o°°.°°°.°°° o°°.°°°." 6 Z w ° ° °° o ° •° °. 'o. '°. " moi, o"" 0,0...o°O.000.o'0.o'O.0 o.o'o.°°° o.o o."°o.o'o."'o." °o." o. oo° o.°'o 'o. 'o. ° ' °'o.°'o•°'o. .ow.p o'o.°'o." HIPPIE TYP. (TYP.) (2 REQUIRED) 1-4 ' ° • 0.1. 6' CONCRETE SLAB W 90BEND " c'o•o'p.o on.00n�°on. z ■ AND LARGER) N0. 6 x 6- W10 x/W10 X SUPPORT 3 6 BEDDING ROCK " (2500 P.S.I. CONCRETE) FLANGED JOINT (2 REQUIRED) I H " 90° BEND LAG ° °° • ° ep, ° " z (2 REQUIRED) I•=I RESILIENT SEAT GATE Q A �+ °°pe°°p oo'p " CV M A STAN DAR D INSTALLATION VALVE AND BOX » ° N ."�°."'°."'o."' " o•"'°." °."= 12' (TYP.) FINAL GRADE 2 90 BEND FINAL GRADE ...0.0 RESTRAINED 'o.°'o. MIN", ,.a :t� _ (SEE DETAIL) RESTRAINED W �-+ ^- - - - - - - JOINT BEDDING ROCK ` L,� 4 - - - I WATER MSN N 6 18' DIAMETER, BY 6" LLJ °'O.o'o �o'°�o°o.o°o. o' .°'a.o'o. o'o �o' :''•_': " . }OR 1I x E x6 Is. i 11 III Til 1 11 1 11 II I III II 11 it 1 / O 6" BEDDING ROCK 900 BEND .-. CONCRETE COLLAR a > PIPE S PPORTS , RESTRAINED(d01NTS PAD UNDER EBY NTIRE ICK NOTES: MA FROM AWR�oUtJ� 2REQ D.) SERVICE W O (2 REQ D) (2 REQUIRED) FROM To 1.THE DEVELOPER MAY CC i� W ASSEMBLY WITH BAR INSTALL THE SHEAR PAD G F O MAIN 12' ON CENTER CH WAY SERVICE �' RECESSED UP TO 4" ~" PROFILE BELOW FINISHED GRADE Z ��..I • AND SOD THE RECESSED � Z..� Imo-• ACCORDANCE RIWIT°°°,°. ° °" THRUST COLLAR IN '"°•""` " "°'�"°'°"° (, NOTES: ° ° p °•o.°°_.°. SECTION. Q STANDARD DRAWING NOTES: 1. ALL PIPE AND FITTINGS 2' AND SMALLER SHALL BE °°` " " °•°"°'°"°• 2.CLEARANCE BETWEEN TAPPED CAP �° •° 'o.°'o.° ° .°-c NOTES: NOTES:"'°•""°•""o•� AND PLANS APPROVED 1. ALL ABOVE GROUND PIPE JOINTS THREADED SCHEDULE 40 GALVANIZED STEEL °'p,°• BOTTOM OF BOLTS AND 1. ALL PIPE AND FIRINGS 2" AND SMALLER SHALL BE 1. PVC EXTENSIONS SHALL NOT BE USED ON VALVE BOX INSTALLATION. BY THE CITY SHALL BE FLANGED. 2. UNIONS WILL BE REQUIRED FOR 2 DIAMETER ° '.-...o: p • ° o o • ° TOP OF SHEAR PAD THREADED SCHEDULE 40 GALVANIZED STEEL OR BRASS. PROJECT NUMBER 2. THE ACTUATING NUT FOR DEEPER VALVES SHALL BE EXTENDED TO (2 REQUIRED) "° • • o • ° . c °04033 AND SMALLER ASSEMBLIES ONLY. ,,.°°p.°°p,°°p.a°p, SHALL BE 6 MINIMUM. NOTES: COME UP TO 2 FOOT DEPTH BELOW FINISHED GRADE. 2. THE CITY REQUIRES THE DEFECTOR ° • " • 0. •11'* '° •.. • 1. ALL 2" PIPE AND FITTINGS SHALL BE SCHEDULE 40 GALVANIZED STEEL 2. TOCITY BE PAINTED REQUIRES BLACK &REDUCED PRESSURE BACKFLOW SCREENED WITH A HEDGE. (SWEET 8 RNUM) �•p'O.O'O•p'p- °O.O'O•o°O.O'O.o� " CHECK VALVE ASSEMBLY TO BE PAINTED 3. THE CiTY REQUIRES THE DOUBLE DETECTOR CHECK VALVE o°'° o°"° "° • ° "° • ° `° "° • ° OR BRASS WITH THREADED (NPT) JOINTS. VALVE SIZE A BLACK & SCREENED WITH A HEDGE. (SWEET VIBURNUM) TO BE PAINTED BLACK & SCREENED WiTH A HEDGE. (SWEET VIBURNUM) - - - DATE: 4" 16-1/2" 9/17/2004 CITY OF OCOEE UTILITIES DEPARTMENT 6" 22-1/2" CITY OF OCOEE UTILITIES DEPARTMENT CITY of OCOEE UTILITIES DEPARTMENT /� /� CITY OF OCOEE UTILITIES DEPARTMENT CITY OF OCOEE UTILITIES DEPARTMENT SCALE: 8" 26-1 /2" SECTION A - A CITY OF OCOEE UTILITIES DEPARTMENT N/A GATE VALVE AND BOX DETAIL DEFECTOR CHECK VALVE ASSEMBLY DOUBLE DETECTOR CHECK VALVE ASSEMBLY FIRE HYDRANT ASSEMBLY DETAIL BLOWOFF VALVE DETAIL REDUCED PRESSURE SHL'. BACKFLOW PREVENTER DATEt AUG. 1990 DWGi GVBOX FIG, DATE, AUG. 1990 DWGi DCCV FIG, r� DATE, 3/17/99 DWG DDCVA FIGS 503 DATE, 3/17/99 DWG FH FIGS 402 DATES DWG FIGS DATEi DWGi FIGS 1 AUG. 1990 BOVD 403 AUG. 1990 BPSS 501 OF o V� Z �r m 00 w vwi ~ W m r0 ZQ- O n 0 V) O U Z - U N W w Q Z U EL O U) U Q LL CL M U)LL_ w 0 ~ Z W oN �0 U O w O r - W a: �s V) (n p - W LLJ V) Q W Z X Z W Q Cj W Z F- E D H 0 Q= 0� 0 V)V) <Z �W M3M M :D U V_ O 00 W W ELF - ow n.0 wV) F - z Ld ¢L, 0 z0 Li Z 0 0 U N of Z W U3 O Z a V)Z 0 z i= W U U 0 O ry W Lu a' AutoCAD filename: 04033.dwg No. 5 Bars Ca 5" Ctrs. (Provide Horiz. Hook On Throat End Of Top Bar) 6" 6" 6" No. 4 Top Bars +---�I No. 4 Bottom Bars 6 6" 6 Slope To Match Adjacent Curb With 2" Top Radius ( And Bottom Chamfer Or l- Radius 11 Normal p --I /" I 114- io Gutter Line i Ln U No. 4+ 0 6" Ctrs. Horiz. / 8y Cn CZ o Ctrs. Vert. 611 Z U 0 U_ o w0 0 O Q Z z:2E8�0¢ Z No. 4 Bars ._ �, U QQ ca 6" Ctrs. M E o .o.D M C�- Corner Fillet (See Note 6.) � Q_ ) Q C o w 0r z � Qh a -Dc mC1_ W �* Ce UJ - Chamfer No. 4 Diag. Bars 3' -6" 6" "oW O w Q; 4 3 Inlet Box Or Riser (Steel Cover Shown) SECTION AA /, _6n SECTION 00 � No. 4+ 0 6" Ctrs. Horiz. No. 4 8" Ctrs. Vert. 611 0 Fillet Each Bock Corner Required When Round Bottom Or Riser Used----, 70 #4 (P 6 o.c. � � F *5 G) 5" o.c. 6" - To Be Paid For & Gutter TOP VIEW Of Inlet Construct C Inlet (Inlet Top Type 6 Symmetrical About V I r C To 8e Paid For Curb & Gutter 0 Vviiw i ivir.+1irviI -- - - - - SECTION 88 - - - _ eft Half) GENERAL NOTES 1. The finished grade and slope of the inlet tops are to conform with the finished cross slope and grade of the proposed sidewalk and/or parkway. 2. When inlets are to be constructed on a curve, refer to the plans to determine the radius and, where necessary, modify the inlet details accordingly. Bend steel when necessary. 3. All reinforcing steel shall have l4'1 minimum cover unless otherwise shown. Inlet tops shall be either cast -in-place or precast concrete. 4. Precasting of this inlet top will be permitted. Precast units shall conform to the dimensions shown or in accordance with approved shop drawings. Request for shop drawing approval shall be directed to the State Drainage Engineer. 5. Concrete meeting the requirements of A.S.T.M. C 478 (4,000 P.S.I.) may be used in lieu of Class I concrete for precast units, manufactured in plants which are under the Standard Operating Procedures for the inspection of precast drainage products. 6. The corner fillets shown for rectangular throats are necessary only when throats are to be used in conjunction with circular inlet bottoms or when used on skew with rectangular inlet boxes. 7. For inlet bottoms see Index No. 200. 8. These inlet tops are designed for use with standard curb and gutter Type E and Type F. Locate outside of pedestrian crosswalk where practical. 9. See Index 201 for supplemental details. l0. All steel used for frame and cover shall meet the requirements of ASTM A-36. Il. Either cost iron covers or steel covers may be used. Iron covers shall be Class No. 30 castings in accordance with ASTM A-48. 12. When Alternate "G' Cover is specified in plans either the cost iron cover and galvanized steel frame or the the galvanized steel cover and frame must be used. Covers are to be grouted in accordance with the grouting detail shown on sheet 2 of 2, in lieu of tack welding. l3. Inlet to be paid for under the contract unit price for Inlets (Curb) (Type — ), Each. SKE T CHS SHOWING FRAME SEAT AND THROAT RECESS No. 5 Bars G) 5" Ctrs. ti /! _31f 91 1 WQ 6" 6" No. 4 Top Bars , 5" „t. 55'" _' i � No. 4 Bottom Bars F TOP MOD/FICA TION FOR TYPE E CURB CURB INLET TSPS TYPES 5 & 6 i or z INDEX#211 Z CW G Z CW G Q Z W _ M01 1 01 Z M W O O Q N O W ixW LLJ z a 0 M J O M ZN N Ln N O C-4 ?0 L? 00M MON en�-LO0 M Z U 0 U_ o w0 0 O Q Z z:2E8�0¢ Z 0 o��:_ �ut W U Z CW G Z CW G Q Z W _ M01 1 01 Z M W O O Q N O W ixW LLJ z a 0 M J O M O a U �00 00M MON M ONCNa o m O Q 0 W w QQ a Z z M N O � E '0 Z_ ) Q C o Z CW G Z CW G Q Z W _ M01 1 01 Z M W O O Q N O W ixW LLJ z a 0 M J O M Cn CLO W Z O 0 A ,.4 Z - e Z!, a w <C A A W Z W W �a o �w 0 F+ LL. U PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: N/A SHT<F:l 12 O O a U �00 00M MON M ONCNa o m O Q 0 W w QQ Z z �J 0 s � E '0 Z_ ) Q w o w 0r z � Qh a U °z W �* Ce UJ "oW O w Cn CLO W Z O 0 A ,.4 Z - e Z!, a w <C A A W Z W W �a o �w 0 F+ LL. U PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: N/A SHT<F:l 12 O m M M m 0 W w Z z 0 s � ) Q w a w 0r z a C1 a U Q Cn CLO W Z O 0 A ,.4 Z - e Z!, a w <C A A W Z W W �a o �w 0 F+ LL. U PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: N/A SHT<F:l 12 O ui Z �m m 00 (n� w __ F- o z� o° oU) w O U zZ U C6 w �Q x U d O N U Q U � W EL m U) W w O r F - Z W O U) W Z O JU O W O r - w U) � O W N Q W x O IL W Q W Z H _ F- � O h O O cQ U) U) F - Q Z w m U 0 0 O w W w= O� a -o w0 =Z a � U d LL - Z O W Z O O 0(f) Z W 0 � W oOf Z < Uj Z O Z F- W U � O 00 O a-- o a. W W W i - m Z F- vi zg �M m 00 wW cn ~ Wm F-0 z� O� ow Ld o" z �; vi wW 7� 0 U ao U < w--3 (L M V)U- w0 H z z �w U) 00 J U O w oX 0� (f)o —w LIJ U) <W a zW a zW � Ldo Q= 0L) <V) m� U LL 0 �w W = [L �- 0� CLoU- CL WU) z F-0 Ld ¢� z0 W� z O 0 U X z W� F-� O a. a vi z zF- wU MD U O O � O W W of W >- F -Q AutoCAD filename: 04033.dwg Sand Bags 5' Min. --- PLAN Rail—Post Woven Filter Fabric In Absence Of Established Grass (Approx. 12'x 12'). Secure Edges By Entrenching And Extend Under Bogs and Bales. Fabric Shall Meet The Requirements Of Section 965 Of The Standard Specifications. z�r-77 7 o� II it it II II I' Min. Recommended Anchor Top Bales To Lower Bales With 2 Stakes Per Bale. ELEVA TION TYPE 1I BARRIERS FOR SECTION AA Note: Where the slope length exceeds 25 feet, construct one row of bale barriers at 0% longitudinal grade midway up the slope. Contruct two rows of bale barriers where the slope length exceeds 50 feet. o� D As Required--. PLAN ELEVATION TYPE I UNPAVED DITCHES Edge of Shoulder, Grade Varies A� r v 0 % Grade, Length Varies ALONG FILL SLOPE 50' On Centers l Typ.1 PLAN Natural Overlap Ends Ground Fill Slope wn ELEVATION TO BE USED WHERE THE NATURAL GROUND SLOPES TOWARD THE TOE OF SLOPE r Bmmo Toe Of Slope Or Ditch Bottom, Grade Varies ELEVA TION PLAN 6' Min. _ - FIJI Slope ELEVA TION TO BE USED WHERE THE NATURAL GROUND SLOPES AWAY FROM THE TOE OF SLOPE A T TOE OF SLOPE BARRIERS FOR FILL SLOPES NOTES FOR BALED HAY OR STRAW BARRIERS I. Type Iand IT Barriers should be spaced In accordance with Chart I, Sheet ; 2. Hay bales shall be trenched 3 to 4 and anchored with 2 - l x 2" (or 1 dia. l x 4` wood stakes. Stakes of other material or shape providing equivalent strength may be used if approved by the Engineer. Stakes other than wood shall be removed upon completion of the project. J. Rails and posts shall be 2" x 4" wood. Other materials providing equivla/ent strength may be used if appoved by the Engineer. 4. Adjacent bales shall be butted firmly together. Unavoidable gaps shall be plugged with hay or straw to prevent silt from passing. 5. Where used in conjunction with silt fence, hay bales shall be placed on the upstream side of the fence. 6. Bales to be paid for under the contract unit price for Baled Hay or Straw, EA. The unit price shall Include the cost of filter fabric for Type I and Y Barriers. Sand bags shall be paid for under the unit price for Sandbagging, CY. Rock bags to be paid for under the contract unit price for Rock Bogs, EA. SEDIMENT'O Rock Bogs PARTIAL INLET Curb & Gutter Curb & Gutter II Bags COMPLETED INLET PROTECTION AROUND INLETS OR SIMILAR EXISTING HOSPITAL ENTRANCE 0 Ditch ❑ ---�----- .'"""- Ditch 0 e DITCH BOTTOM INLET STRUCTURES GENERAL NOTE 1. THE DELINEATED EROSION AND SEDIMENTAION CONTROL MEASURES ARE THE MINIMUM REQUIRED. THE CONTRACTOR WILL PROVIDE ADDITIONAL CONTROLS AS NEEDED, DEPENDENT UPON ACTUAL SITE CONDITIONS. CONSTRUCTION SW—PPP NOTES: 1. PROPERTY OWNER NAME AND ADDRESS: 2. APPLICANT NAME AND ADDRESS: 3. PROJECT LOCATION: 4. DESCRIPTION: 5. SEQUENCE OF MAJOR SOIL DISTURBING ACTIVITIES: 6. AREA ESTIMATES: 7. FOR ADDITIONAL INFORMATION, REFER TO SHEETS LEGEND, AND LOCATION MAP AND SW -PPP EROSION AND SEDIMENTATION CONTROL DETAILS. 8. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO DEVELOP AND IMPLEMENT A STORMWATER POLLUTION PLAN (SW -PPP) IN ACCORDANCE WITH BOTH THE EPA NPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVATES AND THE FDEP GENERIC PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES AND ALL OTHER STATE AND LOCAL REQUIREMENTS. A SW -PPP CONSISTS OF SITE DESIGN, SITE ASSESSMENT, CONTROL SELECTION, CERTIFICATION AND NOTIFICATION, CONSTRUCTION AND MAINTENANCE, FINAL STABILIZATION AND TERMINATION. THE SW -PPP SITE MAP OUTLINES THE REQUIREMENTS FOR INSTALLATION OF TEMPORARY EROSION AND SEDIMENTATION CONTROL WHERE WORK IS ACCOMPLISHED WITH THE PROJECT. IT IS THE CONTRACTORS RESPONSIBILITY TO DOCUMENT FIELD CHANGES AND IMPLEMENT CONTROL MEASURES NOT SHOWN ON THE SITE MAP OR SPECIFICATIONS. EROSION CONTROL PLAN: THE CONTRACTOR SHALL INSTALL SILT FENCES ADJACENT TO ALL AREAS DISTURBED BY HIS CONSTRUCTION ACTIVITIES. ALL FINISHED AND UINFINISHED DRAINAGE STRUCTURES, INLETS, MANHOLES, AND PIPE OPENINGS SHALL BE PROTECTED FROM SILTATION, DEBRI' AND SEDIMENTS THROUGHOUT THE CONSTRUCTION PERIOD, AND UNTIL A FULL STAND OF GRASS EXISTS WITHIN SWALES AND DITCHES ADJACENT TO DITCH TYPE INLETS, AND PAVEMENT AND CURBS ARE COMPLETED, WITH A FULL STAND OF GRASS EXISTING AT LEAST 2—FEET WIDE ALONG THE FINISHED CURBS. FOLLOWING SUCH COMPLETION, A LENGTH OF 8—INCH SOCK DRAIN SHALL BE SET AT THE GUTTER LINE ADJACENT TO EACH GUTTER THROAT AND LEFT TO BE MAINTAINED BY THE DEVELOPER UNTIL SUCH TIME THAT FINISHED LAWNS ARE COMPLETED IN THE VICINITY OF THE INLET. ALL SILT FENCING, SILT BARRIERS, AND EROSION CONTROL MANAGEMENT SHALL MEET OR EXCEED THE REQUIREMENTS SET FORTH IN THE CITY OF OCOEE CODE, THE APPLICABLE F.D.O.T. INDEXES AND THE REQUIREMENTS OF THE S.J.R.W.M.D. AN EROSION CONTROL PLAN SHALL BE IMPLEMENTED BY THE CONTRACTOR AND SUBMITTED TO THE CITY ENGINEER FOR APPROVAL PRIOR TO THE PRECONSTRUCTION MEETING. THE CONTRACTOR SHALL EXECUTE ALL MEASURES NECESSARY TO LIMIT THE TRANSPORT OF SEDIMENTS OUTSIDE THE LIMITS OF THE PROJECT TO THE VOLUME AND AMOUNT AS THAT ARE EXISTING PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. THIS CONDITION WILL BE SATISFIED FOR THE TOTAL ANTICIPATED CONSTRUCTION PERIOD. PROVISION MUST BE MADE TO PRESERVE THE INTEGRITY AND CAPACITY OF CHECK WEIRS, SEDIMENT BASINS, SLOPE DRAINS, GRADING PATTERNS, ETC. REQUIRED TO MEET THIS PROVISION THROUGHOUT THE LIFE OF THE CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE HAY BALES, SILT BARRIERS, TEMPORARY GRASSING, ETC. AS REQUIRED TO FULLY COMPLY WITH THE INTENT OF THIS SPECIFICATION. 1. STOCKPILING MATERAL:- NO EXCAVATED MATERIAL SHALL BE STOCKPILED IN SUCH A MANNER AS TO DIRECT RUNOFF DIRECTLY OFF THE PROJECT SITE OR INTO ANY ADJACENT WATER BODY OR STORM WATER COLLECTION FACILITY. 2. EXPOSED AREA LIMITATION: THE SURFACE AREA OF OPEN, RAW ERODIBLE SOIL EXPOSED BY CLEARING AND GRUBBING OPERATIONS OR EXCAVATION AND FILLING OPERATIONS SHALL BE CONTROLLED, SO THAT THIS OPERATION WILL NOT SIGNIFICANTLY AFFECT OFF—SITE DEPOSIT OF SEDIMENTS. 3. INLET PROTECTION: INLETS AND CATCH BASINS SHALL BE PROTECTED FROM SEDIMENT LADEN STORM WATER RUNOFF UNTIL THE COMPLETION OF ALL CONSTRUCTION OPERATIONS THAT MAY CONTRIBUTE SEDIMENT TO THE INLET. 4. TEMPORARY SEEDING: AREAS OPENED BY CONSTRUCTION OPERATIONS THAT ARE NOT ANTICIPATED TO BE DRESSED OR RECEIVE FINAL GRASSING TREATMENT WITHIN THIRTY DAYS SHALL BE SEEDED WITH A QUICK GROWING GRASS SPECIES WHICH WILL PROVIDE AN EARLY COVER, DURING THE SEASON IN WHICH IT IS PLANTED. TEMPORARY SEEDING SHALL BE CONTROLLED SO AS TO NOT ALTER OR COMPLETE WITH PERMANENT GRASSING. THE RATE OF SEEDING SHALL BE 30 POUNDS PER ACRE. 5. TEMPORARY SEEDING & MULCHING: SLOPES STEEPER THAN 6:1 THAT FALL WITHIN THE CATEGORY ESTABLISHED IN 4 ABOVE, SHALL ADDITIONALLY RECEIVE MULCHING OF APPROXIMATELY TWO (2) INCHES LOOSE MEASURE OF MULCH MATERIAL CUT INTO THE SOIL OF THE SEEDED AREA TO A DEPTH OF FOUR (4) INCHES. 6. TEMPORARY GRASSING: THE SEEDED OF SEEDED AND MULCHED AREA(S) SHALL BE ROLLED AND WATERED AS REQUIRED TO ASSURE OPTIMUM GROWING CONDITIONS FOR THE ESTABLISHMENT OF A GOOD GRASS COVER. 7. TEMPORARY RE—GRASSING: IF, AFTER 14 DAYS, THE TEMPORARY GRASSED AREAS HAVE NOT OBTAINED A MINIMUM OF 75 % GOOD GRASS COVER, THE AREA WILL BE REWORKED AND ADDITIONAL SEED APPLIED TO ESTABLISH THE DESIRED VEGETATION COVER. 8. MAINTENANCE: ALL FEATURES OF THE PROJECT SHALL BE CONSTRUCTED TO PREVENT EROSION AND SEDIMENT AND SHALL BE MAINTAINED DURING THE LIFE OF THE CONSTRUCTION SO AS TO FUNCTION PROPERLY WITHOUT THE TRANSPORT OF SEDIMENTS OUTSIDE THE LIMITS OF THE PROJECT. 0 z N N N O O 0�o oO 7 ' wZOp'?z 00 M Lu w - � "Ot UQJ _�_ OvO02'�N Wyoy��-o 02 n Q Q Q z a_OQ Zm�~(L0 Ofz .— N Z LL� it W C) 0 � � o O 0, 20'////JJJJ � U 0 00 M Co n w Ofz .— o W U z Q Q W � W � Z O 0 EL Z z_ z W � o�o00� 0 a Q O W A W ((u, ce v �E 0 WIZ n. QUJQ J UJ 5;.z toZ g z p Z W w O Q :2 N v� O Z > W Z Z 0 W CR Z O p., CX LU Ce O 0O 03 H Z Q W 0 >- Q y U PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: 1" = 50' SHT. 14 0 F � � o O 0, 20'////JJJJ � U O 00 M Co CN w Ofz o W U z Q Q W � W � W O 0 EL Z z_ z Q � o�o00� 0 a Q O W A W ((u, ce v �E 0 ~ n. QUJQ J UJ 5;.z SHT. 14 0 F � a O CD Co as w m o W U z Z W � M W O 0 EL M z CL a o 0 a SHT. 14 0 F � a O as CL W � O 0 F-- H O W A V W O cri Q Z W w ® � A H Z Z Z 0 W W Z O p., o LU Ce O 0O 03 H W H >- Q U PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: 1" = 50' SHT. 14 0 F z� �r m 00 W Wm ro Z a- o °L Li 8 U zZ UN WW tz �0 U Q L% W� a_ m V)LL- o _F - Z a- W U) 00 U Ow o� W� D)o W <W Q(Y o �- Z X QW W zi- vi Ld 0 Q� 0� V� ¢Z W M0 U U - o 0 W �W nF- 0LL- a: o_O W(1) Z ,_-- o � 8 QU- 0 Z0 W� Z 0 0 U(n Z W0 F-� 0 W Z a� Z Z 0 W U 00 oa -� W W a- W >- F-¢ AutoCAD filename: 04033.dwg Post Options: Softwood 2" Dia. Softwood 2°,x 4"" Hardwood lJ x lJ Steel 1.331bs/ft o c � N � Optional Post Positions- 2p° Principle Post Position �"` (Canted 20° Toward Flow) � Filter Fabric (In ,$ 6' Max. _ Conformance With _ Sec. 985 FDOT Spec.) Filter Fabric ELEVA TION Compacted Backfill 4" Min. Aggregate am r circa TYPE X SILT FENCE C.114 Cnnnn Silt Fence Protection in Ditches with Intermittent Flow V SECTION Stormwater - Runoff SILT FENCE APPLI CA TIONS Cover Per Index No. 205 RURAL CONNECTION DETAIL 15' Or 30' Aggregate 9pe To Drain (O.1 ft/ft Min. '--�Filter Fabric SECTION A -A Approach Length As Required `--- Fi Existing Or Sidedrain / To Be Stabilli Based On Flog, Filter Fabric Type D-1, Index No. 199 TRANSITION DETAIL 4- -k -k - Y Silt Fence Protection Around Ditch' Bottom Inlets. Post Options: Softwood 4" Dia. Softwood 4"x4" Hardwood 3" Dia. Steel 1.331bs/ft Min. TEMPORARY EROSION & SEDIMENT CONTROL 0 Co 10' Max. _u u ELEVATION Optional Post Positions Poultry Mesh (20 Go. Min.) Post Position Or Type A Fence Fabric 20°: ( Canted 20° Toward flow ( Index No. 451 & Sec. 550 c FDOT Spec. ) �IPoultry Mesh Or Type A Fence Fabric Filter Fabric (1n Conformance / With Sec. 985 FDOT Spec.) Filter Fabric Silt Flow TYPE 1Y SILT FENCE O Postif Post Place the end post of one fence behind the end post of the other fence as shown. Rotate both posts at least 180 degrees in a clockwise direction to create a tight seal with the fabric material. Drive both posts into the ground and bury flap. PLAN VIEW JOINING TWO SIL T FENCES SECTION NOTES FOR SILT FENCES I. Type Ill Silt Fence to be used at most locations. Where used in ditches, the spacing for Type III Silt fence shall be in accordance with Chart 1, Sheet I. 2. Type Imo" Silt Fence to be used where large sediment loads are anticipated. Suggested use is where fill slope is 1:2 or steeper and length of slope exceeds 25 feet. Avoid use where the detained water may back into travel lanes or off the right of way. J. Do not construct silt fences across permanent flowing watercourses. Silt fences are to be at upland locations and turbidity barriers used at permanent bodies of water. 4. Where used as slope protection, Silt Fence is to be constructed on Ox longitudinal grade to avoid channelizing runoff along the length of the fence. 5. Silt Fence to be paid for under the contract unit price for Staked Silt Fence, (LF). Whichever Is Lower. SECTION 8 -8 i/ iJ i A. V iJ i i i iJ A. 1 Existing Roadway Edge Of Pavement GENERAL NOTES I. A Soil Tracking Prevention Device (STPD) shall be constructed at locations designated by the engineer for points of egress from unstabilized areas of the project to public roads where offsite tracking of mud could occur. Traffic from unstabilized areas of the construction project shall be directed thru a STPD. Barriers, flagging, or other positive means shall be used as required to limit and direct vehicular egress across the STPD. 2. The Contractor may propose an alternative technique to minimize offsite tracking of sediment. The alternative must be reviewed and approved by the Engineer prior to its use. J. All materials spilled, dropped, or tracked onto public roads ( including the STPD aggregate and construction mud) shall be removed daily, or more frequently if so directed by the Engineer. 4. Aggregates shall be as described in Section 901 excluding 901-2.3. Aggregates shall be FDOT size #l. If this size is not available, the next available smaller size aggregate may be substituted with the approval of the Engineer. Sizes containing excessive small aggregate will track off the project and are unsuitable. 5. The sediment pit should provide a retention volume of 3600 cubic feet/acre of surface area draining to the pit. When the STPD is isolated from other drainage areas, the following pit volumes will satisfy this requirement: 15'x 50' =100 ft 3 30' x 50' = 200 ft' As an option to the sediment pit , the width of the swale bottom can be increased to obtain the volume. When the sediment pit or swale volume has been reduced to one half, it shall be cleaned. When a swale is used, hay bales or silt fence shall be placed along the entire length. 6. The swale ditch draining the STPD shall have a 0.2% minimum and a /.0% maximum grade along the STPD and to the sediment pit. 7. Mitered end sections are not required when the Sidedrain pipe satisfies the clear zone requirements. 8. The STPD shall be maintained in a condition that will allow it to perform its function. To prevent offsite tracking, the STPD shall be rinsed ( daily when in use) to move accumulated mud downward thru the stone. Additional stabilization of the vehicular route leading to the STPD may be required to limit the mud tracked. 9. A STPD shall be paid for under the contract unit price for Soil Tracking Prevention Device, EA. The unit price shall constitute full compensation for construction, maintenance, replacement of materials, removal, and restoration of the area utilized for the STPD; including but not limited to excavation, grading, temporary pipe ( including MES when required), filter fabric, aggregate, paved turnout ( including asphalt and base construction), ditch stabilization, approach route stabilization, sediment removal and disposal, water, rinsing and cleaning of the STPD and cleaning of public roads, grassing and sod. Hay bales shall be paid for under the contract unit price for Hay or Straw Baled, EA. Silt fence shall be paid for under the contract unit price for Staked Silt Fence, LF. /0. The nominal size of a standard STPD is 15'x 50' unless otherwise shown in the plans. If the volume of entering and exiting vehicles warrant, a 30' width STPD may be used if approved by the Engineer. When a double width (30') STPD is used, the pay quantity shall be 2 for each location. Z Li M Z M Z O Li O Q :X !n V� O Z > w w (Y Z Q 0 w M J O M M (n M Z N N i- n oV0m-0O a ., �Z<<L"oZ -4 w 0 zQ�o Q -j zU0`� o' -0 :E 0 E^ Q 4QQZ= o'Luo Q IZZ`0° oW m C) I U `/ Tz Q L4L H Z O c j� a ZU) Q �L M N 0 00 Z Li M Z M Z O Li O Q :X !n V� O Z > w w (Y Z Q 0 w M J O M M (n 31-HEIIE m W m z Co f ° 0 � o Ur Q -4 a 0 CN0 Q CN o Lo E^ Q UJ -J O `/ Tz Q L4L H Z O c j� a ZU) Q �L Q o^ 00 LU Z* 0-4 W W aw w a 0 5 L)Z � A `� 31-HEIIE m W m z Co m � w �j IGI Q a a 0 LL- < a Q �j IGI Q LL- < a UJ -J O H Z O W A V W Z H 0-4 W aw a L)Z � A `� a2S W Z k Z w Z 0 p., o CW o G LU �y � E.4 LL - o cW Q U PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: 1" = 50' SHT■ 4 OF: IT, ui Zg r m pp w� U w m - F- O z O a'" wN O U z v Cn ww F- i U ao U Q wmD w O ~z a:w V) 00 JU O w V) U7 p w w o7 Qw p �- zX Qw w z H F- uio Q� o� V)V) az �w U L O 00 w U) w = w� OLl- 0-0 a_ zo wU) Z �o ui F= 0_ U QU- In o z0 w � zo 0 UU) �z w0 F- 0 0: a vi z Lu zo F3 O0 p W Luo✓ w >- t_ Q AutoCAD filename: 04033.dwg GAS VALVE CAGED - 3' ABOVE GROUND WITH MARKER 0.20' EAST 0 z z 0 N z I Q 51 ,o. Pv vn,. jlqA 6' WOODEN FENCE 40.2 $ 1,w• O'OAK vOAK 72140. z > L'1.40,56 g TrOAK CT1s'ogK4 n • 141.01 z,.-__.. .....- 2 it TAX PARCEL 36 ROGOWSKI MARILYN E 3462 OLD WINTER GARDEN RD GOTHA FL 34734 4' CHAIN LINK FENCE TAX PARCEL 27 ANDERSON L A & FLORENCE E ETAL 1471 BLACKWOOD AVE GOTHA FL 34734 TAX PARCEL 24 ANDERSON FLORENCE 1471 S BLACKWOOD AVE GOTHA FL 34734 5 -r•I m 137 n 75 141.48 M. 141.17 opo wiN r ER Gq RD S 5414 ° EN RO,qD , 3 • 139. S6 30'' S R. wooD ° 219 64-48 26 UTILITY POLE 139.12 18 e'o 58 TBM - NAIL IN RTHEAST I 218138. FACE OF U ILITY P E 70 38.96 25 C 217 ELEV. = 14 .36 • 1 0.20 yAN ..�� k ' 137.60 39 ' �dAK � FENOE • 140,7 69 WO( WOOD ; 1f 137.48 UTILITY UTILITY POLE 103 `, r \ 0.15 135 136 141.86 „JA -OAK • 141.91'y 0 } P.,1 STORY tk 14-OAK"� TRAILER �..._......_ _..._ ' 76 r 142.01 14 6' CHAIN LINK FEN R,"'- 2,•OAK 142.52 $::• WOOD f'T eOAK UTILITY POLE B•OAx 12'0`7'r� ;Y,<18'OAK �t1o•oAK POLE BARN ;R oAK r`°fo- 1s'OAK 80 142.20 143 ,j..,.;18.0,W Qo • 142,88 1 147 O 143 01 134 1 .32 ' 99 126 �� • .97 3`T 131 ' 405 140. ....,.,.� w 141,25' . 4� i o. 1 STORY Q TRAILER • 140. 132 ON`'WHEELS .., 141 "OAK ��`142.10 142,21 6 a'r.12'OAK 142 C9 isma • 142.74 fg,, u'� 107 LJJ 142.82 W U 83 Z 142.25 W LL. Y I z J 1 142.6184 L ,�I2•oAK jp•OAK 85 12.OAK J '%f7 143.30 ;.,4B -OAK '4 .fp-OAK C , 12'OAK r d0" OAK ati _ 148 • 142.87 • 1.43.02 &•OAK 10°o; 8•oAK 1o•OAK ,,,P -OAK 4' CHAIN LINK FENCE 42.39 ge'OAK C4 k 95 RECOVERED 93 941 • 143.07 N 89 °52' 51 "W 4X4 CONCRETE MONUMENT • 142.44 • 142.73 96 89 _ • 143.46 PRM #890 2.90' SOUTH & 0.02' EAST 142.56 " RECOVERED 1 1/4" IRON PIN ' 1.78 SOUTH & 1.15 EAST TAX PARCEL 23 ABFALL TIMOTHY F TAX PARCEL 59 1501 BLACKWOOD AVE GIL INC. GOTHA FL 34734 1130 E PLANT ST SUITE H WINTER GARDEN FL 34787 "A-1" ZONING 14- 127 18'OAK SET 5/8" SHANNON • 138.54 Ln 142.3261 POLE BARN OAK 138,56 • 143.60 k' ff) 10'OAK .0 ° z O' 10'OAK i 00 13`3 • 1 2.76 J z. a ; 6 '°AK 145 , 142.96 1 42.89 3 RHODES NANCY (H/W) _.......__ 41, 'OAK TAX PARCEL 20 V 61.. L Be GIL INC. 142.27 �. 1130 E PLANT ST c °A1C1109 rti•�. 'OAK SUITE H 5 wrt s`� • 143.53 z H ay Y z W U 83 Z 142.25 W LL. Y I z J 1 142.6184 L ,�I2•oAK jp•OAK 85 12.OAK J '%f7 143.30 ;.,4B -OAK '4 .fp-OAK C , 12'OAK r d0" OAK ati _ 148 • 142.87 • 1.43.02 &•OAK 10°o; 8•oAK 1o•OAK ,,,P -OAK 4' CHAIN LINK FENCE 42.39 ge'OAK C4 k 95 RECOVERED 93 941 • 143.07 N 89 °52' 51 "W 4X4 CONCRETE MONUMENT • 142.44 • 142.73 96 89 _ • 143.46 PRM #890 2.90' SOUTH & 0.02' EAST 142.56 " RECOVERED 1 1/4" IRON PIN ' 1.78 SOUTH & 1.15 EAST TAX PARCEL 23 ABFALL TIMOTHY F TAX PARCEL 59 1501 BLACKWOOD AVE GIL INC. GOTHA FL 34734 1130 E PLANT ST SUITE H WINTER GARDEN FL 34787 "A-1" ZONING 14- 127 18'OAK SET 5/8" SHANNON • 138.54 � ° H 128 OAK 138,56 • 143.60 k' 99 • 143.55 o .0 onK 62 Qe 00 13`3 RHODES GALEN & • 140.49 RECOVERED 1 1/2" PIPE 1.22 SOUTH & 0.79 EA' S9" '-. 62 'tJ00 P'�136.33 TILITI� &PB ' WOODEN FENCE f r i f NAKADA ROBERT 1 12930 LOUISIANA CT ORLANDO FL 32824 GILLIAM C KEVIN TR 2 301 N FERN CREEK ORLANDO FL 32803 -.VANGUARD 18'OAK SET 5/8" SHANNON IRON #4671 � ° H IGHTS S UE3DIVISION • 143.60 • 143.63 99 • 143.55 PLAT BOOK "X" PAGE 62 0 POINT RHODES GALEN & 143.3100 L� z 0 3 RHODES NANCY (H/W) TAX PARCEL 20 L 1572 MATADOR DR GIL INC. (1� 1130 E PLANT ST c GOTHA FL 34734 SUITE H z H ay Y z X (n w Z U J ::E m T ~ Z � W 4' CHAIN LINK FENCE 1(fbAK U to t BUECHELE PIERCE R & 4 BUECHEIE SHORLEY J W 149 .15i� 0)150. � t 177 1462 MATADOR DR W • 142.44 142.36 141592 (142.55 GOTHA FL 34734 In aw _ D W WOODEN FENCE O D OAK GRIN Z W z RHODES GARY G & O 1795 RHODES FRANCES M W L 142.39 1748 TWIN LAKE DR M Z GOTHA FL 34734 0 Lu L",,B'om I__ ol0 �y 0-+ O H wo° } O4' r 1o•oAK 1•oAK O S CHAIN LINK FENCE O L) (Tl ISO C7 V Q (n .r 143.08 WILLIAMS BRUCE F JR 6 1016 KIRK ST ORLANDO FL 32808 D 229' "90 LINK FENCE • 142.74 j I` ,,...... 171 i' 143.04SCOTT CHESTER LIFE ESTATE 7 REM CHARLES RAY SCOTT 1492 MATADOR DR _GOTHA FL 34734 8.OAK Y AK 18'OAK SET 5/8" SHANNON IRON #4671 � ° V71-14.0 7' 98 N • 143.60 • 143.63 99 • 143.55 0 0 POINT OF BEGINNING • 143.3100 L� z 0 � TAX PARCEL 20 O GIL INC. (1� 1130 E PLANT ST c W SUITE H z H ay WINTER GARDEN FL 34787 X (n w Z U W ::E m 170 • 143.25 RHODES GARY G. & 8 RHODES FRANCIS M. 1502 MATADOR DR GOTHA FL 34734 KANE TAMA RAE & 9 CAWTHORN JOHN E 1512 MATADOR DR. GOTHA FL 34734 < C7 O z < m z m N89°52'51 "W 441.25' POINT OF COMMENCEMENT SOUTHEAST CORNER SE 1/4, NE 1/4 SECTION 29-22-28 N GRAPHIC SCALE 50 0 25 50 100 ( IN FEET ) 1 inch = 50 ft. LEGAL DESCRIPTION: 200 BEGIN 441.25 FEET WEST AND 522.73 FEET NORTH OF THE SOUTHEAST CORNER OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 29, TOWNSHIP 22 SOUTH, RANGE 28 EAST; THENCE RUN WEST A DISTANCE OF 434.07 FEET; THENCE RUN NORTH A DISTANCE 637.29 FEET TO THE SOUTH LINE OF ORLANDO -OLD WINTER GARDEN ROAD; THENCE RUN SOUTHEASTERLY, ALONG THE SOUTH LINE OF THE ORLANDO -OLD WINTER GARDEN ROAD, A DISTANCE OF 448.93 FEET; THENCE RUN SOUTH A DISTANCE OF 522.73 FEET TO THE POINT OF BEGINNING. SAID LAND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCE AT THE SOUTHEAST CORNER OF THE SOUTHEAST 1/4 OF THE NORTHEAST 1/4 OF SECTION 29, TOWNSHIP 22 SOUTH, RANGE 28 EAST, ORANGE COUNTY, FLORIDA; THENCE RUN N89'52'51"W ALONG THE SOUTH LINE OF THE SAID SOUTHEAST 1/4 OF THE NORTHEAST 1/4 A DISTANCE OF 441.25 FEET; THENCE RUN N00'37'57"E ALONG THE WEST LINE OF VANGUARD HEIGHTS SUBDIVISION AS PER PLAT THEREOF RECORDED IN PLAT BOOK X, PAGE 62, PUBLIC RECORDS OF ORANGE COUNTY, FLORIDA A DISTANCE OF 522.73 FEET FOR THE POINT OF BEGINNING; THENCE RUN N89'52'51"W A DISTANCE OF 434.07 FEET; THENCE RUN N00'37'47"E A DISTANCE OF 640.46 FEET TO THE SOUTH RIGHT OF WAY LINE OF OLD WINTER GARDEN ROAD; THENCE RUN S74'56'30"E ALONG SAID SOUTH RIGHT OF WAY LINE A DISTANCE OF 448.18 FEET TO THE AFORESAID WEST LINE OF VANGUARD HEIGHTS SUBDIVISION; THENCE RUN S00'37'57"W ALONG SAID WEST LINE A DISTANCE OF 524.92 FEET TO THE POINT OF BEGINNING. ACCORDING TO F.I.R.M. COMMUNITY PANEL NUMBER 120179 0175, DATED DECEMBER 06, 2000 THE DESCRIBED PROPERTY LIES IN ZONE C. NOTES: - UNDERGROUND UTILITIES WERE NOT LOCATED - BEARINGS BASED ON THE EAST LINE OF THE SE 1/4 OF SECTION 29-22-28 AS BEING N 00'37'57" E - ELEVATIONS BASE ON ORANGE COUNTY BENCH MARK NUMBER R-350-017, RAILROAD SPIKE, ELEVATION = 140.50 - ACCORDING TO F.I.R.M. COMMUNITY PANEL NUMBER 120179 0175 C. DATED JUNE 15, 1984 THE DESCRIBED PROPERTY LIES IN ZONE C. - SURVEY PREPARED WITHOUT THE BENEFIT OF TITLE WORK. CERTIFIED TO: ASSISTED CARE LIVING AT FOREST COVE, LTD., A FLORIDA LIMITED PARTNERSHIP ATTORNEYS TITLE INSURANCE FUND WALKER AND ASSOCIATES, ATTORNEYS, P.A. REVISED 6-22-01 ADD NEW DESCRIPTION (NOT FIELD UPDATED) REVISED 11-6-00 LOCATE SPECIMEN TREES JAMES R. SHANNON JR., P.L.S. #4671 NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SHANNON SURVEYING, 'INC. 499 NORTH S.R. 434 - SUITE 2007 ALTAMONTE SPRINGS, FLORIDA, 32714 (407) 774-8372 DATE OF SURVEY: MARCH 28, 1998 FIELD BY: J -W- SCALE: Z~ = S FILE NUMBER: OLD WT GARDEN 29-22-28/22 1006BASE-MATADOR X-62 > N Lo 00 N o O V o M'o 0 C= o z<<Lo w_tto0�L_� z�w0, UUO� F,N ^ w0�Y�p iJ - 2�'Q'LLl= QQ 3: Q z 0m�w=� o w z O "- 3 w - O w (Yi n CL U 0 M N ul lo 0) z La 03 t4k (n V) w z Z zW o a � v► in o Z > W W z Q O viW PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: 111 = 50' SHT■ 15 OF 1 7 rle �rn m Z 3 0 � ° O N 000 CN n 0 O Cr- L� Q 0 � Lu t+9 ^ Q c W QiZ z H ay X w 4t w Z U W ::E W T ~ 0 Lu Lu 0 L � PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: 111 = 50' SHT■ 15 OF 1 7 m m W z 0 m Z 3 0 >- m ULu :C m Ld W � a 0 0 t+9 ^ W z H O W W � W A a � aw W �Z h� Qr A W z W W M Z 0 Lu �y 0-+ O H W F- S L) G V Q PROJECT NUMBER 04033 DATE: 9/17/2004 SCALE: 111 = 50' SHT■ 15 OF 1 7 cn Z Inn 00 WW m W — F-• o Zx o a- WN O U Z_ Z W W a_U a_O MQ. W m U) W LC 15 F- '- Z MIA O N z o J U o w W 3 cno w Wcn Q W oa Z X Q W C) _ zI_ wo h_ - U 0 ¢Z z � g mD U W O On w 0- a-U- ao wcn �XZ o W U Q� 0 Z� M W zW CFO U� trZ MQ 0 0_ Z Ui Z z 1 W U M Z) Z) 0 O 0_ W WW W�- ►_- AutoCAD filename: 04033.dwg AW LF. 2 aHADE 1REib PER IOD LR - l0 OHIADE TREES ISD 4'1612 LR 0 31M MCR r TREE'S PER IOD LR - 0 lMDE MI ,TREES maIRFA - W WDE BIMM WTH MN. WX AREA N SHMBD AND GIi21MDC4ViMss W lED can"" V-0 HL Goes" &TALL MVVDED © t � L� -\)moi `• ��/�`!#��=.D'°p 0�``---' �� ,'�.r I ��,�i3T Q �`�- �• `f � ��-°'°'�o '' _��•IWop ice, i�::AMR til;!►.. �, ■ /� . I.... .. oG.O 000�`OI,;�.IM�l� l• o,�i kid L I 111 • . _ i�V�=�;% 344DD LF EACH WE • 2 SHADE MUM FFR 10D Lr*- - 14 F•-14 SHADE TREE 1 34400 LR EACH SDE • 9 IN>�BTAAT 11iEEb FER IOD LR - 21 IMDl9i ow TRE1ffi Plamm - V WE yaffER &ATH Mk WX AREA N 84M AND GRI01lDCOVERS vim r • ♦ I I = • III _ I 1 '- 4� 15 -OAK OAK 10"OAK 1 IN r` 0 I O I3� TNa� 10'OAK NUGCET 10"OAK EXIST. TO R MAN 8'OAK 12"OAK 18"OAKI 0 OAK i ` + ?�ft 20"OAK i 18"OAK i I E I i ! R I N___ __ '_ __ to I i 12 OAK EXIST. TREE TOIaE71AN !i i 10OAK / i ao i ` \ t"OAK vvv i jjj 1�4"OAK ?�18"OAK f F 110 I 1 31 % 8"OAK 1 12"OAK 10"OAK iii 10'OAK EXW.lpuTo IV"I 8'OAK 14.3 E \ M 8"OAK 44M LF. 4 2 SHADE TREED PER IOD LF - s 61ME 1REIE REa1MvED - 3 GRADE 11M E K*Wa - s 614AM 1PINES PROVIDED 4418 LR is a LNX CW TREES PER IOD LF. -141MDMTORY TREED RIGLIM -141NDERD10Rr TREED FROVIM - W WE EM! ' &NTN MK "M AREA N 64lIlS6 AND GRDNNCCOv" Ii am AND FROVW _ - GOMNidD W NOW PRDVM 011CM AT 0 Ht 81ALL 1Jq 1,39 N �1 0� �r 3, 52422 LA • 2 SHADE 1RE!°I6 PER TAA U'. - ION" 11iEDb R0120111D W40 LF. • 31MDER6TOW TRElab PER We LF. • t6 IMDkR610R1r' TREND REGUM - 25' MADE OtlR9t MATH MN. 30A AREA N SFM11MJ6 AND maim - cONTM&Ia1D i' -a' Hi 6ClR�OIG &Wl PRDVDED 48401 LF. ® 2 &WE 11 8 PFR IAO LR - S SwtDE TREES 1HEa aw 48401 LA • 31MDER60OR" ' PER IAO LF -14 OVER8TORr TREED 111MINED - 26' &ADE BOW WTN MML 30X AMA N ORM ANDGROJOCOVIAMM C09114=0 W -V Mt. SCRINNIO U41. FRONDED 3. REMOVAL OF Od81MiG FR2IECTED tum L MTED TO CLEARMIG ROAR RICiFIT-OF-WY AtD 161ENTI ON AREAD AS DETAM•ED N INNE P1•/MILi. ALL Ead6TNG PRO1ECtED TRl ON MDWMxlAL LOTS NU BE EVAM110 AT THE TM OF 611E PLAN REV= FOR THAT LOT, TO 0E101lNE WETI#R OR NOT EACH TREE HMO TO BE 14MM. N 01®FR TO BOW W THAT AS MANY E461M 11QEia6 AS POOOM&I•E Ill BE FRMIEERVED, ALL ROAD R1&ff-OF-"Y6 Arra RE19M N AREAS WU BE K AGGIV POR REVESI NY THE CITY AND THE ENSAUR PRIOR TO Mr TREE REI"IOVAL NO CLVARN3 FM 1 611 BE MO ED FOR SITE &FORK OR IMALO G CQNfflRi=W WL ALL iREEs TO BE PRIDWOM HAVE BEEN CLEARLY MAR100 &ATN TREE PROTECTION SAIIIII ND PERswi GNALL tWOMAla LAND CLEARING OR THE 114910VAL OF ANY FIWTE= TREE U NAR FMZST OWAMM A FEF111 FROM 11E VJLDNG DEPARIMINT. INE REMOVAL OF PROiECI TREl96 64" BE MN CW To THE MAX"M EXTENT F086 .E A4D NO Au ORMATION 6NW1 BE GRANTED TO REMOVE A TREE P THE DEV910 606 FA4JID W TAKI< REAiSONANS M1 ASM TO FIVE SPBCM'E'Ni AND N6TORIC TREED PLANT LIST SYM QTY SPECIES �(— DENOTES EXISTING TREES FROM ORIGINAL SURVEY WHICH HAVE SINCE FALLEN PER ENGINEER'S SITE VISIT ON 02/25/05. (SEE BELOW FOR QUANTITIES) TYPE SIZE QTY TOTAL INCHES OAK 8" 5 40" OAK 10" 9 90" OAK 12" 4 48" OAK 14" 3 42" OAK 18" 3 54" OAK 20" 2 40" OAK 23" 2 43" 28 357" COMMON NAME SIZE 4 SPACING A 140 ANNUALS ANNUALS CA 6 CRINUM ASIATiCUM CRINUM LiLY IF 55 ILLICIUM FLORIDANUM FLORIDA ANiSE 10 3 ILEX OPACA 'EAST PALATKA' EAST PALATKA HOLLY JBP 150 JUNIPERUS 'BLUE PACIFIC' SLUE PACIFIC JUNIPER LC 53 LANTANA CAMERA 'DWARF GOLD' YELLOW DWARF LANTANA LEG 384 LIRIOPE 'EVE l!N GIANT' EVEI�REEN GiANT LiRiOPE LI 6 LAGERSTROMIA MICA 'TUSCARORA' RED CRAPE MYRTLE MG 4 MAGNOLIA GRANDIFLORA 'D.D_ BLANCHARD' SOUTHERN MAGNOLIA PS 3PHILODENDRON SELLOUM PHILODENDRON CL 6 QUERCUS LAURiFOLIA LAUREL OAK QV 12 QUERCUS vIRCsMIANA LiVE OAK RI Ill RAPHIOLEPIS INDICA 'ALBA' W141TE INDIAN HAWTHORN SP 16 SABAL PALMETTO CABBAGE PALM UP 2 ULMUS PARVIFOLiA DRAKE ELM v3 113 VIBURNUM SUSPENSUM SANDANII VIBURNUM 0 0 Q U U) Z W Z� Z < W O a M to 0 O w W Z a a w a r- 0 w� Z co Cl) N In 9 N 7 -em ZU M o0 � �z00 LO 'z [� to w-F2�0 UVOOoiY a\ Wo��:o �p <<3:< D- < tel' complete Coverage to all planting beds and sod areas. Sod areas will be irrigated on separate Zones °m,W°LL o Ce W Z til Q ° W from planting beds to facillitate water conservation. Use pop up heads were possible. U 65 GAL, 10'- 12'X 5'- 6', 3'- 3 1/2' CAL, 2' C.T. > oW ICA Ln W r r 10'-12'X5'-6', 3'- 3 1/2' CAL., 6' C.T. m Q m M N r m W v 3Ce w rn Z W Z W Z� Z < W O a M to 0 O w W Z a a w a r- 0 4' POTS, 9'O.C. TO BE SELECTED BY OWNER 3 GAL,30'-36' O.A., SPECIMEN 3 GAL,240-301X18'-248, 4' O.C. 12'-14" X 5'- 6', 3'-31/2' CAL., 31/2' C.T. w� 0000 a 7 -em '� o O [� to aw ER 6 0LL a\ �p W 3 GALS -10 PIPS/POTP11N 15'Ht.,24' 04 tel' complete Coverage to all planting beds and sod areas. Sod areas will be irrigated on separate Zones Ce MULTI TRUMP, 3-4 i' MIN. TRUNKS, 4' CMT. Z � x QLn from planting beds to facillitate water conservation. Use pop up heads were possible. 65 GAL, 10'- 12'X 5'- 6', 3'- 3 1/2' CAL, 2' C.T. > oW 3 GAL.,241X 242, FULL, 5' O.C. Ln W A Ln 10'-12'X5'-6', 3'- 3 1/2' CAL., 6' C.T. m Q m a ao o m W v 3Ce w Z W �Z VARY HEIGHTS, S' C.T. t0 16' C.T. a O 4' POTS, 9'O.C. TO BE SELECTED BY OWNER 3 GAL,30'-36' O.A., SPECIMEN 3 GAL,240-301X18'-248, 4' O.C. 12'-14" X 5'- 6', 3'-31/2' CAL., 31/2' C.T. w� Z a Z '� 3 GAL„ 12114TX241SPRO, 24' O<C. aw 3 GAL., FULL, 24' O.G. I. Landscape Contractor shall provide and install an automatic irrigation system that will provide full and W 3 GALS -10 PIPS/POTP11N 15'Ht.,24' 04 complete Coverage to all planting beds and sod areas. Sod areas will be irrigated on separate Zones MULTI TRUMP, 3-4 i' MIN. TRUNKS, 4' CMT. Z from planting beds to facillitate water conservation. Use pop up heads were possible. 65 GAL, 10'- 12'X 5'- 6', 3'- 3 1/2' CAL, 2' C.T. > 2. it is the responsibility of the la' dsure contractor to prevent plants from falling or being blown over. The 3 GAL.,241X 242, FULL, 5' O.C. } W A i= 10'-12'X5'-6', 3'- 3 1/2' CAL., 6' C.T. m o—I„ m m 10'-12'X5'-6', 3'- 3 1/2' CAL., 6' C.T. o m o A 3 GAL.,12' HT. X 15' SPR., 3081 Z W VARY HEIGHTS, S' C.T. t0 16' C.T. a 3 v 65 GAL, 10'-12' X 5'-6', 2'-2 1/2' CAL, STRAIGHT TRUNK LLJ o v a 3 GAL,188-242X15'-131, 3' OAC. 0 LU H Ir -1 IX U Q PLAMiNG NOTES Z a Z '� aw I. Landscape Contractor shall provide and install an automatic irrigation system that will provide full and W complete Coverage to all planting beds and sod areas. Sod areas will be irrigated on separate Zones Z from planting beds to facillitate water conservation. Use pop up heads were possible. > 2. it is the responsibility of the la' dsure contractor to prevent plants from falling or being blown over. The Z W A landscape contractor shall straighten, repair, and/or replace any plants damaged by a failure to properly o—I„ W �D W stake or guy any trees on-site, at his/her own expense. The landscape contractor shall not be responsible U A � Z W a o for any trees blown over or damaged by winds in excess of 50 miles per hour. S. All planting beds shall be top dressed with 2 I/2" - 3" of pine bark nugget mulch. 4. Maintenance shall be the responsibility of the landscape contractor until such time as final acceptance of the project has been granted by the Landscape Architect. Maintenance shall include watering, mulching, weeding, pruning, replacement of dead and dying plants, cutting sod and any other operation necessary for the proper care of these plants. 5. All plant material shall be Florida Number I or better in uali as described in Florida 6rades aid p a �! Standards for Nursery Plants, Florida Department of Agriculture. 6. All turf areas shall be planted with St. Augustine 'Fioritam' solid sod. The sod shall be in good condition, free of weeds 2" in thickness and lasted within 24 hours of arrival to site. The planting method shall avoid continuous running sod joints. All areas were a sod joint is not acheived shall be filled with topsoil or sprigs of grass sod. REVISED PLAN 02/28/05 31 % PROJECT NUMBER 04033 DATE: 9/1'(/2004 SCALE: i „ - 40, Z Z aw Z W Z V_ W � � Z W Po o Z 0 LU H U Q PROJECT NUMBER 04033 DATE: 9/1'(/2004 SCALE: i „ - 40, AutoCAD filename: 04033.dwg U) �Q Z —7 4 m a: p p W W W m _ _ H O z � O � oU) W O U zz vui wW 0 Q W U a_ O U Q W m U� W O _� �z W J U O W W n, v, cn p W ryU) QW Of 0 0- zx LU (3_ z F— F- w0 Q= 0 Q z � W 7� m� V W O 00 ? -_w W C� Ow a-0 a UJ U) =z 1_a w �v QIJj� z� F- 1 0 O� U � z W� p o' z Q N Z zO F- W U 2 O :) 0 00m W W W >- T_Q WALL Nn%,,#,TiES I. ALL CONSTRUCTION 15 IN COMPLIANCE WITH THE FLORIDA SUILflIN6 GODS 2001 ED. WITH 2003 AMENDMENTS DESIGNED TO WIND LOAD FOR 110 MPH. 6' HIGH ALUMINUM ORNAMENTAL FENCE, m A WALL NOTES A) OFF—SET BRICK CAP DETAIL IN A ROW—LOCK PATTERN B) 18' X 18' X 7' HIGH NORWEGIAN BRICK COLUMN W/ i— #5 REBAR IN CENTER, FILL CELLS WITH MORTAR. C) FINISH GRADE D) CLEAN COMPACTED SUBGRADE TO 95% PROCTOR DENSITY. E) 8'X8'X16' CONCRETE BLOCK STEM WALL. FILL ALL CELLS WITH MORTAR. F) 34' X 34' X8' THICK 3000 PSI CONCRETE FOOTER W/ 3- #5 REBAR EACH DIRECTION AND 1- #5 VERTICAL AT EACH CORNER. 25' 0. ry I IV ROAL V MGIC WALL - SECTION G) STANDARD BRICK CAP IN ROW—LOCK PATTERN. H) 6' HIGH NORWEIGIAN BRICK WALL WITH 1— #5 REBAR 48' O.C. AND END CONDITIONS FILL CELLS WITH MORTAR. J) 24' WIDE BY 8' THICK 3000 PSI CONCRETE FOOTER W/ 2- #5 REBAR CONT. AND VERTICAL AT 48' O.C. AND END CONDITIONS UTILIZE GRADE #60 STEEL. NEW UTILIZE TYPE 'S' MORTAR W* UTILIZE #9 TRUSS TIES EVERY OTHER COARSE. * WALL DEPICTED IN PLANS HAS BEEN DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF THE "FLORIDA BUILDING CODE-, INCLUDING MINIMUM WIND LOAD REQUIREMENTS OF 120 MPH. A ?f ! \-... J ENTRY SM WALL SECTION A STAMARD 6' HM BLOCK WALL - SECTION A ENTRY SIGN WALL NOTES A) ATTATCH STANDARD (3'X4'XB') BRICK IN DOUBLE ROW—LOCK PATTERN. B) 7'-6' HIGH, 4'X6'X12' NORWEGIAN BRICK SIGN WALL IN RUNNING BOND PATTERN. W/ 1— #5 REBAR 32' D.C. AND AT END CONDITIONS. FILL CELLS WITH MORTAR. C) ATTATCH HARDENED FOAM SIGN BORDER UTILIZING MASONRY TIES. APPLY 1/2' THICK STUCCO IN SAND FINISH. PAINT COLDR BY OWNER. D) 8' X 8' FALSE ONYX TILE IN 45 DGREE ANGLE WITH ATTATCHED RAISED LETTERING AND LOGO (STYLE AND TYPE BY OWNER). E) #5 REBAR 32' O,C.j FILL CELLS WITH MORTAR. F) FINISH GRADE G) 8'X8'X16' CONC. BLOCK STEM WALL. FILL CELLS WITH MORTAR. H) 8'X36'X36' 3,000 PSI CONC. FOOTER W/ 3- #5 REBAR IN EACH J) CLEAN BACKFILL COMPACTED TO 95% PROCTOR DENSITY. M) 8'X16'X16. 3,000 PSI CONC. FOOTER W/ 1- #5 REBAR IN EACH DIRECTION AS SHOWN. L) 2' HIGH NORWEGIAN BRICK PLANTER WALL IN RUNNING BOND PATTERN. W/ 1- #5 REBAR 48. O.C. AND AT END CONDITIONS. FILL CELLS W/ MORTAR, UTILIZE TYPE 'S' MORTAR. UTILIZE GRADE #60 STEEL UTILIZE 'DURA -WIRE' EVERY OTHER COARSE. * WALL DEPICTED IN PLANS HAS BEEN DESIGN IN ACCORDANCE WITH THE LATEST EDITION (2001) OF THE "FLORIDA BUILDING CODE", INCLUDING MINIMUM WIND LOAD REQUIREMENTS OF 120 MPH. * WALL DEPICTED IN PLANS TO BE OWNED AND MAINTAINED BY THE "CITRUS MEDICAL & PROFESSIONAL CENTER". A v A) 4'X6'Xi2' NORWEGIAN BRICK CAP IN ROW -LOCK PATTERN. ATTATCH H) 8' THICK X 24' WIDE 3000 PSI CONC. FOOTER W/ 2- #5 REBAR CONT.. UTILIZING TYPE 'S' MORTAR. PAINT COLOR BY OWNER. AND 1- #5 VERTICAL REBAR EVERY 48' O.C. AND AT END CONDITIONS B) 8'X8')16' CONCRETE LINTEL BLOCK W/ 1- #5 REBAR CONT., FILL CELLS FILL CELLS WITH CONCRETE. WITH CONCRETE. .A CLEAN BACKFILL COMPACTED TO 95Z PROCTOR DENSITY. C) 6' HIGH, 8'X8'X16' CONCRETE BLOCK WALL W/ 1- #5 VERT. REBAR 48' O.C. IO 6'-0' HIGH 16' X 16' BLOCK COLUMN AT 100' O.C. TYPICAL. W/ i - AND AT END CONDITIONS. #5 REBAR IN EACH CORNER, FILL CELLS W/ CONCRETE. D) APPLY 1/2' THICK STUCCO IN MEDIUM FINISH ON BOTH SIDES OF WALL SLOPE TOP FOR DRAINAGE. , PAINT COLOR BY OWNER. APPLY 1/2 THICK STUCCO IN MEDIUM FINISH. E) 41X8')16' CONCRETE BLOCK. L) 8'X42'X42' 3,000 PSI CONC. FOOTER W/ 3- #5 REBAR IN EACH DIRECTION AS SHOWN. PROVIDE 1- #5 VERT. REBAR IN EACH CORNER. F) 8'X8'X16' CONCRETE BLOCK, ALL STEEL TO BE GRADE #60 STEEL G) FINISH GRADE, * WALL DEPICTED IN PLANS HAS BEEN DESIGN IN ACCORDWE WITH THE LATEST EDMON OF THE 'FLORIDA BUILDING CODE`. INCLUDING MINIMUM WIND LOAD REQUIREMENTS OF 120 MPH. 11 john ewseychik and BssOc.,p.8. landscape architects golf course architects 620 crown oak centre drive longwood, fl 32750 tel: 407 830-8922 fax: 407 830-7689 M N z W _ z W z W 0 a :E rn � W 62> W z Q 0 rn Lj f m Z m U C4 co N 01 01 L I-' L0 CID N n pV0M�0 W Z ¢O ao N f 0 v r 0 OUO�^N 0 Q M W J '0' %> � W = Q Q ? Q z ~ Z �o�O¢ z Z0O3to Uj _ °_ O Iz W Z w w ~ m U M N z W _ z W z W 0 a :E rn � W 62> W z Q 0 rn Lj f m Z m U O (n N W [1. ao mCn00 Cn 0 O 0 Q am N u- � a � Z'6 �V Q a O ryr, O uj Q W z o T �! O uffi �, W h }i_ m W z m Z m U m o W 02 (n 4 W [1. 0 a U Q Q tt�� t 0 a wZ �o H'" r� ~ W A w A z Z aw H z A wz w p., o � H o U- HNI O t_ U PROJECT NUMBER 0.4033 DATE: 13/11/2004 SCALE: 1 „ - 40, e T SHT. 17 OF 17 Mayor S. Scott Vandergrift center of Good L . <\.~e Itrj~ d6-tr-\b~ ~{\C'( 10 ~€- ~)\.s"l~ Me.et-\I'\S' City Manager Robert Frank Commissioners Danny Howell, District 1 Scott Anderson, District 2 Rusty Johnson, District 3 Nancy J. Parker, DistI'ict 4 MEMORANDUM TO: Robert Frank, City Manager FROM: Charles K. Smith, Acting Utility Director DATE: March 13, 2005 RE: Emergency Repairs to Lift Station #1 - Commission Advisory of Expenditures Exceeding $15,000.00 During your report under the Comments Section of the City Commission Meeting (March 15, 2005) please seek City Commission authorization for the emergency repairs to Liftstation # I by J& H Waterstop in the amount of$21,853.00. These repairs exceeded $15,000.00 and as required by "Section 21.6, of the Purchasing Code" the City Commission must be advise of the expenditure. Lift Station #1, which is located off of Nicole Blvd., effluent/stand pipes within the wet well had corroded to a point that effluent was spilling back into the well during pumping. The pumps were laboring to keep up with the flows. Any additional corrosion to the pipes and/or increase would have caused the station to go into failure. J& H Waterstop was contracted to make the repair to the pipes at an amount $14,980.00. During repairs the following additional work was needed: 1. Lining of liftstation top and entrance. The concrete was spalding exposing steel leading the failure of the top. 2. Install quick connect near receiving manhole. Receiving manhole is usually located close to liftstation so that emergency bypass pumping can be accomplished. Lift station #l's receiving manhole is over two hundred feet away making emergency pumping im practi cal. The additional work at $6,873.00 was authorized so that the original work could proceed and no re-mobilization would occur. The City ofOeoee. 150 N Lakeshore Drive. Oeoee, Florida 34761 phone: (407) 905-3100. fax: (407) 656-8504. www.ci.ocoee.fl.lls Mayor S. Scott Vandergrift center of Good L . ~'o-e Itfi~ Commissioners Danny Howell, District 1 Scott Anderson, District 2 Rusty Johnson, District 3 Nancy J. Parker, District 4 City Manager Robert Frank TRANSMITTAL MEMORANDUM Date: The Mayor & City Commissioners City Clerk Terry L. James, Principal Planner Jt ~ March 14. 2005 To: From: Subject: Impact Fees for the March 15, 2005 City Commission Agenda Second Reading & Public Hearing Items D. 10-13 Attached is the updated Impact Fees Technical Review, dated March 10, 2005. The report is now in a different format that allows for the proper printing of Tables 2.7 and 5.1. As I indicated earlier, these tables were unreadable in the first transmittal. City of Ocoee . 150 N Lakeshore Drive. Ocoee, Florida 34761 phone: (407) 905-3100 . fax: (407) 656-8504 · www.cLocoee.fl.us Impact Fees Technical Review City of Ocoee, Florida Prepared By GOVERNMENT SOLUTIONS Economic and Fiscal Planning 5596 SE Lamay Dr.. Stuart, FL 34997 (772) 781-4036 . Cell: (561) 704-1314 . Fax (772) 286-2226 ksor@bellsouth.net March 10, 2005 SECTION 1 - EXECUTIVE SUMMARY The City should make all reasonable efforts to adopt an equitable and fair impact fee schedule. Proportionate fees should ensure new development is credited with all available revenue contributions and should not be assess a fee for capital improvements not directly benefiting the development. Please find attached the analysis conducted by Government Solutions regarding the City's impact fee updates for Transportation, Fire, Police, and Parks & Recreation. The Home Builders Association of Metro Orlando, in conjunction with our professional staff, is presenting this technical report for your consideration. We are grateful for this opportunity and look forward to a meaningful discussion. The City has chosen to use the "Consumptive Based" impact fee approach for roads where development is charged for each unit of additional capacity consumed by that development. The impact fees for Parks, Fire, and Police are basing their impact fees on an "Improvement Driven" impact fee system. As the previous Impact Fee Study indicates, the "Improvement Driven" approach is inflexible because the City is locked in to specific improvements, based on the City's cost projections. In addition, this approach is more likely to be legally challenged because it fails to establish a rational relationship between the fee charged and the development's impact on those capital improvements. Table 1 below shows a comparison of the proposed Ocoee impact fee schedule with the municipal average in the State of Florida, the proposed fees based on this technical review and the proposed fees based on the Update. The Ocoee fees exceed the state municipal average fee collected for each category under consideration, from nearly 100% to over 300%. hnpact Eee Florida Enstiug Teclmical ~lO Ocoee ~lO I Category Average Fee Review Clmg PI'oposed Clmg Road 2,017 1,865 2,189 17% 3,968 113% Fire 185 364 486 34% 672 85% Pm:ks 632 500 1,164 133% 1,640 228% Police 121 172 314 83% 501 191% Table 1 -Impact Fee Comparison Source: 2004 National Impact Fee Survey, Duncan & Associates. The following sections will provide a technical review of each impact fee category. During this analysis we established the existing level of service (LOS) standards and applied those standards to the projected growth in population. Government Solutions Ocoee Impact Fee Technical Review 2 SECTION 2 - TRANSPORTATION IMPACT FEE As with the previous update, the proposed road impact fee methodology is based on a "consumption based" model, which basically charges a new development the cost of replacing the capacity that it consumes on the major roadway system. That is, for every vehicle-mile of travel (VMT) generated by the development, the road impact fee charges the net cost to construct an additional vehicle-mile of capacity (VMC). Lane Mile Cost Based on transportation records received from Orange, the lane mile cost should actually be $2,072,150 rather than $2,333,370. Using the same capacity figures (8450) the VMC is $245 rather than $276. This is reflected in Table 2.1 and Table 2.2 below. Jurisdiction Segment Cost Per lane Use these lane Miles Capacity VMC Mile projects Added Added Added Maguire Rd $4,750,444.44 No 0 0 0 Maine Street $3,600,614.92 Yes 2.48 19400 24056 Profesional Parkway $2,097,901.33 Yes 1.5 19400 14550 Old Winter Garden $2,627,172.62 Yes 0.84 20400 8568 Apopka-Yineland $1,412,641.41 Yes 5.82 15100 43941 Old Winter Garden $887,771.68 No 0 0 0 Good Homes Rd $1,928,521.64 Yes 1.34 15100 10117 $2.472.152.58 11.98 89400 101232 Averaqe VMC Added 8450 % Chanqe 2004 Cost for 1 mile of capacity $ 276.14 $ 245.22 14% 1998Cost for 1 mile of capacity $ 215.00 28% Cost Per lane Mile Ocoee Ocoee Ocoee Ocoee Orange Orange Orange $3,600 ,614.92 $2,097,901.33 $2,627,172.62 $1,412,641.41 $1,928,521.64 $2.333,370.38 2,072,150.37 2004 Credit for 1 mile of capacity $ 16.99 1998 Credit for 1 mile of ca acit $ 24.59 -31 % Table 2.1 - Ocoee Lane Mile Cost Wi'l'Iter Garden Vmeland Ad m 1999-2001 5_fIS 4 22.20 513,801.650 51,1514,998 $16.098,021 $31.414,669 Apopka Vlnelaod Road 12](61 2000-2005 3.51 .. 14.04 58,689.907 $2.786,093 $25.85B,961 $31.334,961 Curry Ford Road 13'}(6) 2000-2003 5.29 4 21.16 57,6.29.31 , $2.564,361 $11.315,296 $21,568,968 Old Wmter G.afden Road 14) 2003 1.e50 /I 6.60 53....".3'6 5990,638 $5,910,874 $10,312,828 Hlswas.see Aollid ~5)(61 2003 2.88 /I 11.52 $6,125,146 $2,038,411 $10,027,210 $18,1 go,113 To<al 18.88 75.52 $39.667,330 59.894,501 $75.270,362 $124,822,199 lane-MIle $625,124 $131,018 5996,694 51.652,.836 ,"'otes. (=-.::.1:0 l!Xp'c&:,cd trt 20:)'] dctllll: \J:lrg 4'1011l9C 1IIYIUtlllrC"0/!!:cc' )';;.kr dl:'5lgl' ~I'd ,:.:n~t'l.)::;tor =c-.::1: 1I1'd 9% kr no.... =o-:t:o 11, C'1I:0 10 B!'ol'l! '.'I~t.!I; 12, CorrO';' 'lvinde,T<lrO t,: Old 'lvlntor C;~r~<lr :3i (l.aIM/a'/ :~n 4 17, ~o A~lI'..e' 14: APCpl:ll 'y ncJan::: t= I flS,".'l::oe i51 CI.'l'cor.'l C'==<lO to u:; 441 :6' ,n:.Jckl: br <lr:llH,::t:. Scu'C"/? C'r~'gC' C:urw P!'bh: l/,':,'k~ ::;"'I:I=n ~rllifl: [rglrecn"g Dcp~rtmQr~. So::~crnbor J ~\~Cr3 lIn::. .:):t-::bt:r )::. 2::'03. Table 2.2 - Average Lane Mile Cost (NW Orange County) Government Solutions Ocoee Impact Fee Technical Review 3 Revenue Credit/Discount Rate This analysis uses the same methodology to determine the future revenue credit and are based on the same projections in the Update. The only difference is the use of an outdated and inaccurate discount rate in the Update. With the correct discount rate of 4.5%, which is the current long-term municipal borrowing rate, the credit component would be calculated at $22.32 compared to the Update's credit of $16.99. Table 2.3 reflects the revenue credit using a discount rate of 4.5%. VIv1T Added Total GT/UF Pei centage Amount Ci edit pei Aci oss the 2002-2025 Revenues Available foi Capacity Vry1T Boaid Adjustment (millions) (millions) 1 ,141 ,452 $ 96.94 20% $ 19.39 $16.99 0% $ 127.39 $ 26.48 $22.32 Table 2.3 — Credit Calculation The 1999 discount rate was 7.00% based on the current rate of return on investments. This is an inaccurate source of data. It should be based on the current long-term municipal bond rate (4.5% reflected in Table 2.4). On February 25, 2005 City Staff and the City Consultant assured me that no discount rate was used for determining future transportation revenue credit. Only later did the consultant admit to using a 7% rate based on the 1999 Update. No other rationale was provided. The current rate of 4.5% should be used for the future revenue credit. AVERAGE MUNICIPAL BOND RATES AAA INSURED-- FEB 15.2005 ISSUE Maturity Toda Last Year Range y Week Ago National 10 Year 3.5 3.6 3.85 National 20 Year 4.15 4.2 4.7 National 30 Year 4.45 4.5 4.75 Florida 30 Year 4.4 4.45 4.7 Source:FMSbonds,Inc.,member NASD/SIPC http:fNuww.firstmiami.comNields.html Table 2.4 — Current Long-Term Municipal Bond Rates Furthermore, on page 3.2 of 1999 Study it states that a 7% discount rate is used because it is more conservative than the 5.5% used by Orange County. In reality, the higher the discount rate the smaller the credit and the larger the impact fee. Government Solutions 4 Ocoee Impact Fee Technical Review Trip Rate Trip generation rates are well documented in the professional literature, and the average trip generation characteristics identified in studies of communities around the nation should be reasonably representative of trip generation characteristics in Ocoee and it's surrounding areas. The trip generation rates are based on information published in the current edition of the Trip Generation Manual, published by the Institute of Transportation Engineers (ITE). The 2004 study was based on trip generation rates from the sixth edition of the ITE manual published in 1997. The seventh edition of the ITE manual was published in 2003 and contains additional trip rate and new trip data, which would provide more accurate travel characteristics. The Updated study used the same trip characteristics as the 1999 impact fee study. Trip length In the 1999 study travel on County and State roads was excluded from the trip length. The proposed update should be consistent with the 1999 Study and reflect only a 40.4% City road use. This would reduce the trip length factor by 36%. Staff representatives from Ocoee and the City Consultant have suggested that the City is paying for county road projects with impact fees and therefore increasing the trip length to include travel on county roads is justifiable. In actuality, as shown in Table 2.5 and Table 2.6, Orange County is indeed funding county road projects located in the City of Ocoee. A review of the Orange County Capital Improvement Plan indicates that the county has budgeted and planned for capacity increases along major county roads located in Ocoee. Therefore the trip length factor should reflect travel only on city roads, as it is represented in the 1999 Study. Alternatively, this analysis realizes that some city funding may be allocated to the county road network and therefore we would accept a trip length factor based on the percentage of financial contribution made to county roads, when compared to those transportation funds used for city road projects. It is important to note that not all county roads are being 100% funded by the City's transportation resources. While the Update study recommends increasing the trip length by including county roads, it does not appear to favor increasing the revenue credit by including county gas tax revenue. New development is paying gas taxes for state, county, and city road projects. Typically, all gas tax collections are used as a credit rather than that only return to the city through the inter-local agreement with Orange County. At the very minimum, a credit should be included in the calculation that represents the city and county gas tax distribution by the state, as collected within the City. Credits should be based on the "total" trip length, which includes travel on freeways, state and count roads, as well as city roads since motorists pay gas tax for fuel used to travel on freeways. Government Solutions Ocoee Impact Fee Technical Review 5 FIrE lIAR CAPITAL UIPKOl'EVE;'7S PROGIUV - 81' DEPAICTME."./T / DMSlON/PROJECT/Ff'ND Fr 100]/0./ - rr 1001/08 AfJOPTED nl'DGET PRIOR CnU7I7 . -lDOPlflJ APPROI'm If-Q IEQ Rl:Q REQ :llKJI'TI:D J'E.~I.f B!'DliU BfDli!T B(,DliH '(,lHi'ET Bf'DCJ:.T B f 'DGJo:T fl'n'BJ: I'ROJfCT D[PARTltIl~H DlVLiIO,V:1'IOJllT Fr,'D EJPE.'VDm'U..s rrllUH HIIJ./JJ HilUS fns..1Y6 f1' l16-fli n8~./JB n:.41s fon :9',s APJPKA V1NELANIlSR5OTO ADMIMS'I 1003 1,031.264 4.748 0 0 0 0 0 0 1,092,012 lOll ~9.511 51,249 0 1.200.000 0 0 0 0 1,556,793 1001 2.109,891 30.000 2.&8.303 2.100,000 0 0 0 0 1.148.194 Org Subtotal 4. 096.672 91.997 2.308.303 3.300,000 0 0 0 0 9.79G.9n 'vII:,'*: GOOD HOMES RD (rJliG TO SR EO) 1003 0 000 0 0 0 0 0 1.15& D) 1.1$.100 10M 0 200 0 0 0 0 0 5,804,100 5.804.900 Org Subtotal 0 1. 000 0 0 0 0 6.960.000 6.961.000 tJ'''ll IIAI eM,..A ,.", . Wf'D"n I:,."U Tl \ Table 2.5 - Orange County Transportation Budget Source: Orange County Adopted 2003/04 Capital Improvement Plan. Government Solutions Ocoee Impact Fee Technical Review 6 Miin 1988 lmpruved Growth Name From To LOS Trp'" Voh.m.... Ca.-ortv P"rolffit ..... ....t f... ~.... 1 . N<Jrthwast Or".. Co... ROAD IMPROVEMENT NEEDS BY BENERY AREA AIt Amltfcan Blvd Edgawatllr Dr KRnnlIdy Blvd E 0l.,.4L N',Il. 36,100 100' Apc.pba Blvd Piodmonl: Wek...... Ad US 441 E 2l>41- 2,900 35.100 92~(. Apopta B'tPulI South US 441 Nor1h US 441 E Ct.>4L N\.A. 35.100 100"'" Apc.pba.' liruHand Ad Balboa ReI A.D. Mims Ad f 2lo,,4L a,a 35,100 16~0. Apc.pba. \linlllIlnd ReI A-Do Mirns Rd CllIrcana .Ocoac Ad E 2L>4L 8,400 35 ,100 76~. Ciarcona<kooo Rd Ocooa .AIXIPIlJl Ad 1+_ ReI f 2l>4L 6,900 35.100 81'.. fdAcrwat1t r Dr PIne HIlls ReI Clarcana.Ocorlc Rd f 2l>4L 10,500 35,100 11'" Good I-t:Jmoll Rd Wcllt SA &l Ballloa Ad f 21....4L 7'90 350.100 98'>. HiawallSolllt Ad Clan:ona<kl)D<l Rd US 441 f 2lo,.41- N',Il. 35.100 tOO'!'. Kollar ReI ""nnodv Blvd Maitland Exchange f 2l 0:> 41- N',Il. 36,700 tOO, KoNllldll Blvd For4lllt Cil)' ReI Wymore Ad f 2l.,.4L 14,ti60 35,700 59'" L.a1oD OastilYl/ Dr LarlAd KRnnady Blvd E 2l,.4L H'A 35.100 100"'" L.a1oD Plusant Apapke Blvd US 441 f 2L.,.4L 7,125 35,100 8~... Mount Plymouth Ad Orange County Line Rock Spnn9S Ad 0 2L;>4L 5,200 29.400 82~1a Ocooo.Apopke ReI Silver Star Ad Oarcona.Oco&ICI Rd 0 2l,.41- 8,600 29,400 71'. Table 2.6 - Orange County Transportation CIP Source: Orange County Adopted 2003/04 Capital Improvement Plan. Table 2.7 below indicates the revised road impact fees based on this technical review. For a single-family house the fee is calculated at $2,188 compared to a fee of $3,968 in the proposed Update and a fee of $1 ,865 represented in the 1999 Study. This increases the fee by 17% compared to the Updates increase of 113%. The average costs of roads (including ROWand design costs) rose by 4.7% last year, and have increased by an average of 3.8% in each year from 1999 to 2003. This represents an increase of 19% over a five-year period (Federal Highway Administration, 2004). Although impact fee calculations are more complex than simply escalating construction costs, these conditions help validate our conclusions. Government Solutions Ocoee Impact Fee Technical Review 7 Vehicle Miles Cost Per VMC Net IIn act Fee Percent Chan e Tech. Tech. Tech. Existing Tech. Review Update Review UI)date Update Review D1F Update Review land Use Unit M VMC VMC VMT % RESIDENTIAL Single Family DU 15.31 9.82 $276.14 $245.22 $16.99 $22.32 $3 ,968. 60 2,188.97 1,865.97 113% 17% Apartment DU 10.61 6.80 $276.14 $245.22 $16.99 $22.32 $2,749.41 1,516.50 1,292.73 113% 17% Condominium!T ownhouse DU 9.38 6.01 $276.14 $245.22 $16.99 $22.32 $2,430.10 1,340.37 1,142.59 113% 17% Mobile Home DU 7.70 4.94 $276.14 $245.22 $16.99 $22.32 $1,994.67 1,100.20 937.86 113% 17% lODGING Hotel-Motel Rm 13.29 8.52 $276.14 $245.22 $16.99 $22.32 $3,443.19 1,899.17 1,618.93 113% 17% OFFICE less than 100,000 SF lK SF 24.44 15.67 $276.14 $245.22 $16.99 $22.32 $6,332.83 3,493.01 2,977.60 113% 17% 100,000 to 200,000 SF 1K SF 18.94 12.14 $276.14 $245.22 $16.99 $22.32 $4,908.02 2,707.12 2,307.67 113% 17% greater than 200 ,000 SF 1K SF 16.82 10.79 $276.14 $245.22 $16.99 $22.32 $4 ,359.50 2,404.58 2,049.77 113% 17% Medical-Dental Office Building 1 K SF 50.50 32.39 $276.14 $245.22 $16.99 $22.32 $13,087.64 7,218.77 6,151.89 113% 17% RETAil less than 50,000 SF 1K SF 35.73 22.91 $276.14 $245.22 $16.99 $22.32 $9.258.39 5,106.67 4,359.57 112% 17% 49,999 to 100,000 SF 1K SF 23. 64 15.16 $276.14 $245.22 $16.99 $22.32 $6,127.00 3,379.48 2,885.07 112% 17% 100,000 to 199,999 SF lK SF 24.93 15.99 $276.14 $245.22 $16.99 $22.32 $6 ,461.32 3,563.88 3,031.10 113% 18% 200,000 to 299,999 SF lK SF 27.95 17.93 $276.14 $245.22 $16.99 $22.32 $7,244.20 3 ,995.70 3,404.55 113% 17% 300,000 to 399,999 SF 1KSF 28.45 18.24 $276.14 $245.22 $16.99 $22.32 $7,372.09 4,066.24 3,472.09 112% 17% 400,000 to 499,999 SF 1K SF 28.33 18.17 $276.14 $245.22 $16.99 $22.32 $7,341.22 4,049.21 3,450.15 113% 17% 500,000 to 999.999 SF 1K SF 31.01 19.88 $276.14 $245.22 $16.99 $22.32 $8,035.31 4,432.05 3,776.35 113% 17% 1,000,000 to 1,250,000 SF 1KSF 32.18 20.64 $276.14 $245.22 $16.99 $22.32 $8,339.14 4,599.64 3,920.93 113% 17% greater than 1,250,000 SF 1KSF 30.99 19.87 $276.14 $245.22 $16.99 $22.32 $8,031.30 4,429.84 3,776.19 113% 17% Convenience Market with Gasc FP 72.64 46.58 $276.14 $245.22 $16.99 $22.32 $18,824.81 10,383.24 8,851.12 113% 17% Table 2.7 - Ocoee Transportation Impact Fee Schedule Government Solutions Ocoee Impact Fee Technical Review 8 Vehicle Miles Cost Per VMC Net IIn act Fee Percent Chan e Tech. Tech. Tech. Existing Tech. Review Update Review Update Update Review D1F UJ)date Review land Use Unit M VMC VMC VMT 0: ,'0 Gasoline/Service Station FP 27.08 17.37 $276.14 $245.22 $16.99 $22.32 $7,017.57 3,870.69 3,299.55 113% 17% Restaurant, Fast Food 1K SF 106.05 68.01 $276.14 $245.22 $16.99 $22.32 $27,482.90 15,158.80 12,922.02 113% 17% Restaurant, High Turnover (Sit- 1 K SF 99.92 64.07 $276.14 $245.22 $16.99 $22.32 $25,893. 39 14,282.07 12,174.65 113% 17% Restaurant, Quality 1K SF 108.74 69.73 $276.14 $245.22 $16.99 $22.32 $28,178.82 15,542.65 13,249.23 113% 17% New Car Sales 1K SF 40.97 26.27 $276.14 $245.22 $16.99 $22.32 $10,616.59 5,855.81 4,991.75 113% 17% Pharmacy/Drugstore 1K SF 35.18 22.56 $276.14 $245.22 $16.99 $22.32 $9,116.24 5,028.26 4,286.31 113% 17% Quick Lubrication Vehicle SholBay 6.43 4.12 $276.14 $245.22 $16.99 $22.32 $1 ,665.30 918.53 783.00 113% 17% Wholesale Tire Store Bay 8.34 5.35 $276.14 $245.22 $16.99 $22.32 $2,162.18 1,192.60 1,016.62 113% 17% SERVICES Drive-In Bank 1KSF 23.66 15.17 $276.14 $245.22 $16.99 $22.32 $6,131.43 3,381.93 4,886.08 25% -31% Walk-In Bank 1K SF 40.10 25.71 $276.14 $245.22 $16.99 $22.32 $10,391.86 5,731.86 2,882.90 260% 99% INSTITUTIONAL Day Care Center 1K SF 34.23 21.95 $276.14 $245.22 $16.99 $22.32 $8,870.61 4 ,892.78 4,170.82 113% 17% MEDICAL Hospital 1K SF 24.16 15.49 $276.14 $245.22 $16.99 $22.32 $6,259.94 3,452.81 2,943.32 113% 17% Nursing Home 1K SF 2.29 1.47 $276.14 $24522 $16.99 $22.32 $594.28 327.79 279.42 113% 17% INDUSTRIAL Light Industrial 1KSF 12.84 8.24 $276.14 $245.22 $16.99 $22.32 $3 ,328.52 1 ,835.92 1,565.01 113% 17% Manufacturing 1KSF 7.04 4.51 $276.14 $245.22 $16.99 $22.32 $1 ,824.24 1 ,006.20 857.73 113% 17% Mini-Warehouse 1K SF 3.46 2.22 $276.14 $245.22 $16.99 $22.32 $895.91 494.16 387.54 131% 28% Warehousing 1K SF 9.14 5.86 $276.14 $245.22 $16.99 $22.32 $2,368.64 1,306.48 1,113.70 113% 17% PORT AND TERMINAL Truck Terminal 1K SF 18.15 11.64 $276.14 $245.22 $16.99 $22.32 $4,703.86 2,594.52 2,211.68 113% 17% Table 2.7 - Ocoee Transportation Impact Fee Schedule (Cont.) Government Solutions Ocoee Impact Fee Technical Review 9 SECTION 3 - FIRE IMPACT FEE Based on the data provided in the 2000 impact fee update and the 2004 impact fee update our analysis indicates that the "fair-share" fire impact fee should be $486 per dwelling unit, as reflected in Table 2.1 below. The current inventory in 2004 is identical to the inventory in 2000 indicating that no capital investment was made with recently collected impact fees. Impact fees need to be encumbered within 6-years of collection. 9,998,761 19,227,204 2004 3,320,000 842,500 9,600.000 13,762,500 Factore(l Amowlt Ocoee Fu'e b:npact Fee Calculation *New Facility Cost *Rolling Stock Existing: Debt Servire Subtotal Fund Balance Gl'and Total Residential 2000 9,228.443 60% 1,610,200 408,613 9,600,000 11,618.813 (991,268) 10,627.545 6,376,527 Residential hnpact Fee 486 ,. l\iultiplie(l by a factor of .485 to represent use by existing (levelopmeut of police facilities Tbis factol' was used Ul tIle 2000 Fu'e hnpact Fee Update Table 3.1 - Fire Impact Fee Calculation In 2000 the future capital needs were $7,210,443. This was reduced by a factor of .485 to account for the collocation of the police station at FS1 resulting in a capital cost of $3,497,064. FS2 costs were also reduced by a factor of .485 to account for the construction of the training, which resulted in a cost of $1,007,000 (from $2,078,000). To ensure the methodology remained consistent, our analysis reduced the cost of the new facility and the rolling stock by the same factor of .485 to shift some of the burden to existing residents, who will use these facilities. Outstanding long-term debt of $9,600,000 was included as a cost component in the Update. Although this item was not removed in this analysis we strongly recommend reducing this cost to reflect the use of the financed capital facilities by existing residents. The same factor as previously stated could apply. The debt service payments are for capital facilities that have already been constructed (debt includes refunding bonds for FS3 & FS4, $3,640,250). Future residents will pay tax payments to support the capital renewal of these facilities. The 2004 fund balance of $991,268 should be deducted from the total cost to represent the existing resources, or capacity, to be used for future new capital. This same methodology was used in the 2000 study. Government Solutions 10 Ocoee Impact Fee Technical Review SECTION 4 - POLICE IMPACT FEE This analysis of the police impact fee generated a $314 impact fee per O.U. contrasted with the Updated fee of $501 per O.U. The primary discrepancy between the two reports is the Level of Service (LOS) used in the Update. The existing LOS in the JPA is 1.72 officers per 1,000 residents. The Update used an LOS of 3.00 officers per 1,000 residents. The cost associated with any increase in LOS cannot be passed on to new development. Cakulated 2020 Total New 1.72 134.2 67.2 54.0 27.0 500 500 2,500 500 650 4,655 28,000 37,305 8,500,000 50% 4,250,000 63,282 621,497 (9,254) 91,333 6,133,907 12,288 3,864,361 314 UpUte 2020 Total New 3D 183 117.0 70.0 43.0 Polke Impact Fee Caku1atioll LeveIofSenil::e (JPA) Sworn Offic ers C ommlCleric al Staff Cost per Offu:er HandGun Belt & Mis c. Items Mobile Radio Uniform Protective Gear Lap Top Computer Patrol Vehicle 500 500 2,500 500 650 4,655 28,000 37,305 TotelFacilities Cost Fac New Dev Rate Fac. NewDev. Share Fac Cost per New Officer 8,500,000 64% Due to incre as e in LOS 5,440,000 46,496 Imp act Fee T lUst Fund B elanc e TlUst Fund Credit per N ew Officer 621,497 Total Cost per New Offu:er 83,801 Capital Imrestmelltper New Ore. Fstimated New DU Resilblntial Factor ImpactFeeperDU 63% 9,804,685 12,288 6,176,952 503 Table 4.1 - Police Impact Fee Calculation The City's JPA population is expected to double in the year 2020 and therefore require twice as many officers. The PO currently has 67 officers and should need approximately 134 by 2020 if the LOS remains constant. The facility cost is also affected by the LOS figures. Since 50% of the new officers will be new the cost of the new police facility should be 50% of the total cost rather than 64%, as reflected in the Update. The cost data in the update were unchanged. Government Solutions Ocoee Impact Fee Technical Review 11 POLlCE NET IMPACT COST SCHEDULE 24-Hour Net Impact Functional Cost ~ Land Use Units Population $99.09 Residential Occupied 1,500 sf and Under & Low Income Dwelling 1.628 $120.95 1,500 sf and Under Dwelling 1.628 $161.26 1,500 to 2.499 sf Dwelling 1.628 $161.26 2,500 and over Dwelling 1.628 $161.26 Multi-Family Dwelling 0.39 $3859 Congregate Care Facility Dwelling 0.56 $27.87 Condom in ium/T ownhouse Dwelling 0.39 $38.59 Mobile Home Dwelling 0.67 $66.30 Retirement Home Dwelling 0.68 $33.59 Lodging Hotel Room 0.469 $46.49 Motel Room 0.469 $46.49 Nursing Home Bed 0.678 $67.19 Adult Congregate Living Facility Bed 0.563 $55.74 Resort Hotel Room 0.74 $72.93 R V Park Unit 0.67 $66.30 Office and Financial Medical Office 1,000 sf 4.830 $478.59 Office 10,000 GSF & Under 1,000 sf 3.730 $369.59 Office 10,001 GSF to 50,000 GSF 1,000 sf 3.160 $313.11 Office Over 50,000 GSF 1,000 sf 2.78 $275.46 Ind ustrial Manufacturing 1,000 sf 1.3 70 $135.75 Warehouse 1,000 sf 1.100 $108.99 Mini-Warehouse 1,000 sf 0.160 $15.85 General Industrial 1,000 sf 1.880 $186.28 Business Park 1,000 sf 4.560 $451.83 Retail Specialty Retail 1,000 sf 4.56 $451.83 Retail under 10,000 GSF ] ,000 sf 5.080 $503.36 Retail 10,001 to 50,000 GSF 1,000 sf 4.830 $478.59 Retail 50,001 to 100,000 GSF 1,000 sf 4830 $478.59 Retail 100,001 to 200,000 GSF 1,000 sf 4.830 $478.59 Retail over 200,000 GSF 1,000 sf 4.130 $409.23 Gas Station Pump 3.530 $349.77 Restaurant: High Turnover 1,000 sf 13.29 $1,316.86 Restaurant: Low Turnover 1,000 sf 12.53 $1,241.55 Restaurant: Fast Food/Drive Through 1,000 sf 16.25 $],610, IS Supermarket 1,000 sf 5.56 $550.92 Quick Lube Bays 2.40 $237.81 Convenience Store with Gas 1,000 sf 9080 $899.70 Convenience Store with Gas, Food 1,000 sf 13.760 $1,363.43 Service Auto Repair/Body Repair 1,000 sf 6420 $636 13 Tire Store Bays 8.36 $828.36 Auto Sales 1,000 sf 4.03 $399.32 Bank 1,000 sf 5.620 $556.86 Bank wlDrive-In 1,000 sf 4.900 $485.52 Car Wash 1,000 sf 4.070 $403.28 Table 4.2 - Police Impact Fee Calculation The City should also consider a tiering of the fees based 0 land use and functional population to ensure more equitable fees and potentially larger revenue streams. This is represented in Table 4.2. Government Solutions 12 Ocoee Impact Fee Technical Review SECTION 5 - PARKS & RECREATION IMPACT FEE Table 5.1 provides the detailed summary of the capital park facilities provided by the City of Ocoee and the impact fee calculations based on the existing facility inventory and the anticipated population growth of the community. The impact fees are calculated to be $1,164 compared to the Update's recommended fee of $1,640. The 2001 inventory of facilities was compared to the 2004 inventory, as reflected in the proposed impact fee update report. There are several key issues that should become apparent after reviewing these tables. First, the facility costs (excluding land costs) increased from by an average of 300% from 2001, with some facility costs increasing by over 600% in just three years. These costs increases are for the construction of facilities only and do not require the purchase of any parkland. It is difficult for our analyst to justify these costs, based on existing inflationary pressures and comparable park facility costs in adjacent communities. Impact fee cannot be used to increase an existing level of service or correct an existing deficiency. Because there is no existing LOS for park facilities, other than acres per unit of population, the existing park inventory should be used as an LOS standard. The population of Ocoee is expected to nearly double by 2025 and therefore requires twice as many capital facilities to meet the anticipated demands of new development. Table 5.1 reduces the excess future capacity planned to ensure the LOS is not increased and funded solely with impact fees. As a result, $4.8 million in capital improvements were removed from the future inventory needs and should be financed with sources other than impact fees. Based on the same growth projections, the calculated impact fee would be $1,164 per single-family dwelling unit. Government Solutions Ocoee Impact Fee Technical Review 13 2001 2004 ~ EmtiDg - hu:rease Unit Total NuMr UJIit Total Unit Cost EmtiDg Update IIftr Ucess Additional Facilities Needed Number Cost Cost NeeiH Cost Cost hu:rease CIE LOS LOS Cost Baseblll1 Fields Senior 5 50,000 250,000 5 125,000 625,000 150% 4 2 3 375,000 Baseblll1Fields Little League 6 20,000 120,000 6 125,000 750,000 525% 3 3 3 375,000 Basketblll1 Courts 9 12,500 112,500 9 20,000 180,000 60% 5 4 5 100,000 Bycycling & Walking 3 167,000 501,000 3 250,000 750,000 50% 4 Boating 3 35,000 105,000 4 50,000 200,000 43% 2 2 2 100,000 Footblll1 1 80,000 80,000 2 250,000 500,000 213% 1 1 1 250,000 Golf 1 1 Horseback Riding -Miles 3 10,000 30,000 3 70,000 210,000 600% 4 Jogging 1 Hiking 7 10,000 70,000 7 70,000 490,000 6000/0 725 725 Picniking Facilities 6 3,500 21,000 6 10,000 60,000 186% 8 Playgroung Equipment 4 16,500 66,000 4 50,000 200,000 203% 10 10 Racquetblll1 2 20,000 40,000 3 50,000 150,000 150% 2 2 1 50,000 Shuffleboard 4 5,000 20,000 4 10,000 40,000 100% 2 2 2 20,000 Soccer Fields 8 50,000 400,000 8 200,000 1,600,000 3000/0 I 1 7 1,400,000 Softblll1 Field 5 25,000 125,000 5 200,000 1,000,000 700% 2 2 3 600,000 Swimming Pool 1 1,000,000 1,000,000 2 1,500,000 3,000,000 50% I I 1 1,500,000 Tennis 7 25,000 175,000 7 50,000 350,000 100% 7 7 Volleyblll1 5 2,000 10,000 5 15,000 75,000 650% 2 2 3 45,000 Total Cost 3,125,500 10,180,000 275% 4,815,000 Projected Land Needa 85 25,000 2,125,000 85 75,000 6,375,000 Proj e cte Infrastrocture Cost 35 22,331 781,585 35 40,000 1,400,000 Natura Area ReselVations 200 1,000 200,000 200 11 ,000 2,200,000 Total Projected Cost 6,232,085 20,155,000 15,340,000 Parks DIF Fund Balance (647,475) (1,027,091) Not included in update (1,027,091 Adjusted Capital Cost 5,584,610 19,121,909 14,312,909 New IPA ResidentialDU 13,687 12,288 12,288 Recommended hnpart Fee 408D2 1,556.63 1 ,164.79 Table 5.1 - Parks & Recreation Impact Fee Calculation Government Solutions Ocoee Impact Fee Technical Review 14