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920 MAYPORT RD - PRE SITE DWGS N Lq CL Lo 04 U) ......... cr) E 0 10, Co N Cm 8 T_ Lo ol 10, 20' N 19 CD m cc N ...... Cc ()o U) -0 00' z CD Graphic Scale: 111=101 ........... N co cc ........... ................. co U) ......... ............. (D Z. .......... tjj z 14p813 SF GRAVEL SURFACE coel A", A/; ;K-- '/y z b Al s 411 ---------- 9 L.0 .......... LMJMJ ........... ......... .......... 0 .......... 1p117 SF CONCRETE SURFACE '11-11................... .......... ..... ........... .............. ............:'111.11-1 A ......... ...... ............ ...... ........... NC& con ......... .......................... N4/4 ...... 70 ............ ............ ........... I.,............ ............. ..................., ................... ,,, ............... .......... ....... ........ ...... . .......... ....... a PNM4 ............. 4-J ............ ......... Cz .......... ............ 4-J .......... ....................:,*........... ......................:"............ ............ ::.............. :::::::::............. U .......... ......... .................. ...... ..... ........... ......................................... 4-J .............. V) PRE-DEVELOPMENT DRAINAGE SUMMARY: ...................... ............... .. ........... . ......... .......... ........... SITE AREA 0.480 ACRES ..............................*.......... "'fl-1-1,........... ............. ......... .............. IMPERVIOUS AREA -15,930 SF ............ ........ ......... ... ... ......... WEIGHTED CN 87P TIME OF CONCENTRATION 10 MIN. .... ....... ............. ............ ----------- STORM EVENT PRE-DEV PEAK MEAN ANNUAL 1.51. CFS 25-YEAR 3.24 CFS June 17,2015 Pre-Drainage Map ,,I A., A N Uj a: -TOP OF POND 11-00 L0 .,BOTTOM OF POND = 10.00 3(H):l(V) SIDE SLOPES U_ :3 0 s Cf) r__ E L0 Cm 8 Ir- Lo Co CY) 0 W CM M N if 20' 401 w 12 M.E.S. Co -0 00 - r .2 4 z TOP OF POND 11.00 0 m 0 C INV 10.00 LL C 0 .0 co 12.00 BOTTOM OF POND = 8.50 Graphic Scale: 1"=20' 0 Q A N 12" HDPE ROOF 0 > 0 DOWNSPOUT 3(H):l(V) SIDE SLOPES 0 8 COLLECTION C SILT FENCE (TYP) Cl) N 04 q Wr 121" ME.Sm ., I I .. . A 10.00 12" M.E.S. INV 9.00 A 12.00 A DOWNSPOUTS DISCHARGE DIRECTLY Al. ............. TO POND SIDEWALK 104 4, FmFmEm 12m00 FLUSH WITH ,j C)' 3 PAVEMENT ......e1r, A A 2111%, A A + A 4 ' ' . 'o 12" HDPE ROOF A 12.00 A 0 A' . 10 DOWNSPOUT A. CN 12.00 4 "a A ., COLLECTION 44 4 A :4,A ''I I I . I .. It , -f., '4 ',: A 4 A EL- ------ ------------- A. A. 11 .90 11 .88 12 ME-.S-. 4 4 .4 A A A' a A 14 WA 12.00 INV 10-00-��- A'. . . a I A A A 10 A, A 10 4* 4 A .......... A' '0 '44 A A . . ............. A 4 Af; .44 --- 4A "A A q '04 A. A �6. 4 4' 4, 4 A .4 Av A A........ A A A.......... C 5' A 4 4f A 44 A.. A A .'A 4 44, A. CY) . .................. 4 4 41 . ...... A 00000� /�A "d V) A A A ........... A rov) 7... & 7 4 A* A A k, ............ ............... _7/v 4 4 11 -32 4- A A All- ......... A. A. A' A A ---------- __1,....... ......... 46� - 14W....... -r,.55 -1 A jA 4 10. A A A A 4 % A .. ........ .....................""" 4. ......... ------ dg. 70 CONTROLSTRUCTURE 4 A TYPE C INLET ............. ...... ..... ............. .......... 7, TOP 10.75 1411, Ct I.......... . ..... ..... .......... . ................ 4_j ......... . ..............::................ INV NE (12" HDPE) 9.00 ............. ......... .......... .......... ........ . .. ....... ... ........ I.. .. ............... ......... ... B-A, .......... .......... ...... ..... ........... -": ...... ..... .......... .......... OVERFLOW POINT FOR STORM , /, '- " / ff ..... TYPE C INLET / h 14, SYSTEM (INTO 9TH STREET ....... ....... o ............. 12" HDPE TOP 11.32 RIGHT-OF-WAY) TO MATCH . .... "........., INV N (12" HDPE) 8.70 PRE-DEVELOPMENT CONDITION .. .... . ... ........ 4_j .......... ............ ON INV E (1211 HDPE) 8.70 ............ .........:::...... _,*....................... *.......... ........... ............. .......... .............. .......... POST-DEVELOPMENT DRAINAGE SUMMARY: ......................... SITE AREA 0.480 ACRES IMPERVIOUS AREA = 14,657 SF 12 M.E.S. WEIGHTED CN 91, TIME OF CONCENTRATION 10 MIN. NO. 57 GRAVEL INV 8.50 June 17,2015 (PERVIOUS) 90 A, STORM EVENT PRE-DEV PEAK POST-DEV PEAK Post-Drianage MEAN ANNUAL 1.51 CFS 1.24 CFS Map 2S-YEAR 3.24 CFS 2.41 CFS A U) 14 �CLO C14 U) Q _j ////Ooe-- U_ C�4 ,92 Ui U) J)d cf) 0) 6 0 to SLOT OPENINGS SHALL U- NOT BE IN WALLS WITH GRATE SEAT 2"x2"04 41-111 3@411 2' 0 4:1 E CID C14 N 8 LO NOTE: CONC.DESIGN M Cq C14 STRENGTH --—————————————————--————————————————— C M U) F 6 4000 P.S.I. 00 z J Sod 0 C1. LL 0 611 :p Connector > cc D-436 0) N RCP ERCP Ditch Grade — > Corners Ln :3 Beveled or Round Pipe 0 > 0 0 0 .1 EYE BOLTS Saddle (SEE PLATE j2 > /77777 Not co cc D-210) 611 2r-0'r 61 Less - I ca 2 1/4' Than #4 Bar 2 1/4" Pipe 6 4'Sod Cn 3 M ALL EXPOSED CORNERS --------------------------- ------------------------------------- - - ---------- D or S I - I — 1 2- ;E -------------------------------------------------- C14 CHAMFERED 3/4" CU No Pipe joint Permitted C14 AND EDGES TO BE -------- I T 2" 2 0 V Unless Approved By The Engineer ----------I -------------------- E --------------------------------- - --------- - --------- -------------------------------------------------------------- ------- 2"x2"xl/4"ANGLE IRON GRATE SEAT ----------------------------I----------- I T' (SEE PLATE D-209) SECTION L #4 12"O.C.R.W. Slone: z ncrete Slab,4"Thick 6" ----------i— Co Sod 4:1 Miter To RDf Pipe For Pipes 18" & Smaller Reinfoi-ced With WWF 6x6-W1.4xW1.4 VARIES .;. 2:1 Miter For Pipes 24" & Larger, For RCP. MAX L DEPTH 15' ——————————————— —---—— ———————— GROUT,"OR"RAM-NEK" LU JOINTS WHEN REQUIRED 4:1 Miter To Major Axis For Pipes 24' x 38" & Smaller. Z TOP VIEW - SINGLE PIPE 2:1 Miter For Pipes 29"x 45" & Larger, For ERCP. C/003 #4 @ 12"O.C. B.W. .......... ........... ... PIPE MUST NOT BE IN p CONSTRUCTION JOINT MITERED END SECTION PIPES SHALL BE FLUSH WITH INSIDE WALL 13" LU #4 6"O.C.B.W. MINIMUM\7 rl LMLMJ ;UTMTL UPIA Mr.rA/PA Ty qnnn�pw BEARING CAPACITY 2000 PSF TYPE C INLET C11*4 V) M PM004 Cz M PM=4 a P0104 4–J 4-J V) Lr) June 17,2015 Drainage Details C�54o6 1.SET POSTS AND EXCAVATE A 4"X 4"TRENCH 2.STAPLE WIRE FENCING TO THE POSTS. (6 U) SEDIMENT AND EROSION CONTROL NOTES 0 04 UPSLOPE ALONG THE LINE OF POSTS. Cl) U) 1. The contractor is responsible for removing silt from site if not reusable on-site and 32. The contractor is responsible for following the best erosion and sediment control A assuring plan alignment and grade in all ditches and swales at completion of practices as outlined in the plans and specifications and the St.Johns River Water 0 Management District rules and regulations. B construction. 10, 2. The site contractor is responsible for removing the temporary erosion and sediment 33. The contractor shall be responsible for establishing a permanent stand of sod and/or 7. f 1.1 1 �f _. I control devices after completion of construction and only when areas have been grass per the contract documents the St Johns River Water Management District and nville Beach standards and meeting the NPDES final stabilization .0 E LO City of Jackso it stabilized. CM LO \`Z1 ",IVC "1 1-0, 04 CD requirements. 1\10, 19 N 'N V_ cc 3. Additional protection-on-site protection in addition to the above must be provided -up CO Cn co that will not permit silt to leave the project confines due to unseen conditions or 34. These plans including the pollution prevention plan indicate the minimum erosion& Z POINTS A SHOULD BE HIGHER THAN POINT B 0 -a 4 r_ sediment control measures required for this project. For additional information on 0 0 accidents. 3.ATTACH THE FILTER FABRIC TO THE WIRE 4.BACKFILL AND COMPACT THE EXCAVATED SOIL. 11- 0 0), sediment and erosion control refer to"The Florida Development Manual-A Guide to > FENCE AND EXTEND IT INTO THE TRENCH. 0 6 Z N > 4. Contractor shall insure that all drainage structures,pipes,etc.are cleaned out and Sound Land and Water Management"from the State of Florida Department of 0 > 0 C 4) 0 Environmental Protection(F.D.E.P.)Chapter 6. Contractor shall provide erosion 4-0 working properly at time of acceptance. PROPER PLACEMENT OF SYNTHETIC BALE a .2 protection and turbidity control as required to insure conformance to st te and federal water quality standards and may need to install additional controls to conform 5. Wire mesh shall be laid over the drop inlet so that the wire extends a minimum of 1 IN A DRAINAGE WAY ca Cn N.T.S. foot beyond each side of the inlet structure. Hardware cloth or comparable wire mesh to agencies requirements. If a water quality violation occurs,the contractor shall be ry,the wholly responsible for all damage and all costs which may result including legal fees, with 1/2-inch openings shall be used. If more than one strip of mesh is necessa �E 0 4) consultant fees,construction costs,and fines. strips shall be overlapped. ..I 0 N 6. FDOT No. 1 coarse aggregate shall be placed over the wire mesh as indicated on 35. 48 hours prior to commencement of construction,the contractor will submit a"Notice charge Elimination lo of Intent"to the EPA in accordance with National Pollutant Dis sediment filter detail(see detail this sheet). The depth of stone shall be at least 12 inches over the entire inlet opening. the stone shall extend beyond the inle't opening System rules and regulations. EXTENSION OF FABRIC AND FLOW WIRE INTO THE TRENCH. at least 18 inches on all sides. 7. If the stone filter becomes clogged with sediment so that it no longer adequately performs its function,the stones must be pulled away from the inlet,cleaned and All � 1 ... I I 1=1 I JEJ replaced. PLAN VIEW .......... .......... M1 I 1=1 I I- ----------- 8. Bales shall be either wire-bound or string-tied with the bindings oriented around the sides rather than over and under the bales. LMOMOMM) A A 9. Bales shall be placed lengthwise in a single row surrounding the inlet,with the ends B .r,4 CONSTRUCTION OF SILT FENCE . . . . . . . . . . H_ Z: of adjacent bales pressed together. I UAL . . . . . . . . . iTl . . . . . .. . . . . . N.T.S. 10. The filter barrier shall be entrenched and backfilled. a trench shall be excavated to a 1= ......- minimum depth of 4 inches.after the bales are staked,the excavated soil shall be backfilled and compacted against the filter barrier. SECTION VIEW LIU POINTS A SHOULD BE HIGHER THAN POINT B 1.EXCAVATE THE TRENCH 2.PLACE AND STAKE SYNTHETIC BALES. 11. Each bale shall be securely anchored and held in place by at least two stakes or rebars ....... ..... driven through the bale. Z 12. Loose synthetic should be wedged between bales to prevent water from entering PROPER PLACEMENT OF A between bales. _-1 lo� mediately after each rainfall and at least ool 13. Synthetic bale barriers shall be inspected im FILTER BARRIER IN DRAINAGE� WAY UJ daily during prolonged rainfall. N.T.S. 14. Close attention shall be given to the repair of damaged bales,end runs and undercutting beneath bales. ALE IDTB 15. Necessary repairs to barriers or replacement of bales shall be accomplished promptly. 16. Sediment deposits should be removed after each rainfall.it must be removed when 9 the level of deposition reaches approximately one-half the height of the barrier. FDOT COARSE AGGREGATE NO.1 RUNOFF WATER 17. Any sediment deposits remaining in place,after the synthetic bale or filter barriers, soil WITH SEDIMENT GRAVEL 12 M I N.D E PTH �9 18"MIN. and or silt fences are no longer required,shall be dressed to conform to the existing 4�k grade,prepared and seeded. 000l_ 18. Silt fences and filter barriers shall be inspected immediately after each rainfall and at Bill' V) least daily during prolonged rainfall. Any required repairs shall be made immediately. Hill E1 I lo, % W mpose or become ineffective a I I Ill 19. Should the fabric on a silt fence or filter barrier deco ME WIRE MESH prior to the end of the expected usable life and the barrier still be n,ecessary,the fabric shall be replaced immediately. FDOT SEDIMENT AGGREGATE OR EQUIVALENT FILTERED WATER 20. The structure shall be inspected after each rain and repairs made as needed. 3.WEDGE LOOSE SYNTHETIC BETWEEN BALES. 4.BACKFILL AND COMPACT THE EXCAVATED SOIL. 21. Sediment shall be removed and the trap restored to its original dimensions when the SPECIFIC APPLICATION sediment has accumulated to 1/2 the design depth of the trap. Removed sediment THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS W shall be deposited in a suitable area and in such a manner that it will not erode. ARE EXPECTED,BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE > INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. 22. The contractor is responsible for following the best erosion and sediment control STABILIZED CONSTRUCTION ENTRANqE CONSTRUCTION1 OF A SYNTHETIC BALE BARRIER CZ U practices as outlined in the plans,specifications and St Johns River.Water. N.T.S. N.T.S. Management District speciflcations and criteria. GRAVEL AND WIRE MESH DROP INLET- 23. For additional information on sediment and erosion control refer to"The Florida Development Manual-A Guide to Sound Land and Water Management"from the State DROPINLET SEDIMENT FILTER 4-J WITH GRATE of Florida Department of Environmental Protection(F.D.E.P.)Chapter 6. COMPACTED SOIL 0o0o,STAKED SYNTHETIC BALE N.T.S. 1.SET THE STAKES. 2.EXCAVATE A 4"X 4"TRENCH UPSLOPE TO PREVENT PIPING I' 1A 0 CZ ALONG THE LINE OF STAKES P11111111111114 24. Erosion and sediment control barriers shall be placed adjacent to all wetland areas RUNOFF WATER A L-L-ri FILTERED WATER 4-J and preservation easements where there is potential for downstream water quality WITH SEDIMENT 4-Y. .r. . I i I i A' degradation. See details(this sheet)for typical construction. :%:� 11 4- STAKED AND ENTRENCHED SYNTHETIC BALE 25. Sod shall be placed in areas which may require immediate erosion protection to IM11IM11111 I I en sure water quality standards are maintained. 'o SYNTHETIC BALES ti 111, BINDING WIRE OR TWINE 26. Any discharge from dewatering activity shall be filtered and conveyed to the outfall in STAKED WITH 2 4-J and transportation of suspended solids to the STAKES PER BALE COMPACTED SOIL TO PREVENT PIPING a manner which prevents erosion (A SEDIMENT LADEN RUNOFF FILTERED RUNOFF 01 receiving outfall. 4"' 4 27. Dewatering pumps shall not exceed the capacity of that which requires a consumptive 10 4-J ON use permit from the St.Johns River Water Management District SPECIFIC APPLICATION 3.STAPLE FILTER MATERIAL TO STAKES 4.BACKFILL AND COMPACT THE EXCAVATED SOIL AND EXTEND IT INTO THE TRENCH. 28. All disturbed areas shall be grassed,fertilized and mulched until a permanent THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS tabilize A RELATIVELY FLAT AREA(SLOPES NO GREATER THAN 5 PERCENT)WHERE vegetative cover is established. Contractor shall use additional measures.to s distrurbed areas through compaction,silt screens,synthetic bales,and grassing. All SHEET OR OVERLAND FLOWS (NOT EXCEEDING 0.5 cfs)ARE TYPICAL.THE VING CONCENTRATED FLOWS,SUCH METHOD SHALL NOT APPLY TO INLETS RECEI fill slopes 3:1 or steeper to receive staked solid sod. I Ill I I I- AS IN STREET OR HIGHWAY MEDIANS. after 29. All dewatering,erosion,and sediment control shall remain in place until completion of construction,and removed only when areas have been stabilized. SYNTHETIC BALE DROP INLET SEDIMENJ_1 FILTER CROSS-SECTION OF A PROPERLY 30. This plan indicates the minimum erosion and sediment measures required for this N.T.S. project. The contractor is responsible for meeting all applicable rules,regulations and INSTALLED SYNTHETIC BALE June 17,2015 water quality guidelines and may need to install additional controls. N.T.S. 31. The contractor shall be required to respond to all water management district Erosion & inquiries,relative to compliance of SJRWMD for erosion and sedimentation control. i Sediment The cost of this compliance shall be part of the contract. CONSTRUC ION OF A FILTER BARRIER- Control .Details C�5197