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STORMWATER MANAGEMENT CALCULATIONS
for City of Sebastian, Florida WOOL Prepared by: MBV Engineering, Inc. 2455 14th Ave. Vero, Beach, Florida 32960 772-569-0035 Certificate of Authorization 4": 3728 Engineers Project 1.: 05-603 Designed By: ANN Mr. i'onron J - Bowles, P.E. FL455313 %(t /� * , \ � TABLE OF CONTENTS I Purpose 3 11 Proposed System 3 III Site Data 3 IV Pre -Development Conditions 4 V Post Development Conditions 6 VI Required Treatment Volume 6 VII Proposed Treatment Volume 6 Vill Summary 7 APPENDICES Appendix A Mean Annual and 100 Yr - 72 Hr Flood Routing Calculations Appendix B SJRWMD Underdrain Design Calculations Appendix C Geotechnical Investigation by KSM Engineering Appendix D Other Miscellaneous Backup (tc Paths, Soils Survey, Mannings Table, Curve Number Sheet, Rainfall Maps) I. PURPOSE The purpose of this report is to provide the City of Sebastian and SJRWMD with calculations and documentation which demonstrates the proposed surface water management system complies with state and local criteria. 11. PROPOSED SYSTEM The proposed surface water management system will consist of a piping network system that will route the stormwater runoff to the proposed dry retention basins with underdrain systems. The parking lot will be graded to flow to the inlets and the dry ponds. The retention basins are designed to retain the required treatment volume and to provide attenuation for the mean annual - 24 hour (SJRWMD) and provide the required treatment volume drawdown for SJRWMD. III. SITE DATA Crossroads Plaza Drainage Basin 129,387 s.f. 2.970 acres 129,387 s.f. 2.970 acres Pre -development Drainage Basin is separated in to two subbasins Subbasin Area to System 'C' * 1 75,789 s.f. 1.740 acres SUBBASIN NORTH Subbasin Area to System 'D' * 1 53,598 s.f. 1.230 acres SUBBASIN SOUTH *Approximatley half of the site drains to the north to System 'C' and the other half drains south to System Vas shown in the Stormwater Management Report dated November 1998 prepared by Masteller & Moler for Indian River County. Site Location: Site Soils: Soil Borino P-1: Existing Grade at Soil Boring Measured Water Elev. Seasonal High Water Elev. Soil Bodno P-2: Existing Grade at Soil Boring Measured Water Elev. Seasonal High Water Elev. Averaoe: Existing Grade at Soil Boring Measured Water Elev. Mean High Water Elev. NW comer of CR 510/CR 512 intersection Sebastian, FL 32958 Wabasso Fine Sands (BID) - Due to presence of Clayey Sand, a Type'D' Soil was assumed. Depth/ ground surface to water 18.8 ft. (NGVD) table (in) 17.5 ft. (NGVD) 16 17.6 ft. (NGVD) 1 14 18.5 ft. (NGVD) 17.5 ft. (NGVD) 12 17.7 ft. (NGVD) 10 18.7 ft. (NGVD) 17.5 ft. (NGVD) 17.7 ft. (NGVD) Site Located in Flood Zone "X" per FIRM Panel Number 12061 C0078 E dated May 4, 1989. 1V. PRE -DEVELOPMENT CONDITIONS "Note: The pre -developed peak discharges are obtained from the Stormwater Management Report dated November 1998 prepared by Masteller & Moler for Indian River County. The back-up information is included in Appendix D. Drainage Area Total Impervious Total Semi. -Impervious Total Pervious Weighted Curve Number • Impervious • Semi -Impervious % Pervious 129,387 s.f. 2.970 acres 100.0% 0 s.f. 0.000 acres 0.0% 0.000 acres 0.0% 129,387 s.f. 2.970 acres 100.0% 0.0% Soil Group D 1CN1 = 98 0.0% Soil Group D JJCN2 = 98 100.0% Soil Group D CN3 = 77 CN = [(% Impervious)(CN1) + (% Semi-impervious)(CN2) + (% Pervious)(CN3) ] CN = 77.0 Time of Concentration Overland flow over existing woods/ Tc = [ 0.007 (N x L)"0.8 J / [ P^0.5 x S^0.4 ]/ Kinematic Wave Eq. SUBBASIN NORTH N = Mannings Roughness Coeff. _ ( 0.450 L = Length of Flow (ft) _ 190 Change in elevation = 0.2 P = Rainfall Intensity (in/hr)= 5.5 S = slope (ft/ft) = 0.0011 Total Time of Concentration (Tc) 97.7 min. SUBBASIN SOUTH N = Mannings Roughness Coeff. = 0.450 L = Length of Flow (ft) = 180 Change in elevation = 0.6 P = Rainfall Intensity (in/hr)= 5.5 S = slope (ft/ft) = . 0.0033 Total Time of Concentration (Tc) 59.0 min. V. POST -DEVELOPMENT CONDITIONS Drainage Area 129,387 s.f. 2.970 acres 100.0% Building 19,991 s.f.1 0.459 acres 15.5% Driveways 49,066 s.f. 1.126 acres 37.9% Walks/Pads 6,746 s.f. 0.155 acres 5.2% Total Impervious 75,803 s.f. 1.740 acres 58.6% Total Semi: Impervious ( 0.000 acres 0.0% Total Pervious 53,584 s.f. 1.230 acres 41.4% Weighted Curve Number % Impervious 58.69% CN1 = 98 % Semi -Impervious 0.00% Soil Group D ICN3 CN2 = 98 • Pervious 41.41 % Soil Group D = 80 CN = [(% Impervious)(CN1) + (% Semi-Impervious)(CN2) + (% Pervious)(CN3) ] CN = 90.5 Time of Concentration t1 = roof to ground = Overland Flow (t2) = [ 0.007 (N x L)"0.8 ] ! [ P"0.5 x S"0.4 ] = Kinematic Wave Eq. N = Mannings Roughness Coeff. = 0.012 L = Length of Flow (ft) = 95 Change in elevation = 1.3 P = Rainfall Intensity = 5.5 S = slope (fttft) = 0.0137 1:2 = 1.1 min. Time of Concentration (Tc) 3.1 min. Use 5 minutes Total Contributing Area (ac) Total Impervious Area (ac) = Required Treatment over site (in) Required Treatment over impervious area (in) Required Treatment Volume (ac-ft) = Additional 0.5 inches over site for on-line retention (in) ITotal Required Treatment Volume (ac-ft) = 2,970 100,0% 1340 58.6% 0.5 0,124ac-ft 1.25 0.181 ac-ft 0.181 0.124 0.305 13,287 of Incremental Incremental Cumulative Cumulative Stage Area volume volume volume volume (ft) (ac) (ac-ft) (c.f,) (ac-ft) (C,f.) bot. of pond = 18.7 0,322 OMO 0 14,039,s,f, 0.10 4,359 MOO 0.345 0.100 4,359 15,019.sf 021 8,931 rqd. treat. vol. = 19.56 0387 0.305 13,290 16,850.0. 0.14 5,909 weir= 19.90 0.412 0.441 19,199 17,959,s,f. 0,04 1,812 20.00 0A20 0A82 21,011 18,285,&f. 0.31 13,600 top of bank = 20.70 0.472 0.795 34,611 20,572.s.f. Vlll. SUMMARY Following are summaries of pre -developed and post -developed discharges for the storms that have been analyzed. ROUTING SUMMARY St. John's River Water Management District (SJRWMD) PRE -DEVELOPED CONDITIONS Mean Annual- 24 hour (SCS Type 11, Fl. Modified Storm Event) Peak Discharge (CFS) SUBBASIN NORTH* I 0.87 SUBBASIN SOUTH* 1.41 TOTAL 2.28 *Note: The pre -developed peak discharges are obtained from the Stormwater Management Report dated November 1998 prepared by Masteiler & Moler for Indian River County. The back. up information is included in Appendix D. POST -DEVELOPED CONDITIONS Mean Annual- 24 hour (SCS Type II, FI. Modified Storm Event) Peak Discharge Peak Stage (CFS) (NGVD) OUTFALL 1 (NORTH) 0.32 20.24 OUTFALL 2 (SOUTH)l 0.75 20.24 TOTAL ' 1.07 pre/post dill. 1.21 Drawdown of Required Treatment Volume within 72 hours Treatment Vol. Bott. Of Pond lHour at which water Elev. (N.G.V.D) Elev. (N.G.V.D) elev. reaches bottom of pond RETENTION 19.56 1 18.7 1 36 1Underdrain Design = 36 hr City of Sebastian POST -DEVELOPED CONDITIONS 100 Year- 72 hour (SCS Type II, Ff. Modified Storm Event) (FOR F.F.E. CALCS) Peak Stage (NGVD) I 20.81 I As demonstrated by the above calculations and the flood routing computations and mounding analysis contained in the appendices of this report, the proposed stormwater management system meets the requirements of the St. Johns River Water Management District and City of Sebastian. The system provides adequate treatment volume, recovery of the treatment volume and attenuation for the mean annual storm event as well as drawing down the required treatment volume within 72 hours per SJRWMD criteria. Appendix A Mean Annual and 100 Yr - 72 Hr Flood Routing Calculations Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit Hydro S Santa Barbara Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach INDIAN RIVER COUNTY, FL PROJECT #: 05-603 T: OFFSITE—NORTH D:OUTFALLl U: POST D:OUTFALL2 T T:OFFSITE—SOUTH i Interconnected Channel and Pond Routing Model (ICPR) Cc92002 Streamline Technologies, Inc. CROSSROADS PLAZA CITY OF SEBASTIAN, FL PROJECT #: 05-603 Basin Name: POST Group Name: BASE Simulation: 100yr-72hr Node Name: RETENTION Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 0.67 Comp Time Inc (min): 0.67 Rainfall File: Flmod Rainfall Amount (in): 14.860 Storm Duration (hrs): 72.00 Status: Onsite Time of Conc (min): 5.00 Time Shift (hrs): 0.00 Area (ac): 2.970 Vol of Unit Hyd (in): 1.001 Curve Number: 90.500 DCIA (%): 0.000 Time Max (hrs): 36.00 Flow Max (cfs): 10.956 Runoff Volume (in): 13.652 Runoff Volume (ft3): 147186.455 Basin Name: POST Group Name: BASE Simulation: mean Node Name: RETENTION Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 0.67 Camp Time Inc (min): 0.67 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 5.00 Time Shift (hrs): 0.00 Area (ac): 2.970 Vol of Unit Hyd (in): 1.001 Curve Number: 90.500 DCIA (t): 0.000 Time Max (hrs): 12.00 Flow Max (cfs): 9.783 Runoff Volume (in): 3.731 Runoff Volume (ft3): 40221.308 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 1 CROSSROADS PLAZA CITY OF SEBASTIAN, FL PROJECT #: 05-603 Max Time Max Name Group Simulation Flow Flow hrs cfs OUTFALL1 BASE 100yr-72hr 36.00 4.533 OUTFALL2 BASE 100yr-72hr 36.00 6.386 OUTFALL1 BASE mean 12.82 OUTFALL2 BASE mean 12.82 0.751 j Max Max Time Max Max Time Max Delta Q US Stage US Stage DS Stage DS Stage CfS hrs ft hrs ft -0.012 36.00 20.811 30.00 13.500 -0.013 36.00 ZU:811� 30.00 15.800 -0.001 12.82 20.243 30.00 13.500 -0.002 12.82 20.243 30.00 15.800 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 1 CROSSROADS PLAZA CITY OF SEBASTIAN, FL PROJECT #: 05-603 Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow hrs ft ft ft ft2 hrs cfs hrs OFFSITE-NORTH BASE 100yr-72hr 30.00 13.500 13.500 0.0024 0 36.00 4.533 0.00 OFFSITE-SOUTH BASE 100yr-72hr 30.00 15.800 15.800 0.0008 0 36.00 6.386 0.00 RETENTION BASE 100yr-72hr 36.00 20.811 20.700 0.0005 20834 35.99 10.948 36.00 OFFSITE-NORTH BASE mean 30.00 13.500 13.500 0.0024 0 12.82 0.322 0.00 OFFSITE-SOUTH BASE mean 30.00 15.800 15.800 0.0008 0 12.82 0.751 0.00 RETENTION BASE mean 12.82 20.243 20.700 0.0005 18981 12.00 9.780 12.82 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of I __== Basins Name: POST Group: BASE Unit Hydrograph: Uh484 Rainfall File: Flmod Rainfall Amount(in): 999.000 Area(ac): 2.970 Curve Number: 90.50 DCIA(%): 0.00 CROSSROADS PLAZA CITY OF SEBASTIAN, FL PROJECT #: 05-603 Node: RETENTION Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 999.00 Time of Conc(min): 5.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Nodes __________________ _______________________________________ Name: OFFSITE-NORTH Base Flow(cfs): 0.000 Init Stage(ft): 9.720 Group: BASE Warn Stage(ft): 13.500 Type: Time/Stage Time (hrs) Stage(ft) --------------- --------------- 0.00 9.720 24.00 13.130 30.00 13.500 ------------------------------------------------------------------------------------------ Name: OFFSITE-SOUTH Base Flow(cfs): 0.000 Init Stage(ft): 15.110 Group: BASE Warn Stage(ft): 15.800 Type: Time/Stage Time(hrs) Stage(ft) ------------------------------ 0.00 15.110 13.50 15.770 30.00 15.800 ------------------------------------------------------------------------------------------ Name: RETENTION Base Flow(cfs): 0.000 Init Stage(ft): 18.700 Group: BASE Warn Stage(ft): 20.700 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 18.700 0.3200 20.700 0.4700 Cross Sections Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Pagel of 5 CROSSROADS PLAZA CITY OF SEBASTIAN, FL PROJECT #: 05-603 a=== Operating Tables ____ ___________ ______aaa------ ----------- ---- _�..�.._____..�-.-_____-...._====_a�._____________.�.�_..�.�aa-._c-======cc======c-.-.=.-=x�.....�.....___-__.._�._.� _aaa aaaa Pipes _____________________—____ ======aaaaa====______________ Channels aaa==_aaaaa__aaaaa_aaaaaaaaaaaaaaaaaaaaaaaaaa--_-------- a_aaaa_a__aa _____aaa==aaaaa-------aaaaaaaaaaaaaaaa=aaaaaaaaaaaaaaa-=a_=====aaaaaaaaa___====—aaaaaaaa --------=aaaaaaaaaaaaa.-aaaaa__ ---------------------------------- ___= Drop Strcutures aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa=aaaaaaaaaaaaaa-.__.-___.�aaaaaaaaaaaaaaaaaaaaaaaaaaaaa Name: OUTFALLI From Node: RETENTION Length(ft): 60.00 Group: BASE To Node: OFFSITE-NORTH Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Span(in): 15.00 15.00 Flow: Both Rise(in): 15.00 15.00 Entrance Loss Coef: 0.000 Invert(ft): 14.700 14.550 Exit Loss Coef: 0.000 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wl headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure OUTFALLI *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span(in): 6.00 Rise(in): 999.00 *** Weir 2 of 2 for Drop Structure OUTFALLI *** Count: 1 Type: Horizontal Flow: Both Geometry: Rectangular Span(in): 24.00 Rise(in): 37.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 19.900 Control Elev(ft): 19.900 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 20.600 Control Elev(ft): 20.600 TABLE TABLE ----------------------------------------------------------------------------------------------- Name: OUTFALL2 From Node: RETENTION Length(ft): 120.00 Group: BASE To Node: OFFSITE-SOUTH Count: 1 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 5 CROSSROADS PLAZA CITY OF SEBASTIAN, FL PROJECT #: 05-603 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 15.00 15.00 Rise(in): 15.00 15.00 Invert(ft): 16.600 16.000 Manning's N: 0.012000 0.012000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wl headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wl headwall *** Weir 1 of 2 for Drop Structure OUTFALL2 *** Count: .l Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span(in): 14.00 Rise(in): 999.00 *** Weir 2 of 2 for Drop Structure OUTFALL2 *** Count: 1 Type: Horizontal Flow: Both Geometry: Rectangular Span(in): 24.00 Rise(in): 37.00 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.000 Exit Loss Coef: 0.000 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Solution Incs: 10 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 19.900 Control Elev(ft): 19.900 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 20.600 Control Elev(ft): 20.600 TABLE Weirs ===aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa_aaa-_----a-----------aa---------------aaaa Bridges aaaaaaaaaaaa=====-------====aaaaaaaaaa======aaaaaa___===--a-aaaa aaaaa=aaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaa Breaches=__=====aaa--------------------====aaa-------a=aaaa=====-----------aaaaaaaa -----aaaaaaaaaaaaaaaaaaaa=aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa= aaaa Rating Curves a=_______________aaa==aaaa-------_aaaaaaaaaaaaaaaaaaaaaaaaaaa==aaaaaaaa _____________________.._-__----_aaaaaaaaaaaaa aaaaaaaaaaaaaa====aaaaaaaaaaaaaaaaaaaaaaaaaa aa.-aaaaaaaaaaaaaa=a=a=aaaaaaaaaaaaaaaaaa===acaaaaaaaaaaaaaaa=== =-.aaaaaaaa=aaaaaaaaa=a=a Hydrology Simulations --------- ---- ---------------------aaaaaaaaa= ---------------^-----a-----aaa------aaaa_a---aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa==aaaaa. =aaa Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 5 CROSSROADS PLAZA CITY OF SEBASTIAN, FL PROJECT #: 05-603 Name: 100yr-72hr Filename: P:\05\05-603\Stormwater\100yr-72hr.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: Flmod Rainfall Amount(in): 14.86 Time(hrs) Print Inc(min) ------------------------------ 72.000 30.00 -------------------------------------------------------------------------------- Name: mean Filename: P:\05\05-603\STORMWATER\mean.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc.(min) ------------------------------ 30.000 15.00 ==a= Routing Simulations a_______ -----_- ---_-- aa=c=ccac=caaaaaaaaaaa.-aaa=aaaaaaaaaaaaaaaaaaa--a----^---------------aaaa.-ac=aca---------a Name: 100yr-72hr Hydrology Sim: 100yr-72hr Filename: P:\05\05-603\Stormwater\100yr-72hr.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 0.10 Time Step Optimizer: 0.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) -------------- --------------- 36.r000 15.000 80.000 30.000 Group Run --------------- ----- BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 80.00 Max Calc Time(sec): 60.0000 Boundary Flows: ---------------------------------------------------------- Name: mean Hydrology Sim: mean Filename: P:\05\05-603\STORMWATER\mean.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 0.10 Time Step Optimizer: 0.000 Start Time(hrs): 0.000 Delta Z Factor: 0.00500 End Time(hrs): 30.00 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 5 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run --------------- ----- BASE Yes CROSSROADS PLAZA CITY OF SEBASTIAN, FL PROJECT #: 05-603 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 5 of 5 Appendix B SJRWMD Underdrain Design Calculations SJRWMD UNDERDRAIN DESIGN Stormwater Tract A POND CHARACTERISTICS: AREA AT TREATMENT VOLUME (Atv)= 1929 SF DISTANCE PERPENDICULAR TO LATERALS (POND LENGTH) (Dper) = 45 FT TOP OF BANK ELEVATION = 20.7 FT BOTTOM ELEVATION = 18.7 FT CLAY LAYER ELEVATION = 15.7 FT SHWT ELEVATION = 17.7 FT UNDERDRAIN SPACING: (ASSUMED 4" PVC PIPE WITH 3" GRAVEL SURROUNDING PIPE) S = SQRT((4K(m"2+2am))/q) S = DRAIN SPACING (FT) K = PERMEABILITY RATE OF SOIL (FT/HR) m = HEIGHT OF WATER TABLE ABOVE DRAIN (AFTER DRAWDOWN) MEASURED AT MIDPOINT BETWEEN LATERALS (FT) a = HEIGHT OF DRAIN OVER IMPERMEABLE LAYER (FT) q = DRAIN COEFFICIENT (FTMR) K = 10.8 FT/DAY = 0.450 FT/HR m=2'+5/12'-r= 1.92FT r = 0.5' MIN a= D-d = 5'- 4.42'= 0.58 FT q = c/t = 2.5736HR = 0.069 FTMR = 0.83 IN/HR c = DEPTH FROM GROUND SURFACE TO WATER TABLE (AFTER DRAWDOWN) (FT) t = RECOVERY TIME S = 12.36 FT — 12 FT NUMBER AND LENGTH OF UNDERDRAIN LATERALS: # OF LATERALS = Dperp/S = 3.8 — 4 LATERALS L + S >= Dpar L = LENGTH OF LATERALS (FT) AN = Dpar*Dper Dpar = DISTANCE PARALLEL TO LATERALS (POND WIDTH) (FT) Dpar = 42.9 FT THE AVERAGE LENGTH OF LATERALS IS EQUAL TO 43 FT DRAIN FLOW AND SIZE CHECK: Qr = (qS(L+S/2))/CF Or = RELIEF DRAIN DISCHARGE (CFS) q = IN/HR CF = CONVERSION FACTOR = 43200 Qr = 0.011 CFS Or TOTAL (ALL LATERALS) = Or * # LAT. = 0.045 CFS SINCE CAPACITY OF A 4" PVC N = 0.011 PIPE AT 0.3% SLOPE IS 0.12 CFS, A 4" PIPE SIZE IS SUFFICIENT. SINCE THE COMBINED FLOW IS LESS THAN 0.20 CFS, A 6" PVC MAIN LINE PIPE IS ADEQUATE. SJRWMD UNDERDRAIN DESIGN Stormwater Tract B POND CHARACTERISTICS: AREA AT TREATMENT VOLUME (Atv)= 1677 SF DISTANCE PERPENDICULAR TO LATERALS (POND LENGTH) (Dper) = 62 FT TOP OF BANK ELEVATION = 20.7 FT BOTTOM ELEVATION = 18.7 FT CLAY LAYER ELEVATION = 15.7 FT SHWT ELEVATION = 17.7 FT UNDERDRAIN SPACING: (ASSUMED 4" PVC PIPE WITH 3"GRAVEL SURROUNDING PIPE) S = SQRT((4K(m"2+2am))/q) S = DRAIN SPACING (FT) K = PERMEABILITY RATE OF SOIL (FT/HR) m = HEIGHT OF WATER TABLE ABOVE DRAIN (AFTER DRAWDOWN) MEASURED AT MIDPOINT BETWEEN LATERALS (FT) a = HEIGHT OF DRAIN OVER IMPERMEABLE LAYER (FT) q = DRAIN COEFFICIENT (FT/HR) K = 10.8 FTIDAY = 0.450 FT/HR m= 2'+5/12'-r= 1.92 FT r= 0.5' MIN a= D-d = 5'- 4.42'= 0.58 FT q = clt = 2.5736HR = 0.069 FT/HR = 0.83 IN/HR c = DEPTH FROM GROUND SURFACE TO WATER TABLE (AFTER DRAWDOWN) (FT) t = RECOVERY TIME S = 12.36 FT — 12 FT NUMBER AND LENGTH OF UNDERDRAIN LATERALS: # OF LATERALS = Dperp/S = 5.2 ^-= 6 LATERALS L + S >= Dpar L = LENGTH OF LATERALS (FT) AN = Dpar*Dper Dpar = DISTANCE PARALLEL TO LATERALS (POND WIDTH) (FT) Dpar = 27.0 FT THE AVERAGE LENGTH OF LATERALS IS EQUAL TO 27 FT DRAIN FLOW AND SIZE CHECK: Qr = (qS(L+S/2))/CF Qr = RELIEF DRAIN DISCHARGE (CFS) q = IN/HR CF = CONVERSION FACTOR = 43200 Qr = 0.008 CFS Qr TOTAL (ALL LATERALS) = Qr * # LAT. = 0.046 CFS SINCE CAPACITY OF A 4" PVC N = 0.011 PIPE AT 0.3% SLOPE IS 0.12 CFS, A 4" PIPE SIZE IS SUFFICIENT. SINCE THE COMBINED FLOW IS LESS THAN 0.20 CFS, A 6" PVC MAIN LINE PIPE IS ADEQUATE. SJRWMD UNDERDRAIN DESIGN Stormwater Tract C-1 (North Portion) POND CHARACTERISTICS: AREA AT TREATMENT VOLUME (Atv)= 9852 SF DISTANCE PERPENDICULAR TO LATERALS (POND LENGTH) (Deer) = 208 FT TOP OF BANK ELEVATION = 20.7 FT BOTTOM ELEVATION = 18.7 FT CLAY LAYER ELEVATION = 15.7 FT SHWT ELEVATION = 17.7 FT UNDERDRAIN SPACING: (ASSUMED 4" PVC PIPE WITH 3" GRAVEL SURROUNDING PIPE) S = SQRT((4K(m"2+2am))/q) S = DRAIN SPACING (FT) K = PERMEABILITY RATE OF SOIL (FT/HR) m = HEIGHT OF WATER TABLE ABOVE DRAIN (AFTER DRAWDOWN) MEASURED AT MIDPOINT BETWEEN LATERALS (FT) a = HEIGHT OF DRAIN OVER IMPERMEABLE LAYER (FT) q = DRAIN COEFFICIENT (FT/HR) K = 9.8 FT/DAY = 0.408 FT/HR m = 2'+ 5/12'- r = 1.92FT r = 0.5' M1N a= D-d=5'-4.42'= 0.58 FT q = c/t = 2.5736HR = 0.069 FT/HR = 0.83 IN/HR c = DEPTH FROM GROUND SURFACE TO WATER TABLE (AFTER DRAWDOWN) (FT) t = RECOVERY TIME S = 11.78 FT — 12 FT NUMBER AND LENGTH OF UNDERDRAIN LATERALS: # OF LATERALS = Dperp/S = 17.3 — 17 LATERALS L + S >= Dpar L = LENGTH OF LATERALS (FT) AN = Dpar*Deer Dpar = DISTANCE PARALLEL TO LATERALS (POND WIDTH) (FT) Dpar = 47.4 FT DUE TO THE IRREGULARITY OF THE PROPOSED POND WIDTH, THE AVERAGE LENGTH OF LATERALS IS EQUAL TO 48 FT DRAIN FLOW AND SIZE CHECK: Or = (qS(L+S/2))/CF Or = RELIEF DRAIN DISCHARGE (CFS) q = IN/HR CF = CONVERSION FACTOR = 43200 Qr = 0.013 CFS Or TOTAL (ALL LATERALS) = Or * # LAT. = 0.213 CFS SINCE CAPACITY OF A 4" PVC N = 0.011 PIPE AT 0.3% SLOPE IS 0.12 CFS, A 4" PIPE SIZE IS SUFFICIENT. SINCE THE COMBINED FLOW IS GREATER THAN 0.20 CFS, AN 8" PVC MAIN LINE PIPE IS ADEQUATE. (Q AT CAPACITY IN 8" PIPE IS 0.76 CFS) SJRWMD UNDERDRAIN DESIGN Stormwater Tract C-2 (South Portion) • ,1 • AREA AT TREATMENT VOLUME (Atv)= 3392 SF DISTANCE PERPENDICULAR TO LATERALS (POND LENGTH) (Dper) = 105 FT TOP OF BANK ELEVATION = 20.7 FT BOTTOM ELEVATION = 18.7 FT CLAY LAYER ELEVATION = 15.7 FT SHWT ELEVATION = 17.7 FT UNDERDRAIN SPACING: (ASSUMED 4" PVC PIPE WITH 3" GRAVEL SURROUNDING PIPE) S = SQRT((4K(m^2+2am))/q) S = DRAIN SPACING (FT) K = PERMEABILITY RATE OF SOIL (FT/HR) m = HEIGHT OF WATER TABLE ABOVE DRAIN (AFTER DRAWDOWN) MEASURED AT MIDPOINT BETWEEN LATERALS (FT) a = HEIGHT OF DRAIN OVER IMPERMEABLE LAYER (FT) q = DRAIN COEFFICIENT (FT/HR) K = 9.8 FT/DAY = 0.408 FT/HR m = 2'+ 5/12'- r = 1.92FT r = 0.5' MIN a= D-d=5'-4.42'= 0.58 FT q = c/t = 2.5736HR = 0.069 FTMR = 0.83 IN/HR c = DEPTH FROM GROUND SURFACE TO WATER TABLE (AFTER DRAWDOWN) (FT) t = RECOVERY TIME S = 11.78 FT — 12 FT NUMBER AND LENGTH OF UNDERDRAIN LATERALS: # OF LATERALS = Dperp/S = 8.8 — 9 LATERALS L + S >= Dpar L = LENGTH OF LATERALS (FT) AN = Dpar*Deer Dpar = DISTANCE PARALLEL TO LATERALS (POND WIDTH) (FT) Dpar = 32.3 FT THE AVERAGE LENGTH OF LATERALS IS EQUAL TO 33 FT DRAIN FLOW AND SIZE CHECK: Qr = (qS(L+S/2))/CF Qr = RELIEF DRAIN DISCHARGE (CFS) q = IN/HR CF = CONVERSION FACTOR = 43200 Qr = 0.009 CFS Qr TOTAL (ALL LATERALS) = Qr * # LAT. = 0.081 CFS SINCE CAPACITY OF A 4" PVC N = 0.011 PIPE AT 0.3% SLOPE IS 0.12 CFS, A 4" PIPE SIZE IS SUFFICIENT. SINCE THE COMBINED FLOW IS LESS THAN 0.20 CFS, A 6" PVC MAIN LINE PIPE IS ADEQUATE; HOWEVER THIS SECTION OF UNDERDRAIN IS CONNECTED TO ANOTHER MAIN LINE SIZED AT 8"; THEREFORE, AN 8" PVC MAIN LINE PIPE WAS SELECTED. (Q AT CAPACITY IN 8" PIPE IS 0.76 CFS) MMJENGINEERING, INC. JOBNAME I CONSULTING ENGINEERING PROJECTNUMBER MOIA BOWLES VILLAMIZAR & ASSOCIATES SHEET NO. 2455 14th Avenue * Vero Beach, Florida 32960 CALCULATED BY Telephone: 772-569-0035 - Facsimile: 772-778-3617 E-mail: mbveng@bellsouth.net CHECKED BY 0 —) I I I W — I OF DATE DATE ENGINEERING, INC. JOBNAME CONSULTING ENGINEERING PROJ96TNUMBER MM MOIA BOWLES VILLAMIZAR & ASSOCIATES SHEET NO. OF 2455 14th Avenue - Vero Beach, Florida 32960 GAI.CUI.ATED BY DATE Telephone: 772-569-0035 - Facsimile: 772-778-3617 E-mail: mbveng@belisouth.net CHECKED BY DATE t ;- 09 ~'�n�tA ata e 0 r`1 W O'rA- coo ' Ott C cAsr' a. S` c� co v, ct} Natural Ground or t=inlshed Grade Elevation L ` Freeboard (as required) T C Required treatment vatvms Basin Bottom �iNr w , ,- -'" Groundwater D ♦ r J, .�' Table `"` ,•r �,, ..-- - "_` f _ —t -... ,.� ` �, Elevation M 1 F { + k Q '+J Impermeable Harrier z I �7�'.��.: ._ •:�.3. :f: ..t'. 'a i � �"':.•t33til.7::13:Y: 'st t=i� I l=t��::�1"•:�=�•fi:i•! •i:e: �i '� i 1.;:..f:'i:.':#z• ili".�c-:��.�.�' O O, CS •4 O C m , �D +S e+1 N PY N •v c c a o c ss o 0 o a a .Cs o 0 HYDRAULIC GRADIENT (FEET -PER FOOT) Figure 27-3. Subsurface Drain Capacity Chart -'VI = 0.011(Source USDA-SCS) Source: Livingston et al.,1988 27-10 10.0 8.0 6.0 4.0 3.0 2.0 R ' 1.O o a 0.80 a w 0.6C a w M 0.40 v j 0.30 I •• 0.20 0.04 0.03 Appendix C Geotechnical Investigation by KSM Engineering KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 P E.: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST LUCIE (772) 229-9093 FAX (772) 589-6469 October 13, 2005 S & B Enterprises, Inc. C/O MBV Engineering 2455 —14u' Avenue Vero Beach, Florida 32960 Re: Retail Development C.R. 510 and C.R. 512 Sebastian, Florida KSM No. 509073 Gentlemen: Enclosed are the permeability test results and soil profiles for the referenced project. Two (2) Hydraulic Conductivity Tests were performed in the field by the 'Usual Open - Hole Test method. The horizontal and vertical permeability flow rates were determined by excavating a test pit adjacent to the soil profiles and obtaining undisturbed Shelby tube samples. We then performed a permeability test on the field samples in our laboratory. All rthese tests were performed to evaluate the drainage characteristics of the soils for these particular test locations The following table indicates the measured water table along with our estimated high season water table for each test location: TEST LOCATION (See Location Plan) M M MEASURED WATER TABLE.' 16" Below Grade 12" Below Grade ESTIMATED HIGH SEASON WATER TABLE 14" Below Grade 10" Below Grade KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 EL AS (772) 580-0712 PALM BEACH (561) 845-7445 CA- 5693 P E.: 37203 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST LUCIE (772) 229-9093 FAX (772) 589-6469 N This estimate is based upon our interpretation of existing site conditions and a review of the USDA Soil Survey for Indian River County, Florida. The majority of the site soils are mapped as Wabasso fine Sand (13), according to the Soil Survey Map for Indian River County. TEST LOCATION HORIZONTAL FLOW VERTICAL FLOW (See Location Plan) RATE RATE P-1 11.4 Ft/Day @ 18" Depth 10.1 Ft/Day @ 18" Depth P-2 10.9 Ft/Day @ 18" Depth 8.7 Ft/Day @ 18" Depth If y u have any questions, please feel free to call my office. Re pectfully ' T R y e u pe h c R n G. e r, .'E, s s {meant I, R ley KSM I KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SE13ASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 RE: 37293 S.I.: 860 MELBOURNE 21) 768-8488 FAX (561) 845-8876 ST. LUCIE (7(372) 229-9093 USUAL OPEN -HOLE TEST FAX (772) 589-6469 DATE OF TEST: October 10; 2005 CLIENT S & B Enterprises C/O MBV Engineering, LOCATION Retail Development C.R. 510 and C.R. 512 (N.W. Comer) Sebastian, Florida P-1, See Attached Location Plan STARTING VOLUME (gal) 5 ENDING VOLUME (gal) 3.5 TOTAL VOLUME USED (gals.) 1.5 TOTAL ELAPSED TIME (mins.) 10 Average Flow Rate (gpm) 0.15 Diameter of Test Hole = 4 Inches PROJECT NO. KSM 509073-1p Depth to Water Table 16 Inches Depth of Test = 481nches K = HYDRAULIC CONDUCTIVITY (CFS/8Q.FT. - FT. HEAD) = 7.1 X E-5 KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASMAN, FL 32978-1377 SEBAS-nAN (772) 589-0712 PALM BEACH (661) 845-7445 C.A.: 6693 RE.: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST. LUCIE (772) 229-9093 FAX (772) 589-6469 Date of Boring: October 10, 2005 Location: Retail Development C.R. 510 and C.R. 512 (N.W. Corner) Sebastian, Florida B-1, See Attached Location Plan Depth Blows/ SPT-N in Ft. Description of Soil 6 in. Value -0- Gray Sand with Rocks - ------------------------------------- 3 ---------------------- Light Gray Sand 3 -2- 3 6 -3- ------------------------------------- 3 ---------------------- Brown Clayed Sand 4 -4- 6 7 - ---------------------- r ---------------- 8 ---------------------- Gray Clayed Sand 8 -6- 4 12 -7-------------------------------------- 3 ---------------------- Gray Sand Slightly Clayed 4 -8- 7 7 7 8 -10- 9 15 -11 - -------------------------------------- 9 ----------------------- Gray Sand Slightly Silty 8 -12- with some Shell Fragments 10 17 -13- 10 12 -14 - ------------------------------------ 13 -------- 1----22 --------- Water Table: 160 Below Existing Grade Job # KSM 509073-1b KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MAR -FIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 P.E.: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST LUCIE (772) 229-9093 FAX (772) 589-6469 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: October 11, 2005 CLIENT S & B Enterprises C/O MBV Engineering LOCATION Retail Development C.R. 510 and C.R. 512 (N.W. Comer) Sebastian, Florida PH-1, See Attached Location Plan SAMPLE DESCRIPTION = Light Gray Sand PROJECT NO. KSM 509073-1 ph DEPTH @ SAMPLE LOCATION = 18 Inches (Sample Taken Horizontally) LENGTH OF SAMPLE ALONG PATH OF FLOW = 5.5 Inches DIAMETER OF SAMPLE = 3 Inches QUANTITY OF FLOW 340 Milliliters TIME INTERVAL OF TEST . = 10 Minutes DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE 19 Y2 Inches THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS THE COEFFICIENT OF PERMEABILITY= 11.4 FEET/DAY "M KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM FAX (561) BEACH (561) 845-7445 C.A.: 5693 P LUCIE (7E.: 37293 S.I.: 860 MELBOURNE (372) 21) 768229-9G93-8488 845-8876 ST FAX (772) 589-6469 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: October 11, 2005 CLIENT S & B Enterprises C/O MBV Engineering LOCATION Retail Development C.R. 510 and C.R. 512 (N.W. Corner), Sebastian, Florida PV-1, See Attached Location Plan SAMPLE DESCRIPTION DEPTH @ SAMPLE LOCATION = Light Gray Sand PROJECT NO. KSM 509073-1pv 18 Inches (Sample Taken Vertically) LENGTH OF SAMPLE ALONG PATH OF FLOW = 5.5 Inches DIAMETER OF SAMPLE = 3 Inches QUANTITY OF FLOW 300 Milliliters TIME INTERVAL OF TEST =. 10 Minutes DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE 19Y2 Inches THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS THE COEFFICIENT OF PERMEABILITY = 0.j)FEETIDAY KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 P.(3 LUCIE (7 E.: 37293 S.I.: 860 MELBOURNE 21) 768-8488 FAX (561) 845-8876 ST 72) 229-9093 USUAL OPEN -HOLE TEST FAX (772) 589-6469 DATE OF TEST: October 10, 2005 PROJECT NO. KSM 509073-2p CLIENT S & B Enterprises C/O MBV Engineering LOCATION Retail Development C.R. 510 and C.R. 512 (N.W. Corner) Sebastian, Florida P-2, See Attached Location Plan STARTING VOLUME (gal) 5 ENDING VOLUME (gal) 3.5 TOTAL VOLUME USED (gals.) = 1.5 TOTAL ELAPSED TIME (mins.) 10 Average Flow Rate (gpm) 0.15 Diameter of Test Hole 4 Inches Depth to Water Table 12 Inches Depth of Test 481nches K = HYDRAULIC CONDUCTIVITY (CFS/SQ.FT. - FT. HEAD) = 9.0 X E-5 KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 , SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 P.E.: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST LUCIE (772) 229-9093 FAX (772) 589-6469 Date of Boring: October 10, 2005 Location: Retail Development C.R. 510 and C.R. 512 (N.W. Corner) Sebastian, Florida B-2, See Attached Location Plan Depth Blows/ SPT-N in Ft. Description of Soil 6 in. Value -0- Gray Sand with Rocks - ------------------------------------- 3 ---------------------- Light Gray Sand 2 -2- 3 -3- ------------------------------------- 3 ---------------------- Brown Clayed Sand 3 -4- 6 6 - ------------------------------------- 6 ----------------------- Gray Clayed Sand 7 -6- 7 13 -7- ------------------------------------- 5 ---------------------- Gray Sand Slightly Clayed 4 -8- 6 9 -9- 7 9 -10- 10 16 ------------------------------------ 9 -------- --------------- Gray Sand Slightly Silty 9 -12- with some Shell Fragments 9 18 -13- 10 11 -14 - ------------------------------------ 14 ----------- 21 --------- Water Table: 120 Below Existing Grade Job # KSM 509073-2b KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MART IN 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (661) 845-7445 C.A.: 5693 P E: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST. LUCIE (772) 229-9093 FAX (772) 589-6469 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: October 11, 2005 PROJECT NO. KSM 5090732ph CLIENT S & B Enterprises C/O MBV Engineering LOCATION Retail Development C.R. 510 and C.R. 512 (N.W. Comer) Sebastian, Florida PH-2, See Attached Location Plan SAMPLE DESCRIPTION = Light Gray Sand DEPTH @ SAMPLE LOCATION = 18 Inches (Sample Taken Horizontally) LENGTH OF SAMPLE ALONG PATH OF FLOW = 5.5 Inches DIAMETER OF SAMPLE = 3 Inches QUANTITY OF FLOW 325 Milliliters TIME INTERVAL OF TEST . = 10 Minutes DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE 19Y2 Inches THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS THE COEFFICIENT OF PERMEABILITY= 10.9 FEET/DAY KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTEN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 P.E.: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 ST. LUCIE (772) 229-9093 FAX (772) 589-6469 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: October 11, 2005 CLIENT S & B Enterprises C/O MBV Engineering LOCATION Retail Development C.R. 510 and C.R. 512 (N.W. Corner) Sebastian, Florida PV-2, See Attached Location Plan SAMPLE DESCRIPTION DEPTH @ SAMPLE LOCATION = Light Gray Sand PROJECT NO. KSM 509073-2pv 18 Inches (Sample Taken Vertically) LENGTH OF SAMPLE ALONG PATH OF FLOW = 5.5 Inches DIAMETER OF SAMPLE = 3 Inches QUANTITY OF FLOW = 260 Milliliters I TIME INTERVAL OF TEST =. 10Minutes . DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE 19 Y2 Inches THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS THE COEFFICIENT OF PERMEABILITY = 8.7 FEET/DAY i M W. -Mew, �7 y. rr kq rr zil ?TO% all I WR, o, h in Sol AS its f a Sly yl j; 1- _Q fill VL 10- now - vz' rhet QQ lost, 14 AR AMM�Tfvdv ---- lh OR V WA Tam rid by NAST Ql4 ji T_ t 5900 1eut R. IT r ` �e i ("� t' (wi �' 1 �,i t i. 1"Aw A. A. zw Appendix R Other Miscellaneous Backup (te Paths, Soils Survey, Mannings Table, Curve Number Sheet, Rainfall Maps) • r�S�a�i3+ t t r.r t't t r•r All f �B vi. i:. 4;. i G fL 8f0 gSQ �� �� f �.� ¢ R. 2 I fill RA r�PY 4 10 i tr 4 Q } g RETAIL DEVELOPMENT CORNER OFCR610/612 PAVING, GRADING j�(js>j( coNsuLsrN� ENOINEERiNfl MOIADOMES MLAMMAR&ASSOCtATES p�� N AND DRAINAGE PLAN Iwo omwmes u ♦ ns . u owwewr aas w+ +ems p cowl w1a coum. Rom un.umuw� vaio,wxnaia�mo om++.an. rewe ,-.,a .Advanced Interconnected Channel. & Pond Routing (ICPR Ter 2.10) (31 Copyright 199.5, Streamline Technologies, Inc. COUNTY ROAD 512 DRAIHAGR MIX ,- KW ANNUAL MgUENCY 24-HOUR DURATION s Existing ConditionDATE:10/31/97 = „ `:`•t f •-> . ' t n S •. Basin Summary - 02YR-24Rt#tt##t#ttt�ftttt�rt#tt�ft�t#t#ttt . - • - ..�� i:SiY}•. - .. -t.2 i ;. z'<•: ri',F-l. ;.. s - �tiY DCIA ($}: 0.00 0.00 Time Max (hrs): 12.06 12.11 ' glow Max (cfs): 4.98 3.16 Runoff Volume (in): 3.50 3.58 . Runoff Volume (cf): 28304 - 22200 fii Basin Mane: ES149 , BSA3-7DH Group Name: CR512-SC CES12-SC Bode bane: HSA4U HS13-7D Hydrograph Type: OH - UH :BS13-7DS } BSC3U #'l-BSC3UH CU512-SC CR5124C CR512-SC NSA3-7D Nsdu NSC39 UN UH I ON Unit Hydrograph: U1256 U1256 Ug256 Peaking Factor: :' 256.00 . '256.00 • 25C Spec Time • Inc (ain): 8.18 12.02 I11:28 Comp Tile ine (lain):`, 8.19' 12.02 1•11728 Rainfall File: •' ELROD ' ELROD FLHOD Rainfall hount (it): 4.94 4.90 Storn Durafion (hr): 24.06 24.00 Z QO .. Status: OFFSiTB OFFSITB OPFSITE file of Cone. (tin): 61.40' 94.18 33 LTime (hr)-. 4,40 0.00 '' ' 0'00 area (acres): 35.Z4. 1.49 ' 0:71 Vol of Unit Hyd (in): 1.00 1.00 i;o0 Curve Humber: 79.65 76.50 DCiA ($): 0.00 •0.00 raoa Time Max (hrs): 12.69 13.03 IZ 98 F16V lax (cfe): •-26,26 -0.15. '0:44 Aunofi" Wome (in): 2.77 2.49 lA Runoff 70110e (cf): 354088 * 13464 7404 '12 "3:36 �7814 . '''tfB256 256:00'= 11.62 FLHOD 1.90 24.40 OFFSITB ..87.16 1.2z .1.00.: 79:3Q; .x0.t.04 i'T�•d !' b. 12:38 • ;13 12109 Basin Bane: BSC3DJf TIME BSC2UB , BSC2D_ Group Dane: CR512-SC CR512-SC CRETE CR512=SC ` CR5I2=SC` Rode Bane: RSC3D ISM ISC29 HSC29 . KSC2D Hydrogiaph Type: UH UH UK •UH UN Unit Hydrograph: 0056, 0256 UH256''. UH25 D0Z56 K - ' Peakin Factor: g 256.00 256.04 25644`' a '""2560. r" •_ z:. ` .256:G4 _ Spec file Inc (min): 19.68 22.21 10.0 , 1:33 • ` 50.1Q Comp Tile Inc (lab); 15.00 15.00 10 44 L33 15.00 ainfall-File: ELROD' ELROD ELROD ELROD ELROD.;. .eihfall Amount (in): 4.90 4.90: 4.90 '.' _. 4.94 `":, ; 4.90. • . Stork Nration (hr): 21.00 24.00 24:00 `' 24.Q0. `' 24.04 ` Status: OFFSITB OFFSITS OFFSITE OFFSIf& OFFSIT8 fine of Couc. (Zia): 147.60- ' 166.62 78.32 10.06 -375.83 ` -0.00 ,. ' 0.00 0:00` , .i 12.41'`; - 12.20 "..12.28', ` 4.72 ;.: 15.29 10.03 -4.64 ����•` 3.18;''` 3.17 y ` 58426 '::3 ' 124350 86233 ;, r F • � i(Fj�Axi'}(/ij(.1. t'{v'a�({ � Az. (50.0 OCR . �r;4 ivy:f �..+.�� t��"+'' ,.+,n'e; :. �•c. -00 Sli rttr,+ .,t, .ink •Y�� inn•' d d ' 2� .r.' '4�d ; Y tj'�•' :.h-�,� i:r"P•p .. .}j�l�y.,��'ft�c'�jt '.'tS+4Y.'�h{;� t,3 : r�.7 1arY3. Y Advanced Interconnected Channel 4 Pond Routing (ICPR Ater 2.10) Copyright 1915, Streamline Technologies, Inc. COUNTY ROD 512 DRIINAGE SYSTEM BEAN ANRUIL FREQUENCY, 24-HOUR DURATION Existing Conditions "DATE:10/31/97 }}}} }# } Basin Smary - 02YR-241 __ Lag Tine (hr)w� w . --•__ 4.000 00 0.00 Area 2;10 2.06 I:71 0.00 0.32 0.00 0.00 (acres):' 5.57 qoi of Unit Hyd (in): 1.00 1.00 00 ._ .. 1.00 -�' .:.1.00 Curve Yoder: 75.55 14.90' ; •75.45 77.50 :,�:, 96.30 u DCII (t): 0.00 0.00 =,0.00 ;:: t 0.00 t:=3.0.00 Ti$e Haw (hrs):. flow Haw (cfs): Runoff Yolue (in): Runoff Volute (cf): Basin Nate: Group lane: Mode Name: Hydrograph 'type: Unit Hydrograph: Peaking Factor: Spec live Inc (tin): Camp Me Inc (min): Rainfall File: Rainfall honnt (in): Story¢ Duration (hr): Status: Tilt 4f Conc. (Si*. bag Tine (hr): ,Area (acres): Yal:of Unit lyd (in): Carve Nusber: DCU M: TUe In (hrs):•- flow tax (cfs): Runoff yolu,ee (in): Runoff Yolue (cf): 46141laze: Group lase: Node Name: Nytlrograph Type: Unit Bydrograph: Peaiciag Factor: Spec Time Inc (tin): Comp Tzme Inc (2h): Rainfall File: 13.75 14.00 12.88 0.70 -31 0. 2 2.41 T. 36 2.40 18389 17637 `,`' 14894 Bel SSPBNDRY BSI 9 CR512-SC BASE CR512:85 RCl SPBNDRY 19U UH UH ` UB W56 UB256 4`0256 .256.00 256.00 ::256.00 50.80 49.04 >11.i3 •�a 1. a� 15.00 15.00 FiXOD MOD 4.90 4.90 : 490 24.00 24.00 00 OFFSITE OFFSITE ONSITB Y 381...'t .13 361.87 84:i5 0.00 0.00 11.63 10.69 1.00 • 1.00 " -30 .94.65 95.00 .73+90 0.00 0.00:00. :tttiFr. 16.50 16.25 12.92 3.40 3.24 11.101 4.28 4.32 2.27,. 180664 167SSI B832 C8512-ES NS32 OH W56 256.00 1.33 1.33 MOD M56 256.00 1.33 1.33" MOD 12.01 0.58 :2.58 s�rK 3040 ,,; A$20 CR512-ES ..;.v+t" f KS2009 nio VH � �UHZ56 �255�40 i6.50 v ;•z :.9ti283 ::? ,l ..,,r�. •:fit;,;:. ` I4S19-22 SvQ'tSit� SCSUT,5�. y Uff (J' `�' .�1r`= r= •!�OH256 , . '.� . '•tit..} .Yt�,..•f 256 00s{vz%4.�'w"? , ``'}�= ls+.wx+ei •• sit:$ .<,ri',.,�.�'•{,'•�•+•;, 13 (j4 03 RC . : e. :} � BS31. BS23� BS21 CR512-BS„''CR512-15. `CR512.-E3;: � NO " R'S23D; ' NS210; M56 �! M56: U1256 256.40 " , 256. 'V,- • 256.flO ; 1.33 r 6.A- 6.96; 1.33 : " 6.14 .. 6.95 FEMOD MOD MOD Advanced Interconnected Channel & road Routing (1CPR tier.2.10)' 151 .Copyright 1995, Streaeline Technologies, Inc. I COUNTY ROAD 512 DRAINAGE SYSTEN HEM ANNUAL FREQUENCY, 24-10n DURATION Existing Conditions - DIT9:10/31/97 *fftifftft Basin Suzzary - 02YR-249 - ----- - ---------- Rainfall bouA (it): -- - -------- 4.9,0 - - ------------------------- 1.90 4.90 - -4.90 - ------ - 4.90 -R Stars Duration (h* 21.00 24.00 ---.'24.00 .1 .,24.00 , 24.00 Status: ONSITE ORBITS ONSITE, A - ONS11E -OXSITE Tine of Conc. (gin): 10-00 10.00' 10.00M? 46.04 Lag Tin (hr),, 0.00 0.00 �4 0.00 0.00 o do", 0 Area (acres); 0.39 0.41 0.63 2.60`4 Vol of Unit Hyd (in): 1.00, 1.00 411.00 100 100. Curve Kober: 86.00 89.45 fl'41.20 'fj='41.20 MIA .0.00 0.00 0.00 0.00 0 00 A. - Time Nax (hrs): 12.04 12.04 '12.04 12.48 12.53 11011141 (1cfa): 0.92 -03-2 1 0.84 0.60 12.43 Ruoff Volum (in): 3.37 3.72 .1.91 v '-kl 91 3.10 Runoff Volume (cf): 4775 3242 - 4338 4-.!"6659 `29236 Basin lane: BS20 BS35 IS34 iS3W :A:j Group Noe: CR512-ES CR512-IS CRW-SS CRW-ES CR512-Es lode lane: IS* X335P NS34 IND XS29D Hydograph Type: UK BE BE .01 BE Unit 1jdto4rapk: JU1256 90256 U9256 U1256 U4256. Pealing Factor: 256.00 256.00 256.00 256.00 256.00 ;Dec Tize Inc (sin): 1.63 1.33 1.33 4.5 ' 0 1.33 Corp Tin Inc (via): 9.63 1.33 1.33 4.50 1.33 Rainfall file: FLKOD MOD MOD FEMOD FLNOD Rafifall.boitat (in): 1.90 1.90 -4.90 4.90 4.90 Mrs Duration (hr)-. 21.10 24.00 21.00 24.00. 24A0 Ad= OISITE -OX811K OXSITZ Oults 6xi4Tz TIM of 6ac. (sin): TLZI 10.00 10.00. 33.73 0.40 Lag T* (hr): 4.00 0.00 oleo A.00 - 0.00 Area (acres): 0.78 1.09 0.22 3-.71 0.73 Vol Of Unit Iya -(14)4 Loo 1.00 1.00 1.44 1.00 Curve lobar: 81.40 -94.00 86.00 11.60 71.80 DCIA (j): 0.00 0.00 0.00 0.00 0.0.0 Tizi lax (bats): 12.84. 12.61 12.04 12.29 12.01 #10i Iiii (di).- 0.59 3.0*5 .0.52 C34 1.34 gooff,vollime (in): 3.12 4.21 3.37 2:95 2.61 How. volot (cf): 8824 16650 2693 40384 6912 Bails, Naga: ISIAD 8831U SM BS3E B3179 ,,romp late: C1512-M CR51 CR512-ES Z-ES BASH R51248 Ide Noe: IS31D xS3AU` X33U XS3D 15179 lydr . ograph Type: Uff. BE BE UR BE Unit. lydrograph: U1256 CH256 UR256 M56 UR256 .7;4 t Advanced Interconnected Channel & Pond Routing (ICPR Vei 2.10) (6) Copyright 1995, Streamline Technologies, Ine. COURTT ROAD 512 DRAINAGE SYSTEH BAR MMUAL FREQUENCY, 24-HOUR DURATION Existing Conditions DATEr10J31J97 ###1###### Basin Swary = 02YR-24$ ############# ##########################f## Peaking Factor;~ 256.00 ' 256•QQ ' `: 256.04 .r :, 256,04�z=�F"256.00 Spec live Inc (sin): 1.33 Camp Time Inc (Bin): 1.33 1.92 ,_: ' 'S.49 , . : 5.90 ,`, , ' 6.83 Rainfall File: MOD MOD ,:; : 'FLMOD ,,,: MOD ;= MOD = > Rainfall ABount (in): 4.90 4.90 , MV 4.90 4.90 Store Duration (hr): .24.00 24.00:,'24.00 }€;,: 24.00,{,24,00 ' Status: OMITS OFFSITE ,: UNSITE y r, ASITS Tine of. Cone. (ain): 10.00 14.40 .41.17 . " =;44.28 .,_ • ° 51.25 r tn. .Lag Tile (hr): 0.00 0.00 :} 0.00 0.00 0.00 Area (acres): ( } 0.92 3,84 1-.37 ,',1.98 . - : 2:7Q • n' : s' _ Vol of Unit Epd (in): 1.00 1.00 :' ' 1.00 , 1.04 ;. . Carve Husber: 76.50 �; ::1.00 76.90 75.80 ;, :84,90 . F :87.50 DCIA ($): 0.00 0.00 0.00, 0.00 , 0.00 ; i i.Yx .4•�: •v t1n 11. TiBe Man (krs): 12.04 12.10 12.44 12.40 12.53 flow .Mar (cfs): 1.62 5.85 1.14 2.15 2.90 Runoff Volume (in): 2.50 2.53 '-".4.43 , a ?.26 Runoff Volume (cf): 8334 35266 •I2196. `_ 23437., -•,,344$4 • - :i 't ,tilt:i: ��•�.,�p. ='-„?3..:I.r�� Basin We: S17D y !•Zit: Group Bane• CR5I2-E8 . Robe mane: KS17D .Hydrograph Type: UH 945 f' ;i, Unit Rldrograph: 91256 Peaking Factor: 256.00 F; ,.;��:Yj ; i.b1� . • ..., ,;:: 'Spec fine • ,�',P£.i' '.�3'itr �y `;S. '�y ' �ngob Inc,ems} r��ilkCr � �� 1 98 !�•' •r : Rainfall File: MOD An iuut (in): 4.94 A`Ra/i�sfalF�l ots D"itiou (hr): 24.00t •y i�k•y �r .• .�. .lf kl' states:. a slrE =Yi t:. ; $a :. s .•S Tate of Cone. (da): 14.84 r: Lag. Vxe (hr). 0 Area. (acres):WV k` Yo1,,of, Hpd (in): • 1.00 . • • .. '. ," � v- �� : a ' - ` {Unit ' Cme Kuaber: 78.00 0.04 Tine lax (hrs): 12.10 6w, Nax (cfs): 2.3 Iuaoff Yore (ill: Runoff VoIuke (cf): 14008- • . ,S. y M s S!L VCR Ci- f� _ //�f AtC 172i•1 _..; ..:, ot 1 I «.�� ( • \ .ir. �. t •... �yI ^..•,.. t,. .t,y r�. wM•"+•: ,•r•'� :« feel! FLus29p .. ,. fit.. y'i,�`'s•: »�».�' •� 4� :ram ..�'• ::t++•. .•. .. _ s'rl.` r,-ram',':': :..�.,.,�y;: +C.•y{�,� n�•�>t r�•.- ?�,. ie" 3.v 2 8 GHQim Table 5-4 OVERLAND FLOW MANNING'S n VALUES Recommended Value Range of Values Concrete .011 .01 - .013 Asphalt Pa 5T--;;, . 0 12 .01 - .015 Bare sands .010 .010 - .016 Graveled surface a .012 .012 - .030 Bare clay -loam (eroged) a .012 .012 - .033 Fallow (no residue) 05 .006 - .16 Chisel plow (<1/4 tons/acre residue) .07 .006 - .17 Chisel plow (1/4 - 1 tons/acre residue) .18 .07 - .34 Chisel plow (1 - 3 tons/acre residue) .30 .19 - .47 Chisel plow (>3 tons/acre residue) .40 .34 - .46 Disk/Harrow (<1/4 tons/acre residue) .08 .008 - .41 Disk/Harrow (1/4 - 1 tons/acre residue) .16 .10 - .25 Disk/Harrow (1 - 3 tons/acre residue) .25 .14 - .53 Disk/Harrow (>3 tons/acre residue), .30 No till (<1/4 tons/acre residue) 04 .03 - .07 No till (1/4 - I tons/acre residue) .07 .01 - .13 No till (1 - 3 tons/acre residue) .30 .16 - .47 Plow (Fall) .06 .02 - .10 Coulter .10 .05 - .13 Range (natural) .13 ol - .32 Range (clipped) .08 .02 - .24 Grass (bluegrass sod) .45 .39 - .63 Short grass praire a .15 .10 - .20 c Dense grass Pali -7.24 .17 - .30 c Bermudagrass Al .30 - .48 Woods (vah'-r VN"R6AV.';w) qf2r- .45 a Woolhiser (1975). b Fallow has been idle for one year and is fairly smooth. c Palmer (1946). Weeping lovej�iass, bluegrass, buffalo grass, blue gramma grass, native grass mix (OK), alfalfa, lespedeza. Note: These values were determined specifically for overland flow conditions and are not appropriate for conventional oven channel flow calculations. See Chapter 7 of this volume for open channel flow procedures. Mzp�� Chapter 2 Estimating Runoff Technical Release 65 Urban Hydrology for Small Watersheds Table 2-2a Runoff curve numbers for urban areas v Cover description Cover type and hydrologic condition Fully developed urban areas (vegetation established) Average percent Impervious area W A Open space (lawns, parks, golf courses, cemeteries, etc.) V. Poor condition (grass cover < 50%).......................................... Fair condition (grass cover 56% to 75%).................................. Goodcondition (grass cover > 75%)......................................... Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-of-way) ............................................................. Streets and roads: Paved; curbs and storm sewers (excluding right-of-way) . ........................... Paved; open ditches (including right-of-way) ......................... Gravel (Including right-of-way) ............................................. :... Dirt (including right -of -way) ...................................................... Western desert urban areas: Natural desert landscaping (pervious areas only) At ..................... Artificial desert landscaping (impervious weed barrier, desert shrub with 1- to 24nch sand or gravel mulch andbasin borders)...................................................................... Urban districts: Commercialand business................................................................. Industrial..................... :....................................................................... Residential districts by average lot size. 1/8 acre or less (town houses).......................................................... 1/4 acre................................................................................................ 1/3 acre................................................................................................ 1/2 acre ................................................................................................ 1 acre.................................................................................................... 2 acres.................................................................................................. Developing urban areas Newly graded areas (pervious areas only, no vegetation).- Idle lands (CN's are determined using cover types similar to those in table 2-2c). Curve numbers for hydrologic soil group B C D 68 79 86 89 49 39 69 61 79 74 RA UOJ &MST 98 98 9$ 98 e--RZT 98 98 98 98 83 89 92 93 76 85 89 91 72 82 87 89 63 77 85 88 96 96 96 96 85 89 92 94 95 72 81 88 91 93 65 77 85 90 92 38 61 75 83 87 30 57 72 81 86 25 54 70 80 85 20 51 68 79 84 12 46 65 77 82 77 86 91 94 r Average runoff condition, and is = 0.29. 2 The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are directly connected to the drainage system, impervious areas have a: CN of 98, and pervious areas are considered equivalent to open space in goad hydrologic condition. CN's for other combinations of conditions may be computed using figure 23 orZ4. 8 CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type. 4 Composite CN's for natural desert landscaping should be computed using figures 2 3 or 24 based on the impervious area percentage (CN = 98) and the pervious area CN. The pervious area CNs are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CWs to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development (impervious area percentage) and the CFs for the newly graded pervious areas. (21OM T.&66, Second Rd, June 1986) 2-6 Chapter 2 Estimating Runoff Technical Release 65 Urban Hydrology for Small Watersheds Table 2-2c Runoff curve numbers for other agricultural lands l/ Curve numbers for Cover description hydrologic soil group Hydrologic Cover type condition A B C D Pasture, grassland, or range —continuous Poor 68 79 86 89 forage for grazing. v Fair 49 69 79 84 Good 39 61 74 80 Meadow --continuous grass, protected from — 30 58 . 71 78 grazing and generally mowed for hay. Brush--brush-weed-grass mixture with brush Poor 48 67 77 83 the mayor element. W Fair 36 56 70 77 Good 30 Y 48 65 73 Woods —grass combination (orchard Poor 57 73 82 86 or tree farm). fi Fair 43 65 76 82 Good 32 58 72 79 Woods, sr Poor 45 66 77 83 Fair 36 60 73 Good 30 !V 55 70 1 !7731—w— Farmsteads—buildings-lanes driveways, — 59 74 82 86 and surrounding lots. r Average runoff' condition, and is = 0.2S. 2 Poor. • <5036) ground cover orheavily grazed with no mulch Fair: 50 to 75%ground cover and not heavily grazed. Good. • > 7596ground cover and lightly or only occasionally grazed. a Poor. <W%ground cover. Fair: 50 to 76% ground cover. Good >75%ground cover. 4 Actuall curve number is less than 30, use ON = 30 for runoff computations. 6 Cgs shown were computed for areas with 60% woods and 50% grass (pasture) cover. Uther combinations of conditions may be computed from the Cgs for woods and pasture. 6 Poor: Forest litter, small trees, and brash are destroyed by heavy grazing or regular burning. Fair- Woods are grazed but not burned, and some forest litter covers the soil. Good • Woods are protected from grazing, and litter and brush adequately cover the soil. (210•VI T&65, Second Ed., June 1956) 2-7 't 3 - ? :F_" ^ Sm WHO Islas, —2 ,„ ax . �, : :: + }',, �, spar � :� •.z, +.�' '�' a �'y� r�i i143 a. I0. WOO`rTI.SI vfx t.;E k T1 x 0 C> us •'w T i .r r `42hot! .+ a too Ai,},tr�+ I ; k t a fIE '� �✓ •�i.:,v'�4 , # � t �-t �"•, n j"$,"..i �r�'�'i. , ., r5i tr rz � " ------------- r Rtver Lind 9 atr' °~�„ '., - � �. x°,„,a "x^1'•,r, ' °a. SZ - Goa • � 315iit k � a 4I z a aka L' r• .,# 3 I �b$ .s f '.e,: of r,t JI'�s..Lr i.+f :� j j '?'��,10 � � � s j,� x' Y" �•,� Li��.s �;a; i _ k "'"'wr,,ay-t s '+•° "t f"� i'S _ t sdr • p# 3 w t� ii,a i t 52 13 .S c ' AR jtlr Won Y' f.n� 6 � �• ' r a 'Ys � r" s # - ..„} [iy�y"itil f " rig,_ 17 s s.a t "' • *, s s �� ` �'�,"^7 a'"' t, � L r't 1 t f« �� M t' �` � s a r t r i 1w' II55� 3 } F. � �' :s�. • _ ,� � �t 4� �' #',. ��. F;i� x 4�"'N`w'� y tg r' 'r� � 2�' fir •4 ,S, � ? # �"'" ,"', � xG 1 's � � -via, } bye Jy, p' 're j�'`� j ',F • j r a5 4 rl O. j( yy �, � � '" � � 'f p �, �i, 4 h .. 'dtirylPY, t ''i r ?' , c ��� I •, �� f fi '^.-e It SQ yi>rv. i ^''`' 0 6 ;' • ., �ani t - } s { aZ s r q '.f d$� # —fun57D ei `{ # '" _' a3 r -,a� ;•r «k R' � e.' -F,e P; ✓ i "'� $ c 1,#t � ^ gip¢. ae rtr a� } 5 s Cis �vt� x¢ i�ti 'Rign no" { f c f � „I Y .. ' too WAY }K, . et i] J#13Ii# It } 4 jjfp a p t t f[ t I tti t3,'#4i�lr- t a'a• a^s', e";rA Si • } .t' S pr 3 g 'r bye,,. � � t ! _ ti: pI:3 ' .. '..:}• ,r '"Y r Aa { r 3i t i� t,, , us j} MOO.' ; 4asLr `- '? t. �`t.:,n`•'l; ,a:�,'.-r%` r > z, t 3j( 'a 6 vA. Sof tl. s toy ~~r +'" z _ ,, , >e.�, s, ?'#,xM t's'»r""•a^c.?n WON PrO C ,,:.... ry •r.,;_' ref �` i d s r''.' r't i t X3 - ! 4' } ay- rti8. scan}�� t f' �r� � "; -° Ii�tlll is{I�ftl i ll3 ,tai#i ll3islli ! 4t{ ` •,,et+�t ;, 4,',n - t � -,� s x1<,*t= .t iVA1 t.t - �1 � 4' Iftrr rij 6 i 3n S1 . ,r �>egkr } •, � .a t. ,.. ,.. r,lwi..` ., }:v P9 : „{:'. bx,r e µ3c t" * ,r, t # � 6 v t' 196 SAM TABLE 17.--WATER FEATURES ("Flooding" and "water table" and terms such as "rare," "brief," "apparent," and "perched" are explAi"'.., the text. The symbol < means less than; > means more than. Absence of an entry indicates tha, feature is not a concern or that data were not estimated) I'looding Hich water fable-'-, Map symbol and Iffydrologicl soil name group I I I Frequency Duration Months Depth Kind - it 1 ----------------------- C INone ------------ I --- 1 1 1.0-3.0 JApparent Canaveral 2 ----------------------- B/D INone ------------ I --- 1 0-1.0 Apparent Chobee 3 ----------------------- B/D lNone ------------ I --- 1 0-1.0 Apparent EauGallie 4 ---------------------- B/D INone ------------ I --- I --- 1 0-1.0 1 Apparent Immokalee 5 --------------------- I B/D INone...__....__. --- 1 0-1.0 lApparent U Myakka 6 ----------------------- I B/D INone ------------ I --- I 0-1.0 JApparent Oldsmar 7 ------------------------ I A INone ------------ I >6.0 1 --- I -- Palm Beac*h 8 ------------------------ I A INone ------------ I --- >6.0 1 Paola 9 ------------------------ I D INone ------------ I --- I --- 1 0-1.0 IPerched jun--�W, Pepper 10 ----------------------- C/D lNone ------------ I --- I --- 1 0-1.0 lApparent -j Riviera 11 ----------------------- I A INone ------------ I --- I >6.0 St. Lucie 12 ----------------------- I I A None ------------ I --- I 1 3.5-6.0 I lApparent I I J9 --- Archbold 1. 1 1 1 I !A 113 ---------------------- —DI B/D None ------------ I 1 0-1.0 lApparent 1-ju WLabasso 14 ---------------------- I B/D INone ------------ I --- I --- 1 0-1.0 lApparent I dun Winder 15 ---------------------- I B/D INone ------------ I --- 1 0-1.0 JApparent I Jun Manatee 16 --------------------- B/D [Rare ------------ I 1 0-1.0 lApparent I N 11 Pineda 17.* Quartzipsamments _A is ---------------------- I B/D lNone ------------ I --- I --- 1 0-0.5 lApparent Jun�Vd Captiva See footnotes at end of table. 4.6 4X 5.0 ST.. JOHNS RIVER } �c.4 WATER MANAGEMENT DISTRICT 4D �4.2 NASSAU 3wCtct►Y+►�iNe BAKER % CiUVAL CLAY. . ST. .iRAQFORO i J04US 4.0 t r ' 42 sa...svts t PUTNAM totatka � 4'4 ALACHUA I l t FLAGsL ER . acata _m MARION t i dale�aet _ VOL,USiA LAKB L t} ' t, 4.tl: s� ssrao rttwr.t ORANGE �. 4.4 OL?LA �Jo �. POLK. E•. ---- 4.8 4.4 r 9-6' a»r:-1 1 Vftv4.....in'12:-t»«..12'