LAKE LABELLE ENGINEERING REPORT

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1 154 N. Bridge Street, LaBelle, Florida Tel: (863) Fax: (863) LAKE LABELLE ENGINEERING REPORT PREPARED FOR Lake LaBelle, LLC March 2014 PREPARED BY: ROCK ENTERPRISES, INC. Rock Aboujaoudé, PE, Reg. #50297

2 Lake LaBelle March 2014 Contents March PREPARED BY: ROCK ENTERPRISES, INC Rock Aboujaoudé, PE, Reg. # INTRODUCTION... 3 EXISTING VS. PROPOSED HYDROLOGY... 4 SOIL CHARACTERISTICS... 5 CONTROL ELEVATION... 6 CONFINING LAYER... 6 WATER USE / DEWATERING (MINING PHASE(s)... 8 HYDRAULIC MODELING FOR WATER QUALITY AND QUANTITY (RECLAMATION) APPENDIX Water Quality / Quantity Calculations 100-YR, 3-Day Hydrologic Routing Input Parameters Phase I 100-YR, 3-Day Output Report Phase I 25-YR, 3-Day Input Report Reclamation Phase 25-YR, 3 Day Output Report Reclamation Phase Environmental Supplement, March 2014, Boylan Environmental Consultants Page 2 of 12

3 Lake LaBelle March 2014 INTRODUCTION Lake LaBelle is a acre site with an existing borrow pit. This report outlines a proposal to expand same from approximately 28 acres to 53. It is identified as Parcel No A in Section 7, Township 43S, and Range 30E in Hendry County, Florida, and is located at 8050 Cedarwood Parkway approximately 3 miles east of LaBelle. Entrance to the site is from Cedarwood Parkway approximately 4/10 mile south of SR 80. It is owned and will be operated by Lake LaBelle, LLC, P.O. Box 250, LaBelle, Florida The aerial below reflects the existing 28 ± acre excavation on the north half of the site. Depth soundings were taken by the owner which demonstrate that the existing lake bottom has been excavated to varying depths of approximately feet. This information will be made a part of Hendry County s Site Development Plan Application, and the FDEP Environmental Resource Permit (ERP) Application. Prior to mining, the site was used for citrus farming. Rock Enterprises, Inc. is assisting the owner to secure an ERP from the Department of Environmental Protection. The applicant proposes to dewater excavation cells in 5 phases wherein water from each cell is pumped into previously excavated cells without any offsite discharges for storms equal to or less than 100 year 3 day storm events. The operation will include sorting, washing and processing material prior to hauling offsite. Depths of excavation will be in accordance with construction plans, which limit same to two feet above the apparent confining layer. After mining is complete, a conventional control structure is proposed consistent with the South Florida Water Management (SFWMD) Basis of Review (BOR) criteria and as part of the reclamation plan. Hydraulic modeling using EPA s SWMM 5.0 computer software is utilized for determining the maximum stages for design. An environmental assessment and protected species survey was conducted by Boylan Environmental Consultants, Inc., a copy of which accompanies this report. The proposed construction will not impact any jurisdictional wetlands. Page 3 of 12

4 Lake LaBelle March 2014 EXISTING VS. PROPOSED HYDROLOGY The site is completely surrounded by Port LaBelle subdivision which is a part of a Chapter 298 Special Drainage District known as Barron Water Control District (BWCD). However, this site is an outparcel and not a part of the District, and its surface area is separated from same by a perimeter berm. There is no interaction of surface water between this property and surrounding areas. The site does not provide historic basin storage nor is it located within a flood plain. The schematic below is taken from BWCD s water control plan, which reflects drainage boundary divides. One of them is along the south property line suggesting no offsite inflows through the subject property. This is verified with field observation. Additionally, the same BWCD plan shows existing conveyance ditches. One of which traverses the NE corner of the site. This was also verified and is reflected on the topographic survey. Reclamation plans, which are a part of the construction drawings, propose using said swale for an outfall for the ultimate development. Permit # P was issued by SFWMD on July 22, 1998, for the construction and operation of a 38 acre borrow pit within a 40 acre project area. This application proposes to expand same to a 53.7 acre borrow pit within the acre site. The existing perimeter berm is designed to prevent storm water discharges during mining activities for less than 100 year three days storm events. Groundwater from each phase is proposed to be pumped from one cell into the previously excavated cells via a diesel powered hydraulic pump and recharge trenches. Recharge trenches shown on the construction plans create a hydraulic barrier between the artificially lowered water table in the borrow area and the surrounding properties. Page 4 of 12

5 Lake LaBelle March 2014 After mining is complete the project is proposed to be developed into a small housing neighborhood. At such a time, a control structure is proposed to discharge at a rate equal to pre-development rates, or 30.1 CSM (per SFWMD s Volume IV, Appendix 2) for a 25 year 3 day storm (see attached Calculations per Basis of Review). The project proposes a Type C modified inlet. SOIL CHARACTERISTICS Soil conditions are identified on the Hendry County map and the table below: Soils Page 5 of 12

6 Lake LaBelle March 2014 CONTROL ELEVATION Storage within the borrow lake begins at the Control Elevation. The water table in the soils described above as approximately 10 inches (0.83 ) below grade. This is consistent with the currently established wet season control elevation of 17.3 NGVD as established in SFWMD permit No P at 17.3 NGVD. CONFINING LAYER Universal Engineering performed four boring tests on site and established the confining layer to be as shallow as 22 feet and as deep as 38 feet below grade (see excerpt chart below). This was taken into consideration as the depth of each phase was established at a minimum of 2 above the confirning layer. B-1 B-2 B-4 B-3 Boring Soil Description Depth Below Existing Grade (ft) B-1 Gray-green clayey sand with Shell fragments 38 B-2 Dark green clayey sand 27 B-3 Light gray clay 22 B-4 Green clayey sand 33 Page 6 of 12

7 Lake LaBelle March 2014 Figure 4 below is an excerpt from TP 88-12, 1988 which reflects the location geologic control wells and hydrostratigraphic cross section. Note cross section A-A below: SITE SITE Page 7 of 12

8 Lake LaBelle March 2014 WATER USE / DEWATERING (MINING PHASE(s) A concurrent water use application is being submitted for dewatering activities to SFWMD. In Hendry County, the majority of fresh water aquifers are comprised of the water table aquifer, the lower Tamiami aquifer and the sandstone aquifer. The water table and lower Tamiami aquifers occur within the Surficial Aquifer System. These aquifers are separated from each other by confining layers called the Tamiami confining zone. In western Hendry County the confining zone is absent and the sediments that make up both aquifers are hydraulically connected. In these areas the Surficial Aquifer System acts as a single unconfined aquifer. Ground water at this depth is classified as G-II per FAC The applicant does not propose any additional domestic water or waste water services for the proposed mine. The proposed office will be served by an existing onsite well and waste water system will be permitted separately. The schematics shown below for Phases I & II, demonstrate that storage increases after each phase making Phase I the most restrictive. Hence no modeling is necessary for phases II through V. Phase I Excavation Page 8 of 12

9 Lake LaBelle March 2014 Phase II Excavation Seepage Flow into the Pit Assuming (conservatively) that the water table elevation in the recharge trench and the dewatering area is at the maximum design elevation, the following method, which is based on Darcy s Law estimates seepage into the pit. Q (pit) = x 10-5 x Kp x A x Gh where: Q is cubic feet per second (cfs); x 10 th is a conversion factor from cubic feet per day to cfs; Kp is the coefficient of permeability (or hydraulic conductivity); A is the aquifer flow area = B (width) x Y (Aquifer thickness); and Gh is the hydraulic gradient = H/L. When applied to our conditions: On a project northwest of the site (Alban-Gould) used a Hydraulic Conductivity of 67 feet 3 /day/ft 2. Aquifer thickness is estimated at 25ft, based on Fig. 12 above, and geotechnical investigation showing a variable depth to the confining layer Perimeter of above ground seepage back into the pit is shown below and is approximately L(1) = 1,775 where the hydraulic gradient is 20/79 and L(2) = 230ft where the hydraulic gradient is 20/74. Page 9 of 12

10 Lake LaBelle March 2014 See next page Page 10 of 12

11 Lake LaBelle March 2014 Accordingly, Q (1) = x 10-5 x 67 x (1,775 x 25) x (20/79) = 8.7 cfs, and Q (2) = x 10-5 x 67 x (229 x25) x (20/74) = 1.3 cfs Q (1) + Q (2) = 10 cfs = 4,488 gpm It is recommended that a pump capable of dewatering 5,000 gpm be used with a backup pump for emergencies. Note, if our assumptions are low and more water needs to be removed, that will translate into less dry excavation (upper strata) and more wet excavation (lower strata). RETENTION AREA PERCOLATION RATE (PHASE I) Assume a steady-state pumped inflow into the retention area versus percolation rate into the water table and surrounding areas. This exercise determines seepage into the water table at various stages. h The perimeter berm around the retention area for Phase I not including the levee separating the retention area from the pit is L = 6,255. Q (ground) = x 10-5 x Kp x A x Gh Q (g) = x 10-5 x 67 x (6,255 x 25) x (h/15) The computer simulated model reflects the values derived above as follows: Page 11 of 12

12 Lake LaBelle March 2014 Steady state flow into the pit, 10 cfs Discharge (seepage) from the retention area is reflected in the following table: Elev. Stage h (ft) Ground seepage (cfs) The 100 year, 3 day storm is Control elevation is at The perimeter berm is proposed at 21.5 to provide 3 feet of freeboard. Modeling reflects maximum stage in the retention area with the pump on at This is an acceptable condition. HYDRAULIC MODELING FOR WATER QUALITY AND QUANTITY (RECLAMATION) During mining activities, water quality is not of concern because storm water shall be retained onsite for storm events equal to or lesser than the 100 year 3 day events. After mining is complete, the site is proposed to be reclaimed as a low density 15 home subdivision. Impervious surfaces associated with such a low density project will not exceed the required 1 detention over the entire site for water quality. It is understood that the ERP is expected to be modified at the time of reclamation when a more detailed design will be proposed but we design and propose an outfall structure to ensure a positive gravity outfall at the time of reclamation. Accordingly an outfall control structure is proposed for the reclamation phase such that water quality volume is detained below elevation 17.42, which is 1 of water (or 6.25 acre-feet) over the entire site. Runoff from the 25 year three day storm will stage up to 18.32, see calculations attached. Also attached to this report are hydraulic routing reports for the 100 year three day storm with zero discharge for excavation Phase I and a 25 year three day storm with allowable discharge for the reclamation phase. Page 12 of 12

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14 Prepared by: Rock Aboujaoude, PE Lake LaBelle, Hendry County Printed on : 4/7/2014 I. Given and proposed parameters for the reclamation plan A. Acreages 1. Total = AC 2. Impervious a. Building (roof) = 0.07 AC b. Roads and parking = 0.36 AC 3. Lake (at C.E.) = AC 4. Pervious = AC B. Minimum elevations 1. Roads and Parking = NGVD 2. Floors = NGVD C. Allowable Discharge = CSM = 3.52 CFS Project is in the Caloosahatchee Basin (C-43) where the peak discharge is established by District as 30.1 csm. D. Water level elevations 1. Average wet season water table = 17.3 NGVD 2. Receiving body, Caloosahatchee via BWCD ditches = 3.5 NGVD E. Design storm rainfall amounts 1. Roads (10-year 1-day event) = 5.5 in. 2. Design (25-year 3-day event) = 9.0 in. 3. Floors (100-year 3-day event) = 11.8 in. II. Design Criteria A. Quality 1. If a wet detention system, then whichever is greater of a. The first inch of runoff from the entire site or b. The amount of 2.5 inches times the percentage of imperviousness. 2. No Pretreatment is necessary since no maintenance is proposed onsite. 3. System shall be designed to discharge less than 1/2" of WQ volume per day. Page1 of 7

15 Prepared by: Rock Aboujaoude, PE Lake LaBelle, Hendry County Printed on : 4/7/2014 B. Quantity 1. The allowable discharge for the basin in which this project is located is 30.1 csm for a 25-year 3-day storm CFS 2. First floors are desired to be no lower than: NGVD 3. Centerline of roads are desired to be no lower than: NGVD III. Computations A. Quality 1. Compute the first inch of runoff from the developed project: = 1 in. x.total site ac. x (1 ft/12 in.) = 6.25 AC-FT. 2. Compute 2.5 inches times the percentage of imperviousness: a. Site area for water quality pervious/impervious calculations only = Total project - (water surface + roof) = AC. of site area for water quality pervious/impervious. b. Impervious area for water quality pervious/impervious calculations only = (Site area for water quality pervious/impervious) - pervious = 0.36 AC. of impervious area for water quality pervious/impervious. c. Percentage of imperviousness for water quality = Impervious area for water quality/site area for water quality x 100% = 2% Impervious d. For 2.5 inches times the percentage impervious = 2.5 in. x percentage impervious = 0.04 Inches to be treated e. Compute volume required for quality detention = inches to be treated x (total site - lake) = 0.08 AC-FT. required detention storage is the greater of 1" over the site or 2.5" over impervious. Since the proposed system is wet detention, no volume reductions are proposed. Page2 of 7

16 Prepared by: Rock Aboujaoude, PE Lake LaBelle, Hendry County Printed on : 4/7/2014 B. Computations for Soil Storage (SCS Curve Number) 1 Compute Pervious/Impervious (P/I). Impervious = 72% Pervious = 28% 2 Compute Soil Storage and SCS Curve Number. a. Depth to water table 1.20 FT b. From Basis of Review, it appears 2.5 inches of moisture can be stored in the soil column beneath pervious areas. Cumulative Water Storage Depth to Water Table 0.6 in 1 ft 2.5 in 2 ft 6.6 in 3 ft 10.9 in 4 ft Interpolate ft c. Ground storage under pervious areas = 0.98 in. x (1 ft/12 in.) x pervious area 1.71 AC-FT d. Equivalent soil storage, S = (computed ac-ft above) x (12 in./1 ft))/total site area 0.27 Inches e. SCS curve number, CN = 1000/(S + 10) SCS Curve No. C. Project Surface Storage 1. Assumptions a. Storage begins at a control elevation which is the given average wet season water table elevation of b. Storage is computed from contour lines using ACAD PROJECT SURFACE STORAGE DEPTH ELEVATION AREA IN FEET AREA IN VOLUME VOLUME (AC- ACRES (CF) FT) ,335, ,369, ,119, ,174, Interpolate Water quality 6.25 Interpolate Total Runoff Page3 of 7

17 Prepared by: Rock Aboujaoude, PE Lake LaBelle, Hendry County Printed on : 4/7/2014 D. Control Structure and Weir Design Set Weir Crest Elevation to store required water quality vol. This is 0.22 feet above control Acre-Feet E. C.S. Weir Crest and length 1 Runoff from the 25 year three day storm, Q = (P-0.2S)^2/(P+0.8S)= 8.7 Inches 2 Volume of Runoff = Q x 1/12 x Site area 54.2 Ac-Ft 3 Maximum design head based on zero discharge Table B2 shows this volume is expected to stage at elevation: This is: 1.02 above control elevation This is also the zero discharge state for the 25 year three day storm event. 4 Weir Length Q = 3.13 LH (1.5), therefore L= Q all./(3.13xh^1.5) = Ft 1.10 Feet F. C.S. Discharge Weir 1 Water Quality discharge should be limited to discharging 1/2" of the required detention in 24 hours or 0.5 X (6.25)= First, try a triangular orifice Q = 2.5 x (tan (θ/2)) x (H)^2.5, or 3.12 AC-FT 1.57 CFS θ = 2 x tan-1 (0.492 x Q/(H)^2.5) θ = 2 x tan-1 (0.492 x 1.57/(0.12)^2.5) H = θ = 179 degrees tan (θ/2) = (X/2)/0.12 ft X = 2 x (0.12 ft x tan (179 /2)) X = 25 ft - will not fit into weir. Second, try a rectangular orifice Q = 3.33 (b h) h^3/2 where q = flow rate (ft3/s) h = head on the weir (ft) b = width of the weir (ft) for Q = 1.57 cfs and h = 0.12 ft b = 11.36' This length will allow more discharge than is allowed, therefore, Allowable discharge criteria will govern design. Page4 of 7

18 Prepared by: Rock Aboujaoude, PE Lake LaBelle, Hendry County Printed on : 4/7/2014 Using the formula for rectangular orifice discharge, Where: h = h 1 - h 2, differential head C d = 0.61, as determined experimentally A = 1.29 SF After several iterations using SWMM, an orifice 4" high and 2.5' wide yielded acceptable discharge. The pond elevation did not return to its original control, but given the pond size relative to the project, 0.08 feet is considered negligible. See SWMM model input/output report for final design Below are values derived from Darcy's equation to estimate seepage into the pit during phase I and into surrounding ground water table. These values were used as input in SWMM. Q (ground) = x 10-5 x K p x A x G h x 10^ Kp B 6255 A Y 25 h 2.2 Gh 0.15 L 15 Q (cfs) = B and h are different variables for Phase I and Reclamation yielding the results below. Phase I Ground seepage (cfs) Elev. h (ft) Q (cfs) Page5 of 7

19 Prepared by: Rock Aboujaoude, PE Lake LaBelle, Hendry County Printed on : 4/7/2014 Site location 25 Yr - 3 Dy =9" Page6 of 7

20 Prepared by: Rock Aboujaoude, PE Lake LaBelle, Hendry County Printed on : 4/7/2014 Site location 100 Yr - 3 Dy =11.8" Page7 of 7

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