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850 SEMINOLE RD - DRAINAGE CALCULATIONS w lip------ Drainage Calculations For Atlantic Beach Public Safety Building Prepared By: Baker Klein EKGlhkf,PP iii 1334 Walnut Street,Jacksonville,FL 32206 `�owlet,/ 1 `%•• g p.K E ���/,. Bobby L. Baker �..�\./..•* E 4 /�% FL Reg.No. 70823 :0•-• _m . * F :z_ October 1, 2015 Q v • . .: es/ 40 '. .4' . F o.• Qom,s. ,0�eite�iE S S1 O• ,``�� sIIt _ � t 4 4 Table of Contents I. Design Narrative II. Project Information III. Development Conditions a. Pre Development b. Post Development IV. Stormtech Chambers Spreadsheet V. Storm Underdrain Calculations VI. Storm Sewer Pipe Calculations VII. ICPR Modeling a. Pre Development ICPR i. Nodal Diagram ii. Input Report iii. Basin Summary Report iv. Min/Max Report b. Post Development ICPR i. Nodal Diagram ii. Input Report iii. Basin Summary Report iv. Min/Max Report VIII. Pre/Post Summary Table IX. Geotechnical Soils Report a. Revision Letter—Permeability Test b. Revision Letter— Seasonal High Water Level I. Design Narrative Project Name Atlantic Beach Public Safety Building Project Location 850 Seminole Rd., Atlantic Beach, Florida Project Description The proposed project consists of adding 6,600 square feet to an existing building on the site. The existing parking area will be repaved and redesigned to accommodate the new building floorplan.An offline,underground stormwater pond will be installed using Stormtech chambers to accommodate for the storm runoff.The runoff will be collected through Type C inlets in the parking area then discharged into the creek located to the south of the building. x . i II. Project Information Vicinity Map MY Sl t 5 4P I' ,Ztn s, 8 laclt6n Rd A 1.,Ms.pv .. St 6 Q { fmeet,Rd ti tttn st 5 A Ittn St �t 11th St o �' Donner Rd ,� tan st Vte 7.tr,St E Srifrn Dr x tOU+ V. . R ` N� St 7jN St ck Ln Am' S w Stn R Banda Rd s 5 4 b Rd 4 - Rua Rd r. V i ya=a Rd � o o-D Plaza Rd r, Plata RQ Rd Q 4 8th St V. �ra•t 9 ¢ e Peen Dr V 71 .. 3 - G 7tn St 5 g 7z fare t. [n 60,St p D c S S�St Q a• c,1tltss Dr 32 A ç �,t. oat'p y St 5 Z N e• 7 °tcCa Cv S C i C2 o .... 3rd St hYt y n n 2nd St e1st St 15.t St A Mg On ..44,4 ? Anesn St o 0 4 ;-, 0 4 , Atlantc Blvd CD Atlantk Blvd '0 C� A Lemon St two"St i M � • • III. Development Conditions ATLANTIC BEACH PUBLIC SAFETY BUILDING CURVE NUMBER &TIME OF CONCENTRATION PRE-DEVELOPMENT DRAINAGE AREAS DESCRIPTION: Pre Development Drainage Basin 1.06 ac. NODE NAME: Basin Pre 1 CN: Ac. Land Cover Soil Type SCS CN %o Weight% 0.33 Pervious Area C,? 31.1% 20.8 0.73 Impervious Area 68.9% 67.5 100.0% Area: 1.06 QS Weighted SCS CN = I 88 Tc: Dist. (ft) Vel. (fps) Time (min.) Overland flow(slope=0.5%) 10 Time of Concentration = 10 min. or I 0.17 Ihrs. Say min. ATLANTIC BEACH PUBLIC SAFETY BUILDING CURVE NUMBER&TIME OF CONCENTRATION POST-DEVELOPMENT DRAINAGE AREAS DESCRIPTION: Major Drainage Basin 0.449 ac. NODE NAME: Basin Post 1 CN: Ac. Land Cover Soil Type SCS CN % Weight % 0.017 Pervious Area A 3.8% 2.5 0.432 Impervious Area cj3 96.2% 94.3 100.0% Area: 0.449 Weighted SCS CN = I 97 Tc: Dist. (ft) Vel. (fps) Time (min.) Developed 10 Time of Concentration = 10 min. or 0.17 hrs. Say 10 Minutes DESCRIPTION: Major Drainage Basin 0 611 ac. NODE NAME: Basin Post 2 CN: Ac. Land Cover Soil Type SCS CN %° Weight 0.285 Pervious Area A 67 46.6% 31.3 0.326 Impervious Area 98 53.4% 52.3 100.0% Area: 0.611 OK Weighted SCS CN = I 84 Tc: Dist. (ft) Vel. (fps) Time (min.) Developed 10 Time of Concentration = 10 min. or 0.17 hrs. Say 10 Minutes I U ATLANTIC BEACH PUBLIC SAFETY BUILDING CURVE NUMBER&TIME OF CONCENTRATION POST-DEVELOPMENT DRAINAGE AREAS Pervious/Impervious Area Calculations 1 06 ac. CN: Land Cover S.F. AC. Lawn Area Side Parking 1093 0.03 Main Parkin 4234 0.10 Sidewalk 2064 0.05 Building 5000 0.11 Total New Impervious 12391 0.284 Existing Demo Impervious Area 10003 0.230 New Net Im•ervious Area 2388 0.055 4 ATLANTIC BEACH PUBLIC SAFETY BUILDING POND CONFIGURATION Pond Elev. Pond Area Vol TOP 6.63 0.051 6.22 0.045 6.13 0.043 4.88 0.011 4.80 0.008 BOT 4.30 0.00 a DESCRIPTION: TREATMENT VOLUME CALCULATIONS for Stormwater Management Facilities WEIGHTED'C': Drainage Area Area C C'A Detained New Impervious Area 0.055 1 0.07 Existing Impervious Area 0.715 1 0.72 Pervious Area 0.290 0 25 0.07 Impervious% 5.2% Total Area= 1.06 Acres Weighted"C" 0.81 TREATMENT VOLUME REQUIRED: 0.5"Over Entire Site: (Total Area x 0.5")/(12"/ft)= 0.04 Ac-ft or or 1.25"Over Impervious Area: (Total Area)(%imp)(1.25")1(12"/ft)= 0.006 Ac-ft (minus ponds @ NWL) Use 0.006 Ac-ft From Pond Configuration: Weir Elevation= 4.72 Feet Say 4.75 10K! IV. Stormtech Chambers Spreadsheet i EEllis&Associates Inc. Atlantic Beach Public Safety Building TABLE OF CONTENTS Subject Page No. 1.0 PROJECT INFORMATION 1 2.0 FIELD EXPLORATION 1 3.0 VISUAL CLASSIFICATION 1 4.0 GENERAL SUBSURFACE CONDITIONS 2 4.1 General Soil Profile 2 4.2 Groundwater Level 2 5.0 DESIGN RECOMMENDATIONS 3 5.1 General 3 5.2 ACIP Pile Foundations Recommendations 3 5.2.1 Allowable Compressive Capacities 3 5.2.2 Pile Group Effects 3 5.2.3 Settlement 4 6.0 CONSTRUCTION RECOMMENDATIONS 4 6.1 Clearing and Stripping 4 6.2 Compaction 4 6.3 Structural Backfill and Fill Soils 4 6.4 Deep Foundation Construction Recommendations 5 6.4.1 Construction Techniques 5 6.4.2 Installation Sequences 5 6.4.3 Steel Placement 5 7.0 QUALITY CONTROL TESTING 5 8.0 REPORT LIMITATIONS 6 FIGURES Figure 1 Site Location Plan Figure 2 Field Exploration Plan Figure 3-5 Generalized Subsurface Profiles APPENDICES Appendix A Soil Boring Logs Field Exploration Procedures Key to Soil Classification 4089-0002 geo-rwc i May 4,2015 Ellis&Associateskt Atlantic Beach Public Safety Building 1.0 PROJECT INFORMATION The project site is located southwest of the intersection of Seminole Road,Sherry Drive and Plaza in Atlantic Beach,Florida.The general site location is shown on Figure 1. At the time of our exploration, the site was occupied by an existing one story structure, with surrounding paved and landscaped areas.A drainage ditch is present west of the site. We were provided with a copy of an undated aerial photograph and an undated Existing Architectural Site Plan for the subject site. These plans indicated the existing roads adjacent to the site,the existing structure,the planned additions and the proposed boring locations. We understand the proposed additions will be 1-story in height,and will have a combined footprint area of about 7,300 square feet. We were not provided detailed structural loading or grading information. For the purposes of this report,we expect column,wall,and floor loads of less than 75 kips,3 kips per linear foot(klf)and 150 pounds per square foot(psf),respectively. We also expect that no more than 2 feet of fill will be required to achieve final grades in the planned building area. If actual building loads or fill/cut heights vary from these conditions,then the recommendations in this report may need to be re-evaluated. We should be contacted if any of the above project information is incorrect so that we may reevaluate our recommendations. 2.0 FIELD EXPLORATION We performed an in initial field exploration on February 25,2015.During this exploration,all of the auger borings were completed. Boring B4 was completed to a depth of 75 feet,but B2 could not extend to the planned depth of 20 feet due to the debris and was terminated at eight feet. Our second exploration was performed on April 9,2015.Boring B2 was redrilled,Boring B3 was completed and Boring B1 was only extended to a depth of 12 feet,due to interference with debris.The approximate boring locations are indicated on the attached Field Exploration Plan(Figure 2). The boring locations on the referenced Field Exploration Plan should be considered accurate. We performed a total of four Standard Penetration Test (SPT) borings, drilled to a depths of approximately eight to 75 feet below the existing ground surface, in general accordance with the methodology outlined in ASTM D 1586 to explore the subsurface conditions within the area of the proposed structure. Split-spoon soil samples recovered during performance of the borings were visually classified in the field and representative portions of the samples were transported to our laboratory for further evaluation. We located and performed five auger borings,drilled to depths of approximately six to 15 feet below the existing ground surface in general accordance with the methodology outlined in ASTM D 1452 to explore the subsurface conditions within the proposed pavement areas. Representative soil samples also were recovered from the auger borings and returned to our laboratory for further evaluation. A summary of the field procedures is included in Appendix A. 3.0 VISUAL CLASSIFICATION A geotechnical engineer classified representative soil samples obtained during our field exploration using the Unified Soil Classification System(USCS)in general accordance with ASTM D 2488. A Key to the Soil Classification System is included in Appendix A. 4089-0002 geo-rwc 1 May 4. 2015 DIEIIis&Associates ic. Atlantic Beach Public Safety Building 4.0 GENERAL SUBSURFACE CONDITIONS 4.1 General Soil Profile A graphical presentation of the generalized subsurface conditions is presented on Figure 3. Detailed boring records are included in Appendix A. It should be understood that the soil conditions will vary between the boring locations. The following table summarizes the soil conditions encountered. GENERAL SOIL PROFILE:BUILDING AREA TYPICAL DEPTH(ft) FROM TO SOIL DESCRIPTION USCSt'I 0 0.5 Topsoil or Concrete --- 0.5 l Very Loose to Medium Dense fine Sand and fine Sand with SP,SP-SM silt Very Loose to Loose fine Sand and fine Sand with silt 4 10 containing wood,plastic,metal and concrete pieces SP,SP-SM 10 30(2) Very Loose to Medium Dense fine Sand with silt SP-SM 30 55 Very Loose to Medium Dense silty and clayey fine Sand SM,SC 55 70 Stiff to Hard Clay with Sand CL 70 75 Very Dense clayey fine Sand(Marl) SC (1) Unified Soil Classification System (2) Only Boring B4 was extended below 20 feet. GENERAL SOIL PROFILE:AUGER BORINGS TYPICAL DEPTH(ft) FROM TO SOIL DESCRIPTION US('S"' 0 0.: Topsoil or Concrete --- 0.5 7`2' Fine Sand SP 7 15"( Fine Sand with silt SP-SM (1) Unified Soil Classification System (2) Boring Al encountered Limerock at one foot,Boring A2 encountered sand with many wood pieces at four feet. (3) Only Boring LAI was extended to 15 feet. 4.2 Groundwater Level Groundwater was encountered at each boring location and recorded at the time of drilling at depths varying from four to five feet below the existing ground surface. We note that groundwater levels will fluctuate due to seasonal climatic variations, surface water runoff patterns, construction operations,and other interrelated factors. The groundwater depth at each boring location is noted on the Generalized Subsurface Profiles and on the Log of Boring records. 4089-0002 geo-rwc 2 May 4,2015 Ellis&Associates inc. Atlantic Beach Public Safety Building 5.0 DESIGN RECOMMENDATIONS 5.1 General Our geotechnical engineering evaluation of the site and subsurface conditions at the property,with respect to the planned construction and our recommendations for site preparation and foundation support,are based on(1)our site observations,(2)the field data obtained,(3)our understanding of the project information and structural conditions as presented in this report,and(4)our experience with similar soil and loading conditions. If the stated structural or grading conditions are incorrect,or should the location of the structure be changed,please contact us so that we can review our recommendations. Also,the discovery of any site or subsurface conditions during construction that deviate from the data obtained during this geotechnical exploration should also be reported to us for our evaluation. The recommendations in the subsequent sections of this report present design and construction techniques that are appropriate for the planned construction. We recommend that E&A be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented. 5.2 ACIP Pile Foundations Recommendations Due to the presence of debris extending to a depth of about 10 feet,we recommend that the proposed structure be supported by a deep foundation system. Based on our experience with similar loading and subsurface conditions,it is our opinion Auger Cast In-Place(ACIP)Piles are applicable to this project. 5.2.1 Allowable Compressive Capacities It is our opinion that ACIP Piles,properly constructed,can support the proposed structures(including floor slabs) when embedded into the soil stratum encountered at depths of approximately 70 feet below existing grade. At this depth,we estimate allowable compressive capacities for 12-, 14-and 16-inch diameter ACIP Piles to be as shown in the following table: Pile Diameter(Inch) 111(m able( nnipresskc( apacil\ (tons) 12 ?0 14 16 30 These capacities include a theoretical factor of safety 2 for skin friction and 3 for end bearing failure. The allowable pile capacity is a function of the structural strength of the grout and the strength of the supporting soil. We recommend the ACIP Piles be constructed with minimum grout strength of 4,000 psi. The design pile compressive capacity should not exceed the allowable capacity of the structural member as governed by appropriate codes. 5.2.2 Pile Group Effects We recommend a center-to-center minimum pile spacing of 2.5 to 3 times pile diameter. Using this minimum spacing,we anticipate that any capacity reductions due to group effects of individual piles which are installed within a group of piles should be small and therefore should be considered insignificant in the design of the foundation system. 4089-0002 geo-rwc 3 May 4, 2015 Ell Ellis&Associates Inc. Atlantic Beach Public Safety Building 5.2.3 Settlement With the deep foundation system properly installed to bear at the minimum depths and spacings noted above,at the design load,we estimate that the settlement of an individual pile will be on the order of 0.5 inches or less. This settlement estimate is based upon the use of(1)the field test data obtained during our geotechnical exploration, which has been correlated to geotechnical strength and compressibility characteristics of the subsurface soils beneath the site,and(2)published theoretical and empirical methods of settlement analysis for deep foundations bearing on soils similar to those at this site. 6.0 CONSTRUCTION RECOMMENDATIONS 6.1 Clearing and Stripping Site preparation should consist of clearing the existing pavement,sidewalks and any vegetation and near surface organic topsoil. The clearing/stripping operations should extend within and to a distance of at least five feet beyond the perimeter of the proposed building areas and three feet beyond pavement areas.During grubbing operations,roots with a diameter greater than 0.5-inch,stumps,or small roots in a concentrated state,should be grubbed and completely removed. Prior to construction, the location of existing underground utilities within the construction area should be established. Provisions should then be made to relocate interfering utilities to appropriate locations. Underground pipes that are not properly removed or plugged may serve as conduits for subsurface erosion,which may subsequently lead to excessive settlement of overlying structures. 6.2 Compaction After completing the clearing and stripping operations,the exposed surface should be compacted with a vibratory drum roller having a minimum static,at-drum weight,on the order of 4 to 6 tons. Typically,the material should exhibit moisture contents within±2 percent of the modified Proctor optimum moisture content(ASTM D 1557)during the compaction operations. Compaction should continue until densities of at least 95 percent of the modified Proctor maximum dry density(ASTM D 1557)have been achieved within the upper two feet of the compacted natural soils at the site. Should the bearing level soils experience pumping and soil strength loss during the compaction operations,compaction work should be immediately terminated,and(1)the disturbed soils should be removed and backfilled with compacted structural fill,or(2)the excess moisture content within the disturbed soils should be allowed to dissipate before recompacting. Care should be exercised to avoid damaging any nearby structures while the compaction operation is underway. Prior to commencing compaction,occupants of adjacent structures should be notified,and the existing conditions of the structures should be documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures,and Ellis &Associates,Inc.should be contacted immediately. We recommend the vibratory roller remain a minimum of 50 feet from existing structures. Within this zone,use of a track-mounted bulldozer,or a vibratory roller operating in the static mode, is recommended. 6.3 Structural Backfill and Fill Soils Structural backfill or fill required for site development should be placed in loose lifts not exceeding 12 inches in thickness when compacted by the use of the above described vibratory drum roller. The lift thickness should be reduced to 8 inches if the roller operates in the static mode or if track- mounted compaction equipment is used. If hand-held compaction equipment is used, the lift thickness should be further reduced to 6 inches. 4089-0002 geo-rwc 4 May 4, 2015 I Ellis&Associates lac. Atlantic Beach Public Safety Building Structural fill is defined as a non-plastic,inorganic,granular soil having less than 10 percent material passing the No.200 mesh sieve and containing less than 4 percent organic material. Soils with more than 10 to 12 percent passing the No.200 sieve will be more difficult to compact,due to their nature to retain soil moisture, and may require drying. Typically, the material should exhibit moisture contents within ±2 percent of the modified Proctor optimum moisture content (ASTM D 1557) during the compaction operations. Compaction should continue until densities of at least 95 percent of the modified Proctor maximum dry density(ASTM D 1557)have been achieved within each lift of the compacted structural fill. 6.4 Deep Foundation Construction Recommendations 6.4.1 Construction Techniques ACIP Piles should be formed by rotating a continuous, hollow-flight auger to the desired pile tip elevation followed by slow withdrawal of the auger while pumping a mortar grout under pressure through the auger. The pressure of the pumped mortar grout at the auger tip or injection point should be sufficient to (1) fill the pile shaft created by the augering process and withdrawal, (2) prevent "necking"or shaft area reductions due to lateral inward squeezing of any adjacent soft soils,and(3) cause an outward flow of mortar into the adjacent soils. It should be expected that some grout loss will occur within the debris zone. A pressure head within the hollow auger stem equivalent to approximately 10 feet of grout above the adjacent ground surface should be maintained to help verify that a proper grout pressure exists at the injection point. A sudden drop in the sustained pressure head often indicates that a soft zone or void has been encountered and therefore continued mortar injection at this level should be performed until the pressure head has been re-established. Pre- augering and withdrawal of the auger before concreting may result in a reduction of the in-place shear strength characteristics of the adjacent soils and this may require additional pile embedment upon re-augering and concreting. We recommend a reputable contractor, with at least 5 years experience,install the ACIP Piles. 6.4.2 Installation Sequences Construction of ACIP Piles located within six pile diameters, center-to-center, should not be performed until the adjacent pile has achieved its initial set,which typically occurs approximately 24 hours after pile construction. This time delay allows the "green" cement grout in the adjacent recently constructed pile to harden,and reduces the potential for loss of grout into the adjacent pile during the augering process. 6.4.3 Steel Placement If lateral loads or uplift will be exerted on the piles,steel reinforcement will be required within the piles. After augering to the desired pile tip level and the auger removed,the steel reinforcement can be statically pushed into recently concreted piles(i.e.,while the grout is still"green"). Typically,up to approximately 30 to 40 feet of steel rebar can be placed by this method. The alignment and concrete cover of the rebar,when placed by this method,can vary. Accordingly,it is recommended that centralizers be placed every 5 feet to ensure proper concrete coverage. 7.0 QUALITY CONTROL TESTING Ellis & Associates, Inc. should be retained to perform the construction material testing and observations required for this project,to verify that our recommendations have been satisfied. We 4089-0002 geo-rwc 5 May 4, 2015 EllisC &Associates Atlantic Beach Public Safety Building are the most qualified to address problems that may arise during construction,since we are familiar with the intent of our engineering design. A representative number of field in-place density tests should be made in the upper 2 feet of compacted natural soils,in each lift of compacted backfill and fill,and in the upper 12 inches below the bearing levels in the footing excavations. Density tests are recommended to verify that satisfactory compaction operations have been performed. We recommend density testing be performed at one location for every 2,000 square feet of building area and at one location for every 10,000 square feet of pavement area. The quality of the pile foundation is dependent upon the skill,experience,and techniques used by the foundation contractor. Since the piles are not visible or accessible for direct inspection after construction,and since problems during installation are not as evident and easily observed as with driven piles,we recommend that a geotechnical engineer or their representative,observe,and monitor the auger-grouted concrete pile installations. His duties should consist of,but not be limited to,the following: 1. Verify that the piles are augered to the design tip bearing level. 2. Monitor the auger withdrawal rate and grouting operations to help verify that a sufficient mortar grout pressure head is maintained above the injection point during construction. 3. Confirm that the grout pumping equipment is operating satisfactorily throughout the construction process. 4. Record the volume of mortar grout required to construct the pile. 5. Obtain samples of the fluid grout mixture for slump testing and for molding of test cylinders for strength verification of the hardened grout. 6. Monitor the installation of steel reinforcement(if required)to verify that the size, length, configuration,and placement of the steel conforms to the job specifications. 8.0 REPORT LIMITATIONS Our geotechnical exploration has been performed,our findings obtained,and our recommendations prepared,in accordance with generally accepted geotechnical engineering principles and practices. Ellis&Associates,Inc.is not responsible for any independent conclusions,interpretation,opinions, or recommendations made by others based on the data contained in this report. Our scope of services was intended to evaluate the soil conditions within the zone of soil influenced by the foundation system. Our scope of services does not address geologic conditions, such as sinkholes or soil conditions existing below the depth of the soil borings. This report does not reflect any variations that may occur adjacent to or between soil borings. The discovery of any site or subsurface condition during construction that deviates from the data obtained during this geotechnical exploration should be reported to us for our evaluation. Also,in the event of any change to the supplied/assumed structural conditions or the locations of the structures,pavement, or pond areas,please contact us so that we can review our recommendations.We recommend that we be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented. 4089-0002 geo-rwc 6 May 4, 2015 • • • FIGURES 1 NORTH BEACH Assisi Ln 20th St )o,>_ t9th St ® rrc cJ ry n G 12 O ' w4. C A D lr r6 -I d. pl �: R t3 W n a ro N T Dutton Island Rd W 44: T • fv c. l 12th St 1 Levy pdApproximate 11th St co Site Location rn o a nttC Beach N N y. 5 C.9 Cf) t AtA) En — Pla: W 9th St c 7t1►5t R c3-- 0 c r^ fi w a e 3 2 a> REACHES C. o c.-4 (n1A ilivi'.d O'►et- Sc tifccoVtl'n Cit a Pi°r%rd Bay St ar) cr: �`o r Forest Ave J un `.. ai a Neptune Beach f U Ce -= r sc ro Seagate Ave a cim Ellis a Associates Inc. Site Location Plan ,�., N Atlantic Beach Public Safety Building 1�� o Geotechnical • Materials Testing IIIEnvironmental r■+ mintegrated Engineering Services EB:998 Atlantic Beach,Florida o 7064 Davis Creek Road Jacksonville,FL 32256 -` a p:904-880-0960 f:904-880-0970 email:ellis@ellisassoc.com to Serving the Southeast since 1970. Q Offices: Jacksonville,FL-Brunswick,GA Date:04/22/15 Project No.: 4089-0002 Figure 1 • 4 —$ m N C ii •°LLf 41-.. .\ m 1. 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C — \ «»\ App ( b ) k * _ : , — ( 2 # 1 § EC co o z ol} k52 k ; \� \ k R ) k k k 7 ; _! 2 7 ) LE a: 5, ! } �® - ƒ !\ k (T 0"\ \ , / § § � » < M / / ! { \) k J k 7 { | ` t k f - \ \ to ! \ o z 2 0 g $ ' \ en $ ■ 0 % ! ! IE k © la ! ; } ' ) \ } { ! £ I ! / 2, . \ / ! }} z . ,+ I . . . . , , . . , . _ . . . ���� ° �: «` J APPENDIX A SOIL BORING LOGS FIELD EXPLORATION PROCEDURES KEY TO SOIL CLASSIFICATION EA Ellin Associates ft. FIELD EXPLORATION PROCEDURES Standard Penetration Test(SPT) Borings The Standard Penetration Test (SPT) borings were made in general accordance with the latest revision of ASTM D 1586, "Penetration Test and Split-Barrel Sampling of Soils". The borings were advanced by rotary (or "wash-n-chop") drilling techniques. At 2 '/2 to 5 foot intervals, a split-barrel sampler inserted to the borehole bottom and driven 18 inches into the soil using a 140 pound hammer falling on the average 30 inches per hammer blow. The number of hammer blows for the final 12 inches of penetration is termed the"penetration resistance, blow count, or N-value". This value is an index to several in-place geotechnical properties of the material tested, such as relative density and Young's Modulus. After driving the sampler 18 inches (or less if in hard rock-like material), the sampler was retrieved from the borehole and representative samples of the material within the split-barrel were containerized and sealed. After completing the drilling operations,the samples for each boring were transported to our laboratory where they were examined by our engineer in order to verify the driller's field classification. The retrieved samples will be kept in our facility for a period of six (6) months unless directed otherwise. Flight Auger Boring The auger borings were performed mechanically by the use of a continuous-flight auger attached to the drill rig and in general accordance with the latest revision of ASTM D 1452, "Soil Investigation and Sampling by Auger Borings". Representative samples of the soils brought to the ground surface by the augering process were placed in glass jars, sealed, and transported to our laboratory where they were examined by our engineer to verify the driller's field classification. E EIIis&Associatesinc. KEY TO SOIL CLASSIFICATION Description of Compactness or Consistency in Relation To Standard Penetration Resistance COARSE GRAINED SOILS FINE GRAINED SOILS (Sands and Gravels) (Silts and Clays) N-Value Compactness N-Value Consistency 0—1 Very Soft 0—3 Very Loose 2—4 Soft 4—10 Loose 5—8 Firm 11—30 Medium Dense 9—15 Stiff 31—50 Dense 16—30 Very Stiff 51 and Greater Very Dense 31 and Greater Hard DESCRIPTION OF SOIL COMPOSITION** (Unified Soil Classification System) Group LABORATORY CLASSIFICATION CRITERIA MAJOR DIVISION Symbol FINER THAN SUPPLEMENTARY SOIL DESCRIPTION 200 SIEVE% REQUIREMENTS GW <5, z D6o/D,o greater than 4 Well graded gravels,sandy gravels Gravelly soils D3021(D60 x D10)between 1 &3 (over half of Not meeting above gradation Gap graded or uniform gravels.sandy coarse fraction GP <5. for GW gravels Coarse larger than grained No 4) GM >12* PI less than 4 or below A-line Silty gravels.silty sandy gravels (over 50% GC >12* PI over 7 above A-line 1 Clayey gravels.clayey sandy gravels by weight coarser <5* D60/D,o greater than 6 than No. D3021(D60 x D,o)between 1 &3 Well graded sands,gravelly sands 200 sieve) Sandy soils(over half of coarse SP <5• Not meeting above gradation Gap graded or uniform sands,gravelly fraction finer than requirements sands No 4) SM >12* PI less than 4 or below A-line Silty sands.silty gravelly sands SC >12* PI over 7 and above A-line Clayey sands.clayey gravelly sands Low ML Plasticity chart Silts.very fine sands.silty or clayey fine sands,micaceous silts compressibility Fine (liquid limit less CL Plasticity chart Low plasticity clays,sandy or silty clays grained than 50) (over 50% OL Plasticity chart,organic odor or color Organic silts and clays of low plasticity by weight finer than Micaceous silts,diatomaceous silts. No.200 High MH Plasticity chart volcanic ash sieve) compressibility (liquid limit more CH Plasticity chart Highly plastic clays and sandy clays than 50) OH Plasticity chart,organic odor or color Organic silts and clays of high plasticity Soils with fibrous organic matter PT Fibrous organic matter,will char.burn or glow Peat.sandy peats,and clayey peat * For soils having 5 to 12 percent passing the No.200 sieve, use a dual symbol such as SP-SM. **Standard Classification of Soils for Engineering Purposes(ASTM D 2487) SAND/GRAVEL DESCRIPTION SILT/CLAY DESCRIPTION MODIFIERS ORGANIC MATERIAL MODIFIERS MODIFIERS Modifier Sand/Gravel ' Modifier I Organic Content Modifier I Silt/Clay Content Content Trace 1%to 2% Trace <5% Trace <15% Few 2%to 4% With 5%to12% With 15%to 29% ' Some 4%to 8% Silty/Clayey 13%to 35% Sandy/Gravelly . >29% Many >8% Very >35% t 4, ,. r FIGURES h ki E 0 c d a (....-...„,\ 9 U c -a `o_m .'r ��n v N pp 8 3 m ZO C W w • 8- ! y `m LLy A a mom v mo m '� �� a I'1 3 V c ( iii a m ^gym ` _RT :: . y W 1 ga •i W ''.. 11111111r Alt x_ 3U (4., ..114,414 . ;. rie , ,•'. t c,, (1100, 6. :.,!.. . . • e -__® 1 a 11 11111111111 00,,, 4141/ k0 �� :11 titi' ki_ ____. ILyi r : � a 1141 y roe 3wv� o c E ■ L o `o `o bZVic{ 3 H 1 0 egg g W-'m a m m J ?a ? E ,3 N o .F $ $ zooaeov•svr 4 f 410 . EIlis&Associates . Geotechnical Materials Testing Environmental CEI Integrated Engineering Services since 1970 June 8,2015 Mr.Blakeley Bruce Clemons,Rutherford&Assoc.,Inc. 2027 Thomasville Road Tallahassee,Florida 32327 Reference: Addendum Letter of Field Permeability Testing Atlantic Beach Public Safety Building Atlantic Beach,Florida E&A Project No.4089-0002 Dear Mr.Bruce: We originally performed a geotechnical exploration for the above project, and the results of that exploration are presented in our report dated May 4, 2015. We recently performed a field permeability tests adjacent to Boring LA1. The location of the test is shown on the attached Field Exploration Plan (Figure 1). The field permeability test was performed by installing a solid-walled,closed-bottom PVC casing snugly fit into a 4-inch diameter,3 Y2-foot deep auger borehole. The solid-walled PVC casing was constructed with a 6-inch long PVC slotted screen, with 0.010-inch openings, attached to the bottom of the casing. The pipe was filled to the top with water and the test was conducted as a"falling head"test in which the depth of the water within the pipe was measured in approximate one minute intervals. From the results of the field testing, we calculate the horizontal permeability of the soils at the test depth to be 9.8 feet per day. We appreciate the opportunity to be your geotechnical consultant on this phase of the project. If you have any questions,or if we may be of any further service,please contact us. Very truly yours, ELLIS&ASSOCIATES,INC. Robert W. Clark,P.E. Joey Broussard,P.E. Senior Project Engineer Director of Geotechnical Services Registered,Florida No. 52210 Registered,Florida No.58233 • Distribution: Blakeley Bruce—Clemons,Rutherford&Assoc., Inc. 1 pdf FIGURES Figure 1 Site Location Plan 7064 Davis Creek Road,Jacksonville,FL 32256 Phone:(904)880-0960&(800)273-0960/Fax:(904)880-0970 Offices:Jacksonville,FL and Brunswick,GA 0360-0034 www.ellisassoc.com March 5,2015 s � w • Ell Ellis&Associates Inc. Geotechnical • Materials Testing • Environmental o CEI integrated Engineering Services since 1970 September 30,2015 Mr. Blakeley Bruce Clemons, Rutherford& Assoc., Inc. 2027 Thomasville Road Tallahassee, Florida 32327 Reference: Addendum Letter of Estimated Seasonal High Groundwater Level Atlantic Beach Public Safety Building Atlantic Beach, Florida E&A Project No. 4089-0002 Dear Mr. Bruce: As requested by Baker Klein Engineering, Ellis & Associates, Inc. has reviewed the data obtained during our geotechnical exploration for the subject site performed from February through April 2015 to estimate a normal seasonal high groundwater level at the site. The normal seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, land surface elevation, relief points such as the drainage canal to the west of the site, and distance to relief points are some of the more important factors influencing the seasonal high groundwater level. Based on our interpretation of the site conditions and borings logs, we estimate the normal seasonal high groundwater level to be approximately 1 foot below the existing ground surface elevation in the area of Boring LA land the permeability test P1. It is possible that groundwater levels may exceed the estimated normal seasonal high groundwater level as a result of significant or prolonged rains. We appreciate the opportunity to be your geotechnical consultant on this phase of the project. If you have any questions, or if we may be of any further service, please contact us. Very truly yours, ELLIS & ASSOCIATES, INC. Robert W. Clark, P.E. Joey Broussard, P.E. Senior Project Engineer Director of Geotechnical Services Registered, Florida No. 52210 Registered, Florida No. 58233 Distribution: Blakeley Bruce—Clemons, Rutherford&Assoc., Inc. I pdf George D. Harlow—Baker Klein Engineering 1 pdf 7064 Davis Creek Road,Jacksonville, FL 32256 Phone: (904)880-0960&(800)273-0960. Fax: (904)880-0970 Offices: Jacksonville, FL. Daytona, FL• Brunswick, GA 4089-0002September 30,2015 www.ellisassoc.com • Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Basin Summary Basin Name: Post Basin 2 Group Name: BASE Simulation: 5YR-24HR Node Name: Creek Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 6.500 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.611 Vol of Unit Hyd (in) : 1.000 Curve Number: 84.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 2.47 Runoff Volume (in) : 4.660 Runoff Volume (ft3) : 10336 Basin Name: Post Basin 1 Group Name: BASE Simulation: MEAN ANNUAL Node Name: Site Inlet Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 4.800 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.449 Vol of Unit Hyd (in) : 1.001 Curve Number: 97.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 1.56 Runoff Volume (in) : 4.442 Runoff Volume (ft3) : 7240 Basin Name: Post Basin 2 Group Name: BASE Simulation: MEAN ANNUAL Node Name: Creek Basin Type: SCS Unit Hydrograph Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 5 of 6 Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Basin Summary Unit Hydrograph: Uh489 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 4.800 Storm Duration (hrs) : 29.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.611 Vol of Unit Hyd (in) : 1.000 Curve Number: 89.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 1.67 Runoff Volume (in) : 3.084 Runoff Volume (ft3) : 6890 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 6 of 6 A It 114 • w 0 a) Un m a. X 3 m o OOM00 v'm OOM(D Oo r-16100.--I OOON '4 0 4-1 00011)00 O(C'o 0 U1.--I 00(0.--100 m v'0 0Mr E r-1 U W 00 N M O O N N O O N M O O H N O O N N O O ri H W 0 0 a) 3 0) 00 M N o o m v'O O C'1(o O O r M O O N c O 0 N a' E o W 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 —1,—,4 . . . . . . . . . . . . . . . . . . . . . . . . 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W W(01.1444141E4 CO w W W W W W W CO W w 41 W W W W Cd co m m m m m m m 6)m(AU) m V)m0101 m4)m mm 01 >, 0 4.x.4aFcFcKcaFcaaKCa'sa4lxagCaaaal4 '0 ) 0 5-1 Wa COCO CCI U) U) acoODao as 10 M al MI U)UUU U) 0 W CIA mp0 Mm -.i U ( W-r1 y 0)4-1 U) v C -Oi(144-I CS 0' 0 a) N.X W W M.X W W U)Y W W U)aS W W 0).X W W V)Y W W 'C W• U E M a) a)ri r1,0) a).--1•-1 a)) a)r0-1 r0-1 a) a)ri ri a) a)ri ri a) 4.-moi r-I-1 U C W O M Z U H H E 0 f.,1 -1 H 6 0 i-1 1-1 U H H U H 1Ci 0 1-1 1-1 a) -.i On ri E m m m m m m N a) W'- L W4 04 a)4 W4 04 a) .--1 U > C 0 W 0 4-,0 W 0 W 0 W O W O 4.,-IW..-1 JOE ..-I m m m m m 0 W C 0 N m W W y .X ri U)ro m W o o ,C M44uZ f ' . VIII. Pre/Post Summary Table ATLANTIC BEACH PUBLIC SAFETY BUILDING Discharge and Stage Summary Peak Discharge Comparisons (cfs): 4.8 5.8 6.5 9.5 IN. Mean 3-yr 5-yr 25-yr Pre Outfall 3.02 3.84 ! r, 1 Post Outfall 2.88 3.62 1 OK OK 0 K � ' w IX. Geotechnical Soils Report EA Ellis&Associates InC. Geotechnical • Materials Testing • Environmental • CEI Integrated Engineering Services since 1970 REPORT OF GEOTECHNICAL EXPLORATION ATLANTIC BEACH PUBLIC SAFETY BUILDING ATLANTIC BEACH, FLORIDA E&A PROJECT NO. 4089-0002 Prepared for: Clemons, Rutherford&Assoc., Inc. 2027 Thomasville Road Tallahassee, Florida 32327 Prepared by: Ellis&Associates, Inc. 7064 Davis Creek Road Jacksonville, Florida 32256 May 4, 2015 1 } EIlis&Associates . Geotechnical • Materials Testing Environmental u CEI Integrated Engineering Services since 1970 May 4,2015 Mr.Blakeley Bruce Clemons,Rutherford&Assoc.,Inc. 2027 Thomasville Road Tallahassee,Florida 32327 Reference: Report of Geotechnical Exploration Atlantic Beach Public Safety Building Atlantic Beach,Florida E&A Project No.4089-0002 Dear Mr. Bruce: Ellis&Associates,Inc.has completed the requested geotechnical exploration in general accordance with our initial proposal dated January 16, 2015 and our supplementary proposal dated March 9, 2015. The exploration was performed to evaluate the general subsurface conditions within the proposed building areas and to provide recommendations for site preparation and foundation support. A summary of our findings and related recommendations is provided below for your convenience;however,this report should be considered in its entirety. Our borings for the building additions initially encountered very loose to medium dense fine sands and silty fine sands to a depth of about four feet. This was underlain by very loose to loose fine sands with organic fines and debris in the form of wood,plastic,metal and concrete pieces,to a depth of about 10 feet.Based on a"Soils Foundation Investigation"report by Jacksonville Engineering&Testing Co.,Inc.,received by the City of Atlantic Beach on December 28, 1987,soils containing debris were encountered within the footprint of the existing structure.The referenced report recommended these materials be removed from the building area.We understand that this was done,but debris was left in place in areas adjacent to the existing structure. To remove these soils within the planned additions, excavations of up to ten feet deep would be required directly adjacent to the existing structures. In order to accomplish this,the soils adjacent to and below the existing foundations would need to be stabilized during the excavation.Sheet piles could be installed adjacent to the structures and soils excavated"outside"of the piles. However, installation of the sheet piles through possible debris may be difficult,underground services would be interrupted and normal access to the existing buildings would be interrupted. For these reasons,we do not believe that this is a viable option. Therefore, we recommend the additions be supported on a deep foundation system. We have provided recommendations for auger-grouted concrete piles("augercast")for support of the structure. 7064 Davis Creek Road,Jacksonville,FL 32256 Phone:(904)880-0960&(800)273-0960/Fax:(904)880-0970 Offices:Jacksonville,FL and Brunswick,GA www.ellisassoc.com • We appreciate the opportunity to be your geotechnical consultant on this phase of the project and look forward to providing the materials testing and observation that will be required during the construction phase. If you have any questions,or if we may be of any further service,please contact us. Very truly yours, ELLIS&ASSOCIATES,INC. Robert W.Clark,P.E. Joey Broussard, P.E. Senior Project Engineer Director of Geotechnical Services Registered,Florida No.52210 Registered,Florida No. 58233 Distribution: Mr. Blakeley Bruce-Clemons, Rutherford&Assoc.,Inc. 1 pdf Baker Klein Engineering Atlantic Beach Public Safety Building Pre Development Nodal Diagram Nodes A Stage/Area ✓ Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. , • Baker Klein Engineering Atlantic Beach Public Safety Building Pre Development Input All ___= Basins • Name: Pre Basin 1 Node: CREEK Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs) : 0.00 Rainfall Amount(in) : 0.000 Time of Conc(min) : 10.00 Area(ac) : 1.060 Time Shift(hrs) : 0.00 Curve Number: 86.00 Max Allowable Q(cfs) : 999999.000 DCIA(%) : 0.00 ___= Nodes Name: CREEK Base Flow(cfs) : 0.000 init Stage(ft) : 1.100 Group: BASE Warn Stage(ft) : 6.000 Type: Time/Stage Time(hrs) Stage(ft) 0.00 1.100 12.00 3.500 24.00 1.100 ___= Hydrology Simulations Name: 100YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 11.00 Time(hrs) Print Inc(min) 24.000 15.00 48.000 30.00 Name: 10YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 7.50 Time(hrs) Print Inc(min) 24.000 15.00 48.000 30.00 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 1 of 5 0 Baker Klein Engineering Atlantic Beach Public Safety Building Pre Development Input All Name: 25YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 9.50 Time(hrs) Print Inc(min) 24.000 15.00 48.000 30.00 Name: 3YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 5.80 Time(hrs) Print Inc(min) 24.000 15.00 48.000 30.00 Name: 5YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 6.50 Time(hrs) Print Inc(min) 24.000 15.00 48.000 30.00 Name: MEAN ANNUAL Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 4.80 Time(hrs) Print Inc(min) 24.000 15.00 48.000 30.00 ___= Routing Simulations Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 2 of 5 ' T Baker Klein Engineering Atlantic Beach Public Safety Building Pre Development Input All Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 999.000 15.000 Group Run BASE Yes Name: 10YR-24HR Hydrology Sim: 10YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 999.000 15.000 Group Run BASE Yes Name: 25YR-24HR Hydrology Sim: 25YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 999.000 15.000 Group Run BASE Yes Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 3 of 5 • I A Baker Klein Engineering Atlantic Beach Public Safety Building Pre Development Input All Name: 3YR-24HR Hydrology Sim: 3YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 999.000 15.000 Group Run BASE Yes Name: 5YR-24HR Hydrology Sim: 5YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 999.000 15.000 Group Run BASE Yes Name: MEAN ANNUAL Hydrology Sim: MEAN ANNUAL Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 4 of 5 M Baker Klein Engineering Atlantic Beach Public Safety Building Pre Development Input All 999.000 15.000 Group Run BASE Yes Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 5 of 5 Baker Klein Engineering Atlantic Beach Public Safety Building Pre Development Basin Summary Basin Name: Pre Basin 1 Group Name: BASE Simulation: 100YR-24HR Node Name: CREEK Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 11.000 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 1.060 Vol of Unit Hyd (in) : 1.001 Curve Number: 86.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 8.08 Runoff Volume (in) : 9.250 Runoff Volume (ft3) : 35590 Basin Name: Pre Basin 1 Group Name: BASE Simulation: 10YR-24HR Node Name: CREEK Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 7.500 • Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 1.060 Vol of Unit Hyd (in) : 1.001 Curve Number: 86.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 5.25 Runoff Volume (in) : 5.840 Runoff Volume (ft3) : 22470 Basin Name: Pre Basin 1 Group Name: BASE Simulation: 25YR-24HR Node Name: CREEK Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 1 of 3 Baker Klein Engineering Atlantic Beach Public Safety Building Pre Development Basin Summary Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 9.500 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 1.060 Vol of Unit Hyd (in) : 1.001 Curve Number: 86.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 6.87 Runoff Volume (in) : 7.781 Runoff Volume (ft3) : 29941 • Basin Name: Pre Basin 1 Group Name: BASE Simulation: 3YR-24HR Node Name: CREEK Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 5.800 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 { Time Shift (hrs) : 0.00 Area (ac) : 1.060 Vol of Unit Hyd (in) : 1.001 Curve Number: 86.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 3.86 Runoff Volume (in) : 4.214 Runoff Volume (ft3) : 16215 Basin Name: Pre Basin 1 Group Name: BASE Simulation: 5YR-24HR Node Name: CREEK Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 6.500 Storm Duration (hrs) : 24.00 Status: Onsite Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 3 Baker Klein Engineering Atlantic Beach Public Safety Building Pre Development Basin Summary Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 1.060 Vol of Unit Hyd (in) : 1.001 Curve Number: 86.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 4.44 Runoff Volume (in) : 4.880 Runoff Volume (ft3) : 18776 Basin Name: Pre Basin 1 Group Name: BASE Simulation: MEAN ANNUAL Node Name: CREEK Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 4.800 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 1.060 Vol of Unit Hyd (in) : 1.001 Curve Number: 86.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 3.04 Runoff Volume (in) : 3.276 Runoff Volume (ft3) : 12607 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 3 of 3 •w w O 4) 00 cal a X3 '4 0000o0 MOW 000000 W 000000 41 0 a1 3 co 00000o E O 0 00,0(7,0 E-.4-1-1 000000 1) X 7 MO £ X 3 0 U)M n C..-1 N MOW ONMM.TO w M M W M C M C H 41 3 co 000000 E 01-1 00.000.0 E4-1-1 NNNNNN C X ,--1,--i•-1.--1.-1,--1 N £ 4-1(N 000000 14 4)4) C 34 w en Q X '4 £ 14 0 1) M M M M M m L7014A MMMM(M .-1 4 000000 041 000000 X 000000 rt U z _ CT 411-1 000000 c m w 000000 N C 1) io w cD D 0 D SOA I1 0 N O C .1 U X 411-1 000000 O 4 Nw U)U)Ul 4) Mu)M ( 0) M M M M M M d C N E N L 41 41 N 000000 eA E 0 0000000 N E-. 4.) N N N N N N 0 X U) .-1.-1.--1.--1.--1 r-1 0 N E o xxzcxxKC a •'1 ca..cccD U 4) NNN NN,'Z -al I zaaaa4 C LS N O .-1N MNE < -.-10 £ a C >4 o <44440 0 w C al 0 Co •.-1 u 'V u•.-1 C :.1 v a) C �la = ca �� � WwwWww = W m E X z cWczaaaa U C O CL M 000000 "0 0 .i 40 O£ 0 -1\ 0 ,-100C U .1-10Z C 11 0 0 0 44-1 a1 b U '44_i ) 0 N C • Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Nodal Diagram Nodes A Stage/Area . — °:°.°.m.,,,.. -3�.:,.,•' ✓ Stage/Volume T Time/Stage M Manhole Basins 0 Overland Flow U SCS Unit CN S SBUH CN (` Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Input All ___= Basins Name: Post Basin 1 Node: Site Inlet Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs) : 0.00 Rainfall Amount(in) : 0.000 Time of Conc(min) : 10.00 Area(ac) : 0.449 Time Shift(hrs) : 0.00 Curve Number: 97.00 Max Allowable Q(cfs) : 999999.000 DCIA(%) : 0.00 • Name: Post Basin 2 Node: Creek Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs) : 0.00 Rainfall Amount(in) : 0.000 Time of Conc(min) : 10.00 Area(ac) : 0.611 Time Shift(hrs) : 0.00 Curve Number: 84.00 Max Allowable Q(cfs) : 999999.000 DCIA(%) : 0.00 ___= Nodes Name: Chambers Base Flow(cfs) : 0.000 Init Stage(ft) : 4.300 Group: BASE Warn Stage(ft) : 6.630 Type: Stage/Volume Stage(ft) Volume(af) 4.300 0.0010 4.800 0.0080 4.880 0.0110 6.130 0.0430 6.220 0.0450 6.630 0.0510 Name: Creek Base Flow(cfs) : 0.000 Init Stage(ft) : 1.100 Group: BASE Warn Stage(ft) : 6.000 Type: Time/Stage Time(hrs) Stage(ft) 0.00 1.100 12.00 3.500 24.00 1.100 Name: Inlet Base Flow(cfs) : 0.000 Init Stage(ft) : 4.300 Group: BASE Plunge Factor: 1.00 Warn Stage(ft) : 7.800 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 1 of 7 • Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Input All Type: Manhole, Flat Floor Stage(ft) Area(ac) 4.300 0.0001 7.800 0.0001 7.800 1000.0000 Name: Site Inlet Base Flow(cfs) : 0.000 Init Stage(ft) : 4.300 Group: BASE Warn Stage(ft) : 7.200 Type: Stage/Area Stage(ft) Area(ac) 4.300 0.0001 7.200 0.0001 7.200 1000.0000 ___= Pipes Name: Pipe From Node: Inlet Length(ft) : 29.00 Group: BASE To Node: Creek Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in) : 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in) : 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft) : 4.300 1.100 Bend Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in) : 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in) : 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: Site Pipe From Node: Site Inlet Length(ft) : 10.00 Group: BASE To Node: Chambers Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in) : 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in) : 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft) : 4.300 4.300 Bend Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec:p Use dc or tw Top Clip(in) : 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in) : 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 2 of 7 • • Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Input All Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ___= Drop Structures Name: DROPSTRUCTURE From Node: Site Inlet Length(ft) : 10.00 Group: BASE To Node: Inlet Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in) : 15.00 15.00 Flow: Both Rise(in) : 15.00 15.00 Entrance Loss Coef: 0.000 Invert(ft) : 4.300 4.300 Exit Loss Coef: 1.000 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in) : 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in) : 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 1 for Drop Structure DROPSTRUCTURE *** TABLE Count: 1 Bottom Clip(in) : 0.000 Type: Vertical: Mavis Top Clip(in) : 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in) : 24.00 Invert(ft) : 4.750 Rise(in) : 6.00 Control Elev(ft) : 4.750 ___= Hydrology Simulations Name: 100YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 11.00 Time(hrs) Print Inc(min) 24.000 15.00 48.000 30.00 Name: 10YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 3 of 7 Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Input All Rainfall File: Flmod Rainfall Amount(in) : 7.50 Time(hrs) Print Inc(min) 24.000 15.00 48.000 30.00 Name: 25YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 9.50 Time(hrs) Print Inc(min) 24.000 15.00 98,000 30.00 Name: 3YR-24 Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 5.80 Time(hrs) Print Inc(min) 24.000 15.00 48.000 30.00 Name: 5YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 6.50 Time(hrs) Print Inc(min) 24.000 15.00 48.000 30.00 Name: MEAN ANNUAL Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 4.80 Time(hrs) Print Inc(min) 24.000 15.00 48.000 30.00 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 4 of 7 • •. Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Input All ___= Routing Simulations Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 60.000 15.000 Group Run BASE Yes Name: 10YR-24HR Hydrology Sim: 10YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 60.000 15.000 Group Run BASE Yes Name: 25YR-24HR Hydrology Sim: 25YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 5 of 7 • - a Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Input All Time(hrs) Print Inc(min) 60.000 15.000 Group Run BASE Yes Name: 3YR-24HR Hydrology Sim: 3YR-24 Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 60.000 15.000 Group Run BASE Yes Name: 5YR-24HR Hydrology Sim: 5YR-24HR Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 60.000 15.000 Group Run BASE Yes Name: MEAN ANNUAL Hydrology Sim: MEAN ANNUAL Filename: P:\Engineering\PROJECTS\CLEMONS, RUTHERFORD & ASSOCIATES\14-305 Atlantic Beach Public Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 7 c • • Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Input All Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 48.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 60.000 15.000 Group Run BASE Yes Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 7 of 7 Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Basin Summary Basin Name: Post Basin 1 Group Name: BASE Simulation: 100YR-24HR Node Name: Site Inlet Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 11.000 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.449 Vol of Unit Hyd (in) : 1.001 Curve Number: 97.000 DCIA (%) : 0.000 Time Max (hrs) : 12.00 Flow Max (cfs) : 3.61 Runoff Volume (in) : 10.623 Runoff Volume (ft3) : 17314 Basin Name: Post Basin 2 Group Name: BASE Simulation: 100YR-24HR Node Name: Creek Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 11.000 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.611 Vol of Unit Hyd (in) : 1.000 Curve Number: 84.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 4.58 Runoff Volume (in) : 8.992 Runoff Volume (ft3) : 19944 Basin Name: Post Basin 1 Group Name: BASE Simulation: 10YR-24HR Node Name: Site Inlet Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 1 of 6 Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Basin Summary Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 7.500 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.449 Vol of Unit Hyd (in) : 1.001 Curve Number: 97.000 DCIA (%) : 0.000 Time Max (hrs) : 12.00 Flow Max (cfs) : 2.45 Runoff Volume (in) : 7.132 Runoff Volume (ft3) : 11624 Basin Name: Post Basin 2 Group Name: BASE Simulation: 10YR-24HR Node Name: Creek Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 7.500 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.611 Vol of Unit Hyd (in) : 1.000 Curve Number: 84.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 2.94 Runoff Volume (in) : 5.609 Runoff Volume (ft3) : 12440 Basin Name: Post Basin 1 Group Name: BASE Simulation: 25YR-24HR Node Name: Site Inlet Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 9.500 Storm Duration (hrs) : 24.00 Status: Onsite Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 2 of 6 ` - A Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Basin Summary Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.449 Vol of Unit Hyd (in) : 1.001 Curve Number: 97.000 DCIA (%) : 0.000 Time Max (hrs) : 12.00 Flow Max (cfs) : 3.11 Runoff Volume (in) : 9.126 Runoff Volume (ft3) : 14875 Basin Name: Post Basin 2 Group Name: BASE Simulation: 25YR-24HR Node Name: Creek Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 9.500 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.611 Vol of Unit Hyd (in) : 1.000 Curve Number: 84.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 3.88 Runoff Volume (in) : 7.533 Runoff Volume (ft3) : 16708 Basin Name: Post Basin 1 Group Name: BASE Simulation: 3YR-24 Node Name: Site Inlet Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 5.800 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.449 Vol of Unit Hyd (in) : 1.001 Curve Number: 97.000 DCIA (%) : 0.000 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 3 of 6 • • Baker Klein Engineering Atlantic Beach Public Safety Building Post Development Basin Summary Time Max (hrs) : 12.02 Flow Max (cfs) : 1.89 Runoff Volume (in) : 5.437 Runoff Volume (ft3) : 8862 Basin Name: Post Basin 2 Group Name: BASE Simulation: 3YR-24 Node Name: Creek Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 5.800 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.611 Vol of Unit Hyd (in) : 1.000 Curve Number: 84.000 DCIA (%) : 0.000 Time Max (hrs) : 12.02 Flow Max (cfs) : 2.14 Runoff Volume (in) : 4.004 Runoff Volume (ft3) : 8881 Basin Name: Post Basin 1 Group Name: BASE Simulation: 5YR-24HR Node Name: Site Inlet Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 1.33 Comp Time Inc (min) : 1.33 Rainfall File: Flmod Rainfall Amount (in) : 6.500 Storm Duration (hrs) : 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs) : 0.00 Area (ac) : 0.449 Vol of Unit Hyd (in) : 1.001 Curve Number: 97.000 DCIA (%) : 0.000 Time Max (hrs) : 12.00 Flow Max (cfs) : 2.12 Runoff Volume (in) : 6.135 Runoff Volume (ft3) : 9999 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 4 of 6 Project: Atlantic Beach Public Safety Building Chamber Model- I SC-310 StorriTech• Units- l Imperial !don Hem Ip Mdnc i /E6 Number of chambers- 72 Voids in the stone(porosity)- 40 % Base of Stone Elevation- 4.00 ft ❑ Include Perimeter Stone in Calculatons Amount of Stone Above Chambers- 6 in Amount of Stone Below Chambers- 6 in Height of Incremental Single Incremental Incremental Incremental Ch Cumulative System Chamber Total Chamber Stone &St Chamber Elevation (inches) (cubic feet) (cubic fee() (cubk feet) (cubic feet) (cubic feet) (fee() 28 0.00 0.00 56.93 56.93 2231.77 6.33 27 0.00 0.00 56.93 56.93 2174.84 6.25 26 0.00 0.00 56.93 56.93 2117.90 6.17 25 0.00 0.00 56.93 56.93 2060.97 6.08 24 0.00 0.00 56.93 56.93 2004.04 6.00 23 0.00 0.00 56.93 56.93 1947.10 5.92 22 0.06 4.23 55.24 59.47 1890.17 5.83 21 0.15 11.14 52.48 63.62 1830.70 5.75 20 0.27 19.14 49.28 68.42 1767.08 5.67 19 0.54 39.23 41.24 80.47 1698.66 5.58 18 0.70 50.69 36.66 87.35 1618.19 5.50 17 0.82 59.37 33.19 92.55 1530.84 5.42 16 0.92 66.57 30.31 96.87 1438.29 5.33 15 1.01 73.08 27.70 100.78 1341.42 5.25 14 1.09 78.81 25.41 104.22 1240.64 5.17 13 1.15 83.11 23.69 106.80 1136.42 5.08 12 1.21 87.48 21.94 109.42 1029.62 5.00 11 1.27 91.79 20.22 112.01 920.20 4.92 10 1.32 95.37 18.79 114.15 808.19 4.83 9 1.36 98.28 17.62 115.90 694.04 4.75 8 1.40 101.16 16.47 117.63 578.14 4.67 7 1.43 103.29 15.62 118.91 460.51 4.58 6 0.00 0.00 56.93 56.93 341.60 4.50 5 0.00 0.00 56.93 56.93 284.67 4.42 4 0.00 0.00 56.93 56.93 227.73 4.33 3 0.00 0.00 56.93 56.93 170.80 4.25 2 0.00 0.00 56.93 56.93 113.87 4.17 1 0.00 0.00 56.93 56.93 56.93 4.08 a , - V. Storm Underdrain Calculations e s Design Calculations Pond Underdrain & Recovery Time Required Treatment Volume(14.2 of 40C-42): Dry System Pond Condition Area (ac) Depth (in) Volume (ac-ft) Total Vol (ac-ft) Impervious 0.42 From Pond Calcs 0.050 Total Site 1.24 0.040 Design Consideration 0.050 Pond Size Pond Level Elev(ft) Area (ac) Volume(ac-ft) 1 Top 6.63 0.495 0.052 Weir 5.55 0.403 0.051 OK Bottom 4.30 0.297 0.000 Underdrain Design (Section 6.0&24.0 of PIM): Vault TV Depth (ft) 1.25 Basin freeboard (ft) 1.75 Drain pipe diam (in) 4 Gravel envelope (in) 4 Soil cover(ft) 2.00 (bottom of pond to top of underdrain) Depth of barrier(ft) 10.00 Area at TV level (ft2) 1447 Max top dim. 26 (perpendicular to laterals) K(ft/hr) 0.38750 lateral slope 0.002 n 0.015 Safety factor 4 Max recovery (hrs) 72 Water depth (in) 6 (lowered groundwater depth below bottom of basin) Drain Spacing: d (ft) 5.50 (depth from nat. ground to pipe) a (ft) 4.50 (height of drain above impermeable layer) c(ft) 3.50 (depth to water table after drawdown) m (ft) 2.00 (d-c) q (ft/hr) 0.194 (drainage coefficient) q (in/hr) 2.333 S (ft) 13.2 (lateral spacing) N 1.96 (number of laterals) N 3 L(ft) 58 (average length) Qr(cfs) 0.046 (flow per lateral) Qpipe(cfs) 0.085 (pipe capacity from Figure 24-5) Qtotl (cfs) 0.139 Qtotl (gpm) 62.2 b �I► VI. Storm Sewer Pipe Calculations 0 d E co 0 CO N 0 O N `V N O co ci M U O a) U ° o °' z O .�c 0 L 0 4- 0 N a K W L C, a E 0 +.1 3 a) _o L LL T! U V N 2 a E a *C0 )A — 16 0 a`) . >. d o 13 io € N v' € o. E s 00 T p co 0 C r N co m U) m m ii N R m O a)cC LL O LL a. J U m .O o rcn(0oo v U))vco in Tr N .-n d o a 0 M O M O M 0 07 LL Cl — _ < LL ; W CV CD Yr C) �ON) f�0 MO N M O N O M O M m N N 0'— v—cM .-co J m a NM OM OM OM (' C. O c 0 0 0 0 0 0 0 0 x 'cr. Co c m R• m to �U .-U T-.5 �U U) O v 0 u) 0) O CO O O O O O N lL g O 00000000 C - O Yr 0 _ I• U C 3 _,0N N00 _, N OO _, N OC))_, 15 15 V"' O Oi O'7 OOO 000 OOOi O O O � > > > m m m W W W G ^ .5- 40 NU)0 MO�v) Li)O)0 D = 000 NOD NO) N%- O O 0i O O Ci; O O 0i O—0i m m 0• 0 N O) c m F N. 0 n cO o = w 'O 4 OM (Dv Ov. 0,- c m o ° v 0 . O O O O O O O <0 F-LL C1 v m m N m O la i-O U O O O O C .c. O C (O O m L O O m C- I a 4 a tO ca — C_ N. M o U E a a V ai O N o 0 Tr Mr O N O co N N V= H• O O 000 000 000 000 C 000 000 000 000 v Q U)(..) 000 000 000 000 W N .W M m 66 O �p 000 000 000 000 0 Q �) g-,a) 000 000 000 000 m a-N M (n 666 000 666 000 0 UUU O c m.- 000 000 000 000 0 'i 000 000 000 000 000 N 25 C E al O O O O O O O O O O O O + n m CD 0 0 0 E C ci in o ri 15 N .- O C • m J _ O m M M M M O O O O O O w' C; O O O O Tr IX m V m m m m 0 Q 2 rE f0 E _T III Roto 0 0 0 0 a c O m c Q J C r N M W W 1 F- 0 m O C O N M Z ILL 11 Z • VII. ICPR Modeling