Loading...
535 ATLANTIC BLVD - P/W COMMENTS City of Atlantic BeachAPPLICATION NUMBER i ,t 1 Building Department 1 r— F.CM ED (To be assigned by the Building Departme t.) 800 Seminole Road '� / � �� �� �� - '""""7' Atlantic Beach,Florida 32233-5445 OCT 1 3 z0 > r Phone(904)247-5826 • Fax(904) 47-5845 Date routed: 1� 2 �J t,- E-mail: building-dept@coab.us �.w�...• City web-site: http://www.coab.us Li APPLICATION REVIEW AND TRACKING FORM / y' De actment review required Yes No Property Address: s/� / uildin ` / annmZoning___ Applicant: �Q�S�� finis Administrator / / •u•Iic W•�, __ Project: ��Y/ ` �� v�L� 'u•lic Utilitie 1 . - --rvices Review fee $ Dept Signature Review or Receipt Date Other Agency Review or Permit Required of Permit Verified By Florida Dept.of Environmental Protection _ _____—...^_.____ Florida Dept.of Transportation — _— St.Johns River Water Management District Army Corps of Engineers �_ ____ — Division of Hotels and Restaurants __- Division of Alcoholic Beverages and Tobacco Other: _ --_, -- ----- APPLICATION STATUS Department First Review: ['Approved. I Ylvenied. Reviewing Depa �j,, (Circle one.) Comments: ✓iie I;��f 6,ftmeet BUILDING T', Allik" -::).C‘:::?---- Date: /0/-,c)//-5PLANNING &ZONING Reviewed by� TREE ADMIN. Second Review: Approved as revised. • 'enied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY `` -Y�� f4 Reviewed by:_�K% . Date: .2/ /.4 __ ----------- — FIRE SERVICES Third Review: Approved as revised. nDenied. Comments: Reviewed by: Date: revised 07/27/10 _, iiimme City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Departme t.) FSI �'� CV ��d��/ 800 Seminole RoadREC.', � / - ,` Atlantic Beach, Florida 32233-5445 I I —/ ... - Phone(904)247-5826 • Fax(904)247 845 OCT 13 2015 1 A E-mail: building-dept@coab.us • Date routed: 10 f Z/l, City web-site: http://www.coab.ust BY: APPLICATION REVIEW AND TRACKING FORM / i 1 v'• De artment review required Yes No 1 Property Address: .. , - a/ :uildin• anni ► &Zoning - Applicant: I i -�...•.; - mis rator Project: e11 / s- r yst, 1 'u•lic Wor --- - - __—_ •lic Utilitie -•.l„ . - .. ' - - ices L______ Review fee $ `7 '( Dept Signature --e � T Review or Receipt Other Agency Review or Permit Required Date of Permit Verified By Florida Dept.of Environmental Protection _ _ Florida Dept. of Transportation St.Johns River Water Management District _ Army Corps of Engineers — Division of Hotels and Restaurants _ _ Division of Alcoholic Beverages and Tobacco Other: _ -- —_ APPLICATION STATUS _ __ _ Reviewing Department First Review: nApproved. RDenied. (Circle one.) Comments: —S BUILDING M 4-l- a rtc1rl Co F,, , • PLANNING &ZONING �J f J t r Reviewed by: Date: �� TREE ADMIN. Second Review: Approved as revised. nDenied. C WOR S omments: rmli lea te P .BL C S FE Reviewed by: � " ' Date: 2-idle, , FIRE SERVICES Third Review: nApproved as revised. nDenied. Comments: Reviewed by: Date: revised 07127110 r ' 13901 Sutton Park Drive South,Suite 200 R0SSER TM Jacksonville,Florida 32224-0229 p 904.739.3655 f 904.730.3413 www.prosserinc.com February 5, 2016 Mr. Doug Layton and Jeremy Hubsch City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 Reference: Gate Automobile Service Station w/ Minor Automotive Service Responses to 2nd Submittal Staff Comments dated 1/29/16 Application #15-CVPR-2411 Prosser# 114001.01 Dear Mr. Layton, I We are enclosing herewith site development/construction plans review of the Gate Automobile Service Station with Minor Automotive Service submittal. Enclosed you will find: • 4 Sets of Revised Signed and Sealed Plans • Updated Stormwater "ICPR" Calculations Zoning Review Correction Comments 1/29/16: 1. The submitted plans state this is an "Automotive Service Station with Minor Automotive Service". Please provide staff with further information about what is considered minor automotive service. Response: Noted, thank you. 2. Section 24-111(a) states, "new development and new uses within these districts should have direct access to arterial or collector streets, and sites should be designed so that increased traffic through adjacent residential neighborhoods is avoided." Please describe how the site has been designed to avoid increased traffic though adjacent residential neighborhoods. Additionally, please provide the city with information about how deliveries will be made to the site. Response: Noted, thank you. 3. Section 32(b) states, "the licensed premises where any alcoholic beverages are kept, except for restaurants, grocery stores and markets where the primary business is the sale or service of food, shall be closed for business between the hours of 2:00 AM and 7:00 AM all days of the week. No person shall be permitted on the premises of such business during such hours except to clean the premises, to preform necessary functions for closing the establishment or to perform necessary maintenance." Please provide staff with anticipated hours of operation. Response: Noted, thank you. Community I Management I Energy I Relationships Page 2 Response to Comments, February 5, 2016 Application#15-CVPR-2411 4. Section 24-165(d) states, "All lights and lighting on a service station shall be designed and arranged so that no source of light shall be directly visible from any residential zoning district." Additionally, Section 24-171€ states, "direct lighting sources shall be shielded or recessed so that excessive light does not illuminate adjacent properties or the sky". The submitted photometric plan shows that minimal lighting will leave the site. However, please describe or demonstrate how exterior lights will be shielded or recessed. Response: Noted, thank you. 5. Section 24-171(g)(2) requires a six foot wide area between the building and sidewalks. This area is visible in the plans, but the landscape plan does not show any landscaping. Please revise plans to meet this provision. Response: Noted, thank you. 6. Sections 24-177(d)(1)(b), "all vehicle use areas (VUA) that are not entirely screened by an intervening building from any abutting dedicated public street shall contain the following, a durable opaque landscape screen along at least 75% of the street frontage, excluding driveways. The submitted landscape plans do not appear to provide a sufficient landscape screen along the street frontage. Please revise accordingly. Response: Noted, thank you. 7. Section 24-177(d)(4) states, "the maximum width of any driveway not containing a landscape island through the perimeter landscape area shall be 36 feet. The driveway shown on plans exceeds 36 feet. Please revise plans accordingly. Response: Noted, thank you. 8. Section 23-33(f)(1)(a) requires new oaks to have a minimum 4 inch caliper and 12 foot height at the time of installation. Please revise landscape plans accordingly. Response: Noted, thank you. 9. Per 24-67(d), when preliminary site development plans are signed off on by all departments, the applicant may submit an application for a development permit for vertical construction. Response: Noted, thank you. 10. Be aware that the city will ensure that construction complies with Section 24-171(c)(3) which states "The exterior finish of new building shall be of brick, wood, stucco, decorative masonry, exterior insulation and finish systems (EIFS), architectural or split faces type block or other finish materials with similar appearance or texture. Metal clad, corrugated metal, plywood or oriented stand board (OSB), and exposed plain concrete shall not be permitted as exterior finish materials on the front or any street side building." Response: Noted, thank you. 11. Additionally, Section 24-171(c)(1) states, "roofs, which give the appearance of a flat roof from any street side of the building are prohibited. Roofs may be gabled, hipped, mansard, PROSSER"' Page 3 Response to Comments, February 5, 2016 Application#15-CVPR-2411 or otherwise designed so as to avoid the appearance of a flat roof from the adjoining street." Response: Noted, thank you. 12. Section 24-161(h)(15) requires 1 parking space for every 4 seats within a restaurant. Please provide a seating diagram for the restaurant to verify the 76 seats that are mentioned on the plans." Response: Noted, thank you. Public Works 2nd Submittal Review Comments 10/16/15: 1. (Sheet General) Revisions okay except Sheet C1.0 Note 35 Response: See revised Sheet. 2. (Sheet 5.0) Revision okay. Response: Noted, thank you. 3. (Sheet 5.0) Revision okay. Response: Noted, thank you. 4. Sheet C6.2 shows Grading & Drainage Details, Water Details not found. Response: See new Sheet C6.3. 5. (Sheet 5.0) Revision okay. Response: Noted, thank you. 6. (Sheet 5.0) Revision okay. Response: Noted, thank you. 7. (Sheet 5.0) Revision okay. Response: Noted, thank you. 8. (Sheet 5.0) Revision okay. Response: Noted, thank you. 9. (Sheet 5.0) Revision okay. Response: Noted, thank you. 10. Thru 13. Sheet C6.2 shows Grading & Drainage Details, Water Details not found. PROSSER'N Page 4 Response to Comments, February 5, 2016 Application #15-CVPR-2411 Response: See new Sheet C6.3. 14. (Sheet C6.2) Revised Manhole & Cover Detail okay — hinged cover not required for private manhole. Response: See revised Sheet C6.2. Public Works 2nd Submittal Review Comments 2/2/16: 1. (Sheet 1.0) Water Note 35: Replace contact name and phone number with "Malcolm Clemons @ 247-5834" Response: See revised Sheet. 2. (Sheet C5.0) Remove Note 3. Response: See revised Sheet. 3. (Sheet C6.2)Water Details missing from Sheet. Response: See new Sheet C6.3. Public Works 2nd Submittal Review Comments 2/5/16: 1. Sheet 2.0 — Add Diner (Diver?) Parking note from C#.0 to this sheet also. Make very prominent. (and if Gate does Pre-Con Briefs with their Building Contractor, make sure it is emphasized). Response: Noted thank you. See revised Sheet. 2. C4.0 — City catch basins in Sturdivant ROW to be replaced/reconstructed (as discussed). Contractor to submit shop drawings to Engineer and to City for approval prior to construction. . Response: Noted thank you. 3. C6.2 — Pond Retaining wall (by others) — Signed and Sealed Design Drawings with documentation to be submitted for City approval prior to wall construction Response: Noted thank you. PROSSER`" Page 5 Response to Comments, February 5, 2016 Application#15-CVPR-2411 If you have any further questions or require any additional information, please feel free to contact our office at (904) 739-3655. Sincerely, PROSSER, INC (Y5-' J. Bradford Davis, P.E. Principal Enclosures PROSSER'N Project Design Calculations and Notes Gate Petroleum- Automobile Service Station with Minor Automotive Service Atlantic Beach Drainage Calculations Atlantic Beach, FL Prepared for: Gate Petroleum Issued for Permit: October 12, 2015 Revised: 12-23-2015 Revised: 02-05-2016 PH Project No. 114001.01 PROSSER TM 13901 Sutton Park Drive South,Suite 200 Jacksonville, Florida 32224-0229 p 904.739.3655 f 904.730.3413 www.prosserinc.com Community I Management I Energy I Relationships TABLE OF CONTENTS Gate Petroleum-Automobile Service Station with Minor Automotive Service Atlantic Beach, Florida COVER NARRATIVE • Project Description ATTACHMENTS A Pre Development Calculations B Post Development& Pond Calculations 0`‘‘‘‘---\ C ICPR Model 0`'��4,: GENs —1/ E tolp * • Bx�aB 9.6M#1 ,;'R'. F(;-.ec,o Ninti'40,4,5T6 ���1!!f ii I7 11.111Up�p,`. Supplemental Information Provided by Others—For Information Only D Geotechnical Report dated October 14, 2014 • Provided by AMEC—Not a Prosser Work Product PROJECT DESCRIPTION Gate Petroleum-Automobile Service Station with Minor Automotive Service Atlantic Beach, Florida The project involves the construction of a 6,400 SF building and associated infrastructure that will serve as an Automobile Service Station with Minor Automotive Service for the Gate Petroluem Company on 1.84 acres on Atlantic Blvd in Atlantic Beach, FL. PRE-DEVELOPMENT SITE INFORMATION The site currently consist of a one empty lot, a two story office building, restaurant and associated parking. The existing uses have no means of stormwater treatment or attenuation. The topography generally slopes from South to North and is collected in the ROW by two ditch bottom inlets. POST-DEVELOPMENT SITE INFORMATION The proposed construction will demolish the existing office building and associated parking while maintaining the restaurant during construction. A new 6,400 square foot building will be constructed on the remainder of the site. For all disturbed areas onsite, a wet detention pond with bulk head will be constructed to treat and attenuate the runoff. After reaching the treatment elevation, two control structures will slowly release water into the same ditch bottom inlets as the site did in the existing condition. Maintenance The applicant will be responsible for all maintenance. , ATTACHMENT A Gate Petroleum at Atlantic Beach PROSSER Pre Development PH# 114001.01 Date: January 2016 Drainage Area - Pre-1 Project Area (Ac.): 1.53 Pervious Area (Ac.): 0.50 Impervious Area (Ac): 1.03 Diner Area (Ac.): 0.13 Pervious Area (Ac.): 0.00 Impervious Area (Ac.): 0.13 Total Area (Ac.): 1.66 Curve Number CN of Pervious Area (Ac.): 79 *From TR-55, Table 2-2a. Assume: CN of Impervious Area (Ac.): 98 Open Space, Fair Condition, HSG: C/D (Web Soil Survey) Geotech confirms adequate drainage (>24"to SHGWT) Weighted CN= 92 Time of Concentration For the first 300 LF of flow, assume sheet flow From 0'to 300' : T1= Travel Time (hr) n = 0.094 *From TR-55, Table 3-1 assume light underbrush L = 220 If * P2 = 5.04 in *FDOT Intensity-Duration Curve Figure 5-5 s = 1.323% T1= 0.20 hrs 11.91 min. For remaining distance use Shallow Concentrated Flow From 300'to 460' : s = 0.000% Velocity is estimated using TR-55, Figure 3.1 V= 5.00 fps T12= Travel Time (hr) L = 0 If T2= 0.00 hrs 0.00 min. Total Surface Runoff Travel Time TTOTAL= 0.20 hrs = 11.91 mins ATTACHMENT B PROSSER Gate Petroleum at Atlantic Beach PH# 114001.01 Date: January 2016 Post Basin Drainage Area Project Area (Ac.): 1.65 Pervious Area (Ac.): 0.50 Impervious Area (Ac): 1.15 Diner Area (Ac.): 0.13 Pervious Area (Ac.): 0.00 Impervious Area (Ac.): 0.13 Total Area (Ac.): 1.78 Curve Number *From TR-55, Table 2-2a assume: CN of Pervious Area (Ac.): 79 -Open Space in Fair Condition Hyd. Soils Group C/D CN of Impervious Area (Ac.): 98 Weighted CN= 93 Treatment Volume Based on 1"of runoff over entire drainage basin TV= 0.15 ac-ft Based on 2.5"of runoff over impervious areas TV= 0.27 ac-ft Therefore the Treatment Volume = 0.27 ac-ft 91'0 ZIO 0011 08'1 660 ZIO Ort 00'9 910 ZIO 00'8 08.1 660 ZI O OZ4 00.9 910 Z10 00.8 08.1 610 ZIO Ott 00.9 640 Z10 061 OL1 610 Z10 at 009 £10 Zl-o OS L 09 f 610 Z1.0 OZ6 00'9 Z6.0 Z1.0 OL'L OS.E 610 ZI.O Kt 00.9 16'0 ZI.0 09L 06'1 640 ZIO Ott 00'9 06'0 ZIO OS.L 01.1 410 Z1.0 Or 00.9 81'0 ZI.O 061 Or 410 Z 1 0 OZ4 00'9 LEO ZI'0 OE L Ol.f 610 ZIO Ott 00.9 91.0 ZI.O OZ'L 001 410 ZI'0 OZ., 00.9 5E0 ZIO OIL 06Z 110 ZI 0 006 081 11.0 Z1.0 00'L 08Z 610 11'0 08 E 091 Zf.O ZIO 06.9 OLZ LEO I1.0 09.1 O6.S 1E0 Z10 0119 09.Z S10 II'0 06.E KS 01.0 Z1.0 OL'9 OS.Z 11.0 01'0 OZZ'E 00.1 6Z'O Z1.0 09.9 o6'Z 1E0 01.0 00.E 08.1 8Z0 Z10 01.9 OEZ 6Z 0 010 08Z 09.6 9Z'0 Z10 019 OZZ LZ0 600 09Z 01.6 SZ'0 ZIO OE'9 Of'Z SZ0 60'0 06'Z orb 6Z.0 Z1.0 OZ'9 OO Z 1Z.0 600 OZ Z 006 CZo ZI'0 01'9 06'I In 800 00Z 08'1 ZZo ZI0 00'9 08'1 oro 800 0811 09'1 oro ZIO 06.S OL.I 81.0 800 09.1 01.1 61'0 ZI'0 08'S 09'1 LI'0 LOO 06'1 OZ'1 81'0 Z 1 0 OL'S OS.1 S1.0 LOO OZ.! oaf L 1 V ZI.0 09.S O6.1 61.0 LOO 00.1 08Z 91.0 ZIO OS.S Of'1 110 900 08.0 09Z 61.0 Z 1.0 06 S OZ I I 10 90.0 09.0 O6.Z £1.0 Z1.0 OE'S 011 01'0 90'0 01.0 OZ'Z Z1.0 ZI.0 Or S 00.1 60.0 90'0 OZ11 00'Z I1'0 Z10 01.S 06.0 80.0 SO.0 00.0 08.1 010 ZIO 00.S 080 L00 SO0 oZo- 091 80'0 ZI0 06.1 OLO 90.0 SO0 060- 06'1 LOO ZI.0 08.1 090 SO0 S011 090- Or 1 90'0 21.0 OC4 OS 60'0 600 09.0- 00'1 coo Z1.0 09.1 01.0 10.0 600 00.1` 08.0 60.0 ZI.0 05'6 01.0 Z0.0 60.0 OZ.1- 09.0 Zo'0 ZI.0 06.6 OZ'O 100 600 06.I- 01'0 10.0 ZI'0 01'8 010 10.0 400 09'I- oZ'0 00'0 ZI.0 orb 000 000 10.0 08.1- 000 LZ'0 Z1.0 S49 SZZ 460 10.0 08.I- 009 96.0 <-1V101 I 1 610 <-1V101 OA 3V) (sant') ' (MI) Od 3V) (sa13V) (Rag) 3OV1IO1S V311V NOLLVA313 1I31VM 3OV1101S V3)IV NOLLVA313 N.LVM 1VIO1 UNOd dO Hdd30 1V1.01 ONOd I dO H1d30 Rag 01 O 1N31N3)IJN1 H1d30 land OZ 0 1N36N3HJN1 H.Id30 • 31Nf110A ld'3V 610 3611110A 100d ld-JV LVO 1V31LL 0311111ZYdlt toed U3lllf103N sanV ZI0 1MNIV V311V Si13V f00 1011 IV V311V land OZ1 NOLLVA313 1MN load 08 1- NOLLVA313.IOH sai3V ZI O - HO1lV V311V smolt ZI0 1A1,11 IV V3lIV load 00.8 NOLLVA313 NNV9 30 dOl 1»d OZ t A3131MN VIVO 3JIV1 VIVO awl 91-93A-so . 31VO 91-13d-S0 31VO 10 10011 1 411d ' ON 101d 10100611#Hd ' ON•fob peat]3nuepb'le wnalopad ale0 : 3NIVN NISVH 1.13e213 311¢111,le wnajonad ale° 31NVN NISVE1 SNOLLV11131VJ O Vl1O1S'`%3DVIS SNOLLV1f131 V3 30V11O1S',A 3OVIS 311111OA1N3NLLV3/1 311f11OA 100dLN3NVW113d JNI`NJO11VH 11388011d JNI`)1301'IVH 113SSO11d SNOI.LV LIYIVJ UNOd MOI.LN3I3U.L3M 'wag 39uenv le 11n3110al3d ale9 PROSSER Gate Petroleum at Atlantic Beach PH# 114001.01 Date: January 2016 Pond Using the orifice equation Q (cfs)= Rate of Discharge Q — CA. '2gh A (sf)= Orifice Area g (ft/sec2)= Gravity h (ft)= Depth of water above flow line C= Constant Discharge rate to drawdown half the treatment volume: TV(ft3)= 11,616 *Treatment Volume TV t(hrs)= 24 *Recovery Time _ Q 2 tCF 79 -Open Spa CF (sec/hr)= 3600 *Conversion Factor 83 -1/4 acre Residential Hyd. Soils Group C 79 -Open Space in Fair Condition Hyd. Soils Group C 0= 0.07 cfs Depth of Water h, (ft)= 2.25 *Depth of water between top of TV and flow line (h, + h2 ) h2 (ft)= 1.125 *Depth of water between the stage when h = half TV has been released 2 h= 1.6875 ft Solving for A A = J2 gh A= 0.01 sf Therefore the diameter of the orifice: /4A D = D= 0.12 ft or 1.40 in Therefore the diameter should be 2.77 in. PROSSERGate Petroleum at Atlantic Beach PH#114001.01 Date: January 2016 Wet Detention Pond's Permanent Pool Volume PPV=(RT)(FR) 'FR cu (C)(e, PPV= Permanent Pool Volume(ac-ft) "s RT= Residence Time(days) Based on pond with non-littoral zone option FR= Average Flow Rate(ac-ft/day) The average flow rate(FR)during the wet season (June-October)can be expressed by: where: DA= 1.78 (Drainage Area to Pond (Ac.)) Impervious Area= 1.28 Pervious Area= 0.50 Weighted C= 0.75 Runoff Coeficients taken from Table 24-1 of SJWRMD"Applicants Handbook" R= 29 Wet Season Rainfall Depth(in)From Figure 29-1 of SJWRMD"Applicants Handbook" TT1 - n.urKRxkr1 WS= 153 Length of wet season(days) 12.WS' Substituting the first equation into the second gives: PPV= 0.44 REQUIRED For available PPV see Lake Calculations Sheet , ATTACHMENT C • J Nodes A Stage/Area ✓ Stage/Volume T Time/Stage M ManholeA:Pre Depression A:SWMF Basins U:Post Dev 0 Overland Flow v U SCS Unit CN S SBUH CN \ T:Out Pre D:Outfall 1 Y SCS Unit GA w:Land Weir _ D:Outfall 2 Z SBUH GA Oceze Dev Links W P Pipe W Weir C Channel T:out Post 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. ___= Basins Name: Post Dev Node: SWMF 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) : 1.780 Time Shift(hrs) : 0.00 Curve Number: 92.00 Max Allowable Q(cfs) : 999999.000 DCIA(%) : 0.00 Name: Pre Dev Node: Out Pre 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) : 12.00 Area(ac) : 1.660 Time Shift(hrs) : 0.00 Curve Number: 92.00 Max Allowable Q(cfs) : 999999.000 DCIA(%) : 0.00 ___= Nodes Name: Out Post Base Flow(cfs) : 0.000 Init Stage(ft) : 3.800 Group: BASE Warn Stage(ft) : 4.560 Type: Time/Stage Tailwater Condition assumes 12" RCP Outfall Pipe flowing full. Time(hrs) Stage(ft) 0.00 3.800 12.00 4.810 24.00 3.800 Name: Out Pre Base Flow(cfs) : 0.000 Init Stage(ft) : 3.800 Group: BASE Warn Stage(ft) : 4.560 Type: Time/Stage Tailwater Condition assumes 12" RCP Outfall Pipe flowing full. Time(hrs) Stage(ft) 0.00 3.800 12.00 4.810 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 1 of 6 24.00 3.800 Name: Pre Depression Base Flow(cfs) : 0.000 Init Stage(ft): 7.000 Group: BASE Warn Stage(ft): 7.500 Type: Stage/Area Stage(ft) Area(ac) 7.000 0.0200 7.500 0.0530 Name: SWMF Base Flow(cfs) : 0.000 Init Stage(ft) : 4.200 Group: BASE Warn Stage(ft) : 7.000 Type: Stage/Area Stage(ft) Area(ac) 4.200 0.1200 8.000 0.1200 ___= Drop Structures Name: Outfall 1 From Node: SWMF Length(ft) : 193.00 Group: BASE To Node: Out Post 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) : 4.030 3.050 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 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 Ines: 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 2 for Drop Structure Outfall 1 *** 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 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 2 of 6 Span(in) : 28.00 Invert(ft) : 6.450 Rise(in) : 9999.00 Control Elev(ft) : 6.450 *** Weir 2 of 2 for Drop Structure Outfall 1 *** TABLE Count: 1 Bottom Clip(in) : 0.000 Type: Vertical: Mavis Top Clip(in) : 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in) : 2.77 Invert(ft) : 4.200 Rise(in) : 2.77 Control Elev(ft) : 4.200 Name: Outfall 2 From Node: SWMF Length(ft) : 20.00 Group: BASE To Node: Out Post Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in) : 12.00 12.00 Flow: Both Rise(in) : 12.00 12.00 Entrance Loss Coef: 0.000 Invert(ft) : 4.050 3.810 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 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 Outfall 2 *** 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) : 28.00 Invert(ft) : 6.450 Rise(in) : 9999.00 Control Elev(ft) : 6.450 ___= Weirs Name: Land Weir From Node: Pre Depression Group: BASE To Node: Out Pre Flow: Both Count: 1 Type: Vertical: Fread Geometry: Rectangular Span(in) : 600.00 Rise(in) : 9999.00 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 3 of 6 Invert(ft) : 7.400 Control Elevation(ft) : 7.400 TABLE Bottom Clip(in) : 0.000 Top Clip(in) : 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ___= Hydrology Simulations Name: 25 Year Filename: P:\114\114001-01-GATE @ ATLANTIC BEACH\DESIGN\DRAINAGE\ICPR\25 Year.R32 Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 8.76 Time(hrs) Print Inc(min) 30.000 5.00 Name: 5 Year Filename: P:\114\114001-01-GATE @ ATLANTIC BEACH\DESIGN\DRAINAGE\ICPR\5 Year.R32 Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 6.60 Time(hrs) Print Inc(min) 30.000 5.00 Name: Mean Annual Filename: P:\114\114001-01-GATE @ ATLANTIC BEACH\DESIGN\DRAINAGE\ICPR\Mean Annual.R32 Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 5.00 Time(hrs) Print Inc(min) 30.000 5.00 ___= Routing Simulations = Name: 25 Year Hydrology Sim: 25 Year Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 4 of 6 Filename: P:\114\114001-01-GATE @ ATLANTIC BEACH\DESIGN\DRAINAGE\ICPR\25 Year.132 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) : 24.00 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: 5 Year Hydrology Sim: 5 Year Filename: P:\114\114001-01-GATE @ ATLANTIC BEACH\DESIGN\DRAINAGE\ICPR\5 Year.132 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) : 24.00 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:\114\114001-01-GATE @ ATLANTIC BEACH\DESIGN\DRAINAGE\ICPR\Mean Annual.I32 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) : 24.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 5 of 6 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 6 of 6 Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 25 Year Out Post BASE 0.00 3.80 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 0.26 3.82 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 0.50 3.84 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 0.77 3.86 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 1.02 3.89 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 1.27 3.91 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 1.52 3.93 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 1.77 3.95 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 2.02 3.97 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 2.27 3.99 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 2.52 4.01 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 2.77 4.03 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 3.02 4.05 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 3.27 4.07 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 3.52 4.10 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Post BASE 3.77 4.12 4.56 0 0.01 0.00 0.0 0.0 25 Year Out Post BASE 4.02 4.14 4.56 0 0.01 0.00 0.0 0.0 25 Year Out Post BASE 4.27 4.16 4.56 0 0.02 0.00 0.0 0.0 25 Year Out Post BASE 4.52 4.18 4.56 0 0.02 0.00 0.0 0.0 25 Year Out Post BASE 4.77 4.20 4.56 0 0.03 0.00 0.0 0.0 25 Year Out Post BASE 5.02 4.22 4.56 0 0.03 0.00 0.0 0.0 25 Year Out Post BASE 5.27 4.24 4.56 0 0.04 0.00 0.0 0.0 25 Year Out Post BASE 5.52 4.26 4.56 0 0.05 0.00 0.0 0.0 25 Year Out Post BASE 5.77 4.29 4.56 0 0.05 0.00 0.0 0.0 25 Year Out Post BASE 6.02 4.31 4.56 0 0.06 0.00 0.0 0.0 25 Year Out Post BASE 6.27 4.33 4.56 0 0.07 0.00 0.0 0.0 25 Year Out Post BASE 6.52 4.35 4.56 0 0.07 0.00 0.0 0.0 25 Year Out Post BASE 6.77 4.37 4.56 0 0.08 0.00 0.0 0.0 25 Year Out Post BASE 7.02 4.39 4.56 0 0.08 0.00 0.0 0.0 25 Year Out Post BASE 7.27 4.41 4.56 0 0.08 0.00 0.0 0.0 25 Year Out Post BASE 7.52 4.43 4.56 0 0.08 0.00 0.0 0.0 25 Year Out Post BASE 7.77 4.45 4.56 0 0.09 0.00 0.0 0.0 25 Year Out Post BASE 8.02 4.47 4.56 0 0.09 0.00 0.0 0.0 25 Year Out Post BASE 8.27 4.50 4.56 0 0.09 0.00 0.0 0.0 25 Year Out Post BASE 8.52 4.52 4.56 0 0.10 0.00 0.0 0.0 25 Year Out Post BASE 8.77 4.54 4.56 0 0.10 0.00 0.0 0.0 25 Year Out Post BASE 9.02 4.56 4.56 0 0.11 0.00 0.0 0.0 25 Year Out Post BASE 9.27 4.58 4.56 0 0.12 0.00 0.0 0.0 25 Year Out Post BASE 9.52 4.60 4.56 0 0.12 0.00 0.0 0.0 25 Year Out Post BASE 9.77 4.62 4.56 0 0.13 0.00 0.0 0.0 25 Year Out Post BASE 10.02 4.64 4.56 0 0.14 0.00 0.0 0.0 25 Year Out Post BASE 10.25 4.66 4.56 0 0.14 0.00 0.0 0.0 25 Year Out Post BASE 10.50 4.68 4.56 0 0.15 0.00 0.0 0.0 25 Year Out Post BASE 10.76 4.71 4.56 0 0.17 0.00 0.0 0.0 25 Year Out Post BASE 11.00 4.73 4.56 0 0.18 0.00 0.1 0.0 25 Year Out Post BASE 11.25 4.75 4.56 0 0.19 0.00 0.1 0.0 25 Year Out Post BASE 11.50 4.77 4.56 0 0.21 0.00 0.1 0.0 25 Year Out Post BASE 11.75 4.79 4.56 0 0.76 0.00 0.1 0.0 25 Year Out Post BASE 12.00 4.81 4.56 0 9.43 0.00 0.2 0.0 25 Year Out Post BASE 12.25 4.79 4.56 0 6.71 0.00 0.3 0.0 25 Year Out Post BASE 12.50 4.77 4.56 0 3.31 0.00 0.4 0.0 25 Year Out Post BASE 12.75 4.75 4.56 0 1.84 0.00 0.5 0.0 25 Year Out Post BASE 13.00 4.73 4.56 0 1.28 0.00 0.5 0.0 25 Year Out Post BASE 13.26 4.70 4.56 0 1.01 0.00 0.6 0.0 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page I of 4 Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 25 Year Out Post BASE 13.51 4.68 4.56 0 0.90 0.00 0.6 0.0 25 Year Out Post BASE 13.76 4.66 4.56 0 0.79 0.00 0.6 0.0 25 Year Out Post BASE 14.01 4.64 4.56 0 0.72 0.00 0.6 0.0 25 Year Out Post BASE 14.26 4.62 4.56 0 0.65 0.00 0.6 0.0 25 Year Out Post BASE 14.51 4.60 4.56 0 0.61 0.00 0.6 0.0 25 Year Out Post BASE 14.76 4.58 4.56 0 0.56 0.00 0.6 0.0 25 Year Out Post BASE 15.01 4.56 4.56 0 0.52 0.00 0.7 0.0 25 Year Out Post BASE 15.26 4.54 4.56 0 0.50 0.00 0.7 0.0 25 Year Out Post BASE 15.51 4.51 4.56 0 0.48 0.00 0.7 0.0 25 Year Out Post BASE 15.76 4.49 4.56 0 0.45 0.00 0.7 0.0 25 Year Out Post BASE 16.01 4.47 4.56 0 0.42 0.00 0.7 0.0 25 Year Out Post BASE 16.26 4.45 4.56 0 0.40 0.00 0.7 0.0 25 Year Out Post BASE 16.51 4.43 4.56 0 0.39 0.00 0.7 0.0 25 Year Out Post BASE 16.76 4.41 4.56 0 0.37 0.00 0.7 0.0 25 Year Out Post BASE 17.01 4.39 4.56 0 0.36 0.00 0.7 0.0 25 Year Out Post BASE 17.26 4.37 4.56 0 0.35 0.00 0.7 0.0 25 Year Out Post BASE 17.51 4.35 4.56 0 0.35 0.00 0.7 0.0 25 Year Out Post BASE 17.76 4.33 4.56 0 0.33 0.00 0.7 0.0 25 Year Out Post BASE 18.01 4.30 4.56 0 0.31 0.00 0.8 0.0 25 Year Out Post BASE 18.26 4.28 4.56 0 0.31 0.00 0.8 0.0 25 Year Out Post BASE 18.51 4.26 4.56 0 0.31 0.00 0.8 0.0 25 Year Out Post BASE 18.76 4.24 4.56 0 0.30 0.00 0.8 0.0 25 Year Out Post BASE 19.01 4.22 4.56 0 0.29 0.00 0.8 0.0 25 Year Out Post BASE 19.26 4.20 4.56 0 0.29 0.00 0.8 0.0 25 Year Out Post BASE 19.51 4.18 4.56 0 0.29 0.00 0.8 0.0 25 Year Out Post BASE 19.76 4.16 4.56 0 0.29 0.00 0.8 0.0 25 Year Out Post BASE 20.01 4.14 4.56 0 0.29 0.00 0.8 0.0 25 Year Out Post BASE 20.26 4.12 4.56 0 0.29 0.00 0.8 0.0 25 Year Out Post BASE 20.51 4.09 4.56 0 0.29 0.00 0.8 0.0 25 Year Out Post BASE 20.76 4.07 4.56 0 0.29 0.00 0.8 0.0 25 Year Out Post BASE 21.01 4.05 4.56 0 0.29 0.00 0.8 0.0 25 Year Out Post BASE 21.26 4.03 4.56 0 0.29 0.00 0.8 0.0 25 Year Out Post BASE 21.51 4.01 4.56 0 0.29 0.00 0.8 0.0 25 Year Out Post BASE 21.76 3.99 4.56 0 0.28 0.00 0.8 0.0 25 Year Out Post BASE 22.01 3.97 4.56 0 0.28 0.00 0.9 0.0 25 Year Out Post BASE 22.26 3.95 4.56 0 0.28 0.00 0.9 0.0 25 Year Out Post BASE 22.51 3.93 4.56 0 0.28 0.00 0.9 0.0 25 Year Out Post BASE 22.76 3.90 4.56 0 0.28 0.00 0.9 0.0 25 Year Out Post BASE 23.01 3.88 4.56 0 0.28 0.00 0.9 0.0 25 Year Out Post BASE 23.26 3.86 4.56 0 0.28 0.00 0.9 0.0 25 Year Out Post BASE 23.51 3.84 4.56 0 0.28 0.00 0.9 0.0 25 Year Out Post BASE 23.76 3.82 4.56 0 0.28 0.00 0.9 0.0 25 Year Out Post BASE 24.01 3.80 4.56 0 0.28 0.00 0.9 0.0 25 Year Out Post BASE 24.01 3.80 4.56 0 0.28 0.00 0.9 0.0 25 Year Out Pre BASE 0.00 3.80 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Pre BASE 0.26 3.82 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Pre BASE 0.50 3.84 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Pre BASE 0.77 3.86 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Pre BASE 1.02 3.89 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Pre BASE 1.27 3.91 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Pre BASE 1.52 3.93 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Pre BASE 1.77 3.95 4.56 0 0.00 0.00 0.0 0.0 25 Year Out Pre BASE 2.02 3.97 4.56 0 0.01 0.00 0.0 0.0 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 2 of 4 Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 25 Year Out Pre BASE 2.27 3.99 4.56 0 0.02 0.00 0.0 0.0 25 Year Out Pre BASE 2.52 4.01 4.56 0 0.04 0.00 0.0 0.0 25 Year Out Pre BASE 2.77 4.03 4.56 0 0.05 0.00 0.0 0.0 25 Year Out Pre BASE 3.02 4.05 4.56 0 0.06 0.00 0.0 0.0 25 Year Out Pre BASE 3.27 4.07 4.56 0 0.07 0.00 0.0 0.0 25 Year Out Pre BASE 3.52 4.10 4.56 0 0.08 0.00 0.0 0.0 25 Year Out Pre BASE 3.77 4.12 4.56 0 0.09 0.00 0.0 0.0 25 Year Out Pre BASE 4.02 4.14 4.56 0 0.10 0.00 0.0 0.0 25 Year Out Pre BASE 4.27 4.16 4.56 0 0.11 0.00 0.0 0.0 25 Year Out Pre BASE 4.52 4.18 4.56 0 0.12 0.00 0.0 0.0 25 Year Out Pre BASE 4.77 4.20 4.56 0 0.13 0.00 0.0 0.0 25 Year Out Pre BASE 5.02 4.22 4.56 0 0.14 0.00 0.0 0.0 25 Year Out Pre BASE 5.27 4.24 4.56 0 0.15 0.00 0.0 0.0 25 Year Out Pre BASE 5.52 4.26 4.56 0 0.16 0.00 0.0 0.0 25 Year Out Pre BASE 5.77 4.29 4.56 0 0.16 0.00 0.0 0.0 25 Year Out Pre BASE 6.02 4.31 4.56 0 0.17 0.00 0.0 0.0 25 Year Out Pre BASE 6.27 4.33 4.56 0 0.20 0.00 0.0 0.0 25 Year Out Pre BASE 6.52 4.35 4.56 0 0.21 0.00 0.0 0.0 25 Year Out Pre BASE 6.77 4.37 4.56 0 0.21 0.00 0.0 0.0 25 Year Out Pre BASE 7.02 4.39 4.56 0 0.22 0.00 0.0 0.0 25 Year Out Pre BASE 7.27 4.41 4.56 0 0.25 0.00 0.1 0.0 25 Year Out Pre BASE 7.52 4.43 4.56 0 0.26 0.00 0.1 0.0 25 Year Out Pre BASE 7.77 4.45 4.56 0 0.27 0.00 0.1 0.0 25 Year Out Pre BASE 8.02 4.47 4.56 0 0.27 0.00 0.1 0.0 25 Year Out Pre BASE 8.27 4.50 4.56 0 0.32 0.00 0.1 0.0 25 Year Out Pre BASE 8.52 4.52 4.56 0 0.33 0.00 0.1 0.0 25 Year Out Pre BASE 8.77 4.54 4.56 0 0.38 0.00 0.1 0.0 25 Year Out Pre BASE 9.02 4.56 4.56 0 0.39 0.00 0.1 0.0 25 Year Out Pre BASE 9.27 4.58 4.56 0 0.41 0.00 0.1 0.0 25 Year Out Pre BASE 9.52 4.60 4.56 0 0.43 0.00 0.1 0.0 25 Year Out Pre BASE 9.77 4.62 4.56 0 0.49 0.00 0.1 0.0 25 Year Out Pre BASE 10.02 4.64 4.56 0 0.51 0.00 0.1 0.0 25 Year Out Pre BASE 10.25 4.66 4.56 0 0.63 0.00 0.1 0.0 25 Year Out Pre BASE 10.50 4.68 4.56 0 0.65 0.00 0.2 0.0 25 Year Out Pre BASE 10.76 4.71 4.56 0 0.82 0.00 0.2 0.0 25 Year Out Pre BASE 11.00 4.73 4.56 0 0.85 0.00 0.2 0.0 25 Year Out Pre BASE 11.25 4.75 4.56 0 0.91 0.00 0.2 0.0 25 Year Out Pre BASE 11.50 4.77 4.56 0 1.72 0.00 0.2 0.0 25 Year Out Pre BASE 11.75 4.79 4.56 0 5.64 0.00 0.3 0.0 25 Year Out Pre BASE 12.00 4.81 4.56 0 10.03 0.00 0.5 0.0 25 Year Out Pre BASE 12.25 4.79 4.56 0 5.23 0.00 0.6 0.0 25 Year Out Pre BASE 12.50 4.77 4.56 0 2.35 0.00 0.7 0.0 25 Year Out Pre BASE 12.75 4.75 4.56 0 1.32 0.00 0.7 0.0 25 Year Out Pre BASE 13.00 4.73 4.56 0 1.01 0.00 0.8 0.0 25 Year Out Pre BASE 13.26 4.70 4.56 0 0.83 0.00 0.8 0.0 25 Year Out Pre BASE 13.51 4.68 4.56 0 0.81 0.00 0.8 0.0 25 Year Out Pre BASE 13.76 4.66 4.56 0 0.66 0.00 0.8 0.0 25 Year Out Pre BASE 14.01 4.64 4.56 0 0.64 0.00 0.8 0.0 25 Year Out Pre BASE 14.26 4.62 4.56 0 0.56 0.00 0.9 0.0 25 Year Out Pre BASE 14.51 4.60 4.56 0 0.55 0.00 0.9 0.0 25 Year Out Pre BASE 14.76 4.58 4.56 0 0.47 0.00 0.9 0.0 25 Year Out Pre BASE 15.01 4.56 4.56 0 0.46 0.00 0.9 0.0 25 Year Out Pre BASE 15.26 4.54 4.56 0 0.44 0.00 0.9 0.0 25 Year Out Pre BASE 15.51 4.51 4.56 0 0.43 0.00 0.9 0.0 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 3 of 4 Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 25 Year Out Pre BASE 15.76 4.49 4.56 0 0.38 0.00 0.9 0.0 25 Year Out Pre BASE 16.01 4.47 4.56 0 0.38 0.00 0.9 0.0 25 Year Out Pre BASE 16.26 4.45 4.56 0 0.35 0.00 0.9 0.0 25 Year Out Pre BASE 16.51 4.43 4.56 0 0.35 0.00 0.9 0.0 25 Year Out Pre BASE 16.76 4.41 4.56 0 0.32 0.00 0.9 0.0 25 Year Out Pre BASE 17.01 4.39 4.56 0 0.32 0.00 0.9 0.0 25 Year Out Pre BASE 17.26 4.37 4.56 0 0.32 0.00 1.0 0.0 25 Year Out Pre BASE 17.51 4.35 4.56 0 0.32 0.00 1.0 0.0 25 Year Out Pre BASE 17.76 4.33 4.56 0 0.27 0.00 1.0 0.0 25 Year Out Pre BASE 18.01 4.30 4.56 0 0.26 0.00 1.0 0.0 25 Year Out Pre BASE 18.26 4.28 4.56 0 0.29 0.00 1.0 0.0 25 Year Out Pre BASE 18.51 4.26 4.56 0 0.29 0.00 1.0 0.0 25 Year Out Pre BASE 18.76 4.24 4.56 0 0.24 0.00 1.0 0.0 25 Year Out Pre BASE 19.01 4.22 4.56 0 0.23 0.00 1.0 0.0 25 Year Out Pre BASE 19.26 4.20 4.56 0 0.26 0.00 1.0 0.0 25 Year Out Pre BASE 19.51 4.18 4.56 0 0.26 0.00 1.0 0.0 25 Year Out Pre BASE 19.76 4.16 4.56 0 0.24 0.00 1.0 0.0 25 Year Out Pre BASE 20.01 4.14 4.56 0 0.23 0.00 1.0 0.0 25 Year Out Pre BASE 20.26 4.12 4.56 0 0.21 0.00 1.0 0.0 25 Year Out Pre BASE 20.51 4.09 4.56 0 0.20 0.00 1.0 0.0 25 Year Out Pre BASE 20.76 4.07 4.56 0 0.20 0.00 1.0 0.0 25 Year Out Pre BASE 21.01 4.05 4.56 0 0.20 0.00 1.0 0.0 25 Year Out Pre BASE 21.26 4.03 4.56 0 0.20 0.00 1.0 0.0 25 Year Out Pre BASE 21.51 4.01 4.56 0 0.20 0.00 1.0 0.0 25 Year Out Pre BASE 21.76 3.99 4.56 0 0.20 0.00 1.0 0.0 25 Year Out Pre BASE 22.01 3.97 4.56 0 0.20 0.00 1.0 0.0 25 Year Out Pre BASE 22.26 3.95 4.56 0 0.20 0.00 1.1 0.0 25 Year Out Pre BASE 22.51 3.93 4.56 0 0.20 0.00 1.1 0.0 25 Year Out Pre BASE 22.76 3.90 4.56 0 0.18 0.00 1.1 0.0 25 Year Out Pre BASE 23.01 3.88 4.56 0 0.17 0.00 1.1 0.0 25 Year Out Pre BASE 23.26 3.86 4.56 0 0.17 0.00 1.1 0.0 25 Year Out Pre BASE 23.51 3.84 4.56 0 0.17 0.00 1.1 0.0 25 Year Out Pre BASE 23.76 3.82 4.56 0 0.15 0.00 1.1 0.0 25 Year Out Pre BASE 24.01 3.80 4.56 0 0.14 0.00 1.1 0.0 25 Year Out Pre BASE 24.01 3.80 4.56 0 0.14 0.00 1.1 0.0 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 4 of 4 ATTACHMENT D Geotechnical Report dated October 14, 2014 Provided by Ellis and Associates - Not a Prosser work product • • - t � BEACH DINER ,. I: ALTERATION ==' t ) ------/ (roitM 501 ATLANTIC BOULEVARD ....wn. JACKSONVILLE, FLORIDA 32233 1Lrrr m . siTZ . I e� -o. a. [APPLICABLE CODES: STRUCTURAL NOTES: 1 < mama Neem on mama anti MI■.■natant" - - I.1al.IttrM kllncveaa,.n am Mfn..,.MITI. ..iIfRY..W.�4lLLn]TI1�IneU.m MIMIC yin manna•.tenornl wLr F•,.vwn rINN lr.•.Olaallntta.4a..ruw.Wit Y.MmarN,NT. u b I.a Yw•al.n.f....nl�watrNw..n.[r..R nlclRl Ir1.M•Mt.ntRlCnWy.6i< .a nntLtMMq M•l�4Maa fe•max 1 ImYtr:.t annomAwncrtcc M•o n.naxrl m*.It I au'�w'�o.'�....",.'.;�1'w'..mw:ae°O,'.:: U Ir.YIRT !llnO®l•n•JaRt•Mk RF.npl!t tYCFMwn)11■b.l I•<m n.•t•� _ —_ _ __ _-- � > Nm.«,.. Lna.o.a...annxcMa•PIM(M:n. wea�.e.I•,u.1,a..,,I..Y. 1.In.t rtf••r[1eaItOR:I lq D.r • rM MIcC-ntsatl«nq¢np.=II MYa1s.Atlrsn.'II it C(I.111 AlOh a Waal,nta••.n n.ao1,l, AP4�Iq_ 141.n11IIw..Lwp 1•.•rfw - .. __- i _ . . n■OS **/..IYIi_ .-ums. /InLMLn cu,o • PIY .1.1ot1(i1 .n I.(1Y • �Iw.1Yn \Y�.MY•ornII..yt.y.1 I its. .•i M.'n.'•\ I.M�.w.MI10...1!n�W\•.Y.. • N•.•t.....o,mw o..II.Yykfl _,,_ 1 ,,_ _ 1 M.M.•.n..•.••\wale,h a.i..ik^•••r.••uw.Y Y•..•nv... 1� /...0..41.4.......w.r.rn.•1r+w.taY.aa • u.•.r...l..•I I...AIM■Y n (/t • 0 .xit.! •1y Il.ylauront no w /J Ier j [INDEX OF DRAWINGS: [ ` j "Mt aannnnlnmlltLl , AIL IIMISNllxCl■CM1 '! Sena.e/rack • i�. s'•.• o• -r I r-.• •- r_r r_� fq• T-!5 ' .----TLS PIT J_� �. Instal Pt atria In clistiiq 9m VS,..;•.I'.. � %/// I( LYItl 7..wt:e.Ia bottom of aalll(t/otem .f //� LLl /// �� /r� I .gas ementi�I Im slam f �...:el i lit e..,.r_ .r.. ,....•••' .:1.. �) mer I ilius•ba.;er d ',dont en 7/16.osb 04.•rr 4,4. I _ ilsle't R-11 hfutaprn end drp.C. tp.r✓w<.•/• • • 1 t •• Malan R-!0 ball Intu:alicn O cc'li+q �,..w t•^'un 'H h.1os lr'm ane Ile leer n+•••" +"'1'�� M..... ,ri LI-_ ii �' _ -- -c.z r'r ..__ ..._ .� le”tel 1 lite of aaelrant Cate.Ilh claw. ...1.y w..I.....n =�\•" al.'r.r __--. au(twi•q•:Ih lhamh laic,O int tleodball �' .l N......1 01,1.w •e w:r.n.•..,• 11,1V -",e,.....................,.....-..-...---.---1\1.11Y.\w• Poi1:int and.II FIL� :,I.t...0.14 111.‘ CQPY, • t•.Y•:W.I..T771 d•-r ere,MY.4«• I [(LN .1 nti • • �lAr i i • [LIFE SAFETY PLAN LEGEND I 1 • _ TRAVELocrAilce' — v 8 l �{„ ! `� Ylt7WryEO1ltS9 / .er "1 �I( / .:UF a. .......,�.,e I�11-. r - 1511 i rwunrrAnlcFccntia .n..N t-7"' EXIT\I a/1� / GtNIC WR.V.PGI! 10 iI —i �,r, IU1F:AECTEWTLUOJ fOIYpp1A:)1LR WPM./PM �.....•w_ EXiYd.L:311F11.GEl 1101X IL)iA4.Vy/ u uaw...:r`.au...oa UGUI F)W4A TRUSS MI TACTILE FAIT ILN EMT CCM•AKRON Oi1CCT1011 PONCA-TS [� OIiECTFD YATIIOF TIN\Q tI01G1ED YY s iMD COLOR.BRIGHT RIO PALO COLOR•YRIp1TRlO a v� ill I LETILR COLOR•111YTE IETIER COIGN•MOE .^. .. _ SIGNAGE MOUNT DETAILS W —_ SIGN•S' Q I a — _ LIFE SAFETY SIGNAGE DETAILS i 1. -- :: N I° .Xi r LIFE SAFETY EGRESS DESIGN NOTES C)� _ .I.•.1 l" O)AIE WCFOlLIPO, RTITTO C0YtYWITH FOG O.W IY1:C 07 T—' 'µr"' �• Clq ( E ± [CODE SUMMARY: ""wj= •. .\. M.••I 0.10.1.I �- I.WO ro.a..c.011.VPM.10M 1TR 1A J4• w..0 I )IIAI•.Ar.O Afq`.tMLV L N3Y...s 17i1 i wl/.. .N Y - -...._ t'•• ip wal Mvn mom n osmonorMM.M..omrr+.{tw Cr N am.cwM p 111 .l.louA NM A NW11PMW.I.lt.4311•WWMa:r.NMa.. - �..e/.1' 1 4L.Ma MYG 111011.0.0.1 00111 MNMiN.iliLl Iab1NNN '4.) 61. 1• -- _ I -O W[til%Y.m...uN(I..Il i y/J NJIIMN � 1 _ L ....1.... I1 . .r K U4 FI r.... k • RE RESISTANC REQUIREMENTS r(�� ,,.�+, 1 I rra ammo.u1a41 Nt..rnal 1.01/11.O1NO.r.wrlMYrmrrwcro0 ,N �;� N.MO A rla.uM1.MM.O1MUJ .I.a i',.." ,..\dry, 1!, �.! IlW.laL4Na.l� 4.3 ... lll...Y I 1.r0 :..',..,.., [�C O KM uawwua.ar Ne .T ',.� n:..)r.alq.. {/r...\ _ 1..411 .IM )• + .10.10 + I` uN ;r-{o.e ' i EGRESS REOUIIZMENTSI l.q' + +' �a•...... ..... ` a. .xva fr _- ocn.V Sia ua_...r.n wu�i.ao.n I I I I i •rl' ...tea+ ( I ). I 111,1. I.003.1AI N�.�.1 [.x.11011.1 •at 7t I J 1+•t �... 0.1011/11., i 11431) ■ti0.a�J1 •!! ,.....--. 1.01`- MCnIni )OIK as ,15100 TIpiuIr'' ORR _. r 4 i .(1 _ I -'-`_l_ u I r. 1 r-- �_�L---1 , •___T___ moi )7----,---1--ci, r•_;,_ ,. I n i .-.mo ' i1L�l.�CJ❑�I i' �- U 1! iiL 1, , _,.., rr � r ,., ___,....___ L;-_-_, I: , : 0 , _ 1 ;-::, fl-,-..-&-, .,.., 1--- rij %�-: MI _ • V19' I - di 0 Robert C.Wise LARRY WILLIS AND ASSOCIATES,1f iC, - �-�- �• _;; 7 PLAN Na F CJI e:� Designers And Planners „..,..7.._:,`—'7..._, ��` •�- .++... r� ARCHITECT ,+-,..,,.,+�.-.-._..�., ,. ... Adeeb .n� C •-.. - - ' -"- - -•5- -a -- ' -.IS ,4111[11 ff.tf..,_iii Ilf ft!'f-rd t I Ill: I L f=•.:i;1 ri .il I gr, 1"i 4;:1 r f;5 gril 1 I.1.: .1 I !II I i: la I;f.I t.1 If i• ?g fs f lil 7. "r. aL.;11,.1-1- o ,1 t xi- r, qt ri ;I 1 ti i:"1 ri 1 i• •il—II lti g {‘ ;' - I 1 ;. • r• . . P if f il I ; a • • 9 II fa ,tt: 4 1 1 ..! fi . it i ,.gi• il If 1 1 f 0 , ;I : f; f .- . ; ' ;f i Fi I rf ,i 11- I. t • -.•i.t i- Li- •i•• 3 ..". .34.4. j ito• j. 44..ei et 4? \::Cli 1 I -II Clicw) .--__ ,__- .?...!._S i ii:V' I Te• 0 14'. -. i W; I t.•, ,- 4 ,,,.4. g_:r-_. 2 eb r zi z.,--ti 7, ./*= ,-- -- . '''' 4F".. 1 2,-.7-.-.2...p.,... • .=- I :rd 31 1 i`• _. --.i. ,-2_ .Tvz 7. il Z*;'* `'..1 • D c ...._,-,=, .., • • . - ...,..----0,71 + •!4_,..„,-,.....„ ... .... . 7.k. „.... • , Is-7- s ;' 1, iA c•-..i 4. a,..4'...c. .4'. ( 1 s:p_.(;j ..$ • 1. .,....„4 . .-. it , -A F.: 1 ..t.k. ,.., = I iI.:\-1.1 Jg It D 1 IZ 1 1 ,.. 1 .g4 11:p.r_th. I X.1 ft t...... g .;-:' k . 3 i .17.7. IJ:..-1 7: I 14, l‘ t •Zil I i • 4* . 1 41 ".?. .i.i. n 0° . . I I.. .._-. .-: ' A .__— r, .1 ii • x • E . tz "1 1 iii 0 i ILI il q,...-6- ill i Fi o • F . i : ;1 2 '':' II vz :.- ,,, ; 1 V 310 I _ • I _.2 -- I •• • :-, . c. — - = • •:I:3 it—--, 5- — 4 „ 0 . .. — P -. ...., - t. K • I . lir ,... 7 * U— 1.--.;, •4 S' 7`, ,i- •, s- -:.n 1.. , g 0. 1 Lg. ii• •. ,..., _r_____- ...... -=•'3 . 1 11 1,-Mli 1:. '71 I I 1 ! 'hi ---1 i . I t c.•••.1 ;.• I ityiF,3 = . ,, i li . • I Z el t 1 . . I I 51 1 I i 10 0 . 1 aig . , ,..,,......,,,.,.4. : ,..„,„7 -,,, ,,., LI• .. .....„ I ] -,,,-..t,,_,.: .... , z. i , .. ._.....___ 54'..."• .....—_ __..- 4 .__... – - c. 7. LARRY WILLIS AND ASSOCIATES,INC. e.........—--....—,..1—....--....— '...." 11 PLAN -..-.....---....,-........-- 2:2,11_,•_-.:1=_-, Robert C. tVise Dcsipers And Manners ,..7......---•-.--....:-—T.: :,-1',Irsthi ARCHITECT ,.....",,,,.,.„ • i ...•,•I?I&&&&& ---- • . ... i' i ... w Ca 145RE, �4j a- N 13� tat ' 14' 133_ \ - 125 116 -, 'off 112H-A-- OA Ci-� c1c 121 / Li ....-44/k1/4 )1( in 1 110 u c.) / w 117 Itil v, `si 115 106 102 18" CP 6E © .� 4 4N MH-A-539 f 8,. 8" PVC -- 533 541 9 1 160 155 �'. ©►: 144 : v 163 126 123 ` ,inn 113 124 111 515 L°, 104 Q � °� tar ?; 109 V C WM IN ,�" STURDIVANT AV � H-A-538 0 J 469 501 M 14101 pRossER TM 13901 Sutton Park Drive South,Suite 200 Jacksonville,Florida 32224-0229 p 904.739.3655 f 904.730.3413 www.prosserinc.com December 23, 2015 RECEovE Mr. Doug Layton and Jeremy Hubsch DEC 3 iU15fi City of Atlantic Beach � d 1200 Sandpiper Lane Atlantic Beach, FL 32233 0 Reference: Gate Automobile Service Station w/ Minor Automotive Service Application #15-CVPR-2411 Prosser# 114001.01 Dear Mr. Layton, We are enclosing herewith site development/construction plans review of the Gate Automobile Service Station with Minor Automotive Service submittal. Enclosed you will find: • 4 Sets of Revised Signed and Sealed Plans • Comment Responses Below • Gate Customer Service • Comment Cards and Emails • Beach Diner Plans Public Works Correction Items 1: • Delete the private storm water system connecting to the inlet behind the Gate building on Sturdivant Avenue. Seal the existing storm water connection or replace the inlet. Response: This connection must remain so that the stormwater leaving the site does not overload the existing stormwater system. All service stubs to the property that will not be utilized will be demolished and sealed/ capped at the main or structure. Please see sheet C2.0 for demolished services. • Show existing utilities on Sturdivant Avenue. Existing water line may be in conflict with proposed storm line. Response: Please see sheet C2.0 and C5.0 for existing and proposed utility locations. Water line is located on north side of Sturdivant Ave. and does not conflict. Sanitary sewer trunk line is entirely under pavement. • Driveways on Sylvan Drive and Sturdivant Avenue need to be a maximum of 20' wide at the right-of-way with 3' flares at pavement edge. Response: Please see sheet C3.0 for revised driveway widths. All driveways are 20' wide at the ROW per Sec. 19-7. Community I Management I Energy I Relationships Page 2 Response to Comments Application #15-CVPR-2411 • Impervious areas appear to be over 70%. Response: Please see sheets C2.0 and C3.0 for pervious/ impervious surface calculation for Pre and Post development, respectively. Also attached is the Pre and Post surface area exhibits. Pervious parking was utilized and counted as 50% pervious and 50% impervious as shown on Sheet C-3. • Explain split in outfall overflow. Response: The stormwater management system was designed with a split outfall to work proportionately with the existing stormwater structures. Currently, the site drains to the two existing structures along Sturdivant Avenue which have 12" and 15" outfall pipes. The outfall was split to avoid overwhelming one of the systems. • Explain existing drainage pattern. Response: Currently, the site drains towards the rear (north) of the site, into two existing structures along Sturdivant Avenue. There is one inlet in front (south) of the building, however, it appears to be full of dirt and debris and not functioning properly. This inlet does not drain to the FDOT ROW. • Provide FDOT connection Permit. Response: Upon FDOT approval, a copy of the Driveway Connection Permit will be provided. • Provide construction site management plan, including location of dumpster and portable toilet. Right-of-Way Permit is required if using right-of-way for construction parking. Response: Please see sheet C2.0 for approximate location of roll-off dumpster and portable toilet(s). • Provide erosion and sediment control plans with installation details. Response: Please see sheets C7.0 and C8.0 for Erosion and Sediment Control Details. Also, sheet C3.0 for BMP locations. • Provide impervious surface calculations for entire lot (existing and post construction). Response: Please see sheets C2.0 and C3.0 for impervious surface calculations. This information was previously emailed to Mr. Scott Williams December 11, 2015. • Section 24-66(b) of the Land Development Regulations requires on-site storage for increased run-off if adding 400 SF or more impervious surface. Provide Delta volume calculations and on-site retention required per Section 24-66(b). (See attached information sheet). Response: A stormwater management district permit will be provided to the City upon receipt. PROSSER" Page 3 Response to Comments Application#15-CVPR-2411 Public Works Conditions of Approval: • All concrete driveway aprons must be 5" thick, 4,000 PSI with fiber mesh from the edge of pavement to the property line. Reinforcing rods or mesh area not allowed in the right-of- way. Response: Please see sheet C6.1 Gate's standard concrete section which is more stringent than requested. • Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. Response: Please see sheet C2.0, Erosion Control Note 11 for note. • All silt must remain on-site during construction. Response: Please see sheet C2.0, Note 12. Also, see sheet C2.0 for silt fence's proposed location. • Roll off Container Company must be on City approved list and container cannot be placed on City right-of-way. (Approved: Advanced Disposal, Realco, Republic Services, Shappel's and Waste Pro.). Response: Noted, please see sheet C2.0 for location. • Full right-of-way restoration, including sod, is required. Response: Noted, thank you. • Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 10' in each direction from the center of the cut. Repair must be shown on the plans. Response: Noted, thank you. Public Works Correction Items 2: Please Note: The potable water connection has been revised and now comes off Sturdivant Avenue. • Change ALL water and sewer utility references from JEA to City of Atlantic Beach- Public Works Department-904 247-5834. Response: Please see sheet C6.1 and C6.2 for details. • Change "JEA" in note 2 to "COAB" Response: Please see sheet C5.0, Note 2 for revision. • Is 2" tap off existing main correct? If so, why is the reducer needed? PROSSER"' Page 4 Response to Comments Application #15-CVPR-2411 Response: The revised potable water connection has resolved this issue. Please see sheet C5.0. • Connection to existing water main requires Double Strap Tapping Saddle with Corp Stop. Response: Please see sheet C6.2, Plate W-2 for revision. • Change "POLY" from water service to irrigation meter to SCH. 40 PVC. Response: Please see sheet C5.0 for revisions. • Change 2" Corp. Stop on water service to 2" Curb Stop. Response: Please see sheet C5.0 for revisions. • Change 2" Gate Valve on water service line to 2" Curb Stop. Response: Please see sheet C5.0 for revisions. • Change 2" Corp. Stop on water service to 2- Curb Stop. Response: Please see sheet C5.0 for revisions. • Change 2" Corp. Stop on water service to 2" Curb Stop. Response: Please see sheet C5.0 for revisions. • Plate W-2: Water meter box cover must be Touch Read Lid Response: Please see sheet C6.2, Plate W-2 for note. • Plate W-2: Water service line must be SCH. 40 PVC. Response: Please see sheet C6.2, Plate W-2 for revision. • Plate W-2: Remove "JEA" from meter in detail. Response: Please see sheet C6.2, Plate W-2 for revision. • Plate W-2: Connection to existing water main requires Double Strap Tapping Saddle with Corp. Stop. Response: Please see sheet C6.2, Plate W-2 for revision. • Plates S-1: Sanitary Sewer manhole cover must be hinged style and with raised lettering identifying COAB and not JEA. Contact Malcolm Clemons at mclemonsru'�.coab.us for CAD detail. Response: Please see sheet C6.2 where the detail requested has been added. PROSSER " Page 5 Response to Comments Application #15-CVPR-2411 Zoning Review Correction Comments 1. The submitted plans state this is an "Automotive Service Station with Minor Automotive Service". Please provide staff with further information about what is considered minor automotive service. Response: Section 24-111 of the Code of Ordinances sets forth the CG zoning district, which is the most intense commercial zoning district in the Code of Ordinances and is intended to "provide general retail sales and services for the City of Atlantic Beach and the closely surrounding neighborhoods." Section 24-111(b)(1) and (9) provides that the permitted uses in the CG zoning district include the retail sale of food and other items and "automobile service station with minor automotive repair and with accessory car wash." Section 24-17 of the Code of Ordinances defines an automotive service station as "any building, structure or land used for the dispensing, sale or offering for sale at retail any automotive fuel, oils or accessories, and in connection with which is performed minor automotive service, but not heavy automotive repair." Section 24- 17 also defines "minor automotive service" as "the limited, minor or routine servicing of motor vehicles or parts, but shall not include heavy automotive repair." The Code of Ordinances does not contain a definition of "minor automotive repair." Gate proposes an automobile service station. It will dispense and sell, at retail, automobile fuel, oils, and accessories. Gate also proposes a store which will sell food and other items at retail. Gate retail stores typically sell approximately fifty types of automobile oils, fluids, and accessories, including: repair gloves, tire repair kits, "fix a flat" kits, tire sealants, tire gauges, battery jumper cables, gas cans, auto fuses, auto light bulbs, glass and tire cleansers/wipes, and a wide variety of automobile oils, fluids, and related pouring/filling aides. In connection with these accessories sold, Gate personnel often assist customers with limited, minor, and routine servicing of motor vehicles and parts, if and when customers ask for or need assistance. Also, Gate personnel assist any disabled customers with fueling and any other routine servicing. Attached is an internal Gate newsletter from July-September, 2015. Please see the customer note under "Customer Service Excellence" relating how a Gate station employee assisted a customer putting a spare tire on her car. Also attached are Gate customer comments received via comment cards or e-mails providing examples of Gate station personnel providing service to customers such as charging car batteries, changing tires, inflating tires, pumping gas, etc. Additionally, the proposed automotive service station will feature a tire pressure gauge and air dispensing station; an automobile vacuum station; and paper products and other products needed for window and tire washing, oil and fluid checks and changes, and other minor or routine automobile servicing. (ISSt. r_ Page 6 Response to Congi. nents Application#15-CVPR-2411 Thus, the proposed Gate service station will provide minor automotive service, as defined in the Code of Ordinances--the limited, minor or routine servicing of motor vehicles or parts. At City Commission meetings earlier this year, an attorney for a tenant involved in a private dispute with Gate suggested that Section 24-111(b)(9) of the Code of Ordinances requires, as opposed to permits, "minor automotive repair" (an undefined term) and an accessory car wash at an automobile service station. This suggestion is (i) contrary to the express intent of the Code and (ii) contrary to the wishes and desires of the other speakers at the Commission meetings. Section 24-111 lists permitted uses and also emphasizes an express preference for low intensity commercial uses. Section 24-111 states that "low intensity commercial uses" are preferred and encouraged in the CG zoning district, stating specifically in subsection (d), "Commercial and light industrial development shall be located and designed so as to minimize adverse effects on residential areas, traffic facilities and the aesthetic character of the city." There is no question that Section 24-111(b)(9) permits an automobile service station. To suggest, however, that the Code's inclusion of a reference to minor automotive repair and an accessory car wash in the list of permitted uses should be construed to require more intensive uses—minor automotive repair and a car wash—as part of a permitted service station is contrary to the explicit provisions of the Code preferring low intensity uses. For example, Section 24-111(b)(1) permits "Retail outlets for the sale of food and drugs ... home furnishings and appliances ... ." It would be nonsensical, however, to require a food store to sell drugs or to require a furniture store to sell appliances. The provision lists the most intensive permitted uses but does not require such uses. Furthermore, if Gate's service station provides the more intensive "repair" and car wash described by the tenant's attorney—and it could do so—it would do so contrary to the wishes of other speakers at the Commission meetings, all of whom expressed a desire for a less intensive service station in Atlantic Beach. The undesirable and nonsensical result of the suggestion of the tenant's attorney— that Gate's station must provide the more intensive "repair" and car wash which he described—demonstrates the error of his interpretation of the Code. 2. Section 24-111(a) states, "new development and new uses within these districts should have direct access to arterial or collector streets, and sites should be designed so that increased traffic through adjacent residential neighborhoods is avoided." Please describe how the site has been designed to avoid increased traffic though adjacent residential neighborhoods. Additionally, please provide the city with information about how deliveries will be made to the site. Response: The following aspects of the proposed Gate service station design will assist in avoiding increased traffic through the adjacent residential neighborhood: • Gate is reducing the number of access points (curb cuts) on Sturdivant Avenue from the existing six (6) access points to the proposed two (2) access points. • All parking has been removed from behind the existing store in the proposed plan. PROSSER ' Page 7 Response to Comments Application #15-CVPR-2411 • Landscaping has been added in the rear to screen the building and vehicular use areas. • The building and parking lot lighting has been designed to meet the latest code requirements. • Gate will not have any signage located on Sturdivant Avenue. • At the existing commercial center building, all loading is in the rear, along Sturdivant Avenue, facing north toward the adjacent residential neighborhood. At the proposed Gate service station, all loading will occur at the side of the retail store building, facing east or west toward other commercial uses. Underground tank servicing also will occur at the southwest corner of the site, away from Sturdivant Avenue and near other commercial uses. • The proposed service station and store will decrease enclosed square footage (from 20,691 enclosed sq. ft. to 6,400 enclosed sq. ft.), height, and impervious surface from those in the existing commercial center. • The proposed service station will be a single user (Gate), as opposed to units for eleven (11) commercial tenants in the existing commercial center. • Section 24-11(a) begins with a statement of intent: "Within the City of Atlantic Beach, the CG zoning district is intended for uses, which provide general retail sales and services for the City of Atlantic Beach and the closely surrounding neighborhoods." Consistent with that intent, the proposed Gate station is not a destination use which draws from far away locations. Rather, it provides a necessary service (gas and minor automotive service) and retail goods for the benefit of residents in close proximity to the site and drivers passing by the site. Accordingly, customers accessing the site from Sturdivant Avenue will be local residents who are aware of and use Sturdivant Avenue. • Pass-by customers will access the site from Atlantic Boulevard or perhaps Sylvan Drive. Thus, the traffic on Sturdivant will remain local traffic. 3. Section 32(b) states, "the licensed premises where any alcoholic beverages are kept, except for restaurants, grocery stores and markets where the primary business is the sale or service of food, shall be closed for business between the hours of 2:00 AM and 7:00 AM all days of the week. No person shall be permitted on the premises of such business during such hours except to clean the premises, to preform necessary functions for closing the establishment or to perform necessary maintenance." Please provide staff with anticipated hours of operation. Response: The service station and retail sales uses will be open 24 hours. The sale of beer and wine at the retail store will be closed between the hours of 2:00 AM and 7:00 AM. All storage and display areas where beer and/or wine is stored and sold will be locked and dark (not lighted) and therefore will not be accessible to anyone between the hours of 2:00 AM and 7:00 AM. The language in the last sentence of Section 3-2(b) regarding "licensed premises" clearly refers to uses with on-premises consumption of alcoholic beverages. [See Section 3-1 and the definition of "licensed premises," which includes portions of the premises "which are closely connected so as to admit free passage from any bar or drinking room to any other portion of the premises over which the licensee has some dominion or control." (Emphasis added.)] Gate's retail store will have no on- premises consumption and, therefore, no bar or drinking room. Nevertheless, with all beer/wine storage and display areas locked and dark between 2:00 AM and 7:00 Page 8 Response to Comments Application#15-CVPR-2411 AM, such areas will be inaccessible to anyone between those hours. In this manner, Gate will comply with Section 3-2(b). Additionally, although the primary business of Gate's retail store is not the sale or service of food, Gate's retail store clearly is more similar to a grocery store or market than to an on-premises bar or drinking room. Data show that purchases at gate retail stores during the late evening hours are for snacks/meals, coffee or other beverages, gasoline/automobile accessories, and over-the-counter medicines. Thus, given the exception for grocery stores and markets, the provisions in Section 3-2(b) regarding no persons permitted on the premises are inapplicable to Gate's retail store. 4. Section 24-165(d) states, "All lights and lighting on a service station shall be designed and arranged so that no source of light shall be directly visible from any residential zoning district." Additionally, Section 24-171€ states, "direct lighting sources shall be shielded or recessed so that excessive light does not illuminate adjacent properties or the sky'. The submitted photometric plan shows that minimal lighting will leave the site. However, please describe or demonstrate how exterior lights will be shielded or recessed. Response: All exterior light fixtures are full-cutoff and meet the requirements of Section 24-171(e) of the Ordinance. 5. Section 24-171(g)(2) requires a six foot wide area between the building and sidewalks. This area is visible in the plans, but the landscape plan does not show any landscaping. Please revise plans to meet this provision. Response: The area between the sidewalk and the building is now landscaped, please see Sheet L-1. 6. Sections 24-177(d)(1)(b), "all vehicle use areas (VUA) that are not entirely screened by an intervening building from any abutting dedicated public street shall contain the following, a durable opaque landscape screen along at least 75% of the street frontage, excluding driveways. The submitted landscape plans do not appear to provide a sufficient landscape screen along the street frontage. Please revise accordingly. Response: The interior shrub rows have been relocated to the outside of the detention pond along the north and east ROW lines. This covers more than 75% of the street frontage adjacent to VUA areas. 7. Section 24-177(d)(4) states, "the maximum width of any driveway not containing a landscape island through the perimeter landscape area shall be 36 feet. The driveway shown on plans exceeds 36 feet. Please revise plans accordingly. Response: The driveways along Atlantic Blvd have been reduced to 36'. 8. Section 23-33(f)(1)(a) requires new oaks to have a minimum 4 inch caliper and 12 foot height at the time of installation. Please revise landscape plans accordingly. Response: Please see the table on Sheet L-1, where the specifications have been updated. PROSSER" Page 9 Response to Comments Application #15-CVPR-2411 9. Per 24-67(d), when preliminary site development plan are signed off on by all departments, the applicant may submit an application for a development permit for vertical construction. Response: Noted, thank you. 10. Be aware that the city will ensure that construction complies with Section 24-171(c)(3) which states "The exterior finish of new building shall be of brick, wood, stucco, decorative masonry, exterior insulation and finish systems (EIFS), architectural or split faces type block or other finish materials with similar appearance or texture. Metal clad, corrugated metal, plywood or oriented stand board (OSB), and exposed plain concrete shall not be permitted as exterior finish materials on the front or any street side building." Response: Noted, thank you. 11. Additionally, Section 24-171(c)(1) states, "roofs, which give the appearance of a flat roof from any street side of the building are prohibited. Roofs may be gabled, hipped, mansard, or otherwise designed so as to avoid the appearance of a flat roof from the adjoining street." Response: Noted, thank you. 12. Section 24-161(h)(15) requires 1 parking space for every 4 seats within a restaurant. Please provide a seating diagram for the restaurant to verify the 76 seats that are mentioned on the plans." Response: Attached are plans which were submitted by Beach Diner to the City of Atlantic Beach in 1997. These plans show 101 seats, comprised of 76 seats inside the restaurant and 25 seats in an area labeled "new outdoor café." Also attached are plans which were submitted by Beach Diner to the City of Atlantic Beach in 2011 showing that the area labeled "new outdoor café" in 1997 was never constructed. Thus, there are 76 seats in the restaurant. Based on the above, we have provided parking calculations on Sheet C-3 demonstrating that 19 parking stalls are required for this use. Building Department Correction Comments 1. Please obtain a Demolition Permit before demolition begins. Application for the Demolition Permit should include an asbestos survey and statements that all utilities are disconnected and safe. Response: A Demolition Permit will be obtained before demolition begins. All inspections will be performed at the appropriate times. Demolition Inspections: • First inspection to be made after all utility connections have been disconnected and secured in such a manner that no unsafe or unsanitary conditions shall exist during or after demolition operations. Response: Noted, thank you. PROSSER Page 10 Response to Comments Application #15-CVPR-2411 • Final inspection to be made after all demolition work is completed. Response: Noted, thank you. 2. Accessible parking does not appear to comply with FBC-Accessibility, Section 208.3, shortest route to entrance and protection from weather. Please review accessible parking for final plans. Response: The ADA parking is proposed adjacent to an accessible entrance. 3. Note: Tactile, detectable warning is still required at FDOT right-of-ways, but they are no longer required in the FBC-Accessibility. Response: Noted, thank you. Fire Department Comments • Please provide flow requirements per NFPAI, 18.4.5 Response: Results are pending and will be provided upon completion. If you have any further questions or require any additional information, please feel free to contact our office at (904) 739-3655. Sincerely, PROSSE' C J. Bradfo-d Davis, P.E. Principal PROSSER 46. •••'-..:, "- "'"2.7% - '• 7:11 , -• ::.•A.,.4,67. -,:.17••••1,. . 4-,.,-._,, .4, .7.:1?-'1... .....;,',11: *7 I:°'• .. ' ..-:-`,,,1;r• i ....• AV.,.. V,14,. 1%?---.•-• • -)..-1: •:•i•;,g„s4 •'•-. ‘.'',•.:';'-';\.Ork,,-;,:f._1•74-';'*-4' " .- ) ' -• 1..•-- -' - 4-,44. -rt.:' ,:6 •-.. 7,.. • ..cz: t. -. , 111111 ; ,: GATE POSTE N # GATE Re at !vision News & Views July-Sept 2015 . 9540 San Jose Boulevard / P.O. Box 23627 L ,M11 ETY' q -----_----- —--_-_ _... .gut, ... , .,. Jacksonville,- Florida 32257 / 32241 , lc , . I 1:1 -LW 'kip 1 904.737.7220 7 ' , i r 4 1 --. E •••:-•• _ ,°-.4 . .*j. . .•• 441, r-1 — •- 7:r: I 1- •7 a ; • — www.myGATEstore r,, .,.. , I .,, - ' . ' , t .com ' . r r.i.,.. -. r", -k • , • 1 """`k. ' ,,,,t_ ..._ ';.i.• , r -,, _ . :4 .._,_ . '__. ' '.' 4,0-'-. ii- _ • Customer Service Excellence " I was crossing the Dames Point bridge when I suddenly had a flat tire. I coasted to the other side of the bridge and into your GATE sta- tion. Elfonzo helped me get my spare tire on the car and I was able to feel safe driving home. I don't know what I would have done with- out Elfonzo". Janice, GATE #1193, Jacksonville, Fla., via voicemail "Latoya was very helpful and courteous! I believe she is a shining example of what customer service is about! She knew where items were and answered every question I had! GATE petroleum #226 has an awesome team!" GATE #226, via email "I stopped in your store today off of Old St Augustine Road and Bar- tram park, and wanted to let you know about something I saw. First off, it is a rainy dreary day out. Horrible traffic.Just a gloomy morn- ing.As I walked into the store, Brittney was at the counter helping a long line of customers yet still took the time to look up and say good morning with a big smile on her face. Something you don't see often at other stores. I then noticed a customer on crutches being followed by one of your employees. He was late 40's,white and had a blue shirt on. I thought to myself, wow how nice of him to get her coffee and help her out. I got my gum and snus and checked out and was greeted and checked out very politely and upbeat by the cashier. Younger guy, kind of tall. As I left I noticed the woman on crutches being helped out to her car in the rain by the employee. He went out of his way to help someone in need get her cup of coffee and get to her car safely.That truly made my day to see someone so caring and willing to help a customer the way he did. Everyone in the store made a crappy morning turn into a much better day. You guys have a really great staff at this location.This is not the first good experience I have had at this location but it was definitely one I wanted to bring to your attention. Thank you." Joe S., GATE #1216, Jacksonville, Fla., via GATE mobile app "GATE School Incentive Program: Florida State University Schools, would like to thank you for the"Student Honor"reward certificates, the"Reading is FUNdamental"bookmarks and the"Teacher Apple Appreciation"cards that we receive each school year. Because of GATE our students and teachers feel appreciated for their hard work and dedication. We are so lucky to have you as a contributor to our school.Thank you for investing in us!" Jaye C., via GATE mobile app er From Comment Cards and emails: 7/21/2015 Store#1223 Locked my keys and phone in car while filling up tires with air. Employees went above and beyond to assist me in contacting road side assistance, and making sure I was ok while I waited. Great employees! Elizabeth Nabasny 9/9/2015 Store 31214 My car battery died. It looked to me Betty was going on her break, but when she saw my situation, she came to help. She pulled her car up to mine and jumped me off. I call this going above good customer service. Thanks Betty. Andreu Powell 8/6/2015 Store#308 or#325 (Camden,SC) I was in the store and was sick. Your cashier was so nice to me when I was trying to pump my gas, I was having a hard time and she came out and done it for me. Her name was Crystal and she was so good to me every time I come in. I really think she is a diamond and should be paid more. Mary Jean Garrison -Cassatt, N.C. 3/11/2015 Store #1189 Dear Sir, My name is Terry Jones. I am a police officer with the Jacksonville Sheriffs Office. I am writing this email to make you aware of the outstanding act of kindness displayed by one of your employees. All of the night shift employees are amazing at store 1189; however one employee, Edna Chance, went above and beyond for someone she recognized only as a regular customer. I came into the store to get coffee one night and noticed Mrs. Edna talking with a man and woman who were locked out of their vehicle. I then saw her getting some money out. I asked Mrs. Edna what was going on. She told me that the customer did not have money to call pop-a-lock and she did not want him to have to break his window. I asked her if she was sure he would pay her back. She told me she looks at it as giving the money to help him and if he pays it back that will be ok too. Mrs. Edna gave the customer$65 of her own money. I witness how hard she works in the store every night for her money. She keeps the store spotless and always is a pleasure to talk with. This employee exemplifies the term customer service and should be commended for the job she does for Gate. Sincerely, T.G. Jones 12/9/2014 Store #1115 I was at the Gate on San Jose and Sunbeam in Jacksonville, FL. I was running late for work and my tire was flat. I have never inflated a tire before and tried on my own at first and couldn't make it work. I went inside quite embarrassed about the situation and asked for help and a young man named Nathan helped me graciously. He didn't make it a big thing and even told me he's seen worse. I always have a great experience in this store and even skipped gas stations to go to this one, but it was very nice to have such an easy time where it could have been difficult. So thank you very much and I will definatly be stopping here again. Sam B. 5/22/2014 Store#1194 I have shopped at this GATE for years. As I watched Ron step outside to assist a physically challenged customer in and out of their car---it reminded me why I always love this GATE. Thank you! Jan 3/21/2014 Store#1195 Brendon went the extra mile for me. I am not too young anymore and he helped me with a low tire. Wow! Way more than I expected from a convenience store. Thanks GATE! The air was free too. Thank you Brendon. 3/7/2014 Store#1195 Brendon went the EXTRA mile for me! I am not too young anymore and he helped me with a low tire. Wow! Way more than I expected from a convenience store. Thanks GATE! Thank you Brendon! 7/28/2014 Store#401 David Shelton provided me with exceptional customer service today. I was unsure of how to add the air to my tires, and he was more than willing to help me and showed me how for future reference. I would also like to thank Tracy for allowing him to help me while she attended the store. Thanks! Amanda Dowdle - Morganton, NC 12/10/2013 Store 1130 All weekends are very nice and very good services at the store. Every time I go to take gas they help me with the pump. I have arthritis and my hands are very painful so they help me with the pump. This company have very good people and services. Thank you for them. Ana M. Ortiz 7/21/2013 Store 1209 Chris D. does a fantastic job helping me and my roommates when we come into GATE. We work during the day, and thus rely on the night crew. Chris is always helpful, and VERY nice to everyone. He once even offered to help us fix a flat one night. It is time for recognition for the good people left on this messed up planet. Shane Webb - CITY OF ATLANTIC BEACH DEPARTMENT OF PUBLIC WORKS 1200 Sandpiper Lane Atlantic Beach,FL 32233-4318 _ _ TELEPHONE:(904)247-5834 FAX:(904)247-5843 www.coab.us CONTRACTOR: DATE: 10-30-2015 Prosser,Inc. PERMIT#15-CVPR-2411 13901 Sutton Park Drive South,Suite 200 ADDRESS: 535 Atlantic Boulevard Jacksonville,FL 32224-0119 Atlantic Beach,FL 32233 Fax: 904-730-3413 PERMIT APPLICATION FOR CIVIL/SITE REVIEW Your permit application has been denied by the Public Works Department for the reasons listed below. Please submit this information at your earliest convenience in order that we may approve your application. If you have any questions,please contact Doug Layton,Public Works Director at 904-247-5834 or email dlayton@coab.us. PUBLIC WORKS CORRECTION ITEMS: (Submit the following information to the Public Works Department) **Delete the private storm water system connecting to the inlet behind the Gate building on Sturdivant Avenue. Seal the existing storm water connection or replace the inlet. **Show existing utilities on Sturdivant Avenue. Existing water line may be in conflict with proposed storm line. **Driveways on Sylvan Drive and Sturdivant Avenue need to be a maximum of 20'wide at the right-of-way with 3'flares at pavement edge. **Impervious areas appear to be over 70%. **Explain split in outfall overflow. **Explain existing drainage pattern. **Provide FDOT connection Permit. **Provide construction site management plan,including location of dumpster and portable toilet. Right-of-Way Permit is required if using right-of-way for construction parking. **Provide erosion and sediment control plans with installation details. **Provide impervious surface calculations for entire lot(existing and post construction). **Section 24-66(b)of the Land Development Regulations requires on-site storage for increased run-off if adding 400 SF or more impervious surface. Provide Delta volume calculations and on-site retention required per Section 24-66(b).(See attached information sheet.) PUBLIC WORKS CONDITIONS OF APPROVAL: (The following comments will be printed on your permit as Conditions of Approval) **All concrete driveway aprons must be 5"thick,4000 psi,with fibennesh from the edge of pavement to the property line. Reinforcing rods or mesh area not allowed in the right-of-way. **Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact Public Works(247-5834)for Erosion and Sediment Control Inspection prior to start of construction. **All silt must remain on-site during construction. **Roll off Container Company must be on City approved list and container cannot be placed on City Right-of-Way.(Approved:Advanced Disposal,Realco,Republic Services,Shappel's and Waste Pro.) **Full right-of-way restoration,including sod,is required. **Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 10 feet in each direction from the center of the cut. Repair must be shown on the plans. cc: Toni Gindlesperger,Bldg. Dept. Gate 535 Atlantic Blvd. Atlantic Beach, Fl 32233 Permit Application # 15-CVPR-2411 Application Tracking Comments 1. Delete the private stormwater system connecting to the inlet behind the Gate building on Sturdivant Avenue. Seal the existing stormwater hole or replace the inlet. 2. Show existing utilities on Sturdivant Avenue. Existing water line may be in conflict with proposed storm line. 3. Driveways on Sylvan Drive and Sturdivant Avenue need to be a maximum of 20' wide at the right of way with 3' flares at pavement edge. 4. Impervious areas appear to be over 70%. 5. Explain split in outfall overflow. 6. Explain existing drainage pattern. —7, Pg_o , CMC l 13901 Sutton Park Drive South, Suite 200 pR13SSER ' Jacksonville, Florida 32224-0119 p 904.739.3655 f 904.730.3413 www.prosserinc.com October 12, 2015 Mr. Dan Arlington Building Official City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 Re: Gate Petroleum Company Site Development Plan Submittal Automobile Service Station with Minor Automotive Service Atlantic Boulevard, Atlantic Beach, Florida Parcel#'s: 170672-0100 (541 Atlantic Boulevard); 170684-0000 (535 Atlantic Boulevard) & 170678-0000 (501 Atlantic Boulevard) Dear Mr. Arlington: On behalf of Gate Petroleum Company, please find attached the Site Development Plan submittal package and required payment for the above referenced property pursuant to Section 24-67 of the City of Atlantic Beach Code of Ordinances. The Site Development Plan submittal includes site improvements to accommodate an Automotive Service Station with Minor Automotive Service as well as parking for the existing restaurant located at 501 Atlantic Boulevard. The proposed development follows ours discussions with the Building and Zoning Director and submittal of preliminary sites in April-June, 2014 and our receipt of the attached Zoning Confirmation letter dated October 7, 2014. The existing building located at 535 Atlantic Boulevard (Parcel # 170648-0000) would be demolished to accommodate the proposed development. A permit application will be submitted prior to demolition of the building at 535 Atlantic Boulevard. Please let us know if you need any other information to complete your review and approval of this submittal. Thank you for your assistance, PRO ' NNW J. Bradfori Davis, PE, LEED AP Principal bd %5 prose r7C. co 14-7 CC: Gate Petroleum Company(Attention: Becky Hamilton) Enclosures: Completed Application Form Owner Authorization Five (5) sets of Signed and Sealed Plans Two (2) sets of Sign and Sealed Calculations Application Fee-Check for$300 (Engineering and Utility Review Fees) Zoning Confirmation Letter-October 7, 2014 Community I Management I Energy I Relationships, BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road,Atlantic Beach,FL 32233 Office(904)247-5826 Fax(904)247-5845 Job Address: 541/535/501 Atlantic Boulevard,Atlantic Beach,FL 32233 Permit Number: Legal Description See Attached Legal Description/Survey Parcel#170672-0100; 170684-0000&170678-0000 Floor Area of Valuation of Work$ TBA Proposed WorkO heated/cooled_6,400±SF non-heated/cooled NA Class of Work(circle one): 4 Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s)((circle one): ommercial Residential If an existing structure,is a fire sprinkler system instal e': " c e one): Yes No CN/A) Florida Product Approval# TBD For multiple products use product approval form Describe in detail the type of work to be performed:Site development plan for new site improvements for a proposed Automotive Service Station with Minor Automotive Service and parking for an existing restaurant. Property Owner Information: Name: Gate Petroleum Company Attn:Becky Hamilton Address:PO Box 23627 City Jacksonville State FL Zip 32257-3627 Phone(904)448-3027 E-Mail or Fax#(Optional)BHamilton@gatepetro.com Contractor Information: Company Name: TBD Qualifying Agent:TBD Address: NA City NA State NA Zip NA Office Phone NA Job Site/Contact Number NA Fax# NA State Certification/Registration# NA Architect Name&Phone#Ebert Norman Brady Architects,Rick Batoon,R.A.(904)241-9997 Engineer's Name&Phone#Prosser,Inc.,Brad Davis.P.E.(904)739-3655 Fee Simple Title Holder Name and Address Gate Petroleum Company,see above Bonding Company Name and Address TBD Mortgage Lender Name and Address NA Application is hereby made to obtain a permit to do the work and installations as indicated. /certfy that no work or installation has commenced prior to the issuance ofa permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6)months,or if construction or work is suspended or abandoned for a period of six(6)months at any lime after work is commenced. l understand that separate permits must be secured for Electrical Work,Plumbing,Signs, Wells,Pools,Furnaces,Boilers,Heaters, Tanks and Air Conditioners,etc. UR WARNING IAICE OF COMMNMENT MAY RESULT YOUR PAYING G TWI EE FOR TO RECORD A MPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. /hereby cert fy that/have read and examined this a plication and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions ofany other federal,state,or local law regulating construction or the performance of construction. Signature of Own-+ eCor--A . 'lf- f e Signature of Contractor Print Name Rel e.4 /+ 114A1/[7dA/ Print Name Sworp,to and subscribed before me Sworn to and subscribed before me this/ /'^D of be-Th /r 72- ,20/S-- this _Day of ,20 ,o `:rh t--- No ry blic Notary Public w11I.aED.TAl1Er Revised 01.26.10 MYCOIf/S•pN2lr 201 7s BuNsd uednwMs amec REPORT OF A GEOTECHNICAL EXPLORATION Gate Convenience Facility Atlantic Boulevard at Sylvan Drive Atlantic Beach, Duval County, Florida Prepared for: Gate Petroleum Company Prepared by: AMEC Environment & Infrastructure, Inc. 6256 Greenland Road Jacksonville, Florida 32258 (904) 396-5173 October 14, 2014 Project No. 6734-14-9795 Copyright©2014 by AMEC Environment& Infrastructure, Inc. All rights reserved. IMPORTANT NOTICE This report was prepared exclusively for Gate Petroleum Company by AMEC Environment & Infrastructure, Inc.(AMEC). The quality of information,conclusions and estimates contained herein is consistent with the level of effort involved in AMEC's services and based on: i) information available at the time of preparation, ii) data supplied by outside sources and iii) the assumptions, conditions and qualifications set forth in this report. This report is intended to be used by Gate Petroleum Company only, subject to the terms and conditions of its contract with AMEC. Any other use of, or reliance on,this report by any third party is at that party's sole risk. amec October 14, 2014 Ms. Ellyn Cavin, P.E. Environmental Manager Gate Petroleum Company 9540 San Jose Boulevard P.O. Box 23627 Jacksonville, Florida 32241-3627 Subject: Report of Geotechnical Exploration Gate Convenience Facility Atlantic Boulevard at Sylvan Drive Atlantic Beach, Duval County, Florida AMEC Project No. 6734-14-9795 Dear Ms. Cavin: AMEC Environment and Infrastructure, Inc. (AMEC), has performed a geotechnical exploration for the subject project in general accordance with our Proposal No. 14PROPJAXV.174 dated September 4, 2014. You provided authorization for our services on September 9, 2014. In summary, the subsurface conditions encountered by the borings consisted of, in descending order, the following: asphaltic concrete pavement (about 10 inches thick), slightly silty fine sand (about 8 inches thick), very loose to firm organic slightly silty to silty fine sand (SP-SM to SM) and very loose to dense fine sand (SP) to slightly silty fine sand (SP-SM) to the maximum depth drilled at 20 feet. The groundwater table was encountered at depths of about 2 to 4 feet below the existing ground surface. We consider the subsurface conditions in the areas explored to be acceptable for support of the planned gas station/convenience store and canopy on shallow foundation systems, following the recommended site preparation, which will include the removal of organic soils to depths of 21/2 to 51/2 feet below ground surface. Site preparation will include stripping of existing vegetation and removal/replacement of organic soils, implementation of surface and groundwater control, surficial soil compaction by vibratory compaction, and structural fill placement and compaction in controlled lifts. Detailed recommendations for shallow foundation design and construction and site preparation are presented in the Recommendations section of this report. Recommendations are also provided for pavement subgrade preparation and fuel tank excavation bottom preparation and backfilling. AMEC Environment&Infrastructure,Inc. 6256 Greenland Road •Jacksonville, FL 32258• Phone: 904.396.5173• Fax:904.396.5703 www.amec.com Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration We have enjoyed assisting you and look forward to serving as your geotechnical and construct on materials testing consultant on the remainder of this project and on future projects. If you have any questions concerning this report, please contact us. Sincerely, AMEC ENVIRONMENT AND INFRASTRUCTURE, INC. Florida B C onal Engineers Certificate of Authorization No. 5392 •'‘.N E NSF•.,•tS' ft, lit i, No.33703 • t = STATE OF lk:".:42.4 0 44/ AO 100'4/7A/14i kilic A. Mcln . .E., D.GE Michael B. Woodward, P.E. Senior Principal Principal Geotechnical Engineer Florida License No. 33703 Florida License No. 42814 KAM/MBW:kw Distribution: Addressee (email) File (1) Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration TABLE OF CONTENTS 1.0 PROJECT INFORMATION AND STRUCTURAL CONDITIONS 1-1 1.1 General 1-1 1.2 Project Information 1-1 2.0 FIELD EXPLORATION AND LABORATORY TESTING 2-1 2.1 Field Exploration 2-1 2.2 Laboratory Testing 2-2 3.0 SITE AND SUBSURFACE CONDITIONS 3-1 3.1 Site Conditions 3-1 3.2 Subsurface Conditions 3-1 3.2.1 General 3-1 3.2.2 Soils 3-1 3.2.3 Groundwater 3-2 4.0 RECOMMENDATIONS FOR SHALLOW FOUNDATION DESIGN AND SITE PREPARATION 4-1 4.1 Basis for Recommendations 4-1 4.2 Shallow Foundation Design 4-2 4.3 Settlement Potential 4-3 4.4 Ground Floor Slab Support 4-3 4.5 Site Preparation Recommendations 4-4 4.5.1 Surface Stripping 4-4 4.5.2 Shallow Groundwater Control 4-6 4.5.3 Surface Water Control 4-6 4.5.4 Temporary Excavation Support 4-6 4.5.5 Surficial Soil Compaction 4-7 4.5.6 Structural Filling and Backfilling 4-8 4.5.7 Pavement Subgrade Preparation and Other Considerations 4-8 4.6 Buried Fuel Tank Installation Recommendations 4-9 4.6.1 General 4-9 4.6.2 Deep Dewatering 4-9 4.6.3 Bearing Surface Preparation 4-10 4.6.4 Backfill Placement and Compaction 4-11 4.7 General Construction Monitoring and Testing Guidelines 4-12 4.8 Construction Plans and Specifications Review 4-13 TABLES Table 1: Field Exploration Program 2-1 Table 2: Recommended Field Density Test Frequencies 4-12 Project No.6734-14-9795 a inee October 8,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration APPENDIX Site Location Map Field Exploration Plan Generalized Subsurface Profile Soil Test Boring Records Auger Boring Records Summary of Laboratory Test Results Field and Laboratory Procedures Key to Symbols and Descriptions Project No.6734-14-9795 amec� October 8,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration 1.0 PROJECT INFORMATION AND STRUCTURAL CONDITIONS 1.1 General The purpose of this exploration was to develop information concerning the site and subsurface conditions in order to evaluate site preparation requirements and foundation support alternatives for the planned gas station/convenience store in Atlantic Beach, Duval County, Florida. This report briefly describes the field and laboratory testing activities and presents the findings. The enclosed guideline recommendations and evaluations for foundation design, foundation preparation, site preparation and foundation construction represent approaches we feel would be appropriate for the planned construction. 1.2 Project Information Project information was provided by Ms. Ellyn Cavin of Gate Petroleum on August 29, 2014. We were furnished with the following document: • Atlantic Beach Retail Center Preliminary Site Plan Concept#7 Prepared by: Prosser, Inc. Dated: June 5, 2014 As shown on the Site Location Map in the Appendix, the proposed gas station/convenience store will be located on the north side of Atlantic Boulevard and south of Sturdivant Street, west of Sylvan Drive in Atlantic Beach, Duval County, Florida. The site is presently occupied by one- to two-story commercial structures. The existing structures will be demolished in order to construct the proposed convenience store/gas station. This project will include a new convenience store with approximate overall plan dimensions of about 117 by 65 feet. An overhead canopy with plan dimensions of approximately 230 by 35 feet will be constructed on the south side of the proposed Project No.6734-14-9795 Page 1-1 amec' October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration convenience store building. Three fuel tanks will be buried at a depth of about 15 feet below the existing grade near the west end of the proposed canopy. The planned construction will also include paved driveways and parking places. Based on our experience with similar Gate projects, we assume that relatively high vehicular traffic is expected to travel on the paved surfaces. Detailed vehicular traffic and structural loading information have not been provided. We assume that bearing wall and individual column loads for the structures will not exceed 3 klf and 50 kips, respectively. We also assume that soil-supported ground floor loads (dead load plus live load) in the buildings will not exceed 125 psf. The finished floor elevation for the proposed building has not been firmly established; however, we assume that less than 2 feet of earthwork fill (and no significant cut)will be required to bring the site to the required grade. Project No.6734-14-9795 Page 1-2 amee9 October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration 2.0 FIELD EXPLORATION AND LABORATORY TESTING 2.1 Field Exploration In order to explore the subsurface conditions in the areas of the planned construction, the following borings were performed: Table 1: Field Exploration Program Area Boring Type Depth*(ft) Quantity Convenience Store Building SPT" 20 3 Canopy SPT 20 2 Buried Fuel Tanks SPT 20 1 Parking/Driveways Auger 6 4 * Below existing grade ** SPT—Standard Penetration Test (ASTM D1586) The approximate boring locations are shown on the Field Exploration Plan in the Appendix. The borings were drilled by Independent Drilling, Inc. (IDI) working under subcontract to AMEC. A representative from AMEC observed and documented the drilling operations on a full-time basis. The boring locations were selected by a geotechnical engineer from our office and were located in the field by our personnel using a measuring wheel referenced to existing site features. Ground surface elevations at the boring locations were neither furnished to us nor determined by us. All standard penetration tests were performed using a manual rope-cathead hammer system. The standard penetration tests normally obtained in the upper 3 feet of the subsurface profile were omitted due to the possible presence of buried utilities. The Soil Test Boring Records, in the Appendix, graphically show the penetration resistances and groundwater levels, and present the soil descriptions for each SPT boring. The Auger Boring Records, also in the Appendix, present the soil descriptions for each soil type encountered in the auger borings. The stratification lines and depth designations on the boring records represent the approximate boundaries between soil types. In some instances, the transition between soil types may be gradual. Brief Project No.6734-14-9795 Page 2-1 amec' October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration descriptions of the exploratory drilling, testing, and sampling techniques used are presented in the Field and Laboratory Procedures section of the Appendix. 2.2 Laboratory Testing In order to aid in classifying the soils and to help quantify and correlate engineering properties, laboratory index property and classification tests were performed on representative soil samples obtained from the SPT and auger borings. The laboratory testing included the following: • 5 water content tests • 5 fines content(percentage of soil particles finer than the No. 200 mesh sieve) tests • 4 organic content (loss-on-ignition)tests The results of these tests are presented on the Summary of Laboratory Test Results sheet in the Appendix. Brief descriptions of the laboratory test procedures used are presented in the Field and Laboratory Procedures section in the Appendix. Project No.6734-14-9795 Page 2-2 ame64 October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration 3.0 SITE AND SUBSURFACE CONDITIONS 3.1 Site Conditions The existing site conditions were observed by a senior engineering technician from this office during drilling operations, which occurred during the period of September 18-19, 2014. In general, the site consisted of asphaltic concrete pavement and strip-mall type structures. We assume that the existing structures are supported on shallow foundations. The topography encountered across the subject site was generally flat with minor topographic relief, with an elevation differential of about 2 feet across the site. Standing surface water was not observed on the property at the time of our visit. Based on a review of the USGS topographic quadrangle map that includes the project site, the approximate ground surface elevation in the site area is +10 feet, MSL. 3.2 Subsurface Conditions 3.2.1 General A pictorial representation of the subsurface conditions encountered in the proposed construction area is shown on the Generalized Subsurface Profile presented in the Appendix. The profile and the subsurface conditions outlined below highlight the major subsurface stratification. The Soil Test Boring and Auger Boring Records, in the Appendix, should be consulted for detailed descriptions of the subsurface conditions encountered at each boring location. When reviewing the boring records and the subsurface profile, it should be understood that soil conditions may vary between and away from the boring locations. 3.2.2 Soils Below a surficial pavement layer (about 10 inches thick), gray-brown fine sands (Unified Soil Classification System symbol, SP) and slightly silty fine sands (SP-SM) were encountered to depths of about 1 to 1.5 feet. This soil layer could be a fill deposit. Project No.6734-14-9795 Page 3-1 ame0 October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration Underlying the upper clean sands, an organic soil deposit was encountered that extended to depths of 21/2 to 51/2 feet, where encountered. The organic layer generally consisted of very loose to firm dark gray organic slightly silty fine sand (SP-SM) to very silty fine sand (SM). Organic contents ranged from 4.7 to 19.8 percent, and averaged about 9.8 percent. A fill layer was encountered in Boring B-1, which extended from a depth of about 1 foot to 3 feet. Beneath the organic layer, very loose to dense dark brown, gray, and orange-brown fine sands (SP) and slightly silty fine sands (SP-SM) were penetrated to a depth of about 17 feet, at which depth firm to dense gray calcareous fine to coarse sands (SP) with some shell fragments were encountered to the maximum depth drilled at 20 feet. 3.2.3 Groundwater The depth to the groundwater table was measured at each of the boring locations at the time of drilling. The groundwater table was encountered at depths ranging from approximately 2 to 4 feet below existing grade. We note that the subsurface exploration for this project was performed during a rainy climatic period. We also estimated the depth to the seasonal high groundwater table at the site. We estimate that the depth to the seasonal high water table ranges from about 2 to 21/2 feet below existing grade. Fluctuation in groundwater levels should be expected due to seasonal climatic changes, construction activity, rainfall variations, surface water runoff, and other site-specific factors. Since groundwater level variations are anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based on the assumption that variations will occur. Project No.6734-14-9795 Page 3-2 amec' October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration 4.0 RECOMMENDATIONS FOR SHALLOW FOUNDATION DESIGN AND SITE PREPARATION 4.1 Basis for Recommendations The following recommendations are based upon the previously presented project information and the assumed structural loading conditions along with the data obtained in this exploration. The field and laboratory data have been compared with previous performances of similar structures bearing on soils similar to those encountered at this site. If the assumed structural loading information is incorrect, or if the locations of the structures are changed, please contact us so that our recommendations may be reviewed for continued applicability. The discovery of any site or subsurface condition during construction that deviates from the data obtained in this exploration should also be reported to us for our evaluation. The assessment of site environmental conditions or the presence of pollutants in the soil, rock or groundwater of the site is beyond the proposed scope of this geotechnical exploration. 4.2 Evaluation The primary geotechnical consideration with this project involves the presence of organic slightly silty to silty fine sands, which were encountered at a typical depth range of 11/2 to 51/2 feet below existing grade. These organic soils can compress over time due to decomposition of organic constituents in the soil, resulting in minor structural settlement. The magnitude of settlement in these soils is difficult to predict due to the variable organic content of the soil; however, we have seen cases where floor slabs have settled on the order of 1/4 to 1/2 inch relative to the footing-supported exterior walls, leaving gaps between the bottom of the baseboards and the flooring. This settlement would occur in addition to the load-induced settlement, which could be on the order of 1/ inch for floor slabs and 1/2 inch for footings. Fluctuating groundwater levels can result in portions of the organic layer being exposed to increased levels of oxygen, which accelerates the decomposition process, resulting in additional settlement. For this reason, we recommend that the organic layer be removed during construction, and be replaced with acceptable structural backfill material. Removal should occur within the entire building Project No.6734-14-9795 Page 4-1 amec� October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration footprint, and within the canopy concrete pavement and footing areas. In areas where asphaltic pavements will be constructed, removal of the organic sands is not considered necessary. Observation pits performed before or at the time of construction will permit additional exploration of the organic soil zone, and may help to better delineate the lateral and vertical extents of the material. A senior engineering technician working under the direction of a geotechnical engineer from this office should observe and document the observation pits. 4.3 Shallow Foundation Design We consider the subsurface conditions to be acceptable for support of the proposed structures using shallow foundations, following the recommended site and foundation bearing surface preparation, which will include removal and replacement of organic soils within proposed structure areas. Individual column footings and continuous (strip) footings may bear on compacted acceptable existing soils or compacted structural fill soils. The footings may be designed using an allowable net soil bearing pressure of 3,000 psf. The footings should be designed to bear within compacted clean sand structural backfill or fill. The allowable bearing pressure may be increased by about one-third for transient edge stress loading considerations. Long-term edge stresses should not exceed the allowable bearing pressure. Footings should bear at least 12 inches below the finished exterior grade in order to generate the allowable bearing pressure and to provide confinement for the fine sandy bearing soils. Interior footings may bear at shallower depths below the floor slab. It is generally advantageous, however, to design the foundations to bear as high as possible in order to reduce groundwater control requirements, and associated costs during construction. Minimum footing widths of 18 and 24 inches are recommended for continuous and individual column footings, respectively, even though the allowable bearing pressure may not be fully developed in all cases. A density Project No.6734-14-9795 Page 4-2 amec') October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration equivalent to at least 95 percent of the Modified Proctor maximum dry density (ASTM D1557) should be achieved in the sandy footing bearing level soils. 4.4 Settlement Potential We have evaluated the field and laboratory test data obtained in this exploration, along with our experience with similar structures and empirical relationships for bearing and settlement. Assuming the footings are designed using an allowable bearing pressure of 3,000 psf (which includes a safety factor of at least 2.5), and the recommended site and footing bearing surface preparation are performed (which includes removal and replacement of the organic sands within the building footprint and in canopy areas), we have estimated that the total settlement of the footing-supported structures will be on the order of inch, or less. Differential settlements (between adjacent columns or along the length of a continuous wall footing) should not exceed 1/4 inch. We anticipate that the majority of the footing settlements will occur during the application of the structural dead load during construction. We have also estimated the fill-induced settlement potential. Settlements due to fill placement and the slab dead load (maximum of 2 feet of fill assumed plus 6-inch thick concrete slab) should be 1/4 inch or less. 4.5 Ground Floor Slab Support We recommend that the ground floor slab for the proposed convenience store be soil- supported, and constructed on a compacted sand subgrade, following the removal and replacement of organic soils. A gravel frost barrier protection layer is not considered necessary. The natural sandy soils or the recommended structural fill/backfill soils located directly beneath the convenience store floor slab should be compacted to a minimum dry density equal to 95 percent of the Modified Proctor maximum dry density (ASTM D1557) to a depth of at least 12 inches. The compaction criterion should be increased to 98 percent of the Modified Proctor maximum dry density for structural fill/backfill soils located directly beneath the canopy area since the canopy rigid pavement will be subjected to transient vehicular loads. A modulus of subgrade reaction Project No.6734-14-9795 Page 4-3 amec'9 October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration (k) value of 250 pci may be used in concrete slab design for properly compacted sandy subgrade conditions assuming a compacted sand layer at least 3 feet thick is created. A vapor retarder is recommended for use in situations where the floor slab will include moisture sensitive floor coverings or will be located in a humidity controlled area, or where the use of a vapor retarder is required by the building code. As defined by the American Concrete Institute (ACI), a vapor retarder is a material that is intended to effectively minimize the transmission of moisture upward through the slab from sources below. A minimum vapor retarder thickness of 10 mils is recommended. A thicker material (15 mils or greater) may be required if concrete will be placed directly on the vapor retarder, or if the vapor retarder will be subjected to heavy construction traffic, such as from ready-mixed concrete trucks. The decision on whether to use a dry, relatively thin granular fill (blotter) layer over the vapor retarder is controversial, and should consider the potential effects on slab performance due to slab curling, increased slab curing time, and uneven slab thickness. The floor slab should be appropriately jointed to reduce the potential for uncontrolled cracking, and to allow for some differential movement between different sections of the slab. We further recommend that the slab be jointed around columns and walls to permit soil-supported slabs and shallow foundations to move differentially. 4.6 Site Preparation Recommendations 4.6.1 Surface Stripping Following building demolition, we recommend that the existing pavement, all vegetation, topsoils, root concentrations, and other surficial organic zones be stripped and removed from the construction areas for a distance of at least 5 feet beyond the exterior structure limits, and from all areas to be paved. We anticipate a typical stripping depth of about 10 inches outside of the existing building area. The depth to which stripping will be required will vary to some degree. Some areas may require more than 18 inches of stripping to remove building foundations, surficial roots and Project No.6734-14-9795 Page 4-4 arnec' October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration organic zones as well as other unacceptable materials, whereas other areas may require less than 6 inches. The existing limerock base course may be left in-place and re-used as structural fill, if desired. Any excavations created during the building demolition process should be backfilled with acceptable structural backfill material placed in controlled lifts and compacted to a minimum dry density equal to 95 percent of the Modified Proctor maximum dry density. Existing buried pipelines should either be removed or filled with grout or soil to prevent future ravelling problems. 4.6.2 Excavation of Organic Soils Following demolition and surface stripping to remove the existing buildings, foundations, pavements, and topsoils, buried organic soils should be removed from beneath the proposed canopy and convenience store footprints. We anticipate an excavation depth varying from 21/2 feet to 51/2 feet. The clean sands that exist just below the pavement section may be stockpiled and re-used as structural backfill, if desired. Dewatering will be required during the removal and replacement process. We recommend that the lateral limits of excavation extend beyond the building exterior at least 3 feet. Following excavation of the organic soil, acceptable structural backfill material may be placed. Structural backfill should be placed in controlled lifts and compacted to a minimum of 95 percent of the modified Proctor maximum dry density. Acceptable structural backfill material is defined later in this report. The excavation and replacement operations should be observed and documented by a qualified senior engineering technician working under the direction of a geotechnical engineer from this office. Field density tests should be performed in each lift of structural backfill. As stated previously, observation pits would serve to help determine the lateral and vertical limits of the organic deposit, so that a cost estimate for removal and replacement could be determined. Project No.6734-14-9795 Page 4-5 amec' October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration 4.6.3 Shallow Groundwater Control Groundwater control is anticipated to be necessary for general site preparation and will be required for buried tank installation. Groundwater can generally be lowered 1 to 3 feet for short periods by pumping from barrel sumps located in perimeter ditches or pits if gravity drainage cannot be established. All sump inlets should be located outside of the bearing areas to avoid loosening of the fine sandy bearing soils due to upward seepage pressures. Groundwater should be maintained at least 1 foot below the bottom of any excavations made during construction, and 2 feet below the surface of any vibratory compaction operations. In areas where deeper groundwater drawdown or control is required, or where more positive groundwater control is desired for prolonged periods (such as in the area of the proposed buried fuel tanks), a fully sanded vacuum wellpoint system or a buried sock-type horizontal underdrain system will likely be required. 4.6.4 Surface Water Control The need for surface water runoff control should be anticipated during the site preparation and shallow foundation construction process. Construction areas should be graded to drain stormwater runoff away from the immediate area of preparation. This is particularly important during wetter climatic seasons. Lack of proper controls could result in ponding of surface water in foundation bearing areas and on compaction surfaces. The ponded water, combined with machine or foot traffic during construction operations or other activities, could disturb otherwise acceptable soils or previously compacted existing soils, causing instability, pumping, and generally unacceptable conditions. The ponded water will also impede or prevent necessary soil compaction operations and make construction trafficability difficult. 4.6.5 Temporary Excavation Support Generally, for excavations less than 4 feet deep in sandy soils, the sides of the excavation can temporarily stand with vertical cut slopes as a result of the apparent cohesion from the soil moisture. For excavations greater than 4 feet deep, however, Project No.6734-14-9795 Page 4-6 amec'1 October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration temporary side slopes in the sandy soils of 11/2:1 (H:V) or flatter should be maintained, or the excavation should be properly braced and shored. The required flatness of the slope will depend upon the type of groundwater control employed. Where groundwater is permitted to seep through the sides of the excavation, temporary side slopes of 2:1 (H:V), or flatter, should be maintained for excavations deeper than about 4 feet. In areas where groundwater will be more effectively controlled through the use of a buried horizontal underdrain system or a vacuum wellpoint dewatering system, temporary excavation side slopes should be cut no steeper than 1'/2:1 (H:V). 4.6.6 Proofrolling (Proposed Asphaltic Concrete Pavement Areas) Following the establishment of site drainage, stripping operations, and documentation of the acceptability of the exposed surface soils by the geotechnical engineer, the proposed pavement areas should be proofrolled using a loaded dump truck. The purpose of the proofrolling procedure is to delineate (by rutting or excessive permanent deflection) any zones of very loose clayey sands or other unacceptable soft soils or fill materials which should then be removed and replaced with acceptable compacted structural fill soils. It is noted that relatively clean fine sands are anticipated within the upper 11/2 feet of the subsurface profile. Based on this consideration, a significant amount of over-excavation of soft soils is not anticipated. Proofrolling should be performed, however, to detect any localized areas (between boring locations)where soft, deleterious soils may exist. 4.6.7 Surficial Soil Compaction Following surface stripping, organic soil excavation and replacement, and proofrolling, the exposed sandy soils in the building and pavement areas should be compacted with overlapping passes of a lightweight vibratory drum roller having a total operating static weight (including fuel and water) of 2 to 4 tons and a drum diameter of 2 to 3 feet. A density equivalent to at least 95 percent of the Modified Proctor maximum dry density should be uniformly obtained to a depth of at least 12 inches below the compacted surface. Regardless of the degree of compaction achieved, a minimum of eight complete coverages should be made in the building and pavement areas with the roller in order to increase the density and improve the uniformity of the underlying very loose Project No.6734-14-9795 Page 4-7 amec' October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration to loose sandy soils. The roller coverages should be divided evenly into two perpendicular directions, where possible. The roller should not be allowed to operate within 15 feet of the Beach Diner structure (to remain). 4.6.8 Structural Filling and Backfilling Structural fill, as required, may then be placed in lifts not exceeding 12 inches in loose thickness when using the vibratory roller described previously. If the overlapping tracks of a bulldozer or lightweight vibratory compaction equipment are utilized, then the fill loose lift thickness should be reduced to 6 inches. A bulldozer is recommended for compaction of fill if excess pore pressures in the form of pumping are induced due to surficial vibratory compaction. Each lift should be thoroughly compacted with the compaction equipment until densities equivalent to at least 95 percent of the Modified Proctor maximum dry density are uniformly obtained. Ideally, structural fill or backfill should consist of an inorganic, non-plastic, granular soil containing no more than 10 percent material passing the No. 200 mesh sieve (relatively clean sand with a Unified Soil Classification of SP, SP-SM, or SP-SC). The soils encountered in Boring B-4 (drilled in the area of the proposed buried fuel tanks) are considered acceptable for use as structural fill or backfill, with the exception of the organic sands situated in the upper 2 to 3 feet of the soil profile. Soils excavated from below the water table will require drying to facilitate compaction. 4.6.9 Pavement Subgrade Preparation and Other Considerations We assume that minor settlement of asphaltic concrete pavements due to the long- term settlement of organic sands will be acceptable in proposed pavement areas. If this is the case, then removal and replacement of the organic sands in proposed asphaltic concrete pavement areas will not be required. Pavement subgrades should consist of relatively clean sands. Sandy pavement subgrades should be compacted to a density of at least 98 percent of the Modified Proctor maximum dry density to a depth at least 12 inches below the bottom of the pavement base course. The vibratory Project No.6734-14-9795 Page 4-8 arne0 October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration compaction equipment discussed previously should be used to density the sandy subgrade soils. It is generally desirable to maintain the highest normal annual groundwater level at least 18 to 24 inches below the bottom of the pavement base or subbase course depending upon the wheel loads anticipated. Pavement grading design should maintain this minimum separation whenever possible; otherwise, underdrains may be required. 4.7 Buried Fuel Tank Installation Recommendations 4.7.1 General The subsurface conditions encountered are considered to be acceptable for support of the planned fuel tanks following the recommended bearing surface preparation. The sections that follow outline our recommendations for the following: • Temporary excavation support (please refer to Section 4.6.5) • Surface water control (please refer to Section 4.6.4) • Deep dewatering • Tank bearing surface preparation • Backfill placement and compaction 4.7.2 Deep Dewatering Based on the measured groundwater levels, dewatering will be required to permit buried tank installation. Based on the depth to groundwater (2 feet below grade) measured in Boring B-4, we anticipate that the water table will need to be lowered about 15 feet in order to accommodate buried tank installation. Dewatering of excavations in sandy soils can best be performed using a single-stage vacuum wellpoint system. The drawdown limit of a single stage of wellpoints is about 15 feet; therefore, some supplemental sump pumping may be required. Dewatering of excavations by pumping from sumps alone should be avoided due to potential side Project No.6734-14-9795 Page 4-9 amect October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration slope stability problems and the disturbance and loosening of the typical fine sand bearing soils at the sump inlets. The wellpoints should be installed by jetting or drilling. Coarse sand or fine gravel should be placed around each wellpoint and the riser pipe to act as a filter to provide a positive drainage connection between all soil layers being dewatered. All sump inlets should be located outside bearing areas to avoid loosening of the fine sandy bearing soils. The groundwater level should be maintained at least one foot below the bottom of any excavation made during construction and two feet below the surface of any vibratory compaction operations. 4.7.3 Bearing Surface Preparation Based on the results of Boring B-4 and the assumed tank bearing level of 15 feet below existing grade, loose gray-brown fine sand (SP) with less than about 3 percent fines content is anticipated at the planned tank bearing level. The upper 12 inches of the sandy soils at the tank bearing level should be compacted to a density of at least 95 percent of the Modified Proctor maximum dry density (ASTM D1557). Since the sand may be saturated at a depth of about 15 feet, as an alternative to compaction, we recommend that the bearing soils be over-excavated to a depth of 12 inches and backfilled with No. 57 gradation crushed stone or gravel, or Controlled Low-Strength Material (CLSM), also known as flowable fill. Crushed stone or gravel does not need to meet a compaction criterion; however, each 12-inch thickness of gravel should be densified by making at least three passes with a lightweight vibratory compactor over the stone surface. CLSM is a self-levelling, self-compacting cementitious material that is used as a backfill material in place of conventional sands (refer to ACI Committee Report 229R-94). CLSM is a high-slump, flowable mixture which, by definition, possesses a 28-day compressive strength of less than 1,200 psi. Compaction of CLSM is not required. Because CLSM can be placed by chute, it can be placed without workers entering the excavation, which increases safety. Project No.6734-14-9795 Page 4-10 amecc October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration If CLSM is used, we recommend that the mixture have a specified unconfined compressive strength not exceeding 200 psi at 28 days. Strengths higher than 200 psi cannot be readily excavated using a conventional backhoe at a later date, if necessary. Although CLSM has a higher unit cost than sand backfill, the use of CLSM may provide significant cost savings in labor and placement time on this project. Since weather can have a negative impact on construction, any procedures that result in savings in time should be considered. Test cylinders should be made and cured cylinders tested in unconfined compression in the laboratory to confirm acceptable strength. We recommend that load not be placed on CLSM until the day following its placement (at the earliest). 4.7.4 Backfill Placement and Compaction After preparation of the tank bearing surface, the fuel tanks may be placed. Clean sand backfill should be placed simultaneously on each side of the tanks and compacted to a density of at least 92 percent of the Modified Proctor maximum dry density. Acceptable excavated material may be re-used for the backfilling operation, in accordance with the Structural Filling and Backfilling section. Soils excavated from below the water table will be above optimum moisture content and may be difficult to compact. As such, wet soils will require stockpiling and drying prior to placement and compaction. It is anticipated that the excavated soils will consist mostly of relatively clean fine sands, which are acceptable for use as structural backfill. The upper 21/2 feet of soil at the tank location consists of organic very silty fine sands which should not be used as structural backfill. The 92-percent compaction criterion should be followed until a level 5 feet below the bottom of the pavement subgrade is reached, above which depth compaction to at least 95 percent of the Modified Proctor maximum dry density should be achieved to the level of the bottom of the pavement subgrade, above which depth the 98-percent compaction criterion should be utilized. Compaction may be performed with lightweight, walk-behind vibratory sleds, mechanical tampers, or hand equipment. Most types of power tampers, Project No.6734-14-9795 Page 4-11 amec'9 October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration which can work in confined areas, are satisfactory. If desired, CLSM could be considered for backfill around and above the tanks. 4.8 General Construction Monitoring and Testing Guidelines Prior to initiating compaction operations, we recommend that representative samples of the structural fill/backfill material to be used and acceptable exposed in-place soils be collected and tested to determine their compaction and classification characteristics. The maximum dry density, optimum moisture content, gradation and plasticity characteristics should be determined. These tests are needed for compaction quality control of the structural fill/backfill material and existing soils and to determine if the fill/backfill material is acceptable. A representative number of in-place field density tests should be performed in the compacted existing soils and in each lift of structural fill or backfill to confirm that the required degree of compaction has been obtained. In-place density tests should also be performed at representative locations in the bearing level soils in the shallow foundation excavation bottoms. Our recommend minimum density testing frequencies are presented in Table 2. Table 2: Recommended Field Density Test Frequencies Area Recommended Minimum Density Test Frequency 1 test per 2,500 ft2 in compacted existing soils and in Subgrade Soils in Structure Areas each lift of structural fill or backfill, with a minimum of 2 tests in each structure area. Foundation Bearing Level Soils -- Spread (Column) Footings 1 test per 50 ft2 of footing bearing surface -- Continuous(Wall) Footings 1 test per 50 lineal feet of wall footing bearing surface Tank Excavation 1 test in compacted existing soils at excavation bottom and 1 test in each 12-inch lift of soil backfill Pavement Subgrade Soils 1 test per 10,000 ft2 in compacted existing soils and in each lift of structural fill or backfill Project No.6734-14-9795 Page 4-12 ame" October 14,2014 Gate Petroleum Company Gate Convenience Facility Atlantic Boulevard at Sylvan Drive—Atlantic Beach, Florida Report of Geotechnical Exploration 4.9 Construction Plans and Specifications Review We recommend that this office be provided the opportunity to make a general review of the foundation and earthwork plans and specifications prepared from the recommendations presented in this report. We would then suggest any modifications such that our recommendations are properly interpreted and implemented. Our report has been written in a guideline recommendation format and is not appropriate for use as a specification without in-part being reworded into a specification-type format. We recommend that this report not be made a part of the contract documents; however, it should be made available to prospective contractors for information purposes. The evaluation of conditions which may be encountered in construction requires engineering judgment and interpretation. For this reason, we recommend that AMEC remain involved with this project during the construction process, particularly during foundation construction and general earthwork operations. If we are not retained during construction, we cannot assume responsibility for misinterpretation of our recommendations, or for unfavorable foundation, floor slab, and pavement performance as a result of judgments rendered by others. Project No.6734-14-9795 Page 4-13 ame0 October 14,2014 APPENDIX • I , \•De'EIIFu Cr Wit CL i �I I ( *�. i A . /_ d 1 , , 'cc% t,-.7- 1 e PC c''',: S) ,, , ., , 1 �I . � (-\, :0, n� � � - -� _�� �� � L�� yam ��111114,i)-41`ANp RDW - _J _ ,.–. 1\--,..,.3 '._.-J (�'1f — 1LOSS\ 1ll L d` JL ��� \ r. �D0�l� a�L�s-- 1 s srl i 1 z ' U�4 Pine Is and �`/ II> I -- �I . ;i,,� t , l h '` 11, � HSOL � I _ " Donner w h iITH Ts 1 ,- • LEVY RD z �nl, _,�.,. _ SAILFISH DR W ♦10TH 5T t ATLANTIC (._, t-7i--- ��I �I i; a 9TH 5r �� a /7-__--- 1 1_ 8ONlTA qo 0 �- 'L BEACH ry...___\ \—Island — (- " o ,, �`,. ? 8TH sT �= `"w '. ' m " 2�. RFDFIN- i ; • 7TH S1 -��)^� 1 J'_ !:;_�_ P0 • o O `o GTN Sr ,LLJJnttjj �>�1lestnrr Ur , 1 i if ) �i �J) - o x SITE zp J� L — J I ( _--- - - O - _ ��arH:sr ,„-/—\\r ¢�7^,.. 7� 1y `'i 'yQ� Z 3RDSr1'-�� y onville Shipyards Bellinger/ w w z 1� a ion Pier', I ______,./..: ¢ 3ROST Imo,! ' j'J. ZND STT ection Light–V –��1 \�–�- W s11 2_-:sr ,!� D' 1$,5 IV t `n ore `lr"` ==-- , $ It 1_ . J[�L1c, ��Crr.„ T .I T C BLVD ' _-i_ - i\_ _.6 E ne Pier Number I _\ ,� \ __.—' , I ( O 11I 1� O L 1 / \t@ -\ CH —ll) ,y�) � D Fi z` / a C, , ,9 r-,1--- 5,--,-- s �D,N ii CEDAR Sr 'i 1 „____,r\ I ' a m F OAK ST 0 I �� ,e� PINE ST -;, o ( rn 4P' (FOREST AVE(`�� it I ,` NEST C.-- ......„ r I a QI I _ NEPTUNE 1P" - s sr1I is i c W BEACH sowLEs sal I Ho4P�— q l /��.-'1;..2.-----9 ------ ._lilt Liii .L.1_,_:. ___1:: , !/ NEN! N ��' 1 dr Seven Pines Island �` f J _{ i, t474-]____.___ MLVRa1ST 1 IGHTF ,nI).e#•D N A- --co, L , HOPKINS ST i � _ il i '` SEAGATE AVf • 20TH AVE N - J-- \\ �` m FLORIDA \i y 1�+ �Op II MI 2 8TH AVE N 1 Th.., Qo �� �,WAY o 0 W QUADRANGLE LOCATION - \\„ --\ 1`_ p:—. ' --4T- o\' ,oagp 15TH AVE N ...----- - REFERENCE: JACKSONVILLE BEACH QUADRANGLE; FLORIDA 3901AC JACKSONVILLE, F AVENUE JACKSONVILLE, L 32207 TOPOGRAPHIC MAP rame (904) 396-5173 DATED: 2012 U.S. GEOLOGICAL SURVEY SITE LOCATION MAP Gate Convenience Facility Atlantic Boulevard at Sylvan Drive 0 1000' 2000' Atlantic Beach, Duval County, Florida DRAWN: JP DATE: 10/8/14 SCALE: 1”=2000' • GRAPHIC SCALE CHECKED: 1 PROJ NO. 6734-14-9795 APPROX. N J STURDIVANT AVENUE EXISTING STRUCTURE (TO BE DEMOLISHED) Mi.IMID J .:::„...\\-.0 111 • • si- • PROPOSED • I A-1 J CONVENIENCE 1 I STORE A-2 I L I _ 1. II 1 1 \,...,_.--1.....—.") — J V// W . L H 1-1119-- -1 1 1 i&---ITLD--- r--- , _..__.....____•__..„, < _ ________ . 2 A-4 B-3 s r— ,. 1 f— f 0 N . , , o r--------- -- --- --- -T I LEGEND LlZ� 1 PROPOSED t i>1.oG 1 I i 9 11 _i _ 1 FUEL ISLANDS d 4 I � 4 SOIL TEST BORING LOCATION I 8-5 AND CANOPY-----B-6 t ———— —-j • AUGER BORING LOCATION • 1 PROPOSED BURIED EXISTING STRUCTURE (TO BE DEMOLISHED) • FUEL TANKS / _ C-1 . ...... ../ 0 20' 40' ___—_,__,....) GRAPHIC SCALE ATLANTIC BOULEVARD amecc9 3901 C90c CHAEL AVENUE F JACKSONVILLE,FL 32207 190/1E,396-5173 FIELD EXPLORATION PLAN Gate Convenience Facility Atlantic Boulevard at Sylvan Drive REFERENCE: Preliminary Site Plan (Concept 47) Atlantic Beach, Duval County, Florida Prepared by: Prosser Dated: lune 5, 2014 DRAWN: JP DATE: 10/8/14 I SCALE: 1')40' CHECKED: Ka.m PROJ. NO.6734-14-9795 APPROX. 5. PROPOSED PROPOSED BURIED PROPOSED FUEL CONVENIENCE STORE FUEL TANKS ISLANDS AND CANOPY DEPTH / \ I / \ DEPTH LEGEND (FEET) B-1 B-2 B-3 I B-4 B-5 B-6 (FEET) 0— MEI MIMI 71 —0 ■ Asphaltic Concrete and Limerock Base _.. ..... I -,,..--_,_ �l �� � o , Gravel I 1 V 1 rD 5_, 2' 14 ti 114 L 19 /16 10 —5 Fine SAND (SP); Slightly Silty Fine SAND 1 1 1 (SP—SM) III7 i13 . 40 � 7 jT18 • 120 4.:*7:-....-: Organic Slightly Silty to Silty Fine SAND / / f 1 ti• (SP—SM to SM) 10— •lj15 27� 140 '8 j116 �23 —10 ~ Silty Fine SAND (SM) 1 1 r I • ° " Calcareous Fine to Coarse SAND (SP) With 15— II 11 Ij 16 1 6 III 5 II 2 18 _15 °•Qe Some to Many Shell Fragments ti I Angered 1 •6•f �• 1 1 Standard Penetration Test Sample II 10 e►;.:D 25 �o�'.:6�19 II 13 12 .:F!... 1 p p�45 20— L L —20 . Standard Penetration Resistance (Blows/ft.) B.T. B.T. B.T. B.T. B.T. B.T. Measured Using an Automatic Hammer System 20.0' 20.0' 20.0' 20.0' 20.0' 20.0' s7 Groundwater Level ®Time of Drilling B.T. Boring Terminated 25— —25 20.0' Depth Terminated NOTE: Please refer to text of report for additional information relative to groundwater conditions and potential fluctuations which could occur. amec� J90J 190/)3IAEL AVEN E JAC.11( TLE,R 3220] 19011 J9651 73 GENERALIZED SUBSURFACE PROFILE Gate Convenience Facility Atlantic Boulevard at Sylvan Drive Atlantic Beach, Duval County, Florida DRAIN' JP DATE: 10/8/14 I SCALE: AS SHOWN CHECKED: PROJ. NO.6734-14-9795 • L DL E SAMPLES PL(%) NM(%) LL(%) SOIL CLASSIFICATION E LN-COUNT T P AND REMARKS G E D T ♦ FINES(%) H E V E Y SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P fo Pc ;o 0 SPT(bpf) SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E h 7.,— (I1) — ry M 10 20 30 40 50 60 70 80 90 100 0 Asphalt(2"thick)over Limerock Base(8"thick) Mr - - Dark brown slightly silty fine SAND(SP-SM)with a few - - AU-1 - - -small shell fragments(Fill) - - Dark gray organic slightly silty fine SAND(SP-SM)with -,.. - - - plastic and paper(Fill) _ - VERY LOOSE dark gray organic slightly silty fine SAND - -. (SP-SM)with wood,roots,and shell fragments(Probable Fill) "-„,: - -,- SPT-1 2-1-1 — 5 — — 5 LOOSE black-dark brown organically stained slightly silty :I\ - fine SAND(SP-SM)with a few roots - - - - - SPT-2 2-2-5 - - - FIRM dark brown slightly silty fine SAND(SP-SM) _ - \i• SPT-3 4-5-10 - 10 — 10 FIRM to LOOSE gray fine SAND(SP) SPT-4 X 6-5-6 — 15 — — — — 15 SPT-5 X 4 0 — 20 BORING TERMINATED 20 sr 0 �- - - - - - O 0 m 3i- 25 — — — 25 r. P.1- d 0 '- 30 - 0 10 20 30 40 50 60 70 80 90 100 CONTRACTOR: Independent Drilling Inc. SOIL TEST BORING RECORD DRILLER: Larry/Justin(AMEC Rep.:Tim Curry) EQUIPMENT: BR-2500-Manual Hammer ----- METHOD: "-- METHOD: Auger/Mud Rotary Project: Gate Cony.Facility-Atlantic Blvd.at Sylvan Drive HOLE DIA.: 4" Coord N: Boring No.: B-1 Coord E: Checked By: V!44.1 I Drilled: September 19,2014 THIS RECORD ISA REASONABLE INTERPRETATION OF Proj.No.: 6734-14-9795 SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. ��� INTERFACES BEWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. e ' DL E SAMPLES PL(%) NM(%) LL(%) SOIL CLASSIFICATION E LN COUNT e0 P AND REMARKS G E D T ♦ FINES(%) T E VE Y H SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P °o �c • SPT(bpf) SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T C 7. — (ft0) ' = N 10 20 30 40 50 60 70 80 90 100 Asphalt(1.75"thick)over Limerock Base(8.25"thick) OM - - Dark brown slightly silty fine SAND(SP-SM)with a trace of - AU-1 - - -,shell fragments - - FIRM dark gray-black-brown organic slightly silty fine SAND , ,�;„- - - - (SP-SM)with some roots(Organic Content=9.7%) V,- ti ti J�~ti SPT-1 X 4-9-5 • — 5 — <:: - — 5 .Y FIRM to VERY FIRM orange-brown slightly silty fine SAND _ _ (SP-SM) - - - SPT-2 3-4-9 - - SPT-3 12-12-15 — 10 — — — 10 FIRM gray slightly silty fine SAND(SP-SM)with traces of mica and shell fragments SPT-4 2-5-11 — 15 — — 15 - r - - - VERY FIRM gray fine to medium SAND(SP)with some shell o - - - fragments - ,C}':-...0- - - - o 0 SPT-5 X 10-11-14 20 — 20 BORING TERMINATED Ni. 0 E-.- - - - - 0 O 0 3~ 25 — — — 25 a ..1 a !?-'1 ..1 O 30 0 10 20 30 40 50 60 70 80 90 100 CONTRACTOR: Independent Drilling,Inc. SOIL TEST BORING RECORD DRILLER: Larry/Justin(AMEC Rep.:Tim Curry) EQUIPMENT: BR-2500-Manual Hammer METHOD: Auger/Mud Rotary Project: Gate Cony.Facility-Atlantic Blvd.at Sylvan Drive HOLE DIA.: 4" REMARKS: Coord N: Boring No.: B-2 Coord E: Checked By: Ail Drilled: September 19,2014 THIS RECORD ISA REASONABLE INTERPRETATION OF Proj.No.: 6734-14-9795 SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. ��� INTERFACES BEWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. DL E SAMPLES PL(%) NM(%) LL(%) SOIL CLASSIFICATION E L N COUNT e o e P AND REMARKS G E p T • FINES(%) T E VE Y H SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P ;o 'o �o S SPT(bpf) SYMBOLS AND ABBREVIATIONS BELOW. D (ft) v v — (ft0) T = ,v e, 10 20 30 40 50 60 70 80 90 100 Asphalt(2"thick)over Limerock Base(8"thick) - - Dark gray-brown organic slightly silty fine SAND(SP-SM) - - AU-I - - with some small roots(Organic Content=4.9%) v".. AU-2 FIRM into DENSE dark brown organically stained slightly _ - - silty fine SAND(SP-SM)(Possible Hardpan) - X SPT-1 6-6-8 — 5 — — — 5 - - - SPT-2 L 6-15-25 - DENSE brown slightly silty fine SAND(SP-SM) SPT-3 5-20-20 — 10 — — — 10 LOOSE dark gray slightly silty fine SAND(SP-SM)with a trace of mica particles SPT-4 /\ 1-2-4 — 15 — — — 15 FIRM gray fine to medium SAND(SP)with some shell p v - - fragments �o. G - - 0SPT-5 10-8-I1 0 — 2020 BORING TERMINATED — a 0 F - a (7 CO- - co 3°— 25 — 25 a 0.- 0 N O 30 0 10 20 30 40 50 60 70 80 90 100 CONTRACTOR. Independent Drilling Inc. SOIL TEST BORING RECORD DRILLER: Larry/Justin(AMEC Rep.:Tun Curry) EQUIPMENT: BR-2500-Manual Hammer METHOD: Auger/Mud Rotary Project: Gate Cony. Facility-Atlantic Blvd. at Sylvan Drive HOLE DIA: 4" Coord N: Boring No.: B-3 REMARKS: Coord E: Checked By: Vivi Drilled: September 18,2014 THIS RECORD IS A REASONABLE INTERPRETATION OF Proj.No.: 6734-14-9795 SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. ��� INTERFACES BEWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. . DL E SAMPLES PL(%) NM(%) LL(%) E SOIL CLASSIFICATION 0 0 0 E L I x coUNT P AND REMARKS G ET A FINES(%) T E V E Y H SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P fo to °o • SPT(bpf) SYMBOLS AND ABBREVIATIONS BELOW. D (fl) ° E v - (1I) T = A A._ 10 20 30 40 50 60 70 80 90 100 Gravel(1"thick) / Light brown fine SAND(SP)with a trace of shell fragments - AU-I - - Dark brown organic silty fine SAND(SM)with roots(Organic Content=19.8%) �'� - - �" : . - AU-2 A »O FIRM brown fine SAND(SP)with traces of roots and slightly - AU-3 - - silty sand seams SPT-1 X 5-8-11 - 5 - - — 5 LOOSE dark brown organically stained slightly silty fine - - SAND(SP-SM) - - - - SPT-2 /\ 6-4-3 - - SPT-3 4-5-3 - 10 - - - /// 10 LOOSE brown-gray fine SAND(SP) _ SPT-4 2-2-3D - 15 - /// 15 _ _ 4-41\ ii - - FIRM light gray fine SAND(SP) - - SPT-5 X 3-6-7 - 20 BORING TERMINATED - 111 20 a 0 A 0 to 31- 25 - - - 25 a -1_ o. q - r O 30 0 10 20 30 40 50 60 70 80 90 100 CONTRACTOR: Independent Drilling,Inc. SOIL TEST BORING RECORD DRILLER: Larry/Justin(AMEC Rep.:Tim Cuny) EQUIPMENT: BR-2500-Manual Hammer METHOD: Auger/Mud Rotary Project: Gate Cony.Facility-Atlantic Blvd. at Sylvan Drive HOLE DIA.: 4" Coord N: Boring No.: B-4 REMARKS: Coord E: Checked By:Vivi Drilled: September 19,2014 THIS RECORD IS A REASONABLE INTERPRETATION OF Proj.No.: 673414-9795 SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. ��� INTERFACES BEWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. I DL E SAMPLES PL(%) NM(%) LL(%) E SOIL CLASSIFICATION E L I N coUNT e o e P AND REMARKS G ED T • FINES(%) T E V E Y H SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P rso :c ;o • SPT(bpf) (p) — SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E y r 10 20 30 40 50 60 70 80 90 100 — Asphalt(2"thick)over Limerock Base(7"thick) - Brown fine SAND(SP)with a trace of limerock and shell - -IM— AU-1 - - _.fragments(Possible Fill) _- AU-2 _ Dark brown-black organic silty fine SAND(SM)(Organic --' _ _ - Content=4.7%) AU-3 V✓^'~'}. - - - FIRM light brown fine SAND(SP)with a trace of silt V SPT-1 \ 7-7-9 • — 5 — — — 5 FIRM dark brown organically stained slightly silty fine SAND- - - T - - - (SP-SM) - - - - SPT-2 7-9-9 - • - SPT-3 X 5-9-7 7 - 10 — — — — 10 VERY LOOSE dark gray fine to medium SAND(SP)with a trace of silt SPT 2-I-1 0 — 15 — — — - - - - 15 FIRM light gray fine SAND(SP) - - SPT-5 4-5-7 2020 BORING TERMINATED v sr0 O C1 (..,� 25 — 25 3 a A.V N P_ _ ..1 O ° 30 0 10 20 30 40 50 60 70 80 90 100 CONTRACTOR: Independent Drilling,Inc. SOIL TEST BORING RECORD DRILLER: Larry/Justin(AMEC Rep.:Tim Curry) EQUIPMENT: BR-2500-Manual Hammer METHOD: Auger/Mud Rotary Project: Gate Conv.Facility-Atlantic Blvd. at Sylvan Drive HOLE DIA: 4" REMARKS: Coord N: Boring No.: B-5 Coord E: Checked By: 144r1 Drilled: September 18,2014 THIS RECORD IS A REASONABLE INTERPRETATION OF Proj.No.: 6734-14-9795 SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. ��� INTERFACES BEWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. l r • DL E SAMPLES PL(%) NM(%) LL(%) E SOIL CLASSIFICATION E L I N couNr T 0 it P AND REMARKS G ED T ♦ FINES(%) T E VE Y H SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P „ 'c :c • SPT(bpf) SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E -- c •o — (0) — — N ,-, 10 20 30 40 50 60 70 80 90 100 Asphalt(2"thick)over Limerock Base(8"thick) - - Gray slightly silty fine SAND(SP-SM) - - AU-1 - Brown slightly silty fine SAND(SP-SM) LOOSE dark brown organically stained slightly silty fine SAND(SP-SM) SPT-I 2-4-6 — 5 — • — — — 5 FIRM to VERY FIRM dark orange-brown slightly silty fine - - SAND(SP-SM)(Possible Hardpan) - - 41\ - - SPT-2 3-8-12 SPT-3 /\ 7-11-12 1— 10 — — — 10 • FIRM green-gray slightly silty fine SAND(SP-SM)with a - trace of mica particles - SPT-4 3-5-13 — 15 — — 15 - - DENSE brown-gray fine to coarse SAND(SP)with many shell p "- fragments :' SPT-5 10-19-26 — 20 BORING TERMINATED 20 Tr 0 F_ _ _ a V W 31— 25 — 25 v 0 o - a ,-- c, a 00 30 — 10 20 30 40 50 60 70 80 90 100 CONTRACTOR: Independent Drilling,Inc. SOIL TEST BORING RECORD DRILLER: Larry/Justin(AMEC Rep.:Tim Curry) EQUIPMENT: BR-2500-Manual Hammer METHOD: Auger/Mud Rotary Project: Gate Cony. Facility-Atlantic Blvd. at Sylvan Drive HOLE DIA.: 4" REMARKS: Coord N: Boring No.: B-6 Coord E: Checked By: vA+1 Drilled: September 18,2014 THIS RECORD IS A REASONABLE INTERPRETATION OF Proj. No.: 6734-14-9795 SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. ��� INTERFACES BEWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. _ AUGER BORING RECORDS Gate Convenience Store Atlantic Boulevard at Sylvan Drive Atlantic Beach, Duval County, Florida AMEC Project No. 6734-14-9795 Date Performed: September 18, 2014 Auger Depth Material Description Boring No. (feet) 0.0 - 0.6 Topsoil (7" thick) 0.6 - 3.0 Dark brown organically stained slightly silty fine SAND (SP-SM) A-1 3.0 -6.0 Brown slightly silty fine SAND (SP-SM) A.B.T.' GWL2: 3.0 feet @ TOD' 0.0 - 0.1 Gravel (1" thick) 0.1 - 2 0 Dark brown slightly silty to silty fine SAND (SP-SM to SM) 2.0 - 3.0 Brown fine SAND (SP) with a trace of silt A-2 3.0 -4.0 Dark brown organically stained slightly silty fine SAND (SP-SM) 4.0 - 5.0 Brown slightly silty SAND (SP-SM) 5.0-6.0 Dark brown organically-stained slightly silty fine SAND (SP-SM) A.B.T. GWL: 3 5 feet @ TOD 0.0 -0.2 Asphaltic Concrete (2" thick) 0.2 -0,8 Limerock Base (8" thick) A-3 0.8 - 1.0 Dark brown silty fire SAND (SM) 1.0 - 4.0 Brown slightly silty fine SAND (SP-SM) with a trace of roots 4 0 -6.0 Dark brown organically stained slightly silty fine SAND (SP-SM) A B.T. GWL: 3.0 feet @ TOD 0 0 - 0.5 Topsoil (6" thick) 0 5 -4.0 Brown to dark brown slightly silty fine SAND (SP-SM) A-4 4 0 - 5.0 Brown slightly silty fine SAND (SP-SM) with a trace of small shell fragments 5 0 -6.0 Dark brown organically stained slightly silty fine SAND (SP-SM) A.B.T. GWL: 3.0 feet @ TOD Reviewed by: tint Date w i y , Notes: 'A B T - Auger Boring Terminated 2G'vVL - Groundwater Level (depth below existing ground surface) 3TOD - Time of Drilling • SUMMARY OF LABORATORY TEST RESULTS Gate Convenience Facility Atlantic Boulevard at Sylvan Drive Atlantic Beach. Duval County. Florida Depth Unified Soil Water Liquid Plastic Plasticity Liquidity Specific Organic Loss Dry Unit Grain Size Boring Sample Range Classification Content Limit Limit Index Index Gravity on Ignition Weight Gravel Sand Fines No. No. (feet) System Symbol W„(%) LL (%) PL (%) PI (%) LI GS 0(%) Ya (pcf) (%) (%) (%) A-1 2=0 SP-SM 27.2 8.6 3.0 A-3 3 2-0 SP-SM 26.8 9.1 3.0 B-2 SPT-1 3=5 SP-SM 9 7 5.0 B-3 AU-2 t1_5 SP-SM 4.9 3.0 AU-2 1-0 SM 112.5 19.8 39.2 B-4 2.5 SPT-4 13.5 SP 31.7 1.5 15.0 AU-3 1-5 SM 4 7 3.0 B-5 13.5 SPT-4 15.0 SP 23.6 2.3 AMEC Environment& Infrastructure, Inc. AMEC Project No. Table No. Jacksonville. Florida 6734-14-9795 1 of 1 Reviewed by: Date: 15-19am S � FIELD AND LABORATORY PROCEDURES Field Procedures Soil Test Borings - The soil test borings were performed in general accordance with ASTM D1586, "Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils." The borings were initially advanced by augering. A rotary drilling process was subsequently used and bentonite drilling fluid was circulated in the boreholes to stabilize the sides and flush the cuttings. At regular intervals, the drilling tools were removed and soil samples were obtained with a standard 1.4-inch I.D., 2.0-inch O.D., split-tube sampler. An internal liner was not utilized in the sampler. The sampler was first seated 6 inches and then driven an additional foot with blows of a 140-pound manual rope/cathead hammer falling 30 inches. The number of hammer blows required to drive the sampler the final foot is designated the "Penetration Resistance." The penetration resistance, when properly interpreted, is an index to the soil strength and density. Representative portions of the soil samples, obtained from the sampler, were placed in jars and transported to our laboratory. The samples were then examined by a geotechnical engineer in order to confirm the field classifications. Auger Borings - Auger borings were mechanically advanced by a continuous flight auger attached to the drill rig. The soils encountered were identified, in the field, from cuttings brought to the surface by the augering process. Representative soil samples were placed in jars and transported to our laboratory where they were examined by an engineer in order to confirm the field classifications. These borings were performed in accordance with ASTM D1452. Seasonal High Groundwater Level Estimation - The depth to the seasonal high groundwater level was estimated at the boring locations. The position of the seasonal high groundwater level can be estimated by closely observing soil samples for changes in root and organic content, soil stratification and subtle changes in soil coloration or mottling or the presence of a polychromatic matrix (two or more colors arranged in a splotchy pattern) which are indicative of the seasonal high water table. This method is similar to that prescribed by the United States Department of Agriculture Soil Conservation Service. It should be noted that our estimates do not consider recent or future site drainage improvements or man-induced activities which may impact the groundwater level at the site. Laboratory Procedures Water Content - The water content is the ratio, expressed as a percentage, of the weight of water in a given mass of soil to the weight of the solid particles. This test was conducted in general accordance with ASTM D2216. Fines Content - In this test, the sample is dried and then washed over a No. 200 mesh sieve. The percentage of soil by weight passing the sieve is the percentage of fines or portion of the sample in the silt and clay size range. This test was conducted in general accordance with ASTM D1140. Organic Content (Organic Loss on Ignition) - The amount of organic material in a sample is determined in this test. The sample is first dried and weighed, then ignited and reweighed. The amount of organic material is expressed as a percentage of the total dry weight of the sample prior to ignition. This test was conducted in general accordance with ASTM D2974. 1 MAJOR DIVISIONS GROUP TYPICAL NAMES Undisturbed Sample(UD) Auger Cuttings SYMBOLS Well graded gravels,gravel-sand CLEAN j 1 GW mixtures,little or no fines. Split Spoon Sample(SS) Bulk Sample GRAVELS GRAVELS pmt (Little or no fines) o Q' Gp Poorly graded gravels or gravel-sand Rock Core(RC) (More than 50%of ) < mixtures,little or no fines. coarse fraction is LARGER than the GRAVELS U GM Silty gravels,gravel-sand-silt mixtures. V Water Table at time of drilling 1 Water Table after 24 hours COARSE No.4 sieve size) WITH FINES GRAINED (Appreciable Clayey gravels,gravel-sand-clay SOILS amount of fines) GC mixtures. WOH-Weight of Hammer 1100%-Percent Loss of Drilling Fluid (More than 50%ofSu-undrained shear strength estimated from material is SW Well graded sands,gravelly sands,little or WOR-Weight of Drill Rods pocket penetrometer LARGER than No. CLEAN no fines. 200 sieve size) SANDS SANDS Tip u-unconfined compressive strength (More than 50%of (Little or no fines) Sp Poorly graded sands or gravelly sands, SCP-Static Cone Penetrometer q P g little or no fines. Resistance(kg/sq.cm) estimated from pocket penetrometer coarse fraction is SMALLER than the No.4 Sieve SANDS SM Silty sands,sand-silt mixtures Correlation of Penetration Resistance(N) Size) WITH FINES (Appreciable • with Relative Density and Consistency amount of fines) SC Clayey sands,sand-clay mixtures. SAND&GRAVEL srLT&CLAY Inorganic silts and very fine sands,rock No.of Blows Relative Density No.of Blows Consistency ML flour,silty or clayey fine sands or clayey 0-4 Very Loose 0-2 Very Soft silts and with slight plasticity. 74 Inorganic clays of low to medium 5- 10 Loose 3-4 Soft SILTS AND CLAYS CL plasticity,gravelly clays,sandy clays,silty FINE (Liquid limit LESS than 50) clays,lean clays. 11 -20 Firm 5-8 Firm — — GRAINED — Organic silts and organic silty clays of low _ 21 -30 Very Firm 9- ]5 Stiff OL SOILS — - plasticity. _ 31 -50 Dense 16-30 Very Stiff (More than 50%ofOver 50 Very Dense 31-50 Hard material is I MH Inorganic silts,micaceous or diatomaceous SMALLER than J fine sandy or silty soils,clastic silts. Over 50 Very Hard No.200 sieve size) SILTS AND CLAYS Modifiers (Liquid limit GREATER than 50) CH Inorganic clays of high plasticity,fat clays These Modifiers Provide Our Estimate of The Amount of Fines(Silt or Clay Size Particles)in The Soil Sample Organic clays of medium to high UNIFIED SOIL OH plasticity,organic silts. APPROX.FINES CONTENT MODIFIERS CLASSIFICATION SYMBOL ^., 5%TO 12% SLIGHTLY SILTY/SLIGHTLY CLAYEY SP-SM/SP-SC HIGHLY ORGANIC SOILS ^ PT Peat and other highly organic soils. 12%TO 30% SILTY/CLAYEY SM/SC 30%TO 50% VERY SILTY/VERY CLAYEY BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations of group symbols. These Modifiers Provide Our Estimate of Shell,Rock Fragments,or Roots in The Soil Sample APPROXIMATE CONTENT,BY VOLUME MODIFIERS SAND GRAVEL SILT OR CLAY Cobbles Boulders 1%to 5% TRACE Fine Medium Coarse Fine Coarse 5% to 12% FEW 12% to 30% SOME No.200 No.40 No.10 No.4 3/4" 3" 12" 30% to 50% MANY U.S. STANDARD SIEVE SIZE Reference: The Unified Soil Classification System,Corps of Engineers,U.S.Army Technical These Modifiers Provide Our Estimate of Organic Content in The Soil Sample Memorandum No. 3-357,Vol. 1,March, 1953 (Revised April, 1960) ORGANIC CONTENT,BY WEIGHT MODIFIERS 1%TO 3% TRACE KEY TO SYMBOLS 3%TO 5% SLIGHTLY ORGANIC amee AND DESCRIPTIONS 5°'°T"30°' >30% ORGANIC PEAT