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HomeMy WebLinkAboutcocc_asksafety_appl/plans_WITHDRAWN_201907 CITY OF CAPE CANAVERAL SITE PLAN APPLICATION PACKET CITY OF CAPE CANAVERAL Application Sheet ....... .......... ...... 2 PaymentReceipt ......................................... .......................................................................... 31 SitePlan Checklist ................ ............................................................................. 4 � 5 ........ t M AR' lei I 1,9U r g,vor,s pp LW d3, 511 J/ 11 qty o wape nave al Site Plan Application /201 & f ixr t CITY OF CAPE CANAVERAL SITEPLAN APPLICATIONPACKET I 'I.. l etm 00 Address of Request: 00 I N^" az' er9.�r J r, l w 10 ,.r J�Br, �,Y�uui�� ,',rlr��vwrmrwyr�vt 1+�� 1ion wrrv�r,r uyrlw ,.e aJr e0e, (if appli 4� Name of Legal esrcn"p n'. 4,000,0 Owner(s)'Name: Ownre .e s . m" 'O,wner(si) EM Iu ""I"& 5wm7" � IBJ mIISx�u y�alra� Fra �."dddN �romuul��� ra �r,a hone Number: ,. �rw �n, a^�".,� 'Name of r rc tect/E nee � ° d i � u "e, A?Ar; ,� AL.ent/Appli can't � Phone - � ary www y� ori^ ter, owl 00 0010 li,cant Signature: "ity of Cape Cartavieml Site Plan on—12/2018 CITY OF CAPE CANAVERAL SITE PLA,N APPLICATION PACKET Site Plan Checklist -1. The drawing must be seal,ed and drawn to scale by an appropfiately ficensed desiign professional, no greater than one inch to 50 feet, on sheets, two feet by threefeet, showing the following site data.- Sifte Plan information (General) No N/A Size,height, number ofunits a,nd location iop pos,ed and xi,sting structures. Dimensions, Total gross area,and Percentage devoted to structures, park ingani landscaping. 0 D Number of Umits. lude total number and size of'parking splaces and, D 0 Traffic it mc loading zones, 0 0 Density(ung pier acre). We)* Location, and, dimension for the following areas, (If 8, 1 ppica Yes No, D Pa,rk(s) 0 Canal(s) F3< Waterway(s) Biolat slip(s) arkin D El P g S im 001(s) El D W rni n,g p veway, [I D Dn* (S) Recreation, El [Z Trash 1, alks 0 S"dew 0 1:1 Dune crossiolver(s) ly) 0 0 Other,(spec*f in (si) Boo,/ D 0 Typie,of ericlosure,for communal trash clonta' er 0 D Fire ala,rm and stndpi'pe data V*C* i inity Map 0 0 Location of plannW landscaping, City of Cape!C Site Plan Application—12/2018 CITY OF CAPE CANAVERAL S,ITE PLAN ,AP'PLICATION PACKET Rms,bled grades,for the l w i EntAIS d4 parcel� ors Streets, Parking 'ing property iv 0 0 Water and s �etaiis sections, and, spleclificatillons. Yes No Ights [3 0 Street I s r Paving r i Curbs footage0 [3 Stoirin drains 60 it Ye No N/A Parking Oto Ole,her(spel6fly w EY" 0 0 Total / CanaveralCape III f led,and , ty of' Fire alarmsystein to'be install Cape Canavera,l Fire Topographic I Yes No N/A 'US,C and 13 El"" G.S. 13 Existing fights. calculations.E3 0 Storm,drainage design, tal construction setbackred drawings,Ten,(10)1 hiard cloples ofthe iell as in electronic fomiat(.pdf). City of Cape C' n Application 12/2018 Y r , l �j ro., Ne 7 CONSULTING CIVIL ENGINEERS,,INC' 001f If 14A MaIrch ' 2,019, r� c T Brenda DIefole City PlainnIeirars City of Cape Canaveral 100 Poilk Avenue CaIple Canaveral,, FL,3129,20 Ph: (321) 868-1220 Pro"ect Name: Ask In c' I r On Isubmitted is of sigs,ealed plan's for review. We were threethen con�'tactled and asked to submit tsets i' ie rendering i 0 and a check in the amou�nt of$1715, made payablie to, the City. Please find enclosed the following. • Application • t rd Application • Three (3) Sets, of Site Construction Please, ing generatedby the GeneralContractor, "'ty under separatle cover. and architiect and will be submitted to the Cl if you need any, Iadditionalinformation, please contact me, " I at, (321) 269-9930. Si W X10 . SI ehayeb,I Project, aI nI Consulting Civil Engineers,, Inc. stated ZSC/ss' Client �n��� �� � ��� is = 7 Cj y\5 TTY S � 3 _ � E �E sIT TR-ASK SAFE INC-CITY CORRESPONDENCE o. Post office IB'ox 11918,Titusville, Fliodda 327811 198 DELIVERY ����� 3 651L i ,Titusville,� Florida �7 80 (TEL),321-269-99',0 (WEB),cceifi om EM 'nf0 cceffl.co PURCHASE ORDER City of No. 0000018247 Cape Canaveral VENDOR. SHIPTO:- BILLWO: AB Enterprises,LL,C,Arthur Berger Comm&Econornic City of Cape Canaveral 627 Adams,Ave 1,00 Polk Avenue 100 Polk Ave PI.O. Biox 326 Cape Canaveral,FL 3 920 P.,O.,Box 32,6 Cape Canaveral,FL 32920 Cape Canaveral,FL 3292 VENDOR NO. VENDOR PHONE NUMBER TERMS DATE REQUI RED,DELIVERY DATE ABE,NTERP 0 06/26/20,19 SHIPPING INSTRUCTION'S (none ITEM QTY U/M DESCRIPTION/TASK PRD C' DE ACCOUNT UNIT PRICE AMOUNT 1.001 Escrow Deposit Reirnbursemen, 00,1-000-000-202 240 1,442.50 1,4421-501 ........... ............ ............ SUBTOTAL- 1144150 TAX: 0.00 SHIPPING-, # TAXABLE: No TOTAL,.- 11 1,442. CONFIRMING. SPECIAL INSTRUCTIONS Artn:Arthur Berg,er/Ask Safety (Project Name) OICE AND PACKAGE IMPORTANT: OUR ORDER NUMBER WSTAPPEAR ON EVERY fW, WON "31 If specified,the right is reserved to cancel this order if not filled within the,contract time. The condiltions o`t bi,s order are ThE OD� not to be modified by any verbal understanding, Invoices and packages mustbear this order number is PURCHASRER VOID AR 9-30-20119. i I I I , r e I r r I r N r 'r. r�rrorr I I Oaf, r r ✓ r l Ln I LA0, 6 cm �, II 0 I r r �s r r I okI r i r, r e� r/ .,fi/frr! 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WXlowI CL CL 6/�� l r� �M , f l II r r / i r I I I, lrr I r r /r 1 r � i r. / r �:9 r r I r / r r /r / I ,rli I r r ,i/ani i I 4/1 UJI cm CM r o I I r, rio I r iw eq I I ui /i ' P4 LL r " s �wMwr r r// , r / LM r, .r, i i ";i 1 c p CITY OF CAPE CANAVERAL { Date- Project SITE PLAN APPLICATION PACKET Non-Refundable Application Fee SitePlan Extension*.,Site Plan y�,r+M w�ww w w�Ma...M a W w,�,waMw M w�r w�w MM,MM+M�w�..w�wwwww,�M w�M w.mw w•�,M'w��waw��ro•w w�...w,M,M�arwa w w,�,.e ro,w w w.w..M.w.wqpan w,M..wM.�M,�w MMw,ww�M,�.,w w�rw.mw w M w, Resubmission: w A 0 0,0l 0 0 0..0'M M,N,'w'w w 0 0 00 K 0,0 M 0 p,'m M.A p',iw 00'w.Mry w wi 0i w 0 0 w, 0 0 0 0 0M 00'M6 M 0 M,6 M 0,.M 0 a $1,50.00 Escrow Dopsit m sw,w+Mr w w M.w M w�4n M w�rva��M r..�w M,w..M M..M M,..M�a w�a a Wry M a+u r w MN M�w+M w.M.,,M w M M M w+w,ary M,M M w m M w..,»+nWm M M,�M units 5 to,. M.MM Mrwrs w M w,:WwM aw M w0+M M w�+wrMm» w w,Mi�w 11 MW wac ro oM.M Mm wMwM i 100 $ 50 pus amts or hoeote wM M �W M.WW Mw�w�w.wMw�M�.0 M.wr.0«M.M.Ma wa W,W.M M r,M Commerei'al. Y 'Up to,4 acresr acres, M a w w w w a M M ww MMw M M 4 0 k w w p w w . M.M.0 w w M'Mp Review ' established imeeting. w w w a W M w.M M w M as w w.M M w w.w w it w w M M M r M M M w.M w sr M w.w M M w M w w w w w M M M w M w M as ur ea M M w M w w M M w M,w w,vw m m w w w w.w w*w w w Total Acres,- ' Total Escrow os . w�MMM� W� OFFICE USE L Total Si"te Plan Submittal Fee: $ Total Escrow os IV— r M Escrow Account 00 1_000-000-202240 Date • " ved.- The followling checklist has been prepared to assist i*n preparation of a requ ed S"fe Plan. Please see . t sen'teria City of Cape Canaveral Site -i Application—12/210 18 1 JOHNA.,PEKARY P.E.,L Invoice 102 Columbia Drive Suite 2,07 Cape Unaveral,FL 329,2 Office Phone:32 -613-2 '59 Date � �i�� Cell Phone: 3,21-2881-10,1410, "ohmai,. 5/21/2019 Office Manager Cell Phone:new 32 3 9,89 91 Hourly der Cunt Bill To, City of Cape Canaveral Attn- Finance Department 015 Plolk Avenues Capin Canaveral,,F 32920 Quantilty Description 'ale Amount Per Professional Services Agreement The following tasks were completed for the 2 weeks,ending May 19,2019 COMMUNITY SERVICES, (J.Ratliff/J.Surprenant) 5 1 ee wig � t a street �� a lerns. 55.00 55.0,01 1 015/07/191: Follow up,with DEP on mobi mat. 55. 0 55 011 0 0.00 1 05/13/191: Review of Thurm Blvd.w City staff. 0.0 1.75, 05/15/19: Initial proposal for,Polk/Orange drainage. 0.00 0.010 1 5/'16/19: Mtg.with subconsultants for W.Central kickoff. 55.00 55- 00 1 05/16/19: Mtg.,with subconsultants for Thurm and Poll range. 0.00 0.010 0.010 01.00 105/17/19: Proposal for Thunn Blvd. LEIS SERVICE .Ver arab DEVELOPMENTCOMMUNITY 010 1 05/09/1 : Review d S Su ety evised site plan at C e � �* L ��.� 5. BLJILDTNG(M.German) 'I w. ' �. 68.x5 1.25 05/06/19: Inspection oN.Atlantic Ave parking 10� erre fief off. . 1.2505/06/19: Prepare comes du c 1 3121 a1 Ave. .75 0.75 5/07/19: Site inspection � N.Atlantic Ave. arki °lot;pr a e el 'report ��� .25 1.25 :05/019/19: e inspectionof S a 111 Suites; are fiel e „w µ �. . inspection 75 55.00 68.7 5 1.25 05/09/19'. �lte f S n 1 Dual Hotel;� old report. J, field,report. 515.010 6 ." 1.25 05/09/19. Site inspection ofColumbia stockpile;pp Al 1.25 05/091/19: Site inspection of 71980 N.Atlantic Ave.parkin lot;prepare fileld report. 55.010 68.75 1..25 05/14 19: bite visit for Ocean,woods retention aero;prepare correspondence. 55.010, 68.75 1.25 05/14/19: Site visit 10 1010, a nus"parking lot; et re co, � . 5 68.75 1.25 05/15/19: Reviewedparking,areas 1O 10 E.Central Blvd.; repaired co reg nn enc . 55.00 lett00 68l.75 parking loth prepared correspondence. �� 1.25 5/15"19, Reviewed � � 1 1.25 05116/19:1 Site yin of Springhill Suites e e1 reds` Nu " � s t u n g � l�u� lwlnt�l 68,.75 weld pot 55-00 1„ 1 . Site ins 1 lnln l �u 55,00 68.75 1.25 105/16/19: Site spec ; prepared geld repo 0.75 05/16/19: Site inspection n N.AtlanticAve.; re25 l old e �. 1 w ECONOMIC DEVELOPMENT(T.Morley), .S tenant) .. ll AL Tota �.. w I WNYllI�NNOM41ilm'gwmmmren.uw�mmmmmwarwiwwmwmwm �� • ........ Ji i MONO'11,110 % RECEIVED09, By g,clary at 11 10,50 am, Apr JOHN A. r ,I ., LLC Civil Engi,niseri�tii;/Coinisuillini!g 4-59 Invoice 102 Columbia, ar� + Site 207 I Cape Canaveral,FL 32,920 III I Office one:321-6113-29519 CeU "hone: -288-1044/9/2019 2 019-0 17. johnpekarpe@gmail-com Rai.F1 owe ailsP.O. Nlo. Office Man ager Cell ; 321-403-98,99 ourly Per Contract i illl T City of Cape Canaveral Finance Department 1.051 Polk Avenue Cape Canaveral,FL32920 tily Description ateAmount Per Professional Services Agreement. e following tasks were completed for the 2 weeks ending April 7,2019 : ffreplant 1 3/26,/1 . Proposal for Garden 00 2 03/27'/19- Prepare design p a dor .CentralAve. �. ..25, 3/28/1 . C rd qua e obi a � E 55- .7�I . 41.25 00 5I 04/012/19 Mobi Mat coordination for turtles. 55. 01.715 04/03/19:1 Rview once t o obi at. �I Prepare lager to I'DU tbir City review responding to FWC comments., 55.001 1101.00 I LEISUR I I lu SERVICES 6.Ver ara COMMUNITY DEVELOPMENT . .5 3 "2 ; Attend City Retreat-Vision Wort sl p. 55I �' 7'.5 x.75 04/01/19:1 Coordinate/review �.. n drainage a problem; with City. b55- .25 2 9. 0 68.75 1.25 lte review of As Safety Inc. ���� rr X Safety . . � ��u changes, �I� 0, 3 03/19: Site review of Ask Inc, revie � to=kjo0 I .00 2 04/04/19: Attend City Workshop, n rising seas 55.00 68.75 BUILDING(M.German) 1.25 03/28/19: Site inspectionf 211 1arrison form survey. 55.00 68.75 fi 1.25 03/29/19: Site inspection of Springhill Suites,prepare eld report. 006 .25 0 /29/1 1: bite inspection p Sunbelt Dual Hotel;prepare r field report. 5m .7'5 68.75 55'.00 1.25 3/29/19: Site inspection f Golf Gator;prepare fierip rt. 68.75 1.25 I: Site review for i stn l p le in northCity :. e se � � 55- II 68.75 1.25 04/04/19: Site inspection n "Springhill iprepare field report. 55.00 �. 5'5.00 . 5 9: Site inspection n"Sn� r I I I JOHN ., LLC evil Engineering/Consufting Invoice 2 C'ol'umbia. rie Suite 207 Cape Canaveral,F-j 32920 OfficePhone-, 2,,-61 3-29519 Date Invoice CeU Phone: 3 -28,8,-10410 / 2019-021 johnpekarpe@gmail-com Roni F1 owe r ":n a 1.co i � call Phone: 321-402-98991 Uourly Per Contract OWN Bill To RECEIVED 1 7- PON OWN City o1"Cape Canaveral g.clary at 1.49 pm, Apr 24, 201'9 Attn: Finance Department 10,5 Polk Avenue Cape Canaveral,Fl, 3920 i Amount Description Rate Quantity Per Professional Services Agreement The following tasks were cornpleted for the 2 weeks ending rl2 1 COMM1,1NITY SERVICES, a i. ' .Su rens Coordinate environmental letter far at-, � e City letter. ��� 00 �; � � � � ,c with DE ren � a o1 np ex� .� per e r �� m 82.50 1.5 04/'1,5/191: Telephone converen request. .' 55.010 .25 04/161/19: Additional D,EP 123.75 exhibits for mobi mat. .2 � ,exhibits,letter to FDP for nr l mat. 55.00 S ISI " 1 LEIS IJRE SERVICE re COMMUNITY DEVELOPMENT (D.Dickey) 5 1.25 04/1,0/19: Review of ASS.Safety parking on N.Atlantic Ave.� , BUILDING(M.German) F� meeting^ .Oceanside ��u ll� � �review pnn� lust items.,�°" .r55.0055.00 1 04/0 /1 9. a , .. 5500 41.25 0,0 0.75 04/09'/1 : Site inspection and plan review ,� r S ��b�l � l Hotel. " ��.��� Review erosion control plan f 55.00, 68.75 1.25 w or dirt placementoffColiumbia. �� 1.25 04,/11/19: Site inspection o1 Sunbelt dna55.00 68.75 �r��war� ���r�)ort. � inspection ,a * `M 568.75 �� ��� �`��rin� ill r� are field r� � 68,.75 1.25 04/11/1,9: Field review of erosion plan off Columb � � 55.00 r rain 1 04/16/19: review carom i e Dii lle r 1.25 `1 : Site inspection off`Springhill ' es*prepare field report. ' 55.001 � � 1.25 014/18,/191- P nnbel Dual Hotel; r ars ��report. 0661 - R' ,s 68.75 5. b Site io n� � 1. ld � 6875 �� Anaat324'Harbor r., rare Ci correspondence: �. 1.25 04/18/19. Inspect drainage g Morley)OPMENT(T.ECONOMIC DEVEL PLA B.Su renan° CONSULTING CIVIL ENGINEERS,INC. February 7, 201 Brenda Defoe, City Planner City of Cape Canaveral 100 Polk Avenue Cape Canaveral, FL 32920 Ph. (321) 868-1220 Project Name Ask Safety, Inc. Project Locatiow Vacant Lot_Cape Canaveral Parcel ICS. 24-37-14-2 -*-A This is in reponse to the comments dated January 2 2019.The comments are listed first followed by our responses in bold italic. Economic Development [director Todd Morley Comments: . What is the anticipated Full-Time Equivalent Jobs generated by this project? Addressed at January 10,2819 meeting with City. 2. What is the overall anticipated Capital Investment for the construction of this project? Addressed at January 10,2819 meeting with City. Capital Pro'ects Director Jeff Ratliff Comments: Capital Projects has reviewed the engineering drawings and stormwater calculations for the referenced property and has the following comment. 1. ownership of the force main along North Atlantic Avenue has been a point of contention for many years. It was reportedly/ installed by the Villages of Seaport and extends to Central Boulevard a private force main). However, they no longer claim ownership. As a precaution,the engineering firm for this project should contact the Villages of Seaport to notify them of the proposed tie-in activities. They should also notify Villages of Seaport when they intend to shut down the force main to tie into the line during construction of the building. Duly noted:This issue is presently being coordinated with the Villages of Seaport. City Engineer John Pe ar Comments. 1.. The existing site soils have high permeability with a low seasonal high ground water level. The. "pond program" indicates containment of the 25-year storm with no surface runoff. Under these conditions the City would need the 100-year storm (24 hour)to insure no adverse offsite discharges. will compacted offsite fill be tested for permeability? Because of changes in the site plan layout, underground storm chambers(StormTech)are noir being utilized. The Storm Water Deport(copy attached)shows that the 100-year 24 hour storm event is contained within the system without offsite discharge.A safety factor of 2.0 was employed by reducing the measured permeability by one half. Notes has been added to the S:CCEI PROJE T �18a 24.cc-ATLAN icAvE� 7 CITY CITY S BMITTAL�0 RTC �RTc-ASK SAFETY-JAN 201 .DOCX CORRESPONDENCE To: (Post office Box 1198, Titusville, Florida 32781-1198 ELIvERYADDRESS: 8850 Bobbi Lane, Suite 119, Titusville, Florida 82789 (TEL)321-269-9930 (WEB)cce fl.com (EmA )info a@ccerfl.com February 7,2019 Page 2 of 3 Project Name:Ask Safety,Inc. Re:Response to Comments Dated January 2,2019[CCEI ID 180924] Project Location:Vacant Lot-Cape Canaveral I Parcel ID,:24-37-14-28-*-A Project Name Ask Safety,Inc. plans calling for the testing of soil before being brought to the site for placement around the storm chambers. Please see Sheet CG-101 and CS-403. 2. Design calculations for the proposed perimeter site walls should also be furnished by a licensed engineer, as saturated soils will be bringing soil pressures against the wall with lower property to the east. The wall is being designed by a,structural engineer. His design and calculations will be submitted under separate cover. 3. The proposed site wall also shows spaced weep holes which may discharge onto lower eastern offsite properties. This consideration should be addressed in the design of the wall., The wall is being designed by a structural engineer. His design and calculations will be submitted under separate cover. 4. Under the proposed construction schedule,the retention pond will probably be constructed after site filling. When will retaining wall be constructed in the schedule? The storm chambers and wall will be constructed simultaneously. 5. General Notes(CG-101), a. Note 5: Per City ordinance, drainage slopes are to be 4:1 or flatter. While we still have this 4:1 note shown on the plans, all of our slopes are flatter. b. Note 8: Bit misleading as eastern property is much lower. Since the site is a walled one, we have removed the note in question, to avoid any confusion. 6. Will City reuse water be used for irrigation? It is not anticipated to use reuse water, /P 7. Will site have fencing along N. Atlantic Ave.? Our client has not indicated a desire to install fencing along the frontage. If he does, it will have to be handled by a separate plan submittal and permit. 8. Is safety pool area covered or fenced? It is not covered but will be fenced. The pool area is not be part of the site or architectural package, but will be designed and permitted by the pool designer/contractor. Our site drainage has included all of the "Pool Area"as impervious. February 7,2019 Page 3 of 3 IP roj e ct N a rn e:As k Safety,I n ic. Re:Response to Cornet ents Dated January 2,2019[CEI ID 18,09241 Project Location:Vacant Lot-Cape Canaveral I Parcel ID:24-37-14,-28-*-A Project Name Ask Safety,Inc. 9. Will ariy site outdoor lighting be installed',? Outdoor lighting will be building wall mounted, ands discussed at the Jon 121h city meeting,, will be submitted as part of the building plans. 10. Any building signage in placed along N.AtlianticAvie.? Sheet CSW1101 places a "Monument Sign"adjacent to the driveway entrance and includes the annotation that it requires a separate permit. 11. During construction, how will storms be contained from in!creasing flows on easternproperties? As,stated, above the wall and storm chambers(includes the crushed rock base andfill)will be installed early, right after the erosio' n,control measures are placed.Any'Increasing flow"'if,e. 10 adding impervious surfaces, will be contained by the wall structure thereby preventing site f entering the eastern properties. 1.2. What concrete paving,thickness/idesign is proposed!for the, parking lot? The concrete paving thickness i's 6 inches as shown in detail No 7 on Sheet CS-401- If you need any additional information please contact our office at (321) 2619-9,930. �eire '000� Sid Chehayebi, P.E. Project Man:ag Consulting Civil Engineers, Inc. Enclosures-, 3 Sets of Site Construction Plans Revised Drainage Report CID Containing a pdf of This Submittal ZSC/ssr cc: Client [PIRELMNARY CCEI CONSULTING CIVIL ENGINEERS,INC. ASw SAFE7Y D 9D 3650 BOBBI LANE SUITE 179 TITUSVILLE,FLORIDA 32780 LPH.(321)269-9930 INFO®CCEIFLCOM CERT.AUTH.NO.00007522 NCo CT No. 4 PARCEL 000 C APE C�La[�LaMC�RALa L LOO IRMA 329200 o z wW O O F Off cnJ W CD Z PROJECT LOCATION =w PROJECT LOCATION SITE DATA: U0 ZONE X W PROJECT DC�SC�G°�PICK-0 SITE DATA =o IT CONSISTS OF THE CONSTRUCTION OF A 2,620+SF COMMERCIAL BUILDING TO SERVE AS A SAFETY )'- N. AVE PARCEL ID: 4-37-1428- TRAINING CENTER.THE PROJECT INCLUDES ALL INFRASTRUCTURE UTILITIES,PARKING,AND - a Z C r PROPERTY ADDRESS: ATLANTIC (� - LANDSCAPING REQUIRED TO SUPPORT THE INTENDED FACILITIES. MAP SCALE I"-500' AC. SF.� rr�, � , ° � V r.„ PROJECT AREA 0.25 10,728 J � g _ � Oi r T. EXISTING SITE DATA AC SF _ G I, r� � OWNER! ARCHITECT:ALLEN KIESEL&ASSOCIATES,P.A. � �ly�.-�'", �, CONDITION=OPEN GRASS/PEPPER TREE GROVE DEVELOPER:SUITE 305 INC. ��� PANEL 0J83G TOTAL EXISTING PERVIOUS AREA 0.25 10,728 ASK SAFETY, ADDRESS. 213BROAD STREET ' ADDRESS: 7208 W.SAND LAKE ROAD TITUSVILLE,FL32796 a FIRM r PHONE: (321)264-1366 .,, Ts/ / ORLANDO,FL 32819 EMAIL: AKAarchitecture@cfl.rr.comfL00D INSURANCE RATE MAP NEW SITE DATA AC. SF. BRRVARnCOUNTY, NEWBUILDINGAREA(Not OverPav't) 0.03 1,178 l FLORIDA „o� J ArvorvcorseoRn�RonRDns NEW PAVEMENT AND SIDEWALK AREA 0.09 3,903 z A ; PARELawofs25 POOL AREA 0.02 902 CIVIL ENGINEER LANDSCAPE ARCHITECT f, ; Fo","N„A��a.«m TOTAL IMPERVIOUS 0.14 5,983 0 COMPANY: CONSULTING CIVIL ENGINEERS,INC.COMPANY: TBD '� 1 V ADDRESS: 3650 BOBBI LANE,SUITE 1190 ADDRESS: . TITUSVILLE,FLORIDA 32780 PHONE: @h1} �„ „ BUILDING INFORMATION u PHONE: (321)269-9930 EMAIL: fi RETAIL TYPE USE SAFETY TRAINING DO EMAIL: INFO@CCEIFL.COM ! O FAR 26% ,,, HEIGHT 36 FT. Z w p COMPANY: JOHN R.CAMPBELL SURVEYING,LLC NTRAL BL Y D �e Lij SURVEYOR W.CE GC ARTHURBERGER, a ^^° BUILDING 25TORY > MAPNUMSER COMPANY: ABENTERPRISESLLC � j''�r F' �A� '( lxaascoDssc BUILDING CONSTRUCTION CMU&WOOD ADDRESS: 115 ALMA BLVD.,SUITE 102 MAP REV i$ED MERRITT ISLAND,FL.32954 ADDRESS: 627 ADAMS AVE 11 !a� r,, a, e ,;,yMARCH 17,2014 ZONING o, CAPE CANAVERAL,FL.32920 ,.. ,=,n+„„„�.o„u.„„ PHONE: (321)614-6920 I � �� rr3�” � t r � � CURRENT LAND USE VACANT r n FUTURE LAND USE OFFICE N e SITE IS ZONED C-1(Low Density Commercial) o IJSURROUNDING ZONING C-1LB^A MEATY MAP z 2 � N THIS SITE LIES ON THE EAT SIDE OF NORTH ATLANTIC BUILDING SETBACKS REQUIRED:(FT) V y o LEGAL DESCRIPTION:AS FURNISHED PARCEL"2”THE NORTH 165 FEET OF LOT A,LYING EAST OF STATE }m BOULEVARD NORTH OF HARBOR DRIVE. p FRONT 25 o c ROAD401,AOFASRECORDEDI NORTH PLATB BOOK E,PLAT GE22,OF PUBLIC RECORDSOFBN,ACCORDING TOTHEMOUNTAP OR FLOOD MAP z o Interior Side=0'-25'Abutting Resdential District 0 '+� o PLAT THEREOF AS RECORDED IN PLAT BOOK 1,PAGE 22,OF THE PUBLIC RECORDS OF BREVARD COUNTY, z Y FLORIDA. SIDE(Corner Lot)=25' N/A 3 w a F REAR=10'-Abutting Resdential District=25' 10 Hyerclopo Soil Groin&ovale C—A 11w.. 3 LANDSCAPE AREAS REQUIRED WIDTH E GENERAL NERAL v E S- a a FRONTAGE ALONG N.ATLANTIC AVE LO FT o 0 1.WATER SERVICE PROVIDER:CITY OF COCOA 2.WASTE WATER SERVICE PROVIDER:CITY OF CAPE CANAVERAL FLOOD ZONE I 3.REFUSE STORAGE:TRASH SHALL BE CURB SIDE PICK UP. rnA D 4.LIGHTING:LIGHTING SHALL COMPLY WITH BREVARD COUNTY AND CAPE CANAVERAL CODE. � AS PER FLOOD INSURANCE RATE MAP NO.12009CO363G,INDEX DATED:3-17-14.THE 5.SIGNAGE: PROPERTY LIES IN ZONE X IF PROVIDED SHALL COMPLY WITH CAPE CANAVERAL REQUIREMENTS. 6.ALL EXISTING UTILITIES SHALL BE CONTRACTOR FIELD VERIFIED AT ALL POINTS OF CONNECTION TO, AND ATALLAREAS OF POTENTIAL CONFLICT WITH CITY MAINS. = x PARKING REQUIREMENTS 1 SPACE PER 300 SF OF OFFICE USE 7.ALL UTILITIES LOCATED OUTSIDE PUBLIC RIGHT-OF-WAYS AND PUBLIC EASEMENTS SHALL BE 1st FLOOR=905 sf,,2nd FLOOR=1911 TOTAL= 2,816 Q a, PRIVATELY OWNED AND MAINTAINED. f> 8.SIDEWALK AND SANITARY SEWERS TO BE CONSTRUCTED TO CITY OF CAPE CANAVERAL STANDARDS. NUMBER OF SPACES REQUIRED 9 �./ Q 5E 9.WATER LINES TO CONFORM TO CITY OF COCOA STANDARDS, SPACES PROVIDED Z He I 5E z 10.FIRE ALARM SYSTEM TO BE INSTALLED AND CONNECT TO CITY OF CAPE CANAVERAL FIRE STANDARD 9 N DEPARTMENT STANDARDS, HANDICAP 1 I J TOTAL SPACES PROVIDED SO Luj-W N �����0� = W ;a I SPEC]HU'Ro 1s0 � L� �w w Q o Q - t 1.ALL SITE IMPROVEMENTS SHALL BE CONSTRUCTED IN Q SHEET HOMO w z J ACCORDANCE WITH THE DETAILS SHOWN ON THESE � � PLANS. MATERIALS,EQUIPMENT,METHODS OF % CS-1 COVER SHEET CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO `^ �U-1 o+ - - FLORIDA DEPARTMENT OF TRANSPORTATION STANDARD 3 CD-101 EXISTING SITE AND DEMOLITION PLAN SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION Q CS-101 SITE DEVELOPMENT/UTILITY PLAN LATEST EDITION.ALL WORK WITHIN RIGHT-OF-WAY MUST U CONFORM TO THE FOOT DESIGN STANDARDS AS WELL AS CG 101 GRADING AND DRAINAGE PLAN THE LISTED FOOT STANDARD SPECIFICATIONS FOR ROAD CS-401 SITE DETAILSAND BRIDGE CONSTRUCTION,LATEST EDITION. 2. ALL LOCAL,STATE,AND FEDERAL ORDINANCES,POLICIES, CS-402 LIFTSTATION DETAIL No*,2+aa—„„A OR OTHER REGULATIONS REGARDING BARRICADES, ” I LIGHTS,SIGNALS,ETC.,SHALL BE COMPLIED WITH BY THE CS 403 MISE STORM TECH CHAMBER INFO. Q°�a �s�:. gym.mom.N CONTRACTOR.AS WELL AS SAFE AND CONVENIENT LA-1 LANDSCAPE PLAN&DETAILS wN sp MEANS OF ACCESS AND EGRESS TO ALL PARTS OF THE V V Nasources a Boll N Dov®Ml^Psarw=a NNroaIGar=aa girls„ Pax+w4 PROJECT AND SHALL BE MAINTAINED AT ALL TIMES. 3.INSTALLATION,OPERATION AND MAINTENANCE OF ALL N/A SURVEY TRAFFIC CONTROL SIGNS,SIGNALS,DEVICES AND ISUL MAP MARKINGS SHALL BE IN ACCORDANCE WITH THE FLORIDA DEPARTMENT OF TRANSPORTATION'S"MANUAL OF TRAFFIC CONTROL AND SAFE PRACTICES”AND THE SUL DESU�HMDIM U FEDERAL HIGHWAY ADMINISTRATION'S'MANUAL ON i UNIFORM TRAFFIC CONTROL DEVICES." SHEET N0. SOILS PREDOMINATELY: PALM BEACH SAND UNIT NO.42 RATED:A a CS-1 W J Li THE WORK CONTAINED WITHIN THESE PLANS IS THE INTELLECTUAL PROPERTY OF CCEI AND HENCE PROTECTED BY ALL APPLICABLE COPYRIGHT LAWS.ANY USE,DISSEMINATION OR ALTERATION OF THIS WORK WITHOUT THE EXPRESS PERMISSION OF THE ENGINEER OF RECORD IS STRICTLY FORBIDDEN.SEE NOTE ABOVE ON ELECTRONIC SIGNATURE ccal GRAPHIC SCALE CONSULTING CIVIL NEW 50'x20'CONSTRUCTION ENTRANCE 10 0 5 10 / \\ ENGINEERS,INC. / 1 3650 6013131 LANE SUITE 119 Z TITUSVILLE,FLORIDA 32780 -- PH.(321)269-9930 INFOOCCEIFLCOM 1 inc FEET ft \ / CERT.AUTH.NO.00007522 -- WESTERLY \�'/ CCEI PROJECT No. TP , -`-- _ R/W LINE SAWCUT(TO NEAREST JOINT)AND REMOVE CONCRETE 809Z4 OHuµ `-- SIDEWALK COORDINATE WITH SITE DEVELOPMENT PLAN ' -- -- _ AND CITY STAFF FOR THE SCHEDULED TIMES a BSMH wv C8vv - LAOIS 0 m _o AH. AA ,H1n_. ---__ nn _ - ��y r LA! 0 0 C) o z Ly ® ''n --- _ F.P.L. o E Z 'm T�H�1a T�-!1 WPP __ <z WALK TRANS/ 'm 0 - 0 �8 ASPHALT z y } �. _ CONO E - ,.._ 4 HIS `g ----�- � � �Z - Fr} _._ S41r ---PAD �rn PARKIN 0 A RET - G m- k� 6 _ w c7 CD � M1 � -- nil�.� y ��H1P �_ �_ �Z r 77� c5 oQ _——_ MIA ELl, P� -ra -- o is 2 T ® _ - c5oQ AA `t-- C - - `., y y _- )r.. y9�� I�'L'ulklf C RB � -AA- aD�-aeHr Y =� - _ERLINE ROADWAY n b ! D PP o _ PI'1 v �� - AA - - ,. - l _ nI■ �-T1�,/�'nV' gVENUE MCONCRETE ONCRETE hq WALK MI- I CUFB �' > y4;Ge�1O � wv�I VELA� AI: H - 2 AM A AA —� GT E ��OC, 4µ E MIAMI CURB R gra GAS GAS _, _ __- rb�1�v rl 0 TG w' _ 0_ - CENTERLINE Tcl,n P. NAIL DISK -_ oELEV. 12.97'EASTE-L y' ., ... all FLIM :. .A w t LST T Y v fM �y «LRYN� � _ MIAMI CURB ¢ N \ — CONCRETEWALK U, \ — — EL S; I z w T' Ct f Ir4" 1�P P' ", _ kF — — 1 — — GAS - - _ �� >_ o Is— � ��_�'s, "��_ M�� � CO RETE —— \ —,0— — — - H r — IT WALK �o 5 F�11 \ ., NEW SILT FENCE TYP. � 3 Uw wr-TREES APPROX.4 � CTION OF SAN FORCE MAIN o CONCRETE CL DRIVEWAY \ EXIST.TREE TO BE = _= � '_m m BOLLARS v REMOVED AND RELOCATED `' " TYP. OF 6 00 CO \ / CONIC. Mcr)� g 5. - \1 \ I w w X SLAB _�, z N 00 10 NEW SILT FENCEAYP. PEPPER TREE / 1, Q o PA O RY / I TH Z / I 10 J 00 0 O IDENCE �' �� �� / >- 4 LL N / __ / __ 98.48' /N 01°29'33" 0.40' _ _ --_ _ � W C? - - LIJ C) LL 6' VINYL FENCE ,� Z � 04> / Lu w Q Lu E. w yr A C 3 / 20' P.U.D.E. SHED I Q <Q "' Q< Z U 9 i ---� -------- �� TE H SITE LEGEND DEMOLITION NOTES x REMOVED WATER VALVE STAE B 1. ALL DEMOLITION ACTIVITIES ARE TO CONFORM TO THE GOVERNING CITY/COUNTY 6. AFTER SITE DEMOLITION ACTIVITIES ARE COMPLETE,THE SITE IS TO BE GRADED 10. CONTRACTOR SHALL MAINTAIN THE EXISTING SANITARY SEWER SYSTEM IN EXISTING TO UNIFORMLY AND CONSISTENT WITH THE LAY-OF-THE-LAND THAT EXISTED PRIOR OPERATION AT ALL TIMES. a r O BE D4 DARDS&SPECIFICATIONS AND ANY APPLICABLE STATE COUNTY/CITY&/OR cvL-_J BUILDING FEDERAL REGULATIONS. TO SITE DEMOLITION UNLESS DIRECTED TO DO OTHERWISE BY THE OWNER OR WATER METER ENGINEER. 11. THE CONSTRUCTION OF THE PROPOSED SYSTEM SHALL BE DONE PRIOR TO THE a' ASPHALT PAVEMENT FIRE HYDRANT 2. THE CONTRACTOR IS RESPONSIBLE TO CONTACT AND COORDINATE WITH ALL UTILITY REMOVAL OF THE EXISTING SYSTEM. N 29 TRAFFIC SIGN COMPANIES AND OTHER APPROPRIATE PARTIES FOR THE LOCATION OF EXISTING 7. IF THE SITE REMAINS IDLE(NO CONSTRUCTION)FOR MORE THAN 3 DAYS AFTER °D CONCRETE SIDEWALKFACILITIES EITHER ONSITE ADJACENT TO THE SITE PRIOR TO ANY DEMOLITION ACTIVITIES ARE COMPLETE,THEN ALL DISTURBED AREAS ARE TO BE 12. CONNECT EXISTING LATERAL TO THE NEWLY CONSTRUCTED SYSTEM AND PROVIDE ILII CCA MITERED END SECTION DEMOLITION/CONSTRUCTION ACTIVITIES. SEEDED AND MULCHED,AND APPROPRIATE SEDIMENT&EROSION CONTROL EASEMENTS AS NEEDED. CONCRETE CURB TV MEASURES ARE TO REMAIN IN PLACE UNTIL THE AREA IS STABILIZED WITH A EJ TELEVISION RISER VEGETATIVE COVER. 13. SUBMIT AS BUILT PLANS TO THE CITY AND UPON APPROVAL BY THE CITY TO THE 'o zr❑ SILT FENCE 3. TREE PROTECTION,IF CALLED FOR,SHALL BE IN PLACE PRIOR TO ANY NEARBY OF FIBER OPTIC CABLE RISER DEMOLITION WORK. FDEP FOR SEWER SERVICE CLEARANCE. ❑ 8. CONTRACTOR SHALL CONTROL DUST GENERATED BY THE DIRT DRIVE WITHIN 500 w O STORM DRAIN MANHOLE __-_ OVERHEAD UTILITY LINE 4. ALL DEBRIS FROM THE SITE DEMOLITION ACTIVITIES ARE TO BE REMOVED FROM FEET OF ANY RESIDENCE. % x 6.10 or'' ELEVATION - -- WATER LINE THE SITE AND DISPOSED OF OFFSITE AT AN APPROVED DISPOSAL SITE. g CONTRACTOR SHALL PROVIDE STREET SWEEPING OF THE CITY RIGHT OF WAY SHEET N0. - SANITARY SEWER LINE 5. THE CONTRACTOR IS TO PROVIDE THE APPROPRIATE SEDIMENT&EROSION AFFECTED BY THE OPERATION TO THE SATISFACTION OF THE CITY LAND CD-101 UTILITY POLE DEVELOPMENT DEPARTMENT. a � GUY WIRE - CONTROL MEASURES DURING SITE DEMOLITION ACTIVITIES INCLUDING PROTECTION SANITARY SEWER OF THE DOWNSTREAM INLETS. w FORCE MAIN THE WORK CONTAINED WITHIN THESE PLANS IS THE INTELLECTUAL PROPERTY OF CCEI AND HENCE PROTECTED BY ALL APPLICABLE COPYRIGHT LAWS,ANY USE,DISSEMINATION OR ALTERATION OF THIS WORK WITHOUT THE EXPRESS PERMISSION OF THE ENGINEER OF RECORD IS STRICTLY FORBIDDEN.SEE NOTE ABOVE ON ELECTRONIC SIGNATURE CcEl 10 LF SS 8"PVC @ 0.45% GRAPHIC SCALoE CONSULTING CIVIL o WESTERL LINE ENGINEERS,INC. R/W 3650 BOLE,LANE SUITE 119 ._. Z TITUSVILLE,FLORIDA 32780 (IN FEET) \ frl / PH.(321)269-9930 INFOOCCEIFLCOM CHOP,-,^� \ / CERT.AUTH.NO.00007522 H 4FT.HIGH CHAINLINK FENCE 1 �n=10 ft. 1 PROJECT ' CCEI PROJECT No. 3 WV - 80924 NCIS WORK WITHIN OR ADJACENT TO F.P.L. z � NEWCONCRETE SIDEWALK WFP TRANS/ �� c PUBLIC RIGHT-OF-WAY: 0o CONCRETE WgLK SEE DETAIL SHEET PAD Dc W m 1. IF CONSTRUCTION,RECONSTRUCTION,REPAIR AND MAINTENANCE ACTIVITY LL z - NECESSITATES THE CLOSING OF ONE OR MORE TRAVEL LANES OF ANY ROAD ON o LP THE STATE PRIMARY,COUNTY ROAD OR CITY STREET SYSTEM,THE PARTY _ SLEEVE ANPD VALVE 7 N NEW CONCRETE PAVEMENT / WPP PERFORMING SUCH WORK WILL BE RESPONSIBLE TO GIVE NOTICE TO THE ,W C 2 CO C APPROPRIATE LOCAL LAW ENFORCEMENT AGENCY WHICH HAS THE JURISDICTION W z MIAMI CURB -f'EL - 1._.___CENTERLINE OR APPROVED EQUAL WHERE SUCH ROAD IS LOCATED PRIOR TO COMMENCING WORK ON THIS PROJECT. ¢w ROADWgy SEE DETAIL SHEET Ob RESTORATION: ----- ----- 2 GATE VALVE -_ — :,'1 I _ 0 0 NEW 1 TYPE"WCOPPER 00 -- CQ n' A E�E ALL PRIVATE AND PUBLIC PROPERTY WHICH IS OFFSITE OR IN EASEMENTS w 0 MI CURES WATER SERVICE 'VNEW 24"PAINTED STOP BAR AND SIGN TYP.`-------____ ■ 1 L1 ONSITE,THAT IS AFFECTED BY THIS WORK SHALL BE RESTORED BY THE o 0 -- �'v 1 CONTRACTOR TO A CONDITION EQUAL TO OR BETTER THAN WHAT EXISTED BEFORE a RCE MAIN LINE 1---.---_IC AVENUE COMMENCING CONSTRUCTION WORK UNLESS SPECIFICALLY EXEMPTED BY THE NEW 5'CONCRETE SIDEWALK ------___ NEW FDOT CONCRETE DRIVEWAY 2 PLANS. -- SEE DETAIL SHEET � -`-�-- SEE DETAIL SHEET MIAMI CURB 2 IF EXISTING SIDEWALKS AND OR CURBS ARE TO BE REMOVED BECAUSE OF CONSTRUCTION IT SHALL BE REPLACED IN KIND TO THE NEAREST JOINT. ALL d „I EDGES SHALL BE NEAT AND SAW CUT,AS NECESSARY. ��5 E i ADA TRUNCATED DOMES 3FT.TRANSITION TYP. ------ INSPECTIONS AND TESTING: 4zz'q-`'� END RETAINING WALL 1. IF ANY WORK IS COVERED PRIOR TO THE REQUIRED INSPECTIONS,IT WILL I ------------ ~EL EXIST, Cp BE UNCOVERED FOR INSPECTION AND REPLACED AT THE CONTRACTORS EXPENSE �� -TSL- __ f I I)NC WALKIF SUCH ACTION IS R/W ;INE 1 - K INSPECTION AUTHORITY. ED NECESSARY BY THE ENGINEER OR OTHER :- I i ._._,._.._--- ----- I -._,_--. o I i...,I I d : _. _ - _ o° - 2. THE CONTRACTOR SHALL HIRE WITH THE OWNERS CONSENT A PROFESSION w T _ TESTING LABORATORY AS NECESSARY TO PERFORM ALL TESTS REQUIRED BY � BEGIN RETAINING N 06°32'05":," - -•-•_. - f CONCRETE T + --- THIS CONSTRUCTION. THE CONTRACTOR SHALL BEAR THE EXPENSE OF ALL 16Jr.88� � ..,-....,, _ 1 -- °° WA TESTING. rn LK WALL W/RAILING ..__ ' I NEW 1 WATER METER - _. 3. THE CONTRACTOR SHALL PROVIDE SAFE,SUFFICIENT AND PROPER FACILITIES m V -------_ _ AT ALL TIMES FOR THE INSPECTION OF THE WORK BY THE OWNER,ENGINEER �I 0FTSTAIDIE MONUMENT SIGN � - _ _ AND ALL APPROPRIATE GOVERNMENTAL AND REGULATORY AGENCIES. zo � _ i ------------___ BRONZE SADDLE WITH 1 TAP �! _-— e.._.-�� 4. ALL REGULATORY AND GOVERNMENTAL AGENCIES WHICH REQUIRE FINAL NEW WATER MAIN CONNECTION J --__-1o'LASErBACKUNE o w' ��•�' " CO (Separate Permit Required) - _— NSPECTIONS SHALL BE NOTIFIED TO INSPECT AND APPROVE THE PROJECT. w WHITE STRIPING M , 4 PAINTED----�- ----_-__ 1"BA ATION STOP �!I t----____ j' 5. UPON WRITTEN NOTICE FROM THE CONTRACTOR THAT THE PROJECT IS -- -. - BIKE RACK -.._ i `-- COMPLETE,THE OWNER AND ENGINEER SHALL MAKE A FINAL INSPECTION AND WILL_ —"---- FY THE TE i1 10.01 � DEFECTIVE WORK.CONTRACTOR TRACTOR SHALL CORRECT SUCHLETEMSNTO�HE N o ---- 25'BUILDINGSETBACK A BEFORE THE SCHEDULED FINALMl ------ --- �0 4"PAINTED i _j o PRCOMPLETION DATE,AND BEFORE INSPECTION. P 0 SATISFACTION OF THE OWNER AND ENGINEER B o ------- T L6 ------ I �� WHITE STRIPING m N I � � � GENERAL NOTES: M II------------------------- W � ' 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEETING ALL LL „ o __—_ INSPECTION CRITERIA AND SCHEDULES,AND FOR SIGNING THE SAID = a c LL 6 BOLLARDS o o o __.__-_--.- I NSPEcrlovs. L> NE TATION cM � z TYPICAL z o F z T z + O j I__: CONIC 2. THE CONTRACTOR SHALL NOT DISTURB ANY MATERIAL,STRUCTURE OR R=13.75 O I d ppm f3 N ' o PART OF A STRUCTURE WHICH IS LOCATED OUTSIDE THE LINES,GRADES OR INV,=9.55 M M ��ila o i n n j I w SLAB GRADING SECTIONS ESTABLISHED FOR THIS PROJECT,EXCEPT WHERE SUCH SEE SHEET CS 402 LL < Mm�� ao ac N STACKED PARKING I EXCAVATION OR REMOVAL IS PROVIDED FOR IN THE CONTRACT,PLANS, M LLQ N < M SPECIFICATIONS OR DIRECTED BY THE OWNER. n a x d o I i I z N r j � 3. ALL WORK AND ALL MATERIALS FURNISHED SHALL BE IN REASONABLE O NEW SS CLEANOUT I CLOSE CONFORMITY WITH THE LINES,GRADES,GRADING SECTIONS, ! { I I I I CROSS-SECTIONS,DIMENSIONS,MATERIAL REQUIREMENTS AND TESTING TOP=13.0 I° REQUIREMENTS THAT ARE SPECIFIED IN THE CONTRACT,PLANS OR 0 22'0 °°° - I SPECIFICATIONS INV.=10.00 CO ---—-------------- ---- ---- - °° -_- 10'BlOG SETBACK LINE J NEW TYPE"D"CONCRETE CURB 4. THE CONTRACTOR SHALL FURNISH,ERECT AND MAINTAIN ALL - Q Q ° BARRICADES,WARNING SIGNS AND MARKINGS FOR HAZARDS AS NECESSARY v 24.0 18.0' 18.0' 8.7' TYP.SEE DETAIL SHEET TO PROTECT OTHERS IN OR NEAR THE coNsrRucr!oN OPERATION, 1.2 11 O 220' O' 24,0' 0 Q0 � �-�_ -_-___-_____�_._._..,.._._._._._.--- •-•-.-•- 5. CONTRACTOR IS RESPONSIBLE FOR ANY DAMAGE TO ROADWAY, co a g _________ _- I' RIGHT-OF-WAY,AND UTILITIES AS A DIRECT RESULT OF CONSTRUCTION. LL_ 77 _ _------�- 41 EW HANDICAP SYMBOL,STRIPING, CONTRACTOR RECORD KEEPING' ti 286 LF OF PROPERTY LINE s AND SIGN.SEE DETAIL SHEET j 1. THE CONTRACTOR SHALL MAINTAIN COPIES OF ALL APPLICABLE PERMITS M Q RETAINING WALL W/RAILING PER Z d � .o O I ON-SITE AND SHALL BE RESPONSIBLE TO ADHERE TO ALL PERMIT � N W CONDITIONS DURING CONSTRUCTION. Lu FOOT IND.#515-070 OR APPROVED = � Q EQUAL.(TYP.) 20' P.U.D.E. cl LLI :E 20 P.U.D.E. SHED 2. THE CONTRACTOR SHALL(ON A DAILY BASIS)MAINTAIN ONE(1)SET OF '� —Z HC RAMP W/ cn U PRINTS ON THE JOB SITE WHICH INDICATE THE AS-BUILT SIZE,LENGTH, �- �+ J Q Q Q ELEVATION,AND LOCATION OF ALL IMPROVEMENTS BEING MADE. THIS O TRUNCATED DOMES W(� _ _________, AS-BUILT INFORMATION SHALL BE KEPT ACCURATE,NEAT AND IN GOOD V W -------- - ---- "r, CONDITION. THESE MARKED PLANS SHALL BE MADE AVAILABLE TO THE J H ------------------------------------------------------------ 3 __ I OWNER AND ENGINEER AT THE JOB SITE UPON VERBAL REQUEST. UPN � G T 0 Lu Q ------ ----- o------ i I U COMPLETION OF THE PROJECT,THE CONTRACTOR SHALL SUBMIT TWO(2) > Q �V SETS OF AS-BUILT PRINTS TO THE OWNER FOR THEIR APPROVAL AND THE w APPROVAL OF THE ENGINEER. Q s� ;� PEPPER TREE SITE UTILITY LEGEND w ,s. _ LOT 2 PATCH / j WO ExrsnNc NEW % 0 U)HARBOR HEIGHTS WEST / BUILDING P.B.48,PG.31 %/ / I ASPHALT PAVEMENT ME WPP WDD CONCRETE SIDEWALK J / I CONCRETE CURB a SEWER LINE _^^^^- SHEET N0. N LOT 3 WATER LINE I / FORCE MAIN i s HARBOR B EPG 3WEST N - REUSE LINE RAW WATER LINE CS-10 1 O j0 OVERHEAD UTILITY V V % V THE WORK CONTAINED WITHIN THESE PLANS IS THE INTELLECTUAL PROPERTY OF CCEI AND HENCE PROTECTED BY ALL APPLICABLE COPYRIGHT LAWS.ANY USE,DISSEMINATION OR ALTERATION OF THIS WORK WITHOUT THE EXPRESS PERMISSION OF THE ENGINEER OF RECORD IS STRICTLY FORBIDDEN.SEE NOTE ABOVE ON ELECTRONIC SIGNATURE &1 0 4A wp -------- F.P.L� GRAPHIC SCALE 10 0 1a ccill TRANS/ All CONCRETE WALK PAD CONSULTING CIVIL cc IN FELT ENGINEERS,INC. LP I inch 10 ft 3650 ROSSI LANE SUITE 119 C m TITUSIALLE,FLORIDA 32780 PH.(321)269-9930 INFOOCCEIFILCOM C: 12 CERT.AUTH.NO.00007522 MIAMI CURB T CCEI PROJECT No. CENTER-LINE:R A� OAE�WAY 180924 AA AA GRADING AND DRAINAGE NOTES CON 1.THE PROPOSED GRADING CONTOURS ARE SHOWN FOR GRAPHICAL PURPOSES AND A Aq CRETE ARE INTENDED TO GIVE THE CONTRACTOR AN IDEA OF THE DESIRED GRADING AND 'Ami CURB -N.ar�N_r�c DRAINAGE SCHEME FOR THE PROJECT. C5 AVENUE CROSS,2 CO.'s MATCH EXIST.GRADE TYP. 2.THE CONTRACTOR IS TO MAINTAIN POSITIVE GRADING AROUND ALL PROPOSED 2 FACILITIES C, 1 FT,WITHIN PROPERTY LINE 811YARD DRAIN MATCH EXIST. RIMS 12.70-INV 8.80 MIAMI CURB RE RIM 11.75 GRADE TYP. @ 2%SLOPE 3.ALL DISTURBED AREAS WITHIN THE RIGHT-OF-WAY REMAINING UNPAVED ARE TO BE ;5 72'- HDPE - INV.9.70 SODDED PER ROOF REQUIREMENTS. w G­G-RADE-P(P- @ SLOPE MATCH EXISTIN 4.THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE APPLICABLE STORMWATER 12.84 .60 14'-81,HDPE PERMITS AND ADHERE TO ALL CONDITIONS OF THE PERMITS AS THEY RELATE TO SITE Z CONSTRUCTION. 00 INVA0.20 @ 2%SLOPE w 5.ALL SLOPES STEEPER THAN 4:1 MUST BE SODDED. 0 -�17W--L T E-L. XIST. CONC WALK 12.90 0 TE'L A, NE "T 6.SITE DRAINAGE AND CONSTRUCTION IMPROVEMENTS SHALL NOT ADVERSELY IMPACT C 12.80 ADJOINING PROPERTIES OR ROADWAYS. 13.00 0 7.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING PUBLIC 4;-A, 12.7 12.3 06-3 '_0 ROADWAYS,DRAINAGE SYSTEMS,SIDEWALK,CURBS OR UTILITIES AS A DIRECT RESULT -� "§) t&40TC CONCRETE WALK OF NEW CONSTRUCTION. T.O.W=11.00 16 - -,---- (MATCH EXIST. 12.90 ALL EXISTING AND PROPOSED SURVEY DATA SHALL BE VERIFIED BY A REGISTERED ------ �25 GRADE) 12.0 12.87 8. T 12,88 13 34 T FLORIDA LAND SURVEYOR PRIOR TO FINAL STAKING. 12"HOPE T.O.W=13.25 12'8 13.54 13.64 TIC @ 2%SLOPE 12.9 - T.O.W.=13.25 x 13.58 13 TIC 13.14 "o 13.20 3.0 12.75 SITE FILL/COMPACTION NOTES 1. SITE PREPARATION SHALL FOLLOW THE SOILS ENGINEERS RECOMMENDATION PREPARED BY 12.73 I ti" 13.64 Fc: TYPE C INLET RIM 12.50 KSM FOR THE SITE IMPROVEMENTS DATED MARCH 13,2017 -C,4 1 8"INV 8.50 12"INV 7.16 x M.H.RIM 12.55 < NOTE EXTRACTED FROM THE SOILS REPORT BY KSM ENGINEERING. Lu < 0 13.60 3: THE PROPOSED BUILDING AREA AND THE AREAS TO BE PAVED,PLUS A MINIMUM MARGIN 13.20 INV.'s 7.00 LIMP 5.00 1� co 0" m 13.64 1 OF FIVE FEET BEYOND THE PROPOSED CONSTRUCTION SHALL BE STRIPPED AND GRUBBED ----------------- 7------- --T-ISOLATIOTCHAMBE OF SURFACE DEBRIS INCLUDING VEGETATION,ROOTS AND ORGANIC MATTER. STUMPS 9 BV -113 6 13.64 TIC M SHALL BE REMOVED ENTIRELY.THE BUILDING AREA SHOULD BE GRADED LEVEL AND > C) 2.8 0 ---T- 12.6 95 13.70 13.14 12.50 --F I PROOF ROLLED. ANY SOFT YIELDING AREAS SHALL BE EXCAVATED AND REPLACED WITH Lu CO 2 4"ACCES PIPE 0 00 CLEAN COMPACTED FILL.SUFFICIENT PASSES SHOULD BE MADE DURING COMPACTION cr) C9 '-2� I I I --v -1 1 a 0 13.64 TC I Ll OPERATION TO PRODUCE A DENSITY NO LESS THAN 95 PERCENT OF ITS MODIFIED DRY z = t I PROCTOR VALUE(ASTM D 1557)TO A DEPTH OF TWO FEET. mm 13.14 CONC. ce) 12 SC-740 STORM TECH SLAB AFTER THE EXPOSED SURFACE HAS BEEN PROOF ROLLED,THE BUILDING AND PAVEMENT < OR APPROVED EQUAL AREA MAY BE FILLED TO THE DESIRED GRADES. THE FILL MATERIAL SHALL CONSIST OF 00 0 i DRAIN CLEAN GRANULAR SAN CONTAINING LESS THAN 10%MATERIAL PASSING THE US STANDARD u (n 12"HDPE DRAINS .2 TC 0 CHAMBERS 8".,HD PE t (n r-4 !2 13.35 TC\ 1 10 1 0 Z Z Do/. - I NO 200 MESH SIEVE. PLACE STRUCTURAL FILL IN LOOSE LAYERS OF 12 INCHES IN TO ROOF DRAINS 1.7 -0 .7 1 T(� THICKNESS AND COMPACT EACH LIFT TO AT LEAST 95%OF ITS MODIFIED DRY PROCTOR F-7 BY OTHERS <0 12.85 C 'm Cl> 13.30 TIC 12.7 C VALUE. CONTRACTOR SHALL REVIEW AND FOLLOW THE SOILS ENGINEERS T.O.W.=13.25 RECOMMENDATION FOR THE FILL COMPACTION AND THE BUILDING FOOTER PREPARATION. B-1 00 % MEET EXIST GRA 13.20 C) L> ......... -7................... Q UTILITY NOTES: WITHIN 1 FEET 0 P.L. 12.5 13.64 12.4 13.14 TYPICAL ------------- k -12.6/ 1. ALL DIRECTIONAL BORES SHALL BE IN ACCORDANCE WITH FDOT STANDARD E F -'CZ 13.0 SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION SECTION 555,DIRECTIONAL 12.5 -71 NT Q102 77 98 48 BORES AND THE FOOT UTILITIES ACCOMMODATION MANUAL. 0 T- 7! 30'-8!'HDPE 2. LANDSCAPING,OR ANY OTHER OBSTRUCTION SHALL NOT BE LOCATED WITHIN 7.5 FEET --IC1 2 ---L� )�RAVI DRAIN @ 1.0% 8"YARD 1) 7N T.O.%=13.25 j3 RIM 12.20 INV.9.05 TO THE FRONT AND SIDES OR 4.5 FEET TO THE REAR OF ANY FIRE HYDRANT OR FIRE o C INV.905RIM DEPARTMENT CONNECTION. CROSS C.O.INV.8.79 26'-8"HDPE DRAIN @ 1 A% 0 3. WATER FOR FIREFIGHTING PURPOSES SHALL BE INDICATED WITH A BLUE ROADWAY 77 50'-8"HDPE DRAIN @ 0.7% 20' P.J.D.E. x REFLECTOR PLACED ON THE CENTER LINE OF THE TRAFFIC LANE NEAREST TO THE FIRE CROSS,2 C.O.'S,TEMP PLUG * Ld HYDRANT,THIS INCLUDES NEW AND EXISTING SOURCES. &8"YARD DRAIN-RIMS 12.43 < CL 2 0' P.J.D.E. SHED u�U 0 1�� 0 < INV.'S 9.40 << 4. WATER FOR FIREFIGHTING PURPOSES SHALL BE AVAILABLE AT THE TIME COMBUSTIBLES 1 0 o, OR BROUGHT ONTO THE SITE. Lij . E T, 00--------- 04 0 0 5. NEW FIRE HYDRANTS SHALL BE POSITIONED NOT MORE THAN EIGHT(8)FEET NOR LESS < I -j -- THAN SIX(6)FEET OFF EDGE OF THE PAVEMENT.THE CENTER LINE OF THE LL -- STEAMER CONNECTION(4 1/2")SHALL BE READILY ACCESSIBLE WITHOUT THE NEED TO TRAVERSE SWALES,DITCHES,ETC. _2 T, 11, Lu C?< /A 5" �,,T 0� 6. CONTRACTOR SHALL BECOME FAMILIAR WITH NFPA 101,LIFE SAFETY CODE,FLORIDA Q LL PEPPER TREE I IT LATEST EDITION 30.3.5 L.LC%4> D ATC UJ IMPORTED FILL NOTE: uj < UJ o < ............... ANY FILL TO BE PLACED WITHIN 12 HORIZONTAL FEET OF THE STORM WATER CHAMBERS uj .............. F- SHALL BE TESTED FOR ITS PERMEABILITY BEFORE BEING BROUGHT TO THE SITE.TESTING W 7777-Fm��T SHALL BE PREFORMED BY THE PROJECT'S SOILS ENGINEER AND HAVE A RATE < < ............... -------------- OF < 0 HORIZONTAL FLOW RATE OF 70 FEET PER DAY OR GREATER.A CERTIFIED COPY OF THE LABORATORY RESULTS MUST BE SUBMITTED TO THE ENGINEER OF RECORD AND APPROVED ED I POOLAREA z < 0 NEW GRADE ..................................................................................................... NEWBUILDING NEW 0 0 FIG=12�O GRADE 0 BEFORE SUCH MATERIAL IS BROUGHT TO THE SITE AND PLACED. m - F.F.-13.78 FIG=13.0 ELEyi$.69 1$29 FG,=,12.87,11l .............. =1250 FG NAY" FIG-13.2 ................................I (GROUN FLOOR) 15 - 15 15- 15 15 15 1.38% P-1.13 -------- GRADING LEGEND A- 10 EG=13. 10 10 10 10 -40 10 EXISTING NEW EG=12.90 m w�--��----.�,�,","--��- "I'll, 41 M6& !ttI I',-,,-,,,, -111,1111-�-",-���........ SID SID STORM LINE U............................................................................ IG�12.1 1 1 ..............................EXISTING GRADE 11111111111111111111Ill"ll-�l I I )F FLOW(OVERLAND) 5 5 U5 5 EXISTING j i 5 ............... .............. .............. FLOW NEW PROPERTY LINE NEW PROPERTY LINE (OVER PAVEMENT) RET NINGWAL RETAINING WALL 0 0 00 0 0 0 CONTOUR GRADE=B.Dt- 6.50TC/lw .......... 10 MATCH EXISTAFIELD ADJUSTI /s. TO- ELEVATION 5 - DRAGE--8, -5 -5 1 5 - SHEET NO. -N5 -30 -20 -10 0 10 20 30 40 50 5 65 0 10 20 30 40 50 60 70 86, 0 10 20 30 STORM DRAIN INLET SECTION A-A(DRIVEWAY) SECTION B-B SECTION C-0 CG STORM DRAIN -101 SCALE:1:1 SCALE:1:1 SCALE:1:1 CURB INLET THE WORK CONTAINED WITHIN THESE PLANS IS THE INTELLECTUAL PROPERTY OF CCEI AND HENCE PROTECTED BY ALL APPLICABLE COPYRIGHT LAWS.ANY USE,DISSEMINATION OR ALTERATION OF THIS WORK WITHOUT THE EXPRESS PERMISSION OF THE ENGINEER OF RECORD IS STRICTLY FORBIDDEN.SEE NOTE ABOVE ON ELECTRONIC SIGNATURE 3' NOTES:1.A THICKENED EDGE SHALL BE PROVIDED BETWEEN TRANSITION SIDEWALK AND DRIVEWAYS OR PARKING LOT. 2.SLOPE CONC.SIDEWALKS AWAY FROM BUILDINGS TO <2° CcEl PROVIDE POSITIVE DRAINAGE. CONSULTING CIVIL DROP CURB PREMOULDED EXPANSION JOINT 3.PROVIDE 2%CROSS SLOPE ON CONC.WALKS TYP. O O O O O O O O ENGINEERS,INC. OR END FILLER STRIP&JOINT SEALER TOP wID H PAVEMENT W/1/8"R TOOLED EDGES 4.PROVIDE CONTROL JOINTS @ INTERVALS EQUAL TO O O O O O O O TRUNCATED (507 WI s59 3650 BLLE,LANE A 32 tts TEfUSVILLE,FLORIDA 32780 6 SIDEWALK WIDTH W. PH.(321)269-9930 INFOCCCEIFLCOM W yy MAXIMUM MAXIMUM O O O O O O (TIPM) OF BASE DIA.) II~-SII 0'O.C. 30'O.C. i z� O 000 O O 02 �r{ CERT.AUTH.N0.00007522 "DEEP 1/8"R /g" PAVE MENTi 2 EXPANSION 1-#4 0 0 0 ta.02°) � CCEI PROJECT No. 6" 6"CONIC.CURB TOOLED JOINT �1/2, / O O O JT.MATERIAL T&B O O 180924 DOME PATTERN SHALL PROSPECTIVE BE IN LINE WITH 0.9°MIN to nl O O DIRECTION OF TRAVEL TO THE EXTENT 7.4°MA% 6"CONC.CURB o PRACTICAL =III= (�=III=III= =III=���=III=III= -IIII-IIII PLAN VIEW �z � __ 1.PREMANUFACTURED DETECTABLE WARNING SURFACE PLATES �� - SHALL BE EMBEDDED A MINIMUM OF 1"IN THE CONCRETE o w - - - - - - - SURFACE. 3' DROP CURBIVE - 2.THE ALIGNMENT OF THE TRUNCATED DOMES MUST BE IN d ¢ TRAP NSITION *6"THICK AT DRWAY - IIII-IIII THE DIRECTION OF TRAVEL. ED z 3000 PSI AIR **10"THICK AT DRIVEWAY -IIII-IIII g" 3.BRICK RED COLORED DETECTABLE WARNING SURFACE w PLAN ENTRAINED GONG. 6"COMPACTED SUBGRADE6 TRUNCATED DOMES SHALL BE IN ACCORDANCE WITH INDEX 304 ¢w 95%DENSITY PER AASHTO T-180 OF THE LATEST EDITION OF THE FOOT DESIGN STANDARDS AND w a CONTRACTION JOINT-C.J. EXPANSION JOINT-E.J. CONIC.WALK-THICKENED EDGE PER ADA ACCESSIBILITY GUIDELINES SECTION 4.29.2. o 1 &CURB TRANSITION 2 CONCRETE SIDEWALK DETAIL ONSITE 3 TRUNCATED DOMES w Of0 CSI 01 NTS CS101 NTS CS101 NTS PER FDOT INDEX 304 CONC.PAVING GENERAL NOTES CONC.PAVING NOTE BOLLARD 1. USE ACI OR FC&PA CERTIFIED FLATWORK FINISHER \�5 FOUNDATION 2. ALL CONCRETE USED IN PARKING LOT,UNLESS OTHERWISE INDICATED,SHALL HAVE A COMPRESSIVE STRENGTH OF 3,500 PSI 1.PROVIDE 1/2"RADIUS ON ALL EXPOSED EDGES. BUILDING COLUM AT 28 DAYS. °a ° 2.PROVIDE THICKENED EDGE WHERE CONC.PAVING ABUTS 3. PREPARE THE SUBGRADE IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS FOR RIGID PAVEMENTS. ASPHALT PAVEMENT,BLDGS,AND PERVIOUS AREAS. 3.PROVIDE 1/2"PREMOLDED EXPANSION JOINT WHERE a SUBGRADE SOIL DENSITY TESTING MUST BE COMPLETED AND VERIFIED BY THE GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT. CONCRETE PAVEMENT ABUTS OTHER CONCRETE PAVEMENT, 6 a 4. IMPORTED SOIL USE FOR BACK FILL SHOULD BE FREE OF HEAVY CLAY,SILTS,STONES,PLANT ROOT OR OTHER FOREIGN BUILDING,POLE,ETC. I MATERIAL GREATER THAN 1-ADEQUATE COMPACTION AROUND ANY FIXED OBJECT IN GROUND.ALTERNATE WILL BE TO USE I FLOWABLE FILL. RECOMMENDED MAX. N YELLOW 5. LAYOUT CONTROL JOINT BY STARTING WITH ANY DRAINAGE INLET WITHIN THE PAVEMENT SECTION AND WORK TOWARD EDGE OF JOINT SPACING PAINTED PAVEMENT PAVEMENT RECOMMENDED MAXIMUM THICKNESS JOINT SPACING � REFLECTIVE BLUE I 6 6"CONCRETE 6. KEEP ALL JOINTS CONTINUOUS (INCHES) (FEET) BACKGROUND FTP-20-4 7. CONTROL JOINTS SHALL BE FORMED OR SAWED WITHIN 12 HOURS FROM TIME OF PLACEMENT; 3.5 6 rn I __ FILLED (FOR WHITE TOPPING A. SIDEWALK-SPACING SHALL BE SAME AS WIDTH OF PAVEMENT AND LESS THAN 5 FEET IN LENGTH ONLY) w 2 STD APPROX.COLUMN STEEL BOL ARD Z FF-25 1 R PARKING 8Y ° B. PAVEMENT-MAXIMUM SPACING SHALL BE 2.5 TIMES THICKNESS IN UNIT OF FEET AND LESS THAN 15 FEE IN LENGTH(E.G. 40 10 m DISABLED FOOTING ° T-4 INCH SPACING AT 10'x10') 5.0 12 PERMIT 8. CURE CONCRETE IMMEDIATELY AFTER FINISHING OPERATION IS COMPLETED BY USING ONE OF THE FOLLOWING METHODS: 5.5 z p BLACK OPAQUE ONLY WATER,PIGMENTED WATER-BASED CURING COMPOUND OR VISQUEEN AND BURLAP e.O 15 o co ovER 6.D 15 > cn TEXT&BORDER 3�0o FINE FTP-22-06 CROWN F.S.318.18 ' � ? 24'WHITE STOP BAR 6"DIA GALV. 4l 77 PER FDOT* 14 X 1'-6"LONG SMOOTH STL PIPE JOINT FILLER HOLD DOWN a 18" FACTORY PAINTED STOP SIGN PER FILLED W/ SAW CUT JOINT 1/4 1 1/4"FROM SURFACE DOWEL @ 18"O.C. PARKING BY DIE,EMBOSSED FOOT o CONCRETE,PAINT -`r'- 1/2" 3/4 METAL EXP.CAP 2° DISABLED ON METAL SIGN o YELLOW 3/4"0 x 2'-0'SMOOTH DOWEL #5 x 2'-0"LONG N / PERMIT STOP SIGN POST / LUBRICATE AND CAP /2"RAD. o PROVIDE 1 2'EXP. @ 24'O.C. @ 24'O.C. ONLY PER CITY STANDARDS N I 1 1/2" THIS END OF DOWEL. Z JOINT WHERE GONG. 1/8°R 1 1/4" /g" SIGN POST NEL 25'LONG DOUBLE YELLOW rn N �^ PAVEMENT ABUTS c� N 1/2" $100 FINE o CENTER LINE STRIPE* FOUNDATION o F.S.1218.18 M III IIio _III-III IIII-III--III_-III- -� row_ 0 0 I I -0'DIA. CONCRETE I -I � 4 HANDICAP SIGN SHALL CITE I- 6x6-W4xW4 WWF. I-III-III-I I-III-III-I I-III-III-III-III-III-III-III- -�L-III III III III _ F.S.318.18 ON THE PENALTY �=III-�-III �=III-�-III= =III-�- =�=III-�-III= -III-III-(-III-III- -(-III 24" 12" BLADE 3000 PSI CONC. 1I 111 11I 11 11 11 11 11 1I 11 1I I fel ISI IJf �'I i I f1�ISI PER FDOT,PER CITY OF 1,-0- - E MELBOURNE PLACE SIGN 3'-0"FROM CURB OR BUMPER * PLAN 10"x10"x 1 4"PL 3 TYP.THICKENED EDGE 2 5 CONT. a PARKING PENALTIES ALL STRIPPING PERTAINING TO FDOT DRIVEWAY / 3500 P.S.I.AIR 9" g" I� AT THE CENTERLINE OF PARKING SPACE. 10"COMPACTED CONNECTION SHALL BE THERMOPLASTIC ENTRAINED CONIC.(TYP.) UNLESS OTHERWISE NOTED 5 STOP BAR&SIGN DETAIL 2'- SQ. SUBGRADE(TYP.) I 98%MAX.DENSITY FBV>75 4 HANDICAP SIGN DETAIL 7 CONC.PAVING DETAIL CS101 NOT TO SCALE 6 BOLLARD DETAIL CONTRACTION JOINT CONSTRUCTION JOINT(CS.J.) EXPANSION JOINT(E.J.) CS101 NTS CSI 01 NTS (SAW JOINT C.J.) CS101 TS 0 3 BRONZE FRAME&GRATE Q TO MATCH BASIN O.D. N 18"MIN WIDTH pp O04N m 6"MIN THICKNESS THIS CLEANOUT AT ' J a NOTES: END OF PIPE ONLY uj~ W M Q 0 6" MINIMUM PIPE BURIAL 1.ALL JOINTS SHALL BE FINISHED GRADE Q N W o DEPTH PER PIPE CONCRETE COLLAR IN GRASS AREAS WATER TIGHT NYLOPLAST CLEANOUT E CONTRACTOR'S 5'PLUMBER'S UJI 6 Q 2"R MANUFACTURER 2.SITE CONTRACTOR AND END CAPADJUST GRADE RESPONSIBILITY RESPONSIBILITY BUILDING PLUMBER TO V J o RECOMMENDATION COORDINATE EACH OTHER'S TO FINISH GRADE ° J Q J INLET&OUTLET ADAPTER WORK REGARDING ° U V o JOINT SEALER INVERT(SEE PLANS) WATERTIGHT JOINT VERTICAL AND HORIZONTAL BUILDING ° LLI c (CORRUGATED HDPE SHOWN) LOCATIONS. FACE 3 3.FIRST TO CONSTRUCT, ° Q 0 3/4"R 3 1/2'MIN BELOW PAV'T FOR SHALL INSTALL A TEMPORARY V SAW CUT CONTRACTION JOINT PLUG AT THE 5 FOOT GASKETED DOWNSPOUT ADAPTER o CONCRETE PAVEMENT DEMARCATION POINT FOR THE CONNECTION INSERTED IN RISER OTHER TO CONNECT TO. INSERT INJECTION MOLDED, PIPE(BY PLUMBER) 4.ALL UNDERGROUND ROOF GASKETED SPIGOT BY 0 1/2"EXP.JOINT& DRAINS SHALL BE LAID ATA BELL REDUCER _ 1.GRATES/COVERS BRONZE-PART NO.1099CGB MINIMUM GRADE OF 1.0% PERFORMED JOINT FILLER 2.DRAINAGE CONNECTION STUB JOINT TIGHTNESS TRUE AND STRAIGHT INJECTION 3000 PSI CONIC. SHALL CONFORM TO ASTM D3212 FOR WITHOUT HUMPS OR SAGS. MOLDED WT N THE BACKFILL MATERIAL SHALL BE CORRUGATED HDPE(ADS&HANCOR DUAL 5.CONNECTION TO MAIN 90°BEND PROVIDE 1 MAT 1/4"CONTROL JOINTS @ 10'O.C.MAX CRUSHED STONE OR OTHER GRANULAR DRAIN LINE TO BE BY A JOINTS TO MATCH PAVEMENT JOINTS WALL)&SDR 35 PVC 11 MATERIAL MEETING THE REQUIREMENTS 3.DRAWING SHOWN IS FOR THE END OF LINE METHOD APPROVED BY THE 2 INJECTION MOLDED 8 TYPE°D"CONIC.CURB OF CLASS II MATERIAL AS DEFINED IN INLET,FOR INTERMEDIATE INLETS MAIN PIPE MANUFACTURE WT 45°BENDS OR TEMPORARY PLUG ASTM D2321. BEDDING&BACKFILL FOR SUBSTITUTE APPROPRIATE SIZED AND SHALL BE A WATERTIGHT 90'LONG SWEEP NJECTION MOLDED 6"HDPE PIPE(TYP) (NOT SHOWN) 2 SURFACE DRAINAGE INLETS SHALL BE TEE FOR 90 DEGREE ELBOW AS SHOWN INSTALLATION. 8"X 8"CROSS a CS101 NTS PLACED&COMPACTED UNIFORMLY IN 4.MAIN DRAIN IS 8"HDPE PIPE. ACCORDANCE WITH ASTM D2321. NYLOPLAST INLINE DRAIN SHEET NO. 10 ROOF DRAIN CONNECTION&CLEAN OUTS N CG101 NTS-OR APPROVED EQUAL CG101 NTS CS-401 w THE WORK CONTAINED WITHIN THESE PLANS IS THE INTELLECTUAL PROPERTY OF CCEI AND HENCE PROTECTED BY ALL APPLICABLE COPYRIGHT LAWS.ANY USE,DISSEMINATION OR ALTERATION OF THIS WORK WITHOUT THE EXPRESS PERMISSION OF THE ENGINEER OF RECORD IS STRICTLY FORBIDDEN.SEE NOTE ABOVE ON ELECTRONIC SIGNATURE CCEI CONSULTING CIVIL ENGINEERS,INC. 3650 BOBBI LANE SUITE 119 TITU_LLE,FLORIDA 32780 T (H-20 PH.(321)269-9930 INFONCCEIFLCOM RILEY& Company, Inc. GP) CERT.AUT".N0.00007522 NoNOTE:COMPLETE SYSTEM TO BE SUPPLIED BY.• CCEI PROJECT NO. 180924 RILEY&COMPANY,INC. w/BATTERYBACK-UP FOR AUDIO AND VISUAL ALARMS SANFORD,FL 32773 0 C5 aM (407)265-9963 ALUMINUM COVER o w wl(LOCKABLE) FIBERGLASS VALVE BOX(LOCKABLE) L z ACCESS HATCH EMERGENCY PUMP-OUT NO SUBSTITUTIONS-NO ALTERNATES PUMP DATA ELEVATIONS w/BALL VALVE S.S.HINGES FIBERGLASS WETWELL w LIFT STATION WILL BE PRIVATELY PRIMARY PUMP CAPACITY TOP OF WETWELL 13.75 H-20 LOAD RATED 2.5"SS(0-60 PSI)PRESSURE GAUGE m? OWNED AND MAINTAINED. PRIMARY TDH INLET INVERT 9.50 wl 20 YR.WARRANTY w!SHUT-OFF VALVE w a PUMP MANUFACTURER HIGH LEVEL ALARM(HLA) 9.00 x z 00 The H-20 Load Rated Fiberglass Wetwell Must Be Manufactured By L.F. ri O o Cr w PUMP MODEL# 2nd PUMP ON (LAG) 8.50 Manufacturing,Giddings,Texas,Which Includes A Written 20 Yr.Warranty. O 0 =p Certification of the wetwell H-20 load rating must be supplied with submittals. R.P.M. 1St PUMP ON (LEAD) 7.94 a H-20 certification must be signed and sealed by an engineer registered in the O p State of Florida. HORSEPOWER PUMPS OFF (OFF) 6.87 VENT ISOLATION PLUG VALVE After the H-20 load rated wetwell has been installed,the ASTM Certification IMPELLER DIAMETER BOTTOM OF WETWELL 4.87 Number and Serial Tracking Number must be visible. ELECTRiCAL/VOL TS/PHA SE WETWELL DIAMETER 48° PUMPS: FULL LOAD AMPS/PER PUMP NOTE:PUMP CONTROL PANEL SHALL BE LOCATED 3 FEET FROM WETWELL PERIMETER "I��0� The submersible grinder pumps shall be manufactured by HOMA. AT POINT"A" The pumps shall be installed in the H-20 GP FRP wetwell utilizing a dual slide rail PUMP DISCHARGE SIZE Q�OQ- system.Each grinder pump shall contain special cutters to reduce sewage to a !� fine slurry.The stationary cutter shall consist of hardened 316"L"stainless Q61 steel and the rotary cutter shall consist of chrome alloy cast iron. Major pump components shall be grey cast iron,ASTM A-48,Class 35B.The pump motor shall be NEMA B design and housed in an air-filled watertight z chamber.The stator windings shall be insulated with moisture resistant Class F NOTES: insulation by use of the trickle impregnation method.The motor shall be 0 heat-shrink fit into the stator housing.The use of bolts,pins,or other fastening 1.Water service with hose bib and reduced pressure backflow preventer devices is not acceptable.Thermal switches set to open at 125 degrees C shall to be installed near lift station.(See Electrical Riser Illustration) 0 a be embedded in the stator end coils to monitor the temperature of each phase 2.System shall be operated and maintained to provide uninterrupted service SEE ELECTRICAL ® RILEY&COMPANY LU N winding.The motor horsepower shall be adequate so that the pump is as re wired b DEP Cha ter 62-604.500. RISER 3"ACTIVATED ALUMINUM HATCH m non-overloading throughout the entire pump performance curve from shut-off q Y P o (LOCKABLE) ALUMINUM HATCH through run-out. 3.Approved Operation&Maintenance Manual(O&M)shall be kept available CHARCOAL (LOCKABLE) z for operation and maintenance personnel FILTER VENT o 4.A weather resistant emergency contact sign shall be installed at the lift 2-2"FIELD The pump shall be provided with a dual mechanical seal.The upper and lower (J LU n seals shall be silicon carbide. station and made visible to the public(Lettering shall be min.2"in height. INSTALLED KNOCKOUTS FIBERGLASS VALVE BOX FRP VALVE COVER > 5.INSPECTION&TESTING:A factory representative shall be provide for a one(1) FOR ELECTRICAL (32"x 30"x 24"DEEP) 16"x 16"x 18"DEEP time start-up and shall have complete knowledge of the proper operation and CONDUITS DUPLEX CONTROL PANEL: maintenance for the complete system. BRASS BALLJ co a 6.WIRELESS REMOTE ALARM.Model RCWAU 120V/Transmitter and HLA float toA VALVE FIN GRADE v o To insure complete unit and warranty responsibility the electrical control o panel must be manufactured and built by the pump supplier.The pump be mounted inside wetwell and wireless receiver to be installed inside building. INTEGRAL 3 Z 3IRAC GAEL supplier must be a TUV(UL508A CERTIFIED)manufacturing facility,with a LIFTING LUGS BRACKET �$ CD H U minimum of 5 years history in the manufacturing of electrical control panels. ? N N j The Enclosure shall be NEMA 4X,minimum 30"high x 30"wide x 10"deep fiberglass with 5 point latching system. * M rm w o ELECTRICIAN NOTES: ' The enclosure shall have external mounting feet to allow for wall mounting. 3 COMPOSITE WATER-TIGHT The following components shall be mounted through the enclosure: 1.DRAWING NOT TO SCALE J LIFT NG 2"PVC DRAIN CAST-IRON o v v 1-ea.Red Alarm Beacon(Light)4"x 4"Minimum Diameter INLET SLEEVE w/SS NUTS CHAIN ("P-TRAP') (9 I 2.ALL ELECTRICAL WORK SHALL BE IN ACCORDANCE WITH LOCAL CODES &BOLTS BALL VALVE 1.5"FORCE MAIN 1-ea.Alarm Horn(minimum 95 Db) *3.ELECTRICIAN SHALL SEAL OFF CONDUIT RUNS 1-ea.Generator Receptacle w/weatherproof cover(SCM460-UL 1686) •4.ELECTRICIAN TO MOUNT LIGHTNING ARRESTOR AT SWITCH DISCONNECT 811 INLET HLA 1-ea.Alarm Silence Pushbutton •5.CONTRACTOR SHALL VERIFY POWER SOURCE PRIOR TO ORDERING EQUIPMENT FIELD INSTALLED 4811 2'MIN. [INTEGRAL FIBERGLASS SLOPE E *6.NEUTRAL TO BE SUPPLIED FOR 230V-3 PHASE OR 230V-SINGLE PHASE POWER. o The back panel shall be fabricated from.125,5052-H32 marine alloy CAST-IRON FLANGED BALL VALVE aluminum.All components shall be mounted by machined stainless steel CAST-IRON FLANGED CHECK VALVE I screws. SWITCH DISCONNECT a, CONTROL PANEL ELECTRIC METER OR PULL POWER FROM BUILDING LEAD Z„ SCH.80 PVC o The following components shall be mounted to back panel: 2-ea.Motor Contactors GENERATOR RECEPTOR 2"CAPS 0 1-ea.Volt Monitor(1 Ph)Phase Monitor(3 Ph)w/2 N/O&1 NIC Contacts MODEL UL 1686 SCM460 OFF SLIDE RAILS 1" SCH.40 AISI 304SS PIPE 1-ea.Control Transformer(480 Volt Only)(Min.500VA) 0_ _ INTEGRAL GALVANIZED LIGHTNING ARRESTOR FIELD FIBERGLASS 1-ea.Silence Relay Module UNISTRUT MOUNTED BY ELECTRICIAN SLOPE Q 1-ea.Duplex Alternator w/Pump Selector Switch o 1-ea.Model RCBB5AH Battery Back-Up w/Smart Charger For 3-SEAL-OFFS(2")BY ELECTRICIAN II CONCRETE AS REQ'D BY ENGINEER TO PREVENT FLOTATION J r The High Level Alarm System 3/4"HOSE BIB c? 6,. 4.30 Cu.YDS.MAKE MONOLITHIC POUR WITH BOTTOM SLAB z 20-ea.Terminals For Field Connections PUMP POWER CABLES(2"CONDUITS) Q 00 0 314"GALV.RISER BASIN ANTI-FLOTATION FLANGE N 6-ea.Terminals For Motor Connections(Single Phase Only) FLOAT SWITCHES(2"CONDUIT) J 7-ea.Grounding Lugs SLEEVE REQUIRED 1Z' W >­ -;ILL 1-ea.Seal Failure Relay 2"RIGID ALUMINUM POSTS ° Q 0 72•• m The inner door shall be fabricated from.080,5052-H32 marine alloy CONCRETE BASE SLAB E PER O W aluminum.The inner door shall have a continuous aluminum piano TO WATER SUPPLY CONCRETE AROUND POSTS SPECIFICATIONS w/tl4 REBAR 18"D.C. o hinge. ROUND CV LLI g ROD 12"DIA.x 24"DEEP < Q Q o NOTE: The followingcomponents shall be mounted through the inner door. REDUCED PRESSURE(RPZ)BACKFLOW PREVENTER (V SERVICE LOCATION � ') _Z P 9 TO BE INSTALLED IN WATER SUPPLY LINE TO (VERIFY w!POWER CO.) cl) v, J a 1-ea.Main Circuit Breaker WETWELL BOTTOM LIFT STATION"FEBCO WATTS"(OAE) W 1-ea.Emergency Circuit Breaker BOLT&SUPPORT DETAIL � � U U 0 1-ea.Mechanical Interlock For Emergency And Main Breakers(UL Listed) LL. W PUMP DISCHARGE 2-ea.Short Circuit Protectors w/Auxiliary Contacts ELECTRICAL RISER FOR BASE �I Q�- 3 1-ea.Control Circuit Breaker Q 2-ea.Seal Failure IndicaLightsILLUSTRATION PURPOSES ONLY � 1-ea.Hand-Off-Auto Selectorctor Swititches 0 2-ea.Pump Run Pilot Lights MIN.112"DIA.x 3"SS 1-ea.Power On Pilot Light 2"x 6"INTEGRAL BOLTS WELDED TO A 2-ea.Elapse Time Meters(Non-Resetable) FRP"(CHANNEL (2"x 18"x 1/4") SS ANCHOR PLATE 1-ea.GFI Duplex Convenience Outlet BOTTOM SUPPORTS EMBEDDED IN FIBERGLASS a I 03-20-18 0 m i .o a TJ i SHEET NO. N w CS-402 THE WORK CONTAINED WITHIN THESE PLANS IS THE INTELLECTUAL PROPERTY OF CCEI AND HENCE PROTECTED BY ALL APPLICABLE COPYRIGHT LAWS.ANY USE,DISSEMINATION OR ALTERATION OF THIS WORK WITHOUT THE EXPRESS PERMISSION OF THE ENGINEER OF RECORD IS STRICTLY FORBIDDEN.SEE NOTE ABOVE ON ELECTRONIC SIGNATURE '�^�^�^IIS^ rE ''IE Ig"I TIII �I���S IMPORTANT'-NOTIES FOR"I'll-HE BUDDING AND klN�S""�AILILAT'1110I V I�°'Il"II-UE SIC-740 S`'lMEIM� - II'AmIE mll : 11 II UtlMII �R. 11 lk,". VI X....VI �IX II VI"W ................. ................. .................. ................. ................. .................. ................. ................. .................. ................. .................................. NTS 1. CHAMBERS SHALL BE STORMTECH SC-740,OR APPROVED EQUAL. 1. STORMTECH SC-310&SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A ccill PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.AJ 90.7'(2304 mm)ACTUAL LENGTH 85.4"(2169 mm)INSTALLED LENGTH CONSULTING CIVIL 2. CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN POLYPROPYLENE OR POLYETHYLENE RESINS^J 2. STORMTECH SC-310&SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE"STORMTECH SC-310/SC-740/SC-780 CONSTRUCTION 3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS,UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THAT GUIDE"^J C�BUILD ROW IN THIS DIRECTION ENGINEERS,INC. WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.AJ 3650 BO661 LANE SUITE 119 STORMTECH RECOMMENDS 3 BACKFILL METHODS: TITUSVILLE,FLORIDA 32780 4. THE STRUCTURAL DESIGN OF THE CHAMBERS,THE STRUCTURAL BACKFILL,AND THE INSTALLATION REQUIREMENTS SHALL ENSURE •STONESHOOTER LOCATED OFF THE CHAMBER BED. PH.(321)269-9930 INFOCCCEIFLCOM THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,SECTION 12.12,ARE MET FOR:1) •BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. CERT.RUTH.NO.00007522 LONG-DURATION DEAD LOADS AND 2)SHORT-DURATION LIVE LOADS,BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION .BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.AJ CCEI PROJECT No. FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.AJ START END 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE AJ )80924 5. CHAMBERS SHALL MEET ASTM F2922(POLYETHYLENE)OR ASTM F2418(POLYPROPYLENE),"STANDARD SPECIFICATION FOR 6. MAINTAIN MINIMUM-6"(150 mm)SPACING BETWEEN THE CHAMBER ROWS.AJ THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS"^J 7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN,CRUSHED,ANGULAR STONE 3/4-2"(20-50 mm)."J OVERLAP NEXT CHAMBER HERE 6. CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOADS DETERMINED IN ACCORDANCE WITH ASTM F2787,"STANDARD PRACTICE 8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN (OVER SMALL CORRUGATION) FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". ENGINEER.^) ACCEPTS 4"(100 mm)SCH 40 PVC PIPE FOR INSPECTION 9. ADS RECOMMENDS THE USE OF"FLEXSTORM CATCH IT"INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE L PORT.FOR PIPE SIZES LARGER THAN 4"(100 mm)UP TO C5 7. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED.THE CHAMBER MANUFACTURER SHALL STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. 10"(250 mm)USE INSERT A TEE CONNECTION p w SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE CENTERED ON A CHAMBER CREST CORRUGATION ai z PROJECT SITE: 07 E FOS CONSTRUcTiON EQUPMEN M p� w 1. STORMTECH SC-310&SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE"STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION O GUIDE a. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE SAFETY ¢d FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD,THE MINIMUM REQUIRED BY ASTM w 2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-740 CHAMBERS IS LIMITED: 29.3" 30.0" w z F2787 AND BY AASHTO FOR THERMOPLASTIC PIPE. •NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. (744 mm) o (762 mm) y z b. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE LOAD •NO RUBBER TIRED LOADERS,DUMP TRUCKS,OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH =w FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,SECTION 12.12,ARE MET.THE 50 YEAR CREEP THE"STORMTECH SC-310/SC-740/DC-760 CONSTRUCTION GUIDE". `i¢ •WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE"STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". I I 00 MODULUS DATA SPECIFIED IN ASTM F2418 OR ASTM F2922 MUST BE USED AS PART OF THE AASHTO STRUCTURAL EVALUATION .FULL 36"(900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. (310 mm) Y' �-45.9"(1166 mm)-- Y�(1295 mm) `n w TO VERIFY LONG-TERM PERFORMANCE. w w w USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN C. STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED. NOMINAL CHAMBER SPECIFICATIONS a ACCEPTABLE BACKFILL METHOD.ANY CHAMBERS DAMAGED BY THE"DUMP AND PUSH"METHOD ARE NOT COVERED UNDER THE STORMTECH SIZE(W X H X INSTALLED LENGTH) 51.0"X 30.0"X 85.4' (1295 mm X 762 mm X 2169 mm) 8. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. STANDARD WARRANTY. CHAMBER STORAGE 45.9 CUBIC FEET (1.30 m") A A�I MINIMUM INSTALLED STORAGE" 74.9 CUBIC FEET (2.12 m") CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. WEIGHT 75.0 ms. (33.6 kg) 'ASSUMES 6"(152 mm)STONE ABOVE,BELOW,AND BETWEEN CHAMBERS �(OV G`\ PAVEMENT \�\�Q���QJ THIS SHEET HAS BEEN PROVIDED FOR INFORMATIONAL PURPOSES.THE STUBS AT BOTTOMOF END CAP FOR NUMBERSENDINWITH-I" JB G1 ���•��� STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH-I" STONE 18"MIN PART# STUB A B C Q�� CONTRACTORSHALL WORK WITH THE STORM CHAMBER 6"MINSTONECOVER SC740EPE06T/ 10.9"(277 18.5"(470 mm) --- 1361 SC740EPE06TPC 6"(150 mm) mm MANUFACTURER STORM TECH OR APPROVED EQUAL TO PROVIDE 1 6C740EPE98T SC740EPE8TPC ) 41 0.5"(13 mm) SC740EPE08T/SC740EPE08TPC 16.5"(419 mm) 8"(200 mm) 12.2'(310 mm) <n > > � e 6C740EPE08B/SC740EPE08BPC - 0.6"(15 mm) � 2 1. 30"MIN SC740EPE10B/SC740EPE10BPC 10"(250 mm) 13.4"(340 mm) ,a.5"(368 mm) 0.7"(18 mm) � AND SUBMIT SHOP DRAWINGS FOR REVIEW AND ACCEPTANCE BY THE ® ® 111 BOTTOM OF CHAMBERS ELEV 7.0 0 SC740EPE12T/SC740EPE12TPC 12.5"(318 mm) ENGINEER. THE CONTRACTOR SHALL COMPLY WITH THE BOTTOM OF STONE ELEV 6.5 2"(300 mm) 47"(373 mm) SC740EPE12B I SC740EPE12BPC - 1.2"(30..) SC740EPE15T/SC740EPE15TPC 9.0(229 mm) --- ,s^(376 mm) 1e.a"(as7 mm) w 6C740EPE15B/SC740EPE15BPC - 1.3"(33 mm) N SC740EPE18T/SC740EPE18TPC 5.0(127 mm) O] INSTALLATION RECOMMENDATIONS AND GUIDELINES PREPARED BY THE 6C740EPE18B/SC740EPE18BPC 14"(450 mm) 19.7"(500 mm) = B"((3 mm) 6"MIN STONE BASE SC740EPE24B` 24"(600 mm) 18.5"(470 mm) 0.1"(3 mm) 0 tZ 41 V) 6"MIN 51" 12"MIN TYP ALL SIDES ALL STUBS,EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF MANUFACTURER.SEE DETAIL TO RIGHT FOR SITE SPECIFIC INFO. THE STUB ISFLUSH WITH THE BOTTOM OF THE END CAP FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT LU SUBGRADE 1-888-892-2694. � SPECIFIC \1 T SITE V P /'1 I F I C I N FO p•A 1 I 0 N 'FOR THEMATERIAL SC740EPE24B THE BE(600 mm)STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75"(44 mm). (`,/_ I\VJI BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. �p NOTE:ALL DIMENSIONS ARE NOMINAL N O 2 IMPORTED FILL NOTE: ACCEPTABLE FILL MATERIALS:STORMTECH SC-740 CHAMBER SYSTEMS N 11 o ANY FILL TO BE PLACED WITHIN 12 HORIZONTAL FEET o o p COVER ENTIRE ISOLATOR ROW WITH ADS AASHTO MATERIAL COMPACTION!DENSITYSLi.I GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE D2s16rN7�INSPECTION PORT OF THE STORM WATER CHAMBERS SHALL BE TESTED MATERIAL LOCATION DESCRIPTION ``' 8'(2.4 m)MIN WIDE FOR ITS PERMEABILITY BEFORE BEING BROUGHT TO THE CLASSIFICATIONS REQUIREMENT 3 w SC-740 CHAMBER SITE.TESTING SHALL BE PREFORMED BY THE FINAL FILL:FILL MATERIAL FOR LAYER'D'STARTS I S d q PROJECTS SOILS ENGINEER AND HAVE A RATE OF FROM THE TOP OF THE'C'LAYER TO THE BOTTOM ANY SOILIROCK MATERIALS,NATIVE SOILS,OR PER PREPARE PER SITE DESIGN ENGINEER'S PLANS. U STORMTECH HIGHLY RECOMMENDS D OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT N/A PAVED INSTALLATIONS MAY HAVE STRINGENT HORIZONTAL FLOW RATE OF 70 FEET PER DAY OR FLEXSTORM PURE INSERTS IN ANY UPSTREAM GRADE ABOVE.NOTE THAT PAVEMENT SUBBASE SUBGRADE REQUIREMENTS. MATERIAL AND PREPARATION REQUIREMENTS. STRUCTURES WITH OPEN GRATES GREATER.A CERTIFIED COPY OF THE LABORATORY MAY BE PART OF THE'D'LAYER / RESULTS MUST BE SUBMITTED TO THE ENGINEER OF BEGIN COMPACTIONS AFTER 12"(300 mm)OF / r RECORD AND APPROVED BEFORE SUCH MATERIAL IS AASHTO M145' MATERIAL OVER THE CHAMBERS IS REACHED. E BROUGHT TO THE SITE AND PLACED. a INITIAL FILL:FILL MATERIAL FOR LAYER'C' GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES,<35% A-1,A-2-4,A3 COMPACT ADDITIONAL LAYERS IN 6"(150 mm)MAX STARTS FROM THE TOP OF THE EMBEDMENT FINES OR PROCESSED AGGREGATE. LIFTS TO A MIN.95%PROCTOR DENSITY FOR C STONE('B'LAYER)TO 18"(450 mm)ABOVE THE OR WELL GRADED MATERIAL AND 95%RELATIVE z TOP OF THE CHAMBER.NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEUDENSITY FOR PROCESSED AGGREGATE SUBBASE MAY BE A PART OF THE'C'LAYER. OF THIS LAYER. AASHTO M43' MATERIALS.ROLLER GROSS VEHICLE WEIGHT O 3,357,4,467,5,56,57,6,67,68,7,78,8,69, NOT TO EXCEED 12,000 Lbs(53 kN).DYNAMIC SC-740 END CAP 9,10 FORCE NOT TO EXCEED 20,000 lbs(89 kN). N Q EMBEDMENT STONE:FILL SURROUNDING THE I CLEAN,CRUSHED,ANGULAR STONE,NOMINAL SIZE AASHTO M43' B CHAMBERS FROM THE FOUNDATION STONE('A' NO COMPACTION REQUIRED. o MANHOLE -i o DISTRIBUTION BETWEEN 3/4-2 INCH(20.50 mm) 3,357,b,0.67,5,56,57 ullulluilli 1 LAYER)TO THE'C'LAYER ABOVE. fr FOUNDATION STONE:FILL BELOW CHAMBERS CLEAN,CRUSHED,ANGULAR STONE,NOMINAL SIZE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT A FROM THE SUBGRADE UP TO THE FOOT(BOTTOM) DISTRIBUTION BETWEEN 3/4-2 INCH(20.50 mm) 3,357,4,467,5,56,57 SURFACE." O Q 24" OF THE CHAMBER. Q -a 24"(600 mm)HDPE ACCESS PIPE REQUIRED TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN PLEASE NOTE: Z jc N Cj USE FACTORY PRE-FABRICATED END CAP GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY.THE STONE MUST ALSO BE CLEAN,CRUSHED,ANGULAR.FOR EXAMPLE,A SPECIFICATION FOR 94 STONE WOULD STATE:"CLEAN,CRUSHED, I E z PART#:SC740EPE24B 5'(1.5 m)MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ANGULAR NO.4(AASHTO M43)STONE". 00 O 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FORA'LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6"(150 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. N a 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION LMLI u SC-740 ISOLATOR ROW DETAIL EQUIPMENT.FOR SPECIAL LOAD DESIGNS,CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. W j NTS ADS GEOSYNTHETICS 6017 NON-WOVEN GEOTEXTILE ALL M Q j AROUND CLEAN,CRUSHED,ANGULAR STONE IN A&B LAYERS PAVEMENT LAYER(DESIGNED Q W I < a, BY SITE DESIGN ENGINEER) I T N w JLg INSPECTION&MAINTENANCE PERIMETERSTONE Q o 0 4' Q o (SEE NOTE 6) H za�("o ) r°ccus. 18" (2.4 m) TT STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT C+ (450 mm)MIN" MAX y A.INSPECTION PORTS(IF PRESENT) L ,.<; '(150 mm)MIN U J J A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED EXCAVATION WALL r ,.r�r U V p A.3. USING A FLASHLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG (CAN BE SLOPED OR VERTICAL) © GI 30" Lf�w A.4. LOWER^CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS(OPTIONAL) '�I (760 mm) A.5. IF SEDIMENT IS AT,OR ABOVE 3'(80 mm)PROCEED TO STEP 2 IF NOT PROCEED TO STEP 3 s. - B.ALL ISOLATOR ROWS CONCRETE COLLAR Q o B.1. REMOVE COVER FROM STRUCTUREAT UPSTREAM END OF ISOLATOR ROW 18"(450 mm)MIN WIDTH iY• ¢ `, o B.2. USING A FLASHLIGHT,INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPEAJi) MIRRORS ON POLES OR PAVEMENT CONCRETE COLLAR NOT REQUIRED A O V CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRYAJii)FOLLOW OSHA REGULATIONS FOR CONFINED FOR UNPAVED APPLICATIONS s R SPACE ENTRY IF ENTERING MANHOLE )))/// DEPTH OF STONE TO BE DETERMINED 6.3, IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. 12"(300 mm)NYLOPLAST INLINE I = 1 BY DESIGN ENGINEER 6"(150 mm)MIN DRAIN BODY W/SOLID HINGED SII SC-740 6" II^ STEP 2 CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS 12"(300 mm)MIN SUBGRADE SOILS 51"(1295 mm) 12"(300 mm)TYP COVER OR GRATE END CAP (SEE NOTE 5) (150 mm)MIN !1 A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45"(1.1 m)OR MORE IS PREFERRED PART#2712AG06N `J o B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN CONCRETE SLAB ` SOLID COVER:1299CGC NOTES: U) ¢ C.VACUUM STRUCTURE SUMP AS REQUIRED 8"(200 mm)MIN THICKNESS GRATE:1299CGS �j 1.SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", STEP 3) REPLACE ALL COVERS,GRATES,FILTERS,AND LIDS;RECORD OBSERVATIONS AND ACTIONS. FLEXSTORM CATCH IT .�,(? OR ASTM F2922"STANDARD SPECIFICATION FOR POLYETHYLENE(PE)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS-.'J � � 2.SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. PART#6212NYFX 6"(150 mm)ADS N-12 WITH USE OF OPEN GRATE HDPE PIPE CHAMBERS".AJ "ACCEPTABLE FILL MATERIALS"TABLE ABOVE PROVIDES MATERIAL LOCATIONS,DESCRIPTIONS,GRADATIONS,AND COMPACTION REQUIREMENTS FOR FOUNDATION,EMBEDMENT,AND FILL j MATERIALS.") NOTES 6"(150 mm INSERT ATEE RI�uRIoulouuuuuuuuuuuuuuul uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuulllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllluuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuululululululuuuuuuuuuuuuuul .- PART#06N123T741P d 'o INSERT TEE TO BE CENTERED 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION.ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS �e �o 1000000 o u o 0 a OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS."J ON CORRUGATION CREST 6.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. _ 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SC-740 CHAMBER w 7.ONCE LAYER'C'IS PLACED,ANY SOIUMATERIAL CAN BE PLACED IN LAYER'D'UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL U C) REQUIREMENTS OF LAYER'C'OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. SHEET NO. N SC-740 6"INSPECTION PORT DETAIL a -403 NTS CS w L� THE WORK CONTAINED WITHIN THESE PLANS IS THE INTELLECTUAL PROPERTY OF CCEI AND HENCE PROTECTED BY ALL APPLICABLE COPYRIGHT LAWS.ANY USE,DISSEMINATION OR ALTERATION OF THIS WORK WITHOUT THE EXPRESS PERMISSION OF THE ENGINEER OF RECORD IS STRICTLY FORBIDDEN.SEE NOTE ABOVE ON ELECTRONIC SIGNATURE V&�V INSTALL (40�_11401C--_ LANDSCAPE LEGENDCCEI Group 12 MIAM RU B TREE LEGEND E HAWTHORNE, RHAPHIOLEPIS�I�DtCtA-- --_ GRAPHIC SCALE CONSULTING clvl 3 ------ '° 5 '° ENGINEERS,INC. ---- Ar FLORIDA FLAME / \ 3s5o BGBBI LANE SUITE tts �— ACER RUBRUM Z TITUswLLE,FLORIDA 32780 �--- \ frl / PH.(321)269-9930 INFOCCCEIFLCOM RELOCATED TREE - c IN FEET' \ / --.-___ Na ---CRAPE MYRTLE 1 in =10 ft. CERT.AUTH.No.00007sz2 (NATCHEZ) CCEI PROJECT No. SHRUB/GROUND COVER LEGEND 180924 EL. A55, EL EXI T. CONC _- NS WALK -HAMELIA PATE H (FIRE BUSH) X H Hp I iES�q �, P, „( i6 Nat 406 �Hi RHAPHIOLEPIS INDICIA o C5 N �� H _Ml (INDIAN HAWTHORN) p z 32 'UNC RETE HST i I TIS NC RETE WALK C, Na - Na _ — r- Na IVa _ 0 Ar Na0 of I I < m� y4; \0 Ncat� I --------------------------- m m GO I a IRRIGATION NOTES: Q�°�' ,e CO (P I I Cr)I z rn CDTHE EXISTING AUTOMATIC IRRIGATION SYSTEM WILL BE EXTENDED TO THE SUBJECT PROPERTY AND PROVIDE 100%IRRIGATION CNC, COVERAGE,WITH 100%OVERLAP MINIMUM,WITH A PROGRAMMABLE CONTROLLER AND RAIN SENSOR.SHRUB&TURF ZONES ARE SLAB N8?NTO BE SEPARATED,THERE SHALL BE NO TREES OR SHRUBS PLACED WITHIN WATER,SEWER OR DRAINAGE EASEMENTS. , co, a LL¢ , GENERAL LANDSCAPE NOTES: to -1 W ' pr 1.ALL PLANT MATERIAL SHALL BE F1,#1,OR BETTER,AS PER THE LATEST ADDITION OF FT,GRADES&STANDARDS.ALL W �I ic "SPECIMEN"QUALITY MATERIALS SHALL BE F,FANCY,AND SHALL BE PRE-APPROVED BY THE LANDSCAPE DESIGNER/OWNER..Na2.ALL PLANT MATERIALS SHALL BE TRUE TO NAME&SIZE,AS PER F1,GRADES&STANDARDS.PLANT MATERIALS WHICH DO°°ao �� NOT MEET,OR EXCEED THESE STANDARDS WILL NOT BE ACCEPTED. z °°°-•----- --------'� I 3.QUANTITIES,SIZES,AND LOCATIONS OF PLANTS WILL BE DETERMINED BY THE PLAN AND MATERIAL SCHEDULE.SIZES OF THE ' ----------- --°° I SPECIFIED PLANTS SHALL TAKE PRECEDENCE OVER THE CONTAINER SIZE.SPACING OF THE GROUND COVERS WILL BE j DETERMINED BY THE MATERIAL SCHEDULE.QUANTITIES SHOWN ON THE MATERIAL SCHEDULE ARE TO BE USED AS ALU ArI GUIDELINE.THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR THE ACTUAL QUANTITIES SHOWN ON THE PLAN.THE __ -- - PLANS WILL TAKE PRECEDENCE OVER THE MATERIAL SCHEDULE.DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF __ Na THE LANDSCAPE DESIGNER/OWNER,PRIOR TO COMMENCING. 4.NO SUBSTITUTIONS SHALL BE ACCEPTED WITHOUT THE LANDSCAPE DESIGNERS'/OWNERS'WRITTEN APPROVAL.ALL INSTALL (69) FIREBUSH/ SUBSTITUTION REQUESTS SHALL,MADE IN WRITING. Z ,, Group 5.PLANTING SOILS SHALL BE CLEAN,STERILE,AND FREE OF DEBRIS.SOIL SHALL CONSIST OF 40%FL.MUCK%60%EXISTING NATIVE SOILS,MIXED THOROUGHLY TOGETHER,CLEAN SAND.TREE 1 HAMELIA PATENS OI 'S SHALL BE INSTALLED WITH A MINIMUM OF 6"ON SIDES N Group INSTALL (6) &BOTTOM OF ROOT BALLS.SHRUBS,PLANTS&GROUND COVERS SHALL BE INSTALLED WITH A MINIMUM OF 6"ON SIDES& N / = BOTTOM OF ROOT BALLS.ROOTED CUTTINGS SHALL BE INSTALLED WITH A MINIMUM OF 4"OF PLANTING SOILS WORKED INTO 2 (RED MAPLE) ACER RUBRUM / 20P.0w o Il w SAND. 9 20 P.U.D.E. SHED Group INSTALL (19) nU 6.MILORGANITE,OR EQUAL,FERTILIZER SHALL BE APPLIED TO ALL PLANTINGS,PER MANUFACTURES'RECOMMENDATIONS.IN _ / ______ WY TLE "N_ATCHEZ Q Q ADDITION,"AGRIFORM"TABLETS(20-10-5)SHALL ALSO BE APPLIED TO ALL PLANTS 1 GAL.,AND ABOVE,PER MANUFACTURES' / 2 CRAPE -- RECOMMENDATIONS. 0 - 7.ALL TREES&PALMS SHALL BE MULCHED WITH A 3FT.DIAMETER CIRCLE.3"MINIMUM DEPTH.ALL PLANTING BEDS SHALL --- ------------- / / I O RECEIVE 3"FINISHED DEPTH,MULCH UPON COMPLETION OF PLANTING PROCESS.MULCH SHALL BE"EUCALYPTUS"OR APPROVED EQUAL.NO CYPRESS MULCH SHALL BE UTILIZED ON THE PROJECT. rn 8.ALL PLANTS SHALL BE PLANTED AT SOIL LEVELS WHICH THEY WERE PREVIOUSLY GROWN.SHRUBS AND HEDGES ARE TO BE " FINISH GRADE PLANTED 2FT.AWAY FROM ANY WALL,OR STRUCTURES.MATERIALS SHALL BE SET SIX FEET OR GREATER THAN OVERHANGS SHALL BE PLANTED SO AS NOT TO IMPEDE THE NATURAL GROWTH HABIT OF THE PLANT. a HOLE SHALL BE DUG 9.ALL MATERIALS ARE TO BE WATERED-IN IMMEDIATELY AFTER PLANTING,SO AS TO REMOVE ALL AIR POCKETS.BIB MATERIALS 0 1/3 LARGER THAN THE FOOTBALL PROVIDED TREE PLANTING/AREA ARE TO BE HAND-WATERED FOR A MINIMUM OF 1 WEEK AFTER INSTALLATION,AND THEREAFTER AS REQUIRED.CONTRACTOR V 3" MULCH PERCENTAGE OF BOTANICAL WATER SHALL ADVISE THE OWNER OF ANY ADDITIONAL HAND-WATERING REQUIREMENTS. � � TREE SPECIES QUANTITY TOTAL NAME SPECIFICATIONS NATIVE WISE 10.ALL TREES 8FT.,OR LARGER,ARE TO BE STAKED,OR GUYED,TO PROVIDE AMPLE SUPPORT SUCH THAT MATERIALS REMAIN STRAIGHT&TRUE IN AN UP-RIGHT POSITION THROUGH THE GUARANTEE PERIOD.STAKING&GUYING SHALL BE PERFORMED W floridaflame AT THE OPTION OF THE LANDSCAPE CONTRACTOR,EXCEPT WHERE REQUIRED BY CODE.HOWEVER,THE LANDSCAPE J p red maple/ 12 ft.ht.,2.5" CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TREES&PALMS REMAINING STRAIGHT&TRUE THROUGH THE GUARANTEE Q 3 -Imapleacer CAL.MIN.,5ft PERIOD.IN THE EVENT THAT A MATERIAL SHIFTS AFTER IT HAS BEEN PROPERLY STAKED,OR GUYED,THE LANDSCAPE Q Q Q _ �IIII �If1 Illi _ rn LARGE 6 24% rubrum sprd Y Y CONTRACTOR SHALL NOT BE HELD RESPONSIBLE. W *� 11.ALL SOD SHALL BE"FLORATAM",UNLESS OTHERWISE SPECIFIED.SOD SHALL BE DENSE,GREEN,WELL-ROOTED,AND FREE 00 O llll lu -IIIII_IIIII=111 III- T=11111=VIII- 10 OF DEBRIS,WEEDS,DISEASE,OR INSECTS.A COMPLETE 6-6-6 FERTILIZER SHALL BE APPLIED AT A RATE OF 10LBS.PER CI J a 1,000SQ.FL.SOD IS TO BE WATERED TO A DEPTH OF 3"IMMEDIATELY AFTER INSTALLATION.GRADES ARE TO BE RAKED pz >­ �LL SII I III�� EXISTING SUBGRADE SMOOTH,AND ALL DEBRIS REMOVED,PRIOR TO INSTALLATION. o COMPACTED SOIL m DDG. 12.ALL TREES,PLANTS&GROUND-COVERS SHALL BE GUARANTEED FOR A PERIOD OF 120 DAYS,AND ALL PALMS ARE FOR A cra e m rtle 8'HT.x2'5PD.x1" � BACKFILL W/PLANTING MIX � p Y PERIOD OF ONE YEAR,AFTER THE DATE OF SUBSTANTIAL COMPLETION.PHOENIX CANARIENSIS&DACTYLIFERA PALMS ARE TO � W M a SMALL 19 75% "Natchez" CAL.MIN. I Y BE MAINTAINED,PER GROWERS/SUPPLIERS RECOMMENDATIONS,BY A QUALIFIED PERSON,OR FIRM.SAID MAINTENANCE '11:to NOTE:SHRUBS SHALL BE PLANTED 1"ABOVE PROGRAM SHALL BE THE RESPONSIBILITY OF THE OWNER. Q- �„� C%4 W GRADE,DEPENDING UPON SITE CONDITIONS. m TOTAL TREES TOTAL TREES 0 13.BEFORE LANDSCAPE INSTALLATION,THE APPLICANT SHALL PROVIDE DOCUMENTATION THAT THE SOILS ARE SUITABLE FOR W Q Q SHRUB/GROUNDCOVER PLANTING REQUIRED pRoviDEo THE PRESCRIBED PLANTINGS.ANY SOIL AMENDMENTS SHALL BE PERFORMED IN ACCORDANCE WITH ACCEPTED INDUSTRY CIL STANDARDS.FOR MULTI-FAMILY,INSTITUTIONAL,PUBLIC,RESIDENTIAL SUBDIVISIONS,COMMERCIAL AND INDUSTRIAL W Q J 6"SOIL SAUCER TO HOLD WATER DEVELOPMENT,CERTIFICATION BY A REGISTERED OR CERTIFIED LANDSCAPE PROFESSIONAL WILL BE REQUIRED AS PROOF 3"MULCH 25 25 99% THAT SUCH SOIL AMENDMENTS HAVE BEEN MADE PRIOR TO ISSUANCE OF THE CERTIFICATE OF OCCUPANCY OR V V COMPLETION. ��/� Uj a FINISH GRADE 14.THE USE OF MULCH CONTAINING CHROMATED COPPER ARSENATE(CCA)IS EXPRESSLY PROHIBITED. 0- F II _ 15.NO SHRUBS OR OTHER LANDSCAPING MATERIAL SHALL BLOCK THE VISUAL ACCESS BETWEEN 30"AND 8'-0"AND SHALL BE Z d - J:III III_ SHRUBS/GROUND COVER PROVIDED MAINTAINED AS SUCH. Q -� 2"X 4"X 36"WOOD STAKES(3 II _ I 1 VIIIEXISTING SUBGRADE 16.ALL DISTURBED AREAS TO BE SODDED. -I / REQUIRED,EQUALLY SPACED) WATER 17.ALL EXISTING TREES TO REMAIN EXCEPT AS NOTED. BACKFILL w/PLANTING MIX REQUIRED PROVIDED NATIVE WISE 18.VISUAL ACCESS BETWEEN 30"AND 8'-0"AND SHALL BE MAINTAINED AS SUCH. • \ 2-STRANDS TWISTED#12 GAUGE --_- _= OR LOOSENED NATIVE SOIL 19.FINAL LANDSCAPE PLAN SHALL BE COORDINATED WITH THE CITY PRIOR TO CONSTRUCTION. • ANNEALED GALVANIZED WIRE - (SEE SPEC'S.) Hamelia patens, --_ COMPACT SOIL TO GROUP 1 dwf./Dwf. REINFORCED BLACK GARDEN HOSE =IIII ��II�7-� ¢i • __ PREVENT SETTLING PLANTS firebush 30" v TI� REMOVE COVERINGS FROM THE TOP& v I l l (SHRUBS) 69 HIGH(3 GAL) 69 Y Y N ROOT BALL 0 1/3 OF THE WAY DOWN THE SIDE OF Rdicia,Indis KNOW WHAT IS BELOW _ • THE FOOTBALL indicia,Indian • TREE PIT DIVING HOLE SHALL Haw 30"0x. ALWAYS CALL 811 BEFORE YOU DIG \ AGRIFORM FERTILIZER TABLETS TREE PLANTING LA APPROXIMATELY 1/3 GROUND gal@0"shr., o / PLACED A MAXIMUM 4"FROM LARGER THAN FOOTBALL GROUND 30'"X30"shrub ROOTBALL&6-8"BELOW COVER 1 40 Iform 40 Y IT IS THE LAW i FINISH GRADE TOTAL CALL 811 TWO(2)BUSINESS DAYS BEFORE YOU DIG ` SHEET NO. TREE STAKING DETAIL PLANTS TOTAL PROVIDED 811 LA-1 REQUIRED . PROVIDED 1 SUNSHINE STATE ONE CALL OF FLORIDA w CALL BEFORE YOU DIG THE WORK CONTAINED WITHIN THESE PLANS IS THE INTELLECTUAL PROPERTY OF CCEI AND HENCE PROTECTED BY ALL APPLICABLE COPYRIGHT LAWS.ANY USE,DISSEMINATION OR ALTERATION OF THIS WORK WITHOUT THE EXPRESS PERMISSION OF THE ENGINEER OF RECORD IS STRICTLY FORBIDDEN.SEE NOTE ABOVE ON ELECTRONIC SIGNATURE MAP OF SURVEY In a portion of Section 14, Township 24 South, Range 37 East, BREVARD COUNTY, FLORIDA Legal Description: As Furnished Parcel "2" The North 165 feet of Lot A, lying East of State Road 401, a/k/a North Atlantic Avenue, PLAT OF TUTEN'S SUBDIVISION,according to the map or plot thereof as recorded in Plat Book 1,Page 22, of the Public Records of Brevard County, Florida. GRAPHIC SCALE 20 0 10 20 40 80 01 rd- OCA IN FEET 1 inch 20 ft. 09 L-I SURVEYOR'S REPORT: 0 THE VILLAGES OF SEAPORT Z X LL1 1.The intended purpose of this survey is to depict the boundary/topographic CONDOMINIUMS ONE STORY >-9 O.R.B 2598,PG.136 x C.B.S.RESIDENCE information and property improvements of the subject property. Ln 110 10F.F.E.=10.61' 2.The undersigned surveyor has been provided a current title opinion or abstract of matters affecting title or boundary pertaining to the subject property,file number 0V w 6 5874544,issued by Fidelity Notional Tile Insurance Company,effective date June O6 ASPHALT PARKING 24,2016 @ 11:00 PM.It I possible that there are documents of record, (3 L, 11 unrecorded deeds,easements or other instruments that could affect the boundaries of the subject property. X WOOD 3.The elevations shown are based on NGVD 1929 Datum from c Brevard County 'P ri DECK'0 "F6A51" 0 Benchmark designated having a published elevation of 4.703 feet NAVD 0 10 lo 6 019 LOT 3 60 88',add 1.39 feet for NCVD 29'. ALT N HARBOR HEIGHTS / / ASPHALT X I P.B. , 19 8 4 PG,31 PARKING 9,'?" 1 11 / 89 4.The bearings shown are based on the assumed bearing of S89'00'03"E along the .,96 1 /" north line of the property and may not be a true North Azimuth. 9 .gX I -�PWpp I N+E 5.The horizontal accuracy of this Survey meets or exceeded on allowable minimum of 8.92 8s Xone foot of error in 40.000 feet of traverse. X X WOOD DECK LOT 1 C)�No underground utilities were located except as shown hereon,This surveyor makes X X PEPPER TREE LOT 2 1, HARBOR HEIGHTS WEST no guarantee that the underground utilities shown heron comprise of all such ASPHALT X 01 PATCH HARBOR HEIGHTS WEST P.B.48PG.31 utilities in the area,either in service or abandoned. PARKING P.B.48,PG.31 ss 1% CONCRETE X 7.All dimensions shown on this drawing are based of US feet measurement and or INY F CE 9 0 --------------------------- decimal parts there of. FLUME - ------------ CP 01 8.All measurement are In agreement with record or deed calls unless otherwise 0 >6 1. ' I X stated or shown. ASPHALT x' > BOtk20'P.L.D.E. g .0 S j9 0 20'P.U.D.E. 20'P.1J.D.E. This Survey is not valid without the signature and raised seal of a Florida Licensed 6'VINYLE FENCE rD Surveyor. -------- 9.09 Z --rQ, 10.The property is serviced by city water. WEST LINE OF EAST -F---- - 11 ii I ii -E 6 1/2-01`�N W-1/4— N 01029'33" E 165.59 48 24.41 ONE STORY XC.B.S.RESIDENCE TOP----—---------* F.F.E.=10.40' CONC. PEPPER TREE Pr'0rFr'1-y -"X 'D� 101.1' WESTON SUBDIVISION LOT' '). PATCH 1010 SLAB Cr3 PB.1,PG.22 co X- Pare2 (NOT 7- A PART) POFVON OF Xff''A'' to CY) BUS L, co -rUTN 1 5 5LOPIV15ION stop 0 R I :E 00 TYR OF(�—'b X > 1P X 0,50 ACPT5 CID EL. EASTERLY R/W LINE B LLA 5 4 1110 CONCRETE EDGE PEPPER '61 DRIVEWAY f TREES X 9 Q) UHU CONCRETE GAS MAIN LK SI RE 1 CO .93 J PA 06',3_9' ti REMAINDER OF LOT"A" RE—USE M— TUTEN'S SUBDIVISION wa-ER LIo NE R,, - 0of 13 IV] I MA& H, 11?0 (NOT A PART) P.K.NAIL DISK UHU 10 c5 2 CENTE�L—JNE R ELEV.=12.97' ---------------GAS gAi—N 12"-PAtM UADWAy OHu 11�—EASTERLY 1111�t" "W LINE — ----------------- 7A111 --------------- *�Z�', .I SATEONCR PAL ---_ 1s0 E 1.6_ 1?01 I MIAMI CURB WATER WV LINE v -UHP S 1� 0 COAW .11 WESTERLY RX ONCRETE WALK,., 12 AM,UURB —1 ..6 X-- --------- A Vpp HYDR -WATER�MAIN ----------- W LINE 0 CENTERLINE F? DRIVEWAY 0 -U --- --- IIIEWAI 'a "::� ADWAY TE ----------- J11 .10 LINE 13.00 —c Asp 1:5 HALT 01 PARKING Uw" 0PAD '206 7,� `RETE WALK K SIGN Wv BSMH WESTERLY R/W LINE 0 CCNCRETETWALK ?o WATER MAIN— WM M.0 wv LEGEND EXPLANATION OF Found Iron Rod ABBREVIATIONS Found P.K.Nail BLDG. Building Set P.K.Nail&Disc(I-D.2351) q Center Line Set 5/8"I.R.C.(I.D.2351) Conc. Concrete Found Concrete Monument D Deed Set Concrete Monument(2351) D&U Drainage&Utility FEMA FLOOD 0 Elevation(Hard Shot) E.L. levation 115 Alma Blvd,Suite 102 E.P. ge of Pavement MailinAddress:P.O.Box 541866 OA Elevation(Soft Shot) g FOR INFORMATION ONLY F.F Finished Floor Merritt Island,FL.32954 The surveyor no longer certifies the F.E.M.A.Flood Zones. In, END. Found Fire Hydrant Phone:(321)514.6920 This certification is made by an independent contractor of the 0 G.V. Gate Valve I hereby certify that the survey shown hereon is true and correct based or actual measurements taken in the LICEMSED B USINESS#79 78 Federal Government.As a courtesy to the client,this surveyor feels M I.D. Identification field.This survey meets the Minimum Standards of Practise as set forth by the Florida Board of Professional that the subject parcel appears to lies in F.I.R.M.Zone"X",per I Gate Valve 1.R. Iron Rod Land Surveyors found in Chapter 5J-17.005,Florida Administrative Code,pursuant to Section 472.027,Florida Community Panel No.1200900363 E dated 04/03/1989. X 6.47 I.R.C. Iron Rod and Cap Statutes and minimum standards SunTrust Bank Survey Requirements as provided by the client. D--.By. x 6.4 Wooden Power Pole (M) Measured BOUNDARY/TOPOGRAPHIC SURVEY WFG (P) Platted P.B. Plot Book Scale: Y OHU-Overhead Utilities P.G. Page UNLESS IT BEARS THE SIGNATURE AND ORIGINAL Revisions 1.-201 R.O.W. Right of Way RAISED SEAL OF A FLORIDA LICENSED SURVEYOR Benchmark 10.X Top of Water AND MAPPERS THIS DRAWING,SKETCH,PLAT OR 4 Certified To W.P.P. Wooden Power Pole MAPS FOR INFORMATIONAL PURPOSES ONLY AND John R.Campbell Pittner Red Estate Corporation 0511512017 S.B.L. Building Setback Line IS NOT VALID. Professional Surveyor&Mapper#2351 RE Reclaimed Water Valve State of Florida 2 Project# LOU Underground Electric 1 �2017-190 STORMWATER IREPORT ASK SAFETY INC, CAPE CANAVERAL BUILDING Submitted t CITY OF CAPE CANAVERAL CCEI PROJE,CT''NO. 180924 REVISED J�ANUARY 28, 2019 Submitted by: ,a,r ir lllrr, ''iii/ala « Consulting Civil Engineers Inc 3650 Bobbi Lane, Suite 119 Titusville FL.32780 CA No.x",522 Contact: Z. Sid Chehayebw, PE Phone: (321) 269-9930 Email. s%d@cceeifl.com r.'v e 11%idrn r j r e� S'TORMWATER MANAGEMENT REPORT FOR ASK SAFETY INC. {,WY."APE CANAVERAL BUILDING PREPARED BY: CONSULTING CIVIC.ENGINEERS, INC. 3650 1301311 LANE,SUITE 119 TIT SVILLE, FLORIDA 3 .780 PHONE(321) 269-9930 Consulting Civil Engineers, Inc. (CCEI) has prepared the attached information under the direct supervision of the undersigned with technical assistance rendered by other professional Staff members. The analysis of the Strormwater management System was based on construction plans prepared by CCEI and the soils investigation report prepared by KSM Engineering and Testing. SEAL: Zoheir S. Chehayeb, P.E. x#38577 Cate TABLE OF CONTENTS TITLE PAGE 1. Project Description 1 2. Existing Conditions 1 3. Methodology 1 4. Proposed Conditions 2 5. Construction Schedule and Techniques 2 6. Operation and Maintenance 2 7. Summary 2 LIST OF EXHIBITS Exhibit I Location Map Exhibit 2 Aerial Map Exhibit 3 Soils Map Exhibit 4 USES, Map Exhibit 5 FEMA Map LIST OF APPENDICES Appendix A Area Tabulation/Treatm4ent Volume/Storm Chamber Data/Soils Data Summary/CN Calculations Appendix B Storm Tech Chamber Data Appendix C HydroCad Program Water Quality Slug Load 25 Year-24 Hour Storm Event 100 Year-24 Hour Storm Event Appendix D Soils Report (for Reference Only) ASK SAFETY INC -CAPE CA NA VERA L B UIL DING DRA INA GE REPO R T CCEI ID No. 180924 Page 1. STORMWATER MANAGEMENT REPORT ASK SAFETY BUILDING- CAPE CANAVERAL 1. Project Description This project is located within the City of Cape Canaveral and more particularly east of Atlantic Avenue and north of Harbor Drive. The overall project area is, 10,728+- square feet. The proposed building is 2820'+ Square Feet on two floors a�nd the proposed impervious area is 6,,221,+ square feet. A stormwater management system is designed to accommodate the treatment volume and the attenuation of the 25- year/24-hour and the 100 year-24-hour storm events. 2. Existing,Conditions The existing stormwater runoff from the entire site is directed to the east towards the existing development and the flow is via sheet flow. The elevations of the site vary from 13+ feet elevation at the west property line to 81+-ft at the east property line. The soils map of Brevard County indicates that the soil is Palm Beach Sand and is of Type "'A" soil with a good permeability rate that was confirmed within the soils report generated by ISM Engineering and Testing and is included in this report for reference. 3. Methodology Jurisdictional Government Agencies The City of Cape Canaveral and the St. Johns River Water Management District are the two agencies that have jurisdiction over this site. Water Qual ty The City of Cape Canaveral follows the requirement of the St. Johns River Water Management in regards to stormwater quality and discharge. And the requirements of the Diistrict are: The first flush of runoff should be routed to the retention basin and percolated into the ground. Retention systems that discharge to Class III receiving water bodies shall provide for one of the following: (a), Off-line retention of the first one-half inch of runoff or 1.25 inches,of runoff from the impervious area, whichever is greater. (b) On-line retention, of an, additional one half inch of runoff from the drainage area over that volume specified for off-line treatment. (c) On-line retention that provides for percolation of the runoff from the three year, one-hour storm. (d) On-line retention of the runoff from one inch of rainfall or 1.25 inches of runoff from the impervious area, whichever is greater, for systems which serve an area with less than 40 percent impervious surface and that contain only U.S. Department of Agriculture Natural Resources Conservation Service (SCS) hydrologic group "A" soils. The pollution abatement volume provided is a 1.25 inch times the impervious area which is greater than the 0.5 inches,of runoff from the overall site. Water Quantity Requirements The site is designed to accommodate the 100 Year 24 Hour storm event with no off site discharge. In the existing condition the entire site discharges to the east at the rate of about 1 Y2CFS. Any potential (although highly unlikely)offsite discharge will be overland flow to North Atlantic Avenue. A safety factor of 2 was in the storm water management design by redlucing the measured permeability rate by one half. An, underground piping system will collect all site drainage, from the building's roof and yard drains and connect them to the underground chambers. iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillilliillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillilliillillillillillillillillillilliillillillillillillillilliillillillillillillillI ............. ASK SAFETY, INC -CAPE CANAVERAL BUILDING DRAINAGE REPORT CCEI ID No. 180924 P age 2 Seasonal Hi Water Table The discharge from the site will be via percolation only. The estimated seasonal high water table was determined to be an average elevation of 3.3 feet. A conservative elevation of 4.0 used in the drawdown a na lyses. 4. Proposed Conditions This project will result in the construction of a small underground storm chamber system (Storm Tech model SC-740 or approved equal), which will be used for water treatment as well as attenuation with no anticipated offsite discharge. S. Construction Schedule and Techniques Construction of this project is projected to begin in March 2019. Project completion is anticipated by or before August, 20191. The anticipated construction sequence is listed below. — Mobilization — Staking and approval of construction limits — Placement and approval of erosion and turbidity control measure's — Clearing and grubbing — Storm Chamber Construction — Filling and grading operation — Installation of storm sewer piping — Building Construction — Utility construction — Final Paving/l Landscaping — Certification of stormwater management system — Demobilization Due to the depth of the water table encountered at this site, we do not anticipated dewatering at this site. The contractor shall be responsible for obtaining any consumptive use or water use permits, if required. Equipment and materials will be transported to the work site via trucks and paved roadways. At the completion of construction, the Contractor shall be responsible for providing record drawings and certifications based on the Contractor's as-built information. 6. Operation and Maintenance The Owner will be responsible for the operation and maintenance of the completed Stormwater management system. Recommended maintenance procedures for the project are included on Sheet CS-403 of the Construction Drawings. 7. Summary The proposed retention system is designed to be dry. The estimated time to evacuate the retained treatment volume is less than 72 hours as required by the District Rules. The storm events were analyzed and the results are shown in the table below. DESCRIPTION VOLUME CHAMBER STAGE TIME FOR DRAWDOWN ELEVATION TREATIVIENT"UCS LUIVIE 648 C.F. 8.12 38 MINUTES 25 YR-24 HR 5,489 C.F. 6�.50 100 YR-24 HR 8,407 C.F. 6�.84 13.4 HOURS iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillillillillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillilliillillillillillillillilillillilillillillillillillillilliillillillillillillillI .................... 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YiS IQAFETA`, INC -�AiPE�AiNA 'ER"�AL BUILDING� DRAINAGE REPORT vwl � 'CEI IU No. . 80924 t I Project: ASK SAFETY FACILITY BY ZSC 1/29/2019 Location CAPE CANEVERAL Co�ndition: PRE/POST Pre-Development Area Pe' rcotit Area Description Typ'6 Baqih I of,Total S.F. Ac 1 Open Pervious, 101,728 0.25 100.00% Totals 101,728 0.25 100% Post-Development Area Pe' rcent Area Description Typ'6 Baqih I of,Total S.F. Ac 2 PROP. Bldg. Not over Pavj) Impervious 11178 0.03 10.98% 3 PROP PAVEMENT/SIDEWALK Impervious 3190 0.09 36.38% 4 WALL (1 Olix 282') Impervious 235 0.01 2.19% 5 POOLAREA Impervious 905 0.02 8.44% TOTAL IMPERVIOUS Impervious 6,221 x.14 j 57.99% 6 OPEN AREA Pervious, 415017 10.10 42.01% Totals A—10191728 0.25 10,01% Project- ASK SAFETY FACILITY ZSC Date: 29-Jan-1 9 0 Lo cation CAPE CAI' EVE Condition i: STAGE VS. STORAGE ZS C Revised 29-,Jan-19 ST 1R CHAMBERS SF AC Drainage Area 105728 0.25 Impervious Area 6,221 0.14 Open/Grass Area 41507 0.10 Runoff Coefficient (C 0.63 TREATMENT VOLUME 0.5 Over Total Site For an Online System 447 ft3 1.25 Times the Impervious Area 648 ft3 Required 648 ft3 Provided at elevation 8.55 ft. HydroCad Program has a Minimum Storm duration of 0.1 hours (6 min) and Because of the Rapid Exfiltration rate, the Static Calculation of 8.55 as Shown Above is Never Reached. Utilizing a Safety Factor of 2 the Water Treatment Volume Peaks at Elevation 8.13. The Chambers are dry within 28 Minutes & the Base of the Stone Bed within 40 Minutes STAGE SVS. STORAGE SUMMARY ELEMENT DEPTH FLE WATER FABLE ELEVATION N 3.5 STONE BOTTOM (611) .5 5.50 0 BOTTOM OI= CHAMBER 7,0� HEIGHT F CHAT BER 2.5 9.50 STONE VOICES 30% STONE TOP 511) .5 1 10.00 STONE SIDE SLOPES 1 ON 2 (Z = 0.5) BELOW IS A SUMMARY FROM STORM TE IH ELEV C.F. AF 5.50 9 9 , c 7.90 78 0.0021800 � 7.25 173 0.004 ... 7.5 258 1,40 7.75 361 0.0081200 � 8.00 453 0.010 11000 8.25 542 0.012 80' 8.50 629 0.014 60O 8.....75 711 0.016 40O 0 --- —= 91.00 787 0.018 20O 9.25 855 0.020 91.50 908 0.021 6. 7.00 7.5,01 8.00 830, 9.00 91.50 10.00 10.00 1,5009 0.023 AS K SA FE Prepared by CONSULTING CIVI L ENGI'INEERS11 ING CCEQ t-d 1.?2SQCA f� II d w�",A D1119 I O.C'D -22 M� 7,"��363 E fd'20 8 F�drp CAD Softwa ra s LL-C. Stag o-A ma-Stmg e fur nd 1R'-1 GTORM TECH H,',',,o I Slci'dEq EJiYj'wdbw,,,i Ha r,awl F-I Sters.w.: 6.5.0CJ'G Ul 01) ":. SII, M2, �442 6. b"08 s U,25, Mft B 515 &1R5 513 Z3 1913119 &A" �71 6.2 0 �".16 i 1.4a 66 3, MIIIq "d,45 D55 m 6AD 5,20 46 6'.A b, b�2 E4 11.310 FAR 1"25 6"? 563 222 6.19-511 Z7 70 78 ITo MR. P,4P,',. 9111ir ",4,T5. V%2 E63 7.j D MAY1 116 q',Fi,il '5 577 &5 911774 gr 7.20 "' .0 1 fA ,..410' 583, D181112 7.21"M E42 173 IQ-Pk5 68Z 9�11�1 T"10 544 192 1>>w.Coo, slas", i �13$ 6,4' 2 7 E49 7 5 552 249 S7 7 K 5%' 3CL5 7.66 , 62 3 24 71D Ifil 64 14.3, 7:75 Z' 67 361 TO Er,T4, 417 7.85 .517 S.OD I P11 4 5, S. 5 f,02, 47'l 6.1 D z8 4 69 8.1 H"� 5U7 2.2D !!r:r4'" 152 5 8-25, 592 5/42 8,30 596 5&j OAD c cc 8A5 U,12 8,flll) 6 29 $a55 fm 64� 8.010 EI 110 66.2 8.65 8,,. 'S75 75 Ellis x°11 No C',21 7 ?' 61"a$ fn 74.2 H.0 C 2—G ?5191 ]l 5 E 29 773 ','i0, f5i 767 gUfs f 34, P02 9.j 5 It 59 023 TR 55 Worksheet 2 Runoff Curve Number and Runoff Project: ASK SAFETY FACILITY By: Z DATE 29-Jan-19 Location: CAPE CANEVERAL Condition: POST' Runoff Curve Number CompWation for Basin 1: NORTH POND Soil Name and Cover Description (cover type, Hydrological treatment, and hydrological condition; Area Product of Group (Appendix percent impervious; CN (acres) CN x Area A) unconnected/connected impervious ratio) F! Table 2-2 Fig 2-3 Fig 2-4 PALM BEACH SAND (A) GOOD COVER 39 g.1 g,3 4.04, PAVED /BLDGAREA 98 0.1428 14.00 Totals 0.251 1 1 8-031 (Revise CN values to reflect both B and D conditions based on Pre-or-Post NB: Use only one CN source per line CN (weighted)=Total Product/'Total Area= 18'.,03 73.21 Use CN 73" 0.25 CCEI APPENDIX B STORM TECH CHAMBER DATA ff,f, tiS ICAFETA`, INC -��iPE��iNA 'ER"�AL BUILDING� DRAINAGE REPORT IMF', /. NO �� CCEI IU No. . 80924 ASK SAFETY. Printed 1/28/2019 Prepared by CONSULTING CIVIL ENGINEERS, INC (CCEI) HydroCADO 10.00-22 s/n 03639 @ 2018 HydroCAD Software Solutions LLC Pond 1 P: STORM 'TECH -Chamber Wizard Field A Chamber Model =1 ADS—StorrnTech SC-7140 +Cap(ADS StormTech@ SC-740 with cap length) Effective Size=44.6"W x 30.0"H =>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap 51.0"Wide+6.0"Spacing =57.0"C-C Row Spacing 4 Chambers/Row x 7.12' Long +0.,81'Cap Length x 2=30.10' Row Length +12.0" End Stone x 2=32.10' Base Length 3 Rows x 51.0"Wide+6.0"Spacing x 2+ 12.0"Side Stone x 2= 15.75'Base Width 6.0"Base+30.,0"Chamber Height+6.0"Cover=3.50' Field Height 0.5'/'Side-Z x Height=21.0" Flare/Side Base Length + Flare x 2=35.60'Top Length Base Width+ Flare x 2= 119.25'Top Width 12 Chambers x 45.9 cf=551.3 cf Chamber Storage 2,076.7 cf Field-551.3 cf Chambers = 1,525.,4 cf Stone x 30.0%Voids=457.6 cf Stone Storage Chamber Storage+Stone Storage= 1,008.9 cf=0.023 of Overall Storage Efficiency=48.6% Overall System Size=32.10'x 115.75'x 3.50' 12 Chambers 76.9 cy Field 56.5 cy Stone ............ BUD ss�� APPENDIX C HYDROCAD PROGRAM * WATER QUALITY * 25 AR-?4HIR STORM * 100 FEAR-24HI R STORM iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliilillilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliillillillillillillilliilliilillillillillillillillillilliillillillillillillilliI ................................................ YASK ICAFETY INC I-A PE I-A NAVERAL BUILDING DRAINAGE REPORT *0F/ l i, vwl ID No. . 80924 ASK SAFETY SLUG LOAD WITH EXFILTRATI Constant Intensity 0.10 hrs 1.25 "Equvilent Rainfall=1.44", AMC=4 Prepared by CONSULTING CIVIL ENGINEERS, INC (CCEI) Printed 1/28/2019 HydroCADO 10.00-22 s/n 03639 @ 2018 HydroCAD Software Solutions LLC Page 1 Summary for Su catchment 1 IMP: IMPERVIOUS AREA Runoff 2.02 cfs @ 0.10 hrs, Volume= 0.015 af, Depth= 1.22" 0.0115af= 653 d. Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-1.00 hrs,dt=0.01 hrs Constant Intensity 0.10 hrs 1.,25" Equvilent Rainfall=1.44",AMC=4 AMC of 4 equals 100% Runoff i.e. Frozen Ground Area(sf) CN Descrip ion 6,221 918 imprev 61221 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ftsec) (cfs) 1.0 Direct Entry, min HydroCad program requires a minimum storm duration of 0.10 hours.The constant intensity option was used and by trial a runoff depth was chosen to assimilate the 1.25''slug.The water quality slug load is 648 cf. ASK SAFETY SLUG LOAD WITH EXFILTRATI Constant Intensity 0.10 hrs 1.25 "Equvilent Rainfall=1.44", AMC=4 Prepared by CONSULTING CIVIL ENGINEERS, INC (CCEI) Printed 1/28/2019 HydroCADO 10.00-22 s/n 03639 @ 2018 HydroCAD Software Solutions LLC Page 3 Summary for Pond S. TECH: STORM TECH W/ EXFILTRATION Inflow Area= 0.143 ac,100.00% Impervious, Inflow Depth= 1.22" for 1.25" Equvilent event Inflow = 2.02 cfs @ 0.10 hrs, Volume= 0.015 of Outflow 0.41 cfs @ 0.12 hrs, Volume= 0.015 af, Men=80%, Lag= 11.4 min Discarded 0.411 cfs @ 0.12 hrs, Volume= 0.015 of Routing by Dyn-Stor-Ind method,Time Span=0.00-1.00,hrs,,dt=01.01 hrs 13 Peak Bev=8.13' @ 0.12 hrs Surf.Area=586 sf Storage=498 cf Plug-Flow detention time= 12.,0 min calculated for 0.014 of(99%of inflow) Center-of-Mass det.time= 12.1 min ( 16.4-4.3) Volume Invert Avail.Starage Storage Description #1A 6,50' 458 cf 15.75,"W x 32.11 O'L x 3,.50'H Field A Z=0.5 2,077 cf Overall-551 cf Embedded = 1,525 cf x 30.01%Voids #2A 7.00' 551 cf ADS—StormTech SC-740+Cap x 12 Inside#1 Effective Size=44.6"W x 30.0"H =>6.45 sf x 7.12'L=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44"Overlap 3 Rows of 4 Chambers 1,009 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 6.50' 18.7150 in/hr EXHILTRATION over Horizontal area Conductivity to Groundwater Elevation =4,00' Discarded Out low Max=0.41 cfs @ 0.12 hrs, HW=8.12' (Free Discharge) t_j=EXFILTRATI0N (Controls 0.41 cfs) ASK SAFETY SLUG LOAD WITH EXFILTRATI Constant Intensity 0.10 hrs 1.25 "Equvilent Rainfall=1.44", AMC=4 Prepared by CONSULTING CIVIL ENGINEERS, INC (CCEI) Printed 1/28/2019 HydroCADO 10.00-22 s/n 03639 @ 2018 HydroCAD Software Solutions LLC Page 4 dr graph for Pond!S.TECH: . TORI TECH W/EXIFILTRATION Time Inflow Storage Elevation Discarded (hours) (cfs) (cubic-feet) (feet) (cfs 0.00 0.00 0 6.50 0.00 0.07 1.97' 247 7.44 0.33 0.14 0.02 480 8.08 0.40 0.21 0.00 384 7.81 0.37' 0.28 0.00 295 7.57 0.34 0.35 0.00 212 7.35 0.31 0.42 0.00 136 7.15 0.29, 0.49 0.00 65 6.92 0.27' 0.56 0.00 4 6.53 0.22 0.63 0.00 0 6.50 0.00 0.70 0.00 0 6.50 0.00 0.77 0.00 0 6.50 0.00 0.84 0.00 0 6.50 0.00 0.91 0.00 0 6.50 0.00 0.98 0.00 0 6.50 0.00 ASK SAFETY. FDOT 24-hr 25YR-24HR Rainfall=9.50" Prepared by CONSULTING CIVIL ENGINEERS, INC (CCEI) Printed 1/28/2019 Hydro ADO 10.00-22 s/n 03639 @ 2018 Hydro AD Software Solutions LLC Page 2 Summary for Subcatchmen't IIS: PROJECT SITE Runoff 0.18 cfs @ 12.17 hrs, Volume= 0.126 af, Depth= 6.16" Runoff by SCS TR-20 method, UH=SCS,Weighted-GN,Time Span=0.00-301.00 hrs,dt=0.20 hrs FDOT 24-hr 25YR-24HR Rainfall=9,.50" Area(sf) CN Descrip ion 6,221 918 Building&Pavement 4507 39 >75% Grass cover, Good, HSG A 10)728 7'3 Weighted Average 4,507 39 42.01% Pervious Area 6,221 918 57.99%, Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, min ASK SAFETY. FDOT 24-hr 25YR-24HR Rainfall=9.50" Prepared by CONSULTING CIVIL ENGINEERS, INC (CCEI) Printed 1/28/2019 Hydro DO 10.00-22 s/n 03639 @ 2018 Hydro ASD Software Solutions LLC Page 3 dr graph for Subcatchment 1S: PROJECT SITE Time Precip. Excess Runoff Time Precip. Excess Ruunoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 10-60 3.55 1.21 0.11 21.20 9.12 5.82 0.06 0.20 0.00 0.00 0.00 10.80 3.69 1.31 0.12 21.40 9.18 5.86 0.06 0.40 0.01 0.00 0.00 11.00 3.84 1.41 0.13 21.60 9.22 5.91 0.06 0.60 0.02 0.00 0.00 11.20 4.00 1.52 0.14 21.80 9.27' 5.95 0.05 0.80 0.03 0.00 0.00 11.40 4.16 1.64 0.15 22.00 9.31 5.98 0.05 1.00 0.05 0.00 0.00 11.60 4.33 1.77 0.16 22.20 9.34 6.02 0.04 1.20 0.07 0.00 0.00 11.80 4.51 1.91 0.17 22.40 9.38 6.05 0.04 1.40 0.09 0.00 0.00 12.00 470 2.05 0.17 22.60 9.41 6.07' 0.03 1.60 0.12 0.00 0.00 12.20 4.89 2.19 0.18 22-80 9.43 6.10 0.03 1.80 0.16 0.00 0.00 12.40 5.06 2.33 0.17 23.00 91.45 6.12 0.03 2.00 0.19 0.00 0.00 12.60 5.23 2.46 0.16 23.20 9.47 6.13 0.02 2.20 0.23 0.00 0.00 12.80 5.38 2.58 0.15 23.40 9.48 6.14 0.02 2.40 0.28 0.00 0.00 13-00 5.52 2.69 0.14 23-60 9.49 6.15 0.01 2.60 0.32 0.00 0.00 13.20 5.65 2.80 0.14 23.80 91.50 6.16 0.01 2.80 0.38 0.00 0.00 13.40 5.78 2.91 0.13 24,.00 9.50 6.116 0.00 3.00 0.43 0.00 0.00 13.60 5.90 3.01 0.13 24.20 9.50 6.16 0.00 3.20 0.49 0.00 0.00 13-80 6.02 3.11 0.13 24.40 9.50 6.16 0.00 3.40 0.55 0.00 0.00 14.00 6.14 3.21 0.12 24.60 9.50 6.16 0.00 3.60 0.60 0.00 0.00 14.20 6.26 3.30 0.12 24,.80 9.50 6.16 0.00 3.80 0.66 0.00 0.00 14.40 6.37 3.40 0.12 25.00 9.50 6.16 0.00 4.00 0.72 0.00 0.00 14-60 6.49 3.50 0.12 25.20 9.50 6.16 0.00 4.20 0.78 0.00 0.00 14.80 6.60 3.59 0.12 25.40 9.50 6.16 0.00 4.40 0.83 0.00 0.00 15.00 6.72 3.69 0.12 25.60 9.50 6.16 0.00 4.60 0.89 0.01 0.00 15.20 6.83 379 0.12 25.80 9.50 6.16 0.00 4.80 0.95 0.01 0.01 15.40 6.94 3.88 0.12 26-00 9.50 6.16 0.00 5.00 1.01 0.02 0.01 15.60 7.05 3.97 0.111 26.20 91.50 6.16 0.00 5.20 1.07 0.03 0.01 15.80 7.15 4.06 0.11 26.40 9.50 6.16 0.00 5.40 1.13 0.04 0.01 16.00 7.24 4.15 0.11 26.60 9.50 6.16 0.00 5.60 1.20 0.05 0.02 16.20 7.34 4.23 0.10 26-80 9.50 6.16 0.00 5.80 1.27 0.07 0.02 16.40 7.43 4.31 0.110 27.00 91.50 6.16 0.00 6.00 1.34 0.08 0.02 16.60 7.52 4.38 0.09 27.20 9.50 6.16 0.00 6.20 1.42 0.11 0.03 16.80 7.60 4.46 0.09 27.40 9.50 6.16 0.00 6.40 1.50 0.13 0.03 17.00 7.68 4.52 0.09 27-60 9.50 6.16 0.00 6.60 1.57 0.15 0.03 17.20 7.75 4.59 0.08 27.80 9.50 6.16 0.00 6.80 1.65 0.18 0.03 17.40 7.83 4.66 0.08 28.00 9.50 6.16 0.00 7.00 1.7'3 0.21 0.03 17.60 7.91 473 0.08 28.20 9.50 6.16 0.00 7.20 1.80 0.24 0.04 17-80 7.98 4.80 0.08 28.40 9.50 6.16 0.00 7.40 1.88 0.27 0.014 18.00 8.06 4.86 0.08 28.60 9.50 6.16 0.00 7.60 1.96 0.30 0.04 18.20 8.14 4.93 0.08 28.80 9.50 6.16 0.00 7.80 2.03 0.34 0.04 18.40 8.21 5.00 0.08 29.00 9.50 6.16 0.00 8.00 2.11 0.37 0.04 18-60 8.29 5.07 0.08 29.20 91-50 6.16 0.00 8.20 2.19 0.41 0.015 18.80 8.37 5.14 0.09 29.40 9.50 6.16 0.00 8.40 2.28 0.45 0.05 19.00 8.44 5.21 0.09 29.60 9.50 6.16 0.00 8.60 2.38 0.50 0.06 19.20 8.52 5.27 0.08 29.80 9.50 6.16 0.00 8.80 2.48 0.56 0.07 19.40 8.59 5.34 0.08 30-00 91-50 6.16 0.00 9.010 2.59 0.62 0.017 19.60 8.66 5.40 0.08 9.20 2.71 0.68 0.08 19.80 8.72 5.45 0.07 9.40 2.82 0.7'5 0.08 20.00 878 5.51 0.07 9.60 2.94 0.82 0.08 20.20 8.84 5.56 0.06 9.80 3.015 0.89 0.019 20.40 8.90 5.61 0.06 10.00 3.17 0.96 0.09 20.60 8.95 5.66 0.06 10.20 3.29 1.04 0.09 20.80 9.01 572 0.06 10.40 3.41 1.12 0.10 21.00 9.07 5.77 0.06 ASK SAFETY. FDOT 24-hr 25YR-24HR Rainfall=9.50" Prepared by CONSULTING CIVIL ENGINEERS, INC (CCCI} Printed 1/28/2019 HydroCADO 10.00-22 s/n 03639 @ 2018 HydroCAD Software Solutions LLC Page 4 Summary for Pond 1P: STORM TECH Inflow Area= 0.246,ac, 57.99% Impervious, Inflow Depth= 6,.16" for 25YR-24HR event Inflow 0.18 cfs @ 12.17 hrs, Volume= 0.126 of Outflow 0.18 cfs @ 12.17 hrs, Volume= 0.125 af, Atten=0%, Lav 0.0 min Discarded 0.18 cfs @ 12.17 hrs, Volume= 0.126 of Routing by Dyn-Stor-Ind method,Time Span=0.00-30.010 hrs,dt=0.20 hrs 13 Peak Bev=6.50' @ 12.18 hrs Surf,.Area=506 sf Storage=0 cf Plug-Flow detention time= (not calculated:outflow precedes inflow) Center-of-Mass det.time= 0.0 min (8,59.8-859.8) Volume Invert Avail.Storage Storage Description #1A 6,50' 458 cf 15.75,"W x 32.11 O'L x 3,.50'H Field A Z=0.5 2,077 cf Overall-551 cf Embedded = 1,525 cf x 30.01%Voids #2A 7.00' 551 cf ADS-StormTe6h SC-740+Cap x 12 Inside#1 Effective Size=44.6"W x 30.0"H =>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap 3 Rows of 4 Chambers 1,009 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 6.50' 18-7150 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation 4.00' Discarded OutFlow ax=0.22 cfs @ 12.17 hrs HW=6.50' (Free Discharge) t-4-Wiltration (Controls 0.22 cfs) ASK SAFETY. FDOT 24-hr 25YR-24HR Rainfall=9.50" Prepared by CONSULTING CIVIL ENGINEERS, INC (CCEI) Printed 1/28/2019 HydroCADO 10.00-22 s/n 03639 @ 2018 HydroCAD Software Solutions LLC Page 5 dr graph for Pond! 1 P: STORM TECH Time Inflow Storage Elevation Discarded Time Inflow Storage Elevation Discarded (hours) (cfs) (cubic-feet) (feet) (cfs ((fours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.00 0 6.50 0.00 10.60 0.11 0 6.50 0.11 0.20 0.00 0 6.50 0.00 10.80 0.12" 0 6.50 0.12 0.40 0.00 0 6.50 0.00 11.00 0.13 0 6.50 0.13 0.60 0.00 0 6.50 0.00 11.20 0.14 0 6.50 0.14 0.80 0.00 0 6.50 0.00 11.40 0.15 0 6.50 0.15 1.00 0.00 0 6.50 0.00 11.60 0.16 0 6.50 0.16 1.20 0.00 0 6.50 0.00 11.80 0.17 0 6.50 0.17 1.40 0.00 0 6.50 0.00 12.00 0.17 0 6.50 0.17 1.60 0.00 0 6.50 0.00 12.20 0.18 0 6.50 0.18 1.80 0.00 0 6.50 0.00 12.40 0.17 0 6.50 0.17 2.00 0.00 0 6.50 0.00 12.60 0.16 0 6.50 0.16 2.20 0.00 0 6.50 0.00 12.80 0.15 0 6.50 0.15 2.40 0.00 0 6.50 0.00 13.00 0.14 0 6.50 0.14 2.60 0.00 0 6.50 0.00 13.20 0.14 0 6.50 0.14 2.80 0.00 0 6.50 0.00 13.40 0.13 0 6.50 0.13 3.00 0.00 0 6.50 0.00 13.60 0.13 0 6.50 0.13 3.20 0.00 0 6.50 0.00 13.80 0.13 0 6.50 0.13 3.40 0.00 0 6.50 0.00 14.00 0.12" 0 6.50 0.12 3.60 0.00 0 6.50 0.00 14.20 0.12 0 6.50 0.12 3.80 0.00 0 6.50 0.00 14.40 0.12 0 6.50 0.12 4.00 0.00 0 6.50 0.00 14.60 0.12 0 6.50 0.12 4.20 0.00 0 6.50 0.00 14.80 0.12" 0 6.50 0.12 4.40 0.00 0 6.50 0.00 15.00 0.12 0 6.50 0.12 4.60 0.00 0 6.50 0.00 15.20 0.12 0 6.50 0.12 4.80 0.01 0 6.50 0.01 15.40 0.12 0 6.50 0.12 5.00 0.01 0 6.50 0.01 15.60 0.11 0 6.50 0.111 5.20 0.01 0 6.50 0.01 15.80 0.11 0 6.50 0.11 5.40 0.01 0 6.50 0.01 16.00 0.11 0 6.50 0.11 5.60 0.02 0 6.50 0.02 16.20 0.10 0 6.50 0.10 5.80 0.02 0 6.50 0.02 16.40 0.10 0 6.50 0.110 6.00 0.02 0 6.50 0.02 16.60 0.09 0 6.50 0.09 6.20 0.03 0 6.50 0.03 16.80 0.09 0 6.50 0.09 6.40 0.03 0 6.50 0.03 17.00 0.09 0 6.50 0.09 6.60 0.03 0 6.50 0.03 17.20 0.08 0 6.50 0.08 6.80 0.03 0 6.50 0.03 17.40 0.08 0 6.50 0.08 7.00 0.03 0 6.50 0.03 17.60 0.08 0 6.50 0.08 7.20 0.04 0 6.50 0.04 17.80 0.08 0 6.50 0.08 7.40 0.014 0 6.50 0.04 18.00 0.08 0 6.50 0.08 7.60 0.04 0 6.50 0.04 18.20 0.08 0 6.50 0.08 7.80 0.04 0 6.50 0.04 18.40 0.08 0 6.50 0.08 8.00 0.04 0 6.50 0.04 18.60 0.08 0 6.50 0.08 8.20 0.015 0 6.50 0.05 18.80 0.09 0 6.50 0.09 8.40 0.05 0 6.50 0.05 19.00 0.09 0 6.50 0.09 8.60 0.06 0 6.50 0.06 19.20 0.08 0 6.50 0.08 8.80 0.07 0 6.50 0.07' 19.40 0.08 0 6.50 0.08 9.010 0.017 0 6.50 0.07 19.60 0.08 0 6.50 0.08 9.20 0.08 0 6.50 0.08 19.80 0.07 0 6.50 0.07 9.40 0.08 0 6.50 0.08 20.00 0.07 0 6.50 0.07 9.60 0.08 0 6.50 0.08 20.20 0.06 0 6.50 0.06 9.80 0.019 0 6.50 0.09, 20.40 0.06 0 6.50 0.06 10.00 0.09 0 6.50 0.09, 20.60 0.06 0 6.50 0.06 10.20 0.09 0 6.50 0.09 20.80 0.06 0 6.50 0.06 10.40 0.10 0 6.50 0.10 21.00 0.06 0 6.50 0.06 ASK SAFETY. FDOT 24-hr 25YR-24HR Rainfall=9.50" Prepared by CONSULTING CIVIL ENGINEERS, INC (CSC EI) Printed 1/28/2019 HydroCADO 10.00-22 s/n 03639 @ 2018 HydroCAD Software Solutions LLC Page 6 Hydrograph for Pond 11P: STORM TECH (confinued) Time Inflow Storage Elevation Discarded (hours) (cfs) (cubic-feet) (feet) (cfs 21.20 0.06 0 6.50 0.06 21.40 0.06 0 6.50 0.06 21.60 0.06 0 6.50 0.06 21.80 0.05 0 6.50 0.05 22.00 0.05 0 6.50 0.05 22.20 0.04 0 6.50 0.04 22.40 0.04 0 6.50 0.04 22.60 0.03 0 6.50 0.03 22-80 0.03 0 6.50 0.03 23.00 0.03 0 6.50 0.03 23.20 0.02 0 6.50 0.02 23.40 0.02 0 6.50 0.02 23-60 0.01 0 6.50 0.01 23.80 0.01 0 6.50 0.01 24.00 0.00 0 6.50 0.00 24.20 0.00 0 6.50 0.00 24.40 0.00 0 6.50 0.00 24.60 0.00 0 6.50 0.00 24.80 0.00 0 6.50 0.00 25.00 0.00 0 6.50 0.00 25.20 0.00 0 6.50 0.00 25.40 0.00 0 6.50 0.00 25.60 0.00 0 6.50 0.00 25.80 0.00 0 6.50 0.00 26-00 0.00 0 6.50 0.00 26.20 0.00 0 6.50 0.00 26.40 0.00 0 6.50 0.00 26.60 0.00 0 6.50 0.00 26-80 0.00 0 6.50 0.00 27.00 0.00 0 6.50 0.00 27.20 0.00 0 6.50 0.00 27.40 0.00 0 6.50 0.00 27-60 0.00 0 6.50 0.00 27.80 0.00 0 6.50 0.00 28.00 0.00 0 6.50 0.00 28.20 0.00 0 6.50 0.00 28.40 0.00 0 6.50 0.00 28.60 0.010 0 6.50 0.00 28.80 0.00 0 6.50 0.00 29.00 0.00 0 6.50 0.00 29.20 0.00 0 6.50 0.00 29.40 0.010 0 6.50 0.00 29.60 0.00 0 6.50 0.00 29.80 0.00 0 6.50 0.00 30-00 0.00 0 6.50 0.00 ASK SAFETY. FDC T 24-hr 100YR-24HRRainfa11=13.00" Prepared by CONSULTING CIVIL ENGINEERS, INC (CCEI) Printed 1/28/2019 Hydro ADO 10.00-22 s/n 03639 @ 2018 Hydro AD Software Solutions LLC Page 7 Summary for Subcatchmen't IIS: PROJECT SITE Runoff 0.27 cfs @ 12.16 hrs, Volume= 0.193 af, Depth= 9.42" Runoff by SCS TR-20 method, UH=SCS,Weighted-GN,Time Span=0.00-301.00 hrs,dt=0.20 hrs FDOT 24-hr 1001YR-24HR Rainfall=13.00" Area(sf) CN Descrip ion 6,221 918 Building&Pavement 4507 39 >75% Grass cover, Good, HSG A 10)728 7'3 Weighted Average 4,507 39 42.01% Pervious Area 6,221 918 57.99%, Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, min ASK SAFETY. FDOT 24-hr 100YR-24HRRainfall=13.00" Prepared by CONSULTING CIVIL ENGINEERS, INC (CCEI) Printed 1/28/2019 Hydro DO 10.00-22 s/n 03639 @ 2018 Hydro ASD Software Solutions LLC Page 8 dr graph for Subcatchment 1S: PROJECT SITE Time Precip. Excess Runoff Time Precip. Excess Ruunoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 10-60 4.85 2.17 0.17 21.20 12.49 8.93 0.09 0.20 0.00 0.00 0.00 10.80 5.05 2.32 0.119 21.40 12.56 9.00 0.08 0.40 0.01 0.00 0.00 11.00 5.25 2.48 0.20 21.60 12.62 9.06 0.08 0.60 0.02 0.00 0.00 11.20 5.47 2.65 0.21 21.80 12.68 9.12 0.07' 0.80 0.04 0.00 0.00 11.40 5.69 2.84 0.22 22.00 12.74 9.17 0.07 1.00 0.07 0.00 0.00 11.60 5.93 3.03 0.24 22.20 12.79 9.22 0.06, 1.20 0.09 0.00 0.00 11.80 6.18 3.24 0.25 22.40 12.83 9.26 0.05 1.40 0.13 0.00 0.00 12.00 6.43 3.45 0.26 22.60 12.87 9.30 0.05 1.50 0.17 0.00 0.00 12.20 6.69 3.67 0.27 22-80 12.91 9.33 0.04 1.80 0.21 0.00 0.00 12.40 6.93 3.87 0.26 23.00 12.93 9.36 0.04 2.00 0.26 0.00 0.00 12.60 7.15 4.07 0.24 23.20 12.96 9.38 0.03 2.20 0.3,2 0.00 0.00 12.80 7.36 4.25 0.23 23.40 12.98 9.40 0.02 2.40 0.38 0.00 0.00 13.00 7.55 4.41 0.21 23-60 12.99 9.41 0.02 2.60 0.44 0.00 0.00 13.20 7.73 4.57 0.20 23.80 13.00 91.42 0.01 2.80 0.51 0.00 0.00 13.40 7.91 4.73 0.119 24,.00 13.00 9.42 0.00 3.00 0.59 0.00 0.00 13.60 8.08 4.88 0.19 24.20 13.00 9.42 0.00 3.20 0.67 0.00 0.00 13-80 8.24 5.03 0.18 24.40 13-00 9.42 0.00 3.40 0.75 0.00 0.00 14.00 8.40 5.17 0.18 24.60 13.00 9.42 0.00 3.60 0.83 0.00 0.00 14.20 8.56 5.31 0.18 24,.80 13.00 9.42 0.00 3.80 0.91 0.01 0.01 14.40 872 5.45 0.18 25.00 13.00 9.42 0.00 4.00 0.98 0.02 0.01 14-60 8.88 5.59 0.18 25.20 13-00 9.42 0.00 4.20 1.06 0.03 0.01 14.80 9.03 5.74 0.18 25.40 13.00 9.42 0.00 4.40 1.14 0.04 0.02 15.00 9.19 5.88 0.18 25.60 13.00 9.42 0.00 4.60 1.22 0.06 0.02 15.20 9.35 6.02 0.18 25.80 13.00 9.42 0.00 4.80 1.30 0.07 0.02 15.40 9.50 6.16 0.17 26-00 13-00 9.42 0.00 5.00 1.38 0.09 0.02 15.60 9.64 6.29 0.17 26.20 13.00 91.42 0.00 5.20 1.45 0.12 0.03 15.80 9.78 6.42 0.15 26.40 13.00 9.42 0.00 5.40 1.55 0.14 0.03 16.00 9.91 6.54 0.15 26.60 13.00 9.42 0.00 5.60 1.54 0.18 0.04 16.20 10.04 6.66 0.15 26-80 13-00 9.42 0.00 5.80 1.74 0.21 0.04 16.40 10.17 6.77 0.14 27.00 13.00 91.42 0.00 6.00 1.84 0.25 0.05 16.60 10.28 6.88 0.14 27.20 13.00 9.42 0.00 6.20 1.94 0.30 0.05 16.80 10.40 6.98 0.13 27.40 13.00 9.42 0.00 6.40 2.05 0.34 0.06 17.00 10-51 7.08 0.13 27-60 13-00 9.42 0.00 6.60 2.15 0.39 0.06 17.20 10.61 7.18 0.12 27.80 13.00 9.42 0.00 6.80 2.26 0.44 0.06 17.40 10.72 7.28 0.12 28.00 13.00 9.42 0.00 7.00 2.36 0.50 0.07 17.60 10.82 7.37 0.12 28.20 13.00 9.42 0.00 7.20 2.47 0.55 0.07 17-80 10-93 7.47 0.12 28.40 13-00 9.42 0.00 7.40 2.57 0.61 0.017 18.00 11.03 7.57 0.12 28.60 13.00 9.42 0.00 7.60 2.68 0.67 0.07 18.20 11.14 7.67 0.12 28.80 13.00 9.42 0.00 7.80 2.7'8 0.7'3 0.07 18.40 11.24 777 0.12 29.00 13.00 9.42 0.00 8.00 2.89 0.79 0.08 18-60 11-35 7.86 0.12 29.20 13-00 91.42 0.00 8.20 3.010 0.86 0.018 18.80 11.45 7.96 0.12 29.40 13.00 9.42 0.00 8.40 3.12 0.93 0.09 19.00 11.56 8.06 0.12 29.60 13.00 9.42 0.00 8.60 3.25 1.02 0.10 19.20 11.66 8.16 0.12 29.80 13.00 9.42 0.00 8.80 3.39 1.11 0.11 19.40 11.76 8.25 0.11 30-00 13-00 91.42 0.00 9.010 3.55 1.21 0.12 19.60 11.85 8.33 0.111 9.20 3.70 1.32 0.13 19.80 11.93 8.41 0.10 9.40 3.86 1.43 0.14 20.00 12.02 8.49 0.10 9.60 4.02 1.54 0.14 20.20 12-09 8.56 0.09 9.80 4.18 1.65 0.14 20.40 12.17 8.64 0.09 10.00 4.33 1.77 0.14 20.60 12.25 8.71 0.09 10.20 4.50 1.89 0.15 20.80 12.33 879 0.09 10.40 4.67 2.02 0.16 21.00 12.41 8.86 0.09 ASK SAFETY. FDOT 24-hr 100YR-24HRRainfall=13.00" Prepared by CONSULTING CIVIL ENGINEERS, INC (CCCI} Printed 1/28/2019 HydroCADO 10.00-22 s/n 03639 @ 2018 HydroCAD Software Solutions LLC Page 9 Summary for Pond 1P: STORM TECH Inflow Area= 0.246,ac, 57.99% Impervious, Inflow Depth= 9.42" for 1 OOYR-24HR event Inflow 0.27 cfs @ 12.16 hrs, Volume= 0.193 of Outflow 0.26 cfs @ 12.42 hrs, Volume= 0.1 3 af, Atten=5%, Lav 15.8 min Discarded 0.26 cfs @ 12.42 hrs, Volume= 0.193 of Routing by Dyn-Stor-Ind method,Time Span=0.00-30.010 hrs,dt=0.20 hrs 13 Peak Bev=6.85' @ 12.42 hrs Surf,.Area=522 sf Storage=53 cf Plug-Flow detention time= (not calculated:outflow precedes inflow) Center-of-Mass det.time= 0.6 min (8,39.2-838.6) Volume Invert Avail.Storage Storage Description #1A 6,50' 458 cf 15.75,"W x 32.11 O'L x 3,.50'H Field A Z=0.5 2,077 cf Overall-551 cf Embedded = 1,525 cf x 30.01%Voids #2A 7.00' 551 cf ADS-StormTe6h SC-740+Cap x 12 Inside#1 Effective Size=44.6"W x 30.0"H =>6.45 sf x 7.121=45.9 cf Overall Size=51.0"W x 30.0"H x 7.561 with 0.44'Overlap 3 Rows of 4 Chambers 1,009 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 6.50' 18-7150 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation 4.00' Discarded OutFlow ax=0.26 cfs @ 12.42 hrs HW=6.84' (Free Discharge) t-4-Wiltration (Controls 0.26 cfs) ASK SAFETY. FDOT 24-hr 100YR-24HRRainfall=13.00" Prepared by CONSULTING CIVIL ENGINEERS, INC (CCEI) Printed 1/28/2019 HydroCADO 10.00-22 s/n 03639 @ 2018 HydroCAD Software Solutions LLC Pqe 10 dr graph for Pond! 1 P: STORM TECH Time Inflow Storage Elevation Discarded Time Inflow Storage Elevation Discarded (hours) (cfs) (cubic-feet) (feet) (cfs ((fours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.00 0 6.50 0.00 10.60 0.17 0 6.50 0.17 0.20 0.00 0 6.50 0.00 10.80 0.19 0 6.50 0.119 0.40 0.00 0 6.50 0.00 11.00 0.20 0 6.50 0.20 0.60 0.00 0 6.50 0.00 11.20 0.21 1 6.50 0.21 0.80 0.00 0 6.50 0.00 11.40 0.22 3 6.52 0.22 1.00 0.00 0 6.50 0.00 11.60 0.24 9 6.56 0.23 1.20 0.00 0 6.50 0.00 11.80 0.25 19 6.63 0.23 1.40 0.00 0 6.50 0.00 12.00 0.26 34 672 0.24 1.60 0.00 0 6.50 0.00 12.20 0.27 47 6.81 0.25 1.80 0.00 0 6.50 0.00 12.40 0.26 53 6.85 0.26 2.00 0.00 0 6.50 0.00 12.60 0.24 49 6.82 0.25 2.20 0.00 0 6.50 0.00 12.80 0.23 39 675 0.25 2.40 0.00 0 6.50 0.00 13.00 0.21 23 6.65 0.24 2.60 0.00 0 6.50 0.00 13.20 0.20 6 6.54 0.22 2.80 0.00 0 6.50 0.00 13.40 0.19 0 6.50 0.119 3.00 0.00 0 6.50 0.00 13.60 0.19 0 6.50 0.20 3.20 0.00 0 6.50 0.00 13.80 0.18 0 6.50 0.18 3.40 0.00 0 6.50 0.00 14.00 0.18 0 6.50 0.119 3.60 0.00 0 6.50 0.00 14.20 0.18 0 6.50 0.17 3.80 0.01 0 6.50 0.01 14.40 0.18 0 6.50 0.18 4.00 0.01 0 6.50 0.01 14.60 0.18 0 6.50 0.17 4.20 0.01 0 6.50 0.01 14.80 0.18 0 6.50 0.18 4.40 0.02 0 6.50 0.02 15.00 0.18 0 6.50 0.17 4.60 0.02 0 6.50 0.02 15.20 0.18 0 6.50 0.18 4.80 0.02 0 6.50 0.02 15.40 0.17 0 6.50 0.16 5.00 0.02 0 6.50 0.02 15.60 0.17 0 6.50 0.17 5.20 0.03 0 6.50 0.03 15.80 0.16 0 6.50 0.15 5.40 0.03 0 6.50 0.03 16.00 0.15 0 6.50 0.16 5.60 0.04 0 6.50 0.04 16.20 0.15 0 6.50 0.14 5.80 0.04 0 6.50 0.04 16.40 0.14 0 6.50 0.15 6.00 0.05 0 6.50 0.05 16.60 0.14 0 6.50 0.13 6.20 0.05 0 6.50 0.05 16.80 0.13 0 6.50 0.14 6.40 0.06 0 6.50 0.06 17.00 0.13 0 6.50 0.12 6.60 0.06 0 6.50 0.06 17.20 0.12" 0 6.50 0.13 6.80 0.06 0 6.50 0.06 17.40 0.12 0 6.50 0.11 7.00 0.07 0 6.50 0.07 17.60 0.12 0 6.50 0.13 7.20 0.07 0 6.50 0.07 17.80 0.12 0 6.50 0.11 7.40 0.017 0 6.50 0.07 18.00 0.12" 0 6.50 0.13 7.60 0.07 0 6.50 0.07 18.20 0.12 0 6.50 0.12 7.80 0.07 0 6.50 0.07 18.40 0.12 0 6.50 0.13 8.00 0.08 0 6.50 0.08 18.60 0.12 0 6.50 0.12 8.20 0.018 0 6.50 0.08 18.80 0.12" 0 6.50 0.13 8.40 0.09 0 6.50 0.09, 19.00 0.12 0 6.50 0.12 8.60 0.10 0 6.50 0.10 19.20 0.12 0 6.50 0.13 8.80 0.11 0 6.50 0.11 19.40 0.11 0 6.50 0.11 9.010 0.12 0 6.50 0.12 19.60 0.11 0 6.50 0.111 9.20 0.13 0 6.50 0.13 19.80 0.10 0 6.50 0.10 9.40 0.14 0 6.50 0.14 20.00 0.10 0 6.50 0.10 9.60 0.14 0 6.50 0.14 20.20 0.09 0 6.50 0.09 9.80 0.14 0 6.50 0.14 20.40 0.09 0 6.50 0.110 10.00 0.14 0 6.50 0.14 20.60 0.09 0 6.50 0.09 10.20 0.15 0 6.50 0.15 20.80 0.09 0 6.50 0.10 10.40 0.16 0 6.50 0.16 21.00 0.09 0 6.50 0.09 ASK SAFETY. FDC T 24-hr 100YR-24HRRainfall=13.00" Prepared by CONSULTING CIVIL ENGINEERS, INC (CSC EI) Printed 1/28/2019 HydroCADO 10.00-22 s/n 03639 @ 2018 HydroCAD Software Solutions LLC Pqe 11 Hydrograph for Pond 11P: STORM TECH (confinued) Time Inflow Storage Elevation Discarded (hours) (cfs) (cubic-feet) (feet) (cfs 21.20 0.09 0 6.50 0.10 21.40 0.08 0 6.50 0.08 21.60 0.08 0 6.50 0.08 21.80 0.07 0 6.50 0.07' 22.00 0.07 0 6.50 0.07 22.20 0.06 0 6.50 0.05 22.40 0.05 0 6.50 0.06 22.60 0.05 0 6.50 0.04 22.80 0.04 0 6.50 0.05 23.00 0.04 0 6.50 0.03 23.20 0.03 0 6.50 0.04 23.40 0.02 0 6.50 0.02 23.60 0.02 0 6.50 0.02 23.80 0.01 0 6.50 0.00 24.00 0.00 0 6.50 0.01 24.20 0.00 0 6.50 0.00 24.40 0.00 0 6.50 0.00 24.60 0.00 0 6.50 0.00 24.80 0.00 0 6.50 0.00 25.00 0.00 0 6.50 0.00 25.20 0.00 0 6.50 0.00 25.40 0.00 0 6.50 0.00 25.60 0.00 0 6.50 0.00 25.80 0.00 0 6.50 0.00 26.00 0.00 0 6.50 0.00 26.20 0.00 0 6.50 0.00 26.40 0.00 0 6.50 0.00 26.60 0.00 0 6.50 0.00 26-80 0.00 0 6.50 0.00 27.00 0.00 0 6.50 0.00 27.20 0.00 0 6.50 0.00 27.40 0.00 0 6.50 0.00 27-60 0.00 0 6.50 0.00 27.80 0.00 0 6.50 0.00 28.00 0.00 0 6.50 0.00 28.20 0.00 0 6.50 0.00 28.40 0.00 0 6.50 0.00 28.60 0.010 0 6.50 0.00 28.80 0.00 0 6.50 0.00 29.00 0.00 0 6.50 0.00 29.20 0.00 0 6.50 0.00 29.40 0.010 0 6.50 0.00 29.60 0.00 0 6.50 0.00 29.80 0.00 0 6.50 0.00 30-00 0.00 0 6.50 0.00 APPENDIX D SOILS INFORMATION KSM ENGINEERING AND TESTING INCLUDED FOR REFERENCE ONLY iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillilillillillillillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillilliillillillillillilliillillillillillillillillillillillilliillillillillillillillI ............................................ -A I-A A tISK ICAFETY INC L,)"iPE L.PWAVERAL BUILDING DRAINAGE REPORT llllk�, k-%-L ID No. 1824 lvp ON IkL 9 A16 C�AVL K E I...L E R S C H L,.E I C H E�R & �M a c W I L.L I,A IVI E E R I N G A N D T�E G 1 N C. 7�J'-�l-, I I f�0 ""12 MARTIP4 (7172)334T--�`7`"' DO 1.11) 1 I'll SEBAS'TIAN (77,111r.,�.) 589-07 F�,IAILM REACH (5161)845-1�74145 F'MG. BOX '1117111, F'11"L 329781-113717 IOEL,JBOLYRNE(32 1)768-8z188 F`XXk 1(561)845-181876 vvwmksa�ier",igh i1elering.riet S"I". LUCIE(7 172)229-9093 EdMaik �i(Sh,A@I<,SM�E'NGI�,,,,ll�EERI�Nll,G.NE"",r C.A.: ISI '772) 589-6469 May 2, 2017 Diana Pittner Real Estate 5240 N. Atlantic Avenue Cocoa Bear , FL, 32931 Re"- 0.3, Acre Site Tax ID 242�96�614 Cape Canaveral, Florl*da KSM Project M. 1707091,MP Dear si.I Pittner'," Enclosed are the permeability test results and soil profiles for the referenced projles t. Two (2) Hydraulic Conductivity Tests, were, performed in the field by the 'Usual Openl- Hole Test' method, The horizontal and verticalpermeability flow rates were determined by excavating a test pit adjacent to the s,oill profiles, and obtaining undisturbed Shelby tube samples. We then performed a permeability test on the field samples in ouir laboratory. All these tests were performed to evalllluate the drainage characteristics of the solls for these particular test locations. The following table indicates the usual Open Hole Hydraulic Conductivity test results "dor each test locatiion.* TEST LOCATION HYDRAULIC CONDUCTIVITY (See Local Ion Plan) (CFS/Sn-, Ft. —1 Ft. Head) P-1 5.5 x 10-4 P-2 6-1 X 10-4, [`Ior�iald G. 1111(eller, P.E.: 37293/SI L,.ic. No.: 860 Julielo(eller, 6,0181366 TAP O� lk 's &161JAVL K E L E R, S C H L E I C 11,'�i E�R & M a iVilu c VV I L I..I A,1110 E[q G I N E E mi. I N G A 114 �D ""'r E S I N G I �N C 0100000�."77 5 5 1V1AR'---r1N ('7172)3T,13 I. "" SEBAS111111111111"liAl"q ('772' 5189-0712 P""".01. [.�'30)( 78-��-11�377, SEBASTIAN, FL 13297118-��1-1111 377 1"'ALIVI BEAQ�i (561)845-7445ISI MEL.,W)URNE (321)768-81488 FAX(561)845-18876 ST U.)CIE (772)229,-9093 lil�i-Kafl[.: �llill(Shdll@ll,(S��\AENG�IPNIEERING,,,NE'l"'�l" C.A.,�: �5693 FAX (772) 5189-611469 0.3 Acre Site, Tax ID, 2429664 -2- May 2, 20 17 Cape Canaveral, Florida The following table indicates the horizontal and vrtical flow rates for each test location: TEST LOCATION HORIZONTAL FLOW RATE VERTICAL FLOW' (See Location Plan) RATE, P-1 48.7 Ft/Day @ (0"-1'6") Depth 4�2.91 Ft/Da�y @ (0"-,16") Depth P-1 74.6 Ft/Day @ (16"'-60") Depth 68.4 Ft/Day @ (16"-60"') Depth P-2 513.4 Ft/Day @ (0"1-114") Depth 46.2 Ft/Day @ (0"-14"') Depth P-2 75.4 Ft/Day @ (14"-601"') Depth 66.1 Ft/Day @ (14"'-60"') Depth The following table ind!ilcates tase dI ater table along with our estimated normal wet season water table and n�or,mal dry season to tabile for each test location: TEST LOCATION MEASURED ESTIMATED WET ESTIMATED (See Loco Io Plan), WATER TABLE SEASON WATER, DRY SEASON TABLE WATER TABLE P-1 I PB-1 112"' Belira,de 76"' Below Grade 112," Below Grade P-211 PB-2 108" Below Grade 72" Below Grade 108"" Below Grade This estimate is based upon our interpretation of existing site conditions and a review of the USDA Soil Sw for Brevard County, Florida. The project soils are mapped, as P�alr (42), accord ing to the Soil Survey Map of Brevard County, Florida. 11 K % s, please feel free to contact us N 1141 1 1 '410111111.1 % '00 l 16 4v 0,000 W 60 JE ""I j1p AIN IIV%%' e,6 11 E-mail to: dianapittner@yahoo.com � T29"'l S1 Lic. 11,�Jo,,,,-8(3)0 Arlie; E. Kiehller- RE: 6f33661 Ronald G. lKeller, 'k.� J P .11 � 7 TAPP em. IL I 1166JAVL K,E 1.L E R, S C H L E I C 11 E R & NA a, W1 L..I...I A 1A E Isil G E R I N G T E S T I N G I Nil C. MART1114 (7-72)337-7755 �P.O. BOX wl SEBASTIAN, FL 32978-13`1717' SEBASTIAN (772)589�����,071 2 PALM BEACIA (561) 845-744-5 wwmksmerigineerir�iir M E`LBOLJ I'll N�E(321)768-8488 FAX(561)845-8876 I ,I I� IIIAST. LUCUE(772 229-90,93 E-Maiki,i „°,� w N C.A.: 5693 FAX(772)589-6469 USUAL OPE N-�HOLE TEST DATE OF TEST: April 25,: 2,017 PROJECT O. KSM 1701709-1p CLIENT Diana Pittner Real Estate LOCATION 0.3 Acre Site Tax ID 2429664 Cape Canaveral, Florida PI-1, See Attached Location Plian STARTING VOLUME (gals.) 35 ENDING VOLUME (gals.) 2 i TOTAL VOLUME USED (gals.) 33 TOTAL ELAPSED TIME (mins.) 10 AVERAGE FLOW' RATE, (gpm) 3.3 DIAMETER OF TEST HOLE 4 inches DEPTH TO WATER TABLE 112 inches, DEPTH OF TEST' 601Inches -4 K HYDRAUL,IC CONDUCTIVITY (CF .FT. - FT. HEAD) 6.5 X 10 3 Ronald G. Keiler; RE.: 3729,:,13/S1 1114o.: 860 Ji she E. 1<eiler, 1� E 61,8 66 KSM Engineering&TestingBORING NUMBER PB..� I". . Box 78-13,77 Sebastian, 3297 A (e R Tel:l: (772)-589-07112 Fax: (772)-589-6469 CLIENT Diana Pittner PROJECT NAME 01.3,Acre bite Tex IIS#2.2 6 PROJECT NUMBER '170709-b PROJEC" LOCATION !pAg man veral Florida____­___.­-.­­ DATE Iorid _ -..­­DATE STARTED 4/'27/17 COMPLETED 4/27/17 GROUND ELEVATION HOLE,SIZE inches DRILLING,,C T'R ACT R .�..,....,. GROUND WATER LEVELS: ' DRILLING METHOD, -Split Spoon Sam lie AT TIME OF DRILLING 9.33 ft r l= LOGGED BY J1R/J'V CHECKED Y JEK AT END OF DRILLING NOTES See Attached Location Plan AFTER,DRILLING --_ SPT N VALUE z >- U)Wi W 20 40 60 9 0- W � �� � C W LL 01 DESCRIPTION . 0 20 40 C5 0 6 8i' W 0W Ell FINS CONTENT W CL 0 Brown Sand,with Traces of Shell and Roots,(W-16"), Pali Browin Sand with Traces of Shell Fragments(16"-60") 5-5-5 . y Ss ......110) �... " „ 55 SS 1 �...". �...... Light Brown Sandi�itl�_�'r��:���t�h�II Fragments 4-4-5 w r „ SS :,.. :w......;.,.. 9, SSr . s u , d IpI� �N'��+y�' 4-54 4 ,Cydk,�y S S il YL SS y i it w m n ui �. . . .,.,„ � �w .mow."... v . Light,t Brown Sand with Dots of Shells Juj! G SS 15 Bottom,of borehole at 115.0 feet. 10 1 LL u UJ0 W COI CL I f X Cn � I W Lij 1 TAP Gll �E S T III N l�G I I'S1,C K E 1-L 1"-aw,NUIUIUItlw RNUf , S C 1-11................. 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LUCIE (772)229-9093 C.A.: 5693 FAX (772) 589-6114,61�9 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (AS,TM 2434) DATE OF TEST: April 26, 2017 PROJECT NO., KSM 170709-1 ph CLIENT Diana Pittner Real Estate LOCATION 0.31 Acre Site Tax ID 242,9664 Cape Canaveraly Florida PH-111 (0"'-16"), See Attached Location Plan at Location P-1 SAMPLE DESCRIPTION � B,rown Sa,nd, with Traces of Shell DEPTH @ SAMPLE, LOCATION 8, Inches, (Sample Taken HoirIzontally) LENGTH OF SAMPLE ALONG PATH, OF FLOW *a" 5.51 INCHES DIAMETER OF SAMPLE 3 INCHES, QUANTITY OF FLOW 1460 MILLILITERS TIME INTERVAL OF TEST 10 MINUTES DIFFERENCE, IN HYDRAULIC HEAD ACROSS THE SAMPLE, 191/2 INCHES, THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST,, WHERE K IS THE, COEFFICIENT OF PERMEABILITY 481.7 FEET DAY Floneo,"Ild G. Kellii� r. lP,GE..,� 3 71,293/ S1 Lic. 8160 Julie IlE,. Kit,':3.1ler', 68366 TAPP 0 V 9 0 l<E L L R S C [-,f L E I C 1-1 E I I & MaicWIL JUAM Als,ID TESTING, H'SIC"Jilope IVIAR rii�i (772) 3137-7755 K, 3211`9`11178-13771 SEBAs"IrIANI (772)5189-0"T'll 2;0 �BOX 78,-,111 371�71, 10 RAL N1 BEACH (561)811 44,5 NIELBOUIPTNE(321)'768-184438 0) 1( 0111� FAX(56"'1 845-88`76 S"!I' Lu1C1i-:,,,:,("7`7,e.,, 2 9k: E-Maik,' K,SM@�KS�MIEINJGI�l',4E�El���r���IING,,NET l� ) 'j"29-��19, 0 5693 FAU11((772)589-6469 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASM 2434) DATE OF TEST: April 26, 20�117 PROJECT NO. KSM 17�0709-11pv CLIENT Diana Pittner Real Estate LOCATION: 01.3 Acre Site Tax ID 2429664 Cape Canaveral, Fliorida, PV-1 (W-116"), See Attached Location Plan, at Location P-1 SAMPLE DESCRIPTION Brown Sand with Traces of' Swell DEPTH @ SAMPLE LOCATION 81 Inches (Sample TalkeIn Vertically) LENGTH OF SAMPLE ALONG PATH OFFLOW1 5.,5 INCHES, DIAMETER OF SAMPLE 3 INCHES QUANTITY OF FL O = 1285 MILLILITERS TIME INTERVAL OF TEST 10 MINUTES DIFFERENCE IN HYDRAULIC HEAD A 11911/2 INCHES CROSS THE SAMPLE THE RESULTS, OBTAINED FROM OUR, LABORATORY PERMEABILITY TEST,, WHERE K IS THE COEFFICIENT OF PERMEABILITY 42.,91 FEET/DAY N J.",%�(316 13conak",11 G. 3`71"1'293/,S1 L.Jc. P1,10.: lB60 Jt ilie E. Keller, I)E - (31331"', 1 l"lf IIII�II� IIVVVVVIumon 1 &%iJAVL IWC,. olamlaiool�� uoiouoiome i�umo� p loluum i�. lolmuioiulolu ilu�uil. . � V ooruuuu IVII� uuuw�uw oul @ i � ��I'e'. ".1� uwaua a I. �, I.,, �I 14 D imp u"'w°iW�@i� IWW9i0I9 Imum��Ntl�. 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KSM 170709-1ph CLIENT Diana Plitt,ner Real Estate LOCATION 0'.3 Acre S ie Tax 12429664 Cape Canaveral, Florida PH-1 (16"-60"),, See Attached Location Plan at Location P SAMPLE DESCRIPTION Pale Brown Sand with Traces of Shell's Fragments DEPTH'S SAMPLE LOCATION 28 Inches (Sample Taken Horizontally) LENGTH OF' SAMPLE ALONG PATH OF FLOW 5.5 IITNCHE,S DIAMETER OF' SAMPLE 3 INCHES, QUANTITY OF FLOW 2235 MILLILITERS, TIME, INTERVAL OF TEST 10, MINUTES DIFFERENCES IN HYDRAULIC, HEAD,, ACROSS THE SAMPLE, 119 Y2 INCHES THE RESULTS, OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE KIS THE COEFFI�CIENT' OF PERMEABILITY ITY 74.61 FEET/DAY' QUI 3 o ii iald G. Illdll l l l ei',,u Illi IIS 37293/SIIID i ;N VIII .: 0 JLJiie E. Keller, F, 68366