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2019-01-17I. CALL TO ORDER — Chairperson. MINUTES OF THE TECHNICAL REVIEW COMMITTEE THURSDAY, JANUARY 17, 2019, 10:00 A.M. CITY OF OKEECHOBEE 55 Southeast 3rd Avenue Okeechobee, Florida 34974 The January 17, 2019, Technical Review Committee (TRC) meeting wds called to order at 10:03 a.m. by Chairperson Montes De Oca. II. STAFF ATTENDANCE — Secretary. Voting Members: City Administrator Marcos Montes De Oca — Present Building Official Jeffery Newell — Present Fire Chief Herb Smith — Present Police Chief Robert Peterson — Absent (Major Donald Hagan in attendance) Public Works Director David Allen — Absent (Foreman Marvin Roberts in attendance) Non -Voting Ex -Officio Members: City Attorney John R. Cook — Present City Planning Consultant Bill Brisson — Present City Civil Engineering Consultant — Attendance not requested County Environmental Health Department Victor Faconti — Absent OUA Executive Director John Hayford — Present School District Representative — Absent Committee Secretary Patty Burnette — Present (Ms. Jackie Dunham, General Services Secretary, in attendance as well) III. AGENDA — Chairperson. Chairperson Montes De Oca asked whether there were any requests for the addition, deferral or withdrawal of items on today's Agenda. There being none the Agenda stands as published. IV. MINUTES — Secretary. Building Official Newell moved to dispense with the reading and approve the Minutes for the regular meeting held November 15, 2018; seconded by Fire Chief Smith. Motion carried unanimously. V. NEW BUSINESS — Secretary. A. Site Plan Review Application No. 19 -001 -TRC, construction of a proposed 6,119 -square foot Wawa convenience store, with fuel pumps located in the 200 Block of Northwest Park and 2nd Streets, Okeechobee, FL, Lots 1 to 4 and 7 to 12 of Block 156, TOWN OF OKEECHOBEE/CITY OF OKEECHOBEE, as recorded in Plat Books 1 and 5, Pages 10 and 5, Public Records of Okeechobee County - Senior Planner. Planning Staff Report: Planner Brisson explained the development proposes to be a Wawa gasoline service station, convenience store, restaurant/coffee shop with both indoor and outdoor seating. Sixteen vehicle fueling stations will be located under a 6,055 -square foot canopy. The facility will be open 24 hours -a -day, seven days -a -week, with a total of about 25 to 30 employees. There will not be direct vehicular access to or from the site on North Park Street/State Road 70 (SR70). TRC - January 17, 2019 - Page 1 of 6 V. NEW BUSINESS CONTINUED. A. Site Plan Review Application No. 19 -001 -TRC continued. Planning Staff Report continued: The site plan shows a total of 47 off-street parking spaces, including three designated for the handicapped, and 16 spaces at the fuel pumps. There are also 28 on -street parking spaces along Northwest 2nd and 3rd Avenues, and Northwest 2nd Street. The Applicant stated that potable water is and will continue to be, provided by the Okeechobee Utility Authority (OUA). The potential increase from the project is relatively small and will have no effect upon the available capacities that can be provided by the OUA. The County has confirmed a considerable level of excess capacity available to serve the solid waste disposal needs. Drainage, water quality, and water quantity are being handled through the permitting requirements of the South Florida Water Management District. MacKenzie Engineering & Planning, Inc. has prepared a Traffic Impact Analysis for the Applicant and has concluded that, while the number of trips will increase, the Applicants' traffic impacts at the intersection of North Park Street/SR70 and Parrott Avenue/US Highway (Hwy) 441 are insignificant. The Traffic Impact Analysis concludes that the project demonstrated concurrency based on the proposed traffic impacts. The City requires the evaluation of driveways for consistency as well. The existing site is served by eight points of access that will be reduced and replaced by three full access driveways located on Northwest 2nd and 3rd Avenues and 2nd Street. To accommodate safe egress, the Applicant has stated two parking spaces on 2nd will be eliminated. The Applicant needs to quantify that the existing queue on Northwest 2nd Avenue will not back up onto North Park Street/SR70 as vehicles attempt to turn into the Wawa. On site circulation for fire and deliveries is sufficient and overall the net increase is small and will not impose a significant impact on traffic in the area. Both the loading zone and dumpster location and enclosure are appropriately located, meet the requirement of the code and access appears appropriate. The dimensional standards review appears to meet the requirements with the exception of the minimum fuel tank setback requirement of 15 -feet. Requirement is the same as the front yard setback but since there is no vehicular access from North Park Street/SR70, it may be more appropriate to apply the secondary street setback to the underground fuel tanks. Landscaping needs to be provided between the west side of the building and the loading zone. Sidewalks are located along all street fronts and a photometric lighting plan has been provided. In conclusion, Planning Staff is recommending approval of the site plan, as submitted, with the following stipulations: the Applicant should request approval by the TRC and City Council for replacement of the angled on -street parking spaces on the southside of Northwest 2nd Street with parallel parking spaces 23 -feet in length rather than 20 -feet proposed in the site plan; the proposed net reduction of three on -street parking spaces; per the recommendation of Ms. Susan O'Rourke, of O'Rourke Engineering & Planning, the Applicant should quantify the existing queue on Northwest 2nd Avenue to ensure that there is no back-up onto North Park Street/SR70 as vehicles attempt to turn into the Wawa; the setback of the underground fuel tanks from the south property line should, at a minimum, be increased from the proposed 12.5 -feet to 15 -feet; and add a 2 -foot landscape strip between the building and the loading zone. TRC - January 17, 2019 - Page 2 of 6 V. NEW BUSINESS CONTINUED. A. Site Plan Review Application No. 19 -001 -TRC continued. County Environmental Health Department: No issues were received. OUA: Mr. Hayford noted corrections needed to the plans and materials being used, as they pertain to OUA specific matters. Public Works: Foreman Roberts noted there is a FDOT traffic cabinet for the North Park Street/SR70 street lighting located in the east end of the alley that may need to be relocated. Police Department: No issues were received just a comment about limiting traffic headed east bound. Building Official: Building Official Newell expressed concerns with traffic backing up onto North Park Street/SR70 from the driveway located on Northwest 2nd Avenue and how the Applicant was proposing to handle that. In addition, he inquired as to security measures for employees. Fire Department: Fire Chief Smith asked for the slope measurement for the entrance and exit driveways; would there be emergency generators on site; the building's construction type; and the water capabilities for fire flow information. Chairperson Montes De Oca commented this was a good heavy commercial use proposed to be located in the heavy commercial corridor. Drainage wise there were no issues. Building D -curb raised landscape islands on the perimeter located at the driveway entrances to match existing on South Park Street would be appreciated. Chairperson Montes De Oca asked whether there were any comments or questions from those in attendance. Mr. Christopher Rogers, P.E. with Bohler Engineering, was in attendance on behalf of the Property Owners, JMass Management, LLC; David R. Watford; and 205 N. Parrot Ave. Holdings, LLC. Regarding the on -street parking he commented, they would rather have angled parking spaces as opposed to parallel, then there would not be a loss of spaces. Mr. Robert Grassman, a Wawa representative, addressed the level of security, stating there will be interior and exterior cameras at the site. Some of the cameras will point directly to the pumps, and management will evaluate additional measures as they take this very seriously. Attorney Cook requested contact information for the company that provides the emergency generator services for Wawa and commented about the importance of maintaining the landscaping as other commercial properties were currently being cited for not doing so. Chairperson Montes De Oca asked whether there were any comments or questions from those in attendance. Mr. Dowling R. Watford, Jr. expressed various concerns. Though he understands Wawa is a great company offering many great products and services, he is not in support of the location mainly due to the potential traffic issues. He gave an example, vehicles traveling east on North Park Street/SR70 to this property will have to drive past the Wawa, trying then to make an illegal U-turn at the intersection of North Park Street/SR70 and Parrott Avenue/Hwy441 to go back. He is also concerned with the additional traffic and noise that will be brought to the area and how it may impact the First United Methodist Church which is located just to the north. Fire Chief Smith responded he did not take into consideration the potential impacts to the First United Methodist Church on Sundays during their service and also the loss of on -street parking spaces. TRC - January 17, 2019 - Page 3 of 6 V. NEW BUSINESS CONTINUED. A. Site Plan Review Application No. 19 -001 -TRC continued. Major Hagan commented that the Police Department would be enforcing traffic laws and does see a concern with eastbound traffic. He mentioned possible signage to direct traffic better. Chairperson Montes De Oca then asked TRC Members to disclose for the record whether they had spoken to anyone regarding the Application or visited the site. He disclosed speaking and/or meeting with Wawa representatives, Steve Lipofsky, Chris Rogers, Jonah Weaver, Kimberly D'Andrea, Patrick Dolezal, Chris Lall, and Robert Grassman. Chief Smith disclosed he had spoken and/or met with Chris Rogers, Steve Lipofsky, and Jonah Weaver. A motion and a second was offered by Fire Chief Smith and Major Hagan to approve Site Plan Review Application No. 19 -001 -TRC, construction of a proposed 6,119 -square foot Wawa convenience store, with vehicle fueling positions located in the 200 Block of Northwest Park and 2nd Streets, Okeechobee, FL, Lots 1 to 4 and 7 to 12 of Block 156, TOWN OF OKEECHOBEE/CITY OF OKEECHOBEE, as recorded in Plat Books 1 and 5, Pages 10 and 5, Public Records of Okeechobee County, with the following conditions: 1. Revise 11 on -street parking spaces from parallel to angled on the southside of Northwest 2nd Street and 2nd Avenue. 2. The setback of the underground fuel tanks from the South property line, should at a minimum, be increased from the proposed 12.5 -feet to 15 -feet. 3. Add a 2 -foot landscape strip between the building and the loading zone. 4. Per Ms. O'Rourke's recommendation, the Applicant should quantify the existing queue on Northwest 2nd Avenue to ensure that there is no back-up onto North Park Street/SR70 as vehicles attempt to turn into the Wawa. 5. Provide irrigation for the perimeter landscaping. 6. Provide to the OUA corrections to plans for layout and line materials. 7. Provide required slope measurement on driveways so not over 13 percent. 8. Need contact information for the company that provides the emergency generator services for Wawa. 9. Need type of building construction identified on plans. 10. Flow test needed for water capabilities. 11. Relocation of FDOT traffic cabinet for the street lighting on North Park Street/SR70. 12. Landscape islands on Northwest 2nd and 3rd Avenues and 2nd Street. 13. Approval is conditioned upon approving Right -of -Way Abandonment Petition No. 19 -001 - AC, Rezoning Petition No 19-001-R and Special Exception Petition No. 19 -002 -SE. Motion carried unanimously. B. Abandonment of Right -of -Way Petition No. 19 -001 -AC, requests to vacate the 15 -foot wide East to West alleyway lying between Lots 1 to 6 and 7 to 12 of Block 156, CITY OF OKEECHOBEE, Plat Book 5, Page 5, Public Records, Okeechobee County, containing approximately 0.09± acres - Senior Planner. Planning Staff Report: Planner Brisson explained the Applicant, Mr. Steve Lipofsky, P.E, of Southeast Investments, Inc., is requesting to abandon the East to West Alleyway in Block 156. Lots 1 to 4 are owned by 205 N. Parrot Ave Holdings, LLC; Lots 5 to 10 are owned by JMass Management, LLC; and Lots 11 and 12 are owned by David R. Watford. Southeast Investments Inc. is currently under contract negotiations with all the property owners to purchase their lots. TRC - January 17, 2019 - Page 4 of 6 V. NEW BUSINESS CONTINUED. B. Abandonment of Right -of -Way Petition No. 19 -001 -AC continued. Planning Staff Report continued: They are proposing to build a Wawa consisting of a restaurant, and convenience store with fuel pumps. Planning Staff's responses to the required findings are the property is designated Commercial on the Future Land Use Map and the proposed Wawa aligns with the land use. The alleyway is not the sole means of access to any property. The two adjoining properties to the North are provided access by either Northwest 3rd Avenue or 2nd Street. The abandonment is in the public interest and provides a benefit to the City as it will provide redevelopment of an underutilized centrally located property within the downtown area to a more economically viable use resulting in an increase in taxable property values. Finally, there will need to be easements reserved for utilities. Planning Staff is recommending approval based on these findings. County Environmental Health Department: No issues were received. OUA: No additional issues were received than what were presented with the Site Plan Application No. 19 -001 -TRC. The OUA has requested the property owner to relocate the existing water and wastewater lines at their expense and will need a 10 -foot easement for water and a 15 -foot easement for wastewater. The matter will be addressed within the proposed Ordinance as appropriate. Public Works: No additional issues were received than what were presented with the Site Plan Application No. 19 -001 -TRC. The FDOT traffic cabinet for the street lighting on North Park Street/SR70 will need to be relocated. The matter will be addressed within the proposed Ordinance as appropriate. Police Department: No additional issues were received than what were presented with the Site Plan Application No. 19 -001 -TRC. Building Official: No additional issues were received than what were presented with the Site Plan Application No. 19 -001 -TRC. Fire Department: No additional issues were received than what were presented with the Site Plan Application No. 19 -001 -TRC. Chairperson Montes De Oca offered no additional comments other than what were presented with the Site Plan Application No. 19 -001 -TRC. Chairperson Montes De Oca asked whether there were any comments or questions from those in attendance. Mr. Steve Lipofsky, P.E., of Southeast Investments, Inc., was in attendance on behalf of the Property Owners. He did not have any comments nor did the Committee Members have any questions. Chairperson Montes De Oca then asked TRC Members to disclose for the record whether they had spoken to anyone regarding the Application or visited the site. He disclosed speaking and/or meeting with Wawa representatives, Steve Lipofsky, Chris Rogers, Jonah Weaver, Kimberly D'Andrea, Patrick Dolezal, Chris Lall, and Robert Grassman. Chief Smith disclosed he had spoken and/or met with Chris Rogers, Steve Lipofsky, and Jonah Weaver. TRC - January 17, 2019 - Page 5 of 6 V. NEW BUSINESS CONTINUED. B. Abandonment of Right -of -Way Petition No. 19 -001 -AC continued. A motion and a second was offered by Fire Chief Smith and Building Official Newell to recommend approval to the Planning Board for Abandonment of Right -of -Way Petition No. 19- 001 -AC, to abandon the 15 -foot wide East to West alleyway Tying between Lots 1 to 6 and 7 to 12 of Block 156, CITY OF OKEECHOBEE, Plat Book 5, Page 5, Public Records, Okeechobee County, containing approximately 0.09± acres. Motion carried unanimously. VI. ADJOURNMENT— Chairperson. There being no further items on the Agenda, Chairperson Montes De Oca adjourned the Technical Review Committee meeting at 11:00 a.m. PLEASE TAKE NOTICE AND BE ADVISED that any person desiring to appeal any decision made by the Technical Review Committee with respect to any matter considered at this proceeding, such interested person will need a record of the proceedings, and for such purpose may need to ensure a verbatim record of the proceedings is made, which record includes the testimony and evidence upon which the appeal is to be based. General Service's media are for the sole purpose of backup for official records of the Department. Marc ATTEST: nth De Oca, Chairperson Patty M. Burnette, Secretary Pa,, Pt. f_5, wig& TRC - January 17, 2019 - Page 6 of 6 CITY OF OKEECHOBEE JANUARY 17, 2019 TECHNICAL REVIEW COMMITTEE HANDWRITTEN MINUTES O . 0 2� I. CALL TO ORDER - Chairperson: January 17, 2019 Technical Review Committee Meetinq, 10:00 a.m. II. STAFF ATTENDANCE - Secretary rnavt Marvi►1 ftob2(15 Public Works Director Allen Administrator Montes De Oca Building Official Newell Chief Peterson Chief Smith Engineer Non -Voting Ex -Officio Members: Attorney Cook Environmental Health Director Faconti OUA Executive Director Hayford Senior Planner Brisson School Representative Secretary Burnette III. AGENDA — Chairperson. Present Absent A. Requests for the addition, deferral or withdrawal of items on today's agenda. IV. MINUTES - Secretary. A. Motion to dispense with the reading and approve the Minutes for the regular meeting of November 15, 2018. 11fico I ! moved to dispense with the reading and approve the Minutes for the regular meeting of November 15, 2018; seconded by 41,u.. . VOTE YEA NAY ABSTAIN ABSENT v/)aor. fi J v:= r n c7th�"r�t:,,� r1.;;.;. / Position vacant at this time Montes De Oca ✓«i ma-vn Ra►t, Newell / V' Retemon f1a9(11 t/ t/ / A. Requests for the addition, deferral or withdrawal of items on today's agenda. IV. MINUTES - Secretary. A. Motion to dispense with the reading and approve the Minutes for the regular meeting of November 15, 2018. 11fico I ! moved to dispense with the reading and approve the Minutes for the regular meeting of November 15, 2018; seconded by 41,u.. . VOTE YEA NAY ABSTAIN ABSENT / Montes De Oca \// Newell / Retemon f1a9(11 PROVED`; DENIED V. NEW BUSINESS - Chairperson. A. Site Plan Review Application No. 19 -001 -TRC, construction of a proposed 6,119 -square foot Wawa convenience store, with vehicle fueling positions located in the 200 Block of Northwest Park and 2°d Streets, Okeechobee, FL, Lots 1 to 4 and 7 to 12 of Block 156, TOWN OF OKEECHOBEE/CITY OF OKEECHOBEE, as recorded in Plat Books 1 and 5, Pages 10 and 5, Public Records of Okeechobee County - Senior Planner. 1. Review Planning Staff Report. 13Lu— P3 II 014 5Piir ncLei._4-0;4. real ace tvt t,/.f o -f 1L(c-d on sfre cf fear -6L beco- yl sort.,U b&(a-i' on S2 70 g S .1-190(4 0. - u na2r jorviiici Fu -e— "tLS p.,--ti_d a f -t- ,p CHI c{..L ij 7 crY`k.- 1 r Sys 4e.wt Co cu4-,rik b404 ccpflof tU ?ft c cepbold PA 0"M " 5 2 .— 4_ct, ij cL . -- 5 1±- K 5e C0/11 5÷- y -yQet. F -bet c < CculS�, nv ar'c<_S; V. NEW BUSINESS - continued. A. Site Plan Review Application No. 19-001-TRC continued. 3 V. NEW BUSINESS - continued. Y A. Site Plan Review Application No. 19 -001 -TRC continued. Y d -li 2. City Staff comments. VwA e c�rerfi icu,s prbvidad Qv�c��nc nal lam+ u ce W u 0,0Allused`° OLLA- p �a ,� p1 2tq Pal &-ed._ : 00,4 ,t .0, �'� 1/ C Pe- �e �renees �� G tg � C 5° I s4) s a �� 5 i- si ou. et +0 but- e, ins ff,2, d iu VC S � , I Je hcw� beet & b 1,e -fv chap L Vim �e�rene� ��q ina,c.� fwd. a_ s s� a.•,� s �p 4-1\0--111�a l r ct,c\ cit it-notthtz. -41_9 es CtX! c� vJ� n ea,+\ e tit ( 1A -Ce ck, CA- .t s 1:f st heti COCO„ ±--4 �.e lad v +�- e a,+� d o+,- .14. ® '. ; a �� ... ' P _ `I ,y a,u s s1 r� set:14. 7D and 1��f°iljd �r/I- rf We� �-s o� St7o Se(� �1 D CU -r g. hoc rc e_yv b a.t o Cpb� IL��-p o'in p 't a a3 l / 11r�-�r'47. I it it 1 (,f��`1G�� r( ✓,PC,c-�.J w ? � U/1I1( C'� o n �/' t�t rytl,� �e /1�ya/IC 27 �1�L0(111J &� f� d�i6r� p/! S [ tQ 9�,�ra�vr�� hq✓P �U i; dacL S � I � r +- anal l� Pre here h e ea r9 1 � �`. 61 (:1 �6nsfi�cf�C�n ? 2-��Q� if,otJ k(CQC �'�uv� _ kd �cvice� ,a� `11 c/-;` �� 'iu rotia,gCrc<+rf to �// Cosa- 6 f Lc,11.eh L0 -11-C) CULe bew 0 -)..Lf) i 1T2c%r✓u re per f lova ioit Of yi l c )(N`i 4(ed * be 4-6 tail c &re 0- _c . ca Q 1 i f 4 La31 a ands ,a f ie ()Jew{ r 4 YO.la Com moos d roatativt- V. NEW BUSINESS - continued. A. Site Plan Review Application No. 19 -001 -TRC continued. 000 Of e.t US -e-- (1 C evict; olv t r?® ! ,stLoi — •71. ra Fes' c - C`� �'' p /s/0- Sit)/9Qrf a „d V. NEW BUSINESS - continued. A. Site Plan Review Application No. 19 -001 -TRC continued. ov cLC 3. Hear from Property Owner or Designee/Agent — Mr. Steve Lipofsky, P.E., Southeast Investments, Inc. on behalf of Property Owners, JMass Management, LLC; David R. Watford; and 205 N. Parrot Ave. Holdings, LLC. Yv OA U4 Pat IF no -F, rectu_CJA re rnove_, SE eonur 1tr cLo - e r Q's f �� 0043 rF- n aha (ere. 001t.dtea . � f3 ottAl-5,2 r�pre fLIN Sce-"A s. OfriAl-Act_b c; 0 as Ove reat, P� fS a of Sr Jc- L Oaf"vv3 /6 /0- 0t S (c f (A -P Non1 I aft, V0/01.5 fore oryloP-1 rnP,(1. 6 36 ()4 _pill 4 r J e V. NEW BUSINESS - continued. A. Site Plan Review Application No. 19 -001 -TRC continued. .6 0°' Scor 7 V. NEW BUSINESS - continued. A. Site Plan Review Application No. 19 -001 -TRC continued. 4. Public comments or questions from those in attendance, or submitted to the Committee Secretary. cOli ak Greer NrvLp Dui �Cu�i acs f0 11f/t'rnC. Uft. e S if QS 0. 1 Ss MA, • .01,1 OlVe t4- kye aA (S1-1,1L {Yam t Olt�l�� insOCP d • bnSf-re.e 10061 oe I u-- ` ha (fit! dam" o(St- todi rol)0 f'�� OL,LQQ.�©Sp T n�rP�c� 8 CSU j r� -' pilk". &at. V. NEW BUSINESS - continued. A. Site Plan Review Application No. 19 -001 -TRC continued. 5. Disclosure of Ex -Parte Communications by the Committee. SF,: IAADO - Mu,/ I (,)1 q -n al ma+ -w rLI eTrr-t..t_ ghtif Srnd& Carts Sl�v2 )0\o'n G et5synail ti 77 Sri ev-e, Lupo -05 k- -.4 Ovk.U"i SR®JS nak 6-62. aQ✓ GA,ris 1- "A- 6. a) Consider a motion to approve or deny the Application with/without contingencies. Motion and a second offered by and o approv:/deny Site Plan Review Application No. 19 -001 -TRC, construction of a proposed 6,119 -square foot Wawa co ' - ience store, with vehicle fueling positions located in the 200 Block of Northwest Park and 2nd Streets, Okeechobee, FL, Lots 1 to 4 and 7 to 12 of Block 156, TOWN OF OKEECHOBEE/CITY OF OKEECHOBEE, as recorded in Plat Books 1 and 5, Pages 10 and 5, Public Records of Okeechobee County, with the following contingencies: 90' tkQtrt 6fiskftAn utsero r L sfig'f 9 0 SE ted_ NvV a"d(--6-Pa44")--- • -9--4----9--4---C � rCt e r a c..,ba A.5 -ba flO `w au2 -f- ,5 rb for Ludy- t rpu.nGL, 4tA_EL I40-52 ass �i. 5— 15 4 OP e�ndAna/ S'-�'ec f L/ and Vie, Jog(Lfes e . rvl s g_ 79 A cid ' V SL,r e ►i ce 10 s&ape S b1cKwp SR7a Irv! a_+1 syr ;F e nth (tn, a -p p rt_Tact.Q.£9f get, 5 GLA L e -o -P 1"1 b Lc cox c ca+d4.,) x V. NEW BUSINESS - continued. A. Site Plan Review Application No. 19 -001 -TRC continued. i Goes III r far I Ll b) Discussion. c) Vote on motion. VOTE YEA NAY ABSTAIN ABSENT Allen 'Rod ) 4 Montes De Oca Newell da.a. nv+ ansa —PetersennNaga l V -P�T•RROVED / •,DENIED B. Abandonment of Right -of -Way Petition No. 19 -001 -AC, requests to vacate the 15 -foot wide East to West alleyway Tying between Lots 1 to 6 and 7 to 12 of Block 156, CITY OF OKEECHOBEE, Plat Book 5, Page 5, Public Records, Okeechobee County, containing approximately 0.09± acres - Senior Planner. 1. Review Planning Staff Report. rA04 1.1 c/ rc /told G -f (mak_ 10 V. NEW BUSINESS - continued. B. Abandonment of Right -of -Way Petition No. 19 -001 -AC continued. ILlecAxa,— Ste,-c) V — 11 V. NEW BUSINESS - continued. B. Abandonment of Right-of-Way Petition No. 19-001-AC continued. 2. City Staff comments. 12 V. NEW BUSINESS - continued. B. Abandonment of Right -of -Way Petition No. 19 -001 -AC continued. 3. Hear from Property Owner or Designee/Agent — Mr. Steve Lipofsky, P.E., Southeast Investments, Inc. on behalf of Property Owners, JMass Management, LLC; David R. Watford; and 205 N. Parrot Ave. Holdings, LLC. 5(-"12.4- — `1?tyl.+" aortic) 40 13 V. NEW BUSINESS - continued. B. Abandonment of Right -of -Way Petition No. 19 -001 -AC continued. 4. Public comments or questions from those in attendance, or submitted to the Committee Secretary. V. NEW BUSINESS - continued. B. Abandonment of Right -of -Way Petition No. 19 -001 -AC continued. 5. Disclosure of Ex -Parte Communications by the Committee. livwo — 1 C__ s, sk.Ve, J 6. a) Consider a motion to approve or deny the Petition with/without contingencies. Motion and a second offered by and o,approve/deny Abandonment of Right -of -Way Petition No.19-001-AC, requests to vacate the 15 -foot wide East to West all y lying between Lots 1 to 6 and 7 to 12 of Block 156, CITY OF OKEECHOBEE, Plat Book 5, Page 5, Public Records, Okeechobee County, containing approximately 0.09± acres, with the following contingencies: 15 V. NEW BUSINESS - continued. B. Abandonment of Right -of -Way Petition No. 19 -001 -AC continued. b) Discussion. c) Vote on motion. VOTE YEA NAY ABSTAIN ABSENT Allen `-ra►),j . Montes De Oca ✓ Newell I/ V Peterson 14-654" Smith— _- ✓ AQPROVED - ENIED VI. ADJOURN - Chairperson. There being no further items on the agenda, Chairperson Meeting at a) a.m. Ngo 16 adjourned the Technical Review Committee CITY OF OKEECHOBEE TECHNICAL REVIEW COMMITTEE OFFICIAL AGENDA JANUARY 17, 2019 CITY HALL, COUNCIL CHAMBERS 55 SOUTHEAST 3RD AVENUE OKEECHOBEE, FLORIDA 34974 I. CALL TO ORDER JANUARY 17, 2019, 10:00 a.m. - Chairperson. II. STAFF ATTENDANCE - Secretary. Voting Members: David Alien, Public Works Director Marcos Montes De Oca, City Administrator Jeffery Newell, Building Official Bob Peterson, Police Chief Herb Smith, Fire Chief Non -Voting Ex -Officio Members: Bill Brisson, Senior Planner, LaRue Planning and Management John Cook, City Attorney Victor Faconti, Okeechobee County Environmental Health John Hayford, Okeechobee Utility Authority School Representative Patty Burnette, Secretary III. AGENDA - Chairperson. A. Requests for the addition, deferral or withdrawal of items on today's agenda. IV. MINUTES - Secretary. A. Motion to dispense with the reading and approve the Minutes for the regular meeting of November 15, 2018. V. NEW BUSINESS - Chairperson. A. Site Plan Review Application No. 19 -001 -TRC, construction of a proposed 6,119 -square foot Wawa convenience store, with vehicle fueling positions located in the 200 Block of Northwest Park and 2nd Streets, Okeechobee, FL, Lots 1 to 4 and 7 to 12 of Block 156, TOWN OF OKEECHOBEE/CITY OF OKEECHOBEE, as recorded in Plat Books 1 and 5, Pages 10 and 5, Public Records of Okeechobee County - Senior Planner. 1. Review Planning Staff Report. 2. City Staff comments. 3. Hear from Property Owner or Designee/Agent — Mr. Steve Lipofsky, P.E., Southeast Investments, Inc. on behalf of Property Owners, JMass Management, LLC; David R. Watford; and 205 N. Parrot Ave. Holdings, LLC. 4. Public comments or questions from those in attendance, or submitted to the Committee Secretary. 5. Disclosure of Ex -Parte Communications' by the Committee. 6. a) Consider a motion to approve or deny Application with/without contingencies. b) Discussion. c) Vote on motion. B. Abandonment of Right -of -Way Petition No. 19 -001 -AC, requests to vacate the 15 -foot wide East to West alleyway lying between Lots 1 to 6 and 7 to 12 of Block 156, CITY OF OKEECHOBEE, Plat Book 5, Page 5, Public Records, Okeechobee County, containing approximately 0.09± acres - Senior Planner. 1. Review Planning Staff Report. 2. City Staff comments. 3. Hear from Property Owner or Designee/Agent — Mr. Steve Lipofsky, P.E., Southeast Investments, Inc. on behalf of Property Owners, JMass Management, LLC; David R. Watford; and 205 N. Parrot Ave. Holdings, LLC. 4. Public comments or questions from those in attendance, or submitted to the Committee Secretary. 5. Disclosure of Ex -Parte Communications' by the Committee. 6. a) Consider a motion to recommend to the Planning Board to approve or deny Petition with/without contingencies. 1 b) Discussion. c) Vote on motion. VI. ADJOURN - Chairperson. 'Per Resolution No. 1997-05 Officials must disclose any communication received including the identity of the person, group, or entity; written communication may be read if not received by all Board Members; disclose any site visits made; disclose any expert opinions received; disclose any investigations made; disclosures must be made prior to the vote taken. Persons who have opinions contrary to those expressed in the ex -parte communication are given a reasonable opportunity to refute or respond. Please be advised that should you intend to show any document, picture, video or items to the Board in support or opposition to any item on the Agenda; a copy of the document, picture, video or item MUST be provided to the Board Secretary for the City's records. ANY PERSON DECIDING TO APPEAL any decision made by the Technical Review Committee with respect to any matter considered at this meeting will need to ensure a verbatim record of the proceeding is made and that the record includes the testimony and evidence upon which the appeal will be based. General Services media are for the sole purpose of backup for official records of the Department. In accordance with the Americans with Disabilities Act (ADA), any person with a disability as defined by the ADA, that needs special accommodation to participate in this proceeding, contact the General Services Department, no later than two business days prior to the proceeding, 863-763-3372. 2 NEWSMEDIA INC. USA STATE OF FLORIDA COUNTY OF OKEECHOBEE Before the undersigned authority personally appeared Katrina Elsken, who on oath says she is the Publisher of the Lake Okeechobee News, a three times a week Newspaper published at Okeechobee, in Okeechobee County, Flprida, ,that the attached copy of advertisement being a 1ji1L in the matter of in the 19th Judicial District of the Circuit Court of Okeechobee County, Florida, was published in said newspaper in the issues of 1 4(.19 Affiant further says that the said Lake Okeechobee News is a newspaper published at Okeechobee, in said Okeechobee County, Florida, and that said newspaper has heretofore been published continuously in said Okeechobee County, Florida each week and has been entered as second class mail matter at the post office in Okeechobee, in said Okeechobee County, Florida, for a period of one year next preceding the first publication of the attached copy of advertisement, and affiant further says that she has neither paid nor promised any person, firm or corporation any discount, rebate, commission or refund for the purpose of securing this advertisement fopublication in the said newspaper. ri Sworn to and subscribed before me this I' day of WO - Katrina Elsken i AD Notary Public, State of Florida at Large L_ 0/ 4 _ rot��l ;y2 AJNGIE BRIDGES _?*• MY COMMISSION # FF 976149 ?o` EXPIRES: Apr.0 20, 2020 Bonded Thu Notary Pubic Underw here Lake Okeechobee News 107 SW 17th S , 5th) �. OkeechobeQ da 34974 863f- -3134 CITY OF OKEECHOBEE PUBLIC NOTICE TECHNICAL REVIEW COMMITTEE MEETING NOTICE IS HEREBYGIVENthat the City of Oloedtobee Technical Review Commitee 17, 2019 AM, or aslsoon thereafter conduct a Fa asr pable, at Qty on Hao 55 SE 3rd Ave, Rm 200, Meechobee, FL The pubfic is invited and encour- aged enda may be obtained firm mm or b the Ganeral Services Office 983-763-3372 ext. 9820. ANY PERSON DECIDING TO APPEAL any dedson made by the TRC with respect to any matter mrmdesed at the meeting MI need to ermre a verbatim recd d cite proceeding is made and the record in - dudes the testimony and evidence upon vvtetthe appeal WI be bad. In accordance wall the Americans wdttDLibitrtiesAct A),arty person with a disability as defined by the ADA, that reeds special aocommo- dation to Parhoipate in m this proecing, contact the General ServicesDepartrrnerl no hats than two bt iness days prior to proceeding, 863- 33--3372 eut. 9820. BE ADVISED that stout' you i#nd to show any document, nt, pichre, video or hers to the TRC in support or opposition to any Tern on the agenda, a copy of the document, prime, video, or Iters MUST be pro- corded E the Committee Secretary for the City's records. BE ADVISED THAT ONE OR MORE CITY OF OKEECHOBEE COUNCIL MEMBERS MAY BE IN ATTENDANCE AT THIS MEETING. THIS NOTICE IS POSTED TO MEET STATE PUBLIC NOTICE REQUIREMENTS AND SUNSHINE LAWS. Byy: O ON ridrator Maras Males De Oca Patty Burnette From: Patty Burnette Sent: Friday, January 11, 2019 3:13 PM To: 'gil@gilberthasit.com' Subject: Agendas for Wawa Meetings Attachments: TRC Agenda 011719.pdf; Agenda January 2019.pdf Importance: High Good Afternoon Gil. Attached are the TRC and Planning Board Agendas for next Thursday's Meetings for the proposed Wawa project (January 17, 2019). The TRC Meeting is at 10:00 AM and the Planning Board Meeting is at 6:00 PM. Should you have any questions, please just let me know. Thank you, Patty Pa-ffy M. 61,44r fte' genera/ Services Coordinator City of Okeechobee 55 Southeast 3rd Avenue Okeechobee, TL 34974 fie[ 863-763-3372 Direct: 863-763-9820 Tax: 863-763-1686 e mail yburnette@cityofokeechobee.com -website: -www.citjofokeechiobee.com NOTICE: Florida has a very broad public records law. As a result, any written communication created or received by the City of Okeechobee officials and employees will be available to the public and media, upon request, unless otherwise exempt. Under Florida law, e-mail addresses are public records. If you do not want your e-mail address released in response to a public records request, do not send electronic mail to this office. Instead, contact our office by phone or in writing. 1 CITY OF OKEECHOBEE Application for Site Plan Review Page 1 of 3 A.�• F,!�-.. �� <y V. 4, _ of ` � =��n u! m u T p 1*' i. - rReceipt f --: p v. -- -Niiiir , �. � ... - ;a+ �' 79,54( Arsira City of Okeechobee General Services Department 55 S.E. 3'd Avenue, Room 101 Okeechobee,Florida 34974 Phone: (863) 763-3372, ext. 9820 Fax: (863) 763-1686 E-mail: pburnette(a,citvofokeechobee.com Date Received�eCQ(fl be? r'., A016 Application No. 1q- 001 - TR -7 Fee Paid: 1000.00 O K- 1 i Cf, �(� /� No. jj 6 l Hearing Date: 1- 11- 1 q APPLICANT INFORMATION 1 Name of property owner(s): Please see attached. 2 Owner mailing address: 3 Name of applicant(s) if other than owner: Southeast Investments, Inc. 4 Applicant mailing address: 2655 North Ocean Drive Ste. 401 Singer Island, FL 33404 5 Name of contact person (state relationship): Steve Lipofsky, PE (Director of Retail Services) 6 Contact person daytime phone(s) and email address: 904-285-7600 7 Engineer: Name, address, phone number and email address: Christopher Rogers, PE 2255 Glades Road Ste.305E Boca Raton, FL 33431 8 Surveyor: Name, address, phone number and email address: PROPERTY and PROJECT INFORMATION Property address/directions to propert F EC\►Park Street & 2nd Ave Okeechobee, FL 34972 10 Parcel Identification Number `f '/ '� 3-15-37-35-0010-01560-0070, 3-15-37-35-0010-01560-0090, 3-15-37-35-0010-01560-0110, 3-15-37-35-0010-01560-0010 11 Current Future Land Use designation: Heavy Commercial District 12 Current Zoning district: Commercial Business District 13 Describe the project including all proposed uses, type of construction and conceptual building layout, how the business or use is expected to operate on the site, including but not limited to: number of employees expected; hours of operation; location, extent and type of any outdoor storage or sales, etc., and fire flow layout. Use additional page if necessary. Proposed 6,119 SF Wawa convenience store with gas sales, supporting parking and landscape. 14 Describe existing improvements on property (for example, the number and type of buildings, dwelling units, occupied or vacant, etc.). Use additional page if necessary. 15 Total land area in square feet (if less than two acres): or acr 1 (P 5 16 Is proposed use different from existing or prior use 1 1 !Yes) No) Rev. 10/18 CITY OF OKEECHOBEE Application for Site Plan Review Page 2 of 3 For questions relating to this application packet, call the General Services Dept. at (863) -763-3372, Ext. Rev. 10/18 Number and description of phases: One Phase. 17 otiA 18 Source of potable water: City Water 22 CxiA 19 Method of sewage disposal: City Sewer For questions relating to this application packet, call the General Services Dept. at (863) -763-3372, Ext. Rev. 10/18 ATTACHMENTS REQUIRED FOR ALL APPLICATIONS 20 Applicant's statement of interest in property. 21 One (1) copy of last recorded warranty deed. 22 Notarized letter of consent from property owner (if applicant is different from property owner). 23 Three (3) sealed boundary and topographic, "as is" surveys (one to be no larger than 11 x 17) of the property involved including: a. Certified boundary survey, date of survey, surveyor's name, address and phone number b. Legal description of site and parcel number c. Computation of total acreage to nearest tenth of an acre 24 Two (2) sets of aerials of the site. 25 Eleven (11) copies of sealed site plan drawings (see attached checklist for details of items to be included). 26 Eleven (11) copies of drawing indicating facades for all buildings, including architectural elevations. 27 Eleven (11) copies of landscape plan, including a separate table indicating the number of trees and shrubs by type and showing both the official and common name of each type of tree and shrub. 28 Eleven (11) copies of photometric lighting plan (see Code of Ordinances & LDR's Section 78-71(A)(5)). 29 Three (3) copies of sealed drainage calculations. 30 Attach a Traffic Impact Study prepared by a professional transportation planner or transportation engineer, if the rezoning or proposed use will generate 100 or more peak hour vehicle trip ends using the trip generation factors for the most similar use as contained in the Institute of Transportation Engineers most recent edition of Trip Generation. The TIA must identify the number of net new external trips, pass -bay calculations, internal capture calculations, a.m. and p.m. peak hour trips and level of service on all adjacent roadway links with and without the project. 31 USB flash drive of application and attachments. 32 Nonrefundable application fee: $1,000.00 plus $30.00 per acre. NOTE: Resolution No. 98-11 Schedule of Land Development Regulation Fees and Charges — When the cost for advertising, publishing and mailing notices of public hearings exceeds the established fee, or when a professional consultant is hired to advise the City on the application, the applicant shall pay the actual costs. NOTE: Submissions will be reviewed by the General Services Coordinator and City Planner for all necessary documentation. The Applicant will be notified at least 10 days prior to the TRC meeting whether or not additional information is required to proceed or if the review will be rescheduled to the next TRC meeting. Confirmation of Information Accuracy 1 hereby certify that the information in this application is correct. The information included in this application is for use by the City of Okeechobee in processing my request. False or misleading information may be punishable by a fine of up to $500.00 and imprisonment of up to 30 days and may result in the summary denial of this application. Steve Lipofsky, PE 12/3/18 Si ature ( Printed Name Date For questions relating to this application packet, call the General Services Dept. at (863) -763-3372, Ext. Rev. 10/18 BOHLER: `+ ENGINEERING Owner Lists Jmass Management, LLC 180 NW 3`d Ave Suite A Okeechobee, FL 34972 David R. Watford 200 NW Park Street Okeechobee, FL 34972 205 N Parrot Ave Holdings, LLC 850 NW Federal Hwy Suite 206 Stuart, FL 34994 Bohler Engineering FL, LLC 2255 Glades Road, Suite 305E Boca Raton, FL 33431 PHONE 561.571.0280 CIVIL AND CONSULTING ENGINEERS • PROJECT MANAGERS • SURVEYORS • ENVIRONMENTAL CONSULTANTS • LANDSCAPE ARCHITECTS WWW.BOHLERENGINEERING.COM HLE TM E N G 1 i 1 h R ;T jai d Legal Descriptions LEGAL DESCRIPTION (PARCEL 1) Bohler Engineering FL, LLC 2255 Glades Road, Suite 305E Boca Raton, FL 33431 PHONE 561.571.0280 LOTS 1 TROUGH 4, INCLUSIVE, BLOCK 156, TOWN OF OKEECHOBEE, ACCORDING TO THE MAP OF PLAT THEREOF AS RECORDED IN PLAT BOOK 2, PAGE 17, PUBLIC RECORDS OF ST LUCIE COUNTY, FLORIDA, A COPY OF SAID PLAT ALSO BEING RECORDED IN PLAT BOOK 1, PAGE 10 AND PLAT BOOK 5, PAGE 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. LEGAL DESCRIPTION (PARCEL 2) LOTS 7, 8, 9, AND 10, BLOCK 156, CITY OF OKEECHOBEE, ACCORDING TO THE MAP OR PLAT THEREOF AS RECORDED IN PLAT BOOK 5, PAGE(S) 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. LEGAL DESCRIPTION (PARCEL 3) LOTS 11 AND 12, BLOCK 156, OF THE CITY OF OKEECHOBEE, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 1, PAGE 10 AND REPLATTED in PLAT BOOK 5, PAGE 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA CIVIL AND CONSULTING ENGINEERS • PROJECT MANAGERS •SURVEYORS • ENVIRONMENTAL CONSULTANTS • LANDSCAPE ARCHITECTS WWW.BOHLERENGINEERING.COM F Staff Report Site Plan Review: Wawa Convenience Store w/Fuel Pumps, etc. NW Corner Park Street & 2nd Avenue Prepared for: The City of Okeechobee Applicant: Southeast Investments, Inc. Petition No.: 19 -001 -TRC 1375 Jackson Sheet # 206 Fort Myers, FL 33901 Staff Report Site Plan Review Applicant's Name: Southeast Investments, Inc. Petition No. 19 -001 -TRC GENERAL INFORMATION Applicant Site Address Contact Person Contact Phone # Contact E-mail 205 Parrott Ave. Holdings, LLC i 2740 SW Martin Down Blvd., #247, Palm City, FI 34990 David R. Watford, 200 NW Park St., Okeechobee, FL 34972 Jmass Mgmt., LLC, 180 NW 3rd Ave, Ste A, Okeechobee, FL 34972 Steve Lipofsky, PE (Dir. of Retail Ser,ices.) Northwest corner of Park Street and NW 2nd Avenue Steve Lipofsky 561-625-9125 slibofsky@theferebercompany.com Existing Proposed Future Land Use Map Commercial Classification Commercial Zoning District CBD, Central Business District CHV, Heavy Commercial Use of Property Commercial retail, service and office space uses, vacant land, and parking Wawa convenience store with fuel pumps, and including a restaurant and coffee shop with both indoor and outdoor seating. Acreage 75,017 sf (172 acres) 75,017 sf (1.72 acres) LEGAL DESCRIPTION OF THE PROPERTY Parcel Identification numbers: 3-15-37-35-0010-1560-0070; 3-15-37-35-0010-1560- 0090; 3-15-37-35-0010-1560-0110; 3-15-37-35-0010-1560-0010 PARCEL 1: LOTS 1 THROUGH 4, INCLUSIVE, BLOCK 156, TOWN OF OKEECHOBEE, ACCORDING TO THE MAP OR PLAT THEREOF AS RECORDED IN PLAT BOOK 2, PAGE 17, PUBLIC RECORDS OF ST LUCIE COUNTY, FLORIDA, A COPY OF SAID PLAT ALSO BEING RECORDED IN PLAT BOOK 1, PAGE 10 AND PLAT BOOK 5, PAGE 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. PARCEL 2: LOTS 7, 8, 9, AND 10, BLOCK 156, CITY OF OKEECHOBEE, ACCORDING TO THE MAP OR PLAT THEREOF AS RECORDED IN PLAT BOOK 5, PAGE(S) 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. PARCEL 3: LOTS 11 AND 12, BLOCK 156, OF THE CITY OF OKEECHOBEE, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 1, PAGE 10 AND REPLATTED IN PLAT BOOK 5, PAGE 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. MAR. RMNIO,,, IGIKAOMMAIMIX. ,>O, EV4iMitrataihiaMORMATTINIAMIMPEOM67.1 1 pnni:ng Staff Report Site Plan Review Applicant's Name: Southeast Investments, Inc. Petition No. 19 -001 -TRC GENERAL DESCRIPTION The site is located on the northwest corner of NW Park Street & NW 2nd Avenue. The proposed development involves a 6,119 -square foot Wawa gasoline service station/ convenience store, restaurant/coffee shop with take-out and both indoor and outdoor seating. Sixteen (16) vehicle fueling positions will be located under a 6,055 -square foot canopy. The Applicant has noted that the restaurant/coffee shop, providing both indoor and outdoor seating and take-out, will account for about 55.8% of the total building square footage (about 3,414 sf). The balance, 2,705 square feet would therefore be devoted to the convenience store and other non -restaurant uses. The facility will be open 24 hours - a -day, seven days -a -week, with a total of about 25 to 30 employees. There will be between five and ten employees during each shift. There will be not access to or from SR 70. Rather, there will be full -access driveways located on NW 2nd and 3rd Avenues and NW 2nd Street, all local streets. The site plan shows a total of 47 off-street parking spaces, including three spaces designated for the handicapped, and 16 spaces at the fuel pumps. There are also 28 on -street spaces along NW 2nd and 3rd Avenues and NW 2nd Street (a reduction of two from what now exists). Adjacent'ELU : Classifcati'on, Zoning`D[strict and Existing Land Use North East South West Adjacent Northwest Future Land Use Map Zoning District Existing Land Use Future Land Use Map Zoning District Existing Land Use Future Land Use Map Zoning District Existing Land Use Future Land Use Map Zoning District Existing Land Use Future Land Use Map Zoning District Existing Land Use Commercial to north and northeast CPO, Commercial Professional Office 1st Methodist Church; Bank of America to Commercial CBD, Central Business District Walgreens Public Facilities to south, SE, and SW PUB, Public Use ° City Parks Commercial; Public Facilities to NW CBD, Central Business District Advance Auto Parts; vacant land to NW Commercial CBD, Central Business District Professional Offices Following is the Staff analysis of the project's consistency with the various City requirements and regulations. Instances where the Staff believes the submission to be deficient are highlighted. Staff Report Site Plan Review Applicant's Name: Southeast Investments, Inc. Petition No. 19 -009 -TRC ADEQUACY OF PUBLIC FACILITIES POTABLE WATER AND SANITARY SEWER: The Applicant stated that potable water is and will continue to be, provided by the Okeechobee Utility Authority. Applying the City's Level of Service standard for nonresidential use of 0.15 gallons of water per day per square foot (gpd/sf) to the 6,119 square feet of building floor area indicates a demand of about 918 gallons of potable water and waste water treatment each per day. This potential increase is relatively small and will have no effect upon the available capacities of OUA's potable and wastewater treatment facilities. The Applicant has stated: "Per coordination with Okeechobee Utility Authority, the city will provide sufficient capacity to provide water and wastewater services to the site and a written statement from the utilities department has been obtained in a form of a will serve letter to confirm it. Sign off for the relocation of the main lines have been provided, as required for the alley abandonment. Additionally, a new 20 -foot easement will be provided with the relocated water and sewer mains running through the site which will be necessary for the installation and maintenance of a potable water service transmission system and the Gravity Sewer MHs and main lines, which will meet all applicable health and environmental regulations." SOLID WASTE DISPOSAL: On several occasions the County has confirmed a considerable level of excess capacity available to serve the solid waste disposal needs of other developments in the City. It's reasonable that the volume of solid waste generated by the proposed establishment can also be accommodated within the capacity of the County's Solid Waste Facility. DRAINAGE: Bohler Engineering has provided its Stormwater Management Report addressing drainage, water quality and water quantity. TRAFFIC GENERATION, ACCESS, EGRESS, AND INTERNAL CIRCULATION: Ms. Susan O'Rourke, Principal of O'Rourke Engineering and Planning, has reviewed the Applicant's Site Plan and Traffic Impact Analysis. Her comments are provided at the end of this section on pages 6 and 7. TRAFFIC GENERATION: MacKenzie Engineering & Planning, Inc. has prepared a Traffic Impact Analysis for the Applicant and has concluded that, while the number of trips will increase, the Applicants' traffic impacts at the intersection of SR 70 and US 441 are insignificant. LaK' ptaflr1 J 3 Staff Report Applicant's Name: Southeast Investments. Inc. Site Plan Review Petition No. 19 -001 -TRC ACCESS AND EGRESS: The Traffic Impact Analysis concludes that access to, and egress from, the proposed Wawa, and the traffic situation as a whole, are best served by eliminating the two driveway accesses on SR 70 and providing three full access driveways, one each on N\iV 2nd and 3rd Avenues and one on NW 2nd Street. This results in a reduction from eight points of access now to just three serving the Wawa facility. In order to facilitate these changes, and ensure safe traffic circulation, the Applicant's site plan envisions: (1) eliminating three on -street parking spaces along NW 3rd Avenue and recognizes that elimination of the on -street angle parking in front of the Discount Auto Parts (at the NW corner of SR 70 and NW 3rd Avenue) may be necessary in the future; (2) eliminating three on -street spaces on the west side of NW 2nd Avenue; and, (3) eliminating the angled parking spaces on the south side of NW 2nd Street and replacing them with parallel parking and a bicycle lane or other striping, in order to ensure safe site distances. According to the TIA, there will be a net Toss of two on -street parking spaces. How- ever, this is based on a parallel space being only 20 feet long. In most communities I have worked, in order to allow for adequate maneuvering roorn, a parallel parking space is at least three feet longer than the minimum. Therefore, there will be a loss of three on -street spaces rather than just two associated with the above-described reduction in on -street parking spaces. There is no provision in the LDC to allow the elimination of on -street parking spaces for the general public for the benefit of one individual business, in this case to provide safe access, site distances, and circulation for the Wawa operation. The closest LDC provision is §90-485 which allows the City Council to reduce the off-street parking requirement for a commercial use if the TRC finds that there is a surplus of on -street parking in the imrnediate vicinity of the proposed use that is not required by other uses. I believe the reduction of on -street parking is the equivalent of using on -street parking spaces for the Wawa operation and that Sec. 90-485 may provide a vehicle for approval by the City Commission for the reduction in on -street parking requested by the Applicant. LaR' ptanniing 4 Staff Report Applicant's Name: Southeast Investments, Inc. Site Plan Review Petition No. 19 -001 -TRC INTERIOR CIRCULATION: Interior circulation appears straight -forward and all drive aisles serving perpendicular parking spaces are required to be at least 24' wide, they are at least 30 -feet wide on the proposed Wawa site. SERVICE VEHICLE ACCESS AND EGRESS: A. Fire Truck The Applicant has furnished a Fire Truck Circulation Plan, the appropriateness of which will be addressed by the Fire Chief. B. Loading Zone The Applicant has provided a loading zone running along the western side of the building for about 130 feet. It appears to be about 14' wide at its narrowest point where the ice box juts outward from the building. As shown on the Loading Truck circulation Plan, a WB -50 can enter westbound on NW 2nd Street and exit southbound onto NW 3rd Avenue. The loading zone size and location meet the requirement of the LDC and the pattern of access appear appropriate. C. Dumpster Location and Trash Collection A dumpster enclosure is located in the northeast corner of the property. The vehicle movement plan show the trash truck entering from the northbound lane on NW 2nd Avenue, collects the trash and exits eastbound onto NW 2nd St. The dumpster and the enclosure are appropriately located, and the pattern of access appears appropriate. D. Fuel Truck The fuel tanks are located in the southern portion of the site. The fuel trucks will come via SR 70 and access the site using the NW 3rd Avenue driveway; fill the tanks; exit via the NW 2nd Avenue driveway and make a right hand turn onto SR 70. The pattern of access appears to be the most efficient and to have the least impact upon neighboring properties. 5 Staff Report Applicant's Name: Southeast Investments, Inc. Site Plan Review Petition No. 19 -001 -TRC r OR©URKE ENGINEERING & PLANNING January 6, 2019 To: Bili Brisson From: Susan O'Rourke Re: Wawa, SR 70 and NW 2" Street O'Rourke Engineering & Manning was retained to evaluate the impact of the Wawa on the traffic network and specifically the operation of driveways and the intersections of LIS 441 and 3'd Street and SR 70 and NW 5' Avenue. Concurrency — The traffic study prepared by MacKenzie Engineering and Planning was prepared in accordance with City standards and the pre -app teleconference the participated in with The City of Okeechobee, LaRue Planning and O'Rourke Engineering & Planning. We concur with the conclusion that the project has demonstrated concurrency based on the proposed traffic Impacts. The project has a net impact of 219 daily trips, 57 AM peak hour trips and 8 PM peak hour trips. The site has existing retail uses, the net impact reflects the total proposed impact less that of the existing site. The off-site impacts do not require off-site mitigation. Driveway location/ Site Access -- The City requires not only the assessment of impacts for concurrency purposes but requires the evaluation of driveways for consistency with City Code Section 78-35. The existing site is served by8 points of access that will be reduced and replaced by three full access driveways; DW 41 on NW 3id Avenue, DW 42 on NW 2"a Avenue and DW 3 on NW 2"° Street. All driveways meet the required 140 feet spacing requirements of the City. However, the applicant has recommended the elimination of parking spaces along several streets in order to accommodate safe egress. Six spaces are eliminated and 3 are shown as being replaced with parallel parking. The applicant has stated that the net number of spaces eliminated is two spaces. The applicant should demonstrate how the removal of parking spaces will be mitigated. Additionally, the northbound left turn movement into the Driveway 4 2 may create problems onto SR 70. The applicant should quantify the existing queue on NW 2" Avenue southbound so that we can ensure that there will not be backup onto SR 70 as vehicle attempt to turn onto the Wawas. On -Site Circulation— The applicant has demonstrated that the on-site circulation for fire and deliveries and trash is sufficient. Overall, the net Increase Is small and will not impose a significant Impact on traffic in the area. However, the individual driveways will experience a consolidation of traffic and should be addressed per the comments above_ 969 SE Fuerst t4wy. Su to 402 St.J t = 34'394 1772-7ai-7918 SEORouike a.,:srr,cast -et p lanr}t' 6 Staff Report Site Plan Review Applicant's Name: Southeast Investments, Inc. Petition No. 19 -001 -TRC COMPATIBILITY WITH ADJACENT USES In order to be compatible with the adjacent use, the site plan should ensure that noise, odors, glare from lights or excess levels of traffic do not adversely affect the adjacent: properties. This is particularly important when a business is open late into the nighttime Of early morning hours in close proximity to residential uses. As can be seer on the graphics provided on pages 12 through 14, the subject property is entirely surrounded by nonresidential uses, most of which are commercial or governmental uses. In fact, the only other use in close proximity to the proposed Wawa project is the First Methodist Church on the north side of NW 2nd Street across the street from the proposed development. 111.1Fr Comparison of Propasat wiith4Dimensional Standards,,' CHV`,' Z;oniing Regulation Required Provided in. FY Setback (NW Park St/ SR 70) [§90-285(2)a] 20' to building, 10' to parking & driveway. 104.5' to building, 20' to driveway. I\iinimdum Fuel Tank Setback Same as front yard set- back. This is based on the required setback for fuel tanks applied to auto service stations in §90-692. There is no vehicular access to the Wawa faci- lity from SR 70. There- fore, it may be more appropriate to apply the secondary street yard setback of 15' to the underground fuel tanks. 75% of FY setback = 15' 10' to parking & driveway (for landscape buffer) Appears to be just 12.5' All setbacks to parking/driveways, buildings and the fuel canopy exceed required minimums. 2ndary FY Setback (NW 2nd & 3rd Av's & NW 2nd St.) [§90-447] Min. SY Setback (NW corner of property) [90-285(2)a] 8', 20' abutting a residen- tial zoning district. 18.7' to building. Max. Lot Coverage [§90-285(3)] 50% 16.3% (building and canopy area) Max. impervious Su rface[§90-285(3)] 85% 77.1% ax. Height [§90-285(4)] 45 22' 4" to top of parapet; 33'4" at tower peak t ��e planning 7 Staff Report Site Plan Review Applicant's Name: Southeast Investments, Inc. Petition No. 19 -001 -TRC Regulation Required Provided Off- street Parking [§90-512 (2) One per 75 sf of floor area for restaurant space and one per 300 sf of other commercial space. Building floor area is esti- mated at 6,119 sf with restaurant at 3,414 and other commercial space at 2,705 sf. 3,414=75 = 45.52 2,705=300 = 9.02 therefore total required spaces = 55. 47 standard parking spaces (including three ADA spaces) plus 16 spaces associated with the gas pumps = 63 spaces provided. Parking space size [§90-511(b) 9' by 18' Standard; handi- capped spaces must be 12 feet by 20 feet with a five- foot wide handicap aisle. All spaces are 10' by 18' and spaces designated for the handicapped are 12' by 20' with a 5' aisle. Minimum Driveway Width [§90-511(d)(2)] 24' wide drive for spaces between 75° and 90°. All drives are between 26.5 and 35 feet wide. Off-street Loading [§90-513(2)] Commercial: One loading space for 5,000 to 25,000 sf of floor area. One loading space is shown along the Westside of the building. Loading space size [90-511(c)] and Loading space layout [90-511(e)(5)] Parking and loading space layout [90-511(e)(3)] At least 10' wide by 30' long w/14' vertical clearance. Loading facilities shall be identified as to purpose and location when not clearly evident. Buildings, parking and loading areas, landscaping and open spaces shall be designed so that pedes- trians moving between parking areas and buildings are not unreasonably exposed to vehicular traffic areas. The loading space exceeds all dimensional requirements. A "No parking, Loading Zone" sign is proposed The proposed layout of buildings, parking and loading areas, landscaping and open spaces is consistent with this requirement. L K,c p�ianr1i<ng` 8 Staff Report Site Plan Review Applicant's Name: Southeast Investments, Inc. Petition No. 19 -001 -TRC Regulation Required Provided Minimum 1 tree and 3 shrubs/3,000 sf Development Landscaping of lot area. _ 75,017 41 trees (27 shade trees and 14 [§ 90-532] encompasses sf 3,000 = 25 trees and 75 shrubs Cabbage Palms) and 1,017 shrubs Landscaping (1) 18 sf of landscaping The Applicant has based the required for parking and required per required landscaping on the 47 non -fuel service Vehicular use areas parking space. With 55 related parking spaces provided. [§ 90-533] required spaces, 990 sf of However, the 2,443 sf of landscaped landscaped space are area and 27 trees shown on the required. landscape plan meets or exceeds that required for 55 parking spaces, 41 trees provided. (2) One tree per 72 sf of required landscape area 990 _ 72 = 13.75; therefore 14 trees are required. All shade trees meet this requirement. (3) Shade trees must be planted no more than 20' on No landscaping is provided between centers. the west side of the building and the (4) Two feet of landscaping loading zone. Since the Ice Box sticks required between buildings out from the building, I don't see why and vehicular use areas. 2' of landscaping could not be placed here. This requirement has been met. (5) Min. dimension of land- scaped areas must not be Tess than 4' except adjacent to on-site buildings. 12 Landscaped islands are shown on the landscape plan: eight along the (6) One landscaped island perimeter of the vehicular use areas at least 5' by 15' w/at least and four internal islands at the corners one tree must be provided of the parking areas bordering the for each 10 required parking building. All meet the minimum size spaces w/ a maximum of 12 requirements of five feet in width and uninterrupted parking spaces in a row. 75 square feet in area. 55 _ 10 = 5.5. Therefore 6 islands a minimum of 5' x 15' with a minimum of one tree each are required. NIanninca Staff Report Site Plan Review Applicant's Name: Southeast Investments, Inc. Petition No. 19 -001 -TRC Regulation Required Provided Landscape buffer Ten -foot right of way buffers areas require 1 tree and 3 shrubs [Sec. 90-534] per 300 sf of buffer: 1. NW 2nd Street buffer: 164 linear feet of non - driveway frontage requires 1,640 sf of land- 12 trees (9 Sabal Palms, 3 shade scaped area and 5 trees and 15 shrubs. trees) and 84 shrubs (hedge). 2. SR 70 buffer: 300 linear feet of non -driveway frontage requires 3,000 sf 10 trees(1 Sabal Palm, 9 shade trees) of landscaped area and and 115 shrubs (hedge). 10 trees and 30 shrubs 3. NW 2nd Avenue buffer: 244 linear feet of non - driveway frontage requires 2,440 sf of landscaped area and 8 trees and 24 shrubs. 8 trees and 95 shrubs (hedge). 4. NW 3rd Avenue buffer: 104 linear feet of non - driveway frontage requires 1,040 sf of landscaped area and 8 trees and 24 shrubs. 6 Sabal Palms, 36 shrubs (hedge). Two -foot interior buffers require 1 tree and 3 shrubs per 300 sf of buffer: 5. West interior buffer: 140 If of border requires 280 sf of landscaped area and 1 tree and 3 shrubs. 2 trees and 58 shrubs (hedge). 6. North interior buffer: 100 1 existing off-site tree and 40 shrubs If of border requires 200 (hedge). However, the 3 Sabal Palms sf of landscaped area and the Highrise Live Oak just south of and 1 tree and two the 10' building setback also serve to shrubs. address this requirement. Trees may be clustered but All trees fall within the maximum must not exceed 50 feet on center for buffers abutting a street. spacing requirements. LaRue prtrtiing 10 Staff Report Site Plan Review Applicant's Name: Southeast Investments, Inc. Petition No. 99 -009 -TRC Other Requirements and Considerations Sidewalks: Sec. 78-36(a)(1) requires that all projects, except for an individual single- family home, where the land adjoins a collector or arterial street or city right-of-way, provide sidewalks adjacent along each such street or right-of-way. Sidewalks are located along all streetfronts. Lighting Plan: A photometric lighting plan has been provided in conformance with §78-71(A)(5). RecomMendation Based on the foregoing analyses, we recommend approval of the site plan with the following stipulation(s): 1. The Applicant should request approval by the TRC and City Council, for (a) replacement of the angled on -street parking spaces on the south side of NW 2nd Street with parallel parking spaces 23 feet in length rather than 20 feet proposed in the site plan; and (b) the proposed net reduction of three on -street parking spaces. 2. Per Ms. O'Rourke's recommendation, the Applicant should quantify the existing queue on NW 2nd Avenue to ensure that there is no back-up onto SR 70 as vehicles attempt to turn into the Wawa. 3. The setback of the underground fuel tanks from the south property line should, at a minimum, be increased from the proposed 12.5 feet to 15 feet. 4. Add a two -foot landscape strip between the building and the loading zone. Submitted by: Wm. F. Brisson, AICP Sr. Planner, LaRue Planning Submitted: January 9, 2019 TRC Hearing date: January 17, 2019 Attachments: Future Land Use, Subject & Environs Zoning, Subject & Environs Existing Land Use, Subject & Environs LaRue I ..annibg AIME 11 Staff Report Applicant's Name: Southeast Investments, Inc. Site Plan Review Petition No. 19 -001 -TRC NW 4th Av. firIURE LAND USE Shect Ste and Environs COMPREIRENSIVE PLAN LAND USE SINGLE L 11111 - FizittLY' COMNTERCtAL oulAL RiPL'it; FAC LITES ESID..ENT 1AL M1XET, NW 3rd Av. NW 2nd St. NW 2nd Av. NW Park St./SR 70 N. Parrott Av./US 441 LaRtr ptanning 12 Staff Report Site Plan Review Applicant's Name: Southeast Investments, Inc. Petition No. 19 -001 -TRC ZONING Subject Site and Environs NW 2nd St. ptannnq -0 NW Park St. 'SR 70 sr C0 0 z 13 Staff Report Site Plan Review Applicant's Name: Southeast Investments, inc. Petition No. 19 -001 -TRC FXISTONG t./6\ND USE bjec !Sfte: and EnArons cour;:, - 4 "IND ST Amt First Mrithoc* Churi 7*: ..= dahmi • - 1 eft., Ast-titaiik• . t h''''' ir ,i, • • orc Ofur.r •- 0:rari4y pmcrerti , , IN, _- fk- avii ,. . `!". " • t „ It• . ,i• '.. .1.6,4116.t.....l• . allankce-7 'w '71r . ,111... fir vow 011111111111116... ititimadigiorma ...a Ai Advarw.,- 1 - .-- p ^Auto::: Part. 4 mo if * itZlir- =NM I j J Bank (; AiTt ; i• ; 1' • '1. Ix r ' • J 1„.7 - 14.4iet• • ext ask ex•••••4•••••••.•ipititts....**40.-n 14 CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SD0.DWG PRINTED BY: DELIAS 12.03.18 @ 4:40 PM LAST SAVED BY: CCUTTING FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSD0 C-101 COVER SHEET FOR WAWA SITE CONSTRUCTION PLANS GENERAL NOTE: IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PROJECT WORK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE TO THE SPECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD IN WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWINGS AND IN FULL CONFORMANCE WITH LOCAL REGULATIONS AND CODES. PREPARED BY SCALE: 1" = 1000' LOCATION OF SITE NWC NE PARK ST & SW 2ND AVE. OKEECHOBEE, FLORIDA 34972 OKEECHOBEE COUNTY PART OF SEC 16, TWP 37 S, RGE 35 E LOCATION MAP OWNER / APPLICANT SOUTHEAST INVESTMENTS, INC. 2655 NORTH OCEAN DRIVE, SUITE 401 SINGER ISLAND, FL 33404 (561) 210-9105 CONSULTANTS DEVELOPER: THE FERBER COMPANY, INC 151 SAWGRAFL CORNERS DR. SOUTH, SUITE 202 PONTE VEDRA BEACH, FL 32082 (904) 285-7600 CIVIL ENGINEER: BOHLER ENGINEERING FL, LLC. 2255 GLADES ROAD, SUITE 305E BOCA RATON, FL 33431 (561) 571-0280 BOUNDARY & TOPOGRAPHIC/ALTA SURVEY: FARNER BARLEY AND ASSOCIATES, INC 4450 NE 83RD ROAD WILDWOOD, FL 34785 (352) 748-3126 ARCHITECT: CUHACI & PETERSON 1925 PROSPECT AVE. ORLANDO, FL 32814 (407) 661-9100 LANDSCAPE ARCHITECT: SCOTT BARBER DESIGNS, PA. 1551 WYNCLIFF DRIVE WELLINGTON, FL 33414 (561)309-7263 TRAFFIC: MCKENZIE ENGINEERING & PLANNING, INC. 1172 SW 30TH STREET, SUITE 500 PALM CITY, FL 34990 GOVERNING AGENCIES CITY CITY OF OKEECHOBEE 55 SE 3RD AVENUE OKEECHOBEE, FL 34974 (863) 763-3372 WATER/SEWER OKEECHOBEE UTILITY AUTHORITY 100 SW 5TH AVENUE OKEECHOBEE, FL 34974 CONTACT: JAMIE MULLIS (863) 763-9460 EXT. 111 ¨ SITE DATA TABLE: WAWA STORE:5353 WAWA CONTACT:ROBERT GRASSMAN, P.E. BUILDING:F85 F/B CANOPY TYPE:SLOPED CANOPY CONFIGURATION STRAIGHT # OF MPD's:8 TYPE OF MPD'S (6) 3+1, (2) 3+1+1 # OF PARKING SPACES:47 # OF HANDICAP SPACES:3 # OF TRUCK/OVERSIZED PARKING:0 SQUARE FT. OF ASPHALT/CONCRETE:45,908 SF SQUARE FT. OF LAWN AREA:16,855 SF VEHICULAR USE AREA:38,491 SF STORM DRAINAGE SOUTH FLORIDA WATER MANAGEMENT DISTRICT (SFWMD) 3301 GUN CLUB ROAD WEST PALM BEACH, FL 33406 CONTACT: CARLOS DEROJAS (561) 682-6505 ¨ 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 BohlerEngineering.com TRAFFIC FDOT DISTRICT 1 801 N BROADWAY AVENUE BARTOW, FL 33830 (800) 292-3368 FIRE PREVENTION CITY OF OKEECHOBEE FIRE-RESCUE DEPARTMENT 55 SE 3RD AVENUE OKEECHOBEE, FL 34974 (863) 763-4423 ¨ ELECTRIC FLORIDA POWER & LIGHT 825 NE 34TH AVENUE OKEECHOBEE, FL 34972 CONTACT: DONNA PADGETT (863) 467-3708 END USER WAWA FLORIDA, LLC. 7022 TPC DRIVE, SUITE 200 ORLANDO, FL 32822 NW PARK ST SPEED LIMIT = 25 MPH ¨ ¨ ¨XXXXXXXXXXXXXXXXXXXXXXXXXXXXSITE PLANBID SETCITYSFWMDLEGAL DESCRIPTION (PARCEL 1) LOTS 1 THROUGH 4, INCLUSIVE, BLOCK 156, TOWN OF OKEECHOBEE, ACCORDING TO THE MAP OR PLAT THEREOF AS RECORDED IN PLAT BOOK 2, PAGE 17, PUBLIC RECORDS OF ST LUCIE COUNTY, FLORIDA, A COPY OF SAID PLAT ALSO BEING RECORDED IN PLAT BOOK 1, PAGE 10 AND PLAT BOOK 5, PAGE 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. LEGAL DESCRIPTION (PARCEL 2) LOTS 7, 8, 9, AND 10, BLOCK 156, CITY OF OKEECHOBEE, ACCORDING TO THE MAP OR PLAT THEREOF AS RECORDED IN PLAT BOOK 5, PAGE(S) 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. LEGAL DESCRIPTION (PARCEL 3) LOTS 11 AND 12, BLOCK 156, OF THE CITY OF OKEECHOBEE, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 1, PAGE 10 AND REPLATTED IN PLAT BOOK 5, PAGE 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. SHEET LIST TABLE SHEET TITLE SHEET No. COVER SHEET C-101 GENERAL NOTES C-102 EXISTING CONDITIONS PLAN C-201 DEMOLITION PLAN C-202 SITE LAYOUT PLAN C-301 PAVEMENT MARKING AND SIGNAGE PLAN C-302 VEHICULAR MOVEMENT PLAN C-303 VEHICULAR MOVEMENT PLAN 2 C-304 PAVING, GRADING & DRAINAGE PLAN C-401 UTILITY PLAN C-501 PHASE I SOIL EROSION CONTROL PLAN C-601 PHASE II SOIL EROSION CONTROL PLAN C-602 PHOTOMETRIC PLAN C-703 PHOTOMETRIC DETAILS C-704 CROSS SECTIONS C-801 CONSTRUCTION DETAILS C-901 CONSTRUCTION DETAILS C-902 CONSTRUCTION DETAILS C-903 CONSTRUCTION DETAILS C-904 CONSTRUCTION DETAILS C-905 CONSTRUCTION DETAILS C-906 CONSTRUCTION DETAILS C-907 CONSTRUCTION DETAILS C-908 CONSTRUCTION DETAILS C-909 TREE MITIGATION PLAN TM-1 LANDSCAPE PLANS & DETAILS L1-L2 SURVEY WAWA BUILDING ELEVATIONS AND FLOOR PLAN WAWA GAS CANOPY AND DUMPSTER ELEVATIONS CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SD0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:46 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSD0 C-102 GENERAL NOTES GENERAL NOTES: CONTRACTOR IS RESPONSIBLE FOR COMPLIANCE WITH THE NOTES AND SPECIFICATIONS CONTAINED HEREIN. CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ALL SUBCONTRACTORS FULLY AND COMPLETELY CONFORM TO AND COMPLY WITH THESE REQUIREMENTS. 1.THE FOLLOWING DOCUMENTS ARE INCORPORATED BY REFERENCE AS PART OF THIS SITE PLAN: ·SURVEY - "ALTA/NSPS LAND TITLE SURVEY / PLAT OF BOUNDARY AND TOPOGRAPHIC SURVEY" PREPARED BY FARNER BARLEY & ASSOCIATES, INC. DATED 08/14/2018. 2.PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR MUST VERIFY THAT HE/SHE HAS THE LATEST EDITION OF THE DOCUMENTS REFERENCED ABOVE. THIS IS CONTRACTOR'S RESPONSIBILITY. 3.ALL ACCESSIBLE (A/K/A ADA) PARKING SPACES MUST BE CONSTRUCTED TO MEET, AT A MINIMUM, THE MORE STRINGENT OF THE REQUIREMENTS OF THE “AMERICANS WITH DISABILITIES ACT” (ADA) CODE (42 U.S.C. § 12101 et seq. AND 42 U.S.C. § 4151 et seq.) OR THE REQUIREMENTS OF THE JURISDICTION WHERE THE PROJECT IS TO BE CONSTRUCTED, AND ANY AND ALL AMENDMENTS TO BOTH WHICH ARE IN EFFECT WHEN THESE PLANS ARE COMPLETED. 4.PRIOR TO STARTING CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ALL REQUIRED PERMITS AND APPROVALS HAVE BEEN OBTAINED. NO CONSTRUCTION OR FABRICATION SHALL BEGIN UNTIL THE CONTRACTOR HAS RECEIVED AND THOROUGHLY REVIEWED THE COMMENTS TO ALL PLANS AND OTHER DOCUMENTS REVIEWED AND APPROVED BY THE PERMITTING AUTHORITIES AND CONFIRMED THAT ALL NECESSARY OR REQUIRED PERMITS HAVE BEEN OBTAINED. CONTRACTOR MUST HAVE COPIES OF ALL PERMITS AND APPROVALS ON SITE AT ALL TIMES. 5.THE OWNER/CONTRACTOR MUST BE FAMILIAR WITH AND RESPONSIBLE FOR THE PROCUREMENT OF ANY AND ALL CERTIFICATIONS REQUIRED FOR THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY. 6.ALL WORK MUST BE PERFORMED IN ACCORDANCE WITH THESE PLANS,. SPECIFICATIONS AND CONDITIONS OF APPROVAL, AND ALL APPLICABLE REQUIREMENTS, RULES, REGULATIONS, STATUTORY REQUIREMENTS, CODES, LAWS AND STANDARDS OF ALL GOVERNMENTAL ENTITIES WITH JURISDICTION OVER THIS PROJECT. 7.THE GEOTECHNICAL REPORT AND RECOMMENDATIONS SET FORTH HEREIN ARE A PART OF THE REQUIRED CONSTRUCTION DOCUMENTS AND, IN CASE OF CONFLICT, DISCREPANCY OR AMBIGUITY, THE MORE STRINGENT REQUIREMENTS AND/OR RECOMMENDATIONS CONTAINED IN THE PLANS AND THE GEOTECHNICAL REPORT AND RECOMMENDATIONS SHALL TAKE PRECEDENCE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE PLANS. THE CONTRACTOR MUST NOTIFY THE ENGINEER, IN WRITING, OF ANY SUCH CONFLICT, DISCREPANCY OR AMBIGUITY BETWEEN THE GEOTECHNICAL REPORTS AND PLANS AND SPECIFICATIONS PRIOR TO PROCEEDING WITH ANY FURTHER WORK. 8.THESE PLANS ARE BASED ON INFORMATION PROVIDED TO BOHLER ENGINEERING BY THE OWNER AND OTHERS PRIOR TO THE TIME OF PLAN PREPARATION. CONTRACTOR MUST FIELD VERIFY EXISTING CONDITIONS AND NOTIFY BOHLER ENGINEERING, IN WRITING, IMMEDIATELY IF ACTUAL SITE CONDITIONS DIFFER FROM THOSE SHOWN ON THE PLAN, OR IF THE PROPOSED WORK CONFLICTS WITH ANY OTHER SITE FEATURES. 9.ALL DIMENSIONS SHOWN ON THE PLANS MUST BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION. CONTRACTOR MUST NOTIFY ENGINEER, IN WRITING, IF ANY CONFLICTS, DISCREPANCIES, OR AMBIGUITIES EXIST PRIOR TO PROCEEDING WITH CONSTRUCTION. NO EXTRA COMPENSATION WILL BE PAID TO THE CONTRACTOR FOR WORK WHICH HAS TO BE REDONE OR REPAIRED DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS PRIOR TO CONTRACTOR GIVING ENGINEER WRITTEN NOTIFICATION OF SAME AND ENGINEER, THEREAFTER, PROVIDING CONTRACTOR WITH WRITTEN AUTHORIZATION TO PROCEED WITH SUCH ADDITIONAL WORK. 10.CONTRACTOR MUST REFER TO THE ARCHITECTURAL/BUILDING PLANS “OF RECORD” FOR EXACT LOCATIONS AND DIMENSIONS OF ENTRY/EXIT POINTS, ELEVATIONS, PRECISE BUILDING DIMENSIONS, AND EXACT BUILDING UTILITY LOCATIONS. 11.PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR MUST COORDINATE THE BUILDING LAYOUT BY CAREFUL REVIEW OF THE ENTIRE SITE PLAN AND THE LATEST ARCHITECTURAL PLANS (INCLUDING, BUT NOT LIMITED TO, STRUCTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND FIRE SUPPRESSION PLAN, WHERE APPLICABLE). CONTRACTOR MUST IMMEDIATELY NOTIFY OWNER, ARCHITECT AND SITE ENGINEER, IN WRITING, OF ANY CONFLICTS, DISCREPANCIES OR AMBIGUITIES WHICH EXIST. 12.DEBRIS MUST NOT BE BURIED ON THE SUBJECT SITE AND ALL UNSUITABLE EXCAVATED MATERIAL AND DEBRIS (SOLID WASTE) MUST BE DISPOSED OF IN ACCORDANCE WITH THE REQUIREMENTS OF ANY AND ALL GOVERNMENTAL AUTHORITIES WHICH HAVE JURISDICTION OVER THIS PROJECT OR OVER CONTRACTOR. 13.THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING WHEN SHORING IS REQUIRED AND FOR INSTALLING ALL SHORING REQUIRED DURING EXCAVATION (TO BE PERFORMED IN ACCORDANCE WITH CURRENT OSHA STANDARDS) AND ANY ADDITIONAL PRECAUTIONS TO BE TAKEN TO ASSURE THE STABILITY OF ADJACENT, NEARBY AND CONTIGUOUS STRUCTURES AND PROPERTIES. 14.THE CONTRACTOR IS TO EXERCISE EXTREME CARE WHEN PERFORMING ANY WORK ACTIVITIES ADJACENT TO PAVEMENT, STRUCTURES, ETC. WHICH ARE TO REMAIN EITHER FOR AN INITIAL PHASE OF THE PROJECT OR AS PART OF THE FINAL CONDITION. CONTRACTOR IS RESPONSIBLE FOR TAKING ALL APPROPRIATE MEASURES REQUIRED TO ENSURE THE STRUCTURAL STABILITY OF SIDEWALKS AND PAVEMENT, UTILITIES, BUILDINGS, AND INFRASTRUCTURE WHICH ARE TO REMAIN, AND TO PROVIDE A SAFE WORK AREA FOR THIRD PARTIES, PEDESTRIANS AND ANYONE INVOLVED WITH THE PROJECT. 15.THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY DAMAGE DONE TO ANY NEW OR EXISTING CONSTRUCTION OR PROPERTY DURING THE COURSE OF CONSTRUCTION, INCLUDING BUT NOT LIMITED TO DRAINAGE, UTILITIES, PAVEMENT, STRIPING, CURB, ETC. AND SHALL BEAR ALL COSTS ASSOCIATED WITH SAME TO INCLUDE, BUT NOT BE LIMITED TO, REDESIGN, RE-SURVEY, RE-PERMITTING AND CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR AND MUST REPLACE ALL SIGNAL INTERCONNECTION CABLE, WIRING CONDUITS, AND ANY UNDERGROUND ACCESSORY EQUIPMENT DAMAGED DURING CONSTRUCTION AND MUST BEAR ALL COSTS ASSOCIATED WITH SAME. THE REPAIR OF ANY SUCH NEW OR EXISTING CONSTRUCTION OR PROPERTY MUST RESTORE SUCH CONSTRUCTION OR PROPERTY TO A CONDITION EQUIVALENT TO OR BETTER THAN THE CONDITIONS PRIOR TO COMMENCEMENT OF THE CONSTRUCTION, AND IN CONFORMANCE WITH APPLICABLE CODES, LAWS RULES, REGULATIONS, STATUTORY REQUIREMENTS AND STATUTES. CONTRACTOR MUST BEAR ALL COSTS ASSOCIATED WITH SAME. CONTRACTOR IS RESPONSIBLE TO DOCUMENT ALL EXISTING DAMAGE AND TO NOTIFY THE OWNER AND THE CONSTRUCTION MANAGER PRIOR TO THE START OF CONSTRUCTION. 16.ALL CONCRETE MUST BE AIR ENTRAINED AND HAVE THE MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS UNLESS OTHERWISE NOTED ON THE PLANS, DETAILS AND/OR GEOTECHNICAL REPORT. 17.THE ENGINEER IS NOT RESPONSIBLE FOR CONSTRUCTION METHODS, MEANS, TECHNIQUES OR PROCEDURES, GENERALLY OR FOR THE CONSTRUCTION MEAN, METHODS, TECHNIQUES OR PROCEDURES FOR COMPLETION OF THE WORK DEPICTED BOTH ON THESE PLANS, AND FOR ANY CONFLICTS/SCOPE REVISIONS WHICH RESULT FROM SAME. CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE METHODS/MEANS FOR COMPLETION OF THE WORK PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. 18.THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR JOB SITE SAFETY. THE ENGINEER OF RECORD HAS NOT BEEN RETAINED TO PERFORM OR BE RESPONSIBLE FOR JOB SITE SAFETY, SAME BEING WHOLLY OUTSIDE OF ENGINEER'S SERVICES AS RELATED TO THE PROJECT. THE ENGINEER OF RECORD IS NOT RESPONSIBLE TO IDENTIFY OR REPORT ANY JOB SITE SAFETY ISSUES, AT ANY TIME. 19.ALL CONTRACTORS MUST CARRY THE SPECIFIED STATUTORY WORKER'S COMPENSATION INSURANCE, EMPLOYER'S LIABILITY INSURANCE AND LIMITS OF COMMERCIAL GENERAL LIABILITY INSURANCE (CGL). ALL CONTRACTORS MUST HAVE THEIR CGL POLICIES ENDORSED TO NAME BOHLER ENGINEERING, AND ITS PAST, PRESENT AND FUTURE OWNERS, OFFICERS, DIRECTORS, PARTNERS, SHAREHOLDERS, MEMBERS, PRINCIPALS, COMMISSIONERS, AGENTS, SERVANTS, EMPLOYEES, AFFILIATES, SUBSIDIARIES, AND RELATED ENTITIES, AND ITS SUBCONTRACTORS AND SUBCONSULTANTS AS ADDITIONAL NAMED INSURED AND TO PROVIDE CONTRACTUAL LIABILITY COVERAGE SUFFICIENT TO INSURE THIS HOLD HARMLESS AND INDEMNITY OBLIGATIONS ASSUMED BY THE CONTRACTORS. ALL CONTRACTORS MUST FURNISH BOHLER ENGINEERING WITH CERTIFICATIONS OF INSURANCE AS EVIDENCE OF THE REQUIRED INSURANCE PRIOR TO COMMENCING WORK AND UPON RENEWAL OF EACH POLICY DURING THE ENTIRE PERIOD OF CONSTRUCTION AND FOR ONE YEAR AFTER THE COMPLETION OF CONSTRUCTION. IN ADDITION, ALL CONTRACTORS WILL, TO THE FULLEST EXTENT PERMITTED UNDER THE LAW, INDEMNIFY, DEFEND AND HOLD HARMLESS BOHLER ENGINEERING AND ITS PAST, PRESENT AND FUTURE OWNERS, OFFICERS, DIRECTORS, PARTNERS, SHAREHOLDERS, MEMBERS, PRINCIPALS, COMMISSIONERS, AGENTS, SERVANTS, EMPLOYEES, AFFILIATES, SUBSIDIARIES, AND RELATED ENTITIES, AND ITS SUBCONTRACTORS AND SUBCONSULTANTS FROM AND AGAINST ANY DAMAGES, INJURIES, CLAIMS, ACTIONS, PENALTIES, EXPENSES, PUNITIVE DAMAGES, TORT DAMAGES, STATUTORY CLAIMS, STATUTORY CAUSES OF ACTION, LOSSES, CAUSES OF ACTION, LIABILITIES OR COSTS, INCLUDING, BUT NOT LIMITED TO, REASONABLE ATTORNEYS' FEES AND DEFENSE COSTS, ARISING OUT OF OR IN ANY WAY CONNECTED WITH OR TO THE PROJECT, INCLUDING ALL CLAIMS BY EMPLOYEES OF THE CONTRACTORS, ALL CLAIMS BY THIRD PARTIES AND ALL CLAIMS RELATED TO THE PROJECT. CONTRACTOR MUST NOTIFY ENGINEER, IN WRITING, AT LEAST THIRTY (30) DAYS PRIOR TO ANY TERMINATION, SUSPENSION OR CHANGE OF ITS INSURANCE HEREUNDER. 20.BOHLER ENGINEERING WILL REVIEW OR TAKE OTHER APPROPRIATE ACTION ON THE CONTRACTOR SUBMITTALS, SUCH AS SHOP DRAWINGS, PRODUCT DATA, SAMPLES, AND OTHER DATA, WHICH THE CONTRACTOR IS REQUIRED TO SUBMIT, BUT ONLY FOR THE LIMITED PURPOSE OF CHECKING FOR CONFORMANCE WITH THE DESIGN INTENT AND THE INFORMATION SHOWN IN THE CONSTRUCTION CONTRACT DOCUMENTS. CONSTRUCTION MEANS AND/OR METHODS AND/OR TECHNIQUES OR PROCEDURES, COORDINATION OF THE WORK WITH OTHER TRADES, AND CONSTRUCTION SAFETY PRECAUTIONS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND BOHLER HAS NO RESPONSIBILITY OR LIABILITY FOR SAME HEREUNDER. BOHLER ENGINEERING'S SHOP DRAWING REVIEW WILL BE CONDUCTED WITH REASONABLE PROMPTNESS WHILE ALLOWING SUFFICIENT TIME TO PERMIT ADEQUATE REVIEW. REVIEW OF A SPECIFIC ITEM MUST NOT INDICATE THAT BOHLER ENGINEERING HAS REVIEWED THE ENTIRE ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. BOHLER ENGINEERING WILL NOT BE RESPONSIBLE FOR ANY DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS NOT PROMPTLY AND IMMEDIATELY BROUGHT TO ITS ATTENTION, IN WRITING, BY THE CONTRACTOR. BOHLER ENGINEERING WILL NOT BE REQUIRED TO REVIEW PARTIAL SUBMISSIONS OR THOSE FOR WHICH SUBMISSIONS OF CORRELATED ITEMS HAVE NOT BEEN RECEIVED. 21.NEITHER THE PROFESSIONAL ACTIVITIES OF BOHLER ENGINEERING, NOR THE PRESENCE OF BOHLER ENGINEERING AND/OR ITS PAST, PRESENT AND FUTURE OWNERS, OFFICERS, DIRECTORS, PARTNERS, SHAREHOLDERS, MEMBERS, PRINCIPALS, COMMISSIONERS, AGENTS, SERVANTS, EMPLOYEES, AFFILIATES, SUBSIDIARIES, AND RELATED ENTITIES, AND ITS SUBCONTRACTORS AND SUBCONSULTANTS AT A CONSTRUCTION/PROJECT SITE, SHALL RELIEVE THE GENERAL CONTRACTOR OF ITS OBLIGATIONS, DUTIES AND RESPONSIBILITIES INCLUDING, BUT NOT LIMITED TO, CONSTRUCTION MEANS, METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING, OVERSEEING, SUPERINTENDING AND COORDINATING THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND COMPLIANCE ANY HEALTH OR SAFETY PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES WITH JURISDICTION OVER THE PROJECT AND/OR PROPERTY. BOHLER ENGINEERING AND ITS PERSONNEL HAVE NO AUTHORITY TO EXERCISE ANY CONTROL OVER ANY CONSTRUCTION CONTRACTOR OR ITS EMPLOYEES IN CONNECTION WITH THEIR WORK OR ANY HEALTH OR SAFETY PROGRAMS OR PROCEDURES. THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY. BOHLER ENGINEERING SHALL BE INDEMNIFIED BY THE GENERAL CONTRACTOR AND MUST BE NAMED AN ADDITIONAL INSURED UNDER THE GENERAL CONTRACTOR'S POLICIES OF GENERAL LIABILITY INSURANCE AS DESCRIBED ABOVE IN NOTE 19 FOR JOB SITE SAFETY. 22.IF THE CONTRACTOR DEVIATES FROM THE PLANS AND SPECIFICATIONS, INCLUDING THE NOTES CONTAINED HEREIN, WITHOUT FIRST OBTAINING THE PRIOR WRITTEN AUTHORIZATION OF THE ENGINEER FOR SUCH DEVIATIONS, THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PAYMENT OF ALL COSTS INCURRED IN CORRECTING ANY WORK DONE WHICH DEVIATES FROM THE PLANS, ALL FINES AND/OR PENALTIES ASSESSED WITH RESPECT THERETO AND ALL COMPENSATORY OR PUNITIVE DAMAGES RESULTING THEREFROM AND, FURTHER, SHALL DEFEND, INDEMNIFY AND HOLD HARMLESS THE ENGINEER, TO THE FULLEST EXTENT PERMITTED UNDER THE LAW, IN ACCORDANCE WITH PARAGRAPH 19 HEREIN, FOR AND FROM ALL FEES, ATTORNEYS' FEES, DAMAGES, COSTS, JUDGMENTS, PENALTIES AND THE LIKE RELATED TO SAME. 23.CONTRACTOR IS RESPONSIBLE FOR MAINTENANCE AND PROTECTION OF TRAFFIC PLAN FOR ALL WORK THAT AFFECTS PUBLIC TRAVEL EITHER IN THE R.O.W. OR ON SITE. THE COST FOR THIS ITEM MUST BE INCLUDED IN THE CONTRACTOR'S PRICE. CONTRACTOR SHALL SUBMIT A MOP PLAN TO SEAN REILLY, PBC TRAFFIC DIVISION AT LEAST 2 WEEKS PRIOR TO STARTING CONSTRUCTION WITHIN JOG ROAD RIGHT-OF-WAY. 24.ALL SIGNING AND PAVEMENT STRIPING MUST CONFORM TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES OR LOCALLY APPROVED SUPPLEMENT. 25.ENGINEER IS NOT RESPONSIBLE FOR ANY INJURY OR DAMAGES RESULTING FROM CONTRACTOR'S FAILURE TO BUILD OR CONSTRUCT IN STRICT ACCORDANCE WITH THE APPROVED PLANS. IF CONTRACTOR AND/OR OWNER FAIL BUILD OR CONSTRUCT IN STRICT ACCORDANCE WITH APPROVED PLANS, THEY AGREE TO JOINTLY AND SEVERALLY INDEMNIFY AND HOLD ENGINEER HARMLESS FOR ALL INJURIES AND DAMAGES THAT ENGINEER SUFFERS AND COSTS THAT ENGINEER INCURS. 26.OWNER MUST MAINTAIN AND PRESERVE ALL PHYSICAL SITE FEATURES AND DESIGN FEATURES DEPICTED ON THE PLANS AND RELATED DOCUMENTS, IN STRICT ACCORDANCE WITH THE APPROVED PLAN(S) AND DESIGN AND, FURTHER ENGINEER IS NOT RESPONSIBLE FOR ANY FAILURE TO SO MAINTAIN OR PRESERVE SITE AND/OR DESIGN FEATURES. IF OWNER FAILS TO MAINTAIN AND/OR PRESERVE ALL PHYSICAL SITE FEATURES AND/OR DESIGN FEATURES DEPICTED ON THE PLANS AND RELATED DOCUMENTS, OWNER AGREES TO INDEMNIFY AND HOLD ENGINEER HARMLESS FOR ALL INJURIES AND DAMAGES THAT ENGINEER SUFFERS AND COSTS THAT ENGINEER INCURS AS A RESULT OF SAID FAILURE. 27.ALL DIMENSIONS MUST BE TO FACE OF CURB, EDGE OF PAVEMENT, OR EDGE OF BUILDING, UNLESS NOTED OTHERWISE. 28.ALL CONSTRUCTION AND MATERIALS MUST COMPLY WITH AND CONFORM TO APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS, LAWS, ORDINANCES, RULES AND CODES, AND ALL APPLICABLE OSHA REQUIREMENTS. 29.CONTRACTOR AND OWNER MUST INSTALL ALL ELEMENTS AND COMPONENTS IN STRICT COMPLIANCE WITH AND ACCORDANCE WITH MANUFACTURER'S STANDARDS AND RECOMMENDED INSTALLATION CRITERIA AND SPECIFICATIONS. IF CONTRACTOR AND/OR OWNER FAIL TO DO SO, THEY AGREE TO JOINTLY AND SEVERALLY INDEMNIFY AND HOLD ENGINEER HARMLESS FOR ALL INJURIES AND DAMAGES THAT ENGINEER SUFFERS AND COSTS THAT ENGINEER INCURS AS A RESULT OF SAID FAILURE. 30.CONTRACTOR IS RESPONSIBLE TO MAINTAIN ON-SITE STORMWATER POLLUTION PREVENTION PLAN (SWPPP) IN COMPLIANCE WITH EPA REQUIREMENTS FOR SITES WHERE ONE (1) ACRE OR MORE (UNLESS THE LOCAL JURISDICTION REQUIRES FEWER) IS DISTURBED BY CONSTRUCTION ACTIVITIES. CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ALL ACTIVITIES, INCLUDING THOSE OF SUBCONTRACTORS, ARE IN COMPLIANCE WITH THE SWPPP, INCLUDING BUT NOT LIMITED TO LOGGING ACTIVITIES (MINIMUM ONCE PER WEEK AND AFTER RAINFALL EVENTS) AND CORRECTIVE MEASURES, AS APPROPRIATE. 31.AS CONTAINED IN THESE DRAWINGS AND ASSOCIATED APPLICATION DOCUMENTS PREPARED BY THE SIGNATORY PROFESSIONAL ENGINEER, THE USE OF THE WORDS CERTIFY OR CERTIFICATION CONSTITUTES AN EXPRESSION OF “PROFESSIONAL OPINION” REGARDING THE INFORMATION WHICH IS THE SUBJECT OF THE UNDERSIGNED PROFESSIONAL KNOWLEDGE OR BELIEF AND IN ACCORDANCE WITH COMMON ACCEPTED PROCEDURE CONSISTENT WITH THE APPLICABLE STANDARDS OF PRACTICE, AND DOES NOT CONSTITUTE A WARRANTY OR GUARANTEE, EITHER EXPRESSED OR IMPLIED. GENERAL DEMOLITION NOTES: 1.THIS PLAN REFERENCES DOCUMENTS AND INFORMATION BY: SURVEY - "ALTA/NSPS LAND TITLE SURVEY / PLAT OF BOUNDARY AND TOPOGRAPHIC SURVEY" PREPARED BY FARNER BARLEY & ASSOCIATES, INC. DATED 08/14/2018. 2.CONTRACTOR SHALL PERFORM ALL WORK IN ACCORDANCE WITH THE REQUIREMENTS OF THE OCCUPATIONAL SAFETY AND HEALTH ACT OF 1970, (29 U.S.C. 651 et seq.), AS AMENDED AND ANY MODIFICATIONS, AMENDMENTS OR REVISIONS TO SAME. 3.BOHLER ENGINEERING HAS NO CONTRACTUAL, LEGAL, OR OTHER RESPONSIBILITY FOR JOB SITE SAFETY OR JOB SITE SUPERVISION, OR ANYTHING RELATED TO SAME. 4.THE DEMOLITION PLAN IS INTENDED TO PROVIDE GENERAL INFORMATION, ONLY, REGARDING ITEMS TO BE DEMOLISHED AND/OR REMOVED. THE CONTRACTOR MUST ALSO REVIEW THE OTHER SITE PLAN DRAWINGS AND INCLUDE IN DEMOLITION ACTIVITIES ALL INCIDENTAL WORK NECESSARY FOR THE CONSTRUCTION OF THE NEW SITE IMPROVEMENTS. 5.CONTRACTOR MUST RAISE ANY QUESTIONS CONCERNING THE ACCURACY OR INTENT OF THESE PLANS OR SPECIFICATIONS, CONCERNS REGARDING THE APPLICABLE SAFETY STANDARDS, OR THE SAFETY OF THE CONTRACTOR OR THIRD PARTIES IN PERFORMING THE WORK ON THIS PROJECT, WITH BOHLER ENGINEERING, IN WRITING, AND RESPONDED TO BY BOHLER, IN WRITING, PRIOR TO THE INITIATION OF ANY SITE ACTIVITY AND ANY DEMOLITION ACTIVITY. ALL DEMOLITION ACTIVITIES MUST BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF THESE PLANS AND SPECIFICATIONS AND ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS, RULES, REQUIREMENTS, STATUTES, ORDINANCES AND CODES. 6.PRIOR TO STARTING ANY DEMOLITION, CONTRACTOR IS RESPONSIBLE FOR/TO: A.OBTAINING ALL REQUIRED PERMITS AND MAINTAINING THE SAME ON SITE FOR REVIEW BY THE ENGINEER AND OTHER PUBLIC AGENCIES HAVING JURISDICTION THROUGHOUT THE DURATION OF THE PROJECT, SITE WORK AND DEMOLITION WORK. LIGHTING NOTES: 1.THIS LIGHTING PLAN DEPICTS PROPOSED SUSTAINED ILLUMINATION LEVELS CALCULATED USING DATA PROVIDED BY THE NOTED MANUFACTURER(S). ACTUAL SUSTAINED SITE ILLUMINATION LEVELS AND PERFORMANCE OF LUMINAIRES MAY VARY DUE TO VARIATIONS IN WEATHER, ELECTRICAL VOLTAGE, TOLERANCE IN LAMPS, THE SERVICE LIFE OF EQUIPMENT AND LUMINAIRES AND OTHER RELATED VARIABLE FIELD CONDITIONS. 2.THE LIGHT LOSS FACTORS USED IN THESE LIGHTING CALCULATIONS ARE 0.90 FOR ALL LED LUMINAIRES, 0.80 FOR ALL HIGH PRESSURE SODIUM LUMINAIRES OR 0.72 FOR ALL METAL HALIDE LUMINAIRES UNLESS OTHERWISE SPECIFIED. THESE FACTORS ARE INDICATIVE OF TYPICAL LIGHTING INDUSTRY MODELING STANDARDS. 3.THE LIGHTING VALUES AND CALCULATION POINTS DEPICTED ON THIS PLAN ARE ALL ANALYZED ON A HORIZONTAL GEOMETRIC PLANE AT ELEVATION ZERO (GROUND LEVEL) UNLESS OTHERWISE NOTED. THE VALUES DEPICTED ON THIS PLAN ARE IN FOOTCANDLES. 4.THE LUMINAIRES, LAMPS AND LENSES MUST BE REGULARLY INSPECTED/MAINTAINED TO ENSURE THAT THEY FUNCTION PROPERLY. THIS WORK SHOULD INCLUDE, BUT NOT BE LIMITED TO, FREQUENT VISUAL INSPECTIONS, CLEANING OF LENSES, AND RELAMPING (IF NECESSARY) AT LEAST ONCE EVERY SIX (6) MONTHS. FAILURE TO FOLLOW THE ABOVE STEPS COULD CAUSE THE LUMINARIES, LAMPS AND LENSES TO FAIL PROPERLY TO FUNCTION. 5.WHERE APPLICABLE, THE EXISTING CONDITION LIGHT LEVELS ILLUSTRATED ARE REPRESENTATIVE OF AN APPROXIMATION UTILIZING LABORATORY DATA FOR SIMILAR FIXTURES, UNLESS ACTUAL FIELD MEASUREMENTS ARE TAKEN WITH A LIGHT METER AND ARE, CONSEQUENTLY, APPROXIMATIONS ONLY. DUE TO FACTORS SUCH AS FIXTURE MAINTENANCE, EQUIPMENT TOLERANCES, WEATHER CONDITIONS, ETC, ACTUAL LIGHT LEVELS MAY DIFFER. EXISTING LIGHT LEVELS DEPICTED ON THIS PLAN SHOULD BE CONSIDERED APPROXIMATE. 6.THIS LIGHTING PLAN IS INTENDED TO SHOW THE LOCATIONS AND TYPE OF LUMINAIRES, ONLY. POWER SYSTEM, CONDUITS, WIRING, VOLTAGES AND OTHER ELECTRICAL COMPONENTS ARE THE RESPONSIBILITY OF THE ARCHITECT, MEP AND/OR LIGHTING CONTRACTOR, AS INDICATED IN THE CONSTRUCTION CONTRACT DOCUMENTS. THESE ITEMS MUST BE INSTALLED AS REQUIRED BY STATE AND LOCAL REGULATIONS. CONTRACTOR IS RESPONSIBLE FOR INSTALLING LIGHTING FIXTURES AND APPURTENANCES IN ACCORDANCE WITH ALL APPLICABLE BUILDING AND ELECTRICAL CODES AND ALL OTHER APPLICABLE RULES, REGULATIONS, LAWS AND STATUTES. 7.CONTRACTOR MUST BRING TO DESIGNER'S ATTENTION, PRIOR TO THE COMMENCEMENT OF CONSTRUCTION, ANY LIGHT LOCATIONS THAT CONFLICT WITH DRAINAGE, UTILITIES, OR OTHER STRUCTURES. 8.IT IS LIGHTING CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE PROJECT ARCHITECT OR OWNER REGARDING THE POWER SOURCE(S) FROM WITHIN THE BUILDING, AND TIMING DEVICES NECESSARY TO MEET THE DESIGN INTENT. 9.THE LIGHTING CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE CONTRACTOR REQUIREMENTS INDICATED IN THE SITE PLAN, INCLUDING BUT NOT LIMITED TO, GENERAL NOTES, GRADING AND UTILITY NOTES, SITE SAFETY, AND ALL GOVERNMENTAL RULES, LAWS, ORDINANCES, REGULATIONS AND THE LIKE. 10.THE CONTRACTOR MUST VERIFY THAT INSTALLATION OF LIGHTING FIXTURES COMPLIES WITH THE REQUIREMENTS FOR SEPARATION FROM OVERHEAD ELECTRICAL WIRES AS INDICATED IN THE HIGH VOLTAGE PROXIMITY REGULATIONS OF THE LOCAL GOVERNING AGENCY. 11.WHEN A BANK ATM IS INCLUDED IN THE PLAN, THE LIGHTING DESIGN REPRESENTS BOHLER'S UNDERSTANDING AND INTERPRETATION OF THE REGULATORY LIGHTING LEVELS INTENDED BY PUBLISHED STANDARDS. 12.UPON OWNER'S ACCEPTANCE OF THE COMPLETED PROJECT, THE OWNER SHALL BE RESPONSIBLE FOR ALL MAINTENANCE, SERVICING, REPAIR AND INSPECTION OF THE LIGHTING SYSTEM AND ALL OF ITS COMPONENTS AND RELATED SYSTEMS, TO ENSURE ADEQUATE LIGHTING LEVELS ARE PRESENT AND FUNCTIONING AT ALL TIMES. ADA INSTRUCTIONS TO CONTRACTOR CONTRACTORS MUST EXERCISE APPROPRIATE CARE AND PRECISION IN CONSTRUCTION OF ADA (HANDICAP) ACCESSIBLE COMPONENTS AND ACCESS ROUTES FOR THE SITE. THESE COMPONENTS, AS CONSTRUCTED, MUST COMPLY WITH THE CURRENT ADA STANDARDS AND REGULATIONS' BARRIER FREE ACCESS AND ANY MODIFICATIONS, REVISIONS OR UPDATES TO SAME. FINISHED SURFACES ALONG THE ACCESSIBLE ROUTE OF TRAVEL FROM PARKING SPACE, PUBLIC TRANSPORTATION, PEDESTRIAN ACCESS, INTER-BUILDING ACCESS, TO POINTS OF ACCESSIBLE BUILDING ENTRANCE/EXIT, MUST COMPLY WITH THESE ADA CODE REQUIREMENTS. THESE INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING: ·PARKING SPACES AND PARKING AISLES - SLOPE SHALL NOT EXCEED 1:50 (1/4” PER FOOT OR NOMINALLY 2.0%) IN ANY DIRECTION. ·CURB RAMPS - SLOPE MUST NOT EXCEED 1:12 (8.3%) FOR A MAXIMUM OF SIX (6) FEET. ·LANDINGS - MUST BE PROVIDED AT EACH END OF RAMPS, MUST PROVIDE POSITIVE DRAINAGE, AND MUST NOT EXCEED 1:50 (1/4” PER FOOT OR NOMINALLY 2.0%) IN ANY DIRECTION. ·PATH OF TRAVEL ALONG ACCESSIBLE ROUTE - MUST PROVIDE A 36-INCH OR GREATER UNOBSTRUCTED WIDTH OF TRAVEL (CAR OVERHANGS AND/OR HANDRAILS CANNOT REDUCE THIS MINIMUM WIDTH). THE SLOPE MUST BE NO GREATER THAN 1:20 (5.0%) IN THE DIRECTION OF TRAVEL, AND MUST NOT EXCEED 1:50 (1/4” PER FOOT OR NOMINALLY 2.0%) IN CROSS SLOPE. WHERE PATH OF TRAVEL WILL BE GREATER THAN 1:30 (5.0%), ADA RAMP MUST BE ADHERED TO. A MAXIMUM SLOPE OF 1:12 (8.3%), FOR A MAXIMUM RISE OF 2.5 FEET, MUST BE PROVIDED. THE RAMP MUST HAVE ADA HAND RAILS AND “LEVEL” LANDINGS ON EACH END THAT ARE CROSS SLOPED NO MORE THAN 1:50 IN ANY DIRECTION (1/4” PER FOOT OR NOMINALLY 2.0%) FOR POSITIVE DRAINAGE. ·DOORWAYS - MUST HAVE A “LEVEL” LANDING AREA ON THE EXTERIOR SIDE OF THE DOOR THAT IS SLOPED AWAY FROM THE DOOR NO MORE THAN 1:50 (1/4” PER FOOT OR NOMINALLY 2.0%) FOR POSITIVE DRAINAGE. THIS LANDING AREA MUST BE NO LESS THAN 60 INCHES (5 FEET) LONG, EXCEPT WHERE OTHERWISE PERMITTED BY ADA STANDARDS FOR ALTERNATIVE DOORWAY OPENING CONDITIONS. (SEE ICC/ANSI A117.1-2003 AND OTHER REFERENCED INCORPORATED BY COD.) ·WHEN THE PROPOSED CONSTRUCTION INVOLVES RECONSTRUCTION, MODIFICATION, REVISION OR EXTENSION OF OR TO ADA COMPONENTS FROM EXISTING DOORWAYS OR SURFACES, CONTRACTOR MUST VERIFY EXISTING ELEVATIONS SHOWN ON THE PLAN. NOTE THAT TABLE 405.2 OF THE DEPARTMENT OF JUSTICE'S ADA STANDARDS FOR ACCESSIBLE DESIGN ALLOWS FOR STEEPER RAMP SLOPES, IN RARE CIRCUMSTANCES. THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE DESIGN ENGINEER OF ANY DISCREPANCIES AND/OR FIELD CONDITIONS THAT DIFFER IN ANY WAY OR ANY RESPECT FROM WHAT IS SHOWN ON THE PLANS, IN WRITING, BEFORE COMMENCEMENT OF WORK. CONSTRUCTED IMPROVEMENTS MUST FALL WITHIN THE MAXIMUM AND MINIMUM LIMITATIONS IMPOSED BY THE BARRIER FREE REGULATIONS AND THE ADA REQUIREMENTS. ·THE CONTRACTOR MUST VERIFY THE SLOPES OF CONTRACTOR'S FORMS PRIOR TO POURING CONCRETE. IF ANY NON-CONFORMANCE IS OBSERVED OR EXISTS, CONTRACTOR MUST IMMEDIATELY NOTIFY THE ENGINEER PRIOR TO POURING CONCRETE. CONTRACTOR IS RESPONSIBLE FOR ALL COSTS TO REMOVE, REPAIR AND REPLACE NON-CONFORMING CONCRETE. IT IS STRONGLY RECOMMENDED THAT THE CONTRACTOR REVIEW THE INTENDED CONSTRUCTION WITH THE LOCAL BUILDING CODE PRIOR TO COMMENCEMENT OF CONSTRUCTION. GENERAL GRADING & UTILITY NOTES 1.LOCATIONS OF ALL EXISTING AND PROPOSED SERVICES ARE APPROXIMATE AND MUST BE INDEPENDENTLY CONFIRMED WITH LOCAL UTILITY COMPANIES PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION OR EXCAVATION. SANITARY SEWER AND ALL OTHER UTILITY SERVICE CONNECTION POINTS MUST BE INDEPENDENTLY CONFIRMED BY THE CONTRACTOR IN THE FIELD PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. ALL DISCREPANCIES MUST IMMEDIATELY BE REPORTED, IN WRITING, TO THE ENGINEER. CONSTRUCTION MUST COMMENCE BEGINNING AT THE LOWEST INVERT (POINT OF CONNECTION) AND PROGRESS UP GRADIENT. PROPOSED INTERFACE POINTS (CROSSINGS) WITH EXISTING UNDERGROUND UTILITIES SHALL BE FIELD VERIFIED BY TEST PIT PRIOR TO COMMENCEMENT OF CONSTRUCTION. 2. 3.CONTRACTOR MUST VERTICALLY AND HORIZONTALLY LOCATE ALL UTILITIES AND SERVICES INCLUDING, BUT NOT LIMITED TO, GAS, WATER, ELECTRIC, SANITARY AND STORM SEWER, TELEPHONE, CABLE, FIBER OPTIC CABLE, ETC. WITHIN THE LIMITS OF DISTURBANCE OR WORK SPACE, WHICHEVER IS GREATER. THE CONTRACTOR MUST USE, REFER TO, AND COMPLY WITH THE REQUIREMENTS OF THE APPLICABLE UTILITY NOTIFICATION SYSTEM TO LOCATE ALL THE UNDERGROUND UTILITIES. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ALL DAMAGE TO ANY EXISTING UTILITIES DURING CONSTRUCTION, AT NO COST TO THE OWNER. CONTRACTOR SHALL BEAR ALL COSTS ASSOCIATED WITH DAMAGE TO ANY EXISTING UTILITIES DURING CONSTRUCTION. 4.IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL CONSTRUCTION CONTRACT DOCUMENTS INCLUDING, BUT NOT LIMITED TO, ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE PRIOR TO THE INITIATION AND COMMENCEMENT OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT AND/OR DISCREPANCY BETWEEN THE DOCUMENTS RELATIVE TO THE SPECIFICATIONS OR THE RELATIVE OR APPLICABLE CODES, REGULATIONS, LAWS, RULES, STATUTES AND/OR ORDINANCES, IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD, IN WRITING, OF SAID CONFLICT AND/OR DISCREPANCY PRIOR TO THE START OF CONSTRUCTION. CONTRACTOR'S FAILURE TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE CONTRACTOR'S FULL AND COMPLETE ACCEPTANCE OF ALL RESPONSIBILITY TO COMPLETE THE SCOPE OF WORK AS DEFINED BY THE DRAWINGS AND IN FULL COMPLIANCE WITH ALL FEDERAL, STATE AND LOCAL REGULATIONS, LAWS, STATUTES, ORDINANCES AND CODES AND, FURTHER, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH SAME. 5.THE CONTRACTOR MUST LOCATE AND CLEARLY AND UNAMBIGUOUSLY DEFINE VERTICALLY AND HORIZONTALLY ALL ACTIVE AND INACTIVE UTILITY AND/OR SERVICE SYSTEMS THAT ARE TO BE REMOVED. THE CONTRACTOR IS RESPONSIBLE TO PROTECT AND MAINTAIN ALL ACTIVE AND INACTIVE SYSTEMS THAT ARE NOT BEING REMOVED/RELOCATED DURING SITE ACTIVITY. 6.THE CONTRACTOR MUST FAMILIARIZE ITSELF WITH THE APPLICABLE UTILITY SERVICE PROVIDER REQUIREMENTS AND IS RESPONSIBLE FOR ALL COORDINATION REGARDING UTILITY DEMOLITION AS IDENTIFIED OR REQUIRED FOR THE PROJECT. THE CONTRACTOR MUST PROVIDE THE OWNER WITH WRITTEN NOTIFICATION THAT THE EXISTING UTILITIES AND SERVICES HAVE BEEN TERMINATED AND ABANDONED IN ACCORDANCE WITH THE JURISDICTION AND UTILITY COMPANY REQUIREMENTS AND ALL OTHER APPLICABLE REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES. 7.THE CONTRACTOR MUST INSTALL ALL STORM SEWER AND SANITARY SEWER COMPONENTS WHICH FUNCTION BY GRAVITY PRIOR TO THE INSTALLATION OF ALL OTHER UTILITIES. 8.CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF SITE PLAN DOCUMENTS AND ARCHITECTURAL DESIGN FOR EXACT BUILDING UTILITY CONNECTION LOCATIONS, GREASE TRAP REQUIREMENTS/DETAILS, DOOR ACCESS, AND EXTERIOR GRADING. THE ARCHITECT WILL DETERMINE THE UTILITY SERVICE SIZES. THE CONTRACTOR MUST COORDINATE INSTALLATION OF UTILITIES/SERVICES WITH THE INDIVIDUAL COMPANIES, TO AVOID CONFLICTS AND TO ENSURE THAT PROPER DEPTHS ARE ACHIEVED. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT INSTALLATION OF ALL IMPROVEMENTS COMPLIES WITH ALL UTILITY REQUIREMENTS WITH JURISDICTION AND/OR CONTROL OF THE SITE, AND ALL OTHER APPLICABLE REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES AND, FURTHER, IS RESPONSIBLE FOR COORDINATING THE UTILITY TIE-INS/CONNECTIONS PRIOR TO CONNECTING TO THE EXISTING UTILITY/SERVICE. WHERE A CONFLICT(S) EXISTS BETWEEN THESE SITE PLANS AND THE ARCHITECTURAL PLANS, OR WHERE ARCHITECTURAL PLAN UTILITY CONNECTION POINTS DIFFER, THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ENGINEER, IN WRITING, AND PRIOR TO CONSTRUCTION, RESOLVE SAME. 9.WATER SERVICE MATERIALS, BURIAL DEPTH, AND COVER REQUIREMENTS MUST BE SPECIFIED BY THE LOCAL UTILITY COMPANY. CONTRACTOR'S PRICE FOR WATER SERVICE MUST INCLUDE ALL FEES, COSTS AND APPURTENANCES REQUIRED BY THE UTILITY TO PROVIDE FULL AND COMPLETE WORKING SERVICE. CONTRACTOR MUST CONTACT THE APPLICABLE MUNICIPALITY TO CONFIRM THE PROPER WATER METER AND VAULT, PRIOR TO COMMENCING CONSTRUCTION. 10.ALL NEW UTILITIES/SERVICES, INCLUDING ELECTRIC, TELEPHONE, CABLE TV, ETC. ARE TO BE INSTALLED UNDERGROUND. ALL NEW UTILITIES/SERVICES MUST BE INSTALLED IN ACCORDANCE WITH THE UTILITY/SERVICE PROVIDER INSTALLATION SPECIFICATIONS AND STANDARDS. 11.SITE GRADING MUST BE PERFORMED IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS AND THE RECOMMENDATIONS SET FORTH IN THE GEOTECHNICAL REPORT REFERENCED IN THIS PLAN SET. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING AND REPLACING UNSUITABLE MATERIALS WITH SUITABLE MATERIALS AS SPECIFIED IN THE GEOTECHNICAL REPORT. ALL EXCAVATED OR FILLED AREAS MUST BE COMPACTED AS OUTLINED IN THE GEOTECHNICAL REPORT. MOISTURE CONTENT AT TIME OF PLACEMENT MUST BE SUBMITTED IN A COMPACTION REPORT PREPARED BY A QUALIFIED GEOTECHNICAL ENGINEER, REGISTERED WITH THE STATE WHERE THE WORK IS PERFORMED, VERIFYING THAT ALL FILLED AREAS AND SUBGRADE AREAS WITHIN THE BUILDING PAD AREA AND AREAS TO BE PAVED HAVE BEEN COMPACTED IN ACCORDANCE WITH THESE PLANS, SPECIFICATIONS AND THE RECOMMENDATIONS SET FORTH IN THE GEOTECHNICAL REPORT AND ALL APPLICABLE REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES. SUBBASE MATERIAL FOR SIDEWALKS, CURB, OR ASPHALT MUST BE FREE OF ORGANICS AND OTHER UNSUITABLE MATERIALS. SHOULD SUBBASE BE DEEMED UNSUITABLE BY OWNER/DEVELOPER, OR OWNER/DEVELOPER'S REPRESENTATIVE, SUBBASE IS TO BE REMOVED AND FILLED WITH APPROVED FILL MATERIAL COMPACTED AS DIRECTED BY THE GEOTECHNICAL REPORT. EARTHWORK ACTIVITIES INCLUDING, BUT NOT LIMITED TO, EXCAVATION, BACKFILL, AND COMPACTING MUST COMPLY WITH THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT AND ALL APPLICABLE REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES. EARTHWORK ACTIVITIES MUST COMPLY WITH THE STANDARD STATE DOT SPECIFICATIONS FOR ROADWAY CONSTRUCTION (LATEST EDITION) AND ANY AMENDMENTS OR REVISIONS THERETO. 12.ALL FILL, COMPACTION, AND BACKFILL MATERIALS REQUIRED FOR UTILITY INSTALLATION MUST BE AS PER THE RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT AND MUST BE COORDINATED WITH THE APPLICABLE UTILITY COMPANY SPECIFICATIONS. WHEN THE PROJECT DOES NOT HAVE GEOTECHNICAL RECOMMENDATIONS, FILL AND COMPACTION MUST, AT A MINIMUM, COMPLY WITH THE STATE DOT REQUIREMENTS AND SPECIFICATIONS AND CONSULTANT SHALL HAVE NO LIABILITY OR RESPONSIBILITY FOR OR AS RELATED TO FILL, COMPACTION AND BACKFILL. FURTHER, CONTRACTOR IS FULLY RESPONSIBLE FOR EARTHWORK BALANCE. 13.THE CONTRACTOR MUST COMPLY, TO THE FULLEST EXTENT, WITH THE LATEST OSHA STANDARDS AND REGULATIONS, AND/OR ANY OTHER AGENCY WITH JURISDICTION FOR EXCAVATION AND TRENCHING PROCEDURES. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE “MEANS AND METHODS” REQUIRED TO MEET THE INTENT AND PERFORMANCE CRITERIA OF OSHA, AS WELL AS ANY OTHER ENTITY THAT HAS JURISDICTION FOR EXCAVATION AND/OR TRENCHING PROCEDURES AND CONSULTANT SHALL HAVE NO RESPONSIBILITY FOR OR AS RELATED FOR OR AS RELATED TO EXCAVATION AND TRENCHING PROCEDURES. 14.PAVEMENT MUST BE SAW CUT IN STRAIGHT LINES, AND EXCEPT FOR EDGE OF BUTT JOINTS, MUST EXTEND TO THE FULL DEPTH OF THE EXISTING PAVEMENT. ALL DEBRIS FROM REMOVAL OPERATIONS MUST BE REMOVED FROM THE SITE AT THE TIME OF EXCAVATION. STOCKPILING OF DEBRIS WILL NOT BE PERMITTED. 15.THE TOPS OF EXISTING MANHOLES, INLET STRUCTURES, AND SANITARY CLEANOUT TOPS MUST BE ADJUSTED, AS NECESSARY, TO MATCH PROPOSED GRADES IN ACCORDANCE WITH ALL APPLICABLE STANDARDS, REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES. 16.DURING THE INSTALLATION OF SANITARY SEWER, STORM SEWER, AND ALL UTILITIES, THE CONTRACTOR MUST MAINTAIN A CONTEMPORANEOUS AND THOROUGH RECORD OF CONSTRUCTION TO IDENTIFY THE AS-INSTALLED LOCATIONS OF ALL UNDERGROUND INFRASTRUCTURE. THE CONTRACTOR MUST CAREFULLY NOTE ANY INSTALLATIONS THAT DEVIATE FROM THE INFORMATION CONTAINED IN THE UTILITY PLAN. THIS RECORD MUST BE KEPT ON A CLEAN COPY OF THE SITE PLAN, WHICH CONTRACTOR MUST PROMPTLY PROVIDE TO THE OWNER AT THE COMPLETION OF WORK. 17.WHEN THE SITE IMPROVEMENT PLANS INVOLVE MULTIPLE BUILDINGS, SOME OF WHICH MAY BE BUILT AT A LATER DATE, THE CONTRACTOR MUST EXTEND ALL LINES, INCLUDING BUT NOT LIMITED TO STORM SEWER, SANITARY SEWER, UTILITIES, AND IRRIGATION LINE, TO A POINT AT LEAST FIVE (5) FEET BEYOND THE PAVED AREAS FOR WHICH THE CONTRACTOR IS RESPONSIBLE. CONTRACTOR MUST CAP ENDS AS APPROPRIATE, MARK LOCATIONS WITH A 2X4, AND MUST NOTE THE LOCATION OF ALL OF THE ABOVE ON A CLEAN COPY OF THE SITE PLAN, WHICH CONTRACTOR MUST PROMPTLY PROVIDE TO THE OWNER UPON COMPLETION OF THE WORK. 18.THE CONTRACTOR IS FULLY RESPONSIBLE FOR VERIFICATION OF EXISTING TOPOGRAPHIC INFORMATION AND UTILITY INVERT ELEVATIONS PRIOR TO COMMENCING ANY CONSTRUCTION. CONTRACTOR MUST CONFIRM AND ENSURE 0.75% MINIMUM SLOPE AGAINST ALL ISLANDS, GUTTERS, AND CURBS; 1.0% ON ALL CONCRETE SURFACES; AND 1.5% MINIMUM ON ASPHALT (EXCEPT WHERE ADA REQUIREMENTS LIMIT GRADES), TO PREVENT PONDING. CONTRACTOR MUST IMMEDIATELY IDENTIFY, IN WRITING TO THE ENGINEER, ANY DISCREPANCIES THAT MAY OR COULD AFFECT THE PUBLIC SAFETY, HEALTH OR GENERAL WELFARE, OR PROJECT COST. IF CONTRACTOR PROCEEDS WITH CONSTRUCTION WITHOUT PROVIDING PROPER NOTIFICATION, MUST BE AT THE CONTRACTOR'S OWN RISK AND, FURTHER, CONTRACTOR SHALL INDEMNIFY, DEFEND AND HOLD HARMLESS THE DESIGN ENGINEER FOR ANY DAMAGES, COSTS, INJURIES, ATTORNEY'S FEES AND THE LIKE WHICH RESULT FROM SAME. 19.PROPOSED TOP OF CURB ELEVATIONS ARE GENERALLY 6” ABOVE EXISTING LOCAL ASPHALT GRADE UNLESS OTHERWISE NOTED. FIELD ADJUST TO CREATE A MINIMUM OF .075% GUTTER GRADE ALONG CURB FACE. IT IS CONTRACTOR'S OBLIGATION TO ENSURE THAT DESIGN ENGINEER APPROVES FINAL CURBING CUT SHEETS PRIOR TO INSTALLATION OF SAME. 20.REFER TO SITE PLAN FOR ADDITIONAL NOTES. 21.IN THE EVENT OF DISCREPANCIES AND/OR CONFLICTS BETWEEN PLANS OR RELATIVE TO OTHER PLANS, THE SITE PLAN WILL TAKE PRECEDENCE AND CONTROL. CONTRACTOR MUST IMMEDIATELY NOTIFY THE DESIGN ENGINEER, IN WRITING, OF ANY DISCREPANCIES AND/OR CONFLICTS. 22.CONTRACTOR MUST REQUIRED TO SECURE ALL NECESSARY AND/OR REQUIRED PERMITS AND APPROVALS FOR ALL OFF SITE MATERIAL SOURCES AND DISPOSAL FACILITIES. CONTRACTOR MUST SUPPLY A COPY OF APPROVALS TO ENGINEER AND OWNER PRIOR TO INITIATING WORK ANY WORK. 23.WHERE RETAINING WALLS (WHETHER OR NOT THEY MEET THE JURISDICTIONAL DEFINITION) ARE IDENTIFIED ON PLANS, ELEVATIONS IDENTIFIED ARE FOR THE EXPOSED PORTION OF THE WALL. WALL FOOTINGS/FOUNDATION ELEVATIONS ARE NOT IDENTIFIED HEREIN AND ARE TO BE SET/DETERMINED BY THE CONTRACTOR BASED ON FINAL STRUCTURAL DESIGN SHOP DRAWINGS PREPARED BY THE APPROPRIATE PROFESSIONAL LICENSED IN THE STATE WHERE THE CONSTRUCTION OCCURS. 24.STORM DRAINAGE PIPE: UNLESS INDICATED OTHERWISE, ALL STORM SEWER PIPE MUST BE REINFORCED CONCRETE PIPE (RCP) CLASS III WITH SILT TIGHT JOINTS. WHEN HIGH-DENSITY POLYETHYLENE PIPE (HDPE) IS CALLED FOR ON THE PLANS, IT MUST CONFORM TO AASHTO M294 AND TYPE S (SMOOTH INTERIOR WITH ANGULAR CORRUGATIONS) WITH GASKET FOR SILT TIGHT JOINT. PVC PIPE FOR ROOF DRAIN CONNECTION MUST BE SDR 26 OR SCHEDULE 40 UNLESS INDICATED OTHERWISE. 25.SANITARY SEWER PIPE MUST BE POLYVINYL CHLORIDE (PVC) SDR 35 EXCEPT WHERE INDICATED OTHERWISE. SANITARY LATERAL MUST BE PVC SCHEDULE 40 OR PVC SDR 26 UNLESS INDICATED, IN WRITING, OTHERWISE. 26.STORM AND SANITARY SEWER PIPE LENGTHS INDICATED ARE NOMINAL AND MEASURED CENTER OF INLET AND/OR MANHOLES STRUCTURE TO CENTER OF STRUCTURE. 27.STORMWATER ROOF DRAIN LOCATIONS ARE BASED ON PRELIMINARY ARCHITECTURAL PLANS. CONTRACTOR IS RESPONSIBLE TO AND FOR VERIFYING LOCATIONS OF SAME BASED ON FINAL ARCHITECTURAL PLANS. 28.SEWERS CROSSING STREAMS AND/OR LOCATION WITHIN 10 FEET OF THE STREAM EMBANKMENT, OR WHERE SITE CONDITIONS SO INDICATE, MUST BE CONSTRUCTED OF STEEL, REINFORCED CONCRETE, DUCTILE IRON OR OTHER SUITABLE MATERIAL. SEWERS CONVEYING SANITARY FLOW COMBINED SANITARY AND STORMWATER FLOW OR INDUSTRIAL FLOW MUST BE SEPARATED FROM WATER MAINS BY A DISTANCE OF AT LEAST 10 FEET HORIZONTALLY. IF SUCH LATERAL SEPARATION IS NOT POSSIBLE, THE PIPES MUST BE IN SEPARATE TRENCHES WITH THE SEWER AT LEAST 18 INCHES BELOW THE BOTTOM OF THE WATER MAIN, OR SUCH OTHER SEPARATION AS APPROVED BY THE GOVERNMENT AGENCY WITH JURISDICTION OVER SAME. ·WHERE APPROPRIATE SEPARATION FROM A WATER MAIN IS NOT POSSIBLE, THE SEWER MUST BE ENCASED IN CONCRETE, OR CONSTRUCTED OF DUCTILE IRON PIPE USING MECHANICAL OR SLIP-ON JOINTS FOR A DISTANCE OF AT LEAST 10 FEET ON EITHER SIDE OF THE CROSSING. IN ADDITION, ONE FULL LENGTH OF SEWER PIPE SHOULD BE LOCATED SO BOTH JOINTS WILL BE AS FAR FROM THE WATER LINE AS POSSIBLE. WHERE A WATER MAIN CROSSES UNDER A SEWER, ADEQUATE STRUCTURAL SUPPORT FOR THE SEWER MUST BE PROVIDED. 28.WATER MAIN PIPING MUST BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS AND SPECIFICATIONS OF THE LOCAL WATER PURVEYOR. IN THE ABSENCE OF SUCH REQUIREMENTS, WATER MAIN PIPING MUST BE CEMENT-LINED DUCTILE IRON (DIP) MINIMUM CLASS 52 THICKNESS. ALL PIPE AND APPURTENANCES MUST COMPLY WITH THE APPLICABLE AWWA STANDARDS IN EFFECT AT THE TIME OF APPLICATION. 29.CONTRACTOR MUST ENSURE THAT ALL UTILITY TRENCHES LOCATED IN EXISTING PAVED ROADWAYS INCLUDING SEWER, WATER AND STORM SYSTEMS, MUST BE REPAIRED IN ACCORDANCE WITH REFERENCED MUNICIPAL, COUNTY AND/OR NJDOT DETAILS AS APPLICABLE. CONTRACTOR MUST COORDINATE INSPECTION AND APPROVAL OF COMPLETED WORK WITH THE AGENCY WITH JURISDICTION OVER SAME. 30.WHERE BASEMENTS ARE TO BE PROVIDED FOR PROPOSED DWELLING UNITS, THE DEVELOPER SHALL, BY BORING OR BY TEST PIT, DETERMINE THE DEPTH TO GROUNDWATER AT THE LOCATION OF THE PROPOSED DWELLINGS. WHERE GROUNDWATER IS ENCOUNTERED IN THE BASEMENT AREA, BASEMENTS WILL NOT BE INSTALLED UNLESS SPECIAL CONSTRUCTION METHODS ARE UTILIZED, TO BE REVIEWED AND APPROVED BY THE MUNICIPAL CONSTRUCTION CODE OFFICIAL. IF AND WHERE SUMP PUMPS ARE INSTALLED, ALL DISCHARGES MUST BE CONNECTED TO THE STORM SEWER. A CLEANOUT MUST BE PROVIDED PRIOR TO THE CONNECTION TO THE STORM DRAIN IN ORDER THAT BLOCKAGES CAN BE ADDRESSED. 31.FOR SINGLE AND TWO-FAMILY RESIDENTIAL PROJECTS, WHERE THE PROPOSED DWELLING AND ADJACENT SPOT ELEVATION(S) ARE SCHEMATIC FOR GENERIC BUILDING FOOTPRINT, GRADES MUST BE ADJUSTED BASED ON FINAL ARCHITECTURAL PLANS TO PROVIDE A MINIMUM OF SIX (6) INCHES BELOW TOP OF BLOCK AND /OR SIX (6) INCHES BELOW SIDING, WHICHEVER IS LOWEST, AND MUST PROVIDE POSITIVE DRAINAGE (2% MIN.) AWAY FROM DWELLING. ALL CONSTRUCTION, INCLUDING GRADING, MUST COMPLY WITH THE LATEST LOCAL AND STATE BUILDING CODE AND ALL OTHER APPLICABLE REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES. 32.LOCATION OF PROPOSED UTILITY POLE RELOCATION IS AT THE SOLE DISCRETION OF UTILITY COMPANY. 33.CONSULTANT IS NEITHER LIABLE NOR RESPONSIBLE FOR ANY SUBSURFACE CONDITIONS AND FURTHER, SHALL HAVE NO LIABILITY FOR ANY HAZARDOUS MATERIALS, HAZARDOUS SUBSTANCES, OR POLLUTANTS ON, ABOUT OR UNDER THE PROPERTY. FDOT GENERAL NOTES: 1.ALL MATERIALS AND CONSTRUCTION WITHIN THE FLORIDA DEPARTMENT OF TRANSPORTATION DESIGN (F.D.O.T.) RIGHT-OF-WAY SHALL CONFORM TO THE (LATEST EDITION) F.D.O.T. DESIGN STANDARDS AND (LATEST EDITION) STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. 2.MAINTENANCE OF TRAFFIC M.O.T. FOR THIS PROJECT WILL COMPLY WITH THE F.D.O.T. STANDARD INDEX (600 SERIES) AND THE LATEST EDITION OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD).” SPECIAL ATTENTION WILL BE GIVEN TO FDOT DESIGN STANDARD INDEX 611, 612, 613, AND 660. THE MAINTENANCE ENGINEER OR HIS DESIGNEE RESERVES THE RIGHT TO DIRECT THE REMOVAL/RELOCATION/MODIFICATION OF ANY TRAFFIC DEVICE(S) AT THE PERMITTEE'S SOLE EXPENSE. 3.ALL THERMOPLASTIC TRAFFIC STRIPES, MARKINGS AND SIGNAGE WILL BE INSTALLED PER THE FDOT ROADWAY AND TRAFFIC DESIGN STANDARDS. 4.FOR ANY UNDERGROUND WORK, THE CONTRACTOR MUST CONTACT SIGNAL TRAFFIC CONTROL MAINTAINING AGENCY PRIOR TO CONSTRUCTION. 5.PERMITTEE WILL MATCH ABUTTING PAVEMENT SECTION ADJACENT TO PERMITTED WORK WHICH INCLUDES THICKNESS AND TYPE OF ASPHALT & BASE &SUBGRADE MATERIAL OR AS DIRECTED BY THE LOCAL RESIDENT OPERATIONS ENGINEER OR DESIGNEE. 6.IT IS THE PERMITTEE'S RESPONSIBILITY TO OBTAIN FINAL ACCEPTANCE OF PERMITTED WORK (COMPLETED) AND THE RESTORATION OF THE RIGHT-OF-WAY FROM THE F.D.O.T. PRIOR TO USAGE. 7.PERMITTEE WILL PROVIDE THE NECESSARY DENSITIES IN ACCORDANCE WITH SECTION 125-8 OF THE FDOT STANDARD SPECIFICATIONS FOR ROAD & BRIDGE CONSTRUCTION (LATEST EDITION) PRIOR TO FINAL ACCEPTANCE BY THE F.D.O.T. 8.PERMITTEE WILL RESTORE THE RIGHT OF WAY AS A MINIMUM, TO ITS ORIGINAL CONDITION OR BETTER IN ACCORDANCE W/F.D.O.T.'S LATEST STANDARD SPECIFICATIONS FOR ROAD & BRIDGE CONSTRUCTION OR AS DIRECTED BY THE RESIDENT OPERATIONS ENGINEER. 9.DURING THE REMOVAL/INSTALLATION OF ANY CURB AND GUTTER SECTION, THE PERMITTEE WILL BE RESPONSIBLE FOR ANY DAMAGE DONE TO THE ABUTTING ASPHALT. THE DAMAGED ASPHALT REPAIR WILL BE IN ACCORDANCE WITH THE CURRENT SPECIFICATIONS AND/OR AS DIRECTED BY THE RESIDENT OPERATIONS ENGINEER. 10.PERMITTEE SHALL PROVIDE THE PRODUCER'S CERTIFICATION (DELIVERY TICKET) FOR THE NS CONCRETE-2500 PSI (USED FOR SIDEWALK, CURB & GUTTER, DITCH PAVEMENT AND TRAFFIC SEPARATOR) PRIOR TO FINAL ACCEPTANCE BY THE DEPARTMENT. THE DELIVERY TICKET SHALL CERTIFY THE CONCRETE WAS BATCHED, DELIVERED AND PLACED IN ACCORDANCE WITH SECTION 347 OF THE F.D.O.T.'S STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION (CURRENT EDITION). 11.REMOVAL/INSTALLATION OF SIDEWALK WILL BE IN ACCORDANCE WITH FDOT STANDARD INDEX 310. 12.SODDED AREAS WILL BE IN ACCORDANCE WITH STANDARD INDEX 105 AND SECTIONS 162, 981, 982, 983, 987 OF THE F.D.O.T.'S STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, LATEST EDITION. ALL DISTURBED AREAS WILL BE SODDED WITHIN ONE (1) WEEK OF INSTALLATION OF SAID PERMITTED WORK. 13.OWNERSHIP OF ALL SUITABLE EXCAVATED MATERIALS WITHIN THE FDOT R/W, AS DETERMINED BY THE F.D.O.T., SHALL REMAIN IN THE DEPARTMENT UNTIL A FINAL ACCEPTANCE OF THE PERMITTED PROJECT IS FULFILLED. EXCAVATED MATERIALS SHALL BE HAULED BY THE CONTRACTOR, AT THEIR COST & EXPENSE FROM THE SITE TO THE PALM BEACH OPERATIONS CENTER, 7900 W FOREST HILL BLVD OR STOCKPILED IN THOSE AREAS AS DIRECTED BY THE DOT, INCLUDING ASPHALT MILLINGS. 14.RESTRICTED HOURS OF OPERATION WILL BE FROM 9:00AM TO 3:30 PM, (MONDAY-FRIDAY), UNLESS OTHERWISE APPROVED BY THE OPERATIONS ENGINEER, OR DESIGNEE. 15.PERMITTEE WILL COORDINATE ALL WORK WITH THE PALM BEACH OPERATIONS PERMITS DEPARTMENT USING FAX # (561) 370-1236. COORDINATION WILL INCLUDE A PRE-CONSTRUCTION MEETING. 16.PERMITTEE: PLEASE NOTE: PERMITTEE'S CONTRACTORS THAT ARE PERFORMING PERMITTED WORK ACTIVITIES SHALL PROVIDE THE F.D.O.T. (PERMIT OFFICE) PROOF OF A PROPER STATE CONTRACTOR'S LICENSE AND CERTIFICATE OF LIABILITY INSURANCE PRIOR TO ANY COMMENCEMENT OF PERMITTED WORK. 17.ALL PUBLIC SIDEWALK CURB RAMPS WILL MEET THE ROADWAY & TRAFFIC DESIGN STANDARDS (CURRENT EDITION) INDEX NUMBER 304 CURB/RAMP INSPECTIONS (S) REQUIRED PRIOR TO INSTALLATION OF CONCRETE. 18.PERMIT IS VALID FOR ONE YEAR FROM DATE OF ISSUE. 19.PERMIT IS “VALID” FOR ACCESS CONNECTION “ONLY”. 20.PERMITTEE WILL PROVIDE THE F.D.O.T. WITH CERTIFIED “AS-BUILT” PLANS PRIOR TO FINAL ACCEPTANCE OF THE PERMITTED WORK. S00°09'42"E 142.57'S89°51'01"W 299.95'N00°09'43"W 142.54'N89°50'43"E 299.95' S89°50'43"W 199.97'N00°09'42"W 142.55'N89°50'24"E 199.97'S00°09'42"E 142.57'L3L4OWNER: 205 N. PARROT AVE HOLDINGS, LLC (±0.654 ACRES) OWNER: JMASS MGMT, LLC (±0.654 ACRES)OWNER: DAVID R. WATFORD (±0.327 ACRES) STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEDP0 C-201 EXISTING CONDITIONS PLAN 1"=20' 0 2051020 LEGEND: EX PROPERTY BOUNDARY LINES PROP PROPERTY BOUNDARY LINES CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057EC0.DWG PRINTED BY: DELIAS 12.03.18 @ 4:25 PM LAST SAVED BY: CCUTTING FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGDATUM NOTES: 1.BEARINGS SHOWN HEREON ARE BASED ON THE FLORIDA STATE PLANE COORDINATE SYSTEM, EAST ZONE, NORTH AMERICAN DATUM (NAD) OF 1983 WITH 2011 ADJUSTMENT AS DERIVED FROM THE FLORIDA DEPARTMENT OF TRANSPORTATION PERMANENT REFERENCE NETWORK. AS A REFERENCE FOR THIS SURVEY, THE BASELINE OF SURVEY OF STATE ROAD NO. 70 (NORTHWEST PARK STREET) HAS A BEARING OF NORTH 89°50'51" EAST. 2.ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC SURVEY BENCHMARK R 22, SAID POINT BEING A SURVEY DISC STAMPED "R22 1933 31.558" SET IN A CONCRETE STEP AND HAVING AN ELEVATION OF 30.32 FEET, PURSUANT TO THE NORTH AMERICAN VERTICAL DATUM OF 1988. OWNER: 205 N. PARROT AVE HOLDINGS, LLC (±0.654 ACRES) OWNER: JMASS MGMT, LLC (±0.654 ACRES)OWNER: DAVID R. WATFORD (±0.327 ACRES) STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEX X XXXXXX X XX XX X X X XXX XXX XX X XXX L1 L2L3L4L5L6L7L8L9L10L11X X X DP0 C-202 DEMOLITION PLAN 1"=20' 0 2051020 LEGEND: EX PROPERTY BOUNDARY LINES PROP PROPERTY BOUNDARY LINES EX LIGHT POLE TO BE REMOVED EX STORM STRUCTURES TO BE REMOVED EX UNDERGROUND ELECTRIC TO BE REMOVED EX UNDERGROUND GAS LINE TO BE REMOVED EX UNDERGROUND SANITARY LINE TO BE REMOVED EX UNDERGROUND TELEPHONE LINE TO BE REMOVED EX UNDERGROUND WATER LINE TO BE REMOVED EX UNDERGROUND FIBER OPTIC LINE TO BE REMOVED EX STORM PIPE TO BE REMOVED TO BE REMOVED EX SURFACE TO BE REMOVED EX TREES TO BE REMOVED EX SPOT GRADE EX LIGHT POLE TO REMAIN EX STORM STRUCTURE TO REMAIN EX OVERHEAD LINE EX SANITARY LINE EX WATER LINE EX FIRE HYDRANT XX 1.BOHLER ENGINEERING FL, LLC IS NOT RESPONSIBLE FOR JOB SITE SAFETY OR SUPERVISION. CONTRACTOR IS TO PROCEED WITH THE DEMOLITION IN A SYSTEMATIC AND SAFE MANNER, FOLLOWING ALL THE OSHA REQUIREMENTS, TO ENSURE PUBLIC AND CONTRACTOR SAFETY. 2.ALL DEMOLITION ACTIVITIES ARE TO BE PERFORMED IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS AS WELL AS ALL FEDERAL, STATE AND LOCAL REGULATIONS. ANY DISCREPANCIES OR DEVIATIONS SHALL BE IDENTIFIED BY THE CONTRACTOR TO BOHLER ENGINEERING FL, LLC IN WRITING FOR RESOLUTION PRIOR TO INITIATION OF SITE ACTIVITY. 3.PRIOR TO STARTING ANY DEMOLITION CONTRACTOR IS RESPONSIBLE FOR/TO: A.THE CONTRACTOR SHALL OBTAIN A SUNSHINE STATE ONE CALL LOCATION CERTIFICATION PRIOR TO ANY EXCAVATION OR DEMOLITION. THE NUMBER IS 1-800-432-4770. B.ENSURING COPIES OF ALL PERMITS AND APPROVALS MUST BE MAINTAINED ON SITE AND AVAILABLE FOR REVIEW. C.INSTALLING THE REQUIRED SOIL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO SITE DISTURBANCE. D.LOCATE/CAP ALL UTILITIES AND SERVICES, INCLUDING BUT NOT LIMITED TO GAS, WATER, ELECTRIC, SANITARY AND STORM SEWER, TELEPHONE, CABLE, FIBER OPTIC CABLE, ETC. WITHIN THE LIMITS OF DISTURBANCE. E.PROTECTING AND MAINTAINING IN OPERATION, ALL ACTIVE SYSTEM THAT ARE NOT BEING REMOVED DURING ALL DEMOLITION ACTIVITIES. F.FAMILIARIZING THEMSELVES WITH THE APPLICABLE UTILITY SERVICE PROVIDER AND IS RESPONSIBLE FOR ALL COORDINATION REGARDING UTILITY DEMOLITION REQUIRED FOR THE PROJECT. THE CONTRACTOR SHALL PROVIDE THE OWNER WRITTEN NOTIFICATION THAT THE EXISTING UTILITIES AND SERVICES HAVE BEEN TERMINATED AND ABANDONED IN ACCORDANCE WITH JURISDICTION AND UTILITY COMPANY REQUIREMENTS. G.COORDINATION WITH UTILITY COMPANIES REGARDING WORKING "OFF-PEAK" HOURS OR ON WEEKENDS AS MAY BE REQUIRED TO MINIMIZE THE IMPACT ON THE AFFECTED PARTIES. H.A COMPLETE INSPECTION OF CONTAMINANTS BY A LICENSED ENVIRONMENTAL TESTING AGENCY, OF ALL BUILDINGS AND/OR STRUCTURES TO BE REMOVED. SAME SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE LOCAL, STATE, AND FEDERAL ENVIRONMENTAL REGULATIONS. ANY/ALL CONTAMINANTS SHALL BE REMOVED AND DISPOSED OF BY A FEDERALLY LICENSED CONTRACTOR IN ACCORDANCE WITH FEDERAL, STATE, AND LOCAL REGULATIONS. ALL ENVIRONMENTAL WORK INCLUDING HAZARDOUS MATERIAL, SOILS, ASBESTOS, OR OTHER REFERENCED OR IMPLIED HEREIN IS THE SOLE RESPONSIBILITY OF THE OWNER'S ENVIRONMENTAL CONSULTANT. 4.THE CONTRACTOR SHALL PROVIDE ALL THE "MEANS AND METHODS" NECESSARY TO PREVENT MOVEMENT, SETTLEMENT, OR COLLAPSE OF EXISTING STRUCTURES, AND ANY OTHER IMPROVEMENTS THAT ARE REMAINING ON OR OFF SITE. THE DEMOLITION CONTRACTOR IS RESPONSIBLE FOR ALL REPAIRS OF DAMAGE TO ALL ITEMS THAT ARE TO REMAIN AS A RESULT OF HIS ACTIVITIES. ALL REPAIRS SHALL USE NEW MATERIAL. THE REPAIRS SHALL RESTORE THE ITEM TO THE PRE-DEMOLITION CONDITION. 5.IN THE ABSENCE OF SPECIFICATIONS, THE CONTRACTOR SHALL PERFORM EARTH MOVEMENT ACTIVITIES, DEMOLITION AND REMOVAL OF ALL FOUNDATION WALLS, FOOTINGS, AND OTHER MATERIALS WITHIN THE LIMITS OF DISTURBANCE IN ACCORDANCE WITH DIRECTION BY OWNER'S STRUCTURAL OR GEOTECHNICAL ENGINEER. 6.EXPLOSIVES SHALL NOT BE USED WITHOUT PRIOR WRITTEN CONSENT OF BOTH THE OWNER AND APPLICABLE GOVERNMENTAL AUTHORITIES. ALL THE REQUIRED PERMITS AND EXPLOSIVE CONTROL MEASURES THAT ARE REQUIRED BY THE FEDERAL, STATE, AND LOCAL GOVERNMENTS SHALL BE IN PLACE PRIOR TO STARTING AN EXPLOSIVE PROGRAM. THE CONTRACTOR IS ALSO RESPONSIBLE FOR ALL INSPECTION AND SEISMIC VIBRATION TESTING THAT IS REQUIRED TO MONITOR THE EFFECTS ON ALL LOCAL STRUCTURES. 7.CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND GENERALLY ACCEPTED SAFE PRACTICES IN CONFORMANCE WITH: THE "MANUAL ON UNIFORM TRAFFIC CONTROL," AS WELL AS FEDERAL, STATE, AND LOCAL REGULATIONS WHEN DEMOLITION RELATED ACTIVITIES IMPACT ROADWAYS OR ROADWAY RIGHTS - OF - WAY. 8.CONDUCT DEMOLITION ACTIVITIES IN SUCH A MANNER TO ENSURE MINIMUM INTERFERENCE WITH ROADS, STREETS, SIDEWALKS, WALKWAYS, AND OTHER ADJACENT FACILITIES. STREET CLOSURE PERMITS MUST BE RECEIVED FROM THE APPROPRIATE GOVERNMENTAL AUTHORITY. 9.DEMOLITION ACTIVITIES AND EQUIPMENT SHALL NOT USE AREAS OUTSIDE THE DEFINED PROPERTY LINE WITHOUT WRITTEN PERMISSION OF THE OWNER, AND/OR APPROPRIATE GOVERNMENT AGENCY. 10.USE DUST CONTROL MEASURES TO LIMIT AIRBORNE DUST AND DIRT RISING AND SCATTERING IN THE AIR IN ACCORDANCE WITH FEDERAL, STATE, AND/OR LOCAL STANDARDS. AFTER THE DEMOLITION IS COMPLETE, ADJACENT STRUCTURES AND IMPROVEMENTS SHALL BE CLEANED OF ALL DUST AND DEBRIS CAUSED BY THE DEMOLITION OPERATIONS. THE CONTRACTOR IS RESPONSIBLE FOR RETURNING ALL ADJACENT AREAS TO THEIR "PRE-DEMOLITION" CONDITION. 11.CONTRACTOR IS RESPONSIBLE TO SAFEGUARD SITE AS NECESSARY TO PERFORM THE DEMOLITION IN SUCH A MANNER AS TO PREVENT THE ENTRY OF UNAUTHORIZED PERSONS AT ANY TIME. 12.THIS DEMOLITION PLAN IS INTENDED TO IDENTIFY THOSE EXISTING ITEMS/CONDITIONS WHICH ARE TO BE REMOVED. IT IS NOT INTENDED TO PROVIDE DIRECTION OTHER THAN THAT ALL METHODS AND MEANS ARE TO BE IN ACCORDANCE WITH STATE, FEDERAL, LOCAL, AND JURISDICTIONAL REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL OSHA AND OTHER SAFETY PRECAUTIONS NECESSARY TO PROVIDE A SAFE WORK SITE. 13.DEBRIS SHALL NOT BE BURIED ON THE SUBJECT SITE. ALL DEMOLITION WASTES AND DEBRIS (SOLID WASTE) SHALL BE DISPOSED OF IN ACCORDANCE WITH ALL TOWN, COUNTY, STATE, AND FEDERAL LAWS AND APPLICABLE CODES. 14.CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING ALL EXISTING SITE IMPROVEMENTS AND UTILITIES. ALL DISCREPANCIES SHALL BE IDENTIFIED TO THE ENGINEER IN WRITING. 15.ALL EXISTING UTILITIES BEING REMOVED SHALL BE DONE SO BY THE CONTRACTOR IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. 16.CONTRACTOR SHALL ENSURE PROPER EROSION CONTROL IS PROVIDED THROUGHOUT THE ENTIRE DURATION OF THE PROJECT. DEMOLITION NOTES: CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057DP0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:47 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGDATUM NOTES: 1.BEARINGS SHOWN HEREON ARE BASED ON THE FLORIDA STATE PLANE COORDINATE SYSTEM, EAST ZONE, NORTH AMERICAN DATUM (NAD) OF 1983 WITH 2011 ADJUSTMENT AS DERIVED FROM THE FLORIDA DEPARTMENT OF TRANSPORTATION PERMANENT REFERENCE NETWORK. AS A REFERENCE FOR THIS SURVEY, THE BASELINE OF SURVEY OF STATE ROAD NO. 70 (NORTHWEST PARK STREET) HAS A BEARING OF NORTH 89°50'51" EAST. 2.ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC SURVEY BENCHMARK R 22, SAID POINT BEING A SURVEY DISC STAMPED "R22 1933 31.558" SET IN A CONCRETE STEP AND HAVING AN ELEVATION OF 30.32 FEET, PURSUANT TO THE NORTH AMERICAN VERTICAL DATUM OF 1988. PROPERTY LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 LENGTH 199.97' 142.50' 15.14' 142.50' 299.95' 142.54' 7.50' 49.99' 49.99' 7.50' 142.55' BEARING N89°50'24"E S0°09'42"E S0°09'42"E S0°09'42"E S89°51'01"W N0°09'43"W N0°09'43"W N89°50'43"E N89°50'43"E N0°09'42"W N0°09'42"W STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEL1 L2L3L4L5L6L7L8L9L10L11PROP WAWA TYPE "B-1" CURB 4'x3' AIR MACHINE PAD W/ 2 BOLLARDS 25'PROP DUMPSTER ENCLOSURE LOCATION 5' WIDE ROCK BED FUEL PRICING SIGN (2) 22K & (1) 20K GALLON UST'S PROP WAWA TYPE "B-1" CURB PROP WAWA TYPE "B-1" CURB PROP WAWA TYPE "F-1" CURB (TYP) WAWA TYPE "F-1" CURB(TYP) 8 3 7 8 E 5 8 8 25'140.5'PROP BOLLARD(TYP.)AA20'30'35'20'8'20'10'20'26.5'25' 10'35'20' BUILDING SETBACK 10' LANDSCAPE BUFFER 2'2'10'20'8' 8' 16.7' 10' BUILDING SETBACK 10' LANDSCAPE BUFFER 10' BUILDING SETBACK 2' LANDSCAPE BUFFER 2' LANDSCAPE BUFFER8' BUILDING SETBACK10' LANDSCAPE BUFFER8' BUILDING SETBACK10' LANDSCAPE BUFFER87.6' AIR SPACE, AISLE, AND ADJACENT SPACE TO BE 6" CONC. PROP RAISED LANDSCAPE PLANTER (TYP.) 4'x3' AIR MACHINE PAD W/ 2 BOLLARDS "AIR PUMP PARKING ONLY" SIGN 6'x6' VENT STACK PAD PROP E-STOP W/ 2 BOLLARDS E-FREE (3+1+1 MPD)E-FREE (3+1+1 MPD) GEN F85 F/B (6,119 SF)10'8' BUILDING SETBACK93.1' 19.1' ICE BOX PROP FUEL PRICING SIGN PROP BIKE RACK PROP OUTDOOR SEATING (TYP) PROP GAS PUMP AND CANOPY PROP STAMPED CONCRETE (TYP.)35.1'PROP STOP BAR AND "STOP" SIGN PROP STOP BAR AND "STOP" SIGN PROP STOP BAR AND "STOP" SIGN T 18'10'6 EX. ON-STREET PARKING SPACES TO BE REMOVED 6 EX. SPACES TO REMAIN 1 NEW SPACE ADDED 5 EX. ON-STREET PARKING SPACES TO BE REMOVED 9 NEW SPACES ADDED 5 EX. ON-STREET PARKING SPACES TO BE REMOVED 4 EX. SPACES TO REMAIN 4 NEW SPACES ADDED 4 EX. ON-STREET PARKING SPACES TO REMAIN 4 4 4 7 7 2 10'11'5' PROP TYPE "F" CURB AND 5' CONC S/W 11.4'PROP TYPE "F" CURB AND 5' CONC S/W 33.7'PROP TYPE "F" CURB AND 5' CONC S/W24.3'PROP TYPE "F" CURB AND 5' CONC S/W23.7'PROP TYPE "F" CURB AND 7.5' CONC S/W 26.7' PROP TYPE "F" CURB AND 7' CONC S/W 38.8'75.4'PROP WAWA TYPE "B-1" CURB 84.2'9'8.1'9'11.2'14.4'8'ZONING: COMMERCIAL BUSINESS DISTRICTELU: WALGREENSFLU: COMMERCIALZONING: COMMERCIAL PROFESSIONAL OFFICE ELU: FIRST UNITED METHODIST CHURCH FLU: COMMERCIAL ZONING: PUBLIC FACILITIES ELU: PUBLIC PARK FLU: PUBLIC FACILITIESZONING: COMMERCIAL BUSINESS DISTRICTELU: ADVANCE AUTO PARTSFLU: COMMERCIALZONING: PUBLIC FACILITIESELU:FLU: PUBLIC FACILITIESZONING: COMMERCIAL BUSINESS DISTRICTELU: OFFICESFLU: COMMERCIALPROP FLUME PROP FLUME3'25' 10'1 3 ' R 2'R2'R1 0 ' R 15'R 35'R5'R5'R35'R10'R15'R 15'R 12'R20'R20'R25'R3' R 15'R15'R 15'R 3' R3'R3' R 15'R 10'R1 5 ' R 3'R2'R15'R12'R 35'R 35'R2'R13'R2' R 2'R1 0 ' R 2' R 15'R15'R15'R15'R3'R3'R1'R1'R 25'R25'R25'R25'R15 ' R 25'R 4 0 ' R 1"=20' 0 2051020 CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SP0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:47 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSITE DATA: PROPERTY OWNER (S): JMASS MANAGEMENT, LLC 180 NW 3RD AVE, SUITE A OKEECHOBEE, FL 34972 DAVID R. WATFORD 200 NW PARK STREET OKEECHOBEE, FL 34972 205 N PARROT AVE HOLDINGS, LLC 850 NW FEDERAL HWY, SUITE 206 STUART, FL 34994 SITE ADDRESS (S): PARCEL ID NO (S):3-15-37-35-0010-01560-0070 3-15-37-35-0010-01560-0090 3-15-37-35-0010-01560-0110 3-15-37-35-0010-01560-0010 ENGINEER:BOHLER ENGINEERING, FL LLC 2255 GLADES ROAD, SUITE 305E BOCA RATON, FL 33431 PROPOSED USE:CONVENIENCE STORE W/ GAS PUMP SALES NUMBER OF STRUCTURES:1 EXISTING ZONING:COMMERCIAL BUSINESS PROPOSED ZONING:HEAVY COMMERCIAL EXISTING LAND USE:COMMERCIAL PROPOSED FUTURE LAND USE:COMMERCIAL FEMA FLOOD ZONE:ACCORDING TO FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAP (FIRM) MAP NUMBER 12093C0480C, OKEECHOBEE COUNTY, FLORIDA, EFFECTIVE DATE OF JULY 16, 2015, THE PROPERTY DESCRIBED HEREON LIES WITHIN ZONE "X" (AREAS OUTSIDE OF THE 0.2% ANNUAL CHANCE FLOODPLAIN) PROPOSED F.A.R:0.08 MAXIMUM F.A.R.:NOT SPECIFIED IN CODE BUILDING SETBACK:REQUIRED PROPOSED FRONT 20'140.5 SIDE 8'19.1' REAR 10'84.2' SIDE STREET 8'87.6' AREA CALCULATIONS: GROSS SITE AREA 75,017 SF (1.72 AC) - 100% TOTAL IMPERVIOUS AREA 57,845 SF (1.328 AC) - 77.1% BUILDING AREA 6,119 SF (0.14 AC) - 8.2% GAS CANOPY AREA 6,055 SF (0.14 AC) - 8.1% PAVEMENT / SIDEWALK (INCLUDES GAS CANOPY)51,726 SF (1.19 AC) - 69.0% PROPOSED OPEN SPACE 22,305 SF (0.51 AC) - 29.7% TOTAL PERVIOUS AREA 17,172 SF (0.39 AC) - 22.9% VEHICULAR USE AREA 46,593 SF (1.07 AC) - 62.1% ALLOWABLE PROPOSED MAX BUILDING HEIGHT:45'33' - 4" MAXIMUM LOT COVERAGE BUILDINGS:6,119 S.F. IMPERVIOUS AREA:85%77.40% MINIMUM OPEN SPACE:83.80% LANDSCAPE BUFFER: FRONT 10'10' SIDE 2'2' REAR 10'10' SIDE STREET 10'10' PARKING REQUIREMENTS: CONVENIENCE STORE WITH GAS SALES: TOTAL REQUIRED:21 SPACES TOTAL PROVIDED PARKING SPACES:47 SPACES (INC. 3 ADA SPACES) EXISTING ON-STREET PARKING SPACES:30 SPACES PROPOSED ON-STREET PARKING SPACES:28 SPACES SP0 C-301 SITE LAYOUT PLAN LEGEND: EX PROPERTY BOUNDARY LINES PROP PROPERTY BOUNDARY LINES PROP HEAVY DUTY ASPHALT PAVEMENT PROP STANDARD CONCRETE PROP STANDARD DUTY CONCRETE PAVEMENT PROP HEAVY DUTY CONCRETE PAVEMENT PROP STAMPED CONCRETE PROP GRAVEL DATUM NOTES: 1.BEARINGS SHOWN HEREON ARE BASED ON THE FLORIDA STATE PLANE COORDINATE SYSTEM, EAST ZONE, NORTH AMERICAN DATUM (NAD) OF 1983 WITH 2011 ADJUSTMENT AS DERIVED FROM THE FLORIDA DEPARTMENT OF TRANSPORTATION PERMANENT REFERENCE NETWORK. AS A REFERENCE FOR THIS SURVEY, THE BASELINE OF SURVEY OF STATE ROAD NO. 70 (NORTHWEST PARK STREET) HAS A BEARING OF NORTH 89°50'51" EAST. 2.ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC SURVEY BENCHMARK R 22, SAID POINT BEING A SURVEY DISC STAMPED "R22 1933 31.558" SET IN A CONCRETE STEP AND HAVING AN ELEVATION OF 30.32 FEET, PURSUANT TO THE NORTH AMERICAN VERTICAL DATUM OF 1988. PROPERTY LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 LENGTH 199.97' 142.50' 15.14' 142.50' 299.95' 142.54' 7.50' 49.99' 49.99' 7.50' 142.55' BEARING N89°50'24"E S0°09'42"E S0°09'42"E S0°09'42"E S89°51'01"W N0°09'43"W N0°09'43"W N89°50'43"E N89°50'43"E N0°09'42"W N0°09'42"W 25'5' WIDE ROCK BED FUEL PRICING SIGN 8 3 7 8 E 5 8 8 25'AA20'30'35'20'8'20'10'20'26.5'25' 10'35'20' BUILDING SETBACK 10' LANDSCAPE BUFFER 2'2'10'20'8' 8' 16.7' 10' BUILDING SETBACK 10' LANDSCAPE BUFFER 10' BUILDING SETBACK 2' LANDSCAPE BUFFER 2' LANDSCAPE BUFFER8' BUILDING SETBACK10' LANDSCAPE BUFFER8' BUILDING SETBACK10' LANDSCAPE BUFFERGEN F85 F/B (6,119 SF)10'8' BUILDING SETBACKPROP FUEL PRICING SIGN PROP STOP BAR & R1-1 "STOP" SIGN 35.1'PROP 4" YELLOW (TYP.)PROP STOP BAR & R1-1 "STOP" SIGN PROP 4" YELLOW (TYP.) PROP 15' OF 6" DOUBLE YELLOW PROP ADA ACCESSIBLE PARKING SIGNS PROP ADA STRIPING (SEE DETAILS) PROP DIRECTIONAL ARROW (TYP.) PROP LOADING ZONE PROP STOP BAR & R1-1 "STOP" SIGN PROP 15' OF 6" DOUBLE YELLOW T 18'10'4 4 4 7 7 2 10'11'5'11.4'33.7'24.3'23.7'26.7'38.8' PROP ADA ACCESSIBLE PARKING SIGN PROP 25' OF 6" DOUBLE YELLOW 9'8.1'9'11.2'14.4'8'3'25' 10' STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEL1 L2L3L4L5L6L7L8L9L10L11 CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057PM0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:47 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGPM0 C-302 PAVEMENT MARKING AND SIGNAGE PLAN 1"=20' 0 2051020 LEGEND: EX PROPERTY BOUNDARY LINES PROP PROPERTY BOUNDARY LINES EX EASEMENT LINES PROP SIGN PROP SIGN ON BOLLARD WHITE LETTERS RED BACKGROUND TYPICAL STOP SIGN DETAIL (R1-1) NOT TO SCALE 36" X 36" STOP BAR DETAIL NOT TO SCALE 24" WHITE THERMOPLASTIC STOP BAR12' MIN.24"PROPERTY LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 LENGTH 199.97' 142.50' 15.14' 142.50' 299.95' 142.54' 7.50' 49.99' 49.99' 7.50' 142.55' BEARING N89°50'24"E S0°09'42"E S0°09'42"E S0°09'42"E S89°51'01"W N0°09'43"W N0°09'43"W N89°50'43"E N89°50'43"E N0°09'42"W N0°09'42"W WHITE LETTERS RED BACKGROUND TYPICAL STOP SIGN DETAIL (R1-1) WITH RIGHT TURN ONLY SIGN (R3-5R) NOT TO SCALE 36" X 36" 24" X 30" ONE WAY SIGN (R6-1R) NOT TO SCALE NO PARKING LOADINGZONE TYPICAL NO PARKING LOADING ZONE SIGN DETAIL (R7-6) NOT TO SCALE 24"X30" EAA GEN F85 F/B (6,119 SF) T 13'R2'R2'R1 0 ' R 15'R 35'R5'R5'R35'R10'R15'R 15'R 12'R20'R20'R25'R3' R 15'R15'R 15'R 3' R3'R3' R 15'R10'R1 5 ' R 3'R2'R15'R12'R 35'R 35'R2' R 13'R2'R2'R10'R2' R 15'R15'R15'R15'R3'R3'R1'R1'R 25'R25'R25'R25'R15' R 25'R 40 ' R STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEEAA GEN F85 F/B (6,119 SF) T 1 3 ' R 2'R2'R1 0 ' R 15'R 35'R5'R5' R35'R10'R15'R 15'R 12'R20'R20'R25'R3' R 15'R15'R 15'R 3' R3'R3'R15'R 10'R15 ' R 3'R2 'R15'R12'R 35'R 35'R2' R 13'R2'R2'R10'R2' R 15'R15'R15'R15'R3'R3'R1'R1'R 25'R25'R25'R25'R15' R 25'R 40 ' R STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUE1"=40' 0 40102040 CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057VM0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:47 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSteering Angle Lock to Lock Time Articulating Angle WB-50 Trailer Track Tractor Track Trailer Width Tractor Width 12.503.00 feet 8.50 8.50: 8.00 8.00 : : : 0.00 3.00 35.50 7.50 42.50 : : :6.0 17.7 70.0 WAWA LOADING TRUCK CIRCULATION PLAN (WB-50) VM0 C-303 VEHICULAR MOVEMENT PLAN WAWA FIRE TRUCK CIRCULATION PLAN 22.007.00 43.00 :33.3Steering Angle 8.50 8.50 6.0 Aerial Fire Truck feet : : : Width Track Lock to Lock Time EAA GEN F85 F/B (6,119 SF) T 13'R2'R2'R1 0 ' R 15'R 35'R5'R5'R35'R10'R15'R 15'R 12'R20'R20'R25'R3' R 15'R15'R 15'R 3'R3'R3'R15'R 10'R15 ' R 3'R2 'R15'R12'R 35'R 35'R2'R13'R2'R2'R10'R2' R 15'R15'R15'R15'R3'R3'R1'R1'R 25'R25'R25'R25'R15' R 25'R 40 ' R STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEEAA GEN F85 F/B (6,119 SF) T 1 3 ' R 2'R2'R1 0 ' R 15'R 35'R5'R5'R35'R10'R15'R 15'R 12'R20'R20'R25'R3' R 15'R15'R 15'R 3' R3'R3' R 15'R10'R15 ' R 3'R2 'R15'R12'R 35'R 35'R2' R 13'R2'R2'R1 0 ' R 2' R 15'R15'R15'R15'R3'R3'R1'R1'R 25'R25'R25'R25'R15' R 25'R 40 ' R STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUE1"=40' 0 40102040 CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057VM0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:48 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSteering Angle Lock to Lock Time Articulating Angle WB-50 Trailer Track Tractor Track Trailer Width Tractor Width 12.503.00 feet 8.50 8.50: 8.00 8.00 : : : 0.00 3.00 35.50 7.50 42.50 : : :6.0 17.7 70.0 VM0 C-304 VEHICULAR MOVEMENT PLAN 2 feet Wayne Titan Lock to Lock Time Steering Angle Width Track 6.0 45.0: : 8.00 8.46: : 4.87 17.67 33.83 WAWA FUEL TRUCK CIRCULATION PLAN (WB-50)WAWA TRASH TRUCK CIRCULATION PLAN EAA GEN F85 F/B (6,119 SF) T STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEL1 L2L3L4L5L6L7L8L9L10L11 27.85 28.50 28.65 28.55 28.50 28.10 29.70 29.55 29.75 29.95 28.65 29.5528.50 27.85 29.90 29.70 29.58 29.78 29.18 29.45 29.50 29.26 29.30 28.70 28.67 28.75 28.58 28.50 28.00 28.25 28.90 29.70 29.60 28.80 29.80 30.0029.33 29.45 29.10 29.20 29.70 28.00 28.65 28.10 29.90 29.95 28.65 28.4028.40 28.50 28.50 28.5028.35 28.20 28.10 25.95 25.55 28.00 28.00 27.00 26.00 27.00 26.00 25.00 28.00 28.00 27.00 26.00 2 6 . 0 0 2 7 . 0 0 26.00 25.25 28.90 29.10 30.00 28.0028.00 28.00 28.0029.85 29.55 26.00 27.00 28.15 28.15 28.30 29.10 25' RAMP @ 4% MAX SLOPE 28.90 28.75 28.15 28.35 28.40 27.90 27.10 27.50 27.70 27.30 M.E. M.E. M.E.M.E. M.E. M.E. M.E. M.E. M.E. M.E. M.E. M.E.M.E. M.E. M.E. M.E. 28.70 27.80 27.1027.4027.80 25.10 28. 0 0 29.00 M.E.M.E. 27.65 M.E. 27.80M.E. 27.70 M.E. 27.72 M.E. 27.94 M.E. 27.43 M.E. 27.50 M.E. 27.58 M.E. PROP 121 LF - 18" HDPE PROP 145 LF - 15" HDPE PROP 31 LF - 12" HDPE PROP 70 LF - 6" PVC PROP 30 LF -6" PVC PROP 130 LF - 12" PVC. STRUCTURE #1 PROP MOD. FDOT TYPE "E" DITCH BOTTOM INLET CONTROL STRUCTURE GRATE EL. = 29.00 WEIR @ EL. = 27.85 0.5' INVERTED TRI. BLEEDER @ EL. = 22.50 INV. EL. (S) = 22.50 (12") INV. EL. (N) = 22.50 (15") STRUCTURE #5 PROP CURB INLET WITH 4' MH BOTTOM GRATE EL. = 28.00 INV. EL. (E) = 24.50 (15") INV. EL. (S) = 25.70 (10") STRUCTURE #8 PROP FODT TYPE "C" DITCH BOTTOM INLET GRATE EL. = 25.00 INV. EL. (N) = 22.50 (15"x21") INV. EL. (W) = 22.50 (18") INV. EL (S) = 22.50 (18") PROP 18" NYLOPLAST YARD DRAIN GRATE EL. = 26.00 INV. EL. (SW) = 24.00 (12") CO #15 INV. = 27.00 CO #14 INV. = 26.80 CO #13 INV. = 26.60 CO #11 INV. = 26.40 CO #10 INV. = 26.50 CO #8 INV. = 27.00 CO #2 INV. = 27.05 CO #1 INV. = 27.15 CO #3 INV. = 26.85CO #4 INV. = 26.75 CO #5 INV. = 26.45CO #6 26.35 CO #7 INV. = 26.10 CO #23 INV.=25.80 CO #24 INV.=27.00CO #21 INV. EL.=26.25 CO #22 INV.=25.87 CO #19 INV.=27.00 CO #9 INV. = 26.50 CO #12 INV. = 26.40 CO #16 INV. = 26.80 STRUCTURE #3 PROP 4' MANHOLE RIM EL. = 29.10 INV. EL. (N,S) = 23.90 (18",15"x18") INV. EL. (W) = 25.00 (12") CO #20 INV.=26.70 CORE DRILL EX. STRUCTURE INV. EL. = 22.53 AND TIE PROPOSED 12" OUTFALL PIPE TO EX. FDOT STRUCTURE PROP. 24" NYLOPLAST MANHOLE RIM EL. = 28.00 INV. EL. (E,W) = 23.00 (18") INV. EL. (N) = 24.50 (12") PROP 6" MITERED END INV. EL. = 26.00 STRUCTURE #4 PROP. INLET WITH 4' MH BOTTOM GRATE EL. = 27.90 INV. EL. (S) = 24.25 (18") INV. EL. (NE) = 24.25 (12") INV. EL. (W) = 24.25 (15") PROP 95 LF - 10" PVC PROP 61 LF - 10" PVC. PROP 115 LF - 15"x21" ELLIPTICAL HDPE PROP 34 LF - 18" HDPE. PROP 16 LF - 18" HDPE. PROP 11 LF - 12"HDPE. PROP STORMWATER UNDERGROUND STORAGE VAULT TRITON S29 CHAMBERS (0.08 AC.FT. OF STORAGE) CHAMBER INVERT EL.=23.00 PROP 30 LF - 6" PVC PROP 54 LF 12" HDPEPROP 6" MITERED END INV. EL. = 25.90 PROP 12" MITERED END INV. EL. = 25.80 RL-2RL-3RL-4PROP 39 LF - 10" PVC PROP 117 LF - 12" PVC. CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057GP0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:48 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGGP0 C-401 PAVING, GRADING & DRAINAGE PLAN 1"=20' 0 2051020 LEGEND: EX PROPERTY BOUNDARY LINES PROP PROPERTY BOUNDARY LINES EX STORM SEWER EX SPOT GRADE PROP SPOT GRADE PROP HEAVY DUTY ASPHALT PAVEMENT PROP STANDARD CONCRETE PROP STANDARD DUTY CONCRETE PAVEMENT PROP HEAVY DUTY CONCRETE PAVEMENT PROP PERVIOUS PAVEMENT AREA PROP STAMPED CONCRETE PROP GRAVEL PROP DRAINAGE ARROW PROP RIDGE LINE PROP DRAINAGE PIPE PROP EXFILTRATION TRENCH PROP STORM STRUCTURE 1.GENERAL: A.ALL ELEVATIONS SHOWN ARE IN REFERENCE TO THE SURVEYOR'S BENCHMARKS AND MUST BE VERIFIED BY THE GENERAL CONTRACTOR PRIOR TO GROUNDBREAK. B.ALL GRADES SHOWN REFERENCE PROPOSED ELEVATIONS AT EDGE OF PAVEMENT, UNLESS OTHERWISE NOTED. "TC" = TOP OF CURB ELEVATION; "BC" = BOTTOM OF CURB ELEVATION (EDGE OF PAVEMENT); "MATCH" = PROPOSED GRADE TO MATCH EXISTING GRADE; T/W = TOP OF RETAINING WALL ELEVATION; B/W = BOTTOM OF RETAINING WALL ELEVATION. C.THE ALTA/ACSM LAND TITLE SURVEY SHALL BE CONSIDERED A PART OF THESE PLANS. D.THE GEOTECHNICAL REPORT AND RECOMMENDATIONS SET FORTH THEREIN ARE A PART OF THE REQUIRED CONSTRUCTION DOCUMENTS AND IN CASE OF CONFLICT SHALL TAKE PRECEDENCE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE PLANS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING OF ANY SUCH DISCREPANCY BETWEEN GEOTECHNICAL REPORT AND PLANS, ETC. E.ALL UNDERGROUND UTILITIES SHALL BE COMPLETED PRIOR TO CONSTRUCTION OF LIMEROCK BASE. F.ALL EXISTING PAVEMENT, CUT OR DAMAGED BY CONSTRUCTION, SHALL BE PROPERLY RESTORED AT THE CONTRACTOR'S EXPENSE. G.WHERE ANY PROPOSED PAVEMENT IS TO BE CONNECTED TO EXISTING PAVEMENT, THE EXISTING EDGE OF PAVEMENT SHALL BE SAW CUT TO ENSURE A PROPER JOINT. H.PRIOR TO THEIR CONSTRUCTION OR INSTALLATION, SHOP DRAWINGS SHALL BE SUBMITTED TO AND APPROVED BY THE ENGINEER OF RECORD. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL OTHER AGENCY APPROVALS IF REQUIRED. I.AS PER SECTION 816.10.1.2.1 OF CITY'S LAND DEVELOPMENT CODE, NEW NON-RESIDENTIAL BUILDINGS SHALL HAVE THE LOWEST FLOOR ELEVATED TO OR ABOVE THE ELEVATION REQUIRED IN THE FLORIDA BUILDING CODE, THE BASE FLOOD ELEVATION PLUS 1 FOOT, OR 6 INCHES ABOVE THE HIGHEST ROAD CROWN ELEVATION OF THE CENTERLINE OF THE ADJACENT STREET, WHICHEVER IS HIGHEST. 2.MATERIALS: A.BASE COURSE SHALL BE ABC-3 PER F.D.O.T. SPECIFICATIONS. OR EQUALIVENT LIMEROCK THICKNESS W/ MIN. LBR-100. (MAX. 6" LIFTS) B.ASPHALT SURFACES SHALL BE TYPE S-III ASPHALTIC CONCRETE, UNLESS OTHERWISE SPECIFIED ON THE PLANS, AND SHALL BE A MINIMUM OF 1-1/2" THICK, AND CONSTRUCTED IN TWO 3/4" LIFTS, WITH TACKCOAT BETWEEN LIFTS. C.REINFORCED CONCRETE SLABS SHALL BE CONSTRUCTED OF CLASS I CONCRETE WITH A MINIMUM STRENGTH OF 3,000 PSI AND SHALL BE REINFORCED WITH A 6" x 6" NO. 6 GAUGE WIRE MESH. 3.INSTALLATION: A.SUBGRADE FOR ROADWAY SHALL BE COMPACTED TO A MINIMUM OF 98% OF THE MAXIMUM DENSITY (AASHTO T-180), TO A MIN. 12" AND SHALL HAVE A MINIMUM LBR 40. B.BASE COURSE MATERIAL FOR PAVED AREAS SHALL BE A MINIMUM THICKNESS OF 6" PLACED IN ONE LIFT. BASE COURSE MATERIAL SHALL HAVE A MINIMUM MARSHALL STABILITY OF 1000, UNLESS OTHERWISE INDICATED (OR LBR-100). C.BASE COURSE SHALL BE COMPACTED TO 98% OF THE MAXIMUM DENSITY AS PER AASHTO T-180. D.INSTALLATION OF THE WEARING SURFACE SHALL CONFORM WITH THE REQUIREMENTS OF THE D.O.T. STANDARD SPECIFICATIONS FOR TYPE S-III ASPHALTIC CONCRETE OR THE LATEST REVISION. 4.TESTING A.THE FINISHED SURFACE OF THE BASE COURSE AND THAT OF THE WEARING SURFACE SHALL NOT VARY MORE THAN 1/4" FROM THE TEMPLATE. ANY IRREGULARITIES EXCEEDING THIS LIMIT SHALL BE CORRECTED. B.DENSITY TESTS SHALL BE TAKEN BY AN INDEPENDENT TESTING LABORATORY CERTIFIED BY THE STATE OF FLORIDA, WHERE DIRECTED BY THE ENGINEER. C.ALL TESTING COSTS (PAVING) SHALL BE PAID FOR BY THE CONTRACTOR. D.DENSITY TESTS ON THE STABILIZED SUBGRADE SHALL BE SUPPLIED TO THE ENGINEER OF RECORD AND GEOTECHNICAL ENGINEER, AND APPROVED BEFORE ANY BASE IS CONSTRUCTED. E.DENSITY TESTS AND "AS-BUILTS" ON THE FINISHED BASE SHALL BE SUPPLIED TO THE GEOTECHNICAL ENGINEER, AND APPROVED BEFORE ANY ASPHALT PAVEMENT IS CONSTRUCTED. PAVING AND GRADING NOTES: 25 YEAR - 72 HOUR PERIMETER GRADE ELEVATION = 17.85' DATUM NOTES: 7.50 GENERAL NOTES: 1.CONTRACTOR WILL BE RESPONSIBLE FOR VERIFYING THE LOCATION AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. 2.CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO CASTING STRUCTURES. 3.COORDINATE ALL UTILITY LEADS AND BUILDING CONNECTIONS WITH THE ARCHITECTURAL PLANS. 4.STANDARD INDEXES REFER TO THE LATEST EDITION OF F.D.O.T. "ROADWAY AND TRAFFIC DESIGN STANDARDS". 5.ALL DISTURBED AREAS WITHIN RIGHT-OF-WAY AND ON-SITE WILL NEED TO BE SODDED. 6.ANY SIDEWALK THAT IS DAMAGED OR BROKEN DURING CONSTRUCTION SHALL BE REPLACED BY THE CONTRACTOR. STORM DRAINAGE NOTES: 1.GENERAL: A.DISTANCES AND LENGTHS OF PIPE SHOWN ON PLANS ARE REFERENCED TO THE CENTER OF STRUCTURES. 2.MATERIALS: A.REINFORCED CONCRETE PIPE (RCP) SHALL MEET THE REQUIREMENTS OF ASTM C-76, CLASS III, WALL THICKNESS "B", LATEST REVISION. RUBBER GASKETS OR OTHER MANUFACTURER SUPPLIED JOINT SEALER SHALL BE USED. B.ALL PVC DRAINAGE PIPE AND FITTINGS SHALL BE NON-PRESSURE POLYVINYL CHLORIDE (PVC) PIPE CONFORMING TO ASTM D 3034, SDR 35, WITH PUSH-ON RUBBER GASKET JOINTS. C.ALL HIGH DENSITY POLYETHYLENE PIPE AND FITTINGS SHALL MEET THE REQUIREMENTS OF AASHTO M - 294 LATEST REVISIONS. ALL PIPING TO BE NON-PERFORATED TUBING. D.PROPOSED "GRATE INLETS" SHALL BE STANDARD FDOT TYPE 'C' DITCH BOTTOM INLETS, PER FDOT INDEX #232. 3.INSTALLATION: A.PIPE SHALL BE PLACED ON A MINIMUM OF 8 INCHES STABLE GRANULAR MATERIAL FREE OF ROCK FORMATION AND OTHER FOREIGN FORMATIONS, AND CONSTRUCTED TO A UNIFORM GRADE AND LINE. B.BACKFILL MATERIAL SHALL BE WELL GRADED GRANULAR MATERIAL, WELL TAMPED IN LAYERS NOT TO EXCEED 6 INCHES TO A HEIGHT OF 12 INCHES ABOVE PIPE AS SHOWN ON THE PLANS. C.PROVIDE A MINIMUM PROTECTIVE COVER OF 18 INCHES OVER STORM SEWER AND AVOID UNNECESSARY CROSSING BY HEAVY CONSTRUCTION VEHICLES DURING CONSTRUCTION. D.ENGINEER OF RECORD SHALL PERFORM FULL TIME INSPECTION REPORTS AND CERTIFICATION OF PROPER INSTALLATION TO CITY FOR HDPE DRAINAGE PIPES. ROOF DRAIN SCHEDULE: PIPE No.SIZE (IN)TYPE LENGTH (FT)SLOPE (%) RL-1 12"PVC PIPE 117 1.0 RL-2 12"PVC PIPE 61 1.0 RL-3 10"PVC PIPE 95 1.0 RL-4 12"PVC PIPE 39 1.0 1.BEARINGS SHOWN HEREON ARE BASED ON THE FLORIDA STATE PLANE COORDINATE SYSTEM, EAST ZONE, NORTH AMERICAN DATUM (NAD) OF 1983 WITH 2011 ADJUSTMENT AS DERIVED FROM THE FLORIDA DEPARTMENT OF TRANSPORTATION PERMANENT REFERENCE NETWORK. AS A REFERENCE FOR THIS SURVEY, THE BASELINE OF SURVEY OF STATE ROAD NO. 70 (NORTHWEST PARK STREET) HAS A BEARING OF NORTH 89°50'51" EAST. 2.ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC SURVEY BENCHMARK R 22, SAID POINT BEING A SURVEY DISC STAMPED "R22 1933 31.558" SET IN A CONCRETE STEP AND HAVING AN ELEVATION OF 30.32 FEET, PURSUANT TO THE NORTH AMERICAN VERTICAL DATUM OF 1988. FEMA MAP INFORMATION: 1.ACCORDING TO FEDERAL EMERGENCY MANAGEMENT AGENCY'S FLOOD INSURANCE RATE MAP (FIRM) MAP NUMBER 12093C0480C, OKEECHOBEE COUNTY, FLORIDA, EFFECTIVE DATE OF JULY 16, 2015, THE PROPERTY DESCRIBED HEREON LIES WITHIN ZONE "X" (AREAS OUTSIDE OF THE 0.2% ANNUAL CHANCE FLOODPLAIN). PROPERTY LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 LENGTH 199.97' 142.50' 15.14' 142.50' 299.95' 142.54' 7.50' 49.99' 49.99' 7.50' 142.55' BEARING N89°50'24"E S0°09'42"E S0°09'42"E S0°09'42"E S89°51'01"W N0°09'43"W N0°09'43"W N89°50'43"E N89°50'43"E N0°09'42"W N0°09'42"W EAA GEN F85 F/B (6,119 SF) T STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEL1 L2L3L4L5L6L7L8L9L10L11 PROP 40 LF 6" SEWER LATERAL @ 1% MIN SLOPE CO-7 CO-8PROP SEWER MH INV. = 22.53 DOGHOUSE OVER EXISTING 8" GRAVITY MAIN EXISTING GRAVITY SEWER 102 LF @ 0.22% TO REMAIN PROP 4' SEWER MH INV.=22.42 PROP SEWER MH INV.=22.06 DOGHOUSE OVER EXISTING 8" GRAVITY MAIN PROP GRAVITY SEWER 54 LF 12" @ 0.21% PROPOSED GRAVITY SEWER 104 LF 12" @ 0.21% PROP 4' SEWER MH INV.=22.20 PROPOSED GRAVITY SEWER 67 LF 12" @ 0.21% E E E E E E E E E E E E E E E E EEEEEEEEPROPOSED 68 LF 8" C900 WATER MAINTSLSLSL SL SL SL SLSLSLSLSLSLSLSLPROP 230 LF TELECOM WAWA SERVICE CONDUITS 1,250 GAL OIL/ GREASE INTERCEPTOR CO-1CO-3 CO-2 CO-4 CO-6 CO-5 CO-9 CO-10 PROP. 212 LF ELECTRICAL WAWA SERVICE CONDUITS CONTRACTOR TO COORDINATE WITH FPL ON UNDERGROUND POWER RELOCATION AND SERVICE TO PROP TRANSFORMER (DESIGN BY OTHERS)GGGGGGGGGGG G G G G G G G G G G G G G G G G G CO-11 CONNECT 6" SERVICE LATERAL @ INV.=22.07 WITH 6"x12" WYE W W W W S S S S S S S 18'WWWWW W W W W W W S S S S PROP 53 LF 6" SEWER LATERAL @ 1% MIN SLOPE S S S EXISTING GRAVITY SEWER 144 LF @ 0.22% TO REMAIN PROP 55 LF 6" SEWER LATERAL @ 1% MIN SLOPE PROP 30 LF 6" SEWER LATERAL @ 1% MIN SLOPE PROP 18 LF 6" SEWER LATERAL @ 1% MIN SLOPE PROP 36 LF 6" SEWER LATERAL @ 1% MIN SLOPE PROP 30 LF 6" SEWER LATERAL @ 1% MIN SLOPE PROP 64 LF 6" SEWER LATERAL @ 1% MIN SLOPE 15'TTTTT T T T T T T T T T T T T T T T TTTT5'5'20'6'9'10'15' SHARED UTILITY EASEMENT 10'10'10'5'PROP. 5' FPU GAS EASEMENT PROP. 409' GAS LINE RELOCATION BY OTHERS (CONTRACTOR TO COORDINATE WITH FPU) 10' FPL EASEMENT TIE INTO EXISTING WATER MAIN WITH PROP 8" C-900 45° BEND PROP 8" C-900 11.25° BEND PROP 8 LF 8" C-900 WATER MAIN WITH 8" G.V. PROP 8" C-900 22.50° BEND, 8 LF 8" C-900 WATER MAIN, & 8" C-900 11.25° BEND 23'PROPOSED 116 LF 8" C-900 WATER MAIN 18' X 23' SHARED UTILITY EASEMENTCC CCC C C C C C C C C C C C C C C C CCCCWATER / SEWER EASEMENT PROP 45 LF 8" C-900 WATER MAIN PROP 8" C-900 45° BENDMETERPROP 8" x 2" SADDLE AND CORP STOP 1.5" METER, 1.5" 90° BEND, & 1.5" BACKFLOW PREVENTER FOR 2" PE POTABLE WATER SERVICE PROP 8" X 6" TEE, 6" 45° BEND, 6" G.V., 14 LF 6" C-900, & F.H. ASSEMBLY WV WWWWWPROP LINE STOP, RESTRAIN EX. 8" CAST IRON 100' WEST @ ALL FITTINGS CONTRACTOR TO VERIFY EAST INLINE VALVE WORKS TO ALLOW FOR ONLY ONE LINE STOP TO BE USED WVWV SSSEEEEEE E E E E E E E ET T TTTTT T T T T T T 20'10'5'5'15'2 0 ' 8 . 9 ' 5 . 5 ' 5 . 6 ' CONTRACTOR TO COORDINATE WITH COMCAST ON EXISTING OH AND UNDERGROUND TELECOM & CABLE/FIBER ON RELOCATION TO UNDERGROUND WITH HANDHOLES AND SERVICE TO SITE (DESIGN BY OTHERS) CONTRACTOR TO VERIFY THIS IS AN INLINE VALVE, THAT IT IS WORKING PROPERLY, AND COORDINATE WITH UTILITY AUTHORITY TCONTRACTOR TO COORDINATE WITH FPL ON UNDERGROUND POWER RELOCATION, 2 LARGE PULL BOXES ARE REQUIRED CONTRACTOR TO COORDINATE WITH COMCAST ON 2 SMALL HAND HOLES FOR RELOCATION OF TELECOM AND TWO LARGE HAND HOLES FOR FIBER-CABLE & TELECOM CONTRACTOR TO COORDINATE WITH FPU ON GAS TIE IN AND JACK AND BORE, REMAINING EX. GAS TO SOUTH AND UNDER THE ROAD TO BE ABONDONED IN PLACE AFTER CONNECTION THAT SERVES RESTAURANT TO THE NORTH WWWWW W W W W W W WPROPOSED 130 LF 1.5" PE POTABLE WATER SERVICE PROP 102 LF 3 4" PVC POTABLE WATER SERVICE TO TRASH ENCLOSURE 1 2 3 6 5 4X X XXXXX X TCONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057UP0.DWG PRINTED BY: DELIAS 12.03.18 @ 4:03 PM LAST SAVED BY: CROGERS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGUP0 C-501 UTILITY PLAN 1"=30' 0 307.51530 WATER DISTRIBUTION NOTES: 1.CONTRACTOR SHALL FOLLOW GUIDELINES AND PROCEDURES OUTLINED BY UTILITY PROVIDER, AND HAVE UTILITY PROVIDER'S MANUAL ON-SITE AT ALL TIMES. THIS POLICY MANUAL SHALL BE CONSIDERED PART OF THE CONSTRUCTION DOCUMENTS AS IT PERTAINS TO APPROVED MATERIALS, INSTALLATION METHODS, INSPECTION NOTIFICATION AND AS-BUILT/PROJECT CLOSEOUT REQUIREMENTS. 2.ALL HIGH DENSITY POLYETHYLENE PIPE AND FITTINGS SHALL MEET THE REQUIREMENTS OF AASHTO M - 294 LATEST REVISIONS. ALL PIPING TO BE NON-PERFORATED TUBING. SANITARY SEWER NOTES: 1.GENERAL: A.DISTANCE AND LENGTHS SHOWN ON PLANS AND PROFILE DRAWINGS ARE REFERENCED TO THE CENTER OF STRUCTURES. B.PRIOR TO COMMENCING CONSTRUCTION, CONTRACTOR TO TELEVISE EXISTING SANITARY SEWER LINE FROM POINT OF CONNECTION THROUGH THE NEXT SEQUENTIAL DOWNSTREAM RUN OF PIPE. ADDITIONALLY, PRIOR TO COMPLETION OF CONSTRUCTION, CONTRACTOR SHALL TELEVISE THE NEWLY INSTALLED SANITARY SEWER MAIN TO ENSURE NO DIPS OR DEBRIS WITHIN LINE. 2.MATERIALS: A.ALL PVC SEWER PIPE AND FITTINGS SHALL BE NON-PRESSURE POLYVINYL CHLORIDE (PVC) PIPE CONFORMING TO ASTM D 3034, SDR 26, WITH PUSH-ON RUBBER GASKET JOINTS. B.ALL FITTINGS AND ACCESSORIES SHALL BE AS MANUFACTURED OR SUPPLIED BY THE PIPE MANUFACTURER OR APPROVED EQUAL. C.ALL SANITARY CLEANOUTS WITHIN PAVEMENT SHALL HAVE A LID THAT IS H20 LOADING. 3.INSTALLATION: A.PIPE AND FITTINGS: 1)SEWER PIPE SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, AND THE UNI-BELL PLASTICS PIPE ASSOCIATION'S "RECOMMENDED PRACTICE FOR THE INSTALLATION OF PVC SEWER PIPE". 2)BEDDING AND INITIAL BACKFILL (12 INCHES) OVER SEWER MAINS AND SERVICES SHALL BE SAND WITH NO ROCK LARGER THAN 1" IN DIAMETER. PEA ROCK OR 3/4" WASHED ROCK WILL BE USED IN WATER OR WHERE UNSUITABLE BEDDING EXISTS. ALL OTHER FILL SHALL NOT HAVE ROCK LARGER THAN 6" IN DIAMETER. B.CLEANOUTS: 1)CLEANOUTS SHALL BE SET PLUMB TO LINE AND GRADE ON FIRM CLEAN SUBGRADE PROVIDING UNIFORM BEARING UNDER THE BASE. 2)ALL OPENINGS AND JOINTS SHALL BE SEALED WATER-TIGHT. C.SERVICE: 1)MINIMUM SLOPE OF ALL SERVICE LINES SHALL BE 1.00%. 2)EACH SERVICE CONNECTION SHALL BE PLUGGED WATER-TIGHT WITH AN APPROVED PLUG. 3)CONNECTION OF SERVICES TO BUILDING'S PLUMBING SHALL BE COORDINATED WITH THE ARCHITECTURAL DRAWINGS. 4.TESTING: A.AFTER CONSTRUCTION OF THE SEWER SYSTEM, THE ENGINEER MAY REQUIRE A VISUAL INFILTRATION AND/OR EXFILTRATION TEST TO BE PERFORMED ON THE ENTIRE SYSTEM OR ANY PART THEREOF. B.AN AIR TEST MAY BE SUBSTITUTED FOR THE WATER EXFILTRATION TEST, UPON APPROVAL OF THE ENGINEER. C.SEWER PIPE LEAKAGE ALLOWABLE SHALL NOT EXCEED 150 GALLONS PER DAY PER INCH DIAMETER PER MILE IN A TWO HOUR TEST PERIOD FOR ANY SECTION TESTED. NO VISIBLE LEAKAGE SHALL BE ALLOWED. D.CONTRACTOR IS RESPONSIBLE FOR CORRECTING ANY DEFICIENCIES PRIOR TO THE CERTIFICATION TO ANY AGENCY. E.GENERAL CONTRACTOR SHALL EMPLOY AN INDEPENDENT INSPECTOR FOR 100% CONTINUOUS INSPECTION OF THE BEDDING AND BACKFILL OPERATION. COMPACTION TESTS SHALL BE TAKEN AT THE BOTTOM OF TRENCH AND AT EACH LIFT OF BACKFILL. F.GENERAL CONTRACTOR SHALL EMPLOY A LICENSED SURVEYOR AS0BUILT TOP OF PIPE ELEVATIONS TAKEN WHEN BEDDING OPERATION IS 75% COMPLETE. THESE ELEVATIONS SHALL BE TAKEN AT POINTS OF CONNECTION, CHANGES IN DIRECTION AND AT MINIMUM 20' INTERVALS ALONG THE LENGTH OF THE PIPE. THESE ELEVATIONS SHALL BE RECORDED AS AS-BUILT DIMENSIONS ON SITE PLAN REVIEW BY PROJECT ENGINEER. G.ALL SANITARY LINES ARE TO BE FLUSHED PRIOR TO CONTRACTOR TURNOVER OF THE FACILITY. LEGEND: EX PROPERTY BOUNDARY LINES EX ADJACENT BOUNDARY LINES EX STORM WATER LINE EX OVERHEAD LINE EX SANITARY LINE EX WATER LINE EX FIRE HYDRANT PROP SANITARY LINE PROP SANITARY LATERAL PROP FIRE LINE PROP WATER LINE PROP WATER SERVICE PROP ELECTRIC LINE PROP TELEPHONE LINE PROP TRANSFORMER PAD AND CT CABINET PROP STORM SEWER PROP EXFILTRATION TRENCH EX STORM STRUCTURES PROP STORM STRUCTURES S S W W E E T T SL SL WL WL F F T DATUM NOTES: 1.BEARINGS SHOWN HEREON ARE BASED ON THE FLORIDA STATE PLANE COORDINATE SYSTEM, EAST ZONE, NORTH AMERICAN DATUM (NAD) OF 1983 WITH 2011 ADJUSTMENT AS DERIVED FROM THE FLORIDA DEPARTMENT OF TRANSPORTATION PERMANENT REFERENCE NETWORK. AS A REFERENCE FOR THIS SURVEY, THE BASELINE OF SURVEY OF STATE ROAD NO. 70 (NORTHWEST PARK STREET) HAS A BEARING OF NORTH 89°50'51" EAST. 2.ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC SURVEY BENCHMARK R 22, SAID POINT BEING A SURVEY DISC STAMPED "R22 1933 31.558" SET IN A CONCRETE STEP AND HAVING AN ELEVATION OF 30.32 FEET, PURSUANT TO THE NORTH AMERICAN VERTICAL DATUM OF 1988. UTILITY CROSSING SCHEDULE: CROSSING 1 TOP UTILITY: 8" DIP WATER BOT EL. = 25.50 BOTTOM UTILITY: 15X21" ELLIPTICAL HDPE STORM TOP EL. = 24.97 CROSSING 3 TOP UTILITY: 18" HDPE STORM BOT EL. = 23.97 BOTTOM UTILITY: 6" PVC SAN SEWER LAT.= 22.98 PROPERTY LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 LENGTH 199.97' 142.50' 15.14' 142.50' 299.95' 142.54' 7.50' 49.99' 49.99' 7.50' 142.55' BEARING N89°50'24"E S0°09'42"E S0°09'42"E S0°09'42"E S89°51'01"W N0°09'43"W N0°09'43"W N89°50'43"E N89°50'43"E N0°09'42"W N0°09'42"W SANITARY CLEANOU T SCHEDULE C.O. No.RIM ELEV.INVERT ELEV. 1 AT GRADE 25.50 2 AT GRADE 25.50 3 AT GRADE 25.50 4 AT GRADE 25.15 5 AT GRADE 24.40 6 AT GRADE 25.00 7 AT GRADE 24.75 8 AT GRADE 24.50 9 AT GRADE 23.80 10 AT GRADE 23.40 11 AT GRADE 22.62 CROSSING 2 TOP UTILITY: 15X21" ELLIPTICAL HDPE STORM BOT EL. = 23.80 BOTTOM UTILITY: 12" PVC SAN TOP EL. = 23.17 CROSSING X MAINTAIN MIN. 12" SEPARATION CROSSING 4 TOP UTILITY: 10" PVC STORM BOT EL.= 26.80 BOTTOM UTILITY: 6" PVC SAN TOP EL.= 25.94 CROSSING 5 TOP UTILITY: 10" PVC STORM BOT EL.= 26.61 BOTTOM UTILITY: 6"PVC SAN TOP EL.= 25.94 CROSSING 6 TOP UTILITY: 10" PVC STORM BOT EL.= 26.46 BOTTOM UTILITY: 6" PVC SAN TOP EL.= 25.94 X OWNER: 205 N. PARROT AVE HOLDINGS, LLC (±0.654 ACRES) STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEX X XXXXXX X XX XX X X X XXX XXX XX X XXX L1 L2L3L4L5L6L7L8L9L10L11X X X PROP. CONSTRUCTION FENCE (TYP) PROP. SILT FENCE (TYP) PROP CONSTRUCTION ENTRANCE WITH TWO (2) 10' SWING GATES (GATE SHALL HAVE CONSTRUCTION DETOUR SIGNS AND OPEN ONTO SITE, NOT INTO RIGHT OF WAY) TEMPORARY EROSION CONTROL INLET PROTECTION (TYP) (SEE DETAIL THIS SHEET) TEMPORARY EROSION CONTROL INLET PROTECTION (TYP) (SEE DETAIL THIS SHEET)SFSFSFSFSFSFSFSFSFSFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFPROP. CONSTRUCTION FENCE (TYP) PROP. SILT FENCE (TYP) TEMPORARY EROSION CONTROL SOIL TRACKING PREVENTION MAT (SEE DETAIL) TEMPORARY EROSION CONTROL SOIL TRACKING PREVENTION MAT (SEE DETAIL) TEMPORARY EROSION CONTROL INLET PROTECTION (TYP) (SEE DETAIL THIS SHEET) CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057OA0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:48 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGOA0 C-601 PHASE I SOIL EROSION CONTROL PLAN 1"=20' 0 2051020 LEGEND: FILTER FABRIC 3' OR MORE12" MIN.8"WOOD 2" x 4" STEEL 1.33 LBS/FT. MIN. OAK 1 1/2" x 1 1/2"15"-18"WOOD 2 1/2" MIN. Ø POST OPTIONS : 6' MAX. (IN CONFORMANCE WITH SEC. 985 F.D.O.T. SPEC.) SILT FENCE DETAIL NOT TO SCALE (PER FDOT INDEX #102) SILT FENCE PROTECTION AROUND DITCH BOTTOM INLETS CURB INLET PROTECTION DETAIL NOT TO SCALE 2 LAYERS NON WOVEN FILTER FABRIC TO BE SECURED OVER ENTIRE BASIN OPENING MAINTENANCE NOTES:POLLUTION PREVENTION NOTES: N.P.D.E.S. PERMIT COMPLIANCE REQUIRES INSPECTIONS EVERY 7 CALENDAR DAYS BY A NPDES QUALIFIED INSPECTOR AND PERIODIC INSPECTIONS WITHIN 24 HOURS OF ANY RAINFALL EVENT OF 0.5 INCHES OR GREATER. THESE INSPECTIONS MAY RESULT IN RECOMMENDATIONS FOR ROUTINE MAINTENANCE OF THE SOIL EROSION CONTROL DEVICES, AS WELL AS FURTHER MAINTENANCE AS OUTLINED BELOW. 1.THROUGHOUT THE CONSTRUCTION PERIOD, ALL MUD/SILT TRACKED ONTO EXISTING FDOT ROADS FROM THE SITE DUE TO CONSTRUCTION SHALL BE IMMEDIATELY REMOVED BY THE CONTRACTOR. 2.CATCH BASIN INLET AND CONCRETE FLUME FILTERS SHALL BE MAINTAINED CLEAN AT ALL TIMES THROUGHOUT THE CONSTRUCTION PERIOD. WEEKLY INSPECTIONS WILL BE PERFORMED EVERY 7 CALENDAR DAYS. IF A FILTER HAS HOLES OR IS INUNDATED WITH SEDIMENT, THE FILTER WILL REQUIRE REPLACEMENT. 3.CONSTRUCTION ACCESS AND TRACKING MAT MUST BE MAINTAINED AS NECESSARY. REPLENISH CRUSHED AGGREGATE IF PRESENT LAYER IS FILLED WITH SEDIMENT, POOLING WATER OR HAS RUTS. A NEW LAYER MAY BE ADDED IF OLD LAYERS BECOME COMPACTED. 4.SILT FENCE IS TO BE INSPECTED DAILY BY CONTRACTOR AND EVERY 7 CALENDAR DAYS BY NPDES QUALIFIED INSPECTOR. IF REPAIRS OR REPLACEMENT IS NECESSARY, IT SHALL BE PERFORMED IMMEDIATELY. THE SILT FENCE SHOULD BE TRENCHED IN, BACK-FILLED, AND STAPLED OR STAKED ACCORDING TO THE MANUFACTURER'S SPECIFICATIONS. MAINTENANCE INCLUDES THE REMOVING OF BUILT-UP SEDIMENT. WHEN THE SEDIMENT ACCUMULATES TO 1/3 OF THE HEIGHT OF THE FENCE, CONTRACTOR MAY HAVE TO REMOVE, REPLACE, RETRENCH, OR RE-BACKFILL THE FENCE IF IT FAILS. IT WOULD ALSO BE NECESSARY TO REINSTALL IF ANY PORTION OF THE FENCING WAS DAMAGED BY CONSTRUCTION MACHINERY. 5.SEEDING OR RESEEDING MAY BE REQUIRED IMMEDIATELY TO AREAS WHICH HAVE BEEN DAMAGED BY RUNOFF. 6.REMOVE ANY VISIBLE SEDIMENT FROM THE POND BOTTOM TO KEEP THE BASIN DESIGNED INFILTRATION PERFORMANCE 7.THE CONTRACTOR SHALL CONTINUOUSLY ENSURE THAT THE PERIMETER OF THE SITE, INCLUDING CONSTRUCTION ENTRANCES, IS SECURED FROM ALLOWING DEBRIS TO LEAVE THE SITE DUE TO CONSTRUCTION ACTIVITY OR RAINFALL EVENTS. A WEEKLY LOG SHALL BE UPDATED AND KEPT ON-SITE IN ACCORDANCE WITH THE NPDES PERMIT. BY BIDDING DOCUMENTS CONTRACTOR ACKNOWLEDGES HE/SHE IS AWARE OF NPDES GUIDELINES AND POLICIES AS WELL AS BEST MANAGEMENT PRACTICES AND ASSUMES SOLE RESPONSIBILITY FOR FINES IMPOSED BY GOVERNMENTAL AGENCIES DUE TO VIOLATIONS. 1.EROSION AND SEDIMENT CONTROL BMP'S IN ADDITION TO THOSE PRESENTED ON THESE PLANS SHALL BE IMPLEMENTED AS NECESSARY TO PREVENT TURBID DISCHARGES FROM FLOWING ONTO ADJACENT PROPERTIES OR ROADWAYS, OFF SITE STORMWATER CONVEYANCES OR RECEIVING WATERS, OR ON SITE WETLANDS AND SURFACE WATERS. BMP'S SHALL BE DESIGNED, INSTALLED, AND MAINTAINED BY THE SITE OPERATOR TO ENSURE THAT OFF SITE SURFACE WATER QUALITY REMAINS CONSISTENT WITH STATE AND LOCAL REGULATIONS. [THE OPERATOR IS THE ENTITY THAT OWNS OR OPERATES THE CONSTRUCTION ACTIVITY AND HAS AUTHORITY TO CONTROL THOSE ACTIVITIES AT THE PROJECT NECESSARY TO ENSURE COMPLIANCE.] 2.OFF SITE SURFACE WATER DISCHARGES, OR DISCHARGES TO ONSITE WETLANDS OR SURFACE WATERS WITH TURBIDITY IN EXCESS OF 29 NEPHELOMETRIC TURBIDITY UNITS (NTU'S) ABOVE BACKGROUND LEVEL SHALL BE IMMEDIATELY CORRECTED. SUCH INCIDENTS SHALL BE REPORTED TO WATER RESOURCES WITHIN 24 HOURS OF THE OCCURRENCE. THE REPORT SHALL INCLUDE THE CAUSE OF THE DISCHARGE AND CORRECTIVE ACTIONS TAKEN. 3.THE OPERATOR SHALL ENSURE THAT ADJACENT PROPERTIES ARE NOT IMPACTED BY WIND EROSION, OR EMISSIONS OF UNCONFINED PARTICULATE MATTER IN ACCORDANCE WITH RULE 62-296.320(4)(C)1, F.A.C., BY TAKING APPROPRIATE MEASURES TO STABILIZE AFFECTED AREAS. 4.FUEL AND OTHER PETROLEUM PRODUCT SPILLS THAT ENTER STORMWATER DRAINS OR WATERBODIES, OR FUEL AND OTHER PETROLEUM PRODUCT SPILLS THAT ARE IN EXCESS OF 25 GALLONS SHALL BE CONTAINED, CLEANED UP, AND IMMEDIATELY REPORTED TO WATER RESOURCES. SMALLER GROUND SURFACE SPILLS SHALL BE CLEANED UP AS SOON AS PRACTICAL. 5.IF CONTAMINATED SOIL AND/OR GROUNDWATER IS DISCOVERED DURING DEVELOPMENT OF THE SITE, ALL ACTIVITY IN THE VICINITY OF THE CONTAMINATION SHALL IMMEDIATELY CEASE, AND WATER RESOURCES SHALL BE CONTACTED. 6.PRIOR TO DEMOLITION OF EXISTING ON SITE STRUCTURES AN ASBESTOS SURVEY AND/OR ASBESTOS NOTIFICATION MAY BE REQUIRED. 7.NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM: A.NPDES CONSTRUCTION GENERIC PERMIT COVERAGE SHALL BE OBTAINED AT LEAST 48 HOURS IN ADVANCE OF CONSTRUCTION COMMENCEMENT IN ACCORDANCE WITH RULE 62-621.300(4)(a), F.A.C. B.A COPY OF THE CERTIFIED NPDES NOI, OR A COPY OF THE FDEP COVERAGE CONFIRMATION LETTER SHALL BE POSTED AT THE SITE IN ACCORDANCE WITH RULE 62-621.300(4)(A) PART III.C.2, F.A.C. C.A COPY OF THE CERTIFIED NPDES NOI, OR A COPY OF THE FDEP COVERAGE CONFIRMATION LETTER SHALL BE PROVIDED TO WATER RESOURCES IN ACCORDANCE WITH RULE 62-621.300(4)(a)PART III.D.1, F.A.C. D.THE SWPPP SHALL BE CERTIFIED IN ACCORDANCE WITH RULE 62-621.300(4)(a)PART V.D.6, F.A.C. E.A COPY OF THE SWPPP, AND COPIES OF THE INSPECTION AND MAINTENANCE RECORDS SHALL BE MAINTAINED AT THE PROJECT SITE, AND SHALL BE READILY AVAILABLE TO COUNTY OR STATE INSPECTORS. 8.THE DISCHARGE OF GROUNDWATER PRODUCED THROUGH DEWATERING, TO SURFACE WATERS, OR ANY PORTION OF THE MS4 WILL REQUIRE SEPARATE PERMITTING FROM THE FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION (DEP). PERMIT(S) SHALL BE OBTAINED PRIOR TO THE COMMENCEMENT OF DEWATERING. CRUSHED AGGREGATE GREATER THAN 3 INCHES BUT SMALLER THAN 6 INCHES FILTER FABRIC ORIGINAL GRADE 12 INCHES MIN. UNLESS OTHERWISE SPECIFIED BY A SOILS ENGINEER SECTION VIEW DATUM NOTES: 1.BEARINGS SHOWN HEREON ARE BASED ON THE FLORIDA STATE PLANE COORDINATE SYSTEM, EAST ZONE, NORTH AMERICAN DATUM (NAD) OF 1983 WITH 2011 ADJUSTMENT AS DERIVED FROM THE FLORIDA DEPARTMENT OF TRANSPORTATION PERMANENT REFERENCE NETWORK. AS A REFERENCE FOR THIS SURVEY, THE BASELINE OF SURVEY OF STATE ROAD NO. 70 (NORTHWEST PARK STREET) HAS A BEARING OF NORTH 89°50'51" EAST. 2.ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC SURVEY BENCHMARK R 22, SAID POINT BEING A SURVEY DISC STAMPED "R22 1933 31.558" SET IN A CONCRETE STEP AND HAVING AN ELEVATION OF 30.32 FEET, PURSUANT TO THE NORTH AMERICAN VERTICAL DATUM OF 1988. PROPERTY LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 LENGTH 199.97' 142.50' 15.14' 142.50' 299.95' 142.54' 7.50' 49.99' 49.99' 7.50' 142.55' BEARING N89°50'24"E S0°09'42"E S0°09'42"E S0°09'42"E S89°51'01"W N0°09'43"W N0°09'43"W N89°50'43"E N89°50'43"E N0°09'42"W N0°09'42"W EX PROPERTY BOUNDARY LINES EX ADJACENT BOUNDARY LINES PROP INLET PROTECTION PROP SOIL TRACKING PREVENTION MAT PROP STORM PIPE PROP SILT FENCE PROP CONSTRUCTION FENCE SF SF EAA GEN F85 F/B (6,119 SF) T STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEL1 L2L3L4L5L6L7L8L9L10L11TEMPORARY EROSION CONTROL INLET PROTECTION (TYP) (SEE DETAIL THIS SHEET) TEMPORARY EROSION CONTROL SOIL TRACKING PREVENTION MAT (SEE DETAIL) TEMPORARY EROSION CONTROL INLET PROTECTION (TYP) (SEE DETAIL THIS SHEET) TEMPORARY EROSION CONTROL INLET PROTECTION (TYP) (SEE DETAIL THIS SHEET) TEMPORARY EROSION CONTROL INLET PROTECTION (TYP) (SEE DETAIL THIS SHEET) TEMPORARY EROSION CONTROL SOIL TRACKING PREVENTION MAT (SEE DETAIL) PROP CONSTRUCTION ENTRANCE WITH TWO (2) 10' SWING GATES (GATE SHALL HAVE CONSTRUCTION DETOUR SIGNS AND OPEN ONTO SITE, NOT INTO RIGHT OF WAY) PROP. CONSTRUCTION FENCE (TYP) PROP. SILT FENCE (TYP) PROP. CONSTRUCTION FENCE (TYP) PROP. SILT FENCE (TYP)SFSFSFSFSFSFSFSFSFSFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFTEMPORARY EROSION CONTROL INLET PROTECTION (TYP) (SEE DETAIL THIS SHEET) TEMPORARY EROSION CONTROL INLET PROTECTION (TYP) (SEE DETAIL THIS SHEET) CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057OB0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:49 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGOB0 C-602 PHASE II SOIL EROSION CONTROL PLAN 1"=20' 0 2051020 LEGEND: EX PROPERTY BOUNDARY LINES EX ADJACENT BOUNDARY LINES PROP INLET PROTECTION PROP SOIL TRACKING PREVENTION MAT PROP STORM PIPE PROP SILT FENCE PROP CONSTRUCTION FENCE SF SF FILTER FABRIC 3' OR MORE12" MIN.8"WOOD 2" x 4" STEEL 1.33 LBS/FT. MIN. OAK 1 1/2" x 1 1/2"15"-18"WOOD 2 1/2" MIN. Ø POST OPTIONS : 6' MAX. (IN CONFORMANCE WITH SEC. 985 F.D.O.T. SPEC.) SILT FENCE DETAIL NOT TO SCALE (PER FDOT INDEX #102) SILT FENCE PROTECTION AROUND DITCH BOTTOM INLETS CURB INLET PROTECTION DETAIL NOT TO SCALE 2 LAYERS NON WOVEN FILTER FABRIC TO BE SECURED OVER ENTIRE BASIN OPENING MAINTENANCE NOTES:POLLUTION PREVENTION NOTES: N.P.D.E.S. PERMIT COMPLIANCE REQUIRES INSPECTIONS EVERY 7 CALENDAR DAYS BY A NPDES QUALIFIED INSPECTOR AND PERIODIC INSPECTIONS WITHIN 24 HOURS OF ANY RAINFALL EVENT OF 0.5 INCHES OR GREATER. THESE INSPECTIONS MAY RESULT IN RECOMMENDATIONS FOR ROUTINE MAINTENANCE OF THE SOIL EROSION CONTROL DEVICES, AS WELL AS FURTHER MAINTENANCE AS OUTLINED BELOW. 1.THROUGHOUT THE CONSTRUCTION PERIOD, ALL MUD/SILT TRACKED ONTO EXISTING FDOT ROADS FROM THE SITE DUE TO CONSTRUCTION SHALL BE IMMEDIATELY REMOVED BY THE CONTRACTOR. 2.CATCH BASIN INLET AND CONCRETE FLUME FILTERS SHALL BE MAINTAINED CLEAN AT ALL TIMES THROUGHOUT THE CONSTRUCTION PERIOD. WEEKLY INSPECTIONS WILL BE PERFORMED EVERY 7 CALENDAR DAYS. IF A FILTER HAS HOLES OR IS INUNDATED WITH SEDIMENT, THE FILTER WILL REQUIRE REPLACEMENT. 3.CONSTRUCTION ACCESS AND TRACKING MAT MUST BE MAINTAINED AS NECESSARY. REPLENISH CRUSHED AGGREGATE IF PRESENT LAYER IS FILLED WITH SEDIMENT, POOLING WATER OR HAS RUTS. A NEW LAYER MAY BE ADDED IF OLD LAYERS BECOME COMPACTED. 4.SILT FENCE IS TO BE INSPECTED DAILY BY CONTRACTOR AND EVERY 7 CALENDAR DAYS BY NPDES QUALIFIED INSPECTOR. IF REPAIRS OR REPLACEMENT IS NECESSARY, IT SHALL BE PERFORMED IMMEDIATELY. THE SILT FENCE SHOULD BE TRENCHED IN, BACK-FILLED, AND STAPLED OR STAKED ACCORDING TO THE MANUFACTURER'S SPECIFICATIONS. MAINTENANCE INCLUDES THE REMOVING OF BUILT-UP SEDIMENT. WHEN THE SEDIMENT ACCUMULATES TO 1/3 OF THE HEIGHT OF THE FENCE, CONTRACTOR MAY HAVE TO REMOVE, REPLACE, RETRENCH, OR RE-BACKFILL THE FENCE IF IT FAILS. IT WOULD ALSO BE NECESSARY TO REINSTALL IF ANY PORTION OF THE FENCING WAS DAMAGED BY CONSTRUCTION MACHINERY. 5.SEEDING OR RESEEDING MAY BE REQUIRED IMMEDIATELY TO AREAS WHICH HAVE BEEN DAMAGED BY RUNOFF. 6.REMOVE ANY VISIBLE SEDIMENT FROM THE POND BOTTOM TO KEEP THE BASIN DESIGNED INFILTRATION PERFORMANCE 7.THE CONTRACTOR SHALL CONTINUOUSLY ENSURE THAT THE PERIMETER OF THE SITE, INCLUDING CONSTRUCTION ENTRANCES, IS SECURED FROM ALLOWING DEBRIS TO LEAVE THE SITE DUE TO CONSTRUCTION ACTIVITY OR RAINFALL EVENTS. A WEEKLY LOG SHALL BE UPDATED AND KEPT ON-SITE IN ACCORDANCE WITH THE NPDES PERMIT. BY BIDDING DOCUMENTS CONTRACTOR ACKNOWLEDGES HE/SHE IS AWARE OF NPDES GUIDELINES AND POLICIES AS WELL AS BEST MANAGEMENT PRACTICES AND ASSUMES SOLE RESPONSIBILITY FOR FINES IMPOSED BY GOVERNMENTAL AGENCIES DUE TO VIOLATIONS. 1.EROSION AND SEDIMENT CONTROL BMP'S IN ADDITION TO THOSE PRESENTED ON THESE PLANS SHALL BE IMPLEMENTED AS NECESSARY TO PREVENT TURBID DISCHARGES FROM FLOWING ONTO ADJACENT PROPERTIES OR ROADWAYS, OFF SITE STORMWATER CONVEYANCES OR RECEIVING WATERS, OR ON SITE WETLANDS AND SURFACE WATERS. BMP'S SHALL BE DESIGNED, INSTALLED, AND MAINTAINED BY THE SITE OPERATOR TO ENSURE THAT OFF SITE SURFACE WATER QUALITY REMAINS CONSISTENT WITH STATE AND LOCAL REGULATIONS. [THE OPERATOR IS THE ENTITY THAT OWNS OR OPERATES THE CONSTRUCTION ACTIVITY AND HAS AUTHORITY TO CONTROL THOSE ACTIVITIES AT THE PROJECT NECESSARY TO ENSURE COMPLIANCE.] 2.OFF SITE SURFACE WATER DISCHARGES, OR DISCHARGES TO ONSITE WETLANDS OR SURFACE WATERS WITH TURBIDITY IN EXCESS OF 29 NEPHELOMETRIC TURBIDITY UNITS (NTU'S) ABOVE BACKGROUND LEVEL SHALL BE IMMEDIATELY CORRECTED. SUCH INCIDENTS SHALL BE REPORTED TO WATER RESOURCES WITHIN 24 HOURS OF THE OCCURRENCE. THE REPORT SHALL INCLUDE THE CAUSE OF THE DISCHARGE AND CORRECTIVE ACTIONS TAKEN. 3.THE OPERATOR SHALL ENSURE THAT ADJACENT PROPERTIES ARE NOT IMPACTED BY WIND EROSION, OR EMISSIONS OF UNCONFINED PARTICULATE MATTER IN ACCORDANCE WITH RULE 62-296.320(4)(C)1, F.A.C., BY TAKING APPROPRIATE MEASURES TO STABILIZE AFFECTED AREAS. 4.FUEL AND OTHER PETROLEUM PRODUCT SPILLS THAT ENTER STORMWATER DRAINS OR WATERBODIES, OR FUEL AND OTHER PETROLEUM PRODUCT SPILLS THAT ARE IN EXCESS OF 25 GALLONS SHALL BE CONTAINED, CLEANED UP, AND IMMEDIATELY REPORTED TO WATER RESOURCES. SMALLER GROUND SURFACE SPILLS SHALL BE CLEANED UP AS SOON AS PRACTICAL. 5.IF CONTAMINATED SOIL AND/OR GROUNDWATER IS DISCOVERED DURING DEVELOPMENT OF THE SITE, ALL ACTIVITY IN THE VICINITY OF THE CONTAMINATION SHALL IMMEDIATELY CEASE, AND WATER RESOURCES SHALL BE CONTACTED. 6.PRIOR TO DEMOLITION OF EXISTING ON SITE STRUCTURES AN ASBESTOS SURVEY AND/OR ASBESTOS NOTIFICATION MAY BE REQUIRED. 7.NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM: A.NPDES CONSTRUCTION GENERIC PERMIT COVERAGE SHALL BE OBTAINED AT LEAST 48 HOURS IN ADVANCE OF CONSTRUCTION COMMENCEMENT IN ACCORDANCE WITH RULE 62-621.300(4)(a), F.A.C. B.A COPY OF THE CERTIFIED NPDES NOI, OR A COPY OF THE FDEP COVERAGE CONFIRMATION LETTER SHALL BE POSTED AT THE SITE IN ACCORDANCE WITH RULE 62-621.300(4)(A) PART III.C.2, F.A.C. C.A COPY OF THE CERTIFIED NPDES NOI, OR A COPY OF THE FDEP COVERAGE CONFIRMATION LETTER SHALL BE PROVIDED TO WATER RESOURCES IN ACCORDANCE WITH RULE 62-621.300(4)(a)PART III.D.1, F.A.C. D.THE SWPPP SHALL BE CERTIFIED IN ACCORDANCE WITH RULE 62-621.300(4)(a)PART V.D.6, F.A.C. E.A COPY OF THE SWPPP, AND COPIES OF THE INSPECTION AND MAINTENANCE RECORDS SHALL BE MAINTAINED AT THE PROJECT SITE, AND SHALL BE READILY AVAILABLE TO COUNTY OR STATE INSPECTORS. 8.THE DISCHARGE OF GROUNDWATER PRODUCED THROUGH DEWATERING, TO SURFACE WATERS, OR ANY PORTION OF THE MS4 WILL REQUIRE SEPARATE PERMITTING FROM THE FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION (DEP). PERMIT(S) SHALL BE OBTAINED PRIOR TO THE COMMENCEMENT OF DEWATERING. CRUSHED AGGREGATE GREATER THAN 3 INCHES BUT SMALLER THAN 6 INCHES FILTER FABRIC ORIGINAL GRADE 12 INCHES MIN. UNLESS OTHERWISE SPECIFIED BY A SOILS ENGINEER SECTION VIEW DATUM NOTES: 1.BEARINGS SHOWN HEREON ARE BASED ON THE FLORIDA STATE PLANE COORDINATE SYSTEM, EAST ZONE, NORTH AMERICAN DATUM (NAD) OF 1983 WITH 2011 ADJUSTMENT AS DERIVED FROM THE FLORIDA DEPARTMENT OF TRANSPORTATION PERMANENT REFERENCE NETWORK. AS A REFERENCE FOR THIS SURVEY, THE BASELINE OF SURVEY OF STATE ROAD NO. 70 (NORTHWEST PARK STREET) HAS A BEARING OF NORTH 89°50'51" EAST. 2.ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC SURVEY BENCHMARK R 22, SAID POINT BEING A SURVEY DISC STAMPED "R22 1933 31.558" SET IN A CONCRETE STEP AND HAVING AN ELEVATION OF 30.32 FEET, PURSUANT TO THE NORTH AMERICAN VERTICAL DATUM OF 1988. PROPERTY LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 LENGTH 199.97' 142.50' 15.14' 142.50' 299.95' 142.54' 7.50' 49.99' 49.99' 7.50' 142.55' BEARING N89°50'24"E S0°09'42"E S0°09'42"E S0°09'42"E S89°51'01"W N0°09'43"W N0°09'43"W N89°50'43"E N89°50'43"E N0°09'42"W N0°09'42"W 14 17 21 20 23 25 23 23 23 24 26 23 23 25 24 25 24 24 25 24 24 24 24 25 24 24 25 24 25 23 24 26 24 23 23 23 25 23 20 20 17 14 17 17 23 20 26 31 27 28 28 27 31 28 22 28 27 32 28 23 29 24 29 29 24 29 23 28 32 27 28 22 28 32 27 28 28 27 31 26 20 23 18 17 20 25 26 30 35 37 36 31 32 36 37 36 32 32 35 37 37 32 26 32 37 37 32 26 32 37 37 35 32 32 37 37 36 32 32 36 36 35 30 26 26 20 19 22 25 30 32 34 32 31 32 33 35 33 32 31 32 35 34 32 24 33 34 34 33 24 32 34 35 32 31 32 33 35 33 32 32 32 35 32 30 25 22 19 19 25 23 31 33 34 34 33 33 35 35 35 33 29 35 35 35 35 30 35 35 35 35 30 35 35 35 35 29 34 35 35 35 33 33 34 34 33 32 23 25 19 15 19 23 23 27 27 28 28 28 28 28 28 26 28 28 28 28 26 28 28 28 28 28 28 26 28 28 28 28 26 28 28 28 28 28 28 27 27 23 23 20 16 4.0 3.7 3.3 2.8 2.9 2.7 2.6 2.6 5.0 3.7 1.7 2.6 4.4 5.3 4.0 3.3 1.2 1.7 2.0 3.0 4.8 5.4 4.4 3.9 1.5 1.6 1.8 1.9 2.2 3.2 5.0 5.6 5.1 4.7 3.6 3.3 3.9 1.7 2.0 2.2 2.2 2.4 3.4 4.9 5.8 5.1 4.3 3.9 3.7 3.7 2.3 2.4 2.6 2.6 2.9 3.8 5.0 5.8 4.4 3.4 3.3 3.1 3.0 2.8 2.6 2.8 2.8 3.3 4.4 5.3 4.9 3.8 2.9 2.7 2.6 2.5 3.2 3.2 3.3 3.4 3.7 4.3 4.8 3.4 2.8 2.4 2.5 2.4 2.2 4.1 3.6 3.5 3.8 4.4 4.1 3.8 2.5 2.0 1.9 2.0 1.9 1.7 3.9 3.2 2.9 3.4 4.0 3.2 3.0 1.9 1.7 1.7 1.7 1.6 1.5 1.5 1.4 2.7 3.2 3.3 3.3 3.2 2.9 2.6 2.2 1.7 1.4 1.3 2.1 2.6 2.9 3.5 3.8 3.5 2.8 2.1 1.7 1.4 1.3 2.1 2.7 3.5 4.0 3.9 3.4 2.4 1.9 1.6 1.4 1.4 3.4 4.5 4.2 3.2 2.7 2.2 1.8 1.6 2.8 3.5 3.8 3.0 2.5 2.2 1.9 2.9 3.6 3.1 2.6 2.4 2.0 3.4 3.8 3.0 2.5 2.3 1.9 4.6 4.1 3.1 2.6 2.1 1.8 3.7 4.1 3.8 3.2 2.3 1.7 1.3 1.4 1.2 1.0 2.0 3.2 4.3 3.5 3.5 4.1 4.0 2.7 2.0 1.6 1.5 1.6 2.2 2.9 4.2 3.8 3.4 3.5 4.2 3.0 1.9 1.6 2.3 3.3 3.8 4.9 5.2 4.2 3.9 3.3 2.8 2.5 2.3 2.6 3.0 3.4 4.0 4.5 5.4 4.7 3.6 3.2 2.4 1.6 1.1 1.1 2.0 3.1 4.5 5.7 6.8 7.2 6.6 5.8 5.3 5.1 5.1 5.0 5.1 5.2 5.3 6.0 6.6 7.2 6.8 5.8 4.7 3.5 2.6 1.7 1.6 3.6 2.3 2.9 5.8 3.2 6.6 6.6 5.8 4.4 4.1 4.8 5.4 5.7 6.0 6.1 6.1 6.1 6.0 6.1 6.1 6.2 6.2 6.1 6.1 6.0 5.9 5.9 5.7 5.2 4.3 3.7 3.2 3.4 2.7 3.2 1.8 1.5 1.7 1.9 2.1 2.1 2.2 2.0 2.0 2.2 2.2 2.2 2.2 2.0 2.0 1.9 1.8 1.8 1.7 1.7 1.8 1.7 2.7 2.3 2.4 1.2 0.9 1.0 1.6 1.7 1.7 1.4 1.6 1.8 1.8 1.8 1.6 1.3 1.2 1.1 1.2 1.3 1.2 2.0 1.9 0.8 0.9 1.1 1.5 1.6 2.9 2.3 1.5 0.8 1.1 1.9 3.0 3.5 3.3 3.5 2.6 3.0 0.8 1.1 1.7 2.9 4.0 3.3 4.5 3.6 2.6 0.8 1.2 1.8 2.4 3.6 3.0 4.5 3.7 2.6 0.8 1.3 1.8 2.4 3.6 3.2 4.5 3.8 2.6 0.8 1.3 1.8 3.0 4.1 3.2 4.3 3.5 4.0 1.6 1.4 2.2 3.1 3.7 3.6 3.3 2.9 1.7 1.5 2.1 2.4 2.7 2.9 2.6 5.1 3.1 1.9 1.5 2.2 3.2 3.8 3.5 1.5 1.7 1.4 1.9 2.9 1.0 1.1 1.1 1.3 1.4 1.4 1.5 2.0 2.5 2.3 2.2 1.5 2.0 2.5 3.6 3.0 1.1 1.4 1.2 1.3 1.3 1.3 1.2 1.2 1.3 1.4 1.6 1.5 1.4 1.3 1.5 1.9 2.4 3.5 3.1 2.0 3.0 2.8 2.4 1.9 1.3 1.4 1.5 1.5 1.6 1.7 1.6 1.6 1.4 1.3 1.8 2.9 3.9 3.0 1.7 2.6 2.0 2.2 2.1 2.2 2.4 1.4 1.3 1.9 2.8 1.9 3.5 3.6 2.8 2.8 3.9 3.0 2.1 3.5 4.4 3.6 4.0 3.6 3.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.4 0.6 0.9 1.2 1.3 1.1 0.9 0.8 0.7 0.8 1.1 1.3 1.3 1.2 0.8 1.1 1.2 1.2 0.9 0.6 0.4 0.3 0.1 0.2 0.1 0.1 0.1 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.7 1.2 1.2 0.7 0.5 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.4 0.6 1.0 0.8 0.3 0.4 0.3 0.2 0.1 0.1 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 0.5 0.7 1.3 0.4 0.9 0.6 0.4 0.2 0.1 0.1 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.4 0.6 0.8 0.4 1.8 1.3 0.9 0.3 0.1 0.1 0.0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.8 1.1 0.4 2.7 1.9 1.6 0.5 0.2 0.1 0.0 0.0 0.1 0.2 0.4 0.7 0.9 1.0 1.3 2.7 2.9 2.3 2.1 0.7 0.2 0.1 0.0 0.0 0.1 0.2 0.5 1.1 1.7 1.5 2.9 2.2 0.7 0.2 0.1 0.0 0.0 0.1 0.2 0.5 1.4 2.8 2.8 3.4 1.8 0.6 0.2 0.1 0.0 0.0 0.1 0.2 0.5 1.6 3.2 3.8 2.0 1.5 0.6 0.2 0.1 0.0 0.0 0.1 0.2 0.5 1.7 2.7 3.1 2.7 1.8 1.5 1.5 1.1 0.9 0.5 0.2 0.1 0.0 0.0 0.1 0.2 0.4 1.4 2.3 2.4 3.1 1.1 1.3 1.3 1.1 1.2 1.2 1.2 1.0 0.6 0.4 0.3 0.2 0.1 0.1 0.0 0.0 0.1 0.1 0.3 0.9 1.5 1.7 2.6 2.1 1.6 1.5 0.8 0.6 0.6 0.7 1.1 1.6 1.2 2.4 2.8 3.5 2.8 2.7 1.9 1.2 1.0 0.9 1.8 1.9 1.3 0.4 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.1 0.2 0.4 0.6 0.9 1.2 1.1 0.8 0.7 0.4 0.4 0.4 0.6 1.1 2.2 14.0 7.5 12.5 16.4 2.0 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.5 0.4 0.4 0.3 0.2 0.2 0.3 0.5 1.1 3.0 1.2 0.2 0.1 0.1 0.1 0.0 0.0 0.1 0.1 0.1 0.2 0.0 0.2 0.2 0.2 0.2 0.2 0.3 0.5 1.3 3.3 0.6 0.2 0.1 0.1 0.0 0.0 0.1 0.1 0.1 0.0 0.1 0.1 0.1 0.1 0.1 0.2 0.5 1.3 3.5 0.6 0.2 0.1 0.0 0.0 0.1 0.1 0.0 0.1 0.1 0.1 0.1 0.1 0.2 0.4 1.2 3.4 1.3 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.2 0.4 1.2 3.2 2.2 0.2 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 1.0 2.8 3.6 1.9 0.2 0.0 0.0 0.1 0.1 0.1 0.3 0.8 1.9 1.9 1.9 2.3 3.6 2.1 0.1 0.1 0.0 0.0 0.1 0.1 0.2 0.5 1.1 1.7 2.7 3.6 3.3 2.8 2.7 2.6 2.6 2.4 3.5 2.4 1.6 4.1 3.3 1.2 0.1 0.1 0.0 0.0 0.1 0.1 0.2 0.4 0.7 0.8 1.8 1.5 0.6 0.1 0.1 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.6 0.1 0.1 0.0 0.0 0.1 0.1 0.2 0.3 1.2 0.1 0.0 0.0 0.1 0.1 0.1 0.2 1.4 3.3 3.1 1.9 0.1 0.0 0.0 0.1 0.1 0.1 0.8 1.5 1.2 1.4 1.4 0.9 0.1 0.0 0.0 0.1 0.1 0.6 1.9 1.5 1.3 0.5 0.4 0.3 0.1 0.0 0.0 0.1 0.1 1.1 1.6 1.3 2.0 2.9 2.6 2.3 2.5 2.3 2.8 1.1 0.4 0.1 0.0 0.2 0.2 0.1 0.1 0.0 0.0 0.1 1.7 2.8 3.6 2.9 1.7 1.0 0.8 0.6 0.2 0.2 0.2 0.2 0.6 0.4 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.1 1.3 2.0 1.8 1.5 1.2 0.7 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.5 0.6 0.6 0.6 0.5 0.4 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 NOTES: - ALL AREA LIGHTS ON 20 FT. POLES MOUNTED ON 6 IN. CONCRETE BASES - ALL CONCRETE BASES TO BE LOCATED 5 FT. BEHIND CURB 1 B1 3 B5 4 B5 5 B5 6 B5 7 C1 8 C1 9 C1 10 C1 11 C1 12 C1 13 C1 14 C1 15 C1 16 C1 17 C1 18 C1 19 C1 20 C1 21 C1 22 C1 23 C1 24 C1 25 C1 26 C1 27 C1 28 C1 29 C1 30 C1 31 C1 32 C1 33 C1 34 C1 35 C1 36 C1 37 C1 38 C1 39 D1 40 D1 41 D1 42 D1 43 D1 44 D1 45 D1 46 D1 47 D1 48 D1 49 D1 50 D1 51 D1 52 D1 53 D1 54 D1 55 D1 56 D1 57 D1 58 D1 59 D1 60 D1 61 D1 62 D1 63 D1 64 D1 65 D1 66 D1 67 D2 68 D2 69 E4 70 E4 71 S1 72 S1 73 S2 74 S2 75 W1 76 W1 77 W1 78 W1 79 W1 2 B1 EAA F85 F/B (6,119 SF) STATE ROAD NO. 70NW 3rdAVENUENW 2nd STREET NW 2nd AVENUE23 23 25 23 20 20 17 14 28 27 31 26 20 23 18 17 32 36 36 35 30 26 26 20 32 32 35 32 30 25 22 19 33 34 34 33 32 23 25 19 28 28 27 27 23 23 20 16 5.0 3.7 5.3 4.0 3.3 5.4 4.4 3.9 5.6 5.1 4.7 3.6 3.3 3.9 5.8 5.1 4.3 3.9 3.7 3.7 5.8 4.4 3.4 3.3 3.1 3.0 4.9 3.8 2.9 2.7 2.6 2.5 3.4 2.8 2.4 2.5 2.4 2.2 2.5 2.0 1.9 2.0 1.9 1.7 1.9 1.7 1.7 1.7 1.6 1.5 1.5 3.5 4.2 3.0 1.9 4.7 3.6 3.2 2.4 1.6 1.1 6.8 5.8 4.7 3.5 2.6 1.7 3.6 2.3 5.8 3.2 6.6 6.6 5.8 5.9 5.7 5.2 4.3 3.7 3.2 1.8 1.8 1.7 1.7 1.8 1.7 1.1 1.2 1.3 1.2 0.8 0.9 1.1 1.5 1.6 1.5 0.8 1.1 1.9 3.0 3.5 3.3 3.0 0.8 1.1 1.7 2.9 4.0 3.3 2.6 0.8 1.2 1.8 2.4 3.6 3.0 2.6 0.8 1.3 1.8 2.4 3.6 3.2 2.6 0.8 1.3 1.8 3.0 4.1 3.2 4.0 1.6 1.4 2.2 3.1 3.7 3.6 2.9 1.7 1.5 2.1 2.4 2.7 2.9 3.1 1.9 1.5 2.2 3.2 3.8 3.5 1.4 1.9 2.9 2.2 1.5 2.0 2.5 3.6 3.0 1.5 1.4 1.3 1.5 1.9 2.4 3.5 3.1 1.6 1.6 1.4 1.3 1.8 2.9 3.9 3.0 2.2 2.4 1.4 1.3 1.9 2.8 3.9 3.0 3.6 3.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.3 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.0 1.1 1.2 1.2 0.9 0.6 0.4 0.3 0.1 0.2 0.1 0.1 0.1 0.0 1.2 0.7 0.5 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.8 0.3 0.4 0.3 0.2 0.1 0.1 0.0 1.3 0.4 0.9 0.6 0.4 0.2 0.1 0.1 0.0 0.4 1.8 1.3 0.9 0.3 0.1 0.1 0.0 0.4 2.7 1.9 1.6 0.5 0.2 0.1 0.0 2.7 2.9 2.3 2.1 0.7 0.2 0.1 0.0 2.9 2.2 0.7 0.2 0.1 0.0 3.4 1.8 0.6 0.2 0.1 0.0 2.0 1.5 0.6 0.2 0.1 0.0 1.5 1.5 1.1 0.9 0.5 0.2 0.1 0.0 1.1 1.2 1.2 1.2 1.0 0.6 0.4 0.3 0.2 0.1 0.1 0.0 0.9 1.8 1.9 1.3 0.4 0.2 0.2 0.1 0.1 0.1 0.0 16.4 2.0 0.2 0.1 0.1 0.1 0.1 0.0 1.2 0.2 0.1 0.1 0.1 0.0 0.6 0.2 0.1 0.1 0.0 0.6 0.2 0.1 0.0 1.3 0.1 0.1 0.0 2.2 0.2 0.1 0.0 3.6 1.9 0.2 0.0 3.6 2.1 0.1 0.1 0.0 3.5 2.4 1.6 4.1 3.3 1.2 0.1 0.1 0.0 1.8 1.5 0.6 0.1 0.1 0.0 0.6 0.1 0.1 0.0 1.2 0.1 0.0 3.3 3.1 1.9 0.1 0.0 1.2 1.4 1.4 0.9 0.1 0.0 1.3 0.5 0.4 0.3 0.1 0.0 2.3 2.8 1.1 0.4 0.1 0.0 0.2 0.2 0.1 0.1 0.0 0.2 0.6 0.4 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LUMINAIRE LOCATION SUMMARY LUM NO.LABEL MTG. HT. 40 D1 9 41 D1 9 42 D1 9 43 D1 9 44 D1 9 45 D1 9 46 D1 9 47 D1 9 48 D1 9 49 D1 9 50 D1 9 51 D1 9 52 D1 9 53 D1 9 54 D1 9 55 D1 9 56 D1 9 57 D1 9 58 D1 9 59 D1 9 60 D1 9 61 D1 9 62 D1 9 63 D1 9 64 D1 13.5 65 D1 9 66 D1 9 67 D2 13.5 68 D2 13.5 69 E4 20.5 70 E4 20.5 71 S1 9 72 S1 9 73 S2 8.5 74 S2 8.5 75 W1 15 76 W1 15 77 W1 15 78 W1 15 79 W1 15 LUMINAIRE SCHEDULE SYMBOL QTY LABEL ARRANGEMENT LUMENS LLF BUG RATING WATTS/LUMINAIRE TOTAL WATTS MANUFACTURER DESCRIPTION 2 B1 SINGLE 12678 1.010 B3-U0-G2 134 268 Cree Inc.ARE-EDG-4M-DA-06-E-UL-WH-700-57K 4 B5 SINGLE 10794 1.010 B1-U0-G2 133 532 CREE, INC.ARE-EDG-4MB-DA-08-E-UL-WH-525-57K 32 C1 SINGLE 8924 1.010 B3-U0-G1 92 2944 CREE, INC.CAN-304-SL-RD-04-E-UL-WH-700-57K 28 D1 SINGLE 1652 1.010 B2-U0-G0 27.2 761.6 Cree Inc KR6-20L-35K-120V + KR6T-SSGC-FF 2 D2 SINGLE 880 1.000 B1-U0-G0 19.5 39 USA ILLUMINATION DL2 3230-10-2-LRTA4-8320-C1-30-NC-120V-W 2 E4 SINGLE 8402 1.010 B1-U0-G2 131.9 263.8 CREE, INC.ARE-EDG-2MB-DM-06-E-UL-WH-700-57K 2 S1 SINGLE 2011 1.000 B0-U5-G2 46.9 93.8 SCOTT ARCHITECTURAL LIGHTING WC1 SCOTT S9131-L23-35K-BS 2 S2 SINGLE 2011 1.000 B0-U5-G2 46.9 93.8 SCOTT ARCHITECTURAL LIGHTING WC1 SCOTT S9131-L23-35K-BS 5 W1 SINGLE 4210 1.010 B1-U0-G1 43 215 CREE, INC.SEC-EDG-3M-WM-04-E-UL-WH-350-57K LUMINAIRE LOCATION SUMMARY LUM NO.LABEL MTG. HT. 1 B1 20.5 2 B1 20.5 3 B5 20.5 4 B5 20.5 5 B5 20.5 6 B5 20.5 7 C1 18.21 8 C1 18.21 9 C1 18.21 10 C1 18.21 11 C1 18.21 12 C1 18.21 13 C1 18.21 14 C1 18.21 15 C1 18.21 16 C1 16.21 17 C1 16.21 18 C1 18.21 19 C1 18.21 20 C1 18.21 21 C1 18.21 22 C1 18.21 23 C1 16.21 24 C1 16.21 25 C1 16.21 26 C1 16.21 27 C1 16.21 28 C1 16.21 29 C1 16.21 30 C1 16.21 31 C1 16.21 32 C1 16.21 33 C1 16.21 34 C1 16.21 35 C1 18.21 36 C1 18.21 37 C1 16.21 38 C1 16.21 39 D1 9 NOTES: - ALL AREA LIGHTS ON 20 FT. POLES MOUNTED ON 6 IN. CONCRETE BASES - ALL CONCRETE BASES TO BE LOCATED 5 FT. BEHIND CURB FOOTCANDLE LEVELS CALCULATED AT GRADE USING INITIAL LUMEN VALUES LABEL AVG MAX MIN AVG/MIN MAX/MIN CANOPY 28.40 37 14 2.03 2.64 DELIVERY 3.08 4.0 2.6 1.18 1.54 ENTRANCES & EXITS 3.03 5.8 1.2 2.53 4.83 PAVED 2.87 7.2 0.8 3.59 9.00 UNDEFINED 0.64 16.4 0.0 N.A.N.A. 1 B1 5 B5 6 B5 16 C1 17 C1 18 C1 19 C1 20 C1 23 C1 40 D1 41 D1 51 D1 53 D1 54 D1 56 D1 NW 2nd AVENUECONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057IP0.DWG PRINTED BY: DELIAS 12.03.18 @ 2:51 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSP0 C-703 PHOTOMETRIC PLAN 1"=30' 0 307.51530 CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057IP0.DWG PRINTED BY: DELIAS 12.03.18 @ 2:51 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSP0 C-704 PHOTOMETRIC DETAILS EAA GEN F85 F/B (6,119 SF) T STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEMETERWV WVWV SCALE NTS SECTION A-A ME ± 27.60 28.50 1.0% MIN.5.0% MAX. 9.5' 18'PROP. WAWA TYPE "F1" CURB EX TYPE 'F' CURB & GUTTER 28.50 28.88 26.00 28.00 ME ± 27.50 PROPERTY LINEPROPERTY LINE EX SIDEWALK 0.5% MIN.3% M A X . 3% MA X. SCALE NTS SECTION B-B PROP. WAWA TYPE "F1" CURB EX TYPE 'F' CURB & GUTTER 28.57 27.70 ME ± 27.90 PROPERTY LINE EX SIDEWALK SCALE NTS SECTION C-C 27.95 28.00 24' 10' PROP. WAWA TYPE "F1" CURB EX TYPE 'F' CURB & GUTTER 28.12 27.80 ME ± 28.50 PROPERTY LINE EX SIDEWALK SECTION D-D 28.50 28.00 11' SCALE NTS 4.0% MAX ME ± 28.40 PROP. WAWA TYPE "F1" CURB 29.40 29.20 2' PROPERTY LINE SCALE NTS SECTION E-E PROP. WAWA TYPE "F1" CURB 29.00 SECTION F-F SCALE NTS 29.38 ME ± 28.5029.45 27.50 28.00 6' SIDEWALK 11'PROPERTY LINE2% MAX CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057GP0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:49 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGGP0 C-801 CROSS SECTIONS A-A B-BC-CD-DE-E F-F $200.00 FINE PARKING BY DISABLED PERMIT ONLY F.S. 318.18 12" PARKING AIR PUMP 60" ABOVEONLY PARKING SURFACEWAWA SIGNAGE/STRIPING DETAILS HANDICAP BLUE12'5'WHITE6" 6"WHITEBLUE6" 6" 6" 6" 2"2"2"BLUEWHITE18"8" WAWA CURB DETAILS RAMP WIDTH VARIES CURB DIRECTION OF TRAVEL0.4" 0.9" "AIR PUMP PARKING ONLY" SIGN 4' x 3' AIR MACHINE PAD W/ 2 BOLLARDS A 11'4' 6"10'5'20'-6"20'-0"4'3'4'3' EMERGENCY FUEL PUMP SHUT-OFF 32" 24" MAX SIDE ELEVATIONFRONT ELEVATION CURB PLAN VIEW 6"3''6"4' 11"8.5"32"3'4'17"9.75" 15.37"44.29"10"16.5"24"8"8"34.35"WAWA GENERAL DETAILS NTS (TOP OF PIPE) 5' MIN VARIES 3"33"3'-3"3'-0"10 3/4"1'-6" 2'-11 1/2" AUGER BORE 18" 9" VARIES BITUMINOUS AREAS CONCRETE AREAS LANDSCAPED AREAS AUGER BORE AUGER BORE GENERAL DETAILS AND CAULK/GROUT DETAIL FOR CONCRETE AREAS CAULK/GROUT DETAIL FOR LANDSCAPED & BITUMINOUS AREAS LANDSCAPEDBITUMINOUSA4' x 3' AIR MACHINE PAD W/ 2 BOLLARDS AIR SPACE, AISLE, AND ADJACENT SPACE TO BE 6" CONCRETE 4" YELLOW 4" YELLOW NTS NTS NTS NTS NTS LIGHT POLE WITH STANDARD ANCHORING DETAIL NTS BOLLARD SPACING/DIMENSION DETAIL NTS AIR PARKING SPACE DETAIL NTS STANDARD BICYCLE RACK DETAIL NTS ADA DETECTABLE CURB WARNING DETAIL NTSNTS NTS AIR PUMP STAND WAWA TYPE B1 CURB WAWA TYPE F1 CURB AIR PARKING SIGN HANDICAP PARKING SIGN HANDICAP STRIPING DETAIL BOLLARD DETAIL EMERGENCY PUMP SHUTOFF DETAIL HANDICAP PARKING SIGN (SEE DETAIL) H.C. PAVEMENT SYMBOL (TYP.) FASTENED WITH ACORN NUT (TYP) GALVANIZED BREAKAWAY STEEL U POST FASTENED WITH ACORN NUT LEGEND AND BORDER - RED BACKGROUND - WHITE SIGN SHALL BE R7-8 (12" X 18") GALVANIZED BREAKAWAY STEEL U POST CONCRETE PAVEMENT JOINT SEAL 1 2 " EXP. JOINT AND PREFORMED JOINT FILLER ALL STD STRIPE TO BE YELLOW 6" SCH. 80 STEEL PIPE NEOPRENE TAPE 10" SCH. 40 PVC SLEEVE CUT FLUSH WITH TOPSOIL 1 8 " PLASTIC COVER BY IDEAL SHIELD. ALL COVERS TO BE URBAN BRONZE 4" TOPSOIL CONCRETE ENCASEMENT 6" COMPACTED PEA GRAVEL BED SUBGRADE PEA GRAVEL 1 8 " PLASTIC COVER BY IDEAL SHIELD. ALL COVERS TO BE URBAN BRONZE 6" SCH. 80 STEEL PIPE NEOPRENE TAPE 10" SCH. 40 PVC SLEEVE CUT 1" BELOW FINISHED SIDEWALK ELEVATION CONCRETE & SUBBASE VARYING THICKNESS SUBGRADE PEA GRAVEL CENTER OF BOLLARD 9" MIN. FROM EDGE OF POUR FACE OF SIDEWALK ADJACENT SURFANCE CONCRETE ENCASEMENT 6" COMPACTED PEA GRAVEL BED 1 8 " PLASTIC COVER BY IDEAL SHIELD. ALL COVERS TO BE URBAN BRONZE BITUMINOUS PAVING & SUBGRADE CONCRETE ENCASEMENT 6" COMPACTED PEA GRAVEL BED PEA GRAVEL SUBGRADE 6" SCH. 80 STEEL PIPE NEOPRENE TAPE 10" SCH. 40 PVC SLEEVE CUT FLUSH WITH FINISH BITUMINOUS ELEVATION CONDUIT AS REQUIRED 24"Ø SONO TUBE WITH 4 - 6" BARS, VERT. CONCRETE CURB NOTE: PROVIDE 6" IDEALSHIELD (WHITE) BOLLARD @ SITE LIGHT @ PARKING SPACED AS DIRECTED BY WAWA PROJECT ENGINEER.ANCHOR BOLTS #4 TIES @ 6" O.C. MAX.; PROVIDE 4 - #4 TIES @ 3" O.C. AT TOP OF PIER 10" SCH. 40 PVC SLEEVE CONCRETE ENCASEMENT CUT 1" BELOW FINISHED SIDEWALK ELEVATION 1 2 " BELOW FINISH INTO SEALANT 1" SIKAFLEC 1C SL SEALANT 3" NON SHRINK GROUT PEA GRAVEL 6" SCH. 80 STEEL PIPE PEA GRAVEL BITUMINOUS PAVING & SUBGRADE CONCRETE ENCASEMENT POURED FLUSH TO SUBGRADE 10" SCH. 40 PVC SLEEVE COVER EMBEDDED 1 2 " INTO SEALANT 1" SIKAFLEC 1C SL SEALANT 4" TOPSOIL CONCRETE ENCASEMENT POURED FLUSH TO SUBGRADE 3" NON SHRINK GROUT PVC SLEEVE CUT FLUSH WITH FINISH ELEVATION OF BITUMINOUS/TOPSOIL WHITE VINYL CAP STAINLESS BOLTS (TYP.) 10" X 7" WHITE ALUMINUM SIGN WITH RED LETTERS EMERGENCY PUMP SHUTOFF BUTTON 4X4 PRESSURE TREATED POST SLEEVED IN WHITE VINYL CONDUIT T.O.C. 1 8 " PLASTIC COVER BY IDEAL SHIELD. ALL COVERS TO BE WHITE SLOPE TOWARDS ASPHALT 10" PVC SLEEVE 6" BOLLARD W/ COVER BOLLARD (TYP.) (SEE DETAIL) ADA CONSTRAINED DIMENSION 10" MAX BOLLARD (TYP.) (SEE DETAIL) ASPHALT CONCRETE PAD (SEE STANDARD DUTY CONCRETE DETAIL) CURB FASTENED WITH ACORN NUT FRONT ELEVATION PLAN VIEW BOLLARD TO BE CLOSER TO CURB THAN SHUTOFF SWITCH 50' MINR20' MIN OR AS DEEMED NECESSARY TO ACCOMODATE ANTICIPATED CONSTR. VEHICLE USAGE. 12' MIN B BDITCH MATCH EXIST. GRADE EXISTING PAVED ROADWAYCONSTRUCT SEDIMENT BARRIER AND CHANNELIZE RUNOFF TO SEDIMENT TRAPPING DEVICE TEMPORARY PIPE CULVERT AS NEEDED WIDTH AS REQUIRED TO ACCOMODATE ANTICIPATED TRAFFIC PLAN VIEW NOTES: 1. CONTRACTOR TO PROVIDE A MINIMUM OF 1 STABILIZED ENTRANCE. 2. ALL OTHER STATE AND LOCAL JURISDICTION TO BE CONTRACTED AND ADHERED TO. CRUSHED AGGREGATE GREATER THAN 3 INCHES BUT SMALLER THAN 6 INCHES FILTER FABRIC ORIGINAL GRADE 12 INCHES MIN. UNLESS OTHERWISE SPECIFIED BY A SOILS ENGINEER SECTION VIEW EROSION CONTROL DETAILS HANDHOLE W/ COVER MIN. 1 2"Ø X 15" L FINISH GRADE PHOTO CONTROLTOP COVER REV. JUNE 19, 2017 NOTE: SIGNS SHALL MEET THE REQUIREMENTS OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. REV. JULY 26, 2017 NOTES: NOTE: ALL SIGNS TO USE ACORN BOLTS. STRIPING, SPACING, AND CURB RAMPS SHALL COMPLY WITH THE LATEST STATE OF FLORIDA ACCESSIBILITY CODE & FDOT STANDARD INDEX 17346 NOTE: ALL SIGNS TO USE ACORN BOLTS. 6" WHITE STRIPE SPACED 3.5' APART NOTE: SIDEWALK RAMPS TO MEET ADA, FDOT DESIGN STANDARDS, AND LOCAL SPECIFICATIONS. ADA DOME TOOL DESIGN - STAMPCRETE INTERNATIONAL. MADE OF ROLLED ALUMINUM: STANDARD LENGTHS: STANDARD HEIGHT: INSTALLATION OPTIONS: FINISHING OPTIONS: MANUFACTURED BY: 1 1/2" SCHEDULE 40 ALUMINUM WITH 1 7/8" O.D. 60" SECTION FITS UP TO 5 BIKES 46" SURFACE MOUNT STANDARD CLEAR ANODIZED IDEAL SHIELD 2525 CLARK ST DETROIT, MI 48209 PHONE: 1-866-825-8659 6" MAX. TYP.VERIFY WITH ARCH.PREMIUM POLES: 3 HANDICAP SPACE CONFIGURATION 2 HANDICAP SPACE CONFIGURATION 1 HANDICAP SPACE CONFIGURATION STANDARD SPACING NOTE: ALL DIMENSIONS MEASURED TO CENTER OF BOLLARD. BOLLARD SPACING IS 5' UNLESS OTHERWISE NOTED. CONCRETE PAD 48"W X 36"D X 6"H EXCEL AIR MACHINE MODEL #SC05 REV. JULY 28, 2016 REV. JULY 28, 2016 IF PROJECT SITE LOCATED WITHIN THE FOLLOWING FLORIDA COUNTIES, THEN THE PREMIUM 0.188 MILL LIGHT POLE WILL BE REQUIRED: SARASOTA CHARLOTTE LEE COLLIER MONROE DADE BROWARD PALM BEACH MARTIN ST. LUCIE BREVARD SIGNAGE AND STRIPING NOTES: 1. ALL STANDARD PARKING STRIPES ARE TO BE 4" YELLOW 2. ARROWS SHOWN IN DRIVE AISLES ARE FOR INFORMATION ONLY AND SHALL NOT BE PAINTED. NOTE: THIS DETAIL IS NOT CERTIFIED. FOR INFORMATIONAL PURPOSES ONLY. CONTRACTOR TO PROVIDE SHOP DRAWINGS CERTIFIED BY STRUCTURAL ENGINEER. PLACEMENT: POLE SHALL BE PLACED AT PARKING STRIPE AT HEAD OF SPACE. 5'-0" TYP. BELOW GRADE (MAYBE 4'-0" FOR SOIL W/ SOIL COHESION ~n 125 PSF LAMP FINISH GRADE 5.5'5.5' 0.2" STABILIZED CONSTRUCTION ENTRANCE / EXIT (TYPE 1)2.35"24"2.35"6"1'-0" MIN. 3'-0" MIN. 1. ALL LETTERS ARE 1" SERIES "C" PER MUTCD. 2. TOP PORTION OF SIGN SHALL HAVE A REFLECTORIZED (ENGINEERING GRADE) BLUE BACKGROUND WITH WHITE REFLECTORIZED LEGEND AND BORDER. 3. BOTTOM PORTION OF SIGN SHALL HAVE A REFLECTORIZED (ENGINEERING GRADE) WHITE BACKGROUND WITH BLACK OPAQUE LEGEND AND BORDER. 4. FINE NOTIFICATION SIGN SHALL HAVE A REFLECTORIZED (ENGINEERING GRADE) WHITE BACKGROUND WITH BLACK OPAQUE LEGEND & BORDER. CONTRACTOR SHALL VERIFY FINE AMOUNT & ORD. NO. 5. ONE (1) SIGN REQUIRED FOR EACH PARKING SPACE. 6. INSTALLATION HEIGHT OF SIGN SHALL BE 60" ABOVE THE FINISHED GRADE TO THE BOTTOM OF THE SIGN. ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD). 7. SIGN POST TO BE GALVANIZED BREAKAWAY STEEL U POST. 8. SIGN TO BE FASTENED TO POST WITH ACORN NUT.46"MAX40"NTS BOLLARD. SEE SEPARATE DETAIL. 10'5'12' 10'5'12' 5' TYP 10'5'12' 10'10' 5.5' 4' 5.5' 4' 4' 5.5' 4' 5' TYP 5' TYP 5' TYP 60° R 3 4"3"6"12" R2"R3"6"6"7"8" 18" 18"48"42"53.5" 12" 8.5" 20" 4"6"18"24"18" *NOTE: WHEN USED ON HIGH SIDE OF ROADWAYS, THE CROSS SLOPE OF THE GUTTER SHALL MATCH THE CROSS SLOPE OF THE ADJACENT PAVEMENT THE THICKNESS OF THE LIP SHALL BE 6", UNLESS OTHERWISE SHOWN ON PLANS. * VAN ACCESSIBLE 6"18"TRASH COMPOUND 21 10'NTS DUMPSTER CONCRETE APRON HEAVY DUTY CONCRETE PAVEMENT DUMPSTER AREA SHOWN FOR REFERENCE ONLY. REFER TO ARCHITECTURAL PLANS FOR ACTUAL DESIGN. CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SD0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:50 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSD0 C-901 CONSTRUCTION DETAILS WAWA PAVEMENT DETAILS STANDARD DUTY ASPHALT PAVEMENT OPTIONS: SELECT ONE. TO BE DETERMINED BY SITE GEOTECHNICAL ENGINEER ISOLATION JOINT DETAIL CONSTRUCTION JOINT DETAIL CONTROL JOINT DETAIL 1/4" MAX. NOTE: SEE ARCHITECT SPECIFICATIONS FOR COMPLETE CONCRETE DETAILS. VARIES (SEE PLANS) CONTRACTION JOINTS NOTE: TO BE CONSTRUCTED PER FDOT INDEX 310 & FDOT SPECIFICATIONS (SECTION 350) NOTE: EXPANSION JOINTS TO BE SPACED AT A MAX. OF 30'. 2" TROWEL EDGE (TYP. BOTH SIDES) (ONLY WHERE CALLED OUT IN PLANS) CONTRACTION JOINTS EXPANSION JOINTS SIDEWALK 24"6" VARIES ASHPALT DRIVE AISLE LANDSCAPE PLANTER SECTION WAWA PLANTER DETAILS 8" CURB CONCRETE PARKING 8" CURBVARIES LANDSCAPE PLANTER TRUCK LOADING SECTION 18.5'18" PLAN 18" 6" AT CENTER 5" MIN. 7" MAX TREE / PALM (AS REQUIRED BY LOCAL JURISDICTION) SEE LANDSCAPE PLAN FOR LAYOUT OF PLANTING AREA 4" STAMPED CONCRETE SEE DETAILS FOR PATTERN AND COLOR MIN 2" HEAVY DUTY CONCRETE MIN 8" HD CONCRETE STABILIZED WITH LIMEROCK PER GEOTECH REQUIREMENTS FOR HEAVY DUTY CONCRETE #5 REBAR 2" 12" NTS CORNER ISLAND LANDSCAPE DETAIL PARKING ISLAND LANDSCAPE DETAIL PLANTER BOX DRAINAGE DETAIL NTS CONCRETE SIDEWALK TYPICAL CROSS SECTION STANDARD DUTY CONCRETE PAVEMENT TYPICAL CROSS SECTION PARKING AT BUILDING & AIR PUMP PARKING SPACES HEAVY DUTY CONCRETE PAVEMENT TYPICAL CROSS SECTION CONCRETE JOINT DETAILS ASPHALT TO CONCRETE TRANSITION DETAIL STANDARD DUTY ASPHALT PAVEMENT TYPICAL CROSS SECTION CONCRETE CROSSWALK DETAIL STAMPED CONCRETE DETAIL JOINT LAYOUT DETAIL PUMP ISLAND GRADING DETAIL SIDEWALK DETAILS WAWA TYPE B1 CURB PATTERN: "ASHLAR" CONCRETE FLUSH SIDEWALK WITH PARKING SEE LANDSCAPE PLAN FOR LAYOUT OF PLANTING AREA WAWA TYPE B1 CURB4" STAMPED CONCRETE ASPHALT DRIVE AISLE TREE / PALM (AS REQUIRED BY LOCAL JURISDICTION) SEE LANDSCAPE PLAN FOR LAYOUT OF PLANTING AREA WAWA TYPE B1 CURBWAWA TYPE B1 CURB 12" HOLE THROUGH CONCRETE AT CENTER OF BOX SIDEWALK1 8 " HAND TOOLED CONTRACTION JOINT 1 8 " RADIUS (TYP.) 1 8 " RADIUS (TYP.) POURED JOINT SEALER SIDEWALK 1 2 " PREMOLDED ASPHALT IMPREGNATED JOINT FILLER 1 2 " RADIUS ON ALL EDGES 1 2" NEOPRENE JOINT ASPHALT IMPREGNATED (ADJACENT CURBING & BUILDING - SEE PLANS) SEE CONCRETE SIDEWALK TYPICAL CROSS SECTION 4" CONCRETE (MIN 3500 PSI) WITH FIBER REINFORCEMENT 12" FDOT TYPE B STABILIZED SUBGRADE LBR 40, FDOT 160-2 6" CONCRETE (MIN 4000 PSI) 12" FDOT TYPE B STABILIZED SUBGRADE LBR 40, FDOT 160-2 8" CONCRETE (MIN 4000 PSI) 12" FDOT TYPE B STABILIZED SUBGRADE LBR 40, FDOT 160-2 (CONTRACTOR TO EXCAVATE AS REQUIRED AND REPLACE WITH BACKFILL AS SPECIFIED ON PLANS) 1 2 " SEALTIGHT SNAP CAP (REMOVE AND FILL WITH FUEL-RESISTANT CAULK 1 2 " ASPHALT IMPREGNATED OR RUBBER EXPANSION MATERIAL CONCRETE SLAB ON GRADE PLATE DOWEL (TYP.) (W/ FORM, SPACING AS RECOMMENDED) T/4 DEEP SAW CUT JOINT(FILL W/ FUEL RESISTANT CAULK SEE APPROPRIATE CONCRETE SECTION ABOVESEE APPROPRIATE ASPHALT SECTION BELOW 12" FDOT TYPE B STABILIZED SUBGRADE LBR 40, FDOT 160-2 CONTROL JOINT AT CENTER LINE OF PARKING STALLS PARALLEL TO SIDEWALK/PARKING INTERFACE CONTROL JOINT - SPACING TO BE 15' MAX. ASPHALT TO CONCRETE TRANSITION SEE PETROLEUM PLANS FOR PUMP ISLAND DETAILS CONCRETE 11 2"FDOT SP 9.5 TL-B ASPHALT 11 2"FDOT SP 9.5 TL-B ASPHALT 8" BASE MIN LBR-10012" FDOT TYPE B STABILIZED SUBGRADE LBR 40, FDOT 160-2 12" FDOT TYPE B STABILIZED SUBGRADE LBR 40, FDOT 160-2 8" BASE MIN LBR-100 1 3 4" ASPHALT CONCRETE, FDOT SP 12.5 TL-B 5' ADA (STRIPED) 2' STAMPED CONCRETE 2' STAMPED CONCRETE CONCRETE PARKING 12"12" REV. JULY 28, 2016 NOTES: REV. JULY 28, 2016 NOTE: TO BE CONSTRUCTED PER FDOT SPECIFICATIONS (SECTIONS 330, 351, 200, & 160), GEOTECHNICAL ENGINEERING REPORT, AND WAWA SPECIFICATIONS FOR SANDY AND GRAVEL SUB-GRADES CAPABLE OF ACHIEVING A LBR OF 10 OR GREATER (SN OF 2.60) FOR CLAY AND SILTY SUB-GRADES CAPABLE OF ACHIEVING A LBR VALUE OF 6 TO 10 (SN OF 3.04) FOR SUB-GRADES CAPABLE OF ACHIEVING A LBR OF LESS THAN 6 (SN OF 3.30) SUBGRADE WITH LESS THAN 6.0 LBR WILL REQUIRE A SPECIFIC SUBBASE AND PAVEMENT DESIGN. BASE: 1.FDOT SHELL ROCK, BANK RUN SHELL, LIMEROCK, CRUSHED CONCRETE OR CEMENT COQUINA BASE. LBR-100 2.BASE TO MEET LOCAL, FDOT, GEOTECHNICAL REPORT & WAWA SPECIFICATIONS NOTE: TO BE CONSTRUCTED PER WAWA & FDOT SPECIFICATIONS (SECTIONS 350) AND GEOTECHNICAL ENGINEERING REPORT NOTE: TO BE CONSTRUCTED PER WAWA & FDOT SPECIFICATIONS (SECTIONS 350) AND GEOTECHNICAL ENGINEERING REPORTNOTE: TO BE CONSTRUCTED PER WAWA & FDOT SPECIFICATIONS (SECTIONS 350) AND GEOTECHNICAL ENGINEERING REPORT AT STRUCTURES SUCH AS GAS ISLANDS, BUILDING CANOPY COLUMNS, BOLLARDS ETC. NOTE: CONTRACTION JOINTS TO BE SPACED AT A WIDTH OF WALKWAY OR A MAX. OF 10'. 2" TROWEL EDGE (ONLY WHERE CALLED OUT IN PLANS) NOTE: CONTRACTION JOINTS TO BE SPACED AT A WIDTH OF WALKWAY OR A MAX. OF 10'. 1 1/2 " MIN. 2" TROWEL EDGE (ONLY WHERE CALLED OUT IN PLANS) 1. SEE PAVEMENT SECTION FOR PAVEMENT DETAILS TO BE STANDARD DUTY CONCRETE IN NON-VEHICULAR AREAS. TO MEET CONCRETE CROSSWALK DETAIL FOR CROSSWALKS IF APPLICABLE. 2. FINAL COLOR TO BE COORDINATED WITH WAWA PRIOR TO INSTALLATION. 3. THE STAMPED CONCRETE FIELD IS "ASHLAR" PATTERN. USE INCRETE COLOR-INTEGRATED CONCRETE "DESERT TAN" WITH THE FOLLOWING STEP-BY-STEP TREATMENT: A. 100% BROADCAST DRY SHAKE HARDENER "DESERT TAN", FOLLOWED BY: B. 30%-35% BROADCAST DRY SHAKE HARDENER "COCOA", THEN HARD TROWEL. C. USE RELEASE POWDER "PEACH" IN MOLD. KEEP SOME OF THE COLOR IN GROUT JOINTS AND HIGHLIGHTS. D. USE PENETRATING, NON-GLOSSY SEALER SUCH AS CLEAR SEAL BY INCRETE SYSTEMS 2' 2' 5' (ADA PATH) 4" YELLOW WAWA TYPE B1 CURB SEE LANDSCAPE PLAN FOR LAYOUT OF PLANTING AREA TREE / PALM (AS REQUIRED BY LOCAL JURISDICTION) ASPHALT DRIVE AISLE CONCRETE PARKING CONCRETE PARKING PLAN MIN 6' (ADA PATH) 12" WHITE APPROX. LOCATION OF ADA PATH NOTE: PLANTER DRAINS TO CONNECT TO ROOF DRAIN MANIFOLD. SEE DETAIL. 18"SEE PLAN6" OR 8"(PER PLAN)CONCRETE SLAB ON GRADE "T" SEE PLANS"T"/4 CONCRETE SLAB ON GRADE NTS NTS NTS NTS NTS NTS NTS NTSNTS NTS NTSNTS 4" STAMPED CONCRETE SEE DETAILS FOR PATTERN AND COLOR 4" STAMPED CONCRETE SEE DETAILS FOR PATTERN AND COLOR STAMPING OPTION TO BE DTERMINED BY CIVIL ENGINEER & WAWA NOT STAMPED/ COLORIZED STAMPED, SEE DETAIL FOR PATTERN & COLOR ISOLATION JOINT AT BUILDING PERIMETER (SEE DETAILS) CONSTRUCTION JOINT AT SIDEWALK/PARKING INTERFACE (SEE DETAILS) CANOPY AREA, LOADING ZONE, DUMPSTER APRON & TANK FIELD AREA CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SD0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:50 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSD0 C-902 CONSTRUCTION DETAILS WAWA UTILITY DETAILS FLOWFLOWFLOWFLOW 8"8" VARIES VARIES 24"24" 3" 6"44"1" 2" 6" 6" 6"47"4" 6" 8"8"38"39"61"MIN. 3/4" GAP PIPE TO BE CUT 1" ABOVE GRADE WAWA DRAINAGE DETAILS MINIMUM 12" HDPE N-12 W.T. 12"MIN (TYP) 12"MIN (TYP) 4" CONCRETE MINIMUM BACKFLOW PREVENTER PER JURISDICTIONAL REQUIREMENTS NTS GREASE TRAP DETAIL CLEAN OUT DETAIL NTS ROOF DRAIN CONNECTION DETAIL NTS ROOF DRAIN MANIFOLD DETAIL FIRE LINE BACKFLOW PREVENTER PAD DETAIL 24" x 24" 4000 PSI CONCRETE PAD TOP SECTION VALVE BOX (CAST IRON) PIPE SIZE & CLASS AS REQUIRED PER GRADING PLAN 24" x 24" 4000 PSI CONCRETE PAD TOP SECTION VALVE BOX (CAST IRON) PIPE SIZE & CLASS AS REQUIRED PER GRADING PLAN 4" DOWN SPOUT 6" WHITE PVC OR AS SHOWN ON PLAN HEAVY DUTY CAST IRON INSPECTION PORT. 6" CAP (BOLTED) 24" CAST IRON COVER BOLTED (TYP.) PROVIDE BUTYL RUBBER SEALANT BETWEEN CASTING AND RISER (TYP.) HEAVY DUTY CAST IRON INSPECTION PORT. 6" CAP (BOLTED) 24" CAST IRON COVER BOLTED (TYP.) FINISHED GRADE WATER TIGHT GASKET 2 COATS APPROPRIATE INERT COATING WATER TIGHT GASKET CAST IN PLACE COUPLING 8" AASHTO #57 STONE BEDDING 12"MIN(TYP)REV. JULY 28, 2016 NOTES: 1. ENGINEER TO SPECIFY ACTUAL PIPE SIZE PER HYDRAULIC CALCULATIONS. 2. SITE CONTRACTOR TO BUILD LINES TO INDIVIDUAL WYE FITTINGS. 3. PLANTER DRAINS ARE TO CONNECT TO MANIFOLD. FINISHED GRADE FINISHED GRADE ONE WAY CLEAN-OUT TWO WAY CLEAN-OUT NOTE: SEE SPECIFICATIONS FOR APPROVED BEDDING MATERIAL. NOTE: SEE SPECIFICATIONS FOR APPROVED BEDDING MATERIAL. REV. JULY 25, 2018 SANITARY TEE 15% OF D 1) WHEN LOCATED IN DRIVEWAYS OR PAVED AREAS, GREASE TRAP TO BE DESIGNED FOR APPROPRIATE LOAD BEARING CONDITIONS. GREASE TRAP SHALL BE CAPABLE OF WITHSTANDING HS-20 LOADING. 2) ALL PIPE PENETRATIONS SHALL BE WATERTIGHT. 3) GREASE TRAP SHALL BE PROVIDED WITH GAS-TIGHT MANHOLE COVERS, IN ACCORDANCE WITH TOWNSHIP STANDARD SPECIFICATIONS. 4) PRECAST CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH 5000 PSI. 5) EXTERIOR CONCRETE SURFACES BELOW GRADE SHALL HAVE 2 COATS OF COAL TAR EPOXY. 6) SPECIFIC SEALANT DETAIL AT CONCRETE RISER TO CONCRETE VAULT INTERFACE SHALL BE WATERTIGHT. AT A MINIMUM, THE JOINT SHALL BE SEALED WITH BUTYL RUBBER SEALANT (KENT SEAL #2 OR APPROVED EQUIVALENT) AND THE EXTERIOR OF THE JOINT SHALL BE SEALED WITH NON-SHRINK GROUT IN CONFORMANCE WITH THE TOWNSHIP STANDARD GREASE TRAP DETAIL. 7) TANK SHALL BE TESTED FOR WATER TIGHTNESS BY FILLING FOR 24 HRS. TO SOAK, THEN TOPPED OFF, AND THEN WATCHED FOR 24 HRS. NO DROP IN WATER IS ALLOWED. 8) CAST IRON SHALL BE BOLTED TO CONCRETE WITH MASTIC TAPE (KENT SEAL OR APPROVED EQUIVALENT) SEALANT. 9) MAXIMUM EARTH COVER=5.0', HS-20 LOADING. 10) INLET AND OUTLET EQUIPPED WITH PIPE SEALS. ALL INLET AND OUTLET PIPES SHALL BE INSTALLED NO MORE THAN 6" FROM THE BOTTOM OF THE GREASE TRAP. TANK TAPERS TOP TO BOTTOM AND IS TRAPEZOIDAL IN CROSS SECTION. TANK IS 5000 PSI CONCRETE-STEEL REINFORCED (@ 28 DAYS) CONCRETE CONFORMS TO ACI 318-16-4.5.1 AND 318-16-4.5.2, ASTM A615 AND A185 NOTES: -DIMENSION: 10'7" INTERIOR/ 11'7" EXTERIOR LENGTH x 5'2" INTERIOR/ 6'2"" EXTERIOR WIDTH NOTE: 1250 GALLON (2 COMPARTMENT) TANK NOTE: TAMPER SWITCH TO MEET LOCAL JURISDICTION. CONTRACTOR TO PROVIDE CONDUIT TO BUILDING FOR TAMPER SWITCH AND B.A.S. FLOW MINIMUM 6" HDPE N-12 W.T. REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION, ELEVATION, AND QUANTITY OF ROOF LEADERS OVERHANG LEADERS ROOF LEADERS MINIMUM 8" HDPE N-12 W.T. NTS NTS CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SD0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:50 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSD0 C-903 CONSTRUCTION DETAILS T.O. FLOOR SLAB 0' - 0" T.O. MASONRY 8' - 8" T.O. WALL 9' - 0" STU1 STN1 STN2 STU2 T.O. FLOOR SLAB 0' - 0" T.O. MASONRY 8' - 8" T.O. WALL 9' - 0" STU1 STN1 STN2 STU2 P1 T.O. FLOOR SLAB 0' - 0" T.O. MASONRY 8' - 8" T.O. WALL 9' - 0" 26'- 8" x 20'- 8" CARDBOARD RECYCLING CONTAINER MPT TRASH COMPACTOR 6" CONC. PAD W/ 6" STONE BASE. SLOPE: 1% 26'-8" (O.A. FOUNDATION)20'-8"10'-0"6" BOLLARD TYP. CANE BOLT RECEIVER SLEEVE, TYP.2'-0"POWERWASH HBLIGHT LIGHT TC DISC SLOPE: MIN. 1%8' X 10' SHED 7"12'-4"10"12'-4"7" 12'-0" CLEAR12'-0" CLEAR 120° 12 0 °120°12 0 ° TC DISC TC CONTROLS / SONOZAIRE FLSQ17 8"4'-0"N.T.SA10 2 FRONT ELEVATION N.T.SA10 3 RIGHT ELEVATION N.T.SA10 4 REAR ELEVATION TRASH COMPOUND PLAN & ELEVATIONS CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SD0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:50 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSD0 C-904 CONSTRUCTION DETAILS 1.6" MIN 2.4" MAX.< 2" EDGE OF DETECTABLE WARNING < 2"1.6" MIN2.4" MAX.TRUNCATED DOME 0.9" MIN 1.4" MAX. 0.2" ± 0.02" INTEGRAL DOME THE TOP WIDTH OF THE DOME SHALL BE A MINIMUM OF 50% AND A MAXIMUM OF 65% OF THE BASE DIAMETER. TRUNCATED DOME BASE-TO-BASE SPACING SHALL BE 0.65" MINIMUM BETWEEN DOMES. PLAN VIEW ALL SIDEWALK CURB RAMPS SHALL HAVE DETECTABLE WARNING SURFACES THAT EXTEND THE FULL WIDTH OF THE RAMP AND IN THE DIRECTION OF TRAVEL 24 INCHES (610 mm) FROM THE BACK OF CURB WITHIN FDOT ROW'S AND 30 INCHES (610 mm) FROM THE BACK OF CURB AT ALL OTHER LOCATIONS. ON RAMPS THAT ARE PERPENDICULAR WITH THE CURB LINE, THE DOME PATTERN SHALL BE IN-LINE WITH THE DIRECTION OF TRAVEL. ON RAMPS INTERSECTING CURBS ON A RADIUS, THE DOME PATTERN SHALL BE IN-LINE WITH THE DIRECTION OF TRAVEL TO THE EXTENT PRACTICAL. 2 FT WITHIN FDOT ROW'S 3 FT OTHER LOCATIONS WIDT H O F S I D E W A L K CURB RAMP DETECTABLE WARNING DETAIL NOT TO SCALE (PER FDOT INDEX #304) CURB TRANSITION DETAIL NOT TO SCALE CONCRETE CURB 2' CURB TRANSITION PROFILE VIEW PAVEMENT OR SIDEWALK SUBGRADE BELOW SIDEWALK SHALL BE COMPACTED TO 98% OF MAX. DENSITY PER A.A.S.H.T.O. T-180. 1. NOTES: HANDICAP RAMP TO BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST ADA GUIDELINES. 2 A DETECTABLE WARNING (SEE DETAIL) 2.0% RAMP AND SIDEWALK CURB 2' LANDING (SEE NOTE 4) RAMP WIDTH (4' MIN.) (SEE NOTE 3) 2 'R 0 . 0 2 RAMP1:12RAMP WIDTHS FOR CURB RAMP MAY BE REDUCED TO 3' MIN IN RESTRICTED CONDITIONS WHEN APPROVED BY THE ENGINEER. LOWER LANDING NOT REQUIRED AT DRIVEWAYS, PARKING LOTS, OR OTHER AREAS WITH PAVEMENT CROSS-SLOPE LESS THAN 2% (0.02). 3 4 2' WITHIN FDOT ROW'S 3' OTHERWISE CURB RAMP "CR-G" DETAIL NOT TO SCALE (PER FDOT INDEX #304) A 5. REFER TO SPECIFICATIONS FOR EXCAVATION IN MUCK OR OTHER UNSUITABLE MATERIAL. 4. SHEETING WILL BE REQUIRED AS DETERMINED IN THE FIELD. 2. BEDDING MATERIAL SHALL CONSIST OF WELL GRADED ASTM C33 #67 ROCK (3/4" TO No.4) 1. WHERE SOIL CONDITIONS CAN NOT BE MAINTAINED AS SHOWN ABOVE, PROVIDE APPROVED NOTES: MEANS OF CONSTRUCTION. SEE NOTE 6 GRADE GRADE PROVIDE SAFE TRENCH SLOPE PER OSHA REQUIREMENTS 8" MAX. LAYERS OR APPROVED METHOD TO ACHIEVE 98% COMPACTION 6" MAX. LAYERS TO ACHIEVE 98% COMPACTION SPRING LINE 4" MIN.12"MAXIMUM WATER LEVEL ALLOWABLE DURING CONSTRUCTION HAUNCHING ZONE 6. COMPACTION PERCENTAGES SHOWN REFER TO AASHTO T-180. 7. MECHANICAL COMPACTION NOT ALLOWED BELOW THIS LEVEL (WITHIN 12" OF TOP OF PIPE). 8. THOROUGHLY WORK IN AND TAMP THE BEDDING MATERIAL IN THE HAUNCHING ZONE BEFORE PLACING AND COMPACTING REMAINDER OF BACKFILL. 12"PIPE O.D. 12" TRENCH WIDTH UNDISTURBED SOIL MAINTAIN TRENCH WIDTH 1' ABOVE TOP OF PIPE BEDDING MATERIAL AND BE PLACED TO SPRING LINE OF PIPE. 3. BACKFILL MATERIAL SHALL BE FREE OF MUCK, STUMPS, ROOTS, ROCKS OR OTHER MATERIAL UNACCEPTABLE TO ENGINEER. 48" 54" 42" 54" 60" 48" PIPE 30" 36" 24" 36" 42" 30" (IN)DIA. 18"24" W FRONT VIEWVARIES"H"18"MAX.PIP E DI A. SOLID TOP (SEE NOTE #1) OPEN BOTTOM FLOW 24"(MIN.)SIDE VIEW OUT FLOW IN HALF PIPE C.A.P. 3" (MIN.) 24""W "WITH 1/2" MOUNTING HOLES 1/2 ROUND TOP VIEW CORRUGATED 3" x 1/8" FLAT BAR TOP AND SIDES CONTINUOUS WELD THE BOTTOM ELEVATION OF THE POLLUTION RETARDANT EQUAL (1" x 2") SHALL BE INSTALLED ON THE SIDES NEOPRENE ADHESIVE BACKED GASKET, OR APPROVED POLLUTION RETARDANT BAFFLE TO BE FASTENED IN PLACE WITH 3/8"x4" STAINLESS STEEL "RED HEADS", OR APPROVED EQUAL. BAFFLE MUST BE AT LEAST 2' BELOW CONTROL ELEVATION. 5. 3. 2. 4. SHALL BE WELDED TO CLOSE OPENING AT THE TOP. ALUMINUM SHEET OF SAME THICKNESS (GAUGE) AS PIPE NOTES: 1. OPENINGPIPE (SEE NOTE #3) NEOPRENE NEOPRENE GASKET (SEE NOTE #3) 21"15" 30"21"AND TOP OF ALL BAFFLES. ALL EXFILTRATION TRENCHES SHALL HAVE A POLLUTION CATCH BASIN (SEE EXFILTRATION TRENCH DETAIL). RETARDANT BAFFLE AT EACH CONNECTION POINT TO A 6" MIN. 6.FIBERGLASS BAFFLES ARE NOT PERMITTED. SEE NOTE 2.6"MAX.MOUNTING BRACKETS MAY BE ADDED TO FLAT BARS TO EASE INSTALLATION IN ROUND STRUCTURES. SPACING TO 7. MATCH HOLES IN FLAT BARS. SEE NOTE 7. 48" 54" 42" 54" 60" 48" PIPE 30" 36" 24" 36" 42" 30" (IN)DIA. 18"24" W 14 14 14 (IN) 14 14 16 (GAUGE) 16 T H (IN) 42" 24" 36" 60" 54" 66" 48" W 21"15"1621"VARIES 30"21"1630" VARIES VARIES VARIES VARIES VARIES VARIES VARIES VARIES 1 2 2. 1.RECTANGULAR STRUCTURE ROUND STRUCTURE ALUMINUM PIPE TYP. GASKET TYP. RECTANGULAR STRUCTURE 180 TOP VIEW ROUND STRUCTURE"W "1210'-8" Ø 9'-4" Ø 8'-4" Ø 7'-4" Ø 6'-4" Ø STANDARD HOOKS TIED UNDER BASE STEEL HOLES FOR PIPING SHALL BE 6" LARGER THAN PIPE O.D. AND SHALL BE CAST AT TIME OF FABRICATION. BRICK TO GRADE (2) COURSES MINIMUM (4) COURSES MAXIMUM BRICK TO BE RED ROMAN W/ NO HOLES VARIES8"5'-0" Ø 8'-0" Ø 10" 7'-0" Ø 6'-0" Ø 8" 8" 4' ROUND CB TYPE 4'-0" Ø "A" 8" "B"'C'# 5 @ 12" C.C.E.W.8"# 5 @ 12" C.C.E.W. @ 12" C.C. VERT 2- W.W.M. w/ # 410" 8" 8" # 5 @ 12" C.C.E.W. # 5 @ 12" C.C.E.W. # 5 @ 6" C.C.E.W. # 5 @ 6" C.C.E.W. # 5 @ 6" C.C.E.W. SECTION A-A 8" "C" # 4 @ 12" C.C.E.W. "D"12" MIN.# 4 @ 12" C.C.E.W. 'E' "E" 'B' U.S.FOUNDRY FRAME & GRATE NO. 4155-6209 (OR APPROVED EQUAL) RIM. ELEV.= (SEE PLAN)'C''B''A' PLAN 'D' 5'-4" Ø 8'-4" Ø 9'-8" Ø 6'-4" Ø 7'-4" Ø 8"5'-0" Ø 6'-0" Ø 8'-0" Ø 7'-0" Ø 10" 8" 8" "F"TYPE'C'4'-0" Ø "A""C" 8" 'A' 'G' # 5 @ 8" C.C.E.W. # 5 @ 6" C.C.E.W. # 5 @ 6" C.C.E.W. # 5 @ 6" C.C.E.W. # 4 @ 6" C.C.E.W. "G""H" 'H' ADDITIONAL REINFORCING BARS - SIZE "H" 'F' GROUT AA SECTION A-A PLAN PLAN STANDARD HOOKS TIED UNDER BASE STEEL HOLES FOR PIPING SHALL BE 6" LARGER THAN PIPE O.D. AND SHALL BE CAST AT TIME OF FABRICATION. BRICK TO GRADE (2) COURSES MINIMUM (4) COURSES MAXIMUM BRICK TO BE RED ROMAN W/ NO HOLES 'E' 'D' ADDITIONAL REINFORCING BARS - SIZE "H" GROUT U.S. FOUNDRY RING AND COVER, DRAWING No. 420-C (OR APPROVED EQUAL) A A 12" MIN.VARIES'F' 8" 8" 8" 8" 10" "C" 8"5' MH 5'-0" Ø 6' MH 7' MH 8' MH 8'-0" Ø 7'-0" Ø 6'-0" Ø 10" 8" 8" 4' MH TYPE 4'-0" Ø "A""B" 8"'C'7'-4" Ø5 @ 12" C.C.E.W.5 @ 12" C.C.E.W. 5 @ 12" C.C.E.W. 5 @ 12" C.C.E.W. @ 12" C.C. VERT 2- W.W.M. w/ 4 5 @ 6" C.C.E.W. 5 @ 6" C.C.E.W. 5 @ 6" C.C.E.W. 10'-8" Ø 9'-4" Ø 8'-4" Ø SECTION A-A 4 @ 12" C.C.E.W. "D" 4 @ 12" C.C.E.W. "E" 6'-4" Ø "F" 'B''C''A''B' 'G' 'H' 6'-0" Ø 8"7'-4" Ø 7'-0" Ø 8'-0" Ø 10" 8" 9'-8" Ø 8'-4" Ø "A" 4'-0" Ø 5'-0" Ø TYPE'C'SECTION A-A 8" 8" "C" 6'-4" Ø 5'-4" Ø "G" 'A' 5 @ 6" C.C.E.W. 5 @ 6" C.C.E.W. 5 @ 6" C.C.E.W. 5 @ 8" C.C.E.W. 4 @ 6" C.C.E.W. "H"24' DIAMETE R PLAN PRECAST CIRCULAR CATCH BASIN DETAIL NOT TO SCALE TRENCH DETAIL NOT TO SCALE POLLUTION RETARDANT BAFFLE DETAIL NOT TO SCALE PRECAST CIRCULAR MANHOLE DETAIL NOT TO SCALE 6"18"6"6" 8" FDOT TYPE 'D' CURB NOT TO SCALE (PER FDOT INDEX #300) FDOT TYPE "F" CURB & GUTTER NOT TO SCALE ONE-WAY CLEAN-OUT DETAIL NOT TO SCALE TWO-WAY CLEAN-OUT DETAIL (USE WITHIN 5' OF BUILDING ONLY) NOT TO SCALE 5' MH 6' MH 7' MH 8' MH 4' MH 5' ROUND CB 6' ROUND CB 7' ROUND CB 8' ROUND CB 4' ROUND CB 5' ROUND CB 6' ROUND CB 7' ROUND CB 8' ROUND CB CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SD0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:50 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSD0 C-905 CONSTRUCTION DETAILS CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SD0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:50 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSD0 C-906 CONSTRUCTION DETAILS CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SD0.DWG PRINTED BY: DELIAS 12.03.18 @ 12:50 PM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSD0 C-907 CONSTRUCTION DETAILS CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SD0.DWG PRINTED BY: CCUTTING 12.03.18 @ 4:05 PM LAST SAVED BY: CCUTTING FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSD0 C-908 CONSTRUCTION DETAILS8"VARIES8"2""A"8"1 1/2"2 1/2"#4 @ 12" 0.C. 1 1/2" 2" CL. (TYP.) PLAN 1 1/2" "E"3'-0" INLET 2" GRATE "C" TYPE 2'-0" "A" 4'-4"3'-4"4'-6"1'-5" "D" 3'-0" DIMENSIONS 2'-4" "C" 3'-1" "B" 11" "E" 2 1/2"2 1/4"8""B"1 3/4"3/4"8"2 1/8""C" 2" "E" 2" "E""D"2" 1/4" ALUMINUM PLATE WEIR CREST EL.= 27.85' (NAVD) 2" x 2" x 1/4" ALUMINUM CHANNEL MOUNTED TO STRUCTURE @18" C.C. TYPE "C & E" DITCH BOTTOM INLET DETAIL NOT TO SCALE NOTES: GRATES: IRON GRATES IN ACCORDANCE WITH FLORIDA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS. INLET TYPES: INLETS ARE TO BE SHOWN HEREON. REVOLVE POSITION TO ACCOMMODATE LARGER DIAMETER PIPE SIZE. MATERIAL: INLET WALLS AND FOOTING MAY BE EITHER POURED- IN-PLACE 2500 LB. CONCRETE; OR PRECAST CLASS "A" 3000 LB. CONCRETE; OR STANDARD MANHOLE BRICK (NO BLOCK) WITH 1/2" PLASTER (NO LIME) WITH 8" PRECAST CAP. EL.=29.00' (NAVD) PROPOSED PRB (SEE SHEET D-3) 0.5" INVERTED TRI. BLEEDER @ EL. = 22.50' NAVD CONTROL STRUCTURE CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057SD0.DWG PRINTED BY: CCUTTING 12.03.18 @ 3:26 PM LAST SAVED BY: CCUTTING FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGSD0 C-909 CONSTRUCTION DETAILS OWNER: 205 N. PARROT AVE HOLDINGS, LLC (±0.654 ACRES) STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEX X XXXXXX X XX XX X X X XXX XXX XX X XXX L1 L2L3L4L5L6L7L8L9L10L11X X X X CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: \\BOHLERENG.NET\SHARES\FL-PROJECTS\2018\FLB180057\DRAWINGS\PLAN SETS\FLB180057OA0.DWG PRINTED BY: CROGERS 12.04.18 @ 8:29 AM LAST SAVED BY: CROGERS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGOA0 TM-1 TREE MITIGATION PLAN 1"=20' 0 2051020 DATUM NOTES: 1.BEARINGS SHOWN HEREON ARE BASED ON THE FLORIDA STATE PLANE COORDINATE SYSTEM, EAST ZONE, NORTH AMERICAN DATUM (NAD) OF 1983 WITH 2011 ADJUSTMENT AS DERIVED FROM THE FLORIDA DEPARTMENT OF TRANSPORTATION PERMANENT REFERENCE NETWORK. AS A REFERENCE FOR THIS SURVEY, THE BASELINE OF SURVEY OF STATE ROAD NO. 70 (NORTHWEST PARK STREET) HAS A BEARING OF NORTH 89°50'51" EAST. 2.ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC SURVEY BENCHMARK R 22, SAID POINT BEING A SURVEY DISC STAMPED "R22 1933 31.558" SET IN A CONCRETE STEP AND HAVING AN ELEVATION OF 30.32 FEET, PURSUANT TO THE NORTH AMERICAN VERTICAL DATUM OF 1988. PROPERTY LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 LENGTH 199.97' 142.50' 15.14' 142.50' 299.95' 142.54' 7.50' 49.99' 49.99' 7.50' 142.55' BEARING N89°50'24"E S0°09'42"E S0°09'42"E S0°09'42"E S89°51'01"W N0°09'43"W N0°09'43"W N89°50'43"E N89°50'43"E N0°09'42"W N0°09'42"W LEGEND: X X MITIGATION #1 (M1) M2 M3 M4 R1 R2R3 R4 R5 R6 R8 R7 R9 R10 R11 R12 R13 R14 R1 1 2 3 4 5 6 8 7 10 9 11 12 131415 18 19 20 21 22 23 24 25 26 27 1716 GEN EAA GEN F85 F/B (6,119 SF) T T TTT T STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEE E E E E E E E E E E E E E E E EEEEEEEETSLSL SL SL SL SL SLSLSLSLSLSLSLS L GGGGGGGGGGG G G G G G G G G G G G G G G G G W W W W S S S S S S SWWW WW W W W W W W S S S S S S S 15'TTTT T T T T T T T T T T T T T T TTT5'5'20'15' SHARED UTILITY EASEMENT 10'10'10'10' FPL EASEMENT 18' X 23' SHARED UTILITY EASEMENTCC CCC C C C C C C C C C C C C C C C CCCWATER / SEWER EASEMENTWWWWWSSSEEEEEEEEEEEE E ET T TTTTT T T T T T T 20'2 0 'CTTWWWWW W W W W W W WCONSTRUCTION NOT APPROVED FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com SCOTT BARBER DESIGNS P.A. 1"=20' 0 2051020 SCALE: AS L-1 LP_12-3-18.DWG NOTED 12/3/18 CR SJB 18-010.34 LANDSCAPE ARCHITECTURE & PLANNING LANDSCAPE PLAN 1551 WYNDCLIFF DRIVE WELLINGTON, FL 33414 (561) 309-7263 LC-26000593 WAWA PLANTER 'A' ENLARGEMENT SCALE: NTSA SOUTH FLORIDA WARM SEASON PALETTE 1. RED SALVIA MAR - OCT 2. PINK PORTULACA 3. YELLOW ZINNIA 4. DWARF WHITE FOUNTAIN GRASS 5. WHITE PENTAS 6. ORANGE GAZANIA 7. PINK PROTULACA SOUTH FLORIDA COOL SEASON PALETTE 1. POT MARIGOLD NOV - FEB 2. PINK PENTUNIA 3. WHITE ALYSSUM 4. DWARF WHITE FOUNTAIN GRASS 5. ORANGE ZINNIA 6. RED PUTUNIA 7. PINK VERBENA NOTE: ALL PLANT MATERIAL 1 GALLON POT SEE MATERIALS SCHEDULE FOR MULCH 2 1 3 4 7 5 6 PLANTER SPECIFICATION: NAME: BOULEVARD SERIES PLANTER MANUFACTURER: ALLIED MOLDED PRODUCTS, LLC. MODEL NO: 1RECLP-482424 SIZE: 48"L X 24"W X 24" HT. COLOR: BENJAMIN MOOR #OC-1 NATURAL WICKER WAWA PLANTER 'B' ENLARGEMENT SCALE: NTSB SOUTH FLORIDA WARM SEASON PALETTE 1. RED GAZANIA MAR - OCT 2. YELLOW PURSLANE 3. ORANGE PLUME CELOSIA 4. DWARF WHITE FOUNTAIN GRASS 5. WHITE SALVIA 6. PINK GAZANIA 7. RED DIANTHUS SOUTH FLORIDA COOL SEASON PALETTE 1. RED SALVIA NOV - FEB 2. WHITE PETUNIA 3. YELLOW ALYSSUM 4. DWARF WHITE FOUNTAIN GRASS 5. BLUE DAZE 6. LAVENDER VERBENA 7. YELLOW TALL MARIGOLD NOTE: ALL PLANT MATERIAL 1 GALLON POT SEE MATERIALS SCHEDULE FOR MULCH 2 1 3 4 7 5 6 WAWA PLANTER 'C' ENLARGEMENT SCALE: NTSC SOUTH FLORIDA WARM SEASON PALETTE 1. TALL PINK ZINNIA MAR - OCT 2. ORANGE PLUME CELOSIA 3. YELLOW DAHLBER DAISY 4. DWARF WHITE FOUNTAIN GRASS 5. RED PENTAS 6. PINK PORTULACA 7. WHITE BEGONIA SOUTH FLORIDA COOL SEASON PALETTE 1. BLUE DAZE NOV - FEB 2. RED PETUNIA 3. YELLOW ALYSSUM 4. DWARF WHITE FOUNTAIN GRASS 5. PINK DIANTHUS 6. WHITE VERBENA 7. YELLOW PLUME CELOSIA NOTE: ALL PLANT MATERIAL 1 GALLON POT SEE MATERIALS SCHEDULE FOR MULCH 2 1 3 4 7 5 6 WAWA PLANTER 'D' ENLARGEMENT SCALE: NTSD 1 SOUTH FLORIDA ALL SEASON PALETTE 1. DWARF WHITE FOUNTAIN GRASS NOTE: 1 GALLON POT SEE MATERIALS SCHEDULE FOR MULCH POT SPECIFICATION NAME: BOULEVARD SERIES PLANTER MANUFACTURER: ALLIED MOLDED PRODUCTS, LLC. MODEL NO: 1SLP-2425, SIZE: 24"X 24" COLOR: BENJAMIN MOOR #0C-1 NATURAL WICKER VENT STACK WITH 123 SF (1.2 CY) OF DECORATIVE GRAVEL MULCH DUMPSTER ENCLOSURE AIR MACHINE PAD TYP WITH 43 SF (.4 CU) DECORATIVE GRAVEL MULCH RAISED LANDSCAPE PLANTERS (10) SEE ENLARGEMENT THIS SHEET FOR PLANT TYPE & QUANTITIES A B C D B A 10' WIDE R/W LANDSCAPE BUFFER 10' WIDE R/W LANDSCAPE BUFFER 1G, Full, 12" OCPerennial PeanutArachis glabrataAGA943 ZONING: Heavy Com SITE DATA: SITE AREA: 75,017 SF (1.72 AC) BUILDING AREA: 6,119 SF BU - BUFFER BG - BUILDING VUA - PARKING REL - RELOCATED PLANT KEY LEGEND: LANDSCAPE CALCULATIONS: INTERIOR LANDSCAPE AREA (75,017 SF) REQUIRED - 1 TREE, 3 SHRUBS / 3000 SF = 25 TREES, 75 SHRUBS PROPOSED - 49 TREES (14 RELOCATED SABAL PALM, 6 EXIST. SABAL PALM, 2 EXIST. TREE, 27 TREES, 75+ SHRUBS VEHICULAR USE AREA (VUA) LANDSCAPE: REQUIRED - 18 SF PER PARKING SPACE (47 SPACES) = 846 SF 1 TREE PER 72 SF INCL. 1 TREE / TERMINAL ISLAND = 12 PROPOSED - 2,443 SF VUA LANDSCAPE, 12 TREES PLANT SCHEDULE COMMON NAMESYMBOLBOTANICAL NAMEQTY. SOD TREES SPECIFICATIONS Densa Walter's ViburnumViburnum obovatum 'Densa'VIO* PALMS SHRUBS 3G, 24"x24", Space as shown GROUND COVER ** CONTRACTOR TO VERIFY SQUARE FOOTAGE FOR DAMAGED EXISTING GRASS AREAS CoontieZamia integrifoliaZAM*3G, 18"x18", 24" On Center 18 71 CHR*Red Tip CocoplumChrysobalanus icaco 'Red Tip'10G,36" x 24", 30" On Center, Hedge23 ILV*Dwarf Yaupon HollyIlex vomitoria 'Nana'3G, 14" x 14", 24" On Center72 * NATIVE SPECIES - HIGH DROUGHT TOLERANCE (OTHERS MEDIUM DROUGHT TOLERANCE) SOD Tight Joints, Neat, Level6,645 SF **Empire ZlotysZoysia japonica 'Empire' MULCH MULCH 72 CY **3" Layer of Double Ground Hardwood (Cocoa Brown Color) PERIMETER BUFFER PLANTINGS NATIVE TREE SPECIES REQUIRED - 75% NATIVE & SPECIES FROM XERISCAPE GUIDE PROPOSED - 100% NATIVE TREES & SHRUBS, 100% NON-NATIVE GROUNDCOVER 1G, Full, 24" OCBlue Pacific JuniperJuniperus conferta 'Blue Pacific'JUC 147 Cabbage Palm14 SEE TREE DISPOSITION PLANSabal palmetto MUH*Muhly GrassMuhlenbergia capallaris 3G, 14" x 14", 24" On Center330 TREE DISPOSITION PLAN: SEE THE TREE MITIGATION PLAN SHEET TM-1 FOR TREE DISPOSITION INFORMATION. 69 CALIPER INCHES (DBH) ARE PLANNED FOR REMOVAL FROM THE SITE. BECAUSE OF LACK OF AREA FOR ADDITIONAL TREES, THE MONETARY VALUE WILL BE DETERMINED BY CITY STAFF, AND PAID INTO THE CITY'S TREE FUND. 1. 2. REVISIONS REV DATE COMMENT BY FLO R I D A STATE OF LA-0001660 REGISTERED LA N D SCAPE A R C HI TECTSCOTT J . BA R B ERSP* VEHICLE USE AREA: 46,593 SF SIGNMYR*Simpson's StopperMyrcianthes fragrans 7G, 24" x 18", 24" On Center, Hedge448 D CA C B LANDSCAPE AND ROOT BARRIER NOTES: TREE LOCATION AND SPACING IS BASED ON DESIGN REQUIREMENTS AND THE THE TREES SHOWN ON THIS PLAN ATTEMPT TO ACCOMPLISH SPACING REQUIREMENTS WHILE MAINTAINING THE REQUIRED SETBACKS FROM UTILITIES. IN ANY CASE THE TREES SHALL BE PLANTED IN ACCORDANCE WITH THE PLANT DETAILS SHOW HEREON. ADDITIONALLY, TREES ARE TO BE INSTALLED WITH A TEN FOOT (10') SEPARATION FROM ANY WATER OR SEWER MAIN AND/OR SERVICE, HYDRANTS, AND LIFT STATIONS. IF A TEN FOOT (10') CLEARANCE CANNOT BE ACHIEVED, SPACING CAN BE REDUCED TO SEVEN FOOT (7') IF INSTALLED WITH A ROOT BARRIER SYSTEM. REFER TO THE "ROOT BARRIER" DETAIL (SHEET LP-5.01) FOR INSTALLATION REQUIREMENTS. HOWEVER, IN NO CASE SHALL A TREE ENCROACH INTO A PUBLIC UTILITY EASEMENT WITHOUT PRIOR UTILITY DEPARTMENT APPROVAL AND ONLY SOD CAN BE INSTALLED WITHIN 7.5 FEET OF A FIRE HYDRANT UNLESS OTHERWISE APPROVED BY THE FIRE MARSHAL. SEE DETAIL 9 ON SHEET LP-5.01 FOR THE LANDSCAPE ROOT BARRIER DETAIL. FOR WAWA LOCATION OF SITE NWC NE. PARK ST & SW. 2ND AVE. OKEECHOBEE,FL 34972 CITY OF OKEECHOBEE 5 9 9 12' HT, 5' SPR, 2.5" DBH SIGN 10' WIDE R/W LANDSCAPE BUFFER 10' WIDE R/W LANDSCAPE BUFFER EXISTING GRASS TO REMAIN 2 EXISTING SABAL PALM TO REMAIN #25, #26 W-BU 1 EXISTING SABAL PALM TO REMAIN #23 W-BU 2 EXISTING TREES TO REMAIN, #20, #21 W-BU 1 EXIST OFF-SITE PALM TO REMAIN #22 N-BU 1 EXISTING SABAL PALM TO REMAIN #19 N-BU OVERHEAD WIRES EXIST COBRA HEAD LIGHT POLES TYP NORTH - 10' R/W BUFFER (200 LF - 36 LF ENTRY x 10' = 1,640 SF) REQUIRED - 1 TREE, 3 SHRUBS / 300 SF = 5 TREES, 15 SHRUBS PROPOSED - 1 EXISTING SABAL PALM, 8 SABAL PALM, 3 TREES 84 SHRUB HEDGE SOUTH - 10' R/W BUFFER (300 LF x 10' = 3,000 SF) REQUIRED - 1 TREE, 3 SHRUBS / 300 SF = 10 TREES, 30 SHRUBS PROPOSED - 1 EXISTING SABAL PALM, 9 TREES, 115 SHRUB HEDGE EAST - 10' R/W BUFFER (280 LF - 36 LF ENTRY x 10' = 2,440 SF) REQUIRED - 1 TREE, 3 SHRUBS / 300 SF = 8 TREES, 24 SHRUBS PROPOSED - 8 TREES, 95 SHRUB HEDGE WEST - 10' R/W BUFFER (140 LF - 36 LF ENTRY x 10' = 1,040 SF) REQUIRED - 1 TREE, 3 SHRUBS / 300 SF = 4 TREES, 12 SHRUBS PROPOSED - 3 EXIST. SABAL PALM, 3 SABAL PALM 36 SHRUB HEDGE SOD (100 SF) FIRE HYDRANT 10' EASEMENT SOD 1 (450 SF) AR* QV* SOD (325 SF) SAFE SIGHT TRIANGLE 10' x 10' SAFE SIGHT TRIANGLE 10' x 10' SOD (725 SF) SOD (625 SF) S-BU 4 AR S-BU 5 AR S-BU 115 MYR E-BU 25 MYR E-BU 113 MUH W-BU 46 MYR W-BU 113 MUH 1 EXISTING SABAL PALM TO REMAIN #27 S-BU IA* E-BU 2 IA E-BU 80 MYR E-BU 6 IA VUA 1 IA VUA 28 ILV VUA 1 QV VUA 24 ILV N-BU 84 MYR N-BU 2 QV N-BU REL 5 SP E-BU REL 3 SP VUA 600 AGA East Palatka HollyIlex x attenuata 'East Palatka' W-BU REL 3 SP SOD (4,100 SF) VUA 343 AGA NORTH - 2' INTERIOR BUFFER (100 LF x 10' = 100 SF) REQUIRED - 1 TREE, 3 SHRUBS / 300 SF = 1 TREES, 3 SHRUBS PROPOSED - 1 EXISTING SABAL PALM (OFF-SITE), 40 SHRUB HEDGE N-BU 40 MYR W-BU 48 MUH W-BU 23 MUH N-BU 16 MUH N-BU 1 QV VUA REL 3 SP VUA 1 QV WEST - 2' INTERIOR BUFFER (140 LF x 2' = 280 SF) REQUIRED - 1 TREE, 3 SHRUBS / 300 SF = 1 TREE, 3 SHRUBS PROPOSED - 2 EXISTING TREES, 58 SHRUB HEDGE RELOCATED BG 25 CAR CAR*Dwarf Natal PlumCarissa macrocarpa 3G, 14" x 14", 24" On Center55 BG 20 CAR BG 10 CAR IRRIGATION PERFORMANCE NOTES: ALL LANDSCAPE AREAS WILL BE WATERED BY AN AUTOMATIC UNDERGROUND IRRIGATION SYSTEM PROVIDING 100% COVERAGE WITH 50% OVERLAP. 1. THE WATER SOURCE WILL BE A WELL AND PUMP STATION PROVIDING WATER TO A SYSTEM UTILIZING DRIP LINE, SPRAY HEADS & TREE BUBBLERS. 2. THE SYSTEM WILL BE CONTROLLED BY A SMART CONTROLLER AND WILL UTILIZE A RAIN SENSOR. HOURS OF OPERATION WILL BE BETWEEN THE HOURS OF 10 PM AND 6AM. 3. SOD (320 SF) N-BU 58 MYR SCREEN 10 CHR VUA 20 JUC SCREEN 13 CHR VUA 10 JUC VUA 20 ILV E-BU 18 VIO E-BU 17 MUH 4MG*Bracken's Brown BeautyMagnolia Grandiflora Quercus virginiana 'Highrise'Highrise Live Oak 12' HT, 5' SPR, 2.5" DBH 'Bracken's Brown Beauty'Magnolia 12' HT, 5' SPR, 2.5" DBH 12' HT, 5' SPR, 2.5" DBH Acer rubrum 'Autumn Flame'Flame Red Maple VUA 15 ZAM VUA 22 JUC VUA 1 MG VUA 1 MG VUA 21 ZAM VUA 30 JUC VUA 30 JUC VUA 17 ZAM VUA 1 MG VUA 1 MG VUA 1 MG VUA 35 JUC VUA 18 ZAM THE FERBER COMPANY, INC. CONSTRUCTION NOT APPROVED FOR FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: 18-010.34 SJB CR 12/3/18 NOTED LP_12-3-18.DWG L-2 C:\USERS\SBARBER\DOCUMENTS\DESKTOP 6-12-18\PROJECTS\SBD\BOHLER - 010\PROJECTS\18-010.34 WAWA (CITY OF OKEECHOBEE)\DRAWINGS\CAD\LP_12-4-18.DWG PRINTED BY: SBARBER 12.04.18 @ 6:42 AM LAST SAVED BY: SBARBER KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com AS SCALE: MIN. 120° 120° PLAN 120° CANOPY TREE SCALE: NTS 18" NOTES: 1. CONTRACTOR SHALL ENSURE ADEQUATE SOIL PERCOLATION FOR ALL TREE PITS PRIOR TO INSTALLATION. FOR PERCOLATION RATES LOWER THAT 1" PER HOUR A TREE SUMP WILL BE REQUIRED. 2. ALL TREE PITS SHALL BE APPROXIMATELY TWO TIMES LARGER THAN ROOT BALL PROTECT TREE WITH BLACK RUBBER HOSE. FLUORESCENT ORANGE SAFETY FLAGS ON ALL GUY WIRES #12 GAUGE DOUBLE TWISTED GALVANIZE WIRE OR APPROVED EQUAL 3" MULCH AS SPECIFIED MIN. 24" FROM TRUNK BERM SOIL TO HOLD WATER EXISTING SUBGRADE 2" X 4" X 3' WOOD STAKES OR APPROVED EQUAL PLANTING SOIL BACKFILL, AMEND AS NECESSARY PER SOIL ANALYSIS. SEE GENERAL LANDSCAPE NOTE 4 & 11 FOR SPECIFICATIONS TRUNK SHALL BE MAINTAINED IN A VERTICAL POSITION REMOVE TOP 1/3 OF DEGRADABLE BURLAP AND TUCK BELOW SOIL TO AVOID WICKING. DO NOT DISTURB BURLAP AROUND THE FIBROUS ROOTS. FINISHED GRADE ROOT BALL SET 3"-4" ABOVE FINISHED GRADE SHRUB AND GROUND COVER SCALE: NTS MIN. 12" NOTES: 1. CONTRACTOR SHALL ENSURE FREE DRAINAGE/PERCOLATION OF ALL PLANTING PITS/BEDS PRIOR TO INSTALLATION. 2. ALL PLANTING PITS SHOULD HAVE VERTICAL SIDES AND BE APPROXIMATELY TWO TIMES LARGER THAN ROOT BALL 3. PLANT MATERIAL SHALL BE INSTALLED 2" HIGH WITH SOIL MOUNDING UP TO THE TOP OF ROOT BALL. 4. WHERE GROUND COVERS ARE USED IN MASSES, THE ENTIRE BED SHALL BE EXCAVATED PRIOR TO RECEIVING PLANT MATERIAL AND PLANTING SOIL EXCEPT WHERE SPECIFIED. 5. ALL PLANT MATERIAL MASSES TO USE TRIANGULAR SPACING EXCEPT WHERE NOTED. REFER TO PLANT LIST FOR INDIVIDUAL PLANT SPACING 'X'. 6. PLANT MATERIAL INSTALLED ADJACENT TO STRAIGHT EDGES SHALL BE SPACED IN ROWS PARALLEL TO THE STRAIGHT EDGE. THOSE INSTALLED ADJACENT TO CURVED EDGES SHALL BE PLANTED IN ROWS PARALLEL TO THE CURVED EDGE 12"-18" 18" MIN. 'X''X' 'X' PROVIDE A MINIMUM OF 18" SPACING BETWEEN DIFFERENT PLANT TYPES 18" SETBACK FOR ALL SHRUBS PLANTED 24" O.C. OR GREATER (12" SETBACK FOR ANNUALS AND GROUND COVER) CURB OR EDGE OF PAVEMENT 3" MINIMUM OF MULCH BERM SOIL TO HOLD WATER MINIMUM DEPTH OF 12" PLANTING SOIL FOR GROUND COVER BEDS EXCAVATE ENTIRE BED FOR GROUND COVER LOCATIONS FINISHED GRADE PLAN 12"MIN.EXISTING SUBGRADE EXISTING CONDITIONS MULCH PLANT BED LINE SOD APPLICATION SCALE: NTS TOP OF SOD TO BE FLUSH WITH PAVEMENT SIDEWALK OR OTHER PAVING MULCH APPLICATION SCALE: NTS PLANTING SOIL (FINE RAKED AND FREE OF WEEDS AND OTHER DELETERIOUS MATERIALS, SEE SPECIFICATIONS.) 3" MIN. MULCH (SEE PLANT SCHEDULE FOR SPECIFICATIONS) SOD (PROVIDE CLEAN, SMOOTH EDGE BETWEEN SOD AND MULCHED AREAS.) NOTES: 1. ALL MULCH SHALL BE PEST AND INSECT FREE. 2. COMPLETELY REMOVE EXISTING SOD AS REQUIRED PRIOR TO PLACING MULCH. SABAL PALM TREE NOTES: 1. CONTRACTOR SHALL ENSURE FREE DRAINAGE/PERCOLATION OF ALL PLANTING PITS PRIOR TO INSTALLATION. 2. ALL TREE PITS SHALL BE APPROXIMATELY TWO TIMES LARGER THAN ROOT BALL 3. FINAL TREE STAKING DETAILS AND PLACEMENT TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 4. PRESSURE TREATED PINE TO BE USED FOR ALL WOOD STAKING AND BRACING MEMBERS. 120° 120° PLAN 120° NO HURRICANE CUT PALMS. PRUNE IN FIELD & LEAVE 1/3 OF THE FRONDS AND TIE WITH NATURAL TWINE. DO NOT DAMAGE BUD. 5 LAYERS BURLAP AT POINT OF SUPPORT 2"X4"X16" BATTENS, QUANTITY AS NECESSARY STEEL BAND TO SECURE BATTENS TOE NAIL 3(2X4) TO WOOD BATTENS, NO NAILS IN TRUNK OF PALM KEEP MULCH 6" FROM BASE 3" LAYER OF MULCH, SEE SPECIFICATIONS 3" DEPRESSION, WITH 6" SAUCER TO HOLD WATER 3 - 2" X 4" X 48" WOOD STAKES - 36" DEPTH MINIMUM FINISHED GRADE EXISTING SUBGRADE ROOT BALL SET 3"-4" ABOVE FINISHED GRADE 3 - 2" X 4" WOOD BRACES NAILED TO STAKES 36" MIN.MIN. 12" 1 8 3 5 TYPICAL RAISED PLANTER DETAIL SCALE: NTS BOLLARD - BY OTHERS 24" 24" IRRIGATION TYP. - SEE IRRIGATION PLAN PLANTER, SEE LANDSCAPE PLAN FOR SPECIFICATIONS IRRIGATION LATERAL LINE CONDUIT, SEE IRRIGATION PLAN FOR LOCATION DRAINAGE PIPE WITH ATRIUM GRATE TO BE CONNECTED TO DRAINAGE SYSTEM, SEE CIVIL PLANS 6" - NO. 57 STONE OVER LANDSCAPE FABRIC PLAN SECTION 'A' PLANT MATERIAL - SEE PLANTING PLAN ADJACENT CONDITIONS VARY - SEE SITE PLAN PLANTER IRRIGATION - TYP. SEE IRRIGATION PLAN DRAIN BELOW, BY OTHERS A BOLLARD, BY OTHERS PLANTER, SEE LANDSCAPE PLAN FOR SPECIFICATIONS FILL WITH A 50/50 MIX OF SAND AND POTTING SOIL, WITH 5.5 TO 6.5 pH TO 3" BELOW TOP OF PLANTER POT. APPLY RON-STAR PRE-EMERGENT HERBICIDE AND A SLOW RELEASE FERTILIZER AND MIX INTO THE TOP 6 INCHES. AFTER PLANING APPLY A 2 INCH LAYER OF PINE BARK MULCH FINES. FILL BASE OF POT WITH 1" OF NO. 57 STONE FOR EVERY 5" OF PLANTER HEIGHT EDGE OF PAVEMENT BELOW PLANT MATERIAL TYP. - SEE LANDSCAPE PLAN 2 CANOPY TREE PLANTING NOTES: 1. EACH TREE SHALL RECEIVE SIX "AGRIFORM" 21 GRAM TABLETS PER MANUFACTURER'S DIRECTIONS. 2. ALL TREES SHALL HAVE A MINIMUM CLEARANCE OF 15' FROM LIGHT POLES, AND SHALL NOT BE INSTALLED WITHIN 10 FT. OF ANY ABOVE GROUND UTILITIES OR WITHIN 30 FT. OF THE FACE OF A STOP SIGN. 3. ALL TREE TRIMMING SHALL BE IN ACCORDANCE WITH LOCAL CODES AND THE AMERICAN NATIONAL STANDARD INSTITUTE (ANSI)A-300 PRUNING STANDARDS. GENERAL LANDSCAPE NOTES: 1. NO REFERENCE TO ENGINEERING SHOULD BE MADE FROM THIS SHEET. SHEET(S) ARE FOR LANDSCAPE REFERENCE ONLY. 2. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PLANS AND WRITTEN SPECIFICATIONS. NO SUBSTITUTIONS SHALL BE MADE WITHOUT WRITTEN APPROVAL BY THE OWNER'S REP. 3. THE LANDSCAPE PLANTINGS SHALL BE INSTALLED IN COMPLIANCE WITH EXISTING CODES AND APPLICABLE DEED RESTRICTIONS OR REQUIREMENTS. 4. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL MATERIALS AND QUANTITIES PRIOR TO BIDDING, AND NOTIFY OWNER'S REP OF ANY PLAN DISCREPANCIES PRIOR TO CONSTRUCTION. RESOLUTION OF DISCREPANCIES FOUND DURING CONSTRUCTION SHALL BE IN FAVOR OF THE OWNER. 5. ANY DEVIATION FROM PLANT QUANTITY, SIZE OR GRADE MAY JEOPARDIZE THE CERTIFICATE OF OCCUPANCY. 6. WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DIMENSIONS. DIMENSIONS ARE MINIMUMS ONLY. CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB. OWNER'S REP SHALL BE NOTIFIED OF ANY VARIATION FROM THE DIMENSIONS AND CONDITIONS SHOWN ON THE PLANS. 7. CONTRACTOR TO NOTIFY 'SUNSHINE STATE ONE CALL OF FLORIDA, INC AT 800-432-4770 TWO FULL BUSINESS DAYS PRIOR TO DIGGING FOR UNDERGROUND UTILITY LOCATIONS. 8. THE HEALTHY, NEAT, AND ORDERLY APPEARANCE OF ALL REQUIRED LANDSCAPING MATERIALS IS THE CONTINUAL RESPONSIBILITY OF THE PROPERTY OWNER AFTER FINAL ACCEPTANCE. GENERAL PLANTING NOTES: 1. NUISANCE, EXOTIC PLANT SPECIES REMOVAL SHALL BE COMPLETED IN ACCORDANCE WITH SECTIONS OF THE MUNICIPAL REGULATIONS, GUIDELINES AND STANDARDS. 2. ALL PLANT MATERIAL SHALL BE FLORIDA NO. 1 OR BETTER, AS SET FORTH BY THE LATEST EDITION OF FLORIDA GRADES AND STANDARDS, 3. PLANT MATERIAL SHALL BE LOCAL FLORIDA NURSERY STOCK. 4. LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A TOPSOIL / PLANTING SOIL ANALYSIS REPORT WITH FERTILIZER RECOMMENDATIONS, FOR ORNAMENTAL PLANTINGS, PRIOR TO INSTALLATION OF THE PLANTING SOIL. THE LANDSCAPE CONTRACTOR SHALL NOTIFY THE OWNER OF ANY IMPROPER SOIL CONDITIONS (WETNESS, MUCK, DEBRIS, ETC.) PRIOR TO INSTALLATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL SOIL AMENDMENTS AND/OR FERTILIZER RECOMMENDED BY THE SOIL ANALYSIS REPORT FOR HEALTHY, VIGOROUS PLANT GROWTH. SEE NOTE 11. 5. ALL PLANT MATERIAL HOLES SHALL BE HAND DUG EXCEPT WHERE MACHINE DUG HOLES WILL NOT ADVERSELY AFFECT OR DAMAGE UTILITIES OR PROJECT IMPROVEMENTS. 6. THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL LANDSCAPE ELEMENTS UNTIL FINAL ACCEPTANCE BY THE OWNER'S REP. THIS MAINTENANCE SHALL INCLUDE BUT MAY NOT BE LIMITED TO MOWING, EDGING AND TRIMMING GRASS, KEEPING PLANTING BEDS FREE OF DEBRIS AND WEEDS, MANAGING ALL DISEASE OR INFESTATION, WATERING OF PLANT MATERIALS, AND MAINTAINING MULCH. 7. ALL PLANT MATERIAL SHALL BE GUARANTEED FOR A PERIOD OF 1 YEAR FROM THE DATE OF FINAL ACCEPTANCE BY THE OWNER'S REP. 8. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL VERIFY AND STAKE ALL UTILITIES. A MINIMUM OF TEN FEET SEPARATION IS REQUIRED BETWEEN UTILITIES AND TREE PLANTINGS. IN ADDITION, ALL TREES SHALL BE LOCATED AT LEAST SIX FEET AWAY FROM THE FLOW LINE OF SWALES AND PROPOSED OR EXISTING STORM WATER INLETS. 9. NEW PLANT MATERIAL TO BE INSTALLED WILL BE FIELD ADJUSTED TO ACCOMMODATE EXISTING PLANT MATERIAL SUCH AS OVERHEAD CANOPY TREES, UNDER-STORY TREES AND SHRUBS OR GROUND COVER. THIS WILL ENSURE EXISTING PLANT MATERIAL TO REMAIN IN ITS NATURAL STATE. THEREFORE, NO EXISTING PLANT MATERIAL WILL BE ALTERED BY REMOVING, CUTTING TRIMMING OR DESTROYING IN ORDER TO INSTALL NEW PLANT MATERIAL. 10. ALL PLANT MATERIALS TO BE CONTAINER GROWN UNLESS OTHERWISE SPECIFIED. BAG GROWN PLANTS ARE NOT ACCEPTABLE. 11. THE PLANTING SOIL USED IN THE PLANTING OPERATIONS SHALL BE A MIXTURE OF 2 PARTS EXISTING TOPSOIL AND 1 PART CLEAN SAND. THE TOPSOIL SHALL CONSIST OF NATURAL, FRIABLE, FINE LOAM SOIL WITH A pH OF 5.5 TO 7.0, AND 3-5% ORGANIC MATTER. IT SHALL BE FREE OF WEED SEEDS, PATHOGENS, LITTER, SOD, CLAY, ROAD BASE, STONES, ROOTS AND STUMPS. SOIL DEPTH SPECIFIED ON THE PLANS IS MEASURED AFTER LIGHT COMPACTION. TOP SOIL THAT DOES NO T MEET THIS SPEC SHALL BE SUBSTITUTED WITH PROPER BORROW SOIL. SEE NOTE 4. 12. BED PREPARATION: LOOSEN SOIL TO A MINIMUM DEPTH OF TWELVE INCHES AND REMOVE ALL DEBRIS. RE-GRADE THE BED TO ITS ORIGINAL GRADE. DIG PLANTING PITS AT 1.5 TIMES THE DIAMETER OF THE POT. FILL PLANT PIT WITH SPECIFIED PLANTING MIX AND COMPACT SO THAT THE TOP OF ROOT BALL WILL SETTLE 1/8 DEPTH OF THE ROOT BALL ABOVE FINISH GRADE. SET PLANT AND FILL REMAINDER OF HOLE WITH PLANTING MIX. FERTILIZE EACH PLANT WITH THE RECOMMENDED RATE BASED ON SOIL ANALYSIS AND RECOMMENDATIONS. WATER IN THOROUGHLY. RESET ANY PLANTS THAT SETTLE TOO DEEP. REMOVE SPOIL SOIL AND RAKE THE BED TO ITS FINISH GRADE. COVER ALL BED AREAS WITH A 3" DEPTH OF APPROVED ORGANIC MULCH, ENSURE MULCH OVER ROOT BALLS DOES NOT EXCEED A DEPTH OF ONE INCH. REMOVE ALL DEBRIS FROM THE MULCH. WATER BED THOROUGHLY. 13. ALL PROPOSED PLANTING AREAS SHALL RECEIVE A THREE INCH LAYER OF MULCH. ALL TREES NOT LOCATED WITHIN A PLANTING BED SHALL RECEIVE A FOUR FEET DIAMETER MULCH RING. MULCH SHALL BE DOUBLE GROUND HARDWOOD WITH COCOA BROWN COLOR. 14. THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR HOLDING THE FINE GRADING OF PLANTING AREAS TO ENSURE AT LEAST THREE PERCENT POSITIVE DRAINAGE AWAY FROM BUILDINGS AND INTO TURF AREAS, PONDS, STREETS OR OTHER DRAINAGE WAYS. IN ADDITION, THE FINISH MULCH ELEVATION AT THE BUILDINGS SHALL BE AT LEAST SIX INCHES BELOW FINISH FLOOR OF THE ADJACENT BUILDING. PARKING LOT ISLANDS SHALL SLOPE AT THREE PERCENT FROM CENTER. TURF AND PLANTING BEDS SHALL MEET SIDEWALKS AND FLATWORK AT TWO INCHES BELOW THE FLATWORK. 15. SLOPES GREATER THAN 4:1 SHALL REQUIRE SODDING FOR STABILIZATION. 16. ANY AREAS SUBJECT TO EROSION MUST BE ADEQUATELY STABILIZED WITH VEGETATIVE MATERIAL THAT WILL, WITHIN A REASONABLE TIME FRAME, DETER SOIL DISTURBANCE. SODDING, PLUGGING, SPRIGGING OR SEEDING IS ACCEPTABLE FOR STABILIZATION; HOWEVER, SODDING MAY BE REQUIRED IN AREAS OF EROSION-PRONE SOILS OR WHERE SLOPES ARE GREATER THAN 5:1. VEGETATION OTHER THAN GRASS IS ACCEPTABLE AND MAYBE UTILIZED AT THE OWNERS DISCRETION. 17. IF ALTERNATIVE VEGETATION IS UTILIZED (I.E. MATCHING AND/OR EXTENDING EXISTING SHRUB BED, THE INSTALLED MATERIAL MUST BE HEAL THY, VIGOROUS MATERIAL, FREE OF PESTS AND DISEASES. ALL PLANT MATERIAL SHALL BE IN FULL AND STRICT ACCORDANCE TO FLORIDA NO.1 GRADE, ACCORDING TO THE "GRADES AND STANDARDS FOR NURSERY PLANTS", PUBLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. MATERIAL IN SOME INSTANCES SHALL EXCEED NO. 1 GRADE, IN ORDER TO MEET THE MINIMUM REQUIREMENTS OF THIS PROJECT. 18. SOD SHALL BE INSTALLED IN ALL DISTURBED LANDSCAPE AREAS THAT ARE NOT PLANTED OR HARDSCAPED. CONTRACTOR SHALL VERIFY SOD QUANTITY. 19. LANDSCAPE CONTRACTOR SHALL REPAIR, RELOCATE AND/OR REPLACE ANY CONSTRUCTION DAMAGED OR REMOVED LANDSCAPE MATERIALS, ON OR OFF SITE, THAT ARE NOT DELINEATED ON THE DEMOLITION PLANS. CONTRACTOR SHALL OBTAIN APPROVAL FROM OWNER'S REP. PRIOR TO ANY REMEDIATION LANDSCAPE EFFORTS. 20. SEE IRRIGATION SHEET LI-1.01 FOR THE UNDERGROUND AUTOMATIC IRRIGATION SYSTEM TO BE INSTALLED, THAT WILL PROVIDE 100 PERCENT COVERAGE WITH 50 PERCENT OVERLAP FOR ALL LANDSCAPE. THE WATER SOURCE WILL BE A WELL. THE IRRIGATION SYSTEM IS DESIGNED WITH HYDRO-ZONES, BASED ON PLANT WATERING NEEDS. TURF, SHRUBS, TREES WILL BE WATERED ON SEPARATE ZONES WITH BUBBLER HEADS. SCOTT BARBER DESIGNS P.A. LANDSCAPE ARCHITECTURE & PLANNING WAWA LANDSCAPE NOTES & DETAILS 1551 WYNDCLIFF DRIVE WELLINGTON, FL 33414 (561) 309-7263 LC-26000593 LOCATION OF SITE NWC NE. PARK ST & SW. 2ND AVE. OKEECHOBEE,FL 34972 CITY OF OKEECHOBEE 12" MIN 12" MIN 24" 24" 18" 12" 36" MIN.6' MIN. OR1/2 GW.GREY WOOD (GW.)OVERALL HIEGHT (OA. HT.)CLEAR TRUNK (CT.)18" 18" 12"12"1" TO 3" PLANTING SOIL BACKFILL, AMEND AS NECESSARY PER SOIL ANALYSIS. SEE GENERAL LANDSCAPE NOTE 4 & 11 FOR SPECIFICATIONS PLANTING SOIL BACKFILL, AMEND AS NECESSARY PER SOIL ANALYSIS. SEE GENERAL LANDSCAPE NOTE 4 & 11 FOR SPECIFICATIONS 3" EXISTING SOIL LAYER CLEANED OF DEBRIS AND AMENDED AS NECESSARY PER SOIL ANALYSIS. SEE GENERAL LANDSCAPE NOTE 4 & 11 FOR SPECIFICATIONS UNDISTURBED SOIL PEDESTAL FOR ROOT BALLS 24" DIAMETER AND GREATER UNDISTURBED SOIL PEDESTAL FOR ROOT BALLS 24" DIAMETER AND GREATER UNDISTURBED SOIL PEDESTAL FOR ROOT BALLS 24" DIAMETER AND GREATER LANDSCAPE ROOT BARRIER DETAIL SCALE: NTS9 800-888-5933 CONWED OR EQUAL. "ALL PURPOSE BARRIER" BY FENCING HIGH DENSITY PE ORANGE MESH CONSTRUCTION (6 FT. MIN.)4'2"x4" RAILING LIMIT OF WORK W/CROWN OF TREE DISTANCE VARIES GRADE EXISTING 4"x4" PINE POST NO CONSTRUCTION TRAFFIC, CUTTING, FILLING STAGING, TRENCHING OR ROOT COMPACTION WITHIN TREE BARRICADE. PLACE BARRICADE AROUND TREES TO REMAIN BASED ON THE VEGETATION PROTECTION BARRICADE PERMIT AND OBTAIN COUNTY APPROVAL OF INSTALLATION PRIOR TO DEMOLITION, CLEARING, OR SITEWORK. BARRIER TO BE ERECTED AROUND TREES TO REMAIN WITH 4 INCH DBH AND GREATER. TREE BARRICADE DETAIL SCALE: NTS64'5 FT. MAX PLAN NOTES: 1. 2. 3. TREE / PALM RELOCATION PROCEDURES: 2. PREPARATION FOR PALM RELOCATION a. BY HAND, REMOVE ALL OTHER VEGETATION AWAY FROM THE TRUNK OUT TO THE DRIPLINE b. MOVE TREE ONE TIME FOR BEST SURVIVABILITY RATE c. AFTER THE ROOT BALL PREPARATION PROCESS, REMOVE MULCH WITHIN THE ROOT BALL TRENCH d. TIGHTLY WRAP BURLAP AROUND THE EXPOSED ROOT BALL SIDES TO RETAIN ROOT BALL SOIL DURING RELOCATION e. UNDERCUT THE ROOT BALL TO REDUCE DAMAGE WHEN LIFTING TREE f. DIG HOLE TO RECEIVE THE ROOT BALL, 3 FEET LARGER IN DIAMETER g. DIG HOLE TO RECEIVE THE ROOT BALL WITH SIMILAR DEPTH AS ROOT BALL h. INSTALL TREE AND BACKFILL WITH SPECIFIED TOPSOIL, AND WATER IN, DO NOT COMPACT BACKFILL i DO NOT BACKFILL SOIL OVER ORIGINAL GRADE OF ROOT BALL, AND INSTALL 1 INCH OF MULCH COVER OVER ROOT BALL j. INSTALL TEMPORARY IRRIGATION SYSTEM OVER ROOT BALL k. WATER ENTIRE ROOT BALL DAILY WITH ONE INCH OF WATER FOR ONE MONTH PER INCH CALIPER (ESTABLISHMENT PERIOD) l. INSTALL TREE PROTECTION BARRICADE AROUND THE OUTSIDE OF THE BACKFILLED AREA, UNTIL END OF CONSTRUCTION 1. DETERMINE IN THE FIELD IF THE PALM IS THE CORRECT SIZE FOR TREE SPADE RELOCATION, AND REPORT TO THE LANDSCAPE ARCHITECT THE CHOSEN METHOD OF TREE RELOCATION FOR APPROVAL PRIOR TO DIGGING. PALMS MAY BE HAND DUG BASED ON INDUSTRY STANDARDS AND DETAILS ON THIS SHEET. 7 3. AFTER THE ESTABLISHMENT PERIOD, WATER AND MAINTAIN TREES AND PALMS AS SPECIFIED FOR NEW PLANTS. GRAVEL APPLICATION SCALE: NTS VARIES - SEE PLANS 4 ADJACENT CONDITIONS MAY VARY. SEE CIVIL ENGINEERING PLANS 3" MINIMUM GRAVEL MULCH: 1"-3" BROWN RIVER ROCK 1/8" X 5 1/2" CLEAN LINE ALUMINUM EDGING BY PERMALOC (COLOR: BLACK), OR APPROVED EQUAL, BETWEEN GRAVEL AND ADJACENT SOD OR PLANTING BEDS COMPACTED SUBGRADE 2 OZ. WEEDSTOPPER SPUNBOND FILTER FABRIC BY FABRISCAPE, OR APPROVED EQUAL THE FERBER COMPANY, INC. REVISIONS REV DATE COMMENT BY FLO R I D A STATE OF LA-0001660 REGISTERED LA N D SCAPE A R C HI TECTSCOTT J . BA R B ERPUBLIC 1THE FERBER COMPANYBOUNDARY AND TOPOGRAPHIC SURVEYAND ASSOCIATES, INC.SHEET OF 2FORSEE SHEET 2 FOR BOUNDARY AND TOPOGRAPHIC SURVEY -FOR- THE FERBER COMPANY LOTS 1 THROUGH 4 AND LOTS 7 THROUGH 12 , BLOCK 156 TOWN OF OKEECHOBEE PLAT BOOK 1, PAGE 10 AND PLAT BOOK 5, PAGE 5 OKEECHOBEE COUNTY, FLORIDA ALTA/NSPS LAND TITLE SURVEY / PLAT OF BOUNDARY AND TOPOGRAPHIC SURVEYFIELD SURVEY PERFORMED BY: LEGEND S LEGAL DESCRIPTION (PARCEL 1) SURVEYOR'S CERTIFICATE: SURVEY NOTES SCHEDULE B, SECTION II EXCEPTIONS (PARCEL 1) LEGAL DESCRIPTION (PARCEL 2) LEGAL DESCRIPTION (PARCEL 3) SCHEDULE B, SECTION II EXCEPTIONS (PARCEL 2) SCHEDULE B, SECTION II EXCEPTIONS (PARCEL 3) VICINITY MAP US HIGHWAY NO. 441 / PARROTT AVENUENW 2nd AVENUENW 3rd AVENUENW 4th AVENUENW 5th AVENUENW 6th AVENUESW 2nd AVENUESW 3rd AVENUESW 4th AVENUESW 5th AVENUESW 6th AVENUESW 7th AVENUESE 2nd AVENUESE 3rd AVENUENE 2nd AVENUENE 3rd AVENUESTATE ROAD NO. 70 / NW PARK STREET NW 2nd STREET NW 4th STREET SW 2ND STREET NW 3rd STREET SW PARK STREET PROJECT SITE TREE LEGEND (SIZE DENOTED INSIDE SYMBOL) S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S LOT 1LOT 2LOT 3LOT 4 LOT 12LOT 11LOT 10LOT 9 LOT 8LOT 7 BLOCK 156 NORTHWEST 3rd AVENUENORTHWEST 2nd AVENUENORTHWEST PARK STREET NORTHWEST 2nd STREET STATE ROAD NO. 70 15' ALLEY S00°09'42"E 142.57'S89°51'01"W 299.95'N00°09'43"W 142.54'N89°50'43"E 299.95' S89°50'43"W 199.97'N00°09'42"W 142.55'N89°50'24"E 199.97'S00°09'42"E 142.57'BENCHMARK #1 BENCHMARK #2 PARCEL 1 PARCEL 2 PARCEL 3 BLOCK 156 SEE SHEET 1 FOR SURVEY NOTES, CERTIFICATIONS, DESCRIPTION, SCHEDULE B, SECTION II EXCEPTIONS, AND LEGEND 0 10 20 40 20 FEET1 INCH =2THE FERBER COMPANYBOUNDARY AND TOPOGRAPHIC SURVEYAND ASSOCIATES, INC.SHEET OF 2FOR STANDING SEAM METAL ROOFING TOWER PEAK oik 33'-4" TOWER BRG. 26'-10° CLAPBOARD SIDING CULTURED STONE RICA-I�' CEAST) ELEVATION (NUJ 2ND 4vF TOP OF PARAPET 22'-4' B.O. OVERHANG di 9'-0" T.O. MULLION & SILLA T.O. FLOOR SLAB EYEBROW OVERHANG TOWER PEAK ciik 33,-4" CULTURED STONE STANDING SEAM METAL ROOF STUCCO WALL MOUNTED SIGNAGE CONTROL JOINT TOWER BRG. 26'-10° TRIM PREFINISHED CULTURED STONE METAL TRIM TRIM CLAPBOARD SIDING PREFINSHED METAL ORCH OVERHANG TOP OF PARAPET 22'-4" JST. BRG. FRONT 17'-10° 19-1 T.O. CLERESTORY 13'-6" B.O. OVERHANG 9,-0" T.O. MULLION & SILLadi 3'-0"19-1 T.O. FLOOR SLAB 0'-0" FtONT CSVU I H) tLtYA I ION C5 TAT t RD. 1& 12 TOWER PEAK h 33'-4° Y TOWER BRG. 26'-10' Y Metal Door Benjamin Moore White Diamond BM 2121-60 Tdm James Hardie Arctic White JH 10-20 Fiber Cement Siding James Hardie Woodland Cream 7 Metal Roof Atas International Coppertone # 23 Metal Overhang Atas #17 Brite Red Stucco Senergy Meringue #3085 Ice Storage Benjamin Moore Natural Wicker OC -1 ExteriofStone_: Dewed tone`s uthweelen PREFINISHED METAL PANEL U ,g‘,,e/sakt Architects Engineers Planners ORLANDO • PHILADELPHIA CULTURED STONE SILL-' '-CULTURED STONE REAR - TRIM TOP OF PARAPET h 22'-0° Y CLAPBOARD SIDING JST. BRG. REAR obik 16-8112° EYEBROW OVERHANG B.O. OVERHANG Jt 9'-0' ICE STORAGE T.O. MULLION & SILL 3'-0° g T.O. FLOOR SLAB jr (NORTH) ELEVATION (NUJ 2ND ST. TOWER PEAK h 33'-4' LST (WEST) EL1VATION (NUJ 3RD A1/41/.) 1111. 0'-O° P' TOWER BRG. 26'-10° TOP OF PAPAPET kik 22'-4° B.O. OVERHANG JL 9'-0' T0. MULLION & SILL 3'-0' TO FLOOR SLAB it, 0'-0° '71 751-4" (TO LIMITS OF STONE SILL) 0 REAR 93'-1" (TO LIMITS OF STONE SILL) 22'-4" 19'-4" 51'-5" 0 T WATER SERVICE ROOM r I L FOOD SERVICE WALK-IN BEER REF RI G. CORRIDOR 2 FOOD SERVICE WALK-IN REF RIG. II 2 7 7 00 OFFICE WALL CHECKOUT r-� REAR VESTIBULE ISLAND CHECKOUT WOMEN'S RESTROOM 4M N'S RE ROOM -I--r S BACK pF KSE 1' /h BEVERAGE RETAIL L. 0 0 NOTE: SIGNAGE IS SHOWN FOR REFERENCE ONLY SEPARATE PERMIT REQUIRED WAWA PSPS V2019.01 EP FOOD SERVICE DELIVERY STAGING DOD SE RVCE WALK-IN FREEZER 1J STAGING ELECTRICAL �1 1i 4 ifith _ , II I 1141 I I- 22'-8" NE Park St. & SW 2nd Ave., Okeechobee, FL • C&P Project #2180871 • 1 1-30-2018 s FRONT COFFEE 1 4. % 10I .L 29'-5" FLOOR PLAN /:Z k G 0 I: Metal Atas International Bone White # 26 Metal Roof Atas Internationale- Coppertone # 23 - a _ - - - ' - — 1 • Mt - VV • a • Watr \I 0 '0 rtoF to tonec , '1 thwe en 0 \I ..I F iwa ,64 • 1 wa t; II IhiklA 11.0 I /6a n Wawa The Wawa fuel canopy is a registered service mark in the U.S. Patent and Trademark Office. The fuel canopy, as well as Wawa's brand names, slogans, logos, service marks, and other trademarks of Wawa's goods, services, and promotions belong exclusively to Wawa, Inc. and/or, Wild Goose Holding Co., Inc. and are protected from copying and simulation under national and international trademark and copyright laws and treaties throughout the world. elo Wawa CLEAR HGT Nr 15-4 1/2" kraiii:4111- age tx q dlMin Wawa • T.O. CANOPY 0 21'-2" B.O. TRUSS dok 14'-0" Wawa Wawa J a Wawa ■; at t Wawa P1' END ELEVATION 1 4 k trR.% .�x .rar C04 CANOPY PERSPECTIVE VIEI,U 1....::• Cithaei scThAearkt Architects Engineers Planners Metal Door Benjamin Moore White Diamond BM 2121-60 Azek Trim White Stucco Senergy Meringue #3085 -Exterior Stone Caltured Stone th Lena SLOPE PRECAST CAP T.O. WALL 9'-0"4 FRONT ELEVATION SLOPED PRECAST CAP T.O. WALL 9'-0:4_ r / T.O. MASONRY 8'-8S • +— ra 1 —AZEK TRIM STUCCO CULTURED STONE SILL T.O. SILL 310" CULTURED STONE RIGHT ELEVATION i LIGHT FIXTURE PUSH BUTTON COMBINATION LOCK • 1 71, • -- — 7- t --t 1 - T.O. FLOOR SLAB 0'-0"4 SLOPED PRECAST CAP T.O. WALL 9'-0" / T.O. MASONRY 8'-8"S AZEK TRIM STUCCO CULTURED STONE SILL T.O. SILL 3-0" $ CULTURED STONE LEFT ELEVATION T.O. FLOOR SLAB 0'-0"4 7 SLOPED PRECAST CAP T.O. WALL 9'-0" 4 / T.O. MASONRY 8'-8" $ AZEK TRIM STUCCO CULTURED STONE SILL T.O. SILL 3'-0"� CULTURED STONE REAR ELEVATION UJALUA CCAS CANOPY STRAIGHT - TRASH COMPOUND FL5011-1. NE Park St. & SW 2nd Ave., Okeechobee, FL • C&P Project #2180871 • 1 1-30-2018 T.O. FLOOR SLAB 0'-0" 4 U. MASUNKY ti"-tf AZEK TRIM C I D GATE WHITE AZEK SMOOTH FINISH SLATS BOLLARD T.O. SILL 3'-0"$ D I M 0� -.. al 1 T.O. FLOOR SLAB 0'-0"4 FRONT ELEVATION SLOPED PRECAST CAP T.O. WALL 9'-0:4_ r / T.O. MASONRY 8'-8S • +— ra 1 —AZEK TRIM STUCCO CULTURED STONE SILL T.O. SILL 310" CULTURED STONE RIGHT ELEVATION i LIGHT FIXTURE PUSH BUTTON COMBINATION LOCK • 1 71, • -- — 7- t --t 1 - T.O. FLOOR SLAB 0'-0"4 SLOPED PRECAST CAP T.O. WALL 9'-0" / T.O. MASONRY 8'-8"S AZEK TRIM STUCCO CULTURED STONE SILL T.O. SILL 3-0" $ CULTURED STONE LEFT ELEVATION T.O. FLOOR SLAB 0'-0"4 7 SLOPED PRECAST CAP T.O. WALL 9'-0" 4 / T.O. MASONRY 8'-8" $ AZEK TRIM STUCCO CULTURED STONE SILL T.O. SILL 3'-0"� CULTURED STONE REAR ELEVATION UJALUA CCAS CANOPY STRAIGHT - TRASH COMPOUND FL5011-1. NE Park St. & SW 2nd Ave., Okeechobee, FL • C&P Project #2180871 • 1 1-30-2018 T.O. FLOOR SLAB 0'-0" 4 TRAFFIC IMPACT ANALYSIS Wawa City of Okeechobee, FL Prepared for: Bohler Engineering FL, LLC Boca Raton, Florida Prepared by: f acKenzie Engineering & Planning, Inc. 1172 SW 30th Street, Suite 500 Palm City, FL 34990 (772) 286-8030 155004 December 2018 © MacKenzie Engineering and Planning, Inc. CA 29013 \\\ttI \\\\r G. * No. 61751 : * 101/1/4 ....... ..... j t 1/1/4i 71:13d. ST0 OF 1 ,,,,,,-,../...;;X:0NOAR11_0?.:x.:::&\ 's::'' , ssys...................., ., :Shaun G. MacKenzie P.E. Florida License # 61751 /0 / 155004 Page i EXECUTIVE SUMMARY MacKenzie Engineering and Planning, Inc. performed an analysis of the traffic impacts resulting from the proposed Wawa. The project is located on the northwest corner of State Road 70 and NW 2nd Avenue in the City of Okeechobee, Florida (Parcel ID 3-15-37-35-0010-01560-0070, 3-15-37- 35-0010-01560-0110, and 3-15-37-35-0010-01560-0010). The existing site consists of a two story 7,392 SF retail building and a 1,232 SF tire store. The existing site has been in operation in the last 5 years. The applicant proposes to redevelop the site with a 6,119 square foot (SF) convenient market with 16 vehicle fueling positions. The proposed project is expected to generate the following net new external trips: • 219 daily, 57 AM peak hour (28 in/29 out), and 8 PM peak hour (6 in/2 out) The proposed project is expected to generate the following driveway trips: • 3,118 daily, 282 AM peak hour (140 in/142 out), and 208 PM peak hour (106 in/102 out) Several on-street parking stalls adjacent to the site are recommended for removal based on AASHTO's sight visibility requirements. All turn-lanes entering and exiting the site are projected to be adequate. Therefore, access to the site is acceptable. The SR 70 & US 441 intersection is projected to operate at LOS D in the pre-development and buildout condition for the project, which exceeds the City's adopted LOS C Standard. However, based on Florida Statute 163.3180(5)(h)d.2. "An applicant shall not be held responsible for the additional cost of reducing or eliminating deficiencies." Therefore, the applicant shall not be required construct or contribute towards pre-existing roadway deficiencies, including SR 70 & US 441. The traffic study demonstrates that the application meets the concurrency requirements of the City of Okeechobee. 155004 Page ii TABLE OF CONTENTS EXECUTIVE SUMMARY .............................................................................................................. i TABLE OF CONTENTS ................................................................................................................. ii LIST OF TABLES .......................................................................................................................... iii LIST OF FIGURES ........................................................................................................................ iii LIST OF EXHIBITS ....................................................................................................................... iii INTRODUCTION ........................................................................................................................... 1 INVENTORY AND PLANNING DATA ....................................................................................... 1 PROJECT TRAFFIC ....................................................................................................................... 2 Trip Generation ................................................................................................................................ 2 Internal Capture ............................................................................................................................... 2 Pass-by Trip Capture........................................................................................................................ 2 TRAFFIC DISTRIBUTION ............................................................................................................ 4 TRAFFIC ASSIGNMENT .............................................................................................................. 4 ASSURED AND PROGRAMMED CONSTRUCTION ................................................................ 5 HISTORIC GROWTH ..................................................................................................................... 5 ANALYSIS ...................................................................................................................................... 6 Intersection Analysis ........................................................................................................................ 6 Turn Lane Analysis .......................................................................................................................... 7 DRIVEWAYS ................................................................................................................................. 8 Circulation ....................................................................................................................................... 8 Proposed Access .............................................................................................................................. 9 CONCLUSION .............................................................................................................................. 11 APPENDICES ............................................................................................................................... 12 155004 Page iii LIST OF TABLES Table 1. Trip Generation ................................................................................................................. 3 Table 2. Growth Rate Calculation .................................................................................................. 5 Table 3. AM Peak Hour Intersection Analysis Results ................................................................... 6 Table 4. PM Peak Hour Intersection Analysis Results .................................................................... 6 Table 5. AM Peak Hour Left Turn Queuing Analysis ..................................................................... 7 Table 6. PM Peak Hour Left Turn Queuing Analysis ...................................................................... 7 LIST OF FIGURES Figure 1. Site Location Map ........................................................................................................... 1 Figure 2a. Traffic Assignment ........................................................................................................ 4 Figure 2b. Traffic Assignment (Inset)............................................................................................. 5 Figure 3. Left Turning Sight Distance ............................................................................................ 9 Figure 4. Right Turning Sight Distance .......................................................................................... 9 Figure 5. Projected Driveway Volumes ........................................................................................ 10 LIST OF EXHIBITS Exhibit 1. Trip Generation Exhibit 2-7. Intersection Volume Development 155004 Page 1 INTRODUCTION MacKenzie Engineering & Planning, Inc. was retained to prepare a traffic impact analysis for the project. This document presents the methodology used and the findings of the traffic impact analysis. The analysis was conducted in accordance with the requirements of the City of Okeechobee. The analysis used current data available from the Florida Department of Transportation and Okeechobee County. This analysis has been prepared to evaluate traffic impacts resulting from the redevelopment of a two story 7,392 SF retail building and a 1,232 SF tire store with a 6,119 square foot (SF) convenient market with 16 vehicle fueling positions. The existing site has been in operation in the last 5 years. The project is located on the northwest corner of State Road 70 and NW 2nd Avenue in the City of Okeechobee, Florida (Parcel ID 3-15-37-35-0010-01560-0070, 3-15-37-35-0010-01560-0110, and 3-15-37-35- 0010-01560-0010). Figure 1 illustrates the site location. Figure 1. Site Location Map INVENTORY AND PLANNING DATA The traffic data used in this analysis includes: • Florida Department of Transportation o Historic traffic count data o Peak Season Correction Factor • Roadway geometrics • Intersection turning movement counts • Broward County o Property Appraiser Identification Card o Signal Timings Thomas Engineering Group provided site information. Site Location Parcel ID 3-15-37-35-0010-01560-0070, 3-15-37-35-0010-01560-0110, and 3-15-37-35-0010-01560-0010 US 441 (Parrott Ave) SR 70 (Park St) 155004 Page 2 PROJECT TRAFFIC Trip Generation The study uses trip generation rates for General Commercial (ITE Land Use 820) and Tire Store (ITE Land Use 848) published in the Institute of Traffic Engineers’ (ITE) report, Trip Generation (10th Edition) for the existing uses. Gasoline service station with a large convenience store is unique trip generator. Therefore, the Florida Department of Transportation (FDOT) performed a trip generation study of similar facilities in their report, Trip Generation Recommendations, dated October 2014. The study uses the Convenience Store and Gas Station trip generation equations published by FDOT. The PM peak hour Gasoline plus convenience store equation was also applied to the AM peak hour because FDOT did not publish AM Peak Hour equations. Existing Site The existing site contains a two story 7,392 SF retail building and a 1,232 SF tire store. The existing site generates the following net external trips: • 700 daily, 7 AM peak hour (4 in/3 out), and 56 PM peak hour (26 in/30 out) The proposed project is expected to generate the following driveway trips: • 1,058 daily, 10 AM peak hour (6 in/4 out), and 84 PM peak hour (40 in/44 out) Proposed Site The applicant proposes a 6,119 square foot (SF) convenient market with 16 vehicle fueling positions. The proposed project is expected to generate the following net new external trips: • 219 daily, 57 AM peak hour (28 in/29 out), and 8 PM peak hour (6 in/2 out) The proposed project is expected to generate the following driveway trips: • 3,118 daily, 282 AM peak hour (140 in/142 out), and 208 PM peak hour (106 in/102 out) Internal Capture The site contains no internal capture. Pass-by Trip Capture The proposed pass-by capture is in accordance with ITE’s report, Trip Generation Handbook (3rd Edition) and FDOT’s report, Trip Generation Recommendations, as shown in Exhibit 1. 155004 Page 3 Table 1. Trip Generation Land Use Intensity Daily AM Peak Hour PM Peak Hour Trips Total In Out Total In Out Existing Site Traffic Gen. Commercial 7.392 1000 SF 1,023 7 4 3 79 38 41 Tire Store 1.232 1000 SF 35 3 2 1 5 2 3 Subtotal 1,058 10 6 4 84 40 44 Pass-By T raffic Gen. Commercial 34%348 2 1 1 27 13 14 Tire Store 28%10 1 1 0 1 1 0 Subtotal 358 3 2 1 28 14 14 NET EXISTING TRIPS 700 7 4 3 56 26 30 T otal Existi ng D riveway Volumes 1,058 10 6 4 84 40 44 Proposed Site T raffic FDOT formula 6.119 16 4,176 292 146 146 292 146 146 Subtotal 4,176 292 146 146 292 146 146 Pass-By Traffic Conv. Mrkt w/ Gas Pumps 78%3,257 228 114 114 228 114 114 Subtotal 3,257 228 114 114 228 114 114 NET PROPOSED TRIPS 919 64 32 32 64 32 32 Total Proposed Driveway Volumes 4,176 292 146 146 292 146 146 219572829 8 6 2 3,118 282 140 142 208 106 102 Note: Trip generation was calculated using the following data: Pass-by PM Peak Hour Land Use ITE Code Unit Daily Rate Rate in/out in/out Equation 820 1000 SF 34% 62/38 48/52 848 1000 SF 28% 64/36 43/57 FDOT 1000 SF & Pumps 78% 50/50 50/50 s:\jobs - share drive\155 - bohler engineering\004 - okee wawa\[wawa okeechobee.xlsx]tgen-prop Copyright ©2018 , MacKenzie Engineering and Planning, Inc. Conv. Mrkt w/ Gas Pumps 14.3 x PM Trips used PM information 12.3 x Fuel Pumps + 15.5 x 1,000 SF Ln(T) = 0.74 Ln(X) + 2.89 Tire Store 28.52 2.72 3.98 AM Peak Hour Rate Gen. Commercial Ln(T) = 0.68 Ln(X) + 5.57 0.94 6.119 ksf + 16 pumps NET CHANGE IN TRIPS (FOR THE PURPOSES OF CONCURRENCY) NET CHANGE IN DRIVEWAY VOLUMES 155004 Page 4 TRAFFIC DISTRIBUTION Traffic distribution and assignment was determined using engineering judgment, trip lengths, surrounding uses and review of the roadway network. The overall distribution is summarized by general directions and is depicted below: NORTH - 25 percent SOUTH - 28 percent EAST - 26 percent WEST 21 percent TRAFFIC ASSIGNMENT The distributed external trips for the project were assigned to the roadway network within the radius of influence. The project assignment is shown in Figures 2a and 2b. Figure 2a. Traffic Assignment 26% 25% 28% 21% US 441 (Parrott Ave) SR 70 (Park St) 155004 Page 5 Figure 2b. Traffic Assignment (Inset) ASSURED AND PROGRAMMED CONSTRUCTION A review conducted of the Five-Year Plans of FDOT, as well as those improvements committed by the developers of projects in the area. No roadway capacity improvements are identified in the plans adding capacity within the study area. In 2015, the FDOT reconstructed SR 70 and US 441 to include dual left turn lanes at each approach. In 2018, the FDOT competed the 4 lane widened of SR 70 from 34th Avenue to Berman Road. HISTORIC GROWTH A review of FDOT historical volumes was performed. The study uses a conservative 2.0 percent growth rate as shown in Table 2. Table 2. Growth Rate Calculation Roadway From To 2012 2014 2015 2016 2017 SR 70 SR 710 Parrot Ave 26,000 28,000 27,000 25,500 26,500 SR 70 Parrot Ave US 98 20,500 22,000 19,200 20,000 21,500 US 441 Amtrak Station SR 70 22,000 22,000 23,000 25,000 25,000 US 441 SR 70 SE 28th Street 26,500 28,500 27,500 30,000 29,000 Total 95,000 100,500 96,700 100,500 102,000 1.4% 2.0% GROWTH RATE CALCULATION AADT Historical Growth Rate = Growth Rate Used = 5% 16% 21% 25% 25% 18% 21% 10% 41% 26% 21% 44% 10% 16% 25% 10% 10% 10% Legend In Out 18% 28% 155004 Page 6 ANALYSIS Intersection Analysis Turning movement volumes were collected November 13 & 14, 2018 for the following intersections: • SR 70 & SW 5th Avenue • SR 70 & US 441 • US 441 & NW 3rd Street These intersections were analyzed during the AM and PM peak hour for 2020 buildout conditions using Synchro 9. Based on the City of Okeechobee Concurrency Management System Section 74-5, the service capacity for principal arterials is LOS C and all other roads is LOS D. Table 3. AM Peak Hour Intersection Analysis Results Pre-Development Post-Development ACCEPTABLE INTERSECTION Delay (s) LOS Delay (s) LOS LOS SR 70 & SW 5th Avenue 16.5 B 17.8 B YES SR 70 & US 441* 52.3 D 52.3 D YES** US 441 & NW 3rd Street 1.2 A 2.0 A YES Table 4. PM Peak Hour Intersection Analysis Results Pre-Development Post-Development ACCEPTABLE INTERSECTION Delay (s) LOS Delay (s) LOS LOS SR 70 & SW 5th Avenue 18.7 B 19.6 B YES SR 70 & US 441* 55.0 D 54.9 D YES** US 441 & NW 3rd Street 1.3 A 2.6 A YES * In 2015, the FDOT reconstructed SR 70 and US 441 to include dual left turn lanes at each approach. With project traffic, the intersection is projected to be under capacity with all movements operating under capacity (v/c ratio less than 1.0). ** Per Florida Statute 163.3180(5)(h)d.2. "An applicant shall not be held responsible for the additional cost of reducing or eliminating deficiencies." The SR 70 & US 441 intersection is projected to operate at LOS D in the pre-development and buildout condition for the project, which exceeds the City's adopted LOS C Standard. However, based on Florida Statute 163.3180(5)(h)d.2. "An applicant shall not be held responsible for the additional cost of reducing or eliminating deficiencies." Therefore, the applicant shall not be required construct or contribute towards pre-existing roadway deficiencies. As shown in Tables 3 and 4, the applicants’ traffic impacts at the intersection are insignificant. 155004 Page 7 Turn Lane Analysis An analysis of the left-turn lanes at SR 70 and US 441 was performed during the AM and PM Peak Hour utilizing Synchro 9. The queueing analysis can be found in the Appendix. Table 5. AM Peak Hour Left Turn Queuing Analysis AM Peak Hour EBL WBL NBL SBL 95th Percentile Queue (feet) 153 245 106 160 95th Percentile Queue (vehicles) 7 10 5 7 Existing Storage 650 465 485 475 Acceptable Yes Yes Yes Yes The queue length was evaluated using the 95th percentile storage ratio. The left-turn lane storage at all approaches are projected to operate acceptably. Table 6. PM Peak Hour Left Turn Queuing Analysis PM Peak Hour EBL WBL NBL SBL 95th Percentile Queue (feet) 100 279 141 245 95th Percentile Queue (vehicles) 4 12 6 10 Existing Storage 650 465 485 475 Acceptable Yes Yes Yes Yes The queue length was evaluated using the 95th percentile storage ratio. The left-turn lane storage at all approaches are projected to operate acceptably. 155004 Page 8 DRIVEWAYS Circulation Changes are recommended on NW 3rd Avenue, NW 2nd Avenue, and NW 2nd Street in order to support safe site circulation. NW 3rd Avenue Elimination of the angle parking on NW 3rd Avenue is recommended on the east side from SR 70 to the 1808 building in order to facilitate safe driveway access. Based on aerial photography, this will eliminate three (3) on-street parking stalls. Elimination of the on-street angle parking in front of Discount Auto Parts (NW corner of SR 70 & NW 3rd Avenue) is not proposed at this time, but may need to be considered if safety concerns develop due to the relatively high volume of exiting vehicles from Wawa, about 1 per minute, during the peak hours. NW 2nd Avenue Elimination of the three on-street parking stalls on the west side of NW 2nd Avenue are recommended to facilitate safe site access and circulation. The on-street parking stalls will impair driver visibility exiting the site. NW 2nd Street Safe sight distance at NW 2nd Street driveway was examined. Based on a 20 mph design speed, safe sight distance is 225 feet based on AASHTO's Greenbook. The safe sight distances are shown in Figures 3 and 4. Based on this safety analysis, the angled parking stalls on NW 2nd Street will impair driver visibility. Therefore, it is recommended to eliminate the angled parking on the south side of the street and replace it with parallel parking and a bicycle lane or other striping. On-street parallel parking should only be added where it does not impair safe sight distance. 155004 Page 9 Figure 3. Left Turning Sight Distance Figure 4. Right Turning Sight Distance Proposed Access The existing site has eight points of access; the applicant proposes to eliminate the two access on SR 70 and reduce the total access points to three as follows • D/W 1 (West) –NW 3rd Avenue – Full opening • D/W 2 (East) – NW 2nd Avenue – Full opening • D/W 3 (North) – NW 2nd Street – Full opening The driveways are projected to operate acceptably. Figure 5 displays the projected driveway volumes. 2nd Street3rd Avenue 225 LF 225 LF 2nd Street 2nd Ave 155004 Page 10 Figure 5. Projected Driveway Volumes 155004 Page 11 CONCLUSION MacKenzie Engineering and Planning, Inc. performed an analysis of the traffic impacts resulting from the proposed Wawa. The project is located on the northwest corner of State Road 70 and NW 2nd Avenue in the City of Okeechobee, Florida (Parcel ID 3-15-37-35-0010-01560-0070, 3-15-37-35- 0010-01560-0110, and 3-15-37-35-0010-01560-0010). The existing site consists of a two story 7,392 SF retail building and a 1,232 SF tire store. The existing site has been in operation in the last 5 years. Th e applicant proposes to redevelop the site with a 6,119 square foot (SF) convenient market with 16 vehicle fueling positions. The proposed project is expected to generate the following net new external trips: • 219 daily, 57 AM peak hour (28 in/29 out), and 8 PM peak hour (6 in/2 out) The proposed project is expected to generate the following driveway trips: • 3,118 daily, 282 AM peak hour (140 in/142 out), and 208 PM peak hour (106 in/102 out) Several on-street parking stalls adjacent to the site are recommended for removal based on AASHTO's sight visibility requirements. All turn-lanes entering and exiting the site are projected to be adequate. Therefore, access to the site is acceptable. The SR 70 & US 441 intersection is projected to operate at LOS D in the pre-development and buildout condition for the project, which exceeds the City's adopted LOS C Standard. However, based on Florida Statute 163.3180(5)(h)d.2. "An applicant shall not be held responsible for the additional cost of reducing or eliminating deficiencies." Therefore, the applicant shall not be required construct or contribute towards pre-existing roadway deficiencies, including SR 70 & US 441. The traffic study demonstrates that the application meets the concurrency requirements of the City of Okeechobee. APPENDICES Exhibit 1. Trip Generation Exhibit 2-7. Intersection Volume Development Intersection Analysis Convenience Store and Gas Station (FDOT) ITE Trip Generation 10th Ed.: Retail (Land Use 820) and Tire Store (Land Use 848) FDOT Traffic Counts FDOT Peak Season Correction Factor Property ID Card Site Plan EXHIBIT 1 WAWA Okeechobee Trip Generation Land Use Intensity Daily AM Peak Hour PM Peak Hour Trips Total In Out Total In Out Existing Site Traffic Gen. Commercial (<10ksf) 7.392 1000 SF 1,023 7 4 3 79 38 41 Tire Store 1.232 1000 SF 35 3215 2 3 Subtotal 1,058 10 6 4 84 40 44 Pass-By Traffic Gen. Commercial (<10ksf) 34% 348 2 1 1 27 13 14 Tire Store 28% 10 1101 1 0 Subtotal 358 3 2 1 28 14 14 NET EXISTING TRIPS 700 74356 26 30 Total Existing Driveway Volumes 1,058 10 6 48440 44 Proposed Site Traffic FDOT formula 6.119 16 4,176 292 146 146 292 146 146 Subtotal 4,176 292 146 146 292 146 146 Pass-By Traffic Conv. Mrkt w/ Gas Pumps 78% 3,257 228 114 114 228 114 114 Subtotal 3,257 228 114 114 228 114 114 NET PROPOSED TRIPS 919 64 32 32 64 32 32 Total Proposed Driveway Volumes 4,176 292 146 146 292 146 146 219 57 28 29 8 6 2 3,118 282 140 142 208 106 102 Note: Trip generation was calculated using the following data: Pass-by PM Peak Hour Land Use ITE Code Unit Daily Rate Rate in/out in/out Equation 820 1000 SF 34% 62/38 48/52 848 1000 SF 28% 64/36 43/57 FDOT 1000 SF & Pumps 78% 50/50 50/50 s:\jobs - share drive\155 - bohler engineering\004 - okee wawa\[wawa okeechobee.xlsx]tgen-prop NET CHANGE IN TRIPS (FOR THE PURPOSES OF CONCURRENCY) NET CHANGE IN DRIVEWAY VOLUMES AM Peak Hour Rate Gen. Commercial Ln(T) = 0.68 Ln(X) + 5.57 0.94 6.119 ksf + 16 pumps Ln(T) = 0.74 Ln(X) + 2.89 Tire Store 28.52 2.72 3.98 Copyright ©2018 , MacKenzie Engineering and Planning, Inc. Conv. Mrkt w/ Gas Pumps 14.3 x PM Trips used PM information 12.3 x Fuel Pumps + 15.5 x 1,000 SF AM PEAK HOUR TURNING MOVEMENTS&ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr totals7:00 AM 7:15 AM 0 4 122 11 0 14 93 2 0 13 4 7 0 2 2 4 2787:15 AM 7:30 AM 0 2 153 12 0 15 128 3 0 7 3 8 0 0 0 3 3347:30 AM 7:45 AM 0 8 157 13 0 13 145 2 0 19 9 29 0 2 5 2 4047:45 AM 8:00 AM 0 6 192 15 0 19 150 6 0 17 12 41 0 4 7 3 4728:00 AM 8:15 AM 0 11 152 12 0 11 137 5 0 17 9 38 0 4 8 1 4058:15 AM 8:30 AM 0 6 117 10 0 6 123 1 0 12 5 11 0 6 10 1 3088:30 AM 8:45 AM 0 7 150 7 0 7 104 13 0 16 13 10 0 3 3 1 3348:45 AM 9:00 AM 0 9 112 9 0 8 106 5 0 13 10 7 0 10 4 1 2940 53 1155 89 0 93 986 37 0 114 65 151 0 31 39 16 28297:15 AM 8:15 AM 0 27 654 52 0 58 560 16 0 60 33 116 0 10 20 9 1615Count Taken: 11/14/2018Buildout year: 2020Growth Rate: 2.0%2.0%Seasonal Factor: 1.08ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr11/14/2018027654520585601606033116010209Seasonal Factor0252405451053 9 0121Adjusted Volumes29 706 56 63 605 17 65 36 125 11 22 102% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%Growth 2%1292 3241 3 1 5 0 1 02020 Volumes 30 735 58 66 629 18 68 37 130 11 23 10Pre W/ Div30 735 58 66 629 18 68 37 130 11 23 10Project22 7 0 14 30 0 0 0 0 0 14 0 0Post052 742 58 80 659 18068 37 130025 23 10 In In Out Out Out 0% 16% 5% 0% 0% 10% 21% 0% 0% 0% 0% 0% 0% 10% 0% 0%Peak Hour Traffic VolumeProject Traffic AssignmentNW 5th AvenueSR 70EXHIBIT 2WAWA Okeechobee PM PEAK HOUR TURNING MOVEMENTS&ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr totals4:00 PM 4:15 PM 0 5 164 6 0 18 172 8 0 18 12 17 0 14 23 6 4634:15 PM 4:30 PM 0 1 165 9 0 19 168 3 0 12 14 18 0 10 6 5 4304:30 PM 4:45 PM 0 3 173 9 0 18 180 3 0 14 7 12 0 13 10 6 4484:45 PM 5:00 PM 0 4 180 5 0 19 188 3 0 18 8 13 0 5 14 6 4635:00 PM 5:15 PM 0 7 186 14 0 19 185 7 0 23 6 17 0 17 27 11 5195:15 PM 5:30 PM 0 2 162 14 0 22 202 3 0 28 13 17 0 7 8 8 4865:30 PM 5:45 PM 0 1 143 11 0 18 222 5 0 32 15 17 0 7 4 6 4815:45 PM 6:00 PM 0 1 158 9 0 12 198 1 0 18 2 10 0 5 9 8 4310 24 1331 77 0 145 1515 33 0 163 77 121 0 78 101 56 37214:45 PM 5:45 PM 0 14 671 44 0 78 797 18 0 101 42 64 0 36 53 31 1949Count Taken: 11/13/2018Buildout year: 2020Growth Rate: 2.0%2.0%Seasonal Factor: 1.08ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr11/13/20180 14 671 44 0 78 797 18 0 101 42 64 0 36 53 31Seasonal Factor0154406641083 5 0342Adjusted Volumes15 725 48 84 861 19 109 45 69 39 57 332% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%Growth 2%1292 3351 4 2 3 2 2 12020 Volumes 16 754 50 87 896 20 113 47 72 41 59 34Pre W/ Div16 754 50 87 896 20 113 47 72 41 59 34Project17 5 0 10 21 0 0 0 0 0 10 0 0Post033 759 50 97 917 200113 47 72051 59 34 In In Out Out Out 0% 16% 5% 0% 0% 10% 21% 0% 0% 0% 0% 0% 0% 10% 0% 0%EXHIBIT 3WAWA OkeechobeeNW 5th AvenueSR 70Peak Hour Traffic VolumeProject Traffic Assignment AM PEAK HOUR TURNING MOVEMENTS&ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr totals7:00 AM 7:15 AM 0 30 95 12 1 51 80 57 0 17 64 45 0 69 80 9 6107:15 AM 7:30 AM 0 25 104 16 1 55 114 51 0 23 85 29 0 46 58 20 6277:30 AM 7:45 AM 0 52 113 23 0 85 119 59 0 33 77 32 0 55 88 11 7477:45 AM 8:00 AM 0 70 111 29 0 129 142 64 0 39 146 42 0 52 100 13 9378:00 AM 8:15 AM 0 53 122 26 0 90 107 55 0 23 95 28 0 71 121 14 8058:15 AM 8:30 AM 0 27 74 30 0 90 111 49 0 42 74 33 1 52 98 6 6878:30 AM 8:45 AM 0 34 86 25 0 71 88 47 0 25 105 52 0 46 104 8 6918:45 AM 9:00 AM 0 42 98 34 0 103 110 57 0 42 84 32 0 53 92 17 7640 333 803 195 2 674 871 439 0 244 730 293 1 444 741 98 58687:30 AM 8:30 AM 0 202 420 108 0 394 479 227 0 137 392 135 1 230 407 44 3176Count Taken: 11/14/2018Buildout year: 2020Growth Rate: 2.0%2.0%Seasonal Factor: 1.08ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr11/14/20180 202 420 108 0 394 479 227 0 137 392 135 1 230 407 44Seasonal Factor016349 03238180113111 018334Adjusted Volumes218 454 117 426 517 245 148 423 146 249 440 482% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%Growth 2%9 18 5 17 21 10 6 17 6 10 18 22020 Volumes 227 472 122 443 538 255 154 440 152 259 458 50Pre W/ Div227 472 122 443 538 255 154 440 152 259 458 50Project030 070 80 0 0550Post0227 475 122 443 545 2550162 440 1520264 463 50 Out In In Out Out 0% 0% 10% 0% 0% 0% 26% 0% 0% 28% 0% 0% 0% 16% 18% 0%Peak Hour Traffic VolumeProject Traffic AssignmentUS 441SR 70EXHIBIT 4WAWA Okeechobee PM PEAK HOUR TURNING MOVEMENTS&ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr totals4:00 PM 4:15 PM 0 34 107 35 0 81 116 44 1 67 102 76 0 101 133 11 9084:15 PM 4:30 PM 0 34 154 38 0 84 127 43 0 37 91 53 0 91 107 20 8794:30 PM 4:45 PM 0 33 100 42 0 104 117 43 0 68 87 54 0 100 119 24 8914:45 PM 5:00 PM 0 32 144 34 0 109 127 51 1 50 77 70 0 113 126 19 9535:00 PM 5:15 PM 0 38 153 39 0 93 123 52 0 61 93 57 0 88 107 12 9165:15 PM 5:30 PM 0 31 130 36 0 91 143 70 0 51 105 51 1 130 140 25 10045:30 PM 5:45 PM 0 35 126 34 0 101 162 61 0 58 102 41 0 107 137 20 9845:45 PM 6:00 PM 0 28 112 38 0 93 135 57 0 59 93 53 0 93 130 16 9070 265 1026 296 0 756 1050 421 2 451 750 455 1 823 999 147 74424:45 PM 5:45 PM 0 136 553 143 0 394 555 234 1 220 377 219 1 438 510 76 3857Count Taken: 11/13/2018Buildout year: 2020Growth Rate: 2.0%2.0%Seasonal Factor: 1.08ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr11/13/20180 136 553 143 0 394 555 234 1 220 377 219 1 438 510 76Seasonal Factor0 114411 0 324419 0 1830 18 0 3541 6Adjusted Volumes147 597 154 426 599 253 239 407 237 474 551 822% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%Growth 2%6 24 6 17 24 10 10 16 10 19 22 32020 Volumes 153 621 160 443 623 263 249 423 247 493 573 85Pre W/ Div153 621 160 443 623 263 249 423 247 493 573 85Project000 020 20 0 0000Post0153 621 160 443 625 2630251 423 2470493 573 85 Out In In Out Out 0% 0% 10% 0% 0% 0% 26% 0% 0% 28% 0% 0% 0% 16% 18% 0%Peak Hour Traffic VolumeProject Traffic AssignmentUS 441SR 70EXHIBIT 5WAWA Okeechobee AM PEAK HOUR TURNING MOVEMENTS&ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr totals7:00 AM 7:15 AM 0 2 0 4 0 0 0 4 0 2 162 0 0 17 181 2 3747:15 AM 7:30 AM 0 1 0 1 0 0 0 5 0 2 148 2 0 18 120 3 3007:30 AM 7:45 AM 0 2 0 2 0 1 0 7 2 4 188 0 0 17 162 2 3877:45 AM 8:00 AM 0 1 3 2 0 0 0 16 0 7 233 2 1 15 150 2 4328:00 AM 8:15 AM 0 2 0 4 0 1 0 11 2 11 205 1 0 21 190 4 4528:15 AM 8:30 AM 0 3 2 3 0 2 0 14 1 5 154 7 0 18 162 3 3748:30 AM 8:45 AM 0 2 1 2 0 0 0 3 0 10 162 4 0 7 141 3 3358:45 AM 9:00 AM 0 1 0 0 0 1 1 9 2 13 199 1 0 15 177 5 4240 14 6 18 0 5 1 69 7 54 1451 17 1 128 1283 24 30787:30 AM 8:30 AM 0 8 5 11 0 4 0 48 5 27 780 10 1 71 664 11 1645Count Taken: 11/14/2018Buildout year: 2020Growth Rate: 2.0%2.0%Seasonal Factor: 1.08ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr11/14/20180 8 5 11 0 4 0 48 5 27 780 10 1 71 664 11Seasonal Factor0101000402621 06531Adjusted Volumes9 5 12 4 0 52 34 842 11 78 717 122% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%Growth 2%0 0 0 0 0 2 134 0 32902020 Volumes 9 5 12 4 0 54 35 876 11 81 746 12Pre W/ Div9 5 12 4 0 54 35 876 11 81 746 12Project36023 0 0 0 0 0 0 0 0350Post045535 4 054035 876 11081 781 12 Out Out In 0% 25% 0% 16% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 25% 0%Peak Hour Traffic VolumeProject Traffic AssignmentUS 441NW 3rd StEXHIBIT 6WAWA Okeechobee PM PEAK HOUR TURNING MOVEMENTS&ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr totals4:00 PM 4:15 PM 0 2 2 11 0 0 0 9 6 13 173 2 0 16 233 4 4714:15 PM 4:30 PM 0 0 0 3 0 1 0 12 2 4 168 1 0 13 215 0 4194:30 PM 4:45 PM 0 0 0 5 0 1 0 16 7 9 154 2 0 10 231 5 4404:45 PM 5:00 PM 0 2 1 6 0 2 0 17 3 6 156 2 2 9 225 4 4355:00 PM 5:15 PM 0 1 1 11 0 0 1 9 5 7 198 1 0 10 256 9 5095:15 PM 5:30 PM 0 0 2 7 0 0 0 8 2 6 179 3 0 24 295 8 5345:30 PM 5:45 PM 0 2 1 11 0 1 1 12 2 7 216 2 0 11 269 10 5455:45 PM 6:00 PM 0 2 0 14 0 0 1 13 4 5 181 2 0 16 220 7 4650 9 7 68 0 5 3 96 31 57 1425 15 2 109 1944 47 38185:00 PM 6:00 PM 0 5 4 43 0 1 3 42 13 25 774 8 0 61 1040 34 2053Count Taken: 11/13/2018Buildout year: 2020Growth Rate: 2.0%2.0%Seasonal Factor: 1.08ebu ebl ebt ebr wbu wbl wbt wbr nbu nbl nbt nbr sbu sbl sbt sbr11/13/20180 5 4 43 0 1 3 42 13 25 774 8 0 61 1040 34Seasonal Factor0003000312621 05833Adjusted Volumes5 4 46 1 3 45 41 836 9 66 1123 372% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%Growth 2%0 0 2 0 0 2 234 0 34512020 Volumes 5 4 48 1 3 47 43 870 9 69 1168 38Pre W/ Div5 4 48 1 3 47 43 870 9 69 1168 38Project26016 0 0 0 0 0 0 0 0270Post031464 1 347043 870 9069 1195 38 Out Out In 0% 25% 0% 16% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 25% 0%Peak Hour Traffic VolumeProject Traffic AssignmentUS 441NW 3rd StEXHIBIT 7WAWA Okeechobee Lanes, Volumes, TimingsWawa Okeechobee 1: NW 5th Ave & SR 70AM Peak Hour Pre Dev Wawa Okeechobee 11/30/2018 AM Peak Hour Pre Dev Synchro 9 Report12/03/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 30 735 58 66 629 18 68 37 130 11 23 10Future Volume (vph) 30 735 58 66 629 18 68 37 130 11 23 10Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.989 0.996 0.850 0.850Flt Protected 0.950 0.950 0.969 0.984Satd. Flow (prot) 1770 3500 0 1770 3525 0 0 1805 1583 0 1833 1583Flt Permitted 0.376 0.294 0.781 0.880Satd. Flow (perm) 700 3500 0 548 3525 0 0 1455 1583 0 1639 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 10 4 141 82Link Speed (mph) 30 30 30 30Link Distance (ft) 500 1500 500 1000Travel Time (s) 11.4 34.1 11.4 22.7Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 33 799 63 72 684 20 74 40 141 12 25 11Shared Lane Traffic (%)Lane Group Flow (vph) 33 862 0 72 704 0 0 114 141 0 37 11Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 36 36 0 0Link Offset(ft)0000Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 2 1 1 2 1Detector Template Left Thru Left Thru Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 100 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft)6666Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA pm+pt NA Perm NA Perm Perm NA PermProtected Phases 5 2 1 6 8 4Permitted Phases 2 6 8 8 4 4Detector Phase 5 2 1 6 8 8 8 4 4 4Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 11.0 24.0 11.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0Total Split (s) 14.0 68.0 17.0 71.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 11.7% 56.7% 14.2% 59.2% 29.2% 29.2% 29.2% 29.2% 29.2% 29.2%Maximum Green (s) 8.0 62.0 11.0 65.0 29.0 29.0 29.0 29.0 29.0 29.0Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, TimingsWawa Okeechobee 1: NW 5th Ave & SR 70AM Peak Hour Pre Dev Wawa Okeechobee 11/30/2018 AM Peak Hour Pre Dev Synchro 9 Report12/03/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTotal Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None C-Min None C-Min None None None None None NoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 87.9 82.9 90.2 85.9 14.7 14.7 14.7 14.7Actuated g/C Ratio 0.73 0.69 0.75 0.72 0.12 0.12 0.12 0.12v/c Ratio 0.06 0.36 0.15 0.28 0.64 0.44 0.18 0.04Control Delay 4.3 9.1 7.9 18.6 65.6 11.8 47.2 0.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 4.3 9.1 7.9 18.6 65.6 11.8 47.2 0.3LOS AA AB EB DAApproach Delay 8.9 17.6 35.8 36.5Approach LOS A B D DQueue Length 50th (ft) 5 137 21 213 85 0 26 0Queue Length 95th (ft) 15 211 m46 343 141 56 57 0Internal Link Dist (ft) 420 1420 420 920Turn Bay Length (ft)Base Capacity (vph) 592 2421 534 2523 351 489 396 444Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.06 0.36 0.13 0.28 0.32 0.29 0.09 0.02Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of YellowNatural Cycle: 60Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.64Intersection Signal Delay: 16.5 Intersection LOS: BIntersection Capacity Utilization 53.7% ICU Level of Service AAnalysis Period (min) 15m Volume for 95th percentile queue is metered by upstream signal.Splits and Phases: 1: NW 5th Ave & SR 70 Lanes, Volumes, TimingsWawa Okeechobee 2: US 441 & SR 70AM Peak Hour Pre Dev Wawa Okeechobee 11/30/2018 AM Peak Hour Pre Dev Synchro 9 Report11/30/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 227 472 122 443 538 255 154 440 152 259 458 50Future Volume (vph) 227 472 122 443 538 255 154 440 152 259 458 50Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 650 0 465 0 485 0 475 0Storage Lanes 2 0 2 0 2 0 2 0Taper Length (ft) 25 25 25 25Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 0.95 0.97 0.95 0.95 0.97 0.95 0.95Frt 0.969 0.952 0.962 0.985Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 3433 3429 0 3433 3369 0 3433 3405 0 3433 3486 0Flt Permitted 0.950 0.950 0.950 0.950Satd. Flow (perm) 3433 3429 0 3433 3369 0 3433 3405 0 3433 3486 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 25 68 39 10Link Speed (mph) 30 30 35 35Link Distance (ft) 1500 1000 1000 700Travel Time (s) 34.1 22.7 19.5 13.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 247 513 133 482 585 277 167 478 165 282 498 54Shared Lane Traffic (%)Lane Group Flow (vph) 247 646 0 482 862 0 167 643 0 282 552 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 24 24Link Offset(ft)0000Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 2 1 2Detector Template Left Thru Left Thru Left Thru Left ThruLeading Detector (ft) 20 100 20 100 20 100 20 100Trailing Detector (ft) 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft)6666Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type Prot NA Prot NA Prot NA Prot NAProtected Phases 7 4 3 8 5 2 1 6Permitted PhasesDetector Phase 7 4 3 8 5 2 1 6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 11.0 24.0 11.0 24.0 11.0 24.0 11.0 24.0Total Split (s) 18.0 33.0 28.0 43.0 17.0 39.0 20.0 42.0Total Split (%) 15.0% 27.5% 23.3% 35.8% 14.2% 32.5% 16.7% 35.0%Maximum Green (s) 12.0 27.0 22.0 37.0 11.0 33.0 14.0 36.0 Lanes, Volumes, TimingsWawa Okeechobee 2: US 441 & SR 70AM Peak Hour Pre Dev Wawa Okeechobee 11/30/2018 AM Peak Hour Pre Dev Synchro 9 Report11/30/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRYellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None None None None C-Min None C-MinWalk Time (s) 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 7.0 11.0Pedestrian Calls (#/hr)0000Act Effct Green (s) 12.6 26.1 20.9 34.5 10.2 35.4 13.5 38.7Actuated g/C Ratio 0.10 0.22 0.17 0.29 0.08 0.30 0.11 0.32v/c Ratio 0.69 0.84 0.81 0.85 0.57 0.62 0.73 0.49Control Delay 57.4 76.4 58.6 45.7 60.8 38.3 63.2 34.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 57.4 76.4 58.6 45.7 60.8 38.3 63.2 34.8LOS EE ED ED ECApproach Delay 71.1 50.4 42.9 44.4Approach LOS E D D DQueue Length 50th (ft) 103 261 184 299 64 226 108 187Queue Length 95th (ft) #152 302 245 378 101 285 157 240Internal Link Dist (ft) 1420 920 920 620Turn Bay Length (ft) 650 465 485 475Base Capacity (vph) 370 802 640 1085 315 1061 406 1155Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.67 0.81 0.75 0.79 0.53 0.61 0.69 0.48Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 33 (28%), Referenced to phase 2:NBT and 6:SBT, Start of YellowNatural Cycle: 80Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.85Intersection Signal Delay: 52.3 Intersection LOS: DIntersection Capacity Utilization 74.0% ICU Level of Service DAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 2: US 441 & SR 70 HCM 2010 TWSCWawa Okeechobee 3: US 441 & 3rd StreetAM Peak Hour Pre Dev Wawa Okeechobee 11/30/2018 AM Peak Hour Pre Dev Synchro 9 Report11/30/2018IntersectionInt Delay, s/veh 1.2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 9 5 12 4 0 54 35 876 11 81 746 12Future Vol, veh/h 9 5 12 4 0 54 35 876 11 81 746 12Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - 100 - - 100 - -Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2Mvmt Flow 10 5 13 4 0 59 38 952 12 88 811 13 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 1545 2033 412 1618 2034 482 824 0 0 964 0 0 Stage 1 993 993 - 1034 1034 - - - - - - - Stage 2 552 1040 - 584 1000 - - - - - - -Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - -Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - -Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -Pot Cap-1 Maneuver *182 76 589 151 76 *718 802 - - *1073 - - Stage 1 *263 322 - 649 574 - - - - - - - Stage 2 *677 569 - 465 319 - - - - - - -Platoon blocked, % 1 1 1 1 1 - - 1 - -Mov Cap-1 Maneuver *151 66 589 131 66 *718 802 - - *1073 - -Mov Cap-2 Maneuver *209 192 - 267 184 - - - - - - - Stage 1 *251 296 - 618 547 - - - - - - - Stage 2 *592 542 - 410 293 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 18.7 11.2 0.4 0.8HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBRCapacity (veh/h) 802 - - 291 643 * 1073 - -HCM Lane V/C Ratio 0.047 - - 0.097 0.098 0.082 - -HCM Control Delay (s) 9.7 - - 18.7 11.2 8.7 - -HCM Lane LOS A - - C B A - -HCM 95th %tile Q(veh) 0.1 - - 0.3 0.3 0.3 - -Notes~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Lanes, Volumes, TimingsWawa Okeechobee 1: NW 5th Ave & SR 70AM Peak Hour Post Dev Wawa Okeechobee 11/30/2018 AM Peak Hour Post Dev Synchro 9 Report12/03/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 52 742 58 80 659 18 68 37 130 25 23 10Future Volume (vph) 52 742 58 80 659 18 68 37 130 25 23 10Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.989 0.996 0.850 0.850Flt Protected 0.950 0.950 0.969 0.975Satd. Flow (prot) 1770 3500 0 1770 3525 0 0 1805 1583 0 1816 1583Flt Permitted 0.359 0.289 0.772 0.760Satd. Flow (perm) 669 3500 0 538 3525 0 0 1438 1583 0 1416 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 10 4 141 82Link Speed (mph) 30 30 30 30Link Distance (ft) 500 1500 500 1000Travel Time (s) 11.4 34.1 11.4 22.7Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 57 807 63 87 716 20 74 40 141 27 25 11Shared Lane Traffic (%)Lane Group Flow (vph) 57 870 0 87 736 0 0 114 141 0 52 11Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 36 36 0 0Link Offset(ft)0000Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 2 1 1 2 1Detector Template Left Thru Left Thru Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 100 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft)6666Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA pm+pt NA Perm NA Perm Perm NA PermProtected Phases 5 2 1 6 8 4Permitted Phases 2 6 8 8 4 4Detector Phase 5 2 1 6 8 8 8 4 4 4Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 11.0 24.0 11.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0Total Split (s) 14.0 68.0 17.0 71.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 11.7% 56.7% 14.2% 59.2% 29.2% 29.2% 29.2% 29.2% 29.2% 29.2%Maximum Green (s) 8.0 62.0 11.0 65.0 29.0 29.0 29.0 29.0 29.0 29.0Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, TimingsWawa Okeechobee 1: NW 5th Ave & SR 70AM Peak Hour Post Dev Wawa Okeechobee 11/30/2018 AM Peak Hour Post Dev Synchro 9 Report12/03/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTotal Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None C-Min None C-Min None None None None None NoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 86.7 80.2 88.9 83.1 14.8 14.8 14.8 14.8Actuated g/C Ratio 0.72 0.67 0.74 0.69 0.12 0.12 0.12 0.12v/c Ratio 0.11 0.37 0.19 0.30 0.64 0.44 0.30 0.04Control Delay 4.5 9.8 8.2 21.1 65.9 11.7 50.5 0.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 4.5 9.8 8.2 21.1 65.9 11.7 50.5 0.3LOS A A A C E B D AApproach Delay 9.5 19.7 35.9 41.7Approach LOS A B D DQueue Length 50th (ft) 8 140 26 228 85 0 37 0Queue Length 95th (ft) 23 216 m56 360 141 56 73 0Internal Link Dist (ft) 420 1420 420 920Turn Bay Length (ft)Base Capacity (vph) 565 2343 524 2442 347 489 342 444Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.10 0.37 0.17 0.30 0.33 0.29 0.15 0.02Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of YellowNatural Cycle: 60Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.64Intersection Signal Delay: 17.8 Intersection LOS: BIntersection Capacity Utilization 54.2% ICU Level of Service AAnalysis Period (min) 15m Volume for 95th percentile queue is metered by upstream signal.Splits and Phases: 1: NW 5th Ave & SR 70 Lanes, Volumes, TimingsWawa Okeechobee 2: US 441 & SR 70AM Peak Hour Post Dev Wawa Okeechobee 11/30/2018 AM Peak Hour Post Dev Synchro 9 Report11/30/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 227 475 122 443 545 255 162 440 152 264 463 50Future Volume (vph) 227 475 122 443 545 255 162 440 152 264 463 50Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 650 0 465 0 485 0 475 0Storage Lanes 2 0 2 0 2 0 2 0Taper Length (ft) 25 25 25 25Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 0.95 0.97 0.95 0.95 0.97 0.95 0.95Frt 0.969 0.952 0.962 0.985Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 3433 3429 0 3433 3369 0 3433 3405 0 3433 3486 0Flt Permitted 0.950 0.950 0.950 0.950Satd. Flow (perm) 3433 3429 0 3433 3369 0 3433 3405 0 3433 3486 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 25 67 39 10Link Speed (mph) 30 30 35 35Link Distance (ft) 1500 1000 1000 700Travel Time (s) 34.1 22.7 19.5 13.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 247 516 133 482 592 277 176 478 165 287 503 54Shared Lane Traffic (%)Lane Group Flow (vph) 247 649 0 482 869 0 176 643 0 287 557 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 24 24Link Offset(ft)0000Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 2 1 2Detector Template Left Thru Left Thru Left Thru Left ThruLeading Detector (ft) 20 100 20 100 20 100 20 100Trailing Detector (ft) 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft)6666Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type Prot NA Prot NA Prot NA Prot NAProtected Phases 7 4 3 8 5 2 1 6Permitted PhasesDetector Phase 7 4 3 8 5 2 1 6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 11.0 24.0 11.0 24.0 11.0 20.0 11.0 24.0Total Split (s) 18.0 33.0 28.0 43.0 17.0 39.0 20.0 42.0Total Split (%) 15.0% 27.5% 23.3% 35.8% 14.2% 32.5% 16.7% 35.0%Maximum Green (s) 12.0 27.0 22.0 37.0 11.0 33.0 14.0 36.0 Lanes, Volumes, TimingsWawa Okeechobee 2: US 441 & SR 70AM Peak Hour Post Dev Wawa Okeechobee 11/30/2018 AM Peak Hour Post Dev Synchro 9 Report11/30/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRYellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None None None None C-Min None C-MinWalk Time (s) 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 7.0 11.0Pedestrian Calls (#/hr)0000Act Effct Green (s) 12.6 26.3 20.9 34.6 10.4 35.2 13.6 38.4Actuated g/C Ratio 0.10 0.22 0.17 0.29 0.09 0.29 0.11 0.32v/c Ratio 0.69 0.84 0.81 0.85 0.59 0.63 0.74 0.50Control Delay 56.4 75.7 58.6 46.0 61.3 38.6 63.4 35.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 56.4 75.7 58.6 46.0 61.3 38.6 63.4 35.2LOS EE ED ED EDApproach Delay 70.4 50.5 43.5 44.8Approach LOS E D D DQueue Length 50th (ft) 102 264 184 302 68 227 110 190Queue Length 95th (ft) #153 #308 245 383 106 285 160 242Internal Link Dist (ft) 1420 920 920 620Turn Bay Length (ft) 650 465 485 475Base Capacity (vph) 370 802 640 1085 316 1056 407 1148Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.67 0.81 0.75 0.80 0.56 0.61 0.71 0.49Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 33 (28%), Referenced to phase 2:NBT and 6:SBT, Start of YellowNatural Cycle: 75Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.85Intersection Signal Delay: 52.3 Intersection LOS: DIntersection Capacity Utilization 74.3% ICU Level of Service DAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 2: US 441 & SR 70 HCM 2010 TWSCWawa Okeechobee 3: US 441 & 3rd StreetAM Peak Hour Post Dev Wawa Okeechobee 11/30/2018 AM Peak Hour Post Dev Synchro 9 Report11/30/2018IntersectionInt Delay, s/veh 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 45 5 35 4 0 54 35 876 11 81 781 12Future Vol, veh/h 45 5 35 4 0 54 35 876 11 81 781 12Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - 100 - - 100 - -Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2Mvmt Flow 49 5 38 4 0 59 38 952 12 88 849 13 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 1584 2072 431 1637 2072 482 862 0 0 964 0 0 Stage 1 1032 1032 - 1034 1034 - - - - - - - Stage 2 552 1040 - 603 1038 - - - - - - -Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - -Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - -Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -Pot Cap-1 Maneuver *164 70 573 144 70 *718 776 - - *1073 - - Stage 1 *249 308 - 649 574 - - - - - - - Stage 2 *677 569 - 453 306 - - - - - - -Platoon blocked, % 1 1 1 1 1 - - 1 - -Mov Cap-1 Maneuver *136 61 573 119 61 *718 776 - - *1073 - -Mov Cap-2 Maneuver *196 185 - 250 176 - - - - - - - Stage 1 *237 283 - 617 546 - - - - - - - Stage 2 *591 541 - 381 281 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 25.3 11.3 0.4 0.8HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBRCapacity (veh/h) 776 - - 268 636 * 1073 - -HCM Lane V/C Ratio 0.049 - - 0.345 0.099 0.082 - -HCM Control Delay (s) 9.9 - - 25.3 11.3 8.7 - -HCM Lane LOS A - - D B A - -HCM 95th %tile Q(veh) 0.2 - - 1.5 0.3 0.3 - -Notes~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Lanes, Volumes, TimingsWawa Okeechobee 1: NW 5th Ave & SR 70PM Peak Hour Pre Dev Wawa Okeechobee 11/30/2018 PM Peak Hour Pre Dev Synchro 9 Report12/03/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 16 754 50 87 896 20 113 47 72 41 59 34Future Volume (vph) 16 754 50 87 896 20 113 47 72 41 59 34Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.991 0.997 0.850 0.850Flt Protected 0.950 0.950 0.966 0.980Satd. Flow (prot) 1770 3507 0 1770 3529 0 0 1799 1583 0 1825 1583Flt Permitted 0.264 0.263 0.709 0.657Satd. Flow (perm) 492 3507 0 490 3529 0 0 1321 1583 0 1224 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 7 3 82 82Link Speed (mph) 30 30 30 30Link Distance (ft) 500 1500 500 1000Travel Time (s) 11.4 34.1 11.4 22.7Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 17 820 54 95 974 22 123 51 78 45 64 37Shared Lane Traffic (%)Lane Group Flow (vph) 17 874 0 95 996 0 0 174 78 0 109 37Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 36 36 0 0Link Offset(ft)0000Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 2 1 1 2 1Detector Template Left Thru Left Thru Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 100 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft)6666Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA pm+pt NA Perm NA Perm Perm NA PermProtected Phases 5 2 1 6 8 4Permitted Phases 2 6 8 8 4 4Detector Phase 5 2 1 6 8 8 8 4 4 4Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 11.0 24.0 11.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0Total Split (s) 13.0 61.0 18.0 66.0 41.0 41.0 41.0 41.0 41.0 41.0Total Split (%) 10.8% 50.8% 15.0% 55.0% 34.2% 34.2% 34.2% 34.2% 34.2% 34.2%Maximum Green (s) 7.0 55.0 12.0 60.0 35.0 35.0 35.0 35.0 35.0 35.0Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, TimingsWawa Okeechobee 1: NW 5th Ave & SR 70PM Peak Hour Pre Dev Wawa Okeechobee 11/30/2018 PM Peak Hour Pre Dev Synchro 9 Report12/03/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTotal Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None C-Min None C-Min None None None None None NoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 79.5 73.6 85.8 82.2 20.9 20.9 20.9 20.9Actuated g/C Ratio 0.66 0.61 0.72 0.68 0.17 0.17 0.17 0.17v/c Ratio 0.04 0.41 0.22 0.41 0.76 0.23 0.51 0.11Control Delay 6.6 13.6 9.3 13.6 66.8 8.9 52.1 0.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 6.6 13.6 9.3 13.6 66.8 8.9 52.1 0.6LOS AB AB EA DAApproach Delay 13.4 13.2 48.9 39.1Approach LOS B B D DQueue Length 50th (ft) 3 169 23 218 130 0 77 0Queue Length 95th (ft) 12 266 m43 240 195 37 127 1Internal Link Dist (ft) 420 1420 420 920Turn Bay Length (ft)Base Capacity (vph) 405 2154 483 2418 385 519 357 519Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.04 0.41 0.20 0.41 0.45 0.15 0.31 0.07Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of YellowNatural Cycle: 60Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.76Intersection Signal Delay: 18.7 Intersection LOS: BIntersection Capacity Utilization 60.0% ICU Level of Service BAnalysis Period (min) 15m Volume for 95th percentile queue is metered by upstream signal.Splits and Phases: 1: NW 5th Ave & SR 70 Lanes, Volumes, TimingsWawa Okeechobee 2: US 441 & SR 70PM Peak Hour Pre Dev Wawa Okeechobee 11/30/2018 PM Peak Hour Pre Dev Synchro 9 Report11/30/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 153 621 160 443 623 263 249 423 247 493 573 85Future Volume (vph) 153 621 160 443 623 263 249 423 247 493 573 85Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 650 0 465 0 485 0 475 0Storage Lanes 2 0 2 0 2 0 2 0Taper Length (ft) 25 25 25 25Lane Util. Factor *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00Frt 0.969 0.955 0.945 0.981Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 3539 3610 0 3539 3558 0 3539 3521 0 3539 3655 0Flt Permitted 0.950 0.950 0.950 0.950Satd. Flow (perm) 3539 3610 0 3539 3558 0 3539 3521 0 3539 3655 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 28 66 95 13Link Speed (mph) 30 30 35 35Link Distance (ft) 1500 1000 1000 700Travel Time (s) 34.1 22.7 19.5 13.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 166 675 174 482 677 286 271 460 268 536 623 92Shared Lane Traffic (%)Lane Group Flow (vph) 166 849 0 482 963 0 271 728 0 536 715 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 24 24Link Offset(ft)0000Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 2 1 2Detector Template Left Thru Left Thru Left Thru Left ThruLeading Detector (ft) 20 100 20 100 20 100 20 100Trailing Detector (ft) 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft)6666Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type Prot NA Prot NA Prot NA Prot NAProtected Phases 7 4 3 8 5 2 1 6Permitted PhasesDetector Phase 7 4 3 8 5 2 1 6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 11.0 24.0 11.0 24.0 11.0 20.0 11.0 24.0Total Split (s) 15.0 37.0 24.0 46.0 29.0 20.0 39.0 30.0Total Split (%) 12.5% 30.8% 20.0% 38.3% 24.2% 16.7% 32.5% 25.0%Maximum Green (s) 9.0 31.0 18.0 40.0 23.0 14.0 33.0 24.0 Lanes, Volumes, TimingsWawa Okeechobee 2: US 441 & SR 70PM Peak Hour Pre Dev Wawa Okeechobee 11/30/2018 PM Peak Hour Pre Dev Synchro 9 Report11/30/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRYellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None None None None C-Min None C-MinWalk Time (s) 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 7.0 11.0Pedestrian Calls (#/hr)0000Act Effct Green (s) 8.8 30.5 17.9 39.6 14.5 24.2 23.4 33.1Actuated g/C Ratio 0.07 0.25 0.15 0.33 0.12 0.20 0.20 0.28v/c Ratio 0.64 0.91 0.91 0.79 0.64 0.93 0.78 0.70Control Delay 50.2 68.5 73.1 39.4 57.0 60.5 53.7 43.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 50.2 68.5 73.1 39.4 57.0 60.5 53.7 43.4LOS D E E D E E D DApproach Delay 65.5 50.6 59.5 47.8Approach LOS E D E DQueue Length 50th (ft) 64 339 186 314 101 248 198 246Queue Length 95th (ft) 100 #426 #279 393 140 #426 245 328Internal Link Dist (ft) 1420 920 920 620Turn Bay Length (ft) 650 465 485 475Base Capacity (vph) 265 953 530 1230 678 784 973 1018Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.63 0.89 0.91 0.78 0.40 0.93 0.55 0.70Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of GreenNatural Cycle: 90Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.93Intersection Signal Delay: 55.0 Intersection LOS: DIntersection Capacity Utilization 88.6% ICU Level of Service EAnalysis Period (min) 15* User Entered Value# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 2: US 441 & SR 70 HCM 2010 TWSCWawa Okeechobee 3: US 441 & 3rd StreetPM Peak Hour Pre Dev Wawa Okeechobee 11/30/2018 PM Peak Hour Pre Dev Synchro 9 Report11/30/2018IntersectionInt Delay, s/veh 1.3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 5 4 48 1 3 47 43 870 9 69 1168 38Future Vol, veh/h 5 4 48 1 3 47 43 870 9 69 1168 38Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - 100 - - 100 - -Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2Mvmt Flow 5 4 52 1 3 51 47 946 10 75 1270 41 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 2008 2489 655 1831 2505 478 1311 0 0 955 0 0 Stage 1 1440 1440 - 1044 1044 - - - - - - - Stage 2 568 1049 - 787 1461 - - - - - - -Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - -Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - -Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -Pot Cap-1 Maneuver *56 28 409 87 27 *718 524 - - *1073 - - Stage 1 *139 196 - 635 566 - - - - - - - Stage 2 *677 562 - 351 192 - - - - - - -Platoon blocked, % 1 1 1 1 1 - - 1 - -Mov Cap-1 Maneuver *45 24 409 66 23 *718 524 - - *1073 - -Mov Cap-2 Maneuver *104 126 - 174 102 - - - - - - - Stage 1 *127 182 - 578 515 - - - - - - - Stage 2 *568 511 - 278 179 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 20.8 13 0.6 0.5HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBRCapacity (veh/h) 524 - - 289 507 * 1073 - -HCM Lane V/C Ratio 0.089 - - 0.214 0.109 0.07 - -HCM Control Delay (s) 12.5 - - 20.8 13 8.6 - -HCM Lane LOS B - - C B A - -HCM 95th %tile Q(veh) 0.3 - - 0.8 0.4 0.2 - -Notes~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Lanes, Volumes, TimingsWawa Okeechobee 1: NW 5th Ave & SR 70PM Peak Hour Post Dev Wawa Okeechobee 11/30/2018 PM Peak Hour Post Dev Synchro 9 Report12/03/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 33 759 50 97 917 20 113 47 72 51 59 34Future Volume (vph) 33 759 50 97 917 20 113 47 72 51 59 34Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.991 0.997 0.850 0.850Flt Protected 0.950 0.950 0.966 0.977Satd. Flow (prot) 1770 3507 0 1770 3529 0 0 1799 1583 0 1820 1583Flt Permitted 0.248 0.265 0.682 0.600Satd. Flow (perm) 462 3507 0 494 3529 0 0 1270 1583 0 1118 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 7 3 82 82Link Speed (mph) 30 30 30 30Link Distance (ft) 500 1500 500 1000Travel Time (s) 11.4 34.1 11.4 22.7Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 36 825 54 105 997 22 123 51 78 55 64 37Shared Lane Traffic (%)Lane Group Flow (vph) 36 879 0 105 1019 0 0 174 78 0 119 37Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 36 36 0 0Link Offset(ft)0000Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 2 1 1 2 1Detector Template Left Thru Left Thru Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 100 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft)6666Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA pm+pt NA Perm NA Perm Perm NA PermProtected Phases 5 2 1 6 8 4Permitted Phases 2 6 8 8 4 4Detector Phase 5 2 1 6 8 8 8 4 4 4Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 11.0 24.0 11.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0Total Split (s) 13.0 61.0 18.0 66.0 41.0 41.0 41.0 41.0 41.0 41.0Total Split (%) 10.8% 50.8% 15.0% 55.0% 34.2% 34.2% 34.2% 34.2% 34.2% 34.2%Maximum Green (s) 7.0 55.0 12.0 60.0 35.0 35.0 35.0 35.0 35.0 35.0Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, TimingsWawa Okeechobee 1: NW 5th Ave & SR 70PM Peak Hour Post Dev Wawa Okeechobee 11/30/2018 PM Peak Hour Post Dev Synchro 9 Report12/03/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTotal Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None C-Min None C-Min None None None None None NoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 79.6 73.3 84.6 79.4 21.0 21.0 21.0 21.0Actuated g/C Ratio 0.66 0.61 0.70 0.66 0.18 0.18 0.18 0.18v/c Ratio 0.10 0.41 0.24 0.44 0.78 0.23 0.61 0.11Control Delay 6.8 13.8 9.1 14.7 70.0 8.9 57.9 0.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 6.8 13.8 9.1 14.7 70.0 8.9 57.9 0.6LOS AB AB EA EAApproach Delay 13.5 14.2 51.1 44.3Approach LOS B B D DQueue Length 50th (ft) 7 172 26 243 130 0 86 0Queue Length 95th (ft) 21 271 m43 230 196 37 139 1Internal Link Dist (ft) 420 1420 420 920Turn Bay Length (ft)Base Capacity (vph) 386 2144 483 2335 370 519 326 519Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.09 0.41 0.22 0.44 0.47 0.15 0.37 0.07Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of YellowNatural Cycle: 60Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.78Intersection Signal Delay: 19.6 Intersection LOS: BIntersection Capacity Utilization 60.5% ICU Level of Service BAnalysis Period (min) 15m Volume for 95th percentile queue is metered by upstream signal.Splits and Phases: 1: NW 5th Ave & SR 70 Lanes, Volumes, TimingsWawa Okeechobee 2: US 441 & SR 70PM Peak Hour Post Dev Wawa Okeechobee 11/30/2018 PM Peak Hour Post Dev Synchro 9 Report11/30/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 153 621 160 443 625 263 251 423 247 493 573 85Future Volume (vph) 153 621 160 443 625 263 251 423 247 493 573 85Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 650 0 465 0 485 0 475 0Storage Lanes 2 0 2 0 2 0 2 0Taper Length (ft) 25 25 25 25Lane Util. Factor *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00 *1.00Frt 0.969 0.956 0.945 0.981Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 3539 3610 0 3539 3562 0 3539 3521 0 3539 3655 0Flt Permitted 0.950 0.950 0.950 0.950Satd. Flow (perm) 3539 3610 0 3539 3562 0 3539 3521 0 3539 3655 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 28 65 95 13Link Speed (mph) 30 30 35 35Link Distance (ft) 1500 1000 1000 700Travel Time (s) 34.1 22.7 19.5 13.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 166 675 174 482 679 286 273 460 268 536 623 92Shared Lane Traffic (%)Lane Group Flow (vph) 166 849 0 482 965 0 273 728 0 536 715 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 24 24 24 24Link Offset(ft)0000Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 2 1 2 1 2Detector Template Left Thru Left Thru Left Thru Left ThruLeading Detector (ft) 20 100 20 100 20 100 20 100Trailing Detector (ft) 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 6 20 6 20 6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft)6666Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type Prot NA Prot NA Prot NA Prot NAProtected Phases 7 4 3 8 5 2 1 6Permitted PhasesDetector Phase 7 4 3 8 5 2 1 6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 11.0 24.0 11.0 24.0 11.0 20.0 11.0 24.0Total Split (s) 15.0 37.0 24.0 46.0 29.0 20.0 39.0 30.0Total Split (%) 12.5% 30.8% 20.0% 38.3% 24.2% 16.7% 32.5% 25.0%Maximum Green (s) 9.0 31.0 18.0 40.0 23.0 14.0 33.0 24.0 Lanes, Volumes, TimingsWawa Okeechobee 2: US 441 & SR 70PM Peak Hour Post Dev Wawa Okeechobee 11/30/2018 PM Peak Hour Post Dev Synchro 9 Report11/30/2018Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRYellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/Lag Lead Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None None None None C-Min None C-MinWalk Time (s) 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 7.0 11.0Pedestrian Calls (#/hr)0000Act Effct Green (s) 8.8 30.5 17.9 39.6 14.5 24.2 23.4 33.1Actuated g/C Ratio 0.07 0.25 0.15 0.33 0.12 0.20 0.20 0.28v/c Ratio 0.64 0.91 0.91 0.79 0.64 0.93 0.78 0.70Control Delay 50.2 68.0 73.1 39.5 57.0 60.5 53.7 43.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 50.2 68.0 73.1 39.5 57.0 60.5 53.7 43.5LOS D E E D E E D DApproach Delay 65.1 50.7 59.5 47.9Approach LOS E D E DQueue Length 50th (ft) 64 339 186 315 102 248 198 246Queue Length 95th (ft) 100 #425 #279 394 141 #426 245 328Internal Link Dist (ft) 1420 920 920 620Turn Bay Length (ft) 650 465 485 475Base Capacity (vph) 265 953 530 1230 678 784 973 1016Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.63 0.89 0.91 0.78 0.40 0.93 0.55 0.70Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of GreenNatural Cycle: 90Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.93Intersection Signal Delay: 54.9 Intersection LOS: DIntersection Capacity Utilization 88.6% ICU Level of Service EAnalysis Period (min) 15* User Entered Value# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 2: US 441 & SR 70 HCM 2010 TWSCWawa Okeechobee 3: US 441 & 3rd StreetPM Peak Hour Post Dev Wawa Okeechobee 11/30/2018 PM Peak Hour Post Dev Synchro 9 Report11/30/2018IntersectionInt Delay, s/veh 2.6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 31 4 64 1 3 47 43 870 9 69 1195 38Future Vol, veh/h 31 4 64 1 3 47 43 870 9 69 1195 38Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - 100 - - 100 - -Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2Mvmt Flow 34 4 70 1 3 51 47 946 10 75 1299 41 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 2038 2519 670 1846 2534 478 1340 0 0 955 0 0 Stage 1 1470 1470 - 1044 1044 - - - - - - - Stage 2 568 1049 - 802 1490 - - - - - - -Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - -Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - -Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -Pot Cap-1 Maneuver *52 27 399 84 25 *718 510 - - *1073 - - Stage 1 *133 190 - 635 566 - - - - - - - Stage 2 *677 562 - 344 186 - - - - - - -Platoon blocked, % 1 1 1 1 1 - - 1 - -Mov Cap-1 Maneuver *41 22 399 60 21 *718 510 - - *1073 - -Mov Cap-2 Maneuver *99 123 - 161 98 - - - - - - - Stage 1 *121 177 - 577 514 - - - - - - - Stage 2 *567 510 - 258 173 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 43.7 13.1 0.6 0.5HCM LOS E B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBRCapacity (veh/h) 510 - - 196 499 * 1073 - -HCM Lane V/C Ratio 0.092 - - 0.549 0.111 0.07 - -HCM Control Delay (s) 12.8 - - 43.7 13.1 8.6 - -HCM Lane LOS B - - E B A - -HCM 95th %tile Q(veh) 0.3 - - 2.9 0.4 0.2 - -Notes~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 40 Equation Source Equationform RegressionEquation R 2 Comments Conclusions A FDOT Dailytrips=average rate*kft2 1141.6*kft2 0.24 Notaccurate enough to warrant Not recommended B ITE Dailytrips=average rate*kft2 845.6*kft2 Ͳ Notvery accurate Keep unchanged C FDOT Dailytrips=average rate*fp 233.4*fp 0.43 Notvery accurate,but more recent Recommended toreplaceITE rate D ITE Dailytrips=average rate*fp 162.8*fp Ͳ Notvery accurate Outdated E FDOT Dailyrates=a*fp+b*kft2+c 178.0*fp Ͳ 772.8*kft2+3814.5 0.58 Negative coefficientfor bsfand R2<0.75 Not recommended F FDOT Dailyrates=a*fp+b*kft2 256.7*fp Ͳ 144.5*kft2 0.92 Negative coefficientfor bsfbutR2>0.75 Recommended* G FDOT Dailyrates=c*(a^fp)*(b^kft2) 2652.4*(1.05^fp)*(0.86^kft 2)0.54 Fractional coefficientfor bsfand R2<0.75 Not recommended H FDOT Dailyrates=a*PMtrips 14.3*PMtrips 0.93 Good accuracy R2>0.75 Recommended a FDOT PMPeaktrips=average rate*kft2 85.7*kft2 0.15 Notaccurate enough to warrant Not recommended b ITE PMPeaktrips=average rate*kft2 59.7*kft2 Ͳ Notvery accurate Keep unchanged c FDOT PMPeaktrips=average rate*fp 17.1*fp 0.13 Notaccurate enough to warrant Not recommended d ITE PMPeaktrips=average rate*fp 13.4*fp Ͳ Notvery accurate Keep unchanged e FDOT PMPeakrates=a*fp+b*kft2+c 5.56*fp Ͳ38.24*kft2+326.20 0.24 Negative coefficientfor bsfand R2<0.75 Not recommended f FDOT PMPeakrates=a*fp+b*kft2 12.3*fp+15.5*kft2 0.88 Good accuracy R2>0.75 Recommended g FDOT PMPeakrates=c*(a^fp)*(b^kft2) 255.1*(1.02^fp)*(0.91^kft 2)0.23 Fractional coefficientfor bsfand R2<0.75 Not recommended h FDOT PMPeakrates=dailytrips/a Dailytrips/14.3 0.93 Good accuracy R2>0.75 Recommended fp=fuelingpositions *Useis recommendedevenwitha negativecoefficient kft2=1,000 square feetgross floorarea Note:Seeappendices forscattercharts associatedwiththeseEquations a=coefficientforfp b=coefficientforkft2 c=constant 24 TherangeofpassͲbytriprateswas65Ͳ84percentwithanaverageof78percent.Thisissignificantly higherthantheaverageof66percentfoundintheITEHandbookfortheConvenienceMarketwithGas Pumpslanduse.However,theaverageofonlyFloridasitesfrom2001ITETripGenerationHandbookis 76percent,andourresultswerequitesimilar.Theconsistencyofthisdatasuggeststhatfuture developmentscouldreasonablyassumeabouta77percentpassͲbyrateforsitesofthistype.SeeFigure 20fordetails. Figure19:PassǦByRatesforConvenienceMarketwithGasPumps Figure20:ComparisonofPassǦByRates Site Location(FL) 1,000ft2 Total Numberof Interviews* Percent PassͲ By Trips Pensacola 4 699 84% Pensacola 3 709 65% PanamaCityBeach 4 448 71% Tallahassee 5 694 82% Jacksonville 3 133 83% Apopka 3 231 77% Clearwater 3 216 74% Tampa 3 166 75% Cape Coral 5 133 83% FortMyers 5 182 79% FortLauderdale 3 236 81% Homestead 3 216 79% Average 4 339 78% *Combinationofcustomersurveys andobservation Number ofSites Percent PassͲBy Trips 2012FDOTStatewide Study 12 78% 2001ITEHandbook 15 66% 2001ITEHandbook(FLonly) 6 76%ITELU853 Shopping Center (820) Vehicle Trip Ends vs: 1000 Sq. Ft. GLA On a: Weekday SetbngfLocation: General Urban/Suburban Number of Studies: 147 1000 Sq_ Ft. GLA: 453 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GLA Average Rate Range of Rates 37.75 7.42 - 207.98 Data Plot and Equation Standard Deviation 16.41 X Study Bile X = 1000Sq. Fl. GLA Fitted Curve Fitted Curve Equation: Ln(T) = 0.60 Ln(X)+ 5.57 - - - - Average Rale R - D.76 2113140 Shopping Center (820) Vehicle Trip Ends vs: 1000 Sq. Ft. GLA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 84 1000 Sq. Ft_ GLA: 351 Directional Distribution: 62% entering, 38% exiting Vehicle Tri p Generation per 1000 Sq. Ft. GLA Average Rate Range of Rates Standard Deviation 0.94 0.18 - 23/4 0.87 Data Plot and Equation T = Trip Ends X = 1000 Sq_ F1_ GLA X Study Site Fined Curve Equation! T - 0.50(X) + 151.78 Fitted Curve - - - - Average Rate 0.50 n13140 Shopping Center (820) Vehicle Trip Ends vs: 1000 Sq. Ft. GLA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 261 1400 Sq. Ft. GLA: 327 Directional Distribution: 489 entering, 52% exiting Vehicle Trip Generation per 1000 Sq. FL GLA Average Rate Range of Rates Standard Deviation 3.81 0.74 - 18.69 2.04 Data Plot and Equation T rip Enols 500 1,000 X - 1000 Sq. A. GLA X Study Site Fitted Curve Equation! LntlI • 014 Lr(X)+2.B9 Fiord Curvy 1,500 2,000 - - - - Average Rate R� 0.82 2178 } 3140 Table E.9 (Cont'd) Pass -By and Non -Pass -By Trips Weekday, PM Peak Period Land Use Code 820—Shopping Center EH E4.52 110019a FT OLID LOCATION WEE1413XV SURVEY DATE 440.{1F HT.7BY8 TINE 4451(15 FA951BY TRW re) 1 PR11L4RY DIVERTED TOTAL STREET FEAR F10LYt VOWEIE AvERACE 21430110 TRW FE DIVERT ED — 921 0.1.01.. N' t' 1025 1) 48a...5J7Fm 2942 45 95 77 — mynsleal 9v4' LEj �� Yd 168 0...1 6.4 Fy,k l{9 July 18E0 111 198-5.37am 20 81 14 74 — NAM — 114 11..1:.1 Park I{9 Am 19(8 122 498 .37 am 25 55 26 75 — — — 258 d....., iv .1.. tee 126 100-4.40 p m 58 44 — 82 — 2410 Err 9.awn 1511 a.r.y Nf .irr 1688 71 400-4180 pm 90 T1 — 71 — S7,306 Err B.awn 550 O.r.y 45 Jur 1688 117 400-Q80 pm .44 4 — 52 — 457145 Err B.nwn 22 51 Emma itieft FL Ort 1037 110 4iXi-1100 pm 23 34 39 87 — {0215 14 rr4n.1-kr Ind Ara& Ire 111000 R®Twp. 9A .1.11y 1988 411 200-2. 0 pm 44 59 10 88 — 51500 Vex.. EDAM OM 67 0pp. Du Tipp, kisAur memo — 400-0,00 pm 41 — — '90 — 21,000 8104141.241 ii5 112 T445&iA Ty% PA A, .._. k 11498 — 4 00-50pm 24 — — 70 — 15000 Mee ' liin Z HrW Ion 122 L. 1. N.4 Vi er 1041.50 — 4-5run. m. 00 37 — — 3 3 — 25 000 en '• Ferrir . 129 Boo Owen, FL r Wilwe1644!0 — 4 00-1500 FILM 48 — — 57 — 45060 YLYYY,a d.kbb4 150 V112•13160., R. Water. 1141M — 400-3.80 pm 20 — — 8'1 — *B60 Ogee Nom A 1-608las Bice 153 B, pw.d Oter, FL Vk104450 44 — 4-580 pm 00 S0 — — 50 — ,000 fir' Ftrrir 153 1.1.•1.11 OE dier 1644 78 — 4-580 pm 00 — 76 — 000 i8 Aral Ire 150 Dhlatrm, PP. Vrer19F454 — -5147 400 p m 22 — — fe — 30000 001,4 61*.i8 Max. Inc 101 y kl•Ivernlime f 'Aber.52 Ler. 144 — 460-d.47 a m ±9 — — 57 — 15,160 Alin b 100 W� 17r,N1 ,141.1 11(0.5.0 — 400-5.47 pm 213— — 86 — 0.545 ' m. IhtY.ir mi 205 B. avoid OteT, FL View 1140.5.0 — 400•+247 pm 44 — — 15 — 0(610 Iblehiahee Table E.9 (ont'd) Pass -By and Non -Pass -By Trips Weekday, PM Peak Period Land Use Code 820—Shopping Center r lire1(17,016 F7. (1L4 1(Y 41ION '5 011 NO OF OLIRYEY OLE1MITERSAE/�6 TILE PENIBO YFBS$Y TR 01314R1&38? T,! y.1 TOTAL 42 — 41.5(0 Reee Flir.41..1 8 ('R rAARr — DIVERT ED — 257 15Ti.Na.. V4we74505 — — 400-58) pm 45 242 'f'i Vier 1(dBYdPA 405280pm 97 — — 13 — 23A46 r 227 'M,imd1 FA Viier141Bfi1 — 400-5(0 pm 33 — — 07 — 50.5016 O01.Poa4. , 8 Asrx 1,r. 398 g FLO WrrIi rt — 4/648}.545 44 — — SB — n.5(0 Am.�m 170 Pb6.yh PA 444414505 — 450-480545 10 — — 51 — 54.041 Wiwi 2,r1l, 158 ilvelard, OR — 511 400-5.80545 055 23 32 — 25.546 giirlysh -'d A..ccm 1517 Fumn4 OR — 555 405401 p.m 457 22 45 — 50.500 K11.6�°n..r AYle 730 C. Mini iki -0re 1007 175420 410-Q8}got 20 50 41 10 — — iliy Pi Ora,FOOT 175 EAYk hu 1410 154 250-58ebpm 95 — — 55 — 27.54} RiyrrenFp. Aa ,(r pec 144 Miniip.l, N.4 .4.1 1410 173 330-515545 52 44 24 08 — 44.317 Riemand KrTrAaec 540 Nilo* la F.6 1143 — 4 45 -SAS p.m 93 21 41 17 — 48747 RiyrrendKomi A min AAraraga Pasts -By Trip Parcantage! 3d. 1T19arIs r10 data wor6 pravldad 190 Trio Generation Handbook 3rd Ed'iian Tire Store (848) Vehlck Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday Setting/Location: General Urban/Suburban Number of Studies 11 1000 Sq. Ft. GFA: 5 Directional Distrlbutionl 50% entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates 28.52 19.02 - 88/8 Data Piot and Equation Standard Deviation 16.45 T = Trip Ends 200 150 100 50 1 1 i rrf )( 1 f r r X Jl 5 10 15 f. X = 1404 Sp_ Ft GFA Study Sib - - - - Average Rete Fitted Curve Equation: Not Given "" Trip Generatlan Manual 10th EdIllan • Volume 2: data • Retail (Land Uses 804-8'99) 243 Tire Store (848) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 19 1000 Sq. FL GFA1 5 Directional Distribution_ 64% entering, 36% exiting Vehicle Trip Generation per 1000 Sq. F#. GFA Average Rate Range of Rates 2.72 0.51 - 7.78 Data Plot and Equation Standard Deviation 1.45 T = Trip Ends :313 25 20 15 10 5 X Of { X X X Jf } X X { X X X X X X 5 10 15 X=9606 Sq. Ft. GFA Study Sile - - - - AV6fai6 Rate Filted Curve Equation: Not Given R'= "" 244 Trip Generation Manual 1Utei Edition - Volume 2: Dab • Retail (Land Uses 800-151% 2282/ 3140 Tire Store (848) Vehicle Trip finds vs: 1000 Sq. Ft. GFA Ona: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. SettinglLocatlon: General UrbanlSuburban Number of Studies: 22 1000 Sq. Ft. GFA: 6 Directional Distribution_ 43% entering, 57% exiling Vehicle Tri p Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 3.99 1A6- 12.76 2.12 Data Plot and Equation 60 10 20 ar ar er er x x x ry. 7C x{,C -X X x x x 1 ee ar rf ar 1i X X 00 S 10 95 2:' Study Site Fitted Curve Equation: Not Given X = 101001 Sp. Ft. GFA - - - - Average Rale Ra= b... Top Generation Manual 10th Edition • Volume 2: data • Retail (Land Uses 000.-8:M 245 FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2017 HISTORICAL AADT REPORT COUNTY: 91 - OKEECHOBEE SITE: 0009 - SR 15/US 441, NORTH OF SR 70 YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 2017 25000 C N 12000 S 13000 9.00 58.80 10.60 2016 25000 C N 12000 S 13000 9.00 57.40 10.20 2015 23000 C N 11000 S 12000 9.00 56.60 10.80 2014 22000 S N 10500 S 11500 9.00 58.10 9.00 2013 22000 F N 10500 S 11500 9.00 58.10 9.00 2012 22000 C N 10500 S 11500 9.00 57.50 9.00 2011 23000 F N 11500 S 11500 9.00 56.90 8.40 2010 23000 C N 11500 S 11500 10.99 56.24 8.40 2009 23500 C N 11500 S 12000 10.97 57.93 7.90 2008 23000 C N 11000 S 12000 11.05 57.88 8.30 2007 24000 C N 11500 S 12500 10.65 60.38 9.30 2006 24500 C N 12000 S 12500 10.64 58.36 7.30 2005 25000 C N 12000 S 13000 10.80 59.30 10.60 2004 25500 C N 12500 S 13000 10.80 61.40 10.60 2003 23500 C N 11500 S 12000 10.10 59.90 10.40 2002 27000 C N 14000 S 13000 10.30 56.20 6.90 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2017 HISTORICAL AADT REPORT COUNTY: 91 - OKEECHOBEE SITE: 0019 - SR 70/700/US 98, EAST OF SR 700/US 98 OKEECHOBEE YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 2017 21500 C E 10500 W 11000 9.00 58.80 12.70 2016 20000 C E 10500 W 9500 9.00 57.40 10.90 2015 19200 C E 9400 W 9800 9.00 56.60 12.20 2014 22000 C E 11000 W 11000 9.00 58.10 9.60 2013 20500 F E 10000 W 10500 9.00 58.10 8.80 2012 20500 C E 10000 W 10500 9.00 57.50 8.80 2011 18600 F E 9400 W 9200 9.00 56.90 10.20 2010 18800 C E 9500 W 9300 10.99 56.24 10.20 2009 18600 C E 9500 W 9100 10.97 57.93 10.50 2008 20500 F E 10000 W 10500 11.05 57.88 9.10 2007 21500 C E 10500 W 11000 10.65 60.38 9.10 2006 19300 C E 10000 W 9300 10.64 58.36 11.60 2005 16700 C E 8700 W 8000 10.80 59.30 11.50 2004 17200 C E 8900 W 8300 10.80 61.40 11.50 2003 16900 C E 8700 W 8200 10.10 59.90 12.00 2002 18000 C E 9300 W 8700 10.30 56.20 13.00 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2017 HISTORICAL AADT REPORT COUNTY: 91 - OKEECHOBEE SITE: 5012 - SR 70, EAST OF SR 15/700/US 98/441 YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 2017 26500 C E 13500 W 13000 9.00 58.80 14.00 2016 25500 C E 13000 W 12500 9.00 57.40 13.50 2015 27000 C E 13500 W 13500 9.00 56.60 13.00 2014 28000 C E 14000 W 14000 9.00 58.10 13.20 2013 26000 F E 13000 W 13000 9.00 58.10 11.30 2012 26000 C E 13000 W 13000 9.00 57.50 11.30 2011 29500 F E 14500 W 15000 9.00 56.90 8.20 2010 29500 C E 14500 W 15000 10.99 56.24 8.20 2009 31500 C E 16000 W 15500 10.97 57.93 8.70 2008 29500 C E 15000 W 14500 11.05 57.88 8.00 2007 31500 C E 16000 W 15500 10.65 60.38 8.40 2006 35000 C E 18000 W 17000 10.64 58.36 7.50 2005 35000 C E 18000 W 17000 10.80 59.30 8.40 2004 34000 C E 16000 W 18000 10.80 61.40 18.90 2003 30000 C E 14500 W 15500 10.10 59.90 15.30 2002 32500 C E 16000 W 16500 10.30 56.20 14.10 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2017 HISTORICAL AADT REPORT COUNTY: 91 - OKEECHOBEE SITE: 0103 - SR 15/700, US 98/441 SOUTH OF SR 70 YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- ---------- ------------ ------------ --------- -------- -------- 2017 29000 C N 14500 S 14500 9.00 58.80 7.40 2016 30000 C N 15000 S 15000 9.00 57.40 7.70 2015 27500 C N 14000 S 13500 9.00 56.60 7.30 2014 28500 C N 14000 S 14500 9.00 58.10 7.20 2013 26500 F N 13000 S 13500 9.00 58.10 6.00 2012 26500 C N 13000 S 13500 9.00 57.50 6.00 2011 27000 F N 13000 S 14000 9.00 56.90 6.20 2010 27000 C N 13000 S 14000 10.99 56.24 6.20 2009 27000 C N 13000 S 14000 10.97 57.93 7.20 2008 27000 C N 12500 S 14500 11.05 57.88 5.90 2007 29000 C N 14500 S 14500 10.65 60.38 6.70 2006 28500 C N 13500 S 15000 10.64 58.36 6.90 2005 28000 C N 14000 S 14000 10.80 59.30 8.40 2004 30000 C N 14500 S 15500 10.80 61.40 8.40 2003 27500 C N 13000 S 14500 10.10 59.90 7.90 2002 30500 C N 14500 S 16000 10.30 56.20 5.90 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES 2017 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 9100 OKEECHOBEE CNTYWIDE MOCF: 0.91 WEEK DATES SF PSCF ================================================================================ 1 01/01/2017 - 01/07/2017 1.00 1.10 2 01/08/2017 - 01/14/2017 0.99 1.09 3 01/15/2017 - 01/21/2017 0.99 1.09 * 4 01/22/2017 - 01/28/2017 0.96 1.05 * 5 01/29/2017 - 02/04/2017 0.93 1.02 * 6 02/05/2017 - 02/11/2017 0.90 0.99 * 7 02/12/2017 - 02/18/2017 0.87 0.96 * 8 02/19/2017 - 02/25/2017 0.87 0.96 * 9 02/26/2017 - 03/04/2017 0.87 0.96 *10 03/05/2017 - 03/11/2017 0.86 0.95 *11 03/12/2017 - 03/18/2017 0.86 0.95 *12 03/19/2017 - 03/25/2017 0.89 0.98 *13 03/26/2017 - 04/01/2017 0.91 1.00 *14 04/02/2017 - 04/08/2017 0.94 1.03 *15 04/09/2017 - 04/15/2017 0.96 1.05 *16 04/16/2017 - 04/22/2017 0.97 1.07 17 04/23/2017 - 04/29/2017 0.98 1.08 18 04/30/2017 - 05/06/2017 1.00 1.10 19 05/07/2017 - 05/13/2017 1.01 1.11 20 05/14/2017 - 05/20/2017 1.02 1.12 21 05/21/2017 - 05/27/2017 1.04 1.14 22 05/28/2017 - 06/03/2017 1.06 1.16 23 06/04/2017 - 06/10/2017 1.08 1.19 24 06/11/2017 - 06/17/2017 1.10 1.21 25 06/18/2017 - 06/24/2017 1.11 1.22 26 06/25/2017 - 07/01/2017 1.11 1.22 27 07/02/2017 - 07/08/2017 1.12 1.23 28 07/09/2017 - 07/15/2017 1.12 1.23 29 07/16/2017 - 07/22/2017 1.12 1.23 30 07/23/2017 - 07/29/2017 1.12 1.23 31 07/30/2017 - 08/05/2017 1.11 1.22 32 08/06/2017 - 08/12/2017 1.11 1.22 33 08/13/2017 - 08/19/2017 1.11 1.22 34 08/20/2017 - 08/26/2017 1.11 1.22 35 08/27/2017 - 09/02/2017 1.12 1.23 36 09/03/2017 - 09/09/2017 1.12 1.23 37 09/10/2017 - 09/16/2017 1.13 1.24 38 09/17/2017 - 09/23/2017 1.10 1.21 39 09/24/2017 - 09/30/2017 1.08 1.19 40 10/01/2017 - 10/07/2017 1.05 1.15 41 10/08/2017 - 10/14/2017 1.03 1.13 42 10/15/2017 - 10/21/2017 1.00 1.10 43 10/22/2017 - 10/28/2017 1.00 1.10 44 10/29/2017 - 11/04/2017 0.99 1.09 45 11/05/2017 - 11/11/2017 0.98 1.08 46 11/12/2017 - 11/18/2017 0.98 1.08 47 11/19/2017 - 11/25/2017 0.98 1.08 48 11/26/2017 - 12/02/2017 0.99 1.09 49 12/03/2017 - 12/09/2017 0.99 1.09 50 12/10/2017 - 12/16/2017 1.00 1.10 51 12/17/2017 - 12/23/2017 0.99 1.09 52 12/24/2017 - 12/30/2017 0.99 1.09 53 12/31/2017 - 12/31/2017 0.99 1.09 * PEAK SEASON 02-MAR-2018 15:35:05 830UPD 1_9100_PKSEASON.TXT Okeechobee County Property Appraiser updated: 11/29/2018 Parcel: 3-15-37-35-0010-01560-0010 « Next Lower Parcel 1 Next Higher Parcel 001 Owner & Property Info Owner's Name 205 N PARROT AVE HOLDINGS LLC Site Address NW 2ND ST, OKEECHOBEE Mailing Address 2740 SW MARTIN DOWNS BLVD -#247 PALM CITY, FL 34990 Description CITY OF OKEECHOBEE LOTS 1 2 34 BLOCK 156 NOTE: This description is not to be used as the Legal Description for this parcel in any legal transaction. Land Area 0.651 ACRES SIT/R 15-37-35 Neighborhood 518655.00 Tax District 50 DOR Use Code PARKING LO (002803) Market Area 510 The DOR Use Code shown here is a Dept. of Revenue code. Please contact the Okeechobee County Planning 8 Development office at 863-763-5548 for specific zoning information. Property & Assessment Values Mkt Land Value cnt: (1) $110,490.00 Ag Land Value cnt: (0) $0.00 Building Value cnt: (0) $0.00 XFOB Value cnt: (5) $12,483.00 Total Appraised Value $122,973.00 Sales History 2018 Certified Values Parcel List Generator 1 Retrieve Tax Record 1 Property Card GIS Aerial 2018 TRIM (pdf) 66 126 180 240 360 366 426 it Interactive GIS Map Print Search Result: 1 of 1 2018 Certified Values Just Value $122,973.00 Class Value $0.00 Assessed Value $122,973.00 Exempt Value $0.00 Total Taxable Value $122,973.00 Show Similar Sales within 1/2 mile Fill out Sales Questionnaire Sale Date Book/Page Inst. Type Sale VImp Sale Qual Sale RCode (code List) Sale Price 7/23/2002 481/1539 WDI $9,720.00 U 02 (Multi -Parcel Sale) - show $0.00 7/24/2000 442/224 WD I U 02 (Multi -Parcel Sale) - show $0.00 7/12/1999 425/587 WD I U 02 (Multi -Parcel Sale) - show $0.00 7/5/1999 424/1549 WD I U 04 $0.00 1/1/1998 413/1782 WD I U 04 $0.00 12/1/1982 252/639 WD I U 04 $30,000.00 Building Characteristics Bldg Sketch Bldg Item *Bldg Desc Year Blt Base S.F. Total S.F. Bldg Value NONE Extra Features & Out Buildings - (Show codes Code Desc Year Blt Value Units Dims Condition (% Good) ASPH 2 COM SLB WL 1986 $9,720.00 0024514.000 0 x 0 x 0 PD (025.00) CONC I BUMPERS 1986 $238.00 0000067.000 0 x 0 x 0 PD (025.00) FENC 5 8'C/LINK 2000 $1,685.00 0000192.000 0 x 0 x 0 PD (075.00) LPQ1 LGHT P QRZ 1998 $330.00 0000002.000 0 x 0 x 0 PD (050.00) LPQ2 LGHT P QRZ 1998 $510.00 0000002.000 0 x 0 x 0 PD (050.00) Land Breakdown Lnd Code Desc Units Adjustments Eff Rate Lnd Value 067WP6 SIDE STREE (MKT) 0000200.000 FF - (0000000.651AC) 1.00/1.00/1.00/1.00 $552.45 $110,490.00 Okeechobee County Property Appraiser Search Result 1 of 1 updated: 11/29/2018 This information was derived from data which was compiled by the Okeechobee County Property Appraiser's Office solely for the governmental purpose of property assessment. This information should not be relied upon by anyone as a determination of the ownership of property or market value. No warranties, expressed or implied, are provided for the accuracy of the data herein, ifs use, or it's interpretation. Although itis periodically updated, this information may not reflect the data currently on file in the Property Appraiser's office. The assessed values are NOT certified values and therefore are subject to change before being finalized for ad valorem assessment purposes. Notice: Under Florida Law, e-mail addresses are public record. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead contact this office by phone or in writing. © Okeechobee County Property Appraiser 1 Mickey L. Bandi, CFA - Okeechobee, Florida - 863-763-4422 by: GrizzlyLogic.com Okeechobee County Property Appraiser updated: 11/8/2018 Parcel: 3-15-37-35-0010-01560-0070 R< Next Lower Parcel I Next Higher Parcel »] Owner & Property Info Owner's Name JMASS MGMT LLC Site Address 210 NW PARK ST, OKEECHOBEE Mailing Address 180 NW 3RD AVE STE A OKEECHOBEE, FL 349724118 Description CITY OF OKEECHOBEE LOTS 7 & 8 BLOCK 156 NOTE: This description is not to be used as the Legal Description for this parcel in any legal transaction. Land Area 0.325 ACRES S/T/R 15-37-35 Neighborhood 518640.00 Tax District 50 DOR Use Code OFFCE BLD (001800) Market Area 570 The DOR Use Code shown here is a Dept. of Revenue code. Please contact the Okeechobee County Planning & Development office at 863-763-5548 for specific zoning information. Property & Assessment Values Mkt Land Value cnt: (1) $82,650.00 Ag Land Value cnt: (0) $0.00 Building Value cnt: (1) $205,228.00 XFOB Value cnt: (5) $13,328.00 Total Appraised Value $301,206 00 Sales History 2018 Certified Values Parcel List Generator ] Retrieve Tax Record ] 2018 TRIM (pdf) 1 [ Interactive GIS Map 1 IProperty Card I Print GIS Aerial 42 84 126 168 210 252 254 66 Search Result: 1 of 1 2018 Certified Values Just Value $301,206.00 Class Value $o.00 Assessed Value $301,206.00 Exempt Value $0.00 Total Taxable Value $301,206.00 Show Similar Sales within 1/2 mile Fill out Sales Questionnaire Sale Date Book/Page Inst. Type Sale VImp i Sale Qual Sale RCode (Code List) Sale Price 10/17/2014 752/395 WD I Q 05 (Multi -Parcel Sale) - show $575,000.00 2/28/2008 650/276 QC I U 01 $100.00 10/12/1998 412/1521 WD I U 03 $100.00 3/25/1997 389/1162 WD I U 03 $235,000.00 10/10/1996 383/801 CT I U 03 $0.00 5/1/1990 314/686 WD I Q $225,000.00 7/1/1981 243/1825 WD V Q $60,000.00 3/1/1976 188/135 WD V U 03 $0.00 Building Characteristics Bldg Sketch Bldg Item *Bldg Desc Year Blt Base S.F. Total S.F. Bldg Value Show Sketch 1 NBHD CENTR (003800) 1984 7392 9846 $205,228.00 r*Bldg Desc determinations are used by the Property Appraisers office solely for the purpose of determining a property's Just Value for ad valorem tax purposes and should not be used for any other purpose. Extra Features & Out Buildings - (Show Codes ) Code Desc Year Blt Value Units Dims Condition (% Good) CONC F PRK STRM/D 1983 $10,079.00 0005680.000 0 x 0 x 0 PD (065.00) CONC I BUMPERS 1983 $266.00 0000025.000 0 x 0 x 0 PD (075.00) LPI1 LGHT P ICD 2005 $53.00 0000001.000 0 x 0 x 0 PD (025.00) CONC B COM SLB WL 2005 $1,081.00 0000613.000 0 x 0 x 0 PD (075.00) CONC B COM SLB WL 2005 $1,849.00 0001210.000 0 x 0 x 0 PD (065.00) Land Breakdown Lnd Code Desc Units Adjustments Eff Rate Lnd Value 067WP0 HWY 70 W (MKT) 0000100.000 FF - (0000000.325AC) 1.00/1.00/1.00/1.00 $826.50 $82,650.00 Okeechobee County Property Appraiser Search Result: 1 of 1 updated: 11/8/2018 �- Next Lower Parcel Next Higher Parcel >>1 Show Similar Sales within 1/2 mile Okeechobee County Property Appraiser updated: 11/8/2018 Parcel: 3-15-37-35-0010-01560-0110 Owner & Property Info Owner's Name WATFORD DAVID R Site Address 200 NW PARK ST, OKEECHOBEE Mailing Address 200 WN PARK STREET OKEECHOBEE, FL 34972 Description CITY OF OKEECHOBEE LOTS 11 & 12 BLOCK 156 NOTE: This description is not to be used as the Legal Description for this parcel in any legal transaction. Land Area ,0.325 ACRES S/T/R 15-37-35 Neighborhood 518640.00 Tax District so DOR Use Code SERVICE ST (002600) Market Area 570 The DOR Use Code shown here is a Dept. of Revenue code. Please contact the Okeechobee County Planning & Development office at 863-763-5548 for specific zoning information. Property & Assessment Values Mkt Land Value cnt: (1) $82,650.00 Ag Land Value cnt: (0) $0.00 Building Value cnt: (1) $22,177.00 XFOB Value cnt: (4) $1,545.00 Total Appraised Value $106,372.00 Sales History Parcel List Generator I GIS Aerial 2018 Certified Values IRetrieve Tax Record 1 2018 TRIM (p41) 84 126 •168 210 252 294 P Property Card Interactive GIS Map Printf Search Result: 1 of 1 2018 Certified Values Just Value $106,372.00 Class Value $o.00 Assessed Value $106,372.00 Exempt Value $0.00 Total Taxable Value $106,372.00 IFill out Sales Questionnaire Sale Date Book/Page Inst. Type Sale Vlmp Sale Qual Sale RCode (Code List) Sale Price 8/8/2001 489/1900 WD I U 03 $60,000.00 10/1/1981 245/415 QC I U 03 $100.00 7/1/1972 142/901 WD I Q 0 x 0 5 0 $35,000.00 Building Characteristics Bldg Sketch Bldg Item *Bldg Desc Year Blt Base S.F. Total S.F. Bldg Value Show Sketch 1 SERV STATN (006400) 1953 1232 1616 $22,177.00 *Bldg Desc determinations are used by the Property Appraisers office solely for the pu pose of determining a property's Just Value for ad valorem tax purposes and should not be used for any othe purpose. Extra Features & Out Buildings -(show codes) Code Desc Year Blt Value Units Dims Condition (% Good) AFA W4 MTL FLR MT 1991 $553.00 0000155.000 15 x 11 5 0 PD (025.00) AFA W4 MTL FLR MT 1991 $825.00 0000253.000 23 x 11 x 0 PD (025.00) FENC P 6'1/2"PINE 2003 $77.00 0000054.000 0 x 0 5 0 PD (025.00) LNI1 LGHT INCD 2007 $90.00 0000001.000 0 x 0 x 0 PD (075.00) Land Breakdown Lnd Code Desc Units Adjustments Eff Rate Lnd Value 067WP0 HWY 70 W (MKT) 0000100.000 FF - (0000000.325AC) 1.00/1.00/1.00/1.00 $826.50 $82,650.00 Okeechobee County Property Appraiser Search Result: 1 of 1 updated: 11/8/2018 This information was derived from data which was compiled by the Okeechobee County Property Appraiser's Office solely for the govemmental purpose of property assessment. This information should not be relied upon by anyone as a determination of the ownership of property or market value. No warranties, expressed or implied, are provided for the accuracy of the data herein, it's use, or it's interpretation. Although it is periodically updated, this information may not reflect the data currently on file in the Property Appraiser's office. The assessed values are NOT certified values and therefore are subject to change before being finalized for ad valorem assessment purposes. Notice: Under Florida Law, e-mail addresses are public record. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead contact this office by phone or in writing. © Okeechobee County Property Appraiser 1 Mickey L. Bandi, CFA - Okeechobee, Florida - 863-763-4422 by: GrizzlyLogic.com 300.1'142.5'PROPOSED FULL ACCESS PROPOSED FULL ACCESS PROPOSED FULL ACCESS 30'10'10'25'93.1' 5' WIDE ROCK BED FUEL PRICING SIGN(2) 22K & (1) 20K GALLON UST'S 25'18' 30'30'8 3 7 8 E20'8'8'20'14.4'10'5 20'8 8 26'25' 10' F85 F/B (6,119 SF) 25'35'AA20'20' BUILDING SETBACK 10' LANDSCAPE BUFFER 2'2'10'10'20'8' 10' 8'10'16.8' 10' BUILDING SETBACK 10' LANDSCAPE BUFFER 10' BUILDING SETBACK 2' LANDSCAPE BUFFER 8' BUILDING SETBACK2' LANDSCAPE BUFFER8'8' BUILDING SETBACK10' LANDSCAPE BUFFER8' BUILDING SETBACK10' LANDSCAPE BUFFER299.9' © 2018 Microsoft Corporation © 2018 HERE CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\EXHIBITS\GOVERNANCE PLAN\FLB180057EX2.DWG PRINTED BY: JWEAVER 11.06.18 @ 3:56 PM LAST SAVED BY: JWEAVER FLB180057 JRT CR 08/29/2018 AS NOTED EX0 EXHIBIT NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE GOVERNANCE PLAN 1 KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERING1"=30' 0 307.51530 NOTES: 1. THE REDUCED PARKING STALL LENGTH FOR STALLS EAST OF THE BUILDING WILL REQUIRE A VARIANCE OR WAIVER. 2. THE CONCEPT REPRESENTED HEREIN IDENTIFIES A DESIGN CONCEPT RESULTING FROM LAYOUT PREFERENCES IDENTIFIED BY OWNER COUPLED WITH A PRELIMINARY REVIEW OF ZONING AND LAND DEVELOPMENT REQUIREMENTS AND ISSUES. THE FEASIBILITY WITH RESPECT TO OBTAINING LOCAL, COUNTY, STATE, AND OTHER APPLICABLE APPROVALS IS NOT WARRANTED AND CAN ONLY BE ASSESSED AFTER FURTHER EXAMINATION AND VERIFICATION OF SAME REQUIREMENTS AND PROCUREMENT OF JURISDICTIONAL APPROVALS. 3. THE CONCEPTUAL PLAN IS PREPARED FOR CONCEPTUAL PRESENTATION PURPOSES ONLY AND IS NOT INTENDED FOR UTILIZATION AS A ZONING AND/OR CONSTRUCTION DOCUMENT. THE EXISTING CONDITIONS SHOWN HEREON ARE BASED UPON INFORMATION THAT WAS SUPPLIED TO BOHLER ENGINEERING AT THE TIME OF PLAN PREPARATION AND MAY BE SUBJECT TO CHANGE UPON AVAILABILITY OF ADDITIONAL INFORMATION. STORMWATER MANAGEMENT NOTE: THE STORMWATER MANAGEMENT AREA SHOWN HEREIN IS CONCEPTUAL AND SHALL NOT BE USED FOR DESIGN, CONSTRUCTION OR COST ESTIMATES. THIS PLAN DOES NOT TAKE INTO CONSIDERATION THE CURRENT GEOTECHNICAL CONDITIONS OR JURISDICTIONAL DRAINAGE DESIGN. VICINITY MAP N.T.S. SITE SITE DATA TABLE JURISDICTION OKEECHOBEE SITE AREA 1.72 AC BUILDING AREA 6,119 SF FRONT/SIDE/REAR YARD BUFFER 10'/10'/10'/2' PARKING PROVIDED (TOTAL)47 SPACES (3 ADA SPACES INCLUDED) ZONE A 24 SPACES (3 ADA SPACES INCLUDED) ZONE B 23 SPACES ZONE C 0 SPACES BUILDING TYPE F85 F/B CANOPY CONFIGURATION STRAIGHT CANOPY TYPE SLOPED #MPD'S 8 ECS Florida, LLC Geotechnical Engineering Report Proposed Wawa State Road 70 and NW 2nd Avenue Okeechobee, Florida 34972 ECS Project Number 25:3382 November 21, 2018 ECS FLORIDA, LLC ... Setting the Standard for Service" Geotechnical • Construction Materials • Environmental • Facilities November 211 2018 Mr. Steve Lipofsky1 PE Director1 Retail Construction Services The Ferber Company1 Inc. 2655 North Ocean Drive1 Suite 401 Singer lsland1 Florida 33404 Reference: Geotechnical Engineering Report Proposed Wawa State Road 70 and NW 2 nd Avenue ECS Project No. 25:3382 Okeechobee1 Okeechobee County, Florida 33016 Dear Mr. Lipofsky: ECS Florida1 LLC (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical engineering analyses for the above-referenced project located in Okeechobee, Florida. This report presents our understanding of the geotechnical aspects of the project along the results of the field exploration1 laboratory testing, as well as our design and construction understanding. It has been our pleasure to be of service to The Ferber Company, Inc. during the design phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify the assumptions of subsurface conditions made for this report. Should you have any questions concerning the information contained in this report1 or if we can be of further assistance to you, please contact us. Respectfully submitted, ECS Florida, LLC Lucrece E. Regisme Geotechnical Department Manager lriche@ecslimited.com LER/JNG//mb �\ I • • • os'c._. .. �.-.. .. Go '.S , .. "\.\C Ef¥\i" .. �<'-' ," �', �\ ..... I N \ -·..::: * ,' o.78289 ' -' ' I I ="· *:*= -,:) I s.,. f -. ,::, 0 \ /J ... •�TE OF ,'re:: ��', �, �, -,� /,!'! "/: '"d' ' .... �ORIO� ...... �� z • .. a___ r ... ""-"" ON I!. \'t.;,,, •. , I AL �� ' Jose N. Gomez, P.E., D.GE '. , • VP/Senior Principal Geotechnical Engineer P.E. 78289 jgomez@ecslimited.com 2000 Avenue P, Suite 3, West Palm Beach, FL 33404 • T: 561.840.3667 • F: 561.840.3668 • ecslimited.com ECS Capi ol Services, PLLC • ECS Florida, LLC • ECS Mid-Atlantic, LLC • ECS Midwest, LLC • ECS Sou heast, LLP • ECS Southwest, LLP Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 1 TABLE OF CONTENTS EXECUTIVE SUMMARY ............................................................................................................... 3 1.0 INTRODUCTION .................................................................................................................... 4 1.1 General ................................................................................................................................... 4 1.2 Scope of Services .................................................................................................................... 4 1.3 Authorization .......................................................................................................................... 4 2.0 PROJECT INFORMATION ....................................................................................................... 5 2.1 Project Location...................................................................................................................... 5 2.2 Past Site History/Uses ............................................................................................................ 5 2.3 Current Site Conditions .......................................................................................................... 6 2.4 Proposed Construction ........................................................................................................... 6 2.4.1 Site Civil Features .......................................................................................................... 6 2.4.2 Structural Information/Loads ....................................................................................... 6 3.0 FIELD EXPLORATION ............................................................................................................. 7 3.1 field Exploration Program ...................................................................................................... 7 3.1.1 Test Borings .................................................................................................................. 7 3.2 Regional/Site Geology ............................................................................................................ 7 3.3 Soil Survey Mapping ............................................................................................................... 9 3.4 Subsurface Chacterization .................................................................................................... 10 3.5 Groundwater Observations .................................................................................................. 10 3.6 In Situ Exfiltration Testing .................................................................................................... 11 4.0 LABORATORY TESTING ....................................................................................................... 12 5.0 DESIGN RECOMMENDATIONS ............................................................................................ 13 5.1 Building Design ..................................................................................................................... 13 5.1.1 Shallow Foundations ................................................................................................... 13 5.1.2 Floor Slabs ................................................................................................................... 14 5.2 Canopy Foundation .............................................................................................................. 15 5.3 Tank Pad Design ................................................................................................................... 15 5.4 Pavement Considerations .................................................................................................... 16 5.4.1 Pavement Sections ..................................................................................................... 16 6.0 SITE CONSTRUCTION RECOMMENDATIONS ........................................................................ 19 6.1 Subgrade Preparation .......................................................................................................... 19 6.1.1 Demolition .................................................................................................................. 19 6.1.2 Stripping and Grubbing ............................................................................................... 19 6.1.3 Proofrolling ................................................................................................................. 19 6.1.4 Site Temporary Dewatering ........................................................................................ 20 6.1.5 Subgrade Stabilization ................................................................................................ 20 6.2 Earthwork Operations .......................................................................................................... 21 6.2.1 Structural Fill Materials............................................................................................... 21 6.2.3 Compaction ................................................................................................................. 21 6.3 Foundation and slab observations ....................................................................................... 23 6.4 Utility Installations ............................................................................................................... 23 6.5 General Construction Considerations .................................................................................. 24 7.0 CLOSING ............................................................................................................................. 26 Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 2 APPENDICES Appendix A – Drawings & Reports • Site Location Diagram • Boring Location Diagram • Geologic Map • USDA Soil Survey Map Appendix B – Field Operations • Reference Notes for Boring Logs • Boring Logs B-1 through B-9 • Exfiltration Testing Results E-1 through E-3 Appendix C – Laboratory Testing • Laboratory Testing Summary Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 3 EXECUTIVE SUMMARY The following summarizes geotechnical information and recommendations for the design of building foundations and pavement areas for the proposed Wawa project located in Okeechobee County, Florida. Further, our principal foundation recommendations are summarized. Information gleaned from this executive summary should not be utilized in lieu of reading the entire geotechnical report. • The geotechnical exploration performed for the planned development included nine soil test borings drilled to depths from ten to 25 feet below existing grades, and three South Florida Water Management District (SFWMD) Exfiltration tests. • Based on our subsurface exploration, our soil test borings encountered asphalt pavement and topsoil as surface cover. The soil profile at the site generally consists of a very loose to medium dense (SP) sand to boring termination depths of ten to 25 feet below existing land surface. • Based on the geotechnical exploration, the planned +/- 6,119 square foot one-story building could be supported by conventional shallow foundations consisting of column or wall footings bearing on natural soils and/or compacted structural fill, provided that our preliminary earthwork recommendations are followed. • Pavement recommendations are given for standard and heavy duty flexible (asphalt) and rigid (concrete) pavement. Details of pavement sections contained in Section 5.4 of this report. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 4 1.0 INTRODUCTION 1.1 GENERAL The purpose of this study was to provide geotechnical design, foundation, and pavement, recommendations for the proposed Wawa project to be located in Okeechobee, Florida. The recommendations developed for this report are based on project information and boring scope supplied by The Ferber Company, Inc. This report contains the results of our subsurface explorations and laboratory testing programs, site characterization, engineering analyses, and recommendations for the design and construction of planned development. 1.2 SCOPE OF SERVICES To obtain the necessary geotechnical information required for foundation design of proposed building structures, nine soil test borings were performed at locations selected by The Ferber Company, Inc. A laboratory-testing program was also implemented to characterize the physical and engineering properties of the subsurface soils. This report discusses our exploratory and testing procedures, presents our findings and evaluations and includes the following aspects. • A brief review and description of our field and laboratory test procedures and the results of testing conducted. • A review of area and site geologic conditions. • A review of subsurface soil stratigraphy with pertinent available physical properties. • Final copies of our soil exploration/test boring logs. • Hydraulic Conductivity “K” Values • Recommendations for site preparation and construction of compacted fills. • Recommended soil bearing pressure and foundation type. • Recommendation for standard and heavy duty pavement. • Evaluation and recommendations relative to groundwater control. 1.3 AUTHORIZATION Our services were provided in accordance with our Proposal No. 25: 6683-GP, dated August 17, 2018, as authorized by The Ferber Company, Inc. on August 20, 2018, and includes the Terms and Conditions of Service outlined between ECS Florida, LLC and The Ferber Company, Inc., dated June 4, 2013. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 5 2.0 PROJECT INFORMATION 2.1 PROJECT LOCATION The site is located within the northwest quadrant of the intersection of State Road 70 and N.W. 2nd Avenue in Okeechobee, Florida. Figure 2.1.1 below shows the site location. Figure 2.1.1 Site Location 2.2 PAST SITE HISTORY/USES ECS reviewed aerial photographs of the subject property and immediate surrounding properties on Google Earth and NETR Online Historical Imagery databases. The aerial photographs reviewed were dated 1994, 1999, 2004 through 2007, 2009, 2010 and 2012, 2014 through 2018. • The 1994 aerial photographs show the site as developed with what looks like two buildings and a paved parking area. • The 1999 through 2018 aerial photographs show no major changes on the subject site. N.W. 2nd Ave Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 6 2.3 CURRENT SITE CONDITIONS A site visit was conducted by a staff project engineer from ECS prior to the start of drilling operations to observe existing site conditions. The subject property is currently occupied by two buildings, grass, and pavement areas. 2.4 PROPOSED CONSTRUCTION Based on the provided conceptual site plan, we understand that the project consists of an approximate +/- 6,119 square foot Wawa convenience store with outdoor seating, paved parking areas, canopy, and fuel tank storage. Existing buildings will be demolished prior to start of construction. 2.4.1 Site Civil Features Site civil for the site will include grading for building pad and pavement. The site is generally flat and fill may be required. No other planned new stormwater management structures were identified to ECS prior to our exploration. We expect that stormwater management will take advantage of existing urban stormwater structures. 2.4.2 Structural Information/Loads The following information explains our understanding of the structures and their assumed loads: Table 2.4.2.1 One-Story Commercial Building Design Values SUBJECT DESIGN INFORMATION / EXPECTATIONS Building Footprints +/-6,119 square feet in plan view # of Stories One story above grade Usage Convenience Store Framing We anticipate that the building will be principally reinforced masonry Column Loads Assumed 60 kips (Full Dead and Factored Live) maximum Wall Loads Assumed 2.5 kips per linear foot (klf) maximum Lowest Finish Floor Elevation(1) About same as present site grades (assumed) Column Spacing Assumed approximately 30 x 30 feet (1) Please note that the ground surface elevations were not surveyed by a licensed surveyor; these elevations are approximate based on Google-Earth; therefore; elevations described in this report may not be relied upon for site design. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 7 3.0 FIELD EXPLORATION 3.1 FIELD EXPLORATION PROGRAM The field exploration was planned with the objective of characterizing the project site in general geotechnical and geological terms and to evaluate subsequent field and laboratory data to assist in the determination of the pertinent geotechnical recommendations. 3.1.1 Test Borings The subsurface conditions were explored by drilling nine soil test borings and performing three exfiltration tests. A truck-mounted drill rig was utilized to drill the soil test borings. Drilling fluid was used in this process to prevent borehole from collapsing. Borings were generally advanced to depths of ten to 25 feet below the existing ground surface. Subsurface explorations were completed under the general supervision of an ECS geotechnical engineer. Boring locations were identified in the field by ECS personnel using GPS techniques and visually estimated distances and relationships to existing site features prior to mobilization of our drilling equipment. The approximate as-drilled boring locations are shown on the Boring Location Diagram in Appendix A. At the time our exploration was performed, a topographic survey was available and provided to ECS. Surface elevations are estimated using projections of the topographic survey provided to ECS by The Ferber Company, performed by Farner Barley and Associates Inc. and dated August 14, 2018. Standard penetration tests (SPTs) were conducted in the borings at regular intervals in general accordance with ASTM D 1586. Small representative samples were obtained during these tests and were used to classify the soils encountered. The standard penetration resistances obtained provide a general indication of soil shear strength and compressibility. 3.2 REGIONAL/SITE GEOLOGY South Florida region is located on the southern flank of Florida Plateau, a stable, carbonate platform on which thick deposits of limestones, dolomites, and evaporates have accumulated. The general geology of the upper 200 feet of this platform within the area of South Florida where the proposed project is to be located is composed predominantly of limestone and quartz sand. The major geological formations that are usually encountered within Okeechobee are Shelly Sediments of Pilo-Pleistocene and undifferentiated sediments. The following table below describes the generalized stratigraphic column of the general local geology and subsurface materials that may be associated with the geologic unit shown: Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 8 Table 3.2.1 Local Geology Geologic Formation Subsurface Materials Shelly Sediments of Pilo- Pleistocene (TQsu) Shell beds, undifferentiated, includes sediments previously placed in units primarily differentiated by the included fauna Undifferentiated Sediments (Qu) Sediments consisting of siliciclastics, organics and freshwater carbonates. Geologic Formation details for Table 3.2.1 obtained from the Florida Department of Environmental Protection website, http://www.dep.state.fl.us/geology/gisdatamaps/state_geo_map.htm The following Figure 3.2.1 presents the regional geological map and approximate site location. Figure 3.2.1 South Florida Geological Map Geologic map for Figure 3.2.1 obtained from the Florida Department of Environmental Protection website, http://www.dep.state.fl.us/geology/gisdatamaps/state_geo_map.htm Site Okeechobee Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 9 3.3 SOIL SURVEY MAPPING Based on the Soil Survey for Okeechobee County Area, Florida, (Tabular Data: Version 14, October 6, 2017 and Spatial Data: Version 4, December 18, 2013) by the US Department of Agriculture Soil Conservation Service (USDA); the predominant soil type at the site is identified. A summary of characteristics of this soil series is included in Table 3.3.1 below and Figure 3.3.1 shows the site soil mapping and depicting soil type number. Table 3.3.1 Soil Characteristics Soil Type Constituents Drainage Class Water Table 11- Immokalee fine sand, 0 to 2 percent slopes Fine Sand Poorly Drained About 6 to 18 inches Figure 3.3.1 Site soil mapping Soil map for Figure 3.3.1 obtained from USDA – Natural Resources Conservation Service; https://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 10 3.4 SUBSURFACE CHACTERIZATION The subsurface conditions encountered were generally consistent with published geological mapping. Table 3.4.1 below shows surface stratigraphy based on the nine borings conducted on the property and the following sections provide generalized characterizations of the soil strata encountered during our subsurface exploration. Surface elevations are estimated using projection of the topographic survey provided to ECS by The Ferber Company, performed by Farner Barley and Associates Inc. and dated August 14, 2018. For subsurface information at a specific location, refer to the Boring Logs in Appendix B. Table 3.4.1 Subsurface Stratigraphy Approximate Depth Range (ft) Approximate Elevation (ft)(2) Stratum Description Ranges of SPT(1) N-values (bpf) 0.0 – 0.7 EL +28.8 to +27.8 Surface Cover Topsoil Depth [3.0” to 4.0”] Asphalt Depth [1.0” to 1.5”] Crushed Limestone Base [4.0“ to 7.0”} – 0.25 – 20.0 EL +29.0 to +3.5 I (SP) SAND, Moist to Saturated, Very Loose to Medium Dense 2 -22 Notes: (1) Standard Penetration Test (2) Surface elevations are estimated using projections of the topographic survey provided to ECS by The Ferber Company, performed by Farner Barley and Associates Inc., dated June 8, 2018. 3.5 GROUNDWATER OBSERVATIONS Water levels were measured in our borings as noted on the soil boring logs in Appendix B. Groundwater depths measured at the time of drilling were approximately five to five and a half feet below ground surface (or EL. +23.0 to -23.5 feet); consider these elevations approximate. No further water measurements were conducted after drilling was finished. Variations in the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors. Based upon our interpretation of the boring data, it appears that the seasonal high groundwater level can be found at depths of three to three and a half feet (or EL. +25.0 to +25.5 feet); consider these elevations approximate. Please note that the exact ground surface elevations of each boring were not surveyed by a licensed surveyor. Surface elevations are estimated using projections of the topographic survey provided to ECS by The Ferber Company, performed by Farner Barley and Associates Inc., dated June 8, 2018. Ground water depths at the time of drilling and approximate seasonal high groundwater level are shown on the Boring Logs in Appendix B. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 11 3.6 IN SITU EXFILTRATION TESTING Constant head open-hole exfiltration testing was performed in-situ and in accordance with procedures of South Florida Water Management District (SFWMD) Usual Condition Test procedure found in the SFWMD Environmental Resource Permit Information Manual Volume IV (September 2010 edition). Testing at three locations denoted as exfiltration tests E-1 through E-3 were performed; results can be found in the Exfiltration Logs attached in Appendix B which includes the hydraulic conductivity (K, value) and are the result based on the exfiltration of the water through the soil at the location tested. For dry bottom retention ponds, it is common to place sod on the pond bottom. Do not use muck grown sod; it will reduce infiltration rates in the pond and the pond will not work as designed. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 12 4.0 LABORATORY TESTING The laboratory testing performed by ECS for this project was limited to the conducted borings and consisted of selected tests performed on samples obtained during our field exploration operations. The following paragraphs briefly discuss the results of the completed laboratory testing program. Classification and index property tests were performed on representative soil samples obtained from the test borings in order to aid in classifying soils according to the Unified Soil Classification System and to quantify and correlate engineering properties. An experienced geotechnical engineer visually classified each soil sample from the test borings on the basis of texture and plasticity in accordance with the Unified Soil Classification System (USCS) and ASTM D-2488 (Description and Identification of Soils-Visual/Manual Procedures). After classification, the geotechnical engineer grouped the various soil types into the major zones noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in parentheses before the soil descriptions on the boring logs. The stratification lines designating the interfaces between earth materials on the boring logs are approximate; in situ, the transitions may be gradual. Laboratory testing included two Wash #200 sieve analyses and moisture content tests on samples obtained from the Borings B-6 (eight to ten feet bls) and B-9 (four to six feet bls), indicating approximately 4.1 to 4.8 percent of the soil at the indicated depths are fine particles passing a number 200 sieve, and the moisture contents of the soil at the indicated depths are approximately 32.3 to 35.2 percent, as indicated on the attached Boring Logs. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 13 5.0 DESIGN RECOMMENDATIONS 5.1 BUILDING DESIGN The following sections provide recommendations for foundation design and soil supported slabs for the proposed building structures. Based on the results of soil test borings B-4 and B-5 performed within the proposed buildings footprint the encountered soils are appropriate to support the proposed structure on shallow foundations bearing on existing natural soil and/or structural fill material. 5.1.1 Shallow Foundations Provided subgrades and structural fills are prepared as discussed herein, the proposed structure can be supported by conventional shallow foundations: individual column footings and continuous wall footings. The design of the foundation could utilize the following parameters, as described in Table 5.1.1.1 below: Table 5.1.1.1 Foundation Design Design Parameter Column Footing Wall Footing Net Allowable Bearing Pressure(1) 2,500 psf 2,500 psf Acceptable Bearing Soil Material Medium Dense Compacted Sand–I Medium Dense Compacted Sand– I Minimum Width 24 inches 18 inches Minimum Footing Embedment Depth (below slab or finished grade) 24 inches 24 inches Estimated Total Settlement One inch One inch Estimated Differential Settlement Less than 0.5 inches between columns Less than 0.5 inches over 30 feet Note: (1) Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils above the base of the foundation. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 14 5.1.2 Floor Slabs The on-site natural soils are considered suitable for support of the lowest floor slabs. Moisture control during earthwork operations, including the use of disking or appropriate drying equipment, may be necessary. Based on our subsurface exploration, it appears that the slabs for the structures will bear on compacted structural fill. This material is likely suitable for the support of a slab-on-grade or monolithic slab after the subgrade has been properly prepared and compacted; however, there may be areas of loose or yielding soils that should be removed and replaced with compacted structural fill in accordance with the recommendations included in this report. The following graphic depicts our soil-supported slab recommendations: Figure 5.1.2.1 Soil supported slab recommendations 1. Drainage Layer Thickness: four inches 2. Drainage Layer Material: GRAVEL (GP, GW), SAND (SP, SW) 3. Subgrade compacted to 98% maximum dry density per ASTM D698 Subgrade Modulus: Provided the placement of Structural Fill and Granular Drainage Layer per the recommendations discussed herein, the slab may be designed assuming a modulus of subgrade reaction, k1 of 150 pci (lbs/cu. inch). The modulus of subgrade reaction value is based on a one foot by one foot plate load test basis and assuming that the subgrade is properly compacted. Slab Isolation: Ground-supported slabs should be isolated from the foundations and foundation- supported elements of the structure so that differential movement between the foundations and slab will not induce excessive shear and bending stresses in the floor slab. Where the structural configuration prevents the use of a free-floating slab, the slab should be designed with suitable reinforcement and load transfer devices to preclude overstressing of the slab. Maximum differential settlement of soils supporting interior slabs is anticipated to be less than half an inch. Concrete Slab Vapor Barrier Granular Capillary Break/Drainage Layer Compacted Subgrade Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 15 5.2 CANOPY FOUNDATION Based on the results of soil test borings B-2 and B-3, the proposed canopy can be supported by a spread footing foundation, designed for a net allowable compressive soil pressure of 2,500 psf with a minimum lateral dimension (width or diameter) of 24 inches. To develop this net allowable soil pressure, the canopy foundations should be embedded at a minimum depth of 24 inches below finished grades. A maximum temporary soil pressure due to overturning live loading of 2,500 psf is acceptable. For the design of the canopy foundation to resist uplift and overturning, the following soil parameters, shown on Table 5.2.1, can be utilized. Confirmation of these parameters must be obtained with additional exploration. Table 5.2.1 Soil Parameters 0.0 – 20.0 feet (SP) Coeficient of Earth Pressure at Rest (Ko): 0.50 Coefficient of Active Pressure at Rest (Ka): 0.33 Coefficient of Passive Earth Pressure (Kp): 3.00 Soil Moist Unit Weight (δ): 110 pcf Cohesion (c): 0 Angle of Internal Friction (ø): 30° Sliding Friction Coefficient [Concrete on Soil] (µ): 0.35 Skin Friction [Concrete cast against Soil] (Fs): 250 psf 5.3 TANK PAD DESIGN An excavation will be required to install the proposed tank pad, groundwater levels were recorded as shallow as five feet bls; therefore, there will be a tendency for water to accumulate in gravel backfill around the tanks. The tank tie down system should be designed for hydrostatic uplift pressures accordingly. Soils exposed at the base of the underground storage tank (UST) excavation may become unstable by the excavation work. Any materials softened or loosened during excavation or dewatering should be undercut and replaced. Groundwater was encountered as shallow as about eight feet on this site. Therefore, the use of well pointing may be required to excavate under dry conditions, if excavation is below the groundwater table. It should be contractually incumbent on the contractor to use the dewatering methods necessary to achieve a safe excavation with minimal ground disturbance. To provide more uniform bearing for the tank pad and a stable working platform, the tank pad should be directly supported by a minimum six to 12-inch layer of No. 57 Stone. This layer will also aid in dewatering the excavation, if required. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 16 5.4 PAVEMENT CONSIDERATIONS 5.4.1 Pavement Sections Subgrade Characteristics: Based on the results of our preliminary soil test borings, it appears that the soils that will be exposed as pavement subgrade will consist mainly of structural fill material and/or sandy soils. The pavement design for new pavement sections assumes subgrades consist of suitable materials evaluated by ECS and placed and compacted to at least 98 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D 1557) in accordance with the project specifications. Pavement Considerations: Pavement subgrades should be prepared in accordance with the recommendations in the section entitled "Earthwork Operations". We are providing preliminary recommendations for both standard duty and heavy duty flexible and rigid pavements sections. For the design and construction of exterior pavements, the subgrade should be prepared in strict accordance with the recommendations in the geotechnical report. An important consideration with the design and construction of pavements is surface and subsurface drainage. Where standing water develops, softening of the subgrade and other problems related to the premature deterioration of the pavement can be expected. For flexible pavement, we recommend using a three-layer pavement section consisting of stabilized subgrade, base course, and surface course. For rigid pavement, we recommend using a two-layer pavement section of stabilized subgrade and surface course. The pavement layers may be placed on existing, prepared subgrade or compacted fill. Pavement recommendations are based upon local experience with similar pavement conditions, Florida Department of Transportation (FDOT), and AASHTO Guide for Design of Pavement Structures. A minimum separation of 18 inches should be maintained between the pavement aggregate base (limerock) or base course in asphalt pavement areas and the seasonal high groundwater levels. In most cases, this separation is available. No full depth asphalt sections are allowed. Recommended pavement sections are described below in Table 5.4.1.1. Confirmation of these recommendations must be obtained with additional exploration post demolition of existing building structures. Table 5.4.1.1: Pavement Structures Sections Asphalt Concrete Component Standard Heavy Standard Heavy Stabilized Subgrade 12” 12” 12” 12” Base Course (Limerock) 6” 8” - - Surface Course 2” 2.5” 5” 6” Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 17 Asphalt Surface Course (flexible): Prime and tack coats should be applied during the construction of the pavement sections in accordance with per Florida Department of Transportation (FDOT) Standard Specifications for Road and Bridge Construction (current edition). Before applying any bituminous material, all loose dust, dirt, and other foreign material which might prevent proper bond with the existing surface should be removed. Particular care should be taken in cleaning the outer edges, to ensure that the prime or tack coat will adhere. Prior to applying prime coat, the moisture content of the base should be checked to make sure that it does not exceed the optimum moisture. The asphalt concrete pavement should consist of a Superpave mix Type SP as per FDOT Standard Specifications for Road and Bridge Construction (current edition), Section 334 Superpave Asphalt Concrete. Recycled Asphalt Pavement (RAP) and other recycled materials may be used as indicated in Section 334, previously mentioned. If this is to be a LEED certified project, credits may be awarded for using such materials. During placement, the compaction efforts should be monitored by ECS and asphalt should be compacted to a minimum 95 percent laboratory Marshall Density. After placement and field compaction, asphalt surface and base courses shall be randomly cored at minimum rate of three cores per day’s placement per mix type, but not less than three cores in light duty areas and three cores in heavy-duty areas shall be obtained. Asphalt concrete pavement samples shall be tested for conformance with density and thickness requirements. Cores shall be cut from minimal loading areas representative of the project. Concrete surface course (rigid): our preliminary recommendations for heavy-duty portland cement concrete (pcc) pavement section is using unreinforced portland cement concrete surface course (Type 1) providing a minimum 28-day compressive strength of 4,000 pounds per square inch (psi). This section would be placed over the compacted limerock base course atop the stabilized subgrade. Appropriate steel reinforcing and jointing should also be incorporated into the design of all pcc. In addition, the concrete should provide a minimum 28-day flexural strength (modulus of rupture) of 600 psi, based on the third point loading of concrete beam samples. Rigid pavement notes recommendations: • The surface of the subgrade soils should be free of all soft, unstable, or unsatisfactory soil and smooth and uniform. Any disturbances or wheel rutting corrected prior to placement of concrete. • The subgrade soils should be moistened not more than 24 hours prior to placement of concrete but there should be no standing water present during concrete placement. • Concrete pavement thickness should be uniform throughout, with the exception to thickened edges (curbs or footings). • The bottom of the pavement base course should be separated from the estimated typical wet season groundwater level by at least one and a half feet. • Maximum Control Joint Spacing should be 12 feet by 12 feet Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 18 • Minimum Sawcut depth should be at least 1/4 of concrete thickness • Isolation joints are recommended at the interface between concrete pavement and fixed objects such as drainage inlets, light poles, etc. • Control joints should be sawed as soon as the concrete can withstand traffic and concrete surface and aggregate raveling can be prevented. It is recommended that dowels be used for all construction joints for new pavements, the interface between new pavement and existing pavements, and interface at existing curb and gutter. It is recommended that 3/4 inch diameter smooth dowels 18 inches long spaced 12 inches on center be used. The full length of the dowels should be lightly oiled. Base Course: Typically, the most prevalent flexible or rigid pavement base material in South Florida is limerock. Limerock is readily available from FDOT approved mines in South Florida. As an alternative base course, crushed concrete could be used. Limerock should have a minimum LBR of 100 and should be mined from an FDOT approved source. Limerock should be placed in maximum six-inch lifts and compacted to 98 percent of the Modified Proctor (ASTM D 1557) maximum dry density. Limerock pavement base shall be in accordance with Section 911 and 200 of the FDOT Specifications for Road and Bridge Construction (Current Edition). Stabilized Subgrade: Stabilized subgrade soil material should be stabilized with rock to a minimum Limerock Bearing Ratio (LBR) of 40 percent, as specified by FDOT requirements for Type B or Type C Stabilized Subgrade. All stabilized subgrade materials should be compacted to 98 percent of the Modified Proctor (ASTM D1557) maximum dry density. Furthermore, the stabilized subgrade may be imported material or a blend of on-site soils and imported materials. If a blend is proposed, we recommend that the contractor perform a mix design to find the optimum mix proportions. It should be noted that a minimum of 97 percent of the stabilized material should pass a 3½ inch sieve. Perform compliance testing for base course to a depth of one foot at a frequency of one test per 5,000 square feet, or at a minimum of two test locations, whichever is greater. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 19 6.0 SITE CONSTRUCTION RECOMMENDATIONS 6.1 SUBGRADE PREPARATION 6.1.1 Demolition The site is developed with existing buildings and pavement structures. All structures will be demolished and all debris is to be removed from the site. All below-grade objects such as foundations, utilities, etc. are to be excavated, removed transported offsite. Any excavations to remove existing below-grade objects, is to be backfilled with structural fill and compacted per compaction requirements of this report so as to provide a stable subgrade. 6.1.2 Stripping and Grubbing The subgrade preparation should consist of stripping all concrete, asphalt, vegetation, rootmat, topsoil, and any other soft or unsuitable materials, from the ten-foot expanded building limits. ECS should be called on to verify that topsoil and unsuitable surficial materials have been completely removed prior to the placement of Structural Fill or construction of structures. 6.1.3 Proofrolling After removing all unsuitable surface materials, cutting to the proposed grade, and prior to the placement of any structural fill pavement structure or other construction materials, the exposed subgrade should be examined by the Geotechnical Engineer or authorized representative. The exposed subgrade must be properly compacted (as described in section 6.1.5) and then thoroughly proofrolled with previously approved construction equipment having a minimum axle load of ten tons (e.g. fully loaded tandem-axle dump truck). The areas subject to proofrolling should be traversed by the equipment in two perpendicular (orthogonal) directions with overlapping passes of the vehicle under the observation of the Geotechnical Engineer or authorized representative. This procedure is intended to assist in identifying any localized yielding materials. In the event that unstable or “pumping” subgrade is identified by the proofrolling, those areas should be marked for repair prior to the placement of any subsequent structural fill or other construction materials. Methods of repair of unstable subgrade, such as undercutting or moisture conditioning or chemical stabilization, should be discussed with the Geotechnical Engineer to determine the appropriate procedure with regard to the existing conditions causing the instability. A test pit(s) may be excavated to explore the shallow subsurface materials in the area of the instability to help in determined the cause of the observed unstable materials and to assist in the evaluation of the appropriate remedial action to stabilize the subgrade. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 20 6.1.4 Site Temporary Dewatering General Groundwater Conditions: Groundwater observations are described in Section 3.5 of this report. The depth at which groundwater is present on the site varies with surface elevation. In low-lying areas the presence of groundwater is more pronounced. Soils at contact with groundwater levels were very moist to wet. In most cases, moisture then decreased with depth. Based upon our subsurface exploration at this site, as well as significant experience on sites in nearby areas of similar geologic setting, we believe construction dewatering at this site will be limited to mainly removing accumulated rain water and some minor seepage from utility excavation. Deep wells will not be required for the temporary dewatering system. However, the dewatering operations can be handled by the use of conventional submersible pumps directly in the excavation or temporary trenches to remove water from the excavation. If temporary sump pits are used, we recommend they be established at an elevation three to five feet below the bottom of the excavation subgrade or bottom of footing. A perforated 55 gallon drum or other temporary structure could be used to house the pump. We recommend continuous dewatering of the excavations using electric pumps or manned gasoline pumps be used during construction. 6.1.5 Subgrade Stabilization Subgrade Compaction: Upon completion of subgrade documentation, the exposed subgrade within the ten-foot expanded building limit should be moisture conditioned to within +/- two percent of the soil’s optimum moisture content and be compacted with suitable equipment (minimum ten-ton roller) to a depth of ten inches. Subgrade compaction within the expanded building and pavement limits should be to a dry density of at least 98 percent of the Standard Proctor maximum dry density (ASTM D698). Beyond these areas, compaction of at least 95 percent should be achieved. ECS should be called on to document that proper subgrade compaction has been achieved. Subgrade Compaction Control: The expanded limits of the proposed construction areas should be well defined, including the limits for buildings, fills, and slopes, etc. Field density testing of subgrades will be performed at frequencies in Table 6.1.5.1 Table 6.1.5.1 Frequency of Subgrade Compaction Testing Location Frequency of Tests Expanded Building Limits One test per 2,000 sq. ft. per lift Pavement Areas One test per 5,000 sq. ft. per lift Utility Trenches One test per 200 linear ft. per lift All Other Non-Critical Areas One test per 5,000 sq. ft. per lift Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 21 Subgrade Stabilization: In some areas, particularly low-lying, wet areas of the site, undercutting of excessively soft materials may be considered inefficient. In such areas the use of a reinforcing geotextile or geogrid might be employed, under the advisement of ECS. Suitable stabilization materials may include medium duty woven geotextile fabrics or geogrids. The suitability and employment of reinforcing or stabilization products should be determined in the field by ECS personnel, in accordance with project specifications. 6.2 EARTHWORK OPERATIONS 6.2.1 Structural Fill Materials Product Submittals: Prior to placement of Structural Fill, representative bulk samples (about 50 pounds) of on-site and off-site borrow should be submitted to ECS for laboratory testing, which will include, natural moisture content, grain-size distribution, and moisture-density relationships for compaction. Import materials should be tested prior to being hauled to the site to determine if they meet project specifications. Satisfactory Structural Fill Materials: Materials satisfactory for use as Structural Fill should consist of inorganic soils classified as SW, SP, GW, GP, GM and GC, or a combination of these group symbols, per ASTM D 2487. The materials should be free of organic matter, debris, and should contain no particle sizes greater than four inches in the largest dimension. Open graded materials, such as Gravels (GW and GP), which contain void space in their mass should not be used in structural fills unless properly encapsulated with filter fabric. Unsatisfactory Materials: Unsatisfactory fill materials include materials which to not satisfy the requirements for suitable materials, as well as topsoil and organic materials (Pt, OH, OL), Silt (MH, ML), and Clay (CH, CL). 6.2.3 Compaction Structural Fill Compaction: Structural Fill within the expanded building and pavement limits should be placed in maximum 12-inch loose lifts, moisture conditioned as necessary to within +/- two percent of the soil’s optimum moisture content, and be compacted with suitable equipment to a dry density of at least 98 percent of the Standard Proctor maximum dry density (ASTM D698). Beyond these areas, compaction of at least 95 percent should be achieved. ECS should be called on to document that proper fill compaction has been achieved. Fill Compaction Control: The expanded limits of the proposed construction areas should be well defined, including the limits of the fill zones for buildings, pavements, and slopes, etc., at the time of fill placement. Grade controls should be maintained throughout the filling operations. All filling operations should be observed on a full-time basis by a qualified representative of the construction testing laboratory to determine that the minimum compaction requirements are being achieved. Field density testing of fills will be performed at the frequencies shown in Table 6.2.3.1, but not less than one test per lift. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 22 Table 6.2.3.1 Frequency of Compaction Tests in Fill Areas Location Frequency of Tests Expanded Building Limits One test per 2,000 sq. ft. per lift Pavement Areas One test per 5,000 sq. ft. per lift Utility Trenches One test per 200 linear ft. per lift All Other Non-Critical Areas One test per 5,000 sq. ft. per lift Compaction Equipment: Compaction equipment suitable to the soil type being compacted should be used to compact the subgrades and fill materials. A vibratory steel drum roller should be used for compaction of coarse-grained soils (Sands) as well as for sealing compacted surfaces. Fill Placement Considerations: Fill materials should not be placed on excessively wet soils. Excessively wet soils or aggregates should be scarified, aerated, and moisture conditioned. At the end of each work day, all fill areas should be graded to facilitate drainage of any precipitation and the surface should be sealed by use of a smooth-drum roller to limit infiltration of surface water. During placement and compaction of new fill at the beginning of each workday, the Contractor may need to scarify existing subgrades to a depth on the order of four inches so that a weak plane will not be formed between the new fill and the existing subgrade soils. Drying and compaction of wet soils is typically difficult during the rainy season. Accordingly, earthwork should be performed during the drier times of the year, if practical. Proper drainage should be maintained during the earthwork phases of construction to prevent ponding of water which has a tendency to degrade subgrade soils. Alternatively, if these soils cannot be stabilized by conventional methods as previously discussed, additional modifications to the subgrade soils such as cement stabilization may be utilized to adjust the moisture content. If cement is utilized to control moisture contents and/or for stabilization, regular Type 1 cement can be used. The construction testing laboratory should evaluate proposed cement soil modification procedures, such as quantity of additive and mixing and curing procedures, before implementation. The contractor should be required to minimize dusting or implement dust control measures, as required. Fill material should be placed in horizontal lifts in confined areas such as utility trenches, portable compaction equipment and thin lifts of three inches to four inches may be required to achieve specified degrees of compaction. We recommend that the grading contractor have equipment on site during earthwork for both drying and wetting fill soils. We do not anticipate significant problems in controlling moisture within the fill during dry weather, but moisture control may be difficult during extended periods of rain. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 23 6.3 FOUNDATION AND SLAB OBSERVATIONS Protection of Foundation Excavations: Exposure to the environment may weaken the soils at the footing bearing level if the foundation excavations remain open for too long a time. Therefore, foundation concrete should be placed the same day that excavations are made. If the bearing soils are softened by surface water intrusion or exposure, the softened soils must be removed from the foundation excavation bottom immediately prior to placement of concrete. If the excavation must remain open overnight, or if rainfall becomes imminent while the bearing soils are exposed, a one to three-inch thick “mud mat” of “lean” concrete should be placed on the bearing soils before the placement of reinforcing steel. Footing Subgrade Observations: Most of the soils at the foundation bearing elevation are anticipated to be suitable for support of the proposed structure. It will be important to have the geotechnical engineer of record observe the foundation subgrade prior to placing foundation concrete, to confirm the bearing soils are what was anticipated. If soft or unsuitable soils are observed at the footing bearing elevations, the unsuitable soils should be undercut and removed. Any undercut should be backfilled with lean concrete (f’c ≥ 1,000 psi at 28 days) up to the original design bottom of footing elevation; the original footing shall be constructed on top of the hardened lean concrete. Dynamic Cone Penetration (DCP) Testing is to be performed to confirm allowable bearing capacity at footing bearing elevation for spread footings and at every 50 linear feet for wall footings. Slab Subgrade Verification: A representative of ECS should be called on to observe exposed subgrades within the expanded building limits prior to Structural Fill Placement to assure that adequate subgrade preparation has been achieved. A proofrolling using a drum roller or loaded dump truck should be performed in their presence at that time. Once subgrades have been prepared to the satisfaction of ECS, subgrades should be properly compacted and new Structural Fill can be placed. Existing subgrades to a depth of at least 10 inches and all Structural Fill should be moisture conditioned to within +/- two percentage points of optimum moisture content then be compacted to the required density. If there will be a significant time lag between the site grading work and final grading of concrete slab areas prior to the placement of the subbase stone and concrete, a representative of ECS should be called on to verify the condition of the prepared subgrade. Prior to final slab construction, the subgrade may require scarification, moisture conditioning, and re-compaction to restore stable conditions. DCP Testing is to be performed to confirm allowable bearing capacity within building pad area. 6.4 UTILITY INSTALLATIONS Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable for support of utility pipes. The pipe subgrade should be observed and probed for stability by ECS to evaluate the suitability of the materials encountered. Any loose or unsuitable materials encountered at the utility pipe subgrade elevation should be removed and replaced with suitable compacted Structural Fill or pipe bedding material. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 24 Utility Backfilling: The granular bedding material should be at least four inches thick, but not less than that specified by the project drawings and specifications. Fill placed for support of the utilities, as well as backfill over the utilities, should satisfy the requirements for Structural Fill given in this report. Compacted backfill should be free of topsoil, roots, ice, or any other material designated by ECS as unsuitable. The backfill should be moisture conditioned, placed, and compacted in accordance with the recommendations of this report. Utility Excavation Dewatering: It is possible that perched water may be encountered by utility excavations which extend below existing grades. It is expected that removal of perched water which seeps into excavations could be accomplished by pumping from sumps excavated in the trench bottom and which are backfilled with FDOT Size No. 57 Stone or open graded bedding material. Should water conditions beyond the capability of sump pumping be encountered, the contractor should submit a Dewatering Plan in accordance with project specifications. Excavation Safety: All excavations and slopes should be made and maintained in accordance with OSHA excavation safety standards. The contractor is solely responsible for designing and constructing stable, temporary excavations and slopes and should shore, slope, or bench the sides of the excavations and slopes as required to maintain stability of both the excavation sides and bottom. The contractor’s responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor’s safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. ECS is providing this information solely as a service to our client. ECS is not assuming responsibility for construction site safety or the contractor’s activities; such responsibility is not being implied and should not be inferred. 6.5 GENERAL CONSTRUCTION CONSIDERATIONS Moisture Conditioning: During the wetter periods of the year, delays and additional costs should be anticipated. At these times, reduction of soil moisture may need to be accomplished by a combination of mechanical manipulation and the use of chemical additives, such as lime or cement, in order to lower moisture contents to levels appropriate for compaction. Alternatively, during the drier times of the year, such as the summer months, moisture may need to be added to the soil to provide adequate moisture for successful compaction according to the project requirements. Subgrade Protection: Measures should also be taken to limit site disturbance, especially from rubber-tired heavy construction equipment, and to control and remove surface water from development areas, including structural and pavement areas. It would be advisable to designate a haul road and construction staging area to limit the areas of disturbance and to prevent construction traffic from excessively degrading sensitive subgrade soils and existing pavement areas. Haul roads and construction staging areas could be covered with excess depths of aggregate to protect those subgrades. The aggregate can later be removed and used in pavement areas. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 25 Surface Drainage: Surface drainage conditions should be properly maintained. Surface water should be directed away from the construction area, and the work area should be sloped away from the construction area at a gradient of one percent or greater to reduce the potential of ponding water and the subsequent saturation of the surface soils. At the end of each work day, the subgrade soils should be sealed by rolling the surface with a smooth drum roller to minimize infiltration of surface water. Excavation Safety: Cuts or excavations associated with utility excavations may require forming or bracing, slope flattening, or other physical measures to control sloughing and/or prevent slope failures. Contractors should be familiar with applicable OSHA codes to ensure that adequate protection of the excavations and trench walls is provided. Erosion Control: The surface soils may be erodible. Therefore, the Contractor should provide and maintain good site drainage during earthwork operations to maintain the integrity of the surface soils. All erosion and sedimentation controls should be in accordance with sound engineering practices and local requirements. Proposed WAWA November 21, 2018 ECS Project No. 25:3382 Page 26 7.0 CLOSING ECS has prepared this report of findings, evaluations, and recommendations to guide geotechnical-related design and construction aspects of the project. The description of the proposed project, as well as the boring layout, is based on information provided to ECS by The Ferber Company. If any of this information is inaccurate, either due to our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted immediately in order that we can review the report in light of the changes and provide additional or alternate recommendations as may be required to reflect the proposed construction. We recommend that ECS be allowed to review the project’s plans and specifications pertaining to our work so that we may ascertain consistency of those plans/specifications with the intent of the geotechnical report. Field observations, monitoring, and quality assurance testing during earthwork and foundation installation are an extension of and integral to the geotechnical design recommendation. We recommend that the owner retain these quality assurance services and that ECS be allowed to continue our involvement throughout these critical phases of construction to provide general consultation as issues arise. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report. APPENDIX A – Drawings & Reports Site Location Diagram Boring Location Diagram Geologic Map USDA Soil Survey Map ENGINEER PROJECT NO. DATE CONCRETE/ASPHALT DEBRIS (6.00” to 2.00’ BELOW LAND SURFACE) LEGEND SCALE IN FEET 0 45 3382 LER/JAA AUGUST 2018 EXFILTRATION TESTING LOCATIONS BORING LOCATION DIAGRAM PROPOSED WAWA STATE ROAD 70 AND NW 2ND AVENUE, OKEECHOBEE, FLORIDA THE FERBER COMPANY, INC B-7, B-8, B-9 B-1, B-3 B-2 , B-4, B-5, B-6 10’ SPT LOCATIONS 20’ SPT LOCATIONS 25’ SPT LOCATIONS B-7/E-1 B-6 B-5 B-4 B-3 B-2 B-1 E-1 – E-3 B-8/E-2 B-9/E-3 8/21/2018 Service Layer Credits: Esri, HERE, Garmin, © OpenStreetMap contributors ² ENGINEER SCALE 3382 1 OF 1 PROJECT NO. SHEET DATE JNG THE FERBER COMPANY, INC. PROPOSED WAWA SR 70 AND NW 2ND AVENUE, OKEECHOBEE, FL SITE VICINITY DIAGRAM 0 600300 Feet 1 " = 300 ' GEOLOGIC MAP FIGURE 3.2.1 OBTAINED FROM THE UNITED STATE GEOLOFICAL SURVEY PUBLICATIONS WAREHOUSE WEBISTE https://sofia.er.usgs.gov/publications/maps/florida_geology/#sections Site Site Okeechobee Soil Map—Okeechobee County, Florida (3382 Soil Map) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/22/2018 Page 1 of 330132903013360301343030135003013570301364030137103013290301336030134303013500301357030136403013710516350516420516490516560516630516700516770516840516910516980 516350 516420 516490 516560 516630 516700 516770 516840 516910 516980 27° 14' 46'' N 80° 50' 5'' W27° 14' 46'' N80° 49' 42'' W27° 14' 32'' N 80° 50' 5'' W27° 14' 32'' N 80° 49' 42'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0100200 400 600 Feet 04080 160 240 Meters Map Scale: 1:3,000 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Okeechobee County, Florida Survey Area Data: Version 14, Oct 6, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 20, 2015—Mar 21, 2015 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Okeechobee County, Florida (3382 Soil Map) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/22/2018 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 11 Immokalee fine sand, 0 to 2 percent slopes 1.8 100.0% Totals for Area of Interest 1.8 100.0% Soil Map—Okeechobee County, Florida 3382 Soil Map Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/22/2018 Page 3 of 3 APPENDIX B – Field Operations Reference Notes for Boring Logs Boring Logs B-1 through B-9 Exfiltration Testing Results E-1 through E-3 0 5 10 15 20 25 30 25 20 15 10 5 0 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 SS SS SS SS SS SS SS SS 24 24 24 24 24 18 18 18 24 24 24 24 24 18 18 18 (SP) SAND, Trace Crushed Limestone and Roots, Gray to Dark, Moist, Loose (SP) SAND, Trace Silt, Brown to Dark Brown, Moist to Saturated, Medium Dense (SP) SAND, Gray, Saturated, Medium Dense to Loose END OF BORING @ 25.00' 2 3 5 6 4 5 6 7 6 6 6 8 5 6 6 7 4 6 6 8 4 7 7 3 3 3 4 4 6 8 11 12 12 12 14 6 10 CLIENT The Ferber Company, Inc. Job #: 25:3382 BORING # B-1 SHEET PROJECT NAME Proposed Wawa ARCHITECT-ENGINEER SITE LOCATION SR 70 and NW 2nd Avenue, Okeechobee, Okeechobee County, FL NORTHING 9886925.868 EASTING 1695078.74 STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.3 WS WD BORING STARTED 08/24/18 CAVE IN DEPTH WL(SHW)3.3 WL(ACR)BORING COMPLETED 08/24/18 HAMMER TYPE Auto WL RIG Truck FOREMAN DRILLING METHOD Mud RotaryDRILLING METHOD Mud RotaryDEPTH (FT)SAMPLE NO.SAMPLE TYPESAMPLE DIST. (IN)RECOVERY (IN)SURFACE ELEVATION DESCRIPTION OF MATERIAL WATER LEVELSELEVATION (FT)BLOWS/6"10 20 30 40 50+ 20% 40% 60% 80% 100% 12345+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT+ 28.4 ft (Approximately) 1 OF 1 0 5 10 15 20 25 30 25 20 15 10 5 0 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Asphalt Depth [1.50"] Gravel Depth [4.00"] (SP) SAND, With Crushed Limestone, Trace Asphalt , Gray to Tan, Moist, Loose (SP) SAND, Light Gray, Moist, Medium Dense (SP) SAND, Trace Silt, Dark Brown, Moist to Saturated, Medium Dense (SP) SAND, Dark Brown, Saturated, Medium Dense (SP) SAND, Trace Silt, Dark Brown, Saturated, Medium Dense (SP) SAND, Tan, Saturated, Loose END OF BORING @ 20.00' 7 6 4 3 4 6 7 7 6 6 16 18 8 8 7 7 8 9 9 11 3 3 4 3 3 3 10 13 22 15 18 7 6 CLIENT The Ferber Company, Inc. Job #: 25:3382 BORING # B-2 SHEET PROJECT NAME Proposed Wawa ARCHITECT-ENGINEER SITE LOCATION SR 70 and NW 2nd Avenue, Okeechobee, Okeechobee County, FL NORTHING 9886935.711 EASTING 1695196.85 STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.5 WS WD BORING STARTED 08/24/18 CAVE IN DEPTH WL(SHW)3.5 WL(ACR)BORING COMPLETED 08/24/18 HAMMER TYPE Auto WL RIG Truck FOREMAN DRILLING METHOD Mud RotaryDRILLING METHOD Mud RotaryDEPTH (FT)SAMPLE NO.SAMPLE TYPESAMPLE DIST. (IN)RECOVERY (IN)SURFACE ELEVATION DESCRIPTION OF MATERIAL WATER LEVELSELEVATION (FT)BLOWS/6"10 20 30 40 50+ 20% 40% 60% 80% 100% 12345+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT+28.5 ft (Approximately) 1 OF 1 0 5 10 15 20 25 30 25 20 15 10 5 0 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 SS SS SS SS SS SS SS SS 24 24 24 24 24 18 18 18 24 24 24 24 24 18 18 18 (SP) SAND, Gray to Brown, Moist, Loose (SP) SAND, Trace Silt, Dark Brown, Moist to Saturated, Loose to Medium Dense (SP) SAND, Tan, Saturated, Medium Dense (SP) SAND, Trace Silt, Tan, Saturated, Loose (SP) SAND, Tan, Saturated, Loose END OF BORING @ 25.00' 4 4 4 5 4 4 4 5 2 3 3 3 2 4 5 6 8 9 9 11 7 8 9 3 3 3 3 4 5 8 8 6 9 18 17 6 9 CLIENT The Ferber Company, Inc. Job #: 25:3382 BORING # B-3 SHEET PROJECT NAME Proposed Wawa ARCHITECT-ENGINEER SITE LOCATION SR 70 and NW 2nd Avenue, Okeechobee, Okeechobee County, FL NORTHING 9886866.813 EASTING 1695154.20 STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.3 WS WD BORING STARTED 08/24/18 CAVE IN DEPTH WL(SHW)3.3 WL(ACR)BORING COMPLETED 08/24/18 HAMMER TYPE Auto WL RIG Truck FOREMAN DRILLING METHOD Mud RotaryDRILLING METHOD Mud RotaryDEPTH (FT)SAMPLE NO.SAMPLE TYPESAMPLE DIST. (IN)RECOVERY (IN)SURFACE ELEVATION DESCRIPTION OF MATERIAL WATER LEVELSELEVATION (FT)BLOWS/6"10 20 30 40 50+ 20% 40% 60% 80% 100% 12345+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT+28.8 ft (Approximately) 1 OF 1 0 5 10 15 20 25 30 25 20 15 10 5 0 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Asphalt Depth [1.50"] Gravel Depth [5.00"] (SP) SAND, With Crushed Limestone, Trace Asphalt , Gray to Brown, Moist, Loose (SP) SAND, Light Gray, Moist, Medium Dense (SP) SAND, Trace Silt, Light Gray to Dark Brown, Moist to Saturated, Medium Dense (SP) SAND, Tan, Saturated, Medium Dense (SP) SAND, Trace Silt, Tan, Saturated, Loose END OF BORING @ 20.00' 7 4 4 4 4 5 7 7 7 8 7 8 6 8 8 9 5 5 8 8 6 7 9 3 3 5 8 12 15 16 13 16 8 CLIENT The Ferber Company, Inc. Job #: 25:3382 BORING # B-4 SHEET PROJECT NAME Proposed Wawa ARCHITECT-ENGINEER SITE LOCATION SR 70 and NW 2nd Avenue, Okeechobee, Okeechobee County, FL NORTHING 9886827.443 EASTING 1695075.46 STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.3 WS WD BORING STARTED 08/24/18 CAVE IN DEPTH WL(SHW)3.3 WL(ACR)BORING COMPLETED 08/24/18 HAMMER TYPE Auto WL RIG Truck FOREMAN DRILLING METHOD Mud RotaryDRILLING METHOD Mud RotaryDEPTH (FT)SAMPLE NO.SAMPLE TYPESAMPLE DIST. (IN)RECOVERY (IN)SURFACE ELEVATION DESCRIPTION OF MATERIAL WATER LEVELSELEVATION (FT)BLOWS/6"10 20 30 40 50+ 20% 40% 60% 80% 100% 12345+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT+ 28.3 ft (Approximately) 1 OF 1 0 5 10 15 20 25 30 25 20 15 10 5 0 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 24 24 24 24 24 18 18 Asphalt Depth [1.50"] Gravel Depth [7.00"] (SP) SAND, With Crushed Limestone, Trace Asphalt , Gray, Moist, Medium Dense (SP) SAND, Gray Brown, Moist to Saturated, Loose to Medium Dense (SP) SAND, Trace Silt, Dark Brown, Saturated, Medium Dense (SP) SAND, Tan, Saturated, Medium Dense (SP) SAND, Trace Silt, Tan, Saturated, Loose END OF BORING @ 20.00' 7 6 5 4 3 3 3 3 3 3 3 3 5 5 6 8 7 8 9 11 7 8 10 3 4 4 11 6 6 11 17 18 8 CLIENT The Ferber Company, Inc. Job #: 25:3382 BORING # B-5 SHEET PROJECT NAME Proposed Wawa ARCHITECT-ENGINEER SITE LOCATION SR 70 and NW 2nd Avenue, Okeechobee, Okeechobee County, FL NORTHING 9886827.443 EASTING 1695203.41 STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.2 WS WD BORING STARTED 08/24/18 CAVE IN DEPTH WL(SHW)3.2 WL(ACR)BORING COMPLETED 08/24/18 HAMMER TYPE Auto WL RIG Truck FOREMAN DRILLING METHOD Mud RotaryDRILLING METHOD Mud RotaryDEPTH (FT)SAMPLE NO.SAMPLE TYPESAMPLE DIST. (IN)RECOVERY (IN)SURFACE ELEVATION DESCRIPTION OF MATERIAL WATER LEVELSELEVATION (FT)BLOWS/6"10 20 30 40 50+ 20% 40% 60% 80% 100% 12345+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT+ 28.5 ft (Approximately) 1 OF 1 0 5 10 15 20 25 30 25 20 15 10 5 0 S-1 S-2 S-3 S-4 S-5 S-6 S-7 SS SS SS SS SS SS SS 24 24 24 24 24 18 18 0 24 24 24 24 18 18 Topsoil Depth [3.00"] (SP) SAND, , Trace Roots and Crushed Limestone, Gray to Dark Gray, Moist, Loose (SP) SAND, Tan to Brown, Moist to Saturated, Very Loose (SP) SAND, Trace Roots, Brown, Saturated, Loose (SP) SAND, Trace Silt, Dark Brown to Tan, Saturated, Medium Dense to Loose [Wash #200: 4.8%] (SP) SAND, Tan, Saturated, Loose END OF BORING @ 20.00' 2 2 4 2 1 2 2 3 2 1 1 2 2 3 4 5 6 7 8 8 4 4 6 3 3 4 6 4 2 7 15 35.2 10 7 CLIENT The Ferber Company, Inc. Job #: 25:3382 BORING # B-6 SHEET PROJECT NAME Proposed Wawa ARCHITECT-ENGINEER SITE LOCATION SR 70 and NW 2nd Avenue, Okeechobee, Okeechobee County, FL NORTHING 9886738.86 EASTING 1695180.45 STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.3 WS WD BORING STARTED 08/24/18 CAVE IN DEPTH WL(SHW)3.3 WL(ACR)BORING COMPLETED 08/24/18 HAMMER TYPE Auto WL RIG Truck FOREMAN DRILLING METHOD Mud RotaryDRILLING METHOD Mud RotaryDEPTH (FT)SAMPLE NO.SAMPLE TYPESAMPLE DIST. (IN)RECOVERY (IN)SURFACE ELEVATION DESCRIPTION OF MATERIAL WATER LEVELSELEVATION (FT)BLOWS/6"10 20 30 40 50+ 20% 40% 60% 80% 100% 12345+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT+ 28.3 ft (Approximately) 1 OF 1 0 5 10 15 20 25 30 25 20 15 10 5 0 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 (SP) SAND, Brown to Dark Brown, Moist to Saturated, Loose (SP) SAND, Trace Silt, Dark Brown, Saturated, Loose to Medium Dense END OF BORING @ 10.00' 3 5 4 2 2 2 4 4 3 5 4 4 3 4 6 6 5 8 9 11 9 6 9 10 17 CLIENT The Ferber Company, Inc. Job #: 25:3382 BORING # B-7 SHEET PROJECT NAME Proposed Wawa ARCHITECT-ENGINEER SITE LOCATION SR 70 and NW 2nd Avenue, Okeechobee, Okeechobee County, FL NORTHING 9886696.209 EASTING 1695134.52 STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.5 WS WD BORING STARTED 08/24/18 CAVE IN DEPTH WL(SHW)3.5 WL(ACR)BORING COMPLETED 08/24/18 HAMMER TYPE Manual WL RIG Truck FOREMAN DRILLING METHOD Mud RotaryDRILLING METHOD Mud RotaryDEPTH (FT)SAMPLE NO.SAMPLE TYPESAMPLE DIST. (IN)RECOVERY (IN)SURFACE ELEVATION DESCRIPTION OF MATERIAL WATER LEVELSELEVATION (FT)BLOWS/6"10 20 30 40 50+ 20% 40% 60% 80% 100% 12345+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT+ 28.3 ft (Approximately) 1 OF 1 0 5 10 15 20 25 30 25 20 15 10 5 0 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 Topsoil Depth [4.00"] (SP) SAND, Trace Roots, Gray to Dark Brown, Moist, Loose (SP) SAND, Brown to Dark Brown, Moist to Saturated, Very Loose to Medium Dense END OF BORING @ 10.00' 1 3 3 3 2 1 3 3 4 2 4 4 3 4 5 4 5 7 8 10 6 4 6 9 15 CLIENT The Ferber Company, Inc. Job #: 25:3382 BORING # B-8 SHEET PROJECT NAME Proposed Wawa ARCHITECT-ENGINEER SITE LOCATION SR 70 and NW 2nd Avenue, Okeechobee, Okeechobee County, FL NORTHING 9886692.928 EASTING 1695065.62 STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.4 WS WD BORING STARTED 08/24/18 CAVE IN DEPTH WL(SHW)3.4 WL(ACR)BORING COMPLETED 08/24/18 HAMMER TYPE Auto WL RIG Truck FOREMAN DRILLING METHOD Mud RotaryDRILLING METHOD Mud RotaryDEPTH (FT)SAMPLE NO.SAMPLE TYPESAMPLE DIST. (IN)RECOVERY (IN)SURFACE ELEVATION DESCRIPTION OF MATERIAL WATER LEVELSELEVATION (FT)BLOWS/6"10 20 30 40 50+ 20% 40% 60% 80% 100% 12345+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT+ 28.0 ft (Approximately) 1 OF 1 0 5 10 15 20 25 30 25 20 15 10 5 0 S-1 S-2 S-3 S-4 S-5 SS SS SS SS SS 24 24 24 24 24 24 24 24 24 24 Asphalt Depth [1.00"] Gravel Depth [6.00"] (SP) SAND, With Crushed Limestone, Trace Asphalt , Light Gray, Moist, Medium Dense (SP) SAND, Light Gray, Moist, Medium Dense (SP) SAND, Trace Silt, Dark Brown, Moist to Saturated, Medium Dense [Wash #200: 4.1%] END OF BORING @ 10.00' 4 6 6 6 5 8 9 8 5 7 11 9 5 6 14 18 12 9 11 13 12 17 18 32.3 20 20 CLIENT The Ferber Company, Inc. Job #: 25:3382 BORING # B-9 SHEET PROJECT NAME Proposed Wawa ARCHITECT-ENGINEER SITE LOCATION SR 70 and NW 2nd Avenue, Okeechobee, Okeechobee County, FL NORTHING 9886712.613 EASTING 1695006.56 STATION THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.8 WS WD BORING STARTED 08/24/18 CAVE IN DEPTH WL(SHW)3.8 WL(ACR)BORING COMPLETED 08/24/18 HAMMER TYPE Auto WL RIG Truck FOREMAN DRILLING METHOD Mud RotaryDRILLING METHOD Mud RotaryDEPTH (FT)SAMPLE NO.SAMPLE TYPESAMPLE DIST. (IN)RECOVERY (IN)SURFACE ELEVATION DESCRIPTION OF MATERIAL WATER LEVELSELEVATION (FT)BLOWS/6"10 20 30 40 50+ 20% 40% 60% 80% 100% 12345+ ENGLISH UNITS BOTTOM OF CASING LOSS OF CIRCULATION CALIBRATED PENETROMETER TONS/FT2 PLASTIC LIMIT % WATER CONTENT % LIQUID LIMIT % ROCK QUALITY DESIGNATION & RECOVERY RQD%REC.% STANDARD PENETRATION BLOWS/FT+ 28.1ft (Approximately) 1 OF 1 Job No.:25:3382 Exfiltration Location:E-1 Test Date:8/28/2018 EXFILTRATION LOG Proposed Wawa CONSTANT HEAD OPEN HOLE TEST 0.0 to 6.0 6.0 to 10.0 10 ft Total Exfiltration Depth 5.5 ft Groundwater Depth Below Existing Grade CALCULATIONS: 0.67 d = Diameter of Casing (ft) 5.5 H = Depth to Water Table (ft) 4.5 Ds = Saturated Hole Depth (ft) 17 W = Water added during test interval (Gal) 0 t1 = Time at Start of Test (sec) 600 t2 = Time at End of Test (sec) K = Hydraulic Conductivity (cfs/ft2 -ft. head) =4.4E-05 SAND, Trace Silt, Dark Brown Depth (Feet)Description SAND, Brown to Dark Brown SOIL PROFILE: )**42 (* *4 2 dHDHHd QK s S Ground Surface H1 Water Table DS d Job No.:25:3382 Exfiltration Location:E-2 Test Date:8/28/2018 EXFILTRATION LOG Proposed Wawa CONSTANT HEAD OPEN HOLE TEST 0.0 to 2.0 2.0 to 10.0 10 ft Total Exfiltration Depth 5.4 ft Groundwater Depth Below Existing Grade CALCULATIONS: 0.67 d = Diameter of Casing (ft) 5.4 H = Depth to Water Table (ft) 4.6 Ds = Saturated Hole Depth (ft) 13.8 W = Water added during test interval (Gal) 0 t1 = Time at Start of Test (sec) 600 t2 = Time at End of Test (sec) K = Hydraulic Conductivity (cfs/ft2 -ft. head) =3.6E-05 SOIL PROFILE: SAND, Brown to Dark Brown Depth (Feet)Description SAND, Trace Roots, Gray to Dark Brown )**42(* *4 2 dHDHHd QK s S Ground Surface H1 Water Table DS d Job No.:25:3382 Exfiltration Location:E-3 Test Date:8/28/2018 EXFILTRATION LOG Proposed Wawa CONSTANT HEAD OPEN HOLE TEST 0.0 to 2.0 2.0 to 4.0 4.0 to 10.0 10 ft Total Exfiltration Depth 5.8 ft Groundwater Depth Below Existing Grade CALCULATIONS: 0.67 d = Diameter of Casing (ft) 5.8 H = Depth to Water Table (ft) 4.2 Ds = Saturated Hole Depth (ft) 11.7 W = Water added during test interval (Gal) 0 t1 = Time at Start of Test (sec) 600 t2 = Time at End of Test (sec) K = Hydraulic Conductivity (cfs/ft2 -ft. head) =3.0E-05 SOIL PROFILE: SAND, Light Gray Depth (Feet)Description SAND, With Crushed Limestone, Light Gray SAND, Trace Silt, Dark Brown )**42 (* *4 2 dHDHHd QK s S Ground Surface H1 Water Table DS d APPENDIX C – Laboratory Testing Laboratory Testing Summary ECS Florida, LLC West Palm Beach, FL Laboratory Testing Summary Project No.:25: 3382 Project Name:Proposed Wawa Printed on: August 30,2018 Project Engineer: Lucrèce E. Regisme Principal Engineer: Jose N. Gómez, P.E., D.GE Summary By: Jeff Anosier Boring Number Sample Number Depth (feet)Soil Type [1.]MC (%) [2.] Percent Passing No.200 Sieve[3.] B-6 S-5 8.00 - 10.00 SP 35.2 4.8 B-9 S-3 4.00 - 6.00 SP 32.3 4.1 Notes: A670 ' A670 ' A670 ' ' í Definitions:MC: Moisture OC: Organic Content STORMWATER MANAGEMENT REPORT for Wawa Located at NWC of NE Park Street & SW 2nd Ave Okeechobee, FL 34972 City of Okeechobee Prepared for: City of Okeechobee Prepared by BOHLER ENGINEERING `CC0`II1 II/ 2255 GINgsg.NF ej , 6kalbn; 0.jS • 9 . Jn"° s_ Cti t.ph rs, P.E;' Florida ProfessIfi' vg Licenzo 67359 f DEC 0 3 2018 Table of Contents Executive Summary ............................................................................................................................ Section 1 Appendices ......................................................................................................................................... Section 2 Location Map................................................................................................................................. Appendix A FEMA Flood Map ........................................................................................................................... Appendix B Pre & Post Conditions Drainage Calculations .............................................................................. Appendix C SFWMD Rainfall Maps ................................................................................................................. Appendix D Underground Storage Vault Details ............................................................................................. Appendix E Pre‐Development / Existing Conditions ‐ Basin Map ................................................................... Appendix F Existing SFWMD Permit and Previous Design ............................................................................. Appendix G Section 1 Executive Summary 1 Executive Summary Site Description The development is located on the Northwest corner of NW Park St. & NW 3rd Ave. The purpose of this application and report is to allow for the construction of a surface water management system and commercial development, showing an overall improvement area while demonstrating that our proposed system complies with current requirements of all governing agencies, including the City of Okeechobee, South Florida Water Management District (SFWMD), a nd the Florida Department of Transportation (FDOT). Existing Conditions & Hydrology The existing site consist s of commercial properties that includes North Park Tire Center, Beijing Massage Spa and Oac Enterprises along with existing driveways, parking, pavement and utilities. Currently, the northern portion of the property drains north onto NW 2nd St. which ultimately discharges into a City of Okeechobee’s owned drainage system. Approximately two thirds of the existing roads bordering the east and west of the site currently drains south onto NW Park Street, with the majority of our site discharging into this portion of the existing roads ultimately conveying to NW Park St and existing FDOT drainage structure s located South of the site. Proposed Conditions & Hydrology The proposed development consists of an approximately 6,199 sq.-ft. Wawa with the accompanying drive isles, parking, and landscaping. The proposed site will capture storm water through roof drains and a series of interconnected inlets along with an underground stormwater vault system and drainage swales and to meet Water Quality requirements set forth by the City of Okeechobee and SFWMD. The site will discharge into the existing FDOT storm water system and will be controlled thr ough the southeast corner of the property through a control structure with a weir elevation of 27.85 and a 0.5-inch inverted triangle bleeder at elevation 22.50’. Groundwater Elevation The seasonal high ground water table is to 23 ft. NAVD. Floodplain Based on the FEMA National Flood Insurance Program FIRM Rate Map #12093C0480C, Dated: July 16, 2015, the above described property lies in Zone X, outside the 1% annual flood elevation. Vertical Datum All Elevations are based on surveyed data from a surv ey performed by Jeremy D. Hallick, Farner Barley and Associates, INC. dated 11/30/18 . All elevations in this report are based upon the North American Vertical Datum of 1988 (NAVD88). 2 Methodology A. Area Summary: Staging Analysis Area Summary Proposed Land Use Total Area (AC.) Building Area (AC.) Pervious Area (AC.) Impervious Area (AC.) Proposed Site 1.72 0.14 0.39 1.19 Total Percent Impervious 77.1% Total Stage-Storage Analysis Area (Excluding building area) *1.58 acres *excludes building areas listed above B. Design Criteria Water Quality: SFWMD – 1” x Site Area -OR- 2.5” x % Impervious Discharge Rate Pre vs Post Conditions Water quality for the proposed improvements has been provided to meet SFWMD criteria and is met through the onsite vault and proposed drainage swales. C. Water Quality Water quantity and quality for the proposed improvements has been provided to meet SFWMD and City of Okeechobee criteria. Cascade was used to model the post- development staging. 1. Soil Storage Compacted water soil storage was calculated and is attached in Appendix C. 2. Rainfall The storm water system has been analyzed for SFWMD rainfall events. The individual analyses with required rainfall amounts and durations are given in the Cascade models. Rainfall intensities are summarized as follows Post Calculated Volume Ac.-Ft Required Water Quality Volume 0.27 Ac-Ft. Provided Water Quality Volume at the control weir (@ Elevation 27.80) 0.27 Ac-Ft. Provided water quality a t top of swale (Elevation 28.00) 0.32Ac-Ft. 3 Pre vs Post Development Design Storm Max Stages Summary Design Storm Pre-Development Calculated Elevations- NAVD Post Calculated Elevations- NAVD Design Elevation - Ft., NAVD Design Criteria 10-Year / 24-Hour N/A 25.24 27.80 Lowest Inlet Elevation 25-Year / 24 -Hour Basin 1 – 28.57 Basin 2 – 28.88 Basin 3 – 29.08 Basin 4 – 27.95 Basin 5 – 28.04 27.42 28.50 27.85 Perimeter Berm Control Weir 100-Year / 72- Hour (zero discharge) N/A 28.07 30.00 Finish Floor Pre Development Existing Conditions Summary (for the 25 Year- 1 Day Storm Event of 7 Inches) Pre Vs Post Development Max Discharge Summary Design Storm Pre-Development Calculated Discharge CFS Post Calculated Discharge CFS 25-Year / 24-Hour 2.36 1.29 Soil Storage Curve Number (SF)(AC)(SF)(AC)(SF)(AC)(S) (Inches)(CN)Length (FT) Ave. Elev. (NAVD) City of Okeechobee FDOT 1 Basin 1 - NE Parcel (Lots 1 to 4 - North Half) 15,235 0.35 12,937 0.30 2,298 0.05 1.03 91 6 28.33 2.15 0 2 Basin 2 - NE Parcel (Lots 1 to 4 - South Half) 13,273 0.30 11,450 0.26 1,823 0.04 0.93 91 6 28.06 0 0.43 3 BASIN 3 - SW PARCEL (North Half of LOTS 7-8, Plus Half the Alley on Lots 7-8) 3,928 0.09 2,800 0.06 1,128 0.03 1.95 84 6 28.25 0 0 4 BASIN 4 - SW PARCEL (LOTS 7-10 PLUS 15' Alley on Lots 9 & 10) 26,828 0.62 11,195 0.26 15,633 0.36 3.96 72 5 27.57 0 0.97 5 BASIN 5 - SE PARCEL (Lots 11 and 12 Plus Alley on 11 and 12) 15,754 0.36 15,754 0.36 4,613 0.11 4.26 70 6 27.90 0 0.96 TOTAL 75,018 1.72 2.15 2.36 Basin Basin Area Impervious Area Pervious Area Discharge Weir Discharge (cfs, 25y 1d) Section 2 Appendices Appendix A – Location Map 1"=500' 0125250500 TM FLORIDA BUSINESS CERT. OF AUTH. No. 30780 2255 GLADES ROAD, SUITE 305E BOCA RATON, FL 33431 PHONE: (561) 571-0280 FAX: (561) 571-0281 THE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES. © BOHLER ENGINEERING, 2018H:\2018\FLB180057\DRAWINGS\EXHIBITS\LOCATION MAP\EX0----->LAYOUT: LAYOUT1 (2)WAWA NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE 12-03-2018 | JW | FLB180057 Appendix B – FEMA Flood Map NOTES TO USERS 1.1 dre•m.Ato.p�, M a AA.A • 11. re time Wel we awry. mop. tr 114. a,e.ra ,tl.TM , .1.144 • ^N./• tr. ., weea rexmrlca . nee PPI PI n. a�,en'u'w.:�r�r,.wie. .dePir.mo .10 PI PAPP et ppmiekre ro�.a. ._p A r PA . r PPM AGOI CePte SA. pe.I ifiC r .r ..c... • IyAWw"Wm,ev[+ "n9w.a:ePr a:.w:a �:."i °" k.'"a 'om 4 Pe ep. �A.fl"" mm ��q...y Mr<Y�i•�'a 5rr ��.K 0r 3C EA IP W E •19'^E CITY OF OICEECIIOBEE .Eme 170178 OKEECHOBEE COUNTY �� UNINCORPORATED AREAS „=`,,.n NNE alS, www\•• 1211171 RA IR 01 a E --- � �. nmr. , El-! ii■■■■1■■■ ..,. � .. 7►1 i��=MIM! ■illi■EME!^ . 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O MAP HUMBER — -+r EFFECTIVE DATE < JULY 16, 2015 2 PNr..1 EA..p.an MAP V.".,ttara Appendix C – Pre & Post Condition Drainage Calculations Date: 12/3/2018 Project: Wawa Park & 2nd Project No.: FLB180057 Calculated By: CR Checked By: JW SITE DATA ACRES SF Total Site Area (AT)=0.35 Acres 15,235 100% Total Building (AB)=0.00 Acres 0 0% Total Pavement/Sidewalk (AI)=0.30 Acres 12,937 85% Total Green (AP)=0.05 Acres 2,298 15% SOIL STORAGE CALCULATIONS Average Pervious Elevation =28.5 Ft. +/- NAVD Water Control Elevation = 22.0 Ft. +/- NAVD Seasonal High Water Table =23.00 Ft. NAVD Depth to water table=5.50 Ft. From SFWMD Manual for to W.T. (Comp S) (Flatwoods) =6.80 In. Compute overall soilstorage for site.=1.03 In. S=(Comp S)x[AP/AT]; Compute CN value for site=91 CN=1000/(S+10) COMPUTE 100-Year, 72-Hour Runoff Volume for Proposed Site Rainfall (P100-72), 10.00 In. Q100-72 = (P100-72-0.2S2)/(P100-72+0.8S) = 8.87 In. Runoff with Exfiltration Trench Credit (0 In.) 8.87 In. Compute volume generated by storm V = (P100-72/12)xAT =0.26 Ac.-Ft. COMPUTE 100-Year, 24-Hour Runoff Volume for Proposed Site Rainfall (P100-24), 8.00 In. Q100-24 = (P100-24-0.2S2)/(P100-24+0.8S) = 6.89 In. Runoff with Exfiltration Trench Credit (0 In.) 6.89 In. Compute volume generated by storm V = (P100-24/12)xAT =0.20 Ac.-Ft. COMPUTE 25-Year, 72-Day Runoff Volume for Proposed Site Rainfall (P25-72), 9.00 In. Q25-72= (P25-72-0.2S2)/(P25-72+0.8S) = 7.88 In. Runoff with Exfiltration Trench Credit (0 In.) 7.88 In. Compute volume generated by storm V = (P25-72/12)xAT =0.23 Ac.-Ft. COMPUTE 25-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 7.00 In. Q10-24= (P10-24-0.2S2)/P10-24+0.8S) = 5.90 In. Runoff with Exfiltration Trench Credit (0 In.) 5.90 In. Compute volume generated by storm V = (P10-24/12)xAT =0.17 Ac.-Ft. COMPUTE 10-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 5.00 In. Q10-24= (P10-24-0.2S2)/(P10-24+0.8S) = 3.95 In. Runoff with Exfiltration Trench Credit (0 In.) 3.95 In. Compute volume generated by storm V = (P10-24/12)xAT =0.12 Ac.-Ft. Storm Water Management Calculations: PRE-DEVELOPMENT BASIN 1 - NE PARCEL (LOTS 1-4) NORTH HALF Date: 12/3/2018 Project: Wawa Park & 2nd Project No.: FLB180057 Calculated By: CR Checked By: JW SITE DATA ACRES SF Total Site Area (AT)=0.30 Acres 13,273 100% Total Building (AB)=0.00 Acres 0 0% Total Pavement/Sidewalk (AI)=0.26 Acres 11,450 86% Total Green (AP)=0.04 Acres 1,823 14% SOIL STORAGE CALCULATIONS Average Pervious Elevation =28.5 Ft. +/- NAVD Water Control Elevation = 22.0 Ft. +/- NAVD Seasonal High Water Table =23.00 Ft. NAVD Depth to water table=5.50 Ft. NAVD From SFWMD Manual for to W.T. (Comp S) (Flatwoods) =6.80 In. NAVD Compute overall soilstorage for site.=0.93 In. S=(Comp S)x[AP/AT]; Compute CN value for site=91 CN=1000/(S+10) COMPUTE 100-Year, 72-Hour Runoff Volume for Proposed Site Rainfall (P100-72), 10.00 In. Q100-72 = (P100-72-0.2S2)/(P100-72+0.8S) = 8.96 In. Runoff with Exfiltration Trench Credit (0 In.) 8.96 In. Compute volume generated by storm V = (P100-72/12)xAT =0.23 Ac.-Ft. COMPUTE 100-Year, 24-Hour Runoff Volume for Proposed Site Rainfall (P100-24), 8.00 In. Q100-24 = (P100-24-0.2S2)/(P100-24+0.8S) = 6.98 In. Runoff with Exfiltration Trench Credit (0 In.) 6.98 In. Compute volume generated by storm V = (P100-24/12)xAT =0.18 Ac.-Ft. COMPUTE 25-Year, 72-Day Runoff Volume for Proposed Site Rainfall (P25-72), 9.00 In. Q25-72= (P25-72-0.2S2)/(P25-72+0.8S) = 7.97 In. Runoff with Exfiltration Trench Credit (0 In.) 7.97 In. Compute volume generated by storm V = (P25-72/12)xAT =0.20 Ac.-Ft. COMPUTE 25-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 7.00 In. Q10-24= (P10-24-0.2S2)/P10-24+0.8S) = 5.99 In. Runoff with Exfiltration Trench Credit (0 In.) 5.99 In. Compute volume generated by storm V = (P10-24/12)xAT =0.15 Ac.-Ft. COMPUTE 10-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 5.00 In. Q10-24= (P10-24-0.2S2)/(P10-24+0.8S) = 4.03 In. Runoff with Exfiltration Trench Credit (0 In.) 4.03 In. Compute volume generated by storm V = (P10-24/12)xAT =0.10 Ac.-Ft. Storm Water Management Calculations: PRE-DEVELOPMENT BASIN 2 - NE PARCEL (LOTS 1-4) SOUTH HALF Date: 12/3/2018Project: Wawa Park & 2ndProject No: FLB180057Calculated By: CRChecked By: JWBasin 1 - NE Parcel (Lots 1 to 4 - North Half)N & W PL Paved 1 LS 1 Basin 1Basin 2 - NE Parcel (Lots 1 to 4 - South Half)S & W PL Paved 2 LS 2 Basin 2Land TypePervious Impervious PerviousLand Type Land TypePervious Impervious PerviousLand TypeArea (SF)626 12,937 1,672Area (SF) 15,235 Area (SF)908 11,450 915Area (SF) 13,273Area (Acres)0.0144 0.2970 0.0384Area (Acres) 0.35 Area (Acres)0.0208 0.2629 0.0210Area (Acres) 0.30Storage TypeSloped Sloped SlopedStorage Type None Storage TypeSloped Sloped SlopedStorage Type NoneStart (Ft.)28.36 28.28 28.60Start (Ft.) 28.28 Start (Ft.)28.06 28.06 28.51Start (Ft.) 28.06End (Ft.)28.46 28.81 28.81End (Ft.) 28.81 End (Ft.)28.31 28.78 28.71End (Ft.) 28.78Stage (Ft.)Storage (Ac-Ft) Storage (Ac-Ft)Storage (Ac-Ft)Stage (Ft.)Total Storage (Ac-Ft) Stage (Ft.)Storage (Ac-Ft)Storage (Ac-Ft) Storage (Ac-Ft)Stage (Ft.)Total Storage (Ac-Ft)23.000.00 0.00 0.0023.00 0.00 23.000.00 0.00 0.0023.00 0.0023.500.00 0.00 0.0023.50 0.00 23.500.00 0.00 0.0023.50 0.0024.000.00 0.00 0.0024.00 0.00 24.000.00 0.00 0.0024.00 0.0024.500.00 0.00 0.0024.50 0.00 24.500.00 0.00 0.0024.50 0.0025.000.00 0.00 0.0025.00 0.00 25.000.00 0.00 0.0025.00 0.0025.500.00 0.00 0.0025.50 0.00 25.500.00 0.00 0.0025.50 0.0026.000.00 0.00 0.0026.00 0.00 26.000.00 0.00 0.0026.00 0.0026.500.00 0.00 0.0026.50 0.00 26.500.00 0.00 0.0026.50 0.0027.000.00 0.00 0.0027.00 0.00 27.000.00 0.00 0.0027.00 0.0027.500.00 0.00 0.0027.50 0.00 27.500.00 0.00 0.0027.50 0.0028.000.00 0.00 0.0028.00 0.00 28.000.00 0.00 0.0028.00 0.0028.500.00 0.01 0.0028.50 0.01 28.500.01 0.04 0.0028.50 0.0429.000.01 0.14 0.0129.00 0.15 29.000.02 0.15 0.0129.00 0.1829.500.02 0.28 0.0329.50 0.33 29.500.03 0.28 0.0229.50 0.3330.000.02 0.43 0.0530.00 0.50 30.000.04 0.42 0.0330.00 0.48Stage-Storage Tabulation: Pre Development Basins 1 and 2Total Area (Ac.)Discharges NE, Over Exisiting Driveway and Discharges into City of Okeechobee Drainage System @ Elevation 28.33Total Area (Ac.)Discharges East, Over Exisiting Driveway and Discharges South into FDOT's Drainage System @ Elevation 28.06 Date: 12/3/2018 Project: Wawa Park & 2nd Project No.: FLB180057 Calculated By: CR Checked By: JW SITE DATA ACRES SF Total Site Area (AT)=0.09 Acres 3,928 100% Total Building (AB)=0.00 Acres 0 0% Total Pavement/Sidewalk (AI)=0.06 Acres 2,800 71% Total Green (AP)=0.03 Acres 1,128 29% SOIL STORAGE CALCULATIONS Average Pervious Elevation =28.5 Ft. +/- NAVD Water Control Elevation = 22.0 Ft. +/- NAVD Seasonal High Water Table =23.00 Ft. NAVD Depth to water table=5.50 Ft. NAVD From SFWMD Manual for to W.T. (Comp S) (Flatwoods) =6.80 In. NAVD Compute overall soilstorage for site.=1.95 In. S=(Comp S)x[AP/AT]; Compute CN value for site=84 CN=1000/(S+10) COMPUTE 100-Year, 72-Hour Runoff Volume for Proposed Site Rainfall (P100-72), 10.00 In. Q100-72 = (P100-72-0.2S2)/(P100-72+0.8S) = 7.99 In. Runoff with Exfiltration Trench Credit (0 In.) 7.99 In. Compute volume generated by storm V = (P100-72/12)xAT =0.06 Ac.-Ft. COMPUTE 100-Year, 24-Hour Runoff Volume for Proposed Site Rainfall (P100-24), 8.00 In. Q100-24 = (P100-24-0.2S2)/(P100-24+0.8S) = 6.06 In. Runoff with Exfiltration Trench Credit (0 In.) 6.06 In. Compute volume generated by storm V = (P100-24/12)xAT =0.05 Ac.-Ft. COMPUTE 25-Year, 72-Day Runoff Volume for Proposed Site Rainfall (P25-72), 9.00 In. Q25-72= (P25-72-0.2S2)/(P25-72+0.8S) = 7.02 In. Runoff with Exfiltration Trench Credit (0 In.) 7.02 In. Compute volume generated by storm V = (P25-72/12)xAT =0.05 Ac.-Ft. COMPUTE 25-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 7.00 In. Q10-24= (P10-24-0.2S2)/P10-24+0.8S) = 5.10 In. Runoff with Exfiltration Trench Credit (0 In.) 5.10 In. Compute volume generated by storm V = (P10-24/12)xAT =0.04 Ac.-Ft. COMPUTE 10-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 5.00 In. Q10-24= (P10-24-0.2S2)/(P10-24+0.8S) = 3.24 In. Runoff with Exfiltration Trench Credit (0 In.) 3.24 In. Compute volume generated by storm V = (P10-24/12)xAT =0.02 Ac.-Ft. Storm Water Management Calculations: PRE-DEVELOPMENT BASIN 3 - SW PARCEL NORTH HALF (LOTS 7-8, PLUS Half the Alley on Lots 7-8) Date: 12/3/2018Project: Wawa Park & 2ndProject No: FLB180057Calculated By: CRChecked By: JW BASIN 3 - SW PARCEL (North Half of LOTS 7-8, Plus Half the Alley on Lots 7-8)LS -3 LS-4 Paved 3 Paved 4 Alley 1 Basin 1Land TypePervious Pervious Impervious Impervious PerviousLand TypeArea (SF)900 228 1,264 869 667Area (SF) 3,928Area (Acres)0.0207 0.0052 0.0290 0.0199 0.0153Area (Acres) 0.09Storage TypeSloped Sloped Sloped Sloped SlopedStorage Type NoneStart (Ft.)28.21 28.05 28.50 28.90 28.21Start (Ft.) 28.05End (Ft.)29.04 29.00 28.72 29.04 28.68End (Ft.) 29.04Stage (Ft.)Storage (Ac-Ft) Storage (Ac-Ft) Storage (Ac-Ft) Storage (Ac-Ft)Storage (Ac-Ft)Stage (Ft.)Total Storage (Ac-Ft)23.000.00 0.00 0.00 0.00 0.0023.00 0.0023.500.00 0.00 0.00 0.00 0.0023.50 0.0024.000.00 0.00 0.00 0.00 0.0024.00 0.0024.500.00 0.00 0.00 0.00 0.0024.50 0.0025.000.00 0.00 0.00 0.00 0.0025.00 0.0025.500.00 0.00 0.00 0.00 0.0025.50 0.0026.000.00 0.00 0.00 0.00 0.0026.00 0.0026.500.00 0.00 0.00 0.00 0.0026.50 0.0027.000.00 0.00 0.00 0.00 0.0027.00 0.0027.500.00 0.00 0.00 0.00 0.0027.50 0.0028.000.00 0.00 0.00 0.00 0.0028.00 0.0028.500.00 0.00 0.00 0.00 0.0028.50 0.0029.000.01 0.00 0.01 0.00 0.0129.00 0.0329.500.02 0.01 0.03 0.01 0.0229.50 0.0830.000.03 0.01 0.04 0.02 0.0230.00 0.12Stage-Storage Tabulation: Pre Development Basin 3Total Area (Ac.)Discharges NE, Over Exisiting 6' Alley Driveway and Discharges into City of Okeechobee Drainage System @ Elevation 28.25 Date: 12/3/2018 Project: Wawa Park & 2nd Project No.: FLB180057 Calculated By: CR Checked By: JW SITE DATA ACRES SF Total Site Area (AT)=0.62 Acres 26,828 100% Total Building (AB)=0.09 Acres 3,708 14% Total Pavement/Sidewalk (AI)=0.17 Acres 7,487 28% Total Green (AP)=0.36 Acres 15,633 58% SOIL STORAGE CALCULATIONS Average Pervious Elevation =28.5 Ft. +/- NAVD Water Control Elevation = 22.0 Ft. +/- NAVD Seasonal High Water Table =23.00 Ft. NAVD Depth to water table=5.50 Ft. NAVD From SFWMD Manual for to W.T. (Comp S) (Flatwoods) =6.80 In. NAVD Compute overall soilstorage for site.=3.96 In. S=(Comp S)x[AP/AT]; Compute CN value for site=72 CN=1000/(S+10) COMPUTE 100-Year, 72-Hour Runoff Volume for Proposed Site Rainfall (P100-72), 10.00 In. Q100-72 = (P100-72-0.2S2)/(P100-72+0.8S) = 6.44 In. Runoff with Exfiltration Trench Credit (0 In.) 6.44 In. Compute volume generated by storm V = (P100-72/12)xAT =0.33 Ac.-Ft. COMPUTE 100-Year, 24-Hour Runoff Volume for Proposed Site Rainfall (P100-24), 8.00 In. Q100-24 = (P100-24-0.2S2)/(P100-24+0.8S) = 4.65 In. Runoff with Exfiltration Trench Credit (0 In.) 4.65 In. Compute volume generated by storm V = (P100-24/12)xAT =0.24 Ac.-Ft. COMPUTE 25-Year, 72-Day Runoff Volume for Proposed Site Rainfall (P25-72), 9.00 In. Q25-72= (P25-72-0.2S2)/(P25-72+0.8S) = 5.54 In. Runoff with Exfiltration Trench Credit (0 In.) 5.54 In. Compute volume generated by storm V = (P25-72/12)xAT =0.28 Ac.-Ft. COMPUTE 25-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 7.00 In. Q10-24= (P10-24-0.2S2)/P10-24+0.8S) = 3.79 In. Runoff with Exfiltration Trench Credit (0 In.) 3.79 In. Compute volume generated by storm V = (P10-24/12)xAT =0.19 Ac.-Ft. COMPUTE 10-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 5.00 In. Q10-24= (P10-24-0.2S2)/(P10-24+0.8S) = 2.17 In. Runoff with Exfiltration Trench Credit (0 In.) 2.17 In. Compute volume generated by storm V = (P10-24/12)xAT =0.11 Ac.-Ft. Storm Water Management Calculations: PRE-DEVELOPMENT BASIN 4 - SW PARCEL (LOTS 7-10 PLUS 15' Alley on Lots 9 & 10) Date: 12/3/2018 Project: Wawa Park & 2nd Project No.: FLB180057 Calculated By: CR Checked By: JW 0.62 Acres (100%) 0.09 Acres (14%) 0.17 Acres (28%) 0.36 Acres (58%) 0.00 Acres (0%) -Compute first inch of runoff over entire site WQ1 = 1 Inch x AT x (1 Ft./12 In.) = 1/12 x 0.615886134067952 Acres = 0.05 Ac.-Ft. or = 0.615886134067952 Ac.-In. -Compute 2.5" x % of Imperviousness A) Calculate site area for W.Q. Imperviousness AS = AT-(AB+AL) = 0.615886134067952 - (0.0851239669421488 + 0) = 0.53 Acres B) Calculate Imperviousness Area for W.Q. AIMP =AS-AP = 0.530762167125803 - 0.358884297520661 = 0.17 Acres C) Calculate percent imperviousness %IMP =(AIMP / AS) x 100 = (0.171877869605142 / 0.530762167125803) x100 = 32% D) Calculate 2.5 inches times the percent imperviousness V2.5 = 2.5 in. x %IMP = 2.5 in. x 0.32 = 0.80 In. E) Calculate W.Q. volume required WQ2.5 =V2.5 x (AT - AL) = 0.8 x (0.615886134067952 - 0) = 0.04 Ac.-Ft. or = 0.48 Ac.-In. -Determine W.Q. required for site WQ= 0.05 Ac.-Ft. or = 0.6 Ac.-In. Since the 0.6 ac-in is greater than the 0.48 ac-in computed for the first inch of runoff the volume of 0.6 ac-in controls. Compute Water Quality Requirements Water Quality Calculations: PRE-DEVELOPMENT BASIN 4 Total Site Area (AT)= Total Building/Canopy (AB)= Total Pavement/Sidewalk (AI)= Total Green (AP)= Total Pond/Lake (AL) SITE DATA Date: Project: Project No: Calculated By: CR Checked By: JW Trench: Test Hole # BHP-1 BHP-2 BHP-3 BHP-4 KAVG Elevations (NAVD) 28.00 28.00 26.00 23.00 23.00 2 0.80 Inches 0.60 Acre-Inches 2.48 Inches 1.53 Acre-Inches 50% H2 = W = Du = Ds = H = Du + Ds = Trench Length for Meeting Water Quality Requirements within the Exfiltration Trench: LWQ =146 Feet Total Trench Length Provided: LPROVIDED =50 Feet What was previously installed does not meet water quality requirements today. (cfs/ft2/ft hd) Dry/Wet Retention Addition Runoff (QADD) Factor of Safety Water Quality Volume (VWQ) Addition Volume (VADD) % of WQ Required 4.40E-05 4.40E-05 Description of Elevations Grade Top of Trench Weir 12/3/2018 Wawa Park & 2nd FLB180057 Exfiltration Trench Calculations: Pre-Development (Existing 50') K-Values Seasonal High Water Table Bottom of Trench Design Parameters L =F.S.[(%WQ)(VWQ)+VADD] K * [ (H*W) + (2*H*Du) - Du^2 + (2*H*Ds)] + [ 1.39 * 10^-4] * (W*Du) Trench Properties 5.00 Ft. 5.00 Ft. 3.00 Ft. 0.00 Ft. 3.00 Ft. Water Quality Runoff (QWQ) Date: Project: Project No: Calculated By: CR Checked By: JW Trench: Test Hole # BHP-1 BHP-2 BHP-3 BHP-4 KAVG Elevations (NAVD) 28.00 28.00 26.00 23.00 23.00 H2 = W = Du = Ds = H = Du + Ds = V = Stage (Ft.)H2 (Ft.) 23.00 0.00 23.50 0.50 24.00 1.00 24.50 1.50 25.00 2.00 25.50 2.50 26.00 3.00 26.50 3.50 27.00 4.00 27.50 4.50 28.00 5.00 28.50 5.50 29.00 6.00 29.50 6.50 30.00 7.00 30.50 7.50 4.40E-05 Grade Weir Top of Trench Seasonal High Water Table (cfs/ft2/ft hd) 4.40E-05 12/3/2018 Wawa Park & 2nd FLB180057 Exfiltration Trench Calculations: Pre-Development (Existing 50') K-Values Exfiltrated Volume (Ac.-Ft.) Description of Elevations L x [K x (H2 x W + 2 x H2 x Du) - Du^2 + (2 x H2 x Ds) + (1.39 x 10^-4) x (W x Du)] Trench Properties 5.00 Ft. 5.00 Ft. 3.00 Ft. 0.00 Ft. 3.00 Ft. Bottom of Trench 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.02 0.01 0.02 0.01 0.01 0.01 0.00 0.01 0.01 Date: 12/3/2018Project: Wawa Park & 2ndProject No: FLB180057Calculated By: CRChecked By: JWBASIN 4 - SW PARCEL (LOTS 7-10 PLUS 15' Alley on Lots 9 & 10) Paved 5 Conc. 1 Alley 2 LS 5 LS 6 LS 7Building 1 BuildingExfiltration TrenchBASIN 4 - SW PARCEL (LOTS 7-10 PLUS 15' Alley on Lots 9 & 10)Land TypeImpervious ImperviousImpervious Pervious Pervious Pervious Impervious Impervious N/ALand TypeArea (SF)5500 1087 900 393 14802 438 1855 1853Area (SF) 26,828Area (Acres)0.1263 0.0250 0.0207 0.0090 0.3398 0.0101 0.0426 0.0425 N/AArea (Acres) 0.62Storage TypeSloped Sloped Sloped Sloped Sloped Sloped Flat Flat N/AStorage TypeStart (Ft.)27.55 28.40 28.00 27.55 27.59 28.00 50.00 50.00 N/AStart (Ft.)End (Ft.)28.40 29.16 28.60 28.14 28.50 28.30 50.00 50.00 N/AEnd (Ft.)Stage (Ft.)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft) Storage (Ac-Ft)Stage (Ft.)Total Storage (Ac-Ft)23.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0023.00 0.0023.500.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0123.50 0.0124.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0124.00 0.0124.500.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0124.50 0.0125.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0125.00 0.0125.500.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0125.50 0.0126.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0126.00 0.0126.500.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0126.50 0.0127.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0227.00 0.0227.500.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0227.50 0.0228.000.02 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.0228.00 0.0728.500.07 0.00 0.00 0.01 0.15 0.00 0.00 0.00 0.0228.50 0.2529.000.13 0.01 0.01 0.01 0.32 0.01 0.00 0.00 0.0229.00 0.5129.500.19 0.02 0.02 0.01 0.49 0.01 0.00 0.00 0.0229.50 0.7830.000.26 0.03 0.04 0.02 0.66 0.02 0.00 0.00 0.0230.00 1.05Stage-Storage Tabulation: Post-DevelopmentTotal Area (Ac.)Discharges South Over Exisiting Driveway and Discharges into FDOT Drainage System @ Elevation 27.57 Date: 12/3/2018 Project: Wawa Park & 2nd Project No.: FLB180057 Calculated By: CR Checked By: JW SITE DATA ACRES SF Total Site Area (AT)=0.36 Acres 15,754 100% Total Building (AB)=0.03 Acres 1,261 8% Total Pavement/Sidewalk (AI)=0.11 Acres 4,613 29% Total Green (AP)=0.23 Acres 9,880 63% SOIL STORAGE CALCULATIONS Average Pervious Elevation =28.5 Ft. +/- NAVD Water Control Elevation = 22.0 Ft. +/- NAVD Seasonal High Water Table =23.00 Ft. NAVD Depth to water table=5.50 Ft. NAVD From SFWMD Manual for to W.T. (Comp S) (Flatwoods) =6.80 In. NAVD Compute overall soilstorage for site.=4.26 In. S=(Comp S)x[AP/AT]; Compute CN value for site=70 CN=1000/(S+10) COMPUTE 100-Year, 72-Hour Runoff Volume for Proposed Site Rainfall (P100-72), 10.00 In. Q100-72 = (P100-72-0.2S2)/(P100-72+0.8S) = 6.24 In. Runoff with Exfiltration Trench Credit (0 In.) 6.24 In. Compute volume generated by storm V = (P100-72/12)xAT =0.19 Ac.-Ft. COMPUTE 100-Year, 24-Hour Runoff Volume for Proposed Site Rainfall (P100-24), 8.00 In. Q100-24 = (P100-24-0.2S2)/(P100-24+0.8S) = 4.48 In. Runoff with Exfiltration Trench Credit (0 In.) 4.48 In. Compute volume generated by storm V = (P100-24/12)xAT =0.13 Ac.-Ft. COMPUTE 25-Year, 72-Day Runoff Volume for Proposed Site Rainfall (P25-72), 9.00 In. Q25-72= (P25-72-0.2S2)/(P25-72+0.8S) = 5.35 In. Runoff with Exfiltration Trench Credit (0 In.) 5.35 In. Compute volume generated by storm V = (P25-72/12)xAT =0.16 Ac.-Ft. COMPUTE 25-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 7.00 In. Q10-24= (P10-24-0.2S2)/P10-24+0.8S) = 3.63 In. Runoff with Exfiltration Trench Credit (0 In.) 3.63 In. Compute volume generated by storm V = (P10-24/12)xAT =0.11 Ac.-Ft. COMPUTE 10-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 5.00 In. Q10-24= (P10-24-0.2S2)/(P10-24+0.8S) = 2.04 In. Runoff with Exfiltration Trench Credit (0 In.) 2.04 In. Compute volume generated by storm V = (P10-24/12)xAT =0.06 Ac.-Ft. Storm Water Management Calculations: PRE-DEVELOPMENT BASIN 3 - SW PARCEL NORTH HALF (LOTS 7-8, PLUS Half the Alley on Lots 7-8) Date: 12/3/2018Project: Wawa Park & 2ndProject No: FLB180057Calculated By: CRChecked By: JW BASIN 5 - SE PARCEL (Lots 11 and 12 Plus Alley on 11 and 12)LS-8 LS-9 Paved 6 Alley 3 BuildingBASIN 5 - SE PARCEL (Lots 11 and 12 Plus Alley on 11 and 12)Land TypePervious Pervious Impervious Impervious PerviousLand TypeArea (SF)9,292 588 3,730 883 1,261Area (SF) 15,754Area (Acres)0.2133 0.0135 0.0856 0.0203 0.0289Area (Acres) 0.36Storage TypeSloped Sloped Sloped Sloped SlopedStorage Type NoneStart (Ft.)27.80 28.05 28.50 28.90 40.00Start (Ft.) 28.05End (Ft.)28.20 29.00 28.72 29.04 40.00End (Ft.) 29.04Stage (Ft.)Storage (Ac-Ft) Storage (Ac-Ft) Storage (Ac-Ft) Storage (Ac-Ft)Storage (Ac-Ft)Stage (Ft.)Total Storage (Ac-Ft)23.000.00 0.00 0.00 0.00 0.0023.00 0.0023.500.00 0.00 0.00 0.00 0.0023.50 0.0024.000.00 0.00 0.00 0.00 0.0024.00 0.0024.500.00 0.00 0.00 0.00 0.0024.50 0.0025.000.00 0.00 0.00 0.00 0.0025.00 0.0025.500.00 0.00 0.00 0.00 0.0025.50 0.0026.000.00 0.00 0.00 0.00 0.0026.00 0.0026.500.00 0.00 0.00 0.00 0.0026.50 0.0027.000.00 0.00 0.00 0.00 0.0027.00 0.0027.500.00 0.00 0.00 0.00 0.0027.50 0.0028.000.01 0.00 0.00 0.00 0.0028.00 0.0128.500.11 0.00 0.00 0.00 0.0028.50 0.1129.000.21 0.01 0.03 0.00 0.0029.00 0.2529.500.32 0.01 0.08 0.01 0.0029.50 0.4230.000.43 0.02 0.12 0.02 0.0030.00 0.59Stage-Storage Tabulation: Pre Development Basin 3Total Area (Ac.)Discharges SE, Over Exisiting Driveways into FDOT Drainage System @ Elevation 27.90 Soil StorageCurve Number(SF) (AC) (SF) (AC) (SF) (AC)(S) (Inches)(CN)Length (FT)Ave. Elev. (NAVD)City of OkeechobeeFDOT1Basin 1 - NE Parcel (Lots 1 to 4 - North Half)15,235 0.35 12,937 0.30 2,298 0.05 1.03 91 6 28.332.1502Basin 2 - NE Parcel (Lots 1 to 4 - South Half)13,273 0.30 11,450 0.26 1,823 0.04 0.93 91 6 28.0600.433 BASIN 3 - SW PARCEL (North Half of LOTS 7-8, Plus Half the Alley on Lots 7-8)3,928 0.09 2,800 0.06 1,128 0.03 1.95 84 6 28.25004BASIN 4 - SW PARCEL (LOTS 7-10 PLUS 15' Alley on Lots 9 & 10)26,828 0.62 11,195 0.26 15,633 0.36 3.96 72 5 27.5700.975 BASIN 5 - SE PARCEL (Lots 11 and 12 Plus Alley on 11 and 12)15,754 0.36 15,754 0.36 4,613 0.11 4.26 70 6 27.9000.96TOTAL75,018 1.722.152.36BasinPRE DEVELOPMENT EXISTING CONDITIONS SUMMARYBasin Area Impervious Area Pervious Area Discharge WeirDischarge (cfs, 25y 1d) Cascade 2001 Version 1.0 FLB180057-PRE-BASIN1-25yr-1day EDIT!!! Page 1 Project Name: WAWA OKEECHOBEE PRE BASIN 2 Reviewer: CR Project Number: FLB180057 Period Begin: Jan 12, 2017;0000 hr End: Jan 14, 2017;0000 hr Duration: 48 hr Time Step: 0.2 hr, Iterations: 10 Basin 1: BASIN 2 Method: Santa Barbara Unit Hydrograph Rainfall Distribution: SFWMD - 24 hr Design Frequency: 25 year 1 Day Rainfall: 7 inches Area: 0.35 acres Ground Storage: 1.03 inches Time of Concentration: 0.1 hours Initial Stage: 27 ft NGVD Stage Storage (ft NGVD) (acre-ft) --------- --------- 27.00 0.00 27.50 0.00 28.00 0.00 28.50 0.01 29.00 0.15 29.50 0.33 30.00 0.50 Offsite Receiving Body: Offsite1 Time Stage (hr) (ft NGVD) --------- --------- 0.00 22.50 1000.00 22.50 Structure: 1 From Basin: BASIN 2 To Basin: Offsite1 Structure Type: Gravity Weir: Broad Crested, Crest Elev = 28.33 ft NGVD, Length = 6 ft, Weir Coef = 3.13 Bleeder: None Pipe: None Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 0.00 0.00 0.00 0.00 0.00 27.00 22.50 1.00 0.07 0.00 0.00 0.00 27.00 22.50 2.00 0.14 0.00 0.00 0.00 27.00 22.50 3.00 0.22 0.00 0.00 0.00 28.00 22.50 4.00 0.31 0.01 0.00 0.00 28.01 22.50 5.00 0.43 0.01 0.00 0.00 28.05 22.50 6.00 0.58 0.02 0.00 0.00 28.13 22.50 7.00 0.76 0.04 0.00 0.00 28.26 22.50 8.00 0.96 0.05 0.00 0.00 28.44 22.50 9.00 1.20 0.06 0.00 0.00 28.51 22.50 10.00 1.49 0.09 0.00 0.00 28.54 22.50 11.00 1.88 0.13 0.00 0.01 28.52 22.50 12.00 4.59 1.57 2.15 0.08 28.57 22.50 13.00 5.37 0.18 0.08 0.10 28.54 22.50 14.00 5.73 0.11 0.00 0.13 28.44 22.50 15.00 5.95 0.07 0.00 0.13 28.52 22.50 16.00 6.16 0.07 0.00 0.13 28.54 22.50 17.00 6.29 0.04 0.00 0.13 28.54 22.50 18.00 6.41 0.04 0.00 0.13 28.54 22.50 19.00 6.54 0.04 0.19 0.14 28.54 22.50 20.00 6.66 0.04 0.00 0.14 28.54 22.50 21.00 6.75 0.03 0.00 0.14 28.54 22.50 Cascade 2001 Version 1.0 FLB180057-PRE-BASIN1-25yr-1day EDIT!!! Page 2 Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 22.00 6.83 0.03 0.00 0.15 28.54 22.50 23.00 6.92 0.03 0.00 0.15 28.54 22.50 24.00 7.00 0.03 0.02 0.15 28.54 22.50 25.00 7.00 0.00 0.00 0.15 28.54 22.50 26.00 7.00 0.00 0.00 0.15 28.54 22.50 27.00 7.00 0.00 0.00 0.15 28.54 22.50 28.00 7.00 0.00 0.00 0.15 28.54 22.50 29.00 7.00 0.00 0.00 0.15 28.54 22.50 30.00 7.00 0.00 0.00 0.15 28.54 22.50 31.00 7.00 0.00 0.00 0.15 28.54 22.50 32.00 7.00 0.00 0.00 0.15 28.54 22.50 33.00 7.00 0.00 0.00 0.15 28.54 22.50 34.00 7.00 0.00 0.00 0.15 28.54 22.50 35.00 7.00 0.00 0.00 0.15 28.54 22.50 36.00 7.00 0.00 0.00 0.15 28.54 22.50 37.00 7.00 0.00 0.00 0.15 28.54 22.50 38.00 7.00 0.00 0.00 0.15 28.54 22.50 39.00 7.00 0.00 0.00 0.15 28.54 22.50 40.00 7.00 0.00 0.00 0.15 28.54 22.50 41.00 7.00 0.00 0.00 0.15 28.54 22.50 42.00 7.00 0.00 0.00 0.15 28.54 22.50 43.00 7.00 0.00 0.00 0.15 28.54 22.50 44.00 7.00 0.00 0.00 0.15 28.54 22.50 45.00 7.00 0.00 0.00 0.15 28.54 22.50 46.00 7.00 0.00 0.00 0.15 28.54 22.50 47.00 7.00 0.00 0.00 0.15 28.54 22.50 48.00 7.00 0.00 0.00 0.15 28.54 22.50 STRUCTURE MAXIMUM AND MINIMUM DISCHARGES ======================================================= Struc Max (cfs) Time (hr) Min (cfs) Time (hr) ======================================================= 1 2.15 12.00 0.00 0.00 BASIN MAXIMUM AND MINIMUM STAGES =============================================================== Basin Max (ft) Time (hr) Min (ft) Time (hr) =============================================================== BASIN 2 28.57 12.00 27.00 0.00 BASIN WATER BUDGETS (all units in acre-ft) ================================================================================= Total Structure Structure Initial Final Basin Runoff Inflow Outflow Storage Storage Residual ================================================================================= BASIN 2 0.17 0.00 0.15 0.00 0.02 0.00 Cascade 2001 Version 1.0 File: FLB180057-PRE-BASIN2-25yr-1day Date: November 26, 2018 Page 1 Project Name: WAWA OKEECHOBEE PRE BASIN 2 Reviewer: CR Project Number: FLB180057 Period Begin: Jan 12, 2017;0000 hr End: Jan 14, 2017;0000 hr Duration: 48 hr Time Step: 0.2 hr, Iterations: 10 Basin 1: BASIN 2 Method: Santa Barbara Unit Hydrograph Rainfall Distribution: SFWMD - 24 hr Design Frequency: 25 year 1 Day Rainfall: 7 inches Area: 0.3 acres Ground Storage: 0.93 inches Time of Concentration: 0.1 hours Initial Stage: 27 ft NGVD Stage Storage (ft NGVD) (acre-ft) --------- --------- 27.00 0.00 27.50 0.00 28.00 0.00 28.50 0.01 29.00 0.15 29.50 0.33 30.00 0.48 Offsite Receiving Body: Offsite1 Time Stage (hr) (ft NGVD) --------- --------- 0.00 22.50 1000.00 22.50 Structure: 1 From Basin: BASIN 2 To Basin: Offsite1 Structure Type: Gravity Weir: Broad Crested, Crest Elev = 28.06 ft NGVD, Length = 6 ft, Weir Coef = 3.13 Bleeder: None Pipe: None Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 0.00 0.00 0.00 0.00 0.00 27.00 22.50 1.00 0.07 0.00 0.00 0.00 27.00 22.50 2.00 0.14 0.00 0.00 0.00 27.00 22.50 3.00 0.22 0.00 0.00 0.00 28.00 22.50 4.00 0.31 0.01 0.00 0.00 28.02 22.50 5.00 0.43 0.01 0.00 0.00 28.06 22.50 6.00 0.58 0.02 0.00 0.00 28.13 22.50 7.00 0.76 0.03 0.00 0.00 28.25 22.50 8.00 0.96 0.04 0.00 0.00 28.41 22.50 9.00 1.20 0.06 0.00 0.00 28.51 22.50 10.00 1.49 0.08 0.00 0.00 28.53 22.50 11.00 1.88 0.12 0.00 0.00 28.56 22.50 12.00 4.59 1.35 0.00 0.00 28.74 22.50 13.00 5.37 0.16 0.00 0.00 28.85 22.50 14.00 5.73 0.10 0.15 0.00 28.88 22.50 15.00 5.95 0.06 0.02 0.01 28.88 22.50 16.00 6.16 0.06 0.43 0.02 28.87 22.50 17.00 6.29 0.04 0.00 0.02 28.87 22.50 18.00 6.41 0.04 0.04 0.02 28.88 22.50 19.00 6.54 0.04 0.00 0.02 28.88 22.50 20.00 6.66 0.04 0.01 0.02 28.88 22.50 21.00 6.75 0.03 0.02 0.03 28.88 22.50 Cascade 2001 Version 1.0 File: FLB180057-PRE-BASIN2-25yr-1day Date: November 26, 2018 Page 2 Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 22.00 6.83 0.03 0.03 0.03 28.88 22.50 23.00 6.92 0.03 0.02 0.03 28.88 22.50 24.00 7.00 0.03 0.03 0.03 28.88 22.50 25.00 7.00 0.00 0.00 0.03 28.88 22.50 26.00 7.00 0.00 0.00 0.03 28.88 22.50 27.00 7.00 0.00 0.00 0.03 28.88 22.50 28.00 7.00 0.00 0.00 0.03 28.88 22.50 29.00 7.00 0.00 0.00 0.03 28.88 22.50 30.00 7.00 0.00 0.00 0.03 28.88 22.50 31.00 7.00 0.00 0.00 0.03 28.88 22.50 32.00 7.00 0.00 0.00 0.03 28.88 22.50 33.00 7.00 0.00 0.00 0.03 28.88 22.50 34.00 7.00 0.00 0.00 0.03 28.88 22.50 35.00 7.00 0.00 0.00 0.03 28.88 22.50 36.00 7.00 0.00 0.00 0.03 28.88 22.50 37.00 7.00 0.00 0.00 0.03 28.88 22.50 38.00 7.00 0.00 0.00 0.03 28.88 22.50 39.00 7.00 0.00 0.00 0.03 28.88 22.50 40.00 7.00 0.00 0.00 0.03 28.88 22.50 41.00 7.00 0.00 0.00 0.03 28.88 22.50 42.00 7.00 0.00 0.00 0.03 28.88 22.50 43.00 7.00 0.00 0.00 0.03 28.88 22.50 44.00 7.00 0.00 0.00 0.03 28.88 22.50 45.00 7.00 0.00 0.00 0.03 28.88 22.50 46.00 7.00 0.00 0.00 0.03 28.88 22.50 47.00 7.00 0.00 0.00 0.03 28.88 22.50 48.00 7.00 0.00 0.00 0.03 28.88 22.50 STRUCTURE MAXIMUM AND MINIMUM DISCHARGES ======================================================= Struc Max (cfs) Time (hr) Min (cfs) Time (hr) ======================================================= 1 0.43 16.00 0.00 0.00 BASIN MAXIMUM AND MINIMUM STAGES =============================================================== Basin Max (ft) Time (hr) Min (ft) Time (hr) =============================================================== BASIN 2 28.88 24.00 27.00 0.00 BASIN WATER BUDGETS (all units in acre-ft) ================================================================================= Total Structure Structure Initial Final Basin Runoff Inflow Outflow Storage Storage Residual ================================================================================= BASIN 2 0.15 0.00 0.03 0.00 0.12 0.00 Cascade 2001 Version 1.0 FLB180057-PRE-BASIN3-25yr-1day EDIT!!! Page 1 Project Name: WAWA OKEECHOBEE PRE BASIN 2 Reviewer: CR Project Number: FLB180057 Period Begin: Jan 12, 2017;0000 hr End: Jan 14, 2017;0000 hr Duration: 48 hr Time Step: 0.2 hr, Iterations: 10 Basin 1: BASIN 2 Method: Santa Barbara Unit Hydrograph Rainfall Distribution: SFWMD - 24 hr Design Frequency: 25 year 1 Day Rainfall: 7 inches Area: 0.09 acres Ground Storage: 1.95 inches Time of Concentration: 0.1 hours Initial Stage: 27 ft NGVD Stage Storage (ft NGVD) (acre-ft) --------- --------- 27.00 0.00 27.50 0.00 28.00 0.00 28.50 0.00 29.00 0.03 29.50 0.08 30.00 0.12 Offsite Receiving Body: Offsite1 Time Stage (hr) (ft NGVD) --------- --------- 0.00 22.50 1000.00 22.50 Structure: 1 From Basin: BASIN 2 To Basin: Offsite1 Structure Type: Gravity Weir: Broad Crested, Crest Elev = 28.25 ft NGVD, Length = 6 ft, Weir Coef = 3.13 Bleeder: None Pipe: None Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 0.00 0.00 0.00 0.00 0.00 27.00 22.50 1.00 0.07 0.00 0.00 0.00 27.00 22.50 2.00 0.14 0.00 0.00 0.00 27.00 22.50 3.00 0.22 0.00 0.00 0.00 27.00 22.50 4.00 0.31 0.00 0.00 0.00 27.00 22.50 5.00 0.43 0.00 0.00 0.00 28.50 22.50 6.00 0.58 0.00 0.00 0.00 28.50 22.50 7.00 0.76 0.00 0.00 0.00 28.51 22.50 8.00 0.96 0.01 0.00 0.00 28.51 22.50 9.00 1.20 0.01 0.00 0.00 28.53 22.50 10.00 1.49 0.02 0.00 0.00 28.55 22.50 11.00 1.88 0.03 0.00 0.00 28.58 22.50 12.00 4.59 0.37 0.00 0.00 28.79 22.50 13.00 5.37 0.04 0.00 0.00 28.94 22.50 14.00 5.73 0.03 0.00 0.00 28.98 22.50 15.00 5.95 0.02 0.00 0.00 29.01 22.50 16.00 6.16 0.02 0.00 0.00 29.02 22.50 17.00 6.29 0.01 0.00 0.00 29.03 22.50 18.00 6.41 0.01 0.00 0.00 29.04 22.50 19.00 6.54 0.01 0.00 0.00 29.05 22.50 20.00 6.66 0.01 0.00 0.00 29.06 22.50 21.00 6.75 0.01 0.00 0.00 29.06 22.50 Cascade 2001 Version 1.0 FLB180057-PRE-BASIN3-25yr-1day EDIT!!! Page 2 Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 22.00 6.83 0.01 0.00 0.00 29.07 22.50 23.00 6.92 0.01 0.00 0.00 29.08 22.50 24.00 7.00 0.01 0.00 0.00 29.08 22.50 25.00 7.00 0.00 0.00 0.00 29.08 22.50 26.00 7.00 0.00 0.00 0.00 29.08 22.50 27.00 7.00 0.00 0.00 0.00 29.08 22.50 28.00 7.00 0.00 0.00 0.00 29.08 22.50 29.00 7.00 0.00 0.00 0.00 29.08 22.50 30.00 7.00 0.00 0.00 0.00 29.08 22.50 31.00 7.00 0.00 0.00 0.00 29.08 22.50 32.00 7.00 0.00 0.00 0.00 29.08 22.50 33.00 7.00 0.00 0.00 0.00 29.08 22.50 34.00 7.00 0.00 0.00 0.00 29.08 22.50 35.00 7.00 0.00 0.00 0.00 29.08 22.50 36.00 7.00 0.00 0.00 0.00 29.08 22.50 37.00 7.00 0.00 0.00 0.00 29.08 22.50 38.00 7.00 0.00 0.00 0.00 29.08 22.50 39.00 7.00 0.00 0.00 0.00 29.08 22.50 40.00 7.00 0.00 0.00 0.00 29.08 22.50 41.00 7.00 0.00 0.00 0.00 29.08 22.50 42.00 7.00 0.00 0.00 0.00 29.08 22.50 43.00 7.00 0.00 0.00 0.00 29.08 22.50 44.00 7.00 0.00 0.00 0.00 29.08 22.50 45.00 7.00 0.00 0.00 0.00 29.08 22.50 46.00 7.00 0.00 0.00 0.00 29.08 22.50 47.00 7.00 0.00 0.00 0.00 29.08 22.50 48.00 7.00 0.00 0.00 0.00 29.08 22.50 STRUCTURE MAXIMUM AND MINIMUM DISCHARGES ======================================================= Struc Max (cfs) Time (hr) Min (cfs) Time (hr) ======================================================= 1 0.00 0.00 0.00 0.00 BASIN MAXIMUM AND MINIMUM STAGES =============================================================== Basin Max (ft) Time (hr) Min (ft) Time (hr) =============================================================== BASIN 2 29.08 24.80 27.00 0.00 BASIN WATER BUDGETS (all units in acre-ft) ================================================================================= Total Structure Structure Initial Final Basin Runoff Inflow Outflow Storage Storage Residual ================================================================================= BASIN 2 0.04 0.00 0.00 0.00 0.04 0.00 Cascade 2001 Version 1.0 File: FLB180057-PRE-BASIN4-25yr-1day Date: November 26, 2018 Page 1 Project Name: WAWA OKEECHOBEE PRE BASIN 4 Reviewer: CR Project Number: FLB180057 Period Begin: Jan 12, 2017;0000 hr End: Jan 14, 2017;0000 hr Duration: 48 hr Time Step: 0.2 hr, Iterations: 10 Basin 1: BASIN 2 Method: Santa Barbara Unit Hydrograph Rainfall Distribution: SFWMD - 24 hr Design Frequency: 25 year 1 Day Rainfall: 7 inches Area: 0.62 acres Ground Storage: 3.96 inches Time of Concentration: 0.1 hours Initial Stage: 23 ft NGVD Stage Storage (ft NGVD) (acre-ft) --------- --------- 23.00 0.00 23.50 0.01 24.00 0.01 24.50 0.01 25.00 0.01 25.50 0.01 26.00 0.01 26.50 0.01 27.00 0.02 27.50 0.02 28.00 0.07 28.50 0.25 29.00 0.51 29.50 0.78 30.00 1.05 Offsite Receiving Body: Offsite1 Time Stage (hr) (ft NGVD) --------- --------- 0.00 22.50 1000.00 22.50 Structure: 1 From Basin: BASIN 2 To Basin: Offsite1 Structure Type: Gravity Weir: Broad Crested, Crest Elev = 27.57 ft NGVD, Length = 5 ft, Weir Coef = 3.13 Bleeder: None Pipe: None Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 0.00 0.00 0.00 0.00 0.00 23.00 22.50 1.00 0.07 0.00 0.00 0.00 23.00 22.50 2.00 0.14 0.00 0.00 0.00 23.00 22.50 3.00 0.22 0.00 0.00 0.00 23.00 22.50 4.00 0.31 0.00 0.00 0.00 23.00 22.50 5.00 0.43 0.00 0.00 0.00 23.00 22.50 6.00 0.58 0.00 0.00 0.00 23.00 22.50 7.00 0.76 0.00 0.00 0.00 23.00 22.50 8.00 0.96 0.01 0.00 0.00 23.01 22.50 9.00 1.20 0.03 0.00 0.00 23.08 22.50 10.00 1.49 0.05 0.00 0.00 23.24 22.50 11.00 1.88 0.10 0.00 0.00 26.55 22.50 12.00 4.59 2.01 0.92 0.03 27.86 22.50 13.00 5.37 0.26 0.62 0.09 27.69 22.50 Cascade 2001 Version 1.0 File: FLB180057-PRE-BASIN4-25yr-1day Date: November 26, 2018 Page 2 Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 14.00 5.73 0.16 0.17 0.11 27.62 22.50 15.00 5.95 0.11 0.11 0.12 27.61 22.50 16.00 6.16 0.11 0.11 0.13 27.61 22.50 17.00 6.29 0.06 0.07 0.14 27.60 22.50 18.00 6.41 0.07 0.07 0.14 27.60 22.50 19.00 6.54 0.07 0.07 0.15 27.60 22.50 20.00 6.66 0.07 0.07 0.15 27.60 22.50 21.00 6.75 0.04 0.05 0.16 27.59 22.50 22.00 6.83 0.04 0.04 0.16 27.59 22.50 23.00 6.92 0.04 0.04 0.16 27.59 22.50 24.00 7.00 0.04 0.04 0.17 27.59 22.50 25.00 7.00 0.00 0.01 0.17 27.58 22.50 26.00 7.00 0.00 0.00 0.17 27.57 22.50 27.00 7.00 0.00 0.00 0.17 27.57 22.50 28.00 7.00 0.00 0.00 0.17 27.57 22.50 29.00 7.00 0.00 0.00 0.17 27.57 22.50 30.00 7.00 0.00 0.00 0.17 27.57 22.50 31.00 7.00 0.00 0.00 0.17 27.57 22.50 32.00 7.00 0.00 0.00 0.17 27.57 22.50 33.00 7.00 0.00 0.00 0.17 27.57 22.50 34.00 7.00 0.00 0.00 0.17 27.57 22.50 35.00 7.00 0.00 0.00 0.17 27.57 22.50 36.00 7.00 0.00 0.00 0.17 27.57 22.50 37.00 7.00 0.00 0.00 0.17 27.57 22.50 38.00 7.00 0.00 0.00 0.17 27.57 22.50 39.00 7.00 0.00 0.00 0.17 27.57 22.50 40.00 7.00 0.00 0.00 0.17 27.57 22.50 41.00 7.00 0.00 0.00 0.17 27.57 22.50 42.00 7.00 0.00 0.00 0.17 27.57 22.50 43.00 7.00 0.00 0.00 0.17 27.57 22.50 44.00 7.00 0.00 0.00 0.17 27.57 22.50 45.00 7.00 0.00 0.00 0.17 27.57 22.50 46.00 7.00 0.00 0.00 0.17 27.57 22.50 47.00 7.00 0.00 0.00 0.17 27.57 22.50 48.00 7.00 0.00 0.00 0.17 27.57 22.50 STRUCTURE MAXIMUM AND MINIMUM DISCHARGES ======================================================= Struc Max (cfs) Time (hr) Min (cfs) Time (hr) ======================================================= 1 0.97 12.80 0.00 0.00 BASIN MAXIMUM AND MINIMUM STAGES =============================================================== Basin Max (ft) Time (hr) Min (ft) Time (hr) =============================================================== BASIN 2 27.95 12.20 23.00 0.00 BASIN WATER BUDGETS (all units in acre-ft) ================================================================================= Total Structure Structure Initial Final Basin Runoff Inflow Outflow Storage Storage Residual ================================================================================= BASIN 2 0.20 0.00 0.17 0.00 0.03 0.00 Cascade 2001 Version 1.0 File: FLB180057-PRE-BASIN5-25yr-1day Date: November 26, 2018 Page 1 Project Name: WAWA OKEECHOBEE PRE BASIN 4 Reviewer: CR Project Number: FLB180057 Period Begin: Jan 12, 2017;0000 hr End: Jan 14, 2017;0000 hr Duration: 48 hr Time Step: 0.2 hr, Iterations: 10 Basin 1: BASIN 2 Method: Santa Barbara Unit Hydrograph Rainfall Distribution: SFWMD - 24 hr Design Frequency: 25 year 1 Day Rainfall: 7 inches Area: 0.36 acres Ground Storage: 4.26 inches Time of Concentration: 0.1 hours Initial Stage: 27 ft NGVD Stage Storage (ft NGVD) (acre-ft) --------- --------- 27.00 0.00 27.50 0.00 28.00 0.01 28.50 0.11 29.00 0.25 29.50 0.42 30.00 0.59 Offsite Receiving Body: Offsite1 Time Stage (hr) (ft NGVD) --------- --------- 0.00 22.50 1000.00 22.50 Structure: 1 From Basin: BASIN 2 To Basin: Offsite1 Structure Type: Gravity Weir: Broad Crested, Crest Elev = 27.9 ft NGVD, Length = 6 ft, Weir Coef = 3.13 Bleeder: None Pipe: None Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 0.00 0.00 0.00 0.00 0.00 27.00 22.50 1.00 0.07 0.00 0.00 0.00 27.00 22.50 2.00 0.14 0.00 0.00 0.00 27.00 22.50 3.00 0.22 0.00 0.00 0.00 27.00 22.50 4.00 0.31 0.00 0.00 0.00 27.00 22.50 5.00 0.43 0.00 0.00 0.00 27.00 22.50 6.00 0.58 0.00 0.00 0.00 27.00 22.50 7.00 0.76 0.00 0.00 0.00 27.00 22.50 8.00 0.96 0.00 0.00 0.00 27.50 22.50 9.00 1.20 0.01 0.00 0.00 27.53 22.50 10.00 1.49 0.03 0.00 0.00 27.61 22.50 11.00 1.88 0.05 0.00 0.00 27.77 22.50 12.00 4.59 1.13 0.96 0.03 28.04 22.50 13.00 5.37 0.15 0.00 0.06 28.01 22.50 14.00 5.73 0.09 0.00 0.07 28.00 22.50 15.00 5.95 0.06 0.05 0.07 28.02 22.50 16.00 6.16 0.06 0.00 0.08 28.01 22.50 17.00 6.29 0.04 0.00 0.08 28.02 22.50 18.00 6.41 0.04 0.00 0.08 28.02 22.50 19.00 6.54 0.04 0.11 0.08 28.02 22.50 20.00 6.66 0.04 0.00 0.09 28.02 22.50 21.00 6.75 0.03 0.06 0.09 28.02 22.50 Cascade 2001 Version 1.0 File: FLB180057-PRE-BASIN5-25yr-1day Date: November 26, 2018 Page 2 Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 22.00 6.83 0.03 0.07 0.09 28.02 22.50 23.00 6.92 0.03 0.01 0.09 28.02 22.50 24.00 7.00 0.03 0.02 0.09 28.02 22.50 25.00 7.00 0.00 0.00 0.09 28.02 22.50 26.00 7.00 0.00 0.00 0.09 28.02 22.50 27.00 7.00 0.00 0.00 0.09 28.02 22.50 28.00 7.00 0.00 0.00 0.09 28.02 22.50 29.00 7.00 0.00 0.00 0.09 28.02 22.50 30.00 7.00 0.00 0.00 0.09 28.02 22.50 31.00 7.00 0.00 0.00 0.09 28.02 22.50 32.00 7.00 0.00 0.00 0.09 28.02 22.50 33.00 7.00 0.00 0.00 0.09 28.02 22.50 34.00 7.00 0.00 0.00 0.09 28.02 22.50 35.00 7.00 0.00 0.00 0.09 28.02 22.50 36.00 7.00 0.00 0.00 0.09 28.02 22.50 37.00 7.00 0.00 0.00 0.09 28.02 22.50 38.00 7.00 0.00 0.00 0.09 28.02 22.50 39.00 7.00 0.00 0.00 0.09 28.02 22.50 40.00 7.00 0.00 0.00 0.09 28.02 22.50 41.00 7.00 0.00 0.00 0.09 28.02 22.50 42.00 7.00 0.00 0.00 0.09 28.02 22.50 43.00 7.00 0.00 0.00 0.09 28.02 22.50 44.00 7.00 0.00 0.00 0.09 28.02 22.50 45.00 7.00 0.00 0.00 0.09 28.02 22.50 46.00 7.00 0.00 0.00 0.09 28.02 22.50 47.00 7.00 0.00 0.00 0.09 28.02 22.50 48.00 7.00 0.00 0.00 0.09 28.02 22.50 STRUCTURE MAXIMUM AND MINIMUM DISCHARGES ======================================================= Struc Max (cfs) Time (hr) Min (cfs) Time (hr) ======================================================= 1 0.96 12.00 0.00 0.00 BASIN MAXIMUM AND MINIMUM STAGES =============================================================== Basin Max (ft) Time (hr) Min (ft) Time (hr) =============================================================== BASIN 2 28.04 12.00 27.00 0.00 BASIN WATER BUDGETS (all units in acre-ft) ================================================================================= Total Structure Structure Initial Final Basin Runoff Inflow Outflow Storage Storage Residual ================================================================================= BASIN 2 0.11 0.00 0.09 0.00 0.01 0.00 Date: 12/4/2018 Project: Wawa Park & 2nd Project No.: FLB180057 Calculated By: CR Checked By: JW SITE DATA Total Site Area (AT)=1.722 Acres 75,017 100% Total Building (AB)=0.140 Acres 6,119 8.16% Total Pavement/Sidewalk (AI)=1.187 Acres 51,726 68.95% Total Green (AP)=0.394 Acres 17,172 22.89% SOIL STORAGE CALCULATIONS Average Pervious Elevation =28.5 Ft. +/- NAVD NAVD Seasonal High Water Table =23.00 Ft. NAVD NAVD Depth to water table=5.50 Ft. NAVD From SFWMD Manual for to W.T. (Comp S) (Flatwoods) =6.80 In. Compute overall soilstorage for site.=1.56 In. S=(Comp S)x[AP/AT]; Compute CN value for site=87 CN=1000/(S+10) COMPUTE 100-Year, 72-Hour Runoff Volume for Proposed Site Rainfall (P100-72), 11.00 In. Q100-72 = (P100-72-0.2S2)/(P100-72+0.8S) = 11.00 In. Runoff with Exfiltration Trench Credit (0 In.) 11.00 In. Compute volume generated by storm V = (P100-72/12)xAT =1.58 Ac.-Ft. COMPUTE 100-Year, 24-Hour Runoff Volume for Proposed Site Rainfall (P100-24), 8.00 In. Q100-24 = (P100-24-0.2S2)/(P100-24+0.8S) = 8.00 In. Runoff with Exfiltration Trench Credit (0 In.)8.00 In. Compute volume generated by storm V = (P100-24/12)xAT =1.15 Ac.-Ft. COMPUTE 25-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 7.00 In. Q10-24= (P10-24-0.2S2)/P10-24+0.8S) = 7.00 In. Runoff with Exfiltration Trench Credit (0 In.)7.00 In. Compute volume generated by storm V = (P10-24/12)xAT =1.00 Ac.-Ft. COMPUTE 10-Year, 24-Day Runoff Volume for Proposed Site Rainfall (P10-24), 5.00 In. Q10-24= (P10-24-0.2S2)/(P10-24+0.8S) = 5.00 In. Runoff with Exfiltration Trench Credit (0 In.)5.00 In. Compute volume generated by storm V = (P10-24/12)xAT =0.72 Ac.-Ft. DESIGN PARAMETERS DESIGN CRITERIA 10-year, 1-day peak stage for the lowest parking elevation Perimeter Elevation: 25-year, 1-day peak stage Pre vs Post for Allowable Discharge for 25 Year 1-Day Storm Event and Control Weir Elevation Finish Floor: The highest of '- 100- year, 3-day maximum stage zero discharge '- FEMA Flood Elevation '- 1 Foot Above Surrounding Crown of Road Elevations Storm Water Management Calculations: Post-Development Date: 12/4/2018 Project: Wawa Park & 2nd Project No.: Calculated By: CR Checked By: CR 1.722 Acres (100%) 0.140 Acres (8%) 1.187 Acres (69%) 0.394 Acres (23%) 0.000 Acres (0%) -Compute first inch of runoff over entire site WQ1 = 1 Inch x AT x (1 Ft./12 In.) = 1/12 x 1.72215335169881 Acres = 0.14 Ac.-Ft. or = 1.72215335169881 Ac.-In. -Compute 2.5" x % of Imperviousness A) Calculate site area for W.Q. Imperviousness AS = AT-(AB+AL) = 1.72215335169881 - (0.140472910927456 + 0) = 1.58 Acres B) Calculate Imperviousness Area for W.Q. AIMP =AS-AP = 1.58168044077135 - 0.394214876033058 = 1.19 Acres C) Calculate percent imperviousness %IMP =(AIMP / AS) x 100 = (1.18746556473829 / 1.58168044077135) x100 = 75% D) Calculate 2.5 inches times the percent imperviousness V2.5 = 2.5 in. x %IMP = 2.5 in. x 0.75 = 1.88 In. E) Calculate W.Q. volume required WQ2.5 =V2.5 x (AT - AL) = 1.88 x (1.72215335169881 - 0) = 0.27 Ac.-Ft. or = 3.24 Ac.-In. -Determine W.Q. required for site WQ= 0.27 Ac.-Ft. or = 3.24 Ac.-In. Since the 3.24 ac-in is greater than the 1.68 ac-in computed for 2.5 Inches times percent imperviousness the volume of 3.24 ac-in controls. Compute Water Quality Requirements Water Quality Calculations: Post-Development Total Site Area (AT)= Total Building (AB)= Total Pavement/Sidewalk (AI)= Total Green (AP)= Total Pond/Lake (AL) SITE DATA WATER QUALITY IS MET BY ELEVATION 27.80 WITH THE PROPOSED VAULT SYSTEM AND DRAINSAGE SWALES Total Site Area (AT)=1.722 Acre Q Detention Volume, Site Area x 1/2 Inch 0.861 Acre - in. Q Detention Volume 0.072 Acre - Ft. Q Detention Volume 3125.71 Cubic Ft. The First flush, 0.5" is provided within the storage Vault by Elevation 25.50 Additionally The First flush, 0.5" is provided for within the Drainage swale by Elevation 27.10 (Seperately) Total Storage in Vault = 3,478 CF 0.080 acre ft By Elevation 27.00 TRITON S29 CHAMBERS Underground Storage Vault Proposed First Flush / First Half Inch - Swale Detention Post-Development Date: 12/4/2018Project: Wawa Park & 2ndProject No:Calculated By: CRChecked By: JWBasinHardscape, Landscape & Parking Area @BuildingPavement Area South PL West PL East PL North PLSouth Swale TopSouth SwaleSouth SwaleSouth Swale BottomNorth SwaleNorth Swale BottomBuildingUnderground Storage VaultBasinTotal AreaArea (SF)12874 38220 1503 2636 2037 3321 4187 1789 1008 137 1033 153 6,119Area (SF)75017Area (Acres)0.2955 0.8774 0.0345 0.0605 0.04680.0762 0.0961 0.0411 0.0231 0.0031 0.0237 0.0035 0.1405 N/AArea (Acres)1.72Storage TypeSloped Sloped Sloped Sloped Sloped Sloped Sloped Sloped Sloped Flat Sloped Flat Flat N/AStorage TypeStart (Ft.)29.18 27.85 27.40 27.80 27.4027.90 27.00 26.00 25.00 25.00 26.00 26.00 30.00 10.40Start (Ft.) 25End (Ft.)29.85 29.40 28.00 28.75 28.4028.30 28.00 27.00 26.00 25.00 27.50 26.00 30.00 13.40End (Ft.) 29.9Stage (Ft.)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Storage (Ac-Ft)Stage (Ft.)Total Storage (Ac-Ft)23.000.000 0.000 0.000 0.000 0.0000.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00023.00 0.0023.500.000 0.000 0.000 0.000 0.0000.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.01323.50 0.0124.000.000 0.000 0.000 0.000 0.0000.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.02624.00 0.0324.500.000 0.000 0.000 0.000 0.0000.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.04024.50 0.0425.000.000 0.000 0.000 0.000 0.0000.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.05325.00 0.0525.500.000 0.000 0.000 0.000 0.0000.000 0.000 0.000 0.003 0.002 0.000 0.000 0.000 0.06625.50 0.0726.000.000 0.000 0.000 0.000 0.0000.000 0.000 0.000 0.012 0.003 0.000 0.000 0.000 0.08026.00 0.0926.500.000 0.000 0.000 0.000 0.0000.000 0.000 0.005 0.023 0.005 0.002 0.002 0.000 0.08026.50 0.1227.000.000 0.000 0.000 0.000 0.0000.000 0.000 0.021 0.035 0.006 0.008 0.004 0.000 0.08027.00 0.1527.500.000 0.000 0.000 0.000 0.0000.000 0.012 0.041 0.046 0.008 0.018 0.005 0.000 0.08027.50 0.2127.800.000 0.000 0.005 0.000 0.0040.000 0.031 0.053 0.053 0.009 0.025 0.006 0.000 0.08027.80 0.2728.000.000 0.006 0.010 0.001 0.0080.001 0.048 0.062 0.058 0.009 0.030 0.007 0.000 0.08028.00 0.3228.500.000 0.120 0.028 0.016 0.0280.030 0.096 0.082 0.069 0.011 0.042 0.009 0.000 0.08028.50 0.6129.000.000 0.374 0.045 0.044 0.0510.069 0.144 0.103 0.081 0.013 0.053 0.011 0.000 0.08029.00 1.0729.500.023 0.768 0.062 0.074 0.0750.107 0.192 0.123 0.093 0.014 0.065 0.012 0.000 0.08029.50 1.6930.000.143 1.206 0.079 0.104 0.0980.145 0.240 0.144 0.104 0.016 0.077 0.014 0.000 0.08030.00 2.45Stage-Storage Tabulation: Post-Development Cascade 2001 Version 1.0 File: FLB180057-POST-10yr-1day Date: December 04, 2018 Page 1 Project Name: WAWA OKEECHOBEE POST Reviewer: CR Project Number: FLB180057 Period Begin: Jan 12, 2017;0000 hr End: Jan 14, 2017;0000 hr Duration: 48 hr Time Step: 0.2 hr, Iterations: 10 Basin 1: BASIN 2 Method: Santa Barbara Unit Hydrograph Rainfall Distribution: SFWMD - 24 hr Design Frequency: 10 year 1 Day Rainfall: 5 inches Area: 1.722 acres Ground Storage: 1.56 inches Time of Concentration: 0.1 hours Initial Stage: 23 ft NGVD Stage Storage (ft NGVD) (acre-ft) --------- --------- 23.00 0.00 23.50 0.01 24.00 0.03 24.50 0.04 25.00 0.05 25.50 0.07 26.00 0.09 26.50 0.12 27.00 0.15 27.80 0.27 28.00 0.32 28.50 0.61 29.00 1.07 29.50 1.69 30.00 2.45 Offsite Receiving Body: Offsite1 Time Stage (hr) (ft NGVD) --------- --------- 0.00 22.50 1000.00 22.50 Structure: 1 From Basin: BASIN 2 To Basin: Offsite1 Structure Type: Gravity Weir: Broad Crested, Crest Elev = 27.85 ft NGVD, Length = 3 ft, Weir Coef = 3.13 Bleeder: Inv-Tri, Invert Elev = 22.5 ft NGVD, Height = 0.5 ft Width = 0.5 ft Default Coefs: Weir Coef = 2.5, Orifice Coef = 0.6 Pipe: Diameter = 1 ft, Manning's n = 0.013, Length = 11 ft US Invert Elev = 22.53 ft NGVD, DS Invert Elev = 22.53 ft NGVD, no flap gate Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 0.00 0.00 0.00 0.22 0.00 23.00 22.50 1.00 0.05 0.00 0.22 0.02 23.00 22.50 2.00 0.10 0.00 0.22 0.04 23.00 22.50 3.00 0.16 0.00 0.22 0.05 23.00 22.50 4.00 0.23 0.00 0.22 0.07 23.00 22.50 5.00 0.31 0.00 0.22 0.09 23.00 22.50 6.00 0.41 0.02 0.22 0.11 23.00 22.50 7.00 0.54 0.05 0.22 0.13 23.00 22.50 8.00 0.68 0.09 0.22 0.15 23.00 22.50 9.00 0.86 0.14 0.22 0.16 23.00 22.50 10.00 1.07 0.20 0.22 0.18 23.00 22.50 Cascade 2001 Version 1.0 File: FLB180057-POST-10yr-1day Date: December 04, 2018 Page 2 Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 11.00 1.35 0.35 0.22 0.20 23.00 22.50 12.00 3.28 4.93 0.39 0.22 23.25 22.50 13.00 3.84 0.60 0.90 0.30 25.06 22.50 14.00 4.09 0.37 0.62 0.36 23.90 22.50 15.00 4.25 0.24 0.39 0.40 23.26 22.50 16.00 4.40 0.24 0.25 0.42 23.01 22.50 17.00 4.49 0.14 0.22 0.44 23.00 22.50 18.00 4.58 0.14 0.22 0.46 23.00 22.50 19.00 4.67 0.15 0.22 0.48 23.00 22.50 20.00 4.76 0.15 0.22 0.50 23.00 22.50 21.00 4.82 0.10 0.22 0.51 23.00 22.50 22.00 4.88 0.10 0.22 0.53 23.00 22.50 23.00 4.94 0.10 0.22 0.55 23.00 22.50 24.00 5.00 0.10 0.22 0.57 23.00 22.50 25.00 5.00 0.00 0.22 0.59 23.00 22.50 26.00 5.00 0.00 0.22 0.60 23.00 22.50 27.00 5.00 0.00 0.22 0.62 23.00 22.50 28.00 5.00 0.00 0.22 0.64 23.00 22.50 29.00 5.00 0.00 0.22 0.66 23.00 22.50 30.00 5.00 0.00 0.22 0.68 23.00 22.50 31.00 5.00 0.00 0.22 0.70 23.00 22.50 32.00 5.00 0.00 0.22 0.71 23.00 22.50 33.00 5.00 0.00 0.22 0.73 23.00 22.50 34.00 5.00 0.00 0.22 0.75 23.00 22.50 35.00 5.00 0.00 0.22 0.77 23.00 22.50 36.00 5.00 0.00 0.22 0.79 23.00 22.50 37.00 5.00 0.00 0.22 0.81 23.00 22.50 38.00 5.00 0.00 0.22 0.82 23.00 22.50 39.00 5.00 0.00 0.22 0.84 23.00 22.50 40.00 5.00 0.00 0.22 0.86 23.00 22.50 41.00 5.00 0.00 0.22 0.88 23.00 22.50 42.00 5.00 0.00 0.22 0.90 23.00 22.50 43.00 5.00 0.00 0.22 0.92 23.00 22.50 44.00 5.00 0.00 0.22 0.93 23.00 22.50 45.00 5.00 0.00 0.22 0.95 23.00 22.50 46.00 5.00 0.00 0.22 0.97 23.00 22.50 47.00 5.00 0.00 0.22 0.99 23.00 22.50 48.00 5.00 0.00 0.22 1.01 23.00 22.50 STRUCTURE MAXIMUM AND MINIMUM DISCHARGES ======================================================= Struc Max (cfs) Time (hr) Min (cfs) Time (hr) ======================================================= 1 0.93 12.60 0.22 0.00 BASIN MAXIMUM AND MINIMUM STAGES =============================================================== Basin Max (ft) Time (hr) Min (ft) Time (hr) =============================================================== BASIN 2 25.24 12.60 23.00 0.00 BASIN WATER BUDGETS (all units in acre-ft) ================================================================================= Total Structure Structure Initial Final Basin Runoff Inflow Outflow Storage Storage Residual ================================================================================= BASIN 2 0.50 0.00 1.00 0.00 -0.50 0.00 Cascade 2001 Version 1.0 File: FLB180057-POST-25yr-1day Date: December 04, 2018 Page 1 Project Name: WAWA OKEECHOBEE POST Reviewer: CR Project Number: FLB180057 Period Begin: Jan 12, 2017;0000 hr End: Jan 14, 2017;0000 hr Duration: 48 hr Time Step: 0.2 hr, Iterations: 10 Basin 1: BASIN 2 Method: Santa Barbara Unit Hydrograph Rainfall Distribution: SFWMD - 24 hr Design Frequency: 25 year 1 Day Rainfall: 7 inches Area: 1.722 acres Ground Storage: 1.56 inches Time of Concentration: 0.1 hours Initial Stage: 23 ft NGVD Stage Storage (ft NGVD) (acre-ft) --------- --------- 23.00 0.00 23.50 0.01 24.00 0.03 24.50 0.04 25.00 0.05 25.50 0.07 26.00 0.09 26.50 0.12 27.00 0.15 27.80 0.27 28.00 0.32 28.50 0.61 29.00 1.07 29.50 1.69 30.00 2.45 Offsite Receiving Body: Offsite1 Time Stage (hr) (ft NGVD) --------- --------- 0.00 22.50 1000.00 22.50 Structure: 1 From Basin: BASIN 2 To Basin: Offsite1 Structure Type: Gravity Weir: Broad Crested, Crest Elev = 27.85 ft NGVD, Length = 3 ft, Weir Coef = 3.13 Bleeder: Inv-Tri, Invert Elev = 22.5 ft NGVD, Height = 0.5 ft Width = 0.5 ft Default Coefs: Weir Coef = 2.5, Orifice Coef = 0.6 Pipe: Diameter = 1 ft, Manning's n = 0.013, Length = 11 ft US Invert Elev = 22.53 ft NGVD, DS Invert Elev = 22.53 ft NGVD, no flap gate Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 0.00 0.00 0.00 0.22 0.00 23.00 22.50 1.00 0.07 0.00 0.22 0.02 23.00 22.50 2.00 0.14 0.00 0.22 0.04 23.00 22.50 3.00 0.22 0.00 0.22 0.05 23.00 22.50 4.00 0.31 0.00 0.22 0.07 23.00 22.50 5.00 0.43 0.03 0.22 0.09 23.00 22.50 6.00 0.58 0.07 0.22 0.11 23.00 22.50 7.00 0.76 0.12 0.22 0.13 23.00 22.50 8.00 0.96 0.18 0.22 0.15 23.00 22.50 9.00 1.20 0.25 0.22 0.16 23.00 22.50 10.00 1.49 0.36 0.22 0.18 23.00 22.50 Cascade 2001 Version 1.0 File: FLB180057-POST-25yr-1day Date: December 04, 2018 Page 2 Cumulative Instant Current Cumulative Head Water Tail Water Time Rainfall Runoff Discharge Discharge Stage Stage (hr) (in) (cfs) (cfs) (acre-ft) (ft NGVD) (ft NGVD) =============================================================================== 11.00 1.88 0.58 0.22 0.20 23.00 22.50 12.00 4.59 7.36 1.19 0.24 26.75 22.50 13.00 5.37 0.88 1.28 0.35 27.36 22.50 14.00 5.73 0.53 1.23 0.45 27.02 22.50 15.00 5.95 0.35 1.07 0.55 26.00 22.50 16.00 6.16 0.35 0.79 0.62 24.54 22.50 17.00 6.29 0.21 0.48 0.67 23.46 22.50 18.00 6.41 0.21 0.22 0.69 23.00 22.50 19.00 6.54 0.21 0.22 0.71 23.00 22.50 20.00 6.66 0.21 0.22 0.73 23.00 22.50 21.00 6.75 0.14 0.22 0.75 23.00 22.50 22.00 6.83 0.14 0.22 0.77 23.00 22.50 23.00 6.92 0.14 0.22 0.79 23.00 22.50 24.00 7.00 0.14 0.22 0.80 23.00 22.50 25.00 7.00 0.00 0.22 0.82 23.00 22.50 26.00 7.00 0.00 0.22 0.84 23.00 22.50 27.00 7.00 0.00 0.22 0.86 23.00 22.50 28.00 7.00 0.00 0.22 0.88 23.00 22.50 29.00 7.00 0.00 0.22 0.90 23.00 22.50 30.00 7.00 0.00 0.22 0.91 23.00 22.50 31.00 7.00 0.00 0.22 0.93 23.00 22.50 32.00 7.00 0.00 0.22 0.95 23.00 22.50 33.00 7.00 0.00 0.22 0.97 23.00 22.50 34.00 7.00 0.00 0.22 0.99 23.00 22.50 35.00 7.00 0.00 0.22 1.01 23.00 22.50 36.00 7.00 0.00 0.22 1.02 23.00 22.50 37.00 7.00 0.00 0.22 1.04 23.00 22.50 38.00 7.00 0.00 0.22 1.06 23.00 22.50 39.00 7.00 0.00 0.22 1.08 23.00 22.50 40.00 7.00 0.00 0.22 1.10 23.00 22.50 41.00 7.00 0.00 0.22 1.11 23.00 22.50 42.00 7.00 0.00 0.22 1.13 23.00 22.50 43.00 7.00 0.00 0.22 1.15 23.00 22.50 44.00 7.00 0.00 0.22 1.17 23.00 22.50 45.00 7.00 0.00 0.22 1.19 23.00 22.50 46.00 7.00 0.00 0.22 1.21 23.00 22.50 47.00 7.00 0.00 0.22 1.22 23.00 22.50 48.00 7.00 0.00 0.22 1.24 23.00 22.50 STRUCTURE MAXIMUM AND MINIMUM DISCHARGES ======================================================= Struc Max (cfs) Time (hr) Min (cfs) Time (hr) ======================================================= 1 1.29 12.60 0.22 0.00 BASIN MAXIMUM AND MINIMUM STAGES =============================================================== Basin Max (ft) Time (hr) Min (ft) Time (hr) =============================================================== BASIN 2 27.42 12.60 23.00 0.00 BASIN WATER BUDGETS (all units in acre-ft) ================================================================================= Total Structure Structure Initial Final Basin Runoff Inflow Outflow Storage Storage Residual ================================================================================= BASIN 2 0.78 0.00 1.24 0.00 -0.46 0.00 Cascade 2001 Version 1.0 File: FLB180057-POST-100yr-3day Date: December 04, 2018 Page 1 Project Name: WAWA OKEECHOBEE POST Reviewer: CR Project Number: FLB180057 Period Begin: Jan 12, 2017;0000 hr End: Jan 14, 2017;0000 hr Duration: 48 hr Time Step: 0.2 hr, Iterations: 10 Basin 1: BASIN 2 Method: Santa Barbara Unit Hydrograph Rainfall Distribution: SFWMD - 3day Design Frequency: 100 year 1 Day Rainfall: 11 inches Area: 1.722 acres Ground Storage: 1.56 inches Time of Concentration: 0.1 hours Initial Stage: 23 ft NGVD Stage Storage (ft NGVD) (acre-ft) --------- --------- 23.00 0.00 23.50 0.01 24.00 0.03 24.50 0.04 25.00 0.05 25.50 0.07 26.00 0.09 26.50 0.12 27.00 0.15 27.80 0.27 28.00 0.32 28.50 0.61 29.00 1.07 29.50 1.69 30.00 2.45 Offsite Receiving Body: Offsite1 Time Stage (hr) (ft NGVD) --------- --------- 0.00 22.50 1000.00 22.50 STRUCTURE MAXIMUM AND MINIMUM DISCHARGES ======================================================= Struc Max (cfs) Time (hr) Min (cfs) Time (hr) ======================================================= BASIN MAXIMUM AND MINIMUM STAGES =============================================================== Basin Max (ft) Time (hr) Min (ft) Time (hr) =============================================================== BASIN 2 28.07 48.00 23.00 0.00 BASIN WATER BUDGETS (all units in acre-ft) ================================================================================= Total Structure Structure Initial Final Basin Runoff Inflow Outflow Storage Storage Residual ================================================================================= BASIN 2 0.36 0.00 0.00 0.00 0.36 0.00 Appendix D – SFWMD Rainfall Maps ENVIRONMENTAL RESOURCE PERMIT APPLICANT’S HANDBOOK VOLUME II Effective: MAY 22, 2016 A-14 ENVIRONMENTAL RESOURCE PERMIT APPLICANT’S HANDBOOK VOLUME II Effective: MAY 22, 2016 A-15 ENVIRONMENTAL RESOURCE PERMIT APPLICANT’S HANDBOOK VOLUME II Effective: MAY 22, 2016 A-19 Appendix E – Underground Storage Vault Details PROPOSED LAYOUT TRITON S29 CHAMBER PROPOSED ELEVATIONS SYSTEM MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED)76.00 BASE STONE IN 6 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC)28.00 TOP STONE IN 6 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC)27.50 SECTION HEIGHT FT 4.00 MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT)27.50 AREA SF 1,497 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT)27.50 PERIMETER FT 200 TOP OF STONE 26.50 CHAMBERS EA 84 TOP OF CHAMBER 26.00 END CAPS EA 6 BOTTOM OF CHAMBER 23.00 EXCAVATION REQUIRED*CY 222 BOTTOM OF STONE 22.50 NON-WOVEN FABRIC REQUIRED**SY 422 SHWT 23.00 MAIN HEADER ROW LENGTH LF 81 STONE REQUIRED CY 136 TOTAL STORAGE***CF 3,478 TOTAL STORAGE***AC-FT 0.080 *EXCAVATION CALCULATION IS FOR DISPLACED EARTH. IT IS SYSTEM SECTION HEIGHT MULTIPLIED BY SYSTEM AREA. IT DOES NOT INCLUDE EXCAVATION NEEDED FROM TOP OF STONE TO BASE OF PAVEMENT. **FABRIC REQUIRED ON TOP, SIDE AND BOTTOM OF SYSTEM ***BASE 6" OF STONE NOT INCLUDED IN VOLUME CALCULATION. ASSUMES STONE VOID SPACE OF 40% (PER DESIGN NOTES) NOTE: QUANTITIES GIVEN ARE NEATLINE AND DO NOT INCLUDE WASTE OR EXCESS NEEDED FOR OVERLAP 2.5 5 10 Scale in feet (1:10) 0 81.39 FT 18.39 FT 40" LENGTH Ø12" SDR35 PVC CONNECTION PIPE TO STORAGE ROWS. FLOW RATE 2.5 CFS/EA. INVERT 14" ABOVE CHAMBER BASE (4 TYP) TRITON MAIN HEADER ROW (28 CHAMBERS) TRITON LAYOUT S29 DESIGN 7600 GRAND RIVER, STE. 195 BRIGHTON, MICHIGAN 48114 PHONE: (810) 222-7652 ● FAX: (810) 222-1769 WWW.TRITONSWS.COM PARK & 2ND AVE OKEECHOBEE, FL 34972 12-03-18 DESIGNED BY: JWM REVISIONS: OWNER: ENGINEER: TRITON PROJ. #:4986 BOHLER ENGINEERINGWAWA E E E E E E E E E E E E E E E E T T T T T T T T T T T T T T TCCCCCCCCCCCCCC CTTRITON LAYOUT OVERLAY (Location Approx...Not for Construction) 7600 GRAND RIVER, STE. 195 BRIGHTON, MICHIGAN 48114 PHONE: (810) 222-7652 ● FAX: (810) 222-1769 WWW.TRITONSWS.COM PARK & 2ND AVE OKEECHOBEE, FL 34972 12-03-18 DESIGNED BY: JWM REVISIONS: OWNER: ENGINEER: TRITON PROJ. #:4986 BOHLER ENGINEERINGWAWA CHAMBER WIDTHCHAMBER SPACINGCENTER TO CENTERCHAMBER HEIGHTMAX END CAPO.D. CONNECTIONMAX SIDEO.D. CONNECTIONMAX TOPO.D. CONNECTIONS2959" (1499mm)6.0" (150mm)*7.5" (190mm)65.0" (1651mm)*66.5" (1690mm)36" (914mm)32" (810mm)18" (450mm)24" (600mm)S2255" (1397mm)6.0" (150mm)61.0" (1549mm)35" (889mm)30" (760mm)18" (450mm)24" (600mm)C1039.7" (1008mm)6.0" (150mm)45.7" (1161mm)25" (635mm)20" (500mm)12" (300mm)18" (450mm)M633.6" (853mm)6.0" (150mm)39.6" (1006mm)17.5" (445mm)14" (350mm)8" (200mm)12" (300mm)*7.5" (190mm) SPACING OF DISTRIBUTION ROWS IS REQUIRED ONLY WHEN A PERPENDICULAR MAIN HEADER ROW IS USED. IF AN INLINE MAIN HEADER ROW IS USED, THEN MIN SPACING CAN BE6" (150mm)7600 EAST GRAND RIVER, STE.195BRIGHTON, MI 48114PHONE: (810) 222-7652 ● FAX: (810) 222-1769WWW.TRITONSWS.COMCHAMBER CROSS SECTIONINFILTRATIONCONCEPTUAL PLAN DISCLAIMERTHIS GENERIC DETAIL DOES NOT ENCOMPASS THE SIZING, FIT, ANDAPPLICABILITY OF THE TRITON CHAMBER SYSTEM FOR THIS SPECIFICPROJECT. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEERTO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULLCOMPLIANCE WITH ALL APPLICABLE LAWS AND REGUALTIONS. TRITONPRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITHTRITON'S MINIMUM REQUIREMENTS. TRITON STORMWATERSOLUTIONS DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS.THE DESIGN ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS.REVISED:TRITON - STANDARD DETAILS07-16-18 JWM NOTES: • TRITON HEADER ROW SEDIMENT CONTAINMENT AND SCOUR PROTECTION OPTIONS: •• SEDIMENT FLOORS PLACED ABOVE ONE LAYER OF AASHTO M288 CLASS 2 NON—WOVEN GEOTEXTILE OR EQUAL. •• IMPERMEABLE MEMBRANE. CONNECTOR PIPE •• TWO LAYERS OF AASHTO M288 CLASS 1 (see table for WOVEN GEOTEXTILE OR EQUAL. max O.D. • GEOTEXTILE OR IMPERMEABLE MEMBRANE TO BE ) PLACED AS ONE PIECE, LENGTHWISE ABOVE BASE STONE: •• 7.0' (210 mm) WIDTH FOR S-29 CHAMBERS •• 7.0' (210 mm) WIDTH FOR S-22 CHAMBERS •• 5.5' (180 mm) WIDTH FOR C-10 CHAMBERS •• 5.0' (150 mm) WIDTH FOR M-6 CHAMBERS CHAMBER SPACING [(see table) • SEE ACCESS DETAIL FOR TRITON HEADER ROW ACCESS END CAP ;.:'1�,.:D•A. w:. rA .�v�. ii. :::2` :d• .�`•o r \A�::'V' /e8>:S`o'..: :.:2 • : •.*,.: ��:. I"VA \ U /tiJ1 I I erA I � 12" MIN (300mm) HEADER ROW SEDIMENT CONTAINMENT AND SCOUR PROTECTION GEOTEXTILE OR IMPERMEABLE MEMBRANE (SEE NOTES FOR OPTIONS) III=III !(/{/{/{/i!{{i! III—I—I 111= 1 111=111=11 =111E11 111=—ll I '-• —111=111 ' :• 111-111-11';'-'� —III�II ••• =11H11 I i - s ss Vi e_ z2 ,►s£�I i # . �': � �. 's foo F 3 SI I s x� 111-111-11 !•'c �r_a_ ' r:r r r� r a a_rz r oriicr i r -tel • r'r_�a 6" MIN —111111 •'i�!a.� • • •. • • • � •.•.• .•.�� • •.� • • • •� •� •.•.•.• ��•: (15omm) 111=a1=111=1111 1 =111-111 11=11=111=1 1=111=111=11 111 11 11= 11= 11 1 1=111=111=1 11= 11=111=111=111=11=111=111= 1 —111111 ,—,111, 111111 111 , ,1 1111-111, 1111 1, 111-111 1 1 111111111 111111, 1 1111, 1 1 1 , 111 1 1 1 111, 1 1 1-111111, CONNECTOR PIPES (see table for max O.D. HEADER ROW HEADER ROW iiiiiiiiii{iiiiiiiiiiiiiii�{iiiii{iiiiii{{{iiliiiii{iiiiii�iiiiiiiiiiiiiiii iriii�iiiiii{ii ii i{i iiiiiiiiiiiiiiiii i 4 • �•:' ..,.. .41.6, �nnv�Q: it rar r�nox:.wrn }, M' 1 .... ,veNic � 8" MIN .. Y'• A1C. 13 . , . . ,.. ... r < ..me�Aqq 46$ .:( CR :.Cd R'Tb. K asE c�.: i (45ornm) :-.^:c;-, .7.: .- B a�.,'. ' ��y...yl. •�. •:�,.: 6" MIN (150mm) 12" MIN (300mm) HEADER ROW SEDIMENT CONTAINMENT AND SCOUR PROTECTION GEOTEXTILE OR IMPERMEABLE MEMBRANE TO BE EXTENDED UPWARD ALONG THE HEADER ROW CHAMBERS APPROXIMATELY 1' (300mm) ON SIDES AND ENDS (SEE NOTES FOR OPTIONS) CONCEPTUAL PLAN DISCLAIMER THIS GENERIC DETAIL DOES NOT ENCOMPASS THE SIZING, FIT, AND APPLICABILITY OF THE TRITON CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN 15 IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGUALTIONS. TRITON PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH TRITON'S MINIMUM REQUIREMENTS. TRITON STORMWATER SOLUTIONS DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGN ENGINEER 15 RESPONSIBLE FOR ALL DESIGN DECISIONS. rtiR I N STORMWATER SOLUTIONS 7600 EAST GRAND RIVER, STE.195 BRIGHTON, MI 48114 PHONE: (810) 222-7652 • FAX: (810) 222-1769 WWW.TRITONSWS.COM TRITON MAIN HEADER ROW TRITON - STANDARD DETAILS REVISED: 01-28-16 JWM MAX DIAMETER FOR CONNECTOR PIPE CHAMBER SPACING S29 18" (450mm) 6.0" (150mm) *7.5" (190mm) S22 18" (450mm) 6" (150mm) C10 12" (300mm) 6" (150mm) M6 8" (200mm) 6" (150mm) *7.5" (190mm) SPACING OF DISTRIBUTION ROWS IS REQUIRED ONLY WHEN A PERPENDICULAR MAIN HEADER ROW IS USED. IF AN INLINE MAIN HEADER ROW IS USED, THEN MIN SPACING CAN BE 6" (150mm) END CAP ;.:'1�,.:D•A. w:. rA .�v�. ii. :::2` :d• .�`•o r \A�::'V' /e8>:S`o'..: :.:2 • : •.*,.: ��:. I"VA \ U /tiJ1 I I erA I � 12" MIN (300mm) HEADER ROW SEDIMENT CONTAINMENT AND SCOUR PROTECTION GEOTEXTILE OR IMPERMEABLE MEMBRANE (SEE NOTES FOR OPTIONS) III=III !(/{/{/{/i!{{i! III—I—I 111= 1 111=111=11 =111E11 111=—ll I '-• —111=111 ' :• 111-111-11';'-'� —III�II ••• =11H11 I i - s ss Vi e_ z2 ,►s£�I i # . �': � �. 's foo F 3 SI I s x� 111-111-11 !•'c �r_a_ ' r:r r r� r a a_rz r oriicr i r -tel • r'r_�a 6" MIN —111111 •'i�!a.� • • •. • • • � •.•.• .•.�� • •.� • • • •� •� •.•.•.• ��•: (15omm) 111=a1=111=1111 1 =111-111 11=11=111=1 1=111=111=11 111 11 11= 11= 11 1 1=111=111=1 11= 11=111=111=111=11=111=111= 1 —111111 ,—,111, 111111 111 , ,1 1111-111, 1111 1, 111-111 1 1 111111111 111111, 1 1111, 1 1 1 , 111 1 1 1 111, 1 1 1-111111, CONNECTOR PIPES (see table for max O.D. HEADER ROW HEADER ROW iiiiiiiiii{iiiiiiiiiiiiiii�{iiiii{iiiiii{{{iiliiiii{iiiiii�iiiiiiiiiiiiiiii iriii�iiiiii{ii ii i{i iiiiiiiiiiiiiiiii i 4 • �•:' ..,.. .41.6, �nnv�Q: it rar r�nox:.wrn }, M' 1 .... ,veNic � 8" MIN .. Y'• A1C. 13 . , . . ,.. ... r < ..me�Aqq 46$ .:( CR :.Cd R'Tb. K asE c�.: i (45ornm) :-.^:c;-, .7.: .- B a�.,'. ' ��y...yl. •�. •:�,.: 6" MIN (150mm) 12" MIN (300mm) HEADER ROW SEDIMENT CONTAINMENT AND SCOUR PROTECTION GEOTEXTILE OR IMPERMEABLE MEMBRANE TO BE EXTENDED UPWARD ALONG THE HEADER ROW CHAMBERS APPROXIMATELY 1' (300mm) ON SIDES AND ENDS (SEE NOTES FOR OPTIONS) CONCEPTUAL PLAN DISCLAIMER THIS GENERIC DETAIL DOES NOT ENCOMPASS THE SIZING, FIT, AND APPLICABILITY OF THE TRITON CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN 15 IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGUALTIONS. TRITON PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH TRITON'S MINIMUM REQUIREMENTS. TRITON STORMWATER SOLUTIONS DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGN ENGINEER 15 RESPONSIBLE FOR ALL DESIGN DECISIONS. rtiR I N STORMWATER SOLUTIONS 7600 EAST GRAND RIVER, STE.195 BRIGHTON, MI 48114 PHONE: (810) 222-7652 • FAX: (810) 222-1769 WWW.TRITONSWS.COM TRITON MAIN HEADER ROW TRITON - STANDARD DETAILS REVISED: 01-28-16 JWM NOTES: 1. PIPE/MANHOLE CONNECTIONS TO BE GROUTED. 2. PIPE/CHAMBER CONNECTIONS PER LATEST INSTALLATION INSTRUCTIONS. CASTING PER ENGINEER'S SPECIFICATION 24" MIN (610mm) / 0D" PIPE (MAX.) \ 48" TYP (1220mm) END CAP MAX PIPE DIAMETER. D (IN.): • S-29 CHAMBERS = 24" (610mm) • S-22 CHAMBERS = 24" (610mm) • C-10 CHAMBERS = 18" (450mm) • M-6 CHAMBERS = 12" (300mm) CONNECTOR PIPES ' ,FOR UNPAVED INSTALLATION WHERE •RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24 INCHES (610mm 24" TYP (610mm) 48" TYP (1220mm) rte.--�. �- : :=r--✓�� E L=1 111_1=ll 1 LII=JI=1111=ll=J_I=LII=JI=ILIJ. 1 LII=JI=ILI=IJ=11 I_ ll-J_I-LII=I� 111_1 -ll 1111 LII=111-J1-ll-J_I-LI-JI-ILI-J. 1 LII -J1 - H 11-111-1 II 11-I 1 H 11-111-111-11-11 H 11-111-111-111-11 H 11-11 H 11-111 1: 1 111111111111 11111111111111E 1_11111111111 � 1 I I � 11111111E 1_11111111111111111111111 1E111111111E 1 111111 111111=11 IE 11=111=111=111=11 IE 11=111=111=111=11 IE 11=11 IE 11=111=11 IE 11=1 1" MIN. (25mm) BETWEEN PIPE O.D. AND BOTTOM OF CHAMBERS 18" MIN (450mm) 6" MIN 1 (150mm) 6" MIN (150mm) CONCEPTUAL PLAN DISCLAIMER THIS GENERIC DETAIL DOES NOT ENCOMPASS THE SIZING, FIT, AND APPLICABILITY OF THE TRITON CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGUALTIONS. TRITON PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH TRITON'S MINIMUM REQUIREMENTS. TRITON STORMWATER SOLUTIONS DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGN ENGINEER 15 RESPONSIBLE FOR ALL DESIGN DECISIONS. rtiR I N STORMWATER SOLUTIONS 7600 EAST GRAND RIVER, STE.195 BRIGHTON, MI 48114 PHONE: (810) 222-7652 • FAX: (810) 222-1769 WWW.TRITONSWS.COM HEADER ROW ACCESS STANDARD MH CONNECTION TRITON - STANDARD DETAILS REVISED: 01-28-16 JWM 06.4" 08.5" 010.5" (216mm) (269mm) 012.6" (320mm) 016.5" (406mm) (163mm) 19.4" (493mm 202" (513mm) 1.0" (25.4mm) MUST MAINTAIN 1" (25.4mm) CLEARANCE IF CENTER OF PIPE CONNECTION IS LOWER THAN 19.4" (493mm) S-29 CHAMBER SPECS NOMINAL DIMENSIONS (LAYUP LENGTH X WIDTH X HEIGHT) 33.35" X 59.00" X 36.00" (847mm X 1499mm X 914mm) BARE CHAMBER STORAGE 27.35 CUBIC FEET (0.774 CUBIC METERS) *MIN INSTALLED STORAGE 41.05 CUBIC FEET (1.162 CUBIC METERS) CHAMBER WEIGHT 32 lbs (14.515 kg) STORAGE PER LINEAR FOOT WITHOUT STONE 9.84 CUBIC FEET (0.279 CUBIC METERS) STORAGE PER LINEAR FOOT WITH 14.77 CUBIC FEET (0.418 CUBIC METERS) STONE *ASSUMING A MIN OF 6" (152mm) STONE ABOVE AND BELOW AND 7.5" (191mm) BETWEEN ROWS WITH 40% STONE POROSITY (DOES NOT INCLUDE 12" (305mm) PERIMETER STONE VOLUME) NOTE: S-29 CHAMBER DETAILS TESTED AND RATED FOR H-30 LOAD CONDITIONS WITH 18" (457mm) OF COVER AND NO PAVEMENT. CENTER OF CONNECTING PIPES NOT TO BE HIGHER THAN THIS POINT 018" (450mm) MAX O.D. FOR SIDE CONNECTION CENTER OF CONNECTING PIPE CAN BE PLACED ALONG THE CENTERLINE AS LONG AS THE INVERT OF PIPE IS WITHIN THIS DIMENSION AND THE CENTER OF THE PIPE IS NO HIGHER THAN THE 19.4" (493mm) DIMENSION 012.65" (322mm) 015.45" (392mm) 024" (600mm) MAX 0.D. FOR TOP CONNECTION 010.65" (271 mm) 48.85" (1241 mm) 08.55" (218mm) 06.43" (164mm) 04.36" (111 mm) 59.00" (1499mm) 4- WA 11 33.35" (847mm) LAYUP LENGTH 35.36" (898mm) CHAMBERS TO BE INSTALLED IN THIS DIRECTION. FOLLOW DIRECTION ARROW ON THE PART. CONCEPTUAL PLAN DISCLAIMER THIS GENERIC DETAIL DOES NOT ENCOMPASS THE SIZING, FIT, AND APPLICABILITY OF THE TRITON CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT. IT I5 THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN I5 IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGUALTIONS. TRITON PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH TRITON'S MINIMUM REQUIREMENTS. TRITON STORMWATER SOLUTIONS DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGN ENGINEER IS RESPONSIBLE FOR ALL DESIGN DECISIONS. I N N MEMe�- STORMWATER SOLUTIONS 7600 EAST GRAND RIVER, STE.195 BRIGHTON, MI 48114 PHONE: (810) 222-7652 • FAX: (810) 222-1769 WWW.TRITONSWS.COM S-29 CHAMBER DETAIL TRITON - STANDARD DETAILS REVISED: 02-26-16 JWM OTE: REFER TO PAGE 2 FOR SIZES OF DIAMETER CUT GUIDES. 032" (810mm) MAX 0.D. FOR END CONNECTION (see page 2 for guide diameters) ALL PIPE CONNECTIONS MUST BE INSTALLED ALONG CHAMBER CAP CENTERLINE. w Lc, w Q F- oo uJ w J U Q 1.0" MIN (25.4mm) 7 e 59.00" (1499mm) S-29 END CAP SPECS NOMINAL DIMENSIONS (LAYUP LENGTH X WIDTH X HEIGHT) 5.90" X 59.00" X 36.00" (150mm X 1499mm X 914mm) BARE END CAP STORAGE 1.031 CUBIC FEET (0.029 CUBIC METERS) *MIN INSTALLED STORAGE 4.98 CUBIC FEET (0.141 CUBIC METERS) *ASSUMING A MIN OF 6" (152mm) STONE ABOVE AND BELOW AND 7.5" (191mm) BETWEEN ROWS WITH 40% STONE POROSITY (DOES NOT INCLUDE 12" (305mm) PERIMETER STONE VOLUME) ILII III 5.6' 5.9" __ \ (142mm) (150mm) INSTALLED/LAYUP LENGTH ACTUAL LENGTH a r THE END CAP FITS UP ON THE OUTSIDE OF THE S-29 CHAMBER. REFER TO INSTALLATION MANUAL FOR FURTHER DETAIL. CONCEPTUAL PLAN DISCLAIMER THIS GENERIC DETAIL DOES NOT ENCOMPASS THE SIZING, FIT, AND APPLICABILITY OF THE TRITON CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGUALTIONS. TRITON PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH TRITON'S MINIMUM REQUIREMENTS. TRITON STORMWATER SOLUTIONS DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGN ENGINEER 15 RESPONSIBLE FOR ALL DESIGN DECISIONS. STORMWATER SOLUTIONS 7600 EAST GRAND RIVER, STE.195 BRIGHTON, MI 48114 PHONE: (810) 222-7652 • FAX: (810) 222-1769 WWW.TRITONSWS.COM S-29 CHAMBER END CAP DETAIL TRITON - STANDARD DETAILS PAGE 1 OF 2 REVISED: 02-26-16 JWM S-29 END CAP: TOP HOLE DIMENSIONS 04.63 (118mm) 06.71 (170mm) 08.93 (227mm) 011.23 (285mm) 014.32 (364mm) 017.81 (452mm) 24.12" (613mm) 27.41" (696mm) 29.66" (753mm) 25.85" (657mm) 28.55" (725mm) S-29 END CAP: CENTER AND BOTTOM HOLE DIMENSIONS 015.99" (406mm) 012.45" (316mm) 010.29" (261 mm) 08.42" (214mm) 07.32" (186mm) 20.05" (509mm) i 027.92" (709mm) 020.80" (528mm) 017.86" (454mm) 014.37" (365mm) 011.26" (286mm) 08.91" (226mm) 06.76" (1726mm) 11.42" (290mm) 30.69" (780mm) i 14.95" (380mm) 04.64" (118mm) 4.34" (110mm) 5.40" (137mm) - 5.47" (139mm) - 6.62" (168mm) - - 9.92" (252mm) - 8.17" (208mm) CONCEPTUAL PLAN DISCLAIMER THIS GENERIC DETAIL DOES NOT ENCOMPASS THE SIZING, FIT, AND APPLICABILITY OF THE TRITON CHAMBER SYSTEM FOR THIS SPECIFIC PROJECT. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ASSURE THAT THE STORMWATER SYSTEM DESIGN IS IN FULL COMPLIANCE WITH ALL APPLICABLE LAWS AND REGUALTIONS. TRITON PRODUCTS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH TRITON'S MINIMUM REQUIREMENTS. TRITON STORMWATER SOLUTIONS DOES NOT APPROVE PLANS, SIZING, OR SYSTEM DESIGNS. THE DESIGN ENGINEER 15 RESPONSIBLE FOR ALL DESIGN DECISIONS. ION Sf01MW�iF1 SOLUTIONS STORMWATER SOLUTIONS 7600 EAST GRAND RIVER, STE.195 BRIGHTON, MI 48114 PHONE: (810) 222-7652 • FAX: (810) 222-1769 WWW.TRITONSWS.COM S-29 CHAMBER END CAP DETAIL TRITON - STANDARD DETAILS PAGE 2 OF 2 REVISED: 02-26-16 JWM 1.0 General 1.1 Triton chambers are designed to control stormwater runoff. As a subsurface retention or detention system, Triton chambers retain and allow effective infiltration of water into the soil. As a subsurface detention system, Triton chambers detain and allow for the metered flow of water to an outfall. 2.0 Chamber Parameters 2.1 The chamber shall be injection compression molded of a structural grade 1010 green soy resin composite to be inherently resistant to environmental stress cracking (ESCR), creep, and to maintain proper stiffness through temperature ranges of -40 degrees F to 180 degrees F. 2.2 The material property for the chamber and end cap must meet or exceed the following: Tensile Strength- Ultimate: 21,755 PSI Tensile Strength-Yield: 17,404 PSI Tensile Modulus: 1,750-2,240 PSI Flex Modulus: 1,600 KSI Flex Yield Strength: 33,100 PSI Compressive Strength: 30,457,000 PSI Shear Strength: 11,500 PSI 2.3 The nominal chamber dimensions of the Triton S-29 shall be 36.0 inches tall, 59.0 inches wide and 35.0 inches long. Lay-up length is 33.35” 2.4 The chamber shall have an elliptical curved section profile. 2.5 The chamber shall be open-bottomed. 2.6 The chamber shall incorporate an overlapping corrugation joint system to allow chamber rows to be constructed. 2.7 The nominal storage volume of a Triton S-29 chamber shall be 41.06 cubic feet per chamber when installed per Triton’s typical details. This equates to 2.67 cubic feet of storage/square foot of bed. This does not include perimeter stone. 2.8 The chamber shall have both of its ends open to allow for unimpeded hydraulic flows and visual inspections down a row’s entire length. 2.9 The chamber shall have five corrugations to achieve strengths defined above. 2.10 The chamber shall have five circular and elliptical, indented and raised, surfaces on the top to the chamber for a maximum of 33 inch diameter optional top feed inlets, inspection ports and or clean-out access ports. 2.11 The chamber shall have 5 elliptical, indented, surfaces on eit her side of the chamber for optional feed inlets, outlets. Capable of accepting pipe O.D. up to 18 inches. 2.12 The chamber shall be analyzed, designed and field tested using AASHTO LRFD bridge design specifications 1. Design live load shall meet or exceed the AASHTO HS30 or a rear axle load of 48,000 pounds. Design shall consider earth and live loads without pavement as appropriate for the minimum of 18” of total cover to a maximum total cover of 50’. 2.13 The chamber shall be manufactured in an ISO 9001:2008 certified facility 2.14 The service life of the product is over 60 years under a constant sustained load of 10,000 PSI which is equal to the H-20 loading condition. Under typical loading conditions the Chamber and End Cap has a useful lifespan of 120 years from date of when manufactured. 2.15 Designed to exceed ASTM F2418, F2787, F2922 standard and AASHTO LRFD Bridge specifications. Validated through independent third p arty performance testing. 3.0 End Cap Parameters 3.1 The end cap shall be Injection Compression molded of 1010 green soy resin to be inherently resistant to environmental stress cracking (ESCR), creep and to maintain proper stiffness through temperature ranges of -40 degrees F to 180 degrees F. 3.2 The end cap shall be designed to fit over the last corrugation of a chamber, which allows: the capping of each end of the chamber row. 3.3 The end cap shall have six upper saw guides capable of accepting pipe O.D. up to 18.2” Six middle saw guides and eight lower saw guides capable of accepting pipe O.D. up to 28.2” to allow easy cutting for various diameters of pipe that may be used to inlet or outlet the system. 3.4 The end cap shall have excess structural adequacies to allow cutting an orifice of any size at any invert elevation. 3.5 The primary face of an end cap shall have 5 corrugations and be angled outward to resist horizontal loads generated near the edges of beds. 3.6 The end cap shall be manufactured in an ISO 9001:2008 certified facility. 3.7 The service life of the product to be over 60 years under a sustained load of 10,000 PSI which is equal to the H-20 loading condition. 4.0 Installation 4.1 Installation shall be in accordance with the latest Triton Installation manual that can be downloaded from the Triton website: www.tritonsws.com/support/downloads 05-25-17 JWM Appendix F – Pre‐Development / Existing Conditions ‐ Basin Map S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S LOT 1LOT 2LOT 3LOT 4 LOT 12LOT 11LOT 10LOT 9 LOT 8LOT 7 BLOCK 156 NORTHWEST 3rd AVENUENORTHWEST 2nd AVENUENORTHWEST PARK STREET NORTHWEST 2nd STREET STATE ROAD NO. 70 15' ALLEY S00°09'42"E 142.57'S89°51'01"W 299.95'N00°09'43"W 142.54'N89°50'43"E 299.95' S89°50'43"W 199.97'N00°09'42"W 142.55'N89°50'24"E 199.97'S00°09'42"E 142.57'BENCHMARK #1 BENCHMARK #2 PARCEL 1 PARCEL 2 PARCEL 3 BLOCK 156 SEE SHEET 1 FOR SURVEY NOTES, CERTIFICATIONS, DESCRIPTION, SCHEDULE B, SECTION II EXCEPTIONS, AND LEGEND 0 10 20 40 20 FEET1 INCH =2THE FERBER COMPANYBOUNDARY AND TOPOGRAPHIC SURVEYAND ASSOCIATES, INC.SHEET OF 2FOR Appendix G – Existing SFWMD Permit and Previous Design NII-/tU( 1 r TO rcr E IIA I ..k -t LAKE. FLAc1D COUr.1T`( COURT !-SOUSE.. fitRF• Writ . 1J. 1V. 3 R [.L \t. 2*.I' ST t 1E1E7 OFFICE SITE 6 aQ 2TI4 ?maw. VT R.EE•T CTe.TE.1t2o4.D -t o) LA.c,L.E12 pn.RdC --- SOUT'-1 Pn.R . STREE-V Loch.-rtotii F -' 3 IJ T.s. 0 0 a 0 0 r -- kJ > i 4 . LL • To F'1. ptEQcE --->• U.S. FOUNDRY FRAME & GRATE "D" -17'x27", "C" 27"x34" GRADE ®in -NA t)uRi-lut t _ 2 SAtS^+L ?"►L1,45 - - 3/4 ‘‘,/,,,„ v,45 Q1JER CaRt wArd(- e. 4 vALv63 AtrEx1spc-r.-,wee. POLE_ I; EX151. t5Uv..IINAPI~U‘/E.D) 4'1 ?.V,C. To 661‘,-)6411-'1. • 3 5A6M. .PALMS G Id WOO' F' 1-44.(0.101..11k \ 3/4' w)5. ,b we o RtvE.2 C-RAVLL FLoo .of -s w1►LKwa4 • 4 :0 4) 57( to Lt WUSTRUM BRICK TO GRADE (3 BRICKS MAX.) 4 #5 EACH WAY 6" x 6" -10/10 WIRE MESH 12" CMP NOTE: DEPTH VARIES 4" 4 Ifs EACH WAY 4" — GROUT--_ 04 HOOP OVER HOLE "C" 17" x 27" OPENING if" ROCK "D" 27" X34" OPENING PAVING WELL COMPACTED BACKFILL 4 Mt POLYETHELENE NOT TO SCALE . ,t 12" i CORRUGATED METAL PIPE 14" WASHED 011AVEI2' Dr-\GE n ft,f,<:,r. ole5e .7.) .FT. lc .O634 = 8LZC'..,•FT. CA; c` F': !\BILI ' '' r 1: • 27 cU- ' DRt..t FIELD ", •S' .?854 C"; 12"¢ P C.M,.?. .'7654 ' : �� = 7 8.� FT "re:77 : + 789 .4 "l £5 80 4 • d.� 2.1 Cala PaoTT LK FSR V SIi CSS 1•4LJLCr4 E.msST- TREE H 3A.ISAL PALM 'a I. . U Z'2UM ua 05 %..O D0 CR -Ib GARD t tJ 44. -o'.E C14)*.W.SE N.Nt. pe.L►n Gd►.ap►a {0 DGIO boTTUL %A la CI.TcE-1 6t.si••1 n..11) Dstiala1- F‘ct_q SEt DTL. r'-ItS 5►.►etT 25' f- -_1 , ' 25' \.. 1 E • '-"L--_.1-\, k No s r' U C, opt.S t..i G LEcts,L : 0.327 h.cZElb LQT"3 "7 8, F.SL"OCII ' 15(.. C INY OKEt<.C% ORSEL.. E.ra.5: P • S 6C UHoGE Co. �.A► • I L tX •Ca.REQ'D. 0 2S' CYPRESS mut. c%-,1 5A. 10 PAL 0 0 0 CO►.1C. rat.1KPten JE, 0&K. / EXIST. 44.0' Six" Ewt.LK-/ tit 1=,ug►lurot LIc,uS-rtzLINA' L1OtT-4 2.'m T REST (•T/\TE .O/\) 70 c. pt_ x REVISIONS AA) OFF / c e2 1. OK��Gf-iOCSE� .BLi/LO/it/L Fo,e f--2_ i j7A DATE /Z/jv/83 SCALE /"G /O FIELD BOOK KEITH AND SCHNARS, P.A. ENGINEERS - PLANNERS -SURVEYORS U • FT. LAUDERDALE, FL. (305) 753 -3843 GAINESVILLE•,FL. (904)372 - 3301 1 l 1 DEERFIELD BEACH, FL. (305)421-0282 OC ALA ,FL. (904)829-7182 OWN. BY CKO. BY SHEET NO. / OF / DWG. NO. s-c.--ps-Asm„„ ° t5Up-144) 2.-c5.e.tbra_ P4a1,45 1 12. tveit--ci..kolsk.. _fa LA.14E. PLortiC415 ora°...7 c1.cOATI,0145 1214,J14() c*b5f3, J,t4,0 $34 CMCt-5tN511,4 3** 122144F tE,L.D ; A 1664 4 - bl t .1a 5 4 I 61 A I& 4%141 'LI 4- 7 2),, 4 T 4 -r- -7 15,Loct, t • CklY c .4oe Si S 5t.C. t Ca . 174‘1443*,..:%$,E,, ,b.T4\Te., 7c) toz! tsu oftaiiris.a.s As is OF $4.11141£4 Art4 %Kr PRO R OF THE' MICrrirrtOr MOO rifirt /Si ORK F0-8- -4404* ifiRc *Apt ;tstposo PR Sof mss 4FA r sot $1440, off Or °t 1.4,1 Atoct $UYWML 404440041.0.44 40* is.it2 ARCOrt*Or. • IN REPLY REFER TO: II South Florida 70'0 -O,AD/3 John R. Maloy, Executive Director John R. Wodraska, Deputy Executive Director Water Management District Post Office Box V 3301 Gun Club Road West Palm Beach, Florida 33402 Telephone (305) 686-8800 Florida WATS Line 1-800-432-2045 Marvin L. Gelatt, Architect 1701 E. Atlantic Blvd. Pompano Beach, FL 33060 Exemption No.: Owner: Project: Location: January 9, 1984 4-84 Mr. & Mrs. George Gatterer Gatterer Office Building Atechobee County, Sec 16/Twp 37S/Rge 35E (Ref: 11/10/83) Dear Mr. Gelatt: A request for Permit Exemption pursuant to Rule 40E-4.053, Florida Administrative Code (F.A.C.) has been received for the above referenced project. The owner has certified that all the conditions for the exemption have been or will be met upon construction, consequently the District will not be analyzing the surface water management system. It is therefore necessary that you consider this in your review of the project. Sincerely, Richard A. Rogers, P.E. Director Resource Control Department RAR/GG/ cm cc: Dept. of Environmental Regulation Okeechobee County Engineer City of Okeechobee Engineer Mr. Timer Powers bcc: Inspection Ms. Beth Ryan Ms. Geraldine Genco Mr. Tim Sagul J. Neil Gallagher St. Cloud Robert L Clark, Jr. Chairman - Fort Lauderdale Stanley W. Hole Vice Chairman -Naples Nathaniel P. Reed Aubrey L Burnham Hobe Sound Okeechobee Charles L Crumpton Miami Shores Kathleen Shea Abrams John F. Flanigan SCANNED Miami Shores North Palm Beach Indlantown PECS SOUTH FLORIDA WATER OBOX MANAGEMENT"V" DISTRICT . . OEC 7 �g�� WEST PALM BEACH, FLORIDA 33402-4238 Phone: (305) 686-8800, Toll Free 1-800-432-2045 --RESO,F OttN V3ARL_ ***REQUEST FOR PERMIT EXEMPTION PURSUANT TO*** RULE 40E-4.053, FLORIDA ADMINISTRATIVE CODE (SURFACE WATER MANAGEMENT) NOTE: A reprint of Rules 40E-4.052, 40E-4.053 and 40E-4.054 is included on the back of this form and contains specific requirements to constitute a complete submittal. 6Application #7-126/GP OWNER'S NAME: George and Joanne Gatterer ADDRESS': 1910 E. 4,s_ atxa.at- (Street) Fort Lauderdale_,_____E1nri (la__ City) (State) Architect r; PROJECT ENR: ..yin. L . _ Sze .latt_,_ Ar . te.ct. ADDRESS:1701 Ea.a_t__Atlasltjc Blvd (Street) Pom,_,pano Be&ch E1 City) (State{ 333Q ) ip PROJECT NAME: An Office Building Okeechobee• PROJECT LOCATION Okeechobee _ Florida COUNTY _ C. 16 TWP URGE 35E__ TOTAL PROJECT ACREAGE: 0.327 TOTAL IMPERVIOUS ACREAGE 0.21. TYPE OF PROJECT: Commercial— ZONING: Commercial _ __ _ __ (Residential, Agricultural, Etc.) �� r y PROPOSED FINISHED FLOOR ELEVATION: 30, 39 OPERATIONAL ENTITY: Owner (Who will operate and maintain the drainage system?) (NGVD) In submitting this request for permit exemption, I hereby certify that the conditions for exemption pursuant to Rule 40E-4.053, F.A.C., have been or are proposed to be met upon construction, including but not limited to that: 1. The total land area does not equal or exceed 10 acres; 2. The area of impervious surface will not equal or exceed 2 acres; 3. The activities will not be conducted in wetlands; 4. The activities will not be conducted in existing water bodies; 54- The activities will not utilize pumps; 6. The activities will not utilize storm drainage facilities larger than a 24 inch diameter pipe, or its hydraulic equivalent; 7. The site is not included in more than 40 acres of contiguous potentially exempt lands; 8. Discharges from the site will meet State water quality standards, as set forth in Chapter 17-3; 9. The surface water management facilities are part of an approved Conservation Plan, if the facilities serve agricultural lands; 10. The proposed building floors will be above the 100 year flood elevation; 11. The activities can otherwise reasonably be expected to have acceptable or insignificant water resource impacts; and 12. The surface water management sy tem can be effectively maintained. OWNER'S SIGNATURE: NOTE: This form must 0 signed by FORM NO. PA -39 tEi DATE: /2 4 if e Owner and accompanied by: a.) Paving,Grading and Drainage Plans b.) Evidence of Local Government Approval c.) Affidavit of Ownership, as declared on reverse side of this form. or 40E-4.052 Request for Exemption. (1) Requests for an exemption for projects less than 10 acres of total land. area should be filed with the District. This request shall contain: (a) Form PA -39. (b) The paving and drainage plan of the area showing: 1. the total land area; 2. the total area of impervious surface; 3. the location of any on-site wetlands; 4. the location and details of the surface water management system including but not limited to any lakes, culverts, pipes, exfiltration trench, discharge structures, pump and related facilities. 5. The surface water management system design plans must be signed and sealed by a Florida registered Professional Engineer, if required by chapter 471, Florida Statutes. (c) Evidence of local.. government approval of the project. The applicant or local government may request non-binding District comments on a project, if necessary for the applicant to obtain evidence of local government approvaL (d) Affidavit of ownership of the property which shall include: 1. the legal description; 2. a statement that the total contiguous property owned or controlled by the applicant does not exceed 10 acres. Specific Authority 373.044, 373.113 F.S. Law Implemented 373.406, 373.413 F.S. History—New. 40E-4.053 Conditions for Exemption. In order to obtain an exemption under this part, an applicant must give reasonable assurances that: 1. The total land area does not equal exceed 10 acres; 2. The area of impervious surface will not equal or exceed 2 acres; 3. The activities will not be conducted in wetlands; 4. The activities will not be conducted in existing water bodies; 5. The activities will not utilize pumps; 6. The activities will not utilize storm drainage facilities larger than a 24 inch diameter pipe, or its hydraulic equivalent; 7. The site is not included in more than 40 acres of contiguous potentially exempt lands; 8. Discharges from the site will meet State water quality standards, as set forth in Chapter 17-3; 9. The surface water management facilities are part of ' an approved Conservation Plan, if the facilities serve agricultural lands; 10. The proposed building floors will be above the 100 year flood elevation; 11. The activities can otherwise reasonably be expected to have acceptable or insignificant water resource impacts; and 12. The surface water management system can be effectively maintained. Specific Authority 373.044, 373.113 F.S. Law Implemented 373.406, 373.413 F.S. History—New. 40E-4.054 Modification of Exempt Projects. Any modification of a surface water management system in a project which has received a Notice of Exemption, must have the prior written approval of the District. A surface water management permit may be required for substantial modifications of previously exempt projects. Specific Authority 373.044, 373.113 F.S. Law Implemented 373.406, 373.413 F.S. History—New. 1 sl/ever 6/4' LorS 7 ¢ 8 h?wce /5-6 ei rY of ofecEewoRer Pt.tsr /3o4.)K S' i'04 CE' otetceA/o$Fe" eez, #20/cA •4 3d 1 /Ss Ace,/ r41454 C". Co (201..t- ) .570:0 1114. .,...-. • 89®5's°zo® Sdier c f h 0 `P r1 of t7 ID i_ )1 14. Ir -6 •J 0 2 • II 29,05 D 6. 5tdeyv4IE et es,,, J1 340' LE"emb. AN /Rcw PON .'A C'o v r, /1x sv cQ Fr, O G 1 dr `o M 81. b9' Zo" 5'0.00' 'Ig 0 Icroo' *o'' /,PF. ' /ocaoo' 4.4 -ler EY. 28.84 •". a 4 A/oe// evah tfs 4sCity t (I WVO . e I%. pear i ty `,K //, THIS SURVEY NOT VALID UNLESS IMPRINTED WITH AN EMBOSSED SURVEYORS SEAL. This Survey Prepared For ace_Iedr ae.47-TCAts--/e SURVEYORS CERTIFICATE RECERTIFIED I hereby certify that the survey represented hereon meets the requirements of Chapter 21 HH -6, Florida Administrative Cod tive 1 September 1981. Cri ES L. VAN OSTRAN P.L.S. 3372 Foundation Survey Ord. No. Data: Final Survq Ord. No. Date: 9REVISED 4- 4f -B3 DRAWN: D.1../. CHECKED: BROOME, VAN OSTRAN & ASSOCIATES INC. ENGINEERING & LAND SURVEYING 350 ROYAL PALM DR. (813) 763-1707 OKEECHOBEE, FLORIDA 33472. F.B. DATE: /z /4 8z ORDER NO. CYPRESS TRACE CONDOMINIUMS PARCEL -"L" COUNTRY/ CLUB WEST ADDITION BUILDING A Stair/Ve tabule Area Meter Roo BUILDING B Stair/Vesti'ule Area Meter Room BUILDING C Stair/Vestibu Area Meter Room BUILDING D Stair/Vestibule rea Meter Room BUILDING E Stair/Vestibule Are (15'-6" x 9'-6") BUILDING F Stair/Vestibule Area COMMUNITY BUILDING Community Room Men's Room Women's Room Pool Pump Room Outside Shower POOL COMMON PARKING AREA 96 Spaces Paved Area CORAL SPRINGS,FLOR 15'-6" x 7'-0" = 108.5 sq.ft.-x 4' x 6' 15'-6" x 7'=0" = 108.5 s 4,-0" x 6,-0" 151-6" x 71-o" = 108.5 41-0" x 6,-0" 15'-6" x 7'-0" = 10 4,-0" x 6'-O" IA _ 434 sq.ft. = 24 sq.ft. . t. x 3 = 325.5sq.ft. = 24 sq.ft. q. ft. x 2 = 217 sq.ft. = 24 sq.ft. .5 sq.ft, x 2 = 217 sq.ft. 24 sq.ft. 15'-6" x 7'-0" = 108.5 sq.ft. + 130.75 sq.ft. = 239.25sq. ft. (6'-o" x 2,-9") '-6" x 14 0" 19'-4" 5' 0" x 5'-O" 5, x .51-0" 5 •" x 8,-8" -0 x 3'-O" 11 20'-0" 40'-o" Three Trash Loca t ons 1O'-0" x 10' = 108.5sq.ft. = '270.62sq. ft. = 25 sq.ft. = 25 sq.ft. = 43.3sq.ft. = 9 sq.ft. = 800 sq.ft. = 53,625 sO. f t . 0" = 100 sq.ft. x 3 =.'300 sa.ft. .4-D cmmt 1 HEVIBI • NS OM ON AREAS design ko.II�.orative . ' architects la ners Inc 1701 E.ATLANTIC BLVD.POMPANO FL.33060 RESOU ICE V 0 _ ®' Li$ SOUTH FLORIDA WATER MANAGEMENT DISTRICT • P.O. BOX "V" WEST PALM BEACH, FL. 33402 TELEPHONE:(305) 686-8800 TOLL FREE: 1-800-432-2045 ;A, .,, took iliPMIAlfaiERSONNEL ONLY) DATE REC'D: APPL. NO.: APPLICATION ( X ) WATER ( X ) SURFACE ( ) UTILIZATION ( ) MODIFICATION TO SOUTH FLORIDA WATER MANAGEMENT DISTRICT FOR A PERMIT FOR: USE WATER MANAGEMENT (DRAINAGE) ( []';CONCEPTUAL APPROVAL) OF DISTRICT WORKS OF EXISTING PERMIT NUMBER: OWNERS NAME: ADDRESS: George and Joanne Gatterer Fort Lauderdale, Florida CITY: STATE :, ZIP : PHONE: DEVELOPERS ADDRESS: CITY: NAME: STATE: - ZIP: PHONE: PROJECT ENGINEER: ADDRESS: Pompano CITY: Marvin L. Gelatt, Architect . 1701 East Atlantic. Blvd. Beach, Florida 33060 305-7C2-4320 STATE: ZIP: PHONE PROJECT NAME: LOCATION: PURPOSE: An Office Building Okeechobee, Okeechobee. 16 37 S 35 E CITY COUNTY SECTION(S) TOWNSHIPS) RANGE(S) Public water supply ZONING: Business (RESIDENTIAL, PROJECT SIZE: PROJECT IS: IF THIS APPLICATION AGRICUL., PUB. WTR. SUPPLY, ETC.) 0 .327 ACRES (X) PROPOSED ( ) EXISTING ( ) ' TO BE MODIFIED IS FOR WATER USE, WHAT IS THE SOURCE OF WATER? city of okeechobe IF THIS APPLICATION IS FOR DRAINAGE, WHERE WILL THE WATER DISCHARGE? On Site IF THIS IS A REQUEST TO MODIFY AN EXISTING PERMIT, DESCRIBE THE REQUESTED CHANGES: IF THIS APPLICATION INCLUDES USE OF DISTRICT WORKS, DESCRIBE THE USE: (CULVERT, BOAT DOCK, FENCE, BEAUTIFICATION, ETC. NOTE! INCLUDE CANAL NAME) NOTE! IN ALL CASES AN ACCURATE LOCATION MAP WITH THE PROJECT BOUNDARIES CLEARLY SHOWN MUST BE SUBMITTED. ALSO, IF THIS ISA PROPOSED OR EXPANDED PROJECT SUBMIT A CURRENT AERIAL PHOTOGRAPH SHOWING THE PROJECT BOUNDARIES. RULES 40E-2.101, 40E-4.101, and 40E-6.101 F.A.C. SPECIFY DATA REQUIREMENTS TO CONSTITUTE A COMPLETE PERMIT APPLICATION. A LIST OF THE REFERENCED RULES IS PROVIDED ON THE BACK OF THIS FORM. ANY NECESSARY CHECKLIST MAY BE OBTAINED FROM THE DISTRICT AT THE ABOVE ADDRESS. OWNER SIGNATURE (IF NOT TH . WNER, CERTIFY BELOW) I HEREBY CERTIFY THAT I AM . ,� 1 U !RI ED AGENT OF THE OWNER: ' Architect TITLE arvin L. Gelatt. NOTE! MANY PROJECTS ALSO REQUIRE APPROVAL BY OTHER STATE AND FEDERAL AGENCIES. SFWMD INFORMS SOME AGENCIES OF PERMIT APPLICATIONS RECEIVED BUT THE RESPONSIBILITY FOR REQUESTING APPROVALS RESTS WITH T,IE OWNER. FORM RC -1 Rm. 12M2 • MDR Mil 40E-2.101 anted of Applimti. (1) Applications for permits required by this depter shall be filed with the District. The application shall contain: (a) Fon 11-1 "Application to the Saith Florida iter ItIk agment District" ; (b) . The infomation required in sthsection 373.229(1), Florida Statutes; and (c) Infomation sufficient to shay that the use meets the criteria and conditions established in tale 40B-2.301. (2) In addition to the infatuation specified in subsection (1), the application shall contain: (a) for pblic eater apply uses, the infomation required in Appendix 1 of the District's 'nsis of Review for Rb1ie Vetter 9ystenlltter the Appliestians-Aust 1980"; (b) for 'mistrial eater uses, the infomation required in Apperlix 1 of the District's 'psis of Review of Applications for Indistrial Vater Use within the South Florida Water Melgere t District-0etober 1980"; (e) for minirg rater uses, the infomation required in Appendix 1 of the District's "Basis of 'Review of Applications for veining litter Use (Ilaaterirg) within the South . Florida Vetter 1143neesnat District-koerber 1980." (3) The epplicationnust be signed by the user cr his authorized agent. • Specific Authority 373.044, 373.113 F.S. lav irplemetted 373.103(1), 373.219, 373.273, 373.229 F.S. History -14sv 9-3-81, 12-1-82. REM WIMER NPN4310134F MANCE) 40E-4.101. Cheat of Appliesdien. (1) Applications •for permits required by this dtepter shall be filed with the District. '!he alaplieation shall contain: • (a). Forming"Application to the Smith Florida %ter Mtnegerent District" (h) 'Die info:ration 'required in absectior 373.413(2) Florida Statutes; (e) D'avlrgs, calculations, and emineerinn details sufficient to define the reture, scope, intett earl furcticnirg of the work proposed; end (d). The infcmation required in Appendix 1 ofhe �u'e't � described in 'paramvph 40E - 4.091)(a1". (2) • 'Ile application nest be signed by the owner and his authorized agent, if applicable. Specific Authority 373.044, 373.113 F.S. Ian+bpleiatted 373.413, 373.416, 373.426 F.S. History—New 9-3-81, Attended 1-31-82, 12-1-82. lbater1y 1W-4.03(2), 16C-4.07(2), 16K-4.09(2) UTILT7A3'KN CF DISTRICT VCRiS CR I#N • 41114.101 1hitedt of Application. (1) Applications for pewits required by this dcepter stall be filed with the District. The application shall contain the following infomation: (a) Form 10-1 "Application to the South Florida Vetter Mnegerett District" • (b) The applicant's none and Adtess ireladirg zip code; (c) The anner's rwe aid complete addiess if applicant or user is other than the ower; (d) The project location relative to Cbetty, Section, Warship and Range; lot, Block end Sltdivision; or a metes and boards description; (e) lAt ether the proposed use is a modification of an existing use, or is a new use; (f) A description of the proposed use of or extroachrett on works of the District; (g) A description of the portion of . the corks of the District to be used; (h) 'three copies of a scaled or flully dirensioned 81r" x 14" drawirg refleetir$ the proposed use in plan and elevation views cud as related to the applicable work of the District tied to alawn reference point in the inondiate area of the proposed use; (i) Infomation sufficient to demonstrate that the proposed use meets the criteria established in the District's 'Criteria .Nhwal fat• the of Vlbrits of the Distriet-June 1981". (2) Applications steel be signed by the applicant or his authorized agent. Specific Authority 373.044, 373.113 F.S. Lav kiplerented 373.085(1) P.S. History—New 9-3-81, A ended 12-142. Fairterly 1H{-5.04(1) SOUTH FLORIDA WATER MANAGEMENT DISTRICT 3301 Gun Club Road, P.O. Box V, West Palm Beach, FL 33402-4238 Okeechobee County Engineer 304 N.C. 2nd Avenue Okeechobee, FL 33472 A' IN REPLY REFER TO: South Florida Water Management District Post Office Box V 3301 Gun Club Road West Palm Beach, Florida 33402 Telephone (305) 686-8800 Florida WATS Line 1-800-432-2045 Marvin L. Gelatt, Architect 1701 E. Atlantic Blvd. Pompano Beach, FL 33060 December 9, 1983 John R. Maioy, Executive Director Re: General Permit Exemption Request 11/10/83 Project Name Gatterer Office Building Okeechobee County, Sec 16, Twp 37S, Rge 35E Dear Mr. Gelatt: We have recently received an application for the above referenced project. Our review is underway, but according to 40E-4.052, Florida Administrative Code (F.A.C.), the application is incomplete and cannot be processed until the following is received: 1. Completed application form PA -39., whichhas been signed by the owner (enclosed). 2. A document or affadavit of ownership. 3. Proof of local government approval. 4. Surface water management plans signed and sealed by a Florida registered professional engineer. In accordance with 40E-1.603 F.A.C. if the requested information is not received within 90 days of the date of this letter, this application will be processed for denial, if not withdrawn by the applicant. Should you have any question, please call this office. GGH/cm Enclosure cc: Mr. Aubrey Burnham Mr. Timer Powers City of Okeechobee Engineer Okeechobee County Engineer Sincerely, Geraldine G. Hartman Regulatory Technician Water Management Division Resource Control Department Robert L. Clark, Jr. Robert W. Padrick Chairman — Fort Lauderdale Vice Chairman — Fort Pierce Stanley W. Hole J. Neil Gallagher Nathaniel P. Reed John L. Hundley Naples St. Cloud Hobe Sound Pahokee Aubrey L. Burnham Charles L. Crumpton Okeechobee Miami Shores JB A \11,;1EI Coral Gables KEITH and SC} T ARS, P.A. Engineers - Planners - Surveyors ehte, , A/a�� i Awed, Jerat& g'a , 'oxide 88304 =7996 305=763 =384.1 January 3, 1984 Ms. Geraldine G. Hartman Regulatory Technician South Florida Water Management District P.O. Box "V" West Palm Beach, FL 33402 pCEflIE 9AN 5 1984 RESOURCE CONTROL DEPARTMENT RE: General Permit Exemption Request 11/10/83 Gatterer Office Building Okeechobee County, Sec 16, Twp 37S, Rge 35E Dear Ms. Hartman: Per your letter dated December 9, 1983, please find enclosed the following: 1. Completed Application Form PA -39. 2. Document of proof of ownership. 3. A letter from the City of Okeechobee, approving the permit. 4. Four (4) copies of water management plans, signed and sealed. I believe this information should satisfy your inquiry. Should you require any additional information, please feel free to contact me directly. Sincerely, KEITH AND ENGINEERS - Mi Pr. J HN P.A. URVEYORS ael J. ect Engineer MJG/cs enclosures SCANNED TO sabR„Jc, ; 16- Lnkt. ptAcio couNiY covRT b-kougst_ IFIRIL STA.. NI. W. 3 RP 0 e J 0 15T =VT r i LI. mt. 2 MP t.102'tH inualic, S'TREE'T LA.GLCR P .4%4 CST*TL RO40 To) 3OUT4.1 Pn.tZ "Wr12V.E [ 1I Q c n, -t oiJ Ft.A. t.1 p4 T. 4s. SCANNED CITY COUNCIL Dr. Edward Douglas, Mayor Jim Knight, Sr., Vice Mayor COUNCIL MEMBERS Oakland Chapman Dowling Watford, Jr. Oscar Thomas CITY ADMINISTRATION J. Mallette Westbrook Dir. of General Services 813-763-7292 Richard C. Fellows City Administrator 813-763-4116 Bonnie Thomas City Clerk 813-763-3372 Landon C. Fortner, Jr. Dir. of Public Works 813-763-7054 Larry Mobley Chief of Police 813-763-5521 L. Keith Tomey, II Fire Chief 813-763-4423 CITY OF OKEECHOBEE CITY HALL 55 SOUTHEAST THIRD AVENUE OKEECHOBEE, FLORIDA 33472-2932 Home of The Second Largest Fresh Water Lake in the United States December 16, 1983 George Gatterer 1910 N.E. 41st Street Ft. Lauderdale, Fla. 33308 Dear Mr. Gatterer: This is to certify, I have reviewed the plans for your office and retail building, and they comply with the City Code and Zoning. The plans have been reviewed and approved as submitted. If there are any questions regarding this matter, please feel free to contact our office at 813-763-7292. MW/bc Sincerely, allette Westbrook Building And Zoning Administrator SCANNED Rs4 %06 5, 4d 70. 06 arranty Deed (STATUTORY FORM—SECTION 689.02 F.S.) Pio . ndrnturt, Made this MARY T. GOOLSBY SERIANNI. of the County of Okeechobee GEORGE C. GATTERER whose post office address is 4141)=0"" day of July , State of Florida 243 m41825 This instrument was prepared by: COLEMAN, LEONARD & MORRISON 4ttorneye at Lam P.O. Box 11025 FORT LAUDERDALE, FLORIDA 33339 19 81 , Wrt1UePn , grantor*, and 1910 N. E. 41st Street, Fort Lauderdale, Florida of the County of Broward , State of Florida , grantee*, leitnessrth, That said grantor, for and in consideration of the sum of ($10.00) Ten and no/100 Dollars, and other good and valuable considerations to said grantor in hand paid by said grantee, the receipt whereof is hereby acknowledged, has granted, bargained and sold to the said grantee, and grantee's heirs and assigns forever, the following described Id5H, situate, Tying and being in Okeechobee County, Florida, to -wit: Lots twiriand 8, Block 156, according to the plat of the City of Okeecbee, as recorded in Plat Book 5 , at Page 5 of thPublic Records of Okeechobee County, Florida. Subject: to reservations, restrictions and limitations of record, if any, and taxes for theyear 1981 and subsequent years. The abgve described lands are vacant business lots located within the city limit$ of :,#the City ,pf Okeechobee, Florida, and are not Homestead, and hv.e never -been occupied as a home by the Grantor. • P6 and said grantor does hereby fully warrant the title to said land, and will defend the same against the lawful claims of all persons whomsoever. Jn Mit Signe * "Grantor" and "grantee" are used for singular or plural, as context requires. W1Prnif, Grantor has hereunto set grantor's hand and seal the day and ear first above written. and delivered % our presence: • r�i. M RY� GOOLSBYi'ERIANNI (Seat) auel STATE OF NORTH CAROLINA COUNTY OF WATAUGA I HEREBY CERTIFY that on this day before me, an officer duly qualified to take acknowledgments, personally appeared MARY T. GOOLSBY SERIANNI (Seal) (Seal) (Seal) to me known to be the person described in and who executed the foregoing instrument and acknowledged before me that he executed the same. WITNESS my hand and official seal in the County and State last aforesaid this 22nd itarinalvdayof July, irgideo . 19 81 My commission exp. es: September 26, 1982 HILDA L. ROBINSON, Notary Public Nash County, N. C. Notary Public 243 ?f.1825 CorS 7 f 8 /340CW. /s-6 din/ OF ogE CA/0/3F6" Pc.ar /30vx. ,c'Acer" 1 N.1' 2= sir.- AL1, Roc r 'Pi,tcE St'.4c6r/ =3d E/ 30.04 Tri#er ti 29.05 .57ciewait e.9..9% 1 � L• ;s> 1 350o' ,4 N.4/4 �p AA:0,r = /Ad& Pkg/ 1c So,oA' ,.� 90-oo"4o — /6"i Azi.e }i Tic'; 0. —7 i or 50.0 CO' SOc /Pr 8 9's'9' Zo" r L 0 8?0 e.9' Zo" »/ok • e/.eeal7otf5 45 per Ik/6;:_C a Al. near C,1,9 Ala //, 50..Jd ( 0 90'00' Ice eeig u4•4er El. 28.84 ). co- THIS SURVEY NOT VALID UNLESS IMPRINTED WITH AN EMBOSSED SURVEYORS SEAL. This Survey Prepared For SURVEYORS CERTIFICATE 1 hereby certify that the survey represented hereon meets the requirements of Chapter 21 HH.6, Florida Administrative Cod - • ire 1 September 1981. IES L. VAN OSTRAN P.L.S. 3310 RECERTIFIED Foundation Survey Final Survey Ord. No. Ord. No. Oat.: Oat.: REVISED DRAWN: D.1./. CHECKED: BROOME, VAN OSTRAN & ASSOCIATES INC.. ENGINEERING & LAND SURVEYING 350 ROYAL PALM DR. (813) 763-1707 OKEECHOBEE, FLORIDA 33472 DATE: Patty Burnette From: Sent: To: Cc: Christopher Rogers <crogers@bohlereng.com> Tuesday, December 25, 2018 11:38 PM Patty Burnette flb180057@nf.bohlereng.com; Jonah Weaver; Kimberly D'Andrea; Steven Lipofsky (slipofsky@ferbercompany.com) Subject: RE: Okeechobee Wawa Attachments: 2018-12-25 - Wawa - Compiled Drainage Report.pdf Patty, I have revised the drainage calcs to summarize the impervious vs pervious areas pre vs post (page 3 and 4).• 7 re - pr ut-(-(Aj Flood routing Calculations didn't change at all, just clarified. Thanks, Christopher Rogers, P.E. j Branch Manager 2255 Glades Road, Suite 305E 1 Boca Raton, FL 33431 P: 561-571-0280 1 M: 561-324-6960 j crogers@bohlereng.com From: Christopher Rogers Sent: Friday, December 21, 2018 4:54 PM To: Kimberly D'Andrea <kdandrea@bohlereng.com>; Patty Burnette <pburnette@cityofokeechobee.com>; Steven Lipofsky (slipofsky@ferbercompany.com) <slipofsky@ferbercompany.com> Cc: flb180057@nf.bohlereng.com; Jonah Weaver <jweaver@bohlereng.com> Subject: RE: Okeechobee Wawa Patty, Here is a very preliminary rough draft of what the signage can typically look like, but we will get Wawa moving on a full signage package and adjust as needed to follow all applicable codes. Have a great Holiday!! Christopher Rogers, P.E. Branch Manager 2255 Glades Road, Suite 305E 1 Boca Raton, FL 33431 P: 561-571-0280 1 M: 561-324-6960 j crogers@bohlereng.com From: Kimberly D'Andrea Sent: Friday, December 21, 2018 11:32 AM To: Patty Burnette <pburnette@cityofokeechobee.com>; Christopher Rogers <crogers@bohlereng.com>; Steven Lipofsky (slipofsky@ferbercompany.com) <slipofsky@ferbercompany.com> Cc: flb180057@nf.bohlereng.com Subject: RE: Okeechobee Wawa 1 Pre vs Post Development Design Storm Max Stages Summary Design Storm Pre -Development Calculated Elevations- NAVD Post Calculated Elevations- NAVD Design Elevation - Ft., NAVD Design Criteria 10 -Year / 24 -Hour N/A 25.24 27.80 Lowest Inlet Elevation Impervious Area Basin 1- 28.57 Soil Storage Curve Number Discharge Weir Discharge (cfs, 25y 1d) Basin 2 - 28.88 (AC) 0.35 28.50 Perimeter Berm 25 -Year / 24 -Hour Basin 3 - 29.08 27.42 (CN) 91 Length (FT) 6 Ave. Elev. INAVDI 28.33 Basin 4 - 27.95 FDOT 0 27.85 Control Weir 2 Basin 5 - 28.04 13,273 0.30 11,450 100 -Year / 72 - 1,823 0.04 0.93 91 Hour (zero discharge) N/A 28.07 30.00 Finish Floor Pre Development Existing Conditions Summary f for the 25 Year- 1 Day Storm Event of 7 Inches) PRE DEVELOPMENT EXISTING CONDITIONS SUMMARY FOR THE 25 YEAR- DAY STORM EVENT OF 7 INCHES Basin Basin Area Impervious Area Pervious Area Soil Storage Curve Number Discharge Weir Discharge (cfs, 25y 1d) (SF) 15,235 (AC) 0.35 (SF) 12,937 (AC) 0.30 (SF) 2,298 (AC) 0.05 (S) (Inches) 1.03 (CN) 91 Length (FT) 6 Ave. Elev. INAVDI 28.33 City of Okeechobee 2.15 FDOT 0 1 Basin 1 • NE Parcel (Lots 1 to 4 - North Half) 2 Basin 2 - NE Parcel (Lots 1 to 4 - South Half) 13,273 0.30 11,450 0.26 1,823 0.04 0.93 91 6 28.06 0 0.43 3 BASIN 3 - SW PARCEL (North Half of LOTS 7-8, Plus Half the Alley on Lots 7-8) 3,928 0.09 2,800 0.06 1,128 0.03 1.95 84 6 28.25 0 0 4 BASIN 4 - SW PARCEL (LOTS 7-10 PLUS 15' Alley on Lots 9 8 10) 26,828 0.62 11,195 0.26 15,633 0.36 3.96 72 5 27.57 0 0.97 5 BASIN 5 - SE PARCEL (Lots 11 and 12 Plus Alley on 11 and 12) 15.754 0.36 r 5,874 0.13 r 9,880 0.23 4.26 70 6 27.90 0 0.96 TOTAL 75,018 1.72 44,256 1.02 30,762 0.71 2.15 2.36 3 Pre Vs Post Development Max Discharge Summary Design Storm Pre -Development Calculated Discharge CFS Post Calculated Discharge CFS 25 -Year / 24 -Hour 2.36 1.29 Pre Vs Post Impervious Vs Pervious Area Summary Design Storm PRE (AC) Post (AC) Impervious Area 1.02 1.33 Pervious Area .71 .39 4 EAAF85 F/B (6,119 SF)TCONSTRUCTIONNOT APPROVED FORThis drawing and/or file has been prepared by Bohler Engineering at the request of the Project Owner or his Representative and is being provided solely as a convenience to the recipient. Bohler Engineering makes no representation regarding the suitability for the intended use by the recipient. Further, Bohler Engineering makes no representation regarding fitness of the electronic file for any particular purpose, or suitability for use with any software or hardware. It is the recipient's obligation to understand the design intent and to use this digital data appropriately.REVISIONSREVDATECOMMENTBYLOCATION OF SITEFORPROJECT No.:DRAWN BY:CHECKED BY:DATE:SCALE:CAD I.D.:SHEET NUMBER:SHEET TITLE:PROJECT:H:\2018\FLB180057\DRAWINGS\EXHIBITS\AERIAL.DWG PRINTED BY: JWEAVER 11.30.18 @ 6:37 PM LAST SAVED BY: JWEAVERFLB180057JRTCR08/29/2018AS NOTEDEX0EXHIBITNWC NE PARK ST & SW 2ND AVEOKEECHOBEE, FL 34972CITY OF OKEECHOBEEAERIAL1KNOW WHAT'S BELOWALWAYS CALL 811BEFORE YOU DIGIt's fast. It's free. It's the law.2255 GLADES ROAD, SUITE 305EBOCA RATON, FLORIDA 33431Phone:(561) 571-0280Fax:(561) 571-0281FLORIDA BUSINESS CERT. OF AUTH. No. 30780LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES © TM SUSTAINABLE DESIGN LANDSCAPE ARCHITECTURE SITE CIVIL AND CONSULTING ENGINEERING LAND SURVEYING PROGRAM MANAGEMENT PERMITTING SERVICES TRANSPORTATION SERVICES 2018 BOHLER ENGINEERING1"=30'0307.51530 PAGE 1 CITY OF OKEECHOBEE General Services Department 55 Southeast 3rd Street Okeechobee, Florida 34974 863-763-3372 X 9820 Fax: 863-763-1686 ABANDONMENT OF RIGHT-OF-WAY PETITION PETITION NO. /9 -001 -AL Application fee (non-refundable) $600.00 Note: (Resolution No. 98-11) Schedule of Land Development Regulation Fees and Charges When the cost for advertising publishing and mailing notices of public hearings exceeds the established fee, or when a professional consultant is hired to advise the city on the application, the applicant shall pay the actual Date Fee Paid: / a -5-16 Receipt No: LI C -d, Oq TRC Meeting: C, Publication Date: ' /0 :0011A1 Letters Mailed: i'iVA PB/BOA Meeting: Publication Dates: I— Ii q 6 :00PPf, Letters Mailed: I -c?-i q City Council 1st Reading: 4- 5- l CMR Letter E-mailed: City Council Public Hearing: I� Publication Date: -, ,-rq Right-of-way Definition: Land dedicated, deeded, used, or to be used for a street, alley, walkway, boulevard, drainage facility, access for ingress or egress, or other purpose by the public, certain designated individuals, or governing bodies. [F.S. Ch. 177 § 177.031(16)]. Easements for roads and related purposes shall be considered as right-of-way. Legal Description of the Right -of -Way to be Abandoned: Please see attached. Note: Upon abandonment of a right-of-way in the City of Okeechobee or First Addition of City of Okeechobee Subdivision's, there may be a Fee Simple Interest from the Hamrick Trust. For more information contact Gil Culbreth, 3550 US Hwy 441 South, Okeechobee, Florida 34974, 863-763-3154. Purpose of the Right -of -Way Abandonment: The purpose of the Right of Way abandonment is to allow for the joining of several adjacent parcels into one Targe parcel to facilitate a Wawa. PAGE 2 PETITION NO. 1q -COI -M. I% Name of property owner(s): Please see attached Owner(s) mailing address: Owner(s) e-mail address: Owner(s) daytime phone(s): Fax: Required Attachments Copy of recorded deed of petitioner as well as any other property owner whose property is contiguous to the right-of-way. Letters of Consent or Objection. (If more than one property owner is involved and they are not signing the petition). SEE NOTE BELOW FOR ADDITIONAL INSTRUCTIONS Location map of subject property and surrounding area within 100' (See Information Request Form attached) and dimensions of right-of-way. List of all property owners within 300' of subject property (See Information Request Form attached) Site Plan of property after abandonment. (No larger than 11x 17) Utility Companies Authorization Form. (See attached) Supplementary supporting information: Copy of recorded Plat of the Subdivision where right-of-way exists no larger than 11x17. (Can be obtained from the County Clerk's Office, Court House) PLEASE NOTE: If there are other property owners that are contiguous to the subject right-of- way, a notarized letter must be attached with the following information: date, their name(s), what property they own, and whether they object to or consent to the right-of-way abandonment (See attached sample letter) 1J Confirmation of Information Accuracy I hereby certify that the information contained in and/or attached with this petition is correct. The information included in this petition is for use by the City of Okeechobee in processing my request. False or misleading information may be punishable by a fine of up to $500.00 and imprisonment of up to 30 days and may result in the summary denial of this petition. Steve Lipofsky, PE Printed Name PLEASE COMPLETE THE FOLLOWING FINDINGS REQUIRED FOR GRANTING A VACATION OF RIGHTS -OF -WAYS (Sec. 78-33, page CD78:4 in the LDR's) It is the Petitioner's responsibility to convince the Technical Review Committee, Planning Board/BOA and City Council that approval of the proposed vacation is justified. Specifically, the Petitioner should provide in his/her application and presentation sufficient explanation and documentation to convince the reviewing body to find that: 1. Proposed vacation is consistent with the Comprehensive Plan: The proposed Wawa which consists of a gas station, convenience store, and restaurant, aligns with the comprehensive plan for both future land use as Commercial and we will be rezoning to Heavy Commercial. The majority of the surrounding blocks, neighboring the project site to the North, South, East and West also share the same future land use as commercial with zoning as commercial business district. In order to construct the Wawa at this location, the ally way must be vacated, exactly how both Walgreens and CVS to the East of the project site, had previously been approved to do and constructed. Additionally, the Wawa compliments these two pharmacies as far as land use and compatibility. 2. Right-of-way to be vacated is not the sole access to any property, and the remaining access is not an easement: The right of way to be vacated will not provide access to our project. Additionally the right of way being vacated is not the sole acces to either of the properties that will remain to the NW. This location compliments the surround area and the park providing services to both road drivers, boaters, and pedestrians at the park. 3. Proposed vacation is in the public interest and provides a benefit to the City: This vacation provides a major benefit to the City by bringing an attractive restaurant with out door seating, gas station with with E free gas and free air for car tires, and convenience store with it's own coffee shop. The state of the art ordering system and spacious layout both inside and out, allows for traffic to continuously flow through and help get customers on their way This location compliments the surround area and the park providing services to both road drivers, boaters, and pedestrians at the park. 4. Proposed vacation would not jeopardize the location of any utility. As seen in the attached utility design and coordination with all utility providers, this project and the vacation of the ally does not jeopardize any of the existing utilities, but actually brings the water and sewer in too better standards that allign with DEP requirements for seperation and slopes that are currently not being met, by getting better spacing between water and sewer and increasing the Gravity Sewer's pipe size. Additionally the new layout The City Staff will, in the Staff Report, address the request and evaluate it and the Petitioner's submission in light of the above criteria and offer a recommendation for approval or denial). CITY OF OKEECHOBEE RIGHT-OF-WAY ABANDONMENT PETITION Utility Companies Authorization Form INSTRUCTIONS: Deliver the petition and this form to the following Utility Companies for their comments. It must be siened and dated with a contact number for each person. Florida Power & Light - f p L Q - (tCi-4- S c_ Cj F- Ci x- rte. 863-467 3721 or T N x , 0 o . J) 4— - l k t t' UU -Z, t- -( ).a_ Donna Padgett E. 6,V�,,-, A , 1`. 1-1--n-r- Ct. Ar- (A -I- ) 1- , s__, 863-467-3708 L -E -N -\-1,\ n 1 1 l.-44 ti IA , Authorized Signature Typed Name & Title Phone No. Date Embarq d/b/a Century Link 407-814-5318 Victoria Buchner victoria.huchner@centurylink.com Authorized Signature Typed Name & Title Phone No. Date Comcast Cable 863-763-2824 107 NW 7th Avenue Authorized Signature Typed Name & Title Phone No. Date Okeechobee Utility Authority rJ 4 e. 5 e e. o., } irw rte. John Hayford 863-763-9460 100 SW 5th Avenue Cer..evic✓c- c- /f �6 '— — 9'4 Typed Name & Title Phone No. *REQUIRED ONLY FOR CITY OF OKEECHOBEE & FIRST ADDITION TO CITY OF OKEECHOBEE SUBDIVISIONS Date Hamrick Estate Gil Culbreth, Co -Trustee 863-763-3154 Authorized Signature Typed Name & Title Phone No. Date OKEECHOBEE UTILITY AUTHORITY September 24, 2018 Re: ABANDONMENT OF RIGHT-OF-WAY PETITION — WAWA Station — Block 156, Lots 1-4 and Lots 9- 12, City of Okeechobee The Okeechobee Utility Authority (OUA) has no objection the Right -of -Way Abandonment Petition, described as that portion of right-of-way between Tots 1-4 and Tots 9-12, Block 156, City of Okeechobee, provided the property owner relocates existing water and sewer lines at his/her own expense and corresponding easements, (15 ft. wastewater, 10 ft. water) are provided to the Okeechobee Utility Authority. 0ohF. Hayford, Ecu e U/recto OUA Oi/a Date Comcast Cable 863-763-2824 107 NW 7th Avenue CITY OF OKEECHOBEE RIGHT-OF-WAY ABANDONMENT PETITION Utility Companies Authorization Form INSTRUCTIONS: Deliver the petition and this form to the following Utility Companies for their comments. It must be signed and dated with a contact number for each person. Florida Power & Light 863-467-3721 or Donna Padgett 863-467-3708 Authorized Signature Typed Name & Title Phone No. Date Embarq d/b/a Century Link 407-814-5318 Victoria Buchner victoria.buchner@centurylink.com Pat Provost Authorized Signature Busines Analyst Typed Name & Title Phone No. 11/1/18 Date Authorized Signature Typed Name & Title Phone No. Date Okeechobee Utility Authority John Hayford 863-763-9460 100 SW 5th Avenue Authorized Signature Typed Name & Title Phone No. *REQUIRED ONLY FOR CITY OF OKEECHOBEE & FIRST ADDITION TO CITY OF OKEECHOBEE SUBDIVISIONS Date Hamrick Estate Gil Culbreth, Co -Trustee 863-763-3154 Authorized Signature Typed Name & Title Phone No. Date Jonah Weaver From: Jonah Weaver Sent: Thursday, November 1, 2018 12:52 PM To: 'Provost, Patrick' Subject: RE: Proposed Development at NWC NW Park St (SR -70) & NW 3rd Avenue Thanks Patrick, From: Provost, Patrick <patrick.provost@centurylink.com> Sent: Thursday, November 1, 2018 12:25 PM To: Jonah Weaver <jweaver@bohlereng.com> Subject: RE: Proposed Development at NWC NW Park St (SR -70) & NW 3rd Avenue The below should serve as notification of us not having anything there and should be sufficient to obtain permits but I filled out the signature line under the CenturyLink person (who is not me by the way, no idea who they are either) on the attached form anyway. Thank you, Pat Provost Business Analyst, OSP Relocations Century Link 1025 El Dorado Blvd Broomfield, CO 80021 p: 720.888.4686 e: patrick.provost(a�centurvlink.com Office Hours 7:00 AM to 3:30 PM MST #XX amity Cerr_uryLink Please send all initial requests to NationalRelo@centurylink.com to ensure visibility by the department. From: Jonah Weaver <iweaver@bohlereng.com> Sent: Thursday, November 01, 2018 10:09 AM To: Provost, Patrick <patrick.provost@level3.com> Cc: Christopher Rogers <crogers@bohlereng.com>; Tyler Hoorn <thoorn@bohlereng.com> Subject: Proposed Development at NWC NW Park St (SR -70) & NW 3rd Avenue Hi Patrick, Thanks for getting back to us. In light of there not being any facilities in the project limits, would it be possible for you to review the attached Alley closing document and add notes as needed with a signature? The project is moving forward and we will be submitting the application soon. 1 I appreciate your time. Let me know if you have any questions. Thank you Jonah Weaver I Project Engineer BOHLER tz r;T w. Lim i iP:. 2255 Glades Road, Suite 305E Boca Raton, FL 33431 P: 561-571-0280 M: 561-569-0906 1 iweaver@bohlereng.com www.BohlerEngineering.com Confidentiality Note: This e-mail, and any attachment to it, contains confidential information intended only for the use of the designated recipients, which information may also be privileged. If the reader of this e-mail is not the intended recipient, the document hos been received in error and any use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. If you have received this e-mail in error, please notify the sender via reply e-mail and immediately delete this e-mail from your system. From: Provost, Patrick <patrick.provost@centurylink.com> Sent: Wednesday, October 31, 2018 11:27 AM To: Tyler Hoorn <thoorn@bohlereng.com> Subject: RE: Proposed Development at NWC NW Park St (SR -70) & NW 3rd Avenue Tyler, CenturyLink Communications, LLC (National Fiber Optic longhaul/metro network) has received your utility notice. After reviewing the information you provided it has been determined that CenturyLink does not have facilities within the scope of the Project. Therefore it will not be necessary for CenturyLink to relocate or adjust the facilities. Any changes or additions to the Project plans or parameters should be submitted to CenturyLink for review of potential new impacts to the CenturyLink facilities. Please reference the file number 120564 with any future communications. Please make certain that you coordinate with your local Call Before You Dig program to identify any other utilities in the area of your project. Please be sure to Always include NationalRelo@centurylink.com on all future project notifications/utility records inquiries sent to CenturyLink Communications, LLC to insure a timely response. Thank you, Pat Provost Business Analyst, OSP Relocations Century Link 1025 El Dorado Blvd Broomfield, CO 80021 p: 720.888.4686 e: patrick.provostCa centurvlink.com Office Hours 7:00 AM to 3:30 PM MST 'AVOWoeaa Cerawylink 2 Please send all initial requests to relo@centurylink.com to ensure visibility by the department. From: Tyler Hoorn <thoorn@bohlereng.com> Sent: Monday, September 10, 2018 11:26 AM To: NationalRelo <NationalRelo@centurylink.com> Cc: Christopher Rogers <crogers@bohlereng.com>; Chris Lail <clall@bohlereng.com> Subject: Proposed Development at NWC NW Park St (SR -70) & NW 3rd Avenue Good afternoon, Attached is a PDF that contains a concept plan for a proposed development at the Northwest Corner of NW Park Street (SR -70) and NW 3rd Avenue in Okeechobee, FL. Based on our due diligence, we have located an alleyway spanning from NW 3rd Avenue to NW 2nd Avenue, denoted in red in the PDF. Per the proposed development, we intend to request to abandon the existing alleyway and will need to relocate any utilities located within. As a part of the process, we are required to complete the New Street or Alley Closing Application that is also attached. This application needs us to get an authorized signature. Therefore, we are interested in setting up a meeting to discuss the steps that we will need to take to satisfy any potential comments associated with the abandonment. Please let me know if you require any further information for this request. Thank you very much, Tyler Hoorn, EIT BOILER is 6 r 3 k t' I I 2255 Glades Road, Suite 305E I Boca Raton, FL 33431 P: 561-571-0280 1 thoorn@bohlereng.com www.BohlerEngineering.com Confidentiality Note: This e-mail, and any attachment to it, contains confidential information intended only for the use of the designated recipients, which information may also be privileged. If the reader of this e-mail is not the intended recipient, the document has been received in error and any use, review, dissemination, distribution, disclosure or copying of this message is strictly prohibited. If you have received this e-mail in error, please notify the sender via reply e-mail and immediately delete this e-mail from your system. This communication is the property of CenturyLink and may contain confidential or privileged information. Unauthorized use of this communication is strictly prohibited and may be unlawful. If you have received this communication in error, please immediately notify the sender by reply e-mail and destroy all copies of the communication and any attachments. This communication is the property of Centurylink and may contain confidential or privileged information. Unauthorized use of this communication is strictly prohibited and may be unlawful. If you have received this communication in error, please immediately notify the sender by reply e-mail and destroy all copies of the communication and any attachments. 3 CITY OF OKEECHOBEE RIGHT-OF-WAY ABANDONMENT PETITION Utility Companies Authorization Form INSTRUCTIONS: Deliver the petition and this form to the following Utility Companies for their comments. It must be signed and dated with a contact number for each person. Florida Power & Light 863-467-3721 or Donna Padgett 863-467-3708 Authorized Signature Typed Name & Title Phone No. Date Embarq d/b/a Century Link The Appnoj4f /Zck. se 6r eX, kb.hc eAscYlry4 daufd he 407-814-5318 _e a-,ein-1 on 414e dcuclorefil bt-Vie ,. ktirt, ik,v2ih� Victoria Buchner (' 4lCA$f' Rot ,tic &des,ri nail 1 oclehdri +7e ow_ victoria.bncltner@centurylink.com ex, 4, "yr dltnn• See /9> i J%ecd coniges x', dcncc. Authorized Signature Typed Name & Title Phone No. Date Comcast Cable The Appnoj4f /Zck. se 6r eX, kb.hc eAscYlry4 daufd he 863-763-2824 _e a-,ein-1 on 414e dcuclorefil bt-Vie ,. ktirt, ik,v2ih� 107 NW 7th Avenue (' 4lCA$f' Rot ,tic &des,ri nail 1 oclehdri +7e ow_ ex, 4, "yr dltnn• See /9> i J%ecd coniges x', dcncc. nn I/ 1 14th h 772 T2 1- TOO Typed Noble '1'itle� Phone No. can_�br10'1 S j1cc 1�01L. Okeechobee Utility Authority Zit Dat John Hayford 863-763-9460 100 SW 5th Avenue Authorized Signature Typed Name & Title Phone No. *REQUIRED ONLY FOR CITY OF OKEECHOBEE & FIRST ADDITION TO CITY OF OKEECHOBEE SUBDIVISIONS Date Hamrick Estate Gil Culbreth, Co -Trustee 863-763-3154 Authorized Signature Typed Name & Title Phone No. Date Springsteel, Anthony From: Sent: To: Cc: Subject: Attachments: Categories: Jonah Weaver <jweaver@bohlereng.com> Monday, December 3, 2018 5:53 PM Springsteel, Anthony Christopher Rogers; Steven Lipofsky [EXTERNAL] FW: Alley Closing City of Okeechobee New Street or Alley Closing Application.pdf Green Category Tony, Below is the response from the developer. You can also add in the notes of the petition the conditions you require as discussed. Let me know if you need anything else. Thanks again From: Steven Lipofsky <slipofsky@ferbercompany.com> Sent: Monday, December 3, 2018 5:34 PM To: Jonah Weaver <jweaver@bohlereng.com> Cc: Christopher Rogers <crogers@bohlereng.com> Subject: RE: Alley Closing City of Okeechobee The developer is fine with paying for these costs as part of the project. Let me know what else you/they need to sign off. Thanks Steve Lipofsky, PE 1 Director, Retail Construction Services The Ferber Company, Inc. 1 2655 North Ocean Drive, Suite 401, Singer Island, Florida 33404 slipofsky@ferbercompany.com 1 Office 561.210.9105 1 CeII 772.215.0125 From: Jonah Weaver <jweaver@bohlereng.com> Sent: Monday, December 3, 2018 5:25 PM To: Steven Lipofsky <slipofsky@ferbercompany.com> Cc: Christopher Rogers <crogers@bohlereng.com> Subject: FW: Alley Closing City of Okeechobee Steve, See response from comcast below. From: Springsteel, Anthony <Anthony Springsteel@comcast.com> Sent: Monday, December 3, 2018 5:04 PM To: Jonah Weaver <jweaver@bohlereng.com>; mary <mary@chobeecomm.com> Cc: Christopher Rogers <crogers@bohlereng.com>; McEnroe, Jeannine <JEANNINE MCENROE@comcast.com>; 1 Johnson, Rick <Rick Johnson@comcast.com> Subject: RE: Alley Closing City of Okeechobee Jonah, As per our conversation, every relocation request is case by case and dictated by the configuration of the existing plant. I will work on finalizing the cost estimate for you but as of what was walked out today you would be looking at approximately $1,333.76 in labor and $250.00 for design/as-built cost to relocate the existing aerial fiber and coaxial plant to the west to the pole line on NW Std Ave. We will also need to relocate the existing power supply as well to the west, the cost for the labor, material and permit for this would be approximately $3,000.00. The total estimated amount would be approximately $4,583.76. If you should have any questions or concerns please let me know. Thank You Anthony Springsteel Construction Supervisor Comcast Cable 3960 RCA Blvd Suite 6002 Palm Beach Gardens, FL 33410 Office (561) 804-0973 Cell (561) 321-3425 Fax (561) 454-5899 From: Jonah Weaver <iweaverCc@bohlereng.com> Sent: Monday, December 3, 2018 4:34 PM To: Springsteel, Anthony <Anthony Springsteel@cable.comcast.com>; mary <mary@chobeecomm.com> Cc: Christopher Rogers <crogers@bohlereng.com>; McEnroe, Jeannine <jeannine mcenroe@cable.comcast.com> Subject: [EXTERNAL] RE: Alley Closing City of Okeechobee Tony, Attached is the Utility plan with Fiber and Cable separated with separate conduits and pull boxes. There is approximately 350 ft of fiber and cable with two pull boxes for each run, totaling 4. They are in the shared easement with electric. I'll give you a call to discuss From: Springsteel, Anthony <Anthony SprinRsteel@comcast.com> Sent: Monday, December 3, 2018 8:57 AM To: Cameron Cutting <ccutting@bohlereng.com>; mary <mary@chobeecomm.com> Cc: Christopher Rogers <crogers@bohlereng.com>; Chris Lall <clall@bohlereng.com>; Jonah Weaver <iweaver@bohlereng.com>; McEnroe, Jeannine <JEANNINE MCENROE@comcast.com> Subject: RE: Alley Closing City of Okeechobee Jonah, Attached is the Comcast design print for the area in question for the new WaWa's. 2 Mike/Mary Can you get me a cost estimate for the need work for the relocation of the node and power supply in the alley. 3 From: Springsteel, Anthony Sent: Wednesday, November 28, 2018 2:59 PM To: Cameron Cutting <ccutting@bohlereng.com> Cc: Christopher Rogers <crogers@bohlereng.com>; Chris Lail <clall@bohlereng.com>; Jonah Weaver <jweaver@bohlereng.com>; McEnroe, Jeannine <jeannine mcenroe@cable.comcast.com> Subject: FW: Alley Closing City of Okeechobee Cameron, Per our conversation I have reviewed the attached request for abandonment of the existing easement. The approval/release of the existing easement would be contingent on the developer/owner reimbursing Comcast for the redesign and relocation of our existing plant. If you should have any questions or concerns please give me a call. Thank You Anthony Springsteel Construction Supervisor Comcast Cable 3960 RCA Blvd Suite 6002 Palm Beach Gardens, FL 33410 Office (561) 804-0973 Cell (561) 321-3425 Fax (561) 454-5899 From: Cameron Cutting <ccutting@bohlereng.com> Sent: Wednesday, November 28, 2018 11:43 AM To: Springsteel, Anthony <Anthony Springsteel@cable.comcast.com> Cc: Christopher Rogers <crogers@bohlereng.com>; Chris Lall <clall@bohlereng.com>; Jonah Weaver <jweaver@bohlereng.com> Subject: [EXTERNAL] Alley Closing City of Okeechobee Anthony, We are proposing a 6,119SF Wawa on Park and 2"d Ave in the City of Okeechobee; where the existing site currently contains a 10' shared utility alley through the center. We are currently proposing to relocate these utilities south of the new building. We have already coordinated will all other Utility Providers and need Comcast approval to continue. See attached Site plan showing new location of Comcast Utilities in a cleaned up format to emphasize these. Also attached is the full Utility Plan, and the Application for the Alley Closing. We are currently tying into the northern pull box, can you confirm this is the correct facility? If our plan is acceptable please sign on page 3 of the Alley Closing form and return to us. If you have comments simply reply to this email with your instruction for our revision. As I mentioned in our phone conversation earlier today we need this as soon as possible, and we appreciate your coordination with us on this. Cameron Cutting ) Intern - Design Engineer 5 Ku Ma, 0 1111 IQQa� Oz44p4oQ b �At, .e� V16'4Y Mr,t•,ntr (11:1,.,0 `ett,lg: H.Ap • tt Ploa)k 33 NW 2nd S 3. Fiij eb 1 72° 1 180 in; w—msrr---r111N- Mg - am oMMMOm'l_ Oil — NW Park S 135' r� W NM 4111111*111 fam r=3 awe Imo t ;301, 21 II Pa 4 CM' OF °REECHO is EE RIGHT-OF-WAY ABANDO [EHT PETIITII®IJ IId�111ni r C®mmpamith s A1uY1 �®rn224:11DIm Form INSTRUCTIOIMSo Delayer the petition and this Tom to the following HMI ' a Companies for their commeaats. It must be slacad dated with a contact nu b r for ea�cla rmersou�o &'Iorida Power L Light f p L C-A--r-N co -i- S ino.ti,r.4. c'F 863-763-3154 863-763-9460 863467-3721 Ca' —1.— 14 e C ti`s. �-A n� —-- l igi` i z ► 00 �� :- . D®nna Padgett O��n A .S— 863-467-3708 Lir\ Q A t 14.� t t 1 c Authorized Signature Typed Name &Title Phone No. Date l aatbarq d/b/a Century Link 407-814-531.8 Victoria Buchner victamia.baaarae @cenilayll k. comm Authorized Signature Typed Name & Title Phone No. Date Comcast Cable 863-763-2824 107 NW 7th Avenue Authorized Signature Typed Name & Title Phone No. Date Okeechobee Utility Authority pIm6G £ a r, ino.ti,r.4. John Hayford 863-763-3154 863-763-9460 ----------•--- 100 SW 5th Avenue —-- uthoriz -.7:;I. e' CdGA +1G 7' v Typed Name & Title g0 -2a- 9444' Phone No. *REQUIRED ONLY FOR CITY OF OKEECHOBEE & FIRST ADDITION TO CITY OF OKEECHOBEE SUBDIVISIONS Date Hamrick Estate T/- L 4//E7w.4,.7 ,N 4/ock /S, e177 oreDKt EcA . - GIl Culbreth, Co -Trustee , 863-763-3154 Authorized Signature %l��u/6,eE74 3 2 6-T1zet,1-4 g63_ 31 /2 -2) -/8 - Typed Name &Title Phone No. Date Patty Burnette From: Steven Lipofsky <slipofsky@ferbercompany.com> Sent: Friday, December 21, 2018 3:52 PM To: Patty Burnette; Marcos Montes De Oca Cc: Christopher Rogers; Jonah Weaver; Kimberly D'Andrea; Patrick Dolezal; Janet Coulther Subject: FW: Alleyway for WAWA Attachments: Scanned from a Xerox Multifunction Printer (20).pdf Patty & Marcos Thank you for your patience here. Attached is the signed letter of consent for the alley abandonment signed by Gil. This should be the last outstanding item you were waiting on us for. Have a Merry Christmas & Happy New Year! Steve Lipofsky, PE 1 Director, Retail Construction Services The Ferber Company, Inc. 1 2655 North Ocean Drive, Suite 401, Singer Island, Florida 33404 slipofsky@ferbercompany.com 1 Office 561.210.9105 1 Cell 772.215.0125 From: Patrick Dolezal Sent: Friday, December 21, 2018 3:50 PM To: Steven Lipofsky <slipofsky@ferbercompany.com> Subject: FW: Alleyway for WAWA E. Patrick Dolezal 1 The Ferber Company, Inc. 2655 North Ocean Drive, Suite 401, Singer Island, FL 33404 pdolezal@ferbercompany.com 1 Office 561.625.9125 1 Cell 561-427-5422 1 Fax 561.625.9431 A Please consider the environment before printing tI,is e-mail From: Gil Culbreth <gil@gilberthasit.com> Sent: Friday, December 21, 2018 3:46 PM To: Patrick Dolezal <pdolezal@ferbercompany.com> Cc: Mike Hamrick <mhamrick@manateelegal.com> Subject: Alleyway for WAWA Patrick, Enclosed is the signed Abandonment of Right_A_Way Petition. Have a Merry Christmas. Gil Gil Culbreth • Owner LETTER OF AUTHORIZATION To Whom It May Concern: This letter authorizes Steve Lipofsky, PE with Southeast Investments, LLC & Christopher Rogers, PE with Bohler Engineering to act on behalf of JMass Management, LLC, in regard to all permits and applications for approval through the City of Okeechobee, as well as but not limited to all regulatory agencies, departments and governmental agencies of FDOT, Coquina Water Management District and FDEP, necessary for the construction and development located at the NWC of Park Street & NW 3rd Ave, Okeechobee, FL 34972. STATE OF FLORIDA r COUNTY OF OK$ t c c The foregoing instrument was acknowledged before me this day of NINern ber , 2018, by kip ccrei \ A. the , on behalf of the corporation. Ie'She is personally known to me or have produced pl.., ph_ as identification and did not) take oath. '41- ts4n Notary Public State of Florida Christian Nicole Johns n My Commission GG 019282 "It 0, n°' Expires 08/08/2020 Notary Public b C hrisfia hJohrs Print Name Commission No. Expiration Date: LETTER OF AUTHORIZATION To Whom It May Concern: This letter authorizes Steve Lipofsky, PE with Southeast Investments, LLC & Christopher Rogers, PE with Bohler Engineering to act on behalf of David R. Watford, in regard to all permits and applications for approval through the City of Okeechobee, as well as but not limited to all regulatory agencies, departments and governmental agencies of FDOT, Coquina Water Management District and FDEP, necessary for the construction and development located at the NWC of Park Stree NW 3rd Av_e Okeechobee, FL 34972. Signature: D/Jo/b 1,0h Ila /'D ame (printed) STATE OF FL RIDA COUNTY OFDK/Wirth/2Q_ The foregoing instrument was acknowledged before me this day of 1\toventber, 2018, by MO ..V )3 ±f Dr& the , on behalf of the corporation. She is personally known to me or have produced PL D L as identification and •'did not) take oath. 010 eek, Notary Public State of Florida Christian Nicole Johns My Commission GG 019282 +5po' ted' Expires 08/08/2020 Ertl-iak, doh n5 Print Name Commission NoG-G n d g Expiration Date: ole 12552-C) LETTER OF AUTHORIZATION To Whom It May Concern: This letter authorizes Steve Lipofsky, PE with Southeast Investments, LLC & Christopher Rogers PE with Bohler Engineering to act on behalf of 205 N Parrot Ave I loldin . I,I.C, in regard to all permits and applications for approval through the City of Okeechobee, as well as but not limited to all regulatory agencies, departments and governmental agencies of FDOT, Coquina Water Management District and FDIP, necessary for the construction and development located at the NWC of Park Street & NW 3" Ave, Okeechobee, F1, 34972. Signature: Name (printed) STALE OF FLORIDA COUNTY OF The foreg 20, by Vork en was .cknowledged before me this (_ day of the personally known to me or have produced not) take oath. No. Michelle Brownstein NOTARY PUBLIC STATE OF FLORIDA Cann# FF223837 Expires 4/28/2019 • ,- , on behalf of the corporation. Ile/She is as identification and (did/did N r Print Name • a Commission usW ALLEY AND/OR STREET CLOSING CONSENT LETTER TO: City of Okeechobee 'Nye, 205 N Parrot Ave Holdings, LLC (insert name(s) of the owner(s) name, person(s) who is signing the letter of consent) own the following property: 3-15-37-35-0010-01560-0010 (Parcel 1, Lots 1-4) (insert the legal description of the property) Do hereby consent or agree. with my/our signature below. to the closina of the alley and/or Street described below: SWC of NW 2nd St & NW 2nd Ave, Okeechobee, FI, 34972, South of Parcel 1, Lots 1-4. (insert the legal description of the street or alley requesting to be closed) (See Attached Legal Description) (Note: if property is in two names by the word "and" both signatures are required, ie: Jim and Jane Doe. It if is in "or" only one signature is required, ie: Jim or Jane Doe. If company, the Registered Agent or President/Managers Name and attach Sunbiz.com information) Signature of Property Owner Printed Name STATE OF FL COUNTY OF Palm Beach ,AA1 (GAL__ Signature of Property Owner PEA— 4- 6Lti - Printed Name The foregoing instrument was acknowledged before me this by (date) who is personally known to me or who • roduced h MAO .1D1' as identification and who did (did not) e oath. (Seal) hOche+le Bnxineteln NOTARY PUBLIC STATE OF FLORIDA Corrern# FF223837 Expires 4/28/2019 1,0 (Notary Public signature) Commission No. (Y\\CVICR-Ce_ovom (Name of Notary typed, printed or stamped) DIVISION OF CORPORATIONS • jj. o rg fJ 71::,101 ; J (DP J ( rJ ;Al] Department of State / Division of Corporations / Search Records / Detail By Document Number / Detail by Entity Name Florida Limited Liability Company 205 N. PARROT AVE. HOLDINGS, LLC Filing Information Document Number L02000017576 FEI/EIN Number 59-0934890 Date Filed 07/12/2002 State FL Status ACTIVE Last Event CANCEL ADM DISS/REV Event Date Filed 04/21/2010 Event Effective Date NONE Principal Address 2501 NO. PARROT AVE. OKEECHOBEE, FL 34972 Changed: 09/17/2012 Mailing Address 850 NW FEDERAL HIGHWAY 206 STUART, FL 34994 Changed: 09/17/2012 Registered Agent Name & Address CLARK, HARPER R 5100 SW. HAMMOCK CRK. DR. PALM CITY, FL 34990 Name Changed: 04/29/2008 Address Changed: 04/29/2008 Authorized Person(s) Detail Name & Address Title PRES CLARK, HARPER R 5100 SW. HAMMOCK CRK. DR. http://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDetail?inquirytype=EntityName&directionType=Initial&searchNameOrder=205NPARR... 1/2 ALLEY AND/OR STREET CLOSING CONSENT LETTER TO: City of Okeechobee I/We TBD 8��, f ja{�� (insert name(s) of the owners) name, persons) who is signing the letter of consent) own the following property: 3-/ 7- 7 Oo/O. 0.(6-6D Oa )0 -IC- 37- S -Oo;o-os,;'6.0 - oago (insert the legal description of the property) (Parcel 2, Lots 7, 8, 9, & 10) Do hereby consent or agree, with my/our signature below, to the closing of the alley and/or street described below: NEC of Park Street & 3rd Ave Okeechobee, FL 34972 (North of Parcel 2, Lots 7, 8, 9, & 10) (insert the legal description of the street or alley requesting to be closed) (Note: if property is in two names by the word "and" both signatures are required, ie: Jim and Jane Doe. It if is in "or" only one signature is required, ie: Jim or Jane Doe. If company, the Registered Agent or President/Managers Name and attach Sunbiz.com information) Sign to p ofi roperty Own r Signature of Property Owner CW/A- r,0 Printed Name 7 % Printed Name STATE OF FL COUNTY OF eztmBeach (� K e.e- T ( -1e The foregoing instrument was acknowledged before me this N(y, errbp( �7S 6)' (date) by 3P- -ko.9 ro,a1f who is 6rsonally know to me or who produced as identification and who did (did not) take oath. Seal rte. A 0 \LAA4 ) (Seal) Notary Public signature) Commission No. C -t () 1 y 3C)i • ',PRI VINSON N :a y?:,brc- State ofFlorida CamT:ss:_1 = GG 143942 My Corr. cxr.;res Sep 17, 2021 rc�c^45crat NctaryAssn. (Name oif Notary typed, printed or stamped) DIVISION OF CORPORATIONS �rjli off Dly.rifoi of rrr; :al.'•".... .,1,1; ;',, Hi)ri; Department of Slate / Division of Corporations / Search Records / Detail By Document Number / Detail by Entity Name Florida Limited Liability Company JMASS MGMT, LLC Filing Information Document Number L14000152376 FEI/EIN Number 47-1957997 Date Filed 09/30/2014 Effective Date 09/30/2014 State FL Status ACTIVE Principal Address 180 NW 3RD AVENUE SUITE A OKEECHOBEE, FL 34972 Mailing Address 180 NW 3RD AVENUE SUITE A OKEECHOBEE, FL 34972 Registered Agent Name & Address FADLEY, JEFFREY A 180 NW 3RD AVENUE, SUITE A OKEECHOBEE, FL 34972 Authorized Person(s) Detail Name & Address Title MGR FADLEY, JEFFREY A 180 NW 3RD AVENUE, SUITE A OKEECHOBEE, FL 34972 Title AMBR FADLEY, MAGGIE 180 NW 3RD AVENUE, SUITE A OKEECHOBEE, FL 34972 http://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDetail?inquirytype=EntityName&directionType=Initial&searchNameOrder--JMASSMG... 1/2 ALLEY AND/OR STREET CLOSING CONSENT LETTER TO: City of Okeechobee I/We, fX) (insert name(s) of the owner(s) name, person(s) who is signing the letter of consent) own the following property: -Par \D -k • 3- - J O(-) 10 - (Parcel 3, Lots 11 & 12) D151�Q - O\Q (insert the legal description of the property) Do hereby consent or agree, with my/our signature below, to the closing of the alley and/or street described below: NWC of Park Street & 2nd Ave, North of Parcel 3, Lots 11 & 12, Okeechobee, FL, 34972 (insert the legal description of the street or alley requesting to be closed) (Note: if property is in two names by the word "and" both signatures are required, ie: Jim and Jane Doe. It if is in "or" only one signature is required, ie: Jim or Jane Doe. If compa , the Registered Agent or President/Managers Name and attach Sunbiz.com infor ) 1 na ure of Property Owner fWD � T RD Signature of Property Owner Printed Name Printed Name STATE OF o COUNTY OF 011e-echcbx-x The foregoing instrument was acknowledged before me this IfThdf Tl2 (date) by DV CI. WCa rCA who is personally known to me or who produced identification and who did (did not) take oath. (Seal) ,o k1." P n Notary Public State of Ftc..u3 Chrisliar Nicole Johns h c. P' My Ccmtros;ion GG 015282 - • o,. nt Expires 08!08/2020 'CL IDL) d." 1, ! r(0 .1/4.-.10 . . 11th 'Notary PV':lic signature) as Commission No. v OH 0g) Bohr (Name of Notary typed, printed or stamped) ALLEY AND/OR STREET CLOSING CONSENT LETTER TO: City of Okeechobee I/We, t$etnt state) �' rer(t/.At��t�l s t5 /Kan �G9. /- L4., ) , (insert name(s) of the owner(s) n me, personO ho is signing the leiter of consent) own the following property: Parcel ID# 3-15-37-35-0010-01560-0050 (Lot 5, Block 156, City of Okeechobee, Plat Book 5, Page 5, Public Records of Okeechobee County, Florida) Lnsert the legal description of the property) Do hereby consent or agree, with my/our signature below, to the closing of the alley and/or street described below: Property located on NW. 2nd Street. The Alley located on the south property line for lot 5, Block 156, City of Okeechobee, Plat Book 5, Page 5, Public Records of Okeechobee County, Florida (insert the legal description of the street or alley requesting to be closed) (Note: if property is in two names by the word "and" both signatures are required, ie: Jim and Jane Doe. It if is in "or" only one signature is required, ie: Jim or Jane Doe. If company, the Registered Agent or President/Managers Name and attach Sunbiz.com in grmation) Sign �fut(e off Pro`�erty O ner Printed Nan) STATE OF T (oG CC COUNTY OF QTC'( hnbee Signature of Property Owner Printed Name The foregoing instrument was acknowledged before me this �,()Cf✓IY1V;r by [ \c Yt.A cc c?l ! N (date) 2C t who is personally known to me or who produced ! el(C./YYJ 11'f KY1C{'Y) as identification and who did (did not) take oath. (Seal) (Notary Public signature) Commission No.( -1E7 2.52(02( (Name of Not d� nu id F 5V8p My Commission GG 252620 w.,cle Expires 08/26/2022 ParceUD Npmli.er. -1 37-35-0010-01560-0050 yhire 1 Prepared by and Return to: Okee-Tantie Title Company, Inc. 105 N. W. 6th Street Okeechobee, Florida 34972 FILE NO. 36548 Personal Representative's Deed This Indenture, Executed this December 20, 2018 A.D. Between 1111111 11111 Hill 11111 11111 11111 11111111 FILE NUM 2018C15004 ,-,4 OR BK. 817 PG 1350 1 SHARON ROBERTSON? CLERK 6, COMPTROLLER OKEECHOBEE COUNTY, FLORIDA RECORDED 12/27/2018 04:41:26 PM AMT $230,000.00 RECORDING FEES 327.00 DEED DOC $1,610.00 RECORDED BY G hiewbourn P95 1850 - 1852; (3 p9s) LESLY JOLEEN FLEMING,PERSONAL REPRESENTATIVE OF THE ESTATE OF RUSSELL HOUSTON_BARBER.A/K/A R.H. BARBER, DECEASED, whose address is 200 NE1ITI-AVENUE, Okeechobee, Florida 34972, hereinafter called the grantor, to JMASS MGMT, FLORIDA LIMITED. LIABILITY COMPANY, whose post office address is:,\180-NW 3RD,AVENUE STE A, Okeechobee, Florida 34972, hereinafter called the grantee: (Whenever used herein the term "grantor" and "grantee" include all the parties to this instrument and the heirs, legal representatives and assigns of individuals, and the successors and assigns of corporations) 1 Witnesseth, that the grantor, for ;and in consideration/ of the sum\of Ten Dollars, ($10.00) and other considerations, receipt whereof is hereby acknowledged, hereby grants bargains; sells,;aliens, remises, releases, conveys and unto the grantee, all that certain land situate in Okeechobee County,,Floridd, viz/ \ , LAND DESCRIBED ON ATTACHED EXHIBIT Parcel ID Number: 3-15-37-35-0010-01560-0050 Subject to covenants, restrictions, easements of record and taxes for the current y'ar. Together with all the tenements, hereditaments and appurtenances thereto belonging or in anywise appertaining. To Have and to Hold, the same in fee simple forever. valuable confirms And the grantor hereby covenants with said grantee that the grantor is lawfully seized of said land in fee simple; that the grantor has good right and lawful authority to sell and convey said land; that the grantor hereby fully warrants the title to said land and will defend the same against the lawful claims of all persons whomsoever; and that said land is free of all encumbrances except taxes accruing subsequent to December 31, 2018. DEED Okeechobee Closers' Choice Book817/Page1850 CFN#2018015004 Page 1 of 3 Exhibit "A" LOT 5, BLOCK 156, OKEECHOBEE, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 5, PAGE 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. File Number: 36548 Legal Description with Non Homestead Closes Choice Book817/Page1851 CFN#2018015004 Page2of3 In Witness Whereof, the said grantor has signed and sealed these presents the day and year first above written. Signed, sealed and delivered in our presence: Witness Printed Name Witness Printed Name State of TENNESSEE County of LE RE Address: 200 EMING, PE ' ONAL VENUE, OKEECHOBEE, FL 34972 Sea1) The foregoing instrument was acknowledged before me this December 20, 2018, by LESLY JOLEEN FLEMING,, PERSONAL REPRESENTATIVE -OF THE ESTATE OF RUS. ELL HOUSTON BARBER A/K/A R.H. BARBER; DECEASED;'who is/are personally known t. or w. . has pr identification. DEED Okeechobee Closers' Choice license as Notary Public `..----- \ Print Name` \ ,My:Commission Expires Book817/Page1852 CFN#2018015004 Page 3 of 3 ALLEY AND/OR STREET CLOSING CONSENT LETTER TO: City of Okeechobee I/We, JMass Management LLC. (insert name(s) of the owner(s) name, person(s) who is signing the letter of consent) own the following property: Parcel IDf 3-15-37-35-0010-01560-0060 (Lot 6, Block 156, City of Okeechobee, Plat Book 5, Page 5, Public Records of Okeechobee County, Florida) (insert the legal description of the property) Do hereby consent or agree, with my/our signature below, to the closing of the alley and/or street described below: Property located on SEC of NW 2nd Street and NW 3rd Ave. The Alley located on the south property line for lot 6, Block 156, City of Okeechobee, Plat Book 5, Page 5, Public Records of Okeechobee County, Florida - (insert the legal description of the street or alley requesting to be closed) (Note: if property is in two names by the word "and" both signatures are required, ie: Jim and Jane Doe. It if is in "or" only one signature is required, ie: Jim or Jane Doe. If company, the Registered Agent or President/Managers Name and attach Sunbiz.com nfbrmatio ) Sig s �r Prin e• Nafine STATE OF k/O\V-ACOUNTY OF 9Qc%(, , Signature of Property Owner Printed Name The foregoing instrument was acknowledged before me this. c i"fl i er 1Z 201 (date) by lrrf-N A, Voto,le\r who is personally known to me or who produced QnrsivIal 1\ri KY)oas identification and who did (did not) take oath. (Notary ublic signature) (Seal) Notary Public State of Florida Cayla S McDugald My Commission GG 252620 Expires 08/26/2022 Commission No. 6 -IC -1 25 2(0 20 (Name of Notary typed, printed or stamped) PREPARED BY AND RETURN TO: Jeffrey A. Fadley, Esquire 180 NW 3`d Avenue, Suite A Okeechobee, FL 34972 (Space Above This Line For Recording Data) QUITCLAIM DEED 1111111111111111111III311111111111111111111111 FILE NUtI 2010006462 OR B.1'.. 8 37 PG 104-2 SHARON ROBERTSON? CLERK & COMPTROLLER OKEECHOBEE COUNTY, FLORIDA RECORDED 05/17/2018 08:33:21 AM AMT 410.00 RECORDING FEES 413.50 DEED DOC 40.70 RECORDED BY F Conner P95 1042 - 1043; (2 P9s) THIS INDENTURE made this 1" day of February, 2018, between JEFFREY FADLEY, fust party whose address is: 510 SE 8th Avenue, Okeechobee, Florida 34974 and MARGARET FADLEY, first party whose address its 510 SE 8th Avenue, Okeechobee, Florida 34974 and JMASS MGMT, LLC, second party whose address is: 180 NW 3"d Avenue, Suite A, Okeechobee, Florida 34972. WITNESSETH: That said first'party, for and in consideration of ten dollars ($10.00), and other good and valuable consideration to said first party,in hand paid by said second party, the receipt whereof is hereby acknowledged, does hereby release, remise, and quitclaim unto the said second party, and second party's heirs, successors and assigns forever, all of first party's interest in the following described land, situate, lying and being in Okeechobee County, Florida, to wit: Parcel No.: 3715137:35-0010-91560,0060 Site Address: 180 NW 3`d Avenue, Okeechobee, FI � ida 34972 r i Lot 6 of Block 156, Okeechobee,, according to the plat thereof recorded in Plat Book2, Page 17, Public Records of St. Lucie C unty, Florid ,a opyof said plaebeiing also recorded in Plat Book 1, Public Records of Okeechobee, Florida. / / \ / ‘,/ t Subject to restrictions, reservations and easements of•reecord, if any. TO HAVE AND TO HOLD first party's interest in the aforementioned premises unto the second party, their heirs, and assigns forever. i 1 I I REMAINDER OF PAGE INTENTIONALLY LEFT BLANK Book807/Page1042 CFN#2018006462 Page 1 of 2 written. IN WITNESS WHEREOF, first party has hereunto set first party's hand and seal the day and year first above Signed, sealed and delivered in our presence: - Signatu i.s Qin Witness — Printed Name jW' - Signa -xal Saha - elegy, Witness — Printed Name° STATE OF FLORIDA COUNTY OF OKEECHOBEE t7: f I HEREBY GERI It-T:4il t on thus day before me an officer duly qualified to take acknowledgments, personally appeared JEFFREY -X. FAD who producedia Florida Driver's License as identification and who executed the foregoing instrument and'acknowledged beforetme��the execution of same this 1st day of February, 2018. -of "‘ Hoary Pow sta. ` tag. '' %Ink/ 4 I . .....-- Priella 4 ‘ a w esoaloa►i020_. z 4 - ,rev .\1 VP UB t.. Witness — Printed Name Witness — Printed Name STATE OF FLORIDA COUNTY OF OKEECHOBEE I HEREBY CERTIFY that on this day before me, an officer duly qualified to take acknowledgments, personally appeared MARGARET FADLEY, who produced a Florida Driver's License as identification and who executed the foregoing instrument and acknowledged before me the execution of same this 1't day of February, 2018. Book807/Page1043 CFN#2018006462 OTARY PUBLIC Page 2of2 10-• \O OC) \3 Tni s t'ucurtent Prepared by !r: :TURN rU Jay E. Eckhaus, Esq. Jay E. Eckhaus, P.A. 1`,7 Windward Drive Palm Beach Gardens, Fl 334i' ParrelID Number 3-15-37-35-0010-01400-0010 3-15-37-35-0010-01560-0010 Grantee 41 TIN. Grantee ft2 TIN Special Warranty Deed This Indenture. Made this. 23rd day of July, 2002 A D . Between L'Place Properties, Ltd., a Florida limited partnership of the Count} of Pa 1m 205 N. Parrot Company %%hose address is: 6601 Pamela Lne, West Palm Beach, FL 3341 5 of the County of Palm Beach Siam of Florida .grantees. Witnesseth that the GRANTORS. for and"in consideration of die sum of K0�181 539 Documentary Stamps pad in amount of S Class C ofS Sharon R byoo, Cwrx of Circuit Court Okeadaoln a COunty. Florida By: I') Tax paid In the amount Beach State of Flo: Ida , grantors. and Ave. Holdings, LLC, a Florida Limited Liabi1ity DOLLARS TEN ,% DOLLARS (110) and other good and valuable consideration to GRANTORS in hand paid to GRANTEES_ the receipt olrcreof is Iicrcba acknonlcdgcd. have/granted. bargained and sold,lo Inc said GRANTEES and GRANTEES- hcirc succer;ors and assigns fore er. 'the following described'land: situate. hying and being in the County of Okeechobee Slate of Floridatoaaic Lots 1 through 12, inclusive, Block 140, CITY OF OKEECHOBEE, according to the map or plat thereof as recorded in Plat -Book 2. Page(s)-17, Public Records of St. Lucie County, Florida. a copy of said plat being also recorded in Piat Book 1, Page 10 and Plat Book 5, Page 5, Public Reebrds.of Okeechobee, County, Florida. ANDS' Lots 1 through 4, inclusive, Block 156, TOWN 9 F.OKEECHOBEE, according to the map or plat thereof as recorded in Plat -Book -2. P Plat-Book-2.age(s)17, Publi9tRecords of St. Lucie County, Florida, a copy of said platieingalso recorded in Plat,.Book 1, Page 10 and Plat Book 5, Page 5, Public Records of Okeechobee County, Florida. Subject to conditions, restrictions, reservations andl easements of record and all zoning and other restrictions imposed by governmental regulations, without reimposing same ani. taxes subsequent to 2001. Together olth all tenements. eats. 1Rred/tam:nix and appurtenances thereto belonging or to any0 tsc apperianing. >- _040I ':.;1540 To Have and 10 Ilold, doe same is fve sunpk forctcr. And the gututtrs hetehs iomuol kith saki grantee, Ih.,1 grantot. ate I::atulh .a•vnd 01 '.,td land uI In- suuple that glamors have good 1I Int and IJuIuI auto rll\ 10 :ell and -end Lmd. flat tet:mtoI leteha I011, Dan:nit the unit io said land and 0111 ddnnl the santeagataa the Iuaiul dints 01 all Italart tanning ht. through or utt.kt glamor: In Witness Whereof, the grantas hme heteuntn set their hand: and sial: tltr d.k and %ear Iirst ahne 0111a1, Signed, scaled and delivered in our presence: L'P1ace Propt'rties, Ltd., a F1.,rida limited parts: r,hip Hy: I.' PI Ix.,oertiic,, Itj _, a Fl;'r ida corpor at ion, G' F:Fjl(-,ARTNER 8y:.- J" i. -e - Ar nol 'Arnold Levitan Niic.l'',te .`v.MC% P.U. Address 150 Tequesta Printed 'Name, '- ['rive, Tequesta, FL 33469 (,./.4'..-.' ..I _.-N./tea,; '�; . - /- ', � V//7 -p , Printed' Name STATE 'OF Florida COUNTY OF -Palm Beach,' The foregoing/instrument was acknowledged before me this 23rd day of July,/ 2002 by Arnold Levitan, President of L'Place Properties, Inc.,/a Florida corporation and a general partner of L'Place Properties,: Ltd., a Florida limited partnership, on behalf 'f the corporation end the partnership he is personally known to me or he has produced his Florida driv-'r's license as identification. \ 374569 FILED FOR RLGO`::i OKEECN 1F t •r.'nON P�rnt "Fire Ivq.. 'ublic Md'rission Expires: / / 2002 JUL 26 FF I, 1•2/ SHARON GO''zr.R i :,'4.--.; CLERK OF CIPCUI T COU%: cP, Jay E.-ickhauls ErPhrs Nat 11. arcs c Bc"IRSC1, Inc.' Prepared by and return to: JOHN D. CASSELS, JR. Partner CASSELS & MCCALL 400 NW 2nd Street Okeechobee, FL 34972 863-763-3131 File No.: 8195 1111111111111111111111111111111111111111 FILE NUM 2014009463 OR Br. 752 PG 395 SHARON ROBERTSON? CLERK OF CIRCUIT COURT OKEECHOBEE COUNTY? FLORIDA RECORDED 10/17/2014 02:55:29 Ph ATIT $575,000.00 RECORDING FEES 410.00 DEED DOC $4025.00 RECORDED BY h Pinon Ps 395; (1 ps) Parcel Identification No. 3-15-37-35-0010-01560-0070 & 3-15-37-35-0010-01560-0090 (Space Above This Line For Recording Data] Warranty Deed (STATUTORY FORM - SECTION 689.02, F.S.) This Indenture made this 17th day of October, 2014 Between PARKVIEW OF OKEECHOBEE, LLC., a Florida limited liability company whose post office address is Post Office Box 2030, Okeechobee, FL 34973 of the County of Okeechobee, State of Florida, grantor', and JMASS MGMT, LLC., a Florida limited liability company whose post office address is 180 NW 3rd Avenue, Suite A, Okeechobee, FL 34972 of the County of Okeechobee, State of Florida, grantee*, Witnesseth that said grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00) and other good and valuable considerations to said grantor in hand paid by said grantee, the receipt whereof is hereby acknowledged, has granted, bargained, and -sold to the said grantee, and grantee's heirs and assigns forever, the following described land, situate, Tying and being in Okeechobee County Florida, to -wit: Lots 7, 8, 9, and 10 , Block 156, OKEECHOBEE, according to the plat thereof recorded In Plat Book 5, Page 5, Public Records of Okeechobee County; Florida. Subject to restrictions, reservations and easements of record, if any. and said grantor does hereby fully warrant the title to said land, and will defend the same against lawful claims of all persons whomsoever. " "Grantor" and "Grantee" are used for singular or plural, as context requires. In Witness Whereof, grantor has hereunto set grantor's hand and seal the day and year first above written. Signed, sealed and delivered in our presence: 1 dr 1 Witnes-Name: ��131Q1�11 11i Witness - ame: Q1 I en>° Ctit I State of Florida County of Okeechobee PARKVIEW OF OKEECHOBEE, LLC., a Florida limited liability pany , By: .. i 1 4fic LOUIS T. COX, JR., anaging Member By: Com", i COX, -Maria ng Member EIL4PINDER The foregoing instrument was acknowledged before me this 17th day of October, 2014 by LOUIS T. COX, IR., Managing Member and ANGELA PINDER COX, Managing Member of PARKVIEW OF OKEECHOBEE, LLC., a Florida limited liability company, on behalf of the corporation. They [X] are . rsonally known to me or [X] have produced as identification. [Notary Seal] oa 41A o r .0, Notary Pudic State of Fiona Karin Ammons Printed My Commission EE119767 '?off Expires 09/07/2515 btic ame: ission Expires: Book752/Page395 CFN#2014009463 Page 1 of 1 ..n..an. tater .,NNIS o arms nowt • ,�-.1 REc: I arLt' 7L luee..al Ia^I"'a h r.a.. 11C -5-5C ? LAi-c- .moo 3 5'97..? fti••44 S S •,u 1-Y1CD itlltr an SPACE Alli E Sats LINE FOR IRUL2SSLrG DASA Documentary Stamps paid in the amount of ii4D_4o Coss C lac paid in the amount off i� Show • , , ► of (twit Court By CDic - ST.4 t ASU%E SIMS LAVE las [BCTXIWG DATA 1900 parrauttXittb, Made ewe CJ T7/ da, of I tiCQ.gr .V041 . b7 -S Vit D whose hr called the For, so r7tr �a whose sr office address ish^A PlV/r_F hereinafter called the Gr saas- avai ar...`..e..mut >kir....,,.a..,V.,.,,.q.o.�..a.,..m.•cm•.Newn a ISIS /yy� e< Grantor. and is consideration of t4 sow of S ce/J Aifnesstf§, r for ag mad other valrabf considerations. receipt riereof is hereby acLlotaledged hereby g s Is. aliens. remises. releases_ correys mad c zr s e Grantee all rile certain land. slogan u C! LAE_ Coautry. Slate of i— to• . Fti;_ L o`Ts 11 flNb /� o F BLac' !s' i7tlE 70 ; TMEWFe iligli RtCRDEb iv cRJ/.t/� agrAiLeflapilk!g.C/e RF�oRpg dF zn�e te�all nit reaeme=t�-Jtelr mal appatrrtnasces thrum bcloaging oe is aaywtse rxarnirg_ ito Pabr anb fa Hob, tier same is fe4 simple forever. the Grantor hereby covenants rid: said grantee riat the grnwroc is laMfslly seized of said land u fee sistplc: rear the grantor was good right and la.afrl arrioriry to sell and cor.v'y said la. d. and hereby warrants the tide to said land and will defend the same agmina the lam fol deists of all persons r ctersoe.rr: and that said land /Tim of all cacasaLbraaces. except tares ac -crating srbsegrent to Dec amber 31_ Ju Misters #krrraf, tie said Grantor has signed and sealed these -presents the day and year fust above r'riuCa_ SirFFed, seale�•ered in the presence of. . i,. 170rieVityA 714V1/4254W1 res so•...s a7c..G�. 40 ..r•� 5.,•••.• .a Co -C••••••. 381116 rA.•>. Svr• —. C—oma... a ..., homfAac z. STATE OF P7,R, I >t p • COUNTY OF PEE • km.. to to me to be the frown des:nbcd in and .bo ere. usr�f tot foregorag ,oalrumr of. who sckoowkdrod before ore that eaeested the same. and ao oath was 001 taken .Ctrcc► ore;t)<Sad personlsl ts/nc persoaally blow o to me. =t Sad persowlsl p0ossded the folbomg type of tdcnttluatton - a SII 39_7- 1,•••• 4 .7) 31'973 .._ :2D - : ISIS ProDrcr molar C. -C S••iia.,. raw. >:mor 7t 2 -2 Ali 8:51 SHOitir:v:: =.:l "•°I �"'°�LERK OF C:RCJIT COUNT 1 befit'Comfy tial A Fos day. bcroie saC.. Orf,ocr dd y aa4locucd w adm,a,slcr wales and tante aclrrv.fcdgrots_ poam:ally ap.pcarcd 29t S•ITASS a1'a1Ea ST MK? SEAL pOWLPto R WATFORD. JR. II .•l' cOwrSStON a Cc 9e0112 EXPIRES wap 21.2004 • a.SIOTaa•T I11a.1.15•••S. a sssoacoa r'a[ncss m.?�ban,,,r,�,SS..CCa``nd olfural xol rqa 11* CCoamry and Sra+c last afore -sad —sa.J this dal of rLV (�/ ADS -l. E N i 7 i`( 77. s T. Legal Descriptions LEGAL DESCRIPTION (PARCEL 1) Bohlen Engineering FL, LLC 2255 Glades Road, Suite 305E Boca Raton, FL 33431 PHONE 561.571.0280 LOTS 1 TROUGH 4, INCLUSIVE, BLOCK 156, TOWN OF OKEECHOBEE, ACCORDING TO THE MAP OF PLAT THEREOF AS RECORDED IN PLAT BOOK 2, PAGE 17, PUBLIC RECORDS OF ST LUCIE COUNTY, FLORIDA, A COPY OF SAID PLA T ALSO BEING RECORDED IN PLAT BOOK 1, PAGE 10 AND PLAT BOOK 5, PAGE 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. LEGAL DESCRIPTION (PARCEL 2) LOTS 7, 8, 9, AND 10, BLOCK 156, CITY OF OKEECHOBEE, ACCORDING TO THE MAP OR PLAT THEREOF AS RECORDED IN PLAT BOOK 5, PAGE(S) 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. LEGAL DESCRIPTION (PARCEL 3) LOTS 11 AND 12, BLOCK 156, OF THE CITY OF OKEECHOBEE, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 1, PAGE 10 AND REPLATTED in PLAT BOOK 5, PAGE 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA CIVIL AND CONSULTING ENGINEERS • PROJECT MANAGERS • SURVEYORS • ENVIRONMENTAL CONSULTANTS • LANDSCAPE ARCHITECTS WWW.BOHLERENGINEERING.COM BOHLERm ENGINEERING Owner Lists Jmass Management, LLC 180NW3rd Aye Suite A Okeechobee, FL 34972 David R. Watford 200 NW Park Street Okeechobee, FL 34972 205 N Parrot Ave Holdings, LLC 850 NW Federal Hwy Suite 206 Stuart, FL 34994 Bohler Engineering FL, LLC 2255 Glades Road, Suite 305E Boca Raton, FL 33431 PHONE 561.571.0280 CIVIL AND CONSULTING ENGINEERS • PROJECT MANAGERS • SURVEYORS • ENVIRONMENTAL CONSULTANTS • LANDSCAPE ARCHITECTS WWW.BOHLERENGINEERING.COM STATE ROAD NO. 70NW 3rd AVENUENW 2nd STREET NW 2nd AVENUEL1 L2L3L4L5L6L7L8L9L10L11 S89° 50' 24.13"W 194.97'S00° 09' 41.87"E137.55'S00° 09' 41.87"E 15.00'S89° 50' 42.63"W 54.99' S89° 50' 42.63"W 104.98'S00° 09' 35.87"E55.73'S00° 09' 35.87"E37.24'N90° 00' 00.00"E 239.21' N90° 00' 00.00"W 55.76' N89° 59' 15.16"E 100.25' N55° 4 3' 4 9. 0 4" E 64.8 8' N55° 4 3' 4 9. 0 4" E 43.7 3'N00° 09' 41.87"W38.35'N89° 50' 18.13"E 18.00' N00° 09' 17.37"W 18.91' S89° 50' 18.13"W 18.00'S89° 50' 18.13"W 11.08'S00° 20' 17.36"E 7.49' S 4 6 ° 0 0 ' 4 4 . 8 4 " E 3 7 . 2 4 'N4 6 ° 0 0 ' 4 4 . 8 4 "W 6 5 . 8 9 ' S89° 50' 42.63"W 49.99' N90° 00' 00.00"W 114.52' S89° 59' 41.53"W 48.94'20'2 0 ' 5'5'10'10' 10' CONSTRUCTION NOT APPROVED FOR REVISIONS REV DATE COMMENT BY LOCATION OF SITE FOR PROJECT No.: DRAWN BY: CHECKED BY: DATE: SCALE: CAD I.D.: SHEET NUMBER: SHEET TITLE: PROJECT: H:\2018\FLB180057\DRAWINGS\EXHIBITS\2018-12-03 EASEMENT EXHIBIT\FLB180057 EASEMENTS.DWG PRINTED BY: DELIAS 12.04.18 @ 11:14 AM LAST SAVED BY: DELIAS FLB180057 DJE CAR 08/29/2018 AS NOTED NWC NE PARK ST & SW 2ND AVE OKEECHOBEE, FL 34972 CITY OF OKEECHOBEE KNOW WHAT'S BELOW ALWAYS CALL 811 BEFORE YOU DIG It's fast. It's free. It's the law. www.callsunshine.com 2255 GLADES ROAD, SUITE 305E BOCA RATON, FLORIDA 33431 Phone:(561) 571-0280 Fax:(561) 571-0281 FLORIDA BUSINESS CERT. OF AUTH. No. 30780 LANDSCAPE ARCHITECT BUSINESS LIC. No LC26000551 TMTHE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATIONFROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES©TMSUSTAINABLE DESIGNLANDSCAPE ARCHITECTURESITE CIVIL AND CONSULTING ENGINEERINGLAND SURVEYINGPROGRAM MANAGEMENTPERMITTING SERVICESTRANSPORTATION SERVICES2018 BOHLER ENGINEERINGUP0 EX-1 EASEMENT EXHIBIT 1"=20' 0 2051020 LEGEND: PROP SHARED UTILITY EASEMENT PROP FPL AND COMCAST EASEMENT PROP CITY OF OKEECHOBEE AUTHORITY UTILITY EASEMENT PROP FPU EASEMENT DATUM NOTES: 1.BEARINGS SHOWN HEREON ARE BASED ON THE FLORIDA STATE PLANE COORDINATE SYSTEM, EAST ZONE, NORTH AMERICAN DATUM (NAD) OF 1983 WITH 2011 ADJUSTMENT AS DERIVED FROM THE FLORIDA DEPARTMENT OF TRANSPORTATION PERMANENT REFERENCE NETWORK. AS A REFERENCE FOR THIS SURVEY, THE BASELINE OF SURVEY OF STATE ROAD NO. 70 (NORTHWEST PARK STREET) HAS A BEARING OF NORTH 89°50'51" EAST. 2.ELEVATIONS SHOWN HEREON ARE BASED ON NATIONAL GEODETIC SURVEY BENCHMARK R 22, SAID POINT BEING A SURVEY DISC STAMPED "R22 1933 31.558" SET IN A CONCRETE STEP AND HAVING AN ELEVATION OF 30.32 FEET, PURSUANT TO THE NORTH AMERICAN VERTICAL DATUM OF 1988. PROPERTY LINE TABLE LINE L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 L11 LENGTH 199.97' 142.50' 15.14' 142.50' 299.95' 142.54' 7.50' 49.99' 49.99' 7.50' 142.55' BEARING N89°50'24"E S0°09'42"E S0°09'42"E S0°09'42"E S89°51'01"W N0°09'43"W N0°09'43"W N89°50'43"E N89°50'43"E N0°09'42"W N0°09'42"W IIVW018120SSINWOMITIISiM.ia361Fa 1 :h Staff Report Alley Closing Prepared for: The City of Okeechobee Applicant: Southeast Investments, Inc. Petition No.: 19 -001 -AC (Part of Alley in Block 156 between NW 2nd and 3rd Avenues) t 1375 Jackson Sheet # 206 Fart Myers, R 33901 i Staff Report Alley Closing Applicant: Southeast Investments, Inc. Petition No. 19 -001 -AC Owners Site Address Contact Person Contact Phone # Contact E-mail 205 Parrott Ave. Holdings, LLC 2740 SW Martin Down Blvd., #247, Palm City, FI 34990 David R. Watford, 200 NW Park St., Okeechobee, FL 34972 Jmass Mgmt., LLC, 180 NW 3rd Ave, Ste A, Okeechobee, FL 34972 The east -west alley in Block 156 between NW 2"d and 3`d Avenues Steve Lipofsky Services 561-625-9125 slibofsky@theferebercompany.com Re. uest The matter before the TRC is an application to vacate/abandon the 300 -foot long, 15 -foot wide alley in Block 156 between NW 2nd and 3rd Avenues as shown on the graphic on the following page, and more particularly described in the legal description on page 3. The requested abandonment encompasses 3,750 square feet (about 0.09 acres). The Wawa property (Lots 1 — 4 and Lots 7 — 12) is outlined in v ptannmg 1 Staff Report Alley Closing Applicant: Southeast Investments, Inc. Petition No. 19 -001 -AC SKETCH FOR DESCRIPTION (NOTA FIELD SURVEY) NORTHWEST2ndSTREET DOM SRiEE7 (Rus) (70' WADE RLEC R iT-ar-1940 EXHIBIT SHEET 2 OF 2 NNE!) LW& 8[00 156 sn'(1') ( sem I CE:WM.4Ni, 15 ALLE NO0'09 42'W 7.5("—\ 50(P) SOY?) SOYA BLOCK 136 tori €n1 ' ty* ? tor St�io A5T ccofvFA?. Ln! 1_ 810(X 456 -.. 5411.41InE.Sr�CONNER. tar 4. &OG( 136 ir 1 POR N RC.40-+j-MUY C1 . { 15 FCS= f Aftfr200r) 1 I% POINr OF BEGINNING LJ?' 3LX(1S iF 3 .73 ag F y l .lpti3'R) 1 Sbif..M hr. -,y 44.4 LAC '5 re.10! r1E£ ALLET � 4 Lit! 9 BLOK 156 54014 L,•n'.., �,_ .:� :`% 1.. POINT OF COMMENCEMENT STATE ROAD NO. 70 5OuTituE'at uar s, &04.44 t5t NORT.')'r1+E$TPARK STREET M e rt. PMS( .VWEET .A47) ta, k7 f+NMc1AL AY0$Ct Ad.4t$1.74RCN t'; .' -C= .2M46 if LEGEND • ,.-.444.1Yv' W,C 17 iS4V E\✓�}Lr `..- MIO AS.Y(( 'Z'S 't 2 ptanrung Staff Report Alley Closing Applicant: Southeast Investments, Inc. Petition No. 19 -001 -AC Le • al Descri • tion of ,Sub•ect=Pro • ert LEGAL DESCRIPTION A PORTION OF THE 15 FOOT WIDE ALLEY LYING SOUTH OF LOTS 1 THROUGH 6, BLOCK 156 AND NORTH OF LOTS 7 THOROUGH 12, BLOCK 156, CITY OF OKEECHOBEE, ACCORDING TO THE MAP OR PLAT THEREOF AS RECORDED IN PLAT BOOK 5, PAGE(S) 5, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCE AT THE SOUTHWEST CORNER OF SAID LOT Z BLOCK 156; THENCE RUN NORTH 00'09142" WEST, ALONG THE WEST LINE OF SAID BLOCK 156, A DISTANCE OF 142.54 FEET TO THE NORTHWEST CORNER OF SAID LOT 7, BLOCK 156 AND THE POINT OF BEGINNING; THENCE CONTINUE NORTH 00'09'42" WEST, ALONG SAID WEST LINE, A DISTANCE OF Z50 FEET TO A POINT ON THE CENTERLINE OF THE AFORESAID 15 FOOT WIDE ALLEY; THENCE DEPARTING SAID WEST LINE, RUN NORTH 8950'43" EAST, ALONG SAID CENTERLINE, A DISTANCE OF 99.98 FEET TO A POINT OF INTERSECTION WITH THE SOUTHERLY EXTENSION OF THE WEST LINE OF LOT 4 OF SAID BLOCK 156; THENCE DEPARING SAID CENTERLINE, RUN NORTH 00.09'42" WEST, ALONG SAID SOUTHERLY EXTENSION, A DISTANCE OF 750 FEET TO THE SOUTHWEST CORNER OF SAID LOT 4, BLOCK 156 AND A POINT ON THE NORTH RIGHT-OF-WAY LINE OF THE AFORESAID 15 FOOT WIDE ALLEY; THENCE DEPARTING SAID SOUTHERLY EXTENSION, RUN NORTH 89-50'43" EAST, ALONG SAID NORTH RIGHT-OF-WAY LINE, A DISTANCE OF 199.97 FEET TO THE SOUTHEAST CORNER OF SAID LOT 1, BLOCK 156; THENCE DEPARTING SAID NORTH RIGHT-OF-WAY LINE, RUN SOUTH 00'0942" EAST, ALONG THE EAST LINE OF SAID BLOCK 156, A DISTANCE OF 15.00 FEET TO A POINT ON THE SOUTH RIGHT-OF-WAY LINE OF THE AFORESAID 15 FOOT WIDE ALLEY; THENCE DEPARTING SAID EAST LINE, RUN SOUTH 8950'43" WEST, ALONG SAID SOUTH RIGHT-OF-WAY LINE, A DISTANCE OF 299.95 FEET TO THE POINT OF BEGINNING. SAID LANDS CONTAINING 0.09 ACRES, MORE OR LESS. 3 pinni!n:g Staff Report Alley Closing Applicant: Southeast Investments, Inc. Petition No. 19 -001 -AC Upon approval of the abandonment, the 3,000 square feet of the alley will accrue to the Applicant (i.e., owners of the Wawa property). The remaining 750 square feet will accrue to the owners of Lots 5 and 6, with each receiving 375 square feet. This apportionment of the abandoned alley is shown on the graphic below and the following aerial photograph. 1 1 SKETCH FOR DESCRIPTION (Ni,'7A i4fLVSL4'ill'v' c,* iti Mor 11, NORTHWEST .:PcSTREET e� :Ty ST.Ei 0.,41".; ANIr /WV/A(.ti ,;tom -MS V; S,:rri %i).' ,.i€W ZQ"/.:sem .a?';'P; I 17'rr'i I,:' I 10(i' NI I • 2.T17:.W, :S!-7:,TA!!Er f .fi r!nl$.tiT-fk-kAI iKk. t1IR:1054i lrrr i ��.• :i FJ9T NQ1 A[iEY iG9'(°i I, 1`vV : PS' ASL✓ SUBJECT 1,1149S (saGS A£h'Y5,' -SAS Itiviv. pct] r. FakT OF L?EGW%"Nt.; •0•07hkesr L'.A':t'.N. LOT 7. Ee5itX: ins CVO r.` R y rt :.07 i 1 iGi d :Ci 4 1 LOT r0 1 u .' i0T t7 K Nbi� v ;A I4 BLGL'�. ;5E; I I ki 1 I I I ,K 1 1 1 I yt 3: (P) 1_ Y; 1 r 1 .. r., 1 -1.1,, 1 67.0 S, CK -Mi AV. A rccv ts6 ' PONT- OF CG.M1dEN EI. E P T S 01111 h'19.41) NO. Iii 51Y,P1'11 ; Cnav,>-r i5i 7. sa:r.:OS NORTHWEST PARK STREE;r imp; PA" JirtaT MAT) ) (A I54n148412;74 61:t61::17 F11.W7-r,t-tiir r'.X nt.SQA G9"ASTLIr717 W mA.'S'G A:66..: R;hT-(F-k.41, /MA.' ft! �C.ti' 9tT717-%12 !:\'AAt tht RR:ketc7 05117F1"A 7. Y A .v1i; 42 41-:J 1 s S8'50J.71:tt '`9.9i' 1 gat Tit R :4T-i}_NAY r.; F007 PVC 1 1 1 U� 7AL r'- 4..Yk LEAvr,1; e 4 j7iJ ess'u1 ur l2 a rehrlt LEGEND: —4t—IA: oau ASGYSIN /51 nor IAL1 tS TACr• a C'Wf M re::V,s „ �;a ;•t c r. s2 r Na S. IZS T =I't:Iprom La p� qt i!r1:g 4 Staff Report Alley ClosingPetition No. 19 -001 -AC Applicant: Southeast Investments, Inc. planning 5 Staff Report Alley Closing Applicant: Southeast Investments, Inc. Petition No. 19 -001 -AC Characteristics of the Sub'ect Propert Future Land Use Map Classification Zoning District Existing Commercial Proposed Commercial CBD, Central Business District CHV, Heavy Commercial Acreage 0.11 acres Integral part of proposed development with Wawa convenience store with fuel pumps, and including a restaurant and coffee shop; with both indoor and outdoor seating. 0.11 acres Consistenc with Sec. 78-33, Vacation of Ri • hts-of-Wa Sec. 78.33 states that applications to vacate an alley or public right-of-way may be approved upon a finding by the City Council that the following requirements have been met. The Applicant's responses are provided in Times Roman typeface and are repeated below exactly as provided by the Applicant. Staff has made no attempt to correct typos, grammar, or clarify the Applicant's comments. Staff Comments are in Segoe Print. REQUIREMENTS STAFF COMMENTS 1. Proposed vacation is consistent with the Comprehensive Plan: "The propose Wawa which consists of a gas station, convenience store, and restaurant, aligns There is nothing in the City's with the comprehensive plan for both the future Comprehensive Plan concerning land use as commercial and we will be rezoning to abandonment/vacation o1 alleys. The Heavy Commercial. The majority of the Fact that a// the /ands bordering the surrounding blocks, neighboring the project site to alley carry the sane Future Land the North, South, East and West also share the Use, and sinmi/arr/y intense same future land use as commercial with zoning as con4rv1errcia/Zoning, designations commercial business district. In order to construct simplifies development and enhances the Wawa at this location, the ally way must be the chances that Future use of the vacated, exactly how both Walgreens and CVS to adjoining property will be coni - the East of the project site, had previously been approved to do and constructed. Additionally, the patio/e with adjacent properties Wawa compliments these two pharmacies as far as land use and compatibility." LaRue ptann ling 6 Staff Report Alley Closing Applicant: Southeast Investments, Inc. Petition No. 19 -001 -AC REQUIREMENTS (cont.) STAFF COMMENTS (cont) 2. Right-of-way to be vacated is not the sole access to any property, and the remaining access is not an easement. Me alley is not tAe sole means of access to any property. Me two "The right of way to be vacated will not provide adjoining properties to the nortA access to our project. Additionally the right of way are provided access viii eittier NW being vacated is not the sole access to either of the 3rd Avenue or, NW ,2nd Street. properties that will remain to the NW." 3. Proposed vacation is in the public interest and provides a benefit to the City. Me City will benefit from retuning tAe alleyway to tAe City's tax rolls "This vacation provides a major benefit to the City by However, tAe primary public bringing and attractive restaurant with out door seat- interest and benefit to tAe City ing, gas station with E free gas and free air for car will be tAe vacated alleyway's tires, and convenience store with its own coffee contribution to Facilitating tAe shop. The state of the art ordering system and redevelopment of underutilized, spacious layout both inside and out, allows for centra//y located, downtown traffic to continuously flow through and help get properties to economically viable customers on their way This location compliments use and tAe resultant overall the surround area and the park providing services to both road drivers, boaters, and pedestrians at the park. increase in taxable property values 4. Proposed vacation would not jeopardize the The App/icant tias submitted location of any utility. Letters of No Objection. or Utility Company AutAorizations from: "As seen in the attached utility design and coordina- CenturyLink (wG.icA Gras no Faci/i= tion with all utility providers, this project and the vacation of the alley does not jeopardize any of the ties witAin tAe a/ley); existing utilities, but actual brings the water and Comcast (wtiicti leas reaeAed sewer in too better standards that align with DEP agreement w/tti Wawa with tAe requirements for separation and slopes that are stipulation tAat Wawa will reim - currently not being met, by getting better spacing burse Comcast For costs associated between water and sewer and increasing the Gravity wit/ relocating existing Facilities; Sewer's pipe size. Additionally the new layout FPL, wtiicA leas stated tAat t/+ey cannot sign -off until FPL /ias an easement in band for utilities in t/ie alleyway; and OUA / as no objection provided tAe property owner relocates tAe existing water • and sewer lines at Wawa's expense and provides corresponding Zs' wastewater and 10' water '4s. � 1 `J 1 easements are provided to OVA. pl Lrirji gRue ctixtti L,ohet L- Ye_S .t4\ Staff Report Alley Closing Applicant: Southeast Investments, Inc. Petition No. 19 -001 -AC Recommendation Based on the foregoing information and analysis, and given the conditions agreed to by the utility companies and the Applicant, we believe, from a planning perspective, that the requested alley vacation/abandonment is consistent with the requirements of Sec. 78-33. Submitted by: Wm. F. Brisson, AICP Sr. Planner LaRue Planning January 2, 2019 TRC Meeting: January 17, 2019 PB/BOA Meeting: January 17, 2019 City Council 1st Reading: February 5, 2019 City Council 2nd Reading and Public Hearing: February 19, 2019 LaRue pfann iin:g 8 pyj acKenzie Engineering & Planning, Inc. 1172 SW 30th Street • Palm City • Florida • 34990 (772) 286-8030 • www.mackenzieengineeringinc.com �yo�\�cetx g nN" January 16, 2019 To: Christopher Rogers (Bohler Engineering) Cc: Steven Lipofsky (Ferber Company) From: Shaun G. MacKenzie, P.E. RE: Wawa Traffic Study (Site Plan Review App No. 19-001) Response to Comments Digitally signed by Shaun G MacKenzie Date: 2019.01.16 14:43:33 -05'00' Shaun G. MacKenzie P.E. PE Number 61751 The City requested that the NW 2nd Avenue southbound queue at SR 70 be quantified to ensure it would not interfere with access into the proposed Wawa. Traffic volume on NW 2"d Avenue was not counted, but is not expected to be significant based on the traffic control that exists at NW 2"d Street and NW 2nd Avenue. The traffic control stops north -south traffic and therefore encourages east -west travel and discourages north -south travel on NW 2"d Avenue. In order to provide a conservative analysis, the existing southbound right -turn volume during the peak hour will be estimated using the southbound right -turn volume at NW 5th Avenue. NW 5th Avenue has free flow travel from SR 70 north to NW 6th Street. The estimated existing southbound right -turn volume at NW 2nd Avenue is 10 vehicles in the AM and 34 vehicles in the PM peak hour. Wawa is expected to add an additional 15 vehicles per hour to the southbound right -turn movement for a total of 49 vehicles per hour during the busiest peak hour. This equates to just under 1 vehicle per minute arriving southbound. The driveway is about 85 feet from State Road 70, which allows for queuing of three (3) standard vehicles before the entrance to the driveway is obstructed. Based on an arrival rate of 1 vehicles per minute, the southbound right -turn movement can store 3+ minutes of vehicles without obstructing the left -turn movement into Wawa. Based on an analysis of NW 2nd Avenue and SR 70, the southbound right -turn movement has a capacity of 426 vehicles per hour, a 95th percentile queue length of 0.4 vehicles, and an average delay of 14.7 seconds per vehicle. Therefore, based on an arrival rate of 1 vehicle per minute and an average delay of 14.7 seconds per vehicles, the probability of more than 1 vehicle in the queue is low and the probability of 2 vehicles is very low. To demonstrate the conservative nature of the analysis, a queueing analysis was performed based on an arrival rate of 49 vehicles per hour and a departure rate of 426 vehicles per hours. Based on this analysis, the 99.99th percentile queue is 2.3 vehicles. Based on the preceding discussion and analysis, the driveway location is adequate. acKenzie Engineering & Planning, Inc. Wawa Okeechobee, January 2019, Page 2 EXHIBIT 1 - QUEUING FORMULA AND ANALYSIS Queuing Analysis Calculations 99th Percentile Queue Calculations Q = 60 min/hour 8.45 sec/service Demand Rate Q = 426 veh per hour q = 49 vehicles per hour No. of Channels N= 1 Utilization Factor P= q NxQ p = 0.115014 from Table 8-11 Qm = 0.115014 P 0.0001 Queue Length Exceeded 0.01% of the time Queue Length exceeded P percent of the time M= In P(x>M) - In Qm In p M ={ In (0.0001) - In (0.115) M = 2.258718 In (0.115) 99.99th Percentile Queue = 2.3 Vehicles '-1 '-1 acKcnzic Engineering & Planning, Inc. Wawa Okeechobee, January 2019, Page 3 HCS7 Two -Way Stop -Control Report General Information Site Information Analyst MEP Intersection SR 70 8t NW 2nd Avenue Agency/Co. MEP Jurisdiction Okeechobee Date Performed 1/16/2019 East/West Street SR 70 Analysis Year 2019 North/South Street NW 2nd Avenue Time Analyzed PM Peak Hour Peak Hour Factor 0.88 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Wawa Lanes Jd 1J.4 1 .J. +y + -.' -4-1.. - -r 1 •I -t +Y -1~L t- A - 4- 1S -L - 4- 4- .7.- i- t 1' I" Vehicle Volumes and Adjustments Approach EastLurind Westbound Northbound Southbound Movement UL T R 01 T R 0 L T R LI L T R Priority 11.1 1 2 3 40 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 0 0 0 0 1 Configuration T T TR R Volume, V (veh/h) 842 1014 84 49 Percent Heavy Vehicles (%) Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Left Thru Critical and Follow-up Headways Base Critical Headway (sec) 6.0 Critical Headway (sec) 6.96 Base Follow -Up Headway (sec) 3.3 Fallow -Up Headway (sec) 3.33 Delay, Queue Length, and Level of Service Flow Rote, v veli/h)56 rCapacity, c (veh/h) 426 I v/c Ratio 0.13 95% Queue Length, Qvs (veh) 0.4 Control Delay (s/veh) 14.7 Level of Service, LOS B Approach Delay (s/veh) 14.7 Approach LOS 8 Copyright it, 2019 University of Florida All Rights Reserved. HCS7" TWSC Version 7.1 NW 2nd AVenue analysis.xtw Generated: 1/16/2019 2:36:00 PM Patty Burnette From: Faconti, Victor A <Victor.Faconti@flhealth.gov> Sent: Tuesday, January 15, 2019 11:05 AM To: Patty Burnette Subject: Declined: TRC Meeting Not attending, health dept. has no concerns with either project v. tip-) j )1 5,4-c,,,,s 23- F-1- --- to l/ _�4f 2‘" ZrilifcF6 iS' E t ,,y9- 2 _5' .4e<e f sob t /'vs Al k-l- fj L.4-0.0.1 c p '- -t- i-• o c6Z:u alQ V y //(." z.„.4 „Ha --i-V> 3/430•LtyZqSX q r` ✓ 6k-c.(4-' —.4-r-A f L S 4--..M 0,...t. /1-42 T ,c c4-c8 ..e-e4-7--• e-e a- 1 ✓ *i .1/ teas oz (-; Kt 4.47s 1 * �,,1 6-7204-&.. 4-14- , ✓ 44L -06- nsr —• 26 3✓roe o� :' A o G.¢-A rt 4.2 C- git g r --,�(o � .r TEC 7' /00€33.'t-� o L A 041.---0,0:. .4( ti ex-�t--%--+" ,e F o r -% (,f"F P1 L -+ / 0 ✓l C AsN) c- ` :4/ Z (4--°1—i Zsif /e v e.( ce Seg ) :s 1 libi6our 21 4-9( e w -J .�S J14`, ,P�'1� ii • F •p« { r. l 't %)IN NOT TH OF BE NO )T OR MUST ). THE MORE AWAY . THIS fED BY OTHER ;ION OF KISTING DARDS ACTOR IS THAT BEFORE AINIMUM IF ANY R PRIOR 2.EPLACE LOCAL P\6\`O 16. DURING THE INSTALLATION OF SANITARY SEWER, STORM SEWER, AND ALL u 1 ILI i - CONTEMPORANEOUSAND THOROUGH RECORD TO IDENTIFY THE AS -INSTALLED LOCATIONS UNDERGROUNDINFRASTRUCTURE.THE CONTRACTOR MUST CAREFULLY NOTE ANY INSTALLATINSTHAT DEVIATE AEFOM THE INFORMATION CONTAINED IN UTILITY PLAN. THIS RECORD CLEAN COPY THE SRHE CONTRACTOR MUST PROMPTLY PROVIDE TO THE OWNER AT THE COMPLETION OF WORK. THE BUT NOT LIMITED TO STORM SEWER, SANITARY SEWER, ISURESTIES, AND 17. WHEN THE SITE IMPROVEMENT PLANS INVOMULTIPLE BUILDINGS, SOME OF WHICH MAY THEBE CONTRACTOR BUILT AT A LATER DATE, CONTRACTOR MUST EXTEND ALL LINES, INCLUDING AREAS FOR WHICH CONTRACTOR LINE, TO A POINT LEAST RIVE IA5) FEET BEYOND THE PAVED PROMPTLY N PROVIDE T THE OWNER ALL FTIHE MUST CAP ENDS AS APPROPRIATE, MARK DCMUSTITH A 2X4, AND MUST NOTE THE LOCATION OF ALL OF THE ABOVE ON A CLEAN COPY OF THE SITE PLAN, WHICH CONTRACTOR OF THE WORK. CONTRACTOR MUST CONFIRM AND ENSURE .7M %ASPH MINIMUM (EXCEPTLO CONTRACTOR IS FULLY RESPONSIBLE FOR VERIFICATION OF EXISTING TOPOGRAPHIC INFORMATION AND UTILITY INVERT PE 18. THE AGAINST PRIOR TO COMMENCING ANY1.0CONSTRUCTION. LIMIT GRADES), TO PREVENT PONDING. CONTRACTORSAFETY, IMMEDIATELY LYOR IDENTIFY, IN WRITING TO AGAINST ALL ISLANDS, GUTTRS, AND CURBS; 1.0% ON ALL CONCRETE SURFACES; AND 1.5% MIN LIC OR WHERE ADA REQUIREMENTS THE ENGINEER, ANY NTRRIES THATCEMAY OR COUCTOR SON WL ITHOUT PR, DEFENDGANDOR NO HARMLESS THE DESIGN PROJECT COST. IF CONTRACTOR PROCEEDS WITH CONSTRUCTION WITHOUT PROVIDING PROPER NOSAME. TION, MUST BE TETHE CONTRACTORSOOWN RISK AND, FURTHER, CON ENGINEER FOR ANY DAMAGES, COSTS, INJURIES, ATTORNEY'S FEES AND THE LIKECALVASPHALT GRADE UNLESS OTHERWISE NOTED. 19. PROPOSED TOPT OF CURB A MINIMUM ARE GENERALLY 6" ABOVEALONGEXISTING LO ADJUST TO CREATE A MINIMUM OF .075% GUTTER GRADE PRIOR TO INSTALLATION OF SAME. OBLIGATION TO ENSURE THATFIELD THAT DESIGN ENGINEER APPROVES FINAL CURBING CUT SHEETS 20. REFER TO SITE PLAN FOR ADDITIONAL NOTES.ILL 21.THE VENT OF DISCREPANCIES AND/OR CONFLICTS BETWEEN PLA YNS NOT OR RELY TIDEHE TOO OTHER R PL NEER H IN ANS, TE SITE ILL TAKE DISCREPANCIES AND/OR CONFLICTS.PRE CONTRACTOR MUST M ND OVALS FOR ALL OFF SITE 22. CONTRACTOR MUST REQUIRED TO SECURE ALL NECESSARYOR MUST SUPPLY A COPY OFPERMITS AP AND APPR O ENGINEER AND OWNER MATERIAL PRIOR TO NIDT�IATING WORKRCES AND pANY DISPOSAL WORK.CILITIES. CONCEAL OF THE WALL. WALL FOOTINGS/FOUNDATION VEVATURAL IONSIGN SHOPT RETAINING WALLS (WHETHER OR NOT THEY MEET THE JURISDICTIONAL DEFINITION) ARE IDENTIFIED ON PLANS, E23. WHERE ID E TIFIEDSHEREIN AIDENTIFIED ARE FOR 'SHE EXPOSED SET/DETERMINED PORTION IDENTI NGS REP R AND AHE TO BE PROFESSIONAL LICENSEED N THE ST A E WHERE THE CONSBASED ON FINAL TRUCTION OCCURS. DRAWINGS PREPARED BY THE APPROPRIATE60i b 24. STORM DRAINAGE PIPE: UNLESS INDICATEDROOF AAS TOM2 DRAIN OTHERWISE, ALL STORM SEWER PIPE MUST BE REINFORCED CONCRETE PIPE (RCP) CLASS IITO I WITH SILT TIGHT 94 JOINTS. WHEN HIGH-DENSITY POLYETHYLENE PIPE (HDPE)IS CALLED- ON E PLANS, IT MUST CONFORM FOR AND TYPES (SMOOTH INTERIOR WITH ANGULAR PULE 40 UDNLESS NRUGATD,IDCNATEDITH OTHERWESE. R SILT TIGHT JOINT. P CONNECTION MUST BE SDR 26 OR SC RE INDICATED OTHERWISE. SANITARY LATERAL 25. SANITARY SEWER PIPE MUST BE VC SCHEDULE 40 OR PVC SDR N26LUNLEORIINDICATED, IN WRITEXCEPT ' HERWISE. MUST BE P ANITARY SEWER PIPE LENGTHS NiIATED ARE N•.!' 'AL AND MEASURED CENTER OF INLET AND/OR MANHOLE S 26. STORM AND S -- - -' STRUCTURE TO CENTER OF STRUCTURE. 27. STORMWATER ROOF DRAIN LOCATIONS ARE BASED ON PRELIMINARY ARCHITECTUR TURAL PLANS.AL PLANS. CONTRACTOR IS RESPONSIBLE TO AND FOR VERIFYING LOCATIONS OF SAME BASED ON FINAL R RE 28. SEWERS CRO SSING STREAMS AND/OR LOCATION WITHIN 10 FEET COF THE ONCRETE, DSTCREA EMBANKMENT ON OR OTHER ODUITA ER MATERIAL.CONDITIONS SO INDICATE, MUST BE CONSTRUCTED OF STEEL, REINFORCED C .T-, i n\Ai r1P INDUSTRIAL FLOW MUST BE SEPARATED BRIUIit �,vrvo i �.�� 2. MAINTENANCE OF TRAFFIC M EDITION OF THE MANUAL OIN STANDARD INDEX 611, REMOVAURELOCATION/MODIf 3. ALL THERMOPLASTIC TRAFFI STANDARDS. 4. FOR ANY UNDERGROUND V CONSTRUCTION. 5. PERMITTEE WILL MATCH AB ASPHALT & BASE &SUBGRAD 6. IT IS THE PERMITTEE'S RESI THE RIGHT-OF-WAY FROM Tt 7. PERMITTEE WILL PROVIDE - FOR ROAD & BRIDGE CONST 8. PERMITTEE WILL RESTORE LATEST STANDARD SPECIFI 9. DURING THE E WBUTTINGS DONE TO AND/OR AS DIRECTED BY T 10. PERMITTEE SHALL PROVID CURB & GUTTER, DITCH P/ SHALL CERTIFY THE CONC SPECIFICATIONS FOR ROP 11. REMOVAUINSTALLATION C 12. SODDED AREAS WILL BE SPECIFICATIONS FOR RC WEEK OF INSTALLATION 13. OWNERSHIP OF ALL SUI DEPARTMENT UNTIL A FII CONTRACTOR, AT THEIR STOCKPILED IN THOSE A 14. RESTRICTED HOURS Of OPERATIONS ENGINEER 15. PERMITTEE WILL COOF COORDINATION WILL INC 16. PERMITTEE: PLEASE N( PERMITTEE'S CONTRAC OFA PROPER STATE C( WORK. 17. ALL PUBLIC SIDEWALK CURB/RAMP INSPECTIC 18. PERMIT IS VALID FOR C 19. PERMIT IS "VALID" FOR 20. PERMITTEE WILL PRO\ !ER V SLOPE e CO -11 3 PROP 53 LF 6" SEWER LATERAL @ 1% MIN SLOPE PROP 55 LF 6" SEWER LATERAL @ 1% MIN SLOPE CONNECT 6" SERVICE— LATERAL @ INV.=22.07 WITH 6"x12" WYE e e OSED GRAVITY SEWER 67 LF 12"@0.21% 4' SEWER M INV. 22.20 S E 7 7 7 C 1 fF 1— 111 t1 ROP 8" C-90 22.50° BEND, 8 LF 8" C-900 WATER MAIN, & 8" C-900 11.25° BEND I1 E ; CC E ii Lm...—..............,._...�.....�......w._�,«... yin �'. y C 1'. PULL L • ROP SEWER MH INV.=22.06 DOGHOUSE OVER EXISTING 8" GRAVITY MAIN G-1----- PULL _1.-.-- TIE INTO EXISTING WATER MAIN WITH PROP 8" C-900 45° BEND EXISTING GRAVITY i SEWER 144 LF @ 0.22%� TO REMAIN 18' X 23' SHARED UTILITY EASEMENT ROP 8 LF 8" C-900 WATER MAIN WITH 8" G.V. PROP 8" C-900 11.25° BEND ROP 8" X 6" TEE, 6" 45° BEND, 6" G.V., 14 LF 6" C-900, & F.H. ASSEMBLY PROPOSED 68 LF 8" C900 WATER MAIN s • PROP LINE STOP, RESTRAIN EX. 8" CAST IRON 100' WEST @ ALL FITTINGS CONTRACTOR TO VERIFY EAST INLINE VALVE WORKS TO ALLOW FOR ONLY ONE LINE STOP TO BE USED . ' EEZ. =26.26' RTH /NV £L=2296' (81/NKNOWN) INV £L=22.8J (8"VCC) INV. £L=22 75 (81VCC) 15' SHARE UTILITY EASEMENT , PROP SEWER MI I INV. = 22.53 DOGHOUSE OVER EXISTING 8" GRAVITY MAIN CONTRACTOR TO COORDINATE WITH COMCAST ON EXISTING OH AND UNDERGROUND TELECOM & CABLE/FIBER .� ON RELOCATION TO UNDERGROUND WITH ( HANDHOLES AND SERVICE TO SITE (DESIGN BY OTHERS) CONTRACTOR TO COORDINATE WITH FPL ON UNDERGROUND POWER RELOCATION AND SERVICE TO PROP TRANSFORMER (DESIGN BY OTHERS) PROP 230 LF TELECOM WAWA SERVICE CONDUITS 1 1 I r PROP. 212 LF ELECTRICAI WAWA SERVICE CONDUIT; i f7B£A' PULL B 7 5-- EXISTING GRAVITY SEWER 102 LF @ 0.22% TO REMAIN nr rnn rur rr PROP 8" x 2" SADDLE AND CORP STOP 1.5" METER, 1.5" 90° BEND, & 1.5" BACKFLOW PREVENTER FOR 2" PE POTABLE WATER SERVICE CONTRACTOR TO COORDINATE WITH FPL ON UNDERGROUND POWER RELOCATION, 2 LARGE PULL BOXES ARE REQUIRED CONTRACTOR TO COORDINATE WITH COMCAST ON 2 SMALL HAND HOLES FOR RELOCATION OF TELECOM AND TWO LARGE HAND HOLES FOR FIBER -CABLE & TELECOM -1 44' PROP 45 LF 8" C-900 PROP 8" C - WATER MAIN _ 45° BE it 712 d- �- lsrv_�l r °f�` j42 yrs %`°'1 Z -L/- '3-/ 4 -- e /71 �•--- q^,, 5pr f -G• -t. .64-4-L. 4WA AA -►a /j,G �1- i - ..0t< _ 2.21)-71444-/-e--14-t- 1.1 -.!1%.7e4""4 - roe - ..7e4" .c4 roe`...�'' _--....:�� = /LGl cn-r ,C rt u: g r1 te ? fre— 5 ..._ - w • go et -t 4- .,, e/tA4 4. # ( Leet- iir-A1 -,1`-1 o /r W- .G.! ac,c.��.E e.- G_ ?.3.__ - /.LYr 9 Piet T 5 E Cow. rwiteAA:sv Oft.4.4_ 11,4w-ea"-Lteie - aitvt;c4.1 6vtz ,i,t412c-A„ (tll 0.4.e.„(/0 _ ate.1.4_ 1,1, tif Pie kAkitt8._ ":"- 9e,4e4,27)-r- - 14/4 ,tir A etv.A.e.t..e.X4 Z#1.-1-14-- atLren, .a3jekt.4..A2i 10W-4.14:AA4.,61 AA/gra A,t_ 4v,e7at4A-ze-AN:L, . a'.-e,..A.....41 "1.4.. 441.4.4_. .11 -e... -k. 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We_ _ - trie _OLT- 61Aa tata ty_o,ke, tiez. -64 I-- 1 c2, ra_d3 - itA.4,s 4t_ lAveiAAA-4- 473,x ed_it4 - P*64Mi!-.A. det44.-7rt - ye44kz4 641.4A-6 - 9 ega:E.1.90 frsee4-i-el 4,ty-tt.1 AA47G- W‹) t,(,1 4 If e„kel,tAX N471 - _4442.3e14 -1A.41 9 proa....etA-itme .CA./...A.ZLA 0.4Azi -e/tte-dru-texs,e,--: et 46.144.4 - A4a,t44 6,0/v)tr> - 4\44, A_A.:: a(-)p-L-p-vt-e-- W-kot,7" (WAA-k._ h,a,e aut.0-40 /14,\„4-673A4: fQ 64-pc,,;Aiee h - CotAx- app--1414-tze Lbel - AA -I DL .A1Abt)A Clitrt4:0 t Akft-044, ter -r 4 F f7 .41 • te, IV Okeechobee Z FLORIDA • Founded 1915 CITY OF OKEECHOBEE, PUBLIC WORKS Memo To: Wawa TRC application file From: David Allen, Public Works Director Date: 11/15/2018 Re: FDOT Load Center conflict in alley abandonment request Review of the construction documents for the proposed Okeechobee Wawa store has identified a conflict with an FDOT load center for the street lighting on State Road 70. The load center is located in the east end of the existing alley that has been proposed for abandonment. For the project to be approved, proper accommodation and or re -location of the load center will need to be accomplished. The Toad center and approximate routing of the electrical service to the street lights is shown in the figures below: FDOT Street Lighting Toad center FDOT Street light load center Power Source on FPL Pole (FOOT Street Light Load Center Connection to Tight system Layout of connection to FDOT street lights on SR 70