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1769 Beach Ave - Permit RES18-0014 dwgsDESIGN SPECIFICATIONS: Project has been designed in accordance with the 6th Edition(2017) Florida Building CONCRETE: 1. All concrete work shall be in accordance with "Building Code Requirements for WOOD FRAMING: 1, All wood framing has been designed in accordance with "National Design Specification UL SB ERG HENGINEERING, Code, Residential, and the Florida Building Code, Existing_ Building (as applicable). Structural Concrete," ACI 318-14, and "Specification for Structural Concrete," ACI 301 (NDS) for Wood Construction," 2015 edition. INC. - 11481 OLD ST. AUGUSTINE RD., SUITE # 202 DESIGN CRITERIA: 2. All concrete shall have the following minimum compressive strength at 28 days: 2. Southern Yellow Pine member design incorporates design values for all sizes and JACKSONVILLE, FL. 32258 Slabs on grade, footings, and misc. concrete: fc=2500psi grades of visually graded Southern Yellow Pine dimension lumber per "Supplement - P: 904.886.2401 F: 904.260.4367 Wind Design Method ASCE 7-1A Structural slabs, walls, beams and columns: fc=3000 sl p No. 13 to the 2002 Standard Gradin Rules for Southern Pine Lumber," published b 9 p Y www.HulsbergEngineering.com m J FLORIDA A. NUMBER: 25846 Basic Wind Speed: 120 mph Designated radon zones only - all concrete: fc=3000psi the Southern Pine Inspection Bureau (SPIE). /l . ��'�,� i :m 144,4 4 psf Building Risk Category: i Wind Exposure: D (Open Structure) 3`unyy�i� . Cement shall conform to "Specification for Portland Cement" (ASTM C150) 3. All wood members exposed to weather or in contact with masonry, concrete or soil �a"` S shall be treated with an appropriate suitable for the exposure Building Classification: MISCELLANEOUS preservative conditid .•y� •+°� Building Type: Type V Construction 4. Aggregate shall conform to "Specification for Concrete Aggregates" (ASTM C33) ��o` ( ,.• �G m s+ •• 'o,�" C `+. Wind -Borne Debris: NOT located in the wind-borne debris region 5. Water shall be clean and free of injurious amounts of oil, acids, alkalis, salts, organic 4. If ACQ treatment is used on any wood member, then all nailing shall require ((,V, O' hot -dipped nails meeting ASTM A153, Class C, or ASTM B695, CIAs's;1 � • �'0+ galvanized NO. 91 Unless otherwise noted, project site considerations shall be the responsibility of the material or other substances that are deleterious to concrete or steel reinforcement. if borate treatment is used then galvanizing is not required. ? : 1 owner and/or contractor. Examples of such items include, but shall not be limited to, 5C >k4 determination of grade elevations, drainage features, and special requirements 6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the 5. Guardrails, handrails, and guard in -fill components (Balusters and Panel Filled) sha%l ; l d� OF \J associated with FEMA flood hazard and/or DEP zones. structural drawings. All reinforcing details shall conform to "Details and Detailing of be provided by others. y ST z P'Qr s Concrete Reinforcement," ACI 315, unless detailed otherwise on the structural drawings. °. 6. Engineered lumber (LVL, Parallam or LSL) shall meet the following minimum mal.'•. `�� DESIGN LIVE LOADS: specifications: '�y'F SS's1� .+•' 09 ••• �4: 02-21-18 `P'l pYD S. SIMPSON, PE Roofs: 7, Tolerances for foundation and slab alignment as well as placement of reinforcement a� LVL or Parallam LSL ��?'li��f4tti }}};+�''4� FL PE No. 50791 a coMMENTs� Less than 4:12 slope: 20 psf shall be in accordance with "Standard Tolerances for Concrete Construction and E=2,000,000 psi E=1,550,000 psi 4:12 slope or greater: 16 psf Materials," ACI 117. Footing or slab edges may be up to 1/2" inside of the sill plate. Fb=2,600 psi Fb=2,325 psi Fc =750 psi Fc =900 psi DEFLECTION CRITERIA: 8. All concrete slabs on grade shall be the thickness as indicated on the drawings over Fv=285 psi Fv=310 psi minimum 6 mil. polyethylene (visqueen) vapor barrier. Slabs shall be reinforced with s Roofs: 6x6 W1.4x1.4 WWF lapped 8" at edges and ends in conformance with ASTM -A 185, 7. Fasten plies of 1 %" wide engineered lumber as follows: 3 Live Load: U240 or fibermesh reinforcement shall be used with a minimum fiber length of g' to 2" 2 -ply beams with (3) rows of 0.131"x3 W nails @ 12"o.c. Total Load: U180 complying with ASTM C 1116. The dosage amount shall be 0.75 to 1.5 pounds per 3 -ply beams with (3) rows of 0.131"x3'/d' nails @ 8"o.c. (each side) cubic yard in accordance with manufacturer's recommendations. 4 -ply beams with (2) rows of Simpson 6 %" long SDW screws @ 12" o.c. El GENERAL NOTES: 9• Slabs on grade shall bear on structural fill which shall be clean sand free of debris anc HARDWARE AND ANCHORS: 1. The scope of these plans is limited to the structural requirements of this project. other deleterious material. Structural fill shall be compacted to a density of at least Architectural, civil (site), electrical, mechanical (plumbing and HVAC), waterproofing, 95% of the Modified Proctor Maximum Dry Density (ASTM D1557). Termite protection 1. All framing anchors and connectors shall be manufactured by Simpson Strong -Tie, and flashing requirements are not addressed in these plans. shall be provided in accordance with applicable code requirements. If soil treatment United Steel Products (USP), or Engineer approved equal - is used, the treatment shall be done after all excavation, backfilling, and compaction 2. It is the intent of the Engineer of Record (Engineer) that this work be performed in is completed. 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM conformance with all requirements of the authorities having jurisdiction over this ty a F1554, Grade 36. 3 of construction and occupancy. 10. Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be a compacted to a density of at least 95% of the Modified Proctor Maximum Dry Density 3. All metal connectors and hardware which are exposed to the exterior or in contact with 3. The contractor is responsible for the means and methods of construction. It is the (ASTM D1557) for a depth of at least two feet (2'-0") below the bottom of the footing. ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per - contractor's sole responsibility to determine the procedure, sequence, and temporary ASTM A153, Class C, or ASTM 8695, Class 50. m bracing as to insure the safety of the building and its component parts during 11- The following minimum concrete cover shall be provided for reinforcement: - construction. 3" Concrete cast against and permanently exposed to earth 4. Anchor adhesives shall be either SET -3G by Simpson Strong -Tie or HIT-HY 200 by 2" Concrete exposed to earth or weather Hilti with Florida Product Approval and installed according to the manufacturer's 9 4. The contractor shall verify all conditions and dimensions at the job site prior to 1 '/" Concrete not exposed to earth or weather instructions. -Holes shall be cleaned of all debris and brushed out prior to installation m commencing work. of anchor adhesive. m 12. All continuous reinforcing steel in concrete shall be lap -spliced with the following P CLIENT: 5. The contractor shall supply, locate, and build into the work all inserts, anchors, an les, minimum lengths: ROOF COVERING: PRATT GUYS OUTDOOR DESIGNS plates, openings, sleeves, hangers, slab depressions, or other components as ma be #4 bars: 21" minimum m required to attach and accommodate other work. #5 bars: 26" minimum 1. The contractor shall be responsible for the design and installation of the roof covering m PROJECT: #6 bars: 32" minimum system. COUGHLIN 6: All details and sections shown on the structural drawings are intended to be typical and shall be construed to apply to any similar situation elsewhere in the work except 13. Reinforcement in footings shall be bent around corners or corner bars shall be used. 2. Asphalt shingles shall comply with ASTM D3161 and be installed according to the 1769 BEACH AVE. where indicated otherwise. manufacturer's requirements. JOB NUMBER: COUNTY: IDUVAL 14. The contractor shall provide spacers, chairs, bolsters, etc., necessary to support Clay "Concrete 18-0031 8 SCALE: 7. Refer to the structural drawings for all structural details and sections. The contractor reinforcing steel. Support items which bear on exposed concrete surfaces shall have 3. and tile roofs shall be installed per the and Clay Roof Tile Installation „ _ _ - 1 0„ (U.O.N.) shall contact the Engineer for clarification in cases of conflict between the structural ends which are plastic tipped or stainless steel. Manual," and the manufacturer's requirements. drawings and any drawings prepared by others prior to commencing work. E DO NOT SCALE THIS DRAWING RELEASE DATE: 4. Standing seam metal roofs shall comply with ASTM El 514 and be installed according 8. It is the owner's and/or contractor's responsibility to obtain a soils exploration repo t. to the manufacturer's requirements. 02-21-18 REVISIONS: The design of the project structure assumes an allowable soil bearing capacity of 2000 psf., The Engineer shall be notified if soil conditions encountered differ from the The contractor shall be responsible for the design and installation of all metal flashing noted assumptions. All requirements for site preparation and soil compaction and valleymaterial. w DRAWN BY: BTC specified in the soils report shall be followed unless more stringent requirements are specified in these plans. a CHECKED BY: FSS x' 9 TITLE: GENERAL NOTES w a SHEET: S1 UL SB ERG ENGINEERING, INC. - 11481 OLD ST. AUGUSTINE RD., SUITE #202 m JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 e www.HulsbergEngineering.com FLORID %6%hWWg :25846 Alf 1 a_ m s e 16"x16" WITH (2) #5 TOP AND°• Q e ti HELICAL PILE LOCATIO BOTTOM AND #3 STIRRUPS 8x8 TREATED POST '''�,� o„ COR..•♦ SEE DETAIL"A" ON S-2 AT 12" O.C. EMBEDDED 3' INTO CONCRETE — — — — — — — r EL 20:5 NGVD FL PE No. 50791 NI I COMMENTS: a • 1 #5 EACH WAY. (DRILL s ° A, %"HOLETHROUGH L` o POST TO PASS RODS77 3 a M IN EACH DIRECTION) CL m EXPAND TO 20"x20"x36" T HELICAL PILE NEW DEEP AT END CONSTRUCTION BRACKET EL 17.5 NVD ` EXISTING o f I I o 0 0 0 0 0 PAVER DECK I I v HELICAL PILE g POOL NON STRUCTURAL (GROUTED SHAFT) " z I ( ) I I 4" OF CLEAN GRAVEL FILL UNDER x CONCRETE FOOTING m Lu I I I HELICAL PILE HELIX I I I s A DETAIL —POST WITH CONCRETE FILL AND HELICAL PILE m S-2 s L_ 1 .9 CLIENT: PRATT GUYS OUTDOOR DESIGNS 8x8 TREATED POST AT 3' EMBEDDED 8x 8 x 8 TREATED POST EXISTING POOL WALL TREATED POST WITHm PROJECT. ABU88Z FOUNDATION NOTES: (TOTAL OF 2PILES) SEE DETAIL "B" ON S-2 HELICAL PILE AT BOTTOM - COUGHLIN SEE DETAIL "A" ON S-2 "EPDXIED ANCHOR WITH 7" 1. PILES SHALL BE HELICAL ANCHORS PROVIDED BY CONTRACTOR 1769 BEACH AVE. EMBED (SET -3G OR HIT-HY 200) w/ PILE TIP BEARING AT ELEV. - 5.00(NGVD) GROUTED SHAFTS SHALL BE t JOB NUMBER: COUNTY: USED TO PROVIDE ADDITIONAL STRENGTH AGAINST BUCKLING ` 18-0031 DUVAL EL 20.5 ± (NGVD) 3 SCALE: %" =1'-0" (U.O.N.) TOP OF POOL DECK 2. PILING SHALL HAVE A MINIMUM ALLOWABLE WORKING CAPACITY OF 10 KIPS $ Do NOT SCALE THIS DRAWING ` s m RELEASE DATE: 02-21-18 O 3. PILE INSTALLATION COMPANY SHALL HAVE A MINIMUM OF 5 YEARS REVISIONS: EL 17.5 ± (NGVD) PERGOLA LAYOUT a LHSM FOR NEW PERGOLA EXPERIENCE IN THE INSTALLATION OF SIMILAR PILINGS z 4. IT IS RECOMMENDED THAT AN INDEPENDENT TESTING LABORATORY BE DRAWN BY: w CONTRACTED TO MONITOR THE PILE INSTALLATION FOR QUALITY CONTROL w BTC CHECKED BY: 5. STRUCTURE IS LOCATED SEAWARD OF COASTAL CONTROL LINE (CCL) _ FSS THE DEP MINIMUM LHSM ELEVATION IS 17.4 (NGVD)16.3 (NAVD) _ TITLE: THE PROVIDED LHSM ELEVATION IS 17.5 NGVD 16.4 NAVD PERGOLA LAYOUT B DETAIL - POST AT EXISTING POOL WALL ( ) ( > S 2 6, TO CONVERT NAVD-88 TO NGVD-29 ADD 1.10 FEET i SHEET: S2 ULSBERG ENGINEERING, INC. 2x6 T & G ROOFDECKING. - 11481 OLD ST. AUGUSTINE RD., SUITE # 202 6x6 RIDGE (NON STRUCTURAL) AT EACH SUPPORT, 2" DECKING m JACKSONVILLE, FL. 32258 - P: 904.886.2401 F: 904.260.4367 SHALL BE TOE NAILED THROUGH THE www.Hulsbrg�Engineering.com a TONGUE AND FACE NAILED WITH ONE tiu��arPL .,NUMBER: 25846 NAIL, USING 16D COMMON NAILS o 6x6 END POST (TWO NAILS PER SUPPORT) .0 (NON STRUCTURAL) \" N,+, .•�s©��.y��' `��o` •�•• %No.5079�1 °; s IC 3 STATEi -18 \v � (2) 2x12 BEAM SON �LLSON, PE M50791 (2) HDG %" BOLTS AT / . FL PE No. a COMM S: EACH BEAM TO POST CONNECTION (TYP.) m (2) Ya" x 12" W HEADLOK SCREWS 3x8 ARCHED BEAM AT END BEAM (TYPICAL) +I v 8x8 TREATED POST—Z E Lu (TYPICAL OF 4) EXISTING w U� SOLID BLOCKS o POOL m co ¢ BETWEEN BEAM PLIES N AT%SPAN POINTS u- w (TYPICAL) v 3 6x6 END POT IE (TYPICAL OF 2) a 8'-3" 0 CLIENT: 0 0 PRATT GUYS OUTDOOR DESIGNS FASTEN EACH RAFTER TO BEAM FROM TO ABOVE WITH SIMPSON s COUGHLIN SDWC15600 SCREWS 1769 BEACH AVE. (3" PENETRATION INTO W t JOB NUMBER: COUNTY: BEAM) - 18-0031 DUVAL g SCALE: - Y4" =1'-0" (U.O.N.) E DO NOT SCALE THIS DRAWING A RAFTER LAYOUT B SECTION RELEASE 02-21-18 S 3 S 3 a REVISIONS: NOTE: BEAMS AND RAFTERS SHALL BE WESTERN CEDAR (#2 OR BETTER) = DRAWN BY: BTC CHECKED BY: FSS 9 TITLE: m RAFTER LAYOUT a SHEET: - 0 S-3 M A 1- 0 F U Thi Y E Y LOT 35 OF NORTH A TLAN TIC BEACH, UNIT ,#1, R-- C -B -S- CORPORATION, ACCORDING TO PLA T THEREOF RECORDED IN PLAT BOOK 15, PAGE 10, CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA, TOGETHER WITH THE LAND LYING BETWEEN THE EASTERLY BOUNDARY OF SAID LOT AND THE ATLANTIC OCEAN. TOGETHER WITH WATER RIGHTS IN AND TO A 6 -INCH ARTESIAN WELL, AS RECORDFiD IN OFFICIAL RECORDS BOOM 483, PAGE 243, PUBLIC RECORDS OF DUVAL COUNTY FLORIDA. BEING THE SAME LAND DESCRIBED IN WARRANTY DEED RECORDED IN VOLUME 1631, PAGE 294, OFFICIAL RECORDS, DUVAL COUNTY, FLORIDA. J � { 1 i i { i i t { 1 4 i { t { 1 { ti { 1© 0 40 l SCALE: 1'" _ 24' r ` { I {z rte•' .,� !�' Q+ :4_I CL �a I g8.'' i �(,} J F.I.-•j "•i LOT SIZE ` {i � EXISTING � �, ica k TYPE a a. i"�© 22.0% ytiw i MATERIAL ( 3115 30.4% PROPOSED IMPERVIOUS o o o� TOTAL 5370 52.4% 4�� BOJ 3 7a©9"Q I iI f NOTES.' �cs�• 73' :ZSPA 1 I 72-81-A17 Q' NORTHING -2186046.2 04 a I1 1. THIS IS A TOPOGRAPHIC SURVEY WAS MADE FOR THE BENEFIT OF 7HMA S „ „ ZONES X (AREA OUTSIDE OF THE 0.2 o' ANNUAL 4F PO R Pc t- ADrACJEWT TO 7W2 1 { EASTTNG=3'73902.1 �` �r ��+ CHANCE FLOODPLAIN), "AO" DEPTH ( FEET), "VE" 2©' N BMCK L is T 3 6 2. BEARINGS BASED ON A CALCULATED LINE BETWEEN 1 { I ?Qwc, w a 1 I � ! j 3 -STORY WOOD AND STUCCO RESIDENCE PAVERS ! ( I i { , I y APPROXIMATE 1 PCA RON OF 1 INSURANCE RA TE MAP No. 12031 CO407H, REVISED 2 -STORY WORD i WOOD M �t 1 I 4 �{ 1 /3URIED CGWCRL TE i STRUCTURE SQ. FT. % LOT SIZE 10248 CONSTRUCTION EXISTING FREE STANDING TYPE BUILDINGS 2255 22.0% EXISTING METAL ROOF MATERIAL IMPERVIOUS 3115 30.4% PROPOSED IMPERVIOUS o o o� TOTAL 5370 52.4% STRUCTURE PERGOLA TYPE OF NEW IMPROVEMENT CONSTRUCTION STRUCTURE FREE STANDING TYPE RECORDS BOOK 12975, PAGE 1781 OF THE CURRENT ROOFING STANDING SEAM METAL ROOF MATERIAL CEDAR AREA 169 SQ. FT. rTaI1Na 1/2' rRON No. 1771 1 Y I BULKHEAD (NO Il L OCA TED) Z PIPE; CAP Na 4144 NGRTIIIWG-2185931.6 51.2' { EA MVO -5"709.0 244' i2 WOODWAL 'S % N$9 �aurir;";/a' IRON j $ �E LS 3672 i X11.9 X169 62 X82 X 5 arE_NE xg , x 9 BRICK AN1D TILE INAU ( 2 `--.. 1 F r , ti ( i \ \ 1 1r ! > 1 {I 2. o �© 21.8'"_ _- t �t 1 Q r t r i tt X 1 , 1 4 + 1 N aI t t `r y 1 1 t- eti r I k \ i `i s t t `� x{ `int k t + 4 STRUCTURE OUTDOOR KITCHEN A�PUTDQt l�9,1104 NEIN TYPE CONSTRUCTION MATERIAL BRICK xt \\ p fir ' , { fe' 13 •� .18% tt t5 1 i i °� +� 1 \r 1 �1' 1 `, 1 ' `l i '� r y I i � °' mko i x ,, \o I� Z W As• .� a CONCRETE I ,- r 11 1 1 t 1� to I o F �i ''; `�1 t\ k`. 1 i° i ik i i ~ '` CL LO DRIVE WM 'Q �s � It ¢ �i MCK 77?W �{ A ]/ ti 1 i �� i , t r �, 1 I 1 Z w J I7 f!B' . �? , �� { 1 -_,._ 1 r 1 r •-' { 1 I v 6► g.73 �u 176J �0. i p y { Z d g •� X w { lel C_ +.0. {M7k 6 a (7.9 � � � ` ° � h � 4 o x _: 0 a z RESIDE r x I k i _ >- +c i I COM OSITE F \wu x t t r r 1 x s' 6 l- 6 3.3 ,{ x! u N Iktri - I f 11 t` 1 CJ.. w p. (3 4 }, 4 r! 1 t X 1) X t cv x t. iC 0 °cfi ALVE FOR FFE - 20.60 1 x 1 x X, s x r t \ r t t I { I I , 4 ?a, I I '�...j d l7NDERGROUNO { FIFE GARAGE t o f N i r I I i l t I a F r t Is+ t F i x' c ` Xan { 0 -{ E= 9.90 ,,, I k ,, t 1 t w a: 4 a x �. a LP'6AS TANK q 1 . I �" C 4Clka! i ♦ \ t 1 kill tl ti1 y S l 1 4 '•� i ,n i ` I GENERA 41.49 j M W lS t e i t I Z S17E 8ENCHMAR s0 1 ti a 42.1. {` d t k i 1 P ` t IF l t 1 t I f 4 c V q t V 20 23.2 { VTI k t 1 11 I t t{ ` !! tt i 1 Q SET MAG NAIL AND DISK IN EDGE OF © { ; j 1 I� �i I i `a� d{ i a W PA VEMENT ERIC D to A/C P s ° {� . '' X / o + ;'] 1 I I V `, t f f 1 1 t 1 e i} k tilt { C� ELEVANON; 9.47 N.A.V.D. 1988) { � o O ,,. ! f I t � i 1, 1 t l k� { � I I � X 4 p a ! CO CRE _ 1 c?oei p4'S t t t w I t:k 1.t ° 4 { U! 1 t 1 k 1 , + I ti rl r 1 It 4 I I M t y3� &. G )(4.5 4 S. VxX X5 WOOD FENCE � � � �h � p 1'� 6 I I� i � { 1�U i I1 { t 1 4 V IX �. �V { )- 1 1 _Xg.67 `� g'1 t I 12 fir;.tM.) xR?t k 1 rCjtlfit i w , t i f ti i wY<. HOUSE fi` WOOD FENCE �+r� • s sl 205.30' ! {FgUNO 1'/2 IRON �. NO 18. REBAR O, I S8 v6 a J v ,, jj tPE L8 3672 .G. ,F. f'aUND' I f„ NORINING�21859B2a N893538 W !04. 3 (1, TD REBAR) t I I X_ 1,1 EASTIN ,L`-SX712.1 ► 1 t WOOD WALKL Q T 48 73` 4 i 4{ I WOOD E 1 I �c V A�PUTDQt l�9,1104 11. 771E GENERAL PERMIT LINE SHOWN AS PER OFFICIAL RECORDS BOOK 12975, PAGE 1781 OF THE CURRENT a'r� j PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. o`` ¢. 72-81-A18 � I NORTHING=2186046.2 I f NOTES.' �cs�• EAST ING-373902.1 r \ / j { BENCHMARK, FouNO MAG NAIL AND DISK 1N EAST SIDE 1. THIS IS A TOPOGRAPHIC SURVEY WAS MADE FOR THE BENEFIT OF 7HMA S „ „ ZONES X (AREA OUTSIDE OF THE 0.2 o' ANNUAL 4F PO R Pc t- ADrACJEWT TO 7W2 1 112.17' t COUGHLIN. CHANCE FLOODPLAIN), "AO" DEPTH ( FEET), "VE" I 2. BEARINGS BASED ON A CALCULATED LINE BETWEEN (EL. 14 FEET) AND "VE" (EL. 16 FEET) AS WELL aCVAMW- 12.34 (N.A.V.D. 1988) � { 1 I � , AS CAN BE DETERMINED FROM THE FLOOD I DEPARTMENT OF NATURAL RESOURCES M T INSURANCE RA TE MAP No. 12031 CO407H, REVISED 2 -STORY WORD i WOOD M �t I 4 �{ 1 � TEN NUMBERS 72•-81-A 17 AN 18 i'fR 71.1E COASTAL. CONSTRUCTION CONTROL ANDPER FOR DUVA�. COUNTY; RESIDENCE { DONN W. BOA 1 ►RIGHT, P.S.M. "NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA A. LIC. SURVEYOR AND MAPPER No. LS 3295 LICENSED SURVEYOR' AND MAPPER." No. 1769 ..._ _. � _. ..-. ..... � - _... I C L FLORIDA, BASED ON GPS OBSERVA770NS J. THE CURRENT COASTAL CONSTRUCTION CONTROL LINE 1S L SU RVEYOR� `� r� 1500 � RECORDED IN MAP BOOK C, PAGES 72 THROUGH 72H, DUVAL COUNTY, RECORDED JULY 21 1992. � JACKSONALLECHECK�a « m , 4. LINE DETERMINED BEMCOHJ,FLORIDA MEAN HIGH WATER (MHW) USING SHEET sQ�• 1 ��1--- 4F 1 � ) 8550 EXTENDED DATUM FOR TIDE STA77ON 872-0291 (JACKSONVILLE BEACH, MHW = 2.10 (NAM 1988), TIDE 22,6' SWCK PA WW DECK 1 �+ l I RANGE = 5.07'). I 5. SEASONAL HIGH WATER LINE AS DEFINED BY FLORIDA t a ST47UTES CHAPTER 161.053 (6)(0)2.' 'Seasonal high-water POM` 1 i line' moons the line formed by the intersection of the e' rising share and the elevation of 150 percent of the local paean tidal range above local mean high water. ANGLE POINT OPPOS IE R•-45 \ / �1 � k t � { 1 � MHW ELEV. f (1.5 X TIDAL RANGE )-SHWL 2.10 t (1.5 X 5.07) = 9.7 (NAND 1988). I � ' 6. COORDINATES BASED ON STATE PLANE COORDINATE i F SYSTEM, EAST ZONE, NAD27 PER THE RECORDED COASTAL. CONSTRUC770N CONTROL LINE AND CONVERTED TO NAD 1983 DATUM USING CORPSCON 6.0.1. c ` i 7. BENCH MARK USED: 8. THE EROSION CONTROL LINE AS RECORDED IN PLAT l i BOOK 35, PAGES 59. 59A & 598 OF 7HE CURRENT PUBLIC RECORDS OF DUVAL COUNT); FLORIDA IS THE EASTERLY { MOST PROPERTY LINE FOR PRIVATE LANDS IN SAID COUNTY ANGLE F°VNT Lk°POSITE R•-46 .. 9. THE OWNER OF RECORD PER THE DUVAL COUNTY PROPERTY APPRAISERS OFFICE IS YHOMAS C10UGHL g�'t VI 10. GPS RUN USING SPECTRA PRECISION EPOCH 50 L 1/L2 EQUIPMENT AND T TIMBLE VRS SOFTWARE { 11. 771E GENERAL PERMIT LINE SHOWN AS PER OFFICIAL RECORDS BOOK 12975, PAGE 1781 OF THE CURRENT a'r� j PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. 72-81-A18 � I NORTHING=2186046.2 I f EAST ING-373902.1 THE PROPERTY SHOWN HEREON LIES IN FLOOD BENCHMARK, FouNO MAG NAIL AND DISK 1N EAST SIDE THIS SURVE=Y WAS MADE FOR THE BENEFIT OF 7HMA S „ „ ZONES X (AREA OUTSIDE OF THE 0.2 o' ANNUAL 4F PO R Pc t- ADrACJEWT TO 7W2 1 4 COUGHLIN. CHANCE FLOODPLAIN), "AO" DEPTH ( FEET), "VE" NORIHKST PROPERTY COW" OF RESIDENCE N% 1755 (EL. 14 FEET) AND "VE" (EL. 16 FEET) AS WELL aCVAMW- 12.34 (N.A.V.D. 1988) � { AS CAN BE DETERMINED FROM THE FLOOD r INSURANCE RA TE MAP No. 12031 CO407H, REVISED i JUNE 3, 2013 FOR DUVAL COUNTY FLORIDA. { i { DONN W. BOA 1 ►RIGHT, P.S.M. "NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA A. LIC. SURVEYOR AND MAPPER No. LS 3295 LICENSED SURVEYOR' AND MAPPER." FLORIDA LICENSED SURVEYING AND MAPPING BUSINESS No, LB 367 8Y. - 1 8 2O 8 27 N 'i�. LDR:A B C L ' L SU RVEYOR� r� 1500 � � JACKSONALLECHECK�a BEMCOHJ,FLORIDA .MAR CH 8 201 8F��EBOATWRIGHT Q�ITE. SHEET sQ�• 1 ��1--- 4F 1 � ) 8550